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160 WEST DAYTON ST.PDFIIIIIIIIIIIIII14191 160 W DAYTON ST 77 7: Jf 144 77 77777-77 INTO -OFFICE COMMUNIIONS /� Dn7 d /d 19 TO / /N / � � /� // FROM SUBJECT: ko A Yyllto A/ 1 °Y PROJECT NAME: PROJECT ADDRESS k PLANNING f one`: DB No.: Cond. Use #: Variance: Other:' �f0JECT C H ECK A-Tt-15-icto CONTACT PERSON: a)�M� �Gr( PHONE NUMBER: — ,5 Date Sent: Date Returned: Environmental Checklist: 3�'� Landscape Plan: ENGINEERING Date Sent: Site Plan/Development Plan: Drainage Plan: Bond Cost Estimates: COMMENTS: Date Returned: (2 copies) (2 copies) FIRE Date Sent: Date Returned: Memo Sent to Developer/Owner: COMMENTS: BUILDING Permit & Plans Submitted: Legal Description Checked: ' L.I.D. Checked: Sent to Plan Check: (date) Returned: Plan Checker: 1(4,130 (name) COMMENTS: `�lOi, ) aJ nA,1i► ci, I,,,� , Jo/,.aO ii , l I ocl B ON DS �� 4«JkC Date informed: /�Q ;LC Estimates approved: Performance Bond: $ Date Released: DATE PERMIT ISSUED: Maintenance Bond: $ Date Released: PERMIT NO: e (date) FINAL APPROVAL:. (date) CERTIFICATE OF OCCUPANCY: 'S� ' (date �74- 27Iz AGREEMENT AND COVENANT CONSTITUTING A CONTRACT REZONE co This Agreement contains the covenants entered into between THE PORT OF cy". EDMONDS; a municipal corporation, hereinafter referred to as "THE PORT" T__q and the CITY OF EDMONDS, a municipal corporation, hereinafter referrers to �] as "THE CITY". dd1 WITNESSETH: O O WHEREAS, THE PORT proposes the development of an approximately 14.6 t7J acre parcel of real property in Edmonds, located at the southwest corner of Dayton Street and State Route 104, and being more specifically described as follows: That portion of Government Lot 3, Section 23, Township 27 North, Range 3 East, W.M., described as follows: Commencing at the intersection of the south line of Section 23, and th'e easterly right of.way line of the Burlington Northern Railroad; thence along said easterly right of way north 42* 34' 34" east 616.37 .feet to the true point of heginning; thence continuing north 42* 34' 34" east 731.18 feet to the southerly right of way of Dayton Street; thence along said southerly right of way line south 58* 17' Ors" east 12.54 feet; thence south 88* 491 06" east 524.20 feet; thence south 41* 39' 17" east 110.40 feet to the right of way of SR-104 (as condemned under S.C.C. NO, 106315); thence south 1* 08' 54" west along said right of way a distance of '800-00 feet; thence south 73* 00' boll west 240.00 feet; thence north 88* 30' 00" west 110.00 feet.; thence north 66* 00' 00" west 140.00 feet; thence north 40* 00' 00" west 125.00 feet; thence north 1* 00' 00" west 200.00 feet;' thence north 37* 00.' 00" west 260.00 feet; thence south.7)* 001 00" west 401.09 feet to the true point of beginning, and WHEREAS, THE PORT has applied for a change in the zoning of the subject property from its current lP classification to CG and OS and has tendered this agreement to the CITY; and WHEREAS, THE CITY has caused the application- in its entirety, •including, but not.limited to the Environmental Impact Statement, to he reviewed by its Planning and Engineering Departments and by its Planning Commission, and has fully considered recommendations made after such -revi-ew; and ATTACHMENT 3 File No. R-98-107 8 0 0 5 0 6019 8 i VOL 1668 PAGE 450 WHEREAS, THE PORT has determined a willingness and ability to implement the terms of this agreement in the course of its proposed development; and 3 WHEREAS, THE PORT and THE CITY are willing to enter into an agreement f or'a contract rezone reclassifying the parcel from IP. toCG and 05; now therefore, IT 'IS HEREBY AGREED AS FOLLOWS- 1 In consideration of TH.E CITY reclassifying the subject property from IP to CG and OS, and for so long asthe: property remains so classified, THE PORT covenants as follows: A To develop the subject property in substantial accord with the development plan set forth in Attachment "A" (including additions thereto) attached hereto and made a part hereof by this. reference, subject, to the right to make minor revisions including but not.limited to the following: 1) The number, arrangement, and shape of buildings may be altered without increasing the gross floor area, general distribution of buildings, or significantly altering the looped circulation system; 2) Parking areas may be modified without reducing the number. of spaces provided, the general distribution of spaces, or, the amount of landscaping; 3) The number and arrangement of building service accesses (overhead doors, loading docks, etc.) may be altered so long as these service accesses. are screened from both Dayton Street and State Route 104. Such minor revisions shall,be subject to approval by the Edmond's Department of Community Development, B To develop the subject property in accord with the following development standards: 1) The minimum setback for buildings from Dayton Street and State Route 104 shall be twenty five ('25) feet; ?) The minimumsetback for parking from Dayton Street and State Route 104 shall be ten (I0):feet; 3) All outdoor display of merchandise shall be subject to the same minimum setback as parking areas and. the setback area shall be well landscaped; 80050601.98 VOL 1668FAcE 45.1 2 4) All signs and advertising devices shall be subject to the requirements for signs located i'n a BC or IP zone pursuant to Title 20, SIGN CODE, of the Edmonds Land Use Guidelines as now exists or may be hereafter amended or recodifieJ - 5) -Outdoor storage and/or assembly. areas shall be screened from Dayton Street and State Route 104 by a site obscuring fence or buffer pursuant to Section 12.14.050(i) of the Edmonds Land Use Guidelines as. now exists: or may be hereafter amended or .recoriified; 6) All structures., fences and -other architectural features shall be compatibly designed to give the overall development of the subject property unity and continuity; 7) The maximum building height shall he thirty five (35) feet, ani no building shall exceed two stories in height; 8) All buildings and structures shall be subject to Architectural Design Board (ADS) approval. C To limit the land uses established on the subject property to those asps permitted by Section 12.13.270 of the Edmonds Land Use Guidelines as now exists or may be hereafter amended or recodified, and subject to the following: 1) The following uses shall be prohibited: A) Automotive wrecking;. 8) Automotive sales; C) Car washes; D) Drive-in Restaurants; E) Fuel storage yards; F) Kennels; G) Motels; H) Mobile home parks; i) ResiHences, except for a caretaker and/or guard J) Service Stations. 2) The following uses permitted in the CG zone shall be limited as follows: A) Small boat building, repair, and prepar.ation .sha.11 be limited to hoats not exceeding sixty .:five (65) feet:. in length; 8) Fabrication and sale of metal, wood, plastic, ,cloth, and similar products of light industry shall specifically exclude the fabrication of, major structural steel forms, boiler making, and similar activities involving excessive. noise, or major trucking in terms of over standard dimensions per unit or over -standard weight of .load,• except for small boats, 8005060198 3 VOL 16 -t 24.52 D That the northwest portion of the subject property used by the Burlington Northern Railroad will by fenced off from the remainder of the.development to eliminate indiscriminant access across the raiTrb.ad right of way. E That all leases .entered into by THE PORT shall be conditioned .upon the lessee meeting or exceeding the performance standards established by Section 12.14.050 of the -Edmonds Land. Use Guidelines as now exists or may be hereafter amended or, recodified, and not conducting activities in such.a manner as to become a nuisance to the surrounding neighborhood. F. That that portion of the subject parcel from the south property line located within the "Union Oil" marsh to a line twenty five (25) feet landward from the edge of the marsh should be zoned "Open Space" to protect the integrity of the marsh. The remainder of the property should be zoned CG. G That in order to allow for future expanded access to the edge of the marsh, THE PORT agrees to construct the following walkway at such time as THE CITY constructs a connecting walkway across the marsh from the south; A walkway.paralleling S.R. 104 from the interior looped street to the south eastern corner of the. suhject parcel, and proceeding from there along the edge of the marsh.to intersect with the existing path along the marsh in the central southern portion of the subject parcel. 2 If consistant with the public health and welfare, THE CITY will cause the necessary ordinances to be enacted to rezone the subject property from IP to CG and OS for those uses as defined and permitted by the Edmonds Land Use Guidelines, and for such uses as are contemplated and intended by this agreement and the Attachments 3 Amendments to the development plan (Attachment "A") or this Agreement may be made by either THE PORT or THE CITY upon application filed in the same manner as a rezone application. No applications shall be made by THE PORT or THE CITY or their successors or assigns to amend the underlying zoning of CG and.OS for a per..iod of two years from the date of this Agreement. Thereafter, either THE PORT or its successors or assigns, or THE CITY may, upon application filed in the same manner as a rezone application, apply to amend or terminate the provisions and covenants of the Agreement or .to change the zoning on said property. Said . application to change or terminate the provisions and covenants or to rezone said property shall be heard in the normal manner at appropriate Public hearings as any .other.. application for a.rezone'of property in the City of Edmonds. 4 THE CITY shall be under no obligation to issue THE PORT or its successors or assigns a building permit..or other permits or approvals for improvements or expansions upon any of the subject property of THE PORT unless such improvements or expansions li.e.within the terms hereof and the applicable `ordinances at the time of any application for building permit or other permits or approvals. 8005060198 4 �oL 1668 WE 2453.. M 8 5 The Edmond's Department of CommunitY. Development is granted authority to interpret and apply this agreement. Where there is uncertainty and/or disagreement concerning any substantive term of this agreement, including the„Attachments, THE PORT may request that -the matter he put on the next available agenda of City Council for a hearing and resolution of the disagreement. If THE PORT disagrees with the decision Of City Council, the matter may he filed in the Snohomish County Superior Court as a Request far a Declaratory Judgment or other appropriate action. 6 This agreement and each part of it shall be considered covenants running with the land covered hereby and shall he binding upon the successors and assigns of THE PORT and THE CITY. It shall be recorded with the Snohomish County Auditor in the grantor/grantee index with THE PORT being listed as grantor and THE CITY as grantee and all costs of such recordation shall be paid by THE PORT. Such recordation and payment of said costs shall he a condition precedent to THE PORT exercising any rights under the terms of the agreement. 7 The terms of this agreement may be specifically enforced. If either party shall bring suit to enforce any of the provisions of this agreement, the prevailing party may be awarded reasonable attorney fees and litigation costs in such amnlint as is set by the court. IN WITNESS WHEREOF, the parties have executed this contract this day ofI, , 1980. THE PORT OF EDMONDS By PRE IDENT ATTEST: SECRETARY CITY OF EDMONDS By ATTEST; MONDS CITY C RK County of Snohomish On this day personally appeared before me Ha-rve H. Harrison and Irene Varney known personally to me as the Mayor and City Clerk of the City.of Edmonds, Wa. and who acknowledged.that they signed.the foregoing instrument as 'their free and voluntary act and deed for the uses and purposes therein mentioned. •,,,..,•t,0JMen under my hand and official seal this ' A day of, %••t; � , 1980. ,,.Cb NOTARY PUBLIC in and f OF the State of Washington,,. residing at STATE OF WASHINGTON ss. County of Snohomish T. P. On this day personally appeared Chittenden known personally to before me Gordon A. Maxwell and me as the President and Secretary of The they Port Comnission of The Port of Edmonds, Wa. and who acknowledged that signed the foregoing instrument their for the as free and voluntary act and deed uses and purposes 'therein mentioned. Given under my hand and official seal this �% day 0f�i'•��� 1980, p _;, a( qV PUBI I i n an f St e of 4� gton, sidicttj •..v�,a r Cn t� z"I 00506VOL 1668 PAGE2455 . 98 N/ / 9 / / a / / R. o C g� 4—, �o o� See Insert N.W. Gpr Gov. Loi 3 -- - --- N.E. Cor. Gov. Lot 3 DAYTON ST. F. 00 a 2 ` o pQ � _� E �4 S, A F 890815 �1 / v 8 o�z 5 I c E w MaRSN y_ � o a. 6 8 7 w y 4109 t> IN �q Sac. Cor 'NOTE: This is not a survey, it is a parcel map '°A.M., July, '73 used for location of property only. i 5. E. Cot; 'dn Lol F; z ,4i rr cot IMIS OF BEARINGS toms owe avi or aimcrars N d6• -` •.c,,f _. - ..yahoo ,�,�,, . LEASE DESCRtPTIo�BU"llig O.2 .i.. That panda- of*6brer+eeat tot 3. Sect too n. Taaathlp 27 brth; raape ! EasC Y.A., dteeTload as tonging Coaaune- Ing dt tM lottrteEtioo of the leash llot et u10 Srctloo •• -t 23. and t1N eattarly rtghtrol.uay line of tM tort logtea A wertMro Aa llrotd: than- along NIA oosterly ",Z101f-way •> ^� line 1112p31'34-E, E16.77 Tnt; there! 671.00'00•f 401.09 I . yr -�'r •;,t+t - t K' fool{ tMnca S37•Qq'o0•[, 260.09 ttptt thence N0117'4/'E.^•,•r E• C. ':�. 'l ' rl 70.OD feet; thorn ppt3•IL•N•E, 320 00 feat{ tbrnea L ..•r-V;�.`• b :H ':.+yf•, 4 ,y SBB•ti'06•E, 765.3 feet; theacs 11 •Sl'06'y 17..12 hat r A rr � w , 1'lnEQrzQz. to than Trot polo[ of 8tpsfan{ig; n bl3•I�'Ot•g t04.90 .. _i!: r• •I.•9cf•iIT: i4t; 't�:• i'•;iitc�E:fDs: , L hot; thence lyt•da 61•E 110.00 Te tt ttnace S17•dI WE. _' ! �F B•00 /Nt: tAeppccpp B}d•BB'S/•E. 65• feat: thee!! ��'r "• ••'i`..1:¢•f;�^++i- ^ oft-:j Ste^ E siol?" WE. 69.16 feat; thenco.566. WOVE, 20.00 het; ' thence Sol•00'4491.'125.11 toot to a point of cwroo to ••: 9 - the rfggkkt boning a i■dtrt op W.OB {rot; tAerce frotb- wstorl7 along the irc of said con{ lhroegh • cantrii �j :• ` ? , ■note of 90'09'OD•, a6 arc distinct of 78.61 (eat; theme Y •;=• t V • ^' ' • �• N6B'i2'oi'Y Bt.60 feet w1ba Trw hint of tellenlag. _ 1• ' . [Containing ap drop of 1466! 2¢4" het or Od01 acres.) P�4' • l •' '• R•tD' Situate to Sgohaaltb Coorty. VaSbldgtod P• ,�,. s ,rt .±•�ylts••• Zi � '� ♦,,yam // ', 3t ';; Fl /V All E /V T L rJ a- IMAN t•ao.f �• S 1�I1" V ' � p ''2\ (nra S \ L WSWpf'��� ,CERTIFICATH) t•emo 6t� 1 hereb7'certffy that the orp bereoa Is a the aid correct b►1 ME SdC= 23 copy of I'm tangy. and that the dle mHro and location of the �btlol Ioyla shows theraea rn air 77ga{atl, tll�t tam, "I w arycnaaMfrll �r eterlapt lata�t ea rani-. tMt bWldlap 1s Aolly ritbl■ tM lee of u1da proptrty acrwdfdg to Inaoortodats mde January 77. 1983. 1■ can. family with the Standards catering rylltmUm. Professional a I rteyor Oita Ctrtlticate PA. 7892 1 ►•,� '.�'� AREA • 4 �� ,� o♦ IT" --tassa 1 1 ATA SURVEY FOR H!QVor A r !IBLIN ... 1 , R.• .,,, IN. W# T. LOT SEC. 23. TI!R zr IL. Rlro: D l , NIM. i wL°U CITY OF EMINDS, SItOt1011tSR COMM NASM Reid. Middle n 7 Azodo[es In .., ° di �RYQA T SIMVgyO;i • PICIri66 ' i21 !nano. ll. fW 2M 6Qeea . VA 94M RAN JIL$ 11;1631;544j•.liC � �'�OT . �.....�.. < her .. •1 '�: ?.K?y?;+k,k::ly� :i,:J,uliiiMM�r�►��;,..a:r;,.�� 1 tllp, WDOtiTON a uAiSOOATlS D 324 M•1. , fdewda +.w WHEREAS, a document entitled "Agreement in Covenant Constitution a Contract Rezone" was approved by the City of Edmonds pursuant to File No. R-4-69; and WHEREAS, the City of Edmonds, on the application of the property owner and following the process established by state law and City ordinance for the amendment of contract rezones, has an approved amendment of said contract rezone, NOW, THEREFORE, This Addendum is entered into by the City of Edmonds, Washington (hereinafter "City") and Port of Edmonds, (hereinafter "Owner") under the terms and conditions set forth herein. 1. This Addendum is an amendment of a document entitled "Agreement and Covenant Constituting a Contract Rezone" recorded in the land records of Snohomish County, Washington, as Document No. 8005060198 and recorded at Book 1668, Page 2451 of said records. Said underlying agreement is hereby amended in, but only in,' the following respects, to -wit: By the repeal of Condition paragraph B.7 and the insertion in its place of a new paragraph B.7 reading as follows: The maximum building height shall be thirty-five (35) feet; In all other respects the underlying agreement remains in full force and effect, except as specifically amended herein. DONE THIS 3 G ' day of Al 0 V06 /Si*,, 1998. CITY OF EDMONDS By: Mayor Barbara S. Fahey7- ATTEST/AUTHENTICATED: By: �.�.. +a/. Sandra S. Chase, City Clerk i t CITY OF EDMONDS DEPARTMENT OF BUILDINGS CERTIFICATE OF OCCUPANCY UNIFORM BUILDING CODE, Sec. 306 (`; At 160 WEST DAYTON Building Permit Number 850045 r Occupancy established b this certificate: P Y Y _ TWO Fite Zone No. Stories A-3 B-2 Type Const. III— 1 HOUR Basement --- Floor Load signs in place (per Sec. 23o8 U.B.C.) — Capacity signs posted (per Sec. 3301 (i) U.B.C.) ( j Floor load and roan capacity signs, when required, must remain posted at all times. K- ATHLETIC CLUB ZA K 'T1-iF HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH PROVISIONS OF THE EDMONDS BUILDING CODE AND WITH UNIFORM BUILDING CODES. Issued Ellis NJ,NTH CHIEF BUILDING OFFICIAL day of MAY By l JAC(AaU- Y►'1 • aW_A/t-;1- 19 :. This certificate shall be posted in a conspicuous public area and shall not be removed, mutilated or obscured and shall be main- tained in legible condition at all times. . Any change of occupancy requires a new certificate. 1 `\".1, . ?/m \\ �J ��.� �' \ , E:ma/n"W. 9 �`c.C��..im .C__�.�/� OEM..✓,;r�Q��'�i'=�R,%�'� ,R'�'� tR,�� :lt,R�'� ✓�, �,�.�1:�,f.; �,-�s ( �:. Ate.-1�':T,�►�► -�; .`11�:: f,./ �() `�' `;17 ���t �/ < + / � {'�dF�'// �'1 �.y• 1 '� ��' q r l�� tT+f { �✓ I I �00 CITY OF E ®NDS DEPARTMENT OF BUILDINGS 60 DAYS CERTIFICATE OF OCCUPANCY UNIFORM BUILDING CODE, Sec. 306 At 160 West Day -ton Building Permit Number #850045 Occupancy established by this certificate: A 3 Fire Zone No. Stories B 2 Type const. 111 1 Hour Basement Floor Load signs — in place (per Sec. 2308 U.B.C.) — Capacity signs posted (per Sec- 3301 (1) U.B.C.) Floor load and room capacity signs, when required, must remain posted at all times. THE Athletic Building HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH PROVISIONS OF THE EDMONDS BUILDING CODE AND WITH UNIFORM BUILDING CODES. Vk Issued this Talent y —Second day of August 19 85 CHIEF BUILDING OFFICIAL By j This certificate shall be posted in a conspicuous public area and shall not be removed, mutilated or obscured and shall be main- tained in legible condition at all times. Any change of occupancy requires a new certificate. i J <<- cI 1 `t 'OF EDMONDS r_,�FYHr.�ENSON -- DEVELOPMENT. SERVICES DEPARTMENT ' f tc. 7 Sa0 PIanmr.gr Buitd:ng . Erg;re^-ing. Septcrnber }, 200.1 p� Jeff Ekstrom VVilC0X Coitstrucrian 123 4'h Ave N: `-.''1 Edmonds. WA 98020 , RE: Revision to approved plans for intt:rioi remodel of l larbor Sgaarc Athletic Cltib Pcrinit"2001-0014 Dear Mr. Ekstrom: This letter is in response to your letter dated August 30; 2001 requesting the use of GA- WP2945 4-hour fire resistive Nvall assembly at the G' x 3' infill in the existing 4-hour area separation wall. Fii-e Barrier CP 25WB-Caulk will be used per the :nanufacturcr's specifications where the steel stud assembly,adjoins the.concretr panel and to fill all penetrations of the.assembly. 1 ant assuming that you as contractor are acting on behaltof the architectof record'in . making this request, if.thc,architect ofrecord.does not approve•nfthis changc•pri.pr to installation in the'ficid, please inform me ittin ediately. Thank vou, Anil Bullis AsgAtant Building Gfficial . .. i vm mo 0o mm z 0-1 c_• �m n m i� mm_ 0� M C � �co nn �� i M r z O 0 m 0 WC i A r 1 n To: Ann Buy .s Date: A gust 30.2C0. frc:n Jeff Ekstrom'. CC: i M O R Harbr••r Square Athletic CI'ut — Pe,mit # 200:1-0014 00 C s M — rn z O Dear tits. auris, Cz Wilcox Conttructior Inc. has begun the Harbor Square Athletic Club renovation and I would appreciate yqur j consideration of the enclosed 4 hour Gypsum assemb!y to be used to infill a void in a pre cast concrete wall party!. TINs ` 0 M void is due to the removal of on approximately 3' X 6' window. D The approved pls� show a concrete masonry uniLinfll, I would ' like the option to use the ra;csi gypsum aas�irnbly.a�: mm + p you should have -,ry questions, please call r, e at 425-774-4185. 1 O n Fn Thank you for you, cors;dera;ior.. - C(n , K rn m ! Respectfully, —Zi m D Jeff Ekstrom 2 z s ` Prof ,1 riaaer . A ,�'. i� OZ 1 _+ CITY OF EDMONDS •rARYH*KEN,90N 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425)771.0220 • FAX (425) 771-C221 , == DEVELOPMENT SERVICES DEPARTMENT Planning • Builuing • Engineering nc.1S9 July 17, 2001 Harbor Square Jack Tawney 160 W Dayton Street Edmonds, WA 98020 RE: Permit Number 2001-0014 Dear Mr. Tawney: Please be advised that the City of Edmonds received authorization from Mr. Dick )3cselin to proceed with the tenant improvement permit, 2001-0014 at 160 W Dayton St. Please also be advised that the City of Edmonds has not received -authorization from Mr. Dick Beseline for the following permits: I 2000-0661 Expires 8/14/01. Your permit may be renewed. The cost prior. to t�e expiration date is $276.00. i 2000-0626 Expires 8/02/01. Your permit may be renewed. The cost priorto the expiration date is $162.50. Thank you for your attention to this matter. Sincerely, Jeannine Graf Builging Official Cc: File. Har_lmerworks • Jncorpbrated August 11,• 189.0.'' Sister City - Hekinan, Japan 1 i Z O n m �M om mo --1O O0 C ­4K m fY1 p - D_Z rM �co . O -n n m_m oN r CM m n X Z s Z O n m : July+ 9, 2001 } Buddinct Department City of Edmonds sth A e. Nor, Edni+mds.OVA 94020 y Ref• Permit `' 20010014 r ? Plea,5e be advised that Harbor Square Athletic Club is approved to prc;ceed as outlined in Permit'!, 20010014 as on file this date. Julv 9' 200i. )' ' Sircere'�•, s 1 Dick Beselin "'. Harbl,r'Square Associates q � MICROFILM 129-West Dayton, Suite B-6, Edmonds, Washington 980..20 (425) 774-151.1 Fax.ti.70-6736 z 0 0 m 4 T �_ 0m mo 00 zrn rn m z 0-4 >z Q T • ` T m ►st r ` C0 E ;U z 0 m r - z 0 July 4. 2001 FR 40 t m om J BL'iltlin` Department I �' a O ! City of Edmonds on 2G•1 ; Ave. Nord � rn Edmcmds- �\ A 9SO20 p �_ Ref Pamir 2001 0014 i Please be advised that Harbor Square At?iietic Club is annroved to pr' O,d as outlined in, i T; Permit == 20410014 as on file this date. July 9'.2,001 1 > r mm � Sincere;', { Or i L/ Z Dick Besehn Harbor Square Associates —t • z MICROFtAk in , z . O m m 1:2(1 West Dnytori, Sui!c D-6, I:dritonJs, (425) l i ;, Fax 67K)-073". t♦ )r CITY OF E'DMONDS GAHY$AAK�i�N�R w 121 STH.AVENUE NORTH • EDMONDS; R'A 98020 • (425).7)1 0220'• FAY.,(428) 771022.1 DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering Inc.189� January 11, 2001 Mt. Brad Butterfield Hammenvorks 400 Dayton Street Edmonds, Washingforl 9J020 U-: Harbor Squal'e.Athletic Club, Permit ti200661. ' k Dear Brad; `. w As a follow-up to our conversation today, the purpose of this letter is to officially inform. r Hammenvorks that constnlction work on the subject permit shall not commence until further notice by the City. As I explained to you on the telephone, the building owner, Mr. Diek Beselin, has informed the City by letter that Steve Butterfield was not liis duly authorized agent to sign for the permit application (I have enclosed a copy of the permit,for your information). K In the future, if ATitten confirmation is received from Mr. Beselin that allows this project to. continue, the stop work designation shall be lifted in writing by this office. Please gote, ajkiis stoppage of wort: shall not effect the expiration date of this permit which;is August 14, 2401. If you have any questions please feel free to contact me at 771-0220. Than you, rf Jeannine L. Graf Building Official • CC: Jack Tawney, Harbor Squar At111etic Club Dick.Beselin, Building owner hIncorporn�ra'August,ll, 7.490•• ' O a m as �7 �rn m� �O• On C r s to .. mZ y_Z r_ —i — co. 0 _ n� mm 0 cn. 0� m Z�. bx Z z 0 0 m - .. .. FINAL PROJECT APPROVAL FORM' . . TO: ((U2 DATE: . MEMO TO: PERMIT COORDINATOR, BUILDIIvG DIVISION FROM: --- FIRE DEPARTMENT DATE ENGIIvEERING DIVISION DATE z . . I.EAYE SrIr+ O. PLANNING DIVISION DATE R,AESPGN ,' m . . PROJECT P�L�6Q f f SITE ADDRESS I P✓7/ I p p p ` PERN T # : od 1 — GC( C-( ADB#DATE INSPECTED_ m m.z DESCRIPTION OF WORK TO BE INSPECTLD A field inspection was conducted to determine final compliance with approved plans. Final approval ; C0 denotes that there are . no objections from the above signed Depttment to the relga$e Q$ 1' n x PERFORMANCE BONDS and the granting of ! ;..m R1 . p GRANT FINAL PROJECT APPROVAL, 0 . l m zrr GRANT PROJECT APPROVAL WITH CONDITIONS NOTED i ' ` r o Copy of CONDITIONS given to owner/contractor by inspector u I o t FAILED FINAL INSPECTION -OUTSTANDING ISSUES } m F o Copy of CORRECTION NOTICE given to owner/contractor by inspector. I 2 iF 3. RE -INSPECTED OUTSTANDING ISSUES - GRANT FINAL PROJECT"APPROVAL 1 llafe_ Sign i dcaprvl.doc.l:temp:bldg:fotms l o/o l } 1 f- - • .. .. - ... .. ... 6 RECORD OF INSPECTIONS INSPECTOR .• DATE APPROVED SETBACKS , 5 FOUNDATION:.' f I - Footing .. wall i' ." Fier/Porch ........... ... Z , 1 - - 0 Retaining Wall - - .O ` Slab Insulation .......... m - PLUMBING: ...{ T Undergrc—cl G' ? q' F?ough-In ................... 7C11 00 ^` Commerciu anal ..... S O C HEATING: .. ('Ci Z Gas Tes! .........:.......... C Gas piping y Equipment..-... ... O -1 `n i Commercial Final ....... EXTERIOR SHEATHING •; 0 r . NAILING ' `t J, j 1 0 m -. .FRAMING'.. -�� ._�"�,;�t--(� ✓ t�'�y .. yl<_ 't,�u 14./`j_J� �(n co FIRST FLOOR FRAMING.., i i !j ! rn r0 INSULATION; D t Wall Insulation .• ! Z Ceiling Insulation Cl) y SHEETROCK NAILING SPECIAL IP CTIOty .. 4 a ^c O III fOT1 . yns C MISCELLANEOUS .......... - _t FINAL APPROVAL FOR M ` '77 .._ Ti •'(I F. OCCUPANCY ......... r. 1 f 3 �1 •.���'r" y `,; �. �� L� 1 a C 1 L� ��.T- jMWIT EXPIRE � � 'a•1w-aes ' •- 1� """"tT. �F --- ;I�� / � ��j'' i +q a ' t ?,,wF 1 �:d! i�:: v CONST9JCTION-•i?'ER*fv11TAPPLICATION' E' _ EJeI\.53Tl C� Al GADCR ESS -i CI Z1 7 E: F _ g ADCRGcc 11�,'37 �KFIPA:Ip'. CA T" CH[CKE .J Pv P- OPEPTY TAX ACC AT PAPSZ1. NO. aESIDGNT:A! P il'_CI'10'J !YI CC'JA'cPC'Al lC':!P_IA.NC. 00 APAPTMENT F,ON �� aEa41R f'1 GRACi\(;G�DJ 'E'.,UE t X GTJ GASAGE ('•1U a'r', iNI::G V,r4l_ PEKE^L CCSI1 Cji ACT"1' XP,-A'N G. (-'��p7 LL�I ':U':.e-ROF - CR-T-AL ['•WF.LUNG S'C aiES I \ITS CFSC':EE J:CaK Tc BE DON= �/7A/41 rt JQAJI-5 GtrJ ✓-� c L9Jpox p - `•(Ro.�„,el: I , I ; —�l " c 7� D 1% - —F ' vV /.':S,c �CN —� -, t. SIICR? ..=GR ACPr COVP.ETCI, GN ARGA r LIT CC.'EaAC,- Pc O,;IP. J SETEACKS ,=-) PROPOSED SLIPACK" r_ I AILJV:CC "HC; T'JFFC f FRONT —DE RGl.R FRONT . L'R .S= REAP O, PA Rr;I:D .'�O: APrA�-� RR': VIEV;ED 6l DA"% ¢ ' REO'0 I PRM 10-- I I a , —A r_ucCK_C e, FCLNSYR JCT!G:•' CC:.E JOCUPAN7 S PECIA_.•.<.'r �IA ,;PAS. IIED lJ+21 REMARKS PROGRESS INSPEC71ONS PER UBC 108/FINAL INSPECION REO'D 4': _ 1 PI_ANC�CKNO: O� ._TiDDA'E r�_':•rr,c - l^ ` THIS PERMIT AUTHORIZES CNLY THE WORK NOTED 7H:5 PERrA:'f COVERS WOHY TO DONE ON PPIVATE PROPERTY ONLY ANY CONS rPUCT1�N CN THE PU(".:C �— 1 �1J'r •+..,! '� � - `/�'1 DE CCIA!N ;CUPBS. SIDEWALKS. DRIVEWAYS. MAROLEE5. ETC, W11 L HECUME Y SEPARATE PERWSSION. syj I I J 1 I {f PERMIT APPLICATION 190 LAYS PE LH.tIT.: YEAR - PROVIDED WORK IS STARTED W: T WN 1?^. CAV S I 11 \ 1 SCE ©ACK OF PINK PLrIM.T FOR MORE INFO"AAT'. C'+ YrL'A:: C•' IS-'NG� GRc _: r O yl ram. -r, EST `3Rt- O r L' "/ .S a _ ,,?', G AL .f• 5% PDA1/Gcr VFR AT(P..A '\ 7 1-C F _ x c ♦ TN. UA. E 7F IIT S '.CF J [ V 7- , " ddd Cl V, K'AI`/f O.l '1 R. DI."H_.r •, DG A'. n,':A\.G 'k�, r, • . . �.� C; L, 1 (^ / D*:1 .!1DI J...EA O VCca :YIT .A"Ir ViAv•N-C'r'S.>L...i r'7 E'. .i ..L A.'-'}R'; Si �. PvAcK'.O':)LE:\GCTHAT I'Irvr, IF40TO'S>-P ICATTN, THAT'r1F" o, 'AT .c IS pang+ A'.D T1 I AV,. C :.VNEI nH TII D A-- - (1' A"4 e� 6 APPLICATION APPROVAL' R n7fC CC! - 7 1 A O A E A IOrK�} CALL IPl5PECTION . firi- ,FOR - r' - .. ? 2 J {'vC�':_..,�, 771-0220 pllRI, ATTE' EX l] 333 IT!S UNiIAV:, L'-TO JSR OR oCcUF ; A („ ',JI�D[Nri OR S'nuCTUr,'_ Ur.- : 771-0221 F..4AL '7,S?=C'.AC- APPROVAL OR A CERTIFI• 4 N TIC`I AS HEN AND .�.4, E nr OCCJRA'-,C\/ PAC-, J::L'J GRA\, T ED. UCC SECTION !00 . . . t-H F^ y I\ '':0. •, i;Ir.F:r: G.� AS Ey�`1 /�,j. Z O m --i -n �i 0 m� m 0 �C On —{ 7 ='m rn Z 0-4 DZ rz cn Om nD 29 mrn Q rn 0r n �cn m Z� m D Z .Z 0 0 m .. lees gtone!w Non*VentW Energy codeConlove Form IiW Wrlr,Kpp„ aa. Nar..ia«■,, a,W, m - s.oaw •.ww uae Project Info PICW Dt* S: 4U � �� � '• EDMG pS �b� �� s� D� pop "�'� t��„ 7Zs- o•sr� Fro ect Description O New t3 Mft p rya, ANer tlon Compliance Option O prow'' 0 u Power Auowanm O e3y"r maty* QuaUNwWn OwcW st oMs . hwj= a P ak LPA on Alteration Exceptions O No awwew are, boN made tO the loft (d" aWOPd+n bO O 0 Lw I= W% d the tlx0um are nem and koW W go" %m Mitkimum Allowed Ul #tingWattage (Interlor) ` Loodm Maid Watt per ly . . ,:.. ..,!M-'k:A p 1 1 "4111 may rat Maximum Allowed b not belrp Inaweed Aron to A' lwmd x Mu• wry w+w r 7A wM Nola for buodhg aodedor, daoee ft facade am or the pedmetor method, but not both) Total d Li Wa ge (Exterior) (May not ao no Tow Aoowad waft for mwor) Number of Now TOW Propowd aft may not owW ToW Aoowad Watt for ExlwW TOW P r- I L Project Info PmOdAllchl Dale For BWWV Depaftert Ua A~ Addriat APPkWd Mm C ject: Desaiption [Pro-7PNSw&Qft U Add&M U AWdon [FoMplianCe option ILI PMWWW U UM" PMWAlmw= Cl 8yaWnM*ft (Bee Qjagkaft OaWW (ovW). Indicate Pm=Wn & LPA gaces do" an PMM) Alteration* Exceptions U No danges are Wig made to to W" Lou than GD% of fie UUM are new. and kin WOO Waftp Is not bOV Irmand Nkidinum Allowed- ;btin g "age (Interior) Loodon Mowed (lop� no.) YDam* Watt per ff Area lnif MowedxAm- zry 7940M. 1 1 -007 .0 1 LAW. -*v.ur.WtalWWvPftWWash ftmtow" TOW Al.lowad WMel 14"se �e (Interior) wr&awwTOW mowsdwatt trwwa) FMn M~ of water waft b Deea"On I FWm Ron Pr000eed MMY not 4=0 TOW Allowed Waft for Irdodar TOW P. W"L Maximum A;O'WVredQlLJllArh=tint Wattage (Exterior) mowed waft mowed Waft per feorper u Xte(orXE I%P#WP.*A FUMM 1 02 Off I l(by 025 Wle aw. Oneft) 1 7.5 WN NOW for b"v weew, dwon—sa orta facade an or to potmtor method, but not both) Tabd mowed VAN d Wat tase (Exterior) ow not acesdTow mowed Waft for Bmwoo Nurnbard WSW Looft Fban DM"on -J,Fbm,de tin T7- TOW Proposed I Waft may not 4X.W$d TOW Alowed Waft for TOW Proposed Watill 1994 Washington State Nonresidential Energy Code Compliance Form' ,, w..wlnn,nn r.Ianw Nanrosldendel EAemv Code Competence Fw" Second Edison - June 1995 ❑ Warehouses, storage areas or aircran ge storahangers ❑ other Prescriptive Spaces Occupancy Qualification Checklist lighting Fixtures: ❑ Check here if at least 95% of fixtures In the space meet all four criteria: Mote:11 occupancy type is 'Other- and fixture answer is checked, the number of fixtures In 1. Fucnrres are fluorescent, noMensed, with Only One Or two lamps, and the space Is not limited by Code. Clearly 2 Lamps are T-5, Tom, T-8 or PL and 3. Lamps are 5-50 Watts, and Indicate these spaces on plans. II not qualified, do LPA Calculations. 4. Ballasts are elecuonic ballasts Table 15-1 Unit Lighting Power Allowance (LPA) for Interior Lighting 11-W LPA= one) Use' (Wift') Use Painting, weld carpentry, machine shops 2.3 Police and fire stations' 12 Barber shops, beauty shops 2 Atria (atriums) 1 1 Hotel ban ueUconferenoe/whibitbn hale,' 2 Asse ces". auditoriums nasiae theaters Laboratories 2 Process plants 1 Aircraft repair hangars 1.5 Restau wm(bars° 1 Cafeterias fast food establishmentss 1.5 Retail A- 1 Factories, workshops, handlingareas 1.5 Retail B10 Retail banking1.5 Gas stations auto r it sh s 1.5 Locker andfor shower facilities 0.8 Institutions 1.5 Warhouses" story areas e 0.5 Libraries" 1.5 Aircraft story hangars 0.4 3"s,,,,,,, IS= Nursing homes 1.5 Parking garages Wholesale stores (pallet rack shelving) 1.5 Mall concourses 1.4 Plans Submitted for Common Areas Only, Schools buildings, school classrooms, day care centers 1.35 Common area oorrklors, lobbies (eAmpt man concourse) 0.8 Laundries 1.3 Toilet facilities and washrooms 0.8 office buildings, officaladministratiwe areas in facintles of other use types (Including but riot limited to schools, 12 hospitals, InsUttroons, museums, banks, churches)s•'" Footnotes for Table 15-1 I. In cases in which a use is not mentioned specifically, the Unit PowerAllowarce shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for excrupt areas. 2. The watts per square foot may be Increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3. Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4. For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly. 5. Watts per square foot of room may be Increased by two percent per foot of ceiling height above nine feet. 6. Includes pump area under canopy. 7. In cases In which a lighting plan is submitted for only a portion of a floor, a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and 0.80 watts per square foot shall be used for the common areas, which may include elevator space, lobby area and rest rooms. common areas, as herein defined do not include mall concourse. 8. For the fire engine room, the Unit Ughting Power Allowance is 1.0 watts per square foot. 9. For indoor spat tournament courts with adjacent spectator stating, the Unit Lighting Power Allowance. for the court area is 2.6 we per square foot. - 10. For both Retail A and Retail B, light for free-standing display, building showcase illumination and display window illumination installed within two feet of the window are exempt. Retail A allows a Unit Ughting Powa Allowance of 1.0 watts per square foot. Ceiling mounted adjustable tungsten halogen and HID merchandise display illuminaries are exempt. Retail B allows a Unit Ughting Power Allowance of 1.5 wad per square foot. including all ceiling mounted merchandise display luminaries. 11. Provided that a floor plan, indicating rack location and height. is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by radn plug the vertical face area (access side only) of the racks. The height allowance defined In foomotc 2 applies only to the floor only not covered by iadcs. 0 600) -v o00 0, L x Q,ci- 0 9 ;WO) hU9 zv) 91 16,ovol M NI Mi M )V. -it? N 11-4 k4- AlON mu VA rWl(\ N I -zim I<QN � 4---,x7 I 1.1 rel WILCOX CONSTRUCTION INC. 17 .CSIMILE '1 MANSMITTAL 9HEET -f0: -ANNT L;U]'.T.TS FROM: JLFFEKS'fT.OtiI C O1tP.�Ni : DA-rE: 9 / 18/ 01 7:22 AM CTTV OF ED'\fO'-\IDS ' F:�X NU'�4PLR: a25-771-0221 I"O1',U., NO. OV P;\Gr.ti IN(:T.IJI)]N(, (:OVl It: 2 puoN1 YTjmRpR! wil.cox PIIOI\r Nu.INABER: 425-771-0220 1-425-774-4185 R14.. WILCOX FAX NUMBER: HARBOR SQUARLi ATHLETIC CJ.L13 1-425-774-4187 UR( I''.NI' D I^(71i Rl- ❑J'J,I(,\.Sl: CONt.\41 N7' ElI'J.i'.A,;I liltPl.,l' ❑PJ,I?.�:I: ltl?!:�'<:1.1. HI :-\NN, ATTACHED IS AN 8 '/2- X 11" :A10WING THE DOOR TI-LAT Vn J ;\PPRO\ED C14ANGING FRO'I _i P.ATR OF 3'0 X 7'0 '1'O A SINGLE 3'0 X. TO. P]✓RMITT # 2001-0014 TH..,Ni<YOU, JEF1; 123 4'i'll A` l�. N WA.1111NOT0N � •• x) fT ` :. �t'ti �'x�Z- } - •, - _- ° . _ ° N n r .e,..nr^r �7rv�sra?i '.� .KA tgxt z 4L ' Y ti_4. dy5t�'�a E 4r,Y'7 3, PAS1 :: ri iz•' siv.�: J ✓t '* co aj z try N s • sue: Ir UJ Q , 20 CNI r13 ae, '" " �b�.• sad .a 4° �Jo�, r Y P.COUNTER ° � g qUAT 10 o a i o 1 0:� 4 ° 'p vice '� .9 � � 0. b '4 L c•.,,`yri^..9t 10 1p NA 01. sun A DI ° 2G1M a v ° J t ° < , ` .:� N � q.' 4 '. � . . .r .. �i ° ". `L.c ij.. w 4 ° q , i ,U�^� C�i�i.X. 011l`i •'��.y'�9BtF��1%gtij��• :,m - 1 W,;.°.,L ,vw.. A.. �_ j �. sg, $Ao:�•ca_��v.2c- °oc o e:. Q°.. ..s..-m ° �" _ � a1o�. �i�` t�aP J^ a �9 9 10 FOREWORD . 11.1; .. --� 1: ., I The Gypsum Association FIRE RESISTANCE DESIGN MANUAL, Is referenced by"' the following code and standards Writing prg4nI;4t19n.s; BOCA NATIONAL BUILDING CODE, published Oy*-, Building Officials and Code Administrators International, Inc. 4051 West Flossmoor Road Country Club Hills, Illinois 60478-5795 (See Chapters 7, 12, and 25, Commentary to the POCA National Building Code) UNIFORM BUILDING CODE, published by: International Conference of Building Officials 5360 Workman Mill Road Whiffler, California 90601 (See footnote a, Tables No. 7-A, -B, and -C, and Appendix Ser. ion 1209) 1. 2 STANDARD BUILDING CODE, published by: Southern Building Code Congress International, I 900 Montclair Road Birmingham, Alabama 35213-1206 (See Section 701.4.2) THE NATIONAL FIRE CODES, published by: National Fire protection Association I Batterymarch Park P.O. Box 9101 Quincy, Massachusetts 02269-9101 (See NFPA 90A�, NFPA 101, NFPA 221, and the Life Safe— Cod e C de Han4ppok) , The FIRE RESISTANCE DESIGN MANUAL is also referenced . in the documents of code major jurisdictions in the United States such as South Florida, Chipago, Los Angeles, Ne York City, and the State of New York. In addition, the Manual has been recognized jurisdictions in Canada. r -.3 , ip..' t 4 WALL AND PARTITION&T1MB' .jt..... J A J ..iq...�NgT•nrrrTrru.rr�rr ::iri.rti. ij.:� iriin:.ubu.0 uurrur•u.rrr.r.r.rr.r:,r Hiir��r�o i0 Walls and Interior Partitions, Noncombpstible, 1-HR r............................................................... " 29 Walls and Interior Partitions, Noncombustible, 2-HR 37 ........................... .... ............. Walls and Interior Partitions, Noncombustible, 3-HR 46 Walls and Interior Partitions, Noncombustible; 4•HR ...,..............47 Walls and Interior Partitions, Wood -Framed, 1-HR. •.• ...........•........• ?�:: 50 Wails and Interior Partitions, Wood -Framed, 2-HR....... ,= 57 Chase Walls, Noncombustible, 1-HR ... ................ .. ..... .......... ....... <� °'� 60 Chase Walls, Noncombustible, 2-HR .......................... . •................................................':'�: : 60 Chase Walls, Wood -Framed,' 1-HR .......................... ..... ........................... ..... >r Chase Walls, Wood -Frain d -HR . ........... rt•:... 62 Movable and Office Partitions, 1-HR ;rt; ........ t ! ........................................... 64 ,., 63 Movable and Office Partitions, 2-HR ,`�''� B9 . ,,..,,..,.... ....,.,,.. .! ..........................a,;.,,, Shaft Walls, 1-HR ......................... ..........' , ,1,-: 70 Shaft Walls, 2-HR ................ ......... 0..........................r�, ;'; .. 72 Shaft Walls, 3-HR.. :............. ..........................:........................: . ..� .;,;;.: 'fit:t,.83 Shaft Walls, 4-HR. .... .. .... .... ...:. "' 84 Exterior Walls, 1-HR........................................................ .. •;,:..,.,. Exterior Walls 2-HR.......................r , s �_, ,: 85 Metal Clad Exterior Walls, 17HR t <<�� 88 Metal Clad Exterior Walls; 2-HR • ................... ,f ;t., 92 Area Separation Walls (Party/Fire Walls) 2-HR ...................... ' ' '' E�lgg=l:+ !� 93 94 Area Separation Walls (Party/Fire Walls), 3-HR ...................... ...................... ,. ,.. ... , .:.. 96 FLOOR -CEILING SYSTEMS ..................... ""�` : 97 ......................................... .......... .....:. Floor -Ceiling Systems, Noncombustible, 1-HR .................... ..... .... , ; _`;; :: 97 Floor -Ceiling Systems Noncombustible, 2-HR ............................"' 98 Floor -Ceiling Systems, Noncombustlblat 3-HR 0............ '', S � „ �100 Floor -Ceiling ystems, Noncombustible, 4-HR ............. Y 100 Floor -Ceiling Systems, Steel Frame, yljood Floor, 1-HR ....... :,: t'tt{ �' ' "101 Floor -Ceiling Systems, Wood -Framed, 1-HR ......102 ;txi�s, t, Floor -Ceiling Systems, Wood -Framed, 1 t/z-HR ..., ... ....... ......!...................., 109 Floor -Ceiling Systems, Wood -Framed, 14/1-HR ...........:..... F.110 Floor -Ceiling Systems, Wood -Framed 2-HR .......... 110 ROOF -CEILING SYSTEMS ............ Roof -Ceiling Systems, 1-HR................................ • ....... .... ; COLUMN PROTECTION SYSTEMS ............:................... :.., ..,. ,a,s, 112 Columns, Noncombustible, 1-HR ..:........................... ...`' _ .112 Columns, Noncombustible, 2-HR.................................... ';;; ,.: ;:.......,,.,..:....,....,... .,.....:!!'�:'; . , , . .c►t. Columns, Noncombustible, 3-HR. 113 Columns, Noncombustible, 4-HR. ,,,., , ,114 BEAM, GIRDER, AND TRUSS PROTECTION SYSTEMS •''! T I.t rf••t fT � �� ..p . , ..► .. t�. t.T ,4�-tT��: Beams, Girders, and Trusses; Noncombustible, 1-HR .,,tt !t�r� ��t f e �•T. ,t+ R! !terra +••t•• .••r,t,�t{t,,t,,.116 Beams, Girders; and Trusses; Noncombustible, 2-HR !.: 5fi,__j 6 .. Beams, Girders, and Trusses; Noncombustible, 3-HR .............. ......:...::...... ,... ., „ , . 117 Beams, Girders, and Trusses; Noncombustible, 4-HR . APPENDIX... ............................. .. 119 ......................t.............................,.... t.....................................................:�reS�t.., Commonly Used •Metric Conversions . ......... ` r ` 1 i 9 r GA - 600 97 ill -tf ,- � .fit• . tjy�� .,, "ET - ANq SIGN DAT14' .So ° DESCRIPTION -� S STEM UM WALLBOARD, STEEL STUDS W ; :. GYPS each side Qf 15/e applied parallel a } i or ;/; ro ri6tarY ; layer '/; proprietary type X gYPsum wallboard e S dr all screws 24° o.c. Fa-e I'•Y P P to sec. tilde WIt4�2'/• r' �. , < '� 24" o.c, with 1'/•" TYPed '? 1el studs parallel or at right angles X gypsum wallboard applied p . Type G 4 I'sk s rnldwaY pB PQ gttj�tlF �'_ ` == k o�J►9 Type S drywall screws 12" o.c. and 1'/i Ion l joints. g horizontal � Thickness � q°Je' -_; : � ;-:� ; -: �. I+ � • � ,. � .>!r}� Hefght Refer to manufacturer ants staggered 24" each layer and side. (Ni-B) > 1 tir fi Nting GYPSUM BOARD ' ' - ox Wei ht:.11 Ps! 9 Pj PROPRIETARY ., UL R1319, 92NK18757, ,/." SHEETROCK®Brand Gypsum - eT st r P a , States Gypsum Company Panel@, ULTRACODES Core :" try 8-17-92, Design U435 . sited • 1 1 GYPSUM WALLBOARD, STEEL STUDS .. ,... g veneer bikes applied x; Bass layer '/2" proprietary type X gypsum wallboard or gy e S d all screws 48" o.c. is parallel to each side of 15/e" steel studs 24" o.c. with 1"TyP sum Weer base $pPllQd:' 1rs Second layer'Iz` proprietary type X gypsum wallboard or 9YP- er'/; proprietary drywall screws 48" o.c. Third lay. parallel to each side with 15/e" Type!M" lied rallel to each side with 2'/•". With - I" X gypsum wallboard or gypsum veneer base applied Pa sum wallboard.gr gYPsltm �= _ r TYP@ drY`irall screws 48" p.el c• Face layer /2"lea to�each side with 251e= Type_ $drywall Thickness _ . veneer base applied parallel or at right an9 Limiting Height: Refer to manufacturer a, e G screws midway between studs 1' above and below81 ht 17 psi screws 12" o.c. and 1'/z" TyP. licatjon. , ; Approx W g p UL R1319-138,-139, ?7 82, ; horizontal joints for right angle app Design U435 Joints staggered 24" each layer and side. Sound tested with 1'/z" mineral fiber insulatiot. n r Fir@ Test . . ,F friction fit in stud space. (NLB) Field SoundTest:SA 830113, 1 13 83 r: PROPRIETARY GYPSUM R OARD '(z' SHEETROCKS Brand Gypsym• & c,.• R i� United States Gypsum Company - Panelst FIRECODE@ P Gor@ G s .• . tiro iz ' r + >_ ''' . 77. GYPSUM WALLBOARD STEEL $T41DS Base layer'/2" proprietary type X gypsum wallboard or gypsum yeneer base applied parallel to each side of 151s" steel studs 24" o.c. with 14 TVPQ $ drywall screw@ 48" o•c, Bred 24' on opposjte at studs and 24' O.C. at floor and coiling runners. unnsutn yvalltboardgor gypsum veneer base' sides. Second layer /� proprietary ryP gypsum drywall screws 12" o.c. Joints aligned applied parallel to each side with TYPe X sum wallboard or gypsum t, with base layer joints. Third layer /2 proprietary tYT S drywall screws 30 o.c. end Thickness veneer base applied parallel to each side with ? /. YPe : • joints. j jarrtiting Height: Refer to rnanufactutQ( , cal tl 11/2" Type G drywall screws 12 o.c. spaced 1'osite sides. r ce layer' neproprietory ,e,pprpx, Weight: 19 psi located 8" from studs and staggered 24' on opposite Fire Test: UL R3501, 92NK28t3j36,, ' type X gypsum wallboard or gypsum veneer base applied at fight angles t4 each side s e S drywall screws 12' o.c. and 1'/i Type G drywall screws midway:..' 9 15 93, Design U43,:. with 2 /e` Type between studs 1'/2* above and below horizontal joints. Joints offset 24' frorq third .. Sound Test: NGC 2634, 7 2 � 8-83 layer joints. s ace NLB) Sound tested with 1'/2, glass fiber insulation friction fit In stP ud PROPRIETARY GYPSUM BOARD <`:w -•" - '/z Gold 13ondaGlyps m IELD GTm VVal boa d National Gypsum Company - . ifg `a a.rr113nutactNrftr K MR u �opta th Qr! prQpria1ef Y Pi�6 a;:-� GA - 600.97jtflj)XRrI '...t• '• : n., asN_.,. r . t�` � Yr t' ' L• 1 §Y'i}�SCi�ItION SKETCH ANrJ bP-SIGN bATA _ r) f GYPSUM WALLBOARDf STEEL STUDS }' Base Iay6F � ° proprietary type k gypsum wallboard applied parallel to each side of 1 %" steel btA 24' o.c. with 1' Type S drywall screws 48' t).6. Sbcond layer'/z proprietary, type X '' urn wallboard 'applied parallel to each W6 wiih 1%' Type S drywall screws 38' tf t3lid layd►'/s ptoptietay type X 9yp6drfj'"IIb69td applied parallel or at right piidlg to each side with 2'/: Typb 8 drywall screws 24'• o.c: and 1'/2" Type Q drywallat�bws midway between studs 38" o.c. vertically. Face layer'/z proprietary type X Ojobin wallboard' applied at tight fingles to each side with 21/s' Type S drywall Thickness: 55/e screwsl2+.6.c. and 11/2' Type G drywall'screws midway between studs 11/i above',. Limiting Height: Refer to manufacturer and beloiN.horizontal lolnts:':;-:` _, : ::..:: Approx. Weight: 18 psi Joints sjjQ W 24' each layer and side. Sound tested with 1'/2' glass fiber insulation Fire Test: WHI 495-0819, 1-21-87; friction fit A stud space. (NLB) <, UL R7094, 10-24-90, Design U435 i'tblIRIETAbY GYpt3UM B601) Sound Test: WEAL 87-119, 1-23-87 The Celole> brporation ;, _� k h �¢ '/p FI-ROK PLUS! ,.. t;eritex Mdtte9n Gypsum Company's '/P FIREBLOC TYPE C ContirtofifAl:tlypsurn : '',WreRockTM",FlreBar*" Type C /:( C) ca G P +/z' GyProc® Fireguard® C - Pabco Qy�il}UFn ..1/:' FLAME CURB® Super'C' TeMole.lrylarfd: Forest Products - '/i TG C .. Coipbhstkiii; • . r NYL �. GYPSUM! WALLSbANbi STEEL STUDS Base.layePsiia' p sum veneer base applied para11-1 fo`ea side of i s/e steel studs 24" o.c. with 1*Type S drywall screws.12' o.c, Second Igoe 11z proprietary type X gypsum wallboard or gypsum veneer base applied parallel fb each side with 1%" Type S d"all scteWs 12" b.c.third layer'/z proprietary typo X gypsum wallboard or gypsum veneer base applied parallel to each side with 2 Typo 8 "all screws 12' o.c. Face layer'/z proprietary type X gypsum wallboard or`,6iodfAvai neer base applied at right angles to studs with 25/5' Type S drywall Thickness: 55/e scrowa 19 o.c. and i'/i Type G drywall sctews 24' o.c. midway between studs and Limiting Height: Refer to manufacturer 1'/4° 6lfb�b",and below horizontal Joints _ - Approx. Weight: 19 psf, . Jointa' dh�ffid 24' each layer and side Sound tested with 1'/p thick mineral fiber Fire Test: ULC 85W418 11 -1485, insirlat Mjristud space. (NLB) Design W418 _ - Sound Test: NRCC 1074-NV, 6-18-86 PROPRIETARY GYPSUM BOARD Westfo.)ii8ustries Limited _=' = 'It"Westroc FireboardTM C 7. Thlfi Spato Loft Blank Contact the manufacturer for more detailed GA - 600; �-' Information on proprietary produc►ev, .,ems _ _ •�' SKETCHAND DESIGN $YSTEM DESCRIPTION -­M'; "Pi' GYPSUM WALLBOARD; 6TIEF�'STUPSI' MINERAL FIBER INSULATION 01 pso layer 3/41 proprietary type X gypsum.wallboard applied parallel to each 'si0i,6fv/2' steel studs 24' o.c. with 11/4t Type S drywall screws 241 9-c- Face layer 3/4proprietary type X gypsum wallboard applied parallel or at right angles to each side with 2'/:, long Type S drywall screws 12' o.c. and 11/2' Type G drywall screws midway between. studs along horizontal joints. 2" proprietary mineral fiber insulation batts, 2.0 pcf-, i,n.,..,. Thickness.: 5/20 stud space. Height: Refer to manufacture each layer and side. (NILB) Joints staggered 24 Approl . Weight: 11 psf;.1,�----­ PROPRIETARY GYPSUM BOARD 319191 NK 16 1: 3/4 Irl 6-91 ' Design U41 United States Gypsum Company SHEETROCK(II) Brand Gypsum Panels, ULTRACODEG Core Field -SA R Pq4nd Tftt 7,10907, 9-0-91 r.A VPSU WAL LBOARD, STEEL STUDS Base layer '/2" proprietary type" X gypsum wallboard or gypsum sum veneer base applied parallel to each side of 1 Ve" steel studs' i0'0-c. with 1"TVpe S drywall screws 48* O.C. at studs and 24" ox. at floor and ceiling runners. Joints staggered 24" on opposite = sides. Second layor 1/2" proprietary type X gypsum wallboard or gypsum veneer base... applied parallel to each side with 1 5/a! Type S drywall screws 12' o.c. Joints_aligned`,, A.11— tv a Y sum wallboard or gypsum 5"=Av" NY with base layer joints. I " 4. ayes 2 props 7 r V;r . . veneer base applied parallel to each side With 21/4'.-Typ6 S drywall screws 30' o.c. Thickness:-;- and 11/2" Type G drywkill screws 12" do.. spa6eO V/21.1 frprn Vertical joints. V6rtIc4I,_...` q .'-:t.!IJmibngHeight ::Refer tomanufacture offset - n 8' 1 from and staggered -241 on opposite sides. Facq layer. 2: :!Appro*�Weigft19.040­.. joints proprietary t Fire R3591. 92NK281 type X gypsum wallboard or gypsum veneer bai�6 applied at right angles, to each sidedryWpill screws 12" Q.c. and 11/21 Type G dryW411 screws with 25/s"Type S 9. 15 go, Pesign U4; studs 11/2' above and be!ow horizontal joints, Joints offset 24' from - midway between 9_e. WHIT694r1P8.1, 0-21 s.-83 third layer joints. (NILB.) SoundTest:. NGC 2633, 7 18 PROPRIETARY GYPSUM BOARD. National Gypsum Company• 112' Gold Bond® FIRE SHIELD GT* .:'j Gypsum VVallboaro 0 7. L This Space Left Plank 4 Cbntact th@ mapufacturei 10 more oejalljf ' GA - 600 - 97 information on proprietary produpts, WILAX CONSTRUCTOON INC. r 8 Y- FACSIMILE 'TRANSMITTAL SHEET 1'O: ANN RULLIS FROM: )EFF EIZTR(-),\t COMPANY: D-ATE-: 8/30/01 2:52 PM CITS' OF EDMONDS F,�X NUNItic R: 425-771-0221 No. 01 P:\(;FS INCIA)DIvG COVER: 5 PI -LONE NUMgllR: WILCOX PHONE NU-MBER: 425-771-0220 1-425-774-4185 RE-: WILCON FAX NU\IBFR: H-T.-V BOR SnU_•\12E _aTHI.l-.,TlC CLUB 1-425-774-4157 Ll R G ii.v 1 ❑ i olt iw\ I1.u� p l l.icn, 1% C<)rn.�na.'r 01 r.i.-\a•. 1t1U 1,1.k:\Sl: HI _1NN, -=_1(-I-11 D IS THE PRODUCT IIvFOIt;tiLiTION z_af r-IR>= CAULK'. rr-Izs SHOULD GO WTTA THE RFS•L• OF THE INFOI:a-I:ITION J IIAN1-)LD YOU L-:ARI.U"R TODAY REG_1RDING TIIE 4 HOUR GYPSUM .\SSE' MY. THANh YOU, JEFF 12;, 4'''" ;\Vli N. VDMONOS, W,NSHINGTON 3M • • Fire Barrier CP 25WB + Caulk Product Data `p901�; � to CULus S FILL VOID OR CAVITY MATERIALS 171 nS.SIFIED aY UN09nwnITCn3 LABORATORIES, (NC.0 FOR USE IN THROUGH -PENETRATION FIAESTOP SYSTEMS. 3EE CURRENT UL FIHt RESISTANCE DIRECTORY 50L6, 9OG9 1. Product Description 3MTM Fire Barrier CP 25WB+ Caulk is a premium elaSto11eI*I7 latex caulk designed for use as a one -part fire, smoke, noxious gas and water sealant. In addition, the unique intumescent property of this material (expands when heated) means that as cable or pipe insulation is consumed by fire, CP 25WB+ Caulk expands to maintain the penetration seal. CP 25WB+ Caulk features superior adhesion strength, caulk rate and no - sag application with expanded UL Classified fire protection systems plus a haln©Pn-frPo formula. 3M Fire Barrier CP 25WB+ Caulk can be installed with a standard caulking gun, pneumatic pumping equipment or it can be easily applied with a putty knife or trowel. CP PSWR+ CAUlk will bond to concrete, metals, wood, plastic and cable jacketing. No mixing is roquired. CP 25WB+ Caulk Features • Water Base: Easy clean up, no special handling, routine disposal. • Intumescent: Expands when heated to seal around items consumed by fire. • Fndothermic: Absorbs heat energy, releases chemically bound water. • Thixotropic: Will not sag or run in overhead of vet tival applications. • Halogen -free. • Fast dry: Tack -free in approximately 10-15 minutes. • Paintable. (Best results obtained after 72 hour cure.) • Minimal shrinkage. • Brown color. • Water seal: Seals against inadvertant water spills in the Llnexpanded state. • High caulk rate: 1000 g/min. with in. nozzle. • Point contact, alluwed. • Continuous Operating Temperature not to exceed 120T (480C). 2. Applications Use to seal construction openings, blank openings and penetrating items against the passage of flame, noxious gas, smoke and water. Restores fire rated constrltrtinn to original integrity. Also for use with 3M Brand Fire Barrier Penetrating Sealing Systems 7902 and 7904, FS195.1 Wrapistrlp and CS-195+ Composite Sheet. 3. Physical Properties A.Volume Fill Guide for Core Drilled Holes Application guide for filling holes with CP 25WB+ Caulk Volume of Metallic Actual Common Hole Caulk Req'd Cartridges 13311ons Pipe Size Pipe O.D. or Sleeve I.D. 112 in Ds th In =) of Caulk of Caulk 1 In,(35,4 mm) 1 32 In. (33.5 mm) 2 in.(50,8 mm) 0.89 .05 .004 2 in.(50.3 mm) 2.9a1n.(60,4 mm) 3 ir,.(78.2mm) 1.J1 .07 .006 3 In. (76,2 mm) 3.50 In.(88 9 mm) 4 in.(101,6 mm) 1.47 .08 .007 4 In,(101,6 mm) 4.50 in.(114,3 mm) 5 in. (127,0 mm) 1.87 .10 .009 5 In,(127,0 mm) 5.56 in.(141,2 mm) 6 In, (152.4 mm) 2.00 .11 .009 6In. (162,4 mm) C,C3 in.(100,3 n'❑n) 8 lu, (203.2 MM) !.e7 .41 .04 8 in.(z03,2 mm) 0.63 in.(219,2 mm) 10in.(254,Omm) 10.02 .53 .05 10 in.(254,0 mm) 10.75 In.(273.0 mm) 12 in. (304,e mm) 11.16 .59 .06 12 in. 304 8 mm 12.75 in. 323.E mm 14 in. 355,E mm 13.05 .69 .06 Notes: 1. Final caulk requirements may vary if Criteria is different than stated In the application guide. 9 When the maximum snnulnr opacc is 1-114 in. (01,0 min) pr Icz;z, a 1/2 In. ( 12.7 mm) minimum depth of CP 25WB+ Caulk is required, 3. When the maximum annular space is larger than 1 in. (25,4 mm) or the pipe O.D is greater than 12 In. (304,6 mm), a 1 in, (25,4 mm) minimum deoth of CP 25WB+ Caulk is rennirarl 4. Jamming materials, such as fiberglass, mineral wood or backer rod, may be us-ed to support the CP 25WB+ Caulk, 4. Specifications Product The firostopping caulk shall be a one part, intumescent, latex elastolrlel. TI lu Uaulk shall be capable of expanding a minimum of 3 times at 1000°F. The material shall be thixotropic and be applicable to overhead, vertical and horizontal firestops. The caulk shall be listed by indepondent teat agencies such as UL or FM &I d Ut: tesled to, and pass the criteria of, ASTM E B14 Fire Test, tested under positive pressure. It shall comply with the requirements of the NEC (NFPA-70), BOCA, ICBO, SBCCI and NFPA Code #101 Typically Specitied Divisions Division 7 Thermal and Moisture Protection Firestopping 07270 Division 13 Special Construction Fire Suppression and Supervisory Systems 13900 Division 15 Mprhsnical 15250 Mechanical Insulation Fire Protection 15300 Division 16 Electrical 16050 Basic Electrical Materials and Methods 5. Performance A. Typical Physical Properties Tack Free Time (ASTM C679-87) Expansion at tjb2oF (35OcC) Color Density Adhesion Application Durometer (hardness) ASTM E 64 Flame Spread Snwke Development Solids VOC Odur Flow Rate 1/4 in. (6,35 mm) Muzzle at 50 psi Boeing Flow (Sag Characteristics) Unit Value Minutes at 72" F (22°C) 10.15 X 2.0-3.0 Reddish Brown Lb./qal. (K4/1) 11.95 (1,35) All construction substrates Very Good Methods Caulk guns, trowel, spatula 7ppressurizcd pumps Shore A Percent (%) by weight Percent (%) by weight Grams/min. Inches C. Firestopping Code Requirements ICBO Uniform SBCCI Standard Building Code Building Code 1997 Edition 1997 Edition 702 104.2.4 DEFINITIONS PLANS MUST SHOW HOW INTEGRITY IS 706 MAINTAINED FOR CONSTRUCTION JOINTS ASGEMBLIES PENETRATED 708 WOOD FRAME CONSTRUCTION FIREBLOCKING 709 WALL & PARTITION PENETRATION PROTECTION 709.3.2.2 CURTAIN 141ALL GAP 710 FLOORiCEILING OR ROONCEILING PENETRATION PROTECTION 711.3 SHAFT ALTERNATIVE 714 THROUGH -PENETRATION FIRESTOPE F&T REQUIREMENTS UBC STANDARD 7-1 EQUIVALENT TO ASTM E 119 UBC STANDARD 7.5 EQUIVALENT TO ASTM E 814 202 DEFINITIONS 705.3 WOOD FRAME CONSTRUCTION FIREBLOCKING 705.3.1.5 CURTAIN WALL GAP 705.4 (GENERAL) NINE I RATIONS OF FIRE RATED ASSEMBLIES 705.5 (WALLS) 705.6 (FLOORS) 705.7 FIRE RESISTANT JOINT SYSTEMS 5 0 79 0 Pleasant, non -irritating 1000 N 0 B. Firestopping Properties Meets the criteria cf ASTM C S14 Fire Test, tested under positive pressure. Consult current UL Fire Resistance Direutury for systems listed under 3M Product CP 25WB+ Caulk. BOCA Basic/National Building Code (1996 Edition) 702.0 '09.6 REVISED AND PENETRATIONS - REFER EXPANDED DEFINITIONS TO 714 FOR PENETRATIONS AND JOIN 15 709.7 JOINTS 703.1 CONSTRUCTION 711 n DOCUMENTS SHALL FIRE PARTITIONS INDICATE DETAILS AND MATERIALS FOR 711.6 PROVIDING nATINCS AT PENETRATIONS - nCrCR3 JOINTS AND TO 714 PENETRATIONS 703.1. 1 PENETRATIONS AND JOINTS SHALL NOT BE CONCEALED FROM VIEW BEFORE INSPECTION 703.2 BUILDINGS FOR MORE THAN TWO STORIES SHALL INDICATE ALL PCNETRATIONS 704.1.1 SUFFICIENT DATA SHALL BE AVAILABLE TO JUSTIFY UNTESTED MATERIALS USED FOR RESTnaATInN OF FIRE RATINGS 707.0 FIRE WALLS AND PARTY WALLS 707.10 PENETRATIONS REFERS TO 714 707.8 JOINTS - REFERS TO 709.7 711.7 JOINTS - REFER TO Y09./ 713.0 FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES 713.2 CURTAIN WALL GAP 713.4 rENETnATIONG - RCrER3 TO 714 713.5 JOIN S - HtFtHS TO 709.7 714.0 PENETRATIONS - ALL REQUIREMENTS (GENERAL) 714.1 THROUGH 714,1.6.2 WALL ASSEMBLIES 714,2 THROUGM 714.2,6.5 FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES 714.3 THROUGH 714.3.2 NONRATED ASSEMBLIES 709. n FIRE SEPARATION 721.0 ASSEMBLIES FIREBLOCKING AND nonrTcrn001h1r- NFPA Life Safcty Code 101 (1997 Edition) b-2.3.2.4 PENETRATIONS AND MISC. OPENINGS &FIRE BARRIFRS 6.2.4.2, EXCEPTION 5 OPENINGS (EXPANSION OR SEISMIC JOINT£) IN FLOORS APPENDIX A-6.2.4,2 6-3.6.1 PENETRATIONS AND MISC. OPENINGS IN FLOORS AND SMOKE BARRIERS NFPA #221 FIRE WALLS AND BAnniinG NFPA Code 70 NEC National Electric Code 300-21 FIRESTOPPING CABO One and Two Family Dwelling Code (1995 Edition) 602.7 FIRESTOPPING (FIREBLOCKING IN OTHER MODEL CODES) 6. Installation Techniq ' Typical Penetration F' Shown are examples of apprid For Ps For Metal Pipe/Conduit and Insulated Cable Through Rated Construction applications of CP 25WB+ Caulk. Additional drawings- and details are available through your Authorized 3M Mew Pipe or cIn••�� Fire Protection Products Distributor. CP YS"- Caulk - G urn CP � Caulk Installation Notes: 1, Metal Pipe/Cundult applications through nominal 12 In. (304,8 mm) outside diameter. Solid corn'•,. POO, ,_-li4 Max AnrKAkv s� • Installed depth of CP 25WB+ r Jcrurtq Malortal Caulk depends on annular space. • When the annular space is less and 1-1/4 in. (31,8 mm), a 1/2 in. (12.7 mm) millirnum-- depth of CP 25WB+ Caulk is required. sal Swove(optional) • Wnen the annular space is greater than 1-1/4 in. (31,8 mm). a 1 in. (25,4 mm) minimum depth of CP 25WB+ Caulk is required, Insulated Caaea f 9 Mineral Wool Px61n) • Common buildiny rriaterlals, t' nth 3M Flra M.,"AaJ I' Dcplh Conaeu wail such as backer rod may be � °Wail = Caulk used for metal pipe applications. vti 2. Metal Pipe applirations larger Said C.OnReM or UL ClaSr0*0 eioek Wall fluxing Material ;. than nominal 12 in. (304,8 mm) 2-M3x r,wm t^ DePth 3M fire Annul, scare Bawler CP 251NB• Caulk outside diameter. Moral Pipe or Conduitve-j �Qe. • All cases require a I in. (25,4mm) minimum depth of CP 25WB+ Caulk. 3. Insulated Cable Applications. • All cases rA(luirp a 1 in. i (25,4mm) minimum depth of CP 25WB+ Caulk. • All cases require mineral wool rrW CP25We Caulk (safing) for packing. Sloe, Pipe-� 1DlOtl+ 11J Flro 4, Fiberglass Insulated Pipe aurr1w CP 25W0• Caulk Applications, 1•' Maximum Gty.— Flecr Insulation -_ —_ 1- Depth Minoral•Wool --_ • 1 in. (25,4 mm) of fihprrglass insulation on up to a nominal 12 in. (304,8 mm) of metal pipe may be firestopped with a a r/2'S I' to t t2- 1 in. (25,4 mm) depth of Co=eie Floor Annular space CP 25WB+ Caulk. ---. — -- • 1 in. (25,4 mm) depth of mineral wool packing required. .7. Maintenance 8. Availability The CP 25WB+ Caulk is stable under normal storage cut iditions and has a one year shelf life. Normal stock and stock rotation are recommended. Store between 330F (1 °C)-90°F (27°C) for maximum shelf Mo. Keep from freezing. 3M Brand Fire Barrier CP 25WB+ Caulk is available from Authorized 3M Fire Protectin Products Distributors It is available in Standad 10.5 fl. oz. cartridge, 20 oz. sausage, 27.0 oz. cartridge, 2 gallon pall and 5 gallon pail. Warranty and Limited Remedy.T`his product will be free from defects in material and manufacture for a period of ninety (90) days f7om date of purchase. 3M MAKES NO OTHER WART ANTIES INCLUDING, BUT NO-1 L iMI.TED 7.0, ANY IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. I.Jser is responsible for determining whether the 3M prucluct is fit for a particular purpose and suitable for user's method of application. If this 3M product is proved to be defective within the warranty period stated shove, your exclusive remedy and 3M's sole obligation shall be, at 3M's option, to replace or repair the 3M product or refund the purchase price of the 3M product. Limitation of Liability. Except where prohibited by law, 3M will not be liable for any loss or damages arising from the use of this 3M product, whether direct, indirect, special, incidental or consequential, regardless of the legal theory asserted, including warranty, contrstet, negligence or strict liability. Spedfied 120I1t1'UCGUIl Products Department ♦� 3NI Center, Building 207-IS-0' Rro e�edl,,�ur Sr. Paul, N4N 55144-1000 aa9�r 3OO.i2R IhR7 Igq;,pOSI-tOn.,umr.r Litho in U.S.A. t 3M 2000 MCS 223 96-U4UJ•LL14.1 ,41gl- a�)/ q v eWIRES 2 / 10 / RECEIVED BAKER ENGINEERS NOV - 9 2000 STRUCTURAL DESIGN DEVELOPMENT SERVICES CTR. CITY OF EDMONDS 6628 - 2121H SW LYNNWOOD, WA 98036 ope5a g PO BOX 1697 LYNNWOOD, WA 98046-1697 EDWIN F. BAKER, P.E. PHONE (425) 771-6666 FAX. (425) 771-6558 COVER SHEET DATE: JOB NO: �• OD' O ,OXI-MVI'27'' C5; Mr,fo ' Ir • // 4 //V 3 C� LL = r a /L.2r. jr /7. k e'soc -3 /fx /0 ; 1�. -0.V4 kv -< a�- 7-;LOY aed f /fx /r, A44-4. _N?ti S • zzz /nl3 7;ky&m4 6yfx/G.�,,7 ' �Z'.V540 r '�� z exam ¢�i'�, P444. • �s AC BAKER ENGINEERS, INC., P.S. SUBJECT Hdgmgzg lao. 04m, SHEET STRUCTURAL DESIGN JOB NO ' 00 Y:CHK'D: pF 6628 212TH S.W. LYNNWOOD, WA DA P.O. BOX 1697 LYNNWOOD, WA 98046-1697 (425) 771-6666 FAX (425) 771-6558 Aug-07-01 10:25A P.02 D r rm) wa.t. FAra� R�Qvlti�.p GH AUG - 7 2001 DEVELOPMENT SERVICES CTR. a Z ti I CITY OF EDMONDS IN IAq e I 1-HOUR EXIT P1 AA6eHAy i I �iuHr E a GQiz o� I � ®0 Uo .mgWtd 4J FTOCjqAR A SEF , . q.be dltectly. ll�am - dl� 101 i�1 d7I� C ads or to • oanoat ttAt "t4s1 be lrriemplW . by InDarVelt roo alibi! Rat V) I � A I � z 501 f, t0 MOM lVf 549 ' C6 .�3 � 2,5(00 6 k 90 x 51 1 G�+A NG►`� �'A I � o� i��y "Ia �I N�a l,� C. � �-M L74000MINMENOWWO &===Nome FIP\5f FLOOk P�AN III~ Ol'OII Butterfield project: Design Group �tAlr-r!vrl 400 Dayton Street A'THLr-'-'« G LU Edmonds, WA 98020 425-775-0584 date: drwg.no. f-/1 /o 11 1 `1 SDI Aug-07-01 10:25A P.01 BUTTERFIELD DESIGAOUP 400 Dayton Street Suite C Edmonds, Washington 98020 DATF Phone (425) 775-0564 JQU N FAX (425) 776-5746 A I I LNT1oV ;L TO j+A, RE: WE ARE SIZNDING YOU X Attached C Under separate cover via. M- -- .. - -tho following Items: L Shop drawings 7 Prints fj Plans 0 Samples j Specifications 1_ Copy of letter 0' ,ChangO order. io-rev i4io(A THESE ARE TRANSMITTED as checked below: For approval (J Approved as submitted 0 Resubmit copies for approval ror your use CApproved as noted I I Submit - curies for distributionV.-"As requested I I Returned for correctinns C3 Return -corrected prints J For review and comment J :-'I FOR BIDS DLIE 19 L3 PRINTS RETURNED AFTER LOAN TO US REMARKS COPY Ott SIGNED: 6!bmez If enclosures are not as noted. klo)dly rpcof;fy us of once. Date: To: From: Subject: BUILDING JAN 3 - 200H MEMORANDUM December 20, 1999 Building Official Jeannine G Fire Marshal John Westfall Harbor Square Athletic Club 60 W. Dayton St. Wall Treatment Attached is a sample of a wall finish with specifications which will replace the existing wall and ceiling finish in the building tennis courts, installed approximately three years ago over a painted concrete wall surface. The existing treatment failed a field test for Warren Lafon has submitted this sample for our review and intends to replace the finish throughout the tennis/track area. I find this treatment meeting the requirements of 82 UBC Table 42-A and 42-13, effective when the structure was built. Please confirm this will meet your approval. I have asked that no building permits be issued for the occupancy until the existing treatment is removed. Mr. Lafon did not provide any timeline for replacement installation, I believe him to be waiting for your approval. Attachments: 1) Letter for Mr. Jack Tawney from Fire Marshal Gary McComas dtd 12/3/1996 2) 1982 UBC Tables 42-A and 42-B. 3) Specifications and sample: ICA TC-1 Vinyl/Scrim/Polyester Facing for Indoor Tennis Facilities -Fralvee-&i & IWIXIllf" �4� uec'. 