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22044 99TH PL W.PDFlill iiiiiii , 1 9777 22044 99TH PL W (wie.- &CCY-) PUAM C*IC- PAD I 5F T-W%V rv,,w5 T. Cl U.1 Im c r_ C/) LU < LU LU CL co FEM PA91INS 61-V Hl By PLA111111 31 tu 100, 000, CC 0 0, bA A? -v —a::� A* 22- A5, set, A 44 3� R)dGTWa A NO G47E TM ISTINGS. P40ew Te��ci bgcK-�,, -3t(p,6P W/ 5CP '5C- 6rM fiv-6slw Copa-TT-OL VOW ?r-xft SMUL 9E 10 AQaXKam Wi% ft 5--o. UI[LffT EA"W OF BUILDINIIJ CTy 0 UB 2014 Gr6O-Tf-C-%AMiLAL V. ft" Hote 4 1 '5 loo, "o, WAL A. S1069M r. VAnTm-P JAA-j &. Ul Ae-, ....... -Ixc $,aim Zone OHM 12 OP C ner Flag. Setbacks Actual --r- dc..k4 Front&oW) ..... stm, r Sides Rear Oth----------- t STREET FILE PLANNING DATA SINGLE FAMILY RESIDENTIAL Name:- Date: Site Address: Tax Parcel: toOGOO Project De d scription: Ne.40 4A ef- 00or Plan Check#: ?>LZ:Lo 1�0-V5-� Reduced Site Plan Provided: 60S NO) Zoning: Ma p Page: Corner Lot: (YES Flag Lot: (YES Critical Areas Determination #:. N'tc-*4 �Stucly Required El Waiver CANO.D ',Septd 0,N SEPA Determination: —6Ke,,,R* Exem pt* D Needed (for over 500 cubic yards of grading) 0 Fee El Checklist 0 APO List with notarized form Required Setbacks Street: Side:. Side: -Rear-; ActualSetbacks *-To 4 tza it Street: Side: -b Side: 7S, 4- -ReaF+- (\J) C9 Detac�ed StructurAn-10M., Z *.-W axow" 0, 'PI A.%, 'X*� rft,"64. Rockeries: Ex:ak,,,,,C�Cke.17 JR Fences/Trellises: Ex - El Bay Windows/Proje;in'��Olclulation: Stairs/Deck: Pr,fo%,Qd d" A --4,.,2n C", 41ght Datum Point: NIA' Datum Elevation: I A Maximum Height Allowed- Actual Height: Other Parking Required: Parking Provided: C.6, Lot Area. 11 325 PEI '(ee,- 9" Maximum Lot Coverage: 35% Proposed: X2 -:2 7. Lot Coverage Calculations: ADU Created: (YES Subdivision: Co 51 e%Ar.- A Legal Nonconforming Land Use. Determination Issued: (YES Comments Plan Review BY: Plannihg Dat3 Form 07-14-09 GOPAL A. SINGAM, P.E. GEOFECHNICAL ENGINEERING AND CONSTRUCTION MONITORING SERVICES MaY 6, 2014 M r. & IM rs. J zyk 22044 99"' Place West Edmonds, Washington 98020 RE: Limited Geologic Hazai-ds Evaluation and Recommendations Proposed Deck Addition - Existing Single Family Residence 1')I)AA 09111 Dk- ProJect No. GP14-01 STQEET FILE ECEIVED I'drrionds, Washington MAY 0 9 201f Dear Nit'. & Mrs. lyzk: DEVELOPMENT SERVICES COUNTER We are pleased to present this letter report that presents the results of out- Limited Geologic Hazard Evaluation and Recommendations Im the above referenced proJect. A senior professional civil - geotechnical engineer visited [Ile site oil March 13, 2014 to evaluate the current site configurations and geoteclinical site and shallow s ub-SLII-faCe conditions. Fig. I depicts the general site plan and Fig. 2 depicts the propose(] deck plan. PURPOSE AND SCOPE We have prepared this letter report to addreSs the applicable elcment-� of the City of F-Arnonds Community Development Code (ECDC) - Chapter 23.80 - Geologically Hazardous Areas and as well as the applicable clernents (it' Chaplet 23.40 - Environnictitally (.7ritical Areas General Provisions. In preparation of' this report, \v e have re\icwed the published geologic information for the site, made hand excavations to confirm the geological shallow SUb-sUrface condition,, and a visual a*Ssessrnent of the site vegetation. existing erosion protection measures, slopes, and SUrficial conditions. SITE LOCATION AND DESCRIPTION 'I lie ,ite IS IOCilled at 22044 99"' Avenue West in EL11110nds, Washington. The Latitude and Longitude ofthe site is approximately 47.79815" and - 122-36672', respectively. Yhe property is nearly trapezoidal in shape with a total area ol'approximately 0.26 acre. The -area of the proposed addition is currently developed with in existing multiple story residential structure. The majoritv of the southern site is gently sloping down towards west and southwest. The entire site is vegetated with grasses and typical residential landscaping. A rockery retaining wall is located along the western property line. The inaxinlUrn height of the retaining wall is oil the order of 15 feet tall and is by the proposed deck location. The rockery is vegetated with grasses, creeperS and shrubs typically associated with landscaping. The entire \\-all arca provides ,in -e\crgrecn- scencry. Thc vicinity