The URL can be used to link to this page

1121 B AVE.PDFIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII10202 1121 B AVE V PAD SEP16 169 r '? ..................._.......District City of Edmonds ---Water.. Department TAP CARD DJAID 1959 ........... SE Pe ....................... No.................... No ........... ................ ..................... MeterTap Size .............................. Size ................................. Mfgrs, . ....... .. ........ ...... . ........... tyle .............................. . ..... ...... For.... . . .. ...... . .. . ... ........... . ............................. . . ........................... --*"--........... ...... ------ ................................................................. ............................ .................................... : ................................................ ............................................. LotNo ........................................... Blk. No.............---...... . .............. Add. ............................................................ . .. Service Location I .... . ..... ... . ........................................ Meter Location Make Tap .... Pressure.............................. lbs. Test ..................................... 50 SendBills to .......................... ................................... . .................. Date of Wo& . ............ Foreman Guar. Voucher No ........................................... $ ........................................ - Remarks: ......................................................... ....................... ........... . ............. . ..... ....................................................................................... ......................... . ....... . .............. OUTGOING Index ......... Reg ....... Route Bk ...... . . StenciL ... Card .... INCOMING Index ......... Reg ....... Route Bk ......... StenciL ..... Card--.- Mateechargeable to Installation Meter NO. SIZE DESCRIPTION RATE AMOUNT ---- -- - - Meter --•------•--•--------------•--..-•--- .........----- 0 ----- ---- .--.. Meter Box .-••-------------------------- .._. . . ----- -- ---------- .----•---•-•--• •-•------- Meter Plate....---•-•---•-•---•.................................. ------------------------ Check Valve .......................... ---•---••-•••• »».... »... .......... --•----------- --------- Pipe, Galv. Screw .................. .............. »»......... .......... ............. - ---------- Nipples .................................... .............. ........ »... -•-----------• •--------- Bushings ---------------------------------- -------------- ---- --•...................... Plain Ells ................................ ---•-------••• ----•••----- -•--•----- ---•------... ....... St. Ells .................................... .............. ----- ..... Tees -/ �.. 1�' Gam:=.......... ------ ----------•--- -•--- - -------=,-- �----- �---------------- Material Chargeable _to Taps Connected NO. SIZE DESCRIPTION RATE AMOUNT .... ......... I... ------ Pipe, Black Screw -----------•---- _ -----------•- ............. ......... .............. .......... Pipe, Galv. Screw ...•_--...---•--•. ............... ............. ......... .............. ---------- Lead Connections .................. .............. ..-........ » ......... CurbCocks .......................................... Cor Cocks ...... ..:............ .......c?---- ...------•---. .......... Unions --•---.....-• ..................................... ....................... •---••-- ----- ---------- Saddles ----------••-_-_--•---_--••--_.. ... .............. ......... .... ......... Nipples ......... Bushings ------------------------------- •---•---------- -•---••--- Plain Ells-------------------------------- --------•--- ............. •-------- ••---•.................. Street Ells .......................... --- --.......:_.. ............. .......... -------•---- .......... Tees ........................................ . ............... ............ _--.-----• --------•----- .......... Curb Boxes --•-•-......-••-----•------- .............. .... --....... ---------- ------------- .......... S. O. Extensions .................... -•------------ ............ .......... ............... ....... Gates ........................................ ............... ..... ..... ........... ---------- .......... Plugs ......................................... ----------- ............ .......... ---------•---.. .......... Couplings ............................. • .............. ............. ......... --••--------•• -------------- ---------- .......... ---------- --------- Gate Boxes ---------------------------- ...................... ............. ............... ..................................................... .............. ............ .............. ............. ....... .... ............ .... ...._ ........... .......... .............. .......... ........................................................... ..................................................... ............. ..»......... ---- --• •--------- ----------• ---...... -----------•-- ....... .......... ----••--•• ........................................................... -------••-•---------•-•-------------------------------•-••- -----•--- .............. ............. ............ . .... _ »-------- ............... .............. .............. .......... »..----- - --�- ........................................................... ............................................... ........... Hours Time —Day Men ........ Hours Time —Monthly Men... .............. ----••-------• ..............��. ............ ............ ...»... »........ ......... • l� -. ........... ....---•--••............. Hours Time —Auto ------------ --- --•---..--• ...._..- ...... .............. .......... Superintendence ---.--_------------- ----------- Ic: .»--•---- Total .!'�.