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HomeMy WebLinkAboutPermit B95-0077 - PARK PLACE - RETAINING WALL City of Tukwila 4, w r (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 BUILDING PERMIT Permit No: B95-0077 Type: B-BUILD Category: ACOM Address: 17501 SOUTHCENTER PY Location: Parcel #: 262304-9067 Zoning: Type Const: WALL Gas/Elec: Wetlands: Water: TUKWILA Contractor License No.: DONALI*331RQ TENANT OWNER CONTACT CONTRACTOR Status: ISSUED Issued: 06/26/1995 Expires: 12/23/1995 Suite: Type of Occupancy: Slopes: Y Sewer: TUKWILA PARK PLACE 17501 SOUTHCENTER PY, TUKWILA, WA 98188 SHIDLER/WEST FINANCE 800 5 AV STE 3500, SEATTLE, WA 98104 ROY I. BENNION 800 FIFTH AVENUE, SEATTLE, WA 98104 DONALD B MURPHY CONSTRUCTION INC P.O. BOX 6139, FEDERAL WAY, W 98063 Phone: 206 624-1444 Phone: 206 682-6868 Phone: 206 838-1402 *************************************************************************** Permit Description: CONSTRUCT RETAINING WALL AS 'PART OF RETAIL CENTER Units: 001 Buildings: 001 Fire Protection: N/A UBC Edition: 1991. SETBACKS Front: .0 Back: Left: .0 Right: . 0 • 0 Valuation: 696,134.00 Total Permit Fee: 4,344.83 ************************************************************************** Pe i� Center Authorize JuAt_e_ Signature Date r� I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance ofwork. I am authorized to sign for and obtain this building rmit. Signature: Print Name: Date: 6 -2 Title: 0NQ This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. All PERMITS ISSUED FOR NEW CONSTRUCTION, REMODELING, OR DEMOLITION PROJECTS REQUIRE CONSTRUCTION, DEMOLITION AND.LANDCLEARING WASTE MATERIAL FROM THESE PROJECTS TO BE RECYCLED AT A KING COUNTY LICENSED OR APPROVED FACILITY, OR TAKEN TO REGIONAL DISPOSAL FACILITIES. 4S4U-1, yt, 4° --.�+, CITY OF TUKWILr'+ • 0 - =,A l Department of Cd.,.mun Development — Permit Cen . • ' ° • 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 � isoa ' (206) 431 -3670 Building Permit Application Tracking PLAN CHECK PROJECT NAME NUMBER rO f K w Pi a.C: -P... _-- -- - - --._ SITE ADDRESS SUITE NO. j6 - O311_ 11501 3o o ._r* -er 6 -�.., ----- _ INSTRUCTIONS TO STAFF 9 Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. 40 Plan corrections shall be completed and approved prior to sending to the next department. 0 Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. ® Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ", date and initial. DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. TE DEPARTMENT DATE IN DA .APPR OVE a REQUJIREMEIN11 S / COMMENTS , 41 •NSULTANT: Date Sent - -. ♦ 0 5 Date Approved - :5-a ."7 XBUILDING - initial review 5'15- 5 1 7 /g_ s � O h _.._ ROUTED � _ Y • FIRE �,J�� FIRE PROTECTION: Sprinklers ( Detectors N!A__ -___ 3 FIRE DEPT. LETTER DATED: INSPECTOP.: ----- INIT: �2+ ZONING: (f/ BAR/LAND USE CONDITIONS? - o 1 Ti Io A PLANNING 6 /v frS REFERENCE FILE NOS.:_y `- OOC) 7 f .ci / 1� ___. _ INIT: . MINIMUM SETBACKS: -- N- ___ ------ E -.. _. - . .... yy..-- - - -_.. PUBLIC UTILITY PERMITS REQUIRED? Yes No WORKS fp(ZZf Rs' PUBLIC WORKS LETTER DATED: -� INIT: JJ$ i t �♦ • - NT IIINOir 0 OTHER INIT:, X BUILDING - , IFM ci i( TYPE OF CONSTRUCTION: CERT.OFOCCUPANCY? UBCEDITION (year): final review INIT: ' M WA °Yes @ No Vi c i 1. BUILDING OFFICIAL 0 6 iy .INIT: , • REVIEW COMPLETED + AMOUNT CONTACTED i OWING: - — -- 1 DATE NOTIFIED BY: (init.) _ _•_ -__- - 2nd NOTIFICATION BY: • (init.) 3RD NOTIFICATION BY: . (.p S.cx (init.) 01003 BUILD1 PERMIT APPLICATION CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 DESCRIPTION ': QMOUN7 RCPT # DATE .: (206) 431 -3670 BUILDING PERMIT :FEE :�pt'j. PLAN CHECK J " O PLAN CHECK FEE l ` c NUMBER PR 94-020 BUILDING SURCHARGE APPLICATION MUST BE OTHER.' • :.; FILL, ED OU.T COMPLETELY : , TOTAL - 1.{751(4 .. <: SITE ADDRESS SUITE # VALUE OF CONSTRUCTION - $ 696,134.00 17501 Southcenter Parkway PROJECT NAME/TENANT ASSESSOR ACCOUNT # Parkway Place Retail Center 262304- 9067/9156 TYPE OF J New Building U Addition Li Tenant Improvement (commercial) U Demolition (building) WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other: DESCRIBE WORK TO BE DONE: Construct retaining wall as part of retail center development site work BUILDING USE (office, warehouse, etc.) Retail NATURE OF BUSINESS: Retail WILL THERE BE A CHANGE IN USE? ® No 0 Yes If Yes, new building requirements may need to be met. Please explain: SQUARE FOOTAGE - Building: +164,000 Tenant Space: +164,000 Area of Construction: +12 acres WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? a No 0 Yes IF YES, EXPLAIN: FIRE PROTECTION FEATURES: Sprinklers a Automatic Fire Alami Sy_stnm PROPERTY OWNER p -3 Partners L.L.C. PHONE 682 -6868 ADDRESS 800 5th AVE #3700 Seattle WA 98104 ZIP CONTRACTOR Foushee Construction PHONE 621 -8219 ADDRESS 3620 118th AVE SE #1000 Bellevue WA 98009 ZIP WA. ST. CONTRACTOR'S LICENSE # FOUSHAC 15 8 0D EXP. DATE 8-12-9 5 ARCHITECT Turner & Associates PHONE 365 -7431 ADDRESS 18420 24th PL NE Seattle WA ZIP 98155 I HEREBY CERTiFY•THAT HAVE READ AND EXAMINED THIS: APPLICATION AND; KNOW ::TH SAME TO BE`TRUE AND .CORRECT;' ',;„? 1 AM THORIZED TO APPLY FOR THIS: > BUILDING OWNER SIGN ATf� DATE � OR ROW vl AUTHORIZED PRINT NA It Roy I . Bennion PHONE AGENT ADDRES "j, CITY/ZIP a00 �+ ►, VE Se CONTACT PERSON Roy I Bennion PHONE 682 -6868 APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make stire to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 431 -3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed a,td is sub;ect to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 431 -3670. DATE APPLICATION ACCEPTED DATE APPLICATION EXPIRES 3 - 15 - 95 el -95 10+Lu3 A�. LJBM1TTAL. CHECKL „.......,,......,....,.......... i.:::: ,..,.... ,11.....:.:„.....:::;....:::,:,:,..........:,..::::::;.iit.. ..... ; . ;......,,,.. . ?.. ,................ i.....;,... S t ST COMMER NEW CO MMERCIAL • BUILDINGS /AD DITIONS < COR IMP R O VEMENTS '......:•••••••• rmit • a iic ( for each s tru ct ure ) 1 1 Completed bull a (on for e ach structure or Co mpete d bulldtng p pP . t enan t /. Res A N A s sessor Ac c ount N u m ber . < e which i , sets (2) of di ©following w n o ( 2) s T ets of cons pi 1X1 Specificati pla Site Structural calculations stamped by a Was hington S licensed . Ex and p ro t fls par .. . ;; la ndsc a pe pl ( 11 appl )cab le, ! e , c hange o f use ( 1X1 Solis r e p ort stamped by a Washington State licensed engineer C O b plan Xl Topographica sur . • Use of a cent co mmon Vvall tenant ' • Overall dimonsia of building or square fo • energy ealculeGons stamped by a Was hington Sta licensed engineer or architect F loor plan •of p rop o se d tenant ac spe El l Leg al ';,:•)' n • T sp pian with use'of each room labelled • Extt dears, e pat terns ; • C Workin 1 n c tu amped by a Washington State licensed , Ne ii de existing w all, and wa tt s t o be dem olished architect, which in clude ; r . • Site pian Conattuction detads • Architectural drawings • Cross se c t ions showing wall construction and met o Structural drawings .: attachmen fo r floor and cot ng • Meohanlcal drawings do . t ed b a Washing Elevations St r uctural calcula n tam y ton State licensed ' drawin s en g i neer m a y be' required If structural w ork is t • be d (2.. set • • Lan dscaNe pla NOTE If any utility work le to be done s ubmit separate utllify permit Completed utility permit app (on f endre proje application and p lan • ...six (G) sets of civil drawings RE OF O NOTE . Sea util p ermi t • a p plic a ti on and chackbst lot specific uW ty 'toted rnents ; C Co mpleted building p ermit apptoa on (one Tf far each stnl cture) ved a nd . Assessor Account N umb er :. .... RACK: . g TOR AGE C Narrative describing existing roof, mate b eing remo m a terial being installed C bui lding permit application NOTE A certifica !otter is req uire d pri or to final Inspe an d sign Asse ssor Acc ount Nu mber cff o! the permit Two (2) sots of pl •which ncludo ANTENNA/SATELL.ITE DISHES Budding floor plan showing. 'C Complete building permit application Entire • space, where racks will be located Exit doors ':: ;. C As senso Accou Nu mber D of all ai sles Two (2) •sets of•plans, w hich include . �� . Te nant s • plan s how i n g rack storage Layout, aisles and exits Site Plan (shovrtng building and location of •nntenna/satoll dis N OTE • i nc l ude di m e nsion s of r ack s • (height, width a nd length), a la las : ::'(...i. Details antonna/sateilite dish and method Ot attachment and P.7...•. xit way on plan:: t• - -� • li Str uctur a l aalcula bofBstampod by a Washington State licensed l Structural ca st by :: a Was State licens engi rrt • be req uired • engineer (r storage 8' and over) . ... ..... • R ESI D ENTIAL RES REMO DELS NEW S IN G LE FAMILY DW ELLIN GS(ADDITIO NS Completed bu fldtng p erm it app lication :( for each s tructur e ) Compl ©led building permit application (one for ea c h structure) Assessor Account Number • • Le dos l I Tw o,(2) s e ts •of workin drarvirigs, which include Asses Acc Number ti t r� Twc sots (2) of w drawing whic include : • Fou plan I I • Fioor;plan - -� On' Ian sh clos e s :hydrnnt I oc a ho n ; • Flo p a n ; : B yte plan, .:...::. p <. • p : ; Jn �l u da;a cc ©ss ro hu(Iding,:sh owing . Building eiavaUons .....ews). %:Fl Ia width a n d l at access) , guilding cross- section ? . . ,.. franiin tan's ,....,::,:".,.:;:::::,:7 ; :Roof pl .: ;: ,Structural Building olova (al views) B cross- section :: •; NOTE 1f any u work is to be don p rovide uti lity permit ap plkat ton — :,. fram plan : : an plans m u s t be submitted ` : . ........ ... ..... . .......................... ... . ... RE Washington. Slate En ergy Oode data, RO QFS * Comp uglity perrn(t aprticatton :C o m p l e ted b uitdiing permit a (ono for pac atruct .__.. Si' (8) sots o S tte p lans s h ow ing u ti li ties j } C • Assesso Acco Num ber. . • Na os bin : e ve) d crr g x{sltn roof m ateri al being re move d , and Np TE : i3 ullding site p i a n and u Ghty s ite p lan : may ba co mbined See C materi • Bern installe utili ermit a placation a nd chec fo r s p ecific s u bmitta l tequlrem g y • p cerGflo lion a Additiona topogra and so ► nforma tlon maybe raq ►f uni que NO TE A !otter Is required p rior t o floe! ►nspectfon a nd s site conditions • off c( the perm ► f . 'STORM DRAINAGE Permit No: PW95 -0210 Issued: 07/07/1995 Status: ISSUED Approval Letter: 06/23/1995 Project: PARE. PL./R.WALL Expire:.: 01/03/1996 Site Address: 17501 SOUTHCENTER PY Location: 17501 SOUTHCENTER PY /RETAINING WALL Parcel #: 262304 -9067 Watercourse: 26 -1 Wetlands: Slopes: Y Sewer: TUKWILA Water: TUKWILA 'ontractor License No.: ENANT PARK PLACE Phone: (206) 682 -6868 4NER SHIDLER/ WEST FINANCE,: ':::.;',..' =f:;" , ''' �' ='•; ,, .� Phone: 206 624-1444 800 5 AV STE 3500.,: SEATTLE, _ /Ai '98104 w^� ,.� ir,INEER BUSH ROED HITCNTNGS-`- t. -. L- 1::,Ph'one: (206)323 -4144 2009 MINOR AVE SEATTLE,; WA 98102 `` 4` 4G ENGINEERING e, 4GINEER CT GI EERING ;` `�: ,.�_ , ! :•�,,,,#` ;: ( ,Phone‘: (206)285 -4512 180 NICK ER•SON .ST STE530 SEATTLE WA .98'109 ' °.•'i: ,, :INTACT BENNION, .ROY. I.' /F` -,3 ^ PAR�TNERS� • LLC "`-' �: , 1. . ; Pho ne: (206) 682 -6868 800 5T AVE` #`'w,,'3700, ' WA 98104 '0, f'fi, k �`‘; . .'. .s • .., v• k• k• k*' k**** k** k** k kk •k •k• *•k• *k *k * *rk : ** *'4.44.4 *k• k'•k * *•k * ,„ 'k *•k'k•k' * * *•kk'k•k•k * * *k ** t . Additional Pe Description: tF; ! ° " c.: z � A " ° « ` t. CONSTRUCT. TORM DRAINAGE SYSTEM: RETAINING WALL 'J:. °'` ti ' ,I.:. Feet ," ` \ Existing Square ` : �, Additional Sq Feet New Square ; .Feet . } w 4 :- ,:*i"•' tip:, Inspect; ion Fee: 0 � 1 500, \ 1 ", - . . .-- Acct No: '•4`12/ 4 :400 hi e'c k Fee Fee: _ Z. 1 . O � : O L� i ti's / Plan C 1 , � f �,�' Acct lVo: ctioo/3a�•�t 830 Y i s ' r & r=� '' .'`. `� r r E' � 4 a ! f Q E f 4• TOT FEE E.S . 0 r 4 •,, - 7-- , 2 5 5 ;.0 0 % * ' v- --- J' c ` 7 ' f' d, ' C.4.. • ' � f ** is r ! 0 n Co unty ` a l u •t,i.on ;',r / a -1 u of Construe Z f' 9 a , < a r 0 .1 \ \ \, . \ ,V. ` �e � Construction: f . , 00 k k•kk'k•k•kk •k'k* * k* k**• 1( t **• k:* * ** * *sickk,,V4*,nk'•kk•kk:� **;•/ c..* Mc., kA k; k*k** * k *• *k *k** I hereby accept ih 1s Permit and agree to\'ab i de a.i••i applicable sect i ohs' of the City of TuF :;wi',la`rMunicipal Code. We agr•ee`rthat�he Cit'v ot. :TukwAla shall be held harmle's all or any claims aristng;•as 4'•,resu'lt of this' p'ro�ject. Permits which .have lapsed beyond the expiration date''shall require /;; re -appl i cat i on', and re i ssuance of the per,mi t �,,th r ough S h er. Ci ty at ati:;•: °add i t i ona l fee. , , , ‘, .4 i t ,�,� ;�; , ti rv-' : < r THE APPLICANT MUST NOTIFY THE`CI.TY INSPECTOR Oft-COMMENCEMENT AND OF WORT: AT 24, HOURS IN ADVANCE: 4 aTO': SCHEDULE AN . «IN'SPEC•TION CALL 433-0179. . cc ..,, .� Signature r it - - -` - Date: / k * k * k •k 'k ' k ' k k k k k •k k ' k •k * ' k ' k •k k * ' k 'k ' k * 'k 'k • * * k 'k •k * ' k ' k •k 'k * ' k •k * 'k ' k * * * 'k k k -* k 'k 'k * 'k ' k ' k •k k 'k 'k k ' k k ' k •k * • 4 k 'k • 4 * '4 'k ' k ' k * I'' SL NC 8Y . .. ' .. ..- _ ._.._ :7 '" APPROVED FOR S •� -w 4 -' /yr 0 Issued By: Date. Au horized Perm Center Signature k 4 *•k 4'k•k 4k * * * * *k* ** 4'k k k* •4* k k *'k ** * ** 4* * * * ** k * *•k k k4 * k* 4'4 4*'k *** k•k 4 44 ** I hereby certify that the permit holder whose name and address appears on this record has s.atisfacrorily niet the standards and conditions for the project approved herein. Final Inspection Approved: - ____ Inspector Signature Date • • r� , CITY OF TUKWILA Address: 17501 SOUTHCENTER PY Permit No: PW95 -0210 Suite: Tenant: PARK PLACE Status: ISSUED Type: PW -SD Applied: 06/23/1995 Parcel #: 262304 -9067 Issued: 07/07/1995 ** k•k• k*• k• k• k*• kyk• k• k• k• k• k*• k* k*• k• k• k• rb• k*****• k• k• k• b*• kb****• k• k*• k*• kk• k• k• k•k**k•b****k•b* *•k *•k•k•b **.** Permit Conditions: . -.-- �,, .. -� ,.,.....,,,- , ,.y _ _ , f- 1. Temporary erosion conts;..olnl mea she,:l "`Og....implemented as the first order of,,b,,. sine_s's ens to prevt ed,i.nentation oft - site or into ex t_3 :t ?i,,ncr'storm, drainage, fact 1 ii fe.. ,,, 2. THIS PERMIT C0VERS;'''STORM kDRAINAGE ,,wY•STEM F R THE IRETAI WALL ONLY ( .,AINAGF., WA gi' � T HE B AC . S 0,„F 1 fE RE1', iNING WALL AND DRAINAGE .'S' S :TEM \@ THE BOTTOM' OF ,HE -WAL.L .) . SEPARATE .QRM DRA N1�G PERMIT > '41Ce 1 8E0 I S bU D‘FUR THE SITE WO i n. "' o � 3. PRIOR T INACSIGNOFF APPLr 1 1 PROVIDE, A kINTENAI�CE AGREEME'�N FOR THE RETAININ,G,NWALL, ITS DRAINAGE THE\ BACK SIDE AND ITS 4DRAINAGE;� @ THE BOTTOM, 4 ' (a, � • � `;i ty4. !„ 4,.$4. dip ::::;34:: • �` ` , 4t, e ' le,. � b\ .. it • ' 0 ... „ . ..e -------- 4 0 \1\kly1 ),----1 0 n . 0: lescsal U 1 . -...-- * .(40_,„ i k i, i i k *ii,,,, ...7 , , .., is! i ? i.. A. n % K L I, V/ , .f ' % • \i V.'" . 6 0 , lfi il �, r 1.. r. � • q . ! f 4 A:� . Kt 'i ,, 4^�. ',,,. r r . , ` �' .`,, i�" { (4�,a r r f 'i/a o��{ • J . F, , . 4k „ Yr •i t1 f. • of ti 0. :, t:. ,. C: .�;� gi7/ C... LAND ALTERING ,_. Permit No: PW95 -0209 Issued: 07/07/1995 Status: ISSUED Approval Letter: 06/23/1995 Project: PART, PL. /RET.WAL Expires: 01/03/1996 Address: 17501 SOUTHCENTER PY Location: 17501 SOUTHCENTER PY /RETAINING WALL Parcel #: 262304 -9067 Wetland;.: Watercourse: 26 -1 Siopes: Y Contractor: FOUSHEE 'CONSTRUCTION License No.: TENANT PARK PLACE .^ "'',,; :.'"t �v1 M. 4 ' Y••;, -. Phone. (206) 682 -6868 OWNER SHIDLER /WENT FINANCE : : '" . `� ~� "��"� Phone: 206 624 -1444 800 5 AV S:TE::"!3500, SEATTLE, WA 98104 � ENGINEER BUSH ROEDr1'H'ITCHING'� '','• ; ,.; 'G ''''''*' (206)323 -4144 2009 MINO AVE' E' .SEAT.TLE.• :WA x,98102 , 1l- • �;. _ N CONTRACTOR FOUS.H - EE~ CONSTRUCTION' �` t, f ,r. ` �:•- PIi kin e:„ (206)621 -8219 36.2.0 ` SE'4� � #1000, BELLEVUEi `WA=' 98009''..f"fi '‘‘X' t 5 ' `. : '\ �_ - CONTACT 8E ROY,z- I . /P -3 PARTNERS LLC < P ho ne ("206) 68� 6868 ,8;00` 5Tli' AVE #3700, SEA,TTL'E', -L WA 98104 � r ''et .'\N 4 ' �� , **•k*******• k*+' ;4****** k****• k***** 4kM' *4k *•k-k* * * * ***4k * * * *•k * *'kk *•k * ' •kkk *•k**•* * * * ** Additiona.1 .De:;6r 4 •`;' • ; +�\ . -. r c� ti N y ,, �. LAND, FOR REtPIINING ` CONSTRUCTION £' r „os \ c 4 ,"; / ; � c -, } �, Toga I .. � 2 � 0 Grading/FIJI (Yards) -Cut: �'�` 24000 Fi 1 , • Per•mi�t�iFee. c 279 _ ; -' '' Acc u nt No 0110 /' Plan Check Fee. a ,' 60" 00 }`,;!: • ' r 7 ! ' No 000/345.830 (Other•; ,••' "?-••&. i `, z `t ) `�Ac�count No. 000/386. 904'x. Tatal,T'.PFees .m. k'...:- 3.39./.00" r 4 V , a.l fiation ; , ;»,r��...0 j � 0 k **• k * *•k•k * * *** * ** ** *•k•k•k: **•k* ** 4' • k*• k• k*,*** *k*** * *•k *_k. *.4*•k•k_ *•k* k ****•k *•k ** •k *** I hereby c e~r 1 tif y tha I have read and examined, /.th -is. permit and_ now the same to be true, and'�.•.co "r;rect . A l l provisions w of l a and ordinances-, govern.i ng t h i s work will �b'e!',co'mpl i,ed "with, whether specif,,ied herein' or not...,Th'e gr,ariting of this perm i t; .d'oes..;not presume to give authority. to h•v i o l ate or" "cance.1`.. the provisions ot: other state or local. . laws , - regulating,.'constructi,on or the j performance of ;work. I a'm ,authorized, to sign,..for and` obtain this,, Land Alterin per•mit`:,��„Thisa:'{ierniit shall become null ands `void.'. i.t. the, -woes; is not commenced within `''130 `day: from the date of i ss.uance, or .if '• the.r. work is suspended or abandoned for a period oft. 180'da'vs from the last , .-in:;pection. THE APPLICANT iU'ST N FY THE CITY: INSPECTOR OF COMENCEMENT. AND COMPLETION OF WORK AT AS ft4 HO IRS IN ADVANCE.- FOR' AN INSPEOTION`. C' LL 433-0179. ,�� `,: Oate x� 7 Si gnature : _ , . z . _ 7 , *******A*** ** k* k• k*• k*• k **•k* * * *•k * * * *•k * * * •k * * * *'k'k* *fir ** * *• *'k ** ** * * * ** **** * * * **** APPROVED FORA .ANC 11': Ai' '7 —o t7— 9s Issued By: y Date:__ • Au horized Perm Center Signature • k**• k• k***• k•k•k* * *-k•k* *•k * *•k•k•k *•k'k•k k• k**• k- k*• k• k• k• k• k- k*****' k- k***** * *'***4 * * ***•****•k *'k•k** *'4** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for this project approved herein. Final Inspection Approved By: Date: Inspector Signature - ~ -,-'147;' CITY OF TUf`'WILA i Address: 17501 SOUTHCENTER PY Permit No: PW95 -0209 Suite: ' Tenant: PARK PLACE Status: ISSUED Type: PW -LA Applied: 06/23/1995 ?' Parcel #: 262304 -9067 Issued: 07/07/1995 • k******* k****************************************** •k•k•k'k•k*** **•k * *•k ** ** * *** ** I Permit Conditions: ---7-7� - -�.. 1. Temporary erosion control-ea msure sha�,1,:�1 ; i • mplemented as the first order of.,.bis�iness' "to prevent C ation off - site or into existng- 'storni• dr•ainaq facilitf 2. PW REQUESTS THA '; '�s•I rE,, I SRECTtIoNS B�Y�° DEVELQPER' S•! GEOTECH BE UNDERTAI::EN:DO.N 'A R REGULAR\BA • SIS , f AT :;LEAS1 WEEa'.LY `.' <. AND THAT SITE INtPECT•IONSAt BE SUBMITTED4' T,Qb'`THE1 CIT:YVF�OR OUR RECORD' .�'ANDr TO :A'D ~ PUBLIC `WORI S "IN'� THErR rPECTION 3. THIS LAND e PERMIT IS FOR ,RETAINING'WALL E) CAVATI0N,, AND STOC I.:PIL IN G,, OF DIRT FROM' RE WALL EXCAVATION,, , i ON SIT , SEPARATE LAND ALTERING PERM WILL BE `1 BASEMENT HALL' OF� .THE DEMOLISHED BUILDING ANY 1�r. \ FILLING�THE 'BA.. .� SITE +,PREPARATION :_ � ''" M " � E d CO r ��'`. C• r8 'f S. 4 % : ' A 4. IF 7 WEATHER CONDITIONS ARE1`TC'O °ADVERSE FOR MOISTURE .; --' 4 1'' , ins y � ';y CONDLTIONING ORF S iiTREATMENT, AN IMPORT GRANU 0 FILL .WITH'tLOW ENOUGti•TINES CONTENT 'SH0ULD'BE USED FO( RETAI - Vi NING'�WALL BACt FILL CNO'MOP THAN •5P,EFCENT.�- FINE': FOR ,PLACE`-�l MEN: j IN WE WEATHER_).,_. -�..'� d IN V,,e � ,,/ i. ' + �1is ! ✓ S f , �' • 444 •04 ' O , Fj l40.04av,, ', Ci fils1\ v 0 rA ‘ , 0 ,1,, .'1‘ ; k ''',, . .......,-- ...,---- - t.., vl ( i . ";1, 1-t, 1 v 1\111', y• C' / • * 1 �ti1 0, 7 ' \.4:\• �r.. ' � ` ` a Q ' J G. is v' ti' r c r' a' ',.,�• `,, y, f,v ''...- . . ;- -:,,.- -. ly , . ...„„ City of Tuk. vita Applle Jil # . PRE 94-020 la/ , .., Vi. Central Permit System — Engineering Division (• 4:$ ) 6300 Southcenter Blvd., Suite /1100, Tukwila, WA 98188 Phone: (206) 433-0179 , to 4 IQ \`' \ ., ;,... ....... ..... a v ../ UTILITY PERMIT APPLICATION - ........ --- ........._........ PROjECTHi: Site Address: 17501 Southcenter Parkway O INFORMATiW . . . ... Name of Project: Parkway Place Retail Center Property Owner: P-3 Partners L.L.C. Phone No.: 682-6868 Street Address: 800 5th AVE #3700 City/State/Zip: Seattle WA 98104 Engineer: Bush Roed Hitchings Phone No.: 323-4144 Street Address: 2009 Minor AVE E City/State/Zip: Seattle WA 98102 Contractor: Foushee Construction Phone No.: 621-8219 Street Address: 3620 118th SE #1000 City/State/Zip: Bellevue WA 98009 King Cty Assessor Acct #:262304-9067 /915 (ontractor's License #: FOUSHAC 1580 D Exp. Date: 8-12-95 PERMITS Channelization/Stripmg/Signing 0 Sewer Main Extension 0 Private El Public REOUEST ED : [2 Curb Cut/Access/Sidewalk Ya Storm Drainage CR Fire Loop/Hydr. (main to vault) - No.: Sizes: 0 Street Use O Flood Zone Control a Water Main Extension ['Private El Public O Hauling 0 Water Meter / Exempt:- No.: _ Sizes: 0/ Land Altering 21 , nnn cubic yards Deduct 0 Water Only 0 51 Landscape Irrigation 0 Water Meter / Permanent - No.: _ Sizes O Moving an Oversized Load 0 Water Meter / Temporary:- No.: _ Sizes:_ Est. start/end times: Estimated quantity: Date: Schedule: El Sanitary Side Sewer - No.: g Other: t! '■■ ■ & L*E • 1 • '. WATER METER Name: P-3 Partners Phone No 682-6868 .. DEPOSIT/ •. • REFUND/BiLLING::: Street Address: 800 5th AVE #3700 City/State/Zip: Seattle WA 98104 :..: MO PITH 1,Y;; Name: SAME AS ABOVE Phone No.: Street Address: City/State/Zip: 0 Water 0 Sewer 0 Metro 0 Standby , . . DESCRIPTION '11E:::PROjECT:T 0 Single Residential - O Multiple-Family Dwelling 0 Hotel 0 Duplex 0 Apartments 0 Other: No. of Units: 0 Motel 0 Triplex 0 Condominiums O Commerc(al/Industrial 0 Office 0 Warehouse 0 Church 0 School/College/University Cia Retail 0 Manufacturing 0 Hospital 0 Other: :::. .. . : , , .• .. -..... ,. : 0 New Building :. MISCELLANEOUS::.: 0 Remodel/ Square footage of original building space: INFORMATION...:*Y....: Square Addition Footage: +164,000 Square footage of additional building space: King County Assessor's valuation of existing structures: $ Valuation of work to be done: $ . . , ... . . . . . . T , , R i. • ::, L . . 1 4.:A :K . .: .:. :: .::: . .. Aplicant/Authoriz / • Contact Person same I HEREBY CERTIFY - 0 VB ,THIS. /CAPP :: A ND , . 0WTHESAME:370:13g,TRUE.AND.. CORRE .. p:,. A f le ..,:: A. - n *.n.. r-: kW' , .. I .A............ -__ print name): • 4 Print Name 1 . B . ion Address: 800 Fifth Ave Date: March 15, • Vh one: 682-6868 Seattle, WA 98104 Phone: 682 Date Application Acceptec Expires: , 1 , ,.. 04/22/92 ' yr • • 1 . (.. F6- 0011 City of Tukwila John y y t . ohn W. Rants, Mayor tv a A. • ,: �_ = Department ofPublie Works Ross A. Earnst, P. E., Director NOTIFICATION OF UTILITY PERMIT ACTION • TO: PERMIT CENTER FROM: PUBLIC WORKS ENGINEERING DATE: September 13, 1995 SC—G• Fr195* -9 02- FeR PPrOS SUBJECT: Park Place 17501 Southcenter Parkway Project No.: PRE94 -020 Activity Nos. PW95 -0192 and PW95 -0226 • Contact Person: Mr. Howard Turner Phone No.: (206) 365 -7431 M:16D 'KT 2, THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON August 17,1995: PERMIT FEE lavg PW95 -0226 LAND ALTERING no fee 7 (to fill basement hole after demolition) y�. 3 j PW95 -0192 STORM DRAINAGE $25,00 cf.410: TOTAL: $25.00 Two copies of the confirmed Utility Permit Application Form with a set of plans are attached for inclusion in the permit file. If there are any questions that may arise, please advise me at the number below. JJS /mv Attachments a/s cf: PW Utilities Inspector (w /copy of application/plans) Development File(w /copy of application/plans) q;mike \upuparkp.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila,. Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665 • • ( LANG ALTERING.- ' ' •Per•mi t No: PW95 -0226 Issued:. 10/03/1995 ... Status: I'S,SUED . Approval Letter: 08/30/1995 . . • Project: PARK .PLACE . Expires: 03/31/1996 . Address: 17501 SOUTHCENTER PY ' .. • ,. • Location: 17501 SOUTHCENTER PY • Parcel #: 262304 -9067 . . . . Wetlands: Watercourse: 26 -1 . Slopes: Y • Contractor: • License No. TENANT ... PARK PLACE :.. a Phone: 206', 682- 6863 • . '17501 TUKWILA�` -til CU I4tiJTE -A WA i •• . . OWNER SHIULER /WE "SriT ;..v'`'OANC t;r - �� one: - 206: 624_ 1444 . . 800 5 AV�STE" 35110 J�EA"7T.LE. A 98104 ' ENGINEER BUSH R.Q,E�i' & g7'C t,"S, 1,•',,'',1; , �,a,ne: 206..2'3 -4144 AV, 2009 ' 0RA. S ATILE WA 98102 • ,1. \*, CONSULTANT GEO NGINEER.,'., giTt(T`TEt`,'E Phan' : :206)361 -6000 15t" E ,bE Nf* P. EOMO L7 WA' 9E11'2 a . CONTACT g-.4 PAVE pat . 1':. / RZTIk� ON 0 0 On .: 6) 682 -6863 Al 0 5TH AV t:� 00, � 'SEfT)rLE, m / 98104 O , . le** * **41 * * ** * ****k*Aty* * kMil \ IAL r41k kk *•kk•kb•kk•kb k •k• •A•' 1 k•k• h hk•A•k•k*•k 'II * Add ition4 6e y- : " `y," "'�, LANCW AL]ER g OR PLAe NG FI ,L- TNS.IU THE BASEMENTT / :::;p , 1 • HOLEILEr'T AFTER BUILUIN�x...pl: OLITIO a will be 7 Grading /F'�9' 1 ( 'fard ):- C t,, `�..r , �,�, To r ! } nt No: 00 A Perm ;t ° a . L _ i i} ; � ` P u P1;an Che f Fee •. "� ;�� .�.. A,11 li :Ac >, �A %c.o No. 000' 3r4:5r.,83� t `� ` c:.oun t No . 000/386. 90 ' 4 jCttftiex.��„ µ t • r' r ti.y. ., . ..._ A o•,= i • .:.•-; 1 1 • Total' F;'e `1.,--., �/`.....00:wr ". , - �t,, / V.a- 1.ua ti or, �. r i` 0 d 'y'i I Y�, 5 f1 Y. , ' ,t Q ., j l Y' p t ' i..•„� -: «'— ....,..,:.� k 'F • ` ) � � ' • k*****• k**bb k} 1• 4**:* k** kAA• k*• A** k• hk* k• k• k '• Fr�• ii*.* r * k* , * *k•k•kk•k'k : ** * *•0, k ** * *k•k* I hereby c" it �v { t r h at ; J have read and ex ; per•mi't ;and+ 1'rto the same to be true lari'd c,orrect:, A11 provisions] of law; and•. ordinance govekti, ing this '. � r , t t .., 1 ,� f wort: ;•;-compl ied wit)), whether spe ted her..eirt o.r' not. TheAg �.�anting of this permi t does not, p,r•esume , to g i ve author i`ty.,:too•.•Viol ate ar• can'c the provisions of :,a'ny other.- 'state or local laws regulating ,�cOn. true it .e•1 on or the pert or• man ce of ‘'wark. ;1'-'am authorized to sign ( f of and ob,ta'in • ,.tih.i;u Land • Al teeing per mit.��.;This per'mit shalc x; 1' o becme =!nt.ill and void . i`t t;he;;worf; is not commenced within `180='dav: from the date of „i it,•t he-''wor'f: is suspended or abandoned ; for a period Hof. 180 -days from the:4'la t inspection. ' `�'. • t; ti , :..r , y' •' ...,:',.-4 gi° THE APPLICANT MUST NOTIFY. THE'.- .CITY I NSP Y EC.TOR OF COM AND COMPLETION OF WORK AT L AST 24 H 'S ,. N:.ADV : AN:;:taN'�F. CALL 4'3'3 -0179. Signature: fia Crate: L q•5 A *•A *•k *•k* k*•k* *•A•* * *A••k•k•k•k k•k** k•A*.k***•k•k*k*** **•k**** k*•k kk b kk k k* k**************** APPROVED FOR ISSUANCE : JJ'S A!• Issued By. 1 frill Date: 'De� OS 1615- At hor i zed Per 't Center Signature A•k•k** h ***•k A• *•k k* * *** A .K k* k* k** 4 A*** *** k k *•kk**k•k•k•k k k•k* k k* A k* *•k *•* k•A•k* k *k* k* k *4 k 4** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and c o n d i t i o n s for t h i s project approved herein. Final Inspection Approved By: Date: Inspector 'Signature • • • . • •CI,T'i OF TUKWILA Address: 17501 ':;OLITHCCNTER PY Permit No: PW95 -0226 Suite: Tenant: PARK .PLACE Status: ISSUED Type: PW -LA Applied: 07/11/1995. :Parcel : #: 262304 -9067 I_:sued: 10/03/1995 • • k• kk• k• k• k• k*' k• k***• N le lc ***• k It k lc le L****•*' k' kk k: k• k' kk*k•k*k if k* k•A'•*' 4 /* k• kk' A• •kk'k•kM•k le •b * * *•4* Permit Conditions: _ , , . ,...• ."... .. . . „ .. °� j / ; ! ,..,... .. . :.., ......:.,..y0-.. I *rtkt, \,. . 4 ::. i:... . t . . •• ..... . . . .. .All, . . 2 — : - V „ ' Na 1, 'i 'i ... 41 4 4 " 44 .4 ' t: . 0 * , ' 4 "- .' % •,. .. '. ". ' ,i , .. • 1 , N . 1. ' 1; ., . , . 4 0 / . , 4 4.4 , . • • I + tc► a� , � E f . � � t t } wy� ' ti !'�' . . . ). .• • . , .. .. '' . ay `..+mow• ^ .�l x . • • • • m .:••. , ., • mamma — .. 1 . :. .' .. • A ' , , : . 4104 " . itioi . • . ' • —; 1 . / . . 4 / N': ,,,,, - \ *k .,, :•44 ' .: 0 r . \\ r _yro i-2-.1 : ) 1 4. 6 4, 4 1. 20440 $r"Irle4 IA. .. • .. 4 * e .•' )1(7\---\--'.: , 0 /if \r k11 . \ v•-.,,,x,y. G 4 w fa, • d . 0 * • . ti ee.r.fie,. . ( , , y - . '1,V,. • ^»ww. tr.. �M j , 4�� ;\ IY: )M. -.. ..• ...„1.1.;,24,1 `k;:'~,, -•-+t- 1.4:14. , 1'✓ %... •r w YFW •. 2, r ( .( 4 • .•, City of Tukwila lla John W. Rants, Mayor W •4.ill \ t N t , ��o� , : r� = Department of Public Works Ross A. Eamst, P. E., Director x :•....1 908 � NOTIFICATION OF UTILITY PERMIT ACTION TO: PERMIT CENTER FROM: 40 PUBLIC WORKS ENGINEERING DATE: JUNE 22, 1995 SUBJECT: Parkway Place Retaining Wall 17501 Southcenter Parkway Project No. PRE94 -020 Activity Nos.: PW95 -0209 and PW95 -0210 Contact Person: Roy I. Bennion Phone No. (206)624 -1444 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON June 22,1995: 209 Land Altering $339.00 210 Storm Drainage $ 25.00 Total: $364.00 Two copies of the confirmed Utility Permit Application Form and approved plans are attached for inclusion in the building permit file. Please note that the above permits are for the retaining wall only. Separate permits will be issued for the site work and utility lines relocation. If any questions arise, please advise me. JJS /jjs • Attachments a/s cf: PW Utilities Inspector (w /copy of application /plans) Development File (w /copy of application /plans) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665 I ' LCIA'■4il,z . \j City of W. Tukwila John Rants, Mayor �� W % �� l/ �4. t 0 ., d' +r,►' Department of Public Works Ross A. Earnst, P. E., Director •- ?' '1.,1%0 '',,, 1908 -c ,,,�_:�� NOTIFICATION OF UI PERMIT ACTION TO: PERMIT CENTER FROM: PUBLIC WORKS ENGINEERING . DATE: JUNE 22, 1995 SUBJECT: Parkway Place 8� 5 v 077 Retaining Wall 17501 Southcenter Parkway Project No. PRE94 -020 Activity Nos.: PW95 -0209 and PW95 -0210 Contact Person: Roy I. Bennion Phone No. (206)624 -1444 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON June 22, 1995: . , $339.00 20 9 Land Altering .- R 5 - U R d �( f�✓ � �' V, �1, 210 Storm Drainage - ()Wei S. O . t O $ 25.00 Total: $364.00 Two copies of the confirmed Utility Permit Application Form and approved plans are attached for inclusion in the building permit file. Please note that the above permits are for the retaining wall only. Separate permits will be issued for the site work and utility lines relocation. If any questions arise, please advise me. JJS /jj ' Attachments a/s cf: PW Utilities Inspector (w /copy of application /plans) Development File (w /copy of application /plans) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665 y , , ,°/44 (F°' ` t , City of Tukwila la John W. Rants, Mayor . .� idI • , . / ' ° Department of Public Works Ross A. Earnst, P. E., Director isoa NOTIFICATION OF UTILITY PERMIT ACTION TO: PERMIT CENTER FROM: 4 PUBLIC WORKS ENGINEERING DATE: JUNE 16, 1995 SUBJECT: Parkway Place Retail Center Grading Operations for Retaining Wall Tieback Verification Tests 17501 Southcenter Parkway Project No. PRE94 -020 Activity Nos. PW95 -0199 Contact Person: Roy I. Bennion Phone No. (206)624 -1444 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON JUNE 16, 1994: Permit Fee Land Altering (for Tieback No Fee (Verification Tests) Two copies of the confirmed Utility Permit Application Form and plans are attached for inclusion in the building permit file. If any questions, please advice. JJS /jjs Attachments a/s cf: PW Utilities Inspector (w /copy of application /plans) Development File (w /copy of application /plans) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665 ;�•`„ � city of TYXkwzla [APPUCaUOfl PRE 94-020 o Central Permit Systel, Engineering Division s s < ' � V. 6300 Southcenter Blvd., Suite 11100, Tukwila, WA 98188 Phone: (206) 433.0179 u3 • • •`'� isoe UTILITY PERMi1T APPLICATION Pw 4 s -o2� 1908 ' "`'`'% %'' 5- - 0 226 P:.RO`JEC.A0.. -< ": <: >: Site Address: 17501 Southcenter Parkway • FS;: IN ,yM 4311 :O.N Name or Protect: Parkway Place Retail Center Pt -0192, Property Owner: P -3 Partners L.L.C. Phone No.: 682 -6868 Street Address: 800 5th AVE 1.13700 , City /State/Zip: Seattle WA 98104 Engineer: Bush Roed Hitchings Phone No.: 323 -4144 Street Address: 2009 Minor AVE E - City /State/Zip: Seattle WA 98102 Contractor: • Foushee Construction • Phone No.: 621 -8219 • Street Address: 3620 118th SE #1000 City /State/Zip: Bellevue WA 980C King Cty Assessor Acct #:262304-9067 / 915 Contractor's License #: FOU SH AC 15 8 0 D Exp. Date: 8-12-95 `'r '�' "` ❑ Channelization /Striin/Sinin ❑ Sewer Main Extension Private F?:E13lM y I:TS i:; >::: ; fs pg gg D ❑ Public R E Q U E STED lR Curb Cut/Access /Sidewalk a Storm Drainage 02 CS Fire Loop /Hydr. (main to 'vault) - No.: Sizes: ❑ Street Use . W r - �t9z ❑ Flood Zone Control >a Water Main .' xtensbn ❑Private ❑ Public y;,; 1 I , ' ❑ Hauling • • • ❑ Water Meter / Exempt: No.: Sizes: ¢;r Land Altering 71 . 0 0 0 cubic yards (F /L L /NG °t Deduct ❑ Water Only ❑ t ���n 1 �SEM 5 51 Landscape Irrigation B6n�r NaE �'e ❑ Water Meter/ Permanent.- No.: Sizes:_____ r'1,-..t% ., - ' 0 Moving an Oversized Load : l�J�I`� No FEE ❑ Water Meter /Temporary: - No,.: ____ Sizes:._ - ' -(t Wr :1LA • Est. start/end times: quantity: •_ PUBLIC W.O.F� { Date: Schedule: ❑ Sanitary Side Sewer - No.: J54. Other: -fr,.„ RP inn)\) 0,\ Lg l IC'i .WA:TE EOMETER Y Name: P -3 Partners Phone No 682 -6868 • <F /:BILL<rA' c Street Address: 800 5th AVE #3700 •• City /State/Zip: -•• Seattle WA 9810 040 > ,,.,,, Name: SAME AS ABOVE Phone No.: >:81LLiNGS:>Ti. < Street Address: City /State/Zio: ❑ Water ❑ Sewer ❑ Metro ❑ Standby s DER PT10.N OJ;EC.6: ❑ Single- Farnily Residential ❑ Multiple -Famil Dwelling ❑ Hotel ❑ Duplex ❑ Apartments ❑ Other: • . No. of Units: • ❑ Motel ❑ Triplex ❑ Condominiums .0 CommerciaVIndustrial ❑ Office ❑ Warehouse ❑ Church ❑ School /College /University _ ® ,.._ ❑ Manufacturing ❑ Hospital ❑ Other: '""'' `Y' "" °'E'o New Buildin Square footage of original buildin s ace: ::MiSCEI:LANtOu. ❑ 9 ❑ Remodel/ q g g p .f Square Addition :s;l.i TI.O`N'nt > ar a «<: »r: ;,:> : Fpotage: 4-164,000. Square footage of additional building space: King County Assessor's valuation of existing structures: Valuation of work to be done: / HEREB CER:TIF. tl :V.E RE 4D :THIS<APPIs1CAT10N AND KNOW THE SAME TO 'BE<.T. L .#14.ND ,C ORRECT. A licant /Authoriz �. pp ) � Contact Person same A. - n i. n. r kW* / (print name): Print NameRoy . I . B A n ion Address: 800 Fifth Ave •• • Date: March 15, gone: 682 -6868 Seattle, WA 98104 Phone: 682 -6868 • -ep Date Application Accepted: OF TUK — IS - "(, l ,— 1 C n 5 m al e Applicati Expires: 9.- { 5 - '15 . $ $, ,_ iv • - 04/22/92= PERMIT CENTErR _�w!�,, City of Tut-4441a ApplIcatIon # r4J_' ° " gtS,1. PRE 94 -020 o `'• -. ' ,, Central Permit System — Engineering Division t\ a 4:4 - ; 6300 Southcenter Blvd., Suite #100, Tukwila, WA 98188 Phone: (206) 433-0179 { 6 15-0209 .- UTILITY PERMIT APPLICATION . PROJECT:> > >< Site Address: 17501 Southcenter Parkway •`INFORMATION:`' Name of Project: Parkway Place Retail Center Property Owner: P -3 Partners L.L.C. Phone No.: 682 -6868 Street Address: 800 5th AVE #3700 City /State /Zip: Seattle WA 98104 ^ Engineer: Bush Roed Hitchirigs Phone No.: 323 -4144 Street Address: 2009 Minor AVE E City /State /Zip: Seattle WA 98102 Contractor: Foushee Construction Phone No.: 621 -8219 Street Address: 3620 118th SE #1000 City /State /Zip: Bellevue WA 98009 King Cty Assessor Acct #:262304-9067 / 915 Contractor's License #: FOU SH AC 15 8 0 D Exp. Date: 8-12-95 ?ERMI,TS. :' ❑ Channelization /Striping /Signing ❑ Sewer Main Extension ❑Private ❑ Public REQUESTED, IX Curb Cut/Access /Sidewalk a Storm Drainage '' [X Fire Loop /Hydr. (main to vault) - No.: — Sizes: ❑ Street Use ❑ Flood Zone Control a Water Main Extension :Private ❑ Public .4 ) f � ; r, I" +. '0, "',� ❑ Hauling ❑ Water Meter/ Exempt:- No.:.— Sizes: If " J' f " '"'� "� [31 Land Altering 21 , ono cubic yards Deduct ❑ Water Only ❑ `i , , - � 1 5 s y J 51 Landscape Irrigation ❑ Water Meter/ Permanent - No.: — Sizes:__ ❑ Moving an Oversized Load ❑ Water Meter/ Temporary:- No.: __._ Sizes: CHUG K WORKS II \ ,S • Est. start/end times: Estimated quantity: Date: Schedule: ❑ Sanitary Side Sewer - No.: • 0. Other: , �; 111% ,r L.L G �M I 1 WATER ";M ER< Name: P -3 Partners Phone No.: 682 -6868 D / ...........: :REFUND /BILLING <> Street Address: 800 5th AVE #3700 City /State /Zip: Seattle WA 98104 : MO `; i Name: SAME AS ABOVE Phone No.: :;SE :<- ICE . BILLINGS .TO : :>? > »:' < Street Address: City /State /Zip: ❑ Water ❑ Sewer ❑ Metro ❑ Standby DESCRIPTI OF PROJECT; ;< ❑ Single- Family Residential ❑ Multiple- Family Dwelling ❑ Hotel ❑ Duplex ❑ Apartments ❑ Other: No. of Units: ❑ Motel ❑ Triplex ❑ Condominiums ❑ CommerciaVlndustrial ❑ Office ❑ Warehouse ❑ Church ❑ School /College /University Cx�l Retail ❑ Manufacturing ❑ Hospital ❑ Other: :MISCELLANEOUS': 0 New Building ❑ Remodel/ Square footage of original building space: INFORMATION?` Square Footage: +164,000 Addition Square footage of additional building space: King County Assessor's valuation of existing structures: $ Valuation of work to be done: $ HEREBY,,; CERTIF,Y;Avi,. j Vc :F?EAD THIS AP AND KNO T HE SAME TO BE T R U E . AND C f Applicant /Authoriz trey/ , Contact Person same • _ Agent Signature: r � ,' `� (print-name): . Print Nameoy I . B n ion Address: 800 Fifth Ave Date: March 15,\_ 9 fione: 682 -6868 Seattle, WA 98104 Phone: 682 -6868 Date Application Accepted: .„ _. -1 OF TUKN e Application Expires: —�.- - �R -1 5 1095- - ....................9 - 15 -- • C-15- ■■■■■•■• 04/22/92 PERMIT CENTER w!1:•. City of Tukwila Application # bo�Q • s 0 ` , %, Central Permit System - Engineering Division !of f�' ; r Blvd., Suite #100, Tukwila, WA 98188 Phone: (206) 433 - 0179 t op ' ;J0.,,-- - APR 1 21995 UTILITY PERM!T APPLICATION r ,(!� � � -� s� �.. ILI jai � PROJECT i : :o .p etficA&l SI `150 1 50 Y&V L `-t INFORMATION ; Name of Project: I? (VW- 91 I MIL C.SXt 0 Property Owner: Q- 3 91(11- i .5 L. L.C. L.C. Phone No.: CQSZ - Ca Lo Street Address: BM Ste i vC- 310D ( StSP-s1T'u5 City /State/Zip: lM el 0 4 En• ineer: r...1, 44 au ;, • ,;,g Phone No.: 3 414 4 Street Address: 'LU - Z' ? , it`k - L. ,late— City /State/Zip: 5 & Contractor: 01 ‘4,fit5u. i Phone No.: Street Address: City /State /Zip: King Cty Assessor Acct #: 269 2 4 -QG0 gt5('ontractors License #: MYt- •5L.L4J Exp. Date: • P ..' M T.S r' :' C C S E t i Public . ,. E :..... ; .. : : : : ; : Channc�i at1 eon /vtriNii �g /vigriliiy weer Main �.iei �or0i1 �' Private E PLJU�N RE Q „ ULSTED :;; t . Curb Cut/Access /Sidewalk Kt Storm Drainage . A. Fire Loop /Hydr. (main to vault) - No.: Sizes: El Street Use ;,:, //b/ U ❑ Flood Zone Control ❑ Water Main Extension EZPrivate ❑ Public ! Hauling I y e ❑ Water Meter/ Exempt: -- No.: ....L._. Sizes:?, " >� "' j ?I �£ IX Land Altering cubic yards 26 K S t . Deduct in Water Only ❑ Landscape Irrigation ❑ Water Meter/ Permanent- No.: Sizes: Z " ❑ Moving an Oversized Load ❑ Water Meter/ Temporary:- No.: — Sizes: Est. start/end times: Estimated quantity: • Date: Schedule: I - Sanitary Side Sewer- No.: ❑ Other: . ..WATER METEf3. :; s ? Name: I' -'b P,l�ilstl L L . C. Phone No.: :REF.JND /BILLING:> Street Address: S(%0 G5 ,6 1C:513 City /State /Zip: Cf,) DA Qb1,04 - MO NT :ftLY;i;;;: :ii :.: :: Name: C - Phone No.: SERVICE> is : : : :H- BILLINGS: :7'O: < : : : iin Street Address: City /State /Zip: 0-Water E.Sewer (Xl Metro (l Standby ;DESCRIPTION OF: :PROJECT :< : < ❑ Single - Family Residential ❑ Multiple - Family Dwelling ❑ Hotel ❑ Duplex ❑ Apartments ❑ Other: No. of Units: ❑ Motel Cl Triplex ❑ Condominiums 1Sj CommerciaVindustrial El Office ❑ Warehouse ❑ Church ' ❑ School /College /University • ® Retail ❑ Manufacturing ❑ Hospital ❑ Other: New Building, g, ❑ Remodel/ Square footage of original • •• -• • I CANEOUS` q g building space: 'I NF,ORM A TI O N '! Square Addition Footage: Square rS �� Square footage of additional building space: King County Assessor's valuation of existing structures: $ Valuation of work to be done: $47/07 510.2 iii:ii'06.3. EB Y< : CERTIFYT AT : :. HA R AND : :KNOW_THE SAME:,TO:;:BE>:T.RUE,.AND CO ; Applicant /Authorized Contact Person 1,2'.,t Agent Sign. r-: *1 _ :vl� • rint name): WI S &i Print Name: 4- \ Tub -R tg, Address: 1 ( D L. L , C q CO 5 kl t; Date: .4 l t 2l a t 5 Phone: 362r-0 243 i ti-3'1(o 5 (AA Phone: 6 (.ALoe. Date Appli cation Acce pted: I 1 � ��. GIS Date Application Expires: 1 1 a _ 04/22/92 CAI 14 ' 95 a.2 : 24PM TUKWT' 1 DCD /PW , ----- •___�__ _ w ARPtIr q * Central Permit System — Engineering Division ' Su 0 , Tukwila, WA 981 8 8 one: 206 433.0199 •..• �' �+ 6300Southc en r er Blvd, !te #JO Ph , .�,.. Ye UTILITY PERMIT APPLICATION OOfl ` 9 • • ; Site Address: ) 75 -.., re / - ' 'C''''' - / - _ w',: i,.,$. x, t. ,....�:••: Name of Pro ect. - r'arlwa litre /24 (7.4,/e.-- (7.4,/e.-- Property Owner: •-3 -Pqr yfr 4.x Phone •o,: 6?-2-6,26? • Street Address: 8b D .7-'1P-71A Ave 1 �, , 3 70� n /Statoil u1 2, 1 Engineer: ,�a.t�, Roe d 1, At,0 3 Phone No.: 32.3 -• /44 Street Address: a b q 4 4 - Ave E ___________M/State/Zip: JP,7 We, Pf /o.,-. Contractor: (,t) , (Ie. Clark Phone No.: hav -s•.z a Street Address: (o,J' 7 A veNU a A/. C lState/Zi•: Sea ' cJ. ,P /e King Ct AssEaseor Acct # :,1 6 v v - 90b7 7 , Contractor's License #: V.16 -C A - 370N0 E •. Date: 14, ; 1 �` ,' ; '; ? y ❑ Channellzation /Striping/Sipning ❑ Sewer Main Extension ❑ Private ❑ Public ' E" � .. m. ❑ Curb Cut/Access/Sidewalk 0 Storm Drainage ' ''" : ' "� ?F 0 Fire Loop/Hydr. (main to vault) - No.: Sizes: o Street Use 0 Flood Zone Control 0 Water Main Extension ❑Private ❑ Public ❑ Hautriq 0 Water Meter/ Exempt: -- No. :— Sizes: ❑ Land /Uterine . cubic yards Deduct ❑ Water Onty CI 0 Landscape Irrigation ❑ Water Motor/ Permanent - No.: Sixes;._ ❑ Moving an Oversized Load ❑ Water Motor/ Temporary: - No,: SIzea: Eat. start/end times: • Estimated quantity: Date: � Schedule: O Sanitary Side Sewer - No.: tM Other: , 7 . / VAT ' , M n %, Name: ' .. A/ A Phone No,: { t . 'tJ " or : 6 ` ` NaN Street,Addreas: City /State/Zip: gt 1 '' .:. M!'- r''''' Name: A Phone No,: 'r91 0 : ' , ,.., . � . „ T. Street Address: Olt /State/Z1•: • ___ r _ w _ ❑ Water ❑ Sewer ❑ Metro ❑ Standb . t;'Wf,WW`' WOO ., ,O W'` "+ ❑ SIngto•Famiy Residential ❑ Multiple- F'amll Dwellin• ❑ Hotel ❑ Du•iex ❑ A , •artments ❑ Other: No. of Untt� 0 Motel tel ❑ Triplex ❑ Condomintuma ❑ Commercial/Industrial ❑ Office ❑ Warehouse 0 Church ❑ Sohool /College /University arRetall ❑ Manufacturing ❑ Hospital ❑ _ ii, °"` car^ „Yr+ New Building �� c (�” 9 ❑ Remodel/ Square footage of original building space. 41 r '. " • A, 4- .. A'':A , `".e Square 112`6 000 Addition ware footage of additional building e•aoe: • King County Assessor's valuation of existing structures: $ ALI Valuation of worts to be done: $ ,r/,g ; f, =# ` 1 0Y1000 :l4?t11:0 T.,, ;: :y 00.,tl.. .100: .iii: PP': . !0 x.E' - .» - "?• FTa ' N ° Fiat Applicant/Authoriz -//�,fl Contact Person A _& n to • �` *��__,ri: '�( rr .• . • . ,.► • Ii 1:. 11 • '.n,•. _ • Print Name: rgr• t .. Address: Date: (2- I'/ -. 9 5 f Phone: 'l 2F Vd V . Phone: Date Application Accepted: �� ( * UNI 1 t, 1995 „ Date Application Expires: r PERMIT CENTER • 0412.2/92 /----'--�-----------'---------�-----�-------------'----��---�- ' . CITY OF TUkWILA Address; 17501 SOUTHCENTER PY Permit Nu: B95-OO77 Suite: Tenant: PARK PLACE Status' ISSUED . Type: El-BUILD App/fad/ 03/15/1995 Parcel #: 262304-9067 Issued: 06/26/1995 +*k Permit Conditions: l' TIEBACK DATA DATED E 2, l } 2. No l . Ar hi �. Al av 17 b7 st '~°"' • able 4 Al . All pl Edl 5 N0 i ^ ~ Pl ret140'em6nt for 6 �lY�^� �u�� r l concrete �h l� b� � � Inspected d (UBC � Se . � u a � �m�l�re � � a napeC e '� ����6( > ` ' ' ` ( 7. Alltructaral Welding Shall. donebY we 30G(a)5). . / `' ` B Wh = ' arc Div the the 'fArst•A)Uildjng inspection. CoOesHof_a,ll special insp i shall be submtttedto DYxi proj [ ' perfor 9. The spe stating w to the ����: with appro workmanship •ons of th0 10. Validity of Pe Th issuance ' i c\ornwa} of plans, speciffcatlo - be con- strued to be a permitfororaji violation of any of the prowtsYons`O tn!''''Code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the .provisions of this code shall be valid. 11. CERTIFIED SPECIAL INSPECTION REOUIRED ON 5HOT~CRETE, NAMES OF INSPECTION SERVICE AND INSPECTOR IS REOUIRED TO BE SUBMITTED TO THE CITY BUILDING DEPARTMENT FOR APPROVAL PRIOR TO SHOT-CRETE WORK BEING STARTED. „ CITY OF TUKWILA Id: ACTP125 Keyword: UACT User: 1671 02/27/98 Activity Table Processing BUILDING PERMIT Permit No: 095 -0077 Tenants PARK PLACE Status: ISSUED Address: 17501 SOUTHCENTER PY Type: B -BUILD Vero: 9101 Screen: 01 Base Information Parcel No: 262304 -9067 Owner: SHIDLER /WEST FINANCE Validated By: SLB Plan Ck Approved: 6/26/1995 Status: ISSUED Applied: 3/15/1995 Issued: 6/26/1995 Active /Inactive: A Completed: / / To Expire: 1/20/1996 C of 0 issued: / / Bus Licit: Final Notice: 3/ 1/1997 Nature of Work: CONSTRUCT RETAINING WALL AS PART OF RETAIL CENTER Location: 17501 SOUTHCENTER PY /RETAINING WALL Category: ACOM (N.NEW /A•ADD /ALT + SFR,DUP,TRI,APT,MH,COM,IND) Zoning: TUC Gas /Elec: Census Code: 329 # of Units: 1 # of Ridge: 1 Pub Own:N Streams:2 Slope: Y Wetlands: Water:TUKWILA Sewer:TUKWILA Setbacks - North: .0 South: .0 East: .0 West: .0 Valuation: 696,134.00 Fire Protect :N /A Type Const: WALL Type Occr UBC Edition: 1991 Occupant Load:NONE Occupancy Grp: F7.Update, F2.Previous Line, F1.Screen Index, ESC.Cancel Update 1-"r1-14-"Citif' CITY. OF TUICWILA 'WA B c i ts- a )-7 TRANSMIT TRANSMIT Number :. 94002572 Amount: • 339.00 07/07/95 14 :52 Payment Method : CHI1C3( Notation: P3 /PARKWAY LLC Trot: MIL Permit No: i'w3I5-0203 Type: PW• -LA LAN; ALTERING P,LRMI'f Parcel NCI: 262304 -9067 : Address: 17501 S(UINCENTER PY Location; 17501. SQUTHCENTLR PY /RE.TAINING WALL 'total Fees: 3, 309.00 Tfh..i Payment 333;010 Total ALL .jOm : ;333.00 r OaTance: .00 * *�k,F'•7F••k ** * ** ***•*4 11* k****** 4k **A *it* * * * * ***11*•tiVk **ZAl0 ••A•k•k * *** *0**: ** Actcount. Coda Description `'�'Amount : 000/322.100 BUILDING - NUNRES 279.00 900 ,_—. PLAN CHECK T N(3NRES 6.0.00' • - , ..., . , ..6,, ,, .4:4-.14.-,,747.47 , 4 ., t.10 ''" . ;.''': , W,,xi'-.-PI.4. 4 ' , ';:lVA, Weiii, ,u 7 0 , ' , "' 4.1, '''' 4 " '''.- , ' • .. (,..D ",.,,,\ U . , 4 .., , GENERA 10.00 • tritr,„„kielv*Istk** GENERA 15.00 CITY OF TUKWILA, WA ..,. 0 TRANSMIT GENERA 279.00 ,., *******************A7k*A* ***b***.,******4 ***411****A************ GENERA 60.00 TRANSMIT Number: 94002573 Amount: 25.00 07/07/95 14:55 TOTAL 364.00 Payment 'Method: CHE,CK` Notat i on: Pa/PARKWAY LLC Ini t: MEV CHECK 364.00 — . CHANGE 0.00 Perm'it No 14495-0210 Type: PW-3D S T OR M D R I N (*Fr:A/95 4205A000 15:52 i Parcel No:, 262904-9067 S ite A d d r e s :, 17501 SOUTHCENTER PY • . ? Locat; i on :,' 17501 SOUTHCENTER PY/RET AINDIS WALL . , Total Fee; 25.00 • This Payment ' , 25.00 Total ALL :hits: ' 25.00 Rai ance: . :.', ,. .00 i Account Code : Descr i pt ion Amount ' . • 000/345.830 I PLAN CHECK - UTILITY 10.00 • 412/342.400 - /NP FEE - STORM DRAIN 15.00 , „ . : • 1 , . . . ..., , . , -:, 0 , ..,. • ., ' . - .,:,,,,,,,,,„),,,•• . . , , • : , . , • :•••: , .; ' •.- , , • ,,,,:,•;.:.:•.,,,,,,;.,..,::„. , ,...„.4.;.„-:, ,,:,......„.,,,,,.., .,....! ,,,,,,•:.• ,,,,, ,, ,•:,, ,,...: :7..••• • :.•.,: ••,..,,,.. -:,,...,.:„.„ ;,.....„,„: •,,.:„...,,,,.:::1 :„..:2,.,„;,,,,,...,,,,„,„:„..t.„,$ : : '�Y; i a; 7 r is '°IM) F ,1114 ` : • V iO , '''' r' �i 77 'r 7 1', •.� i y r „ . ,. a; 1', l ". ,. . ;;.; , "' Mr Fr, : , i t.�, ty. . .�f', { +r d,: ��., x'' j�:. f .t:; ya�� l"4 , ' 1J tiF�� ` Mt4'i! «LT 1 ... � % '_f . GENERA 2630.50 kk Oar**A*A****Akr4h*A•h•kk•k•k: **k•A *•k•k+ h*A.*h**A*•hhkkkkA:4A•.kk*** GENERA 4.550 CITY OF TUKWILA, WA TRNNSM7:T TOTAL 2635.00 hk• k**4*k AA r4• kk• k• Akkk 4* *st+4 kk•h*****•kk*A**•A CHEC R 2625.00 TRANSMIT Number: 94002525 Amount: 2,635.00 06/26/95 a :02 CHANGE 0.00 Payment Method: CHECK Notation: P -3 /PARKWAY LLC Ir bt,28/Y U 3900A009 .15:57 Permit No: B95-0077 Type: 0-- BUILT) BUILDING PERMIT Parcel No: 62304 -9067 Site Address: 17501 SOUTHCENTER PY Total Fees: 4,344.133 This Payment, 2,635.00 Total ALL Pmts: 4,344.J3 Balance: .00 A''ktfc*A• ** *k *AAi* All• k* A' kA As4k stA ikkA• stkAhAAli*As4•kststA**s** **AskA *** * ***A*** Account Code Description Amount 000/322.100 BUILDING - 'NONRES 2,630.50 000/3E36.904 SSTAN: BUILDING SURCHARGE 4.50 ;'` `' .} � ,7} i.. °. i ::, �y:. .t ,..�,, it5. , • Ii .`.j o � ^�' .. ?« .r r :i' Sa t,jt a 'r. {. " . ., ' • It. 0 �� / 0- .-1 . T. •:• *AA *k.'*sk * *A ** *til•k ** Ark********** rt+ A* kri* rk *i * * *k *•k.k * **rl *krl *,k *A *R * ** GENERA 1709,83 TOTAL 1709.83 CITY OF TUKWILA, Wt3 TRANSMIT' . CHECK 170983 *o * **i A * * ** A* * A*•.\ ** *•Nod ** Att **I * *A** * *: *4*•A7A * * * * *k *ItA * A:rl•*-**d *A* *A k* TRANSMIT Numbers 94001971 amount: 1,709.93 03/15/ n „ CHANGE 0.00 Payment Method: CHECK 'Notation: f AR KUAY ' CHPITAL l:ri i SLO 1047A000 16:12 Permit Na: U95 -40077 Type: 13 —BUILD BUILDING PERMIT Parcel No: 262304-9067 Site Address: 175(11 SOUTHCEN3ER PY . • Total Fees: 4,344.83 . !This Payment 1`,709.93 Total ALL Pmts: ' . 1,709.92 - • • i Balance: :.',635.00 * A kdil• •h* * *rk **•ki **A0 * * * ** * * * * * *•k A! *A k * *A• ** * * * ***r * ** ** - * *.A* '�^AccOur Code -, , . Description ` Amount 000/345.930 , PLAN CHECK NONP.ES 1,70:.83 - • •I I P SHANNON &WILSON, INC. HAN ORD FAIRBANKS GEOTECHNICAL AND ENVIRONMENTAL CON ANCHORAGE SAINT LOUIS BOSTON •� , June 2, 1995 RECEIVED JUN - 5 1995 City of Tukwila Department of Public Works TUKWILA De P PUBLIC WORKS 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Attn: Mr. Ron Cameron, P.E. RE: REVIEW OF LETTERS, PLANS, AND SPECIFICATIONS, PARKWAY PLACE RETAINING WALL, 17501 SOUTHCENTER PARKWAY, TUKWILA, WASHINGTON - At your request we are submitting this letter with our review comments on documents that we recently received regarding the design of the permanent retaining wall for the Parkway Place Development. The documents we reviewed include: A letter from GeoEngineers dated May 24, 1995. The May 22, 1995, revised contract plans and specifications prepared by DBM. In general, these documents provide satisfactory responses to concerns that were discussed in previous Shannon & Wilson correspondence. Specific review comments are given in the following paragraphs. The GeoEngineers letter to the City of Tukwila dated May 24, 1995, adequately addresses and clarifies geotechnical issues discussed in the May 4, 1995, Shannon & Wilson, Inc. review letter. As mentioned above, many of the items in the DBM letter (dated May 22, 1995), the revised specifications (dated May 17, 1995), and the revised structural retaining wall plans (dated May 19, 1995) provide a satisfactory response to issues and concerns mentioned in previous correspondence. However, in our opinion, the Tieback Anchor Performance Test Schedule should include data points during•unloading. These unloading readings would not require a hold time and, at lower loads, would mimic the loading sequence (for example, 400 NORTH 34TH STREET • SUITE 100 W- 6871-01 P.O. BOX 300303 • SEATTLE. WASHINGTON 98103 206.632.8020 FAX 206.633.6777 TDD: 1.800.833.6388 • City of Tukwila SHANNON 6WILSON, INC, Attn: Mr. Ron Cameron June 2, 1995 • ,. Page 2 readings would be taken at AL, 25 percent, 50 percent, 75 percent, 50 percent, 25 percent, and AL). At higher loads, such as 150 percent or higher, the unloading readings could be taken at 50 percent increments (for example, readings could be taken at AL, 25 percent, 50 percent, 75 percent, 100 percent, 125 percent, 150 percent, 100 percent, 50 percent, and AL) . We have two comments on Sheet S1 of the structural retaining wall plans. First, for agreement with the revised specifications, we recommend that "grout or" be deleted from the sentence "Corrosion protection of the anchor head shall be provided by a steel cap filled with grout or corrosion inhibiting grease." Second, the drainage fabric width under the Wall Drainage heading should be added. The width was left blank on the May 19, 1995 revised plans. If you have any questions regarding these review comments or if you would like us to review the final project specifications, please call. Sincerely, SHANNON & WILSON, INC. - ( ... � Y Co x , . 6-2- '1 5 • I EXPIRES 6/15/g5 1 Carole L.B. Mitchell, P.E. Engineer CLBM :WPG /clbm W6871 -01.LT4/W6871 -1kd /I kd • W- 6871 -01 . - . . ' . • .. • . . . . . . . . . ' . • . . . ,. . . .' • RECEIVED - . . . . • . , . "., MAR 22 1995 ' . . . ... . • . ROBERT FdSSATTI ASSOC. . ' • ' . • . . Report, . . _ ' .. _ _ _ • Geotechnical Engineering Services ' , • • Ge - • • : • Proposed Parkway Place ' . . . , • 17501 Southcenter Parkway • . • , . • -• . . • • Tukwila, Washington . ' ...! • - • : . ., . - • ' / •< • " .. ' November 10;1994 . . ._.. • .. . 4 • • - . • . :• • , ' - - • . • ... . .. . . . • . . . , • • . • , - , • .. . . • . . . , . . • ,.. . ., _ , . , • .. , . • _. • For ' ' - . -• - , • • - ■••,,,,. Mr. Roy Bennion • . - .. . :......) . . .. • . . • . , . . . .. . • . •• . F N . • .- . . . . ...../ . • r‘ 1 ' . . . • ' . . . - . • . . . . • • di • , . • . . ; . , . .• GeoEngineers File No 3944-002-R01/111094 , . • • . t Geo ' En • eerS " 1 November 10, 1994 Geotechnical, Geoenvironmental and Geologic Services • Mr. Roy Bennion • 800 Fifth Avenue, Suite 3700 Seattle, Washington 98104 -3122 Dear Mr. Bennion: Ge6Engineers, Inc. is pleased to submit three copies of out "Report of Geotechnical Engineering Services, Proposed Parkway Place, 17501 Southcenter Parkway, Tukwila, • Washington." The scope of our services is described in our proposal dated October 20, 1994. Mr. Roy Bennion provided verbal authorization of our services on October 28, 1994. Preliminary information has been provided to you and other members of the design team as our findings were developed. We appreciate the opportunity to work with you on this project. If you have any questions regarding the contents of this report or need additional information, please contact us. We look forward to assisting you during the construction phase of this project. Yours.very truly, oEng eers, Inc. . ck K. Tuttle, P.E. 'rincipal HRP:)KT:ems Document ID: 3944002.R • cc: Turner and Associates (three copies) 18420 - 24th Place N.E. Seattle, WA 98155 Attn: Mr. Howard Turner File No. 3944- 002•R01 GeoEngineers, inc. 8410 154th Avenue N.E. Redmond, WA 98052 Telephone (206) 861.6000 Fax (206) 861.6050 . Policed on trotted Wes ' • • CONTENTS • • • Page No. • INTRODUCTION 2 • PROJECT DESCRIPTION 2 SCOPE OF SERVICES 2 SITE DESCRIPTION 4 • SITE HISTORY • 4 GEOLOGIC CONDITIONS 4 SURFACE CONDITIONS 5 — : — • SUBSURFACE CONDITIONS _ 6 _ Level Portion of Site Hillside Portion of Site • 7 CONCLUSIONS AND RECOMMENDATIONS 8 GENERAL 8 • • SITE PREPARATION AND EARTHWORK • 8 • FOUNDATION SUPPORT 11 FLOOR SLABS 12 • SLOPE RETENTION 13 SLOPE- STABILITY _ 15 SURFACE DRAINAGE 16 • PAVEMENTS 16 • UNDERGROUND UTILITIES 16 • LIMITATIONS 17 • • FIGURES Figure No. Vicinity Map and Street Map 1 Site Plan 2 . Generalized Subsurface Cross Section A -A' 3 • APPENDICES Page No. Appendix A - Field Explorations and Laboratory Testing A -1 Field Explorations A -1 Laboratory Testing A -2 G e o E n g i n . e e r s 1 File No. 3944-002-R01/111094 • • CONTENTS (continued) APPENDIX A FIGURES Figure No. Soil Classification System • A -1 • Key to Boring Log Symbols A-2 Logs of Borings A -3 ... A -10 Logs of Test Pits • A -11 ... A -13 Moisture Content Data A -14 Gradation Curves A -15 Direct Shear Test Data A -16 Appendix B - Slope Stability Analysis Results • • • • • • • • • • • G. e o E n g: i n e e r .s • 11 File No 3944- 002 - 801/111094 � I . • • REPORT GEOTECHNICAL ENGINEERING SERVICES PROPOSED PARKWAY PLACE 17501 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON FOR MR. ROY BENNION • • INTRODUCTION , This report presents the results of our geotechnical engineering services for the proposed Parkway Place development at 17501 Southcenter Parkway in Tukwila, Washington. The site location is shown on the Vicinity and Street Map, Figure 1. These services are a continuation of our involvement on the project, which includes — geotechnical consultation services summarized in our letter dated September 15, •1994. PROJECT DESCRIPTION The planned project will create a retail store development similar in nature to other developments in the immediate area. This development will include the demolition of an existing nine -story office building and construction of four new buildings, three of which will be Iocated in approximately the same area as the existing building. Three bf the buildings (Buildings B, C and D) will be combined into a complex, while the fourth building (Building A) will be located in the southwest portion of the site, adjacent to an existing furniture store. The buildings will each be two stories in height, based on architectural plans prepared by Turner and Associates, Architects. Building A will measure roughly 187 feet by 166 feet, while the three building complex will measure roughly 590 feet long by 210 feet wide. The buildings will be located to avoid construction over weak, compressible soils encountered in previous explorations at the site. The existing nine -story office building will be demolished and the resulting rubble crushed to a gradation satisfactory for use as structural fill in the depression remaining after demolition and for support of building floor slabs. This will eliminate a major waste disposal problem. A truck access and fire lane will be located along the west side of all four buildings. This will require excavation into the adjacent hillside and construction of a retaining wall. Based on the most recent. site plan made available to us, we understand that the wall will be up to 600 feet long and about 25 feet high. Other site improvements include modifications to the existing asphalt paved areas, and relocation of existing and installation of new utility lines. SCOPE OF SERVICES Our previous consultation addressed the general site history and subsurface conditions based on the results of previous explorations by others on and in the immediate vicinity of the site, G e o E n g i n e e r s 2 File No. 3944- 002•R01/111094 • personal experience of our staff during the design and construction of the existing office building, and consultation for The Boeing Company as tenants of this building regarding dewatering requirements to maintain a dry basement level. The results of this consultation were presented in our September 15, 1994 letter. The services provided for this current study are intended to develop sufficient additional subsurface information for use in geotechnical design of the various elements of the project. The major portion of our study is directed to defining subsurface conditions in the vicinity of the proposed retaining wall and accomplishing analyses to define design parameters for the retaining wall. Supporting analytical information is included in this report to facilitate the review of our conclusions and recommendations by the city of Tukwila and WSDOT (Washington State Department of Transportation). Our specific scope of services includes the following tasks: 1. Review available geotechnical information prepared for past development activity at the site and also by WSDOT for construction of the I -5 corridor at the top of the hillside. 2. Explore subsurface conditions in portions of the site not covered by previous explorations, including portions of the four building sites and along the general alignment of the retaining wall. A total of seven borings and three test pits were made. 3. Accomplish laboratory tests on representative samples obtained from the explorations, • including moisture, dry density, gradation and strength tests. 4. Provide recommendations for site preparation and earthwork, including processing of building demolition debris for use as fill, use of on -site soils as structural fill, criteria for - - imported soils to be used as fill, fill placement and compaction criteria, and allowable - - temporary and permanent cut and fill slopes, 5. Develop recommendations for foundation support of the new buildings, including allowable bearing pressures, minimum footing sizes and embedment depths, settlement estimates, and subgrade preparation procedures 6. Provide recommendations for the retaining structure west of the three - building complex, including wall type, active and passive pressure values, bacicfill criteria and drainage requirements. 7. Evaluate the overall stability of the slope for static and seismic conditions after design and construction of the retaining wall in accordance with our recommendations. 8. Provide recommendations for site drainage, including control of seepage during retaining wall construction and surface drainage adjacent to buildings and in parking areas. 9. Present our findings, conclusions and recommendations, with supporting field and laboratory data, in a written report. 10. Attend design consultation meetings prior to starting our field exploration program and following submission of our report to assist in application of our recommendations and preparation of responses to reviewing agencies if and as appropriate. G e o E n g i n e e r s • 3 File No. 3944002- R01/111094 r SITE DESCRIPTION SITE HISTORY The site has been substantially modified from the natural terrain that existed prior to the mid- 1960s. The west wall of the Green River valley was cut back to the present configuration in the mid -1960s exposing glacially consolidated soils in the area of the existing nine -story building and in the area of the existing furniture store located just south of the site. The depth of cut exceeded 100 feet in portions of the site. This material was used as borrow for retail developments located on the east side of Southcenter Parkway. After extensive analysis of varying slope configurations for the reshaped hillside, a cut slope of 1 3 H:1V (horizontal to vertical) was recommended and the slopes were graded to this inclination. The 30 years of • satisfactory performance of these cut slopes indicates that the chosen slope configuration is appropriate. Construction of Interstate 5 also took place in the- 1960s. The segment of freeway west of the site and north of the South 178th Street undercrossing involved construction of a significant cut through the east -west trending ridge and significant fill embankments over deep ravines flanking the north and south sides of this ridge. Large diameter storm drains extending down the axes of the these ravines were apparently constructed prior to placing the fill embankments. The regrading of the hillside in the vicinity of the site exposed competent glacially • • consolidated soils on which both the furniture store and the nine -story office building have been successfully supported on shallow spread foundations. The excavation for the office building • extended below the static ground water table necessitating dewatering for foundation construction • and to maintain a stable subgrade for the basement floor slab. Subsequent to building completion (which occurred sometime after 1979), it was necessary to install two permanent dewatering wells to maintain a dry basement slab since gravity flow in the slab underdrain system was not adequate. • GEOLOGIC CONDITIONS The geologic conditions at the site are largely the result of deposition and erosion during and following the most recent episodes of glaciation in the Puget Sound region. Glacial and interglacial deposits underlying the hillside in the western portion of the site include primarily •. pre - Vashon fine- grained lacustrine deposits that were later overridden by several thousand feet of glacial ice. Geologic maps dating back to the early 1960s indicate that the hillside that existed prior to grading was underlain by kame terrace deposits that were left behind by glacial melt water flowing along the edge of the ice that filled the Green River valley near the end of the Vashon glaciation. These deposits apparently have been completely removed from the lower portion of the hillside which includes this property. The upper portion of the valley wall probably is underlain by glacial till, a very dense, unsorted deposit of silt, sand, gravel and cobbles. The glacial deposits possess high strength and low compressibility characteristics. • G e. o, E n g i n e e r s 4 File No. 3944-002-R01/111094 • • During early post - glacial time the area . of the present Green River valley was a marine inlet, which was subsequently filled by sediment from the river. Throughout postglacial time the • glacial deposits in the west valley wall have been subject to weathering and erosion, resulting in deposition of sediment at the base of the valley wall. The ravines which flank the hillside in the western portion of the site are examples of such erosional features. • The deposits at the mouth of these ravines and in the eastern portion of the site include alluvial soils with generally high compressibility and low strength. Figure 2 shows the approximate limits of the compressible alluvial soils within the site. These soils generally include loose sand, soft silt and peat, although more competent alluvial soils, primarily medium dense sand, occur closer to the mouths of the ravines. Considerable change has occurred within and adjacent to the site within the past 30 years. These changes include the extensive grading of the hillside, placement of the fill embanlanents for Interstate 5 across the_upper portions of the ravines and placement of general site -fill over • areas underlain by alluvial soils. • • The city of Tukwila geologic hazards maps designate the majority of the hillside as a Class 3 landslide hazard area. This designation includes all areas sloping more steeply than 40 percent. Class 4 areas, which include areas of known mappable landslide deposits, do not occur within • or near the site. Also, the subsurface conditions approximately 3/4 mile north of the site where major instability of the slopes near the I- 405/1 -5 interchange was experienced do not occur at the subject site. ' SURFACE CONDITIONS The majority of the site is level and surfaced with asphalt concrete pavement. Ground surface elevations within the pavement area are generally between Elevation 30 and 35 feet (1929 • NGVD datum). The existing nine -story office building occupies the central portion of the site. Numerous landscaped "islands" exist within the asphalt -paved areas. A satellite dish with related facilities is located on the south side of the nine -story building. An abandoned rail spur extends along the base of the hillside; this spur is depressed about 2 to 3 feet below general pavement grade. The hillside extends from the abandoned rail spur up to the end of an east -west trending ridge at the western property line. The hillside is generally inclined at about 1.75:1 (horizontal to vertical). From the westerly property line, the ridge extends about 300 feet to the edge of northbound Interstate 5. The crest of the ridge is at about Elevation 220 feet. A cut of about . 10 feet was made through the ridge for the northbound lanes. The topographic form of the hillside can be described as pyramidal, with the east- facing side including the graded slope above • the site flanked on both the north and south by the deep natural ravines. As described above, the ravines are crossed by extensive fill embankments placed for Interstate 5. The hillside facing the site includes at least two benches that are the result of grading. One bench is at approximate Elevation 50 to 55 feet, while the second bench is about 50 feet higher. • These benches extend the full width of the slope. A third bench is located at about Elevation • • GeoE.,ng sneers 5 File No. 3944.002.1201/111094 • �..