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Permit 6414 - Bedford Properties - Gateway North Building 5 - Landscape and Irrigation
t v : sh a'#! �ii2'"* fi�1Me "i'�a�+`3�t3k?xstSs °iv,('� 7 aiY3t:Y? {S9 C7IATELOAY NTH BLirX. 5 C9q/ FROM: Ann Siegenthaler RE: DATE: February 13, 1992 City Clerk MEMORANDUM TO FILE Bedford Properties, Inc: Letter of Credit #G086019, 8/14/91 (Bldg. Permit #6414) On August 14, 1991, the City received the above Letter of Credit (LC) from Seattle -First National Bank on behalf of Bedford Properties. The LC ,was accepted as security for incomplete landscaping at Bedford's Gateway North project. The LC expired on December 31, 1991. Based on staff site inspections, the required landscaping has been completed. cc: Bob Hart, Project Manager Bedford Properties .12720 Gateway Drive, Suite 107 Tukwila, WA 98168 P DEVELOPER'S REPRESENTATIVE: CHECKED BY: NAME OF DEVELOPMENT: C? ✓ct DEVELOPMENT ADDRESS: 3 L115" $ //6, f S1,�r 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS Upon completion through Section 2, Finance personnel shall send copies to: — Developer — Finance Department — Permit Coordinator, DCD City ofd' ^ukwila DEVELOPER'S PRbJECT WARRANTY REQUEST FORM `' %• iii:'' iw.. <._ . . ..• it % +' <<: ::u :'z:i' i_::�i: is ::'•'::1;:t' ;:'LiifL:Y :i :::s'•i; ''Yi' ` F :;t': ; LLq 3 CASH ASSIGNMENT NAME: 6r % //-r; ,, SHALL BE REFUNDED : // ADDRESS: __ BY MAILING TO: /; 72.O w K (please print) CITY/STATE/ZIP T , DESC OF ITEMS TO BE MP - E ( RENCE PLANS/DOCUMENTS WHERE ITEMS ARE DESCRIBED): / l..4V. f ter" cr ( r� ) l— g, IGt- e/4c TiTLE: ru < 11/ (A. u DATE: (f...)C '-/c' PERMIT NO.: TEL. NO. y/ _ / /e9 k6 • ( ° 7 I,,/ A ge / F As the owner, or authorized agent of the owner, 1 hereby submit cash or cash equivalent In the amount of $ / 3 7 7 s ($150% of value to complete work described above) and attach supporting documentation for value of work. I will have this work carried out and call for a final Inspection by this date: ( 11 / cO / 'l / ), or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fall to carry out the work, 1 hereby authorize the City to go onto the property to cant' out completion of the above deficiencies. 1 further agree to complete all work)isted above pjlor to requesting inspection and release of these funds. j' SIGNED: f c ' /c /q/ (0 5 -� G kal r tetar <` ' > >aatiir CITY RECEIPT NO. / - U. 9/ e: avd Meu % , IVED BY: THIS FUND IS UTHO - IZED TO BE ACCEPTED. SIGNED: DEPARTMENT HEAD: e,e.hd " axe CASH EQUIVALEN -a'9 4;5S:5 f3 _ DEPOSITED THIS DATE: Ic7AC All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. 1 hereby request Inspection and release of my cash/cash equivalent. DATE: I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash assignment. AUTHORIZED BY: DEPARTMENT: AMOUNT: �• CASH EQUIVALENT — LETTER AUTHORIZING RELEASE RELEASED THIS DATE: [• CASH CiTY CHECK NO. RELEASED BY: , FINANCE DEPT. Upon completion of entire form, Finance personnel shall send copies to: — Developer — Finance Department — Permit Coordinator, DCD October 30, 1991 Ann Siegenthaler City of Tukwila 6300 Southcenter Blvd Tukwila, WA 98168 Sincerely, e' g Zfr Robert Hart Projeot Manager 1 0 :fir T r°_mprortii* 3EDFORD T Fri FS 19r•rll'nlll " illive r?•, hu' r % , , :r,.• s` i A niveo..1 O him 144" •;it.• . ;■t , ' . 1)NvP1111 111111 —:1- *....,',!;,,, M,u1 ly,I 1144 nl Cna111 hu1r ''.k;:; r r`;.Or= MMT I MM • RE: Letter of Credit - Gateway Corporate center - Bldg Gateway North - Bldg 5 Dear Ann, The City of Tukwila is the beneficiary of an Irrevocable Standby Letter of Credit ( #G086019 in the amount of $137,952 which expires December 31, 1991) for Landscape construction at Gateway Corporate Center -b Bldg 9. The landscaping for that project is now complete. We request that the Letter of Credit for Bldg No. 9 be transferred to Bldg No. 5 at Gateway North. In accordance with the Developer's Project Warranty Request form, this Letter of Credit is to be used in the event that we do not complete landscape and irrigation construction at Gateway North Bldg No. 5. if you have any questions, please give me a call. P..212.0 MOB V — OGT 3 0 A991 CITY APT • K P O NtiNG FORM 9075 1/90 r SEATTLE•F/RST NATIONAL BANI'I MEMI ER FDIC L/C NO: G086019 PAGE: INTERNATIONAL TRADE OPERATIONS 800 FIFTH AVENUE, FLOOR 31, SEATTLE, WASHINGTON 98104 P.O. BOX 3977, SEATTLE, WASHINGTON 98124 AUGUST 14, 1991 IRREVOCABLE STANDBY LETTER OF CREDIT NO. G086019 BENEFICIARY: CITY OF TUKWILA 6300 SOUTH CENTER BOULEVARD TUKWILA, WA 98168 APPLICANT: BEDFORD PROPERTIES, INC. 3470 MOUNT DIABLO BLVD SUITE A-100 LAFAYETTE, CA ' 94 54 9 AMOUNT: USD 137,952.00 (ONE HUNDRED THIRTY SEVEN THOUSAND NINE HUNDRED FIFTY TWO AND 00 /100 U.S. DOLLARS) WE HEREBY ISSUE OUR, IRREVOCABLE STANDBY LETTER OF CREDIT NO. G086019 IN YOUR FAVOR, WHICH IS AVAILABLE FOR PAYMENT BY YOUR DRAFTS AT SIGHT DRAWN ON SEATTLE -FIRST NATIONAL BANK, SEATTLE, WA SHOWING TIIE NUMBER AND DATE OF THIS LETTER OF CREDIT. DRAFTS ARE TO BE ACCOMPANIED BY THE FOLLOWING DOCUMENTS: 1. CERTIFICATION PURPORTEDLY SIGNED BY AN AUTHORIZED INDIVIDUAL OF THE CITY OF TUKWILA, .TUKWILA, WA AS FOLLOWS: . ' "WE CERTIFY .THAT 'BEDFORD PROPERTIES, INC. HAS FAILED TO . INSTALL THE LANDSCAPE AND IRRIGATION IMPROVEMENTS'IN ACCORDANCE WITH WORKING DRAWINGS SUBMITTED.." 2. THE ORIGINAL OF THIS STANDBY LETTER OF CREDIT. THIS LETTER OF CREDIT EXPIRES AT THE COUNTERS OF SEATTLE-FIRST * ** CONTINUED ON NEXT PAGE•* ** FORM 6075 1/90 AU RIZ D SIGNATURE • . MEM ©ER FDIC . SEATTLE-FIRST NATIONAL BANM L/C NO: G086019 PAGE: 2 INTERNATIONAL TRADE,OPERATIONS 800 FIFTH AVENUE, FLOOR 31, SEATTLE, WASHINGTON 98104 P.O. BOX 3977, SEATTLE, WASHINGTON 98124 NATIONAL BANK, LETTER OF CREDIT DEPARTMENT, CURRENTLY LOCATED AT 800 FIFTH AVENUE, FLOOR 31, SEATTLE, WASHINGTON ON DECEMBER 31, 1991. WE .HEREBY "ENGAGE..WITH YOU THAT DRAFTS AND DOCUMENTS DRAWN UNDER. AND IN STRICT COMPLIANCE WITH THE TERMS OF THIS , LETTER OF CREDIT WILL BE DULY HONORED UPON PRESENTATION TO US.. THIS LETTER OF CREDIT IS SUBJECT TO UNIFORM" CUSTOMS AND PRACTICE FOR DOCUMENTARY CREDITS, 1983 REVISION, ICC PUBLICATION NO. 400. • TEUFEL Proposal For LANDSCAPE AND IRRIGATION CONSTRUCTION Gateway North, Phase III Buildings 5 and 6 Tukwila, Washington June 15, 1990 Note: Proposal is based upon the plans by Brumbaugh Associates (sheets L -1 through L -4) dated 5 -16 -90 with no revisions noted, and on accompanying specification sections 02750 and 02800. No addenda are acknowledged. Landscape and Irrigation Construction: Additive Alternate for one year landscape maintenance agreement: $81,510.00 $ 7,698.00 RECEIVED CITY OF TI IKWILA OCT 3 0 1991 PERMIT CENTER -- Allowance of $100.00 for one irrigation backflow prevention permit and one low voltage wiring permit. -- Irrigation sleeving per plan. -- Automatic irrigation per plan. -- Modification and expansion of existing irrigation system as noted. - -Weed control spray as required in formal landscape areas. - - Placement and spreading of one 4" lift of native on -site topsoil in sod lawn and planting bed areas, from pile provided by others (approximately 350 cubic yards required). - - "Gro- power" soil amendment and rototilling as required. -- Initial application of lime and fertilizer as required. - - Trees, shrubs and groundcovers per plan. - -Tree staking and wrapping as required. - -Wood header, weed barrier, and washed rock per detail. - -2" lift of bark mulch and pre- emergent application in planting bed areas. - -Sod Lawn per plan, including transition cuts where now landscape joins existing turf areas. - -Up to 6,200 SF of Erosion Control Hydroseeding. -- Landscape maintenance during construction and through tv.c mowings after substantial completion. -- Clean -up as required, including one flush of paved surfaces. - -One -year warranty, contingent upon proper landscape maintenance. Page 2 of 3 F.c .Laird, -Senior Estimator Gateway North, Phase III Landscape and Irrigation Proposal Page Two Commercial Landscape Division TEUFEL • Page 3 of 3 RECEIVED CITY OF TIIKWILA OCT 3 0 1991 PERMIT CENTER Conditions, Assumptions, -and Exclusions: -- General contractor to provide and install irrigation ,rater and stub -out per plan. -- General contractor to provide 110 volt power to and connection into automatic irrigation controller. -- General contractor to: clear and grub all landscape areas; remove all debris (including but not limited to asphalt and gravel sub - base); provide subgrades (including excavating and /or berming) in sod lawn and shrub bed areas; provide finish grades in erosion control hydroseed areas. -- General contractor to provide approximately 350 cubic yards of on -site topsoil, suitable for landscape use. -- Irrigation system winterization and spring activation is included in the alternate maintenance price. -- Annuals are not included in construction or maintenance prices, but are available on a negotiated basis. -- Prices are based on non -union wage scales. -- Washington State Sales Tax is not included. Bedford Prperties PPHON 241 -1103 ZIP 98168 ADDRESS 12720 Gateway Drive, Suite 107, Seattle, WA CONTRACTOR SSG Corporation PHONE 367 -9393 ADDRESS P.O. Box 33978, Seattle, WA ZIP 98133 WA. ST. CONTRACTOR'S LICENSE # SSGCO *249J8 EXP. DATE 5/91 PHONE 433 -8997 ARCHITECT David Kehle, Architect ADDRESS 12878 Interurban Avenue South, Tukwila, WA ZIP 98168 TYPE OF CONST" III -N UBC EDITION (year) 1988 SETBACKS: N - S - E- W- FIRE PROTECTION: Sprinklers 0 Detectors 0 N/A UTILITY PERMITS REQUIRED? CID Yes 0 No t p�,a Worica) ZONING: M _ 1 BAR /LAND USE CONDITIONS? D Yes ® No CONDITIONS (other than those noted on or attached to permit/plans) 1 ani•IMNINOISNI �4ra •PP eV O ISSUANCE BY: , '�Q P,�t€ � ��j ;,4 v BUILDING OFFICIAL DATE: 7_. 7() I hereby certify that I have read and exams eu'this permit and know the same to be true and correct. All provisions of Iav 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 slate or local laws regulating construction or the performance of work. I am authorized io sign for and obtain thls building permit. SIGNATURE:.. DATE: o `i — ,, ... .,, ,.��; PRINT NAME: P ule guy '1 -- COMPANY: ,214c Pr. 0 q,. c (POST WITH INSPECTION CARD AND PLANS IN A CONSPICUOUS LOCATION) BUILDWG PERMIT BUILDING PERMIT NO. DATE ISSUED: DESCRIPTION BUILDING PERMIT FEE • PLAN CHECK FEE ANIOUN' ;:2 940.00 1 911.00 BUILDING SURCHARGE 4,855.50 PLAN CHECK NO.: CITY OF TUKWILA Dept. of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 3415 S 116 St PROJECT NAME /TENANT Gateway North Bldg 5 ' New tilt -up concrete office /warehouse building (shell only). USE FLOOR SQUARE FEET TOTAL CERTIFICATE OF OCCUPANCY NO. PROJECT. , I _ # TA l , DATE ISSUED: 110 800,300.00 ASSESSOR ACCOUNT # 1.02304-9044 TYPE OF (I) New Building Li Addition U Tenant Improvement (commercial) U Demolition (building) U Grading/Fill WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other: DESCRIBE WORK TO BE DONE: OCC. LOAD SQUARE FEEL OCC. SQUARE WAD__ OCC. SQUARE OCC. ___OUDI LOAD TOTAL SQUARE EEET TOTAL OCC, LOAD 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. PERMIT NO. • • CONTACTED `ntkiC7no. DATE READY DATE NOTIFIED � (i i� PERMIT EXPIRES 2nd NOTIFICATION BY: (Init.) AMOUNT OWING 2 ) l ' `7 3RD NOTIFICATION ( i ) PLAN CHECK NUMBER ap INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans 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 ". BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION (to be filled out by Plan Checker) C * o 51-1.2\\ On 19 SQUARE FEET OCC. LOAD SQUARE FEET OCC. SQUARE LOAD FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET TOTAL OCCU- PANCY LOAD DEPARTMENTAL REVIEW "X" In box Indicates which departments need to review the project PAIN BUILDING - initial review FIRE PLANNING 21 PUBLIC WORK S 1 O OTHEH BUILDING - final review REVIEW COMPLETED BUILDING PERMIT APPLICATION TRACKING PROJECT NAME North SITE ADDRESS SITE ADDRESS 5 9 L5 3 1 ((0 S SUITE NO. .............. arc-90 5 -2ZW 5-24 -9O g -26 -,D 5 ~22 _c(0 CONSULTANT: Date Sent- ROUTED INIT: �K INIT: INIT• ZONING: 0?— / F RE PROTECTION: REFERENCE FILE NOS.: FIRE DEPT. LETTER DATED: S- MINIMUM SETBACKS: N- INIT: ei --qo TYPE CO C INIT: 9 `8 Jam' PRIAlki_ .e6.1) PUBLIC WORKS LETIER DOTED: (1-r lLti_ict_t?..S .1';) to - acs ME 0 Date Approved - UTILITY PERMITS REQUIRED? 1 Yes No INSPECTOR: 0 r88 Spr nklers Detectors N/A IBAR/LAND USE CONDITIONS? Yes UBC EDITION (year): SITE ADDRESS .V of , • 4 �� i VALUE OF CONSTRUCTION S00)300 - Oc ASSESSOR ACCOUNT 1 crl :41 1t072- ZIP, ,c i - $ 4VICeD (t SUITE # - 1 , Masi" PRQJECT NAME/TENANT CeeN\t 110 1 A at 1 U7INV– � . . " M • TYPE OF ii ew Building ❑ Addition ❑ Tenant Improvement (commercial) ❑ Demolition (building) WORK: • Rack Storaoe ❑ Reroof ❑ Remodel (residential) ❑ Other DESCRIBE WORK TO BE DONE: "tit -U' OtH6f4F (%r \ � �_ ' l i. IL►lrl ..- i ; O ARCHITECT i 1 04•1.. BUILDING USE (office, warehouse, etc.) c r 1 GUb12 ooe, in F4611a t t2IWL} NATURE OF BUSINESS: pli- ipt 04 L WILL THERE BE A CHANGE IN USE? ❑ No U Yes IF YES, EXPLAIN: WI�t1 L SQUARE FOOTAGE - Building: --/ Tenant Space: — Area of Construction: ,j 71.7,%;:=, WILL THERE �,E STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? 104 No ❑ Yes IF YES, EXPLAIN: PROPERTY OWNER I�,r�r. �� i PHONE V$ PHONE (07 1t072- ZIP, ,c i ADDRESS 1vpu2 •-�fh ti /21/5 I 'CONTRACTOR ADDRESS n,b ft . ; ?O � . . " M • EXP. DATE PHONE�g7 ZIP g M lag I 6 If(Ob WA. ST. CONTRACTOR'S LICENSE # woo P ARCHITECT i 1 04•1.. ADDRESS I II- ieu . CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 PLAN CHECK NUMBER Ci 0 0 APPLICATION MUST BE FILLED OUT C.O.MP.LETELY. BUILDII(3 PERMIT APPLICATION FEES (for staff use on,) %Q5, BUILDING PERMIT FEE PLAN CHECK"FEE BUILDING SURCHARGE • laida NM-taco riariniMENE DATE DESCRIPTION. ENERGY SURCHARGE THER. TOTAL • W r € j BUILDING OWNER OR AUTHORIZED AGENT CONTACT PERSON DATE PRINT NAME avi )) rl 1514t.e PHONE4 ,.2 ADDRESS luj b /��,• CITY /ZIP`f �f� PHONE APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to f111 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 433 -1851 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 433 -1849. DATE APPLICATION ACCEPTED DATE APPLICATION EXPIRES • COMMERCIAL---- .. ". iiiiIiiiiiiaoint7 NE 7cO c°41 in' Ole c1 :40ng 91) • ••::•,.'•••:-•••••:'••••• • •"••••••, • Num , ::: ,• •••.:-.1Wesets (2) Of the following Struckirat calculations •:$611d repOrtsteMped by a /cipo [D:groitycalCUkitiona,starnP0d by Si•:WeittiingtertStetk10 onglneer or'architect . • stamped by a• Washington State licensed " ••••••• ••• S6,311111TTAL CHECK6.IST •••.••••••8,A, Site plan?:•: 1/41 ittriiiitt!ctural Mechanical drawtngs ... Completed Utility permit appllcatlon (one for entfre project) N OTE See utility • Subtrilttal mqulrements .... •• . RACK Assessor Account Number • Twa (?)..0te floce plan showing Buildi . door , and : • • :•:•• ..•:•,••••.. • :::.:.,... • 'and • '..-" . ••• . • Structural calculations stamped by 'a Washington Stato Ilcensed . :••';.:••.: •.::. engineer (rack storage 8 and RESIDENTIAL NEW ri • .•:•.•.•., . CoMpieted building permit application (one ga 0500006 " . . ..E Account. Number,..:„ :••••:::-.•• • . Tweisots (2)0f 6 1tt) plan •••,:.• • • •.• ••••••.- • • • • •• Foundation el Floor p l an •••••: . r.....,".:, • Roof plan .....••••• Snuctural framing ..„.: : • .:,..,„„. ........ Washington State Energy Code data Completed udlity pemilt appilcation Six (6) sets of site plans showing Utilities •: • NOT E: • Elullding site plan and utility site plait may be Combined. See:: •••• ..; permit application and checklist for specifiosul?rnittalre9uire■pents.if, ;104tionattopegraphidat and soils Info(nriatinn,..majt. eire condition& ;• • •,.',4:•••••••Eil''..•0iq•'(i. • (o ne for .. • :.• L�cati�fl of t� t5& Exisng and proposed parklng !:::h:•• • .:.•:•••• 6 ,.....;.::::,::::.:•,,i..„....:,::':••„•::::.'•,"....f:.:'...''',•:.'... : ' '',....:::::::.. :....... 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'. • • .- " Wa „..., :.::,•,--- :... „. • .„.::•.:,:,.„.:..:„.‘.,..........,.....),,,:........:;tation.aitr .. -ii00•01:Tr'''''':"'"'":'::": ' '' ''' . :0t9..j.......:....„-...;...„:::,,,..::„....:...41!4.,.,...,. ..., ... ; ..... . fl Assessor Account Number Two (2) soli 01 W° Site . : . ,•• • •:•••• Building plevfittopf • Building pro n Stru r NO7i a ts • • : .•„ •.• and )1apsmusi bet; btril t :"' • ' TO: FROM: DATE: SUBJECT: - H5(A -- -es , I.a9 O - ockzeu3 kl or'th • (10 /T2.MEMO) City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433-1800 Gary L. VanDusen, Mayor F3u■Ic.In Owl.V on - o Ps..QfI t , IGIScl W 4•r .01 u - 11"-3■1 6511111 on MEMORANDUM 0. 00 19 .a 1 1 I `b 05. 13 Engineers Bedford Properties, Inc. 12886 Interurban Avenue South Seattle, Washington 98168 Gentlemen: GeoEngineers, Inc. 2405 140th Ave. NE, Suite 105 Bellevue, WA 98005 Telephone (206) 746.5200 Fax. (206) 746-5068 . •'. . �• Attention: Mr. Joseph S. Layman Regional Manager, Vice President • MAY 21 1910 April 14, 1988 Consulting Geotechnical MAHAN 84 DESANAgndGeoloests RECEIVED CITY OF TUKWILA MAY 1 6 1990 PERMIT CENTER Liquefaction Assessment Proposed Seagate Development King County, Washington File No. 1199 -02 -1 INTRODUCTION We are pleased to present the results of our liquefaction assessment at the above - referenced site. We previously presented the results of our foundation investigation for the project in our "Report, Geotechnical Engineering Services, Proposed Seagate Development, King County, Washington" dated November 24, 1987. King County issued a Mitigated Determination of Non- Significance for the project, dated March 15, 1988, in which they requested that the potential for soil liquefaction and potential magnitude of resultant settlement be addressed. At your request, we reviewed the data obtained during our previous studies to assess the liquefaction potential and related settlement of structures at the site. SITE CONDITIONS The ground water table was measured at about Elevation +1.0 (MSL) during our referenced study which is generally about 14 to 20 feet below existing site grades. The elevation of the ground water may be slightly 0-Engineers Geo Bedford Properties, Inc. April 14, 1988 Page 2 higher during wet seasons. However, it has been our experience that the static seasonal ground water table elevation is not significantly higher than that observed. The upper 7 to 14 feet of site soils encountered during our explora- tion program generally consist of fill that was placed in the 1970s and early 1980s by a local excavating company under a King County grading permit. Based on the results of our borings and test pits, most of these fill soils consist of silt or sand with a high silt content above the water table. The underlying soils to significant depths consist of Duwamish River alluvial deposits. Based on the results of our borings and Dutch cone penetrometer probes, the alluvium consists of interlayered sequences of -fine sand with a variable silt content, fine sandy silt and clayey silt. These soils typically possess a high silt content and /or high relative density. However, some localized zones of loose fine sand were occasionally noted. These zones were limited to less than 5 feet in thickness and do not appear to be continuous between explorations. CONCLUSIONS Liquefaction potential at the site is dependent on numerous site parameters including soil grain size, grain shapes, soil density, site geometry, static stresses, as well as the duration and magnitude of the design earthquake. We have assumed a 7.5 magnitude earthquake developed for the West Seattle- Duwamish Bridge design as the design earthquake. There are some localized zones of saturated sands that are poten- tially liquefiable during the design event. However, based on our explorations, these potentially liquefiable zones are relatively thin and are laterally and vertically discontinuous. The site is also mantled with the relatively thick layer of unsaturated fill soils with a very low susceptibility to liquefaction. Under these conditions, it is our opinion l' Geo Engineers Bedford. Properties, Inc. April 14, 1988 Page 3 that there is a very- low risk of structural damage and significant . settlement to the proposed development as a result of liquefaction at the site We trust this letter serves your current needs. Should you have any additional. questions, please do not hesitate to call. Yours very truly, GeoEngineers, Inc J. Robert Gordon Project Engineer 0-7 r .Jack K. Tuttle Principal JRG :JKT :wd Two copies submitted cc. Mr. Paul Konrady Wilsey & Ham P.O. Box C- 97304, Bellevue, WA 98009 --7730 Mr. Dave Kehle, Architect 12878 Interurban Ave S, Seattle, WA 98168 REPORT, GEOTECHNICAL ENGINEERING SERVICES PROPOSED SEAGATE DEVELOPMENT KING COUNTY,. WASHINGTON FOR BEDFORD PROPERTIES,. INC. eFt1QP1.. 1co!p►OCat! (206) 746.5200 Fax. (206) 746.5068 2405 • 140th Ave N E, Bellevue. WA 98005 Bedford Properties, Inc. c/o Kidder, Mathews & Segner 12886 Interurban Avenue South Seattle, Washington 98168 Attention: Mr. Joseph S. Layman Regional Manager — Vice President JKT:cs File No. 1199-02-1 Mr. Gerald Kirkpatrick /BCI General. Contractors Mr. Steve Gwinn /SSG Corporation November 24, 1987 We are pleased to submit our "Report, Geotechnical Engineering Services, Proposed Seagate Development, King County, Washington." You provided written authorization for these services in a letter accompanying a signed copy of our proposal dated August 28, 1987. The scope of our services was outlined in our proposal letter dated August 26, 1987. We previously presented our "Report, Preliminary Geotechnical Studies, Rosatto Butler Site, East Marginal Way South and SR 599, King County, Washington," dated August 13, 1987, for this property. At your request, we have forwarded copies of this report to the parties indicated below. We appreciate this opportunity to be of further service to you on this project. Please contact us if you have any questions regarding this report or other aspects of the project. We look forward to assisting you during the detailed design and construction phases of the Seagate project. Yours very truly, GeoE :ineers, Inc. . uttle incipal -*t • Roo GeoEngineers Incorporated Consulting Gaoteonnicai Engineers ana Geologists INTRODUCTION SCOPE SITE CONDITIONS SURFACE CONDITIONS SUBSURFACE CONDITIONS SITE PLAN FIELD EXPLORATIONS BORINGS DUTCH CONE PROBES TEST PITS T A B L E O F CONTENTS List of Figures APPENDIX A Page No. 1 2 3 3 4 CONCLUSIONS AND RECOMMENDATIONS 6 GENERAL 6 SITE PREPARATION 7 FILL PLACEMENT 8 PRELOADING 10 FOUNDATION SUPPORT 11 FLOOR SLAB SUPPORT 12 RETAINING WALLS 13 PAVEMENT DESIGN 13 DRAINAGE CONSIDERATIONS 14 RIVERBANK STABILITY AND SETBACK CONSIDERATIONS -15 USE OF THIS REPORT 16 !Azure No. 1 Page No. A -1 A -1 A -2 A -2 Gearigineers Incorporated SOIL. CLASSIFICATION SYSTEM KEY TO BORING LOG SYMBOLS LOGS OF BORINGS LOGS OF DUTCH CONE PROBES .LOGS OF TEST PITS TABLE OF CONTENTS (PAGE 2) It of Appendix A Figures Figure No. A -1 A -2 A -3 thru:A -16 A -17 thru A -28 A -29 thru A -34 Page No. LABORATORY AND FIELD TESTING. g -1 GRADATION. CURVES DIRECT :,SHEAR SHEAR TEST DATA CONSOLIDATION TEST RESULTS List of.Appeadiz E;Figures eoEngtneers Incorporated • REPORT GEOTECflNICAL ENGINEERING SERVICES PROPOSED SEAGATE DEVELOPMENT ICING COUNTY, WASHINGTON FOR BEDFORD PROPERTIES, INC. INTRODUCTION This report presents the results of our geotechnical engineering services for the proposed Seagate Industrial Development along the Duwamish River in King County, Washington. The site is bounded by the Duwamish River, East Marginal Way South, SR 599 Highway and Pacific Highway South. The site is shown, with respect to adjacent features, on Figure 1. Historical data including past site usage were presented in our "Report, Preliminary Geotechnical Studies" dated August 13, 1987. Briefly, the site was primarily used for farming prior to 1970. Three buildings appear to have been erected at the northeast corner of the site in 1978 and have subsequently been removed with the exception of a small timber -frame portion of a building that remains at this time. The site was also actively filled during the late 1970s and early 1980s by a local excavating company under a King County grading permit, as discussed in the aforementioned report. The King County permit dictated that the fill was to consist of earth fill ranging from pit run gravel to clay with some broken asphalt and concrete. The fill was to contain no wood or garbage debris and broken concrete and asphalt was to be mixed with at least 50 percent soil. Since a King County shoreline permit was never obtained, we assume that no filling was accomplished within 20O feet of the river during this grading episode. The president of the earthwork con- tractor indicated most of the fill was soil from various job sites around the Seattle area and that it contained very little concrete, asphalt or other debris. Compaction was limited to dozers spreading the fill and the truck traffic traversing the site. Figure 2 presents a 1976 topographic map obtained from the King County grading file. It appears the earthwork contractor, Boulevard Excavating, Inc., prepared this map prior to filling the site. GeoEngineers Incorporated Neither specific grading nor development plans for the purposed project are available at this time. It is our understanding that one- to two -story concrete tiltup structures are anticipated, some with dock -high floors. Several of the buildings may have gross areas of on the order of 100,000 square feet. Access to the site will be gained from East Marginal Way South near South 116th Street. SCOPE The purpose of this phase of our services is to develop design criteria and performance estimates for the geotechnically- related aspects of the project. Our specific scope of services includes: 1. Exploring subsurface soil and ground water conditions by a series of explorations which includes test borings, Dutch cone probes and test pits. 2. Evaluating pertinent physical and engineering characteristics of the foundation soils from the results of laboratory tests per- formed on samples obtained from the explorations. 3. Evaluating the fill on the site to determine its general state of compaction and to recommend the extent of any reworking which may be needed to provide satisfactory foundation and subgrade support. 4. Evaluating whether or not consolidation of underlying compressible soils under the weight of the fill now in place is complete and estimating the magnitude and rate of settlements which will result from new areal loadings imposed by fill and building loads. 5. Developing foundation design requirements and performance estimates for shallow spread footings for the proposed structures. 6. Providing recommendations for yard area grading and pavement design sections. 7. Evaluating the riverbank stability for the existing conditions and for rapid drawdown conditions following a 100 -year level flood and recommending the need for any reshaping of the slope or revetment work for slope protection. GeoEngineers Incorporated bank along surficial observed. SITE CONDITIONS SURFACE CONDITIONS The site is relatively flat and The site is devoid of signs of previous northeast portion along the Duwamish exhibits primarily gravel surfacing as slab -on -grade which remains from a re comprises approximately 27.7 acres. occupancy, with the exception of the River. This portion of the site well as some asphalt pavement and a cently removed steel building. The timber -frame office portion of this structure was still in placed as of September 1987. At the west end of the gravel surfaced area, a debris pile, primarily of concrete and wood, exists. The northwest portion of the site supports considerable dense vegeta- tion, including tall grass and deciduous trees. A primitive road enters the property from the south abutment of the Pacific Highway South bridge and follows the top of the Duwamish River bank to the north /south drainage !wale entering the property. The northwest portion of the site was apparently not filled during the previously discussed grading period due to the lack of a King County Shoreline Permit. As such, this is generally the lowest area of the site and supports the oldest vegetation. The majority of the remainder of the site is relatively flat or gently sloping as a result of the past grading efforts. Vegetation is in various stages of reestablishment ranging from essentially nonexistent to relatively thick. Significant drainage ditches exist along the perimeter of the site. Another drainage ditch extends in an east -west direction along the south border of the northeast portion of the site (previous Butler Sealant Site). It appears that the drainage is sloped to the north /south drainage swale entering the property at the Duwamish River. The bank of the Duwamish River was observed during the previous study at an Elevation -2.0-foot tide. Thick vegetation exists along the river the top of the slope to about ordinary high tide level, masking conditions. No significant riprap or erosion protection was The inclination of this portion of the river bank varies from about 1.5H:1V (horizontal to vertical) to near - vertical. Most of the bank is near - vertical to about 1:1. Some localized undercutting of the bank has GeoEngineers Incorporated occurred near the ordinary high tide level. In addition, localized surfi- cial sloughing or slumping has resulted in the movement of blocks of soil and vegetation onto the lower portion of the riverbank which typically is much flatter below mean sea level. The river bank below the ordinary high tide level is devoid of vegeta- tion. Silty fine sand /fine sandy silt is exposed (see sieve analysis results in Appendix B). Considerable concrete, half - buried wood and metal debris exists along this area and is exposed at lower tide levels. Based on visual observations, the slope below the high tide mark to mean sea level, an elevation difference of about 6 feet, varies from near - vertical to about 2H:1V where it continues from about 1H:1V to 3H:1V to the low tide level. We were not able to observe the mudline below the low tide level. However, it appears to flatten out in some areas and continue sloping in others. SUBSURFACE CONDITIONS The subsurface conditions at the site were explored with a program consisting of 5 hollow -stem auger borings, 5 Dutch cone probes, and 15 test pits. The locations of the explorations are shown in the Site Plan, Figure 1. Details of the field exploration program as well as the explor- ation logs are presented in Appendix A. Details of the laboratory testing program are presented in Appendix B. The results of the laboratory program are presented in both appendices, as appropriate. The site is located in the relatively broad alluvial valley of the Duwamish River. Based on review of aerial photography as discussed in our previous preliminary report, it appears that the river location in this particular area has been relatively stable during this century. However, we expect that the river has meandered throughout the valley floor since the last period of continental glaciation resulting in rather rapidly changing subsurface conditions. In addition, most of the site was filled with a considerable depth of waste soils for a period on the order of five to seven years. Figure 2 presents a topographic map that appears to have been prepared by the earthwork contractor prior to this filling episode. The depth of the fill soils varies. The shallowest fill depths, generally on the order of a few feet, are located along the north margin of the property near the Duwamish River. Since a King County Shoreline Permit 4 GeoEngineers Incorporated was not obtained during the recent grading episode, we assume any fill that does exist within 200 feet of the Duwamish River was placed at an earlier date. We would expect the least ground modification due to the effects of filling in the northwest portion of the site. Some regrading was accomplished in northeast portion of the site where the Butler Sealant operation was located. The greatest depth of fill along the north margin was encountered towards the northeast portion of the site where Test Pit 13 encountered 8 feet of fill including car parts, bed springs and miscel- laneous debris. Boring 1 in the same vicinity, encountered silty fine sand with occasional clods of silt, which may also be fill, to a depth of 11 feet. The explorations across the remainder of the site encountered from about 7 to 14 feet of fill. The fill was not penetrated in Test Pits 1, 2 and 8 due to refusal on concrete fragments or difficult digging conditions. The fill soils range from silt to silty sand with gravel (glacial till). With the few exceptions noted on the exploration logs, no significant organics were observed in the fill. Occasionally a 1 -foot layer of organic fill and grass was observed. A limited quantity of debris was noted in the fill. This debris generally consisted of construction materials from building demolitions and included brick, asphalt or concrete fragments less than 2 feet in diameter. Exceptions are Test Pits 1 and 8 where refusal was encountered at depth apparently on large concrete fragments. It appears that some of the material placed at the bottom of the fill may have included considerable debris. This may have been used to aid in "bridging" over the soft native surficial soils. The fill was reportedly placed in an "uncontrolled" manner, i.e., no compactive effort other than by track - rolling with the bulldozer and wheel compaction by the dump trucks. The results of our density tests confirm this condition with compaction varying from about 83 to 88 percent of the maximum dry density based on ASTM D -1557. The top of the fill generally possesses the higher densities, primarily due to desiccation. A decrease in density was noted with depth. The native soils below the fill generally consist of low - density fine - grained materials typical of alluvial depositional environment. The original grass mat was observed in many of the test pits. Toward the GeoEngineers Incorporated Duwamish River, the native soil ranges from a loose fine sand with a variable silt content to a fine sandy silt. More typically, fine sandy silt to clayey silt with variable organic content was encountered below the fill. The organic content was extremely variable from fine - grained soils with a trace of organic matter to peat. The peat was generally observed within the soil matrix rather than as a discrete layer. Discrete layers of organic soils were observed at some locations. The organic layer was encountered roughly from mean sea level to the high tide level. Gray fine or fine to medium sand with a variable silt content was generally encountered below this layer at about mean sea level. This unit grades to a fine sandy silt and generally extends to between Elevation -35 and -45. An exception was noted in Dutch Cone P -I where sand extends to approximately Elevation -60. The density is extremely variable ranging from very loose to dense. These more granular strata typically overlie a relatively thick soft clayey silt which was encountered between Elevation - 60 to -74. Medium dense to very dense sands grading to sandy gravel were encountered in the deepest explorations varying between Elevation -60 to- 80. The ground water conditions encountered during our exploration program are indicated on the exploration logs. It should be noted that the explora- tion program was conducted during the late summer /early fall season after a very dry year. Standpipe piezometers were installed in Borings 2 and 5 to provide ground water data for riverbank stability studies. Water levels were subsequently measured at about Elevation +1.0 on September 23, 1987. Fluctuations in the level of the ground water should be expected. We anticipate the levels may be higher during the spring. Due to the random nature of the fill soils, the ground water conditions could also vary locally across the site. CONCLUSIONS AND RECOMMENDATIONS GENERAL The subsurface conditions across the majority of the site consist of a layer of "uncontrolled" fill soils overlying relatively soft compressible alluvial soils to depths of on the order of 100 feet deep. Most of the consolidation of the compressible soils due to the weight of the existing 6 GeoEngineers Incorporated fill has occurred. However, additional consolidation, both within the existing fill and the native compressible soils will occur when new loads are applied. Based on our analyses, we estimate that from 1 to 3 inches of settlement could occur from typical concrete tiltup building floor and column loads with shallow spread footing and slab -on -grade support at existing grades. Buildings with dock -high floors would be expected to experience larger settlements. Final grades and specific development plans have not been established at this writing. We have assumed that existing grades will not be signi- ficantly changed. We conclude that the planned structures can be supported on shallow- spread footings provided that site preparation work includes excavation of portions of the existing fill and placement of structural fill on which to support footings. Use of a preload program to reduce postcon- struction settlements may be appropriate. It will be beneficial to ac- complish the earthwork phase of construction as far in advance of building construction as practical to maximize the benefits of any preloading. The on -site soils are too fine - grained to be workable during wet weather; there- fore, any grading during the wet season, such as the planned spring startup for the project, will require use of imported granular borrow soils. In light of these considerations, we suggest that dock -high buildings be located in areas where the existing grade is higher and the adjacent areas be cut down to provide dock -high access. This procedure would also reduce settlements and preload requirements. SITE PREPARATION The on -site fill soils consist of moisture - sensitive silts or silty sands such that use of these materials as structural fill will not be possible during wet weather. If earthwork can be completed during the drier summer months, it should be possible to use at least some portion of the existing fill in the structural fill to minimize grading costs. Moisture conditioning of the fill soils should still be expected. Vehicular access is good to the site during the late summer and early fall months due to desiccation at the surface; however, we anticipate that it will be very difficult to operate equipment across the site during wet weather. 7 GeoEngineers Incorporated All trees, brush and vegetation with significant root mass should be removed from building and pavement areas. The depth of stripping will be minimal toward the south portion of the site where vegetation has not reestablished itself significantly. The greater stripping depths will be in the dense brush and tree area towards the northwest corner of the site outside of the area of recent filling. If more than 2 feet of structural fill soil is to be placed in this area, the grass should be cut as short as possible and cuttings removed. The sod can be left in place provided it is on the order of only a few inches thick. If site preparation is performed during wet weather as presently anticipated, stripping should be done using lightweight construction equipment operating on the and layer. Equipment should be kept off the exposed subgrade surface to avoid disturbance. The subgrade should be evaluated by proofrolling under the observation of a representative from our firm to determine if there are localized areas of soft or deleterious soils which need to be replaced. Proofrolling should not be done in wet weather or when the ground is saturated. Any soft areas should be excavated and replaced with clean pit run borrow as recommended by our representative. Temporary roads will be required for access to construction areas during wet weather. Our experience suggests that 18 to 24 inches of sand and grave], with less than 5 percent fines, crushed rock or quarry spalls will be necessary for construction equipment. It may be desirable to place geotextile fabric on the subgrade, especially in soft areas, to minimize mixing of the subgrade and road subbase materials and to reduce pumping and weaving. Due to the quantity of material that may be necessary to construct the haul roads, we suggest the haul roads be placed at permanent road locations wherever possible. Subsequent to construction, adequate weather conditions, and /or any repair work necessary, fine grading and paving could occur. PILL PLACEMENT We recommend that all footings and floor slabs bear on at least 2 feet of structural fill. Depending on finish grades, this may require excavation of existing fill soils beneath footings and /or floor slabs. Especially for dock -high buildings, this procedure should be accomplished prior to placing GeoEngineers Incorporated the preload to reduce the amount of excavation into the structural fill pad after preloading is complete. Care will have to be exercised to minimize subgrade disturbance if this is done during wet weather. Select granular fill with less than 5 percent fines (based on that portion passing the 3/4 inch sieve) will be necessary along with careful control of surface runoff to avoid ponding in the excavations along footing lines. Alterna— tively, the excavation beneath footings could be accomplished subsequent to preloading. This may be preferable if final building foundation plans are not completed prior to earthwork. We recommend that all structural fill placed during wet weather consist of well— graded pit run sand and gravel not exceeding 4 inches of size. The fill should be free of organic matter and other deleterious material. The fines content (material passing the No. 200 sieve, based on the minus 3/4 inch fraction) should not exceed 5 percent. Preload fill that will be used subsequently for grading yard areas, should also meet this criteria. On— site soils may be used during dry weather if at the proper moisture content and free of organics and other deleterious material. However, the construc— tion schedule should be such that these fills will be protected by a layer of granular fill, paving or floor slabs before the following wet season. If not, these fills could be easily disturbed by any construction activity. Structural fill placed within the foundation, slab or pavement areas should be placed in horizontal lifts 10 inches or less in loose thickness. The initial lift may need to be somewhat thicker and compacted without vibration in order to reduce the chance of causing pumping in the subgrade soils. Each subsequent lift should be uniformly compacted with vibratory equipment to at least 95 percent of the maximum dry density as determined in accordance with the ASTM D -1557 test method. Where building pads are being prepared prior to preloading, we recom— mend that the fill be placed and compacted to at least the design finished floor elevation to allow for fill settlements. If building grades are near existing site grades, the preload could be placed without any preparatory work for foundation support so that the excavation and replacement with structural fill could be accomplished during the drier summer months. 9 GeoEngineers Incorporated PRELUDING The use of a preload program to reduce postconstruction settlements on a specific building site may be appropriate. This will depend in large part on variations in the thickness of fill required to establish finished floor grade, the time this fill can be left in place before building construction, and the amount of postconstruction settlement which is acceptable. Further information on finished floor grades and projected earthwork and building construction schedules is needed to evaluate the need for preloading. If a preload program is considered necessary, we recommend that the building areas be preloaded with one foot of fill for each 100 psf of design floor load. This fill surface should extend at least 5 feet beyond the footprint of each building and then slope down at the natural angle of repose. If future building additions are contemplated, the full height of fill (for the structural pad and the preload) should be extended at least 30 feet beyond the initially planned building footprint in the area of possible expansion. This fill is in addition to any fill required to bring building sites to design grades. Since plans are in the preliminary stages at this time, we recommend we be provided the opportunity to review the final plans with respect to an appropriate preloading program. The preload fill need be compacted only enough to provide trafficability. Fill settlements are expected to be variable due to the irregular deposition of compressible soils and the difference in existing fill thicknesses across the building areas. If existing grades are not significantly, changed, we expect that 1 to 3 inches of settlement could occur from a 300 psf floor load. A relatively deep east /west ditch exists between the Butler Sealant property and the rest of the site. This area has been only nominally preloaded with respect to the existing fill depth around the ditch. Therefore, if a building footprint crosses the ditch, a specially configured preload fill is anticipated in this area to reduce differential settlements. In order to evaluate the magnitude and rate of fill settlements, we recommend that several settlement monitoring plates be installed prior to placing any fill in the building areas. An example of a suitable settlement plate and a description of monitoring procedures are presented in Figure 3. 10 GeoEngineers Incorporated We will recommend appropriate settlement plate locations once building locations, dimensions and elevations are established. Initial elevation readings of the settlement plates must be obtained as soon as they are set and before any fill is placed. The elevations of the plates should then be determined twice each week during filling so that settlement progress in relation to the amount of fill in place can be defined. Relatively thick compressible strata were observed at many of the exploration locations. We expect that it may take on the order of six to eight weeks for a majority of the settlement to occur. We recommend that readings be obtained weekly after completion of filling. The results should be forwarded to our office promptly after each reading for evaluation. If the thickness of compressible soils varies significantly from that in our explorations, the actual preload period may have to be adjusted. The presence of the measurement rods which extend from the settlement plates through the fill will inhibit the mobility of earthmoving equipment to some extent. The contractor will have to exercise care to avoid damaging the rods. The construction documents should emphasize the importance of protecting the settlement plates and measuring rods from disturbance. Once the majority of the settlement has occurred, the preload fill can be removed from the building and either used to preload another of the building sites (if the construction schedule will permit sequential preloading) or for other site grading. FOUNDATION SUPPORT We recommend that all footings be founded on at least 2 feet of structural fill. This fill should extend horizontally beyond each side of the footing a distance equal to the depth of excavation below footing subgrade. The fill should be placed in a minimum of two lifts and compacted such that at least 95 percent of maximum dry density (ASTM D -1557) is achieved throughout the fill. All footings should be founded at least 18 inches below the lowest adjacent finished grade. Individual column footings should have a minimum width of 3 feet. Continuous strip footings should be at least 18 inches wide. In order to provide more uniform support and reduce differential settlements, we recommend that exterior foundations consist of continuous spread footings rather than isolated pad footings. 11 GeoEngineers Incorporated The footings should be designed for an allowable soil bearing pressure of 2500 pounds per square foot for dead plus long -term live loads. This value may be increased by one third when considering earthquake or wind loads. The use of spread footing support for buildings on this site is expected to be limited to high -bay (24- to 28 -foot clear) warehouse struc- tures and two -story office buildings. If multi -story buildings are con- templated, pile foundations will likely be necessary. Additional consulta- tion to identify the more favorable areas for use of pile foundations and to develop design criteria for these foundations will be required. Lateral loads can be resisted by friction on the base and passive resistance on the sides of the footings. Frictional resistance can be determined using 0.35 for the coefficient of base friction. Passive resis- tance can be determined using an equivalent fluid density of 250 pounds per cubic foot (pcf), assuming that the soils around the footings for a distance of twice the footing depth consist of structural fill compacted to 95 percent of maximum dry density. This value should be applied from one foot below the ground surface in areas which are not paved. In paved areas or beneath floor slabs, passive resistance can be calculated from the bottom of the slab. The above values incorporate a factor of safety of about 1.5. We estimate that postconstruction settlements of interior column and perimeter wall footings will be on the order of one half to one inch if column loads are less than 100 kips. We have assumed the conditions observed in our explorations are representative of the existing fill soils . and no significant organics or organic debris are present. We recommend that the structures be designed to tolerate at least one half inch of differential settlement between adjacent column footings due to the variable subsurface conditions. Differential settlements up to one fourth -inch in 25 feet may be experienced along continuous wall footings. Approximately 50 percent of the postconstruction settlement should occur within about two weeks of load application. FLOOR SLAB SUPPORT All floors should be supported on at least 2 feet of structural fill. If the fill pad is placed prior to the preload fill, the pad fill surface should be recompacted after removal of the preload to redensify any areas 12 GeoEr Moor}, disturbed during fill removal. We recommend that floor slabs be supported on a 4 -inch thick base course of crushed rock or clean sand and gravel with less than 5 percent passing the No. 200 sieve. A vapor barrier should be provided if the slab will be covered with tiles or carpet. If the slab surface will be exposed, it is our opinion that a vapor barrier is not needed provided that the base course is sufficiently coarse to act as a capillary break and yard drainage is directed away from slab -on -grade buildings. Assuming finished grades are within about 1 foot of existing grades, it is our opinion that postconstruction settlements subsequent to an appropriate preload program from typical warehouse floor loadings of 250 psf should not exceed 1/2 to 3/4 inch. Due to the depth of existing fill soils, we would expect differential settlements to occur over a broad area and be limited to less than 1/4 inch in 40 to 50 feet if relatively uniform areal loading conditions are maintained. RETAINING WALLS We recommend that the walls at the loading dock areas and any wing walls adjacent to the ramps to the loading docks be designed for lateral pressures based on an equivalent fluid density of 35 pcf. This assumes that the walls will not be restrained against rotation when backfill is placed, that the backfill consist of clean pit run sand and gravel as specified above, and that there will be provision for drainage of the pit run backfill behind the walls. An allowance of one foot of increased wall height for each 100 psf of surcharge (floor load) which may be imposed adjacent to the walls should be made. We recommend the fill be compacted to between 90 and 95 percent of maximum dry density within a 5 -foot zone behind the walls. Overcompaction should be avoided. PAVEMENT DESIGN If roadway paving is accomplished in the late summer, this will minimize subgrade disturbance and enable use of less thick pavement sec- tions. However, the proposed construction schedule for this project may require most road work to be done during the normally wet seasons. Pavement subgrade areas should be stripped and proofrolled or otherwise evaluated as previously recommended. If the subgrade is wet, we recommend lightweight construction equipment be used to grade the subgrade surface; however, 13 GeoEngineers Incorporated equipment should be kept off the exposed surface to the fullest extent possible. In general, heavily loaded trucks should not be allowed directly on the subgrade, with the exception of utility installation. All utilities and utility ducts should be installed in advance of placing subbase fill. Utility trenches should be backfilled to pavement subgrade level with structural fill compacted as previously recommended. Temporary roads and layout area should be constructed by placing excess pit run fill. This material can be spread for use in other areas when final yard area grading is done. If road construction is done during wet weather, we anticipate that a subbase of select sand and gravel on the order of 18 inches may be required. Localized soft zones could require placing geotextile fabric and up to 24 inches of subbase to form a stable section. The base course and asphalt concrete (AC) section should consist of 6 inches of crushed rock and 3 inches of AC in roadway and loading dock areas. Automobile parking areas should have 4 inches of crushed rock and 2 inches of AC. If yard area paving can be done in the summer, we anticipate that the subbase section could be reduced to 12 inches after proofrolling and preparation of the subgrade to a firm, nonyielding condition. However, the low density of the existing fill can shorten the design life of the pavement section such that a thicker subbase section would provide better long —term performance. DRAINAGE CONSIDERATIONS We recommend the roads and parking areas be sloped to drain away from the buildings such that surface runoff is collected and carried off — site. Perimeter footing drains are not considered necessary unless any buildings or portions of buildings are lower than surrounding grades. Any perimeter footings should be connected to the storm drain system. Roof drains should also be connected directly to the storm drain system and not be inter —tied with any other subdrains. The existing site soils, especially the fills soils, are relatively impermeable. Any low areas or depressions will lead to ponding and a perched ground water condition. 14 GeoEngineers Incorporated RIVERBANK STABILITY AND SETBACK CONSIDERATIONS Our computer -aided slope stability analyses of the existing riverbank configuration indicate a marginally stable condition (factor of safety slightly above unity). Portions of the riverbank are locally oversteepened, which has resulted in some surficial sloughing and slumping. We understand a 30 -foot King County easement extending inland from the ordinary high tide level (Elevation 5.5) of the river will be incorporated into the project layout. A 16- foot -wide combined access road and public use pathway is to be part of the 30 -foot easement. We recommend that the riverbank be reconfigured to increase its overall stability. This should be done by resloping a portion of the bank and lowering the grade along the access road /pathway. The riverbank should be sloped back at 2H:1V (hori- zontal to vertical) from the ordinary high tide level (Elevation 5.5) to Elevation 11.0. This elevation should be maintained for the access road /pathway width to provide freeboard above the 100 -year flood level. A transition using a 2H:1V slope, rockery or other means should then be made up to parking lot elevation. If a rockery is used, the embankment may need to be reinforced if vehicles will be parked immediately above the rockery to conform to King County regulations. Our analyses indicate that this will result in a minimum factor of safety of 1.25 within the easement, increasing to greater than 1.4 in the parking area with this modified configuration. A factor of safety in excess of 1.5 is generated for potential failure planes that would intersect the nearest indicated building location. These safety factors are, in our opinion, reasonable for the development considerations. It should be noted that these safety factors are for the critical case of expected low tide level and high ground water condition - the rapid drawdown condition does not significantly affect the stability other than near the slope face within the saturated zone. The factor of safety for the portion of the riverbank below ordinary high tide level is indicated to be less than 1.2. We believe that any future localized slumping which may occur in this area would best be handled 15 GeoEngineers Incorporated as a maintenance item. Localized slumps can be excavated and replaced with appropriate sized rock using a small truck - mounted clamshell or other suitable equipment working from the access roadway. We recommend that the portions of the reconfigured riverbank within the easement which are not paved be hydroseeded, planted or otherwise protected from erosion immediately after grading. Since this area is only under water during a combination of a significant storm event and high tide, it is our opinion that further slope protection is not warranted. USE OF THIS REPORT We have prepared this report for use by Bedford Properties, Inc. and their agents in design of a portion of this project. The data and report should be provided to prospective contractors for their bidding or esti- mating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. The project is in the conceptual stage at this writing. The final grades, building loads and configurations and their interaction with the existing site conditions will complicate some of the design considerations. As the design develops, we expect that additional consultation will be necessary to provide for modification or adaptation of our recommendations. We should be retained during the design phase to provide more detailed evaluations of settlement magnitudes and rates, for preload fill configura- tions and to establish an appropriate monitoring program. These additional services should also include a review of the final design and specifications to see that our recommendations are interpreted and implemented as intended. The scope of our services 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. Due to the past filing and alluvial environment, variations in subsur- face conditions between the explorations should be expected. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation by our firm should be provided during construction to confirm that the conditions encountered are 16 GeoEngineers Incorporated r .• consistent with those indicated by the explorations, to provide recommenda— tions for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifica— tions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No other conditions, express or implied, should be understood. The conclusions and recommendations in this report should be applied in their entirety. We are available to review the final design and specifi— cations to see that our recommendations are properly interpreted. If there are any questions concerning this report or if we can provide additional services, please call. JRG :JKT:cs 0 Respectfully submitted, GeoEngineers, J. Robert Gordon Pr ' t Engineer J ' . K. Tuttle Principal Copyright © 1987 GeoEngineers, Inc., All Rights Reserved GeoEngineers Incorporated : 7 ,711 OVE DUIV G.11 • -3 -. 4 1p-lo _! P 13 ' EXPLANATION: II- I BORING LOCAT ION AND NUMBER TP TEST PIT LOCATION AND NUMBER 1 A PROBE LOCATION AND NUMBER 0-1 GRAB SAMPLE LOCATION AND NUMBER REFERENCE: DRAWING ENTITLED "PRELIMINARY, PLAT OF SEAGATE", DATED AUG. 1987, BY wILSEY NAM, INC. inGergrpleeterds lave 04 0 SITE PLAN FIGURE 1 N 150 SCALE IN FEET 300 1 11 10 i • Stops 01 Proposed FRI Property Line w s tt ��� ►�B;IAr�:El�rAA� i lZ 111 Top of Proposed FIII Jo- 3 n \• / 1 `L I e i I _ 9 ar Existing Ditch EXPLANATION: — — ORIGINAL CONTOURS — PROPOSED CONTOURS ! EXISTING TOP OF BANK State Highway DUWAMISH RIVER NOTES: TOTAL AREA = 28.5 ACRES FILL QUANTITY _ 360,000 C.Y. (PROPOSED) FROM KING COUNTY GRADING FILE 1998 - ouwe,10 Riv REFERENCE: DRAWING ENTITLED "GRADING PLAN FOR T.J.R.L S. ", DATED 10/18/76, BY BOULEVARD EXCAVATING INC. Toe of Slope �� rs eoEngtneers �� Incorporated • EXIsting Paved Access Road 0 I50 300 FIGURE 2 APPROXIMATE SCALE IN FEET 1078 SITE PLAN EXISTING GROUND SURFACE MEASUREMENT ROD, 1/2" 0 PIPE OR REBAR CASING, 2" 0 PIPE (SET ON PLATE, NOT FASTENED) COUPLING WELDED TO PLATE SAND PAD IF NECESSARY NOTES: 1/ (NOT TO SCALE) SETTLEMENT PLATE, 16" X 16" X 1/4" 1. INSTALL MARKERS ON FIRM GROUND OR ON SAND PADS IF NEEDED FOR STABILITY. TAKE INITIAL READING ON TOP OF ROD AND AT ADJACENT GROUND LEVEL PRIOR TO PLACE- MENT OF ANY FILL. 2. FOR EASE IN HANDLING, ROD AND CASING ARE USUALLY INSTALLED IN 5 -FOOT SECTIONS. AS FILL PROGRESSES, COUPLINGS ARE USED TO INSTALL ADDITIONAL LENGTHS. CONTINUITY IS MAINTAINED BY READING THE TOP OF THE MEASUREMENT ROD, THEN IMMEDIATELY ADDING THE NEW SECTION AND READING THE TOP OF THE ADDED ROD. BOTH READINGS ARE RECORDED. 3. RECORD THE ELEVATION OF THE TOP OF THE MEASUREMENT ROD IN EACH MARKER AT THE RECOMMENDED TIME INTERVALS. EACH TIME, NOTE THE ELEVATION OF THE ADJACENT FILL SURFACE. 4. READ THE MARKER TO THE NEAREST 0.01 FOOT, OR 0.005 FOOT IF POSSIBLE. NOTE THE FILL ELEVATION TO THE NEAREST 0.1 FOOT. 5. THE ELEVATIONS SHOULD BE REFERENCED TO A TEMPORARY BENCHMARK LOCATED ON STABLE GROUND AT LEAST 100 FEE. FROM THE EMBANKMENT. GeoEngineers %pi Incorporated SETTLEMENT PLATE DETAIL FIGURE 3 APPENDIX A FIELD EXPLORATIONS The subsurface conditions at the site were explored by a field program consisting of a series of five borings, five Dutch cone probes and 15 test pits at the locations shown on the Site Plan, Figure 1. The exploration locations were determined by a field survey performed by Wilsey & Ham, Inc. after our exploration program. The elevations were determined based on their location with respect to topographic information presented on the referenced plat map. The explorations were conducted at various dates from September 4 through September 23, 1987 and are indicated on the individual exploration logs. BORINGS The borings were drilled with a truck- mounted continuous flight hollow stem auger drill rig. Four borings were originally scheduled for the project. However, Dutch Cone Probe P -5 encountered refusal at a relatively shallow depth and thus an additional boring near this probe location was advanced to explore the subsurface conditions at greater depth. The borings were continuously monitored by an engineering geologist from our firm. The soils were classified in general accordance with the classification system described in Figure A -1. A key to the boring log symbols is presented in Figure A -2. Representative samples were obtained using a 3- inch-outside- diameter split barrel sampler. This split barrel sampler was driven into the soil using a 300 -pound hammer free - falling 30 inches. The number of blows required to drive the sampler the last 12 inches or other indicated distance is recorded on the boring logs. The logs of the borings are presented in Figures A -3 through A -16. The boring logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. The logs also indicate the depths at which these soils or their characteristics change, although the change may actually be gradual. If the change occurred between samples it was interpreted. A - 1 GeoEngineers Incorporated • • All soil samples were brought to our laboratory for further exami— nation. Selected samples were tested to determine their engineering properties. The results of the moisture contents and dry density tests are presented on the boring logs. Other laboratory results are presented in Appendix B. DUTCH CONE PROBES Five Dutch cone probes were performed for this project by a local exploration company under subcontract to our firm. The equipment used for this test consists of a cone and friction sleeve which are advanced hydraul— ically by rods reacting against a truck. The static cone penetration test is performed as follows: (1) the cone is pushed down by an inner rod and the point resistance is recorded; (2) the cone and the sleeve are then pushed and their combined resistance is measured; (3) the cone resistance is subtracted from the total resistance to provide the frictional resistance. A direct correlation between point resistance and the bearing capacity of the soils is obtained. The relative density or consistency of the soil probed is empirically related to the cone resistance. Comparing the cone bearing capacity and the friction ratio (sleeve friction /cone bearing) provides an interpretive soil classification based on the Dutch cone soil classification chart prepared by J.H. Schmertman, 1969. The descriptive soil interpretations presented on the Dutch cone probe logs have been developed by using this classification chart as a guideline. Modifications to the classifications were developed according to correlations of soil types disclosed in the adjacent borings performed on the site and careful interpretation of the probe results. The detailed interpretive logs of the Dutch cone probes accomplished for this study are presented in Figures A-17 through A -28. TEST PITS Fifteen test pits were excavated at various locations across the site. The test pits were excavated to depths ranging from 9 to 17.5 feet using a rubber —tired Extendahoe under subcontract to our firm. The test pit explorations were continuously monitored by a geotechnical engineer from our firm who maintained a detailed log of the soils encountered, obtained representative soil samples, and observed ground water conditions. In A — 2 GeoEngineers Incorporated several of the test pits, nuclear densometer tests were performed.: to provide relative density .information (see Appendix 8). A sample at the probe . location was returned to our laboratory to determine. the in —situ moisture content. Large samples were also obtained at most locations to determine the laboratory maximum density. The percent compaction and moisture content presented on the logs. Soils encountered were classified in general accordance with the soil classification system shown. in Figure A -1. The test pit logs are presented in Figures A- 29: through :A -34. W c7 COARSE GRAINED SOILS MORE THAN 60% RETAINED ON NO. 200 SIEVE FINE GRAINED SOILS MORE THAN 60% PASSES NO. 200 SIEVE NOTES: MAJOR DIVISIONS GRAVEL. MORE THAN 801 OF COARSE FRACTION RETAINED ON NO. 4 SIEVE SAND MORE THAN 60% OF COARSE FRACTION PASSES NO. 4 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 60 SILT AND CLAY LIOUIO LIMIT 60 OR MORE HIGHLY ORGANIC SOILS 1. Field classification Is based on visual examination of soil In general accordance with ASTM 02488 -83. 