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Permit B96-0151 - EXTENDED STAY AMERICA - RETAINING WALL
City of Tukwila (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 BUILDING PERMIT Permit No: B96 -0151 Type: B -BUILD Category: NCOM Address: 15451 53 AV S Location: Parcel #: 115720 -0031 Zoning: C2 Type Const: Gas /Elec: Wetlands: Water: N/A Contractor License No.: MAGNUEG060J0 Status: ISSUED Issued: 07/08/1996 Expires: 01/04/1997 Type of Occupancy: Slopes: Y Sewer: N/A TENANT EXTENDED STAY AMERICA 15451 53 AV S, TUKWILA WA 98188 OWNER ESA DEVELOPMENT, INC. Phone: 206 453 -0265 1611 116TH AVENUE N.E., BELLEVUE, WA 98004 CONTACT RAY MARTIN Phone: 206 539 -4766 2205 - 116 ST S, TACOMA WA 98444 CONTRACTOR MAGNUM ENT GENERAL CONTR INC 2515"W.:WOODLAND DR, ANAHEIM CA 92801 ** k *•k ** k* * * * * ** k k* ** *** * *'k * * * * * * * * ** ** * * * ** k * * * * * * * * * * * *** * *** *•k lr* * *** * * * ** Permit Description: CONSTRUCT RETAINING WALL Units: 001 Buildings: 000 Fire Protection: N/A UBC Edition: 1994 SETBACKS Front: .0 Back: .0 Left: .0 Right: .0. Valuation: 35,000.00 Total Permit Fee: 730.09 *• k* k*' k k*** k• k• k****' k" k****.********• k• k************* * *"k *'k*k * * * * * * * * *** * * * * * * * * ** cl.(D Perm itCenter Authorized Signature Date 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 of work. I am authorized to sign for and obtain this b» ldin permit. Signature: 1 Date: 2 /61 6 Title: 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. CITY OF TUKWILA Address: 15451 53 AV S Permit No: 896 -0151 Suite: Tenant: EXTENDED STAY AMERICA Status: ISSUED Type: B -BUILD Applied: 05/23/1996 Parcel #: 11572070031 Issued: 07/0 8:1996 •.• k• k• A•• k k: k• k• kArkAr• k• k• k• k: k• k• kk• k• k• k• k• kk• k• kk' k• k' kkkk 'k'k•k•kk *k•kkkkkk*k•kkk'k_F k-4* ' kkkk•kk Permit Conditions: 1. THE GEOTECHNICAL ENGINEER SHALL OBSERVE THE WALL CONSTRUC- TION FOR COMPLIANCE WITH THE ENGINEERING DOCUMENTS. 2. CONTRACTOR SHALL FOLLOW ALL. CERTIFICATION REQUIREMENTS to THRU E) AS SPECIFIED IN SECTION 02276. rev] SEGMENTAL CON - CRETE RETAINING WALL SPEC. 3. Temporary erosion'control measures shall implemented as the first order of . business to prevent sedimentation off - site or into existing storm drainage facilit 4. The site : . sha1.1:have permanent erosion control measures in place as, as possible after final grading has been completed and prior, to the Final Inspection. 5 . No changes w i l l be' made to the plans unless approved by the Architect or Engineer and` the Tu};wi la Building Division. • 6. All.:permits, inspection records, and approved plans shall be available at the .job site prior to the start of any • con= struction...These documents are to maintained and avail - ab'le until final inspection approval is granted. 7. A1l:,construction to be done in conformance with approved plans and �requ i cements of the Un i f orm Building Code (1994 Edition) as amended. • C. Validity of Permit . The . i Ssuance of a permit or approval of plans, specifications,. and computations shall not be con- :trued to 1)e a permit tor, or' an apPro'al of, any violation of ` any !of the prov i s i oils of the b u i l d i n g code or of any other.. ordinance of the .iurisdiction. Nt' permit presuming to give authority to violate 'or cancel the provisions of this code be valid. SITE ADDRESS SUITE # 15451 53rd Avenue South VALUE OF CONSTRUCTION - $ $35,000.00 PROJECT NAME/TENANT EXTENDED STAY AMERICA ASSESSOR ACCOUNT # //5 7a0- 003 / Refer to Building Permit #B96 - 0075 TYPE OF 0 New Building U Addition U Tenant Improvement (commercial) U Demolition (building) WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) a Other Retaining Wall DESCRIBE WORK TO BE DONE: Construct retaining wall and install drain system for same. BUILDING USE (office, warehouse, etc.) NATURE OF BUSINESS: WILL THERE BE A CHANGE IN USE? 0 No 0 Yes If Yes, new building requirements may need to be met. Please explain: SQUARE FOOTAGE - Building: Tenant Space: Area of Construction: 9� p WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? 0 No 0 Yes IF YES, EXPLAIN: FIRE PROTECTION FEATURES: 0 Sprinklers 0 Automatic Fire Alarm System PROPERTY OWNER ESA Management, Inc. PHONE (206 453 - 0265 ADDRESS 1611 116th Avenue NE Bellevue, WA ZIP 98004 CONTRACTOR MAGNUM ENTERPRISES GENERAL CONTRACTORS, INC. PHONE(206) 539 -4766 ADDRESS 2205 116th Street So. Tacoma, WA i ZIP 98444 WA. ST. CONTRACTOR'S LICENSE # MAGNUEG060J0 EXP. DATE 4/20/97 ARCHITECT LPN Architecture PHONE (206) 583 -0265 - ADDRESS 1201 4th Avenue So. #102 Seattle, WA ZIP 98134 CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 • .C, -0156 PLAN CHECK e.% -0161 NUMBER S'It 0 APPI ICA HON I11L1 - T HE FILLED OUT COMPLETELY HEREBY CERTIFY::THAT I HAVE ,READ AND; :T.HIS APPLIGATIQN'AND ; KNOW: T HE SAME BE''TRUE AND CORRECT, ' I; AM:'AUTHORIZED >TO: APPLY FOR<THIS PERMIT. SIGNATU BUILDING OWNER OR AUTHORIZED AGENT CONTACT PERSON PRINT NAME RAY MARTIN ADDRESS 2205 116th Street So. Ray Martin DATE PHONE (206) 539 -4766 CITY/ZIP Tacoma, WA 98444 PHONE (206) 539 - 4766 APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure 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 and is subject 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. RECEIVED DATE APPLICATION EXPIRES IT`( OF TUKN IL ?6$ g AY D ATE APPLICATION ACCEPTED BUILDIN") PERMIT APPLICATION )'ERMIT CENTER DESCRIPTION BUILDING PERMIT FEE PLAN CHECK FEE BUILDING SURCHARGE OTHER: TOTAL: - AMOUNT RCPT N, DATE frayszir COMMERCIAL NEW COMMERCIAL BUILDINGS/ADDITIONS , . • • : : • ::: : •: " • n Completed buildiniperrnit!eipfiCation ((inciter each structure)". LI] • • . : , Assessor Account Number Two sett (2) of the folloWing:' Fl Specifications . so engineer calculatio to licensed : Solls„teciortstarnpeb!!: Washington State licensed engineer Topograp survey 1 1 Energy calculations stamped by a Washington State licensed engineer or architect • Legal description NOTE: See utility permit application and checklist for specific utility submittal requirements, RACK STORAGE. TI Working drawings, stamped by a Washington State licensed . . architect, which include: . • , • • Site plan • Architectural drawings • Structural drawings • Mechanical drawings • • Elevations • Civil drawings • Landscape plan *. Completed utility permit application (one for entire project) Six (6) sets of civil drawings • [11 Completed building permit application • . ; . ri Assessor Account Number . . • . . . Two (2) sets of plans, which include: • . I RESIDENTIAL 1 1 SUBMITTAL CHECKLIST Building floor plan showing: • Entire space where racks will be located • Exit doors • • Dimensions of all aisles n Tenant space floor plan showing rack storage layout, aisles and exits, . NOTE: Include dimensions of racks (height, width and length), aisles and exit ways on plan. Lj Structural calculations stamped by a Washington State licensed engineer (rack storage 8' and over). :. . • NEW SINGLE-FAMILY DWELLINGS/ADDITIONS . . Completed building permit application (one for each structure) Legal description . . . 1 1 I Assessor Account Number ' • • [1] Two sets (2) of working drawings, which include: • Site plan. (On plan, show c.bsest hydrant it;,41ti0;1. • Foundation plan . Include access to building, showing • Floor plan : . . width and length of access.) • Roof plan • • Building elevations (all views) .. : • Building cross-section . • Structural framing plans . , n Washington State Energy Code data Completed utility permit application [ Six (6) sots of site plans showing utilities NOTE: Building site plan and utility site plan may be combined. See utility permit application and checklist for specific submittal requirements. Additional topographical and soils information may be required if unique site conditions. COMMERCIAL TENANT IMPROVEMENTS - . . Completed buildkg permit applica (b for each structure or Assessor Account Number ' . .; Two (2) Sett of construction plans, which Site plan • Location of tenant space • Existing and proposed parking . •: • , • Landscape plan (if applicable, change of use) I I Overall building plan . . • Tenant location . • .• • Use of adjaoent (common Wall) tenant • Overall dimensions of building or square footage 1, 11 Floor plan of proposed tenant space • . • • Tenant space plan with use of each room labelled. . • : • Exit doors, egress patterns. • New walls, existing wall, and WOOS to be demolished. r --- Construction details • Cross sections showing wall construction and method of attachment for floor and ceiling. F -- 1 Structural calculations stamped by a Washington State licensed engineer may be required if structural work is to be done (2 sets) NOTE: If any utility work Is to be done, submit separate utility permit application and plans. RE ROOF [7 Completed building permit application (one for each structure) . . n Assessor Account Number f Narrative describing existing roof, material being removed, and material being installed. NOTE: A certification letter is required prior to final inspection and sign- off of the permit. .• ANTENNA/SATELLITE DISHES F Completed building permit application .r7 Assessor Account Number Two (2) sets of plans, which include:. Site Plan (showing buildingandlocation of antennakatellite dish) FT Details antenna/satellite dish and method of attachment Structural calculations stamped by a Washington State licensed engineer may be required .. • : RESIDENTIAL REMODELS Completed building permit application (one for each structure) •••.: „:' . Assessor Account NUMber:::: • . . • .... s „ • .: Two (2) Sets of working drawings, which plan ..:: . • Foundation plan • Floor plan • plan • Building elevations (all Cross;SectiOn".",::::: :". „Structural training plans :".. NOTE: If any utility 'work fr to. bo. done provide utility permit applleation.....,.. and plans • • must be : : . : ....... REROOFS , . . • • . . [ Completed building permit application (one for each structure) ri Assessor Account Number :* ••• . NarnItive describing, existing roof, material being removed, and material being installed. - . . certification letter is required prior to final InspectIOn.andiagn-;.1 off of the permit': • ' a kM, ye , ?7.957g..I. 'd/i � DE ppTMENT RFAC�a: A��? �` Y ii .'. i ., .Q . TE i N E N ,j[n•y; ' D'A'TE ,.x , { ¢�S �AP�P3R.04YED ,,� � y �.�:.�..:: : 6' 'F''- ��i�^': ,`,T„j ,... ..' ; r .Y. ' !^' try '1'W0io-7v.:ii �'� i ''iM;i:+i`Av ir. i: • i�`y ,,, LPN. � r � >>..,• it = ;F ±RE DUIFIEMENTS;C St . / OMMENT " u .v Vs � •.t.: �s �.W�.,e w; „'. , :t *.: . n+.. >4:• a, ,� .... R Plan Review Meeting 5dz-(9 O INIT: BUILDING - initial review � l - � (ROUTED) CONSULTANT: Date Sent - Date Approved - FIRE S 9/96, y / FIREPROTECTION: 0 Sprinklers D Detectors ❑ WA - LREDEPT.LETTERDATED: INSPECTOR: INIT: ea.€'LANNING A le4..e, w la a � ” ! "t (Q(j�IlG� ZONING: PAR /LANDUSECONDITIONS? Yes No lEFERENCE FILE NOS.: NIT: YE IN N= S- E- W- PUBLIC WORKS �I '�(� j -710111u TILITYPERMITSREQUIRED? 1G Yes 0 N UBLICWORKSLETTERDATED: T -Q/ - g6 INIT: T- lance 4 " C>✓ Ica) -F of Uv rdit - .4 - he) 43, Ui. 5 -a-F) I (o BUILDING - ` A - final review -7/3 TYPEOFCONSTRUCTIO : C- .\ 1^'‘ kA ,K\ (S CERT.OF000UPANCY? QYes RNo UBC EDITION (year): 1 Cl 1 ' I NIT :(� C '�. OrBUI LDI NG OFFICIAL ` I 7 � , '" �,/ �'j / fl INIT: c' CITY OF TUKWILA . Department of Community Development — Permit Center 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 s -01s Building Permit Application Tracking PLAN CHECK PROJECT NAME NUMBER REVIEW COMPLETED SITE AD RES 5L5 - 5 J INSTRUCTIONS TO STAFF • 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. • Plan corrections shall be completed and approved prior to sending to the next department. • 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. AM OUNT OWING: o • CONTACTED L eF# T „„„ e s BY: (init)) KOZP DATE NOTIFIED 7 cR 2nd NOTIFICATION BY: (init.) 3RD NOTIFICATION BY: (init.) U likies I79.o0 3t0 erc v S SUITE NO. 02/15/96 **** 4 } 4 t*# kA k** A* A**** k: 4* k *k:4Akk4 * **** * *A *4 * *A ** 4r * ***4.4A4 CITY OF l'UKWILA. WA Reprinted: 07/26/96 16:51 TRANSMIT * A 4*4*:4 :l**•4'A *:V k4 *4*.4 k k* k*•h****** *4 ** k A ***k•' *Ak h * ** *4 *4 A # TRANSMIT Number: :6004421 Amount: 25.00 07/08/96 16:59 Payment Method: CASH Notation: GREG WHISTLER Init: MEV Permit No: Parcel No: Site Address: Location: Total Fecs: This Payment 25.00 Total ALL Pmts: Balance: k. 4*. 4 *.•A* * *k4 * * *A.4* *4o44A * *4k ** *A A.4 4*4-4 *4 *4 *•k *4 * ** *A•AA.4, x4+4 Account Code 000/345.830 412/342.400 h4 *A*A.A* # 4k:4 A ltA CITY OF TUK'IIL.A. :4A*Ak *4:4:4 ***k *A** TRT1NSMIT Number: Payment Method: PW96 -•0176 Type: PW• -5D 11.5720--0031 15451 53 "AU 5 St: LAND Fl: Un: 15451 53 AU S Description PLAN CHECK - UTILITY INSP FEE - STORM DRAIN STORM DRAINAGE 25.00 25.00 .00 k* *AA•A ** Amount 10.00 15.00 1533 07/29 9617 TOTAL 199.00 ******* k* 44A *4A:4::•:kk:4•A *4****.4k * *•ki. Akk4*44'.*4*A* WA TRANStil1' *4 kA 1 *: 4 4.: 4 .* *4.4 k *4.4 *44 *4* *A*•4 *k44.44**44 *4 96004534 Amount: • 25.00 07/25/96 14:37 CHECK Notation: murel m Jewell Init: MEV Permit No: PW96--0213 Type: Parcel Na: 336590-1940 Site Address: 6406 S 143 ST Location: 6406 S 143 ST PW• -FLH FIRE LOOP /HYDRANT Total Fees: 25.00 This Payment 25.00 Total ALL Pmts: 25.00 .Balance: .00 *:t4 4..44** *44.4 4* 4**. 4*****'k; 4** At4... 4..*4* i4A •4.A *•A *' *.•s4 *4A *4*.t *.*4..44* Account Code Description 000/345.830 PLAN CHECK - UTILITY 401/342.400 INS F' FEE .- FLH /LI /WME Amount 10..00 15.00 1484 07/26 9617 TOTAL 25.00 :e *k **144 .4.10kk•k: *NkAekh * *a•k *Ak•4* k �I:TY OF TUI<WIL. L WO : -r l ***:4irA* kk•***4:t4-Ak.44 i !e •.4 k 41eAk:•h * b*r*k*k** *.4 * *'*•*A4•h** TRANSMIT Number: 96004244 Amount: 730.49 0t /11/96 16:31. Payment Method: CHECK Notation: ALPINE LANSCAPE Init: K3P Permit No: 119`6-- 0.151 Type: U•-AUTLU BUILDING PERMIT Parcel Na: 11b720-0031 Site Address: 15451 53 AV ;3 Total Fees: 730.09 This Payment 730.09 Total ALL Pelts 730.09 Balance: .00 * 4*k*k4k *A*4*k*AAl:1444k*h**'hk4****** Ak *h **kAd.a4 *A**4k*ka-/:Akh * *4*4* t15F 12 57 41 s 'Account .Code Description 000/322.100 BUILDING ( ?ING - NONRES 000/345.830 PLAN CHECK •- NONRES 000/386.904 / STATE BUILDING SURCHARGE Account Code 000/322.100 000/345.630 Description BUILDING - NONRES PLAN CHECK •- NONRES *•4 le* .*:.* A* *A* * *r*A le*:t4* / 1 Amount 439.;5 285.84 4.50 :tk****•,t *AA•k•4.AkAk;k* * *A *k•k•4A *Akkk* **4 **-4 *AA* **A *A4 *AL• *•4kA4 *hk *?k CITY OF TUKWIL.A, WA ReprintttA: 07/26/96 1G:51. 1•Rf-+NSMl: 1 • *:4i Jr 4*A**kh l **4.*Jr A*4.*k *4.4 Ak•k* *•A* *4*A4 k*-A k *A*4*4-4**A*4*4 ekA *:4*A *•k* T1111NaMIT Number: 96004420 Amount: 174.00 07/0S/96 16:58 I'i Method: CASH Notation: GREG WHISTLER Init: MEV Permit No: PW96-•0175 Type: Pik-LA LAND ALTERING PERMIT Parcel Na: 115720- 0031. Site Address: 15451 53 AV S St: LAND FI: Un: Location: 15451 53 AV S Total Fees: 174.00 This Payment 174.00 Total ALL Punts: 174.00 Balance: .00 :t. * *AA--,t **A A****A k**• kh*; 4* AAk* A*• A*4;%* k•• A•4 •A-AA- A *•;l *4 * *-kot *-n *et *AA*•A *4* Amount 144.00 30.00 Rit ISS3 $1i1.00 �~^ 4.**4.*A.**.ti**h*-k**A4 ITY OF TUKNILA. NA YA++k*+* TRANSMIT Number: 9 Payment Method: C --- Permit No: D Parcel No: 1 Site Address: 1 v . � '+) a + ci(q-Q � ��. I *a+�w�+*�*fs* ++A* + 6004198 Amount: 730.09 05/29/96 13:6S TEAKSMIr HECK Notation:' alpine landscape Ioit: KJP 96-0151 Type: O-BUILD BUILDING PERMIT 1*72O-0O31 5451 53 AV S Total Fees: 730.O9 This Paiment 730.09 Total ALL Pmts; 730.09 Balance: .00 14.***A*a*a+A^+h+A+a*^A+L«**AA*.A+aa^**.Ak**a**A**+*++^k^*a**^^haX* Account Code Desrriptibn Amount 000/322.100 BUILDING - NONRES 439.75 080/345.830 PLAN CHECK - NONRES 295.84 000/386.904 STATE BUILDING SURCHARGE 4.50 ° GENERA 730.09 TOTAL 730.09 CHECK 730.09 CHANGE 0.00 123 5784A000 16:00 Project: Type of inspectio } / Address: Date called: —/ Special instru tions: J IAA. / Date wanted: a' 1� Requester: Phone No.: 3 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Date: PERMIT NO. 1 -3670 Corrections required prior to approval. Inspector( $42.00 REINSPECT! rN FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: no Q I` 6 Type of inspection: p ` , 1 W - n0. Address: /1.451 5 3 ^ V,. }� Date called: Special instructions: k ntnu Wak • Pwg LA n w q _ 01.11 5D Date wanted: a.m. p.m. Requester: Phone No.: COMMENTS: Inspector: I I INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. eo P . ,. ,.._ ( Date: (KtAU4) • ....w.4.1 :4 �, _ ,......... PERMIT NO. (206) 431 -3670 Corrections required prior to approval. (/ Z -7 $42.00 REINFECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 4 COMMENTS: y r i s E r ( " A I iti 4-.61A4 sai, ANO tit E dt 7 A Pf U'u t 7 74 M w0-4 TA-LE W N E -- w A1-l.. LN AA +A P P tia1C . 5 10 NkCI G tom- 11' GA-e SF1 , LS 'MC C tsOG R-.9 (-mob •c__ AT C4 ( W'g o'— h'-Ot rfrNI C.- Se•Z- • 4. . Dac.0 c .>TS it.- f 7 T Gill, G G I t Nt c F>1.0d N44 / dr3 "ilk cxv-P aiJ A (Jo Fu it Ih -iu - S T'bCt .1-1.4- F1-6 t-k L.. wt.- '1PK cc30 PK-.+L S1'�`C-- . H6- e.-,. - c br a q t A Ft ► . s , e Z Piterre ,. lnVL 5e7"' PgcA geiDe of ins XVISiiac Date call o A `° � U o %V U as 0 ection: 1 e- ai ruit5 W / � 5 i ((J Ic Special instr'ctions: � 4 """ Date wanted Q / 1 G / (a a.m. p:rn. s , e Z Piterre ,. lnVL 5e7"' Pe° 3.33s •-/ INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 IptApproved per applicable codes. PERMIT NO. ' (206) 431 -3670 Corrections required prior to approval. Inspector: Date: (2 f V' $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: _ —.44 . . _ / �� � Type of inspect • /i 4 Date called: Address: Special Iir Itons: ate wanted: Requester: Phone No.: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION t . 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I I Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: $42.00 REINSPEt;TION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. f Receipt No.: INSPECTION RECORD Retain a copy with permit PERMIT N (206) 431 -3670 Date:�� Date: • DEC-05-96 02:42 PM ABC NURSERY INC e- DATE: /0Z, - 05 - 91 FROM: C-S5 TO: ALPINE LANDSCAPE SERVICES 32108 39th Ave S. Auburn WA 98001 Fax (206) 661.0670 Phone (206) 874-2348 431-3as JOB: 654 iYc RE: latko 4j2 itroved A,0441,-. ATTENTION: j,,t; it k " PfVeGi 16 Titti44/4 206 661 0670 P.01 015 MESSAGE: 74e ata k4 ZS dc. /e4 6e0 - • r/e0.4 s L./ hsee-__s Au a 4 4 4 44 tv.)PP1-5 /(s 69 qi - VI 744 or'N ..... 2 DEC -05 -96 02 :46 PM ABC NURSERY INC 12/0.110 18:25 FAX 208 881 8050 Geoff. Engineers ESA Development 1611 116th Avenue Northeast, Suite 224 Bellevue, Washington 98004 -3094 Attention: Mr. Dan Sterns GEOENGINEERS 206 661 0670 Decemher 4, 1996 Revised Surr nary Letter Construction Monitoring Keystone Retaining Walls Proposed Hotel Site Tukwila, Washington File No. 4830 - 001 -10 • 15451 5;Av P.03 lJ 00 2 Consulting Engineers and Geosclentists Offices in Washington, Oregon. and ■lmka This revised letter summarizes our observations during construction of the Keystone retaining walls along portions of the Extended Stay Inn site located in Tukwila, Washington. This letter supersedes our previous summary letter dated August 21, 1996 and presents clarification of a portion of our .monitoring services. Our services have been provided in general agreement with issues discussed during a site meeting on June 18,1996. In particular, our services did not include review of contractors submittals or measuring wall layout and configurations to verify embedded lengths of Ten az reinforcement at various wall sections. A representative of GeoEngineers completed 10 site visits between July 17 and July 31, 1996 to evaluate foundation subgrade and backfill placement and compaction for Keystone retaining walls located on the west, south and east portions of the site. Areas of soft subgrade soil were removed and replaced with structural fill to provide adequate support in those areas. The wall configuration observed during our site visits included the following elements: • 12 to 14 inches of crushed rock base for support of the Keystone blocks. • An 18- inch -wide zone of drain material behind the blocks with a 6- inch - diameter perforated pipe near the bottom of the zone. • Tensar grid reinforcement located at every other course of block and extending about 4 to 5 feet behind the walls (these lengths were not measured). • Bacicfill consisted of on site sand with silt and silty sand. GeoEngineers, Inc. 8410 154th Avenue N.E. Redmond, WA 98052 121 Redmond, W,198ni2 Telephone (:0G) 861•Goo° Fax (206) 86116050 • M,tM m utr:bn: pion. . • • ESA Development December 4, 1996 Page 2 J]M:IGGB:1.1t Documsat 1D: P:14830001.LT2 cc: Mr. Ron Goldie Bush Roed & }Etchings, Inc. 2009 Minor Avenue Fast Seattle, WA 98102 Mr. Steve Platt Magnum Enterprises, inc. 2205 116th St. S., Suite 100 Tacoma, WA 98444 12.0440 • 16:26 FAX 2AG 661 6030 GEOENGISEERS Yours very truly, McFadden, .E. reject Manager r2' • Wall backfill was placed in lifts about 8 inches thick and compacted with a large vibratory plate compactor. • In -place density tests completed on the wall bacicfill indicated compaction to at least 93 percent of maximum dry deluity. Based on our observations, it is our opinion that the wall baeiftll has been placed and compacted in accordance with the project requirements and that other elements of wall construction were completed in general accordance with standard construction practices for this type of wall structure. However, GeoEngineers representative did not review the contractors submittals for material type, nor did we measure wall layout and configurations to verify embedded length of the Tenser reinforcement at the locations of various wall sections and heights. We trust this letter merts your needs at this time. Please call if you have any questions. Kenneth G. Buss, P.E. Associate ,: I",' ±.Sr,Y n .rv`i �`.Y:'f.Gt1,!".xCnaz • - -.. OeoEngineers Pile No. 4830-001-10-1130 a a 003 ;�r 206:3237135 Date: September 3, 1996 To: John Song, Alpine Lendscapg► Services From: John E. Anderson, BRH Re: Extended Stay America Keystone Wall Tukwila, Washington BRH Project No. 96146 BUSK ROED & HITCHINGS, INC. Civil Engineers and Land Surveyors MEMORANDUM Please contact me if you have questions or need additional information. V-529 T-378 P- 002/802 SEP 03 ' % 13:3© • coo Rabat lest, PLS.,PX. Reediest Resold G. Gordy. RF. Seekelire Reediest kers A. illiekkes P.L,S. Vke ?niftiest truth 4.1d„Aa,.1'.14 rc kei Mwoee en John E. Atriasmn, F.E. Brost D. Censethis. P.E. Hasid ftwowisma, . kern V. A*«i,ete ,k*ry Y ilebieses. DenmN C. Naas, PA. . Ms 1. Wed, r.L You have asked for confirmation that the Keystone wall for the Extended Stay America project was constructed in accordance with the design documcnts. Ow flan did not visit the site during construction of the wall, but have reviewed the wall construction with the project soils engineer, GeoEngineas Inc. In addition, we obtained copies of purchase orders for the wall materials from the contractor, observed the concreted walls and had an engineer for Keystone observe the constructed walls. Based on our research, the Keystone walls have been constructed in accordarice with the design documents. 