has good erosion because of the vegeiation. The I)ei,-,Iit of the walls tapers down to nothing towards the southern end ofthe property line. The site is bordered partially by 99"' Avenue W e,;t t o the cast where the entrance is located. The site is bordered to the South and north by residential �triwture,; and to the w"t by 1 (10"' Avenue West. PROPOSED CONSTRUCTION Based oil out- conversations with the client, we understand that the proposed COnStRiCtiOn consims ofthe construction ofan upper level wood deck located along the SOLIthwestern side of the existing residence and the access steps oil the South side ofthe residence. At the time of preparation ofthe report, detailed plans are not yet available. However. Geotechnicall Engineering Services 198 15- 48"' Ave W. #13306 o Lynnwood. Washington 98036 9 (425) 420-2775 * Cell (425) 241-3 129 - agsingarlicyhotillail.coni Page 2 of 7 P 14-01 WA .Izyks Deck Geoteclinical Repoil May 6, 2014 We Understand that the deck will be approximately 12-1bot wide, approximately 25 feet in length and approximately 1046ot high above tile ground level. I -lie setback/buffier distance available between the proposed deck and the property line/retaining wall is approximately 20 feet. The proposed deck area is relatively flat. However, a mild downslope towards west oil the order of 10 percent exists near the retaining wall. ]'lie maximum height of the retaining wall is oil tile order of' 15 fe, c t. GEOLOGIC SETTING I lie site lies within the central Puget Lowland. The lowland is part of a regional north-SOLIth ti-Cil(lillg 11-01.1gh that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington. this lowland is gla.cially carved, with a depositional and erosional IljStO1_y including at least four separate glacial advances/retreats. I -lie Puget Lowland is bounded to the west by the Olympic Mountains, and to the cast by the Cascade Range. The lowland i s filled with g lacial a nd no nglacial s ediments c onsisting o f interbcdded g ravel. s and, silt, t ill, a nd p eat lenses. The Geologic Map of the Edmonds East and part ofthe Edmond,; West Quadrangles, WaShinyton, indicates that the Site is Underlain by Vashon Glacial Till. Vasholl Glacial fill is typically characterized by all Unsoned, nonstratified mixture (if clay, silt, sand., gravel, cobbles and boulders in variable quantities. These materials are typically dense and relatively impermeable. The poor sorting reflects the mixing of tile materials as these sedinictits were overridden and incorporated by the glacial ice. FIELD INVESTIGATION A field investigation consisting ofdircct observation ofthe site conditions, in particular at the area ofthe proposed deck addition. Hand excavations were made in the proposed deck area. particularly near the proposed five column post. locations. A geologist's T-prObe Was also used to probe the vicinity to help evaluate the shallow soil characteri.mics and gi-OUndwater conditions. I lie soils encountered in the exploratory boring,; were generally typical ofthose fOUnd in the described geologic unit. In g eneral, a 11 t he hand e xplorations encountered a pproximately 6 i nch" o ft opsoil and v egetation u nderlain by approximately 12 inches of medium dense., silty -fine to inedium grained sand with variable anlounts of ravel (SM) 9 and native dense to very dense silty -fine to medium grained sand with variable amounts of gravel (,SM) (Glacial Till), which extended to the refusal termination depths (2 to 3 ft) of the exploratory excavations. No groundwater was encountered during our explorations within the maximum depth of excavations. No springs were observed within the 2100 feet of the site at the time of'OUr visit. There is a drainage pipe that collect,; the downspout from the roofand convey to the existing drainage system by the retaining wall. Gopal A. Singam, P.E. Geotechnical Engineering Services in tile Greater Seattle Area Page 3 ot'7 P 14-01 WA Jzyks Deck Geotechnical Report May 6,2014 GEOLOGIC "AZARDS Landslide/Slope "azard A long rockery retaining wall borders the western property line. This rockery is Up to 15 feet tall, and is currently vegetated with grasses and shrubs typically associated with lan(kcaping We did not oh,;erve evidence of past slope movement. and there is no