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HomeMy WebLinkAboutPermit 6032 - Associated Grocers - Phase I AdditionASS0d1lED GgoCE BPO3a APPHOVED FOR BUILDING ISSUANCE BY: � :dl , OFFICIAL DATE: L/ -4W6 to be true and correct. All provisions herein or not. The granting of of any other state or local laws for and obtain this building permit. ,/.04 I hereby certify t at I have read and a ined this permit and know the same of law and ordinances governing this work will be complied with, whether specified this permit does not presume to give authority to violate or cancel the provisions regulating s ction or the • : - • rmance or work. I am authorized to sign SIGNATURE: E • irk /6___. DATE: 4- 24- 90 PRINT NAME: 7DAV ID a, 1 Q(,J1-- COMPANY: CO A A -14_ GR P PROPERTY OWNER Associated Grocers PHONE 365 -9190 ADDRESS 10700 Meridian Avenue North Suite 406, Seattle, WA jZ 98133 -9014 CONTRACTOR Gall Landau Young PHONE 451 -8877 ADDRESS 100 116th Avenue, Bellevue, WA IZ 98008 -0728 WA. ST. CONTRACTOR'S LICENSE # GALLI *337CF EXP DATE 9 - - ARCHITECT CNA i ' - • . • PHONE 882-6060 ADDRESS 3050 152nd Avenue N.E. , Redmond. WA ZIP 98052 TYPE OF CONSTRUCTION: I I - UBC EDITION (year) 88 SETBACKS: N - S - E - W - FIRE PROTECTION: QSprinklers 0 Detectors O N/A UTILITY PERMITS REQUIRED? O Yes ® o (through Pyblic Works) ZONING: M -1 BAR /LAND USE CONDITIONSEYes ® No CONDITIONS (other than those noted on or attached to permit/plans): PLAN CHECK FEE _L966.00 1.278.00 6557 3 -09 -q0 BUILDING SURCHARGE DESCRIPTION AMOUNT RCPT # DATE BUILDING PERMIT FEE / 6557 3 - 09 - 90 PLAN CHECK FEE _L966.00 1.278.00 6557 3 -09 -q0 BUILDING SURCHARGE 4.50 6557 3 -09 -90 ENERGY SURCHARGE SQUARE FEET OCC. LOAD TOTAL SQUARE FEET OTHER: ^ TOTAL - 3,248.50 USE .4 / / CODE COMPLIANCE / / / FLOUR 4 SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET TOTAL OCC. LOAD TOTAL CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. DATE ISSUED: SI RESS CERTIFICATE OF OCCUPANCY NO. c) - t p - 9 3301 S Norfolk BUILDU3 PERMIT (POST WITH INSPEdrION CARD AND PLANS IN A CONSPICUOUS LOCATION) PLAN CH SUI Phase I addition to existing perishables building. DATE ISSUED: FEES PROJFCT INFORMATION VALU 0 • -U •N - $ 478,289.00 PROJECT NAME/TENANT ASSESSOR ACCOUNT # Associated Grows 24 - 0 ® TYPE OF 0 New Building Addition T enant Improvement (commercial) L) Demolition (bu ilding) Li Grading/Fill WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other: DESCRIBE WORK TO BE DONE: 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 —' DATE READY DATE NOTIFIED ' } [i BY: _rae6 PERMIT EXPIRES 2nd NOTIFICATION BY: (init.) AMOUNT OWING 3RD NOTIFICATION BY: (init.) PLAN CHECK NUMBER BUILDING PERMIT APPLICATION TRACKING PROJECT NAME Rstc_k ClroC,ex SITE ADDRESS 3501 S Mor -Folk SUITE NO. 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) REVIEW COMPLETED HIM SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE 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. iDE►Afl:.._. 04 BUILDING - r l y - 9 o initial review El FIRE f@ PLANNING PUBLIC WORKS N I As 0 OTHER 21 BUILDING - 4-231O final review ATE: PPROY (ROUTED) !-' -M -10 INIT: 1\7 INID TYPE OF CONSTRUCTION: UBC EDITION (year): INIT: 4-Z5-90 INIT:4 QUIREME ME CONSULTANT: Date Sent - 3- / 4- go Date Approved - FIRE PROTECTION: Sprinklers FIRE DEPT. LETTER DATED: Detectors (1 N/A INSPECTOR: S /L ZONING: ,'—/ 'BAR/LAND USE CONDITIONS? f Yes U No REFERENCE FILE NOS.: MINIMUM SETBACKS: N- E- UTILITY PERMITS REQUIRED? (] Yes (VNo PUBLIC WORKS LETTER DATED: ICI o n ew� bi : c. w ol•k5 Pe( mi SITE ADDRESS SUITE # VALUE OF CONSTRUCTION - $L -] 1 Q PROJECT NAME/TENANT / r/: (I� 7 () - _ ' . ' <" ASSESSOR CQ NT # : --7 - y �, 7 "_ T) TYPE OF U New Building U•Addition U Tenant Improvement (commercial) Li Demolition (building) WORK: 0 Rack Storage 0 Reroof U Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: 'i =1.%J " -c= - ter, - 41- (D1)(77 C/1 - { ;,a l 7 /Jb ,c- 1 � ,,.. m .. ..,.. 4 , BUILDING USE (office(warehouse,)etc.) NATURE OF BUSINESS: WILL THERE BE A CHANGE IN USE? / U No U Yes IF YES, EXPLAIN: SQUARE FOOTAGE - Building: - 2 67,6 Tenant Space: Area of Construction: 26, rc 5,c= WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? �Q No 0 Yes IF YES, EXPLAIN: ���-= IIIMMTIVIMIIIIKWAII PROPERTY OWNER ., ' , ,z - - t � � )6 . - PHONE-S� ",- --c---1/ lU ADDRESS / :) - �'( ) ,�cd�:-'2/hj ,�. ,-/-U - ZIP �� fjl>: - ` l° ',/ /;/r)E17� Zvi? - z1 ( 1 "CONTRACTOR t' � 416- L . Al /e.) "'lnJ'L�' PHONE4t -7 ^`r,- _� ,/ ADDRESS / �`. t) i / f';. / 77 4 , �K. -vE C/�'4? =" 1 �_. r•L -. ctz-'E =. l /UPI' ZIP . ��'cx) fl a r`' WA. ST. CONTRACTOR'S LICENSE # ���/ T - EXP. DATE G _ 30 _. 90 ARCHITECT — _./v.�- i /7. , (.-= >,:f7 vy PHONE c b ��lD ADDRESS / l' ,`� :_? ! L i�,Vi`7 14'(,/#2 =' Al ' .- r `' r "" - ? }r /r J / /f.y - r fill i^ ZIP r_ :! < ?r! - .__. _ •:Tla O UNT araigntMEMINUNII Iii• •r 111.11111,,�i RCPT # DATE ;: • c - R F O1111111 "c�"�':� IIIIIIIIIIIIII PLAN CHECK FEE '=UILDING. SURCHARGE ENERGY SURCHARGE � � � •THER: ���-= IIIMMTIVIMIIIIKWAII TOTAL - CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 APPLICATION MUST BE FILLED OUT COMPLETELY BUILDII\3 PERMIT APPLICATION FEES (for staff use only) I1 IT HORIZED T APPLY I H EREBY!GERTIF Y'.T ' %t >HAY. >: O: FC TR UE At :CORRE C►'t, AND AM SIGNATURE r\ BUILDING OWNER OR AUTHORIZED AGENT PRINT NAME ✓ / t 4.cs r'G. //V ADDRESS CONTACT PERSON am . . ^ _ DATE 3 C /�f PHONE r4;'Z . /o(� CITY /ZIP S HONE s7s 040) It /ig B8 2 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 (Immunity DP"elopm9nt Prior to application submittal. Contact the Permit Coordinator at 133 - 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 3 DATE APPLICATION EXPIRES NI('. COMMERCIAL NEW COMMERCIAL BUILDINGS /ADDITIONS Completed building permit application (one for each structure) 2 1 Assessor Account Number Two sets (2) of the following: Specifications � Ye-C kW 6l�t3 • L Structural calculations stamped by a Washington State licensed . engineer Soils report stamped by a Washington State licensed engineer X Topographical survey Energy calculations stamped by a Washington State licensed engineer or architect j Legal description yY Working drawings, stamped by a Washington State licensed architect, which include: 4 g plan u Architectural drawings \'Structural drawings 1, Mechanical drawings V Elevations V• Civil drawings \,* Landscape plan El Completed utility permit application (one for entire project) Six (6) sets of civil drawings NOTE: See utility permit application and checklist for specific utility submittal requirements. RACK STORAGE Completed building permit application Assessor Account Number Two (2) sets of plans, which include: Building floor plan showing: • Entire space where racks will be located • Exit doors • Dimensions of all Tenant space floor plan showing rack storage layout, aisles and exits. • NOTE: include dimensions of racks (height, width and length), aisles and exit ways on plan n Structural calculations stamped by a Washington State licensed engineer (rack storage 8' and over) RESIDENTIAL ................... NEW SINGLE- FAMILY DWELLINGS /ADDITIONS n Completed building permit application (one for each structure) F1 Legal description n Assessor Account Number Two sets (2) of working drawings, which include: • Site plan • Foundation plan • Floor plan • Roof plan • Building elevations (all views) • Building cross - section • Structural framing plans J Washington State Energy Code data Completed utility permit application Six (6) sets of site plans showing utilities NOTE: Building site plan and utility site plan may be combined. See utility permit application and checklist for specific submittal requirements. Adaibonai topographical and soils information may be required if unique she Conditions. SI aMITTAL CHECKJST COMMERCIAL TENANT IMPROVEMENTS C Completed building permit application (one for each structure or tenant) E Assessor Account Number Two (2) sets of construction plans, which include: C Site plan • Location of tenant space • Existing and proposed parking El Overall building plan • Tenant location • Use of adjacent (common wall) tenant • Overall dimensions of building or square footage Floor plan of proposed tenant space • .Tenant space plan with use of each room labelled. • Exit doors, egress patterns. • New walls, existing wall, and wails to be demolished. - Construction details • Cross sections showing wall construction and method of attachment for floor and ceiling. n Structural calculations stamped by a Washington State licensed engineer may be required if structural work is to be done (2 sets) NOTE: If any utility work Is to be done, submit separate utility permit application and plans. REROOF I Completed building permit application (one for each structure) Assessor Account Number Narrative describing existing roof, material being removed, and material being installed. NOTE: A certification letter is required prior to final inspection and sign- off of the permit ANTENNA/SATELUTE DISHES Completed building permit application Assessor Account Number C Two (2) sets of plans, which include: - Site Plan (showing building and location of antenna/satellite dish) C Details antenna/satellite dish and method of attachment E Structural calculations stamped by a Washington State licensed engineer may be required RESIDENTIAL REMODELS n. Completed building permit application (one for each structure) n Assessor Account. Number C Two (2) sets of working drawings, which include. • Site plan •'Foundation plan • Flcwr. pion • Roof plan • Building elevations (all views) • Building cross- section • Structural framing plans NOTE: If any utility work Is to be done provide utility permit application and plans must be submitted. REROOFS C Completed building permit application (one for each structure) C Assessor Account Number E Narrative describing existing roof, material being removed, and material being installed. NOTE: A certification letter Is required prior to final inspection and sign off of the permit. TO: FROM: DATE: SUBJECT: (10 /T2.MEMO) City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433-1800 Gary L. VanDusen, Mayor MEMORANDUM Sh e.. i - 350.1t btlar IcI90 -P\5o c i oa (a o c e r S - C.GLl CS . \JcK) 0 r\ oC i bos cX on (3uRdlirl� Va \Voaion to. a_ f\p ‘. , 1cf%9 ( m \ e 2 s i Ch voter 3, U • f3. C . UJ c�.Y�h ov _ alp, 136 r6 - 9p.e~ 11 - N Spri►'1Kl.er.eci Qo %o C o S k peY sct - X o O . = 6 $ a c o z t e rnad;f; eY = I .30 QPsf. P) 13U js. j = Li . 7% cp . oo vawation 3U.ae('1r j o Pe rm* 1, 9 Co ). ors ? \ or Cln I a oo r Cl" 04 gP__ �, P v 1 - 0t0.\ 3, a'-1s . o CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 26 3 5 /0 II- / 7 6X I - 2-- i3x.lcz z/i qn .s 20`-10 S'y (( 28 / j5e1d)c:.: X 9 30 e l. C)-( 1 J 1 — ( - 2 � , � / 9b36-D 69'yo FIELD TEST DATA TRUCK SAMPLED /6 / TRUCK TICKET NO. ti 75--2 • TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR / / 2 WATER .s 2 .2 S'y TOTAL DATE l G -AS 0 FILE NO. v - /Oc) 2 PROJECT / Sde/141 ?z7 KPAei ed/2S LOCATION . S /00 le. vs.. /4 BLDG. PERMIT NO. 16 3 2. OWNER WEATHER c3z/c=72n s % TEMP AT / /. 'O G AM S AT PM ENGINEER ARCHITECT CONTRACTOR tom. ('4, Lf BATCH DATA FOR 1 CUBIC YARD DESIGN WEIOITS % MOIST ADJUSTED WElairt CEMENT 6 FA. / e CA. rr 2._ S� WATER . 2 7 e TOTAL TO: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 4 47 (f.v iv.$) ATTN l 7a6 ,9 d y' --07 e MIX NO. to 6 w CONCRETE: e")C 7 PRODUCERS AEA. ADMIII'A)t 6 G PLACEMENT AREA & NOTES CYLINDER REPO SEE FIELD REPORT NO. �S COMPRESSIVE STRENGTH CEMENT ryi /i INSPECTOR: COPES TO: C C O 1\1 STR .(XXt 0 N , - 1 - U KWI LR A. A. R. BLDG. DEPT 11-2:-.c1 O , 1I -2.6- c p SIGNED' N 2465 CU. YARDS PLACED /y CAC12 % DESIGN STRENGTH "4010 O v . LAB RATORY, INC. Nib 4 i'.. 'r EA 'l► !; . 3.57 MARK SIZE AREA (SO. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED LBS. RS I. GA a/ 1C / 2 - -x'. 3. 5/ 0 • 0 Y • -7C- /, /,/9a 4/0..2 /go d.2 -2 ho 7 .2 e a 8 / / 9 0 -7 o / S 7 a' /6/ d 441_0_0 S S7e, O aid c„.,,s- 6 c oc / z ( la EXECUTIVE OFFICES 3220 - 17th Avenue West Seattle, WA 98119 (206) 282 -0666 Fax (206) 282-0710 MAILING ADDRESS \v PACIFIC PACIFIC TESTING LABORATORIES ` A SSOc. ;cc ( . ra . o • 30K ,396.3 5eJ/ /e WA• 98.2 G� bid v ATTENTION: PROJECT K/0.ae L 1 X t .. s:ri✓ LOCATION k wale. NUMBER ORD. ! tJ CONTRACTOR 10 6 . . G/a r TEST EQUIPMENT ID NO'S. AND & DESCRIPTIONCO "^'P A " !�• 1/937 TEMP. /'� DATE MIXING WEATHER �I '1•G� CAST ����� �9G PLANT ��L'QN CEMENT PROPORTIONS ElLbs. ❑ Sacks /Cu. Yd. (Not Certified by P. T. Lab) 7 .711 TYPE OF CEMENT TRUCK J t• TICKET N 6 / SAMPLING IN ACCORDANCE WITH APPLICABLE CODE AND SPEC ? icy POUR LOCATION AND NOTES: C•SE AGG. - FINE AGG ® Lbs. ❑ In. Max. Q Lbs. a05/10 i y3 s • SLUMP �. ins SUPER PLASTICIZED SLUMP J ^tnr 4; ( +- r ,Q /J,1t40 /1 u • P" 2 , p- /4/ � ��" 6• //. , , e. • 3 ` /mod e ; r P 1 ° . L e s . 1 Cy /a. der s Oes '>�- ke of `�ru f`� u /4_? P tea; fi t- S It) P . C onrad 'te I I C.t � Itcv.d r Q (fwd. 6 7, Y a ifeJ A ta ci P -�� , 9- S -3 R . All re-See. "This report is provided for the Information of the client only. Th Laboratories is prohibited." "This certification attests to the accuracy of the results obtained 1 inspection. approval or acceptance of other associated work or a Certified Report by Pacific Testing Laboratories CR 89.2 COMPRESSION TEST RESULTS `� . , ORT NUMBER C 5 6 8 6 9 ?, PREVIOUS RPT. NO c,61 V` n s 8 695 TACOMA DIVISION 2402 Pacific Highway East Tacoma, WA 98424 (206) 922 -9299 Fax (206) 922 -1512 BY PORTEDf1 / �, rx BYVIE NUMBER L . 2 3 / S r NU e ARCHITECT �- , ry �1. ENGINEER P-L�• DATE CAST ld�.? 1 DATE __II CERTIFICATE NUMBER 9 , oats ASTM TEST METHOD NO. C 3 1, 3 / /VJ'f,7 •• DESIGN SAMPL J STRENGTH lc 3oou TYPE CrQ4T ADMIX ❑ Per Sack ® Per {..J AIR A.) T °o' QUANTITY 9 err! ce C Ar 4 MIX W rob MIX PROPORT VEFIED , / BY BATCHING S IONS UPERVISI /gyp DATE SAMPLE RECEIVED /d - Yd A ta. I i• • don of tbi ap>< arjt tie y arran 'dual test performed and /or obsery ions m of design or workability ol,lbg. ICalion • -_• - \ NI ;TORIES a ft ¶. F.p $ J O WORK CONFORMS YES 114 NO ❑ nsmitlal by any means to a third party without the written permission of Pacific Testing e within the defined scope of the work. Certification shall not be construed to represent quirements n ,- DATE MARK SIZE AREA (SO. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED LBS. P.S.I. J� $ /z / 2$.30 //- -2. -9 //- 2.3 - 40 7 8 l26a-dz /'7 (,u -',v / 7 6 by o 4 y 4 7- G C ^'i I; C1 C V // - 2 3 -9 27 EXECUTIVE OFFICES 3220 -17th Avenue West Seattle, WA 98119 (206) 282 -0666 Fax (206) 282 -0710 MAILING ADDRESS PROJECT LOCATION Certified Report by Pacific Testing Laboratories CR89.2 PACIFIC TESTIN LABORATORIES $ O � �t,G REPORTED 1 ' irt4 CAS T 7 `� BY . #2 • 23o v 3 / �� BY REVIEWED( PERMIT I / '- C) 7 - `J C.) $�F.'7TL 1/1/X, 9 Y / 2-y NUMBER 7 .4-4.4-DATE 3 NUMBER ATE 90V ers 00 SS ARCHITECT CNA . ENGINEER /q 1 W. / / W. CONTRACTOR C L Nei{ ATTENTION: Rig 'VOO iti 1NX/21 yvvsl Picp, /0),) 7V x ( / LG, PURCH. ORD. NUMBER COMPRESSION TEST RESULTS TEST EQUIPMENT ID NO'S. AND DESCRIPTION COMP Amex/ 13A 1 14 A R I 2 3 ASTM TEST METHOD NO. C —3 // a 9a / 4/ /7' WEATHER it( a v S //NNY CAST / a — 24(-q0 PLANT e4 ' V STRENGTH Ic O �� TYPE SAMPLE x /2 , �y CEMENT C'SE AGG. .. FINE AGG. ADMIX PROPORTIONS 1 Lbs. ❑ Sacks /Cu. Yd. W Lbs. ❑ In, Max. QLbs 5 . : 44/12 0 Per Sack ❑ Per (Not Certified by P. T. Lab) 4 / 9 y 204/C7 / W35 ,y _2S5 t IS GaI.NgV w�4— 5 2 3 // 4P0r4 °W sire TYPE OF CEMENT Z-14 ; SLUMP ins AIR ° o• QUANTITY Cu Yd TRUCK / TICKET # ‘7 SO SUPER PLASTICIZED SLUMP MIX # S 2 i/ SAMPLING IN ACCORDANCE WITH f r MIX PROPORTIONS SUPERVISION? N Co DATE SAMPLE /0 - r7- y o APPLICABLE CODE AND SPEC ? BY n RECEIVED POUR LOCATION AND NOTES C ONCRC Ty PL 4oww 4r f A N1~ l.s 1 /. ' , 2 L v , 2. 4 23, 2, 2 90, it 3 9, 2/, 2 5 , 27 3 3 3 / � 25 . 1 RfsTXL. A_N,D St tbs 4PPrAR£D T C °AJFO,Qm To ,9,°, oL'go P1.A4s. Co IVCR17 woof PI.Acf) /3 4 / I' /C /77 1CNAN /GAIt f' v/BA'4TT "9.Ch CO,vG 'rrC WAS ALL /vtRtt, To s - jaE 4r ,9 2 // /.vo - - p ,00512 Gvi7W .4)/ ON S /17. .rom£ STAND/A/4 WA riw /A/ P.4N %S l (1 3 9, 33 * 29 '911 wOk,- APPZ,o,R£.o ro . A./TN ,4P) RoPr , P1.4 , — o /9 r aB. C, ■ r rtuRK CONFORMS YES 2NO ❑ i • • - This report is provided for the information of the client only. The reproduction of this report by any method and eta ranamittal by any means to a third par 1 it •ut the written permission of Pacific Testing Laboratories is prohibited" "This certification attests to the accuracy of the results obtained from the actual test performed and /or observations mace within the defined scope of the work. Certification shall not be construed to represent Inspection, approval or acceptance of other associated work or a warranty o) d)s 'en or workability of the specification requirements: i NUMBER CR 5 3 8 8 PREVIOUS RPT. NO _56 ° 2 a TACOMA DIVISION 2402 Pacific Highway East Tacoma, WA 98424 (206) 922 -9299 Fax (206) 922-1512 / o — 2 6'- 9 0 t DATE u V G EXECUTIVE OFFICES 3220 - 17th Avenue West Seattle, WA 98119 (206) 282-0666 Fax (206) 282-0710 MAILING ADDRESS PROJECT ASTM TEST METHOD (AS APPLICABLE) EQUIPMENT IDENTIFICATION AND S/N (AS APPLICABLE) LR 89.2 PACIFIC TESTING' LABORATORIES A. 6 , 9. D, Sfax 3743 S el. /e . G)a• 590 ATTENTION: soy 6c,Z, jG N l . L PURCH. ORD. LOCATION vv/ S /V d. , / F NUMBER (+ s: ft' das / � re cj r, es Tr: I -Cr vsti4/ i�Spc'� 4. r v •J o ' t re - S 4e ( / F, r c a r t e .� s%r ..7-/-_.0 ,, �".0 1'114 0 x S This report Is provided for the Information of the client only. The reproduction of this report by any method and its transmittal by any means to a third party without the written permission of Pacific Testing Laboratories Is prohibited' This certification attests to the accuracy of the results obtained from the actual test performed and /or observations made within the defined scope of the work. Certification shall not be construed to represent inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements' Certified Report by Pacific Testing Laboratories DATE ii - � 8 - REPORTER 3i BY REVIEWED BY :REPORT NUMBER LR 6 5 C v rel PREVIOUS RPT. NO 1.1 re 79 TACOMA DIVISION 2402 Pacific Highway East Tacoma, WA 98424 (206) 922-9299 Fax (206) 922-1512 Vg DATE She /AO �%► DATE ,!'- -78'l '-' PERMIT NUMBER .8 ER 62 NUMBER ATE£ cc2sS. -, -ti.A ENGINEER P. rz . k). ; �-0vs / . ARCHITECT CONTRACTOR 40 V/ ��.uc 9 / 4-4‘.-N, 6 re 6 - /6 - , 0,./c /6 . C e - }• e cF-r CITY (it- 1 O ,,,_q PLANNING l) PT, WORK CONFORMS YE,NO ❑ FIELD CONTACT: DATE EXECUTIVE OFFICES 3220 - 17th Avenue West Seattle, WA 98119 (206) 282-0666 Fax (206) 282-0710 MAILING ADDRESS LOCATION LR 89.2 A. G. ASTM TEST METHOD (AS APPLICABLE) 3 ___S.eu.� /e , ()/L. 98/2 A 1�( J PROJECT 0-(e- /oUS e I i 9 x,4 5 i v S Not -of k /lc fr i V f EQUIPMENT IDENTIFICATION AND S/N (AS APPLICABLE) PURCH. ORD. NUMBER ARCHITECT ENGINEER PACIFIC TESTING LABORATORIES BY PORTED N • 4 , /;� fxci DATE " ` 7 0 By VIEWE� Y J J ( - / - DATE l/ , - �a PERMIT NUMBER !Dd 3f) CONTRACTOR G c. IQ f K piv r as ref vs ? c 'r tB, ens 4 a.r✓d AV' . ' ea f E e d,S..P.- / /okr7� O •REPORT NUMBER LR 6 tz J n C PREVIOUS RPT. NO TACOMA DIVISION 2402 Pacific Highway East Tacoma, WA 98424 (206) 922 -9299 Fax (206) 922 -1512 NUMBER 9. Doss WORK CONFORMS YES it NO ❑ "This report is provided for the information of the client only. The reproduction of this report by any method and Its transmittal by any means to a third party without the written permission of Pacific Testing Laboratories is prohibited" "This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent Inspection, approval or acceptance of other associated work or a warranty of de Ign or workability of the specification requirements: Certified Report by J Pacific Testing Laboratories DATE / /-'J'7` FIELD CONTACT: DATE MARK SIZE AREA (SO. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH E CHHECKED cia / c Cl LBS. PS I. A lax /z `• ;v 0-2" • (..> , /Qd // l ? Aga 2$ ,2e _ q j1.-- zicao� /6-)5 o --. S 7it� So'`o .s- j L.Q it 4.2 cu EXECUTIVE OFFICES 3220 - 17th Avenue West Seattle, WA 98119 (206) 282-0666 Fax (206) 282-0710 MAILING ADDRESS PROJECT _6 (.10x. 374 5eo.j' /e We. PACIFIC TESTIN y ATTENTION: '��•• Lro --�� -L a_ce 1LiJS — 1C + OA4✓r, a�y� LOCATION �� s.1 I ) 0. NUMBER PURCH. ORD. COMPRESSION TEST RESULTS LABORATORIES REPORTED BY REVIEWED BY NUMBER �o? 3 8 ' ORT NUMBER CR 56870 PREVIOUS RPT. NO _ S6 ed9.5 ARCHITECT C. A • A - Z ENGINEER • L CONTRACTOR K/ • S 7 • f / . TACOMA DIVISION 2402 Pacific Highway East Tacoma, WA 98424 (206) 922-9299 Fax (206) 922 -1512 DATE l CAST 10 S"' (D G DATE 1 dV cl 2 NUMBER ATE9� 9 • c TEST EQUIPMENT ID NO'S. AND DESCRIPTION / eitov / ! &C- . a A + 'i CAST 1 C' l J)I� PLAN (C TEMP. 8 i• / i hD WEATHER u �/ CEMENT ?Lbs. ❑ Sacks /Cu, Yd. (Not Certified by P. T''LLab) INy TYPE OF CEMENT I- - TRUCK , of SAMPLING IN ACCORDANCE WITH APPLICABLE CODE AND SPEC ? Certified Report by Pacific Testing Laboratorie CR 89-2 9e C'SE AGG. Lbs, ❑ In, Max. .2 0'7 • SLUMP / I, "This report is provided for the information of the client only. The reproduction of this report by any m Laboratories is prohibited' This certification attests to the accuracy of the results obtained from the actual test performed and/or inspection, approval or acceptance of other associated work or a arranly of design or workability of ll FINE AGG. ® Lbs. Idcr . iv 7 TICKET k /07578 SUPER PLASTICIZED SLUMP MIX PROPORTIONS VERIFIED BY BATCHING SUPERVISION? tt ins AIR It) T ASTM TEST METHOD NO. . C 3/, •? 9 , /y- 7,�7,? DESIGN SAMPLE STRENGTH 1c v34J O TYPE erjwe•ire. T e ADMIX ❑ Per Sack ® Per a R kA 1V t> °o• QUANTITY MIX # 64,23d/ DATE SAMPLE .,a( RECEIVED DATE // f'D Cu Yd POUR LOCATION AND NOTES / �y �� / 1 [ 1 1 !D e" l-� V Q.C'r4°' �tT C�'►�T -r�r! c-ga erL I, ' r��l� WORK CONFORMS YES 54 NO ❑ od a� i ts tr alb a t r / without the written permission of Pacific Testing ervatiors made within the defined scope of the wort. Certification shall not be construed to represent specifidation requirements" 1 1 MARK SIZE AREA (SO. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED LBS. P.S.I. A r�X l 2 2- E, 3 v l i- z -- q o 7 I I try 2a-o Sly1�p S 'f " �- C7' C-1 B /I - 23-?0 '� 7 / /try- / fie, -o0o C // - 23 -90 2 r EXECUTIVE OFFICES 3220 - 17th Avenue West Seattle, WA 98119 (206) 282-0666 Fax (206) 282 -0710 MAILING ADDRESS PROJECT LOCATION PACIFIC TESTIN LABORATORIES /4f5 o - ' /Arr , ‘/POGZrRS REPORTED ern /TN CAST Q — c -eig 1 0 O ox 3 7‘.3 BYVIEWEC �y _ATE I � - D'5 - 1 o SfAr "W4, 97/ (f 2 / P RMIT ` / 2. 3 j NUMBER CERTIFICATE qDa4 . 055 ARCHITECT G N' '' WAR(HotSL gX/3AiuS/oN ENGINEER / G, / / G.. � . RD CONTRACTOR W. . Ci.A y� K �' ` ATTENTION A' f' ' o 0 L 1"v KW /uA TEST EQUIPMENT ID NO'S. AND DESCRIPTION TEMP & n O p� WEATHER v /� C CAST • " CEMENT PROP V VLbs. ❑ Sacks /Cu. Yd. (Not Certified by P. T. Lab) `, 7 if TYPE OF CEMENT 6' it SAMPLING IN ACCORDANCE WITH APPLICABLE CODE AND SPEC ? Certified Report by Pacific Testing Laboratories CR 89.2 PURCH. ORD. COMPRESSION TEST RESULTS 4 RA Nu373 acr ,IN Cm/r1R "40/. r �(- Iv MIXING PLANT C'SE AGG. 44 FrINNEE AGG. L1 Lbs. ❑ In. Max. `LJ' Lbs 1 '2. 10 /-/2 a . 2.5 Az /1 SLUMP 'PORT NUMBER CR ? 5 4 4 01 PREVIOUS RPT. NO Sy 37 Y( TACOMA DIVISION 2402 Pacific Highway East Tacoma, WA 98424 (206) 922-9299 Fax (206) 922 -1512 ASTM TEST METHOD NO G - 3 . 3 q.ag 311 72 DESIGN 3 00 0 SAMPLE d) / 2 STRENGTH fc TYPE ADMIX ❑ Per Sack ❑ Per WRA - +Z ins AIR °o QUANTITY Cu Yd TRUCK / 2. 6 TICKET # 2/y. SUPER PLASTICIZED SLUMP MIX # 21 1 MIX PROPORTIONS VERIFIED A DATE SAMPLE t) -'2 7- BY BATCHING SUPERVISION? RECEIVED • POUR LOCATION AND NOTES: J,/S'P Crib pp � ^S'rZf L - /A/ 1 LS 3, /1 3 AT CVI.O 3 U /LV /N6- /9LL R£S7TfL 9 £/7201as 4PPPA1?(P ro /31 /4/ Pi. 4ci /9N, 7 cm/sown To /I PPR a Vi..p PL//N5. 69LsO //vsfre711? Rr•s rrr'L f OR PAN 1- / 7 ,or fRtrz�i4 Wt. i VC . . /S .(It " LL 07' 13r Pot/R D 4r / 2/f?7E. NO Z6?1BS C oNG'£Tr P'L,4Crp !3 J Po/' P /7'i (CN4A/1 G/4LL }' v/ 41-1- WVRK Af3L4RWO Tv C oNFoRjy/ r /9ppi /e.gete U. R C. ANA 44. ' yak aoe1 M 914N1'L I 3 / J �L 3,11 V /L� (/ C I • O ' • ' r ' , 4 i 1 ;WORK CONFORMS YES � NO ❑ "This report is provided for the information of the client only. The reproduction of this report by any method and y iflat t4®Vme»s� 19rty withou( the written permission of Pacific Testing Laboratories is prohibited." • ,/ 'This certification attests to the accuracy of the results obtained from the actual test performed and /or observatio made ithin the defined scope of the work. ertifi ion shall not be construed to represent inspection, approval or acceptance of other associated work or a warren • of design or workability of the specific on req " •• .-..- 1 PACIFICE TEST:'r:1 LABOrATORiES DATE MARK SIZE AREA (SO. IN.) DATE TESTED TEST T AGE ULTIMATE STRENGTH CHECKED LBS. P.S.I. A Gzj ( 2 2- 2 II 60 G D)pyi t il_CLS' / .3...9 s -u.,..7 / `.ti o C.7 9 %Lo 5 9 o lfj s (7 d9 _ yj f ///e3_19„ u_l_g_ 12A 6 6,02 IL X / ?._ e ;22 c (Y) EXECUTIVE OFFICES 3220 - 17th Avenue West Seattle, WA 98119 (206) 282-0666 Fax (206) 282 -0710 MAILING ADDRESS PROJECT LOCATION --, ' nn ��4 ic ATTENTION: 1!a ��t_Gscd N PURCH. ORD. (( r\ NUMBER TEST EQUIPMENT ID NO'S. AND DESCRIPTION first. TEMP. & WEATHER �„jpt 4' v DATE CAST CEMENT PROPORTIONS I gLbs. 0 Sacks/Cu. Yd. (Not Certified by P T. Lab) 51f Certified Report by Pacific Testing Laboratories CR 69.2 PACIFIC TESTIN TYPE OF CEMENT . SLUMP TRUCK * 1 2. / TICKET M G. 7 7., V -ill -l�l 'YQ Q 6uLc OCCt, ins 1 J g..te s j C�s In1oC�(� Q i4t„:£ -D Cr. otoc h COMPRESSION TEST RESULTS 7Q 1 j MIXING .3tJ Q__ PLANT c -4:. C'SE AGG. /`/ ® Lbs. ❑ In. Max. a o ' /( SAMPLING IN ACCORDANCE WITH APPLICABLE CODE AND SPEC.? - -I C. S POUR LOCATION AND NOTES: at \- LABORATORIES FINE AGG. ® Lbs. CL- r 1A• /V-?S PLASTICIZED SLUMP �A r •d :JRT NUMBER CR 5 6 8 7 2 PREVIOUS RPT. NO L. 11_5"1" 'o L TACOMA DIVISION 2402 Pacific Highway East Tacoma, WA 98424 (206) 922-9299 Fax (206) 922 -1512 REP BY ORTS , Sir CAST1 D � ATE Sir C. • N. A • ENGINEER ?• • �^ - CONTRACTOR LJ• C, L l n ADMIX ❑ Per Sack REVIEWED DATE 11 NUMBER r D c2 3 �' CERTIFICATE NUMBER '70a9 OO S`f ASTM TEST METHOD NO. �>_f / , 3 / .1�,/7q DESIGN SAMPLE STRENGTH is ,3 a TYPE �c,sr,/c RI Per I a. r ° j � ins AIR N y %. QUANTITY . v, " Cu Yd MIX # S ^2` /GO MIX PROPORTIONS VERIFIED DATE SAMPLE BY BATCHING SUPERVISIONS 0 RECEIVED .//- / •- "° t (•ruC , ) P-// , 0-30 r 6 v and ed✓ 0d/ � 1 r i raft* All 1 �. „ 4-i Cc.4i 1 11•.. i i I:.s WORK CONFORMS Y r Sg 0�ro ❑ This retest Is provided for the Information of the client only. The reproduction of this report by any method and its transmittal by any means to silf;kp4 t}Ewatte r e8 8e o I Papl Testing Laboratories is prohibited." t ' r � J , ^+F TOR! r k' `This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shalRSbtt�mnstrued.tolepresenl inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements' !! 3 !1 fJ 'I G .• j;•(l DATE MARK SIZE AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED LBS. P.S.I. /2 - /2 - 9 0 ¢ G /2 - /7 0 z7' ' I EXECUTIVE OFFICES 3220 -17th Avenue West Seattle, WA 98119 (206) 282-0666 Fax (206) 282 -0710 MAILING ADDRESS PROJECT LOCATION PACIFIC TESTIN 550e"4 rra G <PS of? ,6'a) 3 7'.s • • ATTENTION , Wit fovft K PURCH ORD. NUMBER .5 vw.a. g g f 2 Lt LABORATORIES ARCHITECT ENGINEER CONTRACTOR COMPRESSION TEST RESULTS JRT NUMBER CR 5616 PREVIOUS RPT. NO i e 'STY/ REPORTED BY REVI BY PERMIT 6 2 3 4 NUMBER Al,/9 1t? 1_ w '. TACOMA DIVISION 2402 Pacific Highway East Tacoma, WA 98424 (206) 922.9299 Fax (206) 922-1512 DATE //- / f 4 C CAST :ATE c CERTIFICATE 9 Q o 9 . t uSJ NUMBER 4,F' 4. (O/ST TEST EQUIPMENT ID NO'S. AND DESCRIPTION C /77P 074 '/ /T/7 ;I 3 7 3 TEMP. & WEATHER HO oi'ZRCAST DATE CAST /! - /y._90 MIXING Gi4N CEMENT C'SE AGG. if FINE AGG. ADMIX PROPORTIONS 0 Lbs. ❑ Sacks /Cu. Yd. ❑ Lbs. ❑ In. Max. ❑ Lbs 5.41V° ❑ Per Sack ❑ Per (Not Certified by P. T. Lab) � q 20 4 1 1 c) / TYPE OF CEMENT ; SLUMP ASTM TEST METHOD NO. -3 / J 3 9 i / y r79... DESIGN 0 0 O SAMPLE Zx / 2 STRENGTHfc TYPE // p 25 t'R - S ins AIR °o• QUANTITY Cu Y: TRUCK J 2 TICKET # V/2? SUPER PLASTICIZED SLUMP MIX M -J 2 y w SAMPLING IN ACCORDANCE WITH �. S MIX P RO P R S U PERVI VERIFIED N 0 DACE A MPLE APPLICABLE CODE AND SPEC 7 POUR LOCATION AND NOTES' C DN« rT r • iA e rp B ` f" p * H") .vie ✓ //4R4 i Yin 27 / - 7 VA' f -/e c - /d, * .D - /c( LocAT £X/sr "-' W14LLS ( £ L/ivr) -- o RI:r. £R •- 6 t //VC FoR Gozo s7oie1 ( > r, Rr £ i// oc'SL 4 ',vs r. o ,o1 r9• 0vto 4 />i sic L/Q e / 0,v / /- -.t(• I R 65 0 /v /1 --7 - c{ 6 S vpri? P44Sr /Ci 2i•R '?/ Ptv o)-' s i(( A . - t-'voR e . 9 F ' i z - A R £ D re eo vraiQ'i7 rc 4 P P A ' D V rp P r - � / v S / 9 7 Y U e WORK CONFORMS YES NO ❑ "This report is provided for the information of the client only. The reproduction of this report by any method and Its transmittal by any means to a third party without the written permission of Pacific Tess•y Laboratories is prohibited." "This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements." Certified Report by Pacific Testing Laboratories DATE CR a9.2 MARK SIZE AREA (SO. IN.) DATE TESTED AGE AT TEST U LTIMATE STRENGTH CHECKED LBS P.S.I. /1 a X /2" G' ',r /' a'x /2 * Z F• 2 '7 /-Y-yD /2 -25 90 /2 - 21 zs OR 3s• o-0 ? 1 c -r •-1 8 a EXECUTIVE OFFICES 3220 - 17th Avenue West Seattle, WA 98119 (206) 282-0666 Fax (206) 282-0710 MAILING ADDRESS PROJECT / 5SCcm!L - 4.h_ �orefoos / 1/30)( 3 ?6.3 5l'7 %4�W7'. i�g / ATTENTION 473 %y fit"; .6 ar✓ 330/ ,57 LOCATION S 9 rri, 1 5 / TEST EQUIPMENT ID NO'S'. AND DESCRIPTION4 /LET / / 4leer I rai TEST METHOD NO e -av WEATHER TEMT. AP � Ctl CAST / 1 C./ PLANT I� C'SE AGG, FINE AGG. PROPORTIONS ycxLbs. ❑Sacks /Cu. Yd. , Lbs. .lot In. Max. Lbs AAA% s (Not Certified by P. T Lab) Zor0 CEMENT TYPE OF CEMENT � SLUMP TRUCK SAMPLING IN ACCORDANCE WITH POUR LOCATION AND NOTES: "✓r LoivdXll7 • PACIFIC TESTING LABORATORIES P UMBER `Y CH. ORD. 1 / Certified Report by Pacific Testing Laboratories CR 88.2 _n COMPRESSION TEST RESULTS DESIGN SAMPL�j'► /'f.�V ar STRENGTH Ic ' a TYPE Gprtlei!'lZ erg. / TICKET # `� SUPER PLASTICIZED SLUMP t~ 'ORTNUMBER 5692 PREVIOUS APT. NO CR , 1‘/�60 TACOMA DIVISION 2402 Pacific Highway East Tacoma, WA 98424 (206) 922-9299 Fax (206) 922-1512 . o7%-va rVCAST 000 REVIEI D — DATE 4a —& ? c PERMIT CERTIFICATE NUMBER a NUMBER 9r7ZJV `a4: ARCHITECT CA/4 ENGINEER .E / � , / CONTRACTOR �Y (r Cl~ ADMIX ❑ Per Sack Per '5-60 010��e.vdpe i - ins AIR A/M %; QUANTITY /9 of Cu Yd MIX # SZ MIX PROPORTIONS VERIFIED Ad DATE SAMPLE APPLICABLE CODE AND SPEC ? YS BY BATCHING SUPERVISION? RECEIVED ..S,', CO /s . . - , '..- v - '4 4 -ee / .:y< -. __ i _, u !S h'eravIInI 7-e— J7' .1/12• GA/ 454e � 1 /.0- o S 11i grr. f F � - A �4a 4.✓6W .e- ✓es• Fx� / 1'�E -S?�iL f . Ci vk.e�? /� � isws t5 -.s - Evi.C� . r�oi �i% t?_ V. • e ?' Z '7- / w,0 e - _A' s C /a/ WORK CONFORMS -- YE This report is provided for the information of the client only. The reproduction of this report by any method and its transmittal by any means to a third party without the Laboratories is prohibited." This certification attests to the accuracy of the results obtained from the actual test performed and /or observations made within the defined scope of the work. Certification shall not be construed to represent inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements" DATE CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET ND. � -� ( (v (1'. //_2) 2 y L..1 1 TEMP /OSaY oa ic/76 3 7440 -, LO / 1A VI 0S s3 i /(- 3 7S CONTRACTOR v j o ,0lira 4' ? .300 .3140 �7 -% 1 »` /0-Cr 1(- 2 -) L$0, )--o L19 11(-2 -5' ( /s"2�oo 5-y /Q 2 2o 5 I ( - 2.3 2V /..5: 0 O iave 2 / FIELD TEST DATA TRUCK SAMPLED / J h / TRUCK TICKET NO. (07(e y 1 / TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR LONG AIR 5:°1) C� TEMP AT AT AM PM 4 . S CeC) 10:7o 5 ( 2- CONTRACTOR v 1 Ce2 DATE /0 -24 - ?o F NO. itc9 -(O CS Q., DESIGN WEIGHTS PROJECT / p c �0 u C S CEMENT `L 1 S. Nor- I)S C IZ U 3 KO. OWNER WEA THER ✓Y1 / ` TEMP AT AT AM PM ENGINEER /J 2 7 o ARCHITECT TOTAL CONTRACTOR v BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED JAMM 1 CEMENT 62 FA. 12 55 • CA. 1 35 - - WATER 2 7 o TOTAL C `(LINDER REP Olr SEE FIELD REPORT NO. cf A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 // (206) 881 -5812 TO: C� L ( e,/,, 4 ry ATTN: /dc). (2 c.) . AEA. 101 MIX NO. (c S - f A- COPIES TO: GLY CD Ill STR.0 Cl UN I I TUKUJIU% 13LD6. DEPT 11 - 9 0 11- a.- 90 COMPRESSIVE STRENGTH PRODUCERS CONCRETE: 0 A,.J CEMENT a ADMIX ..S.4.1.3 A. A. R. ST LAB SIGNED: .� C N_ 2517 CR CU. YARDS PLACED 4-12 v DESIGN STRENGTH PLACEMENT AREA & NOTES l G� /i v f Ci ery YI't -e c . A� . p. 11 � �1 v �: ��4 �c..�1 1��1 I c C r vC..c C. n_sil d I: 7S , INSPJOR: TORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET ND. ` z - /v .z y (/ -. 2, 7 (102 TEMP 10 9,300 38 - 70 y) 0 i 11 -23 TOTAL I CONTRACTOR /6'4/ 4:', (a ,0 2-0L-f 7 I i -). 3 /w .,r) 5 o FIELD TEST DATA TRUCK SAMPLED TRUCK TICKET NO. TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR I i . C' D WEATHER SCJVI�� TEMP AT AT AM PM (P , S (0/ / ARCHITECT TOTAL CONTRACTOR DATE 1d`24` ?� F U ' /a c/ DESIGN WEIGHTS PROJECT d C �- t� (2j , rC.k ✓ S CEMENT LOCATION (j 330/ S. A1c)(` '(i)k Bla. P U3 OWNER WEATHER SCJVI�� TEMP AT AT AM PM ENGINEER )-. '7 v ARCHITECT TOTAL CONTRACTOR BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOST ADJUSTED WEYiMQS CEMENT 62 / / FA. 1 2 f l CA. J S_) S~ WATER )-. '7 v TOTAL TO A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 OY � -E r C a✓\ ATTN: P.O. (f o x (9:12.4 flQO 1 - 0 MIX NO. c — ( . . ( (9 PRODUCERS CONCRETE: AEA. / ° 2 - PLACEMENT AREA 8 NOTE 1 ; ' ., ( C 3 1990 COPIES TO: CS L>' CD )1 RU Cpl DNI . TUKW1UA BLD. DEPT. II -S -RO 11-20 -90 WLINDER REPOF'' COMPRESSIVE STRENGTH SEE FIELD REPORT NO. N_ 2518 CEMENT CU. YARDS PLACED CAC12 'X CR L42 v DESIGN STRENG A. A. R. LAB ORY, INC. SIGNED: EXECUTIVE OFFICES 3220 -17th Avenue West Seattle, WA 98119 (206) 282-0666 Fax (206) 282-0710 MAILING ADDRESS PACIFIC TESTIN LABO'A S50 G P,0, g x 37(3 Sea le WA. 1 96 2 Y ATTENTION: Rol GO o d e p, PROJECT U 0. r et 01,t, S 1 , 1 04411# r LOCATION 330 t S. Alt* {C� ST ' NUMBER V V� 5;4t +0 y�Yt� ft►vt d i e LV -e. L f.) Gij 1-14+1 ( Utecked A ll rYA� ( & Clt,l ih SIP ef� � µ d b e' - �n( A t/l e v 4te. ‘ e r s Ie t d� )k __� U4 Q �S t GC -Ott ASTM TEST METHOD (AS APPLICABLE) EQUIPMENT IDENTIFICATION AND SIN (AS APPLICABLE) Certified Report by Pacific Testing Laboratories LR 89.2 ! REPORT NUMBER LR PREV --C-/ 240 C;1T r t UK' vi LA F 'f; DEPT. . r , COMA DIVISION Pacific Highway East coma, WA 98424 206) 922.9299 (206) 922 -1512 BY REPORT 6 du 1 t4 DATE J1 ^ Z I - ? 0 REVIEWED J . 1': ^ y ` j,jBY 7 - t• NU a' •1 DATE Ii : L Q r (.i•�. PERMIT NUMBER � 2 D MBERATE f y AECT ENGINEER CONTRACTOR c,VA c aell i'a4�— /r - ‘i1I /3BU tAir J , c Al _to Ga L 3' ov' eA e e N e +� SLrS�c cttg 1 ( (1 Cc) u i,.in III 1- e a OE 4-4 e s e [.i 61 ru COLAL Q e 3e�vr cu fJ 4 e 4t t 1; 1.4e e 4" -� c A c lx) a'f't. 011 work i ItP; f /v o va " ,l&iti ti e.r<�r�JAWS X11 WORK CONFORMS YES IQ NO ❑ 'This 'spoil Is provided for the Information of the client only. The reproduction of this report by any method and Its transmittal by any means to a third party without the written permission of Pacific Testing Laboratories is prohibited' 'This certification attests to the accuracy of the results obtained from the actual test performed and /or observations made within the defined scope of the work. Certification shall not be construed to represent inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements: DATE / ' FIELD CONTACT: DATE MARK SIZE AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED LBS. P.S.I. 4 )r /a. .2-k' , 7-7 /2I ?19a / .2/aid90 _4 2 /29/9,0 2 a•8 a 8 5' V cr - o - -- 3 3 3 Q c_.I C; to xlz_ c. 6 X /z EXECUTIVE OFFICES PACIFIC TESTIN LABORATORIES 3220.17th Avenue West N om . Seattle, WA 98119 (206) 282-0666 Fax (206) 282 -0710 4. G - MAILING - _ 6 x Teo 3 ADDRESS See. l'*le_ W a.. W2 ATTENTION Ge)c' e.v PROJECT Wo' Cl_s4 LOCATION 33,1 5 Nt( k NUMBER CONTRACTOR EA- CT �� TEST EQUIPMENT ID NO'S. AND DESCRIPTION C.Q ‘91 • /tit. 4.a \ A t/7 3 73 TEMP.