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Home My WebLink AboutPermit D01-056 - BON MARCHE - TEMPORARY SEISMIC STABILIZATIONDO1-056 Bon Marche 500 Southcenter Mall (Y: City of Tukwila Community Deve lopment / Public Works • 0300 Southcenter Boulevard. Suite 1O Tukwila. Wash 11,1 ton 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES. APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 262304 -9086 Address: 500 SOUTHCENTER MALL Suite No: Location: Category: ARET Type: DEVPERM Zoning: TUC Const Type: Gas /Elec.: Units: 001 Setbacks: North: Water: TUKWILA Wetlands: Contractor License No: HOWARSW0440Z OCCUPANT THE BON MARCHE Phone: 500 SOUTHCENTER MALL, TUKWILA WA 98188 OWNER BON MARCHE Phone: (503) 579 -7083 C/0 FEDERATED DEPT STORES, 7 WEST SEVENTH ST, CINCINNATI OH 4520 CONTACT TOM HOWARD Phone: 206 -506 -7738 7 W 7 ST, CINCINNATI OH 45202 CONTRACTOR HOWARD S WRIGHT CONST CO Phone: 206 - 447 -7654 PO BOX 3764, SEATTLE WA 98124 **************************************** k************ * *k *k * * * * * * * * * * * ** * * * * *k * * * * * ** Permit Description: TEMPORARY SEISMIC STABILIZATION. **************************k******** k*********** k***** * * * *k * *kk * * * *k ** * *kk ** ** *k *k *k Construction Valuation: $ 125,000.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N ************ k*********** k************* k********* k**** * * * * * * * * *k* * * * * * * * * * * * * * * * * ** *k TOTAL DEVELOPMENT PERMIT FEES: $ 1,875.19 ******** k******************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** Permit Center Authorized Signature: cancel the pro or the perform development pe Signature:___ Print Name: DEVELOPMENT PERMIT .0 South: .0 Sewer: N/A Slopes: N Occupancy: UBC: 1997 Fire Protection: SPRINKLERS /AFA East: .0 West: .0 dak- Permit No: Status: Issued: Expires: Streams: (206) 431 -3670 DO1 -056 ISSUED 03/02/2001 08/29/2001 Date: -: - 2 - 01 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or n of apy other state or local laws regulating construction of wo k. I am authorized to sign for and obtain this Date: 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. 4ddress: 500 SOUTHCENTFR MALL Suite: 'Tenant: Type: DEVPERM Parcel 8: 262304-9086 CITY OF FUKWILA The granting of this permit does not presume eon nixie authocity to violate or cancel the pruvisions of anv other work cr local iaws reoulating construction or the performanee of work. k 4.4 kkkk kk*-** k.k.k,kkkkkk4-4 4.kA A:vt. 444 444 4 4 4-A--1***4 l**A k4A A 6.4k4 4 4*** Al 4*k* Permit Conditions: 1. No changes will be made ti: the plans unle! ap.00ved 'ov the Engineer and the Tukwila Building Division. 2. When special inspection is required either the owner. architect or engineer shall not the Tukwila Buildind Division of appointment of the inspection agencies prior to the first building inspection. Copies of all 'epecial inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain addres. project name, permit number and type of inspection being performed. 3. The special inspector .ehall .5.ubmit a final eigna0 rewaet stating whether the work requiring special in was. to the best of the inspector'.e knowledge. i ,n conforman(:.e with approved plans and specifications and the applicable workmanship proylsione of the UBC, 4. All construction to be done in cionforman with approved plans and requirement:: of the Uniform Building Code (199/ Edition) as amended, Uniform Mechanical (ode (19'.)7 and Washington State Energy Code (1997 Edition). Structural observation shall be provided for this or sect Architect or engineer responsible for the structural design shall submit a written statement to the Building Official In accordance with UBC - Sec. 307. 6. Notify the City of Tukwila Building Divieion prior to placing any concrete, This procedure i n addition to any requirements for special inspection. 1, Validity of Permit. The issuance of 3 permit or approval of plans, specifications, and computations shall not he con- strued to be a permit for, or an approval or, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of code shall be valid. • All permits, Inspection records, and approved plans shall ht available ae the job site prior to the start of con- struction. These documents are LO be maintained and aail- able until final inspection approval is granted. Permit, No: 1)01-0S6 Applied: 03/02/2G01 feued: 03/02/.7:n01 1 hereby certify that 1 have read these c'anditions and wilt comply with them as outlined. All provisions of law and ordinances governin9 this work will be complied with, whether specified herein or not z ce 6 -J 0 0 0 u.1 9 w LU g ,(2t ww 2 n 0 O I-- • t P- u. z o (L) Signature: Prin., Name: Date w It • 0 COW • u w 0 g • < u) 111 g- 19- w ui 2D n o • co ()— al-- tu t- u.s ai O 21 PiE 0 7- • Description of work to be done (please be specific): 4121/ y • Existing use: Retail ❑ Restaurant ❑ Multi - family ❑ Warehouse ❑ Hospital A Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College/University ❑ Other Proposed use: ' Retail ❑ Restaurant ❑ Multi - family Cl Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel Cl Office ❑ School /College/Universit ❑ Other /,,, Building Square Feet: 1/� MC? existing No. of Stories: I Area of construction (sq ft): C..� "� r Will there be a change of use? ❑ yes p..- no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes q.n. Existing fire protection features: prinklers 0 automatic fire alarm ❑ none ❑ other (specify) Will there be storage of flammable /combustible hazardous material in the building? ❑ yes no Attach list of materials and storage location on sep arate 8 1 /2 X 1 l pap indica quantities & Material Sa Da Sheets Pro t Name nt: 2� Z` % 4 4 ��6 ,/eqi , , Value of Construction. ere l�s Site Address (inclu• suit• nmb -) Cit tate/Z ,� 0i i.. ,,. ' It / , . d i Tax Parcel Number: I — o'A Property Owner: % ,, ir � P(1 S3 eS l Phone: ( 'ux,) c n /^ - 7 ' lr cU �/ Street Address: Contractor: / ij { ir - a;`,0b-/-- i Phone: / A o &c _ Street Address: ii / i t State/Zip Fax #: ,/ 2 Architect: ij/ 04/ ZL A Phone: j 0) Z ` g # 5 Street Address: // f W p e Ce /Z4 ax #: /n ( Engineer: 1 11[/ � J y zzi//7/4,w c (� Phone: ` „f � i 0 Street Address: t ` � itS%�7 Fax #: f n /� Contact Person: . . ldtI iliWI , • Phone le; ,_ - 1) 6 - 1 , Street Address., it ` . t ik �i v Stet t • ZS ;' 1 - Fa x x it. „ / r � , & ' ). a&- - 7,/ CITY OF TUKV •``!A Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 (206) 431 -3670 Commercial / Multi - Family Tenant Improvement / Alteration Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. • r -. Project Number: Permit Number: APPLICANT REQUEST FOR PUBLIC WORKS SITE /CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) Cl Channelization /Stripin ❑ Curb cut/Access/Sidewalk ❑ Flood Control Zone ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Landscape Irrigation ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent II Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous ❑ Hauling Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. 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 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accept d: 11/30100 cIperndr.duc wlegt) Date application xpires: TwOl Ap! . vtaken by: (initials) BUILDING OW E O &TH R1ZED AGEN Signature: t l Nut cifiti Date: Print name: Phone: 1A3q Fax It: Address '1 //le . / to S,/ .r/ if ,e;m City /State /Zip APPLIC • ? NS MUST' YE SUBMITTED WITH FOLLOWING: • ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER > ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include : ❑ El Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing/grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 113.45.0 of those, Z identify by size and species which are to be removed and saved 11- 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use I W only) c Q e 2 11. Location and gross floor area of existing structure with dimensions and setback J U 1 2. Lowest finished floor elevation (if in flood control zone) U 0 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). N 0 N w C71 Cl w= Floor plan: show location of tenant space with proposed use of each room labeled N I ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of w O any hazardous materials; dimensions of proposed tenant space. g ❑ ❑ Vicinity Map showing location of site u) d w CI C71 2 Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack Z H layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of i- O rack. Structural calculations are required for rack storage eight feet and over. W I-- w ❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished v p to ❑ ❑ Construction details p F- ❑ W W ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water H Lu supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed u. ~O sprinkler system design criteria as identified by the Fire Department. Iii Z U= 0 it z ❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 999 Third Avenue, Suite 700, Seattle, WA or call (206) 296- 4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". 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 I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF !!/30/1)0 Mundt floc PERIVY BY/THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. 'err �r' • ;:5:.rv.�;. ;s'.ae. ,.a , - �<k7',r It*Alf****A(**4**k****4*.R*4***At*AkA44A-trrAtii44 CITY OF TUEWILA. WA , ,*4444**444444444444*******444.4*AN4A.4 4*A 4 44 t 44 * tic t-c t + TRANS;MlI Number: R01002E0 Amotnt: Pavment Method: CHECK Notal:ion7 OPV(:;; M. i.)0)Wq (11H7! 1101 Permit No: 001-0'56 CiPIPam 1.)Ek;ILL PiA0t1 Pztrcel Nu: 2t.2204-90Et, Site Addreiii: 500 SOUIHCENTER MOLL 1(.:11.0 FQe Thit, Fayment J.b7).19 "[ ALL dai;inco: .00 *********A******Aik**A0r*k*A444***A*****IiThlki:AO'Akt Account Code 000/322.100 000/345.830 000/386.904 Deicription bOlLD1N6 - NONliEc.: PLAN CHECK - NONRES Si ATE UOlLt)3NC: 1 4 "1-1TriVL. Proje • f 4$##"`" • • Type of KipzIon: i ?•- Address: 592 5c..._ Mci/1 ate d: Special instructions: 5 7 /... c A LA-4 / A—, i Date w r227: 5 —(2 / a.m. ff Requester: Phone: ,..,.... ,.. INSPECTION NO. 0 .4pproved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southgegter Blvd„#VO, Tt4M1a, WA 98188 e — „ PERMIT NO. ---(206)4313670 _Corrections to approval. COMMENTS: Inspector:, • Date. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: i Date: Project: Type o: k- Address: Date called: Special instructions: ,-- / f G2 r---/ . /L•`„ Date wanted: a.m. � � 7 c7/ p.m. Requester: Phone: • INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188,\ (206)431-3670 (� Approved per applicable codes. COMMENTS: • - � '� .L • C es-",•'46 /1 v:fC!' Inspector; V / 7 Date: n $47.00 REINSPECTIt N EEE'REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Corrections required prior to approval. e PERMIT NO. Receipt No: Date: r 4. Z L I L (Y WWGGG I UO ND W = J t— CO IL. WO u . D. a W U D co O D W W u. r) 0 z APR 04 '01 11:08 FR PSI SEATTLE 13si Envir�arfrr't .. tal Geotochn.cas .Construction Consulting • lEngir.i oring • Testing To: From: NAME: t ! t t' FIRM: 4s LAD 206 282 6457 TO 4477727 P.01/02 Mail: Yes No PIN 1 Facsimile Transmittal Sheet DATE: ` x i" -- / TIME: am/pm TOTAL NUMBER OF PAGES IF YOU DO NOT RECEIVE ALL PAGES PLEASE CALL SENDER ASAP. CITY: PLEASE DELIVER AS SOON AS POSSIBLE. OPERATOR INITIALS: NOTES: "The documents accompanying this facsimile transmission may contain confidential client information or attorney work product which is legally privileged. The information is intended only for the use of the recipient named above. If you have received this fax in error, please notify us, and you are hereby notified that any disclosure, copying, distribution or the taking of this transmitted • information is strictly prohibited. Writer's direct fax: (206) 282 -0710 In fornzatiott To Build On Prolassional Service Induarties, Inc. - 3257 16th Avenue West - Seattle, WA 98119 • Phone 2061282-0666 • Fu 208282 -0710 04/04/01 WED 11:02 (TX /RC NO 87751 2001 APR 04 '01 11 :09 FR PSI SEATTLE ."711 Information /r To Build On Englneertng • Consulting • Tinting April 4, 2001 File No. 712 -10052 Building Inspections City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Project Name South Center THE BON Project Address 500 South Center Mall Permit No. D01 -056 We have completed the requested special inspections on the subject project. WORK INSPECTED Reinforced Shotcrete Brick Nailing Epoxy Grouted Reinforcing Dowel Epoxy Grouted Threaded Rod Reinforced Masonry To the best of our knowledge, all work inspected conformed to approved plans dated 4 -3 -2001, specifications, UBC and related codes, and verbal /written instructions from the Engineer of Record. Sincerely, PRO SSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P. E., Manager, Seattle Construction Services Department cc: Federated Department Stores. Tom Howard 206 282 6457 TO 44 77727 P.02/02 Professional Service Industries. Inc. • 3257 16th Avenue. Watt • Seattle, WA 98119 • Phone 206/282 - 0666 • Fax 206/282 - 0710 ** TOTAL PAGE.02 14* 04/04/01 WED 11:02 [TX /RC NO 87751 J002 I — ret ,. , - ,. • rS Trued �� / He- ( II c' 77. hiii7d, L)'xcrrtir>>>'r21 f -3 -01 i r41 c t 4 )_ ? ,{! C. "Vey t C Orfic i '0. .; ,, - /h7r . ./fl /-- c le P J% / ; ab 4/,' 4 [_L 4 /:1 - 4 / f ,- e lT, ),,54, )‹ //).-,..4 � , , Sl4l/77/:VI ,' 9 i) ' 1 1 . A24/s" I,4_. a"? !.1/ C . . 01 . • • .. :3-3C..4,/ . r- ... ^•'/ i .L /Lz I- .;.:t'; Y , ' 1 ` '. • , i r r t/. A/ . / / tta I S • • ' , • • • f • A. /.., ' /, . L . • • I .• -. u /7 p Yr)t,a(,L 1 ' I'I rt . • , / [/ J Aran L t' re do w ii .S AP' I. ,r. a. / t /• r, 7 /, ', . l m / , •' .: t o A- . ee, i� i,e / ' 4frizzyin/ I di' i. rirl/ 7 m roil C 1 3 3 -!,/ /2 6 , 7 1 4 y g � ; EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: I MAILED: I INSPECTOR: I I DATE: - ITEMS INSPECTED TO APPROVED PLANS ARE: . . • CONFORMINGM -;, , ',NONCONFORMING CY , ': , OWNER ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPUER FIELD CONTACT: DATE: , Attes report 1s provided for tha information of the client only. The reproduction of this report, by any m its transmittal to a third party, by any means. except in full, without the full permission of Professional Service Industries. NAME ON OFF ST OT MILES Inc., 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 .r Iii not he construed to represent in inspection, approval or TOTAL HOURS • ,rel,n Information / To Build On Engineering • Consulting • Testing stiA►TLE DIVISIO'. Z5 ;ni►I , tl r.W'.sF tlTt.E.tbt I:I16) ,$ lI.,t,t. tAX :10,1 :s2 11'111 CLIENT ADDRESS ATTENTION P.O. NO. PROJECT /' . Anina f . {PROJECT NO. P C. 13oy / t Q i PERMIT' NO. • CITY ENGINEER ARCHITECT cSea lP WA, VII/ FA('O.bt DIVISION s. rAl'ttNI,t WAY. SUITE ■IrI r--, rAt'O %IA, Wt'I.t.tee IJ I i15,',.l eI4 FAX(_'S PORTLAND DR ISION •■lt_ N CUTTER CIRCLE. SUITE 1811 PORn.AND OR L I 'Ilil:,,V -1"s I,tX i,1)i):S4.p11V FR 16636 74.z - /OD$v '- DATE 'Da j os6 w.o. 7 . � Kt;ida GPL CONTRACTOR S. etti /, 1 ? . r Floor S i C.. sfy. YIt e n +PROJ. ADDRES `� FIELD 1►'1)KA■L DI%ISION t ' 1 I I 0 E SPRAtit :Ii, s tTE --• si')K.t ! •.c1 ,aj: 1 -1 t`I1 1:111 i.t \I ∎ ;I'rt ":t. :r.iu t SC'hi /J� •rn�7gnrn M Other Associated wort Or .1 warranty of dewy I NOrn,IC;;dy o1 the .pec ficahon requirements APR 04 '01 11:06 FR PSI ' "ITTLE 74a7 Information t . To Build On Engineering • Consulting • listing April 4, 2001 File No. 712 -10052 Building Inspections City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Project Name South Center THE BON Project Address 500 South Center Mall Permit No. D01 -056 We have completed the requested special inspections on the subject project. WORK INSPECTED Reinforced Shotcrete Brick Nailing Epoxy Grouted Reinforcing Dowel Epoxy Grouted Threaded Rod Reinforced Masonry To the best of our knowledge, all work inspected conformed to approved plans dated 4 -3 -2001, specifications, UBC and related codes, and verbal/written instructions from the Engineer of Record. Sincerely, PROFESSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P. E., Manager, Seattle Construction Services Department cc: Federated Department Stores. Tom Howard 206 282 6457 TO 4313665 P.02'02 Professional Service Industries. Inc. • 325716M Avenue, West • Seattle, WA 88119 -1706 • Phone 206/282 -0666 • Fax 206/282.0710 ** TOTAL PAGE.02 ** SS /erh fay Information . / .To Build On Engineering • Consulting • Testing CLIENT: Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA 98111 PERMIT NO.: D01 -056 DATE: A.ri14, 2001 JOB NO.: 712- 10052 -47 INSPECTOR: S. Schwcycn REPORT NO.: FR16696 REMARKS: A representative of PSI arrived at the Bon Marche. SouthCenter store as requested for a scheduled review of the revised and structural plans. which have now been stamped "approved" by the City of Tukwila Building Department on 4 -3 -01. He met with Howard S. Wright construction superintendent. Nick Pezzillo and with Carmen of the Federated Department Stores. He verified that the stamped "approved" plans were on site. He reviewed the inspection record report by Tukwila inspector. Dave Larson, dated 3 -30.01 with note that the test lab needs to verify the revised and structural approved plans. During the on site inspection, the structural approved plans were reviewed and revised. After careful review and discussion, it has been noted that work previously completed conforms to plans and specifications as noted on the approved structural drawings dated and stamped on 4 -3 -01. cc: City of Tukwila; Howard S. Wright; CPL; Polk Assoc. • REPORT OF INSPECTION ACTIVITIES PROJECT: The Bon Marche Southccnter Mall WORK CONFORMS TO APPROVED PLANS: Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P.E. Manager, Seattle Construction Services REPORTS MAY NOT BE REPRODUCED. ExCEPT IN FU4L WITHQS TLYtPITTEN PERMISSI By PRQ SSIONAL, S _BRYICE INOUSTRIES INC Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 YES CLIENT: SS. /erh Information !To Build On Engineering • Consulting • Testing cc: City of Tukwila Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA 9811 I DATE: March 22, 2001 — INSPECTOR: S. Schweycn REMARKS: REPORT OF INSPECTION ACTIVITIES PERMIT NO.: DO1 -056 JOB NO.: 712 - 10052 -46 REPORT NO.: FR16643 REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC. PROJECT: The Bon Marche Southcenter Mall Sam Yaghmaie, P.E. Manager, Seattle Construction Services WORK CONFORMS TO APPROVED PLANS: Res •tfully submitted, OFESSIONAL SERVICE INDUSTRIES, INC. A representative of PSI arrived at the above referenced project in the afternoon to perform a masonry pinning inspection at the top, upper east wall above the joining area. Puget Sound Masonry restoration had previously installed 9" Helical pins through the mortar joints. He inspected the above noted area for installation pins. The contractor moved the pin locations as required around "sign letter" locations. since the letters were not moved during pinning, according to the contractor, and the contractor was unable to place pins directly behind letters. He noted that some various pins extruded brick by approximately /:' and the contractor is in the process of pounding in or cutting off the tips and patching back the mortar. With the above noted observations. work is in accordance with the approved plans, to the best of his knowledge. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 NO Sample No IA Cylinder Diameter (in ) Cylinder Area (in') Date Tested Age (days) Load (Ibs ) Compr essive Strength 1 s i 1 Fracture rv)e 2.75 5.94 3/22/01 7 17800 3000 Cone 113 2.75 5.94 4/12/01 28 28200 7050 Shear IC 2.75 5.94 4/12/01 28 27500 6880 Shear D 2.75 5.94 Discarded Design S rength Specification: 28 4000 s��' Information I . °To Build On Engineering • Consulting • Testing CLIENT: DATE: March 15. 2001 TECHNICIAN: S. Schwcyen FIELD DATA LOCATION OF PLACEMENT: Column repairs at 3rd floor level. cast wall location: 1130 and south wall blockout locations: L22. L23. L24. L25. and L26. Shotcrete sample panel was taken at cubic yards of cubic yards placed total. Date Placed March 15. 2001 Time 08 :00 PM Delisery Ticket No. Slump, In. Air Content, "/• Air Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted Hy Mix Data Submitted fly NOTE APPLICABLE ASTT.I STANDARDS UNLESSOTISI!RMSSE INDICATED MAT:INGSPECIMI.1.S C11.96 a SEC 91 11 COMPRESSION TEST RESULTS ASTtvI "Test Method: ❑ C31 REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Torn Howard Federated Department Stores P.O. Box 12510 Seattle. WA. 98111 76 76 March 16. 2001 PSI /S. Schwcyen Batch on site ❑ C39 ❑ C143 ❑ CI72 ❑ C231 REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The rested conformed to engineers details dated 3- 14 -01. Nozzelman was Mike Norton and Gustavo. The Shotcrete was placed in the evening with some delays, however it was placed in accordance with approved methods and procedures and work was complete between 10:00 PM and 10:30 PM. For information regarding the concrete pour in the morning on this date see report CR16336. PROJECT: The Bon Marche Southcentcr Mall PERMIT NO.: JOB NO.: REPORT NO.: CR16337 Supplier Jlix Number and Proportions Cement Water Fine Aggregate Coarse Aggregate Flyash Admixture ❑ CI064 DO1 -056 712 -10052 LUMP C14'.0 ILXC SEC 61 TT \1PERATt RE CIP6441601l SAMPLING C1 ❑C1231 s ❑ Other: Batch on site C cc: City of Tukwila; Howard S. Wright; CPL; Polk Associates THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC Professional Service Industries, inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Premixed gunnite(Superstick 'Target) OBSERVATIONS O Panel made by PSI representative. Panel picked up by PSI representative. Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. • Reintorcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: L4 YES NO Respec II }' submitted, Pr essianurl Service Industries, Inc. Sam Yaghmaie. P.E. Department Manager, Seattle Construction Services Sample No. Cylinder Diameter (in.) Cylinder Area (in 9 Date Tested Age (days) Load (Ibs) Compressive Strength ( s.I 1 Fracture T)pe 1 A 4.00 12.57 3/22/01 7 50500 4020 Shear 113 4.00 12.57 4/12/01 28 76500 6090 Shear IC 4.00 12.57 4/12/01 28 76000 6050 Shear I D 4.00 12.57 Discarded Design S rength Specification: 28 4000 righWil � Information / m ,To Build On Engineering • Consulting • Testing CLIENT: Time Delivery Ticket So. Slump, In. Air Content, Mr Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted By Nit Data Submitted By NOTE. APPUCAIILB ASTM STANDARDS REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 DATE: March 15, 2001 TECHNICIAN: S. Schweycn 4.00 66 March 16. 2001 PSI/S. Schweyen Glacier NW UNLESS OTHERWISE INDICATED MANLVG SETCtME`'s CLi. COMPRESSION TEST RESULTS ASTM Test Method: ❑ C3I ❑ C39 ❑ C143 CI72 ❑C231 PROJECT: PERMIT NO.: JOB NO.: REPORT NO.: REMARKS: Inspected reinforcing steel and witnessed concrete pour. Concrete was placed by bucket and consolidated by mechanical vibration. Placement was in the morning. The rested was in accordance with approved plans and Engineer details dated 3- 14 -01. All other items inspected conform to approved plans and specifications to the best of the inspectors knowledge. Mit Number and Proportions Cement %Water Fine Aggregate Coarse Aggregate Flyash Admixture IEXC SEC e 2 Jr SLUMP CI11.97IFNC ❑ C 1 064 ❑ C1231 The Bon Marche Southcenter Mall DO 1 -056 712 -10052 CR16336 cc: City of Tukwila; Howard S. Wright; CPL; Polk Assoc. THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT REPORTS MAY NOT BE RE PEODUCEQL,cEET IN FULL_AITIE UL RIUEt EERMISSION$Y ROFESS1QNA EERVICEJNDIISTRIES INC FIELD DATA LOCATION OF PLACEMENT: Column repairs at 3rd floor level. cast wall locations: C30. D30, and E30 for concrete pour back at top of column, also west wall location at E21 Samples were taken at cubic yards of 2.00 cubic yards placed total. Date Placed March 15, 2001 Supplier Glacier NW 3029 423 lbs Type 1 -I1 250 lbs 1425 lbs 1900 lbs 3/8" 85 lbs 13 oz Adva C t.1 TEMPER1TLRt: CII64 VN'Irl SAMPLING C1'2.9 OBSERVATIONS Cylinders made by PSI representative. Cylinders picked up by PSI representative. E Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. Reinforcing steel was found to comp■ with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: N YES L NO ❑ Other: Respectfully submitted. Prof Iowa! Service Industries, Inc. `Sam Yaghmaie. P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Sample No. Cylinder Diameter (in.) Cylinder Area (in.') Date Tested Age (days) Load (lbs) Compressive Strength (p s I.) Fracture T pe 1 A 4.00 12.57 3/22/01 7 50500 4020 Shear 113 4.00 12.57 4/12/01 28 IC 4.00 12.57 4/12/01 28 1D 4.00 12.57 Design S rcngth Specification: 28 4000 �a Information /z To Build On Engineering • Consulting • Testing CLIENT: DATE: March 15, 2001 TECHNICIAN: S. Schweyen LOCATION OF PLACEMENT: Samples were taken at Date Placed Time Delivery Ticket No. Slump, In. Air Content, % Air Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted By Mis Data Submitted By REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 FIELD DATA Column repairs at 3rd floor level, cast wall locations: C30, column. also west wall location at Ell cubic yards of 2.00 cubic yards placed total. March 15, 2001 4.00 66 March 16. 2001 PSI /S. Schweyen Glacier NW NOTE APPLICABLE ASTM STANDARDS tMESS OTHERWISE INDICATED MAKING SPECIMENS C11..