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200 7TH AVE N.PDF111111111111 6893 200 7TH AVE N Imp TAX ACCOUNT/PARCEL NUMBER: tk-'!t�IJU)62t R2721 BUILDING PERMIT (NEW STRUCTURE):2wsml5c) COVENANTS (RECORDED) FOR:ZM5042 CRITICAL AREAS: DETERMINATION: El Conditional Waiver F] Study Required F] Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: 2, 625 PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS (OTHER): MU — I I � I �mlw� PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: SHORT PLAT FILE: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERM WATER METER TAP CARD DATED: Z-/ OTHER:Fr'1,w1D ( pj�� LID #: LOT:. BLOCK: '90 L\TEMP\DS'rs\Fomis\Street File Checklist.doc PLANNING DATA SINGLE FAMILY RESIDENTIAL STREET FILE Name: R'dl I Date: I 01/a (I I /-q IQG Site Address: ;Zoo - 74� Ave- Al Plan Check #: laocro - I I IGO Project Description: T-(N4bA q I W \, ---,ocd -0e,,Nce, -aAv,\n ?Orklo.-\ o- CAD e4�1k�n ee AIW corne�r 0 (Ase ; =Pr-e A= Reduced Site Plan Provided: NO) 0> Zoning: I Q!E,- r,. Map Page: ao�� Corner Lot: NO) Flag Lot: (YES Critical Areas Determination #: C-Pk-QOOq- 0157 El Study Required JwWaiver SEPA Determination: k�ce,�4A Exempt Needed (for 500 cubic yards of grading or site within 200 feet of Puget Sound or Lake Ballinger) 0 Fee 0 Checklist 0 APO List with notarized form Required Setbacks Street- q0 Side A6 5' Side: RAMM Qp Actual Setbacks Street: rine'e- Side- NI e-r;:�144 �0 6p- Side: Rear: El Detached Structures: dor_ �e�oczn, X Rockeries: Ext'aA;r1l Fences/Trellises: Ace_ e." El Bay Windows/Projecting Modulation: t4c,,Ne-i�:NxcLz� El Stairs/Deck: No,,e, Buildin Height Datum Point: N /A Datum Elevation: VA I Maximum Height Allowed: G Actual Height: T -t!��Ooc- Other Parking Required: Parking Provided: No 't�e, Lot Area: \1J Maximum Lot Coverage: 35% Proposed: \6C Lot Coverage Calculations: ADU Created: (YES X9 Subdivision: c;l!, W Legal Nonconforming Land Use Determination Issued: (YES 0 Comments Ferkc-e- rvvl!!N� V-)�eJr kcAlz� -vne_ -6x,, Nor\. Plan Review By: Planning Data Form 04-11-06.doc 0 0 PLANNING DATA NAME: 6��-A QCI.SS DATE: /0 * SITE ADDRESS: v &A�P - -7 Al PLAN CHK#: (�14 - 5'4 4 PROJECT DESCRIPTION: lVdw 94e 4 �Ocw Act'A- V V REDUCED SITE PLAN PROVIDED?: &J/ No) MAP PAGE: ?­0 3 CORNER LOT: (Yes / No FLAG LOT: (Yes / No) ZONING:. 'P � '- & — CRITICAL AREAS DETERMINATION #: 15 7 LlStudv Reouired: aWaiver L] Conditional Waiver SEPA DETERMINATION: Ll Fee L1 Checklist Ll APO list w/ notarized form I&S7. Ll(Needed for 500 cubic yards of grading, Shoreline Area- site wit9in 206ft. of Puget Sound or Lake Ballinger) L&Exempt SETBACKS: Required Setbacks: Bo 51-, -7- fy. Street: 2z, Left Side: 5' Right Side:— 2b' Rear: 5-' Actual Setbacks: ZZ, I Street: 2,0'-* Left Side: �& �,10� Right Side:— ;-70' Rear: 5-' Street map checked for additional setback required? (W�W No / DNA) N--111 N-1-4 LJ DETACHED STRUCTURES: LXRoCKERIES: LJ FENCES/TRELLISES: 3 I-J BAY WINDOWS / PROJECTING MODULATION: a- � Auir - W -�- O'STAIRS / DECKS: -"�',--A Ae". f-� St-bwvf,- 6r.t r-ejwv-e.( , vAr-imt< PARKING: Required: 2- Actual: LOT AREA: 6 5 3 4 LOT COVERAGE: Calculations: j1KW BUILDING HEIGHT: -7"' A"( IV. Datum Elevation: /Go, Datum Point:—*,t-^;,ik on Maximum Aflowed.: 11:1,S) —ActualHeight: Z9 A.D.U. CREATED?: 0 C—P I0. k- SUBDIVISION: Z" 39 1- 4o k--e .,h 4&*b&a,-y i, 3�9 LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: (Yes / OTHER: gr"A61 rxr%,\o- be cv-V--miH4 �-, S-'-6Ab4j -14- j -41, 64%4" 4!,� &*� A 5ozj- (7-) 0 W 3' . b.