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Permit B92-0277 - BOEING #21-05 - FLOOR AND PILE CAPS
This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. B92 -0277 Boeing #21 -05 3417 South 120th Place RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION F,age # Code Exemption � � �� Brief Explsnatoty Description, Statute /Rule The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security Personal Information — numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. 20 DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW DR2 Financial Information — account numbers, which are exempt from 42.56.230(5) RCW 42.56.230(4 5) disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. • fl • 9 qsj ct, a0E_Ne 4cZ-05 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Permit No: B92 -0277 Type: B -BUILD Category: ACOM Address: 3417 S 120 PL Location: Parcel #: 102304 -9069 Zoning: M1 M2 Type Const: 1 FR Gas /Elec: Wetlands: Water: N/A Contractor License No.: BOEINC294ML TENANT BOEING BLDG 21 -05 OWNER CONTACT CONTRACTOR Units: 000; Buildings'; 001. Fire Prot'e.ction: SPRINKL'ERED. Print Name:__,_ BUILDING PERMIT CM Slopes: X Sewer: N/A BOEING COMPANY Phone: P.O. BOX 3707,. M/S 46 -87,. SEATTLE, WA 981242207 BENNETT, TERRY Phone: P 0 BOX.. 3707, M/S 46-87, SEATTLE WA 98124 BOEING INC. Phone: 9725. EAST MARGINAL WY S, SEATTLE,.. WA 981242207 (206) 431-3670 Status: ISSUED Issued: 09/28/1992 Expires: 03/27/1993 Type of Occupancy: WAREHOUSE 206 544 -2975 (206) 544 -2975 206 544 -2975 ************************* * * * * * * * ** * * *** * * *** * * * * * * * * ** *,fir ** * ** *** * * * * * * * ** ** Permit Description: REMOVE•FLOOR /POUR NEW ADDITIONAL PILE CAPS SETBACKS Front: .0 Back:, Left: 0 Right: UBC Edition: 1991 Valuation: 1,300,000.00 Total Permit Fee: 6,834'.68 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Center Authorized Signature Date' I hereby certify that I have read and ;examined this permit and know the same to be true 'and correct. All provisions. 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 au:thoritito violate or cancel the;�provisi,ons or any other state or local laws regulating construction or<the performance Of ,work.. I'am authorized to sign for and obtain this building perm Signature: 'Date: Title: This permit shall become null and voi'd' If' the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT NO. CONTACTED • DATE READY DATE NOTIFIED • ■ .._ BY: init. BY: (init.) �,� Ci PERMIT EXPIRES 2nd NOTIFICATION AMOUNT OWING fa 3RD NOTIFICATION BY: (init.) PLAN CHECK NUMBER Ma-wq INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ". BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION (to be filled out by Plan Checker) FL TOTAL .................. ................... SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. PAITtVI BUILDING - initial review 50 PUBLIC WORKS 0 OTHER 04 BUILDING - final review 0 0.z. PROJECT NAME SITE ADDRESS T. lS REVIEW COMPLETED ROV ED. � lis ROU BUILDING . 'ERMIT APPLICATION TRACKING �LZ ED INIT: '?`, N' / 00ea -4t a I - (� i I a 0 'L- CONSULTANT: Date Sent - - r FIRE PROTECTION: Sprinklers FIRE DEPT. LETTER DATED: h / Je. ZONING: C REFERENCE FILE NOS.. UREME MINIMUM SETBACKS: N- UTILITY PERMITS REQUIRED? PUBLIC WORKS LETTER DATED: TYPE OF CONSTRUCTION: s- Yes SUITE NO. ` F t (_s't" t 1 •)-- Date Approved - Detectors N/A INSPECTOR: 5/2. -.. BAR/LAND USE CONDITIONS? Yes E- UBC EDITION (year): TOTAL OCC. LOAD PROPERTY OWNER r�t�r,TN(; MTi,TTARY ATRPF.AN1 S PHONE t 544 - 2975 ZIP _28124 2207 .544 - 797; 98124 -2207 ADDRESS P.O. BOX 3707. M/S 46 - 87. SEATTLE. WA. PHONE (206) CONTRACTOR RORTNC MTr1ITARY ATRPJIANES ADDRESS . • :41. • u ' • -• ELTILE. WA. IZIP WA. ST. CONTRACTOR'S LICENSE # BOEING 294ML EXP. DATE 01 - 01 - 93 ARCHITECT L. , u Or L c' 0 I L2..06) 544 -2975 ZIP 981.24- 2207 ADDRESS P.O. BOX 3707, M/S 46 -87, SEATTLE, WA. 1 . N.. OW THE SAME. TO. BE I: HEREBY.CERTIEY,:TI-IAT>t ;.....E RE > . ..EMIN .:THIS.rAPP. 7 -,! •TRUE•AND CORRECT, `AND` I AM rA UT H ORiZED < XA �T.O APPL F OR`TM(S: BUILDING OWNER OR AUTHORIZED AGENT SIGNATURE // - - DATE AUG 06 1992 PHONE (206 544 - 2975 PRINT NAME BENNETT ADDRESS P.O. BOX 3707, M/S 46-87, SEATTLE,WA. CITY /ZIP 98124-2207 CONTACT PERSON TERRY BENNETP PHONE (206) 544 CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 PLAN CHECK NUMBER SEPTALKA _( JOB #DCA9 -92033 n • . 1. •r ,�v■i ! 4 :1.