$ V1L L / Ocl�3 tl . DATE WEATHER CAST CEMENT PROPORTIONS E'Lbs, 0 Sacks /Cu. Yd. (Not Certified by P. T. Lab) 9Y TYPE OF CEMENT TRUCK * /2 7 TICKET N SAMPLING IN ACCORDANCE WITH APPLICABLE CODE AND SPEC ? POUR LOCATION AND NOTES• /I lac, I go PLANT +P5 ; SLUMP COMPRESSION TEST RESULTS C'SE AGG. %g/ FINE AGG. ng Lbs. 0 In. Max. al Lbs, // SUPER PLASTICIZED SLUMP ins MIX PROPORTIONS VERIFIED BY BATCHING SUPERVISION? AIR 8 40 Ai/ C� v eC C e r ce1lC - r CUce1... l bee•vay J 1, js k a g ea . a c/ A cB ,v-C9 rr� To Spec. re. a.T.'ry . vs , "FORT NUMBER CR 5 615 0 PREVIOUS RPT. NO. R ( s - 8 " TACOMA DIVISION 2402 Pacific Highway East Tacoma, WA 98424 (206) 922-9299 Fax (206) 922-1512 BBY CAST t' La* 19jJ BY VI %Fu 'r^A^��N ''( DATE / O' c; NUMBER 4.22 ARCHITECT C. N A ENGINEER P E .t. ASTM TEST METHOD NO. DESIGN 3��d STRENGTH fc CERTIFICATE 90o7. crs- NUMBER 3 / .? y JV3 /2 SAM / TYPE PLE ADMIX / '/ ❑ Per Sack LPer 7 a . sd� `�ZfJ .3e. r %; QUANTITY 9 O -t/ r Cu Yd MIX N DATE SAMPLE RECEIVED 0.4 'A C r / l"L 2 t -�I lei 4 C o cce1e Teti 3 d WORK CONFORMS YES Et NO 0 method and its transmittal by / 5ny moans to a third party without the written permission of Pacific Testing report is provided for the information of the client only. The reproduction of this report by any ng Laboratories Is prohibited" "This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements' Certified Report by Pacific Testing Laboratories DATE CR 89.2 EXECUTIVE OFFICES 3220 - 17th Avenue West Seattle, WA 98119 (206) 282-0666 Fax (206) 282-0710 4/77 PACIFIC TESTING LABORATORIES I REPORTED/' S f �� DATE /1 BY ADDRESS . deK 3763 -Ue1 SS Negro /4c REVIEWED / DATE _S ' PERMIT //�� `A�/ / 9 �x,/77, � ,,/ iZ ¢ NUMBER {pl� NUMBER ATE 7,/,or) -/+y� � � ,q %' 62/V ARCHITECT 6/VA Nei ( � U ATTENTION: 4 4 I PROJECT 4 / r ENGINEERr A LOCATION -� • "0 �I RD NUMBER CONTRACTOR 1A4 77, f 7,J( RIA0) /1/4/4,/4/6 NSPCC 7/4/V /. t. : 6 2r /4/5 '[ C.76 /biz //A/e, Sf.46/4/6 O/✓ 7 i ?ot)i✓642/5 _ T •4 .:.LLI frjr 1 .S 7 4R.5 w6i7 r *--q7 i/r/,Sice 7660 D/Z A/4/L 5Zdc i // _ tali L r /.r. 1 . /l _ / • Sr:- 7/e 0/v siier& r` i(/U/h/era%f :t / cr 46 ram Amp /11 (4 W 7/Z�) G7OIr ,4'L 1//0/Z /C 1 /4/ ,4(GD/Talf,i/rl 64/ /Th Nb¢»'S f .5" as ASTM TEST METHOD (AS APPLICABLE) EQUIPMENT IDENTIFICATION AND S/N (AS APPLICABLE) "This report is provided for the Information of the client only. The reproduction of this report by any method and Its transmittal by any means to a third parry without the written permission of Pacific Testing Laboratories is prohibited' `This certification attests to the accuracy of the results obtained from the actual lest performed and /or observations made within the defined scope of the work. Certification shall not be construed to represent inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements' Certified Report by Pacific Testing Laboratories LR 88.2 A / , iEPORT NUMBER LR 6 7 8 PREVIOUS RPT. NO. p / \ GSaS� TACOMA DIVISION 2402 Pacific Highway East Tacoma, WA 98424 (206) 922-9299 Fax (206) 922-1512 _ • /WS / . 7/r Si/ .74J Id672 S7 716 WORK CONFORMS YES NO ❑ U t9� DATE U L. L FIELD CONTACT: DATE MARK SIZE AREA (SO. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED LBS. P.S.I. • 6 � / 2 24 s 3 24.32, / 0 —/ 7 -- ' o ii- 7- q O r? 2.7 / 3 S s tr-v /7 6 o - v-••o Y 7 8 c) 6 z 1 r, 6 1 7 c a /tip %-: t Q C ..'i/ // — 7- q O 2 8 17 7 o --� i ll] I ocr2s gm PACI`ICE TESTING LABORATORIES EXECUTIVE OFFICES 3220 - 17th Avenue West Seattle, WA 98119 (206) 282-0666 Fax (206) 282-0710 MAILING ADDRESS PROJECT LOCATION TEMP. & WEATHER PACIFIC TESTIN $tA Tut 'Wig, 9 J'/ 2 y ATTENTION: RAY � D i /9 6'. vv4IPt f/bWC C:4 ic',JS/A) V /� PURCH. ORD. / NUMBER CEMENT ,25 PROPORTIONS ❑Lbs. L!1 Sacks /Cu. Yd. (Not Certified by P. T. Lab) y �/ TYPE OF CEMENT • SLUMP SAMPLING IN ACCORDANCE WITH APPLICABLE CODE AND SPEC ? COMPRESSION TEST RESULTS DRTNUMBER ,54550 ..-- -- 7 PRS FS RAT. NO A'l CITY i:Jt C. A, ctAII< TACOMA DIVISION 2402 Pacific Highway East Tacoma, WA 98424 (206) 922 Fax (206) 922 -1512 •- )'0,g ti OCT 18 1 /9ss C C I A 1't o G r4 O �' BY CAST SM ITN CAST P . Bo OX 3 33 s NivTDGr>tliYVIEVyEj�5 �� -� — DATE PERMIT 6 Z 3 CERTIFICATE / 00 9 • 4D D SS NUMBER NUMBER ARCHITECT r ENGINEER r. G o Alrti rolair! CONTRACTOR <''mP n en 4 I/1/9•� STM TEST METHOD NO. 3 /) 3 9, / y3 7 DESIGN 4 0 0 SAMPLE I / STRENGTH fc _ TYPE TEST EQUIPMENT ID NO'S. AND DESCRIPTION 5 b C1-C 4R CAST _ o - WMIANr1TG 0 c't 9/V C'SE AGG. 34 ❑ Lbs. ❑ In. Max. FINE AGG. ❑Lbs SAIN'o 2 o si 3 ins AIR ADMIX i{A. n 4 5 d ❑Per Sack ❑Per /S TRUCK / TICKET SUPER PLASTICIZED SLUMP MIX N w # �/ 4 / MIX PROPORTIONS CH ' NG SUPERVISION? RECEIVED D SAMPLE / BY BAT • POUR LOCATION AND NOTES: C. A, ' r ' /Q £ S T ft jA•-cfTe n 15N 5{ co/•/eRiT£ /9fi G .P /O C -S 71, /J .S 1 4/iv( 21r -$ ,-o I1i,S. /12,4.49--- oX 5 co A4,0E 2 2, " tel /cK vv/ 41 / /o" o c £4c,9 tNAy, /9LS0 /NSPr'Y V STG, , 41 6 /,o t../N£ .2 ? -3 / c oNNter /•A/C To FR rxER 6' va,o /1v 'WORit /p 2 Tv Colufoi'/n TO ,9Pd $got/vD - - /Qivo /q8't (i8 , COAcA'ttt PMCt o .5p , ti/77 P t v /S/?4 rti seveto . TT • ./I y41» t t i /-r wen) //v ?o F ao7 /�G, o Net , 0S dam' Pr) /u� a WORK CONFORMS YES NO ❑ This report is provided for the information of the client only. The reproduction of this report by any method and its transmittal by any means to a third party without the written permission of Pacific Testing Laboratories is prohibited` "This certification attests to the accuracy of the results obtained from the actual test performed and /or observations made within the defined scope of the work. Certification shall not be construed to represent inspection, approval or acceptance of other associated work or a war of design or workability of the specification requirements." Certified Report by . — NOV 0 9 Wi Pacific Testing Laboratories -' DATE CR 89.2 y4 O 25:5" / r 07. %: QUANTITY / b Cu Yd MAILING ADDRESS LR 89.2 GA S EQUIPMENT IDENTIFICATION AND SIN (AS APPLICABLE) EXECUTIVE OFFICES 3220 17th Avenue West PACIFIC TESTIN Seattle, WA 98119 (206) 282-0666 Fax (206) 282-0710 ASTM TEST METHOD (AS APPLICABLE) 4 IS 7l LABORATORIES 66 3763 S e-akktt _WA 99 (a_y ATTENTION: n y/ 6 PROJECT ___Law_tkuo e c 1(D�+t� i P •'1 LOCATION 33 O S, 646 S� • / NUMBER CONTRACTOR k • v t__ �l e k • BY PORTED g 41 DATE I 1 (- I v DATE NLV C ERTIFICAT E fl A -0 o ss NUMBER vvS(JJI REVIEWED BY PERMIT NUMBER REPORT NUMBER LR 6 .d PREVIOUS RPT. NO. k 651 a a 3 TACOMA DIVISION 2402 Pacific Highway East Tacoma, WA 98424 (206) 922-9299 Fax (206) 922 -1512 ARCHITECT 44 ENGINEER bt s; 1-te 1 f� ve et-C7 i '04413-e c-+ �� : O 1-1 /44 - CAp be p /1 /c 4 e s Lu) Pi _ � p� K .t(s e4 a cke 4' 1 �N e StO S T"o f 4 r ad/PA.Ls � . o.h a rteu.) s pi vt Ie oov- l 0.v A at{ 'le �`r a e adL4 4 rot.. 1 a ec.' e i ail a41e � 4a 1 , e t 4�1e15 O h I re t rv► e. A .-t &Lnc +o 16 �o ie # been 42. ed( LJ l3 D c.ee `4{ 0 M a.vt • t E I1 C V O '1 4 (4 O 4 k ; .' r i W i (�l �^ Yom_ Aa ; < ID oh S y , . Qt (L0or rt o n s ?r c,fe U a ;•. a• e ItSaos-e f t vei flans ,r specs civil) Aws61.( WORK CONFORMS YES Pt NO ❑ This report is provided for the information of the client only. The reproduction of this report by any method and its transmittal by any means to a third party without the written permission of Pacific Testing Laboratories is prohibited' This certification attests to the accuracy of the results obtained from the dual test performed and /or observations made within the defined scope of the work. Certification shall not be construed to represent inspection, approval or acceptance of other associated work or a warm gn •r wo ability of the specification requirements' Certified Report by , 1. " Pacific Testing Laboratori = -� - -� DATE NOV 1 % i .J.fi1 FIELD CONTACT: DATE CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. D -`) / /- 4 j I- (3 9,0 C 6 165, 6 100 58 1a ( ),a-a c- i / /2.- 2 2- 0 ,3 i 00 7190 r)ao I I - ) -9( - $ 1 at) ,A Oa 71(10 FIELD TEST DATA TRUCK SAMPLED 2 A TRUCK TICKET NO. C% SS' .S S TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR ENGINEER t AIR 9,0 C cr ARCHITECT GEC 1 1990 CONTRACTOR � I Ah\l— Jl — ( I- V (' 'G � ( � OF T'I_ Kt v$LA S.I' 1a / GONG 6• • q! TOTAL DATE FILE NO. PROJECT A 'nC;A -lQr1 (7/`cc .�r5 LOCATION -S 0 1 S. ti or Co, ik BLDG. PERMIT NO. OWNER WEATHER TEMP AM ' /C, � I r /` / FA. ENGINEER t f I �� L� l� 't1v U U ARCHITECT GEC 1 1990 CONTRACTOR � I Ah\l— Jl — ( I- V (' 'G � ( � OF T'I_ Kt v$LA S.I' BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT G, S FA. i �/ (r U CA i k5s WATER 2 S C • TOTAL TO: • / A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 £/y ci-)-1 s rLdc MIX NO. 7 G S L - ) rYLINDER REPO) T ATTN: P. LI) i3 O . `7'Cuu9 PRODUCERS COMPRESSIVE STRENGTH SEE FIELD REPORT NO. N° 2524 CR r 1. Y•.' /. YIIYI.I I�I I_,t 1 . CU, YARDS PLACED /V /' . CONCRETE: n C X A & I CEMENT 2 • - 24 -- AEA. ADMIX Ce 6 < R A ✓ CAC12 PLACEMENT AREA & NOTES C ;1'1 ( �� (Z r/ 4 c 4 by ; M . (` , f - Y—Tx 1:.-� - • r , -v\ S rr�Y„� & / le) .' .^ U A ) o ( [7)- .S o (: c1. A ( y r-) • % DESIGN STRENGTH 3 v V lC- COPIES TO: Gov CD1�5TILUGTIDN A. A. R. E ABO INC. INC. T UILLUILFR ELD6 DEFT 1 1-11 X10 / 12- g-'1O SIGNED: P 7s g g2y-daalthrz DRAWING fVO, e/o C P.O. NO. eiVle SPEC. •, / � / 1� �/� r♦ �G- C �l �='J /J DARD , 85(.1-80 � 1 / WELD PROCESS �Q�� /� V" �.�/ G'(/ LOCH ' , �� Q .. I (ia FILM SIZE AND OUAMRY SERIAL NO. "2/02 /1' G- f FORM v 7 4'/:X17 7X17 14X17 HEAT NO. /� X -RAY SUMMARY 8 X 10 5 X 7 OTHER l < � RAa1Kf10N No, of ply 7 VI - i9G No. Rejected "? FILM IDENTIFICATN I- I MPH *MREI Pla WO !! I .1 H REMARKS C 1 EXECUTIVE OFFICES 3220.17th Avenue West I Seattle, WA 98119 (206) 282-0666 • Fax (206) 282-0710 CUENT ADDRESS Copies bz zed Moee .. Certified Report by M , n 1 cAdb Pacific Testing Laboratories , /' V RADIOGRAPHIC EXAMINATION REPORT REPORT NUMI3Bi R PACIFIC TESTIN LABO ei /Ijf, ' . 37 a 330f ote ' . f 4 ea eleee ATTENTION: 9 5.9 PREVIOUS RPT. NO. .07 DNISION Eas! • Tacoma, WA 98424 • F (206) 922 -1512 • _ J 1 V PI r , tr ' - ' ra !~�Ihsf _ O .^ - - REPOR REPORTED BY r ; & 7 A ,w . '1 v 'This report la provided for the inlemotion of the client oNy. The reproduction of this report by any method od nd its transmittal by any nears to a third party without the written pwmisabn of Pacific Tasting Laboratories is prohibited` 'This certification attests to the accuracy of the results obtained horn the actual test performed and/or observations made width the scope of the work as defined above. Colification shall not be construed to represent inspection, approval or acceptance of other associated work or a warranty of design or workabaf y of the specification requirements." PROJECT COPY RECEIVED BY DATE DATE (a- (0-90 RE 094 A Washington corporation furnishing engineering services by and under the supervision of registered professional engineers. PTf t9 si k •• Dosime y, Utilization, Inspection and survey Log •• DATE: 1P T. to.: 900 0-000 REPORT W. :RE 4 /07 cum: i JOB IACATI ON s ! �_� ! _ a%1 • PERSONNEL D06I Y: ;; ,fi 'Age ',dosimeter &A./readings: am / pm /total Radiographer: u OJ' U 20390 -00 AL, 91h1 120.E / O / .3 .1 3 s Re1pe INSPDCTION iMAINTENANCE RECORD: DAILY INSPDGTION MADE BY ,�{� C 477 INSPDCTION RESULTS: NORMAL y SEE COMMENTS 4 UTILIZATION WG: TIME OUT 2.30,0.,E IN 3 0, . ,y TOTAL TIME OUT CZ 5/1-ervi Camera or Tube Make/Model /Serial No.: C�' /' .1i 1 / 356 f Source Type /Serial No. /Activity: _%L 75 05t 02 Survey Meters: Make/Model /Serial No.: u2e C MKENrs: Q MR Rvewed Pnrm R171 Type of Collimator: Special or other (describe) 0 ,P Dimensions: 1 /✓' EXPOSURE DEVICE PHYSICAL SURVEY (Contact Readings): 1) Before Transporting 70 mr/hr 2) Before Exposure 10 mr/hr 3) After Exposure 1O mr/hr 4) After Storage f mr/hr 5) Radiation level at vehicle drivers location P1/ mr/hr 6) Is source locked prior to transporting ? , SKETCH OF RADIATION AREA �/ Key: - --- = Location of 2 mr/hr line . • . = Other boundary line (describe) 8 = Source of Radiation F = Flashing Light S = Radiation Area Sign = Occupied area exceeding 2 mr/hr INDICATE APPROXIMATE SOURCE 70 BOUNDARY LINE DISTANCES (IN FEET) Q MR • 2 MR /ye 3 Cowc. s i8 ~ s PAr4 Der CO -tnr4 • LE koe.4.5 old RERL 5 /4 Q PACIFIC TESTING LABORATORIES p ub * * ** REPORT NJ.: CERTIFICATE tun R174 RADIO( - 'HIC TECHNIQUE DATA FORM to. 47 , 1'07 RE 4/07 NO.: 9009 - 005 PART NUMBER or DESCRIPTION: PROCEDURE SPECIFICATION: ACCEPTANCE STANDARD: MATERIAL: THICKNESS TYPE SCE' BACKING RING: THICKNESS TYPE REINFORCEMENT :SURFACE ROOT SHIM THICKNESS: " PENETRAMETER TYPE: 6 p5'M 6 PENETRAMETER SIZE: f O SENSITIVITY: 2 7 No. Of VIEWS: I DENSITY: SFD: �7 �' FED: FILM:TYPE 4 A SIZE 5 ; 7' WAD: DOUBLE SINGLE t OTHER(DESCRIBE) 3. 1 SCREENS: FRONT THICKNESS 42045' TYPE fii MA -MIN: IL /s BACK THICKNESS . 005 TYPE p CI -MIN: 200 DEVELOPMENT: PROCESS 1z to TIME If ,ltiiz TEMPERATURE 78 ° 7 " * SKETCH OF SET -UP * Settlee 711 7 Sec , v f� ' Prepared For : h la GieLL� LocP Client P.O. No.: Client Job No. : PREPARED BY : DATE: ,2 /J f,9,O PIPE DIA.: f. .5 " . 4 0 RADIATION: CURIES: 4 O KILIVOLTS: il MILLIAMPERES: /1 FOCAL SPOT: SOURCE SIZE: . ff7 DWE /DWV: DWE /SWV: SWE /SWV: 91/.4 ANGLE of BEAM: 77 ° EXPOSURE TIME: 4r/724:4 LEVEL /! ASNF -TC-1A PACIFIC TESTING LABORATORIE NON - DESTRUCTIVE EXAMINATION REPORT RADIOGRAPHIC 100% INTERPRETATION PENETRANT >( PROJECT A k ' F HO��E A NS / XRA 115°41 RADIOGRAPHIC SPOT ULTRASONIC X SPECIFICATION , rt 14", 3 f ' 63 /r 3 MAGNETIC PARTICLE li o V /S �e Rai' >� MATERIAL 7� Ca/ P.O. NO. J( IDENTIFICATION G�,riO/Li ✓� /N T R.E. view INTERPRETATION REMARKS DRAWING L 7 2- 44 X q J._ r .e4 -.1.-- X SUMMARY No. of Parts / No. Rejected — No Accepted / Instrument S/N Copies EXECUTIVE OFFICES 3220.17th Avenue West • Seattle, WA 98119 (206) 282 -0666 • Fax (206) 282-0710 ATTENTION: 4/4 t PACIFIC TESTINiLABORATORIES CUENT A.Sfacy#7 �� iepc4 s ADDRESS P � • � O.� C 3gcs 3'/ .may 771 iA" k 7?Z !!f/ 7,5VZ4 Calibration Date N REPORT NUMBER NE , 1 06055 PREVIOUS RPT. NO N /!-r TACOMA DIVISION 2402 Pacific Highway East • Tacoma, WA 98424 (206)922.9299 • Fax (206) 922.1512 DATE /2 -Ns report fe provided for the information of the diem only. The reproduction of this report by wry method and Its transmittal by any maim to a third party without the written perrrission a Palk Tasting Laboratories is prohibited' °Thie ceeti icatlon attests to the accuracy of the rents obtained horn the actual test performed andfor ob.watione made with the *cope of the work as defined above. Certification shag not be construed to represent inspection. approval or acceptance of other associated work or a warranty of design or workabity of the specification requirements.' PROJECT COPY RECEIVED BY DATE Certified Report by Pacific Testing laboratories DATE 1 a- 6 Ne eg A Washington corporation furnishing engi by and under the supervision of registered professional engineers. TO: REMARKS: CC: Letter of Transmittal Mr. Jeffrey Jeffers 2. "1 ?D TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences MAR 1 51990 DATE: December OR. 1989 CNA Architects JOB NO T -914 -2 I'�1AHAN DESALVQ�� '. 3050 — 152nd Ave NE PROJECT: Associated Grocers Redmond, Wa 98052 WE ARE SENDING YOU: a Attached the following: THESE ARE TRANSMITTED FOR YOUR: g Information ❑ Files ❑ Approval 0 ❑ Under separate cover via ❑ Review and Comments Signed Crr VA 1 4 1990 PERMIT CENTER Copies 2 Date 12/08/89 Description Geotechnical Report ❑ Signature Anil Butail, P.E. Mailing Address: P.O. Box 3338, Redmond, Washington 98073 15301 N.E. 90th Street, Redmond, Washington 98052 (206) 881.5570 ❑ Use 2 fD.2 TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Mr. Jim Troxel Supermarket Development Corporation 10700 Meridian Avenue, Suite 406 Seattle, Washington 98133 Subject: Geotechnical Report Additions to Perishable Products Warehouse Associated Grocers Inc Seattle, Washington Dear Mr. Troxel: Project T914 -2 December 7, 1989 We have completed the geotechnical studies you requested for the Perishable Products Warehouse at the Associated Grocers distribution center south of Boeing Field. The site location is shown on the Vicinity Map, Figure 1. We explored the subsurface soil and groundwater conditions in order to evaluate their suitability for additions to the north and the east sides of the existing warehouse and provide recommendations for foundations and other geotechnical aspects of the project. Our work included standard penetration test borings, laboratory tests, a review of geotechnical work for the existing warehouse completed ten years ago by Shannon & Wilson Inc, and geotechnical engineering analyses. This report describes our explorations and tests, reports their findings, and summarizes our conclusions and recommendations. SUMMARY Our test borings indicate that the site currently is overlain by about five feet of granular fill. The native soils under the fill include both compressible silts and relatively incompressible sands. The silts occur in two layers, one about ten feet thick directly beneath the fill and a second at depths about 40 to 50 feet that is ten to twenty feet thick. We understand that a portion of the site was surcharged prior to construction of the existing warehouse. The surcharge fill reached eight feet above the finish floor and extended at the toe about 40 feet outside the north and the east building lines. Along these perimeter walls, the surcharge preloaded all the soils to stresses significantly higher than the stresses that will be caused by the proposed additions. Consequently, if conventional foundations are used near the existing perimeter walls to support the additions, we expect settlements in the range of only one -half to one inch. Both existing and new construction will settle. In our opinion, settlements of this magnitude can be 15301 N.E. 90th Street • Redmond, Washington 98052 • Phone (206) 881 -5570 • FAX No. 869 -9173 Mailing Address: P.O. Box 3338 • Redmond, Washington 98073 Project T914 -2 Page 2 tolerated by these structures. Some minor cracking and other cosmetic damage may occur. Mr. Jim Troxel December 7, 1989 Locations more than about 30 feet outside the existing perimeter walls were only partially prestressed by the old surcharge fill. Consequently, conventional foundations in these areas will experience greater settlements than foundations near the existing walls. We estimate that column loads in the range of 60 kips should settle three inches or more. Most of the soil compression responsible for this settlement is expected to occur in the upper silt layer at depths less than about 15 feet. In order to reduce these predicted settlements, we recommend supporting the additions on pile foundations bearing in the sand at relatively shallow depths below the upper silt layer. Column settlements should then be in the range of one -half to one inch, comparable to those expected near the existing perimeter walls. Ground floors in the additions may be slabs -on -grade supported on the 4.5 -foot dock - height fills. We expect maximum settlements of about two inches due to the weight of the dock - height fills and the floor loads. In order to reduce the settlement experienced by the floor slabs, we recommend delaying construction of the slabs until the dock - height fills have been in place at least three months. The following sections of this report describe our explorations and explain our recommendations in greater detail. The report is intended for the exclusive use of your company and its consultants. It has been prepared specifically for this project in accordance with normal geotechnical engineering practice. We do not guarantee project performance in any respect, only that our work meets normal standards of professional care. No other warranty, expressed or implied, is provided. SITE AND PROJECT DESCRIPTIONS The Associated Grocers, Inc distribution facility is west of 1 -5 south of Boeing Field, as shown on Figure 1. The Perishable Products Warehouse is at the south end of the complex adjacent South Boeing Access Road, as shown on Figure 2. The ground floor in the building is at Elevation 11.5 feet, about 4.5 feet above outside grades. There is a concrete apron about 70 feet wide at the north side of the building. Elsewhere, the ground surface is paved with asphaltic concrete. We understand that single -level additions will be constructed to the north and the east sides of the building, approximately as shown on Figure 2. The north addition will be about 60 feet wide and run the length of the building, about 780 feet. The new floor will be at dock - height, level with the existing floor. The roof will span the full 60 feet from the existing north wall to a new perimeter wall at the north edge of the addition. Columns along the new perimeter wall will be spaced at about 25 feet. For that column spacing, column loads have been estimated at 62 kips. We understand that floor loads may be as large as 285 pounds per square foot on pallet -sized areas, but should average only about 150 psf. Mr. Jim Troxel December 7, 1989 Project T914 -2 Page 3 The east addition will be about 80 by 125 feet in plan, as shown on Figure 2. This addition also will have a dock - height floor and floor loads similar to those at the north addition. We understand the roof will be supported by the existing east wall, the new perimeter walls, and a single row of interior columns about midway across the 80 -foot dimension. Column loads are expected to be smaller than those for the north addition. We have not examined preliminary structural drawings for the additions. If changes occur as the plans are developed, or if the information summarized above is inaccurate, Terra Associates, Inc should be advised so that our recommendations may be reconsidered and revised, if necessary. FIELD EXPLORATION AND LABORATORY TESTING Our field work was performed on October 6 and 9, 1989. Subsurface conditions on the site were explored by drilling four standard penetration test borings. Three were drilled to depths 19 feet below existing grade and the fourth to depth 74 feet. The borings were made by GeoBoring and Development of Puyallup using a truck - mounted drill rig. Continuous flight, hollow -stem augers were used to advance and support the boreholes. The borings were located by measuring from the existing building. Approximate boring locations are shown on Figure 2. Ground surface elevations reported for the boreholes are estimates based on an assumed grade of Elev 11.5 on the existing ground floor. The field exploration was continuously monitored by an engineering geologist from our firm. A log was prepared for each boring and ground water levels were observed. Representative soil samples were placed in closed containers and taken to our laboratory. To allow monitoring of groundwater levels over a longer time, an observation well was installed in Boring 2. In each boring, standard penetration tests were performed at selected intervals by driving a sampler with a two -inch outside diameter using a 140 -pound hammer falling 30 inches. The results of these tests are the N- values reported on the boring logs. In addition, several less disturbed samples of the softer soils were obtained by pushing steel Shelby tubes using the weight of the drill rig for a reaction. Soils observed in the field were classified in general accordance with the system described on Figure 3. Logs of the test borings are presented on Figures 4 through 7. These logs report our interpretation of the field logs and reflect the results of laboratory examination and testing of the field samples. Representative soil samples taken to our laboratory were given additional examination and testing. The field moisture content of each sample was measured. All test results are reported on the logs. Mr. Jim Troxel December 7, 1989 SUBSURFACE CONDITIONS Project T914 -2 Page 4 The site is on the Duwamish River floodplain. The soils to depths about 60 to 70 feet are recent sediments deposited since the last glacier that occupied Puget Sound retreated about 12 thousand years ago. The sediments overlie weathered bedrock and older, denser soils that likely bore the weight of the glacier and are now virtually incompressible. From the top down, the recent sediments include: 1) about 10 feet of very soft to stiff silt and clayey silt, with organics; 2) 30 to 40 feet of medium dense to very dense fine to medium sand; and 3) 10 to 20 feet of soft to medium stiff clayey silt to silty clay, with organic zones and shell fragments. These natural soils are overlain by about five feet of fill placed in 1978 when the existing building was constructed. The fill is mostly gravelly silty sand with cobbles and occasional boulders. The upper silt layer is desiccated where it was exposed at the ground surface before the fill was placed. Consequently, the uppermost few feet directly beneath the fill are stiff and only slightly compressible. However, at slightly greater depth, this silt becomes softer and more compressible, as shown by the higher water contents. Where the water contents exceed about 50 percent, consolidation tests indicate this soil is normally consolidated and moderately compressible. Water contents in the upper silt as high as 88 percent were reported by Shannon & Wilson and a compression ratio of 0.26 was measured. This is the most compressible encountered on the site. For the stresses that will be applied by the additions, the sand layer is only slightly compressible. Consolidation tests on samples from the deeper silt layer indicate normally consolidated material with a compression ratio of about 0.15. General DISCUSSIONS AND RECOMMENDATIONS Two compressible silt layers that affect foundation performance are present on the site. One layer lies near the present ground surface between depths of approximately five and fifteen feet. The second lies between depths of approximately 45 and 65 feet. Before the existing Perishable Products Warehouse was constructed in 1979, a preload and surcharge fill weighing about 2100 pounds per square foot was placed on the site. Mr. Jim Troxel December 7, 1989 Project T914 -2 Page 5 Records indicate that this fill extended, at the toe of the slopes, about 40 feet outside the building lines at the south and the east sides where the proposed additions will be constructed. Settlements of more than one foot had occurred when the 1000 -psf surcharge was removed after it had been in place several months. Based on the boring logs and on soil compressibilities measured in consolidation tests, we estimate that the strains causing these settlements likely were divided about equally between the upper and the lower silt layers. This conclusion is the basis for the settlement estimates discussed below. Near the existing perimeter walls, the surcharge preloaded all the subsoils to stresses higher than those the proposed additions will cause. Because the subsoils in these areas have been prestressed by the old surcharge, the settlement of conventional foundations will be much reduced. We expect that column settlements, due to all causes including new fills and floor loads, will be in the range of one -half to one inch. In our opinion, with predicted settlements of this magnitude column loads along the existing walls may be carried by the existing footings, provided the bearing stresses, considering all dead and live loads, do not exceed 2500 pounds per square foot. Where this limit is exceeded, new foundations should be constructed to augment the existing footings. At locations more than about 30 feet from the existing walls, the old surcharge had only limited effect on the lower silt layer and virtually no effect on the upper silt layer. In these areas, we estimate column settlements in the range of three to four inches, considering all causes, including new fills and floor loads. In our opinion, settlements this large might cause excessive cracking and other minor damage that could be considered unsatisfactory foundation performance. These predicted settlements could be reduced by preloading and surcharging, as was done for the original construction. A surcharge about five feet high would be sufficient. It should remain in place for at least three months. We understand the construction schedule for these additions does not provide time for preloading. Consequently, other means must be used to reduce the predicted settlements. About one -third to one -half the predicted column settlement is due to the column load. The remainder is due to the dock - height fill and the floor load. Moreover, almost all the settlements due to the column loads are caused by strains in the upper silt layer. Thus, the predicted column settlements can be greatly reduced by supporting the columns on relatively short piles that bear in the upper several feet of the sand below the upper silt layer. Deep piles extending below the lower silt layer at depths 50 to 70 feet are not required. We estimate that the dock - height fills will cause settlements in the range of one to two inches. Most of this settlement is caused by strains in the upper silt layer that will not affect the settlement of the pile foundations. However, as the upper silt compresses, downdrag loads will be transferred to the piles. To reduce this unwanted pile load, the dock - height fills should be placed as early as possible and the installation of piles should be delayed as long as practical. Mr. Jim Troxel December 7, 1989 Dock - Height Fills Spread Foundations Project T914 -2 Page 6 In our opinion, the ground floors may be slabs -on- grade. We estimate that the floor loads will cause slab settlements in the range of one -half to one inch. Additional slab settlements may occur due to strains caused by the dock - height fills. To keep slab settlements to a minimum, placement of the slabs should be delayed as long as practical. In addition, the slabs should be free to settle if the fill supporting them settles. Consequently, the slabs should not be attached to other structure. With the additions supported as recommended, both column and slab settlements in the range of one -half to one inch are expected. Because column and slab settlements may not be the same magnitude at any given location, movements of the slab with respect to the columns and other structure may occur. In our opinion, minor cracking and other cosmetic damage caused by settlements of this magnitude are not likely to significantly affect the performance of the building. However, if settlements smaller than those discussed above are considered necessary, more expensive foundation alternatives should be considered. The following sections of this report discuss various geotechnical aspects of the project in more detail. Our recommendations should be incorporated into the project design and construction. Before the dock - height fills are placed, existing concrete aprons and asphalt pavement that would interfere with new foundations or piles should be removed. Elsewhere, existing apron and pavement may remain. If foundation construction is scheduled for the winter months, we recommend fracturing the concrete apron in order to provide drainage for rain water that may collect in the dock - height fill. The dock - height fills should be pit -run gravel free of excessive organics placed in thin layers and compacted to at least 92 percent of its ASTM D1557 maximum dry density. Maximum particle size should be about six inches. For wet - weather use, less than five percent of the fraction passing the 3/4 -inch sieve should be finer than the No. 200 sieve. Pit -run material with more fines may be acceptable during relatively dry weather. The dock - height fills will cause settlements that will increase gradually over a period of several months. To maximize the settlement that occurs early during construction, the fills should be placed at the earliest date possible. The fills should be placed first at the greatest distance from the existing walls, since these are the areas where the largest settlements are expected. The fills should be placed and compacted to lines beyond the building lines, then excavated back to provide for the perimeter foundation walls. Conventional foundations may be used to support loads along the existing perimeter walls. Loads from the additions may be carried by the existing foundations, provided neither structure nor the bearing surfaces are overstressed. Mr. Jim Troxel December 7, 1989 We recommend limiting the bearing stress to 2500 pounds per square foot, considering all dead and live loads. When wind or seismic loads are included, a one -third increase is permissible. Where loads from the addition would overstress the existing bearing areas, new foundations should be provided to increase the bearing area. New concrete may be dowelled or otherwise attached to the existing footings. Pile Foundations At all locations except adjacent the existing walls, we recommend supporting the additions on pile foundations bearing in the sand below the upper silt layer. We understand that typical column loads will be in the range of 62 kips. To allow for possible downdrag loads caused by settlements that occur after the piles have been installed, we recommend using pile capacities about 30 percent larger than the column loads to be supported. Thus, for 62 -kip column loads, pile capacities should be about 80 kips. For 80 kips of pile capacity, we recommend either a single augercast pile 18 inches in diameter, or two timber piles with minimum tip circumferences of 22 inches. Timber piles should be debarked, treated with a suitable preservative, and otherwise conform with ASTM D25. We recommend driving timber piles with a single- acting hammer with a ram weighing about 5000 pounds and delivering about 15 thousand foot - pounds of energy. Other hammers may be considered. The Engineering News formula may be used to estimate the driving resistance required. For 80-kip capacities, eighteen- inch - diameter augercast piles should penetrate at least twelve feet into the sand layer below the upper silt. The tips should be below Elev -20. Piles may encounter obstructions in the fill at shallow depths, typically only five to six feet. A backhoe should be available to dig out any obstructions that interfere with installing the piles. Perimeter Foundation Walls Lateral Loads Project T914 -2 Page 7 Foundation walls that retain the dock - height fills should be designed for a uniform lateral soil stress of 200 pounds per square foot, plus an equivalent fluid weight of 35 pounds per cubic foot. The uniform load accounts for floor and wheel loads. Wind and seismic loads may be resisted by friction on the bottom of footings and by passive stresses on the sides of footings and foundation walls. Passive resistances may be calculated for an equivalent fluid weight of 350 pounds per cubic foot, provided all fills and backfills in the passive zones are compacted to at least 92 percent of their ASTM D1557 maximum dry density. Mr. Jim Troxel December 7, 1989 Ground Floor Slabs Project T914 -2 Page 8 The friction load on the base of footings should not exceed 35 percent of the foundation's dead load. Lateral load may also be transferred to the tops of vertical piles. We recommend limiting the lateral load on timber piles to two kips per pile. If necessary, lateral loads can be carried by augercast piles, provided they are properly reinforced. Ground floors may be slabs -on- grade. Slab thicknesses and reinforcement may be proportioned for a subgrade modulus of 100 pounds per cubic inch. If moisture migration through the slabs is not desirable, we recommend installing a plastic vapor barrier at least ten mils thick. To act as a capillary break, a layer of pea gravel a few inches thick beneath the vapor barrier may be desirable, depending on the quality of the dock - height fill. In addition, to protect the vapor barrier during construction and to aid curing the concrete, a layer of sand a few inches thick may be placed above the vapor barrier. Drainage Because the floor grades will be well above outside grades, no special drainage provisions, in our opinion, are necessary. Outside grades should divert surface runoff away from the building. Water from roof gutters should be carried directly to the storm sewers in tight lines. Additional Services We recommend that Terra Associates, Inc be provided the opportunity to review the project foundation drawings and the earthwork specifications in order to verify that our recommendations have been properly interpreted and implemented in the project design. To observe the contractor's compliance with the design concepts, specifications and recommendations, and to allow expedient design changes in the event subsurface conditions differ from those anticipated, we also recommend that Terra Associates, Inc be retained to provide geotechnical services during construction. These services should include: 1) examination of all bearing surfaces for spread foundations; 2) performing field density tests on compacted backfills and compacted dock - height fills; and 3) monitoring the installation of all piles. CLOSURE Mr. Jim Troxel December 7, 1989 The analyses and recommendations submitted herein are based on data obtained from test borings. However, subsurface conditions at locations not explored may differ from those observed in the boreholes. The nature and extent of any such variations may not become evident before construction. If variations are observed during construction, Terra Associates, Inc should be requested to evaluate the actual site conditions and review the recommendations in this report prior to proceeding with the construction. The following figures are included and complete this report: Figure 1 Figure 2 Figure 3 Figures 4 through 7 We appreciate the opportunity to provide these services. Please contact us whenever we may be able to assist you, and please call if you have any questions concerning our report. Sincerely, TERRA ASSOCIATES, INC Anil Butail, P.E. President WB /AB:mp Vicinity Map Exploration Location Plan Legend for Logs Boring Logs Project T914 -2 Page 9 ( CROW ST SW 84T" ST SW 115T" ST rt IITH RI. AuSTLI HO ST UTHERN CONC T OUR C OW..' BART 5 S lOuT i g b• S T L WEBSTER S PORTS. A MON EST OEM PLArRall 71 - ST q eC rir HI INC 411• IT I WISTCRISF,' SRAM/ . :I sthfit • • r A , e.