+ t"j- r0i-A . AAL-X4� 0� P-6 C4,0,vc. W Ujj f�,, 3AtZ�-. Plan Review By: NewBPP1anningDataForrn.D0C j4j 0 V L.> fjo S, > 006-UU f - rr� C. I- F>Lo -r A W 5TREE-11' FILE 9VE FEB 0 8 Z035 + %1) PERMIT COUNTER AJND AID ADDRESS SM &=Wpa el ALL UP090 SURFACES TO MSTRUCTION TEIMPORAM Ck 6 §E MERE-D WITHIN 2 DAYS C-31TIMINCEFF REC)MED IS) rz C) (0 4j o >Ij S 31 cc U) Lu uj Z 0 I - u ;_;p LLJ a_ ca Cl- L? ti Lu Uj LLJ F- Ln C30 Lu CV2 'wt 0 cc = L) 20' : Co. INATER EY-�Ap- 4SPECTI 'EQ'D lot 425 7?1 -T (00 Zone COMO Fla&, N, Setbacks Rggtfired Actual Front Sides lz Rear Other Hei* U AL-0-1 JAY #0 CL (Ao oj, jj 4 101-'� ,t,LL ))CIO tj�'Jloti " L) 15,6sist 1�p OA (\PAA- /00- 1AINS NOT puc jW-� E.D INTO mpokf6H-i p 09, 0 1 00 too. APPROVED BY PLANNINC OWt4ER/Col*,*:',','-,i,��.,"i'UR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAM STREET FILE Dennis M. Bruce, RE. M.S.G.E- M.B.A. Geotechnical /Civil Engineer April 14, 2004 K-g-9, H V City of Edmonds LC-1 c/o Aaron and Chloe Cerutti 20223 p.ailh pl. W FED 0 0 Edmonds, WA 98026 P-�V!" Subject: Geotechnical Evaluation - Foundation Recommendations 202 71h Ave., Edmonds, Washington Proposed Gerutti Residence This engineering roport presents the results of a geoteul u iiQal evaluation of the Aaron and Chloe Cerutti property at 202 7 1h Ave., Edmonds, Washington. This evaluation was required dLJ8 to nwnpr nnncerns, as well as City of Edmonds requirements. REFERENCES: • Property lot layout (furnished by owner) • Proposed Residence Plans - Site Plan (furnish.ed by owner) • Photographs dated April 6, 2004 by D. Bruce, P.E. BACKGROUND: The overall property at 202 7 th Ave. is rectangular in shape and consists of Lot Nos. 39 and 40, Overall lot dimensions are approximately 60 feet by 110 feet (total). The majority of the lot itself is essentially flat, with moderate slopes in the right-of- way at the location of City of Edmonds streets (7 th and Bell). There are no obvious visual geotechnical problems with the property: no evidence of slides, no sloughing, or any evidence of erosional degradation. A City of Edmonds'tr ' eated timber retaining wall exists at the north edge of Bell St. (at 7 1h Ave.) (see photographs). This timber retaining wall is approximately 4-1/2 feet tall and shows no evidence of any geotechnical distress: no bowing, no bulging, or any evidence of erosional degradation . (see photographs). This engineer understands that City of Edmonds has installed this timber retaining wall and is responsible for its ongoing maintenance, The wall appears to be in excellent condition with no apparent problems. SO/LS - FOUNDATIONS - SITE DEVELOPMENT * INSPECTION - DRAINAGE - DESIGN 6 PERMIT - LEGAL P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442 z 050,d !Jeujem monwo <- !VqdL01-ZL so/Lt" 0 0 City of Edmonds c/o Aaron and Chloe Cerutti April 14, 2004 Page 2 The other location on . the overall property with slopes is the right-of-way zone immediately, adjacent 7 th Ave. This engineer estimates that the Slt)pt:: aLijacent the paved portion of 7 th Ave. reposes at an approximate 3H-1V declination. The slope contains mature trees, densp shrohbery, and reveals no evidence of any gootechnical distress: no slides, no sloughing, or any evidence of erosional degradation. This engineer understands that Aaron and Chloe Cerutti propose to build a standa�rd single-family residence in the central portion of the overall property with no cutting of adjacent slopes near toe right-of-way (see owner furnished Site Plan). EVALUATION. in order to 31_10ment the existing site. geotechnical information, 