` 140 feet, near the western property line; this bench is also probably the result of grading. Vegetation on the hillside consists primarily of deciduous trees with dense underbrush and scattered evergreen trees. Some of the deciduous trees are leaning in a downhill direction, which in a natural slope might be indicative of shallow soil creep. In our opinion, however, the trees are leaning primarily a result of seeking light rather than soil creep, since hard and dense soils underlie the slope at shallow depths. Numerous underground utilities exist within and near the site. Major storm drain lines carrying flow from the area of Interstate 5 extend down both ravines. These lines tie into a 48 -inch storm drain which extends in a north -south direction beneath the western portion of the future three- building complex. The storm drain turns to the east near the southwest corner of the proposed three- building complex and continues to the east outside of the south edge of the • complex area. A 12 -inch sanitary sewer also exists in the same general location. Both of these • - lines will be relocated during project construction. Other utility lines include water, power and natural gas lines which serve the existing nine -story building. These lines approach the building from the east. SUBSURFACE CONDITIONS The subsurface conditions near the base of the hillside and in portions of the four building areas were explored by drilling seven borings and excavating three test pits at the locations shown in Figure 2. Also shown in Figure 2 are locations of previous explorations accomplished by others for various phases -of past site development, including borings drilled for the nine -story building. A description of the field and laboratory testing programs along with the logs of our current explorations and boring A from a previous study are presented in Appendix A. We also reviewed available boring logs on file with WSDOT for the Interstate 5 corridor in the vicinity of the upper portion of the hillside. Subsurface conditions for the level portion and the hillside portion of the site are discussed separately below. Level Portion of Site Subsurface conditions in the vicinity of proposed building A consist of 1.5 to 2.5 inches of asphalt concrete pavement underlain by a 1- foot -thick layer of gravel with sand fill. The fill is underlain to a depth of 4.5 feet below the existing ground surface by mediiun stiff to stiff silt. Hard silt with scattered organic zones and very dense sand underlies the medium stiff to stiff silt. • No ground water was encountered during the drilling of these two borings. Previous test pits excavated near the building location encountered similar soils at depth, although the original surficial soils were probably removed during initial site development. Slight ground water seepage was encountered in test pit 2 for a previous study at depths of 1, 9 and 11 feet below the former ground surface. Subsurface conditions within the proposed three- building complex area were evaluated primarily by reviewing the logs of previous borings and test pits in the vicinity and by drilling borings B -6 and B -7 to fill in gaps between the previous explorations. In general, the planned • G e o E n g i n e e r s. 6 .File No. 9944- 002- R01/111094 • complex avoids the identified areas of weak, compressible alluvial soils indicated in Figure 2. Our recent borings indicate that the building footprint outside of the existing nine -story building is surfaced with 2 inches of asphalt concrete pavement and underlain by 1.5 to 3 feet of granular fill consisting primarily of medium dense silty sand and gravel fill. The fill possibly extends to a depth of 11 feet below the pavement in boring B -6. The previous borings for the nine -story building also encountered f11 to depths ranging from 2 to over 10 feet below the former ground surface. • The test excavated for a study accomplished in the mid -1970s indicate that dense sand • and silty sand and hard silt underlie the three building complex at relatively shallow (within a few feet) of the ground surface that existed prior to initial filling of the site. These soils were encountered at depths of 11 and 7.5 feet in our current borings, respectively. The ground water level in the area of the existing building has been observed to be on the order of 8 feet below existing pavement grade, although there are apparently seasonal variations of a few, feet due to fluctuations in the amount of recharge corning from the hillside to the west. Ground water seepage was also observed in the previous explorations in the vicinity of the three- . building complex area; however, the placement of fill over the ground surface after these explorations were accomplished makes only a rough estimate of the depth to ground water in • these areas possible. In general, the depth at which ground water was encountered in our current • explorations appears to correlate with the 8 -foot depth noted above. Our current boring 13;6 encountered ground water at a depth of 4.5 feet. Hillside Portion of Site Generalized subsurface conditions within the hillside are depicted in Figure 3. The soils which underlie the hillside consist primarily of strata of hard silt with varying amounts of sand and clay. As noted above, these strata have been overridden by glacial ice, probably on at least two occasions. Borings B -1, B -2 and B -3, along with the associated test pits TP -1, TP -2 and TP -3 encountered fairly uniform conditions. The combination of a test pit and a boring at each • location on the lowest bench provided a stratigraphic record over a total vertical distance of about 70 feet, with a corresponding range of from 10 feet above the planned top of retaining wall to about 35 feet below the planned base of cut. The test pits encountered less than 1 foot of loose or soft surficial soil with organic matter. • The majority of the soils encountered in the test pits and borings consist of silt, sandy silt and • silt with clay, with occasional layers and lenses of silty sand and sand. Some of the upper 10 feet of silt underlying the slope exhibits some fractures which might be the result of stress relief following excavation of the original hillside within the last 30 years. Our observations of the samples obtained from the explorations indicates that no movement has taken place along these fractures. The log of boring A drilled in 1964 indicates that the hard and dense glacial consolidated soils extended up to at least Elevation 150 feet in the hillside. This boring was located in an area where the hillside was cut to near the present level grade. No borings were apparently drilled G e o E n g i n e e r s 7 s File No. 3944- 002 - 1201/111094 within the Interstate 5 corridor where it crosses the east -west trending ridge above the hillside; however, nearby borings indicate that glacial till with a thickness on the order of a few tens of feet caps the upper portion of the valley wall in the general vicinity of the site, as indicated in Figure 3. Ground water was encountered in each of the three hillside borings during drilling and also measured a few days after drilling in piezotheters installed in the borings. Observed and measured ground water levels ranged from 23 feet to 31 feet below the bench level. These levels generally correlate with the ground water level observed in the vicinity of the existing nine -story building. CONCLUSIONS AND RECOMMENDATIONS • GENERAL • We- conclude that the site can be satisfactorily developed for the proposed retail buildings, • provided that proper design and construction procedures are used to minimize the potential for destabilizing the hillside. The proposed buildings can be supported on shallow foundations bearing either on undisturbed hard or dense native soils, or on compacted structural fill. This fill can consist of crushed concrete, brick and glass created by demolition of the existing nine- story building. Some measures to control inflow of ground water into the depression resulting from demolition as it is being filled may be needed. Site preparation and earthwork should take place during periods of dry weather because of — - the moisture - sensitivity of the on- site-soils, particularly if the soils excavated from the toe of the _ hillside are to be used as structural fill for the building pads. If these activities take place during wet weather, it might be necessary to use more imported granular soil instead of on -site soils for structural fill. Care should be taken during construction of the retaining wall to keep disturbance • of the slope above the wall to a minimum. A detailed discussion of our recommendations for site preparation and earthwork, foundation and floor slab support, retaining wall design and construction, slope stability, drainage and other considerations is presented in the following sections. SITE PREPARATION AND EARTHWORK Demolition of the existing nine -story office building will result in a depression where the basement is now located. This depression will be filled to establish floor grades for the three - building complex. In addition, the depressed grade of the existing abandoned rail spur along the toe of the hillside will be raised. Present plans call for using crushed concrete, glass and brick from the existing building for portions of this fill. In our opinion, this is a feasible plan. It also might be desirable to break up the asphalt concrete from areas of pavement to be removed for use as fill. G e o E n g i n e e r s 8 File No. 3944- 002•R01/111094 • Demolition of the building columns, shear walls and interior walls down to the basement floor slab level should be accomplished where necessary. Removal of perimeter basement walls might not be necessary at all locations; however, these should be removed along the alignment of new wall foundations or where individual column foundations would be located over an abandoned wall. In other areas, the existing basement walls should be cut down to permit placement of at least 2 feet of structural fill between the top of the remaining wall section and the bottom of the new floor slab. The existing basement floor slab should be broken or perforated by drilling 4- inch - diameter holes on about an 8 -foot grid to prevent water from • • ponding on the slab. The existing floor slab, if left in place, will provide a stable working surface for equipment working within the depression. • We recommend that the demolition debris to be used as structural fill placed 2 feet or more below footings or floor slabs be crushed to a gradation of between 1 and 3 inches in size. This material should be placed in Iifts not exceeding 12 inches in loose thickness and compacted to a dense, nonyielding state with a vibratory roller. This zone of debris fill should be capped with an additional 12- inch -thick layer of debris crushed to 11/4 inch minus to choke the voids in the underlying larger graded debris. This zone should be placed in two Lifts of equal thickness and compacted as indicated above. The final layer of structural fill should consist of clean pit run sand and gravel which is placed and compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM D -1557. Ground water will likely be encountered in the depression remaining demolition. We • recommend that ground water inflow into the depression be controlled during construction by pumping from a series of sumps placed around the perimeter of the depression. - Existing asphalt concrete pavement can be left in place in new building areas, if its presence will not interfere with installation of footings and utilities and provided that it will be covered by at least 2 feet of structural fill and that it is broken into relatively small pieces (less than 1 foot maximum dimension) as necessary to promote drainage. Otherwise, the existing asphalt can be • • recycled for use in the lower portions of structural fi11 pads, provided that it is broken into pieces that are less than 4 inches in maximum dimension and that it is mixed with sufficient import or on -site fill soil so that no open voids are created. We understand that the segment of 48 -inch storm drain which underlies the western portion • - of the three- building complex will either be abandoned in place or removed and crushed in a • manner similar to the existing building. If the line is to be abandoned in place, it should be completely filled with CDF (controlled density fill, a weak concrete mix). The storm drain should be removed, however, if any portion of it will underlie foundations for the new building. The 12 -inch sanitary line should be treated in the same manner as the 48 -inch storm drain. Any voids or new depressions (other than from the existing building demolition) created during site preparation should be cleaned of loose soil or debris and backfilled with structural fill. Depending on the depth of the depression, it might be necessary to dewater the excavation by pumping from sumps. G e o E n g i n e e r s 9 File No. 3944-002- R01/111094 The surficial soils at the site are moisture - sensitive and will be more difficult to work on or compact during prolonged wet weather. It will be preferable to schedule site preparation and earthwork during periods of dry weather when these soils will be less susceptible to disturbance and will provide better support for construction equipment. However, these activities may be accomplished during the late winter and early spring months provided that appropriate measures are taken by the contractor. If construction activities take place during prolonged periods of wet weather, it might be • desirable to leave the existing asphalt pavement intact temporarily to provide a stable working surface for construction equipment. In areas where soils are exposed by site preparation and excavation activities, it might be necessary to protect the subgrade from disturbance by providing • a crushed rock or clean sand and gravel working surface. After demolition, removal of existing pavement and void filling are complete, we recommend that building and new pavement area subgrades be proofrolled with heavy, rubber- tired construction equipment if site preparation is done during prolonged dry weather. If this work is done during wet weather, it will be more prudent to keep all but lightweight construction equipment off the subgrade and evaluate the exposed subgrade areas by probing. Any soft, loose or otherwise unsuitable areas detected should be recompacted, if practical, or removed and replaced with structural fill. We recommend that the probing and proofrolling of subgrade area be observed by a representative of our firm to identify areas needing remedial work and to assess the adequacy of subgrade conditions. We expect that hard silt and sandy silt will be encountered in the excavation made in front of the retaining wall. This excavation should be able to be accomplished .using conventional • earthmoving equipment. Light ripping might be required to excavate some of the more hard or dense deposits. The excavation might encounter seepage zones. The contractor should be prepared to collect this seepage with a system of swales and drainage ditches around the base of the excavation so that softening of the exposed subgrade is minimized. • All new fill in building and pavement areas should be placed as compacted structural fill. • Demolition debris and broken asphalt concrete should be processed, placed and compacted in accordance with the recommendations presented above. All other structural fill should be placed in horizontal lifts not exceeding 10 inches in loose thickness and mechanically compacted to a firm, nonyielding condition. All fill placed beneath foundations and floor slabs should be compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM D -1557. Fill placed in pavement areas or in utility trenches within 2 feet of the finished . grade should also be compacted to at least 95 percent. At depths greater than 2 feet below the finished subgrade, the fill in pavement areas and utility trenches should be compacted to at least 90 percent. All structural fill soil should be free of organic or made -made contaminants and rock fragments larger than 6 inches in maximum dimension. Particle sizes larger than 3 inches should be excluded from the top 1 foot of fill. The suitability of soil for use as structural fill will depend on the gradation and moisture content of the soil, As the amount of fines (soil passing G c o Engineers • 10 File No. 3944 - 002.801/111094 • the No. 200 sieve) increases, soil becomes increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. We recommend • • that structural fill contain no more than about 5 percent fines for placement in wet weather. The percent fines can be higher for placement in dry weather, providing that the fill soil is moisture - conditioned as necessary for proper compaction and that is properly protected from saturation and subsequent softening during wet weather. The soil that will be excavated from in front of the retaining wall contains a substantial percentage of fines and will be highly moisture - sensitive. This soil should be considered for use as structural fill only if it will be worked during periods of dry weather. Completed fills should be capped with a layer of clean sand and gravel fill, wherever possible. • We recommend that a representative from our firm observe the placement and compaction of debris and soil structural fill. An adequate number of in -place density tests should be accomplished as the fill is being placed to determine' if the specified degree of compaction is being achieved. The settlements of debris and soil structural fill placed and compacted in accordance with our recommendations should be minor, probably less than 1/2 inch. Most of this settlement will occur as the fill is being placed. The general excavation along the toe of the hillside should not be accomplished until the shoring is in place. If any temporary cuts of limited extent are planned to be made without shoring, we recommend that our firm be retained to evaluate the stability and other potential impacts of this action. plastic sheeting should be used to protect exposed - soils on slopes from erosion during wet weather. Ditches or swales should be installed along the top of all cut slopes to intercept runoff and divert it to suitable disposal points. We recommend that any permanent cut slopes in the existing hillside be made no steeper than 1 j H:1V. The use of rockeries is considered appropriate only for cuts into the hillside which do not exceed 6 feet in height. Unprotected cut and fill slopes will be subject to erosion until vegetative cover is well established. We recommend that all slope surfaces be planted or seeded as soon as possible. If planting will be delayed after a cut or fill slope is created, we recommend protecting the exposed soil temporarily with plastic sheeting or straw mulch during wet weather. • FOUNDATION SUPPORT We recommend that footings for the buildings be founded on the hard silt and medium dense to dense silty sand, or on compacted structural fill. We expect that a variable thickness of existing fill will be encountered in footing excavations, and that it might be necessary at some locations, depending on the condition of the existing fill, to excavate to at least 2 feet below footing grade and place new structural fill. All spread footings should have a minimum width of 2 feet and a depth of embedment below lowest adjacent finished grade of 11/2 feet. Footings designed and installed as • recommended may be proportioned using an allowable bearing value of 4,000 pounds per square GeoEngineers 11 . File No. 3944-001- R011111094 . • • foot (psf) for undisturbed native silt or silty sand and 2,500 psf for compacted structural fill, including existing fill which is determined by field testing to meet the criteria for compacted structural fill. These values apply to the total of dead plus long -term live loads, exclusive of the weight of the footing and any overlying backfill. An increase in these values of up to one -third may be made when considering short -term live loads such as wind or seismic forces. Settlements of footings supported as recommended are expected to be small. We estimate that settlement of footings supporting column loads typical of two -story retail buildings will be on the order of 1/2 to 1 inch. These settlements should occur rapidly as loads are applied. Differential settlements between equally loaded adjacent column footings supported on debris fill and compacted structural fill is not expected to be more than about 1/2 inch. We anticipate that the exposed bearing surfaces in the excavations for footings will become softened or disturbed if not carefully protected during other construction activities. Therefore, we recommend that these excavations be made during periods of dry weather and that all footing excavations be evaluated by a representative of our firm prior to forming footings and slabs or placing structural steel. If footing excavations are made entirely in the hard or dense native soils, it might be possible to cut the excavations so that the footings can be poured neat without forming. If this is attempted, it will be necessary that concrete placement follow excavation . within a few hours. • t It is imperative that the footings be founded on undisturbed native soils or compacted structural fill, as the recommended bearing pressure and settlement estimates are based on this condition. Any loosened, softened or otherwise disturbed soil present in footing excavations should be removed and replaced with compacted structural fill. To prevent deterioration of • footing subgrades in the hard silt and dense silty sand due to construction traffic and precipitation, • we suggest that 2 inches of lean concrete or 4 inches of clean crushed gravel be placed to protect the bearing surface as soon as it is determined that footing excavations have been properly prepared. FLOOR SLABS We recommend that slab -on -grade floors be supported on a layer of clean, free- draining sand and gravel containing less than 5 percent fines relative to the fraction passing the 3/4 -inch sieve. This free - draining layer should be at least 6 inches thick. We recommend that a vapor . barrier be placed between the slab and the free - draining soil layer to minimize the potential for condensation within the underside of the slab, particularly if floor coverings that are sensitive to moisture are used in the buildings. The vapor barrier should be protected by a cover of 2 inches of clean sand to reduce the potential for damage to the barrier by construction worker foot traffic. • We estimate that the settlement of floor slabs loaded up to 250 psf and designed and constructed as recommended will be small, probably less than 1/2 inch. o e o E n g i n e c r s • 12 File No. 394.4-002- R01/111094 • (, I/4 ..f SLOPE RETENTION The existing slope has been cut to an inclination which is judged to be the steepest for which a reasonable factor of safety against sliding can be achieved. Reconfiguring the slope by grading it back to provide sufficient access area on the west side of the three- building complex is feasible from a technical standpoint but unacceptable for reasons of preserving the existing vegetative cover on the slope. Thus, it will be necessary to construct a retaining structure at the toe of the hillside with sufficient resistance to replace the mass of soil removed from the toe. In addition, this wall must be constructed in advance of or concurrently with excavation from the • toe so that the stability of the hillside will be maintained at all times. As discussed in a subsequent section, the retention structure must extend below the planned base in order to maintain the factor of safety at a satisfactory level. A cantilever or tieback • soldier pile and lagging wall is considered the most viable option for slope retention. One or _ t more Tows of tieback anchors will probably be required because of the depth of cut to be made — and the backslope of 1.75:1 above the wall. We recommend that at least 2 feet of freeboard be provided at the top of the wall to provide protection against soil and vegetative debris which might ravel down the slope. We recommend that the lateral loads imposed on a soldier pile and lagging system be I l determined on the basis of a triangular soil pressure distribution based on an equivalent fluid f. j \.0 p ressure of 70 pcf (pounds per cubic foot) for the upper 10 feet of the wall to account for the '., presence of fractures in this zone as detected in our explorations. Lateral soil loads below this '\ ) upper zone and extending down fo the base of the cut should be determined using a uniforin 0 %E ' lateral soil pressure equal to 60 H, where H is the distance from the ground surface at the top ■ of the wall to the base of the excavation. These values take into account the 13/4 H:1 V backslope above the wall, and are based on the requirement that hydrostatic pressure above the base of the cut is prevented by installation of recommended drainage measures. An equivalent fluid pressure of 23 pcf should be used for lateral soil loads acting on the embedded portion of the soldier piles. Passive resistance available on soldier piles extending below the level of excavation can be determined using an equivalent fluid density of 300 pounds per cubic foot applied to a width equal to 2.5 times the diameter of the soldier piles or the spacing between the piles, whichever • is less. This equivalent fluid density value includes a factor of safety of 1.5. We recommend that the soldier piles be embedded a minimum of 15 feet below the planned base of excavation for the reasons discussed in the section, "Slope Stability." The vertical capacity of the soldier piles to resist the downward component of anchor loads and other axial loads can be evaluated using an allowable end - bearing value of 12 kips per square foot applied .- •'• ' to the base area of the drilled hole into which the soldier pile is concreted. If additional downward resistance is required, an adhesion value of 800 pounds per square foot can be used. These values both include a factor of safety of about 2.5. The allowable capacities may be increased by one -third for short-term loads, such as seismic forces. t g 0 3 '"4 I. v �� y J I fr . K, .. GeoEngineers 13 � l File No. 3944-002-RO1/111094 The holes which are drilled for installation of the soldier piles will likely encounter seepage. Measures might be necessary to prevent sloughing, caving, or "running" of soil into the drilled hole. The contractor should be prepared to use casing or other techniques, as necessary, to stabilize the drilled holes. We estimate that settlements of soldier piles deigned and installed as recommended will be on the order of 1/2 inch or less. Settlements will occur rapidly as loads are applied. Timber lagging should be installed between the soldier piles as the excavation progresses downward to Limit spalling and loosening of soil in back of the wall and to provide a smooth surface against which to place drainage material. The permanent facing for the wall (such as cast -in- place, precast or sprayed concrete) can then be installed against the drainage material. We recommend that tieback anchors consist of augered and grouted anchors extending far • enough into the hillside so that all load- carrying capability is developed behind a "no -load" zone which represents the zone of yielding within the hillside to develop active pressures. This "no k • _ load" zone is defined as that area behind the wall for a distance of one - quarter the height of the wall measured horizontally at its base and then extending upward at an angle of 60 degrees from the horizontal until this line intersects the ground surface. We recommend that the tieback anchors be installed no flatter than 15 degrees below the horizontal so that the potential for failure along the horizontally oriented layers of silt can be minimized. Tieback anchors should be double - corrosion protected since they will support load on a permanent basis. They should be designed and installed in general accordance with the criteria — presented in the following documents: — 1. U.S. Department of Transportation, Federal Highway Administration, "Permanent Ground • Anchors," Report FHWA- DP- 68 -1R, 1984. 2. U.S. Department of Transportation, Federal Highway Administration, "Tiebacks," Report FHWA/RD- 82/047, 1982. 3. Post - Tensioning Institute, "Recommendations for Prestressed Rock and Soil Anchors," " 1980. �t� Tieback anchors may be sized using a frictional resistance between the grout encasing the L' anchors and the surrounding soil of 650 pounds per square foot. A 30 percent increase in adhesion value can be used when considering seismic loads. We recommend that spacing .. between tiebacks be at least 3.5 times the anchor hole diameter to minimize group interaction. • The friction value presented above includes a factor of safety of about 3 but should be confirnied by proof testing all anchors to 135 percent of design load. Selected anchors should be tested to 200 percent of design load to confirm design values. We suggest that at least six anchors be loaded to this higher level. Anchors that do not meet the test criteria should be rejected and replaced or modified by the contractor at no expense to the owner. After completing the performance and proof tests, the anchors should be locked off at 80 percent of the design load or at the load which results in 1 inch of movement of the top of the soldier pile into the slope, whichever is less. GeoEngineers 14 File No. 3944-002-R01/111094 ( We recommend that a member of our staff observe the installation of the soldier piles and • tieback anchors, as well as monitor, record and evaluate all performance and proof testing of the anchors. The lateral soil pressures presented in this report assume that drainage will be provided through or behind soldier pile walls such that hydrostatic water pressures do not build up against the walls. Several types of drainage systems can be considered for walls on which the permanent facing is installed directly against the soldier pile and lagging. For planning purposes, we anticipate that Alidrain, Miradrain, or an equal system might be used to provide drainage for permanent soldier pile walls. The drains must be hydraulically connected to an appropriate coIIection system at the base of the wall. • SLOPE STABILITY — The overall stability of the hillside following grading in 1960s was evaluated by Dames & Moore using strength parameters developed from laboratory testing of samples obtained from several borings drilled in the hillside, Based on these analyses, Dames & Moore concluded that the factor of safety for the slope inclined at 1 34 H:•1V is 1.25 under static conditions, with the factor of safety decreasing by 0.1 to 0.2 with a seismic force equivalent to 0.1g. The satisfactory . performance of this slope appears to confirm the assumptions and analyses accomplished by Dames & Moore. We evaluated the stability of the existing and modified hillside configuration using the computer program XSTABL 3eveloped by Sunil Sharma of Interactive Software Designs, Inc. — and based on the STABL program developed at Purdue University. This program has the capability of analyzing slope stability for a wide range of slope and failure surface geometries with multiple subsurface layers and ground water levels. The slope profile, soil conditions and F ground water level used in our analyses are shown in Figure 3 and also in graphs included along with computer printouts in Appendix B. ° The first step in the analyses was to back - calculate soil strength values which resulted in a factor of safety of about 1.25 for the existing slope under static conditions. When a horizontal , acceleration of 0.1 g is included, the factor of safety of the slope, using the back - calculated S°( Y '?e strength data, decreases to about 1.03. Based on these results and on strength tests accomplished CAF\ for the Dames & Moore study and our current study, we selected a friction angle of 37 degrees and a cohesion of 25 pounds per square foot for our analyses. The second stage in our analyses was to use these soil parameters to evaluate the effect of excavation at the toe of the hillside. Analyses were run for a retaining wall with and without embedment below the depth of cut. Factors of safety for a soldier pile embedment of 15 feet below the base of the cut are 1.8 for static conditions and about 1.2 for a horizontal acceleration coefficient of 0.2g. For a wall with little or no embedment (for example, a soil nail wall or a gravity wall), the factors of safety decrease to 1.26 and 0.95, respectively, for static and dynamic conditions. GeoEnginee.rs 15 File No. 3944.002- R01/111094 • • A buffer between the hillside and the west edge of the three- building complex will not be required because of the presence of the retaining wall which, if designed and constructed in accordance with our recommendations, will maintain the stability of the hillside. In addition, the wall will be designed with at least 2 feet of freeboard to provide protection against ravelling. • SURFACE DRAINAGE A drainage swale or ditch should be installed just above the retaining wall during and following construction to intercept and control any surface water flowing down the hillside. The swale or ditch should be sloped to drain toward both the north and south away from the center of the wall. A suitable drainage system should be installed in conjunction with the proposed buildings. This drainage system should be capable of collecting runoff from the buildings and surrounding — — pavement areas and directing it to an appropriate disposal system. — PAVEMENTS • • Pavement subgrade areas should be prepared as recommended under "Site Preparation and Earthwork." • We recommend that the design pavement section in automobile parking areas consist of 2 inches of Class B asphalt concrete, 4 inches of crushed rock base course, and an appropriate thickness of clean pit run sand and gravel. In truck and heavy traffic areas, the design pavement • section should consist of 3 inches of Class B asphalt concrete, 6 of crushed rock base • course, and an appropriate thickness of clean pit run sand and gravel. ATB (asphalt- treated base) can be substituted for the base course to provide a working surface and staging area for construction. Areas of ATB that experience severe cracking during construction should be repaired or replaced ana the entire surface releveled prior to placing the asphalt surfacing. The thiclaless of pit run required beneath new pavement will depend on the time of year • of construction, the presence of existing asphalt pavement, and the difference between finished and existing grades. We can provide more specific recommendations for pit run thickness once finished grades and construction schedules have been determined. • • • UNDERGROUND UTILITIES We expect that trenching for most of the underground utilities on the site will encounter existing fill or hard and dense native soils. Relatively shallow ground water levels might also be encountered, depending on the depth of the utility and the time of year for construction. If • utility trench excavations extend below the ground water level, we anticipate that trench boxes or other means of shoring will be necessary. Depending on the depth of trench, dewatering might also be necessary. •GeoEngineers 16 File No. 3944-002 - 801/111094 . h` F i t t t 1 f � v �.: .::kM1 r R: Cn txtn .. .5 ' ',. j . ' 1 . , } ... 4 . .. .... .. ... Ma. �` � ? „;. f ;+r y4.� vH:.w:f `:'!`: �i:'fr7:i! ..--7.,-4.14...1.1-A......: J, lti�9 f ► _� ►P- ;ti `I o ' �. - �_ O City o f T John W. Rants, Mayor ,.,•••. 0 ipa...• � Department of Community Development Steve Lancaster, Director 1908 _--- 875---oo May 12, 1997 Mr. Roy Bennion Park Place Partners 800 5th Ave., Suite 3700 Seattle, WA 98104 Re letrigkil'iag . Dear Roy: I have been noticing for several months that two of the specimen trees in the plaza area in front of the main building for Park Place have been missing (the tree in the planter on the left side, and the tree in the tree grate). It looks as though you may have had some trouble with the irrigation system at this location. As per design review approvals and the building permit, this landscaping needs to be replaced. From your point of view, leaving this area unfinished causes trash to collect in the planter, and a pedestrian could twist their ankle in the hole left for the tree at the tree grate. The City will not issue any permits for the site until this is rectified. This includes Tenant Improvements, Utility Permits, etc. The next step would be to cite you as the owner /manager of the project. Please give me a call if you have any questions. , Sincerely, , ---- biti4 ,1 1 Diana Painter, AICP cc Kelcie Peterson Jack Pace { VIIIIMIN 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431 =3670 • Faz (206) 4313665 . . , . . . • . . . . • , . „., . .... .. „ ..,......... _,. . . .. . _..,, ..., .....„_.,„......„...._ . . P 588 8 2 7 4 4 8 ( ; Postal Service Receipt for Certified Mali No Insurance Coverage Provided. Do A n use for International Mall (See reverse) Se n4 &ILIUM-) Street 5 -E., A Post MtitelL Coto 1 c i et Oc?* Postage $ Certified Fee ) . ( 0 Special Delivery Fee Restricted Delivery Fee in S Retum Receipt Showing to ( , ( CD Whom & Date Delivered . 2 Retum Receipt Showing to Whom, 1 e, & Addressee's Address • a• I ToTAL Postage & Fees . $ , 0 • ca 41 Po Date • . g .1(.1.0( Vact".1 rt tr2: 4 1 D 1 . . . . . . . . . . . . . . . ...... / Stick postage stamps to article to cover First-Class postage, certified mall fee, and herpes for any selected optional services (See front). . 1, II you want This receipt postmarked, stick the gummed stub to the right of the return address leaving the receipt attached, and present the article at a post office service m window or hand ft to your rural cancer (no extra charge). m 2. If you do not want this receipt postmarked, stick the gummed stub to the right of the m return address of the article, date, detach, and retain the receipt, and mall the article. Cc 3, If you want a relum receipt, write the certified mall number and your name and address Fo on a return receipt card, Form 3011, and attach k to the front of the article by means of the " gummed ends 0 space permits. Otherwise, affix to back of article. Endorse front of ankle 2 RETURN RECEIPT REQUESTED adjacent to the number. 4. If you want delivery restricted to the addressee, or to an authorized agent of the g ' addressee, endorse RESTRICTED DELIVERY on the front of the article, M 5. Enter fees for the services requested in the appropriate spaces on the front of this receipt. 0 return reset t Is requested, check the applicable blocks in item 1 of Form 3811. .9 }, 8. Save this recd present it 0 you make an Inquiry, a r' 4 . . .: ', '., .{'"' ... ...•,: .. ,.:n... R ... ... ... ...,n ,. ......, •^.. .. .x. nr .a.,M .. , y , -., ... .,..,«»...». �...,.............._........... ...._..... nK..r...an.+.....+• +rw•wna RUx..ar... -, �na.exrzrn w . 1 t v D ry s ' C o P o � ' City of l ukw l a John W. Rants, Mayor `•. on/ _, Department of Community Development Steve Lancaster, Director 1 1 1908 _ y March' 1, 1997 Roy I Bennion 800 Fifth Avenue Seattle, WA 98104 RE: Permit B95 -0077 Park Place Dear Mr. Bennion: On December 18, 1995 you were notified your permit would expire January 20, 1996. As of July 1995 no inspections have been made. Since there has been no progress since the notice of expiration mailed to you in December 1995 your permit is null and void. Due to the expiration of your permit as of March 1, 1997 this permit is now closed without the benefit of a final inspection. Any further work on the project will require a new permit application submittal and additional fees. Any new submittal will require compliance with the current edition of the Uniform Building Code. If your project has been completed please contact the permit center for proper closure procedures. A final inspection and approval is required. If you have any questions or need further assistance please contact Kelcie Peterson at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, 9-1 Kelcie Peterson Permit Coordinator scnt certified mall #P 588 827 448 • 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431 3670 • Fax (206) 431 -3665 rir OTTO ISO NAU & ASSOC ATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 p ��� ^ ' (206) 725.4600 • Tacoma 6274477 • Fax (206) 723.2221 AUDip V,S UqL EXAM ( f1 / 21. February 1.996 ,EE %VED City of Tukwila Building Division 6200 Southcenter Blvd. FEB 27 1996 Tukwila, Washington 98188 Project: Park Place DEV OPMENT 1.7501. Southcenter Parkway Permit Number: CB95- 0077 /B95- 01 011.0 Ladies /Gentlemen: We herewith certify that we have completed the following types of inspection and testing on this project. To the best of our knowledge, all work inspected is according to approved plans and specifications. 1. Reinforcing steel including epoxied dowels, tendon placement for tiebacks 2. Reinforced concrete including tiebacks, soldier piles, & shotcrete 3. Panel welds 4. Steel decking 5. Structural steel welds 6. Grout under panels Copies of all reports have been submitted to your office or are enclosed. Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Susan Rosenau -Moser Enclosures cc: Roy Bennion Jack R. Bennett Turner & Associates Shutter Consulting Engineers W.G. Clark DBM Contractors GeoEngineers Inc. Mike Gerkin, Petsmart OTTO RONAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION & TESTING ; 6747 M. L. King Way South • Seattle, WA 98118 tiaN JRAL •�� Auolo V I SUAL (206) 7254600 • Tacoma 6274477 • Fax (206) 723.2221 EXAM /N 4_ ION 15 February 1996 . City of Tukwila Building Division 6200 Southcenter Blvd. Tukwila, Washington 98188 Project: Park Place 17501. Southcenter Parkway Permit Number:/ B95- 0077 /B95- .O111./B95 -011.0 Ladies /Gentlemen: We herewith certify that we have completed the following types of inspection and testing on this project, except as noted below. To the best of our knowledge, all work inspected is according to approved plans and specifications. l.. Reinforcing steel including epoxied dowels, tendon placement for tiebacks 2. Reinforced concrete including tiebacks, soldier piles, & shoterete 3. Panel welds 4. Steel • decking 5. Structural steel welds 6. Grout under panels PLEASE NOTE: This final report covers inspection and testing for retaining wall, storm sewers, and buildings, but not the dumpster enclosure. We do not have all the concrete test results for the dumpster enclosure, but they will be sent to you as they occur. Copies of all reports have been submitted to your office or are enclosed. Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Susan Rosenau -Moser Enclosure cc: Roy Bennion RECEIVED Jack R. Bennett Turner & Associates Shutter Consulting Engineers F 19 W. G • Clark cQMMUNIT1f DBM Contractors GeoEngineers Inc. DEVELOPMENT Mike Gerkin, Petsmart .; .. .. ^• .f. .' .e, a.e. •.a ...:I::i I.T .n. sv A.f.f A:w:: s.f .t V /i tnh r., .. rv„... ..w.. «.eY .rM..N.ht.�il Y'RiLWSH'� ... a rt -Y'.. ...,....... ..... _ .. .. ... _. .. ...«- T { „ .,_„,,; „ FILC COPY � �llrk : ti ,�; —�� il f 1 % City of l ukW ila John W. Rants, Mayor ' a...' i Department of Community Development Steve Lancaster, Director '„ 8 r 90 Dec 18, 1995 • ROY I. BENNION 800 FIFTH AVENUE . SEATTLE, WA 98104 RE: PARK PLACE Dear Permit Holder: Our records indicate that on Jan 20, 1996, one hundred and eighty days will have passed with no inspections having been called for under Tukwila Building Permit Number B95-0077. Unless you call for an inspection, or obtain a written extension from the Tukwila Building Official prior to that date, your above referenced permit will become null and void on Jan 20, 1996. If your project has been completed please call for final. If you are actively working on it please notify our office. If you have any questions or need further information to obtain an extension on your permit, please call the Tukwila Building Divison at 431 -3670. Sincerely, - c-c_e.. o l . '7'ate-coCA7 Kelcie J. Peterson Permit Coordinator Department of Community Development 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206J 4313670 • Fax (206) 4313665 . • 8q5•00 , C1C)77 CITY OF TUKWILA 6200 Southcenter Boulevard, Tukwila, Washington 98188 (206) 433 -1800 MEMORANDUM RFCEIVED TO: ,9 6US TD-lkiter vaa-?>144' 61/4/ JUL 1 8 1995 / V FROM: C/041U04-- COlv■Iviurvi I Y DEVELOPMENT DATE: 7//e/qc SUBJECT: . a.,-b,„/ ?fa(v., / /4101 / Pa: ciL1 -a2o Eli Ctgve IS 00( df- 5110)110K. X. 150 v't Me/04-o cLai-ex -R-5s r Qopry er, diviA) pp /rev i5Ok S -b9 +kr., k4o L.)QJ I e il e,-)14,41 vi k ot4 Sr) ft. 01 Solo) . er ?f E? 2 . d 4..r A C et, i s' ilropes U /n1 m 0 daf , 7 q- 4 z.e (,) tot) bed 5 P s. t2 21 AteLci Pie cl, {7., e-„( ore, of 3 (H 1 ("v -4D/ a. 206? h e,A "0 f.:1 ;81e i (; :tt. ( 02: deci /ace! trQ4 1(v) , ,.:.; • . • • . ;;• ,• • • . • • . • • . ..• • .;•' • • • • . • ;;! ; 01/18/95 08:01 FAX 206 6 - 61 -7 - ..v SI3ANNON • & V1II.SOIti" - .�_.,.. ..,.., ..,n.,..ra >• >;. .� '. 001 ( ,... �. Job No. V4 Gta" - I 111111111 I • MINI 035.007? SHANNON dr WILSON, INC. Geotechnical Consultants 400 N. 34th St., Suite 100 • P.O. Box C -30313 • Seattle, WA 98103 • Tel: (206) 632 -8020 Fax: (206) 547.0386 MEMORANDUM Day .._.. - __ - -- Date - ►4 -9 ___.. I ' ❑ Field Report Th an.. . Ca-MIte�rr — 131 S ❑ ............._.._ ___. .....�_.r..._.. - - -•- '' Spa»vae, - 1131- 3&Ca- Project: 'a .S.... Q T3o5. k r. -Lrets - - 3‘151S136— `mss pr riv4 res 1 Giza. a ". � 1...4.14., a 7- J4. 1, Pd h4C Rrn rlr, R.r► �"'�.... �-i L w., C 1, a.. s e ✓r ^►'u. I�ea.. ees� 1�` l o�-�S ' \ c � f �' r G.h-I I • euiar.41 SP' » - Z1 •,L Co..•4/ (A30 110-S..cc4 a 1Reu,bs..d u re s t`e'^ QC) PcP rgS -1e t C Loe.l1Q., l •p.. 3 : I sr.. $ ?S Vr cis : y CJI n fi` " - -e I 7 , � F rat: n s C � a... M y! hm. u Oa.. SP i1 e .,+t..o � S Q t y , W i (5,411.,, d 1�ialiS r�ctiG. �rbu� c� e,d `1+��.T - f . b as IC Shpt •w , 454.40 L e- Sibi. 44.0.... �.. � 4 • s. RECE VED REc eivElp rJl7L 1 1995 JUL 1 8 1995 TuICWP -A s Cu ELQI M EN T . PUBLIC iAI�RK., DEW eno : Gt.:, GY1, a. n,... o 7 • 18- •4t' F- 1.79- WCR /CK By...... -.._?1 07/18/95 08:01 FAX 206 633 6777 SHANNON & WILSON Lj 002 0711 - 14140 1905 FROM: 206 861 6050 TO: 206 633 6777 PAGE: 2 07/17/95 1d:21 FAX 206 6050 GEOENGINEERS 0002 *Engineers MEMORANDUM Rud TO: Roy Berrniona Paul GroneekfDBM cc: Bob FROM Bed DATE Inly 14, 1995 1 3544-004-R01 STOURCT: Revised Retaining Wall Recommendations, Pads Place Project, Tukwila, WA This memenenchtm snmmsrlee6 oar recommendations ns far design paid construction of the portion of the rataiming wall. south of aoldier pile 22 at the Park Place project site. These recom aeudstions were discussed with you curlier today at the she. This portion of than wall attends patchily across she mouth of a largo west east treading ravine which flacks the south aide of the prominent Midge located in the west portion of tier alts. The ravine bottom has gentle topography compared with the adjacera ridge. Soils cu outdated in soldier piles drilled to data south of pile 22 include silty and and gravel with sumo cobbles up to 24 bare e in diameter. Ground water inflows at depths ranging from 2.5 to 15 feet below the construction bench level and caving have bean eaperieoasd in each of these holes. As DBM pointed Out in a letter data Inky 13, 1993, those oonditlona will requite some modifications in the design and construction of this portion of the wall. Our revised recommendations for the madlfltetlons include the following; 1. Elimirtara the tiebacks pled for soldier piles 14 through 21, since tieback installation will be mono difficult and time mug in the soils. Also, the tiebaeica might not be capable of bolding the design load during stressing, probably requiring that additional anchors be installed. 2. Install additional soldier piles between the originally plaanal piles (same of which have already been completed) from soldier pile 22 to spinier pile 14 and design this portion of the wall w act es s cantilever, similar to the wail segment from pile 13 to pile 1. The design of these additional An actin in combination with the original piles can be based on an active equivalent fluid pressure of 45 per (pounds par cubic foot) for she grauuulsr soils wed, assuming a barkslope of 3H:1V dal to vertical) and adequate drainage behind the wall to prevent the buildup of hydrostatic pressures. Cabo previous lever wall pressure that we ceded in our November 10, 1994 report assumed a backstage of 1.751:1V). The same passive pressure valve recommended previously for the embedded portion of the soldier piles Is still applicable. 07/18/95 08:02 'FAX 206633 6i i i SHAIr'h0 & 07:/1' .14 :a1 1885 FROM: 208 861 6050 TO: 206 833 8777 PAGE: 3 07/17/95 14:22 PAX 206 ' 6050 GEOENGINEERS Q003 11dfiMORANDI M to; Roy Besainn. Paul GroaedrIUBM July 14, 1995 Page 2 • 3. Install vaedeal, perforated drain pipes in the tin between die o 4 jInal and supplemental soldier per, and tie these pipes into the vnlloctur pipe planned to emend along do bass of the wall. Based on a pile dian atse of 30 inches, the pp Between each of the piles would bo roughly 15 inches. We recommend that a 6-inch diameter, perforated PVC pipe wrapped in 11014woven filter fabric extending from the finished grade behind the wall down to a junction with the collector pipe be installer The vertical pipes should be psotaeted with plastic or other means to prevent entry of ahotcrete into the pipe pins. 'These vatic* pipet should be apable of being cleaned out in the fumro. The collector pipe which slopes to the south from pie 19 should be Increased to 12 incites in theater. as significant year-round haws cif groundwater are respected • from the retained soils. 4. install 'timpma y' facing between addles piles 14 and 1 consisting of drilled holes filled with lean ink concrete. These lam mix soldier piles need only amend a few foes blow the planned finished grade in front of the tall, and will act to support the sot fun until du permanent shotcrem Ding is applied. Wu trust that thin information will be sufficient for proceeding with revised wall design and construction. We understand that the remaining oviglnai sokUar plies will be completed esdy in the week of July 17. The infermation gaud from drilling these piles will allow us to Sine the design and o nstrucdon procedures for the supplcaneotai soldier piles and the lean mix piles, tf appropriate. Urn have any questions abort the information presented herein, please contact as. • • - l7 ,ilb /b 15. 1.' SLU ( ('IH f' K 1 HLb ` Li-its . .. !Jrl1. . 5q5- . ,„. , ' -r- . I v r ` . i Wastitnaton State Transportation Me randurn 1/1 Dep®rtmeht of ' . RECEIVED ! JUL 18 995 Date: July 2 fl, E 9�� TUKWIL From: T. Mi, Allen/R.. E. Kimmerling PUBLIC W RKS OSC tvIaterials Laboratory, 47365 • Qeoteclinical Services Branch • Phone: 360-A6-7659 subject: P : kway Place Retainin • Wall • (FA) 360 - 586 - 4611) . 1 Re- design South ofl Pile 22 . ' To: R. I. Bennion • P- 3markway, L.L.C. r 800 1iiih Avenue, Suite 3700 Seattle, WA 98104 . • 1 • We b reviewed the re- design of e segment of . e subjQct wall south o • soldier ; pile 22 as submitted by GeoBngine s dated July 1 • , 1995. ■ The proposed reconfiguration of the wall appears :appropriate so 1, ng as the final backslope geometry is consistent with the desi i n assumption • f3H:1V maximum. If you have questions or require • er informatioi pleasccontact Robert Kinuiierling at 360-586-7659. TMA. :rek , 4c: R on Cameron, City of Tukwila 1 • B ert Pschunder, Geol:ngineers 1 • Root/ Cr9o'iea /L? rom i C0IDop% O 7 wee - iiiM22117MINIMI 1 • 1 Phone 0 Phone wl $ o ? s' Fox* ad6_ . r 3 . ,� 4 Fax , 0 -.. 4; .. � i0 f7 I ( I'Ir� i 30 ' 95 62: 33P1'1 TUKWILA DCD /F'bi ' P. 1 •r • ,.- CITY OF TUKWILA RECEIVED 6300 SOUTHCENTER BOULEVARD CITY OF TUKWILA TUKWILA, WA 98188 MAY 3 1 1995 PERMIT CENTER * R EV I S t N SUB c .,''-ITT ,4% * • DATE $ —k ?C%' PROJECT NAME AiC _ -- • / - ADDRESS t'+ • ;� / CONTACT PERSON ,_ ��, i3.?fre PHONE S ,7ie'-45/4. ARCHITECT OR ENGINEER G • PLAN CHECK/PERMIT NUMBER 0_21 re 7 TYPE OF REVISION: • ...or /A! A ",.► .._. / • SHEET NUMBER(S) .5 t4 f t*aer:4 /r r !Cloud" or or highlight all are� evisions and date revisions. SUB1vIITTED TO: , /3-: • ., .. . '..1�3 Y .. SS ., ..-,.,,.......,. ..._.....r............»«,., �v r...�. .r •.a...,, rrn a.....n.. ...rv.... .. ....... ... .. .... ._.,.._ ....... _.... ..........,,....,....___.. ._...,........yr+•.w.xn_+.nr. x. •ws.n.ltl� 08/28/96 11:23 FAX 208 882 1040 S M S Q001 C • M. SANDORFFY & CO. 800 FIFTH AVENUE • SUITE 3700 • SEATTLE, WASHINGTON 98104 -3122 • (208) 682.6868 • (FAX) 682 -1040 Facsimile Cover Sheet To: e. go. ,Q Company: 4sti l c) Phone: Fax: 3k 366 . Front: e,- ' 4 ' er, Company: p_ pace ' -a�/ ieKli Phone: , • • • Fax: RE: Pages: 2 . DATE: 646)/96' The information contained in Oda mange is hdendod only for the addresses or adds ese's authorised aged. The message may contain information that is privileged, con idadiai or otherwise exempt from disc1osaro. if the reader of this masa. is not des ioteaidcd recipient cc recipient's authorized as than you are notified that atty dissen Gabon, distribution or copying of this message is prohibited. If you base received this message to error, please nottft, the sender by telephone and return the original and any copies octhe message by mail to the sander at the address stated above Comments: RECEIVED JUi4 2 6 1995 COM(Vi i `( DEVELOPM • • 06/26/96 11:23 FAX 206 682 1040 S M S C�J 002 P- 3/Parkway, L.L.C. 800 Fifth Avenue Suite 3700 Seattle, Washington 98104 206/624 -1444 27 June 1995 Mr. Ken Nelson VIA FAX (431 -3665) City of Tukwila 6300 Southcenter Blvd., #100 Tukwila, Washington 98188 RE: Park Place Retail Center/Wall Construction Permit Dear Mr, Nelson: This letter will serve to confirm that P- 3/Parkway will not authorize the application of shotcrete to the retaining wall structure until a certified testing inspector has been retained for this project. We will attempt to retain one contractor for all testing of concrete walls and foundations and the shotcrete retaining wall surface. Proposals will be solicited this week from qualified and certified testing/inspection firms. Please call if you have any questions in this matter. Sincerely, P- 3/PARKWAY 1LDC 4 t , A1 /de. Roy Bennion Manager • oF RETAKE PREVIOUS • DOCUMENT • • • ....• ..,.... • 06/26/95 11:23 FAX 206 682 1040 S M S j 001 M. SANDORFFY & CO. ' 800 FIFTH AVENUE • SUITE 3700 • SEATTLE, WASHINGTON 98104 -3122 • (208) 882.6888 • (FAX) 882 -1040 Facsimile Cover Sheet ' To: , h, Company: '1 ? � Phone: __.. Fax: From: 6,; ' b ' Company pace. ale/ 44 Phone: Fax: - RE: Pages: DATE: 6(2(0195 The intbrmaton ordained in this message is intended ally for the addressee or adamant's authorized spot. 7bs message may ooatain ihfarmtion that is privileged, confidential or otherwise eetempt from disolaure. If the reader of Ibis message is not the intended recipient or recipient's authorized spat, than you are notified that soy dissemination, distribution or copying of this marsgs is prohibited. If you have reeoived this message in error, phase notify the sander by telephone and return the original and any copies of to message by mail to the sender at the addr•as Mated above. Comments: RECEIVED JUN 2 6 1995 C OIVitVIUNi h Y DEVELOPMENT • _. .... ,..... ... .. .._..,._.... _.... ....... u..<_........... . ..............,............, -.. .,. ..,.._..,... ...._ .. __..._,..._...........n,. r.. e�awr .:mrm'4n.- ra^+:aor.:�•w,5f; 06/28/05 11:23 FAX 208 882 1040 S M S a002 P- 3/Parkway, L.L.C. 800 Fifth Avenue Suite 3700 Seattle, Washington 98104 206/624 -1444 27 June 1995 Mr. Ken Nelson VIA FAX (431 -3665) City of Tukwila 6300 Southcenter Blvd., #100 Tukwila, Washington 98188 RE: Park Place Retail Center/Wall Construction Permit Dear Mr. Nelson: This letter will serve to confirm that P- 3/Parkway will not authorize the application of shotcrete to the retaining wall structure until a certified testing inspector has been retained for this project. We will attempt to retain one contractor for all testing of concrete walls and foundations and the shotcrete retaining wall surface. Proposals will be solicited this week from qualified and certified testing/inspection firms. Please call if you have any questions in this matter. Sincerely, P-3/PARKWAY LLC /ZIA/ 4)) Roy Bennion Manager . C it ,, , will. . : . IT • • Donald B. Murphy Contractors, Inc. and Cooney - McHugh Division 1220 South 366th • Post Office Box 6139 • Federal Way, WA 98083.8139 CM Tacoma (206) 927.8610 Seattle (206) 838 -1402 • Fax (206) 874.6574 TELEFAX COVER LETTER DATE: CD 12.Ip 1 "- • TO: FAX t Oec\r\ V■1 FAX # (& (*) to g.)-- _ 1040' PLEASE DELIVER THE FOLLOWING PAGE(S) TO: NAME: t • FROM: 5A. Q• 10 O I P WE ARE TRANSMITTING A TOTAL OF .9., , PAGE(S), INCLUDING THE COVER LETTER. IF YOU DO NOT RECEIVE ALL Pimps• PLEASE PHONE (206) 927 -8510 - TACOMA OR • (206) 838 -1402 - SEATTLE AI '°' ;;•. • • . .. • , ; FAX NO. (206) 874 - 6574. I kF519t,ERED jog pli9 O:dr lAW pt; • ', • �C.I;Z.�.ti;., „a 'il i l r,' • A ;.+,k..t ,i. I.: ” �^ I MESSAGE: sue- 4'• .,. ;:< tea. ,. ,�'!,: , ':;' . '•F : • L DO I 4. t i ! �� '. GISTii T (0 fJ OE •;. 1,:' ,'{1APIRAi1QM'OAif•'.` • l "q I „:,..!',...:94......,.;.:,:, • ;S ; ?h;. I :.I i, .6f.F ' . ':k.h!F!'�F *i : ! .. #'44' d . 0 . 7 ). ` " : d'idi:•I0'• .' , o J .,� •, • l,' • ,,, i : ? • • :;, `j i, , ' ., II' • I'G , . : �•, r ;• ,.. ''W'A' •98 Q "b.36�•1O 6 j 910NATURI _ I ISSUED 8Y DEPARTMENT OF LABOR AND INDUSTRIES SENDER'S NAME: li---773E---- , , 06M MISSION STATEMENT i As an accountable construction company, working with our project partners in a team environment, it is the mission of DOM Contractors to lead our industry in service, innovation, safety and quality of workmanship, and to enhance profits with and for the project partners, while always maintaining our integrity. Our employees will be provided with opportunities to improve their quality of life for now and into the future. - . ".'r.. 0■ GENERAL, HEAVY AND DRILLING CONSTRUCTION • STEEL, HEAVY PIGGING CONTRACTOR l`� fir- DO•NA•L•'331 RO Id Wd2S:EH £66T 9E 'unf PLS9 OL8 : '0N 9NOHd WHQ : WO8.4 • Geo ' t: � .. Engineers MEMORANDUM Redmond TO: .\/Ron Cameron, Joanna Spencer /City of Tukwila • FROM: Bert Pschunder ET, Paul Groneck/DBM RECEIVED cc: Ro Hermon JUN 1 3 1995 • DATE: June 13, 1995 PUBLIWORKS FILE: 3944- 003 -R01 SUBJECT: Grading Operations for Tieback Verification Tests, Park place Project, Tukwila This memorandum summarizes the grading operations that are planned for accessing and accomplishing three tieback verification tests for the subject project. The three test locations will be accessed from the utility easement on the south side of the site, then along the existing bench near the base of the hillside. The bench was cleared and minor regrading was done in association with the boring and test pit exploration program completed as part of GeoEngineers' design phase study, sutnmar zed in a report dated November 10, 1994. The ground surface along the bench ranges between Elevation 50 and 54 feet. At this time, DBM plans to conduct the verification tests within segments of the retaining wall where a significant number of production anchors will have design loads of about 150 kips or higher. These segments include: 1) segment between soldier piles .30 and 42, 2) segment between soldier piles 51 to 55, and 3) segment between soldier piles 59 to 61. (Soldier pile locations are shown on Drawings•SS2,to SS5, Partial Shoring Plan and Elevation, prepared by CT Engineering and dated May 30, 1995). Each of these wall segments are located uphill of the existing bench, thus, the bench will eventually need to be widened in the uphill direction and later cut down to final grade during wall construction. installation of the three verification test anchors will involve widening the bench from the present width of about 10 feet to a width of 15 feet. This widening will extend from the south end of the bench • to about soldier pile 62 and will allow access of construction equipment needed to install the test anchors. At the three test locations, a near- vertical cut measuring roughly 20 fact long (parallel to the bench) by 10 feet high will be made into the hillside to •create a flat surface against which a reaction mat will be placed to allow transfer of anchor test loads onto the soil face. The area so disturbed for preparing the test anchor locations will be entirely within the area that will eventually be disturbed and excavated for wall construction. • • 0 6/1 2/95 13: 0 5 FAX 206 6 8 2 1040 S M S al 002 .4. REC vEr) JUN I 2 1995 M. SANDORFFY & CO. ..• CUivityluix,, Y DEVELOPMENT 800 FIFTH AVENUE • SUITE 3700 • SEATTLE, WASHINGTON 981043122 • (206) 682•6868 • (FAX) 682-1040 Facsimile Cover Sheet AMM To: / k/ Z- Company: Phone: Fax: • From: / /4 IAA. • Company: Phone: Fax: RE: Pages: DATE: Ce The information contained in this message is intended only for the addresses or addressee's authorized agent. The message may contain inforntation that is privileged, confidectial or othenvise exempt front disoloeure. lithe reader of Ws message is not the intentkd recipion or recipient's authorized ape, that you aro notified that any diseembutdon, distribution or copying of this message is prohibited. If you have received this meow in wet, please notify the seeder by telephone and return the original and any copies of the message by mail to the sender at the address stated above. Comments: • ?hit. : / (&7%/ Q 710 e?..//e/ 4, re vae ((9 iAl pfaNyvi, cif / roa;oci(e: • 06/12/95 13:05 FAX 206 682 1040 S M S a o01 w. 06. 12150 2SDOT MATERIALS L.r;\ Bei I : • i • I • Ift11171gtOE1 list! •, e' p�sp+rrtnont of Transportation ! Memorandur I Date: Jtine 7, ( 1i?9 ► From T. M. Allen/R. C, Kimmcrllna t iSC Materials Laboratory. 47365 t feotechn1ca1 Services Branch 1 • j • Phone: 36t) -SS6 -7659 nucjec : P. kwey Place Retaining Wall (1AX 360506 -4611) 1' , • 1l1az Review Coninienth • ' { I•o: R. 1. Bctulion I # P= 3/P+iukway, L.L.C. 800 Fifth Avenue, Suite 3709 t Strattic, WA 90104 i i �ry( �• d • tit( • We have reviewed the final plans and specifiea p ea of a thlect tieback retaining wall. We have no iixrther comments or cone sire ., - ti ing he submitted materials, . I i If you have questions or require Anther inform lose please contact Robert • Kimnmrling at 360 - 566.7659. ; • j i TMA:xek KKK ' 1 me+rw 1"1/1"" Atli r h , '4% ramp `a , ' , 2i e : a , 06/08/95 13:15 FAX 206 633 6777 SHANN613 & WII.SCN lQ 001 • =111 SHANNON FiWILSON, INC. SEATTLE EVGRETT KENNEWICK GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS FAIRBANKS ANCHORAGE SAINT LOUIS FAX TO: '.01\ is oalna.s /tees /Diana. P ;nief COMPANY: Ci o Tot “. i I LOCATION: Za FAXNO.: y3) -3 Ls RESPONSE REQUIRED? YES E3 NO E TOTAL PAGES .3 (including cover): FROM: DATE SENT: PROJECT NO: UJ 6 Q / TIME SENT: (C MESSAGE: ork f gbatin i /Di aria. k.SCrxce, 4 Hal 3o + 6 so • • The original of this fax J$will 0 will not be mailed. NOTICE: The attached information is proprietary in its entirety; any reproduction or use of said information by anyone other than its intended recipient is prohibited. If you have received this facsimile in error, please notify Shannon & Wilson immediately. .a UU NORTH 34TH STREET -SUITE 100 P.O. BOX 300303 SEATTLE. WASHINGTON 98103 206.632.8020 FAX 206.633.6777 06/08/95 13: 15 FAX 206 633 8777 ........... SHANNON _& . yy'11.501,4 .. memv =11111 SHANNON &WILSON, INC. SEATTLE GEOTECHNICAL AND ENVIRONMCNTAL CONSULTANTS ANCHORAGE SAINT I QUIS BOSTON June 8, 1995 City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Attn: Mn Ron Cameron, RE. RE: REVIEW OF LE'RS, PLANS, AND SPECIFICATIONS, PARKWAY PLACE RETAINING WALL, 17501 SOUTJICENTER PARKWAY, TUKWILA, WASHINGTON At your request we are submitting this letter with our review comments on documents that we recently received regarding the design of the permanent retaining wall for the Parkway Place Development. The documents we reviewed include: ► A GeoEngineers memorandum to Donald B.. Murphy Contractors (DBM) dated May 25, 1995. ► A DBM letter to the City of Tukwila dated May 30, 1995. ► A DBM letter to Mr. Roy Bennion dated May 30, 1995. ► Revised specifications dated May 30, 1995. ► Revised plan sheets S1 and S6 dated May 30, 1995. In general, these documents provide satisfactory responses to concerns that were discussed in previous correspondence. Specific review comments are given in the following paragraphs. We concur with the recommendations given in the GeoEngineers memorandum dated May 25, 1995, and with the DBM letters to the City of ZUkwila and Mac Roy Bennion dated May 30, 1995. 400 NORTH 34TH STREET • SUITE 100 W- 6871 -01 P.O. 8OX 300303 SEATTLE. WASHINGTON 98103 206.032.8020 FAX 200.633.6777 TOD: 1.800.633.6388 :{> 06io09s i3:is . 206 633 6777 .,..,.,...... ,.,...M.,.. ° nIvuN suN :......,.__.._._..� .....at.N . ...�. .,,.,,,,.,.� City of Tukwila SHANNON iWILSON, INC. Attn: Mr. Ron Cameron June 8, 1995 Page 2 The revised specifications dated May 30, 1995, are, in our opinion, acceptable with the following provisions. We would like to reiterate our recommendation (given in our June 2, 1995, letter) about obtaining performance testing data points during unloading cycles. We also suggest that the Geo Engineers letter of May 25, 1995, referenced in Section 3.1a be listed in Section lc of the specifications. . In regards to the revised plan sheets Si and S6 dated May 30, 1995, it is our opinion that these plans are acceptable. We continue to recommend (as stated in our June 2, 1995, letter) that, for agreement between the plans and specifications, the "grout or" be deleted from the sentence "Corrosion protection of the anchor head shall be provided by a steel cap filled with grout or corrosion inhibiting grease." If you have any questions regarding these review comments or if you would like us to review the final project specifications, please call. Sincerely, SOANNON & WILSON, INC. • • �.8 , ' • r. • " • .. /ONALV ' . EXPIRES 6/15/ q ∎j . • S , Carole L.B. Mitchell, P.E. Engineer CLBM: WPG /clbm W6871 -01.rX5/W68714k:d/ kd .1 W- 6871 -01 ..t 1 1 . . ... ^. ...ate.. , ,.r r r t .r .r.. a.....r✓rry »rrnM rwr F .. .. .. :. «.5.;: .:: ?:.:. *:t.: ., .... .K':7.... .. ... .,nY•.xt. ......... ...w.....,_...................r .,.+..,n,p.. .