2009 Minor Avenue East, Seattle, Washington 98102 - Phone 206/323.4144; Fax 206/323.71 Gco Engirners ESA Development 1611116th Avenue Northeast, Suite 224 Bellevue, Washington 98004 -3094 Attention: Mr. Dan Sterns percent of maximum dry density. GcoEngiricers. Inc 8 151111 A%c'liue `,I E. Ittdn;t)nd, 91;05'' Ttlt't hniie 1'206 j g1,;, i nOn r:u:' (, t16) 861.61)50 August 21, 199; Summary Leiter Construction Monitoring Keystone Retaining Walls Proposed Hotel Site Tukwila, Washington File No. 4830 - 001 -10 ,, Consulting Engineers and Grose lent Isis Offtcc.s in Washington, Oregon, mitt \Iaska This letter summarizes our observations during construction of the Keystone retaining walls along portions of the Extended Stay Inn site located in Tukwila. Washington. Our services have been provided in general agreement with issues discussed during a site meeting on June 1 8,1996. A representative of GeoEngineers completed 10 site visits between July 17 and July 31, 1996 to evaluate foundation subgrade and backfill placement and compaction for Keystone retaining walls located on the west, south and east portions of the site. Areas of soft subgrade soil were removed and replaced with structural fill to provide adequate support in those; areas. The wail configuration observed during our site visits included the following elements: • 12 to 14 inches of crushed rock base for support of the Keystone blocks. • An 18- inch -wide zone of drain material behind the blocks with a 6- inch - diameter perforated pipe near the bottom of the zone. • Tensar grid reinforcement located at every other course of block and extending about 4 to 5 feet behind the walls. • 1ackfll consisted of on -site sand with silt and silty sand. • Wail backfill wits placed in lifts about 8 inches thick and compacted with a large vibratory plate compactor. • In -place density tests completed on the wall backfill indicated compaction to at least 95 . , ........., ^: ^..,.., ;....,.. -•;... . ; ...,. r � •....,.: i, r :... _,,:: R :..., r. Jr:.fr r 41 J ; a ..,p� :.... ' :„ .i.' u S t:.: ,': :E gili,r ".iSt°�•ttji " °:fife.; y et �7�1 ^,ra jrc (1FS.:: ":W t:i.; "i !.:f irkv;.`•bt� ^:::is �sl! � �:: k: blr. L:?! Y>! Y3'! id::' kit 4l: �t�: l:::• 3�. 1�• �.' ��:;" y}. .�:• �' ��S:. F. i•;. ��... fi • � Y.'.' 7�i': tg: ��7?!! li�:. Y�t: 11�. �" 3 . 4�.' i�'::. lS: n1.:, L': 7�'. 1k' i' �iU! iE: l�3��` 8ti11[) ��Uia1:�]! ?3!3)?�:1.�5� ii' M•.'? •Gil ESA Development C August 21, 1996 Page 2 Based on our observations, it is our opinion that the wall backfill has been placed and compacted in accordance with the project requirements and that other elements of wall construction were completed in general accordance with standard construction practices for this type of wall structure. However, GeoEngineers representative did not review the contractors submittals fur material type, nor did we measure wall layout and configurations to verify embedded length of the Tenser reinforcement at the locations of various wall sections and heights. We trust this letter meets your needs at this time. Please call if you have any questions, �7llrGrr,� 33M:K(113:ctus Docuntcnt ID: 4830001.LTI cc: Mr. Ron Goldie Bush Rued & Hitchings, Inc. 2009 Minor Avenue East Seattle, WA 98102 "7r. Don Smith Magnum Enterprises, Inc. 2205 - 116th St. S., Suite 100 Tacoma, WA 98444 Yours very truly, ngineers, In t)". o McFadden, P.E, Project Manager Kenneth G. Buss, P.E. Associate G o o n n g i n e e r s Ea No. 41330401.10 -1130 TO. FROM DATE. SUBJECT: City of Tu 6200 Southcenter Boulevard • Tukwila, IPashinglon 98188 (206) 433 - 1800 MEMORANDUM Vtt. 131(0 -a(5 �l. Cat 7 t-OA/ A't ►mot t kt 4 WA A- eVAA -L. Co cL4 — Stir P I SA wI t ) l_oL01Z 4.6E1 C.9* 112 PoS fa 175W:1 � 1 R-e -- r - A0 N I,-I G WA-LL_. 1NI LL 13E �1� tzlq 1 Gt hPY 19 '95 83 :59PM TUdwILA DCD /F CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * * REVISION SUBMITTAL * * DATE 6/2o /q PROJECT NAME ex -� � � A 'ADDRESS _ �r e r CONTACTPERSON TYPE OF REVISION: faV /57) W/9'R,v 7z PHONE ? P. 2 RECEIVED CITY OF TUKWILA JUN 2 0 1996 PERMIT CENTER ARQirIEGT OR ENOINEER eoesrZ'E W - B-AN CHECK/PERMIT NUMBER 69 O1 1 Z7 -- .lo40ti ,... A.1 PH : '3e-3 - '/l '/ �NFyLS 6rr r?' r i idea- 2 E s . x/ s SHEET NUMBERS) elly 41110.1 7u./2i C i erc7 ' G T- Mr/ree, 'Cloud' or highlight all area of revisions and datc revisions. SUBMITTED TO: OA/UN E e r SCo # 7o gF ANC -^ t r �Gv P� ' 1'i /fe -6 U uI 31211 //057Aftz t RECEIVED CITY OF TUKWILA JUN 9 0 1905 PERMIT CENTER • 6' PERF PIPE TO DAYLIGHT (OR, IF PAVEMENT BELOW WALL . ...,TIGHTUNE TO NEAREST CATCH BASIN) • •••••. 1. THE RETAINING WALLS SHALL BE GRAVITY RETAINING WALLS SUCH AS KEYSTONE OR ULTRABLOCK. THE WALLS SHALL BE DESIGNED BY A UCENSED PROFESSIONAL ENGINEER. PRIOR TO CONSTRUCTION, CONTRACTOR SHALL PROVIDE A SET OF RETAINING WALL DESIGN PLANS AND A COLOR CATELOC OF PROPOSED BLOCK WITH THE ENGINEER'S STAMP. AND OBTAIN WRITTEN APPROVAL OF OWNERS SOILS ENGINEER. OBTAIN CITY PERMITS FOR WALLS AFTER SOILS ENGINEER APPROVAL. CONTRACTOR SHALL SUBMIT RETAINING WALL MATERIAL TO ESA FOR APPROVAL 2. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND PAYING FOR BUILDING PERMITS FOR THE RETAINING WALLS. 3. THE GRAVITY RETAINING WALLS SHALL BE DESIGNED USING PARAMETERS SET BY THE OWNERS GEOTECHNICAL ENGINEER. A c.AeorECWv tC4L EQGLOEtla. 5 1 - k - Phtk-L- OP,Se 774c- wAti- Comsii.ud-riaNJ Ate CoMpA/C6 vIrTh/ 77/6 CA/0/AietriziA-Le 4. A FILTER FABRIC UNER DESIGNED FOR PERMANENT SUBSURFACE USE SHALL BE PLACED BETWEEN BACKFILL SPALLS AND THE , CUT OR FILL MATERIALS. . • • • • • 5. THE BACKFILL MATERIAL SHALL BE PLACED IN LIFTS TO AN ELEVATION APPROXIMATELY 6 INCHES BELOW THE TOP OF. EACH COURSE OF WALL MATERIAL AS THEY ARE PtACED, UNTIL THE UPPERMOST CURSE IS PLACED.- ANY BACKFILL MATERIAL ON THE BEARING SURFACE OF ONE WALL COURSE SHALL BE REMOVED BEFORE SETTING THE NEXT COURSE. . i• 6. FILL. BEHIND THE"RET AININg 1•4.1.as SHALL BE COMPACTED TO AT LEAST 95% MAX . DRY DENSITY • FOR _A DISTANcE EQUAL TO:THE:HEIGHT OF'THE UP TO A.MAXIM OF 4 .8 FEET. CONTRACTOR••SHALL NOTIFX.TESTING. AG wcy... • PRIOR TO PLACING.ANY:FILL.AND.PROVID A SCHEDULE... • : QRAVITY [RETAINING WALL f CQVA FIL . N .T.S. ooe„v#1.4ENIff , RECEIVED JUN 2 0 1996 TUKWILA PUBLIC WORKS • • it CITY W'/9,46 JUN EXPIRES 12/1/ 41'2 ' VING R11414141) MISC DETAILS PERI "F3e4 *ci4, le cit.) •• • • • •2" ...• . rotAvirr,..RETAINING WALL • • :• it; •■• • • . • • • • • . 0 • 0- 1... , r■....d 719.1.1zu-teiair-L--.. 1,4e-KF Vela o - i .. IN FILL AREAS. USE NATIVE BACKFILL S % us REPolarr / .; • ... • : 3 : • BEHIND QUARRY SPAUS 0406r • ... • MIEET Siadtelairok.- /pia, ReQUIREimeskirS) • .::r • • .; . . 8" MIN THICKNE S ' • 4" — r QUAR SPALLS 7E1..15*e Ux o 1c65{3 l?6raurce.c./A-Go /54e3Atc., • EQ(..4A-c_. , •p4).372444:' - .... ' Ft72 ie•eri PeSt4A/, ' , .-:.• .. , ED' ROCK .' , - / : • _ b L-re /2-- • Fi4ea-tc, PLActit9 eengek dur 5rePE i4 • 5iyace..7_02A4c_ 1,-eice_Fru— I . I • RECEIVED • )0 2 0 1996 . 6" PERF PIPE TO DAYLIGHT TUKWILA . (OR, IF PAVEMENT BELOW WAL WORKS .:TIGHTLINE TO NEAREST CATCH BASIN) PERMIT CENTER • • • • : • • ; . '4r RECEIVED • • CITY OF TUKWILA • JUN 20 1996.. JUN.10.1996 9 :58AM MAGNUM ENTERPRISES i REGISTERED AsPaowwar LAW MA PLEASE DETACH AND SIGN CERTIFICATE BEFORE PLACING IN BILLFOLD . sr. •I WT • , F(VERA • y ... . -. •.„ ;. 'M ►ONtUM ' ENT � 'G,ENERAL'•. =CGON"TR•' t1t ';c- - ; 8515 W WEIODL'AND 'DR ANAHEIM CA 92803 5IGwTUPE ISSUED ay DEPARTMENT OF LABOR AND INDUSTRIES • • I* ; • ^.NO.370 i)g -- ()its r DETACH TO DISPLAY CEFRIFICATE P.2 /2 RECEIVED CITY OF TUKWILA JUN 1 01996 PERMIT CENTER DEPARTMENT OF LABOR AND INDUSTRIES THIS CERTIFIES THAT THE PERSON NAMED HEREON IS REGISTERED AS PROVIDED SY LAW AS A ".. •• ••• • ,� ' , • . .. ...... 1... • : r. �'.. ; t' ? ►� . • ' • r � • . !. ' i h • • C FON " ". T • • "• x : ',� . 1 • • • . , REGorracioN N1hSI ■ ' r IQ10Hfl ' J :4' .4 .4.11.1 ..Q3. 4;IAGNUEGO4OJD • Q4.4/W •` • • . =.•'. ■ STATE OF WASHINGTON P ENT •:,QQNEFI!AL 0014TW •1 * 2:15 W WOODLAND DR. '.' . t " '•: ,.` AN CA 920 . . . r • ' F525•052- 14 ., . • . sa25•0112•000 ts1 .I • REcitstu 10Nmu . . `• Pear OrgF+. . ..Q1. i "PTAGNUEG,O6Ovlt3 ;Ai ?•,,0 /,s ~` '• : •% ; ,xFO E't:T1 VE••QATE`'04 /2 JUN.10.1996 9 :58AM MAGNUM ENTERPRISES i REGISTERED AsPaowwar LAW MA PLEASE DETACH AND SIGN CERTIFICATE BEFORE PLACING IN BILLFOLD . sr. •I WT • , F(VERA • y ... . -. •.„ ;. 'M ►ONtUM ' ENT � 'G,ENERAL'•. =CGON"TR•' t1t ';c- - ; 8515 W WEIODL'AND 'DR ANAHEIM CA 92803 5IGwTUPE ISSUED ay DEPARTMENT OF LABOR AND INDUSTRIES • • I* ; • ^.NO.370 i)g -- ()its r DETACH TO DISPLAY CEFRIFICATE P.2 /2 RECEIVED CITY OF TUKWILA JUN 1 01996 PERMIT CENTER DEPARTMENT OF LABOR AND INDUSTRIES THIS CERTIFIES THAT THE PERSON NAMED HEREON IS REGISTERED AS PROVIDED SY LAW AS A ".. •• ••• • ,� ' , • . .. ...... 1... • : r. �'.. ; t' ? ►� . • ' • r � • . !. ' i h • • C FON " ". T • • "• x : ',� . 1 • • • . , REGorracioN N1hSI ■ ' r IQ10Hfl ' J :4' .4 .4.11.1 ..Q3. 4;IAGNUEGO4OJD • Q4.4/W •` • • . =.•'. ■ STATE OF WASHINGTON P ENT •:,QQNEFI!AL 0014TW •1 * 2:15 W WOODLAND DR. '.' . t " '•: ,.` AN CA 920 . . . r • ' F525•052- 14 ., . • . sa25•0112•000 ts1 Permit No: PW96 -0175 Status: ISSUED Project: EXTENDED STAY Address: 15451 5 AV S St: LAND Location: 15451 53 AV S Parcel 1: 115720 -00.1 LAND ALTERING Issued: 07/03/1996 Approval Letter: 06/24/1996 Expires: 01/04/1997 Wetlands: Watercourse: 22 -5 Slopes: Y Contractor: MAGNUM ENT GENERAL CONTR INC License No.: MAGNUEGO60JO TENANT EXTENDED STAY AMERICA 15451 53 AV S, TUKWILA, WA 93133 OWNER HIGHLAND PARTNERSHIP 1930 2300 PASEO DEL PRADO C104, LAS VEGAS NV 59102 CONTRACTOR MAGNUM ENT GENERAL CONTR INC 2515 W WOODLAND DR, ANAHEIM CA 92801 CONTACT RAY MARTIN /MAGNUM Phone: (206)539 -4766 2205 116 ST S, TACOMA, WA 93444 •4 ' 4 •k * ' k k ' k * ' k •k ' k k ' k 'k ' k ' k 'k ' k k * * ' 4 '4 ' k * ' 4 ' k ' k ' k •k ' k ' k * k ' 4 •k ' k ' k ' k 4 •k k 4 ' 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 4 ' k 4 Additional Description: LAND. ALTERING FOR BIOSWALE, WET PONDS & RETAINING WALLS, APPROX. 3,337 CUBIC YARDS. (separate LAND ALTERING,PERMIT PW96 -0120 was for the remaining portion the site in conjunc- tion with the hotel bldg permit B96- 0075). Grading /Fill (Yards)-Cut: 3337 Fill: Permit Fee: Plan Check Fee: Other: Total Fees: * 'k * 'k 'k k '4 'k k •k * 'k * * 'k * •k * 'k * •k 'k •k 'k 'k :4 'k k 'k * :4 k •k 'k k * •k 'k * 'k :4 * * 'k .* k 'k k 'k k * •4 k * k 'k 4 •k 'k •k 'k * 'k * •k 'k * 'k •k k * 4 :4 k k * •k 'k •k k 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 of work. I am authorized to sign and 'obtain this Land Altering permit. This permit shall become null and void if the work is not commenced within 180 days from the date of issuance•or if the wort: is suspended or abandoned for a period of 130 days from the last inspection. THE APPLICANT UST NOTIFY THE CITY INSPECTOR OF COMENCEMENT AND COMPLETION OF WORK AT L . ,ST 24 HOURS IN' ADVANCE. FOR AN INSPECTION CALL 433 -0179. Signature: **'4'4 *k ** * APPROVED FOR Issued By: 144.00 30.00 174.00 .NUANCE: JJS Final Inspection Approved By: '4 * * * k 'k '4 •k k * * 'k k •4 .4 'k * '4 4 '4 4 •4 '4 4 'A 4 '4 •4 '4 'k '4 'k * •k'o '4 k ' 4 k •4 .4 . 4'4 '4 .4 4 * * •4 •k k 'k 'k k * * •k k •k 4 Date: Account No: 000/322.100 Account No: 000/345.330 Account No: 000/336.904 Valuation: .00 Date: Total: 3337 Date: 'SAN R (TX Authorized Per Per Center Signature * * * l e 4 'k 'k 'k 'k 'k 'k 'k '4 k * 'k 'k 'k 'k 'k 'k '4 'k 'k '4 'k k 4 k :4 .4 ;4 k k 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. CITY OF TUKWILA as< Permit No: PW96 -0175 Address: 15451 5 AV S St: LAND Suite: Tenant: EXTENDED STAY AMERICA Type: PW -LA Parcel it: 115720 -0031 *A******************** Permit Conditions: 1. Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off - site or into existing storm.:drainage facilities. 2. The site shall have permanent erosion control measures in place as soon as•possible- after final grading has been completed and,: prior to. the Final Inspect ion . 3. THE GEOTECHNICAL ENGINEER 'SHALL OBSERVE THE WALL CONSTRUC- TION FOR.COMPLIANCE WITH THE, ENGINEERING DOCUMENT. STORM DRAINAGE SYSTEM BEHIND THE RETAINING WALLS PER BRH DETAIL STAMPED BY JOHN.ANDERSON, P.E. •rt 31 Status: ISSUED Applied: 06/24/1996 Issued: 07/08/1996 4 •k•4•k *•k**** k•4 4 4•44*•k A* 4 M 4 * * * ** **'4..4.4:4 *•M * * *•4 ** 4** Mi OA. .4 STORM DRAINAGE 'Permit No: PW96 -0176 Status: i'SSUED Project: EXTENDED STAY Site Address: 15451 53 PV 5 St: LAND Location: 15451 53 AV S Parcel #: 115720 -0031 Watercourse: 22 -5 Wetlands: Slopes: Y Sewer: N/A 'Water: N/A Contractor License No.: MAGNUEG060J0 TENANT EXTENDED STAY AMERICA 1 5451 53 AV S, TUKWILA, WA 93138 OWNER HIGHLAND PARTNERSHIP 1930 2300 PASEO DEL PRADO C104, LAS VEGAS NV 39102 CONTRACTOR MAGNUM ENT GENERAL CONTR INC 2515 W WOODLAND DR, ANAHEIM CA 92301 CONTACT RAY MARTIN yY� Phone: 206 539 -4766 MAGNUM ENTERPRISES, 2205 116 ST S STE 100, TACOMA WA 93444 •4 •k •4 '4 4 4 :4 k •k '4 '4 '4 'k •k k k •4 rk 4 k* •k 4 •k •k 4 •k •k •i k 4 .4 4 4 4 4 .4 4 4 4 4 4 4 4 4 4 .4 4 :. •k •k 'k 4 4 •4 •i 4 4 •4 4 •4 4 •4 4 4 4 '4 •i •4 •4 4 •* •4 4 4 4 •k 4 4 Additional Permit Description: ON SITE STORM DRAINAGE SYSTEM INCLUDING BIO'SWALE. WET PONDS AND STORM DRAINAGE SYSTEM FOR THE RETAINING WALLS. DRAINAGE BEHIND THE RETAINING WALL PER ATTACHED SKETCH BY JOHN ANDERSON OF BRH. A GEOTECHNICAL ENGINEER. SHALL OBSERVE THE CONST- RUCTION OF THE RETAINING WALL'S FOR COMPLIANCE WITH ENGINEERING DOCUMENTS. Existing Square Feet: Additional 'Square Feet: New Square Feet: In:•spection Fee: Plan Check Fee: King County' Valuation: Value of Construction: .00 4 k 'k •k •4 '4 k •k 4 'k •k 'k •k •k 'k k 'k •k •4 •k k •k •k :4 k •4 •k •4 4 •4 .4 .4 .4 4 4 4 4 •k •4 •k 4k :4 k •4 . k k •k •k k •k •k •k •k •k •4 k •k •! 'k 4 :4 .4 k •k 4 •k •k 'k •k 4 •k •k •k 4 4 •4 •k 4.4 •4 4 I hereby accept this permit and agree to abide all applicable sections of the City of Tukwila Municipal Code, We agree that the City of Tukwila :hall be held harmless for all or any claims arising as a result of this project. Permits which have lapsed beyond the e x p i r a t i o n date shall require a re- application and reissuance of the permit through the City an additional fee. THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE. TO SCHEDULE AN INSPECTION CALL 433 -0179. Signature: .44,444.4444****** APPROVED FOR Issued Ev: 15.00 10.00 TOTAL FEES: 25.00 Issued: 07/03/1996 Approval Letter: 06/24/1996 Expires: 01/04/1997 Date: [ d 9Z 4k k'k'k•4'kk'kk•k'k'4•kk ' k•444kkk•kkkk 4k•k'k'kk'4'4' 44 ,44•4 'k4'4k•4•4k4'444•4•44k4'44r SUANCE BY: JJS Date: Authorized Pern?'t Center Signature .4 •4 k ' k ' 4 •4.4 k •k •4 ' k ' 4 •k k ' k ' k 'k ' k • k ' k ' 4 k 'k ' k :4 ' 4 ' k k ' 4 •k 4 'k ' k ' k •k 'k ' k k ' 4 'k ' 4 '4 k ' 4 k •4 •4 • k 4 ' k k ' 4 ' 4 k '4 •4 • 4 4 •4 4 ' 4 •k k .4 .4 • 4 ' k 4 4 •, 4 4 •4 4 4 4 4 k I hereby certify that the permit holder whose name and address, appears on this record has satisfactorily met the standards and conditions for the 'project approved herein. Final Inspection Approved: Inspector Signature Date Acct No: 412/342.400 Acct No: 000/345.330 �v e (996 e 9. :. Jn.' 4�1W: tYld +v`A`A'kICL}�'ikQ'AJ6MQlkIMf# it Kf tJ. a11'l fTd! tY3, RT. 0' 7` 1"/ hf tY11 /.k ^A�d;P�.Rf'9YR"riLiC CITY OF TUKWILA Address: 15451 53 AV S St: LAND Suite: Tenant: EXTENDED STAY AMERICA Status: ISSUED y Type: PW -SD Applied: 06 /24/1996 Parcel t: 115720 -0031 Issued: 07/03/1996 •* 4.4 4• k• k•4 4 . 4•k * *.•k•k A•k•k•4* ***A•4,4•k•k 4 k k•k•k.•4'4.'4'4 4.4 k *•w•* 4 4.4 4•a•a 4 w 4 * Permit Conditions: 1. Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off - site or into ex.istina storm _drainage facilities. 2. The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and pr to the Final Inspection. 3. A GEOTECHNICAL ENGINEER SHALL'" OBSERVE THE CONSTRUCTION OF THE RETAINING WALL FOR COMPLIANCE WITH THE ENGINEERING DOCUMENTS. DRAINAGE BEHIND THE RETAINING WALLS PER ATTACHED :DETAIL 'STAMPED BY JOHN. ANDERSON OF BRH. Permit No: PW9G -01 76 1 PW96 -0175 Land Altering PW96 -0176 Storm Drainage r-, C City of Tukwila Department of Public Works SUBJECT: EXTENDED STAY AMERICA Keystone Retaining Walls 15451 53rd Ave. S. Project No.: P95 -0115 Plan Check No.: B96 -0151 Activity No.: PW96 -0175, 0176 Contact Person: Mr. Raymond Martin Phone: (206) 539 -4766 JJS /mv Attachments a/s C.F.: PW Utilities Inspector (copy of letter, application and plans) Development File (copy of letter, application and plans) NOTIFICATION OF UTILITY PERMIT ACTION TO: PERMIT CENTER FROM: PUBLIC WORKS ENGINEERING DATE: JULY 1, 1996 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON July 1, 1996: Ross A. Earnst, P. E., Director PERMIT FEE 174.00 25.00 Total Cost: $179.00 John W Rants, Mayor Two copies of the confirmed Utility Permit Application with a set of plans are attached for inclusion in the permit file. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433-0179 • Fax (206) 431-3665 I HEREBY f:ERTI , ..:: H 1 1 HA !E READ: <: THIS< AP.. PG /cATI .. AND.. :lc . ,. ... HE . � ` AME TD `B . ... . .. : CORRECT° a , AY ORMATION; Name of Project: )54'51 53/e )4u . S Property Owner: 5 54 De, 2 f i'�2;(�,r•_� Street Address: / 6 l/ / /&c fiv- e. 11E Engineer: 14f9'l -NE 64U6 h EC 'f4JcS Street Address: 5/ 2 2 (.. /yam pic 07 4) co • 8 2o9 Contractor: NI 4N UM WTla1tPRvtav, , N Street Address: Z2o5 I/(, So. S e J 0 o Maim I/ City/ State/Zip: 9 F9 9 44 King Cty Assessor Acct #: Contractor's License #: , A 6/44 UE( 1)L0 To Exp. Date: V : R rt*Miti ❑ Channelization/Striping/Signing ! UESTED y ❑ Curb CutAccess/Sidewalk ❑ Fire Loop/Hydr. (main to vault) - No.: Sizes: 120 ❑ Flood Zone Control 10Ln,, Hauling Land Altering cubic yards =WE : Pi^116- fl Landscape Irrigation row X16 - of 7S ❑ Moving an Oversized Load 6 - Est. start/end times: 01 rgQ6 Date: ❑ Sanitary Side Sewer- No.: PIN-LA - rig PW-H WATER:; MET REFUND /BitLi ❑ Water Name: Street Address: Name: ;:;MONTH SERVICI Street Address: :DESCRIP.TiONOt?PR ❑ Multiple- Family Dwelling No. of Units: ❑ Commercial/Industrial ❑ Hotel ❑ Motel ❑ Office ❑ Retail ❑ New Building <`MISCELLANEOUS Square >,I N FORMATIO N NNE ... .. >;; P'.)96 -0n1 P() q6 - (7I7 City of Tukwila rOpilcallon A p o is Central Permit System - Engineering Division 6300 Southcenter Blvd., Suite #100, Tukwila, WA 98188 UTILITY PERMIT APPLICATION 1e t2 i G4- /k:E Tv/uE , !7/) ; il/Ak --L- S ❑ Sewer ❑ Metro ❑ Standby King County Assessor's valuation of existing structures: $ ❑ Single- Family Residential ❑ Duplex ❑ ❑ Triplex ❑ ❑ Warehouse ❑ Manufacturing ❑ Remodel/ Addition Phone No Cit /State/ZI Phone No. City /State/Zi ❑ Sewer Main Extension ❑ Private ❑ Public ❑ Storm Drainage ❑ Street Use %Water Main Extension ❑ Private g Public ❑ Water Meter / Exempt: - No.: _ Sizes • Deduct ❑ Water Only ❑ ❑ Water Meter / Permanent - No • ` Sizes ❑ Water Meter / Temporary: - No.: _ Sizes• — Estimated quantity: Schedule: ❑ Other: Phone No.: City/State/Zip: Phone No.: C' /State2i : Apartments ❑ Other: Condominiums ❑ Church ❑ Hos•ital Phone: (206) 433.0179 -Cer4 Plebe- 4rrt-ift.r.4. \._ .2&% 7 /11 1 -', - b2 6.s p : 6/6 1098ot 4)6 W: Phone No.: Zo6 TUKWILA PUBLIC WORKS ❑ School/College /University ❑ Other: Square footage of original building space: Square footage of additional building space: Valuation of work to be done: $ rrty 9 8 ova 6 igs8- &5 7 7 MAY 9,3 iclqg 04/22/92 PREPARED BY: BUSH, ROED & HITCHINGS 2009 MINOR AVENUE EAST SEATTLE, WA. 98102 CONTACT: JOHN E. ANDERSON, P.E. KEYSTONE WALL DESIGN FOR EXTENDED STAY AMERICA TdIKWILA, WASHINGTON FILE COPY . valS are WV 0'� � CCTV OF TUKWILA , APPROVED U 3 1996 ivt AG MAY 2 4 1996 TACOMA, WP 13c4(9- 0151 CITY OF�TUI(vqLp MAY 281996 PERMIT CENTER -i/o! 176 RECEIVED MAY 2 81996 TUKWILA► PUBLIC WORKS • INDEX WALL DESIGN CALCULATIONS • PAGES 1 -18 APPENDIX A SOILS REPORT APPENDIX B SPECIFICATIONS CIN FETUKWIL A MAY 2 8 1996 PERMIT CENTER 1 7 4.70 S. • 1 1 3. 77 Th WALL 114.50 113..90 600 J." ••• Ct 1 A"..73 1NE • •■•••••••••••C: •••••••••••"' • ' • • ----• - • - • 44. 1 . . • •••• . . . '.6otirg Piv I t_o. An 00 ' \ • CE4/4; TYPE 1• 1,4112.50 .1E=107.50 •.. • CURB (.TVP) • . ..... NOTES: 1 . SEE SHEET C-4.2 FOR CONSTRUCTION NOTES 2. SEE MEET C FOR PAVIMG DEM. 3. INSTALL FOUNDADON DRAIN AROUND PMETER OF BUILDING. CONNECT TO CB #7. FOUNDATION DI TO BE INSTALLED BY SITE CONTACTOR. 4. NO SIDE110iLK ON THE SITE S/IALL EXCEED A SLOPE OF 5; 24114.46 WAX(1 .taialutsiti V:220 NOR SK411,--ITIE • - -ANO tANDSGWR-RIR SLEE PIAGEMENT-fffieR-Fei PAWNS.- O. I5EE SHEET C-41 FOR LKJIIF BASE DETAIL AND swum BkSE DUAL • I • ti,4 1 3-z o - • 111111NOW - • r •• •nr:' "Itr `.• . , ',„ • RECEIVED CITY OF TUKWILA MAY 2 8 1996 PERMIT CENTER "r4 ..416 • I : •••• FF- -1 1 - •I• 11 / • • • .', 1tit� :Ylir•'ii:3_ <'nitRJYIi:fW. :3 • • 'N:'� = "A941%MlYi.% r?NINPMCSti4.R1." BUSH, ROED & HITCCHINGS, INC. CIVIL ENGINEERS & LAND SURVEYORS 2009 Minor Avenue East Teria. Seattle, WA 98102 10 (206) 323 -4144 (206) 323 -7135 • Fax . h. 7,0 • • • PROCUCT ZOO go* SOW) 205•I(P0006O)(7•Mc,Wok SEW. 01411.UOt441 PIO TOLLFROEI.000420.63W • 31:1 GvvP►LT ... uN ors ? 4` a 3o° . ..................................................:............................. .....................:......... � = O JOB Ck' ►.lprr(� 5m-( ' I.J LJ SHEET NO OF CALCULATED BY , DATE 5/ 2 1 1 1.6 CHECKED BY DATE SCALE F^fvTn rvl ►�- = 13o Ps TuSMe u WO apse .t.�vw�vrlFUw.?u YpSY�'Nw'wYr� • • .weay.u.....xa7,4477 W, 9if::;i H" T ,^e!1115'.1474.YN7,"77,77.17.11 717.1 .