3 soil test hOle3 were dug by hand on April 6, 2004 in the likely footprint location of the proposed residence. All 3 test holes revealed similar sub-qrade conditions. namely: 0" to 6" 6`1015" 15" to 40" (bottom of test holes) Lawn, roots, and organic silt Sandy loam, grading to medium dense sand h gravels Dense slightly silty sands wit No water was encountered in any of the three test holes. All te . St hole wall-, remained vertical and stable. No sloughing or caving occurred. CORQLUSIONS /_RECOMMENDATIONS: Based on the findings of this investigation, and experience with similar sites in at 202 7'�' Ave., Edmonds, Washington is eotechnically. the area -the property ,, si,.I9le_faIIIily re5irjel-lce, subject to the following* ppR!oved -for the PFUPQ!St!d Ct:'Iu 0 No excavation or undermining of the adjacent road slopGr­ Standard reinforced continuous and spread footings. AIJnw;;hlP bparing pressure- 2,000 P.S.f. f 35 p.c.f. is recommended for any retaining wall Equivalent fluid pressure o desian Drovided'drainage zone is inspected and verified by this engineer. use friction factor of 0.55 and passive pressure of 3tlu For retaining wall design, p.c.f. e , r. Obed !jeujeM monqo - .WdLO:ZL so/LL/t :Pa^TaOOU 0 0 City of Edmonds c/o Aaron and Chloe Cerutti April 14, 2004 Page 3 Geotechnical inspections by this engineer prior to any foundation concrete placement. I The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed native soils or on structural fill placed above native soils. See the later sub -section entitled General Earthwork and Stnirfiiml Fill for structural fill placement and compaction recommendations. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty-four (24) inches, respectively, and should be bottomed at least eighteen (18) inches below the lower adjacent finish ground surface. Depending on the final site grades, some over -excavation may be required below fnofinos to expose competent native soils. Unless lean concrete is used to fill the over excavated hole, the width of the over -excavation at the bottom must be at least as wide as the sum of two times the depth of the over -excavation and the footing width. For example, an over -excavation extending two feet below the bottom of a three-foot wide footing must be at least seven feet wide at the base of the excavation. Footings constructed according to the above recommendations may be designed for an allowable soil bearing pressure of two thousand (2,000) pounds per square foot (p.s.f.). A one-third increase in this design bearing pressure may be used when oonsidering short-term wind or scismic loodo. For the above design criteria, it is anticipated that total post -construction settlement of footings founded on competent, native snils (or on Mrtirtural fill up to five (5) feet in thickness) will be about one-half inch, with differential settlements on the order of one -quarter inch. NOTE: The bearing capacity of 3,000 p.s.f. applies to over -excavated and backfill conditions. Footings placed on native soils may be designed for 2,000 p.s.f. Lateral loads due to wind or seismic forces may be resisted by friction between the foundations and the bearing soils, or by passive earth presisure Anting on the vertical, embedded portions of the foundations. For the latter condition, the foundations must either be poured directly AgAinst tindisturbed soil or the backfill placed around the outside of the foundation must be level structural fill. We recommend the following design values be used for the foundation's resistance to lateral loading: Parameter Design _Value Coefficient of Friction 0.55 Passive Earth Pressure 35.0 P.0- z L so/ L L t, !iquiem Monqo <- 0 1 . 