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126 3RD AVE N.PDF1111111111114865 126 3RD AVE N ADD TAX ACCOUNT/PARCEL NUMBER: BUILDING PERMIT (NEW STRUCTURE COVENANTS (RECORDED) FOR: 2=Qp9230c12j(&A& la UUZ wbtakbw 1. %-A .,xp. ��*�Col�2o02o2�o�O��q— �R� It sc a�E>5ticoN�es�ZCn2o2r: �GY�1it° I� N Res ?• 12U0522(e%wru r f CRITICAL AREAS : y 9� t�`32 DETERMINATION: ❑ Conditional Waiver ❑ Study Required gWaiver DISCRETIONARY PERMI N''S ol"l , ftf,q S',�5 DRAINAGE PLAN DATED:,S7 2.5- _l9 PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: • 0-pi•iti / UR-4 .i ,�._W m.IIJL� �► . " I,I��/��'S1i 04"-Vo ... 91 iA. • pMam 9f=JVR's7W PLANNING DATA CHECKLIST DA' SCALED PLOT PLAN DATED: SEWER LID FEE $. LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: C SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: S. n g STREET USE / ENCROACHMENT PERMIT #: =Q?440�41-fQQ1IZIOfOZI WATER METER TAP CARD DA' i L:\TEMP\DSTs\Forms\Street File Checklist.doc PLANNING DATA 11 STREET FILE igns -- W1 f hVA �WWWNU,GUTiln� - I2f �Yr k)tk, EA-b �0070372 Proposed: 131ukG k -Ftre (i loan W 1- CLIUUMAAM I Acceptable? Y�S Requires ADB Approval? NO • Si gn Location If freestanding and 3-feet or over (unless a fence) meets setbacks? M/A Required Setbacks Street: Side: Side: Rear: Actual Setbacks Street: Side: Side: Rear: Land sca in for Freestanding Signs Size: N/A Location: Critical Areas Determination #: NIA ❑ Study ,Required ❑ waiver. Other, �-ll , �0 r 0 C. J — I SWUiw.e.� of uj aC f C� p Pi m ark 1tvo h (4 , alf owa,6f� . fia Plan Review By:W%V,�iu +/I(p G O1 PLANNING DATA STREET FILE -- Signs -- Name: Date: Site Address: Plan Check #: BLD-2006- Project Description: Reduced Site Plan Provided: (YES / NO) Zoning: Comprehensive Plan Designation: Map Page: Corner Lot: (YES / NO) Flag Lot: (YES / NO) ADB File # (or date waived): TOTAL Area pqr Type of Si n Type of Sign Allowed in zone? Matrix conditions met? Allowed area per unit Unit TOTAL sign area allowed for this si n Proposed sign area Example wall wontemal illumination Yes, with conditions Yes 1 sq. Imlineal R. attached wall 41 ft. attached wall 41 square feet 20 square feet Sign #1 Sign #2 Sign #3 TOTAL Si n Area for TenanVSMe Max Permitted: Previous Total: Proposed Total: SinHeiht Sign Type: Max Permitted: Actual Height: Sign Type: Max Permitted: Actual Height: Sign Type: Max Permitted: Actual Height: SinLihtin, Sign Type: Proposed: Allowed in Zone: Sign Type: Proposed: Allowed in Zone: WTE RECEIVED PERMIT EXPIRES USE PERMIT CITY' OF EDMONDS ZONE �C s NUMBS EM2LING STRUCTION PERMIT APPLICATION JOB SUITE/APT# ADDRESS /z /' -5 D Ale �D4M NAME OF BUSINESS (© �I /Ads� PLAT NAME/SUBDIVISION NO. LOT NO. LID NO. ESS LID FEE $ ,�("-PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TESCP Approved / vei-vvurjrRW et Use Required 1 • Street Lee Perm@ ReQ'd 0 ZIP TELEPHONE EXISTING PROPOSED Inspection Required Sidewalk Required LlZ,, — �'7C�' Gf��b REQUIRED DEDICATION FT Undergroundlrequired x NAME, METER SIZE �, LINE SIZE NO. OF FIXTURES PRV REQUIRED C7 �'y ti fT�C+,�► � �„ YES ❑ NO ❑ W ADDRESS REMARKS = OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE 0 Lu CITY ZIP TELEPHONE "� ±2i &2- ' NAME EXIf11✓SN(a, I_jh _ REVIEWED/DATE C AD RE1SS / v ^-' FIRE REVIEWED BY �, DATE CITY ZIP TELEPHONE STATE LICENSE NUMBER ^ub EXPIRATIOAVDATE C �CKED BY VARIANCE OR CU SHORELINE OR ADB# INSPECTION BOND �..�. REQ'D POSTED YES ❑ NO (� SEPA REVIEW SIGN AREA HEIGHT a PROPERTY T..ssXCLCC,OUNT PARCEL NO. COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED J ,/ "T�! . C 6 • G�L"x�Cd EXP !�\ I t LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.) NEW' RESIDENTIAL ❑ PLUMBING / MECH ALLOWED PROPOSED FRONT SIDE REAR FRONT UR SIDE REAR O ❑ AUDITION VCOMMERCIAL ❑ COMPLIANCE OR CHANGE OF USE `©O/ tloo'� 0 0 0 C Z PARKING LOT AREA PLA Nil NG EVIEWED BY DATE g ❑ REMODEL ❑ APARTMENT ❑ SIGN REO'D PROVIDED GRADING FENCE ❑ REPAIR ❑ CYDS ❑ ( X FT) REMARKS ,t ❑ 'DEMOLISH ❑ ,TANK. ❑ OTHER GARAGE RETAININROCXERYG WALL C r I D 2 CARPORT ❑ ❑ RENEWAL F (TYPE OF USE, BUSINESS OR ACTIVITY] EXPLAIN: ; a CHECKED BY TYPE OF CONSTRUCTION C OCCUP�T I z V L� ItzGx./IJi i +c.-�`. ' I r.�C� / GROUP CNUMBER NUMBER OF CRITICAL �. OF DWELLING AREAS i SPECIAL INSPECTOR AREA OCCUPANT OSTORIES UNITS NUMBER �,.. REQUIRED YES LOAD DESCRIBE WORK TO BE DONE REMARKS 0 _ PROGRESS INSPECTIONS PER UBC 1081FINAL INSPECTION REQ'D o C 7 -24 /llI X f�b. !� ,l `' C VALUATION FEE I ) PLAN CHECK FEE �4601 AT SOURCE , IN�C, � L� SLOPE % BUILDING ,�' GO PLAN CHECK NO: ®/r� D VESTED DATE PLUMBING �pf Ila D' MECHANICAL/ i 61z THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO t- BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC 7 DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE L F SEPARATE PERMISSION. r / ✓ STATE S PICHARGE �(/• w PERMIT APPLICATION: 180 DAYS 2. a PERMIT LIMIT: 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS ENG. REVIEW FEES 1- SEE BACK OF PINK PERMIT FOR MORE INFORMATION �y y 'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS ENG. INSPECTION FEE x All /b IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF LANDSCAPING ! i EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND INSPECTION FEE z Q ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY M FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE RECEIPT �y o DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE PLAN CHECK DEPOSIT -646z 0 NOR LIMIT IN ANYWAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.- RECE ssehesessessesesseas TOTAL AMOUNT DUE I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION GIVEN IS CORRECT; AND THAT 1 AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF APPLICATION APPROVAL THE OWNER. I REE TO COMPLY WITH �)TYAND STATE LAWS REGULATING CONSTRUC- CALL This application is not a permit until, signed by the TION; AND IN t HE WORK AUTHORjZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and Fees are paid. and IN VIOLATIO F(H LABO CODE OF tHE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in apace provided. WORKMEN'S M SATION SURANC AND RCW 18.27. OFF.•ICI N E DATE SIGNATUR (O N O T DATE SIGNED ` (425) 771-0220 REL ED IY DATE ATTEN EXT1333 / IT IS UNLAW L TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN,MADE AND APPROVAL OR A CERTIFI- 771-0221 CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 FAX ORIGINAL- FILE YELLOW - INSPECTOR PINK - OWNER • GOLD - ASSESSOR 5/98 M to PLANNING DATA . New Commercial / Mulffamily Proiects SITE ADDRESS: 2%, - 3 N . ZONING: 13 rr USE(S) PROPOSED: lli ALLOWED?: LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED (Y/N) CUP File: . To Allow What Uses?: ADB FILE #: lmi- 3 9 PARKING: Use• . X Use: X Use: X Use: X Total Required: SETBACKS: ,v(, No. Spaces Required: (floor area, # employees, etc.) _ No. Spaces Required: (floor area, # employees, etc.) _ No. Spaces Required: (floor area, # employees, etc.),= No. Spaces Required: (floor area, # employees, etc.) _ Actual Provided: i Required Setbacks: Front: Left Side: Right Side: Rear: Actual Setbacks: Front: Left Side: Right Side: 'Rear: Street map checked for additional setback required? (Yes/No) MAXIMUM FLOOR AREA: VC Maximum Allowed: BUILDING HEIGHT: Nc Actual: Maximum Allowed: Actual Height: Modulation Allowed?: Modulation Height: Datum Point: Datum Elevation: Elevator Penthouse > 3 feet over height limit? If so,VAR# LANDSCAPING: uc- Matches ADB approved: Bid Provided? Bond Amount (100% bid): CRITICAL AREAS #: %--32 SEPA DETERMINATION: SHORELINE REQUIRED?: A/A Continued ... I:\I ibrary\^PlandatNewComm.doc DATE: `7/2ql 63 PLAN CHK#. 03 NAME OF BUILDING PERMIT APPLICANT:_ f}(, 54-t, P (carp PROJECT DESCRIPTION: P11-cc Io�rPM a w- aw'A" 1AM, / c' rim 1 ADB FILE #: OR DATE WAIVED: S off jepr" o,7/y�3 PLANS MATCH APPROVED PLAN: Na SUBDIVISION: LOT AGGREGATION REQUIRED?: M� REDUCED SITE PLAN (8.5X11) PROVIDED FOR STREET FILE?-N. OTHER: r Plan Review By:� (f,Nn) � h�,G-rr r pr,.c� •�•+er.�c., �L k I r. � .= r�f4 /o / I:\I ibrary\^PIandatNewComm.doc i:"�t'i+ ag0,t99- City of Edmonds Critical Areas Checklist The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are or may be present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. With a signed copy of this form, the applicant should also submit a vicinity map or p p or indi d ots o e parcel with enough detail that City staff can find and identify the subject parcel(s). In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) or studies in cogjunction with this Checklist to assist staff in completing their preliminary assessment of the site. I have completed the attached Critical Area Checklist and attest that the answers provided are factual, to the best of my lmowledge (fill out the appropriate column below). Owner / Applicant:x App�aot Reprove: `X... Nam � Strad Addc+ess aty, State, ZIP Phone Y SivaWre Date V Strad Address l lane �s : t0A . 7`71/— 05-00 /�Ay� � Phoae 1,97• Date 1.4 c . 18 913 January 29, 1998 CITY OF EDMONDS BARBARA FAHEY MAYOR . 121 5TH AVENUE NORTH • EDMONDS. WA 98020 - (425) 771-0220 • FAX (425) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works • Planning/Building •Parks and Recreation • Engineering • Wastewater Treatment Plant Warren LaFon, Architect 123 4th Ave. North Edmonds, WA 98020 Subject: Determination regarding Critical Areas Checklist # 98-32 Dear Applicant: Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City is located on the reverse side of the. form (bottom of page). It is very important for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records. ::. :::-IMPORTANT INFORMATION TO BE NOTED PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIST OR CRITICAL AREAS STUDY, The 'DETERMINATION' for the Critical. Areas. Checklist you submitted is a site -specific determination not a project -specific determination. Milo, You must submit a cony of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL .4,*0 PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: * Architectural Design Board C: ReceptionV ana\CRLTR.doc Building, Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Thank you. Sharla Graham Acting Planning Secretary ® Incorporated August 11, 1890 Sister Cities International — Hekinan, Japan GEOTECHNICAL ENGINEERING REPORT FLEURY FAMILY PROJECT EDMONDS, WASHINGTON FOR CAMPBELL-FLEURY CONSTRUCTION, INC. STREET FILE AUG 10 2001 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS NELSON-COUVRETTE & ASSOCIATES, INC. CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS 17311 35th Avenue A-500 Woodinville, WA 98072 Snohomish County (425) 337-1669 (425) 486.1669 • Fax 481-2510 Wenatchee/Chelan (509) 784-2756 January 22, 1999 Mr. Scott Fleury Campbell & Fleury Construction, Inc. P.O. Box 6005 Edmonds, WA 98026 Geotechnical Engineering Report Fleury Family Project Edmonds, Washington NCA File No. 250999 Dear Mr. Fleury INTRODUCTION This report presents the results of our geotechnical engineering investigation for the Fleury Family project. The planned multi -use retail and condominium building is to be located at 124 Third Avenue North in the city of Edmonds, Washington, as shown on the Vicinity Map in Figure 1. You have requested that we investigate the subsurface conditions at the site, and provide recommended soil bearing pressure and lateral earth pressures for use in the design of foundations and shoring walls for the project. The gently sloping 1/4-acre site is bordered on the north by a single -story residence, on the east by an alley, and on the west by Third Avenue North, as shown on the Site Plan in Figure 2. Along the south property line is a recently constructed three-story, multi -use building known as the Soundview Plaza building. We prepared a geotechnical report for the Soundview Plaza project (NCA File No. 195897), dated February 7, 1997. Geotechnical Engineering Aport _ Fleury Family Project January 22, 1999 NCA File No. 250999 Page 2 PROJECT DESCRIPTION We have been informed that the current plan is to construct a three-story, multi -use building that is similar to the Soundview Plaza building. The building will be steel -framed with pre -stressed concrete floors and a concrete slab -on -grade. Estimated maximum column loads are on the order of 130 kips. Excavation will be about 3 to .11 feet below existing grade to place building foundations at about Elevation 57. feet. The excavation will extend out to all property lines. Cantilever soldier pile shoring walls are planned along the east and north property lines. The excavation along the south property line will be made up to the basement retaining wall for the Soundview Plaza building, which has footings about 3 inches below the new building footings. The excavation will be open -cut about 3 feet deep along the west property line. Shops are planned on the west portion of the lower floor facing Third Avenue North. The remainder of the lower floor is planned as parking, which will be accessed through the Soundview Plaza building. We understand that a non -supporting section of the Soundview Plaza garage wall will be removed to provide access to the planned parking garage for the new building. 'The two buildings will be structurally tied together at their adjacent walls to act as one unit. The upper floors of the new building will be condominium units. SCOPE The purpose of this study is to explore and characterize the subsurface conditions and present recommendations for site development. Specifically, our scope of services includes the following items: I • Review available geologic maps of the area, and our previous report. 2. Explore the subsurface conditions on the east half of the site with two borings using a subcontracted drill rig, and on the west half of the site with shallow hand holes. 3. Provide recommendations for building foundation support. 4. Evaluate the suitability of lateral pressures used for the shoring wall design. 5. Provide our opinion regarding the possible impacts to the residence just north of the site from the planned excavation. 6. Document our exploration, observations, conclusions and recommendations in a written report. NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Report Fleury Family Project January 22, 1999 NCA File No. 250999 Page 3 SITE CONDITIONS Surface Conditions The project site is a rectangular -shaped 1/4-acre lot, which is mostly vegetated with short grass. The property slopes gently down from southeast to northwest with an elevation change of about 8 feet. A concrete retaining wall is located along the west side of the property. The west side of the site is about 2 feet above the city sidewalk along Third Avenue North. A residence and detached garage have recently been razed at the site. The residence north of the site is approximately 3.5 feet from the property line. The structure is supported on 1.0-foot-wide concrete blocks that extend approximately 1.5 feet below the surface grade. The proposed excavation in this area will be about 6 to 7 feet deep. Subsurface Conditions Geology: Most of the Puget Sound Region was affected by past intrusion of continental glaciation. The last period of glaciation, the Vashon Stade of the Fraser Glaciation, ended approximately 10,000 to 11,000 years ago. Many of the topographic features seen today are a result of scouring and overriding by glacial ice. During the Vashon Stade, the Puget Sound region was overridden by over 3,000 feet of ice. Soil layers overridden by the ice sheet were compacted to a much greater extent than those that were not. A typical glacial sequence includes recessional outwash sand underlain by glacial till and advance outwash. _ The Preliminary Surficial Geologic Map of the Edmonds East and Edmonds West Quadrangles, Snohomish and King Counties, Washington by Mackey Smith (Washington DNR, 1974) was referenced for the geologic and soil conditions at the site. The site is mapped as being underlain by Vashon Till (Qvt). Glacial till is an unsorted moisture of sand, silt and gravel that is deposited at the bottom of the glacier. The upslope area to the east is mapped as being underlain by recessional outwash (Qvr), which is commonly a sand unit with silt and gravel. The recessional outwash is a moderately to highly permeable unit deposited by retreating glaciers and is not nearly as compacted and dense as the relatively irnpermeable glacial till. Our explorations at the site encountered recessional sand overlying glacial till. Advance outwash sand and gravel was found to underlie the glacial till. The advance outwash is a moderately permeable unit deposited by the meltwater from the advancing glacier before being overridden and compacted. NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Report Fleury Family Project January 22, 1999 NCA File No. 250999 Page 4, Explorations: The subsurface conditions at the site were explored on January 7, 1999, by drilling two borings with a truck -mounted, hollow stem auger drill rig. Boring 1 and Boring 2 were drilled to :29 and 24 feet to evaluate the suitability for foundation and shoring support. The near surface soil conditions in the west half of the site were observed by excavating two hand auger holes to depths of 4.4 and 4.1 feet. The approximate locations of the explorations are shown on the Site Plan in Figure 2. Sgunples in the borings were taken at 5-foot depth intervals using the Standard Penetration Test (SPT). The SPT consists of driving a 2-inch outside diameter split -spoon sampler using a 140-pound hammer falling 30 inches. Representative samples in the hand auger holes were collected as a change in soil types was encountered. Our field geologist was present during the explorations. He examined the soils and geologic conditions encountered and maintained logs of the explorations. The soils were visually classified in general accordance with the Unified Soil Classification System, a copy of which is presented in Figure 3.. The logs of the borings are presented in Figures 4 and 5. The number of blows required to drive the sampler 12 inches (unless otherwise noted) is shown on the logs. The logs of the hand augers are presented as Figure 6. Soil.and Ground Water Conditions: Hand Auger 1 and Hand Auger 2 encountered a surficial layer of topsoil to a depth of about 1 foot. The topsoil was underlain to a depth of about 4 feet with medium dense, gray -brown, fine to medium sand with gravel that was interpreted to be recessional outwash. Medium dense to dense, light gray, silty fine to medium sand was encountered below about 4 feet. This soil was interpreted to be weathered glacial till. Underlying near surface fill and topsoil, the borings encountered loose to medium dense, gray, fine to coarse sand with gravel interpreted to be recessional outwash. In Boring 1, near the southeast corner of the; site, the recessional outwash was found to a depth of 13 feet. In Boring 2, near the northeast corner of the; site, the recessional outwash sand was found to a depth of 7 feet. Underlying the recessional outwash sand, our explorations encountered about 3 feet of medium dense to dense, gray, rust -mottled, silty fine sand with trace gravel interpreted to be weathered till. Below the weathered till was dense to very dense, gray, silty fine sand with trace gravel interpreted as unweathered till . The lower 3 feet of the till in Boring I consisted of gray, silty fine to medium sand with gravel and trace silt chucks and sand seams that we interpret to be lodgment till. Lodgment till is dense to very dense till that has undergone minor sorting due to basal sliding of the glacier. NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Report — Fleury Family Project January 22, 1999 . NCA File No. 250999 Page 5 Underlying the till units was dense, gray, rust -mottled, silty fine to medium sand with trace gravel that -- extended to the bottom of the explorations. This soil was encountered at depths of 26 and 23 feet in Boring 1 and Boring 2, respectively, and is interpreted to be advance outwash. Ground water seepage was observed in the advance outwash below 26 feet in Boring 1. Prior to filling _ the bore hole we observed that the water level had not risen above this depth. Seepage was observed in Hand Auger 1 at a depth of 4 feet, and was interpreted to be water perched on top of the till. CONCLUSIONS AND RECOMMENDATIONS General The site should be compatible with the proposed project with respect to geotechnical concerns. Suitable soil for foundation support is anticipated at the proposed excavation depths. We expect the excavation will affect the residence to the north and will likely cause .it to settle. The magnitude of settlement is dependant on soil conditions, foundation loads, and quality of workmanship in the shoring installation and excavation, and can not be accurately estimated. Prior to beginning the excavation, we recommend that the structural condition of the residence north of the project be documented. This would be to avoid disagreement with the neighboring property owners over possible effects on the structure from the excavation. Documentation should include a preconstruction survey where any cracks or signs of distress -- are mapped and measured, and the entire house is photographed. Horizontal and vertical survey reference points should also be established on the house and at locations that will not be influenced by the excavation. Excavation along the north property line will be made to below a I Horizontal to 1 Vertical (LH:IV) line below the foundation system for the neighboring residence. There is potential for caving to occur in the recessional outwash, which could cause loss of foundation support. This soil unit was found to a depth of 4 feet in the west half of the site, and 7 to 13 feet in the east half of the site. We excavated three test pits on the east half of the Soundview Plaza project (NCA File No. 195897) to depths between 9 and 11 feet. Slight to moderate caving was observed in two of three explorations. The potential for caving should be considered for the pile installation and excavation and lagging phases of the project. There is potential for ground water seepage near the bottom of the holes for the soldier piles where drilling encounters the advance outwash sand. Based on the amount of seepage observed in our borings, we; do not expect that the amount of water would prevent the use of the planned shoring methods. However, the potential for caving and seepage means that the piles should be placed and concrete poured NELSON-COUVRETTE & ASSOCIATES, INC. (3eotechnical Engineering g g Report - Fleury Family Project January 22, 1999 NCA File No. 250999 Page 6 as soon as possible after completion of drilling the hole. If caving is a problem, it may be necessary to case the hole or drill with mud. _. We recommend that earthwork be conducted during the drier summer months, if possible. The till soils likely to be exposed at the excavation bottom in portions of the site can become disturbed by construction traffic when wet. If earthwork is to be accomplished during wet weather, a 4-inch-thick blanket of crushed rock may be used to protect the subgrade in footing and floor slab areas where the subgrade consists of the silty till soil. 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. Materials: Imported structural fill should consist of a good quality, free -draining granular soil, free of orl;anics and other deleterious material, and be well graded to a maximum size of about 3 inches. Imported, all-weather fill should meet these requirements, and also should contain no more than 5 percent - fines (soil finer than a U.S. No. 200 Sieve), based on that fraction passing the U.S. 3/4-inch sieve. The on -site soils vary from slightly to highly moisture sensitive, and the use of these soils as structural fill -- will be dependent on moisture content control. We do not recommend using the till soils as fill outside of the dry summer months due to their high moisture sensitivity. The recessional outwash sand is likely to be the most abundant material generated in the excavation. This soil is slightly moisture sensitive and would be more suitable for use outside of the summer. Fill Placement: Following subgrade preparation, placement of the structural fill may proceed. All fills 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 underlying building areas, and within 2 feet of pavement or sidewalk subgrade, should be compacted to at least 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D 1557 NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Report Fleury Family Project January 22, 1999 NCA File No. 250999 Page 7 compaction test procedure. Fill more than 2 feet beneath pavement and sidewalk subgrade should be compacted to at least 90 percent of its maximum dry density. The moisture content of the soils to be 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 Shallow spread foundations should be founded on undisturbed medium dense or better native soils, or be supported on structural fill or rock spalls extending to those soils. Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Minimum foundation widths of 18 and 24 inches should - be used for continuous and isolated spread footings, respectively. Standing water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of not more than 3,000 pounds per square foot (psf) be used for the footing design. Current Uniform Building Code (UBC) guidelines should be followed when considering possible increases in allowable bearing for short term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1 inch total and 1/2 inch differential between footings or across a distance of about 20 feet. -- It is noted that tying the south wall of the new building to the north wall of the existing building will cause the walls to interact. This could cause the existing wall to settle somewhat. However, if adequately tied together, the walls should act together. Lateral loads can .be resisted by friction between the foundation and subgrade soil, and by passive soil resistance acting on the below -grade portion of the foundation. For the latter, the foundation must be _ poured "neat' against undisturbed soil, or backfilled with clean, free -draining, compacted structural fill. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. We recommend that an equivalent fluid density of 200 pounds per cubic foot (pcf) be used to calculate the NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Report Fleury Family Project January 22, 1999 NCA File No. 250999 Page 8 allowable lateral passive resistance for the case of a level ground surface adjacent to the footing. An — allowable coefficient of friction between footings and soil of 0.45 may be used, and should be applied to the vertical dead load only. These values include a factor of safety of 2.0 and 1.5 for passive and frictional resistance, respectively, applied to our estimate of ultimate soil strength values. Seismic Hazard The site is located within Zone 3 of the Seismic Zone Map shown as Figure 16-2 of the 1997 Uniform Building Code (UBC). This corresponds to a Seismic Zone Factor, Z, of 0.30. This, in turn, corresponds to an effective peak horizontal acceleration of 0.3 g. Site conditions best fit the UBC description for Soil Profile Type SD ("Stiff Soil Profile"). Temporary Shoring Shoring will consist of cantilever soldier piles and lagging. Active pressure acting on the piles and lagging for design of soldier piles should be calculated based on a triangular pressure distribution equivalent to that exerted by a fluid with a density of 35 pcf. This pressure acts on the full center -to - center pile spacing above the base of the cut. It has been shown that lagging does not experience the full soil pressure; therefore, 1/2 of the active pressure can be used for the design of the timber lagging. The passive resistance is considered to be a triangular distribution, equivalent to that exerted by a fluid. The maximum passive resistance at the bottom of the pile is the product of the passive resistance coefficient and the depth of the pile below the base of the excavation. The passive resistance coefficient used for design should be 400 pcf. This can be considered to act on 2 effective pile diameters below the base of the; cut. No safety factors have been applied to the above passive resistance value. Appropriate safety factors should be applied in the design of the shoring system. We suggest that a safety factor of 2 be applied to the passive resistance value. Permanent Retaining Walls The lateral earth pressure acting on retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement that can occur as backfill is placed and the inclination of the backfill. Walls that are free to yield at least one -thousandth of the height of the wall are in an "active" condition. Walls restrained from movement by stiffness or bracing are in an "at -rest" condition. Active earth pressure and at -rest earth pressure can be calculated based on equivalent fluid density. Equivalent fluid densities for active and at -rest earth pressure of 35 pounds per cubic foot (pcf) NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Report Fleury Family Project January 22, 1999 NCA File No. 250999 Page 9 and 50 pcf, respectively, may be used for design for a level backslope. These values assume that the retained soil is granular, and that the wall is drained. The preceding values do not include the effects of surcharges due to foundation loads, traffic or other surface loads. Surcharge effects should be considered where appropriate. The above lateral pressures may be resisted by friction at the base of the wall and passive resistance against the foundation. A coefficient of friction of 0.45 may be used to calculate the base friction in the glacial soils. An equivalent fluid density of 200 pcf should be used for passive resistance. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive pressures, the foundations should be poured "neat" against the undisturbed native soils, or compacted fill should be used as backfill against the front of the footing, and the soil in front of the wall should extend a horizontal distance at least equal to three times the foundation depth. We recommend that the upper 1 foot of soil be neglected when calculating the passive resistance. All wall backfill should be well compacted. Care should be taken to prevent the buildup of excess lateral soil pressures due to overcompaction of the wall backfill. This can be accomplished by placing wall backfill in 8-inch loose lifts and compacting with - p g small, hand operated compactors. Slabs -on -Grade We recommend that all floor slabs be underlain by at least 6 inches of free -draining sand or gravel for use as a capillary break. A suitable vapor barrier, such as heavy plastic sheeting, should be placed over the sand or gravel. The capillary break should be designed to drain into the foundation drain system. An additional 2-inch-thick sand blanket may be used to cover the vapor barrier to aid in curing the concrete. Drainage We recommend that runoff from impervious surfaces, such as roofs and paved areas, be collected and routed to an appropriate storm water discharge system. The roof drains should be tightlined separate of the footing drains, until the tightline is a minimum of 1 foot vertically down -gradient from the footing drains. NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Report . Fleury Family Project January 22, 1999 NCA File No. 250999 Page 10 We recommend that footing drains and wall drains be installed on the outside of perimeter footings and subsurface walls that are constructed in open cut and backfilled. The footing drains should be at least 4 inches in diameter and should consist of perforated or slotted, rigid, smooth -walled PVC pipe, laid at the _ bottom of the footings. The drain line should be surrounded with free -draining pea gravel. Wall drainage should be provided by a zone of free -draining material at least 18 inches wide next to the wall. The top 1 foot of wall backfill should consist of relatively impermeable material to limit surface water infiltration into the wall and footing drain. Where permanent walls are to be formed up against the shoring wall, proper drainage will still be required. A drainage composite blanket or drain strips should be placed against the shoring system prior to setting reinforcement for the permanent wall. Drained water should be collected at the base of the wall, and then tightlined to the storm drain system or a sump from which it can be pumped. USE OF THIS REPORT We have prepared this report for use by Mr. Scott Fleury and his agents, for use in planning and design of this project. The data and report should be provided to prospective contractors for their bidding and estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of subsurface 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 between the explorations and also with time. A contingency for unanticipated conditions should be included in the budget and schedule. We should be retained to provide monitoring and consultation services during construction, to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate. whether or not earthwork and foundation installation activities comply with contract plans and specifications. NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Report Fleury Family Project January 22, 1999 NCA File No. 250999 _ Page 11 Within the limitations of scope, schedule and budget for our services, we have strived to take care that our work has been completed in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. We appreciate the opportunity to be of service to you. If there are any questions concerning this report or if we can provide additional services, please call. Sincerely, NELSON-COUVRETTE & ASSOCIATES, INC. Douglas J. Bath — Project Engineer William M. Mick, PE Senior Engineer DJB: WMK:nt Four Copies Submitted Six Figures NELSON-COUVRETTE & ASSOCIATES, INC. NELSON-COWRETTE & ASSOCIATES, INC. CONSULTING GEOTECHNICAL ENGINEERS GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS Fleury Family Project FILE NO. 250999 DATE FIGURE January 1999 compa nyldrafting\coreldraw\vicinity\2509vic.cd r mmmomm - TOP BACK OF EL& 37.a�:. Site Plan J N J O •/4 / w REeAR .�b 4 4561 • � Kti `02 2v �5.5' OF OP � LEG a _ .57.s1• EN® • HA-1 DU51fNG Tau NUMBER AND APPROXIMATE ��NE LOCATION OF HAND AUGER E o B-1 • NUMBER AND APPROXIMATE LOCATION •` �' OF SOIL BORING • •' 0 20 40 Scale 201 Refe��ce.• Ca mobs//F/euyAeaSibi/ifyMaA b Y Reid FleufY Family pro • F FitENo. jest ��RE 250999 oA� 2 • 0 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE - GP SLY -GRADED GRAVEL .GRAINED MORE THAN 60% OF SOILS COARSE FRACTION RETAINED ON NO.4 GRAVEL SIEVE WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL MORE THAN 60% RETAINED ON NO.200 SIEVE SAND CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND MORE THAN 50% OF SAND COARSE FRACTION PASSES NO.4 SIEVE WITH FINES SM SILTY SAND SC CLAYEY SAND SILT AND CLAY INORGANIC ML SILT FINE - CL CLAY GRAINED LIQUID UMIT LESS THAN 50% SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY MORE THAN 60% PASSES NO.200 SIEVE SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY UQUID UMIT 60% OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES; SOIL MOISTURE MODIFIERS 1) Field classification is based on visual examination of soil In general Dry Absence of moisture, dusty, dry accordance with ASTM D 2488-83. to the touch 2) Soil classification using laboratory Molst- Damp, but no visible water tests is based on ASTM D 2487-83. Wet- Visible free water or saturated, 3) Descriptions of soil density or usually soil Is obtained from consistency are based on below water table Interpretation of blowcount data, visual appearance of sobs, and/or test data. NELSON-COWRETTE&ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION SYSTEM CONSULTING GEOTECNNIM ENGINEERS, GEOLOGISTS AND ENVIRO U&aAL sCMMS73 FIGURE 3 M r SOIL DESCRIPTION o � Standard Penetration Resistance B- � w (140 lb. weight, 30" drop) 3 0 •Blows per foot Surface Elevation: Approximately 68 feet 10 20 30 40 50 >50 Gray fine sand loose moist WILD Gray fine to coarse sand with gravel SW (medium dense, moist) (Recessional Outwas) T 5 .....;... ; ..... ; .... ......;..... - Slightly rust stained T 10 ................. ... ......:....... : ..... Gray rust mottled silty fine sand with trace sM gravel (medium dense to dense, moist) 15 (Weathered Till) --------------------- - - - - -- -- SM :(50/5') Gray silty fine sand with trace : gravel (dense to very dense, moist) I (Till) 20 .....; .............:..... ; ..... . Gray silty fine to medium sand with gravel, SM I (16/25/30) silt chunks, and trace sand seams 1 (dense to very dense, moist) (Lodgment Till) 25 --------------------------- - - - - -- MIM99 Gray rust mottled silty fine sand with trace SM gravel (dense, wet) (Advance Outwash) 30 " " — ....... .......... " ' " " " ' " ....' . Boring completed at 29.0 feet on 117/99 Ground water was encountered at 26.0 feet on IM99 : LEGEND I Depth 2" O.D. split spoon sample * Liquid limit 2" PVC pipe P Sample pushed driven ■ Moisture content Water level during TV Torvane reading, R 3" O.D. thin -wall sample drilling tons/ft + Plastic limit PP Pocket penetrometer reading, tons/ft NOTE: The stratification lines represent the approximate boundaries between soil Wes and the transition may be gradual. FIGURE NELSON-COWRETTE & ASSOCIATES, INC. Fleury Family Project 4 CONSUL7ING GEomcnmm ENGINEERS GEoLoG/STS FILE NO. DATE �MDENWRWU64TALSCIDMSTS 250999 January 1999 SOIL DESCRIPTION z Standard Penetration Resistance LU B_2 �j 0 (140 lb. weight, 30" drop) 3 w • Blows per foot _ Surface! Elevation: Approximately 65 feet 10 20 Sod 3P 40 50 >50 _ Brown fine to medium sand with gravel SP (loose to medium dense, moist) I : (RecessionalOutwash) 1 : - 5 .... ..... : ...... .... ......: .... Gray rust mottled silty fine sand with gravel - (medium dense to dense, moist) I (Weathered Till) sM ---------------------------------- --- -- 10 :...... ; .... :....... ' ....... Gray silty fine sand with gravel sm (dense to very dense, moist) (Till) ; 1 (12/22/33) 15 ----- :....... ; .....: ......:...... '.. I (8/24F29) 20 ..... ;....... :....... :................. ... 13rown lust mottled sTty one �o medium sand - with gravel (dense, moist) (Advance Outwash) SM Boring completed at 24.0 feet on 1/7/99 Ground water was not encountered 25 • " ' : " " "" " " ":" " " 30 ------ ;.............. ...... : .....:..... LEGEND I Depth 2" O.D. split spoon sample * Liquid limit driven 2" PVC pipe P Sample pushed ■ Moisture content 3" O.D. thin -wall sample Water level during TV Torvane reading, f Plastic limit drilling tons/ft PP Pocket penetrometer NOTE: The stratiicatlon lines -represent the a roximate boundaries between soil es and the transition may be redual. reading, tons/R NELSON-COWRETTE & ASSOC/AYES, INC. Fleury Family Project FIGURE 5 CONSULTING GEOTECNNICAL ENGINEER$ GEOLOGISTS FILE NO. 250999 DATE January 1999 MD &MRONMEVUL SCIBMSTS _ wrtpe�oasl0riW0orobpa�2509d.cdr.M DEPTH LOG OF EXPLORATION USC SOIL DESCRIPTION 0 - HAND AUGER ONE 0.0 - 0.2 SOD _ 0.2 -1.3 SM DARK BROWN SILTY FINE SAND WITH GRAVEL AND ROOTS (LOOSE, MOIST) (TOPSOIL) 1.3-4.0 SP GRAY -BROWN FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST) - (RECESSIONAL OUTWASH) 4.0 - 4.4 SM LIGHT GRAY SILTY FINE TO MEDIUM SAND WITH TRACE GRAVEL M I M ( ED U DENSE, WET) (WEATHERED TILL) SAMPLES WERE COLLECTED AT 2.5 AND 4.1 FEET GROUND WATER SEEPAGE WAS ENCOUNTERED AT 4.0 FEET HAND AUGER CAVING WAS NOT ENCOUNTERED _ HAND AUGER WAS COMPLETED AT 4.4 FEET ON 1/7/99 HAND AUGER TWO 0.0 - 0.2 . SOD 0.2-0.9 SM DARK BROWN SILTY FINE SAND WITH GRAVEL AND ROOTS (LOOSE, MOIST) (TOPSOIL) 0.9 - 2.0 SP BROWN FINE SAND WITH GRAVEL (MEDIUM DENSE, MOIST) (WEATHERED RECESSIONAL OUTWASH) 2.0 - 3.8 SP GRAY -BROWN FINE SAND WITH GRAVEL (MEDIUM DENSE, MOIST) (RECESSIONAL OUTWASH) 3.8-4.1 SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL AND SLIGHT RUST MOTTLING (DENSE, WET) (WEATHERED TILL) _ SAMPLES WERE COLLECTED AT 1.5, 2.5 AND 3.9 GROUND WATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER WAS COMPLETED AT 4.1 FEET ON 1/7/99 KJR:av NELSON-COUVRETTE & ASSOCIATES, INC. FILE NO. 250999 FIGURE 6 p, A STORM DRAINAGE REPORT for THE FLEURY FAMILY LLC 8128/98 DRFLUERY an OFFICE/CONDOMINIUM COMPLEX 126 3rd Ave N (-�- mtAv3 A� prepared by `- A 'r John W. Mellor, P.E. It I )•a i� t° a. k 193�43� rEXPIRES 2/24/9�7 Lam. 1 t, ��20/ 99 µ,:, R UNDEVELOPED SITE The subject property is 90' x 120' with the 90' front length along 3rd Ave N and the 120' length between 3rd Ave N and the alley to the east. This property is moderately sloped with a topographical change from 69.0' at the southeast corner of the subject property adjacent to the alley to 60.28' at a point 18.5' south of the NW corner of the subject property along the west property. This elevation change takes place over a distance of 151.6' a vertical change of 8.72' with an average slope of 0.0575%. The acreage of the subject property is: 90.09' x 120' = 10,810.80 sq. ft. = 0.2481818 acres 43,560 43,560 The existing impervious surfaces presently on the subject site included an old house, shed, and walkway 1,100 sq ft(built prior to 1979) have been removed 2,143 sq ft = 0.049 ac 43,560 sq ft/ac The existing pervious area of the subject site is covered with a short grass, and a few shrubs. The pervious area for this analysis will be the entire site and is 10,810.80 sq ft or 0.2482 acres CN values for the site: meadowsor pasture....................................................................................... 85 Time of Concentration for the Onsite Runoff Refer to the enclosed map The runoff route consists of sheet flow from the SE corner of the property to the NW corner of the property. Times of concentration are computed with the following equations for overland flow and open channel flow as follows: Tt = 0.42 nss 0 8, where So = slope of watercourses are TO '4 2/55 = 3.6363% & 5.72/93.75 = 0.0610 L = length of watercourses are 55 & 93.75 ns = Manning's coeffs: 0.011 for bare hard packed and 0.15 for short grass P2 = 2yr-24hr rainfall = 1.50 EXIST. PARKING LINE EXISTING CURB PAINT CURB EXIST. PARKIN EXIST. PARKING SIGN / EXISTING STREET TREE - � `-EXISTING j d 57.51' U ®EL. = 57.70' EXIST. SIDEWALK & CURB ' ®EL. = 57.78' TOE OF WALL N29^08'27"E 90.09' --------------------------------------- r - - - - - - --- --- - - - - - ------- 6-------------I ------ I WALL TO BE 1J1 COURT COURT I REMOVED i I I I of > PLANT LLJ C. I I 0 W I - ANT `� m l O I ~I ANTE PLANTERI I I O I I � -- ----_j i I I I � I I I I RESIDENCE _ I TO BE REMOVED l � I I Al � I I O I I � I I n I I NEW B U I LID III N G m .6cp 00, C� PARKINS TO DRAIN TO CATCH Q-A$-hN I\vv/,COIL WATER SEPARATE THEM RAN TO SEWER. I \ \ �� ,B/-MI ' LEA 57.75!F O1RI EILEV. 68.00 on-� a Ff00R 1 ELEV. 7. 25 iz/--------L-------I / I 6� GARAGE ,ice i TO BE REMOVED �p I o 4 — — — — — — — — — — — — — — — — ®� S29°0827"W F90.09' B ®F o � \ A 1 0 �� 66 66 I 66 00 ALLEY's.(16') ® EL. = 5- ® EL. _=_ 57.7E � fEL. = 60.2E A Al PLI 4TER ENTRY EXIS RES o Z O Q o U N (n 0 Z Q J I 3 I W 1 0 co O z STANDIN METAL F 4b 6 Ttt = 0.42(0.011 x 55)0-8 (1.5)u-Oz(0. 30 63)0.4 Ttz = 0.42(0.15 x 93.75)0'S (1.5�32 (0.0�6101) .4 0.281 = 0.854 min Tc 0.329 3.481 = 8.606 min Tc 0.4045 Tc = 0.726 min + 8.606 min = 9.332 pervious area CN impervious area CN Tc 0.2482 85 0.0 98 9.460 SBUH results are contained in the back of this report. DEVELOPED PROPERTY The developed property will contain a retail/office/condominium complex with parking contained within the building. The new structure will cover all but 78.65 of the entire site. 10,810.8 - 78.65 = 10,732.15 sq ft or 0.2464 ac of new impervious surfaces. The pervious surfaces will be landscaping, 78.65 sq ft or 0. 00 18 acres The time of concentration for the developed site is based on the runoff time from the roof of the building, down rain gutters, collector pipes, and through the detention system: Tt = 0.42(nsL) 0.8 (P2) (SO)0.4 and V = k So , Tt= L = L , 60V 60k So Use HP41 CX for pipe flow, or open channel flow where Sol = slope of roof = 2.0833% L = length of roof run = 35.32' ns= Manning's coeff. = 0.011 P2= 2yr-24hr rainfall = 1.50 Sot = slope of subcollector = 1.042% L = length of raingutter = 57' n = 0.012 for raingutter S03 = slope of collection line = 2.0% L = length of collection line = 70.0' n = 0.012 for PVC collector SO4 = slope of detention sys = 0.5% L = length of detention sys = 32' n = 0.024 for CMP detention Tt, = 0.42(0.011 x�35._32)" = 0.7490 min (1.5)"z (0.020833)0.4 Tt2 = 0.485 min(run in 57' of raingutter @ 1.042%; 1.959fps; 0.058 cfs) V- 4b a Tt2 = 0.51 min(run in 80' of 4" PVC collection piping @ 2.0%; 2.61fps; 0.058 cfs) Tt3 = 0.72 min(run in 124' of 6" PVC collection piping @ 1.0%; 2.89fps, 0.232 cfs) Tt4 = 0.40 min(run in 34' of 60" CMP detention piping @ 0.50%; 1.34 fps, 0.52 cfs) Tc=Tt,+Ttz+Tt3+Tt4=0.7490+0.485+0.51+0.72+0.40=2.86min pervious area CN impervious area CN Tc 0.0018 85 0.2464 98 2.86 SBUH results are at the back of this report Detention Requirements Detention for the subject project has been provided for in the detention system of the adjacent south property. This detention system includes a 5.00' diameter 34' long CMP pipe and with appurtenant structures has a storage capacity of 738.15 cu ft. The added impervious surfaces from the subject project are 10,732.15 sq ft and will require the use of the above SBUH analysis to obtain detention requirements. The RDFAC analysis was run for a 60" CMP pipe. The analysis for combined flows from both this project and the adjacent project requires the use of the routine for adding hydrographs. Using the RDFAC program with the. added hydrographs indicates a total storage capacity requirement for both projects of 784 cu ft. Checking Detention Capacity 1 A sec 'on of60" tine 3 anJ�n_Ith will provide 667.590 cu ft of storage. Additional storage will be provided by a 48" Type II catch basin with a restrictor with a live storage depth of 5.16'. The Type I-L catch basin adds 5.778 cu ft/ft. The storage of the entire 60" CMP detention system is 801.361 cu ft, which is sufficient to meet the storage requirement of 784 cu ft. 48" CB live storage depth 5.19 ft x 12.566 cu ft/ft...................................... 65.218 cu ft 2'(30" CMP) x 4.909 cu ft/ft .......................................................................... 9.818 cu ft 34'(60" CMP) x 19.635 cu ft/ft .................................................................. 667.590 cu ft 2'(24" CMP) x 3.1416 cu ft/ft ........................................................................ 6.283 cu ft Type I - L CB live storage depth 5.00 ft x 5.778 Cu ft/ft .............................. 28.890 cu ft 120' of 6" PVC piping x 0.196 cu f/ft ................................................ 23.562 cu ft 801.361 cu ft 3 L-7 a Water Quality Addressing water quality concerns is not necessary due to the parking area being under cover and not exposed to the weather. Any water brought into the parking areas will be run into an oil/water separator before being discharged directed to the sanitary sewer. Offsite Drainage Offsite runoff has little or no impact on this project. Check Riser Overflow Capacitv The flow to check is the 100 year storm, Qioo = 0.45 cfs. Qloo = 0.45 cfs is the flow from the 100 year developed flow resulting from the use of the added hydrographs. From the formula QwEiR = 9.739DH3i2 ; where Q is in cfs, D is in feet(dia) and H in feet, an 6 inch riser can discharge 1.7216 cfs, with 6" of head Therefore 0.45 cfs is a conservative discharge. El S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 10,24,2.00 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* --------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.2462,85,0.0,98,9.459 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .2 85.0 .0 98.0 9.5 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .04 7.83 710 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FLER01OU SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C --------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0018,85,0.2464,98,2.86 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 85.0 .2 98.0 2.