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711 MAIN ST.PDFiiiiiiiiiiiiii 11980 711 MAIN ST City of Edmonds Critical Area Notice of Decision Applicant: I t--� � Property Owner: e✓��� Critical Area File #: IZ Zo t G Qdg( Permit Number: Site Location: rr Parcel Number: OUP{ 34ZdS -l0 33 0 Project Description: ,, b �o �s �(1 (,rc-- w+ -11 p c y ) _ ❑ Conditional Waiver. No critical area report is required for the project described above. 1. There will be no alteration of a Critical Area or its required buffer. 2. The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or 23.80.040. 3. The proposal is exempt pursuant to ECDC 23.40.230. ❑ Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. Critical Area Report Required. The proposed project is within a critical area and/or a critical area buffer and a critical area report is required. A critical area report has been submitted and evaluated for compliance with the following criteria pursuant to ECDC 23.40.160: 1. V" The proposal minimizes the impact on critical areas in accordance with.ECDC 23.40.120, Mitigation sequencing; 2. i/ The proposal does not pose an unreasonable threat to the public health, safety, or welfare on or off the development proposal site; 3. ✓ The proposal is consistent with the general purposes of this title and the public interest; 4. JZ Any alterations permitted to the critical area are mitigated in accordance with ECDC 23.40.110, Mitigation requirements. 5. The proposal protects the critical area functions and values consistent with the best available science and results in no net loss of critical functions and values; and 6. _,� The proposal is consistent with other applicable regulations and standards. ❑ Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. ® Favorable Critical Area Decision. The proposed project as described above and as shown on the attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and complies with the applicable provisions of the City of Edmonds critical area regulations. Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. ❑ Conditions. Critical Area specific condition(s) have been applied to the permit number referenced above. See referenced permit number for specific condition(s). Reviewer Signature glasl1s Date Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. Revised 1211612010 SW 114, ce Paorrcnan• srE ocrAE ex sxr ro-or I _ ro acuAw PUBLIC ALLEY i TALL STASq - � ,I•. 35 8 . � 32 4 5[T OR M PUx, p WrROErAx - 707 wax, sm¢r i - I I I/- ; � '. i casrwc �ausENwaot['utr.•rs M92 roBE REYUID) - � , ail / '�, - j�' .MO+SrwARAh PfaL'T Al1IXM-41 1 7 / rasnw sw mw SCAtE: r'- r0' LEGAL DESCRIPTION +macs a n, .,swan. rs ea u . �Ha'9gra/91.w2rcw.Rwcaxt BENCHMARK �.u:E. imrmff ac xxmrs.w:mnmec.. PROJECT TEAM �N�/APrtKAM 3U CC EN.—E. `ter`. a. ,r•x a'wi ,.a[at w¢r.aw�l�vc �rmcrro: !' �•'J i ME oEua-w sxr ro-or - - .. Andro turn _ 1 _ _ f •so oa ro aro _t - - - -- - - _-4 CB INLET PROTECTION NOTE -- - -- Me-, Ex ROURIt � ro �•� I BA9N5 OONx5W- . W ME 9rB.Etr s. 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CONTRACTOR.............................................................. ----------------------------------- PERMIT No....................... ADDRESS o......................................................................... LEGAL DESCRIPTION: LOT No............................................... BLOCK No............................................. NAMEOF ADDITION......................................................................................................................................... • • Dye Tested On Sevier July, 1972 Approved: DATE------------------------------------------------ BY.........------------...........................................------ January 21, 2015 Updated July 1, 2015 ES-3710.01 Leif Helleren Construction Inc. PO Box 1764 Edmonds, Washington 98026 Attention: Mr. Leif Helleren -� i 6win 1- RECEIVED SEP 2 5 2015 DEVELOPMENT SERVICES STREET FILE Subject: Updated Geotechnical Evaluation Proposed Single -Family Residences 707 and 711 Main Street Edmonds, Washington Reference: City of Edmonds Critical Areas Reconnaissance Report Critical Areas File Number CRA20150048 June 1, 2015 GeoDimensions Topographic & Boundary Survey January 14, 2015 RAM Engineering, Inc. Site Development Plan May 13, 2015 James P. Minard Geologic Map of Edmonds 1983 Edmonds City Code Chapters 23.40 and 23.80 Earth Solutions NWuc Earth Solutions NW LLC • Geotechnical Engineering • Construction Monitoring • Environmental Sciences -BLb--Lo15- 1652 Landau Associates North Edmonds Earth Subsidence and Landslide Hazard Area Summary Report March 14, 2004 2005 DOE Manual Section 3.3.6 Dear Mr. Helleren: As requested, Earth Solutions NW, LLC (ESNW) has prepared this geotechnical evaluation letter for the above referenced proposed single-family residences. This geotechnical evaluation has been updated to address the referenced City of Edmonds Critical Areas Reconnaissance Report. 