`!t 12) ADDRESS: 11 2 Aft,"s TAX ACCOUNT/PARCEL NUMBER: �Ol�iq�Ol O��tt�I BUILDING PERMIT (NEW STRUCTURE): Iq1 COVENANTS (RECORDED) FOR: CRITICAL AREAS: DISCRETIONARY PERMIT #'S DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS (OTHER): DETERMINATION: ❑ Conditional Waiver ❑ Study Required ZWaiver PLANNING DATA CHECKLIST DATED: g . I J 1 DJ SCALED PLOT PLAN DATED: L 24106 SEWER LID FEE $: SHORT PLAT FILE: SIDE SEWER AS BUILT DATED: 6 1C..Yes 13 SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT FOR: WATER METER TAP CARD DATED: I ( o OTHERTW�a - Lap S'IE"J LID #: LOT: B LATEMMSTs\Forms\,Street File Checklist.doe • • NAME: F-QVj Be GVII'151 SITE ADDRESS: 1121 s? PROJECT DESCRIPTION: PLANNING DATA DATE: PLAN CHK#: REDUCED SITE PLAN PROVIDED?: es / No) ( N Ot +0 MAP PAGE: I S 3 CORNER LOT: ()es / No FLAG LOT: (Yes / No ZONING: lZ 5 (p CRITICAL AREAS DETERMINATION #: I q q - O 0 Fi (0 ❑ Study Required: INWaiver ❑ Conditional Waiver SEPA DETERMINATION: ❑ Fee ❑ Checklist ❑ APO list w/ notarized form ❑ (Needed for 500 cubic yards of grading, Shoreline Area- site within 200 f - of Puget Sound or Lake Ballinger) ® Exempt 5Do W loiL ya rd s of g r a d; ✓► 9 p►u pope cL. SETBACKS: "�j 1."we CJ Required Setbacks: N0rilh (A-112 i) Street: '/.0'tTft Side: 51 Right Side: 5' Rear: 1 5' Actual Setbacks: Street: V0�" Le# Side: 5 •5 , f�iglat Side: 11 Rear: I rJ 1 Street map checked for additional setback required? WP o se d a d d f fi ay, ® DETACHED STRUCTURES: t)f tac vi<,ri JO ara9e, J ❑ ROCKERIES: NOVX C:W1owV1 MA Sj+-C, plan ❑ FENCES/TRELLISES: N OVI?C c; kowo mn Gj j 1 c pi a VI . BAY WINDOWS /PROJECTING MODULATION: n/IL�h7 :5Z+1.0 aLk-5 • � t✓Xlhfin9 121'i• tf� STAIRS / DECKS: MZGi3 5Z1'Io a G1�5 2)c a d d 34(0 PARKING: Required: %i Actual: 2 '~ LOT AREA: I I 1 2, c o LOT COVE Calculations: 2g • (D ?j22(0 �� III 25D 13 ; deck. add 313 3S. IpAIVA adtn d 1 tiS gtwe / o ary o I� BUILDING HEIGHT: ' 1 Datum Point:_ %j%J ICI I-4 ea ht (,OyV)'W Datum Elevation:—* 0 • � Q I oO.OQ Maximum Allowed: Brij ' ( I S D • 15 Actual Height: 21 • 1 (I 1 �• • D 0 > q I • 5 A-D_U_ CREATED?: No / Yes). QVIC, V�i tt/I/1j&n 10IA W VVI. CI o. 5 SUBDIVISION: 15t add +Q tdVnmldy P1At of N.Y- OI U•ol too•oI) 1.0t a 51,1- ID teyg 5 1i2. of s %Az -r�ttr-or• _ LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: ()es No) 3 $ Z OO 4 OTHER: q 5 5 J avwa g� Plan Review By: �I� Q� J uo (,�j ; J (�rGt d NewBPPlanningDataForm.DOC l'LO 51 M i9T / APFUCATION"U. aqw Mamas 'D purtmLmt ?6rmit'�, limit e CITY �* OF EDMOMDS� ui ding CO' work, in.'accordance uct- the following accordance wl A0PLICATION'. is hereby made for -a' perrnl�. 0. pan I y'ing '. pla m- an'd spec"ifi6c'aitions.' Two sets are submitted hdr(with for approval. Off -St: new V alter .................... Parking repair ........................ .............................................. Work addn Fire, ........ ...... Use zone- ........ zone�... Occupancy -------------------------------- Const. type-. 2-ddl� /V ........ Addn . .......... t ....... f ..... B11k ........ Addred ............................... ss - ------_------ ...... t; tank.._.. . -------------- ................. Septic ....... ............ ....... ...... Lot frontage ...... t. V. .......... .. 1. Side . ......... .._. .1.,ffeaX ......... . Bldg, setbacks front............ r. side.................f.XA ............. . Address... Owner_...._ ... Builder ................. . --------- Addrec-a .................. I ................................. Tel. , No .......................... ................ -N ....... Ad-drcss ..................... ............................ Tel. .......................... Plansby ------------------------------------------ ----------------- ............................... Remarks--------------------------------------------------------------------------------------------------------------------------------------------- g'. this The above is -a correct statement, and I agree to comply -ivith.all applicable Codes and. State laws, egula&,' wo rk. ' . Irr _7:�. Address -------------------------------------------- Date..... .... Signed, Owner/Ag Signed Ag -- - ------- ----- nd to compliance Wi6l.th� conditions, a a to the above p ERMIT for the above work is hereby. -approved, subject P De thereon. ns, and Building Department notations proved pl&,is and specifications, 9 . 0 ................. 21,6cd., by-.. Valation . Permit fee.... W.... ............... /Av Date. - ------------- - 'By ................................ Building Department, .................. . ............. 7 INSPECTION RECORD Fdn, OK .............................................. Frame, OK ............................................... ....... Final, OIL..............._......................:.:. This Permit does not cover Plumbing, Sewer or Electrical insta4at:*,;,,1,(z. Y CA'FILE NO rf•' `�`r .G '` 1 P 'tical ,Areas Chec�st . ir. _ f•_. h✓.M.``•f ti <: �.l Y•S�4"._:•i •YS:-!H i � Slte Ii ormation (soils/topography/hydrology/vegetation) .y. /cn, ��sy.�,, Or _ .�.,;; >/��j!f✓41,�ti..,�s r ^or i ,��, ++ 1jti�y'ryft.. V FC� d �W/T t' a� 1. Site Address Location S S ` Z p 2 Property Tax Account Number. 4 �b . j � . , ; �, 1 NO 3. Approximate Site Size (acres or square feet): f 4. Is this site currently developed? yes; no. r If yes; how is site developed? i`WI d eruwTi u,r, 5. Describe the general site topography. Check all that apply. Y Flat: less than 5-feet elevation change over entire site. , _• Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% ( a'vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: _ D Approx. Depth 7. Site contains areas of seasonal standing water: 0 :rApprox. Depth y' What season(s) of the year? 8. 'Site is in the floodway n/'0 floodplain_ V4 of a water course. 9. Site contains acreek or an area where water flows across the grounds surface? Flows are _ year-round? -M Flows are seasonal? (What time of year? ). 10. Site is primarily: forested ; meadow ; shrubs mixed urban landscaped (lawn,shrubs etc) _ )� 11. Obvious wetland is present on site: 1 L For CityStaff Use Only 1.. Site is Zoned? ma d s ? PPe soil. tYPe�) T :::Cn¢�d✓fe'Lt.Y .�tttolKM /� . 3: ,> Wetland inventory. or C.A. map indicates wetland present on site? N �o 4.: Critical Areas inventory oiC.A. map indicates Critical Area on site? . A.p Sitewithin designated earthsubsidence:landslide hazard area? J .6. Site designated on the Environmentally Sensitive Areas Map? v . MMMINATION ft AUoc Rev 02/11/97 ';Yi•.'°'�c�i`- '•t ,, ¢.'.-,,. RECEIVED MAY 1. 5 1997* S, 3 ,� t' ?r COMMUNITY SERVICES r A � �ICdI u -hri Areas Checklist �., K • YAK Y 9 .{ .f. •JAI. M 4+ ....�,��''�'i't5.fi'�t7'�•.7C�`''�(i�"�"^'f �"^""�'�lo.t..�:'}•../J,c ya'�ir•r.�i�ra. :.,i '-•tin i - i - Q�. 189� The Cntical Areas Checklist contained: it, and submit it to the City The City on this form is to be filled out by any will review the checklist, make a person. preparing a Development Permit'' " ' ' ` ' ' ``precursory site visit, and make a Application for the City of Edmonds determination of the subsequent steps Prior to his/her submittal of a necessary to complete a development development permit to the City, permit application. 