0-0 City of Edmonds Sb Fire Marshal CITY OF EDMONDS CIVIC CENTER . EDMONDS. WA 98020 • (206) 771-0215 • FAX (206) 771-0208 FIRE DEPARTMENT December 3, 1996 rst. 189v Mr. Jack Tawney Harbor Square Athletic Club 160 West Dayton Street Edmonds, WA 98020 Dear Mr. Tawney, SUBJECT: WALL AND CEILING COVERING IN TENNIS COURT AREA BARBARA FAHEY MAYOR During a site inspection I conducted early in November, I noticed that a white film had been applied to the ceiling and walls within the tennis court area. It appeared to me that this material was not an appropriate wall covering material for this occupancy. I obtained a small sample of the white film for a field test, completed my site inspection and left the premises. Upon my return, I composed a memo to the Building Department pertaining to the tenant improvement of the aerobic area. Then I conducted a field test on the sample which indicated that the material will support combustion and produces smoke. Based on this information, I contacted Warren LaFon, Architect for the Harbor Square Partnership and requested the products flame spread classification. On December 3, 1996, Mr. LaFon delivered the available product information to my office. This: information did not provide any flame spread information, but did indicate thafFthe product is intended for shrink wrap use only. Based on the provided data and my own field test, I have concluded that this product does not comply with Chapter 8 of the Uniform Building Code and is not appropriate. If you have any questions, please feel free to contact me at 771-0213. Sincerely, G d- � cG��-, .McComas Fire Marshal GLM:be • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan 4203-4204 UNIFORM BUILDING CODE as specified in Section 4202 and regulated for purposes of limiting flame spread by the following provisions: 1. When walls and ceilings are required by any provision in this code to be of • fire -resistive or noncombustible construction, the finish material of any class shall be applied directly against such fire -resistive construction or to furring strips not exceeding 13/4 inches applied directly against such surfaces. The intervening spaces between such furring strips shall be filled with inorganic or Class I material or shall be fire -stopped not to exceed 8 feet in any direction. 2. Where walls and ceilings are required to be of fire -resistive or noncombusti- ble construction and walls are set out or ceilings are dropped distances greater • than specified in paragraph 1 of this section, Class I finish materials shall be used except where the finish materials are protected on both sides by automatic sprinkler systems or are attached to a noncombustible backing or to furring strips installed as specified in paragraph 1. The hangers and assembly members of such dropped ceilings that are below the main ceiling line shall be of noncombustible materials except that in Types III and V construction fire -retardant treated wood may be used. The construction of each set -out wall shall be of fire -resistive • construction as required elsewhere in this code. See Section 2516 (f) for fire and draft stops. 3. Wall and ceiling finish materials of all classes as permitted in this chapter may be installed directly against the wood decking or planking of Type IV heavy - timber construction or to wood furring strips applied directly to the wood decking or planking installed and fire -stopped as specified in paragraph 1. • 4. All interior wall or ceiling finish other than Class I material which is less than '/4 inch thick shall be applied directly against a noncombustible backing unless the qualifying tests were made with the material suspended from the noncombustible backing. Maximum Allowable Flame Spread Sec. 4204. (a) General. The maximum flame -spread classification of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 42-B. ® EXCEPTIONS: 1. Except in Group I Occupancies and in enclosed vertical exitways, Class III may be used in other exitways and rooms as wainscoting 48 inches above the floor and for tack and bulletin boards extending not more than covering not more than 5 percent of the gross wall area of the room. 2. Where approved sprinkler system protection is provided, the flame -spread classification rating may be reduced one classification, but in no case shall materials having a classification greater than Class III be used. 3. The exposed faces of Type W-H.T., structural members and Type IV-H.T., decking and planking, where otherwise permissible under this code are excluded from flame -spread requirements. • (b) Carpeting on Walls or Ceilings. When used as interior wall or ceiling finish, carpeting and similar materials having a napped, tufted, looped or similar surface shall have a Class I flame -spread classification. • • • • • 1982 EDITION 42-A, 42-B TABLE NQ 42-A—FLAME-SPREAD CLASSIFICATION MATERIAL QUALIFIED BY: Clot Tunnel Tot I 0- 25 II 26- 75 ID 76-200 TABLE NO.42-B—MAXIMUM FLAME -SPREAD CLASSIFICATIONS4 OCCUPANCY GROUP ENCLOSED VERTICAL EXRWAYS OTHER EXI1WAYS5 ROOMS OR AREAS A I II E I II III I I II III H I II U12 B I II III R-1 I II Tu R-3 III III M3 NO RESTRICTIONS M 'In rooms in which personal liberties of inmates are forcibly restrained, Class I material only shall be used. 'Over two stories shall be of Class H. 3171ame-spread provisions are not applicable to kitchens and bathrooms of Group R, Division 3 Occupancies. 4Foam plastics shall comply with the requirements specified in Section 1712. SFinish classification is not applicable to interior walls and ceilings of exterior exit balconies. 594 1 595 l NEE Alk ARCHITECTURE PLANNING INTERIORS To: Date: 12-13-99 JOHN WESTFALL FIRE MARSHAL CITY OF EDMONDS Re: HSAC TENNIS We are sending you herewith: SPEC SHEET AND SAMPLE OF WALL COVERING These items are transmitted for: FOR YOUR REVIEW M WARREN LA FON - A RCHITECT 546 PARADISE LANE EDMONDS, WA 98020 425-774-0580 I4 bq y • ALc V1, SCRINiTOLYESTER . Al. FACING. FOR INDOOR 1 . - TENNIS FA0L.1 1111ES ce-4-fola, k.5 AND NiL.­rAL 31_11LDINGINS1iLATION (Ocot7 .01 f*1 ENTS ASTIk.l C-1 1 6, TYPE 11, iV 375 - 41,� � C I& G COMPOSITION DESCRI-PTION VALUES (ENGLISH' Vt%+,-- Film V41yi 0.003 Inch Mfic.mr, !;'(ante Reslstault RediLrdoming Tri-directioiial 5/Inch (MD) n; tva_F% # 4 I F biberglassiTolyestrr 7/Inch (XD) 28!.10,4 num CX Filra Metalized Po!vcvzr 0.0005 Inch 12.7nticroa PHYSICAL PROPERTIES TEST METHOD VALUES (ENGLISH) VAUVITYI:ls 19YETRIC, Basis Weight Scale 36 lbs/1000 ft2 1.76 gni/m' Permeance (WVTR) ASTM E-96 0.02 perm 0.05- 11,wic Pei -it. Procedure A 'Bursting Strength ASTM D-774 80 psi Ir 6) k g1r �M2 P!jncture Resistance ASTM C-1 136 140 beach units f*et)Si1C.J,3"x,i4U1g,th ASTM CA 136 30 lbs/Ina width -MD) 51:181 40 lbs/lz!,,Ii width (XD) kgh. (X 0 CailperiTtiickness Micrunitier 0.010 Inch Acxe1v,;aiod Aging 30 Days @ 95% RH & No corrosion No. 120 degree F No delamination NO Low Temperature ASTM D-4790 Remains Flexible Keraai!:,: Resistance 10 degrees F No del"wion C C. Z-- TU'll a L" n Fligh Temperature 4 hours g 150 degrees F Remains flexible Wrw.iris Resistance No delamination Nn,delzmination Water Resistance 24 hours @73 degrees F No delamination No delariiinatinn (Immersion) Mold Resistance, ASTM C-665 No growth Nogrove� DimeiLsional Stability ASTM D-1204 0.25% 0. 2 -1; Light Re-flectanci- ASTM C-523 85% 33% FIRE TESTING RESULTS UL-7231ASTM E-84 Flame Spiad -Smijks: —De�eh)pwk Vinyl ExposW !0 10 Po:yester Exposed 10 50 Physical Properties based upon statistical wve!Age.,. "Xeigbt!"a lickoess 4 t (' Y ICA"".8014.V�IN(-'iIESfEIZ101,ATHE,KS66062-(800)373-42(j7 Fay.-.(9�3)'il -j 7. , - . i 11} PM-F DATE SENT BOND RELEASE FORM CITY OF EDMONDS TO: ENGINEERING DEPARTMENT - LYLE CHRISMAN PLANNING DIVISION - ED SOMERS, JEFF WILSON FROM: SHARON NOLAN, PERMIT COORDINATOR PERMIT# ADB# Y PLAT# PROJECT ADDRESS . IWIU w. DEVELOPER/CONTRACTOR, IYAA&.2R (-'00 TYPE OF BOND TO BE RELEASED $ BOND DATE POSTED BOND EXPIRES Please field inspect for the release of the subject bond. If there are outstanding requirements, please note in the space provided. Failure to respond by the expiration date constitutes approval by your department and automatic release of the bond by the building division. I M5� 1. 5IPA- Mean sOZZ"I Mtn 2. 3. a. BOND APPROVED FOR RELEASE $ DATED BOND NOT APPROVED, SEE OUTSTANDING REQUIREMENTS DATED COPY TO FILE COPY TO DEVELOPER/CONTRACTOR �{ BONDREL/TXTRECEPNovember 18, 1991 &I 0 OCCUPANCY APPROVAL FORM l DATE SENT: 21"2'e61xr FROM: Permit Coordinator, Building Division TO: FIRE DEPARTMENT - Gary McComas ENGINEERING DIVISION - Lyle Chrisman PLANNING DIVISION - Edward Somers SUBJECT A;Vr 6 at6 464414 .✓ 03 7K PERMIT# %I3'B8 ADB# __ V.t -9�d ADDRESS 14Q A/ A?74 ✓ OWNER dal- AS06 . Please conduct a field inspection to determine compliance with approved plans. Final approval denotes there are no objections to the granting of occupancy for the building and that the performance bonds may be released. PASSED FIRST INSPECTION - CONDITIONS NOTED 1. 2. FAILED INSPECTION - OUTSTANDING REQUIREMENTS - RECALL FOR INSPECTION et`4 10—C, e 3. 4. OCCUPANCY APPROVAL. RE -INSPECTED - APPROVED DATE DATE RE -INSPECTED - FAILED DATE RE -INSPECTED APPROVED - DATE FEES BY BY BY RECEIPT# OCCAPRVL/TXTRECEP/August 15, 1990 OCCUPANCY APPROVAL FO0--.0 DATE SENT: 9/2400 FROM: Permit Coordinator, Building Division TO: FIRE DEPARTMENT - Gary McComas ✓ ENGINEERING DIVISION - Lyle Chrisman PLANNING DIVISION - Edward Somers SUBJECT rAi✓ 4,M9 1T11V PERMIT# .8 fOd',3S ADB# ADDRESS 160 d0"*,61,4Y�� OWNER 11"115 A1'DC . Please conduct a field inspection to determine compliance with approved plans. Final approval denotes there are no objections to the granting of occupancy for the building and that the performance bonds may be released. PASSED FIRST INSPECTION - CONDITIONS NOTED o�.U�X--�e`'`'� RECEIVED 2. EDMONDS FIRE DOM, FAILED INSPECTION - OUTSTANDING REQUIREMENTS - RECALL FOR INSPECTION 1. 2. 3. 4. OCCUPANCY APPROVAL. DATE RE -INSPECTED - APPROVED DATE RE -INSPECTED - FAILED DATE RE -INSPECTED APPROVED DATE FEES BY BY BY RECEIPT# OCCAPRVL/TXTRECEP/August 15, 1990 CERTIOF CONFORMANCE /HE UNDERSIGNED MA NUFA C TURER HEREB Y CER TIF/ES that the products identified below and on attached sheets Nos. are marked with the collective mark of the American Institute of Timber Construction (AITC) and are manufactured in accordance with the manufacturing and fabricating provisions of CHA= 25 OF THE UNIFORM BUILDING CODE FOR GLUED LAMINATED TIMBER AS MODIFIED IN ACCORDANCE WITH ANSI/AITC 190.1-19R3 and that such manufacture has been at our plant in C07'I'AGE GROVE, OREGON , which plant has a quality control system approved by the Inspection Bureau of the American Institute of Timber Construction and inspected periodically by such Bureau. JOB NAME: BMC­WEST JOB LOCATION: VAOODINiTULLE. TiTV*_M1K4tVW*A1 CUSTOMER'S ORDER NO. 9574 DATE 11/14/69 MFGR'S ORDER NO. 6848 WEYERHAEUSER COMPANY COMPANY LAMCNATM TIMBER PRODUCTS TITLE — Q.Q. SUPERVISOR -ADDRESS HTGHWAY 99 SOINH DATE 4' _ 6 AITC HEREBY CERTIFIES that the said company at its said plant is licensed by the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION to use the AITC Collective Mark in respect of products which comply with applicable provisions of said code and report(s), that the adequacy of the quality control system in effect at said plant is periodically inspected and verified by the Inspection Bureau of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, and that, in the judgment of AITC, said company is capable of complying with applicable manufacturing and testing provisions of said code and report(s) in respect of products manufactured at said plant. Con- formance with the said code and report(s) in respect of any specific or particular product is the sole responsibility of the manufacturer; AITC's certificate hereunder being that the said company is qualified to produce a product meeting the said code and report(s) and that its plant is periodically inspected and verified by the AITC Inspection Bureau. AITC Certificate No. 09742 E AMERICAN INSTITUTE OF TIMBER CONSTRUCTION © 1983 AMERICAN INSTITUTE OF TIMBER CONSTRUCTION AITC FORM IBCE f TO: Building Dept. FROM: Fire Dept. September 28, 1989 SUBJECT: Harbor square athletic club addition. 3,550 Sq. Ft. addition to second floor only. 1. Provide exit signs for central stairway 2. Provide Fire extinguishers per UFC 10-1 for ordinary hazzard (moderate). 3. Provide emergancy lighting for exit way and enclosed stairway. 4i �- R-� Cal z Stan Olsen Sr. Inspector SAO: rt CC � G��r�e��9-For✓ 1r] BOARD OF DIRECTORS CHAIRMAN WILLIAM E. SCHLECHT, C.B.O. BUILDING OFFICIAL COUNTY OF WASHINGTON HILLSBORO, OREGON FIRST VICE-CHAIRMAN BRENT SNYDER, C.B.O. BUILDING OFFICIAL PACIFICA. CALIFORNIA SECOND VICE-CHAIRMAN EUGENE J. ZELLER, P.E., C.B.O. SUPERINTENDENT OF BUILDING AND SAFETY LONG BEACH, CALIFORNIA IMMEDIATE PAST CHAIRMAN CHARLES L. CLAWSON DIRECTOR OF COMMUNITY DEVELOPMENT ARLINGTON, TEXAS ROBERT J. EPPSTEIN, C.B.O. CHIEF BUILDING OFFICIAL FREMONT, CALIFORNIA BOB FOWLER, P.E., A.I.A., C.B.O. DIRECTOR OF BUILDING INSPECTION ABILENE. TEXAS JAN P. GASTERLAND, C.B.O. BUILDING CODE OFFICER ST. PAUL. MINNESOTA PHILLIP M. HERRINGTON, C.B.O. DIRECTOR, DEPARTMENT OF BUILDING AND SAFETY RENO,NEVADA DOUGLAS E. HOOD, C.B.O. BUILDING OFFICIAL COLORADO RIVER INDIAN TRIBES PARKER, ARIZONA JAMES L. MANSON, C.B.O. DIRECTOR, DEPARTMENT OF BUILDING AND SAFETY COUNTY OF SPOKANE SPOKANE, WASHINGTON GORDON W. MURDOCH, P.E. DIRECTOR BUILDING INSPECTION DEPARTMENT SAN DIEGO, CALIFORNIA MICHAEL J. NOLTE, C.B.O. BUILDING OFFICIAL CRESWELL.OREGON RON PERKEREWICZ, C.B.O. DIRECTOR OF COMMUNITY DEVELOPMENT COUNTY OF KITSAP PORT ORCHARD, WASHINGTON JAMES R. SINGLETON, C.B.O. BUILDING SAFETY ADMINISTRATOR TUCSON. ARIZONA RONALD R. TREMBLAY, C.B.O. BUILDING OFFICIAL ASSARIA, KANSAS ROBERT D. WEBER, P.E., C.B.O. DIRECTOR, DEPARTMENT OF BUILDING COUNTY OF CLARK LAS VEGAS, NEVADA PRESIDENT JAMES E. BIHR, P.E. International Conference of Building Officials REGIONAL OFFICE: 2122-112TIl AVENUE, N.E., SUITE B-300 • BELLEVUE, WASHINGTON 98004 • (206) 451-9541 OFFICES OF September 25, 1989 JERRY J. BARBERA. P.E. REGIONAL MANAGER JUAN C.INCHAUSTE, P.E. REGIONAL ENGINEER Plan Check: 2501 FRANK REGIONAL ENGINEER S.E. Project: Harbor Square AI5pwILLIAMS,P.E. ENGINEER Address: 160 W Dayton Edmonds, WA Code Information: Type V-N Construc- tion Stories: 2 Valuation: $157, 000 1985 Uniform Building Code Seismic Zone: 3 Basic Wind Speed: 80 mph Exposure: B Jerry Saterlie Acting Building Official 250 5th Av N Edmonds, WA 98020 Dear Mr. Saterlie: We have reviewed the plans and associated data for the project mentioned above 'to see if it conforms structurally to the Uniform Building Code. We have not reviewed them for requirements of federal, or other state and local regulatory agencies. In most cases, the designer should modify the plans and/or specifications to satisfy these comments. STRUCTURAL COMMENTS I. Special inspection should be provided for the following: a. Placement of the structural concrete. Section 306(a)l b. Placement of the reinforcing steel. Section 306(a)3 c. All structural welding. Section 306(a)4 B 2. All prefabricated welded members should be completed in a shop approved and registered by you. Section 306(f) Main Office: 5360 South Workman Mill Road • Whittier, California 90601 • (213) 699-0541 i 01 Plan Check 2501 Jerry Saterlie, Edmonds September 25, 1989 Page Two 4. Do Details F2 and G-2 apply to all column connections or just Line 5? This should be clarified. 5. The anchor bolt for the attachment of the ledger to the existing wall should be placed 16" o.c. See Table 25-F UBC. 6. The assumed soil bearing pressure of 1000 psf should be verified by you. An invoice for the structural -only plan checking service will be forwarded to you under separate cover based on a valuation of $157,000. 1 am returning all data and plans to you. If you wish me to do the recheck, please have the designer revise the plans and specifications, indicate on a separate sheet on which sheet or detail the corrections may be found and return the check prints. Please feel free to contact me if there are any questions. Very truly yours, Charles J. Williams, P.E. Regional Engineer Ijh r r� Ii gUlLD1NG April 6, 1988 Jack Tawrey Harbor Square Athletic Club 160 W. Dayton Edmonds, WA 98020 Dear Jack: I am writing to you today regarding the auction you mentioned to me in a.phone call last week. Due to the City of Edmonds' concern with code compliance at Harbor Square, please make sure that the group organizing the auction with you obtains all the required city permits and that this event will comply with your building codes. Please pass on this information to the auction organizers and keep me apprised of any developments regarding this issue. Thank you for your cooperation in this matter. Should you have any questions, please call me. Very truly yours, 0--V- r` L Connie Hill, CPM Property Manager cc Larry Naughten, Mayor Hal Reeves, Building Official Jack Weinz, Fire Chief Gary McComas, Fire Marshal Dick Beselin 180 West Dayton, Suite 202-A, Edmonds, Washington 98020 (206) 774-8993 0 CITY OF EDMONDS 250 5th AVE. N. • EDMONDS, WASHINGTON 98020 • (206) 771.3202 COMMUNITY SERVICES May 9, 1986 1.7z,O'' 51154 Wei wyno "I DID Q 101 LARRY S. NAUGHTEN MAYOR PETER E. HAHN DIRECTOR Dick Beselin and Ken Hovde, principals in the firm of Beselin/Hovde Associates, hereby agree to completion of the following items as conditions of the release of the Occupancy Permit for the Harbor Square Athletic Club. The items to which Beselin/Hovde have agreed as required by the City of Edmonds are: 1. Application to the Architectural Design Board for approval of screening for roof -mounted equipment located on the roof of the Athletic Club. Beselin/Hovde agree to make application within 15 days of receipt of the Occupancy Permit and to do whatever improvement is required by the ADB. 2. Planting of pine trees to supplement the existing landscaping which forms the screening for Building #9 as agreed upon by Ken Hovde and Mary Lou Block in August, 1985. These trees are to be planted as soon as possible and in no case later than 15 days from the receipt of the Occupancy Permit. 3 Construction of a path from the platform, along the northerly edge of the Marsh, to the edge of the property which has been developed by Beselin/Hovde. Beselin/ Hovde agree to complete this construction within 30 days of Port approval of the plans for the path. By signing this document, Beselin/Hovde concur with the foregoing conditions as agreed upon during their meeting with Mayor Naughten, Peter Hahn, and Mary Lou Block on May 8, 1986. J 2 a . /& /"bydc S//z/& PUBLIC WORKS 0 PLANNING 0 PARKS AND RECREATION 0 ENGINEERING 0 MEMO TO: Peter Hahn VIA: Mary Lou Block"`, FROM: Hal Reeves t-p— DATE: January 23rd, 1986 RE: Harbor Square Athletic Club The temporary certificate of occupancy issued August 22nd, has expired for the Harbor Square Athletic Club. The following items are - still outstanding: 1. Plans for screening theroof mounted equipment must be submitted to the Architectural Design Board for approval. Appropriate permits and inspections must also be completed for this equipment. 2. Construction of the southernly portion of the path from the platform to the westerly edge of park property has not been completed as agreed. 3. The screening solution for'Building #9 agreed upon by Ken Hovde and Mary Lou Block has not been implemented. August 21, 1985 Peter Hahn City of Edmonds. 250 5th Ave. N. Edmonds, WA 98020 Re: Harbor Square Dear Peter: We have met with Bill Auerswald, Port Manager, and feel there is a good understanding of everyones needs and or desires. As of yesterday two stop signs on Dayton Street are in place. Hopefully all other items will follow as quickly! 1. Planning Division #2: We have ordered construction of the Southerly portion of the path from the platform to the Westerly edge of the port property. We will use a crushed gravel walking base which will be seperated with a treated pile or R.R. tie from the overflow parking in this area. This item is to take place Friday the 23rd of August. 2. By City of Edmonds. 3. Building Division #5: I feel Mary Lou and I can agree on some type of screening within the next couple of days that will satisfy city code, tenants visability and Harbor Square Associates. I have spoken with Mary Lou on this item. 4. Planning. Division #3a: Yes, to this question, subject to availablity. Landscaper has been notified. Division #3b: Yes, same as 3a. 2 The above listed items should be complete, before September 1st, which is our goal. If for some reason this can not be acheived I will call immediately. Thank..you for your support in our Monday A.M. meeting, good communication is very necessary for all concerned. Sincerely, Kenneth A. Hovde KAH:1h CC: Mayor Naughten Mary Lou Block Hal Reeves Dick Beselin V/"--JOa PL CITY OF EDMONDS 250 5th AVE. N. • EDMONDS, WASHINGTON 98020 • (206) 771.3202 COMMUNITY SERVICES August 19, 1985 Mr. Ken Hovde and Mr. Dick Beselin Harbor Square Associates 180 W. Dayton Street Suite 202A Edmond, hTA 98020 RE: Harbor Square Dear Mssrs. Hovde and Beselin: LARRY S. NAUGHTEN MAYOR PETER E. HAHN DIRECTOR 2 appreciate your cooperative efforts this morning to move toward an expeditious completion of the incomplete work items at Harbor Square. We agree with your characterization of most of these items as being very minor. Based on this morning's meeting, it is the Department's understanding that you, Mr. Hovde, will provide the City with a firm written commitment and schedule for completing the items contained in the July 15 City letter to you (attached) with the following modifications: 1. Planning Division #2: You agree to reaffirm in writing your responsibility for constructing the path; to reaffirm your intention of completing the path as soon as you resolve any internal problems you may have with your landlord, the Port of Edmonds; and to make a commitment to commence contacts with the Port on this matter as soon as possible. 2. Engineering Division #2, #3, #4: The City agrees to accept responsibility for these items, and to investigate more closely the need to relocate or remove the tree in #4. 3. Building Division #5a: You will commit in writing to either apply for an amendment from the contract rezone to omit the screening requirement or another solution which may be possible upon further investigation by the Planning Division. 4. Planning Division #3a: You will commit in writing to replace the four low pine shrubs with 10 Otto Luken Laurel (this was inadvertently reversed in the July 15 letter). 5. Planning Division #3b: Same as above with 12 Otto Luken Laurel replacing 2 plants. PUBLIC WORKS 0 PLANNING 0 PARKS AND RECREATION 0 ENGINEERING 1 From our conversation this morning, I am confident that you will be able to take care of almost all these items in a very short period of time. I will let you choose the length of time for those items. The ADB application, the negotiation with the Port, and the possible amendment to the contract rezone for the screening deletion, are the only items that are not entirely within your control. We realize, of course, that scene of the July 15 items have been completed by now and even inspected by Hal Reeves. Upon receipt of a written commitment and schedule for all these items we will issue a temporary certificate of occupancyto the Athletic Club building. I expect to be able to do this before the end of the week. Again, we appreciate your willingness to cooperate with the City. Sincerely, Peter E. Hahn CC. Mayor Naughten Mary Lou Block Hal Reeves Richard Fletcher f.hsg3 CITY OF E D M O N D S LARRY S. NAUGHTEN 250 5th AVE. N. • EDMONDS, WASHINGTON 98020 • (206) 771.3202 MAYOR BUILDING DIVISION August 5, 1985 Mr. Dick Beselin and Mr. Ken Hovde Harbor Square Associates 180 W. Dayton Suite 202A Edmonds, WA 98020 Dear Mssrs. Beselin and Hovde: We are writing you this letter to ensure that the Harbor Square project is completed as soon as possible. On July 15, 1985, the Department sent Mr. Fletcher of Puget West Corporation a letter listing all the remaining requirements and conditions pertaining to the Athletic Club. He replied on July 26, stating that the Athletic Club building is somehow separate from the Contract Rezone conditions and other site development requirements imposed on Harbor Square. In an August 2 letter, we notified Mr. Fletcher that a temporary Certificate of Occupancy is contingent on a receipt of a commitment and time table for meeting all site development requirement. Copies of these letters are attached, and I urge you to carefully read the Department's August 2 letter. In order to proceed with issuance of a temporary certificate of occupancy for the Athlletic Club we need to get in writing a commitment and a time table for meeting all the Contract Rezone conditions and the other site development requirements. As soon as we get these and are satisfied with them, we will be able to issue a temporary certificate of occupancy for the Athletic Club. To expedite matters, I would suggest that a meeting of all concerned parties, including Mr. Fletcher, might be helpful. I would be pleased to arrange it at your convenience. CC. Mayor Naughten Richard Fletcher Ken Hovde Mary Lou Block Sincerely, Peter E. Hahn Community Services Director f.hsqcondi 10 r..:. CITY OF EOMONOS nTct�=�+sc /J 250 51h AVE N • EDMONDS• WASHINGTON 98020 • (206) 771-3202 BUILDING DIVISION August 2, 1985 Mr. Richard F. Fletcher Puget West Corporation P.O. Box 669 Edmonds, KA 98020 LARRY S. NAUGHTEN MAYOR RE: Harbor Square Athletic Club Dear Mr. Fletcher: This is in reszcnse to vcur letter of July 26, 1985, received on July 29, 1985. Hal Reeves has teen r`Vie�v_nc the final it-L-e-Tz (1taTTiS 1-4) listed LII'dEr the Building Dena_ ` r--nt recuirefients in our July 15, 19 8 5 , letter to you, and e_YCects to be able to Lns:.ect there as soon as tl e,% a-e actually c=let The proble-i Mat the Department has ii issuing a terr'r-oraT certificate Of OCCuOancV is the absence of ary sz ec1=T c cc mnitme_nt and schedule for meet? nc the other recuir=*rests and conditions listed n the July 15, 1985, letter. your letter Sca'r5 to irLz '% 7cat �.d_Vidual bll=lCL''CS, L^.C1uCit-1g i=.E Atnlet_C Club, are a7-proyez sc^arately from Overall site develcarent rcClllrcT:Erts . ,v'1 i le 4 _ _5 ,ule t:_at stiec'_:? C bulldL r!g r-eL � i t= addreS + 1 'I i T G ppa l "building sceci _1 C n t.E Gnifc�=« Ets_d_�g Ccde ar_d are �. ?not � � , trier= S a direct link tzetw`cen ZGnLng recur rarrents and build—ing cede recuirarrent=. The CCiiiiunity DevelcIIre_nt+CCde Ln nl3lercus places d: rect l y links bu' ldi-rigs � Ti th site develogr -rit re - re-nte_'7tS (52 y7aCS{S , height, CcrT{L'g SzaCeS, lot Coverage), eves', thought t17e building pe_-mit itself does not addressdirectly. these dectly. A legal building is one wtich f`Lafills Loan Building Ccde re ui 1- --e tts and site de,)Elc=e�tt re=. i - rents Set in t'ie ,onL'g OrdL na_nce . Any and all bu-LldLnas at :arbor Square s1hare the re_ccrsibilitly Of fulfilling the recui-rar^ents of the Contract Rezone and Otter Site deyelcarent recui rarrents and conditions. While it is true that we have issuer certificates of occupancy for the first 8 buildings, each one of there still bears a direct relation to the site developme-nt regu.ire*rk-ants. Since in phasing multi -building projects like Harbor Square it is acceptable construction practice to complete at least sore of the site work in conjunction with the last building, delaying an cc, pancy pe-r,nit for the any of the first eight buildings didn't seen to be a desirable approach for your project. The Uniform Building Code also recognizes the relationship between building code and other requirements. Section 307 (c) sets the condition for issuance of a Certificate of occupancy and states: "(c) Certificate Issued. After final inspection when it is found that the building or structure Implies with the provisions of this code and other laws which are enforced by the code enforcement agency, the building official shall issue a Certificate of occupancy which shall contain ..." The Contract Rezone through which the Harbor'Square business park was created set forth a nLmter of site development conditions which have yet to be met. We intend to issue a letter to Harbor Square Associates to remind them again of these conditions and request a specific ccnndt rF--,t and schedule for rreeti rg them. We cannot issue a teT Crary; carte ficate of occupancy until Harbor Square Associates restionds with a specific time table for complying with all the s_te de,,ie_OL1iEnt . rec:ulre-T ents and conditions. As soon as we get this cc=L — 1re_nt and time table we wi 1l issue a temporary certificate of cccupancy. I TNculd not think that such a letter would take more than one or t:vo days to prepare, so a temporary certificate should not to delayed more than Aucust 9 or 12 at the latest. A Final Ce_rt? f=Cate Of CC^�1Dc17CT rni_ll �e COnt_I1CeTlt On the actual completion and i nscec �cr_ of all theitems included in the July 15 letter. . I would sua_r vest to Ha;::cr Square Associates that a meeting be scheduled as soon Iasrpossible to rel7_ew these matters. You may wish to attend this meet—nv as wel! . S ir'Cer= , `T i Peter E. Ha,nn ammur? ty Sery Ces Director CC M-aver NaLChte_n City Attorney Harbor Square Asscciates Mary Lcu �Blcc?c f.harsafLin • 0 CITY OF EOMONOS 250 5th AVE. N. • EDMONDS, WASHINGTON 98020 • (206) 771.3202 COMMUNITY SERVICES Puget West Cooperation 300 Edmonds Way Edmonds, Washington 98020 ATMI : Mr. Ken Hovde LARRY S. NAUGHTEN MAYOR PETER E. HAHN DIRECTOR July 15, 1985 Prior to final approval of the Athletic Club Building the attached list of items must be completed. Building Division 1. Provide exit signs for east end of locker and shower areas - both floors; 2. Provide exit signs at second door for gym; 3. Provide ramp to make up elevation change at gym/hall doer threshold; 4. Wccd supporting roof mounted gas piping must be weather protected; 5. Provide address numhers. Pla_nnihc Di vision 1. Cannon area along east fence line; plant the Cottoneaster "Coral Beautv" - one gallon at 48" o.c. south of the laver_. Also, the English D,7; - one gallon at 24" c.c. must he planted in this area. 2. The path hetween the marsh and perimeter road must be installed. It may he constructed of either cedar chips, pea Crave, or 5/8 minus clashed rock. It must he separated from the parking area by a la_ndsc_!::ed buffer or a chance of grade. 3. Building nb: a) Southwest planter by loop road - 4 low pine shrubs rather than. 10 Otto Luken Laurel should be planted per approved plan. (4 low pine shrubs appea_-- to have been substituted.) PU8LIC WORKS PLANNING PARKS AND RECREATION ENGINEERING b) Southeast corner of building - 2 other plants rather than 12 Otto Luken Laurel should be planted per approved plan. c) Transformer area by south side of Building #9 - need landscaping around transformer; d) Proposed landscaped area by southeast corner of Building #9 - no planting done yet; e) Several minor deficiencies in landscaping in relation to what was indicated on Landscaping plans; 4. Building #8: a) The most easterly planting area needs additional plants, Phase I plan called for 2 Pin Oak 8' to 101, 1 3/4" - 2" gallon and 7 Oregon Grape, 5 gallon and English Ivy, 1 gallon at 24" o.c.; b) Several other locations where one Pin Oak was planted where Landscaping plan called for two; 5. Building #9 : a) The only ite-,n needed is a fence to screen the area from view from Dayton Street and/or SR 104. This is specified in the Contract Rezone provisions; 6. Screen the roof mounted equigre_nt on the Health Club; the method of screening must be approved by the ADB. Er_cineeri_rla Deca_ re- t 1. Add 2 stca signs at Da-rCen Street entrances; 2. Flush stern s-,stem; 3. Clean :-,ar sh around storm cutlet; 4. ReTcve tree in front of fire hydrant on. Dayton. Street. F; re Dece_E _t : The follcwi.-a items- were found in need of repair or ccmpletien: 1. Repair east center corridor doors so they close properly. 2. Repair r pool exit door so it opens . 3. Install panic hardware on southeast exit door. 4. Install address numbers. 5. Provide and install 6 fire extinguishers - 2,A-10,B:C, dry chemical as indicated on approved print. Occupancy without final approval is a violation of UBC 307. If you wish a temporary occupancy certificate, please provide the Building Division with written verification that all attached requirements will be completed within 30 days. Sincerely, Hal Reeves Building Official HR/jlg 'PUGET WEST CORP, July 26, 1985 0 • City of Edmonds Community Services 250 5th Ave. N. Edmonds, WA 98020 Att: Hal Reeves P.O. Box 669, Edmonds, Washington 98020 774-2712 Re: Harbor Square Athletic Club Dear Hal: BUILDING JUL 2 91985 In response to your letter of July 15, 1985 (received by our office on July 25th), we would like to notify you of compliance and/or objection to each item. - BUILDING DIVISION: Items 1 - 4 are complied with at this time and may be inspected at the city's earliest convenience. V Item 5 will be completed within thirty (30) days and we will notify city of compliance. - PLANNING DIVISION: Items 1 and 2 do not pertain to Harbor Square Athletic Club and compliance cannot be a requirement for occupancy. The items involved are not reflected by any documents and permits issued for this building. Item 3: it appears that our bid set of plans and the city approved plans vary on landscaping. Warren LaFon will contact the city to confirm. If the changes listed as 3a, b, d, and a are required, we will complete by August 25, 1985, and notify city of compliance. Items 4 and 5 do not pertain to this project. Compliance of same cannot be requirement for occupancy. Item 6: We will comply with original A.D.B. requirements for project. If A.D.B. approval is required for screening, this will take longer than thirty (30) days for design and the A.D.B. approval process time schedule. We will notify city of compliance.. Commercial 9 Residential Developers • - ENGINEERING DEPARTMENT: Items 1 - 4 do not pertain to the Harbor Square Athletic Club project. Compliance of same can not be required for occupancy. - FIRE DEPARTMENT: - Items 1, 2, 3 and 5 are completed now and the city may inspect for compliance. at its convenience. In conclusion, Puget West Corporation, as general contractor for the Habor Square Athletic Club, fully intends to fullfill its obligations to the owner and city by completing the project per code and permit. To our best knowledge, we will have complied with this by completing the items recognized above as part of this project. The other items referenced in your July 15 letter obviously do not pertain to the Athletic Club, but to other projects already completed at Harbor Square. If the city has determined that other projects at Harbor Square were not completed to code and permit, then this should be addressed on a project by project, permit by permit basis. Keeping in mind that each project had its own final inspection and occupancy, the city should contact the various building owners if there are problems. Puget West Corporation fully expects that the city will issue a temporary occupancy for the Harbor Square Athletic Club upon receipt of this letter; and�a permanent certificate of occupancy when the above items pertaining to this project are completed. If the city's position differs from this please contact us in writt,ing by August 1, 1985 so that we may take appropriate action. Sincerely, PUGET WEST CORPORATION G Richard F. Fletcher Vice President RFF:Ih cc: Jack Tawney: Harbor Square Athletic Club Dick Beselin/Ken Hovde: Harbor Square #6 Owner Harbor Square Associates First Federal Savings and Loan of Coeur d'Alene; Donna Miller -Larry.Naughten, Mayor. S:Wurdeman and Tesch, Attorneys, July 19, 1985 MEMO TO: Hal Reeves Building Official FROM: Gary L. McComas Fire Marshal SUBJECT: HARBOR SQUARE ATHLETIC CLUB — FINAL INSPECTION The following items were found in need of repair or completion: 1. Repair east center corridor doors so they close pro- perly. 2. Repair pool exit door so it opens. 3. Install panic hardware on southeast exit door. 4. Install address numbers. 5. Provide and install 6 fire extinguishers - 2,A-10,B:C, dry chemical as indicated on approved print. GLM:be MEMO TO: Hal Reeves Building Official FROM: Mary Lou Block Planning Director SUBJECT: Harbor Square Development A letter must be sent to Harbor Square Associates advising them of the legal requirement for obtaining an occupancy permit before occupying a building. They must be further advised of the necessity of completing all requirements of the entire.development in conjunction with the Health Club, apparently the last buildingiof their planned project. These include the path along the marsh edge and other common area improvements. A -list of the landscaping items as identified by Bruce Finke is attached. In addition to the landscape requirements, the roof mounted equipment on the Health Club, which was not included in the original plans, must be screened. The method of screening is to be approve e The foregoing items must be completed before a final occupancy permit is issued. If they desire.to obtain immediate occupancy via a temporary permit, we must have written verification that these items and those identified by other departments will be completed within 30 days for a final occupancy certificate. MLB �0 0 ,fv �i // G o, aitea.�. 1�9 SC-nGGtA 12�r MooN-re %) w • 6 CITY OF E ®M ®N D S LARRY S. NAUGHTEN MAYOR 250 51h AVE. N. • EDMONDS, WASHINGTON 98020 • (206) 771-3202 BUILDING DIVISION June 7th, 1985 Mr. Paul Irish Northwest Testing Lab 5405 North Lagoon Portland, Oregon 97127 Dear Mr. Irish: Enclosed is the information on the roof - ceiling assembly which is required to be one hour fire resistive construction. As we discussed during our phone conversation on Thursday, the trusses are spaced 32" o.c. instead of the required 24" spacing. Any information you can offer on the fire resistivity of a system with 32" spacing will be most appreciated. If you have further questions please phone me at 771-3202. Thank you. ,ACC''e, e. ►"wQ -'_1-- Harold Reeves Building Official HR:jlg Ra�sTnTpon o � £ s %eiVPffl6f �y� lees aoy STATE OF WASHINGTON DEPARTMENT OF SOCIAL AND HEALTH SERVICES '1409 Smith Tower, B17-9 • Seattle, Washington 98104 April 29, 1985 Harbor Square #6 Health Club 160 N. Dayton Edmonds, Washington 98020 KAREN RAHM Secretary Subject: Plans & Specifications for Swimming Pool Facility at Harbor Square #6 Health Club, Edmonds, Washington 98020 Snohomish County Gentlemen: The plans and specifications for the above project received in this office on April 9, 1985 have been reviewed and, in accordance with the provisions of WAC 248-98 are hereby APPROVED. We recommend that pool depth markings and "no diving" markings be placed around the perimeter of the pool. Upon completion, of.the facility and prior to its being placed into use, we ask that you contact Snohomish Health District to make a pre -occupancy inspection. MRB: G.SF: to CC: Snohomish Health District Edmonds Building Dept. Harvey Johnson Gavin Brown i Sincerely, John A. Beare, M. D., M.P.H. Director Division of Health ET-21. Lei l/a'i't9C. / •• Moe R. Batra,'P. E. Regional Engineer Water Supply & Waste Section BUILDING APR 3 01985 WHITELEY JACOBSEN AND ASSOCIATES ARCHITECTURE ENGINEERING PLANNING 2118 Third Avenue Seattle, Washington 98121 (206) 623-0331 29 March 1985 Mr. Hal Reeves Building Department Edmonds Civic Center 250 Fifth North Edmonds, WA 98020 Subject: Harbor Square Swimming P^ol Structural Plans by Gavin Brown, Inc. for 20' x 61' Pool Dear Mr. Reeves: 8524 We have reviewed the soils report, design drawings and calculations an9 our review comments on the above subject are as follows: 1. The engineering seal on the design drawings needs to be signed. 2. We feel the factor of safety against overloading the soil and the concrete stresses would be increased if the areas outside the footing strips were not rototilled and loosened. We recommend that the engineer review his basis of design to make sure that the behavior of the structural concrete for the pool and the bearing capacities would be better if the ground is rototilled rather than leaving the ground firm. Other than the recommendation regarding Item #2 above, we take no exception to the structural data submitted for a building permit. Very truly yours, W J A Architects, Engineers, Planners ///J'ack H. Whiteley, P. President • • MEMORANDUM TO: James Adams DATE: February 26, 1985 FROM: Peter Hahn CC.: Mary Lou Block SUBJECT: Your'Recommendations on the Harbor Square Swimming Pool Building Permit I have some serious concerns with the attached memoradum: 1. There is absolutely no documentation to show what the present lift station situation is and the contribution that a swimming pool will make. This would include an analysis of what flows the pool would cause as well as the timing of those flows. 2. There is no consideration of mitigation measures. For example, if the emptying of the pool is a problem, a simple mitigation measure would be a restriction to off-peak hours. 3. The use of the work "unprecedented" implies that this is something that happened overnight. That's ridiculous! You can say that intensive development along the waterfront has gradually used up the capacity of Lift Station No. 7. But you knew that months ago. You certainly knew that when the Athletic Club was first proposed. Given the sensitivity of this project, and given the situation with Mastro where I insisted on a careful documentation of the problem I am very disappointed. This is what I want for a start: Document the "loading" which the swimming pool will create. Is drainage of the pool a problem? Is daily useage the problem? How often does the pool need to be drained? Couldn't the timing of any draining be restricted? • February 21, 1985 MEMO TO: Mary Lou Block Planning Manager FROM: James E. Adams City Engineer SUBJECT: HARBOR SQUARE SWIMMING POOL BUILDING PERMIT Reference the letter from Archie Brena dated January 21, 1985 and Bobby Mills dated January 29, 1985. Due to the unprecedented development in the waterfront area, it appears that sewage lift station No. 7, located east of the rail- road on Dayton Street, will need to be upgraded. JEA/st M Dan Smit. RECEIVED JAN 2 2 1985 COMMUNITY SERVICES DIR. File No. 07.1.02 Street January 21, 1985 MEMO TO: Bobby R. Mills Acting Supt. of Public Works AND: �er Hahn Community Services Director FROM: Archie Brena Water/Sewer Division Supervisor SUBJECT: 160 W. DAYTON - ATHLETIC CLUB LIFT STATION #7 In reviewing plans for the athletic club under construction at Harbor Square, I see it will incorporate a 36,000 gallon swimming pool and two jaccuzi pools. Due to the outdated condition of the sewage lift station serving this area, we -rust require that the operators of this business notify the Water/Sewer Division whenever these pools are drained. The pre -drain notification will enable us to monitor the lift station status and incoming flow so as to avoi sewer back- ups in surrounding homes and businesses. Through our past experience with this lift station, which was installed in 1962, we feel that the growth of the surrounding area has surpassed the safe design limits of the.pumps and discharge main. 'Further problems are the lack of a stationary, emergency generator and there being no overflow or bypass to storm drains. Also, the Weinman pump parts which failed last year took five months for :manufacture and delivery. �.7 SEH/ml February 23,1985 MEMO TO: Hal Reeves Building Official FROM: Gary McComas Fire Marshal SUBJECT: Review Of Mechanical Plan For Harbor Square Building #6 The only comment that I have about this plan is that the heating and air conditioning ducts be properly protected anywhere that they penetrate required fire separation walls. . 04 ki''Nal • 0- File No. 07.1.02 January 29, 1985 RECEIVE() 1 Q1U E, ED II I OM MEMO TO: James E.. Adams City Engineer FROM: Bobby R. Mills Acting Supt. of Public Works SUBJECT: LIFT STATION #7 At the present time, there are two, 3-horsepower pumps located at Lift Station #7'. This lift station was built in 1962 and handles the flow of everything south of the Senior Center and Harbor.Square. With the new improvements, such as the Athletic Club at Harbor Square -and 3-plus-acres to develop, I request you make a study to see if updating of this station is necessary. Some improvements could be ;Wade now and some may need to be placed in the 1986 budget. If I can be of assistance, please let me know. BRM/ml Attachment cc: Archie Brena File No. 07.1.02 Street January 21, 1985 MEMO TO: Bobby R. Mills Acting Supt. of Public Works AND: Peter Hahn Community Services Director FROM: Archie Brena Water/Sewer Division Supervisor SUBJECT: 160 W. DAYTON - ATHLETIC CLUB LIFT STATION #7 In reviewing plans for the athletic club under construction at Harbor Square, I see it will incorporate a 36,000 gallon swimming pool and two jaccuzi pools. Due to the outdated condition of the sewage lift station serving this area, we must require that the operators of this business notify -the Water/Sewer Division whenever these pools are drained. The pre -drain notification will enable us to :-monitor the lift station status and incoming flow so as to avoid sewer back- ups in surrounding homes and businesses. Through our past experience with this lift station, which was installed in 1962, we feel that the growth of the surrounding area has surpassed the safe design limits of the pumps and discharge main. Further problems are the lack of a stationary, emergency generator and there being no overflow or bypass to storm drains. Also, the Weinman pump parts which failed last year took five months for :manufacture and delivery. SEH/ml N.i • RECEIVED JAN. 2 21985 COMMUNITY SERVICES DIR, File No. 07.1.02 Street January 21, 1985 MEMO TO: Bobby R. Mills Acting Supt. of Public Works AND: ter Hahn Community Services Director FROM: Archie Brena Water/Sewer Division Supervisor SUBJECT: 160 W. DAYTON - ATHLETIC CLUB LIFT STATION #7 In reviewing plans for the athletic club under construction at Harbor Square, I see it will incorporate a 36,000 gallon swimming pool and two jaccuzi pools_ Due to the outdated condition of the sewage lift station serving this area, we -must require that the operators of this business notify the Water/Sewer Division whenever these pools are drained. The pre -drain notification will enable us to monitor the lift station status and incoming flow so as to avoid sewer back- ups in surrounding homes and businesses. Through our past experience with this lift station, which was installed in 1962, we feel that the growth of the surrounding area has surpassed the safe design limits of the pumps and discharge main. Further problems are the lack of a stationary, emergency generator and there being no overflow or bypass to storm drains. Also, the Weinman pump parts which failed last year took five months for :manufacture and delivery. SEH/ml ` January 10,1985 MEMO TO: Hal Reeves Building Official FROM: Gary McComas Fire Marshal SUBJECT: Plan Review Letter#1595 from ICBO in regards to a new building in Edmonds. The following is a reply to comments as they pertain to the fire department: Item#2 Access to the site is acceptable. Item#7 No obstruction of exits or fire extinguishing equipment will be allowed. H E M PO H ILL CONSITI NG ENGINEERS • ° W 6 N z o c ° N � Q Y t N W - > n J Z W W Z J W W UI 0 Z J Q Q N J 0 • • • ° W 0 (n En _W U)0 ,0 Q ° � W N o ° > z Q W Dz W ° (r t: 0 0 U) ZzW J � W U W WZ IL N z U)0 W z z Y 0 W n W Q z Q w 3 0 ❑ Z 0 w IL LL w ¢ Z 0 m Z X Q W W Z Q Z 0 Q ¢ W 0 ( F J RI J 0 7 0 LL N W 7 January, 1985 PUGET WEST CORPORATION. P.O. Box 669 Edmonds, WA 98020 Project No. 926 Reference: Edmonds Athletic Club, Harbour Square No. 6 Subject: Verification of Soil preparation At the request of PUGET WEST CORPORATION, and in accordance with requirements by the City of Edmonds, Dale Hemphill of HEMPHILL CONSULTING ENGINEERS conducted investigations and inspections of the foundation conditions for the proposed Edmonds Athletic Club, Harbour Squire No. 6. HEMPHILL conducted investigations to verify that the soil conditions for some of the proposed footings are in accordance with the goetechnical report by HEMPHILL dated 10 December, 1984. HEMPHILL observed the excavations and prepartion for other footings that had not been completed. HEMPHILL verified that all soils are capable of supporting loads of 1000 psf, with settlement within ranges considered tolerable by the structural engineer.. 1 CECT AN 171985 12813 N. E. 36th STREET • BELLEVUE, WA. 98005 • (206) 8133 3924 HEMPHILL conducted calculations to determine that the large 16 foot square footing in the center of the tennis.courts would settle an additional 1/4 to 1/2 inch without further prepartion. The contractor determined that the extra vertical settlement would be acceptable for the tennis courts, and that construction methods would be implemented so that any unexpected settlement could be repaired, and that any additional differential settlement would still be well within the tolerable slope between footings. J Dale C. Hemphill, P.E. 1 Registered Engineer 14777 State of Washington F � C. H Efyoh� QP,.• OF WAS,,,, •. �� iti Z: i N - • • • •Or p '•., Regiateca� •' �ti SIQNAL•E�� H E M P H I L L INSTRUCTION SHEET PROJECT NUMBER 926 2Ecx> JAN 141985 Vv - Enclosed is 1 copy of the preliminary geotechnical inspection report for your review and approval. If the contents of the report are not in accordance with your requirements, then phone HEMPHILL at 883-3924 to discuss any possible errors or omissions. The inspections were conducted in accordance, with requirements by the BUILDING DEPARTMENT to verify that foundations and drainage were constructed in accordance with the recommendations presented in the geotechnical report, and in accordance with the plans and specifications. The BUILDING DEPARTMENT will not permit the structure to be occupied until all inspection reports have been submitted and approved. Also enclosed is a copy of the itemized billing. Please check your billing to determine that it is in reasonable accordance with our discussions. Upon receipt of payment of the billing, HEMPHILL will submit copies of the inspection report to [CLIENT] to distribute to each of the following (add or subtract any desired recipients): [CLIENT] Architect Structural Engineer Contractor HEMPHILL will submit one copy of the Inspection .Report to the BUILDING DEPARTMENT in accordance with their requirements for HEMPHILL to provide Special Inspection. Thank you for allowing HEMPHILL to serve you. HEMPHILL strived to offer recommendations that would achieve the desired construction quality at reduced construction costs. NOTE: PLEASE RETURN THIS INSTRUCTION SHEET WITH YOUR PAYMENT SO THAT HEMPHILL CAN IDENTIFY AND FORWARD YOUR FINAL REPORTS. .7 January, 1985 PUGET WEST CORPORATION P.O. Box 669 Edmonds, WA 98020 Project No. 926 Reference: Edmonds Athletic Club, Harbour Square No. 6 Subject: Verification of Soil preparation 0 At the request of PUGET WEST CORPORATION, and in accordance with requirements by the City of Edmonds, Dale Hemphill of HEMPHILL CONSULTING ENGINEERS conducted investigations and inspections of the foundation conditions for the proposed Edmonds Athletic Club, Harbour Squire No. 6. HEMPHILL conducted investigations to verify that the soil conditions for some of the proposed footings are in accordance with the goetechnical report by HEMPHILL dated 10 December, 1984. HEMPHILL observed the excavations and prepartion for other footings that had not been completed. HEMPHILL verified that all soils are capable of supporting loads of 1000 psf, with settlement within ranges considered tolerable by the structural engineer. 1 HEMPHILL conducted calculations to determine that the large 16 foot square footing in the center of the tennis courts would settle an additional 1/4 to 1/2 inch without further prepartion. The contractor determined that the extra vertical settlement would be acceptable for the tennis courts, and that construction methods would be implemented so that any unexpected settlement could be repaired, and that any additional differential settlement would still be well within the tolerable slope between footings. Dale C. Hemphill, P.E. Registered Engineer 14777 State of Washington 2 (206)778-3546 160 West Dayton, Edmonds, Wa. 98020 JAN 1 5 "35 C • L • U • B Jan. 14, 1985 Building Department City of Edmonds 250 5th Ave. N. Edmonds, WA 98020 RE: HARBOR SQUARE ATHLETIC CLUB Gentlemen, We are providing all activities on the main floor which occur on the second floor. With this we request that your elevator requirement be omitted from this project. If at some future date we change the use of the building we shall install the elevator, per state codes. Sincerel , Jack wny 0 Indoor Tennis Courts • Six Racquetball Courts 0 Indoor Pool • Polaris, Nautilus & Olympic Weight Systems 0 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 DEC 2 v 206-324-6160 1984 December 19, 1984 Harold Reeves Building Official 250 - 5th Avenue N. Edmonds, WA 98020 Mr. Reeves: Per my telephone conversation on 12/14/84 with Jerry Barbera, the following are his comments and questions on the Edmonds Athletic Club pro- ject: 1) Truss placement should be no greater than 24" on center for one hour fire rated over the Aerobics Room area. 2) What are the equipment loads on the mezzanine floor (i.e. weight room, sauna room, etc.) 3) Lateral ties should be provided around vertical bars in precast panels supporting beams (structural ca.lcs. P.C.2) 4) P'ovide lateral ties across trusses bearing on ridge beams. 5) Check N.D.S. reduction for bolts at drag struts and check drag strut shear to include area III & IV in -both directions. 6) Note full throat welds on section D-5 and type D connection. 7) Provide bolt sizes in section P-5. 8) Call out 3X6 continuous bottom member for special shear transfer. 9) Provide A36 note to 3/4"0 plain bar callout at type B connection. 10)__ Call out on section G-5 should read 3-1/2" maximum instead of 3-1/2" minimum. In response to the above comments are the following: Item 1) On sheet S-2 indicate the wood trusses over the aerobics area are spaced at 24" on center for one hour fire rated. Item 2) Specific equipment weights are not presently available. While we Harold Reeves December 19, 1984 Page 2 intend to review this information, we see the situation as similar to an office building where desk and file cabinet weights are not included in the submitted for building permit. Item 3) UBC 2610, p. 4, says "vertical reinforcement need not be enclosed by lateral ties i.f.... vertical reinforcement is not required as compression reinforcement." The design indicates the steel rein- forcement in bending (tension) not compression; therefore, lateral ties are not needed. (see P.C.22) Item 4) Section L-5 & L-5A shows lateral ties across the trusses on the ridge beams as Simpsons T.S.22. Item 5) Calculations sheet misc-7 shows the NDS reduction for section C-5 drag strut including additional shear loads due to areas III and IV diaphragms,. Item 6) "full throat weld" note has been included in sections D-5 and type D connection detail of the structural drawing. Item 7) 3/4"0 M.B. have been specified on section P-5 in the structural drawing. Item 8) Sections B-5 & E-5 have been revised to call out 3X6 continuous bottom member for the special shear transfer blocking. Item 9) The A-36 callout has been incorporated in the structural drawings for the type B connection detail sheet S-7. Item 10) On section G-5, the 3-1/2" minimum note has been revised,to 32" maximum. If you have any questions, please contact me. Thank you for your time. Sincerely, Frank Labrador Project Engineer FL:bs cc: Rick Fletcher, Puget West Corp. Warren LaFon, Architect Rick Hudson, P.E. p B. y �G�PoF°waSy°v`r�_ G S`'�NAL U 0 MEMO TO: Hal Reeves Building Official FROM: Gary L. McComas Fire Marshal October 22, 1984 SUBJECT: HARBOR SQUARE BUILDING #6, 160 WEST DAYTON After review, the fire department has the following comments: No requirements on the shell - all requirements will be applied to the interior design and Fire and Life Safety. GLI t : be FILE NO. 05.2.02 May 23, 1984 MEMO TO: Larry S. Naughten Mayor FROM: James E. Adams City Engineer SUBJECT: DAYTON STREET IMPROVEMENT PROJECT (E2BA Finance Department records indicate the following charges to the subject project through May 16, 1984. This project has not been finalized. We expect some additional charges from the Washington Department of Transportation and possible charges from our City Attorney for settlement of claims. Engineering Staff Time Public Works Crew Time Public Works Equipment Consultant (Study) Consultant (Design) Consultant (Construction) Contractor Materials Miscellaneous c ` �- TOTAL Id JEA/st 5 1,192.20 3,757.37 554.42 1,000.00 18,492.89 426.93 63,582.76 1,940.73 ~ 18,600.00 109,547.30 i FILE NO. 05.2.02 .,; June 14, 1984 MEMO TO: Bill Kasper Chairman, Community Development Committee THRU: Larry S. Naughten Mayor FROM: James E. Adams :j City Engineer I _! SUBJECT: DAYTON STREET IMPROVEMENT PROJECT (E2BA) The following information reflects Council authorization for project costs and actual costs: 1. COUNCIL AUTHORIZATION FOR DAYTON STREET IMPROVE"4ENTS July 27, 1982 $46,000.00 COUNCIL AUTHORIZATIONTIMPROVEMENTS FOR DAYTON STREET BASED ON FINAL ACCEPTED LOW BID $61,889.00 i Edwards Construction Co. - this was a unit price bid and more asphalt was required than estimation $63,582.76 COST OVERRUN: $1,693.76 2. COUNCIL AUTHORIZATION FOR ENGINEERING CONSULTANT July 27, 1982 $10,000.00 Reid, Middleton & Associates - these charges were due to a redesign due to a change in the Harbor Square design $18,4�Q 2.89 COST OVERRUN: $8,492.89 3. COUNCIL AUTHORIZATION FOR DRAINAGE IMPROVEMENTS PER BESELIN REQUEST, July 27, 1982 $15,000.00 City Costs: City Crews $3,757.37 Materials 1,940.73 Equipment 554.42 6,252.52 UNDER AUTHORIZATION: $8,747.48 to: Bill Kasper 14, 1984 ?2 COUNCIL AUTHORIZATION FOR PORT OF EDMONDS EASEMENT AGREEMENT, March 8, 1983 City of Edmonds Agreement Signed 3/9/83 5. ENGINEERING STAFF TIME 6. WASHINGTON STATE DEPARTMENT OF TRANSPORTATION FAiM INVOLVEMENT COSTS FOR PROJECT (REQUIRED BY STATE LAW) (Estimated) (Actual) COST OVERRUN: RECAPITULATION $18,600.00 $18,600.00 $ 1,192.20 $ 306.00 $ 426.93 $ 120.93 item Appropriated Actual Cost Over (Under) Construction Contract (less $2,400 from Al Dykes, Safeway) S61,889.00 $63,582.76. $ 1,693.76 Consultant 10,000.00 18,492.89 8,492.89 Drainage Structure at SR 104 15,000.00 6,252.52 (8,747.48) Easement from Port 18,600.00 18,600.00 - 0 - Engineering Staff Time - 0 - 1,192.20 General Fd. State WSDOT Charges 306.00 426.93 120.93 TOTAL OVERRUN: $ 1,560.00 JEA/st RE • 11* International Conference of Building Officials REGIONAL OFFICE: 17544 MIDVALE AVENUE N., SUITE 304 • SEATTLE, WASHINGTON 98133 • (206) 542-9421 BOARD OF DIRECTORS PRESIDENT JOHN E. MAULDING, P.E. BUILDING OFFICIAL LANCASTER, CALIFORNIA FIRST VICE-PRESIDENT DAVID A. BASSETT, P.E. BUILDING SAFETY DIRECTOR MEDFORD,OREGON SECOND VICE-PRESIDENT MARK R. RODMAN DIRECTOR, BUILDING SERVICES SPRINGFIELD, ILLINOIS IMMEDIATE PAST PRESIDENT JACK S. ATKINS, P.E. BUILDING OFFICIAL/ DEVELOPMENT SERVICES DIRECTOR PLACERVILLE, CALIFORNIA CHARLES CLAWSON DIRECTOR OF COMMUNITY DEVELOPMENT ARLINGTON, TEXAS PHILLIP M. HERRINGTON DIRECTOR, DEPARTMENT OF BUILDING AND SAFETY REND, NEVADA SOL J. JACOBS, P.E. DIRECTOR OF INSPECTIONS MINNEAPOLIS, MINNESOTA WILLIAM J. JUSTEN, P.E. DIRECTOR, DEPARTMENT OF CONSTRUCTION AND LAND USE SEATTLE, WASHINGTON DONALD T. MacRAE, P.E. STATE BUILDING COMMISSIONER STATE OF INDIANA INDIANAPOLIS, INDIANA MICHAEL J. NOLTE SUPERINTENDENT OF BUILDING INSPECTION EUGENE,OREGON WILLIAM E. SCHLECHT MANAGER, BUILDING, PLANNING AND ZONING DIVISION VANCOUVER, WASHINGTON JAMES R. SINGLETON BUILDING SAFETY ADMINISTRATOR TUCSON, ARIZONA RONALD R.TREMBLAY CHIEF BUILDING AND ZONING INSPECTOR SALINA, KANSAS CHARLES W. VOLZ, A.I.A. CHIEF BUILDING OFFICIAL DIVISION OF CODE ADMINISTRATION ALBUOUEROUE, NEW MEXICO STANLEY WHEELER CHIEF BUILDING INSPECTOR LIVERMORE, CALIFORNIA EUGENE J. ZELLER, P.E. SUPERINTENDENT, BUILDING AND SAFETY LONG BEACH, CALIFORNIA EXECUTIVE DIRECTOR JAMES E. BIHR, P.E. December 24, 1984 Harold Reeves Building Official 250 5th Avenue N Edmonds, WA 98020 Plan Check 1562 Project: Edmonds Athletic Club Dear Mr. Reeves: OFFICES OF JERRY J. BARBERA, RE, REGIONAL MANAGER FRANK S. NATSUHARA, P.E. REGIONAL ENGINEER I have received revised plans for the above mentioned project. The architectural plans were received last week however the commentary to my letter of November 6, 1984 was not received until December 20, 1984. The revised structural plans were received December 21, 1984. The following comments remain outstanding from my letters to you dated November 5 and November 6, 1984. For each of the particular comments left outstanding I indicate the subject and my reply. However, to make sense of it you should read the original letter, the comments back from the architect and/ or engineer and then my comment as indicated below. SITE PLAN COMMENTS 2. Extent of grading: This is for your determination. 3. Fire DeDartment approvals: This is for your determination. 4. c. H.C. curb cuts: The details should be given on the plans. d. H.C. ground sign: Ditto. 5. Sewarage system: This is for your determination. 6. Architect's signature: This should be on the plans. 7. Street address: This is for your information. 9. Valuation: Have you determined this yet? Main Office: 5360 South Workman Mill Road • Whittier, California 90601 0 (213) 699-0541 Plan Check 1562 Harold Reeves December 24, 1984 Page Two OCCUPANCY COMMENTS /2. Area justification: Because of the location of the area separation walls, The 2 portions of this building do not have yards adjacent to the interior dog - legged walls (they are as if property line were there). The designer should be trying to use an analysis such as the one shown on page 27 of the Interpretation/ Applications Manual (a copy enclosed) which if you and your Fire Department agree has to be accepted by you under the authority of Section 106. The justification shown on the plans would not be correct and the 17,517 sf portion of the build- ing is 3% too high (see my enclosed calculations). ,14. Property line walls: A 30" high parapet is required where this building is 13' away from the adjacent building to the east. Sections 1709 and 2003(a) 6. Ventilation: The minimum ventilation requirement should be indicated or the design should be submitted now. 7. a. Exits identification: This has not been done yet. b. Door hardware: None of the hardware including for the panic hardware has been specified on the plans that I can see. c. Tennis room and gymnasiums exits: This does not appear to be addressed although the architect indicates that he will be providing exterior exits --they do not seem to be shown on the floor plans however. d. Pool room exits: Doors 26 and 43 are only 35' apart (measured in a straight line not the path of travel). They should be moved a little farther apart such that 38' is between them. e. Nursery exits: The architect "agrees" with this comment however 2 exits have not been shown. /Ifs om the loun a area: This area has a tributary ooload (J� of 519'-this a ccount that the upper no longer has lounges and that 1/2 the poo to xter.ior. However, it does include an . occupant load o for Te-1at�,cn e itself, Items 4 and 23, Table 33-A, rchitect's calculations dv—e appear to include the trib y occupant load from the tennis court an a- sium as as from the second floor. This item should be addressed a exits of approximately 3'6" minimum width each is required. h. Lighted exit signs: This should be noted on the plans and incorporated into the electrical design. 8. a. Lounge in corridors: There is still a lounge area on the first floor which should be detailed. I] • Plan Check 1562 Harold Reeves December 24, 1984 Page Three b. Separation of rooms.from corridors: This still applies as the exit system has more than 30 persons in it and requires one hour separation from the rooms. Section 3305(a), last paragraph and (g) c. Corridor system: The architect says he agrees but has not done any- thing about this comment. d. Openings: Ditto. e. Doorway blocking corridors: Door 24 is still shown blocking the corridor. TYPE OF CONSTRUCTION COMMENTS 1. C. Floor ceiling assembly: The structural plans still show trusses spaced at more than 24" o.c. and therefore, this should be justified. f. Post protection: This is not shown. g. Duct penetrations: Ditto. h. Penetrations of area separation walls: Ditto. i. Door penetrations: Ditto. 2. a. Flame spread limitation: This should be noted on the plans. b. Toilet room wainscots: The room schedule on page A-3 has not been changed. c. Suspended ceilings: No details have been shown. d. Foam plastics: They are at least used for the slab insulation and possibly in the steam rooms. What roof insulation is used? These notes should be on the plans. 4. Draft stops: I do not find any details or locations on the plans. 5. Ventilation of attics: Ditto. 6. Safety glazing: Ditto. 7. a. Sprinkler s stem, 2nd floor: No additional openings have been provided and therefore a sprinkler system is required. b. Sprinklers under stairways: All 3 stairways have storage under them and the system is required. - • Plan Check 1562 Harold Reeves December 24, 1984 Page Four c. Fire Department approval: This is for your information. 8. Automatic shut off: No mechanical plans have been submitted and this item does not appear to be addressed. 9. Energy justification: This has not been provided. DISABLED PERSONS AMENDMENTS I. Ramp access: Access to the tennis courts and gymnasium from the main entry does not appear to be provided. 2. Elevator to second floor: It most certainly is required as all floors of an A occupancy require access. Anyway the occupant load is greater than 30 and Section 003 would require it. 7. Locksets and latchsets: The lever hardware is required on all doors along the accessible route of travel which is practically the whole building. 