• 84 g x, u . ST RO 8 ST Copied from Thomas Bros. Maps, 1987 TERRA ASSOCIATES Geotechnical Consultants VICINITY MAP Perishable Products Warehouse Additions Associated Grocers Inc Proj. No.914-21 Date 12/89 I Figure 1 Scale 1' -300' i pD ou th S n TERRA ASSOCIATES Geotechnical Consultants BORING, LOCATION PLAN Perishable Products Warehouse Additions Associated Grocers Inc r oj. No. -21 Date 12/89 1 Figure 2 SOIL CLASSIFICATION SYSTEM LETTER MAJOR DIVISIONS SYMBOL GRAPH SYMBOL TYPICAL DESCRIPTION CO _J G �+ CO ro CI N a; 'y with Z Ze E ; iY de N 0 o o W c ` CO z CC — < c O o w �c C) GRAVELS More than 5096 of coarse fraction is Iarger•than No. 4 sieve. Clean Gravels (less than 5% fines). GW ' • s ; ?u:$'. Well- graded gravels, gravel -sand mixtures, little or no fines. GP •.,a. .:•.... Poorly- graded gravels, gravel -sand mixtures, little or no fines. Gravels fines. GM ' b72 .;. Silty gravels, gravel- sand -silt mixtures, non - plastic tines. GC i Clayey gravels, gravel- sand -clay mixtures. plastic fines. SANDS More than 50% of coarse fraction is smaller than No. 4 sieve. Clean Sands (less than 5% fines). SW : : Well- graded sands, gravelly sands, • ' ' '. little or no fines. :;:; SP Poorly- graded sands or gravelly sands, '' ' "' ` :..... little or no fines. .':�': Sands w ith fines. SM r : , %I' }; Silty sands, sand -silt mixtures, non - plastic fines. SC Clayey sands, sand -clay mixtures, / plastic fines. J O I= U) °o cl E W o z Z cc ca Q c s N a• W Z o •n it SILTS AND CLAYS less than 50%. Liquid limit is l th 50% ML Inorganic silts and very fine sands, rock flour, s or Iastiai ciayey v. fine sands or clayey silts with sho t D C L Inorganic clays of lOw to medium plasticity, ra .lavevs clays, sandy c ays, s ty clays, lean � . d y OL ������ 1��; i'i i i Organic silts and organic clays of low plasticity. SILTS AND CLAYS Liquid limit is greater than 50%. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic. CH Inorganic clays of high plasticity, fat clays. OH ' ; ; ; i i i i 1 Organic clays of medium to high plasticity, 1 organic silts. HIGHLY ORGANIC SOILS PT ."'."= Peat and other highly organic soils. DEFINITION OF TERMS AND SYMBOLS I 2" OUTER DIAMETER SPLIT SPOON SAMPLE C TORVANE READING, 2.4" INNER DIAMETER RING SAMPLE OR SHELBY TUBE SAMPLE aU PENETROMETER READING, tsf P SAMPLER PUSHED W MOISTURE, percent of dry weight * SAMPLE NOT RECOVERED pcf DRY DENSITY, pounds per cubic foot Q WATER LEVEL (DATE) LL LIQUID LIMIT,percent i WATER OBSERVATION WELL PI PLASTICITY INDEX N STANDARD PENETRATION, blows per foot LEGEND FOR LOGS ,s.- , �':it•;: :• TERRA ASSOCIATES `'` Proj, No. 914 -2 `Date 12/89 `Figure 3 Geotechnical Consultants Logged Date BORING N( By CRL ELEV 7± 10 -6 -89 Graph CS S o il Description On )h Sample Bl ows F (%) 2" asphaltic concrete sm Gray -brown silty SAND with gravel and cobbles (FILL) 55 10 . .. Same, with topsoil & quarry rock ml Gray SILT, trace of sand and clay 5 2 36 No recovery from Shelby Tube 10 P sV Black fine to medium SAND 36 29 15 Same 16 27 20 Same 77 26 25 Same 72 27 30 No recovery 50/6" 35 Same, more silt 81 27 (continued) TERRA BORING LOG Perishable Products Warehouse Additions r... ASSOCIATES Associated Grocers Inc Geotechnical Consultants Proj. No.914 -21 Date 12/89 I Figure 4A Logged Date BORING NO. (continued) By CRL I ELEV 7± 10 -6 -89 Graph US Soil Description Depth Sample BlN ows Ft. (°o) • sp No recovery Black fine to medium SAND with silt lenses - — 45 _ 50 _ 55 - - - _ 60 I It I 15 39 13 P 59 28 35 33 26 21 22 84 pcf qu =44+ ml mh ml Gray and black clayey SILT with shell fragments Gray SILT with shell and gravel at bottom of tube ml Gray clayey SILT with sand - Boring completed at depth 64 feet. Ground water in borehole at depth 10 ft after completion of drilling. Borehole backfilled with bentonite /cement grout. • TERRA ASSOCIATES Consultants BORING LOG Perishable Products Warehouse Additions Associated Grocers Inc �,. \�� ' Proj. No.914-21 Date 12/89 I Figure 48 Geotechnical Logged Date BORING NO By CRL ELEV 7± 10 -9 -89 Graph cs Soil Description D nt Sample Blows %j Ft. ( ` sm . 3" asphaltic concrete Gray -brown silty SAND with gravel (FILL) — 5 — 10 - — 15 - 32 8 P 7 10 14 11 58 42 38 27 26 q =1.0 .mh ml Gray clayey SILT Gray clayey SILT Sandy SILT with organics ATD ... I-I sm Black silty fine to medium SAND Same Same Boring completed at depth 19 feet. Observation well installed to bottom of borehole. • TERRA ASSOCIATES Consultants BORING LOG Perishable Products Warehouse' Additions Associated Grocers Inc :.'��� .`,.. `. ��� Geotechnical Proj. No.914 -21 Date 12/89 I Figure 6 Logged Date BORING NC By CRL ELEV 7± 10 -9 -89 Graph US Soil Description De )h Sample Blows Ft. () sm . • 6" concrete Gray silty SAND with gravel and cobbles Cob ?, - no recovery_ (FILL) Cobble - no recovery' - _ 5 10/0" 50/6" p 3 13 46 40 30 30 qu -0'75 ml ml No recovery from Shelby Gray SILT, clayey SILT, silty fine SAN : 10 I-- I sm sp Black silty fine to medium SAND Same, less silt 15 _ Boring completed at depth 19 feet • 0,. �` TERRA BORING LOG Perishable Products Warehouse Additions Associated Grocers Inc i.: ` "` '`�� `����� ASSOCIATES Geotechnical Consultants Proj. No.914 -21 Date 12/89 I Figure 8 Logged Date BORING NO. By CRL 4 ELEV 7± 10 -9 -89 Graph US Soil Description Depth th Sample N Blows Ft. Iwo sm 7" concrete Gray silty SAND with gravel and cobbles (FILL) • - - = = 50/6 " 16 P P 30 27 11 34 41 57 52 29 29 q . .ml ml/ Gray SILT with clay Gray clayey SILT with organics • _ ATD - 5 - ` 10 - — 15 - . sm sm sp Black silty fine SAND Black fine to medium SAND, trace silt Boring completed at depth 19 feet • TERRA ASSOCIATES Consultants BORING LOG Perishable Products Warehouse Additions Associated Grocers Inc :.:` .. ,.. `. ;„ ���� Geotechnical Proj. No.914-21 Date 12/89 I Figure 7 Copies Date Description 2 12/07/89 Geotechnical Report A/ . I 1_1,-alef/ .5_/2t--\ - k--c) 1-iti i T . I ( G' 8cra' - ri (ro.: t I TO: Letter of Transmittal Mr. Arlan Collins CNA REMARKS: Redmond, Wa 98052 1050 - 152nd Ave NR, Sni to filn WE ARE SENDING YOU: cl Attached the following: THESE ARE TRANSMITTED FOR YOUR: Xi Information ❑ Files ❑ Approval - ❑ Review and Comments 0 CC: TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences ❑ Signature Signed &'L2LL2 Anil Butail, P.E Mailing Address: P.O. Box 3338, Redmond, Washington 98073 15301 N.E. 90th Street, Redmond, Washington 98052 (206) 881.5570 Gh J DATE: December 7, 1989 JOB NO.: T-914 -2 PROJECT: Additions to Perishable Products Warehouse 0 Under separate cover via ❑ Use !TIT wARFiOUSa AQD tTl O Nf JOB .NO. 165,4 = DATE: 3 /9 / q 0 CITY MAR 1 51990 WAN & DESALVO, IP1G. 'STRUCTURAL CALCULATIONS FOR ASSOGIaMD GROCERS FOUNDATION DIN Mb!' '., 9 1990 PERMIT CENTER RE EIVED CITY it «/ PERMIT CENTER McMAHAN BAKER FROERER, INC. Engineering Design of Structures P.O. Box 4010 SEATTLE, WASHINGTON_ 98104__ :COVER 'SHEET BY:. EO GENERAL STRUCTURAL NOTES CODE: ALL CONSTRUCTION SHALL CONFORM WITH THE UNIFORM BUILDING CODE (UBC) 198 EDITION. DESIGN LIVE LOADS: FOUNDATION IS DESIGNED FOR LOADS DEVELOPED BY STEEL BUILDING MANUFACTURER. SE STEEL BUILDING DESIGN DRAWINGS. INSPECTION: INSPECTION BY AN APPROVED TESTING LAB SHALL BE PERFORMED FOR REINFORCEMEN PLACEMENT, CONCRETE PLACEMENT, AND PILE INSTALLATION. FOUNDATIONS: USE AUGERCAST PILES PER PLANS AND DETAILS WITH A CAPACITY OF 55 TONS. ALL PIL PLACEMENT SHALL BE SUPERVISED BY AN APPROVED AGENCY APPOINTED BY THE OWNER RECORDS SHALL BE KEPT OF ALL PILE PLACEMENT DATA AND SUBMITTED TO TH ARCHITECT. FOOTINGS NEAR EXISTING BUILDING MAY BE CAST ON GRADE OR EXISTIN FOOTINGS FOR A TOTAL BEARING STRESS OF 2500 PSF. BOTTOM OF EXTERIOR WALLS 0 FOOTINGS TO BEAR 1'6" MINIMUM BELOW GRADE. REFER TO SOILS REPORT BY TERR ASSOCIATES (fT914 -2) DATED DECEMBER 7, 1989, WITH AMENDMENTS. ALL PLACEMEN AND PILE INSTALLATION TO BE REVIEWED BY TERRA ASSOCIATES. SHOP DRAWINGS: IF FABRICATOR'S SHOP DRAWINGS DIFFER IN DESIGN OR ADD TO THE DESIGN OF TH FOUNDATION DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF A WASHINGTO STATE PROFESSIONAL ENGINEER. SEAL AND SIGNATURE TO BE AFFIXED PRIOR T SUBMISSION OF SHOP DRAWINGS FOR REVIEW BY ARCHITECT. GENERAL CONTRACTOR SHAL REVIEW AND APPROVE ALL SHOP DRAWINGS BEFORE SUBMITTAL TO ARCHITECT. TH CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE OWNER FOR REVIEW. (ALLOW TW WEEKS FOR REVIEW.) CONCRETE: THE SELECTION OF MATERIALS FOR, AND THE MIXING AND PLACING OF ALL CONCRET SHALL CONFORM TO THE REQUIREMENTS OF THE UNIFORM BUILDING CODE, 198 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MI HAVING A MAXIMUM SLUMP OF 4 INCHES, WHICH CAN BE PLACED WITHOU SEGREGATION OR EXCESS -FREE SURFACE WATER. WATER- CEMENT RATIOS FOR VARIOU CONCRETE STRENGTHS (f'C) SHALL BE AS SHOWN BELOW. CONCRETE STRENGTHS SHALL B VERIFIED BY STANDARD 28 -DAY CYLINDER TESTS. A WATER REDUCING ADMIXTURE CONFORMING TO U.B.C. STANDARD NO. 26 -9, SHALL BE USED IN STRICT ACCORDANC WITH THE MANUFACTURER'S RECOMMENDATIONS. AN AIR ENTRAINING AGENT, CONFORMIN TO U.B.C. STANDARD NO. 26 -9, SHALL BE USED IN ALL CONCRETE MIXES FOR WOR WHICH IS EXPOSED TO EARTH OR WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL B 5% +/- 1% BY VOLUME. THE CONCRETE SHALL BE AS FOLLOWS: MAX. GALLONS OF WATER MAX. GALLONS OF PER SACK OF CEMENT f'c WATER PER SACK WHEN USING AIR (psi) OF CEMENT ENTRAINING AGENT 3000 6.6 5.2 5.5 YES PILE CAPS, FOUNDATION & WALLS 4000 5.0 4.0 6.5 YES SLAB ON GRADE 4000 5.0 5.0 10 YES AUGERCAST PILES AS AN ALTERNATE TO THE ABOVE, THE CONTRACTOR MAY SUBMIT CONCRETE MIX DESIGN FOR REVIEW TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE DESIGN MI) SHALL MEET THE REQUIREMENTS OF THE SPECIFICATIONS AND U.B.C. SECTION 2604 AND SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGRATE, WATER REDUCING ADMIXTURES, AND AIR ENTRAINING AGENT AS WELL AS THE WATER- CEMENT RATIO, SLUMP, AND CONCRETE STRENGTH (f'c). THE USE OF CALCIUH CHLORIDE WILL NOT BE PERMITTED. HOT MIXING WATER MAY BE USED WITH PERMISSION OE THE ARCHITECT. REINFORCING STEEL: UNLESS OTHERWISE NOTED, ALL REINFORCING STEEL SHALL BE GRADE 60 DEFORMED BARE IN ACCORDANCE WITH ASTM SPECIFICATION A -615, OF THE SIZES SHOWN ON THI DRAWINGS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM SPECIFICATION A -185 ANI SHALL BE AT LEAST 6x6 -W1.4 x W1.4 W.W.F., LAP ONE FULL MESH OR 8 ", WHICHEVER IS LARGER AT SPLICES. REINFORCING STEEL SHALL BE SECURELY TIED It PLACE WITH #16 DOUBLE ANNEALED IRON WIRE. APPROVED WIRE OR PRECAST CONCRETE BLOCK BAR SUPPORTS SHALL BE AS SPECIFIED BY THE CRSI MANUAL OE STANDARD PRACTICE MSP -1 -86. REINFORCING STEEL SHALL BE DETAILED It ACCORDANCE WITH THE "A.C.I. MANUAL OF STANDARD PRACTICE FOE DETAILING REINFORCED CONCRETE STRUCTURES ", ACI 315 -80. DETAIL DRAWINGS SHALI BE PREPARED AND SUBMITTED TO THE ARCHITECT FOR REVIEW PRIOR T( FABRICATION. LAP ALL SPLICES 32 BAR DIAMETERS OR 1' -6" MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BARS (32 DIA.) TO LAP HORIZONTAL STEEL A7 CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. PROVIDE 2 - #5 ALL SIDES ANI 1 - #5 X 4' -0" DIAGONALLY AT CORNERS OF ALL OPENINGS 1' -6" OR MORE IN AN' DIRECTION. EXTEND 2' -0" PAST OPENING OR HOOK. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: EXPOSED TO WEATHER OR EARTH FOOTING BARS MIN. SACKS OF CEMENT/ SPEC. CY. INSP. USE 2" ( #6 AND LARGER) OR 1 -1/2" ( #5 AND SMALLER) 3" MISCELLANEOUS: THE CONTRACTOR SHALL., VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT JOB 'SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. MBF DOES NOT WARRANT ANY DIMENSIONS. ALL DISCREPANCIES SHALL BE REPORTED TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. UNLESS EXPRESSLY STIPULATED, NO ADDITIONAL ALLOWANCE WILL BE MADE IN THE CONTRACTOR AND /OR MANUFACTURER'S FAVOR BY VIRTUE OF ERRORS, AMBIGUITIES AND /OR OMISSIONS WHICH SHOULD HAVE BEEN DISCOVERED DURING THE PREPARATION OF BID ESTIMATE AND DIRECTED TO THE ATTENTION OF THE ARCHITECT IN A TIMELY MANNER. ANY ERRORS, AMBIGUITIES AND /OR OMISSIONS IN THE DRAWINGS OR SPECIFICATIONS SHALL BE REPORTED TO THE ARCHITECT IMMEDIATELY IN WRITING. NO WORK IS TO BE STARTED BEFORE CORRECTION IS MADE. (U.N.O. = UNLESS NOTED OTHERWISE.) THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACINGS AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THESE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT WRITTEN PERMISSION FROM THE ARCHITECT. THIS DRAWING IS THE EXCLUSIVE PROPERTY OF THE ARCHITECT AND CAN BE REPRODUCED ONLY WITH THE PERMISSION OF THE ARCHITECT, IN WHICH CASE THE REPRODUCTION MUST BEAR THEIR NAMES AS ARCHITECT. ENGINEERING DESIGN OF STRUCTURES �v P.O. BOX 4010 • SEATTLE. WASHINGTON 98104 PROJECT AG kZiwQ> =. war: BY SQ DATE 31 ? /9 0 CLIENT L' ,p A JOB NO. PAGE % OF F= 00p10 6p R.. C C. lL %1A fdMt. `.O k0 'FRO e.5C. CALCOLATIt4 S IFT A•1_ By CEM Late 02/09/90 K K DL + L L FRAME REACTIONS r S�e�v v. E Cust ASSOCIATED GROCERS #1A 35.0 K 9 . 37 3 K ANCHOR BOLTS (4) 1 in. dia. ASTM A36 x 16 in. with a 3 in. Hook With a 3 x 3 x 3/16 x 6 in. Bearing Angle D L + W L 7.89 K 4.40 K Sheet A- a. Job 11 10075 1.12 K 2.56 K (206) 621 -2400 FAX 621 -2412 PROJECT t.)(4 NoAA\ CLIENT Ca IiJ: MBF, INC ENGINEERING DESIGN OF STRUCTURES LI P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 FRom S au. i Rt:PoRT , Qy " 4 P, LE ) ALO N b R k o 1Q CzzertL u tilt- 2l'.Ot S O �` _ _ -� 1 I I 1. COL J nw 3 Fo r+, e13 C, �.�►- � t.(tL i V O t 'Cizrl Rek $ti upt \ ry eAOtt. t,t y 6 ■lcae■4 35 — T t^.►J S I 0.) 't 1E. /J BYS JOB NO. PAGE "L OF SLAG o& 6uo Y1 c-w C.*2 : i3M t<1 C1.J 9 Lt. (206) 621 -2400 FAX 621 -2412 1JIB 31F PROJECT k, au! e BY E,P1 DATE 3b ti p CLIENT JOB NO. PAGE 3 OF 7, W L1„. 'Fo(L. CNE:cxtw 1 1 I I I I I i I� R. Rt T L 6r G sLA3 4M 00.1' q 41 34- ,- 411 KZ.K1. /L A I. s 8k,6k + -LA 4s 40 81. c Ks 4- t - t 14-0L.4 `f t q-a -r t 5` r616.Ek 49'4w ZS MBF, INC, ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 1, 26\O.; 2..0 1 4.2_,14- (u Li z 13 .a. v CLL-r-) 81.c K s 'Le 5 - Lie LS � , /1� a —'7,"1 K Ot■l.i (ul.T) NC-Rens Qi.1 ny- pk Le s pL 13 `�I1 � = .� ►t k-ttAtkico LC, VI eft. RoM S u CN614 e.-tA-- (206) 621 -2400 FAX 621 -2412 29 Oo0 (ULT) PERT awe 5 ' MBF, INC. ENGINEERING DESIGNOF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT AG v0 A¢E.Noose 8Y es) a DATE 3/1 /i� 0 CLIENT C'IJA- JOB NO. PAGE 4 OF 41. 4. S \ h 2 . R t A •K - • .5146U.. caglizy diroTgL 8 A 4 t E M I . F ( 2- tr\t:IMC,uRa so6S T -r s1 S 1�AJ (o 0 WS % d■ 64, a �" 64C -114C, S IV' Ay"- cf /,(o KI5 z D � 1• 7c7 f3 ,BS0 (•"3( -'RY Li-s" Dean 9t. fo r etcts r64./.4..c 53,7 I 4- 1.1 d- y3 411c q39 It 11 - Q D.S/3 �n 5 ' AS= d.6( Og i850004 L4-3. (206) 621 -2400 FAX 621 -2412 PROJECT A& u) BY DATE 317/1 . CLIENT JOB NO. PAGE Sj OF Bra C. �t,s ( 41-1 6IAEAL 4V= 4 +2.4 4 85 cook 43 — roe Ci AR MBF, INC, • ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 As z /h� n 16.`r 5 ' 0- S )S' 3,93 WY'. 6 11-471" '5E3 Mug , ele 3.14 -o (Ja (sl - /,$) ✓'42' 6SCA f .-k 7 '/Q c r� Sow 9C.1N hn ,'h — vse n1 ate '4 qA #6 /,77 /nee 290 o k- f 3S 1 S O/ geo (206) 621 -2400 FAX 621 -2412 { i Pl Q By CEM Date 02/09/90 P LAN lam" I EJ4 Cust ASSOCIATED GROCERS #IA Sheet B- G•1 Job # 10075 PROJECT 44 W R 4 ‘-‘t0k. \C BY Eno 1 DATE 3 ' 7 .9 CLIENT JOB NO. PAGE , OF 0-kat Qt.-1.1c- FOIL 9Uv4114 Mu � 3s i' . 7 < I S z B. Z AS 4,q' 114 CI4 (14 •34-1t FR, cT, •h) A c too t � �-r, $S MBF, INC. ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PUNS IA 7,, o. 1.1 lam+ RV) 194- V. *4`i' (lS E. 1 ' 4- n AtS c 4.00 2- S 1 ' oP n , a.t c.T (206) 621 -2400 FAX 621 -2412 H7F F000.30/41'10(0 6L00( 3 Q%O TJ4.! ,RAOt Q MBF, INC. ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT 46 kAj(iQOrk.)0>t, BY trl DATE 3 ,'P � CLIENT JOB NO. PAGE 7 OF 40 1 DL Roof- 1'K,oYS'L .2k1 9&uNa N.2_(V GM I.6g3'r 6.'1K1i vu 3.02 - 344 4 ' 3 `L �3 •.ot5 b4v,IRL. x0.1'- O,G k14 3,6 k1gl. -MO 5•410 40L4‘4 - 72_0 ;.(c. 3. o as' 6.3 (206) 621 -2400 FAX 621 -2412 ai tic.% , Ss 4 24.064 -K v, 431r2- > C,(, t L IVO 'Jr' -r<R.Q RcCi MIT ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT A i t . 0►,OVgE: CLIENT co It- $Ltt 3 L3 FRAML. Lczt OS 03c_ By CEM Date 02/08/90 ?0.0 K 1 40•O K D L + L L tt 4 FRAME REACTION S Cust ASSOCIATED GROCERS #4 20.0 K 29.3 K BY , p*ICHOR BOLTS (4) 3/4 in. dia..ASTM A36 x 16 in. with a 3 in. Hook With a 3 x 3 x 3/16 x 6 in. Bearing Angle JOB NO. PAGE 9 OF DL + WL 6.53 K 4.23 K DATE .3.1 •q • Sheet A- 2 Jab # 1007/,- 1.93 K 1 gti' 4LLDLJ 4(2)Lt L-04-0 4eP °a w( Z o perr4* (206) 621 -2400 FAX 621 -2412 1.63 K PROJECT A.6 W p,Qt„ \A.J s,t. BY E.O ,, DATE 3r 7 �� CLIENT JOB NO. PAGE q OF 20 14-I(.'= 4S41' vsE: ! Mme. R t' :.k a CL Cbtr) (4 4 1 l� (74 C. 69 4- ' us( m 4 s Pt..I t.z s AtoaC 6-2ko 6 24OE a t'ia -n� 33' 33 C OL CLO wt— , ot5 4 14 ' a. 2, K 1 woeA .c, "1A7( - 0i tbr� 1.•3 0 ,9 11 A .. c 2.s t 1025 %ur " ± t 3,i 33 fg ENGINEERING DESIGN OF STRUCTURES IF P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 436 •Sr ASS 3.s 1H ` 1�o ft - i, - a As z 5,'S Ta 3 "' 4 9 e.0- r f Ala 8 04. CiDO LtN (206) 621 -2400 FAX 621 -2412 h PROJECT A4 Wth(Zc,.■‘4*4 OS. C. BY .n .1 DATE 3, 7. q b CLIENT JOB NO, PAGE 10 OF 4R Q 6-L4 Cato -r. Css AA 3 (94 3.2..4 33 ` L 443 IL ENGINEERING DESIGN OF STRUCTURES IF P.O. BOX 4010 • SEATTLE. WASHINGTON 98104 sic, 4 3..Z -'r 3 (206) 621 -2400 FAX 621 -2412 4t . 0 5 e Z-- A t 0S4 A 3 td 21 - 1 4 0‘' 7 6 4 l ' - • °I<- v 0 STRUCTURAL CALCULATIONS FOR A550c.14TeD GROCERS D {F FOUNDAT►oN DEIGN W ,R HO L A DD 1TI REV5D MARCH 1990 JOB .NO� 4�q 15 5 �� :.DATE:' 3/i 6 I \\ MAR 191990 MAt1AN & DESAtVO,I '. McMAHAN BAKER FROERER, INC. Engineering Design of Structures P.O. Box 4010 SEATTLE, WASHINGTON 98104 :COVER "SHEET MEP EoctsT doh k...o MBF, INC. ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT A G 1,4541,\4,.6 J s e, BY Er) DATES/ISS(go CLIENT JOB NO. PAGE \ OF - rRir 'P AD F ooertt4 Au) Nc. 6 R‘ o p — V «b S' f t A Roof- aL //4ti Puf Z' S es f 2.L RooF\uc. 4, 0 `MX. \fit, SPA�►ak Z • O SAW 2 .o OL 21 r ►5 - , y, .. 1c( 0- "'r0.�� WIDTH 21' srlO ,) t.7 ' iS = I ( KI � N WAN 436' 11 i 5 w 36Al1S 2i KI - t t rctsr F0 Solt V' = , ���11 = ,44 ksR w0.4 LL 20 K31 144 IG74'4 0.6 � £K 1ST* f=Oc1 t •Jc Z '. 4" OL T �L 2 (s ` 8 /z. S ,'S KO' z. ksl ' > 2.S(O psR 1 ) urn, P\Lts (206) 621 -2400 FAX 621 -2412 P PROJECT /d W rzac Q art. BY e 0 DATE CLIENT e,L) JOB NO. PAGE Z OF N LC�\ t A Rto� CIA sr SLA4 X1(1 S` a u W M1N I ran' 48 �•k MBF, INC. ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 CbLk.M 5 00 Wm" /LoAce 6RAo co n L -1 vw VVINV 9 T= 484T. a t. A$`,fto • O pL' '-' (9. (Iv) 3" iW6t2 c_Asr pI Lt, TorTAL c ury Lo Pt 48' (FRom e4Lc's) 6ry at 6:sisT E.0 501,4 pnklCt.s Aare P4sswe PRr:ss4124 A-64(00- PI Ix - T4' Ou liz 13.6 (206) 621-2400 FAX 621 -2412 Put s- A Zµ K Z"I tst∎ v+ PROJECT 4„t W R ‘..\ BY DATE CLIENT JOB NO. PAGE 3 OF 'VLA 4 \ P 49 � \r1 { MBF, INC. ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 c_ a 44e,4 cRs i. W( Z.L £.ct,' C.14E1.Ic s W E /AIL STQCs S V 4- , .i1.1ti V \-y\> - fi 2 dY vwspecckoeJ OK- 'T�.►JS 0".! \t. 9 " em c.. Oc.P'rA4 Oustot, QR wac ) 4ri- 2G, 3/ L 4 4� rt - CSS + 4 ,4) 6", IL m= 2.6,3 .1 x5F1FT A (0= , (kst- k' 1.S% ,q KLF (206) 621 -2400 FAX 621 -2412 As-1. ' .1..4- , 2. Az 1,x7144 PROJECT Art, W 032k:-‘441 St, BY DATE CLIENT JOB NO. PAGE 4. OF C_14 MBF, INC. ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 f--0 A. A , (4- ¥' P L A^cCR -t LJ Aro t o cf w� 4� 1 o Vt r-1 li- 3 71/4 s lA SS A I TS 1, " 7 '' 44 6 4. v.. ,E?Qor%-f e,RS i . _ ` 2.) 4 co Lorv1yJ CiMYN k 1.V% 1/44- tt. q � db.. c1Acc11. + -0(2.. O tivr Lola Pi- 4 %+ 4 ,< G 4 I S 'Tz1. 6 L Coo k u& 6ro 1_.�vJ (206) 621 -2400 FAX 621 -2412 B31F zLoLO\aL 1 ` Al Roo F- % M ' 0 9.V1C LOArOS MBF, INC. ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT k �1� ta ewoS BY EO - DATE Si I% I CLIENT JOB NO. PAGE C OF COKVr C) L. 13,6 x 5.6 4.0,5 2,1 ie- LL- \3.5{Ib,S riots: kcal" (206) 621 -2400 FAX 621 -2412 SC G" PROJECT 4 j 0 laR-y:.` 4. uS BY DATE CLIENT JOB NO. PAGE b OF 11J) MBF, INC. ENGINEERING DESIGN OF STRUCTURES P,O. BOX 4010 • SEATTLE, WASHINGTON 98104 6PR.CAo F 0 aTt c. RbO- L0A-O W ' (21* 44)K 1Cl40' OA. C,w41I' ,Cc. ksf: LL . Z KsR &L.AN TL , o k3P P01- 2 ' M W%01/4:. 7 ?%•J C%-(s/ .4 , 1 ,51 !Mr: G 25 ez,Ic e A 4 E . L L \ - 1 1 T h : - + A t - - S 1 L- R - C S S . i t : F tor- S t L too psl" I l J t E ,(074' 1.5 0.15 QH - (4,541) 4 103 o 0,633 k /LC= CACC -VL 91Us■Ok: 9aCSsut1G Ucie, FS of 1,5 ,zgt,_ s 2..1 0- usL 2_ -- ate 44 4--- 0. (206) 621 -2400 FAX 621 -2412 CLIENT IRO 031F PROJECT L.k.) R E.110- myr , co33N 4,5 K`13 2 t,C1 L .1 44-5 1i 4.4 O, ZS ∎H 1 4-1- mH > \.' �• k Vu Z 41 \.'12 c),'1 k. )/L4 Ve_c � k 7 0.1 MBF, INC. ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 l,J b4 .0 h--C.) Vt.t,. r": I I 2:.G" { o IL SLM1 Qw.C. $3 o � L BY DATE `ti's %s' VEru- 4-s 3 L.,, J t- c1,yt - JOB NO. PAGE 7 OF 2 (206) 621 -2400 FAX 621 -2412 Ne+a s L4A) 04 4 J MBF, INC. ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT 6 tx.)pas_ YJ3k. BY 0 , DATE 3/14 CLIENT 0%3,4. JOB NO. PAGE v OF GR%� Qlao '�ocnA�G — 12,710 COLurn•J LO nL \,D ti3 2,3 s,t 3,L L Show L. L 4• 4- 3 ,� j 5.3 6.,3 I 1Y • (v5' Eov( c.). i■ ( Li) AO W ` ti O A . l3S••■Q 0, 3S k( �•�. t•O f-ootiac 11\ ftS,VM 4 Gf ftV :' 1 rs lV� t We or 1,:sortfooaa flock I c, " z i 2' ksv= Lam. �) stab z , 015 k s 1a oL. Lo ,5•4",%st ,1%<10- p o 3' wo.I +'J wo N s. (, 41 A , I S t 0,6 k/4-4 U oiaT = (0%.11 s (206) 621 -2400 FAX 621 -2412 Irg3IF MBF, INC. ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT 4,` ea, (4 �� tl) 1e" BY ...0 DATE CLIENT JOB NO. PAGE 5 OF �.= 0,7_•*LbS'''���.2, �- ,410"'','L -1,4te'KsF S RcD('i SoIL.S Q.I.Z61•Jtt;R - 4L.Lok) c 2SOO c)Vz 0.1.-- +,S- }. (0-.3 ,- ,GC., ez Lk! °C. 7- akAn '2 -4t - roe mom" i")4.0 11 140RIT *#-s IS" V €R's c 4A 1, S 1<s v: 1 ,"I KsF. 4. 2, 5 v.00'rUVC• °Do c is V Eizfr R1cu4 (206) 621 -2400 FAX 621 -2412 ° MBF, INC, 03 ENGINEERING DESIGN OF STRUCTURES 1 P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT CLIENT - Lac. sly£ A.(L. \ ■J p.00 T N Vun " to 2 3 \&- d r rC. �h Z_* , Osu- *it ei4 t ck. LOPrnt'v'r Cro1/4vc...1 S titA l'cqu INA ,"7 KV. 1,'L S = 12 4 Ioi o' JOB NO. PAGE /6 OF tALL%L �� < w( M u a L� �� 0 L Ks; 200 tie 4-- 200v. BY DATE T ALL % SA.9K,OS'(s o.Z'F ) O.IZ K CAL ck_ 4' _4 () a •Y 6.1P1.1 A -600r St—A F= 43#LKIJ ,loW 4 `" me- ,q .H9 4 (0 • 3 k `ftt'L , l A\ lL 7 0 •Z - ' 1c- ak (206) 621 -2400 FAX 621 -2412 CLIENT 1H) g3 PROJECT 4( W I ti 00sl 1Jw sc 4 46 t4C MBF, INC. ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 JOB NO. 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BOX 4010 • SEATTLE, WASHINGTON 98104 G .5relI c- L1" 0II- • /, 'N., / I f ` i } Q,ICJs FP" D, t 3 eye m : 2.6)(1E4; wit Z/, .r-k Nev✓ 13 -'ri . c) p jiINCc. -� = 0,3 ,15 W, eK,J 'X,u'7 = 40 Ic(-44 X1Z3 = O,1f3 1</-F= uh. ^ 4'i(,&7 k !4:-1 ,r, t3 z 0.09iO4-1 �4-- R` ,18 :e 22..111o6 , Q!a k IZ /L ! 2. e 33.3 Rdc , c 9 K IZxZ.7 , 3 -+,18x'2.1,3 ^�f (206) 621 -2400 FAX 621 -2412 CLIENT PCIMF ENGINEERING DESIGN OF STRUCTURES (206) 621 -2400 P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 FAX 621 -2412 PROJECT A House: w F BtAryi . Uh. C3/03c 33 Klz/z. /8 Lt i 6rr14 33.0' r 2.43 /8/.4 r : s, /5 k.s,. - 5, /6 w 49.1 x' /12 2.1. iC I 1-7,y .F-f - k > 24,8 o KooF DL 4h',2 18" 2,b Psi- 3 144 " noo^r 3. o pi is: T.NS, 2'a f.s 314i . 7_r0 //,9 ps1 C-14 E- DEr-e Jr, A = , /o4 %z ,10 2 /.4K /2.439479000 - 6.59 4 oo L "Vv-rot 1.65" C� -I�ck co,vc- cu As comp, - PG TcT4L wT of 66.14 /6 -+ /2rtfkt.) 454',1.7 - y 3,1 ►� tcooF DL_ + UAU pc. Z3$ «d it3,90/%.* 43,9 k S, 4 /9. / ,t4 JOB NO. PAGE ) OF BY DATE 'L /t / A+ 23BpI.P it CLIENT MEP PROJECT 46, tt)aQt. HOUSE ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 FAX 621 -2412 Ay) Capt4-c.,ery 1 0,55 Cc:A9 (ig = ,7 ,k z. o h 8 .1 c.'- 3 ks ; 4 448 = 3 614-m 91 Puw - ,s5 ;74- 3 4' 3 8 4. 43k" fn 23,9 +/,4 33.3 K 4 4 41 ,- Mum P Q = 33,6 �', la = 20,1 m - k- /4 3,01 !hr k14:4- t>~ r,4 T3." *A5 a) / B 4%1. O. x.( L. 2 S,01 M0 Ito 4 ,r 4 ,4-rrg -c. w i0 ro eJ4a - TRY Boers 3 P-4 , /9 K 4'- = ci4e06. r-Lsooc el 4 fl-112 KV /Z 1. th•k RE4 /LTt, 0.06 i i Sam t. ,e.?' ) 0.05 0 O.62" I. BY EQ..) DATE - /Z,‘ f • JOB NO. PAGE 44- OF Q c" 7 6,z./ 1n 1- 11 0 4- i v & c) Wto (206) 621 -2400 0 lc IRfl) 3)F MBF, INC. ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT A- USE BY €20 DATE CLIENT JOB NO. PAGE /5 OF ATTALA4 t, F C�uN o kT( n.) REt.`T% dNI 0 sL..411, 1 /8 "4 £xP S,DLT VALE= LsE. Exo CioLT t■ s r s�Ab Nt tkm 41 7°0 0iz 141:44 tas • i " 0 w( - s/P 4t Eat C 3 o c ? 3 8" ° / � •L W 3N 6P t AL zosP 12 ' n RECJ'n FoRLE. 71t stcc T. S \� t. 61 t pvILLINJ r,oaT w ro ker ea ► 01-6 Pt 0 1m (206) 621 -2400 FAX 621 -2412 WIT ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT A 6 eAkiz cgovie CLIENT JOB NO. PAGE It OF "n2LI L 5 Dr Se '/t '/2 A /40 Z I 14 rn /, K 51(1 2 /2.11 UP ICs,' c�k nu.J 6 (8" Sour •wr �I' _ 002 kl61 SI$.L L L3Tes..) LWLCIc. Lb C- 86WOiut X12 7, Q 3V2. 9, 8 1, • k to 3` / 1-1 s - 1'1" t " = © p P /S c. 9 ' 8 /7/ /3.8 ►cs, 4 Z: n 2 1.84,1c b 1. tic, Screxo1 4,0 n 2 2-60° 3.4,6 - ToT,�c. U 5t 3 L44 scre. - l H t nu�<<►h • joiVr Ex 4K12 ram pi A) 48" °Ac. Ncr,41 (206) 621 -2400 FAX 621 -2412 ` C BY O , DATE ZS //^ • t'1tAt. Sect It \: .1 L1 6 sera44 a to" °/c iN 1J L 51050 iv 4 = (/" of .S /8N ¢, Am-5 t3 OUT 4 ) w ? o t�' t'• es...) 1/401 Qet r - n c..) I— 17 STRUCTURAL STEEL: STRUCTURAL STEEL SHALL BE ASTM A -36, fy = 36,000 PSI EXCEPT PIPE SHAPES SHALL BE ASTM A -53, GRADE B, TYPE E OR S, fy = 35,000 PSI AND TUBE SHAPES SHALL BE ASTM A500 GRADE B, fy = 46,000 PSI. DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE "A.I.S.C. SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ". ALL BOLTS SHALL CONFORM TO THE LATEST ASTM SPECIFICATION A307, BOLTS 3/4 -INCH DIAMETER UNLESS NOTED OTHERWISE. ALL WELDING SHALL CONFORM TO THE A.W.S. D1.1 -86 "STRUCTURAL WELDING CODE ". ALL WELDS SHALL BE 3/16" MINIMUM UNLESS OTHERWISE NOTED. WELDING ELECTRODES SHALL BE E70XX LOW HYDROGEN ELECTRODES FOR MANUAL SHIELDED METAL -ARC WELDING OR EQUAL ELECTRODE FOR OTHER WELDING PROCESSES. WELDED JOINTS SHALL CONFORM TO A.W.S. PREQUALIFIED JOINT DETAILS FOR WELDED CONSTRUCTION. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND THE BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. ALL WELDING SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS. + D ENGINEERING DESIGN OF STRUCTURES I P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT ff,. A , // H BY DATE A/. 7 - ec , CLIENT JOB NO. 1 S5 if PAGE a OF '7 Aar S i o gm wolf l It I2_C t 'L 76X1,4+ 2Wx1‘7 = 4% ? ( l 0 / 2 / 6 `11o 8 p<.i 6/a5(hc ✓iC- iom i -Por /(= --1(P SArz. 3x 1072_ D.4 3 FA •12_. 122 - 21(0 - MAHAN & DESALVO, INC. 51ab M)7/( Jet Ta/n /( ,F MR APR 0 6 1990 9 (206) 621 -2400 FAX 621 -2412 /lo , 6x 21 = 2 °��� z� I l� �� ✓V15� 2/s. 12 f /0&0089i 3" ►Z, b slab £V %S s < 1� ) * * *, cliteo St C� -ib. war-h4 4 VH.33, PROJECT (kJ BY ?c DATE e7 - 5-020 CLIENT 61\i Pt 1Mk bk.),d1, Vor-h cA,■ I od at,U '►vnPo�J I0 Q PrOYv -k1Z. �.�►.. �DL LL ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 13''x Co' 6/4 L(� gal -f-,) Gai kJ ;A GA <.h ) JOB NO. rJ I %, 4 PAGE ' OF , / k cF , l,/3 x /• s J, /sk SB / ,P8'x3'x, c.Z . D,19 Xl�`l ofdQe9 (p X , o75k" 0,45 )<(,4 045 X , 2 0 1 <5 f . ' .1 2 ,,1 /2, cia 6i , c a X 1, 1g() '0 6' < /'O � a I(ouualole 644 n!� 2.� -,MCP - /O r, d w - _ cQ 7' I 2 1 = 2,.7 uto r e- 0 $x2)(I2 lb" )( or = 1452.(a 1 vv,rzw-t. us514 `-4\ f el (t 4D-1 of -64AJ2 - tz 469 / tole re- 7 2, s k/9 /) g0f OA s' (NidYit •Is (206) 621 -2400 FAX 621 -2412 �w a)r55 I - 2 , 71 ) <- 4- 3 4 A I J HIT ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT A, �� I e2Ci BY /`t% DATE q_ 3 — CLIENT 6/\/4 JOB NO. ) , 155 ,c/ PAGE OF 7 6 LD /5,/ "wat 1/ 1 - - ,5 , (01x, I s x 1/, 2 s = I, OA/ ' 4 " ,ri44 wa,a. pn / ,c /3,5 -o cu- /O/95P , /0p P X1.3/ 5 - /35 /ijl SD '2' I 75 p�� fir,, -�. & -f' co, (/J 1,0 - 1 . O, (a .2,0> N k I (I , q) t 1 1 7 (C. (0) �}, G()' /12JoJi /,f�/�(�t,.s /,,b) �-n �j r� 2= /2 1 M r S. 11- X,/i J A 144,c,y e = /3 d-= ,8C if, /- I , rib= Z?, eE 1. 2 rvv;d'eZ /1 5 G ycvf • 6T1,) J (206) 621 -2400 FAX 621 -2412 D/<._ V = 3 .. l l 4 >2 4 t g..s2- )0\4, f' & /O6'' 85 ; 50.4 i s /5VS a . 8S' , st • (an2 ,,_ /y2- A. 06. vG :223 A > ✓� 464:1 (/e as 55 7r•veS 8' (A-YLE 7 9 ,k,.' (.0 )1- �10.C.L (07X, , / 5 ^ 7, ! c ,: C4 , KIT 6)vnpl &' s4- nen- s>�I ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT ,efe M- BY 76, DATE LI - 3 -c7Q CLIENT i1 A JOB NO. 56 155,41 PAGE 3 OF 7 Sec) Cam , 135 - 1,22y" (� W = .75 'x,135= J, 60w : 1 , /8 +, ) 35 - f',2 'r J1 r_0, 3 = 2 Yo(p(/6xi,4. - fzsX 2, 5LI riv07 1 2.5 5i rnple, C2008 (60 3 stir l o -x-r. . gu. = 331 Co xamo x (poz 5b rs ' A 2 (,Z x — 22 v 41 8 A i 4 Rt. aa►M roof -' ,711L4-' = 22 - ) 26 5 -t 2. x 0 4 5 v = I. (43) /L1p2x / 5; . 4. 2,54 = I- 2d6 '7 74 A5 = i, 7' ?-; '- A r,%1, 9,0 0\4% ,8x'8'58'2 3nvv 432ogi lb 2 \h _. A - v = Sn . �p vim' 0• l >, aua 5 G l5 v ( , 15 -s `7 I. C) ,A > 37, 4A OK-- cu ' I /%34,te s�e�P '0 °14_ -l. = ,04 1St ' r .... 1,01 '55 (206) 621 -2400 FAX 621 -2412 Q 5 `- A'rotl MIT ENGINEERING DESIGN OF STRUCTURES P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT 4(� t'0 /1-} BY 17C DATE 04 /- 3 - G) CLIENT JOB NO. 4f), /5, di PAGE hi OF 7 6 ?/5 2, l �. I / ,o /er g GJw "51 5 #ft 4 :3,93 41 S, 3,x, gv x/ .A' _ O /0.Z A =2055o, -,.x sa cQ -/1" .. ; 22s ,10 ,. 5/A6 3 ' X 2 ' 7 - D •83 x4y- t = 2, I$ + /ow we ; wcde , (07 X,Jy_ = 0,`/02 dab 3,5' x ,015 - Q. 2.Go 1 , 2 X .2 = O. 7 x,3(0 = 0e405 Xi,4 4'017?</i7= 241 l 11-64 254- �e s A 4 � af' Gc� /5 XC 151 - i(o � wk ,°�5 I av&victr- /c- f %, A X 5, 22_x., )z-41 0,9 S f . w = 2 , 05 .Pc.1' 1 10,26' to = tie W/° •� Flo' ✓�ll� - 3 , 3.(o 102 5697. A / ; 12 rx� 4. 5,/if 4 :3,0, 3 A3 3,D (206) 621-2400 FAX 621 -2412 3?7,. 94 r ENGINEERING DESIGN OF STRUCTURES D P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT BY DATE �/ -- - CLIENT JOB NO. Ft) /55 c'a PAGES OF `7 Sec.. P /52,I e47d, 5It,,%4'' 14tviie 3,3loit 'X 10 1./ = 7725 1t. V0- 0.41,2, b x8,60 OVG= ,65( l000 Vw- VG= 0 - 71,3 -D2,5 =4/4A, IV, 65 s 51_, (206) 621 -2400 FAX 621 -2412 Vs = , itk222 s '46(0 > vs IS GIL 'I Ve how' s tee 'A ' tr'q e-Gmti 1.0d F.OA 6. X /Sp = 0, 2 1.4 0. 13,5 25,01 - 0,4 x 1,1 0,51 )d ,Cep X /i,25' X.IS/Ga - 1.13 Xl, = 1.58 Glad r� ,155 1C /' X/, "/ 0� n. Iu to Gs'/ , 075 = 0, G Y1.1 , 6 L(_ $' x .2 = /, (a X/17 '1. 0 .iy = w C . 8 E 2 = 6U 1.- Y cec r 41 )4 , // ke ' . , cg , K5r /2, Ks P- a/Ra ) - , cp eo = ill - 4d._4' =.2.11 2',60„ 0 .)e& 0 , ss x 47 � � (12)(8)) ' � '>2� � X /GI n o+ am 14.5u4... PROJECT 4( , �f+ BY pc...„ DATE 1-1- CLIENT 3A JA 1 JOB NO. t32 , y PAGE (o OF a' lu, - /2i/& aiafwA P H. ,c E NGINEERING DESIGN OF STRUCTURES s v J P.O. BOX 4010 • SEATTLE, WASHINGTON 98104 l oad �r owt S 42' no c/' fbr Mtc4' 112/4 / 0; 11 q 1 CMG L0J a, 65,8 26,7 37. 37, g�3 26 71' ><#7 , 4/':.-- 33,E 4'p ix , i 1 : 11s, oalf / Io ,off V, °)4 3100,9 2 ' 32 (,,,8) ( r ir3 2 � � 232 2x (.2 ,05Xgb f52 a 5Su vn `Tlu se. vwC bid° y 1,. C4facr' >K 60 1" f (e prosi bl 5'2, 2 ( �, 39, 9) EZcj 503. (- 1) C 26.r/7) .11 (21 0'0 I,7$. : 2L- : 16,o f2 2'2/ . HJ,S- 24 `D. :23,5.11 (o 0K. ) r7 ). Pni Al, st73,53 q 0,514t9 c b7a (K n slab - 75, (206) 621-2400 FAX 621 -2412 F 24 ENGINEERING DESIGN OF STRUCTURES P,O. BOX 4010 • SEATTLE, WASHINGTON 98104 PROJECT A-(..5 /4)1 r BY /'�� DATE a/ 4/ 020 CLIENT JOB NO. D2 9, t PAGE 7 OF 1 at/4c Geen/j -/s e v / cr b /o41 R , ?lob AI l �r� �. � C ) = /, '/7(0 �� 1 4 102 - 134 2 11 Slur lcd R✓yu'XE ,075) f r7( ,2)' Sa / = I I. Ay VA ,o D 07 S ,e v,Z / /4 60 '' "' 2,6 e.4 _ p, / pCo.,ic.,Z/ 45. Jo At = o 11 1 , 0 o u Tres l ✓I 4e41 4i c9vta / / ( jtt 6CA -g jbi Cor a g' v (206) 621 -2400 FAX 621 -2412 KATHY VON BARGEN A. L. T. A. COMMITMENT Our No. 132281 DARYL SAVIDIS SCHEDULE A Your, No. . 