1805 -136th Place N.E., Suite 201 0 Bellevue, WA 98005 • (425) 449-4704 • FAX (425) 449-4711 Lief �Helleren Construction, Inc. January 21, 2015 Updated July 1, 2015 Project Description ES-3710.01 Page 2 The subject site is located at 711 Main Street in Edmonds, Washington, as illustrated on the attached Vicinity Map (Plate 1). The site consists of a single residential tax parcel (Snohomish County parcel number 00434208703300) covering approximately 0.38 acres of land area. The site moderately descends to the north, west, and south from the existing building pad area. Existing rockeries are located along the south side of the property as well as a portion of the north side of the property. We understand the existing single-family structure will be demolished and two new single-family structures will be constructed. We understand the site will be cut down eight to ten feet or more to become relatively level with the surrounding properties and frontage along Main Street. We understand infiltration methods such as drywells will be utilized as part of the storm drainage design for the new single-family residences. Subsurface Conditions As part of this geotechnical evaluation, three test pits were excavated within the property for the purpose of assessing the soil and groundwater conditions. The test pits were advanced to a maximum depth of approximately six feet below existing grades. The test pit locations are displayed on the attached Test Pit Location Plan (Plate 1). Soil conditions at the test pit locations were observed to primarily consist of native silty sand (Unified Soil Classification SM) near -surface which grades to poorly graded sand (SP) at -depth. The native sand soils were generally observed to be in a medium dense condition at a depth of approximately two to three feet below existing grades. Please reference the attached test pit logs for a more detailed description of subsurface conditions. Review of geologic mapping of the area indicates the site is underlain by advance outwash (Qva) deposits. The soil conditions observed at the test pit locations were generally consistent with outwash sand deposits. Geologically Hazardous Areas Assessment As part of this geotechnical evaluation, the referenced chapters of the Edmonds City Code was reviewed. Per the Edmonds City Code requirements, the following topics related to development plans and site conditions are addressed. Slope Reconnaissance During our fieldwork, we performed a visual slope reconnaissance across the steep slope area to the northwest of the site and the minor steep slope areas throughout the site. The steep slope to the northwest of the site appears to be partially manmade, likely created by a combination of cut and fill grading activities associated with the alley and the house to the north. The steep slope to the northwest of the site is vegetated with grass groundcover. The steep slope areas throughout the site are comprised of rockeries and rubble walls near the site boundaries to the north and south and were likely constructed as part of the grading activities associated with the alley and Main Street. Earth Solutions NW, LLC -Leif Helleren Construction Inc. January 21, 2015 Updated July 1, 2015 ES-3710.01 Page 3 The main focus of our reconnaissance was to identify signs of instability or erosion hazards along the slopes, rockeries, and rubble walls. The typical instability indicators include features such as head scarps, tension cracks, hummocky terrain, groundwater seeps along the surface, erosion features such as gulleys and rills, and bulges in the rockeries or rubble wall. During the slope reconnaissance, no signs of recent, large scale erosion or slope instability were observed either on -site or adjacent to the site. In general, based on the slope reconnaissance, stability of the steep slope to the northwest of the property and the rockeries and rubble walls on -site can be characterized as good. Landslide Hazard Areas With respect to landslide hazard areas, section 23.80.020 of the Edmonds City Code defines landslide hazard areas as "areas potentially subject to landslides based on a combination of geologic, topographic, and hydrologic factors. They include areas susceptible because of any combination of bedrock, soil, slope (gradient), slope aspect, structure, hydrology, or other factors. Within the city of Edmonds, landslide hazard areas specifically include: 1. Areas of ancient or historic failures in Edmonds which include all areas within the earth subsidence and landslide hazard area as identified in the 1979 report of Robert Lowe Associates and amended by the 1985 report of GeoEngineers, Inc.; 2. Any area with a slope of 40 percent or steeper and with a vertical relief of 10 feet or more except areas composed of consolidated rock; 3. Any area potentially unstable as a result of rapid stream incision or stream bank erosion; and 4. Any area located on an alluvial fan, presently subject to, or potentially subject to, inundation by debris flow or deposition of stream -transported sediments." Based on site observation and the referenced critical areas reconnaissance report, a north - descending steep slope is located across the alley to the northwest of the subject property. Per the above definition of landslide hazard areas, the steep slope to the northwest of the subject property classifies as a landslide hazard area based on a slope gradient of 40 percent or steeper with a vertical relief of 10 feet or more. The proposed development will not alter the off - site landslide hazard area. Earth Solutions NW, LLC Leif Helleren Construction Inc. January 21, 2015 Updated July 1, 2015 ES-3710.01 Page 4 Based on the referenced critical areas report, landslide hazard areas are located along the north and south property boundaries. The on -site landslide hazard area at the north property boundary consists of a rockery and rubble wall with backslope up to approximately eight feet in total height. The on -site landslide hazard area at the south boundary line consists of a rockery with backslope up to approximately 15 feet in total height. Based on the above definition, the rubble wall and rockery with backslope at the north boundary line does not classify as a landslide hazard area as it is less than 10 feet in total height and the rockery with backslope at the south boundary line classifies as a landslide hazard area based on a slope gradient of greater than 40 percent or