^r.a^S+. ^•,CYer. .w'rvir'i+,Y,rt't r+ ....C +: • ��� (►� .111% City of Tukwila John W. Rants, Mayor a �''•: PASI. % Department of Community Development Steve Lancaster, Dtrector. .... June 6, 1995 Mr. Roy Bennion Park Place Associates 800 Fifth Avenue Suite 3700 Seattle, Washington 98104 Dear Roy: This is to remind you that we need a letter from WSDOT confirming that they have no issues with the design of the retaining wall on the Parkway Place project before we can issue the building permit for the wall and land altering permit for grading the hillside. Please note that WSDOT must have the current copy of plans and specifications that have preliminary approval by Tukwila's Department of Public Works, along with associated geotechnical materials, in order to make this determination. If you have any questions, please contact Ron Cameron or Joanna Spencer at 433 -0179. Sincerely, Diana Painter Associate Planner cc Ron Cameron Joanna Spencer Duane Griffin Jack Pace 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 r bv, { ; '11111 SHANNON iWILSON, INC. SEATTLE FAIRANKS NEW GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS ANCHORAGE SAINT LOUIS BOSTON June 2, 1995 RECEIVED JUN -.51995 City of Tukwila Department of Public Works PUBLIC WORKS 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Attn: Mr. Ron Cameron, P.E. RE: REVIEW OF LETTERS, PLANS, AND SPECIFICATIONS, PARKWAY PLACE RETAINING WALL, 17501 SOUTHCENTER PARKWAY, TUKWILA, WASHINGTON At your request we are submitting this letter with our review comments on documents that we recently received regarding the design of the permanent retaining wall for the Parkway Place Development. The documents we reviewed include: ► A letter from GeoEngineers dated May 24, 1995. ► The May 22, 1995, revised contract plans and specifications prepared by DBM. In general, these documents provide satisfactory responses to concerns that were discussed in previous Shannon & Wilson correspondence. Specific review comments are given in the following paragraphs. The GeoEngineers letter to the City of Tukwila dated May 24, 1995, adequately addresses and clarifies geotechnical issues discussed in the May 4, 1995, Shannon & Wilson, Inc. review letter. As mentioned above, many of the items in the DBM letter (dated May 22, 1995), the revised specifications (dated May 17, 1995), and the revised structural retaining wall plans (dated May 19, 1995) provide a satisfactory response to issues and concerns mentioned in previous correspondence. However, in our opinion, the Tieback Anchor Performance Test Schedule should include data points during unloading. These 'unloading readings would not require a hold time and, at lower loads, would mimic the loading sequence (for example, 400 NORTH 34TH STREET ' SUITE 100 W- 6871-01 P,O. BOX 300303 SEATTLE, WASHINGTON 98103 206.632.8020 FAX 206.633.6777 TDD: 1.800833.6388 ( - City of Tukwila SHANNON F&WILSON, INC. Attn: Mr. Ron Cameron June 2, 1995 Page 2 readings would be taken at AL, 25 percent, 50 percent, 75 percent, 50 percent, 25 percent, and AL). At higher loads, such as 150 percent or higher, the unloading readings could be taken at 50 percent increments (for example, readings could be taken at AL, 25 percent, 50 percent, 75 percent, 100 percent, 125 percent, 150 percent, 100 percent, 50 percent, and AL) . We have two comments on Sheet S1 of the structural retaining wall plans. First, for agreement with the revised specifications, we recommend that "grout or" be deleted from the sentence "Corrosion protection of the anchor head shall be provided by a steel cap filled with grout or corrosion inhibiting grease." Second, the drainage fabric width under the Wall Drainage heading should be added. The width was left blank on the May 19, 1995 revised plans. If you have any questions regarding these review comments or if you would like us to review the final project specifications, please call. Sincerely, SHANNON & WILSON, INC. o A, OA . ..q:4_ _�, 6 44,-. A . 1 � , ,1 „ X 1..3' 4 0 ,c•.• csrti ' �., ; `. 6-2 q 5 i � ONAL ' , G , ' I EXPIRES 6/15/475 /15/q , Carole L.B. Mitchell, P.E. -' - - -- .Engineer - ' CLBM:WPG /clbm W6871 -01.LT4/W6871- 1kd /Ikd • W- 6871 -01 < ECFJVED Geo � �,iEng i neers MAY 2 5 1995 TUKWILA PUBLIC WORKS 'May" 24, 1995 "' Consulting Enginieers and Geoscientists RECEI Offices in Washington, City of Tukwila Oregon; and Alaska Department of Public Works MN 2 6 1995 6300 Southcenter Boulevard, Suite 100 CON1MUNt t Y Tukwila, Washington 98188 DEVELOPMENT Attention: Ms. Joanna Spencer Ms. Diana Painter Response to Review Comments Tukwila Park Place Project 17501 Southcenter Parkway Tukwila, Washington File No. 3944 - 003 -RO1 Attached to this letter is a memorandum which 'responds to review comments contained in a letter to the city of Tukwila from Shannon & Wilson, Inc. dated May 4, 1995 regarding geotechnical aspects of the Tukwila Park Place project. Responses from DBM, Inc. including revised specifications and plans that reflect specific comments made by Shannon & Wilson regarding the retaining wall have been transmitted separately by DBM on May 22, 1995. The combined responses from our firm and DBM are intended to address any remaining concerns on the part of the city prior to final permit approval of the project. Should any further input regarding the retaining wall design or other geotechnical aspects of the project be required prior to permit approval, please contact the project owner, Mr. Roy Bennion. Yours very truly, Geo gineers, Inc. erbe R. Pschunder, P.E. e gineer Jack y: " e tle, P.E. Pri • ipal HRP :)KT :cros Document ID: 3944003.L.2 Attachments cc: Mr. Roy Bennion Shannon & Wilson, Inc. DBM, Inc. Attn: Mr. Paul Grant Attn: Mr. Paul Groneck GeoEngineers, Inc, 8410 154th Avenue N.E. Redmond, WA 98052 Telephone (206) 861.6000 Fax (206) 861.6050 ? ( • Prinmd an retvci6� panor. . .. '. , • Geopl Engineers MEMORANDUM Redmond TO: Roy Bennion 694 � FROM: Bert Pschunder, Gord . DATE: May 16, 1995 • FILE: 3944- 003 -RO1 SUBJECT: Comments on May 4, 1995 letter from Shannon & Wilson to City of Tukwila We have reviewed the May 4, 1995 letter from Shannon & Wilson to Ron Cameron of the city of Tukwila which summarizes review of various documents submitted by GeoEngineers, Inc. and DBM, Inc. These documents present recommendations for design and construction of various geotechnical elements of the project, including the soldier pile retaining wall and earthwork. Our response to Shannon & Wilson's review comments have been discussed with you on May 12, 1995 and are summarized with reference to the May 4 letter as follows: • p. 2, last paragraph: We confirm that a Key Block wall will not be constructed as part of the overall retaining wall along the west edge of the site. • p. 3, second paragraph: The maximum percent fines in a fill soil that will be permissible for wet weather placement and compaction is discussed in general on pages 10 and 11 of our November 10, 1994 design phase geotechnical report. We recommend that structural fill contain no more than about 5 percent fines for placement in wet weather. • p. 3, second paragraph: In addition to monitoring the proof and performance tests of all tieback anchors, the soils engineer should also monitor all of the tieback verification tests. • p. 3 , third paragraph: Evaluation of crushed building rubble fill by means of nuclear gauge density tests will be somewhat subjective for two reasons: 1) our experience with similar materials shows that the laboratory Proctor compaction test causes significantly more localized crushing of the pieces of rubble as compared with field conditions, thereby producing a material with an artificially high maximum dry density, and 2) the proportions of crushed concrete, brick and glass, each of which has a different specific gravity, will vary within the rubble fill, and will therefore result in variations in maximum dry density. Thus, it will be difficult to define the appropriate maximum dry density value to be used to determine the percent compaction at a • MEMORANDUM to: Roy Bennion May 16, 1995 Page 2 particular nuclear gauge test location. • We recommend that the building rubble fill compaction be evaluated by a combination of visual observation, probing and nuclear gauge measurements of field dry density which can be compared in a general way to the results of laboratory compaction test results. • p. 3, last paragraph and continuing on p. 4: Broken asphalt concrete less than 4 inches in maximum size and recycled building debris crushed to a maximum size of 1 -1/2 inches both meet the criteria for maximum particle size recommended on page 10 of our November 10, 1994 report. The difference in maximum particle size is due to the particular crushing process that the owner is planning to use on this project. There should be no significant difference in the performance of fills containing either or both of these materials, provided that they are compacted and evaluated as recommended in our November 10, 1994 report and in our March 6, 1995 addendum to the report. In our opinion, it is acceptable to use broken asphalt concrete with a maximum particle size of 4 inches in the initial 18 inches of fill described in the "Building B /C /D Basement Area, Fill Pad and Footings" section of the March 6, 1995 addendum. • p. 4, first full paragraph and also p. 6, second paragraph under Verification Testing, p.7, third paragraph under Performance Testing, and p. 8, second paragraph under Section 3.6e (new section): The number of verification tests (3) and performance tests (4) designated in the retaining wall specifications is intended to accommodate the variations in soil conditions that are likely to be encountered along the retaining wall. The total of verification and performance tests is seven, which is one more than the six performance tests we originally recommended in our November 10, 1994 report. Our borings (B -1 through B -3) and test pits (TP -1 through TP -3) did show that soil conditions consist of interbedded layers of silt and silty sand and are relatively uniform horizontally along the wall. The expected variations in soil conditions along the wall alignment can be confirmed by monitoring the soldier pile drill holes. • p. 5, first full sentence: GeoEngineers has provided input to DBM during preparation of the shoring wall plans and specifications. Specifically, we reviewed draft versions of the shoring notes and the anchor installation and testing specifications (provided March 7, 1995) and the drawings (SS1 through SS6) dated March 7, 1995. We have also reviewed the revised versions of these documents dated March 9, 1995. The final version of these documents will be submitted by DBM and will incorporate the comments provided in the May 4, 1994 Shannon & Wilson letter and by GeoEngineers in this memorandum. • • MEMORANDUM to: Roy Bennion May 16, 1995 Page 3 • p. 5, Permanent Anchors, 2a: The anchor location should be within 4 inches of the planned location. • p. 7, Performance Testing, 3.2a: We suggest that performance test anchors be loaded to 200% of the design load. • � .,. DB1VI Donald B. Murphy Contractors, Inc. and Cooney- McHugh Division 1220 South 356th • Post Office Box 6139 • Federal Way, WA 98063 -6139 cm • Tacoma (206) 927 -8510 • Seattle (206) 838 -1402 • Fax (206) 874 -6574 May 30, 1995 RECEIVED CITY OF TUKWILA City of Tukwila Department of Public Works MAY 3 1 1995 • 6300 Southcenter Boulevard, Suite 100 PERMIT CENTER Tukwila, Washington 98188 Attention: Ms, Joanna Spencer Ms. Diana Painter Reference: Tukwila Parkway Place Project 17501 Southcenter Parkway, Tukwila, Washington Response to Review Comments Attached to this cover letter are responses to the review comments contained in the letter to the City of Tukwila from Shannon & Wilson, Inc. dated May 4th, 1995 regarding the above referenced project. The responses are contained in a letter and a revised set of the anchored wall drawings and specification. This version of the response comments is a revision of the version previously submitted dated May 22, 1995. We have made changes to this submittal to address the following issues: • The changes made to the drawings have been identified by clouding as requested by the City of Tukwila. • We have made additional changes to the tieback anchor verification test specification and loading schedule. These changes are in accordance with discussions with GeoEngineers and per the attached memorandum to DBM from Jack Tuttle with GeoEngineers dated May 25, 1995. • We have specified the width of the Miradrain panels to the anchored wall plans. Very t ours, G4g5 ZZ °e Paul B. Groneck, P.E. Chief Engineer GENERAL, HEAVY AND DRILLING CONSTRUCTION STEEL, HEAVY RIGGING CONTRACTOR ;Q► 111{1 DO•NA•LI• "331 RQ Attachments cc: Mr. Roy Bennion S 4 0 • '.so , • c. Geo Engineers, Inc. • tt . . j ! . ul t Attn: Mr. Jack Tuttle - „ . DBm .. Donald B. Murphy Contractors, Inc. and Cooney- McHugh Division 1220 South 356th • Post Office Box 6139 • Federal Way, WA 98063 -6139 Tacoma (206) 927 -8510 • Seattle (206) 838 -1402 • Fax (206) 874 -6574 May 30, 1995 Mr. Roy Bennion RECEIVED CITY OF TUKWILA 800 Fifth Avenue, Suite 3700 MAY 3 1 1995 Seattle, Washington 98104 -3122 PERMIT CENTER Reference: Parkway Place 17501 Southcenter Parkway, Tukwila, Washington Permanent Anchored Wall Comments on Shannon & Wilson Review Letter Dated May 4, 1995 Dear Mr. Bennion, This letter is in response to the comments contained in the letter by Shannon & Wilson dated May 4, 1995 in review of the anchored wall design plans and specifications for the Parkway Place Project. This is a revised version of the letter previously submitted dated May 22, 1995. Revisions to the previously submitted letter are shown in bold. 1) Page 2, second paragraph - The wall plans revised to indicate Miradrain panel width of 2 feet located midway between the soldier piles. In discussions with Jack Tuttle with GeoEngineers, no more than minor water seepage from the supported soil face is expected, making the 2 foot drainage panel width adequate. If more excessive water flow is encountered during construction, it will be necessary to increase the width of the drain panels to accommodate this change. 2) Page 4, first full paragraph - Specification section 3.6.e has been added regarding modification of anchor design and/or installation procedures if verification anchors fail to meet the acceptance criteria. DBM acknowledges the requirement to install anchors which meet the design capacities and acceptance criteria. We have selected a bond stress higher than the value specified by GeoEngineers to provide a more cost effective project for the Owner. Risks of additional costs associated with this change is a matter between the project Owner and DBM Contractors. 3) Page 4, bottom paragraph - The anchor installation and testing specification included with the anchored wall design are intended to be used as the final project specifications upon final revisions and acceptance. � GENERAL, HEAVY AND DRILLING CONSTRUCTION • STEEL, HEAVY RIGGING CONTRACTOR ,s DO•NA•LI•'331 RQ ` ∎∎ ;,. ��' 4) Page 5, comment lc - The specification has been revised to include the suggested change. 5) Page 5, comment 2a - The specification has been revised to include the suggested change. 6) Page 5, comment 2b /2c - Specification 2c has been revised by the deletion of the first sentence. 7) Page 5, comment 2b /2c - It is our intent to grout the anchors as stated in specification 2c. We feel that the methods specified will provide the best anchored wall system, and that neither grouting method will not have a detrimental effect on the anchor performance. 8) Page 6, comment 2.1b - The specification has been revised to include the suggested change. 9) Page 6, comment 2.1d - The steel pipe blockout through the soldier pile shall be approximately 9 inch diameter x 30 inches long. Filling this space with cement grout will be more practical, will provide a more effective method of filling the void, and will provide the required corrosion protection. 10) Page 6, comment 2.1e - The specification has been revised to include the suggested change. 11) Page 6, Comment 3.1a - A verification test load schedule has been added to the specification. The sentence "The location of the verification anchors shall be selected by the Geotechnical Engineer" has been added to specification 3.1.a. The intent of the verification anchor program is to test the unit adhesion between the anchor grout and the soil. Per the attached schedule and the attached memorandum from GeoEngineers dated May 25, 1995, a working design load of 150 kips shall be used for the verification anchors. The verification anchors which successfully pass the 200 percent load hold shall then be loaded to 300 percent load or failure, whichever occurs first. The verification testing shall be completed prior to commencement of production anchor installation. Only performance and proof testing shall be completed on the production anchors. 12) Page 7, Comment 3.2a - A performance test load schedule has been added to the specification. The sentence "The selection of the production anchors to be performance tested shall be done by the Geotechnical Engineer" has been added to 2 4 specification 3,1.a. The maximum performance test load has been increased from 150% to 200 %. 13) Page 7, Comment 3.3a - A proof test load schedule has been added to the specification. 14) Page 7, comment 3.6a - The specification has been revised to include the suggested change. 15) Page 8, comment 3.6b - The specification has been revised to include the suggested change. 16) Page 8, comment 3.6d - The specification has been revised to include the suggested change. 17) Page 8, comment 3.6e - Please see our response regarding the Page 4, first full paragraph. 18) Page 8, comment 3.6e - A specification section 3.6.f has been added regarding failure of a performance or proof test to meet the acceptance criteria. 19) Page 8, bottom paragraph - Requirements for the anchor testing setup is included in specification 3.4,a. Construction procedures for the verification testing, production anchor installation, soldier pile installation, and shotcrete facing installation shall be submitted for approval prior to commencement of production work. 20) Pages 9, 10, & 11- Comments regarding the anchored wall plans have been addressed on the attached revised set of plans. The revisions made to the drawing have been highlighted with clouding. In addition, we offer the following comments 3 21 & 22. 21)Page 10, fifth paragraph - It is not anticipated that a dewatering system shall be required. 22) Page 11, typical tieback pile detail - A note has been added to this detail referencing ICBO report no. 4016, which addresses the design and installation of the epoxied dowel bars. Very truly yours, Paul B. Groneck, P.E, 3 Geo W Engineers MEMORANDUM Redmond TO: J Paul Groneck, DBM cc: Roy Bennion . L.� ( \ FROM: Jack . MAY 3 199 , DATE: May 25, 1995 u lJ I �' FILE: 3944-001-R01 SUBJECT: Tieback Anchor Verification Test Procedure, Park Place Project, Tukwila Paul, I am summarizing the results of our telephone conversation yesterday to record our understanding of the agreed upon test procedure for the three sacrificial tieback anchors on the Park Place project. 1. The anchors will be designed as 150 kip anchors with tendons sized to carry a tension load of not less than 450 kips. 2. The anchor installation procedure will be identical to that planned for the production anchors. 3. Loads will be applied cyclically according to the schedule which you transmitted to the city of Tukwila on May 22. 4. Each cycle peak load increment (50%, 100%, 150% of working load) up to the 200 percent load will be maintained for a period of 60 minutes. Deflection readings will be taken at the specified intervals as the load is applied in each increment but the load will not be held longer than necessary to take the readings at these intervals. 5. The 200 percent load on the first test will be held for 1,000 minutes with readings taken at regular intervals during this period (we suggest that this interval be 30 minutes). 6. At the completion of the 200 percent load interval, the load will be reduced to 5 kips and then increased at a constant, with readings taken at the intervals specified on your verification test schedule until the 300 percent load is reached or the anchor fails. 7. The holding period at the 200 percent level will be reduced to 100 minutes for subsequent verification tests subject to the provision that comparable load deflection characteristics are observed. If subsequent verification tests exhibit higher rates of deflection during the holding period the time the 200 percent load is held may need to be increased. This needs to be a field decision made as the test is in progress. 8. The allowable adhesion value for design of tiebacks will one half of the value obtained at the 200 percent load of verification tests that meet the specified deflection criteria (0.08 inches per log time cycle). Parkway Place, Tukwila, Washington Permanent Anchored Wall Anchor Wall Installation & Anchor Testing Specification Revised 5/30/95 1. Anchored Wall Description a. These notes and specifications include the material specifications and construction requirements for installation of the anchored wall. The term "anchored wall" shall include the following items: - Drilled reinforced concrete soldier piles. - Reinforced shotcrete wall facing. - Permanent tieback anchors. b. The site grading, drainage swales, drainage collection system, and anchored wall layout information shall be as detailed on the plans by Turner & Associates. c. The anchored wall design calculations and plans are based on information contained in the following documents by GeoEngineers: - Report of geotechnical engineering services dated November 10, 1994. - Memorandum to Paul Grant, Shannon & Wilson, Inc. from GeoEngineers dated February 9, 1995. d. The anchored wall design plans, calculations, and specifications are subject to the review of GeoEngineers and Turner & Associates, and are prepared specifically for installation of the anchored wall by Donald B. Murphy Contractors. 2. Permanent Anchors a. All tieback anchors shall be installed at the specified lengths, locations, and angles of inclination as shown on the anchored wall plans. The tolerance for the anchor angle of inclination is +1- 3 degrees. Install when bottom of excavation is no more than 4 vertical feet from the planned, exposed end of the tendon. Anchor location shall be within 4 inches of the planned location. b. The method of drilling the anchor holes and placing the grout shall be determined by Donald B. Murphy Contractors. The adequacy of the anchor bond lengths shall be verified by verification, performance, and proof testing. c. The free stressing length (L1) of the verification and performance anchors shall be either left ungrouted or shall be filled with a non - structural filler (f c = 1,000 psi maximum) prior to load testing. The remaining production anchors shall be single Parkway Place (, Anchor Specification - Revised 5/30/95 stage grouted full length with free movement of the strands through the free stressing length ensured by the grease filled extruded PVC. 2.1 Anchor Tendon Corrosion Protection a. Double corrosion protection is required for both the bonded and unbonded length of the anchors. Details of the corrosion protection system shall be as shown on the anchored wall drawings and as specified below. b. Corrosion protection along the bonded length shall consist of a grouted corrugated high density polyethylene (PE) or PVC sheath. c. Corrosion protection along the unbonded length shall consist of strands individually covered with corrosion inhibiting grease and wrapped with extruded PVC, and the whole contained within a grouted smooth or corrugated polyethelene or PVC sheath. Such protection shall extend from 2' into the top of the bonded length to within 18 inches of the back of the anchor wedge plate. d. Corrosion protection immediately behind the anchor head shall consist of a steel pipe blockout, tack welded to the sub bearing plate, which is filled with grout or corrosion inhibiting grease after anchor testing and lockoff. e. Corrosion protection of the anchor head shall be provided by a steel cap filled with corrosion inhibiting grease. 3. Anchor Load Testing Procedure 3.1 Verification Testing a. Prior to production anchor installation, three each sacrificial anchors shall be installed along the wall alignment and successfully tested to demonstrate a minimum soil bond capacity of 200 % of the working design value per the verification load test schedule. The location of the verification anchors shall be selected by the Geotechnical Engineer. The verification test includes holding the anchor at maximum test load for a minimum period of 100 to 1,000 minutes to test for displacement creep as per the memorandum from GeoEngineers dated May 25, 1995 and per the attached load schedule. A working load value of 150 kips shall be used to determine the bond length of the sacrificial anchors. Upon successful loading to 200 % load, the test anchors shall be loaded to a maximum of 300 % working design load (450 kips) in an effort to fail the anchor. 2 Parkway Place - Anchor Specification - Revised 5/30/95 b. For loads with no listed hold duration, the load shall be held just long enough to obtain the movement reading. For 10 minute load hold duration, readings shall be recorded at 1 minute, 2, 4, 6, and 10 minutes. For load hold duration from 10 to 100 minutes, readings shall be recorded every 10 minutes. For load hold durations in excess of 100 minutes, readings shall be recorded every 30 minutes. 3.2 Performance Testing a. Four each production anchors shall be load tested per the performance load test schedule. The selection of the production anchors to be performance tested shall be done by the Geotechnical Engineer. The performance test includes loading the anchor to 200 % of working design load, and holding the anchor at maximum test load for a minimum period of 100 minutes to test for displacement creep. b. For loads with no listed hold duration, the load shall be held just long enough to obtain the movement reading. For 10 minute load hold duration, readings shall be recorded at 1 minute, 2, 4, 6, and 10 minutes. For load hold duration in excess of 10 minutes, readings shall be recorded every 10 minutes. 3.3 Proof Testing • a. The remainder of the production anchors shall be proof tested per the proof load test schedule. The proof test includes loading the anchor to 150 % of working design load, and holding the anchor at maximum test load for a minimum period of 10 minutes to test for displacement creep. b. Proof load test procedure - For loads with no listed hold duration, the load shall be held just long enough to obtain the movement reading. For 10 minute load hold duration, readings shall be recorded at 1 minute, 2, 4, 6, and 10 minutes. If the total movement between 1 and 10 minutes hold exceeds 0.04 inches, the test load shall be held for an additional 50 minutes. Readings shall be recorded at 15 ;} minutes, 20, 25, 30, 45, and 60 minutes. : 3.Y Parkway Place Anchor Specification - Revised 5/30/95 by an independent testing laboratory as a unit. The pressure gage shall be used to determine the magnitude of the applied load. 3.5 Anchor Lock -off and Lift -off Readings a. The anchors shall be locked off at 100 % of the design load value. After transferring the load to the stressing anchorage and prior to removing the jack, a lift -off reading shall be made. The load determined from the lift -off reading shall be within 10 % of the specified lock -off load. If the load is not within 10 % of the specified lock -off load, the end anchorage shall be reset and another lift -off reading shall be made. 3.6 Acceptance Criteria An anchor shall be acceptable if: a. The total elastic movement obtained from a verification or performance test should exceed 80 % of the theoretical elastic elongation of the unbonded length. b. The total movement obtained from a proof test, measured between 50 % and 150 % of the design load, should exceed 80 % of the theoretical elastic elongation of the unbonded length for this respective load range. c. The creep rate does not exceed 0.080 inches per log cycle during the final log cycle of the verification, performance, or proof test regardless of tendon length and load. d. The lift -off reading shows an anchor load within 10 % of the specified lock -off load, otherwise re -set the anchor and lift off until the reading is within 10 %. e. A minimum of three each verification anchors shall successfully meet the above acceptance criteria. If verification anchors fail to successfully meet the above acceptance criteria, the anchor design and /or construction procedure shall be modified. Modifications may include increasing the anchor bond length, thereby decreasing the design anchor adhesion, or postgrouting of the anchor bond length. f. If a performance or proof tested anchor fails to meet the above acceptance criteria, a plan for remediation of the failed anchor shall be submitted by DBM to the Geotechnical Engineer, for their approval. The remediation plan may include replacement of the failed anchor. 4 • .. .'. s .. . ..._.. , v... .. r , t • . < ra.. t • a • .. r. .a.. . , ... _ .. .. ................. ..... ., .. v .v i c V . • P arkway Place - Tukwila, Washing on Tieback Anchor Verification Test Schedule Revised 5/30/95 Reading Pressure Working Design Load Tension Load Tension Dial Gage Time Gage Load (kips) Cycle (% Design) Load (kips) (minutes) Reading Reading (inch) 150 1 AL 5.0 0 25.0% 37.5 0 50.0% 75.0 1 2 4 6 10 20 30 40 50 60 AL 5 0 5 2 25.0% — 37.5 0 50.0% 75.0 0 _ 75.0% 112,5 0 100.0% 150,0 _ 1 2 4 6 10 20 30 40 50 60 AL 5 0 5 • 3 25.0% 37.5 0 50.0% 75.0 0 75.0% 112.5 0 100.0% 150.0 0 125.0% 187.5 0 150.0% 225.0 .1 1 • Parkway Place - Tukwila, Washington Tieback Anchor verification Test Schedule Revised 5/30/95 Reading Pressure orking Desig Load Tension Load Tension Time Gage Dial Gage Load (kips) Cycle (% Design) Load (kips) Reading (inch) (minutes) Reading 4 6 10 20 30 40 50 60 AL 5 0 5 4 25.0% 37.5 0 50.0% 75.0 0 75.0% 112.5 0 100.0% 150.0 0 125.0% 187.5 0 150.0% 225.0 0 175.0% 262.5 0 200.0% 300.0 1 2 4 6 10 20 30 40 50 60 70 80 90 III 100* 130 160 190 220 2 P arkway Place - Tukwila, Washington Tieback Anchor verification Test Schedule ; 910 • , 1 • 1 111 • 1 5 5 50,0% 75.0 0 100.0% 150,0 0 150.0% 225.0 0 200.0% 300.0 0 225,0% 337.5 0 250.0% 375.0 0 275,0% 412.5 0 300,0% 450.0 1 3 x ,.,. v..... e..n. :.io..Hr,4 ... ' N7Z "'Y. 'n's .... .u. ... _ ., .... ....... .. »........... ...... ...J.,.., ..... rarkway Place - Tukwila, Washington Tieback Anchor Verification Test Schedule Revised 5/30/95 Reading Pressure Working Design Load Tension Load Tension Dial Gage Load (kips) Cycle (% Design) Load (kips) Time Gage Reading (inch) (minutes) Reading - -- 2 4 6 10 AL 5 0 5 * Note - The 200 percent load for the initial verification test shall be held for 1,000 minutes. The hold period at the 200 percent level will be reduced to 100 minutes for the subsequent verification tests subject to the provision comparable load deflection characteristics are observed. • 4. Parkway Place - Tukwila, Washington Tieback Anchor Performance Test Schedule Working Design Load Tension Load Tension Reading Pressure Dial Gage Load (kips) Cycle (% Design) Load (kips) Time Gage Reading (inch) (minutes) Reading 150 1 AL 5.0 0 25.0% 37.5 0 50.0% 75.0 1 2 4 6 10 AL 5 0 5 2 25.0% 37.5 0 50.0% 75.0 0 75.0% 112.5 0 100.0% 150.0 1 2 4 6 10 AL 5 0 5 3 25.0% 37.5 0 • 50.0% 75.0 0 75.0% 112.5 0 100.0% 150.0 0 125,0% 187.5 . 0 150.0% 225.0 1 2 4 6 10 AL 5 0 5 4 25.0% 37.5 0 T 50.0% 75.0 0 75.0% 112.5 0 1 • • Parkway Place - Tukwila, Washington Tieback Anchor Performance Test Schedule • Reading Pressure • Working Design Load Tension Load Tension Time Gap Dial Gage Load (kips) Cycle (% Design) Load (kips) . Reading (inch) (minutes) Reading 100.0% 150.0 0 125.0% 187.5 0 150.0% 225.0 0 175.0% 262.5 0 • 200.0% 300.0 1 2 4 6 10 20 • 30 r 40 50 60 70 , 80 r 90 100* AL 5.0 0 r 5 Liftoff Reading * Note - if the creep rate measured at 200% load between 10 and 100 minutes hold exceeds 0.080 inches, the hold duration may be extended to verify a creep rate of less than 0.080 inches for the final hold period log cycle of time. 2 .� . ., a � .� %i °`.. �?' {.: _z.,... a^ .z ...�.,........ °v,.x,.., ,. ..�. �., e,. ..r i. ter: �.kF. ,..,. &. =..:rtr .r�.r. y . r.��- ,Hn�... :... ....... ....... ...._.,........ e..._......«.._._..,.._ ..__ ._.........,....... «..�...__... _....._.�.___. Parkway Place - Tukwila, Washington Tieback Anchor Proof Test Schedule Reading Pressure Working Design Load Tension Load Tension Time Gage Dial Gage. Load (kips) Cycle (% Design) Load (kips) Reading (inch) (minutes) Reading 150 1 AL 5.0 0 _ 25.0% — 37.5 0 50.0% 75.0 0 _ 75.0% 112.5 0 100.0% 150.0 0 125.0% 187.5 0 150.0% 225.0 1 2 4 6 10 Liftoff Reading 1. 01. ,, I CITY OF TUKWILA �� _ 6200 Southcenter Boulevard, Tukwila, Washington 98188 (206) 433 -1800 MEMORANDUM To: 1) .z G 1 FROM: O 0 441 1 1 ,6 L DATE: SUBJECT: ( 1 ) ( 9 4L14 I )-(4.-C.E. ' I - � 0vE 'HIP re) QA4 . v�wr .,e.A:ts C,OtA+I) .o IA . 4 I �1� •. 1/. o 11.4. LL,si l s. • tell. S . ,,. yr 3 c� A► ,� Q Q,VI• I/V9-1 .z .; : c .i,..:iY ». , ° ....n.: ?�:i:.i. ...t;.i' .i ...<..,:,. : .. .., ... _.-...«..,..».« ...s.,- .... >.,...,,...v.,.. ., r..n. .,«•.,.........._. ...._. . . ..........,..... ,, .. .. . ...__ .......................... uau. >..nbmv«e.rn zY tsr �ak.C•k2: cionald B. Murphy Contractors, Inc. and Cooney - McHugh Division 1220 South 356th • Post Office Box 6139 • Federal Way, WA 98063 -6139 Tacoma (206) '927 -8510 • Seattle (206) 838 -1402 • Fax (206) 874 -6574 `ejMay , 1995 • RECEIVED City of Tukwila Department of Public Works MAY 2 3 1995 6300 Southcenter Boulevard, Suite 100 TUKWILA Tukwila, Washington 98188 PUBLIC WORKS Attention: Ms. Joanna Spencer Ms, Diana Painter Reference: Tukwila Parkway Place Project 17501 Southcenter Parkway, Tukwila, Washington Response to Review Comments Attached to this cover letter are responses to the review comments contained in the letter to the City of Tukwila from Shannon & Wilson, Inc. dated May 4th, 1995 regarding the above referenced project, The responses are contained in a letter and a revised set of the anchored wall drawings and specification. Very truly ours, Paul B. Groneck, P.E. Chief Engineer Attachments cc: Mr, Roy Bennion Shannon & Wilson, Inc. GeoEngineers, Inc. Attn: Mr. Paul Grant Attn: Mr. Jack Tuttle ft GENERAL, HEAVY AND DRILLING CONS STEEL, HEAVY RIGGING CONTRACTOR At w. u' DO •NA•LI `331 RQ �� • . DBm i.onald B. Murphy Contractors, Inc. ( and Cooney- McHugh Division 1220 South 356th • Post Office Box 6139 • Federal Way, WA 98063 -6139 CM Tacoma (206) •927 -8510 • Seattle (206) 838 -1402 • Fax (206) 874 -6574 RE• fl D May 22, 1995 MAY 2 3 1995 Mr. Roy Bennion TUKWILA 800 Fifth Avenue, Suite 3700 PUBLIC WORKS Seattle, Washington 98104 -3122 Reference: Parkway Place 17501 Southcenter Parkway, Tukwila, Washington Permanent Anchored Wall Comments on Shannon & Wilson Review Letter Dated May 4, 1995 Dear Mr. Bennion, This letter is in response to the comments contained in the letter by Shannon & Wilson dated May 4, 1995 in review of the anchored wall design plans and specifications for the Parkway Place Project. 1) Page 2, second paragraph - The wall plans shall be revised to indicate the width and location of the Miradrain panels. 2) Page 4, first full paragraph - Specification section 3.6.e has been added regarding modification of anchor design and /or installation procedures if verification anchors fail to meet the acceptance criteria. DBM acknowledges the requirement to install anchors which meet the design capacities and acceptance criteria. We have selected a bond stress higher than the value specified by GeoEngineers to provide a more cost effective project for the Owner. Risks of additional costs associated with this change is a matter between the project Owner and DBM Contractors. 3) Page 4, bottom paragraph - The anchor installation and testing specification included with the anchored wall design are intended to be used as the final project specifications upon final revisions and acceptance. 4) Page 5, comment lc - The specification has been revised to include the suggested change. 5) Page 5, comment 2a - The specification has been revised to include the suggested change. • GENERAL, HEAVY AND DRILLING CONSTRUCTION • STEEL, HEAVY RIGGING CONTRACTOR ' 4k► �r DO•NA•LI• *331 RQ � ''� ��' ■ 6) Page 5, comment 2b /2c - Specification 2c has been revised by the deletion of the first sentence. 7) Page 5, comment 2b /2c - It is our intent to grout the anchors as stated in specification 2c. We feel that the methods specified will provide the best anchored wall system, and that neither grouting method will not a detrimental effect on the anchor performance. 8) Page 6, comment 2.1b - The specification has been revised to include the suggested change. 9) Page 6, comment 2.1d - The steel pipe blockout through the soldier pile shall be approximately 9 inch diameter x 30 inches long. Filling this space with cement grout will be more practical, will provide a more effective method of filling the void, and will provide the required corrosion protection. 10) Page 6, comment 2.1e - The specification has been revised to include the suggested change. 11) Page 6, Comment 3.1a - A verification test load schedule has been added to the specification. The sentence "The location of the verification anchors shall be selected by the Geotechnical Engineer" has been added to specification 3.1.a. The intent of the verification anchor program is to test the unit adhesion between the anchor grout and the soil. A verification anchor working load of 125 kips was selected to accommodate testing of these sacrificial anchors to 300% of their working load. Use of a 165 kip working load for the verification anchors will make the 300% load cycle impractical. We feel it is more valuable to test the adhesion value to 300% than to increase the working design load and discontinue the test after the 200% cycle. The verification testing shall be completed prior to commencement of production anchor installation. Only performance and proof testing shall be completed on the production anchors. 12) Page 7, Comment 3.2a - A performance test load schedule has been added to the specification. The sentence "The selection of the production anchors to be performance tested shall be done by the Geotechnical Engineer" has been added to specification 3.1.a. The maximum performance test load has been increased from 150% to 200 %. 13) Page 7, Comment 3.3a - A proof test load schedule has been added to the specification. 2 ( 14) Page 7, comment 3.6a - The specification has been revised to include the suggested change. 15) Page 8, comment 3.6b - The specification has been revised to include the suggested change. 16) Page 8, comment 3.6d - The specification has been revised to include the suggested change. 17) Page 8, comment 3.6e - Please see our response regarding the Page 4, first full paragraph. 18)Page 8, comment 3.6e - A specification section 3,6,f has been added regarding failure of a performance or proof test to meet the acceptance criteria. 19) Page 8, bottom paragraph - Requirements for the anchor testing setup is included in specification 3.4,a. Construction procedures for the verification testing, production anchor installation, soldier 'pile installation, and shotcrete facing installation shall be submitted for approval prior to commencement of production work. 20) Pages 9, 10, & 11 - Comments regarding the anchored wall plans have been addressed on the attached revised set of plans. Very truly yours, I IN I 70 Paul B. Groneck, P,E. 3 Parkway Place, Tukwila, Washington Permanent Anchored Wall Anchor Wall Installation & Anchor Testing Specification Revised 5/17/95 1. Anchored Wall Description a. These notes and specifications include the material specifications and construction requirements for installation of the anchored wall. The term "anchored wall" shall include the following items: • - Drilled reinforced concrete soldier piles. - Reinforced shotcrete wall facing. - Permanent tieback anchors. b. The site grading, drainage swales, drainage collection system, and anchored wall layout information shall be as detailed on the plans by Turner & Associates. c. The anchored wall design calculations and plans are based on information contained in the following documents by GeoEngineers: - Report of geotechnical engineering services dated November 10, 1994, - Memorandum to Paul Grant, Shannon & Wilson, Inc. from GeoEngineers dated February 9, 1995. d. The anchored wall design plans, calculations, and specifications are subject to the review of GeoEngineers and Turner & Associates, and are prepared specifically for installation of the anchored wall by Donald B. Murphy Contractors. 2. Permanent Anchors a. All tieback anchors shall be installed at the specified lengths, locations, and angles of inclination as shown on the anchored wall plans. The tolerance for the anchor angle of inclination is +/- 3 degrees. Install when bottom of excavation is no more than 4 vertical feet from the planned, exposed end of the tendon. Anchor location shall be within 4 inches of the planned location. b. The method of drilling the anchor holes and placing the grout shall be determined by Donald B. Murphy Contractors. The adequacy of the anchor bond lengths shall be verified by verification, performance, and proof testing. c. The free stressing length (L1) of the verification and performance anchors shall be either left ungrouted or shall be filled with a non- structural filler (f c = 1,000 psi maximum) prior to load testing. The remaining production anchors shall be single Parkway Place Anchor Specification - Revised 5/17/95 stage grouted full length with free movement of the strands through the free stressing length ensured by the grease filled extruded PVC. 2.1 Anchor Tendon Corrosion Protection a. Double corrosion protection is required for both the bonded and unbonded length of the anchors. Details of the corrosion protection system shall be as shown on the anchored wall drawings and as specified below. b. Corrosion protection along the bonded length shall consist of a grouted corrugated high density polyethylene (PE) or PVC sheath. c. Corrosion protection along the unbonded length shall consist of strands individually covered with corrosion inhibiting grease and wrapped with extruded PVC, and the whole contained within a grouted smooth or corrugated polyethelene or PVC sheath. Such protection shall extend from 2' into the top of the bonded length to within 18 inches of the back of the anchor wedge plate. d. Corrosion protection immediately behind the anchor head shall consist of a steel pipe blockout, tack welded to the sub bearing plate, which is filled with grout or corrosion inhibiting grease after anchor testing and lockoff. e. Corrosion protection of the anchor head shall be provided by a steel cap filled with corrosion inhibiting grease. 3. Anchor Load Testing Procedure 3.1 Verification Testing a. Prior to production anchor installation, three each sacrificial anchors shall be installed along the wall alignment and successfully tested to demonstrate a minimum soil bond capacity of 200 % of the working design value per the verification load test schedule. The location of the verification anchors shall be selected by the Geotechnical Engineer. The verification test includes holding the anchor at maximum test load for a minimum period of 100 minutes to test for displacement creep. A working load value of 125 kips shall be used to determine the bond length of the sacrificial anchors. Upon successful loading to 200 % load, the test anchors shall be loaded to a maximum of 300 % working design load (375 kips) in an effort to fail the anchor. 2 Parkway Place {... Anchor Specification - Revised 5/17/95 • b. For loads with no listed hold duration, the load shall be held just long enough to . obtain the movement reading. For 10 minute load hold duration, readings shall be recorded at 1 minute, 2, 4, 6, and 10 minutes. For load hold duration in excess of 10 minutes, readings shall be recorded every 10 minutes. 3.2 Performance Testing a. Four each production anchors shall be load tested per the performance load test schedule. The selection of the production anchors to be performance tested shall be done by the Geotechnical Engineer. The performance test includes loading the anchor to 200 % of working design load, and holding the anchor at • maximum test load for a minimum period of 100 minutes to test for displacement creep. b. For loads with no listed hold duration, the load shall be held just long enough to obtain the movement reading. For 10 minute load hold duration, readings shall be recorded at 1 minute, 2, 4, 6, and 10 minutes. For load hold duration in excess of 10 minutes, readings shall be recorded every 10 minutes. 3.3 Proof Testing a. The remainder of the production anchors shall be proof tested per the proof load test schedule. The proof test includes loading the anchor to 150 % of working design load, and holding the anchor at maximum test load for a minimum period of 10 minutes to test for displacement creep. b. Proof load test procedure - For loads with no listed hold duration, the load shall be held just long enough to obtain the movement reading. For 10 minute load hold duration, readings shall be recorded at 1 minute, 2, 4, 6, and 10 minutes. If the total movement between 1 and 10 minutes hold exceeds 0.04 inches, the test load shall be held for an additional 50 minutes. Readings shall be recorded at 15 minutes, 20, 25, 30, 45, and 60 minutes. 3.4 Anchor Testing Setup a. A dial gage capable of measuring to 0.001 inches shall be used to monitor movement of the anchor during testing. The dial gage shall be aligned so that its axis is within 5 degrees from the axis of the tieback. A hydraulic jack and pump shall be used to apply the test loads. The jack and pressure gage shall be calibrated 3 • r1;' Parkway Place {_. �... Anchor Specification - Revised 5/17/95 by an independent testing laboratory as a unit. The pressure gage shall be used to . determine the magnitude of the applied load. 3.5 Anchor Lock -off and Lift -off Readings a. The anchors shall be locked off at 100 % of the design load value. After transferring the load to the stressing anchorage and prior to removing the jack, a lift -off reading shall be made. The load determined from the lift -off reading shall be within 10 % of the specified lock -off load. If the load is not within 10 % of the specified lock -off load, the end anchorage shall be reset and another lift-off reading shall be made. 3.6 Acceptance Criteria An anchor shall be acceptable if: a. The total elastic movement obtained from a verification or performance test should exceed 80 % of the theoretical elastic elongation of the unbonded length. b. The total movement obtained from a proof test, measured between 50 % and 150 % of the design load, should exceed 80 % of the theoretical elastic elongation of the unbonded length for this respective load range. c. The creep rate does not exceed 0.080 inches per log cycle during the final log cycle of the verification, performance, or proof test regardless of tendon length and load. d. The lift -off reading shows an anchor load within 10 % of the specified lock -off load, otherwise re -set the anchor and lift off until the reading is within 10 %. e. A minimum of three each verification anchors shall successfully meet the above acceptance criteria. If verification anchors fail to successfully meet the above acceptance criteria, the anchor design and /or construction procedure shall be modified. Modifications may include increasing the anchor bond length, thereby decreasing the design anchor adhesion, or postgrouting of the anchor bond length. f. If a performance or proof tested anchor fails to meet the above acceptance criteria, a plan for remediation of the failed anchor shall be submitted by DBM to the Geotechnical Engineer, for their approval. The remediation plan may include replacement of the failed anchor. 4 Pc. kway Place - Tukwila, WashingLi Tieback Anchor Verification Test Schedule res Working Design Load Load Tension R P Gage sure Dial Gage Load (kips) Cycle ' , Load (kips) Reading Reading (inch) 125 1 AL 5.0 0 25.0% 31.3 0 50.0% 62.5 --1 0 I AL 5 2 25.0% 31.3 0 50.0% 62.5 0 75.0% 93.8 0 100.0% 125.0 AL 5 0 3 25,0% 31.3 0 50.0% 62.5 0 75.0% 93.8 0 100.0% 125.0 0 125.0% 156.3 0 150.0% 187.5 1 2 • 4 6 10 AL 5 0 5 4 25.0% 31.3 0 50,0% 62,5 0 75.0% 93.8 0 1 • Put kway Place - Tukwila, Wasliing[ic Tieback Anchor Performance Test Schedule Reading Pressure Working Design Load Tension Load Tension Time Gage Dial Gage 'Load (kips) Cycle (% Design) Load (kips) Reading (inch) __ (minutes) Reading _ — 100.0% 150,0 0 125.0% 187.5 0 150.0% 225.0 0 175.0% 262.5 0 200.0% 300.0 1 2 4 6 10 20 30 40 50 60 70 80 90 100* AL 5 0 5 5 50.0% 75.0 0 100,0% 150.0 0 150.0% 225.0 0 200.0% 300.0 0 225,0% 337.5 0 250.0% 375.0 0 275.0% 412.5 0 300.0% 450.0 1 2 4 6 10 AL 5 0 5 * Note - if the creep rate measured at 200% load between 10 and 100 minutes hold exceeds 0,080 inches, the hold duration may be extended to verify a creep rate of less than 0.080 inches for the final hold period log cycle of time. 3 itat kway Place - Tukwila, WashingLi Tieback Anchor Performance Test Schedule Reading Pressure Working Design Load Tension Load Tension Time Gage Dial Gage Load (kips) Cycle (% Design) Load (kips) Reading (inch) (minutes) Reading 150 1 AL 5.0 0 25.0% 37.5 0 , 50.0% 75.0 1 2 4 6 10 AL 5 0 5 2 25.0% 37.5 0 50.0% 75.0 0 75.0% 1 12.5 0 100.0% 150.0 1 2 4 6 10 AL 5 0 5 3 25,0% 37.5 0 50.0% 75.0 0 75.0% 112.5 0 100.0% 150.0 0 125.0% 187.5 0 150.0% 225.0 1 2 4 6 10 AL 5 0 5 4 25.0% 37.5 0 50.0% 75.0 0 75.0% 112.5 0 2 ^LA • kway Place -.Tukwila, Washingz..i Tieback Anchor Performance Test Schedule Working Design Load Tension Load Tension Reading Pressure Dial Gage , Load (kips) Cycle (% Design) Load (kips) Time Gage Reading (inch) (minutes) Reading — — _ ---- - - - - -- - - - -- 100.0% 150,0 -- - -- 0 -- - --- -- --- -- 125.0% 187.5 0 150.0% 225.0 0 175.0% 262.5 0 200.0% 300,0 1 2 4 6 10 • 20 30 40 50 60 70 80 90 100* — AL 5,0 0 5 Liftoff Reading * Note - if the creep rate measured at 200% load between 10 and 100 minutes hold exceeds 0.080 inches, the hold duration may be extended to verify a creep rate of less than 0.080 inches for the final hold period log cycle of time. 3 j ... ir.. cS L..'t. ? %.t:;�i'3.,}!x ,r..xxa �,»,,....._......,..., ......,... +.. ,,.» ....... .... ..M ».,.,... ,.,. �... �.....,:.,..... k..,.............. �......_.,.........................,........», n......., r��..+ ve- mK�.wraxeonm.t+vrtu»�x4�inx -'� A, icway Place - Tukwila, Washing/L Tieback Anchor Proof Test Schedule Reading Pressure Working Design Load Tension Load Tension Dial Gage Load (kips) Cycle (% Design) Load (kips) Time Gage Reading (inch) (minutes) Reading 150 1 AL 5.0 0 25.0% 37.5 0 50.0% 75,0 0 75.0% 112.5 0 100.0% 150.0 0 125.0% 187.5 0 150.0% 225.0 .1 2 4 6 10 Liftoff Reading 2 05/10/95. 15:40 FAX 206 6777 SHANNON & WILSON 1Z1001 "MI Ill SHANNON 6WILSON INC. A !1EATTLE HANFORG GEOTECHNICAL AND ENVIIIONMENIAL CON N CH ANCHORAGE NORl1GE :FAINT LOUIS ea +TON May 4, 1995 ._- ....- POSTAt FiAY NOM 7671 ante s �o Ares— z To From 66,4 ort nns SPlneer CO./Oepi. CO. • City of Tukwila - T., k taj lR a�w Department of Public Works Phone Fx 0 n 6300 Southcenter Boulevard, Suite 100 Fa"" 431.ZE.f�a Fax 'Tukwila, Washington 98188 Atte: Mr. Ron Cameron, P,E. RE: REVIEW OF NMENIORANDA, REPORTS, PLANS, AND SPECIFICATIONS, PARTWAY PLACE RETAINING WALL, 17501 SOUTFICENTER PARKWAY, TUKWILA, WASHINGTON At your request we are submitting this letter report with our review comments regarding (1) GeoEngineers memorandum dated February 9, 1995; (2) GeoEngineers Addendum Report dated March 6, 1995; (3) GeoEngineers memorandum dated March 9, 1995; (4) anchor specifications provided by Donald B. Murphy Contractors (DBIVl) for the Parkway Place Retail Center in •Tukwila; and (5) structural retaining wall plans. On Purchase Order No. 38704 dated February 21, 1995, the City of TLkwila requested that Shannon & Wilson review the following items: demolition material separation and stockpiling, demolition material grinding, wall excavation, wall and demolition mixing, stockpiling, filling, and • other items such as the wall and 48 -inch drain relocation and related work. These items are discussed in the GeoEngineers memoranda and report and should be included in the project specifications. We understand that the project specifications are not complete at this time and have not been submitted to the City of Tukwila for review. Therefore, this letter only addresses the GeoEngineers memoranda and addendum report, the retaining will structural plans, and the DBM- suggested specifications. We will be available to review the project specifications when they become available. 400 NORTH 34TH S7116ET • 61.11TF W- 6871 -01 PO. BOX 300, SEATTLE, WA51IINGl'ON 93103 2006.632.60020 FAX 2OR.033.P777 TOn: 1 -63. S �..__ , 05/10/95. 15:41 FAX 206 633 6777 SHANNON & WILSON Q002 City of Tukwila SHANNON &WILSON. INC. Attn: Mr. Ron Cameron May 4, 1995 Page 2 GEOENG1NEERS MEMORANDUM TO SHANNON & WILSON DATED FEBRUARY 9, 1995 Many of the items discussed in this memorandum by GeoEngineers provide a satisfactory response to issues and concerns mentioned in previous correspondence and during the January 27, 1995, project meeting. Specifically, the 48 -inch storm drain which was to be located along the front of the retaining wall has been relocated along the east side of the new building so it no longer affects the shoring wall earth pressure design. The memorandum states that fire hydrant supply lines will be buried at a maximum depth of 3 feet in front of the shoring wall. We concur with GeoEngineers' recommendation to neglect the upper 3 feet of passive pressure due to these supply lines. As we indicated in our January 13 letter, we agree with the revised active and passive design pressures, and we note that these design values, along with the 3 feet of neglected passive pressure, are clearly shown on the sketch provided in this memorandum. -- The memorandum states that DBM is planning to use cast -in -place concrete soldier piles instead of steel sections. Our comments regarding these soldier piles are provided later in this letter under the specification and plans review. The use of shotcrete lagging coincides with our recommendations in previous correspondence. We agree that the maximum, vertical, exposed wall face prior to shotcreting should be 8 feet, and that this maximum exposure may be shortened if the soil is not stable and tends to spall or slough. We further concur with the use of Miradrain (or equivalent) panels being installed on the cut faces between each soldier pile and that this drainage mat should extend the full height of the wail. We recommend that the plans and specifications clearly indicate the width, location, -- and extent of the drainage panels. In this memorandum, GeoEngineers discusses the possible use of a reinforced earth- backed Key Block wall in the southern potion of the wall. We do not recommend that a Key Block wall be used, but rather recommend that the tieback shoring wall be used over the entire length of the retaining wall. No Key Brock wall is shown on the structural plans and we assume that this option has been deleted. W- 6871 -01 , 05/10/95, 15:41 FAX 206 833 6777 SHANNON & WILSON C?J 003 • • City of Tukwila SHANNON sWILSON. INC. — Attn: Mr. Ron Cameron May 4, 1995 Page 3 GEOENGINEERS ADDENDUM REPORT DATED MARCH 6, 1995 As with the above memorandum, many of the items discussed in this Addendum Report _ provide a satisfactory response to issues and concerns mentioned in previous correspondence and during the January 27, 1995, project meeting. A more specific response is provided in the following paragraphs. We concur with the recommendations discussed in the Building Demolition section and recommend that this information be included in the project plans and specifications. We generally concur with the recommendations within the Utility (Relocated Storm Drain) Installation and Retaining Wall Excavation sections. Specifically, in the Retaining Wall Excavation section, the last sentence of the last paragraph states that if the weather conditions are too adverse for moisture conditioning or stabilization treatment, an import granular fill with low enough fines content should be used for backfill. The specifications should state the maximum percent fines that is permissible for the fill for wet weather placement and compaction. In the Retaining Will Construction section, GeoEngineers state that they will monitor proof and performance testing of all tieback anchors. This monitoring should also include the tieback verification testing. -- In the discussion on Fill Testing, GeoEngineers indicates that the compaction of the crushed building rubble will be evaluated on the basis of visual observation only while the on -site glacial soils will be evaluated by probing and using the nuclear gauge dcnsometer. The building rubble will be used as structural fill under the buildings' footings; therefore, we recommend that the building rubble be evaluated by probing and nuclear gauge densometer readings because this material must resist the design bearing pressure of the footings ,o without significant settlement. The section entitled "Asphalt Concrete Left in Place" indicates that any existing asphalt — concrete pavement removed for construction may be broken into pieces and mixed with import or on -site soil and used for structural fill in the lower portions of the structural fill •_ pads. This paragraph raises two questions: (1) Why is the asphalt concrete broken into pieces with a maximum size of 4 inches, while the recycled concrete is crushed to a — W-6871-01 . 05/10/95 15:42 FAX 206 633 6777 SHANNON & WILSON l 004 ' f C City of Tukwila SHANNON &WILSON. INC. Attn: Mr. Ron Cameron May 4, 1995 Page 4 maximum size of 1 -1/2 inches, especially when both materials will be used as structural fill, �- and (2) The broken asphalt concrete can only be used in the "lower portions" of the structural fill, are the "lower portions" the first 18 inches of fill as discussed in "Building "B /C /D" Basement Area, Fill Pad and Footings "? GEOENGINEERS MEMORANDUM DATED MARCH 9, 1995 This memorandum states that DBM did not use GeoEngineers' recommendation of 650 psf for the design tieback adhesion, and that a much higher value of 1,700 psf was used for design. The memorandum also discusses DBM's plan for verification testing of three sacrificial tiebacks to prove their design assumption. We are in complete agreement with GeoEngineers regarding the installation of the sacrificial anchors. These sacrificial anchors must be installed in exactly the same manner as the production anchors, and the sacrificial anchors must be designed so that the failure will occur between the anchor grout and the soil interface during testing. We request further clarification from GeoEngineers if additional verification anchors will be installed and tested in areas where the soil type and/or characteristics encountered are different than the design assumptions. We concur that by testing sacrificial anchors to failure, the anchor grout/soil adhesion will be determined and the tieback design may be confirmed or changed appropriately. The building plans and specifications need to detail that DBM will be responsible for installing anchors to meet the design capacities and that alternate construction procedures will be used if the anchors fail the verification tests. The choice to use a higher - than - recommended adhesion value was made by DBM and, therefore, DBM, not the Owner, should take the risk of additional costs. This should be clearly stated in the project specifications. DBM-SUGGESTED ANCHOR SPECIFICATIONS The specifications we reviewed consisted of the DBM - suggested anchor specifications which were submitted with the shoring wall calculations to CT Engineering. These specifications are not the final project specifications. This type of review would normally be done by the W- 6871 -01 05/10/95, 15:42 FAX 206 633 6777 SHANNON & WILSON X1005 • City of Tukwila SHANNON &WILSON. INC. Attn: Mr. Ron Cameron May 4, 1995 Page 5 project Soils Engineer, however, we have been asked to comment. We do suggest that Geo Engineers review the project plans and specifications for their concurrence prior to final approval ~+ The following re our review comments for the Permanent Anchored Wa Anchor g , Installation & Testing Specification revised by DBM on March 9, 1995, and submitted to CT Engineering. The words which are underlined represent our suggestions for additions, deletions, and replacements as noted. 1 Anchored Wall Description lc The last referenced document should read: "Memorandum to Paul Grant, Shannon & Wilson Jnc. from GeoEngineers dated February 9, 1995." 2 Permanent Anchors 2a Add: "Install when bottom of excavation is no more than 4 vertical feet from the planned, exposed end of the tendon. Anchor location shall be within inches of the planned location." GeoEngineers and /or DBM should comment on the plan tolerance. 2b /2c Delete "The method of drilling the anchor holes and" from 2b because 2c says "The permanent anchors shall be installed using the augered method of drilling." -- 2c Why would a different method of installation and /or grouting be used for the verification and performance anchors as compared to the production anchors? These should be identical so that a testing performance comparison can be made between the anchors' performance. This was also discussed in GeoEngineers' memorandum dated March 9, 1995. '� W- 6871 -01 05/10/95 15:43 FAX 206 633 6777 SHANNON & WILSON Q006 City of Tukwila SHANNON Et WILSON. INC. Attn: Mr. Ron Cameron May 4, 1995 Page 6 2.1 Anchor 1hndon Corrosion Protection 2.113 Add ". . . grouted corrugated high density polyethylene fPE) or PVC sheath." 2.1d Delete ". . . which is filled with grout or corrosion inhibiting grease after anchor testing and lockoff." Pilling the arca with grease will ensure that a void is not left, _. especially during shotcrete placement. 2.1e Delete ".. by a steel cap filled with corrosion inhibiting grease' or grout." Same reason as above. 3.1 Verification 'Fasting -- 3.1a Delete "Prior to production anchor installation, three eCh sacrificial anchors ... " The verification load test schedule should be in the specifications. This schedule should outline the load increments and hold times for both increasing and decreasing the load and should include the alignment load (AL). The locations of the sacrificial anchors should be indicated on the plans, and the specifications should state that these anchors are shown on the plans. If there are different soil types along the height or length of the retaining wall, additional verification tests should be done in each soil type prior to production anchor installation in those soils. The number and location of the additional verification anchors should be determined by the Soils - Engineer. Numerous tiebacks have design load values of greater than 125 kips and several have design loads of as much as 165 kips. The verification tests should be completed to confine the higher Loads especially because DBM used a much higher than recommended adhesion value for the bonded length. The top row of tiebacks (Row A) has a maximum design load of 150 kips. Row B has tiebacks which have loads up to 165 kips. We recommend DBM either tests using the highest load (165 kips) in Row A, or tests using 150 kips design load in Row A and does additional verification tests in Row B using 165 kips as the design load. W- 6871 -01 05/10/95, 15:43 FAX 206 633 6777 SHANNON & WILSON X1007 . l City of Tukwila SHANNON WILSON. INC. Attn: Mr. Ron Cameron May 4, 1995 Page 7 3.1b Add details on holding period times. 3.2 Performance 'I sting 3.2a Delete "pour Nell production anchors shall be l o a d tested ..." Currently, the maximum anchor load is not differentiated between proof and performance tests (150% of DL). We would suggest revising the specifications to load performance test anchors to 200% of the DL, or to omit reference to the performance test criteria. The performance load test schedule should be in the specifications. This schedule should outline the load increments and hold times for both increasing and decreasing the load and should include the alignment load (AL). If the locations of the performance anchors are shown on the plans, the specifications should state that -- these anchors are shown. If there are different soil types along the height or length of the retaining wall, performance tests should be done in each soil type prior to production anchor installation in cach soil. This may mean that more than one performance test per row will need to be done. The number and location of the additional performance tests should be determined by the Soils Engineer. 3.3 Proof 7bsting 3.3a The proof load test schedule should be in the specifications. This schedule should outline the load increments and hold times for both increasing and decreasing the load and should include the alignment load (AL). 3.6 Acceptance Criteria 3.6a Replace ". . . 80% of the theoretical elastic elongation of the stressing length" with ". . . 80% of the theoretical elastic elongation of the =Walt 'length." This will keep the nomenclature consistent with the rest of the specifications and the plans. W- 6871 -01 05/10/95 15:44 FAX 206 633 6777 SHANNON & WILSON Q008 ■ City of Tukwila SHANNON &WILSON. INC. Attn: Mr. Ron Cameron May 4, 1995 Page 8 3.6b Replace ". . . 80% of the theoretical elastic elongation of the stressing length" with ". 80% of the theoretical elastic elongation of the unbonded length." Same reason as above. 3.6d Add ". . . specified lock -off load otherwise • re -set the anchor and li ft,- -off until the • Ong is within 10%." 3.6e (new section) Add new section (3.6e) as follows: "If verification tests do not confirm the design anchor adhesion of 1700 psf, Donald B. Murphy Contractors shall modify their design and/or construction procedures. Additional verification anchors shall be installed and tested prior to production anchor installation using the revised design adhesion. The number and �- location of additional verification tests shall be determined by the Soils Engineer. Production anchors shall reflect the new design. The additional verification anchors and design length revisions in the production anchors shall be accomplished by Donald B. Murphy Contractors at no cost to the Owner." 3.6f (new section) Add new section (3.6f) as follows: "If the acceptance criteria described in sections 3.6a and 3.6b of this specification are not met during verification, performance, or proof testing of an anchor, the anchor shall be replaced at no cost to the Owns." General Comments on the Specifications The final project specifications should address the testing jack and its seating, definitions, anchor grouting, tendon installation, groundwater control and caving conditions, soldier pile and tieback drilling, soldier pile concrete and reinforcement placement, handling and storage of the tendons, fabrication, design of verification anchors to ensure failure of the grout/soil interface instead of other portions of the anchor, spacers, shotcrete, shotcrete W- 6871 -01 . 05/10/95 15:44 FAX 206 633 6777 SHANNON & WILSON Z009 City of Tukwila SHANNON tiWILSON, INC. Attn: Mr. Ron Cameron May 4, 1995 Page 9 reinforcement and how to keep it in place during shotcrete installation, shotcrete coverage, --- etc. We recommend that we review the project specifications when they are in a more complete stage. RETAINING WALL STRUCITURAL PLANS We reviewed sheets SS1 through SS6 of the project structural plans. These plans show the imposed, permanent, tieback retaining wall. The following are our recommendations for the structural. plans, sheets SS1 through SS6. SS1 Site Plan & Notes Design Loads Replace ". . . soils report dated November 10, 1994 and a Shannon & Wilson remorandum, dated February 9, 1995." with ". . . soils report dated November 10, 1994 and a GeoEngineers memorandum to Shannon & Inc, dated February 9, 1995." Add "Soil Debris .{Freeboard) 3 feet" for clarification. Add "Prior to the installation of an production anchors, three (3 i sacrificial test anchors shall be installed and verifc load -tes to a mini of 200% of the design load . to verify design assumption of anchor adhesion value. e locations of th a 'al t - a ho • *1. •, Lee . 