evidence oflikely future movement. The wall is appeared to be stable and there were no distress noted oil the wall at the tirne of the investigation. The proposed deck loading influence zone is sufficiently away fironi the rockery retaining wall, beyond ail imaginary I 11: IV (HorizontalNertical') vei tical IMd distribution pyraillid/cone, and there will be 110 11111LICtice (in the rockery wall. Furtheirnore. overall. the dcck loading is very sniall in highly competent glacial till (hardpan) soils that have enormous hearing capacity. Hence, (here will be no adverse impact oil the stability of' the retaining wall due to tile deck Construction. Erosion Hazard Tile Natural R esources C onservation S ervice ill aps indicate that the s ite is underlain b y Alderwood Urban L and Complex (6 (8 to 15 pet -cent slopes). The Alderwood Urban Land Complex soil unit typically derived from glacial hasal till materials. These ;oils are dc,;cribed as having "Slight" erosion potential in a disturbed state at off -road or off -trail clivironniclit. Tlicse soils are also considcrcd to have "NiodCrate" erosion potential in a disturbed statc at road or trail environment. It has been Our experience that soil erosion potential can be minimized through landscaping and SUrfiace water runoff t control. Typically erosion of exposed soils will be most noticeable during periods of rainfall and may be controlled by the use of normal temporary erosion control measures, i.e., silt fences. hay bales, mulching, control ditches or diversion trenching, and contour furrowing. Erosion control measures should be in place before the onset of wet weather, if any grading occurs outside ofthe structure. We recommend that the existing grass and vegetation be preserved and maintained except ",here excavations are needed f*01- foundation construction. SEISMIC HAZARD Based.on tile soil coliditions encountered and tile geology of the site. the overall subsurface profile conservatively corresponds to a Site Class D as defined by Table 1613.5.2 of the 2009 International Building Code (2009 IBC), A Site Class 1) applies to a profile consi,;ting of medium dense/stiff to very dense/hard materials within the tippet- 100 feet. We referenced the U.S. Geological Survey (USGS) Earthquake Hazards Prograrn Website to obtain values lot- S1, F, and F,. The USGS wekite includes the most updated puhIi,;hed data on seismic conditions. The site scismic design parameters and adJusted maximum spectral response acceleration parameters are its lollows: PGA (Peak Ground Acceleration, in percent of g) 30.50 53.44 1�5 (10%. Probability of Exceedence in 50 years) ((2% Probability of Exceedence in 50 years) 119.8%, of g Copal A. Singam, P.E. Geotechnical Engineering Services in the Greater Seattle Area 00 15, V., Page 4 of 7 P 14-01 WA Jzyks Deck Cleotechilical Report May 6, 2014 42.00'X, ofg 1,021 1.58 Additional seismic considerations include liquefaction potential and amplification of ground motions by soft soil deposits. 'File liquefaction potential is highest for loose sand with a high groundwater table. The relatively dense soil materials that underlie thesite without any shallow groundwater table have a very low potential for liquefaction and/or amplification of ground motions. CONCLUSIONS AND RECOMMENDATIONS The proposed deck addition to the residence may be located as proposed, approximately 7-10 feet froill tile retaining wall west of the residence. T lie recommended rn inirnum setback distance i s 15 feet s o that t here is no vertical compression deck load influence oil the retaining wall. It is Out- Opinion that this distance provides an adequate setback and buffer during and following construction. 