88026. UNIT 6 628 -5610 ;: a l; 3 U i Effective Date: January 21, 1988 at 8:00 A.M. MAR 15 1. Policies to be issued: MAHAN & DESALVO,in. ALTA Loan Policy 1970 (Amended 10 -17 -70 and 10- 17 -84) Extended REORGANIZATION RATE Proposed Insured: APPROPRIATE LENDER CHICAGO TITLE INSURANCE COMPANY 701 FIFTH AVENUE, SUITE 1800 SEATTLE WASHINGTON 98104 The estate or interest in the land described herein and which is covered by this commitment is: A Fee Simple 3. The estate or interest referred to herein is at Date of Commitment vested in: ASSOCIATED GROCERS, INC.. A WASHINGTON CORPORATION 4. The land referred to in this commitment is situated in the County of King, State of Washington, and is described as follows: SEE SCHEDULE A (NEXT PAGE) C!TV ( :'!; 1 A MAR 1 it 1990 PERMIT CENTER Amount: TO BE AGREED UPON Premium: Tax: • A. L. T. A. COMMITMENT SCHEDULE A (Continued) Our No. 132281 Your No. SEA 88026 THAT PORTION OF T. GROW'S DONATION LAND CLAIM IN SECTIONS 3 AND 4, TOWNSHIP 23 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, AND OF GOVERNMENT LOT 1 IN SAID SECTION 3, AND OF THE ABANDONED SEATTLE — TACOMA INTERURBAN AND PUGET SOUND ELECTRIC COMPANY RIGHT OF WAY, AND OF THE NORTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SAID SECTION 3, AND OF THE GOVERNMENT LOT 9 OF SAID SECTION 4, AND OF GOVERNMENT LOT 8 IN SAID SECTION 4, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE CONCRETE MONUMENT MARKING THE INTERSECTION OF THE CENTERLINES OF SOUTH NORFOLK STREET AND AIRPORT WAY SOUTH, WHICH POINT BEARS NORTH 88 DEGREES 11'57" EAST 521.23 FEET FROM THE CONCRETE MONUMENT MARKING THE ANGLE POINT IN THE CENTERLINE OF SAID SOUTH NORFOLK STREET; THENCE SOUTH 98 DEGREES 11'57" WEST ALONG THE CENTERLINE OF SAID SOUTH NORFOLK STREET 37.33 FEET; THENCE SOUTH 1 DEGREES 48'03" EAST 40.00 FEET TO THE INTERSECTION OF THE SOUTHERLY MARGIN OF SAID SOUTH NORFOLK STREET WITH AN ARC OF A CURVE CONNECTING SAID SOUTHERLY MARGIN WITH THE WESTERLY MARGIN OF AIRPORT WAY SOUTH, THE CENTER OF WHICH CURVE BEARS SOUTH 33 DEGREES 51'08" WEST 48.00 FEET, AND THE TRUE POINT OF BEGINNING; THENCE SOUTHERLY ALONG SAID WESTERLY MARGIN OF AIRPORT WAY SOUTH, FOLLOWING SAID ARC OF A CURVE HAVING SAID RADIUS OF 48.00 FEET, AN ARC DISTANCE OF 29.13 FEET TO A POINT OF TANGENCY; THENCE SOUTH 21 DEGREES 22'39" EAST ALONG SAID WESTERLY MARGIN 1128.01 FEET TO A POINT OF WIDENING IN SAID AIRPORT WAY SOUTH; THENCE SOUTH 68 DEGREES 37'21" WEST ALONG SAID MARGIN 35.00 FEET TO A POINT OF CURVE IN SAID MARGIN THE CENTER OF WHICH BEARS SOUTH 68 DEGREES 37'21" WEST 880.00 FEET; THENCE SOUTHERLY ALONG SAID MARGIN FOLLOWING AN ARC OF A CURVE HAVING SAID RADIUS OF 880.00 FEET, AN ARC DISTANCE OF 509.03 FEET TO A POINT OF WIDENING IN SAID AIRPORT WAY SOUTH; THENCE NORTH 78 DEGREES 13'59" WEST ALONG SAID MARGIN 5.00 FEET; THENCE SOUTH 11 DEGREES 46'01" WEST ALONG SAID MARGIN 221.60 FEET TO A POINT OF WIDENING IN SAID AIRPORT WAY SOUTH; THENCE NORTH 78 DEGREES 13'59" WEST 3.00 FEET TO A POINT OF CURVE IN SAID MARGIN, THE CENTER LINE OF WHICH BEARS NORTH 78 DEGREES 13'59" WEST, 522.96 FEET; THENCE SOUTHERLY AND WESTERLY ALONG SAID CURVE AND MARGIN AN ARC DISTANCE OF 666.38 FEET TO A POINT ON THE NORTH MARGIN OF THE BOEING ACCESS ROAD; THENCE SOUTH 5 DEGREES 13'28" EAST ALONG SAID MARGIN 7.00 FEET; THENCE SOUTH 84 DEGREES 46'32" WEST ALONG SAID MARGIN 447.92 FEET TO A POINT OF CURVATURE OF A 102.80 FOOT RADIUS CURVE TO THE RIGHT IN SAID MARGIN; A. L. T. A. COMMITMENT SCHEDULE A (Continued) Our No. 132281 Your No. SEA 88026 A POINT OF TANGENCY ON THE NORTHEASTERLY MARGIN OF EAST MARGINAL WAY; THENCE NORTH 11 DEGREES 20'42" WEST ALONG SAID NORTHEASTERLY MARGIN 272.50 FEET TO A POINT OF CURVATURE OF 1184.34 FOOT RADIUS CURVE TO THE LEFT; THENCE NORTHERLY ALONG SAID CURVE AND MARGIN AN ARC DISTANCE OF 209.97 FEET; THENCE CONTINUING ALONG THE NORTHEASTERLY MARGIN OF EAST MARGINAL WAY, NORTH 23 DEGREES 39'16" WEST 474.00 FEET, MORE OR LESS TO THE SOUTH LINE OF SAID GOVERNMENT LOT 8; THENCE ALONG SAID SOUTH LINE, SOUTH 88 DEGREES 07'58" EAST TO THE SOUTHEAST CORNER OF SAID GOVERNMENT LOT 8; THENCE ALONG THE SOUTH LINE OF THE NORTHWEST QUARTER OF SAID SECTION 3, SOUTH 88 DEGREES 07'58" EAST 267.86 FEET TO THE WESTERLY BOUNDARY LINE OF THE SEATTLE — TACOMA INTERURBAN RAILWAY RIGHT OF WAY; THENCE ALONG SAID WESTERLY BOUNDARY LINE, NORTH 8 DEGREES 11'15" WEST 728.75 FEET TO THE SOUTH LINE OF SAID T. GROW'S DONATION LAND CLAIM; THENCE SOUTH 89 DEGREES 59'25" WEST ALONG SAID SOUTH LINE 157.62 FEET TO THE WEST LINE OF SAID SECTION 3; THENCE SOUTH 0 DEGREE 23'12" WEST ALONG SAID WEST LINE 137.23 FEET; THENCE NORTH 89 DEGREES 58'12" WEST TO A POINT WHICH BEARS SOUTH 89 DEGREES 58'12" EAST 168.00 FEET FROM THE EASTERLY MARGIN OF EAST MARGINAL WAY SOUTH; THENCE NORTH 23 DEGREES 39'16" WEST 181.29 FEET; THENCE NORTH 89 DEGREES 50'45" WEST 168.16 FEET TO THE EASTERLY MARGIN OF EAST MARGINAL WAY SOUTH; THENCE NORTH 23 DEGREES 39'16" WEST ALONG SAID MARGIN 37.98 FEET TO A POINT WHICH IS SOUTH 23 DEGREES 39'16" EAST 110.00 FEET FROM THE INTERSECTION OF SAID EASTERLY MARGIN WITH THE SOUTHERLY MARGIN OF SAID SOUTH NORFOLK STREET; THENCE NORTH 66 DEGREES 20'44" EAST 82.87 FEET; THENCE NORTH 0 DEGREE 17'25" WEST 33.68 FEET; THENCE SOUTH 89 DEGREES 51'31" EAST 11.60 FEET; THENCE NORTH 0 DEGREE 36'53" EAST 92.84 FEET TO THE SOUTHERLY MARGIN OF SAID SOUTH NORFOLK STREET AT A POINT THEREON WHICH IS NORTH 66 DEGREES 00'17" EAST 145.00 FEET FROM ITS INTERSECTION WITH THE EASTERLY MARGIN OF SAID EAST MARGINAL WAY SOUTH; THENCE NORTH 66 DEGREES 00'17" EAST ALONG SAID SOUTHERLY MARGIN 717.00 FEET TO A POINT OF CURVE; THENCE EASTERLY ALONG SAID MARGIN, FOLLOWING AN ARC OF A CURVE TO THE RIGHT HAVING A RADIUS OF 340.71 FEET, AN ARC DISTANCE OF 131.98 FEET TO A POINT OF TANGENCY; THENCE NORTH 88 DEGREES 11'57" EAST ALONG SAID MARGIN 409.23 FEET TO THE TRUE POINT OF BEGINNING; ALSO THAT PORTION LYING NORTH OF SOUTH NORFOLK STREET DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHWEST CORNER OF THE SOUTHWEST QUARTER OF THE NORTHWEST QUARTER OF SAID SECTION 3; THENCE SOUTH 0 DEGREE 23'12" WEST ALONG THE WEST LINE OF SAID SUBDIVISION 30.00 FEET TO A POINT ON THE SOUTH LINE OF THE NORTH 30 FEET IN WIDTH OF SAID SUBDIVISION AND THE TRUE POINT OF BEGINNING; A. L. T. A. COMMITMENT SCHEDULE A (Continued) Our No. 132281 Your No. SEA 88026 THENCE SOUTH 88 DEGREES 40'52" EAST, ALONG SAID SOUTH LINE 57.98 FEET TO AN INTERSECTION WITH THE NORTHERLY MARGIN OF SAID SOUTH NORFOLK STREET; THENCE SOUTH 66 DEGREES 00'17" WEST, ALONG SAID NORTHERLY MARGIN,• 203.61 FEET TO AN INTERSECTION WITH A LINE WHICH 213 FEET WESTERLY, MEASURED AT RIGHT ANGLES AND PARALLEL TO THE WESTERLY MARGIN OF SAID PUGET SOUND ELECTRIC COMPANY RIGHT OF WAY; THENCE NORTH 8 DEGREES 11'15" WEST, ALONG SAID PARALLEL LINE, 88.01 FEET TO A POINT WHICH BEARS NORTH 88 DEGREES 40'52" WEST 140.07 FEET FROM THE TRUE POINT OF BEGINNING; THENCE SOUTH 88 DEGREES 40'52" EAST 140.07 FEET TO THE TRUE POINT OF BEGINNING. A. L. T. A. COMMITMENT SCHEDULE B Our No. 132281 Your No. SEA 88026 Schedulb B of the policy or policies to be issued will contain exceptions to the following matters unless the same are disposed of to the satisfaction of the Company. GENERAL EXCEPTIONS A. Rights or claims of parties in possession not shown by the public records. B. Encroachments, overlaps, boundary line disputes, and any other matters which would be disclosed by an accurate survey and inspection of the premises. C. Easements or claims of easements not shown by the public records. D. Any lien, or right to a lien, for services, labor or material heretofore or hereafter furnished, imposed by law and not shown by the public records. Also including liens under the Workman's Compensation Act. E. Taxes or special assessments which are not shown as existing liens by the public records. F. Any service, installation, connection, maintenance or construction charges for sewer, water, electricity or garbage removal. G. (a) Reservations or exceptions in patents or in Acts authorizing the issuance thereof; . (b) water rights, claims or title to water. Defects, liens, encumbrances, adverse claims or other matters, if any, created, first appearing in the public records or attaching subsequent to the effective date hereof but prior to the date the proposed insured acquires for value of record the estate or interest or mortgage thereon covered by this commitment. Instruments creating the estate or interest to be insured must be approved and filed for record. A. L. T. A. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS Our No. 132281 Your No. SEA 88026 1. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: RESERVED BY: ESTATE OF CATHERINE TOELLNER PURPOSE: ROADWAY DATED: November 21, 1911 RECORDED: January 18, 1912 RECORDING NUMBER: 787492 AREA AFFECTED: NORTHWESTERLY PORTION OF SAID PREMISES SAID EASEMENT ALSO APPEARS OF RECORD UNDER INSTRUMENT(S) DATED NOVEMBER 21, 1911, AND RECORDED UNDER RECORDING NUMBER(S) 787493. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: PURPOSE: INGRESS AND EGRESS AREA AFFECTED: 30 FOOT STRIP IN A SOUTHWESTERLY PORTION OF SAID PREMISES DATED: June 04, 1930 RECORDED: June 05, 1930 RECORDING NUMBER: 2609617 3. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: RESERVED BY: JAMES FUNCHION AND GERTRUDE L. FUNCHION PURPOSE: DRAINAGE SYSTEM DATED: January 22, 1925 RECORDED: January 22, 1925 RECORDING NUMBER: 1967084 AREA AFFECTED: SOUTHERLY PORTION OF SAID PREMISES SAID EASEMENT ALSO APPEARS OF RECORD UNDER INSTRUMENT(S) DATED FEBRUARY 17, 1925, AND RECORDED UNDER RECORDING NUMBER(S) 1977563. SAID EASEMENT ALSO APPEARS OF RECORD UNDER INSTRUMENT(S) DATED FEBRUARY 27, 1925, AND RECORDED UNDER RECORDING NUMBER(S) 1984840. 4. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: CITY OF SEATTLE PURPOSE: SANITARY SEWER AREA AFFECTED: PORTION OF SAID PREMISES AND OTHER PROPERTY DATED: October 26, 1934 RECORDED: December 11, 1934 RECORDING NUMBER: 2833405 5. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: RESERVED BY: PURPOSE: DATED: RECORDED: RECORDING NUMBER: AREA AFFECTED: SAID EASEMENT ALSO APPEARS OF RECORD UNDER INSTRUMENT(S) DATED DECEMBER 17, 1936, AND RECORDED UNDER RECORDING NUMBER(S) 2926011. 6. EASEMENT AND THE TERMS AND GRANTEE: PURPOSE: AREA AFFECTED: DATED: RECORDED: RECORDING NUMBER: 7. EASEMENT AND THE TERMS AND GRANTEE: PURPOSE: AREA AFFECTED: DATED: RECORDED: RECORDING NUMBER: A. L. T. A. COMMITMENT SCHEDULE B (Continued) Our No. 132281 Your No. SEA 88026 BILL LANNING INGRESS AND EGRESS January 23, 1936 February 04, 1936 2884957 SOUTHERLY PORTION OF SAID PREMISES CONDITIONS THEREOF: CITY OF SEATTLE DRAINAGE DITCH NORTHERLY PORTION OF SAID PREMISES September 23► 1938 October 06► 1938 3015177 CONDITIONS THEREOF: CITY OF SEATTLE DRAINAGE DITCH NORTHERLY PORTION OF SAID PREMISES September 16. 1938 October 06, 1938 3015178 8. AN EASEMENT AFFECTING THE PORTION OF SAID PREMISES AND FOR THE PURPOSES STATED HEREIN, AND INCIDENTAL PURPOSES: FOR: SEWER IN FAVOR OF: NOT DISCLOSED DISCLOSED BY INSTRUMENT RECORDED: October 19, 1943 RECORDING NUMBER: 3342514 AFFECTS: SOUTHERLY PORTION OF SAID PREMISES 9. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: PUGET SOUND POWER & LIGHT COMPANY PURPOSE: ELECTRIC TRANSMISSION AND DISTRIBUTION LINES AREA AFFECTED: PORTION OF SAID PREMISES DATED: November 14► 1944 RECORDED: November 17, 1944 RECORDING NUMBER: 3429089 A. L. T. A. COMMITMENT SCHEDULE B (Continued) Our No. 132281 Your No. SEA 88026 SAID EASEMENT WAS ASSIGNED TO THE CITY OF SEATTLE BY INSTRUMENT DATED MARCH 05, 1951, AND RECORDED UNDER RECORDING NUMBER 4114713. 10. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: PUGET SOUND POWER & LIGHT COMPANY PURPOSE: ELECTRIC TRANSMISSION AND DISTRIBUTION LINES AREA AFFECTED: PORTION OF SAID PREMISES DATED: November 10, 1944 RECORDED: November 30. 1944 RECORDING NUMBER: 3431990 SAID EASEMENT WAS ASSIGNED TO THE CITY OF SEATTLE BY INSTRUMENT DATED MARCH 05, 1951, AND RECORDED UNDER RECORDING NUMBER 4114713. 11. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: PUGET SOUND POWER & LIGHT COMPANY PURPOSE: ELECTRIC TRANSMISSION AND DISTRIBUTION LINES AREA AFFECTED: PORTION OF SAID PREMISES DATED: February 05, 1945 RECORDED: February 13, 1945 RECORDING NUMBER: 3447494 SAID EASEMENT WAS ASSIGNED TO THE CITY OF SEATTLE BY INSTRUMENT DATED MARCH 05, 1951, AND RECORDED UNDER RECORDING NUMBER 4114713. 12. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: PUGET SOUND POWER & LIGHT COMPANY PURPOSE: ELECTRIC TRANSMISSION AND DISTRIBUTION LINES PORTION OF SAID PREMISES March 16, 1945 AREA AFFECTED: DATED: RECORDED: RECORDING NUMBER: April 10, 1945 3461684 SAID EASEMENT WAS ASSIGNED TO THE CITY OF SEATTLE BY INSTRUMENT DATED MARCH 05, 1951, AND RECORDED UNDER RECORDING NUMBER 4114713. 13. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: PURPOSE: DRAINAGE SYSTEM AND PIPELINE AREA AFFECTED: NORTHERLY PORTION OF SAID PREMISES DATED: NOT DISCLOSED RECORDED: March 21. 1949 RECORDING NUMBER: 3885858 A. L. T. A. COMMITMENT SCHEDULE B (Continued) 14. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: PURPOSE: DRAINAGE SYSTEM AND PIPELINE AREA AFFECTED: NORTHERLY PORTION OF SAID PREMISES DATED: NOT DISCLOSED RECORDED: March 21, 1949 RECORDING NUMBER: 3885859 15. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: PURPOSE: ROAD AREA AFFECTED: SOUTHERLY PORTION OF SAID PREMISES DATED: August 24, 1949 RECORDED: November 10, 1949 RECORDING NUMBER: 3956657 16. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: CITY OF SEATTLE PURPOSE: ELECTRIC TRANSMISSION AND DISTRIBUTION LINES AREA AFFECTED: SOUTHERLY PORTION OF SAID PREMISES DATED: November 06, 1951 RECORDED: November 07, 1951 RECORDING NUMBER: 4184182 17. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: NORTHERN PACIFIC RAILWAY CO. PURPOSE: SPUR TRACKS AREA AFFECTED: EASTERLY PORTION OF SAID PREMISES DATED: October 29, 1951 RECORDED: November 14, 1951 RECORDING NUMBER: 4185850 SAID EASEMENT WAS MODIFIED AND RELOCATED BY INSTRUMENT DATED OCTOBER 21, 1952 AND RECORDED UNDER RECORDING NUMBER 4284500. 18. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: IN FAVOR OF: STATE OF WASHINGTON CONDEMNED IN KING COUNTY SUPERIOR COURT CAUSE NO.: 632103 PURPOSE: STORM DRAIN AREA AFFECTED: EASTERLY PORTION OF SAID PREMISES 19. ENCROACHMENT OF WAREHOUSE ONTO EASEMENT SHOWN AT PARAGRAPH 18, AS DISCLOSED BY INSTRUMENT DATED SEPTEMBER 01, 1976, AND RECORDED UNDER RECORDING NUMBER 8001290319. Our No. 132281 Your No. SEA 88026 INSTRUMENT RECORDED: RECORDING NUMBER: AFFECTS: A. L. T. A. COMMITMENT SCHEDULE B (Continued) Our No. 132281 Your No. SEA 88026 20. AN'EASEMENT AFFECTING THE PORTION OF SAID PREMISES AND FOR THE PURPOSES STATED HEREIN, AND INCIDENTAL PURPOSES: FOR: PUBLIC UTILITIES IN FAVOR OF: CITY OF SEATTLE DISCLOSED BY March 06, 1951 4114711 FORMER PUGET SOUND POWER AND LIGHT RIGHT OF WAY 21. RELEASE OF DAMAGE AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: AND DATED: RECORDED: RECORDING NUMBER: ASSOCIATED GROCERS CO —OP CITY OF SEATTLE June 11, 1952 September 24, 1952 4274854 RELEASING CITY OF SEATTLE FROM ALL FUTURE CLAIMS FOR DAMAGES RESULTING FROM CONSTRUCTION OF A SIDE SEWER AT LESS THAN MINIMUM GRADE AFFECTS: NORTHERLY PORTION OF SAID PREMISES 22. UNDERGROUND UTILITY EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: PACIFIC NORTHWEST BELL TELEPHONE COMPANY PURPOSE: TELEPHONE AND TELEGRAPH SYSTEM RECORDED: July 26, 1953 RECORDING NUMBER 5615448 AREA AFFECTED: SOUTHERLY PORTION OF SAID PREMISES CONTAINS COVENANT PROHIBITING STRUCTURES OVER SAID EASEMENT OR OTHER ACTIVITY WHICH MIGHT ENDANGER THE UNDERGROUND SYSTEM. 23. AN EASEMENT AFFECTING THE PORTION OF SAID PREMISES AND FOR THE PURPOSES STATED HEREIN, AND INCIDENTAL PURPOSES: FOR: SEPTIC DRAINFIELD IN FAVOR OF: HUMBLE OIL AND REFINING CO. DISCLOSED BY INSTRUMENT RECORDED: June 23, 1965 RECORDING NUMBER: 5894575 AFFECTS: NORTHWESTERLY PORTION OF SAID PREMISES FROM: DATED: RECORDED: RECORDING NUMBER: AS FOLLOWS: A. L. T. A. COMMITMENT SCHEDULE B (Continued) 26. EXCEPTIONS AND RESERVATIONS CONTAINED IN DEED: Our No. 132281 Your No. SEA 88026 24. AN•EASEMENT AFFECTING THE PORTION OF SAID PREMISES AND FOR THE PURPOSES STATED HEREIN, AND INCIDENTAL PURPOSES: FOR: INGRESS AND EGRESS IN FAVOR OF: HUMBLE OIL AND REFINING CO. DISCLOSED BY INSTRUMENT RECORDED: June 23, 1965 RECORDING NUMBER: 5894575 AFFECTS: NORTHWESTERLY PORTION OF SAID PREMISES 25. UNDERGROUND UTILITY EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: CITY OF SEATTLE PURPOSE: TO INSTALL, CONSTRUCT, ERECT, ALTER, IMPROVE, REPAIR, ENERGIZE, OPERATE AND MAINTAIN ELECTRIC OVERHEAD AND UNDERGROUND TRANSMISSION AND DISTRIBUTION LINE FACILITIES RECORDED: November 14, 1978 RECORDING NUMBER 7811141389 AREA AFFECTED: SOUTHERLY PORTION OF SAID PREMISES CONTAINS COVENANT PROHIBITING STRUCTURES OVER SAID EASEMENT OR OTHER ACTIVITY WHICH MIGHT ENDANGER THE UNDERGROUND SYSTEM. JAMES FUNCHION AND GERTRUDE L. FUNCHION January 22, 1925 January 22, 1925 1967084 GRANTOR HEREBY EXPRESSLY RESERVE FOR THEMSELVES, THEIR HEIRS, EXECUTORS, ADMINISTRATORS AND ASSIGNS AND FOR THEIR LICENSES, THE RIGHT TO ENTER UPON SAID PREMISES FOR THE PURPOSE OF MAKING REPAIRS TO THE DRAINAGE SYSTEM PASSING THROUGH SAID PREMISES, AND ALSO RESERVE AN EASEMENT THROUGH SAID PREMISES FOR SAID DRAINAGE SYSTEMS, AND ALSO RESERVE A RIGHT OF WAY OVER SAID PREMISES TO CONSTRUCT AND MAINTAIN A DRAINAGE SYSTEM TO DRAIN OTHER LANDS NOW OWNED BY GRANTORS; PROVIDED, HOWEVER, THE LAND NOW BEING CONVEYED SHALL HAVE THE RIGHT TO BE DRAINED THROUGH SAID DRAINAGE SYSTEM. FROM SUCH RIGHTS AS THE GRANTORS ACQUIRED TO THE PIPE LINE AND WATER HEREINAFTER MENTIONED THROUGH THE MORTGAGE FORECLOSURE AGAINST PETER GERINI, ET AL, THE GRANTOR FURTHER GRANT TO THE GRANTEE, THE RIGHT TO THE PIPE LINE AND THE USE OF WATER FOR DOMESTIC PURPOSES THEREFROM, FOR THE STREAM RISING IN POTTERY WORKS ADDITION, PROPORTIONATELY EQUAL TO THE RIGHTS OF THE OTHER GRANTEES OF GRANTORS AND TO BE USED JOINTLY WITH THEM AND TO BE MAINTAIN JOINTLY WITH THEM. A. L. T. A. COMMITMENT SCHEDULE B (Continued) Our No. 132281 Your No. SEA 88026 SAID RESERVATIONS ALSO APPEARS OF RECORD UNDER INSTRUMENT(S) DATED FEBRUARY 17, 1925, AND RECORDED UNDER RECORDING NUMBER(S) 1977563. SAID RESERVATIONS ALSO APPEARS OF RECORD UNDER INSTRUMENT(S) DATED FEBRUARY 27, 1925, AND RECORDED UNDER RECORDING NUMBER(S) 1984840. 27. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: CITY OF SEATTLE AND: BOEING AIRPLANE CO. DATED: August 22, 1957 RECORDED: September 13, 1957 RECORDING NUMBER: 4832859 REGARDING: CONNECTING PRIVATE SEWERS TO PUBLIC SEWER SYSTEM 28. RELEASE OF DAMAGE AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: ASSOCIATED GROCERS, INC. AND CITY OF SEATTLE DATED: NOT DISCLOSED RECORDED: Septembk-:r 07, 1960 RECORDING NUMBER: 5199087 RELEASING CITY OF SEATTLE FROM ALL FUTURE CLAIMS FOR DAMAGES RESULTING FROM CONSTRUCTION OF A SIDE SEWER 29. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON PROPERTY HEREIN DESCRIBED AS GRANTED IN DEED: RECORDED: December 26, 1934 RECORDING NUMBER: 2835856 GRANTEE: CITY OF SEATTLE 30. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON PROPERTY HEREIN DESCRIBED AS GRANTED IN DEED: RECORDED: January 26, 1935 RECORDING NUMBER: 2839372 GRANTEE: CITY OF SEATTLE 31. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON PROPERTY HEREIN DESCRIBED AS GRANTED IN DEED: RECORDED: December 26, 1944 RECORDING NUMBER: 3436689 GRANTEE: STATE OF WASHINGTON A. L. T. A. COMMITMENT SCHEDULE B (Continued) 32. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS DESCRIBED AS GRANTED IN DEED: RECORDED: February 07, 1952 RECORDING NUMBER: 4208271 GRANTEE: KING COUNTY 33. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS DESCRIBED AS GRANTED IN DEED: RECORDED: February 15, 1962 RECORDING NUMBER: 5388218 .GRANTEE: KING COUNTY 34. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS DESCRIBED AS GRANTED IN DEED: RECORDED: February 15, 1962 RECORDING NUMBER: 5388220 GRANTEE: KING COUNTY 35. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON DESCRIBED AS GRANTED IN DEED: RECORDED: April 06, 1962 RECORDING NUMBER: 5411109 GRANTEE: CITY OF SEATTLE 36. GENERAL TAXES: FIRST HALF NOVEMBER 1: YEAR: AMOUNT BILLED: AMOUNT PAID: AMOUNT DUE: TAX ACCOUNT NUMBER: LEVY CODE: 37. GENERAL TAXES: FIRST HALF NOVEMBER 1: YEAR: AMOUNT BILLED: AMOUNT PAID: AMOUNT DUE: TAX ACCOUNT NUMBER: LEVY CODE: DELINQUENT MAY 1, SECOND 1988 $ 195, 299.78 $ 0.00 $ 195, 299.78 032304 - 9024 -09 0010 DELINQUENT MAY 1, SECOND 1988 $ 73, 413.37 S 0.00 S 73, 413. 37 032304- 9028 -05 4505 Our No. 132281 Your No. SEA 88026 UPON PROPERTY HEREIN UPON PROPERTY HEREIN UPON PROPERTY HEREIN PROPERTY HEREIN HALF DELINQUENT HALF DELINQUENT A. L. T. A. COMMITMENT SCHEDULE B (Continued) Our No. 132281 Your No. SEA 88026 38. GENERAL TAXES: FIRST HALF DELINQUENT MAY 1, SECOND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 7,915.70 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 7,915.70 TAX ACCOUNT NUMBER: 032304- 9045 -04 LEVY CODE: 4505 39. GENERAL TAXES: FIRST HALF DELINQUENT MAY 1, SECOND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 3,990.25 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 3.990.25 TAX ACCOUNT NUMBER: 032304 - 9048 -01 LEVY CODE: ' 4505 40. GENERAL TAXES: FIRST HALF DELINQUENT MAY 1, SECOND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 11.019. 52 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 11, 019. 52 TAX ACCOUNT NUMBER: 032304 - 9058 -08 LEVY CODE: 4505 41. GENERAL TAXES: FIRST HALF DELINQUENT MAY 1, SECOND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 ' AMOUNT BILLED: $ 3,508.15 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 3.508. 15 TAX ACCOUNT NUMBER: 032304- 9061 -03 LEVY CODE: 4505 42. GENERAL TAXES: FIRST HALF DELINQUENT MAY 1. SECOND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 361. 57 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 361. 57 TAX ACCOUNT NUMBER: 032304- 9070 -02 LEVY CODE: 4505 A. L. T. A. COMMITMENT SCHEDULE B (Continued) Our No. 132281 Your No. SEA 88026 43. GENERAL TAXES: FIRST HALF DELINQUENT MAY 1, SECOND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 719.26 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 719. 26 TAX ACCQUNT NUMBER: 032304 - 9072 -00 LEVY CODE: 4505 44. GENERAL TAXES: FIRST HALF DELINQUENT MAY 1, SECOND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 860.51 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 860.51 TAX ACCOUNT NUMBER: 032304 - 9073 -09 LEVY CODE: 4505 45. GENERAL TAXES: FIRST HALF DELINQUENT MAY 1. SECOND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 9,514.92 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 9.514.92 TAX ACCOUNT NUMBER: 032304 - 9080 -00 LEVY CODE: 4505 46. GENERAL TAXES: FIRST HALF DELINQUENT MAY 1, SECOND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 1,000.48 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 1,000.48 TAX ACCOUNT NUMBER: 032304 - 9128 -04 LEVY CODE: 4505 47. GENERAL TAXES: FIRST HALF DELINQUENT MAY 1, SECOND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 4,034.31 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 4.034.31 TAX ACCQUNT NUMBER: 032304- 9171 -00 LEVY CODE: 4505 48. GENERAL TAXES: FIRST HALF NOVEMBER 1: YEAR: AMOUNT BILLED: AMOUNT PAID: AMOUNT DUE: TAX ACCOUNT NUMBER: LEVY CODE: 49. GENERAL TAXES: FIRST HALF NOVEMBER 1: YEAR: AMOUNT BILLED: AMOUNT PAID: AMOUNT DUE: TAX ACCOUNT NUMBER: LEVY CODE: 50. GENERAL TAXES: FIRST HALF NOVEMBER 1: YEAR: AMOUNT BILLED: AMOUNT PAID: AMOUNT DUE: TAX ACCOUNT NUMBER: LEVY CODE: 51. GENERAL TAXES: FIRST HALF NOVEMBER 1: YEAR: AMOUNT BILLED: AMOUNT PAID: AMOUNT DUE: TAX ACCOUNT NUMBER: LEVY CODE: 52. GENERAL TAXES: FIRST HALF NOVEMBER 1: YEAR: AMOUNT BILLED: AMOUNT PAID: AMOUNT DUE: TAX ACCOUNT NUMBER: LEVY CODE: A. L. T. A. COMMITMENT SCHEDULE B (Continued) DELINQUENT MAY 1, SECOND HALF DELINQUENT 1988 $ 1,840.26 $ 0.00 $ 1.840.26 032304 - 9228 -03 4505 DELINQUENT MAY 18 1988 $ 1, 840.26 $ 0.00 $ 1.840.26 032304 - 9229 -02 4505 DELINQUENT MAY 1, SECOND HALF DELINQUENT 1988 S 1.880.43 S 0.00 1 1,880.43 032304- 9230 -09 4505 DELINQUENT MAY 1988 $ 4, 568. 25 S 0.00 $ 4,568.25 032304- 9240 -07 4510 DELINQUENT MAY 1, SECOND HALF DELINQUENT 1988 $ 3,546.64 $ 0. 00 S 3,546.64 000340 - 0015 -02 3010 Our No. 132281 Your No. SEA 88026 SECOND HALF DELINQUENT 1, SECOND HALF DELINQUENT 53. GENERAL TAXES: FIRST HALF NOVEMBER 1: YEAR: AMOUNT BILLED: AMOUNT PAID: AMOUNT DUE: TAX ACCOUNT NUMBER: LEVY CODE: 54. GENERAL TAXES: FIRST HALF NOVEMBER 1: YEAR: AMOUNT BILLED: AMOUNT PAID: AMOUNT DUE: TAX ACCOUNT NUMBER: LEVY CODE: 55. GENERAL TAXES: FIRST HALF NOVEMBER 1: YEAR: AMOUNT BILLED: AMOUNT PAID: AMOUNT DUE: TAX ACCOUNT NUMBER: LEVY CODE: 56. GENERAL TAXES: FIRST HALF NOVEMBER 1: YEAR: AMOUNT BILLED: AMOUNT PAID: AMOUNT DUE: TAX ACCOUNT NUMBER: LEVY CODE: A. L. T. A. COMMITMENT SCHEDULE B (Continued) DELINQUENT MAY 1, SECOND HALF DELINQUENT 1988 $ 2,345.29 $ 0.00 $ 2,345.29 000340 - 0024 -01 3010 DELINQUENT MAY 1, SECOND HALF DELINQUENT 1988 $ 2,345.29 $ 0.00 $ 2,345.29 000340- 0041 -00 3010 DELINQUENT MAY 1, SECOND HALF DELINQUENT 1988 $ 594. 80 $ 0.00 $ 594. 80 000340 - 0042 -09 3010 DELINQUENT MAY 1988 $ 2, 115.72 $ 0.00 $ 2,115.72 000340 - 0049 -02 3010 Our No. 132281 Your No. SEA 88026 1, SECOND HALF DELINQUENT 57. GENERAL TAXES: FIRST HALF DELINQUENT MAY 1, SECOND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 215. 13 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 215. 13 TAX ACCOUNT NUMBER: 042304 - 9066 -07 LEVY CODE: 4505 A. L. T. A. COMMITMENT SCHEDULE B (Continued) Our No. 132291 Your No. SEA 88026 58. GENERAL TAXES: FIRST HALF DELINQUENT MAY 1, SECOND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: * 2,521.39 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 2,521.39 TAX ACCOUNT NUMBER: 042304- 9101 -04 LEVY CODE: 3010 59 SPECIAL TAXES FOR SURFACE WATER MANAGEMENT:. 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 1.054.48 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 1,054.48 TAX ACCOUNT NUMBER: 032304 - 9028 -05 LEVY CODE: 4505 60. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 1, 163. 59 AMOUNT PAID: * 0.00 AMOUNT DUE: $ 1.163. 59 TAX ACCOUNT NUMBER: 032304 - 9045 -04 LEVY CODE: 4505 61. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 609.97 AMOUNT PAID: * 0.00 AMOUNT DUE: $ 609.97 TAX ACCOUNT NUMBER: 032304 - 9048 -01 LEVY CODE: 4505 62. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: * 1,769.74 AMOUNT PAID: $ 0.00 AMOUNT DUE: * 1,769:74 TAX ACCOUNT NUMBER: 032304 - 9058 -08 LEVY CODE: 4505 A. L. T. A. COMMITMENT SCHEDULE B (Continued) Our No. 132281 Your No. SEA 88026 63. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1. 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 674.63 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 674.63 TAX ACCOUNT NUMBER: 032304- 9061 -03 LEVY CODE: 4505 64. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR. 1988 AMOUNT BILLED: $ 52.31 AMOUNT PAID: $ 0.00 AMOUNT DUE: 3 52.31 TAX ACCOUNT NUMBER: 032304- 9070 -02 LEVY CODE: 4505 65. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 64.44 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 64. 44 TAX ACCOUNT NUMBER: 032304 - 9072 -00 LEVY CODE: 4505 66. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: * 104.85 AMOUNT PAID: $ 0.00 AMOUNT DUE: * 104.85 TAX ACCOUNT NUMBER: 032304 - 9073 -09 LEVY CODE: 4505 67. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 1,624.26 AMOUNT PAID: $ 0. 00 AMOUNT DUE: $ 1.624.26 TAX ACCOUNT NUMBER: 032304- 9080 -00 . LEVY CODE: 4505 A. L. T. A. COMMITMENT SCHEDULE B (Continued) Our No. 132281 Your No. SEA 88026 68. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: * 153.34 AMOUNT PAID: * 0.00 AMOUNT DUE: * 153.34 TAX ACCOUNT NUMBER: 032304- 9128 -04 LEVY CODE: 4505 69. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: 'YEAR: 1988 AMOUNT BILLED: $ 367.86 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 367.86 TAX ACCOUNT NUMBER: 032304 - 9171 -00 LEVY CODE: 4505 70. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 302.85 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 302.85 TAX ACCOUNT NUMBER: 032304- 9228 -03 LEVY CODE: 4505 • 71. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: * 274.57 AMOUNT PAID: * 0. 00 AMOUNT DUE: $ 274. 57 TAX ACCOUNT NUMBER: 032304 - 9229 -02 LEVY CODE: 4505 72. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 266.49 AMOUNT PAID: $ 0. 00 AMOUNT DUE: $ 266. 49 TAX ACCOUNT NUMBER: 032304 - 9230 -09 LEVY CODE: 4505 A. L. T. A. COMMITMENT SCHEDULE B (Continued) Our No. 132281 Your No. SEA 88026 73. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: * 711.00 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 711.00 TAX ACCOUNT NUMBER: 032304 - 9240 -07 LEVY CODE: 4510 74. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 537.23 AMOUNT PAID: * 0.00 AMOUNT DUE: $ 537.23 TAX ACCOUNT NUMBER: 000340 - 0015 -02 LEVY CODE: 3010 75. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 347.31 AMOUNT PAID: * 0. 00 AMOUNT DUE: * 347.31 TAX ACCOUNT NUMBER: 000340 - 0024 -01 LEVY CODE: 3010 76. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 448.33 AMOUNT PAID: * 0. 00 AMOUNT DUE: $ 448.33 TAX ACCOUNT NUMBER: 000340- 0041 -00 LEVY CODE: 3010 77. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1 2ND HALF DELINQUENT NOVEMBER 1: YEAR: 1988 AMOUNT BILLED: $ 79.25 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 79.25 TAX ACCOUNT NUMBER: 000340 - 0042 -09 LEVY CODE: 3010 A. L. T. A. COMMITMENT SCHEDULE B (Continued) Our No. 132281 Your No. SEA 88026 78. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1: YEAR 1988 AMOUNT BILLED: $ 258.40 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 258.40 TAX ACCOUNT NUMBER: 000340 - 0049-02 LEVY CODE: 3010 79. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1, 2ND HALF DELINQUENT NOVEMBER 1 YEAR: 1988 AMOUNT BILLED: $ 32.11 AMOUNT PAID: $ 0.00 AMOUNT DUE: $ 32.11 TAX ACCOUNT NUMBER: 042304- 9066 -07 LEVY CODE: 4505 80. SPECIAL TAXES FOR SURFACE WATER MANAGEMENT: 1ST HALF DELINQUENT MAY 1. ,2ND HALF DELINQUENT NOVEMBER 1: YEAR: AMOUNT BILLED: AMOUNT PAID: AMOUNT DUE: TAX ACCOUNT NUMBER: LEVY CODE: 81. MEMORANDUM OF LEASE: LESSOR: LESSEE: DATED: RECORDED: RECORDING NUMBER: 1988 $ 496.82 $ 0.00 S 496.82 042304- 9101 -04 3010 RUSSAK INVESTMENT CO. HUMBLE OIL AND REFINING CO. June 11, 1965 June 23, 1965 5894575 82. MORTGAGE AND THE TERMS AND CONDITIONS THEREOF: MORTGAGOR: ASSOCIATED GROCERS, INCORPORATED, A WASHINGTON CO— OPERATIVE CORPORATION MORTGAGEE: THE EQUITABLE LIFE ASSURANCE SOCIETY OF THE UNITED STATES AMOUNT: $ 4, 000, 000.00 DATED: December 28, 1973 RECORDED: December 28, 1973 RECORDING NUMBER: 7312280645 THE AMOUNT NOW SECURED BY SAID MORTGAGE AND THE TERMS UPON WHICH THE SAME CAN BE DISCHARGED OR ASSUMED SHOULD BE ASCERTAINED FROM THE HOLDER OF THE INDEBTEDNESS SECURED. A. L. T. A. COMMITMENT SCHEDULE B (Continued) SAID MORTGAGE HAS BEEN MODIFIED BY AMENDMENT, RECORDED UNDER RECORDING NUMBER 8204230168. AFFECTS: PORTION OF SAID PREMISES Our No. 132281 Your No. SEA 88026 83 DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: GRANTOR: FIRST MUTUAL INVESTORS CORPORATION TRUSTEE: SEATTLE FIRST NATIONAL BANK BENEFICIARY: PALMER G. LEWIS COMPANY INCORPORATED AMOUNT: DATED: June 30, 1978 RECORDED: July 25, 1978 RECORDING NUMBER: 7807250908 THE AMOUNT NOW SECURED BY SAID DEED OF TRUST AND THE TERMS UPON WHICH THE SAME CAN BE DISCHARGED OR ASSUMED SHOULD BE ASCERTAINED FROM THE HOLDER OF THE INDEBTEDNESS SECURED. NOTE: AMOUNT OF SAID DEED OF TRUST /MORTGAGE IS NOT DISCLOSED. AFFECTS: PORTION OF SAID PREMISES 84. FINANCING STATEMENT AND THE TERMS AND CONDITIONS THEREOF: SECURED PARTY: JOHN HANCOCK MUTUAL LIFE INSURANCE COMPANY DEBTOR: 'ASSOCIATED GROCERS, INC. COVERS: PERSONAL PROPERTY AND FIXTURES LOCATED ON PROPERTY HEREIN DESCRIBED. RECORDED: January 18, 1980 RECORDING NUMBER: 8001186216 A CONTINUATION OF SAID FINANCING STATEMENT HAS BEEN RECORDED UNDER RECORDING NUMBER(S): 8411276003 85. DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: GRANTOR: ASSOCIATED GROCERS, INCORPORATED, A COOPERATIVE ASSOCIATION TRUSTEE: PIONEER NATIONAL TITLE INSURANCE COMPANY BENEFICIARY: JOHN HANCOCK MUTUAL LIFE INSURANCE COMPANY AMOUNT: $ 12, 000. 000.00 DATED: January 22, 1980 RECORDED: January 23. 1980 RECORDING NUMBER: 8001230318 THE AMOUNT NOW SECURED BY SAID DEED OF TRUST AND THE TERMS UPON WHICH THE SAME CAN BE DISCHARGED OR ASSUMED SHOULD BE ASCERTAINED FROM THE HOLDER OF THE INDEBTEDNESS SECURED. A. L. T. A. COMMITMENT SCHEDULE B (Continued) Our No. 132281 Your No. SEA 88026 86. LEASE, AND THE TERMS AND CONDITIONS THEREOF: LESSOR: STATE OF WASHINGTON, DEPARTMENT OF HIGHWAYS LESSEE: ASSOCIATED GROCERS. INCORPORATED FOR A TERM OF: 50 YEARS FROM: September 01, 1976 DATED: September 01, 1976 RECORDED: January 29, 1980 RECORDING NUMBER: 8001290319 AFFECTS: PORTION OF STORM DRAIN EASEMENT ENCROACHED UPON 87. UNTIL THE AMOUNT OF THE POLICY TO BE ISSUED IS PROVIDED TO US, AND ENTERED ON THE COMMITMENT AS THE AMOUNT OF THE POLICY TO BE ISSUED, IT IS AGREED BY EVERY PERSON RELYING ON THIS COMMITMENT THAT WE WILL NOT BE REQUIRED TO APPROVE ANY POLICY AMOUNT OVER 5100.000, AND OUR TOTAL LIABILITY UNDER THIS COMMITMENT SHALL NOT EXCEED THAT AMOUNT. 88. UNRECORDED LEASEHOLDS. IF ANY, RIGHTS OF VENDORS AND HOLDERS OF SECURITY INTERESTS ON PERSONAL PROPERTY INSTALLED UPON SAID PROPERTY AND RIGHTS OF TENANTS TO REMOVE TRADE FIXTURES AT THE EXPIRATION OF THE TERM. 89. TO PROVIDE AN EXTENDED COVERAGE LENDER'S POLICY, GENERAL EXCEPTIONS A THROUGH D WILL BE CONSIDERED WHEN OUR INSPECTION AND /OR SURVEY, IF REQUIRED. IS COMPLETED. A SUPPLEMENTAL REPORT WILL FOLLOW. NOTE 1: A SURVEY HAS BEEN RECORDED UNDER RECORDING NUMBER 7708019004. NOTE 2: A SURVEY HAS BEEN RECORDED UNDER RECORDING NUMBER 8002119002. End of Schedule B ~' r .r• ( E Chicago Title Insurance Company IMPORTANT. This is not a Plat of Survey. It is furnished as a convenience to locate the Land indicated hereon with reference tc streets and other land. No liability is assumed by reason of reliance hereon. i ORDER NO. /.04.2.1e/ e s- L.J;. 00 SEc 3, ' ,2JN, RA/4 +'6 cv . '741 D F E o f Sc 7 Ai, s/ `T MEP 11100 Columbia Center 701 fifth Arenue MAR 1 01 111/14 & DEMO, INC. STRUCTURAL CALCULATIONS JSTOME ASSOCIATED, GROCERS . #38 10076: INDEX A, DESIGN LOADS AND REACTIONS B. PLAN C. SHEETING DESIGN D, SECONDARY FRAMING DESIGN E. ENDWALL DESIGN F . RIGID FRAME DESIGN G. LONGITUDINAL BRACING H. SPECIAL FRAMING DESIGN STEEL BUILDINGS CBC STEEL BUILDINGS IS AN APPROVED FABRICATOR OF STEEL BUILDINGS: ICBOES FA -322 CITY OF SEATTLE CERTIFIED PLANT CITY t),' MAR 0 9 1990 PERMIT CENTER PO BOX 1009 LATHROP , CALIFORNIA ( 209) 983 - 0910 By CEM DESIGN PARAMETERS Date 02 /08/90 Cust ASSOCIATED GROCERS #38 STRUCTURE DESCRIPTION Building Width (span): 65 ft. Eave Height: (LDS10E) 17.67 ft.:c NLDLESLOPPI Bay space (trib) : (MAX)26.5 ft. BASIC LOADS Roof Live Load: 25 psf Frame Live Load (UBC): 25 psf ''" Wind Load (1988 UBC) : Speed BU mph Building Dead Load: 4 psf COLLATERAL LOADS 5 PSF Sheet A- I Job it 10076 P‘erti eP 2 /20/a 0 * ** This structure is designed in compliance with CBC specifications and standards utilizing the pertinent provisions and recommendations of the American Institute of Steel Construction (AISC), International Conference of Building Officials (UBC), American Iron and Steel Institute (AISI), the Metal Building Manufacturers Association (MBMA) and their publications. * ** BY at Date 02/08/90 10.0 K 1 40.0 K Sri ou9 D L + L L FRAME REACT IONS Cust ASSOCIATED GROCERS #4 20.0 K 293K 4.23 K ANCHOR BOLTS (4) 3/4 in. dia. ASTM A36 x 16 in. with a 3 in. Hook With a 3 x 3 x 3/16 x 6 in. Bearing Angle D L + W L 6.53 K Sheet A- Z ' Job # 100W-7 J007- 1.63 K 1.93 K i.7 3 J J a II II .I II 9Nto710 91 I II r II A i ,L////// / / / / /// N PHASE y / /// iii�i /ice " ��,ii 1 cBc .Jod H ion 4 P LAM VIEW By CEM Date 02/08/90 U 0 . \ N 0 N Gust 4SSOCIATED GROCERS $39 Job * 10076 '/)e /L,2 S'=65,o ' Sheet B- I Z0,38'EN SHEETING DESIGN By CEM Sheet C- Date 02/08/90 Cust ASSOCIATED GROCERS #3B Job # 10076 ROOF PANELS Span = 5 ft. Actual DL + LL = .92 + 25 = 25.92 psf /ft width * ** USE: 26 ga Delta -Line panel * ** Allowable DL + LL = 38.1 psi/ft width (See chart IC I ) FASTENERS Purl in space = 5 ft. Wind uplift = 14.28 psf Actual W = 5 x 14.28 = 71.4 lb. * ** USE: #12 -14 x 1 in. Self Drilling Screw at 12 in. Allowable W = 504 lbs (Atlas Bolt & Screw Co.) a .c. * ** >OK< By CEM Date 02/08/900 Cust ASSOCIATED GROCERS #3B I< 1< 12 >I< I I /",\ . - -. -- in HIGH RIB: LOW RIB: Steel gage: Thickness : Span (Ft.) 1.50 1.75 2.00 2.25 2.50 2.75 3.00 3.25 3.50 3.75 4.00 4.25 4.50 4.75 5.00 5.25 5.50 5.75 6.00 6.25 6.50 6.75 7.00 7.25 7.50 7.75 8.00 HEIGHT 1 -1/4 3/16 26 ga. .0198 in. 1 Span Bending Gf1c.L /180 362.7 1076.9 266.4 678.2 204.0 454.3 161.2 319.1 130.6 232.6 107.9 174.8 90.7 134.6 77.3 105.9 66.6 84.8 58.0 68.9 51.0 56.8 45.2 47.3 40.3 39.9 36.2 33.9 32.6 29.1 29.6 25.1 27.0 21.8 24.7 19.1 22.7 16.8 20.9 14.9 19.3 13.2 17.9 11.8 16.7 10.6 15.5 9.5 14.5 8.6 13.6 7.8 12.7 7.1 SHEET I NG DES I ON 4E-N- -3* GH. RT ' BASE WIDTH 3 -5/64 1 -3/8 36 net coverage 12 C' 4* *. TOP WIDTH 1 3/4 Ix,x : 0.0423 in "4 Fy : 80 ksi Eff Sxx : 0.0408 in`4 F'b : 30 ksi ALLOWABLE UNIFORM LOAD (PSF) 3 Span Bending Dflc.L /180 453.3 2032.3 333.1 1279.8 255.0 857.4 201.5 602.2 163.2 439.0 134.9 329.8 113.3 254.0 96.6 199.8 83.3 160.0 72.5 130.1 63.7 107.2 56.5 89.3 50.4 75.3 45.2 64.0 40.8 54.9 37.0 47.4 33.7 41.2 30.9 36.1 28.3 31.8 26.1 28.1 24.1 25.0 22.4 22.3 20.8 20.0 19.4 18.0 18.1 16.3 17.0 14.7 15.9 13.4 The above values may be increased by 33.33% for wind load Sheet C- 2 Job # 10076 >I >1< 12 >1 I I 4 Span Bending Dflc.L /180 423.3 2157.3 311.0 1358.5 238.1 910.1 188.1 639.2 152.4 466.0 125.9 350.1 105.8 269.7 90.2 212.1 77.7 169.8 67.7 138.1 59.5 113.8 52.7 94.8 47.0 79.9 42.2 67.9 38.1 58.2 34.6 50.3 31.5 43.8 28.8 38.3 26.5 33.7 24.4 29.8 22.5 26.5 20.9 23.7 19.4 21.2 18.1 19.1 16.9 17.3 15.9 15.6 14.9 14.2 By CEM Date 02/08/900 * ** SECONDAF;Y FRAM I NG DESI GM Sheet D- ' Cust ASSOCIATED GROCERS #38 Job # 10076 PURLIN DESIGN SPAN = 25 ft. Tributary width = 5 ft. Fy = 50 ksi Actual w(dl + 11) = (6.6 psf + 25 psf) x 5 ft. = 158 lb /ft * ** USE: 8.5 in. 