99 S_IL• .,d S 9 " Add the sheet numbers once they become known. • Shoterete Add " Shotcrete cover over soldier piles and tieback caps shall be a minimum of inches and as shown on Drawing 6 Sheet No. SS6." CT Engineering and the City of Tukwila structural engineer should comment on the minimum shotcrete cover. Clarify the last sentence. It currently reads " Shotcrete proportions shall be selected 05/10/95 15:45 FAX 206 633 6777 SHANNON & WILSON RJ010 City of Tukwila SHANNON (WILSON, INC. Attn: Mr. icon Cameron May 4, 1995 Page 10 • Tendon Stressing Add "Continuous inspection and recording of elongations by the Soils Eneineer is required during all stressing operations." Subsurface Drainage -- Change title from "subsurface Drainage" to "W, ll Drainage" Add "... drainage fabric between soldier piles continuous for thefullheight of the � . t_ c_ _ I OA ., D�w ; 7 Sh - o - • G -fab 'c �angls shall, be 4 feet wide." Excavation Add "There shall be a maximum of 8 vertical feet of exposed wall face prior to shotcrete placement." Is a dewatering system required? This possibility should be clarified so that appropriate measures can be taken. Slope Protection The second sentence states "Surface drainage around the excavation shall be • controlled by the Contractor to prevent water from flowing into the excavation." Is this the general or the shoring contractor? Anchor Load Testing Procedure Replace "1 Verification testing, ... with the specification." with "Verification testing, ... with the specificationl." Inspection Replace ". . . shall be provided by the Owner for pile and tieback anchor installation ..." with "shall be provided by the Owner for soldier pile and tieback anchor installation ... " W-6871-01 05/10/95 15:45 FAX 206 633 8777 SHANNON & WILSON L1011 • City of Tukwila SHANNON 6WILSON, INC, Attn: Mr. Ron Cameron May 4, 1995 Page 11 Monitoring — Add "The Owner shall provide full-time observation monitoring of the shoring walls, adjacent ground surfaces and buildings or structures. A licensed surveyor shall establish benchmarks at the direction of the Soil§ Engineer and shall survey these marks prior to commencement ... The benchmarks shall be monitored on a weekly basis until wall construction is complete and it is determined that ..." — SS6 Section & Details — Drawing 1, Double Corrosion Protection • Add "Smooth or Corrugated PVC or Polyeth iPE1 sheathing" Clarify where the Centralizer is and add "(typ.)" because the centralizers should be spaced along the entire length of the tieback, not just at the tip. This description could be added to the notes. Drawing 2, Typical Tieback Pile Detail ,Add details to the notes and specifications about using spacers such as blocks to keep the reinforcing bars from touching the soil between the soldier piles during shotcrete — installation. Also describe how and when the #5 dowels will be installed and epoxied into place. We recommend that the structural engineer at the City of Tukwila check that these dowels are capable of securely holding the shotcrete — reinforcing cage. Drawing 6, Pile Reinf Tieback Label the minimum amount of shotcrete cover over the tieback cap and strands. Drawing 7, 'hp of Wall Detail Replace "3.112: Free Board" with "3' -0" Freeboard" to be consistent with the rest of the plans and specifications. Add "Drain Mat (Miradrain or , ivalen) to be„installed as oted." Drawing 8, Bottom of Wall Detail Add "Drain Mat (Miradrain pr equivalentlto be installed as noted." W- 6871 -01 Sincerely, SIJANNON & WILSON, INC t , 6 N3L G�p 4 t,‘'oVW/�s111 ' ,. Cy ,�, v 4. 3I239 1O c � 51/-415 NAL , Ex 4:711/1 4 _ S " Ss' �XFIRES 6/15/qs" Carole L.B. Mitchell, P.E. W. Paul Grant, P.E. Engineer Vice President CLBM:WPG /clbm • W6671.01.LT3/W6871- 1kd/dgw W- 6871 -0T ( + /((, 4 , 7 )pR11)-( /5 zol CITY OF TUKVVILA 6200 Southcenter Boulevard, Tukwila, W hington 98188 (206) 433-1800 - MEMORA.NDUIVC / TO: ( P Pc2,; .,,. matt 234 >L( FROM: -JOA'f\) WA' SPE.K)CEAe., DATE: S 1 C1C. 74 a 2 'Ma li-aer 1 2(an) SUBJECT: M-r L.-.) • • Re- yiee-r • Ul A, Showtipi.‘, 01Ji15001 • 6 co 9 0, 5 han lAYLV-Soi, meAri e„ii VA • 44 ‘ . I ttag • -4 1 CS . o, • 4-.4 S tW g< ,66/ AOT 14/. 4 -1,1.. " " " " " ' " " " 05/10/95 15:40 FAX 206 633 6777 SHANNON & WILSON ei001 SHANNON iWILSON, INC. SEATTLE HANFORD FAIRMNKS ® GEOTECHNIOAL AND ENVIHONMENIAL CONSULTANTS ANCHORAGE SAINT LOUIS LOSTON May 4, 1995 Post-it" Fax Note 7671 Dale ,cpro 14e4 !Z To From Co./OepL Co. City of Thkwita `T" k 14 a� Department of Public Works Phone Phone n 6300 Southcenter Boulevard, Suite 100 F H ja Zhkwila, Washington 98188 Attn: Mr. Ron Cameron, P.E. RE: REVIEW OF MEMORANDA, REPORIB, PLANS, AND SPECIFICATIONS, PARKWAY PLACE RETAINING WALL, 17501 SOUTFICENTER PARKWAY, TUKyVILA, WASHINGTON At your request we are submitting this letter report with our review comments regarding (1) GeoEngineers memorandum dated February 9, 1995; (2) GeoEngineers Addendum Report dated March 6, 1995; (3) GeoEngineers memorandum dated March 9, 1995; (4) anchor specifications provided by Donald B. Murphy Contractors (DBM) for the Parkway Place Retail Centex in Zlikwila; and (5) structural retaining wall plans. On Purchase Order No. 38704 dated February 21, 1995, the City of Tukwila requested that Shannon & Wilson review the following items: demolition material separation and stockpiling, demolition material grinding, wall excavation, wall and demolition mixing, stockpiling, filling, and other items such as the wall and 48 -inch drain relocation and related work. These items are discussed in the GeoEngineers memoranda and report and should be included in the project specifications. We understand that the project specifications are not complete at this time and have not been submitted to the City of 1Lkwila for review. Therefore, this letter only addresses the GeoEngineers memoranda and addendum report, the retaining will structural plans, and the DBM- suggested specifications. We will be available to review the project specifications when they become available. • • 400 NORTH 34TH S1RIET • $1,IITF 1f}7 W- 6$71 -01 rQ. 60X 3f0:+0:3 SEATTLE, WASI IINGTOr1 93103 206.632.8020 FAX 20Fi4132•11777 ran: 1.800•813•R3i3 • 05/10/95 15:41 FAX 206 633 6777 SHANNON & WILSON I]002 City of Tukwila SHANNON iWILSON. INC. • Attn: Mr. Ron Cameron May 4, 1995 Paget GEOENGINEERS MEMORANDUM TO SHANNON & WILSON DATED FEBRUARY 9, 1995 Many of the items discussed in this memorandum by GeoEngineers provide a satisfactory response to issues and concerns mentioned in previous correspondence and during the January 27, 1995, project meeting. Specifically, the 48 -inch storm drain which was to be located along the front of the retaining wall has been relocated along the east side of the new building so it no longer affects the shoring wall earth pressure design. The memorandum states that fire hydrant supply lines will be buried at a maximum depth of 3 feet in front of the shoring wall. We concur with GeoEngineers' recommendation to neglect the upper 3 feet of passive pressure due to these supply lines. As we indicated in our January 13 letter, we agree with the revised active and passive design pressures, and we note that these design values, along with the 3 feet of neglected passive pressure, are clearly shown an the sketch provided in this memorandum. • The memorandum states that DBM is planning to use cast -in -place concrete soldier piles instead of steel sections. Our comments regarding these soldier piles are provided later in this letter under the specification and plans review. The use of shotcrete lagging coincides with our recommendations in previous correspondence. We agree that the maximum, vertical, exposed wall face prior to shotcreting should be 8 feet, and that this maximum exposure may be shortened if the soil is not stable and tends to spall or slough. We further concur with the use of Miradrain (or equivalent) panels being installed on the cut faces between each soldier pile and that this drainage mat should extend the full height of the wall. We recommend that the plans and specifications clearly indicate the width, location, and extent of the drainage panels. In this memorandum, GeoEngineers discusses the possible use of a reinforced earth- backed Key Block wall in the southern potion of the wall. We do not recommend that a Key Block wall be used, but rather recommend that the tieback shoring wall be used over the entire length of the retaining wall. No Key Block wall is shown on the structural plans and we assume that this option has been deleted. • W- 6871 -01 . 05/10/95 15:41 FAX 206 633 6777 SHANNON & WILSON (jj003 • City of Tukwila SHANNON FiWILSON.INC. Attn: Mr. Ron Cameron May 4, 1995 Page 3 GEOENGINEERS ADDENDUM REPORT DATED MARCH 6, 1995 As with the above memorandum, many of the items discussed in this Addendum Report provide a satisfactory response to issues and concerns mentioned in previous correspondence and during the January 27, 1995, project meeting. A more specific response is provided in the following paragraphs. We concur with the recommendations discussed in the Building Demolition section and recommend that this information be included in the project plans and specifications. We generally concur with the recommendations within the Utility (Relocated Storm Drain) Installation and Retaining Wall Excavation sections. Specifically, in the Retaining Wall Excavation section, the last sentence of the last paragraph states that if the weather _ conditions axe too adverse for moisture conditioning or stabilization treatment, an import granular fill with low enough fines content should be used for back ill. The specifications should state the maximum percent fines that is permissible for the fill for wet weather placement and compaction. In the Retaining Wall Construction section, GeoEngineers state that they will monitor proof and performance testing of all tieback anchors. This monitoring should also include the tieback verification testing. In the discussion on ?rill listing, GeoEngineers indicates that the compaction of the crushed building rubble will be evaluated on the basis of visual observation only while the on -site glacial soils will be evaluated by probing and using the nuclear gauge densometer. The building rubble will be used as structural fill under the buildings' footings; therefore, we recommend that the building rubble be evaluated by probing and nuclear gauge densometer readings because this material must resist the design bearing pressure of the footings without significant settlement. The section entitled "Asphalt Concrete Left in Place" indicates that any existing asphalt concrete pavement removed for construction may be broken into pieces and mixed with import or on -site soil and used for structural fill in the lower portions of the structural fill pads. This paragraph raises two questions: (1) Why is the asphalt concrete broken into pieces with a maximum size of 4 inches, while the recycled concrete is crushed to a W- 6871 -01 05/10/95 15:42 FAX 206 833 6777 SHANNON & WILSON (x)004 ( • City of Tukwila SHANNON &WILSON, INC. Attn: Mr. Ron Cameron May 4, 1995 Page 4 maximum size of 1 -1/2 inches, especially when both materials will be used as structural fill, and (2) The broken asphalt concrete can only be used in the "lower portions" of the structural fill, are the "lower portions" the first 18 inches of fill as discussed in "Building "B /C /D" Basement Area, Fill Pad and Footings"? GEOFNGINEEERS MEMORANDUM DATED MARCH 9, 1995 This memorandum states that DBM did not use GeoEngineers' recommendation of 650 psf for the design tieback adhesion, and that a much higher value of 1,700 psf was used for design. The memorandum also discusses DBM's plan for verification testing of three sacrificial tiebacks to prove their design assumption. We are in complete agreement with GeoEngineers regarding the installation of the sacrificial anchors. These sacrificial anchors must be installed in exactly the same manner as the production anchors, and the sacrificial anchors must be designed so that the failure will occur between the anchor grout and the soil interface during testing. We request further clarification from GeoEngineers if additional verification anchors will be installed and tested in areas where the soil type and/or characteristics encountered are different than the design assumptions. We concur that by testing sacrificial anchors to failure, the anchor grout/soil adhesion will be • determined and the tieback design may be confirmed or changed appropriately. The building plans and specifications need to detail that DBM will be responsible for installing anchors to meet the design capacities and that alternate construction procedures will be used if the anchors fail the verification tests. The choice to use a higher- than - recommended adhesion value was made by DBM and, therefore, DBM, not the Owner, should take the risk of additional costs. This should be clearly stated in the project specifications. DBM SUGGESTED ANCHOR SPECIFICATIONS The specifications we reviewed consisted of the DBM - suggested anchor specifications which were submitted with the shoring wall calculations to CT Engineering. These specifications axe not the final project specifications. This type of review would normally be done by the W- 6871 -01 05/10/95 15:42 FAX 206 633 6777 SHANNON & WILSON 0 005 City of Tukwila SHANNON 6WILSON. INC. _ • Attn: Mr. Ron Cameron May 4, 1995 Page 5 project Soils Engineer, however, we have been asked to comment. We do suggest that GeoEngineers review the project plans and specifications for their concurrence prior to final approvaL ~ The following are our review comments for the Permanent Anchored Wall, Anchor Installation & Testing Specification revised by DBM on March 9, 1995, and submitted to CT Engineering. The words which are underlined represent our suggestions for additions, deletions, and replacements as noted. 1 Anchored Wall Description lc The last referenced document should read: "Memorandum to Paul Grant, Shannon & Wilson, inc. from GeoEngineers dated February 9, 1995." 2 Permanent Anchors 2a }' Add: "Install when bottom of excavation is no more than 4 vertical feet from the planned, exposed end of the tendon. Anchor location shall be within inches of the planned location." GeoEngineers and/or DBM should comment on the plan tolerance. 2b /2c Delete "The method of drilling the anchotiloles and" from 2b because 2c says "The permanent anchors shall be installed using the angered method of drilling." 2c • Why would a different method of installation and /or grouting be used for the verification and performance anchors as compared to the production anchors? These should be identical so that a testing performance comparison can be made between the anchors' performance. This was also discussed in GeoEngineers' memorandum dated March 9, 1995. W- 6871 -01 05/10/95 15:43 FAX 206 633 6777 SHANNON & WILSON I1006 City of Tukwila SHANNON iWILSON.INC. Attn: Mr. Ron Cameron May 4, 1995 Page 6 2.1 Anchor 'Ibndon Corrosion Protection 2.1b Add ". . . grouted corrugated high density polyethylene (PE) or PVC sheath." 2.1d Delete ". . . which is filled with u o corrosion inhibiting grease after anchor testing and lockoff." Pilling the arcs with grease will ensure that a void is not left, especially during shotcrete placement. 2.1e Delete ".. by a steel cap filled with corrosion inhibiting grease' or grout." Same reason as above, 3.1 Verification Thsting 3.1a Delete "Prior t o production anchor installation, three e a c h sacrificial anchors ... " The verification load test schedule should be in the specifications. This schedule should outline the load increments and hold times for both increasing and decreasing the load and should include the alignment load (AL). The locations of the sacrificial anchors should be indicated on the plans, and the specifications should state that these anchors are shown on the plans. If there are different soil types along the height or length of the retaining wall, additional verification tests should be done in each soil type prior to production anchor installation in those soils. The number and • location of the additional verification anchors should be determined by the Soils Engineer. Numerous tiebacks have design load values of greater than 125 kips and several have design loads of as much as 165 kips. The verification tests should be completed to confine the higher loads especially because DBM used a much higher than recommended adhesion value for the bonded length. The top row of tiebacks (Row A) has a maximum design load of 150 ldps. Row B has tiebacks which have loads up to 165 kips. We recommend DBM either tests using the highest load (165 kips) in Row A, or tests using 150 kips design load in Row A and does additional verification tests in Row B using 165 ldps as the design load. W- 6871 -01 05/10/95 15:43 FAX 2 06 633 6777 SHANNON & wILSOIV (�Qb7 ( . City of Tukwila SHANNON EWIWON, INC. Attn: Mr. Ron Cameron May 4, 1995 Page 7 • 3.1b Add details on holding period times. 3.2 Performance listing 3.2a Delete "Four e a c h , production anchors shall be load tested ..." Currently, the maximum anchor load is not differentiated between proof and performance tests (150% of DL). We would suggest revising the specifications to load performance test anchors to 200% of the DL, or to omit reference to the performance test criteria. The performance load test schedule should be in the specifications. This schedule should outline the load increments and hold times for both increasing and decreasing the load and should include the alignment load (AL). If the locations of the performance anchors are shown on the plans, the specifications should state that these anchors are shown. If there are different soil types along the height or length of the retaining wall, performance tests should be done in each soil type prior to production anchor installation in each soil. This may mean that more than one — performance test per row will need to be done. The number and location of' the additional performance tests should be determined by the Soils Engineer. 3.3 Proof Tbsting 3.3a The proof load test schedule should be in the specifications. This schedule should outline the load increments and hold times for both increasing and decreasing the load and should include the alignment load (AL). 3.6 Acceptance Criteria 3.6a Replace ". . . 80% of the theoretical elastic elongation of the stressing length" with ... 80% of the theoretical elastic elongation of the unbonded'length." This will keep the nomenclature consistent with the rest of the specifications and the plans. W- 6871 -01 • 05/10/95 15:44 FAX 206 633 6777 SHANNON & WILSON [J City of Tukwila SHANNON &WILSON. INC. • Attn: Mr. Ron Cameron May 4, 1995 Page 8 3.6b Replace "... 80% of the theoretical elastic elongation of the stressing length" with ".. ' . 80% of the theoretical elastic elongation of the unbonded length." Same reason as above. 3.6d Add ". . . specified lock -off load otherwise re-set the anchor and lift -off until the Nadine is within 10%." 3.6e (new section) Add new section (3.6e) as follows: "If verification tests do not confirm the design anchor adhesion of 1700 psf, Donald B. Murphy Contractors shall modify their design and/or construction procedures. Additional verification anchors shall be installed and tested prior to production anchor installation using the revised design adhesion. The number and location of additional verification tests shall be determined by the Soils Engineer. Production anchors shall reflect the new design. The additional verification anchors and design length revisions in the production anchors shall be accomplished by Donald B. Murphy Contractors at no cost to the Owner." 3.6f (new section) Add new section (3.60 as follows: "If the acceptance criteria described in sections 3.6a and 3.6b of this specification are not met during verification, performance, or proof testing of an anchor, the anchor shall be replaced at no cost to the Owner." General Comments on the Specifications The final project specifications should address the testing jack and its seating, definitions, anchor grouting, tendon installation, groundwater control and caving conditions, soldier pile and tieback drilling, soldier pile concrete and reinforcement placement, handling and storage of the tendons, fabrication, design of verification anchors to ensure failure of the grout/soil interface instead of other portions of the anchor, spacers, shotcrete, shotcrete W- 6871 -01 t.. . - ... T.A.. .. , 05/10/95 . 15:44 FAX . 208633677 . 7 . :.....,..; .._ :..' SHANNON & WILSON .. .. .... .:....... City of Tukwila SHANNON &WILSON, INC. . Attn: Mr. Ron Cameron May 4, 1995 Page 9 reinforcement and how to keep it in place during shotcrete installation, shotcrete coverage, etc. We recommend that we review the project specifications when they are in a more complete stage. RETAINING WALL STRUCTURAL PLANS We reviewed sheets SS1 through SS6 of the project structural plans. These plans show the proposed, permanent, tieback retaining wall. The following are our recommendations for the structural plans, sheets SS1 through SS6. SS1 Site Plan & Notes Design Loads Replace ". . . soils report dated November 10, 1994 and a Shannon & Wilson ,memorandurrt dated February 9, 1995." with ". . . soils report dated November 10, 1994 and a GeoEngineer memo ndum to S hannon & y so a Inc, dated February 9, 1995." Add "Soil Debris (Freeboard) 3 feet" for clarification. Add "Prior to the installation of an production anchors, three (3) sacrifaial test anchors shall be installed and verification load- teste4_lo a minimum of_200 % _ef the design load to verify design assumption of anchor adhesion value. The locatio s of these sa .; . ial test : hors . e 1 •, hee _ 97 _to u:h d S. 99 " Add the sheet numbers once they become known. Shotcrete Add " Shotcrete cover over soldier piles and tieback caps shall be a minimum of inches and as shown on Drawing 6 Sheet No. SS6." CT Engineering and the City of 'Tukwila structural engineer should comment on. the minimum shotcrete cover. Clarify the last sentence. It currently reads "Shotcrete proportions shall be selected that allow suitable placement procedures for the delivery of equipment to be used." The shotcrete proportions used should be suitable for the type of equipment being used to install the shotcrete. W- 6871 -01 05/10/95 15:45 FA% 206 633 6777 SHANNON & WILSON 0 010 City of Tukwila SHANNON 6WILSON, INC. Attn: Mr. Ron Cameron May 4, 1995 Page 10 0 Tendon Stressing Add "Continuous inspection and recording of elongations by the Soils Engineer is required during all stressing operations." Subsurface Drainage Change title from "Subsurface Drainage" to 'l Drainage" Add ". , . drainage fabric between soldier, piles c r inuous fo the tit Wight of th wall (except freeboard as shower on Drawing 7 Shee t r ,I�o. SS6). D rainage fabric m els shall be 4 feet wide." Excavation Add "There shall be a maximum of 8 vertical feet of exposed wall face prior to shotcrete placement." Is a dewatering system required? This possibility should be clarified so that appropriate measures can be taken. Slope Protection • The second sentence states "Surface drainage around the excavation shall be controlled by the Contractor to prevent water from flowing into the excavation." Is this the general or the shoring contractor? Anchor Load Testing Procedure Replace "1. V e r i f i c a t i o n testing, ... with the specification." with "Verification testing, ... with the specifications." Inspection Replace ". . . shall be provided by the Owner for pile and tieback anchors installation ..." with "shall be provided by the Owner for ,soldier pile and tieback anchor installation . . ." W- 6871 -01 05/10/95 15:45 FAX 206 633 6777 SHANNON & WILSON Q011 City of Tukwila SHANNON 6WILSON. INC. Attn: Mr. Ron Cameron May 4, 1995 • Page 11 Monitoring Add "The Owner shall provide full-time observation monitoring of the shoring walls, adjacent ground surfaces and buildings or structures. A licensed surveyor shall establish benchmarks at the direction of the Soils Engineer and shall survey these marks prior to commencement ... The benchmarks shall be monitored on a weekly basis until wsllconstruction _ is complete and it is determined that ..." SS6 Section & Details Drawing 1, Double Corrosion Protection • Add "Smooth or Corrugated PVC or Polyethylene (PE) sheathing" Clarify where the Centralizer is and add "(typ.)" because the centralizers should be spaced along the entire length of the tieback, not just at the tip. This description could be added to the notes. Drawing 2, Typical Tieback Pile Detail Add details to the notes and specifications about using spacers such as blocks to keep the reinforcing bars from touching the soil between the soldier pies during shotcrete — installation. Also describe how and when the #5 dowels will be installed and epoxied into place. We recommend that the structural engineer at the City of Tukwila check that these dowels axe capable of securely holding the shotcrete reinforcing cage. Drawing 6, Pile Eeinf Tieback Label the minimum amount of shotcrete cover over the tieback cap and strands. Drawing 7, 2bp of Wall Detail Replace "3' -6" Free Board" with "3' -0" Freeboard" to be consistent with the rest of the plans and specifications. ,Add "Drain Mat (Miradrain or elanNalQnt) to be jnstalled as noted." Drawing 8, Bottom of Wall Detail Add "Drain Mat (Miradrain or egui to be inst alled as - noted." W- 6871 -01 i .. . ft' - wrrvman .... .t: r };..r.�. ......: � d 1. l: "r[ . 0i� b - ,.r.. »,s+...., .. ,... . r.«.. xta• rM1tn,ouur..'.+s t.»xt: r.-.r ,«....r ..., - ..-r & WILSON �..,...« ,,,...� ... .... . ........_. �.._..... .....,.......,...,.- wn. .ornrwa. er a.� O ..ww.:.- ...... 05/10/95 15 :45 FAX 206 633 6777 SHANNON 12 „ City of Tukwila SHANNON iWILSON, INC. Attn: Mr. Ron Cameron May 4, 1995 Page 12 If you have any questions regarding these review comments, please call. Sincerely, S1TANNON & WILSON, INC. o fwas,, - 4 + of W �tSy, f n o ' J 1! `ro, , f . 1 . - J i y e • 31239 • 1.' NAL IO 'c a cts; 5-y .SIONALst', EXPIRES 11 /10 /Q , _ S °'! SS"' • EXPIRES 6 /15 / qs 1 Carole L.B. Mitchell, P.E. W. Paul Grant, P.E. Engineer Vice President CLBM:WPG /clbm W6871.01.LT3/W6 871 -1kd /dew W- 6871 -01 • J jj 1LA, , big ��, O City of .4 ul lla John W Rants, Mayor .O 0 tit . , or :.`= Department of Public Works Ross A. Earnst, P. E., Director 1908 • March 31, 1995 Shannon & Wilson Attn: Paul Grant, P.E. 400 North 4th Street PO Box 300303 Seattle WA 98163 Subject: Parkway Place Retaining Wall 17501 Southcenter Parkway Structural Plans Dear Mr. Grant: Enclosed is a City of Tukwila purchase order No. 38704 for Parkway Place retaining walls /soils evaluation. 1. The CTS Parkway plan sheets SS-1 through SS-6 2. Related materials (attached) a. 11/10/94 GTS report b. 2/9/95 Jack T to Paul letter c. 2/25/95 GTS calcs d. 3/6/95 GTS addendum e. 3/9/95 Jack T to Roy B letter f. 3/23/95 Fossatti letter 3. Provide a letter report commenting on the design and construction for use in permit approval. Fossatti asks for your evaluation of the tieback capacity adequacy. Can additional suggestions be made for the attachment of the mesh grid for the shotcrete? 4. Wall drainage design construction and main enhance. Thanks for the assistance. Sincerely, • Ron Cameron, P.E. City Engineer RMC /cd attachments cf : Development file pkplretw.ltr 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax. (206) 431.3665 • x r •1 !K FT . . .T ..r.... 1 ;. ... t a.. wu — r .. ..........n...� ............. r..-. r.nf. n...p -. r 1'n rY"u .. .. ,.... 38704 JJ r N O. . i N.' THIS NUMBER MUST APPEAR • CITY D F TUKWILA ON ALL PACKAGES, INVOICES, e AND CORRESPONDENCE. '5200 SOUTHCENTER BLVD. • TUKWILA, WASHINGTON 98188 • 433 -1800 VENDOR CODE --5 H (\ 2/21/45 HA F -- VENDOR NAME & ADDRESS DATE SHANNON & WILSON 400 N 4TH ST n VERBAL QUOTE PO BOX 300303 SEATTLE WA 93163 n WRITTEN QUOTE • SHIP TO DEPT. TUKWILA, WA STREET ADDRESS • ... ^1sT r 7y'y71 + i' '� Y + if! '�'.' , i: "'Via" t + i . +' • ;?. • Y,•A .•t+ r+4;: r• v '' r.1 .�,� .fir }: :' l E..., Tt'S - . % (ri ' a1t.,..y': ,... �.r. - QUANTITY ,T F3y r `��e�, DESCRIP,310 : zr:�'"��'.:';l: ' `FUND 1 '.DEPT: BASUB�'' ELEMENT i0�1' SU a� �. AMOU Ti;?�' R ti h .ViJ 'tf�."' `4' .�' L^I.'r�..r� :. % s: ' .... •«�. _ ., ' s` , ' OBJ . T~ as;. li r ,.. ..a. .. . t .!'7•�a:i' .v.- $= r.'..ai# ..�. .. .. :i " ^ .:•rr:•.: a 041r . .a�,'•p..1�+ .. : ? +tirv::i•• PARKWAY PLACE SOILS EXPERTISE FOR: 000 13 532 200 41 00 $5,000.00 • 1. DEMOLITION MATERIAL SEPARATION & ST OtKPTL I N( • 2. DEMOLITION MATERIAL GRINDING 3. WALL - EX AVATI ON 4. WALL & DEMOLITION NIXING • 5 . STOCKPILING 6. FILLING /. OTHER - SUCH A WALL & 43" DRAIN RELOCATION /RELATED WORK • • THER SOURCES QUOTE C �! QUOTE :PARTMENT c7" 7 EXECUTIVE � 'PROVAL / /,r � -� APPROVAL ` +f� !� • DEPARTMENT COPY J 1 n ! rr,..zl ... ,+ t.i.'r.. .... D. 21 'Tn.t', .... .� r.rerr .... ......_. ... ,.. .. �..... . .. .* n^. 4XF. r. �.'hFTt: r'iA`.4Y':Mrr` : ,I , _._; MEMORANDUM E595-00.7-) DATE: 3/27/95 FROM: Duane Griffin, Bldg Offl SUBJECT: Record of Parkway Place Retaining Wall Meeting between Ron Cameron, Joanna Spencer, & myself I had Ron read the letter from Fossatti dtd 3/23/95 about their recommendation that Shannon & Wilson (City's geotechnical consultant) review the retaining wall plans regarding the geotechnical design values on the plans for the retaining wall. Ron said they would forward a copy of the plans, along with a copy of Fossatti's letter, to Shannon & Wilson either this afternoon or tomorrow for their review. Ron said he thought it would probably take not more than 10 days for S &W to make the necessary review. • • • • • • • •, , .. s., dt f ...r.cnr.....:, .; .L >r.,....,...r.,... :. o >,}. . :. .,,, .r.,,., ,- <.,... ,. __ .. R 0 B E R T PROFESSION \1. IO(N) NORTON In.ILI)I\O 110 S(11 TII IK)tI I. SFREEf SERVICES 991 SECO ND M EM:E St ITE 21121: FOSS 1 11 CORPORATION SEATTLE, W \S111 \1:T0\ 06104 Hl l \OLt1( .11 \W NO 96913 " 'IELEP)10 \F:; 02 021.18 TELEP)IO \E:()10HI,333.6699 A S S O C I A T E S F\\;12061621.9740 F \\:1808)343.2200 CONSULTING ENGINEERS RECEIVED CITY OF TUKWILA March 23, 1995 MAR 2 3 1995 PERMIT CENTER P -3 Partners L.L.C. 800 5th Avenue, Suite 3700 Seattle, WA 98104 Attention: Mr. Roy Bennion Reference: 95 -T -04 (Parkway Place Retaining Wall) 6616—an RFA #95102 -04 Dear Mr. Bennion: We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code as adopted and amended by the 1992 Washington State Building Code. We have no comments pertaining to the structural design. However, we note the significant difference in recommended geotechnical design criteria versus design values used for allowable anchor adhesion between the grout and surrounding soil. It is our understanding that a complete testing program will be implemented in order to justify the higher design values. We recommend that the city's geotechnical consultant thoroughly review this matter, including the proposed testing program, prior to issuance of a permit. We have forwarded the drawings, calculations, and soils report to the City of Tukwila for their records. Please forward a copy of this letter to the structural engineer. Best regards, • ROBERT FOSSATTI ASSOCIATES, INC., P.S. 4 50e4 ,4 -■ • i► ' 1 Sandra B. Stampfli, P.E. SBS:1 cc: Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 • • 95T04 1.DOC 3/23/95 �' 1 03/10/95 12:56 FAX 208 682 1040 S M S _. ®003 ,•03 /10t95 10:57 FAX 206 1 6050 GEOENGINEERS L r�001 Post -it' Fax Note 7671 0 /,1 /o S J416► / Tb . 64 n • From 'a c.. - coAapt co. /" �' I P hone ♦ Phone* Geo • �j = Engineers d 600a MEMORANDUM Fax. • % a /byb Fax" i 60 d Redrnand TO: Roy r. ennion RECEIVED FROM: 1 " s€ tle, Bert Pschun e MAR 2 2 1995 DATE: arch 9, 1995 ROBERT FOSSATTI ASSOC. FILE: 3944- 003 -R01 SUBJECT: Comments on DBM Submittal for Park Place Retaining Wall We have reviewed the March 7, 1995 submittal from DBM for the soldier pile retaining wall, as requested in the project meeting on March 7, 1995. We have a few minor comments which we discussed with Kirk Lovelace of DBM over the phone on March 8. However, we have noted, and also discussed with Kirk, a major discrepancy in the_anchor adhesion value used for design by DBM as compared with the value we recommended in our November 10, 1994 report. We have recommended a design anchor adhesion value of 650 psf (pounds per square between the grout encasing the anchors and the surrounding soil. DBM has used a value o£•.1700 psf. We did some research on typical values for similar permanent tieback wall projects in comparable soil conditions and found that the upper limit of the state of practice in this area appears to be about 800 to 1,000 psf, Since these anchors will be permanent, creep in the fine - grained glacial soils at the Park Place project site is a factor to be considered. DBM has advised us that the higher value they assumed for their design will be verified by load testing ( "verification testing ") at least three sacrificial anchors to failure in order to verify their • assumed adhesion value of 1700 psf. These anchors will be installed with a bond length (grout to soil) expected to have a working load of 125 kips at an adhesion value of 1,700 psf. These anchors will be loaded incrementally to 200 percent of the design working load (i.e., to a load of 250 kips). The 200 percent load will be held for at least 100 minutes to evaluate creep behavior. After the creep test phase, the three anchors will be loaded to a maximum of 300 percent of the design working load in an attempt to fail the anchor. The load at failure will be used to calculate the ultimate adhesion between the anchor grout and the surrounding soil. A factor of safety (presumably 3) will be applied to this ultimate value to define the allowable adhesion value. If this value is less than the assumed value of 1700 psf, then the anchor design will need to be redesigned and/or different anchor installation techniques used. For example, the anchor lengths might need to be increased, anchors might need to be provided with bells (underreatning), initial anchor grout might have to be applied under high pressure, or the anchors might need to be post - grouted. • .. . 3;» R; r3 :+evrrz:,.....,- r..,... -...,_ ......,... ,,..;, Mrv- raum..» n.. a+ x.., r... aaurtrt. sr. m. v«.. :......,...w.ewH:W.,........... ». .... .- ._�._....- ,........w. . ! 03/10/95 12:51 FAX. E08 682 1040 S M 5 01004 • 03 /10/95 10:58 FAi 208 '1 6050 •GEOENGINEERS + // 21062 • • MEMORANDUM to: Roy Bennion March 9, 1995 Page 2 It is essential that the sacrificial anchors be the same as the proposed production anchors, particularly when it comes to length, diameter and installation procedure. Also, the sacrificial anchors must be designed structurally such that the anchor will fail first along the anchor grout/soil interface and not by tendon failure, failure between the tendon and the } y grout, or failure of the jacking system applying the tieback load. We understand that the DBM drawings and accompanying Anchor Installation and Testing Specification will be submitted tomorrow (March 10) to the city of Tukwila for permitting. We anticipate that the city and the city's review consultant, Paul Grant of Shannon d& Wilson, Inc., will notice the discrepancy between our recommended adhesion value and DBM's value. At that point, the city may deny the permit based on the discrepancy. If the penTrit is not initially denied, the city and/or Paul may require backup for the value assumed by ABM. This could result in delay of approval and permitting. In the best -case scenario, the city could approve the permit with the • condition that the testing of sacrificial anchors verify DBM's design assumptions. • We have not discussed the cost of the sacrificial anchor testing and any design or construction procedure modifications that DBM might have to make should the allowable anchor adhesion value determined from testing be lower than the value assumed by DBM. It seems prudent to discuss these costs with DBM before they mobilize to the she so that the financial responsibility for this testing and any design modifications of fabrication or new anchor assemblies is clearly understood by all before the work is started. Please let us know if we can assist you further with evaluation of the anchor design. • • Geo �Enineers MEMORANDUM Redmond TO: Paul Grant, Shannon & Wilson RECEIVED FROM.: ack. Tuttle MAR 2 2 1995 DATE: February 9, 1995 ROBERT FOSSATTI ASSOC. FILE: 3944 - 002 -R01 SUBJECT: Revisions to Retaining Wall Design, Park Place Project, Tukwila , WA Paul: ' The changes to wail design for the Park Place Project In Tukwila which we discussed an Tuesday are further described below. • More detailed survey information on existing slope topography shows the maximum elevation along the planned alignment of the wall will be Elevation 70.6. This will result in a wall height of just under 39 feet. The finished ground surface in front of the wall will vary between Elevations 31.5 and 33.0. • The 48 -inch storm drain which was to be relocated along the front of the retaining wall will now — be routed around the east side of the new buildings so it-is no longer a concern with respect to . wall design. • Fire hydrants will be located along the base of the wall. The maximum depth of the supply line to these hydrants will be 3 feet. No other utilities in front of the wall will extend any deeper. The passive pressure from the upper 3 feet of soil will be ignored, although the surcharge from this soil will be considered in calculating passive pressures at greater depth. • The revised active and passive lateral pressure design parameters for the wail are shown on the attached sketch. • DI3M is proposing installation of cast-in-place concrete soldier piles instead of using steel sections. This will reduce the lead time in obtaining materials so that construction of the wall can begin sooner after permits are obtained, • Shotcrete lagging will be installed for full height of the wall including the 3- foot -high freeboard section along the top of the wall, This will eliminate the need for fencing as a safeguard against the possible loss of lagging if timber had been used. • Shotcrete will be applied as excavation and installation of tiebacks proceed. The maximum vertical section of shotcrete to be placed in a single pass Is not expected to exceed 8 feet, contingent on the exposed cut face showing adequate stability to be cut to this height without spelling or sloughing. . - MEMORANDUM for Paul Grant, Shannon 84 Wilson February 9, 1995 Paget • The drainage Swale to be installed along the top of the wall to collect and carry surface runoff to the ends of the wall will be lined with shotcrete. This shotcrete lining will extend to the back of the wall to keep overflow from seeping down behind the wall. This will preclude any plantings along the top of the wall that might ultimately hang down the face of the wall (such as Ivy). These plantings will be made at the base of the wall, as previously planned. • Miradrain (or equivalent) panels will be installed on the cut faces between each soldier pile extending for the full height of the wall to allow drainage of any subsurface seepage. These panels will drain into a collector pipe Installed along the base of the wall. this pipe will carry flow to the storm drain system. • Reinforcing cages for the soldier piles will be fabricated with "blockouts" for tieback installation. The tiebacks will be centered on the soldier piles. • Approximately the southerly 200 feet of wall will be 12 to 13 feet high, It has been proposed that this section be constructed as a reinforced earth - backed Key Block wall. The excavation for installation of the reinforced till section behind the wall would be sloped back at 1H:1V during construction. From a technical standpoint, we consider this to be satisfactory although it may be necessary to import granular fill for construction of the reinforced earth section and reconstruction of the slope above the wall rather than use the excavated finer grained soils from the hillside. Construction of this section of wall in this manner would require disturbance of vegetation upslope from the final wall alignment for a distance varying from 25 to 35 feet along the length of this segment. Whether or not this clearing will be allowed needs to be discussed with the City if you concur that this optional type of wall construction is acceptable. As soon as we have your concurrence vn these changes, DBM will do the final design for the wall. The permit application will follow and technical review by both you (for the city) and by WSDOT will be done. If you have any questions, please call either me or Bert Pschunder. I am in our Portland office (503/624 today (February 9) until mid- afternoon and back In our Redmond office Friday. Bert is away until Monday. Attachment • cc: Mr. Roy Bennion (Fax: 682 -1040) Mr. Jack Bennett (Fax: 872 - 8365) DAM, Attn. Mr. Kirk Lovelace (Fax: 874 -6574) J ' �/ 77.4 1 ,A ..y..'..Jmo�? JOB 'Vo k { loae. k uij k WA FILE N0. q44"' o3 - lio I BY I" RAutilde DATE 2p qs- ` . SHEET,__ ,_ OF I TI Yl k.. Wall Resin PressuraS 0514: IY Fr l 30 \. 0,214 - _±....... \ ." IA . . .< 45x6Ht3) (acts OVCr 5 o411 -•< — pile ,pa e,4 n ipi .7)4.43 nee, b ,, lik ________________Y Mk , 1 Y.."."--- �i 25o x D 34 3a- $ D \ l b • (H t 37 __�.1 ._.i bef5 over 2,5' 47maS s0laitr I I — � Olt hole. c is .iw7 01, (acts aver 1 - Pen es U ? 16 Ott saldser P i IL holy Glfnmehr) 1-419) pressures are. So` 0I aclivt .so, pfessu.re.• .01 • GeeEngineers, inc. GE! 03.81 N s�� �i�iAV•� 1 C� A� SE AMC =W DOW T E � l C 9 I N � C ' V L V I R O N I O N �,1 ®1 a S INC C , V F I �CM SAINT LOUIS BOSTON ir4 November 28, 1994 1.5 . • • a RECEWED City of Tukwila DEC - 2 1994 Public Works Department TUKWILA 6300 Southcenter Boulevard PUBLIC WORKS Tukwila, Washington 98188 Attn: Mr. Ron Cameron, City Engineer RE: GEOTECIINICAL REVIEW, PROPOSED PARKWAY PLACE RETAIL CENTER This letter provides comments based upon our review of the November 10, 1994, geotechnical report by GeoEngineers for the proposed Parkway Place retail center. The , proposed development includes constructing a 30- to 35- foot -high soldier pile and tieback wall at the toe of a steep hillside. The purpose of this wall is to allow excavation of the soils at the toe of the hillside for the project development. Our review was conducted at your request because this hillside slope falls within the City of Tukwila's Class 3 landslide potential hazard area. The purpose of our review was to comment on the stability of the . hillside and the design parameters for the soldier pile and tieback wall in context with requirements of the City's Sensitive Area Ordinance. Our review does not address aspects of the City's Sensitive Area Ordinance pertaining to wetlands, streams, or forested areas. Detailed comments on our review of the proposed project are provided below. However, we generally concur that the soldier pile and tieback wall may be constructed without decreasing the stability of the hillside. Furthermore, we agree that there is no evidence of • prior major instability of the existing hillside slope in the vicinity of the project. The comments provided below address the details of the wall design and items that would need to be addressed.in the project plans and specifications for the wall construction. HILLSIDE STABILITY The hillside adjacent to the project falls within the City of Tukwila's Class 3 potential landslide hazard area. This designation corresponds to slopes generally between 15 and 40 400 NORTH 34TH STREET • SUITE 100 W- 6871 -01 P.c. BOX 300303 SEATTLE. WASHINGTON 9(103 206.632.8020 FAX 20! i • i33 • 6777 { City of Tukwila SHANNON &WILSON, INC. ' Attn: Mr. Ron Cameron November 28, 1994 Page 2 percent, and some greater than 40 percent, that are underlain by impermeable soils. We understand that the existing hillside slope was graded to its present configuration of a slope of 1 3 /4(H):1(V) in the mid- 1960s. The geotechnical report for the project and existing geologic maps do not indicate any instability in the portion of the hillside that will be affected by the project development. GeoEngineers analyzed the stability of the slope on the assumption that the existing slope configuration has a static factor -of- safety (FS) of 1.25. This assumption was based upon earlier extensive stability analyses of the hillside that were conducted by Dames & Moore in the mid- 1960s. With this assumed FS for the existing conditions, GeoEngineers then derived soil properties including a friction angle of 37 degrees and a cohesion value of 25 pounds per square foot (psf) that would be consistent with this 1.25 stability FS. GeoEngineers then evaluated the stability of the completed soldier pile and tieback retaining system. They determined a static FS of 1.8 and a dynamic FS of 1.2 corresponding to a seismic coefficient of 0.20g. In our opinion, the stability analyses that were conducted provide a reasonable and conservative evaluation of the stability of the hillside slope. The soil parameters selected for analyses are conservative with respect to the results of the laboratory tests conducted by GeoEngineers on soil specimens retrieved from the site. In our opinion, the soil parameters are also conservative considering Shannon & Wilson's experience in testing strength properties of glacial sediments. Therefore, it is concluded that the computed FS are reasonable and conservative for the project and that construction of the retaining wall would not decrease the stability of the existing hillside slope. However, a number of elements regarding the design' and construction of the wall will need to be addressed, as discussed below. WALL DESIGN In general, it is our opinion that a soldier pile and tieback wall may provide adequate restraint to the toe of the hillside for the proposed project. However, a number of details need to be further developed and reflected on the plans and specifications for the wall W- 6871 -01 City of Tukwila { L. IANNON &WILSON, INC. Attn: Mr. Ron Cameron • November 28, 1994 Page 3 construction. Comments on the design parameters and our expectations for details that need to be reflected on the plans and specifications are indicated below. Freeboard The geotechnical report for the project recommends that the soldier pile wall be constructed . with a minimum freeboard of 2 feet. This freeboard reflects the distance between the top of the wall and the ground surface of the retained soil below the top of the wall. In our opinion, a 3 -foot minimum freeboard would provide better protection from debris as well as for personal safety of any individuals walking behind the wall. Fence Since the access to the top of the wall would appear to be unconstrained, it is suggested that a chain link fence be constructed at the top of the wall as a safety measure. 70 Pounds Per Cubic Foot (pcf) Equivalent Fluid Weight The design report recommends using an equivalent fluid weight of 70 pcf for the design of the .top 10 feet of the wall. We concur with this recommendation as restricted to the cantilever section of the wall or the section of the wall which may only have one row of tiebacks. Where wall sections may have two or more rows of tiebacks, use of the 70 pcf equivalent fluid weight would lead to a discontinuity with the rectangular wall pressure of 6011. This discontinuity may be avoided by using a truncated pressure distribution for wall segments having two or more rows of tiebacks where the full wall pressure (60H) is achieved at a distance of 0.2H below the top of the wall. It is recommended that GeoEngineers review this condition and revise their recommendations as appropriate. 60H Wall Pressure The 60H uniform pressure distribution on the tieback section of the shoring wall, in our opinion, is a reasonable and conservative pressure distribution for the wall design. W- 6871 -01 ...r!*! 5'.':7.4- •.y "r't.:.t::`.^s .: M.n SHANNON &WILSON. INC. City of Tukwila Attn: Mr. Ron Cameron November 28, 1994 Page 4 However, it is suggested that GeoEngineers consider that the H factor for determining the pressure include not only the height of the cut, but also the freeboard. 23 pcf Equivalent Fluid Weight The geotechnical report contains a recommendation for an active earth pressure corresponding to an equivalent fluid weight of 23 pcf to act on the soldier piles below the base of the excavation. In our opinion, this value of equivalent fluid pressure is inconsistent with the 70 pcf recommended for the top section of the wall. In our opinion, the equivalent fluid weight of 23 pcf is unconservative and this value should be revised to be an equivalent fluid weight that is consistent with the design of the cantilever section of the shoring wall. in The geotechnical report recommends use of wood lagging to retain the soil at the face of the excavation. While not necessary for the geotechnical report, the plans and specifications for the wall will need to indicate the size of the wood lagging and details for filling voids behind the lagging. Also, since this will be a permanent retaining wall, it is strongly suggested that • the wood lagging be pressure - treated and that sawcut ends of the lagging be treated with wood preservative. In our opinion, cast -in -place concrete lagging would provide more positive support for the wall compared to wood lagging since wood lagging may be subject to deterioration over a long period of time. Therefore, it is suggested that the design also consider cast -in -place lagging (shotcrete) as a potential substitute for wood lagging. Wall Facing Pressure • The geotechnical report does not contain any recommendations for lateral earth pressures acting upon the lagging or the permanent wall facing material. These parameters will need to be addressed in the plans and specifications for the retaining wall. W- 6871 -01 "— =: •.R.v;..:t, ..r_....- ..,... ..,v... . .... ..,.......... .. .. . .w.,e.nan.,+v..n . iiVn A) M *1. r' i r )! City of Tukwila 1ANNON &WILSON, INC. Attn: Mr. Ron Cameron November 28, 1994 Page 5 Passive Resistance While we generally concur with the passive pressure recommendations provided at the toe of the soldier pile and tieback wall, these pressures may be severely affected by the construction of the new 48- inch - diameter storm sewer which may be constructed at a distance of about 10 feet from the face of the wall. In our opinion, the pressures provided in the geotechnical report did not reflect the potential construction conditions of this storm sewer. It is suggested that these pressures be reduced to account for the storm sewer constriction or that the passive resistance be neglected over the anticipated depth of the storm sewer construction. Neglecting the passive pressures over this portion would represent a conservative design approach and would allow for removal or repair of the storm sewer at some point in the future without seriously jeopardizing the stability of the adjacent wall. Double- Corrosion Protection The geotechnical report recommends double- corrosion protection for all tiebacks within the retaining wall. The design documents will need to reflect appropriate details for protecting the heads of these anchors from corrosion. SEEPAGE The geotechnical report does not contain details for controlling seepage at the face of the wall. The plans and specifications for the wall construction will need to address the type of drainage material to be installed at the face of the wall, the width of the material, spacing of the material, the location of any drains at the toe of the wall, and the connection of these drains to any nearby storm sewers. W- 6871 -01 City of Tukwila SHANNON iWILSON. INC, Attn: Mr. Ron Cameron November 28, 1994 Page 7 Please call if there are any questions on this letter. f 0. Sincerely, ; ' � " • 4v SHANNON & WILSON, INC. � � ,, c 0 L • cZcrsr�t -.. 1Z- c - 9 �- S /ONALe W. Paul Grant, P.E. tom. . Vice President �/-•— ".""":". trxPiRES 11/10, 9 - 1 WPG:EAS /lkd Enclosure: Important Information About Your Geotechnical Engineering Report • W6871- 01.LTR/W6871- 1k6/1kd W- 6871 -01 i t _ City of Tukwila SHANNON &WILSON, INC. Attn: Mr. Ron Cameron • November. 28, 1994 Page 6 WALL FACING The geotechnical report alludes to the possibility that a concrete facing may be used at the face of the wall. We concur that a concrete facing is an appropriate long -term solution for the construction of the wall and that the final configuration of the wall include a permanent concrete facing. Considering that various options are available for the architectural finish of the concrete facing, the City of Tukwila should review the details for this wall facing to assure that they are consistent with the intent of the Sensitive Area Ordinance and any other design /aesthetics requirements of the City. CONSTRUCTION MONITORING. The geotechnical report recommends that GeoEngineers be involved in construction monitoring of the soldier pile and tieback wall. We concur that this service will be required to confirm the safety and adequacy of the design parameters recommended for the wall. Additionally, it is recommended that Shannon & Wilson review design memos and periodically review the construction of the wall on behalf of the City. COVENANTS, It is suggested that the City place a covenant upon the property indicating that the permanent tieback wall on the property is an integral factor in maintaining the stability of the adjacent hillside. The safety of the hillside will be dependent upon proper maintenance of the wall, which would include maintaining. drainage behind the wall and the integrity of the drains that may be installed at the toe of the wall. Any deterioration (cracking or movement) of the wall would need to be addressed by future owners. Also, the maintenance of the wall would require the periodic inspection of the top of the wall to confirm that there is no accumulation of debris at the top of the wall that may jeopardize the stability of the wall or may potentially overtop the wall. W- 6871 -01 W- 6871 -01 SHANNON & 1, INC. Attachmen Report Page 1 of 2 /� ® Geotechnical and Environmental Consultants Dated: November 28, 1994 To: City of Tukwila Attn: Mr. Ron Cameron Important Information About Your Geotechnical Engineering/ Subsurface Waste Management (Remediation) Report GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS. Consulting geotechnical engineers prepare reports to meet the specific needs of specific individuals A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your consultant prepared your report expressly for you and expressly for purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer /geoscientist. AN ENGINEERING REPORT IS BASED ON PROJECT- SPECIFIC FACTORS. A geotechnical engineering /subsurface waste management (remediation) report is based on a subsurface exploration plan designed to consider a unique set of project - specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots, and underground utilities; and the additional risk created by scope - of- service limitations imposed by the client. To help avoid costly problems, have the consulting engineer(s) /scientist(s) evaluate how any factors which change subsequent to the date of the report, may affect the recommendations. Unless your consulting geotechnical/ civil engineer and /or scientist indicates otherwise, your report should not be used: 1) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); 2) when the size, elevation, or configuration of the proposed project is altered; 3) when the location or orientation of the proposed project is modified; 4) when there is a change of ownership; or 5) for application to an adjacent site. Geotechnical /civil engineers and /or scientists cannot accept responsibility for problems which may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural changes or human influence. Because a geotechnical /waste management engineering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not be based on an engineering report whose adequacy may have been affected by time. Ask the geotechnical /waste management consultant to advise if additional tests are desirable before construction starts. For example, groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical /waste management report. The geotechnical /civil engineer and /or scientist should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. MOST GEOTECHNICAL RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were extrapolated by your consultant who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help minimize their impact. Retaining your consultant to observe subsurface construction operations can be particu- larly beneficial in this respect. A REPORT'S CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your geotechnical engineer's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Because actual �.. $ Page 2 of 2 subsurface conditions can be discerned only during earthwork, you should retain your geotechnical engineer to observe actual conditions and to finalize conclusions. Only the geotechnical engineer who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The geotechnical engineer who developed your report cannot assume re. ponsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. TIIE GEOTECHNICAL ENGINEERING /SUBSURFACE WASTE MANAGEMENT (REMEDIATION) REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnical engineering /subsurface management (remediation) report. To help avoid these problems, the geotechnical /civil engineer and /or scientist should be retained to work with other project design professionals to explain relevant geotechnical, geological, hydrogeological and waste management findings and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND /OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE ENGINEERING/WASTE MANAGEMENT REPORT. Final boring logs developed by the geotechnical /civil engineer and /or scientist are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and /or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical engineering /waste management reports. These final logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To minimize the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering /waste management report prepared or authorized for their use. If access is provided only to the report prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the report was prepared and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability Providing the best available information to contractor, helps prevent costly construction problems and the adversarial attitudes which aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical engineering /subsurface waste management (remediation) is based extensively on judgment and opinion, it is far less exact than other design disciplines This situation has resulted in wholly unwarranted claims being lodged against geotechnical/ waste management consultants. To help prevent this problem, geotechnical /civil engineers and /or scientists have developed a number of clauses for use in their contracts, reports and otter documents. These responsibility clauses are not exculpatory clauses designed to transfer the engineer's or scientist's liabilities to other parties; rather, they are definitive clauses which identify where the engineer's or scientist's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your engineer /scientist will be pleased to give full and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFE /Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland • 2/94 • ` �1�� ‘2, City of Tukwila John W. Rants, Mayor .. ;mow , 1 �,�� , f �' % Department of Community Development Steve Lancaster, Director /908 March 20, 1995 Robert Fossatti Associates Consulting Engineers 1000 Norton Building 801 Second Avenue Seattle, WA 98104 Regarding: 95 -T -04: Parkway Place Retaining Wall (B95 -0077) Please do structural review per U.B.C., 1991 Edition. Sincerely, - 4 ) 1111019... V. Cd02 Shellie L. Bates Permit Technician 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 431.3665 � L P -3 PARTNERS 800 Fifth Avenue Suite 3700 Seattle, Washington 98104 206/624 -1444 March 15, 1995 RECEIVED CITY OF TUKWILA Mr. Ron Cameron, City Engineer City of Tukwila MAR 1 5 1995 6300 Southcenter Boulevard, Suite 100 PERMIT CENTER Tukwila, Washington 98188 Re: PRE 94 -020, Park Place Retail Center • Dear Ron: Please find attached the following: 1.) Building permit application for the Park Place retaining wall. Along with the permit application we are submitting the following support information: Addendum to the soils report, dated March 6,1995, prepared by Geo Engineers. Plans and Shoring Calculations for the wall prepared by CT Engineering for Donald B. Murphy, Construction. 2.) Utility and Land Altering permit applications for proposed site grade and fill needs and site utility construction, Submitted with the applications are design drawings and site preparation specifications prepared by Bush, Roed and Hitchings. Also prepared and • submitted is the Bush, Roed and Hitchings Storm Drainage Report. We would appreciate a review by your department of the wall building permit and the land altering and utility construction permits. I have included the landscaping and tree removal, plans and specifications for your information. A separate set has been submitted to Gary Schulz for review. We know that this submittal contains considerable and complicated information. Hopefully, we have prepared and submitted all that is necessary for a complete and efficient review. We are, as are the numerous consultants working with us, prepared to meet, discuss and answer questions regarding the permits applied for with this transmittal. . : ., ;' . ,;:.Sl. r • ., s., r. • . . ,... r, :. -w �,•....� r .a ,: s r f +Y„ xp :'`°rV;t1f-.i k'f'..nN, 4'T.�r A t �+r k'.. . , tom. ,. ,.. .. . -.. .... �f: "?5 ,.. "c:,�� w �; T rP. fi : , ��cr �Y {, � 4 �it � � .. : +t: ...a ..<�. w�'«rz. +'- 5: ^P'eX�h::.3�i..fS x'tl .'�:';.� �'„ .:t'- <o ..,'.k �t!�i1'. We under that this permit material will be reviewed by many parties. If we can help transmit, meet with, or talk to any of the involved parties to expedite review, we offer that help. Time is very important to us. Thank you for your prompt consideration. P -3 PARTNERS , y g, . ' ► I. Bennion cc: Gary Shulz • ' ENGINEERING PROJECT: 1 IVAY "1-4 5' e4 q S 4- 3 . DATE: ..)A / CLIENT PG. NO.: S / Cei L.) "5 Oet/ /04-72 Pc 4-er j7 5 0 goo 7-74 rar-pe. /c3;i2e tfAefry 7 4 5J7V6V. _ . . , • • RECEIVED MAR 2 0 1995 COP'? ROOEVI fOSSATTI ASSOC. FkLE 010, • n, its . 0 01 1-1Q la ., ev -- 400 vvia-tavik 0,1p/ • • 10 01\1 •ry,, -cv.. • -4s o c., - 4 IV EXPIRES 7127//96 RECEIVED CITY OF TUKWILA MAR 1. 1995 PERMIT CENTER Structural and Civil Engineers 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285•0618 SHORING NOTES CODE REQUIREMENTS ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE UNIFORM BUILDING CODE, 1991 EDITION, AS AMENDED BY THE CITY OF TUKWILA. DESIGN LOADS DESIGN LOADS FOR THE SHORING DESIGN ARE AS SPECIFIED BY GEO ENGINEERS IN THE SOILS REPORT DATED NOVEMBER 10, 1994 AND A SHANNON & WILSON MEMORANDUM DATED FEBRUARY 9, 1995. SOIL DEBRIS 3 FEET UNIFORM LATERAL SOIL PRESSURE 45 (H + 3') PSF PASSIVE RESISTANCE 250 PCF END BEARING 12 KSF 15' MINIMUM EMBEDMENT _ VERTICAL ADHESION 800 PSF ANCHOR ADHESION 1700 PSF(VERIFY) PRIOR TO THE INSTALLATION OF ANY PRODUCTION ANCHORS, TEST ANCHORS SHALL BE INSTALLED TO VERIFY ALL DESIGN ASSUMPTIONS INCLUDING ANCHOR LENGTH. CONCRETE CONCRETE SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE (ACI) STANDARD 301, "SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS ". AN AIR ENTRAINING ADMIXTURE CONFORMING TO UBC STD 26 -9 SHALL BE ADDED TO ALL CONCRETE EXPOSED TO EARTH OR WEATHER PROVIDE 5% PLUS OR MINUS 1% ENTRAINED AIR. MAX MUM SLUMP SHALL BE 4" AT TIME OF PLACING. fc MIN SACKS OF SPECIAL INSP. USE CEMENT PER REQUIRED CY OF CONC. 4000 61/2 YES PILE 4000 7 YES WALL(SHOTCRETE) 4000 10 YES ANCHOR THE USE OF A WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. AS AN • ALTERNATIVE TO THE ABOVE, THE CONTRACTOR MAY SUBMIT A CONCRETE MIX DESIGN FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE ALTERNATE MIX DESIGN SHALL BE REVIEWED FOR CONFORMANCE TO UBC 2605. SHOTCRETE LAP SPLICE FOR REINFORCING SHALL BE NON - CONTACT WITH AT LEAST 2" CLEAR BETWEEN BARS. MINIMUM CLEARANCE BETWEEN ANY PARALLEL REINFORCING SHALL BE 2 1/2 ". COURSE AGGREGATE SHALL NOT EXCEED 3/4 ". THE NOZZLEMEN WHO WILL DO THE WORK MUST HAVE BEEN QUALIFIED BY PASSING A MOCK -UP PANEL WITHIN THE PAST YEAR, OR HAVE SUCCESSFULLY SHOT A PROJECT (VERIFIED BY A MINIMUM OF THREE CORES FROM THE ACTUAL STRUCTURE) WITHIN THE PAST YEAR. SHOTCRETE PROPORTIONS SHALL BE SELECTED THAT ALLOW SUITABLE PLACEMENT PROCEDURES FOR THE DELIVERY OF EQUIPMENT TO BE USED. r 1 ANY REBOUND OR ACCUMULATED LOOS AGGREGATE SHALL BE REMOVED FROM SURFACES TO BE COVERED PRIOR TO PLACING ANY CONCRETE. REBOUND SHALL NOT BE REUSED AS AGGREGATE. CONCRETE FINISH SHALL BE FLOATED AND SMOOTH. REINFORCING STEEL ASTM A 615 GRADE 60 (fy==60 KSI) DEFORMED BARS. PROVIDE CLASS C SPLICES. MINIMUM CONCRETE COVER SHALL BE: CONCRETE CAST AGAINST EARTH 3" FORMED SURFACE EXPOSED TO EARTH OR WEATHER 1 1/2" STRUCTURAL STEEL BEARING PLATES ASTM A572 Fy = 50 KSI POST - TENSIONING TENDONS - POST- TENSIONING TENDONS SHALL BE STRESS - RELIEVED OR LOW RELAXATION SEVEN WIRE STRAND CONFORMING TO ASTM A 416, MINIMUM ULTIMATE TENSILE fpu STRENGTH = 270 KSI. TENDONS SHALL BE 0.6" DIAMETER MINIMUM STRESSING LENGTH OF 15'. CENTERING DEVICES SHALL BE USED TO PROVIDE A MINIMUM OF 1" OF GROUT COVER OVER THE TENDON IN THE ANCHOR BOND LENGTH. ANCHOR TENDON CORROSION PROTECTION DOUBLE CORROSION PROTECTION IS REQUIRED FOR BOTH THE BONDED AND UNBONDED LENGTH (L1 + L2) OF THE ANCHORS. CORROSION PROTECTION ALONG THE BONDED LENGTH SHALL CONSIST OF A GROUTED CORRUGATED HIGH DENSITY POLYETHYLENE OR PVC SHEATH. CORROSION PROTECTION ALONG THE UNBONDED LENGTH SHALL CONSIST OF STRANDS INDIVIDUALLY COVERED WITH CORROSION INHIBITING GREASE AND WRAPPED WITH EXTRUDED PVC, AND THE WHOLE CONTAINED WITHIN A GROUTED SMOOTH OR CORRUGATED POLYETHYLENE OR PVC SHEATH. SUCH PROTECTION SHALL EXTEND FROM 2' INTO THE TOP OF THE BONDED LENGTH TO WITHIN 18 INCHES OF THE BACK OF THE ANCHOR WEDGE PLATE. CORROSION PROTECTION IMMEDIATELY BEHIND THE ANCHOR HEAD SHALL CONSIST OF A STEEL PIPE BLOCKOUT, TACK WELDED TO THE SUB BEARING PLATE, WHICH IS FILLED WITH GROUT OR CORROSION INHIBITING GREASE AFTER ANCHOR TESTING AND LOCKOFF. • CORROSION PROTECTION OF THE ANCHOR HEAD SHALL BE PROVIDED BY A STEEL CAP FILLED WITH GROUT OR CORROSION INHIBITING GREASE. TENDON STRESSING STRESSING SHALL NOT START UNTIL CYLINDER TESTS INDICATE THE CONCRETE IN PILES AND WALL HAS ATTAINED 4000 PSI COMPRESSIVE STRENGTH. TENSIONING SHALL BE DONE BY JACKING UNDER IMMEDIATE CONTROL OF A PERSON EXPERIENCED IN THIS TYPE OF WORK. CONTINUOUS INSPECTION AND RECORDING OF ELONGATIONS IS REQUIRED DURING ALL STRESSING OPERATIONS. THE OBSERVED ELONGATIONS SHALL BE WITHIN 7% OF THAT PREDICTED, EXCEPT AS APPROVED BY THE ENGINEER. r t THE JACKING (TEMPORARY) STRESS MAY NOT EXCEED 0.80 fpu AND THE TRANSFER (LOCK OFF) STRESS MAY NOT EXCEED 0,70 fpu. AFTER STRESSING IS COMPLETE, STRAND EXTENSIONS SHALL BE CUT OR BURNED OFF AND THE TENDON GROUTED. WELDING WELDING SHALL CONFORM TO AWS D1 -1 "STRUCTURAL WELDING CODE." WELDING ELECTRODES SHALL BE E70XX. ALL WELDING SHALL BE PERFORMED BY WABO AND AWS CERTIFIED WELDERS. UTILITIES & ADJACENT PROPERTIES STABILITY AND EROSION PROTECTION OF EXISTING AND CUT SLOPES, AND THE COORDINATION OF THE EXCAVATION, SHORING AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. SUBSURFACE DRAINAGE PROVIDE ALIDRAIN, MIRADRAIN OR AN APPROVED EQUAL DRAINAGE FABRIC BETWEEN PILES. SECURE FABRIC TO EARTH SUCH THAT PLACEMENT OF THE SHOTCRETE DOES NOT DISTURB THE DRAINAGE FABRIC. EXCAVATION EXCAVATION SHALL PROCEED TO A DEPTH NO GREATER THAN 0'-6" BELOW THE ELEVATION OF ANY TIEBACK BEFORE STRESSING OF THAT AND ADJACENT TIEBACKS TO DESIGN LOAD. LOCAL EXCAVATION AT A SOLDIER PILE IS ALLOWED TO A 2' -0" DEPTH AND A 2' -0" WIDTH BUT TIEBACKS MUST BE INSTALLED AND STRESSED BEFORE MAKING A SIMILAR LOCAL 'EXCAVATION AT THE ADJACENT SOLDIER PILE. A DEWATERING SYSTEM, IF REQUIRED, SHALL BE INSTALLED AND SHALL BE IN OPERATION PRIOR TO SHORING WORK TO FACILITATE INSTALLATION OF THE SHORING WALL. TEMPORARY CASING OR OTHER APPROVED METHODS SHALL BE USED AS REQUIRED FOR SOLDIER PILE INSTALLATION TO MINIMIZE GROUND LOSS SHOULD CAVING SOIL CONDITIONS BE ENCOUNTERED. SLOPE PROTECTION THE CONTRACTOR SHALL PROTECT CUT SLOPES WITH PLASTIC IF CONSTRUCTION OCCURS DURING WET WEATHER SURFACE DRAINAGE AROUND THE EXCAVATION SHALL BE CONTROLLED BY THE CONTRACTOR TO PREVENT WATER FROM FLOWING INTO THE EXCAVATION. SOLDIER PILES SOLDIER PILES ARE TO BE INSTALLED IN 30 INCH DIAMETER HOLES PER PLAN. SHOULD CAVING SOIL CONDITIONS BE ENCOUNTERED, TEMPORARY CASING SHALL BE USED AS REQUIRED FOR SOLDIER PILE INSTALLATION TO MINIMIZE GROUND LOSS. • l INSTALLATION TOLERANCES ARE AS FOLLOWS: PLAN DIRECTION 3 INCHES PARALLEL TO WALL 1 INCH PERPENDICULAR TO WALL VERTICAL DIRECTION 2 % OF TOTAL LENGTH 6" OF PLAN ELEVATION ANCHOR LOAD TESTING PROCEDURE 1. VERIFICATION TESTING, PERFORMANCE TESTING AND PROOF TESTING SHALL BE IN ACCORDANCE WITH THE SPECIFICATION. INSPECTION CONTINUOUS INSPECTION OF THE SHORING INSTALLATION BY THE SOILS ENGINEER SHALL BE PROVIDED BY THE OWNER FOR PILE AND TIEBACK ANCHORS INSTALLATION, AND MONITORING OF PERFORMANCE AND PROOF TESTING. IN ADDITION, SPECIAL INSPECTION OF CONCRETE, REINFORCING STEEL AND PRESTRESSING STEEL PLACEMENT, SHOTCRETING, AND TENDON STRESSING SHALL BE PERFORMED BY A SPECIAL INSPECTOR PROVIDED BY THE OWNER. SHOP DRAWINGS SHOP DRAWING FOR REINFORCING STEEL AND PRESTRESSING STEEL SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. MONITORING THE OWNER SHALL PROVIDE FULL TIME OBSERVATION MONITORING OF THE SHORING WALLS, ADJACENT GROUND SURFACES AND BUILDINGS OR STRUCTURES. A LICENSED SURVEYOR SHALL ESTABLISH BENCHMARKS AT THE DIRECTION OF THE SOIL ENGINEER AND SHALL SURVEY THESE MARKS PRIOR TO _ COMMENCEMENT OF EXCAVATION. ONCE SOLDIER PILES ARE IN PLACE, • ESTABLISH MONITORING POINTS ON THE TOP OF EVERY THIRD PILE. THE BENCHMARKS SHALL BE MONITORED ON A WEEKLY BASIS UNTIL IT IS DETERMINED THAT THERE IS NO MOVEMENT. BOTH LATERAL AND VERTICAL DEFLECTIONS SHALL BE MONITORED. • • Parkway Place, Tukwila, Washington Permanent Anchored Wall Anchor Installation & Testing Specification Revised 3/9/95 1. Anchored Wall Description a. These notes and specifications include the material specifications and construction requirements for installation of the anchored wall. The term "anchored wall" shall include the following items: _ - Drilled reinforced concrete soldier piles. - Reinforced shotcrete wall facing. - - Permanent tieback anchors. b. The site grading, drainage swales, drainage collection system, and anchored wall layout information shall be as detailed on the plans by Turner & Associates. c. The anchored wall design calculations and plans are based on information contained in the following documents by GeoEngineers: - Report of geotechnical engineering services dated November 10, 1994. 