• eve. Ts,t. OMP : ETi SITE ADDRESS SUITE # 3417 SO 120 TH PL TUKWILA, WA. BLDG. 21 -05 PROJECT NAME/TENANT BOEING DEFENSE AND SPACE BUILDING USE (office, warehouse, etc.) WAREHOUSE /MANUFACTURING DES.CRIP,TI. NATURE OF BUSINESS: WILL THERE BE A CHANGE IN USE? (.41 No U Yes IF YES, EXPLAIN: gl DATE APPLICATION CCEPTED 1\17/ BUILDING PERMIT APPLICATION FEES (for sta use only) y �,.:: BUILDING: P.ERMjT,IFEE < PLAN'.:CH 1= •EE>;'::« >> B_UILDING'.SURCHARGE` ENERGY< <SURCHARGE:' TOTAL RCPT # VALUE OF CONSTRUCTION - ASSESSOR ACCOUNT # 1023049068 TYPE OFC) Now Building Q Addition (2F Tenant Improvernent (commercial) U Demolition (building) WORK: C.) Rack Storage 0 Reroof Q Remodel (residential) 0 Other: FOUNDATTQi1._SLAB_.UPGRADE DESCRIBE WORK TO BE DONE: REMOVE FLOOR SLAB POUR NEW AND ADDITIONAL_ PILE CAPS FOR UPGRADE SLAB FLQQR SQUARE FOOTAGE - Building: 209,446 Tenant Space: Area of Construction: 30,100 WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? C No 0 Yes IF YES, EXPLAIN: APPLICATION SUBMITTAL In order to ensure that your application Is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the D�upartrri. :rnt of Community Development prior to application submittal. Contact the Permit•9oordinator at 433.1851 prior to submitting application. In all- caccc, avaluation amount should be entered by applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit Is Issued within 180 days following the date of application shall expire by limitations. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 433 -1849. DATE APPLICATION EXPIRES 1,300,00.00 DATE COMMERCIAL is >'> NEW CoµtiiERCtAL ;SUILOINGS(ADDITION9';'. ri Completed building pormit application (one (or each strycturo) Aesossor Account `N m o, Two acs (2) of • tho'folbwtn # > ., Spent ice lion s k t Structural calculations stamped by;a:,Washington,State license t_ �. onginoor J ;oils report starnpod by a Washington State liconsod J Topographical survey: Energy calculations stamped by a Washington S tate ticonsod .; orejlnoor or architect i.•.. Largal descxlption , Wo:idng ai'a'rrings, stamped by a Wash! architect, which Include: %f4 n A 0 • ME • N • >�l •,•p. •� N :�COMIA� ��F,N . T.. M . R V j ^SS <Com leted bulb n peril o plic do • Site plan • Architectural, drawings • Structural drawings • Mechanical drawings • Elovatlons':` • Ci��l drawings • Lrrrtdscapo.plane [ J Completed utility permit applIcatron __.] Six (6) sots of civildrtiw n9s :,r: <. NOTE : : Soo utrliry pa riah app(cadon submittal roquiromonts..: : : : RAC(BTOfRAGE L� Completed building permit apPljcati Assessor Account Numbor Two (2) sots of lan hl • Indudo Tw ( a • .• w, • J Building floor plan showing RESIDENTIAL ..1 Lc'jal doscription, SUBMITTAL CHECKLIST ., Assessor Account Numbor i Two sets (2) of Wei k) drow ■ Sit() plan:•';: • Foundation • Floor plan,' ............: Flint plan';:` r Building otowttioncuor:` s,(aJl yf `Building cross so Structural pians • 1'lashington Stow E prgy:Code ( Completed utility appi I Six (6) sots of taco' plans showini ssossor Assoasor scrIblr p:existing roof, matoriol, being :removed and n9 Installed ,....... :'iO ai 'W > •<, ;: S Y : and'planr drys bmrtod ..:::.•r.: rp7y�:;• $3itY +:•:•:{Sti' >!9:�74'!ir'S >li :..,n �'r:tiri.� R ER OOF3 F > <r' Assessor A t Urlt• i:5•:•f,..y Nar al•v9' . ' `-' matgrlaf icing ANTENNNSATELUTEDISHES •..: f�Y S t. t , Completed buil ding permit application coeva(Number of Mans, which Include: bowing building: and locatiun of antonnalsatollito dish) Dolallo antonna/ s.atolllto,dish and method of attachment Structural lculatlons stamped by'a Washington Stato I consul ;. onglnoor RESIDENTIAL REMODE Complolod building permit application (ono for each structure) • Entire space whore racks will be •locot • Exit Dimensions of all aisles • I I Tumult space floor plan rack storage layout,• arsloc and exits, NOTE; lncludo danorisrons of racks (height, width and Jonpth and exit ways on i_ Structural calculations stamped by a Washington Salto license onginoor (rack storage 8' and over), NEW SINGLE.FAIIILY DWELL.INGS /ADDITION • Completed building permit application (ono for each`structure) • •: • NOTE: Building situ plan And utility silo plan; may be combinod uilriry permit app,'icaiion And checklist for spoci a submittal : ioquirornanrs,,' 'W(46011111 topographical and soils informadori :may be requlrod if unique conditions. onant local o sd Of adjacent,(commo Wall) tenant Norali'dlmonel i of bilding or squa foo tage u ;Floor plan of proposed tenant space Tenant spaco ptan•with use at ouch room ioi: j 1 al. •'.Exit doors; ogrocs,:patterns• NOW Walls, ozlstlr g wall, and wa to bo domollstiod, Con,structlon:datall Cross sections showing wall consction and method of ; attachment for floor and coiling structural calculations sta b y a. Washing ton State licen • ngtnoor may bo required If structural work rs to be done (2 sots) 1! a udl work Js'fo bo don); submit abriarntb utility permit a arrd`pin ;RER DATE A9- / /% PROJECT NAME ADDRESS ARCHITECT OR ENGINEER PLAN CHECK NUMBER SUBMITTED TO: CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 5//7 Nen (206) 433 -1851 * *REVISION SUBMITTAL ** CONTACT PERSON PHONE SW PERMIT NUMBER 92 C 77 (If previously issued) TYPE OF REVISION: ,G'X /6c! 4, SHEET NUMBER(S) bi19'-9a0 33- SAC'' --S / ..c/S S/C r S/�y "Cloud" or highlight all areas of revisidns and cute revisions. D CI'{Y OF'T6K'MLA D EC 2 2 1992 PERMIT CENTER IL. PROJECT NAME CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * ' REVS! DATE /D /01Z N SUE ', ' ITTAL • �: RITCE1VED CITY (`,: T t IKWILA OCT 1 6 1992 ADDRESS /7 �a • ,6 4 �/ a CONTACT PERSON ) — P.