'I lie deck addition may be supported oil colunin footings placed oil the medium dense or better native glacial soils, or oil compacted Structural fill placed oil tile Suitable medium dense or better native glacial soils. Re -compaction of an\ diStUrl)Cd, loose footing subgrade soils should be performed following excavation and prior to concrete placement. We found no evidence of a landslide hazard, and recognize that the disturbed soils present a limited erosion hazard. Therel , orc7 we recommend that any disturbance to the soils be kept at rninirnurn and preserve (lie existing erosion protection measures and elements. Any disturbed Soils Should be protected using the erosion and sediment control methods described herein. Foundation Support 'file proposed structure may be supported oil a shallow foundation system hearing oil the medium dense or firmer, native soils, or on properly compacted structural fill placed on the Suitable native soils. Column footings may be designed for a net allowable hearing pressure of 2,500 Pounds pet- square foot ( ' psf) dead plus live load, if tile footings bear directly oil rnedium dense or firmer native soils, or oil structural fill placed oil the suitable native soils. A 1/_i increase in the aboxe values may be used lor short duration. wind and seismic loads. Structural fill placed on hearing, native subgrade should he compacted to at least 95 percent of' the maximum dry density based oil ASTM Test Method D1557. Footing excavations should be inspected to verify that the Ibundations will beat- oil SLIRA)le material. Exterior footings s hould have a ni inimurn depth of' 18 inches (frost penetration depth) below pad subgrade (soil grade) or ad.jacent exterior grade, whiche%,er is lower. Footings should have a minimum width of 12 inches regardless of load. Copal A. Singam, P.E. Geoteclinical Engineering Set -vices in the Greater Seattle Area Page 5 of 7 P 14-01 WA Jzyks Deck Geotechnical Repon May 6, 2014 If constructed as recommended, the total settlement is not expected to exceed I inch. Differential settlernent between ad�joining C011-111111 footings, should be less than '12 inch. producing all angular distortion of less than 0.002. Most settlement is expected to Occur during construction, as the loads are applied. However, additional post -construct ion settlement May Occur if the f0l.111dation soils are flooded Or Saturated or ifa strong scisnoic event results in liquelaction ofthe underlying soils. It should lie noted that the risk of liquefaction is considered very low. given the cornposition and density Of the native, on site soils and absence of'shallow ground\vater table. Seasonal raintall. water run-off, and the normal practice ofwatering trees and landscaping areas around the proposed strilClUrCS, Should not be permitted to flood and/or saturate footings. Resistance to lateral footing displacement can be C0111pUted using an allowable fi-iction factor of 0.35 acting between the hases ofl'oundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 250 pound,, pet- Cubic foot (pet) acting against the appropriate vertical footing faces (neglect the upper 12 inches of' exterior soils). 'rhe allowable firiction fictor and allowable CLIUi\','Ilellt fluid passive pressure values include a factor of safety of L-5. The fi-ictional and passive resistance of the soil may be combined without redUCtiOn in determining the total lateral resistance. A 1/3 increase in the above values may lie used for short duration, wind and seismic loads. Di-ainage and Landscaping The i,11-OUnd SUrfiace should slope away fi-Oln building pads and pavement areas, toward appropriate drop inlets or othel* surface drainage devices. It is reco in in ended that adjacent exterior grades be sloped a minimum of -1 percent lor a minimum distance of 5 feet away from Structure,.,. Roof drains should be tightlined away from loundations and slope surfaces. Roof drains Should not be connected to the footing drains, but may use the same oulfall piping if connected well away from the structure such that roofwater will not backup into the footing drains. Subgrade soils ill pavement areas should be sloped a IninilnUrn Of I percent and drainage gradients should be maintained to carry all surlacc water to collection facilities, and off'sile. These grades should he maintained lot- the life ofthe project, Ei-osion and Sediment Control Erosion and sediment control (ESQ is used to minimize the transportation of' sediment to wetlands. strearns, lakes, drainage ;ystcrns, and adjacent properties. Erosion and Nediment control measures should be taken and these measures should be in general accordance with local regulations. As a rninimurn, the following basic recommendations should be incorporated into the design of the erosion and sediment control features of the site: I Phase the soil. foundation, utility, and other work, requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Managernent practices 0IMP's). grading activities can be undertaken during the Nvet season (generally October through April), but it should also be kno),vn that this may increase the overall cost of the project. 