% IEXC SEC '1111 SUMP C COMPRESSION TEST RESULTS AS1'M Test Method: ❑ C31 ❑ C39 ❑ C143 PROJECT: REMARKS: Inspected reinforcing steel and witnessed concrete pour. Concrete was placed by bucket and consolidated by mechanical vibration. Placement was in the morning. The resteel was in accordance with approved plans and Engineer details dated 3- 14 -01. All other items inspected conform to approved plans and specifications to the best of the inspectors knowledge. PERMIT NO.: D01•056 JOB NO.: 712 -10052 REPORT NO.: CR16336 Supplier Nth number and Proportions Cement Water Fine Aggregate Coarse Aggregate Flyash Admitture The Bon Marche Southcenter Mall D30. and E30 for concrete pour back at top of 0.0IEXC SEC n, T1'MPERATLRE C1lw.4.11401) SAMM IVG C172.vt OBSERVATIONS Cylinders made by PSI representative. Cylinders picked up by PSI representative. O Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. Reinforcing steel was found to comp) with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. Glacier NW 3029 423 lbs Type I -11 250 lbs 1425 lbs 1900 lbs 3/8" 85 lbs 13 oz Adva 0 gallons of water added on site. WORK CONFORMS: El YES C NO ❑ C172 ❑ C231 ❑ C1064 ❑ C1231 ❑ Other: Respectfully submitted, Professional Service I Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Sample No. Cylinder Diameter (in.) Cylinder Area (in.') Date Tested Age (days) Load (lbs.) Compressive Strength to s i) Fracture Type 1 A 2.75 5.94 3/22/01 7 17800 3000 Cone 113 2.75 5.94 4/12/01 28 1C 2.75 5.94 4/12/01 28 ID 2.75 5.94 Design S rength Specification: 28 4000 CLIENT: DATE: /�°�i Information r °To Build On Engineering • Consulting • Testing REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST. „ Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 March 15, 2001 TECHNICIAN: S. Schweyen FIELD DATA LOCATION OF PLACEMENT: Column repairs at 3rd floor level. east wall location: 1130 and south wall blockout locations: L22. L23. L24. L25, and L26. Shotcrete sample panel was taken at cubic yards of cubic yards placed total. Date Placed Time Delivery Ticket No. Slump, In. Air Content, % Air Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted By Mix Data Submitted By March 15, 2001 08:00 PM Dry 76 76 March 16, 2001 PSI /S. Schweyen Batch on site NOTE APPLICABLE ASTM STANDARDS .UNLESS OTILEAWISVINDICATED MAKINGSPFCIAtENS C)I.w.IF.XC SEC Y .1) SLUMP CIJI•y'IP \C src .i TTMPFRATU C CI+w.!•M.I+ti SAMPLING CI '2•'�' ASTM Test Method: ❑ C31 ❑ C39 ❑ C143 ❑ C172 ❑ C231 REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The resteel conformed to engineers details dated 3- 14 -01. Nozzelman was Mike Norton and Gustavo. The Shotcrete was placed in the evening with some delays, however it was placed in accordance with approved methods and procedures and work was complete between 10:00 PM and 10:30 PM. For information regarding the concrete pour in the morning on this date see report CR16336. COMPRESSION TEST RESULTS PROJECT: PERMIT NO.: 1701- 058'•t'' JOB NO.: 712 - 10052 REPORT NO.: CR16337 Supplier Mix Number and Proportions Cement tyater }ine Aggregate Coarse Aggregate Flyash Admixture ❑C1064 0 C123 Respectfully submitted, Professional Service Industries, Inc. The Bon Marche Southcenter Mall cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC Batch on site , ) • ) 0 ; I 1 tJt BUILDING DEPARTMENT Premixed gunnite(Superstick Target) OBSERVATIONS Panel made by PSI representative. ❑X Panel picked up by PSI representative. Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: E YES El NO a ❑ Other: Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282.0666 • Fax 206/282 -0710 CLIENT: DATE: INSPECTOR: REMARKS: SS /vsr rs�' Information l tf.JJTo Build On Engineering • Consulting • Testing cc: City of Tukwila Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA 98111 REPORT OF INSPECTION ACTIVITIES PROJECT: The Bon Marche Southcenter Mall PERMIT NO./ DO1 -056 JOB NO.: REPORT NO.: FR16639 A representative of PSI arrived at the above referenced project for inspection. He was informed by the contractor that the area is not ready for inspectio.; at this time and %vill be rescheduled. WORK CONFORMS TO APPROVED PLANS: Respectfully submitted. PROFESSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P.E. Manager, Seattle Construction Services O pp c,,,://4) 1°11("464/4/‘ 4 1'ES REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 NO l NZ Information /f To Build On Engineering • Consulting • Testing CLIENT: RT /erh cc: Tom Howard Federated Department Stores P.O. Box 12510 Seattle. WA. 98111 REPORT OF INSPECTION ACTIVITIES PROJECT: The Bon Marche Southcenter Mall PERMIT NO.: DOI -056 ¶' DATE: March 10, 2001 JOB NO.: 712 - 10052 - 37 INSPECTOR: R. Tcglund REPORT NO.: FR16424 REMARKS: A representative of PSI arrived at the above referenced project to perform an inspection of the exterior of the building. which is complete. Shotcrete is done, except for the repair to pilasters. The north wall pinning was reinspected (reference FR — 16420) and two additional pins were installed. Work appeared to be as per plan and code, to the best of his knowledge. and final a final letter was issued for the inspectors involved. REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC WORK CONFORMS TO APPROVED PLANS: 1571 YES Respectfully submitted, OFESSIONAL SERVICE INDUSTRIES. INC. Sam Yaghmaie, P.E. Manager. Seattle Construction Services RECEIVED MAR :3 0 2001 BUILDING DEPARTMENT Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 NO RT /erh cc: rrrEA' ltf.! Information Build On Engineering • Consulting • Testing CLIENT: Tom Iloward Federated Department Stores P.O. Box 12510 Seattle, %VA. 98111 DATE: March 10. 2001 INSPECTOR: R. Teglund REMARKS: REPORT OF INSPECTION ACTIVITIES PROJECT: The Bon Marche Southcenter Mall PERMIT NO.: D01.056 JOB NO.: 712 - 10052 -36 REPORT NO.: FR16429 A representative of PSI arrived at the above referenced project to perform an observation of bond beams at 48" spacing and #6 vault reinforcing steel at 48" maximum spacing. John Smith, structural engineer also observed masonry work. They are building the southwest stairwell on the 3 floor. WORK CONFORMS TO APPROVED PLANS: REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC. Respectfillly submitted. ROFESSIONAL SERVICE INDUSTRIES, INC. Sam Yaghtnaie. P.E. Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206282 -0710 RECEIVED MAR 3 0 200' idU1LD1N( OEPARTMEN1 VES a �s rm Infoation I'� To Build On Engineering • Consulting • Testing CLIENT: DATE: INSPECTOR: REMARKS: SS /erh cc: Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 March 10, 2001 S. Schwcyen REPORT OF INSPECTION ACTIVITIES PROJECT: The Bon Marche Southcenter Mall PERMIT NO.: D01 -056 ` JOB NO.: 712 10052 - 35 REPORT NO.: FR 16420 North elevation brick pinning at the upper exterior: A representative of PSI arrived at the above referenced project to perform an inspection of the exterior brick at the upper north elevation, top of the brick wall to joint at the brick panel areas. lie inspected random areas at approximately 3 locations from the platform on "high lift ". 16" on center pinning pattern appeared to be satisfactory. It was noted that a small percentage protruded from the head joint of the brick face, approximately 1/8" to 3/8 ". Over an extended area of a few panel areas. two pins were observed missing. Met with CPL structural engineer. John Smith and informed him and the contractor of the existing condition and inspection. The engineer believes that the existing condition is okay, but the contractor has requested that Puget Sound Masonry go back over the area to complete with a follow up inspection. WORK CONFORMS TO APPROVED PLANS: REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES INC. Re ctfully submitted, ROFESSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P.E. Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 RECEIVED MAR 3 0 2001 3UlLDlNG DEPARTMENT YES NO Information To Build On Engineering • Consulting • resting CLIENT: ipirT""Irr itiONOPN Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 REPORT OF INSPECTION ACTIVITIES PROJECT: The Bon Marche Southccntcr Mall PERMIT NO.: D01.056 DATE: March 10, 2001 JOB NO.: 712 10052 - 38 INSPECTOR: R. Teglund REPORT NO.: FR16433 REMARKS: RT /erh The following are the breaks of cores for shotcrete that PSI has done to date (7 -day and 28 -day breaks are still to be done): I) SCP /A 3-8, 2A, 18 -hour, 1260 -psi. 13 3 -8. 8A, 24 -hour, 1600 -psi. C 3 -9, 4A. 2 -day. 2220 -psi. (These were done for panels 6, 7 and 9) 2) Sample A 3 -9, 2 -day, 1940 -psi. (This was done for panel 13) 3) Sample A 3 -9, 2 -day, 2390 -psi. (This was done for lower wall section walls 1 and 2) Johnson - Western shotcreted the final panels at the north wall numbers 18. 17, 16 and 15. Column rested was approved by John Smith, the structural engineer. Rested was signed otTby PSI's Bob Teglund and Steve Schweyen. The structural engineer's checklist can be found on the following reports: 1) Cylinder breaks this report. 2) Helif x anchor work — this report (FR 16001 and FR 16006 for south), FR 16420 for north and FR16433 for final. 3) Correct 6" brick nails to 9 ", FR1641 I. 4) Nonconformance reports (FR16412). 5) Special inspection letter that work inspected was installed in accordance 3/9/01 structural drawings (FR16413, 1 and 2). All anchors were installed at the south wall. Holes are being grouted now. This inspector was at the lab at 7:00 a.m. to gather break information before going to the job site. WORK CONFORMS TO APPROVED PLANS: /\ 1'ES r NO Respectf P submitted, NAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P.E. Manager, Seattle Construction Services cc: REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 RECEIVED MAR 3 0 21001 BUILDING DEPARTME F.� Information Id To Build On Engineering • Consulting • Testing CLIENT: DATE: INSPECTOR: REMARKS: Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 March 10.2001 S. Schweycn A representative of PSI arrived at the above referenced project to perform a review of new approved structural drawings dated 3 -9 -01 to verify that work inspected conforms to 3 -9 -01 structural drawings. On 3 -9.01 night shift (3- 10 -01) this inspector performed a review of 3 -9 -01 structural drawings, including general notes and pages S -1; S -2 and S -3 as received. The review is noted as follows: a) General notes on S -I. I) Epoxy adhesive noted on plans is to use Simpson Strongtie. The contractor used substitute as allowed; Hilti 11Y -150 was used on this project and the contractor received 1CBO ER report 5193 of which a copy has been provided to the city. The engineer okayed the above noted proposed substitute. 2) No anchors were installed at the hollow, concrete masonry unit locations. 3) Concrete was placed by shotcrete method as allowed by plans and mix design 0877 by Glacier northwest, approved by the engineer. 4) Reinforcing steel, concrete cover and splicing was constructed in accordance with 3 -9 -01 plans, to the best of his knowledge. No welding of rebar was ever observed by this inspector. b) Wall locations on S -2. Actual wall locations, that were shotcreted or to be shotcreted, conform to the walls identified on structural steel sheet S -2 for the 3 floor shotcrete location plan. This would follow as: (7) walls on line A, between grids 22 to 29 at the north (5 "). (7) walls on line L, between grids 21 to 30 at the south, excluding 27 to 29 (4"). (4) walls on the west, line 21, from F to L, excluding G to H (8 "). (4) walls on the east, line 30, from F to L, excluding G to II (8 "). A total of 22 walls added by the shotcrete method; to be completed on 3/10/01. c) Details on S -3. REPORT OF INSPECTION ACTIVITIES I) Rested was placed as per approved drawing details and per typical north, south, east and west wall elevation details. 2) Work was performed in accordance with 3 -9 -01 structural plans. Miscellaneous notes: d) Concrete masonry unit repair at the stairs. Cracks "tuck pointed" and loose, broken block was removed and replaced. e) Southwest and southeast corner cornice attachments at the roof. 8 — 1" diameter x 3' and all thread rods epoxied at each corner. f) Ilelifix pins added at north upper exterior brick wall. South wall is in progress. REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282-0710 PROJECT: The Bon Marche Southcenter Mall PERMIT NO.: D01 -056 JOB NO.: 712 - 10052 -31 REPORT NO.: FR16413 RECEIVED MAR 3 0 2001 i3UILD NG OEPAPTMEt'41 SS /crh CC: REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC. a� Infornurtion L tf7JJTo Build On Engineering • Consulting • Testing WORK CONFORMS TO APPROVED PLANS: Res • ctfully submitted, OFESSIONAL SERVICE INDUSTRIES, INC. am Yaghmaie, P.E. Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282 -0666 • Fax 206/282 -0710 YES n NO RECEIVED MAR 3 0 2001 dU LDING IDEPARTMENT • Line L — south wall (10) Line 30 — cast wall (10) 21L — southwest corner: shotcreted over on 3/9 30A — intact 22L — blocked out; damaged; not chipped out 3013 — slight damage, intact 23L — blocked out: damaged: not chipped out 30C — damaged, chipped out 24L — blocked out: damaged; chipped out 30D 25L — blocked out; damaged; not chipped out 30E — damaged. chipped out 30F — damaged, chipped out 26L — blocked out: damaged; not chipped out 27L — blocked out on east: damaged: not chipped out. 300 — shotcreted 28L — damaged at vault 3011— shotcreted 29L — shotcreted 3/9 301— blocked out, chipped 30L — southeast corner blocked out; shotcreted 3/9 301 — blocked out. shotcreted 30K — blocked out, repaired, shotcreted CLIENT: DATE: INSPECTOR: REMARKS: SS /erh cc: Engineering • Consulting • Testing Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 March 10, 2001 S. Schweyen A representative of PSI arrived at the above referenced project to perform the night shift column inspection. Information To Build On REPORT OF INSPECTION ACTIVITIES PROJECT: The Bon Marche Southcenter Mall PERMIT NO.: D01 -056 JOB NO.: 712 10052 - 33 REPORT NO.: FR16419 WORK CONFORMS TO APPROVED PLANS: E Respectf ubmitted, P . 'SSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaic, P.E. Manager, Seattle Construction Services REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282-0666 • Fax 206/282 -0710 RECEIVED MAR 3 0 2001 3UILDINU OEPAF TMEN 1' ES CN0 Line A — north wall (9) Line 21 — west wall (9) 29A — damage and chipped out 2113 — intact 28A - damage and chipped out 2I C — intact 27A - damage and chipped out 21D — intact 26A - damage and chipped out 21E - damage and chipped out 25A - damage and chipped out 21F — shotcrcted 24A - damage and chipped out 21G — shotcreted 23A - dame and chipped out 2111 shotcrcted 22A — intact 211— shotcrcted 21A — intact 211— shotcreted 21K - shotcrcted CLIENT: DATE: March 10.2001 INSPECTOR: S. Schweyen REMARKS: SS /erh cc: Engineering • Consulting • Testing Information To Build On Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 REPORT OF INSPECTION ACTIVITIES PROJECT: The Bon Marche Southcentcr Mall PERMIT NO.: D01 -056 JOB NO.: 712 - 10052 -33 REPORT NO.: FR16419 A representative of PSI arrived at the above referenced project to perform night shin column inspection. Respoctfully submitted. 7ROFESSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P.E. Manager. Seattle Construction Services MAR 30 ZOO; i3UlLDtN( DEPARTMENT WORK CONFORMS TO APP'ROV'ED PLANS: ' 7, ES C NO • REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES INC —. _.. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282-0666 • Fax 206/282 -0710 March 10, 2001 File No. 712 -10052 prr' Information i � To Build On Engineering • Consulting • Testing • Building Inspections City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Project Name Project Address 00 S ' ter Mall Permit No. We have completed the requested special inspections on the subject project. WORK INSPECTED Reinforced Shotcrete Brick Nailing Epoxy Grouted Reinforcing Dowel Epoxy Grouted Threaded Rod Reinforced Masonry South Center THE BON To the best of our knowledge, all work inspected conformed to approved plans, specifications, UBC and related codes, and verbal /written instructions from the Engineer of Record. , Sincerel PI�OFSSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P. E., Manager, Seattle Construction Services Department cc: Federated Department Stores, Tom Howard • Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282.0710 ,g' information /f 1 .To Build On Engineering • Consulting • Testing March 10, 2001 File No. 712 -10052 Building Inspections City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA. 98188 Subject: We have completed the requested special inspections on the subject project. WORK INSPECTED Reinforced Shotcrete Brick Nailing Epoxy Grouted Reinforcing Dowel Epoxy Grouted Threaded Rod Reinforced Masonry To the best of our knowledge, all work inspected conformed to approved plans, specifications, UBC and related codes. and verbal /written instructions from the Engineer of Record. Sincerely, PROFESSIONAL SERVICE INDUSTRIES, INC. ( Sam Yaghmaie, P.E., Manager, Seattle Construction Services Department cc: Federated Department Stores, Torn Howard Project Name Southcenter -The Bon Project Address $00 Southcenter Mall Permit No. I D01 -056 RECE 9, • t 0 UF► 0 ,put: ~. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Sample No. Cylinder Diameter (in.) Cylinder Area (in r) Date Tested Age (days) Load (Ibs) Compressive Strength ( s i 1 Fracture Type l A 2.75 5.94 3/11/01 2 12600 2120 Cone I B 2.75 5.94 3/16/01 7 IC 2.75 5.94 4/6/01 28 I D 2.75 5.94 4/6/01 28 I E 2.75 5.94 Design S rength Specification: 28 4000 °z�i Information Ltf.J Build On Engineering • Consulting • Testing CLIENT: DATE: TECHNICIAN: B. Tegland Date Placed Time Delivery Ticket No. Slump, In. Mr Content, % Air Temperature. °F Concrete Temperature, °F Date Received In Lab Field Data Submitted fly Mix Data Submitted Hy REPORT OF FIELD INSPECTION AND CONCRETE COMPRESS! Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 March 9.2001 March 9, 2001 02:45 PM 266071 73 72 March 12, 2001 PS1 /B. Tegland Glacier Northwest COMPRESSION TEST RESULTS ASTM Test Method: ❑ C31 ❑ C39 ❑ C143 PERMIT NO.: JOB NO.: ❑ C172 ❑ C231 Q CI064 REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. Rested was inspected for panels #14, 18, and 19, see report CR 1 6332 for other panels. The items inspected conform to approved plans and specifications to the best of the inspectors knowledge. PROJECT: The Bon Marche Southcenter Mall 712 -10052 REPORT NO.: CR14532 FIELD DATA LOCATION OF PLACEMENT: Shotcreted panel #14 and 19. Samples taken for 8" wall at panel #19 Shotcrete sample panel was taken at 30.00 cubic yards of 54.00 cubic yards placed total. NOTE APPLICABLE ASTM STANDARDS .UNLESS OTHERWISE INDICATtO MAKINGSrECIMrPs Ctl•w. INC SEC 91 2) SL!MP CI 41-9 Supplier Glacier Northwest Mix Number and Proportions 0877 Cement 705 lbs Type 1 -Il water 267 lbs Fine Aggregate 2125 lbs building sand Coarse Aggregate 800 lbs 3/8" rock Flyash 40 lbs Admixture 4.0 of Daravait IEXC S F CE / C al TTMPERATL'RF CI;M.Lx[i 711 SAMPLING OBSERVATIONS Panel made by PSI representative. Q Panel picked up by PSI representative. Test results comply with applicable specifications. ❑ "Pest results do not comply with applicable specifications. Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: ❑ YES ❑ NO g1 ❑ C1231 ❑ Other: cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC Respectfully submitted, Prrje ssional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Sample No Cylinder Diameter lin.) Cylinder Atea (in') Date Tested Age (days► Load fibs 1 Compressive Strength (p s 11 Fracture Type 1 A 2.75 5.94 3! I I /01 2 12000 2020 Cone IB 2.75 5.94 3/16/01 7 1C 2.75 5.9.1 4/6/01 28 1 D 2.75 5.94 4/6/01 28 I E 2.75 5.94 Design S rength Specification: 28 4000 Tr Itf.J Information Build On Engineering • Consulting • Testing CLIENT: DATE: March 9. 2001 TECHNICIAN: B. Tegland REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Torn Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 FIELD DATA LOCATION OF PLACEMENT: Samples taken for 4th wall panel #22: Shot panels dor south wall E 21. and 22 Shotcretc sample panel was taken at 15.00 cubic yards of 54.00 cubic yards placed total. Date Placed March 9. 2001 Time 10:45 AM Delivery Ticket No. 266071 Slump, In. Air Content, Mr Temperature, °F 72 Concrete Temperature, °F 71 Date Received In Lab March 12, 2001 Field Data Submitted By PSI/B. Tegland Mix Data Submitted By Glacier Northwest NOTE. APPLICABLE AIM STANDARDS. MESS OTHER WISEINDICATED MAXIM) SPECIMENS Ctt•w.IEXC SEC COMPRESSION TEST RESULTS ASTM Test Method: ❑ C31 ❑ C39 ❑ C143 ❑ C172 ❑ C231 PROJECT: The Bon Marchc Southcentcr Mall PERMIT NO.: JOB NO.: REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The items inspected conform to approved plans and specifications to the best of the inspectors knowledge. The resteel was inspected after dowels were tied to rebar. It was also noted that a change with pump was made due to a malfunction. REPORT NO.: CR16332 Supplier Glacier Northwest Mix Number and Proportions 0877 Cement 705 lbs Type I -II water 267 lbs Fine Aggregate 2125 lbs building sand Coarse Aggregate 800 lbs 3/8" rock Flyash 40 lbs Admixture 4.0 oz Daravait 22) SLUMP C1+1.t'iEXC £ ❑X C1064 ❑ C 123 l ❑ Other: Respectfully submitted, Proles 'mull Service hulnstries, Inc. 712 -10052 C M1I TEMPERATURE CII6s.4roll. SA.MPLINO CI':•'�' OBSERVATIONS Panel made by PSI representative. • Panel picked up by PSI representative. Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. Reinforcing steel %vas tound to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: ❑ YES n NO Q Sam Yaghmaic, P.E. Department Manager, Seattle Construction Services cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282.0666 • Fax 206/282 -0710 Sample No. Cylinder Diameter (ut.) Cylinder Area (in. Date Tested Age (days) Load (lbs.) Compressive Strength (psi.) Fracture Type IA 2.75 5.94 3/15/01 7 19600 3300 Cone 113 2.75 5.94 4/5/01 28 IC 2.75 5.94 4 /5/01 28 1D 2.75 5.94 Design Strength Specification: 28 4000 r�,�` Information f. .To Build On Engineering • Consulting • Testing CLIENT: REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Tom Howard PROJECT: The Bon Marche Federated Department Stores Southcenter Mall P.O. Box 12510 Seattle, WA. 98111 PERMIT NO.: D01 -056 ) DATE: March 8. 2001 JOB NO.: 712 -1 0DSY TECHNICIAN: S. Schweycn REPORT NO.: CR1'331 FIELD DATA LOCATION OF PLACEMENT: Placement for west 8" wall panels #5, and #4 Shotcretc sample panel was taken at 16.00 cubic yards of 16.00 cubic yards placed total. Date Placed March 8, 2001 Supplier Glacier Northwest Time 09:00 AM Delivery Ticket No. 264554 Slump, In. 3.00 Air Content, "/. Air Temperature, °F 64 Concrete Temperature, °F 74 Date Received In Lab March 9, 2001 Field Data Submitted By PSI /S. Schweyen Mix Data Submitted Dy Glacier Northwest NOTE. APPLICABLE ASTM STANDARDS UNLESSOTJERN1SE C.'DICATID MAKING SPECIMENS CHI.% (EYC SIC nla SLUMP 0141.9 1CM' SEC "I 11 MPERATLRE Cl wd d 44v11 SAMPLING C17 ASTM Test Method: ❑ C31 COMPRESSION TEST RESULTS ❑ C39 ❑ C143 ❑ C172 REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The items inspected conform to approved plans and specifications to the best of the inspectors knowledge. El C231 Mix Number and Proportions Cement 705 lbs Type 1-II Water 267 lbs Fine Aggregate 2125 lbs building sand Coarse Aggregate 800 lbs 3/8" Flyash 40 lbs Admixture 4.0 or Daravait ❑ C 1064 ❑ C 1231 OBSERVATIONS Q Panel made by PSI representative. © Panel picked up by PSI representative. 0 'Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: E YES E NO ❑ Other: Respectfully submitted. Profe sioiral Service Industries, Inc. Sam Yaghinaie, P.E. Department Manager, Seattle Construction Services cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPOftTSMpy NOT BE REPRODUCEQ. EXCFPT ltt FULL YITriO.LLLwRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC._ . .. . Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Sample No. Cylinder Diameter (in 1 Cylinder Area (in 21 Date Tested Age (days) Load (lbs 1 Compressive Strength (p s r 1 Fracture Tvpe I A 2.75 5.94 3/12/01 4 21000 3540 Cone 1B 2.75 5.94 3/15/01 7 iC 2.75 5.94 4 /5/01 28 1 D 2.75 5.94 4/5/01 28 1E 2.75 5.94 Desitat Strength Specification 28 4000 Engineering • Consulting • Testing CLIENT: PERMIT NO.: DATE: March 8, 2001 JOB NO.: 712 -10052 TECHNICIAN: C. Monacelli REPORT NO.: CR16500 FiELD DATA LOCATION OF PLACEMENT: Wall sections #4, 5, 11. and 12. Load was placed in lower 1/3 section of wall # 1 1 Shotcrete sample panel was taken at 47.00 cubic yards of 47.00 cubic yards placed total. Date Placed Time Delivery Ticket No. Slump, In. Air Content, % Air Temperature, °F Concrete Temperature. °i. Date Received in Lab Field Data Submitted By Mix Data Submitted fly NOTE APPLICABLR ASTM STANDARDS. UNLESS OTIIERWISEINDICATED MAKING SPECIMENS C1I- 46 (EXC SEC v 2 L SLL'\tr CII'. 9/ (tXC SEC (.1 TEMPERATt Re ct s.r4av1) SAMPLINN COMPRESSION TEST RESULTS ASTM Test Method: ❑ C3I Information To Build On REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Tom Howard Federated Department Stores P.O. Box 12510 Seattle. WA. 98111 March 8, 2001 269025 2.00 67 72 March 9. 2001 PSI /C. Monacelli Glacier Northwest ❑ C39 ❑ C143 ❑ C172 ❑ C231 0 C1064 ❑ C 1 231 ❑ Other: REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The resteel conformed to engineers details. Nozzelman was Gustavo of Johnson Western Gunite and blowman was Oscar. The items inspected conform to approved pains and specifications to the best of the inspectors knowledge. PROJECT: The Bon Marche Southcenter Mall 12 Supplier Glacier Northwest Mis Number and Proportions 0877 Cement 705 lbs Type 1 - ft Water Fine Aggrei;ate 2125 lbs Coarse Aggregate 800 lbs Flyash 40 lbs Admiiturc 4 oz ALA OBSERVATIONS [] Panel made by PSI representative. Panel picked up by PSI representative. Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. ® Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSi representative. 0 gallons of water added on site. WORK CONFORMS: C YES E NO Respectfully submitted, Prof sional Service Industries, lnc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL WITHOUT WRITTEN PERMISSION BY PROFESSIONA' SERVICg INQUSTRIF,S INC Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Z I ui ft 00 CD CD 9 u . WD LL CD 3 V W N t W 1L b U,i U m O i Sample No. Cylinder Diameter tin .1 Cylinder Area (in.') Date Tested Age (days) Load (lbs.) Compiesslse Strength I . s 1) Fracture Tv 1c 1A 175 5.94 3/15/01 7 196010 3300 Cone I B 2.75 5.94 4/5/01 28 29500 4970 Shear 1 C 2.75 5.94 4 /5/01 28 30500 5130 Shear ID 2.75 5.94 Discarded Design S rength Specification: 28 4000 f 'fl Inform�.