0 City of Edmonds c/o Aaron and Chloe Cerutti April 14, 2004 Pnge 4 Where: (1) p.c.f. is pounds per cubic foot. (2) Passivp Parth prpssurp is compijtpd using thp Pquivalent fluid dpnqity. We recommend that a safety factor of at least 1.5 be used for desi.qn of the foundation's resistance to lateral loading. SLABS -ON -GRADE: Slab -on -grade floors may be supported on undisturbed, competent native .5615 or on structural fill. The slabs may be supported on the existing soils provided these soils can be re -compacted prior to placement of the free -draining sand or gravel underneath the slab. This sand and gravel layer should be a minimum of four (4) inches thick, We also recommend usinq a vapor barrier such as 6-mil. plastic membrane beneath the slab with minimum overlaps of 12 inches for sealing purposes. PERMANENT FOUNDATION AND RETAINING WALM Retaining walls back -filled on one side only should be designed to resist lateral earth pressures imposed by the soils retained by these structures. The following recommended design parameters arp for w;alls 1pss thnn twplve (12) feet in height, which restrain level backfill: Parameter Active Earth Pressure' Passive Earth Pressure Coefficient of Friction Soil U.nit Weight Where: ID-esign Value 3.5 P.C.f. 350 p.c.f. 0.55 125 p.c.f. (1) p.c.f. is pounds per cubic foot (2) Active and passive earth pressures are computed'using equivalent fluid densities. Fut tesLiaiiired walls which cannot defect at least 0.002 times the wall height, a uniform lateral pressure of one hundred (100 P.s.f. should be oddod to the active equivalent fluid pressure). Of5ed !JOUJOM !VYJZO: ?_ � 90/ L L/ L 0 0 City of Edmonds c/L) Aw v, I dfld ChlOe Cel.utti April 14, 2004 p1ge -1) The values given above are to be used for design of permanent foundation and retaining walls only. An appropriate safety factor should be applied wlit�ii detiigning the walls. we recommend using a safety factor of at least 1.5 for overturning and sliding. The above design values do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharge slopes or loads will be placed above the walls. If these conditions exist, then those pressures should be added to the above lateral, pressures. Also, if sloping backfill is desired behind the walls, then we will need to be given the wall dimensions and slope of the backfill in order to,provide the appropriate design earth pressures. Heavy construction equipment should not be operated behind retaining and fOLinciation walls within a distance equal to the height of the wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. Placement and compaction of retaininq wall backfill should be accomplished with hand -operated equipment. Retaining Wall Backfill Backfill placed wiLhirt eightee') 0 8) inches of any retaining or foundation walls should be free -draining structural fill containing no organics. This backfill should contain no more than five (6) percent silt or clay particles and have no particles greater than four (4) inches in diameter. The percentage of particles passing the No. 4 sieve should hp hptween twenty-five (25) and seventy (70) percent, Due to their high silt content, if the native soils are used as backfill, a drainage composite, such as Mirafi and Enkadrain, should be placed against the retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. rhe purpose of these backfill requirements is to assure that the design