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20040268 - PERMIT AND DOCS.pdfbo) UP) �('i I DATE RECEIVED / USE ZONI CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAMEINAME OF BUSINESS 2�e,,Fv., A/ M W MAILING ADDRESS z 30: 1,7� 4(,< CITY ZIP TELEPHONE jC.� e h Ive t, 3 y NAME w ME 4L.J� I= ADDRESS /4/// CITY ZIP TELEPHONE J Sell 70/k, NAME (5) ee le., el, J C.4 M 0 ADDRESS /V, CITY ZIP TELEPHONE 0 c3lle"-e Alve, �79/j _5 STATE LICENSE NUMBER EXPIRATION DATE CKED BY 5-- z 5 C 6 5AI& 4� 00 14 V PROPERTY TAX ACCOUNT PARCEL NO. QV6-?-6:;1 On,) lvitl, C/ _j NEW E] RESIDENTIAL PLUMBING MECH ADDITION COMMERCIAL COMPLIANCE OR CHANGE OF USE El REMODEL MULTIFAMILY SIGN REPAIR GM CYDS '*ENCE X — Fr) DEMOLISH TANK OTHER GARAGE o RETAINING WALL FIRE SPRINKLER CARPORT ROCKERY FIRE ALARM (TYPE OF USE, BUSINESS OR ACTFV" EXPLAIN: NUMBER NUMBER OF CRITICAL M OF STORIES DWELLING UNITS AREAS NUMBER to DESCRIBE WORK TO BE DONE IWLA J UIV rr 13 1" z1ag4K_ IV, 4 15L E L_ 41_7 ')Aep ei I - 1_215-el, t 3 -7, 5;— HEAT SOURCE GLAZING % LOT SLOPE % 6.-4s- 1�i 1 1-2(,) ;,;,, C-Xo PLAN CHECK 142: VESTED DATE THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE :3 SEPARATE PERMISSION. Uj PERMIT APPLICATION: 100DAYS 0-1 PERL41T LIMIT. 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS SEE BACK OF PINK PERMIT FOR MORE INFORMATION in 'APPLICANT, ON 13EHALF OF HIS OR HER SPOUSE, HEIRS. ASSIGNS AND SUCCESORS IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF 2 EDMONDS, WASHINGTON. ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND M ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE. ARISING DIRECTIY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT ISSUANCE OF THIS PERMIT SHALL NOT BE DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENTOF ANY CITY ORDINANCE 0 NOR LIMIT IN ANY WAY THE CITYs ABILITY TO ENFORCE ANY ORDINANCE 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 AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. SIGNAT2U OLR AGENT) DATE SIGNED %DDRESS ��/ / .1" PERMIT EXPIRES PERMIT N U M B E R - SUITE/APT# 23 rz-� 76 -�_4 4t,.e- /,). PLAT NAME/SUBDIVISION NO. LOT NO. LID NO LID FEE $ I ESCP A=oved PUBLIC RIGHT OFWAY PER OFFICIAL STREET MAP RW Permit Requited Ld' Street Use permit Req'd EXISTING PROPOSED inspection Requited Sidewalk Requited TIFOUIRED DEDICATION F, '"Ifliground % Wiring required METER SIZE LINE SIZE FE NO OF FIXTURES PRV REQUIRED ;_ � j 11 sill? I t�2 1 YES NO 13 A REMARKS OWN ER/CON TRACTOR RESPONSIBLE FOR EROSION CONTROL/0RAINAGE J A- Ll ii i Lir'JUZ r7 I f�-;3 - t I ENGINEERING REVIEWED BY DAYEf z FIRE REVIEWED BY DATE C----------- -- VARIANCE OR CU SHORELINE OR ADB# INSPECTION BOND REO'D POSTED - �-) 11nYES C) _. _ � -A (, ONO jSjtCj I _t 1_ Z SEPA REVIEW S!DGN APIRO HEIGHT COMPLETE EXEMPT ALLOWE POSED ALLOWED PROPOSED �Xp , NlzrQ_ COVERAGE REQUIRED SETBACKS (FT) PROPOSED SETBACKS (FT) AtLNE'D PROPOSED FRONT SIDE REAR FRONT URSIDE REAR H b 0 PARKING LOT AR EA LA NNING REVIEWED BY DAT REO'D I PROVIDED _� I .�P 0 �J_ I REMARKS� f_; ; 4- 11 e- rk -1 CHECKED By OF CONSTRUCTION OCCUPANT L JTYPF JCOPE' cY -7 GROLJPIZ�� SPECIAL INSPECTION JAREA V$,fj)j__B W I I -A —7 OCCUPANT REQUIRED M YES I / , a, —0 ---.? / ,4 /, ej i < LOAD z z C5 z w LLI cc M IEMARKS PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION RECI'D M -Trow, S I L I I) i, 17i:,� 0 :, VALUATION Description FEE Description FEE Plan Check [ El State Surcharge Building Permit " city surcharge Plumbing ef, Mechanical C'110 Grading Engr. Review Engr. Inspection Fire Review Plan Chk. Deposit Fire Inspection Receipt# </ f2t4 Landscapelnsp- 75 Total Amt. Due Recording Fee 4 �5_ Receipt # APPLICATION APPROVAL CALL This application is not a permit until signed by the FOR INSPECTION Building Official or his/her Deputy: and Fees are paid, and receipt is acknowledged in space provided (425) OFFICt" SIGN T DATE 771-0220 RELF B. ATE ,�SED ATTENTION XT 1333 IT IS UNLAWFUL 1*0 USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 04/02 PRESS HARD -YOU ARE MAKING 5 COPIES I -A 01, ORIGINAL - FILE YELLOW - IdSPECTC PINK - OWNER GOLD - ASSESSOR GREEN - ACCOUNT ING z 0 1 0 M :; :-n M C M 0 0 C.) 0 C M M Z JO --I C: x W 0 -n I'll ;U > M M 0 0 0 M C C/) 9 Cn M C-) Z r- M X z 0) z 0 1 0 ITI SAIIIIIIIIII[III FM F#PA" am VA*WJM 1w elilpit In my BARRIER FREE db,wkn for pwuv am wa PARKING STALL . wow walls WAC 1107 VNERAL NOTES sApery 11111100 TO PWPUI~ THE 11,10111A. MTRAC w lowwwow At Tw samrow lur;%Lrlg�� 40xzmm= Will. PORWAINENT GUlAA,^T AM O'nPMNN" AAN INISTAILILIM a. WAFAINTY SLAZINS, WIA" 84 MPIOMWMY 6AMLJO IM 1,1100 2406.2. TYPICAL PARTY WALL P40TES potovips coov "tAKWIMON c4wRm I'm uw $W. 120# AND PM otocc*o�lwo^Tlom OR Tom WASH ^80". Plan W,Mb1rAW,6 PM#N HAWAL (LATMT WiTIONJ 3. ppa.Apg APPMoy= MJLXIBLN 9WALAW AT ALL KALL Vp#ft ANI, PlIp4loTWATIOND. (PIALLS OKA" 1111111 AJINTIOW) a. pq"pg tW6IWT SUMVVO. WOLII OR VAXaIoLA"4VNTb AT ftw Pon 4:41"mrs, moonlit. M"w AND ymons. 