steeper with a vertical relief of 10 feet or more. The proposed project will include deconstructing the existing rockeries and rubble walls on -site and cutting the overall site grades down to be approximately level at the Main Street frontage, effectively removing the manmade features and creating a level grade. The proposed project grading will incorporate minor landscape walls and stable permanent slope gradients of a maximum of 2H:1V (Horizontal:Vertical). Erosion Hazard Areas With respect to erosion hazard areas, section 23.80.020 of the Edmonds City Code defines erosion hazards as "at least those areas identified by the U.S. Department of Agriculture's Natural Resources Conservation Service as having a "moderate to severe", "severe", or "very severe" rill and inter -rill erosion hazard. Erosion hazard areas are also those areas impacted by shoreland and/or stream bank erosion. Within the city of Edmonds, erosion hazard areas include: 1. Those areas of the city of Edmonds containing soils that may experience severe to very severe erosion hazard. This group of soils includes, but is not limited to, the following when they occur on slopes of 15 percent or greater: a. Alderwood soils (15 to 25 percent slopes); b. Alderwood/Everett series (25 to 70 percent slopes); c. Everett series (15 to 25 percent slopes); 2. Any area with slopes of 15 percent or greater and impermeable soils interbedded with granular soils and springs or ground water seepage; and 3. Areas with significant visible evidence of ground water seepage, and which also include existing landslide deposits regardless of slope." The on -site soils are generally consistent with Alderwood urban land complex. Based on the Edmonds City Code definition, the areas on -site and adjacent to the site which are steeper than 15 percent classify as erosion hazard areas. In our opinion, the sand soils observed at the test pit locations generally exhibit a low erosion hazard potential. We recommend to incorporate typical temporary and permanent erosion control features such as silt fencing along the site boundary, temporary surface water control features (as necessary), and permanent landscaping. In our opinion, the proposed project will not increase the erosion potential of the site or surrounding properties. Earth Solutions NW, LLC Leif Helleren Construction Inc. January 21, 2015 Updated July 1, 2015 Analysis of Proposal ES-3710.01 Page 5 The proposed development will involve demolition of the existing single-family residential structure and associated outbuildings and construction of two new single-family residential structures. Based on the information provided to us, the proposed development will not impact the landslide hazard and erosion hazard area to the northwest of the subject site. Based on our understanding of the proposed project, the grading will involve cuts of eight to ten feet or more to establish frontage elevations approximately level to Main Street. The proposed grading activities will effectively eliminate the on -site landslide hazard and erosion hazard areas. Based on the results of our investigation, in our opinion, the proposed project will not increase the threat of the geological hazard to adjacent properties beyond predevelopment conditions and will not adversely impact other critical areas. Minimum Buffer and Building Setback Based on the results of our study and our understanding of the proposed development, in our opinion, the proposed development should incorporate a minimum no -disturbance buffer of 10 feet and a minimum building setback of 15 feet from the landslide hazard area located to the northwest of the subject site. Geotechnical Considerations Based on the results of our investigation, the proposed single-family structures can be supported on conventional spread and continuous footings bearing on undisturbed competent native soil, recompacted native soil, or new structural fill. Based on the soil conditions encountered at the test sites, competent native soils suitable for support of foundations should be encountered at depths of approximately two to three feet below existing grades. The soils encountered at the test pit locations generally have a moderate to high sensitivity to moisture based on the fines content of the soil. Compaction of the soil to the levels necessary for use as structural fill will be difficult during wet weather conditions. Where loose or unsuitable soil conditions are encountered at foundation subgrade elevations during site preparation activities, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with granular structural fill will be necessary. Structural fill should consist of suitable granular soils compacted to 90 percent of Modified Proctor. Organic material exposed at foundation subgrade elevations must be removed and grades restored with structural fill. Provided the structures will be supported as described above, the following parameters can be used for design of the new foundations: • Allowable soil bearing capacity 2,500 psf • Passive earth pressure 300 pcf (equivalent fluid) • Coefficient of friction 0.40 A one-third increase in the allowable soil bearing capacity can be assumed for short-term wind and seismic loading conditions. Earth Solutions NK LLC 'Leif Helleren Construction Inc. January 21, 2015 Updated July 1, 2015 ES-3710.01 Page 6 With structural loading as expected, total settlement in the range of one inch is anticipated, with differential settlement of about one-half inch. The majority of the settlements should occur during construction, as dead loads are applied. Seismic Considerations The 2012 IBC recognizes ASCE for seismic site class definitions. If the project will be permitted