21) All site work should be completed and stabilized as quickly as possible. 3) Additional perimeter erosion and sediment control features in ay be required to reduce the possibility of sediment entering the surface water. T his may include additional silt fences. s ilt fences with a higher Apparent Opening Size (AOS), construction of a berm. or other filtration systerns. Gopal A. Singarn, P.E. Geolechnical Engineering Services in the Greater Seattle Area Page 6 of 7 P14-OIWA Jzyks Deck Geotechilical Repoil May 6, 2014 4) Any I-LITIOff'generated by dewatering discharge should be treated through construction ofa sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. To prevent erosion after the project, the horneowner Should limit the removal of native vegetation in the area on and adJacent to the retaining wall/slope. Vegetation should not be rernoved fi-orn slope areas without protection of exposed soils, and inimediately re-establishing permanent erosion control oil the site. Water flow oil the slope should be I inlited. and roof, footing, and yard drains should not be directed toward, or onto the slope. LIMITA,rIONS Geotechnical engineering is one of the ne\vest divisions of Civil Engineering. This branch ol'Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although You[- site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be Substantial future impiovenients in this branch of engineering. lit addition to improvements ill the field of geotechnical engineering, physical changes.in the site either due to excavation or fill placement, new agency regulations or possible changes ill the proposed structure after the time of completion ofthe soils report may require the soils report to be professionally reviewed. lit light of this, the owner ShOUld lie aware that there is a practical lit -nit to the usefulness of this report Without Critical review. Although the time litnit foi- this review is strictly arbitrary. it is suggested that two years be considered a reasonable tirne for the usefulness of this ieport. Foundation and earthwork construction is characterized by, the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the Original f0LItld8tiOIl illVCStigation. This risk is derived frorn the practical necessity o I'll asing i nterpretat ions a rid Lie sign conclusions o n limited s arnpling o f t he earth. Out- report� de sign conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Actual subsurface condition,, may differ, sometimes significantly, frorn those indicated ill this report. The recommendations made in this report are based oil the ass uniption that soil conditions do not vary significantly froin those disclosed during Out- field investigation. The findings and conclusions of this report call be affected by the passage of time, such as seasonal weather conditions, nianniade influences, stich as construction oil or adjacent to the site, natural events such as earthquakes, slope instability, flooding, or groundwater fluctuations. If any variations or undesirable conditions are encountered during construction, the geotechnical engineer Should be notified so that supplemental recommendations can be made. The conclusions ofthis linlited report are based oil the information provided regarding the propose(] construction, If the proposed construction is reloca(ed or redesigned. the conclusions in this report inay not be valid. The geotechnicil engineer should be notified of any changes so that the recommendations call lie reviewed and I-CMIlLiated. The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree ol"conservatism deerned proper for this pro.ject. It is not warranted that such int'orniation and interpretation cannot be superseded by future geotechnical developments. We emphasize that this repoit is valid for this pro ' ject as outlined above, and 41ould not be used for any other site Our report is prepared 11or the C.XCILJSiVC use OfOIIT- client. No other party ITKIV rely Oil the product Ol'OLIr services