�c.y2 / PHONE SV X 75 ARCHITECT OR ENGINEER PLAN CHECK/PERMIT NUMBER 6 C as C) aT) SHEET NUMBER(S) /96 /5Z (/i 0 S 3 /0 1 S lF 'o AS 0/ .5 SAO t, "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CITY OF r 0 V D AV O CT 19 199' O lNG T I J%SIN City of Tukwila — Dept. of Community Development 6300 Southcenter Boulevard, Tukwila, Washington 98188 BUILDING PERMIT CUSTOMER CHARGE TRANSMITTAL (206) 431 -3680 DATE: l c � c o CUSTOMER: I EMPLOYEES NAME: Building Permit Plan Check State Building Surcharge Investigation Bond /Deposit R OU NT >�NUMB .MB :f:> 000/322.100 000/345.830 000/386.904 000/322.800 000/386.908 PAID BY. [ Cash ❑ Check # <AMOU.NT ;s;; r A HAPPY DAY C1? OF «A R EA 01/BS /: GENERA 7.00 Tr ».S CASH 40.00 i A E 10.00 / 66.1.2A 0 0 0 10 :. PHA E 133-183t; v.•. •.t ^aL'rl?»f ..+r•n+ —�+ ..�. z. ... '"o.F,' ' 17 .7.7"'"'": 7"•n,.w77777 "*"1 ****************A*• k** kA**** k* A** k* ** ***A*A**** * * ** ** **A* CITY OF TUKWILA, WA TRANSMIT **** k***********• k**** ** ** * *•k *** * *kk ** *•k * * * * * *kkk ** *kit *h ****A* *** TRANSMIT Number. 92000831 Amount: 6,834.68 08/11./92 13 :3 Permit No: B92-0277 Type: B-BUILD BUILDING PERMIT Parcel No: 102304-9069 Site Address: 3417 S 120 PL Payment Method: CHECK Notation: BOEING Iriits DLM *** A******************* AA A******** * ** *k ** * ****** * *k** **AA * * *** *•k Account Code 000/322.100 000/345.830 000/386.904 Total Fees„ Total All Payments: Balance: Description BUILDING -- NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE Total (This Payment):. 6,834.68 6,834.68 .00 Paid 4,139.50 2, 670„68 4. r0 6,834.68 Total Fees: Total All Payments: Balance: 6,8b4.68 6,564.68 .00 . ************k 7lrA•• h, h*h h'***. k*y4*k*• k*ik A• kEr**71' y4A' **A '****•h*•k**********k•kA CITY OF TUKWILA, WA TRANSMIT * ** *****A** ** *?t*****A****f*k * ******** *A ***•k**** **** * ** ***k**** :TRANSMIT Number: 93000001. Amount: 30.00 01/05/93 09:03 Permit No: . B9270277' Type: B -BUILD BUILDING PERMIT Parcel No: 10.2304 -9069 Site Address: 3417 S 120 PL Payment Method: CASH Notation: BOEING COMPANY Irr i t: 9LE3 •* k*****.******** k**' k***** ** *A *•*kk ** **** *A **A*kA* ***** *A k* *k **hA** Account Cade Uescr i pt i on Paid 000/322.100 BUILDING - NONRES 30 „0() Total (This Payment) : 30.00 RQc ro ect; o ype nspection: Addre Address``��� .S-1 /2.(/` Date Called: + � ......1 Irlsiructi s, Date Wanted: L 7 ? me. p.m. Requester: ^ j i . , /� / ` i n �- Fi h-tze Phone No.: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ER Approved per applicable codes. COMMENTS: (206) 431 -3670 ❑ Corrections required prior to approval. e c --� 1".:S Recept No.: ❑ $30.00 REINSPECTION EE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. hate: Project: rt.2, % t _ Type oTinspection: ( t TA 1 r 17 cTA... Address: 3 ' 1 „ Date Called: 1 I J Special instructions: c Date Wanted: 1 -- 1} - 771 ,j am. p.m. 0 r ; e c. Li LC -- -1-.– _,,,_,_— 7 a hl Requester, Z �� . Phone No.: n - ci ` ci INSPECTION RECORD 1 " Retain a copy with permit INSPECT)ON,NO. . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Q. Approved per applicable codes. ❑ Corrections required prior to approval. COMMEf oat PERMIT No. (206) 431 -3670 ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call t� schedule reinspection. •ec* `•.: COMMENTS: T of lnspedioi o 8 ctt 7 Address : .�� ,7 rao� p r Date Called: it' ( -- - 1 - /A-t) s_p4z- A L. / h1 s PEaroi—?.,. ,,�.. PS I ri e :; (3 h.1 S1.1" . rsc") e 0-0.) 6l. S d p -, . 1- 44 t- cfrt .. 15, Y �6 t2 1JA,ps . Project; ae -' 2 f • 65 T of lnspedioi o 8 ctt 7 Address : .�� ,7 rao� p r Date Called: it' ( -- Special Instruct ons: 7 A Fr- : . c,,5 h c (G ( g Date Wanted: / / Cali. p.m. Requester: A L.,,,,...---- Phone No. �l " -1/y INSPECTION RECORD Retain a copy with permit 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. coop .; T Date: PER (206) 431 -3670 ❑ Corrections required prior to approval. nspector: • . d ((p C 2,- ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, lee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Address: 3417 S 120 PL Tenant: BOEING BLDG 21 -05 Type: B -BUILD Parcel #: 102304 -9069 CITY OF TUKWILA Permit No: 692 -0277 Status: ISSUED Applied: 08/11/1992 Issued: 09/28/1992 ** ** k *•k ** * * * * ** k * * * * * * *** * * * * * * * *** ** ** ** *** ** k* k•k* *•k * * ** k * **** k * ** k* k ***** Permit Conditions: 1. No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. 2. All permits, inspection records, ,and ...approved plans shall be maintained available at..the Job :site;.'prior�,to the start of any construction. These; site to 'be ;maintained available until f- i'naj;'inspection approval is granted. 