Loading...
22121 HIGHWAY 99_Redactediiiiiiiiii lill 14034 22121 HWY 99 6190.199- City of Edmonds Critical Areas Checklist The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are or may be present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. With a signed copy of this form, the applicant should also submit a vicinity map or 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.g. site plan, topography map, etc.) or studies in coWunction 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 belowy: Owner / Applicant: Name 6--�Oh aw Street Address VW'V�k.' & Ito,* 1*?W City, State, ZIP Phone Signature Date Applicant Representative: *7 r b kv- A- L Name FDA)& Street Address Ira. qg446 7vok 0111 CA FILE NO_ ­ l l9 —U-] Critical Areas Checklist Site Information (soils/topography/h dro ogy/vegetation) 1. Site Address/Location: 2. Property Tax Account Number 2�27Q �' ©�24 O 06 3. Approximate Site Size (acres or square feet): *-3� 0 !! . V 4. Is this site currently developed? i--'es; no. If yes; how is site developed? F-XI'-121 5. Describe the general site topography. Check all that apply. 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_ o ; Approx_ Depth: 7. Site contains areas of seasonal standing water. ke Approx. Depth: What season(s) of the year? 8. Site is in the floodwayjQ floodplain _ of a water course_ 9. Site contains creek or an area where water flows across the grounds surface? Flows are year- round? A0 Flows are seasonal? (What time of year? )_ 10. Site is primarily: forested ;meadow _;shrubs ; mixed t/ ; urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site: For City Stall Use Only 1::':.. Site is Zoned? 2: ': S4ZS'mapped soil types)? 7. 3.:. Wetland inventory or C.A. map indicates wetland present on site?, 4 Critical Areas inventory or C.A. map indicates Critical Area on site? . 5: ;::Sitewithin designated earth subsidence landslide hazard area? K�C 6: Site designated on the Environmentally Sensitive Areas Map? /k CONDITIONAL WAIVER Rev Olrou94 W W W W W W xxin 4A 1A coo Anco r �CIV _aav_ AAA M CI M k c� cq1cz6t4n-1, 2 212 1- JA1✓ g� Z .o W � � vl N 00 P \o m . --- riv 0) .09- .41 . w -• f �r .. r... ..f .._._.n.�\w- �:.f �..�...�_.....--� i 't .- ..tf.- - ... .. .. �t A�✓ .Gil v�11MT.�}. i..\A \y w. S.'.-T11r�P..¢ .ii♦ �... .n.. 4 +._.�.. . - NNN 0- 01S WWW 3'b W W W Z N N W coo NOO a = 4 MHO �- ava rrr 2-5 N M CI S Poi v• oog33) 3a o OD666 6 3o O.00 33 3 ? 3•" , v . .. o•oD �G66 rest' . I , i ,'`8'iti•.. i. .k. . •i'f%t,?. � .%i�4 ?i.. .. ., �. r�S`:.. � ,^3 �.�. i`.=t�'... ..... .. ., .. 6- 10— 271, 19 2- LXU 4n 4n Ewa aaa A A A C4 C4 C4 Jd 30 he 4 /4 av_v N C; !V N CI M P� 0��P, --o -L 36 326.► Z19.56 Zvi v 11 4.15 1-7K-5y z• 48 30 30 3o ) -) E. 5 ? /� ( (30-�}0� t►�,f5 Z - 3, Aj 114.fs = 57.52+2449,k It41512 : 34,115 z S z = 3a -X 114•I5. = 3,424•5 5 (2b6•i + 151.06) 114•0/2 = 20, 3S5 S = = 20 395 = 3 os3 T , �� vz gI 3 L12,+.5$.015001 = 51.3-7 (j2 4L .60$33 z 9, 54 •Oo666 = 221$3 Iu03?3 = t I • '41 S 2q 38 S . 00166 33. 9 "7 1. 11 9 --a 50 •55 1�8�12 4L 5.55 55 d 13 "1 5. 'o o V-e-P Pe• D & 3 O. 2, 2 .09 N t �,- Transportation and Traffic Engineering PLANNING • DESIGN April 22, 1993 Mr. David Kim SMK Development 8308 Frederick Place Edmonds, WA 98026 R CEIVEL) APR 2 8 1993 PLANNING DEPT. SUBJECT: SR 99 MOTEL TRAFFIC IMPACT ANALYSIS Dear Mr. Kim: The Ituns 0 Group TG: 93223.00 Thank you for choosing The TRANSPO Group to perform the traffic analysis for the pro- posed SR 99 motel. We have completed our analysis, which is documented in the attached memorandum. Highlights of that memo include: A 15-unit motel is proposed to be replaced by a 55-unit motel. This would increase the traffic by 290 trips per day with 32 trips (17 entering, 15 exiting) occurring during the PM peak hour. SR 99's intersections with 220th and 224th Streets SW currently operate at LOS F and LOS C, respectively. The levels of service at these intersections would not worsen in 1995 with or without the project. The major left turn into the project driveway would operate at LOS D in 1995 with or without the project. The minor left turns out of the project would operate at LOS E during the PM peak hour in 1995 with or without the project. LOS E operating conditions are typical for minor left -turn movements at driveways along SR 99. This LOS E condition would affect approximately four vehicles during the PM peak hour. The minor right turn out of the proposed driveways would operate at LOS B in 1995 with or without the project. Also, the calculated driveway levels of service do not take into account the gaps -in SR 99's traffic stream due to the nearby signals at 220th and 224th Streets SW. These signals have a platooning effect on SR 99's traffic stream that creates large gaps. These gaps, which occur during every signal cycle, create additional opportunities for turning movements across SR 99's traffic stream. Currently, north and southbound through lanes on SR 99 queue past the existing motel driveway on occasion during the PM peak hour. Field observa- tions showed that these queues cleared quickly with each signal cycle. During the queue, however, it was noted that the northbound traffic would stop south of the existing driveway to allow left -turn access in and out from the two-way, left -turn lane on SR 99. Mitigation for the proposed 55-unit motel could include frontage improvements along SR 99 and a fair share contribution for the cost of transportation improvements in which the project impacts. The proposed motel would gen- erate approximately 23 PM peak hour trips north of the site on SR 99 and through the 220th Street SW/SR 99 intersection. It would also generate approximately 9 PM peak hour trips south of the site on SR 99 and through the 224th Street SW/SR 99 intersection. The TRANSPO Group, Inc. 14335 N.E. 24th Street, Suite 201 Bellevue, Washington 98007 FAX: 206/747-3688 206/641-3881 • • Mr. David Kim April22, 1993 Page 2 The Transpo Group You may submit this information to the City of Edmonds for SEPA review. Thank you again for asking TRANSPO to assist you with your project. Please let us know if we can answer any questions regarding our analysis. Sincerely, The TRANSPO Gr , I Laura S#ley Van Dyke Transp rtation Engineer LSV/vew Attachment cc: YMn-mDonald Westlin, Westlin Group 1LSV\93223CL Transportation and Traffic Engineering PLANNING • DESIGN C� J MEMORANDUM TO: David Kim SMK Development CEO. FROM: Laura S. Van Dyke The TRANSPO Group, SUBJECT: SR 99 MOTEL TRAFFIC IMPACT ANALYSIS April 22, 1993 93223.00 The Trans o Group This memorandum documents the transportation conditions in the vicinity of the proposed project. This memorandum has been organized to initially discuss existing transportation conditions, followed by future baseline and future with -project transportation conditions. EXISTING CONDITIONS Project Description and Location A 55-unit motel is proposed to replace an existing 15-unit motel located at 22127 - SR 99 in the City of Edmonds. The proposed site is located on the east side of SR 99, between the 220th Street SW/SR 99 and 224th Street SW/SR 99 intersections. The existing motel currently has one access driveway on SR 99, the project is proposing to add one additional driveway. SR 99 currently has a five -lane section adjacent to the project site. Existing Traffic Volumes and Traffic Operations Traffic volumes at SR 99's intersections with 220th and 224th Streets SW were obtained from City of Lynnwood's traffic department. Approximately 5,745 and 3,175 vehicles cur- rently pass through SR 99's intersections with 220th Street SW and 224th Street SW dur- ing the PM peak hour, respectively. A total of 3,885 vehicles pass by the proposed site on SR 99 (both directions) during the PM peak hour. Existing levels of service were calculated at SR 99's intersections with 220th Street SW, 224th Street SW, and the existing hotel driveway. Levels of service (LOS) are measures that provide qualitative descriptions of traffic operating conditions at an intersection and are designated with letters ranging from LOS A to LOS F. LOS A represents excellent operating conditions with little or no delay, while LOS F represents very congested, stop -and -go condi- tions. LOS E represents at -capacity operating conditions. The 220th Street SW/SR 99 intersection currently operates at LOS F with an average stopped delay per vehicle of 140 seconds, while the 224th Street SW/SR 99 intersection operates at LOS C with an average delay of 17 seconds. The TRANSPO Group, Inc. 14335 N.E. 24th Street, Suite 201 Bellevue, Washington 98007 FAX: 206/747-3688 206/641-3881 Mr. David Kim April 22, 1993 Page 2 Access Driveway The Transpo Group The existing motel driveway operates at LOS E and LOS A for the minor left and right turns out of the driveway. LOS E conditions are typical for minor left -turn movements along SR 99. The major left turn into the driveway from SR 99 would operate at LOS D. It is important to note that the calculated level of service at the unsignalized access driveway does not consider the effect of the two signals located on SR 99, just north and south of the site at 220th and 224th Streets SW. These signals have a platooning effect on SR 99's traffic stream that creates large gaps. These gaps, which occur during every cycle, create additional opportuni- ties for turning movements across SR 99's traffic stream. Based on field observations, there were sufficient opportunities for turning movements at the existing motel driveway. The northbound and southbound through lanes on SR 99, between 220th and 224th Streets SW, were observed to occasionally queue past the existing motel driveway. However, it was noted that vehicles in the northbound through lanes would generally stop short of the existing driveway and allow access in and out from the two-way, left -turn lane on SR 99. Therefore, actual driveway operations were not significantly affected by the existing queuing on SR 99. FUTURE BASELINE CONDITIONS Planned Street Improvements SR 99 is included in the City of Edmond's Six -Year Transportation Improvement Program (TIP). SR 99 is programmed for widening to seven lanes along the project frontage. It is not certain that SR 99 will be improved by 1995. Therefore, to be conservative, future 1995 level of service calculations include the existing five -lane section. The SR 99 traffic signal system will be retimed during the PM peak hour due to committed mitigation by the recently approved Top Foods project. This will occur during the summer of 1993. 1995 Baseline Traffic Volumes and Intersection Level of Service The proposed motel is expected to be built and occupied by 1995. Traffic volumes in the project vicinity were increased to estimate the volumes in 1995 without the project. These volumes create a "baseline" with which to compare the project -generated traffic volumes. The 1995 traffic volumes at the study area intersections were estimated by comparing historical traffic counts to detennine the growth expected. 220th Street SW experienced a total vehicle increase of 5 percent, while 224th Street SW experienced essentially no growth. Approxi- mately 6,335 and 3,300 vehicles are expected to utilize SR 99's intersections with 220th and 224th Streets SW in 1995 during the PM peak hour. An estimated 1,695 vehicles would pass the proposed site on SR 99 in 1995 during the PM peak hour. SR 99's intersections with 220th and 224th Streets SW would remain at LOS F and LOS C in 1995 without the project. Mr. David Kim April 22, 1993 -Me Page 3 TIAPOV-9 Access Driveway Group The minor left and right turns out of the existing motel driveway would operate at LOS E and LOS B in 1995 without the project. The major left turn into the existing driveway would continue to operate at LOS D. FUTURE WITH -PROJECT CONDITIONS Trip Generation, Distribution, and Assignment Trips generated by the proposed 55-unit motel were estimated using Tip Generation (Institute of Transportation Engineers, 5th Edition, 1991), and are shown in Table 1. Trips generated by motels are estimated based on the average number of occupied rooms. Most motels have an average occupancy rate of 85 percent: however, to be conservative, the proposed motel was assumed to be 100 percent occupied. Table 1. Trip Generation Summary Daily AM Peak Hour PM Peak Hour Land Use Units In Out Total In Out Total Proposed Motel 55 425 22 15 37 23 20 43 Existing Motel 15 72 6 4 10 _ 6 5 11 Net Increase' 40 353 16 11 27 17 15 32 t Net = Proposed - Exisdng. Because the proposed site has an existing use, only the increase in total trips (i.e., "net" trips) are analyzed in intersection operation calculations. Net trip generation is calculated by subtracting the existing trip generation from the proposed trip generation, also shown in Table 1. The proposed motel would generate an increase of approximately 290 daily trips, with 27 trips (16 entering, 11 exiting) occurring during the AM peak hour, and 32 trips (17 entering, 15 exiting) occurring during the PM peak hour. A trip distribution for the project -generated trips was developed, based on the location of the major transportation facilities (i.e., SR 99 and I-5) with respect to the proposed site. The distribution is shown below: Sixty (60) percent to/from I-5 via 220th Avenue NE Ten (10) percent to/from SR 99-North Thirty (30) percent to/from SR 99-South. With this distribution, 23 and 9 PM peak hour project trips were assigned to the 220th Avenue NE/SR 99 and 224th Avenue NE/SR 99 intersections, respectively. Mr. David Kum April 22, 1993 The Page 4 Transpo Group 1995 With -Project Traffic Volumes and Intersection Levels of Service The project trip assignment was added to the 1995 baseline traffic volumes to create the 1995 with -project traffic volumes. Approximately 6,358 and 3,474 vehicles are projected to enter SR 99's intersections with 220th and 224th Streets SW in 1995 with the project. The project would add 23 trips north of the proposed site and 9 trips south of the site on SR 99 during the PM peak hour. The levels of service at the 220th Street SW/SR 99 and 224th Street SW/SR 99 intersec- tions would continue to operate at LOS F and LOS C, respectively, in 1995 with or without the project. Proposed Access Driveways The proposed 55-unit hotel would add one additional driveway on SR 99. This additional driveway would be located just south of the existing driveway. The left and right turns out of the driveway would continue to operate at LOS E and LOS B in 1995 during the PM peak hour. The LOS E conditions would affect approximately four vehicles turning left out of the proposed driveways during the PM peak hour. The major left turn into the proposed drive- ways would continue to operate at LOS D. However, as mentioned previously, the gaps, created in SR 99's traffic stream due to the nearby signals, would provide additional oppor- tunities for project trips to access SR 99. If queues from adjacent signals backup past the proposed driveways, it is likely that the northbound through lanes would continue to stop south of the access driveways to allow turning movements in and out of the proposed motel. Mitigation While the proposed motel has a very minor impact on the vicinity roadways and intersections, appropriate mitigation could include contributing a proportionate share to the cost of the transportation improvements in which the project impacts. The proposed motel generates approximately 23 PM peak hour trips north of the project, on SR 99 through 220th Street SW/ SR 99 intersection, and approximately 9 PM peak hour trips south of the project on SR 99 through the 224th Street/SR 99 intersection. In addition to a fair share contribution, the project would likely be required to construct frontage improvements along SR 99 to comply with Washington State Department of Transportation guidelines. LSV/vew \LSVA93223M 1 • DONALD R. WESTLIN ARCHITECT P.O. BOX 1332 LYNNWOOD, WA 98046 (206) 778-0171 December 13, 1995 Mr. Gordon C. Hyde Engineering Coordinator City of Edmonds 250 5th Avenue North Edmonds WA 98020 RECEIVED DEC Z 8 1995 PERMIT COUNTER Re: Storm System - Downstream Easements 55 Unit Motel for SMK Development Co. 22127 SR 99 Edmonds WA Dear Gordon, I have worked with Mr. Lowell Ingram, resident manager for Mill Park Condominium #1 & #21 in trying to achieve an easement for a direct connec- tion to their storm water detention system, however without any success. He has advised me that according to their covenants they would require 100% agreement of all the 120 residents of subject condominiums and he claimed this would be impossible to achieve. I have apprised him of our current spreader solution and he doesn't seem to have a problem with it. The existing motel is currently using a septic system located in the same area as our current proposal and he has stated that they do not see any water seepage onto their property. I trust this letter will satisfy your concerns. Very truly yours, Donald R. Westlin x.c. Mr. David Kim drw/pw j.. yj 0'k CITY OF EDMOND$ VIM le % COMMUNITY SERVICES Date- �^ L /, "IReceived of:Jtj%pL.f-lR%l�. %• r�+ _- P. /lLt�??itfl��AGP. 5 ;Cash ec_ .Water Meter Sie;• •- t.Water'Connectlon-- ,. ;;Srm ewer Peit/Repa'r Tr enC arge r=- Sewer Connection/LID Fee :R..Wc;Construction Permit r Street nescoracl0n Street Cut (20) Street O15rUpt on -,fee :2.2$'InsPectlon Fee - 4loo Eng.. $pees. &s.P. ans " Storm;Dfti naga j,ee Street Use Perm-�t '.Bur in ermlt(Tvoe).