4. wjCrI1111=190)(11111 @K*I.L M olooloomr? all, AT LEAST 24. DOXM ON OPPOWTV 61011 OF INALL. AM KNAPP= "TH 2- WK MOM NWA.ATIOK TYPICAL MECHANICAL NOTES 1. looLoTs, ajoDaM. HrATINP 01.91�411!Nr* A�Q W41TCA111111 OP THE poiptgAcm AJV IlAmwitit H�Yovlt 060" ft A KK OP D- ^1147�13 TW *AAAAW PLDCM 2. 11,01"cm wI110 STRAPIP FOR 1�41111! I"AptKAI AW 114ATWK WATot As POWINO By C,,mm. 9. *AS loollitel"LliI OKA" 01112 PMI, MOM VVI"", L' ANO law APFR&.,W AM lIOTALLIM FM MANAloo',"Ic'nams ~IPICATIOND. PINCOt.&ZM SHALL W PRA"DW MYN 710� I.IrTiHp ri PAMPO", OPULATIO WY A RANIIAL Olt APFfta4v ,NjrOM^ylC. C.ONTiotoo OVIINplif C.OpAllotlaTION AIR OKALL W mkzyw IN" rimmox - RK It SaLtAm lwhm PV PA"9m 4. II)OWlo M4VS SNALL TW4NATW OVYIWON OP BUILDIND ^NO IWALL 911 IkVI"W VQTW S*4KVK*Py VA"'91113, a. eLOT1.1ta DAYWt 1*1ALL at LWAVDYW TO OtIT11110111. MM UMTH OF VINT It 141. 6. PU.V.WNO PI:XTUR" 84ALL KAYW MAX PLOI RATWO A& POLLOMI SM7AM 25 OALIMIN LA36?21,601=14 to, -71 NOT AND COLp MAYOR Pin-11, L04AMM IN SPACM 261 W INKI-ATIED TO " MIK 0. YOATM MATNM skkLL MET THE POWIRR�IRM or IASI NAWA AJIV 604ALL W so LAW=. TYPICAL SECURITY P40TES 1. WMANCA POOIRW. PFROVIVIII L=4 YV OUAO SOLY LATCA 1/2' MIN, 714111004,6410 1/4' P111114WRATION INTO *MKH- 2. GLIVINO 004DRA GRAI.I. KAVY 09AP DOLTI OK 011111141, APPILOYM LOCKIKO Volllyll�ft. a. VUNPOVO DWALL KAVII! INIII LATCHINO PlIVIVIN. 4. DOOR SKALL NAVY A 'AIMTOK Poop. 04. "W TO "' 04AXJ A8OVW rLOM 9, POLOVIOd SAIARTI' OLAZINO PIN War, SM. 2406, ^No ploNWA ONOM 04 WMOI% W.WATIONIII. TYPICAL STRUCTURAL NOTES VI L-11POWAR 0, 60 14PW SEISMIC zom 9 ON" LOAV :19 1.". SOIL 0111AP111016 CAP044ITY 2000PVP PMORM S== PyAy",.".*WFWT "1"Lr&r-1r^^T1 FIRE PROTECTION SYSTEMS pr4pUtIV Pon SLOMITTAL LINIXIIII SWAMAYS 0111110 ON � VbWAII Oil az L AWW site pian- -Vil LEAD DESIGN PROFENIONIIIII CODE: 144'! Wro" MALVIiIA, wm IIII '.� < 614" Lol$M A"Arl UNIFORm C40ve w-L LL4 i"Al L#4H-O� C4= 11021 LIMDEN AVIIII-ILIS 111 14"'1 UNIFORM P-IPM com BODOMLIM.� womm 2001 01ASHiNGTON DY^TW VQ14&Y CAlOvI 200-224-60" K44 W-40 FOR BA"Uwt FKVA A"4wq 0 10 39 40 60 PROPERTY OWNI ZONNG: W04..I.A VOII 0. smigAzy DATUM POINT: 07D.Al AT TOP OF PUM OF M^NWOI.0 LI:VATW 1-1421 LIMPM AVVNX N" 61--m- NoAi or Ne 04ORNM OF *ALMT P01114"Iftio IN4O1lml iPIA 40" ADN 03-126 (Mi'11103) or 206-404-00" OCCUPANCY TYPE--* III rm-uw U-1 (OAXAAOW ASSES ARCELN: 005787DDOOleO4 #rQ0Hmwr., LOT COVERAGE-, LFGALDESCMPTION: JmAy jr"w .Amw 4pmk*l LaT ARM^ 20am or NIMYN, ea M=r or goijil+ OW pertil TRA471' 16, 6QM.TON'5 LAKE 4ti4 A�m. N mloot W1,60 "11^1601=5 All Tftl�,TX #&"M�TO THE MAT 749AWP, BKAI'rtZ. K^ 00100 IRWORCIPW IN VOLVW 6 ow, P"IM POWW 21, 1111=401111" 0" 1111,1000mlew C.P.NTY. STRUCTURAL ENGINEER DENS": " eAsemew ^LONs, 11"T 10 IAC9T. 1110" $AA^oIQ�,A6Y 342" 111 NW40DW SMO/1410 RWORD146 1 251629W *s,:4N woomilnme D045.1.1" 2400 SP 1910 W-d 01111122rr MAXU404 MCLUNINS W.2 KIRKLAND, 101A 460" BXMMS AREA (IN sp) Pp A A2"22-0004 SETBACK CALCS: LINT OmAac m4m 1 "Loom M TaTAL (,W U, GENERAL CONTRACTOR: FRONT YARD SIET91i A ADO 461 A" 1475 ONAIIIIII LzIew PK,� Y� 1111071IIIIIAoir . ULM am. z SOL acrow-MIU4 IW) LI=14 1"21 2A 5" 4an A-14 I"I &40mlmm . . REAR YAW .10 2 M2 20410-234-0011110 WAR YAL-Im-M-X: (40GLAmmillo, NUTRA" - 107 SURVEYM DA 564 461 0`14 W YARD SErBACX: LAJ%Pty Plyaw LXA4TA YARV penm4K - to' 12304 - Wel, AVMLIC M PWWGET1664K I, to-) SmArmom, KA 484m, 4A "4 A6n 1461 200-NO-0670 PARKJNG: "A 401 *14 IA6I 20'SPA440 PROVIPCO IN &AftAdC9 A lob 2442 CIVIL ENOWEER. I JAPPIttillot POW WA4C loololloelP90 DA vb4 461 046 14,1411 MAN HICIA" OFACM FAmmumv). MAN HMOW ^W Aild"AATICS N 8410 - lob" ""m" BUILDING HE III OnAm AT was "on 22A A110 W) 11" ftsm AT 511.1 PON =U . - AdIWAL To PLATZ 14" TO M_4n 667I.AL To PAM To FIJWAI j r WT&A SW - via p alp pa 1,18.v 01111.4 408.10 3Wte 4C9A ' 400.19 PLO* a Via on" 914 5,10 11 all 4CO'D �jo 4140111.19 D.P0 0 D-MD BID " ".a 6"20 0402 402.25 :404.2 4ol=9 OLDIII, 4 51"! 10"s slop via , 1111-4jo W".2 401JO 404.2 '60111,30 01.90 9 alm III'm a" 8,11111118 - W"" Doi 401" oo 4"" VIAO CODE INFORMATION "I - z- - = . . "40LA "M" PAN (0 so"i ZONE /L 60 OPH "NJ. 120 C^1 (KA)Q fail WJI Y*MLATIOHo INT5011i "IV4 R*Llo PIA#o klw"W"TTO�r LAI SETBACKS: LOCATION OFUW) wcw ""'T cm @OWN bayc*m 100 mrrow L.I. too 110 so KIT01411111 err" 00 JI =060- so arso 00 is FRONT ""M HMW PAN Wn1`W 1`211111 WON N IN PATH L c wi=�'f SIDE Pic/ w ... JAN 2 8-9004 --w, r% -y r% 4XI 1114G=-- rw-1 -,K 7 A -APPKU OTHER c 1, 11' 1 %..."o -N HEIGHT 'rXERN-1111 COUNTER I PRANIN6 INPEX At 51TE PLAN A2 POI.ACAY,om nAle PIKST IA.0OR PLA.45 A4 BECIONVo I'L00111t PLAND rA6 A A" PLOOP FAIIIAMINoll, ftAJIS A4 A ELEVATIO,'6 A3 MLIEVATIONS A46 DeTAIL5 AW NVTION LI LAINDWAPINS 6 STM471,11C.AL NOn-6 AND CWrAILS C CIVIL PLAW5 ANZo MAIL6 R. m 11 lyz u .40()9C--5S," 7 'AypROVED FTUDF!,P'AFMNT C-) 144 -2 2 J- At 0-0A9IC(,+iGj-JS +0 be- rm /Z LY Vol\ � (b A .40OR-c-$S ' '2-3 1-3(--> ,2.,ke AA 3 I-L4 7 AvI LU- L-.A qvo zo fctr Zof, �0�- PW LIAJeJ AW 20& 0 41j" Lu 44 I � 193 Le-isct, &039' 6,e.11' Ir -Z 0 r, — S-3 3 - &c0s, 17�zr (-iAjej 4,,e /V. -7777 A ,�;.I PF—'ONEU kcj NOTED BY B-IGINPERiNG, AA fRi Date: v- C*LL- for.- INspecT(0jjs aF;re,1-vc,,ne-rh-c- i"j 54'" 0i&A till z- S.,4.Alo vrv4 '� A ADDIZES,5 , Z3i2-X 7, Pi "F"v copy U1,11 5 5 tA NI—f- -Z 4 Q N fT I APc%W ee?