�tion .ToBuild On Engineering • Consulting • Testing CLIENT: DATE: REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TES fi Tom Howard Federated Department Stores P.O. Box 12510 Seattle. OVA. 98111 March 8, 2001 TECHNICIAN: S. Schwcyen COMPRESSION TEST RESULTS REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The items inspected conform to approved plans and specifications to the best of the inspectors knowledge. PROJECT: The Bon Marche Southcenter Mall PERMIT NO.: D01 - 056 JOB NO.: 712 - 10052 REPORT NO.: CRI6331 FIELD DATA LOCATION OF PLACEMENT: Placement for west 8" wall panels #5. and #4 Shotcrete sample panel was taken at 16.00 cubic yards of 16.00 cubic yards placed total. Date Placed March 8. 2001 Supplier Time 09:00 AM Delivery Ticket No. 264554 Slump. In. 3.00 Mr Content. Air Temperature, °F 64 Concrete Temperature, °F 74 Date Received In Lab March 9, 2001 Field Data Submitted By PSI /S. Schwcyen tit Data Submitted fay Glacier Northwest NOTE APPUCAIILF. ASTIN STANDARDS. 1,1:LESS OT1rERN1SE INDICATED SIAXUNO SPCCIttINS C11.96 iEXC SLC 9 2 21. SLUMP CI1l. n 1ExC SIT (.1 TCSIPCPATI:R ASTM Test Method: ❑ C31 ❑ C39 ❑ C143 ❑ C172 ❑ C 231 ❑ C1064 ❑ C1231 ❑ Other: L ;Ur Glacier Northwest flit Number and Proportions Cement 705 lbs type I -11 Water 267 lbs Fine Aggregate 2125 lbs building sand Coarse Aggregate 800 lbs 3/8" Flyash 40 lbs Admisture 4.0 ox Daravait CUw.4.*' ;)1 SASIPI.ING Ch2.1' OBSERVATIONS 0 Panel made by PSI representative. Panel picked up by PSI representative. Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. O Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: Ei YES I NO Respectfully submitted, Pr q a filonal Service Industries, Inc. am Yaghmaie, P.E. Department Manager. Seattle Construction Services cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Sample No. Cylinder Dlatneter (in.) Cylinder Area (in.') Date Tested Age (daysi Load (lbs .1 Compressive Strength t *.s 1.1 Fracture Ts IA 2.75 5.94 3/12/01 4 21000 3540 Cone 113 2.75 5.94 3/15/01 7 22500 3790 Cone IC 2.75 5.94 4/5/01 28 29900 5030 Cone 1 D 2.75 5.94 4/5/01 28 29000 4880 Shear 1E 2.75 5.94 Discarded Design S rength Specification: 28 4000 DATE: ' Informt,..ton .To Build On Engineering • Consulting • Testing CLIENT: REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 March 8. 2001 TECHNICIAN: C. Monacelli FIELD DATA LOCATION OF PLACEMENT: Wall sections #4, 5, I I. and 12. Load was placed in lower 1/3 section of wall # Shotcrete sample panel was taken at 47.00 cubic yards of 47.00 cubic yards placed total. March 8, 2001 Date Placed Time Delivery Ticket No. 269025 Slump, In. 2.00 Air Content, Air Temperature, °F 67 Concrete Temperature, •F 72 Date (teethed In Lab March 9, 2001 Field Data Submitted Dy PSI /C. Monacelli Mis Dab Submitted Hy Glacier Northwest NOTE. APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATLD MAXIMS SPECIMENS Cl COMPRESSION TEST RESULTS ASTM Test Method: ❑ C31 ❑ C39 ❑ C143 ❑ C172 ❑ C23I REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The rested conformed to engineers details. Nozzelman was Gustavo of Johnson Western Gunite and blowman was Oscar. The items inspected conform to approved pains and specifications to the best of the inspectors knowledge. PROJECT: The Bon Marche Southcenter Mall PERMIT NO.: JOB NO.: 712-10052 REPORT NO.: CR16500 Supplier Glacier Northwest Nlis Number and Proportions 0877 Cement 705 lbs Type I - 11 Water Fine Aggregate 2125 lbs Coarse Aggregate 800 lbs Flyash 40 lbs Admkture 4 oz AEA ,ESC SEC •2I) SLUMP Cl1t: rt,EXC SEC io TEMPFRATURE CIIV.J•IN SAMn'LINO 63 C 1 064 ❑ C l 231 ❑ Other: cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC Respectfully submitted, Pro[essional Service Industries, Inc. OBSERVATIONS Panel made by PSI representative. Panel picked up by PSI representati'.e. Test results comply with applicable specifications. ❑ 'Pest results do not comply with applicable specifications. • Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: YES ❑ NO r `! Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 • CLIENT: CM /erh cc: ar rrXI 140 I OP Information To Build On Engineering • Consulting • Testing REPORT OF INSPECTION ACTIVITIES Tom Howard PROJECT: The Bon Marche Federated Department Stores Southcenter Mall P.O. Box 12510 Seattle. WA. 98111 PERMIT NO.: 004- kV DATE: March 8. 2001 JOB NO.: - '112 -10052 INSPECTOR: C. Monacelli REPORT NO.: FR13310 REMARKS: A representative of PSI arrived at the above referenced project for the a.m. shift of the inspections. She monitored the shotcrctc and did rested and epoxy dowel inspection. The contractor shotcreted wall sections 4, 5, 11 and 12 on the a.m. shift. A rested inspection was done on wall sections 10, 11, 12, 15 and 16. It's okay to shotcrcte. Duct tape needs to be removed on wall section 16. Epoxy dowel inspection was done on the lower section of walls 17 and 19. Holes were drilled. cleaned out and dowels were epoxied in with Hilti 150 Epoxy, having proper embedment. Work conforms to the engineer's details. to the best of her knowledge. WORK CONFORMS TO APPROVED PLANS: ®ti'ES Respectfully submitted, P FESSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie. P.E. Manager, Seattle Construction Services REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 RECEIVED MAR 3 0 2001 BUILDING OEPARTMENT NO Sample No. Cylinder Diameter (in.) Cylinder Area tirril Date Tested Age (days) Load fibs Compressive Strength tp s i) Fracture Type IA 2.75 5.94 3/9/01 2 14200 2390 1B 2.75 5.94 3/9/01 2 12900 2170 Shear IC 2.75 5.94 3/14/01 7 22000 3700 Shear 1 D 2.75 5.94 4/4/01 28 1E 2.75 5.94 4/4/01 28 Design S rength Specification: 28 2000 rT�: Inforniation l f . JJTo Build On Engineering • Consulting • Testing CLIENT: Da te Placed Time Delivery Ticket No. Slump, In. Air Content, % Air Temperature. °F Concrete Temperature, °F Date ttecehed In Lab Field Data Submitted fly Nix Data Submitted Hy `TOTE APPLICABLE ASTM STANDARD REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Tom Howard Federated Department Stores P.O. Box 12510 Seattle. WA. 98111 DATE: March 7, 2001 TECHNICIAN: C. Monacclli March 7.2001 264507 1.75 ASTM Test Method: ❑ C31 ❑ C39 ❑ C143 ❑ C172 ❑ C231 PROJECT: REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The rested conformed to engineers details. For more information refer to CR16498, CR16330, and CR 16329. This load was placed in lower sections of wall 41 (4 ") and wall #2 (8 "). Nozzelman was Gustavo of Johnson Western Gunite and blowman was Oscar. The Bon Marche Southcenter Mall PERMIT NO.: JOB NO.: 712 -10052 REPORT NO.: CR16497 FIELD DATA LOCATION OF PLACEMENT: Wall sections 41, 2. 3, 6. 7, 8, and 9 Shotcrete sample panel was taken at 45.00 cubic yards of 45.00 cubic yards placed total. Supplier Nix Number and Proportions Cement •Water Fine Aggregate Coarse Aggregate Flyash Admixture 67 68 March 8. 2001 PSI /C. Monacelli Glacier Northwest In.LESS OTHERWISE INDICATED MARINO SPECIMENS Ct I.94 (CSC SEC ' I A same C141.9' (LAC COMPRESSION TEST RESULTS a C1064 ❑ C1231 cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. 2125 lbs 800 lbs 4(1 lbs 4 oz AEA Glacier Northwest 0877 705 lbs Type I -II 0 gallons of water added on site. WORK CONFORMS: X YES ❑ Other: SEC ,) TEMPERATLRE C1 SAMPLING CI'I•9' Respectfully submitted, Professional Service Industries, Inc. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 OBSERVATIONS Panel made by PSI representative. ❑ Panel picked up by PSI representative. Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services NO Sample No. Cylinder Diameter tin) Cylinder Area (in.' Date Tested Age (days) Load (lbs.) Compressive Strength t s t Fracture Ts e IA 2.75 5.94 3/9/01 2 11500 1940 113 2.75 5.94 3/9/01 2 11000 1850 Cone 1C 2.75 5.94 3/14/01 7 23800 4010 Cone ID 2.75 5.94 4/4/01 28 1E 2.75 5.94 4/4/01 28 Design S rength Specification: 28 2000 f.�i Information N' To Build On Engineering • Consulting • Testing CLIENT: ASTM Test Method: ❑ C31 REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 FIELD DATA LOCATION OF PLACEMENT: Wall sections 41, 2. 3, 6. 7. and 8 Shotcrete sample panel was taken at 77.00 cubic yards of 77.00 cubic yards placed total. COMPRESSION TEST RESULTS ❑ C39 ❑ C143 REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The resteel conformed to engineers details. For more information refer to CR16497, CR 16330, and CR16329. This load was placed in lower section of wall #3. Nozzelman was Gustavo of Johnson Western Gunite and blowman was Oscar. ❑ C 172 ❑ C231 PROJECT: The Bon Marche Southcenter Mall PERM NO.: DATE: March 7, 2001 JOB NO.: 712 -10052 TECHNICIAN: C. Monacelli REPORT NO.: CR16498 Date Placed March 7, 2001 Time Delivery Ticket No. 268916 Slump, In. 2.00 Air Content, •° Mr Temperature, °F 67 Concrete Temperature. °F 69 Date Received In Lab March 8, 2001 Field Data Submitted By PSI /C. Monacelli MN Data Submitted By Glacier Northwest MOTE APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED MAKING SPECIMENS Ct Lw, tEXC SEC 9 2 2!. SLUMP C 11'•4'!LAC SrC c,. TE\IPmPATURC Cn•44.■711 SAMPLING C t^ Supplier Glacier Northwest Alix Number and Proportions 0870 Cement 705 lbs Type 1 -II Water Fine Aggregate 2125 lbs Coarse Aggregate 800 lbs Flyash 40 lbs Admixture 4 oz AEA © C1064 ❑ C 123 I ❑ Other: OBSERVATIONS © Panel made by PSI representative. Panel picked up by PSI representative. 0 Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: Lam. YES NO cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC Respectfully submitted, Professional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 - 1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Sample No Cylinder Diameter (m.) Cylinder Area (In') Date Tested Age (daysl Load (Ibs) Cornpressne Strength (p s L) Fracture Tl IA 2.75 5,94 3/9/01 2 11500 1940 I B 2.75 5.94 3/9/01 2 11000 1850 Cone IC 2.75 5.94 3/14/01 7 1 D 2.75 5.94 4/4/01 28 I E 2.75 5.94 4 /4/01 28 Design S rengtll Specification: 28 4000 �' " Information /tm °To Build On Engineering • Consulting • Testing CLIENT: ASTM Test Method: ❑ C3I REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Tom Howard Federated Department Stores P.O. Box 12510 Seattle. WA. 98111 PERMIT NO.: DATE: March 7, 2001 JOB NO.: 712-10052 TECHNICIAN: C. Monacelli REPORT NO.: CR16498 FIELD DATA LOCATION OF PLACEMENT: Wall sections #1. 2, 3. 6. 7, and 8 Shotcretc sample panel was taken at 77.00 cubic yards of 77.00 cubic yards placed total. Date Placed March 7, 2001 Time Delivery Ticket No. 268916 Slump, In. 2.00 Air Content. Air Temperature, °F 67 Concrete Temperature, °F 69 Date Received In Lab March 8, 2001 Field Data Submitted By PSI /C. Monnelli Mix Data Submitted By Glacier Northwest NOTE APPLICABLE ASTM STANDARDS. UNLESS OTHLRWISE INDICATED MAKINO SPECIMENS CI t•96 1FtC SCC v 2 11 St CMP CI 41.'0 IE %C Sr C COMPRESSION TEST RESULTS ❑ C39 ❑ C143 ❑ C172 ❑ C231 REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The resteel conformed to engineers details. For more information refer to CR16497, CR16330, and CR16329. This load was placed in lower section of wall #3. Nouelman was Gustavo of Johnson Western Gunite and blowman was Oscar. PROJECT: The Bon Marche Southcentcr Mall Supplier Mit Number and Proportions 0870 Cement 705 lbs T. Water Fine Aggregate 2125 lbs Coarse Aggregate 800 lbs F1)ash 40 lbs Admixture 4 01 AEA ❑ C1064 ❑ C1231 V COMMUNITY DEVEI_OPmr=, to TEMPERATURE CIIxd44.911 SAMPLING CI'NI' OBSERVATIONS Panel made by PSI representative. Panel picked up b.v PSI representative. 0 Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by I'S1 representative. 0 gallons of water added on site. R3 ❑ Other: Glacier Northwest PC RECEIVED WORK CONFORMS: YES Respectfully submitted, Professional Service Industries, Inc. Sam Yaehmaie, P.E. Department Manager, Seattle Construction Services cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 NO CLIENT: NS dab ll Information ,To Build On Engineering • Consulting • Testing PERMIT NO.: DO1 -056 DATE: March 7, 2001 JOB NO.: 71240052 -1 I INSPECTOR: C. Monacelli REPORT NO.: FR14430 REMARKS: CM /tms cc: REPORTS MAY REPORT OF INSPECTION ACTIVITIES Tom Howard PROJECT: The Bon Marche Federated Department Stores Southccntcr Mall P.O. Box 12510 Seattle, WA. 98111 A representative of PSI arrived at the above referenced project to perform an inspection of epoxy dowels and to monitor Shotcrctc pour. The contractor Shotcreted wall sections 1. 2, 3, 6, 7. 8. and 9. The retseel conformed to engineers details and dowels installed also conformed to the engineers details. The epoxy dowel inspection was done on the two wall sections west of wall #3 and south wall section on west wall lower half. The contractor drilled proper size holes, cleaned holes out and installed dowels with Hilti 150 Epoxy. They had the proper embedment and conformed to the engineers details. The inspector noted that the rested inspection was done on wall section 4 and 5. • •- • �a' ��i' �> �a.`s l'-'' ��be'. �„ �'.!•. �.; �i,:: isl7�. CR. m: 7�'.,.^ ii" �:'. `:'.5�;^,n.••,s�,Y- i.'i`:,'":;� :. ri:�:a : -r e•,._...... ... r. WORK CONFORMS TO APPROVED PLANS: Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC, Sam Yaghmaie, P.E. Manager, Seattle Construction Services YES Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 LL17/ 1T tiouLwRIttEN. PE RMISS :ON- aY. PROFESSIONAL .SERVICE INDUSTRIES. INC_. _ ._ . _ . _ -- - -. - --- '. -- — -- - ---- -- - NO SS /vsr ririrsZT1Information L tJJToj3uild On Engineering • Consulting • Testing cc: City of Tukwila REPORT OF INSPECTION ACTIVITIES CLIENT: Tom Howard PROJECT: The Bon Marche Federated Department Stores Southcenter Mall P.O. Box 12510 Seattle, WA 98111 PERMIT NO.: D01 -056 DATE: March 7, 2001 JOB NO.: 2 -1005 INSPECTOR: S. Schweycn REPORT NO.: FR03070I REMARKS: WORK CONFORMS TO APPROVED PLANS: Sam Yaghmaie, P.E. Manager, Seattle Construction Services REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC. -f A representative of PSI arrived at the above referenced project for the PM night shift inspecion and relieved PSI inspector Monacelli. Reviewed previous report FR 14429 dated March 6, 2001. Was informed that shotcrete placement was set back until 7 AM on March 7, 2001. Contractor continued work in progress drilling holes and epoxy dowels at third floor, cast and west walls and prepared walls at north, panels #6, #7, and #9 and at southeast panels # I and #2 and at south. panel #3 for AM shotcrete. Epoxy dowels and rested previously inspected at above -noted panel locations. Sec FR reports dated March 2, 2001. Minor corrections noted on FR report dated March 6, 2001. North wall in accordance with approved plans and details and procedures to best of his knowledge. Masons completing CMU block repair at southeast corner stair wall at top of north wall for approximately 3 to 6 courses of infill. Contractor drilling holes, epoxy rebar and installing rebar at east and west walls at panels #4 and #5 west and #8 cast. Wall #2 previously completed. Masons working at repair of CMU walls at southwest corner stair. Inspected drilling and epoxy of dowels at west wall panels #4 and #5. Diagonal trim bars added at electrical panel box on #4. Corner bars ( #4) added at #6, #7, and #9 at north; #1, #2, #8 at southeast; #3 at south. Rested in accordance with plans. Samples were cast for early break. Engineer John Smith with CPL and Tukwila Building Official were on site during shotcrete placement. Walls at south, east, and west for next shift inspection. Re ctfully submitted, ROFESSIONAL SERVICE INDUSTRIES, INC. YES Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 - 1706 • Phone 206/282 - 0666 • Fax 206/282 - 0710 NO Sample No. Cylinder Diameter fin.) Cylinder Area (in.') Date Tested Age (days) Load (lbs.) Compressive Strength I si.i FractuieTv e 1A 2.75 5.94 3/9/01 2 11500 1940 IB 2.75 5.94 3/9/01 2 11000 1850 Cone IC 2.75 5.94 3/14/01 7 23800 4010 Cone 1 D 2.75 5.94 4/4/01 28 27900 4700 Shear 1E 2.75 5.94 4/4/01 28 28100 4730 Shear Design Strength Specification: 28 2000 Engineering • Consulting • Testing REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST CLIENT: DATE: TECHNICIAN: C. Monacelli Date Placed Time Delivery Ticket No. Slump, In. Air Content, Mr Temperature, °F Concrete Temperature, °F Date Received In Lab Field Data Submitted fly Mix Data Submitted By ASTM Test Method: ❑ C31 Inform,. (ion To Build On Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 March 7, 2001 FIELD DATA LOCATION OF PLACEMENT: Wall sections # I. 2. 3, 6, 7, and 8 Shotcrete sample panel was taken at 77.00 cubic yards of 77.00 cubic yards placed total. March 7, 2001 268916 2.00 67 69 March 8, 2001 PS1 /C. Monacelli Glacier Northwest PROJECT: The Bon Marche Southcenter Mall PERMIT NO.: JOB NO.: REPORT NO.: CR16498 NOTE . APPLICABLE ASTM STANDARDS. UNLESS OTHERWISE INDICATED MAKING SPECIMENS C iE.0 9211 SLUMP Cii'.i7 SEC 61 TE sera STCNE CIt69.W n1 SAMPLING CI7:.l' COMPRESSION TEST RESULTS ❑ C39 ❑ C143 ❑ C 172 ❑ C231 ® C1064 ❑ C1231 REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The rested conformed to engineers details. For more information refer to CR16497, CR16330, and CR16329. This load was placed in lower section of wall #3. Nozzelman was Gustavo of Johnson Western Gunite and blowman was Oscar. Supplier Glacier Northwest Mix Number and Proportions 0870 Cement 705 lbs Type 1 Water Fine Aggregate 2125 lbs Coarse Aggregate 800 lbs Flyash 40 lbs Admixture 4 oz AEA Respectfully submitted, Professional Service Industries, Inc. 712 -10052 OBSERVATIONS © Panel made by PSI representative. Panel picked up by PSI representative. "lest results comply with applicable specifications. Test results do not comply with applicable specifications. Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: V.] YES NO ❑ Other: cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY t•OT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC Sam Yaghmaie, P.E. Department Manager, Seattle Construction Services Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Sample No. Cylinder Diameter (In.) Cylinder Area (in.') Date Tested Age (days) Load Ohs 1 Compressive Strength (psi 1 Fracture Tspe I A 2.75 5.94 3/9/01 2 14200 2390 113 2.75 5.94 3 /9/01 2 12900 2170 Shear IC 2.75 5.94 3/14/01 7 1D 2.75 5.94 414/01 28 1E 2.75 5.94 4/4/01 28 Design S rength Specification. 28 4000 CLIENT: DATE: Information !To Build On Engineering • Consulting • Testing TECHNICIAN: C. Monacelli ASTM Test Method: ❑ C31 REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 March 7. 2001 March 7, 2001 COMPRESSION TEST RESULTS 0 C3 ❑CI43 ❑ C 172 ❑ C231 REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The resteel conformed to engineers details. For more information refer to CR16498. CR16330, and CR16329. This load was placed in lower sections of wall 41 (4 ") and wall #2 (8 "). Nozzelman was Gustavo of Johnson Western Gunite and blow•man was Oscar. PROJECT: The Bon Marche Southccntcr Mall PERMIT NO.: JOB NO.: 712 -10052 REPORT NO.: CR16497 FIELD DATA LOCATION OF PLACEMENT: Wall sections 41, 2, 3, 6, 7, 8, and 9 Shoterete sample panel was taken at 45.00 cubic yards of 45.00 cubic yards placed total. Supplier Glacier Northwest Mit Number and Proportions 0877 Cement 705 lbs Type I - I I Water Fine Aggregate 2125 lbs Coarse Aggregate 800 lbs Flyash 40 lbs Admisture 4 oz AEA Date Placed Time Delivery Ticket No. 264507 Slump, In. 1.75 Air Content, Mr Temperature, •F 67 Concrete Temperature, •F 68 Date Received In Lab March 8. 2001 Field Data Submitted By PSI /C. Monacelli Mix Data Submitted Dy Glacier Northwest NOTE. APPLICABLE AVM STANDARDS . MESS arntawISE INDICATED stoatsGSPECMtF.VS C?L'A. \C SEC 9 221 SLUMP CID-II AEXC SEC al It2.1LRAWEE Clioa.M,vtt S Amin i ',G ❑ C 1064 ❑ C1231 OBSERVATIONS ❑ Panel made by PSI representative. Q Panel picked up by PSI representative. d Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. Reinforcing steel was found to coinp■ with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: n YES Fl NO 6 ❑ Other: Respec uIIy submitted, P ofessional Service Industries, Inc. Sam Yaghmaie. P.E. Department Manager, Seattle Construction Services cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT REPORTS MAY NOT BE REPRODUCCO. EXCEPT IN Fy�u., y(ITHg,QT WRITTI;1Ea MISS1QN 8Y E13QEESSIQNAL .SERVICE.INDUSTRIES. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282-0710 Sample No. Cylinder Diameter (m.1 Cylinder Area (in.'l Date Tested Age (daysl Load (Ibs) Compressive Strength (p s e Fracture Type 1 A 2.75 5.94 3/9/01 2 14200 2390 I B 2.75 5.94 3/9/01 2 12900 2170 Shear IC 2.75 5.94 3/14/01 7 22000 3700 Shear I D 2.75 5.94 4/4/01 28 27200 4580 Cone IE 2.75 5.94 4/4/01 28 27500 4630 Cone Design Strength Specification: 28 2000 CLIENT: DATE: r Informtation 11 r .To Build On Engineering • Consulting • Testing TECHNICIAN: C. Monacelli REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 9811 1 March 7, 2001 March 7. 2001 Date Placed Time Delis ery Ticket No. 264507 Slump, In. 1.75 Mr Content, % Air Temperature, °F 67 Concrete Temperature, °F 68 Date Received In Lab March 8, 2001 Field Data Submitted By PSI /C. Monacelli Mix Data Submitted By Glacier Northwest NOTE APPLICABLE ASTM STANDARDS. UNLESS OTUESWISE INDICATED COMPRESSION TEST RES PROJECT: The Bon Marche Southcenter Mall PERMIT NO.: JOB NO.: REPORT NO.: CR16497 FIELD DATA LOCATION OF PLACEMENT: Wall sections #1, 2, 3, 6, 7, 8, and 9 Shotcrete sample panel was taken at 45.00 cubic yards of 45.00 cubic yards placed total. ASTM Test Method: ❑ C31 ❑ C39 ❑ C143 ❑ C172 ❑ C231 Q C1064 REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The resteel conformed to engineers details. For more information refer to CR16498, CR16330, and CR16329. This load was placed in lower sections of wall #1 (4 ") and wall #2 (8 "). Nozzelman was Gustavo of Johnson Western Gunite and blowman was Oscar. Supplier Glacier Northwest Nils Number and Proportions 0877 Cement 705 lbs Type I - I1 Water Fine Aggregate 2 125 lbs Coarse Aggregate 800 lbs Flyash 40 lbs Admixture 4 oz AEA MAKING SPECIMENS C11.94 tEXC SEC 92:.SLLbIP CI51H'tE \C• SEC rn 1LSTELRATURF. ct .!- soC211 SAMrLING cl'2.it C 1231 ❑ Other: Respectfully submitted, Pr fessioital Service Industries, Inc. 712 -10052 OBSERVATIONS Panel made by PSI representative. Panel picked up by PSI representative. © Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. Q Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PS1 representative. 0 gallons of water added on site. WORK CONFORMS: YES L NO Sam Yaghmaie. P.E. Department Manager, Seattle Construction Services cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119-1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Sample No Cylinder Diameter (in ) Cylinder Area (in.') Date Tested Age (days) Load (Ibs 1 CompresSlve Strength (psi., Ffacture T■pc 1A 2.75 5.94 3/8/01 18hr 7500 1260 Cone 113 2.75 5.94 3/8/01 I 9500 1600 Cone I C 2.75 5.94 3/9/01 2 13200 2220 Cone Design S rength Specification: 2 2Q00 Engineering • Consulting • Testing CLIENT: N DATE: March 7. 2001 TECHNICIAN: S. Schwevcn Information To Build On REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 FIELD DATA LOCATION OF PLACEMENT: Placement for 3rd Floor, north wall panels #6, 7. and 9 Shotcrete sample panel was taken at 9.00 cubic yards of 9.00 cubic yards placed total. Date Placed March 7, 2001 Time 08:00 AM Delivery Ticket No. 264459 Slump, In. 3.00 Air Content, Air Temperature, °F Concrete Temperature, •F 74 Date Received In Lab March 8, 2001 Field Data Submitted By PSI /S. Schweycn Mix Data Submitted By Glacier Northwest NOTE APPLICABLE ASTM STANDARDS. MESS OTHERWISE INDICATED MAKING SPECIMENS CI I COMPRESSION TEST RESULTS PROJECT: The Bon Marche Southcenter Mall PERMIT NO.: D01.056 JOB NO.: 712 -10052 REPORT NO.: CR16329 Supplier Glacier Northwest Mix Number and Proportion% 0877 Cement 705 lbs Type I -II Water 267 lbs Fine Aggregate 2125 lbs building sand Coarse Aggregate 800 lbs 3/8" Fly ash 40 lbs Admixture 4.0 oz 1)aravair XC SEC 9 2 2 1 SLUMP C1N 911EXC SEC to TEMPERATI :RE CII,.4.14491■ SAMPLING CI'2./' 13 13 ASTM Test Method: ❑ C31 ❑ C39 ❑ C143 ❑ C172 ❑ C23 I ❑ C1064 ❑ C1231 ❑ Other: REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The items inspected conform to approved plans and specifications to the best of the inspectors knowledge. See report CRI6330 for additional test results. RC :,i MAP ZOO; COMMilNUIV DFVE!..o °Mrl'' AIM OBSERVATIONS d Panel made by PSI representative..._ \ Panel picked up by PSI representative. Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. Reinforcing steel was found to conIpl with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: la YES n NO Respectfully submitted. P .ofessional Service Industries, Inc. Sam Yaghmaie, P.E. Department Manager. Seattle Construction Services cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT REPORTS MAY NOT SEREPRQPUCED EXCEELIPLEUL.L._VVITI BY_PROEESSIONAL SERVICE INDUSTRIES. INC__ _._ _ __. . . __ . ..__. _ ... Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 Sample No. Cylinder Diameter (in.) Cylinder Area (in.') Date Tested Age (days) Load Ohs) Compressive Strength (p.s I.) Fracture T1pe 2A 2.75 5.94 3/12/01 5 18000 3030 Cone 213 2.75 5.94 3/12/01 5 17500 2950 Cone 2C 2.75 5.94 3/12/01 5 18400 3110 Cone _,ve, Design S rength Specification: 5 2000 CLIENT: DATE: March 7, 2001 TECHNICIAN: S. Schwcycn Information !To Build On Engineering • Consulting • Testing REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Tom Howard PROJECT: The Bon Marche Federated Department Stores Southcenter Mall P.O. Box 12510 Seattle, WA. 98111 FIELD DATA LOCATION OF PLACEMENT: Placement for 3rd floor, north wall panels #6, 7, and 9 Shotcrete sample panel was taken at 18.00 cubic yards of 18.00 cubic yards placed total. Date Placed March 7, 2001 Time 09:00 AM Delivery Ticket No. 264466 Slump, In. 3.00 Air Content, Air Temperature, °F Concrete Temperature, °F 74 Date Received In Lab March 8, 2001 Field Data Submitted By PSI /S. Schweyen MIs Data Submitted By Glacier Northwest 40TE. APPLICABLE ASTM STANDARDS. LNLESS OTHERWISE 14D;CATED ASTM Test Method: ❑ C31 ❑ C39 ❑ C143 MAKING SPECIMENS C1 I.