-4m Plan Check Fee ! State Surc arge'-Fun 622) 1 coning nppl lead Ons (TYpe) V: wrenne Permits a,� S Ei;P.A. Review< z"nRecor 4n9 Fee-' - - -. r„Maps/Bo 's 'n .P otostating: �� AL W o o: TAK -r, s a omoaa� oo:, o a -95te bf Hearing: Time. BY: Permit #: :���.",...... E twz D Flo V ,PERMIT Comm STORM DRAINAGE CALCULATIONS FOR 55 UNIT MOTEL 2212t Highway 99 Edmonds, Washington November 13,1995 EXPIRES 1 i 30 / PREPARED BY: Ronald F. Hughes, P.E. 5721' 178th Street Southwest Lynnwood, Washington 98037 (206) 743-5787 % z C-22 -6 - --T - - 'pol-S vu --Gi r17 Z rAl 5*176 34 c ,5:71VI2 15' I-'-- X1,7 7//v C, IT/eWl 1 2 5-r 5(2 7 w 9 4-.,k (V- J- A A /- (;l 79 x 001 27c,'C --------------- 7 7 1 ZS O�y • 57-o)e rl %��f�./NG� Ci`l[.Cvc./aT/a�iJ .. (CO/vTiNr/C:i�> cv, Fr V47L 8 Z 72 PG r-7 7 ZIFICC f 7 df� w6virm, y -�7 Z7/ T 25 Vv" U 121A. 5-PrIv pgll-L67) c 0, e, U. Trr-79M P111,4 / /,-- 1-i G 'C. — Cr oral .rT C/V z1q rj-iz. "i :;-4Z F r f ce 11 CIV... - ZA1571 IG -2 4Z L S066T FLpeJ 7 356' 7-, 0.364 574 mIlvilre5 (,Z2127 5,1Z 71111L r r-, Co7 1/- t 1:�_67 rZ V -/Z v v-s- A A 06-VZ-,LC7,vE'7) Cc7lvVl7lc7lv,5 0.13 !i 06 0,65 zr, fz fz K—L L 0,06 c 50 YZ-/" g, 2 4 li 0617Z L Z4 0. 2 Oc F F/ C, EXISTING CONDITIONS --------------------------------------------------------------- ------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 1.50" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.6,85,0.18,98,54.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .8 .6 85.0 .2 98.0 54.7 PEAK-Q(CFS)' T-PEAK(HRS) VOL(CU-FT) .06 8.00 . 1805 --------------- ------------=------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .6,85,.18,98,54.7. DATA PRINT-OUT: AREA(ACRES)' PERVIOUS IMPERVIOUS TC(MINUTES) - A CN A CN .8 .6 85.0 .2 98.0 54.7 PEAK-Q(CFS). T-PEAK(HRS) VOL(CU-FT) .10 8.00 2864 ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP. -------------------------------------- 7------- 7----------------------- ENTER: A(PERV), CN(PERV),.A(IMPERV), CN(IMPERV), TC FOR BASIN NO.. 1 .6,85,.18,98,54.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .8 .6 85.0 .2 98.0 54.7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .20 8.00 5214 DEVELOPED CONDITIONS ---------------------------------------------------=------------------ ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 1.50" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .13,86,.65,98,1.4 ' DATA PRINT-OUT: AREA(ACRES) -PERVIOUS IMPERVIOUS TC(MINUTES) A CN A 'CN .8 .1 86.0 .6 98.0 1.4 PEAK-Q(CFS) T_=PEAK(HRS)• VOL(CU-FT) .30 7.67' 3254 ---------------------------------------------------------------------- S.C.S. TYPE-l.A DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV)., TC FOR BASIN NO. 1 .13,86,.65,98,1.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS. TC(MINUTES) A CN A CN , .8 .1 86.0 .6 98.0 1.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .42 7.67 4588, ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP. ********* -------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .13,86,.65,98,1.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) / A CN A CN ..8 .1 86.0 .6 98.0 1.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .66 7.67 7318 I %)E 7E 12MiwE )PE gllaeo STo1QA6G 60 PIA• 7o4NK 1 - POND 4 - INFILTRATION POND 2 - TANK 5 - INFILTRATION TANK 3 - VAULT 6 - GRAVEL TRENCH/BED 2 ENTER: TANK DIAMETER (ft), EFFECTIVE STORAGE DEPTH (ft) 5,5 ENTER [d:][path]filename[.ext] OF PRIMARY DESIGN INFLOW HYDROGRAPH: 10devkim PRIMARY DESIGN INFLOW PEAK = .42 CFS ENTER PRIMARY DESIGN RELEASE RATE(cfs): .10 ENTER NUMBER OF INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE (5 MAXIMUM): 2 ENTER [d:][path]fil•ename[.ext] OF HYDROGRAPH 1: 2devkim ` ENTER TARGET RELEASE RATE(cfs):. .06 ENTER [d:][path]filename[.ext] OF HYDROGRAPH 2: 100devkim ENTER TARGET RELEASE RATE(cfs): .20 ENTER: NUMBER OF ORIFICES, RISER-HEAD(ft'),. RISER,-DIAMETER(in) 2,5,12 RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = .12 FT SPECIFY ITERATION DISPLAY: Y - YES, N - NO n SPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE c INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 1785 CU-FT BOTTOM ORIFICE: ENTER Q-MAX(cfs) .06 DIA.= .99 INCHES " TOP ORIFICE: ENTER HEIGHT(ft) 3.25 DIA.= 1.06 INCHES PERFORMANCE: INFLOW TARGET -OUTFLOW ACTUAL -OUTFLOW• PK-STAGE STORAGE DESIGN HYD: .42 .10 .10 4.99 ..1072 . TEST HYD 1: .30 .06 .05 3.33 750 TEST HYD 2: .6.6 .20 .66 5.14 1070 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E. - ENLARGE, S - STOP 0 2 7 VC764XM�- r'� -7 (72 C 61, F?- 7/7 f6T�tll Vvz r72 �� -9 6 r 7.%� - k-Jv C- o"rs t-j - - ---- co -- ------ dJ STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN FIGURE III-1.1 Volume Correction Factor to be Applied to Streambank Erosion Control BMPs Based on Site Impervious Cover so , 4s 40 v 35 LL 25 ` 20 15 10 0 20 40 e0 so 100 SITE IMPERVIOUS COVER Coo �S% � coRREcrioN F�v�rve i - A STORM DRAINAGE CALCULATIONS 55 UNIT MOTEL 22127 Highway 99 Edmonds, Washington November 13,1995 ' I EXPIRES I i 30 / V I PREPARED BY: . Ronald F. Hughes, P.E. 5721 178th Street Southwest Lynnwood, Washington 98037 (206) 743-5787 q T rz�Z % J. 9 . �1! X1 "17 0 , P619 70 5-o 7­9 sc _J7 xtvQ� -:2 7 r -245 4 __. q3z 4 -7 < Vr A c, v, a3 c o1v 7- / Al 611- 570 cv, &: P3O3 Cv,FT f 7 O. 27/ r-- 7' 25 /-/""C/J-C- 5 L4 -jo IA. 511P1:7 pgle-L6V rzg( -(C 7— ---------- ' 2 ZOa IT, .40 51JC6T Fe ro-/ o. 364 57. '1 MIVI175,5 5& r,49 ;-cl) '::' 07F /.i, -, CAI 0160 (95 0.16 V, 65 Z 4 (W6 cr- r m 0,/7z 42 24 ljoag 0.20.-F-) EXISTING CONDITIONS ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 1.50" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.6,85,0.18,98,54.7 DATA PRINT-OUT: ' AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .8 .6 85.0 .2 98.0 54.7 PEAK-Q(CFS)' T-PEAK(HRS) VOL(CU-FT) .06 8.00 1805 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .6,85,.18,98,54.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .8 .6 85.0 .2 98.6 54.7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .10 8.00 2864 ---------- =----------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV),.A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .6,85,.18,98,54.7 DATA -PRINT-OUT: AREA(ACRES) PERVIOUS A CN .8 .6 85.0 PEAK-Q(CFS) T-PEAK(HRS) .20 8.00 IMPERVIOUS TC(MINUTES) A CN .2 98.0 54.7 VOL(CU-FT) 5214 DEVELOPED CONDITIONS - ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 1..50" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .13,86,.65,98,1.4 ..DATA -PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .8 .1 86.0 .6 98.0 1.4 PEAK-Q(CFS) T_-PEAK(HRS) VOL(CU-FT) .30 7.67 3254 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .13,86,.65,98,1.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS; TC(MINUTES) A CN A CN .8 .1 86.0 .6 98.0 1.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .42 7.67 4588. ---------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP. ********* ---------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .13,86,.65,98,1.4 DATA PRINT-OUT: AREA(ACRES) IF., PERVIOUS A CN .1 86.0 IMPERVIOUS A CN .6 98.0 TC(MINUTES) 1.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .66 7.67 7318 i j)E�E,Q,y,�vE �PEQv�REi� sToR/�GE 60 VIA• 704NK 1 - POND 4 - INFILTRATION POND 2 - TANK 5 - INFILTRATION TANK 3 - VAULT 6 - GRAVEL TRENCH/BED 2 ENTER: TANK DIAMETER (ft), EFFECTIVE STORAGE DEPTH (ft) 5,5 ENTER [d:][path]filename[.ext] OF PRIMARY DESIGN INFLOW HYDROGRAPH: lodevkim PRIMARY DESIGN INFLOW PEAK = .42 CFS ENTER PRIMARY DESIGN RELEASE RATE(cfs): .10 ENTER NUMBER OF INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE (5 MAXIMUM): 2 ENTER [d:][path]fil•ename[.ext] OF HYDROGRAPH 1: 2devkim ENTER TARGET RELEASE RATE(cfs): .06 ENTER [d:][path]filename[.ext] OF HYDROGRAPH 2: 100devkim ENTER TARGET RELEASE RATE(cfs): .20 ENTER: NUMBER OF ORIFICES, RISER-HEAD(ft),.. RISER-DIAMETER(in) 2,5,12 RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = .12 FT SPECIFY ITERATION DISPLAY: Y - YES, N - NO n SPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE c INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 1785 CU-FT BOTTOM ORIFICE: ENTER Q-MAX(cfs) .06 DIA.= .99 INCHES TOP ORIFICE: ENTER HEIGHT(ft) 3.25 DIA.= 1.06 INCHES PERFORMANCE: INFLOW TARGET -OUTFLOW ACTUAL -OUTFLOW DESIGN HYD: .42 .10 .10 TEST HYD 1: .30 .06 .05 TEST HYD 2: .66 .20 .66 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, PK-STAGE 4.99 3.33 5.14 STORAGE 1072 750 1070 E - ENLARGE, S - STOP - I. 1 . r • L v ~ STORMFIATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN FIGURE III-1.1 Volume Correction Factor to be Applied to Streambank Erosion Control BMPs Based on Site Impervious Cover 50 45 40 30 G 25 20 15 10 L L 0 20 tO 00 90 100 SITE IMPERVIOUS COVER C110 437/70 CORRECT/ON TOR 111-1-3 FEBRUARY, 1 PROJECT REVIEW CHECKLIST - .-,OJECT NAME: k,4AA e6 PROJECT ADDRESS: 221Z,'1 PLAN CHECK #:-14'Z RECEIPT DATE: J EVIEW R D BY. (I nitial/Date) PLAN. WATER [."SEWER COMMENTS FIRE* BLDG- STREF:T: F=mc", Setbacks/Variance/Setback Adjustment --------- - Conditional Use Permit ADB Requirements .3 Other Zoning Requirements 4 Underground Wiring Required ------------- - .... . Lot Slope 1,5% . . . . . . . . . . . . . . . . . ................. 6- SEPA. Environmental Checklist/Hydraulics Permit Permit . . . . Tree Cutting Plan Plat/Subdivision Requirements 9 Legai Description Verification M1 Quit Claim/Street Dedications• MI Easements - Public/Private :12 Engineering Storm Drain Review Fee 'from Engineed 9 2.2 Inspection Fee Drainage Plan (on -Site) Setback - To of Bank. Stream, Water Courses Setback - Storm Drain Line Open Ditch - Existing Culvert Required Culvert Size :20 Shoulder Drainage/Shale Open Runoff Catch Basin Required -'21. .22 Driveway Slope & Vehicle Access a-L- 23 Sidewalk Required 17-C-6 .:24 Curb & Gutter 9,equirecl ' Lj1-,5 1,25. Curb Cut For Driveway Required tf.Ey 26 Street Paving Required 27 Right -Of -Way Construction Permit Required Y,?�s 28 Street Name Sign Required . . . . . . . . . WIN• 29 Other Signing Required . . . . . . . . . . . 30 Bond Required For Public Improvements z-f E. 5 :-31- FEMA Map Check/Water Table Kma", W.- '32 Side Sewer Availability qt2; .33 Calculate Sewer Connection Fee If No LID '34 Create Street File 1:35 1 Existing Water Main Size ::36 Water Meter Size Service Line Size ..37 38 Water Meter Char a Re uired 'De •.:-.39 Hydrant Required ..:40. Hydrant Size Existing Fire Line Charge Required - Sprinkler Street Cut . . . . . . ... .. .. .. . . . . - ----------- Miscellaneous Z]geZ!��r_ IlWe, -rl4A.?�70,�j I— Reviewed By: FIRE PLANNING FILE:DATA123/PROJCKLS.SFINST.tiFt-ET F94LE LNGINEERING PURL C �—WORKS� -k PERMIT APPLICATION REQUIREMENTS To: Applicant From: Lyle Chrisman, Engineering Inspector Owner. 1` i kA Plan Check No: L Address: 2 (L 1 u Z l -t Date: After review of the subject permit application, the following requirements must be met: 1. Construction hours are: WEEKDAYS — 7:00 A.M.-10:00 P.M.WEEKENDS/HOLIDAYS —10:00 A.M.-6:00 P.M. 2. A separate RIGHT-OF-WAY CONSTRUCTION PERMIT is required for all work on public property. (ECDC 18.60) 3. Truck haul route plan must be submitted and approved prior to permit issuance. 4. Builder/owner is responsible for containing all temporary runoff and erosion control on site. (ECDC 1830.030d) 5. NO WORK SHALL BE DONE WITHIN 15 FEET OF STREAMS OR 10 FEET FROM ANY CLOSED DRAINAGE FACILITY. BUILDER/OWNER IS RESPONSIBLE FOR IDENTIFYING CONDITIONS ON THE DRAWING. (ECDC 1830.50G) 6. FILTER FABRIC FENCE SHALL BE INSTALLED AND INSPECTED PRIOR TO CLEARING AND CONSTRUCTION. (ECDC 1830) . 7. INSPECTIONS ARE REQUIRED ON STORM DRAINAGE SYSTEMS, TIGITPLINES AND CATCH BASIN INSTALLATION. INSPECTIONS ARE REQUIRED PRIOR TO BACKF DUNG. (ECDC 1830) 8. Repair or replace all defective existing curb, gutter and sidewalk adjacent to the property. If an intersection is involved, a handicap ramp may be required. Contractor shall meet with the City Engineering staff to determine the extent of repair prior to issuance of the permit. (ECDC 1&90) 9. Driveway slope shall not exceed 14% without a waiver. Every attempt should be made to keep the slope below 14% Waiver granted to °/a (ECDC 18.80.060D) 10. Driveways must be paved from property line to City RIGHT-OF-WAY. A separate permit is required. (ECDC 18.80.060C) 11. INSPECTIONS ARE REQUIRED ON DRIVEWAYS AND SIDEWALKS pRIORTO AND AFTER POURING. (ECDC 1830) 12. No burning of construction refuse without a permit from the Fire Departatent. 13. Connection to City water system is required. Them is a separate charge for the water meter. (ECDC 7.20) 14. A back water valve is required if downstairs plumbing is below the elevation of upstream manhole.. (ECDC 7.20) 15. Water and sewer main lines should be separated by 10 feet minimum. (ECDC 1&10) 16. �l the City sanitary system is required. A separate permit is required. i �_ Fees paid: Yes No Charge_ (ECDC 1&10} 17. U ndergr ound wiring is required on all new construction, and for additions, alterations, and repairs that exceed 506A of the total assessed value of the structum (ECDC 1&90) pr� 18. A FINAL ENGINEERING INSPR—W0 W) I U a .;,_L PVOR TO THE BUILDING DIMON GRANTING OCCUPANCY OF THE BUILDING OR STRtUCIURE. Q=C 1&90) IRMTPJSQl� • �� 1'�c-oy.► �rvS r' L�^� I�cWz� G>'1 aCI ou�sirJ�' I�oS� byv.� ► � ��fJ �' RDor / 5�''Y►/i'l��✓r2�m�► f�.�r (_�1n%v-'��/k�r�_ � � ' -��'t•�1�� � �II�G— {�`-1�.