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .14 7.67 1592 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FLEROlOD SPECIFY:.0 - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S.C.S. TYPE -IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100,24,3.00 ---------------------------------------------------------------------- ******************** S.C.S. TYPE -IA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP. ********* ----------------------- ---------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.2482,85,0.0,98,9.459 DATA PRINT-OUT: AREA(ACRES) .2 PEAK-Q(CFS) .10 PERVIOUS A CN .2 85.0 T-PEAK(HRS) 7.83 IMPERVIOUS A CN .0 98.0 VOL (CU-FT) 1430 TC(MINUTES) m ENTER [d:j[path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FLER100U SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ----------------------------------------------------------- ---------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO 2 0.0018,85,0.2464,98,2.86 DATA PRINT-OUT: AREA(ACRES) .2 PEAK-Q(CFS) .21 PERVIOUS A CN .0 85.0 T-PEAK(HRS) 7.67 IMPERVIOUS A CN .2 98.0 VOL(CU-FT) 2487 TC(MINUTES) 2.9 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FLER100D SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 10,24,2.0 ----------------------------------------- ******************** S.C.S. TYPE -IA DISTRIBUTION ******************** *********..10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* -------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.3306,85,0.0,98,10.24 DATA PRINT-OUT: AREA(ACRES) .3 PERVIOUS IMPERVIOUS A CN A CN .3 85.0 .0 98.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .06 7.83 953 TC(MINUTES) 10.2 1 L( ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MKEZOlOU SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0110,85,0.3196,98,2.08 DATA PRINT-OUT: AREA(ACRES) .3 PEAK-Q(CFS) .19 PERVIOUS A CN .0 85.0 T-PEAK(HRS) 7.67 IMPERVIOUS A CN .3 98.0 VOL (CU-FT) 2091 TC(MINUTES) 2.1 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MKEZOlOD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP 1 S.C.S. TYPE -IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100,24,3.0 ---------------------------------------------------------------------- ******************** S.C.S. TYPE -IA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.3306,85.0.0,98,10.24 _ DATA PRINT-OUT: �y ,AREA(ACRES) PERVIOUS IMPERVIOUS A CN A CN .3 .3 85.0 .0 98.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .13 7.83 1904 TC(MINUTES) 10.2 Alli nNr � ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MKEZ100U SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP. C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0110,85,0.3196,98,2.08 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .0 85.0 .3 98.0 2.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .29 7.67 3276 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MKEZ100D SPECIFY: C -.CONTINUE, N - NEWSTORM, P - PRINT, S - STOP 6 0 ROUTINE F R ADDING HYDROGRAPHS � • ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 MKEZ01OU ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 10.24 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 FLER01OU ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 9.459 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= .06 CFS T-PEAK= 8.00 HRS TT= 10 MINUTES HYDROGRAPH 2: PEAK-Q= .04 CFS T-PEAK= 7.83 HRS TT= 9 MINUTES HYDROGRAPH SUM: PEAK-Q= .10 CFS T-PEAK= 8.00 HRS TOTAL VOLUME: 1608CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP F Z ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MRKFO10U SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP N ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 MKEZ010D ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 2.08 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 FLER010D ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 2.86 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= .17 CFS T-PEAK= 7.67 HRS TT= 2 MINUTES HYDROGRAPH 2: PEAK-Q= .12 CFS T-PEAK= 7.67 HRS TT= 2 MINUTES HYDROGRAPH SUM: PEAK-Q= .30 CFS ✓T-PEAK= 7.67 HRS TOTAL VOLUME: 3749CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP F ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MRKFOlOD SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP N ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 MKEZ100U ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 10.24 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 FLER10OU ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 9.459 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= .13 CFS T-PEAK= 8.00 HRS TT= 10 MINUTES HYDROGRAPH 2: PEAK-Q= .10 CFS T--PEAK= 8.00 HRS TT= 9 MINUTES HYDROGRAPH SUM: PEAK-Q= .23 CFS 'f-PEAK= 8..00 HRS TOTAL VOLUME: 3287CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP F ENTER [d:j[pathjfilename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MRKF100U SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP N ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 MKEZ100D ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 2.08 ENTER: [d:j[path]filename[.ext] OF HYDROGRAPH 2 FLER100D ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 2.86 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= .27 CFS T-PEAK= 7.67 HRS TT= 2 MINUTES HYDROGRAPH 2: PEAK-Q= .18 CFS T-PEAK= 7.67 HRS TT= 2 MINUTES HYDROGRAPH SUM: PEAK-Q= .45 CFS T-PEAK= 7.67 HRS TOTAL VOLUME: 5675CU-FT SPECIFY: C - CONTINUE,. N - NEWJOB, F - FILE, P - PRINT, S - STOP F ENTER [d:j[path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MRKF100D SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP 1) TYPE OF FACILITY:*fANK 4b 2) TANK DIAMETER(ft), STORAGE DEPTH(ft): 5.00, 5.00 3) VERTICAL PERMEABILITY(min/in): .00 4) PRIMARY DESIGN HYDROGRAPH FILENAME: MRKF100D 5) PRIMARY RELEASE RATE(cfs): .23 6) NUMBER OF TEST HYDROGRAPHS: 2 TEST HYD 1 FILENAME: MRKF0l0D TARGET RELEASE(cfs): TEST HYD 2 FILENAME: MRKF100D TARGET RELEASE(cfs): 7) NUMBER -OF -ORIFICES, RISER-HEAD(ft), RISER-DIAM(in): 2, 5.00, 8) ITERATION DISPLAY: YES .10 .23 [. ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED): 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES: BOTTOM ORIFICE: ENTER Q-MAX(cfs) 0.1356 DIA.= 1.50 INCHES TOP ORIFICE: ENTER HEIGHT(ft) 3.0 DIA.= 1.57 INCHES ITERATION COMPUTATION BEGINS... 2268 CU-FT TRIAL TANK -LENGTH STOR-AVAIL STOR-USED PK-STAGE PK-OUTFLOW 1 115.5 2268 1283 .2.76 .10 2 90.4 1775 1177 3.15. .12 3 75.2 1476 1062 3.38 .15 4 64.7 1269 988 3.64 .17 5 57.5 1128 935 3.87 .18 6 52.6 1032 898 4.07 .19 7 49.2 965 870 4.24 .20 8 46.7 917 849 4.38 .20 9 45.0 883 834 4.48 .21 10 43.7 858 822 4.59 .21 11 42.8 840 813 4.69 .22 12 42.1 826 806 4.76 .22 13 41.6 816 800 4.82 .22 14 41.2 808 796 4.86 .22 15 40.9 802 793 4.89 .23 16 40.7 798 791 4.92 .23 17 40.5 794 789 4.94 .23 18 40.3 792 787 4.95 .23 19 40.2 790 786 4.96 .23 20 40.2 788 786 4.97 .23 21 40.1 787 785 4.98 .23 22 40.0 786 784 4.98 .23 23 40.0 785 784 .4.99 .23 24 40.0 785 784 4.99 .23 25 40.0 784 783 4.99 .23 PERFORMANCE: INFLOW TARGET -OUTFLOW ACTUAL -OUTFLOW PK-STAGE STORAGE DESIGN HYD: .45 .23 .23 4.99 783 TEST HYD 1: .30 .10 .10 3.00 490 TEST HYD 2: .45 .23 .23 4.99 780- SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - 'STOP APPLICATION The Cityof Edmonds for SIDE SEWER PERMIT EASEMENT No . ...................................••..... NEW CONSTRUCTION O REPAIRS 113 oHoo OWNER ........... L0017115 C . Miller ...................... .......... ................. CONTRACTOR---.....-----------•----------------•-------.....--•-------------•-------..........-----.......... PERMIT No. ................... ADDRESS .------12%--..3rd Ave..-.- N......----•-----------------•-....................... LEGAL DESCRIPTION: LOT No. ----•-..••----......--...................... BLOCK No.......-------- .... -- UJ NAME OF ADDITION--------------------•-•-•---------.............................. f Dye Tested On.;Sewer 1972 1 ........................::................... ti Signage request for Wilmer Communications 126 3rd Ave., North Suite 101 Edmonds, WA 98020 425 775 9100 425 771 7337 fax info@wilmerco.com All signage to be constructed and installed in accordance with the City of Edmonds business sign ordinances. Exterior, free-standing letters mounted on wood fascia T' h x 102" APPROVED AS NOTED BY PNGINEERING Pzte� _ TZM Ssosfi74d-�- NaT J�XTOMO1970 C-1-cy IZ4Cn f T-OF- W" O 003 Edition IRC w/WAC Amendments 2003 Edition IBC «/WAC Amendments 003 Edition UPC w/'JVAC Amendments and Appendices A, B. Q 1 02003 Edition (MC w/WAC Amendments ❑2003 Edition IFGC w/WAC Amendments C32003 Edition TFC w/WAC Amendments [32003 Edition VIAQ WAC 51-13 O4904 Edition WSEC WAC 51-11 INny request for alternate design, CITY OF EU BUILDING, DFP PERMIT }t variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall- be paid upon submittal and are non-refundable. 2) Approval of any plat or plan containing provisions which do not comply with city code and . for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. �- WILMER AL COMMUNICATIONS APPROVED BY PLANING _� XqAL6L +/X� /0-1 , RECEIVED APR - 5 21i 10,1 BUILDING DEPT. ri�,# YFILE ?, �i �i fit' t'r t i s� ) 4'�i' r a i� W x `aifi t i( man"Mg. mgs n }} ar' ( "°fit �..6r„ .+��S.a�r4c r �J f;• ' D r:i z i t a t F i motor i s ar au k r ' r' t FASTS/GN5 . Sign& Grdphic.Solutions Mode simple: ' FASTSIGNS of Lynnwood 2921 Alderwood Mall Blvd #104 Phone: 425-775-9709 Lynnwood, WA 98036 Fax: 425-648-2098 Email: fastsigns.443@fastsigns.com Project.Description: jmn - Building and Door Signs ESTIMATE: Estimate Date: Page 1 of 2 salesperson: Entered By: Date Printed: L 5107 3/30/2007 12:18:35PM' John Niemi' John Niemi 3/30/2007 12:20:19PW Customer: Wilmer Communications 126 Third Ave North Ste. 101 Ordered by: Jim Wilmer edmonds, WA 98020 Phone: (425) 775-9100 Fax: (425) 771-7337 Email: jim@wilmerco.com Dear Jim: Thank you for contacting Fastsigns. I am sending the quote you requested. would like to come by and show the materials for metal sign and letters. I also need to have you select the specific red color for the signs. Let me know when this will be convenient. If you have any questions, please don't hesitate to call me at 425-775-9709. 1 look forward to working together Estimates are valid for 30 days. Sincerely, John Niemi Owner PRODUCT DESCRIPTION OTY SIDES SIZE, UNIT COST TOTALS Vinyl Lettering Cut Vinyl Lettering 77 1 2 x 1 $1.60 $123.46 Color: White Text: Suite 101 Logo WILMER COMMUNICATIONS BUILDING STRONG BRANDS FOR THE HOSPITALITY INDUSTRY Architectural Sign Natural Satin Aluminum, 1/8" 1 1 10 x 30 $325.00 $325.00 thick waterjet cut with reversed out lettering 1.7"h UC. Installed with studs on wood fascia. Color: Red, Black on Brushed Aluminum, Per File Text: Logo WILMER COMMUNICATIONS Dimensional Ltrs 0ption#1 Dimensional Letters, 1 1 7 x 102 $836.00 $836.00 1/8" thick, waterject cut aluminum letters with baked enamel finish. Lettering 3.675"h, Logo 7.378"h x 10.3"w. Installed Cw z- with studs on wood fascia. Color: Red, Black on Brushed Aluminum, Per File Text: Logo G> ca WILMER b r'. COMMUNICATIONS M I Signs & Graphic Solutions MAd'e Simple.@ SYSTEMIFASTS IGNS_CRYSTAL_Estim ate-FI101 Height Calculation Worksheet Address: N Date: Inspector(s): MS 1. Datum Point: �h �c S i'GL(Q 2. Datum Point Elevation: % 9 3. Average Grade:( 4. Maximum Elevation Allowed: (Ar� '4 a(average grade) +,2�' 5. Reference Point Elevation Shot to House: (datum elevation) + © (grade to transit level line shot to house) 6. Measurements from line shot onto house to roof ridge: Total 7. Actual Elevation: S 7, 7° (reference point elevation)) (measurements from #6) _ (�- Conclusion: (_; 5- (actual) is greater / s t C1,9 4 (allowed); therefore the house is/ is not over the height requirement per ECDC 16.20.30 requirements MICROFILM \� ��/// � �� A�� f� �� i�, �'� �� d� l�'l I�', a�� dim �! �w .:a .�. �_ �. J I�" � (; �« ,� - �;-1. ��•. � �/JOSTE1Z �/t3��= CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATJON . OWNER NAMEINAME OF BUSINESS � , Mih. 7 hY MAILING ADDRESS CITY ZIP TELEPHONE I�fOn1QS q8o u� yZi" T! r NAME ADDRESS S CITY ZIP TELEPHONE NAME pa RE S _ - G hA CITY ZIP TELEPHONE 8 � ; `ClItCKEDBY STATE LICENSE NUMBER ++ ERPIRATI.IDATE I- �jj` PROPERTY T =NT PARCEL NO. - PLUMBING/MECH NEW RESIDENTIAL?'_1 I❑ -COMMERCIAL 'CHANGE COMPLIANCE OR ❑ AUDITION ❑ OF USE ❑ REMODEL ❑ APARTMENT ❑ SIGN ❑ REPAIR ❑ GRADING OYDS O I FENCE X — FT) ❑ DEMOLISH ❑ ,,TANK �. ❑ OTHER` c GARAGE ` �--ry' CARPORT ❑ RETAINING WALL Cf RENEWAL o= F (TYPE OF USE. BUSINESS OR ACTIVITY)�'EXPLAIN: NUMBER .OF NUMBER OF DWELLING 7 CRITICAL _. AREAS-••-� .n O STORIES UNITS NUMBER ...i DESCRIBE WORK TO BE DONE I 1 AT SOURCE , Z INS % `j LO SLOPE % �• II� PLAN CHECK NO: VESTED DATE THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC 7 DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE t SEPARATE PERMISSION. >E PE11YR APPLICATION: 180 OAY6 a PERMIT LIMIT. 1-YEAR - PROVIDED WORK IS STARTED WITHIN 160 DAYS SEE BACK OF PINK PERMIT FOR MORE INFORMATION V� -APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIR& ASSIGNS AND SUCCESORS IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF EOMONDS, WASHINGTON, ITS OFFICIALS. EMPLOYEES, AND AGENTS FROM NYAND ` ALL CLAIMS FDA DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY x FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE 9 DEEMEDTO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE 0 NOR UNIT IN ANY WAY THE C)TY•S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.' 1 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 '4TY "THE OWNER. 1 REE TO COMPLY WITH ND STATE LAWS REGULATING CONSTRUC- TION; AND IN E WORK AUTHOR ZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATIO F! LAB0 CODE O THE STATE OF WASHINOTON RELATING TO WORKMEN'S M SATION SURANC AND RCW 1BJ27.- SIGNATUA ( N DATE SIGNED _•:. PERMIT E USE n PERMIT ZONE ` NIJMBE JOB SUITE/APTs L,. �w ID�rH ADDRESS /23 , Q PLAT NAME/SUBDIVISION NO. LOT NO. LID NO. LID FEE S PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TM Ps -A CP Aaaew I� tt.* P Strap Wa Panna Rap'd EXIST] E IN wPat rw 516-ai Rpukad REOUI E 01 F wsaq r.q.yurw METER E L&Fslzl, NA. MIM ES PRY REQUIRED tl YES Cl NO 0 z W REMARKS I OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE 0 W AbA G- FIRE REVIEWED BY DATE W Cc VARIANCE OR CU SHORELINE OR ADS# INSPECTION I BONO REO'D POSTED YES 0 NO SEPA REVIEW SIGN AREA HEIGHT COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED xP l Z S1 �S sl LOT COVERAGE REOUIRED SETBACKS (FT) PRdpQ , D SETBACKS (FT.) ALL W PROPOSED FRONT SIDE REAR FRONT SIDE REAR ji PARKING LOT AREA I PLA NING EVIEWED BY :. DA B n REDD I PROVIDED 0 �� C ECKED BY I TYPE OF CONSTRUCTION C OOCUP T / GROUP A/ J SPECIAL INSPECTOR AREA OCCUPANT REOUIREO 0 YES LOAD - 33EEMARKS ___4RESS INSPECTIONS PER UBC 108/FINAL INSPECTION AEG' VALUATION FEE PUN CHECK FEE 6 �� BUILDING PLUMBING MECHANICAL Ifi1Fd URCHARGEEVIEW FEESSPECTION FEE/'APING TION fEE DEPOSIT ;FOINSPECTION RECEIPTHECK /MOUNT DUEAPPLICATION ALL �� INSPECTION (425) -0220 APPROVAL This application is not a permit until signed by the lding Official or his/her Deputy: and Fees are paid. and receipt is acknowledged in space provided. OFF1Cl N E DATE / ��1 REL ED BV DATE III ATTEN EXT/333 IT IS UNLAW L TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL 771'0221 A FINAL INSPECTION HAS BEER MADE_AND APPROVAL OR A CERTIFI- CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 FAX ORIGINAL - FILE YELLOW � INSPECTOR PINK - OWNER - GOLD -ASSESSOR S/SS RECORD OF INSPECTIONS INSPECTOR DATE APPROVED SETBACKS..................... ------- FOUNDATION: Footing ...................... Wall .......................... Pier/Porch ................. Retaining Wall ........... Slab Insulation .......... PLUMBING: Underground ............. Rough -In ................... Commercial Final ...... HEATING: Gas Test LA ..................... Gas Piping ................. Equipment ................. Commercial Final ....... EXTERIOR ERIOR SHEATHING NAILING .......................... FRAMING ........................ FIRST FLOOR FRAMING... INSULATION ................... Floor Insulation Wall Insulation ........... Ceiling Insulation ..... NAILING SHEETROCK SPECIAL INSPECTION ... MISCELLANEOUS ..... FINAL APPROVAL FOR OCCUPANCY .................. SWeSewer# AnoatFhld$-.�, ,/6 Recdpt#.A� DOW= WkWhieterSize A --f PaidD-1-4 1# �Qj DaftPurdused Amount Paid$ RewIpt 1; Ernlres_-- W CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771.0221 DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering June 27, 2002 Scott and Marcia Fluery P.O. Box 6005 Edmonds, WA 98020 RE: Agreement to Maintain Side Sewer Lateral at 126 Third Avenue North (Fluery Building) Dear Mr. and Mrs. Fluery: GARY HAAKENSON MAYOR Attached for your review, and signature is the agreement that you will maintain the six- inch side sewer lateral within the City right-of-way at the above address, in lieu of installing the required eight -inch lateral and sewer manhole. This agreement includes the authorization to use the public right-of-way for the purpose of maintaining the six-inch lateral sewer line. Please review, sign, have notarized and return the documents for further action. If you have any questions, please contact Lyle Chrisman at 425-771-0220, Ext. 1324. Since , DAVID K. GEBERT, PE City Engineer DKG/ALC/cmc Enclosure L:Uetten\ luery-sewer agveenwW.&c • Incorporated August 11, 1890 • Sister Citv - Hekinan. Japan AUTHORIZATION TO USE PUBLIC RIGHT-OF-WAY AND AGREEMENT TO MAINTAIN SIDE SANITARY SEWER LATERAL AT 126 THIRD AVENUE NORTH TAX PARCEL 00 4344 006 008 006 WHEREAS, the City of Edmonds has established certain public works requirements which must be met before the City will accept public utility improvements for dedication to public use; and WHEREAS, the undersigned owner of certain real property within the City has applied to utilize a six-inch side sanitary sewer lateral to connect to the City's sanitary sewer system instead of the eight -inch lateral which the City's public works requirements specify, and WHEREAS, the property owner proposes that rather than install an eight -inch line to be dedicated to and accepted by the City, thereby obligating the City to maintain said side sanitary sewer lateral, the property owner install a six-inch side sanitary sewer lateral and, in consideration for the City's authorization to connect and to utilize the public -right -of way, to maintain the property owner's side sanitary sewer lateral, the property owner proposes to maintain the side sanitary sewer lateral at its own expense and that of its successors in title in perpetuity until such time as the side sanitary sewer lateral is replaced with an eight -inch side sanitary sewer lateral to City standard and accepted for public use, NOW, THEREFORE The City of Edmonds, Washington, a municipal corporation (hereinafter "City") and Fluery Family LLC, (hereinafter "Property Owner) have entered into this agreement in consideration of the mutual benefits to be derived and the promises contained herein. 1. Undertakings of City. 1.1 Authorization to Utilize Public Ri t-of-Way. In consideration of the Property Owner's promise to maintain the side sanitary sewer lateral, made on behalf of itself as well as all successors in interest to the Subject Property, the City authorizes the: r 1.1.1 Connection of a six-inch side sanitary sewer lateral to the City's sewer main to serve the Subject Property; and 1.1.2 Utilization of the public right-of-way to maintain said side sanitary sewer lateral in accordance with established City standards and the terms and conditions of this Agreement. 1.2 Nothing herein shall be interpreted to limit the City's authority as a public utility to establish standards for service, to charge appropriate fees and costs and, in .its sole discretion, to order maintenance of the side sanitary sewer lateral in the event that said side sanitary sewer causes negative impacts to the City's sanitary sewer system. 1.3 The City authorizes the Property Owner to maintain the six-inch side sanitary sewer lateral in the public right-of-way, provided, however, that: 1.3.1 Said side sewer lateral shall be maintained in a manner consistent with all regulations lawfully enacted or promulgated by the City both in its capacity as a public utility and under its police power regulation. 1.3.2 Any maintenance of the side sanitary sewer lateral which cannot be accomplished from the property of the Property Owner shall be undertaken only in accordance with a right-of-way use permit from the City. 1.4 Approved Path. The side sewer lateral shall be constructed at a location and in a manner as approved by the City. The side sewer lateral shall be located within the area shown on the attached Exhibit A. 2. Undertakings of Property Owner. 2.1 On behalf of itself, its successors and, assigns, the Property Owner promises to maintain the side sanitary sewer lateral, to and including the point of connection to the City's sanitary sewer main, at its sole expense to the standards established by the City in its capacity as a public utility and under its police power regulation. All such maintenance, construction or reconstruction shall be conducted solely at the Property Owner's expense. 2.2 . The Property Owner, on behalf of itself and its successors and assigns, acknowledges that the City had no obligation to.accept.a six-inch sanitary sewer lateral and that the agreements as contained herein, provide sufficient consideration for the Property Owner and its successors and assigns to maintain said lateral at their sole expense in perpetuity. 2.3 In the event that the side sanitary sewer lateral should fail, or otherwise prove inadequate for its intended purpose, the Property Owner shall repair, reconstruct, and/or replace it at the Property Owner's sole expense, and if so directed by the City, to replace it with an eight -inch side sanitary sewer lateral and manhole. Such reconstruction or any maintenance of said line shall be undertaken only in accordance with a right-of-way use permit and shall meet all conditions imposed by the City, either as part of the right-of-way use permit process or, utility service established by the City as a public utility. 3. Touch and Concern the Land; Subject Property. This agreement touches and concerns the Subject Property herein below described, and shall run with said property binding all future property owners, as well as their successors, mortgagees and assigns, and any other party acquiring an interest in the subject tract. The Subject Property is described on the attached Exhibit B, incorporated by this reference as fully as if herein set forth. This agreement shall be recorded by and at the expense of the Property Owner. In addition, the Property Owner promises to notify all offerers, purchasers, or any other party acquiring any interest whatsoever in the property the obligations imposed by this agreement. 4. Termination of Service. In addition to any other remedy provided for by law, the City reserves the right to terminate service in the event that the six-inch side sanitary sewer line shall not be maintained in accordance with the City's regulations as a public utility or conditions imposed by the City through its police power regulations. In the event that the line is not maintained in accordance with such requirements, the City may terminate sewer service and/or water service, at its sole discretion, as may be necessary to prevent damage to the City's sanitary sewer system, wastewater treatment plant, or any other public facility which may be impacted by the Property Owner's failure to properly maintain the side sewer. 5. Entire Agreement. This is the entire agreement between the parties.. Any prior understanding or representation, written or oral, made by any party, shall be deemed merged with its provisions. This agreement may not be amended except in writing in a document filed of record with the auditor of Snohomish County, Washington. 6: Not Severable. In the event that any provision of this agreement is struck down, the entire agreement shall be at an end. Property Owner shall immediately commence removal of its side sanitary sewer line and the City shall be under no obligation to continue water or sewer service until such time as a side sanitary sewer lateral is installed to City standard. DONE this day of , 2002. CITY OF EDMONDS an ATTEST/AUTHENTICATED: Sandra S. Chase, City Clerk APPROVED AS TO FORM: . OFFICE OF THE CITY ATTORNEY: W. Scott Snyder Mayor Gary Haakenson DATED THIS DAY OF 20 Scott Fluery Marcia L. Fluery STATE OF WASHINGTON ) ) ss COUNTY OF SNOHOMISH) I certify that .I know or have satisfactory evidence that Scott Fluery and Marcia L. Fluery are the persons who appeared before me, and said persons acknowledged that they signed this instrument, on oath stated that they were authorized to execute the instrument and acknowledged it as the of Fluery Family LLC to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. UNDER MY HAND AND OFFICIAL SEAL THIS DAY OF , 2002. NOTARY PUBLIC in and for the State of Washington, residing at • • EXHIBIT A KAku 5r- 1 560'485ST 120.00' RESIDENTIAL LOT A 71 7t i t o I y ! W 1• W � 1 I f � 'a � I pi 7- RESIDENTIAL LOT �I I - — 51DE1a EXHIBIT B LEGAL DESCRIPTION EDMONDS PLAT OF BLK 006-D-00-S1/2 LOT 8 - ALL OF 9 :�.. CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT jhc, 189p Planning • Building • Engineering i i September 6, 2002 I Scott and Marcia Fleury 18004-73rd Avenue West Edmonds, WA 98026 Dear Mr. & Mrs. Fleury, GARY HAAKENSON MAYOR Enclosed for your files please find a recorded copy of the Authorization to Use Public Right -of -Way and Agreement to Maintain Side Sanitary Sewer Lateral at 126 Third Avenue North. Thank you for your cooperation in this matter. Sincerely, I CONNI CURTIS Administrative Assistant I Enclosure I i MDommimts and Setti wkwisft Douurcm dinp=\DEVEIAPM=Y.AgmTrms.dw • Incorporated August 11, 1890 • Sister City - Hekinan, Japan • CONFORMED COPY 81 08 / 23 / 2 022 04 5 7 PM P .0006 RECORDED CITY CLERK CITY OF EDMONDS 121 5TH AVENUE NO. EDMONDS, WA 98020 WO EXCISE REQUIRED TAX AUG 28 202 Snohomish BOB DAIn1I0,Snohomi hGounry Treasurer County gig . pANTINI 9y AUTHORIZATION TO USE PUBLIC RIGHT-OF-WAY AND AGREEMENT TO MAINTAIN SIDE SANITARY SEWER LATERAL AT 126 THIRD AVENUE NORTH TAX PARCEL 00 4344 006 008 006 LEG ILz -1;5,01"OW-6 SLAT oP ,84k w6-D--oo-sV2- L-07-8--Aa of WHEREAS, the City of Edmonds has established certain public works requirements which must be met before the City will accept public utility improvements for dedication to public use; and WHEREAS, the undersigned owner of certain real property within the City has applied to utilize a six-inch side sanitary sewer lateral to connect to the City's sanitary sewer system instead of the eight -inch lateral which the City's public works requirements specify, and WHEREAS, the property owner proposes that rather than install an eight -inch line to be dedicated to and accepted by the City, thereby obligating the City to maintain said side sanitary sewer lateral, .the property owner install a six-inch side sanitary sewer lateral and, in consideration for the City's authorization to connect and to utilize the public -right -of way, to maintain the property owner's side sanitary sewer lateral, the property owner proposes to maintain the side. sanitary sewer lateral at its own expense and that of its successors in title in perpetuity until such time as the side sanitary sewer lateral is replaced with an eight -inch side sanitary sewer lateral to City standard and accepted for public use, NOW, THEREFORE The City of Edmonds, Washington, a municipal corporation (hereinafter "City") and Fleury Family LLC, (hereinafter "Property Owner) have entered into this agreement in consideration of the mutual benefits to be derived and the promises contained herein. 1. Undertakings of City. 1.1 Authorization to Utilize Public Right -of -Way. In consideration of the Property Owner's promise to maintain the side sanitary sewer lateral, made on behalf of itself as well as all successors in interest to the Subject Property, the City authorizes the: • 1.1.1 Connection of a six-inch side sanitary sewer lateral to the City's sewer main to serve the Subject Property; and '1.1.2 Utilization of the public right-of-way to maintain said side sanitary sewer lateral .in accordance with established City standards and the terms and conditions of this Agreement. I I 1.2 Nothing herein shall be interpreted to limit the City's authority as a public utility to establish standards for service, to charge appropriate fees and costs and, in its sole discretion, to order maintenance of the side sanitary sewer lateral in the event that said side sanitary sewer causes negative impacts to the City's sanitary sewer system. 1.3 The City authorizes the Property Owner to maintain the six-inch side sanitary sewer lateral in the public right-of-way, provided, however, that: 1.3.1 Said side sewer lateral shall be maintained in a manner consistent with all regulations lawfully enacted or promulgated by the City both in its capacity as a public utility and under its police power regulation. 1.3.2 Any maintenance of the side sanitary sewer lateral which cannot be accomplished from the property of the Property Owner shall be undertaken only in accordance with a right-of-way use permit from the City. 1.41 Approved Path. The side sewer lateral shall be constructed at a location and in a manner as approved by the City. The side sewer lateral shall be located within the area shown on the attached Exhibit A. i 2. Undertakings of Property Owner. I 2.1 On behalf of itself, its successors and assigns, the Property Owner promises to maintain the side sanitary sewer lateral, to and including the point of connection to the City's sanitary sewer main, at its sole expense to the standards established by the City in its capacity as a public utility and under its police power regulation., All such maintenance, construction or reconstruction shall be conducted solely at the Property. Owner's expense. 2.2 The Property Owner, on behalf of itself and its successors and assigns, acknowledges that the City had no obligation to accept a six-inch sanitary sewer lateral and that the agreements as contained herein, provide sufficient consideration for the Property Owner and its successors and assigns to maintain said lateral at their sole expense in perpetuity. 2.3 In the event that the side sanitary sewer lateral should fail, or otherwise prove inadequate for its intended purpose, the Property Owner shall repair, reconstruct, and/or replace it at the Property Owner's sole expense, and if so directed by the City, to replace it with an eight -inch side sanitary sewer lateral and manhole. Such reconstruction or any maintenance of said line shall be undertaken only in accordance with a right-of-way use permit and shall meet all conditions imposed by the City, either as part of the right-of-way use permit process or utility service established by the City as a public utility. 3. Touch and Concern the Land,• Subject Property. This agreement touches and concerns the Subject Property herein below described, and shall run with said property binding all future property owners, as well as their successors, mortgagees. and assigns, and any other party acquiring an interest in the subject tract. The Subject Property is described on the attached Exhibit B, incorporated by this reference as fully as if herein set forth. This agreement shall be recorded by and at the expense of the Property Owner. In addition, the Property Owner promises to notify all offerers, purchasers, or any other party acquiring any interest whatsoever in the property the obligations imposed by this agreement. 4. Termination of Service. In addition to any other remedy provided for by law, the City reserves the right to terminate service in the event that the six-inch side sanitary sewer line shall not be maintained in accordance with the City's regulations as a public utility or conditions imposed by the City through its police power regulations. In the event that the line is not maintained in accordance with such requirements, the City may terminate sewer service and/or water service, at its sole discretion, as may be necessary to prevent damage to the City's sanitary sewer system, wastewater treatment plant, or any other public facility which may be impacted by the Property Owner's failure to properly maintain the side sewer. 5. Entire Agreement. This is the entire agreement between the parties. Any prior understanding or representation, written or oral, made by any party, shall be deemed merged with its provisions. This agreement may not be amended except in writing in a document filed of record with the auditor of Snohomish County, Washington. 6. Not Severable. In the event that any provision of this agreement is struck down, the entire agreement shall be at an end. Property Owner shall immediately commence removal of its side sanitary sewer line and the City shall be under no obligation to continue water or sewer service until such time as a side sanitary sewer lateral is installed to City standard. DONE this Sf day of .. 2002. CITY OF EDMO S By: May r Cary6kakenson ATTEST/AUTHENTICATED: Sandra S. Chase, City Clerk APPROVED AS TO FORM: OFFICE OF T CI ORNEY: e el- WAX W. Scott Snyder c DATED THIS DAY OF' 20 pa Sc tt Fleury OL-44 L41 iMarcia: Fleury STATE OF WASHINGTON) . ) ss COUNTY OF SNOHOMISH) I certify that I know or have satisfactory evidence that Scott Fleury and Marcia 4. Fleury, are the persons who appeared before me, and said persons acknowledged that they signed this instrument, on ath sated that they were authorized to execute the instrument and acknowledged it as theof Fleury Family LLC to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. UNDER MY HAND AND OFFICIAL SEAL THIS' 'T DAY OF� 2002. r NOTARY PUB in and for he Statlkgf Washington, residing at I � I • • a 0 b EXHIBIT A W 560'48'aVe 120.00' �60048'33'W 120 RESIDENTIAL. LOT RESIDENTIAL LOT T I I EXHIBIT B LEGAL DESCRIPTION EDMONDS PLAT OF BLK 006-D-00-S 1/2 LOT 8 - ALL OF 9 C 4CM ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Phone: 425.778.8500 Fax: 425.778.5536 March 5, 2002 City of Edmonds 121 5`" Avenue City of Edmonds Edmonds, WA 98020 RE: Fleury Mixed Use Building Dear Mr. Chrisman, The following plan sheets for the above mentioned project have been revised per our discussion due to the field verification of the sanitary and storm sewer,inverts. As we discussed the sanitary sewer is now able to gravity flow to the sanitary main located in the alley. Therefore eliminating the need to pump the sanitary sewer in the lower level. The stormwater that is generated from the roof will now need to be pumped due to the elevation of the existing invert of the storm pipe that drains to the existing detention system on the neighboring property. This pump chamber will be located in the drive isle at the front of.the building. This location was chosen so that the storm water would flow out into the street in the event of a pump failure or an electrical outage and not flood the basement. Attached are the pump head calculations and the cut sheet of the proposed pumps. To address your concerns about undetained stormwater flowing into the street for an extended period of time. The pumps that will be used will be readily available and will run off single phase power, so that a small generator could be used during extended power outages. In addition the Fleury's will be living in the building and will be able to address any problem with the system in a reasonable amount of time. If you have any questions please call me at 778-8500. Sincerely, CG Engineering Shawn Lynch RECEIVED APPROVED MAR - 5 2002 _—• I• , Innaantnrn. .__ .Ilroltur.lnrlr. I SKHS50/100 ■■■ ■ ■■■mod■■■■�.:�■■■■■ -N■■ `■■■■■■■■■■■■A■■ loom■ ►M■■■■■pW■■■■■■ I■■\■D&\■■■■■■■■■■■■ SKHS150/200 • C. Stormwater Lift Pump Design for 3rd Ave. Mixed Use Peak Flows Pressure Main Flow Velocity } Pipe Diameter 2.0 3.0 4.0 in. Area in Pipe 0.022 0.049 0.087 ft^2 Flow Velocity 6.59 2.93 1.65 ft/sec. GPM CFS Peak Flow 100-Yr. Event 103.2 0.23 Peak Flow 10-Yr. Event 62.8 0.14 Wet Well Size Peak Flow 2-Yr. Event I 40.4 0.09 I Manhole Diameter 4 Ft. Detention Time Required 1.45 Min. Depth of Wet well needed 1.59 Ft. General Information Pump Cycles Pump Size (GPM) 63 GPM (10 Year Storm) Pump Flowl 63 GPM Inv. @ Discharge Manhole 66.62 Ft. Vol. to pump 149.69 Gal. Average flow 103.22 GPM Rim Elevation 57.45 Ft. Stormwater Depth 1.59 Ft Inv. Into Wet Well 55.10 Ft. Pump on 54.10 Ft. 100-Yr Event 10-Year Event 2-Yr Event Pump off 52.51 Ft. Run Time -3.72 890.99 6.62 Min. Ele. of water above impeller 0.50 Ft. Off Time 1.45 2.38 3.71 Min. Pump Impeller Ele. 52.51 Ft. Cycle Time -2.27 893.37 10.33 Min. Dist. From centerline of impeller to Floor 0.50 Ft. Floor 52.01 Ft. Cycle of Effluent in Pipe - Based off the 100-year Event Hazen-Willams Equation Calculations 2-inch 3-inch 4-inch Pipe Diameter = 2.0 3.0 4.0 in. Length of Pipe 150 150 150 LF C = 100 100 100 Diameter of Pipe = 0.1667 0.2500 0.3333 Ft. Vol. of Pipe 24.47 55.05 97.86 Gal. Equivalent Length of Pipe = 197 205 221 Ft. Flow Velocity = 6.59 2.93 1.65 Ft./Sec. # of cycles to flush -0.10 -0.23 -0.42 Hf = 31.3 4.54 1.21 Ft. Total detention time 1.84 2.32 3.00 Min. Hele = 14. 14.1 4.1 Ft. Cycles needed to flush pipe 1 1 1 TDH = (ft) 45.4 18.65.32 Ll Stormwater Lift Station.xls Page 1 11 Stormwater Lift Pump Design for 3rd Ave. Mixed Use Peak Flows jPressure Main Flow Velocity Pipe Diameter 2.01 3.0 4.0 in. Area in Pipe 0.0221 0.049 0.087 ftA2 Flow Velocity 13.171 5.86 3.29 ft/sec. GPM CFS Peak Flow 100-Yr. Event 103.2 0.23 Peak Flow 10-Yr. Event 62.8 0.14 Wet Well Size Peak Flow 2-Yr. Event 40.4 0.09 Manhole Diameter 4 Ft. Detention Time Required 1.45 Min. Depth of Wet well needed 1.59 Ft. General Information jPump Cycles Pump Size (GPM) 126 GPM (100 Year Storm) Pump Flowl 126 GPM Inv. @ Discharge Manhole 66.62 Ft. Vol. to pump 149.69 Gal. Average flow 103.22 GPM Rim Elevation 57.45 Ft. Stormwater Depth 1.59 Ft Inv. Into Wet Well 55.10 Ft. Pump on 54.10 Ft. 100-Yr Event 10-Year Event 2-Yr Event Pump off 52.51 Ft. Run Time 6.57 2.37 1.75 Min. Ele. of water above impeller 0.50 Ft. Off Time 1.45 2.38 3.71 Min. Pump Impeller Ele. 52.51 Ft. Cycle Time 8.02 4.75 5.45 Min. Dist. From centerline of impeller to Floor 0.50 Ft. Floor 52.01 Ft. Cycle of Effluent in Pipe - Based off the 100-year Event Hazen-Willams Equation Calculations 2-inch 3-inch 4-inch Pipe Diameter = 2. 3.0 4L 4.0 in. Length of Pipe 150 150 150 LF C = 1 100t3333 Diameter of Pipe = 0.166 0.2500 Ft. Vol. of Pipe 24.47 55.05 97.86 Gal. Equivalent Length of Pipe = 19 205 Ft. Flow Velocity = 13.1 5.86 FUSec. # of cycles to flush 0.03 0.07 0.12 Hf= 112.9 16.37 Ft. Total detention time 1.64 1.89 2.23 Min. Hele = 14. 14.1 Ft. Cycles needed to flush pipe 1 I I TDH = (ft) 127.0 30.48 Stormwater Lift Station.xls ydAD SPED. FoR OosN PilMAOIS Page 1 • I] Stotmwater Lift Station.xis Stormwater Lift Pump Design for 3rd Ave. Mixed Use .I4"1 I I I Equivalent Length Calculator 4-inch 3-inch 2-inch # of Items 4-inch Eq. Length 3-inch Eq. Length 2-inch Eq. Length Length of Force Main 150 150 150 150 Regular 90 Degree elbow 4.8 3.6 3.1 4 19.2 14.4 12.4 Regular 45 Degree elbow 2.9 2.1 1.7 0 0 0 0 Regular 11.5 Degree elbow 2.9 2.1 1.7 0 0 0 0 Gate Valve 2.9 2.8 2.6 l 2.9 2.8 2.6 Swing Check Valve 31 22 17 1 31 22 17 Tee - Line Flow 10 7.7 6.6 1 10 7.7 6.6 Connecting Joints ength of pipe / 18 8 8 8 Equivalent Length I 221 205 197 Note: Ductile Iron Pipe Fittings were used to calculated the Equivalent Lengths. Page 2 F .t '� ll.UTAv�k�l' �C X'�':,'.°IF '' '; �E!'A:�' r..F: m:i 5..✓ .-rM }6�' Y "Y.y3 4aj}-0 ¢'Y-'^ • +'4'4if 2^i .L'o. -S.' ^Y*d` yy� �G, � r err rr ` ' ; '� a". tw.:v,�µ„�u�a:,' fi L.i:...x. � s.,. •..;��' 1 �: �,.. >L_..-...:: s..., ... � � _ ....., ,I..,.... 6t;.9;''." ' iJ�...`'-�i'4w� .uJ�i+.:,:.. 3$.. .� , r , .F `�•"'.°.°.^'eSx q..., Y. #'��}s...hr`'" b 4 Aim fx.- " .Z -^:, .} f �` fy -..> + "rt'* T 5..• ..ma�yy :.��, •:�� •. � ,�"` '� 1 a t `.� , r � N G'�SIuF:� fi�y, �, .4 :_ •< •_ <.''�''. � � <� .A{ ht . '� � s- �. J ^«. �` �'} X,4 r.'^'i`�F's� � �` - `w-� , - Yx.. 2 41, ar Sn.'',= ,..rx �.ou ` zl i 'i i ....a...�...rrrw a: ,A Nf 1 '131r ,.1kE S .+G"'f .zh�`t1✓+IW 2 z',`.+a i > 5 r F F "tztc^, +��'.�. .,SE,P-19-2005 12:52 PM AUTOGRAPHICS 425 771 2166 P.01 r , AA**Iic6 Attn: Teresa Umbaugh ' Re: Raymond James signage The material will be mode of type 1 solid material: It will be painted using "1 shot" lettering enamel. The lettering will be mounted on 3/16" Stainless Thread. The studs will be 1" and will be adhered using construction adhesive. Call me if you any further questions Roger Pfaff Autographics (425) 776-3400 - RAC IVF SEP 19 2003 OPMNT SERVICES 20906 - 70th Ave. W. EdmondsWA 98026.6766 DEVELCTYEOF EDMONDS CTR; ; Phone (206) 776-3406 Fox (206) 771.2166 • 0q CITY OF EDMONDS '. BUILDING DEPARTMENT WORK 5;( ADDRESS a sv OWNER APPROVED DATE. = BLDG. OFFICIAL PERMIT NUMBER ;rT STREET FILE E:CEIVED SEP 19 2003 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS RAOmega Plts\Alister Place no plaques.plt 5/29/2003 6:49:41 AM- ale:-1:0.99 Height: 1`77.032 Length: 240.170 in Sc, APPROVED BY PLANNING 41� /o TU@ hod agumounum �j o�a��y��l j�@n (� o�5J7g6(�j�@�O�o}InuJn� onwonnp ja�onjlg@d ��lsjl�� b9agis F- Mad ERR rl CITY OF EDMONDS BUILDING DEPARTMENT WORK 11/ / iG_' ,;r c�llr ADDRESSA OWNER APPROVED DATE: _ _ �%1 -3 BLDG. OFFICIAL .E s _ PE MMIT NUMBER 813 DRImaga USE aoa aq ft RECEIVED JUL - 6 2003 PERMIT COUNTER STREET FILE RAOmega Plts\Alister Place no plaques.pit 5292003 6:49:41 AM Scale: 1:2.11 Height: 17.414 Length: 13.048 in Mounting BU00d0ng vade COO fi@%FU@4O0f1 md1h@dw@ thv@ad @d Mehfi0 m @USO Much 'Mae ape@@ Casa adod N/Onwo peoflUd meet Neck �=rluminum face . �i n nn ■n .un nun.a_ ■ V. u ui. ■i n u n ni �■ u i t i � M. •� �� • � \.I,..I.. ... ,.. ,.,I.:I, � n . nl ■ lu . wl� u� ..■unnl■nn i■nnI■nnl�.. �.r.:.,.;.,.,,.,.,..,.,..,.;:,.,.,.,.,,.,....,....,.r..,.,:,.,,..;...,.;.,.,.r..,.r..,,.,...,.,..__....- - II—_, ■111111111mi■1111■'r I11■1111�1111i111 L_... ' •• ` ••. _, '•. •• .• ••,._ ,•, .. hill lrll117111 liim I��i■illlf■Irl.._,_,�u■unnunni■uni■nui■nnunm■n�u■t■nnt■nniuu■inu■t■nm.nnunnuu ",.•'•;••,'•'•.••'•:••'•'. 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EDMONDS, WA 98020 AUG 2 3 2CM BOB DANIIfil, Snohomish County Treasure[ BY Bog . DANTINI AUTHORIZATION TO USE PUBLIC RIGHT-OF-WAY AND AGREEMENT TO MAINTAIN SIDE SANITARY SEWER LATERAL AT f!6 THIRD AVENUE NORTH TAX PARCEL 00 4344 006 008 006 46Gf3LJ ';:_PM0Afb5 /SLAT OP 94Jt-1 ao6- cD-0o-5V2_ L-07-8--,444 OF ,7 WHEREAS, the City of Edmonds has established certain public works requirements which must be met before the City will accept public utility improvements for dedication to public use; and WHEREAS, the undersigned owner of certain real property within the City has applied to utilize a six-inch side sanitary sewer lateral to connect to the City's sanitary sewer system instead of the eight -inch lateral which the City's public works requirements specify, and WHEREAS, the property owner proposes that rather than install an eight -inch line to be dedicated to and accepted by the City, thereby obligating the City to maintain said side sanitary sewer lateral, the property owner install a six-inch side sanitary sewer lateral and, in consideration for the City's authorization to connect and to utilize the public -right -of way, to maintain the property owner's side sanitary sewer lateral, the property owner proposes to maintain the side sanitary sewer lateral at its own expense and that of its successors in title in perpetuity until such time as the side sanitary sewer lateral is replaced with an eight -inch side sanitary sewer lateral to City standard and accepted for public use, NOW, THEREFORE The City of Edmonds, Washington, a municipal corporation (hereinafter "City") and Fleury Family LLC, (hereinafter "Property Owner) have entered into this agreement in consideration of the mutual benefits to be derived and the promises contained herein. 1. Undertakings of City. 1.1 Authorization to Utilize Public. Right -of -Way. In consideration of the Property Owner's promise to maintain the side sanitary sewer lateral, made on behalf of itself as well as all successors in interest to the Subject Property, the City authorizes the: 1.1.1 Connection of a six-inch side sanitary sewer lateral to the City's sewer main to serve the Subject Property; and 1.1.2 Utilization of the public right-of-way to maintain said side sanitary sewer lateral in accordance with established City standards and the terms and conditions of this Agreement. 1.2 Nothing herein shall be interpreted to limit the City's authority as a public utility to establish standards for service, to charge appropriate fees and costs and, in its sole discretion, to order maintenance of the side sanitary sewer lateral in the event that said side sanitary sewer causes negative impacts to the City's sanitary sewer system. 1.3 The City authorizes the Property Owner to maintain the six-inch side sanitary sewer lateral in the public right-of-way, provided, however, that: 1.3.1 Said side sewer lateral shall be maintained in a manner consistent with all regulations lawfully enacted or promulgated by the City both in its capacity as a public utility and under its police power regulation. 1.3.2 Any maintenance of the side sanitary sewer lateral which cannot be accomplished from the property of the Property Owner shall be undertaken only in accordance with a right -of --way use permit from the City. 1.4 Approved Path. The side sewer lateral shall be constructed at a location and in a manner as approved by the City. The side sewer lateral shall be located within the area shown on the attached Exhibit A. 2. Undertakinizs of Property Owner. 2.1 On behalf of itself, its successors and assigns, the Property Owner promises to maintain the side sanitary sewer lateral, to and including the point of connection to the City's sanitary sewer main, at its sole expense to the standards established by the City in its capacity as a public utility .and under its police power regulation. All such maintenance, construction or reconstruction shall be conducted solely at the Property Owner's expense. 2.2 The Property Owner, on behalf of itself and its successors and assigns, acknowledges that the City had no obligation to accept a six-inch sanitary sewer lateral and that the agreements as contained herein, provide sufficient consideration for the Property Owner and its successors and assigns to maintain said lateral at their sole expense in perpetuity. 2.3 In the event that the side sanitary sewer lateral should fail, or otherwise prove inadequate for its intended purpose, the Property Owner shall repair, reconstruct, and/or replace it at the Property Owner's sole expense, and if so directed by the City, to replace it with an eight -inch side sanitary sewer lateral and manhole. Such reconstruction or any maintenance of said line shall be undertaken only in accordance with a right-of-way use permit and shall meet all conditions imposed by the City, either as part of the right-of-way use permit process or utility service established by the City as a public utility. 3. Touch and Concern the Land; Subject Property. This agreement touches and concerns the Subject Property herein below described, and shall run with said property binding all future property owners, as well as their successors, mortgagees and assigns, and any other party acquiring an interest in the subject tract. The Subject Property is described on the attached Exhibit B, incorporated by this reference as fully as if herein set forth. This agreement shall be recorded by and at the expense of the Property Owner. In addition, the Property Owner promises to notify all offerers, purchasers, or any other party acquiring any interest whatsoever in the property the obligations imposed by this agreement. 4. Termination of Service. In addition to any other remedy provided for by law, the City reserves the right to terminate service in the event that the six-inch side sanitary sewer line shall not be maintained in accordance with the-City's regulations as a public utility or conditions imposed by the City through its police power regulations. In the event that the line is not maintained in accordance with such requirements, the City may terminate sewer service and/or water service, at its sole discretion, as may be necessary to prevent damage to the City's sanitary sewer system, wastewater treatment plant, or any other public facility which may be impacted by the Property Owner's failure to properly maintain the side sewer. 5. Entire Aereement. This is the entire agreement between the parties. Any prior understanding or representation, written or oral, made by any party, shall be deemed merged with its provisions. This agreement may not be amended except in writing in a document filed of record with the auditor of Snohomish County, Washington. 6. Not Severable. In the event that any provision of this agreement is struck down, the entire agreement shall be at an end. Property Owner shall immediately commence removal of its side sanitary sewer line and the City shall be under no obligation to continue water or sewer service until such time as a side sanitary sewer lateral is installed to City standard. DONE this S` day of .. , 2002. CITY OF EDMO S By: May r Garyakenson ATTEST/AUTHENTICATED : Sandra S. Chase, City Clerk APPROVED AS TO FORM: OFFICE F CIT TORNEY: W. Scott Snyder 1 �T DATED THIS DAY OF .20 pa Sc tt Fleury Marcia, Fleury STATE OF WASHINGTON ) ss COUNTY OF SNOHOMISH) I certify that I know or have satisfactory evidence that Scott Fleury and Marcia Fleury, are the persons who appeared before me, and said persons acknowledged that they signed this instrument, on ath sated that they were authorized to execute the instrument and acknowledged it as the�s�Gtt1�:.