-W7 (0 -t - I*elecs ,4-f 5 ide ,4 IA'- e),V -70b Ae W. -4 , , , — I - AMoZESS ' 231z, 2- -7 / Z (. RESUB APR 0 5 2005 AUILD4NG DEPARTMENT CITY OF EDMONDS KE -7-3-1 Z-,?' z,,v,*/-A .411 /v/a/-f Are -5 I 22715 i WT 227271 9 22703 81* 22710 22710 22712 227 11 1 7928 8109 7928 �8109 3 1 —22 7 111 8101 8]227 8101 22725 0 L--- nil 5: W = CO 22703 22711 22717 2,725 -- F 2717 2717 0 " 22720 22;16 272 7 22727 2 2 2277// 227D8 ---- 22716 78 4MSIM IWv 22800 22807 22007 ate Lumber "I 7920 22815 an 22815 8130 22908 8211 L.D.S. ---- f 22821 rip 22829 IL 7808 22910 90V 229N 22905 a224 Church a: -- 22904 22903 U) 22903 %2 CU - Cq = i / 22828 22909 22010 W 22911 � 90 2 '1*7 22110 _�;B 15 81 5 I 0 0 '1 .82 22� ,,,22010 t tu cc 22912 3: 22911 80 1 22911 Conqu 22921 22917 a- jes 22917 22917 MIS z Brentwood Center M25 Mv W I 8107 Plaza 22925 to 230TH ST SW r 4j 23007 Z" 8 Z=7 8222 82N Spray 23005 King 23013 23014 3. 23015 23010 23011 41 23005 0 W 23M 23016 23017 — -- =14 23019 23020 23021 23M022 — (3 — 23020 23021 23023 23024 23010 Better 1 2W27-123028 M 23029 --- 3 .— 23029 �v Public Storage j Homesystenn 23= T:.: �2 23021 23030 Lu 1 23029 23026 3MO 4z 23030 23103 23101 23102 23103 23032 230:11 231 VI --- 23108 j3 23107 23122 110 -�3 SU 23107, 23108 23109 z 23 2311 North Side nset Villa 23111 cli 3111 12 23115� 23116 23117 23114 CO 23115 — - — — 2 116 23105 23300 j ci 31 23W 2312ii 23122 23123 % b 23125 '7,1 #1 23129 -'0 2 231730 23131 231 #-of M-Mi-Ml- I Ii TSW 0 0 0 232041 q;� 23205 23117 23 129 23205 S 23207 05 2 01 2M320i I 232 23207 23202 Is 23215 321 21 8015 2-3217 225 0 23225 23221 23207 2"d t 23229 8017 ��225, 233D3 8019 23307 23233 23 ? 77 9 23304 23305 0021 D P 23231 1 _ 23304 23319 2331-2 23il b 23312 8129 23319 BUZ!, 23311 --- 7-711 23314 23320 8121 Alpen W 2MI1 1 Z33i7 2S3 -- 23325 — 33 17 2 Z Haus 23329 3W 9 2 23316 tm � 8117 _�81]1 7807 773 tz i W W 01 I-M mill I M4 W"6MI MI -MI a 1 2 9 1,�! 123402 30 2341 2MG6 23405 7712 23405; 7714 F��Oa 23412 234 11 7710 r23414 234194 LU N 7703 23422 23421 23431 8123 23422 23425: M06 11" , 77D6 23428 00 23423 8121 ".xf 23502 23432 23439 7727 Christ t eral. — 23WB 23"0 urch Park Edmonds 23513 2 19 25 8 2M14 2.W 6 235W Apartments 25 29 2351 23520 23450 PArk & Ride 3525 23515 2 23526 23456 7515 TH ST SW. . 7918 7604 23601 7900 W 236011 7710 02 I �23601 > ,.23603 -- — M 1 /23604 23614 21316 X MIS' 0 23607 2M07 ---125 23620 36D^ J236o5 23619 Safeway 236M 3 \2362. 79 0 24 64, 23626\ 23632 3123628 I z 0 4 0 M --I -n 0 M C M 0 0 0 C: M M Z C —z o -n n M M 0 0 0 M C (n 9 Cf) M 0 Z z C/) z 0 i 0 M NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESSCLEAR THAN THIS NOTICE', IT IS DUE TO THE QU ALITY OF THE DOCUMENT. cu cu CD c: 01 WD co Lli Lu ILI f3- it. cn Lu GEOTECHNICAL ENGINEERING STUDY 0 5-UNIT TOWNHOMES 23124 — 76"" AVENUE WEST :-71 -n 0 EDMONDS, WASHINGTON M M L&A Job No. 3AO87 �oc m M Z C Z, CA Date: July 20, 2003 0 m m 55, m C CD C Co M 0 Z Prepared for: SCL Enterprises LLC z 17921 Linden Avenue North Shoreline, Washington 98133 z 0 m By: Liu & Associates, Inc. 19213 Kenlake Place NE Kenmore, Washington 98028 ff_ LIU& ASSOCIATES9 INC. Geotechnical Engineering Engineering Geology Earth Science July 20, 2003 Mr. Shaun Leiser SCL Enterprises LLC 17921 Linden Avenue North Shoreline, WA 98133 Dear Mr. Leiser: Subject: Geotechnical Engineering Study 5-Unit Townhomes 23124 — 76 Avenue West Edmonds, Washington L&A Job No. 3AO87 INTRODUCTION We have completed a geotechnical engineering study for the subject townhome project site, located in Edmonds, Washington. The general location of the project site is shown on Plate I — Vicinity Map. We understand that the proposed project for the site is to develop five townhome buildings. The purpose of this study is to characterize the subsurface conditions of the site and provide geotechnical recommendations for site grading, erosion abatement, surface and ground water control, foundation design and construction, etc., for the proposed development of the site. Presented in this report are our findings and recommendations. PROJECT DESCRIPTION For our use in this study, you provided us with copies of a property boundary survey plan or the site and a preliminary building layout plan of tile proposed development. According to these plans, the site is a rectangular tract of land, about 0.56 acre in size. It has a frontage of 80 feet on its east along 76th Avenue West and is about 303 feet deep. The development will include five townhonies of individual, two-story, above -grade, wood -framed buildings in one row at 10 reet 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (425) 486-2746 Z 9 0 M _. M ff, 5-Unit Townhomes L&A Job No. 3AO87 Page 2 apart, and a long paved driveway along the north side of the site for access to the townhomes. We understand that site grading will generally conform to the existing contour of the site with minimal cut and fill. SCOPE OF SERVICES Our scope of services for this study comprises specifically the following: =n M M 0 I Review the geologic and soil conditions at the site based on a published geologic map. 0 C 2. Explore the site for subsurface conditions with backhoe test pits t o a firm bearing soil M M Z stratum or to the maximum depth (about 10 feet) capable of by the backhoe used ror .4 C _Z excav ating the test pits, which ever occurs first. > W 3. Perform necessary geotechnical analyses, and provide geotechnical recommendations for 0 -n M site stabilization, grading, erosion abatement, surface and ground water control, and M foundation design and construction, based on the subsurface conditions encountered in M the test pits and results of our geotechnical analyses. 