3. Electrical per mit.;shai l• b;e ;obtained through the Washington State Division Labor' : Industries and all :electrical work will be:;,`:irispected by that agency (248 =6657) 4. When. spec,ial: inspection ' is required either the oWner, arch i tect:; : ;or eng i seer shall notify the. Tiukwi l a Building Division °' :of appointment of the`;inspection agencies pr'ior'to the first building inspection:. Copies of all special inspectiion. " reports shall be submitted to the Building Divis;`on in,a timely manner. ;Reports shall contain address, proj.ent name,' permit number and type of inspection being performed. , 5. Ther'speci'alr- 'inspector shall submit a final .signed report in statg whether the work.,'requir special .. inspection was, to ,th;e best' of the inspector s knowledge, in conformance? approved p l :ans and spec.i f i cati and 'n'd ?the ap`p 1 i cab l e work=* manshuip provisions of,the UBC ''• 6. All, str iuctur a 1 concrete sh`al 1 'b'e special in�spected (Sec. 306 (a)f'�.'1, UBC)...; ; 7. A11 stiructur.alwelding shall be 'done by W.A.B.0. certified, welder', acrd `special inspected (Sec. . :306 , (a) 5 UBC) . 8. All F0,gh sOength bolting shall be spe insp`ected (Sec. 306 () , 6', UBC) . �, t 9. All construction to be done in confarmance;with ,approved plans and ., requ <i rements of the Uri if orm`''Budi.ng. Code 01991 Edition) as amend�;ed b'y > Washington State Bui id n.g` code,:, M�` Code °'(•1991 Edition), and • Washington Energy Code. ;(1991 Second Editton)-: , u - .. A t i ✓. 5 : ti.i %': 10. Validity of' = permit. The issuance of a. permit or apprc val of plans, specif'i y,a;tj,lons and cornputa :shall not beY'r,,c.on- strued to be a pe14 for, or `an d appval of, an'y ol ati on .v.l' of the r ov41" f " ' o f any o t p •s�.fi,ovr,7 s..� o f t h °i s ' ro c odd a ci r of ,*; a n' ' o t h e r ordinance of the r j ur'`i °sd� ;.t�.'u �� per*m,'t�4�p.n:el�cimi ng to give authority or violate or ca'nce : :`th - r �t• y h.` _. ,.,,1?,1:.n v:�i•s i on s of this code shall be valid. 11. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. Set No. Cyls Cast No. Mix Design No. Concrete Ticket No. Time Truck Batched Time Truck Unloaded Yards Placed Water Added (gals) Slump (in) Air ( %) Conc Temp ( ° F) 29 3 651700 134535 6:30am 8:15am 2.5 0 4 - -- 63 Mix Design No. Strength (psi) Cement (lbs) Water /Cement Ratio Max Agg Size (in) Slump Range (in) Air Range ( %) 651700 4000 611 - -- 7/8 4 - -- TESTED FOR: /sh Professional Service Industries, Inc. REPORT OF FIELD INSPECTION OF REINFORCING STEEL & CONCRETE Ms. Darlene Septelka BE &C ENGINEERS PO Box 3707, M/S 46 -24 Seattle, WA 98124 -2207 DATE: March 31, 1993 DESIGN DATA: (From approved plans, specifications & submittals) cc: (2) BE &C ENGINEERS /Darlene Septelka (1) BAUGH INDUSTRIAL /Ted Philichi (1) CITY OF..TUKWILA 7400 Third Avenue South • Seattle, WA OUR REPORT NO: PROJECT: BUILDING 21 -05, A -6 Rewing Tukwila, WA ,)-0411.! BLDG PERMIT NO: /� B92 -0277 712- 20226 -1043 Reinforcing Grade Specified: 60 FIELD DATA: Inspector: S. O'Malley General Contractor: Baugh Construction Sub - Contractor: Weather: indoors Temperature Range ( ° F): 60 - 65 Concrete Supplier: Cadman Sampled at: Truck Reinforcing Inspected For: Grade, Size, Cover, Cleanliness, Secured, Splice LOCATION: Mechanical pads in the mechanical room. All items inspected are in conformance with approved plans & specifications: REMARKS: Epoxy was applied to the existing slab as specified by the manufacturer. Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. RECFE L L. APR 8 93 D EVELV �IL E3N"F 98108 • Phone: 206/762-4664 • Fax: 206/763.2936 *UM; Professional Service Industries, Inc. January 14, 1993 Mr. Duane Griffin CITY OF TUKWILA BUILDING DEPT 6300 Southcenter Blvd. Tukwila, WA 98188 Referenc Gentlemen: ui ding 21 -05 JOBS Foundation Boeing Company - Tukwila, WA PSI Project #712 - 20226 -1035 ECEEh/ .' JAN 2 5 1993 COMMUNITY DEVELOPMENT This is to advise you that special inspections are complete for the referenced project. The following inspections were required and /or requested by the client: Special inspections were performed for the above activities and copies of reports have been sent to you. All work inspected conformed to approved plans, specifications, UBC and related codes and /or verbal or written instructions from the Engineer of Record. Sincerely, 1) Soils - gradation, - density and compaction 2) Auger cast -in -place piling 3) Reinforced concrete 4) Structural steel welding - UT Ernie . Petermann Staff Engineer PROFESSIONAL SERVICE INDUSTRIES, INC. EWP /tls cc: BE &C /Darlene Septelka BAUGH INDUSTRIAL /Eric Peterson 7400 Third Avenue South • Seattle, WA 98108 • Phone: 206/762.4664 • Fax: 206/763.2936 TESTED FOR: REMARKS: PSI A•300.1 (1) /jal � Professional Service Industries, Inc. Darlene Septelka BE &C ENGINEERS PO Box 3707 MIS 46 -24 Seattle, Wa 98124 -2207 REPORT OF INSPECTION SERVICES PROJECT: Building 21 -05 Tukwila, Washington PO# DCA99203392028 DATE: November 9, 1992 OUR REPORT NO.: 712- 20226-1009 Technician: S. Ramos - Ultrasonic Weld Inspection (UT) SUMMARY OF INSPECTION 61,D ^ O Performed UT inspection of complete penetration moment welds on floor rails, per AWS D1.1- 92. Work performed by WABO certified welder: Mark A. Huston, expiration date July 1993. He is certified for SMAW and FCAW. Visual inspection was performed on moment welds, workmanship found to be in compliance per code criteria. Reference attached UT report for locations of moment welds and test results. cc: (1) BE &C /D. Septelka (1) BAUGH /Eric Peterson Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. 