�5 of Fleury Family LLC .to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. S UNDER MY HAND AND OFFICIAL SEAL THIS 1 I TDAY O • S; 2002. NOTARY PUB in and for he Stat f Washington, residing at -/+ .O-,Ob f ' rrnn rn 1 z z At I I I � 715 I I aIS ' N o v ''�9Fs SFaI g ob zgw m:.Wf11NIWOaNO Lod,. /�� avi=wo asn� u► `dz�/"ld I J.ZIlN`dd IvtN% M311`QNnOS S,I`d1V ri VI i ..%�''� .• is O mw E— `AlVMl416 • N Wope Q.;dTi :17fitJ l .- dWna �ll9Nl6 �IIVM�a16 • l • • EXHIBIT B LEGAL DESCRIPTION EDMONDS PLAT OF BLK 006-D-00-S 1/2 LOT 8 - ALL OF 9 City of Edmonds Plan Review Corrections Plan Check #: 2002-0045 Date: 20 March 2002 Project Name/Address: Fluery; 124 3rd Ave N Contact Person/Address/Fax: _Shawn _Lynch fas; 425-778-5536 Reviewer: partment: Engineering Please explain why the roof drains cannot tie into the existing 6" stub from the adjoining detention system. Can't the roof drain pipes be redirected to a point or points where they can tie into the stub.? What about using in wall drains. We cannot allow stormwater overflow onto the sidewalk or streets. Overflow of that magintude will have to be contained within the site some how in case of pump failure. Please contact me so we can discuss this situation more. DATE FAXED (Attach fax transmittal) PAGE OF 11EdmondsfilelDATAIUSERSIchdsmanldvrAAbldg12002-0045fluery resub.doc Ll "Or rule� 1126 -3114 "1 0 CM ENGINEERING Fk,',425;778:5536' March 5, 2002 City of Edmonds 121 5`h Avenue City of Edmonds Edmonds, WA 98020 RE: Fleury Mixed Use Building Dear Mr. Chrisman, The following plan sheets for the above mentioned project have been revised per our discussion due to the field verification of the sanitary and storm sewer inverts. As we discussed the sanitary sewer is now able to gravity flow to the sanitary main located in the alley. Therefore eliminating the need to pump the sanitary sewer in the lower level. The stormwater that is generated from the roof will now need to be pumped due to the elevation of the existing invert of the storm pipe that drains to the existing detention system on the neighboring property. This pump chamber will be. located in the drive isle at the front of the building. This location was chosen so that the storm water would flow out into the street in the event of a pump failure or an electrical outage and not flood the basement. Attached are the pump head calculations and the cut sheet of the proposed pumps. To address your concerns about undetained stormwater flowing into the street for an extended period of time. The pumps that.will be used -will be readily available and will run off single phase power, so that a small generator could be used during extended power outages. In addition the Fleury's will be living in the building and will be able to address any problem with the system in a reasonable amount of time. If you have any questions please call me at 778-8500. Sincerely, CG Engineering. Shawn Lynch -Voam s; REEr V0 APPROVED f'iERIO'- __' ,rry nvnn�nn� 11 T O f, 0 LIP fIC wvpHIIr. Inc 1wo11or„ni�c Ii _ I I i I II' 7 SKHsso/100 -o M®g:iiii kNo■■■►m■■ ■o■■■■\z■ ►. SKHS150/200 i • Stormwater Lift Pump Design for 3rd Ave. Mixed Use Peak Flows Pressure Main Flow Velocity Pipe Diameter 2.0 3.0 4.0 in. Area in Pipe 0.022 0.049 0.087 ft^2 Flow Velocity 6.59 2.93 1.65 ft/sec. GPM CFS Peak Flow I00-Yr. Event 103.2 0.23 Peak Flow 10-Yr. Event 62.8 0.14 Wet Well Size Peak Flow 2-Yr. Event 40.4 0.09 Manhole Diameter 4 Ft. Detention Time Required 1.45 Min. Depth of Wet well needed 1.59 Ft. General Information _ Pump Cycles Pump Size (GPM) 63 GPM (10 Year Storm) Pump Flowl 63 GPM Inv. @ Discharge Manhole 66.62 Ft. Vol. to pump 149.69 Gal. Average flow 103.22 GPM Rim Elevation 57.45 Ft. Stormwater Depth 1.59 Ft Inv. Into Wet Well 55.10 Ft. Pump on 54.10 Ft. 100-Yr Event 10-Year Event 2-Yr Event Pump off 52.51 Ft. Run Time -3.72 890.99 6.62 Min. Ele. of water above impeller 0.50 Ft. Off Time 1.45 2.38 3.71 Min. PumpImpeller Ele. 52.51 Ft. Cycle Time -2.27 893.37 M. Mm- Dist. From centerline of impeller to Floor 0.50 Ft. Floor 52.01 Ft. Cycle of Effluent in Pipe - Based off the 100-year Event Hazen-Willams Equation Calculations 2-inch 3-inch 4-inch Pipe Diameter = 2.0 3.0 4.0 in. Length of Pipe 150 150 150 LF C = 100 100 100 Diameter of Pipe = 0.1667 0.2500 0.3333 Ft. Vol. of Pipe 24.47 55.05 97.86 Gal. Equivalent Length of Pipe = 197 205 221 Ft. Flow Velocity = 6.59 2.93 1.65 Ft./Sec. # of cycles to flush -0.10 -0.23 -0.42 Hf = 31.3 4.54 1.21 Ft. Total detention time 1.84 2.32 3.00 Min. Hele = 14. 14.1 14.1 Ft. Cycles needed to flush pipe TDH = (ft) 45.4 18.65 E15.32 Sturmwater Lift Station.xls Page l 0 Stormwater Lift Pump Design for 3rd Ave. Mixed Use Peak Flows Pressure Main Flow Velocity - Pipe Diameter 2.01 3.0 4.0 in. _ Area in Pipe 0.0221 0.049 0.087 ftA2 _ Flow Velocity 13.17 5.86 3.29 ft/sec. GPM CFS Peak Flow 100-Yr. Event 103.2 0.23 _ Peak Flow 10-Yr. Event 62.8 0.14 Wet Well Size Peak Flow 2-Yr. Event 40.4 0.09 Manhole Diameter 4 Ft. Detention Time Required 1.45 Min. Depth of Wet well needed 1.59 Ft. General Information Pump Cycles Pump Size (GPM) 126 GPM (100 Year Storm) Pum Flow 126 GPM Inv. @ Discharge Manhole 66.62 Ft. Vol. to pump 149.69 Gal. Average flow 103.22 GPM Rim Elevation 57.45 Ft. Stormwater Depth 1.59 Ft Inv. Into Wet Well 55.10 Ft. Pump on 54.10 Ft. 100-Yr Event 10-Year Event 2-Yr Event Pump off 52.51 Ft. Run Time 6.57 2.37 1.75 Min. Ele. of water above impeller 0.50 F[. Off;Time 1.45 2.38 3.71 Min. Pump Impeller Ele. 52.51 Ft. Cycle.Time 8.02 4.75 5.45 Min. Dist. From centerline of impeller to Floor 0.50 Ft. Floor 52.01 Ft. Cycle of Effluent in Pipe - Based off the 100-year Event flazen-Willams Equation Calculations 2-inch 3-inch 4-inch Pipe Diameter = 3.0 4.0 in. Length of Pipe 150 150 150 LF C = 00 100 Diameter of Pipe = 00 0.3333 Ft. Vol. of Pipe 24.47 55.05 97.86 Gal. Equivalent Length of Pipe = 05 221 Ft. Flow Velocity = .86�F4.36 f127.30.48 FUSec. # of cycles to flush 0.03 0.07 0.12 Hf = .37 Ft. Total detention time 1.64 189 2.23Hele = 4.1 Ft. Cycles needed to flush pipe I 1 1 TDH = (ft) 18.47 Stormwater Lift Station.xls yEAD SPED. Fo7C aor", Page I 1p, • Stonnwater Lift Station.xls Stormwater Lift Pump Design for 3rd Ave. Mixed Use ,.e 0"1 I i Equivalent Length Calculator 4-inch 3-inch 2-inch # of Items 4-inch Eq.jLength3-inch Eq. Length 2-inch Eq. Length Length of Force Main 150 150150 150 Regular 90 Degree elbow 4.8 3.6 3.1 4 19.14.4 12.4 Regular 45 Degree elbow 2.9 2.1 1.7 0 00' 0 Regular 11.5 Degree elbow 2.9 2.1 L7 0 00 0 Gate Valve 2.9 2.8 2.6 1 2.92.8 2.6 Swing Check Valve 31 22 17 1 3l22 17 Tee - Line Flow 10 7.7 6.6 1 l0 7.7 6.6 Connecting Joints Length of pipe / 18 8 8 ff 8 Equivalent Length 221 205 197 Note: Ductile Iron Pi a Fittings were used to calculated the Equivalent Lengths. Page 2 Floor Drain Pump Design for Fleury Mixed Use Peak Flows 1 Pressure Main Flow Velocity �^� _ Pipe Diameter 2.0 4.0 in. Area in Pipe 0.022 0.087 ft^2 _I Flow Velocity 0.52 0.13 ft/sec. GPM CFS Estimated Flow 4.5 0.01 Wet Well Size Diameter 12 Ft. Detention time I1 Min. Depth of Wet well needed 10.19 Ft. ---� (Pump Cycles Pump Flow 5 GPM General Information I PUMP um to Vol. P 16.23 Gal. Pump Size (GPM) _ I 5 1GPM I Average flow 4.49 GPM Stormwater Depth 0.69 Ft Inv. @Discharge Manhole 57.72 Ft. _ Inv. Into Wet Well 1 53.43 Ft. Pump on 52.93 Ft. _ _ Pump off 52.24 Ft. _ Pump Ele. 51.24 Ft. _ (Floor 50.74 Ft. 1 Cycle of Effluent in pipe Hazen-Willams Equation Calculations 2 inch 14 inch Pipe Diameter = 2.01 4.0 in. Length of Pipe I 531 53 I 1 LF I_ C = 100 100 Vol. of Pipe 1 8.64 34.58 Gal. D = 0.16671 0.3333 Ft. �_ I Eq. L = 621 67 Ft. I# of cycles to flush 0.531 2.13 v = FPS 0.521 0.13 F— I Total detention time 0.00 0.00 Min. IHf= 0.09 0.00 Ft. Cycles needed fi Hele = 6.5 6.5 Ft. to flush pipe #DIV/0! #DIV/0! TDH = (fl) 6.57 6.48 Stormwater Liftstation Work Sheet for fleury.xls Page 1 0, • 0 RETURN ADDRESS: City of Edmonds, City Clerk 121 5th Avenue North Edmonds, WA 98020 CONFORMED Copy 02/04/ 00220020204024 pM P-0002 RECORDED Snohomish County DECLARATION OF RESTRICTIVE COVENANT MULTI -FAMILY RESIDENTIAL Reference #: Grantor(s): (1) Additional on pg. Grantee(s): City of Edmonds Legal Description (abbreviated): Sec�3 _Twn 4 7 Rn i'Yv Qtr_,:5�_ OR Lot $ locl_00�o Plat Assessor's Tax Parcel ID#(s): (1)�'��f46 (2} _ _,Assessor's Tax Parcel ID# not yet assigned WHEREAS, —:>GD TT are the owners of the following described"real estate in the City of Edmonds, to wit: Property Ad dress: Assessor's Tax Parcel ID # (s): AUTHORIZED FOR RECORDING City of Edmonds By: Date ids! Page _�_ of WHEREAS, the above named owners are desirous of imposing a restrictive covenant upon>�,§aid premises in compliance with Section 19.00.040 of the Edmonds Community DevelopmentCode. WITNESSETH, that for and in consideration'of the premises, the above named owners do hereby declare and grant to the City of Edmonds as 'Grantee the following restrictive covenant, to -wit: That at the time of the execution of this Covenant the Grantors have agreed to the 'Ordinance of the City of Edmonds provide that no building for multiple family housing tr ay be erected on subject property containing more than _ C units. Said Covenant shall be binding upon all present and future owners of said real estate and their heirs, successors and assigns. DATED this day of 1�"V&44?" i i, GRANTOR State of Washington ) ss .County of511 ' ,5 I certify that I know or have satisfactory evidence that .5(C f signed this instrument, on oath stated that hA&-L( °'authorized to execute he instrument and acknowledged it as the _rnC',ll1 q P f (title) of PIMA f7..c"IQ LILC(name of party on behalf on whom instrument was executed) to be the free and voluntary act of such. party for the uses and purpose mentio in this instrument. Subscribed and sworn to before me this day of M (t-S �r Notary Public in and for the State of W My commission expires 9 - .q)O AUTHORIZED FOR RECORDING Ci y of Edmonds By: Date Page _ .�° of L ATEMMUELDIN GTORMSUMTRICT OF EDf O RECEIVED FILEAug � a 20��1 DEVELOPMENT SERVICES GTR. CITY OF EDMONDS r st PROPERTY OWNER ENCROACHMENT PERMIT APPLICATION PROPERTY OWNER MAILING ADDRESS: f • 0• r_mmuc BUSINESS NAME for Commericalnapplicatiionrs: gyp' j� I �� JJ� �^ ADDRESS OF PUBLIC USE: �!/� %'�' j� �i�IMWl1LV`7 WA. q�GIJ *************************************************************************************** Describe the portion of public space, City right-of-way or easement area to be utilized (i.e., overhead space of sidewalk, 10 foot City utlity easement along n9rth property 4V, .etc): A.1•►�. �w w_ • nIwOY/ /1..►a Describe the t e of long, etc.): the length ofime fo use vt I I The issuance of this permit is una or use ..% I (i.e., fence by 150 feet, awning 3 feet wide by 7 feet ir�glI. for life of building, espresso cart for summer months, etc.), by the apph'cant to be of a temporary nature and that no vested right is granted. 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 18.70 of the Edmonds Community Development Code and s/he understands that all terms of the adopted ordinance are incorporated herein as if set forth in full and thj application and permits therefore are subject to the terms of that Chapter. DATE & — `%- 0 PROPERTY OW(N�PER/BUSINESS OWNER Encroachho. docj Ig 10/00 (,^ • CRITERIA OF PERMIT APPROVAL The applicant shall follow the noted conditions on the building permit. For applications that do not require a building permit the following criteria shall be maintained at all times. ➢ Provide safe pedestrian travel for sidewalk encroachments. Maintain a clear zone of 44 inches minimum. See definition of clear zone below. ➢ Exterior light fixtures, banners and flags must be a minimum of 7 feet above City right-of-way. ➢ Maintain clear landings on the exterior side of all required exit doors of 44 inches or no less than width of door, measured toward the street. ➢ , No projections into City alleys - are permitted unless the projection exceeds 15 feet above pavement surface. ➢ Do not block illumination from City light fixtures or hang objects from City light standards. ➢ Architectural projections from buildings must be approved by the Design Board and conform to Uniform Building Code requirements. A building permit shall be required for such projections. ➢ Maintain 3 feet of clearance around fire hydrants, standpipes, manholes, water meters, blowoffs, cleanouts and valves... ➢ Bistro dining tables and chairs must be placed in accordance with City Ordinance No. 3293. ➢ Merchandise racks, espresso carts, flower planters, benches must not be located within the "clear zone". ➢ Ramps require a separate building permit and must conform to UBC standards. Clear Zone Definition: Clear Zone refers to an area 7 feet in height and 44 inches in width providing a level, safe walking surface along the public sidewalk (i.e. measuring 44 inches from edge of street tree grates or newspaper stands toward place of business and from the rground up to a height of 7 feet). ------------------DEPARTMENT APPROVALS ---FOR CITY USE ONLY ------------------- Planning Division Approved By0, MU-OCX ADB# UI - 31' Date Remarks or Comments: Public Works Approved By �`c,Q,C�_, Date Remarks or Comments: Engineering Division Approved By W% Bond Date /0l/6/0) Remarks or Comments: Certificate of Insurance Verified By Date Easement Agreement sent to City, Clerk for recording Date ENCROACHMENT PERMIT# o—W --0/.3 ISSUANCE DATE RELEASED BY RECEIPT # BUILDING PERMIT # RECORDING # ' Enc roachho. doc j lg 10/00 (." ACOR rr CERTIFICATE OF LIABILITY INSURANCE DATE `MEDDIM 08 27 O1 PRODUCER PETERSHAGEN INSURANCE 1511 WALL EVERETT WA 98201 THIS CERTIFICATE IS ISSUED AS A UATTER 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. INSURERS AFFORDING COVERAGE m FLEURY FAMILY LLC PO BOX - 6 0 0 5 EDMONDS, WA 98026 IHsuRERASCOTTSDALE INSURANCE COMPANY INSURERB: OMBER a INSURER D: INSURER E: THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POUCY 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. AGGREGATE LIMBS SHO)NITNfAY HAQE BEER REDUCED BY PAID -CLAIMS. L" TYPE OF INSURANCE POMY NUYBL9 � E7fP/1A110N POLICY fmmmwm UMINS AMERCIAL GENERAL GENERAL LIABLllY CLAIMS MADE F ] OCCUR CLS0732808 02/22/01 02/22/02 Eam OCCURRENCE sl 006, 000 FIRE DAMAGE one Pre)1350,000 MED EW (� w4 roan) sl 000 PERSONAL a ADV IWURY $1, 000 000 GENERAL AGGREGATE s2.000.000 GREGATE LIMIT APPLIES PER: PRODUCTS - COMPIOP AGG s 2 , 0 0 O 0 O 0 ICY 17 PRO LOC AUTOMOBILE LIABILITY ANY AUTO COMSINED SINGLE LIMB (Ea aCcderto ' s ALL OWNED AUTOS SCHEDULED AUTOS BODILY "AM (Pei poroon) = HIRED AUTOS NON -OWNED AUTOS BODILY INJURY (Per accident) s PROPERTY DAMAGE (Par aecidenp $ GARAGE Ummm AUTO ONLY - EA ACCIDENT s OTHER In" EA ACC AUTO ONLY: AM $ ANY AUTO s LESS LIABuff EACH OCCURRENCE s AGGREGATE s OCCURD CLAIMS MADE s s i DEDUCTIBLE' s R1:T91RON $ WORKERS COMPENSAWN AND we srATu- oTH- E EL EACH ACCIDENT is ENPLOVERV LIABLTTY F.L. DOME - EA s EL DISEASE - POLICY LIMB S OTHER ON3CRIPflON OF OpmATKwSLOCATowdvvfmESo=SjDxS ADDED BY ENOORsmown Pa" PROVISIONS IT IS UNDERSTOOD AND AGREED THAT THE CITY OF EDMONDS IS NAMED AS AN ADDITIONAL INSURED. CERTIFICATE HOLDER I I AMM014AL INSURED; INWIER LETTER: CANCELLATION CITY OF EDMONDS SHOULD ANY OF THE ABOVE pESCR = PoNCIEs BE GNCEum BEFORE THE E70'IRATION 121 5TH AVE NORTH DATE THEREOR THE ISSUUIO USURER WILL OMAVOR TO MAIL 45 _ DAYS WRITTEN EDMOND S , WA 98020 NMM TO THE cERnACATE HOLDER NAM® TO THE LIST, BUT FAILURE TO DO SO SHALL ONKM NO 001 ATIGN OR LABILITY OF ANY KW UPON THE INSURER. ITS AGENTS OR REPRESENTATTM ACORD 25-S (7197) ® ACORD CORPORATION ion -d i nan-ni o-c7L c I- . -- -- o_.. THIRD AVE. NORTH 10'-O" ENC.4f;ZOAC4H�IENT. PLAN 50ALE: I"= 10'-0" LEGEND: AWNING ON PROPERTY: AWNING ENCROACHMENT: rture 0 BUTTERFIELD DESIGN GROUP 400 DAYTON EDMONDS, WA 98020 5u`vv 425-775-0564 FAX: 425-776-5746 EMAIL: ButterfieldDesign@HOME.COM BUTTERFIELD PARTNERSHIP, INC. When recorded mail to: CONFORMED COPY City Clerk City of Edmonds 200202040441 121 Fifth Avenue North 02/04/2002. 12:19 PM Snohomish Edmonds, WA 98020 P.0005 RECORDED County SPACE ABOVE THIS LINE FOR RECORDER'S USE Assessor's Parcel No. Project No. & Name:��y/pj� ENCROACHMENT AGREEMENT This ENCROACHMENT A CITY OF EDMONDS ("City") and _ ("OwnerLsj"), in accordance with Chapter 18.70 of Code. Agreement") is entered into between the Edmonds Community Development 1. The Pro er Owner is the owner of that certain real property located at -� t-� •_ , within the City of Edmonds, Washington, Assessor's.Parcel NumberMn 1A , and more particularly described in Exhibit "A" attached hereto and incorporated herein by reference. Business owner, property rioted above. ICJ is the business owner o that certain real 2. The Easement. The City currently owns an existing easement over, under, and across Owner's property for street, alley, sidewalk, other which is described in Exhibit "B" attached hereto and incorporated by reference. 3. The Encroachment. The City h reby coven is arid'agrees and grants its permission to Owner or Business Owner to allow G 0 to remain in a portion of the City right-of-way/easement. A plat map showing th ocation the encroachment is attached as Exhibit "C" and incorporated �by reference. This Agreement is subject to the following terms and conditions: a. The encroachment shall be installed and maintained in a safe and sanitary condition at the sole cost, risk, and responsibility of the owner and its successors in interest. b. The Owner shall agree at all times to indemnify and hold the City free and harmless from any and all claims, demands, losses, damages or expenses resulting from the -1- construction, maintenance, use, repair or removal of the structure installed hereunder, including any loss, damage or expense arising out of (1) loss or damages to property and (2).injury to or death of persons. C. The Owner must remove or relocate any part of the encroachment within ten (10) days or such other time as specified in the notice after receipt of it from the City Engineer, or the City Engineer may cause such work to be done and the reasonable cost thereof shall constitute a lien upon the property. d. Whatever rights and obligations were acquired by the City with respect to the easement shall remain and continue in full force and effect and shall in no way be affected by city's grant of permission to construct and maintain the encroachment structure. 4. Entire Agreement. This Agreement constitutes the entire agreement between the parties with respect to the subject matter hereof and supersedes and replaces all other agreements, oral or written, between the parties with respect to the subject matter. 5. Notices. Any notice which is required or may be given 'pursuant to this Agreement shall be sent in writing by United States mail, first class, postage pre -paid, registered or certified with return receipt requested, or by other comparable commercial means and addressed as follows: If to the City: City Engineer City of Edmonds 121 Fifth Avenue North Edmonds, WA 98020 Owner:If to the which addresses may be changed from. time to time by providing notice to the other party in the manner described above. 6• �'_. City's consent to or approval of any act or omission by Owner shall not constitute a waiver of any other default by Owner and shall not be deemed a waiver or render unnecessary City's consent for approval to any subsequent act by Owner. Any waiver by City of any default must be in writing and shall not be a waiver of any other default concerning the same or any other provision of the Agreement. 9PM �'10 � 7. Successors and Assikns. This Agreement shall be binding and _inure to the benefit of the parties hereto and their respective legal representatives, successors, and assigns. Owner agrees to incorporate this agreement by reference in any subsequent deeds to the property, but any failure to do so does not invalidate this provision. 8. Capacity. Each party represents that the person(s) executing this Agreement on behalf of such party has the authority to execute this Agreement and by such signature(s) thereby bind such party. IN WITNESS WHEREOF, the parties hereto have executed this Agreement on this, day of Ii , 20_0 OWNER(S): By: 4- By: STATE OF WASHINGTON COUNTY OF SNOHOMISH This day, personally appeared before me, to me known to be the person(s) who executed the within and 'foregoin document and that (he/she/they) � signed the same as (his/her/their) ✓ free and voluntary act and deed for the uses and purposes therein mentio Not Public N1 �( � Typed or Print d Name V / My Commission expires: CITY OF EDMONDS By: ENGINEERING DIVISION c:VSHARMrenFI%BUILDINcvL,wnou ,Inag,,,.ao, - 3 - RTSQ :03E27N23-SE Parcel Number :00 4344 006 008 00 Old Parcel Number:4344 006 008 00 06 ~ PROPERTY DESCRIPTION -Easement' Census :Tract:505.00 Block:5 Neighborhood Code :500 MapGrid:454. F5 Zoning :Bc Zoning Rest , Actual Use Building Name Land Use :111 Res,Single Family Res,Detached Subdivision/Plat :Edmonds Plat Of Legal :EDMONDS PLAT OF BLK 006 D-00 - S1/2 :LOT 8 - ALL LOT 9 Vol:1 Page :26 QUARTER SE It \ , It ' � J , lyo 000, 10 7�lyoIN ) '! 17 /It, ar? RETURN ADDRESS: City of Edmonds, City Clerk 121 5th Avenue North Edmonds, WA 98020 CONFORMED COPY 0 02/04/ 002 12�� g PM P-0002 RECORDED Snohomish County DECLAMATION OF RESTRICTIVE COVENANT MULTI -FAMILY RESIDENTIAL Reference #: DDo'Z 49�' Grantor(s): (1) (2)9d 4` � Additional on pg. Grantee(s): City of Edmonds Legal Description (abbreviated): Sec__d3___Twn 4 7 Rn � le, Qtr�� _ OR Lot `� Block-ODIo plat Assessor's Tax Parcel ID#(s): (1) ��✓'� f.Y$44 (2) _ _Assessor's Tax Parcel ID# not yet assigned WHEREAS, 614 77- 4Nb ///A.��f% • eLl5'Glyl are the owners of the following described real estate in the City of Edmonds, to wit: Property Address:&G' Legal Description: Assessor's Tax Parcel ID # (s):_ AUTHORIZED FOR RECORDING City of Edmonds By: Page of -1 MICROFILM` WHEREAS, the above named owners are desirous of imposing a restrictive covenant upon said premises in compliance with Section 19.00.040 of the Edmonds CommunityDeelopmentCode. WITNESSETH, that for and in consideration'of the premises, the above named owners do hereby declare and grant to the City of Edmonds as Grantee the following restrictive covenant, to -wit: That at the time of the execution of this Covenant the Grantors have agreed to the O dinance of the City of Edmonds provide that no building for multiple family housing May be erected on subject property containing more than units. Said Covenant shall be binding upon all present and future owners of said real estate and their heirs, successors and assigns. ,c 2 DATED this / J day of GRANTOR GRANTOR State of Washington ) )ss County of511l5I I certify that I know or have satisfactory evidence that 5cL7 + f s Mare (l r-laI M signed this instrument, on oath stated that h a VW'Suthorized to execute the instrument and acknowledged it as the _MCIK 0 n e i`a (title) of RUAJ etkrq LI LL-L(name of party on behalf on whom instrument was executed) to be the free and voluntary act of such -party for the uses and purpose mentio s in this instrument. Subscribed and sworn to before me this day of V Its Notary Public in and fok the State of My commission expires. (01cd( AUTHORIZED FOR RECORDING Ci y of Edmond By: Date�� Page _r, of �- L:\TEMP\BUILDING\FORMS\RESTRICT When recorded mail to: City Clerk City of Edmonds 121 Fifth Avenue North Edmonds, WA 98020 CONFORMED COPY 200202040441 02/04/2002 12:19 PM Snohomish P.0005 RECORDED County SPACE ABOVE THIS LINE FOR RECORDER'S USE. Assessor's Parcel No. Project No. & Name: ENCROACHMENT AGREEMENT This ENCROACHMENT AGREE NT ("Agreement") is entered into between the CITY OF EDMONDS ("City") and GJGo . ("Owner[s]'), in accordance with Chapter 18.70 . of ,.the Edmonds Community Development Code. 1. The Pro er Owner is the owner of that certain real property located at within the City of Edmonds Washington, Assessor's .Parcel Number t IU4 Oa OOPS M & , and more particularly described in Exhibit "A" attached hereto and incorporated herein by reference. Business owner, N property noted above. is the business owner o that certain real 2. The Easement. The City currently owns an existing easement over, under, and across Owner's property for street, alley, sidewalk, other which is described,in Exhibit `B" attached hereto and incorporated by reference. 3. The Encroachment. The City h reby coven is d agrees and grants its permission to Owner or Business Owner to allow G o to remain in a portion of the City right-of-way/easement. A plat map showing th ocation 417he encroachment is attached as Exhibit "C" and incorporated by reference.. This Agreement is subject to the'following terms and conditions: a. The encroachment shall be installed and maintained in a safe and sanitary condition at the sole cost, risk, and responsibility of the owner and its successors in interest. b. The Owner shall agree at all times to indemnify and hold the City free and harmless from any and all claims, demands, losses, damages or expenses resulting from the MICROFILM construction, maintenance, use, repair or removal of the structure installed hereunder, including any loss, damage or expense arising out of (1) loss or damages to property and (2) injury to or death of persons. C. The Owner must remove or relocate any part of the. encroachment within ten (10) days or such other time as specified in the notice after receipt of it from the City Engineer, or the City Engineer may cause such work to be done and the reasonable cost thereof shall constitute a lien upon the property. d. Whatever rights and obligations were acquired by the City with respect to the easement shall remain and continue in full force and effect and shall in no way be affected by city's grant of permission to construct and maintain the encroachment structure. 4. Entire Agreement. This Agreement constitutes the entire agreement between the parties with respect to the subject matter hereof and supersedes and replaces all other agreements, oral or written, between the parties with respect to the subject matter. 5. Notices. Any notice which is required or may be given pursuant to this Agreement shall be sent in writing by United States mail, first class, postage pre -paid, registered or certified with return receipt requested, or by other. comparable commercial means and addressed as follows: If to the City: City Engineer City of Edmonds 121 Fifth Avenue North Edmonds, WA 98020 Owner:If to the iL ' P / %enF -Balm" .r n which addresses may be changed from time to time by providing notice to the other party in the manner described above. 6. Waiver. City's consent to or approval of any act or omission by Owner shall not constitute a waiver of any other default by Owner and shall not be deemed a waiver or render unnecessary City's consent for approval to any subsequent act by Owner. Any waiver by City of any default must be in writing and shall not be a waiver of any other default concerning the same or any other provision of the. Agreement. -2- 0 . ''.. 10 . 7. Successors and Assigns. This Agreement shall be binding and inure to the benefit of the parties hereto and their respective legal representatives, successors, and assigns. Owner agrees to incorporate this agreement by reference in any subsequent deeds to the property, but any failure to do so does not invalidate this provision. 8. Capacity. Each party represents that the person(s) executing this Agreement on behalf of such party has the authority to execute this Agreement and by such signature(s) thereby bind such party. IN WITNESS WHEREOF, the parties hereto have executed this Agreement on this.—& day of i , 20�. OWNER(S): By: STATE OF WASHINGTON COUNTY OF SNOHOMISH This day, personally appeared before me, V(�l -R to me known to be the person(s) who executed the within and foregoin document and that (he/she/they) � signed the same as (his/her/their) ✓ free and voluntary act and deed for the uses and purposes therein mentio c4jz 1A Not Public a U uk 1(-4 Typed or Print d Name My Commission expires:` f Cz, CITY OF EDMONDS _12 ENGINEERING DIVISION c:�SHAREkTEMPWUMDINGVi,wnovnErcro=Mpm&c - 3 - RTSQ :03E27N23-SE Parcel Number :00 4344 006 008 00 Old Parcel Number:4344 006 008 00 06 PROPERTY DESCRIPTION -Easement Census :Tract:505.00 Block:5 Neighborhood Code :500 MapGrid:454 F5 Zoning :Bc Zoning Rest., Actual Use Building Name Land Use :ill Res,Single Family Res,Detached Subdivision/Plat :Edmonds P1at.Of .Legal cEDMONDS PLAT OF BLK 006 D-00 - S1/2 :LOT 8 - ALL LOT 9 Vol:1 Page :26 • 4yie1-r :I. QUARTER / / 009 / 'ES ' 0 When recorded mail to: City Clerk City of Edmonds 121 Fifth Avenue North Edmonds, WA 98020 RECORDER'S NOTE: PORTIONS OF THIS DOCUMENT ARE POOR QUALITY FOR SCANNING. 111111111116'IIIIrINI�W�IIIVII�lll116911 200112101021 12/10/2001 04:44 PM Snohomish P.0005 RECORDED County SPACE ABOVE THIS LINE FOR RECORDER'S USE Assessor's Parcel No.�yy Project No. & NamerL�j/,p// J ENCROACHMENT AGREEMENT This ENCROACHMENT AGI CITY OF EDMONDS ("City") andD ("Owner[s]"), in accordance with Chapter 18.70 of the dmonds Community Development Code. 1. he ProDLEV- Qwner is the owner of that certain real property located .at �Yd' , within the City of Edmonds, Washington, Assessor's Parcel NumberAf"WeODb 011f)l'and more particularly de cribed in Exhibit "A" attached hereto and incorporated herein by reference. Business owner, is the business owner of that certain real property noted above. 2. The Easement. The City currently owns an existing easement over, under, and across Owner's property for street, alley, sidewalk, other ( ) which is described in Exhibit "B" attached hereto and incorporated by reference. 3. The- Encroachment. The City her by cove anand agrees and grants its permission to Owner or Business Owner to allow 926dJffIo fi to remain in a portion of the City right-of-way/easemen . A plat map showing e location of thre encroachment is attached as Exhibit "C" and incorporated by reference. This Agreement is subject to the following terms and conditions:, a. The encroachment shall be installed and maintained in a safe and sanitary condition at the sole cost, risk, and responsibility of the owner and its successors in interest. b. The Owner shall agree at all times to indemnify and hold the City free and harmless from any and all claims, demands, losses, damages or expenses resulting from the - It- 0- construction, maintenance, use, repair or removal of the structure installed hereunder, including any loss, damage or expense arising out of (1) loss or damages to property and (2) injury to or death of persons. C. The Owner must remove or relocate any part of the encroachment within ten (10) days or such other time as specified in the notice after receipt of it from the City Engineer, or the City Engineer may cause such work to be done and the reasonable cost thereof shall constitute a lien upon the property. d. Whatever rights and obligations were acquired by the City with respect to the easement shall remain and continue in full force and effect and shall in no way be affected by city's grant of permission to construct and maintain the encroachment structure. 4. Entire Agreement. This Agreement constitutes the entire agreement between the parties with respect to the subject matter hereof and supersedes and replaces all other agreements, oral or written, between the parties with respect to the subject matter. 5. Notices. Any notice which is required or may be given pursuant to this Agreement shall be sent in writing by United States mail, first class, postage pre -paid, registered or certified with return receipt requested, or by. other comparable commercial means and addressed as follows: If to -the City: City Engineer City of Edmonds 121 Fifth Avenue North Edmonds, WA 98020 Owner:If to the which addresses may be changed from time to time by providing notice to the other party in the manner described above. 6. Waiver. City's consent to or approval of any act or omission by Owner shall not constitute a waiver of any other default by Owner and shall not be deemed a waiver or render unnecessary City's consent for approval to any subsequent act by Owner. Any waiver by City of any default must be in writing and shall not be a waiver of any other default concerning the same or any other provision of the Agreement. -2- 2()01 210102.1, . 7. Successors and Assigns. This Agreement shall be binding and inure to the benefit of the parties hereto and their respective legal representatives, successors, and assigns. Owner agrees to incorporate this agreement by reference in any subsequent deeds to the property, but any: failure to do so does not invalidate this provision. 8. Ca aci . Each party represents that the person(s) executing this Agreement on behalf of such party has the authority to execute this Agreement and by such signature(s) thereby bind such party. IN WITNESS WHEREOF, the parties hereto have executed this Agreement on this day o�Zf'�, 20�. OWNER(S): By. �t ��L4 By: 7 STATE OF WASHINGTON ) COUNTY OF SNOHOMISH ) This day, personally appeared before me, �_ ! �(1 r'(._ j J ,) to me known to be the person(s) who executed the within and foregoing document and that (he/she/they) �1 P_ signed the same as (his/her/their) her- free and voluntary act and deed for the uses and purposes therein mentioned /J N Typed or Name My Commission expires: j CITY OF EDMONDS By: ENGINEERING DIVISION G:\SHARE\TEW\BUILDINGViANDGVT\EncroacMgrx.doc — 3 — 2001121 01.02 , z RTSQ :03E27N23-SE Parcel Number :00 4344 006 008 00 Old Parcel Number:4344 006 008 00 06 PROPERTY DESCRIPTION Easement Census :Tract:505.00 Block:5 Neighborhood Code :500 MapGrid:454. F5 Zoning :Bc Zoning Rest Actual Use Building Name Land Use :111 Res,Single Family Res,Detached Subdivision/Plat :Edmonds Plat Of Legal :EDMONDS PLAT OF BLK 006 D-00 - S1/2 :LOT 8 - ALL LOT 9 Vol:l Page :26 QUARTER SE. When recorded mail to: City Clerk City of Edmonds CONFORMED COPY 121 Fifth Avenue North Edmonds, WA 98020 200112101021 12/10/2001 04:44 PM Snohomish P.0005 RECORDED County SPACE ABOVE THIS LINE FOR RECORDER'S USE Assessor's Parcel No. 4�w- dz `-zAq$n�, Project No. & Name: )�4z(8!/ 19,11 Zrb ENCROACHMENT AGREEMENT This ENCROACHMENT AG EM NT greement") is entered into between the CITY OF EDMONDS ("City") and li0 ("Owner[s]"), in accordance with Chapter 18.70 of the dmonds Community Development Code. 1. he Pro er wner is the owner of that certain real property located at �Yd• . , within the City of Edmonds, Washington, Assessor's Parcel Number 606 00h MW and more particularly de cribed in Exhibit "A" attached hereto and incorporated herein by reference. Business owner, is the business owner of that certain real property noted above. 2. The Easement. The City currently owns an existing easement over, under, and across Owner's property for street, al` leey,sidewalk, other ( ) which is described in Exhibit "B" attached hereto and incorporated by reference. 3. The Encroachment. The City her by cove an and agrees and grants its permission to Owner or Business Owner to allow P,241 VroI& to remain in a portion of the City right-of-way/easemen . A plat map showing ffe location of th encroachment is attached as Exhibit "C" and. incorporated by reference. This Agreement is subject to the following terms and conditions:,.. a. The encroachment shall be installed and maintained in a safe and sanitary condition at the sole cost, risk, and responsibility of the owner and its successors in interest. b. The Owner shall agree at all times to indemnify and hold the City free and harmless from any and all claims, demands, losses, damages or expenses resulting from the construction, maintenance, use, repair or removal of the structure installed hereunder, including any loss, damage or expense arising out of (1) loss or damages to property and (2) injury to or death of persons. C. The Owner must remove or relocate any part of the encroachment within ten (10) days or such other time as specified in the . notice after receipt of it from the City Engineer, or the City Engineer may cause such work to be done and the reasonable cost thereof shall constitute a lien upon the property. d. Whatever rights and obligations were acquired by the City with respect to the easement shall remain and continue in full force and effect and shall in no way be affected by city's grant of permission to construct and maintain the encroachment structure. 4. Entire Agreement. This Agreement constitutes the entire agreement between the - parties with respect to the subject matter hereof and supersedes and replaces all other agreements, oral or written, between the parties with respect to the subject matter. 5. Notices. Any notice which is required or may, be given pursuant to this Agreement shall be sent in writing by United States mail, first class, postage pre -paid, registered or certified with return receipt requested, or by. other comparable commercial means and addressed as follows: If to the City: City Engineer City of Edmonds 121 Fifth Avenue North Edmonds, WA 98020 Owner:If to -the / ;00 III ffi.. which addresses may be changed from time to time by providing notice to the other party in the manner described above. 6. Waiver. City's consent to or approval of any act or omission by Owner shall not constitute a waiver of any. other default by Owner and shall not be deemed a waiver or render unnecessary City's consent for approval to any subsequent act by Owner. Any waiver by City of any default must be in writing and shall not be a waiver of any other default concerning the same or any other provision of the. Agreement. -2- M 7. Successors and Assigns. This Agreement shall be binding and inure to the benefit of the parties hereto and their respective legal representatives, successors, and assigns. Owner agrees to incorporate this agreement by reference in any subsequent deeds to the property, but any failure to do so does not invalidate this provision. 8. Ca aci . Each party represents that the person(s) executing this Agreement on behalf of such party has the authority to execute this Agreement and by such signature(s) thereby bind such party. IN WITNESS WHEREOF, the parties hereto have executed this Agreement on this. day o)2061. OWNER(S): By; � By: STATE OF WASHINGTON ) COUNTY OF SNOHOMISH ) This day, personally appeared before me, j to me known to_ be the person(s) who executed the within and foregoing document and that (he/she/they) t signed the same as (his/her/their) 11 e V- free and voluntary act and deed for the uses and purposes therein mention Typed or My Commission expires: .) C J CITY OF EDMONDS By: ENGINEERING DIVISION G:\SHARE\TEMPU3UILDINGUL#dMUrEnuoachAgrcc.doc — 3 Name cXyxg/T� RTSQ :03E27N23-SE Parcel Number :00 4344 006 008 00 Old Parcel Number:4344 006 008 00 06 ~ PROPERTY DESCRIPTION Easement Census :Tract:505.00 Block:5 Neighborhood Code :500 MapGrid:454. F5 Zoning Bc Zoning Rest Actual Use Building Name Land Use :111 Res,Single Family Res,Detached Subdivision/Plat :Edmonds Plat Of Legal :EDMONDS PLAT OF BLK 006 D-00 - S1/2 :LOT 8 - ALL LOT 9 Vol:l Page :26 QUARTER SE SECTION TOWNSHIP .W.. : ;'RANGE E:W:M. 23 2 7 � 3 � I 1 +( {( ON 0 70 S 70AY 2 by / ar 720 / r U/ EDP N ENCROACHMENT PERMIT APPLICATION PROPERTY OWNER NAME: 61e' II Ie4� Phone �I2 "'11.1rA�'�Z�70 PROPERTY OWNER MAILING ADDRESS: W� ��/tr-�� ryN' qoozo BUSINESS NAME for Commerical applications:��p ADDRESS OF PUBLIC USE: I24 3rd� o"""• �� • q lb0Z0 *************************************************************************************** Describe the portion of public space, City right -of --way or easement area to be utilized (i.e., overhead space of ..1..-- —v^"arfll Iit1P P.tCi' - _ _ . . _ 2 0. Describe the type of encroachment or use desired (i.e., fence 6 feet by 156 feet, awning 3 feet wide by 7 feet Specify the length of time for use (i.. awning for life of building, espresso cart for summer months, etc.), NOTE: The issua cevof this permit is understood by the applicant to be of a temporary nature and that no vested right is granted. 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 andlor 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 18.70 of the Edmonds Community Development Code and s/he understands that all terms of the adopted ordinance are incorporated herein as if set forth in full and this application and per)ts-therefore are subject to the terms of that Chapter. TY DATE Encroachho.docj lg 10/00 CRITERIA OF PERMIT APPROVAL The applicant shall follow the noted conditions on the building permit. For applications that do not require a building permit the following criteria shall be maintained at all times. ➢ Provide safe pedestrian travel for sidewalk encroachments. Maintain a clear zone of 44 inches minimum. See definition of clear zone below. ➢ Exterior light fixtures, banners and flags must be a minimum of 7 feet above City right-of-way. ➢ Maintain clear landings on the exterior side of all required exit doors of 44 inches or no less than width of door, measured toward the street. ➢ No projections into City alleys are permitted unless the projection exceeds 15 feet above pavement surface. ➢ Do not block illumination from City light fixtures or hang objects from City light standards. ➢ Architectural projections from buildings must be approved by the Design Board and conform to Uniform Building Code requirements. A building permit shall be required for such projections. ➢ Maintain 3 feet of clearance around fire hydrants, standpipes, manholes, water meters, blowoffs, cleanouts and valves. ➢ Bistro dining tables and chairs must be placed in accordance with City Ordinance No. 3293. ➢ Merchandise racks, espresso carts, flower planters, benches must not be located within the "clear zone". ➢ Ramps require a separate building permit and must conform to UBC standards. Clear Zone Definition: Clear Zone refers to an area 7 feet in height and 44 inches in width providing a level safe walking surface along the public sidewalk (i.e. measuring 44 inches from edge of street tree gates or newspaper stands toward place of business and from the ground up to a height of 7 feet). ------------DEPARTMENT APPROVALS ---FOR CITY USE ONLY Planning Division Appr Remarks or Comments: Public Works Approved By L:� Date `7-- S- o Engineering Division Approved By - Bond Date Remarks or Comments:F'11n4s ZP M "-,dT ©Cy 4'Alaaj 44ftr- P1 AU&/ Certificate of Insurance Verified By Date Easement Agreement sent to City Clerk for recording Date ENCROACHMENT PERMIT# ANCE DATE /0 -l0 `'6/ RELEASED BY &LL-n RECEIPT # BUI LDING PERMIT # ` RECORDING # o`IO�I l 0 l02 Encroachho.docj lg 10/00 0 7EWNT PERMIT 00/ —0007 melawslalkyjal W • ADDRESS OF PUBLIC USE:-/,? q ad�d ONCE YOUR VIE IS COMPLETE, PLEASE ROUTE TO THE NEXT DIVISIONIDEPARTMENT ON THE LIST. b. PLANNING DIVISION Date Stamp Received: JUL 1 7 20010. Q 0,EpT. PUBLIC WORKS Date Stamp Received: ENGINEERING DIVISION Date Stamp Received: OiUL 2 5 2001 ENGINEERING DIVISION DS ADMINISTRATION Date Stamp Received: ENFED JIJL 2 ra '20,01 ING DjVjslON O:7OJb-bb-bb MGOB000b------ RAengr\fbrms\Encroachment permit routing ACOR - CERTIFICATE OF LIABILITY INSURANCE o8 2; / 0 PRODUCER PETERSHAGEN INSURANCE 1511 WALL THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR HOLDER. ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. EVERETT WA 98201 INSURERS AFFORDING COVERAGE el mm INSLIRBI N SCOTTSDALE INSURANCE COMPANY INSURER B: FLEURY FAMILY LLC INSURER C: PO BOX ` 6 0 0 5 EDMONDS, WA 98026 INSURER D: USURER E: COVEROQES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDIGAItU. NUIWIIMIMIJI v a 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. AGGREGATE LIMBS SHOWrTM5AY` HA4E 8EER AEDUCED BY PAID-CMMS. DISRLlM A TYPE OF INSURANCE Gi,&aAiI UABLRY . COMMERCIAL GENERAL LIABILITY CLAIMS MADE RIOCCUR POLICY NUYLLBt CL S 0 7 3 2 8 0 8 POLICY EJRTIVE 0 2/ 2 2/ 01 POLICY EXPIRATION 0 2/ 2 2/ 0 2 LIMITS EACH OCCURRENCE :�, 0 )0,000 FIRE DAMAGE (Any one Are) s S O )0 O MED EXP (Any ene person) $1 0 00 PERSON& 6 ADV INJURY s l 000, 000 GENERAL AGGREGATE s2,000,000 PRODUCTS - COMP/OP AGG s2, 000, 000 GENL AGGREGATE LIMIT APPLIES PER: POLICY 7 PRO- LOC AUTONOBLLE LIASLRY COMBINED SINGLE LIMIT (Ea accident) s ANY AUTO ALL OWNED AUTOS BODILY "JURY (Per person) s SCHEDULED AUTOS HIRED AUTOS BODILY INJURY (Per aecdenU s NON -OWNED AUTOS i PROPERTY DAMAGE (Per accidenS $ GARAGE LUIBLLLTY AUTO ONLY - EA ACCIDENT S OTHER THAN EA ACC AUTO ONLY: AGG S ANY AUTO $ EXCESS UABLRY OCCUR CLAIMS MADE EACH OCCURRENCE s AGGREGATE S s s i DEDUCTIBLE I S RETENTION S MrORIffAS COAIPMSATION AND WC STATU- OTH- E E.L EACH ACCIDENT S EM OYM LIABRM E.L. DISEASE . EA EMPLOYEE $ EL DISEASE . POLICY LIMIT s OTHER DESCRIPTION OF OMMTIDff&%=ATIOf&VEHlICLEMCLUSWS ADDED BY ENDORSEIEHTMECUIL PROVISIONS IT IS UNDERSTOOD AND AGREED THAT THE CITY OF EDMONDS IS NAMED AS AN ADDITIONAL INSURED. CERTIFICATE HOLDER 1 1 AINNf OUL /RSURFD; WSUM LETTER: CANCELLATION CITY OF EDMONDS SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION 121 5TH AVE NORTH DATE THEREOF, THE ISSUING DOMM WILL ENDEAVOR TO NAIL 4S DAYS WRInu EDMOND S , WA 98020 NOTICE TO THE CERTIFICATE HOLDER NANO TO THE LIFT, BUT FAILURE TO DO SO SHALL BiPOSE NO ORMATION OR LIABLITY OF ANY RIND UPON THE INSURER, ITS AGENTS OR ACORD 25-S (7/97) 0 AC;4RD CORPORATION IN8 a'd LOBO-OG9-Sail Rjnalj 1400S dEa:EO TO ea 2nu • RECEIVED I�OV 5 2001 BUILDING DEPT: AGREEMENT REGARDING REAL PROPERTY I. RECITALS A. This Agreem nt regarding real property ("Agreement") is entered into as of this / of u , 2001, by and between Robert Gates and wife, Sandra Gates, and the gleury Family, LLC. B. Robert and Sandra Gates ("the Gates") are the owners of the real property located in Edmonds, Snohomish County, WA legally described as follows: Edmonds Plat, Block 6, D-2, the South 15 feet of Lot 7 and the North half of Lot 8. This property carries the street address of 134 - 3rd Ave North, Edmonds, Snohomish County, WA 98020 and shall hereafter be referred to as the "Gates Property". C. The Fleury Family, LLC. ("the Fleurys") are the owners of the real property located in Edmonds, Snohomish County, WA legally described as follows: Edmonds Plat, Block 6, the South half of Lot 8 and all of Lot 9. This property carries the street address of 124 - 3`d Ave North, Edmonds, Snohomish County, WA 98020 and shall hereafter be referred to as the "Fleury Property". D. For good and valuable consideration, the receipt and sufficiency of which is hereby acknowledged, the parties enter into the following agreements. II. AGREEMENTS 1. The Gates hereby grant the Fleurys the right to use a strip of property bounding the Gates Property and the Fleury Property as more particularly shown as the shaded area on Exhibit 1 attached hereto and made a part hereof. The Fleurys are granted the right to use this strip of property for a period of one year from the date of the execution of this agreement. The Fleurys use of this strip of land will be exclusive, so as to allow the Fleurys to engage in construction activities on the Fleury Property described above. These activities may carry over to this strip of land on the Gates Property. 2. The Fleurys agree to indemnify and hold harmless the Gates from claims against the Gates arising out of the Fleurys use of this portion of the Gates Property. 3. To the extent that it reasonably practicable, the Fleurys agree to restore the Gates Property -to the same condition it is in at the time of the execution of this agreement. 4. The Gates also give the Fleurys the right to extend this agreement for an additional six (6) months upon the same terms and conditions, if at the termination of the primary term of this agreement, the Fleurys have not completed the construction on the Fleury Property and the Fleurys need to continue their use of this portion of the Gates Property. The Fleurys can exercise their right to extend this agreement at any by the giving of written notice to the Gates at any time prior to the expiration of the primary term of this agreement. 5. The Fleury's agree that they will continue to rent the Gates' rental house for as long as they continue to use the Property. 6. Upon the expiration of the primary term, or the extended term if the Fleurys exercise their right to extend this agreement, this agreement shall expire by its own terms without the need of the parties executing any type of written agreement. 7. This agreement supersedes any prior oral or written agreement between the parties with respect to the items enumerated herein. This agreement can be modified only by a written agreement of the parties, or their respective heirs, successors, assigns, or subsequent successors in title. 