under the 2012 IBC, in accordance with Table 20.3-1 of ASCE, Minimum Design Loads for Buildings and Other Structures, Site Class D, should be used for design. In our opinion, the site is not susceptible to liquefaction. The soil relative density and the absence of an established shallow groundwater table is the primary basis for this opinion. Drainage Surface grades must be designed to direct water away from the buildings. The grade adjacent to the buildings should be sloped away from the buildings at a gradient of at least 2 percent for a horizontal distance of ten feet. In our opinion, perimeter footing drains should be installed at or below the invert of the building footings. Infiltration Evaluation We understand drywells will be utilized for on -site infiltration. For design, the long term infiltration rate was evaluated based on the criteria specified in the referenced 2005 DOE Manual (Section 3.3.6). Table 3.7 of the referenced DOE Manual provides criteria for estimating the long term infiltration rate based on sieve analysis data and soil classification. Based on the sieve analysis data from soil samples collected at test pit location TP-1 (representative location for proposed infiltration system) the soil is classified as gravelly sand to extremely gravelly coarse sand. Given the sieve analysis testing and observation of soil conditions by the undersigned during the field exploration, the criteria specified in Table 3.7 of the referenced DOE Manual is an acceptable method for deriving a long term infiltration rate. Based on review of the soil data and referenced DOE Manual assuming a sand soil condition at the infiltration surface, the following long term infiltration rate is recommended for design: Recommended Long Term Infiltration Rate 2.0 in./hr. We recommend the proposed drywells be located with a setback of at least 25 feet from the top of the landslide hazard area to the northwest of the subject site. The geotechnical engineer should observe the excavations for the proposed infiltration system to confirm soil conditions at the time of construction. We recommend an overflow provision be included in the infiltration system design. Earth Solutions NK LLC • Leif Helleren Construction Inc. January 21, 2015 Updated July 1, 2015 Limitations ES-3710.01 Page 7 The recommendations and conclusions provided in this geotechnical evaluation letter are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the test pit locations may exist, and may not become evident until construction. ESNW should reevaluate the conclusions in this geotechnical evaluation letter if variations are encountered. Should you require additional information, or have questions, please call. Sincerely, / y�vND A Cp EARTH SOLUTIONS NW, LLC 3601 J Henry T. Wright, E.I.T. Raymond A. Coglas, P.E. Staff Engineer Principal Attachments: Vicinity Map (Plate 1) Test Pit Location Plan (Plate 2) Test Pit Logs Grain Size Distribution Earth Solutions NW, LLC I� � � � �:. J�1 ±W714 : �• yG 7GF7 y fr '� .'i =tea• � �'bj '_ O 117, c! j �r kl"4LSM s +:: r lint ss.-e:• ` �P } ` `t£n_1�:�'l� �R?'-f�11G��a I� 6 •la�li IY:4.. 'atS S�'.`_.-Y A 94 o ILI yYRaii .. '+ + a•�, 7 r., . 1 m fi^,ipi+ Ain� ftwr R f r s `'i`, _ ez..',ae. ,.!'�1.t1 �! �4`r' t{? SI$ tl. R➢AIII {$ xq. i n � !`w :,_• 4 la ra� Ss;:S+CT'S G;r'.7'.�_ ..ice•" _ 'x. ..�2 S, v IL'.' �!.EMs.�Y�w..:i S'L'• ... a.r 4� �� .5 enn v V^lr ;:� . F• • r +P`J,k'GeL5N}3,.p.�4Y.9�/AWF.bi �:��,•7 ;rr. ¢i .ti �,'- _ ,s�..l .trr •..... «.} i u.`!�� rSrr:t;•'I:~ - CA:Ad xcYm ts� OL 'ST,w ate" "ram. _►� x"i'. + r_'NiYP_! n•I\i -ld'. iON.`ir �' 1+1' :•r• .: S1i ,� -cr rIAJ.?� ._ xv %L%l natP r•:� r _ a ETA j� li sAp,' r _ t�i. L'�iiPIC� ••Li 7]': •' ', p1ti5 �B .rn �y �"�''�y, +3�c.TyEu .�- ' ,'3•• PM�j°lJ e � ' .� .:• . i.e ��, � j�� 4 1 - GL•'�r �` F :s'`/ti,�![ai_i ti-I, r ,�-_ .�-C4 3' 1 � �� iG.p �� l.� { �-' Wig '• _p. ,1t„► 1 - y., t. 1 r:�` t 1r '•,•' � rs_�y:�t[[ • ,�' • 5iri4 F•r01'J.S t 1'•+! ,,. ^�N` : rF.c TS I a.,?ii� :j � r Sm If - .23,!r64 r ilrtilXI&C ! I: N 4'•' {. _ :.y� ,l 51. = 5'� LH 1 : , `" '3i 'JJf.. �!%! '• 4 y*a (MIN %� Ai 2'.if3k '�LWU r- h +1i-� 1 sly "ti'`w," "ri S••• ; f All Eff n1 :•a ti,� �' ••i,, i arl:.iwl1M ' .f ISr • rlifWs '{ , .` • _ ~ sr ,; t; 'r v ;t lc=$x xry S 5 -.. tit- •;�• a'.0 5i�r,5'd: _ Ir 15[ s M'AS. _7� _,� 6 mmn try:'�,ti 1'D I�µa. �;t _ �•ap • i { �� Af.. �F Mr 'i'`' s '.S y ywl v %.L% a-- Ci IM�tf UW t Aer �', •u gel — � 'fin. `• _ # + � � �yz °' Ik . _ ss; ' x � ��, �; •�. # �'!i!1 . "� � �'� , � + 7�' ! s7^� �. awl o� s:. ��+ •.•:� rA :r' cr Reference: NORTH Snohomish County, Washington Map 454 By The Thomas Guide Vicinity Map Rand McNally 711 Main Street 32nd Edition Edmonds, Washington NOTE: This plate may contain areas of color. ESNW cannot be Drwn. GLS Date 01/30/2015 Proj. No. 3710 responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Checked HTW Date Jan. 2015 Plate 1 Gravel Roadway 140 — — — — _ 150 — — I —�J �1�/—ice `I_I ---% _ _ _ T =—=I--;—r---- ---- 140 / _ ���� �'�I ---------- I I BIdg.Built I Into Hill She I �' 160 ' ''TP711 I I TP-2 I Existing Hduse 37/ 36 I , `, _�-_-------A- MAIN STREET NORTH LEGEND TP-1—i—Approximate Location of ESNW Test Pit, Proj. No. ES-3710, Jan. 2015 r--- I I Subject Site L — — J aExisting Building NOTE: The graphics shown on this plate are not intended for design purposes or precise scale measurements, but only to illustrate the approximate test locations relative to the approximate locations of existing and I or proposed site features. The information illustrated is largely based on data provided by the client at the time of our study. ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 0 15 30 60 1 "=30' Scale in Feet Earth Solutions NWLLc SOIL CLASSIFICATION CHART SYMBOLS TYPICAL MAJOR DIVISIONS DESCRIPTIONS GRAPH LETTER CLEAN !•' . GW WELL -GRADED GRAVELS. SAND MIXTURES LnTLE OR NO L- GRAVEL GRAVELS �� FINES AND .6a p° POORLY -GRADED GRAVELS. GRAVELLY SOILS (LITTLE OR NO FINES) o O�o 0 GP GRAVEL -SAND MIXTURES, LITTLE O o� OR NO FINES COARSE GRAINED GRAVELS WITH °a ° °° GM SILTY GRAVELS, GRAVEL -SAND - SOILS MORE THAN 50% FINES D SILT MIXTURES OF COARSE o FRACTION RETAINED ON NO. 4 SIEVE (APPRECIABLE GC CLAYEY GRAVELS, GRAVEL - SAND - AMOUNT OF FINES) CLAY MIXTURES `SAND CLEAN SANDS SW WELL -GRADED SANDS GRAVELLY SANDS, LITTLE OR NO FINES MORE THAN 50% OF MATERIAL IS AND SP POORLY -GRADED SANDS, GRAVELLY SAND, LITTLE OR NO LARGER THAN NO.200 SIEVE SANDY SOILS (LITTLE OR NO FINES) S� FINES SANDS WITH SM NILISANDS, SAND -SILT MORE THAN 50% FINES OF COARSE FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE 5+C CLAYEY SANDS, SAND - CLAY AMOUNT OF FINES) MIXTURES INORGANIC SILTS AND VERY FINE ML ADS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS INORGANIC CLAYS OF LOW TO FINE AND LIQUID LIMIT LESS THAN 50 CL MEDIUMAs'�'DYCLAYS�TTYILY GRAINED CLAYS CLAYS, LEAN CLAYS SOILS _ OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% INORGANIC SILTS, MICACEOUS OR OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR SMALLER THAN SILTY SOILS NO.200 SIEVE CH INORGANIC CLAYS OF HIGH SIZE SILTS LIQUID LIMIT GREATER THAN50 PLASTICITY CLAYSAND OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS ,r— DUAL SYMBOLS are used to indicate borderline soil classifications. The discussion In the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. Earth Solutions NW TEST PIT NUMBER TP-1 1805 -136th Place N.E., Suite 201 PAGE 1 OF 1 Bellevue, Washington 98005 Telephone: 425-449-4704 Fax: 425-449-4711 CLIENT Leif Helleren Construction. Inc. PROJECT NAME 711 Main Street PROJECT NUMBER 3710 PROJECT LOCATION Edmonds Washington ~Y _ DATE STARTED 12/30/14 COMPLETED 12/30/14 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY HTW CHECKED BY HTW AT END OF EXCAVATION -- NOTES Grass AFTER EXCAVATION — w ui Cd +K w TESTS v a 0 MATERIAL DESCRIPTION UJ Mz 0 Brown silty SAND, loose, damp (Disturbed Native) SM Tan poorly graded SAND with gravel, medium dense, damp SP VMC = 6.80% 5 Fines = 4.00% � 5 0 [USDA Classification: gravelly SAND] MC = 3.30% Gray poorly graded SAND with gravel, medium dense to dense, damp Fines = 0.10% SP 6.0 [USDA Classification: extremely gravelly coarse SAND] Test pit terminated at 6,0 feet below existing grade. No groundwater encountered during excavation. Bottom of test pit at 6.0 feet. Earth Solutions NW TEST PIT NUMBER TP-2 1805 -136th Place N.E., Suite 201 PAGE 1 OF 1 ' Bellevue, Washington 98005 Telephone: 425-449-4704 Fax. 425.449-4711 CLIENT Leif Helleren Construction, Inc. PROJECT NAME 711 Main Street PROJECT NUMBER 3710 PROJECT LOCATION Edmonds, Washington DATE STARTED 1115/15 COMPLETED 1/15115 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY DAM CHECKED BY HTW AT END OF EXCAVATION — NOTES Grass AFTER EXCAVATION — w 0. w w g N a. O MATERIAL DESCRIPTION o z z c� 0 GO Dark brown silty SAND, loose, moist (Topsoil / Fill) SM _m 1.5 Brown silty SAND, base, moist - SM 2.5 _ Tan poorly graded SAND with gravel, medium dense, damp to moist SP X4,5 -scattered cobbles Test pit terminated at 4.5 feet below existing grade. No groundwater encountered during excavation. Bottom of test pit at 4.5 feet. Earth Solutions NW TEST PIT NUMBER TP-3 1805 -136th Place N.E., Suite 201 PAGE 1 OF 1 ' Bellevue, Washington 98005 Telephone: 425-449-4704 Fax: 425-449-4711 CLIENT Leif Helleren Construction, Inc. PROJECT NAME 711 Main Street PROJECT NUMBER 3710 PROJECT LOCATION Edmonds. Washington DATE STARTED 1115/15 COMPLETED 1/15/15 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION - LOGGED BY DAM CHECKED BY HTW AT END OF EXCAVATION NOTES Grass AFTER EXCAVATION — W rw - U _ oW 1- W co0 Iq = O, MATERIAL DESCRIPTION az 0 0 rn Brown silty SAND, loose, moist SM 1.5 _ Tan poorly graded SAND with gravel, medium dense, damp to moist SP 5 5.0 Test pit terminated at 5.0 feet below existing grade. No groundwater encountered during excavation.�- Bottom of test pit at 5.0 feet. I Earth Solutions NW GRAIN SIZE DISTRIBUTION , hitjMj, , 1805 -136th Place N.E., Suite 201 Bellevue, WA 98005 Telephone: 425-284-3300 CLIENT Leif Helleren Construction Inc PROJECT NAME 71.1 !Main Street PROJECT NUMBER ES-3710 PROJECT LOCATION Edmonds U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 6 4 3 2 i 1 3/4 1123/8 3 4 6 810 1416 20 30 40 50 60 100 140 200 10 95 90 85 80 75 70 65 x 60 Co 0C z 50 45 F z ul U W a 35 30 25 20 15 10 moll ME 5 I 0 01 GRAIN SIZE IN MILLIMETERS Specimen Identification Classification Cc Cu O TP-1 4.6ft. USDA: Tan Gravelly Sand. USCS: SP with Gravel. 0.69 5.18 ® TP4 5.5ft. USDA: Gray. Extremely Gravelly Coarse Sand. USCS: SP with Gravel. 0.47 19.65 13 O 1md9 ..7 tll Specimen identification D100 D60 D30 D1Q %Silt %Clay O o— TP-1 4.5% 37.6 0.834 0.304 0.161 4.0 ® TP-1 5.5ft. 37.5 5.838 0.9 0.297 0.1 W a � COBBLES GRAVEL SAND SILT OR CLAY coarse ^fine � coarse medium fine NW 1/4, SW 1/4, SEC 24, TWP 27N, RGE 3E, W.M. 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SCALE: 1 " = 10' 0 5 10 20 EXISITNG IMPERIOUS SURFACE REMOVED BUILDINGS HOUSE 1820 SF ( ) TOTAL IMPERVIOUS AREA REMOVED 4 370 SF TESC NOTES 1. TEMPORARY EROSION CONTROL MAY BE REQUIRED BY CITY OF EDMONDS PRIOR TO, DURING AND POST DEMOLI T/0N. 2. THE .STREET IS TO BE CLEAN OF DEBRIS, VEGETA TION, AND GARBAGE AT ALL TIMES. City of Edmonds Building Division APP OVEI). 