0 0 M Cn Cn 4. Prepare a written report to present our findings, conclusions, and recommendations. M 0 SITE CONDITIONS SURFACE CONDITIONS 55 The site is bounded by 76th Avenue West on the east, and adjoined by residential developments Z 0 on the north and south and west. The site is situated on a broad, gentle to moderately -steep, __4 0 M easterly -declining slope. The terrain within the site generally slopes down gently eastward to within a few feet of its east boundary, then drops moderately steeply down to the street level of 76t" Avenue West. LIU & ASSOCIATES9 INC. t July 20, 2003 r%-"n;f Tnixtrihnmi-c I L&A Job No. 3AO87 Page 3 Presently, the eastern half of the site is occupied by a single-family residence. The western half and the perimeter of the eastern half are dotted with scattered mature evergreen and deciduous trees, intermixed with ornamental trees and shrubs. Shallow dips and bumps have been made over tile western half or the site to turn it into a dirt bike course and playground. GEOLOGIC SETTING The Geology Map of the Edmonds East and Part of the Edmonds West Quadrangle, Snohot isl and King Counties, Washington, by James P. Millard, published in 1983 by U. S. Geological Survey, was referenced for the geologic and soil conditions of the site. According to this icial soil units at and in the vicinity of the site are mapped as Vashon Till publication, the surf (QV0. The geology of the Puget Sourid Lowland has been modified by the advance and retreat of several glaciers in the past and subsequent deposits and erosion. The latest glacier advanced to the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation, which has occurred during the later stages of the Pleistocene Epoch and retreated from the region some 14,500 years ago. The Vashon Till was deposited directly by glacial ice during the most recent glacial period as it advanced over an eroded, irregular surface of older formations and sediments. It is a very dense mixture of unsorted clay, silt, sand, gravel, and scattered cobbles and boulders, often referred to as "hard pan". The Vashon Till over the top two to four feet is normally weathered to a medium - dense state, and is moderately permeable and compressible. The underlying fresh till is very dense and is practically impervious to stormwater infiltration. The fresh till has tile strength of low-grade concrete and can stand in a steep natural or cut slope for a long period. If remains LIU & ASSOCIATES, INC. z 0 i 0 M M'. M! July 20, 2003 5-Unit Townhomes L&A Job No. 3AO87 Page 4 undisturbed and well -drained, the fresh till can provide excellent foundation support with little settlement expected. 0 SUBSURFACE CONDITIONS 0 M Subsurface conditions of tile site were explored with five test pits spread throughout the site. =n- They were excavated on July 1, 2002, with a tire -mounted backhoe to depths from 4.5 to 6.5 feet. =i Vi The approximate locations of the test pits are shown on Plate 2 - Site and Exploration Location M C M Plan. The test pits were located with either a tape measure or by visual reference to existing 0 0 0 C topographic features in the field and on the topographic survey map, and their locations should be M M z considered only accurate to the measuring method used. C: > z A geotechnical engineer from Our office was present during subsurface exploration, who 0 -n -n examined the soil and geologic conditions encountered and completed logs of test pits. Soil M M samples obt ained from each soil unit in the test pits were visually classified in general 0 0 0 M accordance with United Soil Classification System, a copy of which is presented on Plate 3. C (n 9 Cn M 0 Detailed descriptions of soils encountered during site exploration are presented in test pit logs on Z X Plates 4 through 6. z The site is generally mantled by a layer of topsoil of loose, organic, silty fine sand, from about 6 Cn to 12 inches thick, except that fill up to 3.0 feet deep was encountered in Test Pits 2 and 3 in the z 0 area surrounding the existing residence. Underlying the topsoil and fill is a layer of light -brown 0 M to brown -gray, loose to medium -dense, silty fine sand, from 1.0 to 3.0 feet thick. Underlying this soil layer is a brown -gray to light -gray Vashon Till deposits of very -dense, gravelly, silty fine sand with occasional cobble to the depths explored, except in Test Pit 5 located at the west end of the site where the till soils are weakly-cernented