8.. Handrail extensions: This is not shown in either of Sheets A-6 or A-9 or the plan views. Ends of the rails should return to the wall.. The open step shown on Sheet A-9 requires a 112" rounded nosing and should not be overlapped more than 12". Section 3306(m) HC Amendments 9. Symbol of access: This is not shown on the plans or on Sheet A-3. 10. Visible signs: Ditto. STRUCTURAL COMMENTS 1. a. Special inspection: Again I repeat more than just taking samples is involved. b. Soil inspection: This is for your information. d. Prefabricated work in plants: Ditto. e. Truss plate trusses: Ditto. 2.. a. The floor trusses may have to be redesigned if they are required to be closely spaced because of the fire test reasons. b. Truss plan review: This is for your information. d: Top chord design: Ditto. • Plan Check 1562 Harold Reeves December 24, 1984 Page Five e. Full scale truss tests: This is for your information and probably should be required. f. Flat trusses: Ditto. g. Truss bracing: Ditto. 4. Design of the floor in the weight room: Calculations to justify this have not been submitted as yet. 5. Bearing value justification: The foundation system seems to have been redesigned for 1000 psf but a commentary from both the soils engineer and the structural engineer concerning differential settlement should be submitted for your records. 7. b. Drag struts: The engineer appears to have taken the incorrect amount of force into the drag struts and therefore requires a larger connection from both.directions. I have talked with Joe Shattler of Hudson & .. Associates and he will be redesigning it and sending you an addendum to the plans to cover this problem. c. Drag strut: Ditto. I am still holding on to the plans in ancticipation that the above items will be finally resolved and that the plans can be issued for hermit. Please feel free to call if you have any questions. Ver truly yours, J ry J. bera, P.E. Regional Manager 1jh c/Warren Lafon Enclosures International Conference of Building Officials REGIONAL OFFICE: 17544 MIDVALE AVENUE N., SUITE 304 • SEATTLE, WASHINGTON 98133 • (206) 542-9421 BOARD OF DIRECTORS OFFICES OF JERRY J. BARBERA, P.E. PRESIDENT NOVREGIONAL MANAGER NOV JACK S. ATKINS, P.E. 7 1984 FRANK S. NATSUHARA, P.E. BUILDING OFFICIAL/ November 6, 1984 REGIONAL ENGINEER DEVELOPMENT SERVICES DIRECTOR PLACERVILLE, CALIFORNIA FIRST VICE-PRESIDENT JOHN E. MAULDING, P.E. BUILDING OFFICIAL LANCASTER, CALIFORNIA Harold Reeves Building Official SECOND VICE-PRESIDENT DAVID A. BASSETT, P.E. 250 5th Avenue N BUILDING Edmonds, WA 98020 MEDFORD,OREGONTOR IMMEDIATE PAST PRESIDENT H.T."TED"WIEDENMAN, P.E. Plan Check: 1562 DIRECTOR DEPARTMENT OF BUILDING Project: Edmonds Athletic Club DES MOINES, IOWA STRUCTURAL COMMENTS. CHARLES CLAWSON DIRECTOR OF COMMUNITY DEVELOPMENT ARLINGTON, TEXAS 1 , Qual i ty control SOL J. JACOBS, P.E. DIRECTOR OF INSPECTIONS a. Special continuous inspections by deputy inspectors MINNEAPOLIS,MINNESOTA hired b the owner and approved b y pp y you are required for WILLIAM J.EN, P.E. the concrete, field welding, and shopfabricated items DIRECTOR DEPARTMENT OF CONSTRUCTION which are done in plants that you have not approved. AND LAND USE SEATTLE, WASHINGTON Section 306 (a , f) . More than just taking samples is DONALDT.MecRAE,P.E. involved and the notes on Sheet--S-7 should be modified. STATE BUILDING COMMISSIONER STATE OF INDIANA ADMINISTRATIVE BUILDING COUNCIL b. Apparently the engineer requires special inspection of INDIANAPOLIS, INDIANA the soil and footing system prior to your footing i nspec- MICHAEL J. NOLTE SUPERINTENDENT OF BUILDING ti on . This should be in writing and a copy given to you. INSPECTION EUGENE EUGENE,OREGON c. Welders should be certified by third party testing agencies RON MARK R.DIRECTOR such as those approved by WABO. BUILDING SERVICES SPRINGFIELD, ILLINOIS d. All prefabricated work such as the miscellaneous steel, WILLIAME.SCHLECHT MANAGER, BUILDING, PLANNING steel joists, steel deck, glu-lam beams, etc. should be AND ZONING DIVISION VANCOUVER, WASHINGTON done in shops approved by you by the criteria of Section DAVID R. SCOTT, P.E. 306 (f) and should be identified by the quality control DIRECTOR marks. DEPARTMENT OF BUILDING SAFETY TEMPE,ARIZONA e. Metal plate trusses should be manufactured by plants with RONALCHIEF BUILDING CHIEF BUILDING AND thequality control program such as that offered b the P 9 Y ZONING INSPECTOR Washington Wood Truss Fabricators Council (Evaluation Report SALINA, KANSAS AA579) or equivalent. Note that the individual trusses CHARLES W. VOLZ, A.I.A. CHIEF BUILDING OFFICIAL should each be stamped by their quality control stamp. DIVISION OF CODE ADMINISTRATION ALBUQUERQUE, NEW MEXICO 2. Roof framing: STANLEY WHEELER CHIEF BUILDING INSPECTOR LIVERMORE, CALIFORNIA a. Trusses may have to be on closer spacing depending on the EUGINEJ. ZELLER, requirements of 1 hour construction. q NDENT,BUILDI SUPERINTENDENT, BUILDING AND SAFETY LONG BEACH, CALIFORNIA EXECUTIVE DIRECTOR JAMES E. WHIR, P.E. Main Office: 5360 South Workman Mill Road • Whittier, California 90601 • (213) 699-0541 1�0 r Plan Check 1562 Harold Reeves November 6, 1984 Page Two 1] b. You should require the architect (engineer?) to review the truss plans to provided continuity between the two sets of plans. A written acknow- ledgement of this review should be given to you for your records. c. Most of the trusses span more than 35' and require a special design for the concentric and eccentric loads on the heels. Section .1735, UBC Standard 25-17 d. The top chord of the trusses should be justified for total shear with no reduction allowed for the depth. e. You may want to order.full scale tests for the 61'+ truss spans to verify their deflection and/or ultimate load characteristics. Section .1737, UBC Standard 25-17 f. The flat trusses should have the top physically marked so that you know which way they should be placed. g. They should be designed for reversal of stresses caused by wind uplift as the bottom chord is not braced by an attached ceiling. h. The double trusses should be either connected together at the factory or should be job assembled under continuous special inspection. 3. Connections: a. The bearing plate and connection detail N-5 should be 3/4" thick accord- ing to calculation sheet CONN 4. b. The double shear value of 2.93 k for the 3/4" diameter bolts shown in connection F-5 should be justified. Table 23-F has no values for a 10-3/4" depth. c. The side plate in Section H-5 should be 8" deep according to Sheet CONN 5 of the calculations. d. The 1/4" weld on Detail D-5 should be specifically designated to obtain full throat thickness or should be redesigned for 3/16" thickness. e. The bolt on the ledger in Section G-5 should be located within 3z" of the top to reduce the possibility of cross grain type of failure. 4. The floor beams under the weight room, sauna room and similar rooms should be specifically designed for the actual weights to be carried by the beams. 5. The assumed soil bearing pressure of 2000 psf should be justified by a soils report. ram' Plan Check 1562 Harold Reeves November 6, 1984 Page Three 6: The wall panels which carry the heavy eccentrically loaded glu-lam beams, Sections D-5 and L-6, should be specifically reinforced for the eccentric moment at the connection. 7. Lateral analysis: a. A double row of boundary nailing,§hould be specified over the drag struts. b. The amount of force into the drag struts should take into account the tributary area for this flexible diaphragm. i.e. Area II and III for north -south loading --Sheet CONN 10, etc. A redesign appears required. c. Connection detail C-5 should be justified for the drag force. The 5 rows of bolts should be reduced. Section 8.3.2, 1982 National Design Specifications. d. The single bolt connection to the glu-lam beam in Section H-5 does not appear adequate to take the drag force. e. The size of the connectors in Section P-5 should be detailed. f. The wall anchors such as shown on Section E-5 should be carried out a sufficient distance to have enough diaphragm nail value to resist the wall load. Section 2310. Wall anchors should be associated with Section G-5. g. Continuous ties associated with the wall anchors are required across the building. Section 2312(j)2 C. They will be really difficult to achieve where joists are parallel to the wall. I am retaining the plans in anticipation of calls from the architect and an sending a copy of this list directly to him to facilitate the construction process. Please feel free to call if you have any questions. Very truly yours, Jerry J. Barbera, P.E. Regional Manager ljh c/Warron Lafon l'T�C'D7+ q CQiYi adOn ro7, A BOAR. OF DIRECTORS International Conference of Building Officials REGIONAL OFFICE: 17544 MIDVALE AVENUE N., SUITE 304 • SEATTLE, WASHINGTON 98133 • (206) 542-9421 NOV 71984 PRESIDENT JACK S. ATKINS, P.E. BUILDING OFFICIAL/ DEVELOPMENT SERVICES DIRECTOR PLACERVILLE, CALIFORNIA FIRST VICE-PRESIDENT JOHN E. MAULDING, P.E. BUILDING OFFICIAL LANCASTER, CALIFORNIA SECOND VICE-PRESIDENT DAVID A. BASSETT, P.E. BUILDING SAFETY DIRECTOR MEDFORD,OREGON IMMEDIATE PAST PRESIDENT H. T. "TED" WIEDENMAN, P.E. DIRECTOR DEPARTMENT OF BUILDING DES MOINES, IOWA CHARLES CLAWSON DIRECTOR OF COMMUNITY DEVELOPMENT ARLINGTON, TEXAS SOL J. JACOBS, P.E. DIRECTOR OF INSPECTIONS MINNEAPOLIS, MINNESOTA WILLIAM J. JUSTEN, P.E. DIRECTOR DEPARTMENT OF CONSTRUCTION AND LAND USE SEATTLE, WASHINGTON DONALD T. MacRAE, P.E. STATE BUILDING COMMISSIONER STATE OF INDIANA ADMINISTRATIVE BUILDING COUNCIL INDIANAPOLIS, INDIANA MICHAEL J. NOLTE SUPERINTENDENT OF BUILDING INSPECTION EUGENE,OREGON MARK R. RODMAN DIRECTOR BUILDING SERVICES SPRINGFIELD, ILLINOIS WILLIAM E. SCHLECHT MANAGER, BUILDING, PLANNING AND ZONING DIVISION VANCOUVER, WASHINGTON DAVID R. SCOTT, P.E. DIRECTOR DEPARTMENT OF BUILDING SAFETY TEMPE, ARIZONA RONALD R.TREMBLAY CHIEF BUILDING AND ZONING INSPECTOR SALINA, KANSAS CHARLES W. VOLZ, A.I.A. CHIEF BUILDING OFFICIAL DIVISION OF CODE ADMINISTRATION ALBUQUERQUE, NEW MEXICO STANLEY WHEELER CHIEF BUILDING INSPECTOR LIVERMORE, CALIFORNIA EUGENE J. ZELLER, P.E. SUPERINTENDENT, BUILDING AND SAFETY LONG BEACH, CALIFORNIA EXECUTIVE DIRECTOR JAMES E. BIHR, P.E. November 5, 1984 Harold Reeves Building Official 250 5th Avenue N Edmonds, WA 98020 Dear Mr. Reeves: OFFICES OF JERRY J. BARBERA, P.E. REGIONAL MANAGER FRANK S. NATSUHARA, P.E. REGIONAL ENGINEER Plan Check 1562 Project: Edmonds Athletic Club Address: 160 W Dayton Ave Edmonds, WA Type of Construction: III- 1 hour Occupancy Classification: A-3 Stories: 2 Floor Area: 33,000 sf/ 12,000 Occupant Load: Valuation: $667,920 1982 Uniform Building Code Seismic Zone #3 Data and plans for the above project have been reviewed for con- formance with the Uniform Building Code and .some parts of the Mechanical Code as well as Washington State Regulations for Barrier Free Design. They have not been reviewed for compliance With requirements of federal, or other state and local regulatory agencies. Most of the following comments should be reflected as changes and notes on the plans and in the specifications. SITE PLAN AND GENERAL COMMENTS 1. It is unclear on the plan where the property lines are located. They should be clearly shown and you should check that it is a legal subdivision of land. 2. The extent of any grading should be indicated and the amount and direction of lot drainage should be shown. Sections 2903(a) and 2905(f). Roof drainage should be conducted underground to discharge into the street at the curb line such that none of it flows over public sidewalks,or other public property. Section 3207(f) 3. Your Fire Department should approve access to the site, cir- culation around the building, and fire hydrant and fire extinguisher sizes and locations. Article 10, UFC Main Office: 5360 South Workman Mill Road • Whittier, California 90601 • (213) 699-0541 i Plan Check 1562 Harold Reeves November 5, 1984 Page Two 4. Handicapped persons requirements; Chapter 75: a. Without knowing exactly where the property lines (lease lines?) are I cannot tell exactly how many HC parking spaces are required. Assuming that those on the north, south, and west sides belong to this building, then 2 are required and should be located near the main entrance. A 12'6" width should be shown. b. The parking space on the east side of the building is unacceptable unless a pathway is provided to whichever building it is for so that it does not pass into the vehicular pathway. C. The details of the curb cuts at the space should be given. d. A 4-5' high ground sign should be provided at the spaces with the international symbol of access and the words "parking permit required" printed on it. e. The international .symbol of access should be posted at the entry at•) the lot. Section 5503 5. The sewerage disposal system should be shown. 6. The architect should sign the plans. Section 302(b) 7. A street address should be posted prior to final inspection. Section 513 8. Depending on where the property lines are, pedestrian protection may be required. Chapter 44. 9. The valuation appears quite low for this type of occupancy. A complete cost breakdown should be submitted to justify it. Sections 304(a) and 423 OCCUPANCY AND EXIT COMMENTS 1. The occupancy group and type of construction should be listed on the plans. Section 302(b) 2. The area justification should also be shown. Without knowing where the property lines are, it is impossible to decide if there are sufficient clear yards around the building to justify it as a Type III-1 hour construction. In general, even with a 2 hour separation wall the justification appears to be a problem. 3. The details of the area separation wall should be provided. Note that it should be a minimum of 4 hours with parapets and openings protected with 3 hour fire assemblies. Section 505(e) . Plan Check 1562 Harold Reeves November 5, 1984 Page Three 4. Depending on the location of the real property lines or using a .property line between this building and the building to the east, it would appear that no openings should be allowed there or at best 3/4 hour assemblies would be required on this building if there are no openings on the building next door. Assuming that the windows are allowed to be 3/4 hour they still appear to be too large: Section 4306(h). Also note that parapets are required on these walls. Section 1709 5. If the mechanical room contains equipment with the largest piece greater than 400,000 btu's per hour input, it should be separated by a 1 hour occupancy separation from the rest of the building. Section 608 6. The method of providing and the amount of ventilation should be detailed. Section 605 7. Exits in general: a. The legal exits from each room and from the building should be identified on the plans. b. Doors at these exits should be openable from the inside without the use of key, special knowledge or effort and where the occupant load is greater than 50, panic hardware should be specified. Sections 3304(c) and '3318 c. Tennis room 103 and.gymnasium 102 require 2 separate exits each. Section 3303(a). One of them from each goes into room 106 which would be.'allowed by Section 3303(e) if they open directly into the whole room. However, they are confined to a very small landing area which really cannot accommodate the total occupant load. Indeed, since room 103 goes through the separation wall, it is like a horizontal exit (which may be required anyway because of the distance to exterior exit 101) which required 3 sf per occupant capacity. Section 3308(c). A redesign appears required. d. Pool room 108 requires 2 exits separated by at least 38'. Item 21, Table 33-A and Section 3303(c). The doors should swing outwardly but door 26 should not block the.stairway landing. Section 3304(b) and 3306(g) e. If nursery 220 is used like a day-care facility, it requires 2 exits separated by at least 15'. Item 10, Table 33-A f. The tributary occupant load into the areas to the south of the separa- tion wall beside the tennis courts appears to be over 500 and 3 exits separated a reasonable distance apart are required from that portion of the building. Section 3303(a). The door width should be such that approximately 3'10" clear .width is provided for each. Section 3303(b) Plan Check 1562 Harold Reeves November 5, 1984 Page Four g. There.should be a landing outside doors 1, 3, 6, and 18. Both they and the one shown outside of door 17 should be no more than 1/2" below the threshold. Section 3304(h) h. lighted exit signs are required from the tennis court area and from the main exits from the other portion of the building. Section 3314 (a). They should be lighted and the light bulbs should be on separate circuits, one of which is separated from all other circuits in the building and be independently controlled. Section 3314(b) 8. The corridors: a. The lounge areas should be detailed because corridors should not have assembly or office use within them. Section 3305(a), 2nd para- graph b. Similarly, all rooms including the upper levels of the racquet ball courts and weight room should be separated from the corridor system. c. The system.represented by areas 23, 107, 124, 215, and 221 as well as stairs 1, 2, and 3 have an occupant load such that 1 hour con- struction is required. Section 3305(g). The details of this envelope should be shown. d. All openings into this corridor system should be limited and should be protected as required by Section 3305(h). e. Door 34 blocks the.required width of Hall 221 and -should be modified. Section 3305(d). Door 24 blocks the hall from the women's locker rooms also. 9. Stairways: a. A spiral stairway is not allowed in this type of occupancy and should be replaced with a complying one. Section 3306(f) b. T.ere appears to be 12' between the floors and consequently an interior ----'landing is required in ttai•rway #3. Section 3306(i:) c. The handrails in Detail 2/A-6 are not grippable and should be redesigned. Section 3306 0 ) d. The use of the space.under the stairway #3 should be described and it should be protected to 1 hour construction. Section 3306(m). Similarly, the storage rooms under stairs 1 and 2 should be enclosed. e. Doors 7 and 8 reduce the landing width too much and the design should be modified. Plan Check 1562 Harold Reeves November 5, 1984 Page Five g. Door 19 blocks the bottom of the -landing from stairway #1. TYPE OF CONSTRUCTION, MECHANICAL CODE, AND OTHER COMMENTS 1. Type III-1 hour construction, Table 17-A, Chapters 20 and 43: a. The opening should be protected if they are within 20' of the pro- perty(lease?) lines and are not allowed if within 5' of such lines. Section 2003(b) b. The listing for the 1 hour roof/ceiling assembly.should be provided to insure that the trusses are properly protected. All the listings that I have seen require.the trusses to be spaced no more than 2' O.C. C. The floor/ceiling assembly should be similarly justified. d. There are not enough details that tell whether or not there are concealed spaces in the tennis.court roof (i.e. insulation below the sheathing). If there are then that ceiling should be protected to 1 hour construction. Section 602(a), exception 2 e. All interior partitions should be detailed to 1 hour construction. f. All posts should be individually protected to 1.hour construction. g. Duct penetrations of all ceilings and of the corridor walls (if the duct system has openings into the corridor)_should be protected by fire dampers. Section 4306(j) h. Duct penetrations of the area separation walls should be protected by fire doors (not.dampers) which are smoke detector actuated automatic closing types. Section 4306(f,j) i. The door penetrations of the area separation walls should also be smoke detector actuated automatic closing types. Section 4306(f), exception 2 2. Interior finishes: a. The flame spread of the finish materials on the ceilings and walls are limited to Class II or better. in the corridors or stairways and Class III or better elsewhere. Thin panelling and plastic laminates are the usual problem areas. Table 43-B. Also firred area are pro- blems. Section 4203 Plan Check 1562 Harold Reeves November 5, 1984 Page Six b. Toilet rooms 128 and 222 require a ceramic tile, cement plaster or equivalent wainscot also. Section 510(b). Epoxy paint'is not equiv- alent. c. The suspended ceilings should be detailed for earthquake bracing. Item 5, Table 23-J d. If foam plastics are to be used, they should be identified as indicated in Section 1712(a) and should be protected by an approved index 15 thermal barrier. 3. The 3-ply built-up roofing should be a listed Class A or B type. Section 3203(e)1. 4. The attic areas and enclosed floor joist areas should be subdivided into 3000 sf and 1000 sf modules respectively by draft stops. 'Section 2516(f)4. The location and details including attachments should be shown. 5. The method of venting the attic area•;should be shown and justified for 1/150 of the attic area. Section 3205(c) 6. Safety glazing is required for all doors (fire doors may have wire glass) And all glazing within 12" of all doors, in the sliding doors to the sauna and steam rooms, and elsewhere where the glass is within 18" of the floor and not protected on both sides (if a walking surface is on both sides)`by a guard rail. Section 5406. If the mirrors are furred off of the walls,, they are required to be safety glazing also. These items should be identified on the plans and you should look for the proper logo on them during inspection..(tempered glass does not comply by itself). 7. Sprinkler system: a. A sprinkler system is required on the second floor as there are an in- sufficient number of openings provided on the south wall. Section 3802 (b)1. However, if at least 20 sf of opening is provided on the east- erly portion of that wall this system would not be required. b. Regardless of this, a sprinkler system is required in the enclosed space under all of the stairways. Section 3802(c)4 c. The plans for the system should be submitted to your Fire Department for approval and depending on the number of heads, an approved central alarm system may be required. Section 3803 8. If the mechanical system has a 2000 cfm capacity or greater, an automatic shut-off is required. Section 1009, UMC Plan Check 1562 Harold Reeves November 5,-1984 Page Seven 9. The building should be justified for envelope, glazing, and electrical lighting budgets for Zone I. Chapter 4, Washington Energy Code; Hot water spigots in the showers and lavatories should be limited to 3 and 112 gallon per minute respectively. 10. A ladder or other approved access should be provided to the roof if roof mounted equipment is to be used. Section 710(h), UMC DISABLED PERSONS AMENDMENTS 1. A ramp access is required to the pool room, tennis courts and gymnasium. Section 402, definition of accessible route of travel. Handrails may be required depending on the slope. 2. The second floor requires an elevator access. Item 4, Table 33-A 3. The door to the toilet room 128 should swing outwardly. 4. The details of the height of the lavatory, grab bars, mirrors, etc. should be detailed. Section 511(b) 5. One shower on each floor should be detailed to show compliance with Section 511(e). 6. Any: public telephones or drinking fountains should be detailed. Section 511(c)d) 7. All locksets and latchsets should be lever operated or equivalent with the spindle located 36-42" above the floor. Section 5501-3. The door to the machinery room should be knurled. 8. At least 1 handrail at all stairways should be extended 12" beyond the upper and 22" beyond the*11ower risers. Section 3306(j) 9. The international symbol of access should be posted at the main entrance and the Handicap toilet rooms. Section 5503(a) 10. Visible and tactile signs are required at the receptions area, toilet rooms, stairs, mechanical equipment room and the elevator. Structural comments will be forthcoming. An invoice for this plan checking service based on the proper valuation will will be forwarded to you under separate cover when you have determined the correct value. 0 Plan Check 1562 Harold Reeves November 5, 1984 Page Eight I am taking the liberty of sending a copy of this list directly to the designer in order to facilitate the construction process. The designer should revise the plans/specifications, indicate on a separate sheet on which sheet or detail the corrections may be found and return them with the check prints to this office for a recheck. Please feel free to contact me if there are any questions. Very truly yours, J rry J. arbera, P.E. Regional Manager ljh c/Warren Lafon C I L- e 22, 2 _ 49 G�-- f32(D� Q ►d. 11 yG v ir. 09`�i i • 979 0Ccu10/1AJ4ey 2 �t'fnG rE,e ry 1,Ilve %i E FE R 7�p � TT % C N �' D �- � �� 2 /�U2 C� �'2iFiC.s r'.=r✓ SONOMA COUNTY SERVICES UNITY AND ENVIRONMENTAL COMMUNITY U P -C:E1 ` ED Duane Butler, Director February 25, 1981 B 2 • 1S3I BUILDING INSPECTION DIVISION ,.� Leon E. Anderson, Deputy International Conference of Building Officials 5360 South Workman Road Whittier, California 90601 Re: Clarification of Section 505a, UBC 1979 Gentlemen: We would appreciate a clarification on determining the allowable area with sideyard attached sheet (Sec 506a) based on additional area associaton the ed for the specific condition shown For Building A shown on the attached sheet (assuming a B-2 occupancy, O and Q are to form an area Type II construction and walls Q , separation wall). a) If wall p2 does notprohibit iude 2 s d yardsanse of a dnthelarea then the increase would for Building A is acceptable - 1.5 x 12,000 > 14,000 (o•k- sideyard, then Building A b) If wall p2 knocks out the s - 12,000 < 14,000 (n•g•) is over area (without any sprinklers) of walls 2 & ® such as c) Can one take a ratio of 5 crease for two ssiideyardsr to 4 / + ® times the det,enm ne a proportional amount of allowable increase? (o.k.) ( 80 / 40 + 80 )X (0.50) = 0.33 .'. 133% x 12,000 i Thanks for your time and consideration. sincerely, �i Ted Thorhaug Chief Planchecker Encl: 2555 Mendocino Ave., Room 101A 0 Santa Rosa, California 95401 8 (707) 527-2221 � j V International Conference of Building Officials 5360 SOUTH WORKMAN MILL ROAD WHITTIER, CALIFORNIA 90601 BOARD OF DIRECTORS PRESIDENT JOHN C. CANESTRO, P.E. CITY BUILDING OFFICIAL HAYWARD, CALIFORNIA FIRST VICE-PRESIDENT WILLIAM F. FUREY, P.E. SUPERINTENDENT OF BUILDING RIVERSIDE, CALIFORNIA SECOND VICE-PRESIDENT JOHN E. BOSS BUILDING OFFICIAL COUNTY OF LANE EUGENE.OREGON TREASURER JOHN E. MAULDING, P.E. SUPERINTENDENT OF BUILDING LANCASTER. CALIFORNIA IMMEDIATE PAST PRESIDENT HERBERT W. MEYER CODE CONSULTANT BLOOMINGTON, MINNESOTA JACK S. ATKINS, P.E. BUILDING OFFICIAL PLACERVILLE. CALIFORNIA DAVID A. BASSETT, P.E. BUILDING SAFETY DIRECTOR MEDFORD.OREGON CHARLES CLAWSON DIRECTOR OF COMMUNITY DEVELOPMENT ARLINGTON. TEXAS CHARLES L. GILLETT CHIEF BUILDING OFFICIAL COUNTY OF ARAPAHOE LITTLETON, COLORADO SOL J. JACOBS, P.E. DIRECTOR OF INSPECTIONS MINNEAPOLIS. MINNESOTA DONALD T. MacRAE, P.E. STATE BUILDING COMMISSIONER STATE OF INDIANA ADMINISTRATIVE BUILDING COUNCIL IN D I ANAPOLI S. IN DIANA DAVE SCOTT. P.E. DIRECTOR DEPARTMENT OF BUILDING SAFETY TEMPE, ARIZONA CHARLES W. VOLZ AIA CHIEF BUILDING OFFICIAL DIVISION OF CODE ADMINISTRATION ALBUOUEROUE. NEW MEXICO H. T. WIEDENMAN, P.E. DIRECTOR DEPARTMENT OF BUILDING DES MOINES, IOWA EDWARD F. WINTER, P.E. BUILDING OFFICIAL CEDAR RAPIDS. IOWA JACK V. WINTER BUILDING OFFICIAL COUNTY OF TEHAMA RED BLUFF, CALIFORNIA March 16, 1981 Ted Thorhaug Chief Plan Checker County of Sonoma Community and Environmental Services 2555 Mendocino Avenue Room 101A Santa Rosa, California 95401 (213) 699-0541 OFFICES OF THE EXECUTIVE DIRE=_ R JAMES E. BIHR, P.E. TECHNICAL DIRECTOR DONALD R. WATSON. P.E. SUBJECT: Area Increases for Yards in Buildings Subdivided by Area Separation Walls, Section 506 (a), 1979 Uniform Building Code Dear Ted: Your letter of February 25, 1981, brings up an interesting dilemma which occurs more often than not. I am surprised that we have not had more inquiries than we have with regard to this situation because we think there is a valid reason for not taking the hard line or the conservative approach in the interpretation of the code. We believe that some type of rationale similar to that shown in your item c) is a reasonable solution to the problem. Another calculation that has been recommended for the same situation would be to assume that yards on two sides would comprise 50 percent of the perimeter and proportion the allowable increase based on the ratio of the actual perimeter exposed to two yards to one-half the perimeter. This would give an allowable increase of 43 percent for the case shown in your attached sketch. We think that either method could be defended under the provisions of Section 106 so long as the portion of the wall exposed to the second side .yard is a reasonble proportion of the total length of the wall. This will be arbitary at best but one must realize that a long narrow building with yards at either end would also be entitled to a 50 percent increase in allowable area by the code. Therefore, it would seem reasonable that the methodology just discussed should be permitted. Sinc /ely, r Vincent R. Bush, P.E. Assistant Technical Director VRB:ev Regional Offices: 6738 N.W. Tower Drive • Kansas City, Missouri 64151 • (816) 741-2241 17544 Midvale Avenue N., Suite 304 • Seattle, Washington 98133 • (206) 542-9421 f CITY OF EDMONDS 250 5th AVE. N. • EDMONDS, WASHINGTON 98020 , (206) 7713202 BUILDING DIVISION DATE: December 19, 1984 TO: ICBO 12505 Bellevue -Redmond Road Suite 208 Bellevue, WA 98005 SUBJECT: Harbor Square Building # 6 Athletic Club LARRY S. NAUGHTEN MAYOR TRANSMITTING: Copy of response from architect dated 11/15/84 (received 12/19/84) FOR YOUR APPROVAL: FOR YOUR FILE: AS YOU REQUESTED: FOR YOUR INFORMATION: COMMENT AND RETURN: REVIEW AND COMMENT: XXX FOR CORRECTIONS AND RE -SUBMITTAL: EBD 11/83 COMMENTS: BUILDING, DIVISION Harold'Reeves Building Official .. 5 MEE Ah WARRin lA ROA - ARCHITECT DEC 19198A architecture planning Intedou III Durbin Ddva Edmandi Wo 98020 774.0580 Nov. 15, 1984 Mr. Harold Reeves Building Official City of Edmonds, 250 5th Ave. N. Edmonds, WA 98020 RE: EDMONDS ATHLETIC CLUB Dear Mr. Reeves, The following is our answers to the plan check items on the ICBO Plan Check #1562, Edmonds Athletic Club. Our drawings will be changed to reflect the items agreed upon. SITE PLAN 1. Lease lines have been agreed on. 2. Grading Permit, I understand, will be issued upon payment of the $58 Fee Roof drainage will be collected under ground. 3. Agree. 4a. Two are shown on the drawings. 4b. Pathway is provided. 4c. Details will be provided. 4d. Sign Will be provided. 4e. Okay. 5. Bldg. or side? 6. Architect need not sign. 7. Agree. 8. Predestrian access is not thru the street. 9, No Comment. OCCUPANCY & EXIT COMMENTS 1. Agree. 2. Drawing submitted. 3. Wall detail will be shown. 4. Set -back is 131 - windows are allowed. 5. Nothing that large. 6. Mech. Contr. will supply. 7a. Agree. 7b. Panic hardware will be called for. 7c. Additional exit can be provided directly to the exterior. 7d. Agree. 7e. Agree. 7f. I calculate a load of 144 occupants in Tennis and Gym at 180 occupants resulting in 6.5 ft. of exit width. 7g. Sidewalks or conc. pads are shown on drawings. 7h. Agree. Page Two 8a. The lounge areas are to be eliminated. 8b. Unless additional exits are provided. 8c. Agree. 8d. Agree. 8e. They will be modified. 9a. Change spiral stairway to Circular. 9b. Shown on drawings. 9c. Agree. 9d. All areas are one-hr. constructed. 9e. Can be modified. 9f. Can be modified. TYPE OF CONSTRUCTION la. Gym window can be protected. lb. We will comply with 1 hr. roof/ceiling assembly. lc. Agree. ld. Deck is exposed. le, lf, lg, lh, & li. Agree. 2a. Agree. 2b. Shown on plans. 2c. Agree. 2d. If used, Agree. 3. Class "B" will be noted. 4. 5. 6. Agree. 7a. Openings will be provided. 7b. There will be no enclosed space. 7c. Sprinklers not needed. (See 7b) 8. 9. Mech. Drawings shall indicate. 10. Shown on drawings. DISABLED PERSONS AMENDMENTS 1. Ramps are required. 2. Elevator is not needed. 3. Okay. 4. Will be shown. 5. One shower will comply. 6. D.F. will be shown and dimensioned. 7. Hardware schedule shows lever operated @ HCP area. 8. Shall be shown. 9. Symbol will be shown. 10. Signs will be shown. I am looking forward to sitting down with you and reveiwing the above items. tS;i nc Warren LaFon lnternatio. nal Conference of Building Officials WHITTIER, CALIFORNIA 90601 (213) 699-0541 5360 SOUTH WORKMAN MILL ROAD OFFICERS PRESIDENT V ICTOIt L TAUG H E R. P.E BUILDING OFFICIAL COUNTY OF ALARN A HATwARD.CA4 FIRST V,0E.PR ESI DENT JOH N J. MCKIN NON BUILDING AND SAFETY DIRECTOR TORRANCE. CAUFORNIA SECOND VICE-PRESIDENT HERBERT W_ MEYER CODE CONSULTANT BLOOMINGTON.µINNESOTA -- TREASURER WILLIAM F. FUREY. P.E APINTENDENT OF ER.SIDE. CAUFORNIAING R V JUNIOR PAST PRESIDENT GAYLORD C. DOWD. P-L AS,5ISTANT DIRECTOR CpMM NITYDEVELOPMENT DEPARTMENT KALAµAZOO. µICHIGAN DIRECTORS JOHN L BOSS BUILDING OFFICIAL COUNTY OF LANE EUGENL OREGON H_ T. VIED EN MAN, P.E. DIRECTOR DEPARTMENT OF BUILDING DES MOINES.IOWA EDWARD F. WINTER. P.L .BUILDING OFFICIAL CEDAR RAPIDS. IOWA JOHN C.CANESTRO - - CrTY BUILDING OFFICIALHAYWARD. CALJF ORNtA ROBERT B. FELDNEILP•E. RJL SUPERINTENDENT OF CENTRAL INSPECTION WIcHrTA. KANSAS HERBERT W. STREET CHIEF BUILDING INSPECTOR LIVERMORE,CAUFORNW yy.LUAM F. FUREY. P.E. SUPERINTENDENTOFBR SING RI'�ERSIDL CAJJ LESTER E. PAIGE. JR. BUILDING OFFICIAL FORT WORTH. TEXAS DAV E SCOTT. P.L DIRECTOR DEPARTMENT OF BUILDING SAFETY T EM P L ARIZON A October 20, 1978 Arvid N. Norman Plan Check Engineer County of Yolo Building Inspection Department 1520 Merkley Avenue W. Sacramento, CA' 95691 uirements for Unlimited Area, Section Subject: Yard Req 506(b), 1979 Uniform Building Code OFFICES OF THE EXECUTIVEDIREr 041 T. H. CARTEIL P.L MAN AGING DIRECTOR JAMES L BI"kPJL TECHNICAL DIRE --TOR D. R. WATSOK.P_E- Dear fir. Norman: . our letter received October 3, 1978, and as In reply to y discussed in our telephoneationatipltho ghtSection 506(b) we offer the following info Streets, or yards, and does makes reference only to public space, ts between adjoining oO building, not specifically menti suchseasements-couldbeconsidered to it is our opinion that The tion. satisfy the intent of the secbindin documents tablishingtosinsure f any such easements should be sufficiently g building for which yards their existence for the life o must be provided by means of said easements. Since it is the intent of Section 506(b) that permanent open space be maintained Q an means used to provide such space for around the building, Y the life of the buildings involved would be considered acceptable- 0 e- We have not attempted to review the various with youreletter,since Wets, along etc., which you forwarded to us g believe such a review is a legal question which should be our county counsel. Certainly such easement referred to y agreements should have a proper legal review, and should, o course, be recorded. our question. Should We hope that we have fully, answered Y lease do not hesitate you have need for additional infoh rein the supplemental to contact us. We are returning our letter. information sent as attachments to Y _ Yours ly `Paul She Y Plan Check Engineer PS:ds:ll Enclosure Reeiorlffices: 6738 N.W. Tower Drive •Kansas City, Missouri 64151 (816)741-2241 Al O _ r—h.mhus_ Ohio 43221 • (614) 48"781 International Conference of Building Officials 5360 SOUTH WORKMAN MILL ROAD 9 WHITTIER, CALIFORNIA 90601 (213) 699-0541 BOARD OF DIRECTORS PRESIDENT WIWAM F. FUREY, P.E. SUPERINTENDENT OF BUILDING RIVERSIDE. CALIFORNIA FIRST VICE-PRESIDENT H. T. WIEDENMAN, P.E. DIRECTOR DEPARTMENT OF BUILDING DES M004ES.1OWA John Kintz Chief Building Inspector City of Roseville 316 Vernon Street Roseville, CA 95678 June 11, 1982 SECOND VICE-PRESIDENT Subject: Yards for Unlimited Area JACK S. ATKINS, P.E. Section 506 (b) BUILDING OFFICIAL PLACERVILLE. CALIFORNIA 1979 Uniform Building Code TREASURER JOHN E. MAULDNG, P.E. SUPERINTENDENT OF BUILDING LANCASTER, CALIFORNIA IMMEDIATE PAST PRESIDENT JOHN C. CANESTRO, P.E. CITY BUILDING OFFICIAL HAYWARD. CALIFORNIA DAVID A BASSETT. P.E. BUILDING SAFETY DIRECTOR MEDFORD.OREGON JOHN E. BOSS BUILDING OFFICIAL COUNTY OF LANE EUGENE.OREGON CHARLES CLAWSON ' DIRECTOR OF COMMUNITY DEVELOPMENT ARLNGTON,TEXAS CHARLES L. GILLETT CHIEF BUILDING OFFICIAL COUNTY OF ARAPAHOE LmLETON. COLORADO SOL J. JACOBS. P.E. DIRECTOR OF INSPECTIONS MNNEAPOUS. MNNESOTA DONALD T. M&CRAE, P.E. STATE BUILDING COMMISSIONER STATE OF NDIANA ADMINISTRATIVE BUILDING COUNCIL NDIANAPOLIS. NDIANA MARK R. RODMAN DIRECTOR BUILDING SERVICES SPRNGFIELD. ILLNOIS WILLIAM E. SCMLECHT MANAGER. BUILDING, PLANNING AND ZONING DIVISION VANCOUVER. WASHINGTON DAVID R. SCOTT, P.E DIRECTOR DEPARTMENT OF BUILDING SAFETY TEMPE. ARIZONA Dear Mr. Kintz: . OFFICES OF THE EXECUTIVE DIRECTOR JAMES E. BIHR, PZ TECHNICAL DIRECTOR DONALD R. WATSON, PZ In reply to your letter of May 27, 1982, we offer the following comments: In principle, we see nothing wrong with considering the building as a single structure for purposes of applying Section 506 (b) for unlimited area. The division of the building by the creation of separate parcels does not alter the degree of hazard which might be expected for a building of equal size and use not so divided. Two items which we would consider important if such a parcel division is provided are: 1. 2. CHARLES W. VOLZ, AIA CHIEF BUILDING OFFICIAL :ION OF CODE ADMINISTRATION .LBUOUEROUE. NEW MEXICO STANLEY WHEELER CHIEF BUILDNG INSPECTOR PS:ng LIVERMORE, CALIFORNIA The wording of any proposed deed restriction should be reviewed by the City Attorney to be sure that it properly reflects the intent of the code relative to: (1) the maintenance of open space (yards), (2) use of building and (3) maintenance and repair of the building or portions thereof. It is important that the city be a party to any deed restriction in order that the restriction may not be terminated without the knowledge and concurrence of the buildine official. Obviously if such an agreement is permitted, the building department's record keeping practices will have to be such that the department will now and in the future be aware of the conditions and restrictions imposed upon the building. (We have enclosed a copy of a letter to another jurisdiction which discusses a parallel situation.) Automatic sprinkler controls should be located where they are acces- sible to all three owners. Very t yours, r Paul Sheedy Staff Engineer, Plan Check Enclosure Regional Offices: 6738 N.W. Tower Drive • Kansas City, Missouri 64151 • (816) 741-2241 1 iSAA AAIf v21P AVPnIIP N CUIitP 2n4 • SPnttIP Wachinrtnn 98133 0 (20r,1 542-W21 L�`r•�F•'RpJfi- g CITY OF ROSEVI LLE %.A�..•�o Building Division Eo a� 0 316 VERNON STREET • ROSEVILLE, CALIFORNIA 9%78 • PHONE (916) 7E19151 May 27, 1982 International Conference of Building Officials J VJ 5360 South Workman Mill Road '� 198Z Whittier, California 90601 d•C,8 Attn: Paul Sheedy Dear Mr. Sheedy: A project has been submitted to my office for plan check and I need an interpretation of Section 506(b) Unlimited Area. The project submitted is a 125,000 square foot type 5-N sprinkled build- ing with a 60 foot separation surrounding the total project that houses a B-2 occupancy for retail sales. I have no problem with this part. They have submitted a parcel map that breaks this building project into three parcels or three separate buildings containing one at 75,000 square feet, one at 38,000 square feet, and one at 12,000 square feet. The two smaller buildings are acceptable but the larger building containing 75,000 square feet is over area because the new property lines have eliminated the 60 feet of separation on two sides. The three owners have agreed to file a deed restriction that would control the use of the property as if it were under one ownership. If the deed restrictions are written that would control all three parcels as one parcel, could I use Section 506(b) Unlimited Area, even though there are property lines around the buildings? Respectfully cc: Dick Davis a John A. Kintz, Chief Building Inspector JAK/ps INDUL PARK_ 1 D �E� ��z�� BUII-o1NG 5ETE3AGK #�-n2oP�T`l 3 I c !� �GT1 Otil a - �ECp�p RI HARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS ) ' 1605 12TH AVENUE • SUITE 18 SI:ATlIE-1, WASHINGTON 98122 206-324-6160 November 15, 1984 Mr. Harold Reeves Buildingg Official. 250 - Sth Avenue North Edmonds, Washington 98020. Re: Edmonds. -Athletic, Club Dear Mr. Reeves, The following is in reponse..to your structural comments November 6, 1984: 1. Quality control: Items a) through e) have been incorporated in the general notes. 2. Roof Framing:. Items b) through g) have been incorporated in the general notes as it manufacturer to fabricate in.accordance with UBC standard 25-17, Part V...". Item h), the double trusses will be fabricated at the factory. 3. Connection: Items a), b), c), have been corrected and revised on drawings. Item d) the 1/4". weld -has been designated on drawings. 5.. The assumed soil bearing pressure of 2000 pounds per square foot (psf) is presently being investigated by the.consulting.soils engineer. i 6. Calculation sheets PC-19 to PC -24 show eccentric load calcula- tions on wall panel." z 7. Lateral Analysis: For Item a) sheet S-7 indicates the roof nailing diaphragm -over the entire roof, including the drag struts. For Items b) and c) the drag strut forces were taken as follows: 1) It is assumed Areas III and IV of the calculation act as a single diaphragm ajad drag directly into interior panel along grid E, therefore, only 1/2 of Area II. would drag into the drag strut in the North -South lateral direction. (continued) T Mr. Harold Reeves i November 15, 1984 Page Two 7. Lateral Analysis: Items b) and c).continued: 2) It is assumed.Areas II and III act as a single diaphragm and'drag directly into interior panel along grid 3Q , therefore, only 1/2 of Area IV will drag into the drag struts in the East-West lateral direction. Items d) and e) have been corrected and revised on drawing. Items f) and g) have been reanalyzed and corrected for wall anchors and cross ties associated with wall anchors. To achieve cross ties where trusses are parallel to wall,a subdiaphragm was created to distribute the shear into the " main diaphragm, then tied into the main ridge beams and' side walls. This beam will act as the cross tie through the building. Should there be any :questions about these responses, please feel free to contact me. Very truly yours, Franklin P. Labrador,, Project Engineer FPL:dh �, H 'E M Pe I L L '. oNSLItoNG ENGINEERS : P R E L I M I NARY SO I L.": I NNE.ST1 6XT•1 0N."...' F�'0R THE PR0P0SE,D >- ' Zr E,D.M4NDS ,.ATHLEwT�I`C f�; �_» `..s 5 r �:.' CJ'f � Y ;A J #y _j'i -55 ' \ t A• , �t rl t�(�._4+.� . f�} ('F Lu F OR m -1 0 ;? • '' PUGET WE:ST CORPORAT 1 O:N m ,�: tfI 4 m .2 O I(�I 1It I ! (( 11l Nei ;* Cl +_ w Z a m f f ,fff,fl ! w I 1- tc -i E111T w 2 9 w aLu � U - Z 0 za w w 1 0 U Z F• LL N ¢ ? PROJECT NUMBER.--926 � _ LL' a 4• O'CTOBE.R,:. 1984: 12813 N. E. 36th STREET • BELLEVUE, WA. SB005 • (2061 B83 3924 LOCATIONS OF TEST PITS Ll 8 October, 1984 Project No. 926 Reference: Proposed Edmonds Athletic Club Harbour Square #6 Subject: Soil investigation The purpose of. this report is .to present:, soil data from 5 test pits conducted on the site of the proposed -Edmonds Athletic Club, Harbour Square #6.- Also included in this report are preliminary recommendations for foundations. The soil data and foundation recommendations are for the use of Puget West Corporation to help to determine potential costs for the construction of the Edmonds Athletic Club. HEMPHILL did not conduct a complete geotechnical' investigation and analysis, therefore foundation' recommendations are general and do not include specific recommendations for conducting excavations, and do not include instructions and procedures for conducting settlement studies, or recommendations for backfill material and compaction control *for structural fill, preparation for floor slabs, preparation for paving, drainage requirements, and all other geotechnical considerations. At the time of the test pit investigation, an employee of Ruget West Corporation conducted a surve to determine the elevations p survey,to locations of the test pits.. FIGURE 2 LOGS of TEST PITS DEPTH TEST PIT 1 0 BROWN 1 LOOSE FINE SAND 2 ---------- GRAY 3' OS FINE SAND 4 ---------- PEAT 51 --=-------- GRAY .6 SOFT SILT 7..- LEGEND: TEST PIT 2 TEST PIT 3 :.TEST PIT 4 TEST PIT 5. DEPTH BROWN $GRAY - : BROWN FILL:, FILL LOOSE LOOSE- ----------- -------- 1 FINE SAND FINE ---------- • ---------- _. 2 GRAY GRAY FIRM LOOSE 3. SANDY SILT FINE SAND GRAY GRAY -- * TRASH $ PEAT - -- PEAT * MEDIUM DENSE FINE- SAND MEDIUM DENSE, FINE SAND 4 ---G--- - --- ^-- 5. RAY GRAY FIRM SILT FIRM SILT. 6 1.7 TOP OF TEST PIT l _J Figure 1 shows the approximate locations of the test- pits. Figure 2 shows the logs of the test pits, and the depths of the different soil strata below the ground surface at the time of. the investigation. Based.on,-the data recovered from the test pits, HEMPHILL presented:.verbally to Rick Fletcher the following preliminary recommendations for treating foundations: 1. Preload the pool area with 2 feet of fill above the proposed final grade of the base of -the pool. Settlement markers should be established, and elevation readings should be conducted prior .to placement of fill, - immediately after placement, and every day for the first week.. Further measurements should be conducted in'accordance with recommendations by HEMPHILL after the, data, has been analyzed. If significant settlement occurs, then additional preloiding might be required to increase the safety factor against unacceptable future settlement, and to increase the rate of settlement. 2. Those portions of the building floor that will receive fill to be raised above the present ground surface should be measured for settlement by placing settlement markers prior to the placement of the fill, and reading the elevation of the settlement markers before and after the fill is placed, and every day for 1 week. Additional elevation readings should be conducted in accordance with recommendations by HEMPHILL after the data has been analyzed. Construction of floors cannot commence until the settlement marker data reveals that any settlement is minimal, or that any future settlement will be acceptable. If significant settlement is recorded, then additional preloadi-ng will be required to induce settlement equal to building dead and live loads, and to increase the rate of settlement. :.r. H F M P H I LL Additional fill will be required to replace the settlement if ` :.`•, ' significant settlement occurs. Footing placement will then be* in accordance with analyses '1 conducted by HEMPHILL after the settlement readings have. been a obtained. a ;; 3. ' . Footing excavations along the southwest side of the building should be over -excavated: to the bottom of the peat, and then backf illed with structural fill to the proposed bottom of the footings. 4. At the northeast end of the site, where peat was not encountered, the footings should be placed on the original medium dense gray fine sand below the loose brown sand fill V material that had been placed recently.. 5. .. Footings along the' northwest and southeast end of the site',,.:, will blend from over-e'ucavating, to below the peat: and, backfilling with structural fill at the southwest end of the' site, to placing the. footing directly on the original medium. dense gray fine sand at the northwest end of the site. The transition should be. determined by HEMPHILL. at the time of construction, and after preloaded areas have' been analyzed.. H HE Dale C.. Hemphill, P.E. O•••.•pE WAS* << �W rs o• 044 A iste�� Registered Engineer No.• 14777 6,e►'�. n .• 9 9 � State.of Washington FSS�QNALE�6 ,. meµ` H F= M P, I-� 1 PUGET WESAORP. P. O. Box 669 Edmonds, WA 98020 Phone 774.2712 TO City of Edmonds [L[E-TU* OF URRASOMOUML DATE - -8 JOB NO. 84-09 ATTENTION Hal Reeves RE: Harbor Square Bldg. #6 GENTLEMEN: WE ARE SENDING YOU gXAttached ❑ Under separate cover via ❑ Shop drawings ❑ Prints ❑ Plans ❑ Copy of letter ❑ Change order ❑ ❑ Samples the following items: ❑ Specifications COPIES DATE NO. DESCRIPTION 3 12/4/84 Structural Drawings THESE ARE TRANSMITTED as checked below: REMARKS X[XI For approval ❑ For your use ❑ As requested ❑ For review and comment ❑ FOR BIDS DUE ❑ Approved as submitted ❑ Approved as noted ❑ Returned for corrections 19 ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints ❑ PRINTS RETURNED AFTER LOAN TO US These drawings are based on 1000 lb. S.F. soil conditions per your meeting with Ken fiovde on 12/4/84. If you have any questions please call. COPY SIGNED( — If enclosures are not as noted, kindly notify us t once. CITY OF EDMONDS BUILDING DEPARTMENT Apartment & Commercial Plan Review Checklist PROJECT kA Ati?-o P- SQu AP2E ATIET�c- cu V E3 DATE RECEIVED PRELIMINARY FINAL PLAN ADDRESS OWNER ARCHITECT L.1� TotJ — PHONE USE A -3 FIRE ZONE TYPE OF CONSTRUCTION CODE 1 qg2 OCCUPANCY (501) A--S NO. STORIES I-N�f2- OCCUPANT LOAD 1. AREAS & VALUATION BASEMENT SQ.FT.@ SQ.FT.= $ 1st FLOOR SQ.FT.@ SQ.FT.= $ 2nd FLOOR SQ.FT.@ SQ.FT.= $ 3rd FLOOR SQ.FT.@ SQ.FT.= $ OTHER SQ.FT.@ SQ.FT.= $ TOTAL: $ MODIFIED TOTAL: $ 1, Z( ( iaoo PERMIT FEE: $ 333(o 2. PLUMBING NO. FIXTURES PLAN CHECK FEE: $ 21G a FIXTURE UNITS DISTANCE TO METER METER SIZE BUILDING SUPPLY SIZE PER141T FEE $ MATERIAL 4/77 asd -1- ♦ �• ENGINEERING i i CITY OF EOMONOS P R O J E C T CrvK UNTO - (O40NOS. WA4M*41pN M" SINGLE FA14ILY MULTIPLE COMMERCIAL C H E C K i I f v z w w z a z w S w r 1� PROJECT NAME JJ H/1/2 ADDRESS ,IX12 Gt/ ACCESS SLOPE AND VEHICLE ACCESS DRAINAGE PLAN STREET FILE LEGAL DESCRIPTION VERIFICATION ,QUIT CLAIM/DEDICATIONS EASEMENT - PUBLIC/PRIVATE CALCULATE SEWER CONNECTION IF NO LID / STREET PAYING REQUIRED Alll( Doi CURB AND GUTTER REQUIRED SIDEWALK REQUIRED CURB CUT FOR DRIVEWAY.REQUIRED I - -�-1 RIGHT-OF-WAY CONSTRUCTION PERMIT REQUIRED �^ BOND REQUIRED FOR PUBLIC IMPROVEMENTS -�" STREET NAME SIGN REQUIRED OTHER SIGHING REQUIRED '�� EXISTING WATER MAIII SIZE g �� WATER MAIN REQUIRED �(/�� SERVICE LINE REQUIRED 2" HYDRANT SIZE EXISTING PUBLIC WORKS REVIEW LIST CONTACT NAME & TELEPHONE NUMBER (ADDITIONAL COMMENTS ON BA( HYDRANT REQUIRED PER FIRE CODE y/,q SIZE CROSS CONNECTION INSPECTION V,rC WATER LIFTER CHAR, RE UIRED 9,�OD, REVIEW BY - DATE g (ADOITIONAL COPKNTS ON BA ¢ SANITARY SEWER OWING NUMBER FILE Ntl18ER w SIDE SEWER AVAILABILITY � SANITARY SEWER COIHECTIOII FEE REQUIRED w so OPEN DITCH EXISTIIIA } REWIRED : CC CULVERT REQUIRED AE2 �jO�D�v �L.��fS SIZE y. H CA1CH BASIN REQUIRED << '` '� INDICATED ON SITE PLAN z SMOULDER DRAINAGE MAINTAIN COLLECTION ON SHALE OPEN RUPNKF ao wINHDIE RCQuIaEO ^ " �'/ INDICATED Or SITE PLAN O SOIL CONDITIO MA C LD CHECKED H / p W P.EYIEW BY ['ATE ! �d �� . (ADDITIONAL COMMENTS ON RAC 244' FL:,/\V000 on OF 25. OFF5F-T HN - Gr- "MhOtow M7 IRL155 5m v &i 15LKG MIL MA Av 44 TCf WI, A A( AM Ll 7 P. -'.PANEL I W REV - SECT ION C- 5... 4x8,. Tof M-A-rF- :4, 4-4 04. 4tM. -tv .. REV SECTION N-5 TEL (206) �24-6160 RI EEARD HUDSON & ASSOCIATES, INC. ..CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 U7,%i-ry P lvAqpv\!r7nN 0 N P5 &-rl4 LE 7 IC eLVS WMONC* j WA.- WAIME-0 LAFjPW ArRCJ41TMC-r- D"ATEi 12126194- 4 P pn ED BY PLANNING n EC Ai M i f4 A-fF 7-6VA L, NOV 3 0 2000 c)e-VELOPMENT SERVICES CTR. CITY OF EDMONDS owool oo/ A SoACO Z70 il� -,::k9 rn T�4 -Ylw� 160 W DAYTON ST FOLDER 2 ADDRESS: Ito 0 �N�y� � � I) �- TAX ACCOUNT/PARCEL NUMBER: Zl h s " -O t o - g� BUILDING PERMIT (NEW STRUCTURE):��/,� COVENANTS (RECORDED) FOR: CRITICAL AREAS: I DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #' S: Ab6— l." l -(kEL� ; &pb-N-AEi� DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: i PERMITS (OTHER): e�-✓CJ�/ PLANNING DATA CHECKLIST DA SCALED PLOT PLAN DATED: i i 1,�MD SEWER LID FEE LID #: SHORT PLAT FILE: LOT: BLOCK: 1 SIDE SEWER AS BUILT DATED: 125 SIDE SEWER PERMIT(S) #: 7/rv�( J SOILS REPORT DATED: STREET USE / ENCROACHMENT PERMIT WATER METER TAP CARD DA OTHER: ,t � 1 - T.i, 5. y -� t-. N ,+�:: � : - . • 1 r � r > I a, 'jwyfli lri•'t..t � .i. WIN y •`t. �+�.u:_'.,. ,.C' is :=l-. r~«+eE La }t {- I liF .: n:,.....�� ) r.w l•'..L;'c..C.S•< 7' . .'". 1 r .•�! ^ F h,A �.,�f •CPIs • �i 4t B F, ggE " PERMIT g j I CITFN `'ZDMONDS• �: EDNe�SGU4{'S . ` ;CONSTR C7{-ERMIT' APPLICATION ( me . E (OR A E OF I1USItlESS) . • :+ - - I}DORti88,• YN sY 8y8DIV,&ON NO L NO W MAILINO ADDS - o I•• I - - �•. - / I . :ELEPH N NhIMOEP ' PUBUO P.�1MT'Of. WAY PER OFfICIAL STREET MAP. - _ - I NAME`.: I �•� �' 'PROBPOSOEDr EOUIRED DEDICATION �.� ` i\"Y •' "RIGHT O► WAY'CON{TRl1C7(SN PERMIT REQUIRED II ' ADDRESS STREEY.UBEPfiRMIT REOUIREDQ - Vr I f +• \ ... CITY .. - - -- 9EE�ENDINEEAINO MEMO GATED_•_._^_ TELEPHONE NUMBER ('��L BEE PIW DEPT. REVIEW�CHECK UST DATED 1 ...1 I `�ivf1/T.1v'Nvs ^OS�p REMARK!, a NAME.' t - .• I I . E ,. ADDRESS ,1,1 a r 1 LJ•a •A `R O •. AA - METER WE "BUILDING SUPPLY. SIZE \FUITURE UNITS GTV• TEL PRONE MBER �� E REMARKS STATE LICENSE NUMBER CITY LICEN$&AUMBER + SIGN AREA ENV. REVIEW � J�rADe NO• :I •ALIOWEQ dROPOSBD COMPLETE E%EMP7 ' Legal Oa Crip Ion b Properly, . Dclude all easements (show tTllow of attach four-coples) • I sNoa IN e . •. 0 ty � �(K VARIANCE OR CU PLA NINO RE Ew•BY, - DAY rVVJ S YAROS C .• % 177 LOT COVO z 3 TE_ , %�T SIDE 'REAR L MARK - .. ,'fI LLI.L NEI! D RESI NTIALLl PLUMBINO .. D ADD/ALTER •NON. , pEN" • D 'MECHANICAL • I e DREPAIR 11 'D RETAINING WALL D SIGN SIB P6RfOtL1AN►IcE BOND RL64p EXCAVATE FENCE CHECKED OY TYPE OP CONSTRUCTION -CODE HEIGHT 'r - D DEMOLISH D• OR FILL D 1___xF7f, IC -go u ,�'�'Ir I LL�IR�jC 1�� A DPRE -MOVE E IPN' SWIM 'SPECIAL INSPECIAR AREA tt1.TTT ___OCCUPANCY A`•� OCCUPANT COMPLIANCE INSP. ,. D POOL REOUIRED 'GROUP. A - + t O YES :- NO . Z ;oAD. . ,.D SIDE SEWER D WNTER LINE D ARKS . / _ _ Q . O D TNER►�AL i NSA I— Pl r(L I :,5TaS' COD c n ' • + s rt - wa NUMBER OF STORIES NUMRFROF. IF.E T �Mo' pA1�ED m ° UWtLLINui - .. NATURE.OF WORN TO OF DONE IATTACH PLOTPLANI _ PItO�j• ��SS + 1�•SI��IONS EGA ' VALUATION PLAN CHECK FEE ' t, .. .. eliILOING . PLUMBING .yt•'+'R� MECHANICAL ti ' This Permit COvers work to be done on private prop B fly ONLY. GRADINGiFRA Any construction On the public domain (Curbs, sidewalks, • - : driveways,. ma rq Lees, etc.) will require separate permission. Permit Application: 1WDays Permit'Limit: 1 Year • Provided Work is Started Within.180 Days . :'Applicant, on behalf of his or her spouse. heirs; assigns and ' v'successors' in interest, agrees,to indemnify, defend and hold 1 . harmless the City of Edmonds,. W hington! IN officials, VOu ,410 ' aemployees, and agents from any and Ulf Claims for. drapes Oi- r ' .whatever nature, arising directly Or indirectly from the Issuance h �C • {� • z Of this •permit. Issuance of this permit shall not be deemed t0L. _ i° modity, Waive or reduce any requirement of any city ordinance ' not limit in any way.the Clty'9 ability to enforce any ordinance TOTAL AMOUNT DUE provision." 33 t 1 hereby acknOwlbdge that I have read this application; that the '• a IatofmaUon givery'la correct; and that) am Ice owner, or cite duly AT7ENTIVN .' APPLICATION APPROVAL ' f BulhorizQd agen( of the.owner, I agree to comply,'wlth *City and' `'• � 'THIS T PER }T 7nl! application U nqt • permit. until - State laws regulating construction; and In doing the work autnodz- AulryoRl_�' � ' ad lheretiy, nO.person Will be entiployed m violation of the Labor, ONLY TIE' algned by the'Bullding,Offkiaz W his Code. of Me Slate of Washington relatingto Workmen'sComponba%, WORK, NOTED Deputy; and leas-io speld, and receipt IB - tiorvinsur' acknowledged In space p7tylded,, ' SIGMA ER OP -GE. T INSPECTgN•• a L t I' 0 ATE sIGNE DEPARTMENT ."• • • ' ' .. r GI TY OF OFFICIALS ewNATURE' y' '..L` ,E'MONDS / •(j'ifuo /rt ,1^.u•N y� a 77t 3202.'� DATE ' 'ATTTEN'�ION' _ IT IS UNFASyyQUL' TO USE OR OCCUPY. A -BUILDING -OR STRUCTURE ' •- UNT1L'A .F114A1. INSPECTION HAS BEEN MADE AND APPROVAL OR A ORIGINAL —File ELLb1N —Inspector 1 .a ! A CEf�TIFICATE, OF OCCUPANCY ,HAS BEEN GRANTED: UmC'NOV +'���y ' CNAP7 A 7. PINK — Owns OOLO — AssitawF } + r 1 4 r vt 7D•,•, t ••yyI � • . J ° >� 1 a �tM �'�w''Ai FL�'TK�k�. - I• �n. .1 ..e .. �i I i t rI i I'r� • Cn...q. I ..+ . j ! 1 Yf r I i - i `7 uw1 ' _ ' Sl nM'•✓ ....ram"`�•• .. ,. .... ♦ 4.4A,A� RtCORD' OF INSPECtiONS --�Q FOUNDA-nON ` House •�1�, ,. Porchespiers Ntainiri walls.. lS ira e, carpor. .. .. PlU.-M8lNG :, ,,; t;r:: � _>•.: r ;'.r;; •: . Ungiar ^� � `K7 y a! ,s.Z � , T •��. r Water se�e 77 ci ` HEATING SYSTE?11' • ! , , .FRAMING WALLBOARD FINAL 14. 'tic. 1169 , To: From: Date: Subject: CITY OF EDMONDS 121 5`h Avenue North, Edmonds WA 98020 Phone: 425.771.0220 • Fax: 425.771.0221 • Web: www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT • PLANNING DIVISION ADMINISTRATIVE DESIGN REVIEW Street file for 160 West Dayton Street (Harbor Square) Gina Coccia, Associate Planner STREET FILE September 15, 2009 Administrative Design Review STAFF DECISION for BLD-2009-0530 BLD-2009-0530 Project Proposal Tenant improvement: the addition of new canopies over the existing entry ways and an interior remodel of the existing second floor at Harbor Square. Also includes landscaping maintenance near the entries. Property Owner I Harbor Square Athletic Club / Port of Edmonds — 326 Admiral Way, Edmonds 98020 Applicant I Warren LaFon, Architect — 849 Puget Way, Edmonds, WA 98020 Design Review Process As part of the City's review of the building permit referenced above, staff design review was required per ECDC 20.10. Because the building is located in the General Commercial "CG" zone, the design standards in ECDC 20.11.030 apply in addition to those in 16.60 and the general criteria found in the Comprehensive Plan. Design review for a remodel is considered a Type I decision subject to the requirements of ECDC 20.01.003. Findings & Conclusions 1. Scope. New canopies over the existing entryways at the Harbor Square building have been proposed, as well as an interior remodel of the second floor and some new landscaping (maintenance). 2. Environment. The project was determined to be exempt from State Shoreline regulations because it is well over 200' from the shoreline. The project was determined to be exempt from the State Environmental Policy Act (SEPA) under WAC 197-11-800(3). The project was determined to be exempt from critical areas studies, because the new entry canopies are within the "developed footprint" of the site pursuant to ECDC 23.40.220.C.3 (the "marsh" is over 100 feet away to the south). The Jay Group has submitted the landscaping plan for review. 3. Design. The new canopies have been designed to compliment the existing building. The colors are neutral and the remodel proposes cultured stone wainscoting, new second story windows, a basalt fountain and some enhanced landscaping near the entries. The new covered walkways will be beneficial for pedestrians during inclement weather. ECDC 20.11.030 contains general design criteria for proposals going through the "general" design review process. Elements of building design include encouraging colors that avoid excess brilliance (20.11.030.A.2), landscaping,shall enhance the building design (20.11.030.B.2), and the use of multiple materials (20.11.030.A.4.a.v). L:\TEMP\Gina\BLD\2009\2009-0530_HarborSquare-ADBmemo.doc Page 1 of 2 The revised landscaping within existing planter areas includes low shrubs and groundcover, cultured stone wainscoting and new second story windows which are in line with above the design criteria. 4. Zoning. ECDC 16.60.030 requires the Architectural Design Board (ADB) to review projects exceeding 60 feet in height. There is no change to the height of the building, and it's well under 60 feet in height. There is no change to the height and bulk, so the site development standards are achieved. The CG zone contains design standards that support this proposal, specifically encouraging variation in types of building materials and/or elements (I 6.60.030.C. U) an individual entry design for each building if there is more than one building on site (16.60.030.C.2.a) and entries shall have lighting for safety and visibility integrated with the building/canopy (16.30.030.C.3.d). The proposal is helping bring the existing building more in line with the design standards set forth in the zoning code. 5. Comprehensive Plan. The site is located within the "Downtown Master Plan" area. This maintenance/remodel permit shows an effort towards the following Comprehensive Plan goals: • C.S.b. Create a pedestrian friendly environment. • C.S.d Provide semi-public/private seating area at multi family and commercial • C 8.b. Improve pedestrian access and way -finding by providing variety in building forms, color, materials and individuality of buildings. • C.9.a. Provide a covered walkway for pedestrians traveling along public sidewalks in downtown. • C.9.b. Protect shoppers and residents from rain or snow. • C.9.c. Provide a covered waiting area and walkway for pedestrians entering a building, coming from parking spaces and the public sidewalk in all areas of the City. The proposal strives to create a more pedestrian friendly environment by adding weather protection and through the use of more interesting and varied building materials. Decision Staff finds that the proposal is consistent with design criteria in the Comprehensive Plan as well as the zoning ordinance, specifically ECDC 20.11.030, 16.60.020, and 16.60.030. Therefore, staff finds that the design of the building remodel in permit BLD-2009-0530 is APPROVED. I have reviewed the application for compliance with the Edmonds Community Development Code. September 15, 2009 Gina Coccia, Planning Division Date Appeals Design review decisions by staff are only appealable to the extent that the applicable building permit or development approval is an appealable decision under the provisions of the ECDC. Design review by staff is not in itself an appealable decision. L:\TEMP\Gina\BLD\2009\2009-0530_HarborSquare-ADBmemo.doc Page 2 of 2 a 160 w 61 —05�0 i NELSON G EOTECH N I L NG A ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Main Office Engineering -Geology Branch 17311 — 135h Avenue NE, A-500 437 East' Penny Road Woodinville, WA 98072 Wenatchee, WA 98801 r� (425) 486 1669 FAX (425) 481-2510 (509) 665 7696 FAX 5;J69& (425) 337-1669 Snohomish County �✓ ii°� MEMORANDUM R. , DATE: December 3, 2009 ' TO: Warren LaFon — Warren LaFon Architects 5215 POAtAL�' FROM: Khaled M. Shawish, PE Lee S. Bellah Exaic:gs . Z • / J RE: Harbor Square Athletic Club Addition — New Gym Floor Pin Pile Support Edmonds, Washington NGA File No. 794308 You have requested our opinion regarding the proposed pin pile support of the foundations for the new second story gym floor associated with the Harbor Square Athletic Club Addition project in Edmonds, Washington. We understand that the new gym floor will be located within the northwest corner of the existing building. We previously prepared a geotechnical engineering report for the site titled "Geotechnical Engineering Evaluation — Harbor Square Athletic Club Addition — Edmonds, Washington," dated October 1, 2008. In the geotechnical report, we recommended that the new second story addition along the southern end of the building be supported on pin piles. We have prepared two geotechnical memorandums providing additional foundation recommendations to support the proposed southern addition on auger -cast piles and helical anchors. We also provided a memorandum providing recommendations to support the elevator foundation within the central portion of the building on 4-inch pin piles. For preparation of this memo, we have been provided with Plan Sheets S2.0 and S3.0 titled "Foundation Plan — Harbor Square A.C.," dated July 31, 2009, prepared by CT Engineering. The plans indicate that the new gym floor will be supported by 26, 4-inch pin piles that will be cast into concrete pads within the existing first floor slab. It appears that steel columns will extend up from the concrete pads o support the j&J&new second story gym floor. We have been requested to provide our opinions for pin pile new gym floor. FILE JAN (� 2010 Memorandum Harbor Square Athletic Club Addition — New Gym Floor Pin -Pile Support Edmonds, Washington December 3, 2009 NGA File No. 794308 Page 2 Supporting the proposed second story gym floor foundations on 4-inch pin piles should be feasible from a geotechnical standpoint. The pin piles should be designed and installed as recommended in our previous report. This size of pin piles usually requires larger equipment for pile installation. We recommend that a detailed construction plan be developed to consider equipment access prior to fmalizing the design plans. All other recommendations presented in the previous report and memorandums should still be followed. We should be retained to review the final design and observe the pin pile installation on a full-time basis. We trust this memorandum should satisfy your needs at this time. Please call if you have any questions or require additional services. NELSON GEOTECHNICAL ASSOCIATES, INC. N C7 A Main Office 17311 —13e Avenue NE, A-500 Woodinville, WA 98072 (425) 486-1669 FAX (425) 481-2510 (425) 337-1669 Snohomish County October 1, 2008 Mr. Warren LaFon Warren LaFon, Architect 849 Puget Way Edmonds, Washington 98020 NELSON G EOTECH N ICAL ASSOCIATES INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition Edmonds, Washington NGA File No. 794308 Dear Mr. LaFon: Engineering -Geology Branch 437 East Penny Road Wenatchee, WA 98801 (509) 665-7696 FAX (509) 665-7692 FEB 1 3 2010 We are pleased to submit the attached report titled "Geotechnical Engineering Evaluation — Harbor Square Athletic Club Addition — Edmonds, Washington." This report summarizes the existing surface and subsurface conditions within the site and provides general recommendations for the proposed site development. Our services were completed in general accordance with the proposal signed by you on July 25, 2008. A new second story addition is planned for the southern portion of the existing building. The addition -- will extend outside the current building footprint and bridge over an existing parking area. The addition is proposed to be supported on columns. The development area is relatively level and is covered with asphalt and landscaping areas. Stormwater is planned to be directed into an existing system. We performed two borings with a track -mounted drill rig within the planned addition area. Our explorations indicated that the site is underlain by undocumented fill and soft marsh deposits with competent glacial soils at depth. We have concluded that the site is generally compatible with the planned development. We have recommended that the foundations for the addition be supported on pin piles extending down into the competent native glacial soils for bearing capacity and settlement considerations. Specific recommendations for design and installation of the pin piles are included in the attached report. General site improvements and drainage recommendations have also been included in this report. Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition Edmonds, Washington October 1, 2008 NGA File No. 794308 Summary - Page 2 We appreciate the opportunity to be of service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Khaled M. Shawish, P.E. Principal Three Copies Submitted, TABLE OF CONTENTS INTRODUCTION...................................................................................................................................... I SCOPE..................................................................................................................................................... I SITECONDITIONS.................................................................................................................................. 2 SURFACECONDITIONS.............................................................................................................................. 2 SUBSURFACECONDITIONS........................................................................................................................ 2 HYDROLOGICCONDITIONS....................................................................................................................... 3 SENSITIVEAREA EVALUATION........................................................................................................ 3 SEISMICHAZARD...................................................................................................................................... EROSIONHAZARD..................................................................................................................................... 4 CONCLUSIONS AND RECOMMENDATIONS................................................................................... 4 GENERAL...............................:................................................................................................................... 4 EROSIONCONTROL................................................................................................................................... 5 SITEPREPARATION AND GRADING........................................................................................................... 5 FOUNDATIONS........................................................................................................................................... 6 STRUCTURALFILL.................................................................................................................................... 8 PAVEMENTS.............................................................................................................................................. 8 SITEDRAINAGE......................................................................................................................................... USEOF THIS REPORT............................................................................................................................ y LIST OF FIGURES Figure 1 — Vicinity Map ' Figure 2 — Site Plan Figure 3 — Soil Classification Chart Figures 4 and 5 — Boring Logs NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition -' Edmonds, Washington INTRODUCTION This report presents the results of our geotechnical engineering investigation and evaluation of the proposed Harbor Square Athletic Club addition located at 160 West Dayton Street in Edmonds, Washington, as shown on the Vicinity Map in Figure 1. The purpose of this study is to explore and characterize the site's surface and subsurface conditions, and to provide geotechnical recommendations for site development. For our use in preparing this report, we were provided with site plans titled "An Addition to the Harbor Square Athletic Club — 160 W. Dayton Street — Edmonds, WA," dated June 2, 2008, prepared by Warren LaFon Architect, showing the existing site conditions and planned improvements. The site is currently occupied by a two-story office building. Development plans include the construction of an elevated addition to the second story of the southern portion of the existing building. The addition is planned to be supported on columns with parking below the addition. Stormwater is planned to be directed into an existing system. The proposed site layout is shown on the Site Plan in Figure 2. SCOPE The purpose of this study is to explore and characterize the site subsurface conditions, and provide general recommendations for site development. Specifically, our scope of services includes the following: 1. Review available soil and geologic maps of the area. 2. Explored the subsurface soil and :groundwater conditions with two geotechnical borings with a track -mounted drill rig. The drill rig was subcontracted by NGA. ;. Perform laboratory analysis and classification on soil samples, as necessary. 4. Provide recommendations for earthwork and structural fill. 5. Provide recommendations for foundation support. 6. Provide recommendations for slab and pavement subgrade preparation. 7. Provide recommendations for site drainage and erosion control. 8. Document the results of our findings, conclusions, and recommendations in a written geotechnical report. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition Edmonds, Washington October 1, 2008 NGA File No. 794308 Page 2 SITE CONDITIONS Surface Conditions The property is irregular -shaped and is located in an existing commercial business park. The property is —' currently occupied by a 2-story athletic gym building and associated asphalt covered parking areas. The property is bordered to the north, east and west by commercial/office buildings and to the south by an asphalt parking area and a saltwater marsh area. The new addition is planned for the southern portion of the existing building. The project area is currently unoccupied, and covered with asphalt and landscaping areas. We did not observe any standing _ water during our site visit on Thursday September 11, 2008. Subsurface Conditions Geology: The geologic units for this site is shown on the Geologic Map of the Edmonds East and Part of _ the Edmonds West Quadrangles Snohomish County, Washington, by James P. Minard (USGS 1983). The site is mapped as modified land (ml). The modified land is described as areas disturbed by removal of some Pleistocene deposits, grading and placement of artificial fill of unknown quality. Our ^ explorations generally encountered undocumented fill and organic -rich saltwater marsh deposits consistent with the description of modified land deposits, underlain by competent glacial soils at depth. Explorations: The subsurface conditions within the site were explored on September 11, 2008 by drilling two borings to approximately 26.5 feet and 35.5 feet with a track -mounted drill rig. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from NGA -- was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the borings. A Standard Penetration Test (SPT) was performed on each of the samples during drilling to document soil _ density at depth. The SPT consists of driving a 2-inch outer -diameter, split -spoon sampler 18 inches using a 140-pound hammer with a drop of 30 inches. The number of blows required to drive the sampler the final 12 inches is referred to as the "N" value and is presented on the boring logs. The N value is used to evaluate the strength and density of the deposit. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition Edmonds, Washington October 1, 2008 NGA File No. 794308 Page 3 The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 3. The logs of our borings are attached to this report and are presented as Figures 4 and 5. We present a brief summary of the subsurface conditions in the following paragraph. For a detailed description of the subsurface conditions, the boring logs should be reviewed. Both of the borings encountered a 0.3-foot thick layer of surficial asphalt. Underlying the asphalt, both of the borings encountered approximately 2.2 to 4.7 feet of medium dense, brown gray to gray fine to medium sand with gravel and silt that we interpreted as undocumented fill. Below the fill in both of the borings, we encountered approximately 10.0 to 12.5 feet of very soft to stiff, silt with varying amounts of sand, gravel, and organics. We interpreted these materials to be saltwater marsh deposits. Underlying the marsh deposits in both of the borings, we encountered medium dense to very dense, gray silty fine to medium sand with gravel that we interpreted as native glacial deposits. Boring 1 and 2 were terminated within the glacial soils at depths of 26.5 and 35.5 feet below the existing ground surface, respectively. Hydrologic Conditions Groundwater was encountered at approximately 2.5 feet below the existing ground surface in the boring explorations. It is our opinion that the groundwater encountered is part of the regional groundwater table. We do not anticipate that groundwater levels would fluctuate significantly through the year. SENSITIVE AREA EVALUATION Seismic Hazard We reviewed the 2006 International Building Code (IBC) for seismic site classification for this project. Since loose undocumented fill and very soft saltwater march deposits were encountered underlying the site with medium dense or better glacial soils at depth, the site conditions best fit the IBC description for Site Class E. The hazard associated with seismicity for sites underlain by saltwater marsh sediments is primarily liquefaction and amplification of ground motion. The type of soil that is most susceptible to liquefaction during an earthquake is a saturated, loose, fine- to medium -grained sand deposit. A loose saturated sand deposit, when subjected to vibration, tends to compact and decrease in volume. If the sand deposit does not drain, the pore water pressure increases. If the pore water pressure is allowed to build up by NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition Edmonds, Washington October 1, 2008 NGA File No. 794308 — Page 4 continuous vibration, a "quick" condition will be reached when the pore pressure equals the effective overburden pressure at some depths. Under this condition, the sand is temporarily transformed into a liquid state and loses its load bearing capacity. The risk to the structures on site would be differential settlement in case liquefaction takes place. It has been found that fine-grained soils (materials passing the No. 200 sieve) within the soil matrix, can significantly reduce the potential for liquefaction. Thus, a silty sand or silt would not liquefy as easily as clean sand would under a given seismic event. It is our opinion that the soft saltwater marsh deposits may have a moderate potential for liquefaction and amplification of ground motion. Supporting the foundation loads on a deep foundation system extending down to the underlying competent native material should aid in reducing the impact of liquefaction and ground motion amplification on the planned improvements. Erosion Hazard The criteria used for determination of the erosion hazard for affected areas include soil type, slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Soil Survey of Snohomish County Area. Washington, by the Soil Conservation Service (SCS) was reviewed to determine the erosion hazard of the on -site soils. The surface soil for this site was mapped as urban land. The erosion hazard for this material is not listed, but we anticipate the site soils should have a low erosion hazard in areas where the site is not disturbed. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion from a geotechnical standpoint that the site is compatible with the planned development. Our explorations indicated that the site is generally underlain by undocumented fill and saltwater marsh deposits with competent native glacial soils at depth. These underlying glacial deposits should provide adequate support for the planned structure. We recommend that the building be designed utilizing deep foundations consisting of 4-inch pin piles to transfer building loads through the loose/soft soil to the underlying medium dense or better native glacial soils.. Recommendations for deep foundation design and installation are included in the Foundation subsection of this report. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition Edmonds, Washington October 1, 2008 NGA File No. 794308 -- Page 5 If some settlement, cracking, and maintenance of the paved areas can be tolerated, the pavement could be supported on the undocumented fill material provided the pavement subgrade is properly prepared and any soft areas are repaired. Pavement subgrade should be prepared as described in the Site Preparation and Grading and Pavement Subgrade Preparation subsections of this report. The upper soils encountered on this site are considered moisture -sensitive, and may disturb when wet. We recommend that construction take place during the drier summer months, if possible. If construction is to take place during wet weather, the soils may disturb and additional expenses and delays may be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls to protect exposed subgrades and construction traffic areas. The native on -site soils could be used as structural fill provided they could be compacted to specifications. This will depend on the moisture content of the soils at the time of construction. NGA should be retained to determine if the on - site soils can be used as structural fill material during construction. Erosion Control We anticipate the erosion hazard for the on -site soils to be slight for exposed soils, but actual erosion potential will be dependent on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from erosion. Erosion control measures may include diverting surface water away from the stripped or disturbed areas. Silt fences and/or straw bales should be erected to prevent muddy water from leaving the site. Disturbed areas should be planted with vegetation or paved as soon as practical. The erosion potential of areas not stripped of vegetation or where pavement is removed should be low. Site Preparation and Grading After erosion control measures are implemented, site preparation should consist of removing the asphalt and loose soils from the building and new pavement areas to expose medium dense or better native soils. If fill or loled se and/or organic materials are exposed in the pavement subgrade, this material should be over-excavdown to competent soils and replaced with structural fill or crushed rock. If over - excavating a loose material is not feasible, or shallow ground water conditions are encountered, we recommend lacing a 1.0-foot thick layer of crushed rock or clean granular pit run in the pavement areas. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition Edmonds, Washington October I, 2008 NGA File No. 794308 Page 6 Depending on the subgrade conditions it may be necessary to place a geotextile over the exposed subgrade prior to placement of the rock or pit run fill. We should be retained to observe subgrade preparation and structural fill placement. If significant surface water flow is encountered during construction, this flow should be diverted around areas to be developed, and the exposed subgrades should be maintained in a semi -dry condition. The upper site soils are considered moisture -sensitive, and may disturb when wet. We recommend that construction take place during the drier summer months if possible. However, if construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls on exposed subgrades, construction traffic areas, and paved areas prior to placing structural fill. Wet weather grading will also require additional erosion control and site drainage measures. The existing material may be partially suitable for use as structural fill. The underlying native soils may be suitable for use as structural fill, depending on the moisture content of the soil at the time of construction. NGA should be retained to evaluate the suitability of all on -site and imported structural fill material during construction. Foundations Our explorations indicate that the site soils generally consist of loose/soft undocumented fill and saltwater marsh deposits, underlain by competent glacial soils. We therefore recommend that the addition be supported on 4-inch pin piles extending down into the competent soils. The explorations encountered minor amounts of debris in the site soils and there is a possibility that the debris may obstruct some piles. There should be contingencies in the budget and design for additional/relocated piles to replace piles that may be obstructed by debris. We also recommend that excavation equipment be available on site during pile installation in case shallow obstructions could be removed from the planned pile locations. The structure foundations should be supported on 4-inch diameter steel piles driven to refusal into the underlying competent native soils. We recommend using galvanized schedule 40 or stronger pile sections, and a dynamic hammer with a minimum energy rating of 1,100 ft-lb. We recommend a design capacity of 10-tons for the 4-inch diameter piles for each pile driven to refusal. The refusal criterion for these piles and hammer sizes is defined as less than one inch of pile advancement during 15 seconds of continuous driving for the 4-inch piles. We should be retained to review final plans, monitor pile NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition Edmonds, Washington October 1, 2008 NGA File No. 794308 Page 7 installation, and evaluate pile refusal. We stress that any variation from these recommendations may result in inadequate piles, and we should review and approve any proposed variation from these recommendations. Final pile depths should be expected to vary somewhat and will depend on the depth of the soft material, water table, and the nature of the underlying competent soils. The pin piles should penetrate a minimum of 5 feet into the native competent soil at depth in order to develop the design capacity. Piles that do not meet this minimum embedment criterion should be rejected, and replacement piles should be driven after consulting with the structural engineer on new pile locations. Due to the relatively small slenderness ratio of pin piles, maintaining pin pile confinement and lateral support is essential to preventing pile buckling. Pin piles should not stick above finished ground surface and should be, suitably embedded in the footings. Also, potential debris within the upper soils could obstruct the pin piles. Obstructed piles should be relocated or additional piles driven after consulting with your structural engineer. Vertically driven pin piles do not provide meaningful lateral capacity. However, battered pin piles can provide a lateral support component. The structural engineer should determine the degree of batter, and number and locations of battered piles to resist lateral loads. We recommend that the battered piles be embedded a minimum of eight inches into the foundation concrete and that sufficient steel reinforcement be placed around the piles to reduce the potential for pile pull-out. We recommend that at least one pile load test be performed to verify the design value. We recommend that the piles be loaded to at least 200 percent of the design capacity, and that we be retained to observe the pile load test. A factor of safety of 1.5 would be used to reduce the ultimate capacity achieved from the pile load test to a design capacity. The actual pile load test procedure would be discussed with the contractor at the time of testing. We do not recommend using a design capacity of more than 10 tons for 4-inch pin piles, regardless of the outcome of the pile load test. . NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition Edmonds, Washington October 1, 2008 NGA File No. 794308 Page 8 Structural Fill General: Fill placed beneath foundations, pavement, or other settlement -sensitive structures should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation and Grading subsection prior to beginning fill placement. Materials: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about three inches. All-weather structural fill should contain no more than five percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-inch sieve). The on -site soils are not suitable for use as structural fill. We should be retained to evaluate all proposed structural fill material prior to placement. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All filling should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas and pavement subgrade should be compacted to a minimum of 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D-1557 -- Compaction Test procedure. The moisture content of the soils to be compacted should be within about two percent of optimum so that a readily compactable condition exists. It may be necessary to over - excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Pavements Pavement subgrade preparation, and structural filling where required, should be completed as recommended in the Site Preparation and Grading and Structural Fill subsections of this report. The pavement subgrade should be proof -rolled with a heavy, rubber -tired piece of equipment, to identify soft NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition Edmonds, Washington October 1, 2008 NGA File No. 794308 -- Page 9 or yielding areas that require repair. We should be retained to observe the proof -rolling and recommend repairs prior to placement of the asphalt or hard surfaces. -- As mentioned earlier, the pavement subgrade should be covered with a minimum of 1.0 feet of pit run or crushed rock to reduce settlement potential. A layer of geogrid may be needed below the crushed rock to ._ strengthen the subgrade. All of this could be evaluated in the field under our supervision. Site Drainage Surface Drainage: The finished ground surface should be graded such that stormwater is directed to an appropriate 'stormwater collection system. Water should not be allowed to stand in any areas where footings, slabs, or pavements are to be constructed. Final site grades should allow for drainage away from the structures. We suggest that the finished ground be sloped at a minimum gradient of three percent, for a distance of at least 10 feet away from the structures. Surface water should be collected by permanent catch basins and drain lines, and be discharged into an appropriate discharge system. Subsurface Drainage: If groundwater is encountered during construction, we recommend that the contractor slope the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped out and routed into a permanent storm drain. If excavations under the shallow groundwater table are planned, site dewatering may become necessary. We are available to provide specific recommendations for site dewatering if desired. USE OF THIS REPORT NGA has prepared this report for Warren LaFon Architect and their agents for use in the planning and design of the development on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions outside the locations of the exploration. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition Edmonds, Washington October 1, 2008 NGA File No. 794308 -- Page10 We recommend that NGA be retained to provide monitoring and consultation services during — construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the — work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre -construction meetings if requested. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. NELSON GEOTECHN/CAL ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION SYSTEM GROUPSYMBOL MAJOR DIVISIONS GROUP NAME CLEAN GW WELL -GRADED, FINE TO COARSE GRAVEL COARSE- GRAVEL GRAVEL GP POORLY -GRADED GRAVEL GRAINED MORE THAN 50 % GRAVEL GM SILTY GRAVEL OF COARSE FRACTION SOILS RETAINED ON NO.4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50 % MORE THAN 50 RETAINED ON R RETAIN SIEVE NO. 200 OF COARSE FRACTION SAND SM SILTY SAND PASSES NO.4 SIEVE Sc WITH FINES CLAYEY SAND FINE - SILT AND CLAY ML SILT INORGANIC CL CLAY GRAINED LIQUID LIMIT LESS THAN 50 % SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT INORGANIC MORE THAN 50 % PASSES LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FLAT CLAY NO. 200 SIEVE 50 % OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1). Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488-93. Dry - Absence of moisture, dusty, dry to the touch 2) Soil classification using laboratory tests Moist -Damp, but no visible water. is based on ASTM D 2488-93. 3) Descriptions of soil density or Wet - Visible free water or saturated, consistency are based on usually soil is obtained from below water table interpretation of blowcount data, visual appearance of soils, and/or test data. Project Number NELSON GEOTECHNICAL NO. Date Revision By CK 794308 Harbor Square Athletic Club Soil Classification Chart ASSOCIATES, INC. r N GA GEOTECHNICAL ENGINEERS & GEOLOGISTS 1 9/22/08 Original JRw Lss ; Figure 3 17311.175th Ave. NE. A-GW 5-h-w a County (425) 337-1669 Wbodinvit WA 98072 Wuut hee/CMlan (509)=696 (425) 486.1669/ Fa 481-2510 wxnvn 1_9-wch txm I J Approximate Ground Surface Elevation: ?? BORING LOG B-1 Soil Profile Sample Data Penetration Resistance (Blows/foot - 0) 10 20 30 40 50 50, Dn o � a o a s Moisture Content Description 1 14 J o f m° E t (Percent - C V i rn n 0 10 20 30 40 50 501 CL l7 0.3 feet of Asphalt _ _ _ _ _ _ Brown -gray, fine to medium sand with silt and gravel SP-SM 13 ' (medium dense, molst)(Undocumented Fill) Dark brown silt with sand, gravel, and abundant organics ' (stiff, saturated) ML 9 °:M'atp r A 7i —9 — — — — — 9-------- , 5 ........ Dark ray silt with abundant organics and trace sand 'and �" •:; 1 gravel (very soft, wet to saturated)=; ML 0 :` ` ' 10 ........ . 1 rn c y Piezometer I, a) Installation - Ground Water o Data o (Depth in Feet) a m J 5 10 1 — — — — — — — — — — — — — — — — — Gray, silty fine to medium sand with gravel 15 15 (medium dense, wet to saturated) 13 ' 1 20 ................................................. 20 26 ' 1 SM Grades to wet —r 25................................................... 25 19 ' LEGEND ❑ Solid PVC Pipe Concrete M Moisture Content 0 Slotted PVC Pipe Bentonite A Atterberg Limits Depth Driven and Amount Recovered G Grain -size Analysis with 2-inch O.D. Split -Spoon Sampler Monument/ Cap Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Depth Driven and Amount Recovered ❑ Silica Sand P �Y Liquid Limit P Sample Pushed with 3-inch Shelby Tube Sampler + Plastic Limit 1 Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily presentative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Number NELSON GEOTECHNICAL No. Date Revision By CK 794308 Harbor Square Athletic Club N ASSOCIATES INC. 1 9/ Z= original slew I.Sa Figure 4 Bonng Log GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311-135th A.. NE. A-600 Smhomish Counq (425) 339-1669 WootlirrvW@' WASS072 W.-Wh elChelsn(509) 665.7695 Page 1 of 2 (425)496-=/F-461-2510 www.�atmrq�4led�.�m 0 � BORING LOG � B-1 (cont.) J J Soil Profile Description Gray, silty fine to medium sand with gravel (very dense, wet) Boring terminated below existing grade at 35.5 feet on 19/11/08. Groundwater seepage was encountered at 2.5 feet during drilling. 1 1 i i I I Sample Data J 5 m V vo o, (j 0 in J 9 60 SM T "..: 50-5"l ■ Penetration Resistance (Blows/foot - 0) 10 20 30 40 50 Moisture Content (Percent - E) 10 20 30 40 50 rn y Piezometer Installation - Ground Water co o (Depth in Feet) a m J ........ I ......... I ........ i......... I ......... f........ I F 40 ........ I ......... I ........ I ......... I ......... f........ I F 45 ........ I ......... I ........ I --------- I ......... t........ I F- 50 O y LEGEND ❑ Solid PVC Pipe Concrete M Moisture Content Depth Driven and Amount Recovered ❑ Slotted PVC Pipe Bentonite A Atterberg Limits G Grain -size Analysis with 2-inch O.D. Split -Spoon Sampler Monument/ Cap Native Soil DS Direct Shear y- to Piezometer PP Pocket Penetrometer Readings, tons/ft Silica Sand Depth Driven and Amount Recovered❑ * Liquid Limit P Sample Pushed � with 3-inch Shelby Tube Sampler -F Plastic Limit 1 Water Level T Triaxial $ 10 OTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily = tepresentative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. 0 Project Number NELSON GEOTECHNICAL No. Date Revision By CK m Harbor Square Athletic Club NGA ASSOCIATES, INC. 794308 t 9/22/a8 original JRW LSB a Figure 4 Boring Log GEOTECHNICAL ENGINEERS & GEOLOGISTS W 0 Page 2 Of 2 17311-135th Av NE. A51M Snohomish County (425)339-1669 Nbodmv�b. WA 98072 W..1hs.IChnbn(509) 665.76W (.26).6b1669 I Fu.614 10 C C BORING LOG B_2 I Approximate Ground Surface Elevation: ?? ' I Soil Profile Sample Data Penetration Resistance (Blows/foot - 0) c Piezometer t 10 20 30 40 50 50 H Installation - Description a o a o 3 s o r ;, C° � o M Ground Water Data Moisture Content ca J o f o m V E i •s 0 (Percent - a) (Depth in Feet) C9 U) 10 20 30 40 50 50 � J 0.3 feet of Asphalt Gray, fine to medium sand with silt and gravel Gray, . ,� 18 ' dense, saturated)(Undocumented Fill) SP-SM 1 ::..: 4 ' I.•.>;...:. ----r--- ------- L5arTc brown -gray slit with clay, abundant organics and 1 ' 5 .................................................. 5 trace fine sand and gravel (very soft, saturated){ 'v� 1 ML r,. 10........ ....... .......... ......... ........ ......... 10 six inches of peat at bottom of sample 4�p l Gray, silty fine to medimusand with gravel dense, to _ ' (medium wet saturated) :7— ,Becomes dense _ SM 37 ' 20 .................................................. 20 L Becomes very dense :. 98-12" Boring terminated below existing grade at 26.5 feet on /11/08. Groundwater seepage was encountered at 2.5 Feet during drilling. LEGEND ❑ Solid PVC Pipe Concrete M Moisture Content Q Slotted PVC Pipe Bentonite A Atterberg Limits Depth Driven and Amount Recovered G Grain -size Analysis _ P Native Soil DS Direct Shear Q L with 2-inch O.D. Split -Spoon Sam ler Monument/ Cap _,' PP Pocket Penetrometer Readings, tons/ft to Piezometer Silica Sand c •"' Depth Driven and Amount Recovered * Liquid Limit P Sample Pushed v with 3-inch Shelby Tube Sampler + Plastic Limit 1 Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineenng tests, analysis and iudgement. They are not necessarily = representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. 0 Project Number NELSON GEOTECHNICAL No. Date Revision By CK 794308 Harbor Square Athletic Club N00"GA ASSOCIATES, INC. 8 Boring Log GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311-135N An. NE. A 500 SnohondN Cou ty (425) 339-1669 Waodinulk. — 9— WomtchmICM1an (509) 665.76M (<25)<e6-1669,F.,081.2510 wxw.na�mripa.mdl.wm 1 9f2210a Original JRW LSa a c �` Q Figure 5 Page 1 Of 1 VICINITY MAP Not to Scale lcuu r( Puget Souod tc�� vlewland way �D coca . Gaspers St PJYn` Q 1 FeR`t m°�S tea'- Daley St X&-' ; Edmonds Bell St, 1- ""Dayton Main St W Dayto —'maple .Manpre S t ... _ way ti ; ' n Alder 5t ...-...... _ ! 1 oco Rd a w ...... 116thSt,Sw��est P eb Seamans Ln eSt ' N - a us ,a Fir PI 1 Bella Coola Rd a �Ongs iM �Woodway I . g 1 , 5 i `10 , :..,... n r , r ry ry� 1 ,vood S Do9 Ln r: or 2008 h9apouest Inc. - . •• map Data.,Q.2008 NAVTEQ Telekli 1 Edmonds, WA 1 Project Number NELSON GEOTECHNICAL No. Date I Revision By I CK ^ ASSOCIATES, INC. o 794308 Harbor Square Athletic Club N GA I 9rM08 Original .(RW LSe a Vicinity Map GEOTECHNICAL ENGINEERS & GEOLOGISTS FIure 1 17311-1351h Aw NE AdW Snohomish Coumy(425) 339.1689 0 g Woodirrvft. WA 98072 Went hWChelan (509) 6657696 Q (425) 486.1669 / Fax 481.2510 wvnvnelwnOsclaUimm 0 1 i LEGEND B-1 Number and approximate location of boring 'nd Story I Driveway supports 0 30 60 Scale: 1 inch = 30 feet 1 Reference: Site Plan based on an undated, untitled site plan, provided by our Warren Lafon Architectco M P Project Number NELSON GEOTECHNICAL NO. Date Revision By CK 794308 Harbor Square Atheletic Club N G A ASSOCIATES, INC. 1 9/24/08 Original l_ss ass 00 Site Plan GEOTECHNICAL ENGINEERS & GEOLOGISTS Figure 2 17311-135N A.. NE. A-5W Snohomish Cmnry (425) 337-1669 Q WoodmWle, WA 98072 WemYhw/Chsbn (509) 665-7696 s (125) 486-1669IFw 481-2510 www.nalnnpsorotll.com (D 7 Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition Edmonds, Washington October 1, 2008 NGA File No. 794308 Page I It has been a pleasure to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, — NELSON GEOTECHNICAL ASSOCIATES, INC. Lee S. Bellah -Staff Geologist Khaled M. Shawish, PE Principal LSB:KMS:pkw Five Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. If Name of Proposed Project: Owner/Applicant: STREET FILE CITY OF EDMONDS TRAFFIC IMPACT ANALYSIS •J�c N Name Street/Maihng Address L-70M6AM 5 Glii4 City State zip Telephone: ��5 _ r?�-.t =3!E� WORK SHEET L Applicant Contact Person: Name ET !� Street/Mai g A dress rfDM68(p &. 9NOZO City State zip Telephone: 4g::�2-77� Traffic Engineer who prepared the Traffic Impact Analysis: Firm Name Contact Name Telephone APPROVED AS NOTED 1. PROJECT DESCRIPTION BY EN INEERING a. Street address (if known): l!�!d GL) P"ret4 Date:��— b. Location: _/i(1 I g (Attach a vicinity map and site plan.) c. Specify existing land use: C Q d. Specify proposed type and size of development: A!'T Al �da&'MIGNT aAuc1jo AgF.& 1worrmAl Z52� �/-1 !!2—k"r- e. When will the project begin construction and when will it be completed? f. Define proposed access locations: , AGAQ-=-5S OPZDM CA'-11bPl . !7: g.. Define proposed sight distance at site egress locations: Page 1 Five Years After Opening LOS: With Project: Without Project: Note any assumptions/variations to standard analysis default values and justifications: 7. NIITIGATION RECOMMENDATIONS State recommended measures and fees required to mitigate project specific traffic impacts. Traffic impact fee shall be calculated from the Edmonds Road Impact Fee Rate Study Table 4 (attached) and as identified in ECDC 18.82.120, except as otherwise provided for independent fee calculations in ECDC 18.82.130. 2 I -M LW N.0 US& 49 2 - 90CADW-0T CLW8 SAENGR\D=c111Ciq• Pmjccts\T]A GnidclincdTmflmpAnalyNVwk 9-03.doc Page 5 rt of ��- DEPARTMENT OF BUILDINGS PER 4:trtttttatt Of (P-C all International Building Code Section 110 Occupancy established by this certificate: I Dwelling Units: N/A No. Stories: I nstruction: VB I Basement: N/A Maximum Occupant Loao.`:' 24 (Per IBC 1004) Room capacity signs, wheh-r0q kedm�' ust remain posted at all times. Owner of Building: Harbor Square Athletic o Club Dome - -Address/Tenant Space: 160 West Dayton St. THE Harbor Square Athletic Club Dome. HAS BEEN INSPECTED I ECTED AND APPROVED AS COMPLYING WITH THE REQUIREMENTS OF THE 2003 EDITION OF THE INTERNATIONAL'BUILDING CODE. A&ADOPTED BYTHE CITTY'FOR THE GROUP AND DIVISION OF OCCUPANCY AND THE USE FOR WHICH THE PROPOSED OCCUPANCY is CLASSIFIED. Issued this 4th day of October, 2007 CHIEF BUILDING OFFICIAL BY: This certificate shall be posted in a conspicuous public area and shall not be removed, mutilated or obscured And shall he I wined in legible condition at all times. Any change of occupancy or use requires a building permit and a new Certificate of Occupancy issued by the City of Edmonds Building Official. 41. • PLANNING DATA New Commercial / Mulffamily Projects SITE ADDRESS: 60 � D , �S� ZONING: �" 9 ?i(CG / ) USES) PROPOSED:ALLOWED?: l�r p� 6.k,, „- �r.c 'oe- LEGAL NONCONFORMING LA ND USE DETERMINATION ISSUED (Y r:! CUP File: To Allow What Uses?: ADB FILE #: w. o=,g PARKING:- P�� PwP�u�, h.r %r c,�c,a� "D N, bw�.wfr , ; .�r, y..,•�/sue` Use: NA No. Spaces Required: X 60 (floor area, # employees, etc.) = i , z sp"'w Use: No. Spaces Required: X (floor area, # employees, etc.) Use: No. Spaces Required: X (floor area, # employees, etc.) _ Use: No. Spaces Required: X (floor area, # employees, etc.) _ Total Required: 402- Actual Provided: 436 SETBACKS: No G>� Required Setbacks: Front: Left Side: Right Side: Rear: Actual Setbacks: y Front: Left Side: Right Side: Rear: Street map checked for additional setback required? (Yes/No) MAXIMUM FLOOR AREA: Maximum Allowed: N--\t Actual: K BUILDING HEIGHT: Na Maximum Allowed: Actual Height: Modulation Allowed?: Modulation Height: Datum Point: Datum Elevation: Elevator Penthouse > 3 feet over height limit? If so,VAR# 0 LANDSCAPING: Ns a Matches ADB approved: o Bid Provided? Bond Amount (100% bid): z CRITICAL AREAS #: /Va a w >< SEPA DETERMINATION: zr SHORELINE REQUIRED?: Mo -ten. ss,-,i.w k•_i Continued ... 1A ibrary\^PlandatNewComm.doc 2 W A DATE: 816-/e-4 PLAN CHK#: /i�S NAME OF BUILDING PERMIT APPLICANT: I f -,o- f4.,e fit, C" PROJECT DESCRIPTION:_ �{�+-ic Z"" .{-cce,' .tee,,.;,, ,,r,,;, �,,,;,�s b�•,le C„�v�,�,� ADB FILE #: OR DATE WAIVED: g/GIoA- - PLANS MATCH APPROVED PLAN: SUBDIVISION: LOT AGGREGATION REQUIRED?: to REDUCED SITE PLAN (8.5X11) PROVIDED FOR STREET FILE? Nr1 OTHER: Plan Review By: I:\l ibrary\^PlandatNewComm.doc ,-Parking calculations for Harbor Squo • Compiled 10/30/98 Building :0 W Dayton 101 3505 Marine eng. .•Standard Repair 11000 numericS 0,001667 Units numericU. 3505 sq ft 3505 5.841667 6 102A 573 IFH Office w/o 1/800 0.00125 573 sq ft - 573 0.71625 1 102E 457 Moore Clark Office w/o 1/800 0.00125 457 sq ft 457 0.57125 1 102 1595 Vacant storage warehouse l/emp 1 0 emp 0 0 0 102C 1632 Vacant storage warehouse I/emp 1 0 emp . 0 0 0 102C 224 Storage Warehouse storage warehouse 1/emp 1 0 emp 0 0 0 105 637 SKF Office w/o 11800 0.00125 637 sq ft 637 0.79625 1 103 1300 Nazarene Office w/o 1/800 0.00125 1300 sq ft 1300 1.625 2 201 2101 Kim Hansen Ent Office w/o 1/800 0M125 2101 sq ft 2101 2.62625 3 101A 1854 Chambers Office wl 1/800 000125 1854 sq ft 1854 2 3175 2 202E 250 Vacant storage warehouse llemp 1 0 emp 0 0 0 202C 392 SCS Office wlo 11800 0.00125 392'sq ft 392 0.49 0 202D 458 Fury Grp Office w/o 11800 0.00125 " 458 sq ft 458 0.5725 1 202A,2021 491 Innova Grp Office w/o 1/800 0.00125 491 sg ft 491 0.61375 1 202F 458 Kohout Ins. Office w/o 1/800 0,00125 458 sq ft 458 0.5725 1 250 Pacific Rim Office w/o 1800 MOM 250 sq ft 250 0.3125 0 2021 260 Brook Hansen Trans Office w/o 11806,` 0.00125 260 sq ft 260 0:325 0 202J 621 Vacant Office w/o 11800 0.00125 521 sg ft 521 0.65125 1 202H 260 Jensen Dist Office w/o 11800 0.00125 260.sq ft. 260 0.325 0 Bulding 4 total 13,517 20 Building i W Dayton 101C 2224 Downey Press Office w/o 11800 0.00125 2224 ft 2224 2.78 3 101A, 102E-D 2888 Clean Water Office w/o 1/800 0.00125 2888 sq ft 2888 3.61 4 103E-D 1728 Gregg Hammon storage warehouse llemp 1 0 emp 0 0 0 106A-D, 103A,203 12488 CET Env Office w/o 1/800 0.00125 12488 sq ft 12488 15.61 16 101D 728 Accent Design Warehouse Ilernp 1 2 emp 2 2 2 201 2016 Genwest Office w/o 11800 0.00125 2016 sq ft 2016 2.52 3 208 1714 Associated Comp: Officemlo' 11800 0.00125 1714 ft 1714 2.1425 2 204 864 Access Comp Office w/o 11800� 0.00125 864 sq ft 864 1.08 1 Bulding 5 total 22,196 31 Athletic Club Corn Rec. 11500 0.002 33000 so it 33000 66 Parking Stalls Required with current mix of uses. Parkina Stalls Provided in the Harbor Square Cor 66 8/1c/04 66 2 (9g 400 +2 4o2- 436 Page 2 of 2 y j arking calculations for Harbor Squo Compiled 10/30/98 Dayton .__ .. • 101 1863 Receptagen Lab 1/2 emp 0.5 4 em 102 St. Q-Pharma Lab 1/2 emp 0.5 4 emp 4 `= 2 : 2 101A 2400 GreggHammon Manufac 11600 ' 0.001667 4100sqft 4100 U33333 7 202,203 3416 Bluewater Sys Office w/o on site customer service 11000 ,', 0.00125 3416 sq ft 3416 4.2T 4 4685 Chambers Office w/ on site customer service 1/400 0.0025 4685 sq It 4685 •11.7125 12 104 2287 Bal" "fllesp a BPAS Office w/o 1/800400 ' 0M25 2287 sq It 2287 5,7175 6 103 197 Vacant storage warehouse 1/emp 1 0 emp 0 0 0 Bulding 1 total 14,496 33 2120 IN►. Building B1 • 1032 Global Express Office w/ 11400 0.0025 10,32-sci ft 1032 2.58 3 B3 1104 VMI Officewio 1/800 U0125 1104, 'ft 1104 1.38 - ' 1 84 504 Edmonds Ins. Inc. Office wl 11400 0.0025 504 sq It 504 1.26 1 Be 3240 Exec sery Office w/o 1/800 0,00125 3240 sq ft 3240 4.05 4 C8 441 Changes Office w/o 1/800 0.00125 441 sq It 441 0,56125 1 C1 1788 Mange NW Office w/o 11800 0.00125 1788 sq ft 1788 Z235 2 400 Skore Const. Office w/o 11800 0.00125 400 sq ft 400 0Z 1 723 RA Potter Officewio 11800 0:0012! 723 sg ft 723 0,90375 1 C4 395 Stran a Office w/o 1/800 0.00125 395 sg ft 395 0.49375 0 A7 6910 Skippers Office.w/o 1/800 U0125 6910,sq it 6910 &6375 9 B2 620 K mberl Salon 11600 0.001667 620 sq ft 620 1,033333 1 84 1632 Art Shop Gallery 11300 0.003333 1632 sq It 1632 5A4 5 Di 3353 Joeils Cafe Restaurant 1/200 0.005 3353 sq ft 3353 16.765 17 D9 2180 1st Western Officeice w/o 11800 0.00125 2180 sq ft 2180 2,725 3 C3 1915 Harbor Room storage warehouse 1/emp 1 0 emp 0 0 0 D5 1035 George Gal in Office w/ 1/400 0.0025 1035 sq ft 1035 2`.5875 3 D3 1321 Cascade Room,; storage warehouse 1/emp 1 0 emp 0 0 0 B5 465 Vacant storage warehouse 1/emp 1 0 emp 0 0 0 Bulding 2 total 25,357 52 Dayton 101 5836 Howard Manville Gallery 1/800 , 0.00125 5836 ft 5836 7.295 7 105 720 Int. Chaplin Office -w/o 1/800 U0125 720, it 720 0.0 1 104 860 J-Pac Office w/o 11800 0.00125 860 sq ft 860 1.075 1 201 3315 Thoreson Acc. Office wi 11400 0.0025 3315 sq ft 3315 8.2875 8 202 2401 Clean Sound Office w/o 1/800 0.00125 2401 sg ft 2401 3.00125 3 205 2421 SCI Office wlo 1/800 0.00125 2421 sq it 2421 3.02625 3 Bulding 3 total 15,553 23 Page 1 of 2 ERICH O. TIETZE AND ASSOCIATES, INC. Engineers and Consultants - -_ _ rdu:. - `'r� '�. _ l?-{;;•1_ FAX 4�5.775.02?6 ' �F.' �'+t :"".y+ ^�cS •� � l Yet Mr. Don Fiene City of Edmonds 121 5 h Avenue North _ i F rP a . . Edmonds, WA 98020 Subject: Drainage Plan and Detention Waiver Request for Relocation of Tenni . ourt and New P , ... Harbor Square Athletic Club , Dear Don: This project consists of relocating an existing outdoor tennis court and construction of 19 new parking f stalls for the Harbor Square Athletic Club. The additional parking is required for remodeling and expansion of the club building which is separate from this project. The construction of additional parking will require the relocation of an existing outdoor tennis court. The affected area is shown on the attached drawing entitled Bioswale Sizing Data. The existing and developed characteristics of the affected area are shown on the drawing. Existing Area Total Area — 26,911 SF impervious Area — 17,046 SF Ex Paving — 2,028 SF Ex. Walks — 893 SF Ex. Courts—14,125 SF Pervious Area — 9,865 SF Ex. Landscaping — 9,865 SF Developed Area Total Area: —26,911 SF Impervious Area — 21,496 SF New Paving — 9,673 SF New Walks — 92 SF Ex. and New Courts — 11,721 SF Pervious Area —5,425 SF Ex. Landscaping — 5,425 SF The increase in impervious area is 4,450 SF. Since this is more than 2,000 SF, storm water detention is required per City Ordinance. The existing area that is to be redeveloped was granted a waiver from detention in 1992. The waiver was based on a May 1991 study by R.W. Beck and Associates, which is attached to this letter for reference purposes, and a Floodplain Study by Reid Middleton, which is referenced in a letter from you dated September 9, 1992, which is also attached. The initial waiver request for the existing development, dated June 9, 1992 is also attached to this letter, as well as a response letter from you dated June 22, 1992. All of your response comments of June 22, 1992 were addressed and constructed. We base our current request for a detention waiver on the same basis and using the same justifications as previously presented for the initial waiver. In order to further justify this waiver request, we have made a rough estimate of the increase in runoff rate for the 100-year storm. The calculations are attached to this letter. The increase in impervious area is estimated to increase the 100-year runoff rate by 0.03 CFS, from 0.47 CFS to 0.50 CFS. RECEIVED JUN 2 ff-2001 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS • ERICH 0. TIETZE Engineers and Consultants AND ASSOCIATES, INC. 18530 76th Avenue West, Suite B -Edmonds, WA 98026 425-771-6212 FAX 425-775-0236 Mr. Don Fiene City of Edmonds 121 5d' Avenue North Edmonds,. WA 98020 June 5, 2001 Subject: Drainage Plan and Detention Waiver Request for Relocation of Tennis Court and New Parking, Harbor Square Athletic Club Dear Don: This project consists of relocating an existing outdoor tennis court and construction of 19 new parking stalls for the Harbor Square Athletic Club. The additional parking is required for remodeling and expansion of the club building which is separate from this project. The construction of additional parking will require the relocation of an existing outdoor tennis court. The affected area is shown on the attached drawing entitled Bioswale Sizing Data. The existing and developed characteristics of the affected area are shown on the drawing. Existing Area Total Area — 26,911 SF Impervious Area — 17,046 SF Ex Paving — 2,028 SF Ex. Walks — 893 SF Ex. Courts — 14,125 SF Pervious Area — 9,865 SF Ex. Landscaping — 9,865 SF Developed Area Total Area — 26,911 SF Impervious Area — 21 A96 SF New Paving — 9,673 SF New Walks — 92 SF Ex. and New Courts — 11,721 SF Pervious Area —5,425 SF Ex. Landscaping_— 5,425 SF _... --- -4,45 t required per City Ordinance. The existing area that is to be redeveloped was granted a waiver from detention in 1992. The waiver was based on a May 1991 study by R.W. Beck and Associates, which is attached to this letter for reference September 9, 1992, which is also attached. The initial waiver request for the existing development, dated June 9, 1992 is also attached to this letter, as well as a response letter from you dated June 22, 1992. All of your response comments of June 22, 1992 were addressed and constructed. We base our current request for a detention waiver, o_ n the same basis and using the same justifications as previously presented for the initial waiver. _I'oider to: further justify this waiver request, eve have made a.,._ ;'rough°estimate of the inciease in runoff rate for 'the .100-year storm. The calculations are` attached to this_ :et•.e-:- ne-increase in impervious area is estlmatect-to::ncrease the-.a.00-year runt; ,,te.bV.0,03 ire m. 0.47 CFS to 0.50 CFS. = RECEIVED STREET FILE JUN 2 b 2001 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS ERICH O. TIETZE AND ASSOCIATES, INC. =� Engineers and Consultants 1 30 76th Avenue West Suite B Edmonds, WA 98026 425-771-6212 FAX 425-775-0236 As noted in the table above, there will be an increase of 7,645 SF in paving. Runoff from the new paving will be treated in a bioswale having a total length of 100 feet. The bioswale is divided into a 35-foot section and a 65-foot section. Runoff from the paving will sheetflow to the edge of the paving and pass between concrete wheelstops, across a 3-foot wide grass area to the bioswales. The bioswales will be 2 feet wide and will have a one percent longitudinal slope. The treated water will bypass the existing bioswale and will be discharged from the existing outfall pipe serving the area. A portion of the existing drainage system will require relocation in order to eliminate an existing catch basin that is in the center of the proposed tennis court. This is shown on the attached construction drawings. Erosion control shall be provided as indicated on Sheet C-1 of the construction plans. If you should have any questions, please call. Respectfully submitted, ERICH O. TIETZE AND ASSOCIATES, INC. D Erich O. Tietze, P.E. President —. --- fMFkes 0� �I� -8Z n h AW-L ERICH 0. TIETZE AND ASSOCIATES, INC. J Engineers and Consultants 9 121 5th Avenue Suite 205 Edmonds, WA 98020 206-771-6212 FAX 206-775-0236 Mr. Gordon C. Hyde June 9, 1992 Engineering Coordinator. City of Edmonds . - - 250 - 5th Avenue North Edmonds, WA 98020 _ Subject: Request for Waiver of On -Site Stormwater Detention for Expansion of Harbor Square Athletic Club Dear Mr. Hyde: At the request of Mr. Warren LaFon, Architect for this project, this letter has been prepared to formally request a waiver for on -site stormwater detention for the proposed expansion of the Harbor Square Athletic Club. f As you are aware, the existing Harbor Square complex discharges its stormwater runoff without detention to the marsh located south of Dayton Avenue and' west of SR 104`. The runoff from the existing site passes through a structure which is intended as an oil/water separator. - Runoff from the planned expansion will be collected in anew storm drainage system that will be independent of the existing system; therefore, no additional burden will be placed on the existing drainage system or oil/water separator. The new system will have its own 'oil/water separator to treat runoff from the parking area.. It was _ sized to be consistent with the latest criteria for oil/water separa iori; namely a 15- minute. detention time for the 10-year flow. Flows in excess of the 10-year flow will b: ass-t,'.�:oat1,?vatrs naTiiovsti-�vJ eve tZt zrhm _ Yu ria��tdu ;,,. . o �utiuurgs autl iduusCa arras w11r. not uow irirough.the oiilwa er se aratar - A copy of the proposed drainage plan and the associated calculations have been previously submitted to the City for review of the Grading.and Drainage Plan: A t i1T1V >t'�i•-.ijlww.;'s� Pii _';rii &q i tK rP.rlll/:Ct f(,.r-fPL1r ralT_--:Anne - � vVV • ViLlVu.rV• The drainage system and oil water separator that are proposed have been sized to .accommodate runoff from the parking areas in the proposed expansion as well as P g P P xP ; anticipated parking -for future expansion, as indicated on the plate = The prese"-_ansron that is proposed is approximately -155 ages size Of .this-,�,�r�, -� �� amoun a mated FLA. :: acres- will_ he � 1_uldin�vc; 9.36a­egwil�.�e��L}door �. �porfsf '� u�ts,=� n 24 ;-ac%�- v►.w,11_ he= parking ai3d � acres. "will, be_-i dscapiag/',aa%us, Fi:turc.expsicnw2s-.�?s'�IniCd to l;� a=+,€=a�;po•;imatcr R 0.74� acres' of which 432_ acres will be buildings, 0.30 acres will be parking, and_ 0.12=- acreslandscaping/lawns.-- _ - V- • ', ,ram- f^t.'.',i`_,., ERICH 0. TIETZE AND ASSOCIATES, INC. Engineers and Consultants. 121 5th Avenue Suile 205 Edmonds. WA 98020 206-771-6212 FAX 20Ca775 0236 i The total impervious area represented by the proposed expansion and the possible future expansion is approximately 1.8 acres. Runoff from the expansion area will discharge to the marsh located south and west of the site. The size of the marsh is estimated to be approximately 65 acres in size. The entire drainage basin tributary to the marsh has been estimated to be in excess of 230 acres, not including the marsh itself. Therefore; the impervious area of the expansion site represents less than 1 percent of the entire drainage basin and less than 3 percent of the marsh area where natural detention is already occurring. The -outlet of the marsh discharges directly to Puget Sound through an outfall, so no other downstream conveyance systems will be affected by runoff from the proposed - site. The -waiver for on -site detention is requested on the basis of the following: 1. The runoff from the proposed site will have negligible effect on the.peak flows leaving the marsh. 2. The site represents less than 1% of the entire drainage basin and less than 3% of the marsh area. 3. Natural detention is already occurring in the marsh at this time. 4. Pretreatment of runoff from planned pavement areas will be accomplished by means of an oil/water separator. If additional information is required for review of this request, please feel free to call. Very truly yours, r • ER T ? : 7 ' . �, . � 'T�; r,►SSO�'�' ATESji- _..- .-_...___ ... President incl: Grading and Drainage Plan �--'�S'�-3�`,-.�o� -- �-- _ -- � r�=---�`;r-.ire¢�".�-•�.>'�2--;.o�c,,�Y�r��� ..�.-- _'s'�c +is+oc-w•.r-- - 3a�^.rxSas _ 4- . 8 9 0 194 250 - 5TH AVE. N.. EDMONDS. WA 98020 a (206) 771-0220 • FAX (206) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works • Planning . Parks and Recreation • Engineering June 22, 1992 FrIECE VE.E..' J UN 2 4 1992 Erich Tietze --------------- Erich Tietze & Associates, Inc.- 121 - 5th Ave., Suite 205 Edmonds, WA 98020 SUBJECT: REQUEST FOR WAIVER OF ON -SITE STORM WATER DETENTION FOR EXPANSION OF HARBOR SQUARE ATHLETIC CLUB Dear Mr. Tietze, Concerning your request for a waiver of on -site storm water detention and the grading and drainage plans you have submitted for review, the following concerns must be -addressed prior to approval: 1) The preferred water quality pretreatment method is a biofiltration swale. This method should be incorporated in the proposed design if at all possible. 2) Oil. water separator facilities are only beneficiali f maintained regularly. The separator on the south parking lot at Harbor Square does not appear to have been maintained for some time. Assurances (legally binding) would have to be made, demonstrating that the proposed and existing systems are mainta-ined. The separator sizing calculations are needed for prop.er'.design and review of the system as well.. The attached guidel nes:.from the <c�'iogy Star :Nat r� estatil i sh >Qa the s zi ng -.and-: maibtenanre,- of -su ' -a faci l i ty: �A 3) Existing topography in the outlet area of the marsh is needed for anaivc,ie_ ':, Iditrh._Wator 1garlrs of recer,i n.�t.aa .+r.. flpo%A 4) A minimum 0.5% slope could be maintained throughout the storm drain system to achieve better -drainage for the site. The 0.2% slopes in sections of the storm drain system -upstream of the separator could restrict flow and�caus� flaw::to back up, possi 'up tfirough;the manholes or grates" =`r '` .. _ -Provide ten_ TOW; wide waikway',_ai noted; to nect`cxi�tThg walkway -to SR 104 path': IV C r • • � ,. Erich Tietze �- June-22, 1992 Page 2 JPlease address these comments, resubmit the design proposal and calculations, then forward to my attention. If you have any questions regarding these comments, please feel free to contact me at 771-0220, extension 323. Thank you. Sincerely, iz� F"�� DON FIENE, _PE., Hydraulics Engi$eer. DF/sdt HRBRSQU/TXTST530 • CITY OF EDMONDS 250 - 5TH AVE. N. • EDMONDS. WA 98020 • (206) 771-0220 • FAX (206) 771-0221 if f COMMUNITY SERVICES DEPARTMENT p Public Works • Planning . Parks and Recreation • Engineering J8go 19°t w September 9, 1992 LAURA M. HALL MAYOR NECEIVED S EP 1 1 1992 -------- --- -- Erich 0. Tietze & Associates, Inc. 121 - 5th Ave., Suite 205 Edmonds, WA 98020 Dear Mr. Tietze, The approval of the Harbor Square Athletic Club addition is based on the Reid, Middleton floodplain study, which was approved by the Federal Emergency Management Agency (FEMA). That study was the basis of the flood insurance rate map revision made on February 19, 1986. ~ The building elevation for the athletic club was set over.one foot -- above the 100-year floodplain elevation established by Reid, Middleton and approved.by FEMA. It is with the understanding that -the indoor tennis courts for the addition are set at, or above, the athletic club floor elevation that we are approving this project. Sincerely, 4 t; _,DOH ;FTENE,. Hydraulics Engineer .. .�.� - < ; _ate•.. _ e,;,.-. ,.. - ==. r� _: _ �c �:: r ecyc�ed PaperAW- Product, - :� APPENDIX D HYDROLOGIC/HYDRAULIC METHODOLOGY - 1. GENERAL This appendix provides an overview of the hydrologic/hydraulic computer modeling methodology performed on the Edmonds Way, Perrinville, and Meadowdale Basins. The analysis is focused on the major storm drainage systems that were identified by the City. Smaller collection system were not considered. The primary model used to perform the system analysis was the Soils Conservation Services' TR-20 Model. In addition, due to special circumstances occurring in the Edmonds Way and Perrinville basins, two other hydraulic models were used. The EPA SWWM model was used to analyze the hydraulic routing through the Edmonds Way trunk storm drain.. The COE HEC-2 model was used to analyze back water conditions in a short section of stream channel where the Perrinville Creek drains into Puget Sound. The following paragraphs provide a description of the criteria used in the analysis, a description of each of the computer models and their application, and a discussion of the model results.' 11 2. CRITERIA { A summary of the criteria used in the hydrologic/hydraulic analysis is provided in "Table D- - 1. Ex lanations of h p ow these criteria were incorporated into the analysis ss g paragraphs. described in the followin ara . hs. y si a. TR-20 TaK s�S .Trt 2'� CC3n�uter model6'°t�ae LtS�'r+y�irr�l+��.o xiood: events- .tire modems a -single ven>r.model�which,compvtes- dimct . off - - -- - -- 'resulting: from ' any synthetic or natural rainstorm'. TR-20 develops flood ► j _ = - hydrographs from runoff and routes the flow through stream channels and reservoirs. It combinesL the routed h dm nph wirt, thoo f— U b;U T' at 1 �AI`P-'- --- �. a..d hr: w_.er-..S . ----=- elevations tanydesire rrn secttior'. ^P sp'tict,.=. The .4,^Liel -•• - .�.., . atio... a. . v� J W au.. d Cara b' CvnS',derecl as a combined hydrologic/hydraulic model. However, model users must be careful because the model cannot analyze systems operating under backwater conditions. _ The input dQuirements fotheaodel ,.��3��.inforcnailan-alx�tlr_�hannet rParhes�iis� harg�Jfleivend rdhlcs, aii i41_ d"rt11/diSchaTgc rac'sti-.�:watestc ge structure that u€tarn-s f1� g` a _� - �-SYC.v�,. _ --v.-•ice -.�' . ya '— �.- -- R.W. BECK AND ASSOCIATES V -may Appendix D - 2 a controlled release downstream. When backwater conditions occur, depth/discharge/flow end area tables must be developed by separate water surface profile methods. Four theoretical rainfall events were input into the model to examine their effect on runoff and resulting flow rates in the drainage system. Rainfall amounts used for the four storms are shown in Table D-1. After obtaining the total inches of rain for the selected storm events, the rainfall must be distributed over short intervals for the duration of the storm. These distributions are known as rainfall hyetographs. The SCS Type IA distribution for storms in the coastal Pacific Northwest was used. Curve numbers (CN) represent the proportion of rainfall depth that is absorbed and becomes groundwater and that which becomes surface runoff. CNs are determined by subbasin characteristics, including hydrologic soil types, land use, and antecedent moisture conditions. Antecedent moisture condition 2 was used for all computer simulations. Antecedent moisture condition 2 reflects . average conditions where condition 1 reflects dry soils conditions, and condition 3 reflects saturated soils as if a period of heavy rainfall had occurred within a 5- edin th flood event. UdY penod prec g e For modeling purposes, CNs were developed for both impervious and = pervious. areas within a subbasin. Relative impervious and pervious areas were _ also developed for each subbasin. The numbers for both impervious and .curve were multiplied b their relative fraction of h subbasin Y s P envious areas within each P - the total subbasin area. These two numbers were then added together to represent ervio us area and ent impervious a composite C.for the entiresubbasin. Allocating the percent the percent pervious area for each subbasin also must consider Mapped Impervious Area (MIA) and Effective Impervious Area (EIA),. MIA is the area s roads and other shownon actual maps to be impervious areas such as buildings, i directl connected to the �:ed av3� The 1~1A ��,xhert�4�► of the NIIA that s X - u� a uua� wu%�. Zvi. S'y.�:�3i. `�'a'�le ?r.rw►15 thr -T - `rand rise `useu in � e.ar►alys,s.��-T:.ble D`-2 Aso-corktaias-s ample calcuCation tor, : the development of runoff curve numbers.. The actual calculations foreach, = subbasin existing and future conditions are contained on floppy disk at the end _ • 't __, �, ti %v ect6d .� pit drainage cystoma wa _.. The portion of the MIX airec y,. -til`i .: , s" single-family assumed to be 40% and 60% for low single-family and medium residences, respectively. For highly. urbanized land uses; such as commercial -and mule -family 100%.0 f the MIA was assumed to be connected; to the drainage - system: These assumpuons-= consistent with work done by;fhe:U.S.C�S: _ -��- .� Non _ffff&dv-_ ungernous afeas�vere assumedto have the samehyd�olo ' ,_ Bothers: area ted wzti; .h r-ct.::.. 1...d .:...�+,-•r--s' we.:: .. : '. _ gym- i. '-._-�.�- � .u:' T_ .`�`-.-,'k`..:`. =�Lr '� —_t _ __. •'y'= - r�r`.' -- - .- - r r to each subbbasui for exiswig lan::se-- -_. SCS ran curve, numbers assigned" conditions were based pl 6h 198.6 aerial photographs. Curve numbers for future _ 1722yVW.106 ... =.-- .. R.W. BECK AND, ASSQCIATES l land use conditions within the City were based upon the official City Zoning Map: Curve numbers for future land use conditions -for other jurisdictions within the basins were based upon the 1986 Snohomish County- Comprehensive Plan, the City of Lynnwood Official Zoning Map, the King County Comprehensive Plan and the City of Woodway Official Zoning Map. The time of concentration (Tc), another runoff parameter, describes the subbasin's. response to excess precipitation. Tc is computed by summing the "amount of time it takes water to travel from one location to* another. The two locations are usually defined as the farthest upstream and the farthest downstream location in the subbasin. Travel time is a ratio of conveyance length to flow velocity. Velocity was calculated based upon SCS TR-55 methods. Tc was calculated for each subbasin based on existing land use conditions and estimated for future conditions for subbasins which were presently undeveloped and were shown on zoning maps as becoming much more urbanized. A sample calculation is shown in Table D-3. The actual calculations for each subbasin are contained on floppy disk at the end of this appendix. Area, runoff curve numbers, and Tc's are the parameters which the model uses to predict runoff from each subbasin. Table D-4 provides a summary of data. input characteristics for each subbasin. Another important component to the model is the development of routing .. info rmation-! on. . Tw o metho ds we re used to route flows through pipe and channel _ g P P reaches: -One method. involved developing an actual depth/discharge/end area table for: a corresponding reach. This - method was used when actual reach - characteristics were known from a backwater analysis or the system inventory and, therefore, could be used to develop the hydraulic conveyance - p y information. -The second method involved the use of routing coefficients. The range of routing coefficients cnen is used with thebelow.� - model are shown _ Rogtin¢ Psr rnete�- narigo. o v lu t. oeirip ent z - - - - - - - - - - - -- - _._ Exponent m 1.33 1.67 ­ A �,,.. - . _ • + ..ac.:..�aui�u Zvi un, 1i ycfcpment o 'de u cii�cnarg - C/Ci3a^aTlra — Lables on T able D-5. -The actual- calculations for eac�i ` �- depth/discharge/end area tables are contained in three floppy disks at the end of' this appendix. -� TR 20: schematcc representations, for each basu�`are illustrated n Fi _�-- _ --_= D i= tiirough� �Tfie _schematics show_ the flow'routing through stre m reaches = - _ --- � - P ;ved'systPm+s:aiid--cthe� �-sct-sre�' �: _, - _-��..�• �. _ s: 7 77 _ 1722 J 0 6- _W. — -: --_ . BECK AND ASSOCIATES 001 Appendix D - 4. (1) Special TR-20 Elements (a) Detention Systems -' The simulation of natural or constructed detention facilities Y within the watershed is another. important component of the model development. These detention ponds are modeled in TR-20 as a "reservoir". Model simulation of theses facilities is done primarily through the development of stage/storage/discharge relationships. =` For existing conditions, the only reservoir that was modeled -:-- . included the Union Oil. Marsh. This was done* 6y developing a stage/discharge/storage relationship which simulated the 48-inch-diameter outfall pipe hydraulics as restrictor of'outflow - o tow m the m from a marsh. The marsh 4 ' s 8 inch - _ =- outlet is at elevation 6.48 and the�nM outfall outlet is at _ �6 y elevation 0.58. Because the outlet is generally submerged, . a pressure flow equation was used to predict the flow ` through this system. The Mean High Tide (M]O) of 10 i feet MSL was used as the downstream water surface condition. It should be noted that because extreme tides can be above 10 feet, the coincidence of extreme high tides and heavy flooding could occur resulting in floodirig that was not predicted. It would be advantageous to perform a frequency analysis that would determine the probability of P .. certain storm events coinciding with a high tide. High tides can be influenced by low barometric pressure which usually occurs simultaneously with major rainfall events. The results .of the Union Oil Marsh Simulations is discussed in Section D-2(e). ; — - �- Vther on -site_ detentioA system, wefe not �fideie�i b cause tgi of their small size. For future conditions.rynitPrmthe- it- r a:.. z ff. mnnal P Pn+in a 7; aZ t P n h Pct reo d_L"_�_n f c+, ±y located' tho _or-t__w�_tcor—r-:r of !