% ■EXC COMPRESSION TEST RESULTS 0 C17 ❑ C231 REMARKS: Inspected reinforcing steel and witnessed pump shotcrete placement. The items inspected conform to approved plans and specifications to the best of the inspectors knowledge. See report CR16329 for additional test results. PERMIT NO.: DO1 -056 JOB NO.: 712 -10052 REPORT NO.: CR16330 Supplier Glacier Northwest Mix Number and Proportions 0897 Cement 705 lbs Type I -II Water 267 lbs Fine Aggregate 2125 lbs building sand Coarse Aggregate 800 lbs 3/8" Fly ash 40 lbs Admixture 4.0 oz Daravait EC 9::1, SLUMP C141.97 ItXC SEC fiI TEMPERATURE CIW4464917 SAMPLING OBSERVATIONS Panel made by PSI representative. Panel picked up by PSI representative. Test results comply with applicable specifications. ❑ Test results do not comply with applicable specifications. El Reinforcing steel was found to comply with plans and project specifications. ❑ Reinforcing steel does not comply with plans and project specifications. ❑ Reinforcing steel not inspected by PSI representative. 0 gallons of water added on site. WORK CONFORMS: IN YES C NO E3 El ❑ C1064 ❑ C1231 ❑ Other: Respectfully submitted, Pra}t`ssional Service Industries, Inc. ( Yaghmaie. P.E. Department Manager, Seattle Construction Services cc: THESE TEST RESULTS APPLY ONLY TO THE SPECIFIC SAMPLES TESTED AND MAY NOT BE INDICATIVE OF THE ENTIRE CONCRETE PLACEMENT. REPORTS MAY NOT RF RFPRnnucEn_FYCFP7 wEULL WLTHOULWRITTENPERMISSION EY.PROFESSIONAL SERVICE INDUSTRIES. INC. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 arAll Information te To Build On Engineering • Consulting • Testing CLIENT: CM /tms cc: Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA. 98111 REPORT OF INSPECTION ACTIVITIES PROJECT: The Bon Marche Southcenter Mall PERMIT NO.: DATE: March 6, 2001 JOB NO.: 712 - 10052 -10 INSPECTOR: C. Monacelli REPORT NO.: FR14429 REMARKS: A representative of PSI arrived at the above referenced project to perform inspections on dowel installation and tieing rebar. The epoxy dowel inspection was done on vertical and horizontal dowels for Shotcrete walls 44, #5, and #8 as well as lower half and top vertical dowels on walls al and #2. The inspector noted that the contractor drilled proper size holes, cleaned holes out. and installed proper size dowels with Hilti HT - 150 Epoxy having proper embedment The rested inspection was done on wall sections 41, #2, #6, #7, #9, and #3. Rested conforms to engineers details for 4" and 8" walls. The contractor needs to install corner bars at corner walls 41 and #2 at engineers request and written detail. All duct tape needs to be removed prior to Shotcrete placement. WORK CONFORMS TO APPROVED PLANS: Respectfully submitted, PROFES SERVICE INDUSTRIES, INC. Sam Yaghmaie. P.E. Manager, Seattle Construction Services YES REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC _ Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 NO CLIENT: DATE: YS /vsr f 'i7 Information To . Build On Engineering • Consulting • Testing INSPECTOR: Y. Shprits REMARKS: cc: City of Tukwila Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA 98111 March 5, 2001 REPORT OF INSPECTION ACTIVITIES PROJECT: The Bon Marche Southcenter Mall PERMIT NO.: DO1 -056 2 JOB NO.: 2.10052 -5 REPORT NO.: FR14502 A representative of PSI arrived at the above referenced project to perform epoxy rested dowels inspection. He inspected the installation of dowels for shotcretc reinforcement in the north, south, and east walls. The following items were inspected: 1. Diameter, depth, location. and clearness of holes. 2. Diameter, form, length, and procedure of dowel. Installation with epoxy product "IIILTI HIT -11Y 150" with expiration date of September 2001. The following parcels of walls were inspected: 1. North wall between gridlines 23 -24, 25 -26, 27 -28; all dowels except the ceiling dowels were installed. 2. South wall between gridlines 22-23-24; drilling holes were in progress. 3. Same between gridlines 29 -30; installed all the floor dowels, the work were in progress. 4. East wall between gridlines K -L; drilling holes was in progress. The work was done in accordance with sketches of structural engineer John Smith (Coughlin. Porter, Lundeen) and manufacturer's instruction for epoxy product, to the best of his knowledge. WORK CONFORMS TO APPROVED PLANS: F1 YES \O Respectfully submitted, PR FESSIONAL SERVICE INDUSTRIES, INC. Sam Vaghmaie, P.E. Manager, Seattle Construction Services REPORTS MAY NOT BE REPRODUCED. EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES. INC. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 SS / tms MC671 Information L If.JJTo Build On Engineering • Consulting • Testing cc: City of Tukwila REPORT OF INSPECTION ACTIVITIES CLIENT: Tom Howard PROJECT: The Bon Marche Federated Department Stores Southcenter Mall P.O. Box 12510 Seattle, WA 98111 PERMIT NO D01 -056 j DATE: March 4, 2001 JOB NO.: 712 - 10052 - INSPECTOR: .C. Monacelli REPORT NO.: FR13312 REMARKS: A representative of PSI arrived at the above referenced project, as requested for the morning shift, the contarctor was continuing with demo. Contractor was drilling holes for epoxy dowels on north wall section 6, 7, and 9 ( 3` floor). The inspector noted that epoxy had not yet arrived on site and that epoxy was not done on themorning shift. The contractor was drilling proper size holes and has proper cmbedemnt, as called out on engineer's revised drawing dated 2 -3 -01 for Shotcrete walls. WORK CONFORMS TO APPROVED PLANS: Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P.E. Manager, Seattle Construction Services YES l l NO REPORTS MAY NOT BE REPRWIICEQ-E{CFPT IN Ft II 1 Wl.R'91 SYRLIIENP_ERMl5S1QN . YPROFESSLONALSERVICE. INOLSTRIES . INC. _ _ _ _ _ __ .. _. _. _ _ _______ Professional Sorvice Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 CLIENT: irfir Information 11 Build On Engineering • Consulting • Testing Tom Howard Federated Department Stores P.O. Box 12510 Seattle, WA 98111 REPORT OF INSPECTION ACTIVITIES PROJECT: The Bon Marche Soutllcentcr Mall PERMIT NO.: D6I -056 DATE: March 4, 2001 JOB NO.: 12- 100 2 -2 INSPECTOR: S. Schwcycn REMARKS: SS /vsr cc: City of Tukwila REPORT NO.: FR030401 A representative of PSI arrived at the above referenced project for seismic stabilization work in progress in the afternoon shift. He reviewed PSI report FR 13312 from the morning shift. The contractor continue work in progress for required demolition. Also, continue drilling holes and preparing for epoxy rebar dowels at north wall. 8" holes arc being drilled into the floor, at column sides and overhead spandrel beam locations for #5 rcbar dowels. 5" holes are also being drilled into the existing CMU wall at grouted locations for #4 rcbar 90 degrees dowels. The contractor begin work primarily at the west end. He checked hole depths and found them to be in accordance with approved plans; the contractor cleaned out holes and epoxied rcbar dowels with Hilti 150 two par epoxy for every other bay to start. Initially, contractor drill holes' /." oversize per verbal instruction from engineer but has been changed to 1/8" oversize per standard practice. The above noted work was performed at the 3rd floor. WORK CONFORMS TO APPROVED PLANS: n YES E NO Ress'tfully submitted, ROFESSIONAL SERVICE INDUSTRIES, INC. S am Yaghmaic, P.E. Manager, Seattle Construction Services REPORTS MAY NOT BE REPRODUCED, EXCEPT IN FULL. WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC . _ _ _ . Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282 -0666 • Fax 206/282 -0710 PERMIT NO.: PO CO 1 10 BUILDING PERMITS INSPECTIONS ❑ 00001 Progress Inspection Status ❑ 00002 Pre - construction ❑ 00003 Investigation ❑ 00004 OK to Occupy ❑ 00005 Remove Stop Work Order ❑ 00006 Follow -up ❑ 00007 Pre -Move Inspection ❑ 00050 WSEC Residential ❑ 00060 WA Ventilation/Indoor AQC ❑ 00070 NLEA Inspection/Modular Struct ❑ 00071 Mobile Home Tie Down Insp ❑ 00072 Marriage Lines ❑ 00090 Resteel ❑ 00095 Footing Drains ❑ 00100 Foundation Footings ❑ 00200 Foundation Walls ❑ 00250 Foundation Insulation ❑ 00300 Concrete Slab /Slab Insulation ❑ 00350 Crawl Space ❑ 00400 Shear Wall Nailing ❑ 00450 Plywood Wall Sheathing ❑ 00500 Roof Sheathing Nailing ❑ 00525 Plywood Deck Nailing ❑ 00550 Exterior Wall Sheathing ❑ 00600 Masonry Chimney ❑ 00610 Chimney Installation/All Types ❑ 00700 Framing ❑ 00750 Roof /Ceiling Insulation ❑ 00800 Floor Insulation ❑ 00801 Wall lnsulation ❑ 00802 Exterior Roof Insulation ❑ 00803 Glazing Inspection ❑ 00815 Lighting and Controls ❑ 00900 Suspended Ceiling ❑ 01000 Interior Wallboard Fastening ❑ 01001 Exterior Wallboard Fastening ❑ 01110 Pre -Move Inspection ❑ 01115 Motor Inspection ❑ 01120 Pre -Demo ❑ 01140 Pre - reroof 01400 Final -Fire a 01700 Final- Building 01900 Final - Reroof ❑ 03100 Site Visit ❑ 04000 Special- Concrete Q"' 04001 Special -Bolts in Concrete ❑ 04001 Special - Mom/Resist Conc Frame ❑ 04003 Special -Reinf Steel Prestress ❑ 04004 Special - Welding ❑ 04005 Special- High - Strength Bolting ❑ 04006 Special- Structural Masonry ❑ 04007 Special -Reinf Gypsum Concrete ❑ 04008 Special- Insulating Conc Fill ❑ 04009 Special -Spray Fireproofing ❑ 04010 Special- Piling, Piers, Caissons [ z 04011 Special - Shotcrete ❑ 04012 Special- Grading, Excav /Fill ❑ 04013 Special- Retaining Wall ❑ 04014 Special -Panels ❑ 04015 Special -Smoke Control System TENANT NAME: ° NM M4/01614.4.... CONDITIONS Q Er ,g001 No changes to plans unless approved by Bldg Div Q10 Special inspection required, notify Bldg Div 0011 Special inspector shall submit final signed report ❑ 0012 New ceiling grid & light fixture shall meet lateral bracing ❑ 0013 Partition walls attached to ceiling grid ❑ 0014 Readily accessible access to roof mounted equipment ❑ 0015 Engineered truss drawings & calcs shall be on site ❑ 0016 Exposed insulation backing material ❑ 0017 Subgrade preparation including drainage, excavation ❑ 0018 Statement from roofing contractor verifying fire retardant class of roof lEr 0019 All construction to be done in conformance w /approved plans ❑ "No work shall be done in addition to those modifications..." ❑ 0002 Plumbing permits shall be obtained through King Co 0020 Structural observation shall be provided for this project ❑ 0021 All food preparation establishments must have King Co ❑ 0022 Fire retardant treated wood shall have flame spread of [+r 0023 Notify Building Division prior to placing any concrete ❑ 0024 All spray applied fireproofing shall be special inspected ❑ 0025 All wood to remain in placed concrete shall be treated ❑ X 0026 All structural masonry shall be special inspected 0027 Validity of Permit ❑ 0028 Rack storage requires separate permit ❑ 0003 Electrical permits obtained through L & 1 ❑ 0030 No occupancy of building until final insp by Bldg Div ❑ 0032 Remove all weeds, concrete, stone foundations. flat concrete ❑ 0036 Manufacturers installation instructions required on site ❑ "BTU maximum allowed per 1997 WA State Energy Code" ❑ 0035 Contact PW Div to obtain insp for water /sewer connect A C of 0 will be required for this permit Final approval for all TI w /in the limits of the SC Mall All mechanical work shall be under separate permit All construction noise to be in compliance with 8.2 TMC ❑ 0038 ❑ 0039 ❑ 0004 ❑ 0040 ❑ 041 Ventilation is required for all new rooms & spaces [ All permits, insp records & approved plans available ❑ 0006 All structural concrete shall be special inspected ❑ "Applicant shall obtain a separate plumbing permit from King Co" ❑ "Anchoring — All new construct and substantial improvement shall be anchored to prevent flotation" ❑ 0007 All structural welding shall be done by WABO certified inspector ❑ 0008 All high - strength bolting shall be special inspected ❑ 0009 Bolts installed in concrete shall be special inspected ❑ 0031 Comply with requirements of TMC 16.04 ❑ 0034 Removal of septic tanks require approval and compliance with King Co Health Dept. ❑ "Obtain required inspections from appropriate water & sewer districts" ❑ "Fuel burning appliances ❑ "Appliances, which generate...." ❑ "Water heater shall be anchored...." ❑ " Reroof' Plan Reviewer: Permit Tech: jijfk Date: — 4° te' i Date: 3 si tor 12! Reid iddleton Dear Mr. Griffin: Sincerely, Reid Middleton, Inc. Kylie K. Yamatsuka, P.E. Project Manager Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 March 28, 2001 114eN File No. 26 -01- 005- 005 -01 F iecEiv en D C GMll U I - Subject: Building Permit Plan Review - Final Submittal The Bon Marche Southcenter, Earthquake Damage Repairs We understand the City of Tukwila posted a yellow (restrictive use) placard on The Bon Marche Southcenter building due to damage caused by the earthquake on February 28, 2001. To allow public occupancy, the City required the owner to repair the building to a condition equal to or better than its pre- earthquake condition. We reviewed the drawings and calculations submitted by Coughlin Porter Lundeen for the earthquake damage repair based on these criteria and have no comments. It is important to note that the structure does not conform to present earthquake code requirements. The following revisions have been made to the initial submittal: • An elevation and supplemental details of the exterior repair work, sealed by the Engineer of Record, have been provided on letter -size sheets and are included in the enclosed submittal. • General Note 2 on Sheet S1 has been red- marked (based on written direction by the Engineer of Record) to clearly indicate the criteria used to design the repair work. Enclosed are the drawings, structural calculations, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. bjr \26se \planrevw \tukwila \01\s005r 1.doc\kky Enclosures cc: John Smith, Coughlin Porter Lundeen (fax) REV Na 1 Poi 05?. Washington Oregon Alaska rn, :zi 'ee rJ Hann, n, r( Sur/ c p Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425141 -3900 03 -27 -01 18 :38 FROM- COUGHLIN PORTER LUNDEEN 03 -011-41 t7 =0D FR01f-COUGILI PAR' .UNDEEN ti CC? a :s :,2i, ,, a j _! Na: Chenc 'REVISION Na_i_ Doi - o% 206 - 343 -5691 T -160 P.04/10 F -267 iCIU 34j-sca i �1�.>tt►.� 'cb a6., - 0.1WPI Era 1 imaingtek .s,....m.r clistworrth C©UGHLIPI PORTJJ( LUNun r A CONSULTfNG ST1tuCTURAL AND CIVIL ENGINEERING CaRPORATIC31 Chacksy By: Sth 5neesc 1 217 PINE STREET • SLATE 340 • SEATTt.£wa Sato' • P 441343-0460 • k20E442 -S491 L.t pros= Ao t•► r011t�tia�. i ,�o►��t +�C.Ii. Designed B: SCA, DscR •�!• i REID MIDDLETON, INC. 1" F LA 03 -27 -01 16:38 03 -09 -01 17:00 e 001 FROM- COUGHLIN PORTER LUNDEEN FROA!-COUCHLIN PO! LUNDEEN 'Atu r vrrv.• rvr COUGHLIN ru tr A C wSilti.TING STRuCTUR.M. ANC) Cm. NNGINEE*JNG CCP.PQRATION 206- 343 -5691 T -160 P.05/10 F - 267 ZUtl•141-7DE t/. y ' • �' ' �• . �I\ • pivot= aQK ?4J t C Kt SO v nk "P Dcsitzed 8j. TG S Dace 1 • ?am Checked Sheet. -2 - of 111 ANE STREET • SUITE ura - SF.ATTL1;WAlR►G1 • !` 1044343.4.W • r.:1w41:45 -54 03 -27 -01 18:38 FROM - COUGHLIN PORTER LUNDEEN MAP 09 'el Ir rt.( rz t PAC51Mtt.� ZR N ITTAL SHEET DATE g t ::....�z UE TO: COMPANY: PUGET SOUND MASONRY at RESToRATloll. ING_ 107 Stone Avenue North Seattle, WA. 0$ $ 33 • - - -- Aca - :7n Tnark You' 206 - 343 -5691 7 -160 P.06/10 F -267 FAX . , 2 2_ 7/■ Total Number of Pages. inc!t.c.'ing this cover From . 61,1 _12Q. Tel No (206) 367.67:3 Fax No (2C6) 365 -7166 If this transmiss;or is not received i."' good order. please call sender c :rem :y. Comments: RE co62 :=5' Z 03 -27 -01 16:39 FROM- COUGNLIN PORTER LUNDEEN '1=F 39 .3: 1-::2 ,9 • : _ eS 4.8624zs52c Masonry Refacing / New Construction .iS tr'o 't/. Ot..er mai:wiry v.rr!d constf-C C. rat '•a • <S 4r0 •rs'atteC It a atattelereer.ne0 spat ng .x sp safea D7 the c •s.9ne• Site Testing at ;..ct 1G t s a•1el; ells N. 31e11.p ave•T,tt'e a: Oere•^ ^ e : :e ;t' 2 7P1 ••a•n• ita,e.elL &IOW mtKAry r• 4 adore • er. 7rron n.• ,lJrr•G$ a Hurtle rcge.red an .ne.saaon •v,. rr tn3eaee nr :ea • an ••• -t Pint" 111 a 'rid root l.i t.e may se angle 3er1 thro..an !-• set a se r ; 'Avg/ port/ 141%4 n041 ?ore• CDyrtr• :MC ' a•a $41.t.4 ties car oe 0•001 tasted rrr temete.y 0341 .esO�•On ■Ite3 V1e atC■up to tact., tro itrerlln CI :re cm retorter The meLli4 67Site (3*N lead test t.o.l (1 n 2 1s crdtom dtai:;GAta?Cr p7.mote - T1,e autiCh .!✓,cast: Catvt•Kel,'s piDetltl o•er tntr ,ts arta 4 -es1 lead apples Yrs ea.So C vps an rrrlmeC,atte 4.teft teltnittg Gar q -•cY Gtrt►ol toatny, tT4 cceet• key can ea .sets :A +t L awn w in lust a manual Qv .tit it .044' :1 S3xC5 206-343-5691 T -160 P 07/10 F -267 3. _2 . Lcz d _Requirements - - 9 S ^rat;• •_ ^r+•C1 :1 3 nit J ••••• a Rl r•taeJr.ry rAi ^91110 -.ltd ed:3 •.r !d e.tCv. :1Mararetal ett^r.e_^ 3C14Cr. Ma.:Orry waits s:to.ta rat Dec - 1 C4•eC LC a e:nt:n..s..: refiner ss a sores a+ teas star rq .Arta L * a hest ref Ins rtirredlal -s.. r.e9 rert•.cn 3: a rlsoor• ono yral,rg 44r: a !:c : -•SCrry wat7S rd! ^or !Anti es env: erc •1 mocrdn,St .. Tae yStt Or mat arcrar.'9 $,ill MG sr•...e me a.0 4 *4 se 're.. ^y:. •y :e nee mrrcttat5 10 0.3:1C.11; :►teva:Ter! c:.:d s>ta t0 ..e ls. -MI .l r +r Cu. • Mai ojd c 211 .at ;1 •N! r.. , ': ..2.34 :e 0.'a• -" even :1e ..e3ttZ:: T'oa3nr1 Ar'r.. mt.C1 !yrar TSrO lrom r' :r" a "'ate-314 '•a ierlor7r•arcir . -42' '^Sserri +s 3.cwec 1;',4 ; rL_c ny . :.e ;nace9 :ror>t; r :'ens 1C tr• "a cc 7 Product Testing -mike ties nava :eon , o : :. Yitt^S.ve ttS: r: ^ a •+'30 '1r;.1 • aye ^a,s Eir 2'l &S _.tar. •.6 :0.• ss..0 � owv•s; Iew f arty ;..rCtn0; . a:t , :acare =y C7narnCla s ^C wraRVt• CvS:10 .dG,*fits SrOw!G ne :znd.,rec to lett - ^a:ra ;nya•ca. zr.s a : ^e rd.: era !As ;. :sac 1en.a■azie FYt e'7rTetlan 3 •ae^•:1.<a7On can C• ;130..0/0 'Oa. n; :^ `at !•O! Tie Selection • . Mtiter4t. s t e Sta•• ^tot= i.'MI y'200 304 s0• scut y Ur :ariz is it Grate 3's are a'aa. •aa.e. 2 Ties (Pt av64Cle .n 1w0 C•ar"tt'trt Errm 1ne 12mm T.. 7tameler srfd Ie'tgt^ ate ayes nae' : rpol t'a arronr371 !• 'e + ytr ti ,t+4 ca. ly atetrt arts S• ^e O. +rl•'+t Clr'eti • 76 Sp:r•:g S 111'0 matt" .'e 4:'.: cateG .rtn: easg •. t' -e :..,.cats aiXr•e.aa•e 1,'10 :f..st:alto n :a a:ec.r' tca _...•c. ^ ^, C :doe DryFix'Tools & Accessories E•sryA+1g re water Wr the CriF.s staters .t a.anao.e ism npq•; jra .: ocu as •A .7' rt I'IA• .1 1'434 4 al'Ge•a.te MAARAn'TT •.r+ - ...c� : . sea .y w i^r' ..1 . ',propOI.l • Ca•a aa1,a' 4..ua ;i0.7ra•. net rot aiN^•Or•r WW1 Ofact✓.i.••Oa•oa.1) f' J.w• / •w• , "•0 .rpw dh .{a & , nc P••• .n•w wage 10 it .a aarr.a•na -a^ •••.4 ,,*V 1CQr Sad.' M•Aarat041.011 4.,r4.0e•'1 er a N,!•• M aM '• Na, :IY. •n. mow •t• •7 :<r•tt:C ••' .r e SO* Jl .sit Cr rt0 emu :•■• +ne.•N N AO a- +.flSn 0. venar.y sa a•Mat • M e s'r."3 OMs •.* , • .aa.r, For tur.halt tftOrmaton eorttdet 1411,11Piti: Hot.hx Nortn Amer•ca Ccrporalicn, 110 Maplacrete Road, Concord. Omarlo L4K 1A4. Canaca roil frost; 08/2 -3989 Tot: 905- 761.00 nor 905-751-00.4f. (:.Cr I pay..enGysneatana CCri11 woo' wwWretlltx. "Cat* SAG t1r tiro Ra9 Trade Marva tit ✓some U'n ice t.5 Palm Nos. S 584 iCS S.567.E0' are S 37s Neva L rnTI Set:tam :4f t a :: _7 : . 03 -27 -01 16:39 FROM-COUGHLIN PORTER LUNDEEN • r„AP 29 .2: t''' PR PSI - Fe tyres and Benefits 3 A • :tatrttess =leer +vats :re • 4t.rcA aio =as, tr.! 73:a4 • Requires only a strait Cterteter pilot note • No vatic Cnerrncats or expene.dn aevice6 invotvra • Easily site rested •mmediate.y star , nstattattor • Used .• se common masonry mar natS era "bocci • wrtrstanos cyc.c ioaabtg Standard DryFix * Procedures 'term Or' /F i teeh'gue: aglow .nvotve Q ~erent instal:a: on prccgaue6. scocialty drois ;no :tog. A i00 st'c�ro 05 G3rr.4c out pr.or :o sten•vp to determine material Streng!hs. F ICt ncie size. aCproprrate dr, •ng •ecrrscrweS arm tie correct 1.5 length an- opnrrum soactno. Stanaara proctra. tee are a•e•tab.e for common stt..auons. 4. Prn* tent cons Id masonry t 8 rn w ym e s tP +an) n Snot t0 woGd Stud (Ptan) (Mortar :atnt or Sot•Q beck) NOTE. Cemi h Tip avid De erictc to clay hie n . Back to woc4 su:d (Section) rncrtar :C:nt or solid brick; instals: rr -rn 'S rntGngr as rn lice" ,^_ fi r �`_, • r @rct tc ccrcrete (maw ;a,nt or s�trt: ortctt) r Ode( wytnas (Section) La t, n4.3 S3XCs 7:T4 206 - 343 -5691 T -160 P.08 /10 F -267 . • • Aczornrrcc07r: a ' °'^ z — Cy*- - ^. :etwee_n mate a.; • Carretnes tiozi st.ty w., :n s :rongtr. • Doss n0I 5treSS or tracture Iragrie S:.arrates si Uez.bte tt•• sit ro•sc-wrs cr•rrermen's. temceratt.res ano swears • Minima* special et; 4 pment and +acct training ,r...orwoo • N•gety t.sed aCrCSs Ncrttt Arhar'c4 Snot tC Sleet stud (Pion) Intefior rnstattadan et ex to car =rate :oat g. Rttpa•nnt3 .Teslanersa,nastcne Cr arG,es and „ ""lets Pirn:x to 6teol S1' (Section) nter,or tnstauatlon e !trick :a cc ^c :rt•e 3rOCK trncr.ar ,C cr sc14 Cr CA) i Steno. marote or sra1lte pencil, to concrete r Z W 00 N 0 W = —t N Iii„ w 0 22 a Z w • W 0 O — w O W Z U= r:: Z 03 -27 -01 16:40 FROM-000GHLIN PORTER LUNDEEN 206- 343 -5691 mAP 09 ' a: :7:34 FR PS 7 :F .TILL: cc'D 4.oc c - 7Yi ::=oc c.260i.2590k.. Tits Dtrycfi patented Method of masonry ttebilizatlon Involvire ;imply driving a Melina itainiese stool tit through the masonry. va a smifJ pilot hole, ruing a unapt* Installation tool. The satt•rapping Dry Fit Oa arts a t ?Cla4led groove into the matonrr as rt la ;riven ittlo potato' t4 provide a caUd connection Detween wyttted eallflnhat the Mae et toxic ehemtaats, meehanrcal espenders or rigid rod connections Hebf.4 ties are engineered from 'wigwam trainload heel and have a unique helical hl -Fin design. 'Nay comornr axsar Installation I A Srnalf plot na•e rS ar.110e virth.gn IMO Ta6oiry 3r0 .nto ma Cacaup rra;er.31. ;o a preyed °errr.,nac o4R.n, .: ,s a 'Wary pel:Lssian oral t3 •law . cnuc* - typo) 2. Tr. Dr/Fat lrascnry tie s remise into the specie. Cltrenteo •nser:Jen t9Cr wh cn is bona to an metric rtactrnef dr J (SOS ty;t) 3 Tne t,e ;s power divan into position ,until the outer ono mete tie .n ilutomaucairy recessed Oalow the taCe Ot the rr,aaane" by ire ,naeruon 1001. 4 T 111 entry nom Is hhtsrted Over with matching traumata Lc2 Z 013 S3X3S - 110.4 • PO 3@trer T -160 P 09/10 F -267 z: : tZ. 62 DRYFIX >, MASONRY PINNING strength to withstand an anticipated wind loadings In porn Ionian; arta compression with suftletent 110141.16y to accommodate *tonne nodding rnovomant. The oryna systetrr praviovt affective and econamlclt stress -iree conneetran between MI commonly used mEvnaIs to cavity and'alio msrronry construe:Ions and has noon *rainy used In high rise, domntie aria commercat appticatlona thieugrlaut North A:yrarrca and other pans a? the .1000. Rotary :v•. - [3•;mw•Cn.C■•lypei tiar-+rror ,S:s y ?8 . -•, 1.063LLS90Z L.D :9 : :ac'Z•''eo• a DRILLING TEChNIGvES have aeon cave:a ped tr. opi.rnite trio partormanee el the 1DryFit System. Procedure* for gtqung tae eve.iai`•u together w.rm product apgaheatrohs for rypieal masonry Sabwzation prebrerns. Rotary percussion cr.:rtig ach,e'es the oar results. SOS hammer may ott required where masonry matey r raextrernelv hire or Gmf9e. NOTE: Thu SOS nar►ttrt>!r 011,103 At.WA uses min rho DryPur Insertion root ro set the mote tie .n piece 03 -27 -01 16:40 FROM-COUGHLIN PORTER LUNDEEN Mar 09 01 02:23p . ; , 206- 343 -5691 T -160 P 10/10 F -267 •,. C. , / .E.T. C.W.I. Senior Mate Consult etc LOAD vs. EXTRACTION 100.0 3 200.4 0.0 400 0.05 0.10 0.15 024 0a5 0.30 exrrecia► (t!0 SOU. AND MATERIALS ENGINEERS, INC. TEST DATE: 7 *rotary 23, I 99 SM>E Prnjeet Nn. PM2970 Shit ID. N0. 93 CLIENT: Helifi; N. A. TrST SA15'PLgt Mira Tiles set in CMU bellow cane units. Embed depds - 2.0' (Slatz) through Ws dull of block boo bellow cart, with predrill of Senn. Helifix wall tin installed by Client and witnessed by SUE, lIelifix tin suppler by Client. 04U supplied by 5IB (AVM C-90. Type II). TEL5T PROCEDURE: Tatting wn performed in accordance with Clients disectioas. Embedded wall des were pull tested papendienler to embed, wing • digitally activated tausioninsicampp hy(1reulk to144c11 rystea (universal test marlt,ce) calibrated pa AMA sail RIM specification. The embed sample was Cured to the Sower pima end a mechanical clamp spplled to the deposed He1ifa wall tie. ?Ware criteria remised of LOSI of resistance or slippers of sorbed tin is the Welt. Tha tat load was applied uniformly t0 the =bedded Reline, using s self. • cements assembly vihiele prevents rotation. Loading was applied at a rats of approxuszateiy 100 pounds per minute. tt� •:• l�litlr�l�� ttR'i.:3* ti► sY�l• MUM utmommuT lINLI • 1 •`ir{• 111ME :'• 0.' • 11 .03 • �: itlt.Xd. •I :it• 111LIK r 1 •.0' �•.. :� __�r Ri r'1111 mo d•i 1111M 111 , :� �� 1 �i �'n.•li1�I11114.t.� ' '-OMINIC 'rY' INCE.�•i:��D:i:11111111 ' • 111112 k1• 4 1111lt1 •lt• :•IL•ltit 1111gg11 ..:' 1 • • t�•Ii•B1r 1111111132011111011111ME .0011 .. •>l•>t•X•Ii illillEfii1�>i)�� 1 • .1•'.-►• ! .I� 1 it L . .a 1 g�•X."r_ 1IIIME� � �.L •� l'�I1111 i� .��•x• LY i 11rt111119 I�lt'IA 1 M. kalle '�•�L;it1i•f1 L')111ta :..�� . I�ll� 11111111- IIIIP/l•LLL"1111111111111 +• 11 . r::'l-1 :_'x'.•l11111 _ i.11 .. t11I.1;'r1111aL�•'I 11initt: ll1111M IIIIIIIhfININININx•'•r3 Ilitka11111111113311 0 . • 0 1111M111111111111MH11111 0 .t 1111M11111 �ltalr 11111M111111111114kill1111111EX411111111MIMISMIVELEMI s»t ->F irlllrl�■1�1 litiall111111112111111111111111Ail141111111M111111 0. 1111111WINI11111111111111111111111 .. r. r .� : :, � tttttEl. ll�t�� t�rrt111ll■r.k Y »•[ Il kick 111111.1.1111111 .1T:)M1EX• ltd i''r'I.1r ' '•A, VIII rte. IIIIIC AINI .03 a,eo Ties �,�"'`. .ti.,Y + '. :Q t;.:, : ice :M� :' 3 ' r; , '• t ~�• •, `..71 Y � {a y' •� • • . .whi' 'r _... 7 •'-t 0.35 0.40 0.45 0.50 13 :1Holifix/911-7.4 c 03 -2741 16:37 FROM- COUGHLIN PORTER LUNDEEN COUDHIINPORTERLUNDEEN Fax Cover Sheet ( Pgs ) 206 - 343 -5691 T -160 P.01 /10 F -267 z To: Reid Middleton Date: March 27, 2001 Ce tu Attn: Kylfe Yamatsuka Project: Bon Marche Southcenter, U Fax No: (425) 741 -3900 WA 0 S Project No: S01- 0094 -01 -04 No. of Pages Including Cover: 10 By: John Smith Lij 0 Original Will Not Follow. 