and in transition to an Advance Outwash deposit of gray, dense, slightly silty', fine to mediL1111 sand with a trace to some gravel. LIU & ASSOCIATES9 INC. � i July 20, 2003 5-Unit Townhornes L&A Job No. 3AO87 Page 5 GROUNDWATER CONDITION Groundwater was not encountered in any of the test pits. The surficial soils overlying the Vashon Till were dry and dusty, while the underlying Vashon Till and Advance Outwash soils were slightly moist. The fresh till is practically impervious and tends to perch stormwater Z 0 infiltrating into the surficial, more -perm eable soil layers. The near-SUrface perched groundwater rn would flow down -gradient along the surface of the underlying fresh till. Perched groundwater may exist during the wet winter months, and may completely dry up in the dry summer months. Cn M C The depth to and the amount of perched groundwater may fluctuate seasonally, depending on M 0 0 -40 precipitation, surface runoff, ground vegetation cover, site utilization, and o ther factors. 0 C M M Z 10 DISCUSSIONS AND RECOMMENDATIONS C Z GENERAL 0 -n -n Based on the soil conditions encountered from our subsurface explorations, it is our opinion that the site is suitable for the proposed development from a geotechnical engineering viewpoint. The MM 0 loose fill, organic topsoil and unsuitable surficial soils in the root zone should be completely 0M C Cn 9 CD stripped within the driveway, building pads of the lots, or within areas where structural fill is to MO Z be placed. The underlying fresh till are of very high shear strength and are capable of providing X foundation Support to the driveway and buildings to be constructed on the site. > good Z The on -site till soils contain a high percentage of fines, and is very sensitive to moisture. It can Z also be saturated quickly and result in heavy runoff and soil erosion during extended periods or 0 heavy rainston-ns. Curtain drains or ditches may be installed, as required, along the upslope M boundaries of the site to intercept and drain surface runoff and near -surface perched groundwater flow away from construction areas and to minimize soil erosion during construction. LIU & ASSOCIATES1 INC. '20,2003 nit Townhomes ,k Job No. 3AO87 e 6 iventional f:6oting foundations placed on or into the underlying very -dense fresh till may be d for supporting the buildings to be constructed on the building lots. Structural fill, if aired for site grading of the building pads and driveway, should be placed on proof -rolled, Z ,ielding, undisturbed, dense fresh till soils following the stripping of the surficial unsuitable Is. M GEOLOGIC HAZARDS 0 M C M 0 Landslide Hazard -40 0 outwash soils underlying the site at shallow The dense to very -dense, fresh till and Advance M M Z depths are of very high shear strength and have excellent resistance against slope failures. Tile C Z comnetent soils underlying the site coupled with the generally gentle terrain within the site > should make deep-seated landslides unlikely to Occur on the site. (n -n 0 -n Erosion Hazard M M W The loose fill, topsoil and the underlying loose to medium -dense silty fine sand layer are of low 0 r- 0 M resistance against erosion, while the underlying till and Advance Outwash soils are of moderately C 0) 9 Cn M 0 high resistance against erosion. The gentle terrain over the site should significantly reduce the Z 71 potential of soil erosion. To further mitigate soil erosion, curtain drains may be installed, as required, along the upslope boundaries to intercept and safely drain away surface runoff and Z' --I near -surface groundwater flow. The unpaved ground within the site should be vegetated to M provide erosion protection. Storinwater over impervious surfaces, such as roofs and driveway, Z 0 i should be captured by underground drain line systems and catch basins, and tightlined to 0 M discharge into a suitable storrnwater disposal facility. Exposed ground within the site not covered with pavement should be landscaped and re -,vegetated. Discharge of concentrated stormwater should not be allow within the site unless properly collected and conveyed to discharge to a suitable storinwater disposal facility. LIU & ASSOCIATES9 INC. July 20, 2003) 5-Unit Townhomes L&A Job No. 3AO87 Page 7 Seismic Hazard The Puget Sound region is classified as Seismic Zone 3 by the Uniform Building Code (UBC). The high shear strength of the fresh till and Advance Outwash soils underlying the site at shallow Z 0 depths combined with the general lack of constant, extensive, continuous, static groundwater 0 M table, should make the risk nil for the occurrence of liquefaction or lateral soil spreading on the site. The buildings to be constructed on the building lots, however, should be designed for the U5 M C seismic forces during strong earthquakes. Based on the soil data obtained from the test pits, the M 0 Soil Profile Type at the site underlain by dense to very -dense glacial soils should be classified as 0 0 C S, in accordance with the 1997 UBC code. M M Z C Z SITE PREPARATION AND GENERAL GRADING CD Site preparation