2. Soil classification using laboratory tests Is based on ASTM 02487 -83. 3. Descriptions of soil density or consistency are based on Interpretation of blowcount data. visual appearance of soils. and /or test data. �� GeoEngineers �� Incorporated SOIL CLASSIFICATION SYSTEM CLEAN GRAVEL GRAVEL WITH FINES CLEAN SAND SAND WITH FINES INORGANIC ORGANIC INORGANIC ORGANIC GROUP SYMBOL GW GP GM GC SW SP SM SC ML CL OL MH CH PT GROUP NAME WELL- GRAOEO GRAVEL, FINE TO COARSE GRAVEL POORLY - GRADED GRAVEL SILTY GRAVEL CLAYEY GRAVEL WELL- GRADED SAND, FINE TO COARSE SAND POORLY - GRADED SAND SILTY SAND CLAYEY SANG SILT CLAY ORGANIC SILT. OROANIC CLAY SILT OF HIGH PLASTICITY, ELASTIC SILT CLAY OF HIGH PLASTICITY. FAT CLAY 011 ORGANIC CLAY, ORGANIC SILT PEAT SOIL MOISTURE MODIFIERS: Dry - Absence of moisture. dusty. dry to the touch Moist - Damp. but no visible water Wet - Visible free water or saturated. usually soil Is obtained from below water table SOIL CLASSIFICATION SYSTEM FIGURE A -1 LABORATORY TESTS: AL CP CS DS GS HA K M MD SP TX UC CA Atterberg limits Compaction Consolidation Direct shear Grain— size analysis Hydrometer analysis Permeability Moisture content Moisture and density Swelling pressure Triaxial compression Unconfined compression Chemical Analysts BLOW — COUNT /SAMPLE DATA: Blows required to drive Dames & Moore sampler 12 inches or other indicated diatances using 300 pound hammer failing 30 inches. 'p' indicates sampler pushed with weight of hammer or hydraulics of drill rig. NOTES: 1. Soil classification system is summarized in Figure A -1. 2. The reader must refer to the discussion in the report text as well as the exploration logs for a proper understanding of subsurface conditions. � � GeoEng neeir's '� Incorporated SOIL GRAPH: 3M Soil Group Symbol (See Note 1) Olatinct contact between Soil Strata Gradual Change between Soil Strata Water Level Bottom of Boring 22 ® Location of relatively undisturbed sample 12 ® Location of disturbed sample P ❑ Location of sampling attempt with no recovery 10 ® Location of sample attempt using Standard Penetration Test procedures 40 Location of relatively undisturbed sample using 140 pound hammer falling 30 inches. KEY TO BORING LOG SYMBOLS FIGURE A -2 - SP BROWN FINE SAND KITH OCCASIONAL GRAVEL (MEDIUM DENSE, MOIST) (FILL) - 13 ® - n GRAY FINE SANDY SILT WITH OCCASIONAL COBBLES (STIFF, MOIST) (FILL) - MOTTLED GRAY AND BROWN FINE SAND WITH SILT - SM ML ANO FINE SANDY SILT WITH OCCASIONAL GRAVEL, COBBLES ANO CHARCOAL (LOOSE, SOFT TO MEDIUM MD 18 102 6 a STIFF, MOIST) (FIL.) ML GRAY CLAYEY SILT (MEDIUM STIFF, MOIST) 6 - MD, 35. 85 3 -- C BROWN FINE SANDY SILT AND SILTY FINE SAND ML (SOFT, LOOSE, WET) - SM - MD 29 90 114 ■ SP DARK GRAY FINE SAND (MEDIUM DENSE, WET) _ 19 0 3 -- 23 ID 5 — ;4 CS L Y s • 7 0 5 10 1 2 3 3 4 a m TEST DATA c -' o O o r m m c,3 co 3C o ) m C Note: See Figure A -2 for Explanation of Symbols rik4 Ge®Englneers I Incorporated m m 6 E Group a, Symbol BORING NO. 1 DESCRIPTION Surface Elevation: 19.5 feet LOG OF BORING FIGURE A -3 - _ mD 31 91 19 ■ • S? SM (SAME AS ABOVE) WITH SILTY ZONES - - - 19 ■ WITH OCCASIONAL WOOD AND ORGANICS - - 16 a - - 14 ■ - . 18 ■ - 5 - MD 27 94 .12 • - 22 Q . 5 — - SM DARK GRAY FINE SANDY SILT AND SILTY FINE SAND - ML WITH OCCASIONAL ORGANICS (LOOSE, MEDIUM STIFF, WET) - 7 • O -- ______.../ 40 46 60 65 6 7 7 8 TEST DATA ▪ c m c c C C ; c o� mO • m E ▪ Group co Symbol BORING NO.1 (Continued) DESCRIPTION Note: Si. Figure A -2 for Explanation of Symbols �� GeoEnglneers �� (ncorporoted LOG OF BORING FIGURE A -4 ti 0 80 SS 0 0 10 11 11 12 0 TEST DATA m — a. • ° c 00 gV 00 I C X m U 0 0. E 0 y GeoEnglneers qu oit Incorporated Group Symbol Note: See Figure A -2 for Explanation of Symbols BORING NO. 1 (Continued) DESCRIPTION LOG OF BORING FIGURE A -5 (SAME AS ABOVE) - 5 ® - - L GRAY CLAYEY SILT AND FINE SANDY SILT WITH A TRACE OF SHELL FRAGMENTS (SOFT TO MEDIUM - STIFF, WET) - MD 48 71 6 4 ■ - MD 37 84 1 ® . Ir - 4 a 5 ✓' SW GRAYISH -GREEN FINE TO COARSE SAND WITH SHELL FRAGMENTS (VERY DENSE, WET) - 74 ■ GW GRAY GRAVEL WITH SAND (VERY DENSE, WET) SP GRAY FINE TO MEDIUM SAND (MEDIUM DENSE . TO DENSE, WET) 37 C1 5— 36 El o ...... ti 0 80 SS 0 0 10 11 11 12 0 TEST DATA m — a. • ° c 00 gV 00 I C X m U 0 0. E 0 y GeoEnglneers qu oit Incorporated Group Symbol Note: See Figure A -2 for Explanation of Symbols BORING NO. 1 (Continued) DESCRIPTION LOG OF BORING FIGURE A -5 3 • 120 125 — OMR TEST DATA P. 41 .0 a =c CO 0 0 0 -i l- U • 0 CI MD 19 109 GeoEngineers 11114400 �" Incorporated t oa m 54 21 a 0 0. E Group as m . Symbol Note:' Soo Fioure A -2 for Ezplsnatlon of Symbols NO. 1 (Continued) (SAME AS ABOVE) DESCRIPTION BORING COMPLETED AT 125.0 FEET ON 9/4137 LOG OF BORING FIGURE'. A -6 D OM IC • N 0 5 10 15 2 3 3 4 1 TEST DATA C m c zV gm 0 CIO • 1 .. • 2 o i Group mc. m Symbol BORING NO.2 • Note: See Figure A -2 for Explanation of Symbols ��� GeoEnglneers 41741/�,,,"' Incorporated DESCRIPTION Surface Elevation: 16.0 feet LOG OF BORING FIGURE A -7 SM BROWN SILTY FINE SAND WITH OCCASIONAL P005 OF SILT (VERY LOOSE, DRY TO MOIST) (FILL ?) - MD 16 81 3 ■ - HD 14 85 4 S - SP DARK GRAYISH -BROWN FINE SAND WITH A TRACE - OF SILT (VERY LOOSE, WET) - MO, DS 32 90 2 • - "SP- BROWN LAYERED FINE SAND WITH SILT AND SILTY - SM FINE SAND WITH OCCASIONAL LENSES OF FINE - M0, 05 35 86 2 II SM SANDY SILT (VERY LOOSE WET) - GS, MD, 05 34 88 2 • - . ..... DARK GRAY FINE SAND (LOOSE TO MEDIUM DENSE, - 6 0 WET) . 12 22 � J D OM IC • N 0 5 10 15 2 3 3 4 1 TEST DATA C m c zV gm 0 CIO • 1 .. • 2 o i Group mc. m Symbol BORING NO.2 • Note: See Figure A -2 for Explanation of Symbols ��� GeoEnglneers 41741/�,,,"' Incorporated DESCRIPTION Surface Elevation: 16.0 feet LOG OF BORING FIGURE A -7 i • ti • 40 • ♦5—' 50— ONION r r O ■ H TEST DATA c • c o m o a • Group au ao mu at Symbol MD 25 • 99 `!D 28 90 12 15 Note: Se. Fiyur• A -2 for Explanation of Symbols WA GeoEngtneers R i o incorporated BORING NO.2 (Continued) (SAME AS ABOv_) DESCRIPTION DARK GRAY LAYERED FINE SAND WITH SILT AND SILTY FINE SAND WITH A. TRACE OF ORGANICS (MEDIUM DENSE, WET) BORING COMPLETED AT 50.0 FEET ON 9/4/87 PIEZOMETER INSTALLED TO 50.0 FEET ON 9/4/87 DEPTH TO WATER MEASURED AT 14.0 FEET. ON 9/23/87 LOG OF BORING FIGURE A -8 Walla VOW - - SO- 3",:. SM 3ROWN SILTY FINE SAND WITH CONCRETE 2U33LE (FILL) - - ML GRAYISH - ORANGE MOTTLED SILT WITH OCCASIONAL ROOTS AND x000, OxIDIZED (SOFT, MOIST) 0 - ^ c 3 II _ MD 25 81 2 a GRADES TO GRAYISH -BROWN CLAYEY SILT WITH - . m 'OCCASIONAL ORGANICS (SOFT, WET) GRAY FINE SANDY SILT WITH ORGANICS (SOFT - - ^ TO MEDIUM STIFF, WET) - MD 29 93 9 s - I-- ^ SP SM DARK GRAY FINE SAND TO SILTY FINE SAND WITH OCCASIONAL ORGANICS (VERY LOOSE TO LOOSE, WET) , - ^ 2 • - - ML GREENISH -GRAY FINE SANDY SILT WITH A TRACE OF SHELL FRAGMENTS (SOFT, WET) - - MD 41 78 6 ■ - - .. 25 ■ SP DARK GRAY FINE SAND (LOOSE TO MEDIUM DENSE,, WET) •. - 5-- - _ f - ML GRAY FINE SANDY SILT WITH OCCASIONAL ORGANICS, WOOD AND SHELL FRAGMENTS (SOFT, WET) - 2 Q - 0— 5 10 15 W Ud 2 S N W Q 2 3 ral 3 4 TEST DATA 0 am o0 0 0 Q c (.20 Note: See Figure A -2tor Explanation of Symbols ::BLOW COUNT NOT REPRESENTATIVE oo 0 mV � GeoEngineers �� Incorporated • O n E a V1 Group Symbol BORING NO.3 DESCRIPTION Surface Elevation: 18.0 f•et LOG OF BORING FIGURE A -9 - - - - - _ - - r ''0 3 86 MD 31 90 AL •, ■ 5 ■ q ■ y ® 1 ■ 0 ■ 0 ■ 2 • ML SM ML GRAY LAMINATED FINE SANDY SILT AND SILTY FINE SAND WITH SOME FINE SAPID WITH.SILT AND OCCASIONAL ORGANICS (SOFT, VERY LOOSE, WET) - - GRAY FINE SANDY SILT ANO SILT WITH TRACES OF SHELL FRAGMENTS (SOFT, WET) - - - SILTY CLAY TO CLAYEY SILT (VERY SOFT) - CLL = 45, P1 a 20) d - FINE SANDY ZONE - SM J GRAYISH -GREEN FINE SAND WITH SILT ANO A TRACE - 40 46 60 65 06 TO T 8 TEST DATA • r 0 ..a 0 0 u co C 0 mV GeoEngineers Rip Incorporated 0 • G E Group to Symbol BORING NO. 3 (Continued) DESCRIPTION �" OF SHELL FRAGMENTS CVERY LOOSE GR ADING TO MEDIUM DENSE, WET) Note: Soo FiOure A-2 for Explanation of Symbols LOG OF BORING FIGURE A -10 80 86 90— 95— 105— 110 -- 115—+ • Note: See Figure A -2 for Explanation of Symbols TEST DATA 3 O c ` o MD ' 2 3 104 MD 28 94 MO 22 104 I o 0 CO 11 • 18 ■ 25 ■ 62 IN 50 El 4" 49 GeoEngineers ,0 incorporated • C 2 Group m Symbol 5P SW Gw BORING NO.3 (Continued) SP (SAME AS A80/E) DESCRIPTION GRAYISH-GREEN FINE TO MEDIUM SAND WITH A TRACE OF SILT -AND SrELL AND WOOD FRAGMENTS (MEDIUM DENSE, WET) GRAY FINE TO COARSE SAND (VERY DENSE, wET) FINE TO COARSE GRAVEL WITH SAND (VERY DENSE, WET) GRAY FINE SAND WITH A TRACE OF COARSE SANG (VERY DENSE, WET) BORING COMPLETED AT 113.5 FEET ON 9/8/87 DUE TO ARTESIAN FLOW :AND. WEAVE LOG OF BORING FIGURE A-11 IMMO OMNI 24 • SP DARK GRAY TO BLACK FINE SAND (MEDIUM DENSE �-- TO DENSE, WET)' S— . • MD 31 91 31 ■ . 0 5 10 1 2 3 3 4 0 a o TEST DATA • V w i C m -6 2 V 0 044C I 3§ 0 M O Group rou v, Symbol a E 10 GeoEnglneers `O Incorporated BORING NO. 4 Note: Soo Figure A -2 for Explanstlon of Symbols -- DESCRIPTION Surface Elevation: 17.0 feet LOG OF BORING FIGURE A -12 ML B BROWN AND GRAY MOTTLED FINE SANDY SILT WITH OCCASIONAL GRAVEL, ORGANICS AND BRICK - - FRAGMENTS (FILL) 5 ■ ■ - - L B BROWN ORGANIC SILT (SOFT, WET) - - - M M 8 80 ® ® - - - _ M ML G GRAYISH -BROWN FINE SANDY SILT TO SILTY FINE 32 8 88 B B ■ ■ S SM S SAND WITH ORGANICS (MEDIUM STIFF TO STIFF, - - I— M MO 3 Sp D DARK GRAY SILTY FINE SAND WITH OCCASIONAL - - ORGANICS (LOOSE, WET) MI. G GRAYISH -GREEN AND GRAY LAYERED FINE SANDY - - 5.., S SM S SILT AND SILTY FINE SANO WITH OCCASIONAL SHELL FRAGMENTS AND ORGANICS (SOFT TO - M MEDIUM STIFF, LOOSE TO MEDIUM DENSE, WET) - - 0 5 10 1 2 3 3 4 0 a o TEST DATA • V w i C m -6 2 V 0 044C I 3§ 0 M O Group rou v, Symbol a E 10 GeoEnglneers `O Incorporated BORING NO. 4 Note: Soo Figure A -2 for Explanstlon of Symbols -- DESCRIPTION Surface Elevation: 17.0 feet LOG OF BORING FIGURE A -12 . Sm ML (SAME AS ABOVE) DARK GRAY SILTY FINE SANG AND FINE SANDY SILT WITH OCCASIONAL ORGANICS AND OCCASIONAL LENSES OF FINES ANO (VERY STIFF TO LOOSE, - - 8 SI SOFT TO MEDIUM STIFF, WET) - ^ MD 32 89 5 " - 6 i - H " 3 i ML CLAYEY SILT WITH FINE SANDY LENSES (SOFT, WET) - - - MD 53 70. 2 • - 5 -. . - p.o 3 . . - ^ 2 • 5-- nJ 4 Mtl ♦ • IMO TEST DATA �c 3m • �V s QO • 0 ' a Group too co Symbol Note: Soo Figure A -2 for Explanation f Symbols ✓ GeoEnglneers 11700 Incorporated BORING NO. 4 (Continued) DESCRIPTION LOG OF BORING FIGURE A -13 80 8s— a0— ab— TEST DATA • 0 00 h.. a 20 oc MD 35 86 • 1 s m 0 o a Group cot) of Symbol 2 10 27 . Not.: S.. Figur. A -2 for Explanation of Symbols GeoEngineers R/ Incorporated SP BORING NO, 4 (Continued) (SAME AS ABOVE) DESCRIPTION GRAYISH -GREEN SILTY FINE SAND WITH SILT TO FINE SANG WITH A TRACE OF SILT AND SHELL FRAGMENTS (LOOSE TO MEDIUM DENSE, WET) GRAYISH -GREEN FINE TO MEDIUM SAND WITH A TRACE OF SILT AND SHELL FRAGMENTS (MEDIUM DENSE, WET) BORING COMPLETED AT 95.0 FEET ON 9/9/87 LOG OF BORING FIGURE A-14 Imes ONO 10 —� 15— W u. 20 o. W O 26— 30 -- 40 33--1 TEST DATA 3 C a. O n e • •c a. ° e . 2t) 00 MD 6 81 MD 8 85 M0, DS 45 70 05 26 96 MD, 51 76 OS D5 27 91 MO 86 � C o° 0 E • Group coo ui Symbol Surface Elevation: 14.6 feet 7 • • n • • 4 ■ 15 IS ■ 28 SI 2 ■ �� GeoEngineers �� Incorporated SAM GRAY AND BROWN MOTTLED SILTY ROOTS (LOOSE, DRY) SP- SM ML SP ML S SM ML 2 BORING NO. 5 Note: See Figure A -2 for Explanation of Symboli DESCRIPTION FINE SAND WITH GRAY AND BROWN MOTTLED FINE SAND WITH SILT (LOOSE, DRY) GRAY AND BROWN MOTTLED FINE SANDY SILT AND SILT WITH OCCASIONAL ORGANICS (MEDIUM STIFF TO STIFF, DRY TO MOIST) 0a GRAY FINE TO MEDIUM SAND (LOOSE TO MEDIUM DENSE, WET) GREENISH -GRAY =lNE SANDY SILT AND SILT WITH OCCASIONAL FIBROUS ORGANICS ANO SHELL FRAGMENTS (VERY SOFT TO SOFT, WET) DARK GRAY FINE SANO (MEDIUM DENSE, WET) GRAY SILTY FINE SAND AND FINE SANDY SILT (VERY LOOSE TO LOOSE, VERY SOFT TO SOFT, WET) LOG OF BORING FIGURE A -15 Oft 1 40 45 50— TEST DATA 1 e � • . eD T. as o o �m ..11.. 2t) 00 MO 29 91 I c o° ®o 4 1 6 Note:. Si. Figure A -2 for Explanation of Symbols GeoEngineers r Incorporated • 0 Group co Symbol BORING NO. 5 (Continued) (SAME AS ABOVE) DESCRIPTION BORING COMPLETED AT 50.0 FEET ON 9/9/87 PIEZOMETER INSTALELO TO 50.0 FEET ON 9/9/87 DEPTH TO.WATER MEASURED AT. 13.0 FEET ON 9/23/87 LOG OF BORING FIGURE A -16 MEM MIS DEPTH FEET METERS OT 0 1 2 5 2 I0 15 20 25 30 35 40 45 3 4 5 CONE PENETRATION RESISTANCE - TON / SO. F T. - 5 10 20 50 100 200 400 11•11=.n.n1111 11•1In1u nn111nn•n111 6 7 11•111111111111I1111 VII 11111111 11111111111I1111MMW1* mum ammanmiu!:rm C liill lllumi l meau uu��illi maul! miiui 1 ■ siminnumni ■ 1111111 / __•;I IIIII /_uuII 11 ism 11 ii1I 111111�1i11 Min Ha 111 Minr•■I1111 ...�! -.I! III11•� 111111111 IR1�� 111111111111111 1111 111•111uu111111`;I an ��•■ llll�l••i /I111111I 1111111I1•111n1nul111=11n111 r uunllmm►a111111 11111111111111111111111 1r�1 1111111111111111111111 � -I 11111111•/1fI1111 n1� 1•. /11111 __u11111111 111 11111111S111111 _ 1111111111111111111111 ��uI1111 11: !fi 111111I1•■r111 111•M�MH1111111IIU� ��am111111111� 111111h,911 ��� /1111 1 u n''11111441 ■ �iii1 %11 �MMIII IIII���■ 111!::!11 /111111 � tt\IMIII�rr111101 41111• IIIMIIIIIIMI MIIIIIIIIIMInI111II1U1IIIIIII � 1•tr./11111�1•_111M111 *M1 IIIMIM•r11111MIIIIIIIrn11 1111 111 11111111111111111M111111111111 ■1111 NM � 1 ; �I � 1 111• iia1111 IN HAI 111 IN e 9 I0 II 12 13 14 x•19 b�•. JAv. . ,•L5-b! • _11.. -.A,.. .OG••■ . w.v .. n 02.. ?6; - 9 07 FRICTION SOIL INTERPRETATION RATIO !SURFACE ELEVATION: 4 8 12 14 17.6 feet PR4:DRILLED (CU!IINGS CONSISTED OF SILTY SAND WITH GRAVEL AND CONCRETE FRAGMENTS (FILL) 111111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 111 =1111111111 111 1111111111 11111111111111 11111111111111 /1111/1111 1 11.11111111111 11111M111111 1111!1:!111111 11111111111111 11IM11111111 111111111111111 11110111111111 11111111111111 lliilllilllll 1111111 111111 1 1IIIIIIIIIIIIII 111111111111111 1'1111111111111 11111111111111 1,111111111111/ 17111111111111 1,1111111111111 17111111111111 1��111111111111 IIII11111111111 11111111111111 11111111111111 11111111111111 11111111111111 1111111111111 1!11111 1111111 162 1111111 1/0111 111 111 1 111111111111 1 11011111111111 IEili11 1 10111111111111 11,111111111111 10111111111111 11 n111111111111 111 1111111111 11111 111 11111111111111 10 MIIIMIIIMIMIMII III111111111111 11 111111111111 1111111111111111 111111111111111 P�I IIII111111 I5IIIIIIIIIl1I SAUD (LOOSE) CLAYEY SILT (MEDIUM STIFF TO STIFF) (BECOMES SOFT) ORGANIC LAYER, APPROXIMATELY 1 FOOT SAND (DENSE) SILTY SAND LAYER, APPROXIMATELY } FOOT SILTY SAND LAYER, APPROXIMATELY } FOOT (BECOMES MEDIUM DENSE) 0 a m DEPTH FEET I METERS 46_ 14 1 2 5 10 20 50 100 200 400 r 0 0 0 0 c 0 0 Y 0 m 9 60 66 50 66 70 76 60 56 90 92 16 16 17 16 19 20 21 22 23 •iiiiiiiii i i " i I' i1 1 11 1 11111111111 f1� — >t111111111.1•■ __ •u1 �ll ■1111111II._■ ��.t>111111�1 *■ ■11111111I.1111■ ��.��ItUI• 111101.1111111IN11.0111■ 01111111111011111111111111111Mall 1111111111111111111 ►!! ft! !IIflllllllh11IUI rt•../11/011111 /.111 1.x■ 1 •�.11111M _ 11111 M/ '�""►��i��IIl ..1... / UI� I111 Ihh 0111111111010011111 MN 111I1111 .1•■ ��.. il lll �. ■IIIIIIII .�■ !!! • 111 /■•�101 MC �. 11 mum � .•1111 111 111�1.�■ 1111 1111■ ■ momunkul m./ 1111mums i I�Ilili ii nu : �� nm � 1111 } 1i1��1 . .111! :/ �/ �1111111111.�. 11011 111.1■ uuuuuI111u■ a a i i i i � " i lii �1♦U■1fI>r11111$*1111111nr1•11 111111r.9 211II1111111111.II1111II1UI��A �MI� /11111 ��. 1111111111 /x■ 111011111111111111H110111111111111 111111111111 •■ 11111011.m11111I•IIIIIIIIIIM 1IIII.101■ �aR!ii�l�>•. 11111111110 10111 11MIMINNIINUIIIIIIM 1III.IIIIII■ isomompSimmun Irmo 24 25 26 27 26 - 1199:0 /. / 'J KG ,•Z rh 1 r` r CONE PENETRATION RESISTANCE - TON / SO, FT. - FRICTION RATIO 4 6 12 14 SOIL INTERPRETATION 11111111111111 11 11111111111 III lu1111111 11111111111111 11111RM111 nuiriLamit 11r1!!::ii1111 luiMuIIIui11 11 ►.11111111111 1101111111111 11111111111111 11111111111111 11111111111111 MUM= I IImIIIIIIIII I!:iiI 1111111 IIi:�111Iuu11I III G lllllll I 11111111111111 11111111111111 111111111111111 111111 11111 , 11 111J1111111111 111:11 =1111111 1I /511 1111111 1 /1 il 11111111111 111111III11 II \1111 111 11 IIi11II111 11111 11111111 111011111 1111:111111111 IIIII1111111111 IIII1ni 11 11111111151111 11!!:ii1111111 11111111111111 1111 onis1111 IMII111111111 I1i11111111111 IIli'11 1111111 1111111 murmur' 11 ►111 %1111 11151111111111 111111 1111111 11111111111111 111111 IIIIIII 1 /1111IIIIIIII mammal 11 II IIl111111I1 IuIIl %11111111 1111,1111111111 11111111111111 11111111111111 111.1111111111 IIh01I11111I1 r I�i1111 /1111 _ :1111111M11 ANDY SILT (VERY STIFF a \PDY SILT AND SILTY SAND (MEDIUM STIFF) LILT LAYER, APPROXIMATELY FOOT SILTY LAYER, APPROXIMATELY 1 FOOT rLAYEY SILT (SOFT) SANDY LAYER, APPROXIMATELY ; FOOT SANDY LAYER, APPROXIMATELY ? FOOT 8 a; DEPTH FEET I METERS 92 -281 2 t- o 0 0 96 100 0 m 29 30 —•_T,. • . Jr.rer— K - - 7 La GONE PENETRATION RESISTANCE - TON / SO. FT. - 5 10 20 50 100 200 400 FRICTION SOIL INTERPRETATION RATIO 4 8 12 14 CRAvELLY SANG (iaf1SE Tf1 MEDIUM DENSE) (BECOMES DENSE) 1111111 111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111 11111111 1111111 11 11111111111111 1 11111 11111111 11111 1/111111 1 111111111111 11111111111111 11111111111111 111111 1111111 11111 111 1111 11111111111 11111111111111 11111111111 11 1111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 1111111111111111 11111111111111 11111111111111 11111111111,11 11111111111111 11111 1111111111111' 1111111111111 11111111111111 11111111111111 11111111111111 1111//11 11111 111 11 1111111 11111111111111 111111111111111 11111111111111 11111111111111 11111111111111 1111 1111/1 1111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 111111 1111111 11111111 11111111111111 111111i1111111 11111111111111 1 11111111111$1 1111111111111 PRNAf: TERMINATED AT 96 FEET DUE TO PRAr,TICAL REFUSAL ON 9!3/81 8 0 71 m DEPTH FEET I METERS 0— 0 2 5- 2 10 15 20 25 30 35 40- 45 3 4 5 6 IIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIII MMMI.Mi.iu1/1MM m11 ii11111111■�. ��M1.11111_ .1111111111MIM.. 11111111M11111011111111111111011111111111111111111111 MMM1.■ u1111— _�•u�ii1111111•1•• MME .M1.11IIIMM�M._I•1111111II._■ 1•11111111•1111111111111111111111 11111111111.x. MME.M1.1►11, maim IIi1111Imm■ MMMI.M111111 6■1.■ •■111111111u111111■ 1111111111111•11111111111121.11111 ■111111111��■ MMMI.M1.1 1!!':��ir/MI /111111 l/■ �.MI111111 .■ 111111111•1111111 •111111111111111111111111111111111111 ....111111/'it� ■11111111 •111■ MMM1.M1.1111 1 .MI /MII1111111 1•. M1■I.M1.1111.' .. i .m■ �. 11 d �� 1! ! II I II II I NW mum 1 1 1 MMM■MiM Mill Mi 11 ■MMI■ MMM1. ■.1161 _ a 11111111111111111111 11111111111111111111 MMMI.U11111 M.1.M1■ 111111111r�. M•Mi.M1.1011____ 1111111111•11111 ...Cau111M1 �u11 111U11 MMMi.Ml.1fi11MM1I.M1.MI111 IIIMIM.. 111111111111111111111111111111M1111•111111 111 MM�.M1 111111 I 11111111 ■�■ �.111NEMI ..Ia1i1111111U�. 1111111111111111111111r 11111111111r M MM11•MI$E1 1MMIMi1MM1{• 1111111IIMIMMI■ VII MMIIMIMM /MM11111111111II1MM1■ MMMimmui11iimae muM/ ■11111111 �MMIMI MMMIM/M/.1i1i1MM/ ��1111111111�MM1■ 1 l.M1.111I1MM� ∎t "'' 11' 11 ■�■ 1�_��MI1111�ImIN 111� _.u — 1 -i 11111111111110111111111111111•11 1111111011111111111111 .■ 1111 MMM1 11i111111=I.M.■ muumuu �.a■11111�.■ 111111u1'u.■ mumm1I.1 1IIMM� t V III! i MI111Mi■ � .u.11111M•��u..i1/111111Ia1•■ . .1111 MWININI 111111111111111M1 MM.IMMIM1111M1iIMM111.■ 111111111 ■11111■ MM11. 11 .1I11i:"t... MMMIM.M1111M11MMM/MUMii1■II M.■ MMM1 MIMIIII11 MMEMMIaM11111111111M1%MI MM•IMMI ■.11111MMNIMMIM1.1I11111IIM1•■ MIMIMMIM I111M11MM111.•111111111111GMI■ N11111111111111111111111111111111•1111011! Ii111111111■ ismenumuumminmuinsuimilmm iimmumniumumalsoniinigma MMMI.M1.1111 � 1� ® *I 111111M1.■ MMM111111R ■ii111MMMIMMANIIM1IIIII•MMI■ MIMI.M1.11111ME = t �I1111nuinnM/.■ MMMIN111MI.11I11`G!!..111111111a. •1111•11•11111111111111111111111111111. MM/M/MiM1i1111MMMIMMI ■tint 1111�MM1■ MMM1 .NI.11111MMMIMII�01/11111111�.■ r.u.I1111MMM1�/ III1111I1M/M.. MMMIM.■ .IIIiiMM11M.M1m1II1:1111M1M.. wommumminnommamiamninum �� *r1111 1 8 9 I0 12 13 14 r 1 . a.. • JR o-•Q(T •7- e.1.8? --- -- _.. CONE PENETRATION RESISTANCE - TON / SO. FT. - 5 10 20 50 100 200 400 FRICTION SOIL INTERPRETATION RATIO SURFACE ELEVATION: 4 8 12 14 20.6 loot PDEDRILLED AND RACK - FILLED WITH SAND p % HUII 11 i 1 1i 11111111111111 11111111111111 II11/i11111Iu 11111111111111 11111111111111 11111111111111 11111111111111 11 0111111111 1 I1W N1111111 11 I1111111111 NUMMI 111i 111 111 111 11 1 11 1 11104111111 11 1!/ 11111111 1 11111il11Iuuu 11111110111111 I III!;;ii 111 Ii 11111111111111 11101I1111111 111 111 1111111 111M11111111 1111101111111 111I1E11111111 111/1111111111 1111`111111111 111 11111 1111 1111111111111 1E111111 11111 111111 MUUMUU 11 1/111111111111 1,11111 1 11111 11111111111 17111111111111 11111111111111 11111111111111 11111111111111 1111 11 111111 1111111 11111111111111 111111 111/1111 11111111 14111111111111 111111111111111 Iri 11111111111 11111111111111 1 111111111111 1 1:N111111111 1 x1111111111 10111111111111 lii; :!,1111111 1 1 1 Iu 1 1 111 1111 11111111111111 11•111III1111 / /11111 11111 Illliili ►■11111111111 tlAYeY SILT AND FINE SANDY SILT WITH SOME f.1:AJELLY LAYERS ( MEDIUM STIFF TO STIFF) (FILL) CLAYEY SILT (MEDIUM STIFF TO STIFF) SANDY LAYER, APPROXIMATELY 1 FOOT SANDY LAYER, APPROXIMATELY j FOOT oEcwi S SOFT TO MEDIUM STIFF) SAND (LOOSE) (RECOMES DENSE) tRECOMES MEDIUM DENSE) SILTY LAYER, P.PPRO:.IMATELY 1 FOOT (LOOSE) OE COMES DENSE) oECOMES MEDIUM DENSE) :.iLTY LAYER, APPROXIMATELY 7 Fnof -ILTY LAYER, APPROXIMATELY FOnT (DECOMES LOOSE TO MI %DIUM DENSE) 11 • tv 9 a2'111 --' '— 0 0 c 0 0 z m 0 m 76 80 66 90 16 16 17 18 19 20 21 22 23 ni ■u11111 �!_' ^:1ii1111111. • u11111 ��uu1111 1111■ ■■111 \C�!111i111■ .aIuft 1 �aa/1111111i1� .u11111`. ■ ■111111111.1• ■•11 111111111 /__ m iiirriii 1 %dlill��1,11 !PRE •• �1 1'■..1.•1 11111111 I1il11 ! ar 0/u111111 IMBILIdiniiiiih. i 11 111111 i� ". ■1111 u . i' 11111 Il�ii� IIIIIIIUIIR 1111111111111 ... '3'1 .::9 KAI ��U$ I \111 {1{1��■ .ii iiimili ■ NN1� IIm � � I lly 1 D `' w � � 11111� � 1111► 1111111111111//111111111111=111111111 ■∎11111•11■ /111111 1111111L111111 __RU111/mmumNIlllllllll► m■ 1111111111I1111111118i[i1 1111111RI1 /111111611= I1 w SIII� URU� 11111111M111111111/4111•111 111 // 11 1 11���I 1• .II211RI1/1111r1•/ 24 26 26 27 D c • DEPTH FEET 1 METERS 48 -14 60 66. 60 65 70 92 26 CONE PENETRATION RESISTANCE - TON/ SO. FT. - 2 5 10 20 50 100 200 FRICTION RATIO 400 4 8 12 14 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 111111111111111 11111111111111 11111111111111 11111111111111 111111111111111 1110111111111 11!:1111111111 M111111111111 111111111111 11 11111111111 IIt,111111111 1111111111 11 11 11 11111111 1111111111111 1111E111111111 111E1111111111 111111111111111 11111111111111 11111111111111 11111Pd1111111 11111►i111 1111 111!.111111111 ills 111111111 11111111111111 11111111111111 14111111111111 11111111111111 1 111111 111111 1 1;1111111111111 11111111111111 1'1111111111111 111 1111 11111 1/1111111111 11111111111111 11111111111111 1!1111111111111 11111 11111 1U1 %1 11111 /1/111111 SOIL INTERPRETATION SILTY LAYER, APPROXIMATELY 1 FOOT (BECOMES MEDIUM DENSF) !.ILTY LAYER, ArpPnnIM.Arr.LY 1 FO(iT ;ANDY SILT AND /OR SILTY SAND (MEDIUM !TIFF. LOOSE) r•I SILT (SOFT POSSIBLE ORGANIC LAYER, APPROXIMATELY 1 FOOT % ND (MEDIUM DENSE) (BECOMES DENSE) 0 M r 0 0 a a • DEPTH FEET I METERS 02- 2e1 2 0B- 100 • 105 20 30 31 CONE PENETRATION RESISTANCE - TON / SO. FT. - 10 20 50 100 200 400 FRICTION S011. INTERPRETATION RATIO 4 8 12 14 17111111111111 11111111111111 1111111111 11111111111111 11111111111111 11111111111111 11111111111111 10111111111111 11111111111111 11111111111111 11111111111111 11111111111111 1111111111111, 11111111111111 11111111111111 111 11111111111 11111 11111111111111 11111111111111 1111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 1111//111 1111 1111111 111111 111111111 11111111111111 11111111111111 1111 /11111111 11111111111111 11111111111111 111111111 1111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 1111111 111111 111111111 111111111111 11111111111111 1111111111111 11111111111111 11111111111111 11111111111111 11111111111111 1111111111111 11111111111111 11111111111111 11111111111111 = 111111111111 1 1111111111 11111 (BECOMES VERY DENSE) (BECOMES MEDIUM DENSE TO DENSE) (BECOMES DENSE TO VERY DENSE) ponge TERMINATED AT sOB FEET ON 9/2/87 1,77 .01•1 .JKG m1' 945.6/ -- — — DEPTH FEET 'METERS 0- 0 2 r 0 O 0 O O 0 z m . 1 5 - 2 10 15- 20 25 30 35 11 40 45 3 4 1 f ■1�1115� IIIIIUIa1.0 11 11 1 ■a u1■ //1111 ■ ■ • 11111 _ ■ /1 11111 1 ma ■ 11111 ■ 111 11 ■ `g 11� ■ 111111IfIu�• F a ui 1 11 ■ =• �1111IIIII■ ■■ ui:'! ■ iiu11f1 ■ ■■ ■i ii /ili so i111 i 1 is s ■■ 111 � ■1/11! numm■ mum :� nin ni■■■ NUM � �i111 �1111■■■ f /1111M11110�a 1111■ ■■ i■.I111 ....................... misi1111lm��":iill 11 ■■ ■i1a �%i ■ii11 H 111111111110 IIU�!"'ii1111�■■ � INI i i t /i1111mug 1 Oa111 /1�■ ■1111111 ■■ ■161111 ■■ 61111111111 ■ ■f• MOMM ■I. 1111111111111111111 ■!♦11111■ 11111111111111111111 ■111U111�NI!'11111111=I■ ■■ MOW Fta... ■u1111r ■■ 1111Niman ." ■u1111m■ 11111 mpg= II III !c %I � ■I1111I ■■■ � iilWi1'� .m6 1 ■ *1111 ■.. � ll ili onn iii I I 1 ' i111I11ii I J I111111R11 IIIUUIElillt i __■f•i1I1I■1 /■f•11 I11.IIr1111111111>r1IU MUM= I0 12 13 14 1,,9 .04.r JA0r KT °r[L•ar CONE PENETRATION RESISTANCE - TON / SO. F T. - 10 20 50 100 200 400 FRICTION RATIO 4 8 12 14 1111/11 *111111 11111111111 11 1111111111111 11111111111111 11111111111111 11 1111111111 11111111111111 i_11 /IIIIhI '1124111111 1111111P!iii11 111 111111111111 11111111111 11 1111ri11111111 II 8111111111 11'' 111 111111 i I IIIi11 1 111111 1111 mum 1111 Illllll;illl 1 11111111111111 111 11 1111111 11111 1111 ►111 1 11 11111111111111 111111 %111111 111111:0111111 1111 11111111111111 11" 1 111111111111 i 111 111111111111 lilllllllllll 111,11111 1111 11111111111111 1 I,lI 1111111 II 111111111111 11111111111111 1111!1'11111111 i illIIIIl l lIii 1 41111111111111 111111111111 1 1/ 11111 111 11111111111111 111111111 111 111111H111111 IiElUi11111111 SOIL INTERPRETATION SURFACE ELEVATION: 17.0 Not PRTnRII.LED AND RA!.I :FILLED with fIAY!;Y SILT (SOFT) AND LAYER, APPRO>.IMATCLY ; FOOT BECOMES SOFT TO MFDIIIM STIFF (BECOMES SOFT) oRr.ANIL LAYE11. APPRr.AIMATELY 13 FOOT rRCANIC LAYER, APPROXIMATELY `7 FOOT ',AND WITH SILTY SAID ND SILT LAYERS (LOnst .. LAYEY SILT (VERY SOFT TO .OFT) 7.1LTY SAND AND SAND (DENSE TO VERY DENSE) PROBE, TERMINATED AT 56 FEET DUE TO PPA(TICAL REFUSAL 011 q/5/R7 0 W DEPTH BELOW GROUP SOIL GROUND SURFACE CLASSIFICATION (FEET) SYMBOL 0 - 3.0 3.0 - 5.0 5.0 - 8.0 8.0 - 9.0 2.5 2.5 - 7.0 7.0 - 9.0 9.0 - 11.0 THE ELEVATIONS AND DEPTHS ON THE TEST PLT LOGS, ALTHOUGH SHOWN TO 0.1 FEET, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FEET. � GeoEingineers 1%0 Incorporated LOG OF TEST PIT DESCRIPTION TEST PIT 1 APPROXIMATE ELEVATION: 18.0 FEET BROWN SILTY SAND WITH GRAVEL AND ASPHALT FRAGMENTS UP TO 2 FEET IN DIAMETER (MEDIUM DENSE, MOIST) (FILL) BLUISH -GRAY FINE SANDY SILT WITH GRAVEL (STIFF, MOIST) (FILL) DARK BROWN SILTY SAND WITH GRAVEL. OCCASIONAL COBBLES AND MINOR CONSTRUCTION DEBRIS (LOOSE TO MEDIUM DENSE, MOIST) (FILL) LIGHT BROWN SANDY SILT WITH GRAVEL (STIFF, MOIST) (FILL) TEST PIT TERMINATED AT 9.0 FEET ON 9/22/87 DUE TO REFUSAL ON CONCRETE DEBRIS SAMPLE OBTAINED AT 3.0 FEET DENSITY TEST AT 3.0 FEET, 114 PCF DRY DENSITY WITH 13% MOISTURE CONTENT TEST PIT 2 APPROXIMATE ELEVATION: 19.0 FEET GRAYISH -BROWN SILTY SAND WITH GRAVEL AND ORGANICS AT 2.0 FEET (MEDIUM DENSE, MOIST) (FILL) GRAY FINE SANDY SILT WITH GRAVEL AND A TRACE OF CONSTRUCTION DEBRIS (MEDIUM STIFF, MOIST) BROWNISH -GRAY SILTY SAND WITH GRAVEL (MEDIUM DENSE, MOIST) (FILL) BROWN SAND AND GRAVEL WITH SILT (DENSE, MOIST) (FILL) TEST PIT COMPLETED AT 11.0 FEET ON 9/22/87 DUE TO VERY DIFFICULT DIGGING SAMPLES OBTAINED AT 4.0 AND 9.5 FEET DENSITY TEST AT 4.0 FEET, 89 PCF DRY DENSITY WITH 23% MOISTURE CONTENT DENSITY TEST AT 0.0 FEET, 104 PCF DRY DENSITY WITH 14% MOISTURE CONTENT LOG OF TEST PIT FIGURE A -29 DEPTH BELOW GROUP SOIL GROUND SURFACE CLASSIFICATION (FEET) SYMBOL TEST PIT 3 APPROXIMATE ELEVATION: 18.0 FEET 0 - 5.0 BROWN SILTY SAND WITH GRAVEL AND OCCASIONAL COBBLES (MEDIUM DENSE. DRY) (FILL) NOTE: BECOMES CRAY, MOIST AT 3.0 FEET 5.0 - 11.5 GRAY SANDY SILT WITH GRAVEL AND OCCASIONAL COBBLES (STIFF, MOIST) (FILL) 11.5 - 14.0 DARK CRAY SANDY SILT WITH ORGANICS AND CONCRETE FRAGMENTS (CRASS NOTED AT 11.5 FEET 14.0 - 17.0 OL DARK BROWN TO BLACK ORGANIC SILT WITH PEAT (MEDIUM STIFF, WET) TEST PIT COMPLETED AT 17.0 FEET ON 9/22/87 SAMPLES OBTAINED AT 3.5, 12.0 (23% MOISTURE CONTENT) AND 16.0 FEET (109% MOISTURE CONTENT) DENSITY TEST AT 3.5 FEET, 114 PCF DRY DENSITY WITH 12Z MOISTURE CONTENT 0 - 6.5 6.5 - 7.5 7.5 - 14.0 14.0 - 17.0 0 - 7.0 7.0 - 12.5 12.5 - 17.5 ® P GeoEngineers "NU- Incorporated LOG OF TEST PIT DESCRIPTION TEST PIT 4 APPROXIMATE ELEVATION: 20.5 FEET CRAY AND BROWN MOTTLED SANDY SILT WITH GRAVEL, OCCASIONAL ORGANICS AND CONSTRUCTION DEBRIS (MEDIUM STIFF TO STIFF, MOIST) (FILL) BLACK ORGANIC SILT WITH SAND (MEDIUM STIFF. MOIST) (FILL) CRAY AND BROWN SANDY SILT WITH GRAVEL AND OCCASIONAL CONSTRUCTION DEBRIS (MEDIUM STIFF. MOIST) (FILL) DARK BROWN SILT WITH VARIABLE ORGANIC CONTENT BRICKS AND CONCRETE DEBRIS TEST PIT COMPLETED AT 17.0 FEET ON 9/22/87 SAMPLES OBTAINED AT 5.0, 6.5. 14.5 (57% MOISTURE CONTENT) AND 16.0 FEET TEST PIT 5 APPROXIMATE ELEVATION: 18.5 FEET GRAY SILTY SAND WITH GRAVEL AND OCCASIONAL CONSTRUCTION DEBRIS (MEDIUM DENSE. DRY TO 3 FEET, MOIST) (FILL) CRAY FINE SANDY SILT WITH GRAVEL (MEDIUM STIFF, MOIST) (FILL) ML /OL GRAY SILT AND DARK BROWN ORGANIC SILT (MEDIUM STIFF, MOIST) TEST PIT COMPLETED AT 17.5 FEET ON 9/22/87 SAMPLES OBTAINED AT 3.0 AND 15.0 FEET (78% MOISTURE CONTENT) DENSITY TEST AT 3.0 FEET, 117 PCF DRY DENSITY WITH 16% MOISTURE CONTENT LOG OF TEST PIT FIGURE A -30 Lu DEPTH BELOW GROUND SURFACE (FEET) 0 - 2.0 2.0 - 9.0 9.0 - 12.5 12.5 - 17.0 - 11.0 11.0 - 17.0 0 - 3.0 3.0 - 11.0 GROUP SOIL CLASSIFICATION SYMBOL TEST PIT 6 APPROXIMATE ELEVATION: 17.5 FEET CRAY SLLT WITH A TRACE OF SAND, GRAVEL AND CONSTRUCTION DEBRIS (STIFF, DRY) (FILL) BROWN SANDY SILT WITH GRAVEL AND A TRACE OF CONSTRUCTION DEBRIS (STIFF, MOIST) (FILL) WITH GRASS AT 8.0 FEET CRAY SLLT (SOFT TO MEDIUM STIFF, MOIST) (FILL) DARK GRAYISH -BROWN SILT WITH ORGANICS (SOFT, MOIST) NOTE: CRASS BETWEEN 12.5 AND 13.0 FEET TEST PLT COMPLETED AT 17.0 FEET ON 9/22/87 SAMPLE OBTAINED FROM 12.5 TO 17.0 FEET (44 TO 73% MOISTURE CONTENT) ML GeoEnglneers WI POI Incorporated LOG OF TEST PIT DESCRIPTION TEST PIT 7 APPROXIMATE ELEVATION: 18.0 FEET CRAY AND BROWN MOTTLED SANDY WILT WITH GRAVEL AND OCCASIONAL CONSTRUCTION DEBRIS (MEDIUM STIFF TO STIFF. DRY TO MOIST) (FILL) POD OF ORGANICS FROM 7.5 TO 8.5 FEET ML /OL GRAY SILT WITH VARIABLE ORGANIC CONTENT (SOFT TO MEDIUM STIFF, MOIST) CRASS AT 11.0 FEET TEST PIT COMPLETED AT 17.0 FEET ON 9/22/87 SAMPLE OBTAINED FROM 15.0 TO 17.0 FEET (86z MOISTURE CONTENT) TEST PIT 8 APPROXIMATE ELEVATION: 18.0 FEET GRAY SILTY SAND WITH GRAVEL, WOOD AND CONCRETE DEBRIS (MEDIUM DENSE. DRY) (FILL) CRAY SILTY SAND WITH GRAVEL (LOOSE, MOIST) (FILL) TEST PLT COMPLETED AT 11.0 FEET ON 9/22/87 DUE TO CONCRETE LOG OF .TEST PIT FIGURE A -31 a 0 0 W 0 DEPTH BELOW GROUND SURFACE (FEET) 0 - 8.0 8.0 - 10.5 10.5 - 12.5 12.5 - 16.5 AMMINNIO GROUP SOIL CLASSIFICATION SYMBOL GeoEngineers Rt Incorporated LOG OF TEST PIT DESCRIPTION TEST PIT 9 APPROXIMATE ELEVATION: 20.0 FEET 0 - 5.0 BROWN SANDY SILT AND SILTY SAND WITH GRAVEL. BRICK AND CONSTRUCTION DEBRIS (STIFF AND MEDIUM DENSE, MOIST) (FILL) 5.0 - 12.0 CRAY AND DARK BROWN SILT WITH SAND, GRAVEL AND OCCASIONAL CONSTRUCTION DEBRIS (STIFF. MOIST) (FILL) 12.0 - 14.0 ML CRAY SILT WITH SAND (VERY STIFF,MOIST) 14.0 - 16.0 ML DARK GRAY SILT WITH A TRACE OF ORGANICS (STIFF. MOIST) TEST PIT COMPLETED AT 16.5 FEET ON 9/22/87 SAMPLE OBTAINED FROM 14.5 TO 16.0 FEET (50% MOISTURE CONTENT) TEST PIT 10 APPROXIMATE ELEVATION: 18.5 FEET BROWN SILTY SAND WITH GRAVEL AND OCCASIONAL CONSTRUCTION DEBRIS (MEDIUM DENSE, DRY TO MOIST) (FILL) CRAY SILT (STIFF TO VERY STIFF, MOIST) (FILL) DARK BROWN SILTY FINE SAND WITH GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) (FILL) BROWN SILT WITH A TRACE OF ORGANICS (SOFT TO MEDIUM STIFF, MOIST) GRASS FROM 12.5 TO 13.0 FEET TEST PIT COMPLETED AT 16.5 FEET ON 9/23/87 SAMPLE OBTAINED FROM 13.0 TO 16.0 FEET (63Z MOISTURE CONTENT) TEST PIT 11 APPROXIMATE ELEVATION: 11.5 FEET 0 - 1.5 BROWN SILTY SAND WITH GRAVEL AND CONSTRUCTION DEBRIS (LOOSE. DRY) (FILL) 1.5 - 6.0 ML BROWN AND ORANGE MOTTLED SILT (MEDIUM STIFF TO STIFF, MOIST) 6.0 - 9.0 ML /OL CRAY, DARK BROWN AND BLACK SILT AND ORGANIC SILT WITH PEAT (SOFT TO MEDIUM STIFF. MOIST) 9.0 - 13.5 OL GRAYISH -BROWN SILT WITH FIBROUS ORGANICS (SOFT, MOIST) 13.5 - 14.0 SM CRAY SILTY FINE SAND (LOOSE. WET) TEST PIT COMPLETED AT 14.0 FEET ON 9/23/87 SAMPLES OBTAINED AT 3.0 (36Z MOISTURE CONTENT). 7.0 (125% MOISTURE CONTENT). 11.0 AND 14.0 FEET. (81 -1542 MOISTURE CONTENT) MAJOR SEEPAGE AT 13.5 FEET LOG OF TEST PIT FIGURE A -32 DEPTH BELOW GROUND SURFACE (FEET) GROUP SOIL CLASSIFICATION SYMBOL TEST PIT 12 APPROXIMATE ELEVATION: 14.5 FEET 0 - 0.5 TOPSOIL AND ROOT MASS 0.5 - 3.0 ML BROWN SILT WITH OCCASIONAL ROOTS (STIFF, DRY TO MOIST) (FILL ?) 3.0 - 7.0 ML BROWN AND ORANGE MOTTLED SILT WITH OCCASIONAL ROOTS (STIFF, MOIST) 7.0 - 12.0 ML CRAY AND ORANGE MOTTLED SILT (MEDIUM STIFF. MOIST) 12.0 - 14.0 SP -SM DARK BLUISH -CRAY FINE TO MEDIUM SAND WITH SILT (LOOSE, WET) TEST PIT COMPLETED AT 14.0 FEET ON 9/23/87 SAMPLE OBTAINED AT 8.0 FEET (66X MOISTURE CONTENT) MAJOR SEEPAGE AT 13.0 FEET TEST PIT 13 APPROXIMATE ELEVATION: 15.0 FEET 0 - 3.0 BROWN SILTY SAND WITH GRAVEL (LOOSE, DRY) (FILL) 3.0 - 8.0' BROWN SILTY FINE TO MEDIUM SAND WITH METAL DEBRIS (VALVE COVERS, BED SPRINGS) AND A TRACE OF GRAVEL (VERY LOOSE, DRY TO MOIST) (FILL) 8.0 - 14.0' SM BROWN SILTY FINE SAND (LOOSE, MOIST BECOMES MOIST TO WET AT 12.0 FEET) TEST PIT COMPLETED 14.0 FEET ON 9/23/87 TEST PIT 14 APPROXIMATE ELEVATION: 14.0 FEET 0 - 2.0 DARK BROWN SILTY SAND WITH GRAVEL, CONCRETE AND BRICK FRAGMENT (MEDIUM DENSE. MOIST) (FILL) 2.0 - 5.0 SP -SM BROWN FINE TO MEDIUM SAND WITH SILT (LOOSE, MOIST) 5.0 - 6.5 ML BROWN AND ORANGE MOTTLED FINE SANDY SILT (MEDIUM STIFF. MOIST) 6.5 - 11.0 ML /OL CRAY AND BROWN SILT, ORGANIC SILT AND PEAT WITH OCCASIONAL ROOTS TO 1.25 INCHES (SOFT TO MEDIUM STIFF, MOIST) 11.0 - 14.5 ML GRAYISH -BROWN SILTY WITH ORGANICS (SOFT, MOIST TO WET) 14.5 - 16.0 SM BLUISH -GRAY SILT FINE TO MEDIUM SAND (LOOSE, WET) TEST PIT COMPLETED AT 16.0 FEET ON 9/23/87 SAMPLES OBTAINED AT 8.0 (140 - 256% MOISTURE DENSITY) AND 12.0 FEET (60% MOISTURE CONTENT) MAJOR SEEPAGE AT 15.5 FEET GeoEnglnoers � 0 Incorporated LOG OF TEST PIT DESCRIPTION LOG OF TEST PIT FIGURE A -33 DEPTH BELOW COUP 801. GROUND SURFACE CLASSIFICATION (FEET) - SYMB �y TEST PIT 15 APPROXIMATE ELEVATION: 16.0 FEET 0 - 2.0 BROWN SILTY SAND WITH GRAVEL AND CONCRETE FRAGMENTS (MEDIUM DENSE. DRY TO MOIST) (FILL) 2.0 - 7.5 SP •SM. BROWN FINE TO MEDIUM SAND WITH SILT (LOOSE, MOIST) 7.5 - 12.0 SP -SM BROWN WITH ORANGE OXIDATION STAINING FINE TO MEDIUM SAND WITH SILT (LOOSE, MOIST) 12.0 - 16.0 SM BROWN WITH ORANGE OXIDATION STAINING SILTY FINE TO MEDIUM SAND (LOOSE. MOIST) TEST PIT COMPLETED AT 16.0 FEET ON 9/23/87 SAMPLE OBTAINED AT 9.0 FEET SEEPAGE AT 15.5 FEET <4 GeoEngineers �/rr Incorporated LOG OF TEST PIT DESCRIPTION LOG OF TEST PIT FIGURE A-34 A P P E N D I X B B -. 1 LABORATORY AND FIELD TESTING All soil samples were brought to our laboratory for further exami- nation. A series of laboratory tests were performed during the course of this study to evaluate the index and geotechnical engineering properties of the subsurface soils. Descriptions of the types of tests performed are given below. Selected samples from the borings were tested to determine their moisture content and dry density. Selected samples from the test pits were also tested to determine their moisture content. The results of the moisture content and dry density tests are presented on the exploration logs and in figures presenting the results of laboratory tests, where appro- priate. A grain size analysis indicates the range in diameter of soil particles included in a particular sample. Grain size analyses were performed on representative grab samples obtained along the riverbank (G -1 and G -2) and two samples from the borings. The results of the grain size determinations for the samples are presented in this appendix. Three one - dimensional consolidation tests were performed on selected samples from the borings to provide data for developing settlement estimates. Porous stones were placed on both the top and bottom of the sample to allow drainage. Vertical loads were then applied to the sample incrementally in such a way that the sample was allowed to consolidate under each load increment. The rebound of the sample during unloading was also measured. The results of the consolidation test are presented in this appendix as a plot of consolidation (strain) versus applied load (stress). Direct shear tests were performed on selected samples from the borings to evaluate the strength characteristics of the supporting soils. The direct shear test imposes both a normal and shear stress on a sample to induce a failure at a predetermined location. An internal friction angle can be estimated for each soil type tested. The test results are presented in this appendix. GeoEngineers Incorporated SYMBOL EXPLORATION NUMBER SAMPLE DEPTH SOIL DESCRIPTION G -1 G -2 RIVER BANK GRAB SAMPLE RIVER BANK GRAB SAMPLE FINE SANDY S I L T AND SILTY F I N E SAND (SM -ML) SILTY FINE SAND (SM) — --- 0 33 v -1 0 Z A C 1 m .CE1 3n.a5 ►- 80 LL. 70 cn z LL LI a W a 90 S O 40 30 20 1 0 0 '" i m mini mun ram I I -H l" I f I-- .1_ 1 I 1 1000 100 10 1.0 0.1 GRAIN SIZE IN MILLIMETERS 1:,, 02 -. JRG:..... COBBLES U.S. STANDARD SIEVE SIZE o �� ��.� 1 �• `�• 1 do % u� �� ��O tcb I COARSE RA 1 EL FINE 'COARSE! MEDIUM 1 FINE 0. 01 SILT OR CLAY 0.001 Atterberg limits were established on a selected sample from one boring. Atterberg limits are used primarily for classification and indexing of cohesive soils. The liquid and plastic limits are defined as the moisture content of a cohesive soil at arbitrarily established limits for liquid and plastic behavior, •respectively. The results of the Atterberg limits are presented on the boring log. Laboratory maximum densities were established for three bulk samples obtained where nuclear densometer tests were performed in test pits. The laboratory maximum density represents the highest degree of density which can be obtained from a particular soil type by inducing a predetermined compaction effort. The test determines the "optimum" moisture content of the soil at the laboratory maximum density. The laboratory maximum density tests were performed in general accordance with ASTM D -1557 on a bulk sample of material. The test results were used to determine the percent compaction of the existing fill soils. Nuclear densometer tests were performed in several of the test pits to indicate the in —situ dry density of the fill soils. Representative samples were brought back to the laboratory for moisture content determinations because the nuclear gauge moisture content is not accurate in trench conditions. The moisture contents and the dry densities are presented on the appropriate test pit logs. GeoEngineers Incorporated SYMBOL EXPLORATION NUMBER SAMPLE DEPTH SOIL DESCRIPTION 8 -4 B -2 19' 24' GRAY SILTY FINE GRAY FINE SANDY (SM -ML) SAND (SM) SILT AND SILTY FINE SAND) -- — — 0 c 32 m DI 1) CFI 30-85 100 90 80 o = W 70 a } 60 W z ►- asJ a 50 1 10 30 20 I0 0 1000 11.. •02 . JR_...KT .3 -1, w7 --4 } { I-- { ( { I 1- } COBBLES 100 GRAVEL U.S. STANDARD SIEVE SIZE �? • 4.1 \ ` ' 1 � � �� �� 10 `�. \• 4 ) A 4 ) A 4 .: • 4) v‘ 4' 414' 4 10 1.0 0.1 GRAIN SIZE IN MILLIMETERS SAND COARSE 1 FINE C COARSE j MEDIUM 1 FINE 0.01 SILT OR CLAY 0.001 l 1199 -02 -1 JRG :E .DIRECT SHEAR TEST. DATA Sample Moisture. Dry Confining: Shear Boring Depth -Sample Content Density Pressure Strength Number (Feet) Description (S) (pcf) (psf) (psf) 2 14 Fine sand 31.6 90 1200 1050 2. 19. Silty fine :sand 34.7 86 1500- 1150 2 24 Fine sand with 34.3 88 1900 900 silt s 14 Silt-_ 45.2. 70 1200 500 5.. 19 Fine sand 26.2 96 1500. 2200 5 24: _Silt.- 51.2 76 1900 925 5 ' 34 Silty fine sand 27.0 96 2500 . 1250 KEY BORING NUMBER SAMPLE DEPTH (FT) SOIL CLASSIFICATION MOISTURE CONTENT DRY DENSITY (LBS /FT3) B -1 19' GRAY SILT AND CLAY (ML -CL) 35.1' 84.7 ---• I XI .1 i .o 1- .02 .0 . 06 .08 . 10 . 12 . 14 .1 2 .3 4 .5 . �t� GeoEingineers �� Incorporated PRESSURE (LBS /FT x 10 1 3 4 10 20 30 40 50 I I CONSOLIDATION TEST RESULTS FIGURE B--4 KEY BORING NUMBER SAMPLE DEPTH (FT) SOIL CLASSIFICATION MOISTURE CONTENT DRY DENSITY (LBS /FT3) B -3/2 11.5' GRAY SILT (ML) 43.0° 75.7 • N • .10 .15 .20 .2 .3 .4 .5 1,--(4.1111 GeoEngineers �0 Incorporated PRESSURE (LBS /FT x 10 2 3 4 5 10 20 30 40 50 I T 7 - 1 1 I I 1 1 1 I 1 J 1 ! I I I I I 1 1 I 1 I I 1 I 1 I I 1 1 I 1 I 1 1 1 1 1 1 I r 1 1 1 I 1 1 1 I L ____L— 1 CONSOLIDATION TEST RESULTS FIGURE B-5 KEY BORING NUMBER SAMPLE DEPTH (FT) SOIL CLASSIFICATION MOISTURE CONTENT DRY DENSITY (LBS /FT B - 3/2 1 1 . 5' GRAY SILT (ML) 43.0 ° . 75.7 ---- .10 .15 .20 PRESSURE (LBS /FT x 10 4 .S 1 2 3 4 —4 GeoEnglneers %SO. Incorporated I 1 7 I i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A. 1 I 1 1 1 t 1 1 i 1 1 1 I I 1 t -I 1 • 1 1 10 '0 30 40 50 CONSOLIDATION TEST RESULTS FIGURE 8 -S KEY BORING NUMBER SAMPLE DEPTH (FT) SOIL CLASSIFICATION MOISTURE CONTENT DRY DENSITY (LBS /FT3) 8-3/2 11.5' GRAY SILT (ML) 43.0° 75.7 --- .J . 10 .15 .20 4 5 gt GeoEnglneers w ypi , Incorporated PRESSURE (LBS /FT x 10 2 3 4 5 10 20 30 40 50 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CONSOLIDATION TEST RESULTS FIGURE 8-6 KEY BORING NUMBER SAMPLE DEPTH (FT) SOIL CLASSIFICATION MOISTURE CONTENT DRY DENSITY (LBS /FT3) TP -1 1 11 BROWN SILTY PEAT (PT) 86.4' 49.9 -°----- r 0.1 0.2 0.3 .1 .2 .3 .4 .5 1 .2 .3 .4 .5 1 PRESSURE (LBS /FT x 10 2 5 4 10 20 30 40 50 I I I I 1 1 I I CONSOLIDATION TEST RESULTS FIGURE B -d RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 �E Po►�cE , To Corr) M::J47S P�`1 c T iO --1 \ c INTE.way tk.LoRT+ C 71'LE EQ o 4c. . s. . 1 N 7t f2 M e t;, t At N1 cod. c . JOB � b'-, 1`Ine7H . (cU -Y - SHEET NO. 1 OF DATE DATE CALCULATED BY CHECKED BY SCALE M!�N ra Al..V • . 1990 i I 1 5TA.N PE-t, 11.toEx / C.ovuz ' ;F r- ... C.AI.G. e WEJ --oED 'RE.1tuF'orr.L...t1/4►c1 :1p ` 13e. A, 7ofro_ .No-� Ac015 aN Q T" Q.t. - 1-\ CAI E D `[ 'TALLY 1 . .... ... . + I I t R:4'1 G u 1'41 PS'rE•li— • G � ,t c 1'11 .E. W 1-401 P ru'r'u faC. _ 1114 Pau t t..nt N ( 5. Tit CI 'W IL.I... R. . A Fujuee.1 11 F'E 15 i� Uk:Slc Fca2 , i AP( rpcy.f.v�iL'(t <►a(.,.. LoiO►r) .oP. 15cg..S (? 12.. cif Trz) � l"(: s7o Q he �� . .. k trimiz 1+ J- iro f Nke -- WILL_ ' LE. CAR . 1?z,1 }IN71aloq \fr/I LLS.. ""117141.. irr.R .1.A.L- Tc, , FAN U. s t u.. E z. I $1 . rA., E•12 .. ):0-vz .. YE.- IN�t�t wh,Ll.:S. ( 2E.r .ia 17wo 10, I 2r 1. .....It use . (.. /4 x i72. .4GP. ..S =I Ig6,7 _ z = 3 !VG Cs': - ys(izs� Yu _ .. 7. s 2 10. s z3 ` z(3f1 i , I ( :1% CI z 95G ( 16Dpoo� ) 27(•0 • L •goc, s >.;CfA 0 AUG 0 6 1990 I AI1AN & �siv�, .N 3it ,..1._. RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 T o ...■tq qa zooFi JOB SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE 7d. r Ettwr I DILL RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 JOB 46.1.7.• YVI'a \ ( SHEET NO 2 CALCULATED BY CZ No e. 7EF OF DATE CHECKED BY DATE SCALE RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 Griv ill 7 ?4-7T1 o uE•;p JOB SHEET NO CALCULATED BY `S CHECKED BY SCALE ILA ... . : I -l4. OF DATE DATE • 5MOU 4:; /et,t.. 28 %. 4 WI .. lacetA T2.6.,■c l sIr r_.1-1 rt .T S -2.., . . 1 I f 1 - 4 p ,G. 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" CI , (t'•2 I`145i i w PI iAi Sld1 �aL'f S 4 JOB LI T Ir \ob1 NQrrni (°T SHEET NO 1 ` l CALCULATED BY CHECKED BY DATE SCALE N^ = J `) r LF I. 1 � � � z ft. F;:c? 4.„ E . . . S . rcpt! G77Ca OF DATE 1' . ._Tb.. 1 tc�Ts. I t . ` aU .ta u.► 1 11 -C., . Tt:ru ' i wl Toc, T .1 rru5ocam;04 ' .4 __t ►?Bh.r1D dot1647:. . . ; . 15Z7 . ; Lol cQ Tom ; `TTI11_ . r s . ..8®0 .. iilo - SP. :tµ `4P . . •C(P D: • ''P.(?, ti.Tc Cn' 9 _. ' -GziG) . QaG fl . I.SVI .... . c. . . t t; a E.'4 ohl. 1.. - '4o >_ t =; . I (p0O4 aP ..lh.l., ` IN �P it-1 cut; i l�ld,..c u "s.. 3t>6 . . . .. U,` 4 WISP _ IOhl% U.S c.Caklmk' :('f4`AJ €+ 1 ureo14 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 JOB {t NWT No�TF1 ( Id -r tI ) SHEET NO. 12.. OF CALCULATED BY 6J to DATE CHECKED BY DATE SCALE D E L Re` f is » RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 L � ! I • GoNN m°'- 1J tD Fo( LO. ►z.(42 -- ! 32c7 t1 L-, f \Aik,y No R7f4 C 10 ^r. l SHEET NO l3 OF CALCULATED BY c„)1./., DATE CHECKED BY DATE SCALE JOB i . .. l s Inc c-1L ZaL • P. 33 %, . 44:60..(1. .1... -- ... 'l I RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • .6 c ; ECNE.'.S Q. JOB L iaTii 1tiIAY 19 it yL714 SHEET NO I q ■ I OF CALCULATED BY 4..,S T``` DATE CHECKED BY DATE SCALE t � a . 1\IPIc bL 1 s t F'AfJ L4 uc1...A4... , -) PNNr_L ■ 41 1 e;ra %. I .U.t j 1- . O O . • SE.: !Jt ) : .-..ccNE . ! ?vV.N7 ccs T . .. S.N. "I . ---.-fig A 1°i .. . tc 'ez.K∎ c i' coon. I; 1n ,� f7 c ... e F .. .. 7 u. u E. .C.... �� .. , i ... ... tupea. .... u bt3... ._ ( T A._a F... ..p�.. ... .. �... wa s i hi t. 1 Azt.qt.hite Era . zeame.' 8 c 5 rD ki 1 V t o . ■ S I' 2 . S P ! u t o P t w = s 1 . Pi Ltasitii la m Si,- S �'A ` .. C)c.Ica Aft. c.x1........PAnrE[.. Tl-I r?,7cc, l: _ . SZ -1 lam. ...51c.9 kntll.t17_.... N7p' 2.. S to .. AGE _ .. - 1. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 JOB (nalE \nlh\, lV o ct.11i SHEET NO I S (90-T OF CALCULATED BY � J i . DATE CHECKED BY DATE SCALE RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 1.. . i . . Ais a cLiLt ....... u:. ,1s 441 t - .-.. h. 1 1 1 . ) `-' ' , .- I - I 9L. .112. .(..521 ....... L .......1. ,,_ • I lit i -C•H •••• — 7 ■ 1 ,-..,. Ile q --7 , Ift•G 1 1 ( .z....n I l..:..1. 1....1.... ,...... g\r‘. ,...1..1.1.C.17/G) ,_ ,, ! -OLT 04 ralE, . I' 1 1 I - I- 1 i 1 I 1- T e4t .... .i . i i. t4.)114114 1$4P ' I JOB 6.7N SHEET NO 1 L. OF .4„c CALCULATED BY DATE CHECKED BY DATE SCALE u. • RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206. 324.6160 2 TS 1 COLON, JOB (.1b'(6c- (.4,3 ra\l R.0 Q.1 t* SHEET NO 11 l CALCULATED BY G./ M DATE CHECKED BY SCALE 2 OF DATE • �.S RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1605 12th Ave. Suite 18 SEATTLE, WASHINGTON 98112 (206) 324 -6160 **************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * T I L T - U P W A L L D E S I G N * **************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** iese wall panels have been designed based on the TEST REPORT ON SLENDER WALLS ablished by the American Concrete Institute, Southern California Chapter and ie Structural Engineers Association of Southern California. =c = 3000. psi :y = 60000. psi \ctual Thickness = 5.500 in. )esign Thickness = 5.500 in. Effective Height = 18.000 ft. ieight of parapet = 1.000 ft. tributary width = 1.000 ft. 3oof dead load = 554. Pounds per width b ( 12. in.) goof live load = 1061. Pounds per width b ( 12. in.) Ali nd load = 15.0 psf Seismic zone 3 Eccentricity = 5.8 in. )epth to steel = 2.750 in. inimum inimum aximum aximum aximum allowable allowable allowable allowable allowable * * * * * * * * * * * * * * * * * * * * * * * * * * ** * CRITICAL LOAD CASE = 3 * * * * * * * * * * * * * * * * * * * * * * * * * * * ** steel area = .08 sq.in. / width b ( #4 & #5 bars) steel area = .10 sq.in. / width b ( #6 bars & larger) steel area = .53 sq.in. per width b deflection = 1.44 in. bar spacing = 16.50 in. CASE IA U = 1.4(D) + 1.7(L) M =P *e @ roof (No P* deflection) oment under factored loads Mu = 1246.66 ft -lbs /width b hi times nominal moment (PhiMn) = 1876.63 ft -lbs /width b s required = .109 sq.in. per width b CASE IB U = 1.4(D) + 1.7(L)•M= 0.6 *P *e + P *deflection oment under factored loads Mu = 2122.92 ft- lbs /width.b . hi times nominal moment (PhiMn) = 2138.34 ft -lbs /width b eflection under service loads = .054 in. oment under service loads = 478.62 ft -lbs /width b s required = .134 sq.in. per width b JOB: SEAGATE 5 Sheet no. • lg., Calculated by Checked by Date: 4/ 5/90 RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1605 12th Ave. Suite 18 SEATTLE, WASHINGTON 98112 (206) 324 -6160 CASE II U = .75(1.4D + 1.7L + 1.87E) .0 % Live Load oment under factored loads Mu = 1501.89 ft -lbs /width b hi times nominal moment (PhiMn) = 1503.33 ft -lbs /width b eflection under service loads = .088 in. oment under service loads = 787.77 ft -lbs /width b s required = .108 sq.in. per width b CASE III U = .75(1.4D + 1.7L + 1.7W) 50% Snow load oment under factored loads Mu = 1886.42 ft -lbs /width b. hi times nominal moment (PhiMn) = 1936.66 ft -lbs /width b eflection under service loads = .105 in. oment under service loads = 937.21 ft -lbs /width b s required = .138 sq.in. per width b o. 4 © 16 in. o.c. Equivalent As. _ .15 sq.in./ft. o. 5 l 16 in. o.c. Equivalent As. _ .23 sq.in./ft. CASE IV U = .9D + 1.43(E) CASE V U = .9(D) + 1.3(W) JOB: SEAGATE 5 Sheet no. Calculated by Checked by Date: 4/ 5/90 oment under factored loads Mu = 1426.23 ft- lbs /width.b hi times nominal moment ( PhiMn) = 1463.27 ft -lbs /width b eflection under service loads = .088 in oment under service loads = 787.77ft -lbs /width b s required = .107 sq.in per width b oment under factored loads Mu = 1327.96 ft -lbs /width b hi times nominal moment (PhiMn) = 1371.84 ft -lbs /width b eflection under service loads = .087 in. oment under service loads = 777.02 ft -lbs /width b s required = .099 sq.in. per width b These wall panels have been designed based on the TEST REPORT ON SLENDER WALLS published by the American Concrete Institute, Southern California Chapter and the Structural Engineers Association of Southern California. Itc Fc = 3000. psi Fy = 60000. psi Actual Thickness = 5.500 in. Design Thickness = 5.500 DE Height�ot He = 2 1.00 0 ft. Tributary width = 1.000 ft. Roof dead load = 430. Pounds Roof live load = 830. Pounds Wind load = 16.0 psf Seismic zone 3 Eccentricity = 5.8 in. Depth to steel = 2.750 in. Minimum Minimum Maximum Maximum Maximum RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1605 12th Ave. Suite 18 SEATTLE, WASHINGTON 98112 (206) 324 -6160 allowable allowable allowable allowable allowable **************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * T I L T - U P W A L L D E S I G N * **************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** per width b ( 12. in.) per width b ( 12. in.) * * * * * * * * * * * * * * * * * * * * * * * * * * ** * CRITICAL LOAD CASE = 3 * * * * * * * * * * * * * * * * * * * * * * * * * * * ** steel area = .08 sq.in. / width b ( #4 & #5 bars) steel area = .10 sq.in. / width b ( #6 bars & larger) steel area = .53 sq.in. per width b deflection = 1.60 in. bar spacing = 16.50 in. CASE IA U = 1.4(D) + 1.7(L) M =P *e @ roof (No P* deflection) Moment under factored loads Mu = 972.95 ft -lbs /width b Phi times nominal moment (PhiMn) = 1534.44 ft -lbs /width b As required = .084 sq..in. per width b CASE IB U = 1.4(D) + 1.7(L) M= 0.6 *P *e + P *deflection Moment under factored loads Mu = 2050.10 ft -lbs /width b Phi times nominal moment (PhiMn) = 2123.91 ft -lbs /width b Deflection under service loads = .052 in. Moment under service loads = 374.06 ft -lbs /width b As required = .140 sq.in. per width b JOB: SEAGATE 6 Sheet no. 20 Calculated by Checked by Date: 4/ 5/90 � T`IficraL o&IL • • RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1605 12th Ave. Suite 18 SEATTLE, WASHINGTON 98112 (206) 324 -6160 CASE II U = .75(1.4D + 1.7L + 1.87E) .0 % Live Load )ment under factored loads Mu = 1773.92 ft -lbs /width b ii times nominal moment (PhiMn) = 1870.72 ft -lbs /width b affection under service loads = .125 in. ment under service loads = 899.89 ft -lbs /width b required = .142 sq.in. per width b CASE III U = .75(1.4D + 1.7L + 1.7W) 50% Snow load ,meat under factored loads Mu = 2151.09 ft -lbs /width b ii times nominal moment (PhiMn) = 2163.34 ft- lbs /w.idth b affection under service loads = .148 in. went under service loads = 1064.26 ft -lbs /width b a required = .162 sq.in. per width b ). 4 @ 14 in. o.c. Equivalent As. = .17 sq.in./ft. ). 5 OP 16 in. o.c. Equivalent As. _ .23 sq.in. /ft. CASE IV U = .9D + 1.43(E) )ment under:factored loads Mu = 1686.64 ft -lbs /width b �i times nominal moment (PhiMn) = 1733.75 ft -lbs /width b 3flection under service loads = .125 in. )ment under service loads = 899.89 ft -:lbs /width b 3 required = ..132 sq.in. per width b CASE V U = .9(D) + 1.3(W) ament under factored loads Mu = 1632.68 ft -lbs /width b �i times nominal moment (PhiMn) = 1684.35 ft -lbs /width b 3flection under service loads = .130 in. Dment under service loads = 937.26 ft -lbs /width b s required = .128 sq.in. per width b JOB: SEAGATE 6 Sheet no. z, Calculated by Checked by Date: 4/ 5/90 4 • — RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • .. It 1 ' 1 1 • -• - I • • - 7fi-rs-1 _ . _41z -- I ! t . 01 10 1 I 1 . ....C.cpoftan . . ,v// • 7.',.. ..iL it , tic.. „ci i U„,Vitps , • I.' i , it-Ilt. - -0.. ' , I ; ? I • . , ,... /.. ,......... „ .. . • . 4 I ...., LI z , = i ... % ..z.:0.. - ; 1 i . 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JOB SHEET NO OF CALCULATED BY `.1 CHECKED BY DATE SCALE • 28 -72? 16Ce .707 I I_.. j • Vics-Tcn(.._.I;oratD .....1$.. 11-.44 VV( ifs DATE RASA: test\ :�.. . 1,4 34 G ._..k -1 r. .. 2 (I Ate= 1(,22 7-701 0 (JUL c2) CC- .--. TH 'fit f Ass . Iu. 1. 4T,t4._ot .... ... ... . _. j fart . of 12.$ or '/'' Pa 1147 t'1 . c dr- . > Zet o aL x.4.0 - iy d. bt) . . s_' ...o... %4......F4LE7. I T7 , wax; L I .......... ..A.13 ; M u S ' Lat •it ' . *171+. o � 4.1-1 . L i 4 7 11='�R tLV iU§.o I •' 1 "'H Pty I ?...1 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 JOB OF DATE CHECKED BY DATE SCALE SHEET NO. CALCULATED BY 1.4-1 -t 7 ,,, • • .. .. ...., ... . . ' - , • • _ . . . . .. -- '- -- - . ... .. . -- _ - .. _ .... i .........., • , P:i- TOL k+ i ! 1 I .. V I .1f _ N LE.1 .. 11 .1/ 1 oTIE. 1 C.,12. . 1 1 (D 1 i I 1 . 1..)-F.G.:., 1 • .T.. o I . \N firNE i-I 1 tr.,H. ..2...4Pc _ • .... 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CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 JOB CgrIN:ftc-.. V.11 Nost-n4 F.4 Loc 4 5 l. I 0 :r1 C: SHEET NO OF CALCULATED BY • 64t'l DATE DATE CHECKED BY SCALE RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 Re. es Ila.•Lc. ie nr= 12..6 3 -lest JOB Li .- ra. Wd7 Iva2 Et-D4 S C94.)" f1 SHEET NO. OF OF CALCULATED BY G N1 DATE CHECKED BY DATE SCALE RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 E i JOB (AtIkTic—W\ INIQPIii SHEET NO i OF DATE DATE CALCULATED BY CHECKED BY SCALE . 1 :S. _. For4e.c e •. _ 1 - . _ ._ /lac GAW(eri._ _CP._5p/4171q __ .... 2._ • _ _ _ __13.. ..2,7) ___ _ ____ -_.,_ • _______ pli1/41 . oco,) ___ ___ ____ . _. _ . _ .. • _ __. . . __ _N__ _ _ - - _ _ - _zsi. e. _.• _ 144 _ :--.- .14, . _ .1 -1- 8 .. _ __. AT _ _ ...... " _ ktPS, _ .._ CA- dt \'41>k „ telt 4 ri....-__ F . 15 R.,14h c,ti). latiEt.7. , 9.ke.D1 1 ; 1 Ti 5 7HE; PAN ' _6, 1 .. _ '6: D.$.. tl.■Cr .116 _ . \N1 1 NI all Cr N 1 Al M LOA RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 E i JOB (AtIkTic—W\ INIQPIii SHEET NO i OF DATE DATE CALCULATED BY CHECKED BY SCALE RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 JOB Lothle W #. \( kottlEi- . [ _`rO - T lP SHEET NO S OF CALCULATED BY DATE CHECKED BY DATE SCALE V`VV VVV,IIVVI /•VI ✓VVIV •MI M I VI. --I/M •I• YYIYV (206) 433-1849 DESCRIPTION AMOUNT RCPT # DATE BUILDING PERMIT FEE " 0 PLAN CHECK _ � NUMBER C1 O APPLICATION' MUSS"` BE „ FILLED _OUT .COMPLE,TELY PLAN CHECK FEE )' l -05 <tt MI 114, i , q BUILDING SURCHARGE ENERGY SURCHARGE OTHER::.. :: TOTAL - S5. E.:0 SITE ADDRESS id 1 lc SUITE # VALUE OF CONSTRUCTION • $ PR / Q,JECT NAME/ TENANT tit E\ P► - e 1t itlr4U ASSESSOR ACCOUNT . le7 1-I1c • TYPE OF -:. ew Building • Addition • Tenant Improvement (commercial) • Demolition (building) WORK: • Rack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: 1,1�� - t11, -Up COh16061 ( `1lba5 I ftIl,OIrIG — i - ail BUILDING USE (office, warehouse, etc.) ( 'ra` t bi2ak►, 1 DCA Whl0 ' t I I N C'i NATURE OF BUSINESS: j l.L. 0 MAY 2 i ' U WILL THERE BE A CHANGE iN USE? U No U Yes IF YES, EXPLAIN: O r- 11 1 �V A t Fi �.i R Y. '^' '. 1� i I ,,� d SQUARE FOOTAGE - Building: i -p Tenant Space: _,, Aiea f` Coh'�tnidtioh! t7 f ' , j I WILL THERE ' STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? No 0 Yes tF YES, EXPLAIN: PROPERTY OWNER etg;Itet2F?I PHONE ADDRESS I7iqW 1, Pl l 1 - I, 1 .gel 1. . . ZIP 61 i , �. PHONE 0 -7,..cf ,q y� CONTRACTOR 4 /,h, -� ADDRESS ri . • n 40 1%,111M ZIP�r WA. ST. CONTRACTOR'S LICENSE # / 0 , V 2 7 "'. 1 • , 11 ARCHITECT *\110 10114,6 PHONE ,y 61 ADDRESS v .fl 0- r • : • ZIP . , .•■ CITY OF TUKWILA Department of Community Development - Building Division HEREBX•.CEI TiF:Y THAT i HAVE IREAQ AND;:EXAMINED THI LY: FOR THIS PERM RUi `ANDCQRRECT BUILDING OWNER OR AUTHORIZED AGENT CONTACT PERSON SIGNATURE DATE APPLICATION ACCEPTED PRINT NAME i VII7 l- ADDRESS t .N h 1 • 9 C. BUILDft3 PERMIT APPLICATION FEES (for staff use only) KNOVV:TH DATE CITY /ZIP PHONE 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 Coord!na!or at 433 -1851 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 lithe 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 433-1849. DATE APPLICATION EXPIRES :.SAM PHONE4' i .t1g1 " ""' """`•,`�"• " ....,�....w..., • M.•..•... ••• • v � •`�� (206) 433 -1849 DESCRIPTION AMOUNT RCPT # DATE BUILDING PERMIT FEE 310"i5.40 PLAN CHECK 6 , NUMBER v -,. L �� , APPLICATION MUS�r $E s • FILLED.. OUT CO. MPL'TEL Y,: PLAN CHECK FEE a� 4 . 1 1.D° ��-' -- fo -q BUILDING SURCHARGE ENERGY SURCHARGE OTHER: TOTAL - tDi I. SITE ADDRESS Aid / -' ■� I t�r�s,Lt itosin1tia i (D 3t SUITE # .' . VALUE OF CONSTRUCTION • $ o I. 'IA 1 3 o q . oo �iEZar P OJECT NAM ENANT CIM I4 0'H - titti vott-icl i ASSESSOR ACCOUNT # Il zv , el Deli:- TYPE OF New Building • Addition • Tenant Improvement (commercial) • Demolition (building) WORK: Rack Storage 0 Reroof 0 Remodel (residential) 0 Other: DESCRIBE WORK TO BE DONE: IlM 1 ilt -up 0,CIVA0 M►c6/(AftHaft i3tAzi - iai, NI/ . BUILDING USE (office, warehouse, etc.) WI) O 1 L to-rt VitAitirtartleimct NATURE OF BUSINESS: 5t/u MAY 2 J. I WILL THERE BE A CHANGE IN W 1-6 USE CS C 1 4 N Ye IF YES, EXPLAIN: Ur'/C , i ,. SQUARE FOOTAGE - Building: ( Tenant Space: Area 'of `Constiuotlori:. i .:. WILL THERE s STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? 5 o 0 Yes IF YES, EXPLAIN: PROPERTY OWNEIn,n w ill ,A PHONE , i5 ZIP 0 Cibva ADDRESS (f• IIW - AAil.1 P/'lMjl,l CONTRACTOR 4 11 [ , � �' PHONE ADDRESS & �v / 0 _ ZI P WA. ST. CONTRACTOR'S LICENSE # # Am i 1 arr EXP. DATE ARCHITECT r . in PHONE etri-,..gyicri ADDRESS IMO il'i�'�pU Sij 1=0e •P/0• ZIP cielco , CITY OF TUKWILA Department of Community Development - Building Division CONTACT PERSON SIGNATURE ADDRESS E REA1 ANI EXAMINEOTHIS APPLICATION AND Atut a » , M E Q. T « :APPLY PCT TMIS ;:PERMIT. 4 . NOW THE SAME PHONE DATE HEREBY :CERTIFY < V. T RUE AND C ORRECT BUILDING OWNER OR AUTHORIZED AGENT 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 DPuelopmAnt prior to application submittal. Contact the Permit Coord!nator at 433 -1851 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 433 -1849. DATE APPLICATION ACCEPTED clo BUILDII\3 PERMIT APPLICATION FEES (for staff use only) DATE APPLICATION EXPIRES (I- q q( D HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206.324 -6160 JOB SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE I'LICT-IARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 JOB . SHEET NO CALCULATED BY 4 .0 1 V1 CHECKED BY OF DATE • ZS 1 O DATE '1 ELF... . �j nom. �j r P = et./ (.c') 3_ 4 .IG s L4SE. I4% NkluGt72. .: prL!..awprat.E i % ' '9':.33 .V.ir .' }. 1. 18 119. I I • RICHARD HUDSON & ASSOCIATES, INC. ' • CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206.324 -6160 JOB � kc i tt, - S SHEET NO CALCULATED BY CA11 CHECKED BY DATE OF DATE 4 t • 2.6j:110 RICHARD HUDSON & ASSOCIATES, INC. s • CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 of 1 �z 13a s , 1. 91) ' k —h I • c1/4. %P Imo . I : I I 5© -. I Vii` ICo•7 k1Ps ' I l, k.iPS , 1 _.. I. (itto• t e . joB S E.N. SHEET NO ..� \\ OF -c CALCULATED BY C. . DATE - 2 - 1O CHECKED BY DATE SCALE I (1(IL ' RICHARD HUDSON & ASSOCIATES, INC. s CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324.6160 r • � I fr4o I t SS • + 104 CoLuItMS Copo � 4x ZzYz•.cta ' i 1 ce x srl' , 9N? I . w , I c.$Ci �-t .c. ,� 1862 ( = ' 2.52). b 1 ._. fi • • j f , Joe SERI.+A' L SHEET NO. 4 CALCULATED BY CI OF CHECKED BY DATE SCALE z‘sc-f 7s1 2��4'.PSI May. •Ty iert_' Br��j�. , ht'. t ?,lam ' f �Z 1 ,S, �axC� k 3 /1�- h•1.�o1,� .'' ;.(olE� 'LIPS , • 5 2 ii use, Cpl .L.aSCe�7� `- .1''111 -1 • ; r i , • i . L S f . 7/® 'THE t- . 5H$ 15��'1 YZ a (45 DATE 1' Z S--"\0 Z.ccx? Pc.1; 4. aqx ) off 46 1'6 1 RICHARD HUDSON & ASSOCIATES, INC. • CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324.6160 J LLS 7.0 �1- uP:.. � • T, E • wIuTH : 2 Tr `mil 3 tc.5 kies e•:.= f3+,2,`15T 5 :15 • L-Xt ol 2. -Co s .. � p Te�r� (w+te►o) II '4 i P ° D,l. , Cn •►P5 Lt.= 1,1 ion JOB . � EA 4046. SHEET NO. CALCULATED BY G .S1 CHECKED BY DATE SCALE 1..� I - (0,q. ki ... • r OF A p DATE `i - LS -90 a .acs 1 .V EbLs A-- - , 5/z. ,1..; tL 7 .2 1 4 7 Lit RICHARD HUDSON & ASSOC. . INC. :: ENGINEERS 1605. 12th 'rive . Suite 18 SEATTLE. WASHINGTON( 9811,^2 (206) 324-6160 7 1O8: SEAGATE 5 Sheet no.__ Calculated by. CA. Checked Date: 1/18/90 ********# ttt**** * * ** *t * * * ** * * * * * *t * * * * * * * * * ** ** T I L T U P W A L L . D E S I G N ' * ** ************** * * * * * * * *t * * * * * * * * * * * * ** * * * * * * ** Th' se wall panels have been designed based on the TEST REPORT ON SLENDER WALLS Published by :the: American Concrete lnEtitute, Southern California Chapter and the Str Engineers Association of Southern California. cSNE rc = 3000 . ns i. , ,, ry = 60000. psi 2 -p L.4 zea4- �(ro0. Actual Th:i.ckness - 6.230 in. Design Thickness = 5.500 in, Effective Height = 18.000 ft. Neight of parapet. = 1.000 f't.. Tributary width ; 6.500 ft . Roof dead load = 7)600. Pounds per width b ( 24. in.) Roos' hive load = 6900. Pounds per width 'b ( 24'. in.) Winci .load = 45:0 psf Seismic zone Eccentricity 5.8 in. Depth to steel: = 3.f >i30 in: I: * * * * *± * * •t'* * * * * * * * * *, *. * * * ** CIUT1 CAL. LOAD CASs:. ` 1B, *t4 * ** * * * * * *t * * * * *$$ t * * * * * ** Minimum al.lowab1e steel area - .16 sq.i.n. % width b (114 & 45 bars) (Minimum allowable ;steel. area = .20 5q.in. / width b (, #6 bars & larch r) Maximum allowable steel area = 1.42 sq.i.n. per width b Maximum al,lowtble deflection = 1.44 in. Maximum allowable bar spacing = 16.50 in. CASE IA 11 = 1.4(0) r 1.7(L). 11 =P *o 0 roof (No P* deflection) .Moment under .factored loads Hu .= 8035.63 ft -1h's /wiclth b Phi times nominal moment (Phihri) .12500.02 ft-- lbn /width h (t required = .609 scl.in. Oer ; width b CASE in (l - 1..4(0): •1 J..7(L) M-0.6*P *e. •1 P *clet:lectton Moment under fac t.cl lOaci . Mrs _ 132 ?8.?0 ft, lbs /wacitl'r.l:� Phi times nominal rriorent (PhiUn) = L32 :',7 :50 ft71.b' /width h (ref lect:a.on under_ servir? Toads. .J.P3 an Hams nt "under service lr.ads = 32''!3.,r 7 l.bs /wiclth b' Al; 'required per width b' 4 . 11 4 r1 prrvidod 7 ;. aq,ir .� .PAGt.�. 11 As provided — 92 s ;cl.irr. Q u5E .- 5 .;rucIIARD" IIUOSON & ASSOC. INC. :.CONSULTING ENGINEERS `. 1605 1.2th Ave. Suite 18 SEF17'I L.E: WA 111 Iim C►N 98112 (20c;) `..324 616(i CASE 11. U = .755(1 .40 t 1..71„ f 1.17x) .0 `(; Live Load .Moment . uncles: factored loath Mu = 10365.86 ft °,lbs /width b Phi times nominal. moment. (Phi.Mn) _ '..10384'.7(, ft:= lbs /widt.h b bef:l.ect.ion Under service loads = .3283 in. Moment under,sel• vice load = 5835.44 ft- lbs /wiidth Ii As reruired = .581 sq.i.n. per width b CASE 11:1 U _ .75(1.40 i 1.71. 4 1.7W) 50% Snow load Moment, under factored loath. M►► = 11f191.51 ft;- /width b Phi times nominal morn!nt (Philn) _ .11.919.63 ft- lbs /wirith h 0eflection under service loads = .355 i.n. Moment under service 10 icl s 6331.80 ft -lbs /wiclth b As required = .658 scl.in. per width b CASE .IV U .90 .1 1,43(E) Moment under factored loads 11►.1 =' 9889.64 'ft- Iba /wirith b Phi times nominal moment (Phitin) 7 99 ft -lhs /wiclth b Deflection under seivire _ .328 in. Moment under service loads = 5835.44 ft• -lbs /wiclth b As required - .565 sq.;.n. per width b CASE V U ._ .9(0) 4 1.3(W) Moment under factored loads Mi► = 8377.,20 ft -.lbs /width b Phi times nominal moment .