^1171 ,fL'( tVIS7ealre174:c•m..,.. "IYt'RT•Jd`i�Y rranK \rt•.''Ya"�r7 KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter Methodology KeyWall Version 3.0, March 1995 Bush, Roed & Hitchings Project: EXTENDED STAY INN Proj. No.: Design Parameters Soil Parameters Phi c gamma Reinforced Fill: 30 0 130 Retained Soil: 30 0 130 Foundation Soil: 30 0 130 Reinforce Fill Type: Silts & sands Unit Fill Crushed Stone, 1 inch minus Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Date: May 23, 1996 By: jea Factors of Safety Sliding: 1.50 Overturning: 2.00 Bearing: 2.00 Pullout: 1.50 Uncertainties: 1.50 Connection Peak: 1.50 0.75 in.: N/A Reinforcing Parameters: Tensar Geogrids Tcr FSch FSbd FScd LTDS FSun Td Ci Cds UX0100SB 749 1.00 1.00 1.05 714 1.50 476 0.80 0.80 Analysis: SOUTHWEST WALL - SOUTH END Unit Type: COMPAC Wall Batter: 7.0 degrees Leveling Pad: Crushed Stone Wall Ht: 5.7 (ft) , embedmt =1.0 (ft) Backfill Geometry: 20.0 degree slope 2.0(ft) high Surcharge: 0.0 (Psf) uniform surcharge Results: Sliding Overturning Bearing Shear Bulging Factors of Safety: 1.69 4.28 7.94 10.70 2.64 Calculated Bearing Pressure: 894 (Psf) eccentricity at base: 0.19 (ft) Reinforcing: ft & lbs /ft Layer Ht. Length Reinf : Td Tension Tconn FSpo 2 4.00 5.00 UX0100SB: 334 165 334* 4.26 1 2.00 5.00 UX0100SB: 473 109 473* FS >10 Reinforcing Quantities (no waste included): UX0100SB 1.11 sy /ft NOTE: . THESE::° CALCULATIONS : .' AREFOR DESIGN ONLY AND SHOULD NOT BE USE FOR CONSTRUCTION WITHOUT' REVIEW BY A,, QUALIFIED ENGINEER Keystone Retaining Wall Systems Date: May 23, 1996 Project: EXTENDED STAY INN Project No: Case: SOUTHWEST WALL - SOUTH END Designer: jea Wall Height: 5.? ft, Embedment = 1.0 ft Backfill: 20.0 deg slope 2.0 ft Surcharge: 0.0 psf uniform •• ••♦ • I! I I •! • J I I / I I I. I. I/ I♦ 1 I! 1 I I I I I ♦ . J ♦ 1 I. I •I I • ••••%1 • 1 • •1 • , • • • ♦ 1 1 • \ • 1 • • 1 1 1 • • • • • • • • • • • • 1 • • • • • • ■ , ♦ • I• I/ I. /I I I I ./ I♦•♦ ♦ 1 ♦ I •I •J •I♦ •I I J I I. I I/ I I J I II • • • • I• ♦! 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I J/ I// I// I I/ I I I I I J I I/ I I I • I 1I I I I I I I I• •• • • • •• • •1 • • • ,/ •I I I I I I I I • 1 • • • \ • ♦ ,♦ •I I I// J I I/ I// I// I 1 • • • • 1 • • 1 • • • 1 1 • ♦ ♦ • • 1 1 • 1 ,♦ •I 1 • • • \ • • • • • • • • •1 1 I I I I 1 I I I • V I I I♦/ 1♦ 1 1• 1♦ •♦ I I I I, , 1 1 1 • • I I I I,., 1,..% , • 1 •• , , • ♦ , 1 • 1 ♦ • 1 1 ♦ • 1 • • • \ ♦ 1 1 • 1 • \ \ ♦ 1 • 1 • • 1 1 • \ • • 1 \ • ,• • \ • , ♦ • ♦•• •I• • 11•\ \ \ % 1 ♦ + ♦ t t e + + + + . + ♦ t e ♦ + ♦ + / + ♦ + + + + e ♦ ♦ ♦ ♦ . + ♦ + ♦ e e e e t + t ♦ ♦ t ♦ + e ♦ ♦ + ♦ e + / + t e + + + + + e + e + t + / + t • BUSH, ROED & H1TCHINGS, INC. CIVIL ENGINEERS & LAND SURVEYORS a 2009 Minor Avenue East Seattle, WA 98102 M (206) 323-4144 (206) 323-7135 • Fax • 0 I>sP- 1%14 ip hi 0 lCOS13 : 1., , ; . 4.0 6,6 fo,v w w 1..) YV\PC1 u tJ rr5 barvv•r■A A Ir.: 13o rs C JS t.) 'Roc, Id I Peer PROOLICT 2044 (5rgis 510/3) 2054 (P162•4) Me Groot LUss. OWL To 010sr PIC* TOLL lie 1400.t25-6190 JOB -6x-r gl;" SHEET NO. OF CALCULATED BY DATE .61 CHECKED BY DATE SCALE ,,.........e. ... «.. ,.w.av: lv ,ai;+nr�•�- �crvtv KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter Methodology KeyWall Version 3.0, March 1995 Bush, Roed & Hitchings Project: EXTENDED STAY INN Proj. No.: Design Parameters Soil Parameters Phi Reinforced Fill: 30 Retained Soil: 30 Foundation Soil: 30 Reinforce Fill Type: Silts & Unit Fill Crushed Stone, Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection .1 • - a.u�,.s U�'iS +�t.v- .v,a.:+?/i :,YSx +,R�: r:a+r e�rvtnl.. a....xi }.!a,F.R��M r +r.a.n +•., «.r, -.. • c 0 0 0 sands 1 inch minus Overturning: 2.00 Uncertainties: 1.50 Peak: 1.50 Date: May 23, 1996 By: jea gamma 130 130 130 Reinforcing Parameters: Tensar Geogrids Tcr FSch FSbd FScd LTDS FSun Td Ci Cds UX0100SB 749 1.00 1.00 1.05 714 1.50 476 0.80 0.80 Analysis: SOUTHWEST WALL - WEST END Unit Type: COMPAC Leveling Pad: Crushed Stone Wall Ht: 6.7 (f t) , emb'edmt .1.0(ft) Backfill Geometry: 26.0 degree slope 5.0(ft) high Surcharge: 100.0 (Psf) uniform surcharge Results: Sliding Overturning Bearing Shear Bulging Factors of Safety: 1.52 3.43 6.57 7.52 5.23 Calculated Bearing Pressure: 1189 (Psf) eccentricity at base: 0.34 (ft) Reinforcing: ft & lbs /ft Layer Ht. Length Reinf : Td Tension Tconn FSpo 4 5.33 6.00 UX0100SB: 311 106 311* 9.03 3 4.00 6.00 UX0100SB: 403 185 403* 8.69 2 2.67 6.00 UX0100SB: 476 276 496 8.74 1 1.33 6.00 UX0100SB: 476 44 588 FS >10 Reinforcing Quantities (no waste included): UX0100SB 2.67 sy /ft Bearing: 2.00 0.75 in.: N/A Wall Batter: 7.0 degrees NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USE FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Keystone Retaining Wall Systems Date: May 23, 1996 Project: EXTENDED STAY INN Project No: Case: SOUTHWEST WALL - WEST END Designer: jea Wall Height: 6.7 ft, Embedment = 1.0 ft Hackfill: 26.0 deg slope 5.0 ft Surcharge: 100.0 psf uniform . /♦I •III !. I •III • I/ I I I • I • I • I♦ I/ • I I I • • I I I `• • ` ♦ • I • I I • I • • I ` I • ▪ ` I • `• • ♦ /I ! • / ♦ / • I / • ! I ♦ I • • / • !• • I • I / I • • I • I I • I I • • • ♦ • • I I • • • • • • • • • • • • I . 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I I I • I •I I• •••• • I I I I •I I I ♦•I ,,, • ,, • ,, • ,,, • ,!, • ♦, • !• ♦,I , ♦• • UX818eSB :•:':h= 2.6?'.' ♦'1= 6.88.1.1,.,. • / J,.•!, ♦ ♦ ♦'• • I I I.. . I I • •J . I I I I I I I I I I •! . . ! •. •. . I . J I . ♦ I . . ♦ I I . I I ! ♦ . . I . / I I I J I . ! ! I I •♦ I . I UX8188SB ;';'h= 6. 88' :;:::::::::: ;;::::::::::::: I I I / I ... / I I I ♦ 1 I.♦ / I I I! ♦ I I I I I I I • •� . I ` • I . . . . • . • / I I • I ♦ • . . . ` . I I • . . I I ♦ J I I • . I I . I I . J . / . I . ! •I • ••• • • • , 0 0 •.. . III I. / /I . . I I •I ♦ I . ! I • ••` • • • .I! . .. I I . I ♦ I I•. . . I . J . I . I I I I . . . • • . ....... .. ...... . . • • •J . . • • • • • ♦ . ! I • • • • • • ` • • • • • •. ♦ • I ! . •! / • • II J / • • • • • • • • • I I I , , • • I • I I . • I I • I • I ♦ ` • ` • • I ` I I I I I I I I I J . I I I I II • .. I ♦ I•. ♦ I I I . ! •, • • • I•J ♦ II ♦•J . . J •♦ •. ! ♦ ! ♦ . I • • • • ` • • I I I !I I !!•. I ♦ •. ! ♦ . I I ♦ ! I ♦ . III . •. J ♦ I . I . .. •I I •! :. ! •. . I •. . . ! . I I ♦ I ♦ ♦ I ♦ ! • ! ` • . I ••` • • ` • I I•.. ♦ I . . . . .. . . I ♦ I . I . . I . . . I . I . / ♦ •I • . / I • • •`•• .. I . ! I . I I ! . ♦ ♦ . ♦II . I / • 111.00 1 a.5■ 110.80 PYLON SIGN • �/ . • sotiftW • WA-U. .r • r • i I1 • •/ \ • • ., % ,,f• / �r _ r ;' • • RETAk WALL .. - i • SEE .1;4441- r •• • .7. • • • • 1. Mom CLEAR1NO AND - GRADING LIMITS .•• AM 111.50 _... __..... _•, •-.. . s=., . ,.•■•_.. ...._.._— .+.... — 108 • .\ • • • S. • s. „ }r• 1 1.! ` iGHT ista (TYP) RIM= IE =1r . t1. RE S' SIDEWALK LOCATION ---- O N71Nr4NT ON 08TAINiNG • fJtS,cME` T BUSH, ROED & H1TCHINGS, INC. CIVIL ENGINEERS & LAND SURVEYORS a 2009 Minor Avenue East Seattle, WA 98102 (206) 323-4144 (206) 323-7135 • Fax SO OT 1-1.S1NS V•i 1% 0 Enel'EN9 - rb -0) e CareP(ver --v IN0 • • t ,5 e)( ST NI Co eqr Csfa COM PACT A-‘ mczirsc krs- 5, TENS Atz- 5 r c UYO (CO 6-s 4i0 Lzcs ?CR Sou-4 Val•Isa zoo = 0 L S e 13(ajc,H- MD IS1471157444112c64(PaNed) Mg 114, G10131% Ma 01471. To Orda PIOIE TOU. FREE 14042543I0 no.y. a r •tr. , JOB E--$.-reo-Ar.; SHEET NO OF CALCULATED BY le CHECKED BY DATE SCALE DATE ..._,.._.....- ...- . n.. c. t.• w:.:.+. a+ u�m( ruvM'! ist} M. T'. Cft." TSft 'S�}F,`.M1`il3".t. "::.rt ^✓::1 :.t7.413M+,Y,T` V•Vt..^3'AS wirXebt.er“....1MV,:ttmv?,T+1.0 .7.1% o ox envawov w`.+ ar.. w.. a .wn.....,.......... ....-.......... KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter Methodology KeyWall Version 3.0, March 1995 Bush, Roed & Hitchings Project: EXTENDED STAY INN Date: May 23, 1996 Proj. No.: By: jea Design Parameters Soil Parameters Phi c gamma Reinforced Fill: 30 0 130 Retained Soil: 30 0 130 Foundation Soil: 30 0 130 Reinforce Fill Type: Silts & sands Unit Fill Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 2.00 Bearing: 2.00 Pullout: 1.50 Uncertainties: 1.50 Connection Peak: 1.50 0.75 in.: N/A Reinforcing Parameters: Tensar Geogrids Tcr FSch FSbd FScd LTDS FSun Td Ci Cds UX0100SB 749 1.00 1.00 1.05 714 1.50 476 0.80 0.80 Analysis: SOUTHEAST WALL Unit Type: COMPAC Wall Batter: 7.0 degrees Leveling Pad: Crushed Stone Wall Ht: 6.7 (ft) , embedmt =1.0 (ft) Level Backfill Surcharge: 0.0 (Psf) uniform surcharge Results: Sliding Overturning Bearing Shear Bulging Factors of Safety: 2.30 6.75 8.48 10.59 3.18 Calculated Bearing Pressure: 878 (Psf) eccentricity at base: 0.02 (ft) Reinforcing: ft & lbs /ft Layer Ht. Length Reinf : Td Tension Tconn FSpo 3 5.33 5.00 UX0100SB: 311 77 311* 3.34 2 4.00 5.00 UX0100SB: 403 179 403* 3.95 1 2.00 5.00 UX0100SB: 476 47 542 FS >10 Reinforcing Quantities (no waste included): UX0100SB 1.67 sy /ft NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USE FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 1k-lor6 ; &ea n 130?Ib44 T ")e 6 77A16) eleov JL J • • • • • I J. I I I I I I . .. I II I I I II . ♦ ♦ . •I I I I . J. .♦ ♦ I I I ♦ • • • • • • • • • • • • • • • • • • • • • ♦ ♦ rI •II I r r . •. I I . . ♦♦II . •. I II♦•I I♦• • • • • • • • • • • • • ♦ . ♦ I IIrI •. •I •II . II ♦♦ . ♦ J • I. • • • • • • • • • • • • • • • J I• • IJ I . r. r I r I., UXAIAASB; 5.33 5. 98.;- ,• s r• : • r • I♦ I I • • • r , , • I•I • ,,, • • I r I I I • ♦ • • ,, • • • • ,, • • I • . • • • ••• • IIII .I • • • • II II II .. .. +• UXA1AASB :• :•h= 4.AA :1= 5. OA' : . ; , ; , ... ; . , • •, • • • ♦, • ,•,• , • ,, ,•, ,, • ,,, •,• • ,I • I I • • •• . , •,• • ,, • • • • I • • •• I l . .. . • • •r I I I J ♦ / I ♦ I • • . ♦ I I •.I I • I •I I ♦ • •rI • • r ♦ I ♦ ♦ ! ♦ I I • I . r • I ♦ I . ♦ . •I ♦ ♦ , I •, , I \ , I I I ♦ ♦ J . • • • • • • • • • • • iII♦ •J •I r •III I ♦I •I I •♦ .• • • • • • • • . •I I• ♦ JI•.♦ II • • • • I . ♦ . I •I ♦ ♦I, • \ 8 • \ \ • , ♦ ♦ • • • , , , ♦ • • • • , I • • • , . . • • • • • • • , • •,, •, • , ♦ • • , • • •,\ • , , , , e , , , , # I, I♦ . •I I I, I I I♦ • I • ♦ . ♦ • I I .••• •• 8 • • • • • \ • • • • • • • , \ , ,I , • • ,• ♦ • • •, • , ,, ,, • • • • • ,• • • • • , • • I I I I • • • • • , • • • ♦ I I I I • • I •I I •. I •••, UX01eeSB ♦. I - :: h • = 2.88I I ;I;I :1 5.08 •I;' I;I;J :.: t :e : : • , :;.; : ; e :t : 1♦ I J I I I I I ♦ I I I I •• I•.•.• I I r•♦ I • I •J I♦ I r •I I I I I •♦ I •I I I I •I♦ • ••••• • I I I I • • • • ••• I • I • • • I ♦ ♦♦ I • I •••♦.♦ I I • •I r••♦ I • ♦ , • • • • • • • ♦ , ♦ •• ♦,, ♦ ♦ ♦ •• • •,• \ •, • • ,, •,, , • • • •• , • ,,, • • \ • • • r I I I. ♦♦ I r r• I I I I I I I• , J ,•I I I .♦ I ♦• ,•,•I I I I I I I I I I I , I I • • , ♦ \ • • • , , , • • • , • , \ ♦,♦ • • ,♦ \ ♦ •, • • • •,• • , • , • , • • , , ♦ •• • ♦ • , . • .•I I • I , •I I I I I I I r I • I • • • I I 1 , , I I •I •I . ♦ • 1 ♦ I ♦ I I I I ♦ . ♦ • . • • • • . ♦ I •\ • • • • • • •, •,• • • \ • • , , • • • • , , ♦ •, ,•♦\ •• , • , , •, • • , , , •• \ • • • , , , ♦ • .I I I , I • I , I I I I I I I . I I I I•♦ , • I , . , I I , • I • . • ♦ I • I♦ I I • I •• ♦ • , •••• ♦ • •• , •, • • • • ♦ • \ • • • , ♦ • , ♦ ••••\♦ , , ••• • • , ♦•• • , •• •• , • , • • •,, • , . J ♦ ..•.J ♦ •I I ♦ I I I I I I I ♦ I I I r I I I I I . .♦ . •I •.•1• r I •I I I •I •I •I I • •� .• ....••„ \. ( • e ♦ ♦ I I I I I. ♦ I I I ♦♦ I I I I I I I • I • I I I I I • I I I I J I r . I I I.♦ I I I • I I I. ♦♦ I I I I • ,.I.(((( I• I r I ♦♦ I J I I I♦ I. I I I• I I I • I ♦• 1 , ♦.• I , • I r♦ I.• I 1 , ♦. I I I I I ♦. I I I I I • 1o, • I , • •• , • • • • • • • ♦I I r I I I I I I 1 I I , • • • \ • • , • • • • • • • • ♦ ♦ • • • • • , • • •\ \ , • ,, • , , , • • , \ •, • • , • • • • • , • • , , • • I I I♦ J I•••• I♦♦♦ r♦♦ I• I• I I I♦ • r. ♦ I I I r ♦♦ I I I I ••• I♦ J I r I I• 1♦.♦ I I I r keystone Retaining Wall Systems Date: Nay 23, 1996 Project: EXTENDED STAY INN Project No: Case: SOUTHEAST HALL Designer: jea Wall Height: 6.? ft, Embedment = 1.8 ft Level Backfill Surcharge: 8.8 psf uniform 7 X� IN.* iDE M D V x o (D055 Th 130-rit OF F s C -N' 13e S LDCaE Pitz .5011..5 T 110.50 16 If � ADS CIR''�i • ----- END CURB • .. i h . Z L... r r: „,.. . • 98 11 — 18" ADS N - (-'- - -_ ...MP �a3.20Xi j .'..1. 3 .• •.1)4r.; Pitt i i ; • •/ .. A •..■ , .CON CRETE . GUTTER •. j . ' + p •• O:54x Ally , $Z.OPE • 1 EmF.', :N ' P c c.' : � ''. W;i:l, . i ti 1„.} if'? ' 5 / • .1,1.11 _.. *Lam . %AIM' .• • , ;err. Qi. 55 . W 3;-:'.3.09' I' i •• RETAINING WA.. (TYP) 1 SEE 1 —C4.4 . ;, . ' ' j . ii 5.4 r i 11 .1 NTROL EMERGEN CTURE • : x s vamp mp -108.40 SPILLWAY O 103.00 EL - 10 ,.:e.....,, E 9.90 1 • — �4'.. :• o. N. i EXISTING • •■ BUSH, ROED & HITCHINGS, INC. CIVIL ENGINEERS & LAND SURVEYORS 2009 Minor Avenue East Seattle, WA 98102 (206) 323-4144 (206) 323-7135 • Fax A.44€.7NEAST 14-41-t. SfiS^r rpe goigimem-- lot? • • ----- . . . . : . . . ..•• :, ,:. :1 , . : . , . . . . . . . , . . . . . . . . s , . . . . s . s : :.t. . . . . . . „ , . . : . , : . . . . . , . . . . , . . : . . . . . . . . . . . . • • • • • • • • • "04 > 7-- 00 • 2.437 LCD. '4 No 1, 5 L.r.G 7 . • • . • 1 Ae 41214$14e? , -, - t / Qair • • LA 4C ec P4 C.T t 11 5 tr- elia-imt044 = 1.3c) pirc" h =-8,0 ,00 Lv(0,6 PROOlICT 204.1 (*Is Soso) 203.1 (Po02.3) ( Inc.. Woo. Mao 0101. To Oda PTO* TL TREL 110131254000 JOB >e.-rE),..oeic, Snik-Y Nix) SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter Methodology KeyWall Version 3.0, March 1995 Bush, Roed & Hitchings Project: EXTENDED STAY INN Proj. No.: Design Parameters Soil Parameters Phi Reinforced Fill: 30 Retained Soil: 30 Foundation Soil: 30 Reinforce Fill Type: Silts & Unit Fill Crushed Stone, Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection c 0 0 0 sands 1 inch minus Overturning: 2.00 Uncertainties: 1.50 Peak: 1.50 Analysis: NORTHEAST WALL EAST SIDE NEAR BIOSWALE Unit Type: COMPAC Wall Batter: 7 Leveling Pad: Crushed Stone Wall Ht: 9.5 (f t) , embedmt .1.0(ft) Backfill Geometry: 26.0 degree slope 2.0(ft) high Surcharge: 100.0 (Psf) uniform surcharge Results: Sliding Overturning Bearing Shear Factors of Safety: 1.60 3.15 5.04 4.82 Calculated Bearing Pressure: 1612 (Psf) eccentricity at base: 0.44 (ft) Reinforcing: ft & lbs /ft Layer Ht. Length Reinf : Td Tension Tconn 5 8.00 6.50 UX0100SB: 320 181 320* 4 6.00 6.50 UX0100SB: 459 387 459* 3 4.00 6.50 UX0100SB: 476 470 597 2 2.67 6.50 UX0100SB: 476 463 690 1 1.33 6.50 UX0100SB: 476 177 781 Reinforcing Quantities (no waste included): UX0100SB 3.61 sy /ft Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Date: May 23, 1996 By: jea gamma 130 130 130 Bearing: 2.00 0.75 in.: N/A Reinforcing Parameters: Tensar Geogrids Tcr FSch FSbd FScd LTDS FSun Td Ci Cds UX0100SB 749 1.00 1.00 1.05 714 1.50 476 0.80 0.80 .0 degrees Bulging 2.10 FSpo 6.80 5.25 5.07 4.66 8.02 NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USE FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Xeystone Retaining Wall Systems Date: Nay 23, 1996 Project: EXTENDED STAY INN Project No: Case: NORTHEAST WALL EAST SIDE NEAR BIOSWALE Designer: jea Wall Height: 9.5 ft, Embedment = 1.0 ft Backfill: 26.0 deg slope 2.0 ft Surcharge: 100.0 psf uniform ,••• • „ •••• ••••, • •• • • • ,•• I 0 I 1 0 ` 0 . 1 ♦ 0 I ,••• ` I ` ♦ ' I I •I • • ••1•••, I 0 I •I I I • ` • • I •I I ' • • I ♦ •, • I , • I ` I ♦ I ' . 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KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter Methodology KeyWall Version 3.0, March 1995 Bush, Roed & Hitchings Project: EXTENDED STAY INN Proj. No.: Design Parameters Soil Parameters Phi c gamma Reinforced Fill: 30 0 130 Retained Soil: 30 0 130 Foundation Soil: 30 0 130 Reinforce Fill Type: Silts & sands Unit Fill Crushed Stone, 1 inch minus Date: May 23, 1996 By: jea Factors of Safety Sliding: 1.50 Overturning: 2.00 Bearing: 2.00 Pullout: 1.50 Uncertainties: 1.50 Connection Peak: 1.50 0.75 in.: N/A Reinforcing Parameters: Tensar Geogrids Tcr FSch FSbd FScd LTDS FSun Td Ci Cds UX0100SB 749 1.00 1.00 1.05 714 1.50 476 0.80 0.80 Analysis: NORTHEAST WALL - NORTH SIDE ALONG DETENTION POND Unit Type: COMPAC Wall Batter: 7.0 degrees Leveling Pad: Crushed Stone Wall Ht: 5.0 (ft) , embedmt =1.0 (ft) Backfill Geometry: 26.0 degree slope 1.5(ft) high Surcharge: 100.0 (Psf) uniform surcharge Results: Sliding Overturning Bearing Shear Bulging Factors of Safety: 1.61 4.80 9.36 12.55 1.26 < -- Calculated Bearing Pressure: 785 (Psf) eccentricity at base: 0.07 (ft) Reinforcing: ft & lbs /ft Layer Ht. Length Reinf : Td Tension Tconn FSpo 2 3.33 5.00 UXO100SB: 332 117 332* 7.72 1 b 2.67 5.00 UX0100SB: 378 147 378* 6.12 Reinforcing Quantities (no waste included): UX0100SB 1.11 sy/ft NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USE FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Keystone Retaining Wall Systems Date: May 23, 1996 Project: EXTENDED STAY INN Project No: Case: NORTHEAST WALL - NORTH SIDE ALONG DETENTION POND Designer: .lea Wall Height: 5.0 ft, Embedment = 1.0 ft Backf i l l : 26.0 deg slope 1.5 ft Surcharge: 100.0 psf uniform • • ♦,•,• 00 eoe, I I ! I I I I ••••••••••• • • • • • • • • • • • • • • , • • I I • /'I I ,• I' ♦'J' ,• J I J/ J /•♦ I I I • I , I / I J I I I I•I I J I! ♦ I • I I I I I ' , , , , , • • • • • • • • ♦ • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •••• ,• , • I I I/ I I/ I / I ♦ I•I I •I J / I J I/ I J/ I ' / I I I I , • ♦ , I I I♦ J ,• ,• I • • , I / • • ,• , • • • • • • • • • • • • • ••• • • • • • • • • • •, • ♦• • • • • • • • • • • ••• • ♦ • • •• • ,• ,• J•' o• ♦ I I I ,• /• J I I I I , / / / / / ♦ I•I • I I I J , •••• ,• ,• I I' ,• , • I I I I ,• I' • • ••• • • • • • • • ♦♦ • • • • • • • •• • • • • • • • • • • • • • •• • •• •♦ •, • ,• , •I I / I/ • / I♦ •/ I•I • • I I♦/ •I \ / I I I♦ •I♦ •I J I /' ♦ J I I •I•J•J'I •♦' ••J• • • •I I •, • • • ♦ \ • • ♦• • • ,• • • • • • •, • • • • •, •,• • • ♦,•, • • \,•, • • • • • ,•,♦ • • • •,• •, • •,• • • I I I ••• •I I •♦ •1 I •f I I/ I • • •/ •I •J I! I! 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No.: By: jea Design Parameters Soil Parameters Phi c gamma Reinforced Fill: 30 0 130 Retained Soil: 30 0 130 Foundation Soil: 30 0 130 Reinforce Fill Type: Silts & sands Unit Fill Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 1.50 Bearing: 2.00 Pullout: 1.50 Uncertainties: 1.50 Connection Peak: 1.50 0.75 in.: N/A Analysis: NORTHEAST WALL EAST OF BIOSWALE Unit Type: COMPAC Wall Batter: 7.0 degrees Leveling Pad: Crushed Stone Wall Ht: 3.0(ft), embedmt .1.0(ft) Backfill Geometry: 15.0 degree slope 1.5 (ft) high Surcharge: 0.0 (Psf) uniform surcharge Results: Sliding Overturning Bearing Factors of Safety: 2.03 1.50 9.05 Calculated Bearing Pressure: 496 (Psf) eccentricity at base: 0.29 (ft) NOTE: THESE CALCULATIONS ARE FOR PRBLIMINARY DESIGN ONLY AND SHOULD NOT BE USE FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER EL (4(P Keystone Retaining Wail Systems Date: May 24, 1996 Project: EXTENDED STAY INN ProJeot No: Case: NORTHEAST WALL EAST OF B1OSWALE Designer: jea Wall Height: 3.0 ft, Embedment = 1.0 ft Backfill: 15.0 deg slope 1.5 ft Surcharge: 0.0 psf uniform • • • J I I • I ♦ I I I . 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I I I♦ I I I I.• I J I I I I I I I I♦ •I , I J I• . I I I I I I I I I I w I J I•• I I I•• I I I • I I•• I I• I I I I J I I I I• I I I I•• I J I. J.• I J.•,.,,., I I • I I♦ I J I. I• I. 1 I I 4 , • • I • . , • , , • , • , . • • , • • • . • , • , • , . • , , , , , , , , , , , , , • , , • , • , • , • , • , , , • , V , • • I . • I I J • 1 1 • I I 1 J I J 1 1 I • I J . • I I I 1 1• I J I I I I I J I J I I. J• I I• I I I I I I I I• I J I J , , • • • • , • , • , • • • , • • , , • , • , • , , • , • • , • • • • • , • , • • • , • , • , • , • , • • • • , • • • , • I I J I • • • I 1 • I • / • • J I • I ♦ I J I I • I • I I I I I . I I •••• 4 J 4 • . J I I/ I I I I I I I I• I I I I I •� . ' 1 1 J I I♦ I I I. I I/ I• I I• f I I• I I I I I I I• 1 J I I I• •♦,♦•♦ I• I. I. I I I I I I J I I .• 1 J �.','�,? �✓:�:::.� I I I• I I I I• I• I I I I • J• I I♦ I I I I• I I I I I I I I. I• •• I• r♦ I I I I I r♦♦ I 1• t I I• I I I• ' I• I• I I J I I I I I I J• I I I I• I I I I I♦• I J•. 1 I I • 1 I • J I I I• I I J I• I I I J♦ J• I/ I I• I I • I I I I I I I I • I • I I • I I I I I • I • I I I J J I • I J I I J I I I . • • . • I I I / I I I 1 I• I. J I I I I•• I I I I I • • , , . • , • • , , • , , . , . • , . , , , . . • , , . , , • • • , • , • , , • • • , , , , . . • , • , • , , , , , • , , • I I J e/ I I I• I J• J I• J• I• I•• I••• I+• .I u I I I I t• I I J••• I•/• a• J•• e• e I I J e +• I I• I I e• 2063237135 B.R.H. F -510 T -257 P -005 MAY 24 '96 15:14 KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter Methodology KeyWall Version 3.0, March 1995 Bush, Roed & Hitchings Project: EXTENDED STAY INN Proj. No.: Design Parameters Soil Parameters Phi Reinforced Fill: 30 Retained Soil: 30 Foundation Soil: 30 Reinforce Fill Type: Silts & Unit Fill Crushed Stone, Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection c 0 0 0 sands 1 inch minus gamma 130 130 130 Overturning: 2.00 Bearing: 2.00 Uncertainties: 1.50 Peak: 1.50 0.75 in.: N/A Reinforcing Parameters: Tensar Geogrids Tcr FSch FSbd FScd LTDS FSun Td Ci Cds UX0100SB 749 1.00 1.00 1.05 714 1.50 476 0.80 0.80 Analysis: NORTHEAST WALL EAST OF BIOSWALE Unit Type: COMPAC Wall Batter: 7.0 degrees Leveling Pad: Crushed Stone Wall Ht: 5.0 (ft) , embedmt =1.0 (ft) Backfill Geometry: 15.0 degree slope 1.5(ft) high Surcharge: 0.0 (Psf) uniform surcharge Results: Sliding Overturning Bearing Shear Bulging Factors of Safety: 2.02 6.40 10 .38 21.25 1.62 Calculated Bearing Pressure: 717 (Ps eccentricity at base: 0.02 (ft) Reinforcing: ft & lbs /ft Layer Ht. Length Reinf : Td Tension Tconn FSpo 2 3.33 5.00 UX0100SB: 332 83 332* 8.46 1 2.67 5.00 UX0100SB: 378 33 378* FS >10 Reinforcing Quantities (no waste included): UX0100SB 1.11 sy /ft NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND NOT BE USE FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ? egeow% &aV = I 4, O Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Mi heapolis, MN 55435 Date: May 24, 1996 By: jea 9111.0 Keystone Retaining Wall Systems Date: May 24, 1996 Project: EXTENDED STAY INN Protect No: Case: NORTHEAST WALL EAST OF BIOSWALE Designer: Jea Wall Height: 5.0 ft, Embedment = 1.0 ft Backf i l l : 15.0 deg slope 1.5 ft Surcharge: 8.0 psf uniform \ ♦ `• / • . • . • . \ , ` . , , . , . a . • .. •. \ . , . , r • • • . • • 5.•.•. a • • • • I 1 I I I I I I I 1. 1 I r •, . , .• a t r I I a I ` • I ! 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I I • I I • • • I • . • 4 • • • e • I • • • • • • , 4 • • • • I 1 • e • • 15{•1 S3AV APPENDIX A SOILS REPORT E)creNosc stAy B3&.ois •• I • ..._........•...awa.. u•cn+h.ve Mi aS aWntria rWer titr Medda IV V. .Clit011182Y•:11,1001$11Wbt4tri•" 14i4IOi.TM99dO/nKY • • . • • • • .• - • r 1 • a . •i 7. • .. ' 1 • ' • • e•• • • • • • • • • r .. 7•. • • • • .:4 •. ••� • ••• . 