should include demolishing the existing building on the site, clearing and 0 _n n grubbing within construction limits. The foundations of the existing building should be M M M a thoroughly removed. Loose fill, topsoil and unsuitable surficial soils with excessive roots should 0 0 M be completely stripped within the driveway, building pads, and in areas where structural fill is to C CD 9 CD M 0 be placed. The exposed surface should be compacted to a non -yielding state using a vibratory Z roller compactor and proof -rolled with a fully loaded dump truck or water truck. . During construction, storm runoff should be intercepted with ditches or curtain drains, as required, and discharged into a nearby inlet of the storm sewer under the street. The inlet should be covered with non -woven filter fabric to screen out silt in the water. 0 The on -site soils contain a high percentage of fines and are very sensitive to moisture. A layer or clean quarry spalls placed over excavated areas and areas of frequent traffic may be required to protect the subgrade soils from disturbance by construction traffic. Silt fences should be erected along the downslopc boundaries of the site to pre vent sediments being transported onto adj)oining properties. LIU & ASSOCIATES9 INC. July 20, 2003 5-Unit Townhomes L&A Job No. 3AO87 Page 8 EXCAVATION AND FILL SLOPES Under no circumstance should excavation slopes be greater than tile limits specified by loca , state and federal safety regulations if workers have to perform construction work in excavated areas. Unsupported temporary cuts greater than 4 feet in height should not be steeper than M IH:IV in the surficial weaker soils overlying the fresh till soils, and not steeper than may be vertical in the very -dense, fresh till pr ovided that the overall depth of excavation does not exceed Ui -I 10 feet. Permanent cut banks should not be steeper than 2H: IV in the surficial weaker soils, and M C M not steeper than I- I AH: I V in the underlying, very -dense, fresh till soils. 0 __10 0 M M Z Permanent fill embankments required to support structural or traffic loads shouldbe constructed > with compacted structural fill placed over proof -rolled undisturbed, very-d ense fresh till after the F— Cf) t opsoil, fill and unsuitable surficial soils in the root zone are stripped. The slope of permanent 0 _n _n __1 � 1 fill embankment should not be steeper than 2H:IV- Upon completion, the sloping face of x 9 t' M M permanent fill embankments should be thoroughly compacted to a non-yie Iding state with a hoe- 0 Cn 0 r- 0 M pack. C CD 9 Cn M 0 Z The above recommended cut and fill slopes are under the assumption that groundwater seepage X __4 will not be encountered during construction. If encountered, the construction should be M > Z immediately halted and the slope stability re-evaluated by a geotechnical engineer. The slopes may have to be flattened and other measures take n to stabilize the slopes. Surface runoff should 0 not be allowed to flow uncontrolled over the top of cut or fill slopes. Permanent cut slopes or Fill 4 0, M -or long-term stability, and should be embankments should be vegetated as soon as possible f covered with plastic sheets, as required, to protect them from stormwater until tile vegetation is fully established. LIU & ASSOCIATES9 INC. July 20, 2003 5-Unit Townhomes L&A Job No. 3AO87 Page 9 STRUCTURAL FILL Structural fill is the fill placed Linder roadway pavements, footings, slabs -on -grade, and behind retaining walls where it support loads. Structural fill should consist of clean soils with particles 0 0 not larger than four inches and should be free of organic and other deleterious substances. M Structural fill should have a moisture content within one percent ot its optimum mo sture content iurn n-ioisture content is the water content in the soil that 55 at the time of placement. The optin M C ction effort. rn enable the soil to be compacted to the highest dry density for a given compa 0 -10 0 The on -site soils contain too much fines and may be used as structural fill only tinder fair weather M z um moisture content. condition when its moisture content can be controlled to close to its optim F --i Imported material for structural fill should be clean, free -draining, granular soils containing no CO 0 -n more than 5 percent by weight finer than the No. 200 sieve based on the fraction of the material -n assing No. 4 sieve, and should have individual particles not greater than four inches. imported M M p 0- 0 structural fill should be stockpiled and covered separately from the on -site soils. 