(Phihn) = 1395.02 ft -1bs /width b C►ef lection under service loads = .292 in. Moment under service load; - t,1 ft- lbs /width b A • required. = , .445 sq.in. per wadth b 301.1: SEAGATE 6 Sheet no. 1 Calculated by C.) ►'�'l�__..._:..___� Checked by Date: 1/18/90 $*************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * T 1 L T - UP W A L L D E S I G tl * * * ** * * *44 ** * * * * * *4 * *$ * ** * 4444* * ** *444 * * * * * * * * ** These will panels have been designed based on the TES1 F:EP0R1 ON SLENDER WALLS publi.hedby the American Concrete Institute, Southern California Chapter and the Structural Engineers Association of Southern California. Fc ? 3000. psi Fv = 60000. psi Actual Thickness 6.250 in. Design 1 hicl;ness - 5.500 in. E''fe Height = 15 .000 ft. Height of parapet = 1.000 ft. Tributary Width = 11.500 ft. Roof dead load - (00,., pounds : per width' b Roof live load = 1100...Poundn Per width b Wind load = 15.0 psf Seismic zone 3 Eccentricity 5.8,in. 0aptll to steel= 3 ;680 111. Minimum Minimum Maximum Maximum Maximum. R I CI IARD : HUDSON k ASSOC. I NC . ,CONSULTING ENGINEERS 1605 12th .Ave Suite: 1'3 SEATTLE. WASHINGTON 95112 (206) 324 -6160 .1013: SEAGATE 5 Sheet no._, 00 .. Calculated by C.41-‘ Checked by Date: 1/18/90 2"C ( 30 . in.) ( 30 in.) * * * * * * * * *+ * * * * * * * ** * * * * * * * ** * cr 11ICAL LOAD CASE 2 . * ** * * * * * * * * * * * * * * * * * * * * * * * ** allowable steel. area = .20 'q.in. / width b ( # t;; #5 bars) allowable steel area = . sq.in. / width b (1f6 bars &;larger) allowaible steel area = 1.77 sq.in. per width b ;allowable deflection : .1.44 in, allowable bar spacing = 16.50 in. CASE 1 A 11 = 1.4(D) f 1;7(L) M =PIce 0 roof : (No P* deflection) Moment .under factored loads Mu: = 1293.54 ft- lbs /width b Phi times nominal: moment. (Phi Mn) = 5013.65 ft -lbs /width. b As required ,198 sq ;in. per width b CASE :1Ft:. U = 1.4(D) a 1.7(L) t1- 0. :6 *P *e i" P *def.lecti.on Moment under factored loa(1 =. Mtn = 4634.77 :ft -lbs /width b Phi.. times nominal moment . (Philn) = 4810.68 ft -lbs /width .b Deflection under service loads = .023 in. Moment under service loads = 503.84 Pt- 1bs /wxdth b As required - .198 sq. i n. per width b R.1CI1(R0 HUDSON ik A.350C. INC. ' . CONSULTING ENGINEERS 1.605 Ave. Suite 18 SEATTLE,.:WA3HINGION 98112 (206).324 76160 CASE ; I I U = .75(,1.4D 1 1.7L f 1.87E) CASE 111 U = .750..40 1 . 1.71. 1 1.7W) 50% Snow load Moment under factored loads Mu = 12647.34 ft -•lbs /width b Phi times. nominal moment (Phitn) _ 12690.33 rt-lbs/width b Deflection under service load:: _ .341 in., Moment under service loads . 7601.39 ft -lbs /width b As required 712 aq. i:n. per width h CASE, IV Moment under aCtored; 1oa0 Mu = 14504 .47 f.t -lbs /width b Phi. time;~ 'nominal. moment (.PhiMn) 1.4552.49 f.t -•lbs /width b Deflection under service loads 384 in. Moment under service log cls 8552:95 ft -lat /width b As required '., :884 sq.in. per width .b; CASE V U = ,..9(p).+ 1.3(W) Moment under ° F 11869.90 ft-lbs /width h Phi times nominal moment (Philln) = 1 1959 ,03 .ft- 1bs /wi;dth b Deflection Under. service loads r .333 in. Moment' under ;service Loads 7421.31 ft -lbs %width b As required = .681 sq.in. per width b .1OB: SEAGATE 5 Sheet no. g Calculated by Gi tA Checked by Date: 1/18/90 .0 % Live Load Moment under factored loads Mu = 14805.34 'ft -lhs /width b Phi: times nominal moment (Phi Mn) = 14 881.99 ft- lbs /width b Deflection under service loads 384 in Moment under .service loads = 8',52.95 ft -l.bs /width b As required : = ,895 ' q.in. per width b 5 -11 4 As provided _ .98 sq , in . 3 -11 5 As provided _ .92 sci.i.n, 4-- USE. '9'- a C.tk, 'FPGf RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 JOB SHEET NO.. OF CALCULATED BY DATE CHECKED BY DATE SCALE f it ili%R() HUU;rn'I 1H1.. CON l.il.i1tir; C1iO11MCEnS. 1605 L2th rive. 31.Iit= 12 3LA"I1 L.F.. WA3MiN1 "1OM. 98112 32.4 •6160 $ * * * * *$ * + ** 1 #+t #t #t #t*$* * ** #4** * * * *+.I * #t#. # * *$$ rr 1..1 U P Wn .1 ;1 (1E 1 **4* *t #t *t * * *t* * * # * # * # ** M tt *t * *t *t * * * * **** * *# _ ;000. psi FV r (.0000. psa Actual thickness s .., 1.,250 in. (.:saran 1 hi r:krles.. -- 5.b00 in. Effective Height = 18.000 ft. Hight of parapet, = .1..000 ft. Tributairy, width = 10.000 ft Roof •dead load n I ol Roof 1.ive load = (900. Pounrl:. Wi.rid load = 15.5 psi "' Lr m zoiie 3 Eccentricity = 5.E1 an. Depth to steel .- 3.680 an. Hi ni,n tlinimlim Haxalnunl tia x i. nii. Hr Inum a.L.lQWabie steel a rr a 7 allowable str3e1, area allowable steel. '•il ~�?r'1 al).owabI.+' def1ear: ton al. :I.c+wable• bar spacing = per width h ( 24. an.) pei• width I ( 24. *: CI?11'Ir.:nl..L(+ALI r •# *$:r• # * *4$$* **$.$* *.t * * * # * *:x JOk: SEAGATE 1,5 Calculated by C4 Ch ich d by_ Date: 1/19/90 in.) CAGE 1A 0 = 1.4(0) I 1.7(1.) 11-P*e 0 roof (No P# deflection) Homent undo fcartrred Ili1 = 130.35.r'r.3 ft..lbs /width b Phi times nominal moment ( Phi Hn) L7,9 '9.72 f t- ].hs /width b As required - .6)6 , per width b 1::n,C 1P 0 - 1..4(.0): 'i 1..7(L l ti 0 f *FI4 .1 P#cleflec.tic+r Moment under.f tr^tr;red.at ;lil! InETA ';.`rl(t fi. lh,., %wIdla'1 I:1 fin ti.wes nnmi.ncil mous'nt .1 Phi.tin) = 1 4_l /4 .46 it Hasa /w t11 b hE' 1`.1 +; L't.LOl I Under servic, e 'lr. c i.11. . Moment under ei virr- l.c�id= 3 ' ?7 8(' 1 t - l h ;a /w b ns: r + :nuiiesl =with ;hl b (heSe w.iii :panelt. have been de.;ictried based Co the 1L I. REPORT i'*l ^SL[::NDE1; WALLS publ.i.shed by the rlmerif7 n Concrete Tnsti.l.I.ite, '3 uthern 1 ilifarllia Chapter and the Structural 'ErlginPC?I Association of Southern California.. L(. scr.in. [width b (114:& 115 bar's), .:0 sc1,.ilt. / width `b 016 bars & larger).. 1.42 ,sq.in.. per width b` 1.44 tn. 16.50 in. 1 ?1 t;1IARt i1111)30H ?< t153!1i::. 1Nt;. COUSUI.'11 HO EIlr•;1 t•IECRY> 1605 12th Ave. . ui te 18 31.nT'1 1. E , WA3I'I111t:;1 u1d 'rs t ;a..1..,.'. ( 206) 24 -6160 1011: SI:At3ATF )15 She-'t 1;,x1cIJ1. tt =d by G,)t C ecl:wd by °ate: 1/19 /90 CAS': 11. U = .75(.1.40 1 ..1,71. 1 (.87E) .0 `t Live Load Moment under factored) load:. 152062.1 ft-Ws/width b I'1ii 1 nira `ncmtiital moment (Ph i tln) '= 1 ft. -1b, /width b Deflection Undei ervi.cc 1c,ads = 478 in, Moment under se rvi.ce 1< id;:. -. E r,fl .1 3 1 1,• 1bsiw:idthl b As required = ;971. -.rl:in. per width b ((15l' 11 .1 ll = . 7 5 (1.41? 4 J.71. •I 1. , 7 W) 0% snow load Homent under factored loads Mu - f1.- lbs /wiclthl b Phi times nominal me 'u (rli.iln ).. = 1634144 f,t - 1b;: /width b rlefle6tictt'I Linder se vise :..aold: = Moment unrlel` aervi,e loads - 1917 ? t t- 1h , width b (1 + required = 1.046 sq „in. veer ldtll b 4 "41:5 As provided = I .23 -11 6 (is Provided - 1. .6'3 n, c;113I: l V U . 91) +. 1.4 w (E ) 1l)nh' nt under 4 ctored 1r ds Ili1 - 14':11 x.34 f -lb /wiclth b phi: time nomi.1 ntOment,.,(Phi1n) -. J.4c;CI(I,i(, tt -.lbs /width b Deflect:iOi rode 'eryic r• 1 oal,.k ..4"/9 in. hciltr'nt uncle . s' i•vi';:e. lC >aClc• - i''1, l.h ".: /wlclh,h L As re''Cll.lt.I'f;C1 = ,925 scl.i.n per width b c:, (t3 L' . V At .= . 9 (D) 4 J , ; (W ) Moment itrldr- r factr,,t ed load Mu r 12r.wi0:(11 fi, lb /w;irhth b Phi 11tner■ nc,tn.i.nal. moment (Ph i.11n) .- 125 55. 7O ft -1h;; /width b Llr•tlec 1011 under service loads .. ,433 in Moment under service loads 7719,82 ft. l.bs /w.t.d th b ha requi.redl = ..746 Sq,:l.tl. • per width I) RICHARD HUDSON & r3.0(; . INC. CoNSOLIING ENGINEERS 1:605 12th Ave. Suite i8 SEAITLE—WASHINGION 981.12 (206) 324-6160 wail-panels have been designed based on the TEST REPOR1 011 SLENDER WALLS published by the American Conclete Institute. '.:;outhern California Chapter and the Structural. Engineers Association of Southern California. Fc = 3000. psi ry = 60000. 'psi ActL01 1hickness = 6.250 in. Det.ign 1hickness r 5.500 in, Effeotive Height = L8.000 ft, Height of parapet = 1.000 ft. Tributary width = 14.500 ft. Roof dead load 3600. Pound7:- Roof live load = 6900. Pounds Wind load = 15..5 psi' Sei$mIc zone 3 Egcentricity 7 5.S in. Oepth 51,tv'!1. 7...630 1.11. Minimum Minimum ..Maximum Maximum alloWable alloWable allowable allowable allowable J0111 SrAGATE)45 Sheet no. _j3 Calculated by_JC41-1 Checked by Dote: 1/19/90 t* * 1 1 1 1 - 11 P W ALL DESIGN* . $ **********t***,4*****.**ts********************* steel area 7 Rteel *Ilea = steel ales = deflogLi9n = bar spacing r per width h ( 7(1, in. 1 per width b ( 7, in. ) * toff' cAsr ? *************A*4********4 .51 sq.in. / width b (114 & 115 bars) .64 q. in, / width h (116 bars & larder) 4.60 sq.in. per width b 1.44 in. 16.50 in CASE 101 U 1.4(D) 1 1.4L) •M=P*e(t ro(if (No P* deflection) 1oment under factored Loath tlu = 8035.4.3 ft-lbs/width b :Phi times nominal moment (PhiNn) = 15931.37 it-r-lba/width b As required = .525 q. in. per width b • CASE 111 U :7 1.4(0) 1 1,7(1.) 11770,6*P*e Pfdeflection . .',00mwit under factored loadl. Hu 7 1 3201.9:' ft-Abs/width ID times:Aomtnal moment (PhiMn) = 1Z.300.17 b '....:,Deflection under service :loads 7 : rq 111 1 linder.servie:1oads7 ft-lbs/width h required 15 CI in '' Width h • • . . • , 1 . . , t t RICHARD HUDSON & ASSOC. INC. CONSUL11 NG ENGINEERS 1605 12th Ave. 5uite 18 SEATTLE, WASt11 NC;1 OI! 981.12 (,206) 324 -6160 Shect _11 Checked by Date.:. 1/19/')0 1.'r131: I I , U = .75(1..40. 1 1.7L F 1.87E) .: .0 % Live Load ,uent under factored loads; Mu, =..1.9651.90 ft-lb.. /width b then ncinci ri�ti moment ( Phi hI ` 197 2 : 58 •t t- .1 bsi wi dth 1 I'1,ec..LLon under. service 'Loac:1S _ .1913 in �lt iit under .serVice'1cIds 11463.x,6 ft: -J.bs /width b required red - 1.034 sq . in . Per width ' b B 4 As provided -. • 1.18 sq.in. -11,5 As pruVidecl ' 1.53 sq ., in . 4r° FAc .":ASE .1 L] ll W .7 ",(1,40 1 1,71_ 1 1 .74) 50`, Snow 'Io tCl mcnt u nder•: tactored :1oacls Mu 19447.47 ft•.:1h • /widt.h b tithe's uominai. niunient (Ph.itin) = 19514;51' 11 - 11a:� /wi .1tll b •r 1 .ecti on under Se 1 vi:ce:. '1.oacte, : -. .197 i li a m nt :under:,Servicta lo.xils 11428.9.1''x1- 'Lbs /wi.dth b requi red .957 tiq . i r1 pe wictlh b , ;A3I5 IV U =. .9q <.F. 1 ..43(E ) r under factored -, loads Mu = 1,9143.03. f f -1h, /wi.dt h b ti me:;:. nonii.na1 nitamsnt (Phihn ). 19192.63 .f•L.1bs /w;i:dth b r1t.c.:tian se vice loads ,ri' nt' urlder'servi.ce 1csad° = 1,1463 f;c,`t1 :1.bs. /widish b requited 1.021 Cl.a.l•1 : per ...Width I:i CASE .V.. U: c .9(0 ). 1 . 1.3(W) im nt under factored 1.6ads, Mu - 16311.,70.' f -)b:• /width_ I: nominal: th9theni: ('hii'tn) " 16374.1.8 ft-•b: /width b ]' cti.un under scry ce loads .179. i.n :a�.trr.uiicler service loads= 1035i/.59 rt•'1.bs/width b requl.red .83., sq.in. per width b RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE i j I , 1 - -.--:?. !,. ., , i , 1 110,', .5 7.C' '10 - - - � ,.. , z.. i I .... j z4.5) i eL 1 I i ( i I M� 1� ■ 4) , 1' 1...rj RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE : SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 �:. , W i��A 8;o MPtI .0' j�OaN�VEl75C 5NL►1h �v ALL. ..;z.04.1 e. L.�N �D�nInL Scow c' c , , MA.y % 9 8t JOB Fes, LIKE SHEET NO CALCULATED BY C,.a I - 0 � w E`scP. ,13 p = .i z10.710 ! s (.0 1;3 'C170.1. Lamar, 7 : 771 t T A 2 ►�'1 ■ vr. 3 13 (.A (., , ;''f k 1P5 ' cv w 6 8- 7 _ 1 Z `� LL I �,a -1 soe Pl.F OF DATE CHECKED BY DATE SCALE . I. x.47 I 4> il. psf . 17,v$ it F. Ccn4,tcnit.74..; c t .`e�+¢►1»I.S.� ; . ` ( I 1 ..'�iI) (zr1s).. .. ..I'.1 ( p i '..... I . X - ts) ;. 3c13Z ,4i�,. S3•'` kid .. a (11c) 1 E '75(1442 >1 .17 3 (,It 1..137 cht5.7 (q ..1 C.ck • 517 RICHARD HUDSON 8c ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 Uat::.th D Iia i \N 4 rr i �IA;'Pf1R1� N1 4'U 1. C 1•33) fen I9,Cmrb kiP 194 FR'.r 24- 5(g ny- 19.1 _ 511 PLC. 9 JV' PT , .i 27 lops, 5 0 -) JOB SHEET NO L.-- �+ OF CALCULATED BY C. S 11 DATE CHECKED BY DATE SCALE RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324.6160 l l VA *Vb= 19 .65 t = ;Le -15 • ANS.suNiE. 1.2g PAJt:L 20 lorJ 1 C,dj c ►2E QE. --a u ti'l tUr = Za C it -- 1 %0 1 1 •,,- se„ g t t 8 • • s +ts Zak ►�� 89 i k�P' 7 Tic, S, P, JOB S tA�� 5 SHEET NO OF DATE CHECKED BY DATE SCALE CALCULATED BY C..) ti • IF - VI- P14 1 7u . 6 2 0, „'i C: la .); 2q• P4Q4LL 7 as I -3 i r ZZb 11. CI 3 aZ. ktrS s '. IlICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE 0 SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 Rc c FRta ' tkic - 1'�Lt�t 6 Lo',11 FEpti,Ny trsfi.Th I&L14 i s • C. soil Pueuks i f o r s , PO 13 t.. S I$. t 121 6,5 40 (7,00,0 JOB S 0=1-4 SHEET NO OF CALCULATED BY 4• DATE CHECKED BY DATE SCALE f;z 26 ' C16c$ 3( nl g). . 'R.S.! Dose; 1 . e' $'���',q�' _a,.y s F rai,402 S e l'3 ,2 .6 1 - 211 I f I 41 L At 1 1 w Z td M `I °� ` C.1> ^ 14. 16.3 : 40,4 15:+,.C. T. Z511 Psl =`+ `_ rto. zss � 4 ��� � 16s . ek RICHARD HUDSON & ASSOCIATES, INC. . CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206. 324.6160 apcci t Lit `ck 2s .5 '15:1 Izt1 14PS. JOB Jt-A. ? rviE SHEET NO / Z OF CALCULATED BY C. J DATE CHECKED BY DATE SCALE I � r I . =- .. q 3 C 2a 4t 2 ac (20 \ 4p(,2 2 (7t 90 + z( - 6(ia 2500 — 12800ao 4 - t 3Zc -E 9z00 .-J . l`,tb2` .- ��",�..�(.• t tzt (`l • `°V 4 U . '' I ; .RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE a SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 mo .9 7 S 3C1�. t .a-. (.93 q° 15. . rex. ,' k„ r 'i t- i Z.l lac. 3 zi $21,1. z ,, /assoMe 6 / %47. L ita.31 2 111-cc1 ;ooF FRN'vtJc1 JOB SHEET NO J CALCULATED BY C-003 I� OF DATE CHECKED BY DATE . SCALE RICHARD HUDSON & ASSOCIATES, INC. • • • CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 LOMKICC. mid s , JOB `, P l OF DATE CHECKED BY DATE SCALE SHEET NO CALCULATED BY p 17(=. • f I C36.1 >.e . -I,7 _iX7 044 . Pose ?+pies • 3' IC rL rangy, ' 4SsML S, j R . . . t ,Z i i .3 ;" irili ' - z i ( 1 Qeq, 0 d'. 0.i. us .3 / .. 1 ' 1 .RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206.324 -6160 ,g • ra +1 :''195 1v i Cilitnet' r . •�"Iz 1 Y� ; ' 8,t kips z WNAP t 3+,2.7S M S.15 kolDTH e!-�• lott 11 Lk,/MO 1(�f'SF it lam tL. I O L» 1 e = 5.75 JOB S FA i#.7 : 4-, OF DATE CHECKED BY DATE SCALE SHEET NO CALCULATED BY ..S.L.) ~F • .RICHARD HUDSON & ASSOCIATES, INC. • CONSULTING ENGINEERS 1605 12TEI AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324.6160 SHEET NO CALCULATED BY JOB S �p.1;: OF DATE CHECKED BY DATE SCALE RICHARD HUDSON & ASSOC. INC, CONSULTING ENGINEER: 1605 12th Ave. Suite .18 SEATTLE, WASHINGTON 98112. (206) 324 -6160 JOB: seagate 6a... Sheet no. Calculated by A)rA Checked by Date: 1/26/90 ******4******* 4 T I L T - UP WALL .DES 1.GN * °I4E IA% * * * * * * * ** * * * * * * * * * * * * ** * * * ** * * * * * * * * * * * * * * * * ** These wall panels have been designed based on the TEST REPORT ON SLENDER WALLS published by the American Concrete Institute, Southern California Chapter and the Structural Engineers Association of Southern California. Fc = 3000. psi Fy = 60000. psi Actual Thickness = 6.250 in. Design Thickness = 5.500 in. Effective Height = 20.000 ft. Height of parapet = 2.000 ft. Tributary width = 6.500 'ft. Roof dead load = 2800. Pounds per width b ( 24. in.) Roof live load = 5400. Pounds per width b ( 24. in.) Wind load = 16.0 psf Seismic zone 3 Eccentricity = 5.8 in. Depth to steel = 3.680 irr. * * * * *k * * * * * * * * * * * * * * * * * * * ** CRITICAL LOAD CASE 3 .*. • * * * * * * * * * * ** * * * * * * * * * * * * * ** CASE IA U = 1.4(D) + 1.7(L) M =P *e 0 roof (No P* deflection) M ,ment under factored loads tlu = 6277.08 ft -lbs /width b P ii times rioniinal. moment (PhiMn) = 10610.56".ft -lbs /width b A. required = .459_sq.in. per width b CASE I D U = 1.4(0) + 1.7(L) M=0.6 *P *e + P *deflection Moment under factored loads .Mu - 13088.46 ft-lbs/width b Phi times nominal moment (PhjMn ) = 13117.28 "ft -lbs /width b Deflection under service loads - .178 in. Moment under service loads = 2566,90 ft- lbs /w.idth b As required = .688 sq.in. per width b Minimum allowable steel area = .16 sq.in. / width b (#4 & #5 bars) Minimum allowable steel. area = .20 sq.in» / width b (. #6 bars &.larger) Maximum allowable steel area = 1.42 sq.in, per width b Maximum allowable deflection = .1.60 in. Maximum allowable bar spacing = 16.50 ire. 1,008. RICHARD HUDSON & ASSOC. INC.. CONSULTING ENGINEERS 1605 12th fwe . Suite 18 SEATTLE.. WASHINGTON 9811. (206) 324-6160 ::.CASE 11. U - ,75(1.40 1 1.7L f 1 -87E) ,0't Live Load loment under factored loads Mu = 12626,14 ft -lbs /width b , hi times nominal, moment (PhiMn) = 12680.63 ft -•lbs /width b reflection` under service :loads = .470 'in. IUment under service loads - 6786.27 ft- lbs /Widtl b is required . =. .766 sq.in. per width h CASE III, U. _ .75(1.40 + 1.7L + 1.7W) 50 %. Snow load foment under factored loads Mu = 13981.33 ft -lbs /width b ,hi times nominal rnonrent. (PhiMn) = 13996.79 ft-1bs /width b )eflection under service loads = .503 in loment under service loads - 7262.13:ft-lbs /width b s : required = .848 sq.in. per width b 5 -it 4 its provided = .98 sq.in. 3 - 11 5 As provided = :92 sq.in.-4 MIN. 3 tPONc.E (o Terh.L Moment Under factored loath Mu = 120S0.43 ft lbs /width. b: lil times :nominal motherit:: (PIdMn) 1212.1 .:40' ft -lbs /width b Jefl.ection under .ervice loads .M 470..in. Moment under- service: loads = £.7k '.27' ft -7bs /width b'` As required = 734 sq.in. per width b • CASE V U = ,9(0) 4 1..3(W), Moment unct r factored loads Mu = 10 d 9.48 ft -.10S /width b Phi times nominal moment 'i PhiMn) _ .10675.08 ft - -lbs /width b Deflection ' under. service l.c;ads = .438 i rr: Moment under service - loads'.; 6326 .20 ft -lbs /width b As required = .617 sq.'in, per width b . JOB: seacjate 6 Street rro. Calculated by G,S \ Checked by Date: 1/26/90 RICHARD. HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1605 12th Ave. Suite 18 SEATTLE, WASHINGTON 98112 (206) 324 =6160 JOB: SEAGATE 6B Sheet no. 9 Calculated by cJh Ch' cked by Dater 1/26/90 ****:********** ** ** * * * * * * * * * * * * * * * * * ** * * * * * * ** * 1 I LT -. UP WALL DESIGN * **************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** These wall panels have been designed based on the TEST REPORT ON SLENDER WALLS lublished by the American Concrete Institute, Southern California. Chapter and ;he Structural Engineers Association of Southern California. Fc = 3000. psi Fy = 60000. psi Actual Thickness = 6.250 in. Design Thickness z 5.500 in. Effective Height 20 ft. Height of parapet = 2.000 ft. Tributary width •- 11.500 ft, Roof dead load = 600. Pounds per width b ( 30. iii.) Roof live load = 1100. Pounds per width b ( 30. in.) Wired load = 16.0 psf Seismic zone 3 Eccentricity =• 5.8 in. Depth to steel = 3.680 in. * *.k * * * * * * * * * * ** * * * * * * * * * * *** CRITICAL LOAD CASE = 2 * ‘1:*************************** Minimum allowable steel area = .20 sq,in. Minimum allowable .steel area = .25 sq.in. M aximum allowable steel area = :.L77 Maximum allowable deflection = 1.60 in. Maximum allowable bar spacing = 16.50 in. / width b (114 & #t5 bars) / width b (06 bars & larger) per width b CASE_ IA U = 1.4(0) + 1.7(L) iM =P *e 0 roof (No P* deflection) M aent under factored loads Mu = 1298.54 ft-lbs/width b P li times nominal moment (PhiMn) = 5551.08 ft -lbs /width b r9 required - .198 sq . in, per width b. CASE TB U z 1.4(0) f 1,7(L.) M= 0.6 *P *e P *deflection Moment under factored loath Mu = 6702.44 ft-lbs /width b Phi; times nominal moment (PhiMn) = 6736.92 ft-lbs /width b Deflection under service loads = .029 in. Moment under service loads = 518.20 Ft -lbs /width b As required = .198.sq.in. per width b L. 41,. Dian poav RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1605 12th Ave. Suite 18 SEATTLE, WASHINGTON 98112 (206) 324 -6160 CASE I 1 U = .75(1.40 4 1.7L } 1.37E) .0 % Live Load Moment under factored loads Mu = 19409.34 ft•-lbs /width b Phi times nominal. moment (PhiMn) = 19435.20 ft-lbs /width b Deflection under service loads 7 .593 in. Moment under Service load. = 10699.27 ft -lbs /width b As required = 1.273 sq.in, per width b 5 -ti 5 As provided = 1.53 sq.in. 4-^- ti- 0 ..1 e Ok'- 3 --11 6 As provided = 1.33 sq.in. CASE 111 U = .75(1.4(7 4 1.71. 1 1.7W) 50% Snow .load Moment under factored loads tlu = 17530.61 ft- /width b Phi times nominal moment (PhiMn) = 17625.57 ft -lbs /width b Deflection under service loads = .559 in. Moment under service .loads = 10077.97 ft -lbs /width b A$ required = 1.102 sq.in, per width b. CASE IV U = .90 F 1.43(E) Moment Under factored load: t1u ft l.bs /wa.dt,h .b Phi times :nominal. moment (Phidn) = . 18.964` 22 ft;;lbs /width Deflec..ti.on "under 'service loads " ;::59 a .iii Moment under service load,: 1069'.27 :ft- lbs. /width: b,, As required 1,244 sq'.in, per width b CASE V U .9(D ). i 1,3(W) Moment under factored loads Mu 16390.73 fit- lbs /width b Phi times nominal moment (PhtMn) =I 16431,96 ftA.bS/width b Deflection' under servi.c:F' loadn = Moment under service loads = :9884,41. ft- lbs /wiidth b As required. = 1.022 sq.in. per width h .708: SEAGATE .r;[i Sheet no,. 1 Calculated by GS IA Checked by Date: 1/26/90 CIO Ta ?p Dooic o.or RICIHIARD HUDSON & ASSOC. INC. • CONSULTING ENGINEERS 1605 12th Ave. Suite 18 SEATTLE, WASHINGTON 98112 (206) 324 -6160 • **************** ** * *4 *4* * * * * * * ** * * * * * * * * * * *4 * ** * 1 I L.T UP WALL DES I GGN * **************** * * * * * * ** * * * * * * * * * * * * * * * * * * * * * ** These wall panels have been designed based on the TEST REPORT ON SLENDER WALLS published by the American Concrete Institute, Southern California Chapter and the Structural. Engineers Association of Southern California. Fc = 3000. psi Fy = 60000. psi Actual Thickness = 6.250 in. Design Thickness, - 5.500 in. Effective Height = 20.000 ft. Height of parapet = 2.000 ft. Tributary width = 10.000 ft. Roof dead load = 2800. Pounds per width h ( 24. in. ) Roof live load = 5400. Pounds per width b ( 24. in.) Wind load = 16.0 psf. Seismic zone 3 Eccentricity M 5.8 in. Depth to steel = 3.680 in. *4 * * * * * * * * * * * * *4 * * * * * * * * * * ** CRITICAL LOAD CASE - b * * * * * * * *i*. *** * * * * * * * * * * ** * * * * Minimum allowable steel area - .16 sq.in. / width: b: ( #4 & . #S. bars) Minimum allowable steel. area = .20 sq.in. / width b (fl6 bars & larger) Maximum allowable steel area 1.42 sq.in. per width b Maximum allowable deflection = 1..60 in. Maximum allowable bar spacing = 16.50 in. CASE, IA U = 1.40) .+ 1.7(L) M =P *e @ roof (No P* deflection) Moment under factored loads 11u = 6277.08 ft -lbs /width b Phi times nominal moment (PhiMn) = 11285.86 ft-lbs /width b As required = .474 sq.in. per width b CASE TB U= 1.4(D) 4 1.7(L) M- 0.6 *P *e 1 P* deflection Moment under factored:loads Mn = 15524.60 ft -lbs /width b :Phi times nominal moment - 15571.23 ft -1ba /width b .0eflection under service loads = A.82 Moinr•.nt under service loads= 261905 ft- 1bs /widtli b As required = .407 `+q:.in.: pei° width b JOB: SEAGATE 6C Sheet rio. 11 Calculated by G,)M Checked by Date: 1/26/90 RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1605 12th Ave. Suite 18 SEATTLE, WASHINGTON 98112 (206) 324 - 6.160 CASs II U = .75(1.40 .N 1.7L t 1.87E) ,0 % Live Load Moment under factored loads Mu = 10677.80 ft -1b /width b Phi times nominal moment.(Phihn) = 18759.09 ft -lbs /width b Deflection under service loads = 706 in. Moment under service loads = 10102.33 ft -lbs /width b As required = 1.321 sq.in. per width b CASE III U = .75(1.40 t 1.7L 4 1.7W) 50'4, Snow load. Moment under factored loads Mu = 19144.19 ft- lbs /wi.dth b Phi times nominal moment. (PhiMn) = 19199.58 ft-lbs /width b' Deflection under service loads = .725 in. Moment under service loads.= 10467.01 ft -lbs /width b As required = 1.359 sy.in, per width b 5 -It 5 As provided - 1.53 sq. in.:.4 16 46S v.7q.FACE 4 -11 6 As provided:= 1.77.sq.in. CASE IV U';= .90 r 1.43( :E_) Moment under factored loads Mu . = 18019.89 ft-•1bs /width b Phi times nominal moment (PhiMn) . = 18097.33 ft -lbs /width Deflection under service loads = .706 in. Moment under service loads = 10182.33. ft- 1bs /width -b As required = 1.259 sq.in. per width b CASE V U. _ .9(G).±,.1.:3(W) Moment under factored loads Mu = 15978. ft -lbs /width b Phi times nominal: moment: (PhiMn) = 16010.19 .ft-lbs /width b Deflection under service lads _ .656 in. Moment under service load? = 9460.44 ft -lbs /width b As required = . 1.051 sq.in. per width b JO0; SEAGATE 6C Sheet rio, R Calculated by 4SNI Checked by Date: 1/26/90 C ?U T41.'- RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1'605 12th Ave. Suite 18 SEATTLE, WASHINGTON 98112 (206) 324 -6160 lini mum linimum laximum laximum laximum 1 M Fc = 3000. psi Fy = 60000. psi. Actual Thickness =. 6.250 in. Design Thickness = 5.500 in. Effective Height = 20.000 ft. Height of parapet = 2.000 ft. Tributary width = 14.600 ft. Roof dead load = 2800. Pounds per width b ( 79. in.) Roof live load = 5400. Pounds per width b ( 79. in.) Wired load = 16.0 psf Seismic zone 3 Eccentricity = 5..8 in. Depth to steel = 3.680 in; allowable steel area allowable steel area = allowable steel area = allowable deflection = allowable bar spacing * ** * * * * * * * * * ** * * * * **** * ** * ** 4 CR]TI.CAL LOAD CASE =.2 * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 308: SEAGATE 60 Sheet no. 11S Calculated by - frt Checked by Date: 1/26/90 * * * * * ** * *** icy**** * * * * ** ** *. * * * * * * * * * * * * * * * * * * * ** * T I L T - U P W A L L D E S I G N * **************** * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** 'hese wall panels have been designed based on the TEST REPORT ON SLENDER WALLS mbli.shed by the American Concrete Institute, Southern California Chapter and he Structural Engineers Association of Southern California. CASE IA U = 1.4(0) + 1.7(L) M =P *e @ roof (No P* deflection) foment under factored loads Mu = 6277.08 ft-lbs/width b phi times nominal moment (PhiMn) = 14173.13 ft-lbs/width b is required = .521 sq.in. per width b CASE It'r U= 1.40) i 1.7(L) M =0.6 *P *e 4 P *deflection Moment udder factored loads Mu = 14102.10 ft-lbs /width b 'phi times nominal moment (PhiMn) = 14105.02 ft -lbs /width b Deflection under service loads _ .052. in. Moment: under service leads - 2450.70 ft -1bs /width b rz required = .S21 sq.in. per width b .52 sq.in. / width b (04 & 415 .65 sq.in. / width b (1t6 bars 4.66 sq.in. per width b 1..60 in. 16.50 in. c, 4 aecf bars) & larger) 1 'k zky.vA Roxer.4 -- RICHARD HUDSON & ASSOC. INC CONSULTING ENGINEERS 1605 12th Ave. Suite 1.8 SEATTLE., WASHINGTON 98112 (206) 324 -6160 CASE II . U = .75(.1.40 +. 1.7L ,4 1.87E) .0 t Live Load CASE JIJ. U = .75(1..41) 1 1 „7L. + 1.7W) 50X Snow load JOB: SEAGATE 60 Sheet rlo, �9 Calculated Checked by Date: 1/26/90 . foment cider, factored. loads. Mu .= 24714'.93 ft -lbs /width b 'hi times nominal moment. ,(nhiMn) = 24788.31 ft -lbs /width b ) eflection under service ..loads = .292 in.. foment under service loads =. 1386221 ft -lbs /width b 1s required =, 1.367 sq. in. per width b 7 -11 4 As provided = 1.37 sq.in. 5 -tt 5 As provided = 1.53 sq.in. 4- 5. 'S 1a4.i'uE 60 01,1:). loment under factored loads Mu = 24034.90 ft-lbs /width b ) hi times nominal moment (PhiMn') = 24162.49 ft -lbs /,width b ) eflection udder service loads = .289 in. foment uncles service loads.- 13718.21 ft -lbs /width b )s required = 1.275 sq.in. per width b CASE IV U..= .90.t 1.43(E). 4. foment under factored loads Mu = 24026.37 ft -lbs /width b 3 hi. times nominal moment (PhiMn) ' = 24044.48 .ft -lbs /width b ) eflection under service loads = .292 in. Moment uncler service, loads -. .13862.21 :ft -lbs /width b as required = 1.347 sq.in. per; width b ; CASE V U : .9(0) 1 1.3(W) Moment: under factored 'loads Mu ..= ; 20957.91 ft -lbs /width 'b . Phi times nominal moment (PhiMn) _ ?1074 ; 87 .ft lbs /width b Deflection under :service 'load . ; ;.271. in. Moment under service loads =' 12852.40 ft - lb:. /width: b As required = 1.138 sq.in. per, width) b IS RICHARD HUDSON & ASSOCIATES, INC. • CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 wY ty Tor AF t.s..Atl "r) PAAIZINC, NS \tra2SE. ..VA= 127 .9 • E) 1 I . M a a o 1 , IS I x 0 .1LIY. qI. ' �l 23 �ZZ..S.24,s 2,q6, I Ih.?t\ A►c+o V94:- tsCils)u =•2 -> ( o? rec.) JOB `' E�C.Io,"X SHEET NO. OF DATE CHECKED BY DATE SCALE CALCULATED BY CJ r-1 .*I1TH SE.1srl c.o. 14.t f .. 3 w ; . j . C pe.foz..; >3�.aet i . . 1RLvst..V4alsg..: E �..,........... . i1 ...1..,.... ..., i .LaN (1 . ... a C1' .137 ". .3 (os 1.Low6 . T r . ? ._ 4... t ° 1 6 k.13 -SC .137 . ". ; (9C;Src, ' ■ 1 t ., ker. ... LsI f 123 0(05) Z k.Irs a • � rtr��,yM. lod C 8..z N_. aticka.3. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE e SUITE 18 SEATTLE, WASHINGTON 98122 206.324 -6160 L&Tg2 7� IQ��Rh.f„Ni 2RoP�:� fL. ... - �� _ 72) Icct Co 55 elf Id _�. ?'/z . -. 273 (.'1cti) z 6 (M o JOB SHEET NO. 4c Lo a(i) •c. 3q3 Pi.P 2:1.6 (.393) .: -, S .ktPb . { : Ze.1.\.TE I.- -2 c'.Ji OF DATE CHECKED BY DATE SCALE CALCULATED BY .RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 L . v 4 e?- 2.9 �� 1 Tubb i i 1 71 ■ez.0 -- 19 (0 i ( ! 4 4 eo(s1} >f-, 5 ?.g(t• 21901. t 2.72). > i°IGiUi •k. • \ha) .4 W �P • c Y. M= 25 Z -rho .b1 r P � : 4P JOB SHEET NO E4 ?t (f' M OF DATE CHECKED BY DATE SCALE CALCULATED BY ;`',k'PS. : ;. � t nr I • sz.ot kt. I ' 1 . h. �, � d$(.7. Pc. I 'c ac. t( ; Dove �.S . • _. st)k • t 1. .,2'oC }Z)(4 _ $ c0 141 Fpt70 r.' Tca.... t 0c'Nk. I s7i SS , ; _. . . ! .,V - q(o'(...) -.. 5 2. i 65 2� kl. i ..,,.I .11 •'C�. - .2.�.1'.....__.l`� k�Ps. . _."-c, ` ..t�1ci. 1 I ! .soli. r etc7tou _. . a .. _ • 9 (4).- r..il �o: 1 • RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206.324.6160 5L S °sties.: (? ( , ,s(01' G kwS 219 = ?7,(cts% ; e.4.416, Ic.a It; Fri, 5 .6 3 e ktPS , JOB _.� t C� P.'r!r (o OF DATE CHECKED BY DATE SCALE SHEET NO. CALCULATED BY r . L • 4}- F "9 C ¶C 0 4U1 1 ! i s � c 0. ' Lat ti .4. 14(gq,) SG. . i 1.43(6 )1(0 :. °1b1 ,, - Ir21-!_ 1:1'5,1:—..t..-,1;-$1(sT.t. - c .L H .. .= ..176 4 4 ___.9b 1 . � , ; g i N1CH t- 74;1 1 M i. b FM? Str..7i06.1 1 ..l c l 5 : 7 L F14 I1 1 ' wt.,(C's i .....ti ;;p4k. .. ` RE.IN 0>Qu ii. . PI / i9 .4`1 ;% 14(91.0 ') 5 6 . (15E. 3r 7, 1 . . . 4,0 o O Z ; 1 j I i 13'2 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE O SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 A LD c t . �� Ssoti. • 1,2 t Ll . K i t r PICA IM5?Er- fir( , j 1 aoB S 64,,e1 t . E SHEET NO 1..- S OF DATE CHECKED BY DATE SCALE CALCULATED BY C.. \Li (9C 1,c -_ . 2 psr .T56 ............. .......... 4 1.2 .t1r33�. 1 972- i . _ 32, .3 .. ‘1 i .. q7?-. , . • colt. E 1 2 Cr.. 33). 1 33'ZS 21.4+.161! 9 # Z 3 ic. *5 . ; . 1.. .:. 3�.PS11 1 RICHARD HUDSON & ASSOCIATES, INC. . S CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 _ (.s6(e4 i 4L1 C,7/4 caps MIL ! Sipe- lt 1. ,o7 0 (1-33) 7, B,t3 19 / knot ■ 1 +51i + -SSA 11 L. 1 ; %;y 3 k/ r. JOB SHEET NO L — OF CALCULATED BY •'J DATE CHECKED BY DATE ' SCALE un..r . Z ( .701) Q - 1c ) KeED act (1A33) I J(t) y 3 Ki Engineers Bedford Properties, Inc. 12886 Interurban Avenue South Seattle, Washington 98168 Gentlemen: GeoEngineers,lnc. 2405 140th Ave. NE, Suite 105 Bellevue, WA 98005 Telephone (206) 746.5200 Fax. (206) 7465068 April 14, 1988 Attention: Mr. Joseph S. Layman Regional Manager, Vice President RECEIVED CITY OF TUKWILA MAY 1 6 1990 PERMIT CENTER Liquefaction Assessment Proposed Seagate Development King County, Washington File No. 1199 -02 -1 Consulting Geotechnicas Engineers and Geologists INTRODUCTION We are pleased to present the results of our liquefaction assessment at the above — referenced site. We previously presented the results of our foundation investigation for the project in our "Report, Geotechnical Engineering Services, Proposed Seagate Development, King County, Washington" dated November 24, 1987. • King County issued a Mitigated Determination of Non — Significance for the project, dated March 15, 1988, in which they requested that the potential for soil liquefaction and potential magnitude of resultant settlement be addressed. At your request, we reviewed the data obtained during our previous studies to assess the liquefaction potential and related settlement of structures at the site. SITE CONDITIONS The ground water table was measured at about Elevation +1.0 (MSL) during our referenced study which is generally about 14 to 20 feet below existing site grades. The elevation of the ground watermay be slightly • . Geo ;o Engineers Bedford Properties, Inc. April 14, 1988 Page 2 higher during wet seasons. However, it has been our experience that the static seasonal ground water table elevation is not significantly higher than that observed. The upper 7 to 14 feet of site soils encountered during our explora- tion program generally consist of fill that was placed in the 1970s and early 1980s by a local excavating company under a King County grading permit. Based on the results of our borings and test pits, most of these fill soils consist of silt or sand with a high silt content above the water table. The underlying soils to significant depths consist of Duwamish River alluvial deposits. Based on the results.of our borings and Dutch cone penetrometer probes, the alluvium consists of interlayered sequences of -fine sand with a variable silt content, fine sandy silt and clayey silt. These Boils typically possess a high silt content and /or high relative density. However, some localized zones of loose fine sand were occasionally noted. These zones were limited to less than 5 feet in thickness and do not appear to be continuous between explorations. CONCLUSIONS Liquefaction potential at the site is dependent on numerous site parameters including soil grain size, grain shapes, soil density, site geometry, static stresses, as well as the duration and magnitude of the design earthquake. We have assumed a 7.5 magnitude earthquake developed for the West Seattle - Duwamish Bridge design as the design earthquake. There are some localized zones of saturated sands that are poten- tially liquefiable during the design event. However, based on our explorations, these potentially liquefiable zones are relatively thin and are laterally and vertically discontinuous. The site is also mantled with the relatively thick layer of unsaturated fill soils with a very low susceptibility to liquefaction. Under these conditions, it is our opinion • Geo : Engineers Bedford Properties, Inc. April 14, 1988 Page 3 that there is a very low risk of structural damage and significant settlement to the proposed development as a result of liquefaction at the site. We trust this letter serves your current needs. Should you have any additional questions, please do not hesitate to call. Yours very truly, J. Robert Gordon Project. Engiineer cti /v ' .Jack K. Tuttle Principal JRG'JKT :wd Two copies submitted cc: Mr. Paul Konrady Wilsey & Ham ... P.O. Box C- 97304, Bellevue, WA 98009-7730 Mr. Dave Kehle, Architect 12878 Interurban Ave S, Seattle, WA 98168 GeoEngineers,.Inc e • REPORT GEOTECHNICAL ENGINEERING SERVICES PROPOSED SEAGATE KING COUNTY, WASHINGTON FOR BEDFORD PROPERTIES, INC. ecEngtneers Incorp►orat 1 • ( r (206) 746.5200 Fax (206) 746.5068 2405 • 140in Ave N E. Be,ievue. WA 98005 Bedford Properties, Inc. c/o Kidder, Mathews & Segner 12886 Interurban Avenue South Seattle, Washington 98168 Attention: Mr. Joseph S. Layman Regional Manager — Vice President November 24,1987 liztorg: GeoEngineers Incorporated Consuiung Geotecnn,cai Engineers ano Geologists We are pleased to submit our "Report, Geotechnical Engineering Services, Proposed Seagate Development, King County, Washington." You provided written authorization for these services in a letter accompanying a signed copy of our proposal dated August 28, 1987. The scope of our services was outlined in our proposal letter dated August 26, 1987. We previously presented our "Report, Preliminary Geotechnical Studies, Rosatto Butler Site, East Marginal Way. South and SR 599, King. County, Washington," dated August 13, 1987, for this property. At your request, we have forwarded copies of this report to the parties indicated below. We appreciate this opportunity to be of further service to you on this project. Please contact us if you have any questions regarding this report or other aspects of the project. We look forward to assisting you during the detailed design and construction phases of the Seagate project. Yours very truly, GeoE : ineers, Inc. Mr. Gerald Kirkpatrick /BCI General.: Contractors Mr. Steve Gwinn /SSG Corporation INTRODUCTION SCOPE SITE CONDITIONS SURFACE CONDITIONS SUBSURFACE CONDITIONS USE OF THIS REPORT SITE PLAN FIELD EXPLORATIONS BORINGS DUTCH CONE PROBES TEST 'PITS T A B L E O F CONTENTS CONCLUSIONS AND RECOMMENDATIONS GENERAL SITE PREPARATION FILL PLACEMENT PRELOADING FOUNDATION SUPPORT FLOOR SLAB SUPPORT RETAINING WALLS PAVEMENT DESIGN DRAINAGE CONSIDERATIONS RIVERBANK STABILITY AND SETBACK CONSIDERATIONS List of Figures APPENDIZ A Page No. 1 2 3 3 4 6 6 7 8 10 11 12 13 13 14 15 16 Figure No. Page No. A -1 A -1 A -2 A -2 Ge .Engineer Incorporatec SOIL CLASSIFICATION SYSTEM KEY TO BORING LOG SYMBOLS LOGS OF BORINGS LOGS OP DUTCH CONE PROBES LOGS OF TEST PITS TABLE OF CONTENTS (PAGE 2) Lint of Appendix A Figures Page No. LABORATORY AND FIELD TESTING B -1 Lint of Appendix B:Pigurea Figure No. GRADATION CURVES 8 DIRECT SHEAR TEST DATA'. B 3 • CONSOLIDATION TEST. RESULTS B 4;thru 13-6 Figure No. A -1 A -2 A -3 thru A -16 A -17 thru A -28 A -29 thru A -34 REPORT GEOTEGflNICAL ENGINEEERING SERVICES PROPOSED SEAGATE DEVELOPMENT KING COUNT!, WASHINGTON FOR BEDFORD PROPERTIES, INC. INTRODUCTION This report presents the results of our geotechnical engineering services for the proposed Seagate Industrial Development along the Duwamish River in King County, Washington. The site is bounded by the Duwamish River, East Marginal Way South, SR 599 Highway and Pacific Highway South. The site is shown, with respect to adjacent features, on Figure 1. Historical data including past site usage were presented in our "Report, Preliminary Geotechnical Studies" dated August 13, 1987. Briefly, the site was primarily used for farming prior to 1970. Three buildings appear to have been erected at the northeast corner of the site in 1978 and have subsequently been removed with the exception of a small timber -frame portion of a building that remains at this time. The site was also actively filled during the late 1970s and early 1980s by a local excavating company under a King County grading permit, as discussed in the aforementioned report. The King County permit dictated that the fill was to consist of earth fill ranging from pit run gravel to clay with some broken asphalt and concrete. The fill was to contain no wood or garbage debris and broken concrete and asphalt was to be mixed with at least 50 percent soil. Since a King County shoreline permit was never obtained, we assume that no filling was accomplished within 200 feet of the river during this grading episode. The president of the earthwork con- tractor indicated most of the fill was soil from various job sites around the Seattle area and that it contained very little concrete, asphalt or other debris. Compaction was limited to dozers spreading the fill and the truck traffic traversing the site. Figure 2 presents a 1976 topographic map obtained from the King County grading file. It appears the earthwork contractor, Boulevard Excavating, Inc., prepared this map prior to filling the site. GeoEngineers Incorporated Neither specific grading nor development plans for the purposed project are available at this time. It is our understanding that one- to two -story concrete tiltup structures are anticipated, some with dock -high floors. Several of the buildings may have gross areas of on the order of 100,000 square feet. Access to the site will be gained from East Marginal Way South near South 116th Street. SCOPE The purpose of this phase of our services is to develop design criteria and performance estimates for the geotechnically- related aspects of the project. Our specific scope of services includes: 1. Exploring subsurface soil and ground water conditions by a series of explorations which includes test borings, Dutch cone probes and test pits. 2. Evaluating pertinent physical and engineering characteristics of the foundation soils from the results of laboratory tests per- formed on samples obtained from the explorations. 3. Evaluating the fill on the site to determine its general state of compaction and to recommend the extent of any reworking which may be needed to provide satisfactory foundation and subgrade support. 4. Evaluating whether or not consolidation of underlying compressible soils under the weight of the fill now in place is complete and estimating the magnitude and rate of settlements which will result from new areal loadings imposed by fill and building loads. 5. Developing foundation design requirements and performance estimates for shallow spread footings for the proposed structures. 6. Providing recommendations for yard area grading and pavement design sections. 7. Evaluating the riverbank stability for the existing conditions and for rapid drawdown conditions following a 100 -year level flood and recommending the need for any reshaping of the slope or revetment work for slope protection. 2 GeoEngineers Incorporated SITE CONDITIONS SURFACE CONDITIONS The site is relatively flat and comprises approximately 27.7 acres. The site is devoid of signs of previous occupancy, with the exception of the northeast portion along the Duwamish River. This portion of the site exhibits primarily gravel surfacing as well as some asphalt pavement and a slab -on -grade which remains from a recently removed steel building. The timber -frame office portion of this structure was still in placed as of September 1987. At the west end of the gravel surfaced area, a debris pile, primarily of concrete and wood, exists. The northwest portion of the site supports considerable dense vegeta- tion, including tall grass and deciduous trees. A primitive road enters the property from the south abutment of the Pacific Highway South bridge and follows the top of the Duwamish River bank to the north /south drainage Swale entering the property. The northwest portion of the site was apparently not filled during the previously discussed grading period due to the lack of a King County Shoreline Permit. As such, this is generally the lowest area of the site and supports the oldest vegetation. The majority of the remainder of the site is relatively flat or gently sloping as a result of the past grading efforts. Vegetation is in various stages of reestablishment ranging from essentially nonexistent to relatively thick. Significant drainage ditches exist along the perimeter of the site. Another drainage ditch extends in an east -west direction along the south border of the northeast portion of the site (previous Butler Sealant Site). It appears that the drainage is sloped to the north /south drainage swale entering the property at the Duwamish River. The bank of the Duwamish River was observed during the previous study at an Elevation -2.0 -foot tide. Thick vegetation exists along the river bank along the top of the slope to about ordinary high tide level, masking surficial conditions. No significant riprap or erosion protection was observed. The inclination of this portion of the river bank varies from about 1.5H:IV (horizontal to vertical) to near - vertical. Most of the bank is near - vertical to about 1:1. Some localized undercutting of the bank has 3 GeoEngineers Incorporated yl occurred near the ordinary high tide level. In addition, localized surfi— cial sloughing or slumping has resulted in the movement of blocks of soil and vegetation onto the lower portion of the riverbank which typically is much flatter below mean sea level. The river bank below the ordinary high tide level is devoid of vegeta— tion. Silty fine sand /fine sandy silt is exposed (see sieve analysis results in Appendix B). Considerable concrete, half—buried wood and metal debris exists along this area and is exposed at lower tide levels. Based on visual observations, the slope below the high tide mark to mean sea level, an elevation difference of about 6 feet, varies from near — vertical to about 2H:IV where it continues from about IH:1V to 3H:1V to the low tide level. We were not able to observe the mudline below the low tide level. However, it appears to flatten out in some areas and continue sloping in others. SUBSURFACE CONDITIONS The subsurface conditions at the site were explored with a program consisting of 5 hollow —stem auger borings, 5 Dutch cone probes, and 15 test pits. The locations of the explorations are shown in the Site Plan, Figure 1. Details of the field exploration program as well as the explor— ation logs are presented in Appendix A. Details of the laboratory testing program are presented in Appendix B. The results of the laboratory program are presented in both appendices, as appropriate. The site is located in the relatively broad alluvial valley of the Duwamish River. Based on review of aerial photography as discussed in our previous preliminary report, it appears that the river location in this particular area has been relatively stable during this century. However, we expect that the river has meandered throughout the valley floor since the last period of continental glaciation resulting in rather rapidly changing subsurface conditions. In addition, most of the site was filled with a considerable depth of waste soils for a period on the order of five to seven years. Figure 2 presents a topographic map that appears to have been prepared by the earthwork contractor prior to this filling episode. The depth of the fill soils varies. The shallowest fill depths, generally on the order of a few feet, are located along the north margin of the property near the Duwamish River. Since a King County Shoreline Permit 4 GeoEngineers Incorporated was not obtained during the recent grading episode, we assume any fill that does exist within 200 feet of the Duwamish River was placed at an earlier date. We would expect the least ground modification due to the effects of filling in the northwest portion of the site. Some regrading was accomplished in northeast portion of the site where the Butler Sealant operation was located. The greatest depth of fill along the north margin was encountered towards the northeast portion of the site where Test Pit 13 encountered 8 feet of fill including car parts, bed springs and miscel— laneous debris. Boring 1 in the same vicinity, encountered silty fine sand with occasional clods of silt, which may also be fill, to a depth of 11 feet. The explorations across the remainder of the site encountered from about 7 to 14 feet of fill. The fill was not penetrated in Test Pits 1, 2 and 8 due to refusal on concrete fragments or difficult digging conditions. The fill soils range from silt to silty sand with gravel (glacial till). With the few exceptions noted on the exploration logs, no significant organics were observed in the fill. Occasionally a 1 —foot layer of organic fill and grass was observed. A limited quantity of debris was noted in the fill. This debris generally consisted of construction materials from building demolitions and included brick, asphalt or concrete fragments less than 2 feet in diameter. Exceptions are Test Pits 1 and 8 where refusal was encountered at depth apparently on large concrete fragments. It appears that some of the material placed at the bottom of the fill may have included considerable debris. This may have been used to aid in "bridging" over the soft native surficial soils. The fill was reportedly placed in an "uncontrolled" manner, i.e., no compactioe effort other than by track — rolling with the bulldozer and wheel compaction by the dump trucks. The results of our density tests confirm this condition with compaction varying from about 83 to 88 percent of the maximum dry density based on ASTM D-1557. The top of the fill generally possesses the higher densities, primarily due to desiccation. A decrease in density was noted with depth. The native soils below the fill generally consist of low — density fine — grained materials typical of alluvial depositional environment. The original grass mat was observed in many of the test pits. Toward the 5 GeoEnglneers Incorporated Duwamish River, the native soil ranges from a loose fine sand with a variable silt content to a fine sandy silt. More typically, fine sandy silt to clayey silt with variable organic content was encountered below the fill. The organic content was extremely variable from fine - grained soils with a trace of organic matter to peat. The peat was generally observed within the soil matrix rather than as a discrete layer. Discrete layers of organic soils were observed at some locations. The organic layer was encountered roughly from mean sea level to the high tide level. Gray fine or fine to medium sand with a variable silt content was generally encountered below this layer at about mean sea level. This unit • grades to a fine sandy silt and generally extends to between Elevation -35 and -45. An exception was noted in Dutch Cone P -1 where sand extends to approximately Elevation -60. The density is extremely variable ranging from very loose to dense. These more granular strata typically overlie a relatively thick soft clayey silt which was encountered between Elevation - 60 to -74. Medium dense to very dense sands grading to sandy gravel were encountered in the deepest explorations varying between Elevation -60 to- 80. The ground water conditions encountered during our exploration program are indicated on the exploration logs. It should be noted that the explora- tion program was conducted during the late summer /early fall season after a very dry year. Standpipe piezometers were installed in Borings 2 and 5 to provide ground water data for riverbank stability studies. Water levels were subsequently measured at about Elevation +1.0 on September 23, 1987. Fluctuations in the level of the ground water should be expected. We anticipate the levels may be higher during the spring. Due to the random nature of the fill soils, the ground water conditions could also vary locally across the site. CONCLUSIONS AND RECOMMENDATIONS GENERAL The subsurface conditions across the majority of the site consist of a layer of "uncontrolled" fill soils overlying relatively soft compressible alluvial soils to depths of on the order of 100 feet deep. Most of the consolidation of the compressible soils due to the weight of the existing 6 GeoEngineers Incorporated fill has occurred. However, additional consolidation, both within the existing fill and the native compressible soils will occur when new loads are applied. Based on our analyses, we estimate that from 1 to 3 inches of settlement could occur from typical concrete tiltup building floor and column loads with shallow spread footing and slab -on -grade support at existing grades. experience larger Final grades at this writing. ficantly changed. for the project, light of these located in areas Buildings with dock -high floors would be expected to settlements. and specific development plans have not been established We have assumed that existing grades will not be signi- We conclude that the planned structures can be supported on shallow- spread footings provided that site preparation work includes excavation of portions of the existing fill and placement of structural fill on which to support footings. Use of a preload program to reduce postcon- struction settlements may be appropriate. It will be beneficial to ac- complish the earthwork phase of construction as far in advance of building construction as practical to maximize the benefits of any preloading. The on -site soils are too fine- grained to be workable during wet weather; there- fore, any grading during the wet season, such as the planned spring startup will require use of imported granular borrow soils. In considerations, we suggest that dock -high buildings be where the existing grade is higher and the adjacent areas be cut down to provide dock -high access. This procedure would also reduce settlements and preload requirements. SITE PREPARATION The on -site fill soils consist of moisture- sensitive silts or silty sands such that use of these materials as structural fill will not be possible during wet weather. If earthwork can be completed during the drier summer months, it should be possible to use at least some portion of the existing fill in the structural fill to minimize grading costs. Moisture conditioning of the fill soils should still be expected. Vehicular access is good to the site during the late summer and early fall months due to desiccation at the surface; however, we anticipate that it will be very difficult to operate equipment across the site during wet weather. 7 GeoEngineers Incorporated • All trees, brush and vegetation with significant root mass should be removed from building and pavement areas. The depth of stripping will be minimal toward the south portion of the site where vegetation has not reestablished itself significantly. The greater stripping depths will be in the dense brush and tree area towards the northwest corner of the site outside of the area of recent filling. If more than 2 feet of structural fill soil is to be placed in this area, the grass should be cut as short as possible and cuttings removed. The sod can be left in place provided it is on the order of only a few inches thick. If site preparation is performed during wet weather as presently anticipated, stripping should be done using lightweight construction equipment operating on the sod layer. Equipment should be kept off the exposed subgrade surface to avoid disturbance. The subgrade should be evaluated by proofrolling under the observation of a representative from our firm to determine if there are localized areas of soft or deleterious soils which need to be replaced. Proofrolling should not be done in wet weather or when the ground is saturated. Any soft areas should be excavated and replaced with clean pit run borrow as recommended by our representative. Temporary roads will be required for access to construction areas during wet weather. Our experience suggests that 18 to 24 inches of sand and gravel with less than 5 percent fines, crushed rock or quarry spalls will be necessary for construction equipment. It may be desirable to place geotextile fabric on the subgrade, especially in soft areas, to minimize mixing of the subgrade and road subbase materials and to reduce pumping and weaving. Due to the quantity of material that may be necessary to construct the haul roads, we suggest the haul roads be placed at permanent road locations wherever possible. Subsequent to construction, adequate weather conditions, and /or any repair work necessary, fine grading and paving could occur. PILL PLACEMENT We recommend that all footings and floor slabs bear on at least 2 feet of structural fill. Depending on finish grades, this may require excavation of existing fill soils beneath footings and /or floor slabs. Especially for dock —high buildings, this procedure should be accomplished prior to placing 8 GeoEngineers Incorporated the preload to reduce the amount of excavation into the structural fill pad after preloading is complete. Care will have to be exercised to minimize subgrade disturbance if this is done during wet weather. Select granular fill with less than 5 percent fines (based on that portion passing the 3/4 inch sieve) will be necessary along with careful control of surface runoff to avoid ponding in the excavations along footing lines. Alterna— tively, the excavation beneath footings could be accomplished subsequent to preloading. This may be preferable if final building foundation plans are not completed prior to earthwork. We recommend that all structural fill placed during wet weather consist of well — graded pit run sand and gravel not exceeding 4 inches of size. The fill should be free of organic matter and other deleterious material. The fines content (material passing the No. 200 sieve, based on the minus 3/4 inch fraction) should not exceed 5 percent. Preload fill that will be used subsequently for grading yard areas, should also meet this criteria. On— site soils may be used during dry weather if at the proper moisture content and free of organics and other deleterious material. However, the construc— tion schedule should be such that these fills will be protected by a layer of granular fill, paving or floor slabs before the following wet season. If not, these fills could be easily disturbed by any construction activity. Structural fill placed within the foundation, slab or pavement areas should be placed in horizontal lifts 10 inches or less in loose thickness. The initial lift may need to be somewhat thicker and compacted without vibration in order to reduce the chance of causing pumping in the subgrade soils. Each subsequent lift should be uniformly compacted with vibratory equipment to at least 95 percent of the maximum dry density as determined in accordance with the ASTM D -1557 test method. Where building pads are being prepared prior to preloading, we recom— mend that the fill be placed and compacted to at least the design finished floor elevation to allow for fill settlements. If building grades are near existing site grades, the preload could be placed without any preparatory work for foundation support so that the excavation and replacement with structural fill could be accomplished during the drier summer months. 9 GeoEngineers Incorporated PRELUDING The use of a preload program to reduce postconstruction settlements on a specific building site may be appropriate. This will depend in large part on variations in the thickness of fill required to establish finished floor grade, the time this fill can be left in place before building construction, and the amount of postconstruction settlement which is acceptable. Further information on finished floor grades and projected earthwork and building construction schedules is needed to evaluate the need for preloading. If a preload program is considered necessary, we recommend that the building areas be preloaded with one foot of fill for each 100 psf of design floor load. This fill surface should extend at least 5 feet beyond the footprint of each building and then slope down at the natural angle of repose. If future building additions are contemplated, the full height of fill (for the structural pad and the preload) should be extended at least 30 feet beyond the initially planned building footprint in the area of possible expansion. This fill is in addition to any fill required to bring building sites to design grades. Since plans are in the preliminary stages at this time, we recommend we be provided the opportunity to review the final plans with respect to an appropriate preloading program. The preload fill need be compacted only enough to provide trafficability. Fill settlements are expected to be variable due to the irregular deposition of compressible soils and the difference in existing fill thicknesses across the building areas. If existing grades are not significantly changed, we expect that 1 to 3 inches of settlement could occur from a 300 psf floor load. A relatively deep east /west ditch exists between the Butler Sealant property and the rest of the site. This area has been only nominally preloaded with respect to the existing fill depth around the ditch. Therefore, if a building footprint crosses the ditch, a specially configured preload fill is anticipated in this area to reduce differential settlements. In order to evaluate the magnitude and rate of fill settlements, we recommend that several aettlement monitoring plates be installed prior to placing any fill in the building areas. An example of a suitable settlement plate and a description of monitoring procedures are presented in Figure 3. 10 GeoEngineers Incorporated I • . • t. • • s• We will recommend appropriate settlement plate locations once building locations, dimensions and elevations are established. Initial elevation readings of the settlement plates must be obtained as soon as they are set and before any fill is placed. The elevations of the plates should then be determined twice each week during filling so that settlement progress in relation to the amount of fill in place can be defined. Relatively thick compressible strata were observed at many of the exploration locations. We expect that it may take on the order of six to eight weeks for a majority of the settlement to occur. We recommend that readings be obtained weekly after completion of filling. The results should be forwarded to our office promptly after each reading for evaluation. If the thickness of compressible soils varies significantly from that in our explorations, the actual preload period may have to be adjusted. The presence of the measurement rods which extend from the settlement plates through the fill will inhibit the mobility of earthmoving equipment to some extent. The contractor will have to exercise care to avoid damaging the rods. The construction documents should emphasize the importance of protecting the settlement plates and measuring rods from disturbance. Once the majority of the settlement has occurred, the preload fill can be removed from the building and either used to preload another of the building sites (if the construction schedule will permit sequential preloading) or for other site grading. FOUNDATION SUPPORT We recommend that all footings be founded on at least 2 feet of atructural fill. This fill should extend horizontally beyond each side of the footing a distance equal to the depth of excavation below footing subgrade. The fill should be placed in a minimum of two lifts and compacted auch that at least 95 percent of maximum dry density (ASTM D -1557) is achieved throughout the fill. All footings should be founded at least 18 inches below the lowest adjacent finished grade. Individual column footings should have a minimum width of 3 feet. Continuous strip footings should be at least 18 inches wide. In order to provide more uniform support and reduce differential settlements, we recommend that exterior foundations consist of continuous spread footings rather than isolated pad footings. 1 1 GeoEngineers Incorporated The footings should be designed for an allowable soil bearing pressure of 2500 pounds per square foot for dead plus long -term live loads. This value may be increased by one third when considering earthquake or wind loads. The use of spread footing support for buildings on this site is expected to be limited to high -bay (24- to 28 -foot clear) warehouse struc- tures and two -story office buildings. If multi -story buildings are con- templated, pile foundations will likely be necessary. Additional consulta- tion to identify the more favorable areas for use of pile foundations and to develop design criteria for these foundations will be required. Lateral loads can be resisted by friction on the base and passive resistance on the sides of the footings. Frictional resistance can be determined using 0.35 for the coefficient of base friction. Passive resis- tance can be determined using an equivalent fluid density of 250 pounds per cubic foot (pcf), assuming that the soils around the footings for a distance of twice the footing depth consist of structural fill compacted to 95 percent of maximum dry density. This value should be applied from one foot below the ground surface in areas which are not paved. In paved areas or beneath floor slabs, passive resistance can be calculated from the bottom of the slab. The above values incorporate a factor of safety of about 1.5. We estimate that postconstruction settlements of interior column and perimeter wall footings will be on the order of one half to one inch if column loads are less than 100 kips. We have assumed the conditions observed in our explorations are representative of the existing fill soils and no significant organics or organic debris are present. We recommend that the structures be designed to tolerate at least one half inch of differential settlement between adjacent column footings due to the variable subsurface conditions. Differential settlements up to one fourth -inch in 25 feet may be experienced along continuous wall footings. Approximately 50 percent of the postconstruction settlement should occur within about two weeks of load application. FLOOR SLAB SUPPORT All floors should be supported on at least 2 feet of structural fill. If the fill pad is placed prior to the preload fill, the pad fill surface should be recompacted after removal of the preload to redensify any areas 12 GeoEr !noon. disturbed during fill removal. We recommend that floor slabs be supported on a 4 -inch thick base course of crushed rock or clean sand and gravel with less than 5 percent passing the No. 200 sieve. A vapor barrier should be provided if the slab will be covered with tiles or carpet. If the slab surface will be exposed, it is our opinion that a vapor barrier is not needed provided that the base course is sufficiently coarse to act as a capillary break and yard drainage is directed away from slab -on -grade buildings. Assuming finished grades are within about 1 foot of existing grades, it is our opinion that postconstruction settlements subsequent to an appropriate preload program from typical warehouse floor loadings of 250 psf should not exceed 1/2 to 3/4 inch. Due to the depth of existing fill soils, we would expect differential settlements to occur over a broad area and be limited to less than 1/4 inch in 40 to 50 feet if relatively uniform areal loading conditions are maintained. RETAINING WALLS We recommend that the walls at the loading dock areas and any wing walls adjacent to the ramps to the loading docks be designed for lateral pressures based on an equivalent fluid density of 35 pcf. This assumes that the walls will not be restrained against rotation when backfill is placed, that the backfill consist of clean pit run sand and gravel as specified above, and that there will be provision for drainage of the pit run backfill behind the walls. An allowance of one foot of increased wall height for each 100 psf of surcharge (floor load) which may be imposed adjacent to the walls should be made. We recommend the fill be compacted to between 90 and 95 percent of maximum dry density within a 5 -foot one behind the walls. Overcompaction should be avoided. PAVEMENT DESIGN If roadway paving is accomplished in the late summer, this will minimize subgrade disturbance and enable use of less thick pavement sec- tions. However, the proposed construction schedule for this project may require most road work to be done during the normally wet seasons. Pavement subgrade areas should be stripped and proofrolled or otherwise evaluated as previously recommended. If the subgrade is wet, we recommend lightweight construction equipment be used to grade the subgrade surface; however, 13 GeoEngineers Incorporated equipment should be kept off the exposed surface to the fullest extent possible. In general, heavily loaded trucks should not be allowed directly on the subgrade, with the exception of utility installation. All utilities and utility ducts should be installed in advance of placing subbase fill. Utility trenches should be backfilled to pavement subgrade level with structural fill compacted as previously recommended. Temporary roads and layout area should be constructed by placing excess pit run fill. This material can be spread for use in other areas when final yard area grading is done. If road construction is done during wet weather, we anticipate that a subbase of select sand and gravel on the order of 18 inches may be required. Localized soft zones could require placing geotextile fabric and up to 24 inches of subbase to form a stable section. The base course and asphalt concrete (AC) section should consist of 6 inches of crushed rock and 3 inches of AC in roadway and loading dock areas. Automobile parking areas should have 4 inches of crushed rock and 2 inches of AC. If yard area paving can be done in the summer, we anticipate that the subbase section could be reduced to 12 inches after proofrolling and preparation of the subgrade to a firm, nonyielding condition. However, the low density of the existing fill can shorten the design life of the pavement section such that a thicker subbase section would provide better long —term performance. DRAINAGE CONSIDERATIONS We recommend the roads and parking areas be sloped to drain away from the buildings such that surface runoff is collected and carried off — site. Perimeter footing drains are not considered necessary unless any buildings or portions of buildings are lower than surrounding grades. Any perimeter footings should be connected to the storm drain system. Roof drains should also be connected directly to the storm drain system and not be inter —tied with any other subdrains. The existing site soils, especially the fills soils, are relatively impermeable. Any low areas or depressions will lead to ponding and a perched ground water condition. 