7 . a.. • for APPENDIX B . • • • • • 1 • • • •=I• • • 7 . . • • •T V 3 • • Test Pit Number Depth of Sample (feet) Soil Classification• Moisture Content (%) N N • I• 1.0 ML 22 7.0 SM 25 8.0 SM 25 1.5 SM. 22 6.0 ML 24 11.0 ML 25 • Geo p Engineers SUMMARY OF MOISTURE CONTENT e'er ;o t est pit IoEs or complete soi d escription. .lK SUMMARY OF MOISTURE CONTENT FIGURE A-4 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT TEST PIT TP•3 • . • . Ap;roximate ground surface elevatitNn: 104 feet . • t. .". - - - 0.0 • 0.4 Topsoil and root C.1J1 0.4 • 2.0 Brown floe to medium sand with silt 0005:. OLT) (fill) 2.0 • 2.5 SM Gray sly sand with gavel and otcasional cobbles (medium dense. moist) (fill) 2.5 • 3.5 SP•SM Brown fin: w medium sand with silt and occasional cobbles (loose. moist) (fall) 3.5 • 6.0 ML Brown fun sandy silt with occasional gravel (medium stiff. moist) (ft117) • _ . 6.0 • 7.5 SM Black silty fine to medium sand with occasional cobbles (medium dense. moist) 7.5 - 9.0 . • • SM Orzi silty fine sand with gavel and occasional cobbles (medium dense. moist) _ . • Test ph completed as 9.0 feet on 01/37196 Slow ground wits; seepage observed at 5.0 feda No caving observed Disturbed soil samples obtained at 1.0. 4.0. 6.5. 8.0 and 9.0 feet TEST PIT 77-1 - Approximate ground surface elevation: 102 feet 0.0 • 0.3 - Topsoil and root mass 0.3 • 2.5 SM Brown silty fine sand with grave/ (loose. moist) (fill) Test ph completed at 2.5 feet on 01/17/96 due to rapid ground water seepage Rapid ground water seepage observed at 2.5 feat Moderate caving observed at 1.0 foot Disturbed soil sample obtained at 3.0 foot -4p • GeoEngtheers • • • • DESCRIPTION THE DWTHS ON THE TEST PIT LOGS. ALTHOUGH SHOWN TO 0.1 FOOT. ARE BASED ON AN AVERAGE OF MEASUR.EMENTS ACROSS 'THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. LOG OF TEST PIT FIGURE A-3 Geo �, Engineers LOG OF TEST PIT DEPTH BELOW SOIL GROUP =_ Gri SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST' PTryP -T ' = Approxissta ground surface ele'•aden: 132 feet . . , 0.0.0.4 TopsoD and root anus 0.4.6.5 , . - SiASL - Brown silty fine sand to silt with sand 0o0se to medium dense, moist) (fill) 6.5 - 7.5 . _ SM . - Blackish brown s170• fm: to al:dival sand (medium dens:. moist) (f221) 7.5• 13.0 ; :••. • SM/341. -•` .. • O.irigisb brown :Dry fine sand to fine sandy silt 'rids occasional cobbles (medium dense/se. moist) - - Grid :s to brown at 9.0 feet 23.0.13.5 5? Brown fine to medium sand with a race of sib (medium dens:. racist to wet) 13.5.14.0 SM Gray silty fin: to mr.diu a sand w:3 rabbles (d :. u. w::) (L1s:a1 3)) Test pit coalpl:L:d at )4.0 feet on 01/1796 Mods.-au ground wiL:r seepage observed at )3.0 fret Minor caving observed at 2.5 fest Disa:bad sot? sampl:s obailed at 1.0. 7.0. 8.0. 13.0 and 14.0 feet TEST PTT 77.2 Approximate ground sn:'s:: el :vation: 112 fen 0.0.0.3 TopsoD and root mass 0.3.5.5 SM Brown sly line sand with gravel and occasional cobbles (loess to medium demo. twin) (fill) 5.5. 8.0 ML Brown fine to medium sandy silt with occasional cobbles (medium dense. moist) (fill) 8.0. 14.0 Brown w gray sly fig: to medium and to fine sandy 1171 with gravel sod occasional cobbles (medium dens: to dent lbs.-d. coin) (g1acial till) Tess pit comp):t;d a134.0 fest on 01/17/96 Slow ground water s:epage observed at 13.0 feat S :+ere caving observed at 6.0 fen Diseurbtd soil sampled obtained at 1.5, 6.0. 8.0. 11.0 and 14.0 fees THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.) FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PTT AND SHOULD BE CONSIDERED ACCURATE. TO 0.5 FOOT. LOG OF TEST PIT • FIGURE A -2 SOIL CLASSIFICATION SYSTEM _ • MAJOR DIVISIONS GROUP SYMBOL _ GROUP NAME _ • - C OARSE - : _SOILS; • . ' More Tbsn.50% Retained on No. 200 Sieve GRAVEL.: •• • _ :Y '.. More Than 50% : . of Cause Fraction Retained on No. 4 Sieve • . : - -- CLEAN . GRAVEL .- . GW :- - WELL-GRADED GRAVEL. FINE TO COARSE GRAVEL GP POORLY•GRADED GRAVEL - • • GRAVEL • WITH FINES • GM SILTY GRAVEL • • GC _ CLAYEY GRAVEL SAND _ . - ._ More Than 50% of Ccarse Fraction Passes No. t Sieve CLEAN SAND SW tt'ELL•GRADED SAND. FINE TO COARSE SAND SP PDORLY•GKADED SAND SAND WITH FINES SM SILTY SAND • SC CLAYEY SAND - FINE GRAINED SOILS More Than 50% Passes No. 200 Sieve SILT AND CLAY - Liquid Limit Less Than 50 INORGANIC ML SILT - • CL CLAY ORGANIC OL ORGANIC SILT. ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or More INORGANIC • MH SILT OF HIGH PLtST►CI TY. ELASTIC SILT CH CLAY OF HIGH PLASTICITY. FAT CLAY ORGANIC OH ORGANIC CLAY. ORGANIC SILT • HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry • Absence of moisture. dusty, dry to the touch in general accordance with ASTM D24B8•90. Moist • Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487.90. Wet • Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data. visual appearance of.. soils, andlor test data. • • • • • I - l Geo .O En ' eers . I � SOIL CLASSIFICATION SYSTEM FIGURE A -1 - - Subsurface soil and ground water conditionsat.ihe site were explored by excavating 4 test pits using a rubber -tired backhoe at the approximate locations shown in Figure 2._ The test pits _ were excavated on 1996 and=were located in the field by pacing from existing site features. Ground surface elevations are based. on site topography shoven on the -"Site Pan, Preliminary' by LPN Architecture and Planning revision dated December 15, 1995. The test pits were continuously monitored by an engineer from our firm who visually classified the soils encountered, obtained representative soil samples, observed ground water conditions and prepared a detailed log of each exploration. Soils encountered were classified in general accordance with -- - -- the classification'sysiem described in Figure A -1. The test pit logs are presented in Figures A -2 through A -3. . . -. • - - • . • LABORATORY TESTING All soil samples were brought to our laboratory for further examination. The results of moisture content determination are presented in Figure A-4. G c o E n s i n e e r s - . FIELD EXPLORATIONS APPENDIX A • • • A - 1 no 1o. 4130-001•2I.11301020796 • { 't t Geo Engineers ' ESA Development 1611 116th Avenue Northeast, Suite 224 Bellevue; Washington 98004 -3094 Attention: Mr. Dan Stems . • Geo: nginee..-s. inc. 8410 154th Avenue N.E. Redmond. aA 98052 Telephone (206) 861.6000 Fax (206) 8614050 • L v rt March 14, 1996_ • _ ........Consulting Engineers - and Geoscientists • _- Oifim in W2shington. Oregon. and Alaska rat . \} MAR 1 8 1996 LPN Architects & Planners Addendum to Repo . r Geotechnicai Engineeriig Services - Proposed Hotel Site - . Tukwila, Washington File No. 4830-001-28 INTRODUCTION This addendum to our report presents additional recommendations and emphasis to our geotechnical engineering services for your proposed extended stay inn to be located in Tukwila, Washington. Our initial recommendations for the project are presented in our "Report, Geotechnical Engineering Services, Proposed Extended Stay Inn, Tukwila, Washington" dated February 7, 1996. These addendum recommendations are in response to design issues which arose during review of the civil design. RECOMMENDATIONS FILL PLACEMENT ON EXISTING SLOPES She grading activities on portions of the site may require placing fill on existing slopes. We recommend that fill placed on slopes steeper than 4H:1V (horizontal to vertical) be benched into the existing slope to reduce the risk of slope instability. The existing slope should be cut using the blade of the dozer to expose a horizontal bench 4 to 6 feet wide with a 2 to 3 foot high cut face. New fill should then be placed and compacted as recommended in the Site Preparation section of our report. Additional benches should be cut as fill is d working from the bottom of the slope to the top. .'^"" "nom.• _ """. ^"'y ""�.!"„� 'T.�� ..�....r r^'.. - .�. v. N;- !�'^�,. ���v •- �- .. . • ; ASA Developmeni :A • March 14, )996 :.;1,• Page 2 •• r O UNDATION DRAINS • Foundation drains may be located near the bottom of the footings. In our opinion, the perforated portions of the foundation drains may be placed level with the bottom of the footing • ;: with no slope toward the building ends. The tightline leading away from the building should, • . however, be sloped: sufficiently. to proyide rapid flow from the perforated portions of the drains. USE OF ON -SITE SOIL In our opinion, the existing on -site fill and the native soil will likely be too- wet to allow. compaction to greater then 95 percent of maximum dry density (per ASTM D -1557) which is required for building areas and within 2 feet of subgrade elevation. We expect that portions of the native soil will be suitable for use as fill within parking areas where a reduced degree of compaction is acceptable. We recommend that a GeoEngineers representative evaluate the native soil as the site is cut to achieve design grades and identify soil which will be suitable for use as fill in parking areas where compaction to at least 90 percent is acceptable. The material should be stockpiled if possible or be placed as fill immediately after it is excavated. We oust this letter meets your needs at this time. Please call if you have questions. EXPIRES 14/07 I 3M:1SP:w1 Doum:nt m: 4830001.ADM cc: Mr. Gary Warner Warner Engineering 5123 Olympic Drive NW Gig Harbor, WA 98335 G e o E a$ t a e e r s 4 O • Yours very truly, ineers, Inc./ McFadden, P.E. roject Manager Larry S. Peterson; P:E: Associate File No. 4$30-001.28.1130 • • 1. • • • 4Z• f • .ti • .-0. .• • ••:•0•0•• • ••— Mf • . .. Z. .- • • • •: • • • • • • • • • G e • ,• • ...,,•w.••• •ncunar •mIMIZISVAltt rHet.ms v+tkft •xmv:•Olna ed evatel' /Iw'crnma1??2•U IV??:• x hWe r.O:•ttr nUC�vmtr,*tt! NIVtaif • , _ • ' :FEB- 096 • . • !phi Architects & Planners • • • , • • ; Fps ::o: 4$30-0O1•21•3 )3010:07l6 • Geo Engineers ESA Development Inc. 1611 116th Avenue Northeast, Suite 228 Bellevue, Washington 98004 -3024 Attention: Mr. Dan Stems INTRODUCTION We are pleased to present four copies of our "Report, Geotechnical Engineering Services, Proposed Extended Sue Inn, Tukwila, Washington." The scope of our services for this work is described in our proposal dated December 28, 1995. Authorization to proceed with the services was provided by Mr. Dan Sterns on December 29, 1995. Our scope of services includes additional test pit explorations in the area proposed for the detention ponds to supplement our previous study. The results of our previous study are presented in our "Report, Geotechnical Engineering Services and Phase I Environmental Site Assessment, Proposed Hotel /Office Building Site, Tukwila, Washington" for Bedford Properties dated March 19, 1990. The preliminary results of our geotechnical study regarding the proposed detention pond location are presented in a memorandum titled "Preliminary Geotechnical Assessment, ESA Development Project, Tukwila, Washington" dated January 25, 1996. SUMMARY OF CONCLUSIONS Based on our understanding of the proposed project and the results of our exploration and analyses, it is our opinion that the project can be constructed as proposed. The following section provides a summary of the significant geotechnical aspects of the project. A detailed discussion of these issues is presented in the text of this report. • The existing fill and native soil may be used for fill where compaction to about 90 percent of maximum dry density is adequate. Moisture conditioning or chemical stabilization will be necessary to achieve higher degrees:of compaction. • The existing fill and native soil may also be exported from the site and used similarly as structural fill on other sites. GeoEng3nevs, Inc. 8410 154th Avenue N.E. Redmond, WA 98052 Telephone (206) 861.6000 Fix (206) 8614050 February 7, 1996 ..--[ Consulting Engineers and Ceoscientists Offices in Washington. Oregon. and'J2ska . Ti L+Lr -��• :'� w- � ' :~ �. 1 �. '?r.��� +t�•�•�^.S' f�• ��.;.i -..t • � �. � '•.� ..r ;•.'i Wit. , z • °•.,: ti : •.; T: 0 ...:t+.a . "',"' 'i'_ �$:�. -.. :�•.,.Jcz k' S^• �'- ��1 •+.'!:-;:.��►+�'C!•ff�a�`?L4~.. •i,�' ?_' ;:: }W: . .. ..........�.w�n,n.a..+•awura.na r-iu ...�..««.— .........r++w.ww. nmuN.awnf'.xr4'Yi.�.hkr.`:: C2�."'F:4' :ih :. 'ESA Development. Inc. • February 7, 1996 Pace 2 slope: 31.:t.s ?:vvl Do:u:nr u m: 45 OOOt.R2 cc: Mr. Royce Berg LPN Architecture and Planning, Inc. 1201 4th Avenue S, Suite 102 Seattle, WA 98134 • The building foundations can he supported on the dense/hard native soil. • The planned detention pond location at the north end of the site is satisfactory providing a liner is installed to reduce the risk of seepace water from adversely effecting the adjacent We appreciate the opportunity to be of further service to you on this project. ._ If you have any questions regarding the contents of this report or if we may be of further service - to you at this time, please call. • Yours very truly, gineers • J. Peterson, P.E. ssociate Mr. Gary Warner Warner Engineering 5122 Olympic Drive NW, Suite 13204. ".. : ... .. :.. :..i...,_ :.." Gig Harbor, WA 98335 G e o E n s i n e e r s Ftte ::o. 4130-003-28.3330/020796 • • INTRODUCTION • _ .. • FIGURES Vicinity Map Site Plan APPENDICES Appendix A - Field Explorations and Laboratory-Testing. _ APPENDIX A FIGURES • Soil Classification System Logs of Test Pits Summary of Moisture Content • CONTENTS • • • t e o E e t i n e e r s 1 • ..................»., wwwew5arotrtES.+ 7Y!¢ p:: YLFMIC3AV«_:.. te�ectR+ ax++.. �+...se+. Paoe No. 1 SCOPE 1 • SITE DESCRIPTION 2 ` SURFACE CONDITIONS 2 SUBSURFACE CONDITIONS 3 CONCLUSIONS AND RECOMMENDATIONS 4 GENERAL. 4 SITE PREPARATION AND EARTHWORK 5 Site Preparation 5 Structural Fill 6 Temporary and Permanent Slopes 6 Detention Pond Design . 7 SHALLOW FOUNDATION SUPPORT 7 FLOOR SUPPORT 8 LATERAL RESISTANCE B PAVEMENT SUSGRADE ..; 9 DRAINAGE CONSIDERATIONS 9 ROCKERY CONSTRUCTION r 9 LIMITATIONS 10 Fioure No. 1 2 Paoe No. A -1 Fioure No. A -1 A -2 ... A -3 A -4 FOe 1o. 4330-001.28. 1130/020796 This report presents the results of our geotechnical engineering services for your proposed extended stay inn to be located in Tukwila, Washington: The site consists of two adjoining properties. The location of the site is shown in the Vicinity Map in Figure 1. We have reviewed preliminary plans titled "Extended Stay Inn, Tukwila, Washington for Extended Stay America, Inc." (Sheets A -1 through A -5) by LPN Architecture and Planning dated November 13, 1995 and the proposed detention pond layout by Warner Engineering which we received January 16, 1996. We understand that the two adjoining properties will be developed by building a three -story hotel. We further understand that cuts to about 14 to 16 feet deep will be necessary to achieve design grades. The proposed structure will be a wood -frame three-story structure with an on- grade floor slab and parking all around. The proposed lowest finished floor elevation will be about Elevation 114 feet. A detention pond will be located at the northeast corner of the parking lot above a slope. Based on the elevations shov►'n on the plans, we expect that the detention pond will be excavated to about Elevation 98 and will have sideslopes inclined at 3H:1V (horizontal to vertical). The top of the berm which will form the side of the detention pond above the adjacent slope will be at about Elevation 104 feet. A previous geotechnical engineering study was performed on the north portion of the site for Qestar Development, Ltd. by Earth Consultants, Inc. (ECI) in 1980. The report entitled " Geotechnical Engineering Study, Proposed Office Building, 51st Avenue South, Tukwila, Washington," dated October 29, 1980, was made available to us previously by Bedford Properties. GeoEngineers also completed a previous geotechnical study of the site the results of which are presented in our "Report, Geotechnical Engineering Services and Phase I Environmental Site Assessment, Proposed Hotel /Office Building Site, Tukwila, Washington" for Bedford Properties, Inc. dated March 19, 1990. REPORT GEOTECHNICAL ENGINEERING SERVICES PROPOSED EXTENDED STAY INN TUKWILA, WASHINGTON - FOR - -__ ..: ESA DEVELOPMENT, INC. INTRODUCTION . SCOPE The purpose of our services is to provide an updated geotechnical report which includes recommendations for the proposed development. Our specific scope of services includes the following tasks: GeoEnsineers 1 F0c No. tt3D-001.2$•1130/020796 GeoEngineers CONTENTS (continued) Appendix 3 - Field Explora ;ions and Laboratory Testing APPENDIX 3 FIGURES '-••. •_ ... _ .__ Soil Classification System Logs of Test Pits Summary of Moisture Content ._ • • _ .._..,...-.._......._.. r. w. rw✓ �.. a�[+ 1 NYCrNY./ ItX. 2 SA�SSr' 1 �p• 1TM. riMM: t. a.•w......w.w.•.w +swrrwwwy.uN• Pace No. 3 -1 Fioure No, B-1 3 -2 ... 3.6 • 3 -7 File No. e630-001•:i- 1130/020796 . 1. Review the design drawings for the proposed development and our previous geotechnical report 2. Excavate three to four test pits using a rubber -tired backhoe in the areas proposed for the detention pond and bioswale. Provide recommendations for earthwork including stripping and grading, removal of soft, • org'anic'oe bther_unsuitable friater•ia1;' and backfill placement a d cotnpaciioii This will - 7 include utility► tarot} bacl1ill recommendations; allowable peniianeni ct and fill slope - inclinations; and evaluating' the effects of weather and construction equipment on the workability of site soils: • Develop recommendations for foundation design, including allowable bearing pressures and settlement estimates for shallow foundations. . - Provide passive lateral earthl'pressures foi lateral load resistance against footings and the coefficient of base - friction against sliding. Provide recommendations for subgrade preparation and support of on -grade floor slabs. 7. Provide recommendations for design of detention ponds and bioswales, S. • Provide recommendations for surface and subsurface drainage systems based on the ground water conditions encountered or expected. - : '• 9. Provide recommendations for rockery design, as necessary. 10. Provide recommendations for pavement design for parking areas and access roads, including subgride preparation requirements. The pavement design r econ inendations will be based on traffic information provided by the owner, if available, or typical traffic volumes for the proposed facilit 11. Provide a written report containing our findings, conclusions and recommendations. Our report includes the exploration logs from our 1990 study and a site plan showing the layout for the proposed development. SITE DESCRIPTION SURFACE CONDITIONS The site is bounded by S. R. 18 to the south, 51st Avenue South to the west, Southcenter Boulevard to the north, and the•Qestar Commerce Center to the east. Access to the she will be from th- east: ' Porno ^s of tl a Site are signifcantlyovergrown with giass; uid blackberry vines. Considerable debris and trash are present on portions of the site. The north portion of the site is generally higher than the south, :portion. The ground surface slopes from about Elevation 128 near the northwest portion of the she toward .the southeast where the ground surface is at about Elevation 96 feet. A slope along the north margin of the site extends down to the north at an inclination of about 30 to 35 degrees to a creek located adjacent to Southcenter Boulevard. The south portion of the site abuts S.R. 518 which is considerably lower than the site. • G e o E u t i u c e r s 2 File No. 400-0O1.21.1330/020796 At the time of our 1990 study, a residence was present in the south portion of the site and the foundation of another residence in the north ponion of the site. SUBSURFACE CONDITIONS Subsurface soil and ground water conditionswere explored during this study at the proposed detention pond and biosw _ale location by„excavating four test pits to depths-of 2.5. to 14 feet at . _the locations shown on the Site Plan, Figure 2. Subsurface soil and ground water conditions were also explored during our 1990 study other portions of the she. The locations of our previous • test pits are also shown in Figure 2. A description of the field exploration procedures and loses off the test pits are presented in Appendix A. The field exploration procedures and logs of the test pits completed for our previous study are presented_in Appendix B. _ The native subsurface conditions encountered generally consist of sand with a variable silt • and gravel content overlying glacially consolidated silt. Fill consisting of silt, sand and gravel with varying amounts of organic matter was encountered over much of the site.. The topsoil and root mass encountered is typically about 0.3_to 0.5 feet thick. Between 6 to 9.5 feet of fill was encountered in Test Pits 1, - 2 and 8 from our previous study and test pits 1 through 3 for this study,. which were located in the north portion of the site. In addition, approximately 3 feet of fill was encountered in Test Pits S and 6, located along the southwestern margin of the she and 2 feet or more in the test pits located along the east margin of the site. The fill encountered generally consists of gray to brown, medium stiff silt and brown, loose to medium dense sand with silt and gravel. Roots and wood debris were also noted in the fill. The fill is similar to the on -site native soils and may have been placed during construction of the houses which previously occupied the site or during construction of the Qestar Commerce Center which is located east of the site. The surficial native soils encountered where the fill was not present generally consists of about 1 to 2 feet of dark brown, loose silty sand with gravel containing variable amounts of organic matter and roots. Below this unit or the fill, approximately 2 to 3 feet of gray to brown, medium dense sand with a variable silt, gravel and cobbles content was encountered. Brown to gray, very stiff to hard silt was encountered below the native sand or fill to the bottom of most of the test pits at a depth of from 11 to 16 feet. On the north margin of the site, dense silty sand was encountered below. the upper layers and extended to the bottom of test pits 1, 2 and 3 completed for this study. These units were very difficult to excavate and most of the test pits were terminated due to practical refusal. , , Ground Water Conditions: Ground water conditions encountered are indicated on the individual exploration logs. Minor ground water seepage was observed in most of the test pits and is indicative of a shallow perched condition. While the ground water conditions should be expected to fluctuate as a function of season, precipitation, and other factors, we do not expect significant ground water to be encountered at the site. • G e o E a 8 t a e c r s 3 FDe ::o. 4E30-001.28•1330/020796 GENERAL CONCLUSIONS AND RECOMMENDATIONS It is our opinion that the sale may be satisfactorily developed as proposed shallow foundations bearing on the very stiff to hard silt or on structural fill over the silt. Based on the ,,:: proposed building location and the lowest finished floor elevation, expect'that the footings will be located at a'sufficient d epth to ei;tend below'the zone of existing fill and'k ill be supported on the very stiff to hard silts: Plicemeni `of fill may be required in the south portion of the site to support paved parking areas: -• • Based on our experience, together with our observations of the subsurface conditions and our field reconnaissance, it is ouir opinion that the slope along the north margin of the site is stable.' Some shallow sloughing could occur in localized oversteepened_ areas.._ We recommend a minimum building setback from the slope, at foundation elevation, of 25 feet from where native soils daylight on the hillside. • under these circumstances, it is our opinion that the proposed development will not significantly affect the stability of this slope. Any surface water from the site development should be routed away from the steep slope. Most of the native soils and the fill soils we observed include a relatively high percentage of silt (fines) and are consequently water- sensitive. It will be difficult, if not impossible, to properly compact these soils when wet or during periods of wet weather. Thus, these particular soils are not suitable for use as structural fill under wet conditions. The native soil may be suitable for use as structural fill outside of the building area where a lesser degree of compaction is needed, such as in parking and roadway areas, provided that proper moisture conditioning can be achieved.