1 - - Memorandum to Paul Grant, Shannon & Wilson dated February 9, 1995. d. The anchored wall design plans, calculations, and specifications are subject to the review of GeoEngineers and Turner & Associates, and are prepared specifically for installation of the anchored wall by Donald B. Murphy Contractors. 2. Permanent Anchors a. All tieback anchors shall be installed at the specified lengths, locations, and angles of inclination as shown on the anchored wall plans. The tolerance for the anchor angle of inclination is +1- 3 degrees. b. The method of drilling the anchor holes and placing the grout shall be determined by Donald B. Murphy Contractors. The adequacy of the anchor bond lengths shall be verified by verification, performance, and proof testing. c. The permanent anchors shall be installed using the augered method of drilling. The • free stressing Length (L1) of the verification and performance anchors shall be • either left ungrouted or shall be filled with a non - structural filler (f c = 1,000 psi maximum) prior to load testing. The remaining production anchors shall be single stage grouted full length with free movement of the strands through the free stressing length ensured by the grease filled extruded PVC. Parkway Place Anchor Specification - Revised 3/9/95 2.1 Anchor Tendon Corrosion Protection a. Double corrosion protection is required for both the bonded and unbonded length of the anchors. Details of the corrosion protection system shall be as shown on the anchored wall drawings and as specified below. b. Corrosion protection along the bonded length shall consist of a grouted corrugated high density polyethylene or PVC sheath. c. Corrosion protection along the unbonded length shall consist of strands individually covered with corrosion inhibiting grease and wrapped with extruded , PVC, and the whole contained within a grouted smooth or corrugated polyethelene or PVC sheath. Such protection shall extend from 2' into the top of the bonded length to within 18 inches of the back of the anchor wedge plate. d. Corrosion protection immediately behind the anchor head shall consist of a steel pipe blackout, tack welded to the sub bearing plate, which is filled with grout or corrosion inhibiting grease after anchor testing and lockoff. e. Corrosion protection of the anchor head shall be provided by a steel cap filled with corrosion inhibiting grease or -grout. _ 3. Anchor Load Testing Procedure 3.1 Verification Testing a. Prior to production anchor installation, three each sacrificial anchors shall be installed along the wall alignment and successfully tested to demonstrate a minimum soil bond capacity of 200 % of the working design value per the verification load test schedule. The verification test includes holding the anchor at maximum test load for a minimum period of 100 minutes to test for displacement creep. A working load value of 125 kips shall be used to determine the bond length • of the sacrificial anchors. Upon successful loading to 200 % load, the test anchors shall be loaded to a maximum of 300 % working design load (375 kips) in an effort to fail the anchor. b. For loads with no listed hold duration, the load shall be held just long enough to obtain the movement reading. For 10 minute load hold duration, readings shall be recorded at 1 minute, 2, 4, 6, and 10 minutes. For load hold duration in excess of 10 minutes, readings shall be recorded every 10 minutes. 2 Parkway Place Anchor Specification - Revised 3/9/95 3.2 Performance Testing a. Four each production anchors shall be load tested per the performance load test schedule. One anchor out of each row shall be selected for this test. The performance test includes loading the anchor to 150 % of working design load, and holding the anchor at maximum test load for a minimum period of 100 minutes to test for displacement creep. b. For loads with no listed hold duration, the load shall be held just long enough to obtain the movement reading. For 10 minute load hold duration, readings shall be recorded at 1 minute, 2, 4, 6, and 10 minutes. For load hold duration in excess of 10 minutes, readings shall be recorded every 10 minutes. • 3.3 Proof Testing a. The remainder of the production anchors shall be proof tested per the proof load test schedule. The proof test includes loading the anchor to 150 % of working • design load, and holding the anchor at maximum test load for a minimum period of 10 minutes to test for displacement creep. b. Proof load test procedure - For loads with no listed hold duration, the load shall be held just long enough to obtain the movement reading. For 10 minute load hold duration, readings shall be recorded at 1 minute, 2, 4, 6, and 10 minutes. If the total movement between 1 and 10 minutes hold exceeds 0.04 inches, the test load shall be held for an additional 50 minutes. Readings shall be recorded at 15 minutes, 20, 25, 30, 45, and 60 minutes. 3.4 Anchor Testing Setup a. A dial gage capable of measuring to 0.001 inches shall be used to monitor ' movement of the anchor during testing. The dial gage shall be aligned so that its axis is within 5 degrees from the axis of the tieback. A hydraulic jack and pump shall be used to apply the test loads. The jack and pressure gage shall be calibrated by an independent testing laboratory as a unit. The pressure gage shall be used to determine the magnitude of the applied load. 3 ..`.t: •'C^ Parkway Place Anchor Specification - Revised 3/9/95 3.5 Anchor Lock -off and Lift -off Readings a. The anchors shall be locked off at 100 % of the design load value. After transferring the load to the stressing anchorage and prior to removing the jack, a lift -off reading shall be made. The load determined from the lift -off reading shall be within 10 % of the specified lock -off load. If the load is not within 10 % of the specified lock - offload, the end anchorage shall be reset and another lift -off reading shall be made. • 3.6 Acceptance Criteria An anchor shall be acceptable if a. The total elastic movement obtained from a verification or performance test should exceed 80 % of the theoretical elastic elongation of the stressing length. b. The total movement obtained from a proof test, measured between 50 % and 150 % of the design load, should exceed 80 % of the theoretical elastic elongation of . the stressing length for this respective load range. c. The creep rate does not exceed 0.080 inches per log cycle during the final log cycle of the verification, performance, or proof test regardless of tendon length and load. d. The lift-off reading shows an anchor load within 10 % of the specified lock -off load. 4 . . ... . „ . . . . .,_.......... ■ , 1.50110.4Pressures , . 1 - . 1 .. Fr,..1,604t.d.;..s' \\ 0.214 ....±........ ,..,‹ /t.goet/ . . . -< " . -, . - - . z....< 45 % CH t S) . . _ _ i . - .. ....< .< . 64'S ovar solel;er Flit sp44 r1 ....,, 7:41iiimmutoki i ,..T 74.4 . , 0:(0 , --.3 mi. 7.0P . • ,. . .: . • 3 , li I Ac., h....pv."07,43 aire.- ......- D i ilk . I . . . 2S0 x D 34 ).: , 34x D , Clefs over 2.5 501.r ; (1'11. elk lult, (ads aver 1 -Nies . 0 ?,:: IS ,Pett roiaier Oh. hole elintnefer) . : . . . .. ken, pressures ere. 567, ,:, 'P - .;sre• 501 1 9 faSta`e• .; 61.41" • .._./ . • . GeoEnginears, Inc. GEt 03-81 . ' . . . ....... .. . . ... .. . ... . .. . . . . ... .. .. , , . . ENGINEERING • bc 2.4 n A . Za b= 24 ,, y,7 24 d = Zl • .a-- _ 3 C�k, + 14u) .4 n 8� i a = !1� r �n - G , erg- ;., (, ss ,�( 66 4 k� 24) — , es (d- L 24 , alec ] 6, A? ..n ^° (0,‘t){(6\614 (6v) ( 20-'''T. : ...... .i _ �,qqf(1z�( 2 )] • 0 An _ .. 3 k' ft. (I3 + - M _SA, - 747 C (-- 0104) attl ^ a35 it c' %& • Structural and Civil Engineers . 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285.0618 ' ' I _.. r •. • .r.rrr..r.... r..i�_..y..r. �.r.- .+....«.._.tr..rr. ,ntALO B. MURPHY CONTRACTORS tMC. PROJECT•NA E: ,:CB NO.: ME COONEY tlenUGH ONISION — . I 1720 S 356fN STREET. FEERAL WAY, WA 96O 3 .. . ..4 e , • N. V r _..........:. . ... ri. . . 4 .. . • .. ., • " ice" r'�. At oow��. g " . /7 . 705 co d' , /7 .7... . dir A.-14.4. w) . • rc -10 / . • __.__ • ... 1.., m Q 2 • t �`'' 2�v"�� / i✓� /zo w /3, / r i . ? G / v � .er �w � � / Z "4. 0 P y ' �3 Y• pr'' P 4t h„ G y i P 4 i L y Pie) Lt L m 1 �= m S Z ° so - 31. 5 S 7,0 / it 6 4* 4- o r__ — -4G �'a L 1 ) ¢G • . o -04 4 2. -- - - — 9. 33 3¢ 6 2�' .8s Soy 7 S l ° . - 0 6 3. 4v o t j. r / .t° 4 6, -- 7:4.0.- -. ,e_/ 9 3 ' . c. co d - ¢�h_ [..9.3):1-,,V ' r5 2 4 _ `G0 7 -C ' S, .' 2,"? IS � . G y . 4y � o '6o ' . o • o to - • - -- -- — - -- - -- N Z— a a t — . - -..- - -- - '7., D a 1 -13 — e A H 1 t L V _ r — - ... _._ .__ 14 3.0 a' 6vK 2t, 1 6 — — — — — — m m -- — 18 71 1 iq 33$ zo° 30 K 33 21...' � •-- -- -- --- - — cP CD N (D A — _ a) a ZO ke fl 65 k 38. 2-61 — — -- -- . ._ . _- a) . 24-Z5 l;2S Zd 125 k 5 7 'S1' t le l i1 4 . !r _ _ _ - W _ ___...___ _ __ i _ t t 1 h 1 5 S 57. ti - ' --11— - • ENGINEERING PROJEC1: 4 di c:Le45 1)) .PL-kr, Si4-9A1MG DATE: VS Geril, ' , CLIENT bbvt PG. NO.: CANTILOPA. P)LE (; 41)LE . 8 SPA * )d Arrivr ..:: '?.vi k-F - N, t SA Retto.6 - co Pfr-z Are: 25r, D oyeR- 2,6x 0 . are sact N4 pil 41.—r3 I At FAL •tiqs- gel . IW „ -- 1 - F44 ---- a \ PF . Y 11.) - • I f ()) h.. /--- i IL • = *.y1A+(1) ( .. , • 1 " ' Mc fq4.-54)ibY ( 4;6)- a , 1 11111 5 „.. b) 2 2,S(06 k) • E 1 • • . , ... . • - fp0 -.:- '7,03) ‘4 -1 . . IIIMPS111 ' • 1 . . . .. Fp= 607-coje3)60(e, .., i 6,9 F. o,7-6( 7,5 it — '4, a& zs z-- LvtkI,011erckY 18):: RV- 6 _ 1 .1 - .4..: (i)( 0,0* 6 ".; 0, 04Z5 £ Z'fpo.-- o,o425 15 4- 1,10 6 .1) + 44, S KIPS . . . .kr pbot 05 Repo vete. :. P - $ .°. . b = - 9. 1 ' ----I.- use" ,D ,., z.. 1 m. olitzDt4tor 5 .:._ 56.483 K. • M6 e Pr. Pi. silence. iLx= (F4 i- k) + ( DIA) .4 •63Y - F7) i'(;) — ("FP) ) --. a 3'F, A. 4: 3 f el, 9. 4. + 46,s+ /0,86 — 1 2,o. 03 M0A4o,= 5 X-V-. Structural and Civil Engineers 180 Nickerson St., Suite 302, Seattle WA 98109 206•285•4512 FAX 206.285.0618 .:.�; ...... >...... :. .�.......... .- r.*V.<. _. �.,.... w...n ... ....... ..... ........_-...........«..._.....,... em.�...rn.ar- .. .., ; <:7 an.!rrcgNa•�a . + r... n.. m.>,. v a,....... w...,....«-......,..,......,....................,..,.....»,.......... .... ......_...�- ...,....,.......,.. , r • ENGINEERING PROJECT g � AA ' CwMC P uk,� S t N G. DATE: 24' CLIENT PG. NO.: CftTl t IL.el r PIL S / - i 111616 �C{ } 8 sPt St C; 3a' PtL= 10.00( (s)le; = 1 3,44 ' : o.7gi s 0 -- 3,z5 i�c 0,0?= ($ = ?,12 /0,0 b (24 D,g D S Il(z.5 o, o4ZS ,04'25 D2 -I- 0,135 p--- K►Ps @ ZF •gyp D= �, 8( p - - 41,3s .1e- P .- %) Df - 4 4- (2 +Q(b12)+(14 P. -- e — s rD°I. Z 4- )98.8( {- 28, RI -f- G. 'to - 3J ?. 1 . Y , .. • Structural and Civil Engineers 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285.0618 1 - " r ENGINEERING PROJECT Ir q 5'45 pa .Wk`( •PCA•tg S rraR in) c, DATE: 27' Fie3 9).5 CLIENT: PG. NO.: • / __ 1 �� I.bB Ktt✓ •� l3; ( d. 070 (e'sci J'- ). kg X LF — . ." , . S—l6 . — . 7 . 2 ) r ` �ti� � / 4,2 , � ' Pc /2 ...V / :. A lt ( ma c ' . s _ - 9,0 17 -5 - ( • Ne,o3�(z,5, = 4.2SS 1 ( i a,o \, . I, as' J(LSr- • 6 :74 \ I- pZ B . 1 e3 .i ..... a .... +154 .... ." 4 e t 3.+1.4 ), S14% x.L..r SPAs► = $ G: \ L,orus \ SrL \04-771\ P P - c Structural and Civil Engineers 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285.0618 . ... •` . ,. MULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS DESCRIPTION » PARKWAY PLACE SHORING » PILES 14 - 15 GENERAL 1 - -Span 1 -I- -Span 2 -I- -Span 3 -1- -Span 4 -1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ft 5 14 0 0 END FIXITY Lft 0 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 BEAM WIDTH in 24 24 0 0 BEAM DEPTH in 24 24 0 0 - - -- CALCULATED VALUES I I Left: Max Mu ft -k 0.0 -43.6 0.0 0.0 Mn * Phi ft -k 390.2 389.4 0.0 0.0 Center: Max Mu ft -k 0.0 140.4 0.0 0.0 Mn * Phi ft -k 389.4 389.4 0.0 0.0 ..Dist. to Mu ft 0.00 5.97 0.00 0.00 _ Right: Max Mu ft -k -43.6 0.0 0.0 0.0 Mn * Phi ft -k 389.4 389.4 0.0 0.0 Max Vu: Left k 0.00 53.11 0.00 0.00 Rt k 19.04 20.69 0.00 0.00 Reactions: Left: Dead k 0.00 0.00 0.00 0.00 ..(service) Live k 0.00 42.44 0.00 0.00 Total k 0.00 42.44 0.00 0.00 Right:Dead k 0.00 0.00 0.00 0.00 Live k 42.44 12.17 0.00 0.00 - Total k 42.44 12.17 .0.00 0.00 Max. Defl @ Mid' Span in 0.052 -0.051 0.000 0.000 X -Dist ft 0.00 6.72 0.00 0.00 BEAM DESIGN DATA I J f'c psi 4,000 4,000 4,000 3,000 Fy psi 60,000 60,000 60,000 60,000 LEFT: As -TOP inA2 4.75 4.74 4.74 0 'd' TO BARS in 4 4 4 0 CENTER: As- BOTTOM inA2 4.74 4.74 4.74 0 'd' TO BARS in 20 20 20 0 RIGHT: As -TOP inA2 4.74 4.74 4.74 0 'd' TO BARS in 4 4 4 0 APPLIED LOADS USE LL THIS SPAN? Y/N Y Y Y Y UNIFORM DL klf 0 0 0 0 . LL klf 0 0 0 0 PARTIAL DL klf 0 0 0 0 , LL klf 0 0 0 0 ' X -Left ft 0 0 0 0 X -Right ft 0 0 0 0 TRAP.... DL @ Left k /ft 0 0 0 0 DL @ Right k /ft 0 0 0 0 LL @ Left k /ft 1.68 2.8 0 0 LL @ Right k /ft 2.8 8.4 0 0 X -Left ft 0 0 0 0 X -Right ft 5 7 0 0 POINT DL k 0 0 0 0 LL k 0 3.825 0 0 X -Dist. ft 0 8.5 0 0 DL k 0 0 0 0 , LL k 0 0.3825 0 0 X -Dist. ft 0 9 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 .0 0 X -Dist. ft 0 0 0 0 MOMENT DL ft -k 0 0 0 0 LL f t -k 0 0 0 0 X - Dist. ft 0 0 0 0 SHEAR STIRRUPS 1 Stirrup Av @ Section in ^2 0.62 0.62 0.62 0.62 Spacing Req'd @ Left in 999.00 10.00 0.00 0.00 11 Req'd @ .2L in 999.00 10.00 0.00 0.00 it Req'd @ .4L in 999.00 999.00 0.00 0.00 " Req'd @ .6L in 999.00 999.00 0.00 0.00 n Req'd @ .8L in 999.00 999.00 0.00 0.00 Spacing Req'd @ Right _ in 999.00 999.00 0.00 _ 0.00 QUERY VALUES I I I I Location ft 0.00 0.00 0.00 0.00 Shear k 0.00 53.11 0.00 0.00 Moment ft -k 0.0 -43.6 0.0 0.0 Deflection in 0.052 0.000 0.000 0.000 ---- - __ -I I 1--- ._._ -_ -1 DEFAULT ACI LOAD FACTORS : Dead Load = 1.4 Live Load = 1.7 Fy for Shear Stirrups = 60 ksi ...... ..... ,., • ,, ENGINEERING ,,• - •. PROJECT `.. px plitt6 cmiciip.)er, DATE. 23 CUENT— PG. NO.: . • • \ . • \ , - to • \ . . . —, __________ ■ / ' Il k N La)C 007-1A10') 4- - -- 1, 4ots ALF I ■.17 . ; \l , . ,-- (04- g LF . ---------.----- —...... ' 20 , : , — , 1 r- r ÷ 4 +.0449-v 4- •qe' . .... . . ''.. . • . tI T q. S ) ). / 4. n b-s . .44. .---,..,...?„...„ k - cq . • 9 PcF . . .... it . . • . . . _... .... ... . . . ......... . .. ....... ...... .. .. .... .. ... ..... . . ... . . .. . . . .. .. . .. ..• .. , , _ .. ....... . . .. . . . . . . T • • .411, . ... . . ,. . / / / 7";7 e.e" ZVIO5P.—.. .... _. ........• . • . • ..------. . . 4,)< •'. - . in • . . . . ..? . . ■ . . r- -36zs 4 ' ,Q - e - , / . • : * • . . ...r., • .... ii) .18,444.:. tt., • / -A / . . . . , .., . 1 34 / . . • : 13 ( a 0 •= a ar . 1 ( (if •:. 1. / —... 1 ) ___.......____i - 7/BC • ---.4 / • 21/.6 + le 9.-- 1 / a le ) --- 42) . c,.\ i,orks\ ,.\ , cp.., el Structural and Civil Engineers • 180 Nickerson St., Suite 302, Seattle WA 98109 208.285.4512 FAX 206.285.0618 . '', .::; , .•;":)•..i:: : .: :: .. . . 1 • — . 1 MULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS nwgrp. PTION >> pAouRp.v PLACE CHO INf_ » PI 16 - 19 GENERAL I- -Span 1 -I- -Span 2- I - -Soan 3- I - -Span 4 -1 ALL SPANS SIMPLE SUPPORT ? N v/n SPAN LENGTH ft. I 6,4 15,5 0 0 END FIXITY Lft I 0 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 BEAM WIDTH in 24 24 0 0 BEAM DEPTH in 24 24 0 0 - - -- CALCULATED VALUES Left: Max Mu ft -kI 0.0 -80.9 0.0 0.0 Mn * Phi ft-k 390.2 389.4 0.0 0.0 Center: Max Mu ft -k 0.0 225.1 0.0 0.0 Mn * Phi ft -k 389.4 389.4 0.0 0.0 ..Dist. to Mu ft 0.00 7.03 0.00 0.00 Right: Max Mu ft -k -80.9 0.0 0.0 0.0 Mn * Phi ft -k 389.4 389.4 0.0 0.0 Max Vu: Left k 0.00 75.89 0.00 0.00 Rt k 28.78 31.69 0.00 0.00 Reactions: Left: Dead k 0.00 0.00 0.00 0.00 ..(service) Live k 0.00 61.57 0.00 0.00 Total k 0.00 61.57 0.00 0.00 Right:Dead k 0.00 0.00 0.00 0.00 Live k 61.57 18.64 0.00 0.00 Total k 61.57 18.64 - 0.00 0.00 Max. Defl @ Mid Span in 0.154 -0.137 0.000 0.000 X -Dist ft 0.00 7.54 0.00 0.00 BEAM DESIGN DATA - - -- 1 I I I f psi 4,000 4,000 4,000 3,000 Ft/ psi 60,000 60,000 60,000 60,000 LEFT: As -TOP inA2 4.75 4.74 4.74 0 'd' TO BARS in 4 4 4 0 CENTER: As- BOTTOM inA2 4.74 4.74 4.74 0 'd' TO BARS in 20 20 20 0 RIGHT: As -TOP inA2 4.74 4.74 4.74 0 'd' TO BARS in 4 4 4 0 APPLIED LOADS I I I I • STC+� o rs tr.�:rC' SPAN? v Js:f u v y sr U F.F. LL HT _• I.P LAS? I i UNIFORM DL klfl 0 0 0 0 • LL }cif! 0 0 0 0 PARTIAL DL klf1 0 0 0 0 LL kifI 0 0 0 0 ' X -Left ftl 0 0 0 0 X -Right ft 0 0 0 0 TRAP.... DL @ Left k /ft 0 0 0 0 DL @ Right k /ft 0 0 0 0 LL @ Left k /ft 1.68 3.64 0 0 LL @ Right k /ft 3.64 10.08 0 0 X -Left ft 0 0 0 0 X -Right ft 6.5 8.5 0 0 POINT DL k 0 0 0 0 LL k 0 4.59 0 0 X -Dist. ft 0 10 0 0 ' DL k 0 0 0 0 .. .. .. .. ......... ......em «.r.c.w e'xtt•n. Y .R.ea.Yll. :t'*^'4F"..: F['.Sr: '. }H1ry ' 1: • 1 LL k 0 0.3825 0 0 X -Dist. ft 0 10.5 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 MOMENT DL ft -k 0 0 0 0 LL ft -k 0 0 0 0 X -Dist. ft r 0 0 0 0 SHEAR STIRRUPS Stirrup Av @ Section in ^2 0.62 0.6. 0.32 0.62, =pacing Req'd @ Left in 3 999.00 10.00 0.00 0.00 u Req'd @ .2L inl 999.00 10.00 0.00 0.00 Req'd @ .4L inl 999.00 999.00 0.00 0.00 to Req'd @ .6L in 999.00 999.00 0.00 0.00 Recta V .8L in l 999.00 10.00 0.00 0.00 SAacina Kea' d 0 Riau in! 999.00 10.00 0.00_ 0.00 1 OUERY VALUES 1 1 1 1 I Location ttl 0.00 0.00 0.00 0.00 sneer xi 0.00 ' /b.89 0.00 0.00 Moment tt-kl 0.0 -80.9 0.0 0.0 Deflection inl 0.154 0.000 0.000 0.000 -- --- I --- = I - - ---1 I DEFAULT ACI LOAD FACTORS : Dead Load = 1.4 Live Load = 1.7 Fy for Shear Stirrups = 60 ksi • ENGINEERING PROJECT '' 15 v 4 5 Wk A l . s ,ti DATE: 2 7 CP 5 CLIENT PG. NO.: • (.'3)( 0.0* a - L [►8 KLp. • . = -4-4% �i6o?z (8) = S ".'q - xi. P• • 46,4,0* Chu • - " i It?, c y 4 0 12 . - . 3'7 .. Kr -2; , ` . / ... , _ . ! ... .. �_. _.. oho g ... ) .2 . . • ` / \ 'Z - (e.X.zsS - • 3r3zS x ' , I 3 tV*3)( 034)/2,) 1 k4rF �I_.1 l -.• - ; ,, %3' KISy ..elie3 ...___a_..4- (8 - 6 6 � SPA-et = g eNL rz \ 5 L \DA'r4.\ PP Structural and Civil Engineers • 180 Nickerson SL, Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285.0618 • . MULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS » PILES 20 - 21 GENERAL I - - Soan 1- I - -Span 2- I - -Span 3- l- -Sear. 'i -1 ALT. SP NS SIMPLE SUPPORT ! N vin Sp N LENGTH ft I 7 17 0 0 END FIXITY Lftl 0 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 BEAM WIDTH in 24 24 0 0 BEAM DEPTH in 24 24 0 0 - - -- L:ALeTTLATED VALUES - - -- 1 I 1 1 T.a?fr.: Max u ff. - 1c n _ n1 - i i'i'i .'i 0.0 0.0 Mn * Phi ft -k 390.2 389.4 0.0 0.0 Center: Max Mu ft -k 0.0 328.8 0.0 0.0 Mn * Phi ft -k 389.4 389.4 0.0 0.0 ..Dist. to Mu ft _ 0.00 8.05 0.00 0.00 _ Right: Max Mu ft -k -101.1 0.0 0.0 0.0 Mn * Phi ft -k 389.4 389.4 0.0 0.0 Max Vu: Left k 0.00 93.60 0.00 0.00 Rt k 33.32 44.24 0.00 0.00 Reactions: Left: Dead k 0.00 0.00 0.00 0.00 ..(servicel Live kl 0.00 74.66 0.00 0.00 Total kl 0.00 74.66 0.00 0.00 Riaht:Deaci kl 0.00 0.00 0.00 0.00 • _ Live kl 74.66 26.03 _ 0.00 0.00 Total kl 74.66 26.03 0.00 0.00 Max. Defl (4 Mid Span inl 0.303 -0.266 0.000 0.000 X -Dist ftl 0.00 8.39 0.00 0.00 BEAM DESIGN DATA - - - -I I -• I I t'c usll 4.000 4.000 4.000 i.000 1''v osii 60.000 60.000 60.000 60.000 LEFT: As -TOP in ^2I 4.75 4.74 4.74 0 'd' TO BARS in I 4 4 4 0 CENTER: As- BOTTOM in ^2! 4.74 4.74 4.74 0 ' d' WU BARS in 1 20 2U 20 0 RIGHT: As -TOP inA2I 4.74 4.74 4.74 0 'd' TO BARS in I 4 4 4 0 A r P 1.!. E!) LOADS I I I I !INK 1.1, THIS N!'AN! Y/NI Y Y Y Y UNIFORM DL klf 0 0 0 11 LL klf 0 0 0 0 PARTIAL DL klf 0 0 0 0 LL klf 0 0 0 0 ' X -Left ft 0 0 0 0 X -Riaht ft 0 0 0 0 TRAP.... DL (a Left k /ft 0 0 0 0 DL (4 Riaht k /ft 0 0 0 0 LL (4 Left k /ft 1.68 3.92 0 0 LL (a Riaht k /ft 3.92 11.2 0 0 X -Left ft 0 0 0 0 ' X -Riaht ft 7 10 0 0 POINT DL it 0 0 0 0 LL k 0 5.1 0 0 X -Dist. ft 0 11.5 0 0 DL k 0 0 0 0 . x ":; . -., n.. mn.. . i:. e... n:....., E. r.. r: xnm• vre;. e:. ni,. uwax•.. m... w+...• s., o,•,> o,.w......». w..-,...............,........,.,, __...._............_..- �.,,.,.. e 1 LL k 0 0.3825 0 0 X -Dist. ft 0 12 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 MOMENT DL ft -k 0 0 0 0 LL ft -k 0 0 0 0 X -Dist. ft 0 0 0 0 SHEAR STIRRUPS 1 1 1 I Stirrup Av @ Section i n ' . '. :: _ .... . '.: :: _ .. Spacing- Req'd @. Left in 999.00 10.01; .. _ .. !/ Ke?K'u' .2L in 999.00 10.00 0.00 0.00 ft Req'd @ .4L in 999.00 999.00 0.00 0.00 ft Req'd @ .vL in 999.00 10.00 0.00 0.00 if ReC!' d @ . BL in 999.00 10.00 0.00 0.00 Spacing Req'd @_Right in 999.00 10.00 0...0U 0.00 QUERY VALUES I I I I Location ft 0.00 0.00 0.00 0.00 Shcar k 0.00 93.60 0.00 0.00 Moment ft -k 0.0 - 101.1 U.0 0.0 Deflection in 0.303 0.000 0.000 0.000 _________ ______ 1- I ..1_________1 ITPTAT1T,T ACT TOAD FACTORS !load Load = 1 .4 Live Load = 1.7 Fy for Shear Stirrups = 60 ksi • ENGINEERING PROJECT: ✓'+- q5 5 ' W � 491g S. tPJ 6, DATE: Z 3 ' F 4 7S CLIENT: PG. NO.: • , \ • • .. -. @3 5 r 3 ,2V - \ et SPA ---. 5 \ ‘ • ' _ �- ?— 3.23 7.Z. cif .1:6 _ � • t_ +ca4 -ti— f00 +3R0 _ _ 62 _ O et N z- . i t l 13,E , l .1: ��,y. 5 '� = 2 .q . -.per_l_.::::44-iliaLs„, 9b•4 ' PZ - TPA - l 6.- (23f3 , ' — • tq ,j AI prk( 4 ) Go SA V 2< ... 1 1 MC 26 C v 1 , 3/ KLF /O K /Qc f m . . • .. r ,,,,.''. . ..• . . . • 41- / ......_... .... .. • 1 C J b . .. ( 1 (.3b(. O,O )C2,5) a, . sr . • 1 ( �3 +5)(6034)C2s, = Z, z ( k,tr 2)1.65 4. 2 2 _ °‘ ;'(- ' . ,i . sPilevvA 7:. c--- . /d r. AL, .(- . �z -�_ c: \4srlAsei,\ CAN PP - 23 Structural and Civil Engineers \ i ti Z` 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285.0618 MULTI -SPAN CONCRETE BEAN"DESIGN & ANALYSIS DESCRIPTION » PARKWAY PLACE SHORING A LZ$ » PILES 22 - 23 22 - ---- GENERAL ---I --Span 1-I--Span 2 -I --Span 3 -I --Span 4 -I SPANS SIMPLE SUPPORT ? N Y/n ...AN LENGTH ft 6 9 15 0 END FIXITY Lft 0 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 BEAM WIDTH in 24 24 24 0 BEAN DEPTH in 24 24 24 0 ---- CALCULATED VALUES ---- Left: Max Mu ft -k 0.0 -164.1 - 189.3 0.0 . Mn * Phi ft -k 389.4 389.4 389.4 0.0 Center: Max Mu ft -k 0.0 0.0 160.2 0.0 Mn * Phi ft -k 389.4 389.4 389.4 0.0 ..Dist. to Mu ft 0.00 0.00 7.10 0.00 Right: Max Nu ft -k -164.1 -189.3 0.0 0.0 Nn * Phi ft -k 389.4 389.4 389.4 0.0 Max Vu: Left k 0.00 59.85 98.65 0.00 Rt k 64.16 65.46 24.65 0.00 Reactions: Left: Dead k 0.00 0.00 0.00 0.00 ..(service) Live k 0.00 72.94 96.54 0.00 Total k 0.00 72.94 96.54 0.00 Right:Dead k 0.00 0.00 0.00 0.00 Live k 72.94 96.54 14.50 _ 0.00 Total k 72.94 96.54 14.50 0.00 Max. Defl @ Mid Span in -0.084 0.01r 0.000 X -Dist ft 0.00 4.74 7.60 0.00 BEAN DESIGN DATA ---- ---------I---------I---------I---------I psi 4,000 4,000 4,000 3,000 - - Fy psi 60,000 60,000 60,000 60,000 LEFT: As -TOP inA2 4.74 4.74 4.74 0 'd' TO BARS in 4 4 4 0 CENTER: As-BOTTOM inA2 4.74 4.74 4.74 0 'd' TO BARS in 20 20 20 0 RIGHT: As -TOP inA2 4.74 4.74 4.74 0 'd' TO BARS in 4 4 4 0 APPLIED LOADS --I I USE LL THIS SPAN? Y/N Y Y Y Y UNIFORM DL klf 0 0 0 0 LL klf 0 8.19 0 0 PARTIAL DL klf 0 0 0 0 LL klf 8.19 0 8.19 0 X -Left ft 4.6 0 0 0 X -Right ft 6 0 8 0 TRAP.... DL @ Left k /ft 0 0 0 0 DL @ Right k /ft 0 0 0 0 LL @ Left k /ft 3.233 0 2.21 0 LL @ Right k /ft 8.19 0 2.465 0 X -Left ft 0 0 8 0 X -Right ft 4.6 0 11 0 POINT DL k 0 0 0 0 LL . k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 � HOHRT DL ft -k 0 0 0 0 LL ft -k 0 0 0 0 /.2- e-3 X -Dist. ft 0 0 0 0 .---1 ( 1 -- . ---- -- 1 true Av @ Section in"2 0.62 0.62 0.62 0.62 � .- 1 ---- ) --- ------ 1 Location ft 4.00 3.00 9.00 0.00 Shear k 0.00 18.08 -16.56 0.00 Hoaent ft -k 0.0 -47.2 139.7 0.0 Deflection in -0.022 0.014 -0.076 0.000 -- ---I- -I <1 I DEFAULT ICI LOAD FACTORS : Dead Load 2 1.4 Line Load = 1.7 Fy for Shear Stirrup = 60 ksi • ;:. ,. ... � ;.� - 1 - - ENGINEERING PROJECT: t `I Wirl P 4 C '' it) 6 GATE: .27 Fie. / 5 CUENT PG. NO: • \ • 1 \ • \. 8.0 .a r • tA O It 1 . ' I. _ + ,,,.tom f 3,�_ 10" • A _ _ _ ' Rz -tP� = 12 .c �_ j(3` +so', e - e`,.Pk, = R•7l6 Kis ' �1' 13,z' �,,,, )5�. 20° .. • 2 . ' `�` ' n �0 . -- 1'p' -414.k .. _ ._ � f - �#p • • • �. _ 3 )(lo*)C 2,5 -- 0.. 5S • . .. . 01. zQ- - S . c: \rant\ \1 \ FP- Es Structural and Civil Engineers 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285.0618 . . . ' � ' - "• - _ '^~~ ,-_._`___~___,______________________ . ` . ~ ' ' ' , MULTI-SPAN CONCRETE BEAM DESTGN & ANALYSIS DESCRIPTION >> PARKWAY PLACE SHORING >> PILES 24 - 25 ---------- GENERAL I Span 1-I--Span 2-1--8pan 3-/--Span 4-1 . • ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ft | 8 10 17 0 END FIXITY Lft| 0 - . 1 • Fix,Pin,Free = 2,1,0 Rt| 1 1 1 1 BEAM WIDTH in | 24 24 24 0 BEAM DEPTH in | 24 24 24 0 . ---- CALCULATED VALUES | ---\- - | - | -| Left: Max Mu ft-k| 0.0 -346.8 -294.6 0.0 Mn * Phi ft-k| 390.2 389.4 389.4 0.0 . | Center: Max Mu ft 0.0 0.0 287.7 _ 0.0 Mn * Phi ft-k| 389.4 389.4 389.4 0.0 ..Dist. to Mu ft! 0.00 0.00 8.39 0.00 | Right: Max Mu ft-k| -346.8 -294.6 0.0 0.0 Mn * Phi ft-k| 389.4 389.4 389.4 0.0 { Max Vu: Left k} 0.00 88.22 139.05 0.00 Rt k| 102.73 77.79 41.04 0.00 Reactions: Left: Dead k| 0.00 0.00 0.00 0.00 . ,..(service) Live k| 0.00 112.32 127.55 0.00 � Total k| 0.00 112.32 127.55 0.00 �.:: - Rignt:Dead k| 0.00 - 0.00 0.00 0.00 - Live k| 112.32 127.55 24.14 0.00 Total 112.32 127.55 24.14 0.00 Max. Defl @ Mid Span in/ - 0.378 - 0.055 - ..,: 0 0.000 X-Dist ft| 0.00 4.80 8.61 0.00 BEAM DESIGN DATA | | - | - | I f`d psi! 4,000 4,000 4,000 3,000 Fy psil 60,000 60,000 60,000 60,000 LEFT: As-TOP in^21 4.75 4.74 4.74 0 =d' TO BARS in | 4 4 4 0 CENTER: As-BOTTOM in 4.74 4,74 4.74 0 'd' TO BARS in | 20 20 20 0 RIGHT: As-TOP in^2| 4.74 4.74 4.74 0 ' 'd' TO BARS in | 4 4 4 0 . APPLIED LOADS | | | | / ` USE LL THIS SPAN? Y/N\ Y Y Y Y UNIFORM DL klfl 0 0 0 0 LL klf| 0 9.765 . 0 0 ' PARTIAL DL klf| 0 0 • 0 0 LL klf| 9.765 0 9.765 0 X-Left ft! 5.6 0 0 0 X-Rioht ftl 8 0 10 •0 TRAP.... DL @ Left k/ft| 0 0 0 0 DL @ Right k/ft| 0 0 0 0 LL @ Left k/ft} 3.446 0 2.635 0 LL @ Rignt k/ftl 9.765 0 2. 89 0 X-Left ft| 0 0 ' 10 0 . � . • . ' . ` . ' ^ • . .-~_-.~.-~-~^.-~,~~'-~~ .... ^-_--__-- ... '' ' • -_- _-_~'~,~` ^ • , . ' ' ■ ° X-Right +t| 5.6 0 13 0 .' POINT" . , . . . . . DL k | 0 0 0 0 LL k| 0 0 0 0 X-Dist. ft| 0 0 0 0 DL k| 0 0 0 0 LL k| • 0 0 0 0 X-Dist. ft| 0 0 0 0 DL k| 0 0 0 0 LL k| 0 0 0 0 X Dist ft| 0 0 0 0 X- Dist. DL k| 0 0 0 0 LL k( 0 0 0 0 X-Dist. -Ft! 0 0 0 . MOMENT DL ft-k| 0 0 0 0 LL ft-k1 0 0 0 0 X-Dist. ft| 0 0 0 0 SHEAR STIRRUPS | | - |_ -| ) Stirrup Av @ Section in^21 0.62 0.62 0.62 0.62 Spacing Reo'd @ Left in| 999.00 10.00 5.00 , 0.00 " Req'd @ .2L in\ 999.00 10.00 10.00 0.00 , " Req'd @ °4L in: 10.00 999,00 10.00 0.00 � " Req'd @ .6L in| 10.00 999.00 10.00 0.00 , " Reo'd @ .8L in| 10.00 10.00 10.00 0.00 Spacing Req'd @ Right in| 10"00 � 1A.00 10.00 0.00 . QUERY VALUES ---~- / / • 1 ~----| --) ' Location ft| 7.00 3.00 10.00 0.00 � � � � Shear k| 0.00 38.41 -26.51 0.00 . '` / Moment ft-k1 0.0 -156.8 266.6 0.0 Deflection in( -0.032 0.049 -0.308 0.0(50 . �--- |- 1 1 \ ---- | DEFAULT ACI LOAD FACTORS : . Dead Load = 1.4 Live Load = 1.7 , Fy for Shear Stirrups = 60 ksi MULTI-SPAN CONCRETE BEAM DESIGN & ANALYSIS _ DESCRIPTION >> PARKWAY PLACE SHORING }> PILES 24 - 25 GENERAL | Span 1-1--Span 2-|--Span 3-1--Spen 4-1 ALL SPANS SIMPLE SUPPORT ? N • y/n • SPAN'LEMG[H ft 1 8 10 17 0 . END FIXITY Lft| 0 1 1 1 , Fix,Pin,Free = 20.0 Rt| • 1 1 1 1 BEAM WIDTH in | 24 24 24 0 BEAM DEPTH in 1 24 24 24 0 • ---- CALCULATED VALUES - \ - 1 | 1 -----| Left: Max Mu ft-k< 0.0 -346.8 -294.6 0.0 Mn * Phi ft-k\ 390.2 389.4 389.4 0.0 | Center: Max Mu ft-k| 0.0 0.0 287.7 0.0 Mn * Phi ft-k| 389.4 389.4 389.4 0.0 ..Dist. to Mu ft| 0.00 0.00 8.39 0.00 | Right: Max Mu ft-k1 -346.8 -294.6 0.0 0.0 • . . ' ENGINEERING PROJECT.. 4 9S ° ¢ 3 DATE: V/ 2 'S frS CLIENT PG. NO.: I 4 ' ' I 1 %.,.‘..-1 '44 4 . 1i c , 1 i i ,\ . ,i% . , si.''' , , -., lel . ,, i , ( (....;s. ;‘.‘ . m „,\ � 1 I o \ 1, t 1, � � w\ 4. I I . u. -f ....0\ j l j a ` O i i 1 \) 44 4 41 ,;' q ' till ,Y \7-4- • — I . ‘ 3 % 1. Li>, ... „... - ../ ) , . 1 . \ ; 1 I i t. 1 �� L 11-x. - - . . N t 1 q .). ' A 13: . A '14 t . . . - . i 10,. \ 1 , et. ! "„ ' q • V, r i O N-1* � 1 ‘c '4A t I ` - 1 _ — - .., • •. rp • .N `.„'' It ,i N 4 ‘, N, , • i . . • •k. ,1 i.- : . - , I • . ..s.1 : tA 0 :1 -k . %, izo 1 • - i 1 ,. I wo ! ti . 1 , 1 ... , , — 1 • .1 tz , : v.Ns., 4 ,,,1 � i , •"� �,, I I 1 . k A. % -1 3 - i ..... 7.7. ..., _....., a 1 41 1 ”, 1 _ I A: ; A I A ! el 1 '' A A el , i . 1 P .4 i ft:' �• t?o Cale . n .,9 1 D .!1 v. .s T. „ at it,,,, 0,, ,\: - Structural and Civi[En 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285.0618 t • ENGINEERING PROJECT `1 K W A^ 1 2.LhtF Sly aN gt DATE• •,4_ MMZ 4 CLIENT: PG. NO.: \ _a► / .7' .9 N 11 • , • . • a IDS', • 1 . . 3- . 46:644.3 �oss 7:...1 9s. F ., .1, tt?../2 �,D>•) B ,lr. = i6,2 S- j t ,9 • colt- C��X‘„a)-i'iu ! =�� . . ft: . —y--: —_, 40 '' p ( f •.. i • I I Uc 34b . o,a n,255 . 1 1 .30►•3)(oa3aka, $): . 2. t s e...P •. 3, aw Kt.F it Za 5P ifrIK 7- — G, 263) f3 r 0 1, 3 / -•b u,r s • Structural and Civil Engineers • 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285.0618 - - - MULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS DESCRIPTION » PARKWAY PLACE SHORING » PILES 26 - 29 GENERAL 1- -Span 1 -1- -Span 2 -I- -Span 3 -I- -Span 4 -1 ALL SPANS SIMPLE SUPPORT ? N y/n IAN LENGTH ft 6 9 9 13 ..,ND FIXITY Lft 0 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 BEAM WIDTH in 24 24 24 24 BEAM DEPTH in 24 24 24 24 - - -- CALCULATED VALUES Left: Max Mu ft -k 0.0 -202.0 -101.6 -209.6 Mn * Phi ft -k 389.4 389.4 389.4 377.0 Center: Max Mu ft -k 0.0 55.8 52.5 121.5 Mn * Phi ft -k 389.4 389.4 389.4 377.0 ..Dist. to Mu ft 0.00 5.04 3.90 5.72 Right: Max Mu ft -k -202.0 -101.6 -209.6 0.0 Mn * Phi ft -k 389.4 389.4 389.4 377.0 Max Left k 0.00 102.03 78.89 115.64 Rt k 80.78 79.73 102.88 20.50 Reactions: Left: Dead k 0.00 0.00 0.00 0.00 ..(service) Live k 0.00 107.54 93.30 128.54 Total k 0.00 107.54 93.30 128.54 Right:Dead k 0.00 0.00 0.00 0.00 Live k 107.54 93.30_ 128.54 12_.Q6 Total k !_],07 ` 54 93.30 ;' 128.54 12.06 Max. Defl @ Mid Span in -0.066 -0.06 - U:004'"'" - " -0.7051 X -Dist ft 0.00 5.16 3.72 6.59 BEAM DESIGN DATA • 'c psi 4,000 4,000 4,000 3,000 y - psi 60,000 60,000 60,000 - 60,000 . LEFT: As -TOP inA2 4.74 4.74 4.74 4.74 'd' TO BARS in 4 4 4 4 CENTER: As- BOTTOM inA2 4.74 4.74 4.74 4.74 'd' TO BARS in 20 20 20 20 RIGHT: As -TOP inA2 4.74 4.74 4.74 4.74 'd' TO BARS in 4 4 4 4 APPLIED LOADS USE LL THIS SPAN? Y/N Y Y Y Y UNIFORM DL klf 0 0 0 0 LL klf 0 11.88 11.88 0 PARTIAL DL klf 0 0 0 0 LL klf 0 0 0 11.88 X -Left ft 0 0 0 0 X -Right ft 0 0 0 6 . TRAP.... DL @ Left k /ft 0 0 0 0 . DL @ Right k /ft 0 0 0 0 LL @ Left k /ft 3.96 0 0 2.805 LL @ Right k /ft 11.88 0 0 3.06 X -Left ft 0 0 0 6 X -Right ft 6 0 0 9 POINT DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 • DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 _ -.._______ • LL k 0 0 0 0 X -Dist. ft 0 0 0 0 MOMENT DL ft -k 0 0 0 0 LL ft -k 0 0 0 0 X -Dist. ft 0 0 0 0 SHEAR STIRRUPS Stirrup Av @ Section in'2 0.62 0.62 0.62 0.62 ,acing Req'd @ Left in 999.00 10.00 10.00 10.00 " Req'd @ .2L in 999.00 10.00 10.00 10.00 " Req'd @ .4L in 999.00 10.00 999.00 999.00 " Req'd @ .6L in 10.00 999.00 10.00 999.00 " Req'd @ .8L in 10.00 10.00 10.00 999.00 Spacing Req'd @ Right in 10.00 10.00 10.00 999.00 QUERY VALUES Location ft 4.00 3.00 4.00 4.00 Shear k 0.00 41.45 -2.30 35.12 Moment ft -k 0.0 13.2 52.3 90.9 Deflection in -0.014 -0.002 -0.004 -0.039 DEFAULT ACI LOAD FACTORS : I 1 ,1 I Dead Load = 1.4 Live Load = 1.7 Fy for Shear Stirrups = 60 ksi Pit95 6`11;1 • • ENGINEERING PROJECT °e - a PXwW uto cwr it) tea, DATE: 4 MAf. $ , CLIENT PG. NO.: • • 4+09'x- 1 \ V 113.32- r. cj,oii \ f�l.i ea � . \ b \ a0 1 VI N •\ LT = 131. R�4L . 4 0 .' .1 , vs ,41- i .g am e4I 2..42 1 .�I�iz x2/ .74 11 - ; _ / = 1 k- 1 - _ fo, )(a� . �3.3z ., )L.F... . �: A 7...r1-,63 Nir 1 z= 4 `--'�� 3 5 43 iZ# _ 13 3 4z� it), . . 41 . . \ ..... . -T' 10,s . 1 i ( 34t ,rte Cz,SY� •. 146 KW- .?"-- • _L j_ S440 r-LF IILeS ,o- 32. • Structural and Civil Engineers ---} . 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206. 285.0618 MULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS DESCRIPTION » PARKWAY PLACE SHORING » PILES 30 - 32 GENERAL 1- -Span 1 -1- -Span 2 -1- -Span 3 -1- -Span 4 -1 ALL SPANS SIMPLE SUPPORT ? N y/n 'SAN LENGTH ft 6.5 11 11 12.5 AND FIXITY Lft 0 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 BEAM WIDTH in 24 24 24 24 BEAM DEPTH in 24 24 24 24 - - -- CALCULATED VALUES 1 1 1 1 Left: Max Mu ft -k 0.0 -257.1 -218.4 -239.3 Mn * Phi ft -k 389.4 389.4 389.4 377.0 Center: Max Mu ft -k 0.0 105.0 113.7 98.0 Mn * Phi ft -k 389.4 389.4 389.4 377.0 ..Dist. to Mu ft 0.00 5.65 5.43 5.50 Right: Max Mu ft -k -257.1 -218.4 -239.3 0.0 Mn * Phi ft -k 389.4 389.4 389.4 377.0 "Max Vu: Left k 0.00 128.06 122.64 123.61 Rt k 96.12 121.02 126.45 17.62 Reactions: Left: Dead k 0.00 0.00 0.00 0.00 ..(service) Live k 0.00 131.87 143.33 147.09 Total k 0.00 131.87 143.33 147.09 Right:Dead k 0.00 0.00 0.00 0.00 Live k 131.87 143.33 147.09 10.37 Total k 131.87 143.33 147.09 10.37 Max. Defl @ Mid Span in -0.086 -0.020 -0.024 -0.037 X -Dist ft 0.00 5.65 5.43 6.50 BEAM DESIGN DATA 1 1 ( 1 'c psi 4,000 4,000 4,000 3,000 ..1' - psi 60,000 60,000 60,000 60,000 LEFT: As -TOP inA2 4.74 4.74 4.74 4.74 'd' TO BARS in 4 4 4 4 CENTER: As- BOTTOM inA2 4.74 4.74 4.74 4.74 'd' TO BARS in 20 20 20 20 RIGHT: As -TOP inA2 4.74 4.74 4.74 4.74 'd' TO BARS in 4 4 4 4 APPLIED LOADS 1 1 1 USE LL THIS SPAN? Y/N Y Y Y Y UNIFORM DL klf 0 0 0 0 LL kif 0 13.32 13.32 0 PARTIAL DL kif 0 0 0 0 LL kif 0 0 0 13.32 • X -Left ft 0 0 0 0 X -Right ft 0 0 0 5.5 TRAP.... DL @ Left k /ft 0 0 0 0 . DL @ Right k /ft 0 0 0 0 LL @ Left k /ft 4.077 0 0 3.145 LL @ Right k /ft 13.32 0 0 3.4 X -Left ft 0 0 0 5.5 X -Right ft 6.5 0 0 8.5 POINT DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 ' LL k 0 0 0 0 X -Dist. ft 0 0 0 _ 0 MOMENT DL f t -k 0 0 0 0 LL ft -k 0 0 0 0 X -Dist. ft 0 0 0 0 SHEAR STIRRUPS 1 Stirrup Av @ Section inA2 0.62 0.62 0.62 0.62 ,acing Req'd @ Left in 999.00 10.00 10.00 10.00 " Req'd @ .2L in 999.00 10.00 10.00 10.00 It Req'd @ .4L in 10.00 10.00 999.00 999.00 " Req'd @ .6L in 10.00 999.00 10.00 999.00 " Req'd @ .8L in 10.00 10.00 10.00 999.00 Spacing Req'd @ Right in 10.00 10.00 10.00 999.00 QUERY VALUES Location ft 4.00 3.00 4.00 4.00 Shear k 0.00 59.98 31.31 33.03 Moment ft -k 0.0 25.6 92.1 73.9 Deflection in - 0.020 - 0.011 - 0.021 - 0.028 , 1 ' 1 DEFAULT ACI LOAD FACTORS : Dead Load = 1.4 Live Load = 1.7 Fy for Shear Stirrups = 60 ksi _ P l 5°.'2)1" i • . • .0 • ENGINEERING 6 ke 0t; PROJECT: T OJEC Q 523 PI4 -WM! PL' s,.,, ? d b DA ' CUENT PG, NO.: • . I \ 4)( ' = 4,13-? • 1 ye C 76. - iZ.532 Y-i.F So _4+t /r 3L N r ' • II f&e,,,-2.-1_,Ye ---- - 1, . 3z `�F -"� '3014 . � _rye 1 . ; p �s - C►�+3 . � — k 1 . saw ¢r.$ - .17=7/4--;••• --- -1 -:4 - " z )(4-12,... 'Gi'' =I _U t 0101.. _ . • -� l mss' •0101 .at 4 . _........ 0101... -= Iz:R ' 01.01... ` _0101 ` , _ 0101 ' .. 10 r • • j '.... • • 01 01_ . t . '. rte 14 : _ 4 _ .. .- I. 01.01 •.1�_ , -- T—' 01 01 : i / • r 3 .. ?` . 3.4.-- 4d 3 • I ...:_..... .. m. .. . .............0101. _ . . .�7.". '54.3 t . ' ' ,1- a— Sir / t ...-----) „ ,....---..-.,...,.,.....*? t...-----) --r . .... ::11- /. . ____. 0101. ... . ' ::::::; ,Vat4.3), lb ,e . • - (313> 1,496 - s ss - _ . _ ' L 3.7¢v ,b.e 34' 'p4 6 � :r 1s. v, 293/8 M54 of = 23,. I . ., .A 5 O'g VI- , Structural and Civil Engineers • 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285.0618 MULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS DESCRIPTION » PARKWAY PLACE SHORING » PILES 35 - 42 ' GENERAL I- -Span 1 -j- -Span 2 -I- -Span 3 -I- -Span 4 -I- -Span 5 -I ALL SPANS SIMPLE SUPPORT ? N 'DAN LENGTH ft 6 9 9 9 12 .,tID FIXITY Lft 0 1 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 1 BEAM WIDTH in 24 24 24 24 24 BEAM DEPTH in 24 24 24 24 24 - - -- CALCULATED VALUES Left: Max Mu ft -k 0.0 -213.0 -160.0 -161.8 -208.9 Mn * Phi ft -k 389.4 389.4 389.4 377.0 377.0 Center: Max Mu ft -k 0.0 67.5 93.2 69.2 103.2 Mn.* Phi ft -k 389.4 389.4 389.4 377.0 377.0 ..Dist. to Mu ft 0.00 4.74 4.50 4.32 5.04 Right: Max Mu ft -k -213.0 -160.0 -161.8 -208.9 0.0 Mn * Phi ft -k 389.4 389.4 389.4 377.0 377.0 Max Vu: Left k 0100 115.94 112.70 107.68 325.15 Rt k 85.17 106.84 113.12 118.14 18.73 Reactions: Left: Dead k 0.00 0.00 0.00 0.00 0.00 ..(service) Live k 0.00 118.30 129.15 129.89 143.11 Total k 0.00 118.30 129.15 129.89 143.11 Right:Dead k 0.00 0.00 0.00 0.00 0.00 L - :.30 129.15 143.11 11.02 4 4.ta1 k 118.30 143.11 11.0 Max. Defl @ Mid Span n -0.067 -0.007 -0.012 -soil: -0.037 X -Dist ft 0.00 4.80 4.50 4.26 6.08 BEAM DESIGN DATA 1c psi 4,000 - 4,000 4,000 3,000 3,000 y - psi 60,000 60,000 60,000 60,000 60,000 LEFT: As -TOP inA2 4.74 4.74 4.74 4.74 4.74 °d' TO BARS in 4 4 4 4 4 CENTER: As- BOTTOM inA2 4.74 4.74 4.74 4.74 4.74 'd' TO BARS in 20 20 20 20 20 RIGHT: As -TOP inA2 4.74 4.74 4.74 4.74 4.74 'd' TO BARS in 4 4 4 4 4 APPLIED LOADS 1 1 1 I USE LL THIS SPAN? Y/N Y Y Y Y Y UNIFORM DL klf 0 0 0 0 0 LL klf 0 0 14.76 14.76 0 PARTIAL DL klf 0 0 0 0 0 LL klf 0 14.76 0 0 14.76 X -Left ft 0 1.6 0 0 0 • X -Right ft 0 9 0 0 5 TRAP.... DL @ Left k /ft 0 0 0 0 0 DL @ Right k /ft 0 0 0 0 0 LL @ Left k /ft 4.177 12.523 0 0 3.485 LL @ Right k /ft 12.523 14.76 0 0 3.74 X -Left ft 0 0 0 0 5 X -Right ft 6 1.6 0 0 8 POINT DL k 0 0 0 0 0 LL k 0 0 0 0 0 X -Dist. ft 0 0 0 0 0 DL k 0 0 0 0 0 LL k 0 0 0 0 0 X -Dist. ft 0 0 0 0 0 DL k 0 0 0 0 0 LL k 0 0 0 0 0 X -Dist. ft 0 0 0 0 0 DL k 0 0 0 0 0 LL k 0 0 0 0 0 4 X -Dist. ft 0 0 0 0 0 MOMENT DL ft -k 0 0 0 0 0 LL ft -k 0 0 0 0 0 X -Dist. ft 0 0 0 0 1 0 SHEAR STIRRUPS Stirrup Av @ Section inA2 0.62 0.62 0.62 0.62 0.22 • ?acing Req'd @ Left in 999.00 10.00 10.00 10.00 5.86 Req'd @ .2L in 999.00 10.00 10.00 10.00 10.00 Req'd @ .4L in 999.00 10.00 999.00 999.00 999.00 Req'd @ .6L in 10.00 999.00 999.00 10.00 999.00 Req'd @ .8L in 10.00 10.00 10.00 10.00 999.00 Spacing Req'd @ Right in 10.00 - 10.00 10.00 10.00 999.00 QUE VALUES Location ft 4.00 3.00 4.00 4.00 0.00 Shear k 0.00 43.71 11.83 6.81 125.15 Moment ft -k 0.0 29.5 90.4 68.3 -208.9 Deflection in - 0.014 -0.004 -0.011 - 0.008 0.000 ' 1 1 ' DEFAULT ACI LOAD FACTORS : Dead Load -- 1.4 Live Load = 1.7 Fy for Shear Stirrups 60 ksi 1:7 4F4e/ • • • • • • ENGINEERING PROJECT. r q 5 3 pp. p tte' C..rd? +P) Et, DATE—- CLIENT: PG. NQ ' \ 1 64A: = 4, 154 \ , — t, . 6414 / 4 1r1zAt • . , �4,1� A- • J! i t• .. rd• _ �. At i?j K.' - ' � . -1k = 37,14- Z ,r�2 ` _ 3s ROW 8 Is,-..- 381 . on Sah ./r 22.. kk t.3 2-5- u ....; .. - -0 _‘ 3.p•i ‘J)..1, 4.4 �; � ' .G • t'' .1(i.i` -( It +-- 62. i �. 3q Zk f • it rs._ —' %�t�x = . . ;t t•+$z¢ '6 3 • .•.. .. • *� • • • �' T I Il4#sp / , II 1 3 1 • 12 KSF � tN �IL�S •� 3— �' mos. Emeep r (...4. -tow, >-- 38, ePs 2.) 5P )4 ci AK — (1 ' k ... ;8,a tips (,,z8.�� 1:1.F U..SL �'-� Structural and Civil Engineers — • ■,. 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285.0618 MULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS DESCRIPTION » PARKWAY PLACE SHORING » PILES 43 - 47 GENERAL 1 - -Span 1 -I- -Span 2 -I- -Span 3 -I- -Span 4 -I- -Span 5 -1 ALL SPANS SIMPLE SUPPORT ? N y/n ?AN LENGTH ft 6 9 9 9 11 ID FIXITY Lft 0 1 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 1 BEAM WIDTH in 24 24 24 24 24 BEAM DEPTH in 24 24 24 24 24 - - -- CALCULATED VALUES Left: Max Mu ft -k 0.0 -211.9 -152.6 -168.3 -165.7 Mn * Phi ft -k 389.4 389.4 389.4 377.0 377.0 Center: Max Mu ft -k 0.0 66.0 87.5 80.9 58.4 Mn * Phi ft -k 389.4 389.4 389.4 377.0 377.0 ..Dist. to Mu ft 0.00 4.80 4.44 4.50 5.06 Right: Max Mu ft -k -211.9 -152.6 -168.3 -165.7 0.0 Mn * Phi ft -k 389.4 389.4 389.4 377.0 377.0 Max Vu: Left k 0-.00 114.56 108.41 110.46 - 104.14 Rt k 84.74 103.45 111.91 109.86 11.77 Reactions: Left: Dead k 0.00 0.00 0.00 0.00 0.00 ..(service) Live k 0.00 117.23 124.62 130.80 125.89 Total k 0.00 117.23 124.62 130.80 125.89 Right:Dead k 0.00 0.00 0.00 0.00 0.00 Live k 117.23 124.62, 130.80 125.89 6.92 Total k r1T:'23 124.62 125.89 6.9 Max. Defl @ Mid Span in - -- 0.066•- ---0-.007 =0: 011 0.0].1 " "' =0": 16 �•� X -Dist ft 0.00 4.86 4.44 4.50 5.65 BEAM DESIGN DATA I I I I c'c psi 4,000 -4,000 4,000 3,000 3,000 j - psi 60,000 60,000 60,000 60,000 60,000 LEFT: As -TOP inA2 4.74 4.74 4.74 4.74 4.74' 'd° TO BARS in 4 4 4 4 4 CENTER: As- BOTTOM inA2 4.74 , 4.74 4.74 4.74 4.74 'd' TO BARS in 20 20 20 20 20 RIGHT: As -TOP inA2 4.74 4.74 4.74 4.74 4.74 'd' TO BARS in 4 4 4 4 4 APPLIED LOADS I I ( I USE LL THIS SPAN? Y/N Y Y Y Y Y UNIFORM DL klf 0 0 0 0 0 LL klf 0 0 14.4 14.4 0 PARTIAL DL klf 0 0 0 0 0 LL klf 0 14.4 0 0 14.4 X -Left ft 0 1.4 0 0 0 X -Right ft 0 9 0 0 4 TRAP...: DL @ Left k /ft 0 0 0 0 0 DL @ Right k /ft 0 0 0 0 0 LL @ Left k /ft 4.154 12.461 0 0 3.4 LL @ Right k /ft 12.461 14.4 0 0 3.655 X -Left ft 0 0 0 0 4 X -Right ft 6 1.4 0 0 7 POINT DL k 0 0 0 0 0 LL k 0 0 0 0 0 X- Dist., ft 0 0 0 0 0 DL k 0 0 0 0 0 LL k 0 0 0 0 0 X -Dist. ft 0 0 0 0 0 DL .k 0 0 0 0 0 LL k 0 0 • 0 0 0 X -Dist. ft 0 0 0 0 0 DL k 0 0 0 0 0 LL k 0 0 0 0 0 I I X -Dist. ft 0 0 0 0 0 MOMENT DL ft-k 0 0 0 0 ' 0 LL ft-k 0 0 0 0 0 X -Dist. ft 0 0 0 0 0 SHEAR STIRRUPS 1 1 1 1 0.62 0.62 0.62 Stirrup Av @ Section inA2 0.62 0.22 ?acing Req'd @ Left in 999.00 10.00 10.00 10.00 10.00 " Req'd @ .2L in 999.00 10.00 10.00 10.00 10.00 " Req'd @ .4L in 999.00 10.00 999.00 999.00 999.00 " Req'd @ .6L in 10.00 999.00 999.00 999.00 999.00 " Req'd @ .8L in 10.00 10.00 10.00 10.00 999.00 Spacing Req'd @ Right in 10.00 10.00 10.00 10.00 999.00 QUERY VALUES 1 1 1 1 Location ft 4.00 3.00 4.00 4.00 0.00 Shear k 0.00 43.43 10.00 12.05 104.14 Moment ft-k 0.0 27.5 85.5 77.9 -165.7 Deflection in -0.013 -0.004 -0.011 -0.011 0.000 DEFAULT ACI LOAD FACTORS : I-- Dead Load = 1.4 Live Load = 1.7 Fy for Shear Stirrups = 60 ksi c )1 1 1, 4 49 ' • . . ._ . . .. . . .. ......... . ' II41 - ' . . - .. . • ENGINEERING .111" qs.• t PROJECT SehPAM'i P......aS:dred,A) DA ....... - CUENT_ 13 : Na: .,-; tiAr 1 - Bre) + i#479- •\ ; .2__ _ A .4 1 o ) - _ Vi he -'• 8,?% I \ tO • \ „ 13. bibs (-1 \ ) :-.. 12.3/4 / 1 1-44.4 R, TS = ) 10, e liS I- . .. ■ fl . .• Atr f-_ e4,4- 5..t, ZS •- . VI ---...... ....8 — - c•-• ' — tz_p Tr- )0i,cel ,,... Li -,.............,_ LA • fe l,_ 2. s.., 1.-1 . itl •• • .. . . 46 -,-- , 4- ---...5.244,4' s : • • - - • • -, . ! — i6r7* ' **3 .17- • . _14.2.cat f ' + , --• vsR — _ir _ ,... . . .-.:•7 • .• “....: ri,71 ,,,,,, i l . , ... l• A -.;t:' . : ... . .. -- • . '' -.•-• 135 .. ' .' •••••• 1 . . / / 3 '.. ... . . ........ . . _ ... • I . . ..17 4? / .• ' ' - • • , • •-•• . , ..... • . *di ''' 65 • . i . t L-------,4 . t - . -K, ... ... . - *.....1 „ :711:11121406_7 _ . . .. ... . •::-: . 2-Ae( •. :::.. . • :-:•• . 1 L_____L-- orks . . • . . ..... __Li__ _.1. • - 'WI 6.-z-83/8 50 Act K 'I% S I 4 I to , 4- ' a e... / " Engineers . . 180 Nickerson St., Suite 302, Seattle WA 98109 206•285•4512 FAX 206.285.0618 1, . . :ULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS 1 0. u 0 0 0 0 » PARKWAY PLACE SHORING 0 0 » PILES 48 - 50 I Span 1-I--Span .62 0.22 pan 2 -I- -Span 3 -I- -Span 4 -I- -Span 5 -I 01 ` SUPPORT ? N ft 6 8 8 8 12 0.00 7.16 Lft 0 1 1 1 1 0.00 10.00 :,1,0 Rt 1 1 1 1 1 9.00 999.00 in 24 24 24 24 24 0.00 999.00 in 24 24 24 24 24 0.00 999.00 iLUES I I I I I 0_00 999.00 ft -k 0.0 -209.3 -105.1 -114.1 -182.8 ft -k 389.4 389.4 389.4 377.0 377.0 4.00 0.00 8.58 115.11 ft -k 0.0 32.3 76.5 39.2 102.1 37.6 -182.8 ft -k 389.4 389.4 389.4 377.0 377.0 1 .001 1 0.000 :o Mu ft 0.00 4.59 3.95 3.63 4.96 r ft -k -209.3 -105.1 -114.1 -182.8 0.0 ft -k 389.4 389.4 389.4 377.0 377.0 k 0.00 104.94 91.90 84.44 115.11 k 83.72 79.95 94.15 101.61 18.30 : Dead k 0.00 0.00 0.00 0.00 0.00 Live k 0.00 110.98 101.09 105.05 127.48 Total k 0.00 110.98 101.09 105.05 127.48 t:Dead k 0.00 0.00 0.00 0.00 0.00 Live k 110.98 101.09 _105 • 127.48 10,.70 - -Tota�. ' ` ; ""1C =798 101.09 . ,,,. : 105.05.. __,, 14.76 '1 Span irr -- =0:075 ----- 0.:'003 • - 0.006 0.002 -0.035 ft 0.00 1.44 3.95 6.93 6.00 DATA 1 1 psi 4,000 4,000 4,000 3,000 3,000 psi 60,000 60,000 60,000 60, -000 60,000 inA2 4.74 4.74 4.74 4.74 4.74 • BARS in 4 4 4 4 4 IM inA2 4.74 4.74 4.74 4.74 4.74 BARS in 20 20 20 20 20 inA2 4.74 4.74 4.74 4.74 4.74 BARS in 4 4 4 4 4 )ADS 1 1 t? Y/N Y Y Y Y Y DL klf 0 0 0 0 0 LL kif 0 0 13.68 13.68 0 DL kif 0 0 0 0 0 LL klf 0 13.68 0 0 13.68 •Left ft 0 1 0 0 0 -Right ft 0 8 0 0 5 • Jett k /ft 0 0 0 0 0 • tight k /ft 0 0 0 0 0 eft k /ft 4.104 12.312 0 0 3.23 tight k /ft 12.312 13.68 0 0 3.485 • -Left ft 0 0 0 0 5 -Right ft 6 1 0 0 8 DL k 0 0 0 0 0 LL k 0 0 0 0 0 -Dist. ft 0 0 0 0 0 DL k 0 0 0 0 0 LL k 0 0 0 0 0 -Dist. ft 0 0 0 0 0 DL k 0 0 0 0 0 LL k 0 0 0 0 0 -Dist. ft 0 0 0 0 0 DL k 0 0 0 0 0 , „. .. „.. . • , .• • 1 1 / 143), i , 34b . .. . . . . , 1 . , . .: • • . I 1 ,' . / /tes • • .i.LL._ :;____ 1:),1,-.-....( 2 61 6)&4, -20.) SPA0A 7:. S." &.28318 / r ge 4 Structural and Civil Engineers 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 208•285•0618 • ' ',. :: •-• " . MULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS DESCRIPTION » PARKWAY PLACE SHORING » PILES 51 - 55 GENERAL 1 - -Span 1 -1- -Span 2 -1- -Span 3-1--Span 4 -1 ALL SPANS SIMPLE SUPPORT ? N y/n 'AN LENGTH ft 7 11 11 12 ..AD FIXITY Lft 0 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 BEAM WIDTH in 24 24 24 24 . BEAM DEPTH in 24 24 24 24 - - -- CALCULATED VALUES I I I I Left: Max Mu ft -k 0.0 -301.9 -210.9 -224.4 Mn * Phi ft -k 389.4 389.4 389.4 377.0 Center: Max Mu ft -k 0.0 87.6 124.9 73.0 Mn * Phi ft -k 389.4 389.4 389.4 377.0 ..Dist. to Mu ft 0.00 5.87 5.43 5.52 Right: Max Mu ft -k -301.9 -210.9 -224.4 0.0 Mn * Phi ft -k 389.4 389.4 389.4 377.0 Max Vu: Left k 0:00 132.82 123.31 115.96 - Rt k 105.08 116.27 125.77 13.95 Reactions: Left: Dead k 0.00 0.00 0.00 0.00 ..(service) Live k 0.00 139.94 140.93 142.19 Total k 0.00 139.94 140.93 142.19 Right:Dead k 0.00 0.00 0.00 0.00 Live k 139.94 140.93 142.19 8.21 Tot -.•• 140.93 1 .19 8 Max. Defl @ Mid Span in - = 0:']4'$ -0.013 -0.028 =� 3`. . X -Dist ft 0.00 6.01 5.43 6.32 BEAM DESIGN DATA I I 'c psi 4,000 4,000 4,000 3,000 f - psi 60,000 60,000 60,000 60,000 LEFT: As -TOP inA2 4.74 4.74 4.74 4.74 'd' TO BARS in 4 4 4 4 CENTER: As- BOTTOM inA2 4.74 4.74 4.74 4.74 'd' TO BARS in 20 20 20 20 RIGHT: As -TOP inA2 4.74 4.74 4.74 4.74 'd' TO BARS in 4 4 4 4 APPLIED LOADS I { USE LL THIS SPAN? Y/N Y Y Y Y UNIFORM DL klf 0 0 0 0 LL klf 0 13.32 13.32 0 PARTIAL DL klf 0 0 0 0 LL klf 13.32 0 0 13.32 X -Left ft 6.8 0 0 0 . X -Right ft 7 0 0 5 TRAP.... DL @ Left k /ft 0 0 0 0 • DL @ Right k /ft 0 0 0 0 LL @ Left k /ft 4.077 0 0 3.145 LL @ Right k /ft 13.32 0 0 3.4 . X -Left ft 0 0 0 5 X -Right ft 6.8 0 0 8 POINT DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 4 • LL k 0 0 u u X -Dist. ft 0 0 0 0 MOMENT DL - ft -k 0 0 0 0 ' LL ft -k 0 0 0 0 X -Dist. ft 0 0 0 0 SHEAR STIRRUPS 1 0.62 0.62 1 1 1 Stirrup Av @ Section inA2 0.62 0.62 lacing Req'd @ Left in 999.00 10.00 10.00 10.00 " Req'd @ .2L in 999.00 10.00 10.00 10.00 " Req'd @ .4L in 10.00 10.00 999.00 999.00 " Req'd @ .6L in 10.00 999.00 10.00 999.00 , " Reg'd @ .8L in 10.00 10.00 10.00 999.00 Spacing Req'd @ Right in 10.00 10.00 10.00 999.00 QUERY VALUES 1 1 1 Location ft 4.00 3.00 4.00 4.00 Shear k 0.00 64.73 31.98 25.38 Moment ft -k 0.0 -4.9 102.3 58.2 Deflection in -0.044 -0.004 -0.025 -0.018 1 1 • 1 - 1 DEFAULT ACI LOAD FACTORS : Dead Load = 1.4 Live Load = 1.7 Fy for Shear Stirrups = 60 ksi _ ...--- • , • • . ENGINEERING PROJECT: T 4 15aL. l_ _ P _C r/'J Q DATE: 4, MMz. c CLIENT: PG. NO.: 1-1-- 4------ b•a + \ \ . _ „. -1 , 1 .. 1 \ ..,--1/4.0 . N V r. li 11 i 1 ::"' 1 e. . 7 _ A., LZ. 2 — ! .. +j 2¢ N 41.j l a.'�3I 1 tl __ ,a 113,4- _ 6**- �w. .�4 i - gar it .....� tie • _ . �xnt , " , /J ' .[z y / ._ - .7-.--- .. _... ; ,QI}tz ... • Ad:. 12,a, .% 1 ..2,' — m / .. " .... e .. . . s ! i ....._ � zip , ' • fn s , 3.230 . • ........_._ r-1Z,3 , - . / 1 1 I /Ullic �:• o. Z , . / • L 1 2.9 • 111s - R►.,,„, r( (-6,., ) — 5g. ,n �� ` , log z8�e 1 :) , ..4A.= 12 , 31 ,___ ? f.. rn;� c. .ac... S : tiff PP,— - Structural and Civil Engineers 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285.0618 MULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS DESCRIPTION » PARKWAY PLACE SHORING » PILES 56 - 59 GENERAL ,- -Span 1 -1- -Span 2 -1- -Span 3 -j- -Span 4 -1 ALL SPANS SIMPLE SUPPORT ? N y/n IAN LENGTH ft 6 10 10 13 .SAD FIXITY Lft 0 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 BEAM WIDTH in 24 24 24 24 BEAM DEPTH in 24 24 24 24 -- CALCULATED VALUES 1 1 Left: Max Mu ft -k 0.0 -210.6 - 157.4 - 231.0 Mn * Phi ft -k 389.4 389.4 389.4 377.0 Center: Max Mu ft -k 0.0 84.4 74.8 123.9 Mn * Phi ft -k 389.4 389.4 389.4 377.0 ..Dist. to Mu ft 0.00 5.27 4.67 5.72 Right: Max Mu ft -k -210.6 -157.4 -231.0 0.0 Mn * Phi ft -k 389.4 389.4 389.4 377.0 Max Vu: Left k - 0.00 112.42 99.74 123.30 - Rt k 84.77 101.78 114.46 21.04 Reactions: Left: Dead k 0.00 0.00 0.00 0.00 ..(service) Live k 0.00 115.99 118.54 139.86 Total k 0.00 115.99 118.54 139.86 Right:Dead k 0.00 0.00 0.00 0.00 Live k 115.99 118.54 139.86 12.- C, gt - ` k 115.9__,__ I:8 7 q 3�9.86 12.3 8 Max. Den. @ Mid Span In -0.058 -0.013 -0.010 -0:0• X -Dist ft 0.00 5.27 4.60 6.67 BEAM DESIGN DATA "'c psi 4,000 4,000 4,000 3,000 1 - psi 60,000 60,000 - 60,000 60,000 • LEFT: As -TOP inA2 4.74 4.74 4.74 4.74 'd' TO BARS in 4 4 4 4 CENTER: As- BOTTOM inA2 4.74 4.74 4.74 4.74 'd' TO BARS in 20 20 20 20 RIGHT: As -TOP inA2 4.74 4.74 4.74 4.74 'd' TO BARS in 4 4 4 4 APPLIED LOADS I , USE LL THIS SPAN? Y/N Y Y Y Y UNIFORM DL klf 0 0 0 0 LL klf 0 12.6 12.6 0 PARTIAL DL klf 0 0 0 0 LL klf 0 0 0 12.6 X -Left ft 0 0 0 0 X -Right ft 0 0 0 6 TRAP.... DL @ Left k /ft 0 0 0 0 DL @ Right k /ft 0 0 0 0 LL @ Left k /ft 4.021 0 0 2.975 LL @ Right k /ft 12.6 0 0 3.23 X -Left ft 0 0 0 6 X -Right ft 6 0 0 9 POINT DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 • ..i vn.'::,i•.. ,<' ",, t*tNsgftnar.YS: `Ttnk ,...r.....r.ruo r r.4 .. .. r i.,. .. .. r .m.. ,,..,.., e,............ c. e.. e..>:...rsn..n,.....,,....,.,,. ,...... ,...n..o.u... •.,; ... ...: ...t.l^,•w,N.su.:..n...n .....ate..........- ........._... .. .. ... .... ...... • ........ ..... ... ... ...., d'tiS • LL k 0 0 0 0 j X -Dist. ft 0 0 0 0 . MOMENT DL ft -k 0 0 - 0 0 LL ft -k 0 0 0 0 X -Dist. ft 0 0 0 o SHEAR STIRRUPS I 1 1 , Stirrup Av @ Section in'2 0.62 0.62 0.62 0.62 ',acing Req'd @ Left in 999.00 10.00 10.00 10.00 ° Req'd @ .2L in 999.00 10.00 10.00 10.00 n Req'd @ .4L in 999.00 10.00 999.00 999.00 Req'd @ .6L in 10.00 999.00 10.00 999.00 n Req'd @ .8L in 10.00 10.00 10.00 999.00 Spacing Req'd @ Right in 10.00 10.00 10.00 999.00 QUERY VALUES 1 ' 1 Location ft 4.00 3.00 4.00 4.00 Shear k 0.00 48.16 14.06 37.90 Moment ft -k 0.0 30.3 70.2 90.4 Deflection in - 0.011 - 0.008 -0.010 - 0.039 ) 1 DEFAULT ACI LOAD FACTORS : Dead Load = 1.4 Live Load = 1.7 Fy for Shear Stirrups = 60 ksi !' • • • . . , . • . .. . ., , ,, , .. ,,„ . .... . .. . . . ENGINEERING _ i e tc PROJECT ''' '1 PAM•Wirl pLil_e cpirtNist, DATE "2• f I c26 CUENT PG. NO.: ' N • 1 \ _ • \ I . ...,,e 1 . , t..0 4..7 ■ . . Al .0 4 • sq 7 • . . . ., .-rii - 7 - - Mg, 33 l e- e -CD I, 4) ..... 'S 4°' . / 4 L • a • -- 4 6- etAt . . : • .. )1+ • RZ = 1114-,Zo,. .r4c3( 3' +/-O ) ( iiA = 11, I 1p KLF 7 /...-.... . i ,-.-... 13,2 5« )5 2°I) . .i . - • -.... .. . . . :. . . . - . . : ..... 46" ' --elq2-=60 / • _ .. .. . • • - . _ . . . . ...........■.o..m.... . .. . --■is . \ , •. . . . % .. . .‘ . , . .. _. .. .. .. .. .._.... . .... . .. - • ./ 1 . • . ii .• • ..... . 1 . . • .. • 1 1 . . I i .. • . ilLe5 ..■.' *1 I 1 A . 15 34p • . 1 — ;i- =.- ' 1, e•s.0 ' pix •••■■■•■■•mron../..LE . . C :\ LPI L \ DTA CP- — oc- • Structural and Civil Engineers • 180 Nickerson St., Suite 302, Seattle WA 98109 208•285.4512 FAX 208•285-0618 HULTI -SPAN CONCRETE BEAM DESIGN &•ANALYSIS DESCRIPTION » PARKWAY PLACE SHORING » PILES 60 - 61 GENERAL --- ---- -I --Span 1 -I --Span 2 -I --Span 3 -I- -Span 4-1 SPANS SIMPLE SUPPORT ? N y/n ...eN LENGTH ft 8 10 17 0 END FIXITY Lft 0 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 BEAK WIDTH in 24 24 24 0 BEAR DEPTH in 24 24 24 0 ---- CALCULATED VALUES ---- MWPhi *Mn!MWPhi *Mn! Left: Max Mu ft -k 0.0 -395.0 -333.9 0.0 Hn * Phi ft -k 390.2 389.4 389.4 0.0 Center: Max Mu ft -k 0.0 0.0 324.8 0.0 Hn * Phi ft -k 389.4 389.4 389.4 0.0 ..Dist. to Mu ft 0.00 0.00 8.39 0.00 Right: Max Mu ft -k -395.0 -333.9 0.0 0.0 Hn * Phi ft -k 389.4 389.4 389.4 0.0 Hax Vu: Left k 0.00 100.97 158.10 0.00 Rt k 117.19 88.75 45.71 0.00 Reactions: Left: Dead k 0.00 0.00 0.00 0.00 ..(service) Live k 0.00 128.33 145.20 0.00 Total k 0.00 128.33 145.20 0.00 Right:Dead k 0.00 0.00 0.00 0.00 Live k 128.33 145 ..20 _26.89 _0.00 o a _128.33 145.20 26.89_____.0.00-:::.' Max. Defl @ Hid Span in -0.434 0.063 0.24 0.000 X -Dist ft 0.00 4.80 8.61 0.00 BEAM DESIGN DATA ---- - psi 4,000 4,000 4,000 3,000 _ Fy psi 60,000 60,000 60,000 60,000 LEFT: As -TOP inA2 4.75 4.74. 4.74 0 'd' TO BARS in 4 4 4 0 CENTER: As- B077VM inA2 4.74 4.74 4.74 0 'd' TO BARS in 20 20 20 0 RIGHT: As -TOP inA2 4.74 4.74 4.74 0 'd' TO BARS in 4 4 4 0 USE LL mum HIS SPAN? Y/N Y Y I Y I Y UNIFORM DL klf 0 0 0 0 LL klf 0 11.16 0 0 PARTIAL DL klf 0 0 0 0 LL klf 11.16 0 11.16 0 . • X -Left ft 5.6 0 0 0 X -Right ft 8 0 10 0 TRAP.... DL @ Left k /ft 0 0 0 0 DL @ Right k /ft 0 0 0 0 LL @ Left k /ft 3.893 0 2.635 0 • LL @ Right k /ft 11.16 0 2.89 0 X-Left ft 0 0 10 0 X -Right ft 5.6 0 13 0 POINT DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k. 0 0 0 0 • X -Dist. ft 0 0 0 0 • DL k 0 0 0 0 LL k 0 0 0 0 X-Dist. ft 0 0 0 0 MOMENT DL ft-k 0 0 0 0 LL ft-k 0 0 0 0 X-Dist. ft 0 0 0 0 - SHEAR STIRRUPS ...••••••■■ I • ■•■ • • • • • • • WM .1 • 1 • - I----- I 'rrup Av @ Section inA2 0.62 0.62 0.62 0.62 . Regid @ Left in 999.00 10.00 5.00 0.00 ' Regid @ .2L in 999.00 10.00 10.00 0.00 " Regld e .4L in 10.00 999.00 10.00 0.00 ▪ Regld 0 .6L in 10.00 999.00 10.00 0.00 " Regid .8L in 10.00 10.00 10.00 0.00 • Spacing Regsd 0 Right in 10.00 10.00 10.00 0.00 - Qum VALUES 01011.■••••• M.1.4.14 Location ft 7.00 3.00 10.00 0.00 Shear k 0.00 44.05 -31.12 0.00 Went ft-k 0.0 -177.4 299.3 0.0 Deflection in -0.037 0.056 -0.239 0.000 1•l 1 DEFAULT ACI LOAD FACTORS: Dead Load = 1.4 Live Load = 1.7 11 for Shear Stinvps = - 60 ksi • • a ENGINEERING PROJECT "* ' 155 (4XWtri PL r Wrii )N 6, DATE: ( NI* cT r ; CLIENT PG. NO.: • \ / , ) \ 6 . ) 69 " 7.6 -- -3,3'8 ..• N om. c)' 11 k c' t . Lit _ x YI = 112 —_t� io2 - \ .. - } _`°—. II.� - 32 r N ,Q� +A = �� _ ..4 -.1.i1,.34 ....5 ■?` ff ' %� . 2.85to In • W / . .. . 5,1i r' . • .. / I ,, C4 3 41) .. 1 . , ( i ss...L. 1— . :_(_ - . . . ' _ ___ �_� 1 IlLe, __�2 — �- SPAciN 7- 8" 1 • Structural and Civil Engineers • . 180 Nickerson St., Suits 302, Seattle WA 98109 206.285.4512 FAX 20 6•285.0618 MULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS DESCRIPTION » PARKWAY PLACE SHORING » PILES 62 - 74 GENERAL I - -Span 1 -I- -Span 2 -I- -Span 3 -I- -Span 4 -1 ALL SPANS SIMPLE SUPPORT ? N y/n 'IAN LENGTH ft 6 11 15 0 .4ND FIXITY Lft 0 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 BEAM WIDTH in 24 24 24 0 BEAM DEPTH in 24 24 24 0� - - -- CALCULATED VALUES Left: Max Mu ft -k 0.0 -192.4 -259.7 0.0 Mn * Phi ft -k 389.4 389.4 389.4 0.0 Center: Max Mu ft -k 0.0 34.2 184.6 0.0 Mn * Phi ft -k 389.4 389.4 389.4 0.0 ..Dist. to Mu ft 0.00 5.13 7.20 0.00 Right: Max Mu ft -k -192.4 -259.7 0.0 0.0 Mn * Phi ft -k 389.4 389.4 389.4 0.0 Max Vu: Left - k 0.00 88.14 123.40 - 0.00 Rt k 76.04 100.36 28.90 0.00 Reactions: Left: Dead k 0.00 0.00 0.00 0.00 ..(service) Live k 0.00 96.57 131.62 0.00 Total k 0.00 96.57 131.62 0.00 Right:Dead k 0.00 0.00 0.00 0.00 Live k 96.57 131.64______-12.0.0 0..-00.. -- Total k._ : 131.62 17.00 0..04 --- Max. Defl @ Mid Span in -0.080 0.009 ---- -0.101 0.000 X -Dist ft 0.00 8.87 7.70, 0.00 BEAM DESIGN DATA 'c psi 4,000 - - 4,000 4,000 3,000 .y - psi 60,000 - 60,000 60,000 60,000 - LEFT: As -TOP inA2 4.74 4.74 4.74 0 'd' TO BARS in 4 4 4 0 CENTER: As- BOTTOM inA2 4.74 4.74 4.74 0 'd' TO BARS in 20 20 20 0 RIGHT: As -TOP inA2 4.74 4.74 4.74 0 'd' TO BARS in 4 4 4 0 APPLIED LOADS 1 1 I USE LL THIS SPAN? Y/N Y Y Y Y UNIFORM DL klf 0 0 0 0 LL klf 0 10.08 0 0 PARTIAL DL klf 0 0 0 0 LL klf 10.08 0 10.08 0 X -Left ft 5 0 0 0 X -Right ft 6 0 8 0 j TRAP.... DL @ Left k /ft 0 0 0 0 DL @ Right k /ft 0 0 0 0 LL @ Left k /ft 3.78 0 2.856 0 LL @ Right k /ft 10.08 0 3.111 0 • X -Left ft 0 0 8 0 X -Right ft 5 0 11 0 POINT DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft o 0 0 0 DL k 0 0 0 0 w,tossw,, - , , , „.,,,, , , .. v., . a . LL IC 0. b . 0 ' 0 . . X -Dist. ft 0 O. 0 0 MOMENT ' DL ft -k 0 0 0 0 LL ft -k 0 0 0 0 X-Dist. ft 0 0 0 0 SHEAR STIRRUPS 0.62 1 0.62 1 0.62 0.62 1 1 Stirrup Av @ Section inA2 )acing Req'd @ Left in 999.00 10.00 10.00 0.00 it Req'd @ .2L in 999.00 10.00 10.00 0.00 fr Req'd @ .4L in 999.00 999.00 999.00 0.00 n Req'd @ .6L in .10.00 999.00 999.00 0.00 II Req'd @ .8L in 10.00 10.00 10.00 0.00 Spacing Req'd @ Right in 10.00 10.00 10.00 0.00 QUERY VALUES 1 1 1 1 Location ft 4.00 3.00 10.00 0.00 Shear k 0.00 36.61 -23.69 0.00 Moment ft -k 0.0 -4.9 141.9 0.0 Deflection in -0.019, 0.005 1 -0.088 0.000 1 1 DEFAULT ACI LOAD FACTORS : Dead Load = 1.4 Live Load = 1.7 Fy for Shear Stirrups = 60 ksi / 6z-"44 ... - . k ENGINEERING PROJECT:'!? DATE: CLIENT PG. NO.: P1 ))i, �- - 8( c rV Piers 4 Se, -- l PJ G6s er5r 14 `tz P/1. r. - 13 . 6 74- _ . Pi .. 14 Ls :.. • • • • • Structural and Civil Engineers 180 Nickerson St.; Suite 302, Seattle WA 98109 206.285.4512 FAX 206. 285.0618 • - E; add. giftl'ott ... • • . • .__C J lid i . • _ ___. _ "7".• -.. 9 ( - , q4 'A aic a o' ti . z __...... .--- _I.' -> .......-. .__...• --.. SI, j $0c) *C'k_ 0 06 .E 2 1 0 ,_0 0 . 8 2 — _._...... ..... ---.. ... , . -......-.. .. g • — _ _____ _ • --- -- ___—..... ---- --- /91 y °' 'A (76.2. 'Z'..17 1" 9 . 03 -. ___ _.._ — 1 3pg • 08. oot i , m- ,,r.fv. (a s 0 9- ,,,. 0 0 . .1). =4 9 1 __ ___ .___. .._._.. — ) 14 s 7 :if o ..G.- ,g-z. ;117 .196 ,,az e• . 14 - - __. ____ 1— _...--- — _......... 94 16IZI G' 1- ' '96 ,p-i z2 1--5L •13.- in o, . co _ CD co .„.... .--... --.... ,........ ___ -......... ____-• ------. .--.. . ----• —..-- _c ,::, ._-.. _..-- , . C w Of 0 --- ..--... ---- .— ----. --- --..-- b f ___. .._ ..._ .. . - --- ._..______ ----. ....._ 7 :2 V = 0 i..) to • ! , a 1 ._ ___._. ______ W tyl • .--............................ . GP -Pt• 0 . . - „ co ........ —.....,. • ______ _______ .. ..... . . -... . Yx• ,si 9 „pa/ e 0°e 1:4$ oy I az ,*.s" 5 - 4 _ 6 ,0-1 fit ;95 ..-...;?:_,-- e ae - - , - - - iii -31 , i • --..... , -- --j- I . .-....--,.. / f- ----eq..- , y 4 , E 3 6 , o i-/ d re , 47 ;c7 / a f / . °-( -1 )15 . . - --<-7...„/:1 . • , c'S "-Jg *.1 744 4 • -- ii 0 -V 0 ...- . 1 ....... .... ..... T ,..0% rf . ° T T / a n - , --4 15 7-- 1 -1 0 co • _ . _. z("9 a _ _ leo , • . •... 4 - / I / / • i 1 e II -0.• 0 CV 0 . e ........ .. LIJ re 74 '9 d k r,i w 7 ' d , , 0 1 -1*-7 1 -I d , ,ar v li - - d .,4,td " .... , _,. z i .. 2, t").74s 2 /274•V - / -9 r)---7,---az, f •Ip•isia—e. – b •• e i • W�0 .. . • • . . . • (10Z/09. i • ..'. 1.• . 1 . • . . . . . . . 1 ...- ill11■M • ENGINEERING --'""~ PROJECT - 1 5 5 Ppp,4wIrl Pikes c 1I a DATE: .27 8 s. CUENT: PG. NO.: • \ • f ______ \ e'? > r ;tk --= s 3 ,2 ��T.\ � - - @$' S 3,fvQ 3 -3.23 Nit N , 93.5$ • z3\ - 4 20 ° 984. q �i =�� - 3.4 0 • N �r� � I C 3 kI t tz ° . ' 7t— �Z 11 _ ! �-' � 6 (231-3 ?�) e s - ----.1..t .... L .. .1..-.= 8,V.*)'6, :0 + 3.414., . 2r," ., ti ( e )•.---- cis 3r, LF: . (cz \ . : . 1,11 . --.\-Q cs.,.....4.11ci . . • .. 7"- * r 1 / . " a te � {� . s a. ,. ' r T b - lL . ,� . I ,3U) { • a .. { 1 cc 0.0)C2.3) o, zsr . l� r f C 2 ' Le5 4 ...m._ (IS— 8 �A cNr, ; / / r 5 c : \1 ank5Xs CATA- Structural and Civil Engineers r tP- 4 2 ' 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285.0618 1 ""' MULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS DESCRIPTION » P•;.. ' •RING > 'ILES 75 - 82 GENERAL I - -S'- - - -Span 2 -I- -Span 3 -I- -Span 4 -1 ALL SPANS SIMPLE SUPPORT ? N y/n ?AN LENGTH ft 6 9 15 0 ..ND FIXITY Lft 0 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 BEAM WIDTH in 24 24 24 0 BEAM DEPTH in 24 24 24 0 -- CALCULATED VALUES 1 ) 1 Left: Max Mu ft -k 0.0 - 187.5 - 213.9 0.0 Mn * Phi ft -k 389.4 389.4 389.4 0.0 Center: Max Mu ft -k 0.0 0.0 180.0 0.0 Mn * Phi ft -k 389.4 389.4 389.4 0.0 ..Dist. to Mu ft 0.00 0.00 7.00 0.00 Right: Max Mu ft -k -187.5 -213.9 0.0 0.0 Mn * Phi ft -k 389.4 389.4 389.4 0.0 Max Vu: Left - k 0.00 68.67 111.96 - 0.00 Rt k 73.32 74.54 27.26 0.00 Reactions: Left: Dead k 0.00 0.00 0.00 0.00 ..(service) Live k 0.00 83.53 109.70 0.00 Total k 0.00 83.53 109.70 0.00 Right:Dead k 0.00 0.00 0.00 0.00 ' - k 83.53 109.70 16.03 0.00 - /.m • - ��s . 109.70 16.03 • . s ; Max. Defl @ Mid Span in -0.103 •.• 8 -0.09 v.gy• X -Dist ft 0.00 4.74 7.60 0.00 . BEAM DESIGN DATA 'c psi 4,000 4,000 4,000 3,000 :y psi 60,000 - 60,000 60,000 60,000 - . LEFT: As -TOP inA2 4.74 4.74 4.74 0 'd' TO BARS in 4 4 4 0 CENTER: As- BOTTOM inA2 4.74 4.74 4.74 0 'd' TO BARS in 20 20 20 0 RIGHT: As -TOP inA2 4.74 4.74 4.74 0 'd' TO BARS in 4 4 4 0 APPLIED LOADS , USE LL THIS SPAN? Y/N Y Y Y Y UNIFORM DL klf 0 0 / 0 0 LL klf 0 9.36 0 0 PARTIAL DL klf 0./ 0 0 / 0 LL klf 9.36v 0 9.36 0 X -Left ft 4.6 0 0 0 X -Right ft 6 0 8 0 . TRAP.... DL @ Left k /ft 0 0 0 0 . DL @ Right k /ft 0 0 0 0 LL @ Left k /ft 3.695 0 2.21 0 LL @ Right k /ft 9.36 0 2.465 0 X -Left ft 0 0 8 0 X -Right ft 4.6 0 11 0 POINT DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 PfL MOMENT DL ft -k 0 0 0 157--gl- LL L ft -k 0 0 0 0 X -Dist. ft 0 0 0 0 SHEAR STIRRUPS Stirrup Av @ Section in ^2 0.62 0.62 0.62 0.62 'acing Req'd @ Left in 999.00 10.00 10.00 , 0.00 " Req'd @ .2L in 999.00 10.00 10.00 0.00 " Req'd @ .4L in 999.00 999.00 999.00 0.00 " Req'd @ .6L in 10.00 999.00 999.00 0.00 " Req'd @ .8L in 10.00 10.00 10.00 0.00 Spacing Req'd @ Right in 10.00 10.00 10.00 0.00 QUERY VALUES Location ft 4.00 3.00 9.00 0.00 Shear k 0.00 20.94 -19.17 0.00 Moment ft -k 0.0 -53.1 155.4 0.0 Deflection in - 0.027 0.016 - 0.090 0.000 1 ` 1 1 DEFAULT ACI LOAD FACTORS : Dead Load = 1.4 Live Load = 1.7 Fy for Shear Stirrups = 60 ksi 1 1 c ■ ENGINEERING PROJECT .15!:45 r WW11'1 PLAtg. SW rPJ a DATE: 2 7 Fie3 'TS CLIENT PG. NO.: • N , 1 \ , I \ \ ` � 3 - kLF '�-. • N • � FL.-rR = s i b�- _ �2� )1 16.1 4, &0 +3, w 8913 s, ei$�� i-4 94 : N d1,4 1.61.3 s�•y l6 -.. a =2° It .... 2 , .sa 22 ____ R2 "TP, = 9 2 K - 66,4 z t $)(..2. = R,da , }',, : 7,fj �� = + L (2J • %2 G 1 '� i ,'i'� + . A - . 10.37- . sv. I's r _ . . . . _ • .. p ... - .S . .. p, ,/________ . 1 1 r W .. . \ A.c,U, -.1.. a a - A)-:-.-svdt90 lo w._ . . , 1 ( �--- . 11 I t AIL Ii3± f.+ SA'ka, = Structural and Civil Engineers 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285.0618 MULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS 0 » PARKW E S ORING 0 pus » PIL 83 - 8 ; SUPPORT ? N LI-Sp y -Span 2 -I- -Span 3 -I- -Span 4 -I I '_____ ft 6 9 14 0 1.62 .00 Lft 0 1 1 1 I.00 2,1,0 Rt 1 1 1 1 in 24 24 24 0 1.00 in 24 24 24 0 1.00 1 1 1 1 - 00 I ft -k 0.0 -184.7 -168.8 0.0 ft -k 389.4 389.4 389.4 0.0 1.00 • ft -k 0.0 0.0 137.9 0.0 .00 0.0 1 ft -k 389.4 389.4 389.4 0.0 OOO to Mu ft 0.00 0.00 6.35 0.00 ) ft -k -184.7 -168.8 0.0 0.0 L ft -k 389.4 389.4 389.4 0.0 k - 0.00 70.61 96.87 0.00 - k 71.79 67.09 21.71 0.00 Dead k 0.00 0.00 0.00 0.00 Live k 0.00 83.76 96.45 0.00 Total k 0.00 83.76 96.45 0.00 at:Dead k 0.00 0.00 0.00 0.00 Ljm@_____k 83 76-_____ 46.45 ��.? ?- 0.00 • ;.dotal k 83. 1 41 -.0.2 Span in -0.089 0.012 -0.055 0.000 ft 0.00 4.26 7.00 0.00 N DATA 1 1 1 psi 4,000 4,000 4,000 3,000 psi 60,000 60,000 - 60,000 60,000 - inA2 4.74 4.74 4.74 0 ' BARS in 4 4 4 0 OM inA2 4.74 4.74 4.74 0 BARS in 20 20 20 0 in ^2 4.74 4.74 4.74 0 BARS in 4 4 4 0 NHS 1 1 1 Y/N Y Y Y Y DL klf 0 0 0 0 LL klf 0 9 0 0 DL klf 0 0 0 0 LL klf 9 0 9 0 -Left ft 4.4 0 0 0 . -Right ft 6 0 7 0 Left k /ft 0 0 0 0 Right k /ft 0 0 0 0 Left k /ft 3.649 0 2.125 0 Right k /ft 9 0 2.38 0 • -Left ft 0 0 7 0 -Right ft 4.4 0 10 0 DL k 0 0 0 0 LL k 0 0 0 0 -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 .0 : -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 • 0 : -Dist. ft 0 0 0 0 DL k 0 0 0 0 • ENGINEERING , PROJECT.. ' c45 '�W Pi4 S�,re,N6 DATE: 2 �' F q5 CUENT: PG. NO.: . 1\ . I \\ - cn r jt`\' N It &; Lb • . .t . "' , 8 , , / to.... -• � 9e I ,� - 15F ( .c + 3,q G Zz 1 9 ..' '''°-1.----4-4,-__stas.:Z4t 142: S ' Rz - k 114- L°4sX 5(g) - 4•Zs KLF • ... __. ,fit = .�3 .. sti 11 Ib .�Q 44 . . In . . \ . • • t • i� C o3 4.)(u) = a 7,2' 11,3.. k _�... .. .. . (27,3) (.9,0*2,3)-r- 1 , qs.S" Ili e'...7 , .7, ( .. 1. (,1), 1 • PIL65 d‘ 4 06 , • • Structural and Civil Engineers ' • 180 Nickerson St., Suite 302, Seattle WA 98109 206.285.4512 FAX 206.285.0618 MULTI -SPAN CONCRETE BEAM DESIGN & ANALYSIS DESCRIPTION » ORING » %IL 85 - 86 GENERAL - Span 1 - - -Span 2 -1- -Span 3 -I- -Span 4 -1 ALL SPANS SIMPLE SUPPORT ? N y/n 'SAN LENGTH ft 5 8 14 0 .44D FIXITY Lft 0 1 1 1 Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 BEAM WIDTH in 24 24 24 0 BEAM DEPTH in 24 24 24 0 -- CALCULATED VALUES 1 1 1 Left: Max Mu ft -k • 0.0 - 117.0 - 158.6 0.0 Mn * Phi ft -k 389.4 389.4 389.4 0.0 Center: Max Mu ft -k 0.0 0.0 125.2 0.0 Mn * Phi ft -k 389.4 389.4 389.4 0.0 ..Dist. to Mu ft 0.00 0.00 6.35 0.00 Right: Max Mu ft -k -117.0 -158.6 0.0 0.0 Mn * Phi ft -k 389.4 389.4 389.4 0.0 Max Vu: Left - k 0.00 51.10 89.38 0.00 Rt k 54.29 61.51 19.78 0.00 Reactions: Left: Dead k 0.00 0.00 0.00 0.00 ..