14 GeoEngineers Incorporated 1 RIVERBANK STABILITY AND SETBACK CONSIDERATIONS' Our computer -aided slope stability analyses of the existing riverbank configuration indicate a marginally stable condition (factor of safety slightly above unity). Portions of the riverbank are locally oversteepened, which has resulted in some surficial sloughing and slumping. We understand a 30 -foot King County easement extending inland from the ordinary high tide level (Elevation 5.5) of the rive: will be incorporated into the project layout. A 16- foot -wide combined access road and public use pathway is to be part of the 30 -foot easement. We recommend that the riverbank be reconfigured to increase its overall stability. This should be done by resloping a portion of the bank and lowering the grade along the access road /pathway. The riverbank should be sloped back at 2H:1V (hori- zontal to vertical) from the ordinary high tide level (Elevation 5.5) to Elevation 11.0. This elevation should be maintained for the access road /pathway width to provide freeboard above the 100 -year flood level. A transition using a 2H:IV slope, rockery or other means should then be made up to parking lot elevation. If a rockery is used, the embankment may need to be reinforced if vehicles will be parked immediately above the rockery to conform to King County regulations. Our analyses indicate that this will result in a minimum factor of safety of 1.25 within the easement, increasing to greater than 1.4 in the parking area with this modified configuration. A factor of safety in excess of 1.5 is generated for potential failure planes that would intersect the nearest indicated building location. These safety factors are, in our opinion, reasonable for the development considerations. It should be noted that these safety factors are for the critical case of expected low tide level and high ground water condition - the rapid drawdown condition does not significantly affect the stability other than near the slope face within the saturated zone. The factor of safety for the portion of the riverbank below ordinary high tide level is indicated to be less than 1.2. We believe that any future localized slumping which may occur in this area would best be handled 15 Geo Engineers Incorporated as a maintenance item. Localized slumps can be excavated and replaced with appropriate sized rock using a small truck - mounted clamshell or other suitable equipment working from the access roadway. We recommend that the portions of the reconfigured riverbank within the easement which are not paved be hydroseeded, planted or otherwise protected from erosion immediately after grading. Since this area is only under water during a combination of a significant storm event and high tide, it is our opinion that further slope protection is not warranted. USE OP T tS REPORT We have prepared this report for use by Bedford Properties, Inc. and their agents in design gn of a portion of this project. The data and report 1 should be provided to prospective contractors for their bidding or esti- mating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. The project is in the conceptual stage at this writing. The final grades, building loads and configurations and their interaction with the existing site conditions will complicate some of the design considerations. As the design develops, we expect that additional consultation will be necessary to provide for modification or adaptation of our recommendations. We should be retained during the design phase to provide more detailed evaluations of settlement magnitudes and rates, for preload fill configura- i tions and to establish an appropriate monitoring program. These additional services should also include a review of the final design and specifications to see that our recommendations are interpreted and implemented as intended. The scope of our services 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. Due to the past filing and alluvial environment, variations in subsur- face conditions between the explorations should be expected. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation by our firm should be provided during construction to confirm that the conditions encountered are 16 GeoEngineers Incorporated consistent with those indicated by the explorations, to provide recommenda- tions for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifica- tions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No other conditions, express or implied, should be understood. 0 0 The conclusions and recommendations in this report should be applied in their entirety. We are available to review the final design and specifi- cations to see that our recommendations are properly interpreted. If there are any questions concerning this report or if we can provide additional services, please call. Respectfully. submitted, GeoEngineers, Inc.. J. Robert Gordon Pr , t Engineer X d J 7, K. Tuttle Principal JRG:JKT:cs Copyright © 1987 GeoEngineers, Inc., All Rights Reserved • GeoEngineen Incorporated SIT AF:72 ACRE nor.. ?: ; P. till tv %MI & 1.••• •■• •■•••• IP-11 TPP1f : A • • • • pRoxtr - SITE SITE PLAN 150 300 SCALE IN FEET VICINITY MAR./ EXPLANATION: - Iv - BORING LOCATION AND NUMBER TEST PIT LOCATION AND NUMBER P - 1 • PROBE LOCATION AND NUMBER 01■1 • GRAB SAMPLE LOCATION AND NUMBER 59 REFERENCE: DRAWING ENTITLED "PRELIMINARY, PLAT OF SEAGATE", DATED AUG. 1987, BY WILSEY L HAM, INC. tcrgrpl•ez FIGURE 1 I I illI a `t ,� Top o P topos ad EXlsUnp Paved e N rr� _ _ — --��� � _ _ J I Cm Access Road N 0 150 300 0 f I i / I I Existing Ditch EXPLANATION: —W -- ORIGINAL CONTOURS — PROPOSED CONTOURS d r - N 5 EXISTING TOP OF BANK State Highway DUWAMISH RIVER NOTES: TOTAL AREA = 28.5 ACRES FILL QUANTITY = 360,000 L.T. (PROPOSED) FROM KING COUNTY GRADING FILE 1998-71 BY BOULEVARD EXCAVATING INC. D „,0,10 River REFERENCE: DRAWING ENTITLED "GRADING PLAN FOR T.J.R.Z S. ", DATED 10/18/76, Geofnglneerf :Op Incorporated APPROXIMATE SCALE IN FEET 1976 RITE PLAN FIGURE 2 c • EXISTING GROUND SURFACE SAND PAD IF NECESSARY NOTES: 1.---ILA.12 GeoEnglneels MO Incorporated (NOT TO SCALE) MEASUREMENT ROD, 1/2" 0 PIPE OR REBAR CASING, 2" 0 PIPE (SET ON PLATE, NOT FASTENED) COUPLING WELDED TO PLATE SETTLEMENT PLATE, � 16" X 16" X 1/4" 1. INSTALL MARKERS ON FIRM GROUND OR ON SAND PADS IF NEEDED FOR STABILITY. TAKE INITIAL READ UIG ON TOP OF ROD AND AT ADJACENT GROUND LEVEL PRIOR TO PLACE— MENT OF ANY FILL. 2. FOR EASE IN HANDLING, ROD AND CASING ARE USUALLY INSTALLED IN 5 —FOOT SECTIONS. AS FILL PROGRESSES, COUPLINGS ARE USED TO INSTALL ADDITIONAL LENGTHS. CONTINUITY IS MAINTAINED BY READING THE TOP OF THE MEASUREMENT ROD, THEN IMMEDIATELY ADDING THE NEW SECTION AND READING THE TOP OF THE ADDED ROD. BOTH READINGS ARE RECORDED. 3. RECORD THE ELEVATION OF THE TOP OF THE MEASUREMENT ROD IN EACH MARKER AT THE RECOMMENDED TIME INTERVALS. EACH TIME, NOTE THE ELEVATION OF THE ADJACENT FILL SURFACE. 4. READ THE MARKER TO THE NEAREST 0.01 FOOT, OR 0.005 FOOT IF POSSIBLE. NOTE THE FILL ELEVATION TO THE NEAREST 0.1 FOOT. 5. THE ELEVATIONS SHOULD BE REFERENCED TO A TEMPORARY BENCHMARK LOCATED ON STABLE GROUND AT LEAST 100 FEE1 FROM THE EMBANKMENT. SETTLEMENT PLATE DETAIL FIGURE 3 APPENDIX A FIELD EXPLORATIONS The subsurface conditions at the site were explored by a field program consisting of a series of five borings, five Dutch cone probes and 15 test pits at the locations shown on the Site Plan, Figure 1. The exploration locations were determined by a field survey performed by Wilsey & Ham, Inc. after our exploration program. The elevations were determined based on their location with respect to topographic information presented on the referenced plat map. The explorations were conducted at various dates from September 4 through September 23, 1987 and are indicated on the individual exploration logs. BORINGS The borings were drilled with a truck - mounted continuous flight hollow stem auger drill rig. Four borings were originally scheduled for the project. However, Dutch Cone Probe P -5 encountered refusal at a relatively shallow depth and thus an additional boring near this probe location was advanced to explore the subsurface conditions at greater depth. The borings were continuously monitored by an engineering geologist from our firm. The soils were classified in general accordance with the classification system described in Figure A -1. A key to the boring log symbols is presented in Figure A -2. Representative samples were obtained using a 3- inch - outside- diameter split barrel sampler. This split barrel sampler was driven into the soil using a 300 -pound hammer free-falling 30 inches. The number of blows required to drive the sampler the last 12 inches or other indicated distance is recorded on the boring logs. The logs of the borings are presented in Figures A -3 through A -16. The boring logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. The logs also indicate the depths at which these soils or their characteristics change, although the change may actually be gradual. If the change occurred between samples it was interpreted. GeoEnglneers Incorporated All soil samples were brought to our laboratory for further exami- nation. Selected samples were tested to determine their engineering properties. The results of the moisture contents and dry density tests are presented on the boring logs. Other laboratory results are presented in Appendix B. DUTCH CONE PROBES Five Dutch cone probes were performed for this project by a local exploration company under subcontract to our firm. The equipment used for this test consists of a cone and friction sleeve which are advanced hydraul- ically by rods reacting against a truck. The static cone penetration test is performed as follows: (1) the cone is pushed down by an inner rod and the point resistance is recorded; (2) the cone and the sleeve are then pushed and their combined resistance is measured; (3) the cone resistance is subtracted from the total resistance to provide the frictional resistance. A direct correlation between point resistance and the bearing capacity of the soils is obtained. The relative density or consistency of the soil probed is empirically related to the cone resistance. Comparing the cone bearing capacity and the friction ratio (sleeve friction /cone bearing) provides an interpretive soil classification based on the Dutch cone soil classification chart prepared by J.H. Schmertman, 1969. The descriptive soil interpretations presented on the Dutch cone probe logs have been developed by using this classification chart as a guideline. Modifications to the classifications were developed according to correlations of soil types disclosed in the adjacent borings performed on the site and careful interpretation of the probe results. The detailed interpretive logs of the Dutch cone probes accomplished for this study are presented in Figures A -17 through A -28. TEST PITS Fifteen test pits were excavated at various locations across the site. The test pits were excavated to depths ranging from 9 to 17.5 feet using a rubber -tired Extendahoe under subcontract to our firm. The test pit explorations were continuously monitored by a geotechnical engineer from our firm who maintained a detailed log of the soils encountered, obtained representative soil samples, and observed ground water conditions. In A — 2 GeoEngineers Incorporated several of the test pits, nuclear densometer tests were performed to provide relative density information (see Appendix 8). A sample at the probe . location was returned to our laboratory to determine the in -situ moisture content. Large samples were also obtained at most locations to determine the laboratory maximum density. The percent compaction and moisture content are presented on the logs. Soils encountered were classified in general accordance with the soil classification. system shown in Figure A -1. The test pit logs are presented in Figures A-29 through A -34 COARSE GRAINED SOILS MORE THAN 60% RETAINED ON NO. 200 SIEVE FINE GRAINED SOILS MORE THAN 60% PASSES NO. 200 SIEVE NOTES: MAJOR DIVISIONS GRAVEL MORE THAN 60% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE SAND MORE THAN 60% OF COARSE FRACTION PASSES NO. 4 SIEVE SILT AND CLAY Lt0uI0 LIMIT LESS THAN 50 SILT AND CLAY LIOUIO LIMIT 80 OR MORE HIGHLY ORGANIC SOILS 1. Field classification la based on visual examination of soil In general accordance with ASTM 02488 -83. 2. Soil classification using laboratory tests Is based on ASTM 02487 -83. 3. Descriptions of soil density or consistency are based on interpretation of blowcount data, visual appearance of soils, and /or test data. <4 Geo Engineers RI incorporated SOIL CLASSIFICATION SYSTEM CLEAN GRAVEL. GRAVEL WITH FINES CLEAN SAND SAND WITH FINES INORGANIC ORGANIC INORGANIC ORGANIC GROUP SYMBOL GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT WELL- GRADEO GRAVEL. FINE TO COARSE GRAVEL POORLY - GRADED GRAVEL SILTY GRAVEL CLAYEY GRAVEL WELL - GRADED SAND, FINE TO COARSE SAND POORLY-GRADED SAND SILTY SAND CLAYEY SAND SILT CLAY ORGANIC SILT. ORGANIC CLAY SILT OF HIGH PLASTICITY. ELASTIC SILT CLAY OF HIGH PLASTICITY. FAT CLAY ORGANIC CLAY. ORGANIC SILT PEAT SOIL MOISTURE MODIFIERS: GROUP NAME Ory - Absence of moisture. dusty, dry to the touch Moist - Damp, but no visible water Wet - Visible free water or saturated. usually Soli 1s obtained from below water table SOIL CLASSIFICATION SYSTEM FIGURE A -1 LABORATORY TESTS: SOIL GRAPH: AL CP CS DS GS HA K M MD SP TX UC CA Atterberg limits Compaction Consolidation Direct shear Grain- size analysis Hydrometer analysis Permeability Moisture content Moisture and density Swelling pressure Triaxial compression Unconfined compression Chemical Analysis BLOW - COUNT /SAMPLE DATA: Wows required to drive Dames & Moore sampler 12 Inches or other indicated distances using 300 pound hammer falling 30 inches. ° P' indicates sampler pushed with weight of hammer or hydraulics of drill rig. NOTES: ,e GeoEng(neers RI/'; Incorporated Soil Group Symbol (See Note 1) 1. Soil classification system is summarized in Figure A -1. 2. The reader must refer to the discussion in the report text as well as the exploration logs for a proper understanding of subsurface conditions. Distinct contact between Soil Strata Gradual Change between Soli Strata Water Level Bottom of Boring 2211 Location of relatively undisturbed sample 12 0 Location of disturbed sample P Q Location of sampling attempt with no recovery 10 m Location of sample attempt using Standard Penetration Test procedures 40 Si Location of relatively undisturbed sample using 140 pound hammer falling 30 inches. KEY TO BORING LOG SYMBOLS FIGURE A -2 - SP BROWN FINE SAND WITH OCCASIONAL GRAVEL (MEDIUM DENSE, MOIST) (FILL) - - 13 a GRAY FINE SANDY SILT WITH OCCASIONAL COBBLES . (STIFF, MOIST) (FILL) — ..---"°-* SP- MOTTLED GRAY AND BROWN FINE SAND WITH SILT - SM ML AND FINE SANDY SILT wITH OCCASIONAL GRAVEL, COBBLES AND CHARCOAL (LOOSE, SOFT TO MEDIUM MD 13 102 6 in STIFF, MOIST) (FILL) - - ------- ML GRAY CLAYEY SILT (MEDIUM STIFF, MOIST) 6 - - MO, C 35 85 3 . _ BROWN FINE SANDY SILT AND SILTY FINE SAND ML (SOFT, LOOSE, WET) - SM . - MD 29 90 1 14 III - — SP • I- DARK GRAY FINE SAND (MEDIUM DENSE, WET) - 19 0 23 ID . 5 — , • Pt IS 0— L 0 5 10 1 2 3 3 4 0. e 0 TEST DATA • o C e CO • • I 2o Group m Symbol Note: Se* Figure A-2 for Explanation of Symbols re--10,91 GeoEnglneers 14■ Incorporated 1 ■Nt0 0. BORING NO. 1 DESCRIPTION Surfac• Elevation: 19.6 foot LOG OF BORING FIGURE A-3 ONO f 40 INN 45 — 60 — 55 — W = 60— x o. W 0 65— 70— 76— 50— • • 00 TEST DATA • e x. e V 00 MD 31 91 MD 27 94 e e 0 o E G roup mu to Symbol 19 fa 19 16 14 In 12 In 22 p '� - GeoEnglneers �op Incorporated SP SM Note:. Soo Figure A -2 for Explanation of Symbol° BORING NO.1 (Continued) S M nL (SAME AS ABOVE) WITH SILTY ZONES DESCRIPTION WITH OCCASIONAL x000 AND ORGANICS DARK GRAY FINE SANDY SILT AND. SILTY FINE SAND WITH OCCASIONAL" ORGANICS (LOOSE, MEDIUM STIFF, WET) LOG OF BORING FIGURE A -4 " S a (SAME AS ABOVE) " GRAY. CLAYEY SILT AND FINE SANDY SILT WITH A TRACE OF SHELL FRAGMENTS (SOFT TO MEDIUM - STIFF, WET) - MD 48 71 6 Y - 4 ■ - MD 37 84 2 . 4 11 . ....-"" SW GRAYISH -GREEN FINE TO COARSE SAND WITH SHELL - FRAGMENTS (VERY DENSE, WET) j4 a GW GRAY GRAVEL WITH SAND (VERY DENSE, WET) SP GRAY FINE TO MEDIUM SAND (MEDIUM DENSE " TO DENSE, WET) " 37 0 36 0-- • 0 80 85 9 9 W 1iJ u. -10 a w 0 TEST DATA • a b. 3 00 mu 0 F 00 Group Symbol BORING NO. 1 (Continued) DESCRIPTION Note: Soo Figure A -2 for Explanation of Symbols 1•j GeoEnglneers � Incorporated LOG OF BORING FIGURE A-5 0 ONO OMB 1 120 125 — ram TEST DATA b — ). L n . • ' • • 1 C �a — o 73 5 l it 0 J NO 00 mV MD 19 " 109 54 r e a E co Group Symbol Note; Sea Figure A -2 for Explanation of Symbols ,�� GeoEngtneers Incorporated BORING NO. 1 (Continued) (SAME AS AI10VE) DESCRIPTION BORING COMPLETED AT 125.0 FEET ON 9 / LOG OF BORING FIGURE A -6 - SM BROWN SILTY FINE SAND WITH OCCASIONAL PODS OF SILT (VERY LOOSE, DRY '0 MOIST) (FILL ?) - - MD 16 81 3 O - MD It. 85 4 O - - Sr DARK GRAYISH - BROWN FINE SAND WITH A TRACE - OF SILT (VERY LOOSE, WET) - - MD, DS 32 90 2 • - - SP- BROWN LAYERED FINE SAND WITH SILT AND SILTY - - AM FINE SAND WITH OCCASIONAL LENSES OF FINE - MD, 35 86 2 ■ SM SANDY SILT (VERY LOOSE, NET - I-- DS - - GS, 34 88 2 • 1 MD, DS SP DARK GRAY FINE SAND (LOOSE TO MEDIUM DENSE, ' - 6 O WET) . • S 12 go - T2 0 • 0 6 10 1 H ua W 2 E a 0 2 3 3 4 • at; •o TEST DATA • 0 � c o V C • — o 2U 00 c 0 • • Tx Group on Symbol GeoEnglneers tat� Incorporated. • BORING NO.2 DESCRIPTION Surface Elevation: 15.0 feet Note: Ss* Figure A -2 for Explanation of Symbols LOG OF BORING FIGURE A -7 ti 0 40 ti W N a. W 46— 60 • • -J 1 • - TEST DATA • — C 71; O p 3 Ci a e fie Q • • c • cou Group Symbol BORING NO.2 (Continued) DESCRIPTION 25 • 99 MO 28 90 12 • 15 II SM SM Not.: S.. Figure A -2 for Explanation of Symbol. _ GeoEngineerS ,Os incorporated (SAME AS ABOVE) DARK GRAY LAYERED FINE SAND wITM SILT AND SILTY FINE SAND WITH A TRACE OF ORGANICS (MEDIUM DENSE, WET) BORING COMPLETED AT 50.0 FEET ON 9/4/87 PIEZOMETER INSTALLED TO 50.0 FEET ON 9/4/87 DEPTH TO WATER MEASURED AT 14.0 FEET ON 9/23/87 LOG OF BORING FIGURE A -8 - - - 50- 3.:: SM BROWN SILTY FINE SAND WITH CONCRETE RUBBLE (FILL) - - ..-----' GRAYISH- ORANGE MOTTLED SILT WITH OCCASIONAL - ROOTS AND WOOD, OXIDIZED (SOFT, MOIST) - - - C 3 • _ MD 25 81 2 ® GRADES TO GRAYISH -BROWN CLAYEY SILT WITH - 'OCCASIONAL ORGANICS (SOFT, WET) - L GRAY FINE SANDY SILT WITH ORGANICS (SOFT - TO MEDIUM STIFF, WET) - i— MO 29 93 9 ■ - DARK GRAY FINE SAND TO SILTY FINE SAND WITH SP - SM OCCASIONAL ORGANICS (VERY LOOSE TO LOOSE, - - 2 111 - ML GREENISH -GRAY FINE SANDY SILT WITH A TRACE OF SMELL FRAGMENTS (SOFT, WET) - - y � MD 41 78 6 ■ SP - DARK GRAY FINE SANG (LOOSE TO MEDIUM DENSE;, WET) - 25 • - 3— ML GRAY FINE SANDY SILT WITH OCCASIONAL ORGANICS, WOOD AND SMELL FRAGMENTS (SOFT, WET) 2 ■ - 0 -- 0 5 10 1 2 3 3 4 TEST DATA • o c • 4 0 Tcu C to 0 0 0 • • 0 o i Group mu to Symbol GeoEnglneers RI Incorporated BORING NO.3 DESCRIPTION Surface Elevation: MO f••t Note: See Figure A -2for Explanation of Symbols "BLOW COUNT NOT REPRESENTATIVE LOG OF BORING FIGURE A -9 - _. - • i I —• '#D 3 14 86 MD 31 90 AL' . ., • 5 • 4 1 ■I o ■ 0 2 a ML SM ML GRAY LAMINATED FINE SANDY SILT AND SILTY FINE SAND WITH SOME FINE SAND WITH SILT AND - OCCASIONAL ORGANICS (SOFT, VERY LOOSE. WET) - - GRAY FINE SANDY SILT AND SILT WITH TRACES — OF SMELL FRAGMENTS (SOFT, WET) - - SILTY CLAY T0'CLAYEY SILT (VERY SOFT) . (LL 45, 'PI = .20) .. - FINE SANDY ZONE - SM S M ,/ GRAYISH - GREEN FINE'SANO WITH SILT AND A TRACE 0 40 46 60 65 6 TO T 6 TEST DATA • a to • 00 Xv 0 1.0 C O GeOEngineers w. Incorporated 0 a o Group aft) co Symbol 0 5HELL FRAGMENTS (VERY LOOSE G RADING TO Note: Sae Figura A -2 for Explanation of SymbolsE01 UM DENSE, WET) BORING NO. 3 (Continued) DESCRIPTION LOG OF BORING FIGURE A-10 00 85 9 0— 9S- 105- 110-+ 115- TEST DATA 2- r 7 • . c ,a: . c c ;O „ 0 o o coo mD 23 104 MD 28 94 MD 22 104 11 • 18 IN 25 • 62 ■ 50-* QC 4n . 49 ■ • a Group of Symbol 5? SW SP Nota: Sea Figura A -2 for. Explanation of . Symbols GeoEngineers ` H O incorporated BORING NO.3 (Continued) (SAME AS ABOVE) DESCRIPTION GRAYISH -GREEN FINE TO MEDIUM SAND WITH A TRACE OF SILT AND SnELL AND WOOD FRAGMENTS (MEDIUM DENSE, WET) GRAY FINE TO COARSE SAND (VERY DENSE, WET) FINE TO COARSE GRAVELWITM SAND (VERY DENSE, WET) GRAY FINE SAND WITH A TRACE -OF COARSE SAND (VERY'.DENSE, WET) BORING COMPLETED AT 113.5 FEET ON 9/8/87 OUE TO ARTESIAN 'FLOW AND HEAVE LOG OF BORING FIGURE A -11 0 5 10 1 2 3 3 TEST DATA • c • i �+ A e G AC • • c.) ...• • • 1— 0 o E Group • WQ w Symbol G For lneerporated BORING NO. 4 DESCRIPTION Surface Elevation: 17.0 feet Note: Sae Figure A -2 for Explanation of Symbols LOG OF BORING FIGURE A -12 ML BROWN AND GRAY MOTTLED FINE SANDY SILT WITH - OCCASIONAL GRAVEL, ORGANICS ACID BRICK FRAGMENTS (FILL) 5 • ' L BROWN ORGANIC SILT (SOFT, WET) - i— - - M BO ® - - ML GRAYISH -BROWN FINE SANDY SILT TO SILTY FINE - SM SAND WITH ORGANICS (MEDIUM STIFF TO STIFF, ' - G5, 32 88 8 SI WET) - 1_ MD SP DARK GRAY SILTY FINE SAND WITH OCCASIONAL ORGANICS (LOOSE, WET) - ' L GRAYISH -GREEN AND GRAY LAYERED FINE SANDY S— SM SILT AND SILTY FINE SANG WITH OCCASIONAL SMELL FRAGMENTS AND ORGANICS (SOFT TO - MEDIUM STIFF, LOOSE TO MEDIUM DENSE, WET) - 24 • SP DARK GRAY TO BLACK FINE SAND (MEDIUM DENSE 3-- TO DENSE, WET) 5 — - MO 31 91 31 • 0— 0 5 10 1 2 3 3 TEST DATA • c • i �+ A e G AC • • c.) ...• • • 1— 0 o E Group • WQ w Symbol G For lneerporated BORING NO. 4 DESCRIPTION Surface Elevation: 17.0 feet Note: Sae Figure A -2 for Explanation of Symbols LOG OF BORING FIGURE A -12 WWI 40 46— NA 50— 65-- 70— • 76— 80° • • TEST DATA • c • e O MO C o c MO 32 89 MO 53 70 o o m V 8 • S • 6 B 3 i 2 • 0 a E Group a Symbol • 3 • GeoEngineers � Incorporated • SM ML Note: See Figure A -2 for Explanation of Symbols BORING NO.4 (Continued) (SAME AS ABOVE) DESCRIPTION DARK GRAY SILTY FINE SAND AND FINE SANDY SILT WITP OCCASIONAL ORGANICS AND OCCASIONAL LENSES OF FINES AND (VERY STIFF TO LOOSE, SOFT TO MEDIUM STIFF, MET) ML CLAYEY. SILT WITM FINE SANDY LENSES (SOFT, WET) • LOG OF BORING FIGURE A -13 e0 86— 90— 96— MINN TEST DATA • - a. � c = c 00 '4V MD 35 86 • i - • �a oa o Group no Wu m Symbol 2 ■ 10 ■ 27 i Note: Ss* Figure A -2 for Explanation of Symbols • GeoEnglneers g� Incorporated SP BORING NO. 4 (Continued) (S.ME AS ABOVE) DESCRIPTION GRAYISH -GREEN SILTY. FINE SAND WITH SILT TO FINE SAND WITH A TRACE OF SILT AND SHELL FRAGMENTS (LOOSE TO MEDIUM DENSE, WET) GRAYISH -GREEN FINE TO MEDIUM SAND WITH A TRACE OF SILT AND SHELL FRAGMENTS (MEDIUM DENSE, WET) BORING COMPLETED AT 95.0 FEET ON 9/9/87 LOG OF BORING FIGURE A -14 IMO • 0 5--+ 10 -- 15— W W —20— a W o` 25— 30— 35- 40— 0 .00 J 1 TEST DATA • 0 C r • ; • s71 a o MD 6 81 MD 8 85 MD, 45 70 DS DS 26 96 MD, 51 76 05 05 27 91 MD 34 86 I CO V 7 8 ■ 4 • 15 • 2 is 28 2 ■ 2 � GeoEngineers �� Incorporated • • 2 Group a1 Symbol SM SM ML SP MI. BORING NO. 5 Note: See Figure A -2 for Explanation of Symbols DESCRIPTION Surface Elevation: 14.6 feet GRAY AND 9RONN MOTTLED SILTY FINE SAND WITH ROOTS (LOOSE, DRY) GRAY AND BROWN MOTTLED FINE SAND WITH SILT (LOOSE, DRY) GRAY AND BROWN MOTTLED FINE SANDY SILT AND SILT WITH OCCASIONAL ORGANICS (MEDIUM STIFF TO STIFF, DRY TO MOIST) DA °v GRAY FINE 70 MEDIUM SAND (LOOSE TO MEDIUM DENSE, WET) GREENISH -GRAY TINE SANDY SILT AND SILT WITH OCCASIONAL FIBROUS ORGANICS AND SHELL FRAGMENTS (VERY SOFT TO SOFT, WET) SP DARK GRAY FINE SAND (MEDIUM DENSE, WET) IM GRAY SILTY FINE SAND AND FINE SANDY SILT ML (VERY LOOSE TO LOOSE, VERY SOFT TO SOFT, WET) LOG OF BORING FIGURE A -15 6 OO • h oNIIP .r 40 45 50 -- TEST DATA C o o d o o Group aim 3u oo 00 m Symbol MO 29 91 4 • • Note: So• Figure A -2 for Explanation of Symbols mi l% GeoEnglneers Incorporated GORING NO. 5 (Continued) (SAME AS ABOVE) DESCRIPTION BORING COMPLETED AT 50.0 FEET ON 9/9/87 PIEZOMETER INSTALELD TO 50.0 FEET ON 9/9/87 DEPTH TO WATER MEASURED AT 13.0 FEET ON 9/23/87 LOG ,OF: BORING • FIGURE A -16 WIMP woo DEPTH FEET METERS r 0 0 O- 0 1 2 5 10 20 50 100 200 400 . I 5 � 2 10 15 20 25 30 35 40 45 3 4 5 6 7 1111•111•11N./1uNNIIIf/au111imnN11111■ NNINI•11111111 Illimu In ate■ NNINI Ni111111N�N1.u•111IIIIIIN�■ •N1•N1111111 11111.U1111111111��■ ��.a11111 ���ui11111111 ■1N■ NNININ■111111NNNiN ■11111111.■ 11•111111111111111111111 111110•111111 1111 ■ .1a•11111 �.u11111�111121M, ••1111•11111111111 1111•11111111111111121111121111 NNI•Nu11111 N1•i11111Ii1I11N11,■ NoNI■■111 i imma•111111111Nm■ NNI •2Nu11111NN/111N■ 1 N 111111IIN■ NNIN1��11111� 11111= NNININ•11111NN/N1111I11111IOIINNIO■ ■ N1N iN■11111 •I1•�11111111IIaN/• N NIN1u1111111■Maim •■111111111NN■ rNININ•111!r • 11111IIIiia�■ �N.�Illi'��.u1111111111■/■ N��Na1111 /NININ�•111111111N�■ wommiummommumminimm 11U =• NNmUU i11 NN ��111111111N ■ IM...II auk l MIN . ��I`�11111 � NNIm igii1111N • u111111111Nill■ I•\. - 1 =.11111 IIIINNI■ r11111N11111111r•:t�.M1111111111a11011■ �NIr�11111NN ■i:!IIIIIINN■ 1111111•11.a11111 ilim 1111113111a1111■ NNmNu1in imINi11f111MIINN• ■ NINIAi111111N��.u1111111�;INN1■ NNIrN�1111i____ ims11111111W10111111111 NNIrN�1i1/1N� rR1•111111111I/N■ Nf•��i111111N��NA•111mm�11�■ NM11N1N1111111N111•NI•U•11111:i1 Nom■ NNININa11111NNlraii•1111 N■ NNININ111101N���u•1111`i111u11111 �M.If11111 =111111111 :�� NNININ■11111NNIrr miming ■N■ 1•1111 u11111��� 1 11111im&i A NNi� 1 • NNININauuiNNN1� I u!! ::ii1N � ∎ �IIIII MEM N NI_N■ III MINN = ...CIIII�. 111111111121.. M1R•11111N•1•1111•1I1111 NNI1•NU11111NNIN1NR11111 l:!�m■ NNINIr.1111i�N1.■111i1� 11111 N■ NI•NIN•IIIIi N11•a /1111 111 all• NNININS11111NN1lluilU1111111111•111111• 1.1•. /1/111N�NI '111111 %aa NNININ •/IN NNI 1211111111=2111111111111111 11 U iii11Um■ NNI1•N•11111NN11111N■•111!::;ii r11111111. ■111111•NI/ ■1111111:!! 111• NNI�1•■1 /111NNIr. ■11 1111111•1•■ NNI11111. ■111111•1111112■11111111■1111•11■ rNI••11111••I•■•1•11111!11•N■ NNI11111. •111111• •■•I111111i:21111111■ NNI111. ■1111111111111111m■1111111111A11•■ IIIIIIIII ■ ■IIIIINI•N■ ■IIIIrIiiiI • ••••mmummumailmuirill alma NNI.1.111MINI 111111 111:x: MEM RUM 5 9 10 11 12 13 14 ..11.0‘ • I JAv • WIZ ;.LS•b ll•.+.ns.. .or_•... ..•. _ i. ea -. ?G• _ 9 17 CONE PENETRATION RESISTANCE — TON / SO. FT. — FRICTION RATIO 4 8 12 14 11111111111111 11111IIIIII111 1/11111111 111 11111111111111 1111111111111 11111111111l11 IIIIII11111111 11111111111111 11111111111111 11111111111111 11111111 11111 11111111111111 11111 11111111111111 11111111111111 II N!!!IIIIII IIIi111 111111 1111'111111111 111111111111111 11112111111111 11111hi:111111 11111111111111 1111111%111111 11111111111111 111111111111 111/1/11 1111 1111111111111 AI11111111111 '1111111111111 1111111111111 '111111/11 111 11 1111111111 1 1 111111111111 111111111111 111111111111 1111111111111 1111111111111 ► ►1111'11111111 x•11 11111111 111111111111 L 1111 1 1111111 1111111111111 til111111111 ►111111111111 1,111111111111 il111111111111 Ii111111111111 61111111111111 NIIIIIIIIIII 1111111111111 1111111111111 ►1111111•1111 1 1111111111111 111111111111 1111111111111 1 111111111111111 1111111 1111111 'A111111111111 1111111111111 SOIL INTERPRETATION SURFACE ELEVATION: 17.6 I••t PRtORILLED (CUttINIiS CONSISTED OF SILTY SAND WITH GRAVEL AND CONCRETE FRAGMENTS (FILL) SAIID (LOOSE) CLAYEY SILT (MEDIUM STIFF TO STIFF) (BECOMES SOFT) ORGANIC LAYER, APPROXIMATELY I FOOT SAND (DENSE) SILTY SAND LAYER, APPROXIMATELY } FOOT SILTY SAND LATER, APPROXIMATELY } FOOT (BECOMES MEDIUM DENSE) • M DEPTH CONE PENETRATION RESISTANCE FEET METERS --TON / SO. FT. - 4e- 14 1 2 5 10 20 50 100 200 400 1111111_1111\11111111111111__/1!i11111111__■ ■ ■IL dIIIIIII11i1 _ __ .11111111__. so 51.1.11.1111.111111 M1111111111111111111 MIS - 1 ./11111111_1_■ 1111 _1 ■1111111111__■ ��..-�_.I1111111II__■ la 1111111111111111110:11•1111110111111111111111111 ___1111111/.2111MR I1111111n._■ __ 11nl�lr� ■1111111111__■ __ •i 11111_ /rn ■11111__■ se T 7 ainniii i iIi: iiinii __11111 1111111111__■ 1II!IIIai 1 e 111111111•111111 Iiuu ..1111111111__■ ___.11 1/11111111___ SO __n11/1s___111111111_ 11 20 ■iU ll��/ 11111IIIIi TO . _ 1 �1 i III1! . 21 __.111p___ Eli 1111 =M■ �__.■•:n�__ 70 ■1111 1111__■ - _•11111 _ i 111111i1__■ _ �.. i •111 ra 1111 1111_1. 22 E1110111r11 11M 11))111 IIIII 111111 ___•11111 \�_■ 1111 1111__■ 7e- 23 !. ��__ ■111111111__■ ___.111i.■ 111111111111111111111MIMINII INM__/111!:i/NI1_R11111II111__■ 0 0 0 T -1 -1 n 0 T 0 s 11f co BO se- 00 02 24 1199 01•I'JKG ow ' — 11111111 ___.11111___ 111111111_x■ �__i11111_ __ ___U M11 —__N1 11 /11W__■ 25 ___•Ii111___R11/1111111__■ ___111111_�au ___ ■i /111_ 1 111 _ _■ 1•__111111_ 11 111111__■ 2e linnu 11Rii {IIIIii1 ___.11111__ 11111iIIII__r ___1i1111�__ 1111i11111__A _r_►II/111___ 11111111111111111111 27 ___Ilia:!!__■ 1111111111__■ 1111111__a1/111T•1111_a _ __ /! :ii1___ 1111111__■ ___ii:!111IIIIN_111 1111111111/_• s e _m►.ini_ 111111111__. 1 1 ��"�"�� 1111111 ■ FRICT ION RATIO 4 B 12 14 MINIM! 1.11111111111 11 11 1111111111111 /11111111111) 111111:2!!11 101111111111 11 1 ►,,11111 1111 11;11111111111 1:11111111111 1111111111111 1111 1/111111 11 1111 111111 lI!!�Gii /111 110111111 n M1111111 =11 /:!111111111 11 Glllllllll II =1111111111 1121111111111 11111111 =11 =I 11111111111111 011111111111 11,11111111111 11:1111111111 1 .1111111111 111 Il 11111111 I� 11111111111 1111111111111 61 111111111 1/1'111111111 1161111111111 1115111111111 11111111111111 IiIh.�!!1111 11111111:1111 II!1 1118111111111 1111111111111 11111111111111 111111111111 1100111111111 111111111111 III ►'1111111 i== =i == 1=51111111111 1 ll 11111//1 M11111111111 1111111111111 110111111111 1111111111 11 1111111111111 °I'l'ull 1111111111111 IIIh11111111 1111:11111111 1111111111111 1110111111111 II!i111111111 II►' 11 111111 SOIL INTERPRETATION 'ANDY SILT (VERY STIFF ,1N0Y SILT AND SILTY SAND (MEDIUM STIFF) SILT LAYER, APPROXIMATELY j FOOT SILTY LAYER, APPROXIMATELY 1 FOOT CLAYEY SILT (SOFT) SANDY LAYER, APPROXIMATELY j FOOT SANDY LAYER, APPROXIMATELY FOOT ( it a 0 a 0 0 a y • • DEPTH FEET METERS •2 - 2 •6 100 0 0 0 0 e 2 0 2 m ro 0 20 30 — 1!•v. . J -<M 7.2E'or CONE PENETRATION RESISTANCE -TON/SO, F T. - 5 10 20 50 100 200 400 nnan1/umm- n\:_g111111n.n1 rl■ ■Illlmr u 1''!III11= a " a 1i1 i l� � 'a a �1111111u 1 _ . 1i 11 1 1 M61111 1.11 R11111 _■ ■111 r1■ - 111111/i1111 11111111111111111111111111 I•11111111111 r111.111111111. �h111111��11111111111�MIN Marl= 111111.111111111111 MN ■1111 11111111111111n111 a 11. C 1 1 1 wow. m i 1� 1 1:: 111 II II =mum r111iu111111111111111 m11R11111___ ••11111111!111 it 1_1111a�� 1Waa 11111111111111 11110111h Mal Now iu111nn1�n.1111111111.n Ion11u■1111_- 11.111111111 ■� 11111111111111 1111111111111111 II 1.111011111111 � � 11.111111111111 / 11111■1111111111011•mu'11111111 a11_1 11111U111111 � r111U1111 �111■ 1 a *U111111 a 11 1 11111 1 1 a� a ii- a111NI IIIi IIaa _11r111111 11111 1111 w1111/1111� 111111111111111111 � ■ 11.1111114111M11111•11 n1111/111111 1 MI mumunlaan. .- _min11 n il niiaa r1mEnn1� in nInu111/1 nl a 111111111111111 aaai1111 11111111111•1111 1111 I111111II112 X11'1111 a 11111111111111 1.n nu 11111111. 11 1111111111.111 1111..19...... U II I IIIII R .. - 11O1111 1•111�n 1111111111.1 1111111111111111011111111 1111 �11a11 11��1111M11 : 1I 11111 mil 11 x11111 �{1 NB �IIIIMI 1��■ 1111111I11111111 nIn *11111n111nIn.1f11 Illlni 1■•11a11111nn�11 1111111111. 11111111/1/1 11 111 1 1111• aau11111�� u1111U as �1•n111111•�11>t11r1r 111111 11111111111111111111111111111M11 1111101111 111.1111111111rm11 1111l1111111� inau11111��1 1111111111111• 111ra � /1111M11 111111111111= mimmum111m111■ muumuu sum mi l 1mil..11111111I 1111. m ra11/11ra11 1111111111111 n111n1111/n/nIn111111111111nN• 1111r.1111111111111�u111111111111r• 1111111111111111111111111 111111111• FRICTION RATIO 4 6 12 14 SOIL INTERPRETATION (RAwELLT SAND (LOnSE Tn MEDIUM DENSE) (BECOMES DENSE) FROAF, TERMINATED AT 96 FEET DUE TO PRAr.TICAL REFUSAL , )N 9/5/87 11111111111111 1111111111111 1111111111111 111111111111= 11111111111 1 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 1111111111111 11111111111111 11111111111111 11111 1/111111 11111111111111 11111111111111 111111 1111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 111111111111 11111111111111 111111111 1111 //11111111n11 111111111 1111 1111111111111 11111111111111 1 111111111111 11111111111 11 11111111111 11 11111111111111 11111111111111 IIIIIIIII=1111 111111111 1 111 11111111111111 11111111111111 11111111111111 11111111111111 1111//11 11111 11111111111111 11111111111111 1110111111111 1111 =111111 11 1111 111111111 11111111111 111111111 1111 11111111111111 111111111 =1111 111111111 Illl 11111111111111 11111111111111 11111111111111 111111111111111 1111111111111 11111111111111 11111111111111 11111111111111 11111111111111 r 1.0.. •JR -. (T rid 8)— -- —' DEPTH CONE PENETRATION RESISTANCE FEET I METERS -TON /SO. FT. - 0- O I 2 5 10 20 50 100 200 400 5- 10 15 20• 25 30 35 40 45 MEI 1111111111111111 ill ■U■111ir■111111■ 111111111111111M ■ ..■.111� ■111111111 ■ ■■ 1111111111M1111 11111111111111 I• ■a■11111_ 1111111111111111111M ■a■■11111 /iNr ■1111g11r�� R.i 11 __a ha' Illil =u r� ■■ ■1111111 I ■■■ =•=1111•111111g1=1111•1111=11111111==1111 ii11111M-1 1 �...■11111�i/�■ u11111i11..■ = �Ulh 111 ∎� H■I lll H hI U 1•r 11■/1111�� *■11111111111■1•� ■rr■ii1111I ��ru011111111i ■ ■�i 11=1•1==1111 l ► =r 11111111 iiii ■ ommu m�1i:'•milll smut Emu _ ■1 _ I *■11111111 ■ ■■ �r■■1/111— l �= ■.11111 �ICaP'1111111 ■■ r ■1•■■1111NIM 11111h rm r11111r■1■� ■ i1111111�rr� ��1•I.11111 . .... ■■111m1..""�!m,■ ■l ....numm....unitiamm.". 111111111-111111111 ...r ■/11111 ■ ■ ■...mllnl_r■ ��•uii1 /_=.iu11iiwi ■mi i IIIIllIli!Ldh 111 l• ■��s 1ii11 Iammu ■mr■11111 •1■W ■1111111111■■ ■_ =11 U11111�ra:1UI111111I //1111111111011■ mommimmunimmiumasimumom 10 11 I2 13 14 11111111111111 11111111111111 11111111111111 I11►11lIllll11 1 �Sllllllllll 111'11 1111111 11 11111, 111 11 1 1 1 111111.111111 1 11111►illlllll iii 1111su u i IIIIIIICIIllll llll!:iil 111 11111111111111 1111111111111111 ll►.Illllll1l11 IlliO111111lll 111111 llllllll WIN I0111111 11111101111111111 III 12111111111 rulll11111 IIIIIIIIIII1ll 11111111111111 1111111111 III 11111111111111 111111 1111111 1 1111111 111111 1111111 111111111 1'1111111111111 11111111111111 11111111111111 1111111 _111111 1111111 11111111111111 1111111 111111111111111 111111111111111 11111111111 111 111111111111111 11111111111 III 171111111111 1 11 i 1111111 III: 1 1111111 11111111111111 ININEau111111 1111:;01111111 /1111111111111 1►`111111111111 1111111111111 1111111111 1 111 1E111111111111 111■11111111 1 11111111111111 1011111111111 FRICTION SOIL INTERPRETATION RATIO SURFACE ELEVATION: 4 8 12 14 20.6 1..1 P °tLRILLED AND RACK - FILLED WITH SAND : LAYEY SILT AND FINE SANDY SILT WITH SOME (RAIELLY LAYERS (MEDIUM STIFF TO STIFF) (FILL) CLAYEY SILT (MEDIUM STIFF TO STIFF) SANDY LAYER, APPROXIMATELY FOOT SANDY LAYER, APPROXIMATELY j FOOT .REC!1MES SOFT TO MEDIUM STIFF) SAND (LOOSE) tRECOMES DENSE) LAEcOMES DENSE) ..DF.COMES MEDIUM DENSE) (OEr•OMES LOOSE TO MI-.o I UM DENSE) t6El.OMES MEDIUM DENSE) SILTY LAYER, P.PPROI.IMATELY 1 FOOT (I.)OSE) ;:iLTY LAYER, APPROXIMATELY 7 FnoT :ILTY LAYER, APPRO.IMATELY FOOT Ere DEPTH FEET I METERS 46x14 2 0 0 0 s 0 60 m 66 60 66 70 76 60 66 60 16 16 17 16 16 20 21 22 23 24 26 26 27 .2 26 I1.. !Z •._ -.tG •av 1 • a0 - J7 -- CONE PENETRATION RESISTANCE - TON / SO. FT.- S 10 20 50 100 200 400 I mom IN d FRICTION RATIO 4 8 12 14 SOIL. INTERPRETATION 111.11111111111 11111111111 11 1111111111111 111111111111111 11111111111111 111111 1111111 11111111111111 11111111111111 0111111111111 11111111111111 11111111111111 11111111111111 11110111111111 WM111111111 11111111111111 16111111111 11 1 111111 11111 1 IIi1111111111I 11111111111111 li�`11111111111 11,,111111 1111 1111i91111111 1111E111111111 1111!1111111111 1111111111111 11111111111111 11111611111111 111111 1111111 611 111111111111 11111111111111 1111 11111111 1111 =111 11112 till III 1111. 1 111111 11111 1111111 1111M111111111 11111111111111 11ti 1/111111 1111111111111 1111'1111111111 IIII��Illlllll 1111 = 1 111 1/1111/11 1 11 11111,111111111 111'1111111111 111111:::::!111 11111111111111 tlllll111111�l 11111/1111 1 1 11111111111111 11111111111111 1 111111 111111 111111 111111 11111111111111 /111111111111111 1'1111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 f 111111111111 11111 111111 11 ■11111111 41111111111111 SILTY LAYER, APPROXIMATELY I FOOT (6ECOMES MEDIUM OENSF) !SILTY LAYER, APPROxIMATr.LY I Ffl(T GA!II)Y SILT AND/OR SILTY SAND (MEDIUM I.TIFF. LOOSE) f1.AY1!Y SILT (SOFT) POSSIBLE ORGANIC Lr AVER. APPROXIMATELY QOT AND (MEDIUM DENSE) (BECOMES DENSE) Is17•Ot•1 JKG 9•te.8 ' — fi 0 DEPTH FEET I METERS 02- 2e 2 �1� n// mum ■iu111111a a ■_■ IN Mil i Ill i I I I •I 0s' 29 1111.11.111.1111M1 ■/1 1 ■ // ■ 1I■111I1 .0.■■IUIII'M1 ■ �• ■.1I111 •l ■■■IIi►.Ilill /�■ 1111111• ■■11111 .11.■ ■11110ar■ 111111111111111111111111 11111111111111M1111111111 20 f•••■11111r..■■1111i 1.1.■ 1>••.■11111� ■111111111 i �r ��.■IIMII .. ■ 1/1111111 ► ..■ Too' •■•■11III ■ III ill i /. %■ �� 11 111�� � ■111 3 u � ■■ ui1111.1•■ 11111111111111111111 /111I1 �i>•• ■1111 ■■ 111 iiiil��■ i ■�.■■1111_ ■ 111 l• r.0 ■111111 NM 111111111111111111 1ii . 1106 • �� ■i111 M. ■111 II 1= __uIIuI_■ i 111111111111111111111111 III � ' 1111111111111111 1 f •_. ■11 � ■1• ■.11111�� 111111 1111■■ i•. ■■11111 •■■1111111i■ ■E . �:� uiii1,i��:�: •..■ III �• ■ ■■ 11111111■_■ ■•au111���ITII11 C�:a.uuI m :�� �:�u 1 �'u _ ■_.ulI1 Willararallit � ■ ■r■i1111 /.■11111 /IN ■I ...■1/1/1 ■■� ■1 I IIIIIIi■•■ ....Ciiiii %1 •I1•uiuIII_II• ! II!I11�1 :�A ■ ■•■11111■ 1.■ . � 0 0 a 2 e 0. 0 0 O 0 c 1 S 0 0 m 0 O m 1 CONE PENETRATION RESISTANCE - TON / SO. FT, - 5 10 20 50 100 200 400 �� %111 1.•1. =III � 1•..■I1111�. I li I1 U. ��.111.1�._ 111 • ■NI1•■ u 1 -1.1• II 11 ■•■ 111 11111111111111M111 11 1 1 1 11 ii.•■ ■� ■.1111 ■ 11111 ■ ■■ ■.■11111 ■ 111un .�� u.S111ha9 � .III 11111.1•. � ug1; Ii .=. r1••1■1111 1 �.. ■11111�� ■111111 ■ ■. �� ■■11111■ 1 I11i I 1 ■1•■ �.•■1/111�MIIIMU IIN1II.111111. ■ ■■■11II1=1111111■■1II11111ii ■•■ 1111111..■Ulll 111111■■IIIn11111.1111■ 11111111..■11I11111111111111.■1IIII1111.�■ �.. ■IIIII��.■I111I11111•�■ ��:U11111�1®mz�1 i;1i�•: ��� ■IIIII FRICTION SOIL INTERPRETATION RATIO 4 8 12 14 11111 11111111111111 11111111111111 111111 111111 11111111111111 11111111111111 11111111111111 11111111111 11 /1111/111 1I 1 1111 111 II 11111111111 I1 11111 11//1111 11111111111111 11111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 1111 /11111111 1111111111 111 11111111111111 11111111111111 11111111111111 11111111111111 111111111 111 1111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 1111111 111111 111111111 11111111111111 11111111111111 11111111111111 111111111 1111111111111 11111/111 1111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 /111111111111 (BECOMES VERY DENSE) (BECOMES MEDIUM DENSE TO DENSE) (BECOMES DENSE TO VERY DENSE) P)n9E TERMINATED AT 100 FEET ON 9/2/B7 FEET 0 r 0 0 O w 0 c -( n z 0 z 0 m ( O� DEPTH 5 10. 15 20• 25 30• 40 METERS _ I 2 45 2 3 4 6 e 10 12 13 14 � n1•(Iv; JRt - 7• id* Or' — CONE PENETRATION RESISTANCE - TON / SO. F T. - 5 10 20 50 100 200 400 FRICTION RATIO 4 8 12 14 11111111111111 11111111111 11 1111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111 ; :!!u111 1111111P:a11 111Ea11i11111 111:1111111111 11111711111111 11116111111111 111x,1 11111111 111 1111111111 111 1111111111 1111'011111111 IIIIIIIi!11111 1111111 :111111 1111111/1 1111 11111%1111111 11111 011111 111111 11111 11111 11111111111111 11111x!:111111 11111i:911111 II11•:a111111 IbIIIIIIIIIII 11,� 111111111111 1,11 11 1 1111 IgII1III III 1.11111 1 111 II1►IIII1IIIII 1111'1111111111 111/.1111111111 111111111111111 11111111111111 1111121111M 111 IIIIIIIIIIIIII 1111111111111 1111 =111111111 041 /11111/11 1 111 11111111 11111 111111111 II,1111I uli' SOIL INTERPRETATION SURFACE ELEVATION: 17.0 ts•t rrrnR!LLED AND RAI:EFILLED WITli 9AND {IAY'.Y SILT (SOFT) IAND LAYER, APPRO),IMATELY } FOOT BECOMES SOFT TO MFO111M STIFF (BECOMES SOFT) oRI.ANIL LAYER. Arppr'.AIMATELY I} FOOT ORT:ANIC LAYER, APPROXIMATELY } FOOT ',AND WITH SILTY SAND AND SILT LAYERS (LOOSE ' LAYEY SILT (VERY SOFT 70 ;OFT) :II.TT SAND AND SAND (DENS! TO VERY DENSE) PROOF. TERMINATED AT 47 FEET DUE TO PRACTICAL REFUSAL ON 'i /S /A: w w 0 DEPTH BELOW GROUND SURFACE (FEET) 0 - 3.0 3.0 - 5.0 5.0 - 8.0 8.0 - 9.0 0 - 2.5 2.5 - 7.0 7.0 - 9.0 9.0 - 11.0 THE ELEVATIONS AND DEPTHS ON THE TEST PIT LOOS, ALTHOUGH SHOWN TO 0.1 FEET, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FEET. GROUP SOIL CLASSIFICATION SYMBOL GeoEngtneers 'NW, Incorporated LOG OF TEST PIT DESCRIPTION TEST PIT 1 APPROXIMATE ELEVATION: 18.0 FEET BROWN SLLTY SAND WITH GRAVEL AND ASPHALT FRAGMENTS UP TO 2 FEET IN DIAMETER (MEDIUM DENSE, MOIST) (FILL) BLUISH -GRAY FINE SANDY SILT WITH GRAVEL (STIFF, MOIST) (FILL) DARK BROWN SLLTY SAND WITH GRAVEL, OCCASIONAL COBBLES AND MINOR CONSTRUCTION DEBRIS (LOOSE TO MEDIUM DENSE, MOIST) (FILL) LIGHT. BROWN SANDY SILT WITH GRAVEL (STIFF, MOIST) (FILL) TEST PIT TERMINATED AT 9.0 FEET ON 9/22/87 DUE TO . REFUSAL ON CONCRETE DEBRIS SAMPLE OBTAINED AT 3.0 FEET DENSITY TEST AT 3.0 FEET, 114 PCF DRY DENSITY WITH 13% MOISTURE CONTENT TEST PIT 2 APPROXIMATE ELEVATION: 19.0 FEET GRAYISH -BROWN SILTY SAND WITH GRAVEL AND ORGANICS AT 2.0 FEET (MEDIUM DENSE, MOIST) (FILL) CRAY FINE SANDY SILT WITH GRAVEL AND A TRACE OF CONSTRUCTION DEBRIS (MEDIUM STIFF, MOIST) BROWNISH -GRAY SILTY SAND WITH GRAVEL (MEDIUM DENSE, MOIST) (FILL) BROWN SAND AND GRAVEL WITH SILT (DENSE, MOIST) (FILL) TEST PIT COMPLETED AT 11.0 FEET ON 9/22/87 DUE TO VERY DIFFICULT DIGGING SAMPLES OBTAINED AT 4.0 AND 9.5 FEET DENSITY TEST AT 4.0 FEET, 89 PCF DRY DENSITY WITH 23% MOISTURE CONTENT DENSITY TEST AT 0.0 FEET, 104 PCF DRY DENSITY WITH 14% MOISTURE CONTENT LOG OF TEST PIT FIGURE A-29 to Oj DEPTH BELOW GROUP SOIL GROUND SURFACE CLASSIFICATION (FEET) SYMBOL TEST PIT 3 APPROXIMATE ELEVATION: 18.0 FEET 0 - 5.0 BROWN SILTY SAND WITH GRAVEL AND OCCASIONAL COBBLES (MEDIUM DENSE, DRY) (FILL) NOTE: BECOMES CRAY. MOIST AT 3.0 FEET 5.0 - 11.5 GRAY SANDY SILT WITH GRAVEL AND OCCASIONAL COBBLES (STIFF, MOIST) (FILL) 11.5 - 14.0 DARK CRAY SANDY SILT WITH ORGANICS AND CONCRETE FRAGMENTS (CRASS NOTED AT 11.5 FEET 14.0 - 17.0 OL DARK BROWN TO BLACK ORGANIC SILT WITH PEAT (MEDIUM STIFF. WET) TEST PIT COMPLETED AT 17.0 FEET ON 9/22/87 SAMPLES OBTAINED AT 3.5. 12.0 (23% MOISTURE CONTENT) AND 16.0 FEET (109% MOISTURE CONTENT) DENSITY TEST AT 3.5 FEET. 114 PCF DRY DENSITY WITH 12% MOISTURE CONTENT - 6.5 6.5 - 7.5 7.5 - 14.0 14.0 - 17.0 - 7.0 7.0 - 12.5 12.5 • 17.5 GeoEnglneers R o Incorporated LOG OF TEST PIT DESCRIPTION TEST PIT 4 APPROXIMATE ELEVATION: 20.5 FEET CRAY AND BROWN MOTTLED SANDY SILT WITH GRAVEL, OCCASIONAL ORGANICS AND CONSTRUCTION DEBRIS (MEDIUM STIFF TO STIFF, MOIST) (FILL) BLACK ORGANIC SILT WITH SAND (MEDIUM STIFF, MOIST) (FILL) CRAY AND BROWN SANDY SILT WITH GRAVEL AND OCCASIONAL CONSTRUCTION DEBRIS (MEDIUM STIFF, MOIST) (FILL) DARK BROWN SILT WITH VARIABLE ORGANIC CONTENT BRICKS AND CONCRETE DEBRIS TEST PIT COMPLETED AT 17.0 FEET ON 9/22/87 SAMPLES OBTAINED AT 5.0, 6.5. 14.5 (57% MOISTURE CONTENT) AND 16.0 FEET TEST PIT 5 APPROXIMATE ELEVATION: 18.5 FEET CRAY SILTY SAND WITH GRAVEL AND OCCASIONAL CONSTRUCTION DEBRIS (MEDIUM DENSE. DRY TO 3 FEET, MOIST) (FILL) GRAY FINE SANDY SILT WITH GRAVEL (MEDIUM STIFF. MOIST) (FILL) ML /OL CRAY SILT AND DARK BROWN ORGANIC SILT (MEDIUM STIFF. MOIST) TEST PIT COMPLETED AT 17.5 FEET ON 9/22/87 SAMPLES OBTAINED AT 3.0 AND 15.0 FEET (78% MOISTURE CONTENT) DENSITY TEST AT 3.0 FEET, 117 PCF DRY DENSITY WITH 16% MOISTURE CONTENT LOG OF TEST PIT FIGURE A -30 W DEPTH BELOW GROUND SURFACE (FEET) GROUP SOIL CLASSIFICATION SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT 6 APPROXIMATE ELEVATION: 17.5 FEET 0 - 2.0 CRAY SILT WLTH A TRACE OF SAND, GRAVEL AND CONSTRUCTION DEBRIS (STIFF. DRY) (FILL) 2.0 - 9.0 BROWN SANDY SILT WITH GRAVEL AND A TRACE OF CONSTRUCTION DEBRIS (ST/FF. MOIST) (FILL) WITH GRASS AT 8.0 FEET 9.0 - 12.5 CRAY SILT (SOFT TO MEDIUM STIFF. MOIST) (FILL) 12.5 - 17.0 ML DARK GRAYISH -BROWN SILT WLTH ORGANICS (SOFT. MOIST) NOTE: GRASS BETWEEN 12.5 AND 13.0 FEET TEST PIT COMPLETED AT 17.0 FEET ON 9/22/87 SAMPLE OBTAINED FROM 12.5 TO 17.0 FEET (44 TO 73% MOISTURE CONTENT) - 11.0 11.0 - 17.0 0 - 3.0 3.0 - 11.0 Geo Engineers RIO Incorporated TEST PIT 7 APPROXIMATE ELEVATION: 18.0 FEET CRAY AND BROWN MOTTLED SANDY WILT WITH GRAVEL AND OCCASIONAL CONSTRUCTION DEBRIS (MEDIUM STIFF TO STIFF, DRY TO MOIST) (FILL) POD OF ORGANICS FROM 7.5 TO 8.5 FEET ML /OL CRAY SILT WITH VARIABLE ORGANIC CONTENT (SOFT TO MEDIUM STIFF, MOIST) CRASS AT 11.0 FEET TEST PIT COMPLETED AT 17.0 FEET ON 9/22/87 SAMPLE OBTAINED FROM 15.0 TO 17.0 FEET (86% MOISTURE CONTENT) TEST PIT 8 APPROXIMATE ELEVATION: 18.0 FEET CRAY SILTY SAND WITH GRAVEL. WOOD AND CONCRETE DEBRIS (MEDIUM DENSE. DRY) (FILL) GRAY SILTY SAND WITH GRAVEL (LOOSE. MOIST) (FILL) TEST PIT COMPLETED AT 11.0 FEET ON 9/22/87 DUE TO CONCRETE LOG OF TEST PIT • FIGURE A -31. DEPTH BELOW GROUND SURFACE (FEET) 0 - 5.0 5.0 - 12.0 12.0 - 14.0 14.0 - 16.0 0 - 8.0 8.0 - 10.5 10.5 - 12.5 12.5 - 16.5 -�12 GeoEngineers *44.1100 Incorporated GROUP SOIL CLASSIFICATION SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT 9 APPROXIMATE ELEVATION: 20.0 FEET BROWN SANDY SILT AND SILTY SAND WITH GRAVEL, BRICK AND CONSTRUCTION DEBRIS (STIFF AND MEDIUM DENSE, MOIST) (FILL) CRAY AND DARK BROWN SILT WITH SAND, GRAVEL AND OCCASLONAL CONSTRUCTION DEBRIS (STIFF, MOIST) (FILL) ML CRAY SILT WITH SAND (VERY STIFF,MOIST) ML DARK CRAY SILT WITH A TRACE OF ORGANICS (STLFF. MOIST) TEST PIT COMPLETED AT 16.5 FEET ON 9/22/87 SAMPLE OBTAINED FROM 14.5 TO 16.0 FEET (50% MOISTURE CONTENT) TEST PIT 10 APPROXIMATE ELEVATION: 18.5 FEET BROWN SILTY SAND WITH GRAVEL AND OCCASIONAL CONSTRUCTION DEBRIS (MEDIUM DENSE. DRY TO MOIST) (FILL) GRAY SILT (STIFF TO VERY STLFF. MOIST) (FILL) DARK BROWN SILTY FINE SAND WLTH GRAVEL (LOOSE TO MEDIUM DENSE. MOIST) (FILL) BROWN SILT WITH A TRACE OF ORGANICS (SOFT TO MEDIUM STIFF, MOIST) GRASS FROM 12.5 TO 13.0 FEET TEST PIT COMPLETED AT 16.5 FEET ON 9/23/87 SAMPLE OBTAINED FROM 13.0 TO 16.0 FEET (63% MOISTURE CONTENT) TEST PIT 11 APPROXIMATE ELEVATION: 11.5 FEET 0 - 1.5 BROWN SILTY SAND WITH GRAVEL AND CONSTRUCTION DEBRIS (LOOSE, DRY) (FILL) 1.5 - 6.0 ML BROWN AND ORANGE MOTTLED SILT (MEDIUM STIFF TO , STIFF, MOIST) 6.0 - 9.0 ML /OL CRAY, DARK BROWN AND BLACK SILT AND ORGANIC SILT WITH PEAT (SOFT TO MEDIUM STIFF. MOIST) 9.0 - 13.5 OL GRAYISH -BROWN SILT WITH FIBROUS ORCANICS (SOFT, MOIST) 13.5 - 14.0 SM CRAY SILTY FINE SAND (LOOSE. WET) TEST PIT COMPLETED AT 14.0 FEET ON 9/23/87 SAMPLES OBTAINED AT 3.0 (36% MOISTURE CONTENT), 7.0 (125% MOISTURE CONTENT), 11.0 AND 14.0 FEET (81 -154% MOISTURE CONTENT) MAJOR SEEPAGE AT 13.5 FEET LOG OF TEST PIT FIGURE A -32 DEPTH BELOW GROUND SURFACE (FEET) GROUP SOIL CLASSIFICATION SYMBOL TEST PIT 12 APPROXIMATE ELEVATION: 14.5 FEET 0 - 0.5 TOPSOIL AND ROOT MASS 0.5 - 3.0 ML BROWN SILT WITH OCCASIONAL ROOTS (STIFF, DRY TO MOIST) (FILL ?) 3.0 - 7.0 ML BROWN AND ORANGE MOTTLED SILT WITH OCCASIONAL ROOTS (STIFF, MOIST) 7.0 - 12.0 ML CRAY AND ORANGE MOTTLED SILT (MEDIUM STIFF, MOIST) 12.0 - 14.0 SP -SM DARK BLUISH -CRAY FINE TO MEDIUM SAND WITH SILT (LOOSE, WET) TEST PIT COMPLETED AT 14.0 FEET ON 9/23/87 SAMPLE OBTAINED AT 8.0 FEET (66% MOISTURE CONTENT) MAJOR SEEPAGE AT 13.0 FEET 0 - 3.0 BROWN SILTY SAND WITH GRAVEL (LOOSE. DRY) (FILL) 3.0 - 8.0 BROWN SILTY FINE TO MEDIUM SAND WITH METAL DEBRIS (VALVE COVERS, BED SPRINGS) AND A TRACE OF GRAVEL (VERY LOOSE. DRY TO MOIST) (FILL) 8.0 - 14.0 SM BROWN SILTY FINE SAND (LOOSE. MOIST BECOMES MOIST TO WET AT 12.0 FEET) TEST PLT COMPLETED 14.0 FEET ON 9/23/87 TEST PIT 14 APPROXIMATE ELEVATION: 14.0 FEET 0 - 2.0 DARK BROWN SILTY SAND WITH GRAVEL. CONCRETE AND BRICK FRAGMENT (MEDIUM DENSE. MOIST) (FILL) 2.0 • 5.0 SP -SM BROWN FINE TO MEDIUM SAND WITH SILT (LOOSE, MOIST) 5.0 - 6.5 ML BROWN AND ORANGE MOTTLED FINE SANDY SILT (MEDIUM STIFF, MOIST) 6.5 - 11.0 ML /OL CRAY AND BROWN SILT. ORGANIC SILT AND PEAT WITH OCCASIONAL ROOTS TO 1.25 INCHES (SOFT TO MEDLUM STIFF, MOIST) 11.0 - 14.5 ML GRAYISH -BROWN SILTY WITH ORGANICS (SOFT, MOIST TO WET) 14.5 - 16.0 SM BLUISH -CRAY SILT FINE TO MEDIUM SAND (LOOSE. WET) TEST PIT COMPLETED AT 16.0 FEET ON 9/23/87 SAMPLES OBTAINED AT 8.0 (140 - 256: MOISTURE DENSITY) AND 12.0 FEET (60% MOISTURE CONTENT) MAJOR SEEPAGE AT 15.5 FEET sp. GeoEnglneers ;IF Incorporated LOO OF TEST PIT TEST PIT 13 APPROXIMATE ELEVATION: 15.0 FEET DESCRIPTION LOG OF TEST PIT FIGURE A -33 OEPTH BELOW GROUND SURFACE (FEET) c COUP SOIL CLASSIFICATION SYMB2L �t� GeoEngineers W/° Incorporated LOG OF TEST PIT DESCRIPTION TEST PIT 15 APPROXIMATE ELEVATION: 16.0 FEET 0 2.0 BROWN SILTY SAND WITH GRAVEL• AND CONCRETE FRAGMENTS (MEDIUM DENSE. DRY TO MOIST) (FILL) 2.0 7.5 •SP -SM BROWN FINE TO MEDIUM SAND WITH'SLLT (LOOSE, MOIST) • 7.5 12.0 ' SP -SM BROWN WITH ORANGE OXIDATION 'STAINING FINE TO • MEDIUM SAND WITH SILT (LOOSE, MOIST) 12.0 16.0 • SH BROWN WITH ORANGE OXIDATION STAINING SILTY FINE TO MEDIUM SAND (LOOSE. MOIST) TEST PIT COMPLETED AT 16:0 FEET .0N.9/23/87 SAMPLE OBTAINED AT 9.0 FEET SEEPAGE AT 15.5 FEET . LOG OF TEST PIT FIGURE A -34 A P P E N D I E B LABORATORY AND FIELD TESTING All soil samples were brought to our laboratory for further exami- nation. A series of laboratory tests were performed during the course of this study to evaluate the index and geotechnical engineering properties of the subsurface soils. Descriptions of the types of tests performed are given below. Selected samples from the borings were tested to determine their moisture content and dry density. Selected samples from the test pits were also tested to determine their moisture content. The results of the moisture content and dry density tests are presented on the exploration logs and in figures presenting the results of laboratory tests, where appro- priate. A grain size analysis indicates the range in diameter of soil particles included in a particular sample. Grain size analyses were performed on representative grab samples obtained along the riverbank (G-1 and G -2) and two samples from the borings. The results of the grain size determinations for the samples are presented in this appendix. Three one - dimensional consolidation tests were performed on selected samples from the borings to provide data for developing settlement estimates. Porous stones were placed on both the top and bottom of the . sample to allow drainage. Vertical loads were then applied to the sample incrementally in such a way that the sample was allowed to consolidate under each load increment. The rebound of the sample during unloading was also 'measured. The results of the consolidation test are presented in this appendix as a plot of consolidation (strain) versus applied load (stress). Direct shear tests were performed on selected samples from the borings to evaluate the strength characteristics of the supporting soils. The direct shear test imposes both a normal and shear stress on a sample to induce a failure at a predetermined location. An internal friction angle can be estimated for each soil type tested. The test results are presented in this appendix. B - 1 GeoEngineers Incorporated al 0 co 0 0 0 m 3n. Rs 100 90 SO LL 1 1 0 30 20 I 0 0 1000 1.„ ---t -- £ U1 2 W I U.S. STANDARD SIEVE SIZE 1 Z$ • 1 4 ) 3. 43 1 1 .Ilf■■■■■■ 100 10 1.0 0.1 GRAIN SIZE IN MILLIMETERS 0.01 0.001 COBBLES GRAVEL SAND SAND 1 COARSE 1 FINE 'COARSEI MEDIUM 1 FINE SILT OR CLAY SYMBOL lExPLORATION NUMBER I SAMPLE DEPTH SOIL DESCRIPTION I G-1 G-2 1 RIVER BANK GRAB SAMPLE RIVER BANK GRAB SAMPLE FINE SANDY (SM-ML) SILTY FINE SILT AND SILTY FINE SAND (SM) SAND I al 0 co 0 0 0 m 3n. Rs 100 90 SO LL 1 1 0 30 20 I 0 0 1000 1.„ ---t -- £ U1 2 W I U.S. STANDARD SIEVE SIZE 1 Z$ • 1 4 ) 3. 43 1 1 .Ilf■■■■■■ 100 10 1.0 0.1 GRAIN SIZE IN MILLIMETERS 0.01 0.001 COBBLES GRAVEL SAND SAND 1 COARSE 1 FINE 'COARSEI MEDIUM 1 FINE SILT OR CLAY Atterberg limits were established on a selected sample from one boring. Atterberg limits are used primarily for classification and indexing of cohesive soils. The liquid and plastic limits are defined as the moisture content of a cohesive soil at arbitrarily established limits for liquid and plastic behavior, respectively. The results of the Atterberg limits are presented on the boring log. Laboratory maximum densities were established for three bulk samples obtained where nuclear densometer tests were performed in test pits. The laboratory maximum density represents the highest degree of density which can be obtained from a particular soil type by inducing a predetermined compaction effort. The test determines the "optimum" moisture content of the soil at the laboratory maximum density. The laboratory maximum density tests were performed in general accordance with ASTM A -1557 on a bulk sample of material. The test results were used to determine the percent compaction of the existing fill soils. Nuclear densometer tests were performed in several of the test pits to indicate the in —situ dry density of the fill soils. Representative samples were brought back to the laboratory for moisture content determinations because the nuclear gauge moisture content is not accurate in trench conditions. The moisture contents and the dry densities are presented on the appropriate test pit logs. CeoEngineer Incorporated SYMBOL EXPLORATION NUMBER SAMPLE DEPTH SOIL DESCRIPTION B -4 B -2 19' 24' GRAY SILTY FINE GRAY FINE SANDY (SM -ML) SAND (SM) SILT AND SILTY FINE SAND ------ CFA 30- 85 100 90 80 70 3 60 �. 30 cr a 20 10 0 10 11.. 02 .,7 U.S. STANDARD SIEVE SIZE �. ♦� ��• ��• � o do � co o m oo X0 0 \ • ' 4 � ,p' 4 • 43' 4'' 4 . 1 1 1 1 1 1 1 11 1 1 COBBLES 100 GRAVEL 10 1.0 0.1 GRAIN SIZE IN MILLIMETERS SANG COARSE 1 FINE COARSE 1 MEDIUM 1 FINE 0.01 SILT OR CLAY 0.001 0 a� c 3 m v. 4t m A 1199 -02 -1 JRG:EL DIRECT SHEAR TEST DATA Sample Moisture Dry Confining Shear Boring Depth Sample Content Density Pressure Strength Plumber (Feet) Description (Z) (pcf) (psf) (psf) 2 14 Fine sand 31.6 90 1200 1050 2 19 Silty fine sand 34.7 86 1500 1150 2 24 Fine sand with 34.3 88 1900 900 silt S 14 Silt 45.2 70 1200 500 S 19 Fine sand 26.2 96 1500 2200 5 24 Silt 51.2 76 1900 925 S 34 Silty fine sand 27.0 96 2500 1251) KEY BORING NUMBER SAMPLE DEPTH (FT) SOIL CLASSIFICATION MOISTURE CONTENT DRY DENSITY (LBS /FT3) 6-1 19' GRAY SILT AND CLAY (ML —CL) 35.1' 84.7 ----r 0 .02 .04 . 06 .08 . 1 0 . 12 . 14 .1 .2 .3 4 S 1 2 3 4 1 T 1 I I I i I I GeoEnglneers Incorporated PRESSURE (LBS /FT x 10 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1- 1 j 1 1 1 1 1 1 1 1 1 1 1 1 1 1 10 20 30 40 50 1 CONSOLIDATION TEST RESULTS FIGURE 0 -4 KEY BORING NUMBER SAMPLE DEPTH (FT) SOIL CLASSIFICATION MOISTURE CONTENT DRY DENSITY (LBS /FT B -3/2 11.5' GRAY SILT (ML) 43.0'' 75.7 PRESSURE (LBS /FT x 10 .10'1 .2 3 .4 .5 1 2 3 4 5 10 20 30 40 50 1 1 r r 1 1 1 1 .15 .20 .-A� r'S G90lnee qp il Incorporated CONSOLIDATION TEST RESULTS FIGURE 8-6 KEY BORING NUMBER SAMPLE DEPTH (FT) SOIL CLASSIFICATION MOISTURE CONTENT DRY DENSITY (LBS /FT TP -11 11 BROWN SILTY PEAT (PT) 86.4 49.9 r N 0.1 0.2 0.3 .2 .3 .4 .5 hews r kW° PRESSURE (LBS /FT x 10 2 3 4 5 10 20 30 40 50 7 1 7 I 7 7 I 1 1 1 1 " 1 7 7 7 I FIGURE 8 -6 CONSOLIDATION TEST RESULTS RICHARD HUDSON & ASSOCIATES, INC. Pc4t, P5.r W i' .. 11 P.fl I swll .... ..oh�L' .,:.. FA,io ,C C. ca wpLL CONSULTING ENGINEERS 1605 12TH AVENUE * SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE B,IC 1AZD HUDSON & ASSOC RTES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 JOB SHEET NO OF DATE ' " ZS o I C) CALCULATED BY CHECKED BY SCALE DATE RICHARD HUDSON & . ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 i la i a I 1 • I N(� i � ei `` ' 1 I ' _ 1 1. 1 ( 6 ro) C'. 4 1 . 6 ' .. .... . - t' r k.,= .x.2(03. ?'1I. ..4J.29o.n CLI`) • • p.t.;.. ,br JOB elke.a gr5 SHEET NO. CALCULATED BY 0. OF DATE - . CHECKED BY DATE RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324.6160 Rc q Yh SP ' x,(0 1 , .1 I(o,`7 ktPS � ( , °) '�'1 4eI) JOB e•a. SHEET NO .� CALCULATED BY �J 1 OF a DATE ••• 2-S ^ 1O CHECKED BY DATE SCALE RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 JOB S„c.TE 5 SHEET NO 4 CALCULATED BY 43 Pi OF �j DATE � G 6 ~41: CHECKED BY DATE SCALE �z dolt:. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 I :CP. ry. 1 I... -.VP., { Ah.tE1. M • YZ 5 uc _THtc a.. [....[si�v..._ • ... lai (trot14o�; Il,c. • • L z • I . kt rs JOB SEA. 60 SHEET NO .l CALCULATED BY 1 CHECKED BY DATE OF DATE 4 4' 25 - 0 SCALE • • 1" *V /. 1-1tt = (,err Q'v wtvTN ` 2': 8' • I .. Tarr (w0Mnl La'-to� , • . \4t44. _1. F .._ T ' 13 : 10.5..kriPS n. 3, to_i.r..tr. ee = +;2 5 =; 6.75 N.tt.kAyt 1='02_ ... 6 ►,�. ,1�. .L. 1 QEV�b4S , Minimum Minimum Maximum . Maximum Maximum [?ICITARO 111103014 0k ASSOC. INC. CONSULTING ENG.INEEK 1605 12th AVE . 3Liite 18 SEATTLE. WASHINGTON 981.12 (2061,324-6160 • $ t * * * * * * * **k * * * * ** * **** *.$ ***** *:P.* * **** ** *. * *** * Tl LT UP WALL 0E'S1GN * ***$ *.:k***** * *** $*** * * *:kt**** * **** ** ** : * * *t * * ** These wall panels have heen..ciesigned basecl on the TEST REPORT OM SLEIIOEF1 WALLS published by the American Concrete [nstil ;ute. Southern California' Chapter and the 'Structural Engineer ; Association of Southern California. • CStJ E Fc = 3000. psi. Ey = 60000. psi Actual Th:icI :ness = 6.250 i.n. Ilesi.urr •Thicknes = 5.500 i.n. Effective Height = 18.000 ft. Height. of parapet = .1.. 000 ft. Tributary width . 7-; 6.500 ft. Roof dead load - 5600. Pounds per wiclLh b ( 24; in.) Room live load = (.900. Pounds per. width b ( 24. in.) Wind load - .15.0 psf Seismic zone 3 Eccentricity _. 5.8 in. Depth to steel. _ JOB: SEAGA tE Sheet no. _(a, »_....._....__ _ _.._.____._.. Calculated by, C,4 _. Checked Date: 1/18/90 2 _ O w/ $k R,N1 Ze tt.c.T101-1 . :L•:k*** **. **** k #.k* *.k* * * * *:k ***,* r,H1'1'1(( -I. LOAD CA SE -. 18 .* tt* * * * * * *t ** * * ** * * * *+ *t* * * ** allowable steel area = .16 sq.in. / width b (44 & 45 bars). allowable steel. area = .20 ::q.in. / width b (116 bars & larger) allowable steel. area - 1.12 s>q.i.n. per width b allowable deflection 1.44 in. allowable bar spacing = 16.50 in. CASE IA U - 1,4(0) r 1.,7(L) M:P *o 0 roof (No P* cleflection) Moment antler factored loads MO - 13035 :63 ft -lhs /width b Phi times nominal moment, ( PhiMn ) . 1.2500..02 f t -1bs /width b 11s required .09 sq.i.p. per width I) CASE 1B U 1.4(0) .r 1.7(1.1 M'0.(, *P *e .r. P *cleflec't;i.on Moment under .factored `:loads Mu .13228.20 ft- lbs /wiclth. b Phi times nornina.l. moment . (Phi.M0) = 13251,50 ft 1.b' /width tlsf:lect':i.on under service= Toads . J.P3 in. tto+nrent; under service loads� ft -l.bs /w.i.cl:Lh b r'►s' i x jl r = (8 s , i.n'. rye f- width b q . :4 r15;.lprovick d w 3 11 5 As prpv.tcit. cI = 4 :RICHARD HUDSON & ASSOC. r NC , CONSULTING ENGINEERS 1605 12th Ave. Suite 113 S EATI 1.E. , .WA SH I HC'ION 98112 (206) 324:-6160' ;1O3: SEAGATE 5 Sheet no._ __ Calculated by c.3 Checked by Date: 1/18/90. CASE 11: U - .75(1.40 I 1.71., F 1.27E) .0 '1; Live Load Moment under factored loads tin = 10365.86 ft- ibs /wi.dth b Phi times nominal moment (I'hi,Mn) = .10384.76 fit ib5 /width b Deflection under service loads .328 in Moment under service, 3o ids = 5835.44 ft /widtl'I As required - .581 scl . i.n.. per width b CASE III U = .75(1.4D 1 1.71. 4 1.7W) 50% Snow l.oac.l Mcmea under factored loaa Mu :1.1891..51 ft-a.bs /widtth b Phi times nominal moment (Phitn) w 11919.63 ft-lbs /width b Deflection under .service loads = .355 in. ' Moment I.Indiw service_ ',Loads = 6331.80 ft - .lbs /width b As required ,":•: . .658 scl.i.n. per width b CASE IV U .9D ► 1.43(E) Moment: under factored, loads Hu = 'x'889, 64 f t:-1bs /width b Phi, ti:ntes nomin-:i1' Moment (Ph) tIn) -: 9.978;" .1 5 f -lbs /width Deflection uncle'►- :service loac:Is . _ .328 in. Me 'nt under service' l.Oads - 5835.'44 ft lbs /width b As required = width -b CA>E, V U .= 9(0) 1 1',;(W) home :nt Under facLou i d load& MO .r 8377,20 f1: 7.lbs /width b Phi time nominal moment (PhiNn ) .= 0395.02 ft•-lbs /width b Deflection Under service. loads .292 in. ' Moment under service load = 5.192.5? Ii-lbs /width b Ac required = :445 sq.in, per width b RICHARD HUDSON & ASSOC. INC. ,CONSULTING ENGINEERS .1605 12th Ave. Suite 13 • SEATTLE. WASHINGTON 98112 (206) 324 -6160 Fc = 3000. ps:i. Fy = 60000. psi Actual Thickness = 6.250 in.. Design Thickness = 5.500 in. Effective Height = .18.000 ft. HPiciht of parapet = 1.000 ft. Tributary width n A.i.5op ft. Roof dead load Roof :live load Wind load .= 15.0 Seismic _zone .3 Ec -- S, 8 i.►7. Depth to steel = '3J,80 in. 600.. Pounds per width b ,1100. Pounds per width b pr * * * * * * * * *.k * * * * * * * * * * * * * * * * * CRITICAL LOAD CASE = 2 *. * * * *t.k * * * * * * * * * *..4 *4 * * 4*: *4.4* Moment under factored .Load Mu = 1.298.54 ft -lbs /width b. Phi tins nominal mcmient. (Phi.Mn) _ . 5013.65 fttlbs /w:i.dt;l', b ` As required = .198 sq.i.n, per width b CASE .113 u = t.40)'1 '].7(L M= 0:6 *P *e i. P *deflection, Moment under.f4c1or' d loads Mu = 4684.77 ft= lbs /wi.dt:h b Phi: times nominal moment (Philin) - 4 , 68 ft-lbs/width b Defl cti.or► under. service loads = .07.3 in Mr►neni, under set vicp.,.Loads - 503.84 ft /width b As required .198 sq.in. per width b .TO(3: SEAGATE 5 Sheet Calculated by _ CS l'A Checked by_ Date: 1/18/90 4* *4* * *:k ** * * * * *4 *.kt *** *t4* 44 i * ***** *44* ** ****** * T l L T 11 P W A L L D E S I li N .k 14*: k**.*** 4**... k * ** *#:k.. * * * *4 *:k. *4. #.k * * *44 ** 'hese: wall panels have been designed based on the TEST REPORT OH SLENDER WALLS mb.l.ishec :l by the .American Concrete institute, Southern California Chapter and ;he Structural Engineers Association of Southern California. (. 30. in.) ( 30. .in.) linimum allowable steel. area .20 sq.in. / width b (114 A: 05 bars) : Minimum allowable steel area = .25 sq.in. / width b (It6 bars & larger) Maximum allowable steel area = 1.7.7 sq.in. per width b Maximum allowable deflection . 1.44 in. Maximum allowable bar spacing = 16.50 in. CASE IA U = 1.4(,0) ► 1.7(.L.) M =Pke• 0 roof (No P *. deflection) RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1605 12th Ave. Suite .L8 SEATTLE, WASHINGTON 98112 (206) 324 -6160 CASE [ [ U .75(1.40 1 1.7L F 1.87E) .0 't; Live Load JOB: SEAGATE n Sheet no. ,1 Calculated by Checked by Date: 1/18/90 Moment :under: Factored ]bads Hu = 14805:34 fitlbs /widthip Phi. ti.met nominal moment (Phi Fin) = 14 881.99 ft- Ms /width b Deflection Under service loads = .384 in Moment under 'service loads = 8552,95 ft -lbs /width b As required = .895 sq.in. per width b 5 -it 4 As provided .98 sq,.in. 3 7 0 5 As provided - .. 