7Y PLANNINGi 9 2E S - CI O BUILDING WORK ADDRESS OWNER EDMONDS . ►EPARTME APPROVED DATE: BLDG. OFFICIAL �& PERMIT NUMBER , 7L.I� a-0 1( s--/ /UCH _--CITY OF BUI ING LD WO r' RK C ADD RESS L OWNS R EDMOND S DEP A RT M E I O APP ROVE S D D l ATE: BL®G. OFFICI AL G ��t-tfz� I p �E® •� p� �'a M ® btl U M E I 1 { ./ f / G.— Call 2 Working Days Before You Dig 811 or 1-800-424-5555 Utilities Underground Location Center AUG 1 '7 2015 DEVELOPMENT SERVICES COUNTER APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: l�`�"�___ BY: 1o12, h CITY ENGINEERING DIMSION ENGINEERING, INC Civil Engnieering / Land Planning 16531 13TH AVE W, SUITE A108 LYNNWOOD, WA 98037 PHONE: (425) 678-6960 WWW.RAMENGINEERINGINC.COM m O 0 4, v ''^^ v! W 0 0 O Z d I• ® •. Z Z Q co U) ® �.' W J k 'A W V) F: � � .., •.1 �I L� wN � =� N Q 0 � K \ at Q 0 O O ' W O V T L L F 0 O "�� ti O O •� 5860� 9 CI SZ"�' j�NAL v • 5141/5 ENGINEER: ROB L. LONG, PE DRAWN BY• MIKE MORRIS ISSUE DATE: SCALE: 5-4-15 AS NOTED JOB N0: 15-017 SHEET.• DM-01 SHT 1 OF 1 NW 114, SW 114, SEC 24, TWP 27N, RGE 3E, W.M. CB PROTECTION I I SEE DETAIL ON I I SHT 7D-01 I I EX ROCKERY ----�------------�-- - I ------- T(� REMAIN I I n __13 rn� In 171 In 171 n ALLIZ Ir _ L'---------1---------t--- �1_ -----------------�--- p---7---..-- '� TALI STA-BItIZED- - I / CONSTRUCTION\___SD—SD52_SD—--SD— ,---SD---—tSD----SD-1---SD---/—SD----�'D---ENTRANCE —SD----SD ------= OI,zSD-•El ------ ----- i----,r-� - _ SHT 7D-01) S 88'_ S'09"E 6_002' pit _------_ T/ia/T/T/T, _ % ' ' �i� ,----------- 52 00 �..: '...:.. I 1g6 ' g8 / �•::.::'• .:'.I.:.::'.: •:. .'::::'' :':. '•: '..::' '..:'::::':::'':': '•'::': '• ::::: 60 FINISHED GRADE CONTOUR (TYP) 4- ' I IMITS OF _ I------------ ' I CLEARING j ( ) _ I JV 02. a166- W III ► /�►+ r SEE 'IGRADING PLAN FOR :... I / WURDEMAN - 707 MAIN STREET :::':: . (BLD 20150f04)) I I o I / EXISTING HOUSE%IMPROVEME TS /...'.� :.::::::::::' : / I 1 I � >, _ ......... , � I + � i �- ON SITE TO BE REMOVE ' I 11 f •'' ; • :''' :��' ; •;' :' '. ; • i i i i t I i i UNDER SEPARA TE PERMIT I ' 1 /..':::. :::'':''•:::''::' ► 1 I ' I i ALL EX ON—SI7E 'll f : '': '•:\�/1 1-1 i 71 �� i' i� I ____ _-_- ,, i �y� i i111REE TO BE REMOVED f LI L1 \ �/ r I 1 I I 1 LI- I t � 1 I r /� ��•��•�•�� ��•�•�•'�' :`tea/ i ( `� \��\ \`. �� ------- ---, EXISTING I `�` - --�•-' � � � �_XTER CONTOUR TYP) EX SAN SEWER SERVICE LINE ------ FABRIC FEWCE-(T-W-)._-. ( TO BE curAND CAPPED JUST ,lEE'DETA/L-0N_SHT 7D-01 NOR7H OF EXISTING ROCKERY ------ I - (CONTRACTOR TO VERIFY -- ---- _ LOCATION) - - ---- -{t--- I- �- tL —1 IV-884328 Y�60-02 ---- ------ --- _ =�`-�� --- ' ► EX ROCKERY I 1 TO REMAIN ` ----------------\ --- , ------ -------------- —_-----___---- -�_------ \im -o-PP 1-- _ - --------- _4m===�-- ---------------------------- ------------------------� -- - `------------ - EX ON -STREET PARKING AREA / --------------------- r (NO CONSTRUCTION PARKING I / EX WATER LINE TO BE C�17/' SHALL BE ALLOWED IN EX AND CAPPED ®METER; ,,,� / DESIGNATED PARKING AREA) r' I CN TOR TO INSTALL i EX MAI N I W4 PAINTED NAO"'TREET , / I WHITE LINE i r t �GS, r sV m SCALE. 1 " = 10' 0 5 10 20 LEGAL DESCRIPTION LOTS 33 & 34, BLOCK 87, CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGE 39, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. SITUATE IN THE COUNTY OF SNOHOMISH, STA7F OF WASHINGTOM. BENCHMARK RIM OF EXIS77NG CATCH BASIN LOCATED IN CENTER OF PUBLIC ALLEY APPROX 15' NORTH OF THE NORTHWEST PROPERTY CORNER. RIM EL. 134.13 PROJECT TEAM OWNER /APPLICANT SURVEYOR LEIF HELLEREN, INC. GEOD/MENSIONS, INC. PO BOX 1764 10801 MAIN STREET, SUI7E 102 EDMONDS, WASHINGTON 98020 BELLEVUE, WASHINGTON 98004 CONTACT: LEIF HELLEREN (425) 458-4488 CIVIL ENGINEER EMAIL: EOG®GEODIMENSIONS.NET CONTACT: ED GREEN RAM ENGINEERING, INC. 16531 13TH AVE W, SUI7E A108 LYNNWOOD, WA 98037 (425) 678-6960 EMAIL: ROBL®RAMENGINEERINGINC.COM CONTACT ROB L. LONG, PE CONSTRUCTION SEQUENCE I. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425- 771- 0220, EXT. 1326. TWO DAY (48HR) NOTICE REQUIRED. 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES 3. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE. 4. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTA77ON AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING EROSION AND SEDIMENTAT70N CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UN71L PERMANENT VEGETATION IS ESTABLISHED. 5. GRADING SITE AS REQUIRED TO DEMOLISH EXISTING STRUCTURES AND STABILIZE SITE. GRADING QUANTITIES CUT = 490 CU YD FILL = 0 CU YD CB INLET PROTECTION NOTE CB INLET PR07EC71ON WILL BE ADDED TO ANY CATCH BASINS DOWNS7REAM FROM THE SUBJECT SITE. (PER EDMONDS S7D DETAIL E1.3 ) FILTER FABRIC FENCE NOTE ADD17IONAL F/L 7FR FABRIC FENCING SHALL BE ADDED AS NEEDED. FENCING TO BE INSTALLED PER CITY OF EDMONDS S7D DETAIL El.1 (SEE DETAIL ON SHEET 7D-01). SWPPP THIS PLAN, SHT TD-01, AND THE WRITTEN SWPPP COMPRISE THE STORM WATER POLLUTION PREVENTION PLAN. SHEET INDEX 1 TP-01 DEMOLITION GRADING PLAN 2 TD-01 GENERAL NOTES & LEGEND 3 TC-01 TRAFFIC CONTROL PLAN I Applicant shall repair/replace all damage to utiiities or tror Inge improvements in City right -of -Way pet, (: y standards that is caue ed � I or occur:, during the permitted project. OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DAMAGE OWNER/CONTRACTOR RESPONSIBLE FOR LOCATING ALL ON -SITE UTILITIES. RELOCATION/REVISION TO ANY UTILITII MAY REQUIRE SEPARATE PERMIT. 2 VICINITY MAP NOT TO SCALE TESC NOTES 1. ESC MINIMUM REQUIREMENT -CONSTRUCTION ACCESS ROUT, CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE 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 CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 2. ESC MINIMUM REQUIREMENT -STABILIZATION OF EXPOSED AREAS ALL SOILS EXPOSED BY LAND DISTURBING ACTIW77ES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING ALL BMPS 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 DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM NAY 1 THROUGH SEPTEMBER 30). 