7400 Third Avenue South • Seattle, WA 98108 • Phone: 206/762-4664 • Fax: 206/763-2936 Client Order No. Lab No. Length 100% Ultrasonic Unit NDT 801 Serial No. 3785 Test Method Standard AWS D1.1-92 Thickness 15/16 Location See below Acceptance Standard Section 8 Weld Identification Meets code Fails code Procedure legend number Indication number Transducer angle 83E1 Ulolj .6a Decibels" Discontinuity 18A91 uoneolpul Reference I level Attenuation If actor Indication rating Length Angular distance (sound path) Depth from 'A" surface Distance From X From Y a b c d Moment Welds floor rails @ E line X 1 70 A 59 @ E.5 line X 1 70 A 59 @ F line X 1 70 A 59 GO:'l WITH TO IS L innere ot:Ctf t' TEST REIN. GTtONS S REp oKT�'" RLCUL WELD LOCATION AND IDENTIFICATION SKETCH I t Couplan . Cellulose Calibration Blocks DSC 1 � p -- Frequency 2.25 Mhz ik---y-- --- , P. ,,,, E I;,c. F141., •. Surface Conditions As Welded I — AT MiquWN (4 roNJ.k4400 (Indicate X -Y Markings) _ • 00 0 00 00 X-Y Use Leg I, , II. or III T yP 48 Technician: S Ramos Level IT Interpreter: s Ramos Level II I "pain �n dB "Attenuation �n dB b – a – c – d Technician: Level — i l a – b – cad TESTED FOR: DATE: n : Lev Professional Service Industries, Inc. Darlene Septelka BE &C ENGINEERS PO Box 3707 M/S 46 -24 Seattle, Washington 98124 -2207 November 9, 1992 REPORT OF ULTRASONIC INSPECTION REPORT OF ULTRASONIC INSPECTION PROJECT: Building 21 -05 Tukwila, Washington PO #DCA99203392028 OUR REPORT NO. 712 -20226 -1009 REMARKS: / jal PSI A•500.16 ( I ) Resoectt ,y submitted• Professional Service Industries, Inc. 7400 Third Avenue South • Seattle, WA 98108 • Phone: 206/782 -4664 • Fax: 206/763 -2936 TESTED FOR: DATE: PSI A•300.1 (1) � dr N M Professional Service Industries, [RECEIVED Ms. Darlene Septelka BE &C ENGINEERS P 0 Box 3707 M/S 46 -24 Seattle, WA 98124 -2007 REMARKS: Technician: S. Schweyen - Soils inspection REPORT OF INSPECTION SERVICES OCT 2 31992 UNITY DEV PROJECT: BUILDING 21 -05 JOBS FOUNDATION Tukwila, WA PO # DCA99203392028 October 14, 1992 OUR REPORT N07:12 -20226 -1002 SUMMARY OF INSPECTION Performed soils inspection by probing native soils in the footing areas between lines D and E and from lines 5 to 6 and 7 to 8. Several inches of loose grey fill material similar to that existing directly beneath the adjacent slab covered the native soil. The fill material could be graded and compacted in conjunction with the engineered backfill. The two excavated footing areas at native soil indicated firm resistance to penetration . All areas were firm and unyielding. cc: (1) BE &C ENGINEERS /Darlene Septelka Respectfully submitted, (1) BAUGH INDUSTRIAL /Eric Peterson PROFESSIONAL SERVICE INDUSTRIES, INC. (1)s�t,�r {:`t /sm 7400 Third Avenue South • Seattle, WA 98106 • Phone: 206/762.4664 • Fax: 206/763.2936 r CITY OF TUKWILA Id: ACTP125 Keyword: UACT User: 1677 Activity Table Processing Permit No: B92 -0277 Tenant: BOEING BLDG 21 -05 Status: PENDING Address: 3417 S 120 PL 08/18/92 BUILDING PERMIT Type: B -BUILD Vers: 9101 Screen: 01 Base Information Parcel No: 102304 -9069 Owner: BOEING COMPANY Validated By: DLM Plan Ck Approved: / / Status: PENDING Applied: 8/11/1992 Issued: / / Active /Inactive: A Completed: / / To Expire: / / C of 0 Issued: / / Bus Lic #: Nature of Work: REMOVE FLOOR /POUR NEW ADDITIONAL PILE CAPS Location: Category: ACOM (N= NEW /A= ADD /ALT + SFR,DUP,TRI,APT,MH,COM,IND) Zoning: M1 M2 CM Gas /Elec: Census Code: 0320 New Units: New Bldgs: 1 Pub Own:N Streams: Slope: X Wetlands: Water:N /A Sewer:N /A Setbacks - North: .0 South: .0 East: .0 West: .0 Valuation: 1,300,000.00 Fire Protect:SPRINKLERED Type Const: 1 FR Type Occ:12 Not in table! UBC Edition: 1991 Occupant Load:N /C Occupancy Grp:B -2 F7= Update, F2= Previous Line, ESC = Cancel Update CITY OF TUKWILA Id: ROUT130 Keyword: UACT User: 1677 08/18/92 Activity document routing maintenance. BUILDING PERMIT Permit No: B92 -0277 Route: 1 Current Route Line: 3 of 9 Packet Units Description Station Status Received Assigned Complete aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa Packet Units Action Station Initials Status Received Assigned Completed BUILD 01 01 C BLDG KEN Approved 08/18/92 08/18/92 08/18/92 Priority (0/1°w-9/high): 0 Regular hours (HH.MM): .00 Overtime Hours(HH.MM): Comments 1[EXITS O.K. ] 2[ 3[occ.: LOAD . N/C 4 [ 5[SCOPE OF WORK TO REINFORCE STRUCTURAL SLAB FOR EQUIPMENT. ] 6[ ] 7 [ 8[FIRE - PLEASE REVIEW AND COMMENT! ] 9[ 10[ aaaaaaaaaaAAAaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaAaAAaaaaa F1 =Help, ESC =Exit current screen. December 18, 1992 4- 7106 -HS -92 -178 Duane Griffin City of Tukwila 6300 Southcenter Blvd. Tukwila, Washington 98188 Dear Mr. Griffin: ml j Enclosure Boeing Support Services P.O. Box 3707 Seattle, WA 98124 -2207 Subject: 92 -T -09 (Boeing #21 -05 "Jobs" Foundation) William E. Moor Manager, Civil /Structural Engineering 4 -7140 6Y -73 (206) 393 -2828 Cril" ur i _.,...LA DEC 2 2 1992 PERNUT CENTER Due to A6 tooling