92 eq. in . Q -- USE. - CASE ill U = ;75(1 :4D I ':1.. 71. + 1, 7W) 50% Snow load Moment under: factored loads. MO - 12647.34 ft -lbs /width b Phi time! v nominal moment (.Phi.Mn) = 12610, 33 Ft:lb s/width b Deflection :under service ' loads - .'311 in Moment ].haler service loads = 7601.39 ft-lbs/width b As required = .71.2 sq.in. perk width b CASE IV .0 =' .90 1 1.43(E) Moment under . Factored loads tin = 14 504.47 Ft - -,lbs /width b _ . . Phi. Limes nominal moment (PhiMn) = 14552.49 ft-lbs /width b Deflection under service loads = .384 in. Moment under service. loads - 8552 :95 ft- albs /width b As required " = .084..sq.in. per width b CASE V U. 1.3(W). Moment :under factored ::Loads Hu = .1169, 90, ft- leas /width h Phi times nominal moment:. (PhiMn) 11959.03 ft-lbs /widi,h_ 0 Deflection under service loads = .333 Moment under service loads = 7421.31 ft -.Lbs /width b As required .681 sq.in.. per width b RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 JOB •L 'Elt:r E. SHEET NO 16 OF CALCULATED BY DATE CHECKED BY DATE SCALE 04 :PaCHARD HUDSON & 031)..:. INC CONSHLIlHo IMODIEERS L605 1.2th Ave. Suite 1i3 • SEAIILE, WASHINGTON 98112 (206) 324-6L60 • • • • per Width b (. per width b ( 24. 30B: SEAGATE t,5 0•eet . 1 . 10 • Ca Lculated Checked by_ Date:. .1/19/90 . .14t1:441 , 1444**444444111:44tft$t**444!******ki.4 . 4%,i1 . 44$tt • 4. 1 1 L I - UP WALL brolori * 44*************t*4;0*****t44441.4444*4***464 *4* [hese wall panels have been designed based . on the IES1 REPORT ON SLENDER WALLS iOblished by. the 'Amprin.Concrete InstitOte Southern California Chapter and the .Structural Engineers Association of Southern California. "Zoluir-1 C. z 3000. psi 7 60000.. psi ActualHlickness z 6.250 fin. Design thickness = 5,500 in Effective Height 0.000 ft. Height of parapet = 1..000 ft. Tributary width = L0,000 ft. Roof dead load n 00 lot ndtt Roof live load z 6900. Pounds Wind 'lead = 15,.5 psf leisMic zone Eccentricity r Depth to steel = _3.680 in • 411.*wi,********IrAt4.4444****,. vCRE11C(11, LOAD CASE 1.4114:114 f.:1' 44 it it** PAtt it.f.:1:1:4 44 1.: iii Ill allowable:steel area.= ,J6 /..wichAilj (114 Minimum allowable steel area sq. in , / width b haxjmum allowable steel area 1.42 sq.in. per width h Maximum.allbwobte deflection = 1.44 in. Maximum allowable bar spacing 7?-16.'50 in Moment under Factoredloadc Mu 80.55.63 ft-lbs/width Phi times nominal moment (Phihn) 1-7'. J2999,72 fl-lbs/Wicith b As reqpired 7 .626 sq.in. per width b CASE It 1.4(0) 1 1.7(L) hz I P*deflecti6n.' CASE IA U = L.4(0) I 1.7(L1 HzP 0 roof (Ho Pit deflection) & #5 bars) bars #4'lar(Jer)', homent under factored loads Mu = 140o*:;.013 tf b Phi. Limes hominal'momeat (Phifin) z 14874.46 fttlbs/width Deflection ,under Service loads nz .185 in. Moment, under serViCe loads 7* Z297.80 ft -lbsiwidthb As.reguired .827 $C .in. per width p • RICHARD HUDSON & hS30c,. ENG. • CONSULTING ENGINEERS 1605 12th Ave. �uite 18 SLATli[ WASHlNG|[V1 98112 (20(0 CAS[ |[ u= .75<1.40 | l./L | L'87E> .0 % Live Load ---------------__-~_---_--,--_-----_------_------�--_- under �� 0NeDtu| r f��tnred {nad� MU � l52O�'2Q ft-U�s/w th b hi times nominal moment (yhjH|l) 7 1�254.26 ft-lbs/width b pflettinul under . service loads = 478 in. onent under service loads 85OY.13 |L-lbs/Nidth b a required = .971 sq.iU. per width h CAS[ |l) U = .75(1.40 \ 1'71. l 1.7N) 5M. Snow load •GASE ]Y V c�,9D f 1.43(E) ` • kw^ DtuDdnr factored loads-Hu = `N685.�4 f 1.1) s idth`b , times nnminal o hL (Ph'hp) r. l .16 ft-lbs/width b f service L� r '�7� in. _`-_'� _-- .'. ---, , loKent under Service ]oxds = : / .i3 ft-Ubn/width h' a required = ` .9?5 nq�.in. per width b ' � GAS[ V � U� :9(0) i 1.3(W): ` ` kxoenL under factored loads Uu r |25i0.01 ft-lbs/Nidth b 'hi Lzmen nominal. mompnt`(PhiMo) = 12555./0 ft-lhs/widthb )eflectiununde[ eo^vioe loads `= ,43Z in, k�o�nt under .service loads = 7719.82 ft-lbs/NIdth b 1031 SEAGAIT Shertnn' C2- Calculated byL 8 hec|xedby_-_' Date:: 1/19/90 oUmnt under factored lnads:Mu � ]6298.4� ft-lbs/width b hi times nominal moment (PhiMO) = 16347.14 ft-lbe/. idth b efleotion Under service load .''01 in. oUx|lt um1e|' service loads � 8917 32 [t'lbs/widChb a requzred 1.046 aq.in, per widU/ b � � 4 -U 5 As provided � i.23aq,in,���-~ ~�~" �� 3 -U6 As provided = sq'zO. • RICIinRD HUDSON ASSO(' :, INC, CONSULTING I: Iir 1 NEE RS ..1'605 12th Ave. Suite 18 SEATTLE.. WASHINGTON 98112 ' (206) 324.-6160 Fc = • 3000. 'psi v t 60000. psi 1ctu-a1 II'ricI tie s = 6.250 in. lei:dign Thickness =. 5,,500 :in,. w f fec, t,ive Height = .t8 000 ft, Ieichit of parapet 1.000 .'I't. Tributary y wi.dt.h 14 . 5u0 Roof dead load 1 Pound '. Roof .live load = 9900. Pounds Wind .load • 1. " : r + psi' 3ei.$mic zone, 3 Lccentl'ici.ty t 5.;,8 i n; Depth' to'. tool 3.,681) In I.er.. width per width :1 n'l (11U111 atl l owab.le. •,`+teel., ar a ini.nttun a:llow;able •tco.. ave a ,ax.i,mum, allowable steel area , ax:i.mum allow ;able .de+i'1,eCI'.ion. aid munl, aallowable •bar spaci nu r F *** t•k.k 1 FI t ** *. *i C;rt i .t 1(s.111... I..OAt' c r :t * * * * * * * *144. * * * *.t* ** 1: ** Ii JOB: SEAGATE IkS SI no. 13 Ca 1culated Checked Datp.' 1/19/90 #:r. :r:l *k:r.d:**11* * *r. #a *** *h. *k:l:k•- * ***. *r.:rrrtltk1Itrtt t . T 1 1. 1 U P W ft L I.. D E S C rl * * * * * * * * * * * ** ** t* *** t** *:t* ** * ** * ** ** * * *4 ** * ** ie4.e wail panels have been desiclnecl based on the TEST REPOR1 ON SLENDER WALLS. rbi.;ir'hed by the American .Concrete institute ,Southern California Lhapter',ancl le Structural Enclineers .ASsociaLiori of Southern Cal:i.far "nia. 7 . in,. ) ) / width b (..114 .G, if 5 bars) .64. Prl.'in / width b 0116 ,bars ,A 1arr.Ier�) 4,90 G0 sq.iu per: width b 1.44 in`. 16.50 in CASE IA IJ - 1.4(DI .I 1. ?(L) tt : :1' *+e es. rocsf (No. P* deflection) onle:nt under facLOred Loath I11. = 83035.63 ft -lbs /width b ha times nominal, women L (Minn) = , ].!,9' l.. 7 'f t- lbs /wi.d I,Ii b c required 5225 cl in per width Ia. CASE .10 U: = 1 I 1 I11) 6:i :la *c , f!ideflO{.ti n IC;tII'Ilt uncier;F.r'to, cc lck�cl�; itu = .13248..97' t : 1b= Jwxcl'Lh Ii 'I t. I - i.me .110111.i:na1' tricnl+mt! (I'hi.l'In) A 300.17 r1 -- 11x:3 /witaah b, Ieflecti.on under zelvi.cr' 7.o .Oa4 in, . ipme;nI- under Lei vie e..loan ;,l.1 : ri, -lbs/ vi11Lh' b gi : Iti�C.�U;I l E-C _ ...r I a .' •; CI' 'l.Ii per . width h. :: - . RICHARD HUDSON & ASSOC. INC. COIISULT I NG ENGINEERS 1605 12th Ave; Suite .18 SE:(1T'TLC; W(1SFIINGTOI! 98112 ( 206) 321--6161) .'; (13I` Ill U = .7(i.40 I 1.71. •I 1.7W) 501, Snow :Load J013.: • SEAGATE k,5 Sheet n.:,..• _... CO. 1.G r.I13 ted Checkccl •bY_ Date: i / I.•? /')O 113E Ei U = .75(1.4[1 I 1.7L F 1.87E) .0 t Live Load .rent under factored loads. Mu = 1.9651,90 ft-lbs/width b a times nominal moment. (Phi Mn) = 19732.58 ft_. lb<s /width b f1cction under service loads = .198 in 1' let under service loads = 11463,.1;6 fl.-lbs /width b required red 1.034 sq . in . per width b II 4 As provided =• 1..18 csq.in. -If 5 As provided = 1.53 scl.. i.n. 4— 5 ( + _ FACt . mc-nt under factored loads No = 19447.417 b i James nominal Moment (Ph:iMn) = 19514:51 rt - lbs /war.lth h rlcction under service loads .197 in. ment under service loads .1.1428.91. 'El.-l.bs /width .b required = .957 sq.in. per width la CASH IV U = .90 .H 1.43(E) 4nent I.nde r factored loads MO.= 19143:03 f t- l.bs /width b times nominal. moment (Philln) - 19192.'63. ft- lb:s /width b election under service :loads = .198 +m nt: under service..1cads 11463.86 ft- lbs /width b :required = 1.029 scl.in. per width b CASE V U • .9(0) -I 1.3(W) men't" under faCt,ored ,loads: Mu . = 1.6311.70 f( 1bs /width b i Lames 'nominal moment (PhilIr1) = 16374.18 ft b • tlection under° service loads .= •irerrr..under •service loads 10357.59 ft- -,lhs /width b . r egnired r .836 sq.i.n. per width b RICHARD RD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 JOB S E.AN CINT SHEET NO t OF CALCULATED BY DATE CHECKED BY DATE SCALE RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 SLVe,MI c, IZaNNt(7 .ei L► .f1.1"., ,SI <22 Lc)h.oa .. a W !Kip , Be' t'iPi I � 5 >.js ra1".`1tCo ONE. J J- i i 1 . i , ..': ?e.t;,,, • IIZNt4‘ v to s JOB u Ek4 L - 5 SHEET NO L� ` CALCULATED BY C. t.) N` OF DATE CHECKED BY DATE SCALE E - 15 . (Io ) i jJ .137 r i . LoN ?L C 343 oti. 1;5164)'t 1 137.. ?.. i , i c o.! . r .'4 . ) w � } 3�t3 40�� 5 1�1P`a P+ (11o) RICHARD HUDSON & ASSOCIATES, INC. •• CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 JOB S f C'tl SHEET NO L - Z CALCULATED BY C CHECKED BY OF DATE DATE SCALE RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206. 324.6160 Z.Zet < 2 : CI r' --s ZO ! P- v,�V�� I9,6 t41 .I .15 k.tiPs P0.,st.> N1 E I.25 ' F 120. . o1 1 . _ .. I • 1 I ICxI P%1 I F 7/4 F'MEL, • rf? j (,‘ 16 ?) (i I Ctzi USE %Z Lisp. 21 (1 (e9). ' T.z.5. S, P, JOB S �A C_�h.1'E 5 SHEET NO. L- 3 OF CALCULATED BY C..J N i DATE CHECKED BY DATE SCALE cia , 0 •BC.as) . 2'1C 1 2�... cakicOE t ( 0/ G�►1.�� ! • 3 , l � ` . ! I 1, • IZ. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 11 h w �. C sus PQQUMSS , � ro RL J s Pe.. 4 16.Cs VaL _ ?,3 t't,5 !L3 : O'er , -; 1 mid 7.o 1,o iLD JOB ��G �e SHEET NO OF CALCULATED BY I DATE CHECKED BY DATE SCALE re-Q1 Zeal 4Iil 2 167 r _tc. 12.,1 Gi) t L (M3) 'L '161- l M� - — C v� z . .1 I. ka s. D i r tl . 1• , e; ► -0A5 qc, - ? b Z fl P� 1 9 ss nr 2o. - � 3341 3 3 6S r ' RE: usE - 4 11 ' , i , 3� .1p, u . RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 CALCULATED BY C .1 DATE SEATTLE, WASHINGTON 98122 CHECKED BY DATE 206-324-6160 SCALE JOB S 611 - r SHEET NO 2- OF RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 gc9F FR rh►� . { I .--Pa►+J 33 2 Cip, f � Ya- ok: JOB SHEET NO J CALCULATED BY OF DATE CHECKED BY DATE SCALE RICHARD HUDSON & ASSOCIATES, INC. CONSUI;TING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 JOB SHEET NO CALCULATED BY OF DATE CHECKED BY DATE SCALE .RICHARD HUDSON & ASSOCIATES, INC. ' CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206. 324•6160 25' • r• fi I ,. 'f6•. l'“ . i 'p . 1 -. \ • 1G31 j I._ . (F. ' -, <0.5..1_ I '1' L - 1 . '- 1:0- r8,2kip z w no p t GoTsf I * = 5 .�5 JOB I-qX L-.7F er OF DATE CHECKED BY DATE SCALE SHEET NO. CALCULATED BY C.J ?' RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206.324.6160 JOB a eb./1= 9r �f SHEET NO CALCULATED BY C .J I' OF DATE CHECKED BY DATE SCALE 'RICHARD HUDSON & ASSOC. INC.. CONSULTING ENGINEERS 1.605 12th Ave, Suite 18 SEATTLE, WASHINGTON 98112 (206) 324-6160 ******************: k * * * * * * * * * * *.k * * * * * * * * * *is * * * ** T I A T UP W A L. L D E S I G N .4: ***************:** * *** ** * * * *****:k * *** * ** * ** * * * ** These wall panels have been designed based on the TEST REPORT ON SLENDER WALLS published by the American Concrete Institute, Southern California Chapter and the Structural Engineers Association of Southern California. • Fc = 3000. psi Fy = 60000. psi Actual Thickness = • 6.250 in. Design Thickness = 5.500 in. Effective height = 20.000 ft. Height of parapet = 2.000 •Ft. Tributary width = 6.500 ft. Roof dead load .= 2800. Pounds per width b ( 24. in.) Roof live load = 5400, Pounds per width b ( 24. in.) Wind load = 16.0 psf Seismic zones 3 .Eccentricity r 5.8 in. Depth to steel = 3.600 in, * *;k* * * * *:t ** * ** * * * * * * * ** * * * ** *: CRITICAL LOAD CASE = 3 *° Minimum allowable steel area = .16 sq.in. Minimum allowable steel area .= .20 sq.in. Maximum allowable steel area = 1.42 sq.in. Maximum allowable deflection = 1,60 in. Maximum allowable bar spacing = 16.50 in. / width b (144 & 115 bars) / width b (ff6 bars & larger) per width b CASE IA U = 1.40) .I 1.7(L) M =P*e 0 roof (No P* deflection) Moment under factored loads Mu = 6277.08 ft -lbs /width b Phi times nominal moment (PhiMr7) T 10610.56 ft -lbs /width b As required = .459 sq.in: per width b CASE ] G U = 1,40) 4 1.7(L) M =0.6 *P *e + Px'deflection Moment under factored loads Mu = 13088.46 ft -lbs /width b Phi times nominal moment (PhiMn) _ 13117.28 It-lbs /width b Deflection under service loads = .178 in. :Moment under service loads = 2566.90 ft•• -lbs /width b As required _. .688 sq.in. per width b JOB: seagate 60-- Sheet no. —• j Calculated by 41tl Checked by Date: 1/26/90 � a4 E 1 1 Vt. MEW 80141164 DapQ RICHARD II[JDSOM & ASSOC. INC. JOB: seagate 6 CONSULTING ENGINEERS sheet no: g 1:605 12th Ave. Suite 18 Calculated by: f...SN1 SEATTLE, WASHINGTON _98112 Checked by (206) 324 =6160 Date: '1/26/90 CASE [I U = .75(1.;40 E 1.71 f 1.87E) .0 'Ia Live Load went under factored loads Mu = .12626.14 ft -lbs /width b ii Mimes nominal moment ( PhiMri) :. 12680.63 ft-lbs /width b =fiection under service loads = .470 in. )ment. under service loads = 6786.27 ft. -lbs /width b x required = .766 sq »in. per width b CASE III U = .75(1.4D + 1.7I_ + 1..7W) 50% Snow load Dment under factored loads Mu = 13981.33 ft-lbs /width b hi time nominal moment (Ph:iMn) w 13996.79 ft - /width b eflection under serrvice. loads = .503 in. csmen't under service toads = 7262:13 'ft-•lbs /width b required = .848 sq.i per width b 5 -It 4 As provided = .98 syq. in. 3 -dt" 5 As provided - .92.sq.in.-04-- CASE V .0 =:.9(0) i L 3(W) Foment under factored loads Mu 'hi times nominal moment (PhiMn) eflection under service .l.uads := lomen t under service loads = 6 is required = . .617 sq:in. per MIN. - - S . Frate. CASE IV U .91.) t 1.43(E) oment under "factored Ioacls. Mu w 12050.43" ft-lbs /width b hi times nominal moment - ,( = .12121: 440 ft -"lb3 /width ; Li . eflect.ion under :service "loads = 470 in. oMent, under service :loads 6786.21 ft- 1bs /waidth b s required .734 per width ,b " 106).9.48 ft: -lbs /width b 10675.08 "ft• -1bs /width b .43E in. 26.20 f t -lbs /width b width b Tertut- RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS .1:605 12th Ave. Suite 18 SEATTLE, WASHINGTON 98112 (206) 324 -6160 .308: SEAGATE 68 Sheet rro. 9 Calculated by C-JI►- Ch' cked by Date 1/26/90 * * * * * * * * * * * * *4* * * * * ** *444 * * * * * **44 * ** * *44 *4* **4 * T 1 L T ••• UP W. A L L :. DES I G N;'*. k* * * * * * * * * ** * ** * *:k * * * * ** * ** * *:k * *k * * * * * * * **** he wall panels have been designed based on the • TEST REPORT ON SLENDER WALLS. ublished by the American Concrete Institute, Southern California Chapter and he Structural Engineers Association of Southern California. Fc . _ 3000. psi Fy = 60000. psi Actual Thickness = 6.250 in. Design Thickness = 5.500 in, Effective Height = 20;000 ft. Height of parapet = 2.000 ft. Tributary width - 11.500 ft. Roof dead load = 600. Pounds per width b ( 30. in.) Roof live load = 1100. pounds per width b ( 30. in.) Wired load = 164 psf. . Seismic zone 3 Eccentricity 7 . 5.8 in. Depth to ;steel = 3.680 in. * *1't'k ** k4 * * *:k * * * * * * *4* *44 *4 *` CRITICAL. LOAD CASE - 2 *° • r»r'k* * * ** * * ** ** * * * ** * * *rk ** ** iini.munr allowable steel. area 7 .20 sq.iri.- / width b (it4 & #t5 bars) : fi.ni.mum allowable steel area 4 .25 Sq.in. / width b (1t6.bars & 1arger) iaximum allowable steel area r 1.77 sq. i.n. per width b . iaximum allowable deflection = 1.60 •iii. iaximum allowable bar spacing = 16.50 in. CASE IA U = 1.4(U) + 1.7(L) M =P *e 0 •roof (No P* .deflection) foment under factored loads Mu = 1298.54 ft -lbs /width 'b • )hi times nonri.nal. moment (PhiMn:) W 5551.08 ft- ibs /widt:h b 1 required .198 sd..in. per .width b CASE 113 U - 1.4(0) 1 1,7(1.) h'0 .6 *P*e 1 r•' *clef lection Moment under factored loads, Mt . = 6702.44 .ft71b:: /wi.dth1 b 3 hi, t:iMes. nominal moment. (PhiMn) 6 736.92 : ft-a.bs %width b: deflection und_ei 'service : l.oacls : .029 in 'foment under service loads .= • 518.20 ft- lbs /widtl7 b: Is required .= :).98 sci.in per widish b bra Dacau RICHARD HUDSON & .ASSOC. INC. CONSULTING ENGINEERS 1605 12th Ave. Suite .15 SEATTLE, WASHINGTON 98112 (206) 324-6160 CASE [ I' W .7 1 1; 7L } 1.137E) .0 % Lire Load 'foment under factored loads Mu = 19409.34. ft- -ibs /width b times nominal:: moment (PhiMn) 19435:20 ft -lbs /width b )eflection .under service .loads 7 .593 in. loment unde service 'loads =. 10699 »27 ft -under /width b 1� required = .1.273 sq. i.n., per width b c 5 -11 5 As provided 1.53 sq.irr.4 --- f..5=9 i:1L. 0 3 --t1 6 As provided w 1.33 sq.in. CA3E III U _ »75(1 »4n I 1:7L •r 1.7W) 50`1; Snow load 1omernt under factored loads Mu = 17530.61 ft 1bs3 /width b 3 hi times nominal moment (PhiMn) = 17625.57 ft -lbs /width b lef l ection under service loads = 559 in. foment under service Loads 10077.97 ft- -lbs /wiclt;h b 1s required - 1 .102 sq.in. . per width b CASE [V U ± .90 H. 1.43(E) Moment under factored . loads .Mu. M" 18874,3A A ft -ibs /width , b .: Phi times nominal. mornerii: (PhiMn) _ 18964.22 ft-1bs /wid•th b Deflection under service_ loads = .593. in. Moment under service loads - 1.0699.27 ft-lbw./width As required . = 1.244 sq.in per wi.dth.b CASE V U..- ..9(0) •i . 1 .' 3 (W) Moment under factored loads Mu = 16390.73 ft-lbs /width I? Phi times , nominal moment (PhiMn) = 16431.96 ft-=1bs /width b Deflection under service = .548 in ». Moment Under service loads 7 9884.41 t:t°-lbs /width b ". As required = 1 ..022 sq:i.n. per width b D SEAGATE 68 Slleet rno,. 10 Calculated by GS Mil Checked by " Date. 1/26/90 RICHARD HUDSON & ASSOC, .INC. CONSULTING ENGINEERS 1605 12th Ave. Suite 18 SEATTLE, WASHINGTON 98112 (206) 324-6160 * * * * * * * * * * * * * * * * * ** * *: * * ** ** *. **.K * ** * ** * * * ** *;k* * T I L T U P W A L L D E S I G N * ******; K******. k**** * * *;k * * ** * * * * * *** * ** *4 *;k ** ** ** Fc 3000. psi Fy = 60000. psi Actual Thickness.= 6.250 in. Design Thickness .. .5.500 iri. Effective Height = 20.00 ft . Height of parapet 2.000 ft. Tributary width = 10,000 ft. Roof dead load = 2800. Pounds per width b (. 24. iri. ) Roof live load = 5400. Pounds Per width b ( 24. :in,; )• Wiricl load= 16;0 psf Seismic zone 3 Eccentricity _ . 5.,8 in. Depth to steel = 3.680 in. t** *: *** *k *:ki* *;k:K k ** * * ** *: * t *. CRITICAL LOAD CASE'. * * * * * * * * *, * * * * * * * * * * * * * * * * * * ?k CASE IA U = 1,40) * 1.7(L) M =P *e 0 roof (No P* deflection) foment under factored .loads Mu = 6277.08 ft-lbs /width b )Iii times nominal moment (PhiMn) = 11285.86 ft -ibs /,widths b 1s. required = '.474 scl.i.n, per width b CASE 113 U = 1.4(0) 4 1.7(L) M =0.6 *P *e P *ckf1ection Moment under factored loads Mil = 15524.60 ft -lbs /width b ahi times nominal moment (PhiMn) = 15571.23 ft -lbs /width Deflection under service load _ .182 in foment .under service loads = 261905, ft-lb: /width b As required _ .907.sq.iri. per width b .T01l: SEAGATE 6C Sheet rio. II Calculated by ',J$4 Checked by Date: 1/26/90 hese wall panels have been designed based on the TEST REPORT ON SLENDER WALLS ub.lished by the American Concrete Institute, Southern California Chapter and he Structural Engineers Association of Southern California, 'brims 'C2 bov4 I2.Zta. c.T o linimum allowable steel area r .16 sq.in.. / width b (1 #4 &',115 bars) 1inimum .allowable steel area = .20 sq.i.n. / width b".(46 bars & larger) laximum allowable steel area = 1.42 sq.in.. per width b laximum allowable deflection .1,60 in. laximum allowable bar spacing = 16.50 in. R1CIIARU HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1605 12th Ave, Suite 18 SEATTLE, WASHINGTON 98112 (206) 32476.160 CASE 1I U = . 75(1.40 1.7L 1 1.87E) .0 7; Live Load oment unc r factored loads Mu = .18677.80 ft- 1bs /wirlth b hi times nominal Moment (PhiMn) = 18759.09 ft -lbs /width b eflection under° service loads = .706 in. oment under service - loads 10182.33 eft -•lbs /width b s' requi.rec-I - 1.321 sq.in. per width b CASE TIT U w .75(1.40 t 1..7L + 1..7W) SCI Snow load oment under factored loads Mu .= 19144.19 ft -ibs /width b hl times nominal momen L (PhiMn) = 19199, 58 ft- -lbs /width b eflection..urider service loads - .725 iri. oment under service loads, .^ 10467.01 ft"lbs /width b s required = 1.359 sq.in, per width b 5 -11 5 As provided - 1.53 scl. i.n. ..S.., wc.NA046 ( 1 4 H$ 6 As provided = 1,77 sq.in. CASE .TV U := .90 1 1.43(E) oment under factored loads Mu 7 1801.9.89 ft-lbs /width b hi times nominal niomerit (PhiMn) = 18097.33 ft -lbs /width b reflection under service loads : „706 in foment under service loads - 101.82:.33 ft -ibs /width b e required = 1.259 sq.:in. per width b. CASE V U = .9(r0) 4 1.. 3(W) loment under factored loads Mu = 15978.70 ft -lbs /width b 'ha times nominal.. moment: (Phi.Mn) = 16010 ,1.9 ft- lbs /width b reflection under Service loads - .656 in. Ionent under service loads _ 9460..44 ft -1bs /width b Is required = 1.051 sq.in. Per width b J00 ; SEAGATE 6C Sheet no. 12., Calculated by 4t'1 Checked by Date: 1/26/90 RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1'605 12th Ave. Suite 18 SEATTLE, WASHINGTON 98112 ( 206) 324-6160 * *4* *444 k* 4**• 4. k444 4 **44 *4*4 *4 * **4fi'P.'k444 ****4* * T I L T - U P W A L L D E S I G N * ***1*****4*****' k4 *4 ** ** * * * * * * *4* *4 * ***4** * * * * *4 'iese wall panels have been designed based on the TEST REPORT ON SLENDER WALLS .ih1ished by the American Concrete institute, Southern California Chapter and le Structural. Engineers Association of Southern California. Fc = 3000. psi Fy t 60000,. psi. lctual Thickness = 6.250 in. )esicin Thickness = 5.500 in Effective Height = 20.000 ft. leight of parapet = 2.000 ft. Tributary width = 14.600 ft. Roof dead load = 2800., Pounds per width b Roof live load ,= 5400, PoLIIICIs per width b Wind load = 16.0 psf Seismic zone 3 Eccentricity = 5 ;8 in. Depth to steel = 3.680 in. 79. in.) 79. in.) 4 * ** * *:k* *4444 * * * ** *444 * * * * ** * CRITICAL LOAD CASE = 2 * * * * * * * * * ** * * ** * * * * * * * * * * * * ** inimum allowable steel. area .. .52 sq.in. / width b (114 •& 115 bars) inimum ,allowable steel area = .65 sq.in. / width b (i16 bars & larger) aximum allowable steel area = 4.66 sq.in. per width b aximum allowable deflection = 1..60 in. aximum allowable bar spacing = 16.50 in. CASE fA U 1.4(D) F 1.7(L) M =P *e @ roof (No P* deflection) oment under factored loads Mu = 6277.08 ft-lbs/width b hi times nominal moment (Phitn) = 1.4173.13 ft-lbs /width b s required = 521 sq.in. per: width b CASE I13 U= 1.40). 4 1.7(L) M= 0.6 *P *e 4 P *deflection lament under factored loads. Mu = 14102.1.0 ft-lbs /width:.b 'hi times nominal moment (Phi.Mn) = 14105.02 ft- 1bs /wi.dth b reflection under service loads = .052 in. lonrent under service loads = 2450.70 ft --lbs /width b is required = .521. sq.in. per width b JOB: SEAGATE 60 Sheet no. '?, Calculated by GJNI Checked by Date: 1/26/90 �. ory 4. "1:. RICHARD HUDSON & ASSOC. INC. CONSULTING ENGINEERS 1:605 12th Ave. Suite 18 SEATTLE, WASHINGTON 98112. (206) 324 -6160 CASE II U = .75(1,.4D + 1.7L 1 1.87E) .0 't; Live Load ;)went under factored loads Mu = 24714.93 ft -.lbs /width b hi times nominal moment .(PI'u Mn) = 24788.31 ft-lbs/width b eflection under service loads = Dment under. service loads ,. 13862,.21 ft -lbs /width b required = 1:367 sgi.in. per width b 7 HI 4 As provided = 1.37 sq.in. 5 -It 5 As provided - 1.53 sq..i.n, lt 5. FAcIC 6 74N1:) CASE III U = ..75(1.4D. •I 1.71. + 1.7W) 501; Snow load oment under 'factored l.odds Mu = 24034.90 ft•- lbs /wi.di:h b hi times nominal ' moment (Phi.Mn) 24162.49 ft-lbs/width b eflection under service loads = .28^,. in. . oment under service loads = 13718.21 ft -lbs /width b s required - 1.775'sq.i.n. per width b CASE U 7 .90 1. 1.43(E ) CASE . V U 9(0) fir. 1.3(W) JOB: SEAGATE 60 Sheet no. 11 Calculated by_,j Checked by Date: 1/26/90 oment under •'factored .loads Hu. '. 24026;7 ft -l.bs /width h hi times nominal moment : (PhiMn) = .24044 „48 ft -lbs /Width b e•I ecta.on under service loads = ;292 in: orient .uncfr r serv3.cc loads -. 1362 .21 ft• -1bs, /width b s required .:= 1`.347 ;Sq.in. per width b foment under factored loads Mu. = 20957.91 ftlbs /w i.dth b hi times nominal moment,(PhiMn) w 21014.87 ft-lbs /w dth b lefleCtiQrl:UndeI' service loads = ..`2.71 in.: foment under . ..service loads = .12fS2.40 ft-.1b: /width b is required = 1.138 sq. in . per width :b s' .RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 TyL.De, . . f�•f.ZZjG' ' t. I2 ? (.a9 a1 Io 2 -1LF. • t. 2.5.9.1' Lr I zo i 12? Otos) -- z 2 . 3 : 1#.s-pi. S . JOB `'E.�C. eio SHEET NO OF DATE CHECKED BY DATE SCALE CALCULATED BY C3 In (PS.. ' , • 137_ w ..... _ j(, lie TRN.Se.• :„ Et z+ca) in.5(21)(.-*3.1 r a (13. 1.3.S (l41 .137. 7 LQN4 p • b � 3 105 I. .. te,L, ...1'S '. ..0 3) x. 13 SC7 ) 66531 : 31. 1cAPs VIA Lt.. 6o\102 1 14.14 eo. w/. led .. c o /,c z. o PLf . 'aIG ,RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE a SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 JOB .�I`���" 1.? SHEET NO OF `2_ OF CALCULATED BY c..) Nl DATE CHECKED BY DATE SCALE RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 - Z.1,9 (4 1 "p� 1 bj • ° 1 .71;x'„ 1 21, ; 3 fo -` • T�1 ^ � , � C9 0.' ' 1 ` 2s 12 c � .1°I of . JOB Z:, t ?t : 4 SHEET NO Cos1 M OF DATE CHECKED BY DATE SCALE CALCULATED BY ...Ij• L! 1�. � - 1%6 .. . a.Z.... 1 k7 PAAS i P • ;di'Z -f ` , ;W doNN Tote 11 dcn,i��1vE I V ~i 20 (f 2 )C`tc) - FFf.70t1t �'c.�... t�•�oQkr�k s7t �.ss._ 1\0 .7 I ,.. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 1110'_11 12)i SLA Nom_` (SNP i .S'(1)(,Z)(�} ? ),(O - k ! s+ala To ;F/4 .98- 09 GA lop C• kPS,. �Pn,az. Lat.. Oult143 3 ,3kit i s tems csF F'Atiu i • 3(...c14.34.91-39.1 ....E I � • • , = a7 (9r� 26.41G 28 I ' ;c 1;z i1t :' . . d 4— , Bo Flex 116 ;t915 j'.b' BA FTC; . 5.6 . L604:).. . G ..5 �Qk) 4U-7 . To I 1 2:1/4= H2• fpw 1 �,. i 1 2.(7.25)(1-) .. i 1 • JOB C. SHEET NO OF CALCULATED BY L .,..J � DATE CHECKED BY DATE SCALE . k- fS . _ I . L-- `#" l-Nc • 13' _ US ; Wc� e; .. 1ZE t" Marl / . ]('� `� ` i .o- l l RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 a 1 �� +( •` - a . GC) f s) f � p) X74$ S : x 4 C I Z� .. v i :;ter str,,IL 1 105 - JOB S E Cig:15 SHEET NO L."' 5 CALCULATED BY C..311 1 1A ...Z. 4. 0 Btw 1).. -). &f t:2 972- 1 ._._ Pr,..= 1 1 !: -ti&;W ii\I ' 1 IA.1., OF DATE CHECKED BY DATE SCALE i. .. 2.1 ., .co,t �11M . 3. 3 _. 33 25 Fs .9..2.3. kl►os_ LI Co , RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206. 324.6160 JOB s �A7c C - - CP SHEET NO CALCULATED BY CHECKED BY ' SCALE LJ IY--1 OF DATE DATE A.A.R. TESTING LABO;, \TORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 7126 180th Ave, N.E. Park 180 Suite C101 REDMOND, WA 98052 October 24, 1991 File: 91 -108 Tukwila Building Dept. 6230 Southcenter Blvd. Tukwila, Wash. 98188 Project: Gateway North Bldg.5 Address: 3415 S. 116th Tukwila Permit: 6414 is to advise you that special inspections on the above referenced project. The following inspections were required and inspection reports have already been forwarded 1. Reinforced Concrete 2. Welding 3. Grout All work inspected conformed to Tukwila Building Department approved plans, specifications, Director's Rule, UBC and related codes and /or verbal or written instructions form the Engineer of Record. Our last report is dated 9- 17 -91, number 1740 Sincerely, A.A.R. TESTING LABORATORY, INC. Frank Foster Field Supervisor c c: Richard Hudson David Kehle Stephen Gwinn Association Bedford Properties CONSTRUCTION INSPECTION AND MATERIAL TESTING are completed copies of all to you. E OCT 28 1991 CITY 01= TUKWILA PLANNING DEPT. A.A.R. TESTING LABOC ;TORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 7126 180th Ave. N.E. Park 180 Suite C101 REDMOND, WA 98052 October 24, 1991 File: 91 -108 .Tukwila Building Dept. 6230 Southcenter Blvd. Tukwila, Wash. • 98188 Project: Gateway North Bldg.6 Address: 3425 S. 116th Tukwila Permit: 6415,. This is to advise you that special inspections are completed on the above referenced project. The following inspections were required and copies of all inspection reports have already been forwarded to you. 1. Reinforced Concrete 2. Welding 3. Grout All work inspected conformed to Tukwila Building. Department approved. plans, specifications,.Director's Rule, UBC and related codes and /or verbal or written instructions form:the Engineer of Record. Our last report is Sincerely, A.A.R. .TESTING LABORATORY, INC.. cc: Frank Foster Field Supervisor Richard Hudson David Kehle.. Stephen Gwinn Association. Bedford Properties dated 9- 16 -91, number 1470 CONSTRUCTION INSPECTION AND MATERIAL TESTING Pacific Star Roofing, PAG IFSH 17JJA , City of Tukwila Building Department c/o SGA P. U. Box 33978 Seattle, WA 98133 Gateway North, Building 3425 South 116th Street Tukwila, WA Permit #6415 12902 Highway 99 South Everett, W ' 98204 363.5156 Shakes • Bullt.Up • Compaq Ilion • Me -E aurc�R BUT'LEFI FIOOFING SYSTI MS October 29, 1991 .Attn: Tom Pacific Star Roofing, Inc., has installed roof' on the followings Gateway North,,Building 5 3415 South 116th Street Tukwila, WA Permit #6414 Both buildings have Owens-Corning 31NC, . Class A, Built-up Roof systems. Sincerely PACIFIC STAR ROOFING, INC. interply/ Surfacing/ Slope Bitumen Type Materials per 100 ft= Interply Bose Ply' 1 ply Felts 2 plies Bitumen 0'/2" II, Ill 50 lbs '/2.3" III 50 lbs 0.3" Perma Mop 50 lbs 3 -6" IV 40 lbs 3-6" Perma Mop 40 lbs Surfacing Asphalt 0-3" Ill 25 lbs 0-3" Parma Mop 25 lbs 3-6" IV 20 lbs 3.6" Perma Mop 20 lbs PERMA CAP 75 lbs ()woo /Loll IN "FIBERGIA •vA.inl �•�' 44 rs I,iiailable /Casa S lout Asphalt 33-NC Perma Mop\ 33E -NV PERMA PLY-fl .L . . InImmedlele PMIOnste is" as, 4� 1 r -.7 4'-" I r••eldelip r .' 0 2►•' S dulup Nene B o•c, 3$' 3e 2 Mealier PERMA CAP Nominal installed Wolght -177 lb /100 ft' Nominal weights provided (or dosign consideration, Application of Roue Ply' Apply PERMA PLY boss ply with 2" (min, 1") side lops and end laps, Mochsnlcolly eeouro maximum 9" o.c. et side laps and maximum 18" ac, on two linos 11.13" from each edge (staggered). Mechanical a0curarnant using mechanical fastonera rocommondod by the dock menufocturor, Lerge•hood Simplex nails (minimum ",e" heed diomotor), tho lorryfost Topofost system, or the Sanca Fastening system may be unod on wood or plywood docks only. To minimize wrinkloa and buckloe allow enough time for boss ply to relax unrolled prior to ettachmont. Application of Plies Embed two plias of PERMA PLY In ehinglo fashion (stertor shoots requirodl, lapping 19" into uniform solid mappings of hot bitumen, using 23.46 lb/100 ft' per ply. Starter piles should be cut to dlmon- mans so es to preclude coincidont side lops to the beso ply. Plies may be loll exposod up to six months without surfacing. Application of Mineral Surface Embus nominul 12.i1. lengths of PERMA CAP (18•ft, In Aroa Ills with 2` (min. 1 ") lido and and lope Into a uniform solid mopping ul hot bitumen, using 20.30 lb /100 ft# PERMA CAP end lope shall be utaggored minimum 3 ft. ' J.1 NL "ad J2 NC ero recommended over llehtwolght conerote In the runuw"ru olalas Texas, 0oorgla, South Cnrollne, Alabama. Loulolono, M Florida, Callfornlo Area Ill, and Arizona Atop Ill. 31 NC is net recommended for application over lightweight ooncrote. Bose Ply may be spoetflod PERMA PLY No, 28, FORMA Pt.Y•IV, PERMA PLY E. or PERMA PKYR. It PERMA PLY No. 28 bolo shoot not used. IMP r my used must bo the some as the ply felts. 32 -NC' 32E -NC 3 INIC PERMA PLY-6 PE MA PLY-IV Areas II, III General Not. All general Instructions contelnod In the Gomel Roqulramonte aootion of Owens- Corning Sullt•Up Roofing Products Reference and Application Outdo, Pub, No. 5•RW13121 shell be consIdorod part of this specification. Drainage Roof docks must be gradod 10 drain all water frooly, Oraine shell be sufficient in number and size to assure rapid elimination of water from the roof surface, Nailing Ply ?alts must bo beck naliod on Incllnos oxooading 2" per foot. On slopes betwaon 2" and 3" par foot, back nailing shall not exceed 8 foot on canter. On slopes greeter then 3" per feat, beck nailing shall not exceed 48" on center. Felts ere to run porallol to the incline and must bo eocurod 18" In from the beck edge of the felt. Each nail must be oovorod by succeeding plies. High tsmporeture arose may require nailing on lower elope, Ptv - „ .I. ,I �+ ,1 •• „ • "ry loaf 10 - • ,GNMAPtY .. — .. r w $Iph el Pry to Nnl Flashing, Soo Fleshing Soctlon of Ovvons•Corning Built•Up Roofing Products Reforonoe and Application Guide, Pub. No. 6•RW13121, P. 01 FRIA j HUUSOU 2f66- 324 -624 RICHARD HUDSON & ASSOCIA�.,< INC. //� C Consulting Engineers lfl' r �� 1605 12th Avenue Suite 18 SEATTLE, WASHINGTON 98122 (206) 324.6160 1)71) K- Ieg4t Agatarer 10.3 0.1991 12:35 P. 3 Nk! AIC, WPrs N/ Cool p14E17 n.t I Gtr rote, Ggio Q roc) A)40eg NAB -11.S AKE 7V ,+E l x0 PO1e th 4 01-16, A/ G T// • E 5fie4-rH /nl C, W / -f '/2 n U/o`1 1i uSteA, oftntAr7"e-D /except- 4s /1) '? O Pie N4-U6/ 4P/'ae AP 7V /W 4ccA €p p- &'GE LU / S Jr fU /0 .. "1'6 /�.,Y / � . 6r AI. &ix.. 5 i • 7"0_ SG February Dear ` Ann, 1992 Ms. Ann Siegenthaler City of. Tukwila 6200 Southcenter Tukwila, WA 98188 BtJFORD PROPER1VS : Letter of Credit Landscaping a FEB 0 4 992 . ct r`' OF 1 UKWILA PLANNING DEPT. The City of Tukwila is the beneficiary of an Irrevocable Standby Letter of Credit ( #G086019, in the amount of $137,952) for landscape construction at Gateway Bldg 9 and subsequently transferred to Gateway North Bldgs 5 and 6. The landscaping for those buildings . are now complete. You also expressed concern that we replace 13 trees at Gateway North h, - Phase . 1 which were damaged by Beavers. As of this morning, 13 ea. 2" caliper poplar trees were planted and are protected with hardware cloth at the base of each tree. We request the City of Tukwila issue a letter to us releasing the Credit. Sincere Y , .i2obert ,Hart Project' Manager Bedford Properties, Inc. A Diversified Real Estate Development and Management Company 12720 Gateway Drive. Suite 107 . Seattle,, Washington 98168, , .. ;'Telephone 20612414103 Fax 2061241= 2191 CONVERSATION RECORD DATE: / , } 7/ 4 72. TYPE: ❑ Visit ❑ Conference MON TUE VIED THU TIME: A.M. FRSI SAT SUN P.M ❑ Telephone — 0 Incoming Q Outgoing Name of p rson s d or In contact with you: 0 Organization office, de•t. bureau, etc.) �. Location of Visit/Conference: SUBJECT: �e)X77-1 SUMMARY: ---Ce&r 1/17x6/- eit7' r c - 4/1 &` Telephone No.: Title: Ah. as/7;Y 17 71,4 4 l FOR OFFICE USE ONLY Date: auq&K,t p(04,..a eow. ie-ti,e(aK G�SG� a S 5 .3 k..pAn, - g O-or otty , 4%v ioL a ; A/6 r--e/easi) 1C v'ert 4 [JAN21:1992j. CITY OF TUKWILA PLANNING DEPT: DATE: / 7/ �/Z SUBJECT: 71"-re-lC/ % Air SUMMARY: CONVERSATION RECORD MO N WE VvED THU FRI SAT SUN TYPE: ❑ Visit ❑ Conference ❑ Telephone — O incoming • Outgoing Name of persons co t.ct =d or In contact with you: r �, . .1v Organ zat on (, ce, • ept., , bureau, etc.) / Telephone No.: Location of Visit/Conference: A - z �/ �- (,1941 f 6 TIME: A.M. P.M. FOR OFFICE USE ONLY 4 (l 6 Lcriafra etty a 4 l c15 ro (e.,14 ceoL .//a kk(, s 5 5 pi av-,:a. L 00, ic,A,...967, GaSk. aSS a Cwt e y F l�s pr—ciefisi 4-4e. 1rt;?Tioid .t[.) 71)40:.)" JAN 21. 1992 CITY OF TUKwtLA PLANNING DEPT. Project: id:mg, (.j4 ,J d j Type el Inspection: / ) �% Address: I' ¢� I Date Called: �' Date Wanted / 0- 3 OrC ` a .m. Special Instructions: i , r �,. �iequesier'7�, , Phone No... - t ° -- tob . 1 6 .,......,�.. -., --, �,,.,.,�. �r,. -'' n, ; r-.-.. a�ww: dss�y�:.C...:.�ar•,7 ss,,.- ( INSPECTION RECORD Retain a copy with permit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION Southcenter Blvd., #100, Tukwila, WA 98188 0 Approved per applicable codes. COMMENTS: So) _j".4 o.: ' J ir• / s i r, cam"' *-7/ e: fr, (206) 431 -3670 0 Corrections required prior to approval. O $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ro ect: ype o nspe M • 1411FAMIA 'ae . - ; p - , ,-- • ' ress: ((c� Sp: . a Instruct ons: Date 'ant: s: r I_`9 am.• Requester: t .,. � _"' Phone No.: we j _ �r"_ tr (N INSPECTION RECORD Retain a copy with permit I' •' ' •. r PERMIT NO CIT YOt= TUKWILA BUILDING DIVISION j" 6300 Southcenter. Blvd., #100, Tukwila, WA 98188 __ (20f� 431 -3670 Approved per applii ble prior_ to approval. COMMENT ,B` 7; .e o $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ate: E "ro ect: ` f �, r t L ,, ' � ✓ i L , t � ye o nspe «ion: � vl •ress: f • ` ( (4) ' t •.to .:'; in' .?" "_9 t Special Instructions: Date Wanted) O� 30 rn ` - fl m. Requestar��, . Phone No.: 14 / _ / „ 9 6 �' fll J! CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit R (206) 431 -3670 0 Corrections required prior to approval. COMMENTS: 4 00,* / h orreele , / ac4 .4eZ %/z/ I Inspector: Date: eey O $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: DATE PFI,DJECT ��q Al f/f / _ ('`'' 751'/ A . ! I � l- S LOCATION N SLOG. PER I NO. � Cog t f OWNER WEATHER TEMP AT AT AM PM EN ”VEER (4 4v6 0-CO /J ARCH I ^'T'' TECT �y "/,, ��/� ' T L CONTRACTOR C Cr- /t FIELD REPORT C A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: 0 -') " `Zn GPj 4er 2` 7J f �7aO (rn7f�arr�'•2 S74 /7 e-5 yt /'E, /.,U4 yg/ 4 TTN: 6 72 0AiS. COPIES TO: CV. ,ive _ e-ft r A-7 14). -1,7 5,47 E. PREVIOUS REPORT No. 199l F rUKWIIA INSPECTOR: /YA \ FIELD REPO SIGNED' N9 1740 j 111 x 1./ !!J LI!) DATE p P JECT 1 � /U . eL.)G- s--)"-- 4 LOCATION SLOG. PERMI(N / L /l(/ OWNER WEATHER TEMP AT AT AM PM ENG�INEER /C'ag07 so 4 ARCHITECT CONTRACTOR_ A S FIELD REPORT A.A.R. TESTING LABORATORY,INC. P.O. BOX 2523 REDMOND, WA. 98052 (206) 881 -5812 FAX: (206) 881 -5441 TO: ATTN: 7 2-0 (j7 '44,4 j7' ,;-7. 107 ,$fM 1 7, /l COPIES TO: cI_ic,_ o PREVIOUS REPORT No. INSPECTOR: i'' 072-. N2 Q f orrt,4 4 -z• 7 I* fINIONIA t'f . cr. Dg) ‘ 16 ; tilAY -pf 17HICATIV 066 7, 114M fla. 1 hiveittiq 440 • .. • - 7- •rtb,t' • -4" • - $ • • • alb Li z e.A4-11 • • -.• Vi -• • r? ^1'4 . .-7••••.! •1 . 4i .: 14+ • ••* • r • • 66 S ,r)si j 4' - ( " Po. • • — • • • : , r 1 . `"•••••■./ .. .k 1 • • • e •-.41 Ire Al". V ‘e PROJECT: el aitA t i a , "A...A ! PERMIT NO. / SITE ADDRESS: ' 7' LO ' I DATE CALLED: n , , TYPE OF INSPECTION: jiL f , ' • DATE WANTED: , 1 I W SPECIAL INSTRUCTIONS: ' j/i I. rt REQUESTER: .--,, V PHONE NO.: Z4(0 , ( ( 9 y INSPECTION RESULTS/COMMENTS: • a.AAr— -..,..... t_. i % ---1^- 4 • • II i r. 1.ro.se3 • e A........c.k., .- -. INSPECTOR: DATE: . 3 - - VI -9 I CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 INSPECTION RECORD 6300 Southcenter Boulevard - #100 Tukwila Washington 98188 PROJECT: 6. S PERMIT NO. to 1 T SITE ADDRESS: (I (s DATE CALLED: 7 - 16, - t / TYPE OF INSPECTION: �/zr.,3,$„) � t a F .5ofr--,-T a.m. DATE WANTED: 7 REQUESTER: /n 5,4,,,, n is SPECIAL INSTRUCTIONS: 2 rL st PHONE NO.: INSPECTION RESULTS /COMMENTS: /L-o15vr. • �J R Stiff . - ' v • r I i INSPECTOR: 3 DATE: `?., / (yw 11 CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 � INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: _. L vf 0 0 I. • A fe o PERMIT NO. DATE CALLED: ICZA L I --).- 10-q I SITE ADDRESS: ,3415 (I to 6i- TYPE OF INSPECTION: DATE WANTED: --71.m. SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: CMCAldsaballignal INSPECTION RESULTS/COMMENTS: NYM" APP/Lbv", (2-C.Va-( 1" Ck .".. E--k -- it-tro, P-AA- vv\ ■ rZ..‘ (a A P ego v INSPECTOR: DATE: 7- ( 4 7 I 7 4: Ii1;°4 11(4'...•. .4,!4•4t crrY oF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 tt INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 Permit No. U 4i`'r Date 7 thief( CITY OF TUKWILA Building Division 6200 Southcenter Blvd. Tukwila, WA 98188 433 -1845 CORRECTION NOTI The following items are found to be in violation of Ordinance (m56- and shall be corrected. 9 fS C° 7 0 J %,,) S -7 •A PPGr -ovic^D C.-o Z-- Signed; Job Address 3SCf:5 G -S Building Official /Inspector PROJECT: - PERMIT NO. (/'/ SITE ADDRESS: 3 y/ c //. ) __ DATE CALLED: DATE WANTED: -— � - � � f ° ; m ' __ TYPE OF INSPECTION: • =-•„�- „ 1i SPECIAL INSTRUCTIONS: .= ,,, REQUESTER: PHONE NO.: S,�- C 4 _, INSPECTION RESULTS /COMMENTS: c 7 cn,- s.7 l,, ---L `o Wit-- a- r". ' ---- '" / INSPECTOR: �----- DATE: 7 ' a: Fr k u s c;}i ,�+, r �� M 3f Vii• i W .,u, t s�rr; L."}i G,t5��.3 ,7' - ��di`5".1}�'euf": °.�E,Y.�.. }•C�':t.. ,t} • @tth;.,.a.'St. "!1 � tit..;Wi lk;`L...... CRY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 L1 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 r PERMIT NO. s PROJECT: � ,rr. � x a & SITE ADDRESS: ( x Pr r--- •-- % ! DATE CALLED: (o TYPE OF INSPECTION: (27COA ' 1 ' DATE WANTED. C - 02 `7 '" SPECIAL INSTRUCTIONS: REQUESTER: 0 PHONE NO.: 1° -` P 0 INSPECTION RESULTS /COMMENTS: t : - noTE! ' L'7. 9 i t PEQTOii OVE . y' P §:�.' l F,�1.'S; i:;��; ; lh�` X; !S.t';'.::.�i6:t:r'+5$3�!l'!;.. ;',!ry;,r.pl: ^1':2'.;L.'1v i Oil CITY CITY OP TUKWILA Dept. of Community Development - Building Division Phone: (206) 431.3670 r, va,v..�:.vrxrESr: �laEC- tu,.:. v.• rr�, r. , r,�vv.�•:;:w:;;.uada�::axts>i: INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: ,t /()01 IMIIIMf 0 '/ PERMIT NO. SITE ADDRESS: , I . " ) ; 7 DATE CALLED: 7.__._ / r-. 9/ TYPE OF INSPECTION: 4 t: . ( ) DATE WANTED: '7— � f, --- Q/ P:ma, SPECIAL INSTRUCTIONS: : i , ,! !i cL&4/17 REQUESTER: 212 y PHONE NO.: 2C/6 --- 4,0 6 INSPECTION RESULTS /COMMENTS: f2 Q- c- - -c r ...b v_o-._*- A A- ( , O .l i b s)•• .1 , u_10 "-/es.k . INSPECTOR: DATE. 7-3 CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 'v (terry tY., , INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: — de%i _, , / .4,�J, pier ' PERMIT NO. ' I SITE ADDRESS: (3 1 , S / 1 ( Q r/ ofer DATE CALLED: ( --'7 TYPE OF INSPECTION: A im jam �- 4 : 610 ,l/ DATE WANTED: 4 '— / �' ° ; m r —, REQUESTER: jf // A/) PHONE NO.: --6 7, C! (e 1� SPECIAL INSTRUCTIONS: i INSPECTION RESULTS /COMMENTS: c. cti /lam ■ i � INCIMITAC• , _ DATE! 7 f ( 1 + l CITY OF TUKWIL4 Dept. of Community Development - Building Division Phone: (206) 431 -3670 r\rsuH 'cr,,. INSPECTION RECORD r, Hlf' 1. �H'. t' x`Y^�'^�..:i',J.v.tw'i•i %.wriix \!VN�4W.it:�`.:: °:JY.� 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: P lAjjr= SITE ADDRESS: , ( 1 (5 F tEIUEIIIMIIII 1( (P PERMIT NO. IP DATE CALLED: TYPE OF INSPECTION: 1APki IS, (AA DATE WANTED: i -I4- Pli SPEQIAL INSTRUCTIONS: REQUESTER: PHONE NO d (0 (p(001( INSPECTION RESULTS/COMMENTS: .".."--..... .... _.......... INSPECTOR: /01 '':,,(44,.."-)-1 D ATE : CITY OF TUKVVILA Dept. of Community Development - Building Division Phone: (206) 431-3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 rte ' PERMIT NO. DATE CALLED: 6 - PROJECT: h SITE ADDRESS: y It. I TYPE OF INSPECTION: ( 1), A _ " ( DATE WANTED: (---- — q /F) / .. INSTRUCTIONS: 7 ,e, effnte, /i a2(---- REQUESTER: i b ‘ i I I OP PHONE NO.: 0., 0 , o , 9 , INSPECTI 4 N RESULTS/COMMENTS: et rE ... ,....... . -.mg , . a ..... ..- ..e..... .... 41, , or ...., -- dr _ dier ,..,010 AIL / -• e/4 _ _ o r4 , 0 -• ...■ ^- .4•••••1 . .0 AO ... . ..dia -.... .. . .l I I 1•••••••■••••• . mi Ittef•Te112 • nATc. CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 CITY OF TUIKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 PERMIT NO. DATE CALLED: e p - DATE WANTED: to — / im , REQUESTER: /) PHONE NO.: _- � — [p L610_ 0 PROJECT: _ k HZ A A SITE ADDRESS: C ' TYPE OF INSPECTION: SPECIAL INSTRUCTIONS: INSPECTION RESULTS /COMMENTS: INSPECTOR: • A INSPECTION RECORD DATE: 6 7- ` / 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 e.,..-+- .1* -t-w cw . f 1 • .,e-.3 c.Y c 1..t..4j -0C- 4- ? Gtr cp - "i CITY OF TUIKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 PERMIT NO. DATE CALLED: e p - DATE WANTED: to — / im , REQUESTER: /) PHONE NO.: _- � — [p L610_ 0 PROJECT: _ k HZ A A SITE ADDRESS: C ' TYPE OF INSPECTION: SPECIAL INSTRUCTIONS: INSPECTION RESULTS /COMMENTS: INSPECTOR: • A INSPECTION RECORD DATE: 6 7- ` / 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: if,' rMfal w +,,,� / i 3 PERMIT NO. SITE ADDRESS: a ct /) 5 /1 / , - M. t �' DATE CALLED: 1-- 21,- C J TYPE OF INSPECTION: A ( 1.'i / -- ( 2 ) 4 .1 DATE WANTED: i5 - --.6--/ REQUESTER: i1 SPECIAL INSTRUCTIONS: g PHONE NO.: — / 9h INSPECTION RESULTS/COMMENTS: k-v-tec:4-tre I Thy Vh 1 c" et A r .moo c .AA- `-'Y.,,,D 12-L4,-.0 \ .N.4 6 i INSPECTOR: ( �4..,. - DATE: -5-3-11 CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 � . r.... .tse.r. ..."$ F l',„' ALrh: 3' 1d:•, v "l:`..S».....oLM..•t: {6m.'. ,inty.r INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: CI C V N i 0,-- PERMIT NO. co IL, DATE CALLED: 773 SITE ADDRESS: 1 ? 6 - - - 1 ; - 2 ‘ i i TYPE OF INSPECTION: ,,,,i6v\A.Arki, DATE WANTED: --1-411 gy . • SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: .d-(p -- c (pg (p i /1---,A. -, c3-2,. INSPECTION RESULTS/COMMENTS: CIi ,e � dS cz-dez-f,t4 cs' 17 e ....4-2-.0 e ra aorie. r-r .—. Cd• __C2 / ,,ge,s, rat, • •s• • CITY OF TUKVVILA Dept. of Community Development - Building Division Phone: (206) 431-3670 42418 INSPECTION RECORD 6300 Southoenter Boulevard — #100 Tukwila Washington 98188 PROJECT: 4181 ' I '1 r PERMIT NO. afi SITE ADDRESS: ) I to A. J DATE CALLED: 3 -- _q TYPE OF INSPECTION: ( f_ i Id/ DATE WANTED: 3 - ZC — W SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: , . • — 6 , 9 INSPECTION RESULTS /COMMENTS: M A . k ` o1-►r A. • 4 - e ' Sj . J J � INSPECTOR: . C DATE: , -2.. ,, .;,{1M A l't.P:41, CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD nsib ,4 cnu+:F.s`v ; vtt^ms'rsmcv,- u sviro«v,,;i'.4a: > :: 6300 Southcenter Boulevard -- #100 Tukwila Washington 98188 PROJECT: e) , _ i ,A 5 ' lit, CP I „, � 5 PERMIT NO. DATE CALLED: 04” P I q SITE ADDRESS: I. .5 TYPE OF INSPECTI e _- - 1A V idi DAT W ANTED: 2 j '"2(1 REQUESTER: 7)'YL, SPECIAL INSTRUCTIONS: 1 )4VQ/ N V a) PHONE NO.: 2,..4-CA ( (p 9 INSPECTION RESULTS /COMMENTS: f u `'`'" -J3 -' - a A 0-.-e. A i" t■Av , 0 ytt):-.. IN-11 1, ,v,..3 r INSPECTOR: 2 LL -- DATE: '3 - 2- & - `f / .S.ti•'i.'fRt CITY OF 'TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD _ii aa xy.„k". :k f+nY R:: {r,a h.au4.va 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: ; k) / / t Cj ' PERMIT NO. ( I SITE ADDRESS: y I • A DATE CALLED: Oj - / if' GO TYPE OF INSPECTION: t.il.1.4. III n =T : ► T , • ; ' l '' SPECIAL INSTRUCTIONS: V(il,(' REQUESTER: ,= ":, s ` 2-I . P , I 1 PHONE NO.: / (P INSPECTION RESULTS/COMMENTS: c"4 „ A 6 1 4 .,�, s c ,, 4' A 4A ,e ,S /.P 4 7.0 INSPECTOR: .,,. DATE: ,9 —2./ • 9/ .a 114 ;z Id'r u:a.Lv:S.nr. CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD .., n e•” i ::o ?f?+?�. „srrnr ,,. . 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: fi 4 ,, f i , , oef ;�,�/�, '� 7 /L./ C :: PERMIT NO. &n //e-7• DATE CALLED: ,3—/3 — :, SITE ADDRESS: c3e7/ 5_ c 5 a //4 TYPE O OF 1 < ____ 1 _ ( DATE WANTED: G' �' Gt — / — /� a.m. REQUESTER: 77 cz , SPECIAL INSTRUCTIONS: p s GC PHONE NO.: INSPECTION RESULTS /COMMENTS: . A ' - " / la • AP I / 0 ' 7 A r INSPECTOR - ter•- '.�U)- . ' /.G� � DATE: 3 ;r`/ --67/ ijr; 1;:,.: 6° J.;:r F ls<:.., ....5•«r::.n•sM +�..,tntl• ,....7.. .<t:at;: ......"aT-='sJr;t CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 it INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: ow ' , ..,, A ),c���r A '' SITE ADDRESS: G ,,. - PERMIT NO. ,. DATE CALLED: - (p — 9 TYPE OF INSPECTION: »yn � A U DATE WANTED: -'� - / .. REQUESTER: 77» SPECIAL INSTRUCTIONS: PHONE NO.: % --In 4 q1 �j. INSPECTION RESULTS /COMMENTS: ■ J i INSPECTOR: e , DATE: h 'aF �}�''[+xi�'m»?t??: t :V.ri CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431.3670 Ct' 11 au INSPECTION RECORD .,, ��,ra,t y: arran *r'.tr a :.- <::<sna:wwvw.�s:n:strtnra ar.; 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: . r . 41 .... 1-� , PERMIT NO. 6, L/� z_ –z -6 / SITE ADDRESS: 3 • '' . S, AP // ,5 ,/,4--;, CALLED: 2 • TYPE OF INSPECTION G / � - - -- .,c' �iA'�� ? vi ,.....L_ ;3 % U[") a.m. ATE WANTED: ? j WTE �--� l r �/ (0-7,19, EOUESTER: SPECIAL INSTRUCTIONS: ,-,,r ,,,,-- PHONE NO.: INSPECTION RESULTS /COMMENTS: 6 4.,)/ s c----e (,, . , , e• -1 7 r7 /r'i / 11 z7 -) .., ! -( .1:7---- ‘ , r.. y -J- -e-!. s r • , _ .YJ ,f t_ / !INSPECTOR: inl , i. DATE: 2_--Z ,( CRY OF Tl91KWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 94..t ^'n'ati t : INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: 6 n-� /V • 4 PERMIT NO. cir SITE ADDRESS: / (s v'- DATE CALLED: Z .3c TYPE OF INSPECTION: 4jair _ DATE WANTED: -. - `°I / 8 M. SPECIAL INSTRUCTIONS: (2. = 3-U REQUESTER: r ley..-, PHONE NO.: INSPECTION RESULTS /COMMENTS: � . a e Ls. •.. �'_Q qi, 1 ,o . INSPECTOR: DATE: ,I ( -9 1 CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 INSPECTIOfil RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 FINALAPP.FRM. City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 `Sprinklers: Fire Alarm: 4./ Hood & Duct: Halon: Ai Monitor: Pre -Fire: Permits: Authorized Signature TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Project Name /i;.% / v' 47-5- Address 3 V /5" jr ///'3 Retain current inspection schedule Needs shift inspection . A proved without correction notice Approved with correction notice issued Suite # /* - /0 Date 9/ , / • Gary L, VanDusen, Mayor Control No. 9 - 1,65' Permit No. /:// T.F.D .Form F.P..85 DATE / 3 9 / p— /0 g PROJECT '1 /u. 4 LOCATION 3 %/ -' $ . ,-. NM BLDG, P RMIT NO. 4 is WO OWNER WEATHER TEMP. AT AT AM PM EN INEEE 0 7 /7/ ARC /? CONTRACTOR FIELD REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: ATTN: 7.97 -0P /a cJa70, it/At rg ��� fso /I PREVIOUS REPORT No. C1 N2 1654 i. . / 7» lip • r .�...1 �v F � .i v wit . .GL. 7 4 &# Gd / / / /1 ;J- • 1 lL � .i/ 1/. • J/ ev! _/, A �o 7.r zoe?, r 7 I57000c a,e l A m e� J • I -r... .eer JUN 271991 CIO 0 - t UI\rrILA P°LATVNIN-G DEPT. INSPECTOR: COPIES TO: Tu ,. j FIELD ' EP•RT _ __ J.. : 1 16€€ 45 SIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 626 / ‘- ,S-^ ,30 6 -a ° "7 a 8 a S 6W- � i 3* loza,too0 /4 , iV5Son 3770 5//O 5750 ► i� 1 6 2.6 - z. ) ,, 67-s 6--20 DATE 5--a 3 I FIELD TEST DATA TRUCK TICKET NO. ' aS-47 1 / TRUCK SAMPLED / F 0 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 730 3* WATER hti,F 4.2- 64 TOTAL DATE 5--a 3 I FILE NO. 9/ 08 PROJECT Cc/4e0. Nap fk Pik >.e. LOCATION 34 /5 3 lid' +4s- BLDG. P ji f10 [ OWNER WEAT EEE st r'l y 9 Ll K TEMP 0.1 AT 9,30 AM AT PM I NGINEER ' / 7 i� . t . C. IX /I m ok p a i s... . ARCHITECT j,.., r CONTRACTOR n 5�ep4�n- G w,N+�_ /Is 5>3� BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 1-5 FA. / , p YO ? ?.0.5 - 0 WATER .2 55 TOTAL TO: ATTN: A.A.R. TESTING LABORATORY, INC. F P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881-5812 � p 1 -5812 FAX (206) 881 -5441 AGA .Vo 1'ror .er4i e 60 b Nat vT • /t2.1 a0 �' -mowa Or /07 PRODUCERS AEA. PLACEMENT AREA & NOTES 1 MIX NO. 4 / `C/ (it) CONCRETE: CC REPOR 47,5 5 SEE FIELD REPORT N0. SEE FIELD REPORT NO. COMPRESSIVE STRENGTH ti QC Q K... ADMIX. 1J RA r 5 %9Z- CAC1 s 40 yT� SZ� e. r 1 - VJc�� �O 1 1�1�j5 . CEMENT INSPECTOR: COP 1ESTO: SGfl R. IIUDS01.111 PflVID KEHLE, A.A.R. TESTI TUKLUILA 'LLD . "DEPT. 5-31 -Gil SIGNED: I. CR N2 4009 CU. YARDS PLACED 3D DESIGN STRENGTH 3000 BORATORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. BLDG. PERMIT NO. 6 3 P` / • -17 mac 6 X( TEMP v` � 75'900 87500 2 790 3 /©a , ---1 -C11/ 67IZ ,s ° ARCHITECT LPN ✓4--2C f-F • , .fc, S CONTRACTOR ( T)'1 .5Oi✓ ?4 , /A)/) ,4if 0 c 6 7/3 6 - 21 • 7 99 3530 67/q 7 —l —IL .2F3 2-8 f,'7 /v FIELD TEST DATA TRUCK SAMPLED / g TRUCK TICKET NO. Rt� , 89 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. BLDG. PERMIT NO. 6 3 OWNER 8: 2a I-1'1y TEMP v` � . 0.' AM AT PM 6 -. 7 65" 6 ,s ° ARCHITECT LPN ✓4--2C f-F • TOTAL CONTRACTOR ( T)'1 .5Oi✓ ?4 , /A)/) ,4if 0 c DATE 4 — /z /- ,/ FILE NO. ,/ —6 PROJECT 6 Lt2y (. ('- EL c2C % MOIST ADJUSTED WEIGHTS LOCATION a ao3 z LN> .0 2 [3i4,i) it - S BLDG. PERMIT NO. 6 3 OWNER WEATHER p/7 TEMP v` � . 0.' AM AT PM ENGINEER /'I 011412,N /- 4.0 /)So.O 2 ARCHITECT LPN ✓4--2C f-F • TOTAL CONTRACTOR ( T)'1 .5Oi✓ ?4 , /A)/) ,4if 0 c BATCH DATA FOR 1 CUBIC YARD ' DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT / 7 FA. / c CA. 2030 WATER 2 TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: --- B 7 � � U /Z T) /�2o ?r ATTN: 'o fJ 14- 42 T .- 17 2 v A-7VW7Ay par i)/9. 0 7 8/ MIX CONCRETE: i/Pre7-7771( ) C I,INDER REPORc cOPIES TO: N 6(c),n i CH t 17044ord Oyopeu -Ave COMPRESSIVE STRENGTH CEMENT - zr SEE FIELD REPORT NO. % N2 4 1 86 CR CU. YARDS PLACED if ' ' PRODUCERS AEA. ADMIX. (41 .45- 43 CAC12 PLACEMENT AREA a NOTES Rf c ),f- 4$ P-oR DESIGN STRENGTH FAO A.A.R. TESTI BOR TORY, INC. 2 CYLINDER • NUMBER DATE MADE DATE TESTED AGE . DAYS • SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 47/x' d7 f'(, I2:t9° 6 -1 y/.7/ re- Pe 6x.� „2p3cf) 'J F25�-o�J 1oaoo 29/0 3/90 <s 2, 6717: TOTAL F` 6 . _ . i9 . 67(g a--2( 9'63 oo 34/6 ,7tq 7-!x z e (e;7z0 a 1 - 1Z )--8 FIELD TEST DATA TRUCK SAMPLED /I 4 TRUCK TICKET NO. RS O / ? TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 9 g " „2p3cf) g- 1 / 1 .7.- 65 d 6 TOTAL DATE FILE NO. PROJECT 6 rp 4y_ r' • r • LPG' 9 LOCATION 130( . 7z IN1Tr'2tA,I2 4A) 404 .S• BLDG. PERMIT NO. 6(sR:r OWNER WEATHER r'G./ .I.rJ /77' TEMP AT ? j d0 AM (ry AT PM ENGINEER 2n }uow.' . 21 . C..14 : ARCHITECT L.pAl 0 12c-N- CONTRACTOR pia ....mV: L D C. BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT ( ,S—/ 2 FA. / y. 5 CA. „2p3cf) WATER 2 6S TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812. FAX (206) 881 -5441 TO: X e 7 I R 0 P 727 C 5 ATTN: , 6 f- _5 7 5T t4 . ? B /b MIX NO. Lilt 4 / 1e.) dLLINDER REPOIL COMPRESSIVE STRENGTH SEE FIELD , REPORT NO. '��/ / • 4187 CR PRODUCERS CONCRETE: (P(7, d AEA. ADMIX. t.) PLACEMENT AREA a NOTES ,...09-42, .S , ,,Q RI..,) .- F. /P L/ I /S ) 2 1 COPIES TO: s ,• 0 k s .r • • 4• oil LL * * l . CEMENT _ CAC12 A.A.R SIGNED: DESIGN STRENGTH 306 Q ESTI CU. YARDS PLACED 34/9 BORATORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH • PSI SET NO. £ 72.( 6 -1 v � 6• - /q c r y Gx1 WATER q o 33 5'-o ser .1 to 6 (I 1 14? F. /.37o 0 97500 33 /0 3'/- o _6izz. z3 -2( 67Zy 7 i 2 7- ra 2.8 S 1 672S FIELD TEST DATA TRUCK SAMPLED / 2 S" TRUCK TICKET NO. F36 q 7 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. ARCHITECT L.._ 1 iv 4i2(_'i)1 CONTRACTOR • S -17- 1 ° A ,17-31 5 4 / 4 e) /A/A/ / :2.43 0 //!o 6 1 /4 4- / WATER S%- to 6 6� DATE - /h/ 9/ FILE NO. 9/ _6 PROJECT C rLts 4/ C -c. *IT I-176 `7 LOCATION • i ig O 2- =N1 -A‘ Ac1�..S BLDG. PERMIT NO. t 4 1 3 OWNER WEATHER •r",,,- ,94,,,oy TEMP O ATIO! )AM 1/4. , 50 - y AT PM ENGINEER / ') ARCHITECT L.._ 1 iv 4i2(_'i)1 CONTRACTOR • S -17- 1 ° A ,17-31 5 4 / 4 e) /A/A/ / BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS 6 --/ -7 % MOIST ADJUSTED WEIGHTS CEMENT FA. / / 25 CA. :2.43 0 WATER 2.. S S--- TOTAL TO A. A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 - 73 RaoP • Prl r s ATTN: — g e) t-, 447 MIX NO. ( 575 -4 / /A) CONCRETE: elev ) CYLINDER REPOR{ COMPRESSIVE STRENGTH PRODUCERS AEA. ADMIX. S °? wR / Q CAC12 PLACEMENT AREA 8 NOTES CEMENT 7 - 7�-- INSPECTOR: SEE FIELD c REPORT NO. �l S/ CR 76 N_ 41 CU. YARDS PLACED LT V 7 DESIGN STRENGTH 1 ...? 0 0 7h- f-oR .?'4o,' tirC= F. '� L /� /,S .) )g /35 COPIES TO: . .... A.A.R TEST LABO ATORY, INC. l•.P \ ,..: 5 ` v O rd Pro p , SIGNED: CYLINDER NUMBER DATE MADE DATE • TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 66 1 0 6 6 -1 7 dr(rz 0105 795oo 2 6/O i-f 6 i f S 7-10 AF 66 /z ..1 –I0 •aJ -1 FIELD TEST DATA TRUCK SAMPLED /03 TRUCK TICKET NO. VIZ 6 9/ TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 7.3° ...3..._-/-- 0105 4.8 61 S TOTAL DATE /4 - 5r FILE NO. V S3 PROJECT # ('s1 we ( Q ' LOCATION ./ 1 L f. 03 2 . ►>fe N Ave_ 5 BLDG. PERMIT NO. 6,5 OWNER WEAVER I i� c i TEMP 5-6 AT 7 ..7 AM AT PM ENGINEER /A rr � I1 /� a #a& (Y c{d•!s0L. ARCHITECT 1.__P n [ L �I/ ►`t1, c � 1 . e c �f�S CONTRACTOR �c S/ee A eh. G !xi 1 1.1 I\_ Assoc._. BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 4k-0 FA. ni4 0 A. 0105 WATER (ASS TOTAL MIX NO. 1 W CC LINDER A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: 04ZAcore Pvo rt-ie5 ATTN: te Ab 14- . /p7 7 0 G Vr /C27 l€ Waf "7V 6V COMPRESSIVE STRENGTH PRODUCERS CONCRETE: o C- &Q h CEMENT AEA. PLACEMENT AREA & NOTES • COPIES TO: ii1k W w 10 4]i Qi 1- 3 t�P . � A REP OR . SEE FIELD 4? 03 REPORT NO. ADMIX. �AI :� CACl2 141 ' • ' Corn �'" -Rao— n� INSP C OR: A.A.R. TESTIN SIGNED: �_..� it _at DESIGN STRENGTH 2/60 Sea° e (cQ ►' can v t N2 4097 CR CU. YARDS PLACED 4 BOR TORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. C/ 01 ZZ 5 _2, 1 7 bk /z_ z_, j 3i./._0 O 2 950 ENG R .r 4/4i ..0 A'CHRECT, ! V bias / j -i�. �o 7- & AAA -.360o 5 5120 /4tt/70O 6!0 FIELD TEST DATA uu TRUCK SAMPLED / TRUCK TICKET NO. 5a, 5 44 / TIME LUMP SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 512---:- z_, j AT AT ENG R .r 4/4i ..0 A'CHRECT, ! V .rt/ /i ilio / TOTAL CONTRACTOR R DATE c � ,C ,2? -7/ FI NO. g1 C-13 DESIGN WEIGHTS P OJECT. ADJUSTED WEIGHTS LOCATION / 3 /13 a w7 rte' r i 44, • BLDG. P RMIT NO. OWNER _ WEATH�rE��z ���� � C:�6jGG� TEMP z_, j AT AT �1 AM C� PM ENG R .r 4/4i ..0 A'CHRECT, ! V .rt/ /i ilio TOTAL CONTRACTOR R BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT L FA. MO CA. WATER a "-' TOTAL TO A.A.RVTESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 ,r, ATTN: � /1 i /7/41-2/r Cdr LINDER REPOR( MIX NO. 4/8 V kt) COMPRESSIVE STRENGTH PRODUCERS AEA. PLACEMENT AREA & NOTES CONCRETE: LOP6s.l ADMIX (41& ' " - CEMENT CAC12 i4 &44 i J A. SEE FIELD REPORT NO. INSPECTOR: 7C N_ 3598 CR CU. YARDS PLACED _11 DESIGN STRENGTH Z ` , T� V7ge ArA 12-7,/ 7m , aO sTO ^ BtDFORD TROPeraltSi LPN) A.A.R. TESTING _.ABORATORY, INC. "Klettfig1) R01)506\1I A, TUKU I 13LC6 SIGNED: nrt'r -GI 4 QII CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT WEIGHT LOAD STRENGTH PSI SET NO. -. /159 %7 `] - ` I 7 61<12- i 3OAM PM g �r�c� ea 3 /,moo 6 ;./ 1155 Z `7 -Z5 Z.f3 . A. 1 1S(o - 7-2.3" ze PIMINIVO .i U!.. 1 1 991 1 ; CI P 1 , .1i: r iI,:.,.viL.P. .'.Ni.gNG DEPT. FIELD TEST DATA TRUCK SAMPLED / 5 TRUCK TICKET NO. g l 2. DESIGN WEIGHTS SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR ,�TiME T/ t& A `//2-- i 3OAM PM ENGINEER P/0/ */) /1)504) 6 ;./ ° Z CON s, . A. DATE 27 ` 1 je /99/ FILE NO. �j/ /o DESIGN WEIGHTS PROJECT 64-12(/4q �oierhi ' ADJUSTED WEKJ -TS LOCATION 3 15- S . I I (.0 724 uIt 4v"-4 1 " It ft i40MITCTNO /45 OWNER WEATHER _szw. )Ai Z .' 5 O TEMP AT J 6 ° AT i 3OAM PM ENGINEER P/0/ */) /1)504) AllekitTECT TOTAL CON s, . A. BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEKJ -TS CEMENT 1 FA. /45 CA. Z .' 5 O WATER Z-5 TOTAL PRODUCERS A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: FEA /'t ©�OL MIX NO. .Soya CONCRETE: C4.'LINDER REPORC' ATTN: /272 6.9-7 : ? . S76". /07 55477 14k _ l�f/f2 r LOAD S/C� T AEA. ADMIX /r ! { CAC12 PLACEMENT AREA & NOTES CLesa/eE STS /' ' t 6 . #5 COPIES TO: tiCu� t1a Bld "Pou)td Ke.1,le 56-Pr - '7 _ Q a l COMPRESSIVE STRENGTH CEMENT SEE FIELD REPORT NO. 393 CR SIGNED: N_ 2783 e CU. YARDS PLACED S DESIGN STRENGTHv CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO, 6 56 8 7-9/ 6 ? ,2 X y 46'o o /530 / do '' / 6 7-5 a n Wa p (96 o o f/ 26g0 2 7 1 10 4= 14 65'7o 1-5 9G FIELD TEST DATA TRUCK SAMPLED /a Q TRUCK TICKET NO. 6 449 98 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 7 � s�i7L1:... CA. sX ° TOTAL DATE 7- 9/ FILE NO. q'/ -/© S PROJECT c.64 y ,J' /o.7T4 % MOIST ./"AAS 0 I 72) OWNER LOCATION ,3 41/.x .-- S - JAI . BLDG PERMIT NO., WEATHER O k_c_a_ e�7 5 i' TEMP AT AM AT PM ENGINEER A G,4Q e n , 1 va S..4) A) ARCHITECT CONTRACTOR free, AA.) AJ.) rV ,v J- S,S,ioeLw 1 xi BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 6'6 (/ —PA: 32 7s -' CA. WATER 2o° r. TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED y� (206) 881 -5812 FAX (206) 881 -5441 TO: , i � a , / L .6 , /ale T/ c S ATTN: 2.34Q,46 HAZ2 r 1.2 �� 7 6,40 464 '207 /r LPJ47 / PRODUCERS MIX NO. / cs, CI 61LINDER REPORC. COMPRESSIVE STRENGTH SEE FIELD REPORT NO. "Icla CONCRETE :e2d e CEMENT CU. YARDS PLACED � Lt/ /4/Al V el powiva AEA. ADMIX , ^ - g �_ CAC12 DESIGN STRENGTH,e2 c'Q C PLACEMENT AREA & NOTES (i u T r£P.7. -z / e d � ,1,�pip r r,cJ 134)6" 4 ' s' INSPECTOR: N2 3667 CR COPIESTOrr t\rk -R(r ,I 2 g. %-4IMSScYfl, A.A.R. T STI . BO - ATORY, INC. • DAvwl UsNil A SIGNED: j Ord % /_ -Iq- QI ^1 �, CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 6477/ 4 -7 -9/ G -I 7 lx/z• 7 0 205-0 x5 70,O 2O3o /aA / 6.5 - 7 -5 .2i lL -i&ZOO .5iiC) 6573 - 7 -5 -2 c� 1LI�'�Si�n _51 FIELD TEST DATA TRUCK SAMPLED TRUCK TICKET NO. 4 / _V TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. ARCHITECT / .124 (/ 43 / fe 4 / , CONTRACTOR <re "Ay 4/ 4 AL) i ,t./ ,I) .4 - 5:Cd7e: /O'. e %.. 7 0 205-0 C/ 2 s/ - G 4/� TOTAL DATE ‘- 7- 9/ FILE NO. 9/- / PROJECT • ,,; re� ,,o y //4e,g r h s e. p eie LOCATION t// s - S-- 1 /4 ,3 BLDG. PERMIT NO. OWNER WeATHLR ;A'I"`'' sJl/...e e/t S r TEMP AT AM AT PM ENGINEER ll IG17R £ 1) M / /, Sao .t) ARCHITECT / .124 (/ 43 / fe 4 / , CONTRACTOR <re "Ay 4/ 4 AL) i ,t./ ,I) .4 - 5:Cd7e: BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 4/5-0 FA./ d en CA. 7 0 205-0 WATER 2 r' TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: at. .e24 / rieze /Z.7/ 670 ATTN: BO.3 ,�¢ �t / 6:oTc•/At/4y P.02_ #io 7 5 Atiov, fce /ze MIX NO. 4/ W iJ C(LINDER REPORC COMPRESSIVE STRENGTH PRODUCERS CONCRETE:` ( CEMENT AEA. '�^ �� -- ADMIX. _r- "" ' rw CAC12 PLACEMENT AREA & NOTES COPIES TO.TL4 14 2A Pavlc( 11e 1 5 Cr n t I /Lr h - / 44- r 9L GuG 11 . I. '_a ■ a._ aa SEE FIELD REPORT NO. CR DESIGN STRENGTH 2. 5 � C . . . ) s / �a A.A.R. TE TING LABORATORY, INC. SIGNED: / CU. YARDS PLACED / N_ 3666 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 11 159 % 7 ` "'-1 7 44 IZ 2.,e,S0 9.5 d 3 /30 . '1155 `1-z5 2 S J.o5Do /Zzsoo 4 ZGpo 43 - . 2 -.0 `I 1Sla 1 ZS �� FIELD TEST DATA TRUCK SAMPLED /513 TRUCK TICKET NO. g z„,z TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 8 t &a '4 -- 2.,e,S0 . lg ° TOTAL DATE 27 .j;46 /99/ FILE NO. ‘/.-./e., ! Q> PROJECT L 4-x/4 A%'iTh gz_pei S LOCATION 6 4 S. ll(,' x w44-4 BLDG PERMIT NO. 41/ OWNER WEATHER ,sy,0'J y „. AT S : 3OAM 5-4 ° AT PM ENGINEER AR E /i) ke-,41 Le. CONTRACTOR BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT ii?(J FA. /!541 CA. 2.,e,S0 WATER Zt TOTAL Y,. A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: FED p6 eT7�S CC.. LINDER REPORC ATTN: /2726 6/4 . SM. /0 7 MIX NO. 505 (eV COMPRESSIVE STRENGTH PRODUCERS CONCRETE: ( j 4A CEMENT 3-ijg -� AEA. - ADMIX. A. 5/c., -r CAC12 PLACEMENT AREA & NOTES CGe5Gliee S7 /” oR 44 COPIES TO: � �1A9 k, a B\ds . )e *- Q. 4u (')1 J A. A. R. TE TI Tax 1Ck 1C $1,1 Q SIGNED: INSPECTOR: SEE FIELD REPORT NO. 3939 N 2783 CR CU. YARDS PLACED °.. DESIGN'STRENGTH AB L n ;? 11 RATORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. $I. 1 7 /2 3 - 1 - 30 7 10X /2, TEMP l01 3o 3580 / `61' 6,6 of /5 % ZS CONTRACTOR 5GA. ' 76, 70 z1:1 ,, s,-Z0 ze iZL 7 4,3 `1 ~30 7 (ox iz. as900 30g0 ,o g(2.9 ( g - ?--0 28 ,, FIELD TEST DATA TRUCK SAMPLED 129 /101 TRUCK TICKET NO. 09009 / fw ZZ TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT ' TEMP. FACTOR CONC AIR 47;30 4 7 1 4 TEMP 44 ° AT 6 130 AM AT PM B 7` 6,6 of /5 6/ CONTRACTOR 5GA. ' 76, 70 DATE 23 L' iq9 I FILE NO. 9 /io8 DESIGN WEIGHI PROJECT 64i pt N: BL -b& 4 ADJUSTED WEIGHTS CEMENT LOCATION 34/ZS S. ! l (v BLDG. PERMIT NO. Go 4 //5 ' OWNER WEATHER e, TEMP 44 ° AT 6 130 AM AT PM ENGINEER Wei RI c...14-AR D f�u 4/ _2,5'1 . ARCHITECT ` t7f4W ) KEAR - TOTAL CONTRACTOR 5GA. BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHI % MOIST ADJUSTED WEIGHTS CEMENT FA. /./ 0 C.A. v 4 5V WATER _2,5'1 . TOTAL TO: dfLINDER REPOR�i` SEE FIELD ��Oz REPORT NO. y ZZ B A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 73E ro, A PzzPeIZTIES ATTN: Bab �1�.►Zr COPIES TO: U..1 IZ ?Zb A47EW4■I ' SgATT1 E WA.. 9g/69) MIX NO. LieLliAl PRODUCERS CONCRETE: (�) A) CEMENT y / ,6 CU. YARDS PLACED Z37" W 1 AEA. ADMIX M 602 • CAC12 ! �� DESIGN STRENGTH 3040 PLACEMENT AREA & NOTES 7LT 4 P 19M AtIP . a^' am /205e. p OA a*Vi PM, ,4,v/} /waf/i/e/aY 4Axewa • elk • • •t. _ N• " is kE.k,l S Cs19 COMPRESSIVE STRENGTH CR N2 4424 INSPECTOR: SIGNED: A.A.R. LABO '' TORY, INC. DATE 7-Z'-'/ FILE N . ?` - /e2e eZ Cr' 6 PR•. ECT vI 7 .. ,i., . ADDRESS BLDG P RMIT NO. l� OWNER WEA ER '21/- TEMP C' AT 7 AT AM PM EN� EER L / . r /t/ '" £ -A ARCHITECT - 0 CONTRACTOR A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: 8'�z17 21-v/7 iiL07,r/ 'FiQ ATTN: /J(y/g (77 7fl`U7 2-7z r 774.. /0 B 16 g3 INSPECTION PERFORMED: RESTEEL g CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER cIELD REPORT C' L// Jm : t. r J f . SUPPLIER 0 (QC.F .n/ MIX NUMBER (,z6 ki CYLINDER REPORT NUMBER e 4P SLUMP _S e--4 AIR CONTENT COPIES TO: -- cu,kw+ta lId s l )ep� 2,1Atid.cM xuir� I��lnle j 5 (v-A r1 - 31 - 60 PRIOR REPORT LOCATION(S): / 7�nl /titr- -lJXZf �dT /�Cr ,8tV�J x'07%�v - �- 0 /0 Date or Plan Number REMARKS' /2rI /JS3' ,F,J D /d0M rd �Ls�•. c 6-/1.0111` - N2 • 4827 FR FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS O OTHER CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH 2 S O NUMBER OF SAMPLES CAST TOTAL CU. YDS. PLACED S� CONCRETE TEMP — 703 TIME / ‹.('"C� ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O YES ONO INSPECTOR' 4 ,4yvi cm-6 PEAT D Gr re) ✓ / A.A.R. TESTING L RAT RY, INC. SIGNED. .—�1 DATE 7 - 3 - 7L FILE NO N° , P PROJECT C--?/} -7 LW y No2T2' ELL ADDRESS / Z..S C .�.V.5 , S, / /(, 7 BLD PERMIT N,Q OWNER WEA-1 4-6 :: : , f.tc% " �li �ie TEMP d AT 7 ea AT C1 TM �M- ENGINEER /� /f/( # A J 1).5 A) ARCHITECT .7)4v /n fl e-te. - _� CONTRACTOR ; J ;. i it (�r , A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: / ie » 0pg/C! 7 ATTN: 'S MT / -7e_V c7/5 sa SEN - TZC ) Wit ?gag g INSPECTION PERFORMED: • RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER MC , Pe etol Az. So iimr29fi, OGr4 -A) , fl /.A/ > CYLINDER REPORT NUMBER SLUMP 7 /f" AIR CONTENT SUPPLIER MIX NUMBER ■ • fa w . COPIES TO: _ `hx.v1d \46./1 I e SG (MELD REPORT ( INSPECTOR A.A.R. SIGNED. N2 4823 PRIOR REPORT ,..54i) FR O FOOTINGS JUL 1 0 1991 O AUGER CAST PILING ❑ SLAB ` L,{ I 'I t,.J," 1 �..�•... ._ri ❑ WALLS ❑ COLUMNS _ • OTHER / /G / -S LOCATION(S): Tliry J , j . 7 A)1..) 1: DN 14e40, 'aN CONCRETE ❑ GROUT 0 MORTAR DESIGN STRENGTH 34:)9 P.s.r NUMBER OF SAMPLES CAST 3 SErS _2 TOTAL CU. YDS. PLACE o ? 7.0 ).%.5 �pp CONCRETE TEMP 7G7 78 MME G:srfr ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O YES ONO / Date or Plan Number REMARKS' /. ) / 24$7 CY.S /�Gf3e=el • !/�:�G/ Cail. 5a /,r 74eA) 7 2A , �JJ C �.��ie��S , f�i py 7rick Gds //z. R!