- : In our opinion, the existing fill present on the north portion of the she and the native soil which will be removed from the site may be suitable for use as structural fill on other sites provided proper moisture conditioning is obtained prior to placing and compacting the soil. Based on the laboratory moisture content determinations, this material, in its present state, is too wet for compaction to more than about 90 percent of maximum dry density (per ASTM D- 1557). We recommend that some aeration of the soil to reduce the moisture content be included in your schedule and budget for use of this material, whether on this or other sites and that the material be used only in the portions of fill for parking and roadway areas where compaction to 90 percent _"._, of rti2jCirn um a ry a , . ,- •, =- -..- �, tr'cr.:� _ - ...- ` ensity adequate. Trafficability on most portions of the site under wet conditions will be difficult and may result in considerable surface soil disturbance, If wet weather construction is necessary, disturbed wet silty soils in building and pavement areas will need to be removed and replaced with structural fill consisting of clean granular soil. We recommend that the earthwork for the project be completed during the drier summer months in order to reduce grading costs. A perched ground water condition may be encountered during the wet season, particularly within the surficial soils above the hard silt. Some ditching to collection sumps and pumping or other means of controlling ground water may be appropriate during wet weather. • aeoEatiaeert 4 File No. e$30-0O1•2$.23301020796 SITE PREPARATION AND EARTHWORK . Site Preparation We understand that the two residences and their foundations previously located on the site have been removed by the previous. property . owner. An underground heating oil tank was • removed 'near. the iesidence.on the south portion of, the site.. j: No. record exists; regarding the - -. - ...! y ew+ r•i�.:J. -. -. ..._. .. -- removal of any tanks which may have been present near the residence on the north portion of the If during "excaivation underground tanks are encountered it will be necessary to remove them - in accordance 'with - the guidelines established by Washington State Department of Ecology. The existing fill on the north portion of the site was evaluated during our environmental services and during test pit explorations. No significant debris or other deleterious material was . observed in the test pits completed by GeoEngineers on the site If however, debris is encountered during excavation. special handling and disposal methods may be necessary We recommend that the building and pavement areas be stripped of any sod/topsoil and forest duff. Based on our explorations, the stripping necessary will generally be on the order of about 6 inches; but areas with greater stripping depths maybe encountered. This material should • be disposed of off site or used for landscaping purposes. We expect. that all of the soils encountered across the site will be able to be removed with • • conventional_ excavating equipment. However, it may be necessary to rip the hard silt in localized areas to facilitate excavation. - .Those areas which are stripped or excavated to design subgrade elevations, or are to receive structural fill, should be evaluated by a representative from our firm. We recommend that the exposed subgrade in the building and pavement areas be evaluated by either proofrolling or probing to identify soft or loose areas. We recommend proofrolling not be performed if the subgrade soils are very stiff silt, similar to that encountered in our test pits, or during wet weather if the subgrade soils are silty and susceptible to disturbance. Under these conditions, probing should be used. If construction needs to continue during wet weather, it may be necessary to overexcavate and replace material disturbed in the construction process. A layer of sand and gravel with less than 5 percent passing the U.S. No. 200 sieve should be used to replace disturbed soils and to provide a more stable working surface. Based on the proposed building location we expect that the existing fill on the site will be removed from the building area. We recommend that the suitability of all existing fill within pavement areas be evaluated by our firm. It may be necessary to remove some or all of the fill from within portion of the pavement areas if soft or loose zones are identified during site grading. During dry weather, the excavated material could be stockpiled and protected from moisture for reuse as structural fill, provided it meets the requirements subsequently defined. GcoEn1ineers 5 FDe No. '$30-001.21•r1301020196 Structural Fill Based on the existing topography and planned lowest floor grade, no filling_ should be required in the building area except the base course layer for the first floor slab. All new fill in pavement areas should be placed and compacted as structural fill subsequent to piciofrolling and _ any r eriedial •iVork is ippiopriate:" • ._- - - - All structural fill'materialr should be free of orgzriics; debris and :other deleterious material with no individual pa rticles larger than 6 inches in diameter. As the amount of fines (that portion • - passing U.S: N'o. 200 sieve) increases, the soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve, particularly during wet weather: - Generally; soils - containing more than about 5 percent fines by weight cannot be properly compacted when the moisture content is more than a few percent from optimum. Some of the surficial on -site soils have a fines content significantly greater than 5 percent. Attempts to use this material for structural fill should not be made except during periods of extended dry weather. If the site soils are stockpiled and significant drying occurs, it may be necessary to moisture- condition the soil by adding water to achieve the necessary compaction. - The fill should be placed in horizontal lifts not exceeding 10 inches in loose thickness and each lift thoroughly and uniformly compacted. Fill placed in the building and pavement areas must be compacted to at least 95 percent of the maximum dry density (ASTM D- 1557), except in pavement areas where the fill below a depth of 2 feet from subgrade elevation must be compacted to at least 90 percent. These procedures apply to all utility trench backfill. Utility trenches outside of building or pavement areas need only be to a density similar to the native soil adjacent to the trench. Temporary and Permanent Slopes For planning purposes, we expect that temporary cut slopes of 1:1 could be used for construction of the project. Slickensides were noted in the hard silt at one location. If extensive, this could result in isolated areas of instability of cuts at this inclination. We recommend that temporary cut slopes be the responsibility of the contractor who will be on -site on a continuous basis and will be best able to observe site conditions and . monitor the. performance of the excavations. Temporary slopes should conform to all applicable local, state and federal safety regulations. Surface runoff should be prevented from entering the excavations by installing curbs, berrrs, drainage ditches or males at the crest of the slopes where needed. Temporary cut slopes should be covered with plastic sheeting or an equivalent protective covering during periods of wet weather to reduce the potential for erosion. • We recommend that permanent slopes be constructed no steeper that 2H:IV except in the area of the detention ponds which is discussed below. Permanent slopes should be hydroseeded or otherwise protected from erosion. Temporary erosion, control measures may be necessary until permanent vegetation is established. G c o E a g t a c e r s 6 FDe No. £s3 Detention Pond Design A relatively steep slope exists along_the north margin of the site adjacent to the area - - proposed for the location of the detention pond. _ Based on our explorations in this area and our visual reconnaissance,.the subsurface conditions consist of fill over.medium dense weathered till. We expect that the till overlies hard silt which was encountered in. explorations on.other portions of the site. Based on the presence of fill soil in the, detention pond area, .we recommend that the • _ ^ • detention pond design include a liner to prevent seepage from, adversely affecting the adjacent • slope. We recommend that the permanent cut and fill slopes for the detention pond and related bioswale be constructed at 3H:1V or flatter. : •- • •• •• The existing fill forming the north and east berms for the detention pond area should be removed and replaced with structural fill compacted to at least 95 percent of maximum dry density to provide adequate stability of the slopes. This should be accomplished in accordance with our recommendations presented above for structural fill. : .. SHALLOW FOUNDATION SUPPORT Isolated or continuous spread footings founded on the very stiff to hard native silt, or dense native silty sand, are suitable for support of the proposed structure.. The footings should not be founded on the existing fill soils or medium dense native soils. Based, on the proposed building location and finish floor elevation, we expect that the footings will extend below the depth of existing fill and medium dense native soils on the site and into the stiff to hard silt or dense silty sand. We recommend that all footings extend to the stiff to hard silt or dense silty sand. It may be necessary to overexcavate portions of the building area to reach suitable support.. These areas may be replaced with lean concrete or the footings may be extended in depth. _ We expect that few areas of overexcavation, and to thicknesses of no more than a couple of feet, will be . • necessary with the building area. • _ Individual column footings and continuous wall footings should have minimum widths of 24 and 18 inches, respectively. Exterior footings should be founded a minimum of 18 inches below the lowest adjacent grade, while interior footings should be founded a minimum of 12 inches below bottom of slab or adjacent grade. Column footings founded on the native very stiff to hard silt may be designed using an allowable soil bearing pressure of 6,000 pounds -_- per square foot (psfj :" Similarly founded perimeter footings may be designed using 4,000 psf. The allowable soil bearing pressures presented above include dead loads plus long -term live loads and may be increased by up to one -third for syind or seismic loads. We estimate that postconstruction settlements of footings founded on the hard silt will be less than 1/4 inch. The settlement of footings founded on structural fill or a combination of structural fill and medium dense sand may range from 1/2 to 1 inch, depending on actual foundation loads and the thickness of native sand which underlies the footings. Maximum dif- ferential settlements between adjacent comparably loaded columns should be less than 1/2 inch where there is a gradual transition from column footings supported on medium dense sand and G e o E n t i o e e r s 7 File No. 4630-001.2i•1130/020796 conditions are as expected. footings supported on hard silt. We estimate that the differential settlement between exterior column footings or along continuous footings will be less than 1/2 inch in 40 feet where footings are supported on hard silt or strvcrtiral .;, _; ;.,. Loose or disturbed soils' not removed from the footing excavations prior to placing concrete -will result in increased' settlement:' - The' siVis .t,ery susceptible ' to - distuibance if allowed to ....become wet :: Wereconvnerid •tliit a leanconcrete "mud mat' or layer of crushed rock be placed in the bottom of the footings to protect the footing subgrade from disturbance if footings are constructed during wet weather. This subgrade protection should also be considered if footing excavations are left open for more than three days during dry weather. . _. • • We recommend that all footing excavations be observed by a representative from our firm • immediately prior to mud mat or steel and concrete placement to confirm that the bearing surface : has been prepared in a manner consistent with our recommendations and that the subsurface FLOOR SUPPORT The subgrade for the ground floor slab should be prepared in accordance with the previously described site preparation recommendations. If overexcavation and replacement of subgrade soils is necessary, the recommendations for structural fill apply. The slab should be supported by either natii'e soil orstrucrural fill placed over native soil. A -inch capillary break • consisting of sand and gravel or crushed rock should be placed over the subgrade. Th e capillary . break material should contain less than 5 percent by weight passing a U.S. No. 200 sieve based on that portion passing the 314•inch sieve. Any disturbed soil should be removed and reworked or replaced with structural fill. We recommend that a vapor barrier be placed between the slab and the base course since floor coverings will be used in most areas. The vapor barrier can consist of polyethylene sheeting with bonded seams. In order to maintain the integrity of the vapor barrier, it should be placed on a leveling course of sand (if the underlying base course consists of crushed rock) and be covered with a layer of sand to protect against damage by worbnen. LATERAL RESISTANCE . . Lateral loads on building footings may be resisted by passive resistance on the sides of the footings and by friction on the base of the footings and floor slab. Available passive resistance can be evaluated using an equivalent fluid dt:nsity of 300 pounds per cubic foot (pcf), where footings are placed neat (i.e., in direct contact) against the very stiff native silt, medium dense sand or structural fill compacted to 95 percent of maximum dry density. Passive resistance should be calculated from the bottom of adjacent floor slabs or paving or below a depth of 1 foot where the adjacent area is unpaved, as appropriate. Frictional resistance may be evaluated using 0.4 for the coefficient of base friction against footings and the building slab. The above values incorporate a factor of safety of about 1.5. a e o E n i I n e e r s 8 Faye t. o.'330-0O1.21•t 130/020796 PAVEMENT SUBGRADE We recommend the pavement subgrade . be prepared in accordance with the previously described site preparation and earthwork recommendations. We recommend that the pavement subgrade be compacted such that the density of the top 12 inches of the subgrade is not less than • 95'peiceni of the maximum dry density based on the ASTM D -1557 test procedure: In areas . - where existing fill soils are exposed at the subgrade, it may be necessary to over a • - portion of the existing fill, recompact and/or replace it with structural fill in order to achieve the - recommended subgrade density.-„A 6- to 9- inch -thick subbase layer of clean (less than 5 percent fines) ph run sand and gravel may be required to protect the subgrade if grading occurs during wet weather. _ We do not have specific information on the frequency or loading of vehicles which will use the area. However, we generally recommend a minimum pavement section consisting • of 3 inches of asphalt concrete (AC) over 6 inches of densely compacted crushed rock base course for access roads and in maneuvering and parking areas with truck traffic. For areas of the site in which traffic will be limited to passenger automobiles only, the pavement section could be reduced to 2 inches of AC over 4 inches of crushed rock. DRAINAGE CONSIDERATIONS . _ The site could experience seasonally shallow perched ground water conditions due to the relatively impermeable soil which occurs at shallow depths. Therefore, we recommend the building be provided with a system of perimeter footing drains.. The footing drains should consist of at least 4- inch - diameter perforated drainpipe embedded in a zone of sand and gravel containing less than 3 percent fines. This zone of sand and gravel should be at least 18 inches wide. This perforated drainage system should be sloped to drain into a tightline collection system, to a suitable discharge, preferably connected the storm sewer. The pavement and surrounding landscaped areas should be sloped so that surface water runoff is collected and routed away from the building to suitable discharge points. We recommend all downspouts be tightlined away from building foundations preferably to the storm sewer. Downspouts are not to be connected to footing drains. ROCKERY CONSTRUCTION We expect that rockeries up to about 4 feet or more in height will be used to support both cuts and fills on portions of the site. It is important to realize that rockeries do not provide soil retention and are not intended as retaining strictures. The primary purpose of a rockery is to protect the slope face from erosion and ravelling, while providing limited soil retention. Rockeries are an alternative wall type which are usually less costly than structural walls but involve more risk of slope failure. There is always some risk of rockery movement or failure even when the foundation and retained material are satisfactory and the rockery materials and construction are satisfactory. G e o E n g i n e e r s 9 FDe No. '$30-0Ot -2$ 4330/020796 The rockeries should be installed by an experienced and skillful craftsman in rockery construction.' We recommend that rockeries be constructed in accordance with the guidelines presented in the Associated Rockery Contractors "Standard Rockery Construction Guidelines" dated 19S9. If rockeries in excess of 4 feet in height are required for portions of the project, we should be contacted to review the specific requirements and provide design recommendations. Rockeries supporting fill and traffic loads should be reinforced with a suitable geotextile. The fill should be compacted to at least 95 percent of maximum dry density for _a distance equal to the height of the wall up to a maximum of 8 feet. Vehicle wheel barriers should be provided in the parking areas to restrict access immediately adjacent io the top of the rockery. Barriers should be placed back from the face of rockeries supporting fill a distance equal to the height of the wall. Surface drainage above the rockery should be diverted or collected and carried in closed conduit to a point below the rockery: - : -- LIMITATIONS We have prepared this report for use by ESA Development, Inc., their architects, engineers and other members of the design team for design of this project. Our report, conclusions and recommendations should not be construed as a warranty of the subsurface conditions. Tne project was in the early design stage at the time this report was prepared. We expect that further consultations will be necessary as design work progresses. Our scope does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the locations of explorations and also with time. A contingency for unanticipated conditions should be included in the project budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to (I) determine if the conditions encountered are consistent with those indicated by the explorations, (2) to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and (3) evaluate whether or not earthwork activities comply with our recommendations and the contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. • O • G e o E n 1 i n e e r e 10 File No. 4E304014143 30/0:0796 We appreciate the opportunity to work with you on this project and look forward to working with you firther. If you have any questions concerning this repon or should you require . _ .. additional hiforrnation, please contact us .;.. . .. . 1 ..-• -..,..-. .w -'..- i: -,.. - .. . . .. . . . - • • .. . , . • • • - EXPIRES . / 4 / JAI:LSF:wl Douutrn 4630:I01 .R2 • • _ • • - • • • I. •-• .• • ■••••• • •: 4 A ; • - . • " • •I - • f.!:- - Respectfully suhrtpted, - • 7.7 • t, : dkoEngineers, Inc. ' /// *;* - - :- Bo McFadden, P.E. - ProTect Manager CleoEnsineers 11 sociate eterson, P.E. ; bz * it • ". . • • • • • . • ' File No. 4130401.214 130/020796 arrowoomernrow.s.11141 700. $2.1742..1711 FIGURE 1 • VICINITY MAP Recgockiced with permission granted by MOWS BROS. MAPS. This map is copyrighted by THOMAS BROS. MAPS. It is unlawful to copy or reproduce alt or any pan thereof. %%bother for personal use or resale. without permission. • .