(service) Live k 0.00 62.00 88.75 0.00 Total k 0.00 62.00 88.75 0.00 Right:Dead k 0.00 0.00 0.00 0.00 • Live k 62.00 1.63 0.00 �� + +. :f �L-.iiiR.ic + +leis Max. Defl Mid Span in -0.036 0.008 -0.048 0.000 X -Dist ft 0.00 4.53 7.00 0.00 . BEAM DESIGN DATA f c psi 4,000 4,000 4,000 3,000 y psi 60,000 60,000 60,000 60,000 LEFT: As -TOP in'2 4.74 4.74 4.74 0 'd' TO BARS in 4 4 4 0 CENTER: As- BOTTOM in ^2 4.74 4.74 4.74 0 'd' TO BARS in 20 20 20 0 RIGHT: As -TOP in^2 4.74 4.74 4.74 0 'd' TO BARS in 4 4 4 0 APPLIED LOADS USE LL THIS SPAN? Y/N Y Y Y Y UNIFORM DL klf 0 0 0 0 LL klf 0 8.28 0 0 PARTIAL DL klf 0 0 0 0 LL klf 8.28 0 8.28 0 X -Left ft 4 0 0 0 X -Right ft 5 0 7 0 • TRAP.... DL @ Left k /ft 0 0 0 0 . bL @ Right k/ft 0 0 0 0 LL @ Left k /ft 3.548 0 1.955 0 LL @ Right k /ft 8.28 0 2.21 0 X -Left ft 0 0 7 0 X -Right ft 4 0 10 0 POINT DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 LL k 0 0 0 0 X -Dist. ft 0 0 0 0 DL k 0 0 0 0 ---■.......■.....■■■wwww LL k 0 0 0 0 4 I X -Dist. ft 0 0 0 0 MQMENT DL ft -k 0 . 0 0 0 • LL ft -k 0 0 0 0 X -Dist. ft 0 0 0 0 7„ SHEAR STIRRUPS 1 1 0.62 0.62 1 1 Stirrup Av @ Section inA2 0.62 0.62 lacing Req'd @ Left in 999.00 10.00 10.00 0.00 Req'd @ .2L in 999.00 10.00 10.00 0.00 n Req'd @ .4L in 999.00 999.00 999.00 0.00 n Req'd @ .6L in 10.00 999.00 ' 999.00 0.00 " Req'd @ .8L in 10.00 10.00 999.00 0.00 Spacing Req'd @ Right in 10.00 10.00 999.00 0.00 QUERY VALUES 1 1 1 1 Location ft 4.00 3.00 10.00 0.00 Shear k 0.00 9.06 -19.73 0.00 Moment ft -k 0.0 -27.1 79.4 0.0 Deflection in -0.006 0.007 -0.037 0.000 1 1 DEFAULT ACI LOAD FACTORS : Dead Load = 1.4 Live Load = 1.7 Fy for Shear Stirrups = 60 ksi • pluos f'S"--9 ___,--------- .......--------- . . , , • . . . . • • 1 ENGINEERING PROJECT DATE: CLIENT PG. NO.: MO. - 1 - )6/9e• Lotto =- ibs- lee X2 Ci A s"92- JR • Coir S .? 4fro • +t 6- ' 65bet/166 L'4911/41Z) )66 1,146 105. 6 2 ■,,Y* . _ ( 0, OS" pk) (0, 0, os--)( 4, 6/ * '3 ' 44 ) •44 ) a . 4- tic-151, 4 ar„ . . . . 1 • • • - • . m m, 111111 . • ..::•• r Ali • Co t . . . . . . . . 2, f. - .40(1 • . m 0___TT5r Lot' 3 k. ) 3e. -6-p ), • n Structural and Civil Engineers 180 Nickerson St., Suite 302, Seattle WA 98109 206•285.4512 FAX 206.285.0618 - • • 4 t . i.. . ,:. .. . . ... l e v 4 . - " ... "' - , 4 , 4 " • ' . . . . 114 . . . • , . . :::: •-• s . -.. 4. .L q • :1 # 1.0 • ....,q 43 0... ie • tA .,..,-. i ...... ........, / -, i .1. ./ •,„\\ i.... . ... •• . • # '-.' • ... .e. ,.,. g 1 ,I,'„:,:,:A: I 1 4 :: .* :., • ....; - el V vii ' • • .. • . • ,- , ‘,7 0. I , S 0(0 ci . cl r . ... ..:.: .....: . • . . . . , . „.. . ... . .... . . . . . • . . . . .... ' T 3 • : . •'.. . , • . . , ' . • • '" -.... . , %,) ..• • • . . . . .., • . \ %.... Z . * . • ' • • . • • . r •• .... :;:,..„,•:-.• ...., ..-::,:?,,,.;...... ,:z.:::5:,.:!:... ,......:::,..' 1 7 -. ./ . • . . w . . • • . , l ....:. , „....., 1 • §..., ....: , ts fii§" ..i$P . :,.§ e . 0 . • . . • - <■.=,■.•Or • ENGINEERING PROJECT DATE: CLIENT PG. NO.: te)tf-t, .1/ -• • S te() e4ir (t2 3) / / r ‘t. 10 /Z e . 9 , ( , 0 . >I n4 Azx . ; • e • S • . . )•• (r.69) • • • .7 >4 fe.S ef>„) .1••• At4 — / re ia ir4-c•a" ea.•)(e 490. 61) Po. ic •-•-• , / ) qg. • fl • °) (f& - s - v)o. ) •t/fir. Structural and Civil Engineers 180 Nickerson St., Suite 302, Seattle WA 98109 206.2854512 FAX 206•285.0618 • , . . . • - ' - N9orWe" 10 45000 13 20 60000 90000 15 68000 • 60000 90000 6 30000 76200 114300 010 or 1 12 60000 15 23 78200 114300 18 90000 76200 114300 1. Embedment depth required to attain an average ultimate bond strength which equals the nominal strength of a Grade 60 mbar. 2. Steel strength based on nominal cross - sectional area of rebar. 81 . ` . , • . '',/."'_`~_- '� __ ___ ' '---__~~~--_~_ ' . _ , ' ' * ` MULTI-SPAN CONCRETE BEAM DESIGN & ANALYSIS . DESCRIPTION >> oarkway place >> GENERAL | E75.Th 1-1--Span 2-|--Soan 3-1--Soan 4-1--Span 5-1 ALL SPANS SIMPLE SUPPORT ? N ' y/n SPAN LENGTH ft | 6.5 6.5 6.5 6.5 6.5 END FIXITY Lft| 1 1 1 1 1 Fix,Pin,Free = 2,1, Rt| 1 1 1 1 1 BEAM WIDTH in | 12 12 12 12 12 � BEAM DEPTH - in | 12 12 12 12 . 12 ---- CALCULATED VALUES ----| | | | | | Left: Max Mu ft-k\ 0.0 -7.4~~ -5 ~~ .5 -5 -7.4 � =~ Mn * Phi ft-k| 8.1 8.1/ B. 1 8.1 8.1 | Center: Max Mu ft-k1 5.6 2.4 _ 3.3 2.4 5.6 Mn * Phi ft.:-k| 9.5 9.5 9.5 9.5 9.5 ..Dist. to Mu fti 2.60 3.42 3.25 3.08 3.90 | Right: Max Mu ft-k\ -7.4 -5.5 -5.5 -7.4 0.0 Mn * Phi ft-k| 8.1 8.1 8.1 8.1 8.1 | Max Vu: Left k| 3.60 5.02 4.73 4.45 5.87 Rt k| 5.87 4.45 4.73 5.02 3.60 Reactions: Left: Dead k| 0.00 0.00 0.00 0.00 0.00 . ..(service) Live k| 2.11 6.41 5.40 5.40 6.41 Total k| 2.11 6.41 5.40 5.40 6.41 � � ` / � Right: Dead k | - 0.00 0.00 0.00 0.00 - 0.00 . Live k| 6.41 5.40 ^' 6.41 2.11 Total k| 6.41 5.40 0.40 6.41 2.11 Max. Defl @ Mid Span in! -0.003 -0.001 -. • -0.001 -0.007 X-Dist ft | 2.86 3.47 3. 25 3.03 3.64 BEAM DESIGN DATA ----|-- | | 1 | | f"c psi| 4,000 4, 4,000 4,000 4,000 Fy psi| 60,000 60,000 60 60 60 LEFT: As-TOP in^21 0.21 0.21 0.21 0.21 0.21 'd' TO BARS in | 3.31 3.31 3.31 3.31 3.31 CENTER: As-BOTTOM in^21 0.21 0.21 0.21 0.21 0.21 "d" TO BARS in | 10.19 10.19 10.19 10.19 10.19 RIGHT: As-TOP in^2| 0.21 0.21 0.21 0.21 0.21 • 'd' TO BARS in | 3.31 ' 3.31 3.31 3"31 . 3.31 APPLIED LOADS | | | | } | , USE LL THIS SPAN? Y/N| Y Y Y Y Y UNIFORM DL klf| 0 0 0 0 0 LL klf\ 0 0 0 0 . 0 PARTIAL DL hlf| 0 0 0 0 0 LL klf1 1.0125 1.0125 1.0125 1.0125 1.0125 • X-Left ft| 0.5 0.5 0.5 0.5 0.5 X-Right ft| 6 6 6 6 6 TRAP.... DL @ Left k/ftl 0 0 0 0 0 DL @ Right k/ft| 0 0 0 0 0 LL @ Left k/ft| 0 0 0 0 . 0 : LL @ Right k/ft| 0 0 0 0 0 X-Left ft | 0 0 0 0 0 . %-Right ft| , 0 0 0 0 0 POINT DL k| 0 0 0 0 0 ' LL h| 0 0 0 0 0 � X-Dist. ft/ 0 0 0 0 0' DL k| 0 0 0 0 0 LL k| 0 Q 0 0 0 , | • ' \._.. ..... ... .. .. .. .. .. .YY .'n'. fl� ,. .�i,. , T.t: ia '+i�xnw�w.n..r.. .............. .. .... .. .. _..._......... .._.. «... «..r....«• ,... �. DL r:: i 0 0 0 0 X -Di st . f t I 0 0 0 0 0 'DL 1•; I C) 0 0 0 0 LL k I 0 0 0 0 0 • X -Dist . f t I 0 0 0 0 0 .OMENIT DL ft -k 1 0 0 0 0 0 LL ft -1.f. 1 0 0 0 0 0 X -Dist. f t 1 0 0 0 0 0 SHEAR STIRRUPS 1 1 1 1 1 Stirrup Av Iy Section in "21 0 0 0 0 0 Spacing Req' d @ Left i n I 999.00 999.00 999.00 999.00 999.00 Req' d @ .2L i n 1 999.00 999.00 999.00 999.00 . 999.00 .. Rea' d `a .4L in 1 999.00 999.00 999.00 999.00 999.00 Req'' d @ .6L i n 1 999.00 999.00 999.00 999.00 999.00 " Req' d @ .8L i. n 1 999.00 . 999.00 999.0 0 999.00 . 999.00 Spacing Req' d @ Right in 1 999.00 999.00 999.00 999.00 999.00 QUERY VALUES 1 - --- 1 1 1 1 1 Location f t t 3.' 3.25 3.' 3 3.25 Shear k1 -1.14 0.28 -0.00 -0.28 1.14 - Moment ft -k I 5.2 2.4 '?. 7 2.4 5.2 Deflection in I -0.007 - -0.001 -0.002 -0.001 -0.003 1 1 1 I DEFAULT A C I LOAD FACTORS Dead Load - 1.4 Live Load = 1.7 Fy for Shear Stirrucs = 40 1•;si • • • . , . ` . : ~ ` ` - - - ^ " . ' - . _ . _ ''- r i ' ' � ` c4r)14 ^ CIRCULAR CONCRETE COLUMN DESCRIPTION >> PARKWAY PLACE >> -- DESIGN DATA COLUMN DATA f'c = 4,000 psi COLUMN DIAMETER = 30 in Fy = 60,000 psi REBAR CL TO FACE = 3 in SEISMIC ZONE (0=wind): 0 COLUMN HEIGHT = 9.5 ft COMBINE LL & ST ? Y y/n USING SPIRALS ? N y/n EFF. LENGTH FACTOR = 1 REBARS TOTAL # OF BARS = 12 IS COLUMN UNBRACED ? N y/n REBAR SIZE # 8 IF UNBRACED, Delta:G = _ 0 CALC P:M DIAGRAM ? _N y/n Total Reinf. Area = 9.48 in^2 Actual Cage Diameter = 24 in % Steel = 1.34 % Radial Bar Spacing = 30 deg Min 1% < As < 8% Max Min. Spiral As % = 0 -- APPLIED SERVICE LOADS MOMENTS: Top Bottom • AXIAL: DL = 0 k DL = 0 ft-k ' 0 LL = 140 k LL = 160 ft-k 105 ST = 0 k ST = 0 ft-k 0 ECC. = 0 in ' `��_ DEAD LIVE SHORT SLoc ELoc '`. iSTRIBJTED : #1 = 0 0 (T klf at x= 0 0 ft . ' #2 = 0 0 0 klf @ x = 0 0 it POINT : #1 = 0 0 0 k @ x= 0 ft #2 = 0 0 - 0 k @ x= 0 ft . SUMMARY ACI Equation 9-1 9-2 9-3 Pu : Max. Factored = 238.0 178.5 0.0 k Pn * Phi : Capacity @ Design Ecc. = 541.575 542.97 1646.3 k OK OK OK Mc = Delta:B*M2b + Delta:S*M2S = 274.14 205.20 0.00 kft� Final Ecc.: Axial*Ecc + Moments = 13.82 13.80 1.50 in | Magnification Factor = 1.000 1.000 1.000 in | ^ Design Eccentricity = 13.82 13.80 1.50 in | | � . Po * [0.80,0.85] : (short column) = 2351.90 2351.9 2351.9 k | ' P : Balanced = 1077.6 1077.6 1077.6 k Ecc: Balanced = 10.22 10.22 10.22 in • SLENDERNESS EFFECTS Actual kLu/r = 15.20 Elastic Modulus = 3,605 ksi Beta = 0.85 *** Slenderness Not Applicable *** 9-1 9-2 9-3 Neutral Axis Depth From Comp. face = 13.43 13.45 30.70 in hi = 0.700 0.700 0. Max. kLu/r to neglect slenderness = 34.0 34.0 34.0 Beta = Sustained / Maximum Moments = 0.000 0.000 NA Cm = 1.000 1.000 1.000 • E% = Max[(.2*Ec*Ig+Es*Is)/(1+Beta) -or- .4 Ec [g/(1+8eta)3/1000000 = ' 0 0 0 • Pc : Pi~2 * EI / (kL4)^2 = 0.0 0.0 0.0 Aloha : Max Pu / ( Phi * Pc ) = 0°000 0.000 0.000 _ r Dcs1 •ta: b =Cm/ (1 -Alpha) _ 1 . uuuU 1 . UUI)Q 1. u(.,uu * N2b = 272.00 204.00 0.00 ft -k Delta :s * M2s = 0.00 "0.00 0.00 ft -k Eccentricity: Ecc. Loads + Moments = 13.82 13.80 1.50 in Design Ecc. = Ecc * Delta = 13.82 13.80 1.50 in DEFAULT ACI LOAD FACTORS ACI 9 -1 °< 9 -2 DL = 1.40 ACI 9 -2 Group Factor = 0.75 9 -1 °< 9 -2 LL = 1.70 ACI 9-3 Dead Load Fact= 0.90 ,T. 9 -1 °< 9 -2 ST = 1.70 ACI 9 -3 Short Term = 1.70 . , .. Seismic = ST * 1.10 UBC 2625(c)4 "1.4" Factor = 1.40 UBC 2625(c)4 "0.9" Factor = 0.90 • • , A 1 v 0 L '?-7101 /.4 I Ai b' I #Q tf"' (' 4.11s nf'L . RECTANGULAR CONCRETE COLUMN DESIGN DESCRIPTION >> PARKWAY PLACE DESIGN DATA COLUMN DATA .f' r_ = 4,000 psi DEPTH = 24 in F = 60,000 psi WIDTH = 24 in SEISMIC ZONE (0 =wind): 0 0 -4 COLUMN HEIGHT = 9.5 ft COMBINE LL & ST ? Y y/n CALC P:M DIAGRAM ? N y/n EFF. LENGTH FACTOR = 1 REBARS: COUNT BAR # "d" I . I IS COLUMN UNBRACED ? N y/n SET #1 : •6 8 4 in . IF UNBRACED, Delta:S = 0 SET #2 : 2 0 12 in • SET #3 : 6 8 2c) in Total Rei of . Area = 9.48 i n'•`2 SET #4 : 0 0 '0 in 7. Steel = 1.65 7.. SET #5 . _ 0 0 0 in Note: 1% Min < Actual < 87. Max APPLIED LOADS MOMENTS: Top Bottom AXIAL: DL = 0 k DL = 0 ft -E: 0 LL . = 140 k LL = 160 ft-k 105 . ST = 0 k SHORT = 0 ft -k 0 Ecc. = 0 in DEAD LIVE SHORT SLoc ELoc DISTRIBUTED #1 = 0 0 0 kif @ x= 0 0 ft . #2 = 0 0 0 k1f @ x= 0 • 0 ft •. T N T : #1 = 0 0 0 k @ x= O ft - #2 = 7.5 0 0 k id x= 0 ft . SUMMARY .ACI Equation 9 -1 9 -2 9 -3 Pu . Max. Factored = 238 178.5 0 k 1 . Pn * Phi : Capacity 0 Design Ecc. = 492.951 494.86 1397.1 k OK OK OK Mc = Delta:B *M2b + Delta:S *M2S = 275.09 205.73 0.00 kfti Final Ecc.: Axial *Ecc + Moments = 13.87 13.83 1.32 in • Magnification Factor = 1.000 1.000 1.000 in 1 Design Eccentricity = 13.87 13.83 1.32 in 1 ' Po * .80 : (short column) _ + 1995.97 1995.9 1995.9 k 1 P : Balanced = 793.503 793.50 793.50 k 1 . Ecc: Balanced = 12.67 12.67 12.67 in . • SLENDERNESS EFFECTS Actual kLu /r = 15.83 Elastic Modulus = 4E +06 psi' Beta = 0.85 9 -1 9 -2 9 -3 Neutral Axis Distance from Edge = 10.75 10.78 26.43 in • Phi _. 0.700 0.700 0.700 Max. kLu /r to neglect slenderness = 41.9 41.9 34.0 Beta = Sustained / Maximum Moments = 0.000 0.000 0.000 rm = 1.000 1.01:00 1.000 .1 = Max C (. 2*Ec*Ig +Es*Is) / (1 +Beta) . . -or- .4 Ec Io /(1 +Beta)7/1000000 = 0 0 0 Pc : Pi. ' * El / (kLu) . "2 = 0.0 0.0 10.0 Alpha : Max Pu / ( Phi * Pc ) = 0.000 0.000 0.000 . Del •ta: b =Cm/ (1--Al pha) = 1..000 1.000 1.000 Delta: b %k M'.'b 272.00 204.00 0.00. +•i,• -F:; • Delta: s * M2s - 0.00 0.00 0.00 f -k Frrentricity: Ecc. Loads + Moments = 1.3.87 13.83 1.32 in Desian Ecc. = Ecc * Delta = 13.87 13.83 1.32 in DEFAULT ACI LOAD FACTORS ACI. 9 -1 & 9-2 DL = 1.40 ACI 9-2 Group Factor = 0.75 AC' 9-1 & 9-2 LL = 1.70 ACI 9-3 Dead Load Fact= 0.90 9-1 & 9-2 ST = 1.70 ACI 9-3 Short Term = 1.30 .... Seismic = ST * 1.10 UBC 2625(c)4 "1. Factor = 1.40 UBC 2625(c)4 "0.9" Factor = 0.90 • • t‘sp, Donald B. Mu (:), GENERAL, HEAVY AND DRIW ,i ixaccsariapaulian NG CONSTRUCTION . STEEL, HEAVY RIGGING CONTRACTOR . ,�. DO•NA•U••331 RQ •, !!• . 4) Page 5, comment - specification has the suggested age , c lc The spectficat o as been revised to include gg ir • . .„. ..,.....,_.________., . !,1 • GENERAL HEAVY AND DRILLING CONSTRUCTION • STEEL, HEAVY RIGGING CONTRACTOR A • co oom DO•NA•LI• "331 RGl • , . ∎;,: /. .t' .. . . • i 1 A - _ Addendum to Report Geotechnical Engineering Services • Proposed Park Place '; . 17501 Southcenter Parkway . Tukwila, Washington • 'March 6, 1995 • - - . For - _ Park Place Partners • - µ _:....�'" " ` � �.- - ,, _ . MAR 2 a 1 ' _,^,�,;. -•- . .0., _ ROBERT FOSSATTI ASSO(. I .. . VC" I�IA RECEIVED • r r V�`y d� ‘V� ,C CITY OF TUKWILA �' kV P R 'alt. `- ' MAR 1. 5� 19 95 • • • • VN 29� PERMIT CENTER d a o E n g i n o a c a 1NC ^'Q1 ,, ` �,(IN� no No. 3944. 003 -R01 , ., Printed on recycled paper Park Place Partners March 6, 1995 . Park Place Partners ` " March 6, 1995 ' Park Place Partners Park Place Partners ,. - .. , rv, x .� r.. .ne ±+ .. .. i s .ww r n+r nx+,•in .y Park Place Partners March 6, 1995 Page 6 G e o E n g i n e e r s File No. 3944-003 -R01 i.. ), :.r,. t.7 ,.. "3 ?a"rt..., , : ........ ..... .... n.,....,.,.._...... ..,.. »..,....- W...c.. .. -rv.,. nrv.:.. ,.0 ��•�.,u.r. .,, ., ._.r. ......,. .. �. ... «..am- a'r.anrr.priY.4v AtNH.+ rr e 8410 154th Avenue N.E. Redmond, WA 98052 _:. Telephone (206) 861.6000 Fax (206) 861.6050 :7: 1• a;ry .i e. r.•Nn �1?rn•t.r 1 .11a:".r•rz.• ^.�.ee }'1:•ays:e,:u�n:�•. ... .i.: ..r .. P, ntnd on IKYCIRd mow Geo kVi Engineers i� MEMORANDUM to: Roy Bennion May 16, 1995 Page 2 particular nuclear gauge test location. ' We recommend that the building rubble fill compaction be evaluated by a combination visual robin and uc e y on of vts al p g n 1 ar gauge measurements of field dry density which can be compared in . a general way to the results of laboratory compaction test results. • p. 3, last paragraph and continuing on p. 4: Broken asphalt concrete less than 4 inches in maximum size and recycled building debris crushed to a maximum size of 1 -1/2 inches both meet the criteria for maximum particle size recommended on page 10 of our November 10, 1994 report. The difference in maximum particle size is due to the particular crushing process that the owner is planning to use on this project. There should be no significant difference in the performance of fills containing either or both of these materials, provided that they are compacted and evaluated as recommended in our November 10, 1994 report and in our March 6, 1995 addendum to the report. In our opinion, it is acceptable to use broken asphalt concrete with a maximum particle size of 4 inches in the initial 18 inches of fill described in the "Building B /C /D Basement Area, Fill Pad and Footings" section of the March 6, 1995 addendum. • p. 4, first full paragraph and also p. 6, second paragraph under Verification Testing, p.7, third .paragraph under Performance Testing, and p. 8, second paragraph under Section 3.6e (new section): The number of verification tests (3) and performance tests (4) designated in the {� retaining wall specifications is intended to accommodate the variations in soil conditions that are . of these documents dated March 9, 1995. The final version of these documents will be submitted by DBM and will incorporate the comments provided in the May 4, 1994 Shannon & ( Wilson letter and by GeoEngineers in this memorandum. .. . • Parkway Place Anchor Specification - Revised 5/30/95 stage grouted full length with free movement of the strands through the free stressing length ensured by the grease filled extruded PVC. 2.1 Anchor Tendon Corrosion Protection a. Double corrosion protection is required for both the bonded and unbonded length of the anchors. Details of the corrosion protection system shall be as shown on the �. anchored wall drawings and as specified below, b. Corrosion protection along the bonded length shall consist of a grouted corrugated high density polyethylene (PE) or PVC sheath. c. Corrosion protection along the unbonded length shall consist of strands individually covered with corrosion inhibiting grease and wrapped with extruded PVC, and the whole contained within a grouted smooth or corrugated polyethelene or PVC sheath. Such protection shall extend from 2' into the top of the bonded length to within 18 inches of the back of the anchor wedge plate. d. Corrosion protection immediately behind the anchor head shall consist of a steel pipe blockout, tack welded to the sub bearing plate, which is filled with grout or corrosion inhibiting grease after anchor testing and lockoff. e. Corrosion protection of the anchor head shall be provided by a steel cap filled with corrosion inhibiting grease. 3. Anchor Load Testing Procedure 3.1 Verification Testing a. Prior to production anchor installation, three each sacrificial anchors shall be installed along the wall alignment and successfully tested to demonstrate a minimum soil bond capacity of 200 % of the working design value per the verification load test schedule. The location of the verification anchors shall be selected by the Geotechnical Engineer. The verification test includes holding the anchor at maximum test load for a minimum period of 100 to 1,000 minutes to test for displacement creep as per the memorandum from GeoEngineers dated May 25, 1995 and per the attached load schedule. A working load value of 150 kips shall be used to determine the bond length of the sacrificial anchors. Upon successful loading to 200 % load, the test anchors shall be loaded to a maximum of 300 % working design load (450 kips) in an effort to fail the anchor. 2 i Parkway Place Anchor Specification - Revised 5/30/95 . 3.4 Anchor Testing Setup a. A dial gage capable of measuring to 0.001 inches shall be used to monitor movement of the anchor during testing. The dial gage shall be aligned so that its axis is within 5 degrees from the axis of the tieback. A hydraulic jack and pump shall be used to apply the test loads. The jack and pressure gage shall be calibrated 3 Parkway Place Anchor Specification - Revised 5/30/95 4 • Parkway Place - Tukwila, Washington Tieback Anchor Verification Test Schedule Revised 5/30/95 Working Design Load Tension Load Tension Reading Pressure Dial Gage Load (kips) Cycle (% Design) Load (kips) T Gage Reading (inch) (minutes) Reading 150 1 AL 5.0 0 I 25.0% 37,5 0 50,0% 75.0 1 1 I Parkway Place - Tukwila, Washington Tieback Anchor verification Test Schedule Parkway Place - Tukwila, Washington Tieback Anchor Verification Test Schedule .. .. ... .. . /.hi`H ...'1 s s .. , r.... .f .r .r ) .,n .': i1Y.4'f .v 1. c..r. t.i Y.: f..c. s. IYt : .. . ..t .. ..r.v .i.e♦ ....•n. ,......, ..P +.xw.,.N ..1r..YYYS ..P•): ^;!/F ,... "; ts' t' , iY '!f.} ^.ntn.'1VM.*rq: Parkway Place - Tukwila, Washington Tieback Anchor Performance Test Schedule Reading Pressure Working Desigr. Load Tension Load Tension Dial Gage Load (kips) Cycle (% Design) Load (kips) (minutes) Reading Reading (inch) _ 1Q0.0 ° / ® 150.0 0 'a. �".. .� .�., .r � i. :,u'�J.y'::.'�'��w "!. .t "*y, "."! Y.. ..;t-r,Y'.�.'X..., .. lt..'^, Y�:'AY"i �.•{�.;67.Y.f?. .�, ,S.i ?S`t,E�lh':. ,, ., :.Y.f:' "..f.5'!'YtGtIY) .. Y.r lM1: t•, h Yi? 9.. I1' NaM. MM`. h' W'.' uP:"? CR. fl. 7✓. C. K' st '.",?(n`�i£k,Yi:^ffA'k.R'hih.M .'JFly.:dKJRR .f I Parkway Place - Tukwila, Washington Tieback Anchor Proof Test Schedule Reading Pressure 1, ' . • 7, • i . 7 '.. ' •• • :�. • t « .. •tom :i'. ;• 7 .. • Stt • ; .•�'*� Sandorffy/Mattison/Shidler Investment Corp. just beyond the limits of this drawing but are sufficiently close to provide information of value to this assessment. GEOLOGIC CONDITIONS The soils in the hillside to the west of the building are glacially consolidated strata which have been subjected to at least two episodes of glaciation. As a result, these soils possess high strength and low compressibility characteristics. Relatively steep slopes, such as the 1.75:1 inclination to which these have been graded, have proven they will stand satisfactorily. The GeoEnsine•r• Filo No. 3944. 001 -R01 =; Sandorffy/Mattison/Shidler Investment Corp. September 15, 1994 Page 3 conditions a short distance to the north where major instability of the hillsides was experienced, particularly when hillside borrow was accomplished in 1960 near 54th Avenue South during site work for the northerly portion of Andover Industrial Park and subsequently during grading for construction of the I -5 freeway. SOIL CONDITIONS The soils which comprise the hillside to the west and which underlie the major portion of the proposed building sites consist of strata of sands and silty sands often with varying amounts of gravel, and silts and clays. As noted above, these strata have been overridden by glaciers at least twice and, as a result, are generally dense, very stiff, or hard. In the area between the southernmost proposed building and the three - building complex to the north, there is a shallow trough of alluvial soils which were deposited in a stream channel incised into the more competent soils by flow from the hillside. Explorations in this area indicate that a depth of about 4 to 5 feet of weaker, more compressible soils likely extends into the Sandorffy/Mattison/Shidler Investment Corp. September 15, 1994 ' ,. .. :9' ..: a.. ,,...r ? "xY ^.:;':i:vr y,;: ^'r xev.. .tom• + .rv.v..r..xi.r.xvuc rtv.wc...,vFn+ll`.'cP:+' X41: NxtD n;*':.: er ..A.rvrn7 ^. ,c.: »3." repo:+:, rt, n, lu.. , r.^. nvn•> a,*, x.. uwxe^+ abe+^+., rwC^ ' w. rt ntw..' rA„- "!`LY+erY^•.tr.lx54k^3'xv w *.!MCV+n..w Sandorffy/Mattison/Shidler Investment Corp. . O a e£ n f i n e e r File No. 3944- 001 -R01 • • Sandorffy/MattisoniShidler Investment Corp. September 15, 1994 a• o E n Q i n e• e: Fti6 No. 3944-001-R01 7 � 0 eoEn=iaeers Fl 002 - 8011111094 ...., n.p.,Y-..Y. , .... • . . -, • M.. .. t • "•"� . , . .,y,,;„« , . •.,- ... •.; . ,v. w ,... ,.pp t S -r. Y4, ,. r. T_/,,, w• t l.annT",.l'Ayur•yw'f•►M* ...'' Y iMn « ""•.1"*• . • — u„ n IS , ' ; Geo ti t Engineers . Telephone (206) 861.6000 Fax (206) 861.6050. . Mood on rocnOoO WOW. • : • • . ....... -.. .. .. .. .. .. ....... .. n,. w.« o»... a. e; w:. ns. M3V7R`.( 9. L:. 1?. 7C{ Ulan`At.,,.t•{c2S.Y0•t1.i• • CONTENTS (continued) APPENDIX A FIGURES Figure No. Soil Classification System A -1 Key to Boring Log Symbols A -2 Appendix B - Slope Stability Analysis Results • G e o E n= 1 a e e, c s >s File No.3944.002 8011111094 ; ..: a ' REPORT GEOTECHNICAL ENGINEERING SERVICES PROPOSED PARKWAY PLACE personal experience of our staff during the design and construction of the existing office building, ' � and consultation for The Boeing Company as tenants of this building regarding dewatering requirements to maintain a dry basement level. The results of this consultation were presented • in our September 15, 1994 letter. The services provided for this current study are intended to . G e o E a= i a e e r s 3 Fila No. 3944- 00:- R01J333094 •,' • . During early post - glacial time the area of the present Green River valley was a marine inlet, which was subsequently filled by sediment from the river. Throughout postglacial time the glacial deposits in the west valley wall have been subject to weathering and erosion, resulting in deposition of sediment at the base of the valley wall. The ravines which flank the hillside in the western portion of the site are examples of such erosional features. The deposits at the mouth of these ravines and in the eastern portion of the site include alluvial soils with generally high compressibility and low strength. Figure 2 shows the approximate limits of the compressible alluvial soils within the site. These soils generally include loose sand, soft silt and peat, although more competent alluvial soils, primmrily medium dense sand, occur closer to the mouths of the ravines. Considerable change has occurred within and adjacent to the site within the past 30 years. These changes include the extensive grading of the hillside, placement of the fill embankments .. for Interstate 5 across the upper portions of the ravines and placement of general site fill over areas underlain by alluvial soils. • The city of Tukwila geologic hazards maps designate the majority of the hillside as a Class 3 landslide hazard area. This designation includes all areas sloping more steeply than 40 percent. Class 4 areas, which include areas of known mappable landslide deposits, do not occur within or near the site. Also, the subsurface conditions approximately 3/4 mile north of the site where major instability of the slopes near the I- 405/I -5 interchange was experienced do not occur at the subject site. • SURFACE CONDITIONS The majority of the site is level and surfaced with asphalt concrete pavement. Ground 140 feet, near the western property line; this bench is also probably the result of grading. Vegetation on the hillside consists primarily of deciduous trees with dense underbrush and scattered evergreen trees. Some of the deciduous trees are leaning in a downhill direction, which in a natural slope might be indicative of shallow soil creep. In our opinion, however, the trees are leaning primarily a result of seeking light rather than soil creep, since hard and dense soils underlie the slope at shallow depths. Numerous underground utilities exist within and near the site. Major storm drain lines carrying flow from the area of Interstate 5 extend down both ravines. These Iines tie into a 48 -inch storm drain which extends in a north -south direction beneath the western portion of the future three- building complex. The storm drain turns to the east near the southwest corner of the proposed three- building complex and continues to the east outside of the south edge of the complex area. A 12 -inch sanitary sewer also exists in the same general location. Both of these lines will be relocated during project construction. Other utility lines include water, power and natural gas lines which serve the existing nine -story building. These lines approach the building from the east. complex avoids the identified areas of weak, compressible alluvial soils indicated in Figure 2. Our recent borings indicate that the building footprint outside of the existing nine -story building is surfaced with 2 inches of asphalt concrete pavement and underlain by 1.5 to 3 feet of granular fill consisting primarily of medium dense silty sand and gravel fill. The fill possibly extends to a depth of 11 feet below the pavement in boring B-6. The previous borings for the nine -story building also encountered fill to depths ranging from 2 to over 10 feet below the former ground surface. The test pits excavated for a study accomplished in the mid -1970s indicate that dense sand • and silty sand and hard silt underlie the three building complex at relatively shallow (within a few .,.. feet) of the ground surface that existed prior to initial filling of the site. These soils were encountered at depths of 11 and 7.5 feet in our current borings, respectively. The ground water level in the area of the existing building has been observed to be on the order of 8 feet below existing pavement grade, although there are apparently seasonal variations • I The surficial soils at the site are moisture- sensitive and will be more difficult to work on or compact during prolonged wet weather. It will be preferable to schedule site preparation and which do not exceed 6 feet in height.. Unprotected cut and fill slopes will be subject to erosion until vegetative cover is well established. We recommend that all slope surfaces be planted or seeded as soon as possible. If planting will be delayed after a cut or fill slope is created, we recommend protecting the exposed soil temporarily with plastic sheeting or straw mulch during wet weather. FOUNDATION SUPPORT = We recommend that footings for the buildings be founded on the hard silt and medium dense to dense silty sand, or on compacted structural fill. We expect that a variable thiclmess of existing fill will be encountered in footing excavations, and that it might be necessary at some locations, depending on the condition of the existing fill, to excavate to at least 2 feet below footing grade and place new structural fill. All spread footings should have a minimum width of 2 feet and a depth of embedment below lowest adjacent finished grade of 11/2 feet. Footings designed and installed as recommended may be proportioned using an allowable bearing value of 4,000 pounds per square ,. o e o E n r i n e e r r U. Fib No. 3944-002- ROU1L1094. foot (psf) for undisturbed native silt or silty sand and 2,500 psf for compacted structural fill, including existing fill which is determined by field testing to meet the criteria for compacted structural fill. These values apply to the total of dead plus long -term live loads, exclusive of the weight of the footing and any overlying backfill. An increase in these values of up to one -third may be made when considering short -term live loads such as wind or seismic forces. Settlements of footings supported as recommended are expected to be small. We estimate that settlement of footings supporting column loads typical of two -story retail buildings will be on the order of 1/2 to 1 inch. These settlements should occur rapidly as loads are applied. Differential settlements between equally loaded adjacent column footings supported on debris fill and compacted structural fill is not expected to be more than about 1/2 inch. We anticipate that the exposed bearing surfaces in the excavations for footings will become softened or disturbed if not carefully protected during other construction activities. Therefore, we recommend that these excavations be made during periods of dry weather and that all footing excavations be evaluated by a representative of our firm prior to forming footings and slabs or placing structural steel. If footing excavations are made entirely in the hard or dense native soils, it might be possible to cut the excavations so that the footings can be poured neat without forming. If this is attempted, it will be necessary that concrete placement follow excavation within a few hours. It is imperative that the footings be founded on undisturbed native soils or compacted structural fill, as the recommended bearing pressure and settlement estimates are based on this condition. Any loosened, softened or otherwise disturbed soil present in footing excavations should be removed and replaced with compacted structural fill. To prevent deterioration of footing subgrades in the hard silt and dense silty sand due to construction traffic and precipitation, we suggest that 2 inches of lean concrete or 4 inches of clean crushed gravel be placed to protect the bearing surface as soon as it is determined that footing excavations have been properly prepared. FLOOR SLABS We recommend that slab -on -grade floors be supported on a layer of clean, free - draining SLOPE RETENTION The existing slope has been cut to an inclination which is judged to be the steepest for " which a reasonable factor of safety against sliding can be achieved. Reconfiguring the slope by grading it back to provide sufficient access area on the west side of the three- building complex , is feasible from a technical standpoint but unacceptable for reasons of preserving the existing vegetative cover on the slope. Thus, it will be necessary to construct a retaining structure at the toe of the hillside with sufficient resistance to replace the mass of soil removed from the toe. In addition, this wall must be constructed in advance of or concurrently with excavation from the toe so that the stability of the hillside will be maintained at all times. As discussed in•a subsequent section, the retention structure must extend below the planned upper zone and extending down to the base of the cut should be determined using a uniform lateral soil pressure equal to 60 H, where H is the distance from the ground surface at the top of the wall to the base of the excavation. These values take into account the 134H:1V backslope above the wall, and are based on the requirement that hydrostatic pressure above the base of the cut is prevented by installation of recommended drainage measures. An equivalent fluid pressure of 23 pcf should be used for lateral soil loads acting on the embedded portion of the soldier piles. Passive resistance available on soldier piles extending below the level of excavation can be determined using an equivalent fluid density of 300 pounds per cubic foot applied to a width equal to 2.5 times the diameter of the soldier piles or the spacing between the piles, whichever is less. This equivalent fluid density value includes a factor of safety of 1.5. We recommend that the soldier piles be embedded a minimum of 15 feet below the planned base of excavation for the reasons discussed in the section, "Slope Stability." The vertical capacity of the soldier piles to resist the downward component of anchor loads and other axial loads can be evaluated using an allowable end- bearing value of 12 kips per square foot applied to the base area of the drilled hole into which the soldier pile is concreted. If additional < downward resistance is required, an adhesion value of 800 pounds per square foot can be used. These values both include a factor of safety of about 2.5. The allowable .capacities may be increased by one -third for short -term loads, such as seismic forces. G c o E n g i e e e r s 13 File No. 3944-002.R01/111094 • We recommend that a member of our staff observe the installation of the soldier piles and tieback anchors, as well as monitor, record and evaluate all performance and proof testing of the anchors. The lateral soil pressures presented in this report assume that drainage will be provided , through or behind soldier pile walls such that hydrostatic water pressures do not build up against the walls. Several types of drainage systems can be considered for walls on which the permanent ; facing is installed directly against the soldier pile and lagging. For planning purposes, we anticipate that Alidrain, Miradrain, or an equal system might be used to provide drainage for permanent soldier pile walls. The drains must be hydraulically connected to an appropriate collection system at the base of the wall. and a cohesion of 25 pounds per square foot for our analyses. „' The second stage in our analyses was to use these soil parameters to evaluate the effect of excavation at the toe of the hillside. Analyses were run for a retaining wall with and without embedment below the depth of cut. Factors of safety for a soldier pile embedment of 15 feet below the base of the cut are 1.8 for static conditions and about 1.2 for a horizontal acceleration coefficient of 0.2g. For a wall with little or no embedment (for example, a soil nail wall or a gravity wall), the factors of safety decrease to 1.26 and 0.95, respectively, for static and dynamic conditions. G e o E n s i tt e e r s 15 File No. 3944-002- RO1/111094 .4. • A buffer between the hillside and the west edge of the three - building complex will not be required because of the presence of the retaining wall which, if designed and constructed in accordance with our recommendations, will maintain the stability of the hillside. In addition, the wall will be designed with at least 2 feet of freeboard to provide protection against ravelling. SURFACE DRAINAGE A drainage swale or ditch should be installed just above the retaining wall during and following construction to intercept and control any surface water flowing down the hillside. The swale or ditch should be sloped to drain toward both the north and south away from the center of the wall. A suitable drainage system should be installed in conjunction with the proposed buildings. This drainage system should be capable of collecting runoff from the buildings and surrounding I pavement areas and directing it to an appropriate disposal system. PAVEMENTS Pavement subgrade areas should be prepared as recommended under "Site Preparation and Earthwork." We recommend that the design pavement section in automobile parking areas consist of 2 inches of CIass B asphalt concrete, 4 inches of crushed rock base course, and an appropriate thickness of clean pit run sand and gravel. In truck and heavy traffic areas, the design pavement section should consist of 3 inches of Class B asphalt concrete, 6 inches of crushed rock base course, and an appropriate thickness of clean pit run sand and gravel. ATB (asphalt- treated base) can be substituted for the base course to provide a working surface and staging area for construction. Areas of ATB that experience severe cracking during construction should be repaired or replaced and the entire surface releveled prior to placing the asphalt surfacing. The thickness of pit run required beneath new pavement will depend on the time of year of construction, the presence of existing asphalt pavement, and the difference between finished and existing grades. We can provide more specific recommendations for pit run thickness once finished grades and construction schedules have been determined. UNDERGROUND UTILITIES We expect that trenching for most of the underground utilities on the site will encounter existing fill or hard and dense native soils. Relatively shallow ground water levels might also be encountered, depending on the depth of the utility and the time of year for construction. If utility trench excavations extend below the ground water level, we anticipate that trench boxes or other means of shoring will be necessary. Depending on the depth of trench, dewatering In our opinion, normal bedding requirements should be satisfactory. This will include surrounding all pipes with a minimum of 6 inches of pea gravel or other granular g P P P g g anular soil. Utility backfill should be compacted as recommended in "Site Preparation and Earthwork." LIMITATIONS We have prepared this report for use by Mr. Roy Bennion and the design team in design of a portion of the project. The data and report should be provided to your contractor for estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are any changes in the loads, grades, locations, configurations or types of facilities planned, the conclusions and recommendations presented in this report might not be fully If such changes are made, we should be retained to review our conclusions and recommendations and to provide written modification or verification, as appropriate. When the design has been finalized, we should also be retained to review the final design drawings and specifications to see that our recommendations have been interpreted and implemented as G e o E n C i n e e r s 17 Fan No, 3944002- R01/I11094 . G e o _ 2 a g i• n • e c r s 18 Fie No.3944.0024t.01 /111094 . i S I 41111111111111111MMOMIIIIIMMICIMINMEM VICINITY MAP 41111111111011•11111•11•11151111* ■ '.. ` LAKE • • • ' ' TO WASHINGTON o TO BELLEVUE SEATTLE SEE <. " =nNITY MAP AND STREET MAP GeooEngineers . — FIGURE I -- 7 - T _ l . - _ _ � Existing Rail Spur ___._ 19 - - ` • r Ri -of -Way - -43-11 ____j 7...- ____ - 7:43-7 • . ---. Proposed • Proposed Three Building 1 ' Building Complex . / I 8 -3 *5 *27 N1-2 -{� 22 - A ____ ____;1 ------ �' 2 N - 17 12 W B -2 28 Existing Property Line 'B -1 r --9 4 Building - 3 - -29 * 7 , 18 __________ J 1 t20 -43- 21 -E13-24 -� 41-6 • -____>00 Existing n\,,,_.15 - Building -14 2 •10 _ - s'' -- 876 P - '� 1 �� PAR a ,00 200 = _-- SOU G SCALE IN FEET 425 EXPLANATION: B -1- - TEST BORING BY OTHERS _ 14- TEST PIT BY OTHERS -- --,,,� APPROXIMATE EDGE OF COMPRESSIBLE ALLUVIAL SOILS t +• PLAN terence: Drawing entitled Site Plan. Parkway Place. Tukwla: G-eo -� Engineers FIGURE by by Turner and Associates. dated 09115194. l J" pi . . . . . . . . •••■••• - . - • -* - — - :---..- • — - - — — _ _ _ _ . _ _ . _ _ _ ...._ .7______,_ .. .. . . .. _..... . . . . . . .. . a „.. . . . E. ..s . . . . . . . . . . . . . . . . . j fr-- Existing Rail Spur - N i __--„ 19 -- f Right —of —Way 1 �___� __- ,.__ r • . `/ --7 Proposed Proposed Three \ Building Building Complex _ .„----)--, !. \ . / / -- B -3 *5 - i- 27 0 N / {�3- 22 _ B 2A .,, \,'-2 26 17 �* ' -� B -2 4,_. 12 Property f E, _ Existing 4 Building \ 16 " 429 P -,'-18 *24 - • 720 -{- 21 -41-23 : . . - ...- - .. -- • e - - 15 13 - Existing .1."---\1.\\I 4 - Building # 10 14 • Ilk . . 1 B2 4 7-1 RPM - ��� :�--�- G��1 PP 0 100 200 t --- ---- S Q U SCALE IN 1.. t_ i {-2 i t ----) EXPLANATION: ■ B - TEST BORING BY OTHERS 1 TEST PIT BY OTHERS _ - - --- APPROXIMATE EDGE OF i - COMPRESSIBLE ALLUVIAL SOILS .� SITE PLAN Drawing entitled Site Plan. Parkway Place. Tukwila. Gen NOEngineers FIGURE 1 III Turner and Associates. dated 09/15/94. im s c- _ / ■i,.;,7 , .... 0 0,— 5 / ___ =1.\\, I c c. r •,/ 1 7 •-:-..,• / /(. =-___--____. —_.— . *- %N\. . \( / . T \ k ..................................... . Ct \ N .-^"---"--//' ). \ Pro osed\ �� Retaining Wall \\ Tp Proposed _�� ■ _ - Retaining Wail= - Tp -3� ir �..- \��- \� f B -3 ,e.1- Property Line Proposed Three +B-5 Building Complex PLAN Drawing entitled Site Plan. Parkway Place. Tukwila." �� by Turner and Associates. dated 09/15/94. Geo � Er 1o m eers FIGURE 2 Topographic site plan prepared by Chadwick Surveying & Engineering, dated 101-26/94. a ,Dy' ` ,'t,` t r o � . o U q O �L. � �� a`ti4 \ h 4 t, 4 5 4 � 4��� ;; � . .� i r� 4� �� 5 5 4.. ? I . ) 7 "gitt ".....00Pr' i 5 ! o • il ;r7, / \‘\\\\ 1\ \ I . . , .-- -z. / /(,.. ___.:_—_______--_ -- \ ______} ) . i ! - �- ' -- — Pro osed \��— - �� • �- p \ \ \TP- i-- Pr -� S t. Retaining Wall_ \\ TP -2 Proposed- _�� - x-19 �_� -�� \ \ \ Retaining Wall= TP� • • B -3 .t �� J - _ s Pro 1 r / - 1Proposed Three ./s ' _ --6-B -4 $8 -5 Building Complex Existing Rail Spur `" (Buildings B. C and D) • • Proposed Right-of-Way i. , ; r ...,„, Building A -6- -0-A *5 -6- — — B -7 27 ' B -3 Existing Nine A -44-, E , ._ � Story Building : : N. y B -2A - - 1 7 -12 2 'J. �� I -B -2 *28 ' / 4-8-1 _ 43_9 -:3 Existing l -q Building ":: - Ft - -th- / 83/ 16 i ( . X29 t11NATtON -, ' D0' 18 r -- B -1- TEST BORING FOR CURRENT STUDY 20 ' 24 - - - 23 Tp -1-t4- TEST PIT FOR CURRENT STUDY -- 2 y 8 \ / B -1-9- TEST BORING BY OTHERS 15 13 - "6 . Existing 14- TEST PR BY OTHERS Building ' ,,----- APPROXIMATE EDGE OF $ 10 14 COMPRESSIBLE ALLUVIAL SOILS 876 -2 A 4 4 , T Y CROSS SECTION S _ �. ISR pA;,�K�NP 3 *25 1t 0 100 2C( '/ SCALE IN FEET • / �� p• SITE PLAN 1. Drawing entitled 'Site Plan. Parkway Place. Tukwila.' Geo _ 1 ileerS FIGURE 2 2. Topographic site plan prepared by Chadwick �� Surveying & Engineering. dated 10/26/94. • IIIPl - . - m s A' t in o -250 • ' lg n - Approximate t_xtst'n {-5 Pm Ground Surface - Northbound i ora -200 Very d ense it sand with gravel and cobbles (glacial til0 T m -150 !" Jr m iL e. , -- — o Hard sandy silt and silt with Gay j ' s and interbedded layers of silty sand m 9 W -100 ■ f s 01 _ HORIZONTAL AND VERTICAL SCALE 1' = 50 +�' 173 i i i - -- _— d .Three - p(PLANATION: Complex Proposed BORWG m ; - _ _ _ — — Retaining Wall -- N f !a 0 • — — _ — GROUND WATER ELEVATION _ t `` w 1. Elevations are based on survey information developed by Chadwick Surveying `" Engineering. using 1929 NGVD datum, and on City of Tukwila Public Works Department % Geologic Hazards Maps. 2 This cross section is a diagrammatic interpretation of subsurface conditions based on extrapolation data from widely spaced borings. Actual conditions are substantially mire -, complex than depicted. GeoEngineers does not represent the conditions illustrated a exact: L GENERALIZED SUBSURFACE CROSS SECTION A — A' Geo ��En eers FIGURE s I J r � . � . , ■ c . 1 . A p Q . 3 p 250- a- oxi ate lz ti . . Appr m is ing Ground Surface Northbound 1-5 -. 1 200• Very dense silty sand with — 1— . gravel and cobbles (glacial till) • • _ z V] " 'Q 150• -'� 3 To • p LL _ c . - • Har sandy silt and silt with clay . and interbedded layers of silty sand 100 n N _ -' w l I ...• J - ' - l N — — • . 1 HO R IZONTAL AND VERTICAL SCALE 1' = 50 ' Proposed Three - - EXPLANATION: 50• Building Complex Proposed BORING —1 — -- Retaining Wall 7 — — r • ` - - m _ 1 y . .1 — — _ — — . GROUND WATER ELEVATION i Notes 1. Elevations are based on survey information developed by Chadwick Surveying o Engineering, using 1929 NGVD datum, and on City of Tukwila Public Works Department aC Geologic Hazards Maps. i 2. This cross section is a diagrammatic interpretation of subsurface conditions based on extrapolation of data from widely spaced borings. Actual conditions are substantially more . complex . than depicted. GeoEngineers does not represent the conditions illustrated as exact.`. h i ce: : GENERALIZED SUBSURFACE CROSS SECTION A :-- A` 1 - GeoEng `�00 b`�± FIGURE 3 :.'..: `lYC i�:': ._... .:..c :•e..,, .:."(�.t v., .,t .r. .•s. ...• ...- ....._..�.. �!n�t .>e.n•....< .. «.e... •..a .r «,.., .... > «... . a ........._........,......_.••.. n. v.>.- ren. v:. wn ...y. .rynf>M�.:w..^>aNYrHt tsR X. .+O!fiwb+'HtWY•• • • • • • .... • .. • • • •• •• • .• . • • •• • • • • • • ' , • ` • APPENDIX A • X • • • ' • • .. \ • • ' • • • APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTING FIELD EXPLORATIONS Surface and subsurface conditions at the project site were explored by conducting a geologic reconnaissance, drilling 7 borings and excavating 3 test pits. These field activities were accomplished between November 1 and 4, 1994. The exploration locations are shown in Figure 2. These locations were determined by taping from existing site features. Figure 2 also shows the locations of previous explorations accomplished by others in the vicinity of the planned construction. Ground surface elevations at the exploration locations were determined by interpolation from contour lines shown on topographic survey plans prepared by Chadwick Surveying and Engineering. These elevations are based on the 1929 NGVD datum. Exploration locations and elevations should be considered accurate only to the degree implied by the methods used. The borings were drilled on November 3 and 4, 1994 to depths ranging from 9.0 to 49.0 feet below existing grade using a truck - mounted, continuous- flight, hollow stem auger drill. The locations of borings B -1 through B -3 were chosen to coincide with the locations of test pits TP -1 through TP -3. A track- mounted excavator was used to prepare an access route to these three boring locations and also to dig the corresponding test pits. • PI • types encountered. They also indicate the depths at which these materials or their characteristics ,. change, although the change might actually be gradual. If the change occurred between samples, it was interpreted. Observations of ground water conditions were made as the explorations were accomplished. In addition, piezometers were installed in borings B -1 through B -3 to monitor ground water levels following drilling. The ground water levels in these piezometers, as measured on November 7, , . ! S SOIL CLASSIFICATION SYSTEM GROUP • :I — LABORATORY TESTS: SOIL GRAPH: AL Atterberg limits SM Soil Group Symbol CP Compaction (See Note 2) CS . Consolidation DS Direct shear ' GS Grain -size Distinct Contact Between %F Percent fines Soil Strata . .. ; -, HA Hydrometer analysis • ,... :, . ... .. ...:. . . ...... .. ....... ... .. .. ..- ._..,_._...._.W.............,_. _- _ .. .: ._..._ ........._........_.,. .,..,..c.«w .wxa42rYA8�t o.! , . :.�.�;;.: .a- :+.,? • • TEST DATA BORING B -2 Geo Engineers x.10 FIGURE A-4 • TEST DATA BORING B•2 (Continued) . vet 80! 80 . 0 et Note; See Figure A•2 for explanation of symbols LOG OF BORING Geo EgineerS . FIGURE A-4 ,—. , .........•........... M.N.. A 41 •••••••■■■• ) ■• ..... .. ...+ . , .. .. di` y'It;... , . _ .: u „ , y:=r. �.,. ... .,, .. y...,,,...,, ». « ..... ......... .�rav"a.... .. , .. +.,..,, ., , ..,, ...�,.,.... . .... ........ w......,. ..... r.ry . c,..n e +.. +r.au + =, r .., •»2r. ,. i .'^.`bY.9T �., R=:.:'� • • t. TEST DATA BORING B - 4 • DESCRIPTION Moirure Content Density Blow Group Surfree Elevation (R.): 31.7 : ,.,•-:,,,,,:,,..,,:,,,,,„,,•,,,,:,,,,,,,,,:::,.,.. .,., , jl : • . • i A 40-- 40 Note: See Figure A•3 for explanation of symbols LOG OF BORING Gen r Engineers FIGURE A-7 '.. , . . ' . . . • :. . i • ?. .. - ...... . . • ___ .... , ..« , . , . ,, ..•.. ayeroxtnn4a :vtx:M4v? Y�` TEST DATA BORING B -7 DESCRIPTION' Moisture Dry Content Density Blow Group Surface Elevation (It.): 33.1 Lab Tests (R) (pent Count Samples Symbol 0 o a ASPHALT Asphalt concrete pavement 2 inches thick 0 %, , LOG OF BORINGS ' • 07•5101.1 R 1■ (�• •/P (0 [64111 0CIINCRI FIf2I I1iF a — t i1 • am►i? 1' LOG OF TEST PIT ...... DEPTH BELOW SOIL GROUP MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. t l• LOG OF TEST PIT Geo-' Engineers FIGURE A -11 .� ... ,.. .. ..r ee.:. s.a .a. .s 4' !ts:!a'i,•r..rs .. .. .n .. .... .... ..... b.rl,.s .., ., v, n. .yvrvnn•rrr'.N n.. a..r_ s "tYYlr it"•'.1.:�;n.� "i7°ir r THE DEPTHS ON THE TEST PIT LOGS. ALTHOUGH SHOWN 7n 0.1 FOOT. ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. ' ' �� sil LOG OF TEST PIT Geo Engineers . r/` FIGURE A -12 • err LOG OF TEST PIT D EPTH BELOW OW SOIL GROUP • GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST Prr TP•3 • 16.8 • 17.3 OL Dark brown organic silt (hard. moist) ' Test pit completed at 17.3 feet on 11/04/94 No ground water seepage observed during time test ph was open Thin wall simple obtained at 4.3 feet Disturbed soil sample obtained at 2.7 feet THE DEPTHS ON THE TEST PIT LOGS. ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. {� LOG OF TEST PIT Geo O0 En�ry•� eers \/+ b;`+ FIGURE A -13 • . . TEST PIT MOISTURE CONTENT DATA Test Depth of Moisture Pit Sample Soil Content Number (feet) Classification =or 1•1112 • TP-1 1.0 ML 32 • • • • . . . . . . . . . . „. .. . . . . . . • •''' 1 • I . VIIIIIIMIIIN , VIIM11111.111•• 1 . • . ..- .... .. , . .. ---.• ..- • ...•• ...--.....----......-••-..... • . -.......-.-.- • ... - ■•■••••••••*•••••• . • . ••••••••■•■ gm . ...um •00 Immo Imo • •■•••••••■ •••■••• ••••••■ • •• • • • • ••••••••••••• ••• ••• 0 ••■•••• OW —• --.... --. . .. .. .... .... . ttiiiii UMW IMO woe Mire , - 1 I I GEC 85 -85 Rcr. 05/93 i s 1 r I g") 0 DIRECT :;BEAR TEST DATA Aril • ; NAL , Sample Moisture Dry Confining Yield j Boring Depth Sample Content Density Pressure Strength* I j Number (feet) Description (%) (pc° (psi) (psi) i Cg. ' 1 8.0 ML 38 82 2,000 2,000 I CD � _ 4,000 3,800 C4 2 8.0 ML 34 89 2,000 2,500 i 4,000 5,000 # 2 28.0 ML 42 77 3,000 3,000 6,000 5,000 3 3.0 ML 24 96 2,000 2,000 4,000 4,000 i .9 *Samples sheared at a strain rate of 0.04 inches /minute. 1 c = •3 > i I m 7D a -a - Y 4 i I I 1 1 • • n , rn.nm<,wre w• . ^ ..r.xa 7axamnw ,, VS al,. ..m : n nmar m. mrn w: r xvz» rtR1 #m.YOt5tOY:4Jt9dCR�404+CJtaG& • • • • • • • • - - _ ...• . ••••... _ • . [ . . • y • • • APPENDIX B • ' • • ' .. . • r ' , ' _ _ . , »" • t ... . , .____, yam ems Ilasesu Nous . .,... — - f-, - ' .... : • A - " - - 7 SMS—IN3 11-07-94 1257 '2. a, •- . - 3944-002—R01 INITIAL CONDITIONS • 450 10 most critical surfaces, MINIMUM BISHOP FOS = 1.256 . , • • . .. . . 360 . .,, • , i , . I : . w270 a) ,... 4- b ...-. W 1 X - — ---- --- --- --- :'. 1 . - ---- .< 180 — — ...— ) — > ..-- ....— . — „ . ....... , ....— --- ..` — — — . i — ....— - -.‘ ., — „ • . 1 . . 90 g • i i .,, . , • - 1 . I 1 . . I I I I 1 , , , , 0 : 90 180 270 360 450 540 630 720 - ! : - . X —AXIS (feet) .,-,.., 4 ii . .: j - . -: 3. i ti 1 . 1 XSTABL File: SMS -IN3 11 -07 -94 12:57 • . *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * XSTABL * * * * Slope Stability Analysis * • * using the * * Method of Slices * * * * Copyright (C) 1992 a 94 * Water Surface No. 1 specified by 3 coordinate points *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PHREATIC SURFACE, • Point x -water y -water ; • •••• _ • _.. ..._..__...___.. ._ ...... • _ • .._ __.... •.. •••••••••••• •••••••••••• - • _- ._....... - ... . . _...r .e ..r .. ... ... ,. .....,s., .. .. ,., v,v.r�. ... .. .. .. .,.., .. .n. .. ... ,,<. ...rr•,,,,,,,., :,- ...... .... ., ., .., «..,.. -., r.yem +rr. a... .. -^ t` N. lre« q: �1a. ; vi•,'t1.�a.y • ."• .. . 5 218.23 143.19 6 222.56 145.69 7 226.78 148.36 • • 8 230.89 151.20 9 234.89 154.21 10 238.76 157.38 11 242.50 160.70 12 246.10 164.17 13 249.55 167.78 14 252.32 170.91 - ..-. ...... .. --- __ ._ _._•- _ _.... -- ••• .._ ._. > em amour N...�.G - _ _ • 1 SMS -11 11 -07 -94 17:13 ! 3944-- 002 --R01 INITIAL Ah =0.1 g • 450 -; SIMPLIFIED BISHOP, FOS for Specified Surface = 1 I - . i . J 1 360 i 1 1 s i i a) 270 _ a) v (I) w t >< - —_ 1. Q 180 _I . ?— . . V .— ..— ��� s 90 - 1 I 2 • d • I 0 i 1 r 1 r 1 I e r I r I I 1 r 0 90 180 270 360 450 540 630 720 I ' X —AXIS (feet) • XSTABL File: SMS -IN4 11 -07 -94 17:13 • h******* ** * * * * * ** * * * * * ** * * * * * * * *** * * * ** *fir* Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 115.0 ,115.0 25.0 37.00 .000 .0 1 • 1 Water surface(s) have been specified I Unit weight of water = 62.40 (pcf) I Water Surface No. 1 specified by 3 coordinate points *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II PRREATIC SURFACE, • 1 y ,y y y 1 y y y y y ,y y, y..y �y y 1 y y y , � ... _ .... -_ • .._..._..... _._.. _:..... • • • - ... . ......... . _ _. •_ __ -. ...v...._. ; 5/46-1145 1 1 —07-94 17:07 1 3944- 002 -R01 SOLDIER PILE WALL 450 10 most critical surfaces, MINIMUM BISHOP POS = 1.801 360 0 270 _ 1.4- - X 1 Q 180 _ l ��.� �� it_ ....•� ^A FB ! 90 _ . - 1 0 = 0 90 180 270 360 450 540 630 720 .'' X —AXIS (feet) i j i 1 '.,..w' .... 'rs1 -.!: -. r,..-: L.,......1- . :....w Niue -..rw , ......T- ..,.....1 Lei ' .17. -i A....:.1 ......i • an.�..i .....ii' ' ammo - , , • 7 7 XSTABL File: SMS -IN5 11 -07 -94 17:07 • • *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . * X S T A B L * * * * Slope Stability Analysis * • * using the * * Method of Slices * * * * Copyright (C) 1992 a 94 * * Interactive Software Designs, Inc. * 1 Water surface(s) have been specified Unit weight of water = 62.40 (pcf) Water Surface No. 1 specified by 3 coordinate points *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PHREATIC SURFACE, �__._ ... _.__..._.__�_. �..__ .....�_,........._.. _ ...... . __...... _.._.. . .. --------- 1 * * * * ** * * * * * * * * ** * * * * * * * * * * * ** * * * ** Point x -water y -water No. (ft) (ft) 1 .00 127.00 2 200.00 127.00 3 700.00 215.00 • BOUNDARIES THAT LIMIT SURFACE GENERATION HAVE BEEN SPECIFIED The most critical circular failure surface . • SMS -1146 11 -07 -94 17:11 I - i ' 1 3944 002 -R01 S.P. Wall Ah =0.2g 1 . 450 SIMPLIFIED BISHOP, FOS for Specified Surface = 1.229 t 360 _ 1 I x270_ CD i . - w 1 X Q 180 - - — I 90 _ 1 i .. w ++ S I , : , 1 ,• � I � 1 � { 1 • �. 0 90 180 270 360 450 540 630 720 a. i X —AXIS (feet) p r I -4 r . 1 - } n XSTABL File: SMS -IN6 11 -07 -94 17:11 *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ! * X S TAB L * * * * Slope Stability Analysis * * using the * * Method of Slices * * * * Copyright (C) 1992 6. 94 * . *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .. • II I '' 22 315.29 167.22 23 319.50 174.02 • 24 323.21 181.11 • 25 326.39 188.45 26 329.02 196.00 27 330.55 201.68 • ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SELECTED METHOD OF ANALYSIS: Simplified Bishop ********************• * * ** * * * * * * * ** * * * * * * * * ** * * * * * * ** ' ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUMMARY OF INDIVIDUAL SLICE INFORMATION ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i Slice x -base y -base height width alpha beta weight (ft) (ft) (ft) (ft) (1b) 32 329.79 198 2.54 1.53 74.94 21.47 445. SLICE INFORMATION ... continued : I Slice Sigma c -value phi U -base U -top Q -top Delta (psf) (psf). (lb) (lb) (lb) 1 366.0 25.0 37.00 0. 0. 0. .00 2 932.6 25.0 37.00 0. 0. 0. .00 `• 3 1171.0 25.0 37.00 0. 0. 0. .00 4 1296.4 25.0 37.00 446. 0. 0. .00 F ------ .------....--- _._.�•___.,,- .__._.•� .. ._ .....,......__ d. »..,.. ,,.,.,. •. < Vtk'Y.'f' �'. i{! ?Y:: - yxt''iA'4S)., 11111111 UM MIME Vim imam mos: mismire --... - . .. : . ,. SI4S-IN7 11-07-94 17:48 • - , I 7 I . ..: I 3944-002—R01 WALL WITHOUT EMBEDMENT . .,. - 450 _ 10 most critical surfaces, MINIMUM BISHOP FOS = 1.256 I , 360 _ , . i I _ I e•-■ —I-- I a) 270 _ i 4 a) . ), f '., 11 I (n - 1 . — w 1 a — .— -- — i >< ., . c 180 _ _- ' .„ -- I - 1' _- • >- , ..f ., ...- - ...- , - ...- ,.. I . '...; 90_ - •. • . _ - . I 0 $. a I 1 I a I a I a 1 1 I a I a I . 1 0 90 180 270 360 450 540 630 720 X —AXIS (feet) . ;,..• 1 , , 4 ' > . . 1 .1 Unit weight of water = 62.40 (pcf) Water Surface No. 1 specified by 3 coordinate points P Y P *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PHREATIC SURFACE, . . .....,_.....___________ *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • Point x -water y -water • No. (ft) (ft) 1 .00 127.00 2 200.00 127.00 3 700.00 215.00 1 _..__e...._.- .._ .._._ _.:.._.._._. _.._�.�.��_.__..__._.�..• �,,. __. - mg mew • rimm- MUM simemir ........... - - SMS-IN8 11-07-94 17:50 1 .. , 1 . . . 1 . I 3944-002—R01 WALL W/O EMBED Ah=0.2g i 450 SIMPLIFIED BISHOP, FOS for Specified Surface = .953 i . I i 360 i i ^ , li ,. i 270 • a) 4- ...,- I - i . v) w1 1 5,; __„--- 1 , < 180 . - --- -- , - _ i i , — ----- ---- 1 >-- _ --- . 1 — — _w- . i 90 t - 1 i • ! . 0 , 1 , 1 . 1 , 1 , 1 . . I 0 90 180 270 360 450 540 630 720 X—AXIS (feet) I . ; .. ! - : , * * * * * * * * * * * * * * * * * * * * * ** ** ** *Slr* * * ** **** hie *** * *tilr*** ** ;, ********* * * * * * * * * * * * * * * * * * * * * ** * * * * * * * ** SUMMARY OF INDIVIDUAL SLICE INFORMATION ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Slice x -base y -base height width alpha beta weight (ft) (ft) (ft) (ft) (lb) ._... awn .... ..._.._._..._.. -,... ...._............ . Am* ._,. .._._.............,....... �._.__ �.._._- _,....._........,,.,.._ • • • ,• �.. : ..,. .,.. ,�,..,, ...., -. �...r, .. .. -.�.,, ,.r+... . ., � ,t ,. , r < ; r i r.r -� v. N)y'.4 tz� i x„ .g A': "2 *> ^$4"r Ci'7Y1 . WARNING - This method is valid only if the failure surface approximates a circle • • • .�.... .. .- •�. . - ...• . _ ....�....a•••...w .....w.— •..yww.•. ... —. •,. •- .w•...•wrw...�.----- -.+•n ••+q�T'. T�Mw4fL T.'. p .. 7.w .- . i . Geor ' Engineers I Primed at nocied moo. Park Place Partners ; March 6, 1995 Page 2 • • basement walls down to at least 5 feet below the base of any wall or column foundation ••. locations for the new building will be accomplished. In other areas, the existing basement walls will be cut down to permit at least two feet of structural fill between the top of the remaining wall sections and the bottom of the new floor slab. • Remove the resulting demolition rubble from the basement area and process by crushing to 11/2-inch minus. The processed material will have the characteristics of a sand and Park Place Partners March 6, 1995 Page 3 • prevailing weather conditions are favorable for placement and compaction, that the soil is not placed in areas where standing water is present, that the soil can be properly moisture- , conditioned for compaction, and that the completed fill is properly protected from saturation and subsequent softening during wet weather. • If soils excavated from hillside cannot be effectively and efficiently moisture conditioned, • stabilization using fly ash, kiln dust or portland cement should be accomplished to achieve d• o E o y I n e e t t File No, 3944 - 003- R01 .•., O •o Engine er• Fi1• No. 3944003 -1101 • ^ ••••• •• - . • • • • • • • . • •• ■••••••• • •.. • ••∎• •••••w•• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••••••• � nom ..••• • -•• • •• . » • .••. •••• • ••••••••••••••••••••••••••••••••••••••••••••• • - :::: :•�.: :;: „' :.:::: { . :o .... .., . .. ,p ..r., ...... ., .: ri'v, -.r... ., .. ..Jf'. _.. , 5r.. _..,> <. w.ra .,.. ,., ..,.. -.,... KV . 4n:W ,'bY. 'ti:'�� "',:.T ?,uc7 Mv':•P,yw't„„"(.' • Geo Engineers "� •„r.,. um...rstyrA�"ir . , -r. rr -. -.... � ...-.; * . ........._....._.,........... _... ..... .. ...... ... _._.. ....... _.,..,,_..r........,r.«+u..nam. atttw'.e^i',a+ilaW"'Jk7:tk.IdC. on structural fill is 2,200 psf; footings founded on the undisturbed native soil can be proportioned using a bearing pressure of 3,500 psf. These values are exclusive of the weight of the footings and any overlying backflll. We understand that the building floor slabs will be five and one half inches thick with either ^% 12 -inch by 12 -inch or 6 -inch by 6 -inch wire mesh reinforcing, as specified by the particular building tenant. We conclude that an allowable floor load of 250 psf on slabs of these designs which are supported on base course and subgrade placed and compacted as recommended in our previous reports is appropriate. . G e o E n g i n c e r e File No.3944-003 -R01 a e o E n g i no e r s Fie No. 3944- 003 -RO1 ... .. _. •., ... .'.' '•' . .... ..... .. ... . ..... .... .. zXt �' i r. n3; 7k' SEr ' G, KEfr• Rru7LYSA 'Y.F"iP7XiY.•_kt?S:L`6Y Val. •1aaF•+'} ] i � t �, \\\ s \5 t t 5 \ \ } \\,,\\ 5 i •t ' 1 }} \ t i \ > / //////, , i 77 /1,/,&/: `\ \\ "2,01\\\\\\\\\\;\\\\\.\\\\ } \\\,\;,\-\\\ 5 { \i 5} ; \ \ \ \ } 1 - }J ( ` t } y i2d \ • \ f i i 1 J \ \ \ J 1 c- C — - r t, 5 ti 1 . _ - _..._ _ III1 N ro iiL tid' \ �; r;1 _ 1 1 J t � c i � � �'> 1n v ! i �..... 300 36•_2" \JI5 -3 t/4." \��` � �\ \ \ , 1 f . ' r 1 : I I, / . _ _...._......._..__... ..... —.- ....... .... �'- - .a,. , _--- "- "'_."'°,°'"r ._ _�--'� — ...____ _... ... } , ' — p m . . _ .,. -- . ... N 34.20 35 >5� `ti , ®" - : - "..:___ J � � ..._........_ -. , ��' ' _ _ _ '333 -. __. -- -- - CO � `� J N Q i : 1 .... -._..-.___ . _- .. .. .. .... _.._._ -_ -__ ...._. _ _ j _ 33. r_ .� ,, , _. � —i.:1171:145e_213-477:7,7::::::::_:::-.:"_1:7:12... :. ..... _ _ ---•.. ........_. r.. _...__ t/ ,.....— _ _ _ _ - - vLL u - t ( 34.50 3 ?D 3i.2b 42.bO J --------1 1 ,.,,, ' UILDING B ,`,--•:,,,•:,,,',I7,,,, ..._ ____-___ :.: :: .. f : y -. _ ......... -_ ... ._ - ® 0'1915 '^� -_,. __.... 020.72' � � _ r 1 7 � 0 BUILDING C BUILDING D o z ? z z z z N J J J J J LI 11 F °,A I EEI' I °.n 92 2\ ELEYATf 9 -9 V LEYATI .4� V LEYATI 1 V - 6 �/� I N 4II, 1 9HEET899 \ 1 BFIEET894 a 8UEET993 1 0 \ `�, M 1p f 0 192' -0" 192' -0" 192' -0" 192' -0" E m oe PARTIAL PLAN I PARTIAL PLAN 2 PARTIAL PLAN 3 PARTIAL PLAN 4 m Partial Site Plan SHORING NOTES CODE REQUIREMENTS NOTE: - � ` I. TOPOGRAPHICAL RATION PER EUSH ROED 4 HITCHINGS, INC- x m Seale: I" , 30'_0" l Vs_ ic_ ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE UNIFORM BUILDING CODE, CALL 48 HOURS Z 1991 EDITION, AS AMENDED BY THE CITY OF TUKWILA. CENTERING DEVICES SHALL BE USED TO PROVIDE A MINIMUM OF i" OF GROUT COVER o 0 SOLDIER PILES OVER THE TENDON IN THE ANCHOR BOND LENGTH. SOLDIER PILES ARE TO BE INSTALLED IN 30 INCH DIAMETER HOLES PER PLAN. SHOULD BEFORE YOU D10 5 r. N.' ,, i L DESIGN LOADS CAVING SOIL CONDITIONS BE ENCOUNTERED, TEMPORARY CASING SHALL BE USED AS 1- BOO -424 -6666 DESIGN LOADS FOR THE SHORING DESIGN ARE SPESPE I GEOENG INEERS IN THE q SOIL REPO T TED NOVEMBER 10, 1994 A ND AS A GEOENGINEERS I A NCHOR TENDON CORROSION PROTECTION REQUIRED FOR SOLDIER PILE INSTALLATION TO MINIMIZE GROUND LOSS. `q }5 MEMORANDUM TO SHANNON AND WILSO ) DATED FEBRUARY 9, 195. SB1 DOUBLE CORROSION PROTECTION IS REQUIRED FOR BOTH THE BONDED AND UNBONDED INSTALLATION TOLERANCES ARE AS FOLLOWS: �C - BOAR 1 LENGTH (L I + L2) OF THE ANCHORS. CORROSION PROTECTION ALONG THE BONDED LENGTH These plans have been reviewed by the Public S - OIL DEBRISc(FREEBOARD 3 FEET e PLAN DIRECTION 3 INCHES PARALLEL TO WALL Works Department forconformance with current H '^� ^-� 6 SHALL CONSIST OF A GROUTED CORRUGATED HIGH DENSITY POLYETHYLENE OR PVC SHEATH. City standards. Acceptance is subject to errors SOIL PRESSURE A CANTL. PILE 70 PCF 1 INCH PERPENDICULAR TO WALL `C x p'. UNIFORM LATERAL SOIL PRESSURE 45(H.3) PSF VERTICAL DIRECTION 2% OF TOTAL LENGTH ...,..T) 'a ( ) T and omissions which do not authorize violations of PASSIVE RESISTANCE 250 PCF CORROSION PROTECTION ALONG THE UNBONDED LENGTH SHALL CONSIST OF STRANDS 6" OF PLAN ELEVATION adopted standards or ordinances. The responsibility v END BEARING 12 KSF INDIVIDUALLY COVERED WITH CORROSION INHIBITING GREASE AND WRAPPED WITH for the adequacy of the design rests totally with Z N 15' MINIMUM EMBEDMENT EXTRUDED PVC, AND THE WHOLE CONTAINED WITHIN A GROUTED SMOOTH OR CORRUGATED • the designer. Additions, deletions or revisions to 1.—.....: .11 1 1 1 VERTICAL ADHESION &00 PSF POLYETHYLENE OR PVC SHEATH. SUCH PROTECTION SHALL EXTEND FROM 2' INTO THE TOP these drawings after this date will void this ANCHOR ADHESION 1700 PSF(VERIFY) OF THE BONDED LENGTH TO WITHIN 18 INCHES OF THE BACK OF THE ANCHOR WEDGE PLATE. acceptance and Will require a resubmittalof revised drawings for subsequent approval. PRIOR TO THE INSTALLATION OF ANY PRODUCTION ANCHORS, THREE _ 3) ACf..irICIAL CORROSION PROTECTION IMMEDIATELY BEHIND THE ANCHOR HEAD SHALL CONSIST OF A `- -._,�� ANCHOR LOAD TESTING PROCEDURE TEST A CHORS SHALL BE INSTALLED D VERIFICATION LOAD- TESIED TO A :,INIMU OF iz VERIFICATION TESTING, PERFORMANCE TESTING AND PROOF TESTING SHALL BE IN Final acceptance is subject to field inspection by 200% OF THE DESIGN LOAD T VERIFY DES GN ASSP TIN Or CHOR A"'? N VALUE. STEEL PIPE BLOCKOUT, TACK WELDED TO THE SUB BEARING PLATE, WHICH [S FILLED -. b -..-_ , TH . ACCORDANCE WITH THE SPECIFICATIONS, the Public Works utilities inspector. i2 HE LOCATION OF SACRIFICIAL TEST ANCHORS SHALL BE �I ERMINED B "i'.�� WITH GROUT OR CORROSION INHIBITING GREASE AFTER ANCHOR TESTING AND LOCKOFF. Dale: sy; �GEOTEECHNICAL ENGINEEf'.��" - ' �IZ,�j �j / °-r • CORROSION PROTECTION OF THE ANCHOR HEAD SHALL BE PROVIDED BY A STEEL CAP INSPECTION 'z RPR RO�ED �tz• wRLLU wn�p lr�, CONCRETE FILLED WITH 81d CORROSION INHIBITING GREASE. CONTINUOUS INSPECTION OF THE SHORING INSTALLATION BY THE SOILS ENGINEER CONCRETE SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE (ACI) SHALL BE PROVIDED BY THE OWNER FOR OLD ER PILE AND TIEBACK ANCHORS INSTALLATIO S' - N , - DRAiWE P1� D ?_O ON O PE SN� CH O R Jj HEAD SHALL LE55 R 4 STANDARD 301, "SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS ". •.N AIR i AND MONITORING OF PERFORMANCE AND PROOF TESTING. IN ADDITION, SPECIAL I.'13 PW S - 21f7 DP 211��� INSPECTION OF CONCRETE, REINFORCING STEEL AND PRESTRESSING STEEL PLACEMENT SHOTCRETING, AND TENDON STRESSING SHALL BE PERFORMED BY A SPECIAL w - II — ENTRAINING ADMIXTURE CONFORMING TO UBC STD 26 -9 SHALL BE ADDED TO ALL TENDON STRESSING �, t;ONCRE7E EXPOSED TO EARTH OR WEATHER. PROVIDE 5% PLUS OR MINUS 1% STRESSING SHALL NOT START UNTIL CYLINDER TESTS INDICATE THE CONCRETE IN PILES INSPEC / w ANO WALLS HAS ATTAINED 4000 PSI COMPRESSIVE STRENGTH. TENSIONING SHALL BE DONE INSPECTOR PROVIDED BY THE OWNER. / ENTRAINED AIR. MAXIMUM SLUMP SHALL BE 8" AT TIME OF PLACING. ,-• NO LOAD a f'c MIN SACKS OF SPECIAL INSP. USE BY JACKING UNDER IMMEDIATE CONTROL OF A PERSON EXPERIENCED IN THIS TY E OF SHOP DRAWINGS ZONE CEMENT PER REQUIRED /� WORK. CONTINUOUS INSPECTION AND RECORDING OF ELONGATIONS BYBY TH L -- SHOP DRAWING FOR REINFORCING STEEL AND PRESTRESSING STEEL SHALL BE / CY OF CONC. \ ENG NEE IS REQUIRED DURING ALL STRESSING OPERATIONS SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. �_ 4000 6 1/2 YES PILE / \ 4000 7 YES WALL(SHOTCRETE) MONITORING �— '^ THE JACKING (TEMPORARY) STRESS MAY NOT EXCEED 0.80 fpu AND THE TRANSFER THE OWNER SHALL PROVIDE FULL TIME OBSERVATION MONITORING OF THE SHORING 45 X C14 r/f 3000 10 YES ANC)R (LOCK OFF) STRESS MAY NOT EXCEED 0.60 fpu. �— CACTB DYE- \ ^ ` 'WALLS, ADJACENT GROUND SURFACES AND BUILDINGS OR STRUCTURES. A LICENSED V/ SURVEYOR SHALL ESTABLISH BENCHMARKS AT THE DIRECTION OF THE SOIL ENGINEER z �— SOLDIER fff���ILE THE USE OF A WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. AS AN AFTER STRESSING IS COMPLETE, STRAND EXTENSIONS SHALL BE CUT OR BURNED OFF. SPACING}' ALTERNATIVE TO THE ABOVE, THE CONTRACTOR MAY SUBMIT A CONCRETE MIX AND SHALL SURVEY THESE MARKS PRIOR TO COMMENCEMENT OF EXCAVATION. ONCE / SOLDIER PILES ARE IN PLACE, ESTABLISH BLISH MONITORING POINTS ON THE TOP OF EVERY 1'100 PB O DESIGN FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE ALTERNATE MIX DESIGN SHALL BE REVIEWED FOR CONFORMANCE TO UBC 2605 WELDING THIRD PILE. THE BENCHMARKS SHALL BE MONITORED ON A WEEKLY BASIS UNTIL WALL F- ; SKIN FRICTION .. WELDING SHALL CONFORM TO AWS D1 -1 "STRUCTURAL WELDING CODE." WELDING /,2 "CaK1STf�UCTION IS COMPUTE) AND IT IS DETERMINED THAT THERE IS NO MOVEMENT: •°F— ELECTRODES SHALL BE E7OXX- ALL WELDING SHALL BE PERFORMED BY WABO AND 6 r71 BOTH LATERAL A D V TICAL DEFLECTIONS SHALL BE MONITOTED. �- ^ SHOTCRETE AWS CERTIFIED WELDERS. � \ / �• LAP SPLICE FOR REINFORCING SHALL BE NON- CONTACT WITH AT LEAST 2" CLEAR 0 �TN -11fI �.1j BETWEEN BARS. MINIMUM CLEARANCE BETWEEN ANY PARALLEL REINFORCING S:iALL BE 2 1/2 ". COURSE AGGREGATE SHALL NOT EXCEED 3/4 ". THE NOZZLEMEN WHO WILL UTILITIES & ADJACENT PROPERTIES I 1 H/4 ,ry ,, c STABILITY AND EROSION PROTECTION OF EXISTING AND CUT SLOPES, AND THE {=ILE COPY " �� 0 l ,,, r �" DO THE WORK MUST HAVE BEEN QUALIFIED BY PASSING A MOCK -UP PANEL WITHIN COORDINATION OF THE EXCAVATION. SHORING AND OTHER WORK WITH ALL UTILITIES E U4 jVK� THE PAST YEAR, OR HAVE SUCCESSFULLY SHOT A PROJECT (VERIFIED BY A MINIMUM OF f € CORES F AND ADJACENT PROPERTIES IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. o vals are L1 ��`� \IE O 0"1 Illk :, THE ACTUAL STRUCTURE) WITH . THE PAST YEAR. Sf!OTCRETE ftcr:ti5(2f;::41vidse hatthePlanCheca00 ) V td I _ A F Pp�� 4 WALL A[NAG andomissionsandapP 199 I. ROPORTIONS USED SHOULD BE SUITABLE FOR HE TYPE OF EQ PMENT BEING USED R of aaly 2 6 _ PROVIDE ALIDRAIN, 'MIRADRAIN OR AN APPROVED EQUAL DRAINAGE FABRIC authorize the violator^ e� - , T O INSTALL THE SHOTCRETE. n BE TWEEN PILES, SECURE FABRIC TO EARTH SUCH THAT PLACEMENT OF TH .rdinance R t p t ' i t \..... ‘ \ e or lansackno��� 250 X D 34 X 34 X D N ANY REBOUND OR ACCUMULATED LOOSE AGGREGATE SHALL BE REMOVED FROM DRAINAETE BRI OT DISTUR: TH DRAINAGE FABRIC. ovedp is10 DRAINAGE FABRIC B TWEEN SOLDIEW PILE SHALL B CONTINUOUS FOR THE FULL ��Y �j (H•3) 0 \NGU 0) SURFACES TO BE COVERED PRIOR TO PLACING ANY CONCRETE. REBOUND SHALL NOT - �I (ACT OVER 25 TIMES -.......