8. The rights, obligations, and responsibilities created by this agreement shall inure to the benefit of and be binding upon the parties to this agreement as well as their respective heirs, successors, assigns, and subsequent successors in title. 9. The parties hereto intend that this agreement be for the exclusive benefit of the parties and their heirs, successors, assigns, permittees, and invitees, and that nothing in this agreement, expressed or implied, shall confer upon any other person any right or remedy by reason of this agreement. 10. This agreement shall be construed in accordance with the laws of the state of Washington. It is agreed that the venue of any legal action brought to enforce, this agreement shall be in Snohomish County Superior Court. 11. The parties have participated in and have had equal opportunity to participate in the drafting of this agreement. No ambiguities shall be construed against any party based on a claim that such party drafted the ambiguous language. IN WITNESS WHEREOF this agreement is executed in duplicate originals of the day first written above. Robert 4&annidiraa Gat,�, tes FLEURY FAMILY, LLC By: "�e. 3�� Printed name and title STATE OF WASHINGTON COUNTY OF 500/0 In / S (-/ On this f 7�Aday of �, 2001 before me personally appeared Robert Gates and wife, Sandra Gates, to me known to be the individuals that executed the within and foregoing instrument and they acknowledged that said instrument was their free and voluntary act and deed, and that it was executed for the uses and purposes therein mentioned. In witness whereof, I have hereunto set my hand and affixed my official seal, the day and year first above written. SUBSCRIBED AND SWORN to before me this !L_— day of , 2001 Seal: �puuu° ja NS0 C ••.,� NOTgAy •',: * : �� N Public ' and for the State f Washington, N:. ,oUBL1� • *? Residing at 10 9)Gly��•2o0;'•;�02,•'� My—co�issio xpires: D �� (Printed name) STATE OF WASHINGTON COUNTY OF J61o6WV,-L I, the undersigned a n tary ublic in and for the State of Washington hereby certify that on this t�j day of , 2001, personally appeared before me, and who acknowledged on oath to me that he is the Onj rr' of the Fleury Family, LLC, and that he executed the foregoing instrument ilk such capacity and that said instrument was executed as the free and voluntary act of the Fleury Family, LLC for the uses and purposes herein mentioned, and who acknowledged that he is authorized to execute the foregoing instrument on behalf of the Fleury Family LLC. SUBSCRIBED AND SWORN to before me this day of , 2001 Seal: %%OTAOj, �.. `s Public in and for the State of ashington, �►..� ; * = ; Residing at-r4M�Yicls b L4 Q t.• 25��•' My ommistsion expires:Ij �F WAS V (Printed name) ASPHALT 511twT fl 6URD CYST IA tKJM& SON rexnlMe 5TRG'1 TV= V®a.•51.'W {: M-•9191' • C CAM wr 9 N2g05':27"E gO.Og' _ 5=1.64, ' �� - ;EXiSTlNG: �RE:rA',YJfAL': •T(�,'SP, Crrr'�_`_ • o f 1-4 -. - EL. = 5-7.75'_.._.._.._.._.._..—.._.._.._.._..1 GA.Te 5 LU ZW i7o W� LINE OF 1-1 SLOPE PROPERTY LINE OF 2-1 SLOPE (o ' 4p,�� -••- EL __ :Oa' ' � "52gv8"2� "v>4- gQ,QA'. � •'jy ". �� _.._.. �8. '7.5"15' EL.=66'75' EL.=(06.125' p JEL.= .50' 4ALT \ •/ eI 1\ -.---------------- A— .--------- -'�_ •�^— ALLEY (16') ASPHALT SI TE.: PLAN -N o R t+44)- ; - - 51-ALE: 1W - 1'-0" 0 PARTIAL 5EGTION "A" SCALE: 114" = 1'-0" PROPERTY LINE T' i LINE OF EXISTING GRADE 0 • STRUCTURAL CALCULATIONS FOR: FLEURY MIXED USE BUILDING 124 THIRD AVENUE NORTH EDMONDS, WA 98020 SUBMITTED TO: BUTTERFIELD DESIGN GROUP 400 DAYTON EDMONDS, WA 98020 PROJECT NO. 0 1089. 10 Gu tOrrai,Fly"" FJ-IRES 09 / 05 / 20 C ENGINEERING 250 4" AVE. SOUTH, SUITE 200 EDMONDS, WA 98020 PHONE: (425) 778-8500 FAX: (425) 778-5536 STREET FILE , %Vs I I {hev3l_Projects\01089.10 3rd Avenue Mixed Use\Cah: Cover Shen.doc • 0 SECTION NO.3 FLEURY MIXED USE BUILDING 124 THIRD A VENUE NORTH EDMONDS, WA 98020 SECTION TITLE: S14O911VG 'DES/&A/ SECTION INDEX DESCRIPTION PAGES P/1,6 DESIGN 3.001 - 3.003 1,AGGfNG OES/Gti • • CANTILEVER SOLDIER PILE WALL DESIGN VERSION 2.2 6/18/95 3rd Avenue Mixed Use 01089.12 7/18/01 SOIL PRESSURE DATA: ACTIVE SOIL PRESSURE SURCHARGE SOIL PRESSURE PASSIVE SOIL PRESSURE PILE GEOMETRY: 35 PCF (TRIANGULAR) 25 PSF (RECTANGULAR) 200 PCF (TRIANGULAR) WITH A 2 FACTOR OF SAFETY HEIGHT OF SOIL RETAINED 13 FEET PILE SPACING 8 FEET WIDTH PASSIVE ACTS OVER 4 FEET WIDTH ACTIVE ACTS OVER BELOW GRA 1.285714 FEET ESTIMATE OF REQUIRED DEPTH AND MOMENT ARM: Method 1: (Conventional Method) EMBEDMENT DEPTI 21 FEET 1. Guess d to the nearest foot. MOMENT ARM 8.2 FEET 2. Increment moment arm to get SUM F approximately equal to 0. SUM F =-2.30707 KIPS F <= 0 3. Iterate until SUM M and SUM F are SUM M =-12.7016 K-FT M <= 0 less than or equal to 0. Method 2 (Simplified Method) EMBEDMENT DEPTF. 21 FEET 1. Guess d to the nearest foot. 2. Iterate until SUM M <= 0.0. SUM Ma=-0.91135 M<0.0 MOMENT 289.1513 K-FT Depth to Max Moment 9.20 Ft Smin = 165.2293 IN-3 (AT 21 KSI) SECTION I S Defl DEFLECTION ASSUMING FIXITY AT D/4 BELOW EXCAVATION: W 18x86 1530 166 0.84 W 16x 100 1490 175 0.87 W 14x 109 1240 173 1.04 3,001 CANTILEVER SOLDIER PILE WALL DESIGN VERSION 2.2 6/18/95 3rd Avenue Mixed Use 01089.12 7/18/01 SOIL PRESSURE DATA: ACTIVE SOIL PRESSURE 35 PCF (TRIANGULAR) SURCHARGE SOIL PRESSURE 25 PSF (RECTANGULAR) PASSIVE SOIL PRESSURE 200 PCF (TRIANGULAR) WITH A 2 FACTOR OF SAFETY PILE GEOMETRY: HEIGHT OF SOIL RETAINED 15 FEET PILE SPACING 8 FEET WIDTH PASSIVE ACTS OVER 5 FEET WIDTH ACTIVE ACTS OVER BELOW GRA 1.285714 FEET ESTIMATE OF REQUIRED DEPTH AND MOMENT ARM: Method 1: (Conventional Method) EMBEDMENT DEPTF 22 FEET 1. Guess d to the nearest foot. MOMENT ARM 8.7 FEET 2. Increment moment arm to get SUM F approximately equal to 0. SUM F = -4.418 KIPS F <= 0 3. Iterate until SUM M and SUM F are SUM M =-31.0141 K-FT M <= 0 less than or equal to 0. Method 2 (Simplified Method) EMBEDMENT DEPTF 22 FEET 1. Guess d to the nearest foot. 2. Iterate until SUM M <= 0.0. SUM Ma =-49.4516 M < 0.0 MOMENT 403.4066 K-FT Depth to Max Moment Smin = 230.5181 IN-3 (AT 21 KSI) 9.27 Ft SECTION I S Defl DEFLECTION ASSUMING FIXITY AT D/4 BELOW EXCAVATION: W18x119 2190 231 1.04 3, ccZ. • • CANTILEVER SOLDIER PILE WALL DESIGN VERSION 2.2 6/18/95 3rd Avenue Mixed Use 01089.12 7/26/01 SOIL PRESSURE DATA: ACTIVE SOIL PRESSURE SURCHARGE SOIL PRESSURE PASSIVE SOIL PRESSURE PILE GEOMETRY: 35 PCF (TRIANGULAR) 20 PSF (RECTANGULAR) 200 PCF (TRIANGULAR) WITH A 2 FACTOR OF SAFETY HEIGHT OF SOIL RETAINED 7.5 FEET PILE SPACING 8 FEET WIDTH PASSIVE ACTS OVER 4 FEET WIDTH ACTIVE ACTS OVER BELOW GRA 1.285714 FEET ESTIMATE OF REQUIRED DEPTH AND MOMENT ARM: Method 1: (Conventional Method) EMBEDMENT DEPT)F 13 FEET 1. Guess d to the nearest foot. MOMENT ARM 5.2 FEET 2. Increment moment arm to get SUM F approximately equal to 0. SUM F = 0.85143 KIPS F <= 0 3. Iterate until SUM M and SUM F are SUM M =-17.0691 K-FT M <= 0 less than or equal to 0. Method 2 (Simplified Method) EMBEDMENT DEPTE 13 FEET 1. Guess d to the nearest foot. 2. Iterate until SUM M <= 0.0. SUM Ma =-16.1724 M < 0.0 MOMENT 58.67405 K-FT Depth to Max Moment 5.41 Ft Smin = 33.52803 IN-3 (AT 21 KSI) SECTION I S Defl DEFLECTION ASSUMING FIXITY AT D/4 BELOW EXCAVATION: W 12x30 238 38.6 0.40 W8x40 146 35.5 0.66 3. 003 0 1 0 HF" I LA&(.1ML qX �A60 , (P6-A /' KC--i 6,HT of WALL) G MouTH LOAD DIJnkTlt)IU vmay _ Y3 F"A _ (z) (7sPs; ) (yZ o ) 2. /k ) V,V�' 0.90 W/ 50iL- ,nP.c14/1v6 / sot L garz&'D e y SD% f= L/F�G/,tJC 3 r o P� F __ M X DAFT H = 5 35 PcF - I �� l%. % � ��X �JG��TrI OF DUrt �itU�lti(� (P&X- I' HE'(,Hl o F �c ) l' IInJ = �b'S - (3�S�s;) � IZ. �,�'/ (�� Is) � z� " 1, a �J,n,Lo�) = It'o pl f ?oL ENwtm Pm'epw ( M, = I, Z k' ) v"x 0,5 0 IWPU ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description Project 'LiaoIC ,. T;/C oar. By Date 716 6 Checked Date Scale -5- Sheet No. Job No. 3.004 owq-'r2 i CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771.0220 • FAX (425) 771.0221 DEVELOPMENT SERVICES DEPARTMENT J�1go�� . Planning • Building • Engineering C. December 15, 2000 Brad Butterfield Butterfield Design Group 400 Dayton Street Edmonds, WA 98020 SUBJECT: Access Waiver Reg ' 116 Third Avenue N GARY HAAKENSON MAYOR Dear Brad, t We have received your request io access building parking from Third Avenue North instead of the alley as required under Section 18.80.60 B.5 of the Edmonds Community Development Code. In order for us to grant such a waiver, you must provide substantial evidence that your situation meets one of the five conditions under the above section. Based on the information provided and on review of said section, your condition meets the criteria set forth under Section 18.80.60 B.5.a.ii. Therefore, you are hereby granted the waiver, provided the following information is included in a revised traffic analysis report. 1. The Engineer needs to provide supporting documentation in meeting the criteria as required by RCW 47.50 and WAC 468.51. 2. Access and circulation shall be provided in the report. Procedures are attached for the applicant's reference. 3. Per AASHTO guidelines, the access point must meet the criteria for stopping sight distance. 4. Include in the documentation, safety provisions for pedestrians and bicycles or needed modifications for existing street parking adjacent to the access, and any impacts to public transit. If you have any questions, please call Lyle Chrisman at 425-771-0220, Ext. 1324. Sincerely, DON FIENE, P.E. Acting City Engineer DF/ALC/cmc �. R:\ENGR\LYLE\development-review\bldg-permit\W'YWluaMgs d?Ls'eAugust 11, 1890 0 4i Page 5 of 7 .(i) It is the intent*at the design of class f*highways be generally capable of achieving a posted speed limit of thirty to thirty-five mph in urbanized areas and thirty-five to forty-five mph in rural areas. In rural areas, spacing of intersecting streets, roads, and highways shall be planned with a minimum spacing of one-half mile. Less than one-half mile intersection spacing may be permitted, but only when no reasonable alternative - access exists. In urban areas and developing areas where higher volumes are present or growth that will require signalization is expected in the foreseeable future, it is imperative that the location of any public access be planned carefully to ensure adequate signal progression. Where feasible, major intersecting roadways that may ultimately require signalization shall be planned with a minimum of one-half mile spacing. Addition of all new connections, public or private, that may require signalization will require an engineering analysis signed and sealed by a qualified :professional engineer, registered in accordance with chapter 18.43 RCW. (ii) Private direct access: (A) No more than one access shall.be provided to an individual parcel or to contiguous parcels under the same ownership unless it can be shown that additional access points would not adversely affect the desired function of the state highway in accordance with the assigned access classification, and would not adversely affect the safety or operation of the state highway. (B) The minimum distance to another public or private access connection shall be .two hundred fifty_ .feet. ,Nonconf_orm_ing�,� connection permits may be issued to provide access to parcels whose highway frontage,.topography, or location would otherwise preclude issuance of a conforming connection permit.__ (C). Variance permits.may be allowed if conditions warrant and are demonstrated to the satisfaction of the department by a traffic analysis, signed and sealed.by a qualified professional engineer, who is registered in accordance with chapter 18.43 RCW, which is included with the connection permit application. (5.) •Clas.s five. _ (a) Functional characteristics: These highways have the capacity for -moderate travel speeds and moderate traffic volumes for primarily short travel distances providing for intracity and intracommunity trips primarily for access to state highways of higher classification. Access needs may generally be higher than the need for through traffic mobility without compromising the public health, welfare, or safety. These highways will generally have nonrestrictive medians. t..b) Access control design standards: (i) It is the, intent that the design of class five highways be capable of achieving a posted speed limit of twenty-five to thirty- five mph. In rural areas, spacing of intersecting streets, roads, and highways shall be planned with a minimum spacing of one -quarter mile. Less than one -quarter mile spacing may be permitted where no reasonable alternative exists. In urban areas and developing areas where higher volumes are present or growth that will require signalization is expected in the foreseeable future, it is http://sea... NieNvHtml.asp?Action=Htm1&Item=19&X=1213101804&p=1 &X=121310185 12/13/2000 Page 6 of 7 imperative 'that the location of any public accesole planned carefully to ensure adequate signal progression. Where feasible, major intersecting roadways that may ultimately require signalization shall be planned with a minimum of one -quarter mile spacing. Addition of all new connections, public or private,: that may require signalization will require an engineering analysis signed and sealed by a qualified professional engineer, registered in accordance with chapter 18.43 RCW. (ii) Private direct access: (A) No more than one access shall be provided to an individual parcel or to contiguous parcels under the same ownership unless it can be shown that additional access points would not adversely affect the desired function of the state highway in accordance with the assigned access classification, and would not adversely affect the safety or operation of the state highway. (B) The minimum distance to another public or private access connection shall be one hundred twenty-five feet. Nonconforming connection permits may be issued to provide access to parcels whose highway frontage,'topography, or location would otherwise preclude issuance of a conforming connection permit. (C) Variance permits may be allowed if conditions warrant and are demonstrated to the satisfaction of the department by a traffic analysis, signed and sealed by a qualified professional engineer, who iss registered in accordance with chapter 18.43 RCW,, which is included with the connection permit application. -.� (6) Corner clearance.. Corner clearances for connections shall meet _....� or exceed-the-minimum-connecti-on-spacing=_requirements-of the applicable access class where the highway segment has been assigned a classification. A single connection may be placed closer to the -- in-ter-sect.i.on.,-i.n_comp.l.iance_with_ the permit -application _process specified in chapter 468-51 WAC, and in accordance with the following criteria: (a) If, due to property size, corner clearance standards of this chapter cannot be met, and where joint.access meeting or exceeding the minimum corner clearance standards cannot be obtained, or is determined-.by..the_..department to..be not feasible because of conflict ng'lind use 6r_c6nfl1cting traffic volumes or operational characteristics, then the following minimum corner clearance criteria may be used: CORNER CLEARANCE AT INTERSECTIONS With Restrictive Median Position Access Allowed Minimum (feet) Approaching Right In/Right Out 115 intersection Approaching Right In Only 75 intersection Departing Right In/Right Out 230* intersection Departing Right Out Only 100 intersection http://sea... NiewHtml.asp?Action=Html&Item=19&X=1213101804&p=1 &X=121310185 12/13/2000 . Page 7 of 7 Without Restrictive Median ` Position Access Allowed Minimum (feet) Approaching Full Access 230* intersection Approaching Right In Only 100 intersection Departing Full Access 230* intersection Departing Right Out Only 100 intersection 'For Access Class 5 and for speeds less than thirty-five mph, one hundred twenty-five feet maybe used (b) In cases where connections are permitted under the above criteria, the permit issued in compliance with chapter 468-51 WAC shall contain the following additional conditions: (i) There shall be no more than one .connection per property frontage on the state highway. (ii) When joint or alternate access meet- -eeding the minimum corner clearance standards becomes `--• permit holder shall close the permitted connection, permit holder shows to the department's satisfaction that such closure is not feasible. (iii.) Variance permits -are not allowed.. - [Statutory Authority: Chapter 47.50 RCW. 99-06-035 (Order 188), § 468-52-040, filed 2/25/99, effective 3/28/99. Statutory Authority: RCW 47.01.101 and chaptez 47.50 RCW. 93-03=033 (Order 135), § 468-52-040, filed 1/13/93, effective 2/13/93.) http://sea... NiewHtml.asp?Action=Htm1&Item=19&X=1213101804&p=1 &X=121310185 12/13/2000 . -, It 0 � 0 JOHN BISSELL & ASSOCIATES LAND USE PLANNING • PROJECT MANAGEMENT December 12, 2000 Don Fiene, PE, Acting City Engineer City of Edmonds 121 5`}' Ave N RECEIVED "I. 'Co 12 2000 DEVELOPMENT Ds cTR.EDMOP Edmonds, WA -98020 RE: - Waiver from the requirement to provide alley access for a proposed new mixed -use building. Dear Mr. Fiene: We are proposing a new mixed -use building located at 116 3rd Ave N. The site is 90 feet wide 1.j by 120 feet deep with frontage on 3rd Ave N and with a �aved alley in the rear. The site topography rises approximately eight to ten feet from 3' Ave to the alley. This topographical change creates great difficulty in designing vehicle access for on -site parking. Recently, a .mixed -use building was constructed on the lot to the south of our site at 116 3rd Ave N. During the design process of that building our clients had entered into a joint access agreement with the developer of 116 3rd Ave N. When that building was constructed the design was modified preventing access from our site. After we discovered that joint access was not possible from 3rd Ave. N. our clients worked with an architect to create a design providing access from the alley. During that design process it was determined that there were only two real alley access solutions. One used a 15% slope ramp to access basement parking. The 15% slope ramp used such a large amount of space that it eliminated almost all use on the first floor, as well as a large percentage of second floor use, thus making the proposal infeasible. The second option was for mid level parking. A mid -level parking garage has many drawbacks 'for both the developer and the City. First, the mid -level parking garage is very expensive to construct, as the mid -level floor would need to support the weight of a vehicle. This cost is significant enough to be prohibitive, thus canceling the project. Second, mid -level parking would severely and adversely affect the usability of the building. If we were to construct a building with parking on the first floor, we would propose first floor commercial uses to a depth of approximately 30 feet, with the parking behind the commercial space. With midlevel parking, the fist floor would in -effect be basement commercial. Since there would be no ability to provide natural light to the rear of the building, the space would be nearly worthless. To compound this problem, we would not be able to provide any reasonable residential space on the same floor as the parking because the area remaining after the parking is designed is insufficient for residential use. Finally, if we were to construct a mid -level parking structure, the building fagade would not be what the City Design Guidelines are trying to encourage. The second floor window opening 19237 AURORA AVE, SHORELINE, WASHINGTON 98133 Phone: (206) 542 9096 Fax: (206) 542-6570 December 12, 2000 Page 2 would consist of some sort of grates to allow for required air exchange, not store front, office or residential window fenestration. With this in mind we respectfully request a waiver from the requirement to take access from the alley, and request permission to take access from P Avenue North per ECDC 18.80.060(B)(5)(a), (b) & (c) which state as follows: a. [the applicant must demonstrate that] One of the following conditions exist: (i) No alleyway exists which would provide reasonable vehicular access to the subject property; or (ii) Access from an existing alleyway would substantially impair reasonable access to an abutting public street or utility because of circumstances related to site size, topography or orientation; or (iii) Access can be provided from an existing or relocated driveway or curb cut in a manner which preserves or enhances street parking; or (iv) Providing access from a point other than the alley would promote traffic safety, or otherwise better promote the purposes of the transportation element of the comprehensive plan. b. The application complies with all other criteria of the community development code. C. In such cases, the city engineer may then consider use of an existing common driveway or other alternative. Only when no other reasonable alternative exists for access to a property will a curb cut be approved which results in the loss of existing on -street parking. No more than one access point per lot will be permitted in the downtown business area. The city engineer's decision to approve alternative access shall be processed in accordance with ECDC 20.95.050. ECDC 18.80.060(B)(5)(a) states that only one of the stated criteria must be met. We believe our proposal is in compliance with two of the stated criteria. First, _"No alleyway exists which would provide reasonable vehicular access to the subject property" Our proposal is in compliance with this criterion. Though an alleyway exists on the east side of our property, that alleyway cannot provide reasonable vehicular access to our property. The vehicular access cannot be provided due to the topography of the site. As stated earlier in this letter, the site has a fall of approximately eight to ten feet from the alley in the east to the street in the west. This topographical change creates great difficulty in designing vehicle access for on - site parking. If access were to be taken from the alley side, we would be forced to either create a steeply sloping ramp that would occupy much of the first and second floors, or to create a midlevel parking garage within the building. As stated earlier in this letter, neither, option is possible within the confines of good design, economics or reasonable building development. Thus no alleyway exists which would provide reasonable vehicular access to the subject property. December 12, 2000 Page 3 Second "Access from an existing alleyway would substantially impair reasonable access to an abutting public street or utility because of circumstances related to site size, topography or orientation" The wording of this section is hard to understand. However, it appears that the intent of this section is to discuss the issue of alley access being impaired by existing topography. As explained above, reasonable access to the property would be substantially impaired by alley access. The topography of the site places the alley eight to ten feet higher than 3rd Ave N. That topographic change substantially impairs alley access by placing the access point o the building higher than the 1st floor of the building. As discussed above, this topographic change creates building design constraints that make the building unfeasible to construct. Thus by showing compliance with not one, but two criteria of 18.80.060(B)(5)(a), we have shown more than the minimum compliance with this criterion. ECDC 18.80.060(B)(5)(b) requires that "The application complies with all other criteria of the community development code. " Our proposal will be designed to comply with all other criteria of the community development code such as zoning, design guidelines and building code. City reviews to determine compliance will be conducted throughout the application and construction phases of this project. Because there are other reviews required to insure compliance with this criterion prior to issuance of a building permit, and prior to issuance of building occupancy, we are assured of compliance with this criterion. Thus our proposal is'or will be found to be in compliance with this criterion ECDC 18.80.060(B)(5)(c) requires that "Only when no other reasonable alternative exists for access to a property will a curb cut be approved which results in the loss of existing on -street parking. No more than one access point per lot will be permitted in the downtown business area. " We have shown in the text of this letter that the topography of the site has removed any other reasonable alternative access point other than 3rd Ave. N. We are proposing only one access point. Thus our proposal is in compliance with this criterion.. . 1 believe that our proposal is in compliance with all of the criteria stated in ECDC 18.80.060(B)(5)(a), (b) & (c), and thus our request to take access from 3rd Ave N should be approved. I respectfully await your response to this request. Sincer , l Jo Bissell, AICP rinciple N i L I, 'a jAFj 2 GEOTECHNICAL ENGINEERING REPORT FLEURY FAMILY PROJECT EDMONDS, WASHINGTON FOR CAMPBELL-FLEURY CONSTRUCTION, INC. STREET FIDE /pNA.t owe NELSON-COUVRETTE & ASSOCIATES, INC. CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS 17311-135th Avenue NE, A-500 Woodinville, WA 98072 (425) 486-1669 • Fax 481-2510 January 22, 1999 Mr. Scott Fleury Campbell & Fleury Construction, Inc. P.O. Box 6005 Edmonds, WA 98026 Geotechnical Engineering Report Fleury Family Project Edmonds, Washington NCA File No. 250999 Dear Mr. Fleury Snohomish County (425) 337-1669 Wenatchee/Chelan (509) 784-2756 INTRODUCTION This report presents the results of our geotechnical engineering investigation for the Fleury Family project. The planned multi -use retail and condominium building is to be located at 124 Third Avenue North in the city of Edmonds, Washington, as shown on the Vicinity Map in Figure 1. You have requested that we investigate the subsurface conditions at the site, and provide recommended soil bearing pressure and lateral earth pressures for use in the design of foundations and shoring walls for the project. The gently sloping 1/4-acre site is bordered on the north by a single -story residence, on the east by an alley, and on the west by Third Avenue North, as shown on the Site Plan in Figure 2. Along the south property line is a recently constructed three-story, multi -use building known as the Soundview Plaza building. We prepared a geotechnical report for the Soundview Plaza project (NCA File No. 195897), dated February 7, 1997. Geotechnical Engineering Reps Fleury Family Project January 22, 1999 _ NCA File No. 250999 Page 2 PROJECT DESCRIPTION We have been informed that the current plan is to construct a three-story, multi -use building that is similar to the Soundview Plaza building. The building will be steel -framed with pre -stressed concrete floors and a concrete slab -on -grade. Estimated maximum column loads are on the order of 130 kips. Excavation will be about 3 to 11 feet below existing grade to place building foundations at about Elevation 57 feet: The excavation will extend out to all property lines. Cantilever soldier pile shoring walls are planned along the east and north property lines. The excavation along the south property line will be made up to the basement retaining wall for the Soundview Plaza building, which has footings about 3 inches below the new building footings. The excavation -will be open -cut about 3 feet deep along the west property line. Shops are planned on the west portion of the lower floor facing Third Avenue North. The remainder of the lower floor is planned as parking, which will be accessed through the Soundview Plaza building. We understand that a non -supporting section of the Soundview Plaza garage wall will be removed to provide access to the planned parking garage for the new building. The two buildings will be structurally tied together at their adjacent walls to act as one unit. The upper floors of the new building will be condominium units. SCOPE The purpose of this study is to explore and characterize the subsurface conditions and present recommendations for site development. Specifically, our scope of services includes the following items: 1. Review available geologic maps of the area, and our previous report. 2. Explore the subsurface conditions on the east half of the site with two borings using a subcontracted drill rig, and on the west half of the site with shallow hand holes. 3. Provide recommendations for building foundation support. 4. Evaluate the suitability of lateral pressures used for the shoring wall design. 5. Provide our opinion regarding the possible impacts to the residence just north of the site from the planned excavation. 6. Document our exploration, observations, conclusions and recommendations in a written report. NELSON-COUVRETTE & ASSOCIATES, INC. IPGeotechnical Engineering Rep Fleury Family Project January 22, 1999 NCA File No. 250999 Page 3 ' SITE CONDITIONS Surface Conditions The project site is a rectangular -shaped 1/4-acre lot, which is mostly vegetated with short grass. The property slopes gently down from southeast to northwest with an elevation change of .about 8 feet. A concrete retaining wall is located along the west side of the property. The west side of the site is about 2 feet above the city sidewalk along Third Avenue North. A residence and detached have recently been razed at the site. The residence north of the site is garage Y approximately 3.5 feet from the property line. The structure is supported on 1.0-foot-wide concrete blocks that extend approximately 1.5 feet below the surface grade. The proposed excavation in this area will be about 6 to 7 feet deep. Subsurface Conditions ' Geology: Most of the Puget Sound Region was affected by past intrusion of continental glaciation. The last period of glaciation, the Vashon Stade of the Fraser Glaciation, ended approximately 10,000 to 11,000 years ago.. Many.of the topographic features seen today are a result of scouring and overriding by glacial ice. During the Vashon Stade, the Puget Sound region was overridden by over 3,000 feet of ice. Soil layers overridden by the ice sheet were compacted to a much greater extent than those that were not. A typical glacial sequence includes recessional outwash sand underlain by glacial till and advance ' outwash. The Preliminary Surficial Geologic Map of the Edmonds East and Edmonds West Quadrangles, Snohomish and King Counties, Washington, by Mackey Smith (Washington DNR, 1974) .was referenced, for the geologic and soil conditions at the site. The site is mapped as being underlain by Vashon Till ' (Qvt). Glacial till is an unsorted moisture of sand, silt and gravel that is deposited at the bottom of the glacier. The upslope area to the east is mapped as being underlain by recessional outwash (Qvr), which is commonly a sand unit with silt and gravel. The recessional outwash is a moderately to highly permeable unit deposited by retreating glaciers and is not nearly as compacted and ' dense as the relatively impermeable glacial till. Our explorations at the site encountered recessional sand overlying glacial till. Advance outwash sand and gravel was found to underlie the glacial till. The advance outwash is a moderately permeable unit deposited by the meltwater from the advancing glacier before being overridden and compacted. NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical.Engineering Rep ,Fleury Family Project January 22, 1999 NCA File No. 250999 Page 4 Explorations: The subsurface conditions at the site were explored on January 7, 1999, by drilling two borings with a truck -mounted; hollow stem auger drill rig. Boring 1 and Boring 2 were drilled to 29 and 24 feet to evaluate the suitability for foundation and shoring support. The near surface soil conditions in the west half of the site were observed by excavating two hand auger holes to depths of 4.4 and 4.1 feet. The approximate locations of the explorations are shown on the Site Plan in Figure 2. Samples in the borings were taken at 5-foot depth intervals using the Standard Penetration Test (SPT). The SPT consists of driving a 2-inch outside diameter split -spoon sampler using a 140-pound hammer falling 30 inches. Representative samples in the hand auger holes were collected as a•change in soil types was encountered. Our field geologist was present during the explorations. He examined the soils and geologic conditions encountered and maintained logs of the explorations. The soils were visually classified in general accordance with the Unified Soil Classification System, a copy of which is presented in Figure 3. The logs of the borings are presented in Figures 4 and 5. The number of blows required to drive the sampler 12 inches (unless otherwise noted) is shown on the logs. The logs of the hand augers are presented as Figure 6. Soil and Ground Water Conditions: Hand Auger 1 and Hand Auger 2 encountered a surficial layer of topsoil to a depth of about 1 foot. The topsoil was underlain to a depth of about 4 feet with medium dense, gray -brown, fine to medium sand with gravel that was interpreted to .be recessional outwash. Medium dense to dense, light gray, silty fine to medium sand was encountered below about 4 feet. This soil was interpreted to be weathered glacial till. Underlying near surface fill and topsoil, the borings encountered loose to medium dense, gray, fine to coarse sand with.gravel interpreted to be recessional outwash. In Boring 1, near the southeast corner of the site, the recessional outwash was found to a depth of 13 feet. In Boring 2, near the northeast corner of . the site, the recessional outwash sand was found to a depth of 7 feet. Underlying the recessional outwash sand,, our explorations encountered about 3 feet of medium dense to dense, gray, rust -mottled, silty fine sand with trace gravel interpreted to be weathered till. Below the weathered till was. dense to very dense, gray, silty fine sand with trace gravel interpreted as unweathered till 'The :lower 3 feet of the till in Boring 1 consisted of gray, silty fine to medium sand with gravel and trace silt chucks and sand seams that we interpret to be lodgment till. Lodgment till is dense to very dense till that has undergone minor sorting due to basal sliding of the glacier. NELSON-COUVRETTE & ASSOCIATES, INC. t 1 tGeotechnical Engineering Rep Fleury Family Project January 22, 1999 NCA File No. 250999 Page 5 Underlying the till units was dense, .gray, rust -mottled, silty fine to medium sand with trace gravel that extended to the bottom of the explorations. This soil was encountered at depths of 26 and 23 feet in Boring 1 and Boring 2, respectively, and is interpreted to be advance outwash. ' Ground water seepage was observed in the advance outwash below 26 feet in Boring 1. Prior to filling the bore hole we observed that the water. level had not risen above this depth. Seepage was observed in Hand Auger 1 at a depth of 4 feet, and was interpreted to be water perched on top of the till. CONCLUSIONS AND RECOMMENDATIONS General The site should be compatible with the proposed project with respect to geotechnical concerns. Suitable soil for foundation support is anticipated at the proposed excavation depths. We expect.the excavation , will affect the residence to the north and will likely cause it to ' settle. The magnitude. of settlement is dependant on soil conditions, foundation loads, and quality of workmanship in the shoring installation and excavation, and can not be accurately estimated. Prior to, beginning the excavation;; we recommend that the structural condition of the residence north of the project be documented. This would be to avoid disagreement with the neighboring property owners over possible effects on the structure from the excavation. Documentation should include a preconstruction survey where any cracks or signs of distress are mapped and measured, and the entire house is photographed. Horizontal and vertical survey reference points should also be established on the house and at locations that will not be influenced by the excavation. Excavation along the north property line will be made to below a 1 Horizontal to 1 Vertical t(1H:1V) line below the foundation system for the neighboring residence. There is potential for caving to occur in the recessional outwash, which could cause loss of foundation support. This soil unit was found to a depth of 4 feet in the west half of the site, and 7 to 13 feet in the east half of the site. We excavated three test pits on the east half of the Soundview Plaza project (NCA File No. 195897) to depths between 9 and 11 feet. Slight to moderate caving was observed in two of three explorations. The potential for caving should be considered for the pile installation and excavation and lagging phases of the project. P J There is potential for ground water seepage near the bottom of the holes for the soldier piles where drilling encounters the advance outwash sand. Based on the amount of seepage observed in our borings, we do not expect that the amount of water would prevent the use of the planned shoring methods. However, the potential for caving and seepage means that the piles should be placed and concrete poured NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering RepP Fleury Family Project January 22, 1999 NCA File No. 250999 Page 6 as soon as possible after completion of drilling the hole. If caving is a problem, it may be necessary to case the hole or drill with mud. We recommend that earthwork be conducted during the drier summer months, if possible. The till soils likely to be exposed at the excavation bottom in portions of the site can become disturbed by construction traffic when wet. If earthwork is to be accomplished during wet weather, a 4-inch-thick blanket 'of crushed rock may be used to protect the subgrade in footing and floor slab areas where the subgrade consists of the silty till soil. 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. Materials: Imported structural fill should consist of a good quality, free -draining granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about 3 inches. Imported, all-weather fill should meet these requirements, and also should contain no more than 5 percent fines (soil finer than a U.S. No. 200 Sieve), based on that fraction passing the U.S. 3/4-inch sieve. p g The on -site soils vary from slightly to highly moisture sensitive, and'the use of these soils as structural fill will be dependent on moisture content control. We do not recommend using the till soils as fill outside of the dry summer, months due to their high moisture sensitivity. The recessional outwash sand is likely to be the most abundant material generated in the excavation. This soil is slightly moisture sensitive and would be more suitable for use outside of the summer. Fill Placement: Following subgrade preparation, placement of the structural fill may proceed. All fills 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 underlying building areas, and within 2 feet of pavement or sidewalk subgrade, should be compacted to at least 95 percent of its maximum dry . density. Maximum dry density, in this report, refers to that density as determined by the ASTM D 1557 NELSON-COUVRETTE & ASSOCIATES, INC. I' •t ' Geotechnical Engineering Rep • Fleury Family Project January 22, 1999 NCA File No. 250999 Page 7 compaction test procedure. Fill more than 2 feet beneath pavement and sidewalk subgrade should be compacted to at least 90 percent of its maximum dry density. The moisture content of the soils to be 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 Shallow spread foundations should be founded on undisturbed medium dense or better native soils, or be supported on structural fill or rock spalls extending to those soils. Footings should extend at least 18 inches below the lowest, adjacent finished ground surface for frost 1 protection and bearing capacity considerations. Minimum foundation widths of 18 and 24 inches should be used for continuous and isolated spread footings, respectively. Standing water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of not more than 3,000 pounds per square foot (psf) be used for the footing design. Current Uniform Building Code (UBC) guidelines should be followed when considering possible increases in allowable bearing for short term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1 inch total and 1/2 inch differential between footings or across a distance of about 20 feet. It is noted that tying the southwall of the new building to the north wall of the existing building will cause the walls to interact. This could cause the existing wall to settle somewhat. However, if adequately tied together, the walls should act together. Lateral loads can be resisted by friction between the foundation and subgrade soil, and by passive soil resistance acting on the below -grade portion, of the foundation. For the latter, the foundation must be poured "neat" against undisturbed soil, or backfilled with clean, free -draining, compacted .structural fill. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. We recommend that an equivalent fluid density of 200 pounds per cubic foot (pcf) be used to calculate the NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Re g g Fleury Family Project January 22, 1999 NCA File No. 250999 Page 8 allowable lateral passive resistance for the case of a level ground surface adjacent to the footing. An allowable coefficient of friction between footings and soil of 0.45 may be used, and should be .applied to. the vertical dead load only. These values include a factor of safety of 2.0 and 1.5 for passive and frictional resistance, respectively, applied to our estimate of ultimate soil strength values. Seismic Hazard The site is located within Zone 3 of the Seismic Zone Map shown as Figure 16-2 of the 1997 Uniform Building Code (UBC). This corresponds to a Seismic Zone Factor, Z, of 0.30. This, in turn, corresponds to an effective peak horizontal acceleration of 0.3 g. Site conditions best fit the UBC description for Soil Profile Type SD ("Stiff Soil Profile"). Temporary Shoring Shoring will consist of cantilever soldier piles and lagging. Active pressure acting on the piles and lagging for design of soldier piles should be calculated based on a triangular pressure distribution equivalent to that exerted by.a fluid with a density of 35 pcf. This pressure acts on the full center -to - center pile spacing above the base of the cut. It has been shown that lagging does not experience the full soil pressure; therefore, 1/2 of the active pressure can be used for the design of the timber lagging. The passive resistance is considered to be a triangular distribution, equivalent to that exerted by a fluid. The maximum passive resistance at the bottom of the pile is the product of the passive resistance coefficient tand the depth of the pile below the base of the excavation. The passive resistance coefficient used for design should be 400 pcf. This can be considered to act on 2 effective pile diameters below the base of the cut. No safety factors have been applied to the above passive resistance value. Appropriate safety factors should be applied in the design of the shoring system.. We suggest that a safety factor of 2 be applied to the passive resistance value. Permanent Retaining Walls The lateral earth pressure acting on retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement that can occur as backfill is placed and the inclination of the backfill. Walls that are free to yield at least one -thousandth of the height of the wall are in an "active" condition. Walls restrained, from movement _by stiffness, or bracing are in an "at -rest" condition. Active earth pressure and at -rest earth pressure can be calculated based on equivalent fluid density. Equivalent fluid densities for active and at -rest earth pressure of 35 pounds per cubic foot (pcf) NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering RO g gJ Fleury Family Project January 22, 1999 NCA File No. 250999 Page 9 . , and 50 pcf, respectively, may be used for design for a level backslope. These values assume that the retained soil is granular, and that the wall is drained. The preceding values do not include the effects of surcharges due to foundation loads; traffic or other surface loads. Surcharge effects should be considered where appropriate. The above lateral pressures may be resisted by friction at the base of the wall and passive resistance against the foundation. A coefficient of friction of 0.45 may be used to calculate the base friction in the glacial soils. An equivalent fluid density of 200 pcf should be used for passive resistance. These recommended ''Values incorporate safety factors of 1.5 and 2.0-applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive pressures, the foundations should be poured "neat" against the undisturbed native soils, or compacted fill should be used as backfill against the front of the footing, and the soil in front of the wall should extend a horizontal distance at least equal to three times the foundation depth. We recommend that the upper 1 foot of soil be neglected when , calculating the passive resistance. All wall backfill should be well compacted. Care should be taken to prevent the buildup of excess lateral soil pressures due to overcompaction of the wall backfill. This can be accomplished by placing wall backfill in 8-inch loose lifts and compacting with small, hand -operated compactors. Slabs -on -Grade We recommend that all floor slabs be underlain by at least-6 inches of free -draining sand or gravel for use as a capillary break. A suitable vapor barrier, such as heavy plastic sheeting, should be placed over the sand or gravel. The capillary, break should be designed to drain into the foundation drain system. An additional 2-inch-thick sand blanket may be used to cover the vapor barrier to aid in curing the concrete. Drainage We recommend that runoff from impervious surfaces, such as roofs and paved areas, be collected and routed to an appropriate storm water discharge system. The roof drains should be tightlined separate of the footing drains, until the tightline is a minimum of 1 foot vertically down -gradient from the footing drains. NELSON-COUVRETTE & ASSOCIATES, INC. Gotechnical Engineering e P Fleury Family Project January 22, 1999 NCA File No. 250999 Page 10 We recommend that footing drains and wall drains be installed on the outside of perimeter footings and subsurface walls that are constructed in open cut and backfilled. The footing drains should be at least 4 1 inches in diameter and should consist of perforated or slotted, rigid, smooth -walled PVC pipe, laid at the bottom of the footings. The drain line should be surrounded with free -draining pea gravel. Wall drainage should be provided by a zone of free -draining material at least 18 inches wide next to the wall. The top 1 foot of wall backfill should consist of relatively impermeable material to limit surface water infiltration into the wall and footing drain. Where permanent walls are to be formed up against the shoring wall, proper drainage will still be required. A drainage composite blanket or drain strips should be placed against the shoring system prior to setting reinforcement for the permanent wall. Drained water should be collected at the base of the wall, and then tightlined tothe storm drain system or a sump from which it can be pumped. USE OF THIS REPORT We have prepared this report for use by Mr. Scott Fleury and his agents, for use in planning and design of this project. The data and report should be provided to prospective contractors for their bidding and estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of subsurface 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 between the. explorations and also with time. A contingency for unanticipated conditions should be included in the budget and schedule. We should be retained to provide monitoring and consultation services during construction, to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. NELSON-COUVRETTE4 ASSOCIATES, INC. Geotechnical Engineering Rept Fleury Family Project January 22, 1999 NCA File No. 250999 Page 11 Within the limitations of scope, schedule and budget for our services, we have strived to take care that our work has been completed in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. We appreciate the opportunity to be of service to you. If there are any questions concerning this report or if we can provide additional services, please call. Sincerely, NELSON-COUVRETTE & ASSOCIATES, INC. Douglas J. Bath Project Engineer Oq NVAIIJ r •o ,p �sasi .0 ,�� EXPIRES $ G William M. Kuck, PE Senior Engineer DJB: WMK:nt Four Copies Submitted Six Figures NELSON-COUVRETTE & ASSOCIATES, INC. 5 I- N Vicinity Map F 454 7 ai1 I'Id.rl 1 y, YT r. ff• Projecti Site, ' IL,t'�p N', '..