//'(,(� E�y�i%f'l// . �(/ /,�i� �ij// Jf 'w DATE —a — 7/ FILE NO. 9` --/o E PR ECT C la -c,-- ADDRESS // BLDG. P RMIT NO. , OWNER WEATHER TEMP AT AT AM PM ENXNEER �� - r id"zr/ - 4/, SD A A ITECT L n r , CONTRACTOR TO: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 INSPECTION PERFORMED: RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER LOCATION(S): (AFIELD REPORT C x7,7 /' /,� Dl�r� ATTN: t� /3 1�� ,' 7 Win. r7 f›,/77/1 /%(4- WO SUPPLIER MIX NUMBER CYLINDER REPORT NUMBER SLUMP AIR CONTENT ABOV O YES O NO COPIES TO: - 1 - 1a 11 c S . "D f w Q.el►le 66-14 PRIOR REPORT FR O FOOTINGS O AUGER CAST PILING O SLAB WALLS O COLUMNS O OTHER 6 O CONCRETE 0 GRO DESIGN STR R OF SAMPLES CAST TOTAL CU. YDS. PLACED CONCRETE TEMP TIME WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. 7 .G1 SIGNED: Date or Plan Number INSPECTOR. 1 e ' A.A.R. T I BOR : ORY, INC. N_ 5686 MORTAR DATE A /! �/ {A! / -- /oe PROJECT ,/ l �1?73car . &,- t, d' Aetekeidpek LOCATION ,• �` -7 /3 c� . / /(P BLO P FIMIT NO., ... ! OWNER _ WEATHER TEMP. AT AT AM PM ENO�I EER N / of - ) 4L , 4J ARC T r,f 17 /rem/ E. CONTRACTOR /, � / T - SLa_L FIELD REPORT C. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: f ,V iP� fi t.D V ATTN: COPIES TO: am...rx a11111101111.1wtr...w11•0110111. rr� 1 II "API INSPECTOR: PREVIOUS REPORT No. !/ fr 044 1_ JUL 02 1991 C■{1' U1; IusvVILA PLANNING tDFPT. ,V oz. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. (All 4 '//6 & - 2 5 7 4X/Z S'1100 'DOG 6880 5 '`l-l ze ��a� -« .S v FIELD TEST DATA TRUCK SAMPLED AO TRUCK TICKET NO. 05 b TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 9 ;,o 4 4. WATER 70 ° 5 DATE /e Lii,Ng /C FILE NO. 9//0 0 PRCUECT 64 7EW i . o re rrl Jaw& `' : ) LOCATION .5 -. S. //G Tuku /L/ BLDG. PERIVIT NO..,.. OWNER WEATHER ..S./AJ/V 7 $ TEMP AT _ IS .5 AT PM ENGINEER w y A J) o v ID NeNLE CONTRACTOR 5i P& G L.) I A rJ 4.5,0c,. BATCH DATA FOR 1 CUBIC YARD DESIGN _WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 4/70 FA. 14 CA./ ZaSb WATER TOTAL TO: ATTN: Pene, 1-tA. e:r A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881,5812 fro o R.r1 I laarFwAy � ' SE�.�- 1•c_.E� t f r> 9b it S MIX NO. 174 �^f dJLLINDER REPORT SEE FIELD REPORT NO. PRODUCERS AEA. ADMIX Sb /rte PLACEMENT AREA a NOTES COPIES TO: CONCRETE: OEMs) ,eE Ste/ F' 4$44442 COMPRESSIVE STRENGTH .3%0 -D NS' . 2782 OR CEMENT ¶pe nit CAC12 % DESIGN STRENGTH ".. 4 CU. YARDS PLACED •61 DATE 27 i nlg /99/ FILE NO. 9/ -/ D 8 PROJECT e7A7 . L4J4 .l No rz R,bci , # 5 ADDRESS 4 /6 5, /l (p'3 TKWIt A B LDG. j PE , JIM NO. OWNER WEATHER Su NAI y TEMP - AT SS3(o 5G AT PM ENGINEER 1?i.HAle.D fluDs ,t..I ARCHITECT 2 t / ! 1 ) KEI.1 LE CONTRACTOR . _..__... .. •-- •- -- ---`•- __ Pi I 1 1-.i l 1 Y( ( i� TO: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 COPIES TO: Er-DP -i opER ATTN: I /2720 6a1 JM/ DR. Sr". 1C7 INSPECTION PERFORMED: 4 RESTEEL CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER SUPPLIER (DC.EAn) MIX NUMBER .� O 4 \ 4 CYLINDER REPORT NUMBER 27A SLUMP `' /ZM AIR CONTENT nGl,�.4TL�.0_ _... • e..A I FIELD REPORT (. PRIOR REPORT /!o 6 b FR INSPECTOR A. A. R. SIGNED: N° 3939 O FOOTINGS JUL n 8 1991 O, AUGER CAST PILING • 0 0 WALLS I ..jai. r,stalc -� l7rp'i' O COLUMNS O OTHER LOCATION(S): k)I (--, rnl. -OSu Sit 1 e F R -b6. SLAB YES 0 NO ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. YES ONO REMARKS: li�ir/�i/e 7 Date or Plan Number ) .' l> aq/ /9-'11.6 1-1iwu 4 4 ' CONCRETE O GROUT 0 MORTAR DESIGN STRENGTH 3 D NUMBER OF SAMPLES CAST 3 / Z TOTAL CU. YDS. PLACED 30 Y2. CONCRETE TEMP 4,1 TIME e t3U 4 f... 1 i .`' "� • S LA 0/ • TORY, INC. DATE/ zi -- 7/ '/• s`374L* PR •JECT s :pit.. . L, , , LOCATION l36 Z? 14 4 $ . SLOG. PERMIT NO. OWNER WEATHER TEMP AT AT AM PM EN INEER /c 7) #pert rto A ARCHITEC _ / ✓ // O v / CONTRACTOR i •, FIELD REPORT J A.A.R. TESTING LABORATORY,INC. P.O. BOX 2523 REDMOND, WA. 98052 (206) 881 -5812 FAX: (206) 881-5441 1) to ' ^woi7� (�� l l X 74 Qi4 7cd 172. fTr /07 5r73, f gale TO: lets y fermi a OMJC INSPECTOR: PREVIOUS REPORT No. N2 �✓ .L. . -/ • COPIES TO: - . •: _ ► -•� • ._.: FIELD REPORT FAT IV VT S&P &k� Pre 0 ► 1rCAS SIGNED' Caw 7 - - 1_7•_°1 1 DATE 27 f,6' /99/ FILE NO. 9/-539 PROJECT # &,a7 U..4 .y 9 ADDRESS 1 032- rVRlr Q✓. S. BLDG. PERMIT NO. G, 583 OWNER WEATHER ,5 y TEMP • AT //% .3 66 AT AM PM ENGINEER /4?).... , c, �D ,/ ARCHITECT A/ CONTRACTOR TO: A.A.R TESTING LABORATORY, INC. Post Office Box 2523 7 Redmond, Washington 98073 -2523 (206) 881 -5812 HE,pFORtI opE/ TIES ATTN: 801'1 /44/t - /2720 6ATEwAy - 5E4 rl. E , /J4. 9 8/ G S INSPECTION PERFORMED: ESTEEL CONCRETE MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER LOCATION(S): 6R /D 5 9-/ A-NO 4 - SUPPLIER r MIX NUMBER 1 7 / B4 / Id CYLINDER REPORT NUMBER 2 70 SLUMP 3 � AIR CONTENT ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. YES ONO Date or Plan Number ` / REMARKS: G'�G�n a &. / G4G5D By i� Ai✓.O /� F.C sS /U -l- /l am - - CoivSflL 727.4 -732 - 3 COPIES TO: '� 1ct S .De474 ■ • •l• pro ? er}-le=, FIELD REPORT Dom. s 46 /67 S SIGNED' N° 3937 PRIOR REPORT 1/92 FR X FOOTINGS AUGER CAST PILING 0 SLAB O WALLS O COLUMNS O OTHER X CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH c 3 DD NUMBER OF SAMPLES CAST 3 - C,X /2 s TOTAL CU. YDS. PLACED /v S CONCRETE TEMP 7 411 TIME //' Spa INSPECTOR _ TING • BORAT Y, INC. L■ .. . DATE FIRE NO PROJECT / 3 1 3z. �v' wetisq, J44. S. ADDRESS BLDG. PER IT N OWNER WEATHER AT AT AM PM EN EER P..SOA/ ARC } i(fEC CONTRACTOR 5-i TO: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED 2 ( 206) 881 -5812 FAX (206) 881 -5441 ATTN: —6 47 C FIELD REPOR INSPECTION PERFORMED: RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER LOCATION(S): F( 70 j RM. REMARKS' COPIES TO: 1- u -�yt SIGNED: PRIOR REPORT SUPPLIER Oeseit A .1 CONCRETE O GROUT MIX NUMBER 9AV tO DESIGN STRENGTH CYLINDER REPORT NUMBER 2 3 NUMBER OF SAMPLES CAST s . SLUMP 9 ee AIR CONTENT TOTAL CU. YDS. PLACED _ 2-- 1 j • z '� r_ I'i� J INSPECTOR• • • :. �•. A.A.R. T STIN O FOOTINGS O AUGER CAST PILING O SLAB PSIWALLS O COLUMNS O OTHER CONCRETE TEMP TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O YES O NO Date or Plan Number N °_ 4225 FR ORATORY, INC. 0 MORTAR "3 oc i:7 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. h 5 79 6- c--15 7 (S,X/? S / D 4 i-5 o0 3700 EN INEER / hc.) Gt 3 C C I 6.y S o 1 -6 2 $ CONTRACTOR 5 & A _L55 FIELD TEST DATA TRUCK SAMPLED n I f- S TRUCK TICKET NO. Q (49_7 '- TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR !O ; Y0 S AT AT AM PM EN INEER / hc.) Gt 3 C C I 6.y S o TOTAL CONTRACTOR 5 & A D TE (2 3 -9t FILE NO. 9i s3 DESIGN WEIGHTS PROJECT CJ ,4-{I. w �.-/ � � ct Q t At S. LOCATION /30 32 ff 01 BLD91 � PERMIT T NO. OWNER / Y X0 ( WEA R (v�� �� TEMP AT AT AM PM EN INEER / hc.) Gt 3 C 2 S ARCS ITEC C. N TOTAL CONTRACTOR 5 & A BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT y FA. / Y X0 CA, °SD WATER 2 S TOTAL &CLINDER REPO& g TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 TO: B• �v 2 5 ATTN: ` � , Yl C.I� 9 :72.0 6- 74 L-..1 ate o / . �& � �, � c /cs7 MIX NO. (- c1 C� J CONCRETE: -(_Q 74 A-) PRODUCERS AEA. I1 PLACEMENT AREA & NOTES er.mc... IBC v-! / 1( COMPRESSIVE STRENGTH CEMENT SEE FIELD REPORT NO. N_ 3448 CR CU. YARDS PLACED / 7 O ADMIX. OZ CAC1 % DESIGN STRENGTH 2 ) 0C) CD CA- \ 1 f (a n5o 1 % doox d INSPECTOR: COPIES TO:�L4k J a ' gifts ,DEcTi- R, `4WASarf A. A. R. TESTI G LABORA • , INC. Vt. SG* 1. • a Pro • lPS SIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO, 6 s 5 1 ..s": 7 4)447_ 9z7 VO 0 3 3 crg o GC 4, /�/ (o `It AB J 6 0 � 6 -, y 2....e3 4 b 2 (4 7 3 -�.q 7 Esc- 1'2.. 7 Y 0 P) 2 790 ,Sts 6303 G -/ 6 44044 6 -,y 2E FIELD TEST DATA �5 TRUCK SAMPLED /6y A5 TRUCK TICKET NO, '/ 'y2 — 6 . 2 o/ TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR F,' a° `/g ARCHITECT ,2 1:12/22. �cti .L e5+ 9-d 'i'..8 o GC 61 5-z9 /�/ V72. DATE / 7 -7/ FILE NO. 7/ — /v8 PROJECT 6 7W " rf/GL2bi / 4 2 % A /// ! LOCATION - 245 S //6 y 3 4 BLDG. PERMIT. OWNER FA. / _l J eiiiL'� TEM � .1-z C AT�?'4 f AT PM ENGINEER M-c'r f -. 7 4rur ) ARCHITECT ,2 1:12/22. �cti .L e5+ CONTRACTOR / 45,57) e ,47 (u,/ww BATCH DATA FOR 1 CUBIC YARD DESIGN % % A ADJUSTED CEMENT FA. / r�- TO: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 �VJ "QA ?€'oArr /' 3 /7.7 2_6 .4 f.e.) r7)0../ LJ& ;? /a7 COPIES TO: V MEP-RD YZ tai n1 F ii e - DPNlD V flL TUKW1LFl 13u&. `DEPT x LIINDER REPORc. ATTN: MIX NO. y�/ZeJ SEE FIELD REPORT NO. COMPRESSIVE STRENGTH PRODUCERS AEA. PLACEMENT AREA & NOTES 1 A[tL���! 02 CAC12 N° 3974 CR CONCRETE: r 1 007 ''I 1i) CEMENT '!'_ V AM CU. YARDS PLACED / ge DESIGN STRENGTH ( FDO CITY Or • T1. NvvILA tit A.A.R. TING LABORATORY, INC. SIGNED DATE 5 -9/ FILE NO. 9! — /OF PROJECT ' J }� c -S a 7 A1 v44 Pile( s� ADDRESS J S / /, 6 -/ k. BLDG. PERMIT NO. C OWNER WEATHE / �a� /c� S 4 H ►1`� TEMP 6 AT T 3b AM AT PM ENGINEER / '' ff ee /' iClar� +.-Iac1. ARCHITECT ,t=L v i ck ke k 1 e_ CONTRACTOR // veled...e 'r ... Q G v..' ti h 1i.5 s c C. A.A.R. TES TO: ATM: fill arr MAY 2 IN w i � ..• )a, I,. REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 844c03$44 toro�. 7,2 O G � *Ja S�r A - /07 INSPECTION PERFORMED: RESTEEL XCONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER .5 6ice LOCATION(S): 8/4 ' r o h + pc e.. .N SUPPLIER MIX NUMBER SLUMP 3 AIR CONTENT CYLINDER REPORT NUMBER ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. AYES O NO REMARKS' CO' h c f e_.4-e_ 4 } w COPIES TO: SG/% J R. HUDSDL) DRVI D KEHLC TUKUJILA ISLD 3 . DEFfl 523 ,--511 = �� 110 . � I D REPORT C. �. X991 I RATORY, INC. PRIOR REPORT FOOTINGS O AUGER CAST PILING LAB +441 WALLS O COLUMNS O OTHER IA CONCRETE 0 GROUT O MORTAR DESIGN STRENGTH 3000 NUMBER OF SAMPLES CAST 3— 6"K I a-- TOTAL CU. YDS. PLACED 30 CONCRETE TEMP. 6 TIME 7: Date or Plan Number ll )o )ae c e k i 4- L. -h r. ; tAs C INSPECTOR' A.A.R. T T,,N SIGNED: CO^' ✓•.•, leq!c.,&,p ATORY, INC. N2 - 4757 FR DATE S .---- /7 - FILE NO. 7 // 6 PROJECT '6 GrJ/// ?)Ug7V / 7 �TII ADDRESS (7V4.4 S f/G - � BLDG. PERMIT NO. G y/ h� OWNER WEATHER f S�L /lf) TEMP AT gL- t-/,FAM l t'7 4 AT PM ENGINEER � e /,ti2/2p',44. Ds/) w ARCHITECT T, i , ).CJ /27 KAr/��-6 CONTRACTOR ,Ph '7t) 6 A) Assoc c 3' Ay A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: ,5Z fiS// .P/e0/%92 7 6 ATTN: C^7CL5 /445427 /2.7. -- z�' /7A/61,9 /0 L5 - z; / Le)/9 ' INSPECTION PERFORMED: • RESTEEL II CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER LOCATION(S): / i /39/0t- / -- /O / 33 - J� / 2 - 7 z6 ' ( 5 - 7-2;€ 0 7 , m ?' "; JO L' SUPPLIER C e.. ?„ 7t) MIX NUMBER VR 4 / w CYLINDER REPORT NUMBER SLUMP `l' i 1 6-AIR CONTENT_ ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. ® YES O NO REMARKS' 39 7 y /9704 .L / 52Z2 -f7' .2.0 " . t'or " e, COPIES TO: SGA, 2/ GHA42 HL)OSOAJ, DX)VID KEIi TUKI,U(Lt) 5LD6. ptPT 5 - ZI -9I FIELD REPORT -'` N 4448 PRIOR REPORT O FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS OTHER t' ' Qa 5 Iii CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH Sao O NUMBER OF SAMPLES CAST 6 - 6�/ TOTAL CU. YDS. PLACED 2/)90 CONCRETE TEMP 9 /oo 10 6 Date or Plan Number INSPECTOR' A.A.R. TESTING SIGNED. Et - RATA FR Y, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 49 °2 --T Ll1L1 4.2 7 (ow, 2 0 572 gvac7 3180 se.-7 4928 WEATHER 5 1/4..,,1 ,,, \ 5 -ti}- 9.g. AT AT J 2 Soo 0 4530 t � � 2 q 5 -14- 2- // 71�� p o CONTRACTOR 5G- — 03D `1-l4 4 -23 Goo? 7550 2. 6.70 S"e-T4LA L4- • 31 5 -1 L4- g /2"60 0 i 7 1 1V0 14-q3Z' r 5-14+ 2s' 030500 542.0 FIELD TEST DATA TRUCK SAMPLED /0 2 ( TRUCK TICKET NO. `7$ / TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR iS ; (-/ 5- CPA( 2 0 572 OWNER 4--/■ (/ - WEATHER 5 1/4..,,1 ,,, \ TEMP AT AT AM PM ENGINEER g . ARCHITECT le-14.- C D. K 2 CONTRACTOR 5G- DATE � e- / /Lc "�T/ FILE NO. 9/ ,Fr 9G u ! 11 ADJUSTED .1' C .1 ' PROJECT 0 _ p L r ,� r.. T h /�_ LOCATION S 3 BLDG. `-L15 $ . // 4 r'"` RMIT/NO. C.. C.'/ / 2 0 572 OWNER WATER '_, ~ WEATHER 5 1/4..,,1 ,,, \ TEMP AT AT AM PM ENGINEER g . ARCHITECT le-14.- C D. K 2 CONTRACTOR 5G- BATCH DATA FOR 1 CUBIC YARD DESIGN .1 •1 - 9G u ! 11 ADJUSTED .1' C .1 ' CEMENT �./ TO FA. /(-/ i c) CA. 2 0 572 WATER '_, ~ TOTAL TO: JQr.:1 g 101 ?p &i';C S ATTN: B Izo L1 (7:4 r` I 12 2 /0 7 So c. 7 f ,\_)a . �� L4 PRODUCERS AEA A.A.R. TESTING LABORATORY, INC. 137 Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 MIX NO.! '/ U PLACEMENT AREA & NOTES ( C » C l /ct �( � a cr . / Gr ADMIX C OZ g H- CAC1 COPIES TO: . 1■.1, K1.1J1IGL 1"el i _3+P e4 CONCRETE: CC eri 61LINDER REPOI - SEE FIELD REPORT NO. COMPRESSIVE STRENGTH CEMENT A. A. R. TESTI SIGNED: N_ 3438 S CR CU. YARDS PLACED DESIGN STRENGTH 3000 G LABORATORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 5 97 S'- s -/( I. (0t2 r INEER 1 8530o -02O 5Q 1 .5 - 6-6 2-5' 4 "-I . Y 6.2' goo s - - ► 6`-s/6 7 (sx" 75(00 2470 5 801 1 &-v 2 5 (9'2. l� 6.45, 2Y FIELD TEST DATA TRUCK SAMPLED / D C-1 / (h t-k, TRUCK TICKET NO. .9 ! 2 C) / 2 S 3 8' 'TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. OWNER / 25CS WEATHER q i. 60 3 r INEER 1 ARCHITECT e _i , F S�" t) :60 3' 4 "-I . Y 6.2' DATE S -` 1 FILE NO. 9 f - / 3 DESIGN WEIGHTS C P OJECT ~c,. 4- e w A Lr A) 0 ✓'-f ADJUSTED WEIGHTS LOCATION L L S C. c j t - S. 116, BLDG. PERMIT NO. G. c1 ( - I OWNER / 25CS WEATHER TEMP AT AT AM PM r INEER 1 ARCHITECT WATER CONTRACTOR BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT C-/ SZ FA. / 25CS C.A. , acct WATER ��S TOTAL A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 ` (206) 881-5812 II To: 20k O Y0\ 9ro C 'J- •( S C1LINDBR REPO L' ATTN: 12 2 v <,- A4- c.4" -34. f .Pr , � 5�..�, �� /d te L.ra, , 9 RC,. l MIX NO. 4"1 C(4" f CONCRETE: n c Q i (% f .1111 • WV.. IAA COPIES TO: _ COMPRESSIVE STRENGTH SIGNED: SEE FIELD REPORT NO. PRODUCERS AEA. ADMIX S d. • 4'-• R A CAC12 PLACEMENT AREA & NOTES N_ 3443 CR CEMENT T — CU. YARDS PLACED DESIGN STRENGTH <& Re-pci InT 9 JCed h /‘ d-oc . � 1 �o \c,4" Lt. / n 1, " cz. mil -c-064;",c) INSPECTOR: A. A. R IINE LAB Q IINfORY, INC. DATE s = g 9/ FILE NO. 9/_ me 61.6_ s__, PROJECT A/ Fg7 'I/ - / ADDRESS / BLDG. ERMIT NO. (9y /41 OWNER T ER � TEMP AT AT AM PM NGIN ER I / ) iei e/MVU7 47 ‘0 A ) 4d 7 T CONTRACTOR ,o A TO: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 ATTN: �D i / 647V , l 7 4 . C7 o $T4776E, 4I lSt6g INSPECTION PERFORMED: RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER LOCATION(S):1 t &4r7 G%4 ,,� - z4' /- /4, 3 3- 3 7 54 5 - 71 , 17.0 F/2-6 /U �- SUPPLIER MIX NUMBER CYLINDER REPORT NUMBE SLUMP AIR CONTENT ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O YES ONO COPIES TO: '.4Xu,td V.4l _ 1 5614 CIELD REPORT C INSPECTOR. 5 - n - SIGNED. PRIOR REPORT O FOOTINGS O AUGER CAST PILIN O SLAB WALLS O COLUMNS O OTHER Date or Plan Number A.A.R. TESTINQA.ORATOR , INC. N2 4408 FR , [ MPY21 1991 CITY OF TUKVVILA PLANNING DEPT. 1 (444(f- x,ed..iep ste,z . O CONCR - U GROUT 0 MORTAR ESIGN STRENGTH NUMBER OF SAMPLES CAST TOTAL CU. YDS. PLACED CONCRETE TEMP TIME CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. - 4'1 o 3 -z9 4 -S 7 peiz go4Loo 32 I Li--Li -9.1 / AI , R //) 3L e 4 -2-1- P 3 [,8 Z / 2 7, 0 0 1 /5 - 00 , 14 4 -2L 7 /2/60© 4`,_00 1 L3 4-5 7 -S \ 1 'g2 00 /2820e) 3/6o 4534 s LIA -1-9 4 1 4-3-6 , Li-(4-95 4- z6 zg ( /2 stIteao 4 f_,) \,- FIELD TEST DATA - // F TIME SLUMP % !! U UNIT C YIELD F CEMENT T TEMP, FACTOR C CONG / n S 1 1' L L b - - O 7 / AI , R //) 3L e eGfZ [ [,8 Z CONTRACTOR a /1411,/-i-7.- r'NM C /w'&' f' C' BATCH DATA FOR i CUBIC YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIQHTS CEMENT e.,./1 FA. Alga C.A. 070,0 WATER TOTAL A.A.R. TESTING LABORATORY, INC Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 MIX NO.913-' ') CONCRETE: PRODUCERS AEA. ADMIX PLACEMENT AREA & NOTES T'LIN]DER REPOT '' COPIES TO : 5"'S'P961PN, G.u)111h Q.. hillpi COMPRESSIVE STRENGTH SEE FIELD REPORT NO. N° 3002 CR CEMENT CU. YARDS PLACED / CAC12 DESIGN STRENGTH 07 4 ?) /14/ Ylw fh✓a 7a T/ t r da m - ' D. IL BATCH DATA FOR i CUBIC YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIQHTS CEMENT e.,./1 FA. Alga C.A. 070,0 WATER TOTAL A.A.R. TESTING LABORATORY, INC Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 MIX NO.913-' ') CONCRETE: PRODUCERS AEA. ADMIX PLACEMENT AREA & NOTES T'LIN]DER REPOT '' COPIES TO : 5"'S'P961PN, G.u)111h Q.. hillpi COMPRESSIVE STRENGTH SEE FIELD REPORT NO. N° 3002 CR CEMENT CU. YARDS PLACED / CAC12 DESIGN STRENGTH 07 4 ?) /14/ Ylw fh✓a 7a T/ t r da m - ' D. IL A.A.R. TESTING LABORATORY, INC Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 MIX NO.913-' ') CONCRETE: PRODUCERS AEA. ADMIX PLACEMENT AREA & NOTES T'LIN]DER REPOT '' COPIES TO : 5"'S'P961PN, G.u)111h Q.. hillpi COMPRESSIVE STRENGTH SEE FIELD REPORT NO. N° 3002 CR CEMENT CU. YARDS PLACED / CAC12 DESIGN STRENGTH 07 4 ?) /14/ Ylw fh✓a 7a T/ t r da m - ' D. IL CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. s 7 S' - s--K, q:60 (012 A cf;(70 ?53 no 3.02 QI ° I 5 1 I : vo 6 --_L 2 /2- 3 3oo 4/.360 17 g do 5' -° 1 6" 7 (eic!? 751.x©0 26 ser 2 6 j 6,4 2. /2g 70,1 y3 - O ),.' V t2 36 OO Lig-0 FIELD TEST DATA TRUCK SAMPLED O C 2 ,' -% TRUCK TICKET NO. ) I TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR q:60 3 A cf;(70 WEATHER TEMP c-1, g o INEER 1 I : vo s ARCHITECT (-1. Y 6t2° DATE FILE NO. DESIGN WEIGHTS % MOIST )IOJECT C.."G. 4 Q ("1 ft‘. /) 0 ■\4 -\ CI 5� LOCATION 3 Y-t f� id / 5 ` S. r l (.Q. / - . - r 2$oo BLDG. P NO. OWNER CA. A cf;(70 WEATHER TEMP AT AT AM PM INEER TOTAL ARCHITECT CONTRACTOR J•(r. A . BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT CI 5� FA. / - . - r 2$oo CA. A cf;(70 WATER '2-S6 TOTAL A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: Q P ► Qi•ri e .2 /` ATTN: PRODUCERS AEA. COPIES TO MIX NO. (.t 5sLi G‘--) Ci LINKER REFORM SEE FIELD REPORT NO. (r P4-0 -- !pY' , �Sc�, � � /d Sy-a-46 �-6, i t....T�, Al / 9 aL. 1 5r COMPRESSIVE STRENGTH s— LL INSPEC OR: N °_ 3443 CR CONCRETE: C C CEMENT L AI ADMIX S ' • ._' a A CAC1 x PLACEMENT AREA 8 NOTES Cfc- RR- P C) r'r 16e 4/ C crt- 1 P ec ke.,r1 , c. /� ( a 1. "catQ ��.mil. CU. YARDS PLACED 4-4 ccc) 2 S� �cD q DESIGN STRENGTH R Y.AB A. A. ORY, INC.' SIGNED: DATE 0 - 7 — 9/ FILE NO. 9/. /o8 PROJECT ��// A", t�.4 Te° /1)4 y 4,47 ,Er ADDRESS j_,_ sJ- 5- / /,6r"4 BLDG. PERMIT NO. ,iii y t ' . OWNER WEATHER eP•e d '4S r TEMP AT AT AM PM p 13, U iJ4? ARCHITECT 1: / ,%.. ttz. ,47 CONTRACTOR Sre/42 u rl AI .��[ .5"-CIP A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: ,a4J7 1e f l3 T /c_S ATTN: Bo /,27,70 zzoi "- leJ 7 y D 6 'J ,7 9 &// INSPECTION PERFORMED: O RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS f -OTHER 4 /s 4if) ' z s" (FIELD REPORT C • LOCATION(S): ,ity / o% 5 p Ai) y SUPPLIER five e .4/C/ MIX NUMBER �® CYLINDER REPORT NUMBER X36 a 7 SLUMPPLJ; O AIR CONTENT COPIES TO: "TTAI W I GI . 8(4- 1De + ta NIAsk611, INSPECTOR PRIOR REPORT O FOOTINGS O AUGER CAST PILI O SLAB O WALLS O COLUMNS O OTHER ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. A YES 0 NO 1 , �aulc (Zewll( A.A.R. TESTING LABORATORY, INC. (a 7 ``(( SIGNED' N_ - 4460 FR G !1:1 JUN 1 1 1991 D PLANNING DEPT. 6.P^cs - 7 /77. 14 O CONCRETE GROUT 0 MORTAR DESIGN STRENGTH 2 J O-e) NUMBER OF SAMPLES CAST_,, X V TOTAL CU. YDS. PLACED 9 CONCRETE TEMP G4I TIME 9'. `/3 Date or Plan Number REMARKS: 4 7 NA? e l y 7 ,a c/ Ara,. .e,,,o% < 0 .v DATE c — 79/ FILE NO. 91 /ae PROJECT e % ADDRESS 3 y. s - 5 - -/ /' z BLDG. PERMIT NO. OWNER WEA THER D •' FIR'S r TEMP AT AT AM PM ENGI ER ARCHITECT 0 2' 6 42 ul' H ,4 /e CONTRACTOR /� , Sr2' Ivh.� (9 Gc'L',./ /9 - -Cigoe ., A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: ATTN: _, Q C.3 ...4 / .27ave) 4./,v y £', x /0 7 INSPECTION PERFORMED: It ( TEEL ONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER LOCATION(S): rk/uu / 77, SUPPLIER tc e A.7 MIX NUMBER L/ f4/ 4. ) CYLINDER REPORT NUMBER 9Gli ‘ SLUMP Z/A- AIR CONTENT 5 YES / Date or Plan Number II REMARKS* . 1.44D.IG1C � �e_,e, x: &'2, / CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH .2 £ -C7 NUMBER OF SAMPLES CAST 3 — X / Z TOTAL CU. YDS. PLACED 1, CONCRETE TEMP., V- TIME AP/ to ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O NO COPIES TO S6 A, \C'nvwl C•� ,, CIELD REPORT Cov9 y"i,r/G &x.,11.4 co,'J`/ o S �, — /►io 2 r - • INSPECTOR: SIGNED' PRIOR REPORT 4"1" TINGS O AUGER CAST P O SLAB O WALLS O COLUMNS O OTHER FR N2 4461 JUN 1 71991 A.A.R. TESTIN LABORATORY, I ► C „ii DATE i [� �j� .. G�IL Q / 4 E' r ARi !' �i N- PROJECT I •' [7 x17 ? 14 1 41 LOCATION / 1 // e' • / /Zi SLOG. PERMIT NO. OWNER WEATHER TEMP. AT AT AM PM ENG EER •/ n /744 f/,./ ARCHITECT ( /q. '/7 kerravie S CONTRACTOR TO. rr FIELD REPORT 11 ` A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 �2 77-0 6 7 47 n cThl vP/97 477k g/r e ATTN: ,ishve r7X, S 5 /tr-S ' 4- CrT/?.lxDt -4 J i' I A/ / . 4AI , / r /ii 4 ../.14 - fll i/ .411-/4I / .d. Ag!4 / . 4 .' 4%1 I ✓ , /iii / 6/ I i. 1' A • r i .4/,:,4 Li A A/ COPIES TO• 5C4i i R1E11R .D NUDSOPJI (.ARV I D TUKUJ I L.A ELD T7E.PT" PREVIOUS REPORT No. N9 . 1648 DATE l9 X,i /99/ FILE NO. - / -ode PROJECT 6,4 LO ! il/e,2J?,/ c 4D4 � ADDRESS 3'i1S cs. i/ 77,04/AM-A. BLDG. �Rt4l NO. OWNER • TEMP , AT 8 s /b AM -5 PM ENGINEER R CmQg) /142 ARCHITECT A. ✓/•D Ell' CONTRACTOR To: A.A.R. TESTING LABORATORY, INC Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 .}E,DFD D .aTt 66 ATTN: ROA NA- .r / Z7ZeD GarrwAy i . 44 1C)1 SE-A-r , \A (A . 98// a INSPECTION PERFORMED: ESTEEL CONCRETE MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER A Le) AM, L i, & J i 7z) 1 G A Mb 612_ DF• &b SUPPLIER Der . e - MIX NUMBER '8ei 1 CYLINDER REPORT NUMBER Z702- SLUMP 4 / I AIR CONTENT COPIES TO: kuclgrTn J altut d lLe4,l e FIELD REPORT SIGNED: O FOOTINGS UGER CAST PILING SLAB WALLS O COLUMNS O OTHER Date or Plan Number INSPECTOR ` r -fr N_ 3930 PRIOR REPORT /6 FR ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. YES 0 NO REMARKS' ea() [ JUN25 1991 CITY OF TUKVVILA PLANNING DEPT. LOCATION(S): &.QStiE E ST7eI P C i' I M�lE►Z Su.,1 LI NF. I F t C, 2, vz, A , ALoNV LI s t Fea -+ A CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH .3OL0 2 NUMBER OF SAMPLES CAST .3 - L, X /Z 5 TOTAL CU. YDS. PLACED ZD y'As CONCRETE TEMP. 70 TIME :.in • x-m, ceA-44- Y A. A. R. T STIR T L BO TORY, INC. . ><_1!!• Vii. • . / CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 5 5 q =/7 s`'.'I 7 /x( 206 geN 0 3 3 aw 1 406* 1 4 -ny (v -i z-8 8 ` /32.0.0 1394 47 .5o 946 bac 4, ao z ,4 -i7 = a.y 6- / y 7 7-e 6,$c i'. 7? 00 /4 o 2790 T"o / o s 4 a o 3 6doy 6 -1 y z8 I /490oo 2.70 FIELD TEST DATA TRUCK SAMPLED (6y - 4)/ TRUCK TICKET NO. fJgy2 -e 0/ TIME LOCATION 3 34/,3 $ //id' %AIR UNIT WEIGHT YIELD CEMENT TEMP. TEMP �O T/ CONC ENGINEER 7 »O / ✓ SLUMP !, 206 CONTRACTOR csfe (u; /ivxi / Q55v c y FA d CTOR 7 /'!J 4 � AII / R l7/ la ,2 11z 4 G s DATE / 7- 7/ FILE ?/-/°8 /. PROJECT 6 ' 10/5 1 )/ A/64b7/ LOCATION 3 34/,3 $ //id' ADJUSTED WEIGHTS BLDG. PERMIT NO. OWNER WEATHER TEMP �O T/ AT&SGS""M AT PM ENGINEER ARCHITECT / 4? 2 /Q' 206 CONTRACTOR csfe (u; /ivxi / Q55v c BATCH DATA FOR 1 CUBIC YARD DESIGN JIEIGHLS % MOIST ADJUSTED WEIGHTS CEMENT L/„?--/D FA. 4/9 0 CA. 206 WATER z3t TOTAL TO: ATRI: PRODUCERS o AEA. ADMIX l ' X. �0) PLACEMENT AREA & NOTES iv-el/P.0D - MIX NO. yam' /4) CONCRETE: flee A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX 1206) 881 -5441 V ° &,4Q 77 3 CC LYNDER REPORc COMPRESSIVE STRENGTH CEMENT CU. YARDS PLACED Age) ditg CAC12 DESIGN STRENGTH (z " INSPEC OR: SEE FIELD REPORT NO. "DPNID KENI.'1w/ - runutt. l 1!LD -DEPT- BIGNED::� CR N° - - 3974 COPIES TO: ISEDFSEB ' ' ' 1iC 'D MU i750M A.A.R. TESTING LABORATORY, INC. I"W CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SLZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 656 6 4 ' -- 9/ 6- i l l 1 -5 1- Jr 7 0 ''10 y 44F?) o 1`5.30 / to,c/ c=„4 665 1 fo 5 7o TOTAL FIELD TEST DATA TRUCK SAMPLED Jrj TRUCK TICKET NO. 94/x, 9' TIME SLUMP S MR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR q// . 4abo G sk , � TOTAL DATE -?- 9/ FILE NO. 9/- /e3 $ PROJECT TGLcl v y /AP le 7" FLii ' LOCATION - S - if 7 U GLrw /� BLDG. PERMIT NO. ‘ 4 OWNER WEATHER 0 i/ 4 €AV 5 1"' TEMP AT AM AT PM ENGINEER JeJ ,v.e d ,ub ,asi ,c) ARCHITECT AAV (.// ,(? .0 / /et ,4SS.oe!VA!77",A CONTRACTOR s Gc�Jn/ 5 ‘e4...))11/ BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS S MQIST ADJUSTED WEIGHTS CEMENT 6 y L Sx"..D ,SPA- 43-?.7S" CA. WATER r2g TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: 4 Acift 7? S ATTN: .G 7/ / 2 4? 7r CCLINDER REPORT 42742.0 6.74 Te o✓a ''zJo 7 ,Q J14 , , l44t9 . 9 // MIX NO. (gg.epU r COMPRESSIVE STRENGTH R NNO. 4'4 10' b .77 PRODUCERS CONCRETE: e'd e I CEMENT evwag.a ADMIX / t/ c pgApi,y $ CAC12 PLACEMENT AREA & NOTES re/74n <! T Av. 7 e a / p rid) G 714- AEA. COPIES TO: $ / 4 M P/ t. � itm � r /S� �y .� ! p ‘ 4 S- ` ANILdp U.eli.e- „ --5AlM INSPE OR: •�� A.A.R. T STI ` SIGNED: N_ 3667 CR CU. YARDS PLACED DESIGN STRENGTH, D BO - ATORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 4 2 7 /? 4 -23 S -It- 7 9 g (x'z ARCHITECT / / 1/ . � j 2 I/1 C..c 9q00 3Js O _5e. 1___ 4921 +9 V 5 -IA 2- g (1-4 4-2 7. Coo? 75500 2.&70 S4 T'Ag — 4-930 4931 1_ 5'14 g 1 V 5 '1+ .g FIELD TEST DATA TRUCK SAMPLED / ( TRUCK TICKET NO. - 71, $4 / TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR g; vs e -PA ARCHITECT / / 1/ . � j 2 I/1 C..c CONTRACTOR `-- /, 7 6./ TOTAL DATE C, 4- //6€ - / / FILE NO. 9 / /b c- DESIGN WEIGHTS PROJECT Cr 11-/ (,. Jc., it.) ,". 1- Ph As Tr 5 . // e.e '-`" LOCATION S 3 LUX" BLDG.RMIT NO. OWNER WEATHER 5�vn elI. TEMP AT AT AM PM ENGINEER 1 2 ■• is/va e.n-, CA ARCHITECT / / 1/ . � j 2 I/1 C..c CONTRACTOR WATER BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS 9'. MOIST ADJUSTED WEIGHTS CEMENT (.../ TO FA. / L./ If 0 CA 205 WATER S-y" TOTAL TO: COPIES TO: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 CONCRETE: ATTN: .0 ') t'A r. r L i., e c. / /<,, (/\) . g( MIX NO. �/ L✓ -.3), l S+PY�..e r, Gr'wtin CCtLINDER REP MCA' c�C ec, PRODUCERS AEA ADMIX �Z. CAC12 1 /. 2 % DESIGN STRENGTH 3 0 0 PLACEMENT AREA & NOTES ✓1tr � e G G e" (./r e kav► a / SC- u sc. .l , . PrZ C c i gcto ) " . 7 4- 44. Y .21(-1 INSPECTOR: - C ✓`( �GZ/ J'1 A. A. R. TESTI G LABORATORY, INC. SIGNED: COMPRESSIVE STRENGTH N_ 3438 SPORT NO. ` I CR CEMENT ..1- -f1- -' CU. YARDS PLACED /g7. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. /N0 I ¥4.- 7 60,412 ` I ' Iz 94fi' 0 0 3000 WATER Li G -13 .9..?- AM PM jNGINEER f . //v' OA S cr.--■ /275ao d570 Imo ,73 2 S' CONTRACTOR ST.( PI- rtn C `) ; n n 13370 0 1 /730 FIELD TEST DATA TRUCK SAMPLED 1 q a TRUCK TICKET NO. 1 \ TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR lo. 3r: ` I ' Iz OWNER WATER Ll. Y Li . TEMP AT AT AM PM jNGINEER f . //v' OA S cr.--■ ARCHITECT D. 6Lfr:a CONTRACTOR ST.( PI- rtn C `) ; n n DATE 1-C9. -1i FILE NO. i / - /o Fs % MOIST PROJECT V' A IC. L,/ c. > /tY0 0 e /`-X -, 7 LOCATION b(d 7 LS'. / � sl,DG. PERMIT NO. 2 d --7.5 OWNER WATER WEAJHER S�/1 ny TEMP AT AT AM PM jNGINEER f . //v' OA S cr.--■ ARCHITECT D. 6Lfr:a CONTRACTOR ST.( PI- rtn C `) ; n n BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 9�� FA. / � CA. 2 d --7.5 WATER '7, S S TOTAL A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: 5 7 tf h e i1 l j-/ . / . /1 r1 GS S Q ATTN: O. ) OK - � 9 4,/ �� C..J c.. / 1 3 MIX NO. C O `7 If COPIES TO: I tPiie■1 G L1.)1 R , i UD50IL1> a a K E.H L_L I TUKWILA 1LUD.6, DEPT C .'LINDER REPOR N. 3 248 COMPRESSIVE STRENGTH PRODUCERS CONCRETE: Q C Qo' n CEMENT 4 AEA / ADMIX. C.- R. A S n t✓ w ? CAC12 PLACEMENT AREA & NOTES (/Y1 cr. i C p / c.-e_0( SEE FIELD `' 00 REPORT NO. O� CR ( j . INSPECTOR: DESIGN STRENGTH 3 0 0 C) 0 -T CU. YARDS PLACED / 2 o A. A. R. TE TI t o RATORY, INC. SIGNED: DATE PROJECT LOCATION .t 3915 5. Mont BLDG. PERMIT NO. 6 f OWNER WEATHER / QUe./ C. *ST f SL"-% TEMP AT AT AM PM ENGINEER / KGdA RV D ARCHITECT ,DA V /,D eh/e., CONTRACTOR S.6 - . A_ _0 REPORT B � .A.R. TES TING LA O , !`` , �r��� P.O. BOX 2523 REDMOND, WA 98073 DWBE CERTIFIED (206) 881 -5812 FAX (206) TO: 3 Q r G Ll COPIES TO' C 2523 � �, lk 81 -441 0 c.1 v � S p qgct ATTN: R I C , H 1'WD HAMS OM L DPIN 1 D ICE N LEi / Tri rig -,c^ �'e �a � Q✓-� l i1 s r (DP (R c- t~r CM PREVIOUS REPORT No. ca \\ L, L 1��I Tto e\co■^r; nS rinck l + r'MC ✓2 t r I - f1)14 LF '5U) DEPY E; —ID - 91 e\ D \- / ctAd C 7v a Ad e No 1608 c6 A.7 s C4 / /clAal �5� 1, `G•�l C'. 2� 04 ro AM LAIL r , tit i S y cik 413 INSPECTOR: FIELD EPO, SIGNED: _ Ui DATE PII NO. PROJECT • 11 (. . ✓ dal. A - ADDRESS I, la S 3 4 /i 5 5. i/e BLgG. PEA NO. y OWNER WEATHER S cj - n TEMP AT AT AM PM E GINEER ARCHITECT AR CONTRACTOR A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: ger /•(A Pry s ATTN: 190 ✓-\ 1 2 7 2 o G- A - A . 4 - - , c - y Dr; to S t . . ) ./c_ /DI INSPECTION PERFORMED: RESTEEL II CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER LOCATION(S): 6 /0( S IGH � dy, SUPPLIER C MIX NUMBER g (- 1 CYLINDER REPORT NUMBER 3 ` /3 SLUMP G /4 5 AIR CONTENT 121 YES ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O NO C!2 7/ COPIES TO: -$E LA, 1 HtUD SDM J D. KE 71.3 4UJ1 U9 13LY7l . DEPT 4 fl -011 FIELD REPORT N° • 4284 PRIOR REPORT FR O FOOTINGS O AUGER CAST PILING SLAB O WALLS O COLUMNS O OTHER (P • e— ✓ d.-c A 7a & cM CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH Sod NUMBER OF SAMPLES CAST Co ' G K/2 TOTAL CU. YDS. PLACED / 7 • CONCRETE TEMP i TIME Date or Plan Number INSPECTOR. RY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 4-L-I-6 o CONC 4- S 7 pe l Z WATER % v 1,Lv v 3200 t ti- t -{-ct, l /b e el/' L4 - Z ( 7 1 , S Z-6 /7 4-4 a Z L-1--2(.. . 7 P 4-4i 4 - 5 7 8 I 0 0 0/60 2. Li- t-I-q 4 4-26. Lii-9 5 - Z6 zo FIELD TEST DATA - TRUCK SAMPLED / / TRUCK TICKET NO. b 7 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC [ T/ eV �' WATER V,b . 0 /b e el/' ( 7 1 , S Z-6 /7 DATE FILE NO. PROJECT 4- 477,02 e. O` . LOCATION 3VJ7 £ /i / / /Wei.1 , L BLDG.� PERMIT NO. OWNER WEATHER 1 �� /A pl / TEMP // E '' // A Y 7 AT AM i PM EN INEER `! l ei Memz D 4 1 4 , 50/k- I ARCHITECT CONTRACTOR S7r,VMT L 0/0i1/ ' 7c BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS VI % MOIST ADJUSTED WEIGHTS CEMENT FA. /WO CA. aO,-f0 WATER TOTAL (3) A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 c?r P k? 407 ATTN: 130 d3 r TO: MIX NO. �7�` �) 4 CC:LINDER REPOEC: RECEIVED CITY Ot TtUKWItA APR 09 1991 PFRMIT CENTER CONCRETE: PRODUCERS AEA ADMIX PLACEMENT AREA & NOTES COPIES TO: COMPRESSIVE STRENGTH SEE FIELD REPORT NO. N2 3002 CR CEMENT zr- CU. YARDS PLACED / ~-� CAOl G •< c© — L ed r ai l/ 1.-/N41q / Th / 5 8 C, _s" A-No -0 riy >! / df erpr rm /� ' p ''�! �' d2 }� /q. DESIGN STRENGTH '3/vQe, A. A. 7 ST 7 ABORATORY, INC. SIGNED: ^ —_ CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. ,S 2- 3 '-) : y -�n 71 (A) V WEAT Ef /03iZo0 36 0 AM PM 1 -p 2-� / ARCHITECT 9. KI'ti(.,=, CONTRACTOR S1x.ati1.i & •1" A. \56 (.. . FIELD TEST DATA TRUCK SAMPLED TRUCK TICKET NO. TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR C.A. WEAT Ef TEMP AT AT AM PM ENGINEER R lio d .5 c'N''N ARCHITECT 9. KI'ti(.,=, CONTRACTOR S1x.ati1.i & •1" A. \56 (.. . DATE 3 - )‘/- `�ii FILE NO. C /- is ' DESIGN WEIGHTS PROJECT C7. li.4„ L•)A / ?Pi. ADJUSTED WEIGHTS CEMENT ` �1 1 / LOCATION 15 I .. — 3 Lt - 5 - -i t S y ! (G. 2'' .S. FA. BLDG. PERMIT NO.' - Lc SIN`{ G - Li fis' OWNER C.A. WEAT Ef TEMP AT AT AM PM ENGINEER R lio d .5 c'N''N ARCHITECT 9. KI'ti(.,=, CONTRACTOR S1x.ati1.i & •1" A. \56 (.. . BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT L./ FA. / (-I V) C.A. D..c) 5.-0 WATER 9, 5-.- TOTAL TO ATTN: A.A.R. TESTING LABORATORY, INC. Post office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 ST . y911 ( 5 CC Se c / 3 MIX NO. CONCRETE: l.X „ea t ieN COPIES TO: STe Pr4Ely Crwmu 14tA.W AU CCtLINDER REPOIG COMPRESSIVE STRENGTH SEE FIELD REPORT NO. N° 3414 CR CEMENT 7 CU. YARDS PLACED PRODUCERS AEA. ADMIX Les 12 A :F0Z_ CAC12 % DESIGN STRENGTH 2 S ZJ o PLACEMENT AREA & NOTES INSPECTOR: A. A. R. TESTI SIGNED: C LABORA ORY, INC. DATE I - - - 1_ 1 FILE NO. C 7 / /oT PROJECT ADDRESS ' J6 4 . 4 3-//s— 5. / /4,t,1- BLDG. PERMIT NO. (. Li ILi OWNER WEATHER s ,.. TEMP AT AT AM PM ENGINEER R Pt" dlsm -, ARCHITECT 0. /s .—i-c. CONTRACTOR j Qp k.�..". (r' rl TO: ‘S % -C A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 ZGX 13 77 3 1L /, ( jc 9 Sr/ 3 3 INSPECTION PERFORMED: RESTEEL 63 CONCRETE O MASONRY O STRUCTURAL STEE O WELDING 0 B O OTHER FIELD REPORT n ATTN: IWPR 03 1991 TS C ;'T`t Of ING DEPT. NI.a.N LOCATION(S): /47(7 ct ' 1 " . .'A � :J• A a,n 13 SUPPLIER MIX NUMBER 6 / Sr `-/ (� CYLINDER REPORT NUMBER SLUMP � / � �'� AIR CONTENT ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. c511 YES ONO yl Date or Plan Number REMARKS' (U t'►'1 e S G� �'.-. LG �� N COPIES TO 9'r Pkr G...O I • I u V�- %INSPECTOR: N_ • 4200 PRIOR REPORT C/2 S CP FR IS1 FOOTINGS O AUGER CAST PILING II SLAB O WALLS O COLUMNS O OTHER 4 47 et_ok . ( 2 c; oc / 7a AS )0 CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH ,S o n n NUMBER OF SAMPLES CAST Z CA I ") TOTAL CU. YDS PLACED / CONCRETE TEMP 62 / C TIME N LABO Y A. A. R. TE , INC. 3 -- aq -a1 SIGNE� _�� TI '.�� _. �5 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS stn WEIGHT TOTAL LOAD STRENGTH PSI SET NO. FACTOR OONC —1 3 - ZS . 7 • ,)//2... WEATIER .5:5'0 ez. /24 o 3 o 2. 0 z ° %.er< 3 9 4 1 -/2- 3 9 ziiR AR HRECT 2)2221 1Z 3 -12 CONTRACTOR c<72g-2!-) d4)2.4")4) .4...5,-_, t9 3 0 FIELD TEST DATA • TRUCK SAMPLED TRUCK TICKET N O . . P ci "7 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR OONC AIR 9 f df 7 3 ii2.- WEATIER T .. a 47, ° %.er< 0 . ■5/) 4 1 -/2- AR HRECT 2)2221 1Z CONTRACTOR c<72g-2!-) d4)2.4")4) .4...5,-_, DATE _..222L2L____ PROJECT . --A/L244 ) 44 FILE NO. 9 1- I 0 a DESIGN _MMES _ % MOIST % CEMENT ..._.__ LOCATION ;4 Vi ( -C,■ 114 ,sy BLDG. PERMIT NO. gLIV , C Z. SIN OWNER ;2/..),55 WATER WEATIER T .. a 47, AM PM m ENG ER 4: ,/ i,/),s'ei e_../ AR HRECT 2)2221 1Z CONTRACTOR c<72g-2!-) d4)2.4")4) .4...5,-_, BATCH DATA FOR 1 CUBIC YARD DESIGN _MMES _ % MOIST ADJUSTED WEIGHTS -SO CEMENT ,sy ;2/..),55 WATER TOTAL T0 (fi TO: ATTN: (522=ifr-ii/ PRODUCERS CONCRETE: C AEA. ADMIX PLACEMENT AREA & NOTES /4 Ade: eJ) - if A.A.R. TESTING LABORATORY, INC Post Office Box 2523 Redmond, Washington 98073-2523 (206) 881-5812 MIX NO. CILINDER COMPRESSIVE STRENGTH REPOICC SEE FIELD REPORT NO. 42, 7 e &it:at 1 INSPECTOR: COPIES TO: 57 --PMEM GII . 4 Fl SS DC A. A. DRV1D KEH LE. , 71)14.VOISLR ELD&. DEPT SIGNED N° 3092 CR CEMENT CAC12 CU. YARDS PLACED "/3 DESIGN STRENGTH SFINA.QTORY, INC. DATE FILE NO. PR CT a /�e� �j/ /�/ / 7 if�/rj A . f �fv � _ v_,,, 9i t ADDRESS f � /����_f� ��, ---. / . / / �'� e v BLDG. PERMIT NO OWNER WEATHER �� TEMP � D AT AT // AM PM EN ,c Rj Aso ARC CT /L7 /r * /r/ CONTRACTOR & ,r TO: ATTN: LOCATION(S): SUPPLIER YES A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 I T.0,9-10Z1" , /5 DOS 2 5 f3a/1 /-)1)11 - 7 Zo CHTEWI9V D £ tL) 4 1//"7 SE 9-77LE , UA4 `75?/ G, INSPECTION PERFORMED: igt RESTEEL At CONCRETE MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER etwi FIELD REPORT MIX NUMBER CYLINDER REPORT NUMBER - 3 tPOZ— SLUMP 1 7 1 4. AIR CONTENT PRIOR REPORT FR FOOTINGS O AUGER CAST PILING 1 SLAB WALLS O COLUMNS O OTHER /Il i• mAl A- �' -/1>� /�� /� �— /�-•�. N° 4166 • Aur I_4 P ti io CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH OF SAMPLES CAST DC/ �^ TOTAL CU. YDS. PLACED �3 CONCRETE TEMP TIME ` - 2. " ) ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O NO Date or Plan Number COPIES TO: GE.OF FRO1 77ES INSPECTOR. .7PHejV ..(>1 1t.14.11 R. I/VOSOAl J A. A. R. TESTIN ABO ; • TORY, INC. D/'V /D KE/YLL.) TUI42109 BLDG.P P7'-' SIGNED. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. f� - I10D 1 - z C ? f4- 7 (xt2 4 %/ 9' 'o 3 000 AM PM WD? ff 1 f7 1 2.. ARCHITECT n_ /L1. CONTRACTOR w V C i43 2 Sl FIELD TEST DATA TRUCK SAMPLED 1 2, a TRUCK TICKET NO. 1 1 )., 1, " TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR )0: 3 4 %/ TEMP AT AT AM PM L/. C.R I ' ARCHITECT n_ /L1. CONTRACTOR DATE I-,Cg-/ FILE NO. / - /0 Er DESIGN WEIGHTS PROJECT L V A ? C W 0 , y - /lr0 /'7 -\ an - sL...._LLL CEMENT (.-/ 1 l v LOCATION b I o( cc / L/ l<C, B1,00. PERMIT NO. OWNER 2 o SZ5 WEA ER S�i INy TEMP AT AT AM PM GINEEl/R 11 H c.i- dt % TOTAL ARCHITECT n_ /L1. CONTRACTOR BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS 9L MOIST ADJUSTED WEIGHTS CEMENT (.-/ 1 l v FA. / L/ l<C, CA. 2 o SZ5 WATER '7, 3 S TOTAL TO: ATTN: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 T S2-91 91 � (.. 1 G. _ q7/ 3 3 MIX NO. C ig C(.LINDER REPORE COMPRESSIVE STRENGTH SEE N (_,/ `) " 0 REPORT ORT RT NO. ! pC. N_ 3248 CR CU. YARDS PLACED / Q O AEA. ADMIX. (e-i a A (V? Cw C CA AC1 2 'A DESIGN STRENGTH 3 due) PRODUCERS CONCRETE: O (' R0\ CEMENT 7' I L PLACEMENT AREA & NOTES ((in -•- ec�� n:ca1 1 Sce,c1.4, S�sz � (� t o (• ��UC) COPIES TO: I tPitE1`1 C LO I KI 0\l R , 1-101:15a..11 A. A. R. T TI LA RATCIRY, INC. .) $ 1 L� I �fUKUL I �,LU{). DEPT d � SIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. k- -q 3- 7 3 -1; 7 60(q WEATHER Q S1_.C.Lay I 97z 0 34/ AM PM �-- ■ 3 U LI- - 5 2 /z/ o e 5700 4 , 1 9 6 a 3 � l I � `� -5 /4/03 v c. FIELD TEST DATA TRUCK SAMPLED 12 C.k TRUCK TICKET NO. 7 5 ' 3 1 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR C.A. WEATHER Q S1_.C.Lay I TEMP AT AT AM PM ENGINEER R . i/�eAs � - ARCHITECT D. 11 "4 k l.- CONTRACTOR S L- A DATE FILE NO. DESIGN WEIGHTS % MOIST PlIOJECT CEMENT C-/ LOCATION FA. (LIP €RV C INO. LL // , OWNER C.A. WEATHER Q S1_.C.Lay I TEMP AT AT AM PM ENGINEER R . i/�eAs � - ARCHITECT D. 11 "4 k l.- CONTRACTOR S L- A BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT C-/ FA. ! L/ v C.A. 2 p S -6 WATER 2 5-- S-- TOTAL (7 A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO :._ -h ¢ n rl 0 �.. • ATTN: P. 0• Lox 3 9 3 MIX NO. � S y w CONCRETE: PRODUCERS AEA. PLACEMENT AREA & NOTES d 'LINDER REPOT ' ADMIX. (..) R A S _ CAC1.. �Gn c ✓��� ,�/l4 r ,eel C� CR COMPRESSIVE STRENGTH CEMENT COPIES TO: 5TFPttEN G L)I 1J N I R .H UD , Q 1 A. A. R. D KENLE I - n..munFl 'BLDG , DEPT — 3 -1 B-91 SIGNED: SEE FIELD REPORT NO. CU. YARDS PLACED r 0 DESIGN STRENGTH �/� ( r/rl S. N_ 3236 CR CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 4-2,2 3.19 3 ^21 7 Cocr � 9, U S-) g2.g'oo 32 80 WATER 4.233 1 -II 2� /--?‘ 7o0 �S�o 23 / V -I I 9-% / z760a — M \Vill APR1 71991 r'(•ry is Y..... ... A FIELD TEST DATA TRUCK SAMPLED TRUCK TICKET NO. - 7 Ce R C. f le TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR GA. 9, U S-) WATER 2 r S TOTAL DATE 'S - /<-1/.I FILE NO. 'I - /D ' P OJECT 7 - (t. (-) >q." Nd 4- \ LOCATION BI-Dce P€MT1JPi (.p L( I OWNER WEATHER rR A ; ,J TEMP AT AM AT PM ENGINEER R . N 0 cit S C/s•■ ARCHITECT O. K--it- 1 -‘ L CONTRACTOR 5/ 4_0J1 R -? 6c...J;✓1/I CSSoC.G /%r BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT y FA. i`--/I0 GA. 9, U S-) WATER 2 r S TOTAL (7) TO: ATTN: �o. 7>Gk 33 ? Es A/C- , L _ 9gi.33 PRODUCERS A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 A- MIX NO. L i y q ( "L) AEA. 1JR VAD.. 61 ‘"r 14 Et) CrW Or -) oc r,% « 'LINDER RErOI ': COPIES TO: „ tAI' 1.it__Bia , r b+R , I.ICI\QYd + ASo.„ COMPRESSIVE STRENGTH CONCRETE: CC C AAf I- _Y PLANNIN ADMIX Ste- L ' p'( C "r PLACEMENT AREA & NOTES l < 0.7 c /se r/S ( 5. e c4 . SIGNED: SEE FIELD REPORT NO. N_ 3243 CR INSPECTOR: CU. YARDS PLACED DESIGN STRENGTH 3 Q'0 A. A. R. TESTING LABO TORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 34S4 -- ,2-- 7 z - ? ? G xo,_ TEMP AT 6 is AT L) 0 Z C 7d 1 1-8 6 is 3 5� A CONTRACTOR . rr E•7o aw in1 i9ds • 3 -) .2 R -- /3701 34-540 f '3-1 �8 / /258'o o • L1d jj., : 'Pi Y� L MAR O 1 991 FIELD TEST DATA TRUCK SAMPLED /2 0 TRUCK TICKET NO. .2 1 E . 1 . 2 ...... _ TPAE SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FA. BLDG. PERMIT NO. OWNER /: 3° 3 " TEMP AT 6 is AT L) AM F M .441 ENGINEER 1 1-8 6 is 66 A CONTRACTOR . rr E•7o aw in1 i9ds • TOTAL -- • DATE - // FILE NO. ?/ -J08 DESIGN WEIAHTS _ z - / PROJECT ADJUSTED WEIGHTS _ CEMENT s� LOCATION /• FA. BLDG. PERMIT NO. OWNER 'WEATHER ►■S TEMP AT 6 is AT L) AM F M .441 ENGINEER WATER ARCHITECT CONTRACTOR . rr E•7o aw in1 i9ds • TOTAL BATCH DATA FOR 1 CUBIC YARD DESIGN WEIAHTS % MOIST ADJUSTED WEIGHTS _ CEMENT 8 .15 - 0 FA. i `t 8 c C.A. �cl TO WATER 2 -- TOTAL -- A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 &LINDER REPORt T a �s 7PV `(' a' 4, 1 A ' .su e ATTN: tS c Lf .Lr,' / u1 ,A • /.R.3 MIX NO. 89 ai SEE FIELD REPORT NO. PRODUCERS AEA. ADMIX. (7.A s 417:-4 PLACEMENT AREA 8 NOTES QONCRETE: ("0."9"744) 4. COMPRESSIVE STRENGTH CEMENT ryf"• CAC12 DESIGN STRENGTH Z s� N_ 2943 CR CU. YARDS PLACED 22- :. . DATE 2 9/ FILE NO. 9/-/Og ADDRESS 711,‹ L56 11‘ OWNER BLDG. PERMIT NO. c .1)44. <- Z 6/4 WEAAM /L " r TEMP AT 9i AM AT PM ENGI ER /Gf9-6421, 1i2 .s �J ,rft ARCHITECT CONTRACTOR C S�G� 6h/ JitJ <Soc. TO: SS 4 /4So e ATTN: n Aa INSPECTION PERFORMED: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 RESTEEL CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER S — i 7 ".� Z SUPPLIER NUMBER 41? L- CYLINDER REPORT NUMBER ..? 29' 2. SLUMP Y AIR CONTENT COPIES TO: SMP Di GU)" ..) A - C - INSPECTOR* -2_(.i ' tt FIELD REPORT'' N_ 4236 PRIOR REPORT 1/ 2S FR SX FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS O OTHER LOCATION(S): J . ( 72) Ai A O,4) g /! J G°, '•e� ,'CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH e• NUMBER OF SAMPLES CAST LT - G X /2 TOTAL CU. YDS PLACED %'g CONCRETE TEMP. `ice TIME } ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. YES 0 NO Date or Plan Number CRAP-0 FFtV D J) �PV D P EI-tL_E A. A. R. M' T N ABO TORY, INC. `TUKUJIUR - �il.1:Xv,1l - Z• mil I SIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 3cL , 2 3 -1 ? 4')2- WEA IER b ` ' � ps5'0 © 3 ozo le.< 39L7 o I/2- 3 -Z8 AR HITECT , CONTRACTOR «— - ) cy /-e_J/ / .1,5. 3 9 4R 3 -2e _.. 'i":( lP - 'Ifi i tiAR 12 991 t i`r OF TU i'J ANr . MLA PP,' FIELD TEST DATA • TRUCK SAMPLED /04 TRUCK TICKET NO. c ? - q TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONG AIR y.tlii `3 WEA IER b ` ' � TEMP • AT AT 4 , le.< P SZD o I/2- TOTAL AR HITECT , CONTRACTOR «— - ) cy /-e_J/ / .1,5. DATE FILE NO. DESIGN WEIGHTS % MOIST PRQIgCT ip f [[ / /��// !/ � /As CEMENT LOCATION 3JJ_ CCA /it _ �Z2 G s 41 . BLDG. PERMIT NO. OWNER WEA IER b ` ' � TEMP • AT AT 4 , AM PM ENG ER �1.c- TOTAL AR HITECT , CONTRACTOR «— - ) cy /-e_J/ / .1,5. BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGH CEMENT _ �Z2 G s 41 . WATER �1.c- TOTAL 6,7 A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: _�j ATTN: MIX NO. � J CYLINDER REP O! T N° 3092 CONCRETE: COMPRESSIVE STRENGTH CEMENT PRODUCERS AEA. ADMIX /-,- r a CAC12 PLACEMENT AREA a NOTES / ��,�/'�' tCi1v , . Q / },t, /°au ry1� j, ).. s l COP TO: 51T- P [1E1\1 GUJIMN I •HUDSD►J d ASSOC., A. A. DfV t D K LE 71)KvalLIA BLVD. DEPT SIGNED: 3 - "g -91 SEE FIELD REPORT NO. � 2. ` j !!J CR CU. YARDS PLACED 1,3 DESIGN STRENGTH - ST ABO TORN, INC. T $ . 1 , R NO. _._._ PROJECT GAS (.<, 0 1 4 i') r ADDRESS'tf'1:� S".' S (S -;S:r // k BLDG. I P , E RMR ,--:' - r c -t , 5 OWNER WEATHER (Sv &tC) s 1 TEMP AT AT AM PM ENGINEER I tk•. reA- di5 c,w• - • `'- ARCHITECT p, /c..� In CONTRACTOR �Tr- Pi--... C.(. -/ ;•► 3 vc- (9� A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 ATTN: Se -[ /-, x( INSPECTION PERFORMED: E4STEEL Q CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER LOCATION(S): 3(d SUPPLIER O C & A nJ MIX NUMBER C 63 c/ w CYLINDER REPORT NUMBER 3 2 3 C r SLUMP 3 AIR CONTENT REMARKS* pP nn ti >` .4 Pc) FIELD REPORT J-4-. O COPIES TO: STCPHE1.1 6l3JI1■1N RICH -ARD INSPECTOR. L 1.1► DAVID KEI lD - o kW -P. A. A. R. TESTIN 3- I SIGNED. PRIOR REPORT N° 4396 IB FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS O OTHER • /� /3 S HS (.25 /5, O t- c - S` C '1ONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH 2 S 0 NUMBER OF SAMPLES CAST 3 - L rZ TOTAL CU. YDS. PLACED IS CONCRETE TEMP 2 " TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. II YES ONO rr ( Date or Plan Number J`c n -.., .� 1c4 ►MAi, 6 . ��- e try I'. 18 191 f FR ABO ' !, R INC. DATE 3-/ / -� FILE NO. q ioCtc PROJECT G-A -it L✓A /U o ✓s 4-I-' ADDRESS BLDG. PERMIT NO. OWNER WEATHER' 'q " • • • • , ({ / J - 4 TEMP AT AM AT PM ENGINEER 1 3 1 3 : CL. a rt ,, /1 1-1 n ARCHITECT D a ., ; d` 6 (-in C -,. CONTRACTOR ST A. 4 .c.1 (i n s sc1 C o.4: v►1 (FIELD REPORT A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: -3 Q. - ( i - w . 1111 ATTN: INSPECTION PERFORMED: RESTEEL CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER LOCATION(S): a rP f v / el 3 1,104 f $ A - A/ 4cA SUPPLIER CAL -c ' MIX NUMBER 9 4 Y CYLINDER REPORT NUMBER 32 `' SLUMP AIR CONTENT COPIES TO: LFREI`1 SW1LI R. I-1 U DSOM DRV I HEN 1.,E I TU ICUlI L! t3LDb. - DEPT 3- I2--G I INSPECTOR* A. A. R. TE SIGNED: PRIOR REPORT 53 FOOTINGS -- O AUGER CASTPICI O SLAB O WALLS O COLUMNS O OTHER Date or Plan Number N_ 4403 FR IN CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH 7 ba a NUMBER OF SAMPLES CAST 3 / 2 TOTAL CU. YDS. PLACED / 3 CONCRETE TEMP. TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. 53 YES ONO REMARKS: 0 r / c 7r� - ► � �' Q A 2 4 t o, zee o %� CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO, L k e L9 3-7 3-19 7 6.Xl WEATHER CZ l..14. i`C A— S T 97zo 0 3z/17 AM PM 1-1-1 . 30 J 4-5 2 CONTRACTOR S I- A 1 4-1 3 I V 4 - 5 K (/ DATE TRUCK SAMPLED ' 2 4 TRUCK TICKET NO. 3 S( 3 ‘ `'FILE NO. SLUMP bO P JECT � t(---- A Ala' P-4 ?1 S e. 3 LOCATION TEMP. FACTOR pl.Dq. P €RIBA [NO. L// ATR OWNER 3 WEATHER CZ l..14. i`C A— S T TEMP AT AT AM PM ENGINEER R. gueis C ARCHRECT CONTRACTOR S I- A FIELD TEST DATA TRUCK SAMPLED ' 2 4 TRUCK TICKET NO. 3 S( 3 ‘ TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR ' GONG ATR 9..cc 3 2 o Se LIFT < z . TOTAL BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHT CEMENT C-/ S" 0 t FA. ! C/ v C.A. 2 o Se WATER 2 ,TS' TOTAL A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: h e �, ATTN: 1.o. ?).0) 3s9 J MIX NO. CONCRETE: PRODUCERS AEA. ,ADMIX. " R A S UZ PLACEMENT AREA & NOTES CC. REPORT;' COMPRESSIVE STRENGTH CEMENT CACt2 SEE FIELD REPORT NO. N 3236 CR CU. YARDS PLACED / Q DESIGN STRENGTH ON S 3 COP T o: I CPFtE1J GU31 N N I R , H 1N D 50A1/ A. A. R. D KLHLE. I - TUKWILFl 'BLDG. DEPT - 3 -1 B-91 SIGNED: F if c/s r C os - P LA • TORY, INC. DATE 3 ' L- `-i l FILE NO. C f / . / 0 S PROJECT !� L 10,,,./ A V /Ue) A-lin /1 i ADDRESS L,- p . -- `' S` S1 tt b I.A 6/ - 1 2 ' X114 BLDG. f PPE_RMIT NA,: 1- Y , .w OWNER WEFHER AA. ti.! TEMP AT AT AM PM 91GINEER 1. CHRECT Kk(-ti CONTRACTOR S1.IPINA" 1!,r1..i.111 AJSG1C A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: 1 1 .9)- A1/45 r e C : c. ATTN: • � � 1 � C'� �1( S •1 / </ INSPECTION PERFORMED: LOCATION(S): b 0 e • b 0 SUPPLIER CSC n MIX NUMBER `'I 64 L..) CYLINDER REPORT NUMBER frw1 IJN 11.6soc.. (FIELD REPORT 33`4'78 RESTEEL 09 CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER 1 44 .4 1 `-/ `( SLUMP 75 AIR CONTENT ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. 1E1 YES 0 NO `lr S / 3 V 2 .s Date or Plan Number REMARKS [ - N A..1 k : ^< ; �'i ( -. ); j �1 j Qpi-��ti,( � /��.�,�_ •{ a 1'; .^ J < c4L. l.4. !P'l 16 - COPIES TO: `r'u Kw I L R 131C(5, w�• le, ,E etc ;2D Eve3A1. 3.1 -0) i INSPECTOR: A.A.R. TEST N SIGNED' PRIOR REPORT Di FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS O OTHER ID CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH 7- SO NUMBER OF SAMPLES CAST S' Cx X /2 TOTAL CU. YDS. PLACED / CONCRETE TEMP (.P b TIME :OR ORY, INC. w . 1/4 .c. N2 4256 FR CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 42 2 3 3 -21 7 COX / WEATHER R ,p ; ,`/ q a 'oo 32 $o Ll . V 4-233 4 -i1 2 � CONTRACTOR 51 p R is 6( -^J ;ei /i SSoC: /;r 23 I/ 4 -1 I 24 I MAR ',A; 1aP1 t i FIELD TEST DATA TRUCK SAMPLED TRUCK TICKET NO. `7 cp R C/ TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 1. g WEATHER R ,p ; ,`/ TEMP AT AT Ll . V ENGINEER R - /UCSC' ARCHITECT O. 1 -,C-)-- CONTRACTOR 51 p R is 6( -^J ;ei /i SSoC: /;r DATE 3' /Y' FILE NO. 1 - /O k % MOIST__ .- P OJECT P c..,) A. /Vc)f y 5 LOCATION FA. EE BL.Dp' Pc. TI: TV_ : ;, OWNER CJs. WEATHER R ,p ; ,`/ TEMP AT AT AM PM ENGINEER R - /UCSC' ARCHITECT O. 1 -,C-)-- CONTRACTOR 51 p R is 6( -^J ;ei /i SSoC: /;r BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST__ ADJUSTED WEIGHTS CEMENT y 5 FA. Py1U CJs. �. O 5`0 WATER 2 r S TOTAL ifiL TO: CYLINDER REPO A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 • -] .1 '1 , I MIX NO. `i a C I nHslilp a tiya 51 t) C 5 4 ATTN• CM 7 33 7 Es 3 c2._Q, 4- //e.. , t__ c, _ ` 33 COMPRESSIVE STRENGTH SEE FIELD REPORT NO. CU. YARDS Feld D iv .._ ,..._.— ..._._ DESIdti$TRENk3 i rH O'O PRODUCERS CONCRETE: QC. € AA/ CEMENT AEA. ADMIX. S q �- '4 CAC12 PLACEMENT AREA a NOTES � (✓! L ✓L� 14z.2- ��' GL /< Li � - 4 ( Z4 t . I�YI x e.kc, (' 5c) (--it 5 .( e al . N° 3243 G • 0 . COPIES TO: TuKtu�IL d7 sch s A.A. R. TESTING I.AEO TORY, INC. nn I ri S O C , SIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO, 3454- 2..-- t 2. - ? "2 ?" WEATHER 72700 257c) '1 sk - 4 sS . ,/:30 3 —) z R CONTRACTOR ,_,_52222 :7 ' l L_ %nJ,t /06S • \\ �I t� t � � FEB 151:99 1 O I= f4CLJ; ''LA FIELD TEST DATA TRUCK SAMPLED /2 t j TRUCK TICKET NO. 76- TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT TEMP. LOCATION BLDG. PERMIT NO. OWNER ?" WEATHER TEMP AT '1 sk to & . ,/:30 ARCHITECT T1 CONTRACTOR ,_,_52222 :7 ' l L_ %nJ,t /06S • DATE 2 -/ - ?/ FILE NO. '/ - / 0 8 DESIGN WEIGHTS PROJECT v Y ,'L5f, CEMENT t- fS-Q R rr - p)h A/ • LOCATION BLDG. PERMIT NO. OWNER CA, WEATHER TEMP AT AM ENGINEER , ,i, w:ct.wns .. .., ARCHITECT T1 CONTRACTOR ,_,_52222 :7 ' l L_ %nJ,t /06S • BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT t- fS-Q FA. /y8O CA, ,2,_c) S'0 WATER S .s- TOTAL YLINDER REPO. T SEE FIELD REPORT NO. A.A.R. TESTING LABORATORY, INC, Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: " 5" TA 7Z1 /' a 4✓ i 4.11 ,U /96:S � - ATTN: mod • pia y ,7 V , 8 MIX NO. _ `/89 COMPRESSIVE STRENGTH INSPECTOR: COPIES TO: 1t& U)1 L +31d . > `Rtcmpt A. A. R. TESTING LABO s` a G- 14 IIJ1V gKSat -, SIGNED: / N_ • 2943 CR TORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 3334 1 1 2.-7 7 1(I. r ). Ft, 7gZOo zgo I9io 7 33;x; 2 -2� a8 /3g/oo 333 2 - 2F� �sd /35c{oa L.'790 FIELD TEST DATA TRUCK SAMPLED / 0 ? TRUCK TICKET NO. , 3 () , q \ TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR a .ca CA. r ). Ft, 6 /.3 6z.0 TOTAL DATE (-- 3 I -. 1 FILE NO. c /- l 0 C C PROJECT G ANek w s - f a ►� % MOIST -��-\ Pis, 777 LOCATION ;Ac l / S. I / 1 ; 3 L AS' s.. / /ce P€RMR N� J OWNER WEATHER RA ^,,..) TEMP AT AM AT PM E N I I P.D HUDSC*J ARCHRECT DAVID KE.tiLE CONTRACTOR STA. J eft (r tA. ■ n n "SS° A4; 1-. BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT C../ FA. / C-/ TO CA. r ). Ft, WATER Q S ~�� TOTAL A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: S UQ. c,r w r e n ATTN: CONCRETE: OC. -5 CEMENT '* — CU. YARDS PLACED L -S €wr z ,ADMIX. L.-43A S. 112 CAC12 % DESIGN STRENGTH `--i PRODUCERS AEA. PLACEMENT AREA & NOTES MIX NO. L / S / L.) COPIES TO: STEVE GW I N_IKI , 1I CA-1'N I4UP5OIJ, DAVID KEH -LF_ 1 TUklu1 &1LINDER REPOI .T COMPRESSIVE STRENGTH SEE FIELD REPORT NO. N° 3047 CR LAB • ' . TORY, INC. DATE /^ 3/ , / FILE NO. - / 6 s Zc PROJECT L A /EwA_/ Nc /V^., PhP+7fc_ Tr— ADDRESS Zi- t i s S. I l 4 "). 3 �I a c' I i CAS /A-1 gg��pp�� PE , f(i bia:r. f / I ___S OWNER WEAT) E r•R A - AJ TEMP AT AT AM PM ENGINEER RICHAU) HVD 7It1 ARCHITECT DAVID KFAAL` CONTRACTOR v I J.IJA/ 4 £.'L). „r, A ss.c, A 4. dv'1 A.A.R. TESTING LABORATORY, INC. (I) Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 FIELD REPORT' TO: S%.c v e ( L A S3 CSC ATTN: ? c1 . 3 o x "l . / 3� INSPECTION PERFORMED: I 1 ESTEEL CMG - ONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER LOCATION(S): /a / 9 SUPPLIER OCSLAA) MIX NUMBER L / S . f W CYLINDER REPORT NUMBER 3 cc SLUMP AIR CONTENT PRIOR REPORT COOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS O OTHER REMARKS 2; : COPIES TO: b t tVE (aW 11J N, ICI CHPI'IZID Ml) C? U DAN ID 14EH LE `I�t1KWU.5 'E5L_D DEPT Z- 1--ci Co/ b l+l ..d\ 7'6 y i7 - G.dAs Qk :'s,6 INSPECTOR: A.A.R. TES SIGNED' M/1 N2 3967 O' 0 GROUT 0 MORTAR DESIGN STRENGTH NUMBER OF SAMPLES CAST '3 C . X I TOTAL CU. YDS. PLACED S CONCRETE TEMP._ e2.0 a TIME 1 ao ABOVE ITEMS WERE IN CONFORMANCE WITH BUILD G DEPARTMENT APPROVED PLANS. C3'1ES O NO 62(--//(4 6e 1'- l Date or Plan Number �^ .d 4, L . e7i ova AP FR ORATORY, INC. A CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD, TUKWILA, WASHINGTON 98188 Plan Check #90 -205: Gateway North Bldg 5 3415 S 116 St THE FOLLOWING COMMENTS APPLY TO AND BECOME P2R Q' THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER 1. No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. 2. Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296 - 4732). 3. Electrical permit shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (277- 7272). 4. All mechanical work shall be under separate permit through the City of Tukwila. 5. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. 6. When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. All structural concrete to be special inspected (Sec. 306, UBC). All structural welding to be done by W.A.B.O. certified welder and special inspected (Sec. 306, UBC). 7. 8. 9. All high - strength 306, UBC). 10. Readily accessible required. PHONE # (206) 433.1800 bolting to be special inspected (Sec. access to roof mounted equipment is Gary L. VanDnsen, Mayor f Gateway North Bldg 5 Page 2 11. Any exposed insulations backing material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 12. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure). 13. A statement from the roofing contractor verifying fire retardancy of roof will be required prior to final inspection (see attached procedure). 14. Barrier free parking spaces shall be identified by a sign centered from three (3) feet to five (5) feet above grade, at head of the required parking space. The sign shall be marked with the International Symbol of Access and shall bear the words "State Disabled Parking Permit Required ". 15. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washington State Energy Code (1989 Edition), and Washington State Regulations for Barrier Free Facility (1989 Edition). 16. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17. All wood to remain in placed concrete shall be treated wood. 18. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for , or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. "X" REQUIRED INSPECTIONS PHONE DATE APPROVED INSPECT. INITIALS DATE(S) CORRECTION NOTICE ISSUED X 1 Footings 431 -3670 X 2 Foundation 431 -3670 X 3 Slab and/or Slab Insulation 431 -3670 4 Shear Wall Nailing 431 -3670 5 Roof Sheathing Nailing 431 -3670 6 Masonry Chimney 431 -3670 7 Framing 431 -3670 8 Insulation 431 -3670 9 Suspended Ceiling 431 -3670 10 Wall Board Fastening 431 -3670 11 12 13 X 14 FIRE FINAL Insp: 575 -4407 X 15 PLANNING FINAL 431 -3670 X 16 PUBLIC WORKS FINAL 431 -3670 X 17 BUILDING FINAL 431 -3670 CITY OF TUKWILA BUILD9G PERMIT INSPECTION RECORD (Post with Building Permit in conspicuous place) Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 SITE ADDRESS: 3415 S 116 St SUITE NO.: BUILDING PERMIT NO. DATE ISSUED: PROJECT: Gateway North Building 5 OTHER AGENCIES: CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE (INSPECTOR COMMENT SECTION ON REVERSE) INSPECTION PROCEDURES AND REQUIREMENTS All approved plans and permits shall be maintained available on the site in the same location. 1. FOOTING - When survey stakes and forms are set and rebar is tied in place. 2. FOUNDATION - When forms and rebar are in place. 3. SLAB - If structural slab or if underslab insulation is required. 4. SHEARWALL NAILING - Prior to cover. 5. ROOF SHEATHING NAILING - Prior to cover. 6. MASONRY CHIMNEY - Approximately midpoint. 7. FRAMING - After rough -in inspections such as mechanical, plumbing, gas piping, electrical and fire stopping is in place. 8. INSULATION - After framing approval, but before installation of wallboard. Baffles must be installed to keep attic ventilation points clear. 9. SUSPENDED CEILING - Fasten diffusers, lights and seismic bracing. 10. WALL BOARD FASTENING - Prior to taping (see UBC Chap. 47 and Table 47G). 11. 12. 13. 14. FINAL FIRE INSPECTION - Contact Fire Department for their requirements. 15. FINAL PLANNING INSPECTION - Contact Planning Department for their requirements. 16. FINAL PUBLIC WORKS INSPECTION - Contact Public Works Department for their requirements. 17. FINAL BUILDING INSPECTION - When all work, corrections, reports and other inspections are complete. Plumbing (including gas piping) — King County Health Department — 296 -4732 Electrical — Washington State Department of Labor and Industries — 277 -7272 A preconstruction meeting with the Building Inspector may be scheduled prior to starting the job by contacting the Department of Community Development, Building Division at 431 -3670. Although not required, a meeting of this type can often eliminate problems, delays and misunderstandings as the project progresses. 05/ 17/00 "X" REQUIRED INSPECTIONS 1 Footings 2 Foundation 3 Slab and/or Slab Insulation 4 Shear Wall Nailing 5 Roof Sheathing Nailing 6 Masonry Chimney 7 Framing 8 Insulation 9 Suspended Ceiling 10 Wall Board Fastening 11 12 13 14 FIRE FINAL Insp: 15 PLANNING FINAL 16 PUBLIC WORKS FINAL 17 BUILDING FINAL PLAN CHECK c " 0` , 2d `-z2, LL O Q- S Tr. 0 ittaj 611- 4 4 g tfl tis Li) Lti g_ N4 d t O \ 1 w 0 PROJECT: GAi )4-' THE FOLLOWING COMMENTS APPLY TO AND BECOME PART OF THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 21 All spray applied fireproofing as required by U.B.C. Standard No, 43 -8, shall be special inspected. U') No changes will be made to the plans unless approved by the V im-/ Architect and the Tukwila Building Division, i Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296- 4732). Electrical permit shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (872 - 6363), . (i All mechanical work shall be under separate permit through the �/� City of Tukwila. All permits, inspection records, and approved plans shall be �/ww�/ww� posted at the job site prior to the start of any construction, V ®When special inspection is required either the owner, architect or ���/// �� engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being nspected. All structural concrete to be special inspected (Sec. 306, UGC). w All structural welding to be done by W,A.8.0. certified welder and pecial inspected (Sec. 306, UGC). All high-strength bolting to be special inspected (Sec. 306, UGC), 10 Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. li Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. Readily accessible access to roof mounted equipment is required. 13 Engineereed truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State rofessional Engineer. A ny exposed insulations backing material to have Flame Spread Rating of 23 or less, and material shall bear identification showing the fire performance rating thereof. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure.). A statement from the roofing contractor verifying fire retardancy of roof will be required prior to final inspection (see attached procedure). All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washignton State Energy Code (1989 Edition), and Washington Stag Regulations for Barrier Free Facility (1989 Edition). 1B All food preparation establishments must have King County Health Department sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection should be made by calling King County Health Department, 296 -4787, at least three working days prior to desire inspection date. On work requiring Health Department approval, it is the contractor's responsibility to have a set of plans approved by that agency on the job site. l9 Fire retardant treated wood shall have a flame spread of not over 23. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. All wood to remain In placed concrete shall be treated wood. 23 All structural masonry shall be special inspected per U.B.C. Section 306 (a) 7. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for , or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. DATE • ! J SUBMITTED TO: CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 (206) 433 -1851 * *REVISION SUBMITTAL ** PROJECT NAME ADDRESS CONTACT PERSON 12f 11151-ItE ARCHITECT OR ENGINEER Ut11,125 PERMIT NUMBER (If previously issued) PLAN CHECK NUMBER 10 +ZQo ' 1Q TYPE OF REVISION: , (24i5 ktaZO Mr 10LI -b MP -1 eriAloc4, e4cv biX) OA* ra Rfrvitve.-1b Ems' }Wort ria 13141424-lci, RECEIVED CITY OF TUKWILA MAY 2 3 1990 PERMIT CENTER PHONE . SHEET NUMBER (S) + I A r ti s "Cloud" or highlig t all areas of revisions and date revisions. DATE 4 0 A /(//�,/�'IU�/ /' kg 2fkg .12f ATTENTION -4111:: t1 /Ad ► U al . R BCEtVED CITY OF TUKWItA it MAY 2 3 19 ° PERMIT CENTER TO Ortil ertlivoilv WE ARE SENDING YOU le Attached ❑ Under separate cover via the following items: ❑ Shop drawings ,( Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES REMARKS david kehle,at( tact 12878 Interurban ave. so. seattle, Washington 98168 (206) 433 -8997 DATE NO ktv e'r. / OA. t/ 1r. -6+e rbX • DESCRIPTION THESE ARE TRANSMITTED. as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑.. Submit copies for distribution As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑,FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US SIGNED: L. If enclosures are not as noted, kindly notify us et once, Mahan&DeSaivo CONSULTING ENGINEERS September. 24, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T (Gateway North Buildings 5 & 6) 1411 Fourth Avenue Bldg. Seattle; Washington 98101 (208) 824 -8150 RECEIVED CITY OF TUKWILA Su.' 2 5 1990 PERMIT CENTER Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. We have no additional comments. Enclosed are the drawings, calculations and soils report for your use. cc: David Kehle 12878 Interurban Avenue South Seattle, Washington 98168 Ih l Mahan&DeSalvo CONSULTING ENGINEERS September 19, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -11 (Gateway North Buildings 5 & 6) Dear Mr. Griffin, Sincerely, e fuvs , r-- Stanley Rawson SR:3 cc: David Kehle 12878 Interurban Avenue. South Seattle, Washington .98168 E 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624-8150 We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. Our comments follow. Please note that all comments apply to both buildings unless specifically noted otherwise. Structural 1. Section D7, indicate welding of 3/4" bearing plate to back plate and side plates. Show 1/4" stiffener plates on Section D -7. On Section A -7, show welding of 1/4" stiffener plates to 5/8" embed plate. 2. Section D -8 and E -7: Reference note for flare bevel groove weld should read "Rebar to PL & L." Also the location of the weld is unclear - move arrowhead. Location of. 3/16" fillet welds on 1/4" stiffener plate are unclear —move arrowhead. Please have the applicant respond to the above comments in . itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. All status . inquires are to be directed to our receptionist. p si Mahan&DeSalvo CONSULTING ENGINEERS September 6, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 • Regarding: 90 -T -11 (Gateway North Buildings 5 & 6) 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624 -8150 Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. Our comments follow. Please note that all comments apply to both buildings unless specifically noted otherwise. The item numbers correspond to the item numbers of our June 14th review. Structural 11. Section D7, provide calculations for steel plates and welded rebar. If required, provide stiffener plates similar to Section A -7. Indicate side plates, rebar and bolt sizes on the drawings. Note that slot welds can be used to carry shear but not tension (AISC 1.17.9). For Section A -7, indicate weld of stiffener plate to 5/8" embed plate. Size of flare bevel groove welds should be equal to the rebar radius, not 5/16 (AWS D1.4 -79, article 2.3.2.3). Provide complete calculations for Sections A -7 and B -7. 12. According to additional calculations, page 9, subdiaphragms on the north and south sides of both buildings require 10d nails @ 4" o.c. on purlins. This change has not been made on the drawings. Also, since the subdiaphragms are Case 6 diaphragms, all plywood panel edges would have 10d @ 4" o.c. 13. On page 11 of additional calculations, the reaction from the 4x14 purlin is assumed to spread out uniformly to the ledger bolts which are spaced 24" o.c. Since the load will take the stiffest load path, the bolt nearest to the purlin will take all the load. Bolts supporting purlin should be grouped together at the purlin. September 6, 1990 City of Tukwila Re: 90 -T -11 Page Two 14. Section L -6 Kwik - Bolts require special inspection. Indicate this on the drawings. 16. Additional calcualtions page 13, indicate 2V -9" lap length. Show on Detail D-8. 17. For connection Type D /DD -8 and 8-6 provide complete calculations for all connection plates and welds, taking into account the eccentricity of the load between the rebar and the 1/4" plate at the face of the wall. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. All status inquires are to be directed to our receptionist. Sincerely, • C,�rrr mot 6 , , Crystal Kolke ! �o '� ' 'SR /CLK:2 . cc: David Kehle 12878 Interurban Avenue South Seattle;. Washington •98168: S 1 � 1 � I Mahan&DeSalvo II CONSULTING ENGINEERS June 14, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -11 (Gateway North Buildings 5 & 6) 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624-8150 UNORN JUN 18 1990 t PLANNING DEPT. I1 4 Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. Our comments follow. Please note that all comments apply to both buildings unless specifically noted otherwise. Structural 1. The calculations must contain the signed professional stamp of the engineer of record. An index sheet could be submitted that can be attached to the calculations. 2. ASTM A615 requires special treatment of Grade 60 reinforcing per ANSI /AWS D1.4 -79. Please clarify Structural Notes. 3. Provide calculations for the design of the dumpsters. Also, the engineer of record must provide his /her signed professional stamp on the drawing. 