criteria for the retaining wall is not exceeded because of a build-up uf llydiutsLatic pressure behind the wall. The ork and Structural Fill contains recommendations subsection entitled General Earthwork rogarding placement and compaction of structural fill behind rptsining and foundation walls. EXCAVATION AND SLOPES: in no case should excavation slopes be greater than the limits specified in local, state and national government safety regulations. Temporary cuts up to a height of four (4) feet deep in unsaturated soils may be vertical. For temporary cuts having a height greater than four (4) feet, the cut should have an inclination no steeper than 1 (Horizorital-Velliudl) ri-om the top of the slope to the bottom of the cxcavation. Under specific re'commendations by the geotechnicall engineer, excavation cuts may be modified for site conditions. All permanent cuts into nativP -Soilq should be inclined no !Vid?-O:z� 90/LL/L :PO^T9Oa8 9 060d !j9uj8M City of Edmonds c/o Aaron and Chloo Corutti April 14, 2004 Page 6 steeper than 2:1 (H.V). Fill slopes should not exceed 2H-.lV. it is important to note that sands do cave suddenly, and without warning- The contractors should be made aware of this potential hazard. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. DRAINAGE CONSIDERA�TIONS: Footing drains are recommended at the base of all footings and retaining walls. These drains should be surrounded by at least six (6) inchpq of one-inch-minUs. washed rock wrapped in non -woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At the highest point, the perforated pipe invert should be at least as low as the bottom of the footing and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. No groundwater was observed in any of the 3 test holes during the fieldwork. Seepage into the planned e)<oavation is possible, and likely if cxcavation occurs during winter months, and if encountered should be drained away from the site by use of drainage ditches, perforated pipe, French drains, or by pumping from sumPs interconnected by shallow connector trenches at the bottom of I the excavation. The excavation of the site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Any exposed slopes to be covered with plastic to minimize erosion. Final site grading in areas Iding, adjaccnt to buildings should be olopod Ot least two (2) percent away from the bui except where the area adjacent to the building is paved. r_-r_m;=PjN1 FARTHWORK AND STRUCTURAL FILL: The proposed building and pavement areas should be stripped and cleared of all surface vegetation, all organic matterl'and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill. . 3tructural fill is defined as any fill placed under the building, behind permanent retaining or foundation walls, or in other areas where the underlying soils needs to nd nftpr px(,.;;vsfion engineer should observA- site SUpport loads. This . con(.iitions riiirino A prior to placement of any structural fill. !V4dZo:ZL 90/11/1 pi, AT a DO U !JOUJOM Mon"D City of Edmonds c/o Aaron and Chloe Cerutti April 14, 2004 Page 7 All structural fill should be placed in horizontal lifts with a moisture content at or near the optimum moisture content. The optimum n-ioisLuie Uoritent is that moisture content which results in the greatest compacted dry density. The moisture content of fill soils is very important and mijst he closely controlled during the filling and compaction prOcess. The allowable thickness of the fill lift will depend on the m5terial type, compaction equiprpent, and the number of