Unless we a ree in advance to 9 such reliance in writing. Copal A. Singam, P.E. Geotechilical Engineering Services in the Greater Seattle Area Page 7 of 7 P 14-01 WA Jzyks Deck Geotechnical Report May 6, 2014 II'VOU have any question,., or it'%vc may he offurther assistance, please do not hesitate to contact OLIr office at (425) - 420-2775. Respectfully SUbmitted, Gopal A. Singam, P.E. (A. Gopalasingarn) Principal Geotechnical Engineering COTISLIltant Copal A. Singam, P.E. Geolechnical Engineering Services in the Greater Seattle Area Gopal A. Singani, P.E. Cleotechilical Engineering Services in the Greater Seattle Area LL I Pap, 7 i' )I P 14-01 IN Jr/ks Dt-.;k C cotechr ical Repot N lay 6, 2, 0 if Noij )avo imNI'IIIO:,Ii;)I)S� 0. 1 we 111,1V 1,,(, 0 f firilivi assistimcz. pleme do tim 11C.,;itale xocoj. tact 4)urolrl.x, at 420-27T Respectfidly suhmmcc� Gopid A, Sitip,,,rri, 11,1`- (A Gop 'ilas mi!avi i Principal olmlinical II'ngmcvriiii!,.,'onsi Irlit GOVAL A. SINGAM, P.E. Lynnwood, Washington MobileTel. No. (425)241-3129 E-Mail: agsinganj((�.hotmailxom TITLE,: SENIOR/ PRINCIPAL GEOTECIINICAL ENGINEER/CONSULTANT REGISTRATION: PROFESSIONAL ENGINEER (P. E.) (WASHINGTON, 1996) AFFILIATION: AMERICAN SOCIETY OF CIVIL ENGINEERS EDUCATION: 1987-1989 M.S. (Civil Engineering — Geotechnical Engineering Emphasis), MGPA 4A.University of Oklahoma, Norman, 01"Jallonia, USA. 1980-1984 B.Sc.Eng (Hons.), (Civil Engineering - Geotechnical Eng. Emphasis), University of Peradeniva. Peradenlya, Sri Lanka. (Based on British Educational System) SUMMARY: Fie is a senior geotechnical engineer with over 23 years ofexperlence in geoteclinical and geo-structural engineering prqjects. Fie obtained a B.Sc.Eng (Honors) degree in Civil Engineering with geotcchnical engineering as honors degree specialty and a M.S. in Civil Engineering with Geotechnical Engineering emphasis. He has perforined gcotechnical site investigations for a wide range of clients entailing preparation and review of geolechnical engineering reports with state-of-the—art geotechnical analyses, design and recominendat ions. His expertise inc ludes earthworks design, settlement analyses, soft ground engineering, ground improvement, deep foundation design! and construction monitoring. laterally loaded pile analyses, numerical metliods for soil -structure interaction problems, seismic analyses, liquefaction analyses, stability analyses of slopes, embankments and earth dains, landslide investigation and reniediation, design of virtually all types of retaining structures including soil nailed retaining/shoring walls for high-rise buildings with deep multi -levels of undergrOUnd parking, design of foundations for bridges and danis. fie has also perfornied comprehensive geotechnical and structural designs and construction monitoring of retaining structures, that include; soil nall walls and slopes., sheet pile walls, reinforced earth walls and slopes, and cantilever soldier pile walls. He improved soil nalfing technology to suit various site and economic conditions as '*appropriate technology". He also authored 11LInierous publications abOLIt analyses and prediction of consolidation settlements of bridge approaches using FEM method by incorporatinginfinite elements as well as about advances in soil nalled rctaining systerns. EMITOVMENT HISTORV: 2012— Senior Geotechnical Engineer/Consultant (Part - Time) — Stantee, Consulting Services, Washington Pertbrin Geotechnical design and analyses. Prepare and review design and reports. Supervise Field Construction Monitoring, 2011— Associate Engineer (Part - Time) - Adams Resource Consultants, Washington Perforin. Geotechnical design and analyses, Prepare and review design and reports. 2007-2010 Sr. Geotechnical Engineer/Div. Manager - Krazan & Assoc. Washington Senior Geotechnical Engineer/Div. Manager in a geotechnical engineering division. ne Lead Professional Geotechnical Engineer for all Geotechnical Engineering Prqjects. DesWgi and Analyses, Pro.'ect Management, Review and Prepare Geotechnical April 2014 A. Gopalasingam, P.E. Page 1 Engineering Reports and Design Drawings for geotechnical pro . jects in the Pacific Northwest Region. Preparing Proposals and rnentoningjunior staffand inanagenient. 