'Z' 14 ga - 16 ga Continuous at 5 Ft o.c. max * * ** NEST 20' 16 GA 'Z' IN 28' ENDBAY PURLINS AND USE (1) ROW OF SAG ANGLES Allowable w(d1 +11) = 158 lb /ft (Chart '0') >OK< Laps @ Frame Lines 4.00 / 2.67 1 .7 & 6.5 2.67/2.67 3 &5 EAVE STRUT DESIGN SPAN = 25 ft. Tributary width = 2.5 ft. Actual w(d1 +11) = 69.9 lb /ft * ** USE: 8.5 in. x 8.5 in. 16 ga Simple span Eave Strut * ** Allowable w(dl +ll) = (20,000 * 2.47 / 25 "2) = 79.04 lb /ft >OK< GIRT DESIGN #1: Span = 25 Ft. Trib. width = 6.34 Ft. Actual w(wl) = 90.46 Lb.Ft #2: Span = 25 Ft. Trib. width = 5.17 Ft. Actual w(wl) = 73.83 Lb /Ft #1: USE: 8.5 'Z' 16 ga at 7.33 Ft. elevation * ** * ** #2: USE: 8.5 'Z' 16 ga at 12.67 Ft. elevation #1: Allowable w(wl) = 70 x 1.33 = 93.1 Lb /Ft #2: Allowable w(wl) = 70 x 1.33 = 93.1 Lb /Ft See chart 'D' * ** * ** >OK< >OK< • By CEM Date 02/08/90 SECTION PROPERTIES I Member I Lbs/ I Area t Sxx Syy I Rxx Ryy I Q I Size I Ft I in "2 I in "3 in "3 I in. in. I I I I I I I - - -- I Purlins 8.5<2.75x16 ga 'Z' 1 3.01 1 0.89 2.18 1 0.43 1 3.30 1.23 .60 I and 8.5x2.75x14 ga 'Z' 1 3.76 1 1.11 1 2.83 1 0.55 1 3.30 1.24 1.67 ( Girts 8.5x2.75x16 ga 'C' 1 3.01 I 0.89 1 2.18 1 0.38 1 3.30 1.01 I.60 I 8.5x 2.75;;14 ga ' C' I 3.76 11 .11 I 2.83 I 0.47 I 3.30 1 .0 1 1 .67 I Eave 8.5 ;< 8.5 x 16 ga 1 4.79 1 1.44 2.47 1 2.47 1 3.21 3.21 1.60 I Struts 8.5 x 8.5 x 14 ga 1 5.95 1 1.79 1 3.23 1 3.23 1 3.21 3.21 1.60 CONTINUOUS FURLIN DESIGN No.1 Live I Bay I End BaysI Load (Space I Bay I PSF. I Ft. I Gage = = = =1 I I I I 20 I 16 I 20 I 25 I 16 I 30 I 14 I 20 I 16 2 I 25 25 I 14 30 I 14 20 I 16 30 25 I 14 30 I 14 20 I 16 20 25 I 16 30 I 14 20 I 16 3 25 25 I 14 30 14 20 16 30 25 14 30 14 20 16 20 25 16 30 14 20 16 4 25 25 14 30 14 20 16 30 25 14 30 14 SECONDARY FRAM I NG LEES I ON Sheet D- 2.. Cust ASSOCIATED GROCERS #38 Job # 10076 . €** OHART ' D Fy = 50 I:si Fb = 30 Ksi SIMPLE SPAN DESIGN Int I Laps !Allow' I Bay I Mbr I Allow Bay I Ft. /Ft. Lbs /I ISpacel Gage Lbs/ Gage I Ft. I I Ft. I Ft. I I O I 0.00/0.00 109 I 18 16 135 0 1 2.67/2.67 107 I 14 175 0 1 4.00/4.00 111 I 19 16 121 O 1 2.000/2.00 171 I 14 157 O 1 2.67/2.67 156 I 20 16 109 O 1 4.00/4.00 111 I 14 141 0 1 2.00/2.00 171 I 21 16 99 0 1 2.67/2.67 156 I 14 128 O 1 4.00/4.00 111 I 22 16 90 16 1 0.00 /0.00 109 I 14 117 16 1 2.67/2.00 117 I 23 16 82 16 1 4.00/2.67 108 I 14 107 16 1 0.96/0.96 168 I 24 16 76 16 1 2.67/2.00 150 I 14 98 16 1 4.00/2.67 108 I 25 16 70 16 1 0.96/0.96 168 I 14 91 16 1 4.00/2.67 158 I 26 16 64 16 1 4.00/2.67 108 I 14 84 16 1 0.00 /0.00 109 I 27 16 60 16 1 2.67/2.00 119 I 14 78 16 1 4.00/2.67 109 I 28 16 56 16 1 0.96/0.96 156 I 14 72 16 1 2.67/2.00 138 I 29 16 52 16 1 4.00/2.67 109 I 14 67 16 1 0.96/0.96 156 I 30 16 48 16 1 4.00/2.67 165 I 14 63 16 1 4.00/2.67 109 I ENDWALL FRAMING DESIGN By CEM Sheet E- I Date 02/08/90 Cust ASSOCIATED GROCERS 413E Job M 10076 RAKE BEAM DESIGN Span = 16.25 ft. Trib. width = 13.25 ft Actual w (dl +l l) = (7.6 psf + 25 psf) x 13.25 ft = 431 lb/ft * ** USE: 10 x 5.5 x 12 ga 'Z' S = 5.72 in''3 Allowable w(d1 +11) = 433 lb /ft (See chart 'E') CORNER POST DESIGN Length = 16.55 ft Trib. width = 13.25 ft Actual w(wl) = 9.52 psf x 13.25 ft = 126 lb /ft * ** USE: 8.5 x 8.5 x 16 ga 'G' S = 4.91 in "3 Allowable w(wl) = 358 x 1.33 = 476 lb /ft (See chart 'E') END POST DESIGN C C.L. 1 L = 18.99 ft T.W. = 16.25 ft Actual w(wl) = 154 lb /ft * ** USE: 8.5 x 2.75 x 16 ga 'C' S = 2.18 in "3 Allowable w(wl) = 120 x 1.33 = 159 lb /ft (See chart 'E') By CEM Date 02/08/90 Cust ASSOCIATED GROCERS #38 * ** CHART ' E' �E�Eyrt Light Gauge Col dformed Shapes: Fy = 50ksi , Fb = 30 ksi SIZE wt /ft area Sxx Syy Rxx Ryy I Q 8.5 x 2.75 x 16 ga 'C' I 3.00 0.87 2.18 0.43 3.30 1.23 I .60 I I 8.5 x 2.75 x 14 ga 'C' I 3.67 1.08 2.83 0.55 3.30 1.24 I .67 I I 8.5 x 2.75 x 16 ga ']C'I 6.00 1.74 4.36 0.99 3.30 1.55 I .60 I I 8.5 x 2.75 < 14 ga ']C'I 7.34 2.16 5.66 1.28 3.30 1.57 I .67 I I 10 x 5.5 x 14 ga 'Z' I 5.06 1.49 4.35 1.15 3.93 1.63 I .62 I I 10 x 5.5 x 12 ga 'Z' I 7.10 2.09 5.72 1.61 3.91 1.63 I .71 I I 8.5 x 8.5 x 16 ga 'G' I 4.89 1.44 4.91 4.91 3.21 3.21 I .60 3) Three Plate Built -up Shapes: ENIDLJALL FRAMING DESIGN Sheet E- 2 Job # 100076 dpth flg size I web I wt /ft 1 area I Sxx I Syy I Rxx Ryy I Rt I I i I I I I I I I I I I 8.5 5 x 3/16 110 ga 1 10.08 1 2.97 I 9.04 I 1.56 1 3.60 1.15 1 1.33 I I I I I I 8.5 5 x 1/4 110 ga 1 12.14 1 3.58 1 11.36 I 2.08 1 3.67 1.21 1 1.36 I I I I I I 8.5 6 x 1/4 110 ga t 13.84 1 4.08 1 13.36 I 3.00 1 3.73 1.49 1 1.64 I I I I I I I 8.5 8 x 1/4 110 ga 1 17.24 1 5.08 1 17.36 I 5.33 1 3.81 2.05 2.22 I I I I I I I NOTE: Rake beams and end posts are designed as simple span. End post anchorage: (2) 3/4 dia. anchor bolts. Formulae for Allowable Load Determination: M= w x L "2 /8 then w = 8 x M / L 4 2 = 8 x (Fb x S) /L 4 2 Allowable w = (8 x 30000 x 5/12)/L 4 2 = 20000 x S / L42 * * METAL BUILDING PROGRAM * * Copyright (C) 1983 - 1987 * by International Structural Engineers * Version 7.2 * * * MM MM BBBBBBBBBBBB PFF'PPF'F'PF'PPP MMM MMM BBBBBBBBBBBBBB PPPPFPPFPF'F'PF'P MMMM MMMM BBB BBB PPP PPP MMMMM MMMMM BBB BBB FF'P PPP MMMMMM MMMMMM BBBBBBBBBBBB PPF'FF'PFF'PPPP MMM MMMMMM MMM BBBBBBBBBBBB F'PPPF'F'FFPPPP MMM MMMM MMM BBB BBB PPP MMM MM MMM BBB BBB PPP MMM MMM BBBBBBBBBBBBBB PPP MMM MMM BBBBBBBBBBBB PPP International Structural Engineers P.O. Box 241740 Los Angeles, CA 90024 CLIENT: ASSOCIATED GROCERS *3B J10077 CEM SI TITLE : 6SX127x16.71 .5:12 26.5'Trib 25/80 5 *aux DATE 1 2/ 7/90 18: 7:48 April, 1988 Tel: (21 .7) 398 -3106 * * ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * CCCC BBBB CCCC * * * C C BBBB CC * * C 8 H C * * CCCC BBBB CCCC * * * * P.O. BOX 1009, LATHROP, CA 95330 * * (209) 983 -0910 * ************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F -{ DDDD AA A DDDA TTTTT A D D DAAA A A T AA D D AAAAA T AAAAA D A T A DDD A A CONTROL DATA SETS MAXIMUM NUMBER OF DESIGN CYCLES = 10 NUMBER OF SEGMENTS PER MEMBER = 6 MAXIMUM COMBINED STRESS RATIO = 1.040 MAXIMUM WEB DEPTH -TO- THICKNESS RATIO = 242. MAXIMUM FLANGE INEQUALITY RATIO = 2.000 PLOT CONTROL REQUESTED SAVE TYPES REQUESTED J O I N T S NUMBER OF JOINTS = 6 NUMBER (FT) (FT) 1 1.603 17.101 3 11.401 16.985 4 53.437 15.232 5 63.389 14.000 SUPPORTS NUMBER OF SUPPORTS : 4 SUPPORT AT DIRECTION NUMBER JOINT STIFFNESS (KIPS /IN OR KIP- FT /RAD) 1 1 HOR 10000.000. 2 1 • VER • 10000.000 .. :. 3 6 :HOR 10000.000 4 6 • VER •10000.000 MEMBER TYPES NUMBER OF MEMBER TYPES = 5 MEMBER • KIND ORIENTATION TYPE OF MEMBER 1 BU /TD /EF /OP BU /TD /EF /OP BU /TD /EF /OP 4 BU /TD /EF /OF' 5 BU /TD /EF /OF' NUMBER OF SETS OF ANALYSIS CONSTANTS = 5 FOR BUILT -UF MEMBERS. CONSTANTS ARE: 1 - DEPTH AT START (IN) 2 - DEPTH AT END (IN) 3 - FLANGE WIDTH (IN) 4 - FLANGE THICKNESS (IN) 5 - WEE THICKNESS (IN) 6 - OUTER FLANGE WIDTH (IN) 7 - OUTER FLANGE THICK. (IN) SET FOR FIFE MEMBERS, CONSTANTS ARE: 1 - MINIMUM NOMINAL DIAMETER (IN) 2 - MAXIMUM NOMINAL DIAMETER (IN) 3 -- CLASS (STD XSTR, XXSTR) 4 - NOMINAL DIAMETER (IN) 1 1 8.4770 2 37.0300 3 30.000 4 30.0 5 8.4680 SET FACTOR COEFF 1 1.500 2 3 1.497 4 1.500 2 38.5700 30.0100 30.0000 36.9000 38.8000 IN -PLANE IN -PLANE IN -PLANE IN -PLANE IN -PLANE ' NUMBER OF MATERIALS = 1 MAT. "E" UNIT WEIGHT NUMBER (KSI) (LB /FT3) ' 1 29000. 490.80 3 . 0000 . 0000 .0000 .0000 . 0000 NUMBER OF SETS OF DESIGN CONSTANTS = 5 LENGTH (FT) 17.1464 9.7984 42.0733 9.9767 14.5843 CONSTANTS COEFF. EXP. (1 /DEG FAR) '.0000065 END -REL. ANALYS. DESIGN MAT. CODE CONST. CONST. 00 00 00 00 00 FOR WIDE FLANGE MEMBERS, CONSTANTS ARE: 1 - MINIMUM NOMINAL DEPTH (IN) 2 - MAXIMUM NOMINAL DEPTH (IN) - NOMINAL DEPTH (IN) 4 - NOMINAL WEIGHT (LB /FT) FOR GENERAL MEMBERS. CONSTANTS ARE: 1 - AREA (IN2) 2 - MOMENT OF INERTIA (IN4) 3 - SECTION MODULUS (1N3) 4 - TRANSV. MOMENT OF INERTIA (IN4) 5 - TRANSV. SECTION MODULUS (IN.'S) 4 5 .0000 . 0000 . 0000 . 0000 . 0000 . 0000 .0000 . 0000 .0000 . 0000 4 C C LAT SUP LAT SUP EXCL ZN EXCL ZN INSIDE OUTSIDE AT STRT AT END (FT) (FT) (FT) (FT) .850 15.600 15.600 .000 1.411 .850 5.000 5.000 1.415 .000 .850 5.000 5.000 .000 .000 .850 5.000 5.000 .000 1.287 .850 6.000 6.000 .000 1.281 6 7 .0000 . 0000 . 0000 . 0000 .0000 1 1 1 1 1 MAX 200.00 200.00 200.00 200.00 200.00 F-3 .0000 .0000 . 0000 . 0000 . 0000 COEFF 1.750 1.000 1.000 1.000 1.000 MEMBERS NUMBER OF MEMBERS = 5 MEMBER INITIAL FINAL MEMBER NUMBER JOINT JOINT TYPE 1 1 2 M 2 3 4 5 4 6 5 -5 CONNECT ION S NUMBER OF CONNECTIONS = 4 CONNECTION . IN AT ANGLE NUMBER MEMBER (FT) (DEGREES) 1 1 15.625 HOR 2 3 .000 POU 3 4 13.173 HOR LOAD CASES NUMBER OF LOAD CASES = 4 LOAD CASE 1 : SELF WEIGHT ** LOADS CALCULATED BY THE PROGRAM ** LOAD CASE 2 : Dead Load NUMBER OF LOADS AT JOINTS = 4 JOINT DIRECTION MAGNITUDE (KIPS OR KIP -FT) LOAD CASE 3 : Live Load 5 5 VER -.302 MOM .242 VER -.303 MOM -.244 NUMBER OF LOADS ON MEMBERS = ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (FT) (FT) (FT) (DEGREES) KIPS /FT) 2 UNIF -.1881 .000 .000 .000 VER 3 UNIF -.1880 .000 .000 .000 VER 4 UNIF -.1877 .000 .000 .000 VER NUMBER OF LOADS AT JOINTS = 4 JOINT DIRECTION MAGNITUDE (KIPS OR KIP -FT) 2 VER -1.062 2 MOM -1.067 5 MOM -.859 NUMBER OF LOADS ON MEMBERS = 3 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (FT) (FT) (FT) (DEGREES) KIPS /FT) 2 UNIF -.6625 3 UNIF -.6609 .000 .000 .000 .000 .000 F-5 .000 VER .000 VER LOAD CASE 4 : Wind Load NUMBER OF LOADS AT JOINTS = 10 JOINT DIRECTION MAGNITUDE (KIPS OR KIP -FT) HOR .585 MOM -.678 HOR .016 VER .375 MOM -.319 HOR .344 MOM -.375 HOR .014 VER .335 MOM .255 NUMBER OF LOADS ON MEMBERS = 5 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (FT) (FT) (FT) (DEGREES) KIPS /FT) 1 UNIF -.2527 .000 .000 .000 POU UNIF 2207 .000 .000 . 000 POU UNIF . 2207 . t:�t: . 000 .000 POU 4 UNIF . .000 .000 .000 POU 5 UNIF .1577 .000 .000 .000 POU L O A D C O M B I N A T I O N S NUMBER OF LOAD COMBINATIONS = 2 LOAD COMBINATION 1 : DEAD + COLL + LIVE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 100.00 2 100.00 3 LOAD COMBINATION -2 : DEAD + WIND PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 42.00 2 100.00 4 F -6 RRRR EEEEE SSS U U L TTTTT SSS R R E S S U U L T S S RRRR EEEE SSS U U L T SSS R R E S U U L T S R R E S S U U L T 8 S R R EEEEE SSS UUU LLLLL T SSS S U P P O R T R E A C T I O N S LOAD COMBINATION 1 : DEAD + COLL + LIVE REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP -FT) 1 17.8.34 (HOR, AT JOINT 1) 2 9.285 (VER, AT JOINT 1) 3 - 17.834 (HOR, AT JOINT 6) 4 29.074 (VER, AT JOINT 6) LOAD COMBINATION -2 : DEAD + WIND REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP -FT) 1 -6.528 (HOR, AT JOINT 1) 2 -4.222 (VER, AT JOINT 1) 3 -1.625 (HOR, AT JOINT 6) 4 -1.925 (VER, AT JOINT 6) F -7 - M E M B E R F O R C E S A N D S T R E S S E S MEMBER NUMBER 1 ( FROM JOINT 1 TO JOINT 2 ) LOAD COMBINATION 1 : DEAD + COLL + LIVE AT AXIAL SHEAR BENDING STRESSES, KSI (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP -FT) INN. FLAN. OUT. FLAN . 000 - 30.508 - 15.651 .000 -4.096 -9.847 .000 .000 2.858 - 30.408 - 15.658 - 44.736 -3.625 -6.189 - 12.467 12.467 5.715 - 30.308 - 15.665 - 89.494 -3.249 -4.514 - 17.112 17.112 8.57 - 30.209 - 15.673 - 13,4.272 -2.941 - 3.55:3 - 19.174 19.174 11.431 - 30.108 - 15.6 - 179.071 -2.686 - 2.930 - 20.104 20.104 14.289 - 30.008 - 15.687 - 223.891 - 2.470 -2.493 - 20.461 20.461 17.146 - 29.908 - 15.695 - 268.732 - 2.285 - 2.170 - 20.500 20.500 LOAD COMBINATION -2 : DEAD + WIND AT AXIAL SHEAR BENDING STRESSES, KSI (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP -FT) INN. FLAN. OUT. FLAN . 000 2.858 5.715 8.57• 11.431 14.289 17.146 4.686 6.202 .000 4.734 5.476 16.686 4.781 4.750 31.297 4.828 4.023 43.832 4.876 3.297 54.292 4.923 2.571 62.675 4.970 1.844 68.984 .564 .470 . 435 . 405 . 380 3.902 2.165 1 .912 . 616 . 409 .255 .000 .000 4.650 -4.650 5.984 -5.984 6.259 -6.259 6.095 -6.095 5.728 -5.728 5.262 -5.262 M E M B E R N U M B E R 2 ( FROM JOINT 2 TO JOINT 3) LOAD COMBINATION 1 : DEAD + COLL + LIVE AT AXIAL SHEAR BENDING STRESSES. KSI (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIF'S) (KIP -FT) INN. FLAN. OUT. FLAN. .000 - 17.509 27.570 - 269.824 - 1.44.3 2.974 - 29.530 29.530 1.637.1 - 17.527 26.078 - 226.052 - 1.480 2.909 - 25.979 ^5.979 3.266 - 17.544 24.626 - 184.650 -1.519 2.840 - 22.316 22.316 4.899 - 17.561 2 3.175 - 145.619 -1.560 2.765 - 18.533 18.533 6.5.32 - 17.578 21.723 - 108.958 -1.603 2.686 - 14.626 14.626 8.165 - 17.595 20.271 - 74.668 -1.649 2.601 - 10.589 10.569 9.798 - 17.613 18.820 - 42.749 -1.697 2.508 -6.416 6.416 LOAD COMBINATION -2 : DEAD + WIND AT AXIAL SHEAR BENDING STRESSES, KSI (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP -FT) INN. FLAN. OUT. FLAN. .000 1.547 - 4.59.3 69.879 .127 - .496 7.648 -7.648 1.633 1..5.4 -4.425 62.515 .130 -.494 7.185 -7.185 3.266 1.521 -4.256 55.427 .132 -.491 6.699 -6.699 4.899 1.508 -4.088 48.614 .134 -.488 6.187 -6.187 6.532 1.495 -3.919 42.076 .176 -.485 5.648 -5.648 8.165 1.482 - 3.750 35.814 .139 -.481 5.079 -5.079 9.798 1.469 -3.582 29.828 .142 -.477 4.477 -4.477 MEMBER NUMBER 3 ( FROM JOINT 3 TO JOINT 4 ) LOAD COMBINATION 1 : DEAD + COLL + LIVE AT AXIAL SHEAR BENDING STRESSES, KSI (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP -FT) INN. FLAN. OUT. FLAN .000 - 17.044 19.337 - 42.749 -1.846 3.438 -6.339 6.339 7.012 - 17.301 13.161 71.192 -1.874 2.340 10.557 - 10.557 14.024 - 17.558 6.986 141.833 -1.901 1.242 21.032 - 21.032 21.037 - 17.816 .811 169.172 -1.929 .144 25.086 - 25.086 28.049 - 18.073 -5.364 153.210 -1.957 -.954 22.719 - 22.719 35.061 - 18.331 - 11.539 93.948 -1.985 -2.051 13.931 - 13.931 42.073 - 18.588 - 17.714 -8.616 -2.013 -3.149 -1.278 1.278 LOAD COMBINATION -2 : DEAD + WIND F -9 AT AXIAL SHEAR BENDING STRESSES, KSI (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP -FT) INN. FLAN. OUT. FLAN .000 1.361 -3.624 29.828 .147 -.644 4.423 • -4.423 7.012 1.329 -2.850 7.132 •.144 • -.507 1.058.: -1.058 14.024 1.297 -2.075 • - 10.135 .140 -.369 -1.503 1.503 21.037 1.264 -1.301 - 21.973 .137 -.231 -3.258 3.258 28.049 ' 1.232 -.527 - 28.382 .133 -.094 -4.209 4.209 35.061 1.200 .247 - 29.361 .130 .044 -4.354 4.354 42.073 1.168 1.022 - 24.912 .126 .182 -3.694 •3.694 MEMBER NUMBER 4 ( FROM JOINT 4TOJOINT 5 ) LOAD COMBINATION 1 : DEAD + COLL + LIVE AT AXIAL SHEAR BENDING STRESSES, KSI (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIFS) (K.IFS) (KIP -FT) INN. FLAN. OUT. FLAN. . 000 - 19.090 - 17.172 -8.616 1.663 - 19.194 - 18.640 - 38.390 3.726 - 19.297 -20. 108 - 70.605 4.988 - 19.401 - 21.576 - 105.261 6.651 - 19.505 - 23.045 - 142.358 8.314 - 19.608 - 24.513 - 181.897 9.977 - 19.712 - 25.981 - 223.877 LOAD COMBINATION -2 : DEAD + WIND LOAD COMBINATION 1 : DEAD + COLL + LIVE .000 - 30.505 - 15.258 2.431 - 30.439 - 15.263 4.861 - 30.372 - 15.269 7.292 - 30.306 - 15.275 9.723 - 30.239 - 15.281 12.154 - 30.173 - 15.286 14.584 - 30.106 - 15.292 LOAD COMBINATION -2 : DEAD + WIND .000 - 37.094 - 74.202 - 111.324 - 148.459 - 185.609 - 222.773 - 1.933 -1.888 - 1.846 - 1.807 -1.769 - 1.733 - 1.699 -2.289 -2.3 - 2 .490 - 2 .580 - -2.743 - 2.816 AT AXIAL SHEAR BENDING STRESSES, KSI (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIFS) (KIFS) (KIF' -FT) INN. FLAN. OUT. FLAN . 000 1.196 .988 - 24.912 .121 .132 -4.119 4.119 1.663 1.193 1.163 - 23.124 .117 .149 -3.610 610 3.326 1.190 1.339 - 2 1.044 .114 .166 -7.108 3.108 4.98B 1.188 1.514 - 18.672 .111 .181 -2.612 2.612 6.651 1.185 1.689 - 16.009 .107 .195 -2.125 2.125 8.314 1.182 1.865 - 13.054 .104 .209 -1.647 1.647 9.977 1.179 2.040 -9.808 .102 .221 -1.177 1.177 MEMBER NUMBER 5 ( FROM JOINT 6TOJOINT 5 ) AT AXIAL SHEAR BENDING STRESSES, KSI (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP -FT) INN. FLAN. OUT. FLAN -5.870 -4.953 -4.282 -3.769 -3.364 -3.037 -2.766 -9.610 -6.020 -4.383 - 3.447 - 2.841 -2.416 -2.102 F �v -1.425 1.425 -5.994 5.994 - 10.426 10.426 - 14.727 14.727 - 18.899 18.899 - 22 .947 22 .947 - 26.876 26.876 .000 .000 - 15.460 15.460 - 20.717 20.717 - 22.731 22.731 - 23.393 23.393 - 23.411 23.411 - 23.101 23.101 AT AXIAL SHEAR BENDING STRESSES, KSI (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP -FT) INN. FLAN. OUT. FLAN .000 1.778 -1.785 .000 .342 -1.124 .000 .000 2.431 1.877 - 1.409 -3.883 .306 -.556 -1.618 1.618 4.861 1.977 -1.033 -6.851 .279 -.297 -1.913 1.913 7.292 2.077 -.657 -8.906 . .258 -.148 -1.819 1.819 9.723 2.176 -.281 - 10.046 . .242 -.052 -1.583 , 1.583 12.154 2.276 .095 - 10.273 .229 .015 -1.296 ' 1.296 14.584 2.375 .471 -9.585 .218 .065 -.994 .994 A L L O W A B L E S T R E S S E S MEMBER TYPE 1 AT TENSION COMPRESSION BENDING EULER SHEAR (FT) (KSI) MIN MAX INNER SIDE OUTER SIDE (KSI) (KSI) (KSI) (K5I) (KSI) (KSI) .000 3 16.682 16.871 30.000 30. 000 .22. 20.000 2.858 30.000 14.813 15.654 26.384 26.384 54.3 15.807 5.715 30.000 13.320 14.459 26.064 26.064 97.6 9.270 8.573 30.000 12.101 13.279 25.744 25.744 150.9 5.636 11.431 30.000 11.087 12.170 25.424 25.424 21.3.3 3.785 14.289 30.000 10.229 11.229 24.504 24.504 284.2 2.716 15.7.35 30.000 9.844 10.806 23.441 ^'.941 3.:. ".3 2.340 17.146 X 30.000 9.495 10.423 23.347 23.347 363.3 2.044 M E M B E R T Y P E AT TENSION COMPRESSION BENDING EULER SHEAR (FT) (KSI) MIN MAX INNER SIDE OUTER SIDE (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) .000 X 30.000 10.796 21.034 28.859 28.859 43.7 3.894 1.415 30.000 11.026 21.167 29.270 29.270 41.6 4.120 1.633 30.000 11.063 21.188 29.332 29.332 41.3 4.156 3.266 30.000 11.343 21.343 29.517 29.517 39.0 4.446 4.899 30.000 11.637 21.498 29.580 29.580 36.7 4.766 6.532 30.000 11.947 21.655 29.643 29.643 34.5 5.120 8.165 30.000 12.129 21.306 29.707 29.707 32.3 5.521 9.798 30.000 12.291 20.879 29.770 29.770 30.2 5.968 MEMBER TYPE 3 (FT) TENSION .000 7.012 14.024 21.037 28.049 35.061 42.073 30.000 30.000 30.000 30.000 30.000 30.000 30.000 F-1/ COMPRESSION BENDING EULER SHEAR MIN MAX INNER SIDE OUTER SIDE (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 13.328 21.681 28.488 28.488 34.4 3.417 13.328 21.681 28.488 28.488 34.4 3.417 13.328 21.681 28.488 28.488 34.4 3.417 13.328 21.681 28.488 28.488 34.4 3.417 13.328 21.681 28.488 28.488 34.4 3.417 13.328 21.681 28.488 28.488 34.4 3.417 13.328 .21.681 28.488 28.488 34.4 3.417 rrr . *.U1:) -PtJ (110 V1 30) -P C• 0)019t.) -0a -x40 .AL-1- (41J -r C• (1(4(1(1(4( -4 (441 000 0. 000 • • 00 0 00 0 .0 4 00000000 t) 00-.1:).•0`0)0 0..b- 0 0).P(1030 .19 10 O 1 -) rrs1U1- PrL0rt••) rrrrl.)1JR)r) 0)0303 '--tJ 0 O t:) tJ -O ∎1 *-4 0 '' r0001(0G1 -0 1 W4 G1 -P01VV03030 0(V1J■O.P0 10 V ^i4t:)0`00 -o )"4.P0t'(40 1')tJ1 JhJt)tJtJ G1 (4:PCnVVm(0 wW .4tJV4.P0 En €4 0- 0 0 -O 1J V .P O tJ (l .AG1(.11Jrr .P-01111> )1:)0.1') 0-- PC•(+1■NCU0 •00 -'- ('4 00.0• ri) 1)1')tJ(.4 4:1190 0 G10• V 00 '- - `'- 1 r1s10] P03.O0• `. sOLgU(nr:)0• -00 - 1-1 -1 --m NZ (00) H H ;Na H HZC) 0 ;C1 m 0 m H 0 7S1Z MD vx H Z .,z (O ▪ XI 0 H 0 mz H OZ CO --1 NM (37l 0 m -m 7C C mr H 1T1 " 7l 7:Z MM Hy •00(0 .b(4 •� -01- 110-.0(40-0 ■�0r(90F)0 -0 '-.40 -P ' - ' 030.0.10 x (4(4i= 14111(41 000 0000 00000000 000000 00 0000 .rrr ..04:14]-0000s- • - 0• V •01 30103 �-' OVt.J■.p 001 rr rrrrrr V■■V■030)03 r tf1(.110O0WC 1 -3019-01') O.0-P (.4(40-'- V CO.P. 1')t') tJ tJ IJ t-) t -) l.) V■VV■V■V rr1J(4.P000• 4 (40-0 ■-P1J400• tJh)tJ1JP)FJ1J1.l "4'4'4%4'4'4'4'4 rr IJ( -I- CQ0-V (.10 V •A •0O- - (-.4(A 4(4W01 -3 r •0-0V- 1:100) 19(Gl'-^-00OW W•P- P -P7'f11CQU1 .Qrr7DV'-'(31.0 t 1J►- 1•.)0) -00) -i -1 H Z -z 7rm (113) - N 1 - 4 41 mz 0 H oz -1 r,.m mx - 0 m --m NC Mr NM • 4 1) '-T M A X I M U M C O M B I N E D S T R E S S R A T I O S MEMBER TYPE 1 AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING (FT) STRESS LOAD CASE MEMBER STRESS LOAD CASE MEMBER .000 .243 1 1 .492 1 1 2 .858 .662 1 1 .392 1 1 5.715 .802 1 1 .487 1 1 8.573 .867 1 1 .630 1 1 11.431 .901 1 1 .774 1 1 14.289 .936 1 1 .918 1 1 15.735 .952 * 1 1 .996 * 1 1 17.146 X .970 1 1 1.062 1 1 M E M B E R T Y P E AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING (FT) STRESS LOAD CASE MEMBER STRESS LOAD CASE MEMBER .000 X 1.092 1 2 .764 1 1.415 .973 * 1 .708 * 1 1.633 .956 1 .700 1 3.266 .827 1 2 .639 1 4.899 .699 1 2 .580 1 6.532 .567 1 2 .524 1 8.165 .434 1 2 .471 1 9.798 .297 1 2 .420 1 MEMBER TYPE 3 AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING (FT) STRESS LOAD CASE MEMBER STRESS LOAD CASE MEMBER .000 .310 1 3 1.006 * 1 3 7.012 .459 1 3 .685 1 3 ' 14.024 .829 1 3 .364 1 3 21.037 .972 * 1 3 .051 -2 3 28.049 .891 1 3 .279 1 3 35.061 .5B4 1 3 .600 1 3 42.073 .141 1 3 .922 1 3 • MEMBER TYPE 4 AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING (FT) STRESS LOAD CASE MEMBER STRESS LOAD CASE MEMBER .000 .156 1 4 .384 1 4 1.663 .320 1 4 .433 1 4 .:..326 .481 1 4 .485 1 4 4.988 .638 1 4 .539 1 4 6.651 .792 1 4 .596 1 4 8.314 .943 1 4 .656 1 4 8.690 .976 * 1 4 .670 * 1 4 9.977 X 1.091 1 4 .718 1 4 • MEMBER TYPE 5 AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING (FT) STRESS LOAD CASE MEMBER STRESS LOAD CASE MEMBER .000 .286 1 5 .480 1 2.431 .723 1 5 .382 1 4.861 .881 1 5 .477 1 7.292 .946 1 5 .618 1 9.723 .971 1 5 .759 1 12.154 1.012 1 5 .900 1 17.303 1.032 * 1 5 .971 * 1 14.584 X 1.060 1 5 1.041 1 P.-/y r• F O R C E S A T CONNECTIONS CONNECTION 1 MINIMUM DEPTH = 36.00 IN MINIMUM WIDTH = 8.00 IN LOAD AXIAL SHEAR BENDING COMB. FORCE FORCE (KIF -FT) (KIPS) (KIPS) 1 -28.737 - 17.834 -244.859 -2 4.769 2.586 65.625 CONNECTION 2 MINIMUM DEPTH = 30.00 IN MINIMUM WIDTH = 5.00 IN LOAD AXIAL SHEAR BENDING COMB. FORCE FORCE (KIP -FT) (KIPS) (KIPS) 1 - 17.044 19.337 - 42.749 1.361 - 3.624 29.828 C O N N E C T I O N 3 MINIMUM DEPTH = 30.02 IN MINIMUM WIDTH = 5.00 IN LOAD _AXIAL SHEAR BENDING COMB. FORCE FORCE (KIP -FT) (KIPS) (KIPS) 1 - 18.588 - 17.714 -8.616 -2 1.167 1.022 - 24.912 CONNECTION 4 MINIMUM DEPTH - 36.00 IN MINIMUM WIDTH = 5.00 IN LOAD AXIAL COMB. '" FORCE (KIPS) SHEAR FORCE (KIPS) • BENDING (KIP -FT) 1 " - 28.713 - 17.834 ; : - 201.191 - 2 2.287 .452 ... -9.984 FINAL SECTIONS GEOMETRY INFORMATION BUILT -UP MEMBERS: MEMBER FLANGE FLANGE WEB OUTER FLANGE INITIAL FINAL LENGTH TYPE WIDTH THICK. THICK. (IF UNEQ. FLANGES) DEPTH DEPTH (FT) (IN) (IN) (IN) (IN) (IN) (IN) (IN) 8.00 .3750 .1875 8.48 33.57 17.146 6.00 .2500 .2500 37.03 30.01 9.798 5.00 .3750 .1875 30.00 30.00 42.073 5.00 .2500 .2500 30.01 36.90 9.977 5.00 .3750 .1875 8.47 38.80 14.584 MISCELLANEOUS INFORMATION MEMBER LAT SUP LAT SUP COMB. SHEAR UNIT (MAN- TOTAL TYPE INSIDE OUTSIDE STRESS STRESS WEIGHT TITY WEIGHT (FT) (FT) RATIO RATIO (LB) (LB) 1 15.60 15.60 .952 .996 601. 1 601. 2 5.00 5.00 .973 .708 376. 1 376. 3 5.00 5.00 .972 1.006 1324. 1 1324. 4 5.00 5.00 .976 .670 365. 1 365. 5 6.00 6.00 1.032 .971 400. 1 400. THE TOTAL WEIGHT OF THE FRAME IS 3067. LB F-46 •x12.16. '1 .5:12 26.5'Trqb 25/80 5#7i..ux • F-17 R I G I D FRAME CONNECTION DESI By CEM Sheet F - ! g Date 02/08/90 Cust ASSOCIATED GROCERS #313 Job # 10076 ALLOWABLE BOLT TENSION Based on plate thickness of .5 in. (50 ksi) with stiffener = 14.38 k /bolt Based on plate thickness of .5 in. (50 ksi) w/o stiffener = 7.19 k /bolt * ** USE: .5 in. thick bolting plates (Fy = 50 ksi) with 3/4 in. ASTM (A325 -N) high strength bolts KNEE CONNECTION Bolt Plate length = 37.03 in. (no bolts outside flange) Actual Dead + Live moment = 2940 in -K (Outside bolts in tension) Actual Dead + Wind moment = 792 in -K (Inside bolts in tension) Allow moment = 3409 in -K (DL +LL) w/ 5 rows of bolts w/1 stiffener Allow moment = 1923 in -K (DL +WL) w/ 2 rows of bolts w/0 stiffener RAFTER SPLICE CONNECTION Bolt Plate length = 31.02 in. Actual Dead + Live moment = 516 in -K (Inside bolts in tension) Actual Dead + Wind moment = 360 in -K (Outside bolts in tension) Allow moment = 1164 in -K (DL +LL) w/ 2 rows of bolts w/0 stiffener Allow moment = 1549 in -K (DL +W..) w/ 2 rows of bolts w/0 stiffener COLUMN BASE PLATE Vertical load = 29300 lbs * ** USE: BASE PLATE 8 x 8.5 x .5 ,Fy = 50 ksi Allowable thickness = .8 x SQR(29.3 / (8x8.5)/.25/50) _ .149 in. LONGITUDINAL GRACING By CEM Sheet G- Date 02/08/90 Bldg width = 65 ft Eave height = 17.67 ft Ave. endwall height = 9.17 ft Wind load = 15.47 psf V = 4610 lbs Seizmic Zone 3 V = ICJ = .1827(9x129 + 2x3x9.17)(65/2) = 7220 lbs R. SEIZMIC GOVERNS Gust ASSOCIATED GROCERS *3B Job N 10076 Bldg length = 129 ft Frame spacing = 26.5 ft USE' PORT4L .P ZAME IN EACH SI DE WALL .SEA CA LCS 5 I TS . C, - Z. TO /o MM MM BEBBBBBBBBBB F'PPF'PPPPPPF'F' MMM MMM BEBBBBBBBBBBBB PPPPF'PPPPPF'PPF MMMM MMMM BBB BBB PPP PPP MMMMM MMMMM BBB BBB PPP PPP MMMMMM MMMMMM BEBBBBBBBBBB PPF'PPFF'F'PPPF' MMM MMMMMM MMM BBBBBBBBBBBB PPPPF'EPPPPPP MMM MMMM MMM BBB BBB PPP MMM MM MMM BBB BBB PPP MMM MMM BBBBBEBBBBBBBB PPP MMM MMM BEBBBBBBBBBB PPP G -2 *******************************************: t* * * ** ** *** * * * * ** * * * * ** ***** * ** ** * * * METAL BUILDING PROGRAM * * * * Copyright (C) 1983 - 1987 * * by International Structural Engineers * * * * Version 7.2 April. 1988 * * * * International Structural Engineers Tel: (213) 398 -3106 * * P.O. Box 241740 * * Los Angeles, CA 90024 * * * CLIENT: ASSOCIATER GROCERS 4038 J10077PF CEM TITLE : PORTAL FRAME FOR 65X129X18 SEISMIC Z -3 (1) REQ'D LINE U & LINE S DATE : 2/ 8/90 9:45: 8 ************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * CCCC BBBB CCCC * * C B B C * * CC BBBB CC * * C B B C * * CCCC BBBB CCCC * * * * P.O. BOX 1009, LATHROP, CA 95330 * * * * (209) 983- 0910 * ************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** . DDDD A TTTTT A D D A A T A A D D A A T A A D D A A T A A D D AAAAA T AAAAA D D A A T A A D D D D A A T A A CONTROL DATA SETS MAXIMUM NUMBER OF DESIGN CYCLES = 10 NUMBER OF SEGMENTS PER MEMBER = 6 MAXIMUM COMBINED STRESS RATIO = 1.040 MAXIMUM WEB DEPTH -TO- THICKNESS RATIO = 242. MAXIMUM FLANGE INEQUALITY RATIO = 2.000 PLOT CONTROL REQUESTED SAVE TYPES REQUESTED J O I N T S NUMBER OF JOINTS = 4 JOINT UMBER (FT) 1 3 4 SUPPORTS NUMBER OF SUPPORTS = 4 SUPPORT AT DIRECTION NUMBER JOINT 1 2 4 1 4 . .6 23.375 23.710 MEMBER TYPES HOR VER HOR VER NUMBER OF MEMBER TYPES = 2 MEMBER KIND ORIENTATION 4 TYPE OF MEMBER 1 BU /TD /EF /OP 2 BU /TD /EF /OP IN -PLANE IN -PLANE Y (FT) . 000 17.167 17.167 . 000 STIFFNESS (KIPS /IN OR KIP- FT /RAD) 10000.000 10000.000 . 10000.000 10000.000 LENGTH (FT) 17.1700 22.7500. END -REL. ANALYS. DESIGN MAT. CODE CONST. CONST. 00 . 1 2 1• 6 -3 • NUMBER OF SETS OF ANALYSIS CONSTANTS = 2 FOR BUILT —UP MEMBERS, CONSTANTS ARE: 1 — DEPTH AT START (IN) 2 — DEPTH AT END (IN) — FLANGE WIDTH (IN) 4 — FLANGE THICKNESS (IN) 5 — WEB THICKNESS (IN) 6 — OUTER FLANGE WIDTH (IN) 7 — OUTER FLANGE THICK. (IN) FOR PIPE MEMBERS, CONSTANTS ARE: 1 — MINIMUM NOMINAL DIAMETER (IN) 2 — MAXIMUM NOMINAL DIAMETER (IN) 3 — CLASS (STD, XSTR. XXSTR) 4 — NOMINAL DIAMETER (IN) SET 1 7.0000 15.4080 .0000 2 20.0000 20.0000 .0000 NUMBER OF SETS OF DESIGN CONSTANTS = 2 SET FACTOR COEFF LAT SUP L "K" "Cm" INSIDE 0 1 2.000 .850 2 .800 .850 NUMBER OF MATERIALS = 1 a MAT. "E" UNIT WEIGHT NUMBER (KSI) (LB /FT3) 1 29000. 490.80 MEMBERS NUMBER OF MEMBERS = 3 MEMBER INITIAL NUMBER JOINT 1 2 3 1 1 2 4 CONNECTIONS 2 (FT) (FT) 16.330 16.330 21.500 21.500 FINAL MEMBER JOINT TYPE NUMBER OF CONNECTIONS = 2 CONNECTION MEMBER (FT) 1 1 16.330 2 3 16.330 2 1 3 2 3 —1 CONSTANTS AT SUP EXCL ZN EXCL ZN UTSIDE AT STRT AT END (FT) (FT) COEFF. EXP. (1 /DEG_FAR) .0000065 ANGLE (DEGREES) HOR HOR FOR WIDE FLANGE MEMBERS, CONSTANTS ARE: 1 - MINIMUM NOMINAL DEPTH (IN) — MAXIMUM NOMINAL DEPTH (IN) 3 — NOMINAL DEPTH (IN) 4 — NOMINAL WEIGHT (LB /FT) FOR GENERAL MEMBERS, CONSTANTS ARE: 1 — AREA (IN2) 2 — MOMENT OF INERTIA (IN4) 3 — SECTION MODULUS (IN3) 4 — TRANSV. MOMENT OF INERTIA (I 5 — TRANSV. SECTION MODULUS (IN3) 4 5 6 . 0000 .0000 .0000 . 0000 .0000 .0000 . 000 .830 . 625 .625 (KSI) 50. KL /R MAX 200.00 200.00 G�y 7 . 0000 . 0000 COEFF Cb 1.750 2.700 LOAD CASES NUMBER OF LOAD CASES = 2 LOAD CASE 1 : SELF WEIGHT ** LOADS CALCULATED BY THE PROGRAM ** LOAD CASE 2 : Seismic Load NUMBER OF LOADS AT JOINTS = 1 JOINT DIRECTION MAGNITUDE (KIPS OR KIP -FT) 2 HOR 7.100 L O A D C O M B I N A T I O N S NUMBER OF LOAD COMBINATIONS = 1 LOAD COMBINATION -1 : SEISMIC PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 100.00 2 RRRR EEEEE SSS U U L TTTTT SSS R R E S S U U L T S S RRRR EEEE -SSS U U L T SSS R R R E S S U U L T S S R R EEEEE SSS UUU LLLLL T SSS SUPPORT REACTIONS LOAD COMBINATION —1 s WIND, , REACTIONS SUPPORT NUMBER 2 4 REACTION (KIPS OR KIP —FT) —3.519 —4.629 -3.581 5.779 r (HOR, AT JOINT 1) (VER, AT •JOINT 1) (HOR AT JOINT ...4) (VER, AT JOINT 4) PERCENT LOAD CASE PERCENT LOAD CASE G5 M E M B E R • F O R C E S A N D S T R E S S E S MEMBER NUMBER 1 ( FROM JOINT 1 TO JOINT 2 ) LOAD COMBINATION -1 : WIND AT AXIAL SHEAR BENDING STRESSES, KSI (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP -FT) INN. FLAN. OUT. FLAN. .000 4.697 3.428 .000 .964 3.641 .000 .000 2.862 4.750 3.427 9.809 .938 3.033 6.868 -6.868 5.723 4.803 3.426 19.616 .915 2.599 11.503 - 11.50:03 8.585 4.856 x 29.420 .89,7 2 273 14.786 - 14.786 11.447 4.909 3.424 39.220 .872 2.020 17.190 - 17.190 14.309 4.962 423 49.018 .853 1.817 18.994 - 18.994 17.170 5.015 3.422 58.812 .835 1.651 20.370 - 20.370 MEMBER NUMBER 2 ( FROM JOINT 2 TO JOINT 3 ) LOAD COMBINATION -1 : WIND AT AXIAL SHEAR BENDING STRESSES, KSI (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP -FT) INN. FLAN. OUT. FLAN. .000 -3.581 -4.948 58.812 3.792 -3.581 - 5.033 39.891 7.583 -3.581 -5.119 20.644 11.375 -3.581 -5.204 1.074 15.167 -3.581 -5.290 - 18.821 18.958 -3.581 -5.375 - 39.041 22.750 -3.581 -5.461 - 59.585 -.541 -.541 -.541 -.541 -.541 -.541 -.541 MEMBER NUMBER 3 ( FROM JOINT 4 TO JOINT 3 ) LOAD COMBINATION -1 : WIND -1.839 - 1.871 -1.903 - 1.935 -1.966 - 1.998 -2.030 G -G 14.915 - 14.915 10.116 - 10.116 5.235 -5.235 .272 -.272 - 4.773 4.773 - 9.901 9.901 - 15.111 15.111 AT 'AXIAL SHEAR BENDING . STRESSES, KSI ------ -------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP -FT) INN. FLAN. OUT. FLAN. .000 -5.848 -3.467 .000 -1.200 -3.683 .000 .000 2.862 -5.795 -3.468 -9.923 -1.145 -3.069 -6.948 6.948 5.723 -5.742 -3.469 - 19.850 -1.093 -2.631 • - 11.640 11.640 8.585 . -5.689 -3.470 - 29.779 -1.046 -2.303 - 14.967 14.967 11.447 • .. -5.636 ; -3.471 - 39.712 -1.001 -2.047 - 17.406 17.406 14.309 -5.583 -3.472 - 49.647 -.960 • -1.843 ' - 19.238 19.238 17.170 -5.530 •-3.473 - 59.585 -.921 -1.676 . - 20.637 . 20.637 A L L O W A B L E S T R E S S E S M E M B E R T Y P E AT • TENSION (FT) (KSI) .000 2 .86 2 5.727 8.585 11.447 14.3.08 16.340 17.170 X M E M B E R AT (FT) . 000 X . 6 3.792 7.583 11.375 15.167 18.958 22 .1 2 5 22.7`50 X M A X I M U M C O M B I N E D STRESS RATIOS M E M B E R AT (FT) .000 2.862 5.723 8.585 11.447 14.308 16.340 17.170 X M E M B E R (FT) .625 X 3.792 7.583 11.375 15.167 . 18.958 22.125 22.750 X 1 30.001) 30.000 30.000 30.000 30.000 30.000 30.000 30.000 TYPE 2 TENSION (KSI) 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 TYPE 1 AXIAL STRESS . 102 .392 .489 .615 . 646 COMPRESSION (KSI) (KSI) 8.779 12.338 14.191 13.699 13. 12.811 1 12. 409 7. 7.228 7.228 7. 7. 7. 7.228 7.228 8.779 12.487 14.976 14.597 14.261 13.926 13.689 13.592 COMPRESSION MIN MAX (KSI) (KSI) 7.228 7.228 7.2 7.228 7.228 7.228 7.228 7.228 7.228 GOVERNING GOVERNING . SHEAR GOVERNING GOVERNING LOAD CASE MEMBER STRESS LOAD CASE MEMBER -1 3 .138 -1 3 ' - 1 3 .126 -1 3 - 1 3 .127 -1 3 - 1 3 ' .132 -1 3 - - 1 3 .150 8 -1 3 -1 3 .168 * -1 3 -1 3 .186 -1 3 T Y P E 2 AXIAL GOVERNING GOVERNING STRESS LOAD CASE MEMBER .553 -1 . 393 -1 . 065 -1 . 215 .; -1 . 386 * -1 . 559 . -1 ti'• 2 2 2 2 2 BENDING INNER SIDE OUTER SIDE (KSI) (KSI) 27.618 26.015 2 5.910 2 5.804 2 5.699 2 5. 593 2 5.518 25.488 27.618 26.015 2 5.910 2 5.804 2 5.699 2 5. 593 25.518 25.488 BENDING INNER SIDE OUTER SIDE (KSI) (KSI) 22 .5 2 9 2.529 22.5 22.5 22.529 22.529 22.5 22.529 22.529 22 .5 2 9 22 .529 2 2.529 22.529 2 2.529 22.529 22.529 22.529 22.529 SHEAR GOVERNING GOVERNING STRESS LOAD CASE MEMBER . 349 -1 2 .361 -1 2 .367 -1 2 . 379 * -1 2 . ▪ 385 -1 2 6 -7 EULER SHEAR (KSI) (KSI) 8.8 20.000 12.5 18.287 16.8 15.53 2 1.6 13.128 2 7.0 10.265 32.8 8.245 37. 7.157 39.1 6.768 EULER SHEAR (KSI) (KSI) 227.7 3.956 2.7. 7 3. 223.7 7.956 227 .7 3.956 227.7 •..956 227.7 , = , 223.7 3.956 223.7 :,. 9 5 � JC 223.7 3.956 F O R C E S A T CONNECT ION S CONNECTION 1 MINIMUM DEPTH = 15.00 IN MINIMUM WIDTH = 8.00 IN LOAD AXIAL SHEAR BENDING COMB. FORCE FORCE (KIP -FT) (KIPS) (KIPS) -1 4.932 3.519 55.937 CONNECTION 2 MINIMUM DEPTH = 15.00 IN MINIMUM WIDTH = 8.00 IN LOAD AXIAL SHEAR BENDING COMB. FORCE FORCE (KIP -FT) (KIPS) (KIPS) -1 -5.477 -3.581 - 56.668 FINAL SECTIONS GEOMETRY INFORMATION BUILT -UP MEMBERS: MEMBER FLANGE FLANGE WEB OUTER FLANGE INITIAL FINAL LENGTH TYPE WIDTH THICK. THICK. (IF UNEQ. FLANGES) DEPTH DEPTH (FT) (IN) (IN) (IN) (IN) (IN) (IN) (IN) 1 8.00 .2500 .1345 7.00 15.41 17.170 2 8.00 .2500 .1345 20.00 20.00 22.750 MISCELLANEOUS INFORMATION MEMBER LAT SUP LAT SUP COMB. SHEAR UNIT QUAN- TOTAL TYPE INSIDE OUTSIDE STRESS STRESS WEIGHT TITY WEIGHT (FT) (FT) RATIO RATIO (LB) (LB) 1 16.33 16.33 .646 .181 318. 2 637. 2 21.50 21.50 .531 .384 514. 1 514. 1 THE TOTAL WEIGHT OF THE FRAME IS 1150. LB • it AI (I y t- ' I I-- 04 a!' K P'OF:THL FF:Hr'1E FOR 6 : 1 7 1;= SEI:=:h1Ii_ 2 -3 1 F:EI I' D LINE I I LINE .1 4 RIGID FRAME CONNECTION DESIGN By CEM Sheet GI- �d Date 02/08/90 Cust ASSOCIATED GROCERS #38 Job # 1007'6 ALLOWABLE BOLT TENSION Based on plate thickness of .5 in. (Si) ksi) with stiffener = 14.38 k /bolt Based on plate thickness of .5 in. (50 ksi) w/o stiffener = 7.19 k /bolt * ** USE: .5 in. thick bolting plates (Fy = 50 ksi) with 3/4 in. ASTM (A325 -N), high strength bolts KNEE CONNECTION Bolt Plate length = 23 in. (1 row of bolts outside flange)(goTH S1,DES& Actual Dead +Sew,. moment = 684 in -K (Outside bolts in tension) Actual Dead +5ciskK moment = 684 in -K (Inside bolts in tension) Allow moment = 1063 in -K (DL +LL) w/ 2 rows of bolts w/0 stiffener Allow moment = 889 in -K (DL +WL) w/ 2 rows of bolts w/0 stiffener • r t Building Specifications GENERAL DESIGN: • Structure shall be designed in compliance with these CBC specifications and standards utilizing the pertinent provisions and recommendations of the American Institute of Steel Construction (AISC), International Conference of Building Officials (UBC), American Iron and Steel Institute (AISI), the Metal Building Manufacturers Association (MBMA) and their publications. • Standard design loads: Live load, Wind load and Seismic per the Uniform Building Code, or as determined by the local building official. Primary Framing: • Rigid frames: Shall be either tapered or constant depth "I" beam sections fabricated by automatic welding. Rigid frames shall be bolted together where required with A325 -N bolts. • Post and Beam End Frames: Shall be fabricated of either cold formed sections or built -up sections, fabricated by welding, as dictated by design loads. • Anchorage: Shall be anchored to concrete foundations at the base of frame columns with anchor bolts cast in place. Column base reactions are indicated in the structural calculations for use in preparing foundation design by others. Secondary Framing: • Purlins and girts shall be fabricated of cold formed steel 8 112" deep with a 2 3/4" wide stiffened flange. Minimum thickness is 16 U S gage. Spacing and gage of these members shall be as determined by design and shown on the plans. Purlins and girts shall be attached to the primary framing members with la" diameter A -307 bolts. Primary and Secondary Framing Paint: • All frames, purlins and girls shall receive one (1) shop coat of rust inhibitive primer after being thoroughly cleaned of all loose mill and scale rust. Primary and Secondary framing Material Specifications: • Plates and bars used fabricating automatically continuous welded beams and columns, Materials conform to the requirements of ASTM A -36 Modified (Minimum Yield Point = 50.0 ksi). • Structural Pipes: Materials conform to the requirements of ASTM A -53. • Cold Formed Steel: Steel used to form purlins and gins shall be hot rolled steel. Materials conform to the requirements of ASTM A570. Roof and Wall Covering: • Roof and wall covering shall be formed from galvanized steel of minimum 26 U S gage with not less than 1.25 ounce per square foot of zinc coating. • Materials all conform to the chemistry requirements of ASTM A446. • Roof and wall panels shall be fastened to framing members with #12 hex -head cadmium plated self - tapping, self - drilling screws. • Factory coated baked enamel colored roof and wall sheets will be provided optionally with colors to be selected from available colors. • High ribs of the panel shall be spaced at 12" on center. These ribs shall be 1 1/4" in depth. Roof and wall panels shall be made to overlap one rib. The panels shall provide a net coverage of 3' -0 ", • Fiberglass Reinforced Translucent Panels: Where translucent roof or sidewall panel are indicated, they shall have a profile matching the adjacent steel panels. Nominal weight of panels shall be 8 ounces per square foot and a nominal thickness of .060 inches. Walk Doors: • Standard walk door shall be 3'-0" x 7'-0" x 1 3/4 inch thick single swing flush type steel construction. Doors shall be galvanized and bonderized for maximum rust protection. Ridge Ventilators: • Where specified, ventilators shall be either continuous or circular ridge mounted. Circular vents may be either stationary or rotary type. Gutter, Trim and Downspouts: • Gable, corner, door, window, cave and gutter shall be of 26 U S gage galvanized steel. All gutter splices shall be field riveted and caulked to provide leakproof joints. Ridge Cap: • The standard formed ridge cap shall be formed to match the roof slope and shall be of the same materials, color and configuration as the roof panels. Sealants: • Closure Strips: Closures shall be constructed of semi -rigid polyethylene foam. • Tape Sealant: Ribbon mastic 1" x 3/32" shall be provided for side and end laps of roof panels. • Gutter Sealant: Acrylic base polymer applied with open barrel caulking gun. 4 A.A.R. TESTING LABATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 (206) 881 -5812 FAX (206) 881 -5441 6855 - 176th Ave. N.E. - B -215 REDMOND, WA 98052 November 14, 1990 Tukwila Building Department 6230 Southcenter Blvd. Tukwila, Wa. 98188 Project: Associated Grocer, Phase 4 Address: 3301 S. Norfolk P ermi :t:0n This is to advise you that special inspection are completed on the above referenced project. Special inspections were performed for the following activities and copies of reports have been sent to you. 1. Reinforced Concrete All work inspected conformed to Tukwila Building Department approved plans, specifications, UBC and related codes. Our last report is dated 11 -6 -90, number 3552. Sincerely, A.A.R. TESTING LABORATORY, INC. Field Supervisor CC: GLY Construction P.O. Box 6728 Bellevue, Wa. 98009 -0728 CONSTRUCTION INSPECTION AND MATERIAL TESTING WPM NOV 16 1990 Type of Inspect' n Site Address Requestor Special Instructions Inspection Results /Comments: Inspector CITY OF TUKWILA Bui1°7 Department 630 ,thcenter Boulevard Tukwi a, WA 98188 �. (206) 431 -3670 INSPECTION RECORD PERMIT # 1!;(:0Q Date IQ Date Wanted ,— (p' Q a.m p Nc fotK Project -1\ cCJr e EIY DGGPYJ 6 Phone # l(j Date /2--‘!