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 With a signed copy of this form, the applicant should also submit a vicinity map or plot plan for individual lots of the 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.& site plan topography map, etc.) 'or studies in"conjunction with this Checklist to assist staff in completing their preliminary assessment of the site. I have completed the attached Critical Area Checklist and attest. -that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). / Applicant: caner 6- i rs Name Aic' e Applicant Representative: Name Street Address Street Address ()V 0 Ci te'h 1 �� 3City, State, ZIP Phone Date Signature Date 0 I 0 0 �-.- , 0,10 RUIRDIfia NOV 18 1997 90.00 - — -- — -- -- -- -- -- ------------------------------------- 0 I I � 1 EXI NG- - I , I _I --2 _ 0 EXIST NG 1 R_ ID C_EF _--a _ EXIST. DECK TO BE REMOVED 1 PROPOSED PROPOSED 1 1 ^ I------------------------- j EXISTING j ITOPOGRAPHY PROPERTY BOUNDARY 1 0 *9 1 1 1 10 ZONING LOT AREA AVERAGE GRADE MAXIMUM HEIGHT ELEVATION 90.00 11250 RS-6 SO. FT. —3.75 o tflJ V �Sll uU� ��L16U U 21.25 5DTLC ��% #w CONNECT ALL FOOTING DOWNSPOUTS [/ [�'/� [/�/ DRAINS TO AN APPROVED STORM SYSTEM. SCALE: 1 "=20'—O" Smithers Residence STREET FILE 1121 B Avenue South, Edmonds, Washington Lot 9, Block 10, plat of Yost's First Addition to Edmonds, according to the Plat of Recorded in Volume 8 of Plats, Page 6 Records of Snohomish County DATE: 9/23/97 The City of Edmonds Side Sewer Drawing EASEMENT NO--------------------------------------------- 107-03800 NEW CONSTRUCTION F-1 REPAIRS E] LID NO- ------------------ - ASMT. NO . .................. OWNER----- B=.. ----- CUNNINGHAM ---------------------------------------------------- CONTRACTOR .................................................................................... PERMIT NO. .................... JOB ADDRESS ..... 11213—AM - --------------------------------------------------------- LEGAL DESCRIPTION: LOT NO . ........ ............................. BLOCK NO. .................................... ......................................................................... . ....................................................................................... NAMEOF ADDITION ...................................................................................................................... 0 4P DYE TESTED ON SEER Approved: "2r- lQr-V 111781 DATE............................. 11-11-111-1- By ............................................................ PERRONE CONSULTING, INC., P.S. Geotechnicai & Underground Engineering October 27, 2005 Warren Stanley Cotter — Stanley Construction 232 168th Ave N.E. Bellevue, Washington 98008 Subject: Geotechnical Investigation Proposed B Street Garage Edmonds, Washington Perrone Consulting Project #05124 11220 Fieldstone Lane NE Bainbridge Island, Washington 98110 vjperrone@perroneconsulting.com Tel:206-778-8074 Fax:206-780-5669 Website: www.perroneconsulting.com This report summarizes the results of our geotechnical investigation for a proposed residential garage at 1121 B Avenue South in Edmonds, Washington. Our scope of work was outlined in our proposal dated October 12, 2005 and included excavating a test pit at the site. You authorized us to perform these services by signing our proposal. SITE AND PROJECT DESCRIPTION The new garage will belocated about 3-1/2 feet west of the existing wood framed garage. The existing garage has a slab on grade which was cracked in at least 2 locations; (1) a 1/4 inch crack in the middle of the floor and (2) a 1/4 inch crack in the northwest portion of the floor slab. The vertical crack offsets and tilt of the floor slab suggests that the settlement has occurred on the west and northwest portions of the slab. The existing ground surface slopes down to the west and to the north from the existing garage. The new garage will have a slab on grade and an entrance on the west side. Approximately 8 feet of soil will be retained on the east side of the new garage foundation wall. SUBSURFACE CONDITIONS Subsurface explorations. consisted of excavating a test pit near the center of the proposed garage and logging soil conditions in the temporary excavation cut that was made on the east side of the proposed garage. The soils were classified in accordance with the Unified. soil Classification System (ASTM Test Designation D2488) which is summarized in Figure 1. The test pit log is shown in Figure 2. Our observations indicate. that the site is overlain by fill above organic silt/peat over glacially consolidated sand. The soils encountered at the site are as follows: Silty Sand (Fill). Grayish brown, silty sand with gravel, moist, fine to coarse sand, occasional concrete pieces and roots. The top 3-1/2 feet of fill was loose and from 3-1/2 feet to 5-1/2 feet it was dense. The fill thickness varied from 5-1/2 feet at the'existing garage to about 1 foot at the west end of the proposed garage. Organic Silt/Peat (Wetland Deposit). Medium stiff to stiff, brown,, moist toe wet, amorphous peat and organic silt. The peat thickness varied from about 12 to 18 inches. REVIS145"IN NOV 2 2 2005 T REET FILE DING DF-PARTMENI'T t�IJIL r1 r1j OF EDPIIOND$ C:\Projects\05124-B Street Garage\70 Reports\051240port102505.doc Mr. Warren Stanley October 27, 2005 Page 2 of 11 Clayey Sand (Glacial Deposit). About one foot thick layer of dense, gray, wet, clayey sand, fine to medium sand, occasional small roots. Silty Sand with Gravel (Glacial Deposit). Dense, rusty brown, wet, fine sand, trace medium to coarse sand, gravel and cobbles. Slight groundwater seepage was observed at a depth of about 8.3 feet in the test pit. However, groundwater levels will fluctuate due to seasonal precipitation, irrigation, and surface water infiltration and percolation. We would expect that groundwater levels could rise during periods of heavy rainfall and that seepage could occur from the organic silt/peat layer at a depth of about 5.5 feet. We anticipate that the peatlorganic silt layer could become saturated during wet weather periods. CONCLUSIONS AND RECOMMENDATIONS Construction of the proposed garage within 4 feet of the existing garage foundations could result in additional settlement of the garage