2002 —2006 Principal Engineering Consultant (PT) - Soil Tech / EC Chief Engineer for Geotechnical and associated Structural E-ngincering (shoring) prQjects. Prepared and reviewed geotechnical enguyineering reports for various large and small structures i ncluding geotechnical design a nd analyses in cluding f or d eep foundations. Proiect and personnel management an(] perfornied various comprehensive (geotechnical and structural) designs and construction monitoring of retaining structures including soil nail walls and slopes, sheet pile walls, reinforced earth walls and slopes, and cantilever soldier pile walls. Modified and improved soil nailing technology to suit various site and ecolionlic conditions its "appropriate technology". Performed business development and inanaged geotechnical engineering operations and staff in addition to illentoring them. 2001- 2002 Senior Engineer (PT) — Scott Wilson Senior design engineer tor Geotechnical/Civil engineering prqjects. Prepared geotechnical investigation reports and perfornied various comprehensive designs including sheet pile walls, reinforced earth walls and slopes, cantilever soldier pile walls, soil nail walls and slopes. Supervised construction monitoring. Performed and reviewed seepage analyses for deep roadway excavations. 1997— 2000 Senior Engineer — Golder Associates, Redmond, Washington Responsible for completion of all types of geotechnical engineering pr(ijects froill planning, coordinating and supervising.junior staff. A P.E. [it the State of Waslinlaton since 1996 and perfornied site investigations., earthworks design and monitoring, settlement a nalyses, deep foundation d esign, I aterally loaded 1) ile a nalyses, numerical methods for soil -structure interaction problerns, slope stability analyses ofenibankinents, and earth dairts, prepared geotechnical reports for inqjor development projects including high-rise buildings with underground parking, bridges and darns. Well-expencticed designer ofsoil nalling and other retaining structures including both geotechnical and structural design. Senior design engineer and ProJect Manager for soil n 'litig and other shoring pi-cliects throughout tile U.S. Contributed to tile soil nall design at C inanLial For the U.S. Federal Highway Administration. Well experienced in supervising and monitoring soil nailing and other shoring installations. 1991-1996 Staff to Pro�ject Engineer — Golder Associates, Redmond, Washington Perforined site investigations, earthworks monitoring, settlenient analyses, deep foundation design, laterally loaded pile analyses, nunierical inethods for soil -structure interaction problems, slope stability analyses, prepared geotechnical engineering reports for inqjor developinent proJects and bridges. Performed soil it ailing, MSE wall a nd shoring design, including structural design. M onitoring s oil n ailing and other shoring installations. 1991) — 1991 Staff Engineer — Trans Pacific Geotechnical Consultants, San Francisco, California Involved in site investigations, fieldwork, analyses, and report writing for commercial high-rise buildings, bridges and other infrastructures, monitoring I I __ deep foundation (piles and piers) installations, earthworks operations including nuclear density testing. April 201.4 A. Gopalasingam, P.E. Page 2 1988-1989 Research Assistant (half-time) — School of Civil Engineering, University of Oklahoma, Norman, Oklahoma Conducted research on the prediction of bridge approach settlements using finite elenient niethod-(FEM). Developed revolutionary infinite elernents to provide more efficient and appropriate boundary conditions in the modeling. Performed triaxial tests to obtain critical state parameters for the field applications. 1987-1988 'reaching Assistant (half-time) — School of Civil Engineering, University of Oklahoma, Norman, Oklahoma Lectured and tutored (or undergraduate as well as post -graduate civil engineering courses. Grading exams and course works. 1986-1987 Research Asst./Engineer, The Open University of Sri Lanka, Nawala, Nugegoda, Sri Lanka. Conducted research on the consolidation behavior of peat in Colombo. Focused on the ]on--terrn secondary consolidation behavior. 