�:- _ the intersection of Olympic View Drive- and 76th Avenue West. Pomng Flows From Other Basins:A -.,- y=_�=---- -Two_ hadmri -aci��:�. 1s sre� sxms wh�l_ _f -C.. z�•? Othcr­"basins. ' Iu we Edm iicia- VaY - — cnti.� from :he She'"abarger" Cmck discharge s into the -- Union Oil Marsh. `To simulate this, the City's. TR-20 data • 1722WW.106 �_ . R.W. BECK ACIATES AND ASSO Appendix D - 5 . file for the Shellabarger Basin was modified to generate output hydrdgraphs discharging to the Union Oil Marsh for the various storm events. These _ hydrographs were then imported to the Edmonds Way Basin Model. The Perrinville Basin also had contributing flows from the Talbot Park Basin including subbasins 61, 62, and 63. In this case, because of the small number of subbasins, the TR-20 data describing each of the subbasin's runoff characteristics was taken directly from the Talbot Park Basin Study (1) and incorporated into the TR-20 Model for the Perrinville Basin. (c) Modeling the Lynnwood Portion of the Perrinville Basin Special consideration was given to the portion of the Perrinville Basin within the City of Lynnwood. A hydrologic/hydraulic computer model had previously been developed for the Lynnwood portion of this basin as part of the draft City of Lynnwood comprehensive Flood Control Management Plan by R. W. Beck and Associates -June, 1990.. For the Lynnwood study, different hydrologic/ hydraulic methods were used. EPA's HSPF model, a continuous model, was used to develop the hydrology, and EPA's SWMvi was used to perform the Hydraulics, or flow routing. The City of Lynnwood flows predicted by the Lynnwood r. _ Study could not be imported into the TR-20 model used to .. analyze the Edmonds portion of the Basin. This was because the flows generated b the HSPF model were at g Y hour time steps and reflected a storm- duration of 4 to 5 - . days:-.: T me s Vs -:-necessary- for the TFZ=ZO xricci ¢= ✓ `.t ..r -_. minutes, .and_tf�e 3torin duration was- 24 hours:" A _ s a resin TR 2 m w 0 oriel data as developed ed to simulate >" p s to = the flows generated within the City ofLynnwood, wood_ The 13- ' Zil.t ta. W��-r�al;.hrat �1 rt�.'y�_t 1�-iT�;�i C--4 T.-�=�� n c- r r hr.. h u,Qrad -..� fl,�w�. nei.ted t_ e .L,vnn ,. J Study. This was accomplished by adjusting the runoff curve numbers and times of concentration for each of four Lynnwood subbasins within Perrinville basin: =_= _ - -The 2-year event was selected because the==more frequent - - ri:- storms were- used as- desi - criteria- relative to'-erosi _. rmblc: and,thC ftiheries msourrc. Aliiiuu h tnc'ITRRM - model^teas calibrates-10-m►atch the L;m.r:wced flowa for th _ 1722WW.106 R.W BECK AND ASSOCIATES A i Appendix D - 6 `=1 2-year event, predicted flows for the 5-, 10- and 100-hear event were higher than Lynnwood's predicted flows. This is due to a difference in how the two hydrologic models .. _.ham predict flows. (d) ' Adjustment of Effective Impervious Area for Meadowdale Basin y` r r Because of the hydrogeologic problems occurring within the Meadowdale Basin a nonstructural solution consisting of discouraging groundwater recharge was recommended. As a result more of the impervious area consisting of roofs and driveways will be directly connected to the storm system. == Therefore, the effective impervious area (EIA) within the ; Meadowdale basin will approach the mapped impervious area (MIA) as development occurs. For the- analysis of future conditions, the EIA was assumed to equal the MIA. (e) Edmonds Way Subbasin 200 Subbasin 200 is roughly bounded by Elm Street, 229th;' Street Southwest, 96th Avenue West and 92nd Avenue .= West and. currently has no drainage outlet. Runoff* is i disposed of by area infiltration as well as several drywells. Refer to Problem No. 12. Under existing conditions, this subbasin was modeled such that it was not connected to the primary drainage system. under future conditions it was -` .:., ,. • assumed that this subbasin would eventually be served byf`= a storm drainage system tying into the Edmonds Way trunk • StoIIIl Y.YYa. fD C�YlV�1' SS ° I eg�y I7l�� Three CrO � *rre n0 .exp r . ` - r - .;,=� -_ • '10 :cross-section `in the fonds , Way -oasis. its.:.0 _ . - because they were originally missed in the neie survey These culverts included element numbers A5.1, A 11.1, and AILK In all ' three cases the culverts were.. sufficiently ` - - • - --._.. _ _. _.L.?•QP , �etf.ih.r�f.fi�Pa't TM Rt� yrgf 1'IP.i1t 9"' 441rif e� cct±cn 'anti therefore, tim. TR�20--..rn-04 wa�c.-` mot _ revised. The estimated peak flow for these culverts was computed from the downstream channel reach. For element number A5.1, this° channel reach corresponded. to TR-20r,-_ - — y -=-•�� '.- o-. - cross-section . 014: For ements A11.1:1and=:A11.3,; this - channel reach corresponded to TR-20 cross-section 024; _-=- i722WW.106 R.W. BECK AND ASSOCWE5 - rl Appendix D -,7. b. HEC-2 , The City had identified previous flooding of Peirinville Creek between'the Burlington Northern Railroad tracks and Talbot Road. . In addition to increased flows .from development upstream, it was suspected that high tides and constrictions in the stream channel contributed to the flooding in the area between Talbot Road and the railroad tracks. In order to properly account for potential backwater effects, the U.S. Army Corps of Engineers' HEC-2 computer model was used to evaluate the existing capacity of approximately 500 feet of channel upstream from the discharge to Puget Sound. In addition the HEC-2 model was used to develop the stage/discharge/end area information required by TR-20 for routing flows in this section of channel. HEC-2 requires the following input data: representative cross-section data along the stream; detailed data of culvert crossings, and other structures in the stream channel; estimates of Manning's coefficient 'of. roughness (n) for the channel and overbanks at each cross-section used in the model; a starting water surface elevation and an estimate of the range of streamflows that will be i experienced b y the stream for all the storm events modeled. f. The topographical data and culvert data were obtained from field surveys. ` Estimates of roughness' values were based on an extensive field xeconnaissance of this stream reach and review and comparison with the following references: Roughness Characteristics of Natural Channels, Harry H. Baines, Jr. Geological Survey Water Supply Paper 1849, U.S. GPO, 1967, and Table 5-6 Values of the Roughness Coefficient n, and Figure 5-5, Photographs of channels with various rightness, pp.' 110-123, in Open -Channel Hydraulics, Ven Te Chow, McGraw Hill, .1959. A summary of the range of N-values used in the HEC2 modeling is as follows:. 4 t- _ - : •'J` l �nr •:,... „ .-R n�ei 'rite+,-r �_ Channel 0.015 to 0.035 ' Overbaaks . 0,(13(L40 Q:(ltfl - The mean high water OYERWj for the Edmonds area was chosen as the starting water surface elevation. Based on a review of the National Oceanic and Atmospheric Administration (NOAA), the MHW for the Edmondsareawas found to_ be 10.0._f t: The. elevation &—uni-is based on. meaw-low water, =which is. consistent: with both City of Edmonds Datum- as well as the field .survey datunms s ,,, ,cy ,,,rfi� =.�s.� - +.�.a..-:;r�i= :.3: - _ .1x : v-• Jam, ----��'3'� �.-r,'-,x;s•-•+—_,�, :+c. a... =�—.-- ..-tea"-—��-....— �� _ _hc*�T`c' _ ^rt _ _: _ _.. .:• � ' _ _. — - . 22WW, _. < .106 -.. -- - R.W. BECK AND• ASSOCIATES .. oil 111__'-�; • • Appendix D - 8 The M1iIW for the Edmonds area is 10.9 feet and the highest recorded tide is 14 feet. With a design criteria of MHW, it should be noted that higher than predicted water surface elevations could result during extreme high tides. C. SWMM :VERSION 4.04 SWMM Version 4.04 is a mathematical model used for simulation of urban runoff quality and quantity in storm and combined sewer systems. Development of the model was sponsored by the U.S. Environmental Protection Agency and it is now a public domain model. SWMM has the capacity to simulate all aspects of urban hydrologic processes including surface and subsurface runoff, transport, or routing, through the drainage network, and storage and treatment of runoff. Different subprograms within SWMM are used for each of the different simulated processes. These subprograms are called blocks. The flow routing block was the only process simulated with SWMM in this plan. The block used for flow routing simulation is called Transport. SWMM Transport was used to route TR-20 generated flows through the Edmonds. Way trunk storm drain. SWMM was used because the system hydraulics cannot be calculated using TR-20, and SWIvIM Transport is designed to analyze flows through a long system of storm drains. SWMM automatically identifies pipe segments which are surcharging as well as resizes them to eliminate the surcharging. �I To perform hydraulic flow routing with SWMM, the drainage system is modeled- as a series of connected pipes, manholes and open channels. These individual parts of the drainage system are called elements. The storm hydrographs are routed downstream from the point where they are introduced into the system. Flow routing proceeds downstream through all elements until the time has passed for the storm hydrographs to have passed through 'the entire system. A kinematic wave approach is used. and disturbances are allowed to propagate in -tilertgcgetirtiorl 9v _:stow_ co�puiations ,hrouglr�e s►str ire. n��c - ;_ :lens=:clone =y diameteF::ar cross-section-mensions,.. v a roughness. Each element within the drainage system must .be described in this g Y manner. ►nh' n,�. :,r-r�.� :�:e.ri r*t'� :L�.". 24tA- the- 4;1x MM.4 1'� q-fR2n .-1' v IZ'.- -mil +- a. - block at 9 iodations. tes�ii;ca drys entr�liy :eft .w goi^ts st w���l: themaser flows enter the Edmonds Way trunk storm drain. It- should be__noted that SWNIlvI cannot directly account for backwater effects:= -The lower.=end of the Edmonds Way trunk sewer is influenced by tida) z �'"conditions of, Puget, ound T1Yerefore, capacities of lower portion: of this system .- =� P P TM rP�!icted.--•A. more detaille backwslPT an lvsis Of the zZ._ — ._ �..y. �b_e actually 1Q�v� r tha.. _ r�. -: - - 1UWCr pOI`t�irii? LLt1J S Jt::�r N Vuld pie ri&t iosaitz to riL*jli.1 C_ the final 26 t.-of `the system. _ 1722WW.106 R.W. BECK AND ASSOCIATES - lei i 9 Appendix D -.9. d. Hydraulic System Data Hydraulic system data was compiled in order to identify the conveyance capabilities of the major storm drainage conveyance system. Sources for this information included the following: • City developer files • City section maps of the system • City street drawing files • . City aerial topography maps • WSDOT record drawings • Field surveys Field surveys were used to supplement record drawings. This information was'used to develop the Lotus 1-2-3 based spreadsheets describing the capacities of the existing major drainage system (Appendix Q. e. I Analysis and Results The purpose of the system analysis is to: • Identify existing systems with insufficient capacity • To identify existing systems that are predicted to have insufficient capacity under future conditions • To identify and verify the causes of known problems • To evaluate propose alternative solutions to these problems. Tables D-6 through D-8 show the existing capacity and.tthhe predicted peak flows for the major drainage system elements. The -predicted peak flows fonhe . ? 0-Isar event c,re. con: pared :,VA&t the pordsting CAP ki6es—ire u,�uitic cite apac ty nese prof iems-are_cuscussea m L;naDters_Yi ttu^auRh'..V.tiu. - ----- =—_- -` When sizing replacement pipes for those systems with insufficient capacity, the _ = _ peak flow corresponding to the 100-year event was used Chan`zl vel,�cibf's. Px,r. !i� f -Sec^ , = th, 7's r rr .A cppccm. relative .to sre= charmer pension -and are: 3i sed is through VM. The 2 year storm is typically selected by the Soils Conservation Service for erosion analysis. For a few systems the future.l0-year predicted floe was estimated to be - slightly below the existing capacity of the system. Because the capacity was so close to the estimated flows, no problem was identified --These systems incline - thi fe-Now,i_ng elements-B.34.17 C •�,�r�?su�a`i ,�?d ;lr^l•?'on�,��lAr..._ - r_ .d .�. Appendix D - 10 In evaluating the modeling results of the Union Oil Marsh simulation, it was necessary to make a conservative assumption. This assumption was that all - of the volume of water predicted -to be surcharged (from the SWMM model) on the Edmonds Way Trunk Sewer would be diverted to the Marsh. This is because when this system becomes surcharged, some of the gutter flow cannot enter the system and therefore, by passed the catch basin grates and travels down Edmonds way to eventually enter the Marsh. This is considered to be a conservative assumption because, in reality, not all the flow would alternatively be temporarily backed up until the surcharged condition ended. After the surcharged condition ended the backed up water could enter the system Using this assumption, two storms were evaluated, the 10-year and the 100-year for future conditions. From the SWMM Model results, the predicted volume to be surcharged at element No.'s 3160 and 3260 was 5.6 acre-fL The predicted volume to be surcharges for the 10 year event at element No. 3160 was 24.6 acre-ft. By adding this volume to the predicted maximum water surface elevator from the TR-20 model results of 14.96 for the 10-year event and 16.46 for the 100-year event, a resized predicted maximum water surface elevation was found to be 15.2 for the 10-year event and 17.2 for the 100-year event. Based upon a review of aerial topography, flooding of private property would result when the water surface in the Marsh reaches roughly 16 to 17. Therefore, using this somewhat conservative assumption, flooding at the Marsh would not be anticipated for the 10-year event but would be for the 100-year event. As previously discussed, . this simulation is based upon an average downstream tidal condition o Mean High Tide (MITT), so that simultaneous extreme high tides and heavy floods could result to flooding that was not predicted. N.' H.EMFOHILL ... ST REE-f FILE �✓ W/,O- o°z lbo VW >N FOR THE J 2 w - > Q W Z CONSLOI NG ENGINEERS DEC 11984 ENGINEERING PROPOSED �0 EDMONDS ATHLETIC CLUB N W ' J ' 0 Z t o o' FOR l Y�A;r.l -, w��.:i••�• 1.1iii �1•Y�!�:�f �t sir F..; :'�j ��f:.,�.:1.ifit•.:'=i..•. �. .. ..L:-(C.: �.' .��•.. -. r:,.:e�-.• ii'•,'•'• �.� ,-• _ .-�. �:. _ Y_:c.�,:;��; s.::...• .:.�:. .`•=..cam �-...�Y'r .'�.., 1�:,.'tir�?'),},i:ti.�d,�:�:= �f;?"�i.�d'F�;.�:{'�"M-t+r'.n�.:... a.,?- t•.:��5'' :�'r.��l:.-.r.n.r.. ...a �.f.-�.jv. -J.. +::,. ••: •'r':t�c.`9'N 1 .3 ti � �C`.l'.f"�..r�''G,ri 'L',no:..►-Y�� �e 'f 1 ..... .�-.. ... +.w:.a...r� - .3'.•' . >.:}�• :a� n,-v..3�i�•,,� _� 1`l'V"L'L��w:T'1;r+-Jp f•�,-.e A.a_�nr• .��i�%✓.1'^Y".^3" ' 1 `r; �.�`. _ �x�i.¢y,4ki�.`!'1!qFa'r.�*'�'�.�i�a�...�...�±w+e.:.�.Inr�'. sr,.: .. .,,:.. 1 � .':•-----•. � � y t •{"+i"�•" + � r ZT-{T'"i"fr`(+�7_ra. r{ 'p��h'l�.''ft A� ,fc 'p `3 . 1� r�r •t7!✓}� a J ' '�,`,", � ��� ��....✓n ti.�"� "!';�� � .�y'l'� �i'� FCiif�-1,��' y'§ � ' ••ilft'-�C-�-.71 ..?' 1'!y`•.. ;::mot' �.- -,. -� = - 10 December, 1984 Project No..926A Puget West Corporation P. 0. Box 669 Harbour Square Edmonds, WA 98020 Reference: Proposed Edmonds Athletic Club, Harbour Square, No. 6 Subject: 1. Soil investigation 2. Design and construction recommendations I N*T R O D U C.T I O N PURPOSE of REPORT ' -i The purpose of this report is to present the results of an --investigation of the existing soil conditions, and to present recommendations for the preparation of foundation soils, and,..for• the design of foundations. AUTHORIZATION . for INVESTIGATION and REPORT G E 0 T E.0 H N I CA L S T U D I E S A.. HISTORICAL STUDIES HEMPHILL was informed that a survey conducted by Reid Middleton Associates revealed that the site had been preloaded by soils that had been dredged from Phase 2 of the port excavations conducted in approximately 1969. The height of the preload, and the length of time that the preload was applied is not known by HEMPHILL. Previous studies by HEMPHILL revealed that the peat had been compressed by a heavy load, and that the peat was capable of supporting loads of approximately. 60.0 psf with: minimal settlement. B. PREVIOUS SITE PREPARATION. Puget West Corporation had previously conducted excavating and filling at the site to prepare the proposed floor subgrades,_ .and to prepare foundation soils., l Excavating had been conducted within the proposed pool area to remove peat, junk, .and organics down to the underlying natural silt layer approximately 5 feet below the ground surface ' at that time. Excavating had also been conducted at 20.to 30•foot intervals along the exterior continuous footings, and at square column footings, to remove the underlying peat. The excavations were then backf illed with structural fill. The structural fill was composed of fine to medium sand that had been piled on and adjacent to the site. C. INVESTIGATION of SOILS No testing or verification had'been conducted to verify the proper placement -and compaction of the structural f ill, therefore HEMPHILL conducted standard penetration tests to determine the existing density of the structural f ill, and the strength and compressibility characteristics of the underlying peat and the natural silt beneath the peat. HEMPHILL conducted two degp holes to determine the thickness of the silt layer, and the depth to more competent soils. The standard penetration.test is conducted by pounding a precisely dimensioned pipe into the ground with a precise force. An auger drills a hole to the top of the proposed test. The pipe, which can also recover a . sample of the tested soils, is then placed at the bottom of the auger hole. A 140 pound hammer is droppd a distance of 30 inches to pound. the pipe, called a split spoon sampler, into the soils for a distance of 18 inches. .'The number of blows from the hammer to drive the pipe the'last 12 inches into the soils is called the standard penetration..test. The geotechnical engineer can use the standard penetration data in conjunction`..with.the visual classification of the soil sample recovered :.from. the -sampler to estimate the relative density of.'cohesionfess soils (granular).. and..'the ' consistency of cohesive soils -.(clayey). That information can be used to determine .:the : strength and compressibility characteristics of- the'.soil. :The results of .-.'the standard penetration tests, revealed , that the granular soils ins the" upper 5 `to'6 feet...has an._allowable bearing capacity of.''approximately.1000-psf.• _ The peat -and silt located below :5(-to .6. feet Fhas an --:allowable bearing capacity of approximately ,600 psf. Two deep test .borings also. revealed that the . silt layer is t. a pprox.imately..11 .feet thick, .and below' that depth is a very dense or hard. soil that -would be capable ". of. - supporting `piles. >t 3 '1 t CD........................... ........................................ .......... .......... ................. ....................................... . ........ 7,7- ...... paw ........... . . . . . . . . ... . . . . . . . .......... ........... 4V a Gi - ................... . . ............. ........... I ....... .. ....... C-1-1-11- .......... . . . . . . . . 4' . ... . . . . . . . . . . 4V .. . . . .. Vu ,Ilk Alp . ....... ........... ...................•• .. ..................... . ............. pt A cn . ......... ...... 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J ..................................... ;J ............ ................. . . . . . . . . 4L-.— V 4� N 04F . . ...................... . .... . . . . . ....................... ....... ... ......... ..................... ........... ... ............ .......................... N lb . . . . . . . . . . . . N .. . . . . . . . . . . . ... . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . t7 ---------- -------------- -------- - - # 1-+ ..... ... ' i. ( i ' �• '. • • • • . . . . . . . . . . . . . . . . . . . . • . . . . . . . . . . . . . •�' fi s '.. • . . ' . '. : . . _. . ' . ' . . . . . . . . . . . . . . . . . . . . . . . . . . . lit IS N �: j....._.... �. .. ..............»..._.......... ....,. . i� .:._:..:..:...:...:...:...:...::...:..:...:..:..�.»:...:..:..:..... . .. ................. _............. .. .. rn,� ........»...............� ..... .. ... ........ . a , �� ��• 1•,� .. ... . .� .. . .....'1..�, 1: . COO :. :cep •-�,? ....... . .. A4........ aoo .........»....... ......... ... ._.»»_.»..........:.w • ' ' .� . :.. ,�.. , :,, ... . :::::::: • ..:.... • ,..i.. ,...;...» • • :........:.....,,`,��.............. ....... ........ .............. T. .. .... . . • , • . .. ..•.`........................................»...... • . ,may . . . • (/' •� �,tPp:�: ♦....... ice: ::.:.:... .. •'� ....�• �.. ,�.. ,�... :..�..:..... :.....:...:...:. j,...................................._..............._........... ......... ...... l......... �....1. ..... .. » ..... _ .».... �..,.. •�� D. FOUNDATION OPTIONS HEMPHILL presented 3 options to Puget West Corporation as follows: I. Place foundation on piles approximately 30 feet long 2. Over -excavate to the silt layer and replace the existing soils with imported granular soils that can be compacted under wet conditions 3. Redesign footings for 1000 psf, provided that the thickness of structural f ill will dissipate the footing loads to 600 psf' on the peat or silt, and provided that the resulting total and differential settlements are satisfactory to the structural engineer. Puget West Corporation requested that the third option be investigated by HEMPHILL and -by the structural engineer, Hudson Associates. E. .INVESTIGATION of OPTION 3 .,, Buds on Associates redesigned the required" width of footings for "1000 psf. °HEMPHILL then determined the required thickness of structural fill :below the footings, and the anticipated settlement. Figure l shows the anticipated settlement within the structural fill and existing granular soils in the upper 6 feet .of,* the site .for various bearing capacities and footing fc widths. Figure 1 also shows the required thickness of structural fill above the peat or silt for exterior and j interior continuous footings to dissipate. -,the 1000 psf `footing loads to 600 ' psf on the peat or-7 silt. Figure 2 shows the same parameters for square footings for interior. columns. . - HEM -PH iLL Figure 3 shows the anticipated settlement that will occur within the- peat and silt layer from various footiing sizes loaded to 1000 psf. Figure 3 also shows the total anticipated settlement from the. maximum potential dead + live. loads for each footing, which is the sum of settlement within the upper granular soils, as shown in Figures 1 and 2, and the settlement of the peat and silt layer, as shown in Figure 3. FIGURE 3 ESTIMATED SETTLEMENTS FOOTING SETTLEMENT WITHIN SETTLEMENT WITHIN TOTAL WIDTH 6' GRANULAR SOILS 11' SILT and PEAT SETTLEMENT (ft) (in) (in) (in) C O N T I N U O U S F O O T I N G S 2 0.25 _ 0.20 0.45 3 0.35 0.35 0.70 ` 4 0 -.45 ' - 0.50 0.95 _ 5 0.48 0.62 1.10 - 6 0.50 0.80 1.40 7 0:55 0.90 1.45 y 8 0.57 ... 1.03 _ 1.60 S Q U A R E C O L U.:M N F O O T I N G S. 4 0.49 0.16 0.65 5 0.52 ..0.38 0.90 6 0.60 1s04 :. 0.65 r 0.50 1.15 8 0.70 : 0.60 1.30 -; 9 0.72 •0.68 1.40 10 0.73 0.77 1.50, 16 ". 0.77 1.23 2.00 iD z � s r •� i 2 ,ter si ,yaZ T ! > rc M H :H..E .P I L L HEMPHILL estimates that the existing thickness of structural fill can dissipate the 1000 psf footing loads to 600 psf at the top of the peat or silt under all footings with the exception of . the large 16 foot square footing .in the center of the tennis courts. HEMPHILL recommends that the soils be excavated from beneath the 16 foot square footing to a depth of 8 feet and then backf illed with structural fill. F. STRUCTURAL FILL The existing fine -to medium sands at the site that were used as structural f ill could not be compacted to the desired density to support 2000 psf because of the high percentage of fines and the high water content. The.existing available soils on adjacent sites varies in grain size. The finer grained soils cannot be compacted to'an ' acceptable density because the water cannot be.squeezed out during reasonable compaction efforts. Trial and error could determine which soils can be compacted. -If. the trial and error method on the available soils becomes i ;.too cumbersome or impossible, then coarser soils must be '...imported. Any imported soils should have no fines smaller than a no. 50 sieve. a . wl f- F•: `Q ra . IV•.v• I T 1 1 j x HEMfbH-ILL U) W0U) F- > F Q �, W W z 0 Q J_ Z W H N ' W 0 J z W ' - 0 Z N � O U) W_ 0 _ N N - N ZO w N Q Q 0 Z J W Q Z J -� W W U 0 (A - Z w W Z .J U W W 5 F N 6 Z Z Z 0 w Y Z p H W GEOTECHNICAL CONSIFI NG ENGINEERS DEC! 11984 ENGINEERING FOR THE PROPOSED EDMONDS ATHLETIC CLUB t FOR PUGET•- WEST CORPORATION 16,1, ,9�Pei Fig cp CC - VN WN ll i }•i�rdu."wa�t"°' ��.9'1t'' - r;''t��� _ tom. ...� , LL . Z p Z v 71 0 1 o PROJECT NUMBER 926A ;.�F �„fi wv 10 DECEMBER 4 • •. _ � < r, � �i, "vim{4g;rt '��'> � t .ryr`•0Oj9'`S`,y� ''r�v < +::�✓4r"�tif_ C•, '128'13` N.E. '36th _STREET'.f.",Nil E3ELLEVUE�-W— ��J8005=� [206) 88J24� iA 10"December, 1984 Project No. 926A Puget West Corporation P. 0. Box 669 Harbour Square Edmonds, WA 98020 Reference:. Proposed Edmonds Athletic Club, Harbour Square, No. 6 Subject: 1. Soil investigation 2. Design and construction recommendations I N'T R O D U C, T I O N PURPOSE `of REPORT The purpose of this report is to present the results of -an --investigation' of the existing .soil conditions, and to present recommendations for the preparation of . foundation soils, and,..for• -the design of foundations. AUTHORIZATION for INVESTIGATION ' and..REPORT " ..The,, investigation: and report were.., authorized by Puget West .',Corporation;,:in, accordance with. requirements by the Edmonds ~ = .�.Building.,.Department-'to verify' the,,-existing .'.soil. -conditions, and to. de termiiie�.that,'the soils'can".support ,the proposed footings and :buildingloads ,..SCOPE of "GEOTECHNICAL STUDIES HEMPH ILL :.conducted.• f ield tests to' determine .the physical 'properties :="of''the existing ;soils "at -the site.. HEMPHILL then a ; conducted reseaich..`and'calculations-to determine the required 7.^preparation of existing or.imported soils to., achieve the required -: bearing. ;capacities, `and. todetermine,:the: resulting, - settlements: V. t i .< t t "•. 6 f i_ 9y^.r.}+v;'.0 aL t} y, F t c y+ - .._t ^� '`ye x,31,.�, '`•�'iieF%tr" sti: i ti d _ �{se s �sr i .'"i+1�?. " r r - - _ - 1�•i"S it r 4,,. i i �`t,�$:.'yr�° ✓ !' 1 .w, � '' c� ' { b . � r'•a.a- .p.'rr 1'R{ rr f'yLs . � 1, A ti z - � t, - - - it - • �; Y^^ �'•!i?rtdC'Vu�'i•fs e� a"y t.7r y. .. Y s. . � .v r J. _ H E_ M P H I L L G E 0 T E.0 H N I C A L S T U D I E S A.. HISTORICAL STUDIES HEMPHILL was .informed that a survey conducted by Reid Middleton Associates revealed that the site had been preloaded by soils that had been dredged from -Phase 2 of the port excavations conducted, in approximately 1969. The height of the preload, and the length of time that the preload was applied is not known by HEMPHILL. Previous studies by HEMPHILL revealed that the peat had been _ compressed by a heavy load, and that the peat was capable of T supporting loa-ds of approximately- 600 psf with; minimal settlement. B. PREVIOUS SITE PREPARATION. Puget West Corporation had previously conducted excavating and -filling at the site to prepare the proposed,floor subgrades,, ,and to prepare foundation soils.,.-. Excavating had been conducted' within the proposed pool • area to' remove peat, junk,' and organics down to the underlying natural silt layer approximately 5 feet below'the-grounrd r surface • at that time. _ Excavating had also been conducted at 20.to 30 foot intervals.• along the exterior continuous footings; and -at* square -column footings, to remove the underlying peat. The excavations were then backf illed with structural f ill. The structural fill was composed of fine to medium .sand that had been piled on and adjacent to the site.. l x 2 ^ 4 HEM C. INVESTIGATION of SOILS No testing or verification had been conducted to verify the proper placement and compaction of the structural fill,, therefore HEMPHILL conducted standard penetration tests to determine the existing density of the structural fill, and the strength and compressibility characteristics of the underlying peat and the natural silt beneath the peat. HEMPHILL conducted two deep holes to determine the thickness of the silt layer, and the depth to more competent soils. The standard penetration test is conducted by pounding a precisely dimensioned pipe into the ground with a precise force. An auger drills a hole to the top of the proposed test. The pipe, which -can also recover a . sample of the tested soils, is then placed at the bottom of the auger hole. A 140 pound hammer is droppd a distance of 30 inches to pound _ the pipe, called a split spoon sampler, into the -soils for a distance of 18 inches." :.'The number. of blows f rom the hammer to drive the pipe the.. last. i2 -inches' into the soils is called the standard penetration, -test: The geotechnical +engineer can use the standard penetration data in conjunction':with>,the -visual classification of --the 1 soil sample recovered ;`from -.the `sampler to estimate the, relative density ' of 'cohesionless soils (granular) and: the '. _ consistency of cohesive'.'soils (clayey).. That information can be used to.determine,.'the ::strength' and compressibility characteristics of`-; the :soil. '' : r = The. results of the -,,standard penetration l -tests revealed-, that -,the granular "soils'' in- the `upper.`3. 'to` 6 feet:.has -an .allowable - -bearing capacity of ::'approximately.J000'- psf. w r The peat' and silt' located below .Sato 6 ••feet has 'an allowable ; bearing capacity, of approiximately':600 :psf. "t t Two deep test borings :also `revealed that .the: silt layer is + _:approx,imately. 11 'feet thickp".and below'tthat depth is a.•very ! -dense or hard : soil :-hat would be _ capable` of_ :supporting ; piles.:' , ++' --i3c F•4 y. {5.�i F`pn�"K�Ft�J :°yd6-r ' c 1C ti .. - . r,, r !� . f i- Y 1. •'Xf,1i�gr''s.� 1 O"- lhea ,a s(av c� J4 ) x u+% � . .'t. 1.-9�;-at"�` F+ 'r'• y}��utR' �����j���'r i•' ♦ai�`.4��'1'1'S."�f'�'t+%4�bf ^ _.r+. . - z a• dck •Ya• �.. ci r � ,�. r- FOOTING WIDTH (FT) O J__ cn 00 C=) cn . . ........................... ...................................... : .......... ............................ : ....................................... : ....................................... : ....................................... ....................................... ................................. : C= .14 m 0 C/) 0 m 0 cn r a 00 . . . . . . ...... Aft. IN *#... ..ft . lft........* ... .......... ......... ... ....................t SF ........ ................................ ................................................... A% Lift ........ 0.50. • ......... #77m; ........... as. ........... ................................. . . . . ....... ... ....... * ....... ..................................... ...... ................... .. ................. ............. . ....... It ...... ...... A......... .......... 'b s. . . . . . . ... . . . . . . . . . . . . . . . 4W, • # ............ ............ .............. .............. . . .. ........ ..... ......... ............ : ... ... .. ........ �N i : ... :, ........... ... . . . .......... .............. . . . . . . . . . . . . . 0. .46 . . . . . . . . . 4p. ........ ... ......... .................................. ... ......... . . ....... ....................................... ... ... ... ... .. hk* #44" ........... \&p 4ip� ............ ........ . ............... ................ ...... ♦ .... 0. ......... . 0 ......... 41% ....... ... ...... Av Ov .......... z ...... .. . .................................. ...................... . . .......... ........... 0 .... ............... ... . ........ ............ ...... . ............................................................ .............. ..... ...... . ...... !l., , _n rn D, FOUNDATION OPTIONS HEMPHILL presented 3 options to Puget West Corporation as follows : 1. Place foundation on piles approximately 30 feet long 2. Over -excavate to the silt layer and replace the existing soils with imported granular soils that can be compacted under wet conditions y 3. Redesign footings for 1000 psf,-provided that the. thickness of structural fill will dissipate the footing loads to 600 psf' on the peat or silt, and provided that _ .the resulting total and differential settlements are satisfactory to the structural engineer. Puget West Corporation. requested that the third option be investigated by HEMPHILL and -by. -.the structural engineer,, - :Hudson Associates. :. E.:.INVESTIGATION of OPTION 3 = "' Hudson` Associates redesigned the required width of footings -- for 1000. psf. HEMPHILL then determined. the required thickness of structural fill -below the footings, and the anticipated settlement. Figure -1_- shows the anticipated .settlement within the: F -structural fill and existing granular-' soils in the upper' 6 '� f ,'.feet,of,:the site.for various bearing capacities and footing J ''= widths: Figure 1 also shows : the required thickness of s structural. fill above the 'peat or silt for exterior and , interior continuous footings to dissipate. the 1000 psf ti .• i YC ; y « . 'footing loads to 600 'psf on the peat or- silt.': Figure 2 shows the same parameters for square footings for terior.,columns.Ss � }�•` _. � +3 ..g��qa `s44�c. yy-�r.,v^fc' Y'ta.< j ,tie -:a - .,. � . .. -' H I L- L FOOTING WIDTH (FT) -„ cn , ....... ; " µ" ........ ... . ..............................» ........ .... »» .«.........».......» rn ..... ... .......... I......... «....... .._tell 4 FM .. ...».......,"4 N « �', � � ;....»........♦. "; ..f.'PS�:.......€..................•..................................................:..:......:...:..:...:...:...:...:...:..:...t C �' Mc rn= .«........»................«� .;�1►i... ....' �. ?.............f. .....j.... `........................i... .. "� w....�. ....©.... '4..... 41 r.. �....»..... .. .............,.......................................� ........... ♦ �►...«............................ .... ............ «............. ................ N............. ....... Figure 3 shoves the anticipated settlement that will occur within the peat'and silt layer from various footiing sizes loaded to 1000 psf. Figure 3 also shows the total anticipated settlement from the maximum potential dead + live loads for each footing, which is the sum •of settlement within the upper granular soils, as shown in Figures 1 and 2, and the settlement of the peat and silt layer, as shown in Figure 3. ��• F s 9 w . � �•'i 'U 1 fy; ...�i Leh . -• . - . _ P FIGURE 3 FOOTING WIDTH (ft) 2 ESTIMATED SETTLEMENTS SETTLEMENT WITHIN 6' GRANULAR SOILS (in) C O N T I N U O U S SETTLEMENT WITHIN 11' SILT and PEAT (in) F O O T I N G S 0.25 0.20 TOTAL SETTLEMENT (in) 0.45 .. 4 3 0.35 0.35 0.70 4 0.45 0.50 0.95 5 0.48 0.62 1.10 6 0.50 0.80. 1.40 y 7 0.55 0.90 1.45 8 0.57 1.03 1.60 _ S.OUARE C0LU-:MN F 0 0 T ING'S. -4 • 0.49 0.16 0.65 5 0.52 0.38 0.90 6 0.60 0.44" 1.04 s 7 0.65 f 0>.50 1.15 . T 8 0.7.0 0.60 1:30 =•9 �. 0.72 0.68 1.40 - 10.0.73 0.77 1.50, . 16 0.771:23 2.•00 ' are > d i � - , •c7 ,S";" r '� . - � y , l `,� 6.s _•�e�f?-f '"A ` ` - - .. - .1 i\V.e �-.+-.- :y,. - At r Yi,.vt s •e ri �1�� d,`r ep*<.+ - - E.M 1-P,*HJ' L L a .+Yt� t �• �t +�'� d'`s*, '�'� ."�,sE n i`r�(�i ���➢o• ��+P . �.� v ry �ti r A+ y J r.r `` ' r �b`FSa •. y ���t�sa�S.,7vcis.' ��� 1 r i if`+' i k.��•t .�•i..> > + .. r t � a .. t' "' k c^- �t'0's ,`'t". �ww ,�'t`�7,.Xt �•� i� 1�' 4 •, - r4-. e s �, ,y- : , .. t , HEMPHILL estimates that the existing thickness of structural fill can dissipate the 1000 psf footing loads to 600 psf at the top of the peat or silt under all footings with the exception of . the large 16 foot square footing in the center of the tennis courts. HEMPHILL recommends that the soils be excavated from beneath the 16 foot square footing to a depth of 8 feet and then backfilled with structural fill. F. STRUCTURAL FILL The existing fine to medium sands at the site that were used -as structural fill could not be compacted to the desired -density to support 2000 psf because of the high percentage of fines and the high water content. C I'T Y of E D M D S.RECEIVED For Inspection Call 771-320J AM q A 1"S 1 Address of Construction: S E SEWER PERMIT PERMIT EDMONDS tTR;TMENT PLANT I Property Legal Description (Include all easements): 14Ak gji t>c� u Rap(- D6 `- AnA�T ►G Owner and/or Builder: Contractor & License No Single Family Residence Mul ti-Family Commercial (No. of Units ) (No. of fixture Units 2'R(o) Invasion into City Right -of -Way: No Yes (If Yes, Right -of -Way Construction Permit required. Call One -Call -Center (1-800-424-5555) before any excavation.) Cross other Private Property: No Yes (If Yes, easement required, attach legal description and county easement number.) PLEASE READ THE ITEMS LISTED ON THE BACK certify t at I have re 'd-and shall comply D to with the items listed on the back. Permit Fee: 3 0 . 00 Issued By: /1 w Trunk Charger ��0.00 Date Issued: Assessment Fee: Receipt No.: Partial Inspection: 4 C AliDate -Initial Final Inspection Approved: /q Date Initiag Rejected: eason Date Initial ** PERMIT MUST BE POSTED ON JOB.SITE ** White Copy - File Green Copy Inspector Buff Copy - Applicant The City of Edmonds Side Sewer Drawing EASEMENT NO- -------------------- ----------------------- I NEW CONSTRUCTION JK REPAIRS F-1 LID NO. ------------------ - ASMT. NO. ------------------- OWNER -------------------- CONTRACTOR L ----- ---------------------------------------------- I ------ PERMIT NO. 7.9150- JOB ADDRESS I(no ------ --------------------- LEGAL DESCRIPTION: LOT NO. ----------------------------- - ------- BLOCK 1 O. -EDUON08 ---------- TREATMENT PLANT --------------------------- ------------------------------------------------------- --------------- - -9-9 --------------------- -- NAMEOF ADDITION ------------------------------------------ - ---------- --------------------------------------------------------------- PWW-"1-11/75(REV.11) M FQ:�- Fom oy-o/ e' REC R r F E 8 4 BUILDING b . b•c CITY OF Eur.;.rvu:,b 'ITT Copy GEOTECHNICAL ENGINEERING EVALUATION HARBOR SQUARE ATHLETIC CLUB 160 WEST DAYTON STREET EDMONDS, WASHINGTON FOR MR. WARREN LAFON s�pe o� �Qro ca- �han� t� I mJ�ru�r I��na —ICE ci ��ech P�e�+- • N G Main Office 17311 —13e Avenue NE, A-500 Woodinville, WA 98072 (425) 486-1669 FAX (425) 481-2510 (425) 337-1669 Snohomish County October 1, 2008 Mr. Warren LaFon Warren LaFon, Architect 849 Puget Way Edmonds, Washington 98020 NELSON GEAECHNICAL ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition Edmonds, Washington NGA File No. 794308 Dear Mr. LaFon: Engineering -Geology Branch 437 East Penny Road Wenatchee, WA 98801 (509) 665-7696 FAX (509) 665-7692 We are pleased to submit the attached report titled "Geotechnical Engineering Evaluation — Harbor Square Athletic Club Addition — Edmonds, Washington." This report summarizes the existing surface and subsurface conditions within the site and provides general recommendations for the proposed site development. Our services were completed in general accordance with the proposal signed by you on July 25, 2008. A new second story addition is planned for the southern portion of the existing building. The addition will extend outside the current building footprint and bridge over an existing parking area. The addition is proposed to be supported on columns. The development area is relatively level and is covered with asphalt and landscaping areas. Stormwater is planned to be directed into an existing system. We performed two borings with a track -mounted drill rig within the planned addition area. Our explorations indicated that the site is underlain by undocumented fill and soft marsh deposits with competent glacial soils at depth. We have concluded that the site is generally compatible with the planned development. We have recommended that the foundations for the addition be supported on in idles extending down into the competent native glacial soils for bearing capacity and settlement considerations. Specific recommendations for design and installation of the pin piles are included in the attached report. General site improvements and drainage recommendations have also been included in this report. Geotechnical Engineering E)Wtion • Harbor Square Athletic Club`RBdition Edmonds, Washington October 1, 2008 NGA File No. 794308 Summary - Page 2 We'appreciate the opportunity to be of service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Khaled M. Shawish, P.E. Principal Three Copies- Submitted, TABLE OF CONTENTS INTRODUCTION...................................................................................................................................... 1 SCOPE......................................................................................................................................................... 1 SITECONDITIONS.................................................................................................................................. 2 SURFACECONDITIONS.............................................................................................................................. 2 SUBSURFACECONDITIONS........................................................................................................................ 2 HYDROLOGICCONDITIONS....................................................................................................................... 3 SENSITIVE AREA EVALUATION........................................................................................................ 3 SEISMICHAZARD.............................,......................................................................................................... 3 EROSIONHAZARD..................................................................................................................................... 4 CONCLUSIONS AND RECOMMENDATIONS................................................................................... 4 GENERAL................................................................................................................................................... 4 EROSIONCONTROL................................................................................................................................... 5 SITE PREPARATION AND GRADING........................................................................................................... 5 FOUNDATIONS........................................................................................................................................... 6 STRUCTURALFILL.................................................................................................................................... 8 PAVEMENTS.............................................................................................................................................. 8 SITEDRAINAGE......................................................................................................................................... 9 USEOF TIIIS REPORT...................................:........................................................................................ 9 LIST OF FIGURES Figure 1 — Vicinity Map Figure 2 — Site Plan Figure 3 — Soil Classification Chart Figures 4 and 5 — Boring Logs NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Harbor Square Athletic Club Addition Edmonds, Washington INTRODUCTION This report presents the results of our geotechnical engineering investigation and evaluation of the proposed Harbor Square Athletic Club addition located at 160 West Dayton Street in Edmonds, Washington, as shown on the Vicinity Map in Figure 1. The purpose of this study is to explore and characterize the site's surface and subsurface conditions, and to provide geotechnical recommendations for site development. For our use in preparing this report, we were provided with site plans titled "An Addition to the Harbor Square Athletic Club — 160 W. Dayton Street — Edmonds, WA," dated June 2, 2008, prepared by Warren LaFon Architect, showing the existing site conditions and planned improvements. The site is currently occupied by a two-story office building. Development plans include the construction of an elevated addition to the second story of the southern portion of the existing building. The addition is planned to be supported on columns with parking below the addition. Stormwater is planned to be directed into an existing system. The proposed site layout is shown on the Site Plan in Figure 2. SCOPE The purpose of this study is to explore and characterize the site subsurface conditions, and provide general recommendations for site development. Specifically, our scope of services includes the following: 1. Review available soil and geologic maps of the area. 2. Explored the subsurface soil and groundwater conditions with two geotechnical borings with a track -mounted drill rig. The drill rig was subcontracted by NGA. 3. Perform laboratory analysis and classification on soil samples, as necessary. 4. Provide recommendations for earthwork and structural fill. 5. Provide recommendations for foundation support. 6. Provide recommendations for slab and pavement subgrade preparation. 7. Provide recommendations for site drainage and erosion control. 8. Document the results of our findings, conclusions, and recommendations in a written geotechnical report. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Eation Harbor Square Athletic ClubVBdition Edmonds, Washington October 1, 2008 NGA File No. 794308 Page 2 SITE CONDITIONS Surface Conditions The property is irregular -shaped and is located in an existing commercial business park. The property is currently occupied by a 2-story athletic gym building and associated asphalt covered parking areas. The property is bordered to the north, east and west by commercial/office buildings and to the south by an asphalt parking area and a saltwater marsh area. The new addition is planned for the southern portion of the existing building. The project area is currently unoccupied, and covered with asphalt and landscaping areas. We did not observe any standing water during our site visit on Thursday September 11, 2008. Subsurface Conditions Geology: The geologic units for this site is shown on the Geologic Map of the Edmonds East and Part of the Edmonds West Ouadrangles, Snohomish County, Washing -on, by James P. Minard (USGS 1983). The site is mapped as modified land (ml). The modified land is described as areas disturbed by removal of some Pleistocene deposits, grading and placement of artificial fill of unknown quality. Our explorations generally encountered undocumented fill and organic -rich saltwater marsh deposits consistent with the description of modified land deposits, underlain by competent glacial soils at depth. Explorations: The subsurface conditions within the site were explored on September 11, 2008 by drilling two borings to approximately 26.5 feet and 35.5 feet with a track -mounted drill rig. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from NGA was _present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the borings. A Standard Penetration Test (SPT) was performed on each of the samples during drilling to document soil density at depth. The SPT consists of driving a 2-inch outer -diameter, split -spoon sampler 18 inches using a 140-pound hammer with a drop of 30 inches. The number of blows required to drive the sampler the final 12 inches is referred to as the "N" value and is presented on the boring logs. The N value is used to evaluate the strength and density of the deposit. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Ev&tion Harbor Square Athletic Club dition Edmonds, Washington October 1, 2008 NGA File No. 794308 Page 3 The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 3. The logs of our borings are attached to this report and are presented as Figures 4 and 5. We present a brief summary of the subsurface conditions in the following paragraph. For a detailed description of the subsurface conditions, the boring logs should be reviewed. Both of the borings encountered a 0.3-foot thick layer of surficial asphalt. Underlying the asphalt, both of the borings encountered approximately 2.2 to 4.7 feet of medium dense, brown gray to gray fine to medium sand with gravel and silt that we interpreted as undocumented fill. Below the fill in both of the borings, we encountered approximately 10.0 to 12.5 feet of very soft to stiff, silt with varying amounts of sand, gravel, and organics. We interpreted these materials to be saltwater marsh deposits. Underlying the marsh deposits in both of the borings, we encountered medium dense to very dense, gray silty fine to medium sand with gravel that we interpreted as native glacial deposits. Boring 1 and 2 were terminated within the glacial soils at depths of 26.5 and 35.5 feet below the existing ground surface, respectively. Hydrologic Conditions Groundwater was encountered at approximately 2.5 feet below the existing ground surface in the boring explorations. It is our opinion that the groundwater encountered is part of the regional groundwater table. We do not anticipate that groundwater levels would fluctuate significantly through the year. SENSITIVE AREA EVALUATION Seismic Hazard We reviewed the 2006 International Building Code (IBC) for seismic site classification for this project. Since loose undocumented fill and very soft saltwater march deposits were encountered underlying the site with medium dense or better glacial soils at depth, the site conditions best fit the IBC description for Site Class E: The hazard associated with seismicity for sites underlain by saltwater marsh sediments is primarily liquefaction and amplification of ground motion. The type of soil that is most susceptible to liquefaction during an earthquake is a saturated, loose, fine- to medium -grained sand deposit. A loose saturated sand. deposit, when subjected to vibration, tends to compact and decrease in volume. If the sand deposit does not drain, the pore water pressure increases. If the pore water pressure is allowed to build up by NELSON CEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Ev&tion Harbor Square Athletic Club dition Edmonds, Washington October 1, 2008 NGA File No. 794308 Page 4 continuous vibration, a "quick" condition will be reached when the pore pressure equals the effective overburden pressure at some depths. Under this condition, the sand is temporarily transformed into a liquid state and loses its load bearing capacity. The risk to the structures on site would be differential settlement in case liquefaction takes place. It has been found that fine-grained soils (materials passing the No. 200 sieve) within the soil matrix, can significantly reduce the potential for liquefaction. Thus, a silty sand or silt would not liquefy as easily as clean sand would under a given seismic event. It is our opinion that the soft saltwater marsh deposits may have a moderate potential for liquefaction and amplification of ground motion. Supporting the foundation loads on a deep foundation system extending down to the underlying competent native material should aid in reducing the impact of liquefaction and ground motion amplification on the planned improvements. Erosion Hazard The criteria used for determination of the erosion hazard for affected areas include soil type, slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Soil Survey of Snohomish County Area. Washin on, by the Soil Conservation Service (SCS) was reviewed to determine the erosion hazard of the on -site soils. The surface soil for this site was mapped as urban land. The erosion hazard for this material is not listed, but we anticipate the site soils should have a low erosion hazard in areas where the site is not disturbed. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion from a geotechnical standpoint that the site is compatible with the planned development. Our explorations indicated that the site is generally underlain by undocumented fill and saltwater marsh deposits with competent native glacial soils at depth. These underlying glacial deposits should provide adequate support for the planned structure. We recommend that the building be designed utilizing deep foundations consisting of 4-inch pin piles to transfer building loads through the loose/soft soil to the underlying medium dense or better native glacial soils. Recommendations for deep foundation design and installation are included in the Foundation subsection of this report. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering E "ion Harbor Square Athletic Club dition Edmonds, Washington October 1, 2008 NGA File No. 794308 Page 5 If some settlement, cracking, and maintenance of the paved areas can be tolerated, the pavement could be supported on the undocumented fill material provided the pavement subgrade is properly prepared and any soft areas are repaired. Pavement subgrade should be prepared as described in the Site Preparation and, Grading and Pavement Subgrade Preparation subsections of this report. The upper soils encountered on this site are considered moisture -sensitive, and may disturb when wet. We recommend that construction take place during the drier summer months, if possible. If construction is to take place during wet weather, the soils may disturb and additional expenses and delays may be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of . rock spalls to protect exposed subgrades and construction traffic areas. The native on -site soils could be used as structural fill provided they could be compacted to specifications. This will depend on the moisture content of the soils at the time of construction. NGA should be retained to determine if the on - site soils can be used as structural fill material during construction. Erosion Control We anticipate the erosion hazard for the on -site soils to be slight for exposed soils, but actual erosion potential will be dependent on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from erosion. Erosion control measures may include diverting surface water away from the stripped or disturbed areas. Silt fences and/or straw bales should be erected to prevent muddy water from leaving the site. Disturbed areas should be planted with vegetation or paved as soon as practical. The erosion potential of areas not stripped of vegetation or where pavement is removed should be low. Site Preparation and Grading After erosion control measures are implemented, site preparation should consist of removing the asphalt and loose soils from the building and new pavement areas to expose medium dense or better native soils. If fill or loose and/or organic materials are exposed in the pavement subgrade, this material should be over -excavated down to competent soils and replaced with structural fill or crushed rock. If over - excavating the loose material is not feasible, or shallow ground water conditions are encountered, we recommend placing a 1.0-foot thick layer of crushed rock or clean granular pit run in the pavement areas. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Ev tion • Harbor Square Athletic Club Wition Edmonds, Washington October 1, 2008 NGA File No. 794308 Page 6 Depending on the subgrade conditions it may be necessary to place a geotextile over the exposed subgrade prior to placement of the rock or pit run fill. We should be retained to observe subgrade preparation and structural fill placement. If significant surface water flow is encountered during construction, this flow should be diverted around areas to be developed, and the exposed subgrades should be maintained in a semi -dry condition. The upper site soils are considered moisture -sensitive, and may disturb when wet. We recommend that construction take place during the drier summer months if possible. However, if construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls on exposed subgrades, construction traffic areas, and paved areas prior to placing structural fill. Wet weather grading will also require additional erosion control and site drainage measures. The existing material may be partially suitable for use as structural fill. The underlying native soils .may be suitable for use as structural fill, depending on the moisture content of the soil at the time of construction. NGA should be retained to evaluate the suitability of all on -site and imported structural fill material during construction. Foundations Our explorations indicate that the site soils generally consist of loose/soft undocumented fill and saltwater marsh deposits, underlain by competent glacial soils. We therefore recommend that the addition be supported on 4-inch pin piles extending down into the competent soils. The explorations encountered minor amounts of debris in the site soils and there is a possibility that the debris may obstruct some piles. There should be contingencies in the budget and design for additional/relocated piles to replace piles that may be obstructed by debris. We also recommend that excavation equipment be available on site during pile installation in case shallow obstructions could be removed from the planned pile locations. The structure foundations should be supported on 4-inch. diameter steel piles driven,- to refusal into the underlying competent native soils. We recommend using galvanized schedule 40 or stronger pile sections, and a dynamic hammer with a minimum energy rating of 1,100 ft-lb. We recommend a design capacity of 10-tons for the 4-inch diameter piles for each pile driven to refusal. The refusal criterion for these piles and hammer sizes is defined as less than one inch of pile advancement during 15 seconds of continuous driving for the 4-inch piles. We should be retained to review final plans, monitor pile NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering EvgWtion Harbor Square Athletic ClubV Edition Edmonds, Washington October 1, 2008 NGA File No..794308 Page 7 installation, and evaluate pile refusal. We stress that any variation from these recommendations may result in inadequate piles, and we. should review and approve any proposed variation from these recommendations. Final pile depths should be expected to vary somewhat and will depend on the depth of the soft material, water table, and the nature of the underlying competent soils. The pin piles should penetrate a minimum of 5 feet into the native competent soil at depth in order to develop the design capacity. Piles that do not meet this minimum embedment criterion should be rejected, and replacement piles should be driven after consulting with the structural engineer on new pile locations. Due to the relatively small slenderness ratio of pin piles, maintaining pin pile confinement and lateral support is essential to preventing pile buckling. Pin piles should not stick above finished ground surface and should be suitably embedded in the footings. Also, potential debris within the upper soils could obstruct the pin piles. Obstructed piles should be relocated or additional piles driven after consulting with your structural engineer. Vertically driven pin piles do not provide meaningful lateral capacity. However, battered pin piles can provide a lateral support component. The structural engineer should determine the degree of batter, and number and locations of battered piles to resist lateral loads. We recommend that the battered piles be embedded a minimum of eight inches into the foundation concrete and that sufficient steel reinforcement be placed around the piles to reduce the potential for pile pull-out. We recommend that at least one pile load test be performed to verify the design value. We recommend that the piles be loaded to at least 200 percent of the design capacity, and that we be retained to observe the pile load test. A factor of safety of 1.5 would be used to reduce the ultimate capacity achieved from the pile load test to a design capacity. The actual pile load test procedure would be discussed with the contractor at the time of testing. We do not recommend using a design capacity of more than 10 tons for 4-inch pin piles, regardless of the outcome of the pile load test. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering E tion Harbor Square Athletic Club*ition Edmonds, Washington October 1, 2008 NGA File No. 794308 Page 8 Structural Fill General: Fill placed beneath foundations, pavement, or other settlement -sensitive structures should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation and Grading subsection prior to beginning fill placement. Materials: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about three inches. All-weather structural fill should contain no more than five percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-inch sieve). The on -site soils are not suitable for use as structural fill. We should be retained to evaluate all proposed structural fill material prior to placement. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All filling should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas and pavement subgrade should be compacted to a minimum of 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D-1557 Compaction Test procedure: The moisture content of the soils to be compacted should be within about two percent of optimum so that a readily compactible condition exists. It may be necessary to over - excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Pavements Pavement subgrade preparation, and structural filling where required, should be completed as recommended in the Site Preparation and Grading and Structural Fill subsections of this report. The pavement subgrade should be proof -rolled with a heavy, rubber -tired piece of equipment, to identify soft NELSON GEOTECHN/CAL ASSOCIATES, INC. rage Y or yielding areas that requiref)air. We should be retained to observe thoroof-rolling and recommend repairs prior to placement of the asphalt or hard surfaces. As mentioned earlier, the pavement subgrade should be covered with a minimum of 1.0 feet of pit run or crushed rock to reduce settlement potential. A layer of geogrid may be needed below the crushed rock to strengthen the subgrade. All of this could be evaluated in the field under our supervision. Site Drainage Surface Drainage: The finished ground surface should be graded such that stormwater is directed to an appropriate stormwater collection system. Water .should not be allowed to stand in any areas where footings, slabs, or pavements are to be constructed. Final site grades should allow for drainage away from the structures. We suggest that the finished ground be sloped at a minimum gradient of three percent, for a distance of at least 10 feet away from the structures. Surface water should be collected by permanent catch basins and drain lines, and be discharged into an appropriate discharge system. Subsurface Drainage: If groundwater is encountered during construction, we recommend that the contractor slope the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped out and routed into a permanent storm drain. If excavations under the shallow groundwater table are planned, site dewatering may become necessary. We are available to provide specific recommendations for site dewatering if desired. USE OF THIS REPORT NGA has prepared this report for Warren LaFon Architect and their agents for use in the planning and design of the development on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions outside the locations of the exploration. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering E ation • Harbor Square Athletic ClubWdition Edmonds, Washington Geotechnical Engineering E ation • Harbor Square Athletic Club ddition Edmonds, Washington October 1, 2008 NGA File No. 794308 Page 10 We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre -construction meetings if requested. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner: NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Evj&tion Harbor Square Athletic Club dition Edmonds, Washington October 1, 2008 NGA File No. 794308 Page 11 It has been a pleasure to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Lee S. Bellah Staff Geologist Khaled M. Shawish, PE Principal LSB:KMS:pkw Five Figures Attached NELSON GEOTECHN/CAL ASSOCIATES, INC. VICINITY MAP Not to Scale Dvget Sound QD vimland Way Gaspers St .. oryr< Qa9,aQ fesN Eons . Project 2 DaleySts Site - 77 Edrnonds Bell Sty S I Main St, W bayto t a 11 Daybon St Maple Way Maple S<. �+ : Alder St .. . .7 to i N _.