�4t� m the t., ROUP DONALD R. WESTLIN 'ARCHITECT P.O. BOX 1332 LYNNWOOD, WA 98046 (206) 778-0171 J, 0 -MEMORM)IJIM iTRANSMITTAL G. FAX ❑ OTHER TO:' DATE: r--75F "tv, 114'*T� PROJECT;: PROJECT NO.: a34 v 33,000 . z's-ca / 200 3500 04J,9 c2O BY: oc: SFIi //c," coo "cl DATE: /yuV .2-1, 9 MEMO TO: FROM: SUBJECT: SEWER CONNECTION CHARGES ZZI Z 1 27� 99 (Street Address) --// Legal Owner) 0_... Single Family Residence Subdivision Plat PRD Multiple Commercial_ LEGAL DESCRIPTION: Z.F.F. Calculation: ( \4l• IZ) Z.F.F. x ( 5'55 ) _ $ ( ) Lateral x( ) _ $ st ( S Ci ) Unit (s) x($25.00 ) _ $ 1 70 S * b b $ 3°' av $;�221,6) Ij 'k e-) z-� 11-21--q6 Connection Fee Lateral Charge Equivalent Count (when applicable) Trunk Charge Permit TOTAL astol Mom RECEIVED SEPI 3 695 PERMIT COUNTER GEOTECHNICAL INVESTIGATION PROPOSED FIFTY-FIVE UNIT MOTEL BUILDING 2212 / 22g7 HIGHWAY 99 EDMONDS, WASHINGTON HWA Project Number 93136 February 2, 1994 Prepared For SMK DEVELOPMENT COMPANY Mal +IONGWEST gr ASSOCIATES. INC. n j f u 01i EONGWEST &ASSOCIATES, INC. Geotechnical Engineering Hydrogeology Geoenvironmental Services Testing & Inspection I " February 1, 1994 HWA Project No. 93136 SMK Development Company 8308 Fredrick Place ' Edmonds, Washington 92026 Attention: Mr. David Kim Subject: Geotechnical Investigation Proposed Fifty-five Unit Motel Building 22127 Highway 99 (, Edmonds, Washington Dear Mr. Kim: At your request, Hong West and Associates (HWA) completed a geotechnical investigation of the site. The accompanying report presents the results of the investigation. We appreciate the opportunity to provide geotechnical engineering services on this project. Should you have any questions regarding this report, or require additional services, please contact me at your convenience. Sincerely, HONG WEST AND ASSOCIATES WAS 0 Scott L.Hardman, P..E. Senior Geotechnical Engineer �5285 cc: The Westlin Group, Attn: Don Westlin. EXPIRES 19730 - 64th Ave. W. Lynnwood, WA 98036-5904 Tel, 206-774-0106 Fax. 206-775-7506 TABLE OF CONTENTS 1.0 GENERAL....................................................................................I 1.1 PROJECT DESCRIPTION................................................................................... 1.2 SCOPE OF WORK............................................................................................... 1 2.0 FIELD AND LABORATORY INVESTIGATIONS..................................2 3.0 SITE CONDITIONS........................................................................3 3.1 SURFACE CONDITIONS .............. :..................................................................... 3 3.2 REGIONAL GEOLOGY...................................................................................... 3 3.4 GENERAL SITE GEOLOGIC CONDITIONS..................................................... 4 ' 3.5 SITE STRATIGRAPHY ................ 4 3.5.1 Undocumented Fill..................................................................................................................4 3.5.2 Glacial Deposits......................................................................................................................4 3.6 GROUNDWATER CONSIDERATIONS 5 4.0 CONCLUSIONS AND RECOMMENDATIONS.....................................5 4.1 SITE PREPARATION AND REMEDIAL GRADING ......................................... 5 4.2 STRUCTURE FOUNDATION DESIGN RECOMMENDATIONS ...................... 5 4.2.1 Preparation of Ground Beneath Structure ................................................................................5 4.2.2 Spread Foundation Design......................................................................................................6 j4. 2.3 Concrete Slab-on-Grade..........................................................................................................7 4.3 SITE EARTHWORK RECOMMENDATIONS .................................................... 8 4.3.1 Subgrade Preparation..............................................................................................................8 4.3.2 Materials.................................................................................................................................8 4.3.3 Compaction Criteria ............... .........9 ........................................................................................ 4.3.4 Trench Backfill........................................................................................................................9 4.4 EARTH EMBANKMENTS AND CUT SLOPES ................................................. 9 4.5 RETAINING STRUCTURES............................................................................. 10 4.6 SEISMIC CONSIDERATIONS ......................... 4.7 SURFACE WATER DISPOSAL DURING CONSTRUCTION .......................... 10 4.8 STORM WATERINFILTRATION............................................:....................... 11 4.9 ADDITIONAL FIELD EXPLORATION............................................................ 11 5.0 UNCERTAINTY AND LIMITATIONS ... .........:............................ .....12 6.0 REFERENCES.... ........................ o ........ o ........................... o ......... o.. 13 List of Figures Figure 1. Vicinity & Geologic Map Figure 2. Site Plan List of Appendices Appendix A. Field and Laboratory Investigations Geotechnical Investigation f , Proposed Fifty-five Unit Motel Building 22127 Highway 99 Edmonds, Washington 1.0 GENERAL As requested, Hong West & Associates, Incorporated (HWA) has completed a geotechnical investigation for a proposed motel, consisting of fifty-five units, for SKM Development Company. The purpose of the investigation was to evaluate the subsurface conditions at the site and, based on the conditions encountered, to provide preliminary recommendations pertaining to the geotechnical aspects of project development. 1.1 PROJECT DESCRIPTION The project site is a 1.1 acre trapezoidal shaped property located in Edmonds, Washington, with 125 feet of frontage on Highway 99. The Vicinity and Geologic Map, Figure 1, shows the approximate site location. Architectural drawings show spread foundations supporting the proposed three-story building. The west one-third of the ground floor will be concrete slab -on -grade. The first floor will be a post tensioned structural concrete slab. The remainder of the building will be wood frame construction. The drawings show parking under most of the first floor and on the south side of the property. Onsite subsurface disposal of storm water is under consideration. The Site Plan, Figure 2, shows the proposed structure footprint; proposed storm detention system; and other improvements. 1.2 SCOPE OF WORK Hong West and Associates submitted a proposal to Mr. Donald R. Westlin, AIA, on July 16, 1993, for the site geotechnical investigation. The property owner, Mr. David Kim authorized the investigation on November 15, 1993. The scope of services authorized is as follows: 1., Review readily available geotechnical and geologic data for the project area to gain background data on the site conditions, and to assist in identifying any geologic or geotechnical constraints to the planned improvements. , 2. Coordinate the geotechnical investigation with project team members, and obtain the necessary utility clearances before performing field exploration. February 2, 1994 HWA Project No. 93136 3. Plan and conduct a program of subsurface exploration, to provide information about soil and geologic conditions at the site. 4. Perform two infiltration tests of soils in the proposed subsurface infiltration area. 5. Conduct laboratory testing as necessary to determine the geotechnical engineering properties of on -site soils. 6. Perform engineering analysis and evaluation of data derived from the subsurface investigation and the laboratory testing program. 7. Prepare this report containing the results of the investigation, including descriptions of the subsurface conditions, results of engineering analyses, and recommendations pertaining to the proposed development. Evaluation of chemical properties of the soil, and evaluation of the presence and/or concentration of hazardous materials, was not within the scope of services authorized or performed. 2.0 FIELD AND LABORATORY INVESTIGATIONS Hong West and Associates personnel conducted a visual geologic reconnaissance of the site and vicinity surface conditions, and performed subsurface exploration on December 9, 1993. A tire mounted backhoe excavated five test pits and HWA drilled two hand auger borings. An engineering geologist from HWA examined, classified and logged the insitu soil and obtained representative soil samples. HWA personnel conducted two infiltration tests on at the approximate location of a proposed stormwater infiltration system. The test pits range in depth from 4.5 to 10 feet deep; the hand auger borings were up to 2 feet deep. The Site Plan, Figure 2, shows the approximate locations of the explorations. HWA laboratory personnel performed laboratory tests on selected soil samples. Appendix A, at the end of this report, contains a detailed description of the field investigation and laboratory test programs. Appendix A also contains the infiltration test results. 93136.DOC 2 1011 WFA7 & 6SSOCIdM K i' E - February 2, 1994 } HWA Project No. 93136 3.0 SITE CONDITIONS 3.1 SURFACE CONDITIONS The property fronts the east side of Highway 99, approximately 300 feet south of 220th Street Southwest in Edmonds, Washington. A bingo parlor occupies the property to the north side and a motel and condominiums abut the site to the south. A small landscaped area at the end of a dead end street adjoins the east end of the property. An existing two-story, wood frame house and office and two wood frame buildings housing motel units with covered parking now occupy most of the site. Pavement covers about half of the property; the remainder is grass, covered. A septic system drainfield occupies the eastern one third of the site. The property is nearly flat to the + east edge of the drainfield. A steep slope exists at the east side of the drainfield down to a shallow swale at the east end of the property. The swale slopes from north to south. j .. Buildings and the drainfield restricted our access at the time of our investigation. is 3.2 REGIONAL GEOLOGY The project site is in the central part of the Puget Sound Lowlands. The Olympic Mountains Range is the Lowland boundary on the West and the Cascade Mountain Range is the east boundary. A broad, gently rolling drift plain, mostly underlain by ground moraine, creates the dominant physiography of the Puget Sound Lowland. The Cordilleran Ice Sheet slowly moved south from the Coast Range of British Columbia and covered the Puget Lowland, perhaps as long as 2,000,000 years ago. The Puget Lobe of the glacier retreated and advanced at least three and possibly six more times over the next approximately 1,985,000 years. The glaciers reached as far south as the Black Hills, south of Olympia during this time. The Fraser Glaciation, the name given to the most recent advance of the ice sheet, contained two stades or periods. The Evans Creek Stade is the name given for the advance and retreat of the Cascade glaciers during Fraser time. The Vashon Stade is the name given to the last advance and retreat of the continental ice sheet. As the Puget Lobe advanced and retreated for the last time, it left a heterogeneous assemblage of glacial drift deposited over the older, pre-Vashon sediments. It also left a sculpted landscape of upland surfaces and intervening valleys. Radiocarbon dates show that the Puget Lobe returned to the Seattle area about 15,000 years ago (Thorsen, 1981). Ice covered the area for about 2000 years before the glacier retreated north for the last time. 93136.DOC 3 1011 VISE & e590 UTIA K February 2, 1994 HWA Project No. 93136 As the glacier made its final retreat to the North, it left a sculpted landscape of upland surfaces and intervening valleys. The glacier overrode the site and deposited several feet of dense glacial till. Streams drained the glaciers as they retreated northward. The streams deposited soils, consisting mainly of stratified, poorly graded sand and [ gravel with silt, on top of the till. Hall Creek has cut downward into the drift plain in the vicinity of the project. The pre-Vashon sediments in the project area consist of older, glacial deposits. Post glacial deposits in the project area include recent colluvium, alluvium and localized deposits of peat and organic silt. 3.4 GENERAL SITE GEOLOGIC CONDITIONS Glacial till underlies the site according to Minard's (1983) geologic map. Figure 1, the Vicinity and Geologic Map, is a portion of this map. 3.5 SITE STRATIGRAPHY We used geologic literature and test pit data to determine site stratigraphy. Test pits TP-1 and TP-2, dug in parking areas, encountered about 2 inches of asphalt pavement overlying 3 to 4 inches of crushed rock base course. Test pits TP-3 and TP-4, dug in unpaved areas, encountered sod and several inches of topsoil. Described below are the underlying major stratigraphic units anticipated to exist on the site. 3.5.1 Undocumented Fill A discontinuous blanket of undocumented fill material, approximately 2 feet in thickness, underlies sod in TP-5. The fill consists of very loose, organic -rich soil. We encountered fill in test pit TP-5 near the present office and residence. However, fill may exist in other parts of the site. 3.5.2 Glacial Deposits Native glacial deposits occur beneath the fill. We encountered a loose to medium dense, light brown, poorly graded sand with silt and gravel in the upper part of all test pits. We interpret this soil as a weathered, sandy,, glacial till about 3 feet thick. Dense, gray, poorly graded sand with silt and gravel lies beneath the weathered zone. We believe that this till is a sandy phase of dense, lodgement till. The unweathered till is at least 6 feet thick in the western part of the site. It is over 3 feet thick in the central part. Only TP-5 penetrated the base of the till. Here, a dense, laminated, silty sand with lenses of sand and gravel underlies the till. We dug through about 1.5 feet of this unit without penetrating it. 93136.DOC 4 1011 TW & A=IATI& K February 2, 1994 HWA Project No. 93136 3.6 GROUNDWATER CONSIDERATIONS No test pits encountered groundwater, but one should expect the water table to fluctuate depending on the season. Groundwater commonly occurs in the area, "perched" on the relatively impermeable glacial till. 4.0 CONCLUSIONS AND RECOMMENDATIONS Our geotechnical engineering study indicates that site development is feasible from a geotechnical perspective using foundation types and construction methods shown on preliminary design drawings. However, final designs, specifications and construction must incorporate the recommendations contained in this report. It is our opinion that onsite storm water disposal is not feasible. We present recommendations below relative to existing soils, site preparation, earthwork, foundations, concrete slabs -on - grade, pavement and storm water disposal. 4.1 SITE PREPARATION AND REMEDIAL GRADING Undocumented fill, varying in depth and extent, covers some of the project site. The fill varies in relative density, and contains organic debris. We encountered thin, compressible surficial topsoil outside the paved areas. Structures founded upon the fill or organic materials may be subject to settlement and resulting damage. Therefore, we recommend that the structure be built upon foundations established in the underlying dense glacial materials. Excavating the soil beneath the building and replacing it with structural fill is an alternative. Site preparation should begin with removal of any debris, asphalt, concrete, deleterious matter and vegetation, and exportation of the debris from the construction area. Stockpiling topsoil or other organic rich soil for later use in landscaping is also possible. 