2 :J u. • Copy of plan review comments dated 3/20/01(1 pg.) w • Photocopy of revised note on Sheet 51 (1 pg.) Z • Copy of stamped and signed engineer's repair design to portions of brick veneer walls g w 8y 0 � ww I 0 u Z F 0 z PEVISION NO3_t_ Cc: Bill Polk, William Polk Architects, fax (206) 622 -8031 217 PINE STREET • SUITE 300 • SEATTLE. WA • 98101 • TEL 206/343 -0460 • FAX: 206/343.5691 DOI - 090 03 . -27 -01 16:37 Reel iii(11(1ton To: Organization: Phone #: From: Project: Subtext: FROM- COUGHLIN PORTER LUNDEEN Irac "I'lramuarrattsel March 20, 2001 John Smith Coughlin Porter Lundeen (206)343 -0460 Kylie Yamatsuka Bon Marche Emergency Repairs Building Permit Plan Review cc: Duane Griffin, City of Tukwila (fax: 206- 431 -3665) 206 343 - 5691 T - 160 P 02/10 F - 267 728 134tb St SW, Suite 200 Everett, WA 98204 �.�..� ,,. (4425) 74 ... 1' 31100 . Fax: (425) 741 -39W # paw including cover: 1 Fax #: (206)343 -5691 File No. 26-01- 005- 005 -01 John, As we discussed last week, the following items must still be provided for the above project: 1. Sketches of exterior repair work, including a plan and/or elevation of the repaired areas and appropriate details (pinning, parapet anchorage, etc.) should be provided. Sketches should be sealed and may be issued on 8 -1/2 x 11. 2. Direction on revising Criteria Note 2 on the General Notes should be provided. The note currently reads: This structure does not conform to present earthquake requirements. It has been evaluated and strengthened in accordance with FEMA 178 and is within the current practice for the renovation of existing buildings of this age and type of construction. The entire structure wax evaluated, but not strengthened, in accordance with FEMA 178. The intention of the repair work was to bring the building to a state equal to or better than its pre - earthquake condition. Provide a revised note that can be red - marked on the drawings. We have no comments regarding the analysis for the repair work; however. we need the above information to approve the design and return the stamped documents back to the City. The items rioted above may be faxed to my attention. Feel five to call me if you have any questions. Please phone (425) 741 -3800 if you do NOT receive all pages. z w ur n 00 u. v�o w < w w D o § H wW u. O Z 03 =27 -01 16:37 FROM- COUGHLIN PORTER LUNDEEN 206 - 343 -5691 T -160 P.03/10 F -267 General Structural Notes flit ig101 MRY UNLJ> 5HOV010lIBU'45E ON THE DRHtlH65! C# ITEIA: 1. IALS. WOR y;MANgHIP Atm Cdt�TRUGTI SHALL CONFORM TO THE DRAMIN66, SPECIFICATIONS, UNIFORM BUILDING CODE (UPC) , 1991 EDITION. 2. Ilfi5 STRUCTURE DOES NOT CONFORM TO PRESENT EARTHQUAKE CODE REQUIRITS. THE INTENT OF THE REPAIR WORK StiCAN I5 TO RETURN THE BUILDING TO AN EQUAL OR BETTER GRAVITY AND LATERAL LOAD CAPACITY THAN THAT THIGH EXISTED BEFORE THE MARCH 28th EARTHQUAKE. THE THIRD FLOOR JONLY HAS BEEN EVALUATED AND STR346Tl D IN ACCORDANCE WITH FEMA 116 ANP 15 MITHIN THE CURRENT PRACTICE FOUR THE RENOVATION OF EXISTING BUILPIN65 OF THIS ME AND TYPE OF CONSTRUCTION. 9. I6N LMN6 GRIMA: ROOF LIVE LOAD . . . . . . . , 25 PEF FLOOR LIVE LOAD ( BETA I L /STORE) . . 100 PSF MIND 80 MPH, LXposui 'B' E A R T H W A K E . . . . . . . . . . . . . . . . . . . . . . 5 a 1 1 SEE DRAWINGS FOR ADDITIONAL. LOADING GRITE'RIA 4. MUGTR4.L DRApjDN66 SHALL 8E USED IN GON.XJNCTION WITH ARCHITECTURAL DRAPIIN65 FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL. VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTI ARCHITECT OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. 5. CONTRACTOR SHALT. VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES AND CONDITIONS PRIOR TO COMMENCING ANY MORK. ALL DIMENSIONS OF EXI5TIN6 CONSTRUCTION SHONN ON THE MAKING'S N66 ARE INTENDED AS 6U ID ..I NI ONLY AND MUST BE VERIFIED. THE EXISTIN6 CONDITION5 SHOW ON THE DRAWIN65 ARE BASED EITHER ON 5I11 OBSERVATION, ORI6INAL DRAWINGS OR HERE ASSUMED BASED ON EXPECTED CONDITIONS. IF THE EXISTING CONDITIONS DO NOT CLOSELY MATCH THE CONDITIONS SHORN ON THE DRAWIN65, OR IF THE EXISTIN& MATERIAL' ARE OF QUESTIONABLE OR SUBSTANDARD QUALITY, NOTIFY THE E,N6I NIER PRIOR TO COMMENGI N6 ANY WORK. 6. CON ACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL COWL HAVE SEEN COMPLETED IN ACCORDANCE I~I I TH THE DRAKI N65. 1. GAT 5MALL oe RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SECLENE6 OR PROCEDUReft4UIRED TO PERFORM THE YORK. z UO N �W wo u. o LLJ w U� O I- wW U u. o ui 'n' COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Structural Calculations Permit Submittal for the Bon Marche at Southcenter March 9th 2001 Project SO1-0094-01-04 I EXPIRES 7/25/01 Prepared by: John Smith Garo Pehlivanian REVISION Na 1 o rposa4 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CM_ ENGINEERING CORPORATION Bon Marche at Southcenter structural Calculations (Permit Set) Table of Contents .,:fitti!it 1.1,t t i r ... „ .a.: �' 'Td . �x . + rt ?':�� J itp "11" Criteria CR -1 Weight Takeoff P -1 to P4 Base shear calculation and sununary of story weights P -5 Added weight of new concrete wall P -6 ETABS model wall ID's P -7 New 3rd floor wall shear demand capacity results P -8 Axial load checks of columns under new walls P -9 to P -11 Drift checks P -12 ETABS model output diagrams P -13 to P -20 ETABS output files P -21 to P -33 Appendix A -1 to A -10 Project: Project No: GrZ.} -e,r /G Client: Qa se_. COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION PE/VIA 8 * cr ra�� ' L a a.. o a-O/L, W, n z S mo,,) Zs f) . / J x 841 ex S1 Wolls Qs ' * s G cot v ;e s r p�µlq f Y sl+c,e, — 4000 ( /&0°6) �+ • Sy 410 114 E r ex 5i,2/ • Sot( Pro+^,L 53 A4 %.3 4 A4 rc f a = 4 -5 crvoc,e.:+c_ ben e I fa ta.tl Sy s' • Ci = 4 cot.c...-ek 4( 5 ecc.ev.6•1'cA 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343 -0460 • F: 206/343 -5691 cE- F�tt,,c( /' ,o•, GraYG/ Designed By: -s tl Date 3/2/C) Checked By: Sheet of Weight Takeoff for mechi. Roof (el. in 103.71') Area: 13800 ft 80(170' Perimeter 500 ft Roof Slab Wt (psf) Joistslab Girder Roofing Columns Sub-Total Total Wt. (k) Cladding Wt. (Ibtft) 1 Wythe 4" 8' CMU 8' Spandrel 8" Parapet Sub -Total Total Wt. (k) Weight Takeoff for mechi. slab (et. ■ 82.251 Area: 13600 ft Slab Wt. (psf) Joist/stab Girder Partitions Columns Mech. Units Sub-Total Totai.Wt: 82 psf 11 psf 10 psf 8 psf 91 psf 1231 kips 920 Ibift 880 lb/ft 425 lb/ft 120 lb/ft 2345 lb/ft 1173 kips 72 psf 35 psf 10 psf 4 psf 50 psf 171 psf k►.: r. 23201 kr Wight Takeoff for Roof Slab (minus mechi. area) (el. is 82.25') Area: 39200 ft total area 52800 ft Perimeter 960 It Slab Wt. (psf) Roofing Joist/slab Girder Columns Sub -Total Total Wt. (k) 10 psf 72 psf 35 psf 4 psf 121 psf 4726 kips Cladding Wt. (lb/ft) 1 Wythe 380 lb/ft 8' CMU 165 lb/ft Spandrai 800Ib/ft New 4' Shot 474 Iblft New 8" Shot 758 lb/ft Cornice 872Ib/ft Sub-Total 3229.617 Iblft Total Wt. (k) 3100 kips To "taI.W ` k 'T ' :x7826 ki w (in) Joist 7 slab 1 qty glrder 14 w (in) columns 14 psi 1 Wythe 4" 40 8" CMU 55 8" Spandrel 100 6" parapet 75 Joist same as roof girders same as roof columns same as roof w (in) Joist 7 slab 1 qty girders 118 w (In) columns 18 d (in) trib (ft) 13 3 3 29 w (in) d (in) 18 24 d (In) M. (ft) 14 21.5 ht (ft) lb/ft 23 920 18 880 4.25 425 1.8 120 d (In) trib (ft) 17 3 3 29 w (in) d (in) 26 24 d (in) ht (ft) 16 9 psf 1 Wythe 4" 40 8" CMU 55 8" Spandrel 100 Cornice see calc's New 5 ". Stio 7 :. :`:63 7.583' New a" Shot' = : .100' ._ 7.583 758" ht (ft) lb/ft 9 380 3 185 6 800 872 474 psi Sum (psf) 32 30 82 Length (ft) Sum (psf) 24 11 trib area Sum (psi) 578 8 psf Sum (psi) 41 30 72 length (ft) Sum (psi) 24 35 trib area Sum (psf) 578 4 Weight Takeoff for 3rd floor Slab (el. ■ 64.25') Area: 52800 ft 240x220 Perimeter 960 It Slab Wt. (psf) joist same as roof JoisUslab 72 psf qty w (in) d (in) length (ft) psf Girder 18 psi girders 80 20 24 24 18 Columns 8 psf Partitions 10 psf w (in) d (in) ht (ft) trib area psf Sub -Total 108 psf columns 18 16 17 576 8 Total Wt. (k) 5880 kips Cladding Wt (lb) 1 Wythe 691 kips 8' CMU 515 kips 9' Conc 183 kips 8' Conc 210 kips New 4' Shot 288 kips New 8' Shot 189 kips Spandrel 173 kips Sub -Total 2249.72 lb T66 VOX Weight Takeoff for 2nd floor Slab (el.= 484') Area: 68800 ft 240x220 + 13800 Perimeter 1260 ft Slab Wt. (psf) Joist/slab Girder Columns Partitions Sub -Total Total Wt. (k) 72 psf 18 psf 8 psf 10 psi 108 psi 7185 kips Spandrel 108 kips Sub -Total 1799 kips nitiFwe it Put 99t3'4 '3 Weight Takeoff for mall level (el. • 28.5') Area: 70248 ft Perimeter 1380 ft .Total.Wt: (kr- 101'457k1p.. -1 wog psf 1 Wythe 4" 40 8 "CMU 55 9" cone 113 8 "conc 178 8" Spandrel 100 Niw B "8hot :100 ht (ft) 18 13 7 7 4 length (ft) wt (kips) 960 891 720 515 240 183 176 210 720 288 - 3313;x" • -189 192; 173 Joist same as third girders same as third columns same as third psf ht (ft) length (ft) wt (k) 1 Wythe 4" 40 18 1060 763 Cladding Wt. (kips) 8" CMU 55 8 284 116 1 Wythe 783 kips 9" conc 112.5 9.75 240 283 8' CMU 110 kips 8" conc 100 18 178 317 9' Cone 283 kips 100 9.75 240 234 8' Conc 551 kips 8" Spandrel 100 4 264 108 Stab Wt. (psf) Joist/slab 72 psf joist same as second Girder 18 psf girders same as second Columns 8 psf columns same as second Partitions 10 psf Sub -Total 108 psf Total Wt. (k) 7557 kips psf ht (ft) length (ft) wt (k) 1 Wythe 4" 40 18 1160 835 Cladding Wt. (kips) 8" CMU 55 0 0 0 1 Wythe 835 kips 9" conc 112.5 9.75 240 263 8" CMU 0 kips 8" conc 100 18 80 144 9" Conc. 263 kips 100 9.75 240 234 8" Conn 437 kips 100 8.125 72 59 12" Conc. 1053 kips 12" Conc 150 8.125 864 1053 Spandrel 0 kips 8" Spandrel 0 0 o o Sub -Total 2588 kips PZ Z rew t O 0 coo (0 (1 W 4, LL Q to Do 8 OH W W Z U N O � ) Wo,'etk+ T,kp af-c 41, I - knack/ 442,- )01;7 i neev,d. zaarst 4,54\ :rolst Stabo) fripe : S IL211 loA A 5 2-2^ ••••••■•••10 2-5)5 4 h =2-3 ' = 57.5 c.ma. Gren,t- 3 46"oc....... S h'IG C..0,.c.. ?arde = 4,15 '030) .= 42_5 1 € P h=" = (1,40) IS 0 z 12.S 16 /.64. 1—.2 02 005 Project No: 14 Ba 2,4',‘14/ ±aQg_c_ Client: a COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION "7" 'd 144 1 0 (14) A/c, US (.(10)•14 - I I a 2.4 low 144 14-"•/+" 21,5 1 144 24•7_4 Designed By: ( ,>7 : /C3/ Checked By: Sheet ? c:)f 217 PINE STREET • SUITE 300 • SEATTLE.WA 98101 • P:206/343-0460 • F:206/343-5691 Project No: Project: Se, r) l //E. rc40, Client: COUGHLIN F•ORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Designed By: �; .! U Date 3/ 7/ 0l Checked By: Sheet P `t of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343 -0460 • F: 206/343 -5691 S Summary Level wt (k) mechl roof +mechl slab +roof slab 12550 3rd 7930 2nd 8964 mall 10145 878486 412357 320457 164860 0.49 0.23 0.18 0.09 Total weight of bulding 39589 all weights include the weight of walls at perimeter ht (ft) `Nxnx� Cvx Fx (k) 70 2475 52 1162 35.75 903 16.25 464 1776160 1.00 5004 Calculate Base shear per FEMA -178 FEMA 178 V= Check max. Level m (ft) Roof 180 Third 180 Second 180 Mall 187 m (ft) 159 144 154 152 where: C, maa= A.= C m9 *= I floor (k) 12550 7930 8964 10145 0.3 S = 1.5 R = 4.5 T(s)= 0.5 k= 1 = 0.13 2.12 "A, /R 0.3 0.14 F (k) 2475 1162 903 464 216 216 360 360 S3 soft to medium stiff clays reinforced concrete shear walls from ETABS period >.5 seconds (ft) M (k -ft) 240 29701 240 13942 240 16252 240 8361 P- s- Pro Project No: ) 0130, 1 :41.1V 06 Ac/c( C)342.11-.± o-' Ca(Ncre-ft.. WaVS 4 Y5 n skebl - -to roc) 474 K rooe S S 4 ex3ret " oard F7 3 14 Tatli L. f /GOOK_ 04*(05 w COUGHLIN F'ORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION u3 + -g 154.61041m C .& (Apt Q 4°°C) 7 3 9S c ) /bo Designed By: Gr 1(1 Date 3/ Client Checked By: Sheet P.-69 of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343-0460 • F:206/343-5691 . ETABS B 6.22 le: Bonsouth.PST Ur 'ormed Shape March 7,2001 16:01 Z CC w O 0 0 O al J Y N LL w 0 aa F w Z jE 1- O Z 1- w O - 0 1- w W O W Z U = rz. 0 F- Z Level Wall ID (ETABS) L (ft) t (in) f, (psi) f (psi) A„ (1n2) 5 (In) A,r (1n2) s, (In) V(ETAB5 (kips) v„ ( psi) $V, (kips) 4V, (kips) +V„ (kips) Shear Check v / +V„ W (kips) Friction Check v /4Vf 168 12 12 1.676 166 1,717 6666666 0.98 1,594 Good 1.05 144 12 12 1,021 148 1.249 0.82 1,366 OK 0.15 Roof - 24 12 12 111 96 208 0.55 228 OK 0.49 3rd Floor 9 K 24 ca 0 0 0 4 0 12 0 12 F 145 63 4* 444 0.33 323 OK 0.45 12 12 12 1,138 165 1.332 0.85 969 No Good 1.11 24 12 12 143 62 444 0.32 323 OK 0.44 12 12 12 1,163 168 1.552 0.87 969 No Good 1.2 Summary of wall stresses and shear friction checks at the new walls of the 3rd to the roof N= 0.6 EKG m pit act e. Co r lJ -S OVc= - 40 .246000'.,8 -Yobs 125 2 O Ic Vs= • C • . 2 630,00o-,s0Gz- ay = 9 IG. 1-7 K �G Ties z �7� _ , q 8 b K. h V,S" 1 g s• 60 g: • ��- �/�S•iz _�q L _ ? 4os 17- OVS (S 4. aCG 0 l NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 215 21 s 27 S 2'PS Z/ - 1 2 2'?.5 27S 22 22 22 9Z LZ 22_ f 22 2 Z. [330 190 a3 30 3 0 93 r90 33 0 4" X21 ' +621 4.- 1 3 c\ 0 -►- 3 2. r 1- 01 u 4- 4 4 % a 5 + 0) 2 +- 3 S -- 1 0 5 \05 + 35 4 1'32 + \ q S + 2s 4=7 25 -- - t 15- 4.-, 2 + ? S5- /7 4:72 4-72 "alb -2 /S -2 /5 -2. - 5 - -? t -Z(S -2 /S -715 O■L c.r= vt 0)4. OK.. o« ' 01C.. o)c. ETABS Ck - KC- incr s / Axial (Oac2'S z 10 ao' Erow A e ly ao4c(ea/ G.a,G r t,Ja11 -S NC3C .rcre.asa- EQ locals 1 '2.• X E 6. 2 File: Bonsouth.PST dike- - = Re ,3c.d-k- 01011 - 1r,'4,/ al 1 Coluwlh 3 1I a. Ur formed Shape March 8,2001 12:29 over Eutnirl f C44 A1or CCrW STABS 3r LEA o.°1 ) -14E,6t 46R &-) r C 1 "4"' ; ,g_ zt.t ABS 6.22 File: Bonsouth.PST O'?LZ t Iel^ Ur formed Shape March 8,2001 12:30 4 o \1 " 4oe Tans —ID 3 (pco , (31 2 Sa3 2- 241 3 '),1-7.. 3 eaa ,._,.,. 43 2,1 2 IA • 1.-'1 2,1'7y 21 28 Co 2.1 i S ( 4 3 2 & °1 13S sb4 221 1°1 I -1:707 N i- }- 54.'1 1 513 \-5 t Goa + tocis. +( ZZO - SO - 2 +61 4 1'3 4-A- + 2 - 47 — 4ct S — 4-$6 i-i? A_-)019 + - 1 ° I + -) el ° 1 + - 1l °i _r- + - )-1.1 1-- "2i5 -3s -3s3 ; -3s3 - 353 - 3`53 -353 - 115 1 ►-1 (, 0 \C- 0 \, - o'4.- O K -- 0. (o STABS 3r LEA o.°1 ) -14E,6t 46R &-) r C 1 "4"' ; ,g_ zt.t ABS 6.22 File: Bonsouth.PST O'?LZ t Iel^ Ur formed Shape March 8,2001 12:30 4 o \1 " 4oe Tans —ID PP p V V 8 O 1 80 g r -r 11 8 88 Viaaaege YiiL -.soo!:e 3 8 88 acns�stt��e 3 a NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 8 88 VVsAdvgi sM8aagaa tgfigpi 3 gg 1 3 a B 4 5 Project Project No: Cd= 4 COUGHLIN I-ORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION S Designed By: r TP Date Client: Checked By: Sheet p- IL of 217 PINE STREET • SUITE 300 • SEATTLEMA 98101 • P: 206/343-0460 • F.206/343-5691 a 1 , "7" ^ 1 I o /..3 • 1 Z. Pr /6 c... - I 5 .,b+ . 2. <, L - 04 . .23 . L 1,', 04 31-01-2f,"1 Icoi.2-s' :51 .1 • CIS < 1 01 '. ,I (,O .122, ' •-•, l' ,2_1 ,04- D YE, < LSI, oK. •o5-,o1 .07Z, I S olc. 0 at! -F,,,I , iLl' .04-0 , I < i 5 )14. ,ol 0 0 1,5 ve.... Project Project No: Cd= 4 COUGHLIN I-ORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION S Designed By: r TP Date Client: Checked By: Sheet p- IL of 217 PINE STREET • SUITE 300 • SEATTLEMA 98101 • P: 206/343-0460 • F.206/343-5691 8 Project ¶ Or, F a Project No: S 5 ose • n i 4 400 (3: (, n e_LJ0 dot S b c e ), x3G0 OS 1 S c A '3 cksIsf pr GO 1ct ) LL. 5700.' 3JOp ' ,31? - L. 6boO ("Lt.)) 64,i 44/5p: Client: COUGHLIN rORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION mo t,. L ri 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343 -0460 • F :206/343 -5691 Designed By: Gil' Date S/742 Checked By: Sheet P- 1 3 of STABS w - ' ,y z n Y� . 1 446 Suva • V: q„:.- .20 '(t = 4 y t3� �dT 6.22 File: Bonsouth.PST \.J- tel Lt 5 t It T' = 30 V : 49 j6L A .20vt .L1 S - t3 ". U formed Shape March 8,2001 11:06 F / mJ// L,.Y *I P 14 ETABS ABS 6.22 Fire7Bonsouth.PST watt w 1 W w- To r Ay 5 Ur "orrned Shape March 8,2001 10:59 6 lI COI P-1" B TAB S z Y X 1 . l P 0o ` BS 6.22 File: Bonsouth.PST U `ormed Shape March 8,2001 10:22 AS (5 t''�j 1.1 1 t% \`, *t "5 0 0 1' ,''O n x' •.16 P ' ' a 0 c2 +n d F /nat 37.4 r /o," cc 1 6 00 CO WO N a F Z� Z ILI W co 0 O — 0,- W W I I 0 W z U= ~ O z ETABS CO u BS 6.22 File: Bonsouth.PST to to tM al CO fa to \al at 1a► lad lad Ca at m to Q z3 a L is to at nr is a /w / w / I 1 \ ® U US Ur ~ Shape March 8,2001 12:17 w CO tw CO W CO t7 CO Z 1 0 O � w I Zo N 000 1— tu u.F6' tilt; Z it). O Z , ETABS tl \td \„, LLY L IW /O RY .fN no as at W us to u- W 01 Lr td CO CI a a a CO US CO u t0 w tl - t� ETABS 6.22 File: Bonsouth.PST a V w La w / (31 r C1 CO aL 111 111 w U 'formed Shape March 8,2001 12:16 UP w M -2(1 P 1� ETABS t t , ETABS 6.22 Fife: Bonsouth.P 10 111 111 t* t* at tit IM to tit Ur 'armed Shape March 8,2001 12:13 CV tit tit to 03 CP P-z6 3 N E4 :i.iiiiii 3 "1 yy yyyy 3N «NN 1 wli x,Z RsRe999g1 r 9E 3 a RS1 a i < s a . M O O i i N .. O • 00:00 =00..00. A O O O O O o 0 O O n n n 5 • . A 3' 111111111/11/111//111111/ Y 9 a . ass s U 3 3. 0000 gaff.. ..00 30000 0000 s si 3 4 1111111 1111111 a 3 ..1.1.1».. A 3 3 4 5 '2, 1 1 32 w. (� p p 9 0 $933333333 �$+�8 3332333333 3 A99R9 „9sRR99 9999949999 ......... a ... 000000000000000000000 O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L. 170 ^0 py ""'..1 «N.. «« ««« oJh «•• NrvN NM«NN.« 2 o :.e ....... 0....N...... von« ..•-.. NNN 0000....-..... N.... 0 0000003:0 « u 000000_3.• ^' �. ,.•.,. N.... 0000004.0Z ^ « « « « « « «N..N «rvry «NNNry 400000 .. ••• J, . v •• .. A 0 ................. 00000: c j00000ge N.N «..N.. «n. x •1133 P ZI 03/08/01 10:__ AM E T A 9 S Ls0sld.d Tbr.. D10.o.ti.1 Mu1y41s of bullduq Byli.NN NONLNWLAR V.t31un 6.22 Tbls copy of CSAb1 is for tbs +aclusios use of Coughlin Post.T L10d..n, Inc. Unauthorised 01. is In violation Of r.I.rsl cupytlght 1..10 It U Lim tup0nslb111ty of tb. 1114[ to v.rlty 411 t.011116 produoad by this program 8 Mei 2001 10:00:12 Coughlin Potter L03.4.an, Inc. Copyright ICI 1017 -1991 C0411R0U AND OTOUCTORLS. INC. All tights t•sesysd SON MARCH/ /7!40-170 STATIC LATERAL STATIC 8035 -171 ANALYSIS Or ION MAR= LOAD CASE 0051515100 DATA LOAD LTYP I 21 111 A 1 C 01 03 1 1 0.010 0.00o 0.000 1.000 0.000 2.100 0.000 0.000 2 1 0,00o 0.000 0.000 1.000 0.000 -1.000 0.000 0.000 3 1 0.000 0.000 0.000 0.000 1.000 1.000 0.000 0.000 4 1 0.000 0.000 0.000 0.000 1.000 - 1.000 0.003 0.000 50.01 DYNAMICS OY TNL RLSPON30. SPECTRUM 732000 DYNAMIC 1 . . . SPECTRAL DIRLC5104 1 DYNAMIC 2 . . . SPECTRAL DIRL07104 2 409 DYNAMICS by THE TIME X137000 14577100 0503.411. 1 . . . 77010 4112000 M704.2. 9/910313 DYNAMIC 2 . . . N3T USED Cu..VALn Potc•r 2.3.4..n, 20.1. 0. 1fARCME SrM1. - 174 3TAT0C LATERAL STATIC 1710-170 ANALYSIS O5 100 1190[)40 WALL 505:03 AT LEVEL P005 10 TRAM WALL OUTPUT OUTPUT MAJOR MAJOR M1N0 MINOR AXIAL 7007004490. ID 7D POINT MOMENT 020441 MOUNT 3115!.0. 500[1 MOMENT 5 CASK 1 SUP 0 1676 0 0 2 bOTTOM 361011 5 CASS 2 TOP 0 1530 0 0 2 0027441 330418 5 CASE 3 TOP 0.00 03.00 0.0 0.00 0.00 0.13 102704 19121.56 0.1 5 CASE 4 730 0.00 -62.69 0.0 0.00 0.00 -0.09 0.05500 - 13540.47 0.1 CASE 1 TOP 20262 11072[0 226607 6 CASE 2 TOP 0151 00TT0N 214456 6 CASE 3 TuP 70511.07 005704 47002.53 G CASE 4 TOP 56401.16 8011034 33»0.59 7 CASE 1 TOP 6455.1) 60170M 15108.57 7 CA30 2 TOP 4310.46 b0TTa4 11918.48 7 CASE 3 TOP 12246.51 BOTTOM 11009.29 7 CA.0 4 TOP 10101.12 1021 099 170.20 40.70 100.11 75.13 111.37 66.39 0.2 0.2 0.2 0.2 0.0 0.1 0.0 0.1 0,2 0.1 0.2 SACS 1 PROGAN4:LTAb1 /r2L0. 0TA63M \sursoutb./AM PALL 2 5ROGRAM: 171.03 /1112:k[2405R\Sunsoutb. 5141 23 1 O 9 1 0.00 01.61 1.41 0.00 47.40 1.39 0.00 0.00 0.00 0.00 14.84 29.94 05.06 70.17 0.0) -0.01 0.36 0.32 402704 0019.20 0.10 8 CASS 1 TOP 0.00 47.11 0.00 O 07700 14176.00 10.03 0 CASS 2 TOP 0.00 66.01 0.60 002100 0604.93 14.22 CAS 3 TOP 0.00 144.26 0.00 102700 31261.10 0.71 4 CASS 4 109 0.00 137.2) 0.00 002200 24641.10 -0.10 9 53.31 1 700 10131.94 243.12 1.57 0.06 23.45 0.21 9022001 $4590.00 0.es 9 01131 2 TOO 4070.21 130.01 0.04 0.04 0.44 4.01 40:704 30142.10 6.51 9 0.7.31 1 700 30217 1134 2 0 82 3 007701 210447 2 0'5435 4 TOP 29241 1012 2 0 49 7 O 01201 19)000 0 10 CASS 1 709 0.00 12.40 907701 11361.69 10 CASS 2 TOP 0.44 45.49 602201 1407.14 Coughlin Porto,. Lundeen, Inc. PAM 3 P906444:gt 1193 /413&:147740411104ssut9. P4M 001 007[742 819 -170 311471C 2120.111. 35030C 70.01 -173 9000./313 01 DON 144.00411 WAIL 105013 AT 1EV&L 100f 19 rums 4043. OUTPUT OUTPUT 119109 MAJOR 01309 011101 93790. 704310031 ID IP /POINT MOMENT 3101[ 10847 SOAR f041C1 21018011 10 0A11 3 TOP 0.00 142.68 0.80 0.00 0.00 0.16 0.03701 30119.87 0.00 10 CASS 4 TOP 0.00 131.67 0.00 0.03 0.00 0.14 007100 29704.32 -0.71 11 50.31 1 TOP 19371.92 217.11 2.11 4.0$ 44.14 4.47 607201 642 4).11 0.10 11 54.11 I 200 12114.16 132.60 1.17 0.04 29.94 2.04 007700 07971.07 7.64 21 54.31 3 709 14747 1163 3 0 05 10 601700 214310 3 11 CAS& 4 TOO 10111 1010 2 70 3 1/442701 164130 2 Coughlin fortes 204.0.00. Inc. PAC4 4 51114911.&20.13 / ►30.: 4019130 \l..ns0uta. 7044 000 00.9443 1441.170 019710 LASUAL STATIC 840.-178 4a0100I0 Of 6:11 00.40140 [011113. 400513 AT LEVEL IAD 20 WPM COL 03207.5 OUTPUT MAJO4 44200 MI11C& /0033 A210L 7193101Dh3. 10 19 90107 1934007 31400.1 4401913 341449 ROCS M00142 17 CASE 1 TOP 211.13 2.01 0.10 0.03 116.94 1.41 'wrist 124.27 6.22 37 5130. 2 705 252.76 1.90 0.09 0.43 106.73 1.31 104701 117.41 6.03 07 5410 3 50.5 10.40 0.07 0.01 0.00 $.94 3.13 0122011 3.09 0.40 17 CASS 4 Tor -4.10 -0.06 0.01 0.00 -4.17 -0.15 102704 -3.10 0.22 27 CAS& 1 709 149.80 607700 84.14 23 CA31 2 70P 164.08 602700 81.57 27 CAS/ 1 TOP 2.07 607700 1.07 07 CASS 4 TOT -0.15 802204 -0.19 44 CASS 3 TOP 271.7$ 401500 124.27 44 CASE 2 705 I52.74 407700 117.41 44 CAS0 3 TOP 10.40 402100 3.60 44 CASS 4 TOP -8.30 401700 -3.11 31 CASE 1 Tut 237.63 OcIlom 121.71 SI 3050 2 TOP 258.11 902204 110,72 31 CAS& 3 70P 10 62 005200 3.71 1i CA70 4 TOP -0 87 605200 -3 25 52 CAS& 1 TOP 234.07 105200 124.16 52 CAS& 2 TOP 267.66 6077 0 121.05 52 CASS 3 TOP 11.01 60570m 3.04 52 CAS& 4 705 -0.36 C: \Etabsn\ l..,nsouth.FRM 1.10 1.27 0.03 0 .00 2.01 1.90 0.07 -0.06 2.07 1.93 0.07 -0.06 2.14 1.90 0.00 -0.07 1/3 0.04 11.01 0.00 14.20 0.04 1.44 0.04 1.40 0.02 0.17 0.01 0.14 0.10 4.20 0.01 4.)0 0.02 0.16 9.01 0.04 0.11 4.70 0.1) 4 S6 0.03 6.35 0 02 4.21 0.01 3.2) 0.00 3.07 0.01 0.10 0.02 0.07 9.81 0.00 0.00 4.41 0.00 0.07 0.04 0.01 0.01 0.04 0.00 0.02 0.02 0.00 0.59 0.02 0.02 0.00 0 00 0.02 0.02 0.00 0.00 0.00 0.00 8.00 9.00 102.12 *0.02 3.44 -1.05 116.94 100.73 5.14 -4.37 47.96 42.02 3.40 -2.14 22.40 20.57 1.62 -1.21 1.10 1.00 0.11 0.10 1.00 1.06 1.61 1.31 0.11 -0.10 1.61 1.31 0.12 -0.15 1.61 1.31 0.15 -0.15 1.61 1.31 0.11 -0.11 00TTOM -3.31 0.20 1a CA30. 1 TOP 294.66 2.18 0.03 007700 120.17 1.63 11 CARS 2 TOP 173.67 2.03 0.41 107700 122.11 1.17 Coug.11a *001.t Lum30404. I00. OCM 5040114 1*146-170 159125 1A21RAL STATIC /0.113 -171 ANALT173 Of 404 MAMCM& COLUMN 701513 AT 19004 340 10 101010 COL OUTPUT 037137 10.108 MAJOR 011009 M1D011 AXIAL 7171314001 10 ID 00142 11340047 111519 000402 014&90 00400 07100417 21 5631 3 TOf 11.26 0.04 0.03 0.00 0.40 0.11 'Orson 1.00 0.24 13 CASS 4 TOP -9.72 -0.07 0 02 0.00 -0.16 -0.13 BOTTOM -3.4) 0.19 54 CA39 1 TOO 204.46 807704 121.17 54 50.31 2 704 273.67 8057101 122.52 $4 CAS& 3 TOP 11.24 002130 3.94 16 CA31 4 TOO -9.72 807700 -3.41 SS 5431 1 TOP 209.01 0022011 120.26 00 CASS 2 TOP 267.64 007200 121.01 SS 801 3 TOP 11.01 811.100 1.16 SS C474 4 TOP -9.30 107200 -3.37 16 CAS* 1 509 277.63 601700 140.71 54 CASS 2 TOP 259.13 8022010 110.72 54 CASA 3 TOP 10.62 bu7700 3.75 $6 CA39 4 109 -4.67 SUTTON -3.I2 37 CASS l 20f 206.21 .07743/ 93.05 07 C434 2 TOP 204.14 802'7094 90.97 57 CA18 2 TOP 2 9S 811270.0 1.47 17 w0. 4 toe 1.60 6.78700 - 0.76 $4 CAST 1 Tue 190.10 44111 04.44 S0 CA31 2 Toe 109.58 807501 07.17 30 CAS& 3 TOP 2.40 805704 1.85 SO Cost 4 TOP 0.43 80011111 -0.44 Coughlin *octet 2.1040.0. Inc. 2.11 2.01 0.04 -0.07 2.14 1.99 0.04 -0.07 2.07 1.93 0.07 -0.06 1.34 1.53 0.03 0.01 1.44 1.43 0.03 0.00 8019 03.402) 00140 -178 370.725 LATLAA1. STATIC 0000 -178 ANALYSIS 05 10M 00001231 C140411 MRCSS AT LEVEL 304 10 SMAM& WALL 0114053 AT 2.0011 330 IN PRAMS 4900 $ 11049018. 171013 /1 11;: \119039 \00131011114. /014 0.0) 0. 09 0.01 0.00 0.01 0.10 0.02 0.18 0.09 1.45 0.00 1.41 0.03 0.17 0.42 0.11 0.15 2.90 0.11 2.91 0.01 0.16 0.01 0.01 0.09 1.11 0.09 3 07 0.03 0.34 0.02 0.20 0.01 1.63 0.01 1.17 0.03 0.24 0.02 0.19 NOTN S I N NOTICE IT O DUE TO THE QUALITY OF THE DOCUMENT. ME 0.01 0.01 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.02 0.04 0.00 0.00 0.02 0.02 0.00 0.00 0.01 0.01 0.00 0.00 9.14 0.70 0.48 -0.10 32.40 29.17 1.62 -1.41 67.96 43.02 1.40 -2.14 10.81 70.30 2.11 0.62 41.12 63.64 1.39 -1.09 9.34 1.61 0.70 1.31 1.61 1.31 0.1$ -0.15 1.61 1.31 0.15 -0.10 1. 61 1.11 0.15 -4.11 1.61 1.11 0.15 -0.1$ 1.61 1.31 0.15 -0.15 0040 6 000GAA4:1TA11/5l LA: \0.50030 \6ouvutb . 01401 000 030.905 032432 49700. M040* M23.34 041000 AXIAL TORSIONAL ID 10 P01117 MONIST SIILAR 1001442 1MLA1 MACS Wain 50 09.30. 1 700 176.90 1.31 0 01 0.00 76.30 1.61 SUTTON 11.07 0.09 29 C431 2 7429 114.13 1.32 0.01 0.00 71.41 1.31 6071074 01.14 0.00 30 CASS l TUf 2.71 0.02 0.03 0.00 3.01 0.11 6017044 1.42 0.19 20 01.31 4 TOP 0.01 0 00 0.02 0.00 -1.42 -0.11 605201/ -0.56 0.18 00160. 0 50112 OUTPUT 11903 091011 1114079 111003 AXIAL 700310000 ID ID POINT MuMANT 1 0193 ✓ 1100[07 )0801 10.1:0. WHAMS 1 Cw3[ 1 TOP 0,00 101.29 0 00 1.74 0.00 0145.14 0055044 60116.63 319.43 1 CASS 2 TOP 0 00 200.91 0.00 0.00 0.00 $745.90 402100 36701.00 310.20 1 0A3S 3 20P 0.00 00.43 0.03 0.51 0.00 223.92 407210 2011.47 1016.35 0.22 1 3410 4 TOP 0.00 87 -3.02 0 00 0.39 0.00 - 175.32 00011 - 1374.07 2 0A30. l 7.e 0.00 108.11 4.00 0.14 0.04 4247.19 03/08/01 10:.... AM C:\Etabsn\ ▪ 60123.61 301.07 2 wE 2 TOP 0.00 290.44 0.00 B OTTOM 56714.51 274.45 2 CASE 3 TOP 0.00 10.69 0.00 60770M 2064.43 109.10 2 CASE 4 TOP 0.00 -6.79 0.00 BOTTOM - 1324.67 112.17 3 CASE 1 TOP 0.00 68.31 0.00 bO'TTOM 13319.67 0.11 3 CA30 2 TOP 0.00 00.50 0.00 BOTTOM 12771.70 0.10 3 CASE 3 TOP 0.00 1.79 0.00 0077044 349.01 0.02 3 wE 4 700 0.00 -1.02 0.00 B OTTOM - 108.00 0.02 4 CASE 1 TOP 0.00 67.20 0.00 007004 13104.74 0.11 4 CASE 2 TOP 0.00 44.46 0.00 007701 12569.28 0.10 4 CASE 3 TOP 0.00 2.76 0.00 BOTTOM 243.00 0.02 Coughlin 004041 LOd..n, Inc. 00.0E 7 1101144: :07/43 /I31E: \ZTA83N\loas0ut0. 1144 DOW MARC0IE MA-176 STATIC LATERAL STATIC f&MA -171 ANALYSIS OP BON MAACML WALL rota03 AT 12HWE 310 11101121/95 NALL OUTPUT 0(77047 MAJOR 060201 1411000 MOOR AXIAL TORSIONAL 10 10 POINT 4101L1T 5)410.1 10340217 SHEAR 10000 AI= 4 CA50 4 TOP 0.00 -0.94 0.00 0.00 0.00 -0.01 BOTTOM -111.86 0.02 12 033E 1 TOP 101323 1687 121910 1449 321 741290 001701 111974 443433 12 000 2 TOP 116934 164$ 105607 1216 312 720322 0077606 173340 356534 12 CASE 3 TOP 21646 212 273363 2004 9 277961 0071144 70019 644103 12 000 4 TOP 24257 191 257271 1641 -7 2210)0 ACTIUM 61425 577207 13 CASE 1 100 21619 0(/71044 221144 12 CASE 2 70P 20250 b02T0M 211821 17 000 3 700 24002 64.4704 44177 11 CA00 4 TOP 11641 1077[34 56449 Cuuy7.11n Poster 3.6.0,40./1, inc. 0101 0 P40G AM. 011013/1112: \tTIJ0N \Bun.outa.061 0111 44030110 00)1 -171 STATIC IAILEAL STATIC 71914-27I AMALY113 of bON 061100140 COLUMN 038003 AT LEVEL 2ND IM MAKE COL OUTPUT OUTPUT MAJOR MAJOR M1002 MINOR 3413.1. 