� ' i•ti 1 � fig: •i . • r • 1I I 1 ?..i. • f • .. ✓.Li f I it f'� , ' • l • .ug Y •; .�. �� {'• • ', , ' f,!!'1 t1 , 1 ' 4/1 II ,1 ".:....:1 • .IMite } t.. : • . }I1• 1 9..: t,i ,- . 171;i � 2. •• • i f • • , ' ' ' t !I. E"r f. ; i . .i ••,.; .,. Li! , 1 •A•It• i ►•; _ !e i" • • • 7 • ,. . i - 1 '• •.• _ I L .. ., • •,, i y. I •, I. i I . 1 • i ' • 1 • • •• ' i o.... •— +.Aax�rri�c' eau+ �caysua: c� '+�z'vmLUrvr.CSR.rs�ar.�v..:xW • • • DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) .. -. SYMBOL— . .... LOG OF TEST PIT t << 3"m' f.,yroxir..at: jm snfaee elevation: 124 feet • • 7 0.0 - 0.3 Organic miner and root Mass 0.3. 1.5 SAS Dark brown silty fine to medium sand with o:: asiona1 gavel (loose. moist) 1.5. 5.0 SM Gray to brown silly fine to coatis sand with grave) and occuioral cobbles (medium dense. moist) • . 5.0. 11.0 ML Brown silt with race of sand. grading to gray silt (very stiff. moist) Test ph completed at 11.0 feet on 01:11.90 • Minor ground "it:r seepage obs :r•ed at 1.5 feet No caving observed Disturbed soil saznpis obtained at 6.0 feet w DESCRIPTION THE DEPTHS ON THE TEST PIT LOGS. ALTHOUGH SHOWN TO 0.1 FOOT. ARE BASED ON AN AVERAGE OF MEASt'Rl:ME TS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCUR1,TE TO 0.5 FOOT. • Gen i Engineers WAIKLIOIJAIIIIPSISTAX LOG OF TEST PIT FIGURE B.6 " Test ___ _ , • • -"- Pit Number _ ..._ Depth_of_ - Sample . _ _ (feet)• -= "--- __ ____ -_ - -. -- • Soil Classification - Moisture Content. I %) SP /SM 15.1 .. 1 ''`': ''� ' • 7 5 _ •.� ;. • SP /SM 10.1 r _.. . i •. . - .. • . . -: 1 I.0-: ...... _ ML 16.0 • • 1 -:. - . - 13.0 " ML 21.9 - ' 2 3.0 SM . 17.9 ' 2 7.0 SP 9.9 12.0 ML 23.0 3 5.0 ML 21.0 3 10.0 ML 22.1 4 4.0 ML 30.3 4 10.5 ML 30.0 4 13.5 ML 28.6 5 2.0 SM 40.4 5 4.0 SF /SM 17.5 5 9.5 ML 28.3 5 14.5 ML 25.3 6 3.5 SP 16.1 6 9.5 . ML 21.7 6 12.5 ML 21.6 7 10.5 ML 20.7 8 2.5 ML 23.9 8 11.0 SM 16.6 8 15.0 ML 13.2 9 6.0 ML 15.2 efer to test pit logs for complete soil description. i � Geo Engineers SUMMARY OF MOISTURE CONTENT FIGURE 8.7 SUMMARY OF MOISTURE CONTENT 14.• :f.::tt2i i- .Xift• rZIF.P6 : 11 t2tQl.n maa...amhauess••••••' :nrrs:4. tatVAtV AM34, ti* xk• 01 tWerri ai'.* bxlk avnns ,aw •N7I•MCY••,•,,,,,,,,,,..,.n. DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) • - . • - • • SYMBOL - • - • • Approximate ground surface eievatien: 106 fe:t 0.0. 0.5 _ Organic maou and root mass 0.5. 2.0 .. • ML Brown to gray silt with sand and gravel (medium wif. moist to sit) with loos up to approximately 0.3 in:b diameter seaaered throughout (fill) 2.0 33.0 b11. Brown silt to alit with fine sand. grading to gray sib (t•e:y stiff grading w bard. __ - - - -- - - -- • .. : , . . moist) LOG OF TEST PIT DESCRIPTION Test pit completed at 13.0 feet on 01/11/90 due to pacdal refusal Minor ground %iter seepage observed at 2.0 feet Minor caving observed Disturbed son sample obtained at 30.5 fee: TEST PIT Q Approximate ground surface elevadoa: 126 feet 0.0. 0.3 Organl: maser and root mass 0.3. 3.0 1:L MorJed gily to brown silt wit% occasional sand and gavel (.:tedium stiff. moist) (fill) 1.0. 9.5 SMNL Gay to brown iihy fine to coarse sand with gravel and occasional cobbles to silt Mich occasional sand and gravel (stwi n ders:!rcedium toff. moist) «11) 9.5. 32.5 S.41 Brown silty fine to medium sand with occasional gavel (medium dens:. ants:) 12.5.35.5 ML Brown alt with trace of sand and grave3 (very stiff, moist) Test pit completed at 35.5 feet on 01/31/90 due to partial refusal Minor ground water seepage observed at 3.0 feet Minor caving observed Disturbed soil samples obtained at 2.5. 11.0 and 35.0 feet •• THE DEPTHS ON THE TEST PIT LOGS. ALTHOUGH SHOWN TO 0.3 FOOT. ARE BASED ON AN AVERAGE OF NfE1SUREME3 TS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo Engineers LOG OF TEST PIT FIGURE B -5 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) • ... SYMBOL S.0•:6.0 ,SL - Geo %Fa Engineers • • LOG TEST PIT DESCRIPTION TEST• PIT S Approximate ground surface elevati :a, 134 feet 0.0 - 0.3 - •• . =• Organic tams and root crass t ' Dark brown iDry fine to medium sand with occasional gravel (loose. moist) with •• roots up to appr aimiely 0.5 inch diameter surered througbotn (ffl) 0.3. 3.0 1.0 - 3.0 ... • • SM .•• • - • • Brown sly fine to coarse sand with occasional gravel Goose to medium dente. — moist) with rots :wild organics sea fired thro:gbo_t (.`ill) 3.0- 5.0 . . - • . SP•SM : • : =•• Gray to brown fine to medium sand wish silt (medium dense, moist to wet) • • Gray to brown silt to silt with fin: sand. grading to gray silt (very sdef grading to hard. moist) with si:kensides Test ph completed at 16.0 feet on 01111/90 due to ;:a:Scal rtfusal Minor ground water seepage observed at 3.0 feat Minor sting observed between 3.0 and 5.0 feet Dist:•.:Yed soil samples obtained at 2.0. 4.0, 9.5 and 14.5 feet TEST PIT 6 App otiw.at: ground react elevation: 121 fen 0.0. 0.S Sod and root mass 0.5. 3.0 ML Dark brown to gray sat with sand and occasional gravel (medium stiff. moist) (fill) 3.0. 5.5 S? Brown fine to medium sand with at silt and gravel. o::uional cobbles (medium dense, moist) 5.5.34.0 ML Gray to brown at to silt with fine sand. grading to gray silt (very stiff grading to bard. maim) Test ph completed at 14.0 feet on 01/11/90 du: to Fa:dul refusal Minor ground water s::page observed at 5.5 feet No caving observed Disturbed soil samples obtained at 2.0, 3.5, 9.5 and 12.5 feet r o..rw.••••x1s.K •Me2TMht•1•••r tetSM-w•1rM•••••,•••••••• •••• ••••••••l'f THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASLR .SENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. LOG OF TEST PIT FIGURE 8-4 n. +.wn +•r ... veavwNFrx :Yatsr+Arm:.TU'c+t41711P5i 0..[5,t1461?;;SitAll.lilati ee: 2410.71. 04411% 1V 1i" h7' d„ 16. tFXCG7VV Z*''. a4M". bn .M >k1rtm +•.....civrsnMx?axtsmwtokin lt.03.N.•WAnnrmx•rN ar, DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION IPEET) SYMBOL • 0.0. 0.3 4.0. 12.0 LOG OF TEST PIT TER PIT 3 DESCRIPTION ' Approximate ground surface elevation: 117 feet • O:gank runner and root amass TEST PIT 4 Approximate ground surface elevaSon: 110 het 0.0. 0.3 Organic miner and root crass Motor ground water seepage observed at 0.5 foot No caving observed Disturbed son samples obtained at 5.0 and 10.0 fen Test pit completed at 13.5 feet on 01/11/90 due to practical refusal Minor ground water seepage observed at 2.0 feet No caving observed Disturbed soil samples obnin:d at 2.5, 4.0. 10.5 and 13.5 feu •A p 0.3. 4.0 SM . Brown silty fine to coarse sand with gravel and occasional cobbles (medium dense . to dense. moist to wet) 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. NIL Brown silt to silt with fun sand. grading to gay silt (veil, stiff grading to hard. :..:... _._ _ ..: moist) Test' pit completed at 12.0 feat on 01/11/90 due to pra:J:al refusal 0.3. 2.0 S`•1 Dark brown silty fine to medium sand with occasio:al gravel (loose. moist) with roots up to approximately I inch diam :ter scatured throughout 2.0. 3.0 SP Gray to brown fine sand with na:: silt and occasional gravel (me.iurn dens: to dense. moist to we:) 3.0. 13.5 ML Monied gray to brown silt to silt with firm: sand. grading to brown silt to gay silt (stiff grading to hard. moist) Geo ., Engineers FIGURE 3.3 • LOG OF TEST PIT DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL • 0.0. 03 . 0.3 -I.5. 1.S- 7.0 7.0. 9.5 9.5. 13.S 0.3. 2.0 b1 2.0. 6.0 SM 6.0. 9.0 SP 9.0. 13.5 1•U. LOG OF TEST PIT DESCRIPTION TEST Approximate grrtutd surface elevstica: 328 feet Organic most and root mass Modeed gray to brown silt with occasional sand and gravel ( medium itiff, moist) with roots to approximately 0.5 inch diameter scatterers throughout (fill) - S ?•SMISM Gray to brown foe to medium sand with silt and t.-ate ;ravel to to fine to medium • sand with rase gravel (medium dense. moist) wish• charred wood: roots and decomposed wood a:aaered throughout (fill) S?•SM!ML Light brown to brown fine sand with silt grading to silt with trace of fine sand, and . - race of coarse sand and gavel (ma'rium de:.selstiff, moist) dip Geo eEngineers SP:ML Brown silty firs: sand to silt grading to grayish brown silt with race of sand and occasionalgavel•(denseiver; stiff. moist) Test pit compl eted at 13.5 feet on 01111.10 due to paedeal refusal No ground water seepage obs :red No caving observed Disturbed soil samples obtained at 1.0. 3.5. 7.S. n.0 and 13.0 feet 'MST PITR . Approximate ground surface elevation: 11; feet 0.0. 0.3 Organic. tracer and root mass Gray to brown silt to silt with fine sand (medium stiff. moist) with room =sussed throughout (fill) Brown fi to coarse silty sand with rase gravel (medium dense, moist) with roots sansred throughout (fill) Gray to brown fine to coarse sand with silt and gravel and occasio:al cobble (medium dens:, moist to wet) Gray to brown silt with net of Win: sand (hard. moist) Test ph completed at 13.5 feet on 01/11/90 due to paid al refusal Minor ground water seepage observed at 6.0 feet Afinor2aving observed Disrobed soil samples obtained at 1.0. 3.0.7.0 and 12.0 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 PIT FIGURE B -2 - SOIL CLASSIFICATION SYSTEM ., = ,- ...: MAJOR DIVISIONS GROUP SYMBOL . GROUP NAME • -. _ •- COARSE _ .. GRAINED - - • SOILS .- °- • - More Than 50% Retained on No. 200 Sieve - ... GRAVEL -: = _ - More Than 50 % -7- - . of Coarse Friction Retained _ on No. 4 Sievs ___ = CLEAN . .GRAVEL__._. - -_ - -.. = GW • - . ( . WELL•GRADED GRAVEL FINE TO COARSE GRAV:L _ GP _ . POORLY•GRADEDGRAVEL • GRAVEL= - WITH FINES .:...._..... __._ _ GM :. SILTY GRAVEL ' - - • -- GC _ CLAYEY GRAVEL SAND More Than SO% . _ of Coarse .Fraction ?asses No. 4 Sieve CLEAN SAND - SW WELL- GRADED SAND, FINE TO COARSE SAND S? PDORLY•GRADED SAND - SAND WiTH FINES SM :. SILTY SAND .. _ SC I CLAYEY SAND • PINE GRAINED • SOILS More Than 50% Passes No. 203 Sieve SILT AND CLAY - _ Liquid Limit Less Than 50 INORGANIC ML SILT CL . CLAY ORGANIC 01. ORGANIC SILT. ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or More INORGANIC MH ( SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY. FAT CLAY ORGANIC OH ORGANIC CLAY. ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry • Absence of moisture, dusty, dry to the touch in general accordance with ASTM 02485.90. Moist - Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM 02487•90. Wet • Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and/or test data. . • ■ 3 Geo ��Engineel s SOIL CLASSIFICATION SYSTEM • FIGURE 0-1 • . APPENDIX B _ GeoEnsineers • • .• _ • . . . . . • • • - : FIELD EXPLORATIONS LABORATORY TESTING sumMirj of moisture content.tests for selected samples is presented in Figure. B-7. • ---- *".• • '" "" _ • ; • • - The general subsurfaie Conditions were explored . at the Site.by_eicaviting test pits With bickiioe on January 11;: 1990. The approxithate exploration locations , are shown in' the Site plan7 Figiffe":17 Ground stiiface elevations are based on site tope, shOwn on the "Site Pah, Prelsnunary" by LPN Architecture and Planning revision dated December 15, 1995. The: exploration locations were determined in the field by measuring from site features. Excavatitin the pus was monitored by a geotechnical 'engineer from our firm ve _ . maintained detailed.logi and obtained representative samples .. .Of the * so . ils encountered for further • . • examination iit but labOratory: • - - • -- - • - • --- • -.. -The, soils encountered were visually classified in accordance with the 'sysieriVshoWn in __ Figure The logs . of the explorations are presented in Figures 3-2 through B-6. The densities noed oii the logs are based on' the difficulty of - digging and our experience and _=. . ' - . . • B - 1 F0e o. it30-001.21-1330/0207P6 APPENDIX B SPECIFICATIONS PART 1: GENERAL 1.03 Referenced Standards SECTION 02276 SEGMENTAL CONCRETE RETAINING WALL ( WITH NOTES J 1.01 Description A. Furnish and install a segmental concrete retaining wall in conformance with the project construction drawings and specifications or as directed by the Architect /Engineer. B. Work includes, but is not limited to: excavation as required; furnishing and installing levelling pad; furnishing and installing segmental wall units; furnishing and installing geosynthetic soil reinforcement; furnishing and installing segmental wall unit soil fill; furnishing and installing wall fill soil; installing random backfill; and furnishing and installing drainage materials. 1.02 Related Work A. Section 02100 - Site Preparation B. Section 02200 - Earthwork C. Section 02775 - Geosynthetic Soil Reinforcement A. American Society for Testing and Material Standards - C 90: Hollow Load Bearing Masonry Units C 140: Sampling and Testing Concrete Masonry Units C 145: Solid Load Bearing Concrete Masonry Units C 150: Portland Cement C 331: Lightweight Aggregate for •Concrete Masonry Units C 595: Blended Hydraulic Cements - C 616: Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete C 989: Ground Granular Blast Furnace Slag Cement 02276.rev 1 B. American Assoc. State Highway & Transportation Officials T -99: Moisture- Density Relations of Soils Using a 5.5 Pound Ram in a 12 -inch Drop C. Geosynthetic Research Institute - GG Dete:aination of the Long -Term Design Strength of Geogrids D. Where specifications and reference documents conflict, the Architect /Engineer shall make final determination of applicable document. 1.04 Certification 612111131 A. Contractor shall submit a notarized Manufacturer's certification, prior to start of work, that the segmental concrete units meet the requirements of this specification [Certification shall address segmental concrete unit requirements as listed under Section 2.02]. B. Contractor shall submit a notarized certification, prior to start of work, that the segmental concrete units: i) have been successfully utilized on a minimum of five (5) similar projects, i.e., height, soil fill types, erection tolerances, etc.; and ii) have been successfully installed on a minimum of five million (5,000,000) square feet of retaining walls. C. Contractor shall submit a list of previous projects totalling of 500,000 square feet or more where segmental concrete has been used successfully. Contact names and telephone numbers shall been listed for each project. D. Contractor shall submit a test report documenting strength of specific segmental concrete unit and geosynthetic ..reinforcement connection, tested in accordance with NCMA Design Manual. Report shall be sealed by an. Professional Engineer. E. Contractor shall submit a notarized Manufacturer's certification, prior to start of work, that the geogrid reinforcement meets, or exceeds, the requirements of this specification (Certification shall address geosynthetic reinforcement requirements as listed under Section 2.04]. 1.05 Measurement and Payment A. Payment shall be considered full compensation for all labor, materials, and equipment to install geogrids, 02276.rev 1 geotextiles, segmental concrete retaining wall units, soil fills, leveling pad, and clean up work. B. Quantities may vary from that shown on construction drawings depending on existing topography, Nominal changes to the total quantity of materials will be at the contract unit price bid. C. The Segmental Concrete Retaining Wall System shall be paid for on a square foot of wall surface basis at the contract unit price. Measurement of the square foot of wall shall include all materials supplied and installed by the Contractor. Measurement and payment shall include all necessary materials, labor, de- watering, supervision, equipment, engineering, design submittals, and incidentals to complete the retaining wall. PART 2: PRODUCTS 2.01 Definitions WINO' A. Structural Geosynthetic - a structural element formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil, rock, or earth and function primarily as reinforcement. • B. Segmental Concrete Unit - a segmental retaining wall element machine made from portland cement, water, and mineral aggregates. C. Drain Fill - granular soil which is placed within, between, and /or immediately behind segmental concrete units. D. Reinforced Backfill - compacted soil which is within the reinforced soil volume as outlined on the plans. 2.02 Segmental Concrete Retaining Wall Units A. Segmental concrete units shall conform to the following architectural requirements: unit width to height ratio shall be equal'to 2.25, nominal; face area per unit = 1 square foot, nominal; [width to height ratio and face area not applicable to capping units] face color - standard manufacturers' color or custom 02276.rev 1 color as specified by the Owner; face finish - sculptured rockface, striated, or smooth in either straight plane or angular multiplanar configuration as available from manufacturer and specified by the Owner; bond configuration - running with bonds nominally located at midpoint of vertically adjacent units, in both straight and curved alignments; All units shall be sound and free of cracks or other defects that would interfere with the proper laying of the unit or significantly impair the strength or permanence of the construction; minor cracks incidental to the usual method of manufacture, or minor chipping resulting from shipment and delivery (up to 5% of total units) are not grounds for rejection; and exposed surfaces of units shall be free of chips, cracks or other imperfections when viewed from a distance of 10 feet under diffused lighting. B. Segmental concrete units shall conform to the following material requirements. 1. Cementatious Materials - Materials shall conform to the following applicable specifications. a. Portland Cement - ASTM C 150 b. Modified Portland Cement - Portland cement conforming to ASTM C 150, modified as follows. Limestone - calcium carbonate, with a minimum 85% content, may be added to the cement, provided these requirements of C 150 as modified are met: (1) limitation on insoluble residue - 1.5%; (2) limitation on air content of mortar - volume percent, 22% maximum; and (3) limitations of loss of ignition - 7 %. c. Blended Cements - ASTM C 595 d. Pozzolans - ASTM C 618 e. Blast Furnace Slag Cement - ASTM C 989 2. Aggregates - Aggregates shall conform to the following specifications, as applicable. a. Normal Weight Aggregates - ASTM C 33 b. Lightweight Aggregates - ASTM C 331 3. Other Constituents - Air - entraining agents, coloring pigments, integral water repellents, finely ground silica, and other constituents shall be previously • established as suitable for use in segmental concrete retaining wall units and shall conform to applicable ASTM Standards or, shall be shown by test or experience to be not detrimental to the durability of the segmental concrete units or any material customarily used in retaining wall construction. 02276.rev 1 C. Segmental concrete units shall conform to the following structural requirements: compressive strength = 3000 psi minimum; adsorption = 8% maximum; shear strength between vertically adjacent units = pif minimum at normal pressure of _ psi and greater; connection strength = long -term allowable geosynthetic strength (plf) minimum at normal pressure of 2 psi and greater with; [test reports documenting shear and connection strength shall be submitted by the manufacturer] unit depth z 20 inches; unit depth to height ratio = 2.5 : 1 minimum; and [unit depth to height ratio not applicable-to capping units] maximum horizontal gap between erected shall be < 1/2 inch. D. Segmental concrete units shall conform to the following constructability requirements: vertical setback = 3/32 minimum; [this is a minim= value] vertical setback = 3/32 or 3/4 or 1 -1/2 inch per vertical foot as noted on the construction drawings; [amount of batter will impact useable land on top of wall] alignment mechanism - pins, two per unit minimum; [alternative method subject to Architect /Engineer approval] curves - minimum concave and convex radii of 3.5 feet; unit depth Z 1/3 height of gravity wall; and [stability requirement] 2 X unit depth = maximum vertical spacing between geosynthetics of reinforced soil walls. [required to prevent rotation during compaction] E. Sampling and Testing 1. The Architect /Engineer shall be accorded proper facilities to inspect and sample -units from lots ready for delivery. 2. Architect /Engineer shall sample and test units for compressive strength and adsorption in accordance with the applicable provisions of ASTM C 140. Compressive strength test specimens shall conform to the saw -cut coupon provisions of section 5.2.4 of ASTM C 140 with the following exceptions: a. coupons have a minimum thickness of 1 -1/2 inch; and b. full unit samples may be used in lieu of coupons if testing facility has capability. F. Rejection - If a lot fails to conform to the specified requirements, new specimens shall be selected by the 02276.rev 1 nK ti#,Z.t.L'SOk."4,4' `a•.o,¢vt rw,x+, r..?zt trNfe+yxx c 2.07 Reinforced Backfill Sieve Size 2 inch 3/4 inch No. 4 No. 40 No. 200 A. Soil shall conform to the following gradation: PART 3 EXECUTION Percent Passing 100 -75 100 - 75 100 - 20 60 - 0 35 - 0 gradation listed below. Fill shall be approved by Architect /Engineer prior to use. ,sieve Size Percent Passing 1 inch 100 3/4 inch 40 - 95 No. 4 5 - 60 No. 40 0 - 25 No. 200 0 - 5 B. One ft minimum, of drain fill shall be used for each square foot of wall face. Drain fill may be placed within cores of, between, and /or behind units to meet this requirement. and plasticity index 5 15 and liquid limit 5 40. mete that fill materials outside of these gradation and plasticity index requirements have been used successfully on reinforced soil va11s.J H'. Material shall •be on site soils where the above requirements can be met. Unsuitable soils, as determined by the Architect /Engineer, shall not be used in the reinforced backfill. C. Contractor shall submit soil fill sample and property specifications to the Architect /Engineer for approval prior to import and use of any off site fill. 3.01 Excavation A. Contractor shall excavate to the lines and grades shown on the construction drawings. Architect /Engineer will inspect the excavation and approve prior to placement of leveling material or fill soils. H. Over- excavation of deleterious soils and replacement with • 02276.rev I 2.06 Drain Fill 442031 ShF.A.aYR.i':tNlY 1K»'YtN.f!.Twnvwr�.a..n.� w+,+. tt> 1✓; ie�aaa +r»..+.r'M•stdN+F + suitable fill will be paid at unit cost rates. 