passes made to compact the lift. In no case should the lifts exceed twelve (12) inches in loose thickness. The following table presents recommended relative compaction for structural fill: Location of Fill Placement Beneath footings, slabs or walkways Behind retaining walls Beneath pavements Minimum Relative Compaction 95% 90% 95% for upper 12 inches of Sub -grade, 90% below that level Where: Minimijm relative compaction is the ratio, expressed in percentagcs, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D-1 557-78 (Modified Proctor). Use of On -Site Soils If -grading activities take place during wet weather, or when the sandy, on -site soil3 are extremely wet, site preparabuij uusls may be higher because of delays due to rains and the potential need to import granular fill. The on -site soils are generally sandy and thus are not particularly MniRtUre sensitive. Grading operations will be difficult when the moisture content of these soils greatly exceeds the optimum moisture content - Moisture sensitive soils will also be susceptible to excessive softening and "pumping" from construction equipment traffic when the moisture content.is greater than the optimum moisture content. Ideally, structural fill, which is to be placed in wet weather, should consist of a granular soil having no more than five (5) percent silt or clay particles. The percentage of particles passing the No. 200 sicvc c,�hould be measured from that portion of the soil passing the three -quarter -inch sieve. !jeujem monqo <- !1Nde0:ZL so/LLIL City of Edmonds c/o Aaron and Chloe Cerutti April 14, 2004 Page 8 The use of "some" on -site soils for fill material may be acceptable if the upper organic materials are. segregated and moisture QQntents arc monitored by engineering inspection. DRAINAGE CONTROLS: No drainage problems were evident with the overall property at 202 7"' Ave. Currently, it uppeais that any storm water runoff flows northerly then westerly into the City of Edmonds storm system present in 7 1h Ave. If desired, the sandy sub -grade soils will allow for on -site infiltration. Further discussions with City of Edmonds to clarify drainage system. CONCRETE: All foundation'concrete (footings, stem walls, slabs, any retaining walls, etc.) Shall tidwe a (11illirrium celflerlL (;Unterit uf 5-1/2 6acks per cubic yard of concrete rnix. SLOPE SETBACKS / BUFFERS: As previously stated. the proposed Cerutti residence is understood to be sited in the central portion of the property. This engineer recommends that no slope disturbance, cutting, or undermining occur. INSPECTIONS: The recommendations of this report are only valid when key geotechnical aspects are inspected by th*s enaffineer dUring construction: Any soil cuts Foundation sub -grade verification Retaining wall, or rockery pJacement Any fill placement Subsurface drainage installation SUMMARY: The proposed Cerutti residence at 202 7t" Ave., Edmonds, Washington is gootechnically viable when constructed in accordance with the recommendation-, VMaeo :;3 1. go/ L t city of Edmonds (-,/o A2ron and Chloe Cerutti April 14, 2004 Page 9 herein, compliance with City of Edmonds approved plans and requirements, and key gpotechnical inspprtinnR during non.stri.iction. GEOTECHNICAL REVIEW OF FINAL PLANS: At the time of this investigation and report, final house plans were not available for review. 