� N , f' u�� • i y C• 1 l� .rj.0 d i 4 HOLLY t �- iYW ! 1'. HONEIA�O d � i Y I I NELSON-COWRETTE & ASSOCIATES, INC. �✓� CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS 2 I• k GASPER,� a, ...- 1 ILTNER r I VISTA TER ALOHA — 9� Ifi DALW �I I I. SPRAGUE . BELLS �ro , "� . • w' � ray ' ��{ ' t k��t �-': tl 4� ,p 6fi ' r•�r Epp j WALNUT CEDAR., r cr .Y1 MAONoia SPRUC1a,xqqa E � r„ ��P��SSeee"y• � I HEtinoac Thomas Was_ Mans Fleury Family Project FILE NO. 250999 FIGURE 1 DATE January 1999 company\d rafting\coreld raw\vicin ity\2509vic. cdr i UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONSGROUP SYMBOL GROUP NAME GRAVEL CLEAN GRAVEL GW WELL -GRADED GRAVEL; FINE TO COARSE GRAVEL COARSE - GP Po6RLY-GRADED GRAVEL GRAINED MORE THAN 50% OF COARSE -FRACTION GRAVEL SOILS RETAINED ON NO. 4 SIEVE WITH`FINES GM SILTY GRAVEL GC CLAYEY GRAVEL MORE THAN 50% RETAINED ON NO. 200 SIEVE SAND CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND MORE THAN 50% OF COARSE FRACTION SAND PASSES NO.4 SIEVE WITH FINES SM SILTY SAND SC CLAYEY SAND SILT AND CLAY INORGANIC ML SILT FINE - CL CLAY GRAINED LIQUID LIMIT LESS THAN 50% SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY MORE THAN 50% PASSES NO.200 SIEVE SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY LIQUID LIMIT 50% OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS 1) Field classification is based on visual examination of soil in general Dry- Absence of moisture, dusty, dry accordance with ASTM.D 2488-83. to the touch 2) Soil classification using laboratory Moist- Damp, but no Visible water tests is based on ASTM D 2487-83, Wet -Visible free water or saturated, 3) Descriptions of soil density or usually soil is obtained from consistency are based on below water table Interpretation of blowcount data, visual appearance of soils, and/or test data. NELSON-COWRETTE&ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION SYSTEM CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTIST'S FIGURE 3 SOIL DESCRIPTION o� Standard Penetration Resistance �_ v j (140 lb. weight, 30" drop) jo •Blows per foot Surface Elevation:.Aporoximately 68 feet 10 20 30 40 50 >50 Gray fine sand loose moist Fill Gray fine to coarse sand with gravel SW (medium dense, moist) (Recessional Outwas) 5 :... :..... .... :......:..... - Slightly rust stained T 10 ....... :....... :..... :..............:..... Gray rust mottled silty fine sand with trace SM gravel (medium dense to dense, moist) 15 . ;............. ............... (Weathered Till) SM : (50/5") Gray silty fine sand with trace gravel (dense to very dense, moist) (Till) 20 ............. :............ :.....: . --------------------------------- Gray silty fine to medium sand with gravel, SM T (16/25130) silt chunks, and trace sand seams 1 (dense to very dense, moist) (Lodgment Till) : : 25 .... . ....................... .... ..... --------------------------------- �t/7/99 Gray rust mottled silty fine sand with trace SM gravel (dense, wet) (Advance Outwash) Boring completed at 29.0 feet on 1/7/99 30 " " " " " " ' ' " " " "" " ..' ° ......'" ' ....' Ground water was encountered at 26.0 feet on 1/7/99 : LEGEND I Depth 2" O.D. split spoon sample * Liquid limit 2" PVC pipe P Sample pushed driven ■ Moisture content 2 Water level during TV Torvane reading, Y O.D. thin -wall sample drilling tons/ft 'F Plastic limit PP Pocket penetrometer reading, tons/ft NOTE: The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. FIGURE NELSON-COWRETTE & ASSOCIATES, INC. Fleury Family Project 4 CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS FILE NO. DATE AND ENVIRONMENTAL SCIENTISTS - 250999 January 1999 company%comldrewftrebp %2509bI.cdr.Urc Adilk r SOIL DESCRIPTION o IX Standard. Penetration Resistance g_^ V z w 3 (140 lb. weight, 30" drop) L ? W of a. • Blows per foot Surface Elevation: Approximately 65 feet 10 20 30 40 50 >50 Sod SP Brown fine to medium sand with gravel (loose to medium dense, moist) I (RecessionalOutwash) 5....... :....... : ...................... Gray rust mottled silty fine sand with gravel T (medium dense to dense, moist) SM 1 ; (Weathered Till) ; ---------------------------------- --- -- 10 ....... :....... :.... :...... Gray silty fine sand with gravel SM (dense to very dense, moist) (Till) T 1 : (12/22333) 15 .....:...... ...........:.... .. I : : (8/24/-29) 20 ------- :................... .....:......... ..... Brown rust mottled siltyTine to medium sand -� with gravel (dense, moist) (Advance Outwash) sM 25 • • • • . ... — ....... :......... Boring completed at.24.0 feet on 1/7/99 Ground water was not encountered 30 .....:.....: ......:...... ......:..... LEGEND I Depth 2" O.D. split spoon sample * Liquid limit 2" PVC pipe P Sample pushed driven ■ Moisture content Water level during TV Torvane reading, 3" O.D. thin -wall sample drilling tons/ft + Plastic limit PP Pocket penetrometer reading, tons/ft NOTE: The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. FIGURE NELSON-COWRETTE & ASSOCIATES, INC. Fleury Family Project 5 CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS FILE NO. DATE ANDENVIRONMEN7•ALSCIENTISTS 250999 January 1999 con panykomldrawlbm"lopsV509bi.cdr.Om DEPTH HAND AUGER ONE 0.0 - 0.2 0.2 - 1.3 1.3 - 4.0 4.0 - 4.4 HAND AUGER TWO 0.0 - 0.2 0.2 - 0.9 0.9 - 2.0 2.0 - 3.8 3.8 - 4.1 LOG OF EXPLORATION USC SOIL DESCRIPTION J SOD SM DARK BROWN SILTY FINE SAND WITH GRAVEL AND ROOTS (LOOSE, MOIST) (TOPSOIL) SP GRAY -BROWN FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST) (RECESSIONAL OUTWASH) SM LIGHT GRAY SILTY FINE TO MEDIUM SAND WITH TRACE GRAVEL (MEDIUM DENSE, WET) (WEATHERED TILL) SAMPLES WERE COLLECTED AT 2.5 AND 4.1 'FEET GROUND WATER SEEPAGE WAS ENCOUNTERED AT 4.0 FEET HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER WAS COMPLETED AT 4.4 FEET ON 1/7/99 SOD SM DARK BROWN SILTY FINE SAND WITH GRAVEL AND ROOTS (LOOSE, MOIST) (TOPSOIL) SP BROWN FINE SAND WITH GRAVEL (MEDIUM DENSE, MOIST) (WEATHERED RECESSIONAL OUTWASH) SP GRAY -BROWN FINE SAND WITH GRAVEL (MEDIUM DENSE, MOIST) (RECESSIONAL OUTWASH) SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL AND SLIGHT RUST MOTTLING (DENSE, WET) (WEATHERED TILL) SAMPLES WERE COLLECTED AT 1.5, 2.5 AND 3.9 GROUND WATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER WAS COMPLETED AT 4.1 FEET ON 1/7/99 NELSON-COUVRETTE & ASSOCIATES, INC. FILE NO.250999 FIGURE 6 i I L' F TOP BACK / OF CURB ELEV • 57.e2� _ f / ^7l w War �� V HA-1 �ry�1 10" APPLE 0 TOP BACK OF CURB ELEV - 57.511J, 64 / / EXISTING TACK do WASHER IN LEAD f 4561- / TOP WALL TOE WALL ELEV = 59.64' ELEV ., 57.6W (AT SWX OF SIDEWALK) Reference: Campbell Fleury Feasibility Map by Reid Middleton, August 1997 = M, i `N r SCRIKO • x ELEV • 60.28' (TAT BACK- 57.711' BU LDiNG r HA-20 ti N �00, ORNAMENTAL \ :. : r. \ ^V O HOUSE 16!' APPLE 4' PLUM 0 B-2 / \ t 2' DOGWOOD / EXISTING REBAR 6" PLUM v� -OC! O UP GARAGE �ry G SPOT ELEV 4 / 69.(Y /8 CAP v tuo I ELEV - 65.5' NELSON-COUVRETTE & ASSOCIATES, INC. CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS Site Plan LEGEND HA-1 NUMBER AND APPROXIMATE LOCATION OF HAND AUGER B-1 NUMBER AND APPROXIMATE LOCATION OF SOIL BORING 0 20 40 Scale 1" = 20' Fleury Family Project FILE NO. 250999 FIGURE 2 DATE January 1999 11) _s9z December 7, 1998 EA CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 BARBARA FAHEY MAYOR COMMUNITY SERVICES DEPARTMENT Public Works • Planning/Building • Parks and Recreation . Engineering • Wastewater Treatment Plant Mr. Warren LaFon 123 4th Avenue North Edmonds, Washington 98026 RE: Fleury Building Plan Check #98-258 The City is in receipt of the unrecorded easement between the Soundview Plaza building owners and the Fleury Building owner. The following information is required in order for the City to approve building access based on this easement. 1. A partial site plan prepared and stamped by a licensed land surveyor that includes the north 25 feet of the Soundview property and the south 25 feet of the Fleury property. The plan must clearly indicate the easement area, all existing structures, projections encroachments, appendages, beams, decks, driveways, etc. on the Soundview property and the proposed structures, i.e., walkways, retaining walls, drive aisles, stairs, etc. on the Fleury property. The distances of all such projections, encroachments or improvements to the property line must be clearly indicated for both properties. The City shall review this information for compliance to Uniform• Building Code (UBC) Section 503 and Table 5A requirements. Note, the minimum unprotected opening requirement for S3 occupancies is 10 feet from the property line. 2. As noted in previous City letters, since the Soundview building north exterior wall is not permitted to have unprotected openings within 10 feet of the property line the existing building must be altered (with a building permit) to allow for such openings. This means the garage lid/first floor deck, within the easement area, must be entirely removed (including any structural beams). This is required since the easement is the public way as defined by UBC Section 1002 and must be open and unobstructed to the sky. Therefore, the reduced Soundview building details you provided with the easement are not approved. As discussed before, the City will allow the one existing third floor deck on the north side of the Soundview building to remain. Submit revised elevation views for the Soundview Plaza building as well as revised floor plans stamped by the A.I.A. and P.E. of record, showing the needed building changes to accommodate the proposed opening. If you have any questions please feel free to contact me at 425-771-0220. Thank you, ( Jeann�ine L. Gra Building Official Cc: Fleury Family City Engineer O Incorporated August 11, 1890 Sister Cities International — Hekinan,.Japan 1hc.18913 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 BARBARA FAHEY MAYOR COMMUNITY SERVICES DEPARTMENT Public Works • Planning/Building • Parks and Recreation • Engineering • Wastewater Treatment Plant December 2, 1998 Mr. Warren LaFon 123 4th Avenue North Edmonds, Washington 98020 RE: Fleury Plan Check 498-258 @ 126 3rd Avenue North The purpose of this letter is to inform you that the current design for building access on the. south property line of the Fleury building under plan check #98-258, does not meet the' minimum opening protection requirements of UBC 503 and UBC .Table 5A. A re -design to comply to these minimum codes is required. As you know, S3 openings must be setback a minimum of 10 feet from the property line in order to avoid opening protection requirements of/4 hours and no openings are permitted within 5 feet of the property line. Also, City Engineering requirements state that the driveway access must be a minimum of 24 feet in width. Be advised, additional plan check fees will be required for review services on the re -designed plans. It is anticipated that the re -design will require significant exterior changes'to the overall building design, therefore, it is highly likely that Architectural Design Board approval will be required. We recommend that you speak directly with the reviewing Planner, Meg Gruwell to discuss this matter. If there are any questions please feel Free to contact me at 425-771-0220. Thank ou, annine L. Graf Building Official Cc: Fleury Family LLC @ PO Box 6005, Edmonds, WA Jeff Wilson, Planning Supervisor Meg Gruwell, Planner Gordy Hyde, Engineering Coordinator ® :Incorporated August 11, 1890 Sister Cities International — Hekinan, Japan Inc.18o10 Ap CITY OF EDMONDS 0 121 5TH AVENUE NORTH • E_DMONDS. WA 98020 • (425) 771-0220 • FAX (425) 771-0221 BARBARA FAHEY MAYOR COMMUNITY SERVICES DEPARTMENT Public Works • Planning/Building • Parks and Recreation • Engineering • Wastewater Treatment Plant November 18, 1998 'TPIt ILE Mr. Warren LaFon 123 4tn Avenue North Edmonds, Washington 98020 RE: Fleury Building @ 126 3rd Avenue North, Plan Review #98-258 The. City has completed an initial review of the partial revised garage plans for the Fleury project. As you know, the City has informed the Soundview Plaza property owner at 110 3rd Avenue North, that the north side garage wall/ceiling of their building must either comply to the approved plans or be approved through a resubmittal process. Since you have made the Fleury building access design dependant upon this adjacent north garage. complying to the approved plans, and not the re -designed plans, I felt it was necessary to send this letter for clarification on the issues. 1) If the Soundview Plaza building owner chooses to resubmit revised plans for the current configuration, and if these plans meet the code, the City shall approve those . plans. This resolution would however, prevent the current Fleury design from being approved by the City since the UBC requires an S3 occupancy to be setback a minimum setback distance of. 10 feet from the property line in order to allow openings. The existing altered garage ceiling/deck exterior wall could not haveany openings thus no access to the Fleury site and no approval of your current design. 2) If the Soundview north garage ceiling/deck is altered back to the approved plans. and, if this exterior wall measures a minimum of 10 feet back from the property line, the. Fleury design could be approved provided the S3 opening for Fleury is also setback a minimum of 10 feet from the property line. Note, even if one owner owned both parcels the UBC still requires the architect to assume a property line between buildings to determine opening protection. Since this design is dependant upon securing an easement from the adjacent property owner for access, the City would require a covenant to be recorded (signed by both property owners) regarding the easement and UBC requirements to keep an area 10 feet on each side of the property line open and unobstructed to the sky. e Incorporated August 11, 1890 0 Sister Cities International — Hekinan, Japan Page Two Warren LaFon November 18, 1998 3) The City agrees that UBC section 705 allows exterior exit balconies to extend beyond the floor area provided the construction is a minimum of one hour fire resistive construction. Although the existing deck on the third floor of the Soundview Plaza is not an exterior exit balcony, the City will allow this feature to remain. However, no other obstructions that are not specifically described in UBC 705 shall be allowed. The proposed exit stair on the south side of the Fleury building can also be approved under this code section, provided that it is non-combustible construction. I hope this letter clarifies the code and outlines your options. Please call me if I can be of further assistance. Thank you, Jeannine L. Graf Building Official Dec-09-98 -03. 11P. Scott' Fleury MEW FILE maim U00=1 D =Tmw "'a La� Offl" of John L. Dahl ILLC 9713 23rd Ave. " Beattie, vA 94117 425-670-0807 P.02 1812070522 12/07/99 13:51 P.0008 Recorded Snohomish County �1�EpISE TAX lilgEp ORIC21NARoly �ILIEYIN n��1C THE �xM A COUNTY JWOITOws OFFICE ►s county tnaaunr �y__�yQANr�N1 on1BT OF zuzxz" QRANTORS: MARMINIS, James MAM21XIS, Carrie SBANSES: Fleury Family LLC LF�+Bb� S 1/2 Lot 8, and all Lots 9, 10 and 11, Blk 6, Plat of Edmonds, Val. 1, Page 26, Snohomish Co.' Washington. 4344-006=009-0006 and 4344-006-010-0002 WURZAS• -TANEB WAB1-rIgI8 and CAaRZE NA =11W16, husband and wife, are the owners of the following described property: Parcel A. Lots 10 and 11, Block 6, Plat of. Edmonds, according to the pint thereof recorded in Volume 1 of Plats, Page 26, records of Snohomish County, Washington. AM t81 MMS, Fleury Family LLC, a Washington Limited Liability Company, is the owner of the following described property: The South half of Lot 8, and all of Lot 9, Block 6, Plat of Edmonds, according to the Plnt thereof recorded in Volume 1 of Plats, Pays 26, records of Snohomish county, Washington. Ct \iA►SO\CONDOWIMKFI1N�aA3fNCN7.A —1� r)ec-,07-98 10:17A Scott Fleury 425-670-0807 P.02 AND WHEREAS, for and in consideration of ONE DOLLAR ($1.00) and other good and valuable consideration, receipt of which is hereby acknowledged, the undersigned owners of Parcel A hereby convey and grant to the owner of Parcel B, an easement for ingress and egress with provisions for construction and maintenance thereto; and an easement for drainage with provisions for maintenance over, under, and across Parcel A more particularly. described as follows: A. DRIVEWAY EASEMENT. CONSTRUgTION AIM MAINTENANCB AGRUMEM 1. A non-exclusive easement for ingress and egress over and across Parcel A as follows: The North Twenty-five (25) feet of the West Fifty-four (54) feet of Lot 10. NOW, THEREFORE, the above described owners, for mutual benefits derived, do hereby agree and covenant to the following Construction and Maintenance Agreement: 1. Cost of Construction. It is agreed, the cost and expense for construction of any work to access Parcel B through a new opening in the existing concrete wall in the Northeast Twenty-four '(24) feet of the easement area shall be borne solely by the owner of Parcel B. Said work shall conform to standard engineering practices as set forth in the Baker Engineers Standard Design Site Plan. A copy of said Site Plan is attached hereto, marked as Exhibit "A", and incorporated herein as more.fully set forth. 2. Maintenance. It is agreed, the owners of Parcels A and B, their successors and assigns, shall share the cost of maintenance of such right-of-way as follows: Each shall. pay one-half (1/2) of normal maintenance of the right-of- way required by ordinary wear -and -tear, including, by way of example, sweeping, cleaning, restriping, repairing or replacing signs and mirrors, and repairing concrete. The owner of Parcel B shall pay for all repairs exclusively C:\wSO\CCWDO\MARKEZIW\EASEMENT.A -2 l/� 'Dec-07-98 10:18A Scott Fleury 425-670-0807 P.03 related to use by, or caused by, the owner of Parcel B or their agent, or a tenant, or an invitee or licensee of a tenant, of Parcel B. The owner of Parcel A shall pay for all repairs exclusively related to use by, or caused by, the owner of Parcel A or their agent, or a tenant, or an invitee or licensee of a tenant, of Parcel A. The owner of Parcel B shall have no responsibility for repairs related to use by, -or caused by the owner of Parcel A or their agent, or an owner, tenant or an invitee or licensee of a tenant, of Parcel A. It is agreed that the easement area shall be maintained and kept in a condition that permits adequate automobile travel by those who have legal access thereto and therefore. B. DRAINAGE EASEMENT AND XAINTENANCE AGREEMENT 1. A drainage easement over, under and across Parcel A as follows: Beginning at the Northeast corner of Lot 10; thence South on the East two (2) feet of Lots 10 and 11, a distance of approximately one hundred twenty (120) feet; thence West, on the South two (2) feet of Lot 11, a distance of approximately sixty (60) feet, to a water retention system. . NOW, THEREFORE, the above described owners, for ,mutual benefits derived, do hereby agree and covenant to the following Maintenance Agreement: 1. prgin Pipe. It is agreed that all maintenance, repair, improvement and/or rebuilding of said shared drain pipe, located within the drainage easement, shall be the obligation and responsibility of the owners of Parcel B and their successors and/or assigns. It is agreed that the .easement shall be maintained and kept in a condition that permits adequate drainage. 2. Water Retention System. It is agreed that maintenance and, repair of the water retention_ system shall be shared equally between the owners of Parcel A and B. The owner of Parcel B shall C:\1A50\CDMDO\MARKEZIN\EASEMENT.A -3- "Y5 Dec-07-98 10:18A Scott Fleury 425-670-0 0807 P.04 have no responsibility for repairs to and masintenance of other parts of any drainage system on Parcel . A, and shall be responsible only as specifically proviiided in this Easement Agreement. ' THIS AGREEMENT is binding upon the present owowners, their successors and assigns and is intended to run perpets=ual with the land. AGREEMENT made this 4th day of December, 1998. GRANTORS: mes Markezini Carrie Markezinis GRANTEE: FLEURY FAMILY LLC By: Scott Fle y Its: Manager STATE OF WASHINGTON ) ss. COUNTY OF KING ) This is to certify that on this 4th day of Deco=ember, 1998, there appeared personally before me James Xarkezinie.s and Carrie Xarkezinis, to known to be or proven with satisfactdtory evidence the individuals who executed the foregoing GRANT OF : EASEMENT AND EASEMENT AGREEMENT, and they did acknowledge and declazAre to me that they executed the same freely and voluntarily for tithe uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunt s t seal this 4th.day of December, 1998. ." C:\WP50\C01300\MARXEZIN\EASEMENT.A - 4 V %J. 9% 1JQU1 NoL ARY PUBLI in and State of Washingt000n. My Commission expiiires: ial for the 2/25/99 4/6 Dec=07-98 10:19A Scot Fleury 425-670-0807 P.05 STATE OF WASHINGTON ) ss. COUNTY OF KING ) This is to certify that on this 4th day of December, 1998, personally before me Scott Fleury, to me known to be the Manager of FLEURY FAMILY LLC, the Washington Limited Liability Company that executed the foregoing GRANT OF BASEMENT AND EASEMENT AGREEXENT, and acknowledged the said instrument to be the free and voluntary act and deed of said limited liability company for the uses and purposes therein mentioned and on oath stated that he was authorized to execute the said instrument. IN WITNESS WHEREOF, I have here seal this 4th day of December, 1998. C:\YPSO\CONDO\MAQKEZIN\EASENENT.A _ 5 ffic,�al Joh 'K. Dahl \ NOTARY PUBLIC .in and for the State of Washington. My Commission expires: 2/25/99 5/B uec-uz-98 10:20A Scott Fleury 425-670-0807 P_06 I A Exhibit A i . r 12v.o0# N o — - N ao i �T"S Iv,ANM, I I, L LoGf< G FLAT of C� Ef:��jGNC�S ,4C«Rbf�t�lG `fv TF-If~ .. f{1 LLAT 'SHE- 'o .. 5 Nc4c7N tj S H : TAX A , N BAKER ENGINEERS SUBJECT M4.fKgZ 11415 WALL SHEET STRUCTURAL DESIGN JOB. NO. 12 k-75 BY: a"L CHK'D: I" I- OF 3 6628 212TH. S.W. LYNNWOOD WA P.O. BOX 1697 LYNNWOOD WA 98046-1697 (425) 771-6666 FAX DATE' (425j 771.6558 Igi Dec-07-98 10:20A Scott Fleury 425-670-0807 P.07 xt PT, WALL VVA L L n I z-. W13 FA' iA'L* 2 ND Lc%o�Fz Navy CreNf NG. IN- F-.X lvrNa cam! c.FZM-re WALL. wx�3 3� xo'-9" r�M pLAN BAKER ENGINEERS SUBJErT.. M^RKEMINIS WALL SHEETZ: I STRUCTURAL DESIGN JOB. NO-��S-e BY: a:!-CHK'D:ML- ��OF =i i 6628 212TH. S.W. LYNNWOOD WA . DATE: P.O. BOX 1697 LYNNWOOD WA 98046-1697 (425) 771-6666 FAX (42% 771-6558 Dec-07-98 10:21A Scott Fleury 425-670-0807 P.08 ZA - ��t� G . _ �WTA H -To tit w E5=-AM w% l2'.' F . THKD'v. WEL17 NEW LL=AN1 le/�4 —oil BAKER ENGINEERS SUB,JECTMA,R�G�ZINIS WALE... SHEET STRUCTURAL DESIGN JOB. NO. 98.2`7.5 BY: 2NI-1 CHK'D':M L. 3 OF 3 6628 212TH. S.W. LYNNWOOD WA P.O. BOX-1697 LYNNWOOD WA 98046-1697 DATE: . (42Sj 771-6666 FAX'(429j 771.6558 g FA Ep TL E 0 1 l '�ll GEOTECHNICAL INVESTIGATION SERVICES SOUNDVIEW PLAZA EDMONDS, WASHINGTON FOR MR. OLA GROSSET n'W-lcop 1-. ie,Au� I NELSON-COUVRETTE & ASSOCIATES, INC. CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS 17311-135th Avenue NE, A-500 Woodinville, WA 98072 (206) 486-1669 • Fax 481.2510 February 7, 1997 Mr. Ola Grosset Grosset Construction 931 - 12th Avenue N. Edmonds, Washington 98020 Geotechnical Investigation Services Soundview Plaza Edmonds, Washington NCA File No. 195897 Dear Ola: Snohomish County (206) 337.1669 Wenatchee/Chelan (509) 784.2756 INTRODUCTION This report presents the results of our geotechnical investigation for the planned Soundview Plaza. The site is located near the northeast corner of Main Street and 3rd Avenue North, in the city of Edmonds. You have requested that we investigate the subsurface conditions at the site, and provide lateral pressures for use in the design of retaining walls. We have been provided with a Site Plan titled "Soundview Plaza", by Warren Lafon Architect, dated November 27, 1996 for our use on this project. In addition, we have had discussions with Warren Lafon, the architect, regarding the project plans. The property slopes from the east side along the alley down to the west side along 3rd Avenue.North, with an elevation change of about 10 feet. We note, for the purposes of this report, we use a project north aligned with 3rd Avenue North. The current plan, as we understand it, is to construct a three-story commercial building on the lot. The bottom two floors will have both retail space and parking space, with the parking on the second floor, entering from the alley. The building footprint will be about 10 feet from the property lines on the north, south and west sides. The footprint will be 2 feet from the property line on the east side, adjacent to the alley. The planned floor slab of the building will be near the elevation of 3rd Avenue North, and that the bottom of the foundation along the alley will be about 13 feet below grade. We understand that it may be possible to use some portion of the alley for temporary construction slopes, instead of using a full height shoring wall. You have provided us with a copy of a site plan, dated November 27, 1996, prepared by Warren Lafon Architect. Geoiechnical Investigation Se% Soundview Plaza February 7, 1997 NCA File No. 195897 Page 2 SCOPE The purpose of this study is to explore and characterize the subsurface conditions, in order to provide geotechnical recommendations for the planned improvements. Specifically, our scope of services will include the following: 1. Explore the subsurface conditions with backhoe excavated test pits. 2. Provide recommendations for foundation support, and estimates of settlement. 3. Provide lateral pressures for design of the foundation wall. 4. Prepare a written report to document our findings and recommendations. SITE CONDITIONS Surface Conditions The ground surface of the 120 foot by 120 foot square site slopes down to the northwest. The total elevation change from the west to the east end of the property is about 10 feet. An existing residence and garage are located on the site. A retail building is located along the south property line, while another residence is located just off the site to the north. The site is open and landscaped, with the exception of a blackberry bush area in the southeast corner of the site. Geology The Preliminary Surficial Geologic Mao of the Edmonds East and Edmonds West Quadrangles. Snohomish and King Counties. Washington by Mackey Smith (Washington DNR, 1974) was referenced for the geologic and soil conditions at the site. The site is mapped as being underlain by Vashon Till (Qvt). Glacial till is an unsorted mixture of sand, silt and gravel, that is deposited at the bottom of the glacier. The upslope area to the east is mapped as being underlain by recessional outwash (Qvr), which is commonly a sand unit with silt and gravel. The recessional outwash is a moderately to highly permeable unit deposited by retreating glaciers, and is not nearly as compact and dense as the relatively, impermeable glacial till. Our explorations at the site encountered recessional sand overlying glacial till. Explorations Subsurface conditions were explored at the site by excavating four test pits, using a tractor -mounted backhoe. The test pit depths ranged from 4.5 to 11.0 feet below the adjacent grade. The test pits were located in the field by an engineer representing this firm, who maintained logs of the conditions encountered and obtained representative samples of the different geologic units observed in the test pits. NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Investigation Seh Soundview Plaza February 7, 1997. NCA File No. 195897 Page 3 The location of the test pits are shown on the Site Plan in Figure 2. The soils were classified in general accordance with the Unified Soil Classification System, a copy of which is presented as Figure 3. The test pit logs are presented as Figures 4 and 5. Subsurface The lowest unit encountered on the site was dense, gray, silty fine to medium sand with trace gravel. This soil was encountered below 7.5 feet in Test Pit 1 (TP-1) and below 4.0 feet in TP-2, and is interpreted as glacial till. The till was not encountered in TP-3 or TP-4. Overlying the till, the explorations found medium dense, gray -brown, fine to medium sand with silt and trace gravel. This soil was found in all of the explorations below the surficial topsoil. Test Pit 3 encountered a boulder and some root balls to a depth of about 8 feet. The excavation walls in TP-3 caved more than the other test pits. The soil in this area may have been excavated at one time and replaced as fill. The foundations are expected to be below the depth of the possible fill soil. Hydrology Ground water seepage was not encountered in our explorations. In TP-3 the soil at the bottom of the exploration (9 to 11 feet below the ground surface) was moist to wet; suggesting that seepage conditions may exist, at or just below 11.0 feet at this location. We note that our explorations were not made to the full depth of the planned excavation, due to limitations of the backhoe. There is the potential for water to move through the somewhat highly permeable recessional sand and become perched on top of the relatively impermeable glacial till at depth. Perched ground water conditions are common for upland areas underlain by till soils, and tend to be somewhat seasonal. This type of seepage condition tends to decline during the drier summer months; however, it could be there all year. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the site is suited for the planned construction. The underlying soils should provide support for the planned structure. The important geotechnical aspect for the project will be the need for cut slopes and shoring walls to protect the adjacent structures during construction. Safe slopes and/or shoring needs to be established between the base of the excavation and the foundations for the adjacent structures. We currently do not know the depth of the foundations for these structures. This needs to be established prior to cut slope and shoring design. The same holds true for the alley. An excavation limit needs to be established for the alley area, in order to design the shoring. A critical aspect of cut slope and shoring design along the alley will be the presence of any below and above ground utilities. NELSON-COUVRETTE & ASSOCIATES, INC. 11 Geotechnical Investigation S%s Soundview Plaza February 7, 1997 NCA File No. 195897 Page 4 Monitoring should be established whenever excavating below the elevation of an adjacent structure or roadway settlement. The monitoring should consist of settlement readings on the structure that are measured to the nearest .01 feet. These measurements should be referenced outside of the construction area. Foundations and exterior walls of the adjacent structures should be photograph documented for cracks. The entire wall alignment should be photograph documented. If possible, interior walls should be documented as well. 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 estimate a stable 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. For planning purposes, we recommend that temporary cuts in the recessional sand be no steeper than a 1.5 Horizontal to 1.0 Vertical (1.5H:1.OV) inclination. The dense glacial till may be anticipated to stand at a 0.75H:1.OV inclination. At this time, we would recommend that minimal till be expected to be exposed in the excavation, based on our exploration data. If ground water is encountered, we would expect 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 4 feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate local, state and federal regulations. We recommend that unsupported excavation slopes should be maintained to at least a 1.5H:1.OV line from the base of the excavation to the top outside edge of the foundations for the adjacent structures. If this criteria cannot be met, some type of shoring system should be considered. Foundations We recommend that the structures be founded on conventional spread footings. Footings should bear on the underlying, medium dense or better native soils. Minimum foundation widths of 14 and 20 inches should be used for continuous and isolated spread footings, respectively. Footings should be embedded a NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Investigation Sss Soundview Plaza February 7, 1997 NCA File No. 195897 Page 5 minimum of 18 inches for frost protection. Standing water, water loosened soils and slough should be removed from the footing excavations prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of not more than 2,000 pounds per square foot (psf) to be used for the footing design where founded on the recessional sand. If the foundation widths are increased to 3 feet, or foundations are placed on the dense glacial till, we recommend an allowable design bearing pressure of 3,000 psf. A one-third increase in the above allowable bearing pressures may be used when considering short-term transitory wind or seismic loads. Foundation settlement, using the above allowable bearing pressures, should be less than 1.0 inch total and 0.5 inch differential across the structure, based on our experience with similar projects. We recommend that we review specific plans if higher design bearing pressures are desired. Lateral loads may be resisted by friction at the base of the foundation, and by passive pressures against the foundation. We recommend using a coefficient of friction of 0.7 between the foundation and the underlying soil. Where structural fill is placed against the foundation, a passive pressure of 400 pounds per cubic foot (pcf) may be used. A suitable factor of safety should be applied to both of these numbers. Lateral Pressures Standard: The lateral earth 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. Walls that are free to yield at least one -thousandth of the height of the wall are in an "active" condition. Walls restrained from movement by stiffness or bracing are in an "at rest" condition. We recommend using active earth pressure and at rest earth pressure values presented in Table 1. These values are expressed as equivalent fluid pressures for the specified backslope angle. Although final horizontal backslopes are expected, other inclinations are provided to be used with shoring, if desired. These values do not include the effects of surcharges due to traffic or other surface loads. Surcharge effects should be considered where appropriate. NEL SON- CO U VRETTE & ASSOCIATES, INC. Geotechnical Investigation S%s Soundview Plaza February 7, 1997 NCA File No. 195897 Page 6 Table 1 Level Backslope 31-1:1 V Backslope 21-1:1 V Backslope 1.51-1:1 V Backsl. At rest 50 pcf 65 pcf 80 pcf 120 pcf Active 35 pcf 45 pcf 55 pcf 85 pcf The above lateral pressures may be resisted by friction at the base of the wall, and passive pressure against the foundation. A coefficient of friction of 0.7 may be used to determine the base friction. A passive pressure of 400 pcf, expressed as an equivalent fluid pressure, may be used in design. To achieve this value of passive pressure, the foundations should be poured "neat" against the native, medium dense to dense soils, or compacted fill should be used as backfill against the front of the footing. We recommend that the upper 1 foot of soil be neglected when determining the passive pressure. An appropriate factor of safety should be applied to the frictional coefficient and passive pressure values. All wall backfill should be compacted to 92 to 95 percent of the maximum dry density 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 wall backfill. This can be accomplished by placing wall backfill in 8-inch loose lifts and compacting with small hand operated compactors. Wall drainage should be constructed as recommended in the Drainage section of this report. Shoring: Shoring could consist of either soldier pile and lagging walls or some other temporary system, such as ecology blocks. The use of ecology blocks would be dependent on lateral space and meeting the criteria for gravity wall design. The ecology blocks should be placed using a slot cut excavation, so as not to expose significant portions of the cut slope at any one time. Care needs to be exercised to maintain and/or re-establish lateral slope support, including compaction of backfill behind the blocks. The above active lateral pressures in Table 1, and the passive pressures that are provided can be used for the shoring design. Surcharges need to be used as appropriate. Some caving of drilled holes should be expected with soldier pile installation, and casing the holes may be necessary. If ground water is encountered, casing should be expected to keep the holes open. Floor Slabs Slab areas should bear on the underlying, medium dense or better sand deposit, or structural fill extending to these soils. Areas that have been disturbed should be compacted with suitable compaction equipment, prior to slab preparation. If soft subgrade exists, it should be overexcavated and replaced NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Investigation Sbs • Soundview Plaza February 7, 1997 NCA File No. 195897 Page 7 with structural fill. Care should be taken such that large, vibratory machines that would impact surrounding structures, are not used. Where moisture control is important, we recommend that the floor slabs be underlain by a capillary break material, such as pea gravel. A suitable vapor barrier, such as heavy plastic sheeting, should be placed over the capillary break material. A 2-inch sand blanket may be placed over the vapor barrier to aid in curing of the concrete. Drainage Permanent drainage systems should be installed for retaining walls. These drains should extend well below the capillary break material elevation. We recommend that these drainage systems consist of a perforated, 4-inch drainpipe, surrounded with pea gravel. We recommend that a minimum pea gravel cover of 4 inches on the sides and bottom, and 12 inches over the top. Above the pea gravel, we recommend using a free draining granular soil. The granular material should be placed up the back of the wall to within 1 foot of the ground surface. A less permeable soil should be placed in the last 1 foot to reduce surface infiltration into the wall drain. An alternative to the gravel drain would be to use a drainage composite. We can provide recommendations for composites, if required. The drainpipe should discharge into tightlines leading to an appropriate collection and discharge point. The roof drains should be tightlined separate of the wall footing drains, until the tightline is a minimum of 1 foot vertically down gradient from the subgrade wall drains. USE OF THIS REPORT We have prepared this report for Grosset Construction and their agents, for use in planning and design of this project. The data and report should be provided to contractors for their estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of subsurface conditions. The shoring design recommendations provided in this report should be considered preliminary in nature. We recommend that we be retained to review final designs, particularly with respect to shoring, and to provide comment and/or additional recommendations. 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. Our explorations were not made to the full depth of the planned excavation. 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. We recommend that we be retained to provide construction monitoring services to evaluate conditions encountered in the field with respect to anticipated conditions, to provide recommendations for design changes should the conditions NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Investigation Sa to Soundview Plaza February 7, 1997 NCA File No. 195897 Page 8 differ from anticipated, and to evaluate whether earthwork activities comply with contract plans and specifications. Within the limitations of scope, schedule and budget for our services, we have strived to take care that our work has been completed in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. It has been a pleasure to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON-COUVRETTE & ASSOCIATES, INC. 1`1- Douglas J. Bath Staff Engineer 17 EXPIRES & -I I -'IS Charles P. Couvrette, PE Principal Engineer DJB:CPC:dfr Four Copies Submitted Five Figures NELSON-COUVRETTE & ASSOCIATES, INC. N VICINITY MAP C D E F G H J A B 2 3 4 w.04 6 7Lr 1LU ©1995 Thomas Bros. Maps FIGURE NELSON-COWRETTE & ASSOCIATES, INC. Soundview Plaza 1 �✓� CONSULTING GEOTECHNICAL ENGINEERS. GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS FILE NO. DATE 195897 January 1997, refw gZ533m.Wr 454��R�d>°�, , r , t�� , � � °.>�,l� ), �•� l�, r,� � y a,., �.�r I � � a 178 d 7 rt t �, k / t• a ?Y j �' t a y .ati. , T � q. 1a 50 _ [ fh m�� a -1 t:a1 r 3 t k= ) ) 4<) � ', �..rd �Y( �! t ' 1'--.� � rt = i� 'i - 9 p r181S l• , 1 J.- ` d.�d � 4•!, Y 7 t i �° 1, i }'-. l d 1^ r t-,! tT^ �r• a 1' -� r.w. 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I I W 1 I S I EXISTING' HOUSE I U NI �••''J- TO BE REMOVED 3 1 1 I b i56 1 OPEN 1 -------- ----- r --`- � �• 1 1 I I 11 !• I I EXISTING CONC. 1 ELEVATOR I I WALL � i I EXISTIN I REMOVED\!1 ' "�. t GARAG I (n 11 REMOV I 0p 3 % ��• I 1 11 I I Z D TP-1 ,L TPA F- WN 581t ------' 11 TP-3 I E'">�- 4 . 60 )1.y... �. r TRANSFORMER ._.._........_..---------------------•--•-------• NEW ASPHALT PAVING ALLEY '------•---_-•-�ti I O -.,. (PAVED) EXISTING TREES I . :: Site Plan created from drawing titled Soundview Plaza, dated November 27, 1996, prepared by Warren Lafon Architect. I —= I_ UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE - GRAINED MORE THAN 50% OF GP POORLY -GRADED GRAVEL COARSE GRAVEL SOILS RETAINEDFRACTION ON NO. 4 SIEVE WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL MORE THAN 50% RETAINED ON NO. 200 SIEVE SAND CLEAN SAND SN/ WELL GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND MORE THAN 50% OF SAND COARSE FRACTION PASSES NO. 4 SIEVE WITH FINES SM SILTY SAND SC CLAYEY SAND SILT AND CLAY INORGANIC ML SILT FINE - CL CLAY GRAINED LIQUID LIMIT LESS THAN 50% SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY MORE THAN 50% PASSES NO. 200 SIEVE SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY LIQUID LIMIT 50% OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS 1) Field classification is based on visual examination of soil in general Dry- Absence of moisture, dusty, dry accordance with ASTM D 2488-83. to the touch Moist- Damp, but no visible water 2) Soil classification using laboratory tests is based on ASTM D 2487-83. Wet- Visible free water or saturated, 3) Descriptions of soil density or usually soil is obtained from consistency are based on below water table interpretation of blowcount data, visual appearance of soils, and/or test data. NELSON-COWRETTE & ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION SYSTEM CONSULTING GEOTECHNICAL ENGINEERS. GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS FIGURE 3 'LOG OF EXPLORATION DEPTH USCS SOIL DESCRIPTION TEST PIT ONE 0.0 - 0.5 SM DARK BROWN SILTY FINE SAND WITH TRACE ROOTS (LOOSE, MOIST) (TOPSOIL) 0.5 - 7.0 SP-SM GRAY -BROWN FINE TO MEDIUM SAND WITH SILT AND TRACE FINE GRAVEL (LOOSE GRADES TO MEDIUM DENSE AT 2.0 FEET, MOIST) 7.0 - 7.5 SM TAN -GRAY SILTY FINE SAND (MEDIUM DENSE, MOIST) 7.5 - 10.0 SM GRAY SILTY FINE TO MEDIUM SAND TRACE GRAVEL (DENSE, MOIST) (TILL) SAMPLES WERE COLLECTED AT 6.0 AND 9.5 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 10.0 FEET ON 1-10-97 TEST PIT TWO 0.0 - 0.4 SM DARK BROWN SILTY FINE SAND WITH TRACE ROOTS (LOOSE, MOIST) (TOPSOIL) 0.4 - 2.3 SM ORANGE -BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE, MOIST) 2.3 - 3.2 SP-SM GRAY -BROWN FINE TO MEDIUM SAND WITH SILT (MEDIUM DENSE, MOIST) 3.2 - 4.0 SM ORANGE -GRAY SILTY FINE TO MEDIUM SAND WITH TRACE GRAVEL (MEDIUM DENSE, MOIST TO WET) 4.0 - 4.5 SM GRAY SILTY FINE TO MEDIUM SAND TRACE GRAVEL (DENSE, MOIST) (TILL) SAMPLES WERE COLLECTED AT 3.0 AND 3.5 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 4.5 FEET ON 1-10-97 TEST PIT THREE 0.0 - 0.5 SM DARK BROWN SILTY FINE SAND WITH TRACE ROOTS (LOOSE, MOIST) (TOPSOIL) 0.5 - 7.5 SP GRAY -BROWN FINE TO MEDIUM SAND WITH TRACE SILT, ROOTS AND A BOULDER (LOOSE GRADES TO MEDIUM DENSE AT 4.0 FEET, MOIST) (FILL?) 7.5 - 8.0 SP-SM ORANGE -BROWN FINE TO MEDIUM SAND WITH SILT AND ROOTS (MEDIUM DENSE, MOIST) (FILL?) 8.0 - 9.0 SP GRAY -BROWN FINE TO MEDIUM SAND WITH TRACE SILT (MEDIUM DENSE, MOIST) 9.0 - 11.0 SP GRAY MEDIUM SAND WITH TRACE GRAVEL AND SILT (MEDIUM DENSE, MOIST TO WET) SAMPLES WERE COLLECTED AT 2.0, 6.0 AND 10.0 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED MODERATE CAVING WAS ENCOUNTERED FROM 1.0 TO 6.0 FEET TEST PIT WAS COMPLETED AT 11.0 FEET ON 1-10-97 DJB NELSON-COUVRETTE & ASSOCIATES, INC. FILE NO. 195897 FIGURE 4 LOG OF EXPLORATION DEPTH USCS SOIL DESCRIPTION TEST PIT FOUR 0.0 - 0.2 0.2 - 9.0 DJB SM DARK BROWN SILTY FINE SAND WITH TRACE ROOTS (LOOSE, MOIST) (TOPSOIL) SP-SM GRAY -BROWN FINE TO MEDIUM SAND WITH SILT (LOOSE GRADES TO MEDIUM DENSE AT 3.0 FEET, MOIST) SAMPLE WAS COLLECTED AT 5.0 AND 9.0 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED SLIGHT TO MODERATE CAVING WAS ENCOUNTERED FROM 0.0 TO 7.0 FEET TEST PIT WAS COMPLETED AT 9.0 FEET ON 1-10-97 NELSON-COUVRETTE & ASSOCIATES, INC. FILE NO. 195897 FIGURE 5 • 40 MEMORANDUM Date: May 7, 1998 f To: Planning Division From: Gordy Hyde, Engineering Coordinator Subject: ADB Application for Lafon/Fleury Family LLC at 124 — V Ave N. (ADB-98-025) The Traffic Engineer reviewed the trip generation report submitted on April 22. The methodology of the report is approved, however mitigation is required. Payment of $624 ($52/each of 12 pm peak hour trips) will be required prior to issuance of the building permit. There remain numerous outstanding omissions that were noted in the memo of March 9, so the application remains incomplete. We look forward to being able to review a full set of plans. CITY OF EDMONDS ENGINEERING DIVISION 8025.doc ""'=r"ici4't!Y?"g'4`P'R'7%'sT§fGTrc+ts�:Pv�-r�. - y v '+�.''Lm,dJad'F.§iAby+O",tiyF +4�.6�.i4rrY'rf R.'..'>.n.,. C�TY OF EDMONDS . O_ 5% �,.Wermit'No. COMMUNITY SERVICES DEPARTMENT. cod RIGHT-OF-WAY CONSTRUCTION PERMIT r Issue Date 3 A. is Owner: Washington Natural Gas Company Name. 815 Mercer Street �ilaiy dress NA 98111 City State Zip r1 B..• Contractor: Name Mailing Address State Zip State' License Number Telephone Number C. • Address. or Vicinity of Construction: 12.4 3 Avenue North Type of Work to be Done: Install New Service D. • Work in Connection With: ❑ Sub or Plat ❑ Single Family ❑ City Projects ❑ Commercial ❑ Multifamily 11 Utility E. • Pavement Cut: ® Y ❑ N F. • Size of Cut: 2 X1) @ Gas APPLICANT TO READ AND SIGN INDEMNITY: Applicant understands and by his signature to this application, agrees to hold the. City of Edmonds harmless from any injuries, damages, or claims of any kind or description whatsoever, forseen or unforseen, that may be made against the City of Edmonds, or any of its depa4ments, od employees, irtcludin�eQlnot limited to the defense of any legal proceedings including defense costs, court 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. • A 24 hour notice is required for inspection; Please call Engineering: 771-3202 .