4.2 STRUCTURE FOUNDATION DESIGN RECOMMENDATIONS The following report sections contain recommendations for preparation of ground beneath the proposed structure, and foundation design recommendations. We based our recommendations on our current understanding of the project. 4.2.1 Preparation of Ground Beneath Structure Foundations, floor slabs or other load bearing structures must be founded on dense, undisturbed native soils or on properly compacted fill. Removal of the light brown, weathered till to ekpose the unweathered, dense, till will provide adequate support 93136.DOC 5 loss VW & e3SOC117A K 1;-:, ' February 2, 1994 HWA Project No. 93136 - beneath perimeter spread footings and column footings. Based on data from the test pits, we anticipate removal depths on the order of 2 to 4 feet below existing grade. Deeper removals may be required in areas not investigated during this study. • I Overexcavation should extend laterally so that the bottom of the removal area is at least 5 feet outside the building area. The geotechnical consultant should observe removal operations and verify subsurface conditions. The geotechnical consultant should also verify if the excavation is adequately prepared before placement of structural fill or concrete. Temporary excavations performed too closely to existing structures may result in settlement and structural damage. All excavations must comply with the current requirements of OSHA and WISHA. Additionally, all excavations greater than 5 feet in depth and involving personnel with the excavation should be sloped and/or shored. During wet weather, runoff water should be prevented from entering excavations, collected and disposed of outside the construction limits. Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed with 1/3 the slope height from the top of any excavation. 4.2.2 Spread Foundation Design Conventional shallow spread footings may be selected for the proposed structures provided that the undocumented fill and topsoil are removed and replaced with properly compacted structural fill as described, in Section 4.1, Site Preparation. Spread footings founded on properly compacted fill or dense native soils, constructed in accordance with the recommendations of this report, may be designed for an allowable bearing capacity of 2,500 pounds per square foot (psf). For transient conditions such as wind or seismic loading, the recommended allowable bearing capacity may be increased by 1/3. For the proposed buildings, footings should be a minimum of 24 and 18 inches wide for square and strip footing, respectively. A minimum embedment of 18 inches below lowest adjacent soil grade is recommended. The outer footing line should be provided with a drainage system consisting of 4-inch diameter perforated pipes around the perimeter of the building. The drainage pipes should be surrounded with crushed rock, and the rock and pipe wrapped in filter fabric (Mirafi 140N or equivalent). The drainage system should be provided with positive drainage into the local storm drain system or other suitable outlet. All footing excavations should be finished in a neat condition. Removal of all softened or disturbed soils from footing areas is necessary before placing reinforcing bars. It is recommended that the footing excavations be observed by the geotechnical consultant prior to placing steel and concrete. Inspection should verify that the recommendations of this report have been followed, and that an appropriate bearing stratum is exposed. 93136.DOC 6 sell WW Q ISSO URS, K February 2, 1994 HWA Project No. 93136 The lateral resistance of the spread footing foundation will be a combination of two factors. These are the sliding resistance of the footing on the foundation soil and passive earth pressure against the side of the footing. For design purposes, one can assume a 0.4 coefficient of friction between the base of the footing and foundation i soils. The designer can assume a passive earth pressure equivalent to a fluid weighing 450 pounds per cubic foot (pcf). These values are ultimate; design must include a ! factor of safety of at least 1.5. 4.2.3 Concrete Slab -on -Grade Architectural drawings show a lobby and office at the west end of the building. The plans show slab on -grade construction for this area, with finish floor elevation at 355.0. The drawings show the existing grade is 1 to 2 feet lower than finish grade. Therefore, construction of a structural fill must occur before placing the concrete slab. The contractor can use controlled density fill (CDF) to restore finish subgrade. Grade can be also be restored by constructing a structural fill. Removal and recompaction of undocumented fill within floor slab areas should be in accordance with Section 4.2.1. Prior to constructing concrete floor slabs -on -grade, surficial soils should be scarified to a minimum depth of 8 inches; moisture conditioned to within 2 percent of optimum moisture content; and compacted to at least 95 percent maximum density, determined using ASTM D-1157 (Modified Proctor). Scarification and compaction will not be required if floor slabs are to be placed directly on recently placed compacted fill. Interior slab -on -grade floors should be underlain by a 2-inch sand layer over a 10-mil polyethylene vapor barrier over a minimum of 4 inches of granular capillary water barrier. Material for the capillary water barrier should be composed of gravel, crushed rock, crushed gravel, or other coarse granular materials meeting the gradation requirements of Gravel Backfill for Wall (WSDOT Specifications, Section 9-03.12). The water barrier materials should be compacted in accordance with the requirements for structural fill. i. Concrete slabs -on -grade should have a minimum thickness of 4 inches. This recommendation is based on geotechnical conditions only. Structural considerations such as heavy, concentrated loads may dictate thicker floor slabs and reinforcing. Where concrete slabs are designed as beams on an elastic foundation, the compacted subgrade should be assumed to have a modulus of subgrade reaction of 100 pounds per cubic inch (pci). A well -constructed concrete slab is free of shrinkage cracks. The potential for reducing these cracks Water reducing additives, low slump concrete and proper concrete placement and curing will reduce the chance of concrete shrinkage cracks. Specifications should require a 4 to 4.5 inch slump determined at the point of placement, such as at the end of the discharge hose from a concrete pump. Crack 93136.DOC 7 109E Via Q eSS0E1 Tzk K February 2, 1994 Cr HWA Project No. 93136 control joints at periodic intervals, particularly where re-entry slab corners occur, are also important. 4.3 SITE EARTHWORK RECOMMENDATIONS Modification of the current site topography by excavating some areas and filling others ' is necessary to achieve design grade. We present below our recommendations for subgrade preparation and structural fill placement. 4.3.1 Subgrade Preparation Placement of structural fill requires a suitable base on which to achieve adequate compaction. We recommend that specifications call for achieving at least 90 percent of the maximum dry density on all exposed subgrades, determined by ASTM D 1557 (Modified Proctor). i Unsuitable soil removal is necessary if the subgrade soil becomes soft or unstable and will not support construction traffic. After removal, proof rolling the exposed native soils is critical to achieve an adequate base for the structural fill. Native soils must achieve 90 per cent of optimum compaction as determined using the Modified Proctor (ASTM D 1557). Removal of all soft, yielding areas, identified during the proof rolling process, should be overexcavated to a depth of 18 inches. We recommend a geotechnical engineer be present to monitor this phase of construction and to identify those areas requiring removal. If the native soil cannot be compacted to the above specification a geotextile under granular fill may be necessary to provide adequate support for the structural fill. The geotextile used should consist of Mirafi 140N or approved equivalent, placed with sheets overlapping at least 2 feet. Twelve inches of sand and gravel, placed on top of the geotextile fabric, will create a working surface. The geotechnical consultant should observe geotextile placement and observe construction of the working surface. Dewatering the excavation may be necessary during remedial grading operations, particularly if conducted during the wet season. Qualified dewatering system designers should assess requirements for the site then assist the contractor in implementing a suitable system. 4.3.2 Materials Material used as structural fill may consist of imported granular, non -expansive soils. Materials should be less than 6 inches in maximum dimension, with less than 10 percent passing the U.S. Standard No. 200 sieve. 93136.DOC 8 Bill WBST & S=IATFA K February 2, 1994 M HWA Project No. 93136 4.3.3 Compaction Criteria Structural fill soils require the moisture content at or very close to optimum. We recommend placing fill in horizontal lifts less than 8 inches in loose thickness. We als8 recommend compaction to at least 95 percent maximum density, determined using ASTM D 1557 (Modified Proctor). The procedure to achieve proper density of a compacted fill depends on the size and type of compacting equipment. In addition, the number of passes, thickness of the lifts being compacted, and certain soil properties are also critical. Smaller equipment provides adequate compaction in restricted excavations when using proper methodology. These methods include reducing the lift to about 3 inches (loose thickness) and using equipment with a small soil contact area. Soils failing to meet compaction criteria often result from improper moisture content. Poor workmanship will also result in unacceptable compaction. Soils containing a high percentage of silt or clay are particularly susceptible to becoming too wet to compact. Excessively wet soil is difficult or impossible to compact without first drying it. Methods used for moisture conditioning include mixing with drier materials or using mechanical methods. Coarse grained soils easily become too dry for proper compaction. A coarse -grained soil may require sprinkling to achieve optimum moisture content before the soil will reach specified compaction. We recommend structural fill placement during dry weather. Soils encountered on the site are susceptible to strength loss if they become wet disturbed by construction traffic. Therefore, compaction should immediately follow the subgrade preparation because rain is less likely to damage the newly prepared area after a lift of fill is in place. Corrective measures, similar to those described in Section 4.3.1, will be necessary once damage occurs. 4.3.4 Trench Backfill Utility material and thickness provided should be suitable for the pipe utility system installed, and in accordance with any manufacturer's specifications. Compacted backfill should meet relative density criteria presented above. We recommend mechanical compaction for trench backfill instead of ponding, jetting or similar methods. 4.4 EARTH EMBANKMENTS AND CUT SLOPES Placement of the parking area and driveway retaining walls and rockery will require some temporary cut and fill grading, with temporary slopes exceeding perhaps as much as 6 feet in height. The temporary cut slope should be no steeper than that permitted by safety regulations. Permanent cut and fill slopes should be planned and constructed no steeper than 2 horizontal to 1 vertical (2H:1 V). 93136.DOC 9 1011 VW & lSSOBI!'1LS, am F, February 2, 1994 �N HWA Project No. 93136 4.5 RETAINING STRUCTURES The architect's drawing, C2, shows a retaining wall along the east driveway and parking area. The same drawing also shows a rockery that will provide additional area M1 for a recyclable garbage enclosure. Our scope of work does not include engineering analyses or recommendations for either of these types of structures. Hong West and Associates will discuss these structures, as needed, with the owner and design team. 4.6 SEISMIC CONSIDERATIONS The 1991 Uniform Building Code places the site in a Seismic Zone 3. We recommend that seismic loading design use a corresponding .Seismic Zone Factor of 0.3. Selection of the appropriate Site Coefficient depends on the soil profile at a specific site. We also recommend the designers use Site Coefficient S1, which corresponds to stiff or dense soil condition with soil depth less than 200 feet. The generalized response spectra for Soil Type 1 are also appropriate for use in design. These parameters are applicable when using the UBC (1991) methodology in designing the structure to resist seismic loading. Other methodologies may be appropriate for design. We can provide additional geotechnical paramenters as necessary. , 4.7 SURFACE WATER DISPOSAL DURING CONSTRUCTION The onsite soils are moderately to highly moisture sensitive. Adequate drainage provisions are imperative and we recommend both short and long term drainage measures be incorporated into the project design and construction. Of major concern is the discharge or ponding of surface water during construction. To minimize the potential for surface water damage to the subgrade, we recommend that all grading operations be performed in the drier summer months. Careful grading practices are imperative to control surface runoff during construction. Collecting runoff and preventing water from damaging slopes and exposed subgrades is a necessary construction requirement. Construction of shallow, upgrade perimeter ditches; low earthen berms; and temporary sumps are some of the methods contractors can use. The contractor should direct all collected water to a suitable outlet. The final grading design should include permanent control of potential surface water discharge. Rapid establishment of vegetative protection is desirable. Prevention of ponded water on or immediately adjacent to paved areas is imperative. The edges of pavements must be as free as possible from moisture, using proper site grading and maintenance. We do not recommend constructing landscaping planters near pavement subjected to heavy traffic use. There is a high potential for surface water to infiltrate the pavement subgrade and base course around these types of planters. If planters are necessary, we suggest installation of subdrains to collect excess irrigation water and transmit it to 93136.DOC 10 Boil WO & ASSOo1 = K 9 February 2, 1994 HWA Project No. 93136 drainage structures. An alternate is to construct above grade, impervious planter boxes. Another alternative for planters along the edge of the pavement is a cutoff wall that extends at least 6 inches below the subgrade soil. 4.8 STORM WATER INFILTRATION The owner asked HWA to conduct infiltration tests in the proposed water disposal area. We performed two infiltration tests at the locations indicated on Figure 2, near each end of the proposed runoff spreader trench, on January 4, 1994. We conducted the tests as outlined in the King County Surface Water Design Manual. Appendix A contains details of the infiltration tests. Our field investigation results show that use of a spreader disposal system does not appear feasible for the site. Since water exiting the spreader system would flow downslope along the top of the underlying impermeable glacial till, the discharge would soon reach adjacent property and the surface waters in nearby Hall Creek. There is also a high probability of adverse litigation should this method be used and damages occur to the adjacent property or to the nearby anadromous fish stream. If there is no other option to this type of disposal system, then discharge water must meet water quality requirements for direct discharge to surface water. Other regulatory considerations would also apply. 