2003100AL ID III POINT MOMENT SHEAR M MENT 510JLA MACE 40710447 17 CASE 1 TOP 124.27 0.56 6.22 0.02 114.01 0.01 00710)4 0.54 2.77 17 CASE 2 7010 117.41 0.54 4.03 0.01 106.73 0.70 0077014 7.12 1,40 17 CASE 3 TOP 3.69 0.02 0.40 0.01 5.84 0.02 00770M 2.14 7.41 17 CASE 4 7UP -3.11 -0.01 0.22 0.03 -4.37 -0.12 807711 0.72 6.14 20 CA30 1 708 7.35 bOT70M 12.13 20 CASE 2 TOP 3.59 10270M 10.52 20 CASE 3 TOP 2.37 00270M 1.2) 20 CA3E 4 TOP -1.29 0017306 27 CASE 1 TOP 44.14 8077134 12.00 27 CASE 2 700 11.57 b07TOM 10.56 27 CASE 3 Sus 1.97 001701 1.41 27 CASE 4 TOP -0.59 00210M -0.53 1217 42619 1449 0 51093) 213071 1107 31466 1216 0 470692 161094 214 201957 1005 0 270230 611007 196 2577)4 2632 0 234904 574024 0.04 0.01 0.01 -0.01 0 41 0.40 0.01 0.00 0.84 2.37 0.10 1.66 0.01 7.52 0.02 6.01 1.44 3.94 1.40 3.01 0.17 0.19 0.14 7.26 1.41 0.56 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.03 0.03 0.01 0.41 0.07 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 171.17 177.21 9.22 7.26 102.32 55.02 0.44 -1.15 0707.14 2)9.41 - 299.00 0.17 0.14 0.01 -0.01 0.17 0.14 0.01 0.95 0.70 0.12 -0.12 0.95 0.70 0.12 -0.12 24 CASE 1 TOP 33.00 0.13 0.40 0.02 261.16 0.05 001701 5.00 6.04 21 CAS0 2 70? 29.20 0.10 0.47 0.02 240.19 0.10 b0T7ON 2.61 4.63 24 CASE 3 TOP 4.25 0.01 0.01 0.04 5.00 0.12 007 2.10 8.64 1 28 03.51 4 101. 0.45 0.00 0.61 0.03 2.04 -0.12 Ni 000700 -0.22 7.23 1 44 330 1 Tot 124.27 0.14 4.10 0.01 116.04 0.05 002T01 0.14 44 03.10 1 108 117.41 007701 7.12 44 CASS 3 7O0 2.40 0071006 2.14 44 CASS 4 Tar -3.10 O 017011 0.72 01 WE 3 701 110.71 0.07 4.70 0.03 47.94 OAS 00TTOM 1.94 1.39 01 03.30 2 100 118.11 0.51 4.14 0.11 62.02 0.70 062704 7.56 0.01 CA447100 P440041 14041.4. U.C. DON MAPC110 8301-178 571730 LATERAL 171730 r0 . -074 /44017123 OP 007 MAACNL COL 1111 100001 AT 10911 2410 30 790140 COL OUTPUT 0118:7 MAJOR ML/OR IGM70i 111000 MULL T00310AL ID ID POINT MOMENT IWLAO MOMENT SMEAR P01C1 I001m1T 51 CASE 3 700 3.70 0.02 0.71 0.03 3.40 0.11 10RTON 1.13 7.43 01 CA30 4 TOP -1.20 -0.41 0.11 0.03 -2.54 - 4.12 007704 0.74 6.00 12 CASS 1 TOP 124.24 0OTSON 9.61 52 CASS 2 TOP 121.03 O 077011 4.14 S2 CASE 3 TOP 3.14 1077011 2.10 Si 0130 4 TOP -3.37 0077441 0.78 SI CA30 S TOO 129.67 0077011 10.10 S3 CASS 2 701 122.32 007104 8.13 $) 000 3 TOP 3.90 BOTTOM 2.00 33 um/ 4 7O► -3.49 007704 0.01 14 000 7 TOP 119.87 O 07701 10.10 54 wt 2 TOP 122.12 BOTTOM 8.43 04 CATS 3 TOP 3.10 06111.4* 2.01 Si CASS 4 70P -3.45 061401 4.61 SS CASS 1 709 126.24 111701 9.61 14 CASE 3 70► 111.05 0c1704 0.34 $5 CASE 3 TOO 3.04 O 01 2.12 SS wf 4 700 -3.37 O 03734 0.76 56 CA34 1 7010 129.71 002101 0.94 56 CASS 2 t0► 101.72 407T04 7.04 56 CASS 3 TOP 3.75 O 01701 3.11 56 CASE 4 100 -3.23 0077006 0.74 0.14 0.02 -0.01 0.16 0.54 0.01 -0.41 0.09 0.17 0.42 -0.01 0.59 4.17 0.02 -0.01 0.01 0.16 0.11 -0.01 4.57 035 000 -0.01 1.17 • .31 3.07 -0.46 0.34 7.39 0.20 6.06 1011 34001372 1744 -171 370.71 C LATERAL STATIC 37340 -171 ANALYSIS Of son 140.00.14 COLUM 0.1.013 AT 119[1 2ND 1. rune 01 CASE 1 Tut /9 46 000704 14.52 01 CASE 2 701 87.17 907711 12 66 $1 CASS 1 71:0 1 ./1 4OT70N 1.17 58 0All 4 701 -0.44 O 077044 -0.40 0.44 0.43 0.01 0.03 PAGE 9 /f0GaJM: 170.03/1001 t 4 $1A0311\031104ut0. 414 2/3 4.61 6.14 4.77 O .14 0.01 4.04 7.17 1.43 1.27 1.07 1.20 0.26 7.17 0 19 7.24 0.50 1.41 0.01 2.13 0.10 7.11 0.12 7.10 1.45 1.94 1.41 3.01 0.17 0.11 0.14 7.24 2.00 1.27 2.01 3 61 0014 8 44 0.09 1.21 1.61 1 31 1.53 1.20 0.24 7.37 0.14 7.34 0.94 0.04 0.02 0.11 0.01 0.01 0.03 0.01 0.01 0.01 0.01 0.01 0.01 0. 08 0.03 0.41 0.41 0.03 0.03 0.01 0.09 0.04 0.01 0.01 9.01 0.41 3.01 104.71 0.04 .4.13 33.40 29.17 1.62 -1.21 0.04 0.19 0.40 -0.34 O .04 O .10 0.46 -0.14 12.40 29 31 1.02 -1.21 67.96 62. 3.43 -2.54 64.17 61.69 1.34 - 1.09 0.70 9.12 -4.12 4.93 0.70 0.11 -0.12 CAS 0.70 0.12 -0.12 0.11 4.70 0.12 -0.12 0.90 0.70 4.12 -0.11 9.41 0.78 0.14 -0.12 00011144 0010.4 0..104.... Inc. 9144 10 MCG SAM: LTA03 /1442.1ETA0S0 \0...*AWa.11W CGL 011471 OUTPUT NA.0* MAA:4 MINOR MINUS 04:11 3111320013. 10 ID 90137 MAOXT 3131 4401447 30471011 001100 40310177 57 CAS& 1 Tot 13.00 0.44 3.17 0.01 60.33 0.01 O 04701 19.4I 0 37 17 CASE 2 Tor 6003 0.41 3.07 0.01 79.30 0.70 00770/ 13 42 -0.06 17 CA30 3 7.P 1.47 4.01 0.30 0.03 2.11 0.12 007707 1.41 7.39 57 CASE 4 700 -0.14 0 40 3.20 0.01 0.02 .0.12 0077011 .0 40 6 99 0.11 0.70 0.12 -0.13 50 CACI 1 709 81.17 0.42 0.08 4.01 74.31 0.11 0077011 11 -41 S0 wA 2 TOO 43.39 O 02704 11.01 10 CMS 3 TOW 1.91 4071'044 1.10 09 CAS& t 700 -0.56 07/TTOM -0.51 0.41 0.01 0.00 44110 800011 AT 00900. 210 11 PRAM WILL O07OV1 OUTPUT 3AJ04 MAJOR 061100 MINOR A1141 7013304411 l0 10 POINT MOMENT 1)40211 *34044T 01111 MACS MOMENT 1 CAR 1 100 60114.63 31.33 339.93 3.68 0.00 244.83 0017011 .18 1201.00 I 03100 2 TOP 16108.04 18.41 316.24 1.02 0.00 123.41 BOTTOM 61063.72 1022.72 1 CASS 3 TOP 2013.41 0.I0 100.23 0.24 0.00 92.10 007704 1312.04 623.03 1 C931 4 701 - 1314.07 -4.44 74.50 1.50 0.00 -44.99 0UTTON - 3072.37 440.25 3 CASS 1 Tor 40121.61 O 077014 67012.63 2 CASE 2 TOP 54714.51 007TOM 61123.02 2 CASS 7 TOP 2064.41 107004 1116.31 31.54 10.04 6.13 301.07 1321.96 274.43 1127.40 109.14 646.70 04.41110 4.01.0 112444.40. lac. PAGE 01 003A:1AM :STAB311112: \ITA031 \Sunsu11th. 0411 041 06100061 00140-170 STATIC 412103. 170200 0111.174 1/117713 W 0044 44630341 004.1 004000 AT 12984 240 :1 111141 MALL OUTPUT 011042 111170 MAJOR .11400 MINOR AXIAL TORSIONAL ID SD 00101 44110441 334EA3 *94117 111044 10400 86441217 I CA34 4 TOP - 1324.67 -4.20 42.77 1.50 4.00 -40.96 0077141 - 2152.24 433.02 3 wl 1 TOP 13310.47 0011011 4431.74 3 CAME 1 Tot 12771.14 10770 4 4107 69 3 CAS* 3 TOP 141.66 007741 296.41 3 CA3O 4 TOP - 196.00 81071144 -48.44 4 wo 1 TOP 11104.78 80617344 4142.04 4 CA34. 1 TOP 12069.24 807701 1951.24 4 CA34 3 7G0 001.63 0070,44 250.08 4 004 4 Tut - 191.66 8.11011 -13.74 .14 CA34 1 701 0 40 O 077341 03941 10 14 001 2 TOP 0.00 407701 17440.30 14 CASE 1 TOP 0.00 BOTMGM 74401.11 14 wE 4 TOP 0.00 1001011 11411.71 16 04434 1 100 $0441 0070706 560971 14 CA34 2 TOP 44004 1441014 505067 16 CA64 3 T01 62196 0017.4/ 100743 16 C430 4 TOP 53353 00tt:M 139217 17.89 34.03 0.64 -0.23 17.17 14.80 0.66 -0.40 102.32 70.07 105.14 74.84 M),M 064400 0 rink-1M. 371710 321/711 313.740 11444-1/0 17411813 01 11011 0610040 WALL 0 44.02 AT LOYAL IRO 14 1810E NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 2.61 0.04 2.11 0.19 7.70 0.14 7.30 0.11 0.20 0.10 0.10 0.03 0 12 0 02 0.79 0.11 0.20 0.10 0.10 0.02 0.02 0.02 0.79 0.00 4.69 0.00 4.21 0.00 0.45 0.00 -0.01 0.01 0.03 0.03 4.36 3.60 2.21 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.00 0.00 10.66 1.01 -1.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.00 0.00 0.00 0.10 0.12 -0.13 264.92 123.73 91.03 0.09 0.04 0.01 -0.01 0.09 0.06 U.01 -0.01 42.04 0.10 0.02 .0.01 15 001 l 700 24102 0379 611010 109 501 1004111 072006 537711 410196 10 0A24 3 TOP 14904 2171 534219 424 449 414511 0421641 030704 687417 11 CA34 3 TOP 43173 171 656525 2147 16 194615 0177011 050057 1210339 15 wi 4 201. 30069 363 $73754 1901 -2 71019 D UTTON 142044 1037139 2203 461047 401 249 948060 650700 2166 112100 421 266 115272 470591 171 667571 2372 1 119141 1222567 150 574621 1906 2 70031 1010419 C..0110 Pust.1 10./136.0.. 1..4. 110.4 12 0400*AM: ETA.3 /017.0. \1200344 \100......41.. 1374 WALL 117371 02:'097 443.100 MA2014 MIN61 AIWA. AXIAL 2003100AL ID 1.7 POINT 4606017 506011 14410347 30E211 00000 40.4017 17 008 1 Tot 0.00 104.14 0.00 0.02 0.00 4.34 4077044 24440.66 4.60 17 CASS 2 261 000 71.24 0.00 0.02 0.03 0.10 00070+1 16101.14 4 21 03/08/01 10:... AM 17 CASS 3 TOP 0.00 103.11 001700 24211.10 17 CASS 4 TOP 0.00 77.67 BOTTOM 16174.67 Coughlin 104144 Lun064n, Soc. B0M MARCMC frs9 -171 STATIC LATERAL STATIC TEMA -176 ANALYSIS Of BOO MARCHE COLUMN MACES AT LLVft. MALL IM PRAMS COL OUTPUT OUTPUT MAJOR ID 1D POINT MO7.142 27 W9 1 TOP 1.54 0077001 36.21 17 W9 2 70P 7.12 BOTTOM 35.32 17 CASE 3 TOP 2.16 0077014 4.42 17 CASE 4 704 0.72 007709 1.53 20 CASS 1 TOP 12.03 0OTT04 13.02 20 CASE 2 TOP 10.32 007700 12.46 20 WE 3 TOP 1.23 O 07709 0.49 20 W0 4 TOP -1.01 14077004 -0.07 27 CASE 1 TOP 12.90 140TTCM 24.56 27 W0 2 70P 10.96 BOTTOM 24.16 27 CASS 3 TOP 1.41 1O770M 0.56 27 CASE 4 TOP -0.53 10TTUM 0.20 26 CASS 1 Tor 5.00 BOTTOM 14.69 20 WE 2 TOP 2.60 bOTT0M 14.32 20 W0 3 TOP 2.10 BOTTOM 0.92 29 WE 4 TGP - 0.22 BOTTOM 0.35 21 WE 1 7oP 6.22 B OTTOM 15.22 29 04.30 2 70P 7.22 1UITOM 14.15 29 CASS 3 Tor 6.75 B OT70M 3.44 29 WE 4 TOP 5.75 14OTTOM 2.37 44 CASE 1 TOP 6.54 00TTOM 30.21 44 WE 2 TAP 7.12 1407704 35.32 Coughlin 14005.0 Lund... Inc. 51 WL 1 70P 6.94 5071194 39.43 51 W0 2 TOP 7.16 14075004 35.52 51 CASS 3 TOP 2.13 14077001 4.43 51 W0 4 TOP 0.74 14077001 1.52 12 WM 1 TOP 9.65 14077011 30.61 52 CASE 2 TOP 4.34 007TOM 35.67 52 WE 3 TOP 2.10 boTTOM 4.45 52 CRS[ 4 TOP 0.76 007TOH 1.51 53 0440 1 Tor 10.10 N 0 BOTTt 39.05 53 WL 2 TOP 4.09 402709 36.09 014.70E KIWI MINOR AXIAL TO9330IA7. 20W1 NONE NT WAX NONCE NORM 0.24 2.73 0.02 116.04 0.26 6.30 0.23 1.40 0.02 104.73 0.19 5.17 0.03 7.41 0.04 0.14 0.07 15.07 0.02 6.14 0.04 - 4.37 0.01 11.94 0.01 0.00 0.01 -0.01 0.20 0.16 0.01 0.00 0.07 0.06 0.02 0.00 0.04 0.03 0.05 0.04 0.24 0.23 COLUMN IUACE2 AT LEVEL MALL IM TRAM 0.24 0.23 0.01 0.02 0.25 0.24 0.03 0.02 0.25 0.24 0.00 0.00 0.00 0.01 0.41 0400 0.00 0.00 -0.01 -0.03 PAGE 13 PR0c4A n: ETA13 /r1121■LTA03M\0onsoute.4OM 2,57 4.73 1.66 3,41 7.52 14.59 6.61 13.67 3.94 1.34 3.01 1.17 6.19 12.91 7.24 12.75 6.04 0.74 4.63 0.72 0.64 12.49 1.21 12.47 29.61 11.35 25.21 0.51 31.25 32.10 27.71 29.26 6.62 0.65 4.77 0.43 0GH MARCHE FEMA-17l STATIC LATERAL STATIC 4119-179 ANALYSTS Of 1409 MMCOS 1.39 5.31 0.51 4.30 7.41 14.63 6.55 13.70 0.37 4.32 -0.06 7.57 7.39 14.20 6.94 13.40 1.27 3.32 1.25 2.77 0.01 0.01 0.04 0.04 0.03 0.02 0.03 0.02 0.04 0.03 0.07 0.02 0.21 0.19 0.33 0.30 0.02 0.02 0.04 0.04 0.02 0.02 0.04 0.03 0.02 0.02 179.17 177.21 9.22 7.19 102.32 95.02 5.44 -1.11 200.46 265.19 5.02 1.04 102.94 97.46 11.91 10.39 0.26 0.14 0.07 0.01 0.26 0.14 0.01 0.01 0.26 0.19 0.07 0.01 0.26 0.19 0.07 0.01 0.03 116.94 0.26 0.02 106.73 0.11 PAOS 14 9R0GRJW :17A15 /f111: \1TA14N51./uout.f101 COL OUTPUT OUTPUT MAJOR MAJOR MINOR 041909 AXIAL 700.3101AL 1D ID POINT sOmEN7 SHEAR MuRMT 300113 IOACL MOMENT 44 WE 3 TOP 2.14 0.01 9.01 0.03 5.94 0.07 B OTTOM 4.42 12.27 46 00.50 4 701 0.72 0.02 7.17 0.02 -4.37 0.01 BOTTOM 1.53 12.05 67.96 62.02 3.40 -2.54 32.40 29.57 1.62 -1.21 0.26 0.19 0.07 0.01 0.26 0.11 0.07 0.01 9.54 0.26 0.70 0.14 53 0934 3 709 2.06 0.03 7.17 0.41 0.49 0.01 BOTTOM 4.66 13.17 13 G39 4 707 4.11 0.02 7.34 0.03 -4.36 0.41 9arT01 1.50 13.32 54 G74 1 TON 19.10 10TT04 34.05 14 MIS 2 TON 6.49 ton04 36.09 14 CAiL 3 TON 2.06 107TOS 4.46 it 0A50 4 709 4.41 907101 1.50 S5 CAS& 1 TON 9.63 BOTTOM 30.01 33 CAM 2 TOP 6.34 9OTTOS 35.17 15 CAM 3 TOP 2.10 102704 4.41 11 CASE 4 TOP 0.70 OOTTON 1.51 C0440119 testa/ 0..40.0.. Inc. 101 MAR4J14 ►w1 -170 STATIC LM'UA3. STATIC rEMR -171 ANALYSIS Or 100 SWIM COLUMN MICE' AS LEVEL NALL IN MANZ COL WW2 OUTPUT MA70S 40.104 024109 MINOS AXIAL TOR3101U3. ID ID 101311 MOmR 302A0 MONS= 300A9 10901 MOONS 14 WE 1 704 0.14 0.24 5.27 9.03 67.06 0.21 DUTTON 30.43 0.17 16 CAPS 2 TO, 7.56 0.23 3.0$ 0.02 62.02 0.13 002TOM 31.12 0.34 56 0 NX 3 709 2.11 0.01 9.40 0.01 3.40 0.07 9o7T04 4.41 12.11 56 00.30 4 TOP 0.74 0.02 7.21 0.02 -2.04 0.01 9oTTus 1.52 12.41 $7 CAS 1 TOP 11.62 907704 21.90 17 CASS 2 209 13.41 SUTTON 25.19 $7 W9 3 Tot 1.41 107701/ 4.19 17 CASS 4 TOP -0.49 94477OM 0.26 SO 4909 1 709 18.12 142719 25.36 59 CA31 2 709 17.64 901109 20.02 06 G34 3 7Ot 1.77 BOTT'O4 0.14 S6 WS 4 TOP - 0.49 9027091 0.22 59 WE 1 TOP 11.43 10TTON 24.12 59 Wt 2 Tot 11.51 0071501 24.45 5, W0 3 TO, 1.39 907704 0.17 59 WS 4 70P -0.52 00774.1 0.20 60 CASK 1 TOP 5.17 907704 21.11 60 CAst 2 TOP 3.41 00TTON 19.96 60 WE 3 TOP 9.74 DOTSON 1.30 40 Gat 4 TOP 7.96 1077004 3.12 Coo951ln 9140464 LurM.n. Inc. C: \Etabsn\ 1,.,nsouth.FRM 0.25 0.24 O .02 0.07 0.21 0.14 0.03 0.02 0.02 0.21 0.01 0.00 0.21 0.20 O .01 0.00 0.20 0.19 0.01 0.00 0.14 0.12 0.00 0.06 Ali roicu AT LErt1 WALL IN IMAM 2.41 2.33 2.49 1.97 7.70 12.34 7.34 12.94 3.94 1.13 3.91 1.17 1.14 12.91 7.26 12.75 PAGE 11 PPOGOAM :[0105 /rIL4:\LTAS30 \Soawut4.4144 3/3 0.17 4.32 -0.04 1.07 7.39 14.20 4.94 13.44 1.27 3.32 1.21 2.71 7.37 11.17 7.14 13.22 1.41 2.13 2.13 1.97 7.76 13.34 7.10 12.99 12.41 3.34 0.64 -0.39 31.01 34.42 27.79 30.61 9119 MAA0JIL ►rnA -279 STATIC USUAL STATIC 41101-176 A3A2Y313 Of 100 MA/CMS 0.03 0.02 0.43 0.01 0.03 0.02 4.03 0.02 0.02 0.02 0.04 0.03 0.02 4.49 0.03 0.03 0.03 9.01 0.03 0.03 0.07 0.03 0.14 0.10 9.56 1.70 0.46 -4.36 32.40 24.57 1.42 -1.21 40.03 74.30 2.10 0.62 40.17 60.69 1.19 -1.09 70.31 71.00 3.01 -1.42 40.71 45.12 14.51 11.46 0.36 0.14 0.07 0.41 0.26 O .10 0.07 0.01 0.26 0.14 0.07 4.01 0.24 0.14 O .07 0.00 0.14 0.19 0.07 0.01 0.76 0.10 0.07 0.01 PAGE 16 ►1a: RAN . (TASS101t6:\LTA95O\0.n.00Ih. BON WALL 007407 007107 IOJ01 191x+ PIMA MI909 AXIAL T.13:0NAL ID ID POINT MOMENT IALAA 1OMSM7 31,90• 40002 Homier 1 CASE 1 TOP 67440 280 1201 2 0 1910 1077004 121170 1491 I CASs 2 7014 61044 252 1021 1 0 1712 917'T4.11 104438 1244 1 WE 3 7014 3112.49 37.02 422.53 4.51 0.04 115.48 b077004 10414.16 1400.31 1 WE 4 TOP -3072.31 9.17 441.2S 4.27 0.04 -42.16 901704 - 2112.22 1265.05 2 40.39 1 709 67113 247 1212 0 1911 OOTTON 124113 1271 2 GSM 2 To, 61123 264 1120 0 1701 007701 112467 1095 1 CASs 3 Tog 3016.11 16.49 676.70 3.71 0.00 670.95 O 05700 9050.70 1136.30 2 CAS 4 Too - 2613.24 6.92 433.02 1.71 0.00 157.66 90TttN - 1207.69 1157.69 3 CASs 1 Tot 4452.74 SUTTON 6104.51 3 CAS* 2 TOP 4107.59 1122104 1712.10 3 CASS 3 709 294.41 004709 $24.44 3 CASE 4 TOP - 44.44 107709 132.56 4 CASs 1 700 4243.04 MOTTOS 5136.64 4 CAMS 2 TOP 3996.29 1727oll 1560.79 4 CASE 3 0014 250.00 SUTTON 170.72 4 CA3t 4 70P -33.74 9077041 114.43 16 CASS 1 709 2130991 907704 1196235 19 Gat 2 70P 2374799 407704 3120970 14 CAS/4 3 TOP 19111 101TuN 54314 10 WS 4 704 -14971 S OTTU4 -12060 6.60 6.36 2.46 2.23 1.49 1.40 2.29 1.93 0.20 0.32 0.16 0.27 0.12 1.47 0.74 1.42 0.20 0.32 0.04 0.27 0.62 1.47 0.79 1.42 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.01 0.01 0.02 0.02 0.01 0.01 4443 164941 2 263 3073213 1641)9 4407 153919 2 171 1070604 123486 76 2111115 4935 41 1149132 7216411 20 2266353 4995 31 -244677 3125311 eF O O S O i • o 0 0 0000 _ew 00 00 O O O $ 0000 NF ooNn $ o 1 000 eeoo 1112 O o o O 2422 $ On w . 0000 0.00 3333 44:5 C 2 3 3 mew ooao °o"ro 22:4 r sF »a wFAw 22 4222 » ww r p$$ 8 8338 $ 8$ S 3383 3 8$ 8 8333 8 8 8 8 3383 8338 8$ * 0 0 0 0 O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ...° 0 0 0 0 0 0 ry wFF 3 �►4 . 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O o • M g .t n ^Nr .7i522 :.127 ago; r 1 M! q O 0 0 2 0 0 0 0 0 0 0 0 0 O O O O 2 0 0 2 goo 2 0 2 0 0 0 O ~ ` !! 0000 2822 0020 0000 0000 0000 0000 ioo 00 C U a ig m 3 3333 3333 3333 3333 3333 3333 3333 3333 3333 33 A 0 1 0A q n3 03/08/01 1:4, M ETA 6 S 4244n4ed Three Dimensional An41y213 of Building Systems NQNL1NZAA Toreson 6.22 This copy of LTUS is for the exclusive, use of Coughlin Porter Lundeen, Inc. Unauthorized use is In violet1o17 of r•d.rtl copyright leas Coughlin Porter Lundeen, Inc. VACS 2 PROG6A1 :12205 /2112: \512031( \Soneouth.tl4. ROW MARCHE rEMA -176 STATIC IATLIAL STATIC rt74-176 ANALYSIS or ROW MAACHE STAVCTVPAL TIME 1.E4200S AND FREQUENCIES MODE Pt AIOD 2PL0VEDCY CIAO/LAX/8X= NN241. . 4214E1 ICYCL21 /U611T T17E1 41A01A1(3 /0MIT 71a51 1 0.50735 1.97104 12.31433 2 0.32123 3.11305 19.55949 3 0.1)357 7.21676 45.32424 4 0.11491 4.54911 53.71146 5 0.09951 30.04944 6).14247 6 0.00560 15.24324 95.77604 7 0.06700 15.47316 99.73527 4 0.05221 19.15107 120.33535 9 0.00000 170604155.62140 1072412745.14141 10 0.00000 506062677.22453 3179605571.04913 11 0.00000 1244343151.13417 7111619976.00412 12 0.00000 1704914747.51954 11114431963.96432 Coughlin 104t•r L.rde•n, Inc. PA:d 3 P9OGRW4.0TAR3 /6171: \ETAb5X\bonawrh. U 4 404 MARCHE 12400 -174 STATIC LATERAL STATIC 94410-178 ANALYSIS Or ROW MARCHE MODAL PARTIC196010N rA:7OW Copyright ICI 1913 -1099 CCMPOTEAS AND STAVCT0213, 1110. All rights reserved It 16 the responsibility of the user to verify 411 results produced by this program 0 Mar 2001 10.00:11 MODE X -TRANS 2-TRANS I -2.214 NM/tit DI01.CT0ON DIRECTION DIl1GTI47N 1 -0.30047 - 0.07540 0.00000 2 0.02772 -4.53264 0.00000 3 - 4.27344 - 0.17059 0.00000 4 - 0.17061 3.49250 0 00000 5 -2.06113 0 05166 0.00000 6 0.10052 2.56221 0.00000 7 3.31723 -0.17751 0.00000 3 - 0.00545 2.00429 0.00000 s 0.00000 0.00000 - 0.00042 10 0.00000 0.00000 0,00011 11 0.00000 0.00000 0.00004 12 0.00000 0.00000 0.00001 Coughlin Porter Lundeen, Inc. 2444 4 PROGRA1 :170X5 /6112: \[717511 \Sonsouth.615 6014 140A0100 66105- 17345760IC LATERAL 5TATIC 54448-17. AALY1I5 Or ROM MARCHE 140781. DIRECTION 6ACTVW MODE X -TAANS 2-71123 T -20211 NUMOEA 0191.0011.81 0.1040714.1 019007101 1 09.95371 0.00629 0.00000 2 0.01106 09.90094 0.00000 3 99.76965 0.2)035 0.00000 N 4 0.23637 99.76363 0.00000 5 09.99007 0.00503 0.00000 ^ 6 0.11015 09.02905 0.00000 ^VJ 7 99.017)5 0.1066! 0.00000 8 0.00473 09,90527 0.00000 9 0.00000 0.00000 1.72495 10 0.00000 0.00000 91.44544 11 0.00000 0.00000 99.44242 C: \ ETABSN ..onsouth.EIG 12 0.00000 0.00044 00.00700 ■» C2612114 142:224 L r t.r rd., Iac. -- .- -� - - 4654 5 !004181.: LAOS /rI12: \5TotLI\14maeut4.6IG SON 4448011 6tl44 -111 STATIC USUAL STATIC 61141 -175 6402.2311 Of ION MAMMA 4r14CT*V1 14233 'ACTORS l44824 /--X TAM:SUl10N- - / / - -T 2124324.4102--/f----4 ROTA? /a--- 41440[1 6 -19433 46 -41440 4-4951 41 -1040 9 -14611 41 -0040 1 67.21 c 67.21 0.01 c 0.0. 0.00 t 6.1. 2 0.00 c 67.2. 71.06 c 71.10 0.00 c 0.0s 3 17.02 4 15.93 6.43 c 71.10 0.00 c 0.00 I 0.03 2 93.1, 16.79 2 40.50 6.60 4 0.46 9 4.11 9 19.21. 6.60 2 40.1. 0.00 4 0.1. 6 0.01 c 99.31, 6.41 2 62.31 6.06 c 0.1. 7 10.74 9144.41 0.01 4 92.36 0.00 4 4.06 1 0.00 2160.00 7.60 4100.00 4.00 0 0.06 4 0.00 2100.1. 0.00 2100.01 1.72 2 1.7. 10 0.00 2166.41 0.00 2100.0. 66.26 2 84.0. 11 0.00 2100.0, 0.00 2100.0, 10.06 2 89.00 12 0.00 2100.01 0.06 2100.2, 1.04 2100.00 Cough) to Porter leaudeon. lac. 9854 6 rP02RAM .S7A57 /712J:\L7Al1NUansovtA. LIG 004 MAUUH5 14140 -1)0 STATIC LATERAL STUD rn40 -170 ANALYSIS Of 004 4840& STRUCTURAL MLA SNARES MAI D1sr1OJ47/ 1 VALDES 224 AT TIa CLITIR3 Of MASS Or Tltt CORRESPONDING 018!1(9.84.9 IR claw. C000OISATt/ I.EVU. 0141 .Ott 1 MOM 2 1440t 3 25761 4 1004 5 ID 16 4001 X - 1.44515 -01 1.44921 -4T 7.60614 -02 3.14104 -01 - 6.30101.02 8006 2 - 1.11140-01 - 1.49332-01 4.11241-01 - 0.6124E 62 2.30041 -04 1006 401/ 2.41664 -01 - 4.6)791 -04 0.61321-07 - 3.14434-06 1.61414.40 3AD X - 1.15061 -01 1.41411-03 - 7.71111 -02 - 4.55421.03 1.70621 -01 300 Y - 7.20191.04 - 9.79141-02 - 4.66414-03 1.47521 -01 1.61041 -03 144 4011 2.14045 -05 1.13914 -47 1.32595 -03 - 1.45311 -46 - 1.44642-05 21(3 X -4.34041 -02 -6 01061-04 - 1.62764 -01 - 7.11971 -03 - 1.42621 -03 2147 T -1.04111 -04 - 4.63426.02 - 4.80441 -03 1.41521-01 1.00214 -03 IND 4041 4.40201 -04 6.40176 -07 2.64201-09 - 4.44714 -07 2.63404 -05 MALL X - 1.45941 -03 - 0.42311-06 - 0.27491 -02 - 7.51961 -04 - 5.06424 -02 MALL T -4.67311 -04 - 1.24161 -02 - 2.1431/01 4 17135 -02 - 5.3121E-04 MALL 1021 1.62971 -04 7.00434 -07 9.01446.04 -1.44204 04 1.07131 -05 LILVLL DIAN Mo01 6 4CDL 7 Molt 0 MOC4 9 14464 10 ID 1D 4047 X - 1.11416 -04 - 2.21914-01 - 3.92662. -04 - 1.10211 -10 2.52421-10 A00F T 3.14211-02 .9.75791-44 - 6.94971-01 3.04941.02 - 9.47121 -12 9004 ROT/ - 2.7915/.06 1.26464 -01 - 2.25611-07 - 1.16114.01 1.24141.94 342 X 5 01951.04 1.14441-42 3.67004 -04 3.55501 -10 1.31151 -l0 342. 7 - 3.17212.01 1.17091-03 5.30904-02 1.70754.12 - 9.63592 -12 315 4031 - 2.I6764-06 1.11741 -41 - 1.34471-06 -1. .03 1.60171.03 21(0 5 - 4.40414 -03 - 7.51271.02 - 1.04476-01 - 3.42134 -10 5.34701 -10 24(0 T 9.7492E-02 - 4.41531-01 - 1.01414-01 -2.74444-10 2.53074-11 2140 90012 - 1.12471-06 1.47091 -41 - 1.74011 06 - 1.04444.43 4.5194/.01 MALL X 0.02074-13 1.10194-01 7 37251 -04 -4.40144-411 - 9.05701 -10 MALL T 0.50151 -42 - 0.34344-03 1.63511.00 - 5.61814 -10 - 3.24111-12 MALL 9072 - 3.14014 -04 - 3.09844-05 - 1.99494 -04 - 9.9134/.03 -1 24441.02 Z.VT.L 0144 ADL 11 MOLL 12 ID ID 200f X - 6.41481-11 4.05442.11 0041 T 5.29121-12 - 3.03784-12 90ur 5071 - 3.15745.04 4.66411.03 341 X - 6.67041 -11 - 2.41246 383 T 2.41926-12 4.45242-13 340 0.022 1.16194.03 - 1.4702004 Caug0J 16 P Lundeen, lac. NM MA0C44 2618 -071 STATIC lATUA1 STATIC I2140 -1)4 4402.0313 Of SON NA1Crt LEVEL 05101 AWN 11 16444 12 ID ID 240 X 4.10714 -10 2.14011-10 1140 Y - 1.17271.11 4.14214-11 2ND 9002 0.07166.03 5.66305.03 MALL X - 2.64026 -14 - 6.47746.11 MALL T 3.13711-12 - 1.43011.12 MALL 144400 - 1.96714.01 - 1.14024.01 981.4 7 4=442 M.4TA13 /7111: \17A024 \Mwawt0.11.: 1/1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 03/08/01 1:4, . M C:\ETABSN\....insouth.EKO PROGRAM :01AU /►I L1 :10TA1534\Seeutautl. 110 IOM 34%%2-112 TOM -171 STATIC LATELA. STATIC TOOL -179 AMALTSLS Of N[ MARCNE [TANS Extended Three Dl.a0dmal Analysis of budding systems NONLZNZAt Version 4.22 Copyright (C) 1991 -1991 COMPUTERS A D STAUCTUAL}, INC. All rights reserved This copy of 01103 Is for the seclusive use of Coughlin Port.r Lundeen, Inc. Unauthorized use is in vlolaclon of federal copyright laws Coughlin Porter Lundeen, Inc. RCN MANCHE f1MA -170 STATIC LATERAL STATIC FEN -175 ANALYSIS Of &ON MAKCME J0 R C O N T R O L I S F O R M A T I O N S MRER Or STORIES NtN41LP Of !LOOK DIAPHRAGMS ON LACS LEVEL NIMSLR Of DIITLPLNT TAAR3 NUMBER Or TOTAL 11M&S HUMMER or MASS TYPES NU ER Or LOAD CASES NUIPCR Of STRUCTURAL PEAIODS SOMATA Of MATERIAL PAUPER71S SUOIER Of PROPERTIES 101 COLUMNS woman Or PROFCRTICS TOR ATMS NUIczR Or PROPERTIES FOR f1OOL! NUIRLR Of PROPLRTILS TOR &RACES NIMlLF Of PFOPLRTILS FOR PANELS NUUCR Or FPOPCRTICS FOR SUPPORTS /LINKS CODE FOR STATIC LATERAL ANALYSIS COD: FOR DYNAMIC LATCFAL ANALYSIS COD: FOR STRUCTURE TYPO COD: FOR 0 -1ALTA ANALYSIS CODE FOR TRAM. JOINT 3TIf►NC33 0L1DIrICATION COD: FOR FRAM SEEP HEIGHT LOAD CONDITION CODE 10k TYPE Of UNITS GRAVITATIONAL ACCELERATION CIGIL C00NCIGUNCC TOLLRANC0 11011) CUTOFF 7114 000100 P -DELTA FACTOR STORY MASS TYPE SURER SONATA. Of MASS SCG L.TS MASS SCALE FAC1UR It is the responsibility of the user to verify all results produced by this pugru 8 Mar 2001 10:00:09 SEGMENT S1OIENT TYPO MASS KC YC 101) 111) POINT 2.414E.01 2244.00 1434.00 CALCULATED DIAPHRAGM MASS 000110IIES DIAPHRAGM MASS 'MSS 1TY5'NT Of INC)TIA 0- ORDINATE Of CCOTCR O► MASS Y- ORD2NITC OF CENTER Of MASS Coughlin Porter 1,4410.01, Inc, PAGE 3 PROGRAM: 1!105 /ILL1:\LTALSN\Ltr.south.EMO 1 0.3644E.°) 0.10001.01 0.00001 0.10000,01 Coughlin Pouter L040..n, Inc. PAGE 3 PROGRAM:1700 5 /111 0 1 \CTA330\SonsuuU.. OKO 000 HAKO[: 2100-171 STATIC LA1LRAL STATIC r010 171 ANALYSIS Of SOU MARCHE 1 1 0.1001. 24.24 0.0000.00 2244.00 1624.00 DD DO MOLE RADIUS 1021 (121 (03) 133) PAL0 4 STOAT MASS TIPS NOMO01----- ------ --- 0 PORES Of MASS SEOSNTS ---- -- - 1 MASS 0C.0LI 1ACTn -- --- -- - --- 9.1324.01 3SOMINT SL1140f7 TITS MAPS aG 1117 POINT 2.3201.01 2140.00 DtAP34RA011 MA33 MAAS /IO04Mf Of 20UTIA 0-00010000 Of ClOT13 Of MASS T- 00DILAT/ Of C01700 Of MASS Coughlin Porter Lurt..n. Inc. TC 1111 1119.10 CAL.Q100100 DIIIPMRA01'MSS 1ROl11T113 OOM MAMAS F3M -171 ST1311 10.3331.1. STATIC 17240 -471 00131X101 Of 5034 0(010 1S !TORY MASS 71r1 SAMNA- • 01 MASS 31001073 MASS 3CAL3 TUTOR_-- -- 110418 SMOOT rnL MASS SC PC 111) 0111 POINT 2.0570.01 2140.00 1725.00 001.00.0703 02213.3301 /3433 0400003113 DOMIR001 MASS MASS MUSKA1 Of INERTIA 0- ORDINATE Or CUTE/ Of MA30 1- 01013414 Of CUTER Of MASS Coughlin Ports L.rad.b. Inc. IOM 0030115 12440 -170 STATIC LATERAL STATIC 1340.173 ANALYSIS CS W0 RAMC= 37027 MAS0 1100 013.373 MU MA of MOSS SLONN73 MA33 SEALS 1AC700 SLO0YT 30011MT Sift MASS *0 TC 4111 (01) 000111 3.2400.01 2140.00 1649.00 CALCULATED DIAPHRAGM MASS MUSTIER DIARMM0/ MASS MA35 MOMENT Of INERTIA 1- 0101817! Of 2-007RA Of MASS 0- 00L14(AI0 Of [DMA CO MASS tt Coughlin foster Lrd..n, Inc. S ON 0Al2HP n0 -170 sIATLC LAICPAL STATIC TEMA -179 ANALYSIS Or DOM 340000.3 STRUCTUAL STUNT DASH . . . 3TOMY LEVEL SOOT 300 2ND MALI Cwghlzn Porter Lrr4Lea, Inc. S1(MY MARK[ Of MEIGMT DIAPNSACOM 214.00 1 155.00 1 114.00 0 162.00 1 L OW MARCSS rTJ1-170 STATIC LATEIV3. STATIC ►334 -176 000[7313 Of 01.0 00A0016 DU/WRACK MASS DATA STORY LEVEL ROOF 3AD 2ND 0(311. D2AtKPA01 MURU 27.20 0.0001.00 2110.00 1/111.00 SAGO 3 P*O4.M0M: KASS /TIL* :\01%030 \IOUSOut0. LSO 3 -- 0.1000.01 1/3 20.32 0.0000.00 2144.00 1725.00 SAGS 4 PSOGNAM. tI AB3frlL4: \STADia \0omsou.tle. 1*0 4 0.1400.01 12.49 0 0001.00 2140.00 1001.00 00 AUG= RADIUS I112) 1111 153) CD ANGLE RADIUS 172) 411! (131 OD A*.0.1 800100 (121 11)1 (13) SAGS 7 1230%.[. [2103 /f1 t1. \1T029M\*. n.uuth. 100 PADS 5 TROGA1*. 01103!01[5 :1033031 \14043Ysh.110 DIA/NEA`H *2%0000.4/ D1ATN4AGH *1010.30471 MASS SOLI 1-41 T-N 32.470 0.00044.00 2164.000 1004.000 20.521 0.40004.00 2103.000 1721.000 21.169 0.00444.00 2100.000 1444.000 C0_401*a 2.zt.0 La.0See0. 