• Work is to be inspected during progress and at completion:. • Restoration to be in accordance with. City Code. • Street to be kept clean at all times. • Traffic Control to be in accordance with City. regulations. • All street -cut ditches must,be patched, with. asphalt or, City approved material prior to end of working day; NO EXCEPTIONS. I understand ,the above and that this permit must be available at the job site for inspection purposes at all times. Signature: Date: November 19, 1990 Owner or Contractor This Permit Must be Posted at the Job Site For Inspection Purposes Call DIAL -A -DIG Prior to.Beginning Work APPROVED BY:1/�/ Time Authorized: Void after MARCH ZND days. Special Conditions: NA PERMIT FEE: Pro k ;;V_ �M Restoration Fee: Receipt No.: Fund III Fee: p,,IO Street Cut Dimensions: x = $ RELEASED BY: Date\\ —30— INSPECTED BY Date NO WORK TO BEGIN PRIOR TO PERMIT ISSUANCE F_ng: Div. March 1989 FIELD INSPECTION NOS (FtiM 111 - Route copy to Street Dep:; ) Comments: Diagram: CONTRACTOR CALLED FOR INSPECTION' ❑ YES ❑ NO Partial Work Inspection by P. W.: Work Disapproved By: Date: FINAL APPROVAL BY: Date: Eng. Div. I w M MAW on �rM� AVVb %jbn5-WC-Tv- y 124 3A^� �d proposed Addendum to: City of Edmonds Permit Application Engineering Aide: Kerry Walsh Washington Natural Gas 622-6767 x2761 ( 5 ��'I �(9 )4) � � e A 9 iepth unknown Key: -s- sanitary sewer -w- water -g- gas water valve hydrant 815 Mercer St. (P.O. Box 1869), Seattle, WA 98111(206) 622-6767 - �5 CO fs 1w- .,Dec.,-07-98 10:17A Scoleury 42 0807 P.Ol ft WHEN RECORDED RETURN'TO2 Law Office. of John 1c. Dahl PL; 971S 23rd Ave. NW Seattle, WA 98117 GRANTORS: MARKEZINIS, James MARKEZINIS, Carrie GRANTEE: Fleury Family LLC LEGAL S 1/2 Lot 8, and all Lots 9, 10 and 11, Blk 6, Plat of Edmonds, Vol. 1, Page 26, Snohomish Co. Washington. TAX PARCEL NUMBERS: 4344-006-008-0006 and 4344-006-010-0002 WHEREAS, JAMES MARKEZINIS and CARRIE MARKEZINIS, husband and wife, are the owners of the following described property: Parcel A. Lots 10 and 11, Block 6, Plat of Edmonds, according to the plat thereof recorded in Volume 1 of Plats, Page 26, records of Snohomish County, Washington. AND WHEREAS, Fleury Family LLC, a Washington Limited Liability Company, is the owner of the following described property: parcel B. The South half of Lot 8, and all of Lot 9, Block 6, Plat of Edmonds, according to the plat thereof recorded in Volume 1 of Plats, Page 26, records of Snohomish County, Washington. C:\VPSO\CONDO\NARKEZIN\EASENENT.A i18 Dec-07-98 10:17A Scoleury 42ft-0807 P.02 AND WHEREAS, for and in consideration of ONE DOLLAR ($1.00) and other good and valuable consideration, receipt of which is hereby acknowledged, the undersigned owners of Parcel A hereby convey and grant to the owner of Parcel B, an easement for ingress and egress with provisions for construction and maintenance thereto; and an easement for drainage with provisions for maintenance over, under, and across Parcel A more particularly described as follows: A. DRIVEWAY EASEMENT. CONSTRUgTION AND MAINTENANCE AGREEMENT 1. A non-exclusive easement for ingress and egress over and across Parcel A as follows: The North Twenty-five (25) feet of the West Fifty-four (54) feet of Lot 10. NOW, THEREFORE, the above described owners, for mutual benefits derived, do hereby agree and covenant to the following Construction and Maintenance Agreement: 1. Cost of Constructio It is agreed, the cost and expense for construction of any work to access Parcel B through a new opening in the existing concrete wall in the Northeast Twenty-four (24) feet of the easement area shall be borne solely by the owner of Parcel B. Said work shall conform to standard engineering practices as set forth in the Baker Engineers Standard Design Site Plan. A copy of said Site Plan is attached hereto, marked as Exhibit "A", and incorporated herein as more fully set forth. 2. Maintenance. It is. agreed, the owners of Parcels A and B, their successors and assigns, shall share the cost of maintenance of such right-of-way as follows: Each shall pay one-half (1/2) of normal maintenance of the right-of- way required by ordinary wear -and -tear, including, by way of example, sweeping, cleaning, restriping, repairing or replacing signs and mirrors, and repairing concrete. The owner of Parcel B shall pay for all repairs exclusively E:\YPSO\CONDO\IIARKEZIN\EASENENT.A -2- Z/� Dec-07-98 10:18A Scoleury 425 0807 P.03 related to use by, or caused by, the owner of Parcel B or. their agent, or a tenant, or an invitee or licensee of a tenant, of Parcel B. The owner of Parcel A shall pay for all repairs exclusively related to use by, or caused by, the owner of Parcel A or their agent, or a tenant, or an invitee or licensee of a tenant, of Parcel A. The owner of Parcel B shall have no responsibility for repairs related to use by, or caused by the owner of Parcel A or their agent, or an owner, tenant or an invitee or licensee of a tenant, of Parcel A. It is agreed that the easement area shall be maintained and kept in a condition that permits adequate automobile travel by those who have legal access thereto and therefore. B. DRAINAGE EASEMENT AND MAINTENANCE AGREEMENT 1. A drainage easement over, under and across Parcel A as follows: Beginning at the Northeast corner of Lot 10; thence south on the East two (2) feet of Lots 10 and 11, a distance of .approximately one hundred twenty (120) feet; thence West, on the South two (2) feet of Lot 11, a distance of approximately sixty (60) feet, to a water retention system. NOW, THEREFORE.. the above described owners, for mutual benefits derived, do hereby agree and covenant to the following Maintenance Agreement: 1. Drain Pipe. It is agreed that all maintenance, repair, improvement and/or rebuilding of said shared drain pipe, located within the drainage easement, shall be the obligation and responsibility of the owners of Parcel B and their successors and/or assigns. It is agreed that the easement shall be maintained and kept in a condition that permits adequate drainage. 2. Water RetentionSvc• It is agreed that maintenance and repair of the water retention system shall be shared equally between the owners of Parcel A and B. The owner of Parcel B shall C:\WP50\COVDO\MARKE2IN\EASEKENi.A _ 3 5 5 Dec-07-98 10:18A Sco leury 425 70-0807 P.04 have no responsibility for repairs to and maintenance of other parts of any drainage system on Parcel A, and shall be responsible only as specifically provided in this Easement Agreement. THIS AGREEMENT is binding upon the present owners, their successors and assigns and is intended to run perpetual with the land. AGREEMENT made this 4th day of December, 1998. GRANTORS: Alf At A U12(mes Markezini Carrie Markezinis GRANTEE: FLEURY FAMILY LLC By: Scott FleQry Its: Manager STATE OF WASHINGTON ) } ss. COUNTY OF KING ) This is to certify that on this 4th day of December, 1998, there appeared personally before me James Markezinis and Carrie Markezinis, to me known to be or proven with satisfactory evidence the individuals who executed the foregoing GRANT OF EASEMENT AND EASEMENT AGREEMENT, and they did acknowledge and declare to me that they executed the same freely and voluntarily for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunt s t seal this 4th day of December, 1998. C:\WP50\CONDO\MARXEZIN\EASEMENT.A -4- official Joh,A K . Dahl NOTARY PUBLIO in and for the State of Washington. My Commission expires: 2/25/99 Dec-07-98 10:19A Scoleury 42EIlW0807 ft P.05 STATE OF WASHINGTON ) ) ss. COUNTY OF KING } This is to certify that on this 4th day of December, 1998, personally before me Scott Fleury, to me known to be the Manager of FLEURY FAMILY LLC, the Washington Limited Liability Company that executed the. foregoing GRANT OF BASEMENT AND EASEMENT AGREEMENT, and acknowledged the said instrument to be the free and voluntary act and deed of said limited liability company for the uses and purposes therein mentioned and on oath stated that he was authorized to execute the said instrument. IN WITNESS WHEREOF, I have hereunto t ha d an ffic'al seal this 4th day of December, 1998. Joh Dah NOTARY PUBLIC .in and for the State of Washington. My Commission expires: 2/25/99 C:\NP50\CONDO\MARKEZIN\EASEMEWT.A - 5 �' S, �`{, _ ' �' .• � � Ksl�'a. � ;' �A+7� � �; � a �fis. t r, 7 a r .trk� s } t �+°r i t 74 � 1.r r r ,� a ^^ a} s 4 A - k r x '... • �, a , ..c � }-. ..,,.. ... ... .. ... u... ,. � . s ..... n, ,. ,_, si.✓d:r.;�, .�.. ,.f,,,, , .-t..:'.,..hT ra'..a. • Engineers Planners Surveyors April 17, 1998 File No.25-98-006-001-01 Reid Middleton, Inc. 19031 33rd Ave. W. Suite 301 P.O. Box 6638 Mr. Warren Lafon Lynnwood, WA Warren Lafon Architects 98036-0638 123 Fourth Avenue North Edmonds, WA 98020 Phone 425 775-3434 FAX 425 775-3439 Dear Mr. Lafon: reidmidd.com We investigated the anticipated traffic generation and distribution for the Fleury Family building, a mixed -use building in downtown Edmonds, Washington, as you requested. The project is located at 126 3rd Avenue North and is comprised of eight apartment units and 1 864 square feet that may be used as office space or retail space. -'r — The following table, based on the ITE'Trip Generation Manual, 6th Edition, presents the anticipated PM peak hour trip generation for the project. Retail s ace generates more trips than office space, therefore, retail space is used for this analysis. ITE PM Peak Hour �; `�� r ►1l; Land Use Land Use Code Trip Generation Trips Entering Trips Exiting i .63 k$ t • Apartments 220 5 3 2 2•Retail 820 7 .311 ki•86`' 4 3 Totals: 12 7 5 The attached 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 throug intersection to be of negligible impact. Please contact tric McGrady or me if you have any questions. Thank you for allowing REID MIDDLETON, IN . t e of service. Sincerely REID MIDDLETON, INc. William D. Goodwin, P.E. Director, Surface Transportation Division h.Moc\gep\sma11prdV1eury. doc Attachment . 1. J%A' _ A D w rinr 20� ]e�tpjgoo U -r rnec, =4' § Z § Z �' STORM DRAINAGE REPORT for The FLUERY FAMILY LLC an OFFICE/CONDOMINIUM COMPLEX 126 3rd Avenue N prepared by John W. Mellor, P.E. . s/�sr4g 8/5/98 smal-10 AUG 6 I993 UNDEVELOPED SITE The subject property is 90' x 120' with the 90' front length along 3rd Ave N and the 120' length between 3rd Ave N and the alley to the east. This property is moderately sloped with a topographical change from 69.0' at the southeast corner of the subject property adjacent to the alley to 60.28' at a point 18.5' south of the NW comer of the subject property along the west property. This elevation change takes place over a distance of 151.6' a vertical change of 8.72' with an average slope of 0.0575%. The acreage of the subject property is: 90.09' x 120' = 10,810.80 sq. ft. = 0.2481818 acres 43,560 43,560 The existing impervious surfaces presently on the subject site included an old house, shed, and walkway 1,100 sq ft(built prior to 1979) have been removed 2,143 sq ft = 0.049 ac 43,560 sq ft/ac The existing pervious area of the subject site is covered with a short grass, and a few shrubs. The pervious area for this analysis will be the entire site and is 10,810.80 sq ft or 0.2482 acres CN values for the site: meadows or pasture....................................................................................... 85 Time of Concentration for the Onsite Runoff Refer to the enclosed map The runoff route consists of sheet flow from the SE corner of the property to the NW corner of the property. Times of concentration are computed with the following equations for overland flow and open channel flow as follows: Tt = 0.42(nSL 0-8, where So = slope of watercourses are (P2) ' (So) .4 3/55 = 5.455% & 5.72/93.75 = 0.06101 L = length of watercourses are 55 & 93.75 nS= Manning's coeff s: 0.011 for bare hard packed and 0.15 for short grass P2= 2yr-24hr rainfall = 1.50 1 Ili Ttt = 0.42(0.011 x 55) 0.8 = 0.281 = 0.726 min Tc (1.5 �� (0.05455)0-4 0.387 Tt2 = 0.42(0.15 x 93.75)0,8 = 3.481 = 8.606 min Tc (1.5) yz(0.06101) .4 0.4045 Tc = 0.726 min + 8.606 min = 9.332 pervious area CN impervious area CN Tc 0.2482 85 0.0 98 9.332 SBUH results are contained in the back of this report. DEVELOPED. PROPERTY The developed property will contain a retail/office/condominium complex with parking contained within the building. The new structure will cover all but 78.65 of the entire site. 10,810.8 - 78.65 = 10,732.15 sq ft or 0.2464 ac of new impervious surfaces. The pervious surfaces will be landscaping, 78.65 sq ft or 0.0018 acres The time of concentration for the developed site is based on the runoff time from the roof of the building, down rain gutters, collector pipes, and through the detention system: Tt = 0.42 nsL)0.8 (P2) (SO)0.4 and V=k So, Tt= L = L , 60V 60k So Use HP41CX for pipe flow, or open channel flow where Sot = slope of roof = 2.0833% L = length of roof run = 35.32' ns= Manning's coeff. = 0.011 P2= 2yr-24hr rainfall = 1.50 So2 = slope of subcollector = 1.042% L = length of raingutter = 57' n = 0.012 for raingutter S03 = slope of collection line = 2.0% L = length of collection line = 70.0' n = 0.012 for PVC collector Soo = slope of detention sys = 0.5% L = length of detention sys = 32' n = 0.024 for CMP detention Ttt = 0.42(0.011 x 35.32)0.8 = 0.7490 min (1.5) ' (0.020833)0.4 Tt2 = 0.485 min(run in 57' of raingutter @ 1.042%; 1.959fps; 0.058 cfs) 2 1 Ttz = 0.51 min(run in 80' of 4" PVC collection piping @ 2.0%; 2.61fps; 0.058 cfs) Tt3 = 0.72 min(run in 124' of 6" PVC collection piping @ 1.0%; 2.89fps, 0.232 cfs) Tt4 = 0.40 min(run in 34' of 60" CMP detention piping @ 0.50%; 1.34 fps, 0.52 cfs) Tc = TtI + TO +Tt3 +Tt4 =0.7490 + 0.485 + 0.51 + 0.72 + 0.40 = 2.86 min pervious area CN impervious area CN Tc 0.0018 85 0.2464 98 2.86 SBUH results are at the back of this report Detention Requirements Detention for the subject project has been provided for in the detention system of the adjacent south property. This detention system that includes a 5.00' diameter 32' long CMP pipe and appurtenant structures has a storage capacity of 738.15 cu ft. The added impervious surfaces from the subject project are 10,732.15 sq ft and will require the use of the above SBUH analysis to obtain detention requirements. The RDFAC analysis was run for a 60" CMP pipe. The analysis for indicates a total storage capacity requirement of 358 cu ft. The storage requirement for the adjacent property is 417 cu ft. The total storage requirement is 358 + 417 = 775 cu ft. Checking Detention Capacity A section of 60" pipe 34' in length will provide 667.590 cu ft of storage. Additional storage will be provided by a 48" Type II catch basin with a restrictor with a live storage depth of 5.16'. The Type I-L catch basin adds 5.778 cu ft/ft. The storage of the entire 60" CMP detention system is 777.42 cu ft, which is just sufficient to meet the storage requirement. 48" CB live storage depth 5.16 ft x 12.566 cu ft/ft...................................... 64.840 cu ft 2'(30" CMP) x 4.909 cu ft/ft .......................................................................... 9.817 cu ft 34'(60" CMP) x 19.635 cu ft/ft .................................................................. 667.590 cu ft 2'(24" CMP) x 3.1416 cu ft/ft ........................................................................ 6.283 cu ft Type I - L CB live storage depth 5.00 ft x 5.778 cu ft/ft ............................ 28.890 cu ft 777.42 cu ft Water Quality i Addressing water quality concerns is not necessary due to the parking area being under cover and not exposed to the weather. Any water brought into the parking areas will be run into an oil/water separator before being discharged directed to the sanitary sewer. Offsite Drainage Offsite runoff has little or no impact on this project. Check Riser Overflow Capacity The flow to check is the 100 year storm, Qioo = 0.45 cfs. From the formula QWEIR = 9.739DH' ; where Q is in cfs, D is in feet(dia) and H in feet, an 6 inch riser can discharge 1.7216 cfs, with 6" of head Therefore 0.50 cfs is a conservative discharge. 4 i i 1 S.C.S. TYPE -IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 2,24,1.50 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 1.50" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.2482,85,0.0,98,9.332 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) .2 .2 85.0 .0 98.0 9.3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .02 7.83 406 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FLUR002U SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ----------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0018,85,0.2464,98,2.86 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 85.0 .2 98.0 2.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .10 7.67 1148 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FLUR002D SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP I I l , I S.C.S. TYPE -IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 10,24,2.00 ------------------------- ---------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.2482,85,0.0,98,9.332 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .2 85.0 .0 98.0 9.3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .04 7.83 715 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FLUR01OU I SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP i C I ---------------------------------------------------------------------- i ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0018,85,0.2464,98,2.86 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 85.0 .2 98.0 2.9 j PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .14 7.67 1592 i ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FLUROlOD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP i 1 S.C.S. TYPE -IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATI.ON(HOUR), PRECIP(INCHES) j 100,24,3.00 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.2482,85,0.0,98,9.332 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .2 85.0 .0 98.0 9.3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) i .10 7.83 1430 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FLUR100U SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0018,85,0.2464,98,2.86 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 85.0 .2 98.0 2.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .21 7.67 2487 i ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FLUR100D SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP j SUMMARY Ur' INPUT ITEMS i f 1) TYPE OF FACILITY: TANK 2) TANK DIAMETER(ft), STORAGE DEPTH(ft): 5.00, 5.00 f 3) VERTICAL PERMEABILITY(min/in): .00 f 4) PRIMARY DESIGN HYDROGRAPH FILENAME: FLUR100D 5) I PRIMARY RELEASE RATE(cfs): .09 6) NUMBER OF TEST HYDROGRAPHS: 2 { TEST HYD 1 FILENAME: FLUROlOD TARGET RELEASE(cfs): TEST HYD 2 FILENAME: FLUR100D TARGET RELEASE(cfs): 7) NUMBER -OF -ORIFICES, RISER-HEAD(ft), RISER-DIAM(in): 2, 5.00, I 8) ITERATION DISPLAY: YES .04 .09 rn ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED): .0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 951 CU-FT BOTTOM ORIFICE: ENTER Q-MAX(cfs) 0.059 DIA.= .99 INCHES i TOP ORIFICE: ENTER HEIGHT(ft) ! 2.91 DIA.= .89 INCHES ITERATION COMPUTATION BEGINS... f TRIAL TANK -LENGTH STOR-AVAIL 1 48.4 951 ( 2 38.2 750 3 31.7 622 4 27.4 537 5 24.5 481 6 22.6 444 7 21.3 418 8 20.4 400 j .9 19.8 388 10 19.4 380 11 19.1 374 12 18.8 369 f 13 18.7 366 14 18.5 364 15 18.5 362 16 18.4 361 17 18.4 360 18 18.3 359 19 18.3 359 20 18.3 359 21 18.3 358 22 18.3 358 PERFORMANCE: DESIGN HYD: TEST HYD 1: TEST HYD 2: STOR-USED 550 494 452 426 407 392 383 376 371 367 365 363 361 360 360 359 359 358 358 358 358 358 INFLOW TARGET -OUTFLOW .21 .09 .14 .04 .21 .09 SPECIFY: D - DOCUMENT, R - REVISE, PK-STAGE 2.81 3.13 3.42 3.71 3.94 4.14 4.32 4.45 4.58 4.69 4.77 4.84 4.88 4.91 4.94 4.95 4.97 4.98 4.98 4.99 4.99 4.99 ACTUAL -OUTFLOW .09 .04 .09 A - ADJUST ORIF, PK-OUTFLOW .04 .06 .06 .07 .07 .08 .08 .08 .08 .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 PK-STAGE 4.99 2.90 4.99 E - ENLARGE, STORAGE 358 210 350 S - STOF S.C.S. TYPE -IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 2,24,1.5 ---------------------------------------------------------------------- ******************** S.C.S. TYPE -IA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 1.50" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.3306,85,0.0,98,10.24 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .3 85.0 .0 98.0 10.2 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .03 7.83 541 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MKEZ002U SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0110,85,0.3196,98,2.08 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) .3 .0 85.0 .3 98.0 2.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .14 7.67 1503 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MKEZ002D SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP 7`, S.C.S. TYPE -IA RAINFALL DISTRIBUTION j ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 10,24,2.0 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.3306,85,0.0,98,10.24 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .3 85.0 .0 98.0 10.2 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .06 7.83 953 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MKEZOl0U i SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0110,85,0.3196,98,2.08 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) .3 .0 85.0 .3 98.0 2.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .19 7.67 2091 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MKEZ0l0D SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP 1 S.C.S. TYPE -IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100,24,3.0 ---------------------------------------------------------------------- ******************** S.C.S. TYPE -IA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.3306,85,0.0,98,10.24 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .3 85.0 .0 98.0 10.2 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .13 7.83 1904 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: I MKEZ100U SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0110,85,0.3196,98,2.08 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) .3 .0 85.0 .3 98.0 2.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .29 7.67 3276 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MKEZ100D SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP Juruyu�tc r �i1 ivru i 1 i r.riJ � � 1) TYPE OF FACILITY: TANK i 2) TANK DIAMETER(ft), STORAGE DEPTH(ft): 5.00, 5.00 3) VERTICAL PERMEABILITY(min/in): .00 1 4) PRIMARY DESIGN HYDROGRAPH FILENAME: ,MKEZ100D 5) PRIMARY RELEASE RATE(cfs): .13 6) NUMBER OF TEST HYDROGRAPHS: 2 TEST HYD 1 FILENAME: MKEZ0l0D TARGET RELEASE(cfs): .06 TEST HYD 2 FILENAME: MKEZ100D TARGET,RELEASE(cfs): .13 7) NUMBER -OF -ORIFICES, RISER-HEAD(ft), RISER-UTAM(in): 2, 5.00, 6 8) ITERATION DISPLAY: YES ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED): 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 1263 CU-FT BOTTOM ORIFICE: ENTER Q-MAX(cfs) 0.085 DIA.= 1.18 INCHES TOP ORIFICE: ENTER HEIGHT(ft) 2.91 DIA.= 1.07 INCHES ITERATION COMPUTATION BEGINS... TRIAL TANK -LENGTH STOR-AVAIL STOR-USED PK-STAGE PK-OUTFLOW 1 64.3 1263 669 2.62 .06 2 49.2 966 604 3.00 .07 3 40.0 785 548 3.30 .09 4 34.0 667 513 3.60 .10 5 30.1 590 490 3.88 .11 6 27.5 540 470 4.07 .11 7 25.7 505 456 4.26 .11 f 8 24.5 481 446 4.40 .12 9 23.6 463 439 4.50 .12 10 23.0 451 433 4.62 .12 11 22.6 442 429 4.72 .12 12 22.2 436 426 4.79 .13 13 22.0 431 424 4.84 .13 14 21.8 427 422 4.88 .13 15 21.6 425 421 4.91 .13 16 21.5 423 419 4.93 .13 17 21.5 421 419 4.95 .13 18 21.4 420 418 4.96 .13 19 21.4 419 417 4.97 .13 20 21.3 418 417 4.98 .13 21 21.3 418 417 4.98 .13 22 21.3 417 417 4.99 .13 23 21.3 417 416 4.99 .13 24 21.2 417 416 4.99 .13 PERFORMANCE: INFLOW TARGET -OUTFLOW ACTUAL -OUTFLOW PK-STAGE STORAGE DESIGN HYD: .29 .13 .13 4.99 416 TEST HYD 1: .19 .06 .06 2.89 240 TEST HYD 2: .29 .13 .13 4.99 410 SPECIFY: D - i DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STO] O O O CU W m m 0o O )E FH na$ 1 30' WILL BE INSPECTED BY THE CITY ENGINEER, EXIST, PARKING LINE REMOVE AND REPLACE AS DIRECTED, 3 EXISTING CL - PAINT CURB._.. - - — -- - - - --- ---- ---- EXIST, P EXIST, PARKING SIGN EXISTING STREET TREE o EXI EL, = 57.51' O ®EL, = 57.70' ®EL, EXIST, SIDEWALK & CURB ®EL, = 57,78' TOE OF WALL N29^0B'27'E 90,09' r— I I i WALL [To BE COURT COURT i I REMOVED I I PLA ER WI PLANT I of 62 3 PLANT `q LJ h I PL TER PLANT R~ i I r-I--�� ENVY PLANT RI _ I I I , I I 1 I I 6 I i 1 i I I 0\ RESIDENCE I TO BE REMOVED I I I � IP� I f � I ' I I � T ; _ - `--------F i K I F — 0) — 00 U LDING 1 I { GARAGE ' TO BE REMOVED / I I i / I _ Q�- - - - - - - - - ----' S29^0B'27'W 90,09' <A' ALLEY (16') w 0 cu I 0 I co ® EL,_ STF MET LD z o o O u (�j Q z Q J I W I C� Q I co 4 V, Nt O z a • 0 CITY OF EDMONDS ENVIRONMENTAL CHECKLIST -Y90 199 Purpose of Checklist: The State Environmental Policy Act (SEPA), chapter 43.21C RCW, requires all governmental agencies to consider the environmental impacts of a proposal before making decisions. An environmental impact statement (EIS) must be prepared for all proposals with probable significant adverse impacts on the quality of the environment. The.purpose of this checklist is to provide information to help you and the agency identify impacts from your proposal (and to reduce or avoid' impacts from the proposal, if it can be done) and to help the agency decide whether an EIS is required. Instructions for Applicants: This environmental checklist asks you to describe some basic information about your proposal. Governmental agencies use this checklist to determine whether the environmental impacts of your proposal are significant, requiring preparation of an EIS. Answer the questions briefly, with the most precise information known, or give the best description you can. You must answer each question accurately and carefully, to the best of your knowledge. In most cases, you should be able to answer the questions from your own observations or project plans without the need to hire experts. If you really do not know the answer, or if a question does not apply to your proposal, write "do not know" or does not apply". complete answers to the questions now may avoid unnecessary delays later. Some questions ask about governmental regulations, such as zoning, shoreline, and landmark designations. Answer these questions if you can. If you have problems, the governmental agencies can assist you. The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there may be significant adverse impact. Use of checklist for nonproject proposals: Complete this checklist for nonproject proposals, even though questions may be answered "does not apply." IN ADDITION, complete the SUPPLEMENTAL SHEET FOR NONPROIECT ACTIONS (part D)., For nonproject actions, the references in the checklist to the words "project," "applicant," and "property or site" should be read as "proposer," and "affected geographic area," respectively. A. BACKGROUND 1. Name of proposed project, if applicable: 2. Name of applicant: I 1-7D C 01-T t— L EU RY (Z&(.) 5(0 - 3. Address and phone number of applicant and contact person: 4. Date checklist prepared: Page t of 22 5. Agency requesting checklist: City of Edmonds. 6. Proposed timing or schedule (including phasing, if applicable): (STAFF COMMENTS) 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. (STAFF COMMENTS) 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. /I�D�clE ,n��FO (STAFF COMMENTS) 9. Do you know whether applications are pending; for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. 1110 '�� 4GU (STAFF COMMENTS) 10. List any government approvals or permits thin will he needed for your proposal, if known. Anzz A.oDn^ tfAj _ -P-. ►J.) ni. aL 12nA., (STAFF COMMENTS)_ CHKU/I425-93.MA57ER Page 2 of 22 11. Give brief, complete description of your proposal, including the proposed uses and size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You. do not need to repeat those answers on this page. (STAFF COMMENTS) 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide range or boundaries of the site(s). Provide legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. (STAFF COMMENTS) TO.BE COMPLETED BY APPLICANT B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site (circle one): Flat, ollin hilly, steep slopes, mountainous, other: (STAFF COMMENTS) b. What is the steepest slope on the site (approximate percent slope)? e (STAFF COMMENTS) C. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any prime farmland. Page 3 of 22 (STAFF COMMENTS) d. Are there surface )J indications or history of unstable soils in the immediate vicinity? If so, describe. N� (STAFF COMMENTS) e. Describe the purpose, type and approximate quantities of any filling or grading proposed. Indicate source of fill. 'AOM6K. -5641A Cu orl r--VrA()A.-Tio,.l. rn6rz M;=�d—r (STAFF COMMENTS) f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. �d (STAFF COMMENTS) g. About what percent of the'site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? • — 1 - of (STAFF COMMENTS) Page 4 of 22 CKKLT/1425.9].MA.Sf GR h. Proposed measures to reduce sir control erosion, or other impacts to the earth, if any: (STAFF COMMENTS) 2. AIR a. What types of emissions to the air would result from the proposal ' (i.e., dust, automobile, odors, industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. u s-a r=- x"OsT T Ro n-k Ca nlSTezc1C-ri a r� . (STAFF COMMENTS) b. Are there any off -site sources of emissions or odor that may effect your proposal? If so, 'generally describe. .. Flo (STAFF COMMENTS) C. Proposed measures to reduce or control emissions or other impacts to the, if any: N164E (STAFF COMMENTS) 3. WATER a. Surface: (1) Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? .If yes, describe type and provide names. If appropriate, state what stream or river it flows into. (STAFF COMMENTS) PaV 5 of22 (2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please desscribe'and attach available plans. (STAFF COMMENTS) (3) Estimate the amount of till and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. t� arum (STAFF COMMENTS) (4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. d,I a (STAFF COMMENTS) (5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. �U (STAFF COMMENTS) (6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. K1 0 (STAFF COMMENTS) C►K LT/ 1425-9J. M A STE R P11g%� 6 of 22 b. Ground:" (1) Will ground water he withdrawn, or will, water be discharged to ground water? Give general descri pt ion, purpose, and approximate quantities if known. IV O (STAFF COMMENTS) (2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals...; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served • (if applicable), or the number of animals or humans the system(s) are expected to serve. �Iatg ra (STAFF COMMENTS) C. Water.Runoff (including storm water): (1) Describe the source of runoff (including storm water) and method of collection and disposal, if, any (include quantities, if known). Where will this water Flow? Will this water flow into other waters.".' If so, describe. (STAFF COMMENTS) (2) Could waste materials enter ground or surface waters? If so, generally describe. (STAFF COMMENTS) Pn-e 7 of 22 d. Proposed measures to reduce or control surface, ground, and runoff water impacts, if 'any: t ( 1.- '.Q,t - r,� � T7 #-- I -r, n . f Lj I-- -rt l & (STAFF COMMENTS) 4. Plants a. Check or circle types of vegetation found on the site: _ deciduous tree: alder, maple, aspen, other: �.ppt.E , bW�tj� U=V evergreen tree: fir, cedar, pine, other: YC shrubs grass pasture crop or grain wet soil plants: cattail, buttercup, bulrush, skunk cabbage, other: water plants: water lily, eelgrass, milfoil, other: X other types of vegetation:,R24XY�� . (STAFF COMMENTS) b. What kind and amount of vegetation will he removed .or altered? ALL. Vr,-Er�TF jtog (STAFF COMMENTS) C. List threatened or ends NONE (STAFF COMMENTS) species known to be on or near the site. d. Proposed landscaping,use of native plants, or other materials to preserve or enhance vegetation on the site, if any: Page 8 or 22 CKKLT/IP25-93.MASr[R (STAFF COMMENTS) 5. Animals a. Check or circle any birds and animals which have been observed on or near the site or are known to be on or near the site: X. birds: hawk, heron, eagle, s� other: ` i6ULL�j mammals: deer, bear, elk, beaver; other: fish: bass, salmon, trout, herring, shellfish, other: (STAFF COMMENTS) j b.. List any threatened or endangered species known to be on or near the site. (STAFF COMMENTS) C. Is the site part. of a migration route? if so, explain. M o (STAFF COMMENTS) d. Proposed measures to preserve or enhance wildlife, if any: /1I 5 NE' (STAFF COMMENTS) 6. Energy and Natural Resources page 9 of 22 a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will he used for heating, manufacturing, etc. (STAFF COMMENTS) b. Would your project affect the potential use of solar energy by adjacent, properties? If so, generally describe. // NQ (STAFF COMMENTS) C. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures t6 reduce or control energy impacts, if any: (STAFF COMMENTS) 7. Environmental Health a. Are there any environmental health haiards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so describe. /Zel (STAFF CONINIENTS) CIOCLT/ 1a25.93. M ASCGR Page 10 of 22 (1) Describe special emergency services that might be required. Alo n(E (STAFF COMMENTS) (2) Proposed measures to reduce or control environmental health hazards, if any: /1loNE • (STAFF COMMENTS) b. Noise (1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? T,r�A�G (STAFF COMMENTS) (2).. What types and levels of noise would he created by. or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. ` Sf 6RT rETzM - ( JCNf> UC 716 N (STAFF COMMENTS) (3) Proposed measures to reduce or control noise impacts', if any: lYotilE (STAFF COMMENTS) n-_ I I _eee 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? ! QGKTf A L (STAFF COMMENTS) b. Has the site been used for agriculture? If so, describe. (STAFF COMMENTS) C. Describe any structures on the site. (STAFF COMMENTS) d. Will any structures he demolished? If so, what? (-rt_t (Db (STAFF COMN9ENTS) e. What is the current zoning classification of the site? (STAFF COMMENTS) Pago 12 of 22 CIOCLT/10.25-93.MASf CR f. What is the current comprehensive plan designation of the site? (STAFF COMMENTS) g. If applicable, what is current shoreline master. plan designation of the site? th A. (STAFF COMMENTS) h. Has any part of the site been classified as an "environmentally sensitive" area? If so, specify. Aa (STAFF COMMENTS) i. Approximately how many people would reside or work in the completed prgject? A-no20x . 22 (STAFF COMMENTS) j. Approximately how many people would the completed project displace? (STAFF COMMENTS) Page 13 of 22 k. Proposed measures to avoid or reduce displacement impacts, if any: do- tilE (STAFF COMMENTS) 1. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: (STAFF COMMENTS) 9. Housing a. Approximately how many units would he provided, if any? Indicate whether high, middle, or low-income housing. E' (STAFF COMMENTS) b. Approximately how many units, if any would be eliminated? Indicate whether high, middle, or low- income housing. (STAFF COMMENTS) C. Proposed measures to reduce or control housing impacts, if any: (STAFF COMMENTS) Page 14 of 22 OWLT/10•5-91MA.SfER 0 '10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principle exterior building material(s) proposed? o 12RIC V, (STAFF COMMENTS) b. What views in the immediate vicinity would be altered or obstructed? �loN� (STAFF COMMENTS) C. Proposed measures to reduce or control aesthetic impacts, if any: �U /L OIA t S I I (STAFF .CONI N1 ENTS) 11. Light. and Glare a. What. type of light or glare will the proposal produce? what time of day would it mainly occur? �02 c H Lis H>s a2 VA-R-k (STAFF COMMENTS) b. Could light or glare From the finished prnject be a safety harard or interfere with views? (STAFF COMMENTS) Pa.o 15 if 21 C. What existing off -site sources of light or glare may affect your proposal? (STAFF COMMENTS) d. Proposed measures to reduce or control light and glare impacts, if any: (STAFF COAMENTS) 12. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? (STAFF COMMENTS) h. Would the proposed'pr/oject displace -tiny existing recreation uses? If so, describe. (STAFF COMMENTS) C. Proposed measures to reduce or control impacts on recreation, including recreation .opportunities to be provided by the project or applicant, if any: r (STAFF COAMENTS) CHKLT/1423.93.M ASTER Page 16 of 22 13. Historic and Cultural Preservation a. Are there any places or objects listed on, or proposed for, national, state, or local preservation registers known to be on or next to the site' If so, generally describe. No (STAFF COMMENTS) b. . Generally. describe any landmarks br evidence .of historic, archaeological, scientific, or cultural importance known to be on or next to the site. � NE' (STAFF COMMENTS) C. Proposed measures to reduce or control impacts, if any: A/0 NE (STAFF COMMENTS) 14. Transportation a. Identify public streets and highways serving the site, and describe proposed access to the existing street system. Show on site plans. if any. (STAFF COMMENTS) b. Is site currently served by public transit? If no, what is the approximate distance to'the nearest transit stop? yes Pap 17 of 22 • (STAFF COMMENTS) C. How many parking spaces would the completed pro.*t have? How many would the project eliminate? ELIM 161 A TE 2 >4 f>D 2 8 !f2 (STAFF COMMENTS) d. Will the proposal require any new roads or streets, or improvement% to existing roads or streets, not including driveways? If so, generally describe (indicate whether public or private). (STAFF COMMENTS) e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. (STAFF COMMENTS) f. How many vehicular trips per day would be generated by the completed project? If known, indicate when peak volumes would occur. (STAFF COAIAIENTS) CFIXLT/ 16=5-93. Al ASTER Fags 18 of 22 g. Proposed measures to reduce or control transportation impacts, if any: (STAFF COMMENTS) 15. Public Services Would the project result in an increased need for public services (for example: fire protection, police protection, health wcare, schools,, other)". If so, generally describe. (STAFF COMMENTS) b. Proposed me:►.sures to reduce or control direct impacts on public services, if any: (STAFF COMMENTS) 16. Utilities a. Circle utilities currently available at the site: electricit atural gas Ovate refu a s�telephone sanitary sewer, septic system, other: (STAFF COMN1ENTS) Pagc 19 of 22 b. Describe the utilities that are proposed for the .project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. C-tA5 - Gt1A SN . IqA7. 4rA6 incE6. - 5MC (STAFF CO, MNIENTS) C. SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its dedision. Signature of Proponent Date Submitted _p CHKLT/145.93.MASTER Pa-e 20 of 22 p ED o M y O Is 181ir FILE CITY. OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 . STATUS: APPROVED ENG20130214 Permit Number: ENG20130214 Address of Public Use/Encroachment: 126 3RD AVE N #101, EDMONDS PROPERTY 126 3RD AVE N EDMONDS, WA 98020 STREET USE/ENCROACHMENT awning (originally permitted in 2001) STREET USE. Placement of any temporary or movable objects in any portion ofpublic space or City right-of-way shall meet all code requirements as set forth in the following chapters of the Edmonds Community Development Code. ENCROACHMENT. Permanent structures encroaching upon any portion of public space, City right -of --way or easement area shall meet all Code Requirements as set forth in the following chapter of the Edmonds Community Development Code. CODE APPLICATION. • Chapter 18.70, 17.65, and 17.70.040 of the Edmonds Community Development Code. All terms of the adopted ordinance are incorporated herein as if set forth in full and this permit therefore is subject to the terms of those chapters. FOR THE TERM IN WHICH THIS PUBLIC USE/ENCROACHMENT IS IN EFFECT, THE OWNER SHALL COMPLY WITH THE PERMIT CONDITIONS SET FORTH BY THIS PERMIT. NOTE. The issuance of this permit is understood by the owner to be of a temporary nature, shall vest no permanent right and shall be issued and may in any case be revoked at the sole discretion of the City per ECDC 18.70.040. Applicant is responsible to provide a copy of the insurance certificate to the City at the beginning of each calendar year, no later than the 21st day of January. INDEMNITY. • The Applicant understands and 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 of any legal proceedings including defense costs, court cost, and attorney fees by reason of granting this permit. In addition, the applicant understands that he/she shall provide and continually maintain during the term of the permit a ceritificate of insurance naming the city as an additional insured, with respect to liability, and providing that it shall be primary as to any other policy of insurance. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE CITY ENGINEER OR HIS/I IER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN SPACE PROVIDED. ED BY Printed: Monday. ADril 15.2013 DATE FILE COPY INSPECTOR COPY n APPLICANT COPY STATUS: APPROVED ENG20130214 CONDITIONS • The proposal will not adversely impact public space open to vehicular or pedestrian travel. • Architectural Design Board Approval has been granted or the process has been administratively approved. • The proposal will not unreasonably interfere with the rights of the public. • Items shall be placed adjacent to the building and may encroach onto a maximum of two feet of the public sidewalk; or in accordance with Bistro and outdoor dining code; or per an approved building permit. • Safe Pedestrian travel area, or clear zone, of 44 inches minimum width, providing a level safe walking surface along the public sidewalk, shall, be maintained. (e.g. measuring 44 inches from edge of street tree grates or newspaper stands toward place of business.) • Exterior light Fixtures, banners, signs and flags must provide for a minimum clear zone of 7 feet above City right-of-way. • Clear Landings of 44 inches or no less than the width of the door (whichever is greater), measured toward the. street, shall be maintained on the exterior side of all required exit doors: • Illumination from the city light fixtures shall not be blocked. • No objects shall be hung from.the City light standards. • Three feet of clearance around fire hydrants, standpipes, P.I.V.'s, manholes, water meters, blowoffs, cleanouts and valves shall be maintained. • Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per \ City standards that is caused by or occurs during the permitted project. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:OOam to 6:OOpm on weekdays and 10:00am and 6:OOpm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance fo this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance provision. INSPECTIONS None of ED_4 CITY OF -EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 980 � o PHONE: (425) 771 0220 -FAX: (425) 771-0221R19 TILE 1 STATUS: APPROVED ENG20130213 Permit Number: ENG20130213 Address of Public Use/Encroachment: 126 3RD AVE N, EDMONDS PROPERTY OWNER BUSINESS OWNER 126 3RD AVE N EDMONDS, WA 98020 STREET USE/ENCROACHNIENT architectural extensions, auger cast concrete piling cut off 24" below grade STREET USE. Placement of any temporary or movable objects in any portion of public space or City right-of-way shall meet all code requirements as set forth in the following chapters of the Edmonds Community Development Code. ENCROACHMENT. • Permanent structures encroaching upon any portion of public space, City right-of-way or easement area shall meet all Code Requirements as set forth in the following chapter of the Edmonds Community Development Code. CODE APPLICATION. Chapter 18.70, 17.65, and 17.70.040 of the Edmonds Community Development Code. All terms of the adopted ordinance are incorporated herein as if set forth in full and this permit therefore is subject to the terms of those chapters. FOR THE TERM IN WHICH THIS PUBLIC USE/ENCROACHMENT IS IN EFFECT, THE OWNER SHALL COMPLY WITH THE PERMIT CONDITIONS SET FORTH BY THIS PERMIT. NOTE. The issuance of this permit is understood by the owner to be of a temporary nature, shall vest no permanent right and shall be issued and may in any case be revoked at the sole discretion of the City per ECDC 18.70.040. Applicant is responsible to provide a copy of the insurance certificate to the City at the beginning of each calendar year, no later than the 21st day of January. INDEMNITY- The Applicant understands and 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 of any legal proceedings including defense costs, court cost, and attorney fees by reason of granting this permit. In addition, the applicant understands that he/she shall provide and continually maintain' during the term of the permit a ceritfficate of insurance naming the city as an additional insured, with respect to liability, and providing that it shall be primary as to any other policy of insurance. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE CITY ENGINEER OR HIS/HER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN SPACE PROVIDED. \ Printed: Monday, April 15, 2013 ❑ FILE COPY ❑ INSPECTOR COPY ❑ APPLICANT COPY STATUS: APPROVED ENG20130213 CONDITIONS 'j • The proposal,'will not adversely impact public space open to vehicular or pedestrian travel. • Architectural Design Board Approval has been granted or the process has been administratively approved. • The proposal will not unreasonably interfere with the rights of the public. • The proposal either benefits the public interest; safety or convenience (e.g., supports or protects the city street) or is an accessory structure such as fence normally associated with residential use of the property as fully complies with the requirements of criteria above. • Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is caused by or occurs during the permitted project. • . Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:OOam to 6:OOpm on weekdays and 10:00am and 6:OOpm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance fo this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance provision. INSPECTIONS • None STORM DRAINAGE REPORT for THE FLEURY FAMILY LLC an OFFICE/CONDOMINIUM COMPLEX 126 3 rd Ave N prepared by John W. Mellor, P.E //2 0/0 828/98 DRFLUERY UNDEVELOPED SITE The subject property is 90' x 120' with the 90' front length along 3rd Ave N and the 120' length between 3rd Ave N and the alley to the east. This property is moderately sloped with a topographical change from 69.0' at the southeast corner of the subject property adjacent to the alley to 60.28' at a point 18.5' south of the NW corner of the subject property along the west property. This elevation change takes place over a distance of 151.6' a vertical change of 8.72' with an average slope of 0.0575%. The acreage of the subject property is: 90.09' x 120' = 10, 810.80 sq. ft. = 0.2481818 acres 43,560 43,560 The existing impervious surfaces presently on the subject site included an old house, shed, and walkway 1,100 sq ft(built prior to 1979) have been removed 2,143 sq ft = 0.049 ac 43,560 sq ft/ac The existing pervious area of the subject site is covered with a- short grass, and a few shrubs. The pervious area for this analysis will be the entire site and is 10,810.80 sq ft or 0.2482 acres CN values for the site: meadows or pasture....................................................................................... 85 Time of Concentration for the Onsite Runoff Refer to the enclosed map The runoff route consists of sheet flow from the SE corner of the property to the NW corner of the property. Times of concentration are computed with the following equations for overland flow and open channel flow as follows: Tt = 0.42� sU 08 *_ , where So = slope of watercourses are (P2) (So) .4 2/55 = 3.6363% & 5.72/93.75 = 0.0610 L = length of watercourses are 55 & 93.75 ns = Manning's coeffs: 0.011 for bare hard packed and 0.15 for short grass P2 = 2yr-24hr rainfall = 1.50 EXIST. PARKING LINE EXISTING CURB PAINT CURB EXIST. PARKIN EXIST. PARKING SIGN EXISTING STREET TREE o EXISTING r� ELCf . = 57.51' O ® EL. = 57.70' ® EL. = 5- EXIST. SIDEWALK & CURB ®EL. = 57.78' TOE OF WALL N29"08'27"E 90.09' ED EL. -=- 57.7f - --- ---- ------------------------ i I ------ EL. = 60.2E I I WALL TO BE r'�p COURT I REMOVED COURT I I I 0 i PLANTER I PLANTER O I V IQ>- W A 1 PLANT I Cp ! PL TER O PLANTE I ~ I I F-j - -� -I ENTRY EXIS PLANTE RES I I O — — — — — n STANDIN METAL F 6' r � I I I I � I I I I I RESIDENCE --- I TO BE REMOVED. 4 1 I I Al I I O X I I 0 I I w _____NEW L — — ` �� — L',6111 — — — —-------- ro 00 u I < 0 0 0 PARKI TO AIN TO Q `n CATCH BKSS�hN , / f, I L WATER z " SEPA.RATOP ��THEN 'RAIN TO SEWER. a BAS�EMEN I LE 57.75 I I I W �- l co EILE. --- � oOR' IV.o OOR I ELEV. 7.25 z --- - ®--- / I GARAGE °° 6 TO BE REMOVED p o IER N ®� S29°08'27"W <\9O.O9' B------- °°- ��= ALLEY's,(16') 'ems, s°. - �--- - - - - - - - - - - - - - - - - - - 0a -. Ttt = 0.42(0.011 x 5Q0,8 = 0.281 = 0.854 min Tc (1.5) 7(0363)0.4 0.329 Tt2 = 0.42(0.15 x 93.75)0,8 = 3.481 = 8.606 min Tc (1.5)u-"2 (006101) .4 0.4045 Tc = 0.726 min + 8.606 min = 9.332 pervious area CN impervious area CN Tc 0.2482 85 0.0 98 9.460 SBUH results are contained in the back of this report. DEVELOPED PROPERTY The developed property will contain a retail/office/condominium complex with parking contained within the building. The new structure will cover all but 78.65 of the entire site. 10,810.8 - 78.65 = 10,732.15 sq ft or 0.2464 ac of new impervious surfaces. The pervious surfaces will be landscaping, 78.65 sq ft or 0. 