4-- 1985-1985 Civil Engineer, V.N. Construction, Colombo, Sri Lanka. Site Engineer for road development pro.lects. I'll BLICATIONS: Computer Software Experience: Well experienced in various coniputer soffivare packages including NIS Office, AutoCADI GoldNail, GoldSpiral, SNAILZ, SLOPE/W, Wallap, XSTABL, GRLWEAP, ALLPII...E, LPILE, SHAFT. DRIVEN, CONSOI-21), SHORE, MSEW, RESLOPE, RETAIN PRO, LIQUEFY PRO, etc. Consolidation Settlements of Bridge Approach Foundation, Anierican Society ofCivil Engineers (ASCE), Geotechnical Eng. Journal, Feb. 199 1. Consolidation S ettlernent of Br idge Approach Foundation using F EM technique with infinite elements, M.S. Thesis, University of Oklahoma, 1989. Analysis of Consolidation Settlements of Two Bridge Approaches in Oklahoma, Proc. Fifth hit. Synip. oil Nunicrical Methods in Engr.., held in Lausanne. Switzerland., Sept. 11-15, 1989., Seattle KOMO Television Station Sol] Nailing Pro.iect, Golder Associates, ASCE Seattle Seminar, 1998. CH: Construction of Sol] Nail Walls for Nawalapitiva— Nuwara-F-11ya Road Improvement Project, Sri Lanka, Reinforced Eartli Seminar, University of Peradeniva., 2005. AWARDS: 1973--1984 -'Nai--olhu ' iw". a inerit based Sri Lanka Govcrninent scholarship holder since start (Grade 7) to the conipletion ofundergraduatc studies. 1988 - Cleo Cross scholarship liolder for the outstanding international student at the school of(-.'1v1I E'nginecring, University ol'Oklahoina, USA. TRAINING: Radiation Sat"etv and use of Nuclear Density Gauges Supervising Investigation and Remedial Actions at Hazardous Waste Sites. Prqject Management I-Icalth & Safety April 2014 A. Gopalasingam, P.E. Page 3 &ar ' fto, MM -At avez tK� OL 6t rat 0 Z.� Ie4 APPLICATION for SIDE SEWER PERMT The City of Edmondsb EASEMENT No . .......................................... NEW CONSTRUCTION [j REPAIRS 0 400-06700 OWNER........... ........................................ ....................... CONTRACTOR .................................................................................................. PERMIT No . ...................... ADDRESS ........ ZZ.044-99th ... Place --- W . ................................................ LEGAL DESCRIPTION: LOT No . .............................................. BL4DCK No . ............................................ 0 NAMEOF ADDITION ......................................................................................................................................... Dye Tested On Sewer 1972 Approved: DATE.................. ............................. By ...................................................................... m SITE INFORMATION 51TE ADDRESS 22044 InTH FL W, EDMONDS, WA W020-4540 OINER EMSLEY ALLEN/CYNTHIA PO BOX b( 3, WOODINALLE, WA W012 STRUCTURAL E14GINEER5- SOUND STRUCTURAL SOLUTIONS RON SKWER PE 6628 2t2TH STREET SW SUITE 205 LYNRUOOD, WA W036 425 -1-18-1023 720r, =-, U., Z4 SCOPE OF WORK, - INTERIOR ALTERATIONS OF ExIsTwG HOUSE, ADDITION OF A MASTER 314 BAM F01ODELING EXIsTws KITCHEN, REMODELING OF BASEMENT BAT14 FROM 3/4 TO FULL BATH REPAIR LEAKS 4 DRY ROT IN EXISTING RN ROOK EXISTW. HOUSE DID NOT HAVE ANY 114SULATIM ADD R-38 BLOWN IN INSULATION TO ATTIC. ADD R-15 BLOM INSULATION TO ALL ExTEpJoR 2x4 WALLS. ADD R-30 NSULATION TO FLOOR OVER CRAW- SPACE - TO REPAIR ANY WINDOWS UAT14 DAMAGED INSMATED GLASS. To REPLACE ALL WTERJOR DOOR$. TO REPLACE ALL FLOOR COVERW3. NEW kTERIOR PAINTW, To REINFORCE (2) EXISTING HEADERS PER STR=RAL. ZCNW,: SM III Single Famf� Residence - Detacled OCCUPANCY-R3 CCHSTFICTION TYPE: V5 TAX PARCEL 11); W602100100600 LEGAL DESCRIPTION; TWW'AEW ESTATES DIV I BLK 001 D-00 - LOT & BLK A SITE UTILITIES. No WOW ON EXISTW. SEWER WATER, POWER PHONE AND CABLE AMA CALCULATIONS SITE AREA: 11,3256F ;:)(IqTW, ATTACWM GARAGE- 440 SF EXISTING HOUSE MAIN FLR AFEA. IfO38 Sp M99 FLR. AREA- AW SE "XISTpAS TOTAL L VING AREA 2,518 SF ExIsTING GARAGE 440 5F EXISTtW. HOUSE AREA 2:ft SF SITE AREA 11,325 SF EXISTING COVERAGE: 21% COVERAGE EXISTW. 140 C4444GE IMPERVIOUS SURFACES NO CHANGE' FRONT SETBACK 25' MAR SETBACK 25'(SAM As FRONT SET BACK) 011DE SETBACKS l'-b'(MIR)- FIRDPOSED DECK DELETED EXISTINC7 COW, - PAD 180 5F EASTM CONT. ROCKERY - I I WE HEN Zone — �5 Corner /Fla&_ Setbacks Required Actual Front E;1w--jLEL,— Sides N r\ Rear Other Height alp AAFALFWAM, FILE RESUB MAR o 4 2013 SURDING DEPARnWENT CITY OF EDMONDS