slab and foundations unless they are underpinned. Since you have indicated that underpinning is too costly for this project, we recommend moving the proposed garage to a distance of at least 10 feet from the existing garage. If the proposed garage location cannot be moved, then a shoring system will be required to support the temporary excavation during construction of the new garage retaining wall. We recommend two shoring options: (1) a soldier pile and wood lagging wall or; (2) a gravity concrete block wall. In our opinion the soldier pile wall could be designed and constructed to produce less ground movement than the gravity block wall. However, since the existing cracked garage slab already requires repair, it may be cost effective to construct the less costly gravity block wall and to repair the existing slab after new construction is completed. Based on our conversations with Sound Structural Solutions, Inc. and you, we understand that the gravity block wall option was selected. The proposed garage could be supported on shallow spread footings. Due to the presence of saturated soils near the subgrade elevation, we recommend placing a gravel drainage blanket and drains beneath the garage slab. Site Preparation and Grading The topsoil, fill and organic silt/peat soils should be stripped from building area. The depth of this removal is variable over the site ranging from about 2 feet at the west side of the building area to about 8 feet at the east side of the building area. The excavated soils are not considered suitable for reuse as structural fill and should be removed from the site or stockpiled for reuse in landscaping areas. Prior to fill placement, the exposed stripped surface should be compacted in place to at least 95 . percent of the maximum dry density as determined by ASTM D1557 and then proof -rolled with a rubber tired backhoe. Areas that are .soft, loose, or yielding should be further compacted or removed and reconditioned or replaced with compacted granular fill. Care should be taken to avoid disturbing subgrade soils and supporting soils which will remain in place. The term "structural fill' used in this report is defined as all fill which will be placed beneath foundations, slabs, and pavements. The on -site glacial soils consisting of clayey sand and silty sand are not suitable for use as structural fill. Structural fill should consist of select granular fill having the gradation specified in Table 1. PERRONE CONSULTING, INC., P.S. Mr. Warren Stanley October 27, 2005 Page 3 of 11 Table 1 — Select Granular Fill U.S. Standard Sieve Percent Passing by. Size Dry Weight 3 — inch 100 3/4 inch 50 —100 No. 4 25 — 65 No 10 10-50 No40 0-20 No200 0-5' ' Less than five percent passing based on the minus 3/4 inch fraction All fill should be placed in uniform, horizontal layers not exceeding six inches in loose thickness and compacted to meet the criteria in Table 2. ' Table 2 — Recommended Compaction Standards Location Minimum Compaction Structural fill beneath foundations, floor slabs, and 95% to a depth of 2 feet beneath pavements Exterior wall backfill 90% Subgrade prior to filling 95% (1) Percentage of maximum dry density as determined by ASTM D1557 Concrete Block Gravity Wall The concrete block gravity wall has been designed such that it will provide temporary excavation support and become an integral but separate component of the final earth retaining system for the proposed garage. Our design assumes a level ground surface behind the wall and a 200 pound per lineal foot surcharge load from the existing garage wall. Accordingly the concrete block wall should consist of stacked at a 6 vertical to 1 horizontal batter as shown on Figure 3. The solid concrete blocks should be 2 ft by 2 ft by 4 ft or larger. The bottom row of blocks should be embedded at least 1 foot below the excavation level and the second row of blocks should be placed with the long axis into the hillside. Subsequent rows should be placed in a staggered pattern so that the vertical joints are discontinuous. All blocks should have a shear key and each block should be placed to fully engage the adjoining shear key. A perforated drain pipe with openings (slot width or hole diameter) not exceeding % inch should be placed behind the block wall as shown in Figure 3. The wall should be backfilled with gravel backfill meeting the gradation requirements specified in Table 3. Gravel backfill should not be compacted with mechanical tampers or vibratory plate compactors. End dumping the gravel will provide sufficient density to support the excavation slope and avoid the possibility of increasing the lateral stresses on the block wall by applying excessive compaction. effort. PERRONE CONSULTING, INC., P.S. Mr. Warren Stanley October 27, 2005 Page 4 of 11 Table 3 — Gravel Backfill U.S. Standard Sieve Percent Passing by Size Dry Weight 1- inch square 100 3/4 inch square 80-100 3/8 inch square 10 — 40 No 0-4 No 200 0-2 The block wall should be constructed in a manner that minimizes the amount and duration of unsupported excavation. The length of unsupported excavation along the existing garage should not be more than 15 feet long and no excavation shall remain unsupported overnight. Backfill should be placed immediately as each row of blocks is placed. The foundation subgrade for the wall should consist of undisturbed, glacial soils. Based on the test pit explorations, the subgrade soils should consist of dense rusty brown silty sand or dense gray clayey sand. The foundations should not be placed on organic silt, peat or native soils that have been loosened or softened during excavation. A layer of gravel backfill may be placed on undisturbed native subgrade soils to establish the required 6V:1 H batter on the first row of blocks. Safe excavation slopes should satisfy OSHA requirements and should be the responsibility of the Contractor, who can continuously observe and assess the slope conditions. Safe slope configurations will depend on actual site conditions encountered during construction. If cohesionless soils are allowed to dry, surface. sloughing may occur. If groundwater is flowing or seeping into the excavation, it should be expected to cause an unstable condition in the side slopes. If wetted by surface water, whether from precipitation or construction activities, slopes may be subject to relatively rapid erosion. The contractor is responsible for maintaining safe