requirements, we are adding an additional 14 -inch thick concrete slab over the "Jobs" foundation previously constructed under the above permit. This new non - structural slab will be reinforced for temperature and shrinkage and only provides added height for tooling. Please find enclosed field sketches S1 through S4 for this retrofit. If you have any questions regarding the above, please contact myself or Hoosik Shahbazian at 477 -1693. Vgry truly yours, [EXPIRES iv it /NI j C1� �p� E.D DVS, 23 "92 \NG p w\s \oN Bud C \� Mahan&DeSalvo CONSULTING ENGINEERS September 21, 1992 Duane Griffin City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 Regarding: 92 -T -09 (Boeing #21 -05 JOBS Foundation) Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code. We have no additional comments. Enclosed are the drawings, calculations, soils report and specifications for your use. Sincerely, Crystal Kolke CLK:2 cc: BE & C Engineers P.O. Box 3707, M/S 46 -87 Seattle, WA 98124 -2207 Attn: Terry Bennett 1200.5th Avenue, Suite 1910 Seattle, Washington 98101 RECEIVED CITY OF TUKWILA SEP 2 3 1992 PERMIT CENTER FAX (208) 6248151 (206) 6248150 �4 mi Mahan &DeSalvo CONSULTING ENGINEERS September 10, 1992 Duane Griffin City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 Regarding: 92 -T -09 (Boeing #21 -05 JOBS Foundation) I✓ qa_ O T1 Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code. Our comments follow. Structural 1. Note the requirement for design mix of concrete on the drawings. 2. Provide a range, i.e. maximum and minimum, for the delivery temperature of concrete. 3. Describe the reason for assumptions regarding the calculation of pile spring constant. 4. Provide calculations verifying the adequacy of the reinforcing for the 8" concrete slab. 5. Provide calculations considering H2O truck or 5 -ton forklift loads on trench covers. 6. Revise the notes on Sheet S2 to show that the total design lateral seismic force was computed using Fp= ZICpWp, as shown in the calculations. Please have the itemized letter and one copy of inquires are to Sincerely, 69 Crystal Kolke CLK:1 0'c) cc: BE & C Engineers P.O. Box 3707, M/S 46 -87 Seattle, WA 98124 -2207 Attn: Terry Bennett 1200.5th Avenue, Suite 1910 Seattle, Washington 98101 FAX (206) 6248151 (206) 6248150 RECEIVED SEP 1 4 1992 COMMUNITY DEVELOPMENT applicant respond to the above comments in form and resubmit two copies of revised drawings revised calculations, as required. All status be directed to our' receptionist. +11I Mahan &DeSalvo CONSULTING ENGINEERS September 10, 1992 Duane Griffin City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 Regarding: 92 -T -09 (Boeing #21 -05 JOBS Foundation) €5(R Q_ 0c t-1 Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code. Our comments follow. Structural 1. Call out design mix of concrete on the drawings. 2. Provide a range for the delivery temperature of concrete. 3. Describe the reason for assumptions regarding the calculation of pile spring constant. 4. Provide calculations verifying the adequacy of the reinforcing for the 8" concrete slab. 5. Provide calculations considering H2O truck or 5 -ton forklift loads on trench covers. 6. Revise the notes on Sheet S2 to show that the total design lateral seismic force was computed using Fp= ZICpWp, as shown in the calculations. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. All status inquires are to be directed to our receptionist. Sincerely, Crys A e l o lke CLK:1 4e,„ cc: BE & C Engineers P.O. Box 3707, M/S 46 -87 Seattle, WA 98124 -2207 Attn: Terry Bennett 1200 - 5th Avenue, Suite 1910 Seattle, WashIngton 98101 FAX (206) 624-8151 (206) 6248150 CITY OF TUKWILA 6200 SOUTHCENTER!BOULEVARD, TUK {VILA, IVASIIINGTON 98188 MEMORANDUM PHONE #1206)433.1800 Gay L. VnnDnsen. ,Mayor TO: 1 ► LC/J i a)q °`i Set) II C� FROM: CI iAl c a Ica ,6I,d, ` `6 . DATE: � I 13-0a SUBJECT: 80e( I - - : I- 0S ?C ` da rl VY1akaA, - 09 6Q,l)tP,tA) -Pe-{ CnpneQ I ll a.rcQ 1805.136th Place N.E., Suite,101, Bellevue, Washington 98005 222 E. 26th Street, Suite 101, Tacoma, Washington 98421.9998 Bellevue (206) 643.3780 Seattle (206) 464.1584 FAX (206) 746.0860 Tacoma (206) 272.6608 RECEIVED r -1992 BE&C ENGINEERS • . BE &C Engineers November 30, 1992 EARTH CONSULTANTS, INC. /14,seriM`Midud Aaron McMichael Project Engineer i /C-- '1 • Kyle R. Campbell, P. E. Manager of Geotechnical Services AM C\lcml Attached: Site Plan, Plate 1 Foundation Pile Location Plan, Plate 2 Pile Logs Earth Consultants, Inc. E- 2579 -24 Page 2 BE &C ENGINEERS � \ ti A0 1 Y • Prepared By: Checked by: Approved by DCA•0•92033.01:CS 9116102 9= Architectural: Structural: Mechanical: Electrical: Civil: Mat'I. Handling: BE&C ENGINEERS INC. 14675 Interurban Avenue South ,�- Seattle, Washington 98168 REVISION A To TECHNICAL SPECIFICATIONS For BUILDING 21 -05 JOBS FOUNDATIONS BOH EFENSE AND SPACE GROUP 0 , MENTAL CENTER, SEATTLE, WA Specification Number: DCA- 9- 92033 -TS -01 Date: 16 SEPTEMBER 1992 Architectu , Structural: 1'i �'' Mechanical: P 0 ' 1 1- Electrical: Civil: Mat'I. Handling: Spec. Coors Architectural: „ - Structural: Mechanic.: ;I Electrical: Civil: Mat'I. Handling: OCT 1 6 1992 BE &C ENGINEERS Incorporate the following specification changes into the Contract Documents: Table of Contents Make the following changes to the Table of Contents: DIV. 6 WOOD AND PLASTICS (NOT USED) DIV. 7 THERMAL AND MOISTURE PROTECTION 0 713 0 BENTONITE WATERPROOFING 4 DIV. 8 DOORS AND WINDOWS (NOT USED) DCA•9•92033•TS•01:R 9/18/02 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 REVISION A 16 SEPTEMBER 1992 BE &C BUILDING 21 -05 ENGINEERS JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 $ectlon 03300 - Cast -In -Place Concrete Delete existing section and insert new attached Section 03300. DCA - 9.92033- TS.01:R 9/18/92 -2- REVISION A 16 SEPTEMBER 1992 BE &C BUILDING 21 -05 SECTION 03300 ENGINEERS JOBS FOUNDATIONS CAST -IN -PLACE CONCRETE SPEC. NO. DCA- 9- 92033 -TS -01 16 SEPTEMBER 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A. Cast -in -place concrete for- 1. Interior slabs on grade. 2. Equipment foundations. 3. Other cast -in -place concrete not elsewhere specified. 1.0 2 RELATED SECTIONS Section 03100 - Concrete Formwork Section 03200 - Concrete Reinforcement 1.03 REFERENCED STANDARDS A. American Concrete Institute (ACI) — ACI 301 -84 (R87) Spec...Structural Concrete for Buildings. 1.04 SUBMITTALS A. Design data: Submit proposed design mix of each concrete class to Construction Manager /Engineer, appointed testing laboratory, and building department before beginning work. Do not proceed until authorized by Engineer. B. Submit results of trial mixes in accordance with Section 3.9.3.3, or submit field test data for concrete made with similar ingredients in accordance with Sections 3.9.1, 3.9.2, and 3.9.3 of ACI 301. At Contractor's option, submit certificates of previously tested and approved mix designs with continuous approval status on file with local building authority, for approval by Engineer. C. Certificates: In accordance with ASTM C 94, Article 16, for each load of concrete delivered to job site. Deliver to Construction Manager at job site. D. Submit the following product data: 1. Joint filler. 2. Joint sealer. 3. Sealer and curing compound. 4. Floor surface hardener. DCA•9•92033.01 :S 9116/92 03300-1 REVISION A BE &C BUILDING 21 -05 (^ ENGINEERS JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 03300 CAST -IN -PLACE CONCRETE 16 SEPTEMBER 1992 5. Moisture barrier. 6. Proposed admixtures. 7. Bonding agent, 1.05 QUALITY ASSURANCE A. Requirements of regulatory agencies current as of Contract Documents date: 1. See referenced codes and ordinances cited in Section 01060. DCA•9•92033.O1:5 9/16/02 2. See American Concrete Institute (ACI): ACI 318 Building Code Requirements for Reinforced Concrete. Provide minimum one strength test per 50 CY in any days pour. B. Source Quality Control: 1. Testing laboratory: Verify compliance with cited references and this section. PART 2 - PRODUCTS 2.01 MATERIALS A. Comply with References and specifications. 1. Follow ACI 301 and 304. Obtain materials from same source throughout the Work. 2. Portland cement: ASTM C 150. 3. Aggregates: a Meet or exceed Paragraph 3.3 of referenced ACI 318 and similar requirements and referenced standard ASTM C 33. Use Steilacomm aggregate. b. Maximum size: 1-1/2 inches, but not more than three quarters of clear distance between reinforcing bars or between bars and side forms. 4. Water: Clean, fresh, and potable, conforming to ASTM C 94. 5. Admixtures: a Provide admixtures from one manufacturer. 1) Air - entraining agent: ASTM C 260, containing no chlorides. 03300 -2 REVISION A BE &C ENGINEERS DCA•0.02033•O1:S 9/16/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 SECTION 03300 CAST -IN -PLACE CONCRETE 16 SEPTEMBER 1992 2) Water reducing agent: ASTM C 494 Type A, compatible with air - entraining agent. 3) Pozzolam admixturs: Class C or Class F, Flyash conforming to ASTM C618. Loss on ignition is not to exceed 1%. 4) Other admixtures may be used with written approval from Engineer. 6. Bonding agent: a Epoxy coating for foundation surfaces: Concresive 1170 as manufactured by Adhesive Engineering. 7. Sealer and curing compound: a Clear compound meeting the requirements of ASTM C 309, Type 1. Use Sonneborn Kure -N -Seal, A.C. Horn DeKote, W.R. Meadow CR -26, or approved two -coat system. 1) Verify compatibility of specified product with coatings, toppings, or adhesives subsequently applied. 2) Verify compatibility of specified product with floor surface hardener. 3) Verify that specified product can be completely removed where subsequently applied special coatings require removal of the sealer and curing compound. 8. Floor surface hardener: Masterplate 200 surface hardener by Master Builders. 9. Curing blankets: Moisture retaining burlap, free of substances harmful or discoloring to concrete. Thoroughly rinse before placing. 2.02 ACCESSORIES A. Sleeving: See Drawings. B. Expansion joints: 1. Joint filler: ASTM D 1752; Type III, self- expanding cork or ASTM D 1751 preformed joint filler. 