3.02 Bass Leveling Pad A. Leveling pad material(s) shall be placed to the lines and grades shown on the construction drawings, to a minimum thickness of 6 inches. B. Soil leveling pad materials shall be compacted to a minimum of 95% standard or 90% modified Proctor. C. Leveling pad shall be prepared to insure full contact to the base surface of the segmental concrete units. 3.03 Segmental Concrete Unit Installation A. First course of units shall be placed on the leveling pad, and alignment and level checked. Note that the first course is the most important to insure acceptable erection. Pins or molded surfaces of segmental concrete units shall be used for alignment control. B. Position vertically adjacent segmental concrete units as recommended by the Manufacturer. C. Maximum stacked vertical height of wall units, prior to wall drain fill and backfill placement and compaction, shall not exceed the unit depth dimension. D. Whole, or cut, units on curves and corners to shall be erected with running bond approximately centered on units above and below. E. Cap units shall be glued to underlying units with an adhesive recommended by the segmental unit manufacturer. 3.04 Structural Geosynthetic Installation A. Geosynthetic shall be oriented with the highest strength axis perpendicular to the wall alignment. B. Geosynthetic reinforcement shall be placed at the elevations and to the extent shown on the construction drawings or as directed by the Engineer. C. The geosynthetic shall be laid horizontally on compac backfill. Place the next course of segmental concr.;:e units over geosynthetic. The geosynthetic shall be pulled taut, and anchored prior to backfill placement on the geosynthetic. 02276.rev 1 r: • D. Geosynthetic reinforcements shall be continuous throughout their embedment lengths. Spliced connections between shorter pieces of geosynthetic is not allowed unless preapproved by the Architect /Engineer prior to construction. 3.05 Reinforced Backfill Placement A. Reinforced backfill shall be placed, spread, and compacted in such a manner that minimizes the development of slack in the geosynthetic. B. Reinforced backfill shall be placed and compacted in lifts not to exceed 8 inches where hand compaction is used, or 12 inches where heavy compaction equipment is used. C. Reinforced backfill shall be compacted to 95 percent of the maximum density as determined by AASHTO T -99. The moisture content of the backfill material prior to and during compaction shall be uniformly distributed throughout each layer and shall be within 2 percentage points dry of optimum. D. Only lightweight hand - operated equipment shall be allowed within 3 feet from the front face of the segmental concrete unit. E. Tracked construction equipment shall not be operated directly upon the geosynthetic reinforcement. A minimum fill thickness of 6 inches is required prior to operation of tracked vehicles over the geosynthetic. Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geosynthetic. F. Rubber tired equipment may pass over geosynthetic reinforcement at slow speeds., less than 10 MPH. Sudden braking and sharp turning shall be avoided. G. At the end of each day's operation, the Contractor shall slope the last lift of reinforced backfill away from the wall units to direct runoff away from wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall'construction site. END OF SECTION 02276.rev 1 a • ti o • - . K �,. w' • z •t i s � : — t + it+ •• -.t/ 4'11• ,W __ • :, • • = .; a . � r r ' ; : \ : n'�.. '' (7...., I ( pf. ...-. ;,,.. i i I i 1 ) • '• .• � •,.• � ... 1 . .t ii l 1 1 •.J 1 t.3. % '{J.i I\ 1 1 ' PARCEL B ' y 1 \ r ! ••l, 1 I 1 • r. 1 1 1 '''-.1.� 1 !— 1 Izzt .. �• � �: `•,- -- . '. N I � i •J I 1 •'i._ , r ight ID I i4 . ,itr ti = • fr. \KI ( r , - � TP - 4 I ul:nw >tnt.toG • ...L I -- 1 . €7 •-• I --tint r v.•ttt - •�� �. •"� -, , 1 • �• >1rt�• s �. ",, .. 10 !C Lowt1 , r -3 • •"• ' � � � ?• • `- •4 . �• . f •'�'•- S511 •••••• a_ ---• TP-2 2+111 it• • �' t d.: 1:11--1 -I .... .... t c... 4 g tP `� �' �~ ' -' -. • s \ ∎• • ._ • t vim . ~ �_ is .`tom`'. 1i :+ct '.. f - � j ... r ;;.:176k. : n r wJ - K;[a'L7? � �1 •• --. -., ''.. -.. _ ,,• -- �. r -- - T - '�.ter• } - •�—... - -� • \ �' 4 ! / • : '- . .. `+ i \ .�s : . ` ✓�- • r- - • , • ���\\ ; ;4$(1(Mf_.• � ■`' b'- rat • - `... ,- ....— •......' ?. •� it .\ . "%- — -. '• • ..\ \ / . , / .• \ \ . \ rte~ Reference: Drawing entitled Site Plan. Preliminary; by LPN Architecture and Planning. revised 12/15/95. [11STrOG tt1V.1C a■rt • • : 51ST r1VUE SOUTH '•. i • :\ t ;-E... , 3•%::.... t -.2- • 3• om / [•iC+![bf '.• 1 -1 !1 • ' 1 a H d 1 ;,..1 -mi. 1 '•1..., , 1 1 t 1 1, 1 1 1, I 1 I' 1 1 I..... 1 1 - �=.:i —t °"`T . I i • ur 1 1 L__,a, PARCEL A is L I { 111• P - i!t 1.t • EXPLANATION: - -TP -4 TEST PIT FOR CURREI - •TP -9 TEST PIT FROM PREVII STUDY DATED 03/ 19/5 Note: The locations of all features sh Geo�E ine • : 51ST AVENUE SOUTH Re &J. 1 :rK: •; &7 , I •►•. i 1 I I 1 1 1•., 1 1 I ', I_ \J'.;,, 1 1 1 1 J PARCELA T. 4. iv • • • .r.... •, i.... '-= `r /..rA.f x... rTr:- aai'Y....« a_'a ay.�'.u....na...ly. n -. _.:... .'+S " • • / .' , " t ' :'mss:," • . ,t, • �K _ _ a. ,�- 1-..4•S hat , g. % TP -4 ty . .% -- • 1 • ' • .. • • •_ ; 1 4$;t 11:•••••• • • X7 L11; f,!. . IA\ r . . n, L • 4 • 1 :: •• ' Vit i TP - 1 ' ; •. •; •' ::�•::,1 . .• % EXPLANAT1ON: - 41-TP• -4 TEST PIT FOR CURRENT STUDY -E' ••TP -9 TEST PIT FROM PREVIOUS STUDY DATED 03/19/90 Geo Engineers • ▪ • Note: The locations of all features shown are approximate. 'Pa 0 so • SCALE IN FEET SITE PLAN FIGURE 2 RECEIVED CITY OF TUKWILA , MAY 2 8 1996 PERMIT CENTER 100 4 . i • � 4 ,`\ - TP -6 TP -5 C,tirx $ \n.: • PARCEL B • rn ie If 1 I ` :► ni :n ( 4 n \ ."71,-.; Cit •• •. ' •^ . • \ � . ` ^ .` •• ` '. v im • ; -- — .- . .,,. r- -•'• - r' • _t \•• •\•�NCa:t'rK_. 1 • I f MS :14 11.7.7?4 i • Reference: Drawing entitled 'Site Plan, Preliminary; by LPN Architecture and Planning, revised 12/15/95. C I7IVa1I yr.t ♦ S1ST AvENuE SOUTH fr•' i � .�. -'•_ /' . ♦ . — ,t r L cur_ — 1 !_..• ::- .._.:_��'_ -_.��. Iaft•1rt . nr t ''l t t f ! 1 1 I 4 L { I •'• ` I • 7 i;t!(r/ • r ir••:, i:C"�h• — �' TI ; i / / 7 j /) . %1 •� {_ r ; ; 1 I � ,I .. -1-! I(I '////:1, ' l r i ii ' •, TP- 1 i 1 i' y ir - i (;' : ;.,I, 1 TP I 1 t 1 •� ,ej• t; t i f t � ; i � ; , =4 - i! TP--7 - - .•.. ♦_ 1..1. n r( 1 ■ .i — I ! ,1��•si.,tt.`,tt It -+ c._ - =:1 .-f • 1 , • ; I : —. ., , { J:11, t _ r ., 1 :; i is ,n 1 1 ` 7•_N _ a. PARCEL A ' TP — 1, 1 1 1 TP -1 ... • NI r- TP- -2 \"'1' • • c.: ; - ^r[nsrsl \1 • 1 1 S $.4ss• Afi t' / / • .�sH.•ft 70Ar t ut /miry ' ' ' � 11 r 1 J (/Ja -. 1111 le • .T It ..� • r , : ,.:,J,,;;; ' : F. PLANATION: TEST PIT FOR CURRENT STUDY • •TP -9 TEST PIT FROM PREVIOUS STUDY DATED 03/19/90 Geoff Engineers Note: The locations of ail features shown are approximate. CI1 PI SITE PLA FIGURE • 7 •— ■41. t ■■• ;,91 ,- . 4", 7frt=t."2=A TP.-6 •-•-• I L 1 1 '4 t 1 i g I\ I I I I-- I I\ I I\ I • I 7C 1 - 1 7 "g.. 1 1 I r. 1 t 1 1 I \ I !I '.1 1 I I ty:IPG r.oti • b - = • • ---11$71;k1 •••= k n" &la r 4.1 raVtItli. r..1•424:tir, ▪ • • I I 1:■ • ... Ie reliminary: by LPN vised 12/15/95. •••• 14 i i. 1. r vete •-- , o MAGRI T p a ,* • ••••••• tustr.11 ravatt rt o•G r UKC / ••• TP-.7 ••cr--"":„. — r• \ 515T AvE SOUTH ••• t 1 V.11.1 Tp-i /st I 'I., 1 1 ' 1 1 . 1_ 1 1 1 1 t 1 1 • grT 1 1 1 " in 1 1 PARCEL A i • • L' s • : .! • • ..r p / • - ' • '= • ••■••ty/ 1 •` AV • r"; .;•;" il it i i - " ; ";"" "e r r :/rt ; :oz.* •••• • Jr. ,4 r l i t -J tit I t I I) t . \\V•. , ..1%\*y• ■11■ " ' EXPLANATION: - 1 4 41 - TP.•:4 TEST PIT FOR CURRENT STUDY 4-TP•-•9 TEST PIT FROM PREVIOUS STUDY DATED 03/19/90 Geo Engineers **** ***•*N•A4W044 , r4f*4P4 I'•4t •• •:• IW *t t • •Pr•f 0 *VW ***•*•••••••*•*•***. x \ \**'••■••::: I. • T1 --• Tp...,4 \ \ \ :•1:1i: • •.„ •.... ... _.,•• •.:;i2.4,t, ..1 ....rciolt;) \* '6 •\, ' \ ... ,..,-...- -... ..... '........- P ) ) 1, \ \ \ • ... ...-----,.... / . tr,,,. ... 1 se:Tr.‘°16; C4; 1 C lq .........—.• 11(//a .. ...• \ ..,...--•.---• X \ •0•,, I es, 1, • i Note: The locations ol alt features shown are approximate. 0 50 SCALE IN FEET SITE PLAN FIGURE 2 RECEIVED CITY OF TUKWILA . MAY 2 8 1996 PERMIT CENTER 100 S.! 10MLiY:.. ..1CW ,. .. .Vnel,aaM FIRESTOP SUBMITTALS LEONETTI PLUMBING, INC. 360- 794 -4845 O/5 / DL- MAGNUM ENTERPRISES EXTENED STA YAMERICA AT TUKWILA RECEIVED CITY OF TUKWILA JUL 3 0 1995 PERMIT CENTER ° a N f ° • " ` y i�• x b y c �q .. � s t 4! 7 �.j�J }' r a ts. '�[J.' J v,� �, y ,`T,w»4i •: i^C4Y, .. �t `' . �fi -. � . �A` !� } J } t;� � •t Nh a i Y ^��✓ )H�. •Ft� y �+•�'�` 9, 3 " ABS 1HR. FLOOR/ CEILING PENETRATIONS U.L. SYSTEM # FC2028 L A 1. Floor- Ceiling Assembly —The fire rated wood truss or combination wood and steel truss Floor - Ceiling assembly shall be constructed of the materials and in the manner described in the in- dividual L500 Series Design in the UL Fire Resistance Directory and shall include the follow- ing construction features: A. Flooring System— Lumber of plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture' as specified in the individual Floor - Ceiling Design. Max diam of floor opening is 4 -1/2 in. B. Wood Joists —Nom 2 by 10 in. deep (or deeper) lumber joists spaced 16 in. OC with nom 1 by 3 in. lumber bridging and with ends firestopped or steel or combination lumber and steel joists, trusses or Structural Wood Members' with bridging as required and with ends firestopped. C. Furring Channels —(Not Shown) —Rigid or resilient galv steel furring channels installed perpendicular to wood joists or bottom chord of trusses and spaced max 24 in. OC. D. Wallboard, Gypsum' —Nom 5/8 in. thick as specified in the individual Floor - Ceiling De- sign. First layer of wallboard nailed to wood joists. Second layer of wallboard screw -at- tached to furring channels. 2. Chase Wall —The fire -rated single or double wood stud /gypsum wallboard chase wall shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following con- struction features: A. Studs —Nom 2 by 6 in. or double nom 2 by 4 in. lumber studs. B. Sole Plate —Nom 2 by 6 in. or parallel 2 by 4 in. lumber plates. C. Top Plate —The double top plate shall consist of two nom 2 by 6 in. or two sets of paral- lel 2 by 4 in. lumber plates. Max diam of openings is 5 in. D. Wallboard, Gypsum' Thicknoss, type, number of layers and fasteners shall be as speci- fied in individual Wall and Partition Design. When double stud construction is used, each stud cavity containing a pipe (Item 3) shall be lined with wallboard such that the pipe is surrounded on four sides by wallboard. 3. Through- Ponetrants —One nonmetallic pipe, conduit or tubing to be installed within the fires - top system. Diam of openings through flooring system to be equal to the outside diam of through - penetrant. Diam of openings through top plate to provide a max annular space depen- dent on the nom'diam of through - penetrant, as shown in the table under Item 4. Pipe or con- duit to be rigidly supported on both sides of the floor - ceiling assembly. The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe —Nom 4 in. diam (or smaller) Schedule 40 solid -core or col - lular -core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. B. Chlorinated Polyvinyl Chloride (CPVC) Pipo —Nom 4 in. diam (or smaller) SDR17 CPVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. C. Acrylonitrile Butadiono Styrene (ABS) Pipe —Nom 4 in. diam (or smaller) Schedule 40 solid -core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. D. Acrylonitrfle Butadiono Styrene' (ABS) Pipo —Nom 2 in. diam (or smaller) Schedule 40 cellular -core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. 3M Fire Protection Products System No. FC2028 F Rating --1 Hr T Rating -1 Hr This material was extracted by 3M Fire Protection Products from the 1995 edition of the UL Fire Resistance Directory. • Nom Pipe Dlam, In. 1/2 to 2 1/2 t• 2 ,3 • sw ttR,Vi.t.ri; t i s "" , :nor �iC4.Sy+� }' {.r 3M Fire Protection Products System No. FC2028 — Continued Annular Space, In. 0 to 3/16 0 to 1 4 0 to O to 1/4 h' tt n4nf { 9 }jNksf,.s:3i.Xa3.7%XaS.,:vd., 4. Firestop System The details of the firestop system shall be as follows: A. Fill, Void or Cavity Materials• —Wrap Strip —Nom 1/4 in. thick intumescent elastomeric material faced on one side with aluminum foil, supplied in 1 and 2 in. wide strips. Strips tightly wrapped around nonmetallic pipe (foil side exposed) with the top edges butted against the underside of the top plate. The min wrap strip width, the number of layers of wrap strip required, and the annular space is dependent upon the nom pipe diam as shown in the following table: Wrap Strip Wrap Strip Width, In. Layers Required 1 1 2 1 1 3 2 2 2 2 Each layer of wrap strip to be installed with butted seam butted seams in successive lay- ers staggered. Wrap strip layers temporarily held in position using aluminum foil tape, steel wire tie, or equivalent. Minnesota Mining & Mfg. Co. Type FS -195+ B. Steel Collar --Nom 1 or 2 in. deep collar, dependent on the width of the wrap strip, with 1 -1/4 in. wide by 2 in. long anchor tabs and min 1/2 in. long tabs to retain wrap layers. Coils of precut min 0.016 in. thick (30 gauge) galv sheet steel available from wrap strip manufacturer. As an alternate collar may be field- fabricated from min 0.016 in, thick (30 gauge) galv sheet steel in accordance with instruction sheet supplied by wrap strip manu- facturer. Steel collar, with anchor tabs bent outward 90 degree, wrapped tightly around wrap strip layers with min 1 in. overlap at seam. With steel collar anchor tabs pressed tightly against top plate surface(s), compress collar around wrap strip layers using a min 1/2 in. wide by 0.028 in. thick stainless steel band clamp with worm drive tightening mechanism at the collar midheight. Secure collar to top plate with 1/4 in. diam by min 2 in. long steel screws with min 1 -1/4 in. diam steel fender washers. Two screws, symmetri- cally located, required for nom 1/2 in. to nom 2 in. diam pipes. Three screws, symmetri- cally located, required for nom 3 in. diam pipes. Four screws, symmetrically located, re- quired for nom 4 in. diam pipes. As a final step, bend retainer tabs 90 degrees toward pipe to lock wrap strip layers in position. C. Fill, Void or Cavity Materials' —Caulk or Putty — Generous application of caulk or putty to be applied around the perimeter of the steel collar at its interface with the top plate and around the perimeter of the pipe at its interface with the wrap strip layers. Caulk—also. apylied around perimeter of pipe to fill annular space to max extent possible, flush with '�?Ilnnesota Mining & Mfg. Co. Type CP -25 S /L, CP -25 N /S. CP -25 WB or CP- WB Caulk; Type MPS -2+ Putty —> D. Firestop Device' —(Not Shown) —As an alternate to Item A and B when nom 1 -1/2, 2, 3 or 4 in. diam nonmetallic pipes are used, a firestop device consisting of a sheet -steel split collar lined with intumescent material and provided with steel clips for attachment may be used. Firestop device to be installed on underside of top plate or on both sides of wall in accordance with the accompanying installation instructions. Minnesota Mining & Mfg. Co. —Types PPD 150 -2, PPD 200.2. PPD 300 -2, PPD 400.2 'Bearing the UL Classification Marking This material was extracted by 3M Fire Protection Products from the 1995 edition of the UL Fire Resistance Directory. 2" ABS IHR. FLOOR/ CEILING PENETRATIONS U.L. SYSTEM # FC2028 5. System No. FC2028 F Rating --1 Hr T Rating -1 Hr 3M Fire Protection Products 0 • r m �I /.11.6° �7•II.MI•N...NrN .I.. /W. m rtl�l 6 SECTION A-A 1. Floor - Ceiling Assembly —The fire rated wood truss or combination wood and steel truss Floor - Ceiling assembly shall be constructed of the materials and in the manner described in the in- dividual L500 Series Design in the UL Fire Resistance Directory and shall include the follow- ing construction features: A. Flooring System— Lumber of plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture° as specified in the individual Floor - Ceiling Design. Max diam of floor opening is 4 -1/2 in. B. Wood Joists —Nom 2 by 10 in. deep (or deeper) lumber joists spaced 16 in. OC with nom 1 by 3 in. lumber bridging and with ends firestopped or steel or combination lumber and steel joists, trusses or Structural Wood Members' with bridging as required and with ends firestopped. C. Furring Channels —{Not Shown) —Rigid or resilient galv steel furring channels installed perpendicular to wood joists or bottom chord of trusses and spaced max 24 in. OC. D. Wallboard, Gypsum' —Nom 5/8 in. thick as specified in the individual Floor- Ceiling De- sign. First layer of wallboard nailed to wood joists. Second layer of wallboard screw -at- tached to furring channels. 2. Chase Wall The fire -rated single or double wood stud /gypsum wallboard chase wall shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following con- struction features: A. Studs —Nom 2 by 6 in. or double nom 2 by 4 in. lumber studs. B. Solo Plate —Nom 2 by 6 in. or parallel 2 by 4 in. lumber plates. C. Top Plate —The double top plate shall consist of two nom 2 by 6 in. or two sets of paral- lel 2 by 4 in. lumber plates. Max diam of openings is 5 in. D. Wallboard, Gypsum'— Thickness, type, number of layers and fasteners shall be as speci- fied in individual Wall and Partition Design. When double stud construction is used, each stud cavity containing a pipe (Item 3) shall be lined with wallboard such that the pipe is surrounded on four sides by wallboard. 3. Through - Penetrants —One nonmetallic pipe, conduit or tubing to be installed within the fires - top system. Diam of openings through flooring system to be equal to the outside diam of through - penetrant. Diem of openings through top plate to provide a max annular space depen- dent on the nom diam of through - penetrant, as shown in the table under Item 4. Pipe or con- duit to be rigidly supported on both sides of the floor - ceiling assembly. The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe —Nom 4 in. diam (or smaller) Schedule 40 solid -core or cel- lular -core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe —Nom 4 in. diam (or smaller) SDR17 CPVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. C. Acrylonitrile Butadiene Styrene (ABS) Pipe —Nom 4 in. diam (or smaller) Schedule 40 solid -core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. D. Acrylonitrile Butadiene Styrene' (ABS) Pipe—Nom 2 in. diam (or smaller) Schedule 40 cellular -core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. • 1.1A • . This material was extracted by 3M Fire Protection Products from the 1995 edition of the UL Fire Resistance Directory. 1 System No. FC2028 -- Continued 3M Fire Protection Products ,I1 4. Firestop System —The details of the firestop system shall be as follows: A. Fill, Void or Cavity Materials' —Wrap Strip —Nom 1/4 in. thick intumescent elastomeric material faced on one side with aluminum foil, supplied in 1 and 2 in. wide strips. Strips tightly wrapped around nonmetallic pipe (foil side exposed) with the top edges butted against the underside of the top plate. The min wrap strip width, the number of layers of wrap strip required, and the annular space is dependent upon the nom pipe diam as shown in the following table: Nom Pipe Annular Space, Wrap Strip Wrap Strip Dim,. In. Width, In. Layers Required /2t to3 /1 1 1 1 2 to 2 to 1/4 2 1 2 -1/2, 3 0 to 1/4 1 3 2.1/2, 3 0 to 1/4 2 2 4 0 t 1/4 2 2 Each layer of wrap strip to be installed with butted seam butted seams in successive lay- ers staggered. Wrap strip layers temporarily held in position using aluminum foil tape, steel wire tie, or equivalent. Minnesota Mining & Mfg. Co. —Type FS -195+ B. Steel Collar —Nom 1 or 2 in. deep collar, dependent on the width of the wrap strip, with 1 -1/4 in. wide by 2 in. long anchor tabs and min 1/2 in. long tabs to retain wrap layers. Coils of precut min 0.016 in. thick (30 gauge) galv sheet steel available from wrap strip manufacturer. As an alternate collar may be field - fabricated from min 0.016 in. thick (30 gauge) galv sheet steel in accordance with instruction sheet supplied by wrap strip manu- facturer. Steel collar, with anchor tabs bent outward 90 degree, wrapped tightly around wrap strip layers with min 1 in. overlap at seam. With steel collar anchor tabs pressed tightly against top plate surface(s), compress collar around wrap strip layers using a min 1/2 in. wide by 0.028 in. thick stainless steel band clamp with worm drive tightening mechanism at the collar midheight. Secure collar to top plate with 1/4 in. diam by min 2 in. long steel screws with min 1-1/4 in. diam steel fender washers. Two screws, symmetri- cally located, required for nom 1/2 in. to nom 2 in. diam pipes. Three screws, symmetri- cally located, required for nom 3 in. diam pipes. Four screws, symmetrically located, re- quired for nom 4 in. diam pipes. As a final step, bend retainer tabs 90 degrees toward pipe to lock wrap strip layers in position. C. Fill, Void or Cavity Materials' —Caulk or Putty— Generous application of caulk or putty to be applied around the perimeter of the steel collar at its interface with the top plate and around the perimeter of the pipe at its interface with the wrap strip layers. Cauulk_a.lso. applied around perimeter of pipe to fill annular space to max extent possible, flush with top su ace'iif'il'oor:" __.__.._- -- .-_ - - - -- _ - -- _..__....- . -• r Minnesota Mining & Mfg. Co. —Type CP -25 S /L, CP -25 N /S, CP -25 WB or CP- WB+ Caulk; Type MPS -2+ Putty D. Firestop Dovice•--(Not Shown)—As art alternate to Item A and B when nom 1 -1/2, 2, 3 or 4 in. diam nonmetallic pipes are used, a firestop device consisting of a sheet -steel split collar lined with intumescent material and provided with steel clips for attachment may be used. Firestop device to be installed on underside of top plate or on both sides of wall in accordance with the accompanying installation instructions. Minnesota Mining & Mfg. Co. —Types PPD 150 -2, PPD 200 -2, PPD 300.2, PPD 400 -2 'Bearing the UL Classification Marking This material was extracted by 3M Fire Protection Products from the 1995 edition of the UL Fire Resistance Directory. 