slopes. A competent person meeting regulatory safety requirements should be on site at all times the work is being performed. All applicable local, state, and federal safety codes should be followed. Workers should not be allowed to work between the wall and an unshored temporary excavation slope. Wall drains and backfill should be placed sequentially as the block wall height is increased. Safety precautions should be implemented to prevent persons from entering the confined space between the wall and the temporary excavation. Ground movement behind the concrete block wall could result in settlement of the existing garage wall and slab on grade. The amount of settlement will depend on many factors. During excavation and construction of the block wall we anticipate that settlement will result from raveling of the loose near surface fill soils from beneath the existing garage slab and from relaxation of the excavated ground mass. For the proposed construction procedure outlined above and in the absence of groundwater seepage from the cut slope, we estimate that settlements could be on the order of to 2 inches at the west wall of the existing building and decreasing to no settlement at a distance of 10 feet east of the wall. Spread Footing Foundations Conventional spread footings would provide adequate support for the proposed buildings if the recommendations provided in "site preparation" section of this report are implemented. Spread footings may be founded on undisturbed, dense inorganic glacial soils that are free from roots and PERRONE CONSULTING, INC., P.S. Mr. Warren Stanley October 27, 2005 Page 5 of 11 organic debris. The foundations should not be placed on organic silt, peat or native soils that have been loosened or softened during excavation. Based on the explorations, the bearing depth would be at least 2 feet below existing site grades on the west side of the building area and 8 feet on the east side. Footings may also be founded on properly compacted structural fill. For frost protection, the bottoms of all exterior footings should bear at least 18 inches below adjacent outside grades. Continuous wall and isolated column footings should be at least 18 and 24 inches wide respectively. Footings constructed on structural fill or dense native glacial soils with a minimum embedment of 18 inches may be designed for an allowable soil bearing pressure of 3,000 psf. These allowable soil bearing pressures. may be increased by 1/3 for transient wind or seismic loads. Lateral loads from wind and seismic events may be resisted by friction along the base of the foundation and by passive soil resistance against buried foundations and walls. Footings may be designed using a coefficient of base friction of 0.35. The value has been reduced by a factor of 1.5 on the ultimate soil strength. Allowable passive resistance may be computed using an equivalent fluid density of 400 pounds per cubic foot (factor of safety of 2). These values assume a horizontal surface beyond the footing or wall of at least two times the depth of embedment in the direction of wall movement. Passive resistance should be ignored in the upper 12 inches if not covered by floor slabs or pavements or ignored entirely if future development will result in removal of the soil providing resistance. All footing subgrades should consist of undisturbed, native soils or non -yielding compacted fill materials. Footings should never be cast atop loose, soft, or frozen soil, slough, debris, uncontrolled fill, or surfaces covered by standing water. We recommend that a Perrone Consulting representative observe all subgrades before placing concrete. Foundation Walls Backfill and Drainage Foundation walls should be backfilled with free -draining select granular fill as specified in Table 1 or a geo-composite drainage board should be applied to the exterior of the wall. A perforated rigid collection pipe (such as PVC or an approved equivalent) should be placed at the base of all foundation walls in a blanket of drain gravel meeting the gradational requirements specified in Table 4. The width of the openings (slots or round holes) in the pipe should not exceed 1/4 inch. The pipe should be placed with the perforations downward and surrounded by at least 6 inches of drain gravel. The Contractor should take care to protect drainage pipe from damage by equipment and from clogging during construction. Table 4 — Drain Gravel U.S. Standard Sieve Percent Passing by Size Dry Weight 3/8 inch 100 % inch 30 = 50 No. 8 0-5 Collected water from the footing drains should be tight lined to the storm drain system. Roof drains and downspouts should also be tight lined to the storm drain system but the tight line should be separate from the footing drain system. PERRONE CONSULTING, INC., P.S. Mr. Warren Stanley October 27, 2005 Page 6 of 11 Care should be exercised when compacting backfill against retaining and foundation walls. To reduce temporary construction loads on the walls, heavy equipment should not be used for placing and compacting fill within a region as determined by a 0.5HAV line drawn upward from the bottom of the wall, or within 3 feet of the wall, whichever is greater. We recommend using hand -operated compaction equipment within 5 feet of the wall. Lateral Earth Pressures The permanent foundation wall should be designed to resist static and seismic lateral earth pressures illustrated in Figure 4. These pressures are based on a horizontal backfill surface adjacent to the wall, a 200 pound per lineal foot wall load (existing garage) and do not include hydrostatic pressures. In addition the recommended pressures assume that the gravity concrete block wall is constructed as described in this report. If an alternative wall is used for temporary excavation support, then these lateral earth pressure recommendations must be reviewed and revised. Surcharge loads, including construction and traffic loads and loads from stockpiled material, should be added to these values. The seismic component -of the wall pressure is based upon a peak ground acceleration of 0.3g which would accompany an earthquake with 10% probability of exceedance in 50 years. Based on our conversations with Sound Structural Solutions, Inc. -we have also assumed that the wall could move laterally as much as % to'/2 inch during a seismic event. Lateral earth pressure loads may be resisted by friction along the base of the foundation and