'Ao 3tated in thi.s report, the Cerutti residence may bi-, located anywhert- on the lot, subject to no soil cuts in the adjacent right-of-way slopes. Prior to final permit issuance, this engineer should reviewthe final hou . se plans to compliance with the recommendations of this report. Upon satisfactory review, a "Statement Of Minimal Risk" will be issued. CLOSURE: The findings and recommendations of this report were prepared in accordance with gpni-r;illy Anr.Ppteri prinfessinnal Pnoine.e.ring principles and prRntice. No other warranty, either express or implied, is made. The conclusions are based on the results of the field exploration and interpolation of subsurface conditions between explored locations. If conditions are encountered during construction that appear to be different than those described in this report, this engineer should be notified to observe the situation and review and verify or modify the recommendations. If there are any questions, do not hesitate to call. DMB:abj M. G NA 2) 0 L 004 L,-� /V Dennis M. Bruce, P.E. Geotechnical / Civil Engineer OL 968d !jeujem monwo <- ! vydco: ?, t so/ L L /.L : pa/%T a oaH Li C13 171-11 #� .IDDP jai .r &J Sl Ri r rr =.PV 00 64mrs ;-00 Tvk ftol. tlpM ED r �13 I "r' ";, E E T F I L E ALL EX06990 SURFACES T-Q) 9E CWERM WITHIN 2 DAYS Z (c V, p a-, 0 % 4,X(,LjA 0 UK ;'(0 4�� '3 FEB 0 00 2j05 x ft-UPORARN' 4. N. Z L z UJ Q% (-'NA v --.. —0 v INSP CTIONS Agem C41- 42' P.DOU11011ED pi 4". 0 0 L, lv-� 'btAIIJA6C -rL) tJ. z - �j sj t, r(? A r , . y () eLoo�, P-.r- o' 0- a. ul c� uj QO le 0 = cm CD co co:;E UM 0'1 Doj ok,ro 6alcoo '�,�-00 �Je- aou(�- WP,,F, 104 &,0-07 a' 1*,0 \� WkLL sz�l FOOTING BRAINS NOT TO BE TIED INTO D - -ENTION' SYSTEM Q, 61, 0INNER/C01N] �v' "' -fL)Vi IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE STANDARD OWNER: A tjo 0 G a-A-S5 nETENTION SYSTEM WORKSHEET 001 (5000 SF OR LESoj ADDRESS: ')-oo tY'Aal. /4- CALC. BY: CL,of PHONE: ()L-o 0 11;L - tt �Lq DATE: vas;-10 IMPERVIOUS SUFACE AREA PIPE DIA. PIPE LENGTH - W, ORIFICE FOOTING DRAINS SHALL NOT BE CONNECTED TO OCKING LID (TYP-) IM ELEV. RIM ELEV.—� DETENTION PIPE LENGTH 6' Min. clearance ED Measured from top of -*E Conc. box or riser. /F F 11MI DETENTION SYSTEM RIM ELEV.- 0.5% TO 1 .0% SLOPE H TO C17-Y CONVEYANCE \--iNV INV. ELEV. INV. ELEV. ELE'V. "'—OUTLET UPPER CATCH BASIN CONTROL ROM CONTROL CB 9" 1 N.. RIFICE 2'X2'Xl 2' DEEP CONTROL CATCH BASIN (4--6- QUARRY SPALLS OR EQUAL) IN. 6"COVER FROM CONTROL C 13- -f- C NR ONTROL CB 9- JIN OMC 2' 2' DEEP (4 QUARRYSPALLS SHA TRENCH SHALL BE LINED CONTROL CS SHALL BE PERPENDICULAR 15 TO SPREADER TRENCH WITH MIRAF1 & ON TOP % PERF. PIPE SHALL BE LEVEL & CAPPED AT ENDS RIPRAP OUTLET 7/8"WASHED DRAIN ROCK SPREADER TRENCH NOTES R 1. CALL ENGINEERING DIVISION (771-0220 EXT. 1326) 24 HOURS IN ADVANCE FOR A TIGHTLINE AND DETENTION .SYSTEM INSPECTION BEFORE BACKFILLING AND FOR FINAL INSPECTIONS. 2.. Responsibility for operation and maintenance of drainage systems on private property is the responsibility of the property owner. Material accumulated in the storage pipe must be flushed out and removed from catch basins to allow proper operation. '3ZI The outlet control orifice must be kept open at all times. r- . CITY STORM CONVEYANCE SYSTEM SPREADERTRENCH SHALL BE AMIN, OF 10'LONG AND PERPENDICULAR TO CONTROL CB. DATE I W_ N Wk .1 () F E.D,,.,,_ 5' Deep BELL ST CITY . OF EDMONDS WATERLINE AS -BUILT ADDRESS HOMEOWNER ul 200 7TH AVE N I SNODGRASS CONTRACTOR SCALE CHUCK WARNER NTS DATE DRAWN WATERLINE 7/13/05 By 1. ABILA NO- 2005-0250 A () f ---qqq ;A ___� CITY OF EDMONDS WATERLINE AS -BUILT ADDRESS HOMEOWNER 200 7TH AVE N SNODGRASS CONTRACTOR ISCALE NTS DATE DRAWN 7Zl,3XO5 By 1. ABILA WATERLINE No- 2005-0250