4.9 ADDITIONAL FIELD EXPLORATION We were unable to explore the eastern third of'the proposed building area because the existing drainfield is in use. We recommend at least two additional test pits be excavated in this area once use of the drainfield has ceased. The additional information will confirm the foundation conditions existing in the east part of the structure. For example, a new building under construction about 100 feet east of the site encountered an old landfill. A test pit in the northeast part of the building will help to confirm the presence or absence of landfill debris. i, 93136.DOC 11 loll WEST & lESOC16TEE, K February 2, 1994 HWA Project No. 93136 5.0 UNCERTAINTY AND LIMITATIONS We based our conclusions, recommendations and opinions in this report on the following: • our evaluation and interpretation of the findings of our field and laboratory programs, • interpolation of subsurface conditions between the exploratory borings and hand excavations, • our understanding of the site layout and improvements as described herein, • the assumption that the subsurface conditions assumed herein will be observed and confirmed during construction; and • the assumption that sufficient geotechnical observation, testing, and monitoring will be provided during construction. Experience has shown that subsurface soil and groundwater conditions can vary radically over small distances. Inconsistent conditions can occur between explorations and not be detected by a geotechnical study. Subsurface conditions, encountered during construction, sometimes differ from those described in this report. We will then review our recommendations and make revisions as necessary. This report is written solely for the use of the owner or his representative. It is his responsibility to ensure that the project design team gets the information and recommendations contained herein. It is the owner's and team's responsibility to have our recommendations incorporated into the project plans and specifications. It is also their responsibility to have the contractor and subcontractors take the necessary steps' comply with our recommendations in the field. We prepared this report based on our findings as of this date. HWA followed generally accepted professional principles and practices in the fields of geotechnical engineering and engineering geology in making our recommendations. No warranty, expressed or implied, is made. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein unsafe. 93136.DOC 12 1011 W07 & =11TA 111C. February 2, 1994 M HWA Project No. 93136 i� 6.0 REFERENCES AASHTO, 1985, 1987-1988, and 1991, Standard Specifications for Seismic Design of Highway Bridges, including revisions from interim specifications. Min and> J. P. 1983 Surcial Geologic Map of the Edmon ds East and Part of the I Edmonds West Quadrangles, Washington, U. S. Geological Survey, Miscellaneous Map 1541. i Thorson, R. M., 1981, Isostatic Effects of the Last Glaciation in the Puget Lowland, Washington, U.S. Geological Survey, Open -File Report 81-0370. 93136.DOC 13 1011 IM & 13SOCIAM K / i.-: =�i _• AIL. Ji:. '/ •:I . �� �' - - "�� , �, ..n,II� • �� '!I• '>,,.:. -I ;� � i� , '., •ur I;! �,1 _ ,( it :• _..� }�..li. i �� :.�-- II �.;-;:'� rr 1I�,�h ��t.� -III I II it 1';='r-;1: I II -�., ..'!•'•; i ' 1 ;bi'h = `;{i •�. il• .._I ♦ wu1 � �.r�� ,! � /�?'fJ��i \ 1 II'�. � ul � !f: rr\(\ C' A � 1-, I• I J/`� 11 .J • _ ••ice"ia w..r1 ` •,' � •' • II ! ' I! 1 • ..J �> , . •, \• i��' -�//�'��jrY� •I 6 /i.• a`'�-=-r�-w.�-'3.�r� ` w..►, �.� - l �I•• .vf 1 II • �.: ems- ,1T.i'13.P]�.._ •'"`; � I _ II( irl. 7 ' II ✓• � 71� � ,--• ..+.�. ,,"�.�� • .� -wY .._._A Sr�'�. 1I��/ •ip, !I •iiC� ' iy,l\ I II,\',� •, jl �`•� •LA1 +•_�'1 r` uC ~JJl. '`1r'!'. f,*' ^., ' �: �. �1 � y. .:S �__-'1.L_ li,'{ �.: ./ �_ I • .l1 �� �_'•1.....,,r !'!'.: •+ `�� t�ILY�.a\! �•. i,• - t---•. ,, ., • t yr . e _...: ',< -�• ! ! � ,:::_ \. •�� • � 't .y•: , 'rl. Hill rqr. .:�: �,;:..\ - y v-`",. - , w.: 41. l:�•,J� if• r.� I MGd'IA;It' I , •n ��'�' �Iri� :� /r o I ' , • a--=;; '- � 'r! n :• ', �' - v� X �� �:ri : i-�'� : , I I • i _ :1..:.: L � I. • �: � 1 �1 - �u• �� slley �:/1 1:' �I' . 1 I I ( �t t " :r r-• : _-.:vr Oyal q 1; _i:i •"- �_ fit_. f' 1 T'T"// r •� i' ;( �.� , f��. HL•:�[:RF.t'PIt'V f� i � a, ,I . �� of .�(:— •�'-.��,-, ., far ;�.. I:�;. r � .� it 1 '!!� •, 1 1 •S .I_ --'�?',•� a�-� I•I:11 '�,� f :�- =•'�• -...� ', ! • ' / ,�, I �>� I I'--1 ���!� [ .i1 ha i :I: •J C - ��--=r d ! � �..;�- ..;.. a \ Cit. 71 ✓� �� • �' 11 P (. 11 , I - _ _l_:1?� % :... �I i lJlpr ,' - I! il' :1. I• , 400 ,\\,, :�•L.: Y. `',�'� � 1il i III 1 I„ •I ��'.it• i '/ i�, •t'. �I! i - r /' � '\1 ,, � / II •\ / a •■_ 1•..II a 1.. '� 't 4 .r • • i . •-j'Ijn II'.1V 7 }l �r p •� r It hrJ ;<1 !I � � �~' .!_as_ 'J;. .. ''I•,t!;:. L. ti • : ''t-,ak•=-�I F Im,mh- Ij :� '�'..'t It �\ >° .i �• ;' _ '- ii �• '/ Ay- t . I I �• A l a. 99 • I `6 e+ hu a �!. i J•/ :, ✓ - / ilii: .J ^�: ,�.. �.. .w`•-1 .a\ .L-. ?•. ..t' I. II,, ..0 • 1. - '� -• i � I •j�7:n• � `! . �.� '. / _....; �••� •./:1� I' \"•..'I •III' •I � � :I • ' �t- •: iil� �. -�' • 10�, _i I�T •- _ `_ ..a `' ' '4: �./. � - ��• .:J.J � �'--,, �. ��r:n' '•il �1.' • o. .�'1 T�.L .1 220TH ST. SW � � : ► .. '. _ •, ° ,_. ' ('• l _ � . / li' i� �'^ �i�' •�� '. I wt ...1 1�`•,KIt . 4altr�r:( i. :=fir--•.'''. S •d,- • - �`�.:,: �! , � �• Ij �_ � "��i. / c- I �' 1;yvju.+r:titt e. 1, J.• I : c l ! „t �.z 'E;:f � � �lpr k'C� I �,r•1' l , • .tii:ll: _ 1!.� " .�r... �I �. ! . • ii � I , r�.;`u, ,;..� �,; t /-.::�-:1/{Z ,�.c•�frr ti I t1117 l,�`1 :• 1 dl, Ip,T.. �I ;i. I x.. iii..d•:J i:�' . = jjrT: E ! .rr:'� I_�1 -I! lit._..._ ,1 �,�1cVi.l t` �'I'I .{� �1 `tl_ 7Ii .... �-� j��' !i'• ... A ,''� . •'iI ' t� s. �G I • j. _rl � li I!o ••i ti .�.f -'�: !: _��• ��- n 1,\ ;} i •\ � ! !) � y •{I .1� 'I II )r �_J I' i I i ,• ` IIjJ ,'j! `, y �� ,i. '�" ''•..:ii (� •. ` �I1' i i ? �. •'+ i' 1 �I, it ` -' • ! • t � • I L- • J . 1 i J 1I' - !'- i ! :.)(. •;III �� I'd I':r �� .. i1 1 T j ji •'*a 1.j �4 \_';l_, I I � „ it .•. + ' ' ,' i�j i;� JJ i .. .� j rn• ��I�' II '�� .:•.`•� (. {�� Q _ �...�'_ �V� I -..1t: .•.-'tr:�,; �I � •�>1 . iJ ,`,:. t` j- ; f !`• it -L'' I! -Ir -.t :u-•G,. - :•.d . ,�; �.•�L it I i:�:r.. • ,, f,. Y, ;l , .t! a,.f`' :� '.� : J=J.' GEOLOGIC LEGEND alQyal Younger Alluvium 4t 31 �' :I., �•j�?' 1 !. Ji;-. ''i Qls Landslide Deposits • s t .. is I Y" % ! t; 1 �' -`\: •=� tj • , i •' `' :�F" �.,I;� �� ;'' � I".: �, , ;; Qvr Recessional Outwash ; ,I' , ti '; Gly ,,:tl st,•/ol r'' ; �f:. ,} Gal ,, Glacial Till Qvt ,; _p i- y,�1 � • , � R ,�` Ava - Advance Outwash Qvr_;, Transitional Beds `' -- . ;�,- :� _" : �r �r'ys` •,.' I3all'i!z n-Y Ail _ ��'� ' �;�- .�a,` �t.�• _ �:.-1� :��✓�'. _ `.i' I --�1.. fir/. 1- !r • —� it - _,c"- 4`�r -�': REFERENCE: Base Map from Geologic Map of the Edmonds East part of the Edmonds West Quadrangles, WA. by _� J.P. Minard, 1983. USGS Map 1641. GEOTECHNICAL INVESTIGATION FOR 55 UNIT MOTEL VICINITY GEOLOGIC MAP floN IVW SKM DEVELOPMENT CORP.. tASSOCIAT@S►INC. EDMONDS, WASHINGTON PROJECT: 93136 FlGURE: .1 03139-A-001.0 5 bnddo pi♦ • lDia t 1 Y d 47GNSec • ' . ' '•; .treys. TP-7 J TP-2 ji - _ ivabe ' • iE a a1/•Ge I b� - 1 'd . .' � 1 '•��" G7(f'a�--:Yc•+IiVf I � ' k1 • auJ(scf . �1 PaON o r cola 1 _ _ a-- • •- 1 a sSo.i slle . • • __;___nK__ _=______.__yA•M•M•.'/ _----------•--g,HA-2 .� G_I.Cl/V'7ea-_�^—_ Wi..e• - - - /jj11k(.. JMOI' if n•a�eL A(�AI•� A-" Rs[C l (MAMOA-A % rzi LEGEND 0 20' 40' 80• TEST PIT LOCATMN SCALD 1'=40' 1 �TR+TMN TEST LWATION ft—st GEOTECHNICAL INVESTIGATION SITE PLAN FOR 55 UNIT MOTEL SKM DEVELOPMENT CORP. ��ssaG try �N4 EDMONDS WASHINGTON ' PROJECT NO.: 93136 FlcuRE: 2 93136—A 002.1 t F February 2, 1994 ., HWA Project No. 93136 F APPENDIX A FIELD AND LABORATORY INVESTIGATIONS The field exploration program began with a thorough field reconnaissance. The ' architect furnished HWA with a map showing some of the existing features on the site. We used the map to locate five test pits using a measuring tape and by pacing from some of the known objects. Existing buildings and a septic drainfield limited the area for test pit locations. Davis Backhoe Company, under subcontract to HWA, used a wheel mounted backhoe to dig the test pits on December 9, 1993. A HWA engineering geologist supervised the excavating. HWA also dug hand auger borings for infiltration ! tests. i. r- An engineering geologist from HWA examined, classified and logged the insitu soil and obtained representative grab soil samples. The following pages of this Appendix are summary logs for test pits, TP-1 through TP-5 and hand auger borings, HA-1 and HA-2. The logs depict the soil and geologic conditions encountered at the test pit and hand boring locations. Symbols show the depth and type of samples obtained. In addition, a symbol graphically shows the moisture content. The stratigraphic contacts shown on the individual logs represent the approximate boundaries between soil types. Gradual or gradational contacts frequently occur instead of a distinct break as the line depicts. The soils and groundwater conditions shown are only for the specific dates and locations reported. Therefore, these conditions are not necessarily representative of other locations and times. Hong West and Associates personnel conducted infiltration testing on January 4, 1994, at two locations along the proposed spreader trench. We conducted the tests in conformance with procedures outlined in the King County Surface Water Design Manual. A shallow boring at each test location reached a depth of approximately 18 inches below the existing ground surface. Seating a 6-inch I. D., polycarbonate pipe in the hole, we covered the native soil inside the pipe with about 2 inches of gravel. Chips of bentonite clay, placed in the space between the pipe and the hole and saturated with water, sealed the bottom of the pipe. We then filled the pipe with water to soak the surrounding soils before taking readings. About 4 hours elapsed before the soils reached saturation. We then conducted the infiltration tests over an additional period of approximately 4 hours. We ran four trials in each test before obtaining duplicate results. 93136A.DOC 1 1011 WEST & ABSOpA9TA Big. February 2, 1994 HWA Project No. 93136 { Table 1, below, summarizes the results of each test. if Table 1. Infiltration Test Results Infiltration Rate Hole No.(Minutes per inch ` HA-1 0.65* _ HA-2 4.15 *Possible leakage around pipe seal. The results indicate that moderately permeable soil may underlie the spreader trench, at the locations tested. Soils laboratory personnel determined natural moisture contents using the test method in ASTM D-2216-80. Grain size distribution analysis was also conducted on a selected soil sample from TP-1, using the test method ASTM D-422. A grain -size distribution curve is included in this appendix which shows the analytical results. 93136A.DOC 2 1011 Ww & ASUMTA INC. LEGEND OF TERMS USED ON EXPLORATION SOIL LOGS r- r Soil classifications presented on the exploration soil logs are based on visual field and laboratory t observations, using ASTM D 2488. Soil descriptions are presented in the following general order. Density/consistency, color, modifier, MAJOR CONSTITUENT, minor constituent(s), moisture content, soil structure(s), additional remarks. DENSITY/CONSISTENCY Density/consistency of soils encountered in exploratory borings is usually based on the Standard Penetration Test (SPT) N-value or "blowcount", ASTM D 1586. Using this method, the sampler is driven 18 inches with a 140-pound hammer falling 30 inches. The SPT N-value is the number of blows for the last 12 inches of sampler drive. - - Unconfined Granular Soil SPT Cohesive Soil SPT Compressive Density N-value I Consistency , N-value . Strength (tsf) I._ Very loose 0-4 Very soft 0-2 < 0.25 Loose 4 -10 Soft 2-4 0.25 - 0.5 Medium dense 10 - 30 Medium stiff 4-8 0.5 - 1.0 .. Dense 30 - 50 Stiff 8 -15 1.0 - 2.0 Very dense > 50 Very stiff 15 - 30 2.0 - 4.0 I. Hard > 30 > 4.0 MOISTURE CONTENT Dry Little perceptible moisture Damp • Some perceptible moisture, probably below optimum Moist Probably near optimum moisture content Wet Much perceptible moisture, arobably above ootimum MINOR CONSTITUENTS Trace Some Modifier (sandy, silty, etc.) Very (plus modifier) Estimated Percentage 0-5 5-12 12-30 30 - 50 TERMS DESCRIBING SOIL STRUCTURES Bedded Composed of layers thicker than 1 cm, of varying color and/or texture. Calcareous Containing a significant amount of calcium carbonate. Cemented Rock or soil hardened by the precipitation of a mineral cement among the grains of the sediment. Fissured Containing shrinkage cracks, frequently filled with fine sand or silt, usually more or less vertical. Indurated A rock or soil hardened or consolidated by pressure, cementation, or heat. Interbedded Composed of alternating beds of different soil types. Laminated Composed of thin (< 1 cm) layers of varying color and/or texture. Poorly graded Predominantly a single grain size, or having some intermediate sizes missing (48apo graded). Slickensided . Having previously -sheared planes of weakness that areslick and glossy in appearance. Well graded Having a wide range of grain sizes, with substantial amounts of intermediate particle sizes. U 44nW r; WF CT A-3 l LEGEND OF SYMBOLS USED ON EXPLORATION SOIL LOGS GRAPHIC SYMBOLS FOR SOIL TYPES NON -COHESIVE SOILS (<50% passing No. 200 sieve) 0.0cGW well graded gravel and gravel/sand mix • GP poorly graded gravel, gravel/sand mix GM silty gravel, gravel/sand/silt mix GC clayey gravel, gravel/sand/clay mix SW well graded sand, gravelly sand SP poorly graded sand. little or no fines SM silty sand, sand/silt mix SC clayey sand, sand/clay mix COHESIVE SOILS (>50% passing No. 200 sieve) ML inorganic silt and very fine sand CL Inorganic, low plasticity clay 1 OL organic, low plasticity clay, silt/clay mix MH inorganic, elastic silt. silt/sand mix CH inorganic, high plasticity clay OH organic, medium to high plasticity clay Pt peat and other highly organic soil SAMPLE TYPE SYMBOLS BOREHOLE SAMPLES ® 2.0" 00 Split Spoon (SPT) IShelby Tube a3.0" 00 Split Spoon with Brass Rings 0 Grab Sample (cuttings) Core Run TEST PIT SAMPLES Bag (bulk sample) 0 Grab (small volume) IShelby Tube HAND BORING SAMPLES 0 Non-standard penetration (40 lb. hammer with 12 inch drop) O Grab Sample (post hole) IShelby Tube ROTARY BOREHOLE SAMPLES Continuous Core Sample Note: The graphic symbols used for the various soil types are based on symbols recommended in the Unified Soil Classification System. Graphic logs are based on subjective field identi- fication of soils. and laboratory data where available. GROUNDWATER MONITORING WELL SYMBOLS a ,:a, , entonite Seal rout Backfill ttings Backfill or Caved Hole ezometer Casing Groundwater Level (noted during drilling) Groundwater Level (measured in piezometer after water level stabilized) Slotted Piezometer Casing Backfill ATTERBERG LIMITS PL LL o - Natural Moisture Content PL - Plastic Limit LL - Liquid Limit +IONGWEST & ASSOCIATES, INC. A-4 HONG WEST & ASSOCIATES, INC. BORING LOG DRILLING COMPANY: Davis Excavating, "Ken". Operator TOTAL DEPTH: 7.0 Feet DRILLING METHOD: Wheel Mounted Backhoe; 24" Bucket SURFACE ELEVATION: s355 Feet SAMPLING METHOD: Grab MEASURING POINT EL.: Feet cn g �• q x.. q O g z vi • Moist. Cont. M d v, m W U S A Pen. Resistance = s a 1 Co " (blows/foot) d o s o > s d (n i z (n Cn DESCRIPTION a, 2 Inches of Asphalt over 3.0 inches N'- Crushed Rock. Loose to medium dense, light brown, poorly graded SAND with slit & gravel: 51% cobbles; damp. &4 (Weathered Sandy Till) 3 Inch thick cemented zone; difficult to break by X. hand. SM Dense, gray, silty SAND with gravel; damp. (Sandy Till) O 4.2 Bottom of Pit at 7.0 feet. No water encountered while digging pit. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated. PROJECT: 55 Unit Motel BORING: TP-i LOCATION: 22127 Hwy 99. Lynnwood, WA. PROJECT NUMBER: 93138 DATE COMPLETED: 12/08/93 LOGGED BY: Rod Faublon PAGE: 1 OF 1 HONG WEST & ASSOCIATES, INC. BORING LOG DRILLING COMPANY: Davis Excavating, "Ken", Operator TOTAL DEPTH: 4.5 Feet DRILLING METHOD: Wheel Mounted Backhoe: 24" Bucket SURFACE ELEVATION: 052 Feet SAMPLING METHOD: Grab MEASURING POINT EL.: Feet y x U ? r o 8 = v4 • Moist. Cont. (X) W n m W g I Pen. Resistance J x -i W N -1 ,_ o L) U) CO (blows/foot) p J o uai d 3 z i U) U) DESCRIPTION 7 2 inches of Asphalt over 4.0 Inches #"- Crushed Rock. Loose to medium dense, dark grading to light brown, poorly graded SAND with slit & gravel; 51% cobbles; damp. (Weathered Sandy Till) Dense, gray, silty SAND gravel; damp. (Sandy Till) Bottom of Pit at 4.5 feet. No water encountered while digging pit. NOTE: This loy of subsurface conditions applies only at the specified location and on the date Indicated PROJECT: 55 Unit Motel BORING: TP-.2 LOCATION: 22127 Hwy 99. Lynnwood, WA. PROJECT NUMBER: 93138 DATE COMPLETED: 12/08/93 LOGGED BY: Rod Faubion PAGE: 1 OF 1 HONG WEST & ASSOCIATES, INC. DRILLING COMPANY: Davis Excavating, "Ken", Operator DRILLING METHOD: Wheel Mounted Backhoe: 24" Bucket SAMPLING METHOD: Grab U q y Z y = a w w X t 1� U to O G Z tri •-) o ~ m s p a to J o vi a z • i (n ton DESCRIPTION 0-1 ' I" . f'j I Sod & Topsoil Fill BORING LOG TOTAL DEPTH: 8.3 Feet SURFACE ELEVATION: *352 Feet MEASURING POINT EL.: Feet I Loose to medium dense, light brown, poorly graded SAND with silt & gravel; SIX cobbles; numerous fine roots in upper 18"; damp. Q (Weathered Sandy Till) Dense, gray, silty SAND with gravel: damp. (Sandy Till) Bottom of Pit at 8.3 feet. No water encountered while digging pit. 9 Mast. Cont. (X) 1 Pen. Resistance (blows/foot) NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated PROJECT: 55 Unit Motel BORING: TP-3 LOCATION: 22127 Hwy 99, Lynnwood, WA. PROJECT NUMBER: 93138 DATE COMPLETED: 12/08/93 LOGGED BY: Rod Faubion PAGE: 1 OF 1 HONG WEST & ASSOCIATES, INC. DRILLING COMPANY: Davis Excavating, "Ken". Operator DRILLING METHOD: Wheel Mounted Backhoe; 24" Bucket SAMPLING METHOD; Grab v cn cn WW 5 i J W N J O Ci a Z f > - X o vi C a z i N 0 DESCRIPTION U Sod & Topsoil; numerous fine roots. �tl BORING LOG TOTAL DEPTH: 5.0 Feet SURFACE ELEVATION: *353 Feet MEASURING POINT EL.: Feet 'I • Moist. Cont. (X) 1 Pen. Resistance (blows/foot) I Loose to medium dense, light brown, poorly graded GRAVEL with sand & silt; s1% cobbles; numerous fine & few coarse roots in upper 18"; dry. 2 (Weathered Sandy Till) 3 Dense, gray, SAND with gravel; damp. 4-1 X. (Sandy Till) Bottom of Pit at 5.0 feet. No water encountered while digging pit. NOTE: This loft of subsurface conditions applies only at the speclfied location and on the date Indicated PROJECT: 55 Unit Motel BORING: TP-4 LOCATION: 22127 Hwy 99. Lynnwood, WA. PROJECT NUMBER: 93138 DATE COMPLETED: 12/08/93 LOGGED BY: Rod Faubion PAGE: 1 OF 1 HONG WEST & ASSOCIATES, INC. BORING LOG DRILLING COMPANY: Davis Excavating, "Ken". Operator TOTAL DEPTH: 10.5 Feet DRILLING METHOD: Wheel Mounted Backhoe; 24" Bucket SURFACE ELEVATION: s358 Feet SAMPLING METHOD: Grab MEASURING POINT EL.: Feet d O v, N U z �; • Mast. Cont. M v, v, m w 0 a 1 Pen Resistance CC i < m J (blows/foot) a z z in > z .» o a, a i i 0 0 DESCRIPTION 0 i Sod over very loose, organic rich soil (FILL). i• . �4 JV of organic soil (buried topsoil) over loose to medium dense, light brown, poorly graded SAND with silt & gravel; SI% cobbles; dry. (Weathered Sandy Till) Inch thick cemented zone; difficult to break by hand Dense, gray, silty SAND with gravel; damp. (Sandy Till) Dense, brown gray, silty SAND: laminated with gravel and sand/silt lenses; damp. Bottom of Pit at 10.5 feet. No water encountered while digging pit. NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated. PROJECT: 55 unit Motel BORING: TP-5 LOCATION: 22127 Hwy 99, Lynnwood, WA. PROJECT NUMBER: 93138 DATE COMPLETED: 12/08/03 LOGGED BY: Rod Faubion PAGE: 1 OF 1 HONG WEST & ASSOCIATES, INC. DRILLING COMPANY: Hong West & Associates DRILLING METHOD: Hand Auger, 8-7" SAMPLING METHOD: Grab _ v) L) U) m {A J t o ai L a z i W W DESCRIPTION BORING LOG TOTAL DEPTH: 2.0 Feet SURFACE ELEVATION: *341Feet MEASURING POINT EL.: Feet ff Loose, gray, SAND w/gravel & slit; moist. ff f f (Fill) ff IN ff ff , Loose to medium dense, light brown, silty SAND w/gravel; moist. (Weathered Sandy Till) Bottom of Boring at 2.0 feet. No water encountered. NOTE: This lop of subsurface conditions applies only at the PROJECT: 55 Unit Motel LOCATION: 22127 Hwy 99, Lynnwood, WA. DATE COMPLETED: 1/04/94 LOGGED BY: Rod Faubion * Mast. Cont. M Pen. Resistance (blows/foot) location and on the date indicated. BORING: HA-1 PROJECT NUMBER: 93138 PAGE: 1 OF 1 HONG WEST & ASSOCIATES, INC. BORING LOG DRILLING COMPANY: Hong West & Associates TOTAL DEPTH: 1.5 Feet DRILLING METHOD: Hand Auger. 8-7" SURFACE ELEVATION: * 341 Feet SAMPLING METHOD: Grab MEASURING POINT EL.: Feet ai w s z vi • moist. Cont. M °�° 0 s 1 Pen. Resistance W W a °C i —+ 03 J (blows/foot) a x Z C (n $ > - S .. o a z i ti ai DESCRIPTION 0 20 40 60 80 0 Loose to medium dense, light brown, silty SAND w/gravel; moist. I (Weathered Sandy Till) Bottom of Boring at 1.5 feet. No water encountered 2 ....................... 3 4 5 NOTE: This 109 of subsurface conditions applies only at the sr PROJECT: 55 Unit Motel LOCATION: 22127 Hwy 99, Lynnwood, WA DATE COMPLETED:1/04/94 LOGGED BY: Rod Faubion and on the date Indicated. BORING: HA-2 PROJECT NUMBER: 93138 PAGE: 1 OF 1 HONG WEST & ASSOCIATES, INC. GRAIN SIZE DISTRIBUTION Project: 55 Unit Motel Test Hole Number: TP-1 ---•-------•----------------------------------•---------------...................... ........................... Edmonds, Washington Sample Number: G-2 and G-3 Project Number: 93136 Depth: 4.0-7.0 feet .. ............... p -------------------------- ------------- Date Tested: 1-21-94 Sample Description: -------••------------------------------•------------------.................. Remarks: Gray brown, silty SAND with gravel (SM) Gravel: -- - 40.5 -- ..-•------•---•----------------•---------••--•--•---•-----•--••-------------•--.........--•-----•--- Sand:------------44:0--••-------•...... Fines; .............. 1.5.5 Clay Silt Sand Gravel Fine Medium Crse Fine Crse SIEVE SIZES 1 00 200 100 60. 40 30 20 16 10 4 3/8 3/4 1 3/2 2 3 90 80 w 70 J J 2 60 N t— 50 z W U 40 W n' 30 20 10 0 -- — ——— —— ————— ———— —— —— —— I 1 I I ——J--L---J—L—L— I I I I I I 1 I I I I I — — —— 1 1 I I --1—I---1-1—I-- I I I I I I 1 I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I 1 I I I I I 1 I I I I 1 1 I --—— —— ——— ———— ———— — — — ——— I I --J--L---J-1--- t I I I 1 I I I ———— I —— I I 1 t 1 I I I I 1 I I I 1 I 1 I I I I I 1 I I I I I I 1 I 1 I 1 1 1 I I I 1 1 I -- ———— ————— —— ——— — — —— ——— I — —J— L---J-1-1-- I I I 1 I 1 I I I — ——— 1 1 --J—I---1-1-1-- I I 1 1 1 1 I I — — — — — — — — — — — — — — — — — — — — — — — I I — I 1 I I I I I I I 1 I I I I I I I I 1 1 I I I I I I I I I I 1 I 1 I I I 1 1 I I I I I I I I 5 2 5 2 5 2 5 2 5 2 5 0.001 0.01 0.1 1 10 GRAIN SIZE — MILLIMETERS ^•. = _ ,.� . _.5 , ., �. k .!\r1i, CITY of EDMONDS BUSINESS LICENSE APPLICATION DATE LICENSE NO. .� .�5-> ;,. Civic Center • Edmonds, Washington 98020 ANNUAL FEES City Clerk Phone 775.2525 PENALTY AFTER FEB. 15 ❑ HOMF- OCCUPATION INSTRUCTIONS: CLASS YEAR LIC. EFFEC. DATE LIC. NO. SPEC. $10:00— (A) ADDITIONAL $5.00 ❑ JREASG. ❑ SMALL BUSINES�, • All items must be completed / —ADDITIONAL application will not be aC- RECEIPT NO. DATE PAID PRINT 'X' $15.00 ,(B). $7.50 Elor cepted. -' ' �' IN SPEC. BOX Cl Business 10 Or Sign and return application FEE PAID PENALTY PAID FOR ISSUE OF CORRECTED � more -employees ADDITIONAL $25:00 ❑ with fee. Renewals received L LICENSE WITH •Lc• ACTION. - �$50.00 (C) after February 15 must pay >4 NEW APPLICATION (LA) penalty in addition to fee. ❑ RENEWAL (LB) NEW BUSINESSES AFTER ❑ CHANGE (LC) JULY 31, 1/2 FEE. (PLEASE MAKE ANY NECESSARY CHANGI-S) ❑ DELETE (LD) NAME OF FIRM -rrcL L BUSINESS PHONE NO. OF EMPLOYEES v eL e rs n a/c G' M, ' 7.s'- 0 77:.? i MAILING ADDRESS NATURE OF BUSINESS zd ,,or,ds wcL, V po BUSINESS ADDRESS (D0 " O ( F, O INDIVIDUAL PARTNERSHIP CORPORATION .-7 2/ 2 7 /li <<ut J 9 /vC.. C d:,�0�1 a�S . Gt rc. 0 (S) © (P) 0 (C) OWNERS NAME HOME ADDRESS HOME PHONE ]DATE OF BIRTH PLACE OF BIRTH SOCIAL SECURITY NUMBER EMERGENCY NOTIFICATION: (1) NAME & TELEPHONE i�1-3 'C1 (PLEASE LIST TWO) (2) NAME & TELEPHONE WASHINGTON STATE TAX NO. /7PP/I CcL 'Acr APPLICANT'S SIGNATURE _ STAFF REVIEW: DO NOT WRITE BELOW THIS LINE FILL IN LAND USE CODE, UFIR NUMBERS, ZONING, ETC. CHECK APPROVAL OR DISAPPROVAL, DATE, AND SIGN. IF DISAPPROVAL, PLEASE COMPLETE "COMMENT" SECTION. ROUTE TO NEXT DEPARTMENT ON LIST. PLANNING DEPARTMENT DATE yi'��� LAND USE CODE ZONING CODE 9-9 APPROVE ❑ DISAPPROVE SIGNATURE CONDITIONAL USE PERMIT COMMENTS m BUILDING DEPARTMENT ' DATE E%'APPROVE ElDISAPPROVE SIGNATURE I�• 1�'��-' COMMENTS: CAPACITY: (NO. UNITS, APTS., OFFICES, SEATS, BEDS, STUDENTS) FIRE DEPARTMENT DATE 91 APPROVE ❑ DISAPPROVE SIGNATURE COMMENTS: C. Building ❑ Hotel/Motel (L) Permit ❑ ❑ Apt. Bldg. Office Bldg. (A) (0) Occupancy ❑ Restaurant (R) Group ❑ Hosp/Nurs Home (H) ❑ School (S) W_ciu r 10 No POLICE DEPARTMENT ,/ APPROVE ❑ DISAPPROVE DATE �% SIGNATURE '? >' COMMENTS: PUBLIC WORKS DEPARTMENT ❑ APPROVE ❑ DISAPPROVE DATE SIGNATURE COMMENTS: # .-0I0 - o f Poo PLEASE RETURN TO CITY CI F=RK CITY OF EDMONDS USE PERMIT ZONE /' �---�' NUMBER J�O t✓ CONSTRUCTION PERMIT APPLICATION jos SUITE:APT# ADDRESS , •2_/ 7, 9V OWNER NAME NAME OF 8 INESS 14161A✓M Y //// LEGAL DESCRIPTION CHECK SUBDIVISION NO. LID NOZy L Z MAILING ORES f I PUBLIC RIGHT 9FJ�AY PER OFFICIAL STREET ���111AP. TESCP Approved ❑ RW Permit Required CITY ZIP TELEPHONE NUMBER EXISTING REQUIRED DEDICATION Street Use Permit Aeq'd ❑ Inspection Required NAME PROPOSED F--'I%44�/ Sidewalk Required /1 �i `A METER SIZE LINE SIZE NO. OF FIXTURES PRV REOUIRED Q ADDK .(Q� YES ❑ NO ❑ 3 REMARKS Cc d /L� • (/IMjI�- D �^� W u.CIT P TELEPH NE NUMBER Z w � d 0_ NAME ADDRESS' ! /G4 S •,_„ -• II� ? / ENGINEERING MEMODATD'i: ,... � /1�` R VIE ED�BY ] r�/`� 7tp r Ct. I Y ZIP TELEPHONE / 990.3� ;zc NUMBER 7 S S55 G//!�• .FIRE_MEMODATED REVIEWED BY W �j�/jJ u&)0061 rW V./TV.--• ""`� `��""""f LL ST TE LICENSE NUMBER :,EXPIRA//TIION.DATE FC .Cx '1 /'L/s(/ /► _, 9— — - �/r'7 .� •� - .(SI�GN-AREA -: :-. "-. EP,A'•REVIEW' ADB NO. W ire O/G7 ✓ ` ALLOWED PROPOSED C� E' EXEMPT ` ""- Legal Descriptio Of Property include all easements SHORELINE# - ZW?A O EXP a cc VARIANCE OR CU •REVIEW BY 2 U u)ui i SETBACKS FEEL - HEIGHT LOT ' U 1QV9fiAGE ? 'FRONT .f <SIDE- C REAR - a J Property Tax Account Nf'//�,,��(�yt fin/'/�. N �//�t v.`� os REMARKS a Parcel No. 1:<u f" ." cr.: i DI NEW `RESIDENTIAL PLUMBING ' /11 E] MECHANICAL ADDITION CO MERCIAL .-SIGN6"APT,BLOG ElREMODEL �C-• - El GRAD CYDS. C] FENCE H C E .BY ]TYPE'OFCONSTRUCTION ICODE OCCUUP NT G P�� REPAIR ! DEMOLISH INSERT: SWIMHOT T POOL B SPA. SPECIAGINSPECTOR R UI E0. A •'' N Fy OCCUPANT LOAD Wffrlws ES ((// jo GARAGE ❑RETAINING WALL/ CARPORT ROCKERY._' RENEWAL.• 'PR`OGRESS:INSPECTION$ PER,.UBC.,juo 0 (FfSE BUSINESS OR A TI ,� v� •. EXPLAIN:..' � i Q rn a NUMBER OF NUMBER OF DWELLING Jy.�� ' �RITu„ ALa,' �a'{ n AREAS,;} .✓ w,t ),t;)"'' 0 ��f/JI'E.�CGJ,l �• l,,A ,,,r ! M//� ��}�(,r-S'YV1I� m STORIES UNITS : %� NUMBER DESCRIBE W RK TO JE DONE (A TA H P T PLAN) 'fINAL.IN3P..ECT10N REQUIRED VALUATION FEE ,PLAN CHECK'FEE / BUILDING.;- rr,f Z, 41 HEATS URCE ... <' / GLAZING � I0 `// % - '-- - . PLUMBING Plan Check No. �y MECHANICAL s:. I This Permit covers work to be done on private property ONLY. GRADING/FILL Any construction on the public domain (curbs, sidewalks, 4. �� driveways, marquees, etc.) will require separate permission. STATE SURCHARGE Permit Application: 180 Days STORM DRAINAGE FEE Permit Limit: 1 Year - Provided Work Is Started Within 180 Days "Applicant, on behalf of his or her spouse, heirs, assigns and ENG. INSPECTION FEEr d N successors in interest, agrees to indemnify, defend and hold w harmless the City of Edmonds, Washington, its officials, foe 2 employees, and agents from any and all claims for damages of nature, arising directly or indirectly from the issuance iwhatever of this permit. Issuance of this permit shall not be deemed to PLAN CHECK DEPOSIT o modify, waive or reduce any requirement of any city ordinance �.737 Z i nor limit in any way the City's ability to enforce any ordinance TOTAL AMOUNT DUE ICl/ provision." I hereby acknowledge that I have read this application; that the ATTENTION APPLICATION APPROVAL information given is correct; and that I am the owner, or the duly authorized agent of the owner. I agree to comply with city and THIS PERMIT This application is not a permit until state laws regulating construction; and in doing the work authoriz- AOUTHORIZNLY signed by the Building Official or his/her ed thereby, no person will be employed in violation of the Labor IES WORK NOTED Deputy; and fees are paid, and receipt is Code of the State of Washington relating to Workmen's Compensa acknowledged in space provided. tion Insurance and RCW 1EI.27. NSPECTION Sil RE IOW E T DATE $$SIGNED 1 DEPARTMENT CITY OF OF I A . SIGNTORE 9 ATE EDMONDS 7-/6 //; !Rt4 CALL FOR RELEASED BY: � ATTENTION INSPECTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE 77"l oLLAAo UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR ORIGINAL — File YELLOW — Inspector A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC CHAPTER 3. PINK —Owner GOLD —Assessor PERMIT �/� • NUMBER �,l V�6Y� CITY OF EDMONDS USE ZONE CONSTRUCTION PERMIT APPLICATION joB SUITE+APTa OWNER AME'NAME OF BU ADDRESS WINESS d ' LEGAL DESCRIPTION CHECK SUBDIVISION NO. LID NO Z o MAILING AODRE �� G F1 W PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. TESCP Approved ❑ CITY ZIP Zip %,n v-(!(f/ TELEPHONE NUMBER �iy / /J/{1vA EXISTING REQUIRED DEDICATION Rw Permit Required ❑ Street Use Permit Req'd ❑ PROPOSED Inspection Required ❑ NAME Sidewalk Required O /� METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED Q w ADDRE S YES ❑ NO ❑ 3 REMARKS U a i0I ,���// CITY Z�� TE� HON NUMBER w �`L���}//� 1 ✓fJ � z - z NAM w tn c"S:-J S Wcc U ADDRESS 2-/ h,-► 1 ] S S ,, 5 .: : REVIEWED BY !ENG,INEERING MEMO OATED Q [(JO / CI Y ZIP ITELEPH,0NE NUMBER v �! % /U� 3/ (/ lJ 6 ; �Q/ ,J,;j rC FIRE MEMO DA ED REVIEWED BY w W Q ST TE LICENSE NUMBER - - EXPIRATION DATE',' 9L /�^; SIGN -AREA. = , , . SEPA REVIEW ADB N Leg I D Scrlpti0 of Pr pe - InCI de all.eaSehlt3nt, ALLOWED 'PROPOSED - COMPLETE r` EXEMP.T �Z,-, z a,' ' SHORELINE k s ;EXP a¢ I `d - ;VARIANCE%OR CU '„ PLAN G)REVIEW BW D W a SETBACKS FEET-:, HEIGHT LOT COVERA E z Properly n M Tax Account 22I V "(!" �..: FRONT , ', SIDE REAR. a a REMARKS Parcel No. 8, f/ .... NEW 1:1<RE'SIDENTIA.L a ;PLUMBING:11 , El ADDITION MECHANICAL FIREMODEL D•,APT BLDG SIGN GRADING ' FENCE '., '? D: CHECKED BY, - TYPE.OF.CONSTRUCTION CODE - OCCUP T GROU REPAIR i ,.CYDS . �• (—_ x��, , DEMOLISH ❑ WOOOSTOVE . HOT TUB SPA INSERT , AREA OCCUPANT GiINSPECTOR T GARAGE RETAINING WALL/ / REQUI REQUIRED .