by passive soil resistance against buried foundations and walls. The allowable coefficient of base friction, passive resistance, and bearing pressure for retaining wall footings may be taken as the values given under the "Shallow Foundations" section of this report provided the recommended foundation preparation is performed. Slab on Grade Prior to placing the slab base material, soil subgrades should be proof rolled with a rubber tired backhoe. Any localized zones of yielding subgrade disclosed during this proof -rolling operation should be over -excavated and replaced with compacted structural fill. We recommend designing the concrete slabs using a subgrade coefficient of 40 pounds per cubic inch (pci) for properly compacted structural fill. Due to the presence of groundwater in the native glacial soil, we recommend installing an under -slab drainage system.. The drainage system should consist of 4-inch diameter perforated pipe with openings placed in a 10-inch thick layer of select granular fill (Table 1). The pipe should be surrounded by at least 3 inches of drain gravel (Table 2). A 3-inch thick layer of curing sand above a 6 mil plastic vapor barrier should be placed, on the select granular fill. The plastic vapor barrier should be overlapped at least 3 feet. Curing sand should consist of sand with 85% to 100% by weight passing the 3/8 inch sieve, and less than 5% passing the Number 200 sieve. RECOMMENDATIONS FOR ADDITIONAL GEOTECHNICAL SERVICES We recommend that you retain Perrone Consulting, Inc. to review those portions of the plans and specifications that pertain to foundations and earthwork to determine whether they are consistent with the recommendations in this report. We recommend that our firm provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by our explorations, to PERRONE CONSULTING, INC., P.S. Mr. Warren Stanley October 27, 2005 Page 7 of 11 provide expedient recommendations should conditions be revealed during construction which differ from those anticipated, and to evaluate whether earthwork activities comply with contract plans and specifications. Such activities would include: subgrade preparation for foundations and floor slabs; fill placement and compaction; and other geotechnical related earthwork activities. LIMITATIONS This report was prepared for the exclusive use of the owner, architect, and engineer for specific application to the design of the project at this site as it relates to the geotechnical aspects discussed herein. The data and report should be provided to prospective contractors for their information, but our report, conclusions and interpretations should not be construed as a warranty of subsurface conditions described in this report. Within the limitations of scope, schedule and budget, the analyses, conclusions, and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied. These conclusions and recommendations were based on our understanding of the project as described in this report and the site conditions as observed at the time of our site explorations. If there is a substantial lapse of time between the submission of this report and the start of construction at the site, or if conditions have changed due to natural causes or construction operations at or adjacent to the site, or appear to be different from those described in this report, we should be notified so that we can review our report to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse. Sincerely, PERRONE CONSULTING, INC., P.S. Vincent J. Perrone, Ph.D., P.E. Geotechnical Engineering Consultant ryc'�r0 > L7 4 ww o�195A �GISTER�' ti� SSIDNAL ECG EXPIRES PERRONE CONSULTING, INC., P.S. PERRONE CONSULTING, INC. 11220 Fieldstone Lane NE Bainbridge Island, WA 98110 Telephone: (206) 778-8074 Project: B Street Garage 1121 B Street, Edmonds, WA Project Number. 05124 UNIFIED SOIL CLASSIFICATION SYSTEM AND SYMBOL CHART MAJOR DIVISIONS SYMBOLS1 DESCRIPTIONS GRAVEL CLEAN rGW Well graded gravels. graze sand AND GRAVELS *'D: I miinures, little or no fines GRAVELLY On LE OR NO �/'r rav P 4r graded gels. COARSE SOILS FINES �., Glo grav6 sand mi,lures little GRAINED M05o350F RETHAN • orno fines :GM SOILS GRAVELS Silty gravels. gravel -sand -sift COARSE WITH FINES mixtures FRACTION RETAINED ON APPRECIABLE AMOUNT OF GC ------ Clayey 9rarels. gravel -sand -clay NO.4SIEVE FINES ,ti; mixtures SAND CLEAN «$W WelLgraded sands gr—try MORE THAN i AND SANDS sands, little or no fines 50%oF SANDY.:" MATERIALL�FNES NO-..; gradedgravelly COARSER i SOILS SP se�ntls, r nofne THAN NO. 200 j SIEVE SIZE MORETHAN ' '' Sp% OF $ANDS SM Silly sands, sand -silt mixtures COARSE WITH FINES' FRACTION APPRECIABLE PASSING NO 4 AMOUNT OF ;'. SC cla yey sands, sand -clay mixtures SIEVE FIRES ML Inorganic sifts, very fine sands, hock flour, slltyldayay fine sands or clayey silts of sight plasticity FINE SILTS Inorganic clays of low to r,edum LIQUID LIMIT GRAINED AND LESS THAN 50 CL piast", graveiy clays sandy SOILS CLAYS Iaays sayclays leanclays OL Organic silts and organic silty clays of low plasticity MORE THAN MH lnorgamc silts, micaceous or rr ehatoaceous fine sandy or silty 50% OF MATERIAL 'SILT$ LIOUID LIMIT i _- soils_ elastic silt ---- FINERTHAN AND NO. Z00 GREATER GREATER CH —clays of nigh pla,t,,q tat cle SIEVE SIZE CLAYS THAN 50 � , _ --... _. -- OH Organic clays of medium to high plasticity, organic silts HIGHLY ORGANIC SOILS v PT Peat, humus, swamp soils with high organic content NOTE: DUAL SYMBOLS USED FOR BORDERLINE CLASSIFICATIONS Key to Log of Test Pit AL Afterberg Limits C Consolidation DS Direct Shear HA Hydrometer Analysis LL Liquid Limit LV Laboratory Vane Shear N Number of hammer blows for last 12 inches driven OVA Organic Vapor Analyzer Pc Constant Head Permeability Pf Falling Head Permeability PI Plasticity Index PP Pocket Penetrometer SA Sieve Analysis SG Specific Gravity TV Torvane Shear TX Tnaxial Shear Sampler Svmbots 2-inch-0.01. Split Spoon Sampler Driven with 1404b Hammer and 30-inch Drop (SPT) ®Non Standard a 3-inch-O D Shelby Penetration Test Tube Sampler 3-inchO,D. Split Spoon W Sampler with Brass Rings I - 3-inch-O.D. Pitcher Tube Sampler ® Core 11 Bulk Sample Groundwater Level Symbol T Water level at time of excavation Relative Density and Consistency Relationships Coarse -Grained Soils Fine -Grained Soils Relative N - SPT Relative N. SPT Density (blows/ft) Manual Field Test Consistency bi( ows/f0 Manual Penetration Test Very loose 0-4 