00 18 acres The time of concentration for the developed site is based on the runoff time from the roof of the building, down rain gutters, collector pipes, and through the detention system: Tt = 0.42(nsL) 0.s (P2) (SO)0.4 and V=k So, Tt = L = L , 60V 60k So Use HP41 CX for pipe flow, or open channel flow where Sol = slope of roof = 2.0833% L = length of roof run = 35.32' ns= Manning's coeff. = 0.011 P2= 2yr-24hr rainfall = 1.50 Sot = slope of subcollector = 1.042% L = length of raingutter = 57' n = 0.012 for raingutter So3 = slope of collection line = 2.0% L = length of collection line = 70.0' n = 0.012 for PVC collector SO4 = slope of detention sys = 0.5% L = length of detention sys = 32' n = 0.024 for CMP detention Tti = 0.42(0.011 x 35.32)0.8 = 0.7490 min (1.5 5z(0.020833)0.4 Tt2 = 0.485 min(run in 57' of raingutter @ 1.042%; 1.959fps; 0.058 cfs) iIA Tt2 = 0.51 min(run in 80' of 4" PVC collection piping @ 2.0%; 2.61fps; 0.058 cfs) Tt3 = 0.72 min(run in 124' of 6" PVC collection piping @ 1.0%; 2.89fps, 0.232 cfs) Tt4 = 0.40 min(run in 34' of 60" CMP detention piping @ 0.50%; 1.34 fps, 0.52 cfs) Tc=Tt,+Ttz+Tt3+Tt4=0.7490+0.485+0.51 + 0.72 + 0.40 = 2.86 min pervious area CN impervious area CN Tc 0.0018 85 0.2464 98 2.86 SBUH results are at the back of this report Detention Requirements Detention for the subject project has been provided for in the detention system of the adjacent south property. This detention system includes a 5.00' diameter 34' long CMP pipe and with appurtenant structures has a storage capacity of 738.15 cu ft. The added impervious surfaces from the subject project are 10,732.15 sq ft and will require the use of the above SBUH analysis to obtain detention requirements. The RDFAC analysis was run for a 60" CMP pipe. The analysis for combined flows from both this project and the adjacent project requires the use of the routine for adding hydrographs. Using the RDFAC program with the added hydrographs indicates a total storage capacity requirement for both projects of 784 cu ft. Checking Detention Capacity (:Z:ec i of 60" ' 4�jnth v� I provide 667.590 cu ft of storage. Additional storage will be provided by a 48" Type II catch basin with a restrictor with a live storage depth of 5.16'. The Type I-L catch basin adds 5.778 cu ft/ft. The storage of the entire 60" CMP detention system is 801.361 cu ft, which is sufficient to meet the storage requirement of 784 cu ft. 48" CB live storage depth 5.19 ft x 12.566 cu ft/ft ...................................... 65.218 cu ft 2'(30" CMP) x 4.909 cu ft/ft .......................................................................... 9.818 cu ft 34'(60" CMP) x 19.635 cu ft/ft .................................................................. 667.590 cu ft 2'(24" CMP) x 3.1416 cu ft/ft........................................................................ 6.283 cu ft Type I - L CB live storage depth 5.00 ft x 5.778 cu ft/ft .............................. 28.890 cu ft 120' of 6" PVC piping x 0.196 cu f/ft................................................ 23.562 cu ft 801.361 cu ft t, Water Quality Addressing water quality concerns is not necessary due to the parking area being under cover and not exposed to the weather. Any water brought into the parking areas will be run into an oil/water separator before being discharged directed to the sanitary sewer. Offsite Drainage Offsite runoff has little or no impact on this project. Check Riser Overflow Capacity The flow to check is the 100 year storm, Qioo = 0.45 cfs. Q100 = 0.45 cfs is the flow from the 100 year developed flow resulting from the use of the added hydrographs. From the formula QWEIR = 9.739DH3i2 ; where Q is in cfs, D is in feet(dia) and H in feet, an 6 inch riser can discharge 1.7216 cfs, with 6" of head Therefore 0.45 cfs is a conservative discharge. 4 1 lot, SIC S.C.S. TYPE -IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 10,24,2.00 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.2462,85,0.0,98,9.459 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .2 85.0 .0 98.0 9.5 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .04 7.83 710 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FLER01OU SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0018,85,0.2464,98,2.86 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 85.0 .2 98.0 2.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .14 7.67 1592 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FLER010D SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP 1 S.C.S. TYPE -IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100,24,3.00 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.2482,85,0.0,98,9.459 I- DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .2 85.0 .0 98.0 9.5 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .10 7.83 1430 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FLER100U SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0018,85,0.2464,98,2.86 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 85.0 .2 98.0 2.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .21 7.67 2487 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: FLER100D SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 10,24.2.0 ---------------------------------------------------------------------- ******************** S.C.S. TYPE -IA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.3306.85.0.0.98.10.24 DATA PRINT-OUT: AREA(ACRES) .3 PERVIOUS IMPERVIOUS A CN A CN .3 85.0 .0 98.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .06 7.83 953 TC(MINUTES) 10.2 ENTER [d:][pathjfilename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MKEZ01OU SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0110,85,0.3196,98,2.08 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .0 85.0 .3 98.0 2.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .19 7.67 2091 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MKEZ010D SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP I S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100,24.3.0 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.3306,85,0.0,98,10.24 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS A CN A CN .3 .3 85.0 .0 98.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .13 7.83 1904 TC(MINUTES) 10.2 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MKEZ100U SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0110,85,0.3196,98,2.08 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .0 85.0 .3 98.0 2.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .29 7.67 3276 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MKEZ100D SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP L ROUTINE FOR ADDING HYDROGRAPHS ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 MKEZOl0U ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 10.24 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 FLER01OU ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 9.459 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= .06 CFS T-PEAK= 8.00 HRS TT= 10 MINUTES HYDROGRAPH 2: PEAK-Q= .04 CFS T-PEAK= 7.83 HRS TT= 9 MINUTES HYDROGRAPH SUM: PEAK-Q= .10 CFS T-PEAK= 8.00 HRS TOTAL VOLUME: 1608CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP F ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MRKFOl0U SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP N ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 MKEZ010D ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 2.08 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 FLER010D ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 2.86 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= .17 CFS T-PEAK= 7.67 HRS TT= 2 MINUTES HYDROGRAPH 2: PEAK-Q= .12 CFS T-PEAK= 7.67 HRS TT= 2 MINUTES HYDROGRAPH SUM: PEAK-Q= .30 CFS ,T-PEAK= 7.67 HRS TOTAL VOLUME: 3749CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP F ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MRKF010D SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 MKEZ100U ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 10.24 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 FLER100U ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 9.459 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= .13 CFS T-PEAK= 8.00 HRS TT= 10 MINUTES HYDROGRAPH 2: PEAK-Q= .10 CFS T--PEAK= 8.00 HRS TT= 9 MINUTES HYDROGRAPH SUM: PEAK-Q= .23 CFS 'f-PEAK= 8.00 HRS TOTAL VOLUME: 3287CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP F ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MRKF100U SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP N ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 MKEZ100D ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 2.08 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 FLER100D ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 2.86 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= .27 CFS T-PEAK= 7.67 HRS TT= 2 MINUTES HYDROGRAPH 2: PEAK-Q= .18 CFS T-PEAK= 7.67 HRS TT= 2 MINUTES /T-PEAK= HYDROGRAPH SUM: PEAK-Q= .45 CFS 7.67 HRS TOTAL VOLUME: 5675CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP F ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: MRKF100D SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP 1) TYPE OF FACILITY: TANK 2) TANK DIAMETER(ft), STORAGE DEPTH(ft): 5.00, 5.00 3) VERTICAL PERMEABILITY(min/in): .00 4) PRIMARY DESIGN HYDROGRAPH FILENAME: MRKF100D 5) PRIMARY RELEASE RATE(cfs): .23 6) NUMBER OF TEST HYDROGRAPHS: 2 TEST HYD 1 FILENAME: MRKF010D TARGET RELEASE(cfs): TEST HYD 2 FILENAME: MRKF100D TARGET RELEASE(cfs): 7) NUMBER -OF -ORIFICES, RISER-HEAD(ft), RISER-DIAM(in): 2, 5.00, 8) ITERATION DISPLAY: YES .10 .23 0 ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED): 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 2268 CU-FT BOTTOM ORIFICE: ENTER Q-MAX(cfs) 0.1356 DIA.= 1.50 INCHES TOP ORIFICE: ENTER HEIGHT(ft) 3.0 DIA.= 1.57 INCHES ITERATION COMPUTATION BEGINS... TRIAL TANK -LENGTH 1 115.5 2 90.4 3 75.2 4 64.7 5 57.5 6 52.6 7 49.2 8 46.7 9 45.0 10 43.7 11 42.8 12 42.1 13 41.6 14 41.2 15 40.9 16 40.7 17 40.5 18 40.3 19 40.2 20 40.2 21 40.1 22 40.0 23 40.0 24 40.0 25 40.0 STOR-AVAIL 2268 1775 1476 1269 1128 1032 965 917 883 858 840 826 816 808 802 798 794 792 790 788 787 786 785 785 784 STOR-USED 1283 1177 1062 988 935 898 870 849 834 822 813 806 800 796 793 791 789 787 786 786 785 784 784 784 783 PK-STAGE 2.76 3.15. 3.38 3.64 3.87 4.07 4.24 4.38 4.48 4.59 4.69 4.76 4.82 4.86 4.89 4.92 4.94 4.95 4.96 4.97 4.98 4.98 4.99 4.99 4.99 PK-OUTFLOW .10 .12 .15 .17 .18 .19 .20 .20 .21 .21 .22 .22 .22 .22 .23 .23 .23 .23 .23 .23 .23 .23 .23 .23 .23 PERFORMANCE: INFLOW TARGET -OUTFLOW ACTUAL -OUTFLOW PK-STAGE STORAGE DESIGN HYD: .45 .23 .23 4.99 783 TEST HYD 1: .30 .10 .10 3.00 490 TEST HYD 2: .45 .23 .23 4.99 780 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP City of Edmonds Building Department APPROVED PLAN Total sq ft - 3.79 APPROVED 3Y ENGINEERING Date: 3/yhz. W LZT-rea5 5 "U.- NOT CXT" INTO uTy rw,i1,r-oF-vv#4Y- APPROVED BY PLANNING 4k- SW4,,Av o3117111. - - - BOYD .�� W�S1`II°IE� �L2.7566 -- 6 STREET FILE {DECEIVED MAR 2 2 2012 DEVELOPMENT SERVICES COUNTER Mounting 3M double face tape & silicone adhesive black Sintra .032 polished aluminum AIAR 22 2012 OEVELOP1W COON ER RVICES City of Edmonds Permit No: egi— RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date: J D A. Address or Vicinity of Construction: ' B. Type of Work (be specific): 1A T I L I T7 &4 1 Nit , C./A �45q 1ft§r::1Il l� AyaA- -Pew-,�•a=fi ,r�'.�{mL^� 1. 'v (,, „ C. Contractor: `IrTi7� 0 � Vim' ��ucry Contact: �A,J u�IA�T�b c.� 5Tti'"`t r Mailing Address: 4160 04-mKT3 _no %Te " L Phone: y -775- 05/04f y� -7 73 • g 19 r State License Liability Insurance: Bond: D.. Building Permit # (if applicable): Side Sewer Permit # (if applicable): E. Commercial ' ❑ Subdivision ❑ City Project ❑ EUC (PUD, VERIZON, PSE, AT& T, OVWD) ❑ Multi -Family' ❑ Single Family ❑ Other t INSPECTOR: �IlXit-� F. PAVEMENT CUT: �eES NO G. SIZE OF CUT X CONCRETE CUT: ❑ NO AN'LICANT TO IUIAD AND SIGN INDEMNITY. • 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 max; 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 ofthe 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 construction drawings of proposed work are required with the permit application. `.CJ�L AL A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK. %I HAVE READTHE TA7 MSAND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE THATIMUSTMAKEJD�INK �P IR 'THE PERMIT AVAILABLE ON SITE AT ALL TIMES FOR INSPECTIONS mature: Date I (Cont ctovo nt) FOR CITY USE ONLY , Approved {by:*. Right-of-way Fee: Time Aiithorized3:Void After 12E5 / �i2(�1! Disruption Fee/Fund 111: ' Special Conditions.`,'- - 1V -4,- '1Et., ARPPz�4 S Restoration Fee: > Total Fee: Receipt No: Issued by:i,��/ UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS COMMUNITY DEVELOPMENT CODE (Phone 425-771-0220, Ext. 1326) FINAL APPROVAL OF PERMITTED WORK. DATE: ector's ignature For inspection requirements see Engineering Inspection Information handout. NO WORK SHALL 11l, G1N I'MOIZ TO I' AZMIT ISSUANCE CONFORMED COPY. RETUP,N ADDRESS: 20Q202Q4Q439 City of Edmonds, City Clerk 02/ 04 / 2002. 12 :19 PM Snohomish 121 5'' Avenue North P.0004 RECORDED County Edmonds, WA 98020 COVENANT Reference #: DM0 Grantor(s): (1) M A 4ZL1iA j`c-E A QY (2) 5WTV- FcA2.J Additional on pg. Grantee(s): City of Edmonds Legal Description (abbreviated): Sec --A, e Twn 7/, / rp LXQtr 5 OR Lot $lock_d2h Plat Assessor's Tax Parcel ID#(s): (1)_ 41 q 4!/QD gg; Q � (2) Assessor's Tax Parcel ] D# not yet assigned RECITALS Whereas, the Grantors) _ Seo-rr '�7 iAAt*_ekP- Ir LV_,J-1 hereafter referred to as "Grantor(s)", have received a Building Permit #AVA--M'S T for property which is zoned BC, and is located at 126 Third Avenue North, in Edmonds, Washington, tax account parcel number 4344-006-008-0006, and legally described as follows: THE SECOND HALF OF LOT 8, ALL OF LOT 9, BLOCK 6, PLAT OF EDMONDS ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 1 OF PLATS, PAGE 26 RECORDS OF SNOHOMISH COUNTY, SITUATED IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. Whereas, the grantor(s) desire to provide exterior exit balconies on the north and south sides of the subject building which are also used- as decks as shown in Attachment A. Whereas, the City has received a building permit application for a new mixed - use building to be located in a commercial business zorie at 126 Third Avenue North, Edmonds, Washington. AUTHORIZED FOR RECORDING BY&OCi of Edmonds Date: Page I of s Whereas, the City of Edmonds Building Official must verify through plan revieww and building inspection that compliance with the 1997 Uniform Codes, Washington State Amendments, and Local codes are met. Whereas, the City of Edmonds Building Official desires to notice current and future owners of the building (collectively "the Owners") of the designated use of the exterior exit balconies as required emergency egress from sleeping rooms and the - requirements to have and maintain such use. NOW, THEREFORE, in consideration of the City of Edmonds,. Washington approving the building permit the Grantors agree as follows: TERMS , Section 1. Binding Effect. This Covenant and all terms hereof shall be binding on Grantor(s), their heirs, assigns and successors in interest, and shall be deemed to run with the land and bind all future Owners of the real property described above. Section 2. Recording. Within 30 days after execution of this Covenant by the Parties, the City shall record this Covenant with the Snohomish County Auditor. Grantors) shall pay all recording fees. Section 3. Covenants: Exterior Exit Balconies. Grantors hereby covenant that the exterior exit balconies located on the north and south sides of the building on the second floor as described herein and shown on Attachments A and B: a) Will remain completely clear and unobstructed at all times for required emergency escape to the public alley from the sleeping rooms that open onto the exterior exit balconies. b) Will not be altered in any way including any portion of the gates, latches, dividers, guardrails, signage, etc. without first obtaining approval from the Building Official of the City of Edmonds. c) Will not have locking devices or latches of any kind installed on the exit gates, except at the full -height door opening into the alley where panic hardware will be provided with a keyed lock on the alley side. A key will be provided in a lock -box for Fire Department access. d) Will maintain gates in good working order. Signs Subscribed and sworn to before me this r day of 7 200— r�, r ARI.A RAYMOND OTARYPUBLfC Notary ublic in and fo State of Washin on. ATE OP WASHINGTONMMISSION EXPIRES APRIL 13, 2003 Residing at AUTHORIZED FOR RECORDING City f Edmonds By:— Date: / /l- OIL Page Z of . - 9"W"10WENT. PAWONY AUTHORIZED FOR RECORDING Cit f Edmonds By:.4?,W , Date:.1=zz3o2 Page of ATTACHMENT A M REMAIN UNOBSTRUCTED - FIRE EXIT SIGNAGE � _ Ma r ItYtYYY/■r■//tYY"■rY/■t/1 urururrrruo/rrorrn Irtruu/Youarrrrrurn � - - urururoYYrurrrurrrl ItYr//rttYt/Y/rrrtYtY■rtl Ittr■Y■YYYY/rY/rYYYrYtYrl / / IttrY■///YYlrrtt//rtYiYrl , uuuu=r�nurrtutun - - • - uu/rr■ rYrrru Yrrurrrl ■rYrrr/',Yrr/ rr//rr/1 Iurru�.trYrriiiirrt/ro, Ir/r//YYYrrt/tlYYrr Yr/t/rl • / I - / - • IY rYYV.rr YYrr YrYY/YY YYYrYI i •- � C III _ IJ� � � SCALE, 3/4' = V-Or AUTHORIZED FOR IJECORVING Cit of Edmonds BY: / Date:_/ /7-�2 Page -4-- of ATTACHMENT ENT B CONFORMED COPY RETURN AADRESS: 200202040439 City of Edmonds, City Clerk 02/04/2002 12:10 PM Snohomish 121 5`h Avenue North P . 0004 RECORDED County Edmonds, WA 98020 COVENANT Reference #: JX&I — 0D�S% Grantor(s): (1) PA AiZt? iA F:L-E u 2.q (2) iT- F� i` i � Additional on pg. Grantee(s): City of Edmonds Legal Description (abbreviated): Sec ,4, TwnZ22& Rn - �/iQtr59 OR Lot---2? 2 Plat Assessor's Tax Parcel ID#(s): (1)1/'•� �%�/4D� (2) Assessor's Tax Parcel 1D# not yet assigned RECITALS Whereas, the Grantor(s) O AeC kh- IC Le;.�q hereafter referred to as "Grantor(s)", have received a Building Permit for property which is zoned BC, and is located at 126 Third Avenue North, in Edmonds, Washington, tax account parcel number 4344-006-008-0006, and legally described as follows: THE SECOND HALF OF LOT 8, ALL OF LOT 9, BLOCK 6, PLAT OF EDMONDS ACCORDING TO .THE PLAT THEREOF, RECORDED IN VOLUME 1 OF PLATS, PAGE. 26 RECORDS OF SNOHOMISH COUNTY, SITUATED IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. Whereas, the grantor(s) desire to provide exterior exit balconies on the north and south sides of the subject building which are also used- as decks as shown in Attachment A. Whereas, the City has received a building permit application for a new mixed - use building to be located in a commercial business zorle at 126 Third Avenue North, Edmonds, Washington. AUTHORIZED FOR RECORDING t,C��,�i�,� of Edmonds BYca_ 1)ate:_1 Page I of MICROFILM Whereas, the City of Edmonds Building Official must verify through plan review and building inspection that compliance with the 1997 Uniform Codes, Washington State Amendments, and Local codes are met. Whereas, the City of Edmonds Building gfficial desires to notice current and future owners of the building (collectively "the Owners") of the designated use of the exterior exit balconies as required emergency egress from sleeping rooms and the requirements to have and maintain such use. NOW, THEREFORE, in consideration of the City of Edmonds,.Washington approving the building permit the Grantors agree as follows: TERMS Section 1. Binding Effect. This Covenant and all terms hereof shall be binding on Grantor(s), their heirs, assigns and successors in interest, and shall be deemed_ to run with the land and bind all future Owners of the real property described above. Section 2. Recording. Within 30 days after execution of this Covenant by the Parties, the City shall record this Covenant with the Snohomish County Auditor. Grantor(s) shall pay all recording fees. Section 3. Covenants: Exterior Exit Balconies. Grantors hereby covenant that the exterior exit balconies located on the north and south sides of the building on the second floor as described herein and shown on Attachments A and B: a) Will remain completely clear and unobstructed at all times for required emergency escape to the public alley from the sleeping rooms that open onto the exterior exit balconies. b) Will not be altered in any way including any portion of the gates, latches, dividers, guardrails, signage, etc. without first obtaining approval from the Building Official of the City of Edmonds. c) Will not have locking devices or latches of any kind installed on the exit gates, except at the full -height door opening into the alley where panic hardware will be provided with a keyed lock on the alley side. A key will be provided in a lock -box for Fire Department access. d) Will maintain gates in good working order. Signs c Subscribed and sworn to before me this % r day of � &,r,LyLfK , 200�—� e_ CARLA RAYMOND NTTARY PUBLIC Notary ublic in and fo;State of Washin ton. STATE OF WASHINGTON D'g CAMMISS1,0N EXPIRES APRIL 13, 2003 .. Residing at AUTHORIZED FOR RECORDING City, f Edmonds By: Page Z of _ - 5ECO a A R.M010RIEXIT BALCONY AUTHORIZED FOR RECORDING * Cit f Edmonds By:.44,,,IW IDate:,L27-De2 Page - of ATTACHMENT A w i r r u. 1r.rrr.Y.Yrr:rr.IN, .0 .rYrrYr...0Y.....O I.r..r.r..r..IMINI■r ll r. \..■r.............1 I..\.■rrY.Y.....Y...Y.Y.1 III .u.r..i.r..■r r0 .�ru..r.rWY.r..u..u■u.u.1 uu.r...iii1 .0 IWO•YO.....url.............. AUTHORIZED FOR R,ECQRAING Ot of Edmonds EY:_ Date:1-(Z:e�a Page I-- of � AT'T'A MENT B m1 THIRD AVENUE NORTH THE EXISTING CURB, GUM 20. AND SIDEWALK WILL BE 1 RIM=57.07 INSPECTED BY THE CITY 10 EX. CB. rff 1 IE 00 INSPECTOR REMOVE AND REP ACE AS DIREC RM=57.10i- IE=55.60t , (FM VEts6F)Y 1 LEY2 12 1 PAI TED CURB E AR NG SIGN FL Ei„=57 Fl. EL=57.09 '- - - T.O.C. EE=57.55 T.O.C. a=57. 2� 135i EXISTING I R CUT IDE A STREET TREEEx�Ti + RE E WA D1 a=57.59 TO BE REMO\/ED E' CATCH BASIN FOPER� L E 12908'2 - - - 3 SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. 1 2 3 EXISTING WATER MAIN (8') -WA----WA• - ---WA FR RKING ON -STREET PARKING ON -STREET PARKING ASPHALT EXISTING CURB EXIST. PARKING SIGN 3' Tiff GRATE (TV.) ° SIDEWALK XISTIN3 " REET 'TRWwposED STREET ra a.=57.65 PER LANDSCAPE PLAN (TYP) 1 r--r a=57.78 I a=57.78' � ,I 11 EOD 22 6 I, S� I -------=�- --- '---j--62�,----- �. 1 �� '8 I ° I 4 3rd AVE N F.6so.o t ; s ,I , 24 I, �V I �ED USE i IE.o F I - NDOMINIUM �I k SOUND VIEW `---J 15 I B D I N G° , 1 L-- -----I i----------1' PLAZA 5 h k I -----,-_-, -----,:I i 9 z (OFF ' 17P1,4 �---- \ 11 _ { ---- - 2 r �r SOUNDVIEW 12 PLAZA I I �----J 14 II 8 -8' 3 LI d L, TYP. 8f 4 _ TV. L _ -- -----I j T m'• 18 III 5 tls� � w FF ELEV (GARAGE) = 55.2791716 ' ; ---, FF ELEV (FIRST LEV�t� = . 8 n I FF ELEV (SECOND LAVE ,- 14 L--- I �I 16 1 \ Ia t1 I 8 \ \ � 15 ! \ 9 J 10 11 1 1 12 13 L---------I \ Ilclff I I I I I I I `� I FIELD VEINY D. C I s ' STORM PIPE WWRTPRIOR TO CINSUNM E I I �" �� L----J I ----I I- --- - � --- -----f-If�iF '��.� -�� - -� ----- � J ----- TYP ALL INTERIOR PLUMBING SHALL CONFORM TO CURRENT UPC AND CITY REQUIREMENTS. ALL INTERIOR PLUMBING REQUIRES SEPARATE CITY PERMIT. ALL DOWNSPOUTS TO BE BROUGHT TO THIS ASki ALT -SS//-lz- - - - - - SE CORNER OF THE BUILDING. DOWNSPOUTS - WILL BE CONNECTED TO THE EXISTING 6-INCH PVC PIPE LEADING TO THE DETENTION SYSTEM _ a = 65.42 ON THE SOUTH SIDE OF THE ADJOINING PROPERTY HALT TO THE SOUTH (116 3RD AVENUE NORTH). EXISTING 6-INCH 1: 8 IE=66.0 TV. . Lo EXISTING TYP. 13. 1 3SEWM MAIN 6` iE=54.95 1 FMD VERY DRAINAGEWATER, SEWER AND SITE IMPROVEMENT PLAN sm SCALE: 1 = 10 10 0 5 10 20 THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND.ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION Of CONSTRUCTION KEYNOTES - STORM DRAINAGE OCLEANOUT. 80 LF N C DIA. PVC, SLOPE=1.887. O108 LF N 6' DIA. PVC, SLOPE=8.159.. 60 LF N 6" DIA. PVC, SLOPE=1.07*. (D 190 LF N 6" DIA. PVC, SLOPE=4.44X O18 LF - 6" DIA. PVC, SLOPE=24.4X 17, 30 LF - 6' DIA. PVC, SLOPE=1.OX 4" DOWNSPOUT CONNECTION, FIELD VERIFY LOCATION. OINTERIOR ROOF DRAIN COLLECTION POINT. 12 LF - 6" DIA. PVC, SLOPE=1.OX 11: 48" DIA. TYPE II MANHOLE W/ 2'x2' ACCESS, PER DETAIL 2/0.2. 12 160 LF - 3' DIA. PVC FORCE MAIN. 3 SURVEY MUST BE TAKEN OF ALLEY CENTERLINE PRIOR TO CONSTRUCTION. EAST BUILDING WALL MUST MATCH ALLEY CENTERLINE GRADE +3" 6". DRAINAGE MUST FLOW AWAY FROM BLDG. PER DETAIL 1/C3.2. 4 MIRADRAIN 6000 TO CONNECT INTO SUMP PUMP. SEE STRUCTURAL PLANS FOR DETAIL AND LOCATION THROUGH WALL TO PUMP. 5 6' DIA. ROOF DOWNSPOUT DRAIN. 6 4' DIA. PVC FOUNDA11ON DRAIN. � ATBASIN� TYPE I CATCH AND SUMP PUMP, HYDRQMATIC SKV40, 4R EQUAL, WITH BACKFLOW PREVENTER FOR BUILDING FOUNDA11ON DRAINS. FORCE MAIN TO CURB DISCHARGE. SEE NOTE 4. 18 2' DIA. PVC STORM DRAINAGE FORCE MAIN. 19 4" DIA. PVC T1GHILINE FROM BUILDING FOUNDATION DRAIN, SEE NOTE 3. 20 TYPE I CATCH BASIN. 21 6" DIA. DUCTILE IRON STORM PIPE. OCONDUIT TO CONTROL PANEL. CONSTRUCTION KEYNOTES - SANITARY SEWER 1 100 LF - 6' DIA. PVC, SLOPE=1.OX 2 CLEANOUT WITH LOCKING LAMP HOLE COVER. 3 CONNECT TO EX. 8" SANITARY MAIN. 4 OIL WATER SEPARATOR PER DETAIL 3/03.2. 5 6' DIA. PVC GRAVITY SANITARY SEWER LINE. FOR UPPER FLOORS OF BUILDING. RPOSES WITH I 1 [61 us wolal, CONSTRUCTION KEYNOTES - WATER a2-INCH DIA. COPPER DOMESTIC WATER SERVICE, IN CITY RIGHT-OF-WAY. SEE PLUMBING PLAN. VERIFY SIZE WITH MECHANICAL ENGINEER, SEE NOTE 2. 2-INCH DOMESTIC METER. a4-INCH DIA. CL52 DI FW SERVICE PER PkE_ DEPT. STANDARDS. SEE PLUMBING PL:-. VERIFY SIZE AND CAPACITY WITH MECHANICAL ENGINEER. SEE NOTE 2. aWATER SERVICE TAP INTO EXISTING WATER MAIN PER CITY OF EDMONDS SIDS. 5 FDC CONNECTION DRY LINE, SEE PLUMBING PLAN. SEE NOTE 4. aREDUCED PRESSURE BACKFLOW ASSEMBLY (RPBA) TO BE MOUNTED IN THE RISER ROOM. aPOST INDICATOR VALVE ASSEMBLY (PIVA) / ISOLATION VALVE. SEE NOTE 4. aDOUBLE CHECK VALVE ASSEMBLY (DCVA) TO BE LOCATED/MOUNTED IN THE RISER ROOM. RESILIENT GATE VALVES. SEE NOTE 6. FQl8" x 2" TEE AND 1' RESILIENT GATE VALVE FOR DOMESTIC WA ER SERVICE. j 2-INCH DIA. PVC DOMESTIC WATER SERVICE. SEE PLUMBING PLAN. VERIFY SIZE WITH MECHANICAL ENGINEER. WATER NOTES 1. ACTUAL ROUTING OF WATER LINE TO BE DETERMINED BY PLUMBER. 2. DW AND FW METER AND UNE SIZES HAVE BEEN PRELIMINARILY SIZED FOR AGENCY REVIEW PURPOSES. ACTUAL DW AND FW METER AND LINE SIZES AND APPURTENANCES SHALL BE DETERMINED BY TITE DESIGN BUILD CONTRACTOR AND/OR THE MECH. ENGINEER AND MAY DIFFER IROM THOSE SHOWN ON THE PLANS. CONTRACTOR SHALL VERIFY ACTUAL REQUIREMEN IS FOR DW AND FW SERVICE SIZE AND LOCATION WITH DESIGN BUILD CONTRACTOR AND/OR THE MECH. ENGINEER PRIOR TO CONSTRUCTION. 3. NOT USED 4. PROVIDE A 3-FOOT MINIMUM CLEARANCE BETWEEN THE FDC VALVE AND THE PIV. 5. IF LINE SIZE CHANGES FRDM APPROVED PLANS, THE CONTRACTOR SHALL SUBMIT CHANGES FOR CITY REVIEW FOR POSSIBLE ADDITIONAL WATER SERVICE CONNECTION FEE. 6. RESILIENT GATE VALVES MJST BE APPROVED BY THE CITY BEFORE INSTALLATION. CONTRACTOR TO VERIFY VALVES ARE ON CITY APPROVED MATERIALS UST. CONSTRUCTION NOTES - SITE IMPROVEMENTS SAWCUT LINE. FIELD LOCATE AS DIRECTED BY INSPECTOR. 2 PAVEMENT RESTORATION PER DETAIL SHEET C3.2 SEE NOTES 1 AND 2. 3 SIDEWALK RESTORATION PER CITY OF EDMONDS STDS. SEE NOTE 6. 4 24-FT DRIVEWAY 'ACTION. 5, NOT USED. 6 : PAVEMENT RESTORATION PER NOTES 3 AND 4. SITE IMPROVMENT NOTES- 1. PAVEMENT RESTORATION FOR 3RD AVENUE NORTH SHAD. MATCH EXISTING CONDITIONS. CONTRACTOR TO FIELD VERIFY EXISTING PAVEMENT SECTION PRIOR TO CONSTRUCTION. 2. UTILITY CUTS 1N 3RD AVENUE NORTH SHALL USE CONTROL DENSITY FILL (2-SACK MIX). UTILITIES SHALL BE BEDDED PRIOR TO PLACEMENT OF CDF. 3. MATCH EXISTING PAVEMENT SECTION IN ALLEY. MINIMUM DEPTH OF PATCH SHALL BE 3-INCHES. CONTRACTOR TO FIELD VERIFY EXISTING PAVEMENT SECTION PRIOR TO CONSTRUCTION. 4. THE ALLEY SHALL BE OVERLAID FULL WIDTH FROM PROPERTY LINE TO PROPERTY LINE, AS DETERMINED BY THE CITY INSPECTOR. 5. NOT USED. 6. SIDEWALK THICKNESS MUST BE 5 1/2' PER CITY OF EDMONDS SIDS. MP. CALL BEFORE Y j'. va 'N EXPIRES:11/07/0213 • C"01I `p •�r °ocm ao N Y DESIGN; CWK DRAWN! CWK CHECK: SL JOB NO, 01089.20 DATE, 8-9-01 ZOOZ 5 - M 0AI30Rr< .."J CL Li Ld M Lj w (�, w Ld I� > ui 0 � z � Q tz x ::) ..... - z > w LEI W Q �L-j 0 z �C D LLJ N u'- M _I l..t_ ,- o Ld (� MAR - 5 2002 FRMIT 0,01,JNTE �� i SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. OWNER CONSULTANTS LEGAL DESCRIPTION MR. AND MRS. SCOTT FLEURY ARCHITECT CIVIL ENGINEER SOILS ENGINEER THE SOUTH HALF OF LOT 8, ALL OF LOT 9, BLOCK 6, CAMPBELL & FLEURY CONSTRUCTION, INC. STEVE BUTTERFIELD CG ENGINEERING NELSON-COUVRETTE & ASSOCIATES, INC. PLAT OF EDMONDS, ACCORDING TO THE PLAT THEREOF, PO BOX 6005 400 DAYTON STREET 250 4TH AVE. S., SUITE 200 17311 - 135TH AVENUE NE, A-500 RECORDED IN VOLUME 1 OF PLATS, PAGE 26, RECORDS EDMONDS, WA 98026 EDMONDS, WA 98020 EDMONDS, WA 98020 WOODINVILLE, WA 98072, OF SNOHOMISH COUNTY; SITUATED IN THE COUNTY OF (425) 775-0564 425.778.8500 FAX 778.5536 (425) 486-1669 SNOHOMISH, STATE OF WASHINGTON. ;CONTACT: STEVE BUTTERFIELD CONTACT: JEFF HAYNES CONTACT: DOUGLAS BATH APPLICANT TAX NUMBER 4344 006 008 0006 STEVE BUTTERFIELD 400 DAYTON STREET EDMONDS, WA 98020 (425) 775-0564 CONTACT: STEVE BUTTERFIELD SHEET INDEX C1.1 COVER SHEET C2.1 TESC PLAN AND DETAILS C3.1 DRAINAGE, WATER, SEWER AND SITE IMPROVEMENT PLAN AND DETAILS C3.2 DRAINAGE DETAILS ;1ICINITY MAP PATS CITY OF EDMONDS STANDARD NOTES GENERAL NOTES EROSION CONTROL NOTES _ STORM DRAINAGE NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE 17. ALL ROOF DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL 18.30.050 DEVELOPMENT APPROVAL STANDARDS FOR EROSION AND SEDIMENTATION 10. ESC MINIMUM REQUIREMENT - CLT AND FILL SLOPES. CUT AND FILL SLOPES SHALL BE PIPES CITY OF EDMONDS STANDARDS, THE FOLLOWING SPECIFICATIONS AND CODES, BE CONNECTED TO THE STORM DRAINAGE SYSTEM. I CONTROL (ESC) PLAN. DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. IN ADDITION, AND ALL OTHER APPLICABLE LOCAL, MUNICIPAL, STATE, AND FEDERAL CODES, 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH ESC REQUIREMENT NO. 2. 1. ALL STORM SEWER PIPE SHALL CONFORM WITH CITY OF EDMONDS STANDARDS AND RULES AND REGULATIONS: INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED; ON THESE DRAWINGS. A. ESC MINIMUM REQUIREMENTS. ALL ACTIVITIES NECESSITATING A CLEARING OR GRADING 11. ESC MINIMUM REQUIREMENT - CONTROLLING OFF -SITE EROSION. PROPERTIES AND DIVISION 7 OF THE WSDOT/APWA SPECIFICATIONS. -1997 UNIFORM BUILDING CODE 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE PERMIT AND ALL UTILITY PROJECTS CONSISTING OF MORE THAN 500 LINEAL FEET OF WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION 2. ALL PIPE SHALL BE PLACED ON STABLE EARTH, OR COMPACTED GRAVEL MATERIAL -2000 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION TRENCH EXCAVATION SHALL BE REQUIRED TO CONTROL EROSION AND SEDIMENT DURING DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORM WATER 3. BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE OR PIPE -ARCH MUNICIPAL CONSTRUCTION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. CONSTRUCTION AND TO PERMANENTLY STABILIZE EXPOSED SOIL RESULTING FROM RUNOFF FROM THE PROJECTSITE. IN LAYERS WITH A LOOSE AVERAGE DEPTH OF 6", MAXIMUM DEPTH 8", THOROUGHLY -WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER CONSTRUCTION. PROJECTS INVOLVING A CRITICAL AREA MAY ALSO BE REQUIRED TO COMPLY 12. ESC MINIMUM REQUIREMENT - STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS TAMPING EACH LAYER. COMPACTED LAYERS MUST EXTEND FOR ONE DIAMETER ON MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) ACCEPTABLE METHODS FOR THE PREVENTION OF 014-SITE-EROSION AFTER THE WITH ANY COMBINATION OF THE ESC MINIMUM REQUIREMENTS. COMPLIANCE WILL BE AND OUTLETS. ALL TEMPORARY ON SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, EACH SIDE OF THE PIPE OR TO THE SIDE OF THE TRENCH. (REFER TO WSDOT 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC DEMONSTRATED THROUGH THE IMPLEMENTATION OF AN APPROVED ESC PLAN. GUIDELINES CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF STANDARD SPECIFICATION 7-04.3(3) AND STANDARD SPECIFICATION 2-03.3(14)C, TO WSDOT STANDARD PLANS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION. GRADING AND EROSION CONTROL REQUIREMENTS. FOR PREPARING ESC PLANS ARE PROVIDED IN THE MANUAL THE PLAN MUST ADDRESS THE OW FROM A TWO-YEAR 24-HOUR FREQUENCY STORM FOR THE PCONDITION. FLOW FREQ E R 0 E DEVELOPED METHOD B & C. 3. A :COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER 21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF STREETS WILL NOT BE ALLOWED WITHOUT PRIOR FOLLOWING REQUIREMENTS: STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS ADJACENT STREAM BANKS , SLOPES AND DOWNSTREAM LEACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL 4. BACKFILL AROUND PIPE MUST BE COMPACTED TO A SPECIFIED AASHTO T-99 CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF .THESE APPROVAL 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VEHICLE CONVEYANCE SYSTEMS. DENSITY OF 90% USE REASONABLE CARE IN HANDLING AND INSTALLATION. 5. ALL DRAINAGE PIPE COUPLINGS, FITTINGS, ADAPTERS & APPURTENANCES SHALL BE RECORD AND THE LOCAL GOVERNING AUTHORITY. 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PRO,iECT: BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPACES OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF 13. ESC MINIMUM REQUIREMENT - STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM SPECIFICALLY DESIGNED FOR THE INSTALLED PIPE AND SHALL BE INSTALLED PER 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "ASBUILT" DRAWINGS AND SHALL SUMMARIZE ALL THEAS-BUILT 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT. BE FINISHED SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING MANUFACTURE'S RECOMMENDATIONS. CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE CONTOURS OR SPOT ELEVATIONS SHOWN. 24. FINISHED GRADE SHALL SLOPE AWAY FRCM BUILDING WALLS AT MINIMUM 5% ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 14. ESC REQUIREMENT - REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND CATCH BASINS AND MANHOLES OWNER PRIOR TO PROJECT COMPLETION AND ACCEPTANCE. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE SEDIMENT CONTROL BMPS SIIALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE 1. ALL CATCH BASINS SHALL BE 'TYPE 1 UNLESS OTHERWISE NOTED. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL. INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT W t"! '�:ERS, EXISTING ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED STABILIZATION IS ACHIEVED )R AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL 1E REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS 2. ALL CATCH BASINS WITH A DEPTH OVER 5.0 FEET TO THE FLOW LINE SHALL BE A - HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER, ""'I iTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED. 15. EROSION AND SEDIMENI)CONTROL REQUIREMENT - DEVIATERING CONSTRUCTION SITES. TYPE II CB OR LARGER (MANHOLE). ;. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET, AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY IT THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY EMBANKMENTS. CONTRACTOR SHALL ALSO B-7 RESPONSIBLE FOR REMOVAL OF COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN DEWATERING SYSTEMS SHALT. DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND. AND CATCH BASIN FRAMES AND GRATES JUST PRIOR TO POURING OF CURBS AND LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER SHORING AND BRACING, AS REQUIRED. 26. CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR AN'ii�_PUBLIC WORKS 72 HOURS ACCORDANCE WITH THE MANUAL THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN 16. EROSION AND SEDIMENT CONTROL REQUIREMENT - CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS OTHER THAN SEDIMENT THAT PAVING. 4. ALL GRATES SHALL BE DEPRESSED 0.1 FEET BELOW PAVEMENT LEVEL. UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION DEPTH, SIZE, TYPE AND FOR IN ADVANCE OF ALL WATER SERVICE INTERRI;P1I0N5 HYDRANT SHUTOFFS, OR OTHER SFi,.LL NU I RELOCATE OR ELIMINATE ANY TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT Cr,I;SE CONTAMINATION OF STORM WATER. 5. ALL TYPE II CATCH BASIN MANHOLES, INLET, AND CATCH BASINS SHALL HAVE LOCKING LIDS. CONDITION OF EXISTING UTILITY LINES AT CONNECTION CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. CG ENGINEERING ASSUMES NO UTILITY RESTRICTIONS. THE CONTRACTOR HYDRANTS THAT ARE NOT ON THE APPROVED PLANS, W n1OUT FIRST OBTAINING MAY 1 THROUGH SEPTEMBER 30). 3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES. ADJACENT 17. EROSION AND SEDIMENT. CONTROL REQUIREMENT - FINANCIAL LIABILITY. PERFORMANCE 6. STANDARD LADDER STEPS SHALL BE PROVIDED IN ALL CATCH BASINS AND,., RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING WRITTEN APPROVAL FROM THE CITY ENGINEER. 27. COORDINATE AND ARRANGE FOR ALL U1IlJ1Y CONNECTIONS, UTILITY PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL MANHOLES EXCEEDING 5 FEET IN DEPTH. 7. ALL CATCH BASINS WITHIN THE CITY RIGHT-OF-WAY SHALL BE LOCKING VANED UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE: AFFECTED OWNERS AND VEGETATIVE BUFFER STRIPS SEDIMENT BARRIERS OR FILTERS DIKES OR MULCHING OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. GRATES. CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL 4 SC MINIMUMREQUIREMENT - MAIN NANO A I N AN SEDIMENT CONTROL . E U MAINTENANCE. ALL EROSION D SED E TR SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. BE MADE. ONLY WITH THE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE SAID UTILITIES AND WITH 48 HOURS ADVANCE NOTICE. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR CONSTRUCTION SEQUENCE' PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL 5. ESC MINIMUM REQUIREMENT - OTHER BMPS. AS REQUIRED BY THE CITY, OTHER MEETING. 1. SCHEDULE UTILITY REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO INSPECTED AND ACCEPTED BY OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED. LOCATIONS. 2. CALL FOR UTILITY LOCATIONS. FIELD CONDITIONS. 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO 6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY 3. REVIEW ESC NOTES. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY 4. FLAG LIMITS CLEARING. 5. INSTALL CONSTRUCTION ENTRANCE. WHERE APPLICABLE AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE ) ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE. 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS; 6. INSTALL FILTER FABRIC FENCE. CONTENTS THEREOF.ALL SITE WORK SHALL BE PERFORMED IN STRICT C COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND 7. INSTALL CATCH BASIN PROTECTION TO DOWNSTREAM CATCH BASINS. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT 8• HAVE EROSION CONTROL MEASURES RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON UTILITIES WITHIN THE BUILDING. 32. SEE ELECTRICAL DRAWINGS WHERE APPLICABLE FOR EXTERIOR ELECTRICAL ( ) PONDS, OR OTHER ACCEPTABLE MEANS); INSPECTED BY CITY OF EDMONDS ENGINEERING DEPARTMENT. ALL TEMPORARY SEDIMENTATION MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL WORK. D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; AND EROSION CONTROL MEASURES MUST IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION E. DAILY CLEANUP AND STREET MAINTENANCE. BE IN PLACE AND INSPECTED PRIOR TO ANY PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED SYSTEM, 7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS. ALL NEW CONSTRUCTION OR SITE CLEARING. STRUCTURAL FILL PER GEOTECHNICAL REPORT. DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES OF 9, CLEAR, GRADE AND ROUGH GRADE SITE. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE MINIMUM 10. INSTALL SITE IMPROVEMENTS. OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW. 11. STABILIZE AND REVIGETATE SITE. FEATURES. 8. ESC MINIMUM REQUIREMENT - DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, 12. REMOVE EROSION CONTROL FEATURES ONLY 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. MARK CLEARING LIMITS AND/OR ANY EASEMENTS, SETBACKS, SENSITIVE/CRITICAL AREAS AFTER SITE HAS BEEN STABILIZED. ESTABLISH FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES. AND THE BUFFERS, TREES AND DRAINAGE COURSES. LANDSCAPING AND PERIIANENT VEGETATION. 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN 9. ESC MINIMUM REQUIREMENT - SEDIMENT TRAPPING. PRIOR TO LEAVING THE SITE, STORM OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE WATER RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROVED BY THE ENGINEER. APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING - ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. APPROVED FOR CONSTRUCTION / 2. 0 / DATE C-NGINeC-RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 lbl4z A I N \I\ DESIGN: CWK DRAWN: CWK CHECK: SL JOB N❑s 01089.20 DATE: 8-9-01 LIJ V) D M �-' W W W � � Z W Q vi LTC o Orf of LiJ � o LA O > � � U LL 0 (� tq SHEET,. SE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND A SUBJECT TO CHANGE. D NOT USE F ONSTRUCTION OR NG PURP WITHOUT SIGNED A ORE YOU DIG 1-800-424-5 Ep t Cot mmmi;; SECTION 23, TOWNSHIP 27 NORTH, RANGE � EAST, W.M. FILTER FABRIC— S ECURED TO 2' X 2' 14 GA. WIRE FABRIC EQUAL 2'X2'WOOD OR_ EQUIVALENT THIRD AVENUE NORTH NOTE: THE EXISTING CURB, GUTTER AND SIDEWALK WILL BE INSPECTED BY THE CITY INSPECTOR REMOVE AND ,__-�� - - - - - -W� - EPLACE S DIRECTED -WA- -'W - - - -WA; - -WA: - - -W - - - -WAr - - - -WA-S ASPHALT EXISTING CURB PAINTED CURB EXIST. PARKIN SIGN FL EL=57.09 FL EL=57.20 .1 EXIST. PARKING SIGN T.O.C. EL=57.59 T.O.C. EL=57.70 "' 3' K 3' TREE GRATE (TV.) PCU ° o® = 57.70n OF CURB 1,}tk. = 57. OO EL. = 57.62' EXISTING CURB CUT - o OO°X O - NCRET SIDEWALK & CURB o EL=57.65 PROPS � � 00 Oto E OF WALLED 575965' oO o � E N 908'27" 90.09' to E OF WALL EEL PER 057.7...7P8'' PLAN (TYP) EXISTING CURB OP F WALLEL. = 59.64' E S � = 20 (Meg TAINING WALL TO BI OP OF WALL EL. = 60.28' EL=57.78 ° C) 00 � . EL=57.78 o°°°Gi4° 000°°o°o _o o _ _ ° ° O --sue—_ _ — — 0O°°GO° ° ° 124 3rd AVE N I NEW MIXED USE OFFICE/CONDOMINIUM SOUND VIEW , BUILDING PLAZA I i ��57 0 64— o / \ \ 4 LIMITS OF SHORING 0 / \ \ \ PER STRUCTURAL SHORING PLAN �`I cc \ \ SOUNDVIEW o PLAZA (,n \ ~ \ J w w J I � I 0- I n o I - �., w I n i 1 I I I FF_ ELEV GARAGE) = 55.27' I FF ELEV (rIRST LEVEL) = 67.78' I FF ELEV (SEbOND LEVEL) = 77.78' I E10S11NG SEWER MAIN 1:1 SLOPECUT W/ 4' VERT. CUT AT PROPERTY LINE PER STRUCTURAL SHORING PLAN 8'- 12' 8' PLACE 3/4'-1.5' WASHED GRAVEL IN THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE, FILTER FABRIC MATERIAL IN CONTINOUS ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. ,� WIRE MESH SUPPORT FE E TO SUPPORT FILTER FA FIC. ip BURY BOTTOM OF FILTER a MATERIAL 8' TO 12' 6' MAX. 2' X 2' WOOD POSTS OR EQUIVALENT CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. vI IONS STANDARD DETAIL APPROVED MY DATE FILTER FABRIC FENCE FILTRATION SYSTEMS 1890-1990 DATE7/24/Ol� NTS °" N0. E1.1 1 FILTER FABRIC FENCE FILTRATION SYSTEMS " J SCALE: NTS PLACE FILTER AND GRATE. PLACE 7/8' WASHED GRAVEL 3-4 INCHES HIGH AROUND CATCH BASIN TO FILTER WATER. STRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES (SEE DETAIL E1.1.1) UPON APPROVAL OF CITY ENGINEER OR HIS REPRESENTATIVE. THIS APPLICATI❑N SHALL BE MAINTAINED AT ALL TIMES DURING CONTRUCTION PERI❑D. CITY INSPECTION REQUIRED ON ALL ER❑SION CONTROL MEASURES BEFORE WORK CAN BEGIN. REVISIONS STANDARD DETAIL DATE ` TEMPORARY SEDIMENT TRAP FOR CATCH BASINS SCALE 1890-1990 DATE7/24/01 1 NTS D" No. E1.3 n TEMPORARY SEDIMENT `� SCALE: NTS 20 N MIN. RADIUS 4'-8' QUARRY SPALLS 8'-12' MIN. DEPTH v `rOlF`Ps O PROVIDE FULL WIDTH OF INGRESS/ EGRESS AREA CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE DURING THE CONSTRUCTION PERIOD. CITY INSPECTION REQUIRED ON ALL EROSION C❑NTR❑ MEASURES BEFORE WORK CAN BEGIN. 1 R ISIONS STANDARD DETAIL APPROVED V DATE STABLIZED CONSTRUCTION ENTRANCE DATE 11890-19913 7/24/01 SCALE NTS ° E1.2 2 UCTION EN SCALE: NTS ti CONSTRICTION KEYNOTES - EROSION CONTROL (D FILTER FABRIC FENCE PER DETAIL 1. 0 CONSTRUCTION ENTRANCE PER DETAIL 2. OCATCH BASIN INLET PROTECTION PER DETAIL 3. SEE NOTE. EROSION CONTROL NOTE CATCH BASIN INLET PROTECTION SHALL BE INSTALLED TO DOWNSTREAM CATCH BASINS. FIELD VERIFY LOCATION OF CATCH BASINS PRIOR TO CONSTRUCTION. CUT/FILL QUANTITIES CUT=3,364 YDS FILL=O YDS NET (CUT)=3,364 YDS APPROVED po" CON Orl"ImU%^00*1"JON Ru i f ENGINEIEMING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 >r� Z 0 w In In U P4 m 0 0 a � Id DESIGN+ CWK DRAWNi CWK CHECK, SL JOB NOi 01089.20 DATEi 8-9-01 Z Q _j CL V W Z 0 < z �� V LLJ Lu V Xz > ZJ Q I F_ (n 0- W roll -D I`� zo U L � N U !i N � f— Q SHEET-. .............. THESE P VE BEEN PREP AGENCY REVIEW, SUBJECT TO CHAN FOR CONSTRUCTION, OUT SIGNED AGENCY APPROVAL STAMP FORE Y I 1-800-424-5555. SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. i - - - - - - - - THIRD AVENUE NORTH- 1 NOTE. THE EXISTING CURB, GUTTER 4 9 13 AND SIDEWALK WILL BE TYPE 1 1 .t RIM=$.0 INSPECTED BY THE CITY 10 1 2 EXISTING WATER MAIN (8") EX. IE 5 INSPECTOR REMOVE AND Rim=57.io± 14 (VERIFY ELEV.) - - - REW�AAFE AS DIRECI�, _ _ - _WA, - - - W� _ _ _ _W� _yy� _W '6� 5-0.30X 4 R RKING ON -STREET PARKING ON -STREET PARKING (FIELD VERIFY 1 2 1 / ASPHALT EXISTING CURB ELEVATIONS) EXIST. PARKIN SIGN FL EL.=57. �i EXIST. PARKING SIGN PAI TED CURB FI' EL 57'� T.O.C. EL=57.7 / � 3' 3' TREE GRATE TV. - - - T.O.C. EL=57 9 I 1 ( ) VCI ® 11 = 57.�5 / I o EL CURB i35'f ( EL' - 7. I EL = 57.62' I = )SIDEWAL EXISTING EXISTING EXIST JRE E WA / R BEET TR[- ( B uT STREET TREE o fitOPOSED STREET TREE �STA GE �1� SIDE EL=57.59 TO BE REMOVED 7 FEL=57.65 PER LANDSCAPE PLAN (TV) EX. CATCH BASIN TOE OF ALLEL. = 57.65' PROPERTY L E 908'27� E OF WALL EL. 57.78' 57.6 OP WALL L 5�.�41 Q-57.Q9 EL 57.25 INING WALL TO OP OF WALL EL. = 60.28' EXISTING CURB -- - r r EL-57 75 ALL DOWNSPOUTS TO BE BROUGHT TO THIS SE CORNER OF THE BUILDING. DOWNSPOUTS WILL BE CONNECTED TO THE EXISTING 6-INCH PVC PIPE LEADING TO THE DETENTION SYSTEM ON THE SOUTH SIDE OF THE ADJOINING PROPERTY TO THE SOUTH (116 3RD AVENUE NORTH). SOUND VIEW PLAZA SOUNDVIEW PLAZA r' - -- - -- -- -- _------ - --- EL=57.781 ( Ea =57.78=57.78 II 11 II : I III I 1 _ I RISER _ _ ,I- - - - tI ---®s�c�r�� -----1 li - 459 ROOM -I - €2+ i I f S.F. - - - - - - - - I - Fi2 F.F. 57.78' F� I s 1 I L--- J s -1- 4 3rd A VE N F.F. 57.78' II � i III I I _ � � I Q I „ If 24 EW I ED USE 1 01 II I II I J L 4 I ru.- u- --- _ FI 00MINIUM__ ; I I - -J ; I BUlI I DIN I III 12 8 I r---- ---, ---- ---- I I 1 p I \ II (II r I1 I IiILEV. II TENANT TfP. hUMP10 STORAG OVm F. 57.01 I oo64 1 / I OF SH o 6-4 I F. 5. o P CSHORING PL N YEST I I I �� -� I I I I I ' I I L -1, I I Ld 'I I \\ 2 I I F.F.57.78' 1 I I 1 I ,I-------��--- i J_ 1 1 1 I L s I I� u 1 / L L1 Ll I 1 L Tm _ r o 0 I i----�L----I� I Ll i f j j \\ I z SLOPE 2% " 3 I rJ II REMIT PIA�SSAGEWAYI 1 w Ld I I ii I F.FL 7-78' J -'II LANDING -LOPE UP 1: 12 MAX. 1 F.F. 57.78' _ 19 TENANT I w PLu 1 4 F.F. 57.05' 7 STORAGO O� -- F.F. 56.78 O O -- ,00 � ` y I IL-------- i 10 2 F-------- L---� I II I T TYP. 18 I I 7 II I I 5 \ SLOPE 4% SLOPE 4% I p I � _ 11 9 \ !T-ELEV GA AGE = 55.27 1 I 6 - 1= F ELEV h . T tEVEL = 67.78 }---�--- FF ELEV SELEVEL) = 77.78 I \ 16 i I 1 1 \7 \ 7 5 1 I 1 4 .3 E-=5�3.77 \ 13 I I I I I 15 f-_\, 5 J --______ .' \9 _j 1 1 1 12 13 L__J - - - - - ��I I I --i S _A�kIALT �. -SS-'- EXISTING 6=INCH PVC PIPE 5 ENT PLAN EXISTING SEWER MAIN ALTO 65.42 s� 10 0 5 10 ALL INTERIOR PLUMBING SHAU. CONFORM TO CURRENT UPC AND CITY REQUIREMENTS. ALL INTERIOR PLUMBING REQUIRES SEPARATE CITY PERMIT. r CONSTRUCTION KEYNOTES - STORM DRAINAGE O4-INCH PVC STORM PIPE PER PLUMBING PLAN. OOVERHEAD 6-INCH PVC STORM PIPE FOR BLDG ROOF DOWNSPOUTS. FIELD VERIFY INVERT AND LOCATION PRIOR TO CONSTRUCTION. 3 OIL WATER SEPARATOR PER DETAIL SHEET C3.2. OFLOOR DRAINS. SMITH MODEL NO. 2470. (D SURVEY MUST BE TAKEN OF ALLEY CENTERLINE PRIOR TO CONSTRUCTION. EAST BUILDING WALL MUST MATCH ALLEY CENTERLINE GRADE +3"-6". DRAINAGE MUST FLOW AWAY FROM BLDG PER DETAIL 1 ON SHEET C3.2. OYARD DRAIN NDS MODEL NO. 1200. INVERT TO BE FIELD VERIFIED. SEE NOTE 1. 7 MIRADRAIN 6000 TO CONNECT INTO SUMP PUMP. SEE STRUCTURAL PLANS FOR DETAIL AND LOCATION THROUGH WALL TO PUMP. O6-INCH ROOF DOWNSPOUT DRAINS. O4-INCH PVC FOUNDATION DRAIN. 10 TYPE I CB AND SUMP PUMP, HYDROMATIC SKV40, OR EQUAL, WITH BACKFLOW PREVENTER FOR BLDG. FOUNDATION DRAINS. FORCE MAIN TO CURB DISCHARGE. SEE NOTE 4. 11 2-INCH PVC STORM DRAINAGE FORCE MAIN. 12 4-INCH PVC TIGHTLINE FROM BLDG. FOUNDATION DRAIN. SEE NOTE 3. 13 CATCH BASIN, TYPE 1. 4 6-INCH DIA. D.I. STORM PIPE. DRAINAGE NOTES 1. A 60-INCH DIAMETER CMP DETENTION PIPE, 34-FEET LONG, IS LOCATED ON THE SOUTH SIDE OF 116 3RD AVENUE NORTH. THIS PIPE WAS DESIGNED TO COLLECT AND DETAIN THE STORMWATER RUNOFF FROM BUILDING ROOFTOPS FOR THE DEVELOPMENT LOCATED AT 116 3RD AVENUE SOUTH AND THE PROPOSED DEVELOPMENT AT 124 3RD AVENUE SOUTH. 2. THE CONTRACTOR MUST FIELD VERIFY UTILITY LOCATIONS AND INVERTS, BY POTHOLING OR OTHERWISE, PRIOR TO CONSTRUCTION. 3. FOUNDATION DRAINS WILL BE INSTALLED ON THE INSIDE OF PERIMETER FOUNDATION. FOUNDATION DRAINS ARE TO BE SURROUNDED WITH FREE DRAINING PEA GRAVEL PER THE GEOTECHNICAL REPORT. SEE STRUCTURAL DWGS. 4. FLOWS FOR FOUNDATION DRAINS MUST BE VERIFIED BY GEOTECHNICAL ENGINEER AT EXCAVATION. PUMP TO BE VERIFIED BY MECHANICAL ENGINEER. CONSTRUCTION KEYNOTES - WATER a2-INCH DIA. COPPER DOMESTIC WATER SERVICE, IN CITY RIGHT-OF-WAY. SEE PLUMBING PLAN. VERIFY SIZE WITH MECHANICAL ENGINEER, SEE NOTE 2. 2-INCH DOMESTIC METER. a4-INCH DIA. CL52 DI FW SERVICE PER FIRE DEPT. STANDARDS. SEE PLUMBING PLAN. VERIFY SIZE AND CAPACITY WITH MECHANICAL ENGINEER. SEE NOTE 2. 