--.6) A.A.R. TESTING LABt ATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 (206) 881 -5812 FAX (206) 881 -5441 6855 - 176th Ave. N.E. - B -215 REDMOND, WA 98052 November 14, 1990 Tukwila Building Department 6230 Southcenter Blvd. Tukwila, Wa. 98188 Project: Associated Grocer, Phase 4 Address: 3301 S. Norfolk Permit: 6032 This is to advise you that special inspection are completed on the above referenced project. Special inspections were performed for the following activities and copies of reports have been sent to you. 1. Reinforced Concrete All work inspected conformed to Tukwila Building Department approved plans, specifications, UBC and related codes. Our last report is dated 11 -6 -90, number 3552. Sincerely, A.A.R. TESTING LABORATORY, INC. OW' Ae rank Fost Field Supervisor CC: GLY Construction P.O. Box 6728 Bellevue, Wa. 98009 -0728 RECEIVED NOV 1 6 19911 GALL LANDAU YOUNG CONST :TION INSPECTION AND MATERIAk RESTING Inspector CITY OF TUKCA Building 0 /"tment 6300 South .er Boulevar Tukwila, WA 98188 (206) 431-3670 Type of Inspection bk Site Address 5501 Requestor frvcd Special Instructions Inspection Results/Comments: (T4 /70 INSPECTI !ki RECORD PERMIT # Date S — Date Wanted Project Phone # ret4- s/z( Date — Type of Inspection Site Address Requestor Special Instructions CITY OF TUKWILA Buildingtartment 6300 Sou nter Boulevard Tukwila, 98188 (206) 431-3670 Inspection Results/Comments: <S Inspector 7; o INSPECTION RECORD PERMIT # O 3 Date Date Wante Project Phone # . 1\10 7 1 , 412-4,-43. . Date /O 'c) 1D — C O p.m. 1 s P16 - F A A-g- CITY OF TUKWILA Bui Department 6300 IlL.hcenter Boulevard Tukwila, WA 98188 (206) 431-3670 tr,r4 k. Type of Inspection Site Address Requestor Special Instructions Inspection Results/Comments: - INSPECTION RECORD PERMIT # Date tO Date Want Project Phone # S 7 1 7, Inspector / Date / 0 159 -2-47--1 or° 6 i r 7(77 7 Inspection Results/Comments: Inspector L UL- CITY OF TUKWILA Buildincpartment 6300 So enter Bouleva d Tukwila, A 98188 (206) 431-3670 INSPECTI N RECORD PERMIT # coo a Date Wanted /0- 9n a.m. p.m. Project p\,_.oci rxi Ciro c-I2r,s Date Type of Inspection C C)( site Address 3'6 5 Nbr-to tequestor Trea ;pedal Instructions - 1:()C Phone #1(01'S a.A.4,,„da ANg_ Date /a — 0 Site Address Special Instructions Inspection Results/Comments: CITY OF TUKWILA Building Partment 4 6300 Sou iter Boulevar Tukwila, ' 98188 (206) 431-3670 Type of Inspection C 1 V'' (i Requestor r Shor (Ix INSPECTION RECORD PERMIT # Date "'" Z l, 9 0 Date Want -d Project Phone # 11 4111. ytovimv-i INSPECTION RECORD CITY OF TUKWILA BuildiVepartment 6300 S enter Boulevard Tukwila, A 98188 (206) 431-3670 PERMIT # Date Type of Inspection ,!',._._c_c.4, /9,e,-;:e,..-- /‘ / Date Wanted , p.m. 3 ite Address Project /4-54 -,..--/r)t2 equestor .4i.-- /.."( /4)/ Phone # 'Special Instructions A 0 • -) /,1. a ., 4 Inspection Results/Comments: AeLefs, — vytti-■ vs10--kit -S-tA,1 - A A-(Z-CAACr€:C-V GC.C.x.A.PArv\IC1 (!) cLr F riits-(ta F - I Inspector Date (3-9 CITY OF TUKWILA BuildI( epartment 6300 S ncenter Boulevard Tukwila, WA 98188 (206) 431 -3670 Type of Inspectio Site Address Requestor Special Instructions Inspection Results /Comments: T r.n nnn +nv. INSPECT t N RECORD PERMIT # � - Date 9 OLAAA- A_Lie r a Date Wanted l Project Phone # -s ( G Type of Inspection Site Address DO(1,1i I ( —; : ',3 01 Requestor c-4-1 Special Instructions Inspection Results/Comments: CITY OF TirA INSPECT 6300 South cer Boulevard IN RECORD Building ' 'tment Tukwila, WA 98188 PERMIT # Cello 3 7-- (206) 431-3670 sir Date Date WantAci__ 3- 2---- V cio • . 0 Project 3S("i - b st":0 0 e..,ii. Phone # '7( CA---rin, • -:aaJx. , :1- 2 - , - , c - ° ( Inspector Da te Da Inspection Results/Comments: Inspector CITY OF TUKWILA Bull Department 6300 .center Boulav Tukwila, WA 98188 k (206) 431-3670 rd Type of Inspection COA(CRe re" Site Address .?..?e, / STo. /\ P k- Requestor Pg-eb 90Lasiii cfrO cp A- ?— Special Instructions INSPECT RECORD PERMIT # Date • 1\) Date Wanted 7/U EYA- p.m. Project 74S-roC. GkO C , Phone # 767- 5727 Date S7/ 7)0 CITY OF TUKWILA TT Buillillepartment 6300 Acenter Boulevard Tukwila, WA 98188 (206) 431-3670 ii Type of Inspection Site Address .3 nei,p+-0‘ Requester V " Special Instructions Inspection Results/Comments: St_9.<_:,--k / A kt" • id Inspector INSPECTION RECORD PERMIT # e ( Date (1.-e*A._ • Date WantAd 0 Project/() Orry Phone # 1Ves) Date • Type of Inspection Site te Address c‘ rruLt Requestor Special Instructions (c) CITY Buil : Department 6300 zhcenter Boulevard Tukwila, WA 98188 (206) 431-3670 Inspection Results/Comments: o %L r(r. Inspector CS INSPECON RECORD PERMIT # Date 5721? 0 Date Wanted Project 0-4c , d-Late--GS Phone # u1^41' YnekAR- 43L0,3c_ at cp. r u Date S a 11,..)700 ( i 6 Type of Inspection ur'. Site Address 0( /V 1 J 1 O 1- 4 ) Requestor Special Instructions Inspection Results /Comments: d►1 �, CITY 0 ,TUKYILA Buil 'Department 6300 chcenter Boulevard Tukwila, WA 98188 (206) 431 -3670 Inspector INSPECT ON RECORD PERMIT # 0 g Date • 27 Date / l Cl 0 Date Wanted ,, e 90 p .m ProjectPS50 .6r rC Phone # ' 7 7- 73 c 2 CITY OF TUKWILA Buildilrepartment 6300 S center Boulevard Tukwila, WA 98188 (206) 431-3670 Type of Inspection ,-7-- Site Address 3 3-o/ Requestor , —Kr/ . Special Instructions Inspection Results/Comments: 04_74, 0C4-1 Inspector INSPECTION RECORD PERMIT # Date Date 7- 2_. Date Wanted a .mCr Project Phone # CITY OF TUKliv ILA Central Permit System TO: ❑ Building ❑ Planning Project Name / / Address Type of Permit(s) _ . I This project is nearing completion. Please investigate your area of responsibility and indicate below either your final approval or necessary corrections. If no response is received within one week, it will be assumed that the project is of no concern to your department and a certificate of occupancy may be issued. This project is NOT approved by this department; the following corrections are necessary: () () () () () () () ( () () _Authorized Signature Date This project is appro ? ed by this department: >,..7 . 4/ Authorized "i_g ,ature, " FINAL APPROVAL FORM ❑ Public Works Fire Dept. 'control No. Permit No. 6; ❑ Police ❑ Parks/Recreation /- Date CPS Form 3 J City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188-7661 (206) 575-4404 Project Name, Address Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: v' Fire Alarm: ).1 Hood & Duct: Halon: Monitor: Pre-Fire: I Permits: „„. TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM .••••• ' • .j r Authorized Signature Date !.■- .„ , r Gary L. VanDusen, Mayor Control No. Permit No. Suite # FINALAPP.FRM T.F.D. Form F.P. 85 DATE 1/ Q9 - 90 CERT. NO. PROJECT .AC-'00011ES PARE/OggAria LOCATION � �% /a ` rt./ BLDG. PERMIT NO. (o 32— OWNER A55600a 6ede 7ZS TEMP. S AT 3:q' AM AT PM WEATHER , RA NY WiNby c• �(/` N I ENGINEER ' PI 1 6F ARCHITECT 6 NA Aga-fir 'aR6 c ai CONTRACTOR LANDAU OWN aft � �N y 4 Lonlsr, Co., Irk. CASCADE TESTING LABORATORY. INC. TESTING B' INSPECTION /ENGINEERS /GEOLOGISTS 12919 NE. 1213n, PLACE KIITKLAND. WASHINGTON 96034 EVE9ETT TO' ATTN• AS REQUESTED BY• THE FOLLOWING WAS NOTED: :DTs .-ae 777 re? PT F fir' c7471/11/ F47712111 f F3A/ /J XR FTEiC / FOE f 11 F? ZJ � iVlzir F.1 -1O11SE R1?D /TJaiv -7/1.1 FllLL/LL_ T6 .11/311E- 0 Mt' VR.L vL &F 3 .5'D FT La ./z5,5 PE/? h'J1 L COPIES TO' t (16C- SEE SEE TEST REPORT NO HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY 120 ©1 023.9600 120131 239.0617 PREVIOUS REPORT No. • f, S 1 JJO 831Naa l wile i O6St / 1 ri K7IMNn 33tj INSPECYORt NE 57095 i// FIELD REP 0 RT SIGNED' CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. ) ( (0-,I-T (I - 2 1 L 1,) TEMP losze 3 71/0 1 /3 �.OSz i f(-D.3 if - 7) 2 S' 75 , CONTRACTOR v TOTAL 1 3140 I li 77, 'A D_ os3 ))DIY '°r if- (kr1i, 300 3-0 L(9 [t-21 2� -� 6 2U s-6 i 2� z ` � FIELD TEST DATA TRUCK SAMPLED / ) TRUCK TICKET NO. ( 74. y`j"7 V TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR c7.'u (. TEMP AT AT AM PM 4 . 5 CEO 161:3 5 1 I I CONTRACTOR v TOTAL 1 Ce2 DATE /0 /O-2C-? FILE NO. ck, - (o G , 2., DESIGN WEIGHTS PROJECT ASSCD C- ( / (7Jo,r L �1 S. N01` ►)S ( o OWNER ) 2 5 WEATHER ,JV\ n \./ TEMP AT AT AM PM ENGINEER ARCHITECT r"2.? U CONTRACTOR v TOTAL BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT tx FA. ) 2 5 C.A. / 35 WATER r"2.? U TOTAL toV 131990 £A!R`�t'tEST1NG LABORATORY, INC, st Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 L ( ec/2,1 ru- TO: tYLINDER REPOI', ATTN: (fie mi_ uc, .A, . Fu Q-7_ C)12 MIX NO. it 5 - � A- PRODUCERS CONCRETE: 0 (A/....J COPIES TO: G L Y CID N STfa) CT T UKWI L F 13LD6 . DEPT 116 - 9 (7 COMPRESSIVE STRENGTH CEMENT SIGNED: SEE FIELD REPORT NO. AEA. _ d& C ADMIX S�3 L CSI CACi p 9� DESIGN STRENG PL ACEMENTAREA B NOTES (2G, C. /.� �L .Q /ems . r G. /l, l e,_, c ..11 „A7 ...ere:, 4: - INSPECTOR: A. A. R. TESTI . LAB N2 2517 CU. YARDS PLACED CR 'y2 TORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. ` L O ' - (S /0 ),cr (f- 7 CA.yi OWNER IO9,3ov 3670 ys D-0 "I 4 TEMP 1 I - - 3 47 ENGINEER ARCHITECT A7 2 f? i 1 FIELD TEST DATA TRUCK SAMPLED TRUCK TICKET NO. TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR ( CA. OWNER ( ,c C/ TEMP AT AT AM PM ENGINEER ARCHITECT CONTRACTOR DATE ) CD `2Cr s c '. l FIL NO. 0 ^ /O CI -- Z 9L MOIST PROJECT CEMENT 6 / / LOCATION 330/ S. Nc}r`Pc.s11s I D. PERMIT NO. CA. OWNER WEATHER S (..../vi n y" )-7 c> TEMP AT AT AM PM ENGINEER ARCHITECT CONTRACTOR BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS 9L MOIST ADJUSTED WEIGHTS CEMENT 6 / / FA. I D. CA. / 5 35 WATER )-7 c> TOTAL TO: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 MIX NO. (, (( A- ATTN: P c0 , (3 O x (5-12 ' 8005 - 072-7 YLINDER REP SEE FIELD REPORT NO. PRODUCERS CONCRETE: AEA. 1 a z PLACEMENT AREA 8 NOTES o COMPRESSIVE STRENGTH CEMENT ADMIX S 1 ---1/2 \ k CAC12 IN EC R. DESIGN STRENGTH 2518 CR L 2 CU. YARDS PLACED COPIES TO: Gk-Y . A. A. R. E LAB ORY, INC. U KI�,�ILA l3l_D PEP It— SIGNED: ,� DATE // - ?C) FILE NO. C / G) PROJECT A SSar , A i r et c / . - 3 " S. ,Uc /c 1 ►c PERMI NO. P�cs OWNER WEATHER ; rYtj y L /U vo' TEMP AT AT AM PM ENGINEER t ARCHITECT CONTRACTOR y 6- 6 `( C c/>- . - • h OV 13 1990 CI CA#AvT STI PING C) PD TO: GA G LABORATORY, INC. Office Box 2523 Washington 98073 -2523 (206) 881 -5812 ATTN: P cx 6 - 72 �r VOd -��7�- INSPECTION PERFORMED: O RESTEEL EVCONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER LOCATION(S): O \ S- COPIES TO: G-L-Y C MSTAV C.-TI ON1 TUKWILA BLDG. De II-6- 90 FIELD REPORT`, SUPPLIER C.) C )2 A A MIX NUMBER '7 U 5 LJ CYLINDER REPORT NUMBER a S - '- I SLUMP I AIR CONTENT REMARKS: la ."A .w /'( A 7 _ ts CC i t rA i ?(> \.tis • N_ 3552 PRIOR REPORT FR O FOOTINGS O AUGER CAST PILING O SLAB O WALLS 171 O OTHER / / c‘ 3 1/. s A v rA ID, s- L'9rCONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH hoc >C) NUMBER OF SAMPLES CAST - C-C I TOTAL CU. YDS. PLACED / L ( 1 / CONCRETE TEMP CI: 0 TIME T ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. OYES 0 NO Date or Plan Number -i.( C cx App. -c.i a " L , INSPECTOR C., t A. A. R. TESTING ABORAT Y, INC. � c = SIGNED. S . . CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. A /0 /o - !G, -) (rya 2 Yc( 96, 9oo 308o 'A /80 11-6 - 2.4 CONTRACTOR 6-- l Y CA' $ , I22,000 X320 �� r UcG /l- b (2.. 1O 431a N i FIELD TEST DATA TRUCK SAMPLED 2. S" TRUCK TICKET NO. Cc 4 30s • TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR Vi s 2 Yc( AM PM OLi Qr( A-S 7 ENGINEER 1._( AR I HRECT ' A, TOTAL CONTRACTOR 6-- l Y CA' $ , DATE l 0 l Q < FILE / v '/ 0 % T PROJECT / A 5 Soc ,'A - la 6- rater' PH 4 I,OCATION 301 5•, ti�(r)/ 3? 4 S A.5 BLDG. PERMIT NO. 6O32- OWNER / ( IC( V WEATHER TEMP AT AT AM PM OLi Qr( A-S 7 ENGINEER 2. / s- AR I HRECT ' A, TOTAL CONTRACTOR 6-- l Y CA' $ , BATCH DATA FOR 1 CUBIC YARD DESIGN % T ADJUSTED WEIGHTS CEMENT 3? 4 S A.5 D "< 5 FA. / ( IC( V C.AT`f /”0 WATER 2. / s- TOTAL TO: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 6 ec.0 ATTN: 54. l /eut Lt)A, l Yd v5 0' S/ PRODUCERS MIX NO. yD L( A CONCRETE: O C R q AJ AEA / rs2 C I` ADMIX (J k SC12 Ci CACl YLINDER REPOT' SEE FIELD REPORT NO. COMPRESSIVE STRENGTH N2 2442 CR CEMENT �- CU. YARDS PLACED 7 / �1 % DESIGN STRENGTH 3‘90. d PLACEMENT AREA II NOTES ` ' A [ ( fTi d 1; C . L /2 , s 54c). f /'c u Li-I l y INSPECTOR: l • COP A . A. T • R COPIES To: &L`/ COALS r1WCri O JV , TU 1l1 1 LA Y, INC. DEpr, /O -/ (o -9W , /1--6 - (/0 SIDLED: +►• ilr A, DATE / I- q - 9'U CERT. NO. 9ns -1/45 7 PROJECT /9S.S'OC /PTED LIgRE 1f/LLSF LOCATION 3_30 / S AJ1 FU■e.0 BLDG. PERMIT NO. 6D3 z OWNER WEATHER W /VQ )?,WV TEMP. AT AM AT PM ENGINEER ARCHITECT CONTRACTOR T TO • COPIES TO: EVERETT CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 NC. 1261.+ PLACE KIRKLAND, WASHINGTON 90034 C /C' /A/C Pe. 73,0X eELLvufl 11/12 9579 . pe/ F /c1977oAJ SEE TEST REPORT NO HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY 12061023.9800 12061 269.0817 ATTN• AS REQUESTED BY THE FOLLOWING WAS NOTED: PREVIOUS REPORT No. N2 57095 / ,U SPF/'TE /) A 3 2.S 4 � HZ/Z -Ti .Flee caiUm»J 777 /FP /MI I1IEtriDRV PIA/ D cr-t3FT= S'P1.I E C'ZWAi, L /12 eiu L'2 n SS- 95- is -,s" ITV l /.,1 1J-5 CRI /13RATED T Uu /2 1Jtw FINE Fl,'P Z£ 4 I AIRI?. F.1-1OUS'E RDD /T/OL/ /-7AJD P.6t � /LE ‘'Al ST /2 1 r) /� 13 CAL T D P!.bV/V L T/Ddl TD tii9OE MIN • INSPEC OR \Nov 19 1990 _ i /tom FIELD REF SIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. D-D-7 C( / /-c( I I (3 - 7 62 AM PM 165,cloo 56 - 1 I E),a‘a L / - 2,(J 2 FIELD TEST DATA TRUCK SAMPLED 12 1 TRUCK TICKET NO. G 1 , 1 5 S TIME SLUMP %AIR UM' WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 4 -1. 6C c r AM PM ENGINEER f - 1 I L L / CONTRACTOR (I /v l G�'► Sl DATE //.- G. c*) FILE NO. G l c) - (our). DESIGN WEIGHTS PROJECT A nc . , AI(1 < CTf C.:C• ADJUSTED WEIGHTS LOCATION - S 3 CH S. AiO G, BLDG. PERMIT NO. ( C5 5D, OWNER ( (.r (t' U WEATHER , TEMP f Vl Q 1 /./ L I O Cf GIN AT AT AM PM ENGINEER f WATER ARCHITECT CONTRACTOR (I /v l G�'► Sl BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT G, FA. ( (.r (t' U CA i S3S ' WATER 2. C3 TOTAL CYLINDER REPO1 A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 / (206) 881-5812 To C / y S 4 r cJ c I i• ATTN: '� / </ P • ! > Q )( V: 1 _ 1� ..� . ` �2 Ce U C1 j - o1 PRODUCERS MIX NO. 7 S LJ 1 U V.LIALR BLJD6 , DEPT I 13 COMPRESSIVE STRENGTH SIGNED: SEE FIELD REPORT NO. N_ 2524 CR CU. YARDS PLACED /. CONCRETE: c ., C ..( A & I CEMENT ' - IL -- AEA. ADMIX ?' 6 <. L R A C ~1- CAC12 % DESIGN STRENGTH 3 O O U PLACEMENT AREA a NOTES I! C , in C (& -1-C r / C< ( 4( b I ✓ 1 ; !Li L rt.. ,� . t ` „ ri 1: .-N - (L, ..C, r,-v. S P cr ,rte y c.'. -��, , .r rt., TO i - . A J U ( lM S O 1: rA A _' I r . I P T: ( C `L r-3---\ COPIES TO: GL' CO05TILUCTION i A. A. R. E ► ABO ' • RY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. l e e /v -1 s /6 7 3ZZ l $g 0 ?Ze00 3280 .s - 2_ / 2,`1 TOTAL 1 1 1 2- 19- 2,, 50 50 g ! / / —/ -2- 1 3,800 509 i FIELD TEST DATA TRUCK SAMPLED / 5 7 TRUCK TICKET NO. 66 75 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 3ZZ l $g 0 WATER 2_ TOTAL .5 DATE FILE NO. PROJECT '/j U ( (I/2d X725' LOCATION 3'3 / — S /l./e), / =off. /! BLDG. PERMIT NO. l U,.7'2- OWNER WEATHER �.! TEMP 0 ATBi � .AM 3 AT PM ENGINEER ARCHITECT CONTRACTOR (J. L•Y �oiv. <i // , . BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT I FA. / 5 - to 3ZZ l $g 0 WATER 2_ TOTAL .5 TO: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 �, y ATTN: ( e. p 'g ,'0 y' —0 MIX NO. ts7i 3 cc.) COPES TO: &&—y CD 12-U C 1 01.1 TU KWItA BLDG• DEPT 10- 7-3 0 11-12:-90 YLINDER REPOW. SEE FIELD 33 3 REPORT NO. COMPRESSIVE STRENGTH INSPECTOR: SIGNED N_ 2451 CR PRODUCERS CONCRETE: ri'2 CEMENT )7" % z --2 CU. YARDS PLACED 3 G AEA. ADMIX Ad ∎ o Z CAC12 % DESIGN STRENGTH •e: PLACEMENT AREA & NOTES ms`s) Ls J.I4�..i f , e.,,42 .40 4,1, A / .. 44ci -C " 2- 6.27?;" A. A. R. W STI • - - . BO • TORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. /A99 2 /o-is /G -2 7 (ox/2. ARCHITECT $I � IQd 2 ' e5 .ca 2 / 5 11-12- _2 1 Ili, lore 1-140 15 I /1 - /O. 1$ 1 116,2-oo 41 1 o FIELD TEST DATA TRUCK SAMPLED /531 TRUCK TICKET NO. 6 G 743 TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR /o :,,- pi, ARCHITECT CONTRACTOR » 44- Y C WATER 0° 5e TOTAL DATE lc> -/ fv FILE NO. T^a %a 02 PROJECT foss e. t 2C LOCATION 3`; 5 /14ace1= 10g 5 #4 i< F: At • CEMENT PERMIT NO. a Z- OWNER E R 14/ '3 TEMP ,6 AT 9,1�j/ -111A `S AT s PM € NGINEER CA. ARCHITECT CONTRACTOR » 44- Y C WATER BATCH DATA FOR 1 CUBIC YARD DESIGN WJ FsS % MOIST ADJUSTED WEIGHTS F: At • CEMENT 6 b 3 7 4 FA. / yy O CA. /So WATER ,2,YS- TOTAL TO: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 6 74 y c' .','i Y • ATTN: o / 4 71 8 i r MIX NO. Vc4', ,'" Ce-d PRODUCERS AEA. / C17 PLACEMENT AREA & NOTES CONCRETE: 42)4, ., , ADMIX. A24- Q1 -'' S3- r £ COPIES TO: G KWULA EWb- ue PT ID22790 / I1 -12 - 90 5/YLINDER REPONT SEE FIELD REPORT NO. 333 COMPRESSIVE STRENGTH CA INSPECTOR: CEMENT 7?/ '0C- 2 -'a N_ 2452 CR CU. YARDS PLACED 3 7 %Z S DESIGN STRENGTH 3e G 0 A. A. R ` ORATORY, INC. SIGNED: G. �I CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 19 tC.) / 0 ' 2 -Z 10 A 7 GAP 1 Q 73 � y /03, 70 0 3 ('7v `/, 19 9 I I f —/ 11.1 ` e ' -- b ///C9 00 1 aoo .3 5.5- * �l \ 5 - 6 ''i 0 1, FIELD TEST DATA TRUCK SAMPLED l U 3 TRUCK TICKET NO. (y 1 .,, V TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 12‘:c-<:. (Q 1 Q 73 � y ARCFjjTE ' A 6 .- TOTAL Din / - 9 -Z ' 90 FILE NO. /C' 7009 DESIGN WEIGHTS P ECT SSC5C : A 4 c) co ✓`v-c� r` ADJUSTED WEISHTS L .... 3d 1 -S' /Ud ('4)IS W / I PERMIT NO. Le 0 3 � OWNER FA. WEATHER Uv2rcA %' TEMP AT AT AM PM ENGINEER 1 Q 73 � y ARCFjjTE ' A CONTRACTOR 9 •/ U BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEISHTS CEMENT W / I FA. f 2.. ST C.A. 1 Q 73 � y WATER 9 •/ U TOTAL TO: ATTN: �'..�Ii M A.A.R. TESTING LABO TOR ,.. . V _ . . Redmond, Washington 9 73 -26Post Office Box 25 3 30V 2 C 1990 (206) 881 -5812 Y. ems- -r PRODUCERS _Ck f Ara . tYLINDER REPOT -: FIELD RT NO. MIX NO. (.9 S C/ 1-• C`) • ,93 0x � v 1 l vc.. -k LJA. 7gO0c - COMPRESSIVE STRENGTH INSPECTOR: COPIES To: SL / CDK137. I M kW I -A 131_06 . A. A. R. T DEPT I O -31-90 III- ZD -clD SIGNED: 2� N_ 2514 CR CONCRETE: O C CEMENT - •, CU. YARDS PLACED AEA. / 02. C l.`1 ADMIX CAC12 % / DESI S TRENGTH 3 0e` - N PLACEMENT AREA a NOTES ( C�'1 c ✓' 4 e �G ,,..pC `� [ J c11 Q, r _ A !tlAt-'c A //y U.� So /.�� -/c am? a Grf.a..V2 , 1/1 ST ABC); • '' ORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD LOAD STRENGTH PSI SET NO. I�`v /0'2.-2, ic�-�� 7 62'1,p WEATHER C L) Q C L cr CA 'j 3(e70 `/ , 1991 r / —r� 2 � CONTRACTOR C-)-- L ' A 19`e 11-19 �-g I f, FIELD TEST DATA TRUCK SAMPLED / c 3 TRUCK TICKET NO. (g.1 2, - 1 , TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR PN• o l? WEATHER C L) Q C L cr CA 'j TEMP AT AT 6 'S (e O A RCT I CONTRACTOR C-)-- L DATE / 0 - 2 - 9 FILE NO. C) e cp y r c-� DESIGN WEIGHTS % MOIST PROJECT A S.SC) c : A -/ k . d r` , l / LOCATION .J 3.3d -- /Ud✓‘ )S FA. PERMIT NO. Le 32 OWNER C.A. WEATHER C L) Q C L cr CA 'j TEMP AT AT AM PM ENGINEER A RCT I CONTRACTOR C-)-- L BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT , l / FA. ! 2,,S:.S-- C.A. J 93 S WATER 9. - U TOTAL TO: ATTN: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 l , (206) 881-5812 T t . P. 53 ox Cea�.n C r!LINDER REPOFf 2 J/e c C.v A. 9106c- C. 6 MIX NO. (9 S C( A COMPRESSIVE STRENGTH PRODUCERS CONCRETE: O C CEMENT -- ►`.� AEA. 1 G 2 C t._.. - T ADMIX. CACl2 `K DESIGN STRENGTH - A 3 OC'`�c' PLACEMENT AREA a NOTES (CJ1�1 c i . 4Q e /A C....)2,64. 6y C A ci 1k Q `�J' ✓ DeP1- I 0-31-90 I SP C COPIES TO: C- C-t7k131 - • t TU KW I LP FM- • A. A. R. TEST SIGNED: SEE FIELD REPORT NO. N_ 2514 CR CU. YARDS PLACED ABO c' ORY, INC. DATE /O -2 - ` % FIL NO. 'c) -7 2 PROJECT "n 5 0 C; AN-- e.st c .- rrr al'S ADDRES 330 1 5 . Uo r d I lc w PERMIT OWNER WEATHER cj ✓I / TEMP AT AT AM PM ENGINEER j ARCHITECT CONTRACTOR C ATTN: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: (.77 L (CM .54 r C4, P o . 3c_Dx "V--5' rS v A �A_ ?r0c)V • onzEs INSPECTION PERFORMED: O RESTEEL ONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER LOCATION(S): • D1 A•ri, �� , ,/ ) A rr1v\ SUPPLIER C) Cz A. IN--) L y' I ONCRETE 0 GROUT 0 MORTAR MIX NUMBER - ( A DESIGN STRENGTH CYLINDER REPORT NUMBER 5 Sr NUMBER OF SAMPLES CAST 9 CX SLUMP S V 5 AIR CONTENT TOTAL CU. YDS. PLACED y U CONCRETE TEMP ? / °: —/ ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. D' YES 0 NO REMARKS* r : (. / e. v. s v 5 / 1 p p COPIES TO: & L / COLIST. TU K.1kY UF1 F31.176, DEPT ICS- 1-90 FIELD REPORT PRIOR REPORT Date or Plan Number N_ 3545 FR O FOOTINGS O AUGER CAST PILING DILAB O WALLS O COLUMNS O OTHER LABO ' ORY, INC. DATE S //> S "/ 0 FILE NO. Q/ 9 - '- PROJECT MOe/I n i< S ADDRESS 33 o / S /1/atfG)Z7e BLDG. PERMIT NO. a3 .2- OWNER WEATHER c!5, ;; '4$2SJ -- TEMP T ,/l.' UG AM s 4T PM ENGINEER ARCHITECT CONTRACTOR 0/4 y "L) v SI A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: -T X cl- ,t/S% . Co ATTN: • 70 7ag INSPECTION PERFORMED: IO RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER SUPPLIER MIX NUMBER CYLINDER REPORT • 0 1 : ER SLUMP AIR CON ENT REMARKS' ' Ofll� lt��T.l1! /'1!a /srvrees 8, R COPIES TO. G--L / C DUST, i TMWI LA euDL., DEPT 10-'51- -90 • FIELD REPORT' PRIOR REPORT 337 6 FR O FOOTINGS O AUGER CAST PILING ErSLAB O WALLS O COLUMNS O OTHER Date or Plan Number N 3511 LOCATION(S): 7 S 7v / ' .0 l hJc= r2am S Tv GG. d o i th9d b- �/ O CONCRETE 0 G` %UT 0 MORTAR DESIGN STR : NGTH NUMBER OF , MP S CAST TOTAL CU. Y ' = ' LACED CONCRETE TEMP TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. E3ITES 0 NO F - "At • INSPECTOR. !r ` i `G" !G A. A. R. TESTI '- ABO • • TORY, INC. SIGNED' ! d - %� - �% DATE /0- )l- cU FILE NO. Tr) - /a cr es '0 ea C.•S PROJECT ASSOC ;A4 e c2 A T3o 1 S . /Uar R) is BLDQ. PERMIT NO. 032 OWNER WEATHER C)v e f'c A 7- TEMP AT AT AM PM ENGINEER ARCHITECT CON1OR � TO: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 l INSPECTION PERFORMED: LOCATION(S): FAA FIELD REPORT ATTN: e // /0,-., L A. 9XO07 0 ( RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER A-N4k/- //• S •LcA /�. S` SUPPLIER MIX NUMBER DESIGN STRE CYLINDER REPORT NUM s NUMBER OF SAMPLES C SLUMP AIR CONTE TOTAL CU. YDS. PLACED CONCRETE TEMP TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. OYES 0 NO Date or Plan Number REMARKS Cr // ,&,'n :, ■ ? Sri f 7,Y A - 3I.f'5 (... "Z p/c c., !� c r► ; A - �4 PP �c/ d1 �y f /, ,,,_1 oCA /Li-. s, . A CA A�tf v Ike U.'�; v,-\ c�-L�Ai? S Sfrcxx (( 4u re, I .rl ?; ,-a )v D'� 2 u k . PRIOR REPORT O FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS G - OTHER S COPIES TO: G L y — 1 — U 01011._..A 81. D& _ INSPECTOR ( (2i - DEPT. 11 - Gtr A. A. R STI ABO SIGNED ' FR N_ 3549 RETE 0 GROUT 0 MORTAR TORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 20 3 5 /v _ ,2- 4 . I I ` / 7 6X I (,'- /_Yg, - r' z/b /C% S 2.0%-10 S ((-2( 2 6 f).. v-( I i I 2.), 1 FIELD TEST DATA TRUCK SAMPLED /6 / TRUCK TICKET NO. G, 25 . TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR //: 2 (,'- S 7.''' S TOTAL DATE / o -.z c o FILE NO. Fv — /!tea g PROJECT /6.5e e/ Al Al KPje) cans LOCATION ,3. ?o/ 5 ova!' y=0.4./4 BLDG. PERMIT NO. 6 OWNER WEATHER .434■4 - 72ns - i TEMP AT//. '0 O AM _ 4 AT PM ENGINEER ARCHITECT CONTRACTOR BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 6i/ FA. / 4!))2.. yge, CA. (,'- WATER fie, TOTAL TO: PRODUCERS A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 MIX NO. to w CYLINDER REPOP SEE FIELD �� () 8 R54:71 - NO. ATTN: r e M ,9 ) 5' -- U7 g COMPRESSIVE STRENGTH COPIES To: et / CO Pt STRUC�1 N , - fUKU)1 l R A. A. R. EWE:. . DEPT 11- SIGNED N 2465 CR CEMENT jy,Z CONCRETE: )(6.7 o� AEA. ADMUte)/4 G CAOl % DESIGN STRENGTH &Z PLACEMENT AREA i NOTES � �C h Z2 picJ /92-61/4170Z, 02. , Sl, -�.r' C 4Q. 3.5 /U /=.2 R INSPECTOR: CU. YARDS PLACED S • M ■ LAB • RATORY, INC. DATE /e) -7- FILE NO. Fd - /PO V I Q PROJECT if5< e.J/2-�`� 2 U r` 2 s ADDRESS `339 / s- ,1_7 o ..2 / o� /." BLDG. PERMIT NO. OWNER WEATHER J-7:70pK, 7 -- TEMP AT,I /,' a AM 6 - y ' AT PM ENGINEER ARCHITECT CONTRACTOR (77J 4/ l .tvs7 e U TO: O YES A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 6 z (19 7(aAt) (::) ATTN: • /70X x 7.2 6 4Q/ 5 o v p -O72 f' INSPECTION PERFORMED: LOCATION(S): S 5 S ' h) h: FIELD REPORT( O RESTEEL Ca O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER SUPPLIER (- ) MIX NUMBER 6 5 W CYLINDER REPORT NUMBER 2 y6 S" SLUMP 2 - .3/y �. AIR CONTENT PRIOR REPORT FR O FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS O -OTHER N_ 3510 IONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH ba NUMBER OF SAMPLES CAST 3 6x TOTAL CU. YDS. PLACED / s`/.e/9 CONCRETE TEMP. 7 7 ° TIME / /..G ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O NO REMARKS' C�i1?--/e9/.1 ;,t) Jlass. COPIES TO: G Y C OKIST, i - T UICUJI L■ E S b. DEPT 10 Date or Plan Number 5" AP4\ &.. \NU, , 1999 3 � NG [DEPT. INSPECTOR* A. A. R. TESTIN SIGNED' LABORAT • RY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. /A 9 /O -,s /v--2a.. 2 &xi CONTRACTOR .44 ( >w/s% 81 100 24570 tS 2 1 9 7 490 673` 11 - /z -2E / � !b/ // -/2 2$ FIELD TEST DATA TRUCK SAMPLED TRUCK TICKET NO. 6 743 TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR /o: /s` ' CONTRACTOR .44 ( >w/s% • /7 673` TOTAL DATE /e — 45 5' FILE NO. 7e, % u / PROJECT /-.5S 6 c i a C r w S ..0 LOCATION CZ S /ye.Q '< PERMIT NO. 60 OWNER L 3 7 (, ER Z AI n) TEMP AT 9. AM ,6-.3 v AT •s PM NGINEER ARCHITECT C.A. CONTRACTOR .44 ( >w/s% BATCH DATA FOR 1 CUBIC YARD DESIGN WEKiI•ff % MOIST ADJUSTED WEIGHTS F.4. CEMENT L 3 7 (, FA. l yl�/ n C.A. /9° WATER �4,s'- TOTAL V A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: 6 V Cv,Q r , G'o • ATTN: 4 72 8 �. _7 -7 PRODUCERS AEA. / PLACEMENT AREA a NOTES MIX NO. VedYf51r' 4� lYLINDER REPONT COMPRESSIVE STRENGTH SEE FIELD 333 7 REPORT NO. CONCRETE: n r CEMENT 77,/,a F .Z -- 1� COPIES TO: & L'/ CEJI.1Sr. • i TU KWILA B Db _ DC PT ID 22 `it7 ADMIX. ;-% 2. L -i1- CACl2 % DESIGN STRENGTH 3 D INSPECTOR: A. A R . . SIGNED: N_ • 2452 CR CU. YARDS PLACED 3 7 •Z ORATORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. / 8 56 , ,-/ /b -22 7 6 b /2390 ca 4,00 3280 SeT",Z l /p5'7 / / -/ Z .2 P 9 8 I / / /Z- 2.6 I FIELD TEST DATA TRUCK SAMPLED / 5 TRUCK TICKET NO. 66 75"3 • TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR r: / S 6 b /2390 fir g G e/ 6-20 TOTAL DATE FILE NO. PROJECT 'f v I? ( L r' x LOCATION 33 a / — S A.& =�."- BL4xG. PERMIT NO. OWNER WEATHER /S ,4-r /ti TEMP S, pAT— (-VIM ENGINEER ARCHITECT CONTRACTOR (s I- Y riG/a n . BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 5 7 FA. / 5--to 3`1. /2390 WATER TOTAL ti TO: CYLINDER REPO SEE FIELD REPORT NO. A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 ATTN: • 6 7z Mepos 7.Z MIX NO. ,S`S 3 (.4.J CONCRETE: ('X'-t 2 /►) COPIES TO: � -y CDNST12_U CX1 ON I TVKWII.FI F3LD6. DEPT ID-7-3 -9 0 COMPRESSIVE STRENGTH CEMENT >"7,4 T' 1 PRODUCERS 7 AEA. ADMIX to ? CAC1 % DESIGN STRENGTH +� •!)O PLACEMENT AREA a NOTES /s<1 L) f J • ,42 gl.z24,1 / ii /� INSPECTOR: SIGNED: 2451 CR CU. YARDS PLACED .� G A. A. R. TESTING LABORATORY, INC. DATE /Q /e? 92 FIL O. AD i 9 PROJECT 4. ADDRESS 3070 / - • - A/C 6 E') BLDG. PERMIT NO. tOJ z- WNER X THER of I/e,e L.c74 7 TEMP AT AT AM PM ENGINEER ARCHITECT tn CONTRACTOR 6:i, w TO: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 7 rie ATTN: FIELD REPORT` �O /.3y, do 22 d e ,450:2./Z=. vu r> LcJ,4 , 9e2oc, 0 721 INSPECTION PERFORMED: ES TEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER INSPECTOR: PRIOR REPORT LOCATION(S): ! , //93" , p .s ® g/9,5 J" /9• 5 94 . S COPIES TO: G L' 1 + TUKWILA BLDG . OUT. 10 A. A. R. TESTING B SIGNED: 10.b N_ 3692 FR O FOOTINGS O AUGER CAST PILING O SLAB O WALLS fl-COLUMNS O OTHER SUPPLIER 0 CONCRETE 0 GROUT O • RTAR MIX NUMBER DESIGN STRENGTH CYLINDER REPORT NUMBE: NUMBER OF S ES CAST SLUMP CONTENT TOTAL - DS. PLACED CRETE TEMP TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. ES 0 NO Date or Plan Number REMARKS* //A ) 5 re l 9 iQ x 5r /.72 Gcle. /S S7/4 / / / Pe-1? .0 Phytis S�°� s TORY, INC. DATE /0 -- 2.2 - FCL1 FILE NO. 9 0 - /06 PROJECT ADDRESS "53( f -S- A.A3- r- t 1c BLDG. PERMIT NO. (�d32 OWNER WEATHER OV Cr - c A.s j' TEMP AT AT AM PM ENGINEER ARCHMECT ' Q CONTRACTOR &All / ArA 2r- 1/4 e0 c--‘ P‘ 9 A.A.R. TESTING LABORATORY, INC Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: (.7 , ATTN: p c . &ax INSPECTION PERFORMED: FIELD REPORTS SIGNE PRIOR REPORT LOCATION(S): / /2 A-1 / L; .v N° 3541 FR L9' STEEL O FOOTINGS D' CONCRETE O AUGER CAST PILING O MASONRY O SOB O STRUCTURAL STEEL a - WALLS O WELDING 0 BOLTS 0 COLUMNS O OTHER 0 OTHER SUPPLIER or v A OYCONCRETE 0 GROUT 0 MORTAR MIX NUMBER Co C L / A DESIGN STRENGTH r3 ©o 0 CYLINDER REPORT NUMBER '2 S/ `1 NUMBER OF SAMPLES CAST 3 - 001 ■I 2 SLUMP AIR CONTENT TOTAL CU. YDS. PLACED y CONCRETE TEMP Co C) TIME /' •• CO ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. g ES 0 NO Date or Plan Number REMARKS: 1 : ^q) '"7 P L_- ,./A.'t Se. 4 u' L i A) 2 P C- c a , `,74, 6 01 CA 70 -4'- Apes - a /4ou . aJ P 3 :2 . } �4 „� (- )LL44 : SeAC. . .� COPIES TO: G Llr GL?1.1 - 57. `TUKU11 INSPECTOR. 5L06. DEPT 10-7A-c10 A. A. R. TESTI G LABO TORY, INC. DATE /-- 9) FILE O. FILE /DO 5= PROJECT ^�,�� /� y =�5GL! 4 '- V �J �� r ' ADDRESS 7 / �/� oz) ! -' S - /V Q1e — BLDG. PERMIT NO. OWNER THER 61/ CA/s T TEMP AT AT AM PM ENGINEER ARCHITECT CONTRACTOR 67. / l•-"( TO: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 ''` FIELD REPORT /4, ! a,t4c P c' ATTN: e2 / 22 //ev[.f w,¢, 9e2c9c9y 072e INSPECTION PERFORMED: ES TEEL O FOOTINGS O CONCRETE 0 AUGER CAST PILING O MASONRY 0 SLAB O STRUCTURAL STEEL 0 WALLS O WELDING 0 BOLTS - 'COLUMNS O OTHER 0 OTHER LOCATION(S): P/ / /VS TG R S BA. S' q- 94.s COPIES TO: GLN TUKWILA BLDG INSPECTOR: DENT, 10 A. A. R. TESTING AB SIGNED. PA N° 3692 PRIOR REPORT FR SUPPLIER 0 CONCRETE 0 GROUT O • RTAR CYLINDER REPORT NUMBE SLUMP CONTENT MIX NUMBER DESIGN STRENGTH NUMBER OF S ES CAST TOTAL - DS. PLACED CRETE TEMP TIME CV/g( ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. 0 NO Date or Plan Number REMARKS: /?e/A/c/,) 5 2'"' � � 9t- f x y L7d:a ‘4.../e./5 7TiiJ 3 �/e L.> Pe-4e 44 Pd vs ler S c S TORY, INC. Specimen No. Specimen Type Test (i Days Register Number Dots Rse'd. Dab Tested Totol Lood Aria Unit Load PSI Report No. *10 A 6 x 12 7 8035 9 -20 9 -25 156,300 28.27 5530 g 14 8036 10 -2 179,500 6350 C 28 8037 10 -16 196,400 6950 D 28 8038 10 -16 197,300 6980 E F Carlson Associates REPORT OF CONCRETE TEST SPECIMENS Date Molded: 9 - 18 , 19 90 Job. No. CA 634 Client. GLY Construction Co. Project. Associated Grocers 3B Address: 3301 S. Norfolk Contractor GLY Sub- Contractor: Architect: CNA Enginur: MBJ Inc Concrete Supplier: Weather: Ocean Foggy Location of Concrete Placement. Strength Requirement: 4000 PSI @ _28 days Cement Type: I No. of sacks: 7 Admix, Amount: Coarse agg. size: Brand : 3/8 4; piers on line S. at N.E. most of Bldg. Type: WRA Temp. high: 60 Temp. love Natural Cif tE5 t GLY COUST.1 Gr/ 0r 11)KWILA 10 -9 -9 , 10- —o Admix, Amount: mstruction Inspection 9 Related Tests Cast by • Mark Jeong P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 PERMIT NO • 603 Slump. 5" Entrained Air °!a Brand. Fine Agg. Size. Bldq. Remarks: FRANK W. CARLSON DATE FILE NO. PROJECT 4cs / - v 6/2 0 C eV S ADDRESS 336 / S Ate p C AC BLDG. PERMIT NO. ao 3 z OWNER WEA ER «v TEMP AT ,...4-.):" - PM ENGINEER ARCHITECT CONTRACTOR Z. V/ ('A/2 l'G • A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: y ( riPGL e 7 40 e© • FIELD REPORT ATTN: v. /?,ak 6 72 , 8 Wr 0 11-4- .9 bo 5' . a 7 M' INSPECTION PERFORMED: STEEL CT CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER COPIES TO. GL1 CT. TU KLU I LA BLDG. DEPT I D— I Co— g1D PRIOR REPORT .3 `/ sw FR N_ 3337 13'IOOTINGS O AUGER CAST PILING O SLAB FALLS O COLUMNS O OTHER LOCATION(S): ' . r) .17P/C'rr Lg. G Jive L 5 u 7-sive- �vAS-I . Q /2 ��,.� ,�,.rp y► �' 4 . /'1;4 S SUPPLIER s' a. - CYC 0 GROUT O MORTAR MIX NUMBER 6 (.v y a '/ w DESIGN STRENGTH J r7 0 0 CYLINDER REPORT NUMBER 2 - L 5 / f •'t ',' i NUMBER OF SAMPLES CAST 6-1 SLUMP lo ,, AIR CONTENT TOTAL CU. YDS. PLACED 3h ? 7 CONCRETE TEMP4y "/47 TIME .RrCS' I 9•'tiS� ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. alfg ONO Date or Plan Number REMARKS: P «t /e., 1 r '2uCi.-. .•,1 4 , L. sue: /K.) r C /1? 1:1 yUii tl s 6= n 1);) B/p INSPECTOR: A. A. R. TES N 7: .____ BO TORY, INC. SIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. /kov l - 1 - 10 -lC 7 &X(), 2'A( Sep•goo 3o8 I I I /8 o ENGINEER 11 - 4 - 2.4 TOTAL ARCHrTECT , ' /, t o� - i s_, 11- ( ` FIELD TEST DATA TRUCK SAMPLED 2. V' TRUCK TICKET NO. C( 4 3 O S i-- • TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR t 2'A( TEMP AT AT `1 ENGINEER c / .- TOTAL ARCHrTECT , CONTRACTOR G- I Y ( - i s_, DATE /0 - 5 ' -7p 1 1 FILE NO. 90 •/a ( r ex 4 PROJECT A s soc ,' A --/a ADJUSTED WFIGHTS CA 301 5, tib(`re.)ll A..5 e<5 BLDG. PERMIT NO. 6032 / Cit.( U OWNER ! WEATHER ay trc A-) 7 TEMP AT AT AM PM ENGINEER c / .- TOTAL ARCHrTECT , CONTRACTOR G- I Y ( - i s_, BATCH DATA FOR 1 CUBIC YARD DESIGN WFIGHTS % ADJUSTED WFIGHTS CEMENT 37 4 A..5 e<5 FA. / Cit.( U ! WATER c / .- TOTAL ( A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: G e6 n S� v c -� r U+-� ( , ATTN: / T. 0. 3 o>< &t��c ✓c...c L ' 4. `1 MIX NO. /O c-( A“ AEA. / i L C t-✓ 1 ADMIX (..AA- 5'02 cc—i1 c.Aci PLACEMENT AREA & NOTES "' A If 11":17p e , YLINDER REPOT SEE FIELD REPORT NO. PRODUCERS CONCRETE: O C R A A . ) CEMENT i ' CU. YARDS PLACED 7 COPES TO: G'L.y ant is r au L-7 - 1 D N, TVkI.IJI LFt DEPT", /0—'6-9(7 COMPRESSIVE STRENGTH (. 1✓ N_ 2442 CR % DESIGN STRENGTH 3 49 c. d /2.s 4 c ( t uo, 41.5 y INSPECTOR: ( • A. A. ; / . T • RY, INC. OWNED: ~. L` I 4 �� Specimen No. Specimen Type Test p Days Register Number Dote Reed. Dote Tested Total Load Area Unit Load PSI Report No. 9 A 6 x 12 cyl 7 8020 9/8 9/14 91.500 28.27 15 B 28 8021 10/5 143,600 _3240 5080 C 28 8022 10/5 151,100 5350 D E F L Carison Associates REPORT OF CONCRETE TEST SPECIMENS Date Molded: 9/7 Client: GLY Const. Co. Project. Associated Grocers Contractor: Architect: GLY CNA 19 90 C OKUST . i TUKWILA BLDG MST I b-B- q0 Job. No. CA 634 PERMIT NO. 6032 #3B Weather: Overcast Temp. high: 65 Concrete Supplier: Ocean Cast by. Mark Jeong Remarks• instruction Inspection if Related Tests P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 Address 3301 S. Norfolk Sub-Contractor Engineer: Temp. low. Location of Concrete Placement. 