3. ESC MINIMUM REQUIREMENT-PR07E'C77ON OF ADJACENT PROPERTIES. ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOS17ION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS 4. ESC MINIMUM REQUIREMENT- MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CON77NUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL. 5. ESC MINIMUM REQUIREMENT -OTHER BMPS AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED. 6. EROSION AND SEDIMENT CONTROL REQUIREMENT- UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: a. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS; b. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); d. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; e. DAILY CLEANUP AND STREET MAINTENANCE. Z ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS ALL NEW DEVELOPMENT AND REDEVELOPMENT THAT INCLUDED LAND DISTURBING ACTIVITIES OF GREATER THEN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW. 8. ESC MINIMUM REQUIREMENT- DELINEATE CLEARING AND EASEMENT LIMITS IN THE FIELD, MARK CLEARING LIMITS AND/OR ANY EASEMENTS, SETBACKS, SENS177VEICRI77CAL AREAS AND THE BUFFERS, TREES AND DRAINAGE COURSES 9. ESC MINIMUM REQUIREMENT -SEDIMENT TRAPPING PRIOR TO LEAVING THE SITE, STORM WATER RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE BMPS SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND 07HER BMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING AC77W71ES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. 10. ESC MINIMUM REQUIREMENT -CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE STABILIZED IN ACCORDANCE WI774 ESC REQUIREMENT NO. 20U. SEE ADDITIONAL GE07ECHNICAL RECOMMENDATIONS IN MARCH 28, 2013 LETTER. 11. ESC MINIMUM REQUIREMENT -CONTROLLING OFF -SITE EROSION. PROPERTIES AND WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE: 12. ESC MINIMUM REQUIREMENT-STABILIZA7ION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS. ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS 13 ESC MINIMUM REQUIREMENT -STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WI7HOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 14. ESC MINIMUM REQUIREMENT -REMOVAL OF TEMPORARY BMPS ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS RESUL77NG FROM REMOVAL SHALL BE PERMANENTLY STABILIZED. 15. EROSION AND SEDIMENT CONTROL REQUIREMENT-DEWATERING CONSTRUCTION SITES. DEWA7ERWG SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND. 16. EROSION AND SEDIMENT CONTROL REQUIREMENT -CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION SITES ALL POLLUTANTS 07HER THAN SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER. 1 Z EROSION AND SEDIMENT CONTROL REQUIREMENT -FINANCIAL LIABILITY. PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. [ORD. 3013 1, 1995]. 18. INFILTRATION FACIL177ES (INCLUDING THE PROPOSED VAULT) SHOULD NOT BE PLACED ON-LINE UN77L THE EN77RE SITE IS STABILIZED, INCLUDING PAVEMENT. DISCHARGE OF SILTY CONSTRUCTION STORM WATER TO THE FACILITY COULD CAUSE CLOGGING OF THE PORE THROATS WITHIN THE RECEPTOR SOIL AND REDUCE INFILTRATION CAPACITY OF THE FACILITY. 'j3'4e -0 00 f S TPOKE T A L E Call 2 Working Days Before You Dig 811 or 1-800-424-5555 Utilities Underground Location Center APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: a- BY: 10/2, t I'< OTY ENGINEERING DIVISION 16531 13TH AVE W, SUITE Al08 LYNNWOOD, WA 98037 PHONE: (425) 678-6960 WWW.RAMENGINEERINGINC.COM to Q u o � rn 0 Z V_ Zp �r PC W r�AA w♦ 0 O W LQ fti RESUB SEP 17 2015 BUILDING DEPARTMENT CITY OF EDMONDs Zz"IN!"NVAT. ��J 9//5//5 ENGINEER: ROB L. LONG, PE DRAWN BY 0 V Z W MIKE MORRIS ISSUE DATE: SCALE: 8-14-15 AS NOTED JOB NO: 15-018 SHEET: TP-01 SHT I OF 3 FILTER FABRIC SECURED TO 2' X 2' 14 GA, WIRE FABRIC EQUAL 2' X 2' WOOD OR 11 CD EQUIVALENT N 8'- 12' $r 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 C❑NTINOUS ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE, VTWIRE MESH SUPP❑RT FENCEN I IUPP❑RT FILTER FAff. II II 111 If II II _ II ______T_____ _ 11 I I � BURY BOTTOM OF FILTER I I MATERIAL 8' TO 12' I _ 6' MAX. _J U 2' X 2' WOOD POSTS OR EQUIVALENT CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. CITY INSPECTI❑N REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. REVISIONS0. STANDARD DETAIL APPROVED BY I DATE RIVIFAWFIM FLTM l89n_.1990 DATE 7/24/01 SCALE NTS DWG NO. E1.1 NW 1/4, SW 1/4, SEC 24, TWP 27N, RGE 3E, W.M. ' MIN. RADIUS QUARRY SPALLS 2-4' MIN DIA 8'-12' MIN. DEPTH PROVIDE FULL WIDTH OF INGRESS/ EGRESS AREA CONTRACTOR SHALL MAINTAIN TEMPORARY C❑NSTRUCTI❑N ENTRANCE DURING THE CONSTRUCTION PERIOD. :ITY INSPECTI❑N REQUIRED ON ALL EROSI❑N CONTR❑ 4EASURES BEFORE WORK CAN BEGIN. / -rr C REVISIONS STANDARD DETAIL APPROVED BY DATE D. GEBERT 10/6/03 ST r8 O DATE 7/24/01 SCALE NTS DWG N0' E12 90-199 LEGEND EXISTING FEATURES PROPOSED FEATURES — — — — — — — FLOW ® MONUMENT STORM DRAIN PIPE ROCK CHECK DAM — — — — — — — CURB Qo EX REBAR "------------ ROOF & FOOTING DRAIN TEMPORARY STAND PIPE — — — — — — — ASPHALT Q REBAR DITCH — — — — — — — CONCRETE —i --- SURFACE FLOW CATCH BASIN — — — — — — — GRAVEL SECTION RIPRAP PAD PROTECTION ------------- ROOF QUARTER SEC77ON TYPE I C8 CONSTRUC770N ENTRANCE ------------- DRIP LINE SURFACE FEATURES ® EX MONUMENT ® TYPE II CB FILTER FENCE 111111L1/1/1/-1 BUILDING FOOTPRINT PIPE FLOW CONSTRUCTION FENCE ❑ CATCH BASIN, TYPE I LIMITS OF CLEARING — • — EDGE OF WETLAND ❑O CATCH BASIN, TYPE ll CULVERT END --w- • • • —� INTERCEPTOR SWALE ......... ••••••• 190— WETLAND BUFFER 10' CONTOURS 4 SD PIPE FLOW 0 STORM CLEANOUT ------------- SAWCUT ------192------ 2' CONTOURS