1[.c. SON ARM00 10140 -171 STATIC LASSMA[ STATIC ►5140 -110 AMA0131* Or &[134 KRACIR 41A10110*00 107123400 0713N135 DATA 170*1 00010 16030 310 2ND NALL coughl '01 NAM= 72-40-170 STATIC IA1IRAL STATIC 1434% -170 ANALYSIS Of 5011 MAIMS* 340711100 0100U7103 1D TIPS 'MASTIC ADOULU3 l Y 0.10010.04 3 w G.11111.01 3 N 0.20411.04 MATERIAL PAOPIATIU 0102- 00.3100 Coughlin Sector Lundeen. lac. 3SC3Ir1 0230181/17 OUR COLUMNS 31071011 ID TY11 1 SECT 2 PLC? ID 1 2 15 1 3 OIAP0NAN1 DIAPHRAGM D0A0M ACM MLOS& 0 -1 1 -Y 7305503 1.000 1.000 AXIAL 0 4.000 104.005 1 0.00001.00 1 0.00001.00 1 0.00001.00 1 0.00001.00 Luodo.0, lac. WIT ID 1 1 MAJOR 1 00 1.000 NAJD* AV 3.11) 115.1)) Coughlin 0.10.. Lund..,.. Inc. Coughlin Porter L..J..a. Inc. POISSON! RATIO 0.2000 0.2000 0.2000 SECTION HWPL*T113 NN 0%11113 1 31.255 0.00001 2244.000 1924.000 0.0000/.0* 0.00001.00 0.00401.00 0.00001.00 UNIT MINT 0.0000'.00 0.00001.00 0.00000.00 ID TYPE rY rc 013 1 34 0.00(11.00 0.0001.00 0.0000.00 2 V 0.0001.00 0.4000.00 0.0005.00 3 34 0.0001.00 0.0001.10 0.0001.00 0011/1002-00 10040-170 31071C LATLM01 STATIC !0140 -171 ANALYSIS Of LOW 01.ACH1 I40.lult DIN 2.000 14.000 30CTIO64 PAO /SNIT R/OUC700N (ACTORS VOA CuLJM43 00001315 S00TION SS.WUT113 FUR COLUMNS MINUS AV 1.111 21).11) ICS NAAAU 01140-174 SIATIC L135AAL siA7(C 01140-171 AN0L13I3 Of 0u0N MRACI1/ 1[741 4(00'101 TINA-178 STATIC LATSAA. STATIC *1040-174 ANALYSIS Of SOH MARCH/ 0800(1 C O N T R O L I N T O R M A T I O N TAGS 9 T01YRAN : STABS/ F110.1LT01331 lens0Uth.SAD DIAPHRAGM 1 -R 0.00001.00 0.00001.00 0.00001.00 0.00001,00 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. PAG0 10 AROG1AM: IIUS /TILS:\1TA$1N\Dunsouth. 1111 11400 1 1.000 1.000 1Cs 0.0004.00 0.000'.00 0.0004.00 MINOR 01N 2.000 10.005 OMIT MASS 0.00001.00 0.00001.00 0.00005.00 r1A•G1 SNICK 0.000 0.000 00/11 OF 130203100 0.0000'.00 0.00001.00 0.00001•00 011.14 11 ►ROGRAN: ITAIS /FI11 : \S1A03N \IOna[wth.01W TuR51UN MAJOR J I 0.3213E101 0.11111.01 0.92101.04 0.04410.04 PADS 12 013011% M .E1A13 /011' :\1IASSN\00n.vuth. 144 1151407 MAT TAMIL PANEL TAMIL 1AM01 OAN1L 00N01. PANEL ID 1101 1D TV TM ISSN Al DI AI DJ 1 NITS I 4.005 4.000 4.000 00 0.00 0.00 0.00 2 If0S 1 0.000 0.000 6.000 00 0.00 0 00 0.00 1 ALMS 2 1.000 6 000 6.000 00 0.00 0.00 0.00 4 MINS 2 4.000 9 000 0 000 .00 0.00 0.00 0.00 S MSS 2 12.000 10.000 12.000 00 0.00 0.00 0.00 1 FILM 3 S.000 0.000 5.000 .00 0.00 0.00 0 00 RAGS 1) PRO. MA[:' TAO0 /rlL':\0TADSM\0.us.utn. LKO MIN SMIANALL 0757[4( AT 3AD ►IOuh TOR 404 MARCUS AT 30137(0 C:MI0* TRAMS ID UMW *unpin err Cu1DIW Lint3 1Y ►OHM TAMS NL0 TOI0N 0.000 0.000 341WoR I 0.11111.01 0.54410.04 222.223223S223223"*" sssssma111111111 . If 1 v J O O O O O O O O O O O O O O O 0 0 0 0 0 0 1 ly O O D O O O D O O O O O O O O O O J p O° - {R C� s O '! O O O S O O O O J. O O O O O V n O _ d V 3 0 O C R R 0 0 0 R g N n 0 3 O R R .«'. r 3 0 • Y y. V O O V v w w • V O n. n : s «nn .._eN_PneNn_ w.n 1 i r J rvn._... nNN.w ..NN.. .n I 12 0 ° z < S 2 z O v DO V DOD : 00•6 V Oh - n N n : n n N W � V 044 000 w n n n •04 M + . C 000 A 444"M 0 D. D D D ^ . N n `l o.' 3 • ..O A nnn �{ MD.1 w ..O 01,4444 01,4444 ••a p C ' • Z .. I ^ 000 N :NN 7 ge0000DODOOOOOOgOOOOOOOC. R ooR3 °O OR ° o ° oR ° o ° o ° o ° q ° o ° oo ° oo`d 1O O RR 00 000 0 000 . 000000000000000000000000000 L� O O 0 0 0 0 0 0 O O O O O O O O g O O O O O O 3 a R O O O O O O R O O 0 0 0 0 0 0° 0 ° B O O O O O O O O O O O O g O O O O V O 3 3 i O O.O�aO P V « 14 §1; 4 M wow e Oq{ o o e o°° O 4 O o O O o O o O o e O o° O O° O y � a u u u Y +•1 O R R R R R R R R G R R R R R R R R O R R R R R R R V' t q 9a Y d S w - w i .1 I n " " ... y i y t 3 \044 MA. . 7j S 2 w n. \ 000 a _nn.i.lwn.PO_nn..nwnaPO ry r CD 330 p323032332332232222333233330 :1SS3SSRSRgSSSSSSSSSSiS 1 s° 0°-° eo ° oeeeoc ° ° � ° � 0goe � o D ° ° °. ° .3 °rweoeoo «noo � ° o RooaannoR. rP•n O a3 N r( .. 4 1 2 DD. w nnn - Q •0 1 a ^ ...,, w nnn i F� W nn .. x ..D • ODO O S S V 0.18 w n D.. 0 a.0 g 1 1 .Oi Ix n 1 .OD 3 ... : . 1Z Nn;as =1 n 000 : 000 8 001. V 0. . 000 i 11 11 1 1V i '0 000 O D R O O O O 1P° o33° DDD° 3:SS33333°q3 3°D233338S33°D32 M � .lN nN A y 1;:3.i2.°...ni,w....n. n°.nw.nsone.nn.4nnn I � w A ~ .N.. .. nn s a � �.., • NM MM r ;11111111311111M9ARRR - g 04.0004404444404 Nnnnnn.w.w.w� t 13 wa 9y ' .s „ 000 ^ o D i O O o 0 N 2 00 0 • O M Y O O O y n N N M o 0 o R 3 3 0 o O o 0 o 0 0 0 o O O O O O o O O O 3 R 0 O o 0 0 0 ° 0 j 000 - N ° O O O O O O O O O R O o O S O R R O O O S O O O 2ooRR0000° qRR° DDO° OqR° D°o'D'OO°oR °o°ocoo °q °D°DRRROOg3 _ 000 o 0000000000000000000000000000000000 r 000 • o 3 • o00 n s 0 0 0 0 0 0 0 0 0° O O O O O O O O O O O o 0 0 0 0 0 0 R O J n pyyy O o O R O R 0 0 0 0 0 0 0 0 O 0 0 0 M 0 0 0 0 0 0 0 0 O O O O O O O O O O V O O O R O 0 0 0 Y ( N. . .. 0 0 0 _ N N- -- w i- J« n. rv« n w w w w V w .... ? Y V O O O n O n ry N N 2 O ? w O O O g - 000 N O _ U O n 000 O _ Y N 000 n N -. 000 ^ O 0 0 ' C O p g D O D D p C O p D o q q D q O D q e D O O g D q q O n u % O R 0 0 0 0 0 0 0 0 0 0 0 0 O O O O R O O O O O O O O O O O O O O O R R O 0 0 0 0 0 O O O O O R O 0 0 0 0 0 0 0 0 2 ° .. % nNNnnNnnnnn.......nNnn n _nn nnnnn nn M a u = yi n a � W o �S u N nNnnnnnnn ......_...�... ., � nry� i Q s e u P- 0 � w u. w 0 ¢ O W O O w w N W 03/08/01 1:4. _ M MALL 0.00 0.00 0.00 0.00 0.00 0.00 144001.100 0.00 0.00 0.00 0.00 0.00 0.00 TOTALS 0.0000.00 0.0000.00 0.0000.00 0.0000.00 0.0000.00 0.0000.00 SUMMATION Or !MAIM IoAD1N0 (IATLRAL -X) LEVEL ID 0000 3110 2ND MALL BASELINE 0.00 0.00 0.00 0.00 0.00 TOTALS 0.0001400 0.0000.00 0.0000.00 0.0001600 0.0000.00 0.0000.00 SUMMATION Or FAME LOADING (LATWAAL-Y) LEVEL / 1070 CONDITIONS ID 1 11 III ROOT 0.00 0.00 0.00 3RD 0.00 0.00 0.00 2ND 0.00 0.00 0.00 MALI 0.00 0.00 0.00 OASCLIN0 0.00 0.00 0.00 TOTALS 0.0002.00 0.0000.00 0.0000.00 0.0001.00 0.0000.00 0.0000.00 Coughlan 00.11.1 LsnU*.n, Inc. bON MOJRCHE 10)4411-171 STATIC LATEMA[ STATIC 00411-176 MA10010 or 044 MAACML 3100/0771.44 Or IRAML unary KIOTI3 LEVEL / 2D ROOM 3110 2110 MALL BASELINE LEVEL / ID FO1r 3AD 2ND MALL *AMINE COLUMN 0.000 0.000 0.000 0.000 0.000 TOTALS 0.0000.00 0.0001.00 0.0000.00 0.0000.00 0.0000.00 SUMMATION or !FAME 01661[111 44114004 COLWN 0.000 0.000 0.000 0.000 0.000 TOTALS 0.0000.00 0.0000.00 0.0000400 0.0000.00 0.0000.00 COUyhl.n YO..0 Lu_.a+n, Inc. OAG0 20 PROGPAN: [TABS /rl li: \LTARSMU0ns0..Lb. 0110 000 MIARCIA 01111-170 STATIC lA7uNL STATIC 01110 -170 ANALYSIS Or D1N MARCILL FRAIL 11/1511101 DATA FRAM TRAM. 1-•--IRAHL 01.1110111100 -/ / COUNT 1D 0.4110 Y-1RII AA:LL 1 1 0.00 0.00 0.000 COughl:n P..t.t Lun.1..n. Inc. 000 MARCMO 00+11.710 STATIC LATERAL STATIC I[1A-171 114411[1313 Or 100 11A0C1M DIAPMRAO4 MISS LAU 00S0LTANTS 00 STONY 6 TRI1OTAOY 0[11[461 MASS1.3 STORY 1.00EL ROOT /KO 2460 1110[ DIA.MRA01 10/01001 11 0.00 0.00 0.00 4 0.00 0.00 USER 0001010 4111[011[ 1002.3 LOAD CONDITIONS 313 A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0U1 111 TYPE BEAN MACE 0.000 0.000 0.000 0.040 0.000 0.000 0.000 0.000 0.000 0.000 04.0166461 Time HAM MAC! 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 STFUCTVRAL LATERAL LOAD CONDITION A . A 0.00 0.00 0.00 0.00 0.00 41146[[ 0.000 0.000 0.000 0.000 0.000 1114611[ 0.000 0.000 0.000 0.000 0.000 D1A0140AL14 D*A01IRAIM GIA1MA1114 61133 MMI 0 -M 1 32.470 0.2671E -01 2160.00 20.023 0.47290-01 2160.00 1 23.199 0.6490E -01 2160.00 1 26.255 0.0000E400 2244.00 00uy1.1 in Pu.t+r 4/114.11, Inc. YON .ARCM[ FEMA -171 STATIC LATERAL STATIC rPJA -171 ANALYSIS Or 000 MARGIN 6 0.00 0.00 0.00 0.00 0.00 11 0.00 0.00 0.00 0.00 0.00 FLOOR 0.000 0.000 0.000 0.000 0.000 !1.001. 0.000 0.000 0.000 0.000 0.000 C 0.00 0.00 0.00 0.00 0.00 / c 0.00 0.00 0.00 0.00 0.00 000E 41 0000111146 :011103 /r1u: t3TA43N10a.s4utb.0M0 FARM 4x1.0100 -- / PALL 21 10044446: 0TA1 2 / 0110: 00TA13001ans 048th. LR0 DIA0MYA01 Y -M 1901.00 1721.00 1640.00 1124.00 PACE 21 94004A11.[TABS /FIL2:\LTABSO4UUnscctb. 047 poor 3RD 2■11 MALL LEVEL 0000 1110 200 MAIL 0111 1 1 1 1 014 1 1 1 1 TA 3471.00 1162.00 000.00 404.00 C1 P4641.0 11.416144*. loc. 1101 M AUS 0200 -110 STATIC lAT1A0L STATIC 0011 ^171 4646[1313 Or SCSI MAACK USIA 0[X4600 IATLRAL LOADS 3TRIICTLIRAI. LAMAS. LORD 044417100 11 ry 0.00 6.00 0.00 4.04 C44u¢.114 ►.14.1 L)0 1100*, Ioc. USER canna 111310[ LOAD! Ls0E1. ROOT 100 20)0 NA1.L /0110 LT10 1 1 I I 1 I 4 DIA 1 1 C0.g1110 rusts! {.664..0, loc. !MAD CAA! 00(1NITICN DATA 1 0.000 0.000 0.000 0.000 C:\ETABSN\ 11 0.000 0.000 0.000 0 004 00 6.46 0.06 6.66 0.66 rT 1471.00 1142.60 063.66 404.04 A 2160.01 2140.00 3168.66 2244.04 1100 /WOOS 00011 -170 STATIC LATERAL STATIC rr/A•171 0111[1311 G 001 011110444 30411CTU1AL LAMAS. LOAD CONDITION C rE n 0.00 6.00 0.00 0.00 0.00 6.00 4.00 0.00 S 2144.46 2144.46 2110.00 2240.46 4 2144.00 2160.00 3146.00 1246.00 001 MUMS 0100-1)0 STATIC LATTNAL 1TATIC tV4A-1311 0461114313 01 0046 MAACMt 111 0.000 0.000 0.000 f . 000 A 1.000 3.000 0.040 0.040 rat D1W)IC3 110 TNI RLS1 431 3►LCT0U14 MLT17C0 OIMAMIC 1 . . . 00101114[ 11100001GM 1 001403010 2 . . . 300003112. 014001101 2 0011 DTIWIIC3 1111 TMt Tilt 0)33x000 NET1400 DYNAmJ0 1 . . . t11t NLST000 NO AL AIA17313 0111MOI0 2 . . . MATT GILD TAGIL 03 1412CJUWESTAAS/FILEAC44.1114044146.1414b.CAO 1444 21 1000401: Q11113/ri10)1\EIA43M\11a..0ctb. 110) SAGO 23 r00LW.:OTA43 /FILE .ITA►3M\Aanso:th. 0.01 3/3 6 0.000 0.440 1.000 1.000 1 1000.46 1724.00 1148.66 1[34.46 T 1061.00 1120.00 1446.00 1424.00 Y 1306.00 1721.04 1441.00 1614.00 C 1.000 -1.000 1.100 -1.000 NE 6.00 0.00 6.00 0.00 NO 0.00 0.00 0.00 0.00 Ns 344412.00 141104.00 131024.00 100112.00 01 0.000 0.000 0.000 0.000 03 0.044 0.040 0.044 0.004 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. •1N3vgnooa 3141 AO J1111dfO 3Hi Oi 3n0 SI 11 33110N SIHJ NVH1 av310 9931 SI 31/11d21A SIHJ NI 2431111000 3H1 :33110N 50.701 10.100•0 904501 00.100'0 00.100'0 00.710'0 1101 171M 00'0 00'1000 00'0 00'0 00'0 00'0 A Tirol 00'0 00'0 00'0005 00'0 00'0 00 1 1114 50•761•[ 90.110'6 90.101'0. 00.100'0 00.100'0 00.200'0 TWO ant 00•0 00'0900 00'0 00'0 00'0 00 0 A 040 00'0 00'0 00'0000 00'0 00'0 00 0 4 Mt 00.700'5 90.1.0'4. 10077[•1- 00(200'0 00.100'0 00.710'0 0W6 Ott 01'0 00'(r.0 00 0 00 0 00'0 00'0 0 0100 00'0 00'0 00'0190 00'0 00'0 00'0 0 mt 50.115'0 90.750'5 90.10('1- 00.700'0 00.110'0 00.700'0 1100 4004 00'0 00'5(00 00 0 00'0 00'0 00 0 A 1070 00'0 00 (0'0(00 00'0 00•0 00 0 1 A001 0 Y !It It 11010 11171 / 0NnI1t0Nn2 0001 / 01I441000n] 11100 74010 141 Kt 01 0110 14461 141 Zr 144 210700 1 W00014010 101 001140 10016 111Y1J T1Y1ZY( 110720041] 01 712111 14]114 40• 40 01001011 0(1 -0171 ]0113( 1111111 712110 0(1.0411 041114 1041 11('(410 ^snnl\NC•V11 \'111.4/6.127'004')044 It 1^04 'a01 '40000111 701004 01140.1`] 00000'0 00000'0 00000'0 00000 0 00(00 00000'0 1101 114N 10000 01000'0 00000'0 00000'0 00000 00000'0 £ 7004 00000 00000'0 11000'0 00000 00000'0 00000 x 1100 00000'0 00000'0 00000 00000'0 00000'0 00000'0 1101 040 00000'0- 90000 07000'0 00000'0 00000'0 00000'0 A 042 00700'0 00000'0 10000'0 00000 0 00000 00000'0 x 011? 00000'0 00000'0 00000'0 00000'0 00000'0 00000'0 11011 aat S0000'0- 60000 90000'0 00000 00000'0 00000'0 0 000 10000'0 00000'0 06000'0 00000'0 00000'0 00000'0 1 Olt 00000 00000'0 00000'0 00000 00000 00000 1201 1001 (0000'0- Z1000'0 01000'0 00000'0 00000'0 00000'0 A 1000 00000 00000 00000'0 00000'0 00000'0 00000'0 1 100( • V TIT 11 1 ((110 01071 / 01001111NO3 0101 / [921410100] 10701 1*4111 7111 Nt 000000 11(041 741 :It 114 020704 1 M10M(I1Yi0 001 (01301 14140 14011 7041101 1101130401 01101 0110(( " - 01 1140(1 ((10 oonw*O'o\ 101027\' 17(1/(0102 '04000001 Of 1'604 1147001 Not JO 01101210 6(5.1411 711010 1013101 110111 St 1-41111 117101 100 -out 'usep0n1 102104 1100000] 0000 0000'0 0000'0 0000'0 0000 0000'0 SUM 7710 0000'0- 9000'0 1510'0 0000 0000'0 0000 A 1104 ,000'0 S000'0- 0100'0 0000'0 0000'0 0000'0 7 7121 0000'0 0000'0 0000'0 0000'0 0000'0 0000'0 1101 GM/ 0110 1510 1100'0 0000 0000 0000 A 012 Z100 (000'0- 0060'0 0000'0 0000'0 0100'0 1 000 0000 0000 1000 0000'0 0000 0000 1101 010 (000'0- 1010'0 0041'0 00001) 0000'0 0000'0 1 0111 5500'0 1000'0- 0010'0 0000'0 0000'0 0000'0 it Ott 0000 0000'0 1000'0- 0000 0000 0000 11011 1000 0920'0- 6010'0 1001'0 0000'0 0000'0 0000'0 A .4006 1500'0 0100'0 0010'0 0000 0000 0000'0 1 0400* 7 V III 01 1 111111 11411 / C110t1ta402 0Vn1 / [7101!0400] 11701 00161 142 11 110(00 10111 1112 lY 141 020100 1 /04021120 101 014703]0140(0 01041 7011101 070110007 0171 7110 " " 01 14001 1000111 Not JO (1(20111 611-0411 311020 7011211 210022 611 -11071 117104 OM 711 10400 (0 6 1704 •00( '00.((0001 101004 0t10440, 01- 7561 00.1000 0!- 1r0('0- 00.1000 00.1000'0 00.1000'0 A 1720 01- 150( 01- 1001'0.00.2000'0 00.2000 00.7000 00.1000 1 TTY/ 02-1011'0 L0(10(0'0 00 00011000'0 00.1000'0 A Ott 01- 20(0'0 11- 1000'0- 10011[0'0 00.1000'0 0041000'0 00.1000'0 1 040 01-21001) (0.1101 II- 701 00.1000'0 00.1000 00.1010 A Olt t5-1015'0 It- 7001 (0.710( 00.1000 00.1000 00.1000 it Ott tit 01- 1000 21. 0951'0- 00.1000'0 0000100'0 00.2100 0 1701 11- 105('0- 01- 1t9L'0 11.7(10 0 00.1000'0 00.1000'0 00.1000'0 t 1006 7 0 Y 1I! !t 1 / 04011100017 0071 1110'47 \1(01011 \'7111 /60V(1'4MM0Ol6 t 1714 4770 1110-1 02221(06707 701010 702 PI 11 0100 T 0000* 1541 iv /VV 670100 (40•0404000 M 117J 014012444 0010111111140 7201101 0011114)] 0001 710006 747 400 JO (1(11011 1111.0411 011000 7011101 010025 121-441.1 s1C110 107 -0u1 . oel0*11.1 1.1110 000.70040] 00'0 00•0005 00'0 00•0 04 0 00'0 1701 000 00'0 00'0005 00'0 00 0 00'0 1114 00'0 00'0000 00 00'0 00'0 00'0 d2 00'0 00'0 00'0050 00'0 00'0 00'0 000 04'0 00'0001 00'0 00 0 00'0 00'0 1 001 00'0 00'0 00'1100 00'0 00 00'0 1 at( 00 00 00'0 00'0 00'0 00'0 1001 00 00 00'1010 00'0 00'0 00'0 1000 Y 111 tt t 0110 11071 / 00]11(01e00 4171 / (1101(00000 704007'! 2103 NI 107760 710017 142 00 701 124IYA 61190140110 TTY 000 041110 20020 711120! 40I214012 0071 0I0111 147014 40• JO 01011001 0(0 -002.4 211110 1201101 211400 01.1 -11111 1176014 MO4 610' 410010 \0(10210'1111/01127'114' L 1114 '1.1 4.094.0n0 191014 (01140 50.1(00 1 90.1100 50.7010'1. 00 00.2000'0 00.1000 2.10* 0p010 00'0 00'011 00'0 00'0 00'0 00'0 A 1100 00'0 00'0 00'091 00'0 00'0 00'0 1 TTM 50 90.10;4'1 90(1619'1 - 00•100'0 00.1000'0 00.1000'0 1200 042 00'0 00'006 00'0 00'0 00'0 00'0 0 ONt 00'0 00'0 00'004 00'0 00'• 00'0 1 002 00.11L1'1 ((0.2005'0 90.1000•0- 00•100011 00.7000'0 00.1000'0 1100 040 00'0 00'0110 00'0 00'0 07'0 00'0 A 001 00'0 00'0 00'0010 00'0 00'0 00'0 1 Ott ((0.1195'0 10.1111'5 10.10?('1- 00.1000'0 00.000000 00.7000'0 2101 1001 00'0 00'01/5 00'0 00'0 01'0 00'0 1 Jolt 00'0 00'0 00'51$( 00'0 00'0 00'0 1 4001 f r 111 11 0 *110 17077 / [ 111211401] 0107 1 12t•l1n.00 \101111 \:1124/1/017- 1117044 t 10114 01100000002 101010 122 11 110110 1000 141 20 110 (7(0200 5100/14111 110 1104 0010 20025 10111141 001110103 0271 711134 717011 Not 10 00(11000 0(1-01014 711020 1111001 711010 0(1-2*0J MOM la -0.t '•1101.01 107004 00540003 00'0 00'9000 00'0 00'0 00'0 00'0 A 1100 00'0 00'0 00'1005 00'0 00'0 00'0 N 0140 O 0'0 00 - 0150 00'0 00'0 00'0 00'0 A 010 00'0 00'0 00'0150 00'0 00'0 00'0 7 012 00'0 00'0010 00'0 00'0 00'0 00 A art 00 00'0 00'tt20 00'0 00 00 1 Ott 00 003400 00 00'0 00 00"0 A loot 00'0 01'0 00'5110 00'0 00 00 1 1004 7 • 1 1(1 11 0 1013 1101 / 01101110103 0171- -- ---- ! t *401014010 104 4111111 00021 7101211 1100216407 01117 311010 111011 000 40 010011011 010-0012 312011 '7111211 711021 011-01011 113094 401 •St'420000 \'1111/W (11'MY0700J S 1744 '001 4 00.0.1 0 7 101•4 •/t4 10 01- 1100'[ - 01.110('1 - 001((00'0 00.1000 00.1000 not 11414 00'0 00 00 00 00 00 A 1742 00 00 00'090 00'0 00'0 00 1 7100 10.1900'1 00-115*'1 00- 1120'1 00(7000'0 00.0000 00.1000'0 1101 000 00'0 00'500 00'0 00'0 00'1 00'0 Z 00Z 00'0 00'0 00'000 00'0 00'0 00'0 2 ONt 00•0500'1 tt- 1110'0 - 00-1115'0- 00.1000'0 00.1000 00.2000•0 1301 010 00'0 00 00 00'0 00'0 00'0 A Olt 00 00'0 00'091[ 00'0 00 00'0 x Olt 50•1015'[ 11-1000'0-00-1000'1 00.2000'0 00.7000'0 00.1000'0 7101 1001 00 00'51.00 00 00'0 00'0 00 0 A 1004 00'0 00'0 00'5(00 00 00'0 00'0 x 4000 3 0 Y 1t1 11 1 rn00 11071 1 v031110002 0 / 077011 11001 1011014570 01(1 JO (00(4 10 1112117 21. 21 140 141001 110' 4(1 03 \'7111 /00017 ► 1104 L0-1000'0 90- 2000'T -90- 7010'9-00.7001'0 00.7001'0 00.7000'0 1101 7014 1000'0- 0100'0 9100'0 0000'0 0000'0 0000'0 0 1104 0100'0- 0100'0 00(0 0000'0 0000'0 0000 0 1724 90-7000'5 90 -7001 "0-50 - 1510'1- 0007000'0 00.1000 00.7000'0 1104 000 0000'0- 0000'0 ((00'0 0000 0000'0 0000 0 0012 0500 6100 0000 0000 0000'0 0000 1 1210 90-1101"6 10-7960'0 -S0- 71(0'0. 00.7000'0 00.1000'0 00.1000'0 71404 010 0000'0- (091'0 1100'0 0000'0 0000 "0 0000'0 1 140 0010'0- 0100'0 6100'0 0000 "0 0000'0 0000'0 7 040 50-IL61'1 (0- 7156 9-50-7L10'1-00.7000'0 00.7000'0 00.2000'0 7100 4001 1000'0- 1500'0 5000'0 0000'0 0000'0 0000'0 1 J004 ([10'0- 5000 - 0 9005'0 0000'0 0000'0 0000'0 0 1004 7 0 1 011 1 *410 17071 / 52101110003 01107 / 1 4/00144010 002 01474711140(0 1107100 4011100001 O007* 212110 11.00'41n0•:41\N00Y21\ 111(4/07Y17'4Yl'A01 t 7004 0(0 100'096 000'060 040'5L1 5(4'0000 010'L6t0 526'51!2 00('0900 400/44110 40J (0001 1001s 7001101 40111011/0 4001 0(10(0 001'9001 SSE - 1101 000'0100 000'4041 101'1112 000'0950 000'0100 000 990'001 000'11 (00'0S 610 1- 71011000 1-12001000 1- 11 0- 7104(010 (010 /-- 01TOt0(l JO 4724113- -// ((21 10 412071 7117404 *000 AO (((0101Y 000-10111 012006 1111211 311110 /5.4-1411 140404 1104 472011104003 110011 MI 14)014(410 0010(odi7000] 7541 AO 1010 AO 011412 201 iv 241 070110 143104 001 .10 51011241 010 '414 201011 0017100 111010 1(0 -11411 110014 400 5(100'00 1002 104 1 .e10o,d 0001 A4 p00np01d eltneu7 VI. A222.o 01 1.0..41 70 R0!(111eu'4'.1 141 et t( •out '(0..!001 111014 (0(0'100407 0.01.001 004001 001 •2541 '071/121IM16 ONY m0n11+)3 0460 -0041 101 116011400 - x11 •ua•rfr1 1 11104 0t t4Rn07 0100 146r1Adoo Te1.p0J 10 u0(1(1etw 4! 00 •an p11tpo41n0un - 0111 'u..pun7 2111404 01540000 10 sun .wten5001 .4t 107 el 00127 30 Ado" 0 (40 00'9 001014A 102N17(1144 00.1000 00/01000 1 eteAteuy 010oTS1e0l0 .1141 pe000101 1 0 Y i 2 11011 000 000 Jo14 ((10144144 12021 / 41//1044110 00010 A270 /0/1 JO (771473 0 tort( 7f.13Y1N117 JO (4710/7] JO 010w/100003 140101 not JO 51001240 0(1 -0471 31101s 1017101 312010 0/0 -1411 7431004 400 tli' 41010001 \NS1Y27 \'Zl1J /01111'4Y070M4 2 2004 •0u1 'usep'01 101104 0t546n03 Higtnnosuc*. NSaVIR W " " ::L t0/80/E0 2.4.2 DEMAND All building components under evaluation should be able to resist the effects of the seismic forces prescribed herein and the effects of gravity loadings from dead, floor live, and snow loads. The following load combinations will be used: Of where Q QD = Q Q a QE the effect of the combined loads; the effect of dead load; the effective live load is equal to 25 percent of the unreduced design live load but not less than the actual live load; the effective snow load is equal to either 70 percent of the full design snow load or, where conditions warrant and approved by the regulatory agency, not less than 20 percent of the full design snow load except that, where the design snow load is less than 30 pounds per square foot, no part of the load need be included in seismic loading; and = the effect of seismic forces. The seismic portion of the demand (Q is obtained from analysis of the building using the seismic base shear, (V), from Eq. 2 -3 below. 2.4.3 SEISMIC ANALYSIS OF THE BUILDING 2.4.3.1 Base Shear Q= 1.1Q Q +Q ± 18 (2 -1) Q = 0.9 Q t Q (2 -2) The seismic base shear specified below is the basic seismic demand on the building. Element forces and deflections obtained from analysis based on this demand are the element demands, (Q to be used in the load combinations of Eq. 2 -1 and 2 -2. The demands are modified in some cases as discussed in Sec. 2.4.11. The seismic base shear, (V), in a given direction, should be determined as follows: V = C W (2 -3) where C = the seismic design coefficient determined below and W = the total dead load and applicable portions of the following In storage and warehouse occupancies, a minimum of 25 percent of the floor live; Where an allowance for partition load is included in the floor load design, the actual partition weight or a minimum weight of 10 psf of floor area, whichever is greater; A- 1 Total operating weight of all permanent equipment; and The effective snow load as defined above in Sec. 2.4.2. There are two equations for the seismic coefficient, (C Eq. 2-4 depends on the building period and Eq. 2 -5, which. gives an upper limit to the value of C is applicable to buildings with short periods. The seismic coefficient, (C for existing buildings should be determined as 67. percent of the value given in Eq. 4-2 of the 1988 NEHRP Recommended Provisions as follows: - C = 0.67 ( — 0.8 2-4 RT2'3 ( ) where . RT where , `� . !/ A„ the peak velocity- related acceleration coefficient given in Figure 2.1c or 2.1d, S a the site coefficient given in Table 2.1 (in locations where the soil properties are not known in sufficient detail to determine the soil profile type or where the profile does not fit any of the four types, the value of S should be taken as 13.), s a respodse modification coefficient from Table 2.43.1,' and the fundamental period of the building. The value of C need not be greater than 85 percent of the limiting value of Eq. 4-3 of the 1988 NEHRP Recommended Provisions as follows: 2.5A `2.12 C =0.85 — R 'R A a the effective peak acceleration coefficient given in Figure 2.1a or 2.1b. Some building systems such as precast moment resisting frames are not listed in Table 2.43.1. When an unlisted building system must be evaluated, the evaluating engineer mustrely on his judgment and knowledge of the behavior of the system. Many older building systems will not precisely fit any particular category although they are, in general, covered. The evaluator must make use of the evaluation statements for specific systems as an aid in selecting the appropriate R factor when more than one R factor is listed for similar systems. 19 It' (2-5) R C System '9 hIh 1 Bearing Wall Systems • Light -famed walls with shear panels Reinforced concrete shear wails Reinforced masonry shear walls - Concentrially braced frames Unreinforced masonry shear walls h h h h tD t Vf.T V%.+ 1' h h • h T IF T T n. P1 .r Building Fracas Systems 4 Eccentrically braced fames, moment resisting connections at columns away from Zink Eccentrically braced frames, non-moment resisting connections at columns away from link • Light-framed walls with shear panels Concentrically braced frames Reinforced concrete shear walls Reinforced masonry shear walls Tension -only braced frames Unreinforced masonry shear walls h do so T f N b y r f N Moment Resisting Frame System Special moment fames of steel Special moment fames of reinforced concrete Intermediate moment fames of reinforced concrete Ordinary moment fames of steel Ordinary moment frames of reinforced concrete tM)t`�O nn Dual System with a Special Moment Frame Capable of Resisting at Least 25% of Pre- scribed Seismic Fortes Comolementart seismic ranting element Eccentrically band fames, moment resisting connections at columns away from link Eccentrically braced fames, non - moment resisting connections at columns away from link Concentrically braced frames Reinforced concrete shear walls Reinforced masonry shear walls •Wood sheathed shear panels on Novnr 43 S 4S 4.5 Dual System with an Intermediate Moment Frame of Reinforced Concrete or an Ordinary Moment Frame of Steel Capable of Resisting at Least 2S% of Prescribed Seismic Forces Comolementary scj{n resistive elements Concentrically braced frames Reinforced concrete shear walls Reinforced masonry shear walls Wood sheathed shear panels •Inveted Pendulum Structures Special moment frames of structural steel Special moment frames of reinforced concrete Ordinary moment frames of structural steel TABLE 2.4.3.1 Response Coefficients The response modification factors, (R), and deflection amplification factors, (C are from Table 3-2 of the 1988 NEHRP Recommended Pmvisionr see these provisions for details. NOTE The American Iron and Steel Institute has written a minority opinion concerning this table; see the conclusion of this document. 20 2.43,2 Period For use in Eq. 2-4, the value of T should be calculated using one of the following methods: Method 1. The value of T may be taken to be equal to the approximate fundamental period of the building, (T determined as follows: { a. For buildings in which the lateral - force - resisting system consists of moment resisting frames capable of resisting 100 percent of the required lateral force and such frames are not enclosed or adjoined by more d rigid components tending to prevent the frames from deflecting when subjected to seismic forces: T' a Crhn N (2 -6a) to to 0 0 where Y w Cr s 0.035 for steel frames, 2 C d 0.030 for concrete frames, and 0 3 h = the height in feet above the base to the highest level of the building. W 3. F b. As an alternate for concrete and steel frame buildings of 12 stories or fewer with a minimum story g height of 10 feet, the equation T = 0.10N, where N .. the number of stories, may be used in lieu of la 7 Eq. 2-6a. U 0 N c. For all other buildings, 0 t— w 0.05 hn w T4 r (2 -6b) u. o T V W U O z where L a the overall length (in feet) of the building at the base in the direction under consideration. Method 2. The fundamental period T may be estimated using the structural properties and deformational characteristics of the resisting elements in a properly substantiated analysis. This requirement may be satisfied by using the following equation: . T = 2i E (N' (2 -7) g E (fd) The values of f represent any lateral force, associated with weights w distributed approximately in accordance with the principles of Eq. 2 -8, 2 -9, and 2 -10 below or any other rational distribution. The elastic deflections, d should be calculated using the applied lateral forces, (4). The period used for computation of C shall not exceed C where C is given in Table 2.43.2. 21 A C 0.4 -1■1 -r■1 -14 0.3 0.2 0.15 0.1 0.05 2.433 Direction of Seismic Forces 2.4.3.4 Uplift 2.43.5 Orthogonal Effects TABLE 2.4.3.2 Coefffdent for Upper Limit on Calculated Period Assume that seismic forces will come from any horizontal direction. The forces may be assumed to act nonconcurrently in the direction of each principal axis of the structure except as discussed in Sec. 2.4.3.5. The beneficial effects of uplift at the foundation soil level may be considered in the analysis. If this is done to limit the probable response of the structure to earthquake loading, the increase in displacements at each story level should be estimated by a dynamic analysis. In buildings assigned to Building Performance Category B or C in the 1988 NEHRP Recommended Provisions, the design seismic forces may be applied separately in each of two orthogonal directions. In buildings assigned to Category D or E in the 1988 NEHRP Recommended Provisions, the critical load effect due to direction of application of seismic forces on the building may be assumed to be satisfied if components and their foundations are designed for the following combination of prescribed loads: 100 percent of the forces for one direction plus 30 percent of the forces for the perpendicular direction. The combination requiring the maximum component strength should be used. EXCEPTIONS: Diaphragms and components of the seismic resisting system utilized in only one of the two ' orthogonal directions need not be designed for the combined effects. 