2 ea. 4' pier on line S. Strength Requirement: 4000 PSI @ 28 days Slump. 5" Cement Type: I No. of sacks. 6 1 / 2 Entrained Air Admix, Amount: Brand: Admix, Amount: Brand. Coarse egg. size: 3 / 4 Type: natural Fine Agg. Size. bldg. FRANK W. CARLSON DA TE ' a - 90 FILE - 1b -- I CO 2— PROJECT ASSOC! RTED SZC R. PH. 't' ADDRESS 3301 S. NORFOLK BLDG. PERMIT NO. ('D32 OWNER WEATHER SUN t�IY TEMP AT AT AM PM ENGINEER ARCHITECT CONTRACTOR &L/ CD ST. CD . pJ. 4 1 A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: &L1 C_OK1ST20C_TIDP1 Cl). ATTN: P. O , ELOL (.rl 2 C33LLE V U E.. WA • 9%OO7 - 0 S INSPECTION PERFORMED: _Ia RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER FIELD REPORT I�. i (G fJ\i ii: 11f1 ( OCT 161990 65 Ow I UJ t%dt14 t'LANN/NC= Drp-r LOCATION(S): G R 1 D LINE 12. S , WALL FOOTI P1 Cs- P+h ASE 't SUPPLIER N / P\ MIX NUMBER CYLINDER REPORT NUMBER SLUMP AIR CONTENT REMARKS' RBI N FOR.CI I.1 Ls WAS FO L) M D T"o C_OI•I PLY COPIES TO: G- L'/ CAPISTRULTION TUKWILR MIX., DE Ib - IZ - go NE PRIOR REPORT PHASE FR 1:4, FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS O OTHER O CONCRET DESIGN STRENGT NUMBER OF SAMPLES TOTAL CU. YDS PLACED CONCRETE TEMP Date or Plan Number 0 GROUT ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. ,13r YES 0 NO Th APPP lED PLJ9 4S FDQ SIZE , -P_ROE . DETT.It_ N° 3108 O MORTAR TIM ST LA ' ' TORY, INC. Spscimsn No. Spielman Typ. Test Q Days Register Number Date R.c'd. Date T..ted Total Load A ria Unit Load PSI R.port No. #10 A 6 x 12 7 8035 9 -20 9 -25 156,300 28.27 5530 B 14 8036 10 -2 179,500 6350 C 28 8037 10 -16 D 28 8038 10 -16 E F Carlson Associates REPORT OF CONCRETE TEST SPECIMENS Date Molded: 9 -18 , 19 90 Job. No. CA 634 PERMIT NO. 6032 Client. GLY Construction Co. Project• Associated Grocers 3B Address. 3301 S. Norfolk Contractor GLY Sub- Contractor: Architect CNA Engineer. MBJ Inc' Concrete Supplier: Weather: Remarks. Ocean Foggy Location of Concrete Placement: COPIES &t.' COkIST. Of TIJKIVIL A • 10-1 -q Cast by Mark Jeong Temp. high: 60 Temp. low. Instruction Inspection 9 Related Tests P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 4' piers on line S. at N.E. most of Bldg. Strength Requirement: 4000 PSI @ 28 days Slump: 5 Cement Type: I No. of sacks• 7 Entrained Air Admix, Amount: Brand: WRA Admix, Amount: Brand. Coarse agg. size: 3/8" Type: Natural Fine Agg. Size. Bldq . OCT 5 1990 fi t - (y OF i FRANK W. CARLSON DATE FILE NO. ECT 1V5 ) I? !g (.) 6/2t, '.e S 3 -s-, /14 #04hr OWNER BLDG. PERMIT NO. 4703 Z WEATHER 0//11 ffit$ r TEMP AT AT AM PM ENGINEER ARCHITECT CONTRACTOR & ' AJ t(iP _ (l TO: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 ATTN: )D/3(67, e , 4a //E.. E3,446z g8ccfp -072 INSPECTION PERFORMED: RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER FIELD REPORT(- OCT 1.1990 CITY TUKWILA PLANNING DEPT. SUPPLIER MIX NUMBER CYLINDER REPORT NUMB SLUMP INSPECTOR: PRIOR REPORT N_ • 3450 FR O FOOTINGS O AUGER CAST PILING O SI.AA ALLS O COLUMNS O OTHER LOCATION(S): P j;tj 6 bye k 1) 2 /," , A .€2 iv_S c .r1 r'. , z J //ag3 /-2• O CONCRETE 0 GROUT 0 MORTAR D ESIGN STRENGTH NUMBER 0 PLES CAST AIR CONTENT T • i CU. YDS. PLACED CONCRETE TEMP TIME OVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. E ONO Date or Plan Number REMARKS' <<,iU .5 ��� GTC La lc ./,v /22 ' j.) cr �r - e I / //-S 4 04 1 // /.1-42 7 e COPIES TO: & L1 r / )1.1ST_ i TUKWI LA BLDG. DEPT. 10 -ID -9O A. A. R. S ABO TORY, INC. SIGNED: 2 TO: .� _P. O Q &)( 74, k ATTN: REMARKS: INSPECTION PERFORMED RESTEEUCONCRETE RESTEEL/MASONRY ..... OTHER u�vMl VP(T, IN's.:. T!><tINO INB CTIC�v / CNGINEC� e r+ PI$/I OI. r. mono N , 13 ,w 1" LACr if . 4 MIAIe{.AP.O. vo.o..waorrow4A . PsOrytMOo tvRAtYT tamp arw•o.i, RESTEEL ONLY STRSTIWELDING -�. STR.SYIBOLTING PORM NO. OVL•$Y.1 I CONCRETEIMASONRY SUPPLIER SLUMP (INOHES) // . AIR CONTENT (%) te HOURS ON PROJECT TRAVEL TIME 'TRAVEL MILEAGE APPROVED BY • P MIX NO 7 T INSPECT R: PREVIOUS REPORT No... DATE PROJECT PS. " / 'A/ b . - 11 AS3 La r? G 0C LOCATION -- • I BLDG. ERMIT NO. 40 - 4z WEATHER ARCHITEC N tr✓f/D/? Lf L d AT PM ENGINEER ^ • �� '�` CONTRACTOR ITEMS INSPECTED FOOTINGS - AUGER CAST PILES -- DRILLED PIERS IESTO , - r� � a rm q►q FIELD RE ' OR COP SIGNED: , No 5955C CERT. NO. Of- .5" F /ft 0U AM OWNER TEMP. AT ,. SLAB _ COLUMNS -- WALLS X BEAMS L 4 ()CATION (AREAS) �A n /` /�/crAr�1 i 'sr ��� r O • „(, 3 -(,{ DESIGN STRENGTH (Po).,... TOTAL CU. YD. PLACED SPECIMENS GAST SEE CYLINDER REPORT NO. YES NO ..ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO.■■ - A/$ Ain 4 / Specimen No. Specimen Type Test @ Days Register Number Dot. Recd. Dot. Test.d Total Load Area Unit Lood PSI R.port No. 9 A 6 x 12 cyl 7 8020 9/8 9/14 91,500 28.27 3240 15 B 28 8021 8022 10/5 10/5 C 28 D E F Carison Associates REPORT OF CONCRETE TEST SPECIMENS Date Molded: 9/7 , 19 90 Client: GLY Const. Co. Project Associated Grocers Address: 33 S. Norfolk Contractor: Architect: Concrete Supplier: Ocean Cast by Mark Jeong Weather: GLY CNA Location of Concrete Placement• ``onstruction Inspection N Related Tests Job. No. CA 634 #3B Sub-Contractor Engineer: Overcast Temp. high: 65 2 ea. 4' pier on line S. _RECEIVED She 2019.n P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 Temp. low. PERMIT NO. 60 Strength Requirement: 4000 PSI @ 28 days Slump. 5" Cement Type: I No. of sacks• 6 1 / 2 Entrained Air Admix, Amount: Brand: Admix, Amount: Brand. Coarse agg. size. 3 / 4 Type: natur Fine Agg. Size: bldg. Remarks: FRANK W. CARLSON DATE 6 -28 -90 JOB NO. 533 ATTENTION Dave Larson RE: AG Perishables Warehouse TO GALL LANDAU YOUNf CONSTRUCTION COMPAN , INC.. P.O. Box 6728 BELLEVUE, WA 98008-0728 (206) 451 -8877 FAX (206) 453-5680 City of Tukwila > WE ARE SENDING YOU ID Attached ❑ Under separate cover via ❑ Shop drawings ❑ Copy of letter COPY TO - nMneftIll1 �71nr f.* Wu 1111)1 ❑ Prints ❑ Change order L1 1TITO OF UT2k RIS E`TirCa[t Per i+ (QO wi 1 1 caul ❑ Samples the following items: ❑ Specifications ❑ Plans 0 COPIES 1 ea DATE NO. DESCRIPTION Final soil report from Terra Ao3ee- ia-tes THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval kJ 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 REMARKS SIGNED: RECCIWq CITY OP Ti itiw I ! JUL 05 19 Q PE1,441rc.:ty fl If enclosures are not as noted. kindly notify us at once. Fred nACrAff Copies loww■wwwwwv 1 . Date Description S *- 21 70 Awa c a sll- Refot.4- 4 J E °dr k Im.....1.W11■1 .....1 4011111111111■11111OW..1 .. A P.01 FROM Terra A 869-9173 mdlim•••••• Letter of Transmittal Getil ieown WE ARE SENDING YOU: lb, 41, Attached the following: • • ■■ • • • ......mm.wwwwwwwmomm..1111•111ft REMARKS: •••••••••■■•••■•■•••••■•■••••■•■■■■••••■• THESE ARE TRANSMITTED FOR YOUR: LI Information r. Files 0 Approval PROJECT: TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences TO: _ rr . S10j DATE: 6 - 7- `10 JOB NO.:. • Fe)4( — 744 7-88/z 0 Under separate cover via AMIII•■•••■••■■• 0 Review and Comments ..111.■•■11111,1.■ Alft■oklowe 0 Signature 0 Use ••••■■•111 .e;4p.t,' Monad P.02 FROM Terra 169-9173 � ORS IF113 Dear Mr. Troxel: TERRA ASSOCIATES, Inc. Mr. Jim Troxel Supermarket Development Corporation 10700 Meridian Avenue, Suite 406 Seattle, Washington 98133 Subject: Observation of Augercast Pile Installation Additions to Perishable Products Warehouse Associated Grocers, Inc. Tukwila, Washington Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences May 21, 1990 Project No. T -914 -3 As requested, we observed the installation of augercast piles for the additions to the Perishable Products Warehouse presently under construction at the Associated Grocers distribution center south of Boeing Field. We earlier conducted a geotechnical engineering study for the project and presented the results in a report dated December 7, 1989. We then provided you with recommendations for various augercast pile capacities in two letters dated March 7 and April 6, 1990. The pile installations were performed on April 10, 1990, and consisted of drilling a total of twenty -two piles for Phases 3B and 4 in the north side and the addition in the southeast corner of the existing building using a drill -rig operated by Riedel International. The 18- inch diameter holes were drilled and extended down through the miscellaneous fill and loose native soils below the buildings. During the drilling operation, we verified that the piles were extended a minimum of twenty feet into the dense sands below. The minimum embedment for the three 60 ton piles (Piles Nos. 7, 10 and 11) was twenty three feet. The above embedments were in accordance with the recommendations for augercast piles given to you earlier in the above two referenced letters. Each hole was pumped full of grout as the hollow -stem augers were slowly withdrawn. One No. 11 reinforcing bar for the full depth and a 15 -foot long steel cage consisting of four No. 10 rebars were inserted into the grout column shortly after grouting was complete. Also, based on the pump stroke counts and the grout heads noted during the grouting of the piles, we conclude that each hole was filled with an adequate amount of grout. The piles were drilled at the locations shown on the three foundation plans for the buildings prepared by MBF, Inc. dated March 9, 1990. Mr. Jim Troxel May 21, 1990 Anil Butail, P.E. President cc; Ms. Peggy Confer, MBF Mr. David Brown, CNA The pile depths ranged between approximately 33 and 40 feet below the existing grade (Approximate Elev. + 7) for these buildings as presented on Table A. The locations of piles are shown on the attached Figures 1, 2 and 3. Based on our site observations, it is our opinion that the piles will provide the design load capacities of 55 and 60 tons per drawings furnished to us. We trust this summary of our observations of the pile installations is sufficient for your present needs. We will continue our construction monitoring services for the project, as required. If you have any questions concerning the work reported herein or if you require additional information, please call. Sincerely yours, TERRA ASSOCIATES, INC. MM /AB ;s1p Encl: Figures 1, 2 and 3, Pile Location Plans Table A, Augercast Pile Installation Summary Project No. T -914 -3 ' . .r/.0.1 1 1FIET am. ma. =ia uar ama diAgi • Y Legend •,1 Pilo Location and number. net Foundation Plan,8hoet 81.2 by MBF,dated 3-9-90. Pile Location Plan TERRA GE Btiilding Addition ASSOCIATES Parlehable Foods Warehouss,S.attio,Wash. Geotechnical Consultants C 0/41.1 • Proj. No.914 -3J Data, 4 /00 l Figure 1 TERRA ASSOCIATES Ceottchnical Consultants Avernsit • 14 Re Location nutnbei. Ref: Foundation Plan.8heet' 1.3 by MBF,datid Pile Location Plan Phase 3B Addition Perishable Foods Warehouse, Seattle,. Wash; Proj, No. 014-31 Date 4190 I Figure 2 TERRA ASSOCIATES Geotechnical Consultants AN1111•10111■11/ • 18 Lasignil Pile Location number :net Foundation Plan, et 1.4 b MBF dated 3-9-90. Pile Location Plan Phase 4 Addition Perishable Foods Warehouse, Beattie, Wash. prof. No.914-3 Date 4/90 Figure 3 TABLE A Augercast Pile Installation Summary Associated Grocers, Inc. Perishable Warehouse Additions Tukwila, Washington Grout, heoretical Pile Date Depth Elevation (ft) Embedment Vol (ft') Vol (ft) R do % No. Drilled (ft) Top Bottom (ft) (A) (B) (� /B) 1 4.10 -90 33 +5 -28 20 73.3 58.3 126 2 4 -10-90 37 +7 -30 20 78.9 65.4 120 3 4-10-90 37 +7 -30 20 75.2 , 65.4 115 4 4 -10-90 37 +7 -30 20 81.7 65.4 125 5 4 -10.90 36 +7 -29 20 76.1 • 63.6 120 6 4 -10-90 37 +7 -30 20 72.3 65.4 111 7 4 -10-90 40 + 7 -33 23 80.8 70.7 114 8 4-10-90 35 + 7 -28 20 77.0 61.9 124 9 4 -10-90 37 +7 -30 20 74.2 65.4 113 10 4 -10-90 40 +7 -33 23 83.6 70.7 118 11 4-10-90 40 +7 -33 23 85.5 70.7 121 12 4-10-90 37 +7 -30 20 78.0 65.4 119 13 4 -1090 37 +7 -30 20 67.6 65.4 103 14 4 -10.90 37 +7 -30 20 78.4 65.4 120 15 4 -10-90 37 +7 .30 20 83.0 65.4 126 16 4 -10-90 35 +7 -28 20 66.7 61.9 108 17 4 -10-90 36 +7 -29 20 75.2 63.6 118 18 4 -10-90 37 + 7 -30 20 68.6 65.4 105 19 4 -1090 36 +7 -29 20 70.5 63.6 111 20 4 -10.90 36 +7 -29 20 70.5 63.6 111 21 4-10-90 36 +7 -29 20 743 63.6 116 22 4 -10-90 37 +7 -30 20 75.2 65.4 115 mss: 1. All piles have a nominal diameter of 18- inches. 2. All piles have a design capacity of 55 tons, except Pile Nos. 7,10 and 11, which were designed for 60 tons. 3. All piles were reinforced full -depth with one No. 11 rebar and a 15 feet long cage consisting of four No. 10 rebars. 4. The grout volumes were estimated based on a pump calibration sheet provided to us by the contractor; (1 stroke a 0.94ft'). Project No. T -914 -3 6 40 flitadd TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Mr. Jim Troxel Supermarket Development Corporation 10700 Meridian Avenue, Suite 406 Seattle, Washington 98133 Subject: Earthwork Observation and Testing Additions to Perishable Products Warehouse Associated Grocers, Inc. Tukwila, Washington Dear Mr. Troxel: At the request of OLY, during March and April 1990, we conducted periodic field and laboratory density tests on the fills placed in the building pad, dumpster dock and parking areas. Twenty -three field density tests were performed at the locations noted on Table A. The test locations and elevations were approximately determined by pacing and hand level measurements. Tests were performed in general accordance with ASTM D -2922 (Nuclear Gauge Method). The test results are reported on Table A. Representative samples were returned to our laboratory for Maximum Density Tests in general accordance with ASTM D -1557 (Modified Proctor). The results of these latter tests are presented on Table B. In general, the slab fills were compacted to at least 90 percent density below the one foot depth. Generally, the upper layer was compacted to 95 percent density. We appreciate the opportunity to provide these services. If you have any questions concerning our observations or test data, please call. Sincerely, TERRA ASSOCIATES, INC. Anil Butail, P.E. President End: Table A, Field Density Test Table B, Laboratory Maximum Density Data June 14, 1990 Project No. T -914 -3 • I 12525 Willows Road, Suite 101, Kirkland, Washington 98034 • !hone (206) 811.7777 • FAX 821 -4334 Test Depth Soil Moisture Dry Relative lin,. Location ALL ]_ Content (11._ Density (pct)... Compaction (% ) Notes 1 22'S, 40'W of SE 0.0 A 6.7 135.3 97 Parking lot Subgrade corner of existing bldg 2 38'S, 167'W of SE 0.0 B 5.8 137.0 95 Parking lot Subgrade corner of existing bldg 3 60'N, 87'E of SW 0.0 A 6.9 132.1 95 Parking lot subgrade corner of parking lot 4 40'W, 33'N of SE 0.0 B 6.2 144.7 97 Parking lot subgrade corner of parking lot 5 25'S, 4'E of NW -1S B 6.7 139.1 97 Footings, dumpster corner of ramp dock ramp 6 21'S, 4'W of NE - 13 C 7.9 1272 95 Footings, dumpster corner of ramp dock ramp 7 10'S, 4W of NE - 1.5 C 7.8 130.3 corner of ramp 8 18'N, 4W of SE -1.0 C 8.0 128.1 corner of ramp 9 6'N, 5'E of SW -13 B 9.1 140.9 98 Footings, dumpster corner of ramp dock ramp 10 Middle of dumpster dock -13 B 6.7 137.3 95 Dumpster Dock 11 5'S, SW of NE -1.0 B 7.7 135.4 dock corner 12 S'N, 5'W of SE -2.0 A 6.6 133.7 dock corner 13 SN of dumpster dock FG B 5.6 19.7 97 Dumpster Dock on ramp 14 25'N, 15'E of SW corner -1.0 D 73 135.5 15 SN,15'E of SW corner .0.5 D 6.6 1355 TABLE A Field Densitv. Results Associated Grocers, Warehouse Tukwila, Washington. Project No. T-914-3 97 Footings, dumpster dock ramp 96 Footings, dumpster dock ramp 94 Dumpster Dock 96 Dumpster Dock 95 Bldg Pad 95 Bldg Pad TABLE B Laboratory Minwnl ngity Test Data Associated Grocers, Inc. Tukwila, Washington Optimum Moisture Maximum Dty Milos s rlption Content (percent) DIDI(tY (pd) - -. A Gravelly SAND with silt 6.7 139.0 B Brown gravelly SAND with silt 6.0 144.0 C Gray -brown slightly silty gravelly 9.0 131.0 SAND with clay dumps D Gravelly sand with silt 6.1 142.0 Note: Maximum Thy Density Tests were conducted in accordance with the ASTM Test Designation D•1557 (Modified Proctor) project No. T -914 -3 Test Depth Soil Moisture Dry Relative B.9.L. (1%11/110---_ SilL_ DO—. Content era Density (pet) gemplisiiitL(522 16 GO'S, 30'E of NW coroer 4.0 D 7.3 135.3 95 Bldg Pad 17 10'5, 15W of NE corner -15 D 8,5 131.0 92 Bldg Fad 18 50S, 15'W of NE corner -1.0 D 8.0 135.0 95 Bldg Pad 19 1914, 15'E of SW corncr PG D 8,1 1383 97 Bldg Pad 20 20'N, 3016 of SW comer FG D 8.4 137.0 96 Bldg Pad 21 15'S, 30'W of NE corner FG C 6.6 124.2 94 Bldg Pad f. TABLE A Field Density Test Results Project No. T-914-3 ` . ` TESTING St NSPECTIC . ENGINEERS /GEOLOGIS S PREVIOUS u REPORT No I \- 5955a 12YtY NE. 11erw PLACE KIRKLAND, WAWINGTON a003A 11C1AE234000 DATE 7 - /1— ' 0 CERT. NO. '03 - 57 EVERETT I1001 2E9.0017 V TO: C T C /ilC- PROJECT P ie %.S,46z k-'4 1k A:, 0& S G. ASO C/ C, /4 rc> G // OC LOCATION 330/ S. /VoVV cQ,e'4' 7 6/ BLDG. PERMIT NO. Gi Q 2- OWNER P. L2. an < 7e, WEATHER /,/S //Ilz [SL /1 G. TEMP. AT AM AT PM 6/;L L 71 Uelr,' G✓A 9 d "00 9 ENGINEER ATTN ARCHITECT CONTRACTOR G / C (2) INSPECTION PERFORMED _ RESTEELICONCRETE _ RESTEEL ONLY _ RESTEELIMASONRY _ STR.STIWELDING OTHER STR.ST /BOLTING (3) ITEMS INSPECTED _ FOOTINGS _ SLAB AUGER CAST PILES COLUMNS — DRILLED PIERS — WALLS .4 BEAMS -- -X. ( LOCATION (AREAS) et) l7 7` /'/'// A/ " /'r 11 IS G,OG 3 t'/ (5) CONCRETE/MASONRY MIX NO DESIGN STRENGTH (f'c) SUPPLIER 7' TOTAL CU. YD. PLACED SLUMP (INCHES) 4W / ! SPECIMENS CAST SEE CYLINDER REPORT NO. AIR CONTENT ( %) YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ _ REMARKS c N F (PAY : T��/' A a1 • /"TA.//.p C! .1 1i1/ - 1 - 12Pi lI / /d ,4/Cg 3 $0 /:r 41C . 1W/ Bcc rs /.Y4' As /0f/,/11 To /r/ T T//fi i& 9 %1 HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY SIGNED: INSPECTOR: ,:,' QJI, ,%/ / e(/ /. i COPIES TO: U C_ I \ lA Is.O ciLly FIELD RE OR i '' // Specimen No. Specimen Type Teet (i Days Register Number Dote Reed. Dote Tested Tool Load Areo Unit Load PSI Report No. 8 A 6 x 12 cyl 7 8008 8/30 9/5 85,500 28.27 3020 13 B 28 8u09 9/26 C 28 8010 9/26 D 7 8011 9/5 83,000 2940 1 E 28 8012 9/26 9/26 F 28 8013 Carlson Associates REPORT OF CONCRETE TEST SPECIMENS Dote Molded: 8 / 2 9 , 19 QO Client: GLY Con ^t. Co. Project. Associated Grocers Address: 3301 S. Norfolk Contractor: GLY Architect: CI';A Concrete Supplier: Ocean Weather: Overcast Temp. high: 67 Location of Concrete Placement. Strength Requirement: L PSI @ 28 days Cement Type: I No. of sacks: 6 / 1_/2 Entrained Air Brand. A.'' Type: natur Fine Agg. Size. Admix, Amount: 5 /% +- Coarse agg. size: 7/8 Job. No CA 634 Sub-Contractor. Engineer. i :DA Inc. Cast by Concrete apron in entirety' Brand. Remarks: Admix, Amount: Thong Temp. low. Slump. SFP 1 11990 � 1 i . ^onstruction Inspection & Related Tests CITY vt, ; PLANNING i ? ,r' i P.O. BOX 3443 KIRKLAND, WASHINGTON 98083 (206) 820 -1018 PERMIT NO. 6032 5 11 bldg. FRANK W. CARLSON ....- T `� ` . CASCADE TESTINf . ABORATORY. INC TESTING & INSPECTION', ..•GINEERS /GEOLOGISTS PREVIOUS NO 58991 REPORT No. ` Iasis N.S. as... PLACE KURKLANO, WASHINGTON °soaA f200 11*3 SSOo DATE 5 3 -'RC CERT. NO. . O,l 7 cVcwrrr (206) 2150.011117 e- . �� lP.�L�c "'-(,iS, rn�i" .4 U / Ili V � j UC LO ATION \ . 7/ 57 ,...-e �ia4,Ybi r % - JUN -61990.1 TO: — -- .� _ - BLDG. DG. PERMIT NO. NER CITY OF- I UI.sistt "7�C' WEATHER TEMP. AT AM .- - /INNING DEPT. e7..w air l., : ENGINEER AT PM - • / �`�.a..d d.1 7,/l j.. r •rr - CO ? ATTN: ARCHITECT CONTRACTOR 67' ( 2) NSPECTION PERFORMED RESTEEUCONCRETE ! RESTEEL ONLY _ RESTEEUMASONRY _ STR.STIWELDING -- OTHER STR.STIBOLTING ITEMS INSPECTED _ FOOTINGS ,..,_ SLAB _ AUGER CAST PILES COLUMNS — DRILLED PIERS -- WALLS - BEAMS (4) LOCATION (AREAS) /g✓» !e c... i ! � lie, / Ewe �• .,.�G (5) CONCRETE/MASONRY MIX NO DESIGN STRENGTH (Pc) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT ( %) SEE CYLINDER REPORT NO YES _ NO _ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. ------ e � „ .�� REMARKS: L�rs�if� a G r.46 HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY COPIES TO: C I C_ 1 rt . Ic (›h h � - A - P J �.s .rte %�Q A2 r —/ INSPECTOR: FIELD R POR / 4- / APR71 SIGNED: Plan Check #90 -118; Associated Grocers 3301 S Norfolk 3. THE FOLLOWING COMMENTS APPLY TO AND BECOME PART OF THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER__056,_. 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). 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). 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. 7. All structural concrete to be special inspected (Sec. 306, UBC). 8. All structural welding to be done by W.A.B.O. certified welder and special inspected (Sec. 306, UBC). 9. 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. 10. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11. 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 DAM APPROVED INSPECT. INITIALS DATE(S) CORRECTION NOTICE ISSUED X 1 Footings 433 -1849 X 2 Foundation 433 -1849 3 Slab and/or Slab Insulation 433 -1849 4 Shear Wall Nailing 433 -1849 5 Roof Sheathing Nailing 433 -1849 6 Masonry Chimney 433 -1849 7 Framing 433 -1849 _.__ 8 Insulation 433 -1849 9 Suspended Ceiling 433.1849 10 Wall Board Fastening 433-1849 11 12 13 X 14 FIRE FINAL Insp: 575 -4404 X 15 PLANNING FINAL 433-1849 X 16 PUBLIC WORKS FINAL 433 -0179 . X 17 BUILDING FINAL 433 -1849 • CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDII4G PERMIT INSPECTION RECORD (Post with Building Permit in conspicuous place) BUILDING (.00'.5 PERMIT NO. o� DATE ISSUED: LI _QL4 SITE ADDRESS: SUITE NO.: PROJECT: 3301 S Norfolk Associated Grocers. CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE (INSPECTOR COMMENT SECTION ON 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. Battles 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. OTHER AGENCIES: Plumbing (including gas piping) — King County Health Department — 296 -4732 Electrical — Washington State Department of Labor and Industries — 872 -6363 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 433 -1849. Although not required, a meeting of this type can nften eliminate problems, delays and misunderstandings as the project progresses. X' REQUIRED INSPECTIONS ' r 1 Footings 2 Foundation 3 Slab and/or Slab insulation 4 Shear Wall Nailing 5 Root Sheathing Nailing 8 Masonry Chimney 7 Framing 8 Insulation 9 Suspended Coiling 10 Wall Board Fastening - 11 1 2 . 13 14 FIRE FINAL Insp: ,- 15 PLANNING FINAL Fr 16 PUBLIC WORKS FINAL ,- 17 BUILDING FINAL PLAN CHECK NUMBER a10--l18 c PROJECT: , THE POLONIUM COMMENTS APPLY TO ANS OECOMS PART OP THE APPROVED PLANS UNDER TUKWILA BUILOIN$ PORflU WUNDER All high- strength bolting to be special Inspected (Sec. 306, USC1. 10 Any new ceiling grid and light fiature Installation is required to meet lateral bracing requiresents for Valente Zone 3. It Partition walls attached to ceiling grid must be laterally braced if over eight 181 feet in length. 12 Readily accessible access to roof mounted equipment Is required. l3 Engtneereed truss drawings and calculations shall be on site and available to the building inspector for Inspection purposes. Documents shall beer the seal 4nd signature of 4 Washington State Professional Engineer. Air Any exposed insulations backing material to have Flails Spread Rating of 23 or less, and World shall bear identification showing the fire performance rating thereof. is 19 No changes will be made to the plans unless approved by the ► A chitect and the Tukwila Building Division. Plumbing permit shall be obtained through the King County Health Department and plucking will be Inspected by that agency, including 411 gas piping 1291 - x7321. Electrical permit shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency 1972- 6363). i A)1 eechanica) work shall be under separate permit through the ty of Tukwila. All permits, inspection records, and approved plans shall be p sled at the Job site prior to the start of any construction. ja When special inspection is required either the owner, architect or e ngineer shall notify the Tukwila Building Division of appointment o f the inspection agencies prior to the first building inspection. Copies of all special inspection reports shalt be submitted to the Building Division in a timely manner. Reports shalt contain address, project name and permit number of the project being inspected. All structural concrete to be special inspected 1Sec. 306, U8C1. vim+ 1.97 All structural welding to be dons by N.A.S.O. certified welder and 1J�/ special inspected (Sec. 306, UDC). Subgrade preparation including drainage, excavation, coapactien, end fill requirements Will conform strictly with recoasendations given in the soils report prior to final inspection lice attached rocedure.). statement from the roofing contractor verifying fire retardancy o f room 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 (1989 Edition), Uniform Mechanical Code 119811 Edition), Wsshigntan State Energy Code 11989 Edition), and Washington She Regulations for barrier Free Facility 11989 Edition). All food preparation establishments oust 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 ears requiring Health Department approval, it is the contractor's responsibility to have a set of plans Approved by that agency en the job site. Fire retardant treated wood shell have a (lase spread of not over 23. Alt 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 actory. .Notify the City of Tukwila building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 2t All spray applied fireproofing as required by U.S.C. Standard No. 43 11, shall be special inspected. E All mood to resain in placed concrete shall be treated wood. 23 All structural masonry shalt be special inspected per U.S.C. Section 306 Cal 7. Validity of Permit. The Issuance of a peralt or approval of plans, specifications and computations shall not be construed to be s permit for , or an &perovat of, any violaties of any of the provisions of this code or of any other ordinance of the Jurisdiction. We perelt presueing to give authority or violate or cancel the provisions of this code shall be valid. 1 1, II I Mahan &DeSalvo I CONSULTING ENGINEERS April 13, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -06 (Assoc. Grocers Ph I Add) 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. Please note that Dave Brown of CNA Industrial Engineering Inc. has red -lined sheet T -6 of the Thermalspan drawings to reference the 1988 Edition of the Uniform Building Code instead of the 1985 Edition. We have no additional comments. Enclosed are the drawings, calculations, soils report and addtional letter, Schedule A from Chicago Title, and two letters (both dated April 12, 1990, from Thermalspan and CBC) for your use. Please see additional letter from Terra Associates dated April 13, 1990. Sincerely, Cry Crystal Kol e CG:2 cc: GNA Architecture Group 3050 - 152nd Avenue NE Redmond, Washington 98052 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624 -8150 RECEIVED CITY OF TUKWILA ' , 3 1990 PERMIT CENTER Peg Confer McMahan Baker Froerer, Inc Post Office Box 4010 Seattle 'Washington 98104 Dear Peg: William Bailey Project Manager WB /mp cc: Jim Troxel TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences EBRIIVEla APR 1 3 1990 MAHAN & DESALVO, INC. Subject: 60 -Ton Augercast Piles Perishable Products Warehouse Additions Associated Grocers, Inc Project T -914 -2 April 6, 1990 E APR 1 1993 McMAHAN BAKER FROERER, INC. CONSULTING ENGINEERS If the floor slabs are tied to the perimeter walls and grade beams, we expect that post - construction settlements of the dock - height fill may transfer a portion of the floor load to the pile foundations that support the building. We understand that your estimates of the pile loads, including the maximum expected floor loads, are generally less than 90 kips. All loads of 90 kips or less may be supported on 55 -ton augercast piles, as described in our letter of March 7, 1990. We understand that the three loads that exceed 90 kips are all less than 102 kips. To allow for downdrag, we recommend using 60 -ton piles. Augercast piles 18 inches in diameter may be used. They should be embedded at least 23 feet into the sand bearing stratum. The pile tips will be at Elevation -30 feet, approximately. Please call if you have additional questions concerning this matter. Sincerely, TERRA ASSOCIATES, INC 1 5301 N.E. 90th Street • Redmond, Washington 98052 • Phone (206) 881 -5570 • FAX No. 869 -9173 Mailing Address: P.O. Box 3338 • Redmond, Washington 98073 APR 12 '90 13:58 COMMERCIAL IND. CO. ' i COMMERCIAL BUILDING COMPONENTS, INC. Pre- Engineered Metal Buildings April 12, 1990 Mahan and DeSalvo 1411 Forth Ave. Building Seattle, Wa 98101 Subject: 90 -T -06 Associated Grocers Addition CBC Job No's 10075, 10076, 10077 Gentlemen, This is to confirm that the undersigned has reviewed and accepted the shop drawings for the thermal span panels to be in compliance with and conforming to the design of the subject steel structure. Very truly yours, Rob ert Hoekstra P.E. Washington Reg. Prof. Engineer No. 17603 cc Commercial Industries Company Tit 'e4 APR 12i9O LAEllth STOCKTON, CALIFORNIA OFFICE & PLANT P.O. BOX 1009, LATHROP, CA 95330 (209) 953.0910 s Tale Fax: (209) 558 -2354 .P.2/2 SHIPPING: 1700 E. LOUISE AVE„ LAT092st are "%8a Sr ;pi eE, j odd APR 12 '90 14:15 COMMERCIAL IND. CO. P.2/2 1 ; THERMAISPAN PHONE jam 246.9302 • ■••••411111111101■0•111001114.. 111•100111110111111•Nel~MAPP11■001.1 1200 CONCORD AVENUE, Ruin 140 CONCORD, CA 94320 ; AP I 2 1j130 : April 12, 1990 • : ; i• 1.1r .i Steve Benton Commercial ;Industries 4600 148th;Avenue N.E. Redmond, WA 98052 ' Re: • Associated Grocers Tukwila, Washington Der Stevei • Sincerely,. Willis • ,j WHLIaw • cc: FrardBurgets, • GL.Y 4 4_ 1 . Drawings for the MsoeIete4 Grocers piA protect (Job number 539) in Tukwila, Washinglon, com0y with the 198 ugc. • VG■V ■JVYII IVVII(QI LJV1JI17 •G41 W. I I/I ■••IIL4 • ••1 Vv I 000 (206) 433 -1849 • SC • IP ION :::;.. .:. A OUNT . RCPT # DAT BUILDING PERMIT FEE < I , II ,,,. "� ,• - ' p. PLAN CHECK NUMBER • • APPLICATION MUST BE FILLED OUT COMPLETELY PLAN CHECK FEE ,' >'. '' iAIL.. s 1111111111777=1 ' c ENERGYSURCHARGE , •THER: 1111111111.111111111111111111111111111 TOTAL - r ; ,wilegiamme SITE ADDRESS SUITE # 330/ 5, Noe -rte 4 -g VALUE OF CONSTRUCTION - $ N , o ( 1. PROJECT NAME/TENANT ASSESSOR • NT # i.. - 02 4 — • / 5 1a 1 0 6,:?oG TYPE OF • New Building ►: Addition • Tenant Improvement (commercial) • Demolition (building) WORK: 0 Rack Storage • Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: .-M.. 7 4 -D0/77 o f T-a zXf sr r/6 5 H' &4 # e BUILDING USE (office warehouse, etc.) NATURE OF BUSINESS: WILL THERE BE A CHANGE IN USE? No Yes IF YES, EXPLAIN: SQUARE FOOTAGE - Building: 2 6oa Tenant Space: Area of Construction: 26 s ,r_ WILL THEREBF STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? No 0 Yes IF YES, EXPLAIN: PROPERTY OWNER � � /��� G- 't�G.,2.5 PHONE 3b5-_ ADDRESS / C) --7 /Via/2/ 0/ � re?- />/biz v/ <OD& ZIP g S137 - 90/4 CONTRACTOR 9/_ At DA[) y 1, 6 4 d / 6 . PHON E4. . 8o 7 7 ADDRESS / co /1 (P 4 L' I/t? I3-/-649l/L 1A` ' ZI P 9- b7z g WA. ST. CONTRACTOR'S LICENSE # _ �� .� C./ EXP. DATE G _ 30_ 9 O ARCHITECT NP- X4 46/4 / %S a U P PHONE %T ( 0 ,L' t ADDRESS a . ✓ J „ ._..�. L / • Z I P� d 2. I HEREBY CERTIFY THAT l iiI READ AND EXAMINED:THIS APPLICATION AND TR UE AND.CORRECT ; AND I 'AM UTHORIZED TO APPLY FO I>THIS: PERMIT. KNOW THE SAME. T SB BE ::':, BUILDING OWNER OR AUTHORIZED AGENT SIGNATURE , I DATE 3 /q / 9 ' PRINT NAME 4 zqN c,-;,964.`. . PHONE* g , z06o ADDRESS CITY /ZIP 3 D � / � 2 Nn � N. -. ����HONE �-P ��,uo W� CONTACT PERSON Ii6 B8 2 Goo �n CITY OF TUKWILA Department of Community Development - Building Division rim 1.s41l311-DlRa PERMIT APPLICATION FEES (for staff use only) 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 ("Immunity DAvelopment prior to application submittal. Contact the Permit Coordinator at 433 -1951 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 3 DATE APPLICATION EXPIRES Ed Johnson McMahan Baker Froerer, Inc Post Office Box 4010 Seattle Washington 98104 Subject: 55 -Ton Augercast Piles Perishable Products Warehouse Additions Associated Grocers, Inc Dear Ed: tthcit..:30•12b William Bailey Project Manager WB /mp cc: Jim Troxel 4. TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences 3.( Project T -914 -2 March 7, 1990 We understand that the structural redesign for the Perishable Products Warehouse you are working on will have maximum column loads in the range of 80 to 90 kips, rather than the 62 -kip loads previously estimated. To allow for downdrag from the dock - height fill and the floor loads, we recommend a pile capacity of 55 tons for these 90 -kip column loads. These loads may be carried on augercast piles 18 inches in diameter, as planned for the smaller loads. However, the more heavily loaded piles should be embedded about 20 feet into the sand. The pile tips will be at Elevation -27 feet, approximately. Please call if you have additional questions concerning this matter. Sincerely, TERRA ASSOCIATES, INC 15301 N,E. 90th Street • Redmond, Washington 98052 • Phone (206) 881 -5570 • FAX No. 869 -9173 Mailing Address: P.O, Box 3338 • Redmond, Washington 98073 Dear Sir: City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575-4404 Fire Department Review Control Number 90 -118 Re: Associated Grocers - 3301 South Norfolk Gary L. VanDusen, Mayor April 20, 1990 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. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 3302(d)) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. (UFC 12.104b) 3. All modifications to sprinkler systems shall have the written approval of the Washington Survey & Rating Bureau, 141 City of Tukwila LO Z FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 1909 Page number 2 C Cf Gary L. VanDusen, Mayor Factory Mutual Engineering or Industrial Risk Insurers, then by the Fire Department. No sprinkler work shall commence without approved drawings. (City Ordinance #1528) (NFPA 13, 1 -9.1) (UFC 10.307) 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) Maintain sprinkler protection for all enclosed areas. (NFPA 13, 4- 1.1.1) (UFC 10.302) Contact the Tukwila Fire Department, Fire Prevention Bureau to witness all required inspections and tests. (NFPA 13, 1 -10.2) (UFC 10.305(b)) 4. All electrical wiring is to be inspected by the State Electrical Inspector, Washington State Department of Labor & Industries. (NEC 70) All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NEC 70) (UFC 85.101) 5. 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) 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) City of Tukwila I% FIRE DEPARTMENT 0 444 Andover Park East 0 Tukwila, Washington 98188 -7661 (206) 575 -4404 ; 19 09 Page number 3 adopted Fire or Building Codes does not imply approval of such condition or violation. Y9urs truly, 4 4-- Th Tukwila Fire Prevention Bureau cc: T.F.D. file ncd Gary L. VanDusen, Mayor Plan Review PROJECT /4'1 S I5 ADDRESS ` 3W 1 3. `Wo}RFO(. -K • DATE 4-z-3-90 OCCUPANCY GROUP - 4 i CO-D OA L TYPE OF CONSTRUCTION A.Dt m` c oPRI IKC- Ete(ED a . ES 5 (D E O E LOCATION ON PROPERTY A LIES BUILDING HT. / NO. STORIES O N r2 FLOOR AREA �E 1A ct5qa 47 OCCUPANT LOAD E g4 l t7' PLAN CHECK NUMBER 19 i7 EXITING REQUIREMENTS 1 t - As G LP = la Zs. 30 1. =xiT R.GQD (2) MAI( 7(-S VOto D Of K • A�vE 5E occ LD =1Z �v O& �xtr vga !fWo IEx1 Fs VRwc 0L O ✓ of K. DETAILED REQUIREMENTS OCCUPANCY TYPE OF CONSTRUCTION l PART V, CHAPTER 23 U.B.C. , 4 d /74(A/) W.S.E.C. CHAPTER 5110, W.A.C N/A NOTES: CITY OF TUKWVIt 4 DEPARTMENT OF Ct ''INITY DEVELOPMENT prepared by: PLANNING {a. v'ISIQj Cit of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433-1800 Gary L. VanDusen, Mayor TO: FROM: DATE: SUBJECT: MEMORANDUM fl a hvkn f . P_ Sal l o 5' th € , 3ate5 'March IS, Iggo coca 0, -ed CIroc -2rx p I.Q. Q, aD re) C.t Uro \ C.Q...v i .Q Lv onl p-e 52.,:...5 . L. 1 q S E 1 on (10 /T2.MEMO) March 8, 1990 Associated Grocers Project No. 258.1,1.3.1 Dear Mr. Griffin: Mr. Duane Griffin Building Official City of Tukwila 6200 South Center Boulevard Tukwila, WA 98188 Arl Prin pal cc: Jim Troxel AEC:Img:8.144 ARCHITECTURE GROUP 1 Permit 4 c'5909 We are resubmitting the Associated Grocers project for a second permit due to the following changes. 1. Change from the previous structural design to a prefab metal building. 