• D VES( . LOAD CARPORT•ROCKERY RENEWAL REMARKS'.: (TYPE OF USE. BUSINESS OWACTIVITY) EXPLAIN •; PRO GRESTINSPECTIONSTER�UBC 305 Z L m w NUMBER NUMBER OF -- CRITICAL," ,y/.. �r Fa t-'1 ✓>w+ •-•Cf ." -" O OF DWELLING' 1UNITS<-.;. AREAS m0 STORIES - NUMBER, DESCRIBE WORK OBE ONE (ATTACH PLO PLAN): .. h n i ( ��+I , 1, • • 1 FINAL INSPECTION REDUIRE,D e S i •VALUATION FEE PLAN.CHECK FEE HEAT SOURCE. .: GLAZING BUILDING„ rtA "U/0'` PLUMBING a. Plan Check No. r` MECHANICAL ^'• cif r This Permit covers work to be done on private property ONLY. EGaADING/FILL Any construction on the public domain (curbs, sidewalks, driveways, marquees, etc.) Willi require separate permission. STATE SURCHARGE Permit Application: 180 Days Permit Limit: 1 Year - Provided Work is Started Within 180 Days STORM DRAINAGE'FEE "Applicant, on behalf of his or her spouse, heirs, assigns and ENG. INSPECTION FEE N successors in interest, agrees to indemnify, defend and hold J harmless the City of Edmonds, Washington, its officials, x. employees, and agents from any and all claims for damages of i whatever nature, arising directly or indirectly from the issuance of this permit. Issuance of this permit shall not be deemed to PLAN CHECK DEPOSIT omodify, waive or reduce any requirement of any city ordinance x nor limit in any way the City's ability to enforce any ordinance TOTAL AMOUNT DUE �17s7 provision." I hereby acknowledge that I have read this application; that the information given is correct; and that I am the owner, or the duly ATTENTION APPLICATION APPROVAL authorized agent of the owner. I agree to comply with city and THIS PERMIT'This state laws regulating construction; and in doing the work authoriz• AUTHORIZES application is not a permit until ed thereby, no person will be employed in violation of the Labor ONLY, THE signed by the Building Official or his/her Code of the State of Washington relating to Workmen's Compensa• WORK NOTED Deputy; and fees are paid, and receipt is tion In urance and RCW 18.27. INSPECTION acknowledged in space provided. SIGNA RE (OWNE5,#O A DATE SIGNED DEPARTMENT , CITY OF OF I I L'S SIGNATURE ATE % 6 /� �[ �/ l 7�1 EDMONDS CALL FOR RELEASED DATE ATTENTION INSPECTION -------- q 6 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR ��� �OGLO 1 ORIGINAL — File YELLOW — Inspector A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC CHAPTER 3. PINK — Owner GOLD — Assessor CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION USE PERMIT zoNE C (" NUMBER ��� y+� joe SUITE/APT# ADDRESS 07 Zhe:&&Cep w Z o OWNER NAME NAME OF BUSINESS LEGAL DESCRIPTION CHECK SUBDIVISION N0. LID NO. MAILING ADDRESS.,,' Et PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. EXISTING REQUIRED DEDICATION TESCP Approved ❑ RW Permit Required ❑ Street Use Permit Req'd ❑ CITY ZIP TELEIPHONE NUMBER VkA ..� PROPOSED Inspection Required ❑ Sidewalk Required ❑ u, NAME �• METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED YES ❑ NO ❑ I- 3 0 ADDRES9 U acc ^ v .� REMARKS w Z CITY P TEL PHONE NUMBER 1— z w NA.7.-.,, M UJ ADDRESS / QV `C 6S� ,ENGINEERING MEMO DATED REVIEWED BY R z p U ! ,,, CT ZIP ood gflo3bob TELEPHONE NUMBER -FIRE !�?%�SSS MEMO DATEO< REVIEWED BY w LL STA E LICENSE NUMBER EXPIRATION DATE SIGN AREA ALLOWED. PROPOSED SEPAREVIEW COMPLETE ',. ADB NO. Legal Description of Property - include all easements . = Z ... ;.: JEXEMPT EXP SHORELINE M .. a U Lu 1. -'VARIANCE OR CU ,: x PLANNING REVIEW BY DATE 0 J a w J 'SETBACKS —FEET FRONT SIDE. REAR HEIGHT LOT COVERAGE i _ z z g Property Tax Account•: Parcel No.. REMARKS El n NEW .RESIDENTIAL. Lam. 'RLUM9INGIMECH M' COMPLIANCE oR CI ADDITION. OMMERCIAL :CHANGEOF,t1SE REMODEL' APT. BL4G; SIGN., :.., CHECKEp BY ::. TYPE OF CONSTRUCTION •.: " CODE . GRQ� OCCUPANT GRADING FENCE REPAIR LJ CYDS 0 _ DEMOLISH WOODSTOVE .: . SWIM POOL: U INSERT -HOT TIJWSPA GARAGE RETAINING WALL/ CARPORT a ROCKERY , "'r- RENEWAL F :SPECIAL INSPECTOR . .AREA REOOIRED ❑ YES . • :� OCCUPANT LOAD REMARKS.` PROGRESS INSPECTIONS PER..UBC 1,08 0 (TYPE OF USE. BUSINESS OR ACTIVITY) EXPLAIN. . J to NUMBER NUMBER OF .::. CRITICALr. 0 OF STORIES DWELLING' UNITS - -' AREAS ,"'•�,e NUMBER'•,, !J' -' DESCRIBE WORK TO BE DONE (ATTACH PLOT PLAN).. L FINAL.INSPECTI:ON-REOUIREp ' VALUATION FEE �.PLAMCHECK FEE `> BUILDING .;; HEAT SOURCE: GLAZING :. a/D:. .. :.. . ;PLUMBING; Plan Check No. MECHANICAL This Permit covers work to be done on private property ONLY. GRADINGIFILL Any construction on the public domain (curbs, sidewalks, STATE SURCHARGE driveways, marquees, etc.) will require separate permission. Permit Application: 180 Days Permit Limit: 1 Year - Provided Work is Started Within 180 Days STORM DRAINAGE FEE "Applicant, on behalf of his or her spouse, heirs, assigns and ENG. INSPECTION FEE N successors in interest, agrees to indemnify, defend and hold J harmless the City of Edmonds, Washington, its officials, x. employees, and agents from any and all claims for damages of iwhatever xx nature, arising directly or Indirectly from the issuance of this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirement of any city ordinance nor limit in any way the City's ability to enforce any ordinance provision." PLAN CHECK DEPOSIT TOTAL AMOUNT DUE 257 I hereby acknowledge that I have read this application; that the ATTENTION APPLICATION APPROVAL information given is correct; and that I am the owner, or the duly authorized agent of the owner. I agree to comply with city and THIS PERMIT state laws regulating construction; and in doing the work authoriz- AUTHORIZES This application is not a permit until ed thereby, no person will be employed in violation of the Labor ONLY THE signed by the Building Official or his/her Code of the State of Washington relating to Workmen's Compensa- WORK NOTED Deputy; and fees are paid, and receipt is tion Insurance and RCW 18.27. INSPECTION acknowledged in space provided. SIGNATU (OWNER OR AGENT) DATE SIGNED DEPARTMENT CITY OF OF I IAL'S SIGNATURE ATE EDMONDS g / 6 ATT NTI CALL FOR ELEASED BY: DATE INSPECTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE O�LO UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR 771 ORIGINAL.— File YELLOW — Inspector A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. USC SECTION 109 PINK — Owner GOLD — Assessor 102-87 a USE .CITY OF EDMONDS ZONE NUt MIT 9 roe CONSTRUCTION PERMIT APPLICATION jOB OWNER NAME NAME OF BUSINESS ADDRESS A V,A� A— LEGAL DESCRIPTION CHECKI SUBDIVISION NO. ILID IC j 71- C TYZIP TELEPHONE NUMBER ADDRESS )-I [m t S'T S;C '1 / r 5- CIT ZIP TELEP HONE<.NUMBER ZivW0Oel 4f7903& (�?06 7;: d,-55SA STA LICENSE NUMBER EXPIRATION DATE Legal Description of Properly - include•all easements. enIP 1 A. .... a PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. TESCP Approved ❑ RW Permit Required ❑ EXISTING REQUIRED DEDICATION Street Use Permit Req'd ❑ Inspection Required Sidewalk Required ❑ ❑ PROPOSED cc METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED a 3 YES NO ❑ REMARKS z Z w w z 0 z w iING MEMO DATED SIGN AREA SEPA REVIEW ADS NO. .ALLOWED PROPOSED' COMPLETE JEXEMPT SHORELINE EXP ARIANCE'OWCU PLANNING REVIEW BY DATE a SETBACKS — FEET HEIGHT LOT COVERAGE Property FRONT SIDE REAR Tax Accounf. ' 7 REMARK rcel No. PaEl [3:PLUMBINGWECH NEW' RESIDENTIAL• COMPLIANCIEOR ADDITION. I?�j .C� CHANGEOF.USE EI APT..BLDG: El REMODEL' SIGN GRADING CI FENCE D CHECKED BY TYPE,QJF�ONSTRUCTION.. . CODE OCCUPANT REPAIR cYQS. :L_x ____FT) DEMOLISH WOODSTOVE . . a,INSERT� SWIM POOL < HOT7UB/SPA YY..JJ l.O SPECIAL INSPECTOR :AREA OCCUPANT REOUIREO: LOAD GARAGE RETAINING WALL/ CARPORT. ROCKERY ,� —,.RENEWAL::,'--.. REMARKS;' PROGRESS INSPECTIONS' PER USC •� 08 0 (TYPE OF USE. BUSINESS OR AQTIV`ITY) EXPLAIN: - a:G�.. NUMBER NUMBER OF CRITICAL . O OF DWELLING AREAS 0 STORIES UNITS: NUMBER; DESCRIBE WORK TO BE DONEtATTACH PLOT. PLAN) ... G C1C. " J . `FINAL;:INSPECTION' REGIUIREO " ::VALUATION FEE PLAN CHECK FEE:.: BUILDING:. HEAT SOURCE: GLAZING ,. '.PLUMBING.,:.:: Plan Check No. MECHANICAL This Permit covers work to be done on private property ONLY. GRADING/FILL Any construction on the public domain (curbs, sidewalks, driveways, marquees, etc.) will require separate permission. STATE SURCHARGE Permit Application: 180 Days Permit Limit: 1 Year - Provided Work is Started Within 180 Days STORM DRAINAGE FEE "Applicant, on behalf of his or her spouse, heirs, assigns and ENG. INSPECTION FEE N successors in interest, agrees to indemnify, defend and hold w harmless the City of Edmonds, Washington, its officials, aemployees, and agents from any and all claims for damages of = whatever nature, arising directly or indirectly from the issuance of this permit. Issuance of this permit shall not be deemed to PLAN CHECK DEPOSIT modify, waive or reduce any requirement of any city ordinance = nor limit in any way the City's ability to enforce any ordinance TOTAL AMOUNT DUE �J provision." � I hereby acknowledge that 1 have read this application; that the information given is correct; and that I am the owner, or the duly ATTENTION APPLICATION APPROVAL authorized agent of the owner: t agree to comply with city and THIS PERMIT state laws regulating construction; and in doing the work authoriz• AUTHORIZES This application is not a permit until ed thereby, no person will be employed in violation of the Labor ONLY THE signed by the Building Official or his/her Code of the State of Washington relating to Workmen's Compensa• WORK NOTED Deputy; and fees are paid, and receipt is tion Insurance and RCW 18.27. INSPECTION acknowledged in space provided. SIGNAT E (OWNER OR AGENT) DATE SIGNED DEPARTMENT CITY OF IGNATURE� ATE (/�J �//%}�/j� 7/V + EDMONDS' / [ "' ATTENT CALL FOR ELEASED BY: DATE INSPECTION IT IS UNLAWFUL/ TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR ��� OLLO ORIGINAL — File YELLOW — Inspector A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. USC SECTION 109 PINK — Owner GOLD — Assessor 10247 1 ro 4 e6�nZ) io &mt�mkr rO OAFCC 11 - ao, C&AWE &V ar- c-arc.FA NO P ul 4>/AJC* i U3 As x x x �A - — — — . 1 llp f km ro te-- 6�no AIi A&MOVE Ejek57r. -AajPIALf )P-"A'4f _Z.SmoVP- E;XI.3r > Fl-e LwAsr &UIL cwjc-r 7C 1If . I I , 43 144 t's .,I. Al 44MIM T HANDICAPPED PARKING STATE DISABLED PARKING PERMIT REQUIRED ME /lam a„`ifc'r1`l..c1J1J,1GJ1 rt� l2/1 lure, 0 1 '7 �� ' !,_S1 4 *W�4 Gll72 6 k::'.,1 ��t jo 010 1r'og CJdiC ivar J 1,7Arc.3 tiN� Y j7jc"vc7uj• iu110 JI j�ETraILS I }" F couT l�Q.. eo✓/ ��K�w � W #tt.,Ac,A:'. re. ► , � �� . � e >r - cv - i s' GONTINU GU40 A6 nrR GT00 Y THL: W40ING z�=. MAY 0 �XTRU©1�'d G''f2 �dl3id�'D A''aP'HAL»T E>CPAhJhiGi1•J NO L-1P AT &A46 OFF- JOIHTb WH&rn-GHAfa RAMP ) AS 5 HO WN ON TNe F LANIE;p 1 coNr Gc�ti/G. �r rJ ��rNr� rc5' rl l to CAUShl 77- � I cat' : �� �i �{ A 20 M . A GG•M. GG'h•JL. Gtlt7� GEM,GC�tJGr At-40 40ATT'EQ VAL -DIY *UT" 91Z L--J 1—_J ��/�! �•L�t/,d /ate / Q //- *1, aaLt� tom' I � tt�,,J � :• ♦ y7 a '. -. ,.. T ST 2i2TH N l � $�! 1 ppft+j y iz 1T11 > � dtSarQrvQS' LU < i TN . 1 V Ix { Vie •" tfit } rt SW i < i{ 217 �w;k _ Axt v s Mi L C�a t• 43 P Par. va, +tlt � +� zi]rJl$TSW�JtS Il.it3♦:!•^'-''{ � � Ss,J �+ yl ° �7 c 'hr r ! I,` fh T UU h f $ T P' to l .3.1 7 'J t t. v.a C. ,.,11 I{TN i d 4 a, '' 7 is r 2 ST, e. 2 ri{ L S + F < R ! t 1 o- Y J .v hst 275TIr f tit i1iTN' `i.+h »l S.Y b » ,z ! f i ... Iarl. ST � , r •7: „11 7i±PL Sw' S Sa' �> - , �. $I t� t 1 ti s `'T+�' t�1 C �+ .1" W NTN $r1V 6v n r'" 5T S yl 1„t w«T •t F 3I2TN S7 5'< " a� P rS ^{ . s > r .. �SIfVt'NS .. .. _. ,� ._ +' SS^/ e. PC .� X i * • + r r w •te ou P .v 2t8THS7 5 i lI8 TN V1 i�4 I18 7 *I rN «•• C , / , / ) �X Sc}r i ■ u "' 21PT/t lG ;J jT SW fdT„ Pt S'D¢ zt y t!3 Ij(, 4, `..•�" t--d_/�/�/ Sa.' .,ter — e+i? , r 1 �. 219Tti > Tsw rlt sT wt'� sTscJ. + .j 1t ' 227Tt1 ST $1N r = ____r g T21 T *� 11 Si Rtt6P >� { 12t i Pi vl 4"e" SW y 2tiCt ?PI P ti1ra k- (�� owe J • L Pl Sk y?7tn ^. i PL Se - a �1IfI��*} stx th+,ar, 1 4 227 I "1 — / Szz3a //'• /}' C1ASt I z%*f%L!Y /l. f.�'t"t:.. 'f)r�i( 1?a dTN T *W <ii K>, L<lK YySlYij4711'$sJi3kl i ^;>^I+ k aPLS`� n rr#✓ ><,125il ,^� ~N ST^ 5 Ttl Pl S' U S• + . r TNz {X S,n V IJ, Sw , N 'SST Pt IW > 7I J ? Tt S1 fRrt5, �GaEr:s•"�� / I"'- ^.-- r^'^)'".,f 7 :2 ) + r' '' fl x s tr • e. X. „r1 H '7 ... / r..% v�•'.r'i:..• {.. iJ / A,i?,;, ,r ,{� 1�'�•y , L/IP > TYditi -T W 7 t iI !f j l fl ♦> T h Kxxu rrov i i r»a`e. �� x P i X crane 7 k y :Y":i L:' /'•1 ri.. /`ti x5wi 129i 1 7 ,PL FS.' m > �> ' r, yT d." M ?ZQ IIn1 4 "' iy+ > , X u`oJ 'r(� ".: V ^ t S I 124tHt 1�• t (i{C ? 73Uf„ +.e»r v� S• ` r1 z ► < ,r` tv v Q�� O a IT s• rliST sr 1• < ' teao.• ��1.�hr 1101T_F�I_ST 1J '+ 23�1fiH 5T L � � � .. a 1nF •r a xl� ,o s : It z `I"•` �j err •ir r �^;.c/ r.J"." }�/ �,�/ . 7- �,/ 5 ,y 1 AuPOELL Lrq a Q 99 ms, > �-i •.__"(.�J C. %i'�i:.. Yi'/"7�; 'rTt..l %'!i �V/%' I !^rl::.! Y.'rr�J •o'��n s $d _(% �„ifi IilJi. l.it l.N ez.;����J `Y / tluvJr� 11 .c 5i 3 uui[ Ii Sz tp +SY d :r, ., •cC •,rs a �PEl. tr',.- r*".. �1 r . �.. > i u7 v y� d Atf j ' m ... StY i Ii�. I / ° I � ' r' ♦d ST V! 2 PL $W IIdTW (,) ST SW SKI cot CQUR L µE L,�. 4T i ` IT ^ , - G.>/ /Yr t{.i J77 S• O M Jc (� s. k Mzlj 1�37d i,+ SSSgO "P1: > >• > �T i 'r t;L.v. 5rz». r a `ram - �11 1 0 „ry Q JIf P�y 4 a LOTUSLFi >' ,�' P PL it,i }•. 17 Tfl +< e w ! " i> Sr $W Rf r tie w J sty . w_ d7N ST Sw < +s ,� • � - - - � Y , ' r� ,-29biti:�Fi� ' 4J, ATM n•...,.»�«....+ ?. 1 s.+. 1 Zl57N aL W 'R'S: i •If+i�,-ti .i"�x ". ". i 0 ~ Te) 4� ZONING - CG C) a 1 � ti OCCUPANCY - R1 Motel t Parking GarageP� i 9 I i'" C> CONSTRUCTION - Type V 1 Hr. - Motel LjLJ S rinklered with • p Type 13R system throughout, approved by Washington P' � U' �'"iTli-i!1 t/1-cp, 1 6-) %��"(i' . per vSection ey and R3803, Section ating Bureau a1211nd ,�nException 2,itored by L' listed central station i '/ /y'.. /2 ')}'- • STORIES Motel: 3 stories (total) Parking: 1 story (3 hour fire separation to motel) SITE DEVELOPMENT Lot Area = 33 954 s ft. < �. � q• irARA•C�E- -�2`�i .?•Fr .� �lc�hl OFF1C.f '-61 rgrFTF Building Area = r �cJiS sq. ft. = 31% of lot area _____ `.5TAIK`"1 ( f 1 Cl�rIc" - 2.4�3 4;6(1r�', L�J 20% Landscape Area = o sq. fa 14L) rl- - 94� a,Fr't `'7 = 0 of lot area. : PP F� - 9446t; *Q,fT• PARY, ING Motel per unit 54 units + 1 Monager's apartment = 55 cars - I Cf1 _Z0j117;� lly 2d,r dl, Provided: Std. stall = 52 cars (.add `;vinr i I! Handicap stall = 3 cars DO 0� ' Total 55 cars 1U1AL- 081 �-P Ntr AREA - 3U51jj , FT. ` G ,1"_' / "�.�• < n„ _ , NL1.MADLE AREA _ `0 00) 7.)l,) - 420 •FT C) It 4 /_/Cl/�/z �`.1 /(t _3111V Ic • - -. iG�J rh- „ �l'••r ;' 4 1 VeRr; C ICE `'r?•C- �`" - ,r(> All that portion of West half of' N.E.'>i of NXJ4-' of S.W.% of Section 29, Township 27N, fi .t-i< e 4E 'N.M. described as � '` s .! j follows: Beginning at t}�r., t•cst d corner of said Section '"'i7 11 29, thi:rnce East on Center line of said Section 1©14,ft.;" `" ° ~I t 6 the S 1 1 G' E a 551,5 ft, to the true point of beginning; thence Stolb' E 113.3 ft,; thence SU 53'111 326.3 ft. to the intersection with the easterly mcargin.of right of way of State. Road P No. 1• thence-142405V E along said Easterly margin of the right of way of State Road -- ,) t, , � � �, y � � y �0 �-,_ �-`,r."-'_.-` 1 A� .• GCS T-L.5/�� . _ -_. -�-©_ .-_.- -. { _ . ;{- _ _ _ }_ No. .1, a distances of 125 ft; thence N89 53'E 271.2 ft. to the point of beginning, / CCt dY/f/El di' JCMNJ" 4NG } Sr% c /- d' t' 61VI 449 .o 1y0- situate in the County of Snohomish, State of Washington. 