O YARD DRAIN O YARD DRAIN EASEMENT ----SD— STORM DRAIN PIPE 0 STORM CLEANOUT RIPRAP PAD BUILDING FOOTPRINT ----SS— SEWER MAIN STORM CULVERT END — � � � SEWER MAIN — — — — — — — BUILDING SETBACK — — — —FM— SEWER FORCE MAIN SEWER SERVICE FENCE ----W— WATER MAIN O SEWER MANHOLE WATER MAIN RETAINING WALL — — — — OHP— AERIAL POWER LINE o SEWER CLEANOUT ® SEWER MANHOLE ROCKERY — — — — P — — — — — G— BURIED POWER LINE GAS MAIN 4 SS PIPE FLOW ® PIPE FLOW ® MAILBOX — — — —C— BURIED CABLE SEWER STUB SEWER CLEANOUT SIGN — — — —TV— BURIED TV ® SEPTIC LID ®-- WATER METER - STREET LIGHT — — — —OTV — AERIAL TV R FIRE HYDRANT ®-- IRRIGA7ON METER — — — —T — — — — —OHT— BURIED TELEPHONE LINE AERIAL TELEPHONE LINE ll WATER METER FIRE HYDRANT 2. � ®-- SLOPE DAGGER — — — —1 BURIED POWER/TELEPHONE m GATE VALVE R FIRE DEPT CONNEC77ON (FDC) — — — —OHPT— AERIAL POWER171=LEPHONE QW WATER MANHOLE 11l AIR/VAC RELEASE VALVE GRAVEL — — — —OHU — AERIAL UTILITIES AIR/VAC RELEASE VALVE 0k BLOW OFF ASPHALT PAVEMENT T T TFO— ----X— BURIED FIBER OPTIC CABLE WIRE FENCE BLOW OFF y►!G GATE VALVE ----0— CHAINLINK FENCE 0 IRRIGATION METER M TEE W/ CONC BLOCKING 79 SIDEWALK — — — — — BOARD FENCE W IRRICA77ON VALVE 1 BEND W/ CONC BLOCKING �— �-- DITCH OR SWALE /Ib �!! WATER WELL f( RESTRAINED JOINT RETAINING WALL c:!b HOSE BIB Dl REDUCER ROCKERY -0- POWER POLE ILL SLEEVE ASPHALT E— GUY ANCHOR # COUPLING CONCRETE STREET LIGHT 19 DETECTOR CHECK VALVE - 7,X POLE LIGHT �_- POST INDICATOR VALVE (P!V) ElGRAVEL © POWER VAULT aWETLAND F41 TRANSFORMER AV POWER METER o MAIL BOX JUNCTION BOX n SIGN ❑O GAS METER BOLLARD GAS VALVE (�F FIBER OPTICS MANHOLE CONIFEROUS TREE B TV RISER DECIDUOUS TREE m TELECOMM VAULT ❑ TELECOMM RISER CONIFEROUS TREE TO BE SA VED ® TELECOMM JUNCTION BOX �� TRAFFIC SIGNAL DECIDUOUS TREE TO BE SA VED TE CB FILTER SOCK WITH OVER FLOW HOLES CATCH BASIN THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING C❑NSTRUCTION PERI❑D. SEDIMENT SHALL BE REMOVED ON A REGULAR BASIS TO MAINTAIN FILTRATION EFFECTIVENESS, CITY I14SPECTION REQUIRED ON ALL EROSION CONTROL MEASURES BEFORE WORK CAN BEGIN. •---I-TT E D:11:0 Tl. Q .. REVISIONS STANDARD DETAIL APPROVED BY DATE D. GEBERT 10/06/03 TEMPORARY SEDIMENT TRAP FOR CATCH BASINS D. GEBERT 05/19/05 D. GEBERT 05/05/06 DATE SCALE DWG No. R. ENGLISH 11/01/13 7/24/01 NTS E1.3 Call 2 Working Days Before]Center 811 or 1-800-424- Utilities Underground Locatio 16531 13TH AVE W, SUITE A108 LYNNWOOD, WA 98037 PHONE: (425) 678-6960 WWW.RAMENGINEERINGINC.COM Z y Z O W O V XIONAT. Vtlol RESUB ENGINEER. SEP 17 2015 DRAWN BY.• BUILDING DEPARTMENT OITY OF EDMONDS APPROVED FOR CONSTRUCTION fCY F EDMONDS DA TF: t� BY CITY ENGINEERING DIVISION 9//5//5 ROB L. LONG, PE MIKE MORRIS ISSUE DATE: SCALE: 8-14-15 AS NOTED JOB N0: 15-018 SHEET TD-01 SHT 2 OF 3 * o t2 Qevensco PL-9 Ayyrnp vroTL. NW 114, SW 1/4, SEC 24, TWWP 27N, RGE 3E, WM. I I I 0-----------��---...—.---------- -- co I � ---SD--1---SD----iSD----SD—I---SD---j—SD----D----SDa-----SD--�===SD—___ — `� ---- -- j — — — — — —_ -- —__ i I 1 1 r —SD----LSD—Q S 88*46'09 E 0.(02'— .. \ ---- -------150---------------- ------ --------__-'----152-----------------_------ it \ / ' ell Wo / -162 — _ 1 I / C'L----------T--- 32 166-1 I I W I —I -W CONSTRUC710N ZONES ARE PRt)AOSED I i r I 1 c2 WITHIN THE CITY RbW, l I J �0y I l I I 2. TRUCK -&-TRAILER NOT PERMITTED IN\*, !S a'�^`�\ II I I AREA OF THE CITY. ONLY SINGLE TRUCK/ 1 \ r -I MAY BE USED. I I \ \ I r 11 \ 1 I I J. CONSTRUCTION ACCE�S IMLL BE FROM 1 I PUBLIC ALLEY ON NORTH SIDE OF PROJECfo yo ; NO ACCESS OR CONS RUC71ON PARKING O� \ r 1 r � , �j — � — — — — MAIQI..gS7REET. s� c. �'G.Ti✓ ,s�- \' ' I r \ I ------------}-- I ---- --- _ --- I ---- - - - ---_ ° V) -i--a- --- 7� I --- ---- ---- — -- — — — --- ---- - — -- --- )� -----------,---------r----------------------------�------- ___-________________________` ==----__________�------------\\ -O-PP -- L---- ----------------===--=--- -------------------------- EX ON—S7REET PARKING AREA— i' (NO CONS7RUC77ON PARKING i SHALL BE ALLOWED IN EX I i ! i ESIGN A7ED PARKING AREA) /MAIN 'TREE18 t J W----W----W �r--yy-- ___—W----W— \iN--- / / / / / / / VICINITY/ HAUL ROUTE MAP NOT TO SCALE TRAFFIC CONTROL NOTES 1. AFTER WORK WITHIN THE TRAVELED ROADWAY IS COMPLETED AT THE END OF EACH DAY, THE ROAD SHALL BE COMPLETELY OPEN TO TRAFFIC AND ALL EQUIPMENT SHALL BE OUT OF THE TRAVELLED ROADWAY. ALL NONAPPLICABLE SIGNS SHALL BE REMOVED, TURNED OR COVERED DAILY WHEN CONDITION NO LONGER EXISTS 2. ACCESS BY EMERGENCY VEHICLES SHALL BE MAINTAINED AT ALL TIMES. 3. CONSTRUCTION SIGNS AND DELINEATORS SHALL BE PROVIDED AND MAINTAINED BY THE CONTRACTOR. 4. TRAFFIC CONTROL PLAN IS SUBJECT TO CHANGE PRIOR TO CONSTRUCTION, HOWEVER, CITY APPROVAL IS REQUIRED. 5.. ADDITIONAL SIGNING AND FLAGGING MAY BE REQUIRED AS CONDITIONS WARRANT. 6. SHOULD A PROPOSED SIGN LOCATION FALL WITHIN A PRIVATE DRIVEWAY, CONTRACTOR TO ADJUST LOCATION OF SIGN TO FALL 5�E BEYOND EDGE OF DRIVEWAY IN DIRECTION OF ROAD TRAFFIC. (10' MAX. FROM PLAN LOCATION) DRIVEWAY ACCESS SHALL BE MAINTAINED AT ALL TIMES. Z ALL TRAFFIC CONTROL SHALL COMPLY WITH MUTCD STANDARDS (I.E. FIGURE 6H-6 AND 6H-10). 8. CLOSURE OF THE SIDEWALK AND PARKING AREAS FOR MORE THAN 72 HOURS WILL REQUIRE PAYMENT OF DISRUPTION FEES. Call 2 Working Days Before You Dig 811 or 1-800-424-5555 Utilities Underground Location Center ;HWAY 991 STATE 5 SEP 17 2015 Bu1LDIN®F EDMONDSNT APPROVED FOR CONSTRUCTION C=DS DATE. —p BY iD/Z.I� CITY ENGINEERING DIVISION 16531 13TH AVE W, SUITE A108 LYNNWOOD, WA 98037 PHONE: (425) 678-6960 WWW.RAMENGINEERINGINC.COM O z 9/15/15 O Z co ENGINEER: ROB L. LONG, PE DRAWN BY MIKE MORRIS ISSUE DATE: SCALE: 8-14-15 AS NOTED JOB NO: 18-018 SHEET- TC-0' SHT 3 of 3