2. Change of phasing: Deleting Phase IB and adding Phase 3 and Phase 4. Please note work for trash loading areas and site work will continue under our existing permit. We have not affected our previous approvals for SEPA and Public Works in any way. Sincerely, Suite 600 3050 152ND AVENUE N/E REDMOND, WASHINGTON 98052 TELEPHONE (206) 862.6060 FAX NO. (206) 869.1592 ARLAN E. COLLINS KEITH A. NULL MARK L. WOERMAN AIA PRINCIPAL. ARCHITECTS RECEIVED CITY OF TLU!..VijILA MAR 0 9 1990 PERMIT CENTER APPROVED FOR .. ']� BUILDING ISSUANCE BY: j Q • , ,,, OFFICIAL DATE: / - 3- 26 t i I hereby certify 1 at I have read and e : 1 i ned this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating ction or the • :. • rmance or work. I am authorized to sign for and obtain this building permit. SIGNATURE: a L • M4-, DATE: 4" 24 - Qo PRINT NAME: 1AV bfl .. .a0C --) COMPANY: C1. i\ AC].L GQ p, PROPERTY OWNER Associated Grocers -PHONE 365 -9190 ADDRESS Meridian Avenue North Suite 406, Seattle, WA ZIP 98133 -9014 CONTRACTOR Gall Landau Young PHONE 451 -8877 ADDRESS 116th Avenue, Bellevue, WA ZIP 98008 -0728 WA. ST. CONTRACTOR'S LICENSE # GALLI *337CF. EXP DATE 9 -30 -90 ARCHITECT CNA Architects Group PHONE 882 -6060 ZIP 98052 ADDRESS 3050 152nd Avenue N.E., Redmond. WA TYPE OF CONSTRUCTION: 11 - UBC EDITION (year) 88 SETBACKS: N - S - �- W - FIRE PROTECTION: Q • rinkters 0 Detectors II N/A UTILITY PERMITS REQUIRED •Yes [i7 N o Trou a gh . ZONING: M -1 BAR/LAND USE CONDITIONSDYes No 3 -09 -911 3 -n9 -90 PLAN CHECK FEE CONDITIONS (other than those noted on or attached to permit /pans): 4. 5n 8557 3 -09 -90 ENERGY SURCHARGE DESCRIPTION AMOUNT RCPT 0 DATE BUILDING PERMIT FEE :1,966 00 1,2713�a_ 6557 h557 3 -09 -911 3 -n9 -90 PLAN CHECK FEE BUILDING SURCHARGE 4. 5n 8557 3 -09 -90 ENERGY SURCHARGE OTHER: TOTAL - 3,248.50 CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. DATE ISSUED: CERTIFICATE OF OCCUPANCY NO. (Di 4-Dut q I3UILVIia PERMIT (POST WITH INSPE6.4ION CARD AND PLANS IN A CONSPICUOUS LOCATION) FEES PLAN H PROJECT INFORMATION 1 '' 3301 S Norfol SUI M PROJECT NAME/TENANT , s s oc i . -d Gro VALU • =1 r•N- 2:•.00 ASSESSOR ACCOUNT * 1 -•1 J -1 TYPE OF ■ New Building II Addition ■ Tenant Improvement (commercial) ■ Demolition (building) WORK: 0 Rack Stora•e 0 Reroof 0 Remodel residential 0 Other DESCRIBE WORK TO BE DONE: Phase 1 addition to existing perishables building. Grading/Filt CODE; COMPLIANCE USE -) FLOOR 4 ,, TOTAL SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUAF6 FEET 0cc. LOAD SQUARE FEET OCC. LOAD 4 SQUARE FEET OCC. LOAD TOTAL TOTAL. SQUARE FEET LQCC. 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 01180 days from the last inspection. - DATE ISSUED: ' ABBREVIATIONS AB AC 37 �� ACT ADD ADH ADJ ADJT AFF AGG AL ALT AP APPROX ARCH ASPH AWF AWP BD S ETW BITUM BLDG BLK BLKG BM BRG BSMT BUR CAB CB CEM CER CFM CFT CG CHBD CJT l� CLK CLO CLR CMT CMU CNTR CO COL CONC CONN CONSTR CONT CORR CPT CSMT CT CTR CTs CY DBL DEPT DET DF Di DIA DIAG DIM DISP • DMPF DN DPR DR DWR DS DW DWG EA EB E1 EIFS EL ELEC ELEV EM EMER ENCL EP EPX • a ; EQPT 're °ESl> W T EXH EX EXST EW EXT FA FB FBD FBO FCIC FCTY FD FDN FE FEC FGL FHC FIN 1 - L FIG FLUOR FOC FOF FOIC F01O FOS FP FT FPRF FTG FURR FUT FUTURE -RIO FX GA GALV GB GL GLBM GMMU GND GR GWS GYP HB HBD HC HD NOR iY..'ti. w.�.:�i�. - �i.a'.�l..dMYNS.N. �.• >.! 4W.'F(!'YM3�! l'.f.!.a ✓ "'A .;5 rt angle centerline channel diameter or round number or pound penny perpendicular plate anchor bolt acoustical air conditioning acoustical tile additive adhesive adjacent adjustable above finish floor aggregate aluminum alternate access panel approximate architectural asphalt acoustical wail fabric acoustical wall panel board between bituminous building block blocking beam bearing bottom basement built -up roof cabinet catch basin cement ceramic cubic feet per minute conductive floor tie corner guard chalk board control joint ceiling construction joint cup sink caulking close' clear ceramic mosiac tile concrete masonry unit counter cleanobt column concrete Connection construction continuous corridor carpet casement ceramic tile center counter sink cubic hard double department detail drinking fountain deionized water diameter diagonal . dimension dispenser dampproofing down damper door drawer downspout dishwasher drawing east each expansion bolt expansion joint exterior insulated finish system elevation electric elevator entry mat emergency enclosure . electric panel board epoxy squall equipment emergency shower /eye wash estimate exhaust expansion existing emergency eyewash exterior fire alarm flat bar fiber board furnished by others furnished by contt- install by cony factory floor drain foundation . fire extinguisher fire extinguisher cabinet fiberglass fire hose cabinet finish floor flashing fluorescent face of concrete face of finish furnish by owner- install by contr furnish by owner- install by owner face of stud fireplace feet fire proofing footing furring future future rough -in only fixed gauge or gage galvanized grab bar glass or glazing giu -lam beam glass mesh mortar unit ground grade gypsum wail board gypsum hose bib hard board hollow core hand dryer header HOWD HDWE HM HORIZ HR HT HTG HVAC HWH D G HM NCL NSUL NT JAN J ST JT KIT KS LAB LAM LAV LB LG LH LKR LMS LT LWC MACH MATL MAX MC iV1DO MECH MEMB MET MFR MH MIN MIR MISC MLD MO MTD MULL N 1w5 NiC NO NOM NRC NTS OBS oC OD OFF OH OP H OPNG OPP PBD PFB PFHB PEN PL P LAM PLYWD PNL PNT PR PRCST PT PTD PTD /R PTN PTR PVC PVMT QT RA RAD R &S RD RD/0 ' REBAR REF REFR REINF REQ RESiL RGTR RI 'RM 00 UB RVS SC SCD SCHD SO SECT SF SHR SHT SHTH SIG SIM SLR SND SNR SNT SPEC SQ SST SS K STD STI STAR STRL SUSP SV SYM 1 TB TEL T&8 T &G TG THR TIG TKBD TO TOC TOP TOS TOSL TOW TPD TPTN TV TYP hard wood hardware hollow metal horizontal hour height heating heating, venilating, air cond. hot water heater inside diameter (dimeasil n) insulated glazing insulated hollow metal include insulation interior janitor joist joint kitchen knee space laboratory laminate lavatory lag bolt length left hand locker liquid marking surface light light weight concrete machine material maximum medicine cabinet medium density overlay mechanical membrane metal manufacturer man hole minimum mirror miscellaneous molding masonry opening mounted mullion north non -frost susceptible not in contract number nominal noise reduction coefficient not to scale obscure on center outside diameter (dimension) office overhead opposite hand opening opposite particle board prefabricated prefinished hardboard prefini:hed plate plastic laminate plywood panel paint pair precast pressure treated paper towel dispenser 'paper towel dispenser & receptacle partition paper towl receptacle polyvinyl chloride pavement quarry tile riser return air radius rod & shelf roof drain roof drain, overflow reinforcing bar reference refrigerator reinforced required resilient register right hand or robe hook room rough opening or reverse osmosis water rough sawn rubber reverse south solid core seat cover dispenser schedule soap dispenser section sub floor shower sheet sheeting solar insulated glazing similar sealer sanitary napkin dispenser sanitary napkin receptacle sealant specification square stainless steel service sink standard steel storage structural suspended sheet vinyl symmetrical tread towel bar telephone top and bottom tongue and groove tempered glazing threshold tempered insulated glazing tackboard top of top of curb top of pavement top of steel top of slab top of wall toilet paper dispenser toilet partition television typical unfinished unless otherwise noted n• t VAR VCT VR VERT VEST VIN VNR VT VWC W 9'1// W/O WC WD WG WM w/o WP WPT WR WSCT WT WWF XFMR TYPICAL SYMBOLS OFFICE. JQ2 .....r,....._ 0 ,tt 4t. ,cuft 1 /4" v4' varies vinyl composition tile vapor retarder vertical vestibule vinyl veneer vinyl tile vinyl wall covering west with without water C! :3se t wood wire glass wire mesh without water proof working point water resistent wainscot weight welded wire fabric transformer DEM. IDE CA 0 sw'T wHERE Dm. IS DRAW i li TERIOR ELEUVION(3) " ELEIXTION IDENTIFICATION SHEET w RE ELE\E TIQN IS DRAM ROOM IDEHTFiCATiON ROOM NAME 'ROOM NO. NEW FITiiSH GRADE EXISTING CONTOURS TOP OF VA I TC)P OF CURB r+oP OF wavEMErrr 'PROJECT N0an+ COLUMN L. 4E /GRA LINE 00OR SYMBOL ROOM NUMBER DOOR IDENTTFIC4 lOf4 PARTITION TYPE EXISTING GRADE PROPERTY LWE NEW OR FNISFED CONTOURS EQUIPMENT TYPE .. . 4--- 'RIPE OF EQUPMENT X *2 X- RAY; F F000 SERVICE EOUIPIvIENT GROUP REVISION GAUD AROUND fr.111SION MATCH LINE SHADED POR1N IS THE SORE CONSIDERED ' WORK POINT. CONTROL POiNT OR DA JM PONT • BUILDING SECTION SECTION IDENTIFICATION SHEET WHERE SECTION IS DRAWN MU. SECTION 11 -. 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N/E REDMOND, WASHINGTON 98052 TELEPHONE (206) 882 -6060 FAX NO. (206) 869 -1592 ARLAN E. COLLINS KEITH A. NULL MARK L. WOER 4AN AIA PRINCIPAL ARCHITECTS FILE COPY 1 understand that the Plan Check approvals ere subject to errors and orraisslons and approval of plans does not authorize the vlolatrot of any adopted code or ordinance. Receipt of contractor's copy of appr v 1e p sok nogF Qm�. e By BUILD NG DIVISION Date 4 24-Ora 03R Permit No D REGISTERED r , M ` ECT ASSOCIATED GROCER'S INC PERISHABLE WAREHOUSE ADDITION TUKWILA. WA. It PROJECT NUMBER '4 1 2. MOViF=IEc PARK! NG seumennememesamagagissammosaimanno CITY OF TUIKWILA APPROVED APR 2 3 1990 . . DATE cc i + f cl a t DRAWN BY J.J SHEET TITLE (-ENE RA SHEET NUMBER A0. ��S _�� .i? , o• GL 107,,,41, klesigned Approwd OVM. CONC. Consulting Engineers and Surveyors 10800 N.E. 8th, 7th Floor Bellevue. WA 98004 4206) 455 9494 Drawn / - /✓M NC: Scale / " =40' bate /06.4:9.9 Checked PON ''s - Project No 5900/0/ Corisu an Consultants, Inc. I CONC. I NC: RAD gL 1> L 1 SCALE: /" =40' 1 i s I 0\ .B kl). N X 1 • . BL DV 6.7/ PLANTER 3 x .6.85 F . N. r Ca' ( ' ) GREASEPTOR z 2/ W.V. 7.49 (p' sPR /MILER SYS rEM TRANSFORMER COR. CONC. 6./5 BL 0'6 COR. /L/5 B/LL BOARD S CONC. d■.4O 6.75 (9 TRANSFORMER BLDG L /NE •6.9.3 2455' /L/MFRO VED h' G' TU M ,°(' ,1 HEMLOCKS IO' -16' N1GN ON APPROX. /5' CENTERS W/ //OR/zONTAL ✓(/A/ /PERS /N BE f /EEA/ L /FT STA. 70P 6./6 / . E . - 0. 7 E.( /N) l E. 2.3 w (OUT) I w /0" !i CONS . ) I y' " i or 1 I 6x �o • cc. B _ � 4L 1' % 92 J 6.78 6.95 ASPN. 8 ., 20' GATE "h - 7 6. c'TUMPS k 0' /O. F.N. oo t t WV. 6.8/ GAS VAULT 7.76 W. V. 6.02 W 1 - SEATTLE' VTY' 1. / 6s/T EASEMENT ------------ -� °fi �•.� 2;1.0 IL o h' 0 mI h EL. VAl/LTJ & PL ANTER 782.9' ■ 031_0 '0 CDR. /0. 99 1 It / / 6 h' 78 1/4111,,7 PLANTER 6.64 PER /SHA L3 LE \W,4RtWOIJSE P/N. FLOOR EL. //. 50 C.B. TOR /i /a LE.3.S W 1 /. E. 3.78E VV .V ---- w /0"-ST F u. 4 6/ W. 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J l21tA BASIC LOADS Roof Live Load: Frame Live Load: Wind Load (1988 UBC) : Building Dead Load: Roof Panel Purlins Rigid Frames Total COLLATERAL LOADS Sprinkler, Insulation Electrical and Mechanical MATERIAL DESCRIPTION ZA- PURLIN 8.5x2.75 (16 ge) 50 kel ES- EAVE STRUT 8.5x8.5 (16 ge) 50 kel AN -2 BAKE ANGLE 2x5 (16 ge) 50 kid AN• FLANGE BRACE 2X2 (16 ge) 50 MI BC- BRACE CABLE 918 dle EHS 154008 orrS PNL,, • 0 UT.7. Pc. of- C r. hI 2G PURLIN , 6.5x2.75 (14 ga) 50 kit EP- CORNER POST 8.5x8.5 (16 ga) SO kat ZA- GIRT 6.5x2.75 (16 ge) 50 kel Et :- GABLE BEAM 1Ox5.5 (11 ga) 50 kat PAL SHEETING 26 Gs High Rlb 60 kel FR- STRUCTURAL BUILT -UP RAFTER AN -10 SAG ANGLE 1x1(16 ge) 50 kW WIND POST 8.5x2.75 (16 ge) 50 kat STRUCTURAL BUILT -UP COLUMN r E , 10 J I JL .J - r ., 25 psf 25 psf Speed 80 mph 1.0 psf 1.0 psf 2.'0 psf 4.0 'psf Ndr VooR $•.1 IAu. `.44G 1 3`1 DTI; F RS:. 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LOCATION LINE --1 AND LINE -12.5 LINE -7.5 18 PANELS ® 43" = 64' -6" 4" EPS 'DSL. -CR PARTITION PANEL 3 PANELS 17'- 7 1 /2 "; 5 PANELS 18' -.4 1/2 5 PANELS 19' --1 •1/2 "; 5 PANELS 19' --10 1/2" LENGTH 10'-2" 19 -10 1/2" 18'-4 1/2" 17' -.7 1/2" QUANTITY JOB NO. DATE: 2/22(90 WALL PANEL LAYOUT ASSOCIATED GROCERS . 3B. #4 TUKWILA, WASHINGTON DRAWING NO. I ACAD NO. SHEET T -4 Z438 DRAWN FJY: - PLFI REVISED 6 3/4" 0 h ERECTOR NOTE: CUT 9" FROM FIRST PANEL SO THAT LAST PANEL WILL BE 15 "± 65' -0" 1/2 19 PANELS @ 13" = 68' -1" 2 1/2" ISO DSL - -MR WALL PANEL 3 PANELS 20' -7'; 2 PANELS 10' -2" • 5 PANELS _19' --10 "; 5 PANELS 19' ---1" 4 PANELS 18' -4 "; (PHASE #3B) L1 N E-1 WALL PANEL LAY() T FIELD CUT --- �---�� USE REMAINING PANEL 2 to u � PHASE #3B — -- 254' PHASE # • -5" 71 PANELS 0 43" = 254' -5" 2 1/2" ISO DSL MR WALL PANEL 43 PANELS 17'-10 1/4" ; 28 PANELS 7'--10 1/4" LINE -U WALL PANEL LAYOUT 65' -O 1/2 E 12 2" 6 3/4" EXISTING WALL TAPE-- SEALANT THERMALSEAL DETAIL AT ROOF PANEL TO EXISTING WALL INSULATED WALL PANEL 1/4 X ° #14 HH SD A 3 1/2 "X 8 "X 14 GA. FASTENER THRU AP-1 ANCHOR PLATES FRAMING INTO 14G. PLATES AT GIRTS AT EACH GIRT LOCATION RACE DETAIL INSERT ROOF PANEL METAL TRIM 1E1 UNECTION ,---- WALL PANEL SET ` IN BED OF BUTYL SEALANT CUP ANGLE ` BC-1 AT EA. PANEL JOINT A ' FASTENER THRU BASE ANGLE o INTO 14 GA. �.•.. 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'�.��N.�. •. ::.sue' .�. _=3 . _ _. -. ._., r,r.: ...✓ . �. z�.i.K.:• .r PURLIN a <s CORNER TRIM CT1 THERMALSEAL EXTERIOR ROOF SHEETING EXISTING WALL WALL PANEL THERMALSEAL 9 s e Z t WW O IIIIIIIIIIIIill!I IIiIEIIIi ll111lIIIIJII11Ilnl 1111 111IIIIIIilIIlll rs x. .i..ti rk <,s✓': . j 7<., . r- �'�;a .'�*�x ✓_'"iC °rT+ +L METAL TRIM 1E1 SET IN BUTYL SEALANT THERMALSEAL WALL PANEL S.S. POP RIVETS CONNECTION TRIM WC1 OVER ' INSUL- WRAP P -300 S S POP RIVETS JOEL NO. NONE MAR 8,99( CNA THE RMALS P AN DETAILS ASSOCIATED GROCERS #1A, 3B TUKWILA, WASHINGTON AC.A,D NO. SHEET 7.439 '. lr++�wx•�±%: j�ftY�Miw]�aniN+•tiPi•.^+�.4 Haixln(y!e �., ,�,.'*'v. GENERAL NOTES 1. DESIGN LOADS Desi UBC w n€ s. and B asiic wind�speed 80 mph,nexposurenC. with OA 4 -17 -40 2. PANEL CONFIGURATION The following specifications appear on shop drawings prepared by Thermalspan. They are intended to be a guide for minimum acceptable installation procedures and to indicate the quantity, Size and material specification of products furnished by Thermalspan, for the described project. They should not be used to replace or supplant specifications or notes on structural drawings. Materials shown on these drawings and specifications have been approved by Thermalspan for the purpose shown. Wall Panels: Insert Roof Panels: Panel type Insert Core material Iso Core thickness 2 1/2" Coverage 47 1/4" Profile Material Gauge Finish Color Pattern The partition' panels are Double S -lock type, DSL -CR coverage, with a 4" core of polystyrene foam. 3. FASTENERS Exposed fasteners shall have painted heads to match the color'of the metal siding where they are used. Fasteners to attach'panels to the building shall be as'detailed on the drawings. Fastener schedule: `Wall panel at gists Wall panels at eave Trim /stitch fasteners See detail" drawings "for trim fastener types and spacing. (SFP) Exterior Face Interior Face 1/4" x #14 x 2" SD point hex head self tapping, self drilling through girts'into insert plates as shown on detail drawings. +` Pre-drili girt and panel before installing fast- ener. 1/4" x #14 x 3 1/2" SD point hex head self tapping, self drilling fasteners with washers. Use 3 fasteners per panel spaced evenly. a. Non exposed sealant shall be field applied gun grade non- skinning butyl. b. Exposed interior sealant shall be field applied gun grade white silicone. c. Exterior exposed base sealant shall be white gun grade urethane. Minor rib 1/8" x 1" @ 6" o c G-90 galv stl 26 Poly Surf White Smooth Flat G -90 '`Galy steel 26 Poly White Stucco embossed 43" width 5. TRIM a. All trim shall be fabricated' from G--SO galvanized steel in appropriate color. b. Provide „ 3” overlap between spliced pieces of trim for each c. Fasten @ 12" o.c.'unless otherwise noted in'detail drawings. d. Locate fasteners on hemmed edge of trim whenever possible. 6. WORK OF OTHER TRADES e. Holes 'in panels for other 'trades to be cut, sealed and flashed by the trade concerned unless otherwise noted on these drawings. reduce the, structural strength of the b. panel n are WtocbeWadequately reinforced by others. 7 . SUPPORTING STEEL AND GIRT SYSTEMS a. Not by Thermalspan. an. p The face of all steel must be free of bolt and rivet heads, built up welds or other obstruction wh ich might interfer with bearing of panels on g u us or pwh dins. c. Girts for support of panels must extend to outer extremities of elevations and across face of columns to which panels are applied. 8. MODULE RETENTION Exercise care to maintain uniform side joints on each elevation. Leave a 1/8" - 1/4" gap between leading 'female edge and male off -set to allow for expansion /contraction. 9. FIELD -CUT PANELS Field -cut panels where required at openings as shown on drawings. Cut edges are to be covered with trim. 10. TOUCH -UP Use matching color, touch upon material where damage con- sists of small chips, abrasions and field-cut edges. Do not cover large areas with touch up color. 11. ON SITE STORAGE Panels and accessories are to be adequately protected from traffic and weather to ensure against damage. IIi1II1! II 0 18/113 INCH 1 ' 1 1 I1I1 (1 1 1 I 1 ( 1 { r l l l l ( I I I I , . F l i t r 1 1 1 1 1 11I 1 1[111[1 1111111111 ill 4 5 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original_ document. 0€ 6Z se GZ 9Z EZ ZZ !Z Uz 61 81 Z.1 9! S! h! " E! 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HTA364 (37` 1/3 HP' FANS 660 4 SHIPPING 4/EIGHT SHIPPING RECIEVING \ - FRIGID COIL" HTA364 (3) '1/3 HP FANS 860 44 SHIPPING ` WEIGHT .rte -.r• OFFICE PERSONNEL AREA ` 1 1 1 , IIIIII ii !ii1iI IIIIII���IIIIIIIIIIIII�I �:tIN�IIIIIII IIiiII IILIIIILIIIIIII IIIi II!l!1fIfI . i'`I�IIilIt II IIi l iLIt I �I II �II �I�� I � I � I ��� I � I �i���a� l �l� l � ' �I�� I �I�I�i+ I : 0 16 TH$ INCH 1 2 : 3 4 5 6 7 8 9 ; 10 i 1 MOEawurr 12 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. , 0€ 6Z 8G LZ 9Z SZ bZ E ?, ZZ tZ 0? 61. 81 Lt 91 GI 'rl Ct ZI it Q 6 9 L 9 S *l £ Z l w� lil1i1iaIIE1i�IIJiiii11i !! iii1i111111!I I !Iiiii�i'ail i!I !I 111111;1iilinitiu111,11; �iIil!�nti!nIIIIII!IIiIi� 1IIi�il! IIniii1ni1iinI it�llirliiI Inn!I !1 1 n i I !Itt I .. �..�. . � _ .. . �... v ... � .. ► � �� ,� ►i, 1 1i 1 ►►. L► 11i► 111I1111h11ll111t ..... I► 1►. i. 1I1I1�, �I���1I����l����l����I���ti�� ►1I111�I .... .... ...;_. r.. .. ;. �F ^a,; .r .:;..ti tY. � �,L•tA.r"z r:v t r� •tr J ..,:. .... . ,. .. ,. ,. ,�. ,,. ..,: ,r.. Y� ., r. ..._.: v.l .,r ..... ,. J. r. ! $$ ,r'. : �: �`r.;,• t! � �wN,'CtiT'; .{ry.: �, p^ [T u • 4 . ti LARKIN CU3500H2 CONDENSER BANANA TOMATO , 1 4147, vr+.r .rr... - v, r,. GENERAL PRODUCE DRY PRODUCE H WET PRODUCE EXISTING - HEADERS ELECTRICAL ROOM MACHINE ROOM ICE CREAM RPOM 1 r• FRICK RVB II IUOE COMPRESSOR • SHOP AREA ITY ti w-. FREEZER FRESH MEAT w T • GROUND BEEF _r '--- -- EXISTING HEADERS C.= =a FISH • l• ARCHITECTURE GROUP N ASSOCIATED GROCERS INC. PERISHABLE WAREHOUSE- ADDITION TUKWILA, WA. l REVISIONS Nurnber Date Project Nulnber fr 2. r33 Date E~ .G ( Ztil Drawn Sheet Title - ,C e€:;, Speet Number :.� Suite 600 3050 152ND AVENUE N /1- REDMOND, WASHINGTON 98052 TELEPHONE (206) 892.6060 FAX NO. (206) 869 -1592 ARLAN E, COLLINS KEITH A. NULL MARK L. WOERMAN a AIA 3-1-q° 1L%. F t 1■ ` t:1 F i' IT Cc • T: : J EXORE/ E/TOR . ,f NEW G'REASEPTOR Jos/NI 6'0020 SEi? /ES 1 35EF -4 "PVC EX ''FORCE .MA //V PLUG REMOVE EJC GREASEPTOR 4"L/NE`s INSTALL NEW 4" LINE I CONNECT TO Ex- 4 "L /NE le 5.75 NORTH FACE OF EX BU /C O /NG 7 U) 01 /C77LE /RCN FRAME ,` covee CUT IN NEW 8 "x4 " WYE IN EXISTING 9 "LI/V'E CONNECT ADAPTORS AS REQU /FRED S EX. Bf`s-5 EX L /FT STi9T /ON 0,7 ON) 2.3(OUT) ADAPTOR AS REQ'D n EX. ¢" /. E. 5. 75 ■ t ■ C o es 4- ' G C P a CLASS B ASPHALT CONCRETE - ' (S" CC/LIPACTE DFPri) %4" MINUS CROSHED ROCH BASE' (4" COMPACTED DEPTH) COMPACTED SUBG'PADE NOTE: FORILOCATION SEE SHEET A.3 GREASEPTOR DETAIL Cf O C • • • + o • C . ' r d -- f CATCH BASIN DETAIL ff • C► C. G n 0 o cr a O C ' c C G C .o ♦ CC PAVEMENT AND PATCH SECTION SECTION A -A `„ NOTE: WHEN OVERLAYING OR SHIMMING TO MATCH EXISTING PAVEMENT DELETE CRUSHED ROCK BASE & INCREASE DEPTH OF CLASS B ASPHALT CONCRETE. PLACE & COMPACT IN LAYERS NOT TO EXCEED 1 1/2" COMPACTED DEPTH. 4 "PI/C CONNECT TO Ex 9'S? vE 44.3 F/N /)WED FLOOR- 45° bEND 45° BEND 0 L /iVE END INSTALL. WYE IN LIEU OF .11 BEND FOR CONTINUING LINE RUNS -.. \" !'T "// off //fff F/N/SHED SURFACE - MOO 1 M /N. -3 CLEANOUT DETAIL TRENCH W/OTH (1.5 x V") # 18" (30" AVAIIMUM) _7 / c I' r i TYPICAL TRENCH SECTION PIPE LENGTH AS REQ'D NOTE: INSTALLATION LOCATIONS SHOWN ON SHEETS A 2.2 ThRU A 2.7 TRENCH BAC/(F /L L '.e r0•fg® W�0V+7d• SURFACE l'1 ® e o e00 0e0�eoe eo oe � RES RESTORATION � S ► ooeeloe e el ► .4 e e o 4 f - ►eo e4 s» o•ALVq$ +o ®eoeeeo� ° '� » e'{ & ,;1/4\ tka ------15.1 p R IG ID PIPE ROUND HEAVY DUTY CLEANOUT (J• R, SMITH, FIG 41/2) 7OP OP DEDD /NG /OA' FLEXIBLE PIPE TOP OF BEDDING FOi P ti HEAVY DUTY FLOOR • DRAIN W /T/I SED/MBNT adorer,/ TRACTOR 6/PATE �.�R. SM/TH, F/G. 2e 243) DUCO CAST IRON DEEP SEAL "P" TRAP MALE THREADED /A/LET > FEMALE THREADED OUTLET 41R. SMITH, F/0.7224 NOTE: • INSTALLATION LOCATIONS SHOWN ON SHEET A 2,2 TMRU A 2.7 1. FLOOR DRAIN DETAIL 0 C CONC. WA L E OR FOOTING WALL PENETRATION IIIIIIIIII1IIIIIIIIIII )IIIIIIIIIIIIIIIIIIiE J;I1' 111111111 11111111111 Ifl 111111111 111111 II IIIIII 11111111 1111111 I` '11111 0 le Th3 INCH 1 2 3 4 5 6 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. 1 bZ EZ ZZ tZ OZ 81 et Lt 91 GL in Et Zt tt 01. 6 9 !IIIiii1ililII IIIItIIIIIIItI I IIIIIIIIIIIIl1 10 11 wOE:r.efewm 12 L 9 S ' I ! i I_ Ill�llll111lI�IIIl111 !liiilllllll�ll!!IIIfi'!I! ?III �Ilill�ll!i ll; 1�! l il{ il �IIIIIIIII' IIIlliill�lilll!! fi�lllll II! 1 lilll! illllllll1111�IIII�i{ fI�IIIIIIIIi�III} �Iill�li ;i� ilii11111111111,milllli mi �� i� .�{ .v _�-;. 1..• ...• ii +r 5 ' �,ri. r .: "� a, �,..�r, 1, � y ,;. _7r ..... �i. •;'� i� . i ., ,•., r" �� `[ - �f ��, /C.,hiv � .•L „ G 1 �.V�'t + RK'i'[{".e.' ; . J � ,1 ( �' ,�..�'ti�4�,�,.y� r !Z ,l: i}� j lrf .. 1�'iY � { � .y �,"[ 'SB � a '� $ � ,.,y �pr..� r t'' � ! d ,�:i f .. ;. a 1J' ...�.. :3. "Y f tb: �i ? r �., �t;` 'K'S"" -Y ^`}.. N .,: ? ✓�f �i .v �� ... ;: . '.. .... , +.:. .. r..•rt. .. . '_. '� 1 ...•.: ", ..n ..a. :;a. :..;�.,. 9 ..; ,,'; ... _ .. ^'xt ... ... ,S„ r +. _,t �°'�{ fI ♦ .: 1,`• / tik,•. f171€k:. .,,.y... xL_.t l��'•xSreT .�'. .; s . .... , .... FINISHED FLOOR PVC DRAIN LINE ADAPTER PIPE SLEEVE /V /N. /D.= .01•3" -DRAIN LINE GENERAL NOTES AND SPECIFICATIONS All work and materials shall be in accordance with WSDOT /APWA Standard Specifications, applicable building codes, and with the City of Tukwila Standards and Codes. 2. Contractor shall provide and maintain temporary sedimentation collection and control facilities during construction to ensure that sediment does not enter the drainage system. 3. All locations of existing utilities where shown are approximate. It shall be the Contractor's responsibility to verify locations to avoid damage or disturbance. 4. Contractor shall excavate and verify all existing pipes and appurtenances at connection points and notify owner's site representative of discrepancies from plan. ; 5. Contractor shall adjust horizontal and vertical locations of utilities during construction to avoid interferences and maintain clearances as required. 6. Floor drain pipe 3 inches and smaller in diameter shall be PVC, SDR 26, solvent weld socket type joints. 7. Floor drain pipe larger than 3 inches in, diameter shall be PVC, gasketed joints. 8. Catch basin connections and storm drain pipe up to 12 inches be PVC, SDP. 35 with gasketed joints. 9. Storm drain pipe 24 inches in diameter shall be corrugated aluminum alloy, 0.105 ' minimum wall thickness (12 gauge) meeting the requirements of AASHTO Designation M -196. 10 Pipe for fire hydrant relocation shall be Ductile Iron Class 52 or as required by the City of Tukwila. ' 11. Floor drains shall be heavy duty with deep suspended slotted sediment bucket, tractor grate, Duco cast iron body, round, with ductile iron grate. Floor drain shall be equal to J.R. Smith Figure 2243. 12. Traps for floor drains shall be Deep Seal "P" traps, Duco cast iron, male threaded inlet and female threaded outlet, equal to J.R. Smith Figure 7221. PVC adaptor shall be used liar connection to drain piping system. 13. Cleanouts shall be Duco cast iron with round adjustable scoriated secured nickel bronze lop equal to J.R. Smith Figure 4112. 14. Catch basins shall be 48 inch diameter precast concrete equal to Associated Sand and Gravel CB -5 Precast Catch Basin Type 240. 15. Catch basin frame and grate shall be ductile iron meeting Washington State Department of Transportation Standard Specifications for Standard Plan B -2a, equal to Inland Foundry Co., Inc. Figure 432, Grate Style C, -2. 16 Greaseptor shall be JOSAM 60120 Series white coated Grease Interceptor with white coated steel extension, deep roughing, flush-with-floor type, with 35 GPM rating and 70 pounds grease capacity, 4 inch threaded connections, cascade bottom, internal air relief, visible double wall trap, removable baffles, gasketed non -skid cover bearing Plumbing and Drainage Institute seal of approval and flow control fitting. installation shall be in accordance with manufacturer's recommendations and specifications. 17. Trench backfill and gravel base for asphalt pavement shall be compacted to 95% of maximum density per ASTM D1557. \ 1 AEI Consultants, Inc. REV /2 /2I/$9 SDR 35, with in diameter shall Consulting ingineers and Surveyors 10800 N E 8th, 7th Floor Bellevue. WA 98004 12081455 9494 1• PROJECT NUMBER DRAW! BY SHEET TITLE SHEET NUMBER ARCHITECTURE GROUP I Suite 600 3050 152ND AVENUE N/E REDMOND, WASHINGTON 98052 TELEPHONE (206) 882 -6060 FAX NO. (206) 869 -1592 ARLAN E. COLLINS KEITH A. NULL MARK L. WOERMAN AIA ,.,PRINCIPAL ARCHITECTS ASSOCIATED GROCERS INC. PERISHABLE WAREHOUSE ADDITION TUKWILA WA 9 I.}.';ii Il, „t Foil iT CiU=lift DATE_ CIVIL DETAILS C 12 • 'f y , .t74.' .:::ezli �fu, b .1 :' ti^ti:M'YSZ`ti i :'_' �f/: Z" A% s: w rX .v'+� MMk!?11 +/LSamaroi�?u�,0': .� 1,•tix { +,. ,r f�r . .:1 .11 Aa,.�,:;t a r.:.:..i ti'at.':ird ;•d� fi , aid 12. Alt ! •b..1.3. • e , 3 3 (,1,)"a D L t boL.T't pt~ w/(4) p E.. 'f A.,• • L. D E. c C2:) 6. . ! . Z-1 . ) o l , r T l 4f pt, (a / (12) 94 4 W,r) •3 (Azoz.� 41 V_IM.E. # 1 - thrU_ : Qo.FTecz. Cc,L.u I � t /71* Irf 4a. 1 . Go1414• "' /ih) 1 2 : 6 I 4."C,L.IP.//61u4t er(AC. ) (1 C,L,IP To A.roL;T) (�eha✓TE 20..bu. g 14 V.4 t' c,eq`,- le) GA wep 1 4" 'V T 1 1^ p '►.L C ( N?., r,.r.) .74 d- C *'if.T - ( 2 ) (b) ' 7 .¢`gNyray. o L.0 W l "#o j5•• 5.0, 8 x 1/4 r L,U47 to &Awe,* r= RA.r_t cr; MAR U 9 lb ID" ° e 1LNE. U. 1`it5t4) LINE $ �Z L� 6L GL LL 9L 5L ! 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(206) 869-1592 ARLAN E. COLLINS KEITH A. NULL MARK L. WOERMAN APrit-;!TECTS 3-1-q0 Sheet Number s AIA Project Number e a51 a raw.. R1.2 ■ Date 1, I 5 1 le410101erRI Sheet Title pl , .c FP1-1,A4E5a 0144 • beLETED be FRO Si 14 etk t. -41 ti Ark DEFR OST FRIGID COIL A4AD % 1f/ 3 A364` ) 1/314P FANS f,. ST R ( ; . VALVE 860 1F SHIPPING: WEIGHT NEW PIPING '. STOP' ►� sid0 VALVE -. S TOP VALVE ` SOLENOID W/ STRAINER 2- AIR' DEF Ih, T- FRIGID COIL ' • HTA364 -(3) .1/3 HP FANS 860 it SHIPPING WEIGHT STOP' VALVE s'I nP '' VALVE STOP VALVE STOP VALVE HXV �SOLENOID,VALVE , STOP -VALVE . A4AD WI STRAINER ' CONNECT CONDENSATE DRAIN TO EXISTING 1/2' 1 1/4' STOF VALVE l'R14 III '1 I I I J I I I I�f i `I� I1 II 1 11 I I 11' I' 1 1 I I I ! W W W I , WI " 1111111.1 II JI 0 to THs INCH 1 2 3 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document., ( � 1111111I I1111illll 6Z 8C LZ 9Z SZ 4 7Z Z Cr. 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OOO R T - 0" A FF ...:. = acs, 4 Y+/ 1 35 /A4, 37 A 39 A,35 tgriCC,i' 3 .1._ Oeiry-IEEGH I LI ,l j 'M U OpC" t c:- F1..t.J.SI -t yi,/ I - rt" f "! 1 _off= . J r- /yC c/ /'N T' A .:? J',e1 G t /V T 70 /2CC A" 000 AZ W .1rJ'T'" c m1 t 6 - TFL=t< `r 7. 2. F 3N1 y, L. L f�1 11 Nom, cplisrftriosi op ArcCt-t1 . M01 r ' c. rL d'VEN% 9,N44EL.. P+t I Nr' Ur'SP ria=r c 74s1*= - t. 4 T"Yh'C /``'9 REMARKS PHASE 4 - O A, 3:5 f" i, 7 SCALE: 1/16" = 1' -0" NOTES ~ ( ' L"'W L.aocZr(c r.4) I i EAST FLOOR PLAN A, A PHASE 3B 14 3C► A, •,3 A, add- A, 3 � Pr,32 -- -�- - ---� . - fin1IR. '? L1 r, Ltd V)(107! 1 414 LaC,A'r1 J,) ® u r\ A, 3G► "3,4 3 ' [ Fa Icc I'�MIS '2 L r, » L 2 L,. it MAIr-1 i Ar► i� �11'`IU tT''►' - TtF tI C 1. rit {;3' )< r F M 1 HAtcr 6Z::: 4CLi r ,atr N11 XT FVru Imo' . 7 : 3 KEfr % l4 - -� 11' —'1-! (en f -- A,4! `, 4 A 3 m ,5 Cxle 1 t.:'ur(t't 'P) 'Fz N T L L - /4,,34 McC rn3 ._.._ T- . .p 11� Ili it 2Hi v &,x, 42; JH i tha , -a 0 -1 1 Fr iNtq /..Lc (NeW Lo=rstri t - .—I.. ! 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IIIIFlII1 II IJII III 1III I! ply's' 1111 4 5 6 - 7 8 �� III�IIIIIIIIIIIIIII�IIII 10 11 "e'N OE 6Z Sc: Gz 9Z SZ he CZ ZZ lZ OZ 61. Ell LL 9L 51 hl el Z1 11 OL 6 8 L 9 S h E Z 1 ww 0 �IIIIIIIIIIl IIISIIII�IIIIIIII! 11111IIIIIII !VIII!Ilillli�)�L�L�I!I 1;111 1 I IIIIIIIIIIIIilllltltl full! Illliin�lnlll! II! InIIIt�illflllnrlllfllllilllilllllllil ltill u1�11iIIIIIIIIItIIltllllllllllllllilllllnl�ln! .� s f *, LII�IIIIIIllilllllllll.Ill .,, .' . . ., '.r ', ..•... .�' � -i.♦ •�, i:., ..t, ^.... ,. :. . »1. .e r. - ix: `'. 1 +lWZ . . it 1111 11111111 PHASE 1A 1' DOOR NO. POWERED DOCKBOARD 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 226 27 22 9 230 231 232 233 234 235 236 237 238 239 240 241 242 ** 243 244 245 246 247 248 249 25 52 DOCK DOOR EQUIPMENT SCHEDULE AND CIRCUIT ASSIGNMENTS 2HL -13 2HL -13 2H1.13 2HL -13 2HL -13 2HL -I3 2HE -1 2HE -I 2HE -1 2HE -I 2HE -I 2HE -1 2HE -4 2HE -1 2HE -1 2HE -1 2HE -3 2HE -3 2HE -3 2HE -3 2HE -3 2HE -3 2HE -3 2HE -3 2HE -2 2HE -2 2HE -2 2HE -2 2HE -2 2HE -2 HE -2 - 2HC* 2HE -44 2HE -4 2HE -4 2HE -4 2HE -4 2HE -4 2HE -4 2HE -4 2HE -6 2HE -6 211 -6 HE -6 2HE -6 2HE -6 2HE -6 2HE -6 2HE - 6 DUPLEX AND DOCK LIGHT ILA -10 2LN -1 1LA -10 2LN -7 1LA -10 2I6N -13 ILA -12 2LN -2 1LA -12 2LN -8 1LA -12 2LN -14 2LHA -5 2LC -1 2LHA -5 21C -2 2LHA -5 2LC -7 2LH.4 -5 21C -8 2LAA -5 2LC -13 2LAA -7 21C -14 2LAA -7 2LC -19 2LAA -7 21C -20 2LAA -7 2LC -25 2LAA -7 2LC -26 2LAA -9 2LD -1 2LAA -9 21D -2 2LAA -9 2LD -7 2LAA -9 210 -8 2LAA -11 2LD -13 2LAA -Ii 21D -14 2LAA -11 2LD -19 2LAA -11 21D -20 2 LIA - 1 8 2LAA-18 2LAA -18 2LAA -18 2LAA -20 2LAA -20 2LAA -20 2LAA -20 2LAA -16 2LAA -16 2LAA -I6 2LAA -1 2LAA -14 -14 L 4 2LAA- 2LAA-12 2LAA -12 2LAA -12 2LAA -12 2LAA - 12 2LAA -10 2LAA -10 2LAA -10 2LAA -10 2LAA -l0 FLAG NOTES 240V CORD MID. OUTLET 2LE -2 2LE -7 2LE -8 21E-13 2LE -14 2LE -1 2LE 2 -25 F -1 2LF -2 2LF -7 2LF -8 2LF -13 2LF -14 2LF -19 21F -20 2LF -25 2LC -1 21G -2 G -7 2L 8 2LG - 2LG -1* 21G -19 2LG -20 21G -25 2LG -26 240V WALL MID.* OUTLET NO NO HO NO NO YES NO YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES YES. "riF S FUI I. t 1 VT-I4 4 I , Acza'irc ca}rl N E T`Ic�r :> Y I F-r Lcctttcr1 .5 aaU l mviE I' £VIDE VVi'E,4Th'4"/s 5,i1E - LD 8 Y 5QWA'E D Ca. PRO Y/D E A P/PR*O y ED 17 ,'/P ,5 rI /E' L d ,9N10 RE Pc A c Tilt/ c;' 6 AS K E TS //v Ps1 /Y E i ci A R D- * WALL MOUNTED OUTLET SHALL BE CONNECTED TO SAME BRANCH CIRCUIT AS CORD MOUNTED OUTLET AT RESPECTIVE DOOR. ** THESE DOORS SHALL HAVE 480V, 30 OUTLETS RELOCATED FROtI EXISTING DOORS 219 R 235. ARCHITECTURE GROUP -- Suite 600 30S0 152ND AVENUE N/E REDMOND, WASHINGTON 98052 TELEPHONE (206) 882 -6060 FAX NC. (206) 869 -1592 ARLAN E. COLLINS K' :ITF1 A. NULL MARK L. 1KOERMAN AIA PRINCIPAL ARt.lIllTECT, L S L '., ,0 � s Spading & Associates, Inc. - ELECTRICAL ENGINEERS t210 EASTLAK AVENUE EAST SEAT'1 LE, WASHINGTON X105 (208) 324 -ISn ASSOCIATED GROCERS INC. PERISHABLE WAREHOUSE ADDITION TUKWILA, WA. FUTURE PLAN CHANGES I SHEET PROJECT 4 2 5, Atb t / • NUMBER OEC 15,1 E54 DATE F 1 r" -..0 1 /Ic'al© DRAWN BY SHEt T EA ST FLOOR ,PLAN. TITLE 2 NUMBER !". tArt, - rZEL.47,:CrleyM. EXIEr!NG Pcc.wq< LP"" / 1.‹=cyrsf=t= ctlk.tri" "Tt) Frsaylpve VIJP LX fg MC:el Cot LE Tyvsi.4 Hew - 4:2=1-=p-1.5 czir r•kT FE1,...c::),4 480y; ad," awn to.stac) curt ..C-rtav:>%3 L 211 N-MW C>cnortk..5 /220 it /2,42. — 11. .... 4 ,\ I ' Ftl"T"y•ZW111 WiTht /z cz:2K (tcrr4c)c:t_rrt..er /ok F&')VVM1Se= 4:‹1‘;;;P.e.,frzitc=t 1 Lot e?4$1 'Tr) -av*/ 1== k4 ; 3 A, — 5 A il Ar. A..3 tzy(014,6t..14.5t-f ler! r4e, F-1•400 New '2 zV erkc 50/ 4 , siv CS = tgct.scarivr"Le: Ar t41'14 TYPICAL EXISTING DOCK DOOR VAINSOMMVINW fl 7 NO SCALE /'-- y• • • - ..._ ... ......._ _..........- ..,................., .......- T ,--, , i ......-.---- i -----....,,,, , „....... , - .i. _ -41—C1 / ()A1 / A,5 O3 19:Nt-JEL- )FM F( t 2 L1 1 -a,- <1„5 LocickTitnhi __I c;;),c•i--< i21. (r/x Tb t Opz/atNICt4 cI F=1.11"1 0 0 PHASE • 11 i . l'w•- .," *.' I 1 ! 1 t „......--.4. . • I i , ) 1 --f---- 1 ' & J rc '' q 1-1410, (7 ,C,...,...., ..11 ''''''''' I 1 .- 0 -3 -cL F 41 F" -3.1 .51 0--- 0 4.141111■1.1.14414•11•11•46••■••4/11., ••• • t .__.. • A, 5 /4 05 rice .7 4" —^-41 fr... r's SAc=urrazzy I To ps t: rrpe" {1 czst-47-ret4=4...L.-=-1 R cirs,1 RverLocezfrs, ccrtg 14: Witz■L.L., ti-st•vi 1 ,o cx t 6/ NE przzos/(;.....w t4Elyt, a,dam 0.7S HEW i:7("CS4 t=ccrq,. f WPILL Pkt-e.t& Cp. 3 I p6 - 1.401..d.St4 K65 FIRcovli0 15e, ZoicN 3g6 4W G.F361..it-Jc=4:p 11 t4 4 topirc:*f c;Xissr1 t.4 prgite,to c=ce WP );5' w1114 froVI Tb tfORI zdt41" TYPICAL. EXISTING DOCK DOOR ELEVATION (E,> NO SCALE 1 ••4 1 -a:vv 1.4 t.a NEw ) (-) . MCC. 3 41 • 1 •1• 11106 4 1 •11 1 1 11 41•11.itinlimolimi. SCALE: 1/16" = A :2. G L ,2 CL1 ,XFMR 217F 12;;41Crit-thS Loc WEST FLOOR PLAN NO SCALE /h,2 • • / 2 %,2 t of? yvi GI Crt-f(c="0 pr4r,NA=s' 5 Nor1-1 -71 tzvicP 14 - rgr-r=c- SZ cr,FFOS. •1 RL1 H, L171 ;c:, ffr"; Le..)r4G NUfat-st-f PC0f CIN Z zIteov 5vvi-rcii 4 f;a5=Errr,=■c:Le '2 ( 1 5 rvaLoci 4- rrap.,,1 OFQ "rc::t NEW =;t- 2'2,Z de, 142 , TYPICAL NEW DOCK OUTLET.MOUNTING.ELEVATION , 171=1111011•111•MiNIMI <Mrs /ALL WAtILL, ptg / gm"?ehrR.41 re=r PHASE 2_. / 4 7 4-1 ,- I 1 , j A■ 41=1 .4 t 5S.I.JS I2"W ct-i (2:,NL 1 4 1= Wicu...L., tvicur.rr MAUI Mr FE:tve- c CF ItNLZLII-edr W/cort.L fltRe "rtlitqc\LT9 webicH ctTc. ■5 M-S CCIG4 "bitiC) liffauJI rot/ LAtert? MINI MUM Mc5Lit-4.r1 Farbl , "1" - 4 - 1 - 1L4- 411'tzr-- 4 -G; fA:VM GR.4 AI A 2 INSULATED WALL SYSTEM PENETRATION DETAIL. - TO BE PROVIDED AT ALL PENETri:tTIONS NO SCALE rTh lazt 71 ; EL --c -012E 4e5 1'L,1%.4 1.5E1.-4>vsl ' - T! I LJ I u i-n 4 Mc,t....tRS 7 rr INJ Vol i25C-"T” V4 Ate-tc; Wr=tL.L. (r c-' LJfr os OTRUcTUrwest. tvlEMMEK j• aox jrEEL. CHPONWLS (rrP) Lic 1 tootli 50-7 ( NG■I:D r4d I Col:)N =NJ ar'w XFSviiik (r", L4,Fic•erict4) /LP I l Havq • 1 4 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 11111111 1 0 IS ?HS INCH 2 ' : 4 5 6 7 I 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality ni the vriginal document. 3' -31 1 U4 1 -H" er t4 4 20,. A7 A 41-gv. 1 -1-4 7 , 1 ,) Lcx: 1•41 t , c.31-4 '2r ) .1.... 1 .. ,. _ • ... ,..., de MO :1 11 • LI 010 .■L■q~/~1.4V71;nrs Li ,.......... fA A,7 i Te FnNIEL.,, ) •(2.1 L., ") ) I 11 :PHASE 2B 4. L(H11 r st-Lazt-J lsE W/=rrErna., t=11=viz* 1 1 1 1 1 1011111111111IIIIIIIIIIIIIIIIIIIIIIIIII III 1 9 , 10 11 )44 12 Fr" r9 \ (C)r.4 r›..Cr.11 o e 6Z 8G L2 9Z (.;Z 4 7Z CZ ZZ L OZ 61. 9i LI 91 GI. Cl ZI LI 0 L, 6 G 4 7 C 1 4.474 I I !" ,••• "". ••••••-- •-• • • ' , • :•••• • .CANOPY LIGHT CONTROL DETAIL NO SCALE I , tT- FANL. Ips.c:"41=e- HEW 19N-4EL '2i-iL - " FiczAMe Trza c- c>veltt-}m-=: vtre3c rclAEtz. ....11111•11311•111•Mill■ 44 4,:a. 4; 4. -4 , ImPlffs•C rrif 1. sr - Li (NEW 1...0r.zr , CffNAR (NE-W . rfT-r-i/7-:17.77711 zwor) ELECTRIC ROOM 48 NO SCALE , . • '\ -.5W4,5c) 21-11.4 warnacrwamnommaliimosommomoor FLAG NOTES 7 L4 D: PROVIDE WEATHER SHEILD BY SQUARE D CO. Ez›. PROVIDE APPROVED DRIP SHIELD AND REPLACE EXISTING GASKETS IN PNELBOARDS. '2f-403 FrtHEL izi I -- 9=1 N4L. 2.t4s ..vc 15vvr5i= 2H ,- ' I HEW tv1 cricar.4 IMARNIWINI 1 SHEET ARCHITECTURE GROUP Suite 600 3050 152ND AVENUE N/E REDMOND, WASHINGTON 98052 TELEPHONE (206) 8826060 FAX NO. (206) 869-1592" ARLAN E. COLLINS KEITH A. NULL MARK L. WOERMAN AIA PRINCIPAL ARCHITECTS • Spading & Associates, Inc. ' 11111311111111110111111114031111111MMINIIMMIMM ELECTRICAL ENGINEERS III20 EASTLAKE AVENUE EAST SEATTLE. WASHINGTON 1/6102 (20e) 324-155$ ASSOCIATED GROCERS \ WC. PERISHABLE WAREHOUSE ADDITION TUKWILA, WA. FUTURE PLAN CHANGES' PROJECT 2 NUMBER C: DATE C) ific:›Ac) DRAWN BY T s H T E L E E T EST FLOOR PLAN NUMBER E 3