2.43.6 Combinations of Structural Systems Where combinations of structural systems are incorporated into the same structure, the following requirements should be satisfied 1. Vertical Combinations. a. Structures not having the same structural system throughout their height should be evaluated using the dynamic lateral force procedure unless they conform to paragraph b below. 22 EXCEPTIONS: (1) Structures 5 stories and under without stiffness and strength irregularities may be evaluated using the equivalent lateral force procedures. (2) Structures conforming to paragraph b below. b. A two -stage analysis may be used if a structure contains a relatively rigid base supporting a flexible upper portion and both portions considered separately can be rlassiiied as regular structures. The moment - frame tower above a shear -wall base and the residential wood -frame structure above a concrete garage structure are examples of this condition. The rigid base should have a calculated natural period in each direction of not more than 0.06 seconds. The periods should be evaluated using Eq. 2 -7, or its equivalent,considering the total mass of the flexible upper portion concentrated at the top of the rigid base. The flexible upper portion should be evaluated as a separate structure supported laterally by the rigid base. The rigid base should be evaluated as a separate structure. The reactions of the flexible upper portion should be applied at the top of the rigid base. The total lateral force on the base should include the forces determined for the base itself. 2. Combinations Along Different Axes. If a building has a bearing wall system in only one direction, the value of R used for systems in the other direction should not be greater than that used for the bearing wall system. 2.437 Vertical Distribution of Forces • The lateral force, (F induced at any level should be determined as follows': ti and -- .-- �.— .�-- -! k where: C V w and w ES h and h = _ f ■ ••• �.J J • _ 23 (2.9) vertical distribution factor, total design lateral force or shear at the base of the building, the portion of the total gravity load of the building (W) located or assigned to Level i or x, the height (feet) from the base to Level i or x, and an exponent related to the building period as follows: For buildings having a period of 0.5 seconds or less, k = 1 ' For buildings having a period of 2.5 seconds or more, k = 2' For buildings having a period between 0.5 and 2.5 seconds, k may be taken as 2 or may be determined by linear interpolation between 1 and 2 2.43.8 Horizontal Distribution of Shear The story shear, (V should be distributed to the various vertical elements of the lateral- force - resisting system in proportion to their rigidities, considering the rigidity of the diaphragm. 2.43.9 Horizontal Torsional Moments The increased shears resulting from horizontal torsion where diaphragms have the capability to transmit that torsion should be evaluated. The torsional moment at a given story is the moment resulting from eccentricities between the center of the applied lateral forces at levels above that story and the center of rotation of the vertical resisting elements in that story plus an_accidental torsional moment, The accidental torsional moment should be determined assuming displacements of the centers of mass each way from their calculated - locations. The .- minimum assumed displacement of the center of mass at each level can be estimated to ec'uallpercent of`the dimension at that level measured e endiculai to the direction of the a • .lied force. For each element, tie niorr e severe loading should be considered. 2.43.10 Overturning Every structure should be capable of resisting the overturning effects caused by earthquake forces specified. At any level, the overturning moments to be resisted should be estimated using those seismic forces (F and F that act on levels above the level under consideration. At any level, the incremental changes of the overturning moment should be distributed to the various resisting elements in the manner prescribed above. In accordance with the 1988 NEHRP Recommended Provisions, the overturning moment at the foundation interface may be multiplied by 0.75. 2.43.11 P -Delta Effects The resulting member forces and moments and the story drifts induced by P -delta effects should be considered in the evaluation of overall structural frame stability. P -delta need not be considered if the drift satisfies the "Quick Check for Drift" given in Sec. 2.4.7. 2.43.12 Foundations The foundation should be capable of transmitting the base shear and the overturning forces defined in this section from the structure into the supporting soil, but the short -term dynamic nature of the loads may be taken into account in establishing the soil properties. 2.43.12.1 Soil Capacities The capacity of the foundation soil in bearing or the capacity of the soil interface between pile, pier, or caisson and the soil should be sufficient to support the structure with all prescribed loads, other than earthquake forces, taking due account of the settlement that the structure is capable of withstanding. For the load combination, including earthquake, the soil capacities must be sufficient to resist loads at acceptable strains considering both the short time of loading and the dynamic properties of the soil. The engineer should remember that the unreduced demand represents the actual earthquake conditions with elements responding in the inelastic range. If soil questions arise, the engineer should obtain guidance from a geotechnicai engineer; otherwise, the reduced demand and code -level allowable soil capacities should be used. 24 A-1 2.4.3.12.2 Structural Materials 2.4.5 DEMAND ON DIAPHRAGMS The strength of concrete foundation components subjected to seismic forces alone or in combination with other prescribed loads and their detailing requirements should be determined from the provisions of ACI 318 (ACI, 1989). 2.4.4 DEFORMATION AND DRIFT When deformations and drift limits need to be checked, such as for frames failing the "Quick Check of Drift" and for tall, slender seismic resisting systems of any type, compute the elastic deformations caused by the required forces and then multiply by the factor Cd to determine the total deformations. Interstory drifts should be compared to 1.33 times the limits for new buildings in the 1988 NEHRP Recommended Provisions. For purposes of this drift analysis only, it is permissible to use the computed fundamental period (7) of the building without the upper bound limitation specified in Sec. 2.4.3.2 when determining drift level seismic design forces. The deflection in the plane of the diaphragm, as determined by engineering analysis, should not exceed the permissible deflection of the attached elements. Permissible deflection should be that deflection which will permit the attached element to maintain its structural integrity under the individual loading and continue to support the prescribed loads without endangering the occupants of the building. Floor and roof diaphragms should be designed to resist the seismic forces determined as follows: A minimum force equal t r times the weight of the diaphragm and other elements of the building attached thereto plus the portion seismic shear force at that level, (V required to be transferred to the components of the vertical seismic resisting system because of offsets or changes in stiffness of the vertical components above and below the diaphragm.. Diaphragms should provide for both the shear and bending stresses resulting from these forces. Diaphragms should have ties or struts to distribute the wall anchorage forces into the diaphragm as prescribed in Sec. 3.7.5 or 8.2.2 of the 1988 NEHRP Recommended Provisions. 2.4.6 DEMAND ON PARTS AND PORTIONS OF THE BUILDING This section addresses those building elements that are not part of the lateral- force - resisting system. These elements include nonstructural architectural and mechanical elements (e.g., appendages, exterior cladding, and equipment) and structural elements that are not part of the lateral- force- resisting system or are part of the lateral- force - resisting system only in the other direction (e.g., walls when considered with an orientation perpendicular to the direction of the earthquake). Parts and portions of structures and permanent nonstructural components and equipment supported by a structure and their attachments, as identified in the building evaluation procedures, should be evaluated to verify that they are capable of resisting the seismic forces specified below. All attachments or appendages, including anchorages and required bracing, should be evaluated for seismic forces. Nonrigid equipment, the structural failure of which would cause a life -safety hazard, also should be evaluated. • Each element or component evaluated should be capable of resisting a total lateral seismic force, F which is 67 percent of the requirement in the 1988 NEHRP Recommended Provisions as follows: F = 0.67 (A,,C W) (2 - 10) where A„ = the velocity- related acceleration coefficient given in Figure 2.1c or 2.1d, 25 3.7 COMBINATION OF LOAD EFFECTS: The effects on the building and its components due to gravity loads and seismic forces shall be combined in accordance with the combination of load effects given by Eq. 3 -1 or, as applicable, Eq. 3 -la, 3 -2, or 3 -2a.: where A = the coefficient representing effective peak velocity- related acceleration from Sec. 1.4.1., Q = the effect of dead load, Q = the effect of live load reduced as permitted in Sec. 2.1, Qs = the effect of snow load (in areas where the design snow load is less than 30 pounds per square foot, the load factor on Q is permitted to be taken as zero; in areas where the design snow load is greater than 30 pounds per square foot and where siting and load duration conditions warrant and when approved by the regulatory agency, the load factor on Q is permitted to be reduced to not less than 0.2), and QE (1.1 +0.5A„)Q * 1.0Q +(1.0Q +0.7Q (0.9 - 0.5A,) Q t 1.0Q = the effect of seismic (earthquake- induced) forces. In Eq. 3 -1 and 3 -la in areas where the design snow load is less than 30 pounds per square foot, the load factor on Q is permitted to be taken as zero. Where conditions warrant and when approved by the regulatory authority, the load factor on Q is permitted to be reduced to not less than 0.2. For columns supporting discontinuous lateral- force - resisting elements, the axial force in the columns shall be computed using the load combinations in Eq. 3 -la and 3 -2a. (1.1 + 0.5A)Q + 1.0Q + 0.7Q3 t 5 ( )QE 49 . Structural Design Requirements (3 -la) The axial forces in such columns need not exceed the capacity of other elements of the structure to transfer such loads to the column. w U 0 � w= • u w LL N � w w U � o - 0 w w 11 o w z U — O Z Building Seismic Hazard Exposure Group I II III , Single -story steel buildings without equipment attached to the structural resisting system and without brittle finishes No limit 0.020 !s 0.015 h Buildings 4 stories or less in height without brittle finishes 0.020 h, 0.015 h 0.010 h, All other buildings 0.015 h 0.015 h 0.010 h Provisions, Chapter 3 For brittle materials, systems and connections the following load combination also shall be used: (0.9 - 0.5A) Q t (I )Q (3-2a) In Eq. 3 -la and 3 -2a, the factor (2R/5) shall be greater than or equal to 1.0. In Eq. 3 -1, 3 -la, 3 -2, and 3 -2a, the term 0.54 may be neglected where is equal to or less than 0.05. 3.8 DEFLECTION AND DRIFT LIMITS: The design story drift (4) as determined in Sec. 4.6 or 5.8, shall not exceed the allowable story drift (4 as obtained from Table 3.8 for any story. For structures with significant torsional deflections, the maximum drift shall include Nsional effects. All portions of the building shall be designed and constructed to act as an itegral unit in resisting seismic forces unless separated structurally by a distance sufficient o avoid damaging contact under total deflection (d as determined in Sec. 4.5. ° h is the story height below Level x. TABLE 3.8 Allowable Story Drift, A. a 50 A - 03/02/01 FRI 16:07 FAX 206 447 7727 HSWCC F623- 052.000 (197) F625•U.i •uo1 18197) DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONE GENERAL REGIST. # EXP. DATE CCO1 HOWARSW0440Z 09/03/2001 EFFECTIVE DATE 09/09/1996 HOWARD S WRIGHT CONST CO PO BOX 3764 SEATTLE WA 98124 -2264 Detach And Display Certificate REGISTERED.AS PROVIDED BY LAW AS CONST CONT "GENERAL . REGI8T. .# • - EXP. CC01• HOWARSW0440Z 09/03/2001 EFFECTIVE. DATE • 09/09/1996 HOWARD. S . WRIGHT CONST CO PO BOX 3764 SEATTLE WA 98124 -2264 Signature `Yssuccl by t EPARTMENT OF LABOR AND INDUSTRIES Please Remove And Sign Identification Card Before Placing In Billfold Ij 002 1. ALL MATERIALS, WORKMANSHIP AND CONSTRUCTION SHALL CONFORM TO THE DRAWIN65, SPECIFICATIONS, AND THE UNIFORM WILDING CODE (UBC), 1991 EDITION. '(Ye 3A'Etmr�o:1L� 2. THIS STRUCTURE DOES NOT CONFORM TO PRCSENT EARTHQUAKE CODE UIR3MEN ) 11 HAS BEEN EVALUATED AND STENO-END IN ACCORDANCE WITH FEMA 118 AND 15 WITHIN THE CURRENT PRACTICE FOR THE RENOVATION OF EXI5TIN5 BUILDIN65 OF THIS ACE AND TYPE OF CONSTRUCTION. 3. DESIGN LOADING CRITERIA: General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS) CRITERIA: ROOF LIVE LOAD FLOOR LIVE LOAD (RETAIL /5T0RE) WIND EARRQUAKE SEE DRAWIN65 FOR ADDITIONAL LOADING CRITERIA NF I L � yT aH � c kph 2 wro is ro 0. U `YC. wum4.6 'N Rs, ti;9✓rct- da. REts. c{FMZf A}Po IXSCSKL UN (N4MG'fy 11tTT :MAYA r� cawx 1■NG �- 25 P5F 100 PSF 80 MPH, EXPOWRE °B' ZONE 3, R = 4.5, Av = 0.3, Soil Type = 53. 4. STRUCTURAL DRAWISSSS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWIN65 FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. 5. CONTRACTOR SHALL VERIFY ALL EXI5TIN6 DIMENSIONS, MEMBER 51E25 AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTIN5 CONSTRUCTION 5HOYA1 ON THE DRA315 5 ARE INTENDED A5 6UIDELINE5 ONLY AND MUST BE VERIFIED. THE EXISTING CONDITIONS SHOWN ON THE DRAWINGS ARE BASED EIT}E2 ON SITE OBSERVATION, oRISINAL DRAWIN65 OR NM ASSUMED BASED ON EXPECTED CONDITIONS. IF THE EXISTIN5 CONDITIONS DO NOT CLOSELY MATCH THE CONDITIONS SHOWN ON THE DRAWIN65, OR IF THE EXI5TIN6 MATERIALS ARE OF QUESTIONABLE OR SUBSTANDARD QUALITY, NOTIFY THE EN$INEER PRIOR TO COMENCIN6 ANY MORcK. 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRAGIN& FOR THE STRICTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETE) IN ACCORDANCE WITH THE DRAWIN65- 1. CONTRACTOR 5HALL BE RESPONSIBLE FOR AU_ SAIETY PRECAUTIONS AND THE 101-10I5, TECHNIQUES, SEQUENCES OR FRIX.EDURES REQUIRED TO PERFORM THE WORK. 8. CONTRACTOR- INITIATED CHANCES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT S AND STRJGTURAL EN51NEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRICTION.'. CHAN6E5.5HOWW ON SHOP DRAWIN65 ONLY WILL NOT SATISFY ,THI5 REQUIREMENT. 9. 3RAWING5 INDICATE 6EERAL AND TYPICAL DETAILS OF CONSTRUCTION. WERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR' CHARACTER TO DETAILS 51-40WA, SIMILAR DETAILS OF CONSTRJGTION'. SMALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY TI-E ARCHITECT AND THE STRUCTURAL ENBINlEER. 10. SPECIAL INSPECTION: CONCRETE CONSTRUCTION, EXPANSION B005, EPDXY GROUTED INSTALLATIONS, SHALL BE 1 SUPERVISED IN ACCORDANCE WITH SECTION 1101 OF THE 555. AND THE TRO.EGT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DE5I6NATED BY THE ARCHITECT. THE ARCHITECT AND 515X - ..- EN61 EER SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION REPORTS AND ..TEST RESULTS. ANGHORAGE: 11. EXPANSION BOLTS INTO CONCRETE AND SOLIDLY SPOUTED MASONRY SHALL BE 'KICK BOLT II', A5 MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH 1550 REPORT N0. 4621, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW'. WITH 1550 REPORTS INDICATING EQUIVALENT OR 6REATR LOAD CAPACITIES. IN ADDITION, FOR WIND OR SEISMIC APPLICATIONS, SUBSTITUTIONS SHALL NE=T ICB0 ACCEPTANCE CRITERIA AC01. SPECIAL INSPECTION I5 EQUIRED FOR ALL EXPANSION BOLT INSTALLATION. 12. EPDXY- 6ROJTED RODS OR REBAR TO CONCRETE, MASONRY OR UNREINIFORGED BRICK MASONRY SPECIF1ED ON THE DRAWIN55 SHAU_ BE 639)TED WITH 'ET EPDXY -TIE ADHESIVE' AS MANUFACTURED BY 5IMP50N STRONG-TIE COMPANY, INC. INSTALL IN STRICT ACCORDANCE METH I550 REPORT N0. 5279, INCLUDING MINIMUM DEMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH 1550 REPORTS INDIGATIN6 55110ALENT OR 6555155 LOAD CAPACITIES. IN ADDITION, FOR WIND OR SEISMIC APPLICATIONS, SUBSTITUTIONS SMALL MEET ECHO ACCEPTANCE CRITERIA (A558 FOR CONCRETE AND NEW MASONRY APPLICATIONS, AC60 FOR UNREINFORGED BRICK MASON20). SPECIAL INSPECTION OF EPDXY- 6ROUTED AM',HOR INSTALLATION 15 REQUIRED. PROVIDE SCREEN TED AT BRICK 3A501 LOCATIONS AND AT HOLLOW CMU, SCREEN TUBES ARE NOT REQUIRED AT CONCRETE OR SOLID 010. 1-10LE5'IN BRICK MASONRY 5 HOLLOW CMU SHALL BE CORE DRILLED: HOLES IN CONCRETE AND SOLIDLY ROUTED MASONRY MAY BE DRILLED BY CORING OR ROTC- HAMMER UNLESS NOTED OTHERWISE. ,, '.... DO NOT INSTALL ANCHORS IN HOLLOW WITHOUT WRITTEN DIRECTION PROM THE ENGINEER. RENOVATION: 13. DEMOLITION: CONTRACTOR SHALL VERIFY. ALL EXI5TIN5 CONDITIONS BEFORE COMMENCING ANY DEMOLITION. 5HORIN6 SMALL BE INSTALLED TO SUPPORT EXI5TIN6 CONSTRUCTION A5 RINUIRED:AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. EXISTING REINFORCING SHALL BE SAVED WHERE kW A5 NOTED ON THE DRAWIN65. '.SAW OJTTIN6, IF AND 35IBD USED,, SHALL NOT GUT EXISTING REINF0R51N6 54153 15. TO BE SAVED. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMA6E OR 0VBd.OAD THE EXI5TIN6 STRUCTURE. LIMIT CONSTRUCTION L0AD1N6 (INOLUDINI6 DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40955. A. ALL NEW OPENIN85 THROUGH EXISTING MASONRY OR CONCRETE WALLS, SLABS, AND BEAMS SHALL BE ACCOMPLISHED BY SAACUTTINS WEEVER POSSIBLE. UNLESS OTHERWISE NOTED, ALL NEWOPEtNI365 SHALL BE 5AWGUT NEAT AND GLEAN; NO WRCUTTINS AT OPENING CORES SHALL BE ALLOYED. AS REQUIRED, CORE DRILL CORERS AND CHIP, 6RIND OR OJT THE GORNEE TO PROVIDE THE REQUIRED DIMENSIONS. CONTRACTOR SHALL VERIFY ALL EXISTENG CONDITIONS AND LOCATION OF M5m8Ef5 PRIOR TO CUTTING ANY OPENINGS. G. SMALL ROUND GPENIN55 SHALL BE ACCOMPLISHED BY CORE DRILLING, IF POSSIBLE. CONCRETE: 14. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH UBC 5ECTION 1905 AND AGI 301. 5TRII56335 AT 28 DAYS AND MIX CRITERIA SHALL BE A5 FOLLOWS: 28 DAY 5TREN6TH MAXIMUM MINIMUM CEMENT TYPE OF CONSTRUCTION (f'c) SLUMP CONTENT PER CUBIC YARD A. SHOTCRETE WALLS 4,000 P51 5' 6 I/2 SACKS B. COLUMN REPAIR CONCRETE 4,000 P5I' 5' 6 I/O SACKS ' MIXES SHALL BE PROPORTIONED 50 A5 NOT TO EXCEED THE MAXIMUM SLUMPS INDICATED. THE MINIMUM CEMENT CONTENT MAY BE WANED IF A CONCRETE PERFORMANCE MIX 15 SUBMITTED TO THE 1545INER AND WILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF GEMENNT GEMENTITUU5 MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, A5 WELL A5 THE NATR- CETENT RATIO, SLUMP, CONGRF30 YIELD AND SUBSTANTIATING STREWTH DATA IN ACCORDANCE WITH AGE 318 -95, CHAPTER 5. THE USE OF A PERFORMANCE MIX R09JIRES BATCH PLANT INSPECTION, THE CO5T OF WHICH SNAIL BE PAID BY THE 6EDERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE EN61NEER OF RECORD INDICATES ONLY THAT INFORMATION PREENED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. CONCRETE MAY BE PLACED BY THE '5NOTCRETE' 30030D. SMOTCRETE MATERIALS, EQUIPMENT, PROCEDURES, PROPORTIONS, BOTCHING AND MIXING, PLACEMENT, TESTINS AND INSPECTIONS SHALL BE IN ACCORDANCE WITH ACT 506R -90 AND U3C SECTION 1924. 15. REINEORGIN6 FEEL SHALL CONFORM TO AST" A615, GRADE 60, fy = 60,000 P51. EXCEPTIONS: BARS, SPEGIFIGALLY NOTED A5 SUCH ON THE DRAWINGS 5031± BE BRACE 40, fy = 40,000 P5I. GRADE 60 REINFORGIN5 BARS WHICH ARE TO BE WELDED SHALL CONFORM TO ASIN A106. 16. 301490RCIN6 FEEL SHALL BE DETAILED (INCLUDING HOOKS AND 0E105) IN ACCORDANCE WITH AGI 315-92 AND 318 -95. LAP ALL CONTINUOUS REINFORCEMENT (*5 AND SMALLER) 40 BAR DIAMETERS OR 2 -0° MINIMUM. 5TA66R LAPS IN HORI9ONTAL WALL REINEORCIN6. ' BARS PARTIALLY DEEDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWIN65 OR APPROVED BY THE STRUCTURAL EN613ER. 11.1 CONCRETE: PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE A5 FOLLOWS: COLUMN TIES OR SPIRALS AND BEAM STIRRUP` . . . 11/2' WALLS (INTERIOR FACE) 6REATR OF . (BAR DIAMETER' PLUS I/8 ° ) or . . 3/4' 18. MECHANICAL'SPLI5ING OF REINFORGIN6 BARS, NHERE INDICATED ON THE DRAWIN55 OR APPROVED BY EN5INER SHALL BE BY AN 1050 359505ED SYSTEM (55514 A5 LENTON„ FOX- HOWLETT, ETC.)'. AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STREWTH OF THE BARS. SPLICE LOCATIONS OF ALTERNATE BARS SHALL BE OFFSET BY A DISTANCE. WHICH CONFORMS TO THE 1080 REPORT OF 11-E SPLICE U5ED AND TO UBC SECTION 1921.2.6. 5 C9 SHEET INDEX: By Date Permit No 51 6BNRAL' STRUCTURAL NOTE5 52 THIRD FLOOR 544075551E WALL LOCATION PLAN 55 5HOTCRETE WALL ELEVATIONS AND DETAILS [ 'I! 1 .^hec zFP san ai on r to : znd o f any of e .'�t or�_;,�r_vio anon of any I -',.r o cinance. Receipt of cen- o s copy of a prove plans acknowledged. I ►• . I EV S ON Na I REVIEWED 1 pins was reviewed for general confortoance with We rdiuwing: ue �` $wctural provisions of the Uniform Building Code o ❑ Not-structural provisions of the Uniform Building Codo ❑ Washington State Barrier-Free Rcgtil.ons (Chi, 51-30 WADI ❑ Washington State Energy. Code (Chapter 51- I1 WAY) elm wvu.m it ,ar000dei. ro.ro °ro,mm.. •an eti.v „daioor or rp omu,t , °el�r u so , °o- °m< °a ..e ime, °, or m° t e.o,oins cnho,uv Tin )nfladlede A u Nv so. I'fIN, U:C. s Nne D. 3.24 •ol_-- e.1501.1 y I IJOBLO I EXPIRES , /z= /o BMX BIM GENERAL STRUCTURAL NOTES 5010094 -01 JOB 110.: KLM .105 03 -09-01 DAM 18 ( 19 24 20 21 22 23 24' -0^ 24' -0': D' 27 28 29 30 31 32 33 24 0 24 2 24'_0° 2 24'_0^ Z I ' 24'_0^ 24' -0" ), 24' -0" ), 24' 0" ), 24'_0" ), 24'_0" '-0" O 24' -0 ( I .T1 STAR w STAIR ry w il { EL -I L 6/53 • ❑ ❑ PANEL" EL -I EL -I EL -I EL -I EL -I EL -I EL -I 513. 515. 51M. 51M. SIM. 515. 513. EL -I EL -I EL -I EL -I EL -I VAULT -0 MEGH'L SHAFT THIRD FLOOR SHOTCRETE WALL LOCATION FLAN STAIR LEGEND: SHEAR WALL ELEVATION EL -I PER 14/53 SHEAR WALL ELEVATION EL-2 PER 26/53 eav ut.n!��nr. IIl ^I ^1 603 2 8 2001 IJ REID MIDDLETON. INC. L W L) te • N ca yq� W bO 5 L • O O 2 LI W 03 -0I N NATE REVISION BlIEET THIRD FLOOR SHOTCRETE WALL LOCATION PLAN 5010094 -01 KLM !EXPIRES 7/25/01 e Z W CI 3 Z J d w F- 2 3 t8 O 0 1 -.- -- . -- - -- - - -- -- Roof O L EX. GONG. =. _ _ CORNICE EX GMU WALL \ �' 8 ! ".Co% :" ,, -•,., '. EP — EX l L THE BON MARCHE - SOUTHCENTER Third Floor Seismic Strengthening & Column Repair Tukwilla, Wa. NEW SHOTGRETE WALL #4 x 724 ®12"oc / NEW SHOTGRETE NALL L_ EX. GONG. i Roof Qn Roof Wall to Wall Intersection 6 ,_ r 1 -1 r .�. 'J - - � 1._1 rr _L . ' : , ° , II E X. GONG. SPANDREL — EX. BRICK —m'1- VENEER WALL E REINF. PER 26/53 (I) ><4 HORIZ. " �° _ ; EX. 8" GM11 WALL EX. COL. L\ 0 ROOF SLAB— 24'-0" 4 REINF. SPANDREL -- I EX. BRICK VENEER J J r- .. , . n - -- ._ -, GMU - 1 ~ - -i , ) - j: -�. !. • WALL PER 14/53 - (I) ' -�4 HORIZ. PER 18/53. EX. CMU L LL��I L.1 } v 1 BEAM \ 9/53 (NORTH) > 1 --.5 x 3' -0° EPDXY DOWELS ®12"oc 10/53 (SOUTH) / EMBED 8" (4 SIDES) _ � ` " --- -- � r SPANDREL �of i DOWEL PER 18/53 , S1M. -� ADD'L (2)#4 VERTS ® EX. COL. ADD'L 4 x 5 =0" ®12 "oc ® EX. C.OL. / PER 26 /53 0" 5hotcrete Wall at Glcu el .73062 EX WALL L , H--- , r' - » . .. 4" SHOTGRETE WALL , (5" ®SIMJ y MIN. - I o : i DOWEL �IiI1 4" 3006 South Wall at Roof 10 East 3000 and West Wall at Roof I I « '' R » #4 ®12 "oc x 15' FOR GALL-OUTS COMMON DETAIL IQ /53 0 /53 North 3007 N a l l at Roof STAGGER #4 ®12 "oc x 10' �� ;I - ■ � ■ ' Iii ■ — I 5^ II 3rd Floor —.. IN EX. BRICK VEN EER ■ iii IN = ' , 11 (I) x4 HORIZ. DOWEL PER 18/53 4^ INF. 8 4" @ EL -I SIM 5" ® -I . EL EX . BRICK —, VENEER ■ ■ ■ EX. CMII WALL ■ ■ ■ DRILL HOLE ® 60° TO ■ SLAB • Iii MI NI : ■ East ' ; J ��I I �I� DOWEL PER 18/53', SIM. 18/53 ': 3,13, oo .� 1 (I)>t4 HORIZ. xb x 4' -0 " x 0" ) 8� , _ E X. BRIGK — VENEER EX. 8" GMU L r. , : C ■ ; ■ 1 I 1,, 8 ° ® -2 � SHOTGRETE WALL I" GLR. ®4 MALL 2" GLR. ®5' WALL « _ >> . - 6=2 >' e: _ 15/55 (NORTH) SOUTH) LMU WALL 11 ■ ■ 1. NI ��III��L WALL d REINF PER 26/53 3rd Floor 3" GLR. ® WALL e *4 x lie EPDXY DO EMBED 5 ", LOCATE INTERSECTION OF V GROUTED CELLS 4 I BOND BEAMS ( #4 x 918 ® SIMJ I� PER 14/53 3rd Floor , � I F I E " ( " I . I I, I a I I ^° r ` . " y �. EL-1 Typical North and South 5hotcrete Wall Elevation 4000 14"7f -0• (� 1' 1 and < EX. GONG. SPANDREL 3001 West' Wall at Third Floor 1 I 5hotcrete Wall to GNU Anchorage FOR GALL-OUTS IN COMMON SEE D ET AIL 16/ North Wall EX. CONCRETE 3008 SPANDREL Third Floor 15 C ' EX. CONCRETE SPANDREL BEAM 3005 Sou Wall at Third Floor IS at ROOF SLAB O 24' -0" 0 2 I 22 23 0 0 I ..... 0 5 (.., 24 BEAM SPANDREL nor *6 x 4' -O° EPDXY DOWELS @ 12 "oc EMBED 8" (3 SIDE) !, II /53> _- - - _- i i i 8" SHOTGRETE WALL 11/53 « » ®12 x 1b' tt . DATE DTV161011 STAGGER I STAGGER a6 ®12 "oc x 10' NOTE I. ALL COLUMNS SHALL BE SHORED UNTIL COLUMNS HAVE ATTAINED REQUIRED 28 DAY COMPRESSIVE STRENGTH. 2. USE TYPE 2 REPAIR ONLY WITH ENGINEERS WRITTE N PERMISSION. �. n , EX COLUMN \ REMOVE GONG. �a ti E REPLACE TIE TO 1—'11 _ I1 h ,,,,,,,,,t' f ,_.., "" >o F�� 01 18/53 D R K SIM, MEET ITU SNO WALL SHO ELEVATIONS AND DETAILS Or 6,5 r - .. - _ _. __ ` — — . �� - , r — , ' � 1 11/53 �., ,� , I 1 I ! 11111 r MATCH ORIGINAL POSITION It YN _ 11 - J - . ___ _ - - --- 1. - 1 h' j 1 _ 1 1 - - � - 1 '' 1 , "''.I� COLUMN REPAIR CONG. SEE GENERAL STRUGTURAL NOTES 1Y GLR. 5010094 -01 - 1 EL-2 1 D V V/ li NOvf 6100 2 1 2001 0E1D MIDDLETON, IN 5 _ -u_-;i r -" - 'J ALL AROUND VERT. REINF. - ti _ _ — 3 -09 -01 ` =I'-O' e Z W CI 3 Z J d w F- 2 3 t8 O