@ m_ - a py :D ; r`a Seamont En :`216tt►_St Svr Psi ` e = V1 :c _ • M "i Vella Coola Rdeb N Dogvruntf In • �Woadway� '� � � , 10 9. : $ Do9"jD° 02 hRapOuest Ina btap Datu, a 2D08 N>\V.TEQ or TAI AP W Edmonds, WA Project Number NELSON GEOTECHNICAL 794308 Harbor Square Athletic Club N CA ASSOCIATES, INC. Vicinity Map GEOTECHNICAL ENGINEERS & GEOLOGISTS Finl lra 1 11911. MAWAF ADO Smmffhhcw.ma1251339-16W No.1 Date I Revision I By I CK 1 1 grmw I original I JRW I LSB PF S-1 LEGEND B-1 Number and approximate li location of boring Reference: Site Plan based on an undated, untitled site Project Number 794308 Harbor Square Atheletic Club Site Plan Figure 2 Ind Story I Driveway supports 0 30 60 Scale: 1 inch = 30 feet plan, provided by our Warren Lafon Architect NELSON GEOTECHNICAL ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS tY711.135tti Aw. NE, AGOD Srolomie� Camty (tEj Sf!-ffi�9 No. I Date I Revision I By I CK 1 1 9/24/08 1 Original I LSB I LSB UNIFIED. SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS GROUP NAME SYMBOL CLEAN GW WELL -GRADED, FINE TO COARSE GRAVEL COARSE- GRAVEL GRAVEL GP POORLY -GRADED GRAVEL GRAINED MORE THAN 50 % GRAVEL GM SILTY GRAVEL OF COARSE FRACTION RETAINED ON SOILS NO.4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50 % RETAINED ON MORE THAN 50 % NO.200 SIEVE OF COARSE FRACTION PASSES NO.4 SIEVE SAND SM SILTY SAND SC WITH FINES CLAYEY SAND FINE - SILT AND CLAY MIL SILT INORGANIC GRAINED LIQUID LIMIT CL CLAY LESS THAN 50 % SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT INORGANIC MORE THAN 50 % PASSES LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FLAT CLAY NO.200 SIEVE 50 % OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488-93. Dry - Absence of moisture, dusty, dry to the touch 2) Soil classification using laboratory tests is based on ASTM D 2488-93. Moist -Damp, but no visible water. ° 3) Descriptions of soil density or U Wet - Visible free water or saturated, m consistency are based on usually soil is obtained from interpretation of blowcount data, below water table visual appearance of soils, and/or test data. g M a Project Number NELSON GEOTECHNICAL No. Date Revision By CK 794308 Harbor Square Athletic Club Soil Classification Chart IGA ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS I 9=08 Original JRw TSB g Figure 3 17711.195thA..NE,A6➢0 s w�rpas,aar-,6G9 o BORING LOG B-1 Approximate Ground Surface Elevation: ?? Soil Profile Sample Data Penetration Resistance c (glows/foot - m) . 10 20 .30 40 50 50 i Piezometer Installation - Description a m D .0 3= m a o Z m Ground Water Data Moisture Content J HiVto (Percent - • 0 (Depth in Feet) C9 to 10 20 0 50 50 V J 0.3 feet of Asphalt Brown -gray, fine to medium sand with silt and gravel '�. SP-SM 13 ' (medium dense, moist)(Undocumented Fill) _ Dark brown silt with sand, gravel, and abundant organics (stiff, saturated) — — ML 9 ' Dark gray silt with abundant organics and trace sand and 1 gravel (very soft, wet to saturated) ML 0 1 10 , ................................................... 10 _ Gray, silty fine to medium sand with gravel (medium dense, wet to saturated) 13 _ 26 20 I .................. 20 SM -Grades to wet ?-..: 19 25 , ................................................... 25 LEGEND ❑ Solid PVC Pipe Concrete M Moisture Content Depth Driven and Amount Recovered ❑ Slotted PVC Pipe y`` Bentonite A Atterberg Limits with 2-inch O.D. Split -Spoon Sampler Monument/ Cap ;,;;; G Grain -size Analysis L , Native Soil DS Direct Shear ` to Piezometer PP Pocket Penetrometer Readings, tons/ft Depth Driven and Amount Recovered Silica Sand p * Liquid Limit P Sample Pushed with 3-inch Shelby Tube Sampler + Plastic Limit :yZ Water Level T Triaxial i NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole; modified by engineering tests, analysis and judgement. They are not necessarily representative of other times and locations. we cannot accept responsibility for the use or Interpretation by others of information presented on this tog, c Project Number NELSON GEOTECHNICAL ASSOCIATES, INC. No. Date Revision By CK a f 794308 Harbor Square Athletic Club N[Gn A Boring Log GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311-1367h A.. NE. "M 8.hoft h 0—dy (425) 339-IM Wjodwes. uvn Q&M Mri a u V b. (509) 665-7898 arrzoe aVrret .Ittw tse a Figure 4 r+ _ _ _ • _ e n m BORING LOG a m B-1 (cunt.) a a a Soil Profile Sample Data Penetration Resistance (Blows/foot-0) •5 Piezometer 10 20 30 40 50 50 9 Installation - Description 0. o c n c = ;, o. ° Ground Water Data Moisture Content @ J. E Mn0 V B w L (Percent - 0) o (Depth in Feet) 0 U) C 0 10 20 30 40 50 50 D J Gray, silty fine to medium sand with gravel — 60 (very dense, wet) . 77 SM T'..: 50-5„ 35 ................................................... 35 Boring terminated below existing grade at 35.5 feet on 9/11/08. Groundwater seepage was encountered at 2.5 feet during drilling. 40 ................................................... 40 45 ................................................... 45 50 ................................................... 50 55 ................................................... 55 LEGEND ❑ Solid PVC Pipe Concrete M Moisture Content Depth Driven and Amount Recovered 0 Slotted PVC Pipe - Bentonite A Att Limits P G Grain -size Analysis with 2-inch O.D. Split -Spoon Sampler Monument/ Cap ? o Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons1 t ; Depth Driven and Amount Recovered 0 Silica Sand De P * Liquid Limit P Sample Pushed with 3-inch Shelby Tube Sampler -I- Plastic Limit Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and iudgenenl They are not necessarily = representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infoimation presented on this log. Project Number NELSON GEOTECHNICAL NO. Date Revision By CK 794308 Harbor Square Athletic Clubs A$sOC1ATEs, tNC. Boring Log GEOTECHNICAL ENGINEERS & GEOLOGISTS I erame 0114iniii JRw Asa Figure 4 17311.13ft A1e.NE.ALm Smhonudi CaW,(426)339.13Ee uw.w,..o. we omn IMnnlO,eelClr6n (SOBIeS•7893 O .� _ _ _ a o BORING LOG d B_^ v L l Z G Approximate Ground Surface Elevation: ?? Soil Profile Sample Data Penetration Resistance (Blows/foot - 0) •y c ' Piezometer 10 20 30 40 50 50 H Installation - Description `-' a °' C o 3 a 3� v a T g m Ground Water Data Moisture Content co _j o E, m o v E •- (Percent - �) `o (Depth in Feet) 0 fn d 10 20 30 40 50 5 � J 0.3 feet of Asphalt _ Gray, fine to medium sand with silt and gravel 18 ' (medium dense, saturated)(Undocumented Fill) SP-SM 71 4 15 arr brown -gray siffw-ith may, abundant orgarncs aan3- trace fine sand and (very soft, saturated) =' "'-'' 1 ' gravel 1 'ML six inches of peat at bottom of sample 1 '10........ ......... ........ ......... ........ ......... 10 --------------- Gray, silty fine to medium sand with gravel (medium dense, wet to saturated) — 18 ' 15.................................................. 15 Becomes dense �- SM 37 ' 20 ................................................. 20 Becomes very dense -' 98-12" 25 .................................................. 25 Boring terminated below existing grade at 26.5 feet on 9/11/08. Groundwater seepage was encountered at 2.5 feet during drilling. LEGEND ❑ Solid PVC Pipe Concrete M Moisture Content Depth Driven and Amount Recovered ❑ Slotted PVC Pipe Bentonite A Atterberg Limits 2-inch O.D. Split Sam Monument/ Ca �; G Grain -size Analysis N with ler -Spoon P P P_? , Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Depth Driven and Amount Recovered * Liquid Limit 0 Silica Sand w Sample Pushed 3-inch Shelby Tube Sampler 4 with T + Plastic Limit � Water Level T Triaxial � NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily = representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Number NEL30N GEOTECHNICAL ASSOCIATEs, INc.ernme No. Data Revision By Harbor Square Athletic Club EGA' ICK794308 to Boring Log GEOTECHNICAL ENGINEERS & GEOLOGISTS w m Figure 5 17311435M A". NE. A•ti00 semen county µr>sts•ises p` rL NGA Main office 17311 —13e Avenue NE, A-500 Woodinville, WA 98072 (425) 486-1669 FAX (425) 481-2510 (425) 337-1669 Snohomish County NELSON GEOTECHNICAL ASSOCIAT'ES� INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS MEMORANDUM Engineering -Geology Branch 437 East Penny Road Wenatchee, WA 98801 (509) 665-7696 FAX (509) 665-7692 DATE: October 31, 2008 TO: Warren LaFon — Warren LaFon Architects FROM: Khaled M. Shawish, PE Lee S. Bellah RE: Harbor Square Athletic Club Addition — Auger -cast Piles Edmonds, Washington NGA File No. 794308 CC: Chris Bernards — CG Engineering Introduction Your structural engineer has requested that we provide design and installation recommendations for auger -cast pile foundation support for the Harbor Square Athletic Club Addition project in Edmonds, Washington. We previously prepared a geotechnical engineering report for the site titled "Geotechnical Engineering Evaluation — Harbor Square Athletic Club Addition — Edmonds, Washington," October 1, 2008. In the geotechnical report, we recommended that the new second story addition be supported on pin -piles. We understand that additional uplift load capacities are needed to support the proposed addition that can not be achieved by driven pin piles. All other recommendations presented in the previous report should be followed. Supporting the proposed addition on auger -cast piles should be feasible from a geotechnical standpoint, provided our recommendations provided in this memorandum and our previous report are followed. We have provided design and installation recommendations for 16, 18 and 24-inch auger -cast piles in the following section. Auger -Cast Piles Auger -cast piles are installed with a hollow -stem auger advanced to the desired pile depth. After reaching a minimum recommended penetration into bearing soils, a pressure head is created when grout is pumped into the hollow stem of the auger before starting auger withdrawal. After the grout head is developed, withdrawal of the auger is timed to maintain the grout pressure head and avoid intrusion of loose soil into Memorandum Harbor Square Athletic Club Addition — Auger -cast Piles Edmonds, Washington October 31, 2008 NGA File No. 794308 Page 2 the sides of the pile excavation or discontinuity or "necking" of the pile. The actual volume of the concrete pumped into each pile is recorded and compared with the theoretical volume of the pile. Piles with a ratio of actual to theoretical volume less than 1.1 would be re -drilled. The auger -cast piles would provide the necessary vertical support for the structure as well as lateral and uplift resistance. The success of this method will depend, in part, on site access for the drill rig and other equipment needed for pile installation. Obstructed piles should be relocated and/or additional piles installed. Some discussion on relocation of piles should be made with your structural engineer prior to start of drilling. It is usually best to make any changes while the drill rig is on site. For preliminary design, we recommend that the piles penetrate a minimum of 10 feet into the underlying medium dense to very dense silty sand with gravel to provide adequate end bearing and friction capacities. The competent native material was encountered at approximately 15 feet within the proposed addition area. We present design friction, end bearing, and total axial compression capacities for 16-, 18-, and 24-inch auger -cast piles, installed as recommended, above in the following table. The friction component could be used to resist uplift forces. The provided values do not include the weight of the piles. If the piles. weight will be utilized to resist uplift forces, the buoyant unit weight and adequate safety factors should be used. Pile Diameter (inch) Total Pile Depth (Feet) Design Friction (Tons) (including a Factor of Safety of 2.0) Design End Bearing (Tons) (including a Factor of Safety of 3.0 Design Total Axial Compression Capacity (Tons) 16 25 5 25 30 30 9 31 40 18 25 6 34 40 30 10 40 50 24 25 8 62 70 30 13 77 90 Lateral resistance of the piles could be calculated based on equivalent fluid densities of 100 pounds per cubic foot (pcf) for the fill and silt materials, and 200 pcf for the lower portion of the pile that is embedded into the native medium dense or better silty sand with gravel. The equivalent fluid density NELSON GEOTECHNICAL ASSOCIATES, INC. Memorandum • Harbor Square Athletic Club Addition — Auger -cast Piles Edmonds, Washington October 31, 2008 NGA File No. 794308 Page 3 could be applied to two pile diameters. We should be retained to review pier design and observe auger cast pile installation. We trust this memorandum should satisfy your needs at this time. Please call if you have any questions or require additional services. NELSON GEOTECHNICAL ASSOCIATES, INC. • • N G Main Office 17311 —13e Avenue NE, A-500 Woodinville, WA 98072 (425) 486-1669 FAX (425) 481-2510 (425) 337-1669 Snohomish County DATE: October 31, 2008 NELSON GEOTECH N ICAL ASSOCIATES, INC. GEOTECHNIGAL ENGINEERS & GEOLOGISTS MEMORANDUM TO: Warren LaFon — Warren LaFon Architects FROM: Khaled M. Shawish, PE Lee S. Bellah Engineering -Geology Branch 437 East Penny Road Wenatchee, WA 98801 (509) 665-7696 FAX (509) 665-7692 RE: Harbor Square Athletic Club Addition — Auger -cast Piles Edmonds, Washington NGA File No. 794308 CC: Chris Bernards — CG Engineering Introduction Your structural engineer has requested that we provide design and installation recommendations for auger -cast pile foundation supportfor the Harbor Square Athletic Club Addition project in Edmonds, Washington. We previously prepared a geotechnical engineering report for the site titled "Geotechnical Engineering Evaluation — Harbor Square Athletic Club Addition — Edmonds, Washington," dated October 1, 2008. In the geotechnical report, we recommended that the new second story addition be supported on pin -piles. We understand that additional uplift load capacities are needed to support the proposed addition that can not be achieved by driven pin piles. All other recommendations presented in the previous report should be followed. Supporting the proposed addition on auger -cast piles should be feasible from a geotechnical standpoint, provided our recommendations provided in this memorandum and our previous report are followed. We have provided design and installation recommendations for 16, 18 and 24-inch auger -cast piles in the following section. Auger -Cast Piles. Auger -cast piles are installed with a hollow -stem auger advanced to the desired pile depth. After reaching a minimum recommended penetration into bearing soils, a pressure head is created when grout is pumped into the hollow stem of the auger before starting auger withdrawal. After the grout head is developed, withdrawal of the auger is timed to maintain the grout pressure head and avoid intrusion of loose soil into i Memorandum 0 Harbor Square Athletic Club Addition - Auger -cast Piles Edmonds, Washington October 31, 2008 NGA File No. 794308 Page 2 the sides of the pile excavation or discontinuity or "necking" of the pile. The actual volume of the concrete pumped into each pile is recorded and compared with the theoretical volume of the pile. Piles with a ratio of actual to theoretical volume less than 1.1 would be re -drilled. The auger -cast piles would provide the necessary vertical support for the structure as well as lateral and uplift resistance. The success of this method will depend, in part, on site access for the drill rig and other equipment needed for pile installation. Obstructed piles should be relocated and/or additional piles installed. Some discussion on relocation of piles should be made with your structural engineer prior to start of drilling. It is usually best to make any changes while the drill rig is on site. For preliminary design, we recommend that the piles penetrate a minimum of 10 feet into the underlying medium dense to very dense silty sand with gravel to provide adequate end bearing and friction capacities. The competent native material was encountered at approximately 15 feet within the proposed addition area. We present design friction, end bearing, and total axial compression capacities for 16-, 18-, and 24-inch auger -cast piles, installed as recommended, above in the following table. The friction component could be used to resist uplift forces. The provided values do not include the weight of the piles. If the piles weight will be utilized to resist uplift forces, the buoyant unit weight and adequate safety factors should be used. Pile Diameter (inch) Total Pile Depth (Feet) Design Friction (Tons) (including a Factor of Safety of 2.0) Design End Bearing (Tons) (including a Factor of Safety of 3.0 Design Total Axial Compression Capacity (Tons) 16 25 5 25 30 30 9 31 40 18 25 6 34 40 30 10 40 50 24 25 8 62 70 30 13 77 90 Lateral resistance of the piles could be calculated based on equivalent fluid densities of 100 pounds per cubic foot (pcf) for the fill and silt materials, and 200 pcf for the lower portion of the pile that is embedded into the native medium dense or better silty sand with gravel. The equivalent fluid density NELSON GEOTECHNICAL ASSOCIATES, INC. r NELSON G EOTECH N ICAL N �. A ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Main Office 17311 —135h Avenue NE, A-506 Woodinville, WA 98072 (425) 486-1669 FAX (425) 481-2510 (425) 337-1669 Snohomish County lu 131► ,[9)11_"►111i1►i I DATE: October 31, 2008 Engineering -Geology Branch 437 East Penny Road Wenatchee, WA 98801 (509) 665-7696 FAX (509) 665-7692 TO: Warren LaFon — Warren LaFon Architects FROM: Khaled M. Shawish, PE Lee S. Bellah RE: Harbor Square Athletic Club Addition — Auger -cast Piles Edmonds, Washington NGA File No. 794308 CC: Chris Bernards — CG Engineering Introduction Your structural engineer has requested that we provide design and installation recommendations for huger -cast pile foundation support for the Harbor Square Athletic Club Addition project in Edmonds, Washington. We previously prepared a geotechnical engineering report for the site titled "Geotechnical Engineering Evaluation — Harbor Square Athletic Club Addition — Edmonds, Washington," dated October 1, 2008. In the geotechnical resort, we recommended that the new second story addition be supported on pin- files. We understand that additional uplift load capacities are needed to support the proposed addition that can not be achieved by driven pin piles. All other recommendations presented in the previous report should be followed. Supporting the proposed addition on auger -cast piles should be feasible from a geotechnical standpoint, provided our recommendations provided in this memorandum and our previous report are followed. We have provided design and installation recommendations for 16, 18 and 24-inch auger -cast piles in the following section. Auger -Cast Piles Auger -cast piles are installedwith a hollow -stem auger advanced to the desired pile depth. After reaching a minimum recommended penetration into bearing soils, a pressure head is created when grout is pumped into the hollow stem of the auger before starting auger withdrawal. After the grout head is developed, withdrawal of the auger is timed to maintain the grout pressure head and avoid intrusion of loose soil into morandum �- arbor Square Athletic Club Addition —Auger-cast Piles Edmonds, Washington October 31, 2008 NGA File No. 794308 Page 2 the sides of the pile excavation or discontinuity or "necking" of the pile. The actual volume of the concrete pumped into each pile is recorded and compared with the theoretical volume of the pile. Piles with a ratio of actual to theoretical volume less than 1.1 would be re -drilled. The auger -cast piles would provide the necessary vertical support for the structure as well as lateral and uplift resistance. The success of this method will depend, in part, on site access for the drill rig and other equipment needed for pile installation. Obstructed piles should be relocated and/or additional piles installed. Some discussion on relocation of piles should be made with your structural engineer prior to start of drilling. It is usually best to make any changes while the drill rig is on site. For preliminary design, we recommend that the piles penetrate a minimum of 10 feet into the underlying medium dense to very dense silty sand with gravel to provide adequate end bearing and friction capacities. The competent native material was encountered at approximately 15 feet within the proposed addition area. We present design friction, end bearing, and total axial compression capacities for 16-, 18-, and 24-inch auger -cast piles, installed as recommended, above in the following table. The friction component could be used to resist uplift forces. The provided values do not include the weight of the piles. If the piles weight will be utilized to resist uplift forces, the buoyant unit weight and adequate safety factors should be used. Pile Diameter (inch) Total Pile Depth (Feet) Design Friction (Tons) (including a Factor of Safety of 2.0) Design End Bearing (Tons) (including a Factor of Safety of 3.0 Design Total Axial Compression Capacity (Tons) 16 25 5 25 30 30 9 31 40 18 25 6 34 40 30 10 40 50 24 25 8 62 70 30 13 77 90 Lateral resistance of the piles could be calculated based on equivalent fluid densities of 100 pounds per cubic foot (pcf) for the fill and silt materials, and 200 pcf for the lower portion of the pile that is embedded into the native medium dense or better silty sand with gravel. The equivalent fluid density NELSON GEOTECHNICAL ASSOCIATES, INC. j o ti) &9�nl L------------------ aN I I I t1Ttj L------------------------------- 4'd LEGAL DESCRIPTION TWAT PORTION OF LOT 3, SECTION 23, TOUN&41P 21 NORTH, RANGE 3 EAST, TkIDZE N46*MS4mF- 10" FEET, THENCE 643-42-06-E, t2O" FEET, THENCEOW'42MV, 269.36 FELT, THENCE N43131'06V, M'12 FEET [3UjL[9jW6 SIZE TO T;-E TRUE POW OF 1360MING, THENCE N43`51'06% MOM FEET, 19.485 5F TWO (2) 5rc-NY ft'pa THENCE N46-08S4-6, WVAPV FEET, THENCE N43.SIw6lw' Pasoo FEET, MU5 �90'5 5F fR5fAWfflGN TkIENCE S46*0SSM 4%U, 29BFEET TO A POW E OFCXRoS TO T�LEFT PLU5 �90 5F P�OPO%P AMON 14AVNG A RADIUS OF 25.W FEET, THENCE 801TWMY ALONG SAID CURVE fOrAL - 25,M15P THROUGH A CENTRAL ANGLE OF *19*12'19' AN ARC DISTANCE OF 3436 FEET; FEET, THENCE 843'42'06'E, ft= FEET OCCUPANCY - A6 TO A POINT OF CURVE TO TI-E LEFT k4VING A RADIUS OF 90" FEET, PA9CA-LOwAM5F - m,0005�(qNazaom MAX, Al-LOWAOLE 5F - 25 OX �F (TWO FLOO15) THENCE EASTERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF MOST$' AN ARC DISTANCE OP K91 FEET, THENCE SM-42-M-E, 232A2 FEET TO TRUE POW OF IBEGMIW& TAX NUMBER RECEIVED N / A JAN 0 5 2012 DEVELOPMENT SERVICES COUNTER SITE PLAN SCALE: 114" - V-0" fWO 5M5 OPEN - 90X 1 NO.Ak - 96.OW 9� AlOW I T�'""" $TRFFT FILE (3 1Irol 4I� L m e R I. f -------- Igo l,i) *k)", SHEET NO.: eartH WeLL PEPNR • DATE: a-m-tl REVISED: /�am mm _ 1 °ECT'°" -'MrAh¢ HARBOR SQUARE A.G, DRAWN:F� CHECKED:-m 1�I 14 WAR E N L A F O N e� ° JOB NO.:cem OF I �,e �i„H,,,,„ eaao�4aerie PLOT DATE:aasn o.nm. WL o CITf OF EDMONDS PUBLIC WORKS DEPARTMENT RIGHT - OF - WAY CONSTRUCTION PERMIT A. *Address or vicinity of Construction Sniri:h Side on Day Zan St. 1,110 SPI04 • Owner:(�enerai ielephone o�� the N.14.9Inc Name 3r1l 204fh St. S . IJ. Mailing Address. '. vnvwlood, ':.� 118036 City, State, Zip Code • Contractor: ! enp.ral T:0 ephone of the N. Name S a-g-, Mailing Address WF Permit No. � Issue Date • Permit Issued To: • Type of Work robe Done: Place conduit for ne,., cable to shopping center. • Work in Connection With ❑ Sub or Plat ❑ 11� Comml. / Ind. ❑ • Pavement Cut: ❑ ( See Attached pri ws � Single Family Apt. Condo. Yes ❑ • No tl . , Inc. C607 2I00-3874582 State License Number FILE City, State, Zip Code Telephone Number * * NO WORK TO BEGIN PRIOR TO PERMIT ISSUANCE * * B. APPLICANT TO READ AND SIGN INDEMNITY: Applicant understands and by his signature to this application, agrees to hold the City of Edmonds harmless from any injuries, damages, or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds, or any of its departments or employees, including or not limited to the defense of any legal proceedings including defense costs, court costs, and attorney fees by reason of granting this permit. Upon issuance of this permit, the contractor is responsible for workmanship and materials for a period of one year following the final inspection and acceptance of the restoration by the Engineering Division. Funds held from the Security Deposit (estimated restoration fee) will be held until the final street patch is completed, at which time a debit or credit will be processed for issuance to the applicant. Work is to be inspected. Restoration to be in accordance with City Code. Traffic Control to be in accordance with Traffic Section of City Code. Street to be kept clean at all times. A 24 - hour notice is required for inspection by Engineering. Call 775-2525, extension 220. I understand that this permit must be availab a at the job site for inspection purposes at all times. Signature: b% - G�� r Date Owner or Agent �t THIS PERMIT MUST BE POSTED AT THE JOB SITE FOR INSPECTION PURPOSES yt CALL DIAL - DIG PRIOR TO BEGINNING WORK C.Issued By: Time Authorized: Void after days Special Conditions: Ammendments: Permit Fee: 4" 3 Z) ®o Security Deposit: Receipt No.: Qz�'% 6_1 Fund III Fee: Street Cut Dimensions X= * * NO WORK TO BEGIN PRIOR TO PERMIT ISSUANCE * * 'Eng. Div. December 1978 Ena. Div. December 1978 FROM EMERALD AIRE INC. FAX NO. 2538725797 Oct. 04 2004 02:57PM P3 1200 --1 ON ROOF 12'-5" $�, 1 rx12 INTAKE ,40 R1U-1 ON ROOF I � e� U -11" FROM ASSOMGT IS FAX NO. : 4257714518 Jan. 16 2001 04:18FM F2 M mv- May 10, 1999 Steve Bullock City of Edmonds 121 5' Ave. North Edmonds, WA 98020 RE: File # ADB-99-65 and Future applications Steve: It5c;,51V E0 j g 200, 8SVELOPMECIV 0F E MONOS CAR Per our conversation la;t week, I aavo enclosed the current understanding we have with the City of Edmonds in regard to application(s) for permits with the City for work contemplated on the following bt ildings in Harbor Square, owned by Harbor Square Associates: buildings I'l 10, 120 13C, 150, 160, 180, 170 W. Dayton. Please be advised that <.uthority 1 )r application(s) will "only" be approved by myself or, in my absence, Jan Coiner as th de;:ignated agent. We have "not" designated any of ters to have this authority. ZSii n erelck Beselin Managing Partner HARBOR SQUARE ASSOCIA' ES DB:sb Cc: Ray Miller 120 West Dayton, Suite B-6, Ldm Inds, Washington 98020 (425) 774-1511 Fax 670-6736 • I-] MEMORANDUM Date: April 9, 1999 To: Planning Division From: Gordy Hyde, Development Services Engineer qM- Subject: ADB for Harbor Square Athletic Club Expansion at 160 West Dayton St. (ADB-99-65) The Engineering Division reviewed the subject plan. The Traffic Engineer had the following comments: • Provide the updated EIS • Provide parking stall dimensions. The City Engineer must approve a site plan designed by a licensed civil engineer. The site plan must show: ➢ How water, sewer, and stormwater service will be provided to the property. ➢ How -the developer will construct detention for storm water on new impervious surface. ➢ Parking stalls, pavement markings, aisle widths and signage. ➢ Landscaped areas are to be separated from drive aisles by curbs that are painted yellow and stenciled "No Parking" or painted red and stenciled "Fire Lane." The applicant must comply with the conditions of any future applications. The application is now complete for Architectural Design Board review. City of Edmonds Development Services Department s 0. MEMORANDUM it Date: March 31, 1999 To: Don Fiene, Hydraulics Engineer Jamal Mahmoud, Traffic Engineer From: Gordy Hyde, Development Services Engineer Subject: ADB Application for Harbor Square Athletic Club Expansion at 160 W. Dayton St. (ADB-99-65) Engineering received the attached application preliminary for construction of an expanded weight room facility. We had a pre -application meeting for the same project on February 19, the minutes of which are attached. Please review and return your comments for this formal submittal so I may incorporate your comments into a memo to the Planning Division by April 8, 1999. Thank you for a rapid response. City of Edmonds Development Services Department • MEMORANDUM Date: March 31, 1999 To: Don Fiene, Hydraulics Engineer Jamal Mahmoud, Traffic Engineer From: Gordy Hyde, Development Services Engineergj Subject: ADB Application for Harbor Square Athletic Club Expansion at 160 W. Dayton St. (ADB-99-65) Engineering received the attached application preliminary for construction of an expanded weight room facility. We had a pre -application meeting for the same project on February 1-9�thhee, minutes of which are attached. Please review and return your comments for this formal subm jai so I may incorporate your comments into a memo to the Planning Division April 8, 199 . Thank you for a rapid response. 1 weed a tog) 1AAe tAp&4ed City of Edmonds IV Frs. Development Services Department city of edmonds land.use application 0 ARCHITECTURAL DESIGN BOARD ❑ COMP PLAN CHANGE ❑ CONDITIONAL USE PERMIT ❑ FORMAL SUBDIVISION ❑ HOME OCCUPATION ❑, LOT LINE ADJUSTMENT ❑ OFFICIAL STREET MAP AMEND ❑ PLANNED RESIDENTIAL DEVELOP. ❑ REZONE ❑ SETBACK ADJUSTMENT ❑ SHORELINE PERMIT ❑ SHORT SUBDIVISION ❑ STREET VACATION ❑ VARIANCE ❑ RESUBMITTAL ......... FILE # "fC{' ZONE DATE x: REC'D BY FEE RECEIPT # HEARING DATE ❑ HE ❑ STAFF ❑ PB J�DB ❑ CC --------------- ACTION TAKEN: ❑ APPROVED ❑ DENIED ❑ APPEALED APPEAL # Applicant � � �v Phone Address & Q Property Address or Location W. Property Owner Address Phone 77 � tjAA1 rl A-r �� i it —_�____ Agent Addre Tax Acc # Legal Description Details of Project or Proposed Use Phone Sec. Twp• --- R ng. The undersigned applicant and his/her/its heirs, and assigns, in consideration of the ro agrees to release, indemnify, In part upon false, misleading, defend and hold the City of Edmonds harmless from any and all dam reasonable attorneys fees, arising from any action or infraction based in whole or • processing of the application inaccurate or incomplete -information furnished by the applicant, his/her/its agents or em The undersigned ages, including applicant grants his/her/its permission or ployees. the subject proppublic officials and the staff erty for the purpose of inspection and sting attenda o ' of the City of Edmonds to enter cation. SIGNATURE OF APPLICANT/OWNER/AGENT LEASE AREA I That portion of Government Lot 3, Section 23, Township 27 North, Range 3 East, W.X., described as follows: Convtrencing at the intersection of the south line of Section 23, and the easterly right-of-way line of the Burlington Northern Railroad; thence N42003V E along said right-of-way line 1138.43 feet to the True Point of Beginning of this description. thence continuing N42"34'34"F: 198,94 feet to a point 40.0 feet Southwesterly of the centerline of Dayton Street as -measured at right angles thereto; thence S53"17'06"E 17.18 feet; thence S88'42'06"E 64.51 feet; thence Sl"17'54"W 161.49 feet to a point of curve to the right having a radius of 25.00 feet; thence southerly along the arc: of said curve through a central angle of V1°16'4o", an arc distance of 18.0 feet; thence S42'34'34"W 106.87 feet; thence N47'25' 26"W 1 78,1 0 feet to tfir, I i-!ie Point o f Iegin n i ng : LEASE AREA 2 That pOrt�On Of Government,. I,',t. 3, Se(:t.i.orl 23, Township 27 North, Range 3 Cast:, w.t-i. in h Count, Washington, Snohor.._ g described as follows: ni Commencing at the intersection of the South line of Section 23 and the Eastfxly right of "y margin, Of the Burlington NOrt_hern Railroad; THENCE North 42'34'34" East along said right Of way line 1337.37 feet to a r Dint 40.0 feet outhwesterly of the centerline of Dayton Street as Treasured at right angles thereto; THENCE South 53017'06" East 17.18 feet; THENCE South Rn'42'06" i'ast 99. 51 fr.r t tc� True Point of Beginning; THENCE South 38'42'06" Ea-,t 290.00 1`cet; THENCE South 01'17'54" west 13 5. 20 feet; THRICE South 43'51' 06" East 23.20 fcc;, r_O ,. point of curve to the right having a radius of 25.00 feet; THENCE Southerly Tong the arc of sa-i.d cur.-�e through a central angle of 9o'00'00" an arc dista;,c, of 39.27 feet; THENCE South 46'08' 54" West.: 194.96 f c_r. n, a point Oil a curve ,r t0 the right having 9 a radius of 2,.00 fr�c:�t; THENCE. 17est.erly along the arc of shid curve through a central angle of 90'00'o0", an arc distant., Of 39.27 Feet; TH'CtICE North 43'51' 06" west 178.17 feet tc a print of curve to the right having a radius of 25.00 feet; THEt,'CE. Northerly along the arc of said curve through a central angle of 45'09100", an arc distance of 19.70 feet; TiiENCE tsOrth 01'17'54" East 101.85 Qak ter the True Point of Beginning. LEASE AREA 3 That portion of Government Lot 3, Section 23, Township 27 North, Range 3 East, W.- described as follows: Commencing at the intersection of the south line of Sectio 23, and the easterly right-of-way line of the Burlington Northern Railroad; thence along said easterly right-of-way N42°34'34"E 616.37 feet; thence N71°00'00"E 401.09 feet; thence S37°00'00"E 260 feet; thence N46°17'54"E 70.00 feet; thence S43°42'06"E 120.00 feet; thence S88°42'06"E 422.56 feet to a point on the west right-of-way line of SR 104 thence Nl°08'54"E 311.20 feet; thence N43°51'06"W 14.14 feet to the True Point of Beginning of this description; thence Nl°08'54"E 237.42 feet; thence N41°39'17"W 102.22 feet to a point of 40.0 feet south of the centerline o1 Dayton Street. thence N88042'06"W parallel with said centerline 118.15 feet; thence S1°17'54"W 124.80 feet; thence S43°51'06"E 265.77 feet to the True Point of Beginning; LEASE AREA 4A That portion of Government Lot 3, Section 23, Township 27 North, Range 3 East, W.M., described as follows: Commencing at the intersection of the south line of Section 23, and the easterly right-of-way line of the Burlington Northern Railroad; thence N42°34'34"E along said right-of-way line 1138.43 feet; thence S47°25'26"E, 69.06 feet to the True Point of Beginning; thence S47°25'26"E, 109.04 feet; thence S42°34'34"W, 168.00 feet; thence S77°05'03"W, 238.00 feet; thence N49°48'50"E-,.204.76 feet; thence N42'34'34"E, 161.00 feet to the True Point of Beginning. LEASE AREA 4B That portion of Government Lot 3, Section 23, Township 27 North, Range 3 East, W.M., described as follows: Commencing at the intersection of the south line of Section 23, and the easterly right-of-way line of the Burlington Northern "..iilroad; thence N42034'34"E along said right-of-way line 711.37 feet to the True Point of Beginning; thence continuing N42°34'34"E, 427.06 feet; thence S47"25'26"E, 69.06 feet; thence S42034'34"W, 161.00 feet; thence S49°48'50"W, 204.76 feet; thence S77°05'03"W, 76.37 feet to the True Point of Beginning. LEASE AREA 5 That portion of Government Lot 3, Section 23, Township 27 North, Range 3 East, W.M., described as follows: Commencing at the intersection of the south line of Section 23, and the easterly right-of-way line of the Burlington Northern Railroad; thence N42°34'34"E along said right-of-way line 1138.43 feet; thence S47°25'26"E, 203.10 feet to the True Point of Beginning; Thence N24°34'34"E 66.59 feet to a point of curve to the right having a radius of 25.0 feet. Thence Easterly along the arc of said curve through a central angle of 93°34'20", an arc distance of 40.83 feet; thence S43°51'06"E 168.33 feet to a point of curve to the right having a radius of 25.00 feet; thence Southerly along the arc of said curve through a central angle of 90°00'00", an arc distance of 39.27 feet; thence S46°08'54"W 152.89 feet to a point of curve to the right having a radius of 25.00; thence Westerly along the arc of said curve through a central angle of 100°47'41", an arc distance of 43.98 feet; thence N33003'25"W 163.60 feet to,a point of curve to the right having a radius of 25.00 feet; thence Northerly along the arc of said curve through a central angle of 75°37'59",,an arc distance of 33.00 feet, thence N42034'34"E 55.90 feet to True Point of Beginning. LEASE AREA 6 AND 7 That portion of_Government Lot 3, Section 23, Township 27 North, Range 3 East, W.M., described as follows:. Commencing at the intersection of the south line of said Section 23, and the easterly right-of-way line of the Burlington Northern Railroad;. thence along said easterly. right-of-way line N42°34'34'E, 616.37 feet; thence N71°00'00"E, 401.09 feet; thence S37000'00"E, 260.00 feet; thence N46.°17'54"E, 70.00 feet; thence S43042'06"E, 120.00 feet; thence .S88°42'06"E, 265.36.feet; thence N43°51'06"W, 17.72 feet to the True Point of Beginning; thence N43051'06,"W, 109.90.feet; thence N46008'54"E, 140.00 feet; thence.`N43°51'06"W, 199.09 feet;- thence S46008'54."W, 295.05 fee.t to.a point of curve:to the left.having a radius of.25.00 feet; Thence southerly along said curve through=a central angle of_79°12'19" an arc distance of 34:.56 feet; thence S33003'25"E, 39.1.4 feet; thence S43°42'06"E, 59.02 feet to a point of.curve to the left having a radius of 50.00 feet; thence,easterly along said curve through a central angle of 17005'13" an arc distance of 14.91 feet; thence S88042'06"E, 252.82 feet to True Point of .Beginning. LEASE AREA :9 ; ;.That ,,.portion of Governmenf' Lot 3, ,Section 23, Township. 27 _. North,";Range T-East, W.M.-, described as ,follows: Commenc= ing"at ,the:=intersect,ion.:o.f.,:thci.south-Iine`'..of saiJ. Section 23,.,and the 'easterly :right-of-way l.'ine.;of the. Burlington Northern: Rati,lroad ;:thence'-along°said;easterly.:right-of=way :, t •Iine'.N4Z°34'34"E,; 616.37 -•feet'; ,thence N71.°00`�;T'E .401.09:. feet;- thence 537°00:.00'.!E.; ; 260:;OQ 'feet; thence N46°17'.54"E `70:00 -feet '�.thenyc�e 543°42' 06"E; �1'20.00 feet; - thence Y -588°42'06"E;265:36 `fee't;::thence.N43°51'-06"W,;: 17.72 'feet ' :I to: the.- r.ue: -Po-t.:'of Beginning'; :thence-N43`51:'06"W; -109.90 ;;.feet;.; thence N46°,08'.5411E;':140:.0.0::feet; ,hence S43°51.'06 4-1- - "1IAOOAISV F_' thence 65.00 feet; - ft % MEMORANDUM Date: February 19, 1999 To:. Gordy Hyde, Development Services Engineer From: Jamal Mahmoud, Traffic Engineer Subject: Pre -application meeting at Harbor Square Athletic Club ADB - ) (Plan Check - ) The following traffic issues should be addressed: 1 Based on the information submitted to the city, it is not clear number of trips would be generated by the proposed project. Please clarify. 2 Do you have enough parking stalls to accommodate the new expansion? 3 Do you propose any bicycle parking/racks? Thank you. City of Edmonds Community Services Department Engineering Division SNOHOMISH HEALTH DISTRICT M. Ward Hinds, M.D., M.P.H. Health Officer February 25, 1999 TIMOTHY PETSCH TMI SALT PURE CORPORATION PO BOX 433 MANCHESTER WA 98353 Environmental Health Division 3020 Rucker Avenue, Suite 104 Everett, WA 98201-3900 (425) 339-5250 (425) 339-5270 Fax: (425) 339-5254 TDD: (425) 339-5252 Subject: Proposed Clormatic System, Harbour Square Athletic Club Swimming Pool, 160 W. Dayton, Edmonds, Washington Dear Mr Petsch: Plans for the above noted project, received February 18, 1999, have been reviewed as required in the Water Recreation Facilities Regulations, WAC 246-260, and the policies of the Snohomish Health District. These plans are APPROVED. Please contact me when the system is up and running. If there are any significant changes or additions to your layout or equipment due to this installation, the Snohomish Health District must be notified. Thank you for the opportunity to meet you and see an operating system. I appreciate that it was a bit of Irouble to arrange for an on site meeting, but my understanding of the TM system, I feel, is much greater. I look foward to seeing more systems being installed in the future, and would appreciate that you continue to utilize the application form we agreed upon. Please contact me if you have any questions. fice number is 425-339-5250. Sin y, David N. Compton, R.S. Environmental Health Specialist DNC:sei cc: City of Edmonds Building Department � Jack Tawney - Gary Fraser, Washington State Department of Health Healthy Lifestyles, Healthy Communities - owl t Pre -application meeting February 19, 1999 — 9:45 a.m. Applicant: LaFon Architects Site Address: 160 West Dayton Street Harbor Square Athletic Club Addition Attending: Representing City Staff. Steve Bullock, Jeff Wilson, Jeannine Graf, Gordy Hyde, John Westfall, Conni Curtis. Representing Applicant: Warren LaFon, Architect Jeff explained the purpose of the meeting and asked each City representative to give a brief rundown of what they saw in the preliminary plans, with the Applicant being able to ask questions following the presentations. Planning (&eve): We need to do more research into the original SEPA process as to whether the Athletic Club was put in with the original EIS? Applicant indicated that none of the actual buildings were put in the original EIS. Steve indicated that if the original EIS allowed for an addition of this scale, then we'll consider this project part of the original approval as far as the SEPA process, and we'll call it a minor project; it won't have to go through a SEPA checklist. If an addition of this scale wasn't anticipated with the original EIS, then we will require a checklist, it'll be considered a major project and it will go through the design review process. Applicant indicated that they had a traffic study done that showed they were just under the parking, or trip, threshold for a major project. He said that both this addition and the hotel were on that traffic report. Steve said he will go back and review the traffic report. The traffic report will definitely address one of our other concerns, which is parking. Another comment on the design review — we'd like your elevation to show a bit more of the existing building so that you can articulate for the board how the design and the height and the roof of this addition are consistent with what's there. You and I also talked awhile ago about critical areas. This project will require a critical areas variance because of its proximity to what we consider a Class 1 Wetland and the encroachment of the addition into the buffer and the setback area. You need to give us your height calcs. Steve said there are two ways to submit applications. ADB and critical areas variance may be consolidated into one submittal or done separately. If it's consolidated, there's only one official public hearing. The ADB will review it, but there will not be a public hearing before the ADB. Their recommendations will be forwarded to the Hearing Examiner for the hearing. If you choose not to consolidate, there will be a public hearing with the ADB on the design and a public hearing with the Hearing Examiner for the variance. Engineering(Gordy): It doesn't appear that we'll have any storm drainage concerns because you're covering an existing impervious area. Applicant had talked to Don about the hotel, which is all impervious where they're building, and Don said they have to put retention for the footprint of the new roof for any new construction even though it was over impervious before. Gordy indicated that this would be the same case, and that Don had not had an opportunity to review these plans. Applicant said they anticipated that they were going to bury a pipe in there and hook it to the existing system. Regarding traffic, Gordy indicated that, based on the information submitted, the number of trips that would be generated by the proposed project is not clear — please clarify. With an expansion of any type of project, we want to be able to go back into the EIS — if the Perteet study updated that and this was included in that update, that questions is probably answered. Determination needs to be made regarding the number of parking stalls that will be required & how many are then being provided. We want to be sure the parking stalls will accommodate the expansion. It appears that the columns you're using for support may be protruding into existing parking spaces. These will have to be re -aligned. Applicant indicated on the plans that the striping where the columns are has been re -striped to allow the 7" column. Gordy reiterated that we would need dimensions on those to make sure they meet the Page 1 't Pre -Application Meeting February 19, 1999 LaFon Architects/Harbor Square Athletic Club Addition 8 %2 x 16 '/2 requirement. The Traffic Engineer also asked if you propose any bicycle parking or racks — this is to address the issue of commute trip reduction. Application indicated that they already have some on site and those locations will be shown on the plans. Building ( eannine): Building comments are as follows: • Soils report required • Allowable area calculations required • Property lines must be shown on the site plan • Refer to WAC Table 11-F for required number of barrier -free parking spaces • Concrete columns may not encroach into minimum width of parking spaces • Structural must be reviewed and stamped by a Professional Engineer • The architect must check occupancy separation requirements Fire (John): There is an existing fire alarm system there, so we'll be looking at adding to that system. I have a couple of concerns. The first is fire vehicle access — our inspector has been in contract with Jane Conner down there, and they are working on that. The second one is something that Gary McComas had brought up awhile back, not directly related to this, but it is a part of the club. It had to do with the insulative sheet inside the indoor tennis courts. I haven't looked into the file to see where that issue remains, but perhaps you can fill me in on that. Applicant said that he thought the issue had been resolved, even before Gary retired. John said he will double check on it. Note: John has provided follow-up on the outstanding HSAC issue from November, 1996. "The issue regards the insulative wrap used on the walls of the indoor tennis track and the lack of `flame resistancy' documentation for that application. Mr. LaFon indicated that he thought the issue was resolved. A search of our files indicates that we have no documentation as a follow-up to this issue. "Prior to any Fire Department approvals of the subject project, I wish to assure that Fire Department records are up -do -date as the applicant's documentation on this matter." CAMy Documents\Engsec\DEVELOPkPre-AppMtgs\PreApp2.19.99.2.doc Page 2 i STREETtDDRESS FILE CITY OF EDMO DS BARBARA FAHEY MAYOR 7110-210TH ST.S.W. • EDMONDS, WA 98026 • (206) 771-0235 • FAX (206) 744-6057 COMMUNITY SERVICES DEPARTMENT - PUBLIC WORKS DIVISION �St. 18c�v May 16, 1996 Attn: Kari Freeman Harbor Square Athletic Club 160 West Dayton Edmonds, WA 98020 Dear Ms. Freeman: Per our conversation on May 16, 1996 regarding the credit for the sewer charges on your account at 160 W. Dayton. I have corrected the 15% billing adjustment that should not have been charged and is only done when water charges are credited. This will show up as an additional $289.35 credit on your next billing. Sorry for the confusion and I thank you for your patience in this matter. Sincerely, 1 on Holland Water/Sewer Supervisor Now, cc: Ilene Larson Utility Billing Clerk word ata\water\credit96\#600800\2 • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan 4 STREET ADDRESSBCITYOF EDMONDS f jLFYEY OR 7110-210TH ST.S.W. • EDMONDS, WA 98026 • (206) 771-0235 • FAX (206) 744-6057 COMMUNITY SERVICES DEPARTMENT - PUBLIC WORKS DIVISION rst. 189v May 9„ 1996 Attn: Kari Freeman Harbor Square Athletic Club 160 West Dayton Edmonds, WA 98020 Dear Ms. Freeman: 1 S Based on your evidence that the sprinkler system installed in 1994 was flowing excess water through one valve that was stuck open, I am willing to grant a credit on your account using your estimated consumption given as 130,000 gallons additional each month used through this irrigation line. This will be a sewer credit and no credit will be given on the water usage as the water was used. Credit will be granted for the month of May through September 1994 and 1995. There should be 869 units in 1994 and 869 units in 1995 for a total of 1,738 units of water credited. This times $2.22 per hundred cubic feet will total $3,858.36. 1 am only going to allow 50% reduction on this bill as our storm charge fee will still apply. This will allow a credit of,$1,929.18 minus 15% billing fee. Your total credit will be $1,639.80. This will show as a credit on your next billing. This will be the only credit allowed for leakage for three years. 1 If you have any questions, contact me at 771-0235, extension 649 or Ilene Larson at 771-0241. f. Sincerely, ' ZRo Holland Water/Sewer Supervisor RH/Ik cc: Ilene Larson Utility Billing Clerk word ata\wate r\cred it96\#600800 * Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan /,PA #AP4 W- 9"4v cATHLET IC C • L • U • B Tennis Courts Racquetball Squash Courts Pool • Gym Nautilus & Olympic Weights Aerobics 160 WEST DAYTON EDMONDS, WA 98020 ( 2 0 6 ) 7 7 8 - 3 5 4 6 • RECEIVED APR 2 9 1996 PUBLIC WORKS DEp, April 26, 1996 City of Edmonds Water Department Ron. Hol land 7110 210th S.W. Edmonds, Wa. 98026 bear Mr. Holiand, Per our phone conversation earlier this week I would like to request a refund on the storm sewer billings during the summer months of 1993, 94 and 95. We have felt that there has been a leak in the system since it's installation and have been unable to tract the source of the problem. We have finally located and corrected the source (see attached billing from Rudy's Landscaping). You advised that most refunds are based on the problem originating from a problem with the system as opposed to an error. This will be considered an error no doubt, but in reality it was an installation error as the soaker hose was never capped properly during installation. The estimation is approximately 130,000 gallons of water monthly based on the size of the hose. I believe we can quantify this figure if need be. It was not caused by negligence on the part of Harbor Square and therefore I feel we qualify for the refund. You also stated that you felt we had no bench mark to base the true water usage from. If we are able to quantify the amount lost we ought to be able to subtract is from the summer. usage and come up with an agreed upon average. I understand that this is a one-time only offering by the City with an averaging of the previous 3 year's summer highs. I have enclosed a copy of a graph depicting Harbor Square's usage from the date of installation of the sprinkler system to present. Please advise is I can provide: any additional documentation. I can be reached at 74-70.50. Thank you for your 11",me and quick consideration of our request. Sincere y, Zri;recman Rudy's Landscape SlOvices `Personal commitment to quality* Phone: 486-6038 Reasonable rates, Free estimates, References 2128 Rudy Figel 6103 Maltby Rd. Woodinville, WA 9807 SUBMITTED TO: ` PHONE DATE / STREET JOB NAME CITY. STREET, ZIP CO E JOB LOCATION ARCHITECT/DESIGNER DATE OF PLANV JOB SUPERVISION JOB PHONE e y 4 _ e-- C ly C. L n,Fa* i G. 4-6 L fid :6 'vim y&/✓4- 214 x Go x _ N'S20 cc,1 , a IZ ill V 4.1 WE PROPOSE hereby to furnish material and labor complete in accordance with the above specifications for the sum of t DOLLARS ($ `t ) PAYMENT TO BE MADE AS FOLLOWS: All accounts due within 30 days or as specified 1-1/2% per month Interest on overdue accounts If this account is turned over to an attorney for collection, buyer will pay reasonable attorney's fees and costs of collection Any additional work above and beyond the scope of this document will be accepted in written form only and will bear additional charges Certificate of insurance to be provided upon request RUDY'S LANDSCAPE SERVICES to provide all materials, labor, equipment and save owner harmless of all claims of Workers' Compensation, employment taxes, and permit fees. ACCEPTANCE OF PROPOSAL. The above prices. Specifications and condi- tions are satisfactory. You are authorized to do the work as specified, payment will be made as outlined above. AUTHORIZED SIGNATURE LIC. #RUDYSLL161 RP RUDY'S LANDSCAPE SERVICES • THIS PROPOSAL SUBJECT TO ACCEPTANCE WITHIN DAYS TYPOGRAPHICAL ERRORS SUBJECT TO CORRECTION WHEN NOTED • Guarantee on perishable materials 90 days unless otherwise specified in writing SIGNATURE OF OWNER OR AUTHORIZED REPRESENTATIVE • WATERUSE.XLS • consumption Jan93 to Mar 96 $1 q34 water $2.11 sewer 700 laundry system installed 1 st summer w/ sprinkler 600 \n 500 U_ V 0 400 r C O d E $ 300 aD 3 200 - 100 0 MMMMMMMMMMMMitvvvvQQvQ'CIqrvIn0NLONInInInInInto (OW �ligag��Qto�z0 u-�a0��Qcn�Zt7�ti�a���Qcn Z0�ti date Page 2 • WATERUSE.XLS • HARBOR SQUARE WATER CONSUMPTION DATE cubic ft Jan-93 252 Feb-93 422 Mar-93 240 Apr-93 268 May-93 221 Jun-93 223 Jul-93 216 Aug-931 229 Sep-93 261 Oct-93 261 Nov-93 223 Dec-93 242 Jan-94 239 Feb-94 239 Mar-94 218 Apr-94 260 May-94 450 Jun-94 397 Jul-94 494 Aug-94 531 Sep-94 455 Oct-94 336 Nov-94 297 Dec-94 285 Jan-95 320 - - Feb-95 301 Mar-95 326 Apr-95 320 May-95 471 Jun-95 542 Jul-95 594 Aug-95 611 Sep-95 354 -"-"- Oct-95 256 Nov-95 327 Dec-95 305 Jan-96 241 Feb-96 267 Mar-96 Page 1 00- lu -Tip 4 HF4; w / 4 _ /2 4e>$> A 0 --,KYeAF.VeWTC; tj Of LUICW Al ...tx 9 b-rro LU Keg - 5 4,L- IVY - I Cl ADD'N WNCK P1 Me d--7' - 10 &rTO LUll-S,4 - 46L 5 FIREJ�PUSH ffM&�RlE54\ _ IVY - I 4AL - 24110-c. JV.-f - I r44L O,a, CITY OF EDMONDS 250 - 5TH AVE. N. • EDMONDS, WA 96020 • (206) 771.3202 COMMUNITY SERVICES: Public Works • Planning • Parks and Recreation • Engineering 890-199 September 29, 1989 Jack Tawney Harbor Square Athletic Club 160 West Dayton Street Edmonds, WA 98020 Dear Mr. Tawney: LARRY S. NAUGHTEN MAYOR PETER E. HAHN DIRECTOR After review of your past records and the assistance of our Water Division, I will allow a credit for May and June of 1989. Your account will be adjusted according to our leak policy which will is derived at the average consumption for the same period during the previous year charged at normal customer rates, plus the excess usage charged at the the City's cost, plus a surcharge of 15'% applied to the excess only. With the change of meter on May 6, I believe you have been fully aware it was your problem. I will allow a credit based on our policy. Should you have any questions regarding the billing amount, please call Ilene Larson, Utility Billing Clerk at 771-3051. Sincerely, Bobby R. Mills Public Works Superintendent BM/lk #600800/TXTWATER • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan v CITY OF EDMONDS U NEW ~ ❑ ADDITION ❑ RETIREMENT Pro erV-! of ASOT INFI CITY OF EDMONDS ;T t"a �-• G.L. ENTRY REFERENCE DATE �r INITIAL tnp DEPARTMENT FILE i • 0 STREET FIDE February 21, 1985 MEMO TO: Mary Lou Block Planning Manager FROM: James E. Adams City Engineer SUBJECT: HARBOR SQUARE SWIMMING POOL BUILDING PERMIT Reference the letter from Archie Brena dated January 21, 1985 and Bobby Mills dated January 29, 1985. Due to the unprecedented development in the waterfront area, it appears that sewage lift station No. 7, located east of the rail- road on Dayton Street, will need to be upgraded. A study and necessary upgrading should be accomplished prior to issuance of a permit. JEA/st .-� / Dan Smith t File No. 07.1.02 Street January 21, 1985 MEMO TO: Bobby R. Mills Acting Supt. of Public Works AND: Peter Hahn Community Services Director FROM: Archie Brena Water/Sewer Division Supervisor SUBJECT: 160 W. DAYTON - ATHLETIC CLUB LIFT STATION #7 In reviewing plans for the athletic club under construction at Harbor Square, I see it will incorporate a 36,000 gallon swimming pool and two jaccuzi pools. Due to the outdated condition of the sewage lift station serving this area, we :-must require that the operators of this business notify: -the Water/Sewer Division whenever these pools are drained. The pre -drain notification will enable us to monitor the lift station status and incoming flow so as to avoid sewer back- ups in surrounding homes and businesses. Through our past experience with this lift station, which was installed in 1962, we feel that the growth of the surrounding area has surpassed the safe design limits of the pumps and discharge amain. Further problems are the lack of a stationary, emergency generator and there being no overflow or bypass to storm drains.' Also, the Weinman pump parts which failed last year took five ;months for :manufacture and delivery. SEH/ml VECEIVED HIGH ND r D'I q5jCH / DT JAN ,)? egg,, cOm,wo."i; , CES DIR. • 160 West Dayton Edmonds, WA 98020 September 1.3, 1989 Bobby Mills Edmonds Water Dept. 501 Bell St. Edmonds, Wa. 98020 T,A1 11"Af cA T-1i L E T I C C • L • U • B REi;€iviio SEA' 151999 PUBLIC WORKS (206) 778-3546 ST9FFTF/(F Dear Bobby, I am writing you in reference to our water account #600800. Since our opening in 1985 to May of 1989 we averaged between 250 and 350 consumption x 100 cubic feet. From May to September our water bills doubled to around 750 to 800. We had two plumber's out to look for a leak, put in a new water•mate-r., and had a specialist in detecting leaks three times.... We finally found a leak in our dehumidifaction system .th.at only leaked about every other day which made it very hard to detect. It is fixed now. At one point when the water department put in a new meter. and checked things but for a leak the person from the city mentioned that we might get a refund or some help with the larger bills. If you could consider this request to reduce our larger water bills it would be greatly appreciated. Sincerely, ,Qac ney • Indoor Tennis Courts 9 Six Racquetball Courts 9 Indoor Pool • Polaris, Nautilus & Olympic Weight Systems • DATE /,6 FILE # r . SITE PLAN CITY OF EDMONDS BUILDING PLANS (3): ELEVATIONS Ainn Tf ATTnM to the .RCHITECTURAL DESIGN BOARD LANDSCAPE PLAN ENVIRONMENTAL DATA RECEIPT # SIGN EXHIBITS FEE RECPT # PLAN MODIFICATIONS TO FILE NU11BER: HEARING DATE IGv.'NER/REPRESENTATIVE Team Eight Architects PHONE (509) 838-4200 :,.DDRESS W. 220 twin, P. 0. Box 2128, Spokane, WA ZIP CODE 99210 :'BCHITECT/DESIGNER Team Eight Architects _'ROPERTY ADDRESS Harbor Square Development :_EGAL DESCRIPTION 'LANS SUBMITTED FOR APPROVAL: 1. Building Plans - Preliminary Site Plan x x Final Landscape Plan 2. Sign Elevations Site Plan Landscape Plan 3. Modification of previous approval :FISTING USE OF PROPERTY Harbor Square Commercial Development DESCRIPTION OF PROPOSAL Edmond's Athletic Facility (APPROXIMATE DATE WORK WILL BEGIN ON PROJECT iESTIMATED TIME FOR COMPLETION OF WORK PHONE (509) 838-4200 'O / ZONING 626" Elevations x RELEASE/HOLD HARMLESS AGREEMENT: The undersigned applicant, his heirs and assigns, in '(consideration for the City processing the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages and/or claims for damages, 'including reasonable attorneys; fees, -arising from any action or inaction of the City whenever' such action or inaction is based in whole or in part upon false, misleading or incomplete ,information furnished by the applicant, his agents or employees. PERMISSION TO ENTER SUBJECT PROPERTY: The undersigned applicant grants his, her or its per- mission for public officials and the staff of the City of Edmonds to enter the subject property for the purpose of inspection and posting attendant to this application. (Signature o Applicant) Bruce . Mauser z �.w CITY OF E ®M ®N® S HARVE H. HARRISON MAYOR DEPARTMENT OF PUBLIC WORKS (206) 771-3202 Edmonds, Washington 98020 Administration — 250 - 5th Avenue North Maintenance & Operations — 200 Dayton Street (2 November 2;3, 1983 P-uget—WetCo s—rporation`, Harbor S.q.uar.e_� P. 0. Box 669"' �°' Edmonds, WA 98020Z 1 FILE Gentlemen: 1 SUBJECT: BACKFLOW PREVENTION DEVICE TESTING The backflow prevention device in your water supply system is due for annual testing as required by State Code WAC 248-54-500. Our records show a total of one device in your system. Please have the testing performed by a person holding a certificate of competency as a cross connection specialist, issued by the State Department of Social and Health Services (telephone 464-7674). If a device fails its test, please have the necessary repairs made. Upon completion of a satisfactory test, have the certified tester fill out,the enclosed Test and Main- tenance Report and return it to this office within thirty days. Additional information relative to this matter may be obtained by contacting our Cross Connection Control Specialist at 771-3202, extension 294. Sincerely, ARCHIE BRENA Water/Sewer Division Supervisor ml 03 Enclosure ARCH, DT ILLZIKSEN DT MILLS DT AGREEMENT AND COVENANT CONSTITUTING A CONTRACT REZONE co This Agreement contains the covenants entered into between THE PORT OF r!N EDMONDS, a municipal corporation, hereinafter referred to as "THE PORT" 7--1 and the CITY OF EDMONDS, a municipal corporation, hereinafter referrers to O as "THE CITY". dtl WITNESSETH: O p WHEREAS, THE PORT proposes the development of an approximately 14.6 np acre parcel of real property in Edmonds, located at the southwest corner of Dayton Street and State Route 104, and being more specifically described as follows: That portion of Government Lot 3, Section 23, Township 27 North, Range 3 East, W.M., described as follows: Commencing at the intersection of the south line of Section 23, and the easterly right of way N line of the Burlington Northern Railroad; thence along said easterly right of way north 42* 34' 34" .east 616.37 feet to the true point of beginning; .thence continuing north 42* 34' 34" east 731.18 feet to the southerly right of way of Dayton Street; thence along said southerly right of way line south 58* 17' 06" east 12.54 feet; thence south 88* 42' 06" east 524.29 feet; thence south 41* 39' 17" east 110.49 feet to the right of way of SR-104 (as condemned under S.C.C. NO. 106375); thence south 1* 08' 54" west along said right of way a distance of 800.00 feet; thence south 73* 00' 00" west 240.00 feet; thence north 88* 30' 00" west 110.00 feet; thence north 66* 00' 00" west 140.00 feet; thence north 40* 00' 00" west 125.00 feet; thence north 1* 00' 00" west 200.00 feet; thence north 37* 00' 00" west 260.00 feet; thence south 71* 00' 00" west 401.09 feet to the true point of beginning; and WHEREAS, THE PORT has applied for a change in the zoning of the subject property from its current IP classification to CG and OS and has tendered this agreement to the CITY; and WHEREAS, THE CITY has caused the application in its entirety, including, but not limited to the Environmental Impact Statement, to be reviewed by its Planning and Engineering Departments and by its Planning Co mission, and has fully considered recommendations made after such rev i.ew; and 8 0 0 5 0 6019 8 1 VOL 1668 PACE 2450 • WHEREAS, THE PORT implement the terms of development; and has determined a willingness and ability to this agreement in the course of its proposed WHEREAS, THE PORT and THE CITY are willing to enter into an agreement for a contract rezone reclassifying the parcel from IP to CG and OS; now therefore, IT IS HEREBY AGREED AS FOLLOWS: 1 In consideration of THE CITY reclassifying the subject property from IP to CG and OS, and for so long as the property remains so classified, THE PORT covenants as follows: A To develop the subject property in substantial accord with the development plan set forth in Attachment "A" (including additions thereto) attached hereto and made a part hereof by this reference, subject to the right to make minor revisions including but not limited to the following: 1) The number, arrangement, and shape of buildings may be altered without increasing the gross floor -area, general distribution of buildings, or significantly altering the looped circulation system; 2) Parking areas may he modified without reducing the number of spaces provided, the general distribution of spaces, or the amount of landscaping; 3) The number and arrangement of building service accesses (overhead doors, loading docks, etc.) may be altered so long as these service accesses are screened from both Dayton Street and State Route 104. Such minor revisions shall be subject to approval by the Edmond's Department of Community Development. B To develop the subject property in accord with the following development standards: 1) The minimum setback for buildings from Dayton Street and State Route 104 shall be twenty five (25) feet; ?) The minimum setback for parking from Dayton Street and State Route 104 shall be ten (10) feet; 3) All outdoor display of merchandise shall be subject to the same minimum setback as parking areas and the setback area shall he well landscaped; 8005060198 M VOL 1668 PAGE 2451 4) All signs and advertising devices shall be subject to the requirements for siqns located in a BC or IP zone pursuant to Title 20, SIGN CODE, of thn Edmonds Land Use Guidelines as now exists or may he hereafter amended or recodified; 5) Outdoor storage and/or assembly areas shall be screened from Dayton Street and State Route 104 by a site obscuring fence or buffer pursuant to Section 12.14.050(i) of the Edmonds Land Use Guidelines as now exists or may be hereafter amended or recodified; 6) All structures, fences and other architectural features shall be compatibly designed to give the overall development of the subject property unity and continuity; 1) The maximum building height shall he thirty five (35) feet, ani ro building shall exceed two stories in height; 8) All buildings and structures shall be subject to Architectural Design Board (ADB) approval. C To limit the land uses established on the subject property to those uses permitted by Section 12..1.3.270 of the Edmonds Land Use Guidelines as now exists or may be hereafter amended or recodified, and subject to the following: 1) The following uses shall be prohibited: A) Automotive wrecking; B) Automotive sales; C) Car washes; D) Drive-in Restaurants; E) Fuel storage yards; F) Kennels; G) Motels; H) Mobile home parks; 1) Residences, except for J) Service Stations. a caretaker and/or guard; 2) The following uses permitted in the CG zone shall be limited as Follows: A) Smell boat building, repair, and preparation shall be limited to hoats not exceeding sixty five (65) feet in length; 6) Fabrication and sale of metal, wood, plastic, cloth, and similar products of liqht industry shall 'specifically exclude the fabrication of major struCtural steel forms, boiler making, and similar activities involving excessive noise, or major trucking in terms of over -standard dimensions per unit or over -standard weight of load, except for small boats. 