13N L /) R (t 6: 4'291�r 7Hiec11 4141!5r �tf rV•5 I t=.V l.'.>f' �'o.VF.'-. >4L l 1- fit% �_.� ����.�w,� ���`�w' �\ w`��`�w ��� V ." �' �.��. , ,� \Vv�A�.��� � /' ►kSJ - ,+,� / - > 1 $or t/ jf,}' t�',7.. � +> i, �- � V•LV _ A ` � _ •� �__.._ '_� �..�-�_ _ .-..�.A��...'_..-w.....__._._ .'.1.���_...1.ii..L.>..:....--.,....-_ WE f //alp 1�1 '7�c-xXi 1J ��` 6.D ric 27l•occ'J-.. ....�r 1 r f ,' P l/ar.t.'tz�rc' -�</w, _ Cr "] c F OL - ✓.�a A 1 SITE PLAN, SITE CRITERIA LEGAL DESCRIPTION AND GENERAL DOTES AA -11,A4 e . I I7 1, ,,,.,• /-/� %l� ,�X15 T t, ��:� AA;•' 1 >�.;;_, } � .w- ./ .,. ;% _ _ zt_! ,,)� �i ��; o�1�w,7. ;a i . ,� . t'__ t/'-J;:') ;.. � -- A 2 FIRST FLOOR PLAN AND SECOND FLOOR PLAN �';�" i, f � 1 t rt}dJ , AQ7 ;`,4: i Okl ✓ Wrr LSi I . _ _ i r ' 7 E i " 1;«S c l r :._.. { a �' __._ t -- - A 3 THIRD FLOOR PLAN AND ENTRANCE PORTICO FLOOR PLANS _ "; } A%; ,t, ' /t �s•/"t`' !, f7 -- -� \\ 'IrjO" 'a 11 L p1tLri1''Arcv __...... i I- \ t . �,� ! ,:, , ,, .,..•.... _ .,.,._, ... ...... .. _...... _. _. � _ _..� _ ._.._. ..._.._._ .._.. _.,. _. _......_. _... � � � BUILDING SECTION, DOOR AND WINDOW SCHEDULES , •,�. �f�rt A 4 ROOF PLAN BU � J�j.: %� ���+� 4+t/1/.%a � 4�i/� t�' ._._ _ .. _... _. .... r'1),, , \ ' �sr."r: kYY�� ;,,,,:_+� .�, .. ;, .t �11'�.'''h.+i�^•%S%Srdf Z"`` � " `.1 �I r. _._._-»-e ,1 ... _ 1"".... � „ �- -��-� -�- --• - �- ,%11..f� t' . � -_.. � ` ' �/ y.~.,...���^ . ,.l irn ��� /" -.? C� t' .A •� A 5 BUILDING SECTIONS, STAIR AND ELEVATOR' SHAFT SECTIONS ': M+rt4 V c..R".,?.» 11) 1:lr{ 717'S G�+� t i�'l ,hj /f/ i �I \ VA� \�A'� `� A �; 011: / .-..''.�.� \�`�' ;��� � � '�\���'.�. i I ; � ( , `; � � ,��,� �i�'�,� �, ,I A ENLARGED FLOOR PLANS � 1 a R R •^J�,`CL OVAr i1 �-. r i� \\\\v.A : v,y t /, 7 BUILDING ELEVATIONS I� ".r r) ;af 1: 1V for r4�'ft" sue" " , , 7 T� 1 , ,�_ _l�\ _ ... .. _._ ,�_._ _ _._.i... _ _.. '•,:.......'i A 8 INTERIOR ELEVATIONS AND DETAILS �i'i!�'/ % � � �.r p � �/%?rY,V!'r/'; (✓� : ,:; i _ S ,�+ -_?'4: � �' liti�- /'�, �'-i. � ..�,�•CY.�r �'4�;,V `a�••�^•A� Y� __ _ �.� . ..., - .__ ..__ ___ .. _ -_. .._ __.- _.._ _ - _._.. _ __. .. .. .. _ _. _ .. .t.. .. y,�ti�''v\}_,. i�l ! , - �lll /1., C, .�. r t� I u r ,urti 't-/� _ 1 R�� _ v , /� 47 � � i A, 9 DETAILS t ���� A\ A f � r Z T. cc�:f . W LL-ty' -� .. .J?"t•.� �1/ , ,rfC...! / atr/'L.EL. � , � � A •'.. A��.IV7,•,....+._,. ��./ ..... ...if. _— -- .� t. _.i d. � .. 17 ,r �. J s <. r i- 1 �!I� J trijf �t\ V �� A.. 7 . - L V�,. �;���- Gf, i _ _.. I }1STRUCTU€2ALNOTES AND DETAILS 11 i r '7 f .yi f; 1 h - "� T. T w:.. , \\ \� ♦ \� \�.\ >{ /, i I!. 1\ \\• ., ` \ �` ,�. a rp tr.s r `'; N.r. L- ` �� 1 \ v '7 t'' lkk,'e.9 SfCrN -- - 1v �r \ C � 7 ' 1 .. � t ��� � � v .� a� ..p i, I i � l � S i? f 1 ? � /� ._'� ..._: �. A `\�,�v � \��, .� , t •�- j I � ..q/� ; � r. �'•, �; � 2 F0 NDATION PLAN,, FOOTING &�WALLjCOLU1v1N SCHEDULE AND DETAILS. ... Vi/ll1 /1�%�tL/Vf;'- G.�/iiir• i�it„ I % � � / - � `� �- ��� ���, .�\.A� {� }.,/.+' 3- t. � I � - �� %� J � .�'' I � - - _ - - - - J l rt w .+ �`" i �..�. . � \v\�A 4 �",: � • ^ 1, /j, ��>, � % � � j 'V�• •, r , � 1i t :� Ill � �-.. 'INikL Z PV , tY 7 i`, L_. t s \ a',- �' v`'v. A �� N Ia;w�> /•.. i \ %;/ _ . *+♦ I r , � , l� a,4 1 ".3 EId-'FLOOR � FRAMING ANI7.*D>*"fAIL.S C. � gal S 4 THIRDFLOOR FRAMI1GSHEAR WALL SCHEDULE AtJDETAZLSUj ex rD 6C �GM0ve ��It "IJ 5 ' ROOF FRAMING `PLAN 'AND DETAILS F= LU dam"' U t 'A 1t O'�I �%% {j 011,5R G ry/t GJ£l z1 , t3 i G , blPJI�LV IJ�+ t.j. x•F/ l�t S'1 /. /1 j/ 1 t s -„u AN »Cram �:� S b `PORTICO' 'FOUNDATION AND ROOF FRAMING 1'L ;.S 7 SECOND FLOUR POST -TENSIONED SLAB / I , 1 `_ $ r ✓ lb ': �/ lfir+ s l i ) 8 POST ..7Eh1SI{}ND .DETAILS , rf / / � S 9 POST TEN,STONED DETAILS p It/t EXhi t•✓• fSi. V'x <` ° _ C "Ire-i' c' 1. 01 LO J ✓� { - c ^t/JS vn% juLL r 1 i ` Tc tr G • ' /Yt L l r C 1 TEMPORARY ARY EROS ION-SI LTAT-ION CONTROL PLAN l Cr 2 f1)i1. fi�ir#'',r+ I F .X IS�' Ih:-j'E,w1°.:.)..:, `,4 `� - - .,si) _ rz ... .. .. + .r.pr sarrrex r' ,� - I 1, - - r t' ti 326,10 N 8=��� 5a,, r� - ,v 1 s fr x� :fit, tr.= s 11 �C2<, ��;:,.., ! J,!,' �r r' GRADING STORM «�. {-_E-v Sr pL4Nj i ._ --? �` F'� m / l C1 2__ 1 :._ - tt �� r_ t' : NC I t. ,+ "� r''a1 •' ; ' DETENTION PLAN - {... _... _ {.____._. .. ____..-' r „t .____ 7-i _ __ __ SITE I ; TING LA�'OUT. AND. ELECTRICAL LEGEND µ` /xtsq cbu�. ears r��c-- \� �A� �,�\�\V ��\ I ,dr°r'l, 7 T-.E.2., FIRST. FLOOR LIGHTING LAYOUT AND SECONDFLOORLIGHTING LAYOUT -. -- w- Sly>� W SL E _ rilAlhC1 �^J r .r Trs,r. 4s/�,y�CT r �vrN�r yg/4ff*/.s ,��Tt-L �UILt�//l�r i�tILL THIRD FLOOR AND ENTRANCE 'PORTICO LIGHTING LAYOUT: 45, ►� ,• , tAP-6HPNICAL PLAN w. �--1 L�,t�i (7->C'.AP� 'PLAN �r `t l" I C1 =; ...,J- r C J' r {. �G•r l LrL . > }•� i -•------- __...__ _..... _ . _ "r•. F � �"...,'y° 4F•""i w p •^ %• � J ��} / / �+ ./_}..._ } /{� J /y{� _ ( TRE p/�g�Y ME AfED FOR P�..�( �j i y i .w.. ....._.. 00 �_�"+. _ _ -. .... .._..; ,..N� `+ f t r1' Zii. — 3! ; r'li� ;i.1 f ' 4 mow. {.. , - ... ) ff"', %�'/76 / I, � i, f"77': "'1 F� ET JOB NO. a1 f. �..,,. 1 r.r 1 µ I 1 \ j+r %� t;�-�__.____ CON DRAWN BY L/�t �ir�A ' 1 I-� P111V1 46 INS _ CHECKED BY 'E- r, C VV I Te. i1 A&I, z� 7` lp T ' DATE Grp u w.4L.L i! / -L l N0. ;r, W14zL GC/ l lfr{I rr1e1W CIIIWV 15 HEFT ��LArrI`}r''i' �/ `�' TO t1/)/,', �C/� �' S f7X7'4E-";;+d Al V�7 1:.'� ltt`Yt:. l.✓ - .. .��i?"': .1n++" •... s t„ - ..w'w"' AA ' 7-fi� Y V�1/l:l. �' loi1,�"f',��G:� �" /�f11'�' (./1� � � F..� _ 1 F 4 0,171A9PHALT 4!:0t44rZe 1 e, CLA55 0 0.17'A6PHAL-T TtZEATL-0 DA'SE GEM. GONG }j VALL VY 4UTTE1 rS NOTE MAI 1 GrGtAVEI. r AhE, —mrs-' • CANG> °CT� 0*e A6 01r2EGTE© my THE 0N41NE•e2 A-r T E it MLI- z iorAjfrom AT THE uI-+I'f' F'� �It� Ft� "..c Ze )t a' -A - 1,1H. FT1" 4COMr NT C4174' 11a rip-AA5 VIZ-1- 7 00 '109, fifi IreCY Ce t'J ac" fir/ Jo �a ;0/ c V_0 3 J*6e .. at/ 12* min. 4' - 8' Quarry Spalls rP_,,eAvt-_.,L L 1\1 I pP N5 ✓_ Provide Full Width of Ingress/Egress Area ka4t141 E Filter Fabric Material 60- wide roils. Use staples or wire rings to aitatch fabric to wire 2' by 2' by 14 Ga. Wire Fabric or aquiv, " GuV bottom of filter material In 8' by t 2' trench -»»»-»»--»-»-------»»-»»»»-----.1.4��—..• 6' Max, 2` by 4' wood posts, standard or better or equal alternate: Steel fence posts / _A Filter Fabric Malarial 2' by 2' by 14 Ga. Wire Fabric or equiv, Provide 3/4' • 1.5' 1 washed gravel badcfili in trench and on both sides of fitter fence fabric on the surface �.. 2' by 4' wood post - Ait: Steel lonce posts N 0 N 8" Min, -3�e2 'V'; : �.., N:� .. ��� .,+..:•I/ r, C—L. ♦v`s.,f_y /, � r� M "c, vA �,S,ts ti tj j /2©c,kEkr t .- I Lw,5T aUJLI)mk/ T r� a A-MouL=- exls] r � �.i-, L, , : 1// '. /L .1sL/+� _ _ — _— _ ..__ __ —_- ._ .—_ s � r-/ 11 .� �1 , C �f"i l�:l l.=• �.(".,. I�4 � Y C �, /_.. I l i ,GtIOVE P-K/fir iSfgAL/ �7 , Y t �° �� q R / flcul i ;,,�' i� EE r�EMoLtSNEr�1� r..�L 4'= t 11/1 �". e a`� `11�1s�j^.�' `� i'C, 3J Ci !!l+?j�/. / i/,1///,11//1111 111. ,,, � , ,J / i li' �KlSr; �iUlLD,1./cr 7e I 1 aE spy a. � - (_ _ t- -� X x X 1 '.F.r»«,.., 49 c oNTP- oL pL.,41,,,,1 �1� •S 1. A copy of these plans must be on the job site whenever construction is in progress. 2. The temporary erosion/sedimentation control facilities shall be constructed and in operation prior to any land clearing or grading to insure that sediment laden water does not enter the natural drainage system. 3. Where possible, maintain natural vegetation for silt control. 4. The siltation control systems depicted on this drawing are such as to meet minimum city requirements. As construction progresses and unexpected (seasonal) conditions dictate, more siltation control facilities may be required to insure complete silta- tion control on the proposed development. Therefore, during the course of construc- tion it shall be the obligation of the developer to address any new conditions that may be created by his activities and to provide additional facilities over and above minimum requirements, as may be needed to protect adjacent properties. 5. The temporary erosion/sedimentation control facilities shall be maintained in a satisfactory condition until such time. that clearing and/or construction and land- scaping is completed, the permanent drainage facilities are operational, and the potential for on -site erosion has passed. ` 6. Return siltation control areas to original ground conditions at project completion. 7. In any area which has been stripped of vegetation and where no further work is antici- pated for a period of 30 days or more, all disturbed areas must be immediately stabil- ized with mulching, grass planting or other approved erosion, control applicable to the time of year in question. Grass seeding alone will be acceptable only during the months of April through September inclusive. Seeding may proceed whenever it is in the interest of the permittee, but must be augmented with mulching, netting, or other treatment approved by City of Edmonds, 8. All limits of clearing and areas of vegetation preservation as prescribed on the plan shall be clearly flogged in the field and observed during construction. 9. All required sedimentation/erosion control facilities must be constructed and in opera- tion prior to land clearing and/or other construction to insure that sediment laden water does not enter the natural drainage system. All erosion and sediment facilities shall be maintained in a satisfactory condition until such time that clearing and/or construction is completed and potential for on -site erosion has passed. The implementa- tion maintenance, replacement and additions to erosion/sedimentation control systems shall be the responsibility of the permittee. 1. Attend preconstruction meeting. 2. Flag clearing limits. 3. Install filter fence where specified and/or required by field inspector. 4. Provide catch basin protection around/on all existing catch basi n grates in immediate area 5. Clear and install stabilized construction entrance (see detail). 6. Clear entire site (grubbing, rough grading) 7. Install cutoff swales for drainage as shown or as required by the inspector. Fill site and construct 'foundation walls and 1 retaining walls. f Ic''. Install utilities (sanitary, storm, water, eta,) II. Provide catch basin protection after installa- tion of storm sewer. 11. Final grade/pave, maintain minimal catch basin. protection. Ise. Hydroseed 'and mulch all exposed areas. W Flush storm drainage system (i.e. clean out and test system) lPj. Remove all TESCP facilities only when entire site is stabilized, 0MY % r. + c , �., 20731 v /t. Sit;NA+L ,, 5 1y 7� Z `- 4 > U) W .h I Z I-- CJ >- cl r C):: J W I � t M 0 0) Z D 3: T LA L, cc a J 0 JOB NO. 93 - � DRAWN BY L/4A CHECKED BY F—N DATE & - /& - t 1 OF,�t"=' V) W J W IJW AsP14ALr c L Ps ASPIYA LT T 0 Y�� I ;� �" 71-,17- 77,-/ -7772. - 7�� 777r SAW CV[ t-D,6 aP EXIST. ASIPHA If -Vep-pe'Al, eup-8 � eyufrep. 4VWTl#4LJF- 4URD M, DIM154TV0 a-f THIM M#44rlNfi&X, MA`{ SO LIXTMUMP M POUMPID AIO�PHAL-T CoNcracTe- I A F-KPAH61OW NO LIP AT SArb�C- Or- T WHMVl.4HAtr2 RAMP Le. A 60M. e.�C. CUM5 JOINTS CCM. CONIC- VAL �.roy OrUTTOR 2 T7-lple-,4L -47 <:::�1940tv DP-lvc-��A M, 1/, #e -'rOP 70 (54V. SEW8R) ,L OF HWY 99 T T_ "PIA71,5R LA19- LE.; t355.50 jF141,S14E-D c5rk�ADE_ 1-_Y/_577 1,_",f7tjRM SEWER- /_5 X53.83-11 4A t W Z3 4 0� As SHOY44 THLa PLAMel 0.17'A6PHAL.T TrZL%ATt!V OA6e WAIIHED &V"V^V1rVrLL OLYTFLOW TRENCH, MIN 10' LONC-2, 1. All construction sholl be in accordance with City Of Edmonds. TOP 4" PtrPLF PIPE "M BE LEVEL specifications and Washington State' Dept. of Trans- VALAXY 4UTTer2 portotion 1991 Standard specifications for road, br idge, and Municipal construction and the 1989,WSDOT Hydraulics ro HT 1, Manual, FROM OLMLET 2. All sedimentation/erosion facilities must be in operation ALLL 0 P& 4:' PERK prior to clearing and building construction, and they must Icametsir cowaxvra V 2,y 7 ICE )I. ptira P%pZ WITH C&P-S 41ZAVeL DA6C-, 'MM -"A 0 AS VIQLUM-D MY TfTa V7N4194F_er2 4WMIZ 6HAU� 511 MID be satisfactorily maintained until construction is com- AT THc- UNIT WA alP FUR RUNOFF SPREADER OUTLET pleted and the potential for onsite erosion has passed. T11 1-04. Fr Pom corieNr eolsicme 4025 A 4UTIMM pipe shall be helical corrugated 3. All 12" storm sewer metal pipe (16-gauge), aluminum or galvanized steel, unless otherwise noted. All steel pipe shall be Asphalt Treat ment I coated Non -reinforced bell and spigot concrete 1 ill n pipe, conforming to ASTM C-14 (extra strength) Class II may be substituted for the corrugated metal pipe (The bell q< end of the pipe shall not be installed inside the catch basin). Corrugations for OP shall be 2-2/3" x 1/2" with minimum 1 foot cover. All joints shall be watertight. 4. All disturbed areas shall be seeded or stabilized by ap- Jill I proved methods for the prevention of onsite erasion after � I V� 3Y2 TO 360 V- 340 Z: 0 (5 Z the completion of construction. CJ V) 5. Gross seeding will be done using as approved type hydra- LU till seeder. Z 0 V14RIff— F1141711W C1 I till - 7 14M &rK = 400 # 6. All building downspouts and footing drains shall be con- 00 I t.- r 1*1 2 MAR Rax =eOO nected to the storm drainage system, un ess otherwise ap- RkXKERY, 7AIL proved by The City Of Edmonds. W ice-\C 7. No fences, buildings or structures of. any kind which hin- Si5CTIDN der access to the detention facilities shall be construc- ted within ,the easements shown, N." SCALE: I /'-- �9,) � /-) // GEUMAL IJ9M5 4 $ it 7 LZ 11 8, Structures shall not be permitted within 10' of the spring 1. 645FE ROCX VXL I�E)16D /WV 5TUR860 WI 1) SolL A 14114P, M OF 12. line of any storm drainage pipe Ts), or-15" from the top 2. TH6 M---VOJ IS'4SIM 5c:9C1F1C'AMD ZF5 77IC: of any channel bank J coA101770i oy::� .5aL Fc?�z 7)qlS 7/ 6 AM 71 U V) `7 t TW_ 9.All R/D Facilities will be installed and in operation A"_r 458W.L MOVICE A C6kT1,r'1 QV 6WQW-ER MAT 714F- /QZAEX UJ prior to, or in conjunction with all construction activi T144i 77 i IN T#WJ_EDFrR nS,'51GJ — 7�E CERrIF44 if that activity exceeds the copoqity and intent -of th, erosion/sedimentation 4 - - ----- 77)D 1:�RIOR P /_ �CF_ cr 7HF- Lon/sedimentation control facilities, unless other• 775 4.,F �ZCUPAAIC)� wise approved by the City engineer. T- 10.Grading off of proposed R.O.W. shall comply with. permit 0 0� requirements of Chapter 70 Uniform Building Code. 11. All Type II manhole will have locking grates. 12-All-structural fills shall be compacted to a minimum of 950 of maximumdensity by modified proctor test. _J 13.Storm water retention/detention facilities must be Q0 Z flushed and cleaned prior to City Of Edmonds acceptance. .9 C) S-1 - X)IZE PR/IL riWI,150-10N n G-15 Ft,,k1"rA,_ /A aI*rr_ > 350 TOP / �,t/�S�• kvGr�,c'_� l�` �I,"C:%Lr� S __2 i. -4— --- --- LT 'PAVIAje-, ;4 0 - V-1 V) h� ''•-^h�119, __ ��' � �j fi�,y,��' 0 I �. 11 _ � `��' c _ !`__ ��, i �� -�- - f'6 ..� is ��, i`�l`IY� t R4 t ­J, C 7 > Toy, t Il d 1 ?44.60 IV V CL \X X, __fX7A JD50 L'11R19 �rYPIC,4L) e v V X 7FA 70/4 X L L - ------ 1A V'� f/ J 7?P S5,?, 0 ' -E 4- 4,E LA X YE ��;4 /,/0 (56, � w7 I r•7l 3 Lj- 60 CAA; 74 Lr MP J y rV el� Vs TOP 4 �0- IE-. fil �K- 14 -----------_--- fl ------- 440 -- _4 ---- in/ y M -V -----WF - ,=- MIX711RA- �; Pr)r,, -R MoTa F A HH1511el) 4=Z5V,4 7-101V W4 - X " :X167-111rr 60IM2411( I) F-XISTWIC, ELEVATIc)14 004*' 7OW = rLl)IP,!�F W,4�4 o, B 0 60PV = bOT7eN4 47F PV,41L F11V15HeD 6LEVA7_10N 6064'0461VP ---Z,5V, d C:�111 �71 i!�4i, Nk N t< 100 f-ACIFIC Al-W. 77�;ACT/0/4 CO, le-O.W. ------- ------ - V­ 4�, V )4 & Z 0 UJ 33 W C) 0 -- � 00 . uj