--..„---...-./ g U\L �� V () HEIGHT OF THE WALL. � (ACTS OVER I TIMES BE REUSED AS AGGREGATE. 1/u il,r.. _ SOLDIER PILE HOLE DIAJ DRAINAGE FABRIC SHALL BE 2 FEET WIDE. BY pV' / 0 5 Q Date '■ gs D Z 15' -0 J — CONCRETE FINISH SHALL BE FLOATED AND SMOOTH. " SOLDIER PILE HOLE DIA � EXCAVATION I. LAGGING PRESSURES ARE 50% OF ACTIVE SOIL PRESSURE SHOWN W I' SHOTCRETE COVER OVER SOLDIER,' PILES AND TIEBACK CAPS SHALL BE A MINIMUM EXCAVATION SHALL PROCEED TO A DEPTH NO GREATER THAN 4 " -0" BELOW THE Permit No. - / \ 2. FOR CANTILEVER 4 I ROW ANCHORS, USE 10 PCF TRIANGULAR ACTIVE r l ',QS OF 3 ". /'•`- ELEVATION OF ANY TIEBACK BEFORE STRESSING OF THAT AND ADJACENT IEBACKS PRESSURE, AND SAME PASSIVE PRESSURE AS ABOVE V/ "'r REINFORCING STEEL � TO DESIGN LOAD H RE HALL :E A MA I NS. OF 8 VERTICAL EET OF EXPOSED SOIL PARAMETERS •r AeN ASTM A 615 GRADE 60 (fy =60 KSI) DEFORMED BARS. PROVIDE CLASS C SPLICES. i°\ WALL FACE PRIOR TO SHOTCRETE OPERATIONS. - MINIMUM CONCRETE COVER SHALL BE: A DEWATERING SYSTEM, IF REQUIRED, SHALL BE INSTALLED AND SHALL BE IN A& 9 PILE W/ TIEBACK rn O-1 �` OPERATION PRIOR TO SHORING WORK TO FACILITATE INSTALLATION OF THE SHORING a E� I CONCRETE CAST AGAINST EARTH 3" WALL. _ NOTE - VEr SCALE: VS" • 1' - 0" FORMED SURFACE EXPOSED TO EARTH OR WEATHER 1 1/2" TEMPORARY CASING OR OTHER APPROVED METHODS SHALL BE USED AS REQUIRED ' STRUCTURAL STEEL FOR SOLDIER PILE INSTALLATION TO MINIMIZE GROUND LOSS SHOULD CAVING SOIL SPECIAL INSPECTIONS BY AN APPROVED TESTING ' BEARING PLATES ASTM A572 Fy = 50 KSI CONDITIONS BE ENCOUNTERED. LAB REQUIRED AND ADMINISTERED AS DESCRIBED P ROPRIETARY INFORMATION IN U.B.C. SECTION 306. RECEIVED POST - TENSIONING TENDONS SLOPE PROTECTION FOR USE ONLY WITH THE CITY OF TUKWILA EMIll THE CONTRACTOR SHALL PROTECT CUT SLOPES WITH PLASTIC IF CONSTRUCTION WR PERM IBtiION OF POST- TENSIONING TENDONS SHALL BE STRESS - RELIEVED OR LOW RELAXATION SEVEN OCCURS DURING WET WEATHER. SURFACE DRAINAGE AROUND THE EXCAVATION D.B.M. CONTRACTORS, INC. MAY ',. ' 1995 WIRE STRAND CONFORMING TO ASTM A 416, MINIMUM ULTIMATE TENSILE fpu SHALL BE CONTROLLED BY THENERAL) CONTRACTOR TO PREVENT WATER FROM PERMIT CENTEP STRENGTH = 270 KS TENDONS SHALL BE 0.6" DIAMETER. MINIMUM STRES °ING LENGTH FLOWING INTO THE EXCAVATION. '� / z I NAME. D1HACAD1y960431 35043891DWG DATE, MAR 13,199S TIME, 9,00 AM 6 If G _.,,, 1,_,, .-,:„...‘, .. T I T '' ‘T1 ‘"s 4" ''''_," ..,_':."....„_..,_:.s.i...._,___.,.. .. _......._ ..,,,,,,,_ ,.. . \ N \ N. , ,,,...... ...,.. - -, \ \\ T \ \ ,... \ .) i / , 0 i : ,.. :5;s:v ., :. 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' - -,-,,, ,...,..., NN .., 7 . c0 �\ 7 ,,- -N„ N. „ w , ,. .„., „, .„ z „ , -,„ - --,N„ \ \ \ , .„----- . --,, \‘„ ,- \ 43 y” / I ‘ // N, ''''.‘ „ . . '`, " \ \ \ \ '`, \ LrL' •([ ta •; \ y \ // , . ‘.., .., \ \ \ \ , . \ , . EL Erl I 2,2,. ,. ‘`, N , N '` ,,, , ._ , A I . ‘ ,,,,,, \ FA \ .,' - --, s, -. ,// ,- ., .. ,. -,„ \ \ \ \ \ . j T. '... , . .. ' , N, '"- ‘', \ i `, 1 a !I __ __ ._.„ '' ' \\ \ .\,,, , \ '„ 1 i VA ' . \ '' , \ , ,, . .._ ,_ , N , \ \ \ \ ., I L-,--iy / „.___ ‘-,., \, ", ''', \ \ \ __ - V _.i \ \ \ \ \ \ \ N --. .3.,, ,., ,' --- 7T ----- ‘,.„ -- __ , '''-‘ \ \ T, \ \ \ \ ----- N 6 ,.. '• \ \ \ \ ,,,, ..._ ,------ 1 / A ..............„ .,..„ ---- - ,,‘, ,, __J..: N '-,‘ N., , - _ \ \ \ \ \ . \ \ , \ , ,. \ , - 7 - ---- ,, \ , • \ , \ \ \ \ . : I \ \ BUILDING B '' ■- 1 PILES / I. 1 PILE/TIE BACK SCHEDULE \ ROW A ROW B 14/4 GNG L, • ', PARTIAL PLAN 1 Partial Shoring P Esi ii ,„ => \ . PROPRIETARY INFORMATIO4 FOR USE ONLY MTH THE ANLE 1 P L, • L2 L2 ALE P _ L2 an WRITTEN POWINISION OF D .B.M. DBM CONTRACTORS, INC. t , ,s• ' ZD z w . ...amaaaaaaraaaaami 1 -13 - CAN PILES Seal. VS" • I 14-15 10' 20• SOK 26' 16 - - - - 16 -19 3:15• 20' 10K 33' 22' - - - - J 20-21 4.25• 20' 85K 38' 26' - - - - . . , 22-23 5.15' 20' 801K 41' 24' 20* 105K 45' 32' 24-25 1.25' 20' I 125K 51' 31' 20 140K 51' 42' 0 1/2 0 18'-1 " 3 IMMIIERIMMI i,; 115 1/4 r - 3 i " 15 SPACES e 1 1/4, • 114'-0 1/4. 8 SPACES • 1 I/4, . • 56,0 383. 96,0 3/8 ..... i 1 Cd 1 11 I r ( - -L- IIIIIIMIErIIIIIIIIIIIIIIIIIIIIIIIIII r .._ _ . _ _ _ . .... . , , ,__ . _, , , , ,._ , , 60 1 1 .- ,---.-7 ..F; >1 I Cff , , .23,Z I I I . • r.I tog -T °P __________ °F I- —TOP-04MM' __GRADE ,_,,,,, _ _ _ ____ TOP r — _ — ..._, 4 _ ....,_ , ... C U.1.4..1_ , r _i__ \ 1111.111111111111111 , .._ _ I _ _ ......v.„............... 1 7-S \ -- 1 111111111111111111111111111111111.1 7 -- 1 _EY:ISTISIG 'MP-- AL CONC. 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PILE 20/D' K-N---11=> criMEMILA ELEVATION 1-1 . , ELEVATION 2-2 E PERMIT CENT S S 2 (2.319S-- MAY ? 1 1995 Scale: lis • I Scale: VEY • l•-0 I__\_N ER 1 • . , _ _ . ___ . _ - ..,, . ••••••••=mil• , NAM. DA,ACAD DAT. MAR 3, 1995 TO•t. 9,08 AM - _ -• , • a i . « ' ..Iff.0001■ - - . __...._ . \ __ ._ _. _ _ _ _ _ _ _ . _ _ _ _ .. _ ...._ _ ._ -- ; T \---. — — \ , , „,.., a ---„,_ 1, - --,,,,, , Lu IX co ..,,, _ ,,„._ _, ,..,., 7 , ',- ,, ,_ 4. - ---1_„, `‘--- --.,_. ----- , ' ..> • ,. 0 L--- ---- --- I_ _ 1.;= T -- --1,_ ' ‘ - i'Z w a Lo Z - a c g 2 ------_ • - 44 4 , 1 ;7:1 ' i3 L 2 Q cs., I ________ .. . - „ I - - - - I • - - I I I Id 2 2 u ,.. ,, I ---' I -----' i' ll '''" I I I _ _ __I__ _ __ I .._ _ .----, 1 - 1 - 1 -__ - - - .: .. 1 - - __ 1 I .._ - f- 1 I I - ,..,,, ..._ ,.., -,. --------' _ _ L , I, ...._ ____ L., 1 . 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' => < ., I Partial Shoring Plan . ...m air .) E › , 0 50 3/8" 0 Scabs 1/8" • P-0" 50.-13/16 (1 '• .,10 • 9. +PACES • 1 1/4, • SW 3/0 1 SPACES • 1P-3, • 50'3 '- 3/8" / in• 1/2" 1 , i; 15 EQUAL 8PAcE5 • 1,0 - us, • I5er-1 Mb" 1,3 3/0 1 9 GRAD i EXISTIN . TOP OF . G CONC. WALL E 1 TYP . al ' (:).3 ' _ 35 41 42 34 _ x 9-- .....- r 7 36 1 31 38 35 40 43 44 45 46 a , ""- - - - ,--i 7 - - _ r _l_i_L __ __., 48 45 Il • 10' -0" Mt -0" I I I : -n---1-- - 7 7 - -----1- - - - - 1-1- - -Fr 5. i 1 - - r 7 ... i , 1 -,---,- - _ _ . . . 1 i 1 1 - t 1 1 32 ..., -- -,-- --- I I I 1 1 I .1 I I C5 . - 3t--r-j- _ . I I 1 I 1 1 I - I I 1 ROUJ A ._i_ i-.-1 1 I 1 RCILI A 1 -.-1 I 11'4 ..--,- . 64.0' 1 I ROW A .,1 I , 1 0e_ 30 -.1. I 1. I I 640' il'I 1 62.0' 1 - ; 60'42" r -- _.i . _ 21 _ _ 28 ,,...... - - 1 - 1 - 1 - I 1 1 mow Al • r 1 1 t 1 1 1 1 60.-0" 1 I I I I -ll I'll.- Airs i -1 I I 1 • ,' 1 . I 1 . I I 1 56.0' I I 1 !:4= -4LI Raa 8 I I 11-.-I • 1 _..., . •- , • 1 I .7 T " -4-1 I .0 . s...... ... 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' TYP 1 '119 31.0' 1') t i - - j __} H__ 3s.o. 1 ' 1 1 1 1 1 1 1 1 11 1 li 1 1 .1 1 I 1 13.0.PILE I ---- P -\)\''C'I ' °- \' \1\°\ RECEIVED CITY OF TUKWILA MAY '3 1 1995 PERMIT CENTER 12,0' I I 1 L _J L _I L _J L _J L ___, L .., L .., L _o L __+ L __, BOPILE 50' ELEVATION 3-3 PROPRIETARY INFORMATION SS3 FOR USE ONLY WITH THE WRITTEN PERMISSION OF sc.m I/ • P-0 D.B.M. CONTRACTORS, INC. II ..: 8" " L.,......___.__j NAME. ATE MAR 13,1935 TIME. 9.12 AM - . -- - . I ._..... 190' -3 1/IG• .. - _ _.-.- . __.._T ----T . _ T __ _. -_' W ' • • I. in 1,"_ - __? __----T--- ____T ___ _-�___ -�•. I mo -- _ �, �.. __" ��.. ____T- -----T---- - -. -�=- -� -- T _ - .. T_. _._T .._____� T W � � a � 1 I �,�7 6j 1 —_ _ 1 I __. 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CONTRACTORS INC. _ - ._.__.. - ___. ." ._- __.__ _._ ._.... -III: M 71 _ .. - .. -- -.' PI LE /TIE BACK S CHEDULE - ..�.-.__.._ _ .. .- ..._r-- ..__ - p II''11 pp 111I11 aa M ROW I�QW V C __ __ ROU1 C ..... PILES 0 O ,__.__.._- `"--_ _- __._.._.._........_..... N/4 ANGLE P 1-1 •L2 L2 ANGLE P 1.1 •L2 LZ ANGLE P LI •L2 LZ a - __. ___ ._..._.. -. _ - __._ 4,0' __.__ _.__._. ... .._.......... ..__..__....._...... _.._- _....... - ,� m 51 -55 85' Z0' 150K 68' 44' Z0° 155K 64 45' 20' 155K 58' 45' . - - -- .. ...'"- .. . ..- 56 -59 80 20° 130K 62' 38' 1 20° 130K 56' 38' 20" 150K 59' 44' __ 60 -61 "1.0' 20° 140K 62' 42' 20' 155K 60' 45' - - - - BUILDING D 62 -14 b25' 20' 10516 50' 32' 20° 14516 54' 42' - - - - BUILDING C - _. _.. __. _ - I PROPER LME 225' -0" _ P ARTIAL PLAN 3 / Partial Shoring Plan nn,, W ' �' W Seale: 1/8" • I' -0" I I/16' vmmo 150, 95'-1• �� __ 2P -2 9/16° / 200' -2" / _ �' !9 EQ. SP4C • 7 • -10 1 6 0' -3 Vg 45 EQUAL SPACES • T' -10 11/16, • 355' -I• _r_ ca Y 1 J N -I W = I _ 10' -0" X0'-0• �� . 1 Q _—. iN(N2.%.*s ____ 51 52 ^ � 5 3 � 54 55 -.., TOP OF C. G. ..._,....�.. -___ ...._. 1 - - t •_ .� — 56 !,-1--=--" 58 _ EXISTING n n 1 1 I.. _ �__ -- r 1�. 59 0 �� ! 1 I I ! I I I I rw 1A1 I I J L I i�- _ 1•-"61 I 1 �` I 1 cd 60 ._ ® ,� Q - I I 1 L..,,,Ti......-17 _� - 7 1 1} I I I 11 ! 6® m l • _1_1: �.n . I I I ! r,- -- --- ' .2__ r - 1 0 'll 1Z l3 l4 ■ _ I 1 59ID' I- r 1 I t I 1 1 1 I I ! I I I I I I I f P i I I I 1 t J 1 - : _ _ 1 �tF •^ �i 1 I ! 1 I ' ! 1 I I RouAI I ! -h:.rr • I _l,__, `pF Q 1 I I I I 11 - — 1 I ! �_ t I • I i IiL '.1 ■ ! I • I t — L_{. I_ 1 _ I NIIIIMIliall 5®„ I I 1 ! 1 I I �� I I 11111111111 11111111111 ! I I ! �� I 5f D' - m' L6 \g9 0 Oj \''S.'" • I ROIU ES I. 7111_,I _ ,_.. _49ID ___ 1 I I 1 I _ I l I I ! ! 1 I -- I I- 1 1_ L \C r•"1 4 4eID ! _T I J I I ! I I , I I I I I I t 1 I I I ! 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I I__ I I _ I L _i L- _—J_ I I 1{ ___.__ _- .�1� 1 I I 1 1 I I 1 I I I I I 1 I 1 1 1 I ._._ _I I -. ___ _ 200I I �- -i-- ----- ___'a_ - - - - -- , _--- __�....__�__._._ --� - -a___ -. � I 1 1 I I 1 ! 1 I 1 I 1 __ -_L_ t' I I 1 I 20' -0" 1 I I � I I I I I I I I 1 i ! ! t I I I I I I I 1 I I I I 1 I ! I 1 1 I I 1 1 1 I I I I I l I I I I 1 I ■ L L J I 1 I_-_I I I I BOPILEW a v OF rurcwla J . _ 1 _ I _ 1 1.-- -_ t w 1 1 _I 1 —1 }_ 1 1 I 1 _ I 18ID' RECEIVED B.O.PILE l L_� ) I I L J. 1 J L i I t I I .. ._._._._._.._-...__._....-._... _ ." 16.0' _... .,.. ._ .....__ '__ _. ....._._.— �.____..._....._._.. "9 air 1 r 10' -0" _ .. .._..._ __.__ - ._._._ .._.._,._...._.��_.. _._ ___. -.. ..____ _. —.. __ _�_ .-- ...._ PERMIT CENTER 1 ELEVATION 4 -4 Scale: I/8" • I' -V NAME. D.4 ACAD499043y99043884DUC DATE, MAR 13, 1995 TIME, 479 AM • I _ 11, , , _ _____ 1\1, 1,k,,,,, - --- -- -__ __ . ___ .____ \ \ \ , \ \ 1 1 1 , ' ___ _ _ ____ _____ ,, \ \ \ ; ; 1 ;;;;1\11 / i II2 z _I _ \ az En. c, 0 . 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PATIAL PLAN 4 => FWR ' Scale: I/8" • P-0" PROP r (1) 4,5, 5/E, F.1.111 -.4-- / I O.B.M. CONTRACTORS, INC. ___ 254 5/8" 10--rr- C:143 AS EQUAL SPACES • T-I0 HMV .. 35,I. / 10,4)" i c\1/4,, ,...0. - ct .0...o. ----- / ,_i___...., 1 . .. .---i I T . 80 8: _ HT--------I-____ ITTP4 ,, , ill 1T ..,,,. I 1 18 - -.----, - _ MI TOP-0F 1 1 I I - ri - --_,_,_ \CONC. WALL I I I i -1 - - r'T - - -,-- 8' 83 ea EXISTING 7 . ta0 RENJ A --- -r—T- - _ _ i _ i _ _ _ , I -8 ± _ al 7 i ›.. \ , , 1 ROW Ai 50.0' 1 I I I I I ...011 I I I 1 '''' - 1 1 - h. - 174w. A I . ROtU A I I I 1 H I I -i-i--1 I ' k.. ‘,: , 1 48.0' -1-+48.0'A f ----$8.0•A I I I - T I i 1 -1— - - - r --T - - - s?=„ _ _ s3 _ s4 1 _ I I 1..- 1 I I W I I 50' -0.. , ROW E 1 . 1 I - I l i /17 \ TYP 1 I I I 42.0' -LH-Rall13 I I I ' 45.0, . I I I I gtail A , - 46.0• 1•.,''''.‘...,. 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S S A woo SCALE: 1/4" • P-0 _ 18 17 181 191 201 TYPICAL PILE SECTION NAME. 11 \ ACAD \ 95043 \95043S56 DWG DATE. MAY 19, 1995 TIME. 318 PM — — — — --,.- — — — — — — -- 4 GENERAL ENGINEERING NOTES STORM DRAINAGE NOTES SPECIAL DRAINAGE NOTES FOR ON -SITE DEVELOPMENT _� 1. EXISTING UTILITIES AND UNDERGROUND STRUCTURES SHOWN ON THE �_�� NK PLAN ARE BASED UPON THE BEST AVAILABLE PUBLIC RECORDS AND OR 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH "STANDARD PKWY \ 1. CONTRACTOR TO VERIFY ALL EXISTING UTILITY LOCATIONS SOUTHCENTER PRIVATE RECORDS AS SUPPLIED BY THE PROJECT OWNER AND \OR DATA SPECIFICATIONS FOR MUNICIPAL PUBLIC WORKS CONSTRUCTION" HORIZONTALLY AND VERTICALLY PRIOR TO ANY CONSTRUCTION. m MALL OBTAINED VERBALLY FROM OWNERS OR OFFICIALS ASSOCIATED WITH PREPARED BY WASHINGTON STATE CHAPTER AMERICAN PUBLIC WORKS THE PARTICULAR UTILITY. NEITHER THE OWNER NOR THE ENGINEER ASSOCIATION, CURRENT EDITION (APWA) AND CITY OF TUKWILA 2. ALL EXISTING ROOF DRAIN LOCATIONS NEED TO BE VERIFIED PRIOR - • GUARANTEE THE ACCURACY OR COMPLETENESS OF THIS INFORMATION STANDARDS AND SPECIFICATIONS. TO CONSTRUCTION. DO NOT CONNECT ANY ROOF DRAINS TO PARKING n STRANDER BLVD. M AND ASSUME NO RESPONSIBILITY FOR IMPROPER LOCATIONS OR LOT CATCH BASIN. ALL ROOF DRAINS MUST BE CONNECTED TO CB j K 1',,I L A G FAILURE TO SHOW UTILITY LOCATIONS ON THE CONSTRUCTION PLANS. 2. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS OTHER UNDERGROUND FACIUTIES NOT SHOWN ON THE DRAWINGS MAY AND SEQUENCES OF CONSTRUCTION AND FOR THE SAFETY OF WORKERS0 �`f I 4 BE ENCOUNTERED DURING THE COURSE OF E WORK. ALL INVERT AND OTHER ON THE CONSTRUCTION SITE. 3. EXISTING CATCH BASIN MUST BE REMOVED OR FILLED WITH SAND. m a Y z Y TH ELEVATIONS SHOWN ON THE DRAY/WIGS WITH GS SHALL BE VERIFIED BY THE PIPES MUST BE BLOCKED MORTAR AND DISCONNECT AN CAPPED _ CONTRACTOR PRIOR TO CONSTRUCTION. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROTECT A MAINLINE. LOCATION OF EXISTING STORM TRUNK MAIN NOT KNOWN. 9 © f SI TE r, a p IN -PLACE ALL UTILITIES AND /OR STRUCTURES WHETHER SHOWN OR 2. IF CHANGED CONDITIONS ARE ENCOUNTERED, THE CONTRACTOR SHALL NOT SHOWN ON THIS PLAN. DAMAGE DUE TO CONTRACTOR'S 0 NOTIFY THE ENGINEER PROMPTLY OF (1) PREEXISTING SUBSURFACE OPERATIONS SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE. 4. ALL STORM PIPE MUST BE SMOOTH BORE PIPE. CONDITIONS DIFFING FROM THOSE INDICATED IN THE PLANS, OR 5. FIELD VERIFY PROPOSED STORM DRAIN CROSSINGS PRIOR TO .a �+ WI (2) :ER SUBSFDE AND TS MALLY FEENT LADEN WATER DOES NOT LEVE THE ROJECT SITE. NIZE PROVIDED FOR IN THE CONTRACT. THE CONTRACTOR OTHER CONSTRUCTION AND BE MAINTAINED UNTIL CONSTRUCTION AND AND /OR THE OWNER SHALL MAKE NO CLAIMS TO THE ENGINEER FOR LANDSCAPING ARE COMPLETED AND POTENTIAL FOR ON -SITE EROSION RECOMPNSATION FOR EXTRA WORK RESULTING FROM CHANGED CONDI- HAS PASSED. AS CONSTRUCTION PROGRESSES AND EXPECTED SONS UNLESS THE ENGINEER HAS APPROVED THE WORK IN WRITING. (SEASONAL) CONDITIONS DICTATE, MORE SILTATION CONTROL Is WSDOT SEC 1 -04.7) FACILITIES MAY BE REQUIRED TO INSURE COMPLETE SILTATION LEGAL DESCRIPTION V IC INITY MAP CONTROL ON ONE PROPOSED PROJECT. THEREFORE, DURING THE 3. THE CONTRACTOR SHALL CALL THE UTILITIES UNDERGROUND LOCATION COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND N CENTER FOR FIELD LOCATION OF ALL UTILITIES AND SHALL NOT RESPONSIBILITY OF THE DEVELOPER TO ADDRESS ANY NEW THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF NO SCALE BEGIN EXCAVATION UNTIL ALL KNOWN UNDERGROUND FACILITIES IN CONDITIONS THAT MAY BE CREATED BY HIS ACTIVITIES AND TO SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., AND OF THE , THE VICINITY OF THE PROPOSED WORK HAVE BEEN LOCATED AND PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 35, TOWNSHIP MARKED. IF THE UTIUTY IS NOT A SUBSCRIBER OF THE UNDER- REQUIREMENTS, AS MAY BE NEEDED TO PROTECT ADJACENT 23 NORTH, RANGE 4 EAST, WA., IN KING CONTY, WASHINGTION, 0 GROUND LOCATION CENTER THEN THE CONTRACTOR SHALL GIVE INDI- PROPERTIES. DESCRIBED AS FOLLOWS: VIIDUAL NOTICE TO THAT UTILITY. (WSDOT SEC. 1 -07.17 APWA SUPPLEMENT) 5. ALL TYPE I CATCH BASINS SHALL BE PER APWA STANDARD PLAN NO. BEGINNING AT THE NORTHEAST CORNER OF SAID NORTHEAST QUARTER OF B -1, WITH APWA STANDARD PLAN NO. B -2a FRAME AND GRATE. ALL THE NORTHWEST QUARTER; THENCE NORTH 87'45'57 "WEST 481.05 FEET TO ---"s' 4. THE CONTRACTOR SHALL TAKE REASONABLE PRECAUTIONS AND EXER- TYPE II CATCH BASINS (OIL/WATER SEPARATOR) SHALL BE PER APWA THE WEST MARGIN OF SOUTHCENTER PARKWAY; THENCE SOUTH 11'59'33" ss GSE SOUND ENGINEERING AND CONSTRUCTION PRACTICES IN CONDUC- STANDARD PLAN N0. EI-1e WITH APWA STANDARD PLAN NO. 8 -2a EAST 41.27 FEET; THENCE NORTH 87'45'57" WEST 210 FEET TO THE TRUE .000 THE WORK. THE CONTRACTOR SHALL PROTECT EXISTING PUBLIC FRAME AND GRATE. POINT OF BEGINNING; THENCE CONTINUING NORTH 87'45'57" WEST 19.11 AND PRIVATE USANES FROM DAMAGE DURING CONSTRUCTION. IF FEET; THENCF SOUTH 42'30'27" WEST 537.51 FEET TO A POINT ON A EXISTING UTIUTIES ARE DAMAGED, THE CONTRACTOR SHALL IMME- 6. THE BACKFlLL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE LINE 19.5 FEE, SOUTHWESTERLY OF CENTERLINE OF 19 FOOT WIDE DIATELY NOTIFY THE OWNER AND THE ENGINEER. THE CONTRACTOR PIPE IN LAYERS WITH A LOOSE AVERAGE DEPTH OF SIX INCHES, RAILROAD EASEMENT; THENCE NORTHERLY ALONG A LINE WHICH IS SHALL SECTION 1 RESTORE T-10 UTILITY TO Ff5 07.17 APWA SUPPLEMENT). XIS THE CONTRACTORWIS RESPON- MESEUCOMPACTED INCHMUSES, FOR ONE DIAMETER ON CONCENTRIC AND PARALLEL WITH SAID CENTERLINE ALONG " EA A CURVE TO THE 'S E I RIGHT IGHT THE THE CENTER WHICH BEARS NORTH F8 '3 ET HAVING A Z• SOLE FOR THE MEANS AND METHODS OF CONSTRUCTION FOR DESIGNS EACH SIDE OF THE PIPE OR TO SIDE OF THE TRENCH. MATERIALS � ' • S -.. RADIUS F O FEET ARC DISTANCE OF G.55 FEET THROUGH A Q' a � SHOWN ON THESE PLANS. � TO COMPLETE THE FILL OVER PIPE SHALL BE THE SAME AS CENTRAL ANGLE OLE OF 57'47'5'5 2 "; THENCE NCE CONTINUING CONTINUININ3.5 EAST ALONG SAID PARALLEL - � - o d0 � To EXCAVATED FROM THE TRENCH EXCEPT THAT ORGANIC MATERIALS, o- c - '� LINE 26 1 5" EAST 50.03 FEET 2 TH SOU LINE SAID 5. WHERE THE PLANS CALL FOR UTILITIES TO BE RELOCATED BY 9TH- FROZEN LUMPS, OR ROCKS OR PAVEMENT CHUNKS MORE THAN SIX SECTION ON THEN 26; THENCE SOUTH 87'45'57" EAST 20. ST 10 FEET TO TH0 E � ORS, THE CONTRACTOR SHALL NOTIFY THE UTILITY COMPANY AND INCHES IN MAXIMUM DIMENSION, OR OTHER UNSUITABLE MATERIALS CENTERLINE OF AN EXISTING RAILROAD EASEMENT; THENCE NORTH " COORDINATE HIS WORK SO AS TO AVOID CONFLICTS. SHALL NOT BE USED. 7618'55 "EAST 164.16 FEET; THENCE ALONG A CURVE TO THE RIGHT b } HAVING A RADIUS OF 661.74 FEET AN ARC DISTANCE OF 184.73 FEET 6. ALL EXCAVATION, TRENCHING, SUBGRADE PREPARATION, FILL PLACE- 7. ALL STORM DRAIN PIPE SHALL BE CONCRETE RUBBER GASKETED AST. THROUGH A CENTRAL ANGLE OF 15'59'40 "; THENCE NORTH 0019'15" EAST MENT AND COMPACTION AND ALL SOIL WORK IN GENERAL SHALL BE C -14-2 OR ASTM C -76 -II OR 16 GAUGE GALVANIZED STEEL 528.93 FEET; THENCE CONTINUING ALONG SAID CENTERLINE ON A CURVE CONDUCTED IN COMPLIANCE WITH THE. RECOMMENDATIONS OF THE CORRUGATE METAL PIPE. STEEL PIPE SHALL HAVE WATERTIGHT TO THE RIGHT HAVING A RADIUS OF 410.28 FEET AN ARC DISTANCE OF o PROJECT SOIL ENGINEER AND THE CURRENT GEOTECHNICAL ENGINEER- COUPLING BANDS CONFORMING TO THE REQUIREMENTS OF APWA 239.28 FEET THROUGH A CENTRAL ANGLE OF 33'24'54 "; THENCE SOUTH V LNG REPORT. SPECIFICATIONS SECTION 9 -05.1 (2)A. STEEL PIPE SHALL 88'51'25" EAST 34.64 FEET; THENCE SOUTH 07'08'35" WEST 198.66 Z (n RECEIVE TREATMENT 5 ASPHALT COATING INSIDE AND OUT. FEET; THENCE NORTH 86'40'03" EAST 274.13 FEET TO THE WEST MARGIN W 7. ENGINEERING DESIGN AND APPROVAL FOR STRUCTURES SUCH AS WALLS OF SOUTHCENTER PARKWAY; THENCE SOUTHERLY ALONG SAID WEST MARGIN p 3 AND VAULTS MUST BE PREPARED BY THE APPROPRIATE PROFESSIONAL 8. BEDDING FOR RIGID PIPE (CONCRETE OR IRON) SHALL BE CLASS 18" ON CURVE TO VI THE LEFT THE CENTER OF WHICH BEARS NORTH 85'13'08" En > ENGINEER AND IS NOT A PART OF THESE PLANS. - PER APWA STANDARD PLAN NO. 8 -11. BEDDING FOR FLEXIBLE PIPE EAST HANG A RADIUS OF 991.37 FEET AN ARC DISTANCE OF 40 FEET (CORRUGATED METAL OR PLASTIC) SHALL BE CLASS "F" PER APWA THROUGH A CENTRAL ANGLE OF 218'42" THENCE SOUTH 8512'11" WEST Z 0_ < 8. CONTRACTOR SHALL BE RESPONSIBLE FOR HIRING PROFESSIONAL LAND STANDARD PLAN NO. B -18. TRENCH WIDTH SHALL BE 40 INCHES 182 FEET; THENCE SOUTH 11'59'33" EAST 261.67 FEET; THENCE SOUTH Z L SURVEYOR TO REFERENCE EXISTING MONUMENTS ON OR ADJOINING MAXIMUM OR 1 -1/2 TIMES PIPE DIAMETER PLUS 18 INCHES, 88'25'36" EAST 115.17 FEET; THENCE NORTH 11'59'33" WEST 91.74 = N ESTABUSH SAID POINTS AT PROJECT COMPLETION. 11-115 RE- WHICHEVER IS GREATER. BACKFlLL SHALL BE PLACED IN 6 INCH FEET; THENCE SOUTH 8825'36" EAST 66.85 FEET TO WEST MARGIN OF V ESTABUSHMNT SHALL BE DOCUMENTED BY RECORD OF SURVEY OR LAYERS COMPACTED TO 950 MAXIMUM DENSITY. SOUTHCENTER PARKWAY; THENCE SOUTH 11'59'33" EAST 531.16 FEET; SITE PREVIOUS TO DEMOU11ON OR CONSTRUCTION AND TO RE- THENCE NORTH 87'4557" WEST 210 FEET; THENCE SOUTH 71'59'33" EAST CORNER RECORD AS DESCRIBED IN W.A.C. 332 -120. 9. 810FlLTRATION SWALES, RESTRICTORS AND STORM DRAINS NOT 235.54 FEET TO THE TRUE POINT OF BEGINNING; LESS PORTION WITHIN SHEET INDEX x J M LOCATED ON PUBLIC RIGHT -OF -WAY ARE TO BE PRIVATELY UNION PACIFIC RAILROAD EASEMENT; ALSO KNOWN AS PARCEL B OF CITY +3 9 MAINTAINED. OF TUKWILA BOUNDARY LINE ADJUSTMENT NO. 8 -79 RECORDED UNDER KING COUNTY RECORDING NO. 7908230752. y o WATER DISTRIBUTION NOTES: 10. IN ALL AREAS, OTHER THAN ROADS, WHERE CONSTRUCTION REQUIRES C1. CIVIL COVER SHEET w THE REMOVAL OF SOD, E THOSE AREAS SHALL BE HYDRO - SEEDED SITUATE IN KING OUNTY, WASHINGTON. W WITH RYE GRASS FOR THE PREVENTION OF ON -SITE EROSION. 1J.1 Z w 1. ALL CONSTRUCTION OF WATER DISTRIBUTION SYSTEMS SHALL CONFORM TO THE 11. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION C2.1 TESC FOR DEMOLITION / NORTH END O GD DESIGN REQUIREMENTS OF THE STATE OF WASHINGTON DEPARTMENT OF SOCIAL AND ACCORDING TO WASHINGTON STATE SPECIFICATION 7- 02.3(1). THIS IX Z TUKWILA PUBUC WORKS WATER CONSTRUCTION W a HEALTH SERVICES AND THE CITY OF T AND DEVELOPMENT STANDARDS. SHALL INCLUDE NECESSARY LEVEUNG OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL AS WELL AS PLACEMENT AND C2.2 TESC FOR DEMOLITION / SOUTH END S z 2. EXCEPT AS OTHERWISE NOTED HEREIN, ALL WORK SHALL BE ACCOMPLISHED AS COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO ::c. OMMENDED IN APPLICABLE AMERICAN WATERWORKS ASSOCIATION (AWWA) AND THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A in U ERICAN PUBLIC WORKS ASSOCIATION (APWA) SPECIFICATIONS NFPA 24 AND UNIFORMLY DENSE UNYIELDING BASE. C2.3 EROSION CONTROL PLAN ° O MENT USED. CONTRATOR PERFORMING ACTUAL CONSTRUCTION SHALL HAVE A COPY OF THE SPECIFICATIONS ON THE JOB SITE AT ALL TIMES. CONTRACTOR THE APPROVED PLANS WHICH ARE ON FILE IN THE DEPARTMENT OF SHALL FURNISH A W'.4TER TIGHT PLUG OF THE APPROPRIATE SIZE WHICH SHALL BE PUBLIC WORKS. ANY DEVIATION FROM THE APPROVED PLANS WILL C3 GRADING & STORM DRAINAGE PLAN / NORTH END INSTALLED IN THE END OF THE WATER MAIN WHEN WORK IS DELAYED OR STOPPED 12. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY, CURRENTLY Gli AT THE END OF THE '.'WORK DAY. THE CITY OF TUKWILA DEPARTMENT OF PUBLIC WORKS. 3. WATER MAINS SHALL BE A MINIMUM DEPTH OF THIRTY-SIX (36) INCHES BELOW 13. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE C3.2 GRADING & STORM DRAINAGE PLAN / SOUTH END N ROAD RIGHT -OF -WAY, BELOW FINIS -ED GRADE ALL WATER MAINS AND SERVICES WHENEVER CONSTRUCTION IS IN PROGRESS. WILL NOT BE MORE THAN SIX (6) FEET BELOW FINISHED GRADE. 14. ALL ROOF DRAINS AND FOOTING DRAINS SHALL BE TIGHTUNED TO C3.3 STORM DRAINAGE NOTES & DETAILS 4. DUCTIL'c IRON PIPE SHALL BE CEMENT -LINED STANDARD THICKNESS CLASS 52 WI THE STORM DRAINAGE SYSTEM. UNLESS OTHERWISE SPECIFIED AND SHALL CONFORM TO THE STANDARDS OF USA /if4 . STANDARD A -21.51 (AWWA C -151). C4.1 NORTH 1 /2 WATER PLAN o 5. RUBBER GASKET PIPE JOINTS TO BE PUSH -ON -JOINT (MOD) OR MECHANICAL C~7 JOINT (M.J.) IN ACCORDANCE WM USA STANDARD A21 -11 (AWWA C -111), UNLESS Z OTHERWISE SPECIFIED. SANITARY SIDE SEWER NOTES: C4.2 SOUTH 1/2 WATER PLAN N 6. FLANGED JOINT SHALL CONFORM TO USA STANDARD B16.1. 3 1. ALL MATERIALS USED FOR CONSTRUCTION OF CITY OF TUKWILA SANITARY SIDE C5.1 NORTH 1/2 SANITARY SEWER PLAN ' 7. STANDARD THICKNESS CEMENT LINING SHALL BE IN ACCORDANCE WITH USA SEWERS SHALL BE NEW AND UNDAMAGED. ALL MATERIALS USED ON THE PROJECT STANDARD A21.4 (AWWA C -1 -4). SHALL BE INSPECTED AND APPROVED BY THE CITY PRIOR TO INSTALLATION. ACCEPTANCE OF THE MATERIALS BY THE CITY SHALL NOT RELIEVE THE • 8. TRENCHES SHALL BE PROVIDED PER TUKWILA STANDARD PLAN W -13 AND OSHA /MiSHA DEVELOPER /CONTRACTOR FROM THE RESPONSIBILITY TO GUARANTEE CONSTRUCTION C5.2 SOUTH 1 /2 SANITARY SEWER PLAN • } REQUIREMENTS. AND MATERIALS. Q 9. ALL TEES, PLUGS AND HYDRANTS SHALL BE PROVIDED WITH REACTION BLOCKING. 2. ALL MATERIALS AND METHODS REFERENCED HEREIN SHALL CONFORM TO THE C5.3 SANITARY SEWER NOTES & DETAILS TIE RODS OR JOINTS DESIGNED TO PREVENT MOVEMENT MAY ALSO BE REQUIRED. APPLICABLE STANDARDS FOR MATERIALS AND CONSTRUCTION FOUND IN THE ON -SITE MIXING OF CONCRCTE IS NOT ALLOWED REDI -MIX ONLY. (REF PLAN W -1 "STANDARD SPECIFICATIONS FOR MUNICIPAL PUBUC WORKS CONSTRUCTION," & W -2). ALL TIE -RODS SHALL BE PAINTED WITH A MITUMINOUS COATING. LATEST EDITION, PUBUSHED BY THE WASHINGTON STATE CHAPTER OF THE 5- Q AMERICAN PUBLIC WORKS ASSOCIATION, AND THE WASHINGTON STATE DEPARTMENT THESE DOCUMENTS RE,EWRO FOR 100vc000 0S v :i..• iI+E 10. A CONTINUOUS AND UNIFORM BEDDING SHALL BE PROVIDED IN THE TRENCH FOR ALL OF TRANSPORTATION, HEREINAFTER REFERRED TO AS THE APWA /WSDOT STANDARD 60119HOG ORDINANCES W W BURIED PIPE BACKFlLL MA TRIAL SHALL BE TAMPED IN LAYERS AROUND THE SPECIFICATIONS. W / 1 PIPE AND TO A SUFTICIENT HEIGHT ABOVE THE PIPE TO ADEQUATELY SUPPORT AND IdPUCTU S'Ef� ular- -c; -v. ■ -. ' - " N Q PROTECT THE PIPE_ STONES FOUND IN THE TRENCH SHALL BE REMOVED FOR A 3. MATERIALS FOR SIDE SEWERS SHALL BE EITHER CONCRETE, PVC OR DUCTILE IRON �' - "n' -rcn 1. "`c "'s " W DEPTH OF AT LEAST SIX (6) INCHES BELOW THE BOTTOM OF THE PIPE. AS SPECIFIED BELOW: , n = ,'« %s +•'�`,IEI�'I+ ".' "'_' D- Z 11. CLASS 52 DUCTILE IRON PIPE INSTALLED IN ACCORDANCE WITH AWWA STANDARD - CEMENT CONCRETE PIPE SHALL BE RUBBER GASKET BELL AND SPIGOT TYPE 'c a� c - E ., +,% > w C -151 AND THE MANUFACTURERS RECOMMENDATION. CONFORMING TO ASTM DESIGNATION C74 CLASS 2 FOR NON-REINFORCED PIPE INTERPRETATIONS cFlr+ covJm , U Y AND AST. C76 FOR REINFORCED WITH REQUIRED CLASS TO BE SPECIFIED ON 2 y, 12. ARE HYDRANTS SHALL BE CONSTRUCTED PER CITY STANDARDS PLANS W -3, W -4, THE PLANS. Date l " %-2,' 'l7• _ U '_ W -5 AND W -6 AND CITY ORDINANCE N0. 729. F- - DUCTILE IRON PIPE SHALL CONFORM TO ANSI A21.51 OR AWWA 0151 AND sr ��� < SHALL BE CEMENT LINED, PUSH -ON JOINT UNLESS OTHERWISE SPECIFIED. ROBERT FOSSATfI ASSOC. INC. P.S. O THE MINIMUM THICKNESS CLASS SHALL BE CLASS 52 UNLESS OTHERWISE 1000 NORTON BLDG SPECIFIED, AS DETAILED IN SECTION 5.3.4 OF THESE STANDARDS. 801714 AVE U (n ' SEATTLE, WA 98104 - P.V.C. PIPE SHALL CONFORM TO THE PROVISIONS OF ASTM D3034 -80, SDR 0 35 UNLESS OTHERWISE SPECIFIED. ALL JOINTS ARE TO BE PUSH -ON RUBBER GASKET TYPE. 4. PIPE LAYING SHALL START FROM THE LOWEST POINT UNLESS OTHERWISE APPROVED BY THE CITY ENGINEER. 5. NO PORTION OF ANY SEWER MAIN OR LATERAL INSTALLATION IS TO BE BACKFlLLED • OR COVERED UNTIL APPROVED BY THE PUBLIC WORKS INSPECTOR. 6. ALL NEW LATERALS OR EXTENSIONS TO EXISTING STUBS SHALL BE TESTED BY .. ©,ER EXFILTRARON WATER TEST OR LOW PRESSURE AIR TEST FROM THE POINT FY • E GV ,T -, a OF CONNECTION TO THE EXISTING STUB OR MAIN TO THE CONNECTION WITH THE ,..• -•" F pyrlc rr' r F �' I � S 1 -I BUILDING PLUMBING. TESTING OF SIDE SEWERS SHALL BE PERFORMED PRIOR TO \ 1 eft %p 4 ypGr• e � r n v :a•' ' I I. ?9 v's ay l � I(0 Y Rod BACKRWNG. '''' '^ san d.^ ' ,,,v0inn e 11 2 ' '1' I C� I 7 - U _H REQUE PUBUC WORKS C IN PECTOR 24 ‘MTNESS N ADVANCE. S FA A ILURE TOHGIVE� v'.Y"'� Rea' ^p1 n ,U 7 7 / ADEQUATE ADVANCE N MAY RESULT IN DELAYS TO THE CONTRACTOR FOR , • „W�Weed�ns,'' 1N G pN1��+ 7 r"F.a ey t REQUIRED INSPECTION. CALL 48 HOURS + . - •' - ny BEFORE YOU DIG - CJR JEA 1- 800 - 424 -5555 CITY OF TUKWILA RECEIVED AS NOTED 3/13/95 MAR 1 5 1995 "' 94187.00 PERMIT CENTER n V CE1V E ..., C1.1 .1 12 1 OR 2 0 1995 ROBERT FOSSAill ASSOC. r 6 . G ! 6 UT 2 6 � c c 7 - - - - -: - 06 _ __ _ _ - , , , \ _ _ _ _ - _ 10 6,I.0 • ®Si ®m- w ® =Y ® Et d ® ®a -.is - / 40.7 y - _ _ - 26 8 '' 5C 1 O r� • •`3B ti 7 Jj - _ _ - - OP� ! 2::268 " "UIV.'4 PI -- S 0 - _ 11 - ' - L - > U` v 6 W E' _ i __t no - 0_2 � f - - - - ' o - �' 1 : ;�.sic. E \D) C N - o W . - _21 _ ___ r_ 2a -a ;E - — -. F3.�) 1 q 1 ` E 7 ! - Iv p _ _ ,, . - - _. -. .. Q p - RE - £ - L S I ,. N i " ,,,:,,, 1 � ,p L- � 0 7 OP _c, J h ? r y ) E I J - _ - J J O X - � _2 s6 '�o J2 e.–. ._.m.m..-._,-... , _.•__._J,,._, : ..». . - ....,_ ® a ,,,,,,f0,:, 3 c 1 ,, E 25 S �s J X0 J z J � �1 I E6 ' '�°- -- ---.ma x i .. .. _ i / -r L ,, O .t S E `? .�,c,„ ',-,, .. ` S S) I p ic � -; .? dp i TEMPORARY X \ 2: 0 & � `' x 3 S E O �� i �B � CHAIN LIN O b = j �. x p9 �c _, N .> %'� SECURITY F CE - ✓l^' i 2 4p SE L` I` . 'NOTE: s ',...Z----) CO�ITR ACTOR SH LL LOCATE ALL_____--- 3 2 8 E� S 01 °0 N/ -- - 33- - " -._ 2j SB BUILDING UTILITY 1SERV(CE L(ES PRIOR ' o € � f 3 98 �o 6 E ` h R TO DE DLITION. P LINES/SHALL x , '` 1 ` ` � s, 'NG BE CAPPED ACCO,R TO., THE _ r--------- CITY OF, FU; V�ILA�OR UTILIT G , C o t I. rcn -9i N P URVEY O R STAND A I ` S. ° TE. 50N) ? s ; ® } ' \ LEGEND +c 25 Gi o J C9 - IE- 25.60(OUT) - ,/,' 30 I O � 'HSO x �i E TE -29 66 cJ * o: / EXIST / J - -- 1 IE =26 35 {(5117) Sr X31 -- -- '0,, 30 b ,, I�` CONTOUR �--w :-'H FILTR- 'PA8R1 - -_ °�'i -/ _.. "� p8 o O I_,,.r•^'_ e r----%T7' FENCE ! - � 2 2 9 E !n 4 2 _ _ _ _ BUILDING V ' II II IE =29.73 O it _I ^ E, S r d M 7 CB Z m _ `'''' ' TE 2936 SD STORM DRAIN X 30 - 5' 2,,,....------"--=-----C--. p i 'a,� '•' � IE zo66(3e" CUD) � 3 N 7' v '7' 'Cl. G 55 SANITARY SEWER (n W L. CD • , p x : \ `'i \? I W :_ CB CATCH BASIN a 2, 9 9 � ° \ / 1 N 9 t Z in I Ill',,, � d p L 5 ( J j, PROPOSED = (n s 2 •y 1 4 v Ii= D ,, '9 j ' - O S - - — LIMITS OF CLEARING F < L d \ S M) ' W 1 —o —o- CHAIN LINK FENCE = -1 A W A + LA) — — . FILTER FABRIC FENCE �t T I aGJ !n �bI 6 =3 C , DO ; - 4 I CATCH BASIN PROTECTION F v / n I 25 72 16) CA �" - W Z w 9 I =?.. ' I N I \ ' - \ o Z w' 1 O -' CC E W I 4'- C - t L -J ,.5, ,_ s o - — a, 03 R ..\\ 1 z : , c, T`- 7 r—IZiJ Gi _ ,,,, , ,_, __I _,,...___,„ , „_____„., _ / E="23_69',,,) ,,,, V 1 Z o O O 0 z - O O CO v lc) - -,, ' \ 11°!)%*%'.. ,, „- pp Z 90 1-- V ,,s O Q IX (:(\ " Z W a. v Z ,_I I - • 0- Z W J • Y U W • Q D O ct O O O I-(7 1n N. w GRAPHIC SCALE (IN i FEET) J H drown by checked by CJR JE 1 " =30' 1/9/95 RECEI CITY OF TUK WIL4 pe no. MAR 1 5 1995 94187.00 PERMIT CENTER C2.1 12 L g uu 447 U SSMH S 's ? — pp, _ _ __ TE =32.52 . r _- x ms s , ., � �`' ._ _ _ _ -_.— _ _ _ S _ _ U. IE =7 7.95 .:1 - •O _ `;\ s - _ - � _. - _.- ®sip ®o - _ .. ® a- ,. . "__._ ,>, / ! S °7 �, . ,, 1 ° i "�j S" �r ' ® ®� ®a r- � -- - -- - - - - 1 c f J �� u J, ��. -�_., _� X1 TE 3i _ _ \ ' \ \_ , ( ^ SSN; / ..l 5S ` / ' 81 - ." TE '. l .r, fi r- 7 6 -4 IE =26 o(1N` -- - --- – - _ - I `\ 8 `w # ': S Z J 9 "> _ 7.09 _ O- - _. - � — ' - / __.- _'..__ C '.9 .� - m ` - _ 1E= 31.62. v \ d /� 1 ,.� � S A _ .,' _ .'-J _ J- - ��/_ 7 a /iL IE= 26.72(OUT `TS 1 ‘ r --,",';''//, c `. ��S. i' INSTALL FILTER FABRi C x E, � , C S -, -- —'ft J9 \ .? / -- `4 I _ -_ — _ N 9 1N >; p J GRATE PROTECTI o x E 2 .o6(ou�) _ o , # P i / rS\ J . CAP & LOCK o o 2 f" % " „ \ \ EMS WATER SERVIC AT MAIN . - ���u \` \ k C ` i : t ' - r. � _ I > , `_ " . I I , 2 E1 �,� J,. J rB J J 'FOR f�,MESTIC & FIRE '1,INE5 �. J .111111111• \ 1... i 0' O t S C •�r1 DISHES ARE TO A 0,....\--, r S r` II -„:.>/o',,,,. \ \ _ '�� �J s T±=-2321.47: . �- 1 z ! _). - , ! J 'Ox. - , -� \ ,'� - ..... �I ul C / � I :: I DURING DEMOLITION. r t r .. , `sc a\ J 1 . ;; ',, '53.,,l, -. \ \ \� s,� 1 _ x , \ , O /\.3,..i. & EPHONE POWER �N J\$..' --. -�\ ® / EMJt 2� O / �ti,,, C \ �2 _ �c. J J • � h . - ! E u' he >� •' ` \ \y iE =22.y4 C AP EXIST. , / r V ®y�;!t CS \ 4 !TE 29.37 !+ . SERVICE AS- REQUIRED („I g6p- o s P ¢ %IE zs3(ouT) i s � '�. ) ( v o IE 0I)STD] a ,�� � \ 1E as a s De p^ 6 ' a o / -cs s a9 - T'' I ti a _ w e p z6 s ) � �s I,v s E \ < 68 4' ,-'6,--- '93 " ky \ i i \ °' / \ , IE 2 3 – ) �� � � I IE ° ). CC x� - 1 . LIMITS 0- CLEARING \ ',� o j x ' �" 6 TE 2687 '9� - : d8 x `jp ''.. ,j \ ,. ,`'+ /\\ ,,,, # IE 2,.86(IN) '•I,. _� 2 : Oc400 • w' � 3 �s z. 3(o z� XIST BUILDING TO 'e � Od' wsna s hts' r s II _ r■ TO REMAIN \ e '° °/ �� �' v s r z� 3 <.ao B DEMOLISHED � k S \j' j \ ; '`erg / /jjj�// /2�i L / � / ��/ , / ` \ \ ': 5 \ CB I � � \ J 26 I \ `'\; s ai l J m /_ TE =30 `31 / / / / / / / i / / /� / / i / � " x : C N / ° \' K IE 27.9; !our) �P j �`I O Z r - - /./ //// // /// / f/ - 61 2 ' , r --- \, �I �/ r } • CO J fi r, \ " /.:::,/ 'PHASE I. � / /'\ //// \ •` ` �. x C o g -' S i ` X - MATER -MA – J ® ? 9e ,c.S ww+*'s r eR °'' � / Z j w / STOCK PILE AREA / / 2 S r � y r" �'J x = ( � vt . / / /y it \ 9 \ \ \ •\ c I ENTRANCE -- IN SERVICE DURING ri �J V ca =� ✓ % / r e a i . SERVICE , (TMP) -\ i �o z a / l - / , x \a' 1 1 �,_ °� �\ . x FCC 2 _ _:.'�:. � ^" - . {Y, m H Q a e I x `T a , . \ \� T 28 / / j � � /� 0 \ - � R.. .T# ' S•� �\ � Z ,j, // p / '�r s ; G RA ROTECRON TYP / J ' o S - / / 9 t - /\ INSTALL FILTER FABRIC C \ ""a� / . / cr, /I j B F .3 7 TE ( )'� {CTER FABR /,-- `3 ✓., i - GAFF •" I� .o = Li � _ ! N \\ ' 7 /f /I '6 ri+ rE a ? !I F E • l � s < // / / �"' / „i::,' v \ ` \ 2�z3„,, ) � 9 ,,,, o ' , k • a = V �9■ 2. z, W \ x \s,''' 0 ,c �'- . � / . ' r TEMPORARY \ ✓ / - r:L =� .Sr Ic �o 9P( t-) _ ±' z ' / ry F'x 3 CB CHAIN LINK �,, > ° -� i _ . 1■ -3 TE =2775 SECURITY FENCE 2 \e <°° �/ �� , I 1 ��� x C i g' "�r�' C W s iatii –, ,, E 23 s� - 1 x O # Li U °o c \ \ \ \ e.� 1 % / y E 23 6'rO�T) / - ` . `. `° .! ( ' , ^°`".'. _ -�' ' 3 i V - -.. .,, '`'s # i s % � �-1 , o ti �"'.. r ,_ _ - Xr I y 3 ' o.. y I /. n : n - : -6, W n ir'J '� `- ( � / " = 4 0 O ° c ✓ . ' ' ' y zt.eo(oD ) z SO `r,= >� p ' ' `JS J 1 J w� Z ''''-'0 ° . � ,'�, n � � � T X712 n � I e 7 i�WA'ER - . •,F �2 49 I . �) W -L* STR, IE -23 3r;(GU) wJ s 3 r • E 2t a •,uT) r 1,— I LEGEND T 27 0 �, , 1 N _ I . 03 I IE 2 21(° �.� iE=22 OD( EXIST. _ 7(N V' -..-1 I , 3 c I . -- ----- -29 x K J i:=1,1,3? oar I yi'e z .-----_,--- CONTOUR � 2B`.. ( y xa- _ sSM f 2 sS. �a Q s - - - - BUILDING "E 2a t6 's \ : I -�`'� o - „,.,nth (( � 3 SD STORM DRAIN L W `\ ; - `g .�.,. E.6T 1 .,yy - ' ��.. �\ x _ -' kis,,,\ SS SANITARY SEWER SSMH ) ' U .� C9 \ 'y # a I 5�.. r „N xf�'` e '� 1 - _ - -- �� Q TE= 26.69 / � ? CB CATCH BASIN IE =19.59 ' 7 CO E 2 7 a 9 � ^) ! A te' u � -� pl w PROPOSED 1 'y • I v C - - 2 ?7 2> J '§ / J LIMITS OF CLEARING I i ... _.. ,c) - .r, . 1 -o -o- CHAIN LINK FENCE e • „ / S, N ,F� e, °z -r 9, cI -x -z- FILTER FABRIC FENCE •f °' �,wm m"°”' / ' ' ^�( w_ r I CATCH BASIN PROTECTION cn -0 x I �•r�1r+ � TEL.0 -,\;,,,, 1 / _,;','„,,,:f,.5,,,- Mq #, - _a , A8 J ' _ S �'�� v� ��tlw ` x � / z J sy 1� 5' Y ('N'1) ° z N � w I I � . . . s, E 2 J y U I i - - ---- S� w Q D >,- z s 2s O °,��.� 'J.i 9 2 (n SSMH Si x 2 TE =26.51 1 -' ^y S O IE =20.07 / / _ . = J � x2 O i E' ��� :i3 ' '" S 'y U LO I - rte', x 2,, L'-I '-- % 0 AD DE, / ® � W W '. a J GRAPHIC SCALE • o 'z x, W 'se t: "_�" �`..,_.., �•.. Seale dale ( I ) 1 " =30' 1/9/95 t lod, - w ft. / flECEIVED CCTV OF IT pe no. MAR 1 5 1995 94187.00 PERMIT CENTER peel C2.2., 12 • r G BE ALLOWED o \ _ --- N »s : _ ,_ N/ u • � _ — — —__ — _ _ , .1 EROSION/SEDIMENTATION CONTROL NOTES _ \ _ - / ... " —'- - - " � ,� _ --7 � .� y' i �� T- *'+i- -1 = - -�°- -- T — -- _ _ I ♦ 1. APPROVAL OF THIS EROSION/SEDIMENTATION CONTROL (ESC) PLAN • 7 - \ '/ / _' - c > G� c_ '. : : ss._w-< s ' %' _ -- - - == p R � R _ _ I \. - oz DOES NOT CONSTITUTE AN APPROVAL OF PcRM ANENT ROAD OR DRAIN . � r _ _ • \ / ,/ ".; _ , _ \ - - _ � \ ____. _ • �1' __ - _ -- - _ _ ' I '' AGE DESIGN (E.G. SIZE AND LOCATION OF ROADS, PIPES, RESTRIC- \ - - / - - CHANNELS, RETENTION FACILITIES UTILITIES ETC v s „o \ ! q _ _ - _ _ _ - _ _— _ - .. TORS. C .) _.- - -/ /- h - - - •z:b J �O° `- �� - r )�' �. : � - -� \ \ \ 3\ - - - � ® z � � -_ `jN� 3 � J � p 2. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, _ '� �� - s ,b /-1''', mso T ,,, , - - 7ti ' a ��_ • \ = --•; -y- — - - __ �_ -__ � --_� -- _ - - - - _ _ J / II II n p MAINTENANCE, REPLACEMENT, ANO UPGRADING APPLICANT OF THESE ESC FACILI- ALL CONSTRUCTION IS APPROVED. //� / - J?C �� -' ! . f - "�' Y S y - \ �-'' =—.. - - —---- - --,t---:. — --7-7,7,-...7::, _'� • _ - -- ® - - - a ! - TIES IS THE RESPONSIBILITY OF THE CONTRACTOR UNTIL / /, nz .,- ; ;\ �_.: .... - ` - _ \ < J - - - i -- _ , E > F` • / / : \ - ” -�:.i •°"°`'^` � :_:- - -___ ma U72 �E" �U�N / / / /' `�' .� �` 1 ' �, - -- w - - - - —� �' uL - s - 3. THE BOUNDARIES OF THE CLEARIN LIMITS SHOWN ON THIS PLAN -'/ / - . " . r- - __ z: _ rr e. � - .y - - -,� F . - _ SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO CONSTRUCTION. s 7 • i ti ' �'° � � z * wr �-�� — �a �.o1aa— — —, � ---.s. .r, °J �� .s , + — fe z s - DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE - - - _! /� _ z qa•: c '> _ ^ 1s N - � 2 ° 'mf"' ,,, F _.,.� j • ,: z�/ y FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING '' - CS u ` oy J ? ,y a, -' \ -„ � Q , t . �.. -- >'� - — =y5% ./ j/ SHALL BE MAINTAINED B7 THE APPLICANT /CONTRACTOR FOR THE ,. > ., n ews V. ,„ 1 ..,,,rW - - - - ._" .. ,: , / / / / - ' �.y . _- DURATION OF CONSTRUCTION. P �� - . -W xrg Elena ; : rI r oi 1. - °'s ,� _ \. ' / /', TH ES TR i ! - - / : C TH EARING AND GRADING ACTIVITIEI O J J1 W - , 5 _ S A TO IN a 3z t NDNAGE o 'p X14 ® I • FINH FLOOR_ 3!}00 58. ° SC 04.02 , t 1 � - ` —`7!� ' 1DC^ °N "'9°`s 5. TH E E FACILITIES S O THIS R- `� °41°1°0M OF °°TM0 8.311.322:' °°0 " IREMENTS FOR ANTICIP ATED SITE COND PLAN TIONS ARE DURING THE - - o � _ 1 , \ .o q .__ _.. n Q ONSTRU SC CTION PERIOD, THESE N ESC FACILITIES SHA THE LL MINIMUM BE UPGRADED E c_ - ' - - } [° S ` ` -b N J O's NOTES, PIPES e� .� u I ▪ • '� a E.G. ADDITIONAL SUMPS, RELOCATION OF DITCHES AND SILT z ' 4 �.J - - 3 > ,, 1 ° � �+ J I 6 / / ?/r ?'p :e2 EVENTS ( NEW BUILDING SH' ,13, m / , c : /.' ( C APPED AND ABAND' , �, = �; N PLACE IXCEPT .- �' PIP ES UNDER F00� GS E ESC FACILITIES SHALL BE INSPECTED DAIL7 BY THE APPLIC- I . T✓��/ / " /?'' — - SHALL BE REMO v. - _ � 3 sec y , a P _ J I . .c / -, ANT CONTRACTOR AND MAINTAINED AS NECESSARY TO INSURE THEIR < ,s, b s ��� / % / /� / / / % / f / / � j ° „.„,.,::_...„.42 r .,. . _ � ,'.>s (TO B - EW. a') ` ao ., , y ob y n f � . CONTINUED FUNCTIONING (KCC 9.04.090 B2). ?L �Ay�\ • .„ryes • •!/ / ///// ✓/////�•.s i s>. 3, ! ... .. - - ° 9 '....� ��,-._, -,p z _ ,; ?L J am , / �.._ :1_.s.- arc 'i // `/-�f. / Q , ': y I as i,„„ � .I, > - i _— - 7. ANY AREA STRIPPED OF VEGETATION. INCLUDING ROADWAY EMBANK- 4 7ri - _ � ' 4 • ' , / / / //� / / // / / -- p �[ �= / ze J , , � ...._..v.. �. '� zeo f ., l9Z N - MENTS, WHERE NO FURTHER WORK IS ANTICIPATED FOR A PERIOD OF , - g .,. o- _ � ` / ,. /:7,5,16/ j/// 1■ s ' '° .y. 1 _ ° �� � -.! ' y� 15 DAYS SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED : ' / , / '� - u�,a ac g _ ESC METH E.G SEEDING, MULCHING, NETTING, EROSION ELAN- y H.` ` � ede i -� •' I 4 o Lf -� / / F z ,s ''o TS ETC. KC 9D . r =�'' N ` ;'..\,.. • - i '° = ` \ Y � `ar ✓ , y - ( 3 - ---- �,ia • 300 � '�, m 8. ANY AREA NEEDING ESC MEASURE, NOT REQUIRING IMMEDIATE X40,‘ „,,,,:in \;o ` t ” % �s ° � _ ` '" ' ' - r \ ■ a ATTENTION, SHALL BE ADDRESSED WITHIN FIFTEEN (15) DAYS. � \ aO�� N � • \ - ry `1 JO 3. a „ v c, 9. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND P I-7 _ m - 1 _ _ FOLLOWING MA A STORM EVENT. INTAINED A MINIMUM OF ONCE A MONTH OR WITHIN THE 48 HOURS x o • is '-°'.� 1 '� l' � -r , / • '� �y dy ^ r F nom ATM ::`, ♦ ;.. � a i WIIIIIIII '� IN "\' ` - / a / ` I. 10. AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT "' ® � ®1 "°z'I ' � - � s :'. - • ^' - / \ 'F / TO ACCUMULATE WITHIN A CATCH BASIN ALL CATCH BASINS AND HS00 / • _- � d�/ ''j - �7 +,/ / / CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE ti - / ■ \'' • -/ °H _ 9 _; / ///'. ; / / r� /� //- / % / I CLEANING OPERATION SHALL NOT FLUSH ::DER TO GRAPHIC SCALE s e c 4Z z / / / TH • /.. / . : -i z p / 11. STAZED TRANCES AN WASH PADS SHALL BE V ' � • �,• INSL E MI IM IN. / MiE•1111111■ o TH / � I ///// / i // ' / — FOR THE DURATION OF REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR 1 p 3 uU = sD ft \ \ % /g � /// /� / 1 6 / / / i- . "' o ° o J m THE DURATION OF THE PROJECT. (RCW 46.61.655). N w w '1,,,//' / / / - / /� // / , -.. �'2 / >L „�.a - 12. DURING THE TIME PERIOD OF NOVEMBER 1 THROUGH MARCH 31, ALL • r 4 / / - -=`� '�/ // ' /�'/ 1 .. PROJECT DISTURBED AREAS GREATER THAN 5,000 SQUARE FEET THAT Z L, - 3u f \ \ i �N /, j� '// f l / ,,/ . !,�-- - "" ', > „ • °° ARE TO BE LEFT UNWORKED FOR MORE THAN 12 HOURS SHALL BE = U) Naaa ,r;q, COVERED BY ONE OF THE FOLLOWING COVER MEASURES: MULCH, \ / // (: A / /"`_„�.g`,r>` ,c5:-.17., .,,,' d. SODDING, OR PLASTIC COVERING. V Z v Y -•---•• j/ ° 13. ANY PERMANENT RETENTION /DETENTION FACILITY USED AS A = _I n "-- 3 4 NMTH THE ,. M E'• J-.� TEMPORARY SETTLING BASIN SHALL BE MODIFIED NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE l / l• ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY IS TO OJ ( FUNCTION ULTIMATELY AS AN INFILTRATION OR DISPERSION SYSTEM, ° � A , — �\ �� '' ° THE FACILITY SHALL NOT BE USED AS A TEMPORARY SETTLING 0 F' c ” t ,,.'°` ��/ 9 BASIN. NO UNDERGROUND DETENTION TANKS OR VAULTS SHALL BE W `a,. USED AS A TEMPORARY SETTLING BASIN. O W Z S" ' 14. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, W FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE „ _, o N RATE (E.G. ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY - Z DUST CONTROL 80 POUNDS PER ACRE). N V DIMENSION AS REQUIRED: FILTER FABRIC MATERIAL 60" WIDE ROLLS. NOTES 100' MIN- EXCEPT MAY BE 15. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, USE STAPLES OR WIRE RINGS TO ATTACH O REDED TO 50' MIN PURPOSE IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF TWO INCHES. Pc. N FABRIC TO WIRE. Op' 4, / SIT WITH LESS THAN FOR \ \\ a. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO K±= TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES. THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE ., 9 ONE ACRE OF EXPOSED SOIL 2 BY 2 BY 14 GA. WIRE NEC ESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A i \�' ` FABRIC OR EQUIVALENT. SUPPORT POST, WITH A MINIMUM 6 -INCH OVERLAP, AND BOTH ENDS SE- CONDITIONS WHERE PRACTICE APPLIES .. ..) CURELY FASTENED TO THE POST. ^ IN AREAS (INCLUDING ROADWAYS) SUBJECT TO SURFACE AND AIR MOVEMENT OF DUST WHERE ON -SITE AND b. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS OFF -SITE DAMAGE IS LIKELY TO OCCUR IF PREVENTIVE MEASURES ARE NOT TAKEN. _ (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 `/ R-25' MIN. c\NI . 1 I 1 1 INCHES.) 12" MIN ,y `'`� DESIGN CRITERIA /SPECIFICATIONS 6 I M N Na - • . -I \ 1 1 c. A TRENCH SHALL BE EXCAVATED ROUGHLY 8 INCHES WIDE AND 12 INCHES 4" - B° QUARRY SPALLS ^' MINIMIZE THE PERIOD OF SOIL EXPOSURE THROUGH USE OF TEMPORARY GROUND COVER AND OTHER TEMPORARY Z D EEP. UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. STABILIZATION PRACTICES (SEE SECTION 5.5, COVER MEASURES). I I I I •!: SITE IS SPRINKLED WMTH WATER UNTIL SURFACE IS WET. REPEAT AS NEEDED. TO PREVENT CARRYOUT OF MUD Z d. 1 • ,n , M, l . �� ~ iii"; ),/" ..i.Y ✓.�i, •>23 ;],.i>i,./, i ,i �/'.. d WHEN STANDARD STRENGTH FILTER FA USED, A FABRIC IS SED WIRE MESH SUPPORT Try'. „,. // 1 PROVIDE FULL WIDTH OF ONTO STREET, REFER TO STABLIZED CONSTRUCTION EXNTRANCE. (SEE SECTION 5.4.1.2) I 1 1 FENCE SHALL BE FASTENED SECURELY TO THE L'PSLOPE SIDE OF THE POSTS INGRESS /EGRESS AREA I� USING HEAVE -DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR SPRAY EXPOSED SOIL AREAS WITH THE BALD DIVISION APPROVED DUST PALLIATIVE (UST OF APPROVED 3 HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 1 � URY BOTTOM OF FILTER MATERIAL I I INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGI- PALLIATIVES WILL BE AVAILABLE AT PRECONSTRUCTIN MEETING). NOTE, USED OIL IS PROHIUTED FOR USE ” I 8 BY 12 TRENCH FENCE STABILIZED CONSTRUCTION ENTRANCE AS A PALUATIVE. Ll NAL GROUND SURFACE NOT TO SCALE It • 1 t 6' MAX. L BY 4 WOOD POSTS, STANDARD OR BETTER e. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE Q 2° 8Y 4" WOOD POSTS, STANDARD OR BETTER ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO PROVIDE A REBAR TRASH RACK ON RISER EMERGENCY OVERFLOW OR EQUAL ALTERNATE STEEL POSTS. EXISTING TREES. 1' FREEBOARD P IPES 18" DIAMETER AND GREATER 1' SPILWAY DEPTH SPILLWAY CREST N f. WHEN EXTRA-STRENGTH FILTER FABRIC AND CLOSER POST SPACING SRE RISER PIPE, OPEN AT TOP f USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A 2 MIN. (PRINCIPAL SPILLWAY) - -p. 6' MIN. J Q < ilik FILTER FABRIC 2 MDIMENT STORAGE CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH 1 �� /� /T /i'� 2 MATERIAL ` TH ALL OTHER PROVISIONS OF STANDARD NOTE e. APPLYING- rNTYjjr/ � /i>�/ 3' MAX. DEPTH DEWATERING OUTLETS '�`�,nnY;TN�. iY .!T V/ MAX. 4' AND ..�i• _ ,r 7 >' 9. THE TRENCH SHALL BE BACKFlLLED WITH 3/4-INCH MINIMUM DIAMETER �" 2,( '' i/" MIN. 2' S SE ETTL G DEPTH /� �''— j ' WASHED GRAVEL -�" y /�, OUTLET PIPE 2" BY 2" BY 14 GA. �% • „/n F - I— WIRE FABRIC h. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR 1 'C/ Z Y Z OR EQUIVALENT USEFUL PURPOSE BUT NOT BEFORE TH E UPSLOPE AREA A S BEEN PERMA- o I I / H � G�, W % NENTLY STABWZED. - - - O N X C.) >r� INTERCEPTOR SWALE DETAIL _. _ < yJ z / / „ /� Q z <.( �?� /�/ \' i. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH /a� / \! iy�' LEVEL GRADE \ / / � \ � / !��!�V ^ / /�' Iv / 1 \ •�' Z i i RAINFALL AND AT LEAST DAILY DURING PROLONGED RAILFALL ANY RE- NOT TO SCALE , i, ;2 O � — D PROVIDE 3/4” - 1.5 et: /.r�/ /� QUIRED REPAIRS SHALL BF MADE IMMEDIATELY. PERFORATED DRAIN PIPE ANTI -SEEP COLLARS ,(, WASHED GRAVEL BACKFlLL ' , ,,S" � IN GRAVEL FILLED TRENCH WEIGHTED BASE O O IN TRENCH AND ON BOT FOR SILT DEWATERING; TO PREVENT ENERGY DISSIPATING Cr) OF FILTER FABRIC "" TRENCH WRAPPED WITH ROCK ON THE SURFACE. FILTER FABRIC FULL LENGTH FLOTATION FILTER FABRIC FENCE Lil 2" BY 4" WOOD POSTS, STANDARD OR BETTER O 8" MIN. —.- . OR ''DUAL ALTERNATE: STEEL POSTS. FILTER ER FABRIC FENCE DETAIL SEDIMENT POND SECTION N NOT TO SCALE NOT TO SCALE WIRE SCREEN WIRE SCREEN RUNOFF WATER CONCRETE BLOCK WITH SEDIMENT 18° GRAVEL (12° MIN. DEPTH) x ����� OVERFLOW FILTERED WATER --MN- MIN - j� 11111 ` , � •� RUNOFF WATER . ? F y d o :o . j 0. • . ' ,, WIT SEDIMENT? IC I � •� r i_ te r -' � �C- .i `O- r.P i ,I.I.I.Ir , � j ., / / C/ �"' o c- Q SEDIMENT � :/ , . .i J v • • ' > jr , � N T \ D . ���i �i �,• ,e �j^ 1 DROP INLET WARE MESH WITH FILTER • .0 arl by WITH GRATE SEDIMENT FABRIC ON TOP \ FILTERED WATER m , e CJR JEA GRAVEL FILTER BLOCK AND GRAVEL FILTER GRAVEL AND WIRE MESH FILTER i ° = 50' 1/00/95 cm aF TuI<wIu NOT TO SCALE NOT TO SCALE MAR 1 5 1995 105 94187.00 PERMIT CENTER C2.3.1 12 I G I oal 1 \ _ oil - ° _ __ = `. - - - -- - 7 �_ " 1 1 GRAPHIC SCALE ` 1 , , , , ' " - oZ - \ - - � ,s b so ,zo 1 ort (IN FEET ) itch 30 ft _ O i 1 _ t'.‹. _ ._ __- -._ -__ _ -_ -_ -- l - 0 6 I" 90 k'--- _ _ ____ _ .- ' ----- I ' f L = 42.48 _ � 1 OM SPI - - - _ - -- -_ #it_CLY_o_ __ 1. -- , - . -.- °14-X= /\ - ' i iI r%`f E =26.86 ._. TE 37.-20 7,5 = T1GHTUNF -- 7 �-' 09 - -" 1 - _- �'' �\ _ �---_ � ' �'�. II ' � . _. 1l1 4 \-. ` 0TCH L {? �� - � - .'s..... .'z�i�.e • trg`i% X2 00 ', r F_ • •• _ _ �•- _- -"_ _ \ � 4 TOP OF PIPE= 29 St\ \ r -i 7J '_-- l __.32 , 32. -- 3ry ..3°.80 ? 1.5° 3 X33 20 - -- 33.2'7.? " M 33_10 50 'c - - r.+.' IE= r5 7t ) u' D �_ ----- _-- e3-- _�t�.. -,.- ._3395 . ... - - JO'W = ©.® I I II l I__ -,. _ • 40 " �- 40) L IE =2 " CULVERT PIPES "'' � - � 1 ��. -.__ - �_ =s ._. � p�� =!�_. y = 28.6(W. ENO; 'C')_,..,,, � � C:‘,,,,. : ..._ 'O 0 -• . 30 _ _ _�_ ,'^!: M _0�� • .. IE=28.5(E. END N • • -- :.. - -_ 40 --_ -. _.. _ _ a EX PIPES -. - - - 32. '-- _CB- �/t0 -(�j ___. - -.. ._ ��� J�6� RAIN LEADE �� ®°' ��.'�� PROTECT � � • _`v ii t , � . +6, 33 , � � • _2 >, .. IE Y L U�A�?407 LIMIT OF �•,'n i Z - - -- OB U 3 60 ' PAVE-ME T OVERLAY e I_ & � nc IE #14 (TY I) � 5 00,,� i �� ( f '._ I. . (HATC HED. TYP.) a :;7;:e%!. L `` F TE= 29.80 r• ci ' 82 `` IE= 29. TE =31 -,` G 1 C #13 (N II 48 Z -r I / -- I E- 26.72(MT) 34 555 PLEADER f I• N ( ��/ _ 326034 / 4 2 , ,� �, TCH ,, :.+..' =a,- ,:_.".,. -..,_:,. r ,DI IE 286' j / /.. n :- 7 ., . : , _ _ 91473 'Yf / �j /., % /��� REMOVE _.� � EXMC6� iP `RELOCATE EX 48' SD - ' ��" � --. ®�® / / /// / j // / / / i j� \�G. 1NC •w (SEE DETAIL) 34 -._ "' __ ....._ ;. �I i �� # s / i /// / �/� i i / / W , 'C � ,l/ VERIFY DEPTH O -n I , i / .' / / / / j / /� % / % W ~ 4P 6� c ' N po 0 PRIOR TO ANY CONST. '. / s O m ^ ` REMOVE ` REMOVE / \ # 1 � �/ o ,, ", ` ./ / �.'-,. /// j , dj - i6 d p PR .' D BUILDING h j/" �j� /%i %/, / N ° � ' u) s, PIPE EX PIPE / • / ,/ . , , �,/, i (r 0, NSOG UN. - FTGS. 1NDER F IGS ,..--"5 33.20 I 3 m c2' TE =3 " / 30:7/ / �� / /� �'I/Q2� /3 t�; . LL GB FINISH FLOOR 34.00 / APPRDX. JMITOF , 198 . 6 1E=32.34 CB 33 " (HATCHED, 0 IE =27.54(OUT) I TE =31.83 , `� ' �� /l n ,` I \: 1E =26.4 ((NN 7 % `• / APPROX. BLDG LOCATION PER ARCH. SITE PLA HA TYP.) ,E=26.37(0. ; t / // A - - __ I� Z m c� i 7 31 .. � . : = PROTEC 0 3 REM REMOVE ,31 / EX / N W • NOTES: IX CB EX PIPE 32- ._.- .. -_� 32 �?-- "' 3 / /£`7 / /, '✓ / • I 'I. ALL PIPES BE ATH UNDER FTGS. / ACCESS MH° CB - / / I / '8 > c_D NEW BUILDING SHAL BE / TE -31 3 E 25.6 (IN) PROTECT • PR• c7 E C8 ti = N v� CAPPED AND ABANDO D I / 20 B 29.66 E= 2560(O EX Q �y , E /TOP O GRADE { IN PLACE EXCEPT ST.RM ; 33 4E 26,.75. ° , j. , / / `� 0 0 PIPES UNDER F00 GS 3 �- - / ®tom � v i SHALL BE REMO D. �~ Ce REMOVE 32. j• � � 4 1 :: 7 ' Z, / / / / /o/ �S M \ M "EM.' D) ! L 7=29.73 EX CB i . ; TE= W I �- ��� __ • s :• Z5s /•" •�� "" ti TE =29.36 _ • r� • '. IE= 20.66( CMP) HH T ' . N 1.1 �� 3 `' �- / 0 .� E XIPE PROTECT >f Z , . ._- !�' � II� _.�^ - ,- IX PIPE 't7 B CT J O W _ �� o ' � -� 1 1 �GG -s► \ .,. RE MOVE � `r_ � ` � O 5 z / W 1 j , u-;' •: , �. ^ R q '� -.Ex F ■0 L� N V L 30 0 + s m N s i j i '� %B Ex ce P 1 IXISTING j' } i TE - 30.50 WING. N.I.C. � CF S. � 2 'CC _ ...... _ -.. - -__.._ ____ ✓PRO' CT EX CB IE= 25.72(114 yy +i � �• � ' C 32.4 I► RATS, TOP TO 31.6 C Girl EW 48' S D LOCATION �Ii2 3 �; IE= 25.54(114 C C8 (SEE DETAIL) j^ IE= 25.52(OUT) i q N W TE =30.9° l., / M n 1 ! S O O Z ,___j________________---' 3 N,- EXISTING E y �Z ____ 1 31 ---- -/ 30 ,� PAVING. N.I.C. E L II N PROTECT , r O %, F T I ' 31 IN P LAC E -L `, - 1 - APPROX. LIMIT OF ce° ( � 1 - . / � ■ // , PAVEMENT OVERLAY I t,�m�� 1. < /: //; // //'/</1 / // / / ' (HATCHED, r(P1) 4 4 Lii 30 / // / E 1 � 0 3 /- y7 � ! / TE 27,12 / i I " / / . ' / �' / IE= 23.36(OUT) / CB. i / ,,z, ., / / % / / 7=26.99 -.'.� / AC 2 715 // ` r -I 7C/ F- - i CB-,----‘ L29 iL23.2(({N) , �J p / 4 i9(IN r � D O )- / ---.- / IE= Z -, �1,,--(2u)' �• I I II II Q /' TE 27 03 PROTCT• Z :lE 23 57(114) I IN PLACE , -MOTE / CT EX CB _ 1 'C/B:#2' r,� N I E- 2 2 . 71(714) R . i R AlS . - LO N �graASS , � - OTECT - o o D o \ Y kkk(TY�II 54) ! � IN PLAC � , - / RLAY O O Q Z Q Ct TE= I Zt I PROTECT EX "G`B" _ _ O O J W 1_41 d j 1E- 2271 (W RAISE TOP - PROTECT to D • '� REMOVE IX CB 7 .1,0 11, FOR • N -(S EE, ' RAISE •• ' -• OVERLAY Q ' -7-/7 8 % , PROTECT _ Q Z _ - ? F IN - PLACE - ara �� / ' Z_ W L Q ct U rA ) '://iz./ a , S z o_ O --/- j ,- 6 CB #1 (TY II-48') 0 TE= TO GRADE IE= TO FIT O `yc 43,-¢o. 5106-CPS CONNECT IX PIPE �y a OIL /WTR SEPARATOR N (0R APPRVD. EQUAL) C7 ,- TE= 27.57 Z _ IE= 2257 Q cc 0 J a.om ey •a• JAL JEA 9 1 " =30' 3/13/95 ECEIVED CITY R OF TUKVJILA p „ u. 553151995 9 41 87. 02 PERMIT CENTER ..•, C3.1 0, 12 ii G -i- / 1 � / \ GRAPHIC SCALE -/ / \ \ , II. all II. MIME --- MI111.1.111.1111111.1 Z / \/ / . 1 Intl, = 30 R / -__ . _ mss - -_ ,I ,,,e L _ _ _ N \ \� ' I , - \ /i U1 N J -,..1 U S W i iumirsultmota LE-,.- OF WALL �\,\ `�. / ! J } \ (J1 -- 30 �� J CB N II 48) E SEQTION X �� l � , /. \ _ -� DITCH TO DAYLI - C6I < r � r - --- - / i ,-r I o N 6 . I = 25 / \ \ � �� %( t7 TE # 31 0.. 8 p �- _ 32 00 N / \ i / f )8 ss � 5 ti : r• \\ �i IE 26 8-t�\ / ---- ";� . 32.00. 41 E c "�` J j. �-2� -� /\- -%/ / � . - _; $ 2 32.50 _ 33:50 EI � � v I \ \r / "" S4 " \ \ " ` "W ®/ - 33.2. \. 45 \0 I l \ �' � .3300 N TE= 31. 10 / r / �. �® w�� � '� 143.00 ctr c tr �► (`�® N r '�® �� r �:I, 28.60 � � .. _ ... 32.70 /,� / v i // "' ..:33.50 ;k J1JW 4. 3 50 Q. `' � �... 34.00 \ \ \ 0 -22 t 1 t I ,..) ,. p' y _ 2 z 32 ^ _.. - -- ( - 3 32.80 i • - . _ �. \ -:� - i / 32 00 •� i... I _ _3q +; 32.0 1 -�__ ` ._=. ` / -- - -- i - `? .#, _ = :� ., /� // / �/ s r ' 33.95 33.95 3270 33. ri---r-p-LEAccTE d y0 ,i.. d REMOVE l , \ CB #9 (N Q o s ,- '/ ' -_ ; ,�3T EX `B I.`7'�a =29.80 ` W 8 • T • i 33.30 /� u 3 \ _ _ ` i - H : / „, 30.00 _ - o ,' ": 'S U , . y ' CB PROTECT IX MH /.72',/1,, /// pS./ N I 3 TE =29.94 RAISE TOP TO 31.60 ,i _ , \ `TS i �•� 31.50 . IE =24.08(IN) 33.30 y r • x 1 \ ,� F ;:, . _ ..t; S IN: . / / ,• • 31 3 50 0 CB # 12 (N ' IE =24.06(OUT) ��. R / RR \ \ ,; 3 :. 1 s �G �; ` • 32.00 30.50 F ' IE= 27.30 REMOVE p �.. \ • •3 33.2r • \��((( r - _ / 4 .1. N' I � REMOVE -'' D NH \ -~ . St REMOVE EX CB�� ; V.• -- _ a' C / - _ X31 IX C1B7� JJ/ X15.8+ - FENC \ ,, x o J '.k N PLACE . ♦ 31.5. FINISH LOOK= 34.0 � �, E 2 r r, : k P R 01 I_ D I� PE r ` ` o o N \ \\ % E FCTE L FhN I S H L ..I _ B U I L! �1 ,6,-d. a,3 30.0 _ \� R 01 �./ ' P ROTECT v Ogl1 1 .ion I N - N ✓ 60 Dl 33.20 J cfl ' , TEM3 9 REMOVE Ns S � E =29.37 , M M 32 :0 \ W _ IE =22 4 EX CB `, - �I il -- �IE =24 -83(0. 30 �b- ®=IX, 2 0 � o o U ROTECT 31 ;'' 31m •- 29.68 /' ' ® k -,._id , - Z N C L i - g 71 TPLACE `3 1.60 23.78 a "5 ),/ /\ � / i 1 I '\ C- } \\ , 23.73 ' p__ l 1 r [ 2 W a 24.86 1N - I ' 32.00 -_ • .. _ii myw,CM 1.m6 ® i l w CT bi ,,,,,..-,..-.•'''' REMOVE II rREMOVE EX CB // \\ - `V 32.80 - 3'5 ` ' N EX PIPE I - l i / / - �1 = - PROTECT EX CB 32 20 PROTECT RE MOVE ->: 32.6 �- 31.70 C '1 0 0 II- 8 ) "� = J a ut. _ RAISE TOP TO 31.60 R IN PLACE - . Q 32. / F- CONNECT NEW 8" ¢� EX PIPE 32 REMO \ 2 � Is 2 4.36 = �, /_ \ _' M / / ; / I ' 32 V E C ; I E - 2 ,OUT ` / ' ' ,, 32 # ,/ � � 33.20 \ ' \ - -. - .1F.2.. W 1n w , • J - - 3 31 w E ° X 32 00 ` \ 33 \ .. 33. - O (-3 ' \E. I - v - 1.3 0 + :� Z r > o 5 ss r\ 12"88 .o 41 1 6„...11,........2 L' Ce 99 • - 7.89 : rr v> ��.- ._ 32.80 I `� � l � ^ PROTECT EX CB ,riE" 28.39 , . \J ��� , �.__. _. 3 I - /.` * W _ ., -, 2 PROTECT B RAISE TOP TO 30.00 •51(IN RA -'�• 0 3000 ) : F 30 "T e LE, 0 0 . ..0 3 +00 m o 22.04(0.) ry ,,1 M>`- N 30.00 N N %T E,J LT Glz ,~J 3 p ` - - 2428(IN) \ AISTo \ AU7 1 •AISE Tr• 0 CB JE\ ) 3 2 I' r 29 ' ROTECT I N PLACE „... .- 7 370 •= 23.6 (IN) II :\.) TE= ET iE 23.6 (OUT) ', J IE- 21.83 27.80 B O r - ( 30 1 � EMOVEIX�e \ OHO \ „ ®I 3 = Z SEE DETAIL . . { a • '...... CB ♦ � 1 i ' TE =27.30 ■ ® PROTECT IN PLACE ` :' �- --------r-------3.- ,, / ( 1 IE =22.50(IN) ' -�' CB #4 (N I `-J 3 1E=21.830.) PROTECT CB ® ®® lE= 28.80, /% Z IE =21.80(OUT) Z INSTALL S UD CO�® IE- 24.20 // / W N PROTEC 29- (CONNECT '` /, / ,30.-- Q _ 'U. V. CO. 5106 -CPS I. �C \' TO EX PIPE) , / j< \ '� / H. OIL /WTR SEPARATOR CB 'J cv ® / / (OR APPRVD. EQUAL TE =27.90 CO w // / \ TE= 27.71 IE= 22.00(IN) T - / ////' / \ U) � IE= 21.8 IE= 21.85(OUT) 60 1000000 : - CONNECT AV i s :. -/ 29 __.: -.:/ / = NEW 8" ° '2,/' i \ //// IA k Z . i I ' s, APPROX. LIMIT OF / // % LL.I PAVEMENT OVERLAY / / ` • -/ Q ( 1 (HATCHED, TYP,) Z „,/,/ // / / ! I' 'f/ // / / //' / / -� // 1 W • TEM26.89 _ EXISTING O �/ �� `! o 1E--49.59 PAVING, N.I.C. O U // / :////, / / iE 21 89(TNy % • i Z a ' o 'i;-4,28, (ou / ^E =21 69,,1) , '' / , / . / //,,/// 1 zT IY / • / �// ir..�'j / 1 o • / N PLACE • a / /// / 1/ ' r , „PROTECT, EX. CB' / /, / l ';w • �j /RAISE TOP' / y •' / 4 BYPASS B #2 ♦-� ♦may /J' TE= " 1 7 0 5 RARE - O IE =TO'T - BUS Q REMOVE C13 = ■ c8 #1. (N II -48 ") STO•,� --a^1 0_ (SEED AIL) TE �IE TO FlT TO GRADE U = SSMH CONNECT EX PIP 4 � = IE =2r r Y 2 a • 7 U.V. CO. 5106 -CPS r.1 OIL /WTR SEPARATOR er ;qcro n JAL EA (OR APPRVD. EQUAL) 'D TE= TO GRADE • IE= TO FIT 1 RECENEO •c ao CITY OF TUKWIIA 1• =30. - I/ MAR 1 5 1995 » -94187, PERMIT CENTER Ott, C3.2 •T • •87\•.•97.0 - • • G • 40 _____. — 40 O x m M O U N I II 1 , N M + H _ a III IXI 11NG GRADE i Q F I if-'<-)H PROPOSED FINISH GGGRADE Q —_ 1 I 4 8" CONCR STORM DRAIN @ 0.68% 20 120 'i z P: °a M'i p m * ii ¢ - n + mm Nn m m mn N mo ,N a '1na mn oo .-a :9, o om M a _ a i d o n -,o oM o .N n o ; o � o NN N N MM •�M M rj Mr; MM MM nM M M N i�'JM r.n MM MM /[.')� ��/ ■ _rte °° 0+00 1 +00 2 +00 - 3 +00 4 +00 5 +00 6 +00 7 +00 8 +00 9 +00 . y ,., ,GS, I Nq 7 g .. k- p30 38" SQUARE CONCRETE SWALE ,, 11500 ACCESS HATCH 24" DIA. STEEL BY WALL CONTRACTOR N. CO. 3 -332P FRAME & COVER FLANGE CASE W/ DIAMOND PLATE COVERS TE= 29.7 STEEL BOLT DOWN LID _ \ N . ' o I _ rt K co 3 PRE -CAST 120 CUT OUT PORTION _ u 1 >- IMMMII DIA. MANHOLE W/ EX. 66" CONC. PIPE n . . - + (n } Lj CAST TOP SECTION CONC. BETWEEN / �,.,,,\� I _E: 101 - I CCIE , ��� WALL ADJUSTABLE " At �L 48" I.D. PIPE - . OUTLET 11111 7 2 07 n BELL CAST IN MH WEIR ♦/ N CG ST EEL CAST `O DRAINAGE ABRWALL W Z a EN X LE i W a a 11 LTA N r\s\ � I r I � CT OT SECTION LTES 1 (. :i ONC. PIPE Al!.:-- _ �I, INLET W EIR ) ,I hm ' � _ ° 48" PIPL ' UTILITY VAULT 5106 —CPS DETAIL 77 NO SCALE I Z L - -7r —� —" j ° - - � 3" CLASS 'B' ASPHALT (STANDARD) ' 2" CLASS 'B' ASPHALT (STANDARD) 2 . 'O 1 . 25 CUBIC YARD to (n 0 �y CAST -IN -PLACE W W CONCRETE BASE D! 2" COMPT. DEPTH 02 - 3" COMPT. DEPTH 1 PLAN Q CRUSHED ROCK OR < CRUSHED ROCK OR 3 SC / MAER (SA D CRUSHED BUILDING • CRUSHED BUILDING ALE: U. `• TER TNARD) -} MATERIAL (S TANDARD) ( \ \ ` �' ' ` BY —PASS PIPE MANHOLE ' e" -10• CEMENT B 10 CEMENT V TREATED BASE r TREATED BASE (/) }. Y J BREAK EXIST. f Z �f ff �f • // i 2f BREAK EXIST. A.C. INTO SECTION r r r r f r A.C. INTO SECTION W TOP � \ li "I; j %i� T ?;::,,:i:/ NO LARGER THAN ��iaa�ay0 a�T iiaN /v , T • �' NO LARGER THAN ,` ✓.)/ �> ✓<:,?,, 24 SIZE. ���!a�o���Q^a�� ' 24" SIZE 0 i NOTE: SEE ARCHITECTS SITE PLAN FOR TRUCK W PRECAST MANHOLE = G R OUTE AND LIMIT OF HEAVY PAVEMENT. (n Q SE C'T1ONS 2 DIA. PRESSURE MANHOLE STANDARD PAVEMENT SECTION HEAVY PAVEMENT SECTION w Q w ACCESS CAST INTO 0 0_ Z SIGN NO SCALE NO SCALE 48"0 PIPE. (DESIGN � PRESSURE 150 PSIO Z 0_ Z -® 1 1/2 CLASS '8' ASPHALT OVERLAY C W T Y U jiiii 5 „ z Q I— i /i /ii� /4o .ir�ii i% � /, :::::r7: Q IXIST. PVM'T. ' �i G ' tS U U o lir SECTION ~ ; 0 0 0 0 o 000000000 � ' U 0 0 0 0 0 0 NEW PVM'T. 0 O ` — SECTION 0 O CAST IN PLACE NEAT SAW - CUT CONCRETE BASE 4a'� EDGE OF PVM • f f f r ff f Ln .a �yai�Ya ,. ,a.v ? G.aif''. ,. ' PRESSURE MANHOLE DETAIL PAVEMENT INTERFACE NO SCALE NO SCALE Q J Y P E " JEA RECEIVED •c1 " =30 �- CITY OF TUKWIIA 7 ,,, _ MAR 1 51995 94187.00 PERMIT CENTER . C3.3 12 0 Va ■ (, ?l GRAPHIC SCALE j ;I , t .,o . 15 n ,'. I I (IN FEET ) tt 1 Inch = 30 tt. 15 0 - ! 04l _.. i t 1 t � OZl t 1 / - 011 J 100 - - - _. -_ - -. _ - -_ - - ._ -_.�- OOL _�-- G W t t . _ t 90 1 10 6 TEE -041,) __- - - . . _ _ - - � ,..,.?4, 1 -6 GV (FLxMJ) . -_ '- _ - — O8 - M � ` DIP-. CI 52 _ - _ 8 - _ _ -- - -- -1 »6 GV 1FLx,A1J,, L) l = <,Sy' ` -- -- CONC BLI(- - - 1 376 _DEF EC] O - -� 128--1-.-6°-• NL� LIC '. -/; ms' :. Ge $ _ -- -� -C 1/4' BEN0. MJ) "8 LP 6 3y CT10 47.......................__........, 40 LF 70 - o' �Ja�i 4391 aU.__�7 �' 'Y \ 7 iS 2 O00 i E -; h: D G • �- -� : 2 31 3 33.20 �. / 33.20 J 5--- - _ , •j` V � 0 . 50 `� a - -- - 32 3C. SC - _. - _ - _4_ f31 =° ., » - _ -v P - II li ij • tr 1 11. ' i ggilliAillb _ *aft, _. .. 1 5 -SO i L _ _ '. - 1. _ O , . , 34 -_ ___- ...-- ..- .... -_ _. _ .. Y 2 CONC o r' N L 33.20! _� R O 1 �,� 1 -22 N BLK l BEN °""'^ '` PROPOSED BUILDING �' \ �, S- o a I— .` FIN FLOOR= 34.00 3320 __ 307 s o1 98 6 '" VI LLI 198.66 m 32 2 , _— .— _.- _.___ —.. �.t - - v LJ . _, �. N N oW � J / / Q 3 1 3 1 l ` l O w i\ W ; CONNECT TO EX 1O" W/ J ¢ 1 17 -1/4' RENO (MJ)., _J FIRE SPRINKLER. LINES �� �, ; 4 ��SS j °z- W 1 70" TEE 4MJ) 10 "x8 ":TEEs'(MJxFL) 33.20/ N '' ,--z7 t = U t - 80' GV MJ 2 GVs (F1xMJ)) 1 45' BEND (MJ) }' 3 1 N - ( ) "BENDS (M:1) 1�CONC BLK I -% •' .0 0 o 2,ONC BLKS),' ` ■ 1 10" TO 8 REDUCER (MO 2 -42 8° DIP_.CL i 31 - - - -- " _ __ 0�. __ , ` m N 6 CON LKs -T 32.7 - - 3�2 METERED :�_' I 25.0 h I j / DOM. j WTR. SVC. - -� R- ` GI I i �'� j -: ��� _ --�� _ 12 { 2 9 i� 0 I .. 1® �� 33.2C 33.20 '2.7C / ,� - 1p' 3G.0 � � , ' Z `t ``t LiJ 1 �� �• � • 3 _ 3 O so/ 29 y _ J� G j 52 CA z "„ tz ss2.eo so ° i QZ v a • .3 'II■�- cMi� O • J C1 52 - -- 50 = #e " '` - 229 8" DIP . 1�1 x8" TEE _ 32 '.10' DIP CI 52 - _,�,,„ �. p 0" E (MJ FL) O f ` l - _ C'' ms' _ 1�8 GV (FLxMJ - GI ,1( p f . l G , - 28 LFf 8' DlP C4.52 2 »°'' 1.".8" CAP "jMJ) 1 F w r..' �, a?,a ;" ,r _ `- .` ,rte s, _ ..5 x_.i ,. .,s£.4 ._�.: -_i - - - 2�CONC B LKS c . f`"� 1 - Li ' � ®- t �'+ 171 -1 /4' BEND (MJ) �' O� CC - 32- - 170 ° x6' TEE (MJxFt) L. t 3 . 32 -- -- �1 +6" GM F1xMJ) co i 10 LFt 6 DIP CI.52 N 1 �CONC BLK ASSY ^. { Q — 31 _ NOTES: CC Z Y Q _ � J n ; 1. EXISTING WATER SYSTEM t a Lit 5 MUST -: REMAIN IN SERVICE : j U : _ . UN \ a / UNTIL NEW WATER SYSTEM IS 1 Q W L APPROVED AND IN SERVICE. 1 1 Q —L z - CQ 2. STEEL PIPE BENEATH BLDG. z ..% • `� AND OVER 3' DEEP SHALL r- - T ; W Z % � U BE CAPPED AND ABANDONED > V \ _ II II 11 IN PLACE. i • < I— e ms s°' ,—..r-�` 0 0 0 (,I cc t i N E • C F E • JAL JEA cl oP U wi A 1 " =30' a 3/13/95 I pp no. MAR 1 51995 94.187 nn I PERMIT CENTER `',.J.1::;,-*:.. ,i._...\.„__________\ — C4.10, 12 c ,, N 1 -8 " x6" TEE ' -. ._- _� i..��� _ - 1,10%8" ( ) p JxFL) N ` TEE Mi�FL 7 F .. _- _- - 8`CAP MJ) 32.00\ 39 LF 8 " - . - O . N l 6 °/ i -6" G (FLzMJ) 8p I o i, ; _ ' - 8 LF 6" DIP C , /` 1 8 GV (n N / .. _ DIP CL52 6 8 . 5 `/ , : n �' S5 -- 3 � ` - RE _ DIF'__C S 52 ;' 1 i 1 1,0N9 � 5 F , 2 - FIRE HYD ASSY _ .. -- ,,__,/ S O '� y :" � 1 �C ONG BLK - _ -GONG BLKS _- - -3 °O - 'Mir l \ J `�2 r _ 3i.� � �� „ �' \` �33' 2 . 1111‘2 4 50 y » ___240 -LF B" DIP .1.52 .. - \ - 00 N P -- 32 50 J3 `-a. --,302 LF 10 72D CI 52. ` 33 O fl 12 _ l 3 A 04 ` 1 3 _ 1. 3.SC 32 � ".... 01 ' � /'' 3 ".. v 32.c0 \ ^ - -_ _ -5 33 , f _ 7 ~ 32 2 � Q DOM WiR SVC \� 0 ,o- _, r _ l 33 r _ * .. _-, 15 x 10 TEE (FL) _- - - -_ V , -: „- 33.95 33.95 3270 - ' 1 10 TO 8" j - \ - R (FLxMJ) _ :\ 2' . ., '=•'.2,10 ) E f N ;2 / ' 1 -GOG B3'.6C/ 30.00 I 33 - {... R 32.Oy 30 00 32 S 0 3' 50 N '� / 33.3 \+33 1 , -- _ -� / O 37 .50 3O R R F ' q \ l \ ``JJ /, I I • r - 1 _ _ - - 2 1 - 3200 30 50 0- - 'I -r 33 J 2 \ 5 , I L 30.30 3 • - ` \.PROPO ED BUILDIN lir x - • - r 3 60 , FI ELOOR _ 34, 00 ' '\ \ � PROPOSED BUILDING -- :: \31.50 FINISH FLOOR= 34.00 r � 32 60 i 3320 I ,_ z k /I 33.30 1 i4 ® ` W I tsv ` 3 Y \ .n 37 p 2 1- 10 "x6" TEE (MJxFL) O_ /,' A "' � �_ 6" GV (FMJ) 'it a C j\ < € 31 �. 3270 )' -- \ B 1 - LF 6" DIP Lx CL52 c ' : C • \ s . u 4 . . i .. ,, 1 -FlRE HYD ASSY 1, hs 13 \ 3 - , .1 -GONG BLK , - 3330 2 1 n ? ETER i / FIRE SPRINKLER LINES , a. - �•� i y �D M W1R. S Cs, 2 -8 "x8" TEES (MJ,L) �� Y "° "s T -8 "x6 'TEF,(MJ,L) \,,,,,,,,. i .1 -6" GV (F.111,1) (F.111,1) 82 L GVs DIP C1_) 3220 -- \33.30 ' 33.30 67-+ i 82 LF 8" DIP CL52 37.30 \ \\ 1 -8" CAP (MJ) IN 5 32.00 \ , x \ O. 32 8° $ ?� n 2• -GONG BI-Ks �G G \ / 33 ; 33 <,,,- - -. - 35t LF 6 DIP CL52 y ,� 2 / 1,..: FIRE HYD ASSY I F '� '(5 \\ 32 20 . d `-C I c s i, 1 w 2- CONC.BLI(S 2 2" METERED I -_ K C, Q - P• \32.60 32.60/ 3 6b/ 31 70 ,/ � ji71\ DOM. W SVCs. p- W ri riffili W \ e , 1 <, \`i/ z 32 / 1 t ® 33.20 '33.20 ,. �\ ,` I 3p b 5150 •S " ' ,; \ g '��-_- 1! ` 3� 1.30 0 \ � 2 - 00 .0 \ 33 ' \ \ .. 33.20 V h a i s �' .1 \ .. 2 8080 \ 12 ° SS I II O Z 1. - '':,,�'•. > 32.1 cn 3 \ �I�� r cn ` .. 0 , k 4 � 3 J 48 SD ` -± N 30.00 ` _ - I 'ei::4 ' . 2 g 3 1 _- 3 2 ®� , - m �N z. 30.E - _ .. 03 CO N l'\. x x ` `28.50 \ 2 !! - w 5,,,.. ,), i.,, , ....001,; M , 27.90 ® Nv r\N x \ , N\ Y ; T L :d. 1 101 1 : - - 8 0 �; . N� j 29. T WATER S t�!'10' �P O\.5 ' � `O C� ,�' � CONNECS"�TOfEX WATER MEIN \ \ 1 }.: ® WM VERIFY SIZE & LOCARON \\\ Lp ::::,' 10 PRIOR TO ANY CONST -90' BEND (FL) 3 °°"" 1 > 1 -11 -1 4' BEND FL 1 -10 CROSS {FL) \ 29 (S- / ( ) I s� 1 -FLxMJ ADAPTOR m t(I 2 -FLxMJ ADAPTORS 2 4 1 - .. ...- ..- .... _29 . _ . _ . . _. 2 -GONG BLKS E 2 -10' TO 8" REDUCERS (FL) -- - 1- 71 -7/4' BEND (FL) ` -� - 1 -8" GV (FLLMJ) a 1 -10 GV (FLxMJ) z 1 -BLIND FLANGE \ 2 5 Z z 2 -GONG BLKS J J \ 7,2,5, , I 'E'34 1 1 O z 1 F r....4 : , DTI N -J ( , 3 t s �1 / 27 .. �J 28 F-'. 5 ri....\C::). V n • I (Z6 e LL ▪ 1 J / Q Y N fl ��- ........m. A__u. 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EAST SEATTLE, WA 98102 tsse n @, �� 1V BRH (206) 323 -4144 /969 '��OA' TUKWILA WASHINGTON ��5�'JS \I �� "s + � /.+n+ I rvo reewsiory DATE i . _ '2 ;7,1 P. • 35 . In 7_ • 47 CC : 1 1 !ii 1111 ' ,YINITCV 0 -'71T7/13'''''" . , AMIllb■ _.-A40111111...- _.._ 1 tn1 cl, cc rt A ,.' ..- r ap MRE-1.E., , 30 ,-- 1 1 I I - unal ANINO 1 , kl,741. FINER JO b 25 -- if, ■ippr nrE4m,,,6A s l o RING APB DOVER 20 28 ft/ft 2.09 ctrMr SLO E 0.0022 DIA 12in. _ I ___._ 292.01' etri 1 i SLOPE O.0022 ft/ ft A , ! I I DIA 12in., I 2. 1,1 , ol I n zek v, r— ;.:'4 ,;''' 4 1 . 1 i I 1 I I .0..... S. 12+00 11+00 10+00 9+00 8+00 7+00 6+00 8" CLEAN—OUT DETAIL ...... :-.) . .. Itic I • - io < E 1 ab ,: e. ba _ IZNi RING AND COY. 2 40 r , ''''' listle 11.1 DETAIL S-3 , _ 1 g , 1 1 I , 'k I #'- 1 7 ci 21 35 '.. Z . — —°. I'Sq I 4" MIN. 1 MEP SEE S-3. -4 . . :...3': 1 g It -I _ _. __. .. 1 ,, iii z - < 292.01 iiimmiwietw. v.„. ::. 4 _ D .61 - 1 130 , (1) _ _ _ _ _ _ .;, ----- j _____ -- . :i - ; 25 i 1 2 1 ct L, in ' ctr/ct r i 20 LAI t15 - SLOPE 0.0022 ft/ft ---. liirtii 0 0 • DIA 12Th. --.- , 285.42' ctr/ctrl _..1 SLOPE 0.0022 ft/ft 7,;E! , 1 1 DIA 12in. SEE NOTE B. 1 . - I g ---. - - 18" - MAX. - SEE - NOTE - 1 - - -- - - M ' , , I . 7 01 15 ' ' NODE. 7 I E7I ;') I g g cII cc'4I T..,11,FZIMMUZIWZ17.4... 1 n 5+00 4+00 3+00 2+00 1+00 0+00 '' ' / E ,PgreLMPIX PIZEI£RIVATIOL.W D. RUBBER GASKET O GROUT AT ALL JONI. SANITARY SEWER MANHOLE DETAIL - 48- & 54" G ' i NO SCALE 6 8 I - i ).'%), . C/3 ›— c:15....... < - I-- LU 0 Et LLI 0_ : , i N < D 0_ 0 )— (f) X < --• I— s_ < 0 Z I.0 N i 0 JAL JEA ... ,.. c 4 s $ E u v v . 1".= 30 3/13/95 ... HAR 1 5l99 94187.02 PERMIT CENTER 12 . . i c: • . . TREE REPLACEMENT RATIOS • NOTES REPLACEMENT TREE CALCULATIONS Diameter of Existing Trees Removed 4 " -8" 8" -12" >12" -18" >18' -24• # of Trees * For Geotech work (1994) tree removal, replacement was based Removed 31 6 11 1 on city of Tukwila Interim Standards for Tree Clearing and Replacement t 2 4 6 Planting, Ordinance 1715, Section VII, 7.8, C2, Table A. Tree Tree Ratio replacement ratios. 93 trees required; 1/3 big -leaf maple (Acer # of Trees a 1 12 44 s macrophyllum) and 2/3 Douglas fir trees (Pseudotsuga Required menziesii) size to be 1' -2' height saplings. TREE REMOVAL LEGEND — r 6" A ALDER 6" CH CHERRY , ,•- '� a L g 4" C COTTONWOOD I e, �� — � J \ f TREE REPLACEMENT AREA �� ` ' VEGETATIVE TREE MASS "� ,� • \ / - 0 \ '1 , I 1 REMOVED 1994 �) � , / - � A i � , ` L/ I no / •? l•"' 0:44 ( � . 