8005060198 3 VOL1668nn 2452 0 D That the northwest portion of the Burlington Nnrthern Railroad remainder of the development to across the ra i•l road right of way. the subject property used by will hr. fenced off from the eliminate indiscriminant access E That all leases entered into by THE PORT shall be conditioned upon the lessee meeting or exceeding the performance standards established by Section 12.14.050 of the Edmonds Land Use Guidelines as now exists or may be hereafter amended or recodified, and not conducting activities in such a manner as to become a nuisance to the surrounding neighborhood. F That that portion of the suhject parcel from the south property line .located within the "Union Oil" marsh to a line twenty five (25) feet landward from the edge of the marsh should be zoned "Open Space" to protect the integrity of the marsh. The remainder of the property should be zoned CG. G That in order to allow for future expanded access to the edge of the marsh, THE PORT agrees to construct the following walkway at such time as THE CITY constructs a connecting walkway across the marsh from the south; A walkway paralleling S.R. 104 from the interior looped street to the south eastern corner of the suhject parcel, and proceeding from there along the edge of the marsh to intersect with the existing path along the marsh in the central southern portion of the subject parcel. 2 If consistent with the public health and welfare, THE CITY will cause the necessary ordinances to be enacted to rezone the subject property from IP to CG and 05 for those uses as defined and permitted by the Edmonds Land Use Guidelines, and for such uses as are contemplated and intended by this agreement and the Attachments 3 Amendments to the development plan (Attachment "A") or this Agreement may be made by either THE PORT or THE CITY upon application filed in the same manner as a rezone application. No applications shall be made by THE PORT or THE CITY or their successors or assigns to amend the underlying zoning of CG and OS for a period of two years from the date of this Agreement. Thereafter, either THE PORT or its successors or assigns, or THE CITY may, upon application filed in the same manner as a rezone application, apply to amend or terminate the provisions and covenants of the Agreement or to change the zoning on said property. Said application to change or terminate the provisions and covenants or to rezone said property shall be heard in the normal manner at appropriate public hearings as any other application for a rezone of property in the City of Edmonds. 4 THE CITY shall be under no obligation to issue THE PORT or its successors or assigns a building permit or other permits or approvals for improvements or expansions upon any of the subject property of THE PORT unless such improvements or expansions lie within the terms hereof and the applicable ordinances at the time of any application for building permit or other permits or approvals. 8005060198 n va_ 1668 Mgt 2453 5 The Edmond's Department of Community Development is granted authority to interpret and apply this agreement. Where there is uncertainty and/or disagreement concerning any substantive term of this agreement, including the Attachments, THE PORT may request that the matter he put on the next available.agenda of City Council for a hearing and resolution of the disagreement. If THE PORT disagrees with the decision of City Council, the matter may he filed in the Snohomish County Superior Court as a Request for a Declaratory Judgment or other appropriate action. 6 This agreement and each part of it shall be considered covenants running with the land covered hereby and shall he binding upon the successors and assigns of THE PORT and THE CITY. It shall be recorded with the Snohomish County Auditor in the grantor/grantee index with THE PORT being listed as grantor and THE CITY as grantee and all costs of such recordation -shall he paid by THE PORT. Such recordation and payment of said costs shall be a condition precedent to THE PORT exercising any rights under the terms of the agreement. 7 The terms of this agreement may be specifically enforced. If either party shall bring suit to enforce any of the provisions of this agreement, the prevailing party may be awarded reasonable attorney fees and litigation costs in such amount as is set by the court. IN WITNESS WHEREOF, the parties have executed this contract this 3G day of Cj� Lj'j, 1980. r THE PORT OF EDMONDS PRESIDENT ATTEST: C SECRETARY CITY OF EDMONDS ATTEST: EDMONDS CITY C RK 8005060198 5 1668PIct2454 0 Is STATE OF WASHINGTON County of Snohomish ss. On this day personally appeared before me Harve H. Harrison and Irene Varney known personally to me as the Mayor and City Clerk of the City of Edmonds, Wa. and who acknowledged that they signed the foregoing instrument as their free and voluntary act and deed for the uses and purposes therein mentioned. ..,•,,G.i,ven under my hand and official seal this i day of j: ;. 1980. NOTARY PUBLIC in and for the `•;�� 7,� State of Washington, residing %t,4�1�•.;25, at ,� ..,V,11111,.1• STATE OF WASHINGTON ss. County of Snohomish On this day personally appeared before me Gordon A. Maxwell and T. P. Chittenden known personally to me as the President and Secretary of The Port Commission of The Port of Edmonds,'Wa. and who acknowledged that they signed the foregoing instrument as their free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal Cl) LL of G or ; this r�� day of rdid `{� ^ H ' •0 8005060198 vc!- 1668 PAIGE 2455 Exhibit "A" Development Plan Approximate Edge,%." Onion Oil Marsh w M f- Z 0 4- i6k 7 Portion to be Zoned O.S. Portion to be Zoned C.G HARBOR SQUARE --SR. 104 April '22,1980 .A Business Park by the Port of Edmonds 0.4 Hi4R O R SQUARE ...,,..._ wARP'�'�I LAFol BUILDING 9 ` . ARCF :T / Alq - ter;;•-^.^ - - - - - -- ---�-�_�.. : �...� JET...-.-.'.� _--�.a_, _,s,��,�.•.-�Y-.-+'�-.- -lob IN... EXHIBIT A ADDENDUM TO CONTRACT REZONE WHEREAS, a document entitled "Agreement in Covenant Constitution a Contract Rezone" was approved by the City of Edmonds pursuant to File No. R-4-69; and WHEREAS, the City of Edmonds, on the application of the property owner and following the process established by state law and City ordinance for the amendment of contract rezones, has an approved amendment of said contract rezone, NOW, THEREFORE, This Addendum is entered into by the City of Edmonds, Washington (hereinafter "City") and Port of Edmonds, (hereinafter "Owner") under the terms and conditions set forth herein. 1. This Addendum is an amendment of a document entitled "Agreement and Covenant Constituting a Contract Rezone" recorded in the land records of Snohomish County, Washington, as Document No. 8005060198 and recorded at Book 1668, Page 2451 of said records. Said underlying agreement is hereby amended in, but only in; the following, respects, to -wit: By the repeal of Condition paragraph B.7 and the insertion in its place of a new paragraph B.7 reading as follows: The maximum building height shall be thirty-five (35) feet; In all other respects the underlying agreement remains in full force and effect, except as specifically amended herein. DONE THIS 3 0 day of A/ 0VON $JrV, , 1998. CITY OF EDMONDS Mayor Barbara Fahey ATTEST/AUTHENTICATED: 06 By: „ 1. Sandra S. Chase, City Clerk .JUN-1G-_111JU.3 14; Qd r. bsib5 IrL CITY OF EDMONDS SPECIAL INSPECTION AND TESTING AGREEMENT The project under building permrt number — egnires special inspection and/or testing per UBC Chapter 17 and WAC Amendments 170Z. a complete list of special inspections is attached to this document.. BEFORE A PERMIT CAN BE ' ISSUED: The owner and contractor and special inspector shall complete this agreement and the attached structural test(s) and inspections schedule including the required acknowledgments. APPROVAL OF SPECIAL INSPECTORS: Each special inspector shall be approved by the Building OfFcial prior to perfortnin any duties or inspections. Each special inspector shall submit.'. Statement of Qualifications to the Building Official for review. Special inspectors shall display' identification when performing special inspections on site. Special inspection and testing shall meet the minimum requirements of UBC Chapter 17 and the following: 1.Observe work The special inspector shall observe the site work for conformance with the approved Vmhlped) plans and specifications and applicable workmanship provisions of the UBC. tect or Engineer reviewed shop drawings may be used only as an aid to inspection. Scial inspections are to be performed on a continuous basis --meaning that the special *tewector isonsiteatalltimesobservingthe work requiringections,ify,musthave priorappprovalby the City basered and approved by the Building Official and the engineer or architect of record. x. Report Non -conforming Items The special inspector shall bring nonconforming items to the immediate attention of the contractor and note all such items in the daily field report. Any item not resolved in a timely manner shall be immediate cause of the special inspector to notify the BuildingOfficial of the plan deviation error, change or omission. It shall also be the duty of the special inspector to promptly notify the engineer or architect_ 3. Complete Daily Reports Each special inspector shall complete and sign both the special inspection record and the daily report form for each day's inspection. These records shall remain at the jobsite with the contractor for review -by the City Building Inspector. 4. Furnish Weekly Reports The special inspector or inspection agency shall furnish the City with weekly reports of tests and inspections. The project engineer or architect, and others as designated shall also be copied on reports. Weekly reports must include the following: • Description of daily inspections and tests made with applicable locations • List of all nonconforming items • Deport on status of nonconforming items (resolved or unresolved) + Itemized changes authorized by the Architect, Engineer and City if not included in nonconformance items S.' Furnish Final Construction Report The special inspector or inspection agency shall submit a final signed report to the City stating that all items requiring ssppecial inspection and testing were fulfilled and reported. And, to the best of his/her knowledge the project is in conformance with the approved plans and ssppecifications, approved change orders and the applicable workmanship provisions of the UBC. Items not in conformance or unresolved items or any discrepancies in inspection coverage, (i.e., missed inspections, periodic inspection when continuous inspections were required, etc.) shall be specifically itemized in this report. Jul 13 04 09:59a CASCADE TESTING 425-823-2203 ' . - _j +c....++�u. JUL' 10-U4 tr1:4t1NM' rAut J14 �' AN-12-2003 1a-49 ?.04,05 B. .AYlftfirtnr Etesposibifid! 1. Notify the Special lagwtor It is the duty of the contractor to notify the special inspector when work is ready for special inspection. Note, the item listed on rho attached schedule gild as noted on the approved plans and specifications are required to have special inspections. Adequate arouse stall be provided by the ecntraetor so that the special inspector has time to become fwalliar with the project. t. Provide Access to Approved Plans The contractor is responsible for providing tbo special inspector aeeess to approved plans at the jobdte, 3. Retain Speeisl laspecdon Records The contractor is ble to ratan al the jobsite all epeeial impeodon records submitted by spa" in�These records arc to be provided to the City building inspector upon C. City of Edmonds QuIdImPTICpsaMenth' I. Approve especial Inspectors or in"tine ageoclq The building deportment shall approve all special inspectors and special inspection requiramcrrts. . Z, Monitor special ittapectioo rind approve weekly reports Wozic requ�nn� especial. ine� on and thep�ff'ormatue of special itrspectata .stall be monitored by the City Buifdittg ]nspector. His/her approval mast be obtained prior to placement of concrete or other similar activities in addition to that of the special inspeaw, 3. Issue Certificate ofOccupaaey The Building Official may issue a Certificate of Occupancy after all weekly special inspection MOM including the final report have been subruittcd and accepted. D. Owner esoemoiblliHY The project owner or the engineer or architect of record acting as the owner's agent shall fund special inspection services. E.�ccr a Ar hkaet [ arerd RrUnensihNNW The eacginea or architoct of record sball inehtde special inspection requirements on the plain and specifications. • ACKNOWLEDGEMENTS ! have read and agree to comply with the firmu and conditions of this agrament. i 1 JUN-12-2005 14:50 R.05/05 -� arZA-LAA,1NbrLl I JUN AND TESTING SCHEDULE marestN11AtF BUILDING MUM NM to s /R0r6C1' ADDK= 1IST1NGmnrECT10N �(SF7KY ors►EC]Al Wir'EC:91t REINFORCED CONCRETE, GUNTTE, GROUT AND MORTAR: CmwM& Anmrsic Tests Rtin/art:in Tcsu MJx Dcsi os Reinforcinp Plactmenl Batch Plant Inspection Inypect Platirt Cast Sam les Pick-up Samples Commmsion Tease PRECAST/PRESTRESSED CONCRETE: Pan Pant -Tam Ph--T— MAN— Agprpk Tests Reinforcing Tens Tendon Tests Mix Designs Rciffmin Placement insert Placement Concrete Barchin Concrete Plaecwat lnssalladon Inac tion Cut Sam )es Pick-up Samples Comomssion Tests MASONRY: _ Special Inspection Stresses Used — Preliminary Acceptance Tau (Mtscruy Units. Wall Prisms, — Subsequent Tests (Mortar. Grout. Field Wall Prisms) _. Placement Inspection of Units ADDITIONAL INSTRUCTIONS OR OTHER TESTS AND INSPECTIONS: STRUCTURAL 8TEELfWELDING: _ Samplc and Test (list specific members blow) — Shop Material Idatificstion � __welding Inspection ❑ Sbop 21C,1d _ Ultrasonic Inspection O Sbop p Field Higb•svcngth Bolting Inspection 0 Shop ❑ Feld 04329 DN Cx [IF D Aria MCJI Deck Welding Inspection — Rcitsforing Steel Welding laspection Meui Stud Welding Ittapodtion _ Concmtc Insert Welding Inspection FIREPROOFING: Plsccmcnt Inspection — DeruityTew — Thickness Tests ._ Inspect Batehing INSULATING CONCRETE: — Sample and Teat — Place Inspection _ Unit Weights FILL MATERIAL. — Acceptance Tests — Placcnscnt Inspection _. FwJd Dc=4y STRUCTURAL WOOD: Shear Wall Nailing Inspection .on of Clu-tam Feb, i4napeetion of'iruss Joist Fab. ._ Sample tnd Test Components Form completed by: Title: Talephone No.: . - ..•_. _. Date: TOTAL P.05 MAY-26-2004 13:46 P.03/05 CITY OF EDMONDS M Wkftas�— SPECIAL INSPECTION AND TESTING AGREEMENT The project at �- �a'o�-�-� TFt�i��" v issued under building permit number uires special section and/or testing per UBC Chapter 17 and WAC Amendments 1702. The comp ete list of specs inspections is attached to this document. BEFORE A PERMIT CAN BE ISSUED: The owner and contractor and special inspector shall complete this agreement and the attached structural test(s) and inspections schedule including the required acknowledgments. APPROVAL OF SPECIAL INSPECTORS: Each special inspector shall be approved by the Building Official prior to performing any duties or inspections. Each special - inspector shall submit Statement of Qualifications to the Building Official for review. Special inspectors shall display identification when performin special inspections on site. Special inspection and testing shall meet the minimum requirements of UBC Chapter 17 and the following: 1.Observe Work The special inspector shall observe the site work for conformance with the approved (stamped) plans and specifications and applicable worlananship provisions of the UBC. Architect or Engineer reviewed shop drawings may be used only as an aid to inspection. Special inspections are to be performed on a continuous basis --meaning that the special inspector is on site at all times observing the work requiring special inspection. Periodic inspections, if any, must have prior approval by the City based on a separate written plan reviewed and approved by the Building Official and the engineer or architect of record. 2. Report Non -conforming Items The special inspector shall bring nonconforming items to the immediate attention of the contractor and note all such items -in the daily field report. Any item not resolved in a timely manner shall be immediate cause of the special inspector to notify the Building Official of the plan deviation error, change or omission. It shall also be the duty of the special inspector to promptly notify the engineer or architect. 3. Complete Daily Reports Each special inspector shall report form for each day's contractor for review by the complete and sign both the special inspection record and the daily inspection. These records shall remain at the jobsite with the City Building Inspector. 4. Furnish Weekly Reports The special inspector or inspection agency shall furnish the City with weekly reports of tests and inspections. The project engineer or architect and others as designated shall also be copied on reports. Weekly reports must include the following: • Description of daily inspections and tests made with applicable locations • List of all nonconforming items • Report on status of nonconforming items (resolved or unresolved) • Itemized changes authorized by the Architect, Engineer and City if not included in nonconformance items S. Furnish Final Construction Report The special inspector or inspection agency shall submit a final signed report to the City stating that all items requiring special inspection and testing were fulfilled and reported. And, to the best of his/her knowledge the pro ect is in conformance with the approved plans and specifications, approved change orders and the applicable workmanship provisions of the UBC. Items not in conformance or unresolved items or any discrepancies in inspection coverage, (i.e., missed inspections, periodic inspection when continuous inspections were required, etc.) shall be specifically itemized in this report. MAY-26-2004 13:46 P.04/05 B. CoittEaC14r Relponsibilities 1. Notify the Special Inspector It is the duty of the contractor to notify the special inspector when work is ready for special inspection. Note, the items listed on the attached schedule ad as noted on the approved plans and specifications are required to have special inspections. .Adequate notice shall be provided by the contractor so that the special inspector has time to become familiar with the project. 2. Provide Access to Approved Plans The contractor is responsible for providing the special inspector access to approved plans at the jobsite. 3. Retain Special Inspection Records The contractor is responsible to retain at the jobsite all special inspection records submitted by the special inspector. These records are tote provided to the City building inspector upon request. C. City of Edmonds Building Department Responsibililigs L Approve special inspectors or inspection agencies The building department shall approve all special inspectors and special inspection requirements. 2. Monitor special inspection and approve weekly reports Work requiring special i ection and the performance of special inspectors shall be monitored by the City Boding Inspector. His/her approval must be obtained prior to placement of concrete or other similar activities in addition to that of the special inspector. 3. Issue Certificate of Occupancy The Building Official may issue a Certificate of Occupancy after all weekly special inspection reports including the finalreporthave been submitted and accepted. D. Owner Resnonsihilides The project owner or the engineer or architect of record acting as the ownet's agent shall fund special inspection services. E. Engineerar Architect of Record „&sponsibilitles The engineer or architect of record shall include special inspection requirements on the plans and specifications'. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. MAY-26-2004 13:47 t'RltllCT NAME f (9 D W . gZ_Al wl a REINFORCED CONCRETE, GUNITE, GROUT AND MORTAR: P.wr..yp i-nnite r.e * 11Aww.. --�� PRECAST/PRESTRESSED CONCRETE: Pifrs t>ba.Te P�T... n..t.it... AlLmptelests lWuf=Wf RM Tendon Tests Mix Dcsi ns Rcinforcitl Placement Insert Placement Concme Barchln Concrete Placement lnttalladon lasgiction Cast Samples Pick•u S o Co ion Tests MASONRY: — Special Inspection Stresses Used — Preliminary Acceptance Tests tMasomy Units. Wall Prisms) — Satn mint Taste (Monar. Grote. Feld Will Prisms) — Placement lnsptxtion of units P.05/05 01-/` %fk nULDM Fuxff NO. AGENCY orSFeclet. STRUCTURAL ST E UWELDING: — Sample and Tact (list specific nrtanben below) — Shop Material Identification — Weld08 lnsPenion O Sbop O Field — Ultrasonic Inspection O Shop Cl Feld _.,. High-su mpth Bolting 1mecdon, ❑Shop ❑Field 0A325 ON Ox DF o A490 — Metal Deck %Wins Inspection Reinforcing Steel Welding Inspmdon — Metal Stud Wdiog bupeedoo Cohen to Insert Welding Inspection MEfItOOPING: Placement Inspection _. Density Tau — Thickness Tests .r Inspect Batehing INSULATING CONCRETE: — Sample and Tat — Placement Inspection — Unit Weights FILL MATERIAL: Acceptance Tesu _.__ Placement Inspection — Fiew Density STRUCTURAL WOOD: — Shear Wall Nailing inspection — Inspection of Glwlam Fab. .... latpection of Truu John Feb. ADDITIONAL INSTRUCTIONS OR OTHER TESTS — Smnple anifTest Components AND INSPECTIONS: �yx ew a-y' d,c ?&4z- t; :1/jgw- )` 6p j c)( `/ �iuc� ozS rvrm comF mco ey: Title- Telephone No.: ASSOCIATED MGT 4257714SIS 03/19/04 10:S2am P. 001 Attention: Marie Building Department City of Edmonds 121 5th Avenue Edmonds, WA 98020 RE: Harbor Square Athletic Club 160 W. Dayton Via Facsimile: 425/771-0221 RECEIVED MAR 19 2004 PERMIT COUNTER Application is submitted to replace a rooftop HVAC for the above tenant. The owner's.agent, namely myself, approves of the mechanical pen -nit application. The tenant's contractor is authorized to proceed. Please call me if you require anything further, Sincerely, ns MICROFILM 120 West Dayton, Suite B-6, Edmonds, Washington 98020 (425) 774-1511 Fax 771-4518 7ROM : EMERALD HIRE INC. FAX NO. : 2538725797 Oct. 04 2004 02:56PM P2 gSCQi-, 111 I EU 1M. l to ° LegalDescription r.16 F> � -r ..! w •.� I - iE c A-S. r-z, - - 0-.4t 4-0 rlvetT,4c-4Nfi ocr. . 'ir1150. r-Yc10 e�� Y �16�^rf p►a':-VV�'�Y N '�12°4�`1'� a Pi! G?IIO,:, pal �Pl�i� F�71nrr OF' �6►i�!-+�a i ':. G�r�rn�ii.�-+ti�J6 rN �Le , w �_�+.rt f� ��..sYi-�F� t.�Y ' 1'?�tlHT ' '• .OIL ' :��+1' Li �:.J.�, ' � d70 1 'i «/ .�'a' R .. f�L ` `•�'.. ,F3�T.1 '�q , C..�. �8�et2�0(D� -2.M � -It 1. -trj �,� wF.�c�'�1' �-%►--t'r �.C''P ' vt.a�`f ��' ��P-� !per}^ �.� ' iafJ ae�� ��} i�,N sar►rcx+6i. N. Q�Pj'o 2'. CXO`'• ^it �22 : �Jro � � Tti-�G-Tk-F�. N �� <4'L � O. �o �� w1 t%Lp , p F-E'�+'�' ..'j. �E G1 ,FsT-��Y�F 00 106 w. t '� D I .O`tT �+-1�-? t�leJ-�� OP (jK�lnl'N� 51-t'I...�c�F . tN ^��NOE-tOM.I��F� C�du�rrl' � W�-rr r�IETTar�l 'i1-t� ���, 4 + 6� -�-t-- G�+�-T'Pn r.Yo (O . �i g� -�-5 t ►�:t c� . � , BOR SQUARE X 06) 3 NELSON GEOTECH N ICAL N f A ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Main Office Engineering -Geology Branch 17311 — 1351h Avenue NE, A-500 437 East Penny Road Woodinvil072 Wenatchee, (425) 486� 16 9A 98 FAX (425) 48185TREET FILE (509) 665-76 6A 98801 FAX (509) 665-7692 (425) 337-1669 Snohomish County i MEMORANDUM ' 20 DATE: July 20, 2009 Q� pF WASJ,'9 TO: Warren LaFon — Warren LaFon Architects Z Z CC: Carolyn Jewett — CG Engineering RESUB, 215 FROM: Khaled M. Shawish, PE JUL 2 4 2009IpN,+I,Fl Lee S. Bellah ppi�pp,, MM CmI OF EbMOND6�r I EXPIRES RE: Harbor Square Athletic Club Addition — Elevator Pin Pile Support Edmonds, Washington NGA File No. 794308 You have requested our opinion regarding the proposed pin pile support of the elevator shaft foundation for the Harbor Square Athletic Club Addition project in Edmonds, Washington. We previously prepared a geotechnical engineering report for the site titled "Geotechnical Engineering Evaluation — Harbor Square Athletic Club Addition — Edmonds, Washington," dated October 1, 2008. In the geotechnical report, we recommended that the new second story addition be supported on pin -piles. We have also prepared two geotechnical memorandums providing additional foundation recommendations to support the proposed addition on auger -cast piles and helical anchors. We understand that plans have changed to include an elevator system within the central portion of the building. The foundation for the elevator shaft is to be supported on 4-inch pin piles. For preparation of this memo, we have been provided with a letter prepared by the City of Edmonds titled "Plan Review Comments — Building Division," dated July 13, 2009. This letter has requested us to provide an addendum to our original report for the addition of the pin piles to the elevator. We have also been provided with plans sheet A-2 titled "Elevator Addition — Harbor Square Athletic Club," dated June 12, 2009, prepared by Warren Lafon Architects; and Plan Sheets S1.1, S1.2, S2.1, S2.2, S3.1, and S4.1 titled "Harbor Square Athletic Club," dated June 16, 2009, prepared by CG Engineering. The plans indicate that the elevator shaft foundation is to be supported on six, four -inch diameter schedule 40 pin Memorandum Harbor Square Athletic Club Addition — Elevator Pin Pile Support Edmonds, Washington July 20, 2009 NGA File No. 794308 Page 2 piles. We have been requested to provide our opinions for pin pile support of the proposed elevator. All other recommendations presented in the previous report and memorandums should still be followed. Supporting the proposed elevator shaft foundation on 4-inch pin piles should be feasible from a geotechnical standpoint. The pin plies should be designed and installed as recommended in our previous report. We should be retained to observe the pin pile installation on a full-time basis. We trust this memorandum should satisfy your needs at this time. Please call if you have any questions or require additional services. NELSON GEOTECHNICAL ASSOCIATES, INC. P. • FOUNDATION ENGINEERING • EARTHWORK ENGINEERING • GROUNDWATER STUDIES • SLOPE STABILITY STUDIES • ROCKERY DESIGN . 0 �` • SUBSURFACE EXPLORATIONS • CONSTRUCTION INSPECTIONS • DRAINAGE SIUDICS • 1 ANDSLIDE INVESTIGATIONS • RF-IA1141NG WAIL DESIGN • • SOIL TESTING - LAB d FIELD • WATER RETENTION STUDIES • SITE EVALUATIONS • DAMAGE INVESTIGATIONS • STORMWATER STUDIES • rll (n - - co As O m X -- - p o --- - U� oo m z mcn c� o = c �� r -- -- --- o c) z o_ z p _ -'— --{ �` LI) m z _ _ r- � D m C7 !i7 ,ran (D m = r� C7 O rn mc m °' N — Z m > O O z Z 1- ti m CA s z r— z Z 0 - (n n1 mvt 03 n An (� r I�� rrl T- 1' CSC) -TT o CC)co co rr n �{ rj TABLE of CONTENTS INTRODUCTION page AUTHORIZATION for GEOTECHNICAL ENGINEERING . . . . 1 DESCRIPTION of PROJECT . . . . . . . . . . . . . 1 LIMITATIONS of INVESTIGATION and REPORT . . . . . . 1 SITE INVESTIGATION EXISTING SURFACE DESCRIPTION . . . . . . . . . . 3 SUBSURFACE INVESTIGATION . . . . . . . . . . . . 3 RATIONALE for INVESTIGATION . . . . . . . . . . 3 METHODS of INVESTIGATION . . . . . . . . . . . 4 VISUAL OBSERVATIONS . . . . . . . . . . . . 4 FIELD TESTS . . . . . . . . . . . . . . . . . 5 GROUNDWATER OBSERVATIONS . . . . . . . . . 5 SITE STABILITY INVESTIGATION. . . . . . . . . . 5 DESCRIPTION of EXISTING SITE SOILS . . . . . . . . . 5 HOW PHYSICAL PROPERTIES of SOILS DETERMINED . . . 5 SUBSURFACE CONCLUSIONS . . . . . . . . . . . . 6 ENGINEERING STUDIES and RECOMMENDATIONS RATIONALE for RECOMMENDATIONS . . . . . . SITE PREPARATION. CLEARING and STRIPPING . . . . . . . . PROOF ROLLING . . . . . . . . . . . . PLACEMENT of WORKING SURFACE . . . . . GENERAL SITE EXCAVATING . . . . . . . . . GENERAL SITE FILLING . . . . . . . . . . . DESCRIPTION of FILLING . . . . . . . . DESCRIPTION of STRUCTURAL FILL DENSITY REQUIREMENTS of STRUCTURAL FILL, CONTROL of COMPACTION of STRUCTURAL FILL FOOTING DESIGN APPROVED BEARING SOILS . . . . . . . . ALLOWABLE BEARING CAPACITIES . . . . . BEARING CAPACITY of UNDISTURBED SOILS . BEARING CAPACITY of STRUCTURAL FILL . FOOTING SIZES . . . . . . . . . . . . . MAXIMUM SPAN for SOFT SPOTS . . . . . . SPAN for CONTINUOUS FOOTINGS . . . . SPAN for COLUMN FOOTINGS. . . . . . MINIMUM WIDTH of FOOTINGS . . . . . . MINIMUM DEPTH of FOOTINGS . . . . . . MINIMUM DEPTH for BEARING. . . . . . MINIMUM DEPTH for FROST PROTECTION . . DRAINAGE of FOOTINGS . . . . . . . . . . 7 8 8 8 9 9 9 10 10 13 13 14 15 15 16 16 16 17 17 18 18 18 18 19 19 page SETTLEMENT ESTIMATIONS . . . . . . . . . . . . . 19 SETTLEMENT of UNDISTURBED SOILS . . . . . . . 19 SETTLEMENT of STRUCTURAL FILL . . . . . . . . 19 DIFFERENTIAL SETTLEMENT . . . . . . . . . . . 19 UNEXPECTED or UNUSUAL SETTLEMENT . . . . . . 20 EARTHQUAKE . . . . . . . . . . . . . . . . . . 20 LATERAL FORCES .. . . . . . . . . . . . . . 20 SETTLEMENT . . . . . . . . . . . . . . . . 20 LIQUEFACTION . . . . . . . . . . . . . . . . 20 CONCRETE FLOOR SLABS . . . . . . . . . . . . . 24 DESCRIPTION of CAPILLARY WATER. . . . . . . . 24 PROTECTION of FLOOR SLAB from CAPILLARY WATER . 25 DRAINAGE of SLAB BASE COURSE . . . . . . . . 26 DRAINAGE . . . . . . . . . . . . 27 SITE SURFACE DRAINAGE . . . . . . . . . . . . 27 SITE SUB SURFACE DRAINAGE . . . . . . . . . . 28 FUTURE STUDIES and RECOMMENDATIONS DESIGN REVIEW . . . . . . . . . . . . . . . . . 29 CONSTRUCTION INSPECTIONS and VERIFICATIONS . . . . 29 LIST of FIGURES FIGURE TITLE or DESCRIPTION PAGE 1 LOCATION of PROJECT . . . . . . . . 1 2 PLAN of SITE . . . . . . . . . . . . 2 3 PLAN of PROJECT . . . . . . . . . . 3- 4 GEOLOGY of SITE . . . . . . . . . . 4 5 TEST PIT LOGS . . . . . . . . . . . 5 6 WORKING SURFACE . . . . . . . . . 9 7 BEARING and SETTLEMENT . . . . . . 15 8 OVER -EXCAVATING FOOTINGS . . . . . 17 9 DRAINAGE . . . . . . . . . . . . . 19 10 LIQUEFACTION . . . . . . . . . . . 23 11 CAPILLARY BREAK . . . . . . . . . 27 FIGURE 1 Ab LOCATION of PROJECT Ak VIE-L Project Number 2105 15 July, 1996 i page 1 of 30 pages INTRODUCTION AUTHORIZATION for GEOTECHNICAL ENGINEERING On 15 May 1996 WARREN LAFON ARCHITECT, agent for Jack Tawney, owner, authorized HEMPHILL CONSULTING ENGINEERS (HEMPHILL) to conduct geotechnical engineering for the proposed New Tennis Courts for the Harbor Square Athletic Club (PROJECT) to be located at 160 Dayton Street, Edmonds, Washington (SITE) as shown approximately in Figure 1. LIMITATIONS of INVESTIGATION & REPORT This geotechnical report is inten�ed only for the use of the CLIENT as an aid to design and construct the specific structure, and in the specific location, as described in this report. This report may not be used by any other person or firm, or for any other structure, or for any other location on the described property. The recommendations presented in this report are based on the requirement that the presumed subsurface conditions, and the presumptive soil properties, will be verified by HEMPHILL after the true nature of all the soils and the groundwater have.been revealed during the excavating process. DESCRIPTION of PROJECT The proposed project will be located adjacent to the existing tennis center as shown in Figure 2 on the next page. The project will be constructed with reinforced concrete tilt up walls supported by shallow continuous and column spread footings. The tilt up ® walls will support a wood frame roof that will cover 3 tennis courts and offices over a concrete slab floor system. E E R -11 T MI. F -) I I HN � 111 FIGURE 2 PLAN of SITE I , � — — — — — smsr stnva•t �• I ;, I I I I I �•�• I i--m-A iL---------- i � I j I i I EX15" MW15 aWR IOW IM5 CMEK lit j � 1 I I j � I I � I � I Project Number 2105 15 July, 1996 page 2 of 30 pages FIGURE 3 PLAN OF PROJECT HE I � I .: -:JIM-DIEFIB-T Project Number 2105 0 15 July, 1996 page 3 of 30 pages SITE INVESTIGATION EXISTING SURFACE DESCRIPTION The existing ground surface is flat with a 2 to 3 foot mound at the rear (south) of the property. The ground surface is gravely sand with sparse vegetation. SUBSURFACE INVESTIGATION RATIONALE for SUBSURFACE INVESTIGATION The request by the CLIENT for HEMPHILL CONSULTING ENGINEERS to conduct geotechnical engineering obligates HEMPHILL to investigate and make recommendations concerning all phases of.design and construction that would be affected by soils and foundations, including groundwater and drainage. The extent of the subsurface investigation was based on the cost limitations recommended by HEMPHILL, and approved by the CLIENT, with the requirement that the presumed subsurface conditions would be verified by HEMPHILL after all the true subsurface conditions have been revealed by the excavations, and that any necessary adjustments in foundation design and/or depth of footing placement for bearing and stability will be determined by HEMPHILL at that time. There have been several similar projects constructed in the general vicinity of this proposed project. The subsurface investigations for those projects have revealed conditions similar to the conditions at this site. Therefore, the subsurface investigations, the foundation 'treatments, and the results of those other projects have been studied in conjunction with this project. rEE�� rP HrIrLeal L 40 FIGURE P GEOLOGY of VICINI : mI / J j t 8 > J 1 / • �: yam.. _.'�., ; •::-` �: _: �..��• /1 • �� �]�. ram,. ': � • f t i I. l .� - � ..^ ". .., l •ilk " - ' --`t !,, J „7 "�. � lA+ v`�.,J t\•11..�IV.1n �.w..n M..N 5.1 /Z. . �:1 • I, bii ^. •mow- � '.: �' ; \\lT'•� / �AIy..M'�_- _- /''/•a(f 'JI a �. —.. !— '�f `' //� �'- •. fit: l� � _��... .ir.:;. ra.^ } �'�e 1}I, �.i { �r 1-4 �.�WaiC�s r�t'T'iv { I '//• r 4`:atQ,r� •�� � ,au �,/ 1 � i. S ._ _.:' -- �. WaLer ll 1 l I % I i ��• '' v i -�� �_ \ `• \ • !i'•f�.-'mil 1 r i) f , � .. D� M Cr- ., • • ,:.:� i7 7 \ it � —. �'.. �\\�.� \ I\ r t .j a..} '•�,: �'�� ! � I • � I" :43;.:•::�:`1''..,,' ,� '�, ;' :;�. �.\! �•�`,, moo.:-- •? _' _ • � ;i_i7 .�1-15 • .>;.<. �; er!<s 1 ��r: , 1 o I • �i I .. -.-. - .. �. •.1. .k.<y:�' - _ ._��� r.. r�..•�^11 i 1f 1�I1: �/ / �`- I I l . - i' � Project Number 2105 15 July, 1996 page 4 of 30 pages METHODS of INVESTIGATION HISTORICAL RESEARCH The site and general vicinity is known to have been filled and then covered with mounds of fill prior to the development of Harbor Square, therefore the site has been preloaded. The extent and height of preload fill at the site is not known. The length of time that the fill was stored on the site would have been sufficient to complete any settlement of the original soils .and the overlying existing fill resulting from the weight of the excess fill that has since been removed. GEOLOGIC RESEARCH The surface geology for the vicinity of the project is shown in Figure 4, which is a partial copy of one of the geologic maps of a portion of the Puget Sound area. The geologic map shows that the site has been altered (ml) by removing some of the original soils and/or by filling. That description fits the known history of the site. The geologic maps do not have great accuracy, but they help to show soil types that are probable throughout Puget Sound but are not always obvious, or they help to verify that observed soils are as suspected. The significance of the geologic maps is that they show a general trend of geologic conditions that would appear to be reasonably continuous. VISUAL OBSERVATIONS at the SITE and VICINITY The area adjacent to the south side of the site is a wetland, which is indicative of the conditions that existed at the site prior to filling. r 4F----- 10 FIGU 5 TEST PIT LOGS DEPTH TP-1 TP.2 TP-3 TP-4 DEPTH BROWN GRAVELY SAND 1 BROWN BROWN 1 SANDY SILT GRAVELY SAND GRAVELY SAND 2 2 DARK GRAY MEDIUM DENSE 3 MEDIUM SAND 3 LIGHT GRAY MEDIUM DENSE 4 MEDIUM SAND 4 GRAY MEDIUM GRAY SAND 51 SAND 2000 psf 2000 psf 5 GRAY MEDIUM SAND 6 2000 psf GRAY MEDIUM 6 2000 psf 7 7 g v v v 8 PEAT PEAT PEAT 9 9 MEDIUM SILT MEDIUM SILT MEDIUM SILT 10 v 10 PEAT 11 MEDIUM DENSE MEDIUM DENSE 11 FINE SAND FINE SAND MEDIUM DENSE FINE SAND 12 MEDIUM DENSE 12 FINE SAND 13 13 14 14 15 15 LEGEND --------------- ESTIMATED LOCATION of CHANGE of SOILS KNOWN LOCATION of CHANGE of SOILS BOTTOM of TEST PIT 0 TOP of GROUNDWATER Project Number 2105 15 July, 1996 page 5 of 30 pages FIELD TESTS Figure 5 shows the logs of 4 test pits conducted at the site. The test pits were located outside the four corners of the proposed building. The typical soil conditions revealed by the test pits are that the upper 8 feet is composed of sandy soils. The sandy soils below the upper 2 feet can support loads of 2000 psf. At 8 feet below the ground surface is approximately 1 foot of peat that supports groundwater. The peat is underlain by a 1 foot layer of silt, which is then underlain by fine sand. GROUNDWATER OBSERVATIONS The top of the groundwater table was located at a depth of 8 feet below the existing ground surface on 15 May 1996 after a 3 day period that accumulated 1 inch of rainfall. The soils above the water table were damp, the bottom 4 feet from capillary rise, and the top 4 feet from surface water infiltration. SITE STABILITY INVESTIGATION The site is stable because the site is flat except for 2 to 3 foot mounds at the south end of the site. The mounds will be removed during the grading operations. SOIL DESCRIPTIONS HOW PHYSICAL PROPERTIES of SOILS were DETERMINED The physical properties of the soils were determined by visual classification, probing, and penetration tests conducted in the 4 test pits. Tr e'":: , Me -rTrTre1T1II Project Number 2105 15 July, 1996 page 6 of 30 pages DESCRIPTION of UNDISTURBED NATURAL SOILS The undisturbed natural soils below 8 feet are old beach deposits that then became overlain by vegetation which later became peat. The beach deposits are underlain by glacial till (Qvt), shown in Figure 4 on adjacent properties to the south and north, and maybe glacial outwash (Qvr) shown east of the site. i DESCRIPTION of EXISTING FILL SOILS. The existing fill soils in the upper 2 feet were probably placed during grading operations when the preload fill was removed. The next 6 feet was fill that was compressed by the preload fill. CONCLUSIONS HEMPHILL concludes that the original glacial till (Qvt) was covered with beach deposits when Puget Sound was at a higher level. The beach deposits were covered with silt that eroded from adjacent slopes after Puget Sound receded. The Peat then accumulated as vegetation grew and died over many years. The peat and marsh plants were then covered with fill that was placed in high mounds that preloaded all the underlying soils, including the peat. The upper preload was removed to a level 2 I feet below the existing ground surface. More fill was placed at a later date, probably during the development of Harbor Square. That fill was later graded to the present level, probably during the construction of the existing tennis center. The proposed structure can be placed on the preloaded soils at approximately 2 feet below the existing ground surface. Those soils can support loads of 2000 psf with minimal settlement within the tolerable range of a flexible structure. Me IME ;', rp "—W—TT-eilT-ei1 Project Number 2105 15 July, 1996 page 7 of 30 pages ENGINEERING STUDIES & RECOMMENDATIONS RATIONALE for RECOMMENDATIONS The request by the CLIENT for HEMPHILL CONSULTING ENGINEERS to conduct geotechnical engineering obligates HEMPHILL to investigate and make recommendations concerning all phases of design and construction that would be affected by soils and foundations, including grcundwater and drainage. The subsurface investigation was established in accordance with minimum standards established by HEMPHILL, and also with generally accepted minimum standards determined by other geotechnical engineers. Those standards were derived through experience that has proven reasonably often to reveal the true subsurface conditions throughout the sites of most projects. The geotechnical recommendations presented in this report for the proposed PROJECT are based partially on presumptions by HEMPHILL that all the soils are similar to those observed at the site and on the requirement that HEMPHILL will verify the presumed conditions, and will make final decisions for foundations, structural fill, soil preparation, slabs, paving, and for drainage, at the time that the excavations reveal the true nature of all the subsurface soils and conditions. The following design recommendations are based on the soil conditions that might occur during normally anticipated storm or seismic conditions, and even during some poor construction practices. The worst of any of those conditions would not be normally anticipated, therefore the lower limits of the design parameters and safety factors are based on engineering judgment. Project Number 2105 0 15 July, 1996 page 8 of 30 pages SITE PREPARATION CLEARING and STRIPPING In those areas where the structure, paving, or special landscaping will be placed, the ground surface should be cleared of any trees and .shrubs, high grass and weeds, debris, and trash. The ground surface within Ine proposed structure, and under any footings or paving, should be stripped of any sod, organic soils, and roots. NO ORGANIC MATERIALS CAPABLE OF DECOMPOSING SHOULD BE LEFT WITHIN THE PROPOSED STRUCTURE. Decomposing materials are the source of unacceptable odors, and can create methane gas, which can be explosive, and can also be harmful when inhaled. PROOF ROLLING PURPOSE OF PROOF -ROLLING Proof -rolling will densify the upper layer of soil, will compact any soil loosened by excavating operations, and will locate soft spots that should be excavated and replaced with structural fill. If the condition of the underlying soils is questionable, HEMPHILL might require that the soils be proof -rolled. DESCRIPTION OF PROOF -ROLLING Proof -rolling of a soil is accomplished by several passes of a heavy compactor or rubber tired vehicle. At those locations where the condition of the underlying soils is questionable, HEMPHILL might require that the soils be excavated and replaced with structural fill. MEM,M, ep 1 rF-121f► FIGURE 6 PROCEDURE for PREPARING and PLACING A WORKING SURFACE OVER SOFT SOILS 0 C w. ��1.♦iider 1w�.Mt I A. STRIP TREES, SHRUBS, AND GRASS, INCLUDING ROOTS AND ORGANIC SOILS (IN SOME CASES, WHERE APPROVED AND SUPERVISED BY HEMPHILL, GRASS AND ORGANIC SOILS CAN REMAIN). B. PLACE POORLY GRADED (SINGLE SIZE) COARSE AGGREGATE, COMPOSED OF COARSE GRAVEL OR CRUSHED • ROCK, IN THIN LAYERS OVER SOFT SOILS. C. FORCE EACH LAYER OF THE COARSE AGGREGATE INTO THE SOFT SOIL WITH A HEAVY ROLLER, CRAWLER, LOADED RUBBER TIRED VEHICLE, OR VIBRATING COMPACTOR, UNTIL AGGREGATE HAS BEEN FORCED TO THE MORE COMPETENT LAYER OF SOIL, AND AGGREGATE VOID SPACES ARE COMPLETELY FILLED WITH THE SOFT SOIL (PUMPING HAS CEASED AND SOFT SOIL IS NOT SEEPING FROM SURFACE). D. ADD EXTRA LAYER OF AGGREGATE TO ENSURE THAT SOFT SOIL WILL NOT OVERFLOW THE VOID SPACES. Project Number 2105 15 July, 1996 page 9 of 30 pages PLACEMENT of WORKING SURFACE on SOFT SOILS During wet periods construction activities on the soils might be difficult. The construction activities will cause any disturbed soils to become less dense, and to lose strength. If construction is scheduled during wet periods or while the soils are wet, and the soils become soft and difficult to support construction activities, then a working surface composed of coarse crushed rock can be forced into the soft soils that will then support the construction equipment, will protect the underlying soils from disturbance, and might be a satisfactory base for the driveway and portions of the garage. To place a working surface, the site should be stripped of the upper vegetation and organic soils. Poorly graded crushed rock should be placed over the existing soft site soils and then forced into the softer soils by a heavy vibrating compactor, as shown in Figure 6. This procedure requires close supervision to ensure that the crushed rock is forced to the more competent layers below, and rises above the soft and wet soils, and that the soft soils do not support the rock, but fill the void spaces between the crushed rock. GENERAL SITE EXCAVATING Very little excavating will be accomplished except for the removal of the mound at the rear of the site, and foundation excavating. GENERAL SITE FILLING The need for any significant amount of structural fill on this project is not anticipated. If the depth to subgrade and/or allowable bearing soils is greater than anticipated, the contractor can choose to over -excavate to soils approved by HEMPHILL, and then to backfill to the required grades with structural fill approved by HEMPHILL. Project Number 2105 15 July, 1996 page 10 of 30 pages DESCRIPTION of RECOMMENDED STRUCTURAL FILL Structural fill is defined as any soil that can be properly compacted to achieve any or all of the physical properties that are necessary to support foundations, to diminish building and paving loads to softer soils below, to undergo acceptable settlement, to resist attracting capillary water to the underside of the floor slabs and paving, to stand at desired design slopes, to support slopes without blocking groundwater seepage, and to be workable when wet. Many combinations of grain sizes would be satisfactory as a structural fill soil, depending on the intended use of the fill, water content of the soil, and on weather conditions. Durino wet weather or anv wet conditions, soils with oreater than 5% oassin the no. 50 sieve will be difficult. if not impossible, to comoact.. The recommended structural fill during wet conditions is composed of a well -graded granular soil with a gradation ranging from a fine sand (+50 sieve) to a coarse gravel. With the approval of HEMPHILL, the contractor can choose the structural fill from among those soils available from commercial suppliers, from offsite borrow pits, or from any existing site soils that are determined by HEMPHILL to be satisfactory for structural fill. CONTROL of COMPACTION of STRUCTURAL FILL LABORATORY PROCTOR TESTS A Modified Proctor Test (ASTM D-1557) is conducted on each different soil type to be used for filling to determine the required minimum density of the structural fill to achieve the desired properties, and the optimum water content that will best achieve that density. Project Number 2105 0 15 July, 1996 *'page P911 of 30 pages A Modified Proctor Test is conducted in the laboratory by conducting a series of compaction tests, each with a different water content. Each test is conducted by compacting a specific volume of the soil with precise compaction procedures with a controlled or measured water content. A curve is plotted comparing the density achieved for each water content of the soils during the test. The highest point on the curve shows the water content at which the achieved density of the soils is the greatest. The maximum density on the curve is called 100% of the Modified Proctor maximum density, and the water content that achieved that density is the optimum water content at which the soil compacts most easily. At that density the soils are considered to be capable of supporting their maximum loads with minimum compressing, or settlement. Silts and clays will allow the least water to seep through them, sands and gravels can stand at steeper slopes, and generally the desired properties are best achieved at higher densities. Sometimes the desired properties of a structural fill can be less than those achieved at 100% of the Modified Proctor, and the geotechnical engineer can specify a lower value, such as 90% or 95% of the maximum density achieved in the Modified Proctor test. The properties of the structural fill can either be determined by testing in the laboratory, or by comparing with known properties of a similar soil that have been determined by past testing by the geotechnical engineer, or are common values that have been published in engineering journals. The results of Modified Proctor tests are different with different soils. The geotechnical engineer must recognize soils that will have different properties when compacted, or he should conduct periodic classification tests to identify different soils. HEMPHILL should determine when a Proctor Test is required on a different soil. Project Number 2105 1 , July, 1995 page 12 of 30 pages TESTING COARSE GRANULAR SOILS Soils that are coarse granular cannot be tested by the Modified Proctor Test because they shift around too easily when.the compacting weight is dropped on them during the test. The weight hits one spot and the adjacent granular soils pop up, therefore no compaction is accomplished. A Relative Density Test is required for the coarse granular soils, which determines the minimum and maximum densities of the soil. The minimum weight is determined by placing the soils loosely into a known volume container and weighing. The maximum density is determined by placing the soil into the container, covering the container with a weight, and then vibrating until the soils have achieved their most compact condition. The relative density of a soil in its compacted field condition in the field is RD = [(max - field) _ (max - min)]. The relative density required to achieve the desired properties is specified by the geotechnical engineer. COMPACTION of STRUCTURAL FILL The procedures to achieve the proper density of a compacted structural fill are dependent on the size and type of compacting equipment, the number of passes to be made over the soils with the compactor, the thickness of the layer to be compacted, and some properties of the soils, including water content. The density of a soil can sometimes be increased by increasing or reducing the water content of the soil, and using the same compactive effort. Water reduces the friction between soil grains and helps the soils to slide into a more compact condition with the same compactive effort. Project Number 2105 15 July, 1996 page 13 of 30 pages FIELD TESTING for DENSITY Field density tests are conducted by obtaining samples of the field compacted soils, measuring the volume of the sample by measuring the hole from which the sample was obtained, and then weighing the sample in its natural condition, and again after drying, to determine the dry unit weight and the water content. Field densities and water contents can also be determined by nuclear devices, but that equipment is only feasible on very large projects. HEMPHILL recommends that the loose soils be placed in layers that compact not thicker than 8 inches, and the soils. be compacted with several passes of a heavy vibrating type compactor. The soiis should not be too wet or too dry during the compaction process. OPTIONAL TESTING PROCEDURES If HEMPHILL determines that the laboratory and field testing required to control the compaction of the soils is not warranted at this site, then HEMPHILL should observe and approve the compaction procedures, and should verify that the soils have achieved the desired properties. The loose soils should be placed in layers that compact not thicker than 12 inches, and the soils should be compacted with several passes of a heavy vibrating type compactor. The soils should not be too wet or too dry during the compaction process. DENSITY REQUIREMENTS of STRUCTURAL FILL [All densities based on Modified Proctor maximum density (ASTM D-1557)] UNDER STRUCTURES Structural fill that will be located beneath the proposed structure, paving, or areas where settlement would be undesirable, should be compacted to a density equal. to or greater than 95% for that particular soil. 1-3=3 ,g—�N—, r1Me'-;Tr , Project Number 2105 .0 0 15 July, 1996 UNDER FOOTINGS page 14 of 30 pages Structural fill to be used for bearing under spread footings should be compacted to a density equal to or greater than 95% to achieve a high bearing capacity soil that would have minimal settling characteristics under normal building loads and anticipated natural disasters. UNDER STEPS, PORCHES, WALKWAYS Structural fill that will be used to backfill foundation wall excavations that will support steps; walks,' 'or driveway paving where settlement would be undesirable, should be compacted to a minimum density equal to or greater than 95%. WHERE SETTLEMENT is NOT CRITICAL Structural fill that will be placed outside the proposed structure, and that will not support loads, can be compacted to a density equal to. or greater than 90% to minimize settlement and shifting, and to be fairly stable on slopes less than 1 vertical to 2 horizontal. FOOTING DESIGN RATIONALE for FOOTING DESIGN Footings are designed in a manner to limit any settlement that would distress the structure to' a point that it is dangerous to its inhabitants, or is unsightly. How those limits are established is usually dependent on decisions by building departments, by the structural engineer, or by the attitude of the inhabitants. Settlement can occur by either of two ways; by shear failure of the soils when overloaded, and by compressing of the soils. As soils settle they densify and become stronger. If the soils settle uniformly throughout the building, then the settlement might not be noticed, since the structure will not be stressed, but utility connections outside the structure might be damaged, and those utilities that are dependent on gravity might reverse the direction of flow. 4-lT.iT7l."M.M'sT�.s.—.—.—. —. MINIMUM FOOTING SIZE (feet) MINIMUM FOOTING SIZE (feet) C X m y co m D z G) a� CL cn m r m 9 m z -i Project Number 2105 15 July, 1996 page 15 of 30 pages If the general area does not settle uniformly, then differential settlement of the building could cause damage to the structure. Some example tolerable differential settlements are shown in the following table. TOLERABLE DIFFERENTIAL SETTLEMENTS TYPE of STRUCTURE TOLERABLE QUALIFYING DIFFERENTIAL CONDITIONS SETTLEMENT (ft/ft) One or two story steel frame Presence of overhead crane, truss roof, warehouse with 0.006 to 0.008 utility lines, forklifts on flexible siding. warehouse floor, would limit tolerable settlement. One or two story houses Larger vaiue is tolerable if with plain brick bearing walls 0.002 to 0.003 significant portion of and light structural frame. settlement occurs before interior is finished. Structures with sensitive Larger value is tolerable if interior 0.001 to 0.002 significant portion of or exterior finish such as settlement occurs before plaster, ornament stone, or finish is complete. tile facin . Structures with insensitive Damage to structural frame interior or exterior finish such 0,002 to 0.003 might limit tolerable as dry wall, movable panels, settlements. lass panels. HEMPHILL assumes the proposed structure to be very flexible, and can tolerate very large differential settlement, but the tennis floors would have unacceptable differential cracks and sloping; therefore a tolerable differential settlement of .001 (1"per 78') would be acceptable. ,DESIGN and 'PLACEMENT of SPREAD FOOTINGS FOOTING SIZING The footing load, which is the load imparted to the footing from the column or wall, is generally established by the architect or the structural engineer. The footing size is determined by dividing the footing load by the allowable bearing pressure. The allowable bearing pressure is determined by dividing the ultimate bearing pressure by the safety factor. HEMPHILL determined that the allowable bearing pressure on the existing medium dense sand is 2000 psf based on Figure 7. 1r3�rHe1:.lsilell Project Number 2105 15 July, 1996 page 16 of 30 pages Minimum allowable footing sizes are given in the UBC. That usually guarantees that a very small footing will not punch into the soil. The minimum footing widths from the UBC are 12" for 1 story, 15" for 2 stories, and 18" for 3 stories. (Don't look for any logical reasoning for anything in the UBC. They just give values with no explanations.) The actual estimated settlement is compared to the tolerable settlement after the footing has been sized and the depth below final grade is known. If the estimated settlement exceeds the tolerable then the footing size is increased until the settlement equals or - is less than the tolerable. Remember that settlement is not directly related to footing size or bearing pressure. The larger the footing the deeper the influence, and therefore the more soils subjected to settlement. CONTINUOUS FOOTINGS To determine the required width of continuous footings, divide the footing load per foot by the allowable soil pressure. The footing loads must be determined by the architect or the structural engineer. Then check to determine that any settlement at that bearing pressure, footing depth, and footing width is tolerable. CAUTION! Typically tilt up walls are placed with temporary shims that exert heavy concentrated loads. The extent of the concentrated loads depends on the size and weight of the wall, and the number of shims used. HEMPHILL recommends that sufficient shims be used to prevent temporary loads in excess of, 6000 psf, and that packing be installed as soon as possible. If obvious settlement occurs, then each wall unit must be supported by a crane until the packing is installed. INDIVIDUAL FOOTINGS To determine the required area of an individual footing, divide the total footing load by the allowable bearing pressure. The dimensions of the footing can be any multiple that equals the required area, provided that the minimum dimension is no smaller than the minimum allowable by UBC. Then check settlement to be less than the tolerable, or enlarge the footing until the settlement is tolerable. rEJ��� �rlrLe i L 0 FIGURE 8 0 PROCEDURE for OVER -EXCAVATING AND PREPARING a BASE COURSE for FOOTINGS If the allowable bearing soils are located deeper than the minimum depth required for stability or frost protection, and the contractor prefers not to place the footings on the deeper approved soils, then with the approval of the geotechnical engineer (HEMPHILL), the contractor can place the footings on structural fill by the following procedures: a. Excavate D below the proposed final grade as specified for stability, for bearing capacity, or for frost protection. b. HEMPHILL will determine the bearing capacity and potential compressibility of the soils. If the soils are not satisfactory then over -excavate d = B, or as directed by HEMPHILL c. Extend the width of the excavation a distance b = d/2 beyond all edges of the footing to allow the footing loads to dissipate through the structural fill, or if the soils along the sides of the excavation are very compressible and cannot support the column of structural fill, then HEMPHILL will require a higher b/d ratio. d. HEMPHILL should probe the bottom of the excavation to verify that the soils can support the dissipated footing loads. e. Back -fill to the proposed elevation of the bottom of the footing with soils approved by HEMPHILL, and compact the backfill soils to a minimum density of 95% of the Modified Proctor maximum density in accordance with ASTM D 1557 to achieve a structural fill that is capable of supporting the direct footing loads. f. If the design loads are greater than the capacity of the structural fill, then HEMPHILL will recommend the required footing sizes to achieve the allowable bearing pressure. Project Number 2105 15 July, 1996 page 17 of 30 pages OVER -EXCAVATIONS to BEARING SOILS If the depth to allowable bearing soils is greater than anticipated, the contractor can choose to over -excavate to bearing soils approved by HEMPHILL, and then to backfill with structural fill or lean concrete to the desired grades of the bottoms of the footings. Any over -excavations of footings which will then be backfilled with structural fill should be excavated 1 foot wider than the footing for each 2 feet of over - excavation, as shown in Figure 8 on the opposite page. If allowable bearing soils are not encountered within a reasonable depth, then HEMPHILL can determine the bearing capacity of the encountered soils, and can determine the required thickness of structural fill under the footing to dissipate the footing pressure to the allowable bearing capacity of those soils, provided that the compressibility of those soils is acceptable. If the compressibility is unacceptable, and the depth of the excavation is exceeding the desirable, then another foundation type should be investigated. That should make everyone happy. MAXIMUM SPANS for SOFT SPOTS SPAN for CONTINUOUS FOOTINGS If the bearing soils exceed the minimum required, then HEMPHILL will allow continuous footings to span soft spots. The allowable span can be determined by calculating the necessary footing area to carry the extra pressure exerted on the soils on either side of the soft spot. If the required footing area is less than the design footing width, then the footing can span the soft spot, provided that the footing has the structural integrity to span that distance. Generally the structural engineer should give the allowable distance that a footing can span as a beam. If the soils cannot support the extra loads, or if the footing cannot span the soft spot, then the soft soils must be excavated and replaced with structural fill, or the footing can be stepped to the approved bearing soils. rMi�� rprr Project Number 2105 15 July, 1996 •page 18 of 30 pages SPAN FOR COLUMN FOOTINGS Generally the design of small individual column footings should not include allowances to span soft spots. If soft spots are anticipated on a project, then larger individual column footings can be designed to span soft spots equal to a third of the of the footing width. At the time of construction, if soft spots are encountered, and the good soils exceed the design bearing capacity, then the effective footing size can be adjusted an amount that is in direct proportion with any increased bearing capacity of the good soils, provided that no .eccentricity will be induced into the footings. If the good soils do not exceed the design bearing capacity, then no soft spots will be accepted. MINIMUM WIDTH of FOOTINGS Footings widths can be designed based on the allowable bearing capacity of the soils, with minimum width requirements of the UBC, or the local.building code. The UBC minimum widths are based on the number of stories in a structure; 12" for 1 story, 15" for 2 stories, and 18" for 3 stories. MINIMUM DEPTH of FOOTINGS MINIMUM DEPTH for BEARING Footings can be placed directly on the undisturbed soils that have been approved for bearing by HEMPHILL, or they can be placed on structural fill soils that have been properly prepared and approved by HEMPHILL. Sandy soils increase in bearing capacity with confined depth. If additional bearing is required, then HEMPHILL can determine the allowable bearing increase due to depth at the time that the soils are exposed. FIGURE 9 WITHOUT PERFORATED PIPE,. `.for LIGHT FLOW FOOTING DRAINS 6�, rni„ Q; • .a : r o . ks GRAVEL COMPLETELY WRAPPED in FILTER FABRIC. PERF PIPE NOT NECESSARY in CASES of LOW SEEPAGE. 1121, min TOP of SEEPAGE TYPICAL POOR PRACTICE of BEDDING PERFORATED PIPE f� �r�a:r_;:':;:.:':a:;'; ;;L:.`ta^:t`•.: in GRAVEL. Usw d�c�:...::.::::.........:.....>... •SLOPE PERF _.. - --- __... ... and PERF PIPE SHOULD be PLACED -�- O_...:. O O _SOLID ...._.. on FILTER FABRIC N ,,:. .• S S DIRECTLY `'� WATER BUILDS UP to LEVEL of WATER BACKS UP at SOLID PIPE PERFORATIONS BEFORE ENTERING PIPE, UNTIL it RISES and ENTERS the PERFORATIONS, THEN CAN SEEP UNDER FOOTINGS THEREFORE BED PERF PIPE at LEAST to CRAWL SPACE or UNDER FLOOR SLAB to DEPTH so PERFORATIONS are BELOW BASE of CRAWL SPACE and/or CAPILLARY BREAK. If PERF PIPE NOT USED, WATER ENTERS, SOLID PIPE at BASE of PIPE. NOTES: 1. GRAVEL SHOULD be COMPLETELY PROTECTED by WRAPPING WITH FILTER FABRIC. GRAVEL is DRAINAGE SYSTEM, NOT PERF PIPE. PERF PIPE is NOT ALWAYS NECESSARY and SOMETIMES CREATES PROBLEMS by MISUSE. 2. BOTTOM of DRAINAGE SYSTEM SHOULD BE LOWER THAN BOTTOM of CAPILLARY BREAK. 