Easily penetrated by 1/2-inch rod pushed by hand Very soft Q Easy several inches by fist Loose 5 - 10 Easily penetrated by 12-inch rod pushed by hand Soft 2-4 - Easy several inches by thumb Medium dense 11 - 30 Penetrated 1 foot by 1/2-inch rod driven by 5-lb hammer Medium stiff 5-8 Moderate several inches by thumb Dense 31 - 50 Penetrated 1 foot by 1/2-inch rod driven by 5-lb hammer Stiff 9 -15 Readily Indented by thumb Very dense • >50 Penetrated only few inches by 1/2-inch rod driven by Very Stiff 16 - 30 Readily indented by thumbnail 54b hammer Hard >30 Difficult by thumbnail Minor Descriptors Trace clay, silt, sand, gravel .5% Few day, silt, sand, gravel 5 -10% Little day, sift, sand, gravel 15 - 25% Some day, silt, sand, gravel 30 - 45% Moisture Content Dry Absence of moisture, dusty Moist Damp but no visible water Wet Visible free water, from below the water table General Notes 1. Descriptions and stratum lines are interpretive; field descnptions may have been modified to reflect lab test results. Descriptions on these logs apply only at the specific test pit locations and at the Lme the test pits were excavated; they are not warranted to be representative of subsurface conditions at other locations or times 2. Sod descriptions are recorded in the following order: SOIL CLASSIFICATION (USCS Symbol, relative density or consistency, color, moisture, plasticity or gradation, angularity, minor constituents, additional comments (organ". odor, etc.) [GEOLOGIC UNM. 3. Soil relative density or consistency was eshniated based on manual inspection and/or ease or difficulty, of excavation by the backhoe. FIGURE 1 Key to Log of Test Pits PERRONE CONSULTING, INC., P.S. B Street Garage Project No. 05124 for Cotter — Stanley Construction PERRONE CONSULTING; INC. 11220 Fieldstone Lane NE Log of Test Pit 1 g Bainbridge Island, WA 98110 Telephone: (206) 778-8074 Project: B Street Garage Project Number: 05124 1121 B Street, Edmonds, WA Test PH Location: East wall of proposed building Date Excavated: 10/18/06 Excavation Contractor. North Cascade Nursery Logged By. V. J. Perrone Excavation Equipment: Kubota Backhoe Total Depth of Test Pit: 9.5 feet Groundwater Observations: Seepage at depth of 8.3 feet Excavation Dimensions: 2 feet wide x 20 feet long surface Conditions: Lawn Surface Elevation / Datum: 99.5 ft / Top of existing garage slab = 100.0 ft 2 MATERIAL DESCRIPTION a v f2EMAWS O� N a ac Ww a3 rAl-Z U' � U 0 i -- SILTY SAND WITH GRAVEL (SM), loose, grayish brown, moist, fine to coarse sand, j _ occasional roots, concrete pieces [FILL] -98 2_. 96 Becomes dense, with occasional cobbles up to 4 inches diameter 4_. X:. 94 kf: PEAT (PT) and ORGANIC SILT OL , medium stiff to stiff, brown, moist to wet, PP=1.25 tsf 8__ - - _- amorphous peat [WETLAND DEPOSIT] ITV-0.45 tsf 7 - ;.;, _ : 1PP=1.5 tsf CLAYEY SAND WITH SILT (SC), dense, gray, wet, fine to medium sand, occasional . - small roots [GLACIAL DEPOSIT] 92 SILTY SAND ISM), dense, rusty brown, wet, fine sand, trace medium to coarse sand, j 8..,, _ gravel, and oDbbles [GLACIAL DEPOSIT] j j SligM groundwater seepage at depth of 8.3 feet. Test pit wall caved from 8.5 feet to 9.5 feet. -90 --- Bottom of Test Pit = 9.5 feet below ground surface. 10 11 I i 88 12-] I 13-I I - i 86 I 14 I 15 I FIGURE 2 Log of Test Pit 1 PERRONE CONSULTING, INC., P.S. B Street Garage Project No. 05124 for Cotter — Stanley Construction J Gan�rL>/� 6 /aC-K S CK y`rW - f-zR . NOTES: 1. Drawing not to scale. 2. Other concrete block sizes and types are available. 3. All loose, soft or disturbed soils should be removed from the foundation subgrade. Subgrades should be evaluated by geotechnical engineer. 4. Refer report text for more complete understanding of this figure and for material specifications. FIGURE 3 Gravity Concrete Block Wall PERRONE CONSULTING, INC., P.S. B Street Garage Project No. 05124 for Cotter - Stanley Construction 41AtAes' im M . NOTES: Gami c 6417 �,4 6✓u.1/ S•lect /�it�( �i'�/ 1 6rol vO-1 Ba4o-A S"r'4ric S�lSrtic; J Lateral pressures on garage wall 1. Not to scale. 2. Pressures are given in psf 3. Lateral earth pressures apply to garage wall and assume the presence of a 10 foot high gravity concrete block wall. . 4. Refer report text for more complete understanding of this figure and for material specifications. FIGURE 4 Lateral Earth Pressures on Garage Wall PERRONE CONSULTING, INC., P.S. B Street Garage Project No. 05124 for Cotter — Stanley Construction CITY Y 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 May 20, 1998 R C,- 5IV D M A,`': 2 2 1998 Ron Smithers:`:`-�iPdC '� ..� 1121 "B" Ave. S. Edmonds, WA 98020 SUBJECT: REQUEST FOR WAIVER OF UNDERGROUND REQUIREMENTS Dear Mr.-Smithers, Waiver of the requirement to underground the electric power service line can be granted for permit No 980231. The requirement can be deferred with this permit since there is no additional impact created by relocating the existing line. Please call me at (206) 771-0220, extension 327, if you have any questions regarding this decision. Sincerely, 9d.1 P�-'L- e ' q6tll James C. Walker, P.E. City Engineer Cc: Paul Mar, Community Services Director Jeannine Graf, Building Official Smithers_undergrd.DOC 0 lncorporated August 11, 1890 • Sister Cities International = Hekinan, Japan I�"+�"�°"`"""�'�.t°3'"`" ��.;,, r a • rA�t*4�T�%?•'+�'�8'��"" �� e�'�i'r'�r"�;.'�z7�,;,iu;�."T; �a� ��^�-� City' EAo,nds 0 RIGHT-OF-WAY CONSTRUCTION 8 g 0_ 1 g 9- PERMIT Permit Numtt*r: 7 Issue Date: A. Address or Vicinity of Construction: 1121 B Av S (9711622 ) B. Type of Work (be specific):. Install Service C. Contractor: WNG now Puget Sound Energy Contact: Mariamne Kingsbury Mailing Address: 1122 75 St SW Everett Phone: 356-7500 X7596:.. State License#: 98203 Liability Insurance: Bond: $` --� D. Building Permit # (if applicable): Side Sewer Permit # (if applicable): E. ❑ Commercial ❑ Subdivision ❑ City Project [3J Utility (PUD, GTE, WNG, CABLE, WATER) ❑ Multi -Family' ❑ Single Family ❑, Other r INSPECTOR: R.A. INSPECTOR: F. Pavement or Concrete Cut: $] Yes []No G. Size of C,> x r e^$�y cuts ) `'.