11/2" ABS U.L. SYSTEM # FC2039 1HR. FLOOR/ CEILING PENETRATIONS FIRESTOP SYSTEMS } A SYSTEM NO. FC2039 F RATING - 1 HR T RATINGS -0& 1 I-IR(SEE ITEM 2) 1; W.??.W.. ?a)24 : -'; ae .» SECTION A -A (CONT'D ON FC2039 -B CARD) XHEZ [Fire Resistance Directory) Through - Penetration Firestop Systems 1.1 System No. FC2039 B. . Flooring - Nom 3/4 in. thick plywood flooring with or without Floor Topping Mixture *. Diameter of opening shall be 5/8 in. larger than the outside diam of nonmetallic pipe or conduit (Item 2). A. Studs -Nom 2 by 6 in. or double nom 2 by 4 in. lumber studs. B. Sole Plate - Nom 2 by 6 in. or parallel 2 by 4 in. lumber plates. (date) (FC2039 -B card) (Cont. from FC2039 -A card) 1. Floor Assembly - The fire rated wood truss or combination wood and steel truss Floor - Ceiling assembly shall be constructed of the materials and in the manner described in the individual L500 Series Design in the UL Fire Resistance Directory and shall include the following construction features: A. Joists - Nom 10 in. deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and ends firestopped. C. Wallboard, Gypsum* - Nom 4 ft wide by 5/8 in. thick, screw - attached to furring channels. Diameter of opening shall be 5/8 in. larger than the outside diam of nonmetallic pipe or conduit (Item 2). C hase Wal ( Optional , not shQyn) - The through penetrants (Item No. 2) may be routed through a fire -rated single or double wood stud/gypsum wallboard chase wall constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: C. Top Plate - The double top plate shall consist of two nom 2 by 6 in. or two sets of parallel 2 by 4 in. lumber plates. • D. 'Wallboard, Gypsum* - Thickness, type, number of layers and fasteners shall be as specified in individual Wall and Partition Design. When double stud . construction is used, each stud cavity containing a pipe or conduit (Item 3) shall be lined with wallboard such that the pipe or conduit is surrounded on four sides by wallboard. Underwriters Laboratories Inc. (Cont. on FC2039 -C card) 2. 3. k >' EE7. [Fire Resistance Directory] Through- Penetration Firestop Systems • System No. FC2039 (FC2039 -C paid) (Cont. from FC2039-B card) 2. Through Penetrants - One nonmetallic pipe or conduit to be centered within the firestop system. Pipe or conduit to be rigidly supported on both sides of floor - ceiling assembly. The following types and sizes of nonmetallic pipes or conduits may be used: A. Polyvinyl Chloride (PVC) Pipe -Nom 1 -1/2 in. diam (or smaller) Schedule 40 solid core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. B. Rigid Nonmetallic Conduit+ - Nom 1 -1/2 in. diam (or smaller) Schedule 40 solid core PVC conduit installed in accordance with Article 347 of the National Electrical Code (NFPA No. 70). C. Chlorinated Polyvinyl Chloride (CPVC) Pipe - Nom 1 -1/4 in. diam (or smaller) SDR17 CPVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. D. Cellular Core Polyvinyl Chloride (ccPVC) Pipe - Nom 1 -1/2 in. diam (or smaller) Schedule 40 cellular core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. E. Acrylonitrile Butadiene Styrene (ABS) Pipe - Nom 1 -1/2 in. diam (or smaller) Schedule 40 solid core ABS pipe for use in closed' (process or supply) or vented (drain, waste or vent) piping system. F. Cellular Core Acrylonitrile Butadiene Styrene (ccABS) Pipe -Nom 1 -1/2 in. diam (or smaller) Schedule 40 cellular core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. The hourly T Rating is 1 Hr when pipes /conduits A, B or C are used. The hourly T Rating is 0 Hr when pipes D or E are used. 3. Fill, Void or Cavity Materials" -Caulk or Putty - Caulk or putty fill material forced into annular space throughout thickness of flooring and gypsum wallboard ceiling or the sole and top plates of the chase wall and with a min 1/2 in. crown applied to perimeter of pipe/conduit at its egress from the top of the flooring and the underside of the gypsum wallboard ceiling or from the top of the sole plate and the underside of the top plate of the chase wall. Minnesota Mining & Mfg. Co. - CP -25 WB + Caulk, MPS -2+ Putty Underwriters Laboratories Inc. 11/ 2" ABS PIPING 1 & 2HR. WALL PENETRATIONS ENGINEERING JUDGEMENT ' r � ••�y;• , . � ( t+ . : '•!.!`Y's t fir..' r eS t'r " 't � av t ")r . 1 t 1 .; :..•,., ti; r17 • • • A. J. (Tony) 6chommar 1ccnnical 5•rvicss Fire Protc:,llor• PTocuc% 3M Coremic M- 1orlrt5 Department 3M C‘ntcr Bldo. 207•IW02' 31• Paul, MN 5514.4•10oo 612/733 5341 OHtco 612/733 4621 Facoimllc G12/730 0203 TocAnical /.»iatanco • • • r< ; • ' :�• •M R. OR2KR 1'{/•LL • i • • • Mltt. 1 /4" BF./'•t)• FIRE Es /••' ::: CP 95' CALK OR 1'•OLC.)AL_ : / i1 /3'TO2'11't-It <.!. N.'.K• (1) 1 4hP 'a; f FIRE B/NR-PJEP. FS -1 °5 hRAP /STR ;. 5 1ttL y ELYE 5T12h':`EC (2)'1^1R./.FS 07 TII 1 ..: r�.. �:.'.:.. no OF SLEEVE - r•: i'. - . . 1 `' I•t RE F iTIKG Pfi,.r(/ -LY PENETRATES OF F5 -195 }tom n* ACIAIL /.°t='LIC5 'f•7 - LLJ. P•,RnT10:$ ►1i::1' /.R£ F.=G:.r,P 1C• HAVEFes; �c i C tD III %• RIP FENETTATir}'' 3/n • r - o ��Y 1/ /G ci / i { rf r bon j c • • • . • : , • � ViCt 1/ 2" THRU 1" COPPER 1HR. FLOOR/ CEILING PENETRATIONS U.L. SYSTEM # 5300- MPC62.01 1 /.r mnn• ANNULAR SPACE. --\ 1 .. F�[W i :'.a�'%; . `t'ex•.. i;� rid a4�: aa. PENETRATION FIRESTOP OF A 4" MAX. DIA. STEEL PIPE THROUGH A WOOD TRUSS FLOOR /CEILING ASSEMBLY 1/4" BEAD OF 3M FIRE BARRIER CP 25 CAULK. NOMINAL 3/4" THICK PLYWOOD. MINIMUM 5/8 INCH GYPSUM WALLBOARD. 1/4" BEAD OF 3M FIRE BARRIER CP 25WB CAULK. UL SYSTEM # 453 All statements, lechnkal Information and recommendations contained herein are based on teed we belles to be reli- able, however, since the conditions of use and applkallon are beyond our control. 9M shall not be liabk for any damage, direct or conseq enlLl, resulUaagg from the un of thk materiel or design. 9th only earoanty shall be to replace any of ow products found In be detacUre. FYI/ St. Paul ISSUE DATE 4 -01 -92 COY I.0. MC62 -1 DR. K.A.JENSEN DWG. 1.D. MPC62.01 STEEL PIPE. REV. euecnctoce A A J. SCHOMME R V MINIMUM 12 INCH DEEP WOOD TRUSS ASSEMBLY. GALVANIZED STEEL FURRING CHANNEL. PENETRATION FIRESTOP STEEL PIPE /CONDUIT THROUGH A WOOD TRUSS FLOOR /CELLING ASSEMBLY WITH 1500 SERIES CP 25 CAULK 1 HOUR RATING PAGE 1 OF 2 1 .. F�[W i :'.a�'%; . `t'ex•.. i;� rid a4�: aa. PENETRATION FIRESTOP OF A 4" MAX. DIA. STEEL PIPE THROUGH A WOOD TRUSS FLOOR /CEILING ASSEMBLY 1/4" BEAD OF 3M FIRE BARRIER CP 25 CAULK. NOMINAL 3/4" THICK PLYWOOD. MINIMUM 5/8 INCH GYPSUM WALLBOARD. 1/4" BEAD OF 3M FIRE BARRIER CP 25WB CAULK. UL SYSTEM # 453 All statements, lechnkal Information and recommendations contained herein are based on teed we belles to be reli- able, however, since the conditions of use and applkallon are beyond our control. 9M shall not be liabk for any damage, direct or conseq enlLl, resulUaagg from the un of thk materiel or design. 9th only earoanty shall be to replace any of ow products found In be detacUre. FYI/ St. Paul ISSUE DATE 4 -01 -92 COY I.0. MC62 -1 DR. K.A.JENSEN DWG. 1.D. MPC62.01 STEEL PIPE. REV. euecnctoce A A J. SCHOMME R V MINIMUM 12 INCH DEEP WOOD TRUSS ASSEMBLY. GALVANIZED STEEL FURRING CHANNEL. PENETRATION FIRESTOP STEEL PIPE /CONDUIT THROUGH A WOOD TRUSS FLOOR /CELLING ASSEMBLY WITH 1500 SERIES CP 25 CAULK 1 HOUR RATING PAGE 1 OF 2 • • Page 2 of 2 I/ 2" THRU 1" COPPER 1 HR. WALL PENETRATIONS U.L. SYSTEM # 5300- MPG25.01 �9t 1 HOUR GYPSUM WALLBOARD ASSEMBLY. WOOD OR STEEL STUD. MAX. 12' DIA. STEEL PIPE OR CONDUIT. PENETRATION FIRESTOP FOR it MAX. DIA. STEEL PIPE THROUGH A GYPSUM WALLBOARD ASSEMBLY UL SYSTEM # 147(A) All statements, technics' Intonation and recommendations contained borsht are based on tees w bellow to be reU- abbe, however, since the condiUons of use and applkaUon are beyond our control 011 shall not to liable for any dsmeje, direct or consequeatNl saltine from the um of this material or design. We only warranty shall be to replace any of our products found to be adecUve. FYI/ St. Paul DR. DWG. 1.D. DATE 4 -01 -92 K.A. JENSEN 5300- MPG25.01 AP A. J . SCHOUH( CH. 5/16" MAXIMUM ANNULAR SPACING. PENETRATION FIRESTOP 3M FIRE BARRIER CP 25 CAULK. 12" MAX. DIA. STEEL PIPE THROUGH A GYPSUM WALLBOARD ASSEMBLY CP 25 CAULK 1 HOUR RATING PAGE 1 OF 2 Maximum Pipe or Conduit Diameter Annular Space 1 in. 0 - 3/16 in. 4 in. 0 - 1/4 in. 12 in. 3/16 - 5/16 in. a 5300- MPG25.01 1. Drawing No.: 5300- MPG25.01 SYSTEM DETAILS 2. System Justification: UL Through - Penetration Firestop System No. 147, Configuration A, per ASTM E 814 (ANSI/UL 1479) Fire Test. 3. Assembly: 1 -hr. fire rated gypsum wallboard/stud wall assembly. Steel pipes or conduits larger than nominal 4 -in. diameter may only be used in walls constructed using steel channel studs. 4. Ratings: F - 1 hr., T - 0 hr. with 2 to nominal 12 -in. diameter pipe /conduit, T - 1 hr. with nomi- nal 1 -in. diameter (or smaller) pipe /conduit. 5. Penetrating Item(s): • Nominal 12 -in. diameter (or smaller) Sch. 10S (or heavier) steel pipe. • Nominal 6 -in. diameter (or smaller) rigid steel conduit. • Nominal 4 -in. diameter (or smaller) steel EMT conduit. • Nominal 1 -in. diameter (or smaller) flexible steel conduit. 1. Install the firestop symmetrically on both sides of the wall assembly. 2. Annular space requirements: APPLICATION DETAILS 3. 3M Fire Barrier CP 25 Caulk is to be forced into the annular space to the maximum extent possible with a minimum 1 /4 -in. diameter bead of CP 25 Caulk•applied to the perimeter of the pipe /conduit at its egress from the wall. Page 2 of 2 a 2 MPG BLOCI WALL • CONC, WALK TYP. CO WALK TYP, ' 221' i 1 I I I I " 'I\ I L I I I I\ ti.: I I I 1 • 1 CONCI HANII AP „121.11:\ I. • 112 AX.. SL I PE I -`I '221' ' ' BROO FINIy 54,34 18' OAK CKRETAINING - � -1 I SYSTEM EXIST. 8' WATER LINE -V RELOCATED V 116 -- ELECTRICAL 8, COMMUNICATION \- EASEMENT COND€I4 ER GAS METER Alf IFY 8 -9 TYP TYP TAINING WALL :— 1;I93..__L_ �, 000 \ \� & - 9[. a.— - -'.. - - -� __� —=-97f—' " — — —'`mss EXISTING BUILDING /lrrri / 111 mmwoti / m N /// \\ t()//1/ •11:1 TRASH / Y, / � `11 \I I � GO - 1 7 1 - 0 \ \ \' \ \\ \ \\\ \ \ I I .�_ 1 rl atev \ V \.A��� .I 12 P RKING STALLS EAS 1 1 FOR E.S.A. PARCEL ) 9.724 S.F, 9,724 S.F. - 9,724 S.F. 29,172 S.F LOADING ,.1:. STALL. 10' X 32' ,UNTOUCHED BUILDING AREA. • 1ST FLOOR 2ND FLOOR 312D FLOOR. TOTAL , ty; * 15,732 S.F. r E N 00 5 66,00' l underst r S ttheblan Check approvalsar I�t RRR AAAAAA nd. lttigsionsandapproval 0 plans d ot s ofut . rite the violation of a adoptod od'. o di nce. Receipt of co ha plans acknowledge \ II sL O D tai Permit No 96 -- STALLS (+ 6 STALLS SERVICE / OFFICE) SITE AREA ®1. PER. UNIT -1,980 S.F. ® 2.5 / 1,000 PARKING +102 STALLS - WITH 12 STALL EASMENT IMPERVIOUS A REA f 52,424 S.F. - 607 2FT. OVERHANG) PERVIOUS. AREA ± 35,552 S.F.- 40% COMOACT .24 STALLS 8'' X 16' 87,976 S.F. - 2.01 ACRE CREEK LINE gtl \l 61 A EI MAY 2 v lyyo TACOMA, PRESERVED TREES -7101 /i.6( MAY 2 8 1996 ® u PERMIT CENTER NORTH Architecture and Planning__ Royce A. Berg, A.I.A, Principal Y. Ken K. Chln. Principal 1201 - 4th Ave, S. #102 Seattle, Washington 981 (206) 583 -8030 NO DESCRIPTION DATE - ® = . ® .d8 r-1, It 74 uwavy d>e E1�R [i ''3 IS 13 klamillIIIIIIIII1.111111 BLDG PERMIT SUBM. -20 -96 File: 95024 ES 2 JOB NO.; 90024 (0 \ 4pn \ s 0 l I'YV1AL - EXIS-'fING. ROCKk\RY \ �• \ �J 1 . \\ L\OC T • - �.�, ��, �\ i _ Ti V IIO: \,\ \ aR \ \ _"--- ``` \ \ i0 -1. 106 \\ \\,,,,, ar II — _ \\ \\ .\ \ / .4 � \ \ \\` \\ EXISTING r -- — - -�� \` \\ D/QTERLINE \ \ \ \�ENT .I o \\ \\ e�iX ISTI \ s al \II II II II ■ ■ MI ■ II III ■ RAISED BLACK METAL ADDRESS NOS 8' HIGH NORTH PIER ONLY CONFIRM V ESA CONST, MANAGER OVER 5/8' EXT. GYPSUM SHEATHING OVER 2 X 4 FRAMING REINS. CONC. SIGN BASE ENTRY PIER 13/8" 2 � \ 1 NOTES: 1. PARKING LIGHTING STANDARDS LIMITED TO 20' IN HIGHT 2. SURVEY DATA PREPARED BY TRIAD ASSOCIATES DATED SEPTEMBER "09; 1991 FOR EASEMENTS AND BOUNDARY INFORMATION PERTAINING TO THIS SITE. UPDATED PRELIMINARY SURVEY DATA PREPARED BY BARGHAUSEN ENGINEERS JUNE. 2 1 9, 95 J,4 I a iIs SITE PLAN 20'1 1 :, FADING, PAVING, AND STORM PLAN 20' 1 T 11i1 0'24' GO}JNEC RISI � A+.L ARR 1JT3GE ,To CA O PT 6nprPE(�R�' CLEARING AND GRADING LIMITS RETAINING WALE -- SEE r,MTCI1 EX. CURB AT THIS POINT r3,80 ... „, 119 LF - 8' 9 N - 12 5= 1.269': 13.55.'.. GRADE AT--� EXISTING PAVEMENT r - OA TYPE IL RIM CONCRETE GUTTER IE =94 4.60 QO 0.50% MIN. SLOPE 1'. 8' ADS N -12 '.:501 RE i REPAIR ROAD WHERE DAMAGED DUE TO CONSTRUCTION .___y.$E HEAVY PAVEMENT SECTION; SEE C -4.4 i VON ~ - - EXPIRES 122 _24_1(e_ V E T r1 ,;., • S 1, 1? T t 1 t (PUBLIC. RIGRT VWAY) ._ _n LINE ( 54:1 _. . PERFORM ALL1 (JADING IN 51ST AVE SD RIGHT- -OF' -WAY PER -WSOOT PERMIT. REQUIREMENTS 113 10 NOTE: PAINT CURBS ON BOTH SIDES OF THE STREET RED FROM THE. INTERSECTION AT 53RD AVENUE TO THE SITE INSTALL NO PARKING SIGNS LOCATED IN ACCORDANCE WITH CITY ORDINANCES. APPROVED PER PUBLIC WO' S L'-TTER pATED i J r e 14.000 00 . 11,"00 107 110 MOM CB15, TYPE R M= 113.30 IE =108 90 RETA WING I.SP FF =1 1.4.00 I- CB #3, TYPE 1 N . I 1 -11 '..... 1 13 - WALLS. FOR 5ANDILAP RAMP SEE STRUCTURAL PLANS • 113.90 113.90 - 113.90 108.00 ; 144 42 LF - 36' 11. .._ 159.691. POND OM` 20 LF - '36" ADS ACE \. ,SURFACIN { GLikiSC-. +.. I801I7100 0 RAP.' \ gNQ BOTTOM EL= 99.50' .... M ( FL , It. '. f , I)101,0 ', ISVl IIi1 AN , st1 u5 c_A 0' UI 0 1 if 1Sla.'f r'T - 5LL SILL 1150. !IAN 100 LIGIf1 NOTES: 1. SEE SHEET C-4.2 FOR CONSTRUCTION NOTES 2. SEE SHEET C -4.7 FOR PAVING DETAIL 3. INSTALL. FOUNDATION DRAIN AROUND PERIMETER OF BUILDING. CONNECT TO CB #7. FOUNDATION DRAIN TO BE INSTALLED BY SITE CONTRACTOR, 4. NO SIDEWALK ON Rif SITE SHALL EXCEED A SLOPE k1 OF 5% MAX(1V:204 -NOR SNALLfT BE -._ r ,XA illid MNIItdL E -C60 wTTN IP CTRICAL ..,. MN8604P6 FOR BLEEP .8LAGEMEWF'PRIOR. PAVINB: - - - . EE SHEET 0 -41 FOR LIGHT BASE DETAIL AND n r REMOVE EX. CHAIN UNK FENCE AND REPLACE RE BASE DETAIL ..., ;, 2'00"E /4 Y3' _- - = "'�°_ i... _ s zaa, - - � 1i. • �® , .. : } 114.50: .. Y ': 1111 , t:.'r. a ,C 5 -..h . 114.60 .- .. :..1 • CB #6, TYPE 7 .. -- RETAINING WALLS - SEE C4.4 - -- INSTALL GUARDRAILS AS AT ' BUILDING WHERE DROP EXCEEDS 30 110004E SLZ ARC/ PLANS. NEW SIDEWALK - 4 3 WHEN GRADING ALLOWS. REPAIR DAMAGED 'SECTIONS "A8 TD PROVIDE FENCE THAT LOOKS NEW. S BUT WEAYWEREE OSE TEMPORARY FENCE :0 REQUIIj#D0042'00° BY CITY OR WSDOT N 5.1055'34"E (84519 9,8 96446185) ND CURB CONTRACTOR SHALL ARRANGE AND PAY FOR SEATTLE coy LIGHT TO -MOVE THIS POLE AND TO PROVIDE TEMPORARY BRACING DURING ' tSR 1 4;ANHE.. RETAINING WAIL (TYP )- ' SEE 1 -C4.4 IE= J9- 1/ C y; » 85 TURE RIP RAP 4 RI 103 0 0 y, 0 103.0 9.90 EMERGENCY kk P,VBR1459.8 SPILLWAY EL = 103.00 EXISTING LEGEND; �19 (R I P // WARNER ENGINEERING 5122 Olympic Or, NW Suite B204 Gig Harbor, WA 98335 SANITARY SEWER MANHOLE SEWER LINE CLEANOUT T! CATCH BASIN STORM DRAIN LINE DOWNSPOUT UI WATER ME IER M7 WATER VALVE WATER MANHOLE FIRE HYDRANT FIRE DEPARTMENT CONNECTION WATER VAULT WATER LINE - TELEPHONE RISER STREET LIGHT LIGHT MANHOLE UTILITY POLE ANCHOR OVERHEAD POWER & TELECOM SIGN GAS VALVE C/4S LINE Office (206) 858 -8577 Fax (206) 858 -8579 J PROPOSED O • -s0 N rr LINOECEIVEO clrr oT Tumvlu MAY 2 8 1996 PERMIT CENTER MAGN MAY 2 4 1996 TACOMA, WA �w;� ill 4 y 11► MIllIII:-''n MI 1 VIA 11111111111111111111111 II " i File:STORM phIsflr.-n PIK hi-74' U 0 2 Z < 0 >„ F- Q Z N V) Cl � I ez I- J X Architecture and Planning Leeson Pomeroy Northwest Royce A. Berg, A.I.A. 1201 - 4th Ave. S., #102 Seattle, Washington. 98134 (206) 583 -8030 NO DESCRIPTION DATE 4 (t915�e GRADING PAVING AND STORM PLAN JOB N0.: 96024 SHEET NO OF: 60 DATE: 4/i9/89 DRAWN: CUM 0HF0.H' GEW C -4.0 Siet4 trc1.,14G, co, r • MIN; . J m 5 RECEIVED , CITY OF TUKWILA JUN 201996 RETAINING WAI 1 NOTES ' VII); 'RETAINING WALL ' • 5- rieLCrcN2J 5OtL.s ; 62.7" IN FILL AREAS. USE NATIVE BACKFILL BEHIND QUARRY SPAU (Must ME E ST acuaK / /piu, RePu/R& r5) 8" MIN THICKNE S 4" — 2" QUAR SPACES JUN 2 ©1996 +-a W NUQ C L A — PERF PIPE TO DAYLIGHT . (OR, IF PAVEMENT BELOW WALL TIGHTLINE TO NEAREST CATCH BASIN) • 1 • 1. THE RETAINING WALLS SHALL BE GRAVITY RETAINING' WALLS SUCH AS KEYSTONE OR ULTRABLOCK. THE WALLS SHALL BE DESIGNED BY A LICENSED PROFESSIONAL ENGINEER. PRIOR TO CONSTRUCTION, CONTRACTOR SHALL PROVIDE A SET OF RETAINING WALL DESIGN PLANS AND A COLOR CATELOC OF PROPOSED BLOCK WITH THE ENGINEER'S STAMP. AND OBTAIN WRITTEN APPROVAL OF OWNERS SOILS ENGINEER. OBTAIN CITY PERMITS FOR WALLS AFTER SOILS ENGINEER APPROVAL. CONTRACTOR SHALL SUBMIT RETAINING WALL MATERIAL TO ESA FOR APPROVAL � 2. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND PAYING FOR BUILDING PERMITS FOR THE RETAINING WALLS. 3. THE CRAVRY RETAINING WALLS SHALL BE DES I � SI USING N 1ETER5 EN.)(0 I Con4S stuaTtax./ Ge:v44 4/ ,VCC Kira/ Tf/E FOR PERMANENT BSURFACE USE SPALLS AND THE CUT OR FILL N.T.S. 6 r /ONA 01/06 JUN EXPIRES 12 /1 /q7 • 1 4. A FILTER FABRIC UNER DESIGNED SHALL BE PLACED BETWEEN BACKFILL MATERIALS. . 5. THE BACKFLU. MATERIAL SHALL BE PLACED IN LIFTS TO AN ELEVATION APPROXIMATELY 6 INCHES BELOW THE TOP OF EACH COURSE OF WALL MATERIAL AS THEY ARE PLACED, UNTIL THE UPPERIAOST CURSE IS PLACED. ANY BACKFILL MATERIAL ON THE BEARING: SURFACE OF ONE WALL COURSE SHALL BE REMOVED BEFORE SETTING THE NEXT 'COURSE. 6. FILL BEHIND THE `RETAINING WALLS SHALL BE COMPACTED TO AT LEAST - 95X MAX. DRY. ,DENSITY FOR DISTANCE EQUAL TO. THE:HEIGHT OF'THE'.WALL.; UP TO A MAXIMUM - OF' 8 FEET. CONTRACTOR SHALL NOTIFY TESTING. AGENCY , PRIOR TO PLACING .ANY.,, . AND A SCHEDULE. •, ' FILL. .PROVIDE U • r OVEO PER A PUBLIC NOR f1 r S t_o'E 930e-tit- 'Ft Solt. (Z6PdR re/s- UXo tom{ IFEG )f C.IA -!o /540414 Z /5416/ Pe-BRA,' , ED CR P7LT • t p,:,4 ) eerwEEll cur srzp d • 5 A tc:z I/2/ k- R ECEIVED REIV CITY CE OF TUK WILA JUN 2 0 1996 PERMIT CENTER RECEIVED JUN 2 © 1996 TUKWILA PUE3LIC WORK' GRANULAR FILL 3/8" PREMOLDED ASPHALT- EXPANSION JOINT EL. AT THIS POINT AS NOTED BELOW REMOVABLE WATERTIGHT COUPLING OR FLANGE- C060. PAVING WITH BROOM FINISH VERTICAL CURB & SIDEWALK N.T.S. AX. PLATE WELDED TO ELBOW WITH ORIFICE AS SPECIFIED 1ST ELBOW ORIFICE DIA. =2 15/16" EL. =102.80 2ND ELBOW ORIFICE DIA. =3" 0 EL. =102,94 LL.84W:-RESTRL D115 NOTES: 1. USE MIN, 48" DIA. CATCH BASIN TYPE 2 2. OUTLET CAPACITY; DEVELOPED DESIGN FLOW. METAL PARTS: CORROSION RESISTANT. GALVANIZED PIPE PARTS TO HAVE ASPHALT TREATMENT 1. 4. FRAME AND LADDER OR STEPS OFFSET SO: A. CLEANOUT GATE IS VISIBLE FROM TOP B. CLIMB -DOWN SPACE IS CLEAR OF RISER AND CLEANOUF GATE, C. FRAME IS CLEAR OF CURB. SMOOTH TROWEL FINISH, 'ITP. 1 5, TO CEMEN PIPE OUTLET PIPE TO HAVE SMOOTH 0.0. EQUAL 00 CONCRETE PIPE I.D. LESS 1/4 ". 6. PROVIDE AT LEAST ONE .3" X .090 GAGE SUPPORT BRACKET ANCHORED CONCRETE WALL (MAX. 3' -0" VERTICAL SPACING). 7. LOCATE ELBOW RESTRICTOR(S) AS NECESSARY TO PROVIDE MIN. CLEARANCE AS SHOWN. 8. LOCATE ADDITIONAL (ADDER RUNGS IN STRUCTURES USED AS ACCESS TO TANKS OR VAULTS TO ALLOW ACCESS WHEN CATCH IS FILLED WITH WATER. 5Y, 18" 1" RADIUS W /SLOPED FACE AND BROOM FINISH TOP AND SIDE PIPE SUPPORTS -- 1.5 DIA. MIN, INVERT & ELEV.. 7 PER PLANS -- -- ASPHALT PAVING FRAME, GRATE, & ROUND SOLID COVER MARKED "DRAIN' WITH LOCKING BOLTS- -- ELEV, PER PLANS _ I� 16" MAX. DESIGN Y.S. =103 (6_MI11)_ -.. -. OUTLET PIPE SEE NOTES 1 & 5 RESTRICTOR PLATE W/ ORIFICE DIA. 1 1/16" (NOT POLL NEEDED IF FOR OIL CONTROL ONLY) -- - 1' SECTION OF PIPE - - - ATTACHED BY GASKETED BAND TO ALLOW REMOVAL 2' MIN. CLEARANCE TO ANY PORTION OF FROP -T INCLUDING ELBOWS ELBOW RESTRICTOR SEE DETAIL - - - - - -- SECTION A —A PARKING STALLS 2" MIN. ASPHALT - CONC. CLASS B (W/ 16 EXTRA ASPHALT) T 11' TOP COURSE ADDITIONAL LADDER RUNGS (IN SETS) TO ALLOW ACCESS TO TANKS OR VAULTS WHEN CATCH IS FILLED WITH WATER. Ii9 CONTROL STRUCTURE N.T.S. KING CO, RS -52 EMERGENCY OVERFLOW SPILLWAY W.S. MIN. MAX: W,S. v OVERFLOW CONDITIONS - VERTICAL BAR GRATE FOR POND OVERFLOW' STD. GALV. HAND- HOLDS, STEPS OR LADDER ELBOW RESTRICTORS SEE DETAIL INLET •PIPE(S -SHEAR GATE W/ CONTROL ROD FOR CLEANOUT /DRAIN (ROD BENT AS REQ,D FOR VERTICAL ALIGNMENT W /COVER) ANGLE AS NECESSARY SEE NOTE 7 ALL DRIVEWAYS 3" MIN. ASPHALT(TWO LIFTS) - CONC. CLASS 'B (W/ 15 EXTRA' ASPHALT) 4" MIN. CRUSHED SURFACING / 6" MIN. CRUSHED SURFACING TOP COURSE 'NATIVE INORGANIC GRAVEL SOIL SUBGRADE PROOF ROLLED TO VERIFY 956 COMPACTION OF MAX. DRY DENSITY PER ASTM D -1557 TO A MIN. DEPTH OF 12 INCHES. PROOF ROLLING CAN ONLY BE DELETED BY OWNER'S SOILS ENGINEER. NOTE: DEPTHS OF MATERIALS INDICATED HEREON ARE COMPACTED MINIMUM, TYPICAL PAVEMENT SECTIONS N.T.S. e•Gib-0151 CONCRETE DRAINAGE STRUCTURE IN 10' -0" LONG SECTIONS BETWEEN JOINTS CONCRETE GUTTER N.T.S. LLi 9" --I 410140 EXPIRES 12 /24 /S 6' GRAVITY RETAINING WALL e" MM TI1ICKN 4" _. 2" DU MIND WASHED ROCK -FI ER FABRIC - 6" ?ERE PIPE TO DAYLIGHT (OR, IF PAVEMENT BELOW WALL, T0 NEAREST CATCH BASIN) RETAINING WALL NOTES 1. THE RETAINING WALLS SHALL GRAVITY RETAININ WALLS SUCH AS i KEYSTONE OR- ULTRABLOCK. TH WALLS SHALL BE DES. NED BY A LICENSED PROFESSIONAL ENGIN R. PRIOR TO CONSTRUCTION, CONTRACTOR SHALL PROVIDER SET OF RET 1NG WALL DESIGN PLANS TH THE ENGINEER'S STAMP. AND OBTAIL WRITTEN' APPROV - I' OF OWNERS SOILS ENGINEE'. OBTAIN CITY PERMITS FOR WALL$ AFTER SOILS ENGINE" APPROVAL. 2. THE CONTRACTOR I RESPONSIBLE FOR OBTAINING BUILDING PERMITS FOR THE RETAINING W' LS. 3.. THE GRAVITY R'AJNING WALLS SHALL BE DESIONEO USING PA ''85156S SET RV THE OWNE GEOTECHNICAL ENGINEER. 4. A FILTER F 'RIC UNER DESIGNED FOR PERMANENT SUBSURFACE E SHALL BE PL D BETWEEN BACKFILL SPALLS AND THE OUT OR FILL MATERIALS,, 5 THE CKFILL MATERIAL SHALL BE PLACED IN LIFTS TO AN ELEVATION APPROXI ATELY 6 INCHES 'BELOW THE TOP OF EACH COURSE OF WALL MATE "I' AS THEY ARE PLACED( UNTIL THE UPPERMOST CURSE IS PLACED. ANY = 0I(FILL MATERIAL ON', THE BEARING SURFACE OE ONE WALL COURSE SRA 'BE 'REMOVED, BEFORE SE THE NEXT COURSE. 6, FILL BEHIND, THE RETAINING' WALLS SHALL' BE COMPACTED TO AT LEAST 7 MAX. DRY DENSITY FOR A, DISTANCE EQUAL TO THE HEIGHT OF THE WALL P' TO A MAXIMUM OF 8;FEET t - G RETAYNING FOR CUT AND FILL O// WARNER ENGINEERING 5122 Olympic Dr. NW Suite 9204 GIg Harbor, WA 98335 \---- "_--c - 13/10 DIA HOLES J r 6" � I T � / 2" CLEARANCE TYP.� If L- SLOTTED CURB ACTS 3:1 SAND ANDCEMENT -f AS A LEVEL SPREADER GROUT 1° DEPTH #6 BARS (2) IN FILL AREAS, USE NATIV BACID1LL BEHIND QUARRY' SPALLS 4 2 1/2"-H ai;i,,,-//3 BARS (2) SPALLS R V ECEIED OTT OF TUKWILA MAY 2 8 1996 PERMIT CENTER Office (206) 858 -8577 Fax (206) 858 -8579 PRECAST CEMENT CONCRETE SLOTTED BUMPER CURB N.T. " R . "1 - c j ii0Aul v eoe. G ALL 1 0)` 4"1-. ,.' Dp Nyr RM AND MISC DETAILS 18' MIN MAY 2 4 1996 TACOMA, WA NON - SHRINK GROUT i Architecture and Planning Leason Pomeroy Northwest Royce A. Berg, A.I.A. 1201 -- 415 Ave. S., #102 Seattle, Washington 98134 (206) 583 -8030 NO DESCRIPTION DATE PAVING, STORM AND MISC DETAILS File:PAVEDET JOB NO.: 86024 DATE: 4112188 DRAWN: CUM CHECK: SEW SHEET NO OF: C -4.4