4 lit eTro ere%nnE TAP INTO EwCr i?e,4" TVV, �V/�� PjII f�l9-i'Lr::vvT 4AM VAUI?Es iNAiER-MAiWPEft-OTY OF-EBMDNDs sTDs. +a) 4" KE,�ILj7- 61,-ta vNvE:-_ F 5] FDC CONNECTION DRY LINE, SEE PLUMBING PLAN. SEE NOTE 4. aREDUCED PRESSURE BACKFLOW ASSEMBLY (RPBA) TO BE MOUNTED IN THE RISER ROOM. LZITO a7 POST INDICATOR VALVE ASSEMBLY (PIVA) +/ ISOLATION VALVE. SEE NOTE 4. aDOUBLE CHECK VALVE ASSEMBLY (DCVA) TO BE LOCATED/MOUNTED IN THE RISER ROOM. aRESILIENT GATE VALVES. SEE NOTE 6. 10 8" x 2" TEE AND 2" RESILIENT GATE VALVE FOR DOMESTIC WATER SERVICE. 1 2-INCH DIA. PVC DOMESTIC WATER SERVICE. SEE PLUMBING PLAN. VERIFY SIZE WITH MECHANICAL ENGINEER. WATER NOTES 1. ACTUAL ROUTING OF WATER LINE TO BE DETERMINED BY PLUMBER. 2. DW AND FW METER AND LINE SIZES HAVE BEEN PRELIMINARILY SIZED FOR AGENCY REVIEW PURPOSES. ACTUAL DW AND FW METER AND LINE SIZES AND APPURTENANCES SHALL BE DETERMINED BY THE DESIGN BUILD CONTRACTOR AND/OR THE MECH. ENGINEER AND MAY DIFFER FROM THOSE SHOWN ON THE PLANS. CONTRACTOR SHALL VERIFY ACTUAL REQUIREMENTS FOR DW AND FW SERVICE SIZE AND LOCATION WITH DESIGN BUILD CONTRACTOR AND/OR THE MECH. ENGINEER PRIOR TO CONSTRUCTION. 3. NOT USED 4. PROVIDE A 3-FOOT MINIMUM CLEARANCE BETWEEN THE FDC VALVE AND THE PIV. 5. IF LINE SIZE CHANGES FROM APPROVED PLANS, THE CONTRACTOR SHALL SUBMIT CHANGES FOR CITY REVIEW FOR POSSIBLE ADDITIONAL WATER SERVICE CONNECTION FEE. 6. RESILIENT GATE VALVES MUST BE APPROVED BY THE CITY BEFORE INSTALLATION. CONTRACTOR TO VERIFY VALVES ARE ON CITY APPROVED MATERIALS LIST. CONSTRUCTION KEYNOTES - SANITARY SEWER TYPE 1 CB & SUMP PUMP FOR BLDG FLOOR DRAINS PIT PER PLUMBING PLAN. TIGHTLINE TO SANITARY SEWER MAIN. HYDROMATIC SKV40 OR EQUAL WITH BACKFLOW PREVENTER. SEE DETAIL 3 ON SHEET C3.2. SEE NOTE 1. 2 CLEANOUT WITH LOCKING LAMP HOLE COVER. 3 NOT USED. 4 PREPACKAGED SUMP AND GRINDER PUMP FOR BATHROOMS. GOULDS MODEL NO. RG S2012. (COMPLETE PACKAGE), OR EQUAL SEE NOTE 1. 5 2-INCH FORCE MAIN FROM ELEVATOR PIT SUMP PUMP. SUMP PUMP PER MECH. PLUMBING PLAN. 6 NOT USED. 7 2--INCH PVC SANITARY SEWER FORCE MAIN. FIELD ROUTE. 8 8-INCH PVC GRAVITY SANITARY SEWER LINE. F!7R UPPER FLOORS OF BLDG. 9 NOT USED. 10 2-INCH PVC SANITARY SEWER FORCE MAIN TO CONNECT INTO SEWER MAIN. FIELD ROUTE. 11 SANITARY SEWER DROP MANHOLE, 48-INCH. CHANNEL MANHOLE INTO EXISTING SEWER MAIN PER CITY STDS. RIM AND INVERT TO BE FIELD VERIFIED PRIOR TO CONSTRUCTION, SEE DETAILS 2 AND 4 ON SHEET C3.2 12 8-INCH SEWER LATERAL TO CONNECT INTO SEWER MAIN. LATERAL MUST BE 2% MIN. FROM MAIN TO PROPERTY LINE 13 2--INCH CHECK VALVE ASSEMBLY, 7:51 I�G, � ot� �• s�t� OF 1=lV1c7L bSl tJ j�l } i SANITARY SEWER NOTES 1. ACTUAL LOCATION AND MODEL OF PUMPS AND PIPING TO BE VERIFIED BY PLUMBER AND/OR MECHANICAL ENGINEER. 2. THE CONTRACTOR MUST FIELD VERIFY U11UTY LOCATIONS AND INVERTS, BY POTHOLING OR OTHERWISE, PRIOR TO CONSTRUCTION. 3. PUMPS TO BE PULLED OUT OF CB FOR MAINTENANCE. CONSThU(' ►ON NOTES - SITE IMPROVEMENTS 1 SAWCUT LINE. FIELD LOCATE AS DIRECTED BY INSPECTOR. 2 PAVEMENT RESTORA11ON PER DETAIL SHEET C3.2 SEE NOTES 1 AND 2. 3 SIDEWALK RESTORATION PER CITY OF EDMONDS STDS. SEE NOTE 6. 4 24-FT DRIVEWAY SECTION. 5 NOT USED. IX PAVEMENT RESTORATION PER NOTES 3 AND 4. SITE IMPROVMENT NOTES 1. PAVEMENT RESTORATION FOR 3RD AVENUE NORTH SHALL MATCH EXISIING CONDITIONS. CONTRACTOR TO FIELD VERIFY EXISTING PAVEMENT SECTION PRIOR TO CONSTRUCTION. 2. UTILITY CUTS IN 3RD AVENUE NORTH SHALL USE CONTROL DENSITY FILL (2-SACK MIX). UTILITIES SHALL BE BEDDED PRIOR TO PLACEMENT OF CDF. 3. MATCH EXISTING PAVEMENT SECTION IN ALLEY. MINIMUM DEPTH OF PATCH SHALL BE 3-INCHES. CONTRACTOR TO FIELD VERIFY EXISTING PAVEMENT SECTION PRIOR TO CONSTRUCTION. 4. THE ALLEY SHALL BE OVERLAID FULL WIDTH FROM PROPERTY LINE TO PROPERTY LINE, AS DETERMINED BY THE CITY INSPECTOR. 5. NOT USED. 6. SIDEWALK THICKNESS MUST BE 5 1/2" PER CITY OF EDMONDS SIDS. II t 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 z CL FsF5F a a a a A 0 QIcm \ In '4zI4ZFZ\II04 Y DESIGN-. CWK DRAWN, CWK CHECK: SL JOB N❑I 01089.20 DATE-. 8-9-01 Z Q J cy 0- W W Z W m Ld ) .. Ld V (�/ > w 0 M Z ~ < 0- LILT L u o X Z > W LA Q (D i-- ��Z 0 QQ c� o U LL_ N Lli SHEET-. t js THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW API ARE SUBJECT TO CHANGE. DO NOT USE FOR NSTRUCTION OR B PURPOSES T SIGNED AGE VAL STAMP. CALL BEFORE YOU D -800-424- SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. rn ry VADIre 9°L ►,IIN 9°.L MIN FLOOR DRAIN rnAur 0. nnATr nl %AAnln rflilkinnV /tCh"Cn INK 250 4TH AVE. S., SUITE 200- EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 4" - 90' ELBOW 4 a a VIRES:11/07 02 111141di a • NEW MANHOLE PER $ STANDARDS FLOW \ 2" DISCHARGE ELEV.= 53.43 a CUT OUT EXIST. PIPE, MAKE SMOOTH INVERT & CHANNEL AFTER NEW LINE IS ACCEPTED. 8" MINIMUM NEW SEWER a A V G PVC x CONC. MANHOLE ADAPTER (PVC PIPE ONLY) ON —SHRINK GROUT _.:]�_EXISTING SEWER -- CAST IN —PLACE CHANNEL & SHELF MODEL #SKV40 OR EQUAL Mrrf\VVLL/ JVVV1%nLJL - W z \ SECTION �AlHOLE BASE - NEW MANHOLE ON EXISTING . SEWER OIL WATER SEPERATOR W SUMP PUMP FOR FLOOR DRAINS N 2 NTS 3 NTS NTS DESIGN: CWK DRAWN: CWK CHECK: SL JOB NO, 01089.20 25" LOCKING LID WITH THE WORD "SEWER" ON IT A I 8-9-01 4" OR 6" CONC RISERS (4" MIN.— MAX HGT— 18") GROUT AND PROVIDE SMOOTH FINISH INSIDE AND OUT POLYPROPYLENE SAFETY STEP 12" O.C. (TYP) '4 N Rw• (V r---- FLOWS rx i;V., ` ECCENTRIC PRECAST CONE Y a PRECAST SECTIONS 4" MIN. THICKNESS MANHOLE SAND COLLAR - 48" or 54" STEPS FRAME AND COVER NOTE: 1. LOCATE MH LID OUTSIDE THE WHEEL PATH OF THE TRAVEL LANE. 2. BASE REINFORCING SHALL . BE #4 REBAR AT 12" O.C. �2 •'' CONSTRUCT BOTH WAYS. CHANNEL SHELF 3. LARGER MH TO BE .`. - REVIEWED ON A CASE BY •. ' :' ' BY CASE BASIS USING '. :' ' %' •' APWA STANDARDS. •.• •••. •'': 4. JOINTS SHAD. BE RUBBER ,• • .� ••' .• GASKETED ONLY. MH PER W.S.D.O.T. 'APWA 6" MIN? STANDARD PLAN 8-23a.. REBAR MIN 2" CLEARANCE ED REVISIONS STANDARD DETAIL 69p TYPE I MH (SANITARY) 1 890-199 ouE seta NTS owe NO. E6.1 7/24/01 TYPE I MH (SANITAW NTS v A"'!PP ROVED FOR ��i City Engin' 6r ate W L/ ) v ,, Z J p z �-- LI L Li z M _X W 0 w V Q r Z 3 p Q N M U LL_ W SHEET: z ITHESE PLANS HAVE BEEN PREPARED FOR A Y REVIEW ND ARE SUBJECT T NGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-4 FOURTH AVENUE NORTH POUR SCALE: I" = 40'-0" SIDEWALK W cn Q d Q w (� C _, 0 q) lu SIDEWALK LErvEND : "CONSTRUCTION AHEAD" WARNINCG 5rN5 AT THE FOLLOWING SPEED CONDITIONS: UNDER 25 MPH - 500 LF FROM SITE; OVER 25 MPH - 1000 LF. FROM SITE LAN "STREET CLOSED" WARNING 51C-N AW BARRICADES AT THE NEAREST INTERSECTION TO ALLOW FOR AVE .:ATE TRAFFIC DETOUR. - /� "SIDEWALK CLOSED" WARNING 5167KAND BARRICADES AT THE NEAREST It SI.DEw"K INTERSECTION TO ALLOW FOR AVE:�L'ATE PEDESTRIAN DETOUR. nF APPROVED � _" I'd'1 `T, "FLAGGER AHEAD" WARNING 510-NS 250'-0" FROM CONSTRUCTION SITE. STATE CERTIFIED FLAGGERS FROM CONSTRUCTION SITE. Data: 4 CONES OR BARRICADES 5HAl_L BE PLACED AT 15 TO 30 FOOT SPACING IN A STRAIGHT LINE TO MAINTAIN TRUCK ACCESS. �e��ors p,, , v r oCID � ., °',��b O rn L O Q w �. C� 0z � (Z� o c -r W � u bw a� w F- a) a _W LL. z��,mo w W �- C) � ¢ti__;w o u) S 00 m I TL-1490 REGISTERED ARCHITECT �JR0 BERT BUTTERFIELD STATE OF WASHINGTON V Z v � � o z {�-- ILI O z 111 - v x RECEIVED NOV 2 0 2001 PERMIT COUNTER n�u/ nnw'' IL Il� z O V v 0- r r Q i a O � — ks) o Ul O N m v- zaaaa ARCHITECT OF RECORD ROBERT BUTTERFIELD PROJECT MANAGER: 5RB DRAWN BY: CMW / MOA JOB NUMBER: DATE: DRAWING NO. CODE REQUIREMENTS (—:ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE UNIFORM BUILDING ODE, 1997 EDITION. A REFERENCE DOCUMENTS - GEOTECHNICAL REPORT 250999 BY NELSON- COUVRETTE & ASSOCIATES, INC. DATED JANUARY 22, 1999. - OSHA AND WISHA STANDARDS. - A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. - CONTRACTOR SHALL OBTAIN A COPY OF ANY APPLICABLE REFERENCE DOCUMENTS AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THESE DOCUMENTS. STEEL REFERENCE SPECIFICATIONS - DESIGN,, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING SPECIFICATIONS: STRUCTURAL STEEL — AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 9TH EDITION. WELDING -. AWS D1.1, —1998 EDITION WELDER CERTIFICATION - WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO). DESIGN -LOADS/GEOTECHNICAL DESIGN CRITERIA - ACTIVE PRESSURE AT CANTILEVERS WITH LEVEL BACKFILL = 35 PCF - PASSIVE PRESSURE = 200 PCF - SURCHARGE PRESSURE = 100 PSF — HYDROSTATIC PRESSURE = 0 — ACTIVE PRESSURES APPLY OVER PILE SPACING ABOVE WALL BASE AND OVER ONE PILE DIAMETER BELOW WALL — PASSIVE PRESSURES APPLY OVER THE LESSOR OF TWO PILE DIAMETERS OR PILE SPACING. ACTIVE EARTH PRESSURE FOR LAGGING REDUCED BY 507. — REFER TO SOIL REPORT FOR ADDITIONAL INFORMATION. SUBMITTALS — SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER PRIOR TO ANY FABRICATION OR CONSTRUCTION FOR ALL STRUCTURAL ITEMS INCLUDING STRUCTURAL STEEL, AND MISCELLANEOUS METAL. - MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER FOR ALL CONCRETE AND GROUT. - SHORING MONITORING RESULTS SHALL BE SUBMITTED TO THE GEOTECHNICAL ENGINEER ON AT LEAST A WEEKLY BASIS. - CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR TO PROJECT COMPLETION AND ACCEPTANCE. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. UTILITY LOCATION/EXISTING CUN ITIONS - THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTORJO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CG ENGINEERING ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING U11LI11ES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. - CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO 'CONSTRUCTION. - 'CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES. - IF THE ACTUAL FIELD VERIFIED LOCATION OF UTILITIES COULD RESULT IN A CONFLICT WITH THE SHORING, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY. - PRIOR TO CONSTRUCTION, CONTRACTOR SHALL VERIFY THAT OVERHEAD OBSTRUCTIONS, INCLUDING ELECTRICAL LINES, DO NOT INTERFERE WITH USE OF THE CONTRACTOR'S DRILLING EQUIPMENT. - COORDINATE AND ARRANGE FOR ALL UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. INTERRUPTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH THE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES AND WITH A MINIMUM 48 HOURS ADVANCE NOTICE. - EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. EROSION AND SEDIMENTATION CONTROL — ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLE11ON OF CONSTRUCTION. — THE CONTRACTOR SHALL KEEP OFF —SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. TEMPORARY SHORING — CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN TEMPORARY SHORING AND BRACING IN ADDITION TO SHORING SHOWN ON THESE PLANS AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF ANY TEMPORARY SHORING AND BRACING, AS REQUIRED. MATERIALS CONCRETEMOUT — ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER 19 OF THE UNIFORM BUILDING CODE. CONCRETE STRENGTHS SHALL BE VERIFIED BY 28-DAY STANDARD CYLINDER TESTS, UNLESS APPROVED OTHERWISE. GROUT STRENGTHS SHALL BE VERIFIED BY 2-INCH CUBE TESTS PER ASTM C109. REQUIRED ULTIMATE COMPRESSIVE STRENGTH OF STRUCTURAL GROUT SHALL BE REACHED BEFORE TIEBACKS ARE - CONCRETE MIX DESIGNS SHALL CONFORM TO THE UNIFORM BUILDING CODE. COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE AS FOLLOWS: LEAN CONCRETE FOR SOLDIER PILE CONCRETE f'c = 500 PSI FAI SS — STEEL SHAPES AND PLATES — Fy = 36.0 KSI — STRUCTURAL STEEL — ASTM A36 — CONNECTION MATERIAL, EMBEDDED ITEMS, CHANNELS, ANGLES, BASE PLATES, AND MISC. STEEL — ASTM A36 — ANCHOR BOLTS — ASTM A307 — HIGH STRENGTH BOLTS CONFORMING TO ASTM A325 SHALL BE USED FOR ALL STEEL TO STEEL CONNECTIONS UNO. TIMBER LAGGING/SAWN LUMBER — ALL LAGGING SHALL BE PRESSURE TREATED WITH WATERBORNE PRESERVATIVES IN ACCORDANCE WITH AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS C 20-83 C 27-83. SAWN LUMBER SHALL CONFORM TO GRADING AND DRESSING RULES, WEST COAST LUMBER INSPECTION BUREAU (WCLIB), LATEST EDITION. LUMBER SHALL BE THE GRADE LISTED BELOW. 3x12 TIMBER LAGGING HEM —FIR NO. 1 Fb = 975 PSI 412 TIMBER LAGGING HEM —FIR NO. 1 Fb = 975 PSI — GEOCOMPOSITE DRAINAGE MATTING TO BE MIRADRAIN 6000. WELDING — ALL WELDING SHALL CONFORM TO THE PROVISIONS OF THE AMERICAN WELDING SOCIETY CODE AWS D1.1-98, WELDING IN BUILDING CONSTRUCTION, ELECTRODES SHALL BE MATCHi BASE METALS AS SPECIFIED IN AISC TABLE 3.1. ALL WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED IN ACCORDANCE WITH WABO. PROVIDE MINIMUM FILLET WELD PER TABLE 5.8. WELDING OF REINFORCEMENT STEEL SHALL CONFORM TO AWS D1.4-98 PROCEDURE/CONSTRUCTION SEQUENCING LAGGIN — TIMBER LAGGING SHALL BE INSTALLED AT SHORING WALLS. VOIDS BETWEEN LAGGING AND SOIL SHALL BE BACKFILLED IMMEDIATELY AFTER LAGGING INSTALLATION. DRAINAGE BEHN) THE WALL MUST BE MAINTAINED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LIMIT THE AMOUNT OF EXPOSED SOIL WITHOUT LAGGING TO AVOID LOSS OF SOIL. NO MORE THAN 4 FEET OF EXCAVATION SHALL BE EXPOSED BEFORE INSTALLING LAGGING. — EXCAVATIONS SHALL NOT REMAIN UNLAGGED OVERNIGHT. SHORING REMOVAL AND PLACEMENT — SOLDIER PILES, TIEBACKS, AND LAGGING INDICATED ON THESE DRAWINGS SHALL BE CUT OFF 2' BELOW FINISH GRADE AND LEFT IN PLACE. CONCRETE .PLACEMENT - CONCRETE SHALL NOT BE ALLOWED TO FREE -FALL TO THE BOTTOM OF THE DRILLED HOLE, BUT SHALL EITHER BE TREMIED OR PUMPED INTO THE HOLE. MONITORING 1. MONITORING OF THE SHORING SYSTEM, CONDUCTED BY THE CONTRACTOR, SHALL INCLUDE MEASUREMENTS OF VERTICAL AND HORIZONTAL MOVEMENTS AT THE TOP OF EACH SOLDIER PILE OR AT INTERMITTENT INTERVALS AS CONSIDERED APPROPRIATE BY THE GEOTECHNICAL ENGINEER. REFERENCE POINTS FOR HORIZONTAL MOVEMENT SHOULD ALSO BE SELECTIVELY PLACED AT VARIOUS LEVELS AS THE EXCAVATION PROGRESSES. 2. MONITORING OF ADJACENT STRUCTURES WITHIN A HORIZONTAL DISTANCE OF TWO TIMES THE EXCAVATION HEIGHT SHALL INCLUDE MEASUREMENTS OF VERTICAL AND HORIZONTAL MOVEMENTS AT INTERMITTANT INTERVALS ALONG THE LENGTH OF THE STRUCTURE AS CONSIDERED. APPROPRIATE BY THE GEOTECHNICAL ENGINEER. 3. THE MEASURING SYSTEM. USED FOR SHORING MONITORING SHALL HAVE AN ACCURACY OF AT LEAST 0.01 FOOT. ALL REFERENCE POINTS ON `THE EXISTING GROUND SURFACE `SHALL BE INSTALLED AND READ PRIOR TO COMMENCING THE EXCAVATION. SUBSEQUENT POINTS AT .DEPTH ALONG THE SHORING WALL SHALL BE INSTALLED AND READ AS SOON AS POSSIBLE DURING THE EXCAVATION. ALL REFERENCE POINTS SHALL BE READ PRIOR TO AND DURING CRITICAL STAGES OF CONSTRUCTION: THE -FREQUENCY OF READINGS WILL DEPEND ON THE RESULTS OF THE PREVIOUS READINGS AND ' THE RATE OF -CONSTRUCTION: AS A MINIMUM, READINGS SHALL BE TAKEN ABOUT TWICE A WEEK THROUGHOUT CONSTRUCTION UNTIL` THE: SHORING WALLS ARE COMPLETED. MORE FREQUENT READINGS MAY BE REQUIRED AT CRITICAL TIMES DURING CONSTRUCTION OR IF SIGNIFICANT MOVEMENT IS INDICATED. ALL READINGS ;SHALL BE 'SUBMITTED; FOR REVIEW: (A) ABOVE GLB GLUE -LAMINATED BEAM (B) BELOW HORIZ. HORIZONTAL AL7. ALTERNATE K KIP (1,000 POUNDS A.B. ANCHOR BOLT KSF KIPS PER SQUARE �OOT ARCH. ARCHITECTURAL MR. METAL BLDG. BUILDING PL. pLA7E BLKG. BLOCKING PSF POUNDS PER SQUARE FOOT BM. BEAM PSI POUNDS PER SQUARE INCH BOT. BOTTOM REINF. REINFORCING BRNG. BEARING SIM. SIMILAR COL COLUMN STL. STEEL CONC. CONCRETE SYM. SYMMETRICAL CONN. CONNECTION lYP. TYPICAL CONT. CONTINUOUS T.O.C. TOP OF CONCRETE DBL. DOUBLE T.O.W. TOP OF WALL DIM. DIMENSION U.N.O. UNLESS NOTED OTHERWISE DIR. DIRECTION JERT. VERTICAL EXP. EXPANSION WP WORK POINT FDN. FOUNDATION FTG. FOOTING_mwV_!JAL IIY��+►i' I�1'r ad" OmTo CONTINUOUS PERT= REMARKS SOWS SHORING yy(Qt rbg�46,1 X GEOTECHNICAL ENGINEER EXCAVA ON & Flll X GEOTECHNICAL ENGINEER AUGERCAST PILE INSTALLATION X GEOTECHNICAL ENGINEER CONCRETE REINFORCING PLACEMENT x CONCRETE TEST SPECIMENS X CONCRETE PLACEMENT x ADHESIVE ANCHORS x EXPANSION ANCHORS x EMBEDDED PLATES x STRUCTURAL STEEL ORDINARY MOMENT FRAME x FABRICATION & ERECTION X HIGH STRENGTH B(JIJING x SHOP & FIELD WRaING SINGLE PASS FILLET WELDS & 5/le x FILLET WELDS > X PARIAL & COMPLI1E PENETRATION X OTHER WELDING x WOOD FRAME , SILL PLATE A.B. PLACEMENT X HOLD-DOWN PLACEMENT X SHEARWALL & DIAPHRAGM NAILING X SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER THE ARCHITECT AND STRUCTURAL ENGINEER SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. z O a U w 0 Qo 0 CIO Y 2 DESIGN: DRAWN: CHECK: JOB NO: J_� CAB JKN GAG 01089.12 8/08/01 0 _Z J m t= N La() 00 0 W V) z La W <C .� Z 0 m C t!1 Z t 0 0 � o = LL_ ��, W V) SHEET: 1�wI�� NOV 15 2001 0UILDINC DEPT. SH100 lvl C TILEVERE SOLDIER PILE SCHEDULE I I =RING GNIGINIEL PILE NO-N3 EO-E7 E8-E12 PILE SIZE W800 W18x86 W18x119 .1 1 O W a O ;4h100 mV19 a It A. GUI I EXPKS: 9/5/2001 1 �m Z � � O? a_ t/o 0 0- 0_ W 0 0 co Q O � O 00 �-- Y Q mm DESIGN: CAB DRAWN: JKN CHECK: GAG JOB NO: 01089.12 DATE: 8/08/01 EXIST. GRADE R EL.65=6"� EO SLOPECUT PER PLAN EAST BOUND SCALE: 1 /8 = 1 - DRAINAGE MATTING PER DET. 5 4 mm FILL VOIDS BEHIND WALL NOTE: W/ FREE DRAINING GRAVEL PILE TOLERANCE SHALL BE CONC. WALL f1" FROM OUTSIDE FACE PER STRUCT. OF WALL, U.N.O. p F� CUT PILE 2'-0" BELOW FINISHED GRADE AFTER rLEVEL 1 FLR. DIAPHRAGM TIES ARE COMPLETED. v v a 4x LAGGING v V• v • D � 0 CAL PILE PLAN 1 = 1 -0 III ;O X III N AUGER PER SCHED. PILE PER 500 PSI LEAN CONCRETE SCHED. ABOVE EXCAVATION LINE BURN HOLE IN BEAM WEB TO ALLOW CONT. HORIZ. REBAR TO PASS THROUGH CONC. WALL PER STRUT. L3x.3x3/16 a a a 3x LAGGING PILE PER SCHED. —/ )__DETAIL SCALE: 1 = 1 =G ,v 316 V2@6 AUGER PER SCHED. SOLDIER PILE SIZE AND SPACING PER PLAN & SCHED. TOLERANCE CAISSON PER SCHED. — +1 ", —0" W/ 500 PSI CONCRETE BELOW EXCAVATION LINE A2 SECTION SCAB LE; 3/4" = 1 EL. 69'-0" EXIST. SOUNDVIEW PLAZA FOUNDATION WALL EXIST. GRADE EL. 62'-0" NO 4 VERT. CUT I'E- A NORTH BOUNDARY ELEVATION SCALE: 1 /8 = 1-0 T PER STRUCT. CONC. WALL. REFER TO STRUCT. FOR ° WALL REINFORCING. ir--=— °e COVER LAGGING AND DRAINAGE MATTING W/ _ MIRACLAY BEFORE APPLICATION OF CONCRETE d. d• MIRADRAIN 6000 DRAINAGE MATTING FULL HEIGHT & WIDTH CENTERED BETWEEN PILES, n INSTALLED W/ FABRIC TO LAGGING 412 HF#1 TREATED TIMBER LAGGING W/ 1 /4" GAP BTTf TIN. EACH PIECE OF !_AGGING. CHIP CONC. AS REQ'D TO INSTALL. ° (2)-3/4"0 x 6" WELDED HEADED II STUDS @ 12" O.C. a ii a 2"0 WEEP HOLES ® DRAINAGE II ,K II MATTING BETWEEN PILES. ° 2"0 PVC PIPE IN BETWEEN PILES EXIST. SOU DVI P A Q� � NO GREATER THAN 8'-0" O.C. FOUNDS WALL AND CONT. u FTG. II CONC. SLAB W/ REINF. AND SUBGRADE •n a ° PER FOUNDATION PLAN . " -ii = • - • "}FOUNDATION DRAIN 1 MINUS GRAVEL PER DET. 5 —� EXCAV. LINE e • —; . - II Dopo W Z a II ° • " 60° 4"0 PVC PIPE W/ 6" OF °- II -� i 8 1" MINUS GRAVEL ALL AROUND •-II o .a-e � ° WRAPPED IN NON —WOVEN II IIFEE III=III=III GEOTEXTILE FABRIC AND ii : °—I 11= I I ► CONNECTED TO FOOTING Q DRAIN SYSTEM PER CIVIL DWGS. ..• u o . ° d #4 REBAR x 5' LONG EACH PILE J 0 ' II II = 12"0 LEAN CONCRETE e° U PILES AS REQD. ALONG ° aII IIII LLI � SOUTH WALL If If °° a_ II II R . a ed d • Q Q d ' 0 6 SECTION SCALE: 3/4 = 1 Q 0 RT. CUT a•� I . .-- FILL VOIDS BEHIND WALL W/ FREE DRAINING MATERIAL � CHIMNEY DRAIN SYSTEM W/ CONTINUOUS MIRACLAY WATERPROOFING MEMBRANE ON WALL W/ 4' WIDE VERTICAL STRIPS OF MIRADRAIN 6000 SPACED 4'-0" APART. /-- WALL THICKNESS AND REINF. PER STRUCT. �- CHIP OUT PILES FOR PERMANENT WALL INSTALLATION �- 2"0 PVC. DRAINS @ 8'-0" O.C. FOUNDATION DRAIN e' PER DET. 5. d . ' d d c I I• • a-• • .:.0:.:.� ° EL. 54 - 4.1 d' a 3 �d - d ' e' NOTE: LEAN MIX PILES REQD. ALONG SOUTH PROPERTY LINE EXTENDING FROM THE SOUTH EAST CORNER APPROXIMATELY 40' WEST. VERIFY THAT DEPTH d DOES NOT EXCEED 2'-0". ° REVISED PLAN APPROVED CITY OF EDMONDS BUILDM DIVISION PLANS EXAMINER _ DATE I k• GUI I EXPIRES: 9/5/2001 1 4m' ZO M � CC C 1= = w CL cn cr -_ (n ce. ce. 2 w wwc o o_ a. c. wo©c Q O 00 LC 00 O CIN T Y DESIGN: DRAWN: CHECK: JOB NO: DATE: J Nil JKN GAG 01089.12 8/08/01 0V 0 n z V) �.. Z F- .._J - OW m�N F—C] d Q W � � Z c J � La Q C> > Q Ld W Q � x� Z t� p o 0V �' Li N = W LZ W V) V) D&01 BUILDING DEFT. SH3mO EXIST. GRADE " --EO SLOPECUT PER PLAN EAST BOUNDARY ELEVATI SCALE: 1 /8 = 1-0 4x 3 TYPICAL P SCALE: 1" = 1' L3x3x.3/16- d 3x LAGGING—' PILE PER SCHED. —/ CONC. WALL nrn cl mi ln•r i ILL 1 LI\ SCHED. FILL VOIDS BEHIND WALL W/ FREE DRAINING GRAVEL R CUT PILE 2'-0" BELOW FINISHED GRADE AFTER LEVEL 1 FLR. DIAPHRAGM TIES ARE COMPLETED. 500 PSI LEAN CONCRETE ABOVE EXCAVATION LINE BURN HOLE IN BEAM WEB SOLDIER PILE SIZE AND SPACING TO ALLOW CONT. HORIZ. PER PLAN & SCHED. REBAR TO PASS THROUGH CONC. WALL PER STRUT. 4 Q - . s e• 4 d a d Q • -° TOLERANCE CAISSON PER SCHED. • +1", —0" W/ 500 PSI CONCRETE BELOW EXCAVATION LINE Y ' IL r 3 16 2 ® 6 l• AUGER PER SCHED. SECTION SCALE: 3/4 = 1 EL. 69'-0" EXIST. SOUNDVIEW PLAZA FOUNDATION WALL d a . II n 411 _ 11 II ° d °II ° II 4° II o u 11 = °. 44 u _ 11 ooC o ° II a? ° QL ..od. .11 ° II II 4 If II ° d'll II d u u 4 u n d II II II II a a a u u d •d 11 II n u n u ao 11 Ildo . 411 11 11 111 ° All 1'1t e4 Q d EXIST. GRADE LL. VL —V NO 4' VERT. CUT -� �/ A i NORTH BOUNDAR SCALE: 1 /8 a= 170 -`� CONC. FALL. REFER TO STRUCT. FOR WALL REINFORCING. COVER LAGGING AND DRAINAGE MATTING W/ 10 MIL. VAPOR BARRIER BEFORE APPLICATION OF CONCRETE ____--- MIRADRAIN 6000 DRAINAGE MATTING FULL "EIGHT & WIDTH CENTERED BETWEEN PILES, INSTALLED W/ FABRIC TO LAGGING 412 HF#1 TREATED TIMBER LAGGING W/ 1 /4" GAP BTWN. EACH PIECE OF LAGGING. CHIP CONC. AS REQ'D TO INSTALL. (2)-3/4"0 x 6" WELDED HEADED STUDS m 12" O.C. (4)-2"0 WEEP HOLES ® DRAINAGE MATTING BETWEEN PILES CONC. SLAB W/ REINF. AND SUBGRADE PER FOUNDATION PLAN 1" MINUS GRAVEL EXCAV. LINE 0 4"0 PVC PIPE W/ 6" OF 1" MINUS GRAVEL ALL AROUND WRAPPED IN NON —WOVEN GEOTEXTILE FABRIC AND CONNECTED TO FOOTING DRAIN SYSTEM w J M in w U in Of w 0 If EL. 63'-6" ,L EXIST. SOUNDVIEW PLAZA FOUND. WALL AND CONT. FTG. #4 REBAR x 5' LONG EACH PILE 12"0 LEAN CONCRETE PILES AS REQD. ALONG SOUTH WALL SCALE: 3/47 = 1 — 4' VERT. CUT R f8" 6" I • WALL THICKNESS AND REINF. PER STRUCT. ° CHIP OUT PILES FOR PERMANENT WALL INSTALLATION M O ie cV I •4' �- - o . - I d oe d d' C 4 0 ° d a d- 3" ° d d V EL. 54 NOTE: LEAN MIX PILES REQD. ALONG SOUTH PROPERTY LINE EXTENDING FROM THE SOUTH EAST CORNER APPROXIMATELY 40' WEST. VERIFY THAT DEPTH d DOES NOT EXCEED 2'-0". I I m z Om V) I I- =) w U) �mm oLdCL W © CD 1-1 Q000 omo Y DESIGN: CAB DRAWN: JKN CHECK: GAG JOB NO: 01089.12 DATE: 8/08/01 cn 0 ....I Z V Q Z Ow m N 0— W - V) � Z Co r9 W Z Ll > W Li V) x mMN Za Z 0 Ov M La 0 y '41 0 V BUILDING DEPT. THIRD AVENUE NORTH - - - - NOTE. THE EXISTING CURB, GUTTER AND SIDEWALK WILL BE INSPECTED BY THE CITY 3 SPECTOR REMOVE AND jr----WA - EPLACEa IRECTED-WA- - -_W-_WA----WA-- -WA-----WA-- - -WA-S ASPHALT EXISTING CURB EXIST. PARKING SIGN FL EL.=57.20 �i EXIST. PARKING SIGN FL EL=57.09 A � T.O.C. EL=57.59 T.O.C. EL=573JO "' 3! x S TREE GRATE (TYP.) OFPCU p (D = 57.70' o OF CURB 57. p jx�(SDTI opEL. = 57.62' Ipp NCRETE SIDEWALK & CURB PROPOSED STREET TREE EXISTING CURB CUT EL=57.59 p O ppp EL=57.65 PER LANDSCAPE PLAN (TYP) TOE OF WALLEL. = 57.65' o p FOE N' 908'27" 90.09' E OF WALL EL. = 57.78' EXISTING CURB OP F WALLEL. = 59.64' Ep� I TAINING WALL TO BED OP OF WALL EL. = 60.28' p o I EL=57.78 ° o p °( LQ . 3 EL=57.78 0 1 1 °o01 0 o po 1 � �opop ---��_ ppp-0 000 p pppp°p 0.00 124 3rd AVE N I 1 NEW MIXED USE OFFICE/CONDOMINIUM BUILDING �I PAINTED CURB SOUND VIEW PLAZA SOUNDVIEW PLAZA o / \ / / LIMITS OF SHORING oN / \ / \ PER STRUCTURAL SHORING PLAN co z " t CD 0 U - w J > 1 , &6- / T F w z I J I F- � (1 w n off � / / I °- 0 rr a a- � I I � 1 I I EF_ELEV GARAGE) = 55.27 I FF ELEV (rl,RST LEVEL) = 67.78' I FF ELEV (SE60,ND LEVEL) = 77.78' ! G PLAN AND DETAILS EXISTING SEWER MAIN a r 10 1:1 SLOPECUT Wj 4' VERT. CUT AT PROPERTY LINE PER STRUCTURAL VORING PLAN 8'- 12' U 81 PLACE 3/4'-1.5' WASHED GRAVEL IN THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE, FILTER FABRIC MATERIAL IN CONTINOUS ROLLS, USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. Q WIRE MESH SUPPORT FE E N TO SUPPORT FILTER FAFFC. io BURY BOTTOM OF FILTER a MATERIAL 8' TO 12' 6' MAX. 2' X 2' WOOD POSTS OR EQUIVALENT CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. REVISIONSSTANDARD DETAIL APPROVED DT DATE FILTER FABRIC FENCE FILTRATION SYSTEMS 1890-1g9� DATE 7/24/01 � NTS D" "o' E1.1 1 FILTER FABRIC FENCE � SCALE: NTS PLACE FILTER AND GRATE. PLACE 7/8' WASHED GRAVEL 3-4 INCHES HIGH AROUND CATCH BASIN TO FILTER WATER. STRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES (SEE DETAIL E1.1.1) UPON APPROVAL OF CITY ENGINEER OR HIS REPRESENTATIVE. THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING CONTRUCTI❑N PERIOD. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL t MEASURES BEFORE WORK CAN BEGIN. I j . . REVISIONS STANDARD DETAIL App$mm By I DATE TEMPORARY SEDIMENT TRAP FOR CATCH BASINS f890-199D DATE 7/24/01 SCALE NTS ° H0. E1.3 I SCALE: NTS 0 5 10 DIMENT TRAP FOR CATCH BASINS MIN. RADIUS 4'-8' QUARRY SPALLS 8'-12' MIN. DEPTH PROVIDE FULL WIDTH OF INGRESS/ EGRESS AREA CONTRACTOR SHALL MAINTAIN TEMPORARY C❑NSTRUCTION ENTRANCE DURING THE C❑NSTRUCTI❑N PERIOD. CITY INSPECTION REQUIRED ON ALL EROSION-" MEASURES BEFORE WORK CAN BEGIN. -F N'A -0* - N� ff EVISIONS STANDARD DETAIL W DATE STABLIZED CONSTRUCTION ENTRANCE 1890-199� DATE 7/24/01 SCALE NTS ' E1.2 2 STRUCTION ENTR SCALE: NTS CONSTRUCTION KEYNOTES - EROSION CONTROL OFILTER FABRIC FENCE PER DETAIL 1. OCONSTRUCTION ENTRANCE PER DETAIL 2. OCATCH BASIN INLET PROTECTION PER DETAIL 3. SEE NOTE. EROSION CONTROL NOTE CATCH BASIN INLET PROTECTION SHALL BE INSTALLED; TO DOWNSTREAM CATCH BASINS. FIELD VERIFY LOCATION OF CATCH BASINS PRIOR TO CONSTRUCTION. s CUT/FILL QUANTITIES CUT=3,364 YDS FILL=O YDS Nf T (CUT)=3,364' YDS fflm!t -.0"Nommommomm— lqommmw 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 I EXPIRES: 11 /07/021111111611 z a W P4 m 0 F3 0 W ~ * °O IK) v Y Q 1 DESIGNS CWK DRAW Ni CWK CHECK: SL JOB N❑i 01089.20 DATE, 8-9-01 Z 0- V Z � V 2 rW V / Q Q W�// LtJ V / x J `= Z Q LJJ < J W Of r o toV t ../ W cl lL N Lli F— Q SHEET,- THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED APPROVAL STAMP. CALL BEFORE YOU' 60.4"i %. DI( 1-800-424- DOORSCHEDULE _ OPENING DOOR FRAME ;5 0 w REMARKS NO. _. SIZE TYPE MAT. FIN. MAT. FIN. 02 x ` d A AL FF AL FF CUSTOM mep i PULL 2* x E Wt:> F' WD P 3 3,2 x F: MT " MT " I - NFt RATED ® 3-- x D IUD " WD O3,2 x 112 C „ 11 „ II �J 2ox p „ 11 It1,-- 31, x p " 11 11 I, �...__. O2& x p II II If I, 10 VARIES 14 ,1 11 11 11 I1 It If SEE PLANS FOR 31ZEb 12 1 X �� p 11 11 13 3� y< 7g F MT �COR SCHEDULE SCALE: NTS DOOR NOTE58: 1. ALL DOORS FROM UNITS TO THE CORRIDOR TO BE 20 MIN. SMOKE AND FIRE RATED PER UBC 2. ALL DOORS TO 5TAIR4WAY8 TO 13E 11-IR. RATED Wtr" 450 DEGREE i . TEMP. RISE 3. PROVIDE EXIT ILLUMINATION IN ACCORDANCE, WITH UBC SEC, 1-12 AN�>k3 EXIT 516NS IN ACCORDANCE WITH U13C SEC. t 4. ALL DOOR SHALL HAVE LEVER STYLED HANDLE& sU. K O u - °4�'r �D- km STORM a3FF - z ea A= D DOOR E / »" DOOR TYPE5 SCALE: Nis 24'-0" -11_A_11 r 13 OH - INSIDE ONLY I 'v v "vs- , — -a--" ...- ..-r-..- , -, . , , -, iCl\S TOP 4 eo i'TOM. ROLLING G GATE 1 1/2" X 1 1/2" TUIBE : � 1/4" X 1 1/2" STEEL PLATE I" X i" STEEL 1:3AR . - AF='I OX. &" o% u I" X I" STEEL i5AR NOTIE: ALL STEEL PIECES 814ALL BE GAL V. 4 "POWDER COATED" COLOR AS SELECTED GRILLE 5C4LE:1/411 "WEBTCON" PAVERS "WESTCON" DECOR PAVERS - '� 4"�X 8" MIN, CAST -IN -PLACE CURlS LAY IN RUNNER PATTERN IIII- COMPACTED SAND USE EDGE UNITS WHEREVER POSSIBLE IIII' 1 _--- GRAVEL SASE (IF REQV) 5OUNIDVIIEW PLAZA FAV RS SCALE: 1/4" 4 1" = 1'-011 ■ EXIST. DRIVEWAY (COMMON) e>.vl = 1-1'-311 III-9" 101-0" '-�'°�` 6�®" '-010 3'-3 1/ � 6'-rD° 1'- 3 du ,-s�lr 6'_mu 1-t�" 3 --3/ °' h'-emu '° 1�'-Q1" 2' _a 1, I I �I:-.3 I " b'-f� I'-P�'�-3�' � F.z_ IE Z 43 UNIT 101 UNIT 102 METAL GATES "WESTCON" PAVERS CONC. CURB (TYF?) ER e M me y�iVi37F.� Cil� 6MT. FLOOR PLAN a 5CALE: 1/8" = 1'-011 H ^ BOILEAU ARCHITECTS APchilecIure Plaenlpll Iatatatoee:Ss 0 z w �1..1 W c;�:;��, .�=-, /� } ,,,.y ��,. (`ni%' `u � �f C�� r��,,,... �'"1 .. .. _ G..J.! � C)� �� ,? � 't�.` �� i' s DOOR SCHEDULE OPENING DOOR FRAME o REMARKS NO. SIZE TYPE MAT. FIN. MAT. FIN. 1�1 32 x 12 A AL FF AL FF CUSTOM PUS i PULL 2� 2* x E WD P WD P 3 3a x C F MT MT It I - Nam. RATEP ® 3a x D U1D " WD O3ffi x 7a C u n it if © 2jrx, �7 319x� D n u is It i ®✓ 2& x D a u It " O 5fe x 1 v VARIES H " " ° " WE PLANS FOR SIZES 11 2 f x e p tr tt " rr 12 1 ¢ X 6F p It tl tr Ir DOOR 5CHIDULE SCALE: NTS POOR NOTES: I. ALL DOORS FROM UNITS TO THE CORRIDOR TO BE 20 MIN. SMOKE AND FIRE RATED PER UBC SEC 1005AI 2. ALL DOORS TO STAIR4WAYS TO 13S i NR. RATED WITH 450 DECsREE I . TEMP RISE 3. PROVIDE EXIT ILLUMINATION IN ACCORDANCE WITH UBC SEC. 1-12 Alslpk� EXIT SIGNS. IN ACCORDANCE WITH U5C SEC 4. ALL DOOR SHALL HAVE LEVER STYLED HANDLES. wevP i "� A= p POOR a o 0 0 0 0 DOOR TYPE15 SCALE: NTS 24'-011 ROLLING GATE SCALE:1/4" -- 1'-0" Ii Ili f�l f 1wf 11 .. t I—Ii n.hh-t-i-1-11rn t- t!n Atvft-- i 0 - INSIDE ONLY �CKS TOP 4 BOTTOM. SOUND VI EW PLAZA ZA 1 1/2" X 1 112" TUBE 1/411 X 1 1/211 'STEEL. PLATE I =A. if, X i" STEEL BAR e APPROX. Fa" o1c 'lt � i" X i" STEEL BAR NOTIE: _ ALL STEEL PIECES SHALL BE GALV. 4 "POWDER COATED" COLOR AS SELECTED GRILLE "WESTCON" DECOR PAVERS - LAY IN RUNNER PATTERN USE EDGE UNITS WHEREVER POSSIBLE PAVE R5 SCALE:1/4" 4 I" = 1'-0" SCALE:1/4" = T-0u "WESTCON" PAVERS CAST -IN -PLACE CURB 4"XSit MIN. COMPACTED SAND GRAVEL BASE (IF REQV) lu EXIST. DRIVEWAY (COMMON) n 0 r 111-311 Il'-3" �. f 55MT. FLOOR PLAN ® SCALE:1/s', = I'-0" 11I-Sit sr am J I'- 11.'-i yS �� 43 z� �n W � 1W a �J 0000�� 0 �O N co N N i w U) I-LI cc 00 0\ G 11.4. In'll Ill � 50 Se 0 z M (ter .J z 0 cy • LI1,n <` j El CY'd W P� Z I— ,dim 00 <Uj - } UJ 3: IDC <T r�. REGE:jvE:D DEC 12 2000 OEVELOPMENT SERVICES CTR, CITY OF EOMONDS FORM SAUCER KITH 3" CONTINUOUS RIM. SET TOP OF ROOTBALL AT NURSERY HEIGHT OR HEIGHT IN CAN. SPECIFIED PLANTING MIX. WATER AND STAMP TO REMOVE AIR POCKETS. NOTES: I. FERTLIZE PLANTS AS DESCRIBED IN NOTES. n w v'1 v 2 TIMES ROOTBALL DIAM. 5HRUS FLANTINS DETAIL SCALE: NOT TO 50ALE LIFT OFF SL #4 R-BAR A EACH WAY CONCRETE V JOINT FILLEI BOND BREA TREE BALL TREE PLANTING DETAIL SCALE: NOT TO SCALE 2" MULCH FEATHER TO GROWN FINISH GRADE PEEL BACK TOP 1/5 OF BURLAP ON B4 B PLANTS. REMOVE OR BURY EXCESS. ROUGHEN 51 DE5 OF PLANT PIT 1/4"x6" 5%. PLATE W/ HEADED ANCHOR STUDS AT 4" O.G. (GALVANIZED) #4 R-BAR AT 24" O.G. 2'-6" MIN. LENGTH #5 R-BAR CONT. AT PERIMETER GRANULAR FILL 4"DIA. PERFORATED DRAIN PIPE x6'-O" LONG BEYOND "m ot �'T PLANT SC HETDIJLE� �av �N 5YM. OTY. BOTANICAL/ COMMON NAME SIZE/ COMMENTS ��, GAWidtlt'�1 `GlSYt'17xL" 141>1 3 3" CALIPER &L-eUMNAK MATCHED 18 BUXUS S. "WINTER GEM"/ 30-36" HT. 24" O.G. BOXWOOD FULL 12 HEI7ERA H. "GOLD HEART"/ I GALLON GOLD HEART IVY 15 LYGHNIS CORONARIA "GROWN PINK"/ IS-30" HT. 18" O.G. DUSTY MILLER FULL LAND5CAFE NOTE5: CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING HIMSELF WITH ALL SITE IMPROVEMENTS PRIOR TO STARTING LANDSCAPE WORK. CONTRACTOR SHALL USE CAUTION WHILE EXCAVATING TO AVOID DISTURBING ANY EXISTING UTILITIES. IF ANY ARE ENCOUNTERED, CONTRACTOR IS TO PROMPTLY ADVISE THE ARCHITECT. CONTRACTOR SHALL MAINTAIN AND WATER PLANT MATERIAL UNTIL OWNER'S FINAL ACCEPTANCE. GROUND COVER SHALL BE PLANTED IN AN EQUILATERAL TRIANGULAR SPAGIN6 PATTERN AT THE ON CENTER 5PAGIN6 SHOWN ON THE PLANT SCHEDULE. WHERE GROUND COVER ABUTS CURBING, WALKWAY5, 516N5 OR POLES MIN. PLANTING DISTANCE SHALL BE 12' FROM CENTER OF PLANT TO CURBING, WALKS, ETC. MINIMUM PLANTING DISTANCES SHALL BE 14' FROM CENTER OF ALL TREES. GROUND COVER TO BE INSTALLED CONT. UNDER TREES IN PLANTING BEDS WHERE SHOWN. SIZE AND 5PAGIN6 AS SHOWN IN THE PLANT SCHEDULE. FERTILIZE ALL PLANT MATERIAL WITH "AR60" TRANSPLANT FERTILIZE 4-2-2 PER MANUFACTURER'S RECOMMENDATIONS. ALL PLANT MATERIAL SHALL CONFORM TO ANN STANDARD FOR NURSERY STOCK, LATEST EDITION. MINIMUM 4" DEPTH 5-WAY TOPSOIL IN ALL LAWN AND PLANTIN6 AREAS. MINIMUM 2" DEPTH MEDIUM BARK MULCH IN ALL PLANTING BEDS. 2 YELLOW STRIPPII YELLON ON-� STRIPPING THIRD AVE. NORTH I I I I ON-STREET PARKING { I I ► �.r. MEN -= = I a PLUMB STUB -OUT V41 DRAIN i - - - - t)— EXISTING -' TRANSFORMER UP � = 6" GONG. SHEAR WALL V WW r-_W-,k �r� W WA SCALE: I/8"= 1'-0" NALL LEGEND DEMISING WALL SHEAR WALL o EXTERIOR WALL INTERIOR WALL Ck ALLEY x O -Trft� To �A�� TD '�aC�A h4GC3'tl�. ,J11 7VED 81� � I6�IC-7. o rs p/a J LL �'�/�� 5 OU _ b 0 0 n O'L9w (�D ��Oz to N'IT -r z j< c -r '� C(f Lu L 0 � W Nn °" �p m W 10 W o ILL I— <Lti:,w 0 L0 t -T W M m TL-1 490 REGISTERED ARCHITE STATE OF �prr;n [Ingo BUILDING DEPT. _O 1- W W � v v z z Lu ® o _ � � o 0 >, Q O L O — z aaaa ARCHITECT OF RECORD ROBERT BUTTERFIELD PROJECT MANAGER: 5RB DRAWN BY: CMN / MOA JOB NUMBER: DATE: 07/51/01 DRAWING NO. L�I y4wh#o t4 o 5 BUILDING DEPT. E,r1F E FILE `---_ _ _ - �� y- f'tL L- C T ( I V) 1 ASPHALT SITE PLAN -I5 NO SLOPE 25'-O" NOe� PE RM SLOPE 2% 55'-O 1/4" SLOPE 490 1 i'-1 oy2" [;�R I V ,INA�' G NTERL I NE PROFILE SCALE: I/8" = 1'-0" LEGAL DESCRIPTION THE SOUTH HALF OF LOT S, ALL OF LOT q,BLOCK 6, FLAT OF EDMOND5, ACCORDING TO THE FLAT THERE OF , RECORDS IN VOLUME ONE OF FLATS, FA6E 26, RECORDS OF 5NOHOMI5H COUNTY 51TUATEO IN THE COUNTY OF 5NOHOMI5H, STATE OF AA5HINGTON TAX NUM5ER5: 4344 006 OOS 0006 LAC-��NL� UP-0- UTILITY POLE TMH 0 TELEPHONE MANHOLE WM ® WATER METER GV M GA5 VALVE —�— GAS LINE -— WATER LINE —s-- SANITARY SERER C 51'-O" SLOPE 2'7'-'T 5/4" HE I OHT GALG5. NIN = 57.78' NE = 6 5.50' SW = 57.65' SE = 61.00'j + 25.00' �fl IV 87.48' MAX. ® TOP PLATE LINE + 5.00' Q2.48' MAX. @ PITCHED ROOF ZONE SETBACKS: <, FRONT SIDE REAR OTHER HEIGHT' APPROVED BY PLANNING �I't�D1i -\ors p/l? tee, pill c��/S/�� ❑ Co O b 0 ono L9 0' (.0 W �U)oz C� Uj N = u 07 0 LL cn � ❑ W N rY Q W a � p LL Z�00 J W W OO ILL � Q��•._iW m W m TL-149 O REGISTERED ARCHITECT STATE OF C41 WLu O v v Lu ILIA D- T- v z v z z <C Lu � O _ aaaa ARCHITECT OF RECORD ROBERT BUTTERF I ELD PROJECT MANAGER: 5RB DRAWN BY: CMW / MCA JOB NUMBER: DATE: 07/31/OI DRAWING NO. SCALE: 1/5" = 1'-0" FILESIT r �k�� 5� a 5/8" GROWN CONCRETE CURB I'-3" 5'-0" I'-3" Fors p /°,'> CURB AND ° •: GUTTER 6" PIA. CONCRETE MATCH EXI5TING 4" GONG. WALK W/ 6"x6"0 �J°�i = FILLED STEEL PIPE FLOWLINE AND CONTINUE AT UNIFORM WI.4 x WI.4 W.W.F. A CD Z) o - 0 S�o,d ° SLOPE O 00 0Q0QOQ0Q00 U00000,10000 0 O w cis B °��° �o °o ?°o ° °p �'o ° a UUUU000 O O O SLOPE O U O G 0 0< 00000UO O O 'SLOPE) O O O O O 4 °• U �' d� 'S ~ o Z O 5ITUMINOU5 PAVING 1/2 TOPSOIL a o a o° ° q. o °o. °Oo° ° 000a°�°°o°a°a ��000ao ooa°°o ° ° o ° ,� ° N. ° U 4 U O O O O-0-0- O U O O O v O O O O U O U O a � � Uj cv = ° ° BITUMINOUS PAVING EXPANSION JOINT b ° ° °° �o ° ° ° ° ��o p °� �� G a a UO CONCRETE O O OQOUO L O OOOQODUU UUU ° CONCRETE 'D z " O o� U) 4 °• MATCH EXISTING o•° ° '8 °o O WALKWAY 0 00000 0 0 0 0 0 00000,0 O O O D U U a WALKWAY ,_ (n cnW � u- r... . •n. ° ..,. ' ' 1/4"/FT. N ..3. '' :; °°oGo° ° �og�oo °p° °° . ✓�p"° O•o ,� o . �°°° ..0p' . J�p°° ..0'° . �° • °� °L, °° C/ °� ° o°°O °.�°O' ° °� U ��` ° U °� �°O'� � ° O Q U O U OQ<SLOP O O O v O O O O O 1:12> U O O U V O O U O U O O U O O p O ° O � '•a 1 a Q z a� ~ IE LL :. •.' lu O • ° ° ;.; COMPRE55ED EARTH CONCRETE ° O RAMP < OQOQOQOQO UQOQOQOQOQ QOODUO 00U °• W � m W �:A�=� a O O O O U 00000 OOOOU b ° 020 1-o u. ° 4 O O D U O 0 0 0 0 0 cv ° A 12"DIA. POURED CONCRETE PIER A: 1 1/2" ASPHALT SURFACE COURSE (STD. & HVY. DUTY) a o 00000 O O U O O O O O O O 00000 O O O U O O O O U Ua ° d o Q H a. a' B: 2" ASPHALT BINDER (HEAVY DUTY ONLY) d' a m Co i W m ° ° REMOVE 1 _6 MATCH EXISTING G: 6" MINERAL AGGREGATE BASE COURSE COMPACTED TO 100% DENSITY ° ° NOTE: a a ° ° ° � a. ° EXISTING COMPACTED EARTH CONTINUE CONCRETE °' ° BITUMINOUS DIAMOND PATTERN PAVING AS 5GORI NG AT RAMP ° "_ " SCALE: 3/4 - I -O NEGE55ARY SCALE: 5/4"= 1'-0" N.T.5. SCALE: 1/2"= 1'-0" I BOLLARD DETAIL 2 CONCRETE INA�LKINAY INI TH CURB AND CUTTER 3 TYP I CAL PA V I N& SECTION 4 CONCRETE RAMP TL-149 0 REGISTTRED 5 deg GOMPRE551BLE JOINT SEALANT JOINT FILLER Lu Q BUTTERFIELD STATE STATE OF WASHINGTON 6" GONG. to PAINT WHITE GAL\/. STEEL DOWELS 5/8"DIA. X 24"L. AT 4'-0" O.C. a d a ° • a d 4 y. °..a Q W/ 61X61, W WX W2.Ci Q L Ca n d d. O O- (USE TEMPLATE) PRECAST CONCRETE 10" •d . 1/2" EXP. JT. Z -. I:_Or: BUMPER ��: 5�� 311 EXPANSION JOINT �. ,n 4 2�� SEALED ASPHALT - r WellRADIUS _ r r r _ r r r 44 roPsolL [�• o W IIO ° ., - d- <t rr� — — - — — I — — — — a, > 4 Q ONE #4 TOP AND BOTTOM ` ' N V — CONTRACTION JOINT L 4" CRUSHED STONE BASE GOMPATED 5UBGRADE 1/5" X I/8" 5AW-GUT JOINT. d O LANDSCAPE TOP501 L fa Z COMPACTED EARTH 22 Sz a a d J d d Q W I I I O z 50ALE: I"= 1'-0" SCALE: I"= 1'-O" SAW -GUT JOINT „_ SCALE: 3- I -O _ - SCALE: 3 I O ; 5 DIRECTIONAL PARKING ARROWS � BARRIERFREE SYMBOL "7 EXTRUDED CURB ci TYP I GAL S 1 DEINALK JO I NTS 10 CAST CONCRETE CURB z Lu - BIKE RACK TO BE: NOTES: RACK L STANDARD UNITS MgDE FROM ASTM A55 I GA. SHEET METAL MOUNT WITH 3-HF;OME ROUND HEAD SCREWS. _ PAINT WHITE AAA RIBB014 CO. I. A BRANDIR INT. INC. SG§EDULE 40 5JEEL PIPE (2.515" O.DIA. x °154" WALL) SILK SCREEN INTERNATIONAL H.G. v J N (USE TEMPLATE) 521 FIFTH AVE, I'Tth FLR. HYDRAULIGALL BE'.NT W MANDRIL, HOT -DIPPED NEW YORK, NY 10175 USA GALVANIZED AFTER FABRICATION. .—► SYMBOL (NHITE ON BLUE BAGK- � 4F ' OR EQUAL BIKE RACK MUST BE IN PLACE BEFORE SLAB 15 POURED. GROUND)2. - f\ 1—t .,= ;'� - •~h GREEN LEGEND AND BORDER 3y32'� m - IRROVIDE "VAN ACCESSIBLE" SIGN WHERE NOTED PLAN _ Q ON � ;� �; ; � •• ` 2x2 STEEL TUBE. GL05E TOT' END , AND GRINS SMOOTH. PAINT WHITE - F.,- •-,. q a Fw 1\\ �/j�/j�/j�/j�/%. \ \ \ E3Ui1_Dli`JC [�C(". //ci /j�/ d CONCRETE BASE TO BE CENTERED ON H.G. PARKING SPACE. TYP. /\\/ \ ; j\ \/\\/\\//\\/ /- > � > ° QWC INGROUND ANCHOR MOUNT 7Yz" � NOTE: 51GNAGE SHALL COMPLY WITH ADA z p V v SIGNAGE PUIDELINES N.T.S. N.T.5. �\ 50ALE: 1/2"= 1'-0" (L V v I DIRECTIONAL PARKING ARROWS 12 B 1 KE SECURITY RACK 13 EXTERIOR HANDICAP 51 GN < 1-1/2 VIA. PAINTED 5%. � uj N PIPE HANDRAIL — •� \O \ 5-1/2" VIA. BASEPLATE W/(3) - Lu o - a F<� a KWIK BOLTS TYP. ARCHITECT OF RECORD 12" 12° 12° ROBERT BUTTERFIELD PROJECT MArNA&ER: SEE PLAN 5RB DRA AN BY: ,' ..� a • ' ° � GMN / MOAN JOB NUMBER: DATE: ° a \ \\ #4 REBAR @ 24" 24" O.G. EACH WAY \� \� O�/31/OI DRA K NG NO. 4 CONCRETE 5LAB 1'-O" (2) #4 REBAR GONTINOUOS N.T.S. 14 SECTION ® CONCRETE STAIR ____ BUILDING DEPT. FILE FA MW AVM, NORM rt4vL WAS UG6-r,,7 4�� !�f fE-F- jl of ►�T�11N�j AeZc5;,,- WAiVi54,C P C iZli�l�� GffvAG� FOR, PLAN Ff. �HrS M. N(NN ont I, 17'-PI 11 ad' i. A01-Alf I a /1 1 WurriV I / o ilimal I�- W1IrO @10= IfftfifiNaMmi I q L-� '-d '2/d" 1.1 1d'- 5�CONn Tool\ PLAN Ff. 66115, I f3 vRooM I NOOK I ALI,�Y GM111W KrQfN Al —I � /00 arATr a L If 17LW51t v �L 15 OVER o n RECEIVED R�CK'vE; DEVELOPMENT SERVICES CTR. CITY OF EDMONDS ------------------------------------------ ¢ 3 rd AVENUE N. EXISTING STREET TREE MOVE EXIST. PARKING SIGN -PAINT CURB 15' BEYOND _ 20' FIRE HYDRANT o r7 SITE-� EL. = 57.51' -9 L� EL. = 57.70' ° EL. = 57.62' EXIST. CURB CUT PROPOSED FIRE HYDRANT EXIST. SIDEWALK &CURB , t, nt .:.' hV W EL. = 57.78' TOE OF WALL N29-08'27"E 90.09' ® --------------------------- ;;r.,:..;.. ® EL. = 57.78 TOE OF WALL N29 08 27 E 90.06 IEL. = 60.28' TOP OF WALL ®------------------------------------------�-- I----------------------- ----------------------- I I EL. = 60.28' TOP OF WALL I,rtarrr Ip I W •' SVKfLf�11/ y I COURT I I WALL TO BE I I REMOVED COURT NOTE: THE EXISTING CURB, GUTTER AND SIDEWALK WILL BE INSPECTED BY THE CITY ENGINEER. EXIST. PARKING LINE REMO'✓E AND REPLACE AS DIRECTED. EXISTING CURB EXIST. PARKING SIGN r- EXISTING STREET TREE Irrw`:: 7s. ST • }T .x. /.ter '$ a r y�rryrrr ``��1 ii; .. rttw n. � pprH R ►ua M � 3 � ,„. '� `a .`� '�I! E 7 mr r, M o, Ti = 1 •• T:IrIInM.t n„ Sj I ► t'eaIapltm PLAN ER Itt!� topt,51m•'3=:.'3:-PLAN1 R Q rJry --------------- ------------- / �r ' 9 N ' ',� " .P = r' '•', SHARED PLANT I m EXIST. DRIVEWAY I � I PL NTER ROUND SOLID LOCKING LID F PLANT I I / \ I I ADJUST FRAME AND GRATE ,-I- -, SUCH THAT RESTRICTOR/ to 0-57< 0 _ L -1 ENTRY �- j t`'I� PLAN1 R I ® EXISTING RE= 56.70 POLLUTION CONTROL DEVICE I — — / IS VISIBLE AT EDGE OF OPENING \ RESIDENCE AND DIRECTLY OVER STEPS. G SEE FIRST FLOOR r----- _---J i OVERFLOW i LIFT a. STANDING SEAM EL= 55.03 PLAN SHEET A-2 HANDLE ! i METAL ROOFING 4 PIPE SUPPORTS (2MIN.) 1 I I 61 3" X 0.090" ALUMINUM W/ ' i I 518" STAINLESS BOLTS I I _ - so.. RESIDENCE 24" L------------------------ I TO BE REMOVED - I I 3.00' -- NEW' 30" I r i I I 6 �r 0.5X O ' BUILDINGI OUTLET = " 66 ` i IE= 49.85 �� / _ TI 6 - - - I `-_,// � SHEAR GATE S O I E N o - -- - , i i�ARKING AREA TO► DRAIN TO SEE DETAIL PLAZA a i -------_ I SURFACES MUST LBEAGALVANIZED 2' Min. _ T CH B A _5T Wj w f 0 I L WATER ---------- AND ASPHALT COATED (TREATMENT 1 W L-- ---- ------ #1 OR BETTER). COMPLETE + _� S E P A-R.A T O R I H L N DRAIN TO SEWER. r ASURED. CORROSION PROTECTION MUST BE 2' Min. °- 00 57.85 � % Q o a < B A S E M E - -T -I. E L E V. / . V 5 RESTRICTOR PLATE WITH 1.57" DIA. 2' Min. 0 // I ' , �` QQ N ORIFICE CUT IN PLATE, MACHINE (n 1 s t F-L DOIR I E,L E V. 6 8.0 0 Z DRILLED, SHARP EDGED ORIFICE. J 2n�#' ,Er00►R I EL�EV. 77.25 �'- Q / / I RESTRICTOR PLATE WITH 1.50" DIA. W // // i i Q ORIFICE CUT IN PLATE, MACHINE O � i / I I I J o0 DRILLED, SHARP EDGED ORIFICE. �� / Q 48 TYPE I I ///�.✓, CONIC. WHEELI STOPS o 0 �L> J V) z ALL DOWNSPOUTS WILL BE BROUGHT----7--------�--- / / I IQ-- --i--.--a--I----i----- V1, EX GARAGE �' TO THIS S.E. CORNER OF THE BLDG. DOWNSPOUTS WILL BE CONNECTED TO / i it i i i �rO I TO'.BE REMOVEDJTHE EXISTING 6" PVC PIPE LEADING TO1�„ 6 \ / W III 8-6 1~ I I I I 1 THE DETENTION SYSTEM ON THE SOUTH SIDE / C/,ARBAGE i �—:fYP PAf�KING I 1 i 6 m OF THE ADJOINING PROPERTY TO THE SOUTH, / / 1 11 , 116 3rd Avenue North. lb / I I I G� I I � 1 (' I I I s' • 1 TRANSF RM R EXISTING 6" PVC PIPE —_ .'-------� ------------------------------- F \ S 2 9 °0 8' 2 7 " W � 9 0.0 9'--------------------------- �---------------------------------------� BENCH MARK ' �� o <�� i <�� SANITARY SEWER MANHOLE. �6' �01 �0\ BENCH MARK TOP RIM 0O. �s- ALLEY c sP�_ 1 ��_ �r'�_ `so. / ELEVATION = 60.97' ___-_-_-___-_-___-___-_-___- �_______ i�—__--__-__-_______ _____ ______T_____-_______-_-----__-___-_-_-___�____-_-___-______—_____-_______----______________ YD, 12 ' GE 68.00 / I 65.93 ' NOTE: ALL EXISTING OR PROPOSED SPOT ELEVATIONS SHOWN ON THIS PLAN ARE AS DETERMINED BY LEGAL DESCRIPTION THE ARCHITECT OR ARCHITECT'S SURVEYOR. Im STORM DRAINAGE DETENTION SYSTEM PROFILE DETENTION SYSTEM LOCATED ON PROPERTY TO THE SOUTH / / l s THE SOUTH HALF OF LOT 8, ALL OF LOT 9, BLOCK 6, PLAT OF EDMONDS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 1 OF PLATS, PAGE 26, RECORDS OF SNOHOMISH COUNTY; SITUATED IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON TAX NUMBER: 4344 006 008 0006 VICINITY MAP r rt+ % la A V) W to F, a w w z 0 C> 8C O W N z02 Q M -.I M w 14 avi IV P t' zto 0 00 O w o W W a P. 3 ` o M j� Z �' N W M yy Gj z Q J W 0 Q z Q ry C) 75 0 V) z1 O a Of tJ V) w 0 w 0 0 w 0 m m Z 3 a 0 V)a 5 w 0 Of O w tr U O J z< �z � Q J T) IC) z Ld z LLw 0 _ Q N C:) I z 0 F- Q 0 J Z �— N ,- Q U V) 1— w w nj II Fr O= '- t= U) O > 3 rd AVENUE N. NOTE: THE EXISTING CURB, GUTTER AND SIDEWALK WILL BE INSPECTED BY THE CITY ENGINEER. EXIST. PARKING LINE REMOVE AND REPLACE AS DIRECTED. EXIS I-ING STREET TREE PAINT CURB MOVE EXIST. PARKING SIGN �EXISTING CURB EXISTING WATER LINE ----------------------f['-FIRE - 15' BEYOND 20' PROPOSED 1" WATER o EXIST PARKING SIGN /- METER; DOMESTIC USE EXISTING STREET TREE HYDRANT � ~I EL.=57. 1'® 9. F ® EL.=57.63' ® EL.=57.70' EL.=57.67' ® EL.=57.62' EXIST. CURB CUT PROPOSED FIRE HYD. EXIST. SIDEWALK & CURB METAL GATES EL.=57. 8' EL.=57.78'NEL.=57.78' EL.=57.78'�� "wEsrcoN" PAVERS a 290827E 90.09® 77.86' EL.=57.8 '(1� EL. Q UNIT _ OFFI SHARED PLANTER 927 s EXIST. DRIVEWAY '�DC� PLANTER Ala wl� PLANTER I I L---- RISER ROOM ® I SEE FIRST FLOOR I I I i it HEADER PLAN SHEET A-2 i II�� OVER o I I-RjEMOVEXIST. CONC. W IUi oo� �D LD (U I I I /� I I I \ ! o.. II� II I I II 00 S O U N D VI E W 24'-0" PLAZA 4" PAINTED T f ! I -I TYP. �J Ld 00 - < W-6" 9'-0" 5'-6" )22-0- 5� O 1n L— 25-SA OIL/WATER SEPARATOR g p GE 57.35 IE 56.27 o N PARKING U) CARS REQ'D = 18 CARS PROVIDED = 23 19 118 117 1116 115 114 STORAGE CAB. OVER CA HOOD �3� CONC. CURB WEL.=57.85' (TYP.) w Z J (� UNIT 102 937 sf PL SEE TYP. HDCP. TOILET �ON SHT. A-9 SECURITY PANEL EXISTING RESIDENCE 2 � EL 57.90'W I 3 ELEV. LOBBY EH0 E 3 4 . ELEV. STORAGE EQUIP. 1 fo�� 5 CP SIGN 6 ] A= HD P 51GN o 0 O 0 8 9 5 0' 8'-0" -6" 8'-0" 13'-0" 8'-6" O 6" CLEANOUT 4"x6" 45' "Y" i USE D.I. PIPE Z TO CLEANOUT n 1 IN ALLEY n -00 L� 8'-6" 10'-5" < 0 TYP. �, co Z 13 12 11 Q 10 ----------------- I CONSTRUCTION SEQUENCE 1. ARRANGE FOR A PRE —CONSTRUCTION MEETING WITH CITY OF EDMONDS SITE INSPECTION, (206)771-0220. 2. CALL DIALDIG(UTILITIES UNDERGROUND LOCATION CENTER)1—800-424-5555. 3. INSTALL EROSION CONTROL MEASURES; REFER TO T.E.S.C.P. NOTE BELOW. 4. GRADE SITE, INSTALL RETAINING WALLS. 5. INSTALL UTILITIES INCLUDING SEWER, STORM DRAINAGE, WATER, POWER, TELEPHONE, ETC. 6. COMPLETE PROJECT CONSTRUCTION 7. CLEAN UP STORM DRAINAGE SYSTEM. CONC. WHEEL STOP TYP. O a: ! � I ' N TRANS RM R I I I I I I I I I I I I I I I III I I I J L------ _JL---___—JL—_—__--J L—___ __J L---___—JL--___--J L __—___J I S29°08'27"W 90.09' _ _ __CP_._._•_._._....... ...... ...... --------------------------- - - - - - - - - - ------:_:_:_-- - _.-._._._ _._._.......... -:- - - - - - - - - - ------- 0, ALLEY (16') � BENCH MARK ALLEY SURFACE TO BE INSPECTED BY SANITARY SEWER MANHOLE CITY ENGINEER; OVERLAY AS REQUIRED. BENCH MARK : TOP RIM � E X SEWER ELEVATION = 60.97' CLEANOUT IE -53.10 @ CONNECTION w/ SEWER CONTRACTOR SHALL VERIFY SEWER DEPTHS AS APPROXIMATED HERE. BASEMENT -FLOOR -PLAN SCALE: 1 "=10' NOTE: ALL EXISTING OR PROPOSED SPOT ELEVATIONS SHOWN ON THIS PLAN ARE AS DETERMINED BY THE ARCHITECT OR ARCHITECT'S SURVEYOR. ALL OTHER ELEVATIONS USED ON THIS PLAN ARE DETERMINED FROM THE BASIS USED BY THE ARCHITECT'S SURVEYOR. ME ------...... ---------- !Q------------------- — — — HARD SURFACE ROAD 10 R � 0 o —® 4"-6" QUARRY SPALLS ® 12" MIN DEPTH _ 22' — MIN ROCK CONSTRUCTION ENTRANCE N. T. S. LEGAL DESCRIPTION THE SOUTH HALF OF LOT 8, ALL OF LOT 9, BLOCK 6, PLAT OF EDMONDS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 1 OF PLATS, PAGE 26, RECORDS OF SNOHOMISH COUNTY; SITUATED IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON TAX NUMBER: 4344 006 008 0006 ARCHITECT'S SURVEYOR. FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC 7.0 WIRE. MIRAFI 10OX OR EQUIVALENT WIRE MESH SUPPORT FENCE FOR SLIT FILM FABRICS. 2" x 4" x 14 GAUGE WELDED WIRE FABRIC OR EQUAL WIRE MESH SUPPORT FENCE FOR SLIT FILM FABRICS --\ I .I I' � I II II 'BURY BOTTOM OF FILTER MATERIAL I !IN 8" BY 12" TRENCH �� o-----�- ----------------------------------- - N 6' MAX. I IT I'I i STEEL POSTS L-J ELEVATION FIL TER FABRIC MA TERI AL PROVIDE WASHED GRAVEL BACKFILL OR COMPACTED NATIVE SOIL AS DIRECTED BY ENGINEER BURY BOTTOM OF 8" MIN. N FILTER MA TERIAL IN 8" BY 12" TRENCH STEEL POSTS SECTION SILT FENCE DETAIL N. T. S. ESC Minimum Reauirement — Stabilization of Exposed Areas. All soils exposed by land disturbing activities shall be stabilized by suitable application of BMP's, including but not limited to, sod, hydroseeding, or other vegetation, plastic covering, or mulching. All BMP's shall be selected, designed, and maintained in accordance with the Manual. The exposed soils shall be stabilized according to an approved timetable. (Typically, no soils shall remain exposed for more than two (2) days from October 1 through April 30 and no more than seven (7) days from May 1 through September 30). AP"ROV"D FOR CONSTRUCTION 4 � •rYrrr V) W H ul w � 0 o z a C14 g M w z f/)3n (no, � (/� ZO 10 N (D N 1O1 W I'f ! P O W a W o cx � a 0 C� y 4 L I 'S-O 1s n QQPLJ o V) W �z —1 <C WU V) W LLJ � V) �z Q Q Z 0 a U W Ld 0 0 0 m m Z 0 a 0-1 0 a W O > w Q� U o J zL �z 0%" QW� Ld Q .. m ::D ICE-" o � W 0 zW �(_0o Q N C) w z O vi N Ld Q J a o Z N U I- w w nj II - oz V) o > GA�AG� FI.00PPLAN r C C �I a r, I C C V ' IIVrA a V I Q d THIRP AVM, NROTH and L_ 17'—R' I, ?d' 1. A 41—A N I —'r,0 —110 ��.. alai r• �■■■��■■■■■■■ , ; . MENNE■ mill ��1"1Ja■ , � is '// , p NOMINEE ■■MINE■■"'� 01111111111111 __��_��. x d, • p,u. t. 6 ,f a z fxv e6 . IIN■I s , -■■r=E■E■ immm mo so SOME �.► o iS/fi■■■MIN■■ �I�w'IN!'��ME■■E■ MEN 11111121 i ONE ME■■E■ ZEN �;\ '/ ' A K `�:r, �: t �,+I ri� _�'�aL�rl's`tain'�?i1�'rt13��1�ii��/Fi�At1t� y+l�� t►,�.1�;��il►�R �'�li�It►�l �I v I N /i ' / N &LZY aNfMM S�CONn FI.00p pI.AN PP. 66.15, :I Q Q � V V MAN C fHIPJ2 M, NOM „ri, IMA51ER t�rR00M 1.11�NG RM, Wif N0. 3021 - - - - - - - - — - — 195,a ----------- I , - - -�— - —Yy- - - i ' I-----------' mm MAW 6AiH , 55MI &K I KIfOtN I [5KY 1,11�J I MM I , 11 lwommj ommm FAS MiI6"U7 If, MN o rolvm om, mvwoM I ---�- - - - - - - - - ®---� - -l' --- � I.MNG RM, i I.MNG RM. � MA59R 6 MOOM I I MA5a 6RWMM 7 11H1 P,,12 FI.00P, pI.AN kG�Y SfOR. GOOF/ MCK I'�AN VHIV Ayr-. NRfH 5� o � O o O � Z O r- M u AO-02 moo/ I M, SCALE IN FEET I�rV.., ,.,, �..<, . �. (I'WOVA9�/ `�i��t��1i