4: U NQ�IST••BEO j l 90 l\ ' \ es N DISTURBED NATURAL VEGETATION • / / /�1 • � �t,�.�q s^ � i --�.<_ ._ _ ..,.•� � i2 �5C �: •6P . 54• •$¢ p .,.L��J"' 4 6 '_ \ e�� •L.� n. t 1 t wu"u"nn _ _.G�: ay,r .mmm �F m I v�• }i \A .,'-'. c \V -1 L- [• • / , % //� e ��� \ / N --"1„,..--- j 37 _ J EXISTING STRUCTURE '� -- , � �" , ^P{ " . IN\ NN i 411 ' N 1 v \ �� • C 1 illirinrriTillMi (...\(: X N f4 \ \ /// \\ J/ s i 1 Landscape Architecture T. Shawn Parsons, R.L.A. z 600 Main Street, Suite D Edmonds, WA 98020 N 3z / I I Telephone (206). 776.4932 FAX (206). 776.4932 \ M10 /\ \ - \ I 1 0 \ �( /� 1 PARK PLACE . • p 1 -2' HT. SAPLINGS ' \ _/ i' ' }o ;�/ \ 17501 SOUTH CENTER PARKWAY j DI 4' AMETE MAXIM R UM HOLE BACKFILL WITH NATIVE SOIL \ I 1/ ' - a \ / I L.� Q-Q liCAM"' \ —� - -' �� ;" TURNER AND ASSOCIATES 1 29___ / sazo 24th PLACE NE ARCHITECTS _ -11111 I SEATTLE, WASHINGTON 98155 • SAPLING PLANTING DETAIL Ci �� J TELE: (206) 365 -7431 FAX' (206) 365 -7504 NO SCALE J I A\\ ; z, „ LANDS.PLAN 1994ACEMEMT • • • NOTE: DENSITY MAY INCREASE PARK PLACE — TUKWILA, WA ' L ; ' -..,,,00 REINCORPORATE JOB: PARK PLACE ./..+14. }=� REQUIRED PLANT COUNT. 2. �.,.. \ I / • i FILE: Q 'S ~ �. DRAWN BY: E.A.K. Q e � CHECKED BY: T.S.P. / • i ' DATE: 3 -14 -96 i SCALE: 1' = 40' -0 /N % REVISIONS •\ / PLAN VIEW • SCALE: 1 40' • 0' flECEIVEO \� c, OF TUKWILA REPLACEMENT TREE PLANTING DETAIL MAR l 5 1995 SCALE AS NOTED PERMIT CENTER LANDSCAPE TREE REPLACEMENT £1 r Pa SHEET pS PLAN - 1994 LJ LTR — 1 p1 ' �1 HAWN MINNS e . NOTES REPLACEMENT TREE CALCULATIONS 1 -2' HT. SAPLINGS * For areas to be removed for construction (1995) replacement 4" MAXIMUM HOLE B BACKFILL WITH NATIVE SOIL was based on city of Tukwila Interim Standards for Tree DIAMETER � ° a Clearing and Planting, Ordinance 1715, Section VII, 7.9, D.2 ' 141-?; - III€�I — I M I ITI Cano method of tree re lacement and based on BRH I III = 1111 PY p i III calculation of tree canopy area to be removed. 25,752 s.f 82 trees required; 1/3 big -leaf maple (Acer macrophyllum) and SAPLING PLANTING DET.viL 2/3 Douglas fir trees (Pseudotsuga menziesii) size to be 1' -2' NO O SCALE height saplings. INCORPO D \ NOTE: The Site has a canopy equal q� cover eual to 20.72% of the total site area. NOTE: ENSITY MAY INCREASE /• . • } . y . TO RATE • +--t \�00 REQUIRED PLANT COUNT. (140,265 s.f. previous west slope area; total site area; 676,948 s.f.) • . • " • • • - \ Trees are to be planted between Oct 31 1995 to March 1,1996. / %.• . - . • . • . • . • . / / ♦ ' -' .' = s.�.- "lw..i. ''• .. . _. .� . -.... .t _._n.�.... _ • f ♦ ♦,♦ - - .mss. a .,,a- om .I • TAT \ • /rye , l -, I i \ \ • / PLAN VIEW TREERFPL AREA I \ / SCALE: 1" = 40' - 0' \ ' --93 I ' M -'19 • • . UNDISTURBED NATURAL VEGETATION q Ns / — 827REE: 1995 E �a�-^ :175 TREES TOTAL , /(4 REPLACEMENT TREE PLANTING DETAIL VEGETATIVE TIVE TREE MASS REMOVED 1994 / � SCALE AS NOTED SEE SHEET LRT -2 s 1 �NDC '3' �\ S ATUR7IL�I N 1 vro ; e / , / / �' - ' ` ` 1) ` �� I @ � � ` �/ =; s...,. , ;� ,"- �. - / •4 1d �.f. >--E. w- r - . - /r / / s � ��� r r " � s / _ - ■ 77EMOVEDI/EGETATION _1995 `^ - _ - EMOD fi ED_VE�G ON PR . �. • •Wi/ 1 nA T I / / / •POSED RETAINING W �i 1 /off u ��� nru n . . i a �. .13'L " . .a :�G - I= �� : : ������. ����i�nn������������ ,����������������� ����, �,�� �� ����� ❑ • A% • ,� • . . " ", ././7e A ������iiii, nn��i ii������� �ii��n��i�iiii�������iiiiii������iw�u��iiiiii i it �ii�i ���� Liii,���i��iii,iii�� ��� �����iii�iii������ •i A i�niiiiiii����i� �.n��i��� • � 4iiA�� iii „��iiii�iii�n���iiiii T i s l'II'.I�. . -� — 1 — _ • , N 1,0' _ • \ \ / - \ N. L — PROPOSED BUILDINGS — J N N \ l I N. 'III 11 1 1 1 r I I\ N -N. , N • ■ ATI Ipi VOW n ��y h \ ' 11111b*■1 J I ICariclsc ap e Architecture I I I �� ■ ■ _-- ' ' I Telephone (206). 776.4932 FAX (206). 0 6 49321 \ s / / MN 5 N J \ N. / 14 / I � I I T7501 SOUTH CENTER PAFd<WAY N. v N ` C • TURNER AND ASSOCIATES N 1 C 1 — 7 c ) ( � �I I 1 1842o 24th PLACE N.E. ARCHITECTS DCA \\ ..---' . ---- 1 O ✓ '/ SEATTLE, WASHWTON 98155 • / L— • TELE (206) 365 -7431 FAX: (206) 365 -7504 i . ,. ' f l�� - LANDS. TREE REPLACEMENT 1 I PLAN -1995 / PARK PLACE - TUKWILA, WA JOB: PARK PLACE I / FILE, PPLtGCD / DRAWN BY: J.T.S. CHECKED BY: TS.P. •• DATE: 3 -14 -95 Y SCALE 1” = 40' -0" h I „l__.L--S--. : > I � REVISIONS s g${{ATE tlF {:.MASNINgTON p i a&G 1 p E A q R H ^ q � E , I E -- C I SMAW� N PAIIS01�9 • COMM.= NO. 3045 SHEET LANDSCAPE TREE REPLACEMENT - PLAN - 1995 RECEIVED LTR— - -2 C{TY OF TUI:WILA L •iAR 1 5 1995 PERMIT CENTER i • E • _ _ ■ .— NOTE . NOT \ FOR WALL DETAIL SEE DRAWINGS \ BY C.T. ENGINEERING / \\ ' • SHOTCRETE - \ IVY IN 12` X 12" PLANTER ` I / EXISTING VEGETATION TO REMAIN Y/ ' -> // \ / / (WETLAND BUFFER PLANTING) -/ // i A I • EXISTING WETLANDS. DO NOT DISTURB. —, EXISTING VEGETATION ' TO REMAIN IVY PLANTING @ RETAINING WALL — — — . _ - $EE SHEET L -2 FOR PLANTER DETAIL UMW (FOR SECURITY \ ' j�/�J ' - 4 BY CT ENGINEEfiE NOT TO SCALE 7 . fir - - -- ! I ING. SE DRAWINGS ADD 1) OW OF ONE GALLN ONT.OE I AT ! • I R , „ ° / i t �. � �'���s.Ql�✓.i,� i + ��i'��fv/�w�i � mr��i.� d s I � �/i ---1 I l 7 � , I -. ■- �/ �/ V 1 OPEN DITCH TO REMAIN • 3 ���_ HVDROSEED ALL DISTURBED AREAS. • �v” / r !N.. I', COTONESTEUDCE ' N u PLACE IN A FRONT R OF GRO SHRUBS. NOV R �',,� 1 PLACE IN FRONT OF SHRUBS { �re1`, Mai. ?• ° COTONEASTER GROUNDCOVER =, s ' T ' [[[[ , COTONEASTER GROUNDCOVER ; ii OS 7, PLACE IN FRONT OF SHRUBS , "_ _ Ill r7 r7 y a ' R a k ' `- ITY PURPOSESI �O `. ",°�= S DISPOSE OF OFF SITE OR b T t L ENLARGED AREA FRONTAGE I lr� I GRIND FOR ON SITE MULCH 1_ �u� �� RELOCATED EXISTING 4'x44,4,3 E XPOSED ( , NRuP DIRECTION OF LA. i t' -1� PLANTING) SEE SHEET L -6 FOR TS Off„ AGGREGATE RAISED PLANTER BOXE BY OTHE i 9 i ! J PLANTING THIS AREA. Y +� '� � , 10 LOCATIONS (TYPICAL), SEE IRRI GATION PLAN " ' • & PLANTING DETAIL ON L -2. 'r y r : . _ _ \ - / . FIRE HYDRANT /J� 1 / 1 L - „ --� � � � ( � )' 1 PM REMOVE EVERY OTHER CEDAR v� ( IC I; 1 �. e ti, e ` ; p ` !,``� 71411 Ora ? ` I_ — J `r r • I - -^M-. .� .._...,:.m... - ����jjj \� I I I I I I I 11 I l Landscape Architectur r • TeI 600 ep Main Strut, Suite D Edmonds, WA 98020 CR S .:• W H J I • N ' woo.H D / , / • r ' \ Tclllauc (206), 776,4932 fAX (206), 774,7803 ,(SEE DETAI • T 2 , � LL . � I I I I . I ! ./ r / I I _ REMOVE ALL EXISTING CEDAR TREES 1 4 .. , I�f p��1 Z ! f y� _ � �� , r / AND REMOVE AS PER COMMENT ABOVE. , f��� A cy +. ADD HEDERA HELIX 'HAHN S' /HAHN'S IV V ,. )�' 1�� A OP � „ - Vie: t Y I !LH!U C /w . Ir 1 M� • \ SCO 1 � YM PARK P LACE yam. _ :� � t ) I� — E %ISTING SIDEW I 5 G h _G aple 12tl s 7 :! \ � � .j � I'9 �© xn \! �r. /- O I Cel) _ l -i' OiO `�"V� /� f � ' � � ' +I '✓.� • °� I ('n�8 -� + � *:� . „ � ( ns ,' w I,; - ��; �I/ 16420 24tH PLACE N.E. ARCHITECTS � ( - 1 r n •r , e S� �` ::; � ���r � 4. �/ : 'S -st , bni I "Red Sunset " / Red Sunset I /,' 1 3/4 (/ d set branched t 5' / / \ O 'O ER ARO. . ETER „ I :: : 1 V`-- Detula pendula lacy: ata/ Cutleaf weeping 2 -2'/ :' cal.. 14 -IG' ht.. specimen r ' r ' OF R ADJ a C ' -. /o �. S "� TELE: (206) 365 -7431 FAX: (206) 365 -7504 quality ' J----•-'-'- I \ gy m r � j �. birch ' 11 Off"' �% '�� ' ; LANDSCAPE PL AN l�aecypans neatkalens!s /Alaska G -8', 8 -10' & 10 -12' (size as noted) _SYMBOL BOTANICAL /COMMON NAME I SIZE /COMMENTS t^ C� T')OI \J1/ Cha plow cedar ht., B&B, specimen quality -- i o; �i 7 �, ♦ t l homage planting sheet L -5) Na!ldina domshca'wtl Dwarf`/ 2 gal. onL, 15” min. height, 5specimen specimen en II tat _ �A �:j �� � ��� l� 0 CuprreYlypars Icylandl /Leyland 5 -G t fc lit , B&B Woods e dwarf eo heavcnl s bamboo ,1* � r PARK PLACE — TUKWILA, WA (See enlarged street Clip �' Y qu ic I FI'' l, - ; ' �e A. '� 4.�-- cymess 1 JOB: PARK PLACE Photi!ua frasei / plwt!nia 24 -3G ht., B &B, full &bushy I�� \) PYLON SIGN — �� /. • FILE: PPLtGCD Existing native vegetation le undisturbed / C• ° –% -� +•! DRAWN BY: U.T.S. I � Plcris Mountain Fire/ Mountain Fire pie, is 18 min. height specimen quality - , at �� �� r +) Existing Trees to remain P rotcct as . 7 ',a �L`j,�{777` w.'FR�rvv'ffff!�✓✓ ++ CHECKED BY: T.S.P. -- .shown In detail Prunus laurocernsus' Otto Luyken "/ 15"-18" height, specimen qualify ��' :: kll E 40DED ;J Au d ISOS Tcer dd/ dgoodLdon d set, branched Q 5' ' Rd_ . (SEE DETAIL,SHEET L -2) Pscudolsuga menz!eslJ Douglas hr 5-6 ht., nursery grown, specimen Montague' fl �� qua y .. Viburnum davidii/ Vibummit 12 height, B &B �� 5' OF EXISTING GROUND COVER TO REMAIN Duercus Eminent, "Schmidt " / Forest green I'' /x" cal., specimen quality. matched PROTECT EXISTING VEGETATION AS REQUIRED. aP oak set, brandied 5' GROUND COVER REMOVE ALL EXISTWG SHRUBBERY THIS AREA REOT 8 /(r\ WHERE DISPOSE P OF GROUNDCOVER IS SHOWN AND OF �� 1/� \IL\Y\/ Tltuja plicala/ Western red cedar 5 -G' In , s en lit Cotoneaster damned/ Dearberl 4" pots la led r 24" o.G OFF SITE. pccim quality y p plan GROUND COVER PLANTING NOTE: u Hcdcra I`�' helix "Hahn s i / Hahn's En lish 4" tots plant at 24" o.c. man ular �.I AWN VANSON$ • 0 DIM cord. "Grecnspire "/ "Greenspire' I Y "- 1 -3/4" cal., specimen qualify, �' g 1 I g 1) INTERIOR PARKING LOT PLANTERS TO RECEIVE 'BAR HARBOR" JUNIPER PLAFlnNG. Under, branched n 5', matched set - pattern Li OfAl1nCATa NO. ao1 21 PERIMETER PLANTING ALONG WEST AND SOUTH SIDE TO BE PLANTED WITH "HAHN'S IVY ". ;To KwItA 'k "`(� /3 -9 SHRUBS Junipems horizontalis "Bar Harbor" / "Dar 2 gal corn., plain 3• n.e SHEET Harbor" juniper 3) STREET FRONT PLANTER ALONG SOUTHCENTER PARKWAY AND PLANTER IMMEDIATELY 1955 ADJACENT TO BUILDINGS TO BE INSTALLED WITH 'BEARBERRV` GROUND COVER. PERMIT CENTER 110 Cis us purpurcus Orchid rockrose 5 gal. cool ,min ht 18" Wildflower/ Erosion control grass mix Country Green -Turf Farms lexeorllnla "Burlbrdii " /Burfnrdhnll 8 LANDSCAPE PLAN �� I -800- 300 -] -SOD y 21" lit , B&B ; also see specifications SCALE: r = 40' - 0 , " / cip LigushV m japonicullV Japanese privet 5 gal. coot., n1in. ht. 18" F� _ - ' ), Existing ground cover to remain NORTH L 1 �`-"'^--^^' PROTECT EXISTING VEGETATION AS NECESSARY. . • c NOTES LANDSCAPE DETAILS PLANTING NOTES mx u x as . on Yx .tt a�,.�Yxr , xa sea,Fa`' .� rF � x ,,Inx lourto w °.tt , 4ii / r x a eaA Karta ii o xra a e a o0o x� o aaaEaPoxa P P x o �N rx e �x e o , °` °` no L y, 7 °' u,xiPZ con vrix �.rixvozoiceo .fso. a°=Tace WIRE AROUND NOTES. I. NOSE REINFORCED [worn ` wRAP - srnKE Twtr r. cuT NTEntocKED � ■ _ z \ �r.�e xxxxx wwE 14 GA. DDURLE srRANO „ . e ... , ..,„ es sx,.u. ec e i4 i aaoK c,aea o x - HOSE I TWIST TO TIGHTEN / s. c vi c eoor ^ ea u.:a.s. TRUNK !! 3. STAKE 2" X 2" WOOD PRE- STAINr0 — - / � orx[ axis[ xm[o oviv[D axe +:aAt coxraxeroa uvi[ss NOTCH DROWN. FOR WI EVENLY - - `- `+ > i x �ix puxDUN' TREE OUTS DE OF ROOmA„ / NOICII STAKE FOR WIRE APER MULCH THICKNESS DOwN , V ° TO TOP OF Root UAL I f4 a. � t x XPP cAr1oN _ , ,_.,\ . Y •{ ,„..--1,v, 2' s 2' HEM FIR STAKE DRIVEN TO I .e zvmaiar co :nose in ue iacala o[ t atac con ns TOP OF Aii P Y P :. t�h ^ r STAKE TO POINT PREVAILING WIND. /' I / ✓ v �, ` ,, _ wlnE AND HosE NOTE' ,• t x APPROXIMATELY ONE THIRD TO ONE I I HALF OF THE TREE'S BRANCHES I MULCH SHAL L BE REMOVED. ADDITIONAL I A THINNING SHALL OCCUR TO MINIMIZE / W Y ' PLANTING SOIL VERTICAL GROWTH AND TO ENCOURAGE BEflM 6 DASIN HORIZONTAL GROWTH WD■CATE BRANCHES TO BE n rj� ' � - - -115 ■ REMOVED 0 AT CUT LINE 11 EI �� R y0 ,,c OPEN DUNLAP FD ' • /^ I; r •V` /-K• � * # \ I I DACK TOP II]rd ANO OL b -' �I IPM1 =—III " �I - III ° INIII=11111= 11111 TIMES ITI1= 1 = .• 1 = —- II -1-1 . z TIMES Raor . -- !_"1" . + •r �, nrn On nooran]a • u . TREE STAKING DETAIL (CONIFER TREE) TREE PRUNING GUIDE (EXISTING DECIDUOUS TREE) ' i ii ! °' ' . 0 NO SCALE ' ' T NOT TO SCALE '�F y� ( D :∎: i 2 "X6" PRESSURE . TREATED D I . 1"X2" WOOD STAKES .. . j C ;, '/ RELOCATED EXISTING +*� 4' x 4' x 3'-6" EXPOSED ti`C Gr ' 4r� y, ; AGGREGATE RAISED 4 OF CRUSHED ROCK .) PLANTER BOXES (TYP.) LANDSCAPE BED AREA 5/8 1/4" SIZE MATERIAL '� � 10 LOCATIONS \ IIII M� i O p , � , M ,, s .x, ,.. 0 ,4 ¢11 T' I - ° u 11I IIi�II 1 11- I - g o .. ° , 4 o. ; °0 00 o ° o { t'T�. Tl� li RA \4+.. S SHRUB , MULCH _� I EIIIIIII i (I I 1 # 1 IN �'��� PLANTING SMil /Ial III III111= 1111111= ,1 -�- � °IIIIIH�II I��I�Illifll� • SAUCE� ACE - N � II 1-9 III - IIIIII �ql'l ELEVATION 11 II 1 =, C II, 1) a- - 4 • VIII I ` � 111 ' y i•"v k '`..4.30•,b, i a !!::: RUNUS SERRULATA \ �� \ � NOTE: FORM WATER SAUCER "' IIII -- % . . .� 11- AROUND PLANT. TAPER I ' � AQ�Q II ' - :::EgiA7AcNuenu-E _ ! I1-° SOIL AWAY FROM TOP E • '' _� 1 ° I °)) dll OF ROOT MASS. ) I _ 111 ROOT BALL - III II ''f _ r \ PLUS 12" "� 1 12411 1 0. 1 _ =" oI ill -- II�II�IDD IIIII�JII M = - "CORAL BEAUTY" 0. - I IJ ,f,, I_j,, JJJ��� \JJJ""" COTONEASTER �e�n - 1 l i If „ i = r� _ PLAN VIEW Landscape Architecture SHRUB PLANTING DETAIL (1 GALLON & GREATER) WOOD HEADERBOARD DETAIL T. S II a w It Parsons, R.L.A. No SCALE TREE PRUNING GUIDE (EXISTING EVERGREEN TREE EXISTING CONCRETE PLANTER DETAIL 600 Main Street, Suite D Edmonds, WA 98020 ^� NO SCALE NOT TO SCALE NOT TO SCALE I elephone (206). 776.4932 FAX (206)• 776.4932 HOSE TRUNK /--- W W 1 S T 8 ON OF P A R K - PLACE TWIST WIRE NOTES: 1.2' HT. SAPLINGS 17501 SOUTH CENTER PARKWAY - � T 1. HOSE, REINFORCED RUBBER i\ \ INTERLOCKED. 4” AMETER MAXIMU ° M HOLE BACKFILL WITH NATIVE SOIL // DI LOOP & TWIST 2 WIRE, 14 GA. GALV. WIRE ' TURNER AND ASSOCIATES • TIGHTEN WIRE DOUBLE STRAND; TWIST TO �_ E3 - i �� — PEN. II�II / lliT )i) iIIF 1 3. PLACE REBF.R ON WINDWARD � 16420 24th PLACE NE _____ , 9Q SIDE OF TREE 1r_ SEATTLE, WASFPIGTON SB1SS 4. TAPER MULCH THICKNESS DOWN TO TOP OF ROOT MASS. SAPLING PLANTING DETAIL N A 'W ., / - NO SCALE TELE: (206) 365-7431 FAX: ((2Q6) 365 -7504 4 `' ' LANDSCAPE DETAILS °�� '" • YYY . ... " .- ' \ PARK PLACE — TUKWILA WA NOTE: DENSITY MAY INCREASE � TO INCCP.PORATE 1 TREE WRAP, IF RED. i 5' Q � • • � b C. \ REQUIRED PLANT COUNT. I 't, � • E,. 1 „�J - of � 4►'r� �. ■ /, +- -r � JOB: PARK PLACE . 4 J , y ` ; WIRE 8 HOSE (3) ; - ' • �\ FLE: PPLZ.CiCD YV d5 REBAR a� DRAWN BY: ,1.T.S GROUND COVER • �► • STEEL FENCE POST � MULCH �; \ PLANTING SO ROOT BALL 12" / ,- 6 D nlaz C HAIN LINK FENCE ■ ; PLANTING SOIL CHECKED BY: 7.SP. MULCH .� } - 1 = DATE: 3-14-95 On E O i0 PLAN! } SPaOxM> /1y v 1'1'� �� - BERM CBASIN / • SCALE: r = 4O' - HARD SURFACE • � • . . 'i .• •� ' • j a: °' ''',,, i .n ��� +� +�.p�i +iiiii �yi :��i ?i ►Q • 1 � ,,q ; : ' " = f_ o :. �ii�i�i + + ►R.�. • ♦� • �i ►♦ • A •i..i'i w� th ' s -< ::... dllil° . .. �+ . ,.�;'' -"• E . + • :•: .•.• i ❖: ❖.::�i °�•. Illlll�`�ii ��� REVISIONS s - „ I A , •F _� 1= 1 ° � i. a 1���•��I y ��y i i � : " �: %'it %1�� :.��❖� ❖. ❖. �•� � �0 I � o j i a __IUn \ OH \ , O �Ow�s�!I�i!iL! • i'. �A�i�e�� :��ii. %O NOTETAPER MULCH �_ O WN .,- j _ ,. i >: :;. >:02 :: , n::� . \ BARRCADE PLACED AT PROTECTIVE RADIUS OUND I TO TOP OF ROOT I C\ °:::::::: #:::': ! II \ 1 MASS. AS NOTED IN NOTES AT RIGHT > �. PI �If :MI I 5 ,.../ 4" POTS AND SMALLER) N I I REPLACEMENT TREE PLANTING DETAIL GROUND COVER DETAIL (4 ) TREE PROTECTION BARRICADE DETAIL 2 TIMES ROOT BALL L SCALE AS NOTED NO SCALE , N. T ' S " OR ROOT BALL PLUS 30" TREE STAKING DETAIL (DECIDUOUS TREE) €;'. SHEET NO SCALE qE RECf RECED CITY OF TUIVEK'WIIA 7111: 3 6, 1 5 1995 ' ON9 PERMIT CENTER 071nIFKUTE N0. 701 .344.s, say -*.; L 2 ..., . , . . 4 . . . C NOTES ,-- IRRIGATION SCHEDULE VALVE SCHEDULE IRRIGATION NOTES i ',. - SYMBOL ITEM MANUFACTURER/CAT# DESCRIPTION/REMARKS CLOCK IRRIGATION NOTES IWORR BY OTHERS/ ' =7':'/N:t:',,:: 'CrEngeL:r4■1"2,-=res=172T''VeINN ". 1:: F :IX" 117%!.n=2: :z..7;:zra VALVE STATION VALVE GALLONS PER '.:- Gh .41,1),I, Shrub/ Lawn Head Hunter PGM type nozzles 13'-15', 40 psi, adiust radius as required. NUMBER NUMBER SIZE MI M M , Y ,Z=5,,,, St 0,H,F; ModeI PGM-06- heads are used. 1 11 1 9. 8 2 M /2 drip "- E shrub, odel PG-04-lawn, use "- , .1-7,tX•711:=:=Ti t g'rcr,=:lui r )Zr=7.L't'u: ' r " li-- PG-12 head adjacent curbs/sidewalk 2 NAM 1-1" 22.41 drip - 2T.U:1:;...,...., cycle .. the presence of the Cesarn[chatect .... • ::::: nnLzofznIn.'47 . ' , 9:765 I M M 1 11111111.19..1 I. 44 39'8: ..• . 34:: 46: d ds:dds hhi 1 M 0 : bbb I 0 z, 11, Shrub/ Lawn Head Rainbird 1800-PRS-15 series, Model 40 psi, adjust radius as required. 1804-lawn, Model 1806-shrub, use Use in zones where other odel 1812 heads adjacent curbs/ Rainbird heads are used. sidewalks • il• • Shrub/ Lawn Head Rainbird 1800-PRS-12 series, Model 40 psi. adjust radius as required. 1804-lawn, Model 1806-shrub, use odel 1812 heads adjacent cuMs/ sidewalks ,--'' l'' Shrub/ Lawn Head M Rai.. 1800-PRS-10 series. Model 40 psi, adjust radius as requiied. 1804-lawn. Model 1806-shrub, use odel 1812 heads adjacent , 11 EMI 15.46 drip 12 12 1' ATE ITEM thubiwe'"d IRRIGATION NOTES (WOW( BY IRRIGATION CCNTRACTOR, 1 '- =1=1; V;:l!.'1.1!:f:=17,.,'7=111:X, V;1.,%:!'"' "' '° ' ',13 STATIC PRESSURE PER CITY OF TUKWILA 150 F'Sl• VARIFY PRIOR TO START OF W M ORK CUT bs/sidewalks THIS ZONE TO BE BID AS ALTERN buffer ''. EriF, ''''' ii e • Shrub/ Lavvn Head Rainbird 1800-PRS-15 strip series, 40 psi. adjust radius as required. 13 2" 46.33 shrub i '. ===: "r ''''"'""" '''''' "" '''''' ''' nozzles 15 EST. 15 SST & 17 SST; 14 MEM 9.43 drip Model 1804-lawn, Model 1806- shrub, use Model 1812 heads 15 IMEMENEI 21.59 shrub / 1 - adjacent curhsraidewallm 16 Mai= 30.35 shrub /--.--.--.--.-.--.---.--.-.-..-.-.-.. --.-.--..-.--.-.-.--.-.--.-•-..-\ • Shrub/ Lawn Head Rainbird 1800-PRS-van series 1151, 40 psi, adjust radius as required. 17 MIEEMI. 10.36 drip / 1 Model 1804-lawn, Model 1806- 18 11131111E1 39.93 Shrub / \ shrub, use Model 1812 heads , ' adjacent curbs/sidewalks / E ' S',.. Lawn Head Flambird 1800 series Brass MPR 40 psi, adjust radius as required. . t ' nozzles; B15 ship series,1315 EST / & 815 SST, Moder 1804-lawn, • Model 1806-sh. As, use Model 1812 / heads adjacent curbs,sidewalks . A Bubblers Rainbird 1400 Series bubbler, / \ nozzle: 1404 • t / • \ .1 / • /a " SW I . ...-5 ------ . • ..--- --- T "eit • --....., I " Vi ciiTh-..,s. • .' l alt rit , i r-- -o=1 --- litlftl __ _ ... '-'--,.. 3 1 • ...-- --.' - i -- , '----- slItSii,D `I" lilir ----------- -- • . ,..-...,--' . v \ \ rh" --- ..,-.,,, ::: "" " , 1 I . , . Arty ..-- ... i I • I§ lid - Sig, A I_____LJ 3 .....- ' 7'1 i■A 1 ----- HMI meow.- .. r, ...v, .- ' 1 II II r - , 7. ,_ . I r , ,.., . , IN .- - - ' ' ---- • ----- . _____ . - . / V 41 ,,,v, .."• Aid -L ___ ......,..,, , ' - • --,... • ----__ . -----.. _ _, -- I < . , < • .\\ .,',. • , .,, . iv 1 ii II t • . .... _ 1 ,.■ ....=. - ',A' ■ „ ); ,V ---r----------i _ • - -........ . -..„ • .,,, or i§ 1. 1 i r„. i 1 i ''ll I . ,... • l' • 11•1151.1 III , . ,,, 3/4: .„ ..._../ I ,_:"':-- ' - .__.__.__•__•__.__• ;,- X - • 11 .....,. _ „.....,., __ _ -----•-.----------, , , .iiii Ill. N . • 1 • N i \ ,-, . N . / eCOV . 1 .. ' 1 . i 1 1 i I i 1 N „, , • - . 111 1 11 6---z° ! 1 1 __ i 1 __ _I • . _ ..„.., / / ,,: -- :: * , : --f . : :: ::;;It 5--,1 7 :-..-• - ' --,' d ..,.. 1 . . Fi , , . ,,,, .:1.4" lagILIII . e/ , Ny ---.,.-- 'Al F ---, v / - ,- N.,. / 11 . 4 . , . - 1 ,, ------ " III , N.Irmi■umm-LIN,,,,10 - 4101IIIIIIIE - - IIII_W --,ter.-"""""' - • 6 • 1 p - I . ....,... .---- ' Ar Ed b m i oi t id e s, WA / 1'4:0 , ...--- / / / , .1013 21 1 IA" -----74:•A 4 " • "1 I 3 4' '4" - '4' 0 r ./ 4 ../ , , , ,...16 , . ..---- ' .---- - "-- / ,..,._ i''''' Telephone (206). 776.4932 FAX (206). 774.7803 N I .0./ , , , i 1 I Z I 1 /4 14" iy; r '--...., w ---- J . __ i il N N N . \i N. . . . . :.. ,. : k IRRIGATION SCHEDULE (CONT.) -...._ • , fi • - . ',",,,/ ,. ., ER/CA SC RI ON/REMAKS .-"._,. \ ,. SYNIBOL ITEM MANUFACTURT/1 DEPTIR ..,,, 7 / .. k .....,, ., ,,,,,.....,,„,::, L.--- TURNER AND ASSOCIATES ,, ■•14 ',N. ' Drip Irrigation EJinbrid Xeri-tubo 700 Fr Xeri-tube Subsurface drip system place V '' l'/1 ._-, V 1 1 I ., " Mt emitter spacing 18' with 1.0 GPH; manufacturer's directions; 25 I. t.. ., • ,..........1)....----' l i 7 ■.!. 3 = ".' 11M1 I 1 18420 24th PLACE N.E. ARCHITECTS I" SEATTLE, WASHNGTON 95155 •7 around all trees use Rainbird XBD- psi. ,. 14 ; I 4 to. 80 or XB-10-6 multi-outlet emission FOR ZONE 14 SPACE EMITTERS Y X 4 r I ' ..---- • . ____1 device with Model //DT-025 ." 12 0.C. , TELE. (206) 365-7431 FAX (206) 365-7504 / ;1' dist. tubing around Football .--• - -' ------- 1 - 0 I" 1 IRRIGATION PLAN ... ..-.1 --"------- f z' Control Valve Rain's. 100-PE-B, 150-PE-8, & Plastic control valve with . . < i ''. : , 200-PE-BLPRS feature ratachrnent) pressure regulating features, ....,... ,; •I ! : 1" install per detail. ',,,,, i 1 _ r -.-_,..---- --... PARK PLACE - TUKWILA, WA A Controller RainbirdISC-B-24 .24 station controller, install in ,- ,'': i .1.1 (- -- a _.------ _,-..., I locations shown on plan. '' '',i ,,, JOB: PARK PLACE I l' - : - M P.O.C. Point of Connection General Contractor or site utihtY /' i _ 1 t ___,-. FILE: PPL3.GCD 1 :'. contractor to supply 2" irrigation ,., ;ii Frrii,, ...........'"' 44I \ .., .--^"" DR AWN BY : E. A.K. water meter. 2" supply line a. ',„ '''', ') - '' _ .. ....-b-' '-'-'- -'- / A li: b 'I V, .....}-,--..f_..-----_, CHECKED BY SP : T,. i '., threaded stubout for irrigation DATE: 3 -, \::. _ ........4 „........." .......... I ) ,, ,0101 ., 1 3,4' _ 1.0 ..---, . 44.-- SCALE r = acf -0" Backflow Preventor WikinS 950 (2" Backflow prevent.- device; install per detad ---- --- ""•••••111%. ...`......, ' -- Nri" 1. J ...--- i :,•„. Pressure Regulator Wilkins 500 FILR (2") Z 1 1 -- ---- L ,,,----- 0 "" ......• 4774- REVISIONS ,. : f, Shut-Off Valve AQUA 12'1 200 psi threaded ends. Install '). per detail. 1 - j , --____„, \\.-4c_____ 1 _. . ., 1 Strainer Wilki Check Coupler Rainbird 3RC 331< key/SH-0 ell PVC-Class 200 Brass strainer w/100 mesh screen. Install per deta . il. Install per detail @ POC. Frowde 11/ Key and 111 Ell. 2" size or size as not.. ' WNW& uotraft2WillEllucy <--eiggya . • OIPMFICATE NO. au ['." Laterals PVC•Class 200 Sizes as noted on plan, 3/4" min. . • 3* -9. .3, f+.5 --- Sleeving PVC-Class 200 Provide under all hard surfaces. . Sleeves twrce the diameter of ---) SHEET HAR 1 5 1595 pipe inside. Straight runs only. . • 1See Detail, PERMIT CENTER IRRIGATION PLAN AN 3 , Manual Dram CL:mpron Install at the low point in each 1111 t run of prae. Install per detail. • NORTH ' _ ,' . k . •• . NOTES NOT, DETAILS rV S (TP:,n•io ea io•..Lea , :': .ia >.,) 41yc __ RLER - / q - � .. / O ..�� r . I P I N Oi FOR INSinUL.ii lu.V OF POINT OF CONNECTION WITHIN A STRUCTURE REFER TO TEE Ire Imo \ -•� E -11tp ! GENERAL CONTRACTOR AND MECHANICAL ENGINEER /CONTRACTOR P•rl•r wire Blee �m or r d :__ _ a m.L F,. c.r cetb .r. • P ,pt •IlPxi v"" � = .t <,p., vt Lb p•e <..t wl. b.11al•a . t. r. e 1 .) arbav ela l '1 . '+ L'.an , .. aoi AMETEK e _ - . _ I av AM ETEF AMETEF LCurb ® e� •' ... ..CONOMY i ^_" JUMRO s" STANDARD B lip- 1- © P 114.1..1 TURF ROS ROC 1 - J SOX p wlre - 0 7 Curb I� .I Llve o: cvrE CerE Ili I axe.. =_• -, - I n \ ,,.i._.,. P•rlvg ITI , IH:i -I . \ J� i -- .- 05 l� icap m - w Pin/ J » -�� Its 1 ` r l I� •v C J- !-- e.' - TRENCH F y` / l l L yr 3 rrrl re Llvv Ir• ) ` l MaLell< t a;ao. :.r d <.,• I,o. PRESSURE QUICK O Mel•NC Lep a da li ' Irrlg•t up wlre ` POINT OF �° REDUCING COUPLING NM, METER CONNECTION BACKFLOW PREVENTER VALVE q" °L te.e <.<t. tp r.<• pp rr ta.ttp p be r r.< rpr VALVE M• • Ilv ll p ,- TDIbe. p Nlow-vvt •vd. ,, L •e rc eil GUT -IN DETAIL P re•avre tesiiv POINT OF CONNECTION SLEEVING DETAiL1TTPICALI INSTALLATION OF POINT OF CONNECTION OUTSIDE OF STRUCTURE ONE I = Lx. CURB. X / Tvp' AL WADING WALL 59cwatx • T H�AOSCSVE EDGED AT RIGHT ANGLE i0 qi3 TYPE EXPANSION LOOP HAIN 24 r l2 v n / 1 ai C L Tq0_ EP ASSEMaLV CUgd E G / WW GRADE N LAWN AREAS wlrifiOCK i0a BOx AND COVER tO WALL m urv,cp w G�FO = OTaE� AREAS x0 O w c ilous wH H eReo D INSIDE 1pE '� F' sH GRADE s,wua ARegs WATERPROOFED ww CONNECTION I :�I xD PLASi enx - a LnvEq • s ° - cn To BE PROVOED BY + j PLASTIC Bo x& cugL cOVEnuAR =wR GnT COA OR fr� ROUND x C,w SivS Ui TAG ISTAXDAR01. • 1 ' LAwry A c pxlm: To soLENOw L ' 9 aEnS S _ FOR MR Aw aES PROVO By IGiaE Lw Fr �I 'Y A <, • s R _x TAL CO 121 J � / .STglraESS Sic_,L CLAMa ®� i E • 6wTU0 nnEaS + ELECi Eic�LOq D PTO mO=J =xpEni I� 5¢c_ 8 LExGiH ps q EO LAwn >.icn c - 1j{ y I )-0711,,,,,_ � ' ` E PR f REOUH re: TA v_ BDCrC COs CONTROL x 4 1 ✓' • 1. S CA GRAVEL SOUR l � , ' so Lw c PwE • ` E NOTES. SWISH CRgD = � � ° C ' G° LEND r .Ls HnxuwHEEL Ir OMMOn w Bi T�O wwTE a cOnTROI _ Pc AREA 1� ➢ ' �,,: ,r l� / WIRE o. caoq cc �3 .p PVC wAD.nlsiM.nr T Pvc swPLy LINE - � G, I v:: " dl °ir "�° 2 0 SPLICES d RE BE MAD Ow SCR 4D PVC STREET ELBOW , q AVEL IM+n • I` ^ ,e CONTROLLER d LL B ET M DE BETWEEN VALVE TOP 0 • Q. CO TI - Aii _ 4B � wG sEWEN LWFESPONOS {/ I I I • � • • I PERA wG SEGUErvLE DF �µp c PvC BuPRY , I/ •r i - RIPE 5 NIrOMgiiC F aE�R.S.rI 7/i I {`�� TOry CONrvcCi ON IT G i. / ` 1 G L gn EOq COgREC' - - 1 C T.I ,B /'i /�� IM SxG w/wE I.UgS 15.5.51 5: � TRC E a WIRINGS AT WT RVALS OF ` SCH ao PvC STREET ELBOW PvL SUPPLY Lrv� F 5� "'''''''6 - \ 1 . nv c OLO� RO rt"w IAi TJP N• I, /x PVC PP NOTES COry aON WP AL51 Lv_S Aqc iO OE N 55 DTX<RV! $� NOTED CONTROL WIRE TO EACH PC .v. %5 STE REOU2j_ n MORE TnAN ONE VALVE NS LOCATED IN THE SAME AREA PROVOS A SPACE A I �" O.HER. 4 cRO•BEpr+s ALL[D w Sr.RUD A .SAS uNLE.S , COM - -v.On vnRE TO ALL R.CV:S ^M x / _D giiwG R G OR B P ON ALL THREADED EITT USE TEFLON TAPE NO SCALE �' NO, USE TEFLON TAPE ON ALL THREAD= U TE a F TAE r. ,STRAIGHT TYPE, [; _ TYPICAL GATE VALVE ASSEMBLY TYPICAL AUTOMATIC CONTROLLER ASSEMBLY TYPICAL QUICK COUPLING VALVE ASSEMBLY TYPICAL REMOTE CONTROL VALVE ASSEMBLY t o Sc p • AHD SMALLER, NO SCALE eWALL MOUNTED TTPFI NO SCALE N SCALE rs ry _I '' : 02.`Z„ N Or re g c �� . Ga sPnwxLER nozzLE ��,V sPR NxL RNOZZL aL;•-5 ^ � \� „.,,aETC ✓,.; i Ya'� DP DP BoD. ASSEMBLY % \ a �°e� r I r r {� r...... rvSTALL .,2. ADDVE E 5., y e _ �P�DPBLDyA55EMBL. P Isla' g00vE FLASH' GRADE, , ,A`\ SHGRADE ...1. wR,GRADE N � �x _ke _ II � � EE � EL ISss wl„z oulT�e lZEI Landscape Arcl>,.iLectux� T. Shawn Parsons, R.L.A. EI F qvc sa BD NIPPLE 52E 1 '�! T LxE S 600 Main Street, Suite D Edmonds, WA 98020 I L 5 RED D STREEi ELBG.+ MOM . PV .� i� Telephone (206). 776.4932 FAX (206). 776.4932 ^ PvC SCH BD NIPPLE M. PVC S„ BD MPPLE SIZE �..o �v"YIi „ E, Nam _ DRAIN VALVE < . P /c sa, aD ELeow 1 ILENCTH AS RwuIRED, �/ oA E LPE,o ee , P SUPPLY LINE -- Wl NT I a w sv' :: °o E�aEESA E I� ■��G ERAL On �9 �; Q__ LAG, PvL B H Ei ELpD PARK P L A C E [Pp q�� ,PVC SOH aD STREET ELBDw>� o �,, $} SET S Cn aD PVC STREET E BOWS NOTE u5E TEFLON TRFE glEgo pr•FO.L Ori DnAW r us[,Law r.vL o-.LL n«LAOLV N„rrs x,LAUC.xw crexRa NOTE CONTRACTOR TO vERIFV EaACT LOLATI H CU. i!i!i! t ,� . , ..A<LI�wiLVN...:, ,00p�„rAPL., ITyPCZAVEFTD 17501 SOUTH CENTER PARKWAY tt 1�j oTE u TEFLON TAPE ON ALL THREADED FITTINGS ww o t�: TYPICAL SHRUB HEAD ASSEMBLY TYPICAL LAWN HEAD ASSEMBLY TYPICAL SHRUB HEAD POP -UP ASSEMBLY TYPICAL DRAIN VALVE ASSEMBLY TURNER AND ASSOCIATES NO SCALE IPOF UP TYPE, NO SCALE NO SCALE NO SCALE M 18420 24th PLACE N.E. ARCHITECTS f _ SEATTLE, WAS,- YIJGTON 98155 TELE: (206) 365 -7431 FAX: (206) 365 -7504 I - j Q 0 0 DETAILS I PARK PLACE - TUKWILA, WA 6 I! � _ II r � i. p5 G5o ,,:r JOB: PARK PLACE _ — FLE: PPL4.CCD DRAWN BY: J.T.S. CHECKED BY: T.S.P. �" ��' �. ,/,- - 1 <,'n° DATE: 3 -1495 L I: 5 --__ SCALE: r = 4V -0" - REVISIONS • 1 1 [rt PVC PIPE TO XE1RI- TUBE" CONNECTION { . • I a,plIl� SHEET gg{{ATE OF RECEIVED WASHI CITY OF TUKWILA p1p,, �11DfCA► CHITE.^.i 020 1 5 1995 ( / I PERMIT CENTER .- AREOII i L 7 {• l: 7 . • • • • • r_ NOTES WETLAND CONSTRUCTION NOTES THIS WORK SI(ALL CONSIST or FURNISHING ALL MATERIALS. fwoon. EQUIPMENT ANO BELATED ITEMS NECESSARY Fon PLANTING AND wATTRANTING FOR A 2 YEAR LANDSCAPE ESTARLISHMENT auk. AND or. rn MATERIALS AS SPECIFIED IN I. CONTRACT DOCUMENTS. THE WORK INCLUDES. BUT IS NOT LIMITE0 TO 11.10vAL AND LEGAL DISPOSAL OF ANy 11.1AGEO PLANT MATERIAL A. GERMINAL TISSUE. PREPARATION OF EXISTING SOIL AND BACKFAL M. PREPARED SOIL INSTALLATION OF SPECIFIED PLANT nEMOVnL PROTECTIVE MAINTENANCE AND GUARANTEE. WETLAND PERMIT APPLICATION NOTE: 'nLS. STAKING. FERTILIZING, MULCHING. SEAN UP. DEDRIS Wetland buffer width is based on Parkway Place Retail Center Sensitive Areas TREES AND SI Intl. MAY rr arn BE REFERRED TO COU on - PLANT As PLANTS - PLANT MATERIAL . Study Report prepared by Talasaea Consultants November, 1994, and field measured by LandPlan P.S. from the wetland flagging to the existing curb. The DE olSCUSSE'D nxo ncREED UPON ounwG THE PRE corvSTRUCnm, MEETT=. AnorvS AnO.TIan SPECIFICS SIALL minimum 25 -foot wetland buffer is met or exceeded at all locations. LANDSCAPE ARCHITECT SIIALL PROVIDE CONSTRUCTION SERvICES ron ALL LANDSCAPING am-2,ms •P n RD A mUAL L O s r E D conmr o RY MODIFICATION OF PLANT LOCATIONS OR flagged locations from which measurements were taken are designated on plan as ur,TINC Te wIDUES IN ESPDrv . A -D. Measurements are listed below in the table. w,TNee K E T PRECAUTIONS arMT T OPROTE N R GSIT E IMPOVEMENTS.DAAG ACEEE WETLAND BUFFER PLANTING AN REEARIED TO THE OWNEWS SATISFACTION AND AT NO ADDITIONAL COST TO THE OWNER. THE CONTRACT. SHALL Measurement LnE::E l Distance (in feet) BE RESPONSIBLE FOR PROTECTING EXISTING VEGETATION IN WETLAND BUFFER AREAS T. REMAIN IAS INDICATED BY SCALE: 1" = 30' - 0" ,/ LANDSCAPE ARCHITECrI DURING CONSTRUCTION. A -A (wetland St- 27' + B -B (wetland 27' + NORTH I :. LArvgS,.APEAn=tc 711 " P T e ore N crt es"nn svon e;o s�a`� `,J,mo s." "oT,FI`o C - (wetland stake #A - 27'+ LL DE COM= DF TWO PARTS s LOAM, O D -D (wetland stake #A -10) 2T - ALL PLA r7if wIr=== n, o sill_ O ° A% a SEAS: 31X Ar;: BALL SITE. The density and diversity of proposed plantings will likely increase the functions AoH. RENCE To TH E PLAN ° "o SI,ALL CoNrACr THE LA oN CoMPLERIDN of STARING FoR VERInCITIO" or and values of the existing 25 -foot buffer. FOREMAN AnD rIIE u. °I mxmRloNS AND ALL PLAnrI"c SHALL BE uNOm uIT suPEAVISON of A DUAUFnD Construction details and specifications to include the following items: PLANT LOCATIONS ox 'DIE RAN ARE DIAGRAMMATIC AND MAY DE SUBJECT TO ADJUSTMENT IN THE HELD BY LA. 1. Construction personnel, equipment, and debris /trash are prohibited within the AREA SHALL BE rf unarm GROvvN.111.SPLANTED FROM SITE AREAS APP(10,0 FOR TIELIOvAL, On OTHER APPROVED existing wetland boundaries except for that necessary to implement this AI CAS. MEETING AMERICAN STA... Fon NURSERY STOCK. A. AMERICAN NURSERYMAN ASSOCIATION siANDATIDS. ALL EVERGREEN TREES SHALL HAvE WELL ARANCHED TO. WITH SINGLE STRAID, WELLDEVELOPED I SINGLE LEADERS, ALL 13.03.LIS AND sanus STOCK SIIALL (AULT 1.1.NK A. WELL-BRANCHED AND BUSI iv. mitigation plan. Those boundaries adjacent to constructipn activities should be rellagged by the project engineer prior to construction activities to clearly mark AvnILAOIUr.IS TO APPROVAL OY THE LA. ALL PLANTS SHALL BE WEED FREE AT THE TIME of PLANTING. wetland and natural areas. D _ . !3 L - . � _ G . -* V•� 1 ,♦. c+?�) I ` w BACK S T O SIZE INDICATED. ANY ��. •r`c'� v � 3a l �`1 . � : � , �= @I `d i i 2. The boundaries should be clear) marked with highly visible markers such as e,. -4: +� F•°f� +'- `mow 'tr .l� © P <i> PLANT MATERIAL FURNISHED SHALL DE AT LEASE THE MINIMUM SIZE SPECIFIED. LARGER STOCK MAY BE ACCEPTABLE AT ER ADDITIONAL RARE P A ,SHA L BE PROVIDING THAT THE PLACER PRIORS AC EPA BE CUT APPROX. WETLAND EDGE , uxomcRADE Purrs SHALL DE REMOVED AND REPLACED PRIOR TO ACCEPTANCE. Y b Y �_ f, t -r" vS ;E'6 1 6A° J'' -+E "."'•_ ?`!aS +m$ - - �• te a- • bright orange barrier fencing. Highly visible signs stating that no clearing, e,� 1'�Q.•� a ." 1 t� a , - , : e - .�,/ Q� � � � ,�`�0 � � � �. -a L ' - ^ t DUMPSTER Nano rvc .DE .n STORAGE NECESSARY Fon moRECR ory aF RoOr DALE Arvo PnEVEm on grading disposal place the s o f eadin o d e bris dil i t take beyond [h fencing e pace id be ♦ X '�-. - , /� ^,�0 +L' +1, RECYCLING DEHYDRATION. at least every 50 feet along the fencing. B �� h. OM r- "�1��;� --- - - - -`_ _ 1 1 I ( ! AREA AL L SUPPLIED PLANT, SI IALL PE DUG. PACKED °TRANSPORTED GH TIE � rva MANNER . n R rvD DBAL HDAr a.LT.nI ��� -'®E c aD /�!p'R� �,�\! �`� � aa D 1 TILE r T` INSPECTION OF PLANT MATERIALS TO VERIFY PLANT CHARACTERISTICS AND IIE LI RESERVES THE RIGHT TO REQUIRE REPLACEMENT on S i �• SUBSTITUTION OF PLANTS JUDGED UNACCEPTABLE. T 3. All planting and irrigation trenching to be done in She buffer area shall be done ® � „ -� ,„�� \ 11 r�� 'et c - - _ - AMBIENT an TEMPERATURE MAY DROP BELOW aa• F OR ABOVE • to minimize destruction of existing vegetation and soils. Gnlbbing and plant � y - -.ult 'ialt „- eD Eon wHEry wlrvD vEL OCITY ExcEED S s0 xx oTS. destruction shall occur within no more than T of proposed planting. S t XN��Pa'j � A � 1 , • !k � ' �. ' ' ' l EOP`s A� F�l i / (z7.4%- �:,- — LINE OF EXISTING CURB 8 ASPHALT, ''`c•Yy � V SEE SURVEY BY OWNER. OE APPROVAL OF LAI, PLANT FIT SHOULD EXCAVATED , INCHED WIDER AND B r •� , a INCHES DEEPER THAN ROOT SPREAD. Af �,• 0'11 �r Nys °lino.. BUNDLE (IF BARE ROOT STOCK IS USED UPON APPROVAL OF LA/ AT SAME LEVEL AS GROWN AND SET IN PLANT. IF BARE ROOT STOCK IS USED (UPON APPROVAL of LAI. CARE SHARP BE TAKEN NOT To DAMAGE ROOTS _-_ a �1� DURK. PLANTING. e • A BUILDING A OF HOLE WITH MIX OF TOPS., TRANSPLANTER 2. PLACE TOPSOIL AROUND BALL on nom- BUNDLE TO PRECLUDE DIRECT Fruniun CONTACT. - ' ' ' " FERTILIZER. SOIL LIOISTuRE RETENTION AGENT. AND SOIL AMENDMENT ISEE SPECIFICATIONS BELOVVI TO BETWEEN 3 INCHES AND G INCHES BELOW GROUND SURFACE, DEPENDENT ON SIZE, NOT cnenrrn THAN o INCHES roR I i ] -11' g T 1 ,•'�`` EXISTING ASPHALT EDGE, - GALLON AND TREES. C -• �' i'�,1V.�� ASPHALT TO BE REMOVED 4. INSTALL FLAT TARS RADIALLY PER SPECIFICATIONS. 3. BACKE. BETWEEN ROOT BALL OR ROOT BUNDLE 0410 GALLON AND NOT GREATER THAN 0 INCHES FOR 5 ° Yri+ �,, - i IN NEW PLANTERS a. GENT In THIS LAST LIFTI no FOR EVERGREEN 25 - 21'+ - �� TREES TO PREVENT SETTLEMENT /NO SOIL MOISTURE RETENTION A EL DEAnEGS.NRS OF DRIP LINE OR SOLI DIAMETER OF ROOT BALL. PLANT SCHEDULE (WETLANDS PLAN O STAY 2 INCHES BACKER., TRUNK OF TREES AND aft.. SYMBOL INISS 1 ► sIZP. /conrn ENTS x`\` • R ::: s . PNM Roe.. s a. E "r o, E s B .: z n G a: a a x s mo..uw. WNER. \ Lrellb hawthorn paenopy Pun. TABLLETS fo n ` AVrnOVAL AT PRECONSTRUCTION MEErwGmnusn, sDIL MOISTURE RETENTION AGENTS AND ,,,���fff��� Safi,: scouleriann /ScoulOrs willow 4' - 5'ht,3sterns min. CARD unrnRESS aE nrvISIEDwITIIn RIM rD E IIOLDIHC.r Thujia plicat:J Western red cedar 5' - G'ht, full, well branched. /� ^ \ \ \ \\ IMMEDIATELY AFTER I PUrvnxc, PLANTING LOCATIONS SHALL DE SATURATED TO PRECLUDE V No. m BE USED. nu FE n MArcnIALS SITU BE n EMOVLD arvE von r .UOwln c Irvsrnunno n. sRE Nms AnL SHRUBS Q Cornus slUlanilcra/ Red osier dogwood 24 " -24" In., 3 stems min. G' B Rosa Rugosa/ Rugosa rose 15 " -21" ht., 3 stems min. - - I„ min a 16 IS " -21" ht. 2 -7 stems a e co, \Q BALL OR As DIRECTED BY LA AND SHALL BE PULLED BACK z INCHES FROM LEADERS of TREES R u s,cclabilis/ Salmonbcr f�I E V Axe sxnuos THE RODE Dn O Rub us l ry f1�le 1 efTf 0 Q `� ® ') ' MAY BE NECESSARY I7 PROWDE FOR AN [111 r A WATERING ec IEUUU N UPLAND n LAry Bw AHLA,. • San,bunls callicarpa/ Red elderberry 24 " - 3G" ht., 7 stems min. �� — � "'��'^ ® � � CONT.CTOR SHALL WARRANT ALL PLANT MATERIALS FOR SURVIVABILITY AND HEALTHY CONDITION Fon A PEPIOD OF TWO 12i YEARS FOLLOWING COMPLETION ARO ACCEPTANCE OF PLANTING BY LA, APPLICANT AND/. THE CH, omit. TI1AT PETI1013, TIIE . 13 T rTIACTOTI SIIALL CONTROL INVASI. PLANT ENCLIOACI WENT A. SHALL REPLACE ALL v PLA DEEMED SO BY T/IE LA WITHIN TEN 1101 DAYS OF .. -. seede„„_ seespec. Landscape Architecture f 500 Main Street, Suite D Edmonds, WA 98020 RmuCEMEm WILL BE COVmrvED DY PLnxs lxo SPECINCA ,IONSAS DR,ECIED OY HIE U. 'r,onncnn.N. sUCII 13 Wetland delineation stake (approximate location, Vedfy .n rem) Telephone (206). 776.4932 FAX (206). 774.7803 1 1 erroPE FINAL NSPECTOL ONTRATO RSHALL n2mowc DELETERIOUS MATERIAL A . DEBRIS, INCLUDING MM Br ENLARGED STORE FRONTAGE PLANTING PLAN 11\ v _ SCALE: 1" = 20' - 0" , / ABOVE-GROUND PLANT MATERIALS, RAKE PLANTING AREAS NEATLY AND REMOVE FLAG LABELS mom PLANTINGS. NORTH PARK PLACE PLANT SCHEDULE (STORE FRONTAGE PLAN) 17501 CENTER PARKWAY SYMBOL BOTANICAL /COMMON NJ \ME SIZE/COMMENTS SYMBOL BOTANICAL/COMMON NAME SIZE/COMMENTS - - -- % Rhododendron "Cllrislmas Cl eer" 24 " -27" spread, B&B, specimen Betula penduta laciniata/ Cutleal' weeping 2 -2' /:" alit., l4 -Ili' hL, specimen birc quality TURNER AND ASSOCIATES + :l quality ED ® Itllododendroo "1canMar+de 24 27 ", 5+13, specimen quality 18425 24th PLACE NE. ARCHITECTS Montague" Cllamaecyp 8 IO' 10 L____D & - 12' (size noted) - SEATTLE, WASFPJGTON 98155 yellow aris cedar nooukatcnsis/ Alaska G -8', h - t, B &B, specimen qua lity Skimmia japonica 'Nana/ Dwarf Skimmia 18 " - 24" height, B &B SHRUBS TELE: (206) 365 -7431 FAX: (206) 365 -7504 0 Viburnum da+dii/ Viburnum l2' -18" height, B &B aDD Nandina don,cslicn 'woods Dwarf 2 gat arm., 15" - I,Iin. height, specimen - -- ENLARGED PLAN S 1. _ - Woods aware heavenly bamboo quality GROUND COVER Co[m,caster dam' crV Bearberry 4" pots planed @ 24" D.a. / PARK PLACE — TUKWILA, WA __ Coral ea y Coto i aster Beauty'/ 2 gal. coot., 15' min. spread specimen ( 1 �� -coral Beauty Cotoneaster - L :: cKED PARK PLACE PLANTER TREE : PPL5.GCD - PFDnD$ serrulaia'Amano 12 - 14' t., 1 - U2 - 1 - 3/4• Cal., - WN BY: J.T.S. C) Amano Cherr specimen quality BY: 7.S.P. DATE: 3 -14 -95 — SCALE: VARIES ' } J r - CONCRETE PLANTER, SEE DETAIL SHEET L -2. REVISIONS (NO BEARBERRY GROUNDCOVER) f ffco ��i/ o i" 4 -` t O k; CR _� rf' // © 4 ,• ^ eo X ` fib ��� } +t • d01 '� '%� . �. t�, `5 o � � o t �� %�. �� r .— � ge eg ^ r s��� ` �/ ►�+ �° �I �i ,� + `� , wi l d tO�R _ O t 1�. V d "�V�l ia+e Y7l\i7 6' ei YT.Y,. O O e w 10 h Od-' I I ! I 1 , , I i I ar] ►'s SHEET fl � AT�OF NI TON [ . RECE g w/I t n p CITY OF TUKWIIA ,M[li ��CMITCf MAR 1 51995 / ✓ ✓ ✓ }a2L' PERMIT CENTER 0111171FICAIE NO. 201 • ,,,,v,, 3-i'r--7,' • L N e1 1-1_, �T�_ T T T r mo © 1 .1 I 1 Z W .7o 36' -1 II/16" I. - ! = N N 115 3 I/4 _ � ��- / ,` W : a0 11 I V5 BPACES s l-1 1 /4 "s .114 - P74 /A" - a\ 5 z � 00 .' N s c , ' .o 2 O � I __ - _ _ 7YP 3 z . . T P _ X43 V / G 0 - f t</ . .,� - - -. 15 16 IT _ 1 8 19 _ 7- ' W O y p� ® y yy �� ��a 8 6 t at 1 � 'x! 87 +� 1 I� I P �W ,, " • L v,_ °° I' 94 � . 0 35.5 lell ii x Y TYP .. / f I 92 3 W - - _ 7a ' 41110 : _ i ...' / r N i , ELEVATION 724 , ' 2 -- � } , ti N W a T. . L______„ . ,H : , : _ , .. : 1 1 M M b Z '''' '-‘,:,. . i BUILDING 1� 0 225' -0" cai PARTIAL PLAN 1 _ PILE /TIE BACK SCHEDULE PROPRIETARY INFORaATiON Z W EI ROW A ROLL S FOR USE ONLY WITH '?HIE a PILES N/4 ANGLE P L •L2 L2 ANGLE P L • L2 L 2 Partial Shoring Plan • D.B.M. ON RACTOR3, INC. 1 - 13 - CAN - I L E V E R PILES Seale: 1/8" • I' -m" 6 14 -15 3.0' 20' 50$( 26' 16' - - ' - 16 -IS 3.15' 20' 10K 33' 22' - - - - 20-21 415' 20' 85K 38' 26' - - - - Il 22 -23 5,15' 20' 80K 41' 24' 20' 105K 1 _ 45' 32' W 24 -25 115' 20' 12SK 5l' 31' 20' 140K 51' 42' C V II5' -3 I/4" 19 56' -10 3/8 1' -3 --- 1 15 SPACES • l' -1 1/4" t • 114' -0 1/4" / 8 SPACES • 1' - V4 "e • 56' - Fa 3 /13" CO 1m -0" 10 :_ 0 : rl __ _ _____._ _ -_---_ _ ___ -_ — - I L I I I I — I -- I - -- ! — j — 9 t)1) 6 v 1 1 r m:, 6m' -m I ._. ..._ 1 94 -7------- I� .. _.__ _._._._-- 6m,_m:: _m' -m" 6m,_ __ . __ ...._ _._ _.._- '--------- _"----- - --- -- - - ' -- - _ -_ -- - _. _____ _._.. . -- ' --- `- - -F - -. _. - - -- . -____ .___.---- - - - - -- bO CCI SO OE_ _� I ' _ coNC, w A L - - IRow __ _ . _- -_ _ _ __.__ __ _._ - G - --- C _ - 2m ___. 7 �' I I - I I I '-' f. I • SAID 1 I O •iiy I J I TOP of wALL ;L.__ �m = � I I I I _ . _ 5m'_m" (''� O a Ad _ - _._._- - -.___ -- - _.- ._ -�-� -_ - -- I _!-- ._..._. ! _._.__ "...1........ _.__.__._ a-- — I - -__ r - 7 - I I 1 r 1 1 I { 0) f✓) - - �E - i- 1 -_ - .. - - -.._ __ 13 = I I 1 - l 1 -I I I I —I I I ___. AI - __ ._. l_ - 4-) I • - __ T -- -__ I_ 1 I I e 45.0' l I — _ _ � a n - L I - I I• I Row a 1 I _ I . . I 1 l I I { L._. 11 Rau MA C GRADE - _ I I 44 mm I I ^ 1 1 44ID' V/ Q) _ I m..,,t - -1 :1 I I I 1 3�� � -._ _..__._ 9___ �,�. _-__ _ �_ ___I_ -.r_ _-- I --- { - -_ 42_m:. I • I __�_._ ___�__.I _._� { l__- __I_. - ....-1- _�___ _�� - ..�...... ,_I- _ _ � I _. .. . . - ____ —__ �� V U am ' _m , : ,-.---r_ __ b 1 I 1 1 1 I 42 ID' I - --P"-f- _ -1- I 1 I 1 I I TYP. I 1 I 40 - m I 1 1 �I 4m' -m" - 2_ - a _ J I 1 1 r, - - T- 1- - - r--16 I f_ .." ....- -._..! _._.a. 1 .- . I 1 1 1 .. I_ I I - I 1 E ! _i -- _ ._... I I i_ I L 1 I 1 1 1 1 1 { I CO .' < � I - 3410 - 3420' I. 1_ _ , I ... I I L ..___ 1 - r ._ I I I s6 1 I I I 35.501 I L .. L ... ...._ 1.. t I I • r w a kJ 2 1 I 1 1 —y t I I I I { I r 1 I { I i I -- - _L 1__ __ ._ .. I L t 1 I I _. L. .. -- ---- _ .. (: . ;n= . 1C - - t - { 1 I _ -I — . __.. —. I . I • 1 .. 1 l I Qs n r _n = l Jl_u I I { 1 1 I 1 1 1 1 1 I T f I f r t I 1 I I _ t I .. - 1 I L 3m•_m" I � . -. I - -a -_ .! 1 _..,_�_., _ _- I I 1 I I 1 r I I T I I 1 I 1 I I 1 1-- I. -1 {- _.._.. - L -.... 11 - ._.____.. -_ - � I I I . . 1 I I._I._. I !_ 1 1 1 �._I.I- - I__I_ _. I I I 1 1 1 1 1 l I I I 1 1 1 1 1 . _ I ! 1 I I i I 30'-0 I I I I j I I I I 30 :_ 0 : �.( _. ____{ 1 1 I I 1 1 I 1 J .. _. _ _. -_ r _... - I __ . _ � _ {. __ __._.._ - {__ .__ 1 . _ I . _ I I ____- _--- - - {__ __ .__I- 1 .. - -_ _ 1 - { I J- -- - - ` -1 --- 4 - _ ...1 1 - -- - - 1 L' 1 I ..._ _ I .._._..__.. - _I_ -__.__ _. ._.....- 1 I I r I 1 L 1 r L I 1 I I I 1 1 ._ _ L - 1 1 - -- 1 -- -- - _ - - - - - - - n E I I I 1 r 1 I I I I I 1 1 1 I I 1 I I 1 E • 1 1 I I . L L -. -__ L. I 1 L 1 1_ I. I r--' -y { I _. 1 -.. -. - 1 I -_ I �..- I I I I I I I I I I T I r . _. _ - L - L__._.__ . I a - - 1 1 I 1 I -- . r._. I 1 1 _ I 1 I 1 I 1 I I I I 1 J____ _ _ -. { _._ -_ ____1__ 1 .____r .__ _ I _.._ "._ -I___ _..__ _ _ ___... I ____-- __._. -- - -, I - I__._ - ._ {__ _. _ { . _.____. 1 __..__.._ ____._.____. � ___ _ 1 I _. I _ _ I __ . L L_. _1__ ._ -- --- I___... __._. - -_1 . _ 1 _ .__.._...__ _ L. _ _. .___ .__� .._ .__._ I 1 I _ _ I I I 1 _ I 1 _ m 1 __ { -- - __ -- _ ...... - - -- _ __ ___. 2m - m^ I I I I I I I I I I I 1 � I 1 I 1 1 I 1 I I I I I 1 i 1 B - zip.. L J L_I LJ 1 � LJ L� L- LJ LJ LJ I 1 1 I I I I L J.____L J.____ J_._ lrg 19O. 16' - S PILE L- L L ,J L J B.O. PILE ELEVATION 1 -1 20.0' 2 -2 � RECEIVES ELEVATION CITY OF TI K 995 S S2 �� \ / �� \�]� /j_ \J \� MAY 3 1 1995 Scale: 1 /B" • 1' -0" �/ Scales IMP • I' -0' PERMIT CENTER NAME, D. At MAR 13,'-- TIME. 9.08 AM ■ - - - - --__ __ - -- - I ,. __,...._ ,....... _. .... _. _ ..____. _. _____ _ _ ___ __ ,,,, a, 0 ,-.' a, m c n T T T T T T 56. T 1 1 1 1 1 La . • ' L ..? 3/4. AD ' 1 I 150'.9 3/6"I 1 I 0 i 1 1 i - r - r - r -r i la 6 - (71 . •' 11 ••:t in „ ,'• 84' .- • ,2 ' 1111..._ I 1 SPACEd • 1 • k 315 I. - - i9 TquAL SPACE T•1 -10 145, 150 3464 I 3'111 .7 g : : - r -- ri -r- .. - I, PI* , 1 1 1 1 i 1 j 1 _ 1 _ 1 1 1 J .?- ,4, , e _ I _ ,,... 1/2' • I 1 1 . . _-.., . 1 0 . I I ._, . 32.,_ ''' /1 I I 1 ital 7 0 a I 1 I I ° ' ' - - 1 1 1 1 1 I I , I 1 I 1 I I I I _ _■,„,„1 2 i t I _ I I - 1 I I I I I I I I -- 111,4/ pa 7 to . to 6 - 46 0 11) 6 , - ,., al e. L . 4 3, ... , - , I I _ 1 I 1 I I 1 ...■.........i................. 3 - Ito' - ir . 42 43 1 l 46 I. 1 b ID . 045 41, 4641 48 0, 49 5,„„ , _ _ 1.111111111..•Xiliiiniminksilliiimmiiimailm6.■...._ 1.11 'UV - - - - . . . . 1 • I I . I IN IN • II I UN I . . • . , b • in, iii • 0 ii . W. . . • . • o r . r • • . . . li p 1 _ , T cb • ..... -,,,. ., ,,,t,, ;7... 1 - ' .- , ,, 3 0 ° / /,‘ , - - - - - , _ _ Ara ./ / / , , \ TYP E r: 9 TYP - U - , 4 1 ' , , , • , _ _ _ _ _ E - __Ji ,_ _ _ _ PILE/TIE BACK SCHEDULE --- 11 -j- - - 5 0 .......___ _... _ _ _ __ _ _ _- - - _ _ OW A ROW _ _ _ _ _ _ ___ -- . . _ LE" _ _ SHEET553 - - ,, _ _ _ PILES _ _ _ fR E3 OW C 8.15' 20' 120K 60' 35' 20' 110K 54' 130K 65' 38' 20' 145K 65 tR 48' 45' 20' 160K 60' 4T ALE 1675K L 6 1 2 L2 L2 ANGLE P L L. i • L 2 2 0' 1K 42 55 ' ' 20' 155K 5.5' 45' 'en •• a• r ' -4 to IS "--.. 3s 2V 140K 53' 42' 20' 135K 53' 40' 2 _ 43-41 e25. 2¢, 130K 64' 38' 20 ' I35K 6 2' - _ _ ,, 48-50 8.15• 20' 120K 60' 35' 20' 110K 54 33' 20 115K 51 34 20' 140K 55 42 _ _ ._ _ . _ _ - - - _ ._ -- . _ _ _ _ _ . _ _ _ 3,332:3---42:22 1.4:51.-514. ANG2,20:,...LE 7p5K L1..L. 2 3 24ELE : L : L2 L 230. - - - _ _ --- -- - - . ce ' 2 ' _ , . (:1) ___ 1;* O 't I , _ - - ,, , _ __ _ _ _ _ _ H -Ls- - - - - - - - - - _ _ _ _ _ _ 1 BUILDING B _ ____ _ - -- - - - _ . , BUILDING C t ......„_g .T., . 192-0 ./1 PARTIAL PLAN 2 Partial Shoring Plan issi • 1 1 li 0 50 3/8" 0 - - - - - - Scala: 1//3" • l'-0" •••••- '. 03 E• SPACES • 1 V4 • 56 343 1 SPACES • 1. / 129-0 1/2 -3, • 50'-3 3/0" 13 3/ IS EQUAL SPACES • - 0-23 1/8". • 150 .I M / - . -1 3/13 - 3 3 111.1.11MIMI 2 2 _1 TOP OF Tyr EXISTING CONC. WALL A Alik GRADE D • ..a = c"w3 § 4 1 - 35 56 I I 38 33 40 41 42 43 4 - 44 45 _ 6 -1------------ 1 H 10.-0'. -10.-0" ■111111111111111 I 1 71 __ __ __ __ __ __ „_.7 "___ _ 43 32 .__ --• ---. 33.- --- -- 7 1 ------ * i-- r I 1 34 1 - ....,...-- IT 1 1 1 I 1 .. 1 1 I .■ 1 1 i i 1 t 1 1 I I Cri . I _ 31 ...... __ ---r I 1 ROW A 4 ,_ j_ I I 1 Row A I _._ j I _.__1 I .-- 1-4 , 1 1 -4.-- 64.0' I * I 1640' I I 1 14101.1 A 1 2S 21 r i - -1- - - -,-- - 1 ---, , 1 , Rci.,, Ai 1 , 60'-0" I I I Atm. 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'C-1- 310' td., 4) . 1 1 Slav 1 1 32 1 1 I 32.042 li 1 1 1.......4 1 1 ------ 1 1 ad 4.4 1 1-1----r±-1- i _ .. 30.-0" 1 1 1 I 1 1 • rl CI, ,... 4.1 1 1 1 e , , , 1 I i I I •1 ,X ■-' I I t TYP 1 I 1 I ;...... •-i 5 1 i 1 1 r Ct 1 1 1 1 1 20 I I 1 r I 20'-dr I I i CITY 20 I I I I I , I I I 1 1 L I MAY . 1 1 1999 13.02.8-E L __I L -.4 L __, I mar - '5•01'• L _J L ___r Li . 1 1 . r 1 16.0' PERMIT CENTER I 1 1 L__, ____L_I L __, B.OPILE . B..°P. L __J I I I 12.0' 1 I L __ 6(2 51'N jr , , L PRIETARY INFORMATION _J 10 L _i L ___. L _J 1_ __I L ___1 L _1 L - L -J L L __, L __, L __, 15.0.PLE SD' PRO ELEVATION 3-3 FOR USE ONLY WITH THE WRITTEN PERMISSION OF ::12E 15 .0e0D 1 S S 3 1/8 • 1.-0 D.B.M. CONTRACTORS, INC. , Scale, " " I • , ' NA1E. C DATE. MAR 15 1935 TO-. 3.12 AM Z ; W ':3 6� - T T ? -� - T .. T T T T T T, T T , T• T- T '" o w 1 z 0 _ 1 ( 1 21, 2 ' 1 1 1 I _ 1 1 1 1 i; • ` 1 1 1 1 I 1 1 I 1 1 I t " I O N N I . �. U N EQ. SP , 8 e T'- 101/81 190•_3 1/6 1 __ -. _ - _ -1 I _ _. _.... F - _.._ _ _1 _ . 1 . __ .. 1 _ -.- 1 `- ....1 _.. 200 _ - . _ - I I 1 - I I I _ I ..... I : I 1 • 1 1 _ -.. _ _ . __ _ - _ _.. _._ ,, ,.`. 1 45 E41 AGES • T' -10 {V16 "e .9 -I "I I 1 - _ 1 _ A Z 0 Z v) CO ■ 1 1 1 1 1 I 1 1- - _ -1. I 1 1, I i; { 1 I _ 1 1 1 I 1 1 I 1 W �� 1 1 1 1 1 j ! 1 1 . t 1 i I 1 I I I I 1 I _ _ 1_ 1 1 - 51 I 52 _._ -_ _ - 53 _ 54 55 56 51- - - -- 58 59 b _ _ _ 6 _ ... _ - 6'7' 62 = 4/69 6 65 66 b l 68 � 69 �l0 Olt 12 �:� �T4 -" � ._. - - 34.50 - - 33.90 _ I y�� r� 32.00 33.90 © 05 _ '., � s 1 _ - 7.-:, TYP E N Q�.. - - -_ _ - _ TYP Z ��. *W.' ZS J / LEVATI - 4 _ ,�- ,- 8N EE7984 _ - Q PR ION -. - FOR USE ONLY WITH THE < i a D B M CONTRACT F C WRITTEN PERMISSION 0 m - - 01 — -- - ___ - - - PILE /TIE BACK SCHEDULE - - _ _.__. _- _ CK SCHE Izow A row B Ro z _ _ -. _ _ — .. _ __ ._- _ -. _. _ -- . - _ -_ - - -. _._._ PILES N/4 ANGLE P LI •L2 L2 ANGLE P LI •L2 L2 ANC -.LE P LI •L2 L2 � a . - ___ .. -__... __ *�• I -55 85' 20' 150K 68' 44' 20' ISSK 64' 45' 20' 155K 58' 45' � _. - ._ - - - _ , .... - - _...__ -- 56 - 8ID 2m 130K 62 38 20 1 56 3 20 150K 57 44 ���_- .. � - -_._ - - � 60 -61 10 20' 14mK 62' 42' 20' 155K 60' 45' U { - BUI LDING D - ._ __ - ' ` - - 6 -14 625' 20' 105K 50' 32' 20' 145K 54' 42' BUILDING C _ ._ _ Z Z __...._ - - -- - -- _ .. p1901 LINE I, 225'_0" /I / PARTIAL PLAN 3 W Partial Shoring Plan LN ' Scale: 1/8" • l' -m" W •••••4---- 160' -9 LAW / 355' -I' I I 21' -2 9/I6" / / 200' - 2" / _ V _ C ? H EQ. 8P'44E8 • l' - 101 B' . 150' -3 Vb , 49 EG IAL SPADES • l' -10 II/16 • 355' -I" N ( N W J I z ,m' -m" — -.1 gym' " 4 . .--- 1I _ ________ mommoN■111=1111111MIN MIN eel•• --- 51 .... 52 53 5 -._ _ . T OP OF C • C _ ~ ■ . _..... - 6 b -- _ 56 -_ - _ _. .. _ . _. - - _ — -_. __ __ . _._. — __ 1 5 , _ ^ ._... S9 59 _ ,- .. - EXISTING fil I I i I ._ ! a - -I DTI T i _i - i - T I� i I i I a -- I - �_ . I I- I t I I i i _ _____ I I I r - - _ _ _ . _. - - _._ b0,.m„ - ■ _ Row A .„ _ _ "'� . �_... � _...J._ � _�.- ._._.�� ..I__.._ I- t ._ -.._ _l._59@_..._ __.I `' ._._.- .._. -. .J. ...___ _ -.._h 5 °'' -I- I I --- I - I r� r 7--- 1� - .._.— ._. -- T - .. _. r �_� .__ . 'r" I _. _. _. ...-^�- -.9.- ..__ .,_.lm �I r l2 l3 'i _ _� . ._. - � I - I a I I I _ I I 1 I I I 1- I 1 I _. _- I I 1 I 1 I 1 I I - -� - 7 -- - -1 _ -r---T- - - 1 ?'--I I I I _ _ r � r �� _._ � I I . — h - - I I r _ 3 1. I a I I I ROW A I I • I 1 __ +--- I I _ I _ ! . ! ____._ -I - m —1 - _ _ _ _ 1 1 _ _ -I_ —_ -I - -I- I I I ■' • - I- I PROW 4 1 x __ I __ I � L I I I I I •• '� I I • _I �I I •_L5321__I_j I • I I+1 I • I #-r I • I L .._..---._ ' ^I 5.., _ -- T 1 I I I I 1 I I I I =NM I 1 I 1 I I I 1 sm' -m" Ld 1 I I I I I I Row e l• I ��■ �■ I 1 I I I I I I 1 I 1 1 1 1 1 I 1 I 1 1 1 1 1 I C1 p ., - 1 I 4 8ID ' I _I r -I _1 44.,0' _ I _._ I I 4 1 I I ___I I I I I-- - _ L. I - l_ I I i_- I r I _ 1 I 1 I .. I I I 1 1 I _I. _ -_ .. _ (''� -- -- ---I L -I _ __ ---_ - I _- °.._._ - 1_ i . __ _ .._ -__._ � -� - 1 -- . - - -�_ �-- _ _ _ -1 - -- 1-I t— I I I i I I ' 1 1 I I I I I I i- I I I I I I I I I 1 — � i + .... 1 I 1 t ..._ _._. _� _ .j. I �._ .. _ _... I I F 1- _.�_ _ �~-I .ri I I I I I L I I I I I I I I 1 I I I I I I I I I I G7 i I 1 _ T 1 �' I I I L I -- I I - 1 � aam' 1— -`_r 1-- -i— __ — I--- - -__-I- 1--- - I-- - I I _- ' -i - -- - 1- - I 1 --_- -- . ,,.> I _ 1 _ I - I I I I I I I 1 1 1 I _ I __________4_, - I - I I - -- -- I I 1 ( -- 4 2ID' - - -_.. .. _ 1 _. 1 1 .. .�. �.... I • i . -.� .. I .- _I._._._____ _._ —_ � _m � I I I I I I I I I I I I I I I I �■ , ■�■ I I I I I I 1 I 1 U V I 1 I I I MV -r I 1 I - -- 1 -_ I I 1 1 1 L_ _. l.___ .- I -_ I _ � I l I- I I e I //; I - _ _ I 1 -. 1 1 I I I 1 i' 1 I I Q' o I 1 I I - - I I I I I I I I 1 - - I -I-- I I I I I I t 1 I—I I I I 1 - ._I -..._I I L ... ! _ x r.. I r 1 I. I I I --� - - - _----- I - - - r r -.... I . I .._ L. _..____ � m �, C/3 ar 30' -0" ��r� 1 I I I I I I .. 1 1 __I _ I I I I I 1 1 I I I 1 - 1 11 I I 1 1 I 1 1 1 1 .1.__i_________ -_ _ o 5 _ __ _I_ _ —L I _ ___ 1 _ _ _ I__ I ! 1 I -t -� 1 I 1 f 1_ _ .._ _ I I__ 1 _ 1 . r _ I _ _ -... I __ 1 1 I I I I 1 1 I I 1 I I "1 I I I I I I I" I 1 1 I 1 I I 1 as 0x _- _-1_ I _} -__ - i i_ 1 1 -i_ _ 1 -- T.-- - r __� _ 1 _ . ,._ I i - _-1_._ I I -- i 1 _i_ I-- I I 1 I -r I_ - 1 I _..1 I I 1 1 I r 1 1 I_ 1 a __-1- I � - r _ _ _ 1 - I I 1 r 1 1- I I I - I I _ _. L -I - I I - ----I- - - I_ _ _r I 1 J. I 1 I I .. ! a 1_1_1 p -+ .-e E I I _ _� -_ -__ ..__._ -I , _ _ -1--- _ _!._ I I I 1 __..L I , I 1 I I � I 1 I I I . � _ .__.. __ _ _.. 2m' -m" I I I I I I 1 1_. I _. -... I _ 1 I - I _. I I _ _ .. .__. -- ....._ 1 .. _._ I 1 ..__._._. I _._ .....__� ___ ._.I__I 2m' -m" I I I I I I I I I I I I I I 1 I I I I I I I 1 1 1 1 I I I I 1 1 1 1 1 1 1 I I I I — — 1 - I I r 1- 1 1 -f----) I _ I I ._ I I .L l_ • L L L� L �. L._ L.� i_ J_ 130 PILE 8.OPILE 1 1 1 i_ i 1 I -- 1 1 1 I 1 i 1 ._.I 1 16 .0 ._..____ ___ __ _.__ _._.._....__.._._ -__ _____ .__�.__-- _.._-_._ - -_ ___...._.._.- .._,__.__, _.........._._,__... ...._.._- ____.......,.._._._,.. _._.._...._..,....___.. -... _._..._____. _ T -.-. __ _._.. _.. -.._ RECEIVED S S 4 10'-0° _._._ __-_. __ _ _. ___ _ .... -_ - - � CITY OF TUKWILA - - ffIS ���l MAY 3 1 TER Scala: I/8" • I' -0' ( r1 l� 1/I// PERMIT CENTER NAME. 1309ACA1 , 395043 1 ]96043BB4,09t - DATE. MAR 13, 1999 TIME. 418 AM '�/ 1 1 L J • _ .. , a 0 1 , z - 1 W _Z _1 \ ZI3r- ' • gi :T., ' a w 0 I- _ - -,4 _ -- — T T TT T _ T __ T±- a_i____1 T - T _Tr i _ _ L , T _ , , 1 T _ _ T _ T T T T T T E - ° r2 - • I to ; I 4. I L - 1 - I 1 I 1 I 1_ I- - - .. - _ _ - _ 1 .r1 _ _ _ _ _ f 1 1 I 1 I - - I - - 1 5..4 5/5" J 1 I - - I I I I V) - I : - 1 I I - 143 EQUAL SpAlcEs • 1-10 tv1b• . 3,5 J. - i - 1_ - I_______L_____I II I 55 _ - - _ - _ _ I I - I i I ft ''' 01 AC1 6 1 ! _ - - 112,1 ••••••• C5 • _ _ _ _ e-0 4' si .. - -..ii - - .:s 1 e' 56 .. f ;ids / - 45% e- - --- - e - e' - • / Ty.p ,-,i--� TYP C) / © TY 42 00 P */ -- _ t, - , _ _ _ _ _ _ _ ..-. __ _ _ _ _ _ _ - - - - _ _ - - - PILE/TIE BACK SCHEDULE _ - __ _ _ __ _ -_, _ _ _ _ _ _ ..._ - - - FROW A ROW E3 _ _ _ _ PILES H/4 ANGLE P L, • L2 L2 ANGLE P k • L. L _ _ _ - - ._- _ _ , - - - - - a, _ _ " _ 5-82 515' 20 55K 44' 28' 20' 120 48 W ' 36 , _ - _ , _Z _ 83-84 5.5' 20' 55K 44' 28' 20' 105K 44' 32 _ - - _ e s- a 6 so. 20* 10 K 31 ' 22 ' 20 - 100K 41' 30 85K 10K r- ,., 3 . 0 ' 20 " 50K _ - (5 - - - - „ ,r , - / - - , - 55-55 - CANTILEvER P1LEE il _ _ _ _ _ t, 1 ce_ _ - ci Z. PRoPEFErr LINE N o01915" E .., / / Z 20 72' 225-0" k PARTIAL PLAN 4 7 > Partial Shoring Plan M 0 ...._ $cale, Vs. • l'-m" PROPRIETARY INFORMATION FOR USE ONLY WITH THE 4-1 WRITTEN PERMISSION OF D.B.M. CONTRACTORS, INC. C.)*3 410 . -1 5/0" 10 - 1 cl_ 1.- 11/i6 0 . • 5 55 1 215'-11 5/8" --/ i 10 . 10-0 4 EuAl SPACES • (1:1 I 1 60.-0- ___.-,............ TOP OF 0.0 15 .t., H 1---. ITYP' CONC. WALL ExisTiNG 1--- - - 7 - - - -- _ 1"1 ., 1 - 7 -1- - - " ---r - - - r --, T ' 00 ., ....,—_______= • r be a:1 .1 1 - - - r--r i - - 82 83 as ---- , A I ■ 1 1 • r...1 • �" -'-*-1. - ROW A 1 , 1 1 1 1 1 1 1 1 500' ___.',__M"..._W A , 1 1 1 I 1 I 1R(AU,A1 I 50. 1 . 49.0 _l__.__,__LRE2W Ai 1 1 -1-.--. .4 .../ 1....• t J 1 1 1 i 1 , P 1 1 45.0.A 1. , i I , TY ru.,„. A l i i l i 4 I I 1 1 1 - 51 Cr) ••• •• ..,CL) es _ 1 1 1 1 1 I . ii — - ! -- -1-_ 5 .s i 40 .. 0 . 1 - .-1- 420 ' 5 5:01115 1 1 I I 1 1 1 --1 , -1--- iI aligo ROW 5 1 ROW 5 1 1 40' -0" v., 0 • 400' 40.0' I No■-__ l-.-...I C„) C.) 1 1 1 I 1 ., - I - . - - -- L'R-'''''---:1--i 3 R L W, °-- I - - 1 1 1 , , ! L ,-... ...., 1 • 1 1 o i 13120. -.1 L.... _ r ________ r __ J ________,-- ---i 1 , 4-) 1 , •„ ),...1 1 U3 ce 3v-e, -4--1 1------r-4------4- 1 l i I 'H' 1 1 1 1 1 30'..0" •-4 5 , 1 L , 1 I I 1 1 , I I 4‘) r : , 1 1 1, L i i 1 1S.O.P I_ _, L _, 29 L __I _1 1 L 1 _ ...... E- ,, 1 1 i , . _ L_I 13 . 0 •P L _i 25.0' .0. - 1 1 L _J L _J L __, BAP 24,0' 20-0" 1 1 , 1 1 - 23.0' 5 . 0 P L _J L _t 1 1 1 1 L _, _1_5 L 8.0' op L __ L __, I L ___J B.OP 20-0' 1 L - m L _, L _J L __I L _...1 MOP L 0' 110 L J SDP L...., 110' 16.0' 1361S0O—'11 ELEVATION 5-5 Scala: 1/8" • l'-0" ELEVATION 6-6 Ocala: 1/8" • 1.-0" RECEIVED CI, OF TUKWILA F5 MAY 3 1 1995 (, ) PERMIT CENTER riAr... 0. DAM MAR 13, 1535 TIMM 524 Art BEA RING UPHILL UPHILL LI • L2 =TIEBAGK LET -1 ( y y p PLATE MINIMUM .- - t - . FREE LENGTI -I L 2 . "A" ANCHOR LENGTH - STRUCTURAL GROUT (BOND TO SOIL) 2' -6" � BLOCKOUT 2' -6" _ • Z - p 4 -t- 3 . - r AT TIEBACK 3 C R 3/ - c : t O IS" MAX. _ 2 ' -0 " _ I5._ ®„ MIN. _ / ,. I -� rA' 5 4CE a w (n N _ STRAND ENCAPS LAP B04 4D LENGTH = , _ A q if yl .> r ° t 4 END ENCAPSULATION (3)'8 EA CORNER i4i C It \' I G CEMEN V� � GROUSAL REAL ' �% — EONAY C •_ — BTAGGER LAP ICAL 5 VEra'i 1 D FACE Z N �' N +� —\ I � ,' / I Il ��� •ww�w*w� .w.�ww.ow.L1,1�f • ' � - -' EQ SPA. � to I LAP LAP � ENCAPSULATED CORRUGATED SHEATHING BTRAND CENTRALIZER GROUT CAP GROUT ����• ie �— ���tl• __ CHARD GRADE PVC) SPACED s49 /o o Z C ," ' . 5 ®IS" H ^-: BLOGKOUT THROUGH PILE ttP' - GONC WALL EAC S4CIN WALL F ACE EAC WAY e i8" EACH -`� , t � FACING FACE EACH WAY FACING FH \ , W DOWEL a 12" O.C_ STAGGERED 5 DOWEL o 12" O.G. STAGGERED , FACE CF W/ 9 IR" EMBED W/ SMOOTH OR�CORF6X. ATEDI PVC OR W/ 9 I/2" EMBED W/ 1 PILE (. _��ET HILTI10� EPDXY _. - \ �y ,♦ POLYET. -IY (PE) EATHING - `' 'Q /,2 SCALE: 3/4" . I' - 0" IGBO REPORT k0.4016 ° - �GBO RE 0 • N0.4016 /.Z }}` Y-' � & BGAL E: 3/4" I' 0" DOUBLE CORROSION PROTECTION 0 TYPICAL TIEBACK PILE DETAIL J TYPICAL CANTILEVER PILE DETAIL 4 1 — k......... W _ ._ 1 IR" CL _ CL R 3 CLR I I/1" GL' UPHILL UPHILL , 2' -6" �- 0 11 1( • � —(2) 5 •TOP r __./ •- M N OF WALL 3" C R 3/ � ^ �• , > I . STAGGERED WALL 1 TM S'ACE 2'_6" F �° I c= �- — -Go I I I ._ 0 �� REINF. PER DETAIL I I � 3" GLR R: � - -' - - — 1 2 THIS SHEET `� ' I Ir- - I�1 � ., � I . o SWAL'c: •� _ I � � - � ' -.q T5 - 4 WEDGE PLAT — - - � 9 E � I � ;z 12" X IZ" X I IR" I!� I�' � i +ICI �.�. � - I I � � 1 _- �COLLECTOR 2b-s- N PIPAD 5 COER I " Q d ! �I / � � PILE " 1' T � STAGGERE BY OTHERS _ 7" - - o ° DL !� I I EACH 2 THIS SHE:? DRAIN MAT I� e EACH WA— - - I , 1 DRAIN MAT /r � - • 1 OR / Z m 11 STAERED : 11 — � Jf O I I _ I — • 1 1 1 . SEE ETAIL 3 THIS SHEET NOTEI E� � , • NOTED) - HILTI G -100 EPO i� I 2 -6" o PILE j • , 2, 2'_6" - SCALE: 3/4" . 1' - 0" �CBO REPORT NOA016 gCALE: 3/4" • I' _ 0" Z \ `� w SCALE: 3/4" 1' -0" III•••��� 9 PILE REINF @ TIEBACK 7 TOP OF WALL DETAIL $ BOTTOM OF WAL" DETAIL 9 CORNER DETAIL CORNER DETAIL I I VERTICAL 0 Q - BARS J — — � - _ _ Il��'''''''' N N _ Ir \ \xy G \! \ \. TIEBACK ELEV. ( I) 1 e T- l \i % \ \•�� PER PLAN I I �/ I I l4) 5 EA. 81DE in \ \ U- U 1 � OFBLOCKOUT - 0 ,,, / I m & TH /s` /" T : ( , — — j ; \ • •. ,. / i\±7E :- f - 2'_6" • 5 TIES , �.1 ' Q 3 IJ s 10" , i•n ,� _ 1•1 DETAIL 12 1 141 a A , _ m Q J 1 = 11= 11' =11�= ,11?IIFII�II.= 11 =11: /�J r`I p O \ ��2 / ( V � c I RECEIVED - wd Clry OF TUKWILq � /� �V H/4 MAY ? 1 1995 V 1 E� PERMIT CENTEF 1 g; s-•c:o * PROPRIETARY INFORMATION FOR USE ONLY WITH THE WRI 2' - b" WNITTEN TEN PERMISSION OF D.B.M. CONTfACTORS, INC. S /4" • I' -0" SG 01 YPICAL PILE SECTION 16 17 19 19 __ -- -- — i - . o m p o M C ,.,!, . , . ,.,';.. - o . - 7 Li ti - - - _ • Q M ' 36' -2" © 115' -3 I/4" 3 �- -._ .. - I Z C O 300 ° N N 34. 20 35.50 ° In I N tg - & 50 3/. -. / - _. - - _ 355 -I „ - - _ -: m / w rii 8 36 0 - m 150' - uls. .. - _ .. - _ - 3 3:20 - y I 3 0� 33.4D fit; -�39 34.50 3 .90 31.20 42.60 / - .. � 32.00 _ - a. ■ .. _ ______ _ -- - - . -- - _ . . I ii. ,, ' .,„ r :UILDING -• oos'1s E N 1 1 zo.lz � N , � l o a BUILDING D �4Z+' I m .7 . BUILDING C . o c z z z w z J J -I J J - k 11 a ( � LEVAT -I EL EVATI1.. 12 -2 () ELEVATI 3 -3 0 I - 0 •-. 0 W , I Vl V LEVATI - V Q M ' � Q 9NEET 392 Q 9NEET993 0 SHEETS94 4 1 SHEETSS3 1 O N i E E E E E t L, 0 102' -0" 102' -" 102' -0" 192' -0" PARTIAL PLAN 1 PARTIAL PLAN 2 PARTIAL PLAN 3 PARTIAL PLAN ' m0 1 il I Partial Site Plan 3 � SHORING NOTES NOTE: . `. °f `7 L TOPOGRAPHICAL INFORMATION PER BUSH ROED 4 HITCHING., INC. c w I Scale: I" • 30' -0" ¢. CODE REQUIREMENTS I�V - f M ".!1 ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE UNIFORM BUILDING )DE, CALL 48 HOURS Z ° f '1 ' 1991 EDITION, AS AMENDED BY THE CITY OF TUKWILA. CENTERING DEVICES SHALL BE USED TO PROVIDE A MINIMUM OF 1" OF GROUT COVER SOLDIER PILES ° ° OVER THE TENDON IN THE ANCHOR BOND LENGTH. SOLDIER PILES ARE TO BE INSTALLED IN 30 INCH DIAMETER HOLES PER PLAN. SHOULD BEFORE YOU DIG 5 \ a R "!I DESIGN LOADS CAVING SOIL CONDITIONS BE ENCOUNTERED, TEMPORARY CASING SHALL BE USED AS '1-800 =424 =6666 V v O DESIGN LOADS FOR THE SHORING DESIGN ARE AS SPE IF B_Y GEOENGINE.:. , IN THE REQUIRED FOR SOLDIER PILE INSTALLATION TO MINIMIZE GROUND LOSS. 1 SOILS REPORT TED NOVEMBER 10, 1994 AND A GEOERS I ANCHOR TENDON CORROSION PROTECTION X 41 �• MEMORANDUM TO SHANNON AND WILSO�t DATED FEBRUARY 9, 1995. 581,% DOUBLE CORROSION PROTECTION IS REQUIRED FOR BOTH THE BONDED AND UNBONDED 1 __ __�- �' INSTALLATION TOLERANCES ARE AS FOLLOWS: T f' LENGTH (L1 + L2) OF THE ANCHORS. CORROSION PROTECTION ALONG THE BONDED LENGTH ' SOIL D FREEBOARD 3 FEET PLAN DIRECTION 3 INCHES PARALLEL TO WALL SHALL CONSIST OF A GROUTED CORRUGATED HIGH DENSITY POLYETHYLENE OR PVC SHEATH. These plans have been reviewed by the Public T a`.IL -S r s.SURE AT PILE 70 PCF 1 INCH PERPENDICULAR TO WALL Works Department for conformance with current y - ' UNIFORM LATERAL SOIL ?O: .SURE 45(0 +3) PSF VERTICAL DIRECTION 2% OF TOTAL LENGTH City standards. Acceptance is subject to errors E a PASSIVE RESISTANCE 250 PCF CORROSION PROTECTION ALONG THE UNBONDED LENGTH SHALL CONSIST OF STRANDS 6" OF PLAN ELEVATION and omissions which do not authorize violations of C END BE, " ING 12 KSF INDIVIDUALLY COVERED WITH CORROSION INHIBITING GREASE AND WRAPPED WITH adoptedstandardsorordinances. Theresponsibility Z q W 15' MINIMUM EMBEDMENT EXTRUDED PVC, AND THE WHOLE CONTAINED WITHIN A GROUTED SMOOTH OR CORRUGATED for the adequacy of the design rests totally with q VERTICA. r7HESI;N 800 PSF POLYETHYLENE OR PVC SHEATH. SUCH PROTECTION SHALL EXTEND FROM 2' INTO THE TOP the designer. Additions, deletions or revisions to - - " °"O� ='•'` ANCHC,I ,.�H..SION 1700 PSF(VERIFY) OF THE BONDED LENGTH TO WITHIN 18 INCHES OF THE BACK OF THE ANCHOR WEDGE PLATE. these drawings after this date will void this - , acceptance and will require a resubmittal of PRIOR TO THE INSTALLATION OF ANY PRODUCTION ANCHOR` R 'THEE 3) TAG: _:CIAL yT . = . ANCHOR LOAD TESTING PROCEDURE revised drawings fOrsUbsequent approval. CORROSION PROTECTION IMMEDIATELY BEHIND THE ANCHOR HEAD SHALL CONSIST OF A TtS - i�A�N CHORS SHALL BE INSTALLED AD VERIF ICAT IC.V n7 T - J .O I_U'�U ,1 OF ACVERIFICATION TESTING, PERFORMANCE TESTING AND PROOF TESTING SHALL BE IN ,"30% OF THE DESIGN LOA T FY DESIGN ASSP I T.�JN nJ ..11E 5N VALUE. STEEL PIPE BLOCKOUT, TACK WELDED TO THE SUB BEARING PLATE, WHICH IS FILLED ,� VERI�_,,.,,,, -.._., P..- h. D ACCORDANCE WITH THE SPECIFICATIONS. _ b: Final acceptance is subject !afield inspection by .1 HE LOCATION OF SACRIFICIAL TEST ANCHORS .SHALL BE �EiERMINED BY TH: WITH GROUT OR CORROSION INHIBITING GREASE AFTER ANCHOR TESTING AND LOCKOFF. , ` the Public Works utilities inspector. 0 :U_OTECHNI CAL F: JGINEER.� `� "-` - Date: (/ 3'cjs 811; �r CORROSION PROTECTION OF THE ANCHOR HEAD SHALL BE PROVIDED BY A STEEL CAP INSPECTION �, ((.. z to P� CONTINUOUS INSPECTION OF THE SHORING INSTALLATION BY THE SOILS ENGINEER (}QP O P -JF,D FOR.. W I -1q'N � A'I' MJD CONCRETE ` FILLED WITH GROUT OR CORROSION INHIBITING GREASE. SHALL BE PROVIDED BY THE OWNER FOR OLDER PILE AND TIEBACK ANCHORS INSTALLATION P CONCRETE SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE (ACT) AND MONITORING OF PERFORMANCE AND PROOF TESTING. IN ADDITION, SPECIAL -0 WRLL snMM 0 '.15 E pw OLO 0 STANDARD 301, "SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS ". .J AIR INSPECTION OF CONCRETE, REINFORCING STEEL AND PRESTRESSING STEEL PLACEMENT, p 11- ENTRAINING ADMIXTURE CONFORMING TO UBC STD 26 -9 SHALL BE ADDED TO TENDON STRESSING SHOTCRETING, AND TENDON STRESSING SHALL BE PERFORMED BY A SPECIAL 2 W CONCRETE EXPOSED TO EARTH OR WEATHER. PROVIDE 5% PLUS OR MINUS 1Y STRESSING SHALL NOT START UNTIL CYLINDER TESTS INDICATE THE CONCRETE IN PILES INSPECTOR PROVIDED BY THE OWNER. i ENTRAINED AIR. MAXIMUM SLUMP SHALL BE 8" AT TIME OF PLACING. AN') WALLS HAS ATTAINED 4000 PSI COMPRESSIVE STRENGTH. TENSIONING SHALL BE DONE NO LOAD / `Y 1 ZONE f'c MIN SACKS OF SPECIAL INSP. USE BY JACKING UNDER IMMEDIATE CONTROL OF A PERSON EXPERIENCED IN THIS TYPE OF SHOP DRAWINGS � • CEMENT PER REQUIRED WORK. CONTINUOUS INSPECTION AND RECORDING OF ELONGATIONS BY TH�E SOI�L SHOP DRAWING FOR REINFORCING STEEL AND PRESTRESSING STEEL SHALL BE CY OF CONC. i ENG NETS REQUIRED DURING ALL STRESSING OPERATIONS SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. / 4000 6 1/2 YES PILE MI MONITORING 4000 7 YES WALL(SHO::: GTE) THE JACKING (TEMPORARY) STRESS MAY NOT EXCEED 0.80 fpu AND THE TRANSFER 3000 OWNER SHALL PROVIDE FULL TIME OBSERVATION MONITORING OF THE SHORING 45><(14.3) - V t 3000 10 YES ANCI,)R (LOCK OFF) STRESS MAY NOT EXCEED 0.60 fpu. AGTB /'l WALLS, ADJACENT GROUND SURFACES AND BUILDINGS OR STRUCTURES. A LICENSED V/ SURVEYOR SHALL ESTABLISH BENCHMARKS AT THE DIRECTION OF THE SOIL ENGINEER = C SOLDIER ILE THE USE OF A WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. .A5 AN AFTER STRESSING IS COMPLETE, STRAND EXTENSIONS SHALL BE CUT OR BURNED OFF. l 0 PSF AND SHALL SURVEY THESE MARKS PRIOR TO COMMENCEMENT OF EXCAVATION. ONCE � SPACING 'tom ALTERNATIVE TO THE ABOVE, THE CONTRACTOR MAY SUBMIT A CONCRETE MIX SOLDIER PILES ARE IN PLACE, ESTABLISH MONITORING POINTS ON THE TOP OF EVERY 130 DESIGN FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. C,.. WELDING / � THIRD PILE. THE BENCHMARKS SHALL BE MONITORED ON A WEEKLY BASIS UNTIL SKIN FRICTION ALTERNATE MIX DESIGN SHALL BE REVIEWED FOR CONFORMANCE TO UBC 2605. WELDING SHALL CONFORM TO AWS DI -1 "STRUCTURAL WELDING CODE." WELDING / � W� -AIL ELECTRODES SHALL BE E7OXX. ALL WELDING SHALL BE PERFORMED BY WABO AND \ _COJT IS C TE AND IT IS DETERMINED THAT THERE IS NO MOVEMENT: I, BOTH I- 1 LATERAL AND V VERT ERTICAL DEFLECTIONS SHALL BE MONITOTED. �' "� ., SHOTCRETE AWS CERTIFIED WELDERS, k \ tail) C LAP SPLICE FOR REINFORCING SHALL BE NON- CONTACT WITH AT LEAST 2 CL -'.R - T OIL T i s BETWEEN BARS. MINIMUM CLEARANCE BETWEEN ANY PARALLEL REINFORCING i ALL UTILITIES & ADJACENT PROPERTIES H/4 .ri ' ' BE 2 1/2 ". COURSE AGGREGATE SHALL NOT EXCEED 3/4 ". THE NOZZLEMEN :HO WILL STABILITY AND EROSION PROTECTION OF EXISTING AND CUT SLOPES, AND THE g 4 ' 1111111 DO THE WORK MUST HAVE BEEN QUALIFIED BY PASSING A MOCK -UP PANEL WI .'TIN COORDINATION OF THE EXCAVATION, SHORING AND OTHER WORK WITH ALL UTILITIES ci O a THE PAST YEAR, OR HAVE SUCCESSFULLY SHOT A PROJECT (VERIFIED BY A '.I'TIMUM AND ADJACENT PROPERTIES IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. O • � OF 2 E IRES F THE ACTUAL STRUCTURE) WITH . THE PAST YEAR :.JTCRETE GALL DIRAIN i9 111111141k 4 t:, ,1 PROPORTIONS USED SHOULD BE SUITABLE FOR THE TYPE OF E07TPAIEN 8E1 USED PROVIDE ALIDRAIN, MIRADRAIN OR AN APPROVED EQUAL DRAINAGE FABRIC 011D47/4y Cn G) I ' TO INSTALL THE SHOTCRETE. J BETWEEN P:LES. SECURE FABRIC TO EARTH SUCH THAT PLACEMENT OF THE •"� / ' Z SHOTCRETE DOES OT DISTUR: TH DRAINAGE FABRIC. 250 X D 34 X 34 X D ANY REBOUND OR ACCUMULATED LOOSE AGGREGATE SHALL BE REMOVED FROM - (H.3) O h DRAINAGE FABRIC B TWEEN SOLDIER PILE SHALL BE CONTINUOUS FOR THE FULL r......1 SURFACES TO BE COVERED PRIOR TO PLACING ANY CONCRETE. REBOUND SHALL NOT -.C7 OVER 2S TIMES �-� r V V ) HEIGHT OF THE WALL. S 7LDIER PILE HOLE DIAJ (ACT. OVER 1 TIMES w��{( BE REUSED AS AGGREGATE. RAINAGE FABRIC SHALL BE 2. FEET WIDE. `v 'r d ?I CONCRETE FINISH SHALL BE FLOATED AND SMOOTH. -- • -- - -A4- "^- D 15' -0" SOLDIER PILE HOLEDIA.) / •, -1 EXCAVATION I. L e.:SGING PRESSURES ARE M0% OF ACTIVE SOIL PRESSURE SHOWN 4 Q ' / \ OF 3 ". HOTCRETE COVER OVER SOLDIER' PILES AND TIEBACK CAPS SHALL BE A MI. `MUM EXCAVATION SHALL PROCEED TO A DEPTH NO GREATER THAN 4' -0" BELOW THE - - n ` � a /--- -- �'�.._..�.��..."- �-__ -= 2. FCR CANTILE 4 1 ROW ANCHORS, USE 10 PCF TRIANGULAR ACTIVE Q A TO LOAI H S MA E IMUM ICAL EXPOSES F-RESSURE, AND SAME PASSIVE PRES&)RE AS ABOVE _ .,'•'". REINFORCING STEEL � \ _ _ o ASTM A 615 GRADE 60 (fy =60 KSI) DEFORMED BARS. PROVIDE CLASS C SP. CES. ,�/"\ WALL FACE PRIOR TO S OPERATI - _�-_____•�•,.....�- )4 LE: l/S. l SOIL PARA METERS /� MINIMUM CONCRETE COVER SHALL 8E: A DEWATERING SYSTEM, IF REQUIRED, SHALL BE INSTALLED AND SHALL BE IN TIEBACK � Q- . OPERATION PRIOR TO SHORING WORK TO FACILITATE INSTALLATION OF THE SHORING CONCRETE CAST AGAINST EARTH 3" WALL. ' - 0" I FOR MED SURFACE EXPOSED TO EARTH OR WEATHER 1 1/2" Bg5- Vv7 TEMPORARY CASING OR OTHER APPROVED METHODS SHALL BE USED AS REQUIRED STRUCTURAL STEEL FOR SOLDIER PILE INSTALLATION TO MINIMIZE GROUND LOSS SHOULD CAVING SOIL BEARING PLATES ASTM A572 Fy = 50 KSI CONDITIONS BE ENCOUNTERED. PROPRIETARY INFORMATION SHALL BE CONTROLLED BY THETHESE PROTECT S FOR USE PERMISSION WITH THE ' POST- TENSIONING TENDONS WRITTEN ERAlIR810N OF R ECEIVED THE CONTRACTOR SHALL PROTECT CUT SLOPES WITH PLASTIC IF CONSTRUCTION CITV OF 7UKW POST- TENSIONING TENDONS SHALL SE STRESS - RELIEVED OR LOW RELAXATIO'1 SEVEN OCCURS DURING WET WEATHER. SURFACE DRAINAGE AROUND THE EXCAVATION {g�� (; • D.B.M. CONTRACTORS, INC. S S 1 WIRE STRAND CONFORMING TO ASTM A 416, MINIMUM ULTIMATE TENSILE fp,l ERAL) CONTRACTOR r0 PREVENT WATER FROM EX P1 � ® �i ...1 : 0995 STRENGTH = 270 KSI. TENDONS SHALL BE 0.6" DIAMETER. MINIMUM STRESSING LENGTH FLOWING INTO THE EXCAVATION. ` / Z PERMIT CENTER OF 15'. NAME. D.HACAD DATE. MAR 13, 1999 TIME, 5.00 Al