4. Clarify whether the structural system is to be designed at this time to support the future mezzanine for either vertical or lateral loads. 5. Provide design calculations for all cantilevered GLB conditions that account for the Cs slenderness factor per Section 2504(c)6. It appears that Cs should be based on an unbraced compression side length equal to the distance from the end of the cantilever back to the moment inflection point since neither the purlins nor the column connection would laterally support that side of the beam. 6. Clarify why the Building 5 GLB's on Grid 10, 11 and 12 are all cambered the same amount. 7. Section M -6 is unclear as to what occurs at the similar section and also as to where the 4 -1/2" wide strap occurs. 8. Clarify where the steel plate detail at the lower left of Section M6 occurs. June 14, 1990 City of Tukwila Re: 90 -T -11 Page Two 9. Clarify where the G -6 similar section occurs in plan, as described in the section detail. Verify whether a section detail should be cut at Grid 11 on Sheet S -2 for the purlin support on the interior wall. 10. The total seismic dead load calculation on page L -1 (for both buildings) appears to neglect the GLB weight, the mechanical unit weight, the interior shear wall weight and the actual height of the exterior wall that is laterally tributary to the roof diaphragm due to the parapet condition. Please provide revised calculations for all aspects of the lateral design that include the dead load of those elements for both directions which appears to increase the seismic load by approximately 10 to 15 %. 11. Verify whether a drag strut connection is to be provided at the building 6, Grid B/18 intersection. 12. Provide complete calculations for each building in both directions to show compliance with Section 2312(h)2H and 2I including specifically 2312(h)21(iii). Refer to section details C -6, G -6, L -6 and M -6. 13. Provide ledger and ledger bolt design calculations for combined vertical and lateral loads. 14. Clarify if special inspection is required for the expansion bolt installations for the seismic anchors shown in sections C -6 and L -6 and show adequacy. Provide calculations for the wall in flexure between the anchors in Section L -6 as required by Section 2310. 15. Provide a design for the Building 6 Grid 1 shear walls for lateral load. 16. Specify the minimum lap length between the panel chord connection D /DD rebar and the chord steel to provide a Type C tension lap splice per Section 2612(c), 2612(p) and Table 26 -G. 17. The panel chord connections D and DD shown on S -8 appear to put the angles in minor axis bending. Provide calculations to show the capacity of the connection as shown to develop the welded rebar or the actual chord force. 18. Provide calculations that correlate with the tilt -up wall panel designs to the panel marks on S -9 and S -10 (both buildings). 19. Clarify where the zone D panel leg reinforcement (5 - #5 ea. face), as designed on pages 10 -14 of the Building 5 calculations, occurs on the panel elevations. 20. Provide calculations showing that the design of the pilasters complies with Section 2610. 21. Explain the purpose of the TS columns shown in Section J -5 and provide design calculations. —� 1 111 Mahan &DeSalvo June 14 1990 City of Tukwila Re: 90-T-11 Page Three Please have the itemized letter and one copy of inquires are to • • Sincerely, • applicant respond to the above comments form and resubmit two copies of revised revised calculations, as required. All be directed to our receptionist. • • Crystal Kolke GS /CLK:1 cc: David Kehle 12878 Interurban Avenue South Seattle, Washington 98168 • in drawings status Dear Sir: City • r Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review Control Number 90 -205 (513) May 25, 1990 Gary L. VanDusen, Mayor Re: Gateway North Building #5 - 3415 South 116th Street The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10 B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) (UFC 10 -1 (3 -1)) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinents, or set on shelves (NFPA 10, 1 -6.6), and shall be installed so that the top of the extinguisher is not more than 5 ft. above the floor. (NFPA 10, 1 -6.6) (UFC 10.301) Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher," with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC 10.301) 2. Exit hardware and marking must meet the requirements of Uniform Fire Code Sections 12.104 & 10.402(a). Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. (UFC 12.104b) Exit doors shall swing in the direction of exit travel when serving an occupant load of 50 or more. (UBC FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 2 3304(b)) An approved hose station requires plans review. (Plans must be submitted to the Fire Marshal for approval prior to installation.) (City Ordinance #1528) Fire hydrants are required as detailed in City Ordinance #729. Gary L, VanDusen, Mayor Exits serving over 50 occupants must be provided with illuminated exit signs. Two exits are required. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 3302(d)) 3. An approved automatic fire sprinkler extinguishing system is required and shall be designed, installed and tested. (City Ordinance #1528) All sprinkler drawings shall be prepared by companies licensed to perform this type of work. Drawings shall first be approved by the Washington Survey & Rating Bureau, Factory Mutual Engineering or Industrial Risk Insurers, then by the Tukwila Fire Department. No sprinkler work shall commence without approved drawings. (City Ordinance #1528 & NFPA 13, 1-9.1) (UFC 10.305) Local U.L. Central Station Supervision is required. (UFC 14.105) Duct detectors for H.V.A.C. units shall be monitored by a City of Tukwila approved U.L. Central Station. (City Ordinance #1528) Every exterior portion of a building must be within 300' of a fire hydrant, measured around the perimeter of the building. (City Ordinance #729) Page number 3 City "r Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Gary L. VanDusen, Mayor 4. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 10.208) Every building shall be accessible to Fire Department apparatus by way of access roadways with all-weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn- around area. Access shall be within 150' of all portions of the building. (UFC 10.207 as amended) All hydrants and all surface access roads shall be installed and made serviceable prior to and during the time of construction (UFC 10.301) All required occupancy separations, area separation walls, and draft -stop partitions shall be maintained and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 10.401) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. If the building is to be used for the storage of high -piled combustible material (as defined in UFC, Sec. 9.110); automatic fire - extinguishing systems, smoke- removal systems, fire protection and fire separations are required per Uniform Fire Code - Article 81. CITY OF TUKWILA Department of Community Development • Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433.1849 ROJECT )DRESS 4TE TRANSMITTED ITEM Cn. vIE:LL ot4t- DATE RESPONSE RECEIVED COMMENT PLAN CHECK NUMBER •0(0 THE FOLLOWING CORRECTIONS AND /OR CLARIFICATIONS ARE REQUIRED TO COMPLETE THE PLAN REVIEW. CITY OF TUKWILA DEPA 1 MttN re t OF COMMUNITY DEVELOPMENT prepared by: ; PLANNING DIVISION P P SIJtTIA.t. "PC A t( 1 =E(...) I ELL) t -1a`.� •t ?,eEts Cc_'cA .r(t C 'Cc Tt,c•, D, 'P3c -• • - 1)Ivl Ito . 1 I.)Q At tca ( tt 4- h. 'C Eta '-) • To s ' .t -_ I, ) T) _ti z it. E "SCA , C0 M `) C) T1-(G FI I, AL CU _ . 1: 'Butt_ (QC C ( S f[ .!S 1 _) c, - - - , - .a.1- _E. A 1) • OE _ _ L ) `) J O t..C,t-1 t T 1- _. • > -- ( C' 1dtA U E - '))4 a U.)17 P •1 • FRU C _ " '? '�► - t:3 L E • -' ►_ ( \ I M t -13PC , ° OW ►F Dt M ; q0(4 O(-1 '#C1 E v A C) L. "` = '' , E Ei -- -).---: t)t gC= c'T(QN , ,,,t 20 - DI MEl-Fi ) 4, t t'-1 t M UM ' E &.:.. i. ON ""E [ GE ,. 1LP. I4C. A 1f • •. _ ► 1 a .r, • t∎tg? o LC A E f. A6 - LO E":-) ANt OeTI-I - `'Doort-1 btczc-coo I lacest,e U t M U M a U'tO 'Be. --- ._. i� _ • ' CITY OF TUKWILA Department of Community Development • Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433.1849 ROJECT )DRESS 4TE TRANSMITTED ITEM Cn. vIE:LL ot4t- DATE RESPONSE RECEIVED COMMENT PLAN CHECK NUMBER •0(0 THE FOLLOWING CORRECTIONS AND /OR CLARIFICATIONS ARE REQUIRED TO COMPLETE THE PLAN REVIEW. CITY OF TUKWILA DEPA 1 MttN re t OF COMMUNITY DEVELOPMENT prepared by: ; PLANNING DIVISION P P Plan Review PROJECT , ADDRESS 15 11(0•57 DATE OCCUPANCY GROUP OF CONSTRUCTION - J LOCATION ON PROPERTY "�•�A(.�. CCS BUILDING HT. / NO. STORIES FLOOR AREA OCCUPANT LOAD E use 3 7 ' EXITING REQUIREMENTS t O I K• Q l�S . c)(14‘ DETAILED REQUIREMENTS OCCUPANCYo --� ��,8 GpO€te114C pi K, PART V, CHAPTER 23, U. B. C..,._ 4 W.S.E.C. C (05GSL e„, ©V` CHAPTER 51 -10, W.A.C. CE. ti 7& PLAN CHECK NUMBER c70 20 TYPE OF CONSTRUCTION S 4 ctc sALVQ �cM , W ct- tom_..•` -'P ✓ K .,- _ . Vi, CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT prepared by: , DI AMXv1AFr: nhI/1' nnP TO: FROM: OATS: SU$JICT: (10 /T2.MEMO) cit of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433 -1800 Gary 1. VanOusen, Mayor MEMORANDUM 5 At Q c- 61.oa-2_ a 3or-1h F1 1 5 # 1Q� S-Q : o 5tr o,N Q_\11..uo o DOOR # 2 3 4 CD I ; 4. LO 0 17 ROOF HATCH W /STEEL LADDER FROM FLOOR TO ROOF- GYP.BD. SHAFT FROM CEILING TO ROOF. 2x4 STUDS @ 16" O/C TO 10' CEILING GYP. BD. E.S. 2x12 CEILING .JOISTS @ 16" 0/C --- PLYWD. ON TOP. GYP. BD. CEILING DESCRIPTION 3'-0" x 8' -6" STOREFRONT DOOR, CLOSER, LOCK THRESHOLD AND WEATHERSTRIP. PUSH BAR /PULL, 3' -0" x 7'-0" HOLLOW METAL DOOR WITH HOLLOW METAL FRAME, -1/2 PAIR BUTTS (N.R.P.), KNOB LOCKSET, THRESHOLD,. WEATHERSTRIP, METAL DRIP CAP. 12' --0" x 14 -0" STEEL OVERHEAD DOOR, HIGH LIFT, CHAIN OPERATED, WITH SLIDE BAR LATCH, FOOT PLATE AND NEOPRENE SILL. 9' -0" x I0' -0" STEEL OVERHEAD DOOR, HIGH -LIFT WITH SLIDE BAR LATCH AND FOOT PLATE, NEOPRENE •SILL. 3 '- 11 16' -0" 3 @ 8' -6 "= 25' -6 12' -6" 1 24' -6" 4'-8 I /4' 3'-11//' 2'-8 1/4' is SA -I MITTER CORNER RC TRANSFORMER R "----- DUMP3TER 24' -6" 12' -3" 12' -3" 1 4' -IO 1/2' 14 O 18 SA -! MITTER CORNER r - 1 I I `I I LJ HC TY 2 F7 1 1 1 1 _ J ® ® I ® 0 I lam' 1 9 -0 DOCK -HIGH PLAN NORTH 24'- '1 r i l I LJ 2' -O' 9' -0 TYP, "A "REAR 10 0 8' -6" = 85' -6" 1 24' -- 24' -6" �, 24' -6" 3" 12' -3 I2' -3" 12' -3 F 1 1 L —i TYP, "B "REAR 2 1 -1 6 ' 6' -I I ' 6'11 ' 6' -1 1 ' 6 -i I ' 6 -I 1 a. "A "FRONT TYP. "B "FRONT TY'. "B" FRONT TY 1 - 6' -8 TYP, "C "REAR 3 1_ 2 ' F I I I LJ )1 — 11 F` 1 1 I LJ 8' -6' 12' -6" 11 24' -6" n i 1 i ,LJ r I I I I LJ DOCKLH I G 1 TYP . "A "REAR I TYP , "A "REAR rlllrl -I Ilr`rIrI111IrIrIl ' 1 1l 2 RL 3'-4 6' -8. TY �a 8 0 8' -6" = 68' -0" 24'- ® ® ©0 'FRONT TYP, "B "FRONT TYP. "B "FRONT WAREHOUSE SPACE IS UNHEATED (MAX. 4r. CONCRETE SLAB - PROVIDE VAPOR BARRIER IN FI ST 40' SLAB ONLJY. DRI'/E —IN "B "REAR TYP. "C "REAR �.J 2'-0' 8'- " " 24' -6" F7 I 1 1 I LJ © y rlrlrlr rlrlllr Ilrlllr rlllrll rlllllr rI11r11� 51 61 1.0.18 0` 1 24' - TYP. "C "F 0 EXTRUDE CURB ON HIGH IDE- SLOPED SPHALT, POURED CONCRETE CURB 2'•-0" MAX. TYPICAL SLOPED TRANSITION, )) HC 12' -3" 12' -3" 21-111 6' -II/t' (3'-e '- II/i' -II/2; RONT TY . ' "FR HC 0 N DOCK ---H I GR, TYP, "A "REARI r bR IVE— I 24' -6" -4 — r 1 1 1 1 LJ d � O'-6' 12'-0 ';j 6'-8 6 0 8'6" = 51' -O" JNT TYP. "B "FRONT RL 2 4 ' -- )) 2'-0' RAINLEADER FROM ROOF DRAIN ABOVE- TIED TO STORgI1 DRAIN- SEPER TE OVERFLOW AT SOFFIT 12' -3" 24' -6" 12' -O" 3@t8'- HC 12 HC MiTTER CORNER —4)(8 SMOKEVENT TYP. F7 1 1 I 1 LJ I DOCK HIGH DRIVE -IN TYP . '`A "REAR RETA T I NG WALL. By i 12 r I I 1 LJ 1 understand that the Men Chock 4pprova1S are jbIncr to et-hug c:nd r -. • .465 approYat of PSYdt s ': i not F.cj 1.ir ,:e the vii►: of any .. of contractor's ter o Oi- rtvect ►ectsa . c D-- c 1:4210,..) .1••e NO • !uses,* U i i i oi• e }Foo en• we _ l I • P rtnit � COIF* f� •.n.e.o,.n•nheeFe.n 25..6"5' -0'5' -0' 24' -6" 4' -8 1/4 2 ' -8 1/4" 3' -II/Z' • I,f1' V - 11/21 � 18 �A- I MITTER CORNER • 1 • net. 2' 1 MAHAN & DESALVO, INC. r ,. -'' ia& deA&HA -�' fbiztAtr 1 6 N N rn D rn 0 CITY OF TUKWILA APPROVED S Eli 0 1990 /, . . A ..;,4 B IL) NG sIVISIOt4 PLAN REVIEW FOR COMPLIANCE WITH THE FOLLOWING ORDINANCES ONLY VI STRUCTURAL PER UNIFORM BUILDING CODE 0 NON - STRUCTURAL PER UNIFORM BUILDING CODE 0 WASHINGTON STATE REGULATION FOR BARRIER -FREE FACILITIES ❑ WASHitiG7ON STATE ENERGY CODE SUBJECT TO IN ERPRETATIONS OF THE GOVERNING AUTHORITY, ERRORS, OMISSIONS AND INCONSISTENCIES. DATE IN _ S .1D_. DATE OUT 9. 24,22. BY: ,c.( MAHAN & IJLSALVO, IN PSCEIVC•D • CITY OF TUKWItA MAY 0 9 199€ PERMIT CENTER N a r 1, Z c Q 0 1— 00 a z 'n CC cr) d *- L z (0 o n o I - a N „, 7Yp IZeVeAL • 'fYPI AL. 44 PS SH- IALT') 4 umr) cute 4, NI NI'N spa, talseu GUhk�l; - r cute, WNLI, i • Pocg /T`(F! .1 4-15 AM sI LL AN6I -1;. A1- Oct—K. epuH rocs IlrlrII IIIIIIl Ilrlrl� rlilrlr ►luI'�i �al�i�ll��lt n . -\ 1- (01 = r -^II _I 1' REVEALS 0604T P iIL'f -UP Cphse.. i.N e t-5 sOU 1 H EL EVIIQIJ L r O O G SING mme ANC ovrl2 tip 4ilawitiKep izoo 41 LJ TVi$C e 6 .$ o o1Jx/EilA v. UN- I- iUAT�i7 MAX , 41' 44J8 ON FILL - (�i:t; SOILS REmI='1') novice - A i1J 40 floNT if71.1 L PI W6 Cross - SEc.. N sc�►.I✓ �� 1 l'-- o Alf" EL JVAT SCALE s .4 1. I r.: 7 /: .i. 611.1e/..4o 614444 a (FiNTeP) A lotreEP ALLM. WINPUW pf,AME w/ 1 II,UL.Arre.D 61,az.10.I6 ts ,G. r 6Artsit(6 z if∎16. L APp t7Iz1✓p a4.IJMIIJUM WIIJPG'W FAM 1 eD 61.1).2.1 W3( 64 - .-- e is iNG) t-At.1 V-Ara. L frt RAs, IAvhrreP - 11t - r -UI c41.J., (trr) l'PKAL Ff► .p OvpgWAr PAN-'e -101 pvcr L-Jti'YP, 4 AN P 611.1.- ANGL as • T`(r1 AL Hot-t-oW HS 1AL )R (Fy=1 J1 a), \ % iI • 'Ste' I_ Tupe, . 4.11JCc SI GI.JA,47P. SNJP(rAit•!T ' //'�-}� rr�� '' >At•Jot A1 41NUH kJIIJDOW � W � / Ok 1 14/ i it I1r1J - 3 C�lAZ1I�a( , sA1 IY z11.tr�) JL IKM — le-es/ AI A F *.J1 Ff? 'til`f -UP c,oNc. 1 I;LS (Hp) • o -1 0 AN, FL Fill Ft- PIIJ. F-L.. CITY OF KW r`,PPRO IIA SEP ► 1990 t ri 1 BU1 DING r IVISIOM RECEIVED' CITY OF TUKWII A MAY 0 9 1990 PERMIT CENTER CO CO Jtl . • w t an.)„, 4. -it f Przht-ki 12.1.,011 +Wool RIvipfga- 1Rt12 atteett -,pktt-tivo Ftittit12#216t, ,s r VOC12.0 1 21? -419.e9. IATO (4 elow4,10 10 Set ,u1 6viuttcr (4104-7 Rol2 agex_ k elGto li 0 - . 4.. ;'& ": " ":^" ; "' " • tL 444 ; . L. ] 140 114 1 -6q94eatAL(WrI) I c:41 imAte2 1 I if/ fil. 44i / I • 14,14 71'4 / 1 J/ I 4 14" 104/iii,b tYPH4P i - 1! t t 01%"(0,01e*(0/1, otti4.01, 1 rfA"EgieK6,e 2t 1 1 1 I . * VI / lat2' 14_ t -r - rf• ee.60/ -tie& wAz. ktN.t. typ. fir_bra- • • I 12co i 6 I 1 I I thiIffi • L- Ot12110e r? a2i3 co Rio Moe- burro 1,4wput- RUPCO (.01461X10 GAO f1-'-0"M) - rpm- Appel -rowal r -- r , L J I 0 I l it :(O !U (0 : V42 1 1 .At f I ,: I - TrlObL I A raegt trot- lerizi4t P7&rbt)hebt-0 ob-0 1,V-co ktpar plattet. u1-1*. tRil (elle It20144 12 1U)1/4P *L6) • -tip) ot>12. 1 - 1 , 0 01 6 11 k41 1Z* ; lad vAer 0140 1/2 UNH 601461?a 4be, Ukftri- I1 r1 t * --- T c12 01 9 i).0 • LL elf)4Ati ry2att eq+ to. _ 61.9i 21 , 4,1 12)47 (4. !;f 1 tes-vo I L _1 -Ictev rua-tt 4 fimove njW21 00/ - froos"g12Rtvb (00. " it-0k (;, 1 1 • , • ® )@ +-- -t- t 1 I 1 I • vPrjrja *tit rrAmt vam t-- Ht ol- io 4■■ }4 • 11111111 I fill 11111 111111111111 111 111111;111 7111111111111111111 111111111111111 I 11 5 I - 2 41 1 5 61 No.18 e) iii;11111111111111111r1111 11111 tfr 1 DOOR 1 1 2 3 4 r -t I 1 I I II 11215*..1 DESCRIPTION 3'-0" x 8'-6" STOREFRONT ammo DOOR, CLOSER, LOCK THRESHOLD AND WEATHERSTRIP, PUSH BAR/PULL. 3'-0" x 7'-0" HOLLOW METAL DOOR WITH HOLLOW METAL FRAME, 1-1/2 PAIR Burrs (N.R.P.), KNOB LOCKSET, THRESHOLD, WEATHERsTRIp, METAL DRIP CAP. 12'-C" x 14'-0" & rf CVERHEAD DOOR, HIGH-LIFT, CHAIN OPERATED, cam SLIDE BAR LATCM, • FOOT PLATE Any NEOPRENE • SILL. 9'0" x 10'-0" STEEL OVERHEAD DOOR, HIGH-TAFT WITH SLIDE BAR LATCH AND FOOT PLATE, NEOPRENE SILL. • A d ) 4 ( 1 ' .,1 !_ 11) - d i 15 V4 ` 14 1` d'tiot 14 4' 1 I 14.4 Vays a2h2_000/6 trirt o tbi21 WAN - / Prcv, 2 rt t w feMpt-11 (41.4ein it axitlort /Yee 14/0 • bOrm.1.4 tb'-(itt ao-o" " 0, e:'42 1 13010.4mR. 4 CITY OF TUKWILA APPROVED SAP 1990 I/ 'If 44. BU1 DI DI ION Nit RECEIVED CITY OF TUKWILA PERMIT CENTER N. 0) co c0 © VliAa2 Pr L—_ o. 1 41 0421-160 C;c04- 12(12- N.Itt* 6119 t,t, ditto-97 bo P. &!,ireak - IL /214p 126144A1 ot (thRIAMq rg-Ructvo (Jwe) 4im rims-p 0 Gtiphy6u Ct2 Ha() oil 04 ilice • we, ,r.z\l, 111111 1 11 1111 1 111111111111111111 11111111 IT, 1 14111i I I 31' I 41 I 5i No.18 e 1 .1 I I ETA I II LI 6 L 17, tr- 111111)11 frin oilliir igiriliffrirqdritin rue iflhi II rt.. (ID (?) •02922-m Vr=v MAdiPi4 r 0. titeF tiEt11+11-0 md omuotuee Ouciormt) 64,144.ve v7 UN-110w (Ift441 :!! 4tPkri‘ ti viva. uaelesk r• a 41 or 0 1 M61416LX Ut-io (Fev-ffe2) • OloOir Wil41141 VM'x'/ ITIfr • `q I IWAtile 4thoilvi (h cui lAttovurio WaH v2 49-160 143.1i) (i) ; I/1 la 1 4 'frau F.,or*exipoleto rxiye-iti rem Ny Ir..1.6t•to tor) ha, 144C166 "Irlqt. NVO/ Pze. ( ptii.titp) (0' 6tte.u. ltiee .11)1.* (p*) JGGO M(.41-14•44e Utly (Pbo-tto) auptiNtit-I voicav m2046- 4W'M i44-10('ZoM ftwi -1059 1G-r-uP tat(A2e4s 1314 1 L 13114-ftv10-11P te116■Zetit 6r-) f%L=yobip, 14112PX4re mr2r4 titcoto2 blurAtout4 Vitro Fratio. w/ I 11-alw1to (/vicpt artti 644,91-k4) /7ttao hatcle eitto CrbillvD) 1. U2liti mL: le T -1 BUILD, 4. 1; CITY OF TUKWILA APPROVED SEP • 1990 RECEIVED CITY OF TlinVILA MAY 091990 PERMIT CENTER 1114 0) Cr) CO 1 IJ 00 0) 2 ›. 0 2 0 < Z -± CC cr) :D< CC LLJ Lir Z —J CO CO c co (NJ CO CO 4. ' A el we-A.11.A- aP GII.ALII.IG( f tdHI1.1111 141iJp&y1 rfAME -it** Aral. -laL raflort mtwa Cutmut G0rairP5 V/liAow 10;191,.1 C8nJEg 014.1TIt* pat- 5ra -r • • Tor_60 c7 T oni • T11c,e.Seo-noIJ ' t ils3> AT JA•11 lmtir / OV02.4 o P 0■1 114 gMTO . 1 Moleol - rot 41171.42. AS(8661Weir Ito oP TF04 4 114140P 'kL - r t• 1.1P @ I I OG. .1^I/ f:11 rite err 449J101-.1101-1 • V • s. i1UL ir-49 61�d� - r 1111 1. 11111,: 1 FIzAma M LA II f? 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A1.h- r r � L - D GO�lG 7l�. ?1 LT IJr SILL 0� wiLica,te ' 4 t 31 1 or.1L-(] 4r AI F-1M.P ertz - LT rITY �F TUKWILA APPROVED S E P N 1 1990 , ,/ i-1 A:. - . 1 r "• r IVISION RECEIVED CITY or TUKWILA MAY 0 9 1990 PERMIT CENTER IT HrAD rk 1c- E E- friiI �T iI iI Ii t It t 6 .., I 8 . iiiiIt L ,, . iiiiliiiiiiii 9 Iti'if � i 1 iilifiliiiiii • I I 0 ,, ,.__ _____.__ .__._ ii , - I$'�[' 2WPINod r, 4- Ib' -1" 1 1 D .I • • 1 fzot,E c J trook f' t,r1,I o e 4 PP i 041 • et.I I LG1 HC1 / 7 nti PRA ,va I ��� a2al11 ill - I' tkOlgiNG H Ci II Pasimeorbut G I3,L I 24 I . //1' -i0 �tiL1� 1 N1e12�Sr-IE a I p a�q' (o2 'rpta)4 atok o e) MEN I '& t2abliite 1117bl i I6" < +74Z" 1 ` (1 144 Q ' d'° 24'.1v t 924.4Yt' 14',1U:,' • IACt �1.�v.I IUD•- �►�i'' - tit v" _ - : ' - 18'b'` I'p6 b' -e 1 I 'metal )11. la„ 10 the cv { j ,, J'd Witt I Lem 1 , 1' 0 101 041ICi LJ Irlrlrlr t 4 ap2'4•1 P2y.'2 p ?d• n -Idli ,24•1 eq2 4k (114-1Y2." WA 10 1' I ' 1 2 I �(r1r[�Ir[rlrrr l �(�(r(i 3l 4 No.18 a � A }Wr M01 (I3ti 7) rzth-11207e114 L » ovea rape-r--- IYi fi l,k -6149/A 12.11 Meal q - f rba i .1 ru1u 2G U O 7 u is `�l Iii - � Vbu, Meow w/ 114601,bl1,0 rti i tlfw r ok viHowirai J tits nn''0 41aI �1 114161lt7 if1C i i / t P�v rl2?INU \ V /IRULb1iL -- � !I i • �- FM RIG11211WI011 I »►Ng 2'•d) b er (bu+i vlI) 41e loom I poi \ 1EVA/ rko IR 1* MINI .w ICI 46totiu ry �- ti d -up R A[.ritv tiut.ufvalze 130, or ovpx of Vz1 AND Hip, iaMlrlct J. 1-11MtPi CITY OF TUKWILA APPROVED S E P 1990 4 M2, 811 DOG DI *ION taln E011-12 1 14 4 Ir,r RECEIVED CITY OF T'JKWILA MAY 0 g 1990 PERMIT CENTER t. - - -► - - — L Wrx `-x I \-- mcov=tee it t Ftur NtiIDICbP arz&ar Pl A4 104 12141/0 Tb ii,[71I -lU C I I II W MITO I !' F iYilk 4 ra2r011490 I II Cr) Cr) • CO O N C/) Z 0 > , a z co_ EF I— W c0 ti N to HINGE EMBED Y4 3S'a. �0 W/ 2,- Ya"ct x4 "klas. RE ARCH, FoR Lac.. PANEL. - CONN, TYPE C PANEL (2) FTG 0 0 0 0) • 4 - ILO J I PANEL- I E.A. MAY 4" sue, 14 4e24"% . PANEL SECT ION 4'' coNC. e) ON GRADE.. SCALE s 1/4 1-0 HI NGE EMBED 0 6" W/2- 1 /2. " cbx 4 14,1-1P. RE: ARCH, FOR LOC, FTG IS' -6" I 4" FTG 9 DUMPSTER PLAN fHINC�E EMBED Y4 . 3 Y.d- W / 2 - '/a "Cb x 4' W _ RE! ARCH. FoR l cx. e.:14"% EA. WAY 4" S LANE, # 4 @ 24" I' 4" FTC.* (TYp) P,C. PANEL (TYP) 'I'! 'I' ilJ III fIl Ilr IiljIiI 'I'I'I' r1II Il ►(VIII 'IIl'I' Ililiii 'I'I'I' ililili Iiilili I I 21 13 1 1 41 I 51 No 18 I •'EIS . * ,II I I 6 a y* t3 Lp 9 ,,, 9 wit IIIIIIIII IIII 11 I II III IIC� ll �lll (!�iIi 'i A I1 �l�i�I�lll 1l ik 11�1I11 i iiiil �� � l�� r l�C�� �� r�I�i � TILT - UP C_oNG. PAr,ML. 5Y', 6 I- FLATG —r I II I -a L -�VAmo L LB :�= I T p �r -- - aN 1:6 J A M(3 l TAI �..( _6: 14. = I. -o 8' AN/4E 3 1 4 cov.RU6fr. sram. PLAT ST L Ce.06S ( ,'�L1�lG 11L1- L) P CONG. 22" Aft" L. II 1 Q �I� x7'T4 E-' - - IyIPLusIH fitier Mb (1JC. 6. -0 x5 1 -- . 10 1'H 0.6 - "H • IA � I I I .I._ 3 VuriMg iKpa Ft4 i 41s -off `T561- MJA 3yZlx"z. x k11 16- 101- 0 11 ® Vo - 101 : IC" — SCALP ! 1'." 1 -c7 TIrrllp t u.s Ha W/ !MN/ LS 11 LI' - UP 00NG. 11 G 404 S 1312AGE a ' : ' GOIZ2,U6AT61: ® � 51 LL HaAD CITY OF TUKWILA APPROVED S E P 199 But ' DI , D VISION 3'- II x7 -. ST EL \ i GAro. LEAF 1.1/ hH --1 Po 1.. I Isr ccal l� RECEIVED CITY OF TUKWILA MAY 0 9 1990 FERMI f CENTER c!, Z co cb mz < '- v N W Z a m V432 hi f� 6'i LeAll 8 ar Eco a w o. w0:3 d R > g 1 /1111 te r ca 6 id Di'F tJHF T PiWx.1 FOOTING SCHEDULE MARK SIZE REINFORCING F2.0 1 -0x2 1 -0"x0 -10" 3 - #5 E.W. BOT. F4.0 4'- 0x4'- 0 "x0' -i0" 3-#5 E.W. BOT, F5.0 5'-0"x5 5- #5 E,W. BOT. F6,0 6,- 0 „XS,MO,x��_2" 7 - #5 E.W. BOT, F7 0 , --4 . 6- #6 E.W. BOT. F7,5 7,r- 6 "x7 -6 "x21-0" 6- #6 E.W. GOT & TOP FA 5'....p " x18 , - 0 "x2' -0" 5 -� #6 L.W. BOT. 5-#6 L.W. TOP #5012 "oc S.W. TOP & BOT. to ,� . �• � cp , s. , r r I - r F 6.0 T F6 0 F6.0 l ' , J F6.'0 �J F6,0 (- .)' --8" TYPO INTERIOR F6.0 F4..0 F4.0 :;. F6.0 L J T F6.0 5" CONCRETESLAB SLAB ELEVATION IS REFERENCE DATUM L ;9 J r F6.0 -I L4.1 L J F6,0 F6,0 3 '- F'6.0 F6,0 ( -1 ' --6 ") F6.0 SIM STEP ,FTG I - FTG ( °g. ► 6 N F6,0 GRID® C yfiiixc Vk.r Sr.;aMSce. ("' - " 0 ►► TYPO GRID:. F6.0 F 3 I 3' - 0 /• 6' -0 I /2" (TYP. AS SHOWN) F6.0 F6.0 tYi.'. .., 210 3"_i4+iY•Fd`sys.. ' ,ieyraitaa'xt�r` ; +.s:!�tl.St..b'r3ilil�� fl re,>+arf.+ F -5 F6.0 SCi . 1 j io „ = UI DINGS FOUNDATION NOTES: i) FINISHED FLOOR SLAB AT ELEVATION 'iS REFERENCE DATUM 0' -0" F6.0 2) ELEVATIONS SHOWN THUS :( ) INDICATE TOP OF FOOTING ELEVATION BELOW REFERENCE DATUM. 24'= -6" 343' -0" 24' -6" F6.0 24' -6 24'...6" F6:0 `--� D -5 P4.0 E6.0 .�. F4.0 Fs , 0 � F4..0 J -5 - I' -6 ") TYP.0 GRID (D I F6.0 i F6,s F6.0 F6.0 24'-6" F2.0 24' -6" F4.0� F6 - 5'--6 GRID E RETAINING WALL RE :ARCH. ERECTION PAD ASSOCIATES, ENGINEFIRS 1605 12TH AVENUE, SUITE StATE18 88A14119 , WA !, TO 961 0) ' 24' - 6" 4.0 F6.0 4 24' -6" 3' -0" F4,0 F6.0 JOINT LOCATION RE: FOUNDATION PLAN I I /2" MIN 24' -.6" t6" F6.0 F4.0 F6.0 %%'(-5► -6„ It GRID JOINT LOCATION -'' I /2 "Ox 3' -0" PLAIN BAR RE :FOUNDATION PLAN - I ®24 o /c- GREASE ONE END (20' -0 "o /c MAX.) • CONSTRUCTION J JOINT LOCATION tt RE: FOUNDATION PLAN.' -0" A-5 SIM STEP FTG CLOSURE STRIP 0 i SLAB ON GRADE W /6x6 WI.4/WI.4W.W.M. CENTER IN SLAB,STOP 0 C.J. -#4 x 3' -0" DOWEL 0 2.4"o /c (C S ) JOINT,OR FORMED JOINT ZIP STRIP PLASTIC JOINT OR EQUAL SHRINKAGE JOINT CITY OF TUKWILA APPROVED SEa 19'O ,�,i► .4 34ILi G +VISION EINElltffEril ,Le a 1990 '1 MAHAN & DESALVO, ANC. Ur Al DIAPHRAGM NA I L i NG SCHEDULE MARK NAIL SPACING ALONG CONTINUOUS PANEL EDGES NAIL SPACING AT OTHER PANEL EDGES Q 2 I/2" 4„ -, 4 » 6 " 6" 6" O DIAPHRAGM NAILING SCHEDULE <22' -0 ">s, L -6 <22' -0 "> N 24' -6" 0 <22' -0" R.D 24' -6" U SCALE: I /16 " =I 0 „ 24' -6" R.O. 24'-- LOW BUILD ROOF FRAMING PLAN NOTES: I) ELEVATION SHOWN THUS :[ ) ARE TO TOP OF.,FRAMING (BOTTOM OF PLYWOOD). ABOVE REFERENCE D'JUM. 24' -6" C -6 2) ELEVATION SHOWN THUS: < > ARE TO TOP OF PARAPET. 3) NAIL ROOF PLYWOOD AS PER ROOF DIAPHRAGM NAILING SCHEDULE, 4) USE 4x14 ROUGH DENSE D.F. #I 0 8' -0 I /8 "oc (3 7/8)(13 7/8 MINIMUM). 5) PROVIDE MINIMUM 1/8" GAP OR PER MANUFACTURES RECOMMENDATION BETWEEN O.S.B. EDGES. 24' -6" D -6 343' - -U' 24 ' - R,D. -6 „ Ill . lrl'1 �1I1.'IIIIIIIII I I I 1 I I I I I I 1 I I D -6 24' -6" III'hl 11 1111 fim�6ln�rn I fill a l 24' -- 9 1 (llIrHi C -6 " Naim No.18 e°"At.5. IIIII�IIIIIIIIIIIIIIIi1t111IIIi�lllll .51 Nana 22'. -p "> NAIL 1041d4% P LL I =.DCne '~ R.D. 24' -6" 4x6 '0 19' -0") (18' -8" EXTRA PURLIN m x M 19' -II 1L2" K -6 YP.GRID 4x8 SKYLIGHT TYPICAL RE :ARCH X -. M) . x G -6 "��, ► 2x4D.F. #2 M 0 24 „ocW %F24N HNGRS 0 EA . END MEW -- 9-x6 L D E 19' -0 ") 2-2 x 4 W/F24 -2 HNCR TYPO SKYLIGHT BOUNDARY NAILING [21 ' -0 ") 4x6 LEDGER PURLI I19' -0" N C-6 B -6 „ R.D 24' -6" 2 '-0”› .Ors. C-6 / G22' -0 "> L -6 NOTES: I) ALL NAILS TO BE IOd COMMON (.I48 "0x2 I /8' LONG). 2) PROVIDE IOd @ 12 "oc ALONG INTERMEDIATE FRAMING MEMBERS. 3) PROVIDE 2 ROWS 1Od G.4 "oc AT DIAPHRAGM BOUNDARIES. 4) NAILS 0 2 I /2 "oc TO BE STAGGERED. "OTHER" PANEL EDGES ARE ALONG 2x STIFFENERS (TYPICAL) PLYWOOD PLACEMENT DETA `<22' -0 "> INTERMEDIATE FRAMING CONTINUOUS PANEL EDGES ARE ALONG 4x PURLINS (TYPICAL) L CITY OF T11KWI A APPROVED SEP �«ot►0C�4 p . c 0 N- 4 ,�`,,l° 4 � � � '4 At ° ^ try ° , 0 1 . 't" i Qo /. '' •. �; % I tiro I ' cb-*•6 III • 5' CLOSURE STRIP F7.0 L- F7.0 F6.0 i F6.0 F6.0 L_ _J F5.0 F7.0 L_ _J F5.0 3' -0." CLOSURE STRIP TYPI ?AL (- 0' -8 " TYP.0 INTERIOR F6.0 F6.0 5" CONCRETE SLAB SLAB ELEVATION IS REFERENCE DATUM L'� F5.0 F5.0 F5.0 F5.0 6` to s. .s �� � ✓ C -5 r r ! I -- L J _ L J F7.0 F7.0 F7.0 F6.0 I F6.0 I F6.0 F -5 D -5 snow 5' -0" CLOSURE STRIP F5.0 F5.0 F7.0 F7.0 STEP--- - FTG F6.0 8 -5 F6.0 - I' -6 ") 10 <27 23' -6" TYPE C CONN H 18'-0" TYPE C CONN TYPE C CONN 0' TYPE G- CNN TYP.A GRID ( -5 ' _6" 4 A -5 SIM - -STEP_F ( -3 ' _0 ").- STEP FTG F6,0 I TYPE C CONN ( -I'-6 TYP.0 GRID 24 ' 1 F6.0 F6.'J: 24 '- F4.0 1 F6.0 #4 O 12 "oc E.W. F6.0 2 4 ' _ 6 ., F4.0 F6.0 F4.0 F6.0 8 -5 24' „ F6.0 J--5 4.0 F6.0 24'_ ,/ TYPE D CONN TYPED CONN TYPE L CONN TYPE L CONN • 0. - TYPE L CONN TYPE L *CONN 0 0 TYPI: L CGNN TYPE L CONN TYPE G75 CONN TYPE G =5 CONN F6.0 F4.0 FA F4.0 F6.0 3 - #6 #4 A 12 "oc E.W. F4.0 CONN. RE:D -7 TYPE F CONN TYPE F CONN TYPE F CONN TYPE G- CONN F6.0 i £ ililli i���l F4.0 F6.0 TYPE D CONN RE :E -6 TYPE B CONN TYPE B CONN TYPE F-5 CONN F4.0 it i F6.0 EDGE OF PANb FOR PANEL 9 F4.0 r 1111li1 1l iiii111ii �il�l�iiiiiit F6.( 5• - #5 EA. FACE (10 TOTAL)W /S1U HOOK 0 EA END 4 #7 W / #3. TIES 0 12 "oc RE :SECTIONS F--5 & D -6 FOR ADDITIONAL TIE PI'I'riT rICI'I'!' P1111 TPITPIWPI�1il+I�l No.18 W°:"' hlroi rim F6.0 F6.0 F6,0 F6.0 F6.0 F4.0 F4.0 F4.0 F4.0 F4.0 L - -- --,.. _- - - - - -- - TYPE B CONN 4 - #5 EA.FACE (8 TOTAL) TYPE B CONN TYPE B CONN #4 X 2' -6" DIAG. TYP. TYPE F -5 CONN 4Mmi. A-5 0 7 F4.0 _. --FACE OF PANEL " 0, F7.5 F6.0 NOTES: I) FINISHED FLOOR SLAB AT ELEVATION IS REFERENCE DATUM O' -0" . GRID IS Q OF PANEL. - 5' -6 ") TYP 0 GRID - 5' -6 ") F7.5 - I' -6 ") TYP.0 GRID 24'- �UI.DING - FOUNDATION PLAN N SCALE: 1/16"=C-U" 2) ELEVATIONS SHOWN THUS:( ) INDICATE TOP OF FOOTING ELEVATION BELOW REFERENCE DATUM. 0 CITY OF TUKWILA APPROVED TEL. (206) 324-6160 RICHARD IM SON & moat :was, INC. CONSULTING ENGINEERS 1605 12Th. AVENUE, SUITE 18 SEATTLE, VNASHING't`ON 98122 cn co cl . n4 nR,� N , J 0 ti t ''t. 'qr., iiit,a''.. . i g i C PS 1. f •� r .I' xAte tag WiTli ' lcPcs 0612 -.� o6-U -4 l o6 -L1 -6 (2s &" TYP. GR (24'_2 (24'_8" 24'_ 1/2 " 4x6 LEDGER '4x16 R.S.D c.o 6 3 4x25 I GLB 24' -7 1/2 ") (24' -8" 25' -2 ") R.D. C -7 LOW ematr 24' -7 1/2") 4x12 LEDGER [21 -8 24' -IO 1/2 "] [25' -2" 2 -2x4 W/ F24 -2 HNGR TYP. 1/2" PELICAN MILL OSB (NOTE:FURNISH FULL 12" THICKNESS r24' -7 1/2 ") 24' -7 1/2 "] / [24' -10 1/2 "] 104 t 4% 4.1-L E.DCcE,S Ii:r T'I.1)001 SHEET ARoUI -IP ( PERIMETER OF 24' -4 1/2 ") 26' -2 1/2 TYPO GRID 25' -S" ] 0 GRID 4x6 LEDGER (26' -4 1/2" 24' -IO 1/2" 4x6 LE GER <27'- i M <27'_ • 71..11- Ld W + -1: r R � `- ( "..W/4 k i.1IZ L 6 4.04. \ �G�WU 15,11464.4007 4 R.D. 24'-6. �--- -•-.�. 24'_ --- 24 ?$ Oda 2 4 I /K20 J 44 I16g elYri P1 a lei- 0 e GgIv 2 c' JLY �J B -6 Q.S, C -6 L IIIIIIIIIII�, IIIIIIIIIIIIIIIIIIIIIIII1IyI1I1I11111I 1�1111I1I111I1I1g11I1I1I1I1I1II vJ No.18 1 e"•1'..."4:41:7" 1 i e i i 6, 8 L 9 5 6 01111111IIII(Iii IIiiltiii iliihlii,IUII►ii tiill1iil Iiiilllii�iitiliii1 D.S R.D. 3 j D.S. L - 6 FACE OF CONC. R.D. C -6 " <27' -0 "> 0 0 __. 77774 0 0 Nhr BUILDING 6 ROOF FRAMING PLAN SCALE: ins _1 -o DIAPHRAGM NAILING RE:SCHEDULE NOTES: I) ELEVATION SHOWN THUS :[ ] ARE TO TOP OF FRAMING (BOTTOM OF PLYWOOD). ABOVE REFERENCE DATUM. 2) ELEVATION SHOWN THUS: < > ARE TO TOP OF PARAPET. 4) USE 4x14 ROUGH DENSE D.F. #1 0 8' -0 I /8 "oc (3 7/8x13 7/8 MINIMUM). UNLESS NOTED 3) NAIL ROOF PLYWOOD AS PER ROOF DIAPHRAGM NAILING SCHEDULE. 5) FOR SPANS BETWEEN 8' -0" & I6' -0" USE 2x10 D.F. #2 0 24 "oc. FOR SPANS LESS THAN 8'-O" USE 2x4 D.F. ,2 024 "oc. 6) PROVIDE MINIMUM 1/8" GAP OR PER MANUFACTURES RECOMMENDATION BETWEEN O.S.B. EDGES CITY OF TUKWILA APPROVED SEP 19 O AS « BU ION TEL. (206) 324 -6160 RICHARD HUDSON at ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 0 „01 bO pb o i a s� w i ,! ee��•a � s c�` 4 4 )1t R 4bf 1. 4 Li to-3 I 414aid 4 7dIgi 49+4 7,172-75E-1 P,C,PANEL RINFORCE PER PANEL ELEVATION ASPHALT RE :ARCH, 3 "GROUT COVER (MIN.) CONT. FTG W/4 - #5. (2T,&213,) 0 A -3 SIM. SIDEWALK RE:ARCH. 2 , -0 ►, DEPTH RE ? F'TG SCHED. .@ A-5 S I M , s;.QL'QN D, SCALE: 3/4" = 1 —0,, P.C.PANEL . REFER TO PANEL ELEV. FOR'' WALL REINF USE C7x9,8 0 7 1/4” C6x8,2 0 6 I /4" CHANNELS RE:SCHEDULE N #4x 2' -0" 0 24"oc (MIN. 3 EA. LEG) L4x3x5/16x1' -2" w/3- #6x3' -0" 0 4" GA, R 5 /16x3x0' --I I" 3/4 "GROUT (TYP.) (RE :PLAN) R. 3, 4 "x6x2' -4" W /5- 7 /8 " 0x8 "W,H,S. O 6" GA. USE 2 - R.3/4x6x1 -2" W/3 -7/8 "41x8 W.H.S. O 6 "GA. Q CORNERS SECLI ON A-:5 SCALE: 3/4" = I' -0" 2 "OWEEP HOLE 5" CONC, SLAB Q 6' -0 "oc # II I€ 5/I6x2 3/4x3 3/4 II (0 EA. BAR) 1' -0 MINIMUM -_--� FREE DRAINING BACK FILL FULL 'HEIGHT OF WALL 2 "CLR TO VERT. REINF, 3-#5 CONT. ERECTION PAD BEYOND DETAIL SCALE: 3/4" EA, SIDE OF REBAR 3/4 "EMBEDED I£. W/6- 7/8 " 0x8 "W, H.S. LOCATE CONNECTION 0 EA. PANEL JOINT 2 5 I/2 v et CT ION #4 0 16 "oc VERT. #4 @ 16 "oc HOER I Z. ASPHALT RE :ARCH. 3 "CLR 1/4 s co 5/ 3 it 3/8x3x7 @ 9"oc W/2- #7x3' -O „ .0 4 "GA. 1 1 1 1 10" PANEL EDGE „ 2” " Z P.C.PANEL REINF. PER PANEL ELEVATION DOWEL PER SEC,A -5 I' -6" MIN. DEPTH RE :FTG SCHED. ASPHALT RE : ARCH, 12" 10 3 "CLR 3 "CLR L3x3x3 /i6 W/ 3/8 "0x4 "W.H.S. 0 24 "oc SECTION B -5 SCALE: 3i 4 6 - #3 0 6 "oc 1/ SIDEWALK RE :ARCH. DETAIL ff 12" 01 PILASTER SCALE: 3/4" = ` —0 " 0" STOREFRONT RE:ARCH, -INSULATION RE:ARCH. I 1/2" x 7 I/4 "KEY WAY SET PANEL IN GROUT 2 - #4 CONT. SEE FTG SCHEDULE FOR SIZE & REINF. SECT I t2N —5 .n�r,.r,......+r.urm s+ n � SCALE: 3 /4:` = I , -43" P.C.PANEL BEYOND FO #5 DOWELS, @ 24 "oc P.C.PANEL SEE ELEVATION FOR R51NF, 3/4" BRG ft W /4- 5/8 "0 EXP BOLTS (EMBED 5" MIN) ASPHALT RE :ARCH. I" LEVELING GROUT DEPTH RE :FTG SCHED It RE:A -5 SEE FTG SCHEDULE FOR SIZE & REINF LECTION C-5 SCALE: 3/4" = I' -0" 4 - #7 VERT. BARS G EA. PILASTER #3 ❑ STIRRUPS @ 12 "oc 12" L4x3x5 /I6x0' -8" W/2-#6x3'-0" BARS 0 6 "GA , (WLD REBAR TO R. RE : A -5 ) FL 5/I6x3x8 L3x3x3/I6 W/ 3/8 "0x4 "W.H.S. @ 24 "oc -4'- It R_ 3/4x4x8 W/2-7/8 "0x8 "W, H . S . 2 " 2" 1111111 1111111 111111► 11x1111 111111r 11 1 111. 1 1 1 1111 111111 6 1 . a i No.18 e < _ 1.7 :1 I EI I I I I 6 y, 6 E Z, i- 8 w IIIIIIIil iirfl �� III Ilflll�ll �IIIIIIII IC�II I (11111H II�I i�I I I�i ��I I �i�i r lfrili i(Jrffli A11111111 : 11 iii«r1 I ii rr _.,MINNIP I/2" DETAIL ff @ SKEWED PANEL I" 6 " I " DETAIL tf 1/2 rf 6 " T.S. COL. RE : PLAN SECT I ON J--S SCALE: 3/4" = I '--0" ISOLATION JOINT COL. RE: PLAN I' -6" DIAMOND ISOLATION JT @ FA COL, 5" CONC SLAB 4 " CLR --- f1' 1/4 X 3 XO' -6" W /2- 1/2 "0X 4 "W.H.S. 5" CONC, SLAB 0' -0 -0 #5 x f DOWELS 0 24 "oc 4 - ;5 P.C.PANEL SEE ELEVATION FOR REINF. •4 - #5 CITY OF TUKWILA APPROVED SE "19 "n 4:// 9: UNIFORM BUILDING CODE, 1988 LIXILLAWO ROOF. ..,26 SEISMIC ZONE 3 WIND...80 MPH, EXPOSURE 8 UMBRUIPMAI FOUNDATION DESIGN PER REPORT #1199 -02 -1 BY GEOENGINEERS INCORPORATED ALL FOUNDATION .WORK PER THIS REPORT.ALLOWABLE SOIL SEARING E600 PSF PER REPORT. ALL EXTERIOR FOOTINGS SHALL BE iS INCHES MINIMUM BELOW LOWEST ADJACENT GRADE. SOILS ENGINEER TO INSPECT AND APPROVE FOUNDATION EXCAVATION PRIOR TO POURING. ALL FOOTINGS AND SLABS SHALL BEAR ON COMPACTED STRUCTURAL FILL IN ACCORDANCE WITH THE SOILS REPORT. CONCRETE• f'c : 2500 psi FOR FOOTINGS f'c : 3000 psi FOR SLABS ON GRADE f'c : 3000 psi FOR WALLS MAX. SLUMP = 4" PLUS OR MINUS 1" MIXING AND PLACING OF ALL CONCRETE SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318, LATEST EDITION. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE AS SUCH TO PRODUCE A DENSE, WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. 3/4" CHAMFER ON ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. REIMMKULIALAIEEL ALL REINFORCEMENT SHALL CONFORM TO ASTM A615- 82(81), EXCEPT AS NOTED FOR WELDED ROAR. SLAB DOWELS SHALL BE GRADE 40 (fy =40,000 psi). OTHER REINFORCING SHALL BE GRADE 80 (fy- 60,000 psi). LAP CONTINUOUS REINFORCING BARS 36 BAR DIAMETER IN CONCRETE, 1' -7" MINIMUM UNLESS NOTED OTHERWISE. CORNER BARS (1' -7" BEND) WILL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH THE ANSI DETAILING MANUAL. WIRE MESH SHALL CONFORM TO ASTM A -82 OR A-186. COVER TO REXNFORCEMENT TO BE: FOOTINGS 3 INCHES FORMED SURFACES -- WEATHER FACE 1 1/2 INCHES INTERIOR FACE 3/4 INCHES EARTH FACE 2 INCHES WELOOD ROAR TO OE A-706, fy = 60,000 PSI. FRESH E90 LOW HYDROGEN ELECTRODES TO WELD REINFORCING :CONFORM TO PROCEDURES OF AWS D1-4, CURRENT EDITION, EIlElS.tQ EA LD cope- REXIPFQQrjCINQ1 &TEEL. SEE PREHEAT REQUIREMENTS OF TABLE 6.2 OF THIS STANDARD. ALL WELDS TO BE BY W.A.B.O CERTIFIED WELDERS. ETRUCTURAII STEE4,:. TUBE COLUMNS SHALL CONFORM TO ASTM A600, GRADE B (fy = 48,000 psi) . WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS FILLET MINIMUM. ALL WELDS TO BE BY W.A.S.O. CERTIFIED WELDERS. USE FRESH E70 ELECTRODES. SUBMIT SHOP DRAWINGS TO ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF STRUCTURAL STEEL. MACHINE BOLTS TO BE A -307. FABRICATION AND ERECTION SHALL BE IN ACCORDANOE WITH AISC EFABRICATEON AND .ERECTION BPEEIFIQATION AND CORE OF .STANPABQ, CURRENT EDITION. FRAMI LU.M @ER: 2 X 4 JOISTS D F 02 fb - i4S0 p ui 4 X ROOF PURI . D F DENSE 01.. fb 180v LUMBER NOT NOTED TO BE D.F. 02 OR BETTER. ALL GRADES SHALL CONFORM TO WWPA 41A4. : r , . �, -1979 EDITION. ALL BOLTS HEADS AND NU S BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WA9HERi . ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. MAXIMUM MOISTURE CONTENT 19% AT INSTALLATION FOR ALL LUMBER. STEEL HANGER! ; TO BE SIMPSON OR APPROVED EQUAL. FASTEN ALL HANGERS AS SPECIF'IED BY MANUFAOTURER UNLESS SHOWN. QLU. LAMENAT D WQOD..MF.NBERS: QLU- LAMINATED WOOD BEAMS. KILN DRIED, INDUSTRIAL APPEARANCE. STRESS GRADE COMBINATION 24 -F -V4 (fb :2400 pii fv :166 Psi), AT SIMPLES SPAN BEAMS. STRi?8S GRADE COMBINATION 24F -V8. AT CANTLEVERED SEAMS (fb =241300 psi, iv = 166 psi) . GLU-LAMS M042T SE QBTAINED FROM AN AIT9 APPROVED FABRICATOR. SUBMIT SHOP DRAWINGS TO ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRI00I0E1. RQOF EHEA 'HINq_ 1/2` (FULL 1/2" THICKNESS) PELICAN MILLS ORIENTED 6TRAND BOARD CONFORMING TO ICRO REPORT #4256. GAP SHEATHING ON ALL SIDES AS RECOMMENDED BY MANUFACTURER. ALL PLYWOOD SHALL CONFORM TO U.S. PRODUCT STANDARD P.S. 1, CURRENT ACOITION. NAILING SHALL se AS INDICATED ON PLAN. CONTRACTOR IS TO CALL THE ENGINEER FOR OBSERVATION OF ROOF AND FLOOR DIAPHRAGMS PRIOR TO COVERING. SITO PRECAST .'ANELS: PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR AND HE SHALL PROVIDE REINFORCING a?'EEI AS REQUIRED FOR HIS METHOD OF HANDLING AND ERECTION. USE STRONGBACKS AS REQUIRED AT EXCESSIVE PANEL OPENINGS. CONTINUOUS GROUT BETWEEN PANELS AND FOOTINGS TO BE A NON - SHRINKING TYPE. SEE DRAWINGS FOR ADDITIONAL NOTES REGARDING PRECAST PANELS. 1..ASCT IONO1 SonLS ENGINEER TO TAKE COMPACTION TEST WITHIN BUILDING AREA IN ALL FILL AREAS. COMPACTION TO BE AS REQUIRED BY SO /LS REPOT. SOILS ENGINEER TO INSPECT FOUNDATION EXCAVATIONS PRIOR TO POURING FOOTINGS. AN INDEPENDENT TESTING LAB APPROVED SY THE ARCHITECT SHALL INSPECT CONCRETE, REBAR AND WELDING AS FOLLOWS. CONCRETE - INSPECT REBAR PLACEMENT PRIOR TO POURING. TAKE 3 CYLINDERS FOR EACH CONCRETE POUR. CYLINDERS TO BE TESTED AT 7 AND 28 DAYS HOLD 3RD CYLINDER FOR FURTHER TESTING, IF REQUIRED. WELD /NO CHECK QUALIFICATIONS OF WELDERS AT THE START Of WORK AND MAKE VISUAL INSPECTION OF ALL FIELD WELDINt . SPEC 9Lr : QQHQIT; S: DURING CONSTRUCT/ON THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRAtING AND GUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL, STATE, AND LOCAL CODES. EONTRACTOR TO COQRDINATE ALL TRADES AND VEER DY bXMENSIONS IN FIELD. OBTAIN ARCHITECT'S APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWIN , FIR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS, FLOOR AND WALL FI. I$HES ET CAA lb ONE. ' PEGUNL. 14 PE6' is 1. IMO -te_ 0o t wsw RICHARD HUDSON ASSOCIATES, ENC. CONSULTING ENGINEERS 1605 12TH AVENUE SUITE 18 WASHINcfrON 98122 r - - ..... yw o �i ]„ T . ` V CO a :: ►- :•'. f . ' - • • V' ''" Q.p A"� -11f441, 06 HP-C/1 2x4 CURB TO LEVEL U N I T 1/2x6xI' -0" EMBEDED FL VV/2 -5/8 "0x4" W.H.S. P.C.PANEL RE :PLAN BALANCE RE :SEC . D- 68,N --6 PLYWOOD GLB RE: PLAN I /4 "FL EA SIDE W/2- -3/4 "0 MB T.S. COL RE: PLAN RTU (WT =75C# ) PURLIN 4x6 W /HU46 HNGR EA.END 2x4 STIFFENERS SECTION A--6 SCALE: 3/4" = I' -0" SECT I ON E-6 SCALE: 3/4" = I' -u" [RE: PLAN] 3/I6 3/4" BRG FL 1 / 4 1/ SECTION K6 SCALE: 3/4" = I' -0" PURLIN RE :PLAN W /HB HNGR JOIST RE:PLAN PURLIN RE:PLAN L3x5xI /4 W /2- 3 /4 "0M.B. SIMPSON HUC HNGR GLB RE :PLAN FL 3/4x6x1' -2" PILASTER RE :D -6 <RE PLAN> P.C.PANEL RE:PLAN 4 - #6x2' -6" HORIZ. BARS 2 ROWS IOd CI 4 "oc ST6224 0 8' -0 "oc 2 -IOd 0 4 "oc PURLIN W /HB HNGR 3 /4 "0KWIK BOLT (EMBED 4" MIN.) P.C.PANEL RE :PLAN SECTION 8 -.6 SCALE: 3/4" = I' -0" P . C . P A N E L s. RE:PLAN SECTION F -6 SCALE: 3/4" = 3x8 TOP W/ I /2 "OA.B. 0 48 "oc (EMBED 4" MIN.) TYP. [RE; PLAN] 0 „ SECTION L — SCALE: 3/4" = I' -Q 1/4" FL EA. SIDE W /3 /4 "fM.B. 7/8 "BRG FL L6x4x1 /2x1' -6" W /4 -I /2 "0x4 "W.H.S. 8,4- #6x2' -6" [ RE:PLAN] 4x TOP P W/ 3/4 "0A . B . @I 24 "oc (EMBED 4" MIN.) i(1 -PURLO1 SKEWED W /I-IwU SKEWED HNGR (RE :PLAN FOR SIZE OF PURLIN) [RE:PLAN] 2 ROWS IOd 0 4 "oc LTT2OB STRAP 0 8'- 0I /8 "oc W/ I 0 -16 d COMMON �--4x PURLIN RE :PLAN W /HB HNGR EA. END 4x12 LEDGER W /7 /8 "0A . B . A 24','oc (EMBED 5" MIN.) GLB RE :PLAN lip<RE: PLAN> 3 /4 "0KWIK BOLT (EMBED 4" MIN.) P.C.PANEL RE :PLAN PURLIN f RE:PLAN W /HB HNGR (TYP:) SKEWED PURLIN 0 SIM. SEC. USE HWU SKEWED HNGR DAP TOP I. FLUSH IOd RE :PLAN 1/4" R. EA SIDE R. 1/4" EA. SIDE W /8- 1 "OBOLTS SECTION C -6 SCALE: 3/4" = I' -0" IIIIII i`Ill�f III iIiI�l llllli�liiri rTh [RE :PLAN] 2 ROWS IOd 0 4 "oc LTTI9 STRAP 0 48 "oc w/7-10d 2x4 @ 24 "oc W /F24N HNGRS 4x6 LEDGER W/ 3 /4 "0A.B. 0 48 "oc (EMBED 5" MIN.) (U24 SKWED HNGR 0 D -3A) SECTION G SCALE: 3/4" = 1 1/4 , — 8 1/2" SECTION M -6 SCALE: 3/4" M I,_0" 6 64 [RE :PLAN] ..2x4 0 24 "oc w /F24N HNGR (TYP.) GLB RE:PLAN 3 "x3 /I6 "x2' -I" STRAP (LOOSE) EA SIDE W/4 -3/4 "0 MB (FL :FLOW @ SIM, SEC.) 3/4" BRG FL GLB RE: PLAN ----- 3/16" FLEA SIDE W/ 3/4 "0 MB TYP Ilillllll I�(Ill��l 3/4" BRG FL E -6 GLB RE :PLAN 4' L IIIII II II' �IIIIIIIIIIII L12IIIII III III' 11114 '11'I,I'I'IIc II' ; i 1 PILASTER P.C.PANEL REPLAN CHORD TIE ---� RE :PLAN ELEV. EXTEND 2 - #7 BARS TO PARAPET 4 - #7 VERT. BARS 6 -#3 0 6 "oc THEN #3 TIES 12 "oc OTHER R 3/4" x3x I '--0" DAP INTO BEAM GLB RE :PLAN 172 1/4 V tL 1/4" EA. SIDE W /3 /4 "OBOLT L3x5x1/4 W /2- 3 /4 "0M.B. 0 PURLIN BALANCE PER SECTION E -6 RE:SECTION D -6 " PLAN „ SECTION H -6 SCALE: 3/4" = I' -0" SECT ION N-6 SCALE: 3/4" = I' -0" 3x8 TOP FE W/ I /2 "0A.B. 0 48 "oc (EMBED 4" MIN.) TYP. 1/4" FL EA. SIDE W /3 /4 "0M . B . 3 /4 "x6xO' -8 "FL 2 -3/4 "BRG FL (ONE 0 EA. PILASTER) W /3- #6x2'- 6 "VERT, BARS SECTION D -6 SCALE: 3/4" = I' -0" ----10d 0 6 "oc [RE:PLAN] 2x4 STIFFENER I /2x8x I ' -0" W /2- 3 /4 "OBOLTS GLB RE:PLAN PURLIN RE :PLAN W /SIMPSON HUC HNGR THIS END P.C.PANEL RE :PLAN GLB RE:PLAN 3"3" P.C.PANEL RE:PLAN FACE OF -- P.C.PANEL „ GLB 1 1/2" (TYP.) 10d 0 6 "oc PURLIN RE:PLAN GLB RE:PLAN 1/4 GLB RE:PLAN PURLIN --v-- RE:PLAN PLAN DETAIL d DETAIL L dd SECT I ON J--6 SCALE: 3/4" = l'-0" PP „ if 6 " -7' 4 4d I 1/2" N -6 12" GLB RE :PLAN 4 - # VERT. BARS 0 EA. PILASTER #3 ❑ TIES \--JOIST RE :PLAN I/2 "x6x1' -0" EMBEDED FL W/2 -5/8 "0x4 "W.H.S. [RE:PLAN] 4c P.C.PANEL RE:PLAN CITY OF TUKWIL APPROVED SEP .. 1990 BUILDI G D IV ION TEL (206) 324 -6160 /�� RIO AR D HUDSON & ASSOCIATES, INC CONSULTING ENGINEERS 1605 1 2TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 a. { ■ : , : • o I � `i � j' ; , Q $ • r lb'''',. �. . •�� I . f ,.....t t7 . Tq . �! J f c3 •' •t i.':)CNp'34 c L_ �3sdt� -bus _ 1111 1d3Q exr"d I ob -Ll-b .•�' d��.'d �^.�22I_ ' ' T -?- dlsb 1 ! Ii czu 1 ill 0 -1Z -s GLB o GLB & P.C. PANEL 2 ROWS -IOd @ 4 "oc i G F- 4" GLB „ RE: PLAN ,.i 1/4"R_ EA . SIDE W/6 -1 1 /8 "4M.B. 3/4 "BEARING ft. W/2 - #5x2' -6" VERT.@ 3 "GA. & 2-#5x2'-6" HORIZ.@ 3 "GA. P.C.PANEL *,0 tfriftp 117 i MirrONIfirL- PLAN /4. II II II II II II �t.140 .1 lT 8 ti SECTION A -7 SCALE: 3/4" = PLAN d ir EMBED T. ---- . SECTION D -7 SCALE: 3/4” = 11 JI/4V 7 MAX 1/4" SIDE P. W /6 -I "4 BOLTS 3/4" BRG r EDGE 0 PANEL PANEL BEYOND ,,--6- I /4" STIFFENER R. (3 EA. SIDE) 3 " [, 3" 5/8x7 I /4x 1 ' -2" EMBED P ---- - - - - -_ ,A I■ 1, '/4 1/- 5/I6 c = _ 1/4 TYP. f>' I /2x3x 1 ' -2" 1/4 V f. I /2x9xI' - I" 5" BRG 1/4 D -7 11 11 1 , 3/8 REFER DETAIL SECTION A -7 FOR WELDING OF EMBED. Q_ GLB f1! 5/8x6 I /4x 1 -2 11 PLAN d P.C.PANEL 4 - #6 CONT 4x TOP ft W /3 /4 "4A.B.@ 24 "oc (EMBED 6" MIN.) 2 ROWS - -IOd @ 4 "oc 4 - #6 CONT. 3/8x3x 1 ' -2 "ft. W/4 - #6x3' -0" @ 4 "GA. . PANEL 4-- #6x3'- 1/41\ WT8 x 18 x 2' -0" 5 /8 "x8 I /2"x I '-- " 12 "MIN > 1/4 Pi 11 6 1/4 "PANEL 1/4" STIFFENER Ft L3x3x 1 /4xI ' -0" W/2 -3/4 "0x4" W.H.S. R 1/4" EA. SIDE - W /6 -I I /8 "4BOLTS II I I II r!I II II II II II II TYP. END OF PANEL T I' -6" 5 1/4" „ 3/16 PLAN " 4- #5x2' -6" VERT. L4 x 3 x 1/4 x I' -2" W/4 - #4 x 2' -9" @ 4 "GA. (LAP W/ CHORD STEEL) ELEVATION PER PANEL c= CHORD STEEL SEE PANEL ELEVATION ft 1/4 x 4 x l' -0" (BEND ft. @ C I:EWED CONNECTION) 3/8 SEE PANEL ELEVATION FOR CONNECTION LOCATIONS r T 0 FL & L> #6x2' -9" 1/2" RE ESS L4x3x1 /4xI' -2" W/ I /4" STIFFENER R. BEAM I WOMPAI _-- PLAN SECTION B -7 SCALE: 3/4" = I' -0" O N SECTION E -7 SCALE: 3/4 = l'-0" 1 II 8 2 7/16 / J 6 fl! I /4 "x6x0' -10" W /3 /4 "4BOLT 1/4 SKEWED BEAM T. 1/4 STIFFENER IL @ EA. #6 1/2" JOINT (TYP CAL 3/16 .rTt PILASTER BELOW @ DD rlr,rl rlrirli Ilrlllr rlijrlr rlrlilr rlrlrlr rlrIrlr rlrlilr hIrllli ►Iilrlr rlhIrlr rlilrlr I l l 4I. I ,I No.18 �< i iiiilili i►iil� >iliI iitilii Iilli 4- #7x4' -0" HORIZ. P.C.PANEL 4x8 ft W /3 /4 "4A.B. @ 48 "oc 12' -0J1 3' 2 -I /4 "4xI 1/4" RAWL ANCHOR I I /2 "xI I/2 "X20 GA.— x4" L CLIP @ 24 "oc 3 - #6 EA. FACE ® 10' --0" I' -10" i 0.1 C-2" SCALE: 3/4" = I' -0" SECTION C -7 FUTURE FLOOR --3-#6 SCREWS 3 # SCREWS TYP. 3 I/2 "x20 GA. STUDS @ 24 "oc CITY OF TUKVviiii APPROVED SEP WO B ILD • I V ISION �"' 1 . , .S ; .. ; ' 4...' � i . : 4 SEP 2 1990 MAIHAN & DESALVO, .NC.. TEL. (206) 324 -6160 RICKAR p ��HUD N & OIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 r ________ 7 _ Ii w t t I .,. ! i .00n PN#1•■ A A4 E '61 a 0-- viN 'Ars S^.7:7%.• b `=. L3 x 3 x 1/4 x 0' -6" W/2 - #6 x 3' -0" @ 4 "GA. (LAP W/ CHORD STEEL) PER PANEL ELEVATION CHORD STEEL SEE PANEL ELEVATION It 1/4 x 4 x SEE PANEL ELEVATION FOR CONNECTION LOCATIONS TYPE A CONNECTION I /4x4x0'- 5 " - - --- L3 x 3 x 1/4 x W/3 -3/4 "0x4 "W. H.S. I/4 TYPE F CONNECTION [ . _PER PANEL IL/ ELEVATION R. 1/4 x 4 x l'-0" 1/4 V ELEVAT PLAN ' 1/4 V I/2" JOINT (TYPICAL) L3x,5x I /4x0' -6" W/2- #5x2' -0" @ 4 "GA, L3x3x1 /4x0' -6" W/2- #5x2' -0" @ 4 "GA. ,I L LE VAT ION -1/2" JOINT (TYPICAL) I/4 1/4 ---L3x3x1 /4x1' -2" W/3 -3/4 "0x4 "W. H.S. PLAN TYPE L CONNECTION L2 x 2 x 1/4 x 0 W/2 - #5 x I' -6'' d 6 "GA. (DO NOT BEND BARS) I/2 "0x4" SMOOTH ROD It 4 x 1/4 x 0' -6" 3 „ 3" @ PANEL PILASTER TYPE B CONNECTION TYPE C CONNECTION 'TYPE D &DD CONNECTION TYPE E CONNECTION -1/2" JOINT (TYPICAL) --L2 x 2 x 1/4 x 0' -8" W /2- 5 /8 "Ox 6 "W.H.S. @ 6 "oc 1/2" JOINT (TYPICAL) L2x2xI/ 4x0' -6" W /2 -I /2 "0x4 "W, H. S. TYPE G CONNECTION L2 x 2 x 1/4 x 0'- I/2 "0x4" SMOOTH ROD I/2 "0x4" SMOOTH ROD 3 /4 "CONT, GROUT TYPE H CONNECT TYPICAL STEP FOOTING 3 /4 "CONT, GROUT I - EXTEND PANEL @ S IM, L3 x 3 x I/4 x 0' -6" W /2 - #5 x 2' -0" @ 4 "GA. FL 1/4 x 4 x 0' -6" W /2 -I /2 "0x4 "W. H.S. W/2 -I/2 0x4 "W.H.S. VERT. BAR HORIZ. BAR VERT, BAR HORIZ. BAR ON I/2 "0x4" SMOOTH ROD doh PER PANEL ELEVATION I 1 I'I'I ' I 'I1I'I'.I'I'I'I''t 1 11111 1 1 No. i8 e. - 'X'4_ I £i • ;' i i �i 9 � � �E w� �iilll�l Il�lllrr� Illllr��liill�hllr ��llrl���irlrl�i ;1111711 1161 .... .: I . , .. ; z 6111 r�r�lllllI IIriI��I 1IIII�(I�III�III1II iiIIIrtri L4 x 3 x 1/4 x I' -2" W/3 - #6 x 2' -9" @ 6"GA. (LAP W/ CHORD STEEL) CHORD STEEL - SEE PANEL ELEVATION SEE PANEL ELEVATION FOR CONNECTION LOCATIONS FW . TOFL&L - 3/8 #6x2' -9 "� 1/2" RE ESS L4x3x1 /4x1' -2" W /I /4" STIFFENER FL INT1=,RrOR FACE I NIER I OR FACE 4UTS 112E F, ACE PLAN -- REVEAL LINE REVEAL LINE F. 1/4 x 4 x I '- 0 " - --- --" (BEND R. @ SKEWED CONNECTION) ELEVAT i ON It 1/4 STIFFENER FL @ EA . #6 -1/2" JOINT (TYPA CAL I/ L2x2xI /4x0' - -6" W /2 -I /2 "0x4 "W.H.S. L2x2xI /4x0' -6" / 7 ' - L2x2xI /4x0' -6" W /2 -I /2 "0x4 "'W, H, S. 3/4 "CLEAR I I/2 "CLEAR OITS I DE FAQ TYPICAL DOUBLE MAT REBAR PLACEMENT EQUAL EQUAL F TYPICAL SINGLE MAT REBAR PLACEMENT PILASTER BELOW @ DD NOTES: I) ALL PERIMETER PRECAST PANELS ARE 6 1/4" THICK WITH 3/4" ARCHITECTURAL REVEAL. 2) SHEAR WALL IS 7 1/4" THICK WITH NO REVEAL. SHEAR PANEL L3x3x1 /4x0' -6" W /2- #5x2' - -O "@ 4 "G L2x.2x I /4x0'- 4 " - - -f L2x2x I/4x0'- f� I /4x2x0' -4" PRECAST PANEL REINFS NOTES P.C.PANEL i / ABOVE —FL I/4x4x6x0' -6" W /2-- 5 /8 "Ox6 "W. H. S. @ 4 "GA, FL I /4x4x0' -6" W/2- #5x2' -0" @ 4 "GA. � A� 1/4 V - L3x3xI /4x0' -6" W /2 ---I /2 "0x4 "W. H. S. @ 4 "oc TYPE J CONNECTION TYPE K CONNECTION I) TYPICAL PANEL REINFORCING: # @ 12 "oc VERTICAL; #4 @ 14 "oc HORIZONTAL FOR 6 1/4" AND 7 1/4" PANELS. 2) PROVIDE #5 VERTICAL EACH FACE Al PANEL OPENINGS AS SHOWN ON PANEL ELEVATIONS. 3) PROVIDE HORIZONTAL BARS AT OPENINGS AS SHOWN ON PANEL ELEVATIONS. 4) PROVIDE #4 x 2' -6" DIAGONAL AT CORNERS OF ALL OPENINGS. 5) PROVIDE CHORD STEEL AS SHOWN ON PANEL CITY OF TUKWiLt1 ELEVATION LOCATE CHORD STEEL AT ROOF L E V A P P R O V E D 6) VERIFY PANEL DIMENSIONS W /ARCHITECTURAL SEP 99 DRAWINGS. BUI DI G DI ON TEL. (206) 324 -6160 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 ti g 46 GO *40 lee /VMT. 40 40 vo" on <22' -O "> TYPE A ! 2' -O`" 'r Type is TYPE CONN, RE: P. B PS .5NOw I(Re ; PLANS - ._ 22 -O 1}At21ES T`f PE C. IZ' -O" TYPE C. TYPE C. SLAB DOWELS _1 o -o"= CONN. RE % A-5 PANEL PANE 2 - GkHOP,P $TEE Pie RE% p) -6 TYP 3 -- CN41�D STEM..- N f 22' -O " LVAKIE5] TYPE A Tyre. r) (TYPE TYPO. E c ao CHOOep STeeL ( c - TYPE A - ' 1V- TYPE. pP (TYPE PQ as , T Y P E 1iE•AM 5� C o. F a GogNE S (r F TYPE g 1"YWe e L2a ONLY VERT. 4 F I(o" ° / HO)ZI EA, SIDE OF OPMee 0 TYPE B MAN POOR VERIFY l-. c.ATloM WI ARCH. !K . PP.J.-1 E-L.. PAN EL (eD TYPE ((; PLAN) VERT. 4 4C01(0"% HORI . di- TIES e Iz "%. RE: F-S4 FoL. APPI1ION L TI ES 3 - *Co G I4ORI7 Tyra e a TYP, j .---- e� -'� . TALE. (4To-rA L� / DOWELS PANEL TYPE PP ( G oR t' e cogj.J _) 4- 5 E.F. (8 14/STANWP NOOK co EA. END EA. 13AK 12' -O" - GROUT O NL ( PANEL (;.) E .101..11 1 1111••••■••■■•■•••,■■•■••••• <22' -O" eF.AM SEAT J. RE.: P� -� 2 #SE,F (. TYPE 13 #9-? 12'' % VERY *1 +& I(o" % HORIE, TYPE IS 3- E,F (o TOTAL) 13E11.4'1 S5A- tZE :e cam YYPe 5 4 * ? p.- Fa.a. (a - roi - N > C01h -J. RE A.•S (TYP) Z -'` 5 p F. - ----__ CONN. RE; N-5 TYP X 42 ve.R- Me I07, HOPE, GROUT ONLY PANEL i., .EI i ii I 6 8 ,L 1111111AIIII A '. No.18 - i6EAM St) KE -� 4-"5 E.F ($ roTAL) (14rE G sC 7 TYPE E3 CHORP STEEL- AN <2 2'-O " ' TYPE 13 2 # 5•t: ( P ( PTTai ��� JEL ELiVTION 3 - #6::. GNOKf7 TIT PA EL (4) ziO TYPE. PP C SIM TYPEb EMbeD F SIDE e- -5 _ 4 5 EA. F CIO TOTAL) VERT, 4 e I(o'I ev% HORIL, Cg 12OUT ONLY 4- F. (S TOTAL) TYPE t• 4-s E.F. (e ) TOTAL) TYPE. 6 OF PANEL- CHORD STEEL 4-47 1 ^ 1 /3 TIES 0- I'L'' TYP, RE. F- S 5 D -6 FOR ADDITIONAL. TIES PA\ N f EA.M 5u<f Re: $-(0 ccNN.Ff A-i CITY OF TUKWILA APPROVED BU DING DI ` 1 TEL. (206) 324 -6160 CONN, 12' -O'' TIPS t ( Oc9 ALL PPNE L.S 1- .RE V I EW EC) FROM THE 11\1SI DE OUT — WARD REFER TO SH E,ET 5-8 FOR NOTES RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 p r In* ININIIIIMID . ' *40 lee /VMT. 40 40 vo" on <22' -O "> TYPE A ! 2' -O`" 'r Type is TYPE CONN, RE: P. B PS .5NOw I(Re ; PLANS - ._ 22 -O 1}At21ES T`f PE C. IZ' -O" TYPE C. TYPE C. SLAB DOWELS _1 o -o"= CONN. RE % A-5 PANEL PANE 2 - GkHOP,P $TEE Pie RE% p) -6 TYP 3 -- CN41�D STEM..- N f 22' -O " LVAKIE5] TYPE A Tyre. r) (TYPE TYPO. E c ao CHOOep STeeL ( c - TYPE A - ' 1V- TYPE. pP (TYPE PQ as , T Y P E 1iE•AM 5� C o. F a GogNE S (r F TYPE g 1"YWe e L2a ONLY VERT. 4 F I(o" ° / HO)ZI EA, SIDE OF OPMee 0 TYPE B MAN POOR VERIFY l-. c.ATloM WI ARCH. !K . PP.J.-1 E-L.. PAN EL (eD TYPE ((; PLAN) VERT. 4 4C01(0"% HORI . di- TIES e Iz "%. RE: F-S4 FoL. APPI1ION L TI ES 3 - *Co G I4ORI7 Tyra e a TYP, j .---- e� -'� . TALE. (4To-rA L� / DOWELS PANEL TYPE PP ( G oR t' e cogj.J _) 4- 5 E.F. (8 14/STANWP NOOK co EA. END EA. 13AK 12' -O" - GROUT O NL ( PANEL (;.) E .101..11 1 1111••••■••■■•■•••,■■•■••••• <22' -O" eF.AM SEAT J. RE.: P� -� 2 #SE,F (. TYPE 13 #9-? 12'' % VERY *1 +& I(o" % HORIE, TYPE IS 3- E,F (o TOTAL) 13E11.4'1 S5A- tZE :e cam YYPe 5 4 * ? p.- Fa.a. (a - roi - N > C01h -J. RE A.•S (TYP) Z -'` 5 p F. - ----__ CONN. RE; N-5 TYP X 42 ve.R- Me I07, HOPE, GROUT ONLY PANEL i., .EI i ii I 6 8 ,L 1111111AIIII A '. No.18 - i6EAM St) KE -� 4-"5 E.F ($ roTAL) (14rE G sC 7 TYPE E3 CHORP STEEL- AN <2 2'-O " ' TYPE 13 2 # 5•t: ( P ( PTTai ��� JEL ELiVTION 3 - #6::. GNOKf7 TIT PA EL (4) ziO TYPE. PP C SIM TYPEb EMbeD F SIDE e- -5 _ 4 5 EA. F CIO TOTAL) VERT, 4 e I(o'I ev% HORIL, Cg 12OUT ONLY 4- F. (S TOTAL) TYPE t• 4-s E.F. (e ) TOTAL) TYPE. 6 OF PANEL- CHORD STEEL 4-47 1 ^ 1 /3 TIES 0- I'L'' TYP, RE. F- S 5 D -6 FOR ADDITIONAL. TIES PA\ N f EA.M 5u<f Re: $-(0 ccNN.Ff A-i CITY OF TUKWILA APPROVED BU DING DI ` 1 TEL. (206) 324 -6160 CONN, 12' -O'' TIPS t ( Oc9 ALL PPNE L.S 1- .RE V I EW EC) FROM THE 11\1SI DE OUT — WARD REFER TO SH E,ET 5-8 FOR NOTES RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 p r �p °° , .� . cto is CO CI t •/ �► ` • ' a te 0.1701-9 =1■111•••••01=0 . • 11111111■1111•• IIWV34 .121.11311/IPIRSAMOINIM „ '11:1 I I iii1iIIniliii1l011Ihrl Iid 3 t'• I ■•■• ce" ' :-; 1-- _.-- brer -.. 7 -:- olo-Lt-10 I Illllllil lll05 fr I 7 1:1 I iii1iIIniliii1l011Ihrl Iid 3 t'• I ■•■• ce" ' :-; 1-- _.-- brer -.. 7 -:- RE; b -6 TYP, <Z7 .TYPE C GONn1 Is' -Oi ` 'TYPE G cON ti 5 (10 TOTAL) TYPEC CONN, 6' -o" TYPE C C O N . 2 . *, F. --- (4 TOTAL) RE; A -5 `- (RE PLAA <27' - O''> TYPE n Como\, 131.01i TYPE 3 coNN rYPE 8 CoN4 TYPE 5 CtyN 01 -0 "l - A C R E. FLAN TN i 6-1:74.16. TFP , G € TYPE: F 047 TYPE c e 11 PANEL 111 11111 11 2:=MIMMMIONN r Es! ` FA-4 7/ 4 1 - e I2 "°4. Y EAT, 'mot e. I(.'X Ndg.lE 3 - 4) PE - 4 ro Ia" % VEKT 4 0 10 % HOR (Z_ • - ----- 4 - 5 a , F (6 TOTAL 3 - 4 5 ((, rOTA TYKE 5 CON N 5 -to CHO1ep T EL E L RR E3- o TY I3 CONN. TYPE e (Ca TOTAL -' 2•- *5 E.. F. (4 TOTA! -) bEA. M RE %P -cp TYPE E a I5b (1'1-4IS E.124? - TYPE- e7 6.01-41-1. TH15 ) TYPE C e I�-b TYPE.E.e.itht Re `1 c'NL' "5 EA.. FACE pANPL 1 _J WINPOW e 15 - I Fu1 u �l< WII•tt?' 't/ e Ida... % VE 1 16p Hvgaz. 11 I 1III1 IIIIII I II IIIII 1 11. 2I SLOPE CMORL STEEL - To MATCH 5EAM SEAT, T YP, 12.E' • 5 -4, TYPE e CON NI "TYP6 GoNK, TYPE 13 C oN i4. 4-4 5 E. F (b To T r. K THIS Ea &E e 5 E.F (10 TOTAL. W /STD. HOOK C� E GM) OF EA BM& I 3I PANE L. (12) (12a) F/.\rJEL`S E iEr:F -1 C- RID5 I I 4, To l- \-(E. cascg.c . E .L- cot,r.t ,-110 N E'ER c c1 4 7 1111 1 1111111 111111111111111111111111 1111111 4 .5 GI, No.18 ®....""^. e Ie%. v E.R'f . • 'fe v:t -NME. S_# 5 E. F ac,- T017. �> TYPE 6 cor4t4 5 -4 5 E,F. (io TOTAL TYPE -S CON I4 4 5 EP (e - TOT /L.) TYPE CONA SLAB t7oweL$ 2.4,1 %. — . 2 - G F M T OrA- L _') ¶1415 E P64. L 130.,. Nei F' ,4 NEL P\ LA_ Pt•HEL > \KE VIEWED FROM THE, I H I D ouTv"R.D. RE.MgE. 1) SHUT NOTes kDP1`('1c3 /›.L. PA►.I E! 1I. ORMA\i"lOH (7Wr HIc.k PANEL) 3 4e..I2. 11 ° 1c. veal e ~--- PEEEAi"M SCAT --- 5 -' 5 e. P, (to - T - c 1-) 2.--# 7 TYPE It City OF TUKWILA APPROVED SEPA ►1990 BUILD NG r (VISION : :._"TEL. (206) 32d -61¢0 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 16Q5 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 ICttMtiT1r MAP he Iva, A thto ,/ P BUILDING . 22,E ? r - ..... 1 , WA4 014.4,1 l � y , • -41 , � 4,, La i ' , 1s • c. '4 _1 �r - � OCT, g t5 . .+ }' - X r) • b r �(, 1 p r N7 5 S ITE PLAN SCALE: 1 50' --0°' f , 694A-161 Mho-tale/ Glvit., eI Fat am H r 4 w60-161.1001 41 G 'd.lid i2t 701E•W r r,l /[. 11 )1,1.1 4�N. snh !r H -ford' Pt4-r 7 - 2 Fb ''ill F!'1ri t /7 (1.4 092 l SkPAOATE PERMIT •A�� APPROVAL REQUIRED I understand! that the Plan C. subject to errors and omissions plans does not authorize the viol adopted code or ordinance. Race Dopy of approyed acknOiv TOTAL BUILDING AREA 3eO,84?t1 l• Nierfr . Cdr F40kt-14 [,btu 6 14 ebt ih'( 4.04 tau;, /!09 mr) 41-11ehll; r`ukING M /)NOL .0 •" 1 - No VI' Ight.w m , y12y''jV7�l/ ' ('c' ()-ft,' 17') lefflot - x10 w1 0 Ib \15'( I t7 - 00 (tic s 140 FILE COP PERMIT CENTER s.` • • 13.5.1 B.5.2 B.6.2 D.6.3 511-1 fyp. ihnnpster S -2 5-3 S -4 s -5 S -6 S--7 S-9 S -10 i3ui.ldirx; 35 Floor Building #5 Elevations /Section & t9a1 Sec :t :.ion Building #6 Floor Plan Building 06 Eievat /Section Root Drainage Plans i3lcig. 5 & 6, Wall Section 6 Detai.! Sheet 'typical Dumps er,Pians and Details Building 45 Foundation Plan Building #5 Roof Framing Nan Building #6 Pouridation Plan Building #iS Roof [Tanning Plan Sect ;ons aa General Notes Flaming Sections Framing Sections Panel Elevations and Connections. Panel Elevations Panel Elevations Master Site a -„ ; l of 4 ;31dg. 5 & 5 Grading and Storm Drainage Plan 2 of 4 13lcly. 5 & 6 Details, Section & C•onstrurt.ion Notes. 3 of 4 Grading & 'imiporPrl r:•v:;.icin /Sedi, Conro> Plan. 4 of 4 Grading & '14�nporary tiresicin /Sediments+ 4 �r. .. —, C ,Y, -ions, 0.au�o KY of PRVINAICY H I GIN WATer IN EVl 7Eu4EG 3Y GINB OF VE/. ETATION ,7 I .. k _ 9 1101 CzI �ri- . • 1 1 1 I 1 1 1 1 1 I I II I' 1 1 1 ' I r 1 1 2 1 1 1 .1 1 1 1 1 1 ' I ' I' ` ' 'I ! l 'I J ' ., :. No 18 : y . } :� T• .ET T O TT T f 6 ., 8 : ; 9 9 . s' • 1 lill l llll IiiiJI1H 11(il11i1 Fi1ilufl�lfllllf1l1illiit11111 1af1I�llil 1 1irl � 1I� i�iir 1111111111n 11111N 1111�fd� . avl I. w allf-PlNC4 0 e V1,1 Wit I .g h� • b7r qc YI'` ottu& 0.2 reo Iwo) 101;1 I Illi lili I kill ili I 6 I i Miliill I iii it'll IiiiA i I iiii 1 riiil iiii '4, il .•••••11.1.■ • ' I littl l ir i ll ) 1 tl iiiiiii r F • • t 114324 . • "...; • ' ' Wit1.41/Shf SANITARY SEWERHPLAN • . - ffigsritimmilmmAllsollullonsiuminimmparar 33134 5. pal mum nu.norld Slope for side's side scwers shall white, marked • , . • ., Side sewers shall be tasted fo: itecepatme: a;2the z. izas ;Ins maniwies or .• nu* , construction is finished, tested, cleaned and removed prior to opening the seal.'' el; ruction shall be in accordance with y Corn - tor shall provide certificate of Insu amou 51,13r,000 combined single lImh bed tg Alt c pipe and fittings shall meet stivegth 'fications'D-3-34.73 and may be PVC 7 46, °viable defection at each joint shall not missible deflection. 4' rs shall be 2%. , • 11.4- Contracp5r tb.all verify locatioat and di4enslons of • to constiuctislat whether shown on tboteliians Or not. 'of these strtithrbs and utilities was determined by:torch! . New connections to eatlin 41101 td011 be sealed off until sepitiditin - ccinst - tesic41, cleaned and rieceptcO Consttnalon debria,and water shall be opening the seal. ' ting odstence ble; at the the so Actual food* may be somewhat thifeteat. Eitiglooei sloes have bee/, shown: It sboll be the connector's responsibility to involved prior toCzastruction rictividee. , • 12. Contractor shall adjust all sithnkele rims to Nish wknal finished grades. 13. Number and location of side seners Apes% are approximate only and may be as 4 fe C te ti nti t661 113 - eti dU . ri , e g 6:1112tructil9in • a3gi ; gin, 11C44.*enginter when eleinhlixatifts a 14. Contractor shall Maintain Rlaimern 6f fat separation between all water and sewer 'lila. Any conflkts shall be reported to VAL W.1110e0a district and the oecklipor prior to construction. , . . , . . • . , 15. It shall be thtf tractor% responsibility to essure,tbat no conflicts mkt between sanitary sewer lined and proposed or existing storm lines prior to constrection., ' . . , ; 2.• 4 . . . ,16. The cieanouts to be instalkst as shown on ends side Iltssa atothe buSasis oodnection. . „ . i . . h4v • , , ; 47. . 't shall be the contractor's responsibility to Witty the telephone company, the gas company, the' ., . . power company, and the cable t.v. company prior SO construction SO that thee other tonfries can prepare e the necessary plans fu the extensidn of their teepectlue militia.. It shall be the • cant:actor's insponsit•iiity to coOrdinate there activities daring tosstructiort. 18. All manhole: 16 hove - minimum of 2 holt of . rubble and 6" of pea' gravel alder lb. base. 19. All mob Ines to have mlnIMutn of 2 foal of fotettlatkot rubble and 6•J pea gravel 'finder d lees. cod to have en ddsenirifeli tomell compaction of al oftloo, orthe mit x, SAN.• SEWER MH #6 1 (IN) ` (TO HAVE FLAT TOP) 0.1 1111 . = . '` E. = 11.30 (OUT) , 6 ) ) _ \O \ l t ; ) tS LOCKING CLEANOUT /2SS BOLTS BE PROVIDED FOR CLE,ANOUTS IN RIGHT-OF-WAY & DRIVEWAYS. CLEANOUTS ON PRIVATE PROPERTY BE 6' BELOW SURFACE W/5# F SOUS SCRAP ATTACHED. • '• ■•• • • •••• or. r • • • :•4 4?- 2*-0': lARE CONC. PAD ' ° BEND 62 LF 6" PVC SIDE • WER @ 0.02 FT/FT CA 8 K FOR DEPTH & LOCATION SAN. SEWER MN #5 RIM al 17.23 I.E. al 9.90 (IN) I.E. 9.80 (OUT) SAN. SEWER MH #4 RIM w 18.35 I.E. • 7,95 (IN) I.E. w 7,85 (OUT) • All that certain mid properttsittmle in lite County of King, Stalc of ‘Vashington, being a portion of ..Government Lot ,6 and a portion of the Southwest quarter of the Northwest quarter of Section 10, , Township 23 North, Range 4 East, W.M., and a portion of Government Lot 3 and a portion of the Southeast quarter of the Northeast quarter of Section 9, Township 23 North, Range,4 East, W.M., and being more particularly described as follows: . ° at a point I(X) feet distant westerly, when measured at right .angles from the East Marginal Way Center Line Survey of Primary Slate No.1, Foster Interchange to South 118th Street ;:t Highway Engineer's Station EMW 26+00; • THENCE from said POINT OF BEGINNING att1ng the westerly line of lands conde mned by the State of Washington in Superior Court Cause.No.:646697 South 07° 12' 12" East, 593.29 feet to a point on the right line of the lands conveyed to the State of Washington by deed recorded in Volume 3860 at Pae 462 (A .E #4978335) King County Records; THENCE along said right-of-way linC. North 88 15' 15" West, 630.35 feet; THENCE North 79° 45' 52" West, 359.22 feet; * - THENCE front tangent that bears North 82° 32' 30" West along the arc of a curve to the right having a radius of 748.60 feet and a central angle of 34° j30'.0()", and arc length of 450.76 feet; THENCEtangent to the preceding curve North 48° 02' 30" We1;1, 373.84 feet; THENCE North 11° 18' 30" East, 303.74 feet more or less lo the emlinary high water line. or the IDuwamish River as evidenced by tlie line of vegetation; .„ • THENCE easterly along said ordinary high writer line, to its intersection with the westerly line �f the . lands conveyed to the State of Washington for Secondary State Highway No. 5-M by deed recorded in Volume 4707 at Page 435 (A.F. #5937874) King c;."ounty records; :•'.. THENCE along last said westerly line and the weterfy line of lands condemned by the Slate of Washington in SuperiOr, Court Cause No. 646697, South 11 24' 56" ,East, 368.92 feet more or less to the POINT OF BEGINNING. 60 LF 6" PVC S EWER 2.0% (MIN.) CAP FO TH & LOCATION 6" PVC @ 2.0% MIN. SURVEY DATA BOUNDARY FROM A.L.T.A. SURVEY MAP BY WILSEY & HAM DATED 7128/87. VERTICAL DATUM' U.S.C. & G.S. MSL BM # URS 392 EL. w 11.58 , TOPOGRAPHY FROM BARGHAUSEN CONSULTING ENGINEERS, ;NC. ON 8/3/88 & 1017/88 THROUGH 10/14/88 ANQ 111718$. • r - s t a r • . s ••0% • BUILDING #6 F.F. re 21.50 SAN. S • RIM w 18.62 1 1.E. = 4.22 (IN) • 7*. iiEw., is 4.12 (OUT) EXISTING_ 45 LF .6" PVC SIDE SEWER tl 2.0% (MIN) CAP & STAKE FOR & LOCATION 6" PVC @ 11.4% 60 PV El . 2.0% . OR DEPTH & 294, Cp.. DE WER C P ST •CA, 10 60 FOR DEPTH & L 44 LF 8" PVC @ 0.006 FT/F FOR U T SAN. SEWER MH #1 RIM = 21.23 I.E. a a. (IN) I.E. • 2,26 (OUT) pEE SANITARY SEWER LIFT 4rATI ONTRACTOR TO ADdUST ON DETAIL SHEET 2. IM EL. TO MATCH PRO. ( res!o2..rt,DEv 8. s. , 1 1 .0 0 0 0 .00.0.0. L'W k•A'i` t•s", '■ • X.,..tWq• i? S't4 4/",." 1 1111111111111 r I I 1 '.1 3 2I I I 41 5 I '6 a 1. ! No 11 • PROPOSED (FUTURE) SANITARY SEWER LINE CAPPED SIDE SEWER LINE SANITARY SEWER LINE W/ • MANHOLE 6......www.00.000.009000=c, ====u0. fs...====mw PROPOSED SANITARY SEWER LINE r •ei !: >JS :N( <4 ;•.„ii FTs C) • Ar If S:)i),R`r kt 1 • (.0 044 s4, 1111134 15 PROPOSED === CONTOUR ==,== EXISTING STORM DRAIN PROPOSED STORM DRAIN NEW GRAVEL SURFACE NEW CONCRETE SIDEWALK EXISTING CONTOUR SURFACE FLOW PROPOSED SPOT ELEVATION PROPOSED- PERFORATED STORM DRAIN W/ DIRECTIONAL FLOW ARROW VICINITY MAP RAi;:h< rr P.. -11:&5 3 ,/ 9 •E", . r NOTE: SEE SHEETS 4 6 F()R PUVIAM1$1. • •• RIVER' CROSS' SECTIONS 7 fXsitt.:""rf • :>t) PROVIDE. pipE (-• 7 W Ai Ei2 C.0 •1 .E 6, '' 9 • BUILDING 2 F.F. - 20.50. C' .:i 7 , F4,Xf'..7.• e;Y..:iis W5 cl.., ,.c' r"p.t:'' 'i t:F._. - 1: ; i'.. '‘' A ',;„ 3 -' ' . :, DF: 7-! . 1 T' ..A4,...:'':!„ .. ,.''ti t :',1 ....,„. •‘, `...,. • A•••••; "..,. , . l'• ...... s....„ ..,,,,, N • ..• '!•••,.. d ' . ' f)„,j1 6 ''' )....'', k C ., p ., '', ' ‘... **"......., ,.. ....40. I 1 4 '''',..... : .."•.„. 4 All iek. , . . -......, t .s... . - 111.1:---.-. . ...,. --,.....,-..... .....-..,:.. • . • • • 0 , • •F■•• UP. (), 'f.4; f 7 Fi I lt) :41.35 - • LE. !•f;',.4(1 • E ..i.2.351 4 2.0f4C.' . • . BUILDING 20.50, 13,INING 01"4-14:2R8) r1A4j.,; W 7 PA:Th: 14 • ■ . , *.t6 ''' l './7 44: E l l ;GH PV T . E i (1 2. 1 0 11 :- 0 / ---- , N 7„, • ■ .. , .• Cie ,s, I , . • ,t,i 1, p 1 1 ' : , , . f :1 ; i i.r t . ; . : . , 4.4,t.; : ,, di . .C.I.Q.., ADJ Tf) 1 ,5.5p H t rt \V O • ." ' 47;)9rif CITIt Or ILI - „AK / 0.4 .,..: ;p All that certain real property situate in the Cm:my 4>f King. Stale of Washington, being r portion of Government Lot 6 and a portion of the Southwest quarter of the Nonhwest quarter of SC1.3.0it 10, • - Township 23 North, Range 4 East, W.M., and a portion of GoVemment Lot 3 and a portion of the .. .Southeast quarter og the Northeast quarter of Section 9, Township 23 Noith Range.4tast, W.M.,ar.d being more paitietdady described as folkres: • ' - BEGINNING at a point 100 fees,di westerly, whcn measured at right angles from the East • • Marginal Way Center Line Sum", of Primary State - Highway No.1, Foster interchangl, to South 118th Street at Highway &glovers Station EMW 26+00; , THENCE from said POiNT OP along the westerly line of lands cridertmerbythe Stan., of Washington in Superior Court Cause/No. ii46697 South 07' 12' 12 East, 59129.feet to a point on the . right-ofway line of the -lends conveyed to the State of Wathingtost-by .deed ,..rerorderf in Voluitte_ 3860 at Pae 462 (A.F. 4 King County Records; „ ' THENCE along said right.of-way line North 88" 15' IS Wcst, 6.10.35 feet: ' - • THENCE North 79' 45• 52' West, 359.22 feet; THENCE from tangent that. bears North gr 30' West along the arc of a curve to the right having a radius of 748.60 feet and a central angle of 34 30' (X1', and arc length of 450.76 frzi; " • THENCE tangent to the preceding carve North 48' ()2' 30' West, 373.84 fmt; " THENC.E North 11'18' 30' East, 303.74 feet more or itza to the ordinary high water line of the , Dinvemish River as evidenced by the line of tegetation; THENCE easterly along said ordinary high water line to its intersection with the westerly' line of the lands conveyed to the State of Washington for Sew:Wary State Highway No. 5-M by deedrecorded lit . ..Volume 4707 at Page 435 (ALE 05937874) King County reconls; THENCE along last said westerly line and the westerly line of lands condemned br the State of Washington in Superior Court °MSC No. 646697, South 11' 24' 56' East, 36&92 feet more or less to the POINT OF BEGINNING-. .29 ;4 f S;) . IL NOTE,SEE SHEETS L-4 & L-5 FOR DUWAMISH RIVER LANDSCAPE STAI3ILIZATION & REVEGETAMN PLANS. 45 OPi X cl Z..1:1Aff., • ' • f • E• ; •••• • ` ' A 1. TYPE I RIM 20.01 I.E. II I 4.491 .',2° SD (.:AP 'FO CONNE:7'. ION 4kio ; a:owPoltsi I. 7 13,4o 32 L.F i?* SO 1 :3.0% • 12' - SD CAP F FUTUR C(AkINECTION SUR EY DATA , BOUNDARY FROM SUR VEY ram? BY WLSEY HAM DATED 7/28/8t VERTICAL DATUM' U.S.C.. & G.S. MSL. BM * URS 392-G-II. EL. • 11.58 TOPOGRAPHY FROM BARGHAUSEN CONSULTING ENGINEERS, INC. ON ' • 9/31138 a 1017/EIG THROUGH 10114188 AND 11/7/96. • . • 9.15 - i. rTPF. Ca #I TyeLL RIM = la.so I.E. se 14.60 CONNECT TO EX. STUB FROM EX. CB #4 _"(Pr. J CURB WITH CURB ETAL _ '.1213. 1341 6'..EXTIVQED 'CONC, CURB CUT PER DETAIL (TYR.) 7 BREAKS PER D 'TORLUZ4E3LIFIK ROCKERY O s c ( 4kiogl EllY REC N , Hi' ORA 7 "7. ;.; f it 0,6i% I . ; V •.• • 1, • • . 4, k 7 CB #3 TYPE I / RIM = 18.80 • I.E. 14.95 ; f-.. ri r 6 .4'P II et 17.50 -•'• 1+ 1'4 ....I. `•• • '‘• t• ■ • •■• 7 , HAL,' • y AL I , P P,AP RIM 1 I.E. = 9 ANUS 16.50 "12 ' 16.5 i Ti 7 14 I. 0 4.0% 20.60 20.60 20.60 • , • ** t • , , :i N. c• ';VA. • vF.erv:-?` c CB #5 TYPE I RIM = 18.80 I.E. = 14.40 .501 9 RIM TO 16.30 10 17' 25' 17• 20.60 18.20 20.60 8,20 18.20 • 1 . Y.t • 4. J: • r' Af• 12.7', • t f`' 'K;••:"" • ;„.!,.yr: . I I 1 ' 21 I ' I I 41 I . 