0 rn Structural fill should be placed in lifts no more than 10 inches thick in loose state, with each lift compacted to a minimum percentage of the maximum dry density determined by ASTM D 1557 (Modified Proctor Method) as follows: Application Within building pads of the building lots C) Roadway/driveway subgrade Retaining wall backfill Utility trench backfill % of Maximum Dry Densi 95% 95% for top 3 feet and 90% below 90% 95% flor top 4 feet and 90% below LIU & ASSOCIATES9 INC. July 20, 2003 5-Unit Townhomes L&A Job No. 3AO87 Page 10 ON -SITE INFILTRATION SYSTEMS Advance Outwash soils of gravelly, slightly silty, fine to medium sand was encountered in Test Pit 5 located at the west end of the site. This sandy soil unit are of moderately high pen-neability, and should be able to support on -site stormwater infiltration systems. The surface of this soil unit is at about 6.0 feet below the existing grade. For disposing stormwater through infiltration trenches, the bottom of the trenches should be excavated at least 2 feet below the surface of the Advance Outwash deposit. The soils at the bottom of vault or trenches should be verified by a geotechnical engineer during trench excavation. if fine-grained silt or clay soils are encountered at the bottom of the trenches, they should be over-excavated� thoroughly removed and replaced with free -draining sand, pea gravel or washed gravel. The perforated PVC pipes through which stormwater is to be dispersed into the ground should be enclosed in washed gravel wrapped in a layer of non -woven filter fabric to minimize silt intrusion into the pipes. Sufficient cleanouts at strategic locations should be provided for periodically cleaning the pipe to prevent clogging. For the design of the infiltration vault or trenches, we recommend an infiltration rate not exceeding 5.0 iph (inches per hour) be used. This infiltration rate should include a factor of safety of 2.0. Higher design infiltration rate, if desired, should be verified by in -situ infiltration tests. BUILDING FOUNDATIONS Conventional footing foundations may be used for supporting the buildings to be constructed oil the building lots. The footing foundations should be placed on or into the very -dense fresh till soils, or on compacted structural fill based on the fresh till. Water should not be allowed to accumulate in excavated building footprints. Disturbed soils in footing trenches should be completely removed or thoroughly re -compacted prior to pouring concrete for the footings. LIU & ASSOCIATES9 INC. Z 0 4 0 M Cn M 0 0 0 M M Z C_ Z Cn 0 _n n M M _Cn 0 r- 0 M C: co 9 Cn M 0 .Z X __q X Z Cn Z 0 4 0 M July 20, 2003 5-Unit Townhornes L&A Job No. 3AO87 Page I I If the above recommendations are followed, our recommended design criteria for footing foundations are as follows: 0 Allowable soil bearing pressure for footing foundations, including dead and live loads, M should be no greater than 2,500 psf. The footing bearing soils should be verified on -site -ore the by a geotechnical engineer after the footing trenches have been excavated and bef footings are poured. M C M -40 The minimum depth to bottom of perimeter footings below adjacent final exterior grade 0 0 C should be no less than 18 inches. Tile minimum depth to bottom of the interior footings M M z below top of floor slab should be no less than 12 inches. _Z C The widths of footing foundations should be deterniined based the total loads they Cn support and the above recommended allowable soil bearing pressure. Tile minimum less 0 _n _n width, however, should be no less than 16 inches for continuous footings and no than 24 inches for individual footings. M M 0 0 M A one-third increase in the above recommended allowable soil bearing pressure may be used C CD 9 C/) when considering short-term, transitory, wind or seismic loads. For footing foundations designed M 0 Z and constructed per recommendations above, we estimate that the maximum total post - construction settlement of the buildings should be 3/8 inch or less and the differential settlement across building width should be 1/4 inch or less. M 0) z 0 Lateral loads on buildings can be resisted by the friction force between the foundations and the M subgrade soils or the passive earth pressure acting on the below -grade portion of the roundations. For the latter, the foundations must be poured "neat" against undisturbed soils or backfilled with a clean, free -draining, compacted structural fill. We recommend that an equivalent fluid density (EFD) of 350 pef (pounds per cubic foot) for the passive earth pressure be used for lateral resistance. Tile above passive pressure assumes that the backfill is level or inclines upward LIU & ASSOCIATES9 INC. El. f July 20, 2003 5-Unit Townhomes L&A Job No. ' )A087 Page 12 behind the foundations for a horizontal distance at least twice the depth of the foundations below final grade. A coefficient of friction of 0.65 between the foundations and the subgrade soils may be used in calculating be used. These are unfactored values, and a proper factor of safety should 0 the resisting forces against lateral loads on the buildings. SLAB -ON -GRADE FLOORS Slab -on -grade floors, if used, should be placed on firm subgrade prepared as outlined in the SITE PREPARATION AND GENERAL EARTHWORK and the STRUCTURAL FILL sections of this report. Where moisture control is critical, the slab -on -grade floors should be placed on a capillary break which is in turn placed on the compacted subgrade. The capillary break should consist of a minimum four -inch -thick layer