�'�` Q , APPLICANT TO READ,APN:D SIGN INDEMNITY: Applicant understands and by his signature to this application, agrees to hold the City o%Edmonds harmless from injuries, damages, or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds, or any of its departments or employees, including or not limited to the defense of any legal proceedings including defense costs, and attorney fees by reason of granting this permit. THE CONTRACTOR IS RESPQNSIBLE 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 CITYFORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT: .. . Construction drawing of proposed work required with permit application. A 24 hour notice is required for inspection; Please call the Engineering Division, 771-0220. Work and material is to be inspected during progress and at completion. Restoration is to be in accordance with City Codes. Street shall be kept clean at all times. ? # Traffic Control and Public Safety shall be in accordance with City regulations as required by the City Engineer. All street cut ditches shall be patched with asphalt or City approved material prior to the end of the working day; NO EXCEPTIONS. I have read the above statements and understand the permit requirements and the pink copy of thepermit will be available on site at all times for inspection purposes. Signature: Date: 3-25-97 _ ntractor or Agent) CALL DIAL -A -DIG PRIOR TO BEGINNING WORK FOR CITY USE ONLY APPROVED BY: FA' TIME AUTHORIZED: VOID AFTER 1-01e. 10 DAYS SPECIAL CONDITIONS: (-L) 2 X + GUTS ONI►Y nib S-reee-l-. RIGHT OF WAY DEPOSIT DISRUPTION FEE/FUND I11: RESTORATION FEE: top e= PERMIT FEE: •� TOTAL FEE: COMMENTS: RECEIPT, FEE: "L 3 a o0 DATE: — ISSUED NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE Eng. Div. 1994 FIELD INSPECTION NOTES (Fund 111 - Route copy to Street Dept.) Comments Diagram: CONTRACTOR CALLED FOR INSPECTION ❑ YES ❑ NO Partial Work Inspection by P.W.: Work Disapproved By: Date: FINAL APPROVAL BY: Date: w Gm��±±,,��,�,f� .�.+ AMaIvx)Icn Energy Company Watermain depth S6"' 2 " gas main G�97 Addendum to: City of Edmonds Right of Way Permit Application Submitted by: Mariamne Kingsbury Engineering Aide Washington Natural Gas 4356-7500 X7596 MI J CIE3 91:�- I I G ZZ 1I2I-S -A'V S Z <,-uT-S Key: -W- Water -G- Gas -SS- Sewer -& Water hydrant p Water valve Washington Natural Gas Company 1122 75th Street S.W., Everett, Washington 98203, (206) 355-3331 w V1<�shirx,�bor� N ei x x x TILL %^4 oK. lzUI-4 R1/ICj'= Amato -s=IC'LM f!V-lkLC'j fLAx-1&UeD :roe- VFW C.:-� -11,-OLP-of Y.Ae o- . I-- Watermain depth 2$" 2 " gas main � =1 re. " Sr-T- Addendum to: City of Edmonds Bight of Way Permit Application Submitted by: Mariamne Kingsbury Engineering Aide Washington Natural Gas 4356-7500 X7596 Deavt;awIl.�T J o8 91-1 1 Co 22 I121•$ .�Y S 2- GUTS Key: —W— Water —G— Gas —SS— Sever -& Water hydrant O Water valve Washington Natural Gas Company 1122 75th Street S.W., Everett, Washington 98203, (206) 355-3331 • 009 • N 1121 B. Ave. October 31, 1979 M E M O F O R R E C O R D The following is a list of calls received during the heavy rains during.November of 1978 and March 1979. Some were only for covered inlets, others for plugged drains and creeks. During the week of October 22 to October 26, 1979 all of these addresses were checked for possible plugged or trouble problems. Nothing was found to cause a problem. These addresses were checked by Leadman Bill Stroud. Eobby Mir-1 s ' Street Foreman 7, 6„ 22' 0" 12'-6" I 31'-0" 1 17'-0" Two �ie.R�'a Y.. %f �j ELEV 90.5 I CD r� Ln i c7 I CAI I "_''—I--- OWNER/CON i RAC TO,R IS RESPC EROSION CONTRA! AND DR ALL histin Garap \ 28 S.F. 40GE PTABEE LGHL IN MATERIAL ------ ------AL�y-T 90.00 1 FOR ED SURF E$ TO .;.a WITHIN 2 bAYS 'sting Residem 1560 S.F. MAIN STORM MANHOLE I RIM DATUM ELEV 100.0 i — i ELEV on --- ;�, 98.0 I iT R zw 4SPOUT3 TO C�NNE I s 'To rMM; 111 S YS'T. 96.0 Site/Property Info Project Desicription Garage Addition / Bathroom Expansion Project Address 11218 Avenue South, Edmonds, Washington Property Owner Ron & Christy Smithers 425-778-7573 Zoning Designation Residentia RS-6 Occupancy Types Group R, Division 3 Dwellings Group U, Divsion 1 Private Garages Construction Type Type 0 1% Lot Coverage EXISTING NEW AREAS PROPOSED Lot Area 11250 SO. FT. 11250 SQ. FT. Main Residence 1214 SO. FT. 1214 SQ, FT. Main Residence Addition 346 SQ. FT, 346 SO, FT, Deck Addition 313 SQ. FT. 313 SQ. FT, Bath Addition 125 SQ. FT. 125 SQ. FT. Garage 528 SO. FT. 528 SQ. FT. Garage/Deck 700 SQ. FT. 700 SQ. FT. Total Lot Coverage 21.34 % 28.67 % Impervious Surfaces Edmonds Washington i 6 —0 11'-0" 94.0 ' ,;%;'i ; !%; '% ��; i EXISTING NEW AREAS PROPOSED 4 _ 9 Lot Area 11250 SQ. FT. 11250 SQ. FT. '' Main Residence 1214 SQ. FT, 1214 SQ. FT. i 00 Main Residence 2000 Addition 346 SO. FT. 346 SQ FT. 346 SQ FT. ) Deck (2000 Addition) •, ; a, i 313 SQ. FT. 313 SQ. FT 313 SQ. FT Bath Addition — Proposed 125 SO. FT. 125 SQ. FT. EXistin oc dditiorl Q. :►`r %`,;; I _ Garage 528 SQ. FT. 528 S FT. -% 92.0 Garage/Deck ` ' %: f ' EXIStICI I _ — Proposed 700 SQ. FT. 700 SQ. FT. 346 �.F. Driveway I I P Paved 240 SQ. FT. 240 SO. FT. 313 S .F. li Approach — 13 Drive Grasscrete-500 S.F. I vious 250 SQ. FT. 250 S FT. 'ELEV I � wa Impervious) `i..z._ ��( j' 41 ' 4 91.5 Total Impervious Surfaces 21.34 % i975 SQ. FT. 33.03 % 90.0 r`,�r .t�fy r 5 AVERAGE LOT SLOPE = 13.2% ST1 r1 ��5v AVERAGE GRADE = ELEV 95.5 24 �R, NOTICE REQ. N i r FOR INSPECTION 5 GRASS/SOD , I Al s; J 5--_---_------------5 --- — --88.0 A2 A3 Zone 9-5— (P Corner NDFla I&D f—u APPROVED AS NOTED 1 Setbacks Re uired ActualA6 Lot. / BY ENGINE RING �' Front W ___��7' 007.1 1Sides !� ( 5 I >G Rear +� _._._�_ 15 Date: Other .Y — /_-- ---------- ----A`— Height 86.0 i FIELD VERIFY LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION TYP 1 F ..PAVIt1G; 84.0 W.M. � 90.00 - 1. APPROVED �Y'P LANNING EXISTING DRIVEWAY Oct t12VOF B AvenueAR PPOACH S 0 u t h -------.--'-_----.-------------- --------- +' RIDGE I ELEV _. 17.0 is 1121 B Avenue South Smite Plan Scale:1 1 Sheet Index Site Plan & Statistics Foundation & Main Floor/Deck Framing Plan 1/4"44" Main Floor Plan 1/4"=1'-0" Roof Framing Plan 1/4"=1'-0" East & West Building Elevations 1/4"=1'-0" North & South Sections/Elevations 1/4"=1'-0" Typical Construction Details 1/4"=1'-0" .S. .C. (2001 WASHINGTON STATE ENERGY CODE TABLE 6 GLAZING U FACTOR GLAZING U FACTOR DOOR OPTION GLAZING AREA VERTICAL HORIZONTAL U—FACTOR IV UNLIMITED 0.40 0.58 0.20 INSULATION REQUIREMENTS CEILING R-38 VAULTED CEILING R-30 WALLS ABOVE GRADE R-21 INT. WALL BELOW GRADE R-21 EXT. WALL BELOW GRADE R-10 FLOOR R-30 SLAB ON GRADE R-30 e N M 0 0 ,Y, 0 CLi ISSUE DATE 8-16-05 �o dU oM O >N d � 0 C'ca p CS V5 LO10 Fw000 ¢ M I Lb M N N d" C 1- 00 COD ® L N 0 w _ ® cV SITE PLAN Ilai -3 A�eS �rn�rtN�i�s S� -LAB