0 Project Number 2105 July, 1996 page 19 of 30 pages MINIMUM DEPTH for FROST PROTECTION In the Puget Sound region frost seldom penetrates to depths in excess of 12 inches, and for an unusually cold spell frost might penetrate 18 inches. Footings to be adjacent to unheated areas should be placed a minimum of 18 inches below the final ground surface to protect against uplift due to frost expansion, or loss of bearing capacity due to softening from thawing conditions. DRAINAGE of FOOTINGS Figure 9 shows general drainage related to footings and floor slabs. Actual drainage requirements should be determined at the time of construction when all conditions are exposed and final elevations are obvious. SETTLEMENT ESTIMATIONS SETTLEMENT of EXISTING FILL SOILS The existing fill soils in their worst condition could settle as much as 1 inch under full design loads. HEMPHILL estimates that a full depth of loose to medium dense existing fill soils will settle less than'/Z inch. SETTLEMENT of STRUCTURAL FILL If the existing fill soils are replaced with properly compacted structural fill, the structural fill will not settle under the actual anticipated loads. The settlement of the existing fill soils will then be minimized based on the depth of structural fill, but probably less than % inch. DIFFERENTIAL SETTLEMENT Differential settlement from building loads will be less than '/4 inch locally. Differential settlement over the length of the building could be'/z inch. T-W7, 1W. el- W- eTeTedlTeel Project Number 2105 15 July, 1996 Oage 20 of 30 pages UNEXPECTED or UNUSUAL SETTLEMENT Any unusual or unexpected settlement will be the result of poor workmanship while preparing the bearing soils. EARTHQUAKE INCREASED LATERAL FORCES Lateral forces from earthquakes are created by the lateral vibrations created by the earthquake. Those lateral vibrations accelerate to a maximum velocity, and then decelerate to zero, then reverse and accelerate to the maximum velocity again. The acceleration and deceleration of the ground around the structure applies a force that drags the structure along with it. Since a force causes a mass to accelerate, that seismic force causes the structure to move laterally, which can damage the structure if the shaking exceeds the resisting strength of the building. The Puget Sound area has been listed by the map of seismic zones as Zone 3, which can have earthquakes with magnitudes of 7 or greater. The average seismic coefficient for a Zone 3 classification is 0.27. According to some publications, that number is low for poor soil conditions and high for good soil conditions. Some experts state that the seismic coefficients have no basis from experience, and therefore are arbitrary. HEMPHILL recommends a seismic coefficient of 0.2 (acceleration of 6.4 fps/sec) based on a publication by the University of Washington for the Edmonds vicinity with an intensity of VII occurring every 20 to 40 years. The source and accuracy of the recommendation is not known, but the values have been accepted as standards and are considered acceptable for engineering purposes. A higher value might be appropriate where damage might be life threatening, which is not the case at this site. HrE�P��I b L Project Number.2105 15 July, 1996 page 21 of 30 pages The seismic coefficient is a mathematical convenience, which is the lateral acceleration of the soil mass compared to the vertical acceleration of gravity. The true acceleration used to calculate the lateral soil forces is 0.20 x 32 ft/sec/sec = 6.4 ft\sec\sec. The weight of the building can be converted to mass (slugs) by dividing by 32 acceleration of gravity), and then the soil mass can be multiplied by 6.4 to determine the lateral force, but it is mathematically convenient to just multiply the building weight by 0.20. SETTLEMENT from SEISMIC SHAKING Granular soils that are deposited in nature are generally loosely placed either by water or wind. Granular soils are sometimes loosely deposited by man in uncontrolled fills. Such loosely deposited soils have fairly large void spaces, sometimes called pore spaces. As more soils are deposited the loose soils will be pushed closer together until the soil grains contact each other, but not necessarily in the most compact condition. As the weight of overlying soils is increased, the contact force between soil grains increases, and the grains have more difficulty sliding past each other to become more dense. That resistance of the soil grains to sliding into a more dense condition is the frictional resistance of the soils. That frictional resistance is one of the conditions that gives soils their strength. to resist shear failures as heavy building loads are applied. The other condition that gives soils strength is cohesion, which is a sticky condition generally associated with clay and silt, and is nearly non-existent with coarse granular soils. Fine and medium granular soils are held together by dampness between the grains that bonds the grains like a 'weak glue'. That bond between the grains can be lost by drying the soils, or by saturating them. Project Number 2105 15 July, 1996 page 22 of 30 pages That condition is well known by children playing in a sand box, where dry sand cannot be formed or molded, damp sand can be molded, and a molded sand form can be destroyed by pouring water over it. That water 'glue' is called capillary tension, which can only exist in granular soils when they are damp, and cannot exist in dry or saturated granular soils. That capillary tension is also what holds together clay soils and makes them sticky. The smaller the soil grains, the greater effect that a water bond has between the grains. Unless an extremely heavy load is applied to the deeper granular soils, the intergranular friction, and sometimes the capillary tension if. the soils are damp, prevents the soil grains from sliding into a more dense condition, and they remain relatively loose. If the soils are suddenly jarred by an earthquake, the friction forces will be temporarily reduced, and the soil grains can be forced into a more compact condition when the weight of the upper soils is reapplied. As the seismic vibrations cause reduction and reapplication of the friction forces, the volume of the existing voids will be reduced, and the soils will settle an amount equal to that reduction in voids. That sometimes causes a large area to settle an equal amount, and differential settlement can be minimal. Differential settlement of a structure can cause structural damage, and differential settlement outside the structure can cause external drainage and sewage lines to reverse flow, or can stress utility lines to the rupture point. LIQUEFACTION Another condition that occurs within loose granular soils during a seismic condition is called liquefaction. Liquefaction occurs two ways; by rising groundwater creating a 'quick' condition, and by trapped porewater reducing the strength of the soils. rEEMrlUDH31EXL L 0 • X `u 20 30 DEPTH (►t) 40 50 .6 70 FIGURE 10 LIQUEFACTION PROBABILITY 0 10 20 30 40 50 60 STANDARD PENETRATION RESISTANCE (blows/fit) NOTES: THE VALUES SHOWN IN THE CHART ARE CONDITIONS FOR WHICH LIQUEFACTION IS UNLIKELY TO OCCUR (AFTER SEED and IDRISS) THE REQUIRED GROUND ACCELERATION TO CAUSE LIQUEFACTION INCREASES WITH DENSITY, AND ALSO WITH DEPTH FOR THE SAME SOIL DENSI —if, BECAUSE THE WEIGHT OF THE UPPER SOIL INCREASES THE STRESS BETWEEN THE SOIL GRAINS WHICH THEN INCREASES THE RESISTANCE TO MOVEMENT OF THE SOIL GRAINS INTO A MORE DENSE CONDITION. Project Number 2105 15 July, 1996 page 23 of 30 pages When granular soils that are below the groundwater level settle quickly during a seismic vibration, the groundwater that filled the void spaces of the loose granular soils is displaced and forced to rise. If the groundwater rises fast enough in more pervious soils, and can rise to the ground surface, then a 'quick' condition occurs. A quick condition is similar to the cause of quicksand, where the rising water moving past the soil grains reduces the frictional contact between the grains, and therefore causes a reduction of bearing capacity. The rising groundwater also saturates the previously damp granular soils and breaks the capillary tension bond. Therefore the soils have reduced load bearing capacity by losing frictional contact between the grains, and by losing the capillary tension bond. The 'quick' condition is also caused by increased pore water pressures that prevent the soils from maintaining frictional contact. When the sand grains have reduced friction caused by a vibration, and attempt to move into a smaller space, they are resisted by the porewater that hasn't been able to seep out of the pores as fast as the soils are settling. The soils are then supported by the porewater which acts like small hydraulic systems. Of course, water has no strength to resist shearing, therefore the porewater and reduced soil friction combination will fail under the imposed loads of the upper soils and the structure. Granular soils that have a greater frictional resistance to sliding into a more compact condition, either from being more dense, or that have a greater overlying load that both increases friction and also resists the upward vibration movement of the soils to release the frictional contact, will have a greater resistance to settling and/or liquefying from seismic vibrations. Figure 10 is a graph that shows the probability of liquefaction based on the effect of seismic accelerations on saturated sands at various depths and with various densities. Assuming a density of medium dense", liquefaction could occur at the design acceleration of 0.20 x g in granular saturated soils. JCS �l �..�JJ.__! M+t_:.J Project Number 2105 15 July, 1996 page 24 of 30 pages SEISMIC CONCLUSIONS HEMPHILL concludes that the entire site could settle from seismic vibrations on loose to medium dense sands, but because the conditions are similar throughout the area, any differential settlement will be minimal, and might not be obvious. If a significant earthquake should occur when groundwater is unusually high, then liquefaction could occur at the site. The effects of liquefaction are difficult to predict, but HEMPHILL suspects that any damage will be minor. CONCRETE FLOOR SLABS DESCRIPTION of CAPILLARY WATER If the underside of a concrete slab is in direct contact with groundwater, or is in direct contact with soils that are damp from capillary water, the concrete will also raise the water by capillary action. The water will not flow from the concrete, but will be held like a sponge holds water. The capillary water will evaporate as it contacts the air above the concrete slab. Generally, the vaporized capillary water is insignificant if the upper air can circulate through a heating or cooling system, or with open windows. As the capillary water evaporates at the top of the concrete, more capillary water will rise through the concrete to replace the evaporated water, therefore the flow of capillary water is a continuous process. If there is poor air circulation then the evaporated water will raise the humidity and create foul smells, and will create mildew on wall surfaces. When the humid air contacts an outside wall or window during cold periods, the humid air will condense, and if the condensed vapor contacts wooden structural members then they will begin to decay. The capillary water will also continue to rise if another material contacts the top of the slab, such as certain carpeting materials, cardboard boxes, wood, plasterboard, etc. The water will evaporate from that material, and then more capillary water will be attracted. The continuous dampness will create decay and mildew. Project Number 2105 15 July, 1996 page 25 of 30 pages Any impervious materials such as rubber carpeting, plastic, etc will stop the evaporation of the capillary water, but if cooler air exists above the impervious surface, such as from air conditioning, then the vaporized capillary water will then condense on the impervious material, and then free water will occur between the floor slab and the impervious material that could seep along the floor, and will then create a wet condition that can create decay, mildew, and bugs. PREPARATION of BASE COURSE for FLOOR SLAB Floor slabs can be placed directly over the undisturbed natural soils with the approval of HEMPHILL. Floor slabs can be placed over any structural fill that has been approved by HEMPHILL, that has been properly placed over undisturbed natural soils, and that has been compacted to a minimum density of 95% of the Modified Proctor maximum density ASTM D-1557). Since it has been determined that there is a source of moisture that could be conducted by capillary action to contact the underside of the floor slab, then the floor slab should be underlain by a capillary break to stop the capillary water. PROTECTION of FLOOR SLAB from CAPILLARY WATER A capillary break is a soil that will not conduct capillary water to ,the underside of the floor slab. The source of the capillary water could be either the groundwater table or exterior infiltration of rainfall or other water sources, such as sprinkling. Different soils have different maximum heights of capillary rise, therefore the effectiveness of a soil as a capillary break depends on the capillarity of the soil and the height from the water source to the floor slab. V-TeTFNW, ,re1MurarTe..Tr_. Project Number 2105 15 July, 1996 •page 26 of 30 pages HEMPHILL has determined that the existing soils are not an effective capillary break, therefore the floor slab should be underlain by a capillary break composed of a 4 inch layer of aggregate with a minimum size equal to approximately 1 /4 inch. If the underlying soils are fine enough and become wet they might infiltrate the capillary break aggregate. If HEMPHILL determines that the underlying soils are too fine, then the capillary break aggregate can be underlain by a filter fabric or filter soil to prevent the integration of the underlying soils and the capillary break aggregates. The required filter soil or material should be determined by HEMPHILL in accordance with the available materials at the time of construction. A plastic vapor barrier can be placed on top of the capillary break aggregate to prevent the condensation of vapor on the underside of the concrete floor slab. The plastic will also prevent the loss of water from the bottom of the slab during the curing process to minimize differential curing, provided that the loss of water. is also prevented from the top of the slab. The lower the water/cement ratio of the floor slab concrete, and the longer the concrete is properly cured, the stronger the concrete will be, the more resistant the slab will be to moisture, and the concrete will be more resistant to cracking from both curing shrinkage and temperature changes. Also, a lower water/cement ratio gives the cement finishers less water to work to the surface, which then gives a more wear resistant surface, and allows less differential shrinkage between the top and bottom surfaces of the slab, and therefore less spider web cracks. Figure 11 shows an example of a capillary break placed beneath a floor slab. IrEURT,rIrL + FIGURE 11 DESIGN of CAPILLARY BREAK TO PROTECT CONCRETE SLABS FROM CAP I LLARY WATER CONCRETE FLOOR SLAB �', �• ► �', a �. '� . ' ' '. �• PLASTIC VAPOR BARRIER 4- CLEAN PEA GRAVEL (1/4" MIN) FILTER SAND or FABRIC if REQ'D FINE GRAINED CAPILLARY SOIL TOP of GROUNDWATER CAPILLARY WATER CAPILLARY BREAK can be COMPOSED of MANY MATERIALS, the REQUIRED THICKNESS DEPENDING on the HEIGHT of CAPILLARY RISE for the MATERIAL, as SHOWN in the CHART. GENERALLY the COST of TESTING the MATERIAL for HEIGHT of CAPILLARY RISE is NOT JUSTIFIED, and a MINIMUM THICKNESS of 4" of MINIMUM SIZE Y." GRAVEL is CHOSEN. HEIGHT of CAPILLARY RISE FOR VARIOUS SOIL GRAIN SIZES U. S. STANDARD SIEVE SIZE 7/1' }A- N..I 10 30 JO •0 100 700 100 100 U7 90 U 10 W /0 EE } 10 Q 3D J a 40 Q U 30 O F 20 'T_r} 10 W 0 07 90 U l0 )0 N 60 (t } 30 IC g m a Q 3o U O 70 1•— _T 1000 100 10 1.0 0.1 0.01 0.001 C:QatN SIZE IN-1t.O.ETERS CD6 •l LS 1 0>tav fl I 11.0 1 111T 0n NOTES: A. HEIGHT OF CAPILLARY RISE SHOWN IS TO TOP OF SATURATION; CAPILLARY WATER CONTINUES TO RISC AT LESS THAN SATURATION. B. "010 SIZE" IS GRAIN SIZE OF SOIL %THERE 100,10 OF SOIL IS FINER. Project Number 2105 15 July, 1996 page 27 of 30 pages DRAINAGE of SLAB BASE COURSE Prior to the placement of the filter and/or capillary break aggregate, the natural soils or the structural fill should be sloped a minimum of 1" per 10', or a series of gravel filled trenches can be sloped a minimum of 1" per 10', to allow any trapped water that accumulates io flow out from under the floor slab. Trapped water is not capillary water. Capillary water will not flow out into the drainage system because it is held like a sponge. The trapped water is water that might leak from broken or leaky pipes, or might seep under footings from outside the building. If water fills the voids of the capillary break gravel, then the capillary break will no longer function, and water will be in contact with the underside of the concrete slab. To allow for the escape of any trapped water, the drainage can be openings in the foundation walls that are then connected to an outside drain. The type and number of drains can be determined at the time of construction. DRAINAGE SITE SURFACE DRAINAGE The outside ground surfaces should be graded to conduct surface stormwater away from the building. The water can then enter catch basins, or it can be conducted away from the site in swales. Roof runoff can be conducted to the same system as the catch basins, but should not enter the swale system unless approved by the City of Edmonds. Adjacent paving drainage should not enter the roof system drainage unless an oil/silt separator is included. The adjacent paving can enter the swale system if designed as a biofiltration system with the approval of the City of Edmonds. T'_Tr°F'.-'W r1P)T'_TTeTe-. Te., Project Number 2105 15 July, 1996 page 28 of 30 pages SITE SUBSURFACE DRAINAGE Most water that infiltrates into the ground will probably seep to the level of the groundwater at 8 feet unless there are less pervious layers that were not encountered in the test pits. If higher water does exist then footing drains can be constructed to intercept water before it seeps under the building Any footing drains should be below the level of the interior floor slab drainage. Any water intercepted by footing drains should be conducted from the site and should not be connected io a storm drainage system, except at a catch basin that has an open grate below the level of the footing drains. The capillary break system under the floor slab can be connected to the footing drain system, assuming that the footing drain system is at a lower level. 4�4J'T�l7QVr�TTet'�s�r�T�r� Project Number 2105 15 July, 1996 page 29 of 30 pages FUTURE STUDIES and RECOMMENDATIONS DESIGN REVIEW HEMPHILL has reviewed the final plans and specifications and determined that they are reasonably in accordance with the recommendations presented in the geotechnical report, assuming that HEMPHILL will conduct the recommended geotechnical inspections, and will present any necessary adjustments resulting from differences between presumed site conditions and actual site conditions, along with some options by the contractor, in accordance with actual conditions encountered at the time of construction. HEMPHILL concludes that if the proposed new tennis courts building is constructed in accordance with the plans, and with any recommendations by HEMPHILL at the time of construction, and with the approval of the following inspections, then there should be no risk of damage to the proposed building and/or the adjacent properties. CONSTRUCTION INSPECTIONS and VERIFICATIONS 1. HEMPHILL should inspect the soils that are exposed during excavating for foundations to verify that the allowable bearing soils have been encountered, and that there are no unexpected conditions that would require changes in foundation design. 2. HEMPHILL should inspect, and if necessary conduct tests, to determine that any structural fill is composed of the proper soils, and that the required density has been achieved by the compaction process. 3. HEMPHILL should inspect the excavations to verify any suspected groundwater conditions, or to determine any unexpected groundwater conditions, or to determine any design changes. 4. HEMPHILL should determine that any perforated drain pipes are placed at the proper locations to achieve the required drainage, and that the intercepted groundwater is properly conducted from the site. Tr:;4 `MeI � WeTeTr,ITr Project Number 2105 15 July, 1996 page 30 of 30 pages 5. HEMPHILL should inspect all surface runoff drainage systems to determine that surface water is properly intercepted and conducted from the site, and that the runoff systems are not improperly tied to the subsurface system to cause the runoff system to back up into the subsurface system. i 6. HEMPHILL should determine that any drainage backfill has the required permeability, and that properly designed and installed filters will protect the drainage system from clogging by fine grained soils that could be eroded into the drainage system by groundwater seepage. 7. HEMPHILL should determine that the concrete floor slabs are underlain by a proper base course and/or capillary break and drainage to protect against capillary or free water creating dampness or wet conditions. Dale C. Hemphill P.E. Registered Engineer No. 14777 State of Washington 2 o c1 E IYAL EXPIRES 17 FEBRUARY 1998 cu 4 ;0 E 3 WAL WAY 9 f:10 slope 1:10 Slopd Maximum ---► maximum — Maximum 1:48 slope In any direction for parking stall and access aisle 13'-0" : BARRIER FREE PARKING SIGN BARRIER FREE PARKING STALL WAC 1107 f ii hF C ,4o G7VT G•4S, r� 1 2 ••� 1 i �� 1 1 l ,\ • 4 \ 1 1 Rrx • �,b ao x f =LWrn,•zz 8 / ca•- � \\ � � ill U•�=� C/"C9 6� , 9� SITE •, O:iAW..ML0.1s C•1' 1`.�L' L1L L m,rttC-a Kati L'•b ��� � - -- - --- -.-.. � - .: �.ay.0 O o;,oax<w �cr_ tT•tL'----.. -.: - ' ... tr .. p�y�:��t mat _ y'•m'._._.. ..:.dui.:_..--_.:. . LW4 ( —! �_--- .. - Ib O^. !7CaC-.A r► �'bvK DkL� t!L' G..t _... _ :.. �J Lr '—._NOL.:a• hU_ JyYi Z1 C '------- C?'.:+l6tS'CL'L�i� SFJ.t+_ • _--C1�[.. ' 4•OG.—__ •� 1-"S_C 'e�'"5us' _ 2.C.•:s 3:3:t5K v'' :=.tG.t� _s_ZL'�c :.-- Q r 8 R _.._ Edmonds __ Athletic Facility. i-v MAr6 -Team Eight - Architects r "i 1 /:7,"Cl /,:sr %!6 u 2^'�GeliG/ O�GJ /bti /6Ma�e'¢' t i t r p�'eco! f sic. l'�t E/P�G� 1'2 1 41i6- 4 n U • H. *4000 N 4*.)(. *-H-H. X.** H. PRIN'T KEY FROM­Y4 BY USER---1JL..250 09/15/89 :1.6.54*33 ahah .X.* 9/15/09 C]:*TY OF EDMONEIG UB201 1 12 �io 43 47 *# 2 4 PM r n.: vilre Customer History DETAIL 13 1 1 1 4 T-5 12 Cus -1 o mer Key 16 li 3 C us t 0 mer No. 1•A_wN`1:.:_Y_ _.fACK -gn.ILF-:'T C CLU11-74 T7 OLd No. 6011449,0 144 2 15, a n riesc r i p t i any a n. 2C 16 Date Sy-v Date. Readint4 'Tyl:)e Rate Cwn��_- Seq *T yp e Amount Ba 1. a nc: e Li 17 0(:"/2:L/69 08/ 11 /89 001.6 E32 2-1. 0049 784 000 1 1,356.32 2,089.51. L2 -2- to 08/23./89 08/11/89 001682 1 . .... 2 0049 '704 000 1 394,87 87 19 2A 777 2 E 77 19 08/21/69 6 b_/ 71-i 7 B 9-0 6 U, 3-.1 1 --1. _C� �4_Y 7-9_�V—To( 69',3732y- b'73 732- -0 /3.6/89 08 r-, :'3 888. 6*7ze [2 1"., 8.07/20/89. 07/10 3/89 002 898 ­1 0049 753. 1 1' ,,330Z�, 69 3.>S(38,,67 2E 07/20/9 98 2S 0*7/20/69 07/13/99 000898 0049 7525, 000 1 666.66 2,547.65 LC 31 41 06/20/89 P 2, 208. 28-- 1tB80099 32 5 06/20/89 06/1.4/89 000145 2....1. 0049 *705 000 :1 1 t 219. 6mi 4,,(5 77 33 06/20/89 06/1.4/89 000145 1­2 0049 705 000 1: 35-o96 29-869.62 L4 506/20/89 06/18 .4/9 000145 1­1 0049 70 5 000 1 625 o 30 2, E333' 36 76 05/22/89 05/16/89 01.4043 2 1. 0049 $329 000 —1-1. T7 Due Date ta L C Ur' r- E? Y1 4' 1 2 3 39 9/01/89 2,089.51 .00 2, 089 51 400 000 4C Olt Cmd2 D1 L/Sum F i L L in 7-eq.U11"(-:n9information ayid Press enter -Cmde) Cs Rec 41 Cmd4 Cst Sry He Lp 2 -= CON*TNENo IUE 7 = ND 2 Cmd5---Srct Add 'CmdB---Notes T2 93 4 —41 Pf-*�TNT Kl.*-.:Y FR 'OM .... Y4 13Y - USERIJI-250 09/15/89 16o54o4O 2 3 4 6 7 7 9 0 9/15/89 CITY OF* EDMONDS LJB201 1 1 19 IETA-I J.. 12 10 13 11 L4 12 Customer Key US 6 iiiei- NO A-CK—ATFILETI-C.— 0 GE B 16 1-5 13 17 14 0 Ld No 60114490 18 is Ty- a-yi Desc: r i p -I- i o TV t i"S T. I" v— -Y, e a - I- e R e a d i Y) g Ty• -A yF)e Ra- e a n 7P. -eA u TI a nc T9 20 16 LI 17 05/22/89 05/16/89 014043 1.--2 0049 829 000 1 42,.09 774.11. 2 L 05/22/89 05/1.6/89 014043 1. --- 1 0049 829 000 1 732+02 732*02 24 L19 047-125/ - 9-5 2c 04/21./89 04/14/89 01323.4 2-1. 0049 34:25�000 1 699.72 1,031.+94 26 1 04/21/89 04/14/89 013214 4/8 0*.3`2-f--f----J.- 1-2 0049 F­ 0-04q---3-43� .343 000 :1 18.06 332*12 6 51.44 0 Vey 2 1 2 22 L9 �-,I . 03/30/89 F.:. 788 o 24-- Lo 14 03/23/89 03/20/89 012871 `D-37.23799-0-37 7-20709-- 2 1. 0049 1 ---2--XY049— 359 000 1: 441,57 7 77. LI 32 6 03/2 3/89 03/20/89 0:1.287:1. 1.-- 1 -1 0049 3 59 0 00 3: 3 .82 2 327 82 �34 7 P 689#82- .35 361 I —(YOVT 1-3847.99--689.82 I : 3 Due Elate T o -t a 1. Current 1 2 3 3 30 9/01/8)9 2,089.51 .00 um SSry 2t0(39,-51 press 400 e nf'�-Y- 000 1-;M(.16---L;S'( HeC 3 4 41 312 C(nd4---Cs-t He 1. p 2 7 END 2 Cmd5---Src Add CfndG No t t--%s 4 33 ..... ...... 4 4 34 4 35 36 4 4 4 37 4 38 so 51 391 52 40 53 41 4 — 42 — ----- - L5 561 43 57 44 La 59 45 60 46 L, 47 — L2 6-3 48 4 49 so 2 3 71 5 73 L4 LS 7 ************************************************************************************ 41 61 121 OLd No* 601.1449.0 L8 [14 Ty Tr 19 24 22 27 Ll 31 39 60 48 so 51-1 72 75 f aeaexX.maE•sex•X.se*-)C- c•scat•acxxa@a6acle-AX-acae3Eae3tae•rtacacaca(.acac><acX.•uacaEa4ata@at-�r4akaEacacaeaEa(XaF3FaraEac•aEa@seas at atacaeat)()(atae•xacxu#araca<ik � ac ae •is ac _� i , ! a xac PRINT NT KEY F RC)M---Y4 BY t.JS :R-••:L,JL.250 09/15/89 :I.6 * 54.47 z ! ;3 seas xx � ,a a seas•scac•aFae�•x•sc•sE•u•rea<•>Eacac>F•scacacacac•r�•rF•r�aE•scat•ie•�>tatiu•ac•u•7cacx•;t•ac•ac�>c•aFa�•sE-rcafac•acacaexac•acaFaexac�?caFaE:+,:•>�•ikac3EaFa�acaFacaFxa��a�•ic�x�ie�rt•u•ieaFac -------- 5 6 17 6 �g 7 9 n ,o ! 9/ 15/89 c rry OF E:DMONDS UE(2011. �� 4.4 r 4 PM 3 n �t i r £� 4A torn r 1=# , o s- y - - - -L� f- TP1 f r---- - - -.- - . t 14 H Cus•t o(ner• Key 116 ,3 C`u 1 Omer- No . -- F�{YO£3�0- l`ri�rlititFY-�JtlCt�-�SiHr��7 CC--Cc.=UI3- _ --- - -_ � ��j97 14 OW No. - 60 1.14490 ,g ! 5 , . 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''8ty - :1. - t - { 0�49 261 -C}O(�-- -:1:- -- - )4� o' i�4 - ---:, �4:� a �------- j g z 10/20/88 P 548.62---• 30 31 ! 09/213/80 09/20/88 01.1025 2-_1. 0049 247 000 .1 303.B1._ 548.62 - - ---- -- - - --- -- z5r `f3rf3E3 01�+/ y0/83 {)1.1<Y?:i 1---.2'- n---''7 O{'t0 ]:-- 13 0 3 i. 51 m o, 09'/28/88 09/ .).O/88 01.:1025 1.--1 0049 24 l 000 1 '2 31 .50 ':31.50 3a ! 2 1 09/20/88, P 2.1ca- 5 � 7 c, 0f3r _).-�rf3f3 {}f:3r1£:3/fif3 {} I_U / rf3 - - •). 1 {}{}4t�' �?'c)f3 0{}0 7:--- �-,1.'�..4- t^....;yam _ ! s Due Date T•ota L C:.urr e n t :1 2 3 ! F c 9/01/89 2,089.51 .00 '.?, 089.51 .00 .00 � , Cnlc:l2-•-D L/Sum F 1 1 L i n r'c_`•'t•u 11'�(?CI 1 Trr76, fnni�'t-1 On. and C�r't:?<- s Gan tr'�'r �)^ __ <_3: ReC 49 z` Crnd4-•Cs t 8ry He Lp 2 := CONTINUE 7 END 2 Cmr15--Sr•c Add Cindf3--Nb fes TO 3' 4, ! 5 ! 13 6 7 152 0 1'41 -4 I* 5, 6 ! i1----�---- ! ,! w- 54 ! 6 5 --_________________ ************************************************************************************ ___ 10 15 18 29 Ll 35 33 51 45 47 48 49 so 71 PARKING SPACES REM PARKING SPACES PROPOSED: BARRIER FREE PARKING SPACES: S .01 APPROVED OTEU AP ROVED DY PLANNING B� INEERING �u�cr 7/Z (o /O Date: ? z9l ew f aa(13 RECEIVED JUL 2 4 2001 BUILDING DEPT. STREE7 FILE r�ri.�' ,,�� I ,.. i, . �nstr l _ ,,'. ,�� .j __ _ -_ --� e 14'q z� IpeWALjC RCb ve v'erVz Sec, k rt.] New WSW.&Y 6. NISOLOW1 CMe Pon NMI PARTIAL SITE PLAN W-ALH. k , r-W e i ------------------ I fi I OW �o b NEW EAST ENTRY PLAN* ecae, r . 1-.m- HOTEL \ . HOTEL EX15i7dG bMt�st ExlSt-TE'MJIs cl=rtrsR 11� / f� EXIST. TENNIS CTR DOME jf / OUIICING 51� / 0.49`5p Mtl(2) 5Me= NLU5 W0.45P m6rX JU 4 /' pL115%N% 5a Fmpo597/r7DCL"M ' for& - 2`."5t i ocnro„ cr - R) %16KA.MAOL15f - 14.000005p"*kum." SITE PLAN ace e. I• . &V I IORiN MC SGtiCpEN .50: BlLREA50 - %8,0005p 4LO%w I 6 W N W a zF- c OU iRU. QW " z= W wo t 3a �� 0 z w IP Cl) < O GENERAL NOTES T74E GENERAL CONTRACTOR IS TO PROVIDE SUBGRADES 4' BELOW HARD SURFACES PLUS/MINUS .1 FOOT. ALL ROUGH GRADING.SHALL BE POSITIVE, DRAINING AWAY FROM ALL STRUCTURES. ALL STONES LARGER THAN 1.5' DIAMETER SHALL BE REMOVED FROM THE GROWING MEDIUM. TOPSOIL SHALL BE PLACED AT A MINIMUM DEPTH OF 4' IN ALL LAWN AND 80 AREAS TOPSOIL SHALL BE TILLED INTO THE EXISTING SUBGRAOE TO ELIMINATE SOIL INTERFACE PROBLEMS. TOPSOIL SHALL 19E RED —ES WINTER MIX OR APPROVED EQUAL ALL BED AREAS TO RECEIVE 2' OF FINE GROUND FIR OR HEMLOCK BARK, COMPOSITION MULCHES ARE NOT AN ACCEPTABLE ALTERNATIVE: TREES AND SHRUBS ARE TO BE PLANTED AT A DEPTH 3/4' HIGHER THAN THE LEVEL THAT THEY WERE GROWN IN THE NURSERY, BARK MULCH IS NOT TO BE PLACED ABOVE THE ROOT CROWN. ALL PLANTS SHALL AT LEAST CONFORM TO THE MINIMUM STANDARD ESTABLISHED BY THE AMERICAN ASSOCNTION OF NURSERYMEN. LAWN AREAS ARE TD BE HYDROS£EDED WITH VAN DEN AKKER'S EMERALD VELVET MIX PER MANUFACTURER'S SPECIFICATIONS. OR APPROVED EOUAL REMOVE ALL STONES LARGER TNAN I' FROM LAWN AREAS. SUBSTITUTIONS ARE STRONGLY DISCOURAGED. IF PLANT AVAILABILITY IS A PROBLEM, CONTACT THE LANDSCAPE ARCHITECT FOR SOURCES OR ACCEPTABLE ALTERNATIVES. IF THE SITE WORK IS DIFFERENT THAN SHOWN ON THE LANDSCAPE PLAN, OR POOR SOILS AND DEBRIS ARE DISCOVERED. REQUIRING CHANGES TO THE LANDSCAPE PUN, CONTACT THE LANDSCAPE ARCHITECT FOR INSTRUCTION. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR MAINTAINING THE LANDSCAPE DURING INSTALLATION, UNTIL FINAL ACCEPTANCE BY THE OWNER'S REPRESENTATIVE THE LANDSCAPE CONTRACTOR SHALL WARRANTY ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE YEAR FROM THE TIME OF FINAL ACCEPTANCE. DURING THE WARRANTY PERIOD, THE LANDSCAPE CONTRACTOR WILL NOT BE RESPONSBLE FOR PLANT DEATH CAUSED BY UNUSUAL CLIMATIC CONDITIONS, VANDALISM, THEFT. FIRE, OR POOR MAINTENANCE PRACTICES. THE LANDSCAPE ARCHITECT SHALL HAVE SOLE AUTHORITY TO DETERMINE THE CAUSE OF DEATH. PLANT COUNTS PROVIDED ARE ESTIMATES ONLY. CONTRACTOR IS RESPONSIBLE FOR CALCULATING ALL FINAL AREA AND COUNTS. IRRIGATIONASSESSMENT SUPPLEMENTAL HAND WATERING MAY BE NECESSARY FOR THE FIRST GROWING SEASON TO ESTABLISH PLANTINGS. BUT MAY NOT BE NECESSARY IN SUBSEQUENT YEARS. LANDSCAPE PLANTING SCHEDULE SIMI= Inom 07 0OrA9rALICa W0NNAWS ffiS CONOIVOR G 26 Berbodo thunbergo 'Crimson Pygmy' / CRIMSON PYGMY BARBERRY 2 GAL CON. GRWN, 24' 04 0 4 Helictotrlchon sempervlrens / BLUE OAT GRASS 2 GAL. CON. GRWN. 26 Nondino domostkoa 'O:ulf Stream' / GULF STRFAM HEAVENLY aAMSOC 2 GAL CON. GRWN. 3' O.C. 4 Phormium 'Carousel' /NEW ZEAIAND FLAX 5 GAL. CON, GRWN. S' O.C. Q S Splroo x bumaldo 'GoldRame' / GOLOFIAME SPIREA 2 GAL. CON. GRWN, 4' O.C. p 29 Prunus Louroceraeus 'Otto Luyken' / OTTO LUYKEN ENGUSH LAUREL 2 GAL. CON. GRWN 2' O.C. ORMINDCOVER 97110M I Off 1BOTIAMCALIC010"NOIJI113 =ff I CDAmFDON IWJMI 100 1 Euanymue f. 'Emerald 'n' Gold / EMERALD 'N' GOLD EUMVUS I CAL. I CON. GRWN, IXSTALL 1' A11M CONTADIER D" PLACE Y LATER L SPECIFIED MULCH OVER PLANING BE PIT VM SPEEL MIX IIMTIVE AN PURTEDSOIL OF PLANTING PIT COMPACT TO SLIGRADE DEUTY, APPLIES TO 1REES "JBS AND OROLIIOCOVER PLANTINGS SHRUB PLANTING �Iv WAM mm AC NVALL 0102momm IQOaemlbAtmllB AS 64NO /--TV own Eetsam PtN1 Ise Or WAM sumu 1' AM eiYgel 07ITAIM am ARwaA® GROUNDCOVBR PLANTING 1 scurrrn WAM 011TAIUS EXERCISEI TENNIS & BASKETBALL _.J EXERCISEI EXITING ATHLETIC CLUB . I . — . — . — - — • — LOBBY L* ENTRY KAM Mo BAD sex ! rum POOL HANDBALL COURTS LOCKERS F" ~HICSCALE 1'�20' SNOHOMISH COUNTY PLANNING AND DEVELOPMENT SERVICES APPROVED FOR CONSTRUCTION RANDOLPH R. SLEIGHT., PE. P.I.S. 6 1 I I I 11 I f6 State of Washington registered !?J n5eseat U o � W W= g z LLJ a U a cy <z og o Z (n Q er/ LO Q z ow CID .- W WARREN LAFON 849 PUGET WAY EDMOND6, WA 98029 o 428.774.0580 1425,774.0590 DATE: DECEMBER 22, 2008 TJG JOB NO.: DRAWN BY: KL CHECKED BY: PJ LANDSCAPE PLAN WEET L-1 OF1 W'd �J 0 FNI 0 �X151ING MA�SN IL u 4 al lu N - ---- - - -- - - - 20 �CA� FFF�,, 9\ ' P 0 A / \;K Fps C RS ❑ ' Dpppp / �pDpD ,w EXI 7 D S7ER EXIST_ TENNIS GENTER erg/ • o° �j Qv� EXST_ TENNIS CTR. DO„« / MIMNG 51ZF / 15,483 5F% TWO ( 2) 5fOpY 13LI26. PLUS 3903 5F FIp5f ARMON PLUS 3945 5F PpOP05Fn APPI110M TOTAL OCCUPANCY - A3 — _ C A% A LOWA31.F 5F - 14,000 5F C 51NCI.� FI OOp) MAX, A,0WA13LF 5F - 28,000 5F (TWO FLOOpS) TW0 51PF5 OPEN - 50% INCp�A5F - 56,000 5F Al SCALE: P = 40'-011 NORTH (;a I ii, 64 • ■ •� • ll rr �znw0��- <<v orr.Wmoo =moo U J EL OLLI � rf� llultl� Q f- � aQ >LLI �o LU II iu ZF- L 00 OV OD L I u- QW J F- °) C Co Z d ni W= �o 01� �U a, � 3 -N N In a � i-' s O �a ¢w z �- w w r u- cn O ,� bi�bbr5� �ll�l�ma `('6'AC(db'V H��JVI - 5 (" -I � R r+ 111 RESUB JUL 2 4 2009 �l1tLDINC� (� C�YYQPNDS�r 0 0 R, 0 0 C O 3 C l0 r-1 Q cn L f0 CY 0 .n L U) 4-3 O L- a_ m CD ro o, w Q� Q J Do 00 o EX. GRADE p L OCA ITON l/AR/ES ASPHAL T PA VING GYHEEL STOP FRAME AND ORN GRAI ,, i1ANED GRA7E, OR YW SIE C SY/D 00kER. BOTTOM 2 "x4 "x8" SOYID BRICK USED F64' FINAL AD✓USTJl1NT TO GRADE. 6" HIGH MAX PRECAST 6WO BASE SECI7GYV \ WAlAX OF ONE 20"jo KNOCKOUT PER S/DE, NIRANCE ANGLE TO SE L/M/TFO BY KNOCKOU7S CLASS 4000 CONC P/PE 0117FR VIA PLUS CB WALL IN/CKNESS SHALL NOT EXCEED 207 CA7C'H BASYN TO COMFORM TO ffSOOT STANDARD PLAN B--1 CA MH 9A51N - TYPE 1 e e e . a SL OPE 0.17' \ES 100-YR FL ow DEPTH \ GRASS SLOPE \ JH.' 1 V 6W FLA TTER B/OSGI/.4L E Cf'OSS-SECT/O NO 5r�4LE \ \ /HARBOR SOUARE A THL ET/C CZ U9 \ ; VAR/ES SAiKY/T AT IX. PA WO APPL Y Eii (M.57aV NEW ASPHAL T OR`I2" 2" CY B ASPHALT OWR 4" CRUSHED PA VINO 49FLA& SUBASE AL PPROkDO CCON,pAC� A95Ar DENS 7rr VI NO NO SCALE PER RECOMMEN91, 77ONS CF SCYLS ENGINEER• 2 1/2" 11/2"R-� (7YP 2PL) EPDXY RESIN SY.57EM PA l�Fti LENT -\ (7YP 2PL) 14 BARS 'r -r LJ/7/ %J 10" 5" 1 21, I c1 2 112" 1 MIN. 6," 4S SPEC/PIED \- CY/T/SAHED ✓01NT N AspliAL T NOIFS.• SPACING OF ANCHOR WARS - ELEI/ W-W 1. DUMMY ✓01N1-S SHALL BE PLACED NOT TO EXCEED 15, O• C• 2• 06MCRE7F MALL BE CLASS .Y000 OR 6MMERGYAL iff771 AIR-EN7RA/NMENT• 3 AT THE 6OYV7RACrm. q OPIJOM COMCRE'7F CURBS MAY BE ANCHO4w TO THE PA l2M£/VT E77HER BY PLAaNG S)ZFL AE BARS 1 FOOT ON EACH SIDE OF Eli£RY ✓O//VT, OQ BY USYNG AN ADHESYt . THE ADH -.9kF -WALL MEET 7HE REWIREAIENTS 6F SECTION 9-20 6F 7HE 1Y DOT/APWA STANDARD SPEM7- CA776WS FOR 77PE // Ey'OXY RESIN. NOTE CONTRACTOR SHALL liER/FY EX. GRADES AND ORA/N PIPE /NliERTS PR/OR TO COMMENCEMNT OF GYORK. / Fes' / �G EX. GRADE al EX. TRENCH DRAIN _ EX. 4- SD= EX. CB W/SOL/D COVER RE 14, / IF 12.66 (4 \ /E- 72. 40 (8'� - TYR ROOF OF EX BUILDING GRADE , 40 LF, 12" PVC S - 0. 5X ' �4 OR/VE AISLE � • E 5'� If 10.75-�/ APW�7 FOR CONSTRU Tlp p �O /TY Z-NG/NEER DA TE 0 Z , E /E 11.71 EX. CB RE 13.0 1E 70 98 1 EX. 09 EXISTING INDOOR TENNIS CENTER EX. CO !.-r------T�i FI-------T-I------T�l I i t I I I I I I I I 1 1 I I LL-------I-J LL--- �• I I I I I I I I 1 1 i t i t I I- i---�----} i I- {----�----� -}--I-4----�----4-1- -}- f----�----{ -{- j 1 i i I I i I I i t I i i I I I i t I_--�_-- �r T�l �r--- --- __-►_-_ i i Fr---�---T-I � 1 LL------1J LL-----_1J LL_______1J LL------1J EXISTINO TENNIS BUBBLE 1E 12. 93 + EX. CB NEW B/OSWALE, 2 FT ME, /E 12.. 92 RE 150 J5 LF, S - 1.OX 1E 12. 0.3 (ALL) /E Ij jo -y`-` 145515.0 / NO CURB 15. D 15.0 .• 15.0 EX. 8 SD SD E 8" EXISTING / • LAWN $ ' SLOPE 9 14.95 �''•` /E 13.65 >5 5 r 1lJ BREAK / _. - EXISTING BUILDING EXISTING PLA Y COURT END OF EXTRUDED 6 <°iK CURB EX. YD y i NEW EXTRUDED z ;` t TO REMAIN COMC. CURB-TYP. 5 O '14 71 4.1 14. 5 O �, 3 4 5 6 70 LF, 6 D/, CL 50, 2 " 1 14 30 28 r4• 3 5 < E �q S -0 5X HC L 27 29 ' / .; \ r 5 /E 12 95 rQ �� 8,'ri//KVI14 r.rC i1jJ1y t 1 ry t 6 E S17NGSP//A1 T E E t s _-----'1 �'J3r / 13.85 COV 4.1 ARK/ G SPACES 14 S' i F 3 y ¢ CREIF Kh�EEL #f STOPS A ITACHEI7 TO f ! a TO 14. 47 ,SLOPE ,4.S Rw PA "ENT l?/ AD/iES/��£ EX.f CB 1 EX. ASPH.9L T BREAK DR/t�`K'r4 CURB MAIL,) 6W RK i iR PER REi 13. 95 CB ,y�1 iY,Isa � UD NE`Y EX7RUOED 1395 `' MANUFACTURES REGOMMENDAIIMS 1E 2. 29 RE 14 0 CO1/C. CURB- 7)"P. i NO CYJRB MERER SMPS ARE t4. 1 r /E 1165 (ALL PROPM - 77'P• J 92 C8 Z2 W/SOL/D L/D rcuv ig w 14 35 RE .14. 0 TO REMA/N P/PF EX. LAIYN S LF, 8 D/, CL 50, /E 11.24 - O.48�• PLOG ABAMOOMED PIPE Q- ND Gig" EXTRUDED EX. WETLAND TRAIL CURB / W 15.0+ / 0 150 END OF EXTRUDED z CURB / / �< EX. £COL ocr 16Z MY WALL - DR Q / C PROPERTY L/NE _ 2r --- -- -- ` If n '.70AIY06 EXIS77NO PARK/NG (TOTAL) 17 EXIST TO BE REMOkEO 11 EXIST TO REMAIN 6 NEW PARK/NG STALLS -TO TOTAL MEW PARK/NG (REMA/N/NG AND NEW) 36 NET ADD/I7ONAL NEW PARKING 19 SPEC/F/CA MNS S70RM ORA/N PIPE SHALL SE RK MR 35, AS7Y D-J0J4• OR DUCITLE /ROM PIPE GYASS 50, AS MOM 6W THE PLANS CATCH BASINS SHALL BE TYPE 1. ALL 11VLE7Y /N BASEMNT GARAGE SHALL COMNECT TO /N Z2• ALL DRAINS /N 1ST fZR GARAGE SHALL CONNECT TO SIDE SLMR. A COPY OF THESE APPRMEV PLANS MUST BE CW THE JO9 S/7F NVEAE ALL COMSIRU 18 /C L ND STANDARDS. a JUN l � LUUI DEVELOPMENT SERVICES CTR. _ niT•nr rrn�n�+mac EXISTING COND/T/ONS TOTAL AREA - 26, 911 -W /MPERWOZIS AREAS - 17,046 Sf' EX PA NNG - .Z028 SF EX. H'AL/(S - 893 SF EX. GOURTS - 14,125 SF PERWOUS AREAS - 9.865 -W EX LANDSCAPING - 9,865 Sr > 2 3 4 5 6 . HCNN EX. H'ALKS 883 SF 11 07S77NG PARKING SPAF'S' TO BE RED I 12 028 SF EX. LAWN 2, 749 SF E)(IST/NG OUTDOOR I COURT TO REMAIN 7, 233 SF OEVZI ORE0 CONOlT/ONS _702L AREA - 26.911 S� /MPERl90US AREAS - 21,486 SF NEW PA RING - 9, 573 SF /VEW `YOLKS - 92 SF NZW AND EX. COURTS - 11, 721 SF P&WIMUS AREAS - A425 Sx" NVY AND EX. LANOSCAP/NG - 5,425 SF LAWN - 210 SF 1 2 3 4 5 6 •' j HC 6 EX/S77NG PARK/NG SPACES 70 REMAIN H'ALK 92 SF — LAGYN 1,102 SF EX/STING PLA Y COURT EX/STING 'AWN 1,979SF, ,EX. LAWN 1; 055 SF; EX. ECOLOGY BLOC K WALL — TYP EXISTING FLA Y COURT LAIOV — 148 SF - EXTENT OF NEW ASHAL T PA mo 9, 673 SF EX. LAWN 584 SF EX. ECOL OGY BLOCK WALL - TYP EXISTING LAWN 9040 SF -TENN/S Rt T\O BE EMob 6, 892 SF LAEIV / � 1, 049 SF [ y -11 EXTFNT OF ' NEW #VRK HAfTSOfF SOIUAf-?E A T/-IZ ET/C CZ US DPP b LA wV 2,290 SF /LAWN/ // 1, 091 SF K EX. 7RENCH DRAIN EX. 4 " SD` EX. CB W/SC?LID COVER RE 14 1 — ' /E /2 66 (4'� ♦IE 12. 40 (8') ROOF [F EX. / 7992 24 OR/VE AISLE � �5�1 105 IE 11.71 Z EX CB i RE 13.0 /E /0.98 -EX7FNT OF / NEW MORK IE 10. 75-�/ i i r EX. CB EXISTING INL9001F TENN/S CENTER EX. CO R (-T------ I I I ------T-1 I I I I FT �. I! L I_---___1J I I 1 1 LL--____1J I I I I L.L-- j I I— }-----I---4—I I I I { I I i t I I I— }----I----} I I I I —+— I I I —4-- I-- i t • � r I I I ___i___ FT I I T-1 I I I-T I I I i t i t i i I I I f B/OS141.4LE CAL COLA TION5 ONO/T/ONS Z41"ENT AREA TO BE ,0SfZQ0lV.- PA "EN75' AREAS f7RST SFO/70V OF 8/0SWALE - 1, J96 -W (O. 03 ACV - OV - 98 &rCOW10 SEC7701V OF 810S`YALE - 1, J96 JF f 8, JI2 SF = 9,708 (0.22 AC); CN - 98 T/ 0.42 (N,SL1.)08 0.42 (0.011 x 17,)ad T — /, as (.9) a, _ (1 O) as (O. 0088)as T, = 0.7J MINUTES (T FOR fRRST 8/0SKAALE SECTIGId'V) lz = S? = 1 0.01 = 1.1fps r = L2 = J8 = 0.58 M/NUTES 60 x l? 60 x / 1 12 = AVS2 = 44,5005 005 = 2 97 fPS __ LJ __ 70 T' 60 x Vs 60 x 297 = 0 J9 M/N117ES T = T f T -A T,, T = 0. 7.T f 0. 58 /- 0 J.9 = 170 M/NWES (T FOR SECANO BIOS`YALE SE0776V) 1. LL------ IJ LL------ 1J LL ------ ------ EXISTING TENNIS BUBBLE /E 12.93 ` EX. CB , 6 NZ-#' B/OS#AL4 2 fi H90E, IL RE 15.0 35 LF, S - 1.0A' If 12. 03 (4LL,) /E 1.3jo 4 �"=f • 14. 55NO CUR8 n E 8" SD °SNAIL0W OONCENTRA TEO FL O , 150 / , 1.09': -;Z — 58 M/NUTES ' 1495 SZOPE r " BREAK -.. .' EXISTING BUILDING i /E 1.�65 '7' • ! EX/STING PLAY CO Ts.' k, " F tI180 d ry { .. r dt. ; ram. 4r s • `\ END OFEXTRUO y ^EO r . . .. I k3M 1 a5 i !r tz.lft,' .a �Y' • .yr' ''� R� T1 7 LF SHEET FL Oi�Y w ` { ` { � REMAIN i E�+X.YD / � . }r — 0.88�' — 73 M/NUTES ... 4.. •fir irs�'i 'y #P CJ 2 ,{.:k f r T r ` 14 / 141 4.5 1 15O f3 4 r y 5 x �t 70 LF, PlPf FL Od t 2 4 5 6 ' f� , yr `r`7 �T>r_ d t ''; do r7 -s ii , :s� - He 1 ` r4 � r 3, • a L r 5 5 S O �, 7, 0. J. M/NUTES I � , { { t ' ,1 5 � ,1 485, . %5 /E 12.95 l 6 XIS77NG } y ` ' /A . 1 PA /NG SPACES 1`Y1 ft5 yi 7 {Ei 5 GYJNCRETF i�1>/Z O REMAIN\ 14 47 S70PS ATTACHED TO ASPIYAL T...PA t�lENT W/ AOHESyl2� (SEE EX. ASPHALT OR/t✓F�!'OYl'yj; ire � ` CURB DETA& AR REBAR F'ER REI 13.95 J CB ,�1 `Y/SOL/O L/D NEK� EXTRUDER 139.E F z r �� ��r.- MANUFAC771RES fi E"GWMENDA77C3NS: RE 14.0 I /E 11.65 (ALL I NO CURB HHER1 H1i'M Sr6PS ARE 1 14.11 tJ v f PROVnm -TYP r} } 3: L�'' LAWN r WEIZA Tf?A/L EDGE EX. tow 1 LAN 5 WET of y;F D WEWAND )'.� t _ _ lE 1�i //w♦yam f:-. j.., y 1 t > !f. SETBACK �l , k s e S. FT H� E. l OE, E iGY7Uit'T-15 5 NEW B/OSH'AL 2 / 65 LF S - 4 OX 15569 ` IE 1230 /Q'VAL } z / t v NO CURB 4 EXTENT L EXPIRES 3 15 02 / y NEW IYORK END OF £XTRICkV U r REMOf�F 14.05 CURB TING / Z EX/S OUTDOOR COURT EX. CB 2 fY OLIO LID TO REMA/N PLUG 14.50 14 J5 '� � PIPEJ5 LF, 8" D/, CL 50, RE 14.0 I SrELAWN S - 10.48% W /E 1.24 PLUG A8AN06MEO PIPE EX. WETLAND TRAIL END Ac EX1RU EO CURB � F— F— a 1-4 15.0+ Q cr O P-4 o U) 15.0 END GEXTRUDEO W zo CURB z Ld EX. ECOLOGY BLOCK / ' WALL - TIP . Z ,, Ld - 1 :, 7 •' i !` HW Ld U) to Lj � di Z E-1 Z -- i PRDPERIY LINE _ --- — —' `` --- f ' Z U� o E—+ Z i o _ v APPRON17-, FOR c TRU ,...T'IOICI City Engineer Date APPROVE FIRE DEPA, N� a R{:CEIVSD JUN " DEVFICI7YEOF EDMONDF (Tk 0 0 Cu NT In a NT 0 D c 0 m 3 C n 0 cn CU I L (O CY cn L 0 .n L (O 0 0 FRAME AND OFEN GRATE VANED ORA7F, OR SOY/D COVER 2 W "x8" SOY/D BRICK - USED F6W FINAL AD✓USIZi TNT TO GRADE. 6" H/GN MAX PRECAST OIONC BASE SE'C77OW ' \ WIUAX 6F ONE 20"0 KNOCKOUT PER MOE, EN7RAMF AMY-E TO BE L/M/TED BY KNOCKOUTS' OYASS 4000 CONC PIPE OUTER DIA PLUS 619 N'ALL Tf//OYfNESS SMALL NOT Ex- cav 20. CAIOH BASYN TO COWFG' y 7O N5OOT STANDARD PLAN 8--1 CA TCH BASIN - TYPE 1 \. VAR/ES SANLUT AT EX. PA M0 APPL Y EiNULSYAM NEW ASPHAL T OR/PE 2" CL B ASPHAL T, OVER 4" CRUSHED PA WINO DETAIL PPROkED SUBASE,AALLSE COCOMP CTEDTOA95X DENSYTY NO SCALE PER RECOMMNDA77:9NS 6F SOYLS EWNEER. PA VEMEN 1 1/2" R (7- P 2PL) EPDXY RESIN SYSTEM - f" ,0- hM BARS ' f s' WN Qry JO EX. ORADE Q L OCA WON I/ARIES W ASPHAL T PA MG wz-EL STOP SWALE BOTTOrG1 \ 2.0' SL OPE �� 017' \ES 100-11vR FL OH/ DEPTH \ GR,4SS SL ORE \ .31-1' IV tXr FLA TIER B/OSI�I/.4LE C1-�05'S-SECT/O NO �4LE \ HAIF50R SQU RZ7 , THL L-T/C CZ UB NOTE CONIWACTOR SHALL 1/ER/FY EX. / /� x GRADES AND DRAIN PIPE INVERTS PR/OR TO C0Y1Wf-NCfWT OF WOR, / P EX. GRADE / Z EX. TRENCH ORA/N E,t: 4 " 50= EX. CB W/SOL/D COINER RE 14.1 IE 12.66 (4'y \/E 12 40 (8�) - DP ROOF OF EX 2� G 6" AS SPEC/F/ED '\\- OY/T/SANED JOINT ASX'HAL T SPACING OF ANCHOR BARS - ELE11 kIE`Y NOTES.• 1. DUMMY ✓RIMS SHALL BE PLACED NOT TO EXCEED 15' O. C. 2. COWCRE7F SHALL BE CLASS YOOO OR OMMEROYAL Off A/R-ENIRA/NMENT. .3 AT 17-c O6IVTRACTOtRS OP17A1/ COWCRETF CURBS MAY BE ANCHOww TO THE PAV£ FNT E77HER BY PLAOYNG STEEL 77E BARS 1 FOOT ON EACH SIDE OF f-WRY JOINT, CR BY USNG AN AD1-1,09 rME ADL/ESVE SHALL MEFT THE RERUIREYENIS OF SE-077ON 9-20 OF THE NSDOT/APNWA STANDARD SPE6YIWA776)VS FOR TYPE // EPDXY RESIN. RN/SH / BU/Lv NG GRADE - T?P / 40 LF, 12 PVC / S - 0. 5X ' ' ` I ell \, ' \k. CB 24' OR!/E AISLE E3105�P /o . 1v EX. CB RE >3.O 50 /� /E 10.98 �2 IF 70. 75 I I i I I i L I I I I I I I I I i I--F-------f i t I I -i 11 EXISTING INDOOR TENNIS CENTER I I I I t I I I I I I i t I I LL--- I I i ---1J I I I LL--- i I t I J I I I I I i t I I I I I I I I i I! I I I I I I I I I I i t FT L L------ -I i I I I I I I I I ICIO -4-1-- ----I 1 II li II II it II II II ,. LL------ 1J LL-----_II L_L------ 1J LL------ 1J ' " EX/STING TENNIS BUBBLE /E 12.93 Ex Co #6 NEW B/OSWALE, 2 FT N VE, /E 12.82 Y15 O J5 LF, S - I OX / 12.09 (ALL) �� - -- - . .--. - -- -- -- -- -- -- 1455 -- -- 9 15.0 Y>5. O + 15. 0 ., 15.. D T/NG NO CURB E 8" SD EX. 8 SD I AGYN l 9 14.95 R�K /E 13.65 15.5 '� 10 / EXISTING BUILDING ti» EXISTING PLAY COURT NO OF EXTRUDED ,cY CURB x / NE`Y EXTRUDED TO REWAW COWC. CURB- TYP. -0 4 / 14.5 15.0 /5.0 15.0 21 14 5, 70 LF, 6" D/, OY 50, 3 4 5 6 S - 0.5Ar EX +15.35i2�' /E 12.95 8 6 E S71NG ASP//r1L'1' `L� / 13.85 ! 4i ids! ns CONCRE7F MYER 4. 7 ARK/ G SPACES ` STOPS A7TACHED TO � u 70 EMA/N A �" 14. 47 SLOPE 12r�/E7VT {f'/ DHE.57k r (SEE ASPHAcr PA EX. B EX. ASPHAL T BREAK K , I DR/IEfYAY CURB DETA/Lj R REY,4R PER RE >3. 95 CB 1 WISM L 0 NEW EXTRUDED 139,E ' IE 112 29 RE 4 O Ca VC. GYJRB- T7P. 14 85 �, MANUFACTURES R, CC W YL OA77OWS. I N?!E'£ N4YEZrL ST7.PS ARE 14. 1 !E 11.65 (ALL PRO DED - TYP. 3 � < .. ;:' _ 1'�► . ,.:: _ SA;�YlR X vv iIcmvrc /g:V✓ i Y OUTDOOR COURT EX. ID t2 Z ~ CB Z2 `/SOLID L/D TO REMAIN PLUG 14.,50 °` 14 5 135 LF, 8" D/, CL 50, RE .14. 0 I P/PE EX. LAWN S - O. 48X _J /E 11.24 / w PLW ABAl1/O6WED PIPE ND G3�" EXTRUDED? EX. GYETLAND TRAIL / AP �D yFOR CONS Dlls l�N /TY ENGINEER DATE CURB a W � 5. 10 + / �„� 3: o / OF z END OF EXTRUDED z W 0 15.0 CURB / w , H Q EX. ECOL OGY BLOCK iy,4LL - TYP � Q � di w di pq Lj z NZ .�i �a H j � � y � � � � � PROPER LINE_ ._.- - - I?T � z EX/SWNG PARK/NG (TOTAL) 17 EXIST TO BE RE7lNOVEO 11 EXIST TO REMAIN 6 NEW PARK/NG STALLS 30 TOTAL NEW PARK/NG (REYWIN/NG AND NEW) .Y6 NET A0,0/770NAL NEW PARKING 19 SPECIFICA MNS STORM ORA/N PIPE SHALL SE PIS MR 35, ASTM D-JOJ4. OR DUC77LE /ROW PIPE OYASS 50, AS -WONV OW 1HE PLANS CATCH BASINS SHALL BE T7PE 1. ALL /NLE7S /N SASNNT GARAGE SHALL COWNECT TO /N Z2. ALL DRAINS /N 1ST aR GARAGE SHALL COWNECT TO SDE SEN£R. A COPY OF THESE APPROkED_ PLANS MUST BE OW 7HE 1/08 SITE N?LNE - S�T7 N R ALL STANDARDS. z LaiM �a V W l--I W 046 ci W V/ C-2 RF- 91V D JUN 2 5 2001 DEVELOPMENT SERVICES CTR. ERGSION AND SEDIMENT CONTROL NOTES.• 0 0 Cu v LD 0 Q 0 c a Q� 3 U V] w f- U L (O Q L O L (O U) L CL m 01 w QQW,T RUC77ON ACCESS ROUTE - CCWSIRII096W 09VICLE ACCESS Sy1ALL BE, HNENEVFR PRA077044, LIMITED TO ONE R0117E: ACCESS PGYNTS Sy1ALL BE STABIL/ZED iffW QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE 771E TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF MUMENr IS 7RANSPOR7FD ONTO A ROAD SIRFAGE, 7HE ROADS SMALL BE CLEANED 77-IOROUGHL Y AT THE END OF EACH DAY. SE0/ME7VT SHALL BE ROMOVED fROf/ ROADS BY S110kEZING OR SHEEPINO AND BE TRANSPORTED TO A CONTROLLED SED/MEW DISPOSAL AREA Hf7H/N 7MWI-r-FOUR (24) HOURS. S7REET WASHING SHALL BE ALL OHEV GWL Y AF7ER SEDIMENT IS REMOVfO /N THIS MANNER- 57AB/t/ZATION OF EXPOSED AREAS - ALL SOILS EXPOSED BY LAND D/57URB/NG ACIINTIES -WALL BE STAB/L/ZED BY SU/TABLE APPLICATION OF BMPS, INCLUDING BUT NOT LIM17ED iV,, S6I9, HYDROSEE"IJ/NGy 6Y4 07)YE7? IiFaETA 110N, PLAS77C COkERING OR MULCH/NG. ALL BMPS SHALL BE SEZECTED, OESIGNm AND MAINTAINED /N ACCORDANCE Whl 7NE MANUAL. THE EXPOSED SOILS -WALL, BE STAB/L/ZED ACCVROING rO AN APPROpED 77METASLE. (IYPICALL Y, NO SULS SHALL REMAIN EXPOSED FOR MOIRE 7HAN 7HV (2) DAYS FROM 00T09ER 1 7HRO16H APR/L .30 AWO NO MORE 771AN SEVEN (7) DAYS fROW MAY 1 THROUGH SEPIFM8ER „ O) PRO G77ON OE ADJACENT PROPER77L5' . - ADJACENT PROPER77ES SHALL BE PROTECTED FROM SED/ME7VT DEPOS/776W BY APPR6PR/A7F USE OF W96FTA770F BUFFER STRIPS SEDIMENT BARRIERS OF f7L TERS, ,01AZS OR MUL 6MING, OR BY A CO 91NA AON 6F 7HESE YEASURES AND 07HER APPROPR/A7F BMP:5: NAW E YANCE - ALL ER0.570N AND SEDWENr CONTROL BMP S SHALL BE REGULARL Y 1NSPEC7FD AND MAINTAINED BY 771E OTHER TO fN5VRE 05N77NUED PERFORMANCE OF THEN INMWV,-D fUNC77ON. ALL MAINTENANCE AND REPAIR -WALL BE CONDUCTED IN ACCORDANCE FN771 771E MANUAL. 07YER BMPS - AS REWIRED BY 771E C/7Y, OTHER APPROPRIATE BMPS 70 M/77G1471-:- 7NE EFFF075 OF INCREASED RUNOFF SHALL BE APPLIED. UNDERC OUND UTILITY CONS7RUCT/ON - THE CONSTRUCTION OF UNDERGROUND U77t17Y LINES Sy1ALL SPEGYf7CALL Y ADDRESS 7W FUL01WO• A. EROSION CONTROY FOR EXCA 0A7F0 AND STOC/<-PILED MA7FR/ALS. B. THE ALACEMENr OF EXCAVATED MA7FR/AL H'HERF CONSWENT W771 SAFETY ANp SPACE 06WSYDERA776WS SHALL BE PLAacV ON THE UPHILL S/DE OF TRE7VCHES. C 7REJYCH DEN4 7FR/NG SY57EMS (MUST DISCHARGE INTO SEVIA(ZE VT TRAPS, SED/ME74IT PONDS, OR OTHER ACCEPTABLE MEANS) D. TRACK/NG AND SPILLING 6F MATERIALS ON SIREE"7SDUE TO HAUL/NG. E. DA/L Y GYEANUP AND S7REF7 MA/N7FNAN6E. REAQUIRFMENTS FOR LARGER DE{2rLOAMENTS - ALL NEW DEVELOPMENT AND REDEkEZOPME7VT THAT INCLUDES' LAN9,01S7ZIRRING A077N77&-S GYM" 6REWER THAN, OR EQUAL TO, ONE ACI?E /N AD D/170N TO MEE17NG THE M/N/MUM Rfa11RE�IE#1S SET FO�'7H ABOVE SHALL COMPL, 7H ESC REQU/REWhN1- ' LISTED BEZOH! DEL/NEA CLEAR/NG AND EASEMENT L/M/1' - /N THE FIELD, MARK CLEAR/NG L/M/TS AND/OR ANY EASEMENTS, SETBACKS; SZ7V.777kF16R177C4L AREAS AND 7NE BUffER.5� 7REf'S AND DRAINAGE COURSES. _sFp/MENT TRAPPING - PR/OR TO LEAVING 7NE .97F; STORM WA7FR RUNOFF" SHALL PASS 7HROU671 A SEDIMENT POND OR SED/ME7VT TRAP, OR OTH&W APPROPR/A IF BMP S SED11-1,46 T PONDS AND TRAPS, PER/METER D/KE$ SE"D/MENT BARR/LX'S, AND DINER 8MP S INTENDED TO TRAP SED1,WN7 ON-S/Tf SMALL SE CONS7R110MV AS A 17RST S7FP IN GRADING 7HESF BMPS .MALL ,4E fUNC776WAL-8FF6l?E DISTURBING AC77kIWES TAKE PLACE: EAR7HLW S7RU07URES, -SUCH. AS DAMS, DIKES, AND 010FPS1QVS -WALL BE SEEDED AND MULCHED ACCORD/NG 70 AN APPRO",, 77METABLE.. C r AND 17LL SLCpES - CUT AND FILL SLOPES SHALL BE DESIGNED AND CONS1RvVMV /N A MANNER IHAT {NLL MINIMIZE EROSION. 1N AD01776W SLOPES SHALL BE STABILIZED IN ACCORDANCE `NIt1 ESC REQUIREMENT NO. 2. �'ONTROL�L/NG OAF-SyTE EROSION - PROPERTIES AND WA7FR HAYS 0010V 7REAM f7?O1! DEVEZOPME7VT S17ES SHALL BE PROTECTED FROM EROWW DUE TO INCREASES IN THE VOLUME, VEZOC/IY, AND PEAK a0#, RA GYM' SI?�'?M WA7FR RUNOFF fROt! THE PROJECT s17F. STAB/LIZA17CW OF IE7llPORARY CWkErANCE CHANNEZS ANO 029E73' ON--SYTE CONOfYAN6Y a1ANNEZS SHALL SE DESIGNED, 05NS7RU07FD AND STABIL/ZED TO PREVENT EROSION f ROl! 7NE EXPE07ED OLZ OGYTY OF a 01Y f RW A 7WO- YFAR, INWT,rnFgWp @,v fREQUE7VCY STORM FOR THE DEVELOPED CONDITION. STAB/L/ZA776W ADEQUATE' TO PREVENT EROSIOA OF OC/1ZE73; ADJACENT STREAM BANKS, 5LOPES AND DOHNS7REAM REACHES' SHALL BE PROVIDED AT 7HE 0U7ZE7S OF ALL CONVEYANCE SY57EMS. STORM DRAIN INLET PROTECTION - ALL SMRM DRAIN /NLErS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT S70RM WATER RUNOFF SHALL NOT ENTER. THE CONVEYANCE SY57FY WrHOUT FIRST BEING RL TFRE0 OR OIHERMSE TREATED TO REMOVE" SED/ME7VT. RE7l/OVAL OF TEMPORARY BMP S - ALL. TEMPORARY EROSION AND SED/MENT C6W7"?OL BMP S -WALL BE REMOVED `NTH/N 7HIR7Y (JO) DAYS AFTER 1-7NAL Sy7F STAB/L/ZA77ON /S A6WIE100 OR AFTER 7HE 7FMP6WARY BMPS ARE NO LONGER NEEDED. TRAPPED SED/MENT SHALL B`c REMOVEO OR STABILIZED ON SY7E D/SIURBED SGYL AREAS RESUL 77NG fROV REMOVAL SHALL BE PERMANE7Y7Z Y STAB/L/ZED OEM7ER/NG CONS7RUC770N SITES - DEW 7ER/NG SY57EM5 SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND. CQV7M OE RULU2675' OTHER THAN SEDIMENT DN CONSTRUCTION S/TES DINER 771AN SLD/MENT 7NA T OCCUR ON six DURING CONSTRUCTION SHALL BE 11AM2110 AND DISPOSED OF IN MANNER THAT DOES NOT CAUSE CONTAM/NA77OW OF STORM WA7FR ALL POYLUTA IWANOIZ LIABILITY - PERF6P?WWN6F BOND/NG, OR OTHER APPR6PR/A7F IWANIXAL /NS7RUMENIS, SHALL BE REQUIRED f OR ALL PROJECTS TO ENSURE 06WPLIAIVCE W7H 7HE APPROPEA EROSION AND SEDIMENT CONTROL PLAN. JOIN,rS /N 1W TER FABR/C -WALL BE SPLlaV AT POSTS: USE STAPLES, 2"x2" BY 14 GANRE OR YRE R/NGSOR EVAENTO A7TAG1 FABR/C POS757 NU/TDIS7REI � U6'' MAX. POST SPACING MAY BE INCREASED 70 8' IF XRE BAOW/NG /S USED NOTE: RL 7FR FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR NVENEVfR POSSIBLE. ,S/ T FENCE DE"TA/L . NO SCALE RL TER FABRIC 8"Wx12"0 WENCH 'o" PROVIDE .3/4 -15 " - WASHED GRAVEL IN 7REWI & ON BOTH S/OES Or FENCE FABR/C ON 171E S/RFACE. 2 X4" W0010 POSTS; STEEL f ENCE P057S, REPAR, OR EQU/VALE7VT APP gr FOR CONSIRU C/TY ENGINEER ATE dfI1H SED/ME7VT r of �-SED/M Nr I RL TER FABR/C(M/RAf7 500XJ J F/L IE;RED H�.4TER BE 0,6W FRAM AND TOA OF ORA IF CATCH 8A5/N RROTECT.._ /ON NO SCALE 1 1 T PR TECIION EDGE OF WETLAND CON57RUC77ON SCHEDULE 1. CALL a7Y OF EDMO VAOS INSPEC70R AT 425- 771 - 0220, EXT 1326 TO SET UP A PREC6NS7RUC176N MEF77NG. 2. CALL FOR U771-/7Y LOCA77ON. .3 REVIEW ES'C NOTES. 4. fZAG LIM175 O< CLEARING. 5. INSTALL TEMP. CONS7RUC776N E7VIRANCE. 6. INSTALL IFMR SYL T Fmn!Z ,VAY BALES: 7. PRONOE CB PR07ECI701V 8. REMOVE EX. FAGYLI77ES: BEGIN GRADING. 9. STABILIZE EXPOSED AREAS PER INC NOTES. 10. INSTALL DRAINAGE S),5. 11. FINAL GRADE, PAVE DRIVES INSTALL E711 ' Pr O77G�1; OR IN 7FM. z O V) 0 w LAJ 0 LAJ - .A 15569 EXPIRES 3-15-02 F-- � O � O U vi UE--4o � a � o Z W Z F= W W w C) � o 0: Q Q � a X O LLI I T U z F--I U� H O U) U) 12) z N U) Hz wa J H -4 U) z 0 .V 0 z Z w ij H Z Z_ wz z w `jol .J C.1 u c c c c cE tvE/ 151JUN252001 I)EVELOPMENT SERVICES CTR. CITY OF EDMONDS a PLANT SC-MEDULE. TYPE QUANTITY BOTANICAL NAME / COMMON NAME 51 ZE / COMMENT 0 0 20 V I BURNAM DAV I D I I I S" - 24" 5PREAD 0 ® 6 RHODODENDRON SCARLET WONDER 5011 Uc 6 RHODODENDRON - H`r `5RI D5 3011 �D ® 4 AZALEA HIND4GRIM50N 1511 4 AZALEA PURPLE 5PLENDOR 1511 OF 5EE PLAN LAWN GRA557 L A6ROPYRON COVER AREAS SHOWN 0 ® 5EE PLAN MEDIUM WOOD ;CHIP BARK MEDIUM 2 STRAND TWISTED 14 GAUGE - GALV. WIRE ENCASED IN I" DIA. ; REINFORCED RUBBER H05E. (2) 2 "x2" WOOD STAKES DRIVEN FIRMLY INTO 5U56ROUND. STAKE ABOVE FIRST BRANCHES OR AS NECESSARY FOR FIRM SUPPORT. 2" MULCH, TAPER TO GROWN. 5" SAUCER FOLD BACK TOP 1/5 OF BURLAP. SPECIFIED PLANTING MIX. --- 6" COMPACTED MOUND OF BACKFILL SOIL. 2 TIMES IL. ROOTBALL DIAM. NOTES: I. INSTALL TREE SO TOP OF ROOTBALL 15 AT SAME LEVEL IT WAS IN NURSERY. 2. USE THREE WOOD STAKES FOR TREES 5" CALIPER OR LARGER; SPACE EVENLY AROUND TREE. TREE; PLANTI NCB DETAIL SCALE: NOT TO SCALE rr-A-_ U L l v AL/ AUGER WITH �`ti `��� 2" MULCH FEATHER FORM 5 �.. 5" CONTINUOUS RIM. `ti. ` yam TO GROWN FINISH GRADE SET TOP OF ROOTBALL AT NURSERY HEIGHT �����y//���/���/%��,: ; .:;,; �y�y�y��� PEEL BACK TOP 1/5 OR HEIGHT IN CAN./���/%���/���%��%� :.;: ,,!;,.. �y`�y`/��;���� OF BURLAP ON B8 B � PLANTS. REMOVE OR ;;;...:'; BURY EXCESS. G SPECIFIED PLANTIN��\��:;.•; MIX. WATER AND STAMP%�/�����;/�y�/�y/���������//�y//may//��i/%��%y%`�%`/%` ROUGHEN SIDES TO REMOVE AIR POCKETS. OF PLANT PIT NOTES: 2 TIMES I. FERTLIZE PLANTS AS ROOTBALL DIAM. DE50RI5ED IN NOTES. 5HR�JE3 PLANTI NCB DETAIL.--. 50ALE: NOT TO 50ALE HARBOR SQUARE A THL ET/C CLUB ---------------r-� I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I L-_jI-------I-------� - I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I L--1--------------1--J EX/STING INDOOR TENN/S CENTER ---------------- - - - - - - - - - - - - - --------------r-� I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IIL I I I L-J------- L--J L-J------= L-aI I L-J--------------�-I I I , 1 I I I I I I I I I I I I I I I I I I I I 1 I I 1 I I L--------I-------L-1 - - --------I-------L-�-- ---------I-------L-�-- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 I I I I I I I I I I I I I I I I I I I I I I I I L-J--------------L-jII L-J--------------L-�I L-J--------------L-� EXISTING TENNIS BUBBLE NOTE: SEE CIVIL DRAWINGS FOR EXTENT OF BIO-SCALE AREAS. F F I KI 2 I e 14 I 5 I 6 111 27 29 29 P KING SPACES TO REMAIN � Kt62 NEW CHAIN LINK ROOF OF . X. FENCE TO MATCH BULOING ��%iP-�'iM£�7J�r. EXISTING L - NEW EXTRUDED n_ CONC. CURB- TYP. r-- I ------i--- I 1 I I I I I i I i-------- Ali* OUTDOOR! - ----- I I -- - - 1 r ; I I ! COURT , ! I I I l NEW i ! ! _ ------------ --^1 __---I----- I -J EX15T1 G J---------- I r^-------, ----------- ----------- I -_-- 1 I---------- � EXISTING! 1 I ! ! OUT ! COURT _ - _ _ - i , ----- I I 1 1 I I I I I I I I I I I I I --- L------__j__---------r__----- EX. r XERC/SE PA TH LANDS(fo,AFE PLAN 50ALE. I _ 20.-0, 11 1 12 (IST EX. ECOL OCY BLOCK WALL - TYP 0 10 20 40 Im �I �I SCALE 1" = 20' EXISTING TREES EXI5TINS TREES EX. EXERC/SE PA TH NOTE: SEE CIVIL ORAWIN65 FOR EXTENT OF 5I0-5WALE AREAS. APPROVED BY PLANNING 91; � e�\ors p/, �c Off. 00�� _ 0 U eve O 0) (6 ui (5'StipZ tO N = UI Z X� fA O ww w (� H W g °- �o LL Z�m-� W W ' ILXL O N -� m d• d' "I m TL-1490 REGISTERED ARCHITECT ROBERT BUTTERFIELD STATE OF WASHINGTON O N tu Q O Lu Iv- aaaa ARCHITECT OF RECORD ROBERT BUTTERFIELD PROJECT MANAGER: 5RB DRAWN BY: XXX JOB NUMBER: XXXXXXXXXXXXXX DATE: XX/XX/XX DRAWING NO. RECEIVED JUN252001 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS Lsl az6e�070� RECEIVED JUN252001 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS 8't 0r PTOKM 8" SEWEK DRAIN �-� V'GONG. yTOKM DKAIN MH I4 661`11H (ylt-t 4 OIL/WATEK yfFAKATOK) RE ow KE I4.50 VAKIAOI.E VAKIABLE (Of PLAN) il� Ole �� ASPHALT (GLA55'P�) IS"GMP STOKM PKAIN I''/z"-GKUSNE� SUKFAGING TOP GOUKSE IE 9.�0 \ - �%y" GKU�NEO_aUKP.RGItilI.�A�1��QUK•�E 'W GONG, OUTFAL PIPE \ fG TEn. PE(`_KECIUIK><MEy.Tz=OP-501L EIJGINEE�) 0fOKM) I.(A71YL_�2Q1I,_,ag..--reunur_4L PILL \ GB KE 13.0o TY VAI, DRIVEWAY �EGTI ON �'l► �IE' 1.61 NO yGALE •.� , / • 1 \ �$, S \ 0 IMPEKV--0.09 AG �3• n K. 13.0 ¢ \ IS GMP �(OKM 17KAIN MATCH AyPHALt TO WALK It; 10.oq PEKV-o.olAO ,U�^ �0 LF, IV, PVG, y-0.0% LL I \. •�a�„ �,18" WATEK a_ /FOK tHly STALL/ A............... N I 0 0 L y Y 9 -I 0 - o .IT At I KVo Eri LOVE( ONLY P� U O M >r I Ne rvED IN PAVEn,tEr�fs m�� PERV-0.03 AG 114E.t'VG GAP_IN.• - "'T-�. • • N' 15.33 • . 1�7.0 Ih•0 • I LMP 0 n 0 LAN _'APINIc AREA N •, PEK Doan° JV ti,,� lye TOW I .I SUBBAyIN # 1y133 Oq, - v v\� �013 IMPEKV-0.03 At r �4•, �Ze --�'�t PEKV- 0.07 AG G0 3 �-c 'a � �I�i.25 IE I2.48 iw BB N 1 ail �' A EKV- O.OZ AG V- NONE - - Ff EL- t�i.50 °l°• JOINT 10.0 _... A.- -� - �V � 7- °qq 100 L(, S" PVG, y-00 % p E9TIMATED SIZE-14,000 9F CONTINUE PATH TO PKOPEI£1Y LINE �,.,i% Q _ PAv1PNec YD #4 `f l POK FUIUKE CONNECTION TO ARE 14.�i YD#3 •/"7"_ --rya �----�_" .,•_. yK IOh PAtN • o ^p IE 13.E EEI � I350 0 - - GA4T IKON 151u 19 �� - Ilv � K a f GOVE� , p, o ll `� �4. 4 �U��A�INZ oc 0 lyo I�lo IMPEKV-0.44 AG PIPE MATERIAL :�' ��• �O h� �� "' A.* *PE6IrICV �j o �0 PEKV-NONE / I C+ Z W �o EANOu1" n[-NO� o� h� - ETA I KCAL-� �� 4� IMPEKV- 0.10 AG TOW 10.0 a� PEKV-NONE VICINITY MP ��a/2�, U�.O �' IE 14.0 Zo LP; 4,, PvG, y- oA. 0 1 Z 3 � � 4, • LIE IZ.82 MILES o rod/go 16� Q 196th �`�'t% \ IE IZ-13 VF 4" PVG J I Z, 000 ,Of a� A R Cas n St 2 2 eP 200th St - e5 I 15.0. -r0 A IZo Lf, 8" PVG, �1-00% A L�� py • '�� JDS- KINGSTp 524 c -- ; 3 GONG. PAD -r. Q _ �y�G�10N .-_ . • W�(1.A q) St olb i8 �vct�a<v�E �A�� AQ y! s C Ir16 ��L VA G N c; r\ �� yCL m A 1� Q AStat o �� " N �Mu St o�� w Main P8f b • GO 4 2 W�� p `� 0- � - � Da n •Libra St � 't�;.y„ '•+at,�S� � � Maple st T e r al ARDS� V • Par D ECOLOIr 6L0 K -TY ' ' b'Valnut St � M� D.S Y v WALL P C Alt � p2 104 ) en ar t o �4 p CyEE AKCH. fez DETAIL) \ 0 Zp o 0 a � � doi ' n ►ty ��6°0 ,YD0I (YARD DRAIN-TYP.) ° ��� 00 > 000„� KE 14.0 h 13 fiLE : I" - ZO' 0 2ltith St Fine Q w St c Q � 216th St SW3 • IE IZ.`1(n • / SP�CIFIGATIDIJ .� � Sw b U Fir St 218th St OPQ / s •• ALL WORK SHALL CONFORM TO THE LATEST EDITION OF THE \ elle C 1a " > > y fP�� & �'Mi,Vi • WASHINGTON DOT STANDARD SPECIFICATIONS FOR ROAD BRIDGE AND \ Rd Elm St Q Q 220th St SY �P�Q yv� MUD • • • - -'���! MUNICIPAL CONSTRUCTION. AUG 2 5 i992 og"1100 3 co Q ? • ALL CB'S SHAL ' < °i a' � 110.00, L BEIYPE 1, UNLESS OTHERWISE NOTED. a «t. c SW 12t�7 •u 88°30'0011W 48-INCH DIAMETER CB SHALL BE TYPE 2. 1 1 good Rd c BALLAy1-WASH. yt. ytD q-03 yPEGy `1(I)-�.". PVC PIPE SHAL BE ASTM D=3034, SDR 35. STREET FILE 1. Dog` 228th St (�EV19ED 8-24-92 N oeer fi deer a Q o' 230th CMP SHALL BE SPIRAL -RIB, ALUMINUM CMP, 16 GAUGE. ResAtVe I rff$t -*��►� `- a y 231st St RECEIVED ,�/`/p DWAY°Robi Q 232nd Sr s.w Sw G� MINIMUM CPEP (SMOOTH) PIPE SHALL BE CORRUGATED HIGH DENSITY POLY- yo- G�AVEI. GONST�UG! IOA ENirZANGE DETAII. ETHYLENE PIPE WITH SMOOTH INTERIOR AND SHALL COMPLY WITH TYPE AUG 2 5 1992 111, CATEGORY 4 OR 5, GRADE P�-33 ORP34, CLASS C PER ASTM D-1248. IN No SGAtE ADDITION, THE PIPE SHALL COMPLY WITH ALL MATERIAL AND STIFFNESS PERMIT COUNTER REQUIREMENTS OF AASHTO M294. (i Z w o d U Q Q Z N Q W N0 y C , U-i N N c n• :° •� v) U ro 4 ° U d I. LJ u; '. cQO WEST DAYTON STREET / / I \ / I 1 b 1 I I �T�'1111111f�7CY ° PfROJECT DATA LOCATION 160 W DAYTON ST. EDMONDS, WA. 98020 OCCUPANCY Group 5 - BUSINESS Group A3 - ATHLETIC CLUB CONSTRUCTION TYPE TYPE III - I HI;'- 2 STORIES 15C 2006 Edition SE I eM I C ZONE ZONE D A IC WINDSPEED 85 mph (3 SEC GUSTS) ° SITE PLAN ° SCALE: 1" = 20'-0" "Nothing this permit approval process shall be interp ur permitting the reted as allowing maintenance of any eurrently existing illegal, nonconforming car un�ermittcd building,scope structure the or site condition e�iiil� n 13lawhether e the such dition is shown on the permit appiicytiou, regardless building, structure orSC h building, structure or site plan or dra ming condition may be the subject of 0. sel� 'te enforcement action." ° LEGTAL DESCFRIPTION \Uj w+ W rr N r Zone.___ 7— comer —Flag-_ „ Setbacks Re aired A Front Sides @ Rear R2 — NORTH Other Height - < G 0 I I/ APPROVED AS NOTED BY E GINEEAA I G Date:--fto- �ttM�IJU�S No CAMM61�S -f 6 -pWA(-A In THAT PORTION OF LOT 3, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS- COMMENCING AT THE: INTERSECTION OF THE SOUTH LINEOF SAID SECTION 23, AND THE EASTERLY RIGHT-OF-WAY LINE OF THE BURLINGTON NORTHERN RAILROAD, THENCE ALONG SAID EASTERLY RIGHT-OF-WAY LINE N42' 34' 34" E 61637 FEET, THENCE N 71°00'00"E, 401,09 FEET, THENCE 837°00'00"E, 260.00 FEET, THENCE N46'17'54"E, 70.00 FEET, THENCE 543-42'06"E, 120.00 FEET, THENCES88 °42'06 "E, 26536 FEET, THENCE N43 051'06 "W, 17,72 FEET TO THE TRUE POINT OF BEGINNING, THENCE N43°51'06"W, 109.09 FEET, THENCE N46'08'54"E, 14"0 FEET, THENCE N43"51'06"W, 199.09 FEET, THENCE 546 "OS'54"W, 295.05 FEET TO A POINT OFCURVE TO THE LEFT HAVING A RADIUS OF 25-00 FEET, THENCE SOUTHERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 79°12'19" AN ARC DISTANCE OF 34.56 FEET, THENCE 533'03'25 "E, 3S-14 FEET, THENCE 543 "42'0(o "E, 59.02 FEET TO A POINT OF CURVE TO THE LEFT HAVING A RADIUS OF 50.00 FEET, THENCE EASTERLY ALONG SAID CURVE THROUGH A CENTRAL AK*LE OF 17°05'13" AN ARC DISTANCE OF 14.91 FEET, THENCE 588'42'06"E, 252,92 FEET TO TRUE POINT OF BEGINNING- o TAX NUM5E N/A o PFROJECT DATA LOCATION 160 W. DAYTON STREET EDMONDS, WA. OCCUPANC"r GROUP "B" CONSTRUCTION T�I'FE TYPE II1 A — CODE IBC 2006 EDITION SEleMIC ZONE ZONE 3 ASIC WINDeFEED SO MPH C EXPOSURE "B"REET FILE ) RESUB II;' Wan Azosrlz�? ~ o w � � a= J N Q 43 � r W W 0 f- W I- 0 Q U co r) W 0 0 U In LU LU Q�C D z� 1K U Q u l Z Q W 1Gl o OL 0 oWt7- 11967- RESUB 2 7 200? AP FjoVED Ll: BY PLANNING ReCE'JVE�t) . NOV 3 0 2000 DEVELOPMENT' SERVICES CITY OF EDMONDS CTa- PH I H M-yo� RECEIVE,) NOV 3 0, Z03,,, Daaopu-=m -'SzTiVICES CM. CITY OF EDMONDS GENERAL NOTES THE GENERAL CONTRACTOR IS TO PROVIDE SUBGRADES 4" BELOW HARD SURFACES PLUS/MINUS .1 FOOT. ALL ROUGH GRADING SHALL BE POSITIVE, DRAINING AWAY FROM ALL STRUCTURES. ALL STONES LARGER THAN 1.5" DIAMETER SHALL BE REMOVED FROM THE GROWING MEDIUM. TOPSOIL SHALL BE PLACED AT A MINIMUM DEPTH OF 4" IN ALL LAWN AND BED AREAS. TOPSOIL SHALL BE TILLED INTO THE EXISTING SUBGRADE TO ELIMINATE SOIL INTERFACE PROBLEMS. TOPSOIL SHALL BE RED—E'S WINTER MIX OR APPROVED EQUAL. ALL BED AREAS TO RECEIVE 2" OF FINE GROUND FIR OR HEMLOCK BARK, COMPOSITION MULCHES ARE NOT AN ACCEPTABLE ALTERNATIVE. TREES AND SHRUBS ARE TO BE PLANTED AT A DEPTH 3/4" HIGHER THAN THE LEVEL THAT THEY WERE GROWN IN THE NURSERY. BARK MULCH IS NOT TO BE PLACED ABOVE THE ROOT CROWN. ALL PLANTS SHALL AT LEAST CONFORM TO THE MINIMUM STANDARD ESTABLISHED BY THE AMERICAN ASSOCIATION OF NURSERYMEN. SUBSTITUTIONS ARE STRONGLY DISCOURAGED. IF PLANT AVAILABILITY IS A PROBLEM, CONTACT THE LANDSCAPE ARCHITECT FOR SOURCES OR ACCEPTABLE ALTERNATIVES. IF THE SITE WORK IS DIFFERENT THAN SHOWN ON THE LANDSCAPE PLAN, OR POOR SOILS AND DEBRIS ARE DISCOVERED, REQUIRING CHANGES TO THE LANDSCAPE PLAN, CONTACT THE LANDSCAPE ARCHITECT FOR INSTRUCTION. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR MAINTAINING THE LANDSCAPE DURING INSTALLATION, UNTIL FINAL ACCEPTANCE BY THE OWNER'S REPRESENTATIVE. THE LANDSCAPE CONTRACTOR SHALL WARRANTY ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE YEAR, FROM THE TIME OF FINAL ACCEPTANCE. DURING THE WARRANTY PERIOD, THE LANDSCAPE CONTRACTOR WILL NOT BE RESPONSIBLE FOR PLANT DEATH CAUSED BY UNUSUAL CLIMATIC CONDITIONS, VANDALISM, THEFT, FIRE, OR POOR MAINTENANCE PRACTICES. THE LANDSCAPE ARCHITECT SHALL HAVE SOLE AUTHORITY TO DETERMINE THE CAUSE OF DEATH. PLANT COUNTS PROVIDED ARE ESTIMATES ONLY. CONTRACTOR IS RESPONSIBLE FOR CALCULATING ALL FINAL AREA AND COUNTS. IRRIGATIONASSESSMENT SUPPLEMENTAL HAND WATERING MAY BE NECESSARY FOR THE FIRST GROWING SEASON TO ESTABLISH PLANTINGS, BUT MAY NOT BE NECESSARY IN SUBSEQUENT YEARS. 0/-vA DU DT A A7rrTATI-+ Cff"LTL+TITTT-_L'_ - --- ------ SHRUBS SYMBOL QTY BOTANICAL / COMMON NAME SIZE CONDITION 0 6 Berberis thunbergii 'Crimson Pygmy' / CRIMSON PYGMY BARBERRY 2 GAL. CON. GRWN, 24" O.C. 2 Helictotrichon sempervirens / BLUE OAT GRASS 2 GAL. CON. GRWN. ® 6 Nandina domestics 'Gulf Stream' / GULF STREAM HEAVENLY BAMBOO 2 GAL. CON. GRWN, 3' O.C. 2 Phormium 'Carousel' / NEW ZEALAND FLAX 5 GAL. CON. GRWN. 5' O.C. Q 2 Spires x bumalda 'Goldflame' / GOLDFLAME SPIREA 2 GAL. CON. GRWN, 4' O.C. p 6 Prunus lourocerasus 'Otto Luyken' / OTTO LUYKEN ENGLISH LAUREL 2 GAL. CON. GRWN, 2' O.C. GROUNDCOVER SYMBOL QTY BOTANICAL l COMMON NAME SIZE CONDITION LLLLLLLLLL LLLLLLLLLLLL 30 Euonymus f. 'Emerald W Gold / EMERALD 'N' GOLD EUONYMUS 1 GAL. CON. GRWN, 30" O.C. INSTALL 1" ABOVE CONTAINER DEPTH PLACE 2" LAYER OF SPECIFIED MULCH OVER PLANTING BED. BACKFILL PLANTING PIT WITH SPECIFIED MIX OF NATIVE AND IMPORTED SOIL. MOUND CENTER OF PLANTING PIT COMPACT TO SUBGRADE DENSITY. 1.5 D REMOVE UNTREATED BURLAP FROM TIP 1/3 OF ROOTBALL. REMOVE TREATED BURLAP Rootball OR WIRE BASKETS COMPLETELY. OMPLETELY.CONTAINER �~°-� PLANTS —SCORE ROOTBALLS IN 3 PLACES TO 1/2" DEPTH. 00 0 TOP DRESSING FERTILIZER. SEE SPECIFICATION. :SAUCER. PROVIDE WATER FINISH GRADE OF SOIL. ................ PLANT TABS. QUANTITY ACCORDING TO MANUFACTURER"A I 1SPECIFICATIONS. NOTE: DETAIL APPLIES TO TREES, SHRUBS AND GROUNDCOVER PLANTINGS. SHR UB PLANTING SCALE. • NI'S INSTALL GROUNDCOVERS AS SPECIFIED INSTALL FERTILIZERS PER MANUFACTURERS RECOMMENDATIONS TOP DRESSING FERTILIZER AS SPECIFIED TYPICAL FINISHED ( W/ 2- LAYER SPEC MULCH. VERIFY SAL ir 51 OIL. �Iw� SCORE ROOTBALL PLANTING FERTILIZER 3 PLACES TO 1/2- DEPTH AROUND ROOTBALL INSTALL 1- ABOVE BACKFILL W/ CONTAINER DEPTH APPROVED TOPSOIL GROUNDCOVER PLANTING SCALE. NTS PLAN VIEW OF SPACING 1/2 SPACING DISTANCE SNOHOMISH COUNTY PLANNING AND Sa°�ra:ar;e sl"''"„' "'`'''�I,!'I"`;P`I• DEVELOPMENT SERVICES 1'd«:etls i na ata: sib,: perntit to ca"al l.aieaiu.la.vje!sitesignage. APPROVED FOR CONSTRUCTION APPROWEED IBY R .-�,NNING AI03.0i�p•2010 RANDOLPH R. SLEIGHT., P.E. P.L.S. U) w w z z z Z U U U O > w w w w- 0: U) F N co LIJ rCMC03,-`) rn 0 N o0 0 cfl U zP -- z J � 07 N Z O N ONO LO an 0)0) p Q M J �[--:� w E Z cz E(q 0 OTC Q L M 0 C'M co o N 5 w m r w 0 N N 0)� N LO Lr) r Q LO T L �CDCD =C)o rn U)�� ", Q co State of Washington registered La dscape Architect Pau ho566 certifica O o = z �-- Q �-- Cl) z U) O � z � w F_ O C, nw 'Q p <C Q0z < :5; o r z CO) z o < S' W < o J 0 E T z 0 J = JI U APPLICANT: WARREN LAFON 849 PUGET WAY EDMONDS, WA 98020 425.774.0580 f 425.774.0580 a DATE: Ca DECEMBER 22, 2008 TJG JOB NO.: co DRAWN BY: KL co Co 0 CHECKED BY: PJ o TB Y LANDSCAPE PLAN E co SHEET 0 0 � N OF 1RE&,EIVED 7 2009 BUILDING DEPARTMENT` CITY nF miAnum. m" 4E E T F I L RECEIVED AUG 0 7 2009 BUILDING .DEPARTMENT CITY OF EDMONDS