of free -draining gravel or crushed rock containing no more than 5% by weight passing the No. 4 sieve. We recommend that a vapor barrier, such as a 6-mil plastic membrane, be placed over the capillary break to keep moisture from migrating upwards. DRIVEWAY PAVEMENT Performance of roadway pavement is critically related to the conditions of the underlying subgrade. We recornmend that the subgrade soils within the roadways be treated and prepared as described in the SITE section of this report. Prior to placing base material, the subgrade soils should be compacted to a non -yielding state with a vibratory roller compactor and proof -rolled with a piece of heavy construction equipment, such as a fully -loaded durnp truck. Any areas with excessive weaving or deflection should be over -excavated and re-cornpacted or replaced with a structural fill or crushed rock placed and compacted in accordance with the recommendations provided in the STRUCTURAL FILL section of this report. LIU & ASSOCIATES9 INC. =i :fi � i July 20, 2003 5-Unit Townhornes L&A Job No. 3AO87 Page 13 We recommend that a minimum 6-inch-thick, compacted, crushed rock base (CRB), consisting of 5/8-inch-minus crushed rock, be used for the roadways. Such crushed rock base may not be required if the roadways are based on cuts into undisturbed, native, very -dense, fresh till. rhe crushed rock or subgrade base should be topped with 3-inch asphalt treated base (ATB) topped by 2-inch-thick Class B asphalt concrete (AC). SITE DRAINAGE Site and Driveway Grading The on -site surficial soils are of moderately low permeability, while the underlying fresh till soils e -surface are practically impervious. They can be saturated quickly and heavy runoff and n ar may, be encountered during periods of heavy rain. To minimize potential groundwatei difficulties for site grading work due to storm runoff during construction, one or more lines of ditches or curtain drains should be used, as required, to intercept storrn runoff and near -surface groundwater flow. Water thus collected should be discharged into a nearby storm sewer. Runoff over Impervious Surfaces Storm runoff over impervious surface, such as roofs and driveway, should be collected by underground drain line systems connected to downspouts and by catch basins. Stormwater thus collected should be tightlined to discharge into a suitable stormwater disposal facility. Building Footing Drains A subdrain Should be installed around the perimeter footings of each townhome building to minimize accumulation of groundwater tinder the buildings. The subdrains should consist of a 4- inch-minimurn-diameter, perforated, rigid, drain pipe, laid a few inches below the bottom of perimeter footings. The trenches and the drain lines should have a sufficient gradient to generate flow by gravity. The drain lines should be embedded in washed gravel completely wrapped in LIU & ASSOCIATES9 INC. 0 0 M -n M M 0. 0 0 0 C -4 K X M M Z g) --i C -Z 0 -n n M M 06) 0 r- 0 M 0) C/) M 0 Z M Z 0) Z 0 q .0 M July 20, 2003 5-Unit'rownhornes L&A job No. 3AO87 Page 14 11011-woven filter fabric to within about 12 inches of finish grade. The remaining trench may be backfilled with on -site imp ervious soils. Water collected by the perimeter footing subdrains should be tightlined, separately from the roof and surface stormw ater drain s ystems. to discharge into a storm sewer or a Suitable storrnwa ter disposal facility. 0 rri� LIMITATIONS the xcl sive use by -or e u This report has been prepared for the specific application to this project f C M 0 0, SCL Enterprises LLC, and their associates, representatives, and consultants. We recommend that 0, 0 C� this report, in its entirety, be included in the project contract documents for the infori -nation of the M MZ1 prospective contractors for their estimating and bidding purposes. The conclusions and 10 -4 C —Z interpretations in this report, ho wever, should not be construed as a warranty of the subsurface CO conditions. The scope o f this Study does not include services related to c onstruction safety 0 n precautions and our reco rnmendations are not intended to direct the contractor's methods, M M techniques, sequences or procedures, except as specifically described in this report for design Cn 0 R 0 M considerations. C Cn M 0 Z oll Ou I r re commendations and conclusions are based on soil conditions encountered in the test pits, X 0 ing analyses, and our ex perience and engineering judgment. The conclusions and ur engineer > z fes ional opinions derived in a manner consistent with the level of care are pro s, CD recommendations and skill ordinarily exercised by other members of the profession currently practicing under z 0* similar conditions in this area. No warranty, expres sed or implied, is made. The site subsurface conditions enc OLintered in the test pits may vary from those actually encountered during construction. The nature and extent 0 f such variations may not become evident until construction starts. ir variations ap pear then, we should be retained to re-evalLiate LIU & ASSOCIATES9 INC.