51 I .' a I .. %-F No.18 4....tre ' • -• • ' . . . ._.. ..... i ii i gtil l iii cri ofi It r at , � 4� !: >JS :N( <4 ;•.„ii FTs C) • Ar If S:)i),R`r kt 1 • (.0 044 s4, 1111134 15 PROPOSED === CONTOUR ==,== EXISTING STORM DRAIN PROPOSED STORM DRAIN NEW GRAVEL SURFACE NEW CONCRETE SIDEWALK EXISTING CONTOUR SURFACE FLOW PROPOSED SPOT ELEVATION PROPOSED- PERFORATED STORM DRAIN W/ DIRECTIONAL FLOW ARROW VICINITY MAP RAi;:h< rr P.. -11:&5 3 ,/ 9 •E", . r NOTE: SEE SHEETS 4 6 F()R PUVIAM1$1. • •• RIVER' CROSS' SECTIONS 7 fXsitt.:""rf • :>t) PROVIDE. pipE (-• 7 W Ai Ei2 C.0 •1 .E 6, '' 9 • BUILDING 2 F.F. - 20.50. C' .:i 7 , F4,Xf'..7.• e;Y..:iis W5 cl.., ,.c' r"p.t:'' 'i t:F._. - 1: ; i'.. '‘' A ',;„ 3 -' ' . :, DF: 7-! . 1 T' ..A4,...:'':!„ .. ,.''ti t :',1 ....,„. •‘, `...,. • A•••••; "..,. , . l'• ...... s....„ ..,,,,, N • ..• '!•••,.. d ' . ' f)„,j1 6 ''' )....'', k C ., p ., '', ' ‘... **"......., ,.. ....40. I 1 4 '''',..... : .."•.„. 4 All iek. , . . -......, t .s... . - 111.1:---.-. . ...,. --,.....,-..... .....-..,:.. • . • • • 0 , • •F■•• UP. (), 'f.4; f 7 Fi I lt) :41.35 - • LE. !•f;',.4(1 • E ..i.2.351 4 2.0f4C.' . • . BUILDING 20.50, 13,INING 01"4-14:2R8) r1A4j.,; W 7 PA:Th: 14 • ■ . , *.t6 ''' l './7 44: E l l ;GH PV T . E i (1 2. 1 0 11 :- 0 / ---- , N 7„, • ■ .. , .• Cie ,s, I , . • ,t,i 1, p 1 1 ' : , , . f :1 ; i i.r t . ; . : . , 4.4,t.; : ,, di . .C.I.Q.., ADJ Tf) 1 ,5.5p H t rt \V O • ." ' 47;)9rif CITIt Or ILI - „AK / 0.4 .,..: ;p All that certain real property situate in the Cm:my 4>f King. Stale of Washington, being r portion of Government Lot 6 and a portion of the Southwest quarter of the Nonhwest quarter of SC1.3.0it 10, • - Township 23 North, Range 4 East, W.M., and a portion of GoVemment Lot 3 and a portion of the .. .Southeast quarter og the Northeast quarter of Section 9, Township 23 Noith Range.4tast, W.M.,ar.d being more paitietdady described as folkres: • ' - BEGINNING at a point 100 fees,di westerly, whcn measured at right angles from the East • • Marginal Way Center Line Sum", of Primary State - Highway No.1, Foster interchangl, to South 118th Street at Highway &glovers Station EMW 26+00; , THENCE from said POiNT OP along the westerly line of lands cridertmerbythe Stan., of Washington in Superior Court Cause/No. ii46697 South 07' 12' 12 East, 59129.feet to a point on the . right-ofway line of the -lends conveyed to the State of Wathingtost-by .deed ,..rerorderf in Voluitte_ 3860 at Pae 462 (A.F. 4 King County Records; „ ' THENCE along said right.of-way line North 88" 15' IS Wcst, 6.10.35 feet: ' - • THENCE North 79' 45• 52' West, 359.22 feet; THENCE from tangent that. bears North gr 30' West along the arc of a curve to the right having a radius of 748.60 feet and a central angle of 34 30' (X1', and arc length of 450.76 frzi; " • THENCE tangent to the preceding carve North 48' ()2' 30' West, 373.84 fmt; " THENC.E North 11'18' 30' East, 303.74 feet more or itza to the ordinary high water line of the , Dinvemish River as evidenced by the line of tegetation; THENCE easterly along said ordinary high water line to its intersection with the westerly' line of the lands conveyed to the State of Washington for Sew:Wary State Highway No. 5-M by deedrecorded lit . ..Volume 4707 at Page 435 (ALE 05937874) King County reconls; THENCE along last said westerly line and the westerly line of lands condemned br the State of Washington in Superior Court °MSC No. 646697, South 11' 24' 56' East, 36&92 feet more or less to the POINT OF BEGINNING-. .29 ;4 f S;) . IL NOTE,SEE SHEETS L-4 & L-5 FOR DUWAMISH RIVER LANDSCAPE STAI3ILIZATION & REVEGETAMN PLANS. 45 OPi X cl Z..1:1Aff., • ' • f • E• ; •••• • ` ' A 1. TYPE I RIM 20.01 I.E. II I 4.491 .',2° SD (.:AP 'FO CONNE:7'. ION 4kio ; a:owPoltsi I. 7 13,4o 32 L.F i?* SO 1 :3.0% • 12' - SD CAP F FUTUR C(AkINECTION SUR EY DATA , BOUNDARY FROM SUR VEY ram? BY WLSEY HAM DATED 7/28/8t VERTICAL DATUM' U.S.C.. & G.S. MSL. BM * URS 392-G-II. EL. • 11.58 TOPOGRAPHY FROM BARGHAUSEN CONSULTING ENGINEERS, INC. ON ' • 9/31138 a 1017/EIG THROUGH 10114188 AND 11/7/96. • . • 9.15 - i. rTPF. Ca #I TyeLL RIM = la.so I.E. se 14.60 CONNECT TO EX. STUB FROM EX. CB #4 _"(Pr. J CURB WITH CURB ETAL _ '.1213. 1341 6'..EXTIVQED 'CONC, CURB CUT PER DETAIL (TYR.) 7 BREAKS PER D 'TORLUZ4E3LIFIK ROCKERY O s c ( 4kiogl EllY REC N , Hi' ORA 7 "7. ;.; f it 0,6i% I . ; V •.• • 1, • • . 4, k 7 CB #3 TYPE I / RIM = 18.80 • I.E. 14.95 ; f-.. ri r 6 .4'P II et 17.50 -•'• 1+ 1'4 ....I. `•• • '‘• t• ■ • •■• 7 , HAL,' • y AL I , P P,AP RIM 1 I.E. = 9 ANUS 16.50 "12 ' 16.5 i Ti 7 14 I. 0 4.0% 20.60 20.60 20.60 • , • ** t • , , :i N. c• ';VA. • vF.erv:-?` c CB #5 TYPE I RIM = 18.80 I.E. = 14.40 .501 9 RIM TO 16.30 10 17' 25' 17• 20.60 18.20 20.60 8,20 18.20 • 1 . Y.t • 4. J: • r' Af• 12.7', • t f`' 'K;••:"" • ;„.!,.yr: . I I 1 ' 21 I ' I I 41 I . 51 I .' a I .. %-F No.18 4....tre ' • -• • ' . . fttfiIYh iii l il ii tiiiln� i�l�i mil ! �i � irt1 fi1ailliiiilhl tiiliiiiiii liaiii»i 118316 • CI'TY'OF TUKWiIt APPROVED SEP 261990 AS NOTED BI 176l;d DIV'15ION r :: itgauswnaz N 1. 2. 7. • ;. • ALL CONSTRUCTION SHALL BE , IN ACCORDANCE WITH 'STANDARD SPECIFICATIONS FOR MUNICIPAL `PUBLIC' WORKS CONSTRUCTION" PREPARED BY WASHINGTON STATE CHAPTER AMERICAN PUBLIC WORKS AS OCIATIQN, 1981 EDITION (APWA) AND CITY OF TUKWILA STANDARDS AND SPECIFICATIONS. I THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS AND SEQUENCES OF CONSTRUCTION AND FOR THE SAFETY OF WORKERS AND OTHERS ON THE SITE. • IT SHALL BE THE CONTRACTOR' S RESPONSIBILITY TO PROTECT IN -PLACE ALL UTILITIES OM /OR STRUCTURES, WHETHER SHOWN OR. NOT SHOWN ON THIS PLAN. DAMAGE DUE TO CONTRACTOR' 5 OPERATIONS SHALL BE REPAIRED AT THE CONTRACTOR' S EXPENSE PROVIDL AND MAINTAIN TEMPORARY FILTER FABRIC SILT FENCE TO INSURE SEDIMENT- LADE,? WATER DOES NOT LAVE THE PROJECT SITE. THE FACILITIES MUST BE IN OPERATION PRIOR TO CLEARING OR OTHER CONSTRUCTION AND BE MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING ARE COMPLETED AND POTENTIAL FOR ON -SITE EROSION HAS PASSED, AS CONSTRUCT /ON PRO(RESSES AND EXPECTED (SEASONAL) CONDITIONS DICTATE, MORE SILTATION CONTROL FACILITIES MAY BE REQUIRED TO INSURE COMPLETE SILTATION CONTROL; ON THE PROPOSED "PROJECT. THEREFORE, DURING THE COURSE.: OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE DEVELOPER: TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY HIS ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS ';;MAY NE NEEDED TO PROTECT ADJACENT PROPERTIES. 5 ALL TYPE 1 CATCH BASINS, SHALL BE PER APWA STANDARD PLAN: NO. 52 WITH APWA TYPE 60A CUTLET TRAP AO APWA STANDARD PLAN NO. 49 FRAME AND GRATE. O PAVING AND BUILDING CONSTRUCTION ST BE CONSTRUCTED O AND IN OPERATION PRIOR ALL REQUIRED STORMWATER RETENTION/DETENTION FACILITIES UNLESS OTHERWISE APPROVED BY THE DEPARTMENT OF PUBLIC WORKS. PLACED THE BACKFILL SALL BE WITH A LOO E AVERAGE DEPTH N OF SIK CH S (6) , MAXIMUM DE P LAYERS, • PTH E IGHT INCHES CH � (8•r,. THOROUGHLY TAMPING EACH VEER. THESE COMPACTED •LAYEIS.S MUST EXTEND FOR ONE PIPE DIAMETER ON EACH SIDE OF THE PIPE OR TO SIDE OF THE TRENCH. MATERIALS TO COMPLETE THE FILL OVER PIPE SHALL BE THE SAME AS EXCAVATED` FROM THE TRENCH, EXCEPT THAT ORGANIC MATERIAL, FROZEN 'LUMPS, OR ROCKS OR PAVEMENT CHUNKS MORE THAN'SIX - INCHES (6") INMAXIHUM DIMENSIONS, OR OTHER UNSUITABLE MATERIALS SHALL NOT BE 'USED. • ALL STORM DRAIN PIPE SHALL BE CONCRETE RUBBER GASKETED ASTM C- 14 - 2 OR ASTM C -76 -11 OR 16 GA. GALVANIZED STEEL OR, 16 GA. ALUMINUM HELICAL CORRUGATED METAL PIPE. STEEL OR ALUMINUM PIPE SHALL HAVE WATERTIGHT, CONNECTING BANDS CONFORMING TO THE REQUIREMENTS OF : APWA SPECIFICATIONS SECTION 60- 302G2. . LQ STEEL PIPE SHALL`RECEIVE TREATMENT I ASPHALT COATING INSIDE AND OUTSIDE, OR BETTER. ▪ BEDDING FOR RIGID PIPE (CONCRETE OR IRON) SHALL BE CLASS ^'B" PER APWA STANDARD PLAN NO., 62 (PEA GRAVEL FROM FOUR INCHES ' (4 ") BELOW, PIPE TO SP'RINGLINE). BEDDING FOR FLEXIBLE PIPE ( CORRUGATED METAL OR' PLASTIC) SHl�LL BE CLAWS "re PER APWA STANDARD PLAN Nits. 62 (PEA GRAVEL FROM FOUR INCHES (4") BELOW. PIPE TO SIX INCHES (6') ABOVE PIPE) TRENCH WIDTH SHALL BE 40 INCHES MAXIMUM OR .1 1/2 TIMES PIPE DIAMTER PLUS 18 INCHES , WHICHEVER . IS GREATE. BACKFILL'SHALL DE 'PLACED IN SIX INCH (6 ") LAYERS COMPACTED TO 951 MAXIMUM DENSITY. 10. minim CURS':SHALL BE BONDEI�,TO THE ASPHALT SURFACE WITH AS EPDXY BONDED AGENT. SUITABLE FOR THAT PURPOSE. PLACE 18 INCH, f4 REBAR AT 8' -0" O.C. 11., IN ALL AREAS, OTHER THAN ROADS, WHERE CONSTRUCTION REQUIRES THE REMOVAL OF SOD, ETC. , THOSE AREAS SHALL BE HYDRO-SEEDED ' WITH RYE ' GRASS FOR THE PREVENTION OF ON -SITE EROSION.' • . I ALL RIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION ACCORDING TO VTASHINQTON STATE SPEC. .7-02.3(1). THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT. AND. COMPACTION OF REQUIRED BEDDING MATERIAL " TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH .OF' THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DUINSE UNYIELDING BASE. THE NATIVE' MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR "GRAVEL'EACKFILL FOR THE PIPE BEDDING" THE FIRST LIFT OF BEDDING MAY BE DMITTED:PROVIDED THE MATERIAL IN THE BOTTOM OF THE TRENCH IS IDOSENED, REGRADED AND COMPACTED TO FORM A DENSE UNYIELDING BASE, STRUCTURE S SHALL NOT BE PERMITTED WITHIN 10.00 FEET OF THE SPRING. LINE OF • . ANY STORM DRAINAGE • PIPE(8)', OR15.00 FEET. FROM THE TOP OF THE CHANNEL BANK. - THICSTORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED 'PLANS' WHICH ARE ON FILE IN THE DEPARTMENT OF PUBLIC WORKS. ANY DEVIATION FROM THE APPROVEVPLANS'WILL•REQUIRE WRITTEN APPROVAL FROM THE' PROPER AGENCY, CURRENTLY THE CITY^OF TUKWILA DEPARTMENT OF PUBLIC WORKS. A. COPY'OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. . ALL DRAINAGE STRUCTURES NOT ON PUBLIC RLGHTS -OF -WAY SHALL HAVE ROUND, • SOLID - LOCKING LIDS, UNLESS OTHERWISE APPROVED BY THE DEPARTMENT OF PUBLIC WORKS. ALL ROOF DRAINS: -AND FOOTING DRAINS SHALL BE TIGHTLINED TO THE STORif\ DRAINAGE SYSTEM.; ALL SPOT ELEVATIONS SHOWN ON ARE TO TOP OF PAVEMENT, UNLESS OTHERWISE NOTED. ' ; • THE FACES OF CUT AND FILL ' SLOPES SHALL BE PREPARED AND MAINTAINED TO CONTROL AGAINST "EROSION. THIS CONTROL MAY CONSIST OF EFFECTIVE PLANTING. THE PROTECTION FOR THE Sl QPES SHALL BE. INSTALLED AS SOON AS ` PRACTICABLE AND PRIOR TO CALLING FOR FINAL APPROVAL. • WHERE CUT SLOPES ARE NOT SUBJECT TO EROSION DUE TO THE. EROSION-RESISTANT CHARACTER OF THE MATERIALS, SUCH PROTECTION MAY BE 'OMITTED. . SEE ARCHITECTURAL SITE PLAN FOR DETAILED INFORMATION AND DIMENSIONS RELATED TO CURS RETURNS, PLANTER.' DIMENSIONS, SETBACKS, PAVEMENT EDGE LOCATIONS, ETC. . .. ALL. EXISTING UTILITIES' SHOWN 'ON THESE PLANS WERE OBTAINED FROM A -FIELD • SURVEY AND FROM AVAILABLE PUBLIC RECORDS. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL' : I'ILIT'IES WHICH MAY CONFLICT WITH CONSTRUCTION, WHETHER SHOWN ON THESE PLANS OR NOT. ENGINEER DOSS NOT WARRANT THAT ALL UTILITIES HAVE BEEN SHOWN. 22.TSHALL BE THE CONTRACTOR' S RESPONSIBILITY TO NOTIFY THE : TELEPHONE COMPANY, THE GAS CQHPANY, THE POWER COMPANY. AND THE CABLE 11V COMPANY PRIOR TO CONSTRUCTION SO THAT THESE OTHER UTILITIES CAN PREPARE THE NECESSARY PLANS FOR THE EXTENSION OF THEIR RESPECTIVE UTILITIES. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THESE ACTIVITIES. THIS CONSTRUCTION SET OF DRAWINGS FOR THIS PROJECT INCLUDE' A TOTAL OF SHEETS. GENERAL NOTES AND DETAILS PROVIDED THROUGHOUT THE DRAWINGS SHALL APPLY TO ALL • SHEETS AS APPLICABLE. SPECIFICATIONS OR DETAILS PROVIDED ON ONE SHEET MAY APPLY TO OTHER SHEETS. DOWELS PER, SECTION ASPHALT PAVEMENT EXISTING DRAINAG- DITCH Q /• ....:..... 1.0' CON 10' CURB BREAK DETAIL9f ALT. 1) N.T.S. CURB BREAK DETAIL (ALT. 2) N.T.S. 2" 4' QUARRY SPALLS Q MIN. 6" DEPTH PROPOSED GRADE PROPERTY LINE — EXTRUDED CONC. CURB W /BREAK (SEE DETAILS THIS SHT.) • NEW AC PAVEMENT 6.8_. EXISTING GRADE 15' LANDSCAPE SECTION VIEW 2MAX. --r SECTION C - C SCALE: 1" - 5' HORIZ. 1" e. 5' VERT. F I(II'I' 'Irlll ll'l'I' 25 S" Ms. COI+IP. DEPTH CLASS 'B' ASPHALT CONC. PAVEMENT 6 COIN'. DEPTH 'ie AIMS CRUSHED ROCK GRAVEL. BASE MAY 8E REOUK ?ED BY SOILS ENGINEER DEPENDING OH SOILS CONDITIONS TYPICAL...PAVINC SECTION EXTR NTS i I I I I I I I I1 III1 11I1 11111 1 1 � 1 1 1 I I I I r1 1'l 1 1 1 + � 3 I 4 I 5 - . s No.18 , 'PILL 6I 1Ra -.' a iA wn ETAIL '1 110/6611 11M0* to ..x A• MIN. I OR SWAIN ROCK WALL DETAIL KY AO WINK WY RR e16031e11 ewe CONIII91471011 you. worms. - use c:assc e111111•mc wa* Kt. agip,et(1* Wow 11" O rtwD AW.D WWI PM ++ *MOM wrist tb et caieu mb Wit K AY Lair as emmakt h MNO 71.1A61 T* 11.11116144 alurrtt MCet■1LL ROO 0wA1y1 OR sevu $LC. a -o).1t I4) Mitt Ooe1c 8N IMrd 1,0411 ( IOU oQ cOODI r,_t* * RECEIVED etTY OF i OKW'I.A PERMIT CENTER B ND (MJxFL) I .-'8" HIM' BEND (FLkMJ) CONC. BLOCKING VICINITY MAP , • I a. TE (FLxMJ) I - 8" GATE VALVE (F,L) •1 - 8" 45 BEND (FLxMJ) CONC. BLOCKING • BUILDING #3 if4STALLI I-8"x6' TEE (IAJxFU I-6" GATE VALVE (FLxMJ) . 17 LF 6' DI EXTENTION I-FIRE HYDRANT ASSY. PER DET. CONC. BLOCKING INSTALL* 1-8" TEE (MJxFL) 1-8" GATE VALVE, FLxMJ) CONC. BLOCKING cz„ I • I - • ' (MJ),IFL I-8" GATE, VA (Fl..) NC. BLOCKING 1=10"x6 TE *_ -6' GATE VALV g (FLxMJ) LF 6, DI E ENSION E HYD. AS Y. PER DET. (9, BLOCKItt G T:O' TEE (FLx FL) ici• ) tr. REDUCER'1WEST) "I . 10" ADAPTOR (ELMJ) I e, GATE VALVE (FLxMJ) BLOCKING SWI Vt 'PREVENT TQ OE 'PR • iD es_oz IN 134JILDING (SIZE & ' LOCATION TO TERMINEQ BY SPRINKLER . FOR- EACH BUILDING _35 LF 1-41° E 2 LF 9' DI SPOOL:7 tA44.1xMJI I-8' GATE VALV 71 CONC. BLOCKING . • 1..P 8. • ct.ft _ I ti tpu I m (FLNPAJ) 2 LF 8' RDE1D VALV (FLxMJ) l iA j Nkij) I-8" GATE vALVg (FLamj) CONC. BLOCKING 9 LF 8 I c2 (mam ---- LIAr e.) ) " j) . T.. INSTALLs - x T E (MOE -4,- 6" GATE ALVE ( xML1 j I -" A EMB Y PER DETAIL CONC. BLOCKING.- „'• 40 .LF 8' 1-6' GATE VAL 23 LF 6" DI EXTEN . I-FIRE HYD. ASSY. CONC. BLOCKING 34 L • toot, o s •-• 8:. j . t..,; 8 *''''' in ! ..1 :14 .1 1 ." ' 4 „•:.4‘1. Lill" :.(4-.1:.”1:411..::.1:41-"":1::"."...: '3"j-':ir. II . it z$::: .0- • ., / ,.. .., • 5 , , '... s• ,,, • 1 , 1 . 1 104., • 4.V.$ .f......: ,, `..77: ..... Ceti rit 1 .) •%*# • - 7 - I RIVE 7 - "'EA GT •=jCT ditrzt - CL. 52 INSTALL; I-8" TEE (MJxFL) 1-8' GATE VALVE (FLxMJ) • CONC. BLOCKING 8 6" TEE (MJ)*EL) I - 8 GATE VALVE (MJ XMJ) 1 - 6 GATE VALVE (FLxMJ) 2 LE 8 brspoot • 15 L:F 6' DI EXTENSION , FIRE HYD. ASSY. PER DET CONC. BLOCKING 1 - 8" x 6" TEE (MJxFL) I - 6' GATE VALVE (FLxML1) 15 LF 6" DI EXTENSION I- EIRE HYD. ASSY. PER DETAIL CONC. BLOCKING 1 - 8' 4 6". TEE (140iF I - '6" GATE VA'. VE (FI xMLI) 22 ,LF 6" DI EXTENSION • I -FIRE HY!), ASSY. .PER DETAIL COHC, BLOCKING IN TALL* . - 8 x 6" TEE (MJxFL) I - 6" GATE. VALVE (FLKMJ) 15 LF 6' Di EXTENSION 1-FIRE HYD. ASSY. PER DET. CONC. BLOCKING 4 NOT TO SCALE SWING VALVE BACKFLOW PREVENTER TO BE PROVIDED IN BUILDING (SIZE & LOCATION TO BE DETERMINED BY SPRINKLER • DESIGNER) TYPICAL EACH BLDG. VING-VALVE BACKFLOW PREVENTER TO BE PROVI ED IN BUILDING (SIZE & LOCATION TO BE DETERMINED BY SPRINKLER DESIGNER) TYP. EACH BUILDING 27 LF 8 2" WA TE' RN. ICE (TYP.) 10 LF 8" .1. CL. INSTALL' 1-8" TEE (MJx I-8' GATE VALV LxMJ) CONC. BLOCKING AL - 8" TEE (FL) - 8" GATE VALVES (FLxMJ) I - 8" ADAPTOR (FLxMJ) CONC. BLOCKING INSTALL: ' I - 8" x 6" TEE (M&FL) I - 6" GATE VALVE (FLYMJ) 15 LF 6' DI EXTENSION I-FIRE HYD. ASSY. PER DETAIL CONC. BLOCKING INSTAL 1 - 8 x 6" TEE (MJxFL) • 40 LF 1 -• 6" GATE VALVE (FLxMJ) 8"DI 1• LF 6"131 EXTENSION . . FIRE HYD. ASSY. PER DET. CONC. BLOCKING VALVE B TO BE 'PROVIDED' LOCATION TO BE DETE • SPRINKLER DESIGNER) TYP. EACH BUILDING ' INSTALL!: : 1-8" TEE (FL) • • • 2-8! GATE VALVES (FLxMJ) 1-8= ADAPTOR (FLxMJ) • CONC. BLOCKING r • • NS -.8 x 6* TE `(FL) _ I - 8* GATE vALvg°(FLxtvij) I - 6 GATE VlI I - 8' ADAPT 1.0) 30 LE 6 4 D1 5 ' • 1-FIRE • HYD, Ad. DETAIL: , CONC. BLOCKING thit certain mil property situate' in the County of King, Staielg WaShington, being a portion of Government Lot 6 and a portion of the Southwest qur.rter of the Northwc.st quarter Of Seetidn 10, Township 23 North, Range 4 East, W.M., aind a portion of Government Lot 3 and a portion Of the Southeast quarter of the Northeast quarter of Seeiion 9, Township 23 North, R.ange.4 East, W.M., and being more particularly described is follmvs: BEGINNING at a point 100 feet distant westerly, when measured . at right angles from the East • *Marginal Way Center Line Survey of Primary &Sic Ilighway No.1, Foster interchange to Schuh 118th Street at Highway Engineer's Station EMW 26+00; • ' THENCE from said POINT OF BEGINNING tlong the. westerly line of I:Inds condemned by the State of Washington in Superior Court CAUSC No. 646697 South 07° 12' 12 East, 593.29 feet to a point or the right-of-way line of the lands conveyed to the State of Washington'by deed recorded in Volume 3860 at Pae 462 (A.F. #4978335) King County Records; THENCE along said right-of-way line North 88° 15' 15" Wei, 630.35feet; 'THENCE North 79 52" West, 359.22 feet; THENCE from tangent that bears North 82° 32' 30" We.st along the arc of a curve to the right having a radius of 748.60 feet and a central angle of 34'30' 00", and arc length of 450.76 feet; • - THENCE tangent to the 'preceding curve North 48° 02' 30" West, 373.84 feet; THENCE North 11° 18' 30" East, 303.74 feet more or less to the ordinary high water line of the ,Duwamish River as evidended by the line of vegetation; THENCE easterly along said ordinary high water ,line to its•intersection with the 1,vesterly line of the lands conveyed to the State of Washington or Secondary . State Highway No. 5 - M by deed recorded in Volume 4707 at Page 435 (A.F. #5937874) King County records; , • THENCE along last said westerly line and the weitirly line of lands conilemne.d by th&State of s Washington in Superior Court Cause No 646697, Szuth 11° 24' 56' East, 368.92 feet more or less to the POINT OF BEGINNING. IV___,,,,, INSTALLt __.------- 7 or 1 - 8" x 6" TEE (MJxFL) . 1 - 6' GAIE VALVE (FLKMJ) 15. EXTENSION 1-FIRE HD' . , A.SSY. PER DET. 28 LF 8" 0.1.1 tONC...BLOCKING CL. 52 ---__ .......„ ---.„ . -------____ 55 LF 6" DJ. SURVEY DATA 25 LF , 8. D.I. INSTALL* .1-8" CROSS (EL) • r 2-8" ADAPTORS (FLxMJ) '2-8" GATE VALVES (FLIIMJ) • . . 6 LE 8" D.I. ..• NSTALL' I-8" TEE (NIJkFL) - 1 GATEVALVE (FLxMJ) "' ' CONC. BLOCKING I-6 TEE (MJxFL) I-6" GATE VALVE (FLxMJ) ' I-6" PLUG 30 LEG* DI EXTENSION ' .1-FIRE HYD. ASSY. PER DETAIL , CONC. BLOCKING BOUNDARY FROM A.L.T.A. SURVEY MAP BY WILSEY & HAM DATED 7128187. VERTICAL DATUM' U.S.C. 8, G.S. MSL BM *URS 392-6-11. EL. 43 11.58 , TOPOGRAPHY FROM BARGHAUSEN CONSULTING ENGINEERS NC. ON'813/88 , & 1011188 THROUGH 10114188 AND 11/7/88. 'INS 1. - 4 VAL VE E A_L (F..xw 1 jxFl 20 LF 6":DI EXTENSION -FIRE HYD, ASSY,' PER DETAIL CONC. BLOCKING BUILDING #6 INSTALL* • 1-8"x6" TEE (MJxFL) Ir6" GATE VALVE (FLxMJ) 2OLF 6" DI EXTENSION 1-FIRE HYD"; ASSY. PER DETAIL • OCKING • INSTALL: • 1 -8' TEE (MJxFL) 1-8" GATE VALVE C. 40 LF 8" D.I. 35 LF 8" D.I. INSTALLS I • - 8 " 6" TEE (MJxFL)` 1 - 6" GATE VALVE (FLxMJ) 25 LE- 6*.,DI'EXTENSION 1-FIRE HYD:' ASSY, PER DETAIL CONC. BLOCKING SWING-VALVE' BACKFLOW PREVENTER TO BE PROVIDED • IN BUILDING (SIZE & LOCATION TO BE DETERMINED BY SPRINKLER DESIGNER) .TYP. FOR EACH BUILDING INSTALL*. I - 8" x 6' TE C (MJxFL) • - 6" GATE VALVE (11-*MJ) Lit',6" DI EXTENSION T-FIR ASSY. PER DETAIL " • CONC ..BL • MJ) !Ns rALL. 1 TEE (MJxFL) 1 - 6" GATE VALVE (FLxMJ) 40 LF 6" 0.1 EXTENSION I -. FIRE HYDRANT ASSEMBLY PER DETAIL ' CONC. BLOCKING REMOVE EXIST. PL G INSTALL -,I-10' 45• ' BEND BL NG 4' ADS DRAIN PIk FROM BOTTOM OF T TO DRAINA INSTALL' , 1-8" TEE (MJxFL) 1-...9 GATE VALVE (FLxMJ) CONC. BLOCKING JNSTALLI ' 1:8" TEE (MJxEL) I 1-8" GATE VALVE. (FLxMJ) 1 CONC. BLOCKING 1.. 10 LF 8" D.1._ 1 CL. 52 - 1 2" WA ER SERV1 1 E (TYP.) I I FUTURE PHASE _l_INSTALLI I 1 1 •* 1 1C°NC. BLOCKING (FxMJ) .L 1 I SWING VALVE BACKFLOW ; PR V NTER r- E LOCATION .TO BE DETERMINED Y TO BE IN BUILDIN ( IZE & SPRINKLER DESIGNER) TYP. FO EACH BUILDING • • EXISTING WATERMAIN PROPOSED WATER LINE PROPOSED, ( WATER ,LINE REDUCERND GATE VALVE BEND WITH CONCRETE BLOCKING TEE WITH „GATE VALVE AND CONCRETE BLOCKING 1%E0ENED c..rtY OF Tulo.mtA 2" WAT WITH 2' DOUBLE 'ETECT ASSY. IN ONC. V PER DET EX. 10" W TER METERS NTER - r • 11N4SLTF 6 A 1 - 8" 6* TEE (MJxFL) t: i)1 Exttivstom EP Lti po NJA V I A s L y V , E F.E (E R L 0 J T ) A H 18R CONC. BLOCKING ' INSTALL' 1-8".x6" TEE IMJxEL) I-6' GATE ALVE (FLkMJ) 12 LF 9" DJ. EXTENSION I -FIRE HYD. ASSY. PER DET 1-8" PLUG (MJ) CONC. BLOCKING .,.1NSTA ' 2-8" :GATE. VALVES .(FLxMJ). GATE VALVE (FLxM 2-10"X8 ",,REDUCERS' cru 1-1O-CRossIFL) • (MJxFL...) I -10". 45• , BEND • . CONC . NEW SEWER LIFT STATION.' HERS ' DOUBLE CHECK VALVE' . ASSEMBLY IN CONC. VAULT • PER DET., 'SEE, DETAIL • SHEET 2 • , LIVE TAP EXIST. WATERMAN AND INSTALL* 1-10N10' TAPPING TEE' r-10° TAPPING GATE VALVE (FLxMJ) CONC. BLOCKING ‘." • ;4' t • , I II I I III I I I I II I I I I 1 11 I I I I II I I I [ I 11 1 I I I I I I II I 1 p II 1 1111 ! II I I I I II Ir I III I I 1 11 I I I ! I ' 1 ' I ' I - - - ' 5 I 6 1 11 mk o • oir . . . • Vi i'ill'I � � 1� I'�11"� I��I�III��.I�II�I ( .III 1i �1�1�1� ii�l�fl�� I�I��i� Tfiliti I� ? r nom C,OJR traclor^shali verify existip uIllilic Ltt.l 4e1 Contractor shall notify engineer a Minimum of 4f;: hours is'advaoce of all requests' for staking, •eslutn or inspection. Contractor is responsible for control required at' the time of. staking. • Contr approval whi ter required • b the detail specifications cificatio ticto�' shall furnish shop • drawings for app cq by pee tis and for variation from the engineers design. Contractor Shall install-equipment in arvordarice with &uanufacturers recomtpendations. an Watei District #125 spccineations. • Contractor to famish all materials. 6', 8', 10' and 12' ductile iron pipe class 52.' Mueller gate valves and Iowa hydrants. Cut -ins and live taps to be made by contractor: Water District #125 superintendent and engineer must "be notified 48 hour in advance, 10. , Cast iron mechanical joint sleeve couplings required. 1 1. Mueller. H415 tapping sleeve with flange outlet and Mueller iii -667 tapping valve with mechanical joint outlet required for' live caps. Any exception' must be approved by Water District #125 superintendent. 12. Contractor is responsible for verifying all existing pipe types and sizes for couplings, connections, cut -ins, and live taps. 13. 3.12 foot minimum cover. 14. 15.' Developer to pay for state, city and county inspection fees. Coordinate meter location with Water District #125 superintendent. Fire hydrants and mains to be operational prior to commencement of construction. 17. No changes are to be make without written approval by the Water District #125 superintendent or engineer. 18. Refer to condition; and standards for all remaining notes and details. 34'X34` MIN CLEAR OPENING YV/ GALV STL LID, & FRAME PER AASHO H--20 DESIGN LOADS LID TO BE CENTERED. 1. y .. F '.. � :- +?�!N+.iiw,.y...- ?' i' ✓•ti APPROVE DOUBLE DETECTOR, "CHECK VALVE ASSEMBLY HERSEY GDC OR FEBCO 806 TYPE YO.ORAPPROVEO EQUAL.,, CONC VAULT - PROVIDE SHOP DRAWINGS ` ENGINEER' PRIORTO'INSTALLATION SIZE TO' MEET MINIMUM .CL 2—'FLANGE COUPLING ADAPTORS, ROCKWELL 912 OR MUM-. 6` MIN CLEARANCE TO VALVE WHEN FULLY OPEN MIN 4'6` WATERTIGHT` GROUT 4'0' ALL : VAULT ; PENETRATIONS 3'6 12' ` GRATE AND SUMP.` PROVIDE 4 PIPE, TO DAYLIGHT OR MIN 1 1/4 , CY ROCK SUMP IF APPROVED BY DISTRICT ENGINEER NOTES: COVED.'SHALL'EnTETTD 6" ABOVE GRADE' " ' : DETECTOR CHECK ,TYPE '',� WHEN VAULT IS. NOT SIN• TRAFFIC . AREA. �T 2. SLOPE PAVEMENT AWAY FROM COVER WHEN '" VAULT; IS IN TRAFFIC AREA PROVIDE LID' RISER''•. THEN REQUIRED FOR PAVEMENT w SLOPE. Q . BYPASS METER TO READ'I1 CUBIC' FEET. - 4=2 j; mos Fcrizjoir— ig COPPER OR MUELLER COMPRESSION " CONCRETE BLOCKING TAPPING VALVE WITH M4 OUTLET MUELLER H -667 OR EQUAL. NOTEI ROMAC'SST WITH STAINLESS STEEL FLANGE IS ONLY APPROVED. EQUAL, 2.4 APPG LE OUTLET FLANGE WITH MUEL li - REQUAL FOR DI AND L CI: R MUELLER 615 O H -619 FOR AC. NOTE; INSTALL STANDARD 4 "X4" CONCRETE VALVE: MARKER SEE STANDARD DETAIL NO.3 WATER MAIN - MUELr Eft FLARRED CQ PPP�E,f OR MUELLER' COMPRE!3S CORP.' ESTOP . MIN JOIN PAINT ,1YD., WITH HIGH VISABILITY YELLOW ENAMEL NO.X -34.72 AS MANUFACTURED BY FARWEST PAINT MFG. CO. OAR JOINT TIE 8 OR OTHER APPROVED PAINT TIE RODS WITH, BITUMINOUS PAINT ACCORDING TO AP WA ST0. SPEC. 77- 0.02A. 5 MVO MEULLER #A=24010 OR MEULLER . #A-419 OR EQUAL CAST 'IRON 2 PIECE VALVE BOX. OLYMPIC FOUNDRY OR EQUAL. D.I. SPOOL, LENGTH AS` REQUIRED. 2 - 3/4' DIAMETER TIE RODS. - -� 6' AUXILIARY GATE VALVE. FL X,. MJ. MUELLER. 12" X 12' X 4' CONC. BLOCK 1/2 C.Y. 1 -1 /2" WASHED GRAVEL VARIABLE ELEVATION. CONCRETE BACKFILL TO 6 „ ; FROM GROUND WHERE SPECIFIED EARTH UACKFILL COMPACTED IN ' 6 "LAYERS ELSEWHERE. NOTES: GUARD POST SHALL BEG LONG AND 9 " IN DIAMETER'' PRECAST CONCRETE AS MANUFACTURED BY FOG -TITE METER SEAL' CO. OR EQUAL. PAINT. POST, WITH HIGH • VISIBILITY' YELLOW' ENAMEL" NO. X-3472 AS MANUFACTURED BY FARWEST. PAINT MFG. CO, VALVE MARKER;POST> SHALL DE* MINIMUM°'42” LONG PRECAST CONCRETE' AS MANUFACTURED DY FOG - T ITE' METER!, SEAL CO. OR EQUAL. PAINT POST WITH-HIGH VISIBILITY YELLOW NO X' -34T2 AS MAl4UFACTURED ='BY FARWEST PAINT MFG. CO. NEATLY S1'E4CIL DISTANCE' TO VALVE ON• POST WITH 2" NUMERALS USING BLACK ENAMEL PAINT. TD. DETAIL No. 5: ..I VALVE M ARKER POST •& FIRE' HYDRANT ` GUARD POST MJXFLTEE k,. IIflllEI 11 Tlsl'IT 'I 'IT IIitrlil. w 4 I 5j fro Is ..-r Plant Legend 1 .... 2_1Hp5oL I afi • o 0 14 Ai;,1AL Co1Pj . (..-) Ak.11GAL, k■AI-1E, KJA rL4TAI.161oe.ev 'emertAt...0 cA1Jee,) :JorLIAJAY PriiikliA 0. 11-10.119e.p-a.odr aori-JEtz PLAJN1 15MILA JA /JAQUE4--tof.I1I 5lize4i AC ,e4 NiArLe A /.JArAr•JEC-,e... elk] deo t-.1 Vert\ /4061 toloe MOJA 'L CA /i-le:47Tefa.kj P•e0 C.ILOAr% /GTrtv AF5 69P-As,b1F-Lota-A tot...J.64 clotk-4EF-- Af LAW() ericAl-Jr,e49 E'ALLLJ ThAAQI..1 klAx LEAF- rr 1 rxr-te..ricA I COrlrAGIA I-Je.A./61-1L.1 14-1f5c2 / p+.10TINiviN r1Alb4t.+S L.. 'arra orro LO/Piteki to.140000tr.lorgoisi I A4AH Poe-0E, 1 r lelut-irt) klt4ITE' AzAL.e.A i-oklo ukl / tzi-lopooel-h9ra.aJ di A t 1 71-40JA c tr)ltAt-110ALsi4l /cOLOt-11,144.r. Ars5ota-vrrAe FE-A He,u)4 1 HAH6.1ii HAHL1 l eo Ivy isfreirt-16,01-1 141re.raLic4P*1 evra0 O6 I o4 boKtrostA.. tYor ac, Hig 21-21-' 2-1 - 3 2.4 .500 -•u)''' 50'' 2.4-" 24- 50" a , 21.•50" 2.4.�u -1t f 1 5 4 F5 " E...xKo /22/22 GAL... T*6 2: c.AL 13 4 F5, NtATcr4 el7 Pze e. 4 45 NIAT4A-1 For.p.1 MULTI- coTE,vi NIULT1- gre,r--1 1 5 4 p HAT-4 r4 It-, roWCL. LeAoeta- r-t)Lit clAt_. F Fot...1 E, II I I • 6Hop f5tTkiettl.i At--jr-7 r'f F•fl■OP-C . fze,rAIF- Kiri) rz.fr.2)er) e000 AP 7 Aca ••••••••1.„^"...•••■••• . ..INIES111111111110181111 , 1112111111.1111•MISININOW.11/1111111111111 6 1-T A1.11.10AL GoL.01 1 tI •i' • / 41 I I .51 I I 611 - 1 : 7o.1 € 11 1 111iiil 4111iii kr! l Scale: V = 20'-0" Landscape NOtes 1 GENERAL CONTRACTOR SHALL CLEAR AND GRUB ALL AREAS PRIOR TO COMMENCEMENT OF LANDSCAPE WORK. GENERAL CONTRACTOR TO PROVIDE SUBGRADES IN ALL LANDSCAPE AREAS Al 4" MINUS FINISH ELEVATIONS +1- 1/10TH OF A FOOT. 2. LANDSCAPE CONTRACTOR TO PLACE AND FINE GRADE ON-SITE TOPSOIL AS REQUIRED TO MEET FINISH ELEVATIONS PER THE SPECIFICATIONS. ON-SITE TOPSOIL WILL BE PROVIDED BY THE OWNER AND IS STOCKPILED AT THE JOB SITE. 3- GROUNDCOVER SHALL BE INSTALLED PER THE SPECIFIED VARIETY AND SPACING WHERE INDICATED ON THE PLANS. GROUNDCOVER SHALL BE INSTALLED CONTINUOUS UNDER SHRUBS AND TREES. 4, LANDSCAPE CONTRACTOR SHALL GUARANTEE ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE YEAR FROM THE DATE OF FINAL APPROVAL PER THE CONDMONS IN THE SPECIFICATIONS. 5. LANDSCAPE CONTRACTOR SHALL MAINTAIN LANDSCAPE UNTIL FINAL APPROVAL. PROVIDE A ONE YEAR LANDSCAPE MAINTI2NANCE FEE AND SERVICE PROPOSAL WITH THE CONSTRUCTION BID. ONE YEAR MAINTENANCE PERIOD TO COMMENCE UPON FINAL APPROVAL. 6. LANDSCAPE CONTRACTOR SHALL OBrAIN AND PAY FOR ALL NECESSARY PERMITS AND FEES AS REQUIRED BY APPLICABLE CODES AND ORDINANCES FOR THIS WORK. 7. LANDSCAPE CONTRACTOR SHALL PROVIDE PROTECTION OF ALL PROPERTY, PERSONS, WORK IN PROGRESS, STFIUCTURES, UTILITIES, WALKS CURBS AND PAVED SURFACES. VERIFY LOCATIONS OF ALL UNDER! OUND UTILITES PRIOR TO COMMENCEMENT OF WORK AND PFLOTE.i. n4' SAID UTILITIES. 8. LANDSCAPE CONTRACTOR SHALL VERFIY THAT POSITIVE DRAINAGE EXISTS IN ALL LANDSCAPE AREAS PRIOR TO INSTALLATION 'OF PLANT MATERIAL. IMMEDIATELY NOTIFY OWNERS REPRESENTATIVE IN WRITING OF ANY ADVERSE DRAINAGE CONDITIONS WHICH MAY AFFECT THE HEALTH OF PLA.JT MATERIAL TO BE INSTALLED. 0. REFER TO CIVIL ENGINEERING PLANS PREPARED BY BARGHAUSEN CONSULTING ENGINEERS FOR GRADING AND UTILTIES INFORMATION. 10. REFER TO SPECIFICATIONS AND PLANS FOR ADDITIONAL NOTES. J. r•;,, •2. " CITY OF itimielt1 APPROVED SEP Lqi§9 / BU crty MAY 1 6 1990 PERMIT CEMTER • : V V 1 • . Vf ;L. • tt.,44 1111 an (--\lee""c'\ A uN rd .11 d —1.4110 I -41111 t Lil Akg ka t ) A 11 ATIEMP_ 9111 2 11 8 AC1 3 1 71 riztig Mr- iiiew101.1 tr tactouirei:7 -- A I a-P-/›.4 F-h - (1) , e-r1r744-1t7 4# pt % LA ner: 1412A4 tx-P41- 1.4rvo 46.4.14 AT 12564, 104% 1-1.**4 2442: IA-10r) -brAN.K.6s P/xlcia 13fze7e.IN Z fl-* kiel406 roe. T*12*5 1, Ago-v.4e*, 1 I ?„." PvbcFic- - r9r Pur-td)qs rFori 67,644. TO Hwy or 54) rOr-i‘011.. Ai.12 5e 1.14krIv5 —14exrep- P CGt`1 r;v61 Pfewg )LLetAzyrr4ekLt.t_ Were T1P4 4 4404- Predi17tio1.6 Let 11444 ecAreft A14c. vozear2.et--0 - 02.g.e‘ L.A1 - 1141 H1-ii Tree Staking 14- A C1 ro N 19— To er' 2.1 WIIINOMOIMIIIPIMINNI CIIIMMIPIOWINIMIIMMINIMME111114.1111=011 almrisiar 3 /1 It f ill 0 1 5 0) rti 41 .A11 al_ ellii=miliii N 0111--- i 4- toe pece:TwAtd.41 1 Shrub Planting *et' 4r i-110661LY\ H5.le.A141 / FLU :f:27174:11- 3/ Vgjs//' 6.,n4xj.424 tzoart504,m,64,e,60%\. r-tticv6- -ror v, e;r Pt4fLtdAr oki 1 1111■11111111. • 22 • 5 tr • BUILDING +6 • L i- ALL i01 1.4 6.- TEIE. rtiq-tr-of--144q klITH zFio CZ'fITI To HeLo ver41F-1 b(1e.J.1 OP ppet-f-Ape-TwAktar? )441 Ht;, %mot 1e; .,4 4 5 F.69 -71Jc A ir& T H 8 er 0 1 1446% Fect+e- I L.40x 4;F ic 1.4mo rketae, cl-goco-605-41Woill 1-19tt t701 Aptlic-ev W ktrzedr rIaleki5e 1 Lot" PV l4tP 1 t> Drainage Rock & VVood Header Edge 7.J c? ; I I I I I I I I I I I I I 1 I I I I I I I I I I I I IIIII1111111111111111111111111111111111111111111111 1111111111111111 , 3 1, I 4 I 51 (P HEA1961 eoe (Tyr.). rEper- peTAIL. '31 Jo hi Er I 6,FI1 — — - (Th • 3 ef Nmmmawarerwavairarms■mwm..wma Ce) t•it A -el ro - o 2 -0 2 f zu Spacing Detail . .. 5 ALI -- '2 AO 64.49f NOW rO1 4WsI + f3e Tr re4 1; dolot n 5 P-A ---\ 2-4J • —MpkItkl-t to4,1 tA1P-6 4, Scale: 1" = 20' // (/ *". t woe +emelt. attlititt, 4Df 60441t FP4oVit attiiar.4 foe 44tiot+t tker ilJtoic,Attalo a 401-10Y i)ght; 4ti6c400 t� ivegrW-4J 1011 PkAel i4/ fOft)ein. fr"- iyi4IfIcAti004. Ottl51oti G6 ignic VP OF Mul414 rot fl,tst.1 Imo - ' A MUL441 14 , i 111 111111114111 IIIIIIIIIIII lllll /I lllll IIIIIM lllllllllllll I Cross Section thru Parking Island CITY or TUKWILII APPROVED sEP G 99 BUI DI G DIVISION RECEIVED crtY OF TUKWI(A MAY 16 1990 PERMIT CENTER Sheet Number L-2 a) a) C.) (0 5 co LJJ I 10 F-- 15; cr c 0 MI Z >-- w 0 9014 Job Number el . "3 ' :1 I I liiikt ofiliifSii rtiiiii;liliiiiiililliliiliiti . . ■•• , a.1 .5ir si riiiiiiigiililiiiiiiioliiiii vt• • i itiiiiiiiiirolool 't..,. • .... ;L. • tt.,44 1111 an (--\lee""c'\ A uN rd .11 d —1.4110 I -41111 t Lil Akg ka t ) A 11 ATIEMP_ 9111 2 11 8 AC1 3 1 71 riztig Mr- iiiew101.1 tr tactouirei:7 -- A I a-P-/›.4 F-h - (1) , e-r1r744-1t7 4# pt % LA ner: 1412A4 tx-P41- 1.4rvo 46.4.14 AT 12564, 104% 1-1.**4 2442: IA-10r) -brAN.K.6s P/xlcia 13fze7e.IN Z fl-* kiel406 roe. T*12*5 1, Ago-v.4e*, 1 I ?„." PvbcFic- - r9r Pur-td)qs rFori 67,644. TO Hwy or 54) rOr-i‘011.. Ai.12 5e 1.14krIv5 —14exrep- P CGt`1 r;v61 Pfewg )LLetAzyrr4ekLt.t_ Were T1P4 4 4404- Predi17tio1.6 Let 11444 ecAreft A14c. vozear2.et--0 - 02.g.e‘ L.A1 - 1141 H1-ii Tree Staking 14- A C1 ro N 19— To er' 2.1 WIIINOMOIMIIIPIMINNI CIIIMMIPIOWINIMIIMMINIMME111114.1111=011 almrisiar 3 /1 It f ill 0 1 5 0) rti 41 .A11 al_ ellii=miliii N 0111--- i 4- toe pece:TwAtd.41 1 Shrub Planting *et' 4r i-110661LY\ H5.le.A141 / FLU :f:27174:11- 3/ Vgjs//' 6.,n4xj.424 tzoart504,m,64,e,60%\. r-tticv6- -ror v, e;r Pt4fLtdAr oki 1 1111■11111111. • 22 • 5 tr • BUILDING +6 • L i- ALL i01 1.4 6.- TEIE. rtiq-tr-of--144q klITH zFio CZ'fITI To HeLo ver41F-1 b(1e.J.1 OP ppet-f-Ape-TwAktar? )441 Ht;, %mot 1e; .,4 4 5 F.69 -71Jc A ir& T H 8 er 0 1 1446% Fect+e- I L.40x 4;F ic 1.4mo rketae, cl-goco-605-41Woill 1-19tt t701 Aptlic-ev W ktrzedr rIaleki5e 1 Lot" PV l4tP 1 t> Drainage Rock & VVood Header Edge 7.J c? ; I I I I I I I I I I I I I 1 I I I I I I I I I I I I IIIII1111111111111111111111111111111111111111111111 1111111111111111 , 3 1, I 4 I 51 (P HEA1961 eoe (Tyr.). rEper- peTAIL. '31 Jo hi Er I 6,FI1 — — - (Th • 3 ef Nmmmawarerwavairarms■mwm..wma Ce) t•it A -el ro - o 2 -0 2 f zu Spacing Detail . .. 5 ALI -- '2 AO 64.49f NOW rO1 4WsI + f3e Tr re4 1; dolot n 5 P-A ---\ 2-4J • —MpkItkl-t to4,1 tA1P-6 4, Scale: 1" = 20' // (/ *". t woe +emelt. attlititt, 4Df 60441t FP4oVit attiiar.4 foe 44tiot+t tker ilJtoic,Attalo a 401-10Y i)ght; 4ti6c400 t� ivegrW-4J 1011 PkAel i4/ fOft)ein. fr"- iyi4IfIcAti004. Ottl51oti G6 ignic VP OF Mul414 rot fl,tst.1 Imo - ' A MUL441 14 , i 111 111111114111 IIIIIIIIIIII lllll /I lllll IIIIIM lllllllllllll I Cross Section thru Parking Island CITY or TUKWILII APPROVED sEP G 99 BUI DI G DIVISION RECEIVED crtY OF TUKWI(A MAY 16 1990 PERMIT CENTER Sheet Number L-2 a) a) C.) (0 5 co LJJ I 10 F-- 15; cr c 0 MI Z >-- w 0 9014 Job Number el . "3 ' :1 I I illy liil iii Ill II if ti Il t -j I 11bT1jitiIti riiiiiiiii I . -s • M t SZ CFzEf .F To F3LIY-i. mko ir9N( 71okJ RAW) Irrigation Schedule 61M F3 7L I t C• PLI PT I akI T LJ • I QI�11.IF�J1 �0 1,50 , `r oor- 1% I' 4JPF-A. 1 160.1--15r, 11 1604- I sQ SHAY �>'� ►a lei. cF-* I� u n i g�oc. —I2f 1 t► j' • �� n II I sO 9- -' -t -t Ii 18o4 - I 2T , 1 � 11 11 I goo - I'1%./ 4.1f5I1-0 18°1 b1-1- FLY', t' F ' o r -ur SrF2,4q 3n 1� Imo-- 1504- 54 - FLY, • iI a PAIIJ I8() -IT T, 4„ for - Or eviPe. ‘C,r ( FAN-1511 1$0 ..;6ekr, „ Pow ur 40 5TF-IP ''rI 1 12.A114.51 r-D 1451 I°4. 60m r. F 13tit sly J rh, I . 30 30 FLA i o L31f 6a - i°E I' /h" fz-Eh'ioT F Go VALVE. / 4 PE5(.o ' �( pr2' r:k: L.e GI-I F,c,' VALVE I4 V1 5 L,'.( CD 4ITI4 k- JEATI-+Ef -HATIG 80246(.p--1, Iy2„ v A6 MSTEF- VALVE r AR,16112o IraG- I2- AtuToN1ATI� 11 -1 AT!oQ T oLLEz- A1 I 1.4r6, odicr- GourLik1c.1 vAL .vt;, GLAe '2Uo ric MAI�.I LiI.lE i. GL 2 21ao Pvc. LA.TertA .. (c,lZe. Aca ki011,..0) c . f . '?o ('VG �L,EEvihlC 2P:AJIT 4 I'' P . ?AOIU� 16 ' 1 12' 12 12' 12.' 1 2' 3d ' TF AH Far7F - H EAt -p 1JF14 tale- OF PAVEr- IE141". G - 1.r.M 1.86 1 . 2?� 0. 13 1,21 04 I 0,25 vit * JI rr[ : i8oG ( ;) roP -u P I '1,1 ALL `0I -I2-1.15 15eLw �111i1i rlrlill Tr ! rI11rI1 1 . ... 2 Irrigation Notes I ' Tl I-J i J' i y A 2 A L � TO I U T 2 E i I I -$ C AT' i ok.l T I°L' J 4 . (rip S f' - j IeoLA),I t' ri-A .1T ) . 1. GENERAL CONTRACTOR TO PROVIDE INSTALLATION OF 11 OV ELECTRICAL SERVICE FROM ELECTRICAL SOURCE TO AUTOMATIC CONTROLLER, INCLUDING WIRE HOOK -UP INTO MOUNTED CONTROLLER. CONFIRM LOCATION OF CONTROLLER WITH GENERAL CONTRACTOR PRIOR TO COMMENCEMENT OF WORK. 2. GENERAL CONTRACTOR TO PROVIDE AND INSTALL 2" IRRIGATION METER AND 2" SERVICE LINE PER THE LOCATIONS SHOWN ON THE ENGINEERING PLANS. GENERAL CONTRACTOR SHALL PROVIDE A 2" THREADED CAPPED PIPE OFF OF THE WATER SERVICE AT 18" BELOW FINISH ELEVATION AT THE IRRIGATION SOURCE CONNECTION LOCATION INDICATED ON THE DRAWINGS. 3. IRRIGATIC''! CONTRACTOR SHALL OBTAIN AND PAY FOR ALL NECESSARY PERMITS AND FEES AS REQUIRED BY APPLICABLE CODES AND ORDINANCES FOR THIS WORK. ALL WRK TO BE INSTALLED CODE REQUIREMENTS AND MANUFACTURER SPEC F CAT IONS PER LOCAL 4. IRRIGATION CONTRACTOR SHALL GUARANTEE ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE YEAR FROM THE FINAL APPROVAL. IRRIGATION CONTRACTOR SHALL PROVIDE PROTECTION OF ALL PROPERTY, PERSONS, WORK IN PROGRESS, STRUCTURES, UTILITIES, WALKS, CURBS AND PAVED SURFACES. VERIFY LOCATIONS OF ALL )ERGROUND UT!LITES PRIOR TO COMMENCEMENT OF WORK AND 1-riOTECT SAID UTILITIES. 6. HEAD AND PIPE POSITIONING IS DIAGRAMATIC. ADJUST IN FIELD AS NECESSARY TO PROVIDE ADEQUATE COVERAGE. 7. IRRIGATION CONTRACTOR SHALL BE RESPONSIBLE FOR WINTERIZING THE SYSTEM AND ACTIVATING THE SYSTEM (ONCE EACH) PER THE SPECIFICATIONS AS PART OF THIS WORK. 8. REFER TO SPECIFICATIONS AND PLANS FOR ADDITIONAL NOTES. I,1I w01,1t T IoN Scale: 1" = 20' -O" • • CITY OF TUKWILA APPROVED SFP G .'s BO I.DING DIVISION RECEIVED CITY OF TUKWILA May 1 6 1990 PERMIT CENTER .. �T r a l e a II i L II Designed M6 Drawn Checked ob•�� - 5 GM° 1311‘11111•11111•11111 1111.11MININIMMUJIMPOININNINIM4 I N�Y�LL I'D•-ur Wi t. He. *1 ClI. ,cNt? J r N ISL4 •, teloc7Ct, Nt s, ril.41 alzAt ' ry ; 14 LIEN: SIDE VIEW I, t4'11M AitwrWa* - IN i 41oN NOT ' 1l. 4 W-. I 1 a4 1 'I'tJ 1 : ��t ►,, Iw, I i16tAL -rte WA1x 4 -fAU.- 1 Fr t.4�t? 5" r•N 1 ate. ab' To rAvC- e5yr Triple Swing r.- / mama. i r* I o$.J p,,.:644) ri4 41 1 F4 . NI flP1*- C- 1111.8" ' , . I N•L_ (or m''i ). z 1:j' ____ c)90Tizo . LD&,ATlo►-t 131 -S fit. 1 IG G -rpaW VA M e' v4,LVe opx --- !� L JN n� - fvG e-4I°I. e' n I 5 iu 4} Sa fnm gwo lyejt ��✓l� { /�La: 10r^ frr) ob Remote Control Valve Wtf 69'41.11 to: lrll -� AN(L flm - , i brrN =-- to' rye. .. 1 ,647ArrEfe- Ith, Ct rV'�t• r'ir11"1t�4� {. .�I e, MCI r oun* W 1 BUILDING #6 mo' 44 47 C1 Quick Coupling Valve ALL (.441-v FIrfI 4 -p V F. k!I ft ''T' " e roi-4 rie.. r T t49. 2221 "r Eav•.,. • 2" 11111111 tlr1111 1111111 Il11111 11x 111 1 I 6 11 1111111 1111111 111111f 1111111 II11I I _ 1( 2I .. 4� 5 TH 1 4 ! �: B EY , i XI T 6 ;11111 3 111111111 iiiill�ll ii11l�11i ii ll� li i rl I � r�lii Ilf (II ( iiilriii lill IIIIIIIII Ilil Illl i 1I1I l I CVLIPM C,1- It:ll<- VVLVe. Ia1JIo1J (rrp) ,Tot' 4- egt VALVE arms /.r 5LY G11Y Arrpeaveo VAULT 1 /Ltt7 OF famlimv) Kkorti2. vvLvt. 6I~ ieaUir &) — dtMC+c c oUrLItJ VAt.,v� mo_ I u •ot .4 a b % °.. 1 4 V.7 Pyci Ly _ L , i1 ► J wart: �' °tiID' t'I�a+I)4 A LL E /IOED UL' a AL A�t�V -v 1 p u A,ILTI�,ol IN VA ! TN . Point Of Connection Scale: 1" = 20'-0" G oHPA6 � 146CAtie..te �w � Tf PAviNc, Sleeving Detail NOTE: Uri ��"� � �, 1 � p`v'� 4 , .001401-u my N . PP. moti.4 4140.14• Il• t /' ro ptt'. SCP 199! BUIL N . IYISION Trencnin Def ail a A>c LWOW Cr f1r 1411V 4C-C4Vr% CITY OF 1111%i/hit APPROVED RECEIVED CRY OF TUKWIIA MAY 16 1990 PERMIT CENTER (0 a z CO LLB I 0 5 c , c 0 lc ca w > 1 w . 0 Sheet. Number iiiiliiii i £ tt� liiii i . W �.,. ttiilitit i i .,,u � � iii i &i, 1� � ��Ifl1jl R� - ; 8 li iiIi ,,ti.�8 i� � it I �:¢� - - 9 i i i iiiiij 4 E V�u •f_ ✓1 Y ‘'.. t- \_ \ , SA • • • • s. 13. 14. 15. 1 1 1 = 50 ,r '1 4 • OL ors Y ' t 1 •'1 b :41• .:tit S • f,C I I •! • • I a .a•. _. I • o e q 4 9e 5 11 IX' !, S K•.r _ 1 • ` J r, e •', . 6• •• • • lair/ 'p , $ •ot • 11 1400•0 1 .t, .� u t a. 11 i• s Yty; T 3 •S 4 • = 0 i A Q� (o 4 4 BUILDING 3m # '1 ■ . F. as 19.50 > r / V V \ / SAN. SEWER - t7 LEANOU \ RI MC a1 5..$T 5 \ y I ,E. = 1 1.9 V' SIDE SEWER @ 0.01 FT /FT \T EXISTING SEWER MH #6 \ ' (O HA5 EFLAT TOP) d, I.E. = II.:40 (IN) t - 11.30 (OUT) \ dy � O � \4 x 3 eol. 2 O • • t 5' N. 3901 s , • • St Yid \irl• IV, �._ WyL,, I IL, •2• S1 S. ,s J S ✓ • 4 4 r , . r =Y +0 t ks. 4 y . ' 1 1OT•t• S. :i a I1"x8" LOCKING CLEANOUT DETAIL • , 4"40u rir I'. LIMIT OF PAY ITEM FOR PIPE .1 • r- • c'. 411. ,.. S 0 • • I1 is r • ` ' a e .`xc 5 �i • Ilr:ll l- 1..� a 1 sit n•OC .,. vw•. ti ` r h i c Y }: • S 4, 1" •• 12 I S 1 44Y J I. 4" 4 urns i^• _1...,..3A...i• p • _p ; r. e" • A.2., 1 • • • NI • ' 1 k . _ L.'•• 1. . • '' w d B L 2:t 1, 1 t �<,• ' •JCT1 I Was hin t • SAN. SEWER CLEANOUT RIM = 15.45 I.E. a 12.14 I M I II. 1 150 "• S S 'r +f.0 ,1 SS I LI 2' -0 SOUARE CONC. PAD -- 6" - 45° 'Bk:ND COMPACTO BACKFILL NOT TO SCALE INSTALL WATtRTIGHT PLUG LIMIT OF PAY ITEM FOR CLEANOUT I • \ f� S: SS t,,, 5 .1w • $ • i IMP RATING - -20 EXISTING \ BUILDING # F.F. 19.50 No 74 LF 6` PVC SIDE SEWER \\ @ 0.01 FT/FT p H EXIS rIP LOCKING CLEANOUT O.F.CO. ` t• 0 DIIK'Ati1 /,SH 'p. C� NG V L EXISTING 62 LE. 6" PVC SIDE @ . 0.02 FT /FT CAP FOR FOR DEPTH a LOCATION LEGAL DESCRIPTION EXISTING .. SAN. SEWER MH #4 , RIM - I e.35 LE. - 7.95 (IN) I.E. - 7.85 (OUT) EXISTING BUILDING #4 F.F. = 20.50 Ny • SAN. #5 RIM - 17.23 I.E. 9.90 (IN) I.E. n 9.80 (OUT) SANITARY SEWER I?LA6V • •- zz z / 17, SE „Ep EXISTyijG EXISTING BUILDING #2 F.F. a 20.50 • • A .. SAN. SEWER MH *7 RIM 1 7.81 I.E. _ 8 S IR 2- �� -___ 099 All 111:1t certain real property situ :rte in the County of King, Si:tti.Of Washington, being a portion' of Government Co crnmcnt Wt 6 and a portion of the Southwctt quarter of the Northwest quarter of Section IQ, Township 23 North, Range 4 East, W.M., and a portion of Government Lot 3 and a portion of the Southeast quarter of the Northeast quarter of Section 9, Township 23 North, Range 4 East, W.M., and being more particularly described as follows; BEGINNING , I:C1NN1 , N Cara �' i p tot 1t feet clistant westerly, when ntc:asurecl .: .ght angles from the Ease Matginstl Way Center Line Survey ut' Primary Sitttc No.1, Fo.rer Interchange to South 118th Street at Highway Engineer's Station E1vIW 26:t -(X); THENCE from said POINT OF BEGINNING" along,thcivcsterty line of lands condemned by the State of Washington in Superior Court Cause No 6 697'Souih 07° 12' 12" East, 593.29 feet to a point on the right-of-way line of the lands conveyed to the State of Washington by deed recorded in Volume 3860 at Pae 462 (A.V:' #4978335) King €ounly Reccords ti TH,'NCE along said right -of -way line North 88° 15' 15` West, 630.35 feet; THENCE North 79' 45' 5r" West, 359.22 feet; THENCE from tangent that bears North 82° 32' 317° West along the arc of a curve to the right having a radius of 748.60 feet and a Central angle of 34' 30' 00Y, and arc length pf 450.76 fcet4 0 02' �, 7 HENCE tangent to the preceding curve, Mirth 48 0� 30 West, 373.84 feet; .s. THENCE North I1° 18' 30" East, 303.74: feet more or less to the ordinary high water line of the Duwantish River as evidenced by the line of vegetation; THENCE easterly along said ordinary high water line to its iuterscction with the weS;crly line of the lands conveyed to the State of Washington for Si' otidary State Highway No. 5 -M by deed recorded in Volume 4707 at Page 435 (A.F. #5937874) King County records; THENCE along last said westerly line ;Ind the westerly. line of lands condemned by the State of Washington in Superior, Court Cause, No 646697, South 11 24' 56' East, 368.92 feet more or less to the POINT OF BEGINNING. • FUTURE PHASE SURVEY DATA • OR gEPTH rol I.E. = EXISTING 60 LF 6" PVC S EWER S FO PTH & LOCATION SIDESEWER 7.1% • EXISTING R I 1. • BOUNDARY FROM 'A,1....T.A. SURVEY MAP BY WILSEY & HAM DATED TOPOGRAPHY FROM BARGHAUSEN CONSULTING ENGINEERS, INC. ON P Eo-o 6.25 eee ra) Rs //-- 117/ BUILDING #6 ro CO cO Tr BUILDING #5 F.F. 21.50 • A S G RIM 18.62 4.12 (OUT) gigiSLTFINOI-PVC SIDE CAP & STAKE FOR SE I 9 LEGEND r MINNOW FUTURE PHASE R 21.0± I.E. = 14.5 I.E. PROPOSED SANITARY SEWER LINE PROPOSED . (FUTURE) SANITARY SEWER LINE CAPPED SIDE SEWER LINE SANITARY SEWER LINE W/ MANHOLE b PVC S1DESEWER STING 60 " PV DE WER STUB EX. 294 • r. • !FUTURE PHASE NEW CO 44 LF 8" PVC 0.006 FT/FT STING 60 ' PVC SIDE SEWER TROL P ANEL 20' ig cd EXISTING SAN. SEWER MH #1 RIM 21.23 col 1 L GIASS CR FOR LIFT S A $EE SANITARY SEWER. LIFT TATION DETAIL SHEET 2. ONTRACTOR TO ADJUST IM EL. TO MATCH PRO- /POSED GRADES STATION BY OTHERS SURFACE ■ 5-3 \St. lomat CO tig leat o co 0 , co u) 0 , hem C Eno . 0 CL (13 CO CM 0 CI cu 0 ctl co • C gm. 6) r 91 co Lu OP a) 0 f; C a k t mow IMP) Ire es ro Nadi di 0 En sues 0 lag C 1101 2 o ca cc co 0 CL CO 111 Ct I o Q. Q . co Construction shall be in accordance with Val Vue Sewer District Con/reel ept.Aleallons 8 the City of Tukwila Public Vicirks Sewer Cooslroction a development otds., which. ever is more Stringent. Contractor shall provide Certificate of 1nsurahce naming Vol Vise Sewer District in the amount of 1,000,000 Dollars combined single bodily injury and Property Damage. 1 3 2 . . All PVC pipe and lilting; shall meal extra strength minimum of sdr-35 of the requirements of . ASTM specifIcollons D and may be PVC 7 46, DI or equivolenl. Maxinium allowable deflection at each joint shall not e.xceed one.half of the manufacturer's recommended permissible deflection. 118316 tot All trenches shall be compacted prior to testing sewer lines for acceptance. 0 SANITARY SEWER NOTES: 9. Side sewers shall be tested for acceptance at the same time thy mairt sewer it tested, 4. Slope for c scocrs shall be 2%. 5. All side sewers shall oe capped so/watertight plug, and shall be marked for locition wax4 stake, painted white, marked 'sewer with depth, unless otherwise approved by the engineer. New connections to existing facilities shall be sealed off until upstream construction is finished, tested, cleaned and accepted. All construction debris and water shall be removed prior to opening the seal. Bedding for all PVC sewer pipe shall he class B, with minimum of e over top of and 6' below pipe. 10. New connections to existing manholes or sewer lines shall be sealed off until upstream construction is finish.vi, tested, clearoal and accepted. All construction debris and water shall So removed prior to opening the seal. Contractor shall verify locations and dimensions of all existing utilities and improvements prior 11. to construction whether shown on those plans or not. The edstence and approximate locations of these structure. and utilities was determined by =arching available, public documents, and the actual locations may be somewhat different. Engineer does not warrant that all edsting utilities have been shown. It shall be the contractor's responsibility to notify the appropriate utilities involved prior to ernstruction activities. 12. Contractor shall adjust all manhole rims to flush wainal finished grades. Number and location of side sewers shown arc approximate only and may be changed as required during construction contractor shall notify engineer when exact locations arc N N COntracior shall maintain a minimum of 10 feet separation between all wader and Sewer lines. Any conflicts shall be reported to VAL VUE sewer district and the engineer prior to construction. It shall be the contractor's responsibility to ensure that no conflicts exist between sanitary sewer lines and proposcx1 or existing Aorm lines p:ior to constortion. The deanouts to be installed as shown as esch side sewer at the building connection. 16. It shall he thc contractor's responsibility to notify the telephone company, tho gas company, the 17. power company, and the cable t.v. company prior or construction so that these other utilities can prepare . the necessary plans for the extension of their respective utilities. It shall !le the contractor's responsibility to coordinate these activitiee during construction. 18. All manholes to have minimum ol 2 feel of rubble °ad 6" of pea gravel under the base. 19. All main Nnes to have a minimum of 2 feet of lounclotton rubble and 6" a pea gravel under ail lines. and to have on adecwits 8. equal compactiOn al all sides of :he pipes. LOCKING CLEANOUT /2SS BOLTS TO N .,, NN, BE PROVIDED FOB CLEANOUTS IN RIGHT-OF-WAY DRIVEWAYS. CLEANOUTS ON PRIVATE PROPERTY TO BE 6" DELOW SURFACE W15# FERROUS SCRAP ATTACHED. WYE WITH 6' BRANCH 1111111 1111111 11111111111111111111111 • PER aTY REVIEW Designed D:B. 'lasso • VICINITY MAP • ;•-fr I IP , • • . „; 5 r • 1 Vs , c mit ••/.. Is S .1 • 4. •• IL; 1 • 4 ; ' SITE CA/K A: est:_itt- INSTALL' EXISTING I - 845* BEND (MJxFL) 1 - 8" 11 BEND (FLxMJ) CONC. BLOCKING • : '' 1 .7 • : s. . 1 ••!: II • • • / . Z Z r: - . sT •". 1 *t. 121 i! '4'• -a . • ' s 1 7••••••. 2.1 • - ..k 1 T ,` I ' : !!!' •• i •;.• 1 ■ ,, I il 1 P, • • ' 1 S jif" S ;•.:! •1 VW. Al 1 11, ■31 ; t • 0 e. .it ,' • r 0 . sr ••■ 4 , • • I , L 7$(.7.• Si • 77 " • , • .4 :f. _1 ; s • )T4 s• •. ;^r zi' - • L •.• „ ST • •[4• • .t1 'ts • cz) o co 0 4 , Is) • INSTALL' EXISTING i I - 8 TEE (FLxMJ) I - 8" GATE VALVE (FL) i 8" 45* BEND (FLxMJ) CONC. BLOCKING EXISTING BUILDING #3 INSTALL EXISTING I TEE (MJxF1..) 1-6' GATE VALVE (FLxMJ) 17 LF 6" DI EXTENTION I-FIRE HYDRANT ASSY. PER DET. CONC. BLOCKING INSTALL' EXISTING 1-8' TEE (MJxFL) 1-8" GATE VALVE FLxMJ) CONC. BLOCKING 11 • I EX. 177 LF 8" DJ. - CL. 52 EX. I LF 8" D.I. -C. 52 • . • .__ • 4 '0 INSTALL • INSTALL' EX I - 8 90° BEND (MJ) ON€LQ csk, ti• 111 . 1 11Paut ay A '6 EX. t.F ._ a . D LL. 52 INSTALL' EX, 1-8" TEE (MJxFL) 1-8* GATE VALVE (FLxMJ) CONC. BLOCKING INS TALL' EXISTING I - 8" x 6" TEE (MJxFL) I - 8" GATE VALVE (MJ xMJ) I - 6" GATE VALVE (FLxMJ) 2 LF DI SPOOL 15 LF 6" DI EXTENSION FIRE HYD. ASSY. PER DET CONC. BLOCKING EXISTING BUILDING #1 cc EXISTING SWING VALVE BACKFLOW PREVENTER TO BE PROVIDED IN BUILDING (SIZE & LOCATION TO BE DETERMINED BY SPRINKLER DESIGNER) TYPICAL EACH BLDG. if EX INSTALL' EX. - 8" x 6 TEE (MJxFL) I - 6" GATE VALVE (FLxMJ) 15 LF 6" DI EXTENSION . I-FIRE HYD. ASSY. PER DET. CONC. BLOCKING INS I - 8 x 6" TEE (MJKFL) '1 - 6' GATE VALVE (FLxMJ) 15 LF 6" DI EXTENSION I- FIRE HYD. ASSY. PER DETAIL CONC. BLOCKING EX t- ) 125 ‘-r- D.1. CI_ 52 EXS TING SWING-VALVE BACKFLOW PREVENTER TO, BE PROVIDED IN BUILDING (SIZE & LOCATION TO BE DETERMINED BY SPRINKLER DESIGNER) TYP. EACH BUILDING EXISTING 27 LF 8" D.I. EXISTING 10 LF D.I. CL. 52 o INSTALL EX. 22 BEND (MJ) CONC. BLKG. .1111 • 4 . • . • 3 SO z CT C. s 800 • T 1116.110 V • 5 5 1 5 1 •4 .! 4; 7/ I * 1 A • I 001114112 5 • \ • 4 • I • a 2. i 41... ' • . 5 4 ,r #1,:i.4`_'; J....re...4 „,, . .L U c • I 7.'„_t:‘4,1: fZ• • 'I 4 ..-:`'.,,,•? SU'A ST • • A LE z I 4 - 5 1 •c2s•0•,..., $144.2 1 U. 4 S 43•4. • gate • . 2' V"07 • Course %, tc. • ( 4 it C. I. , r e e • el$ NOT TO SCALE S I,A . . , ,,:,..,..._ pit „, , ....- _ ,i . • a( . k.,,.... r. 7 1117.•.• II 7 . • "Illoo ▪ • 2 VI :.■ 12 Is I 1.4 s • L• A: ‘$* • ▪ ' s' ...e • -- 1 JVashingtot LEGAL DESCRIPTION „. ,..,g 4" s' 1"4 1 1 1- .. e.."....- r . •4 b k: - . 12171 :11. 1 1 .4:?s■ ' ) , ! ZL, . :7_,..............„. j.,! s-_......_Li IIND 4 , .0 „.. .3„.„... , • .,.......:......-.,- , . ,,,„ -----1 . -,.. . .: . ,„ , .,,..., , 4.. ., A .. ' S MI ' I ' - , • „.------if 1 - - , ..:..---..r. ° •BlitM, •-• . EARL ..-Jc T - 1 S a S sr. SE I TING S 15 LF 8" D.I. 3' S IN ALL' EX. tr TEE (FL) - 8 GATE VALVES (FLKMJ) I - 8" ADAPTOR (FLxMJ) CONC. BLOCKING • INSTALL' EXISTING 77 EXIST. 27 LF 8 XIS TING 2" WATER SERVICE (TYP.) 3' T.YP. C- 40 LF 8 INS ALL' E I-8" TEE (44,1x 1-8" GATE VALV.... CONC. BLOCKING I - 8" x 6 TEE MJxFL) I 6" GATE VALVE (FLxMJ) I 5 LF 6" bl EXTENSION I-FIRE HYD. il■SSY. PER DETAIL o . BLOCKING EX. 22 LE 8" D.I. A • • • • • INSTALL' EXISTING Lx Mc.1) • I - 8" x 6" TEE (MJxFL) I - 6" GATE VALVE (FLxMJ) 17 L:F 6" EXTENSION FIRE HYb. ASSY. PER DET. CONC. BLOCKING EXISTING BUILDING #2 INSTALL' EXISTING • 1-8" TEE (FL) , • 2-8" GATE VALVES (FLxMJ) 1-8' ADAPTOR (FLxMJ) ONC. BLOCKING 1 - 8 x 6" TEE (MLIKFL) I -. 6" GATE VALVE (FLxM,.1) I k-g-ef EXTENSION IFIRE SY. PER DET, ONC._ L9KIN .014.111. IMMO • BL vo 15 CL. 52 elm= or • JhLj„A,LLI • EXISTIN I-10"x6" TEE (18.1 -6" GATE VALVg (FLxMJ) LF 6" DI EX E NSION E HYD. ASS?. PER DET. . BLOCK G !STING 2 (1■01 EXISTING ST All that certain mat property situate in the County Of King, Stttc.: of Washington, being a pOrtion of Governineni LA:1 6 and a portion of the SOlifilw01 quarter Of the Northwest quarter of Section 10, Township 23 North, Range 4 East, W.M., and a - portion of Government Lot 3 and a portion of the Southeast quarter of the Northeast quarter of Section 9, Township 23 North, Range,4 East, W.M., and being more particularly described as follows: . • • BEGINNING ' at point 1D0 feet distant we.sterly, when measured at right angles from the East Marginal Way/Center Line Survey of Priniary Soto Highway No.1, Foster Interchange to South 118th Street at HiOway Engineers Station EMW 26-1-00; THENCE fryrri said POINT OF BEGINNING along the, wc.sterly line of lands condemned by the State of WaShingtrin in Superior Court Cause No. 646697 Soulh 07° 12* re East, 593.29 feet to a point on the right of y line of the lands conveyed to the n State of W:ishingto by deed recorded in V01,,le- 3860 at Pae 4 (A.R #4978335) King eounty Records; • THENCE alon said right line North 88 15' 15" West, 60.5 'feet; THENCE North 79° 45' sr West, 359.22 feel; . • -- THENCE from tangent that bears North 8r:32' 30" West along the arc of a curve to thel having a radius of 748.60 feet and a central angle or 34 30' 00% and arc length of 450.76 feet; THENCE tangent to the preceding curve. North 48°. 0' 30" NVest, 373.84 feet; THENCE North 11° 18' 30" East, 303.74 feet more or less to the ordinary high water line of the DuwamishRiver as evidenced by the line of vegetation; 1 easterly along said ordinary hue to its inter(:ction'with the westerly line of the lands conveyed to the State of Washington for Secondary State Highway No. 5-M by deed recorded in Volume 4707 at Page 435 (A.F. #59.1774) King County reords; THENCE along last said weserly' lin&and the westerly line of lands condemned by thoNSiate of Washington in Superior Court Cause No. 646697, Srmth 11° 24' 56' East, 36/1.92 feet more Or less to the POINT OF BEGINNING. .. mo Warr WO° osiows • sm. swam wer sorrow swain NC. LOCKING EXISTING 28 LF 8' D.I. E.52 1 0. EXISTING. BUILDING #4 EXISTING s SWING VALVE B LOW PREVENTER TO BE PROVIDED N LOCATION TO BE DETE SPRINKLER DESIGNER) TYP. EACH BUILDING ED BY HASH XIST. 55 LF D.I. • • 4 EXISTING , 2" WATER/ SERVICE EXISTING .4a I. F 8" II • /1 FUTURE PHASE 3' TYP INSTALL,' I- 10" x tfia TEE (FLA FL) 26 LF I -10" x 8" REDUCER (WEST) (FLxMJ) I - 10" ADAPTOR (FLAW) I - 8" GATE VALVE (FLxMJ) - ---CONC. BLOCKING SWI kLV1BACI<FLOW PREVENT TO BE PR. D IN BIJILDING (SIZE & LOCATION TO B TERICTINE,Q BY SPRINKLER DESIGNER 'OR-- EACH BUILDING • 0/ • c 1-108" xt x (MJ FL 1-8'• GATE VA (FLxMJ ON. BLOCKING II S R, SURVEY DATA B6UNDARY FROM A.L.T.A. SURVEY MAP BY WILSEY & HAM VERTICAL DATUM' U.S.C. & G.S. MSL BM #URS 392-6-11. EL. 11.58 TOPOGRAPHY FROM BARGHLUSEN CONSULTING ENGINEERS, & 1017180 THROUGH 10/14/88 AND 1117/88. // Sa 42 12 I --Er _ EXISTING 28 LF 10" D.1. \ ZET2 // 1/ 1/ • /1 // // INC. ON 8/3 INSTALL' EXISTING 4-8' CROSS JFL) 2-8" ADAPTORS (FLxMJ) 2-8" GATE - VALVES (FLKMJ) 6 LF 8" D.I. EXISTING TE AFL) I-6' GATE VALVE (FLxMJ) 1-6" PLUG 30 LF 6" DI EXTENSION I-FIRE HYD. ASSY. PER DETAIL \ CONC. BLOCKING EXISTING 55 LF 8" DI CL. 52 INSTALL: EXISTING I TEE (MdxFL) I-8" GATE VALVE (FLxMJ) CONC. BLOCKING BUILDING #6 INSTALL' 1-8 TEE (MJxFt..) 1-6" GATE VALVE (FLxM1J) 2OLF 6" DI EXTENSION I-FIRE HYD.' ASSY. PER DETAIL " 1 4° BEND NC, BUILDING #5 SWING-VALVE B W P TO BE PROVIDED IN BUILDING (SIZE & LOCATION TO BE DETERMINED BY ): DESIGNER) TYP. FOR EACH BUILDING 40 LF 8" D.I. INSTALL I - 8 'TEE (MJxFL) I - 6" GATE VALVE (FLxMJ) 40 • LF D.I. EXTENSIbN 1 - FIRE HYDRANT ASSEMBLY PER DETAIL CONC. BLOCKING 35 LF F L) V $1MJ) LAISTALL! 1-8" TEE (MJxFli 1 1-8" GATE VALVE (FLxMJ) I CONC. BLOCKING al 10 LE 8 DJ. it) • CL:-52 ER E (TYP.) • REMOVE EX ST. 8 PLIO I-10" 45' INSTALL INSTALL CONC. EILKG. • CONC BL NG BEND I 1 BEND IvI OM OF DRAIN PIPE FROM BOTT ---- T TO DRAINAC F 8" D.I. 1 1 FUTURE PHASE' ______ I INSTALL: OA j 1-8" TEE _ 1-8" GATE VALVE E (FLxMJ) , I CONC. BLOCKING SWING VALVE BACKFLOW PR 1 V NTER I r TO BE PROVIDED IN BUILDIN ( IZE & 1 LOCATION TO BE OFTERMINc Y I i SPRINKLER DESIGNER) TYP. FUO 1 EACH BUILDING 1 - I CONC. BL x A 91 DATED 7128/87. yi • • Se 1 E (MJ) 2 LF 8" DI SPOOL/ - 8* GATE .VALV5 CMJxMJI CONC. BLOCKING IS 1-8' TEE ' NJ) 2-8' GATE VALVE CONC. BLOCKING N ATE VAL 23 LF 6' DI EXTEN-10 c l irsiS N - o FI7 c E . B H L Y O D E C 7 K A IN S G S 1 7. DE • 1$'1s. is F • INSTALL': r. Ir.tr8" TEE IFL*MJ) I_-108° REDUCER (EAST) (MJ34MJ) 2 LF 8 D.1. SPOOL 1-8' GATE VALVE (F CONC. BLOCKING TYP LF 8" D.I. 3' ."-• -CI (M,1x M FUTURE PHASE INSTALL' • 1 - >4 6" TEE (M&FL) I - GATE VALVE (FLxMJ) LF 6" Dl EXTENSIoN 1-FIR ASSY. PER OETAIL CONC. BL. 30.3 II LS " D.I. CL. 52 ..... 1 - GA 17 LF 6" DI EX HYD. ASS CONGUCBLOCKLNG 6 G T A ( ,■ tv ,)e F ( 1 -FIRE_H_YDRANT A MB Y PER DE 4...IL R,1 CONC. BLOCK6-... T -4,1xFL) LVE ON -INSTALL' 1-8' TEE (MJxFL) I-8* GATE VALVE (FLxMJ) CONC. BLOCKINQ INSTALL' I - 8" 90' BEND (MJ) CONC. BLOCKING INSTALL' • • 10 LF 8" DJ. CL. 52 • 2 t!Ir 2 4 190 D 0,./111) ) 65 3'1 CD Fl _ 1 • .1 11 " WAT I t I WITH 2'' SERVICE D.I. 8 LF 10" D.I, • DOUBLE ASSY. IN PER DET EX. 10' W M ET ATR ETE T ONC. V INSTALL' 1 - 8" 6 TEE (MJxFL) 1 - 6" GATE VALVE (FL J) 14 LF 6" DI EXTUNISION I-FIRE HYD. ASSY. PER D TAIL 1-8" PLUG (MJ) - o CONC. BLOCKING II 3:1 Pr TER INSTALL' 1-8")&6" TEE (M&FL) 1-6' GATE ALVE (FLxMJ) 12 LF 9" DI. EXTENSION I-FIRE HYD. ASSY. PER DETh -8" PLUG (MJ) CONC. BLOCKING 5 ) EX.I2' , WATER # - VAL T. 2) 5-- AM ••• • u. 1 INSTALL' EXISTING - x 6" TEE (WWI.) I .7. 6" GATE VA+ VE (Fl xMJ) 22 LF 6" DI EXTENSION ASSY. p l -FIRE CONC. BLOCKING D U W WATERMAIN EXTENSION PLAN INTALL, I - 8" x 6' TEE (FL) I - Er GATE VALVE (FLxMJ) ' I - 6 GATE VALVE (FLxMJ) I - 8" ADAPTOR (FLxMJ) 30 LE 6" DI EXTENSION I-FIRE HYD. ASSY. PER DETAIL CONC. BLOCKING s., 1111111111111j101111 9 111111111 INSTALL' I - 8" •x 6" TEE (M&FL) 1 - 6" GATE VALVE (FLMJI 20 LF 6" DI EXTENSION 1-FIRE FWD. ASSY. PER DETAIL CONC. BLOCKING • I 1 1 I I { I I I 1 I 1 I I II i I I I I I I I 1 I 1 I 1 I 1 I I I I I I I I 1 II 1 I 1 1 1 I 1 I I I I I 1 11 I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 11 1 I I 1 ' ' II I ' 21 3 I ' 51 No 18 • INSTALL' I -ayx 6' TEE (MJFL) I - 6" GATE VALVE (FLxMJ) LF 6, DI EXTENSION • i-FIRE HYD. ASSY. PER DETAIL CONC. BLOCKING LEGEND = = = = = = EXISTING WATERMAIN PROPOSED WATER LINE PROPOSED (FUTURE) WATER LINE REDUCER AND GATE VALVE BFND WITH CONCTE BLOCKING TEE WITH GATE VALVE AND CONCRETE BLOCKING PROrOSED FIRE HYDRANT ASSEMBLY NEW SAN. SEWER • /' Co II LLI 1 INSTALL / 2-8" GATE VALVES (FLMJ) I-10 GATE VALVE (FLxMJ) 2-10x8" REDUCERS (FL) I-10" CROSS (FL) 1-10" ADAPTOR (MJxFL) I-10" 45' BEND CONC. BLOCKING EXISTING 12" WATER So 116th \St. . • NEW SEWER LIFT STATION • - En DOUBLE CHECK VALVE ASSEMBLY IN CONC. VAULT PER DET., SEE DETAIL. SHEET 2 LIVE TAP EXIST. WATERMAIN AND INSTALL' I-10x10' TAPPING TEE No- TAPPING GATE VALVE (',LxMJ) CONC. BLOCKING IRRIGATION METERS W/ 2" SERVICE • • To' 0 PS 0 dl (.01 *±" 0. 0 C 0 P OS Siii V • 12111 0 Ai ......, 41 ii =Mali" 2.0' 3/ • Will 11110411 IF-Pri, Ili 101171111001'1111 ffillUVIIIIIIIMIERIS 11111PAIIIIIKIIVIWASINS id MEIN WV Mai IN 2,0' Wilat.14110.0111404 1111134111110/411.1411011111Malltia iv wirgiMATNIMUIRMORIMA filltaialptlititiallail .0 Sismai NU Fil mu taMillii.uuMitlilrkil . hi tiliMiN11111.7101111111MUMI Illfaill WAR Mil Mum Unri.311111RIMilliWil 0• kitillaW11_1;111010i11,111MILIFIll liorWisitatilliistLilialtill lirM 11 01E - 1111113/001M1111131 arfaltitiallatkillINIS InilillIMMIlligIlUsitio , VERTICAL $1.0041110 FOR 16. OWN Ma 5' arl 3/4" 2.0' . ) Min VW " linal Illiiflllt.iugIIIfflm PIERMINCIUMMIll 1117: I 2 Ma liEnal LUG 11131111Maimi1 i tililhilli Ai f = I iiiiiiiii - 18„ .. ,i,, rillillil IIIII11711 9.:.., 1011111111 1 111111111 1101111111111111;111111111111 • WATER NOTES: 7rtner.714.. V.:443:=1=41.4: C. Contractor to furnish all materials. • MWC:2411■1.....4,17= Contractor shall verify all existing utilities in the fic: 2. Contractor shall notify engineer a minimum of 48 hours in advance of all requests for staking, testing or inspection. 3. Contractor is responsible for control required at the time of staking. 4. Contractor shall furnish shop drawings fo: approval where required by the detail specifications and for variation from the engineers design. 5. ' Contractor shall insalt equipment in accordance with manufacturers recommendations and Water District #125 specifications. 7. 6', 8, 10" and 12" ductile iron pipe class 52. 8. Mueller gate valves and Fire. hydrants. 9. Cut-ins and live taps to be made by contractor. Water District #125 superintendent and engineer must be notified 48 hour in advance. 10. Cast iron mechanical joint sleeve couplings required. 11.. Mueller 11-615 tapping sleeve with flange outlet and Mueller H-667 tapping valve with mechanical toint outlet required for live taps. Any exception must be approved by Water District #125 superintendent. 12. Contractor in responsible for verifying all existing pipe types and sizes for couplings, connections, cat-ins, live taps. 13. 3-1/2 foot minimum cover. 14. Developer to pay for state, city and county inspection fees. I 5. Coordinate meter location with Water District # 125 superintendent. 16. Fire hydrants and mains to be operational prior to commencement of construelion. 17. No changes are to be make without written approval by the Water District #125 superintendent or engineer. 18. Refer to conditions and stardards for all remaining notes and details. 13. All Water line Construction shall be Completed in Accordance wIlh Water District #125 and the City of Tukwila Public Works Water Construction & Development standards whichever is more Stringent. / • 6 1 1/2" 0 WASHED ROCK BASE DETECTOR CHECK. TYPE - . 2" ROCKWELL...DB PREC!SION WATER. METER CONCRETE gA Yr t • 11; MAINS. • TAP 8 "ANO LARGER] . 211 OOPPER SERVICE LINE LENGTH AS REQUIRED • TAPPING VALVE WITH MJ OUTLET MUELLER H-661 OR EQUAL. NOTE' ROMAC S S T WITH STAINLESS STEEL FLANGE IS ONLY APPROVED EDUAL. 2 - FLANGE COUPLING AD4PTORS, ROCKWELL 912 OR EQUAL 2- MUELLER GATE VALVES. FLXFL, 0. S&Y 34*X34" MiN CLEAR OPENING W/ GALV STL LID & FRAME PER AASHO hi-20 05ESIGN LOADS LID TO BE CENTERED. 6" MIN CLEARANCE TO VALVE WHEN FULLY OPEN MIN 4'6* - 10'0C WATERTIGHT GROUT 4 8 ALL VAULT PENETRATIONS 3'6' -- 60 12 GRATE AND SUMP., PROVIDE 4" PIPE TO DAYLIGHT OR MIN • 1/4 CY ROCK SUMP IF APPROVED BY DISTRICT ENGINEER NOTES: 1. COVER SHALL EXTEND 6" ABOVE GRADE '. METER BOX .7 I 12' MIN STD. DETAIL No. 3 - CUT. INTO EXIST. MAIN D.S.H.S. APPROVED DOUBLE DETECTOR CHECK VALVE ASSEMBLY HERSEY ODC-!I OR FEBCO 806 TYPE YO 'OR APPROVED Eat/AL. CONC. VAULT- PROVIDE SHOP DRAWINGS .TO ENGINEER PRIOR ,TO INSTALLATION SIZE TO MEET MINIMUM CLEARANCE _ MIN 1o" - 6 12' --- 10•0C z 1 APPING SLEEVE WITH OUTLET, FLANGE MUELLER H -CS OR EQUAL FOR DI ANO CI. MUELLER H-419 FOR AC. NOTE' =TALL STANDAR° 4X 4" CONCRETE VALVE MARKER SEE STANDARD DETAIL NO.5 4111111 W11•111•11111PE 7711 PLAN • NTS i . ickyi lig iii ?II G ST P PLARRp' _ COPPER OR mu LL R COMPRESSION !1•411.1:41 4. SECTION 12' MIN -1 111lat - - , 111 7 3[1111-1z - L-ill -- 4" MIN DETECTOR CHECK TYPE - .1 WHEN VAULT IS NOT IN TRAFFIC AREA. • 2. SLOPE PAVEMENT AWAY FPOM COVER WHEN VAULT IS IN TRAFFIC AREA.. PROVIDE. LID RISER WHEN REQUIRED FOR r;',VEHENT SLOPE. 3 . BYPASS METER TO READ IN CUBIC FF.ET. • N.T.S. sj FLAR D Cteaf,3 OR MUELLER COMPRESSION _ CORP. STOP ROCKWELL 10"x2" DOUBLE STRAP SERVICE SADDLE WATER MAIN STD. DETAIL No. 12 - SERVICE CONNECTION • 1 tr) § 1***. z S. t n a l•:. • i • P4 tEc 14.4-r 2-54gOieeL. • • • Cow. ef,LocK. 541 ACV.LE stocer- 1 ^4 - t wAt44E1, GFO■Vet- er rii.To 10 FT. I) N4Meee duitbk.c.LiTreir.„%%*461416,LLeP.FiKewecwr LArktikt be LocArec KELA,Tiolt4 TO c51 c..extelikuktel Pi* %ttptcgrep 014 Tk4e DRAwit4C20. - d 10%146%0e CtT"( LAtdirea. 14yosto4ry! To. Kkie 2.- 2'z III.1 4Q Pottr 4 I -44/2" PUSAPMFL PORT; (stozrao%4AL.. var# TiAttear Xi tai .v. 0. 1WrIKAM1 (MUELLER HYDRANT OR COML.) W/ OIL BATH RESERVOIR 3 FT. MIN. BEHIND CURB WHEN WO - SIDEWALK EX"ISTS OR PhOrOSED IN COIV. SIDEHA p. K. t PLAN. G • FIRE HYDRANT SETTING DETAIL • culte• Gurrelt. FINt544 pkilatotlatliT .$41M•••••••• ,. ••••••" 114 • ••••12••••••••••••1044•N•0•011.01.16 CmsT moo voki,mwooK (0 ViRECKIPE. GATE. VAI...Ve. cikci 'got Tee. LiktWert .30%2T ClOUGUenli $164.0C1C.4144. MEC14,041C4hL..40iHT N.T.S. • • • Cn 0 4 co U CO • .:(tV(t;;-S,■t. -4..,44416/ • • 4 . • 04;4 - I 11 . I .",21 I -' 14 1 'f./ • ;. N.7 • 111144 / ,iy• PROVIDE THRUST ELOEK £ " 6rogr2 A. HYDRANTS SHALL BE EQUIPPED WITH NO N.S.T. HOSE PORTS AND 'ONE 'Aft. pumFER DISCHARGE PORT At40 SHAU. HAVE A op PENTAGON OPEN OPERATING NUT. HYDONTS SHALL HAVE A 6" M.J. BOTTOM CONNECTION AND 51/4" MAIN VALVE OPENING; SHALL 86 DESIGNED FOR A 42" BURY AND SHALL HAVE 18" ABOVE GRADE MIL TO PUM- PER DI3O4ARGE PORT. 8. TO BE U. L. APPROVED AND HAVE A 2 OPERATING NUT, C. 18" TOP' SECTION CAST IRON VALVE BOX WM SLIDING EXTEMICI4 (RIOI W/TAB$). D. 1 - CAST IRON TEE - Mo.i. X M.J. X F. L. F. 2-3/4" COATED STEEL SHAME RODS. G. k cY - coNo. MIX FOUR IN PLACE To BLOCK mAINTAIN CVARANCE FOR 80LTs. H4 HYDRANT INSTALLATIONS TO ee PER TH15 STANDARD PLAN AND REQUIREMENTS OP TuKwILA MUNICIPAL CODE 14.24 AND CITY ORDINANCE #729, DETAIL. FIRE HYDRANT morel: FIRE HYDRANT GUARD POST DETAIL X. ' I 41" I I , 51 I No.,. 4 do • " & 4 11 ifth• • 4 FIRE HYDRANT TO 8E PAINTED WITH TWO COATS CM "RUSTOLEU 1/659 YELLOW GLOSS, HYCRANTS TO BE MUELLER SAra2415 OR WELLER A-419, OR EQUAL. •yrioNTs CMFORM TO A.W.W.A. SPECIFICATIONS C 502-54) SHALL 3E COMPRESSIO*TYPE AND SHALL HAVE 2-PIECE BREAK- ING PLANGe WITH 8REAKIN3 Tilt 8LE AT THE SWAM LINE OF ---**-- s'n94. HYDRANTS SHALL C.CNFORM 70 Orr ORD1NANcE #729. pu•eex TO FACE STREET OR AS DIRECTED BY FIRE DEPARTte4T. HYDRANT %WA, HAve A SELF DRY SONNET WITH FACTORY FILLED RESERVOIR" HOLOIN4 APPRQX. Ur a otrices OP OIL. OIL RESERVOIR SHALL HAVE NOT LESS THAA TWO "0" RING SEALS. THE UPPER STEM SHALL HAVE A BRASS SLEEVE. • .:-.. VO. COURSE GRAVEL OR GROHS 0 ROCK (3" to it") ELEVATION ffIRIS HYDRANT GUARD POST' *post to valve distance GUARD POST SHALL SE 6' LONG x 9" OIAM ETER PRECAST CONCRETE POSTS OR 8* LON() x 8" OIAMSTER CONCRETE FILLED DUCTILE atom POSTS. PAINT WITH TWO COATS OF fauST•OLEUM Na 271143411 GLOSS YELLOW PAINT. 4 HYDOANI ..4•41,■ FL TEE PLAN N.T.S. N.T.S. tifEPTICAlp 111.0CKING rol .1, 1/4 I/2 BINDS NOTES: 1. ODNCRETE BLOCKING BASED ON 200 PSI PRESSURE AND 2500 PSI CONCRETE • 2. 3/4" 0 RESTRAINING RODS REQUIRED TO MAD Mau FIELD REQUIREMENTS CONCRETE BLOCKING DETA 1.1MEI P IN IMIEMIN 1411 MMEMINIIIIIIII•111111111.114. JUL 2 4 1990 GALVANIZED, THREADED RODS AND PIPE CLAMPS vir VeRTICAL BLOCKING FOR 111/4 22y, 30', 45 AM 90 BENDS N.T.S. 460 430 1101 co 1 : 1 OD 41 , 0 ,. a < • 0 REVISED PER CITY REVIEW