2. Bond breaker: Polyethylene type. 3. Sealant: ASTM C 920, polyurethane, Type S, Grade P, Class 25, Usage T. 03300 -3 REVISION A BE &C ENGINEERS DCA- 942033.01:S 9116192 Fly Ash: 2. Class B: Mud Slab BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 Cement: Type II f'c: Slump: Aggregate size: Water reducing admixture Other admixtures. Cement: f'c: Slump Aggregate size Water reducing admixture: Other Admixtures: 3. Class C: Floor Slab and FBOF Tool Foundations Cement: f'c: Slump: Aggregate size Air content: Water reducing admixture: Other admixtures: SECTION 03300 CAST -IN -PLACE CONCRETE 16 SEPTEMBER 1992 C. Mechanical and electrical items: See Divisions 15 and 16 respectively. D. Preformed metal joint form (as applicable): Burke Keyed Kold, or approved. E. Other materials and accessories: Provide as necessary to properly complete the installations. 2.0 3 READY -MIX CONCRETE A. Comply with ASTM C94 alternate 2. B. Concrete mixes 1 . Class A: JOBS Foundation: Concrete for the foundation shall be a lean mix, designed to minimize the heat of hydration and shrinkage in the slab, while still obtaining the required compressive strength. Minimum 100 lb per cu yd Maximum 175 lb per cu yd 4000 psi minimum at 28 days 2 inches plus or minus 1 inch 1 -1/2 inches maximum As specified and approved in design mix. None Type I 2500 psi minimum at 28 days 4 inches plus or minus 1 inch 3/4 -inch maximum As specified and approved in design mix None Type I 4000 psi minimum at 28 days 4 inches maximum 7/8 -inch maximum Minimum 5% plus or minus 1% As specified and approved in design mix None 03300 -4 REVISION A BE &C BUILDING 21 -05 ( SECTION 03300 ENGINEERS ( JOBS FOUNDATIONS CAST -IN -PLACE CONCRETE SPEC. NO. DCA -9- 92033 -TS -01 16 SEPTEMBER 1992 C. Mix designs: DCA•9•92033.01:S 9116/92 1. Class A Mix (JOBS Foundations): Prepare in accordance with ACI 301, Section 3.8, Method 1. The proposed mix design shall be supported by laboratory test reports, as per ACI 301. Provide data for mixes with a range of at least three different water -to- cement (w /c) ratios, all containing fly ash. In addition to strength and workability requirements, final acceptance by the Engineer of the Class A concrete mix design will be based on its ability to meet the requirements of low shrinkage concrete. 2. Class B Mix and Class C Mix Prepare in accordance with ACI 301, Section 3.8, Method 2. Submit the laboratory test reports of the 30 or more tests used as the basis for selecting proportions as per ACI 301, for each mix class. 3. Once determined and approved, the mix designs shall not be changed without approval of the Engineer. D. Procedures 1. Mixing a Ready -mixed concrete: Mix and transport in accordance with ASTM C 94. b. Admixtures: Dispense admixtures in mix using automatic dispenser or similar metering device; weigh or measure powdered admixtures by volume as recommended by admixture manufacturer; measurement tolerance of any admixtures, plus or minus 1 %, unless otherwise indicated as specified. E Delivery temperature: Between 50 °F and 80 °F at point of placement. PART 3 - EXECUTION 3.01 INSTALLATION A. Embedded items: ACI 301, Chapter 6. B. Moisture barrier: Verify placement under Section 02200. 03300.5 REVISION A BE&C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 C. Expansion joints: 1. At vertical abutments. 2. Where shown on Drawings. 3.02 PREPARATION, CONVEYING AND PLACING CONCRETE A. JOBS Foundations: 1. Construct as detailed on the Drawings and in general as specified in this section for other concrete, but the following supplemental requirements apply: a Conform with requirements of referenced ACI 301, Chapter 14, for Massive concrete. 2. It is Intended that the JOBS Foundations be constructed in a series of horizontal 15 to 20 inch lifts. No vertical break will be permitted in any lift. Place in such a manner as to result in a mass of concrete that behaves in a monolithic manner. Apply wet curing blankets to exposed surfaces when more than 6 hours elapses before placing next lift. B. ACI 301, Chapter 8, all other. 3.03 FINISHING, SLABS A. Finish per ACI 301, Chapter 11. B. Schedule: 1. Floors, exposed concrete: Troweled 2. Uniform surface JOBS and FBOF Foundations: Trowelled 3. Mudslab: Screed 3.04 FINISHING, FORMED SURFACES A. Repair surface defects: ACI 301, Chapter 9. B. Finish per ACI 301, Chapter 10. C. JOBS Foundations: Roughform finish. A DCA•9.92033.01:9 9/18192 03300 -6 SECTION 03300 CAST -IN -PLACE CONCRETE 16 SEPTEMBER 1992 REVISION A BE &C ENGINEERS D. Related unformed surfaces such as top of walls, horizontal offsets, and similar unformed surfaces occurring adjacent to formed surfaces: Strike smooth after concrete is placed and floated to texture reasonably consistent with that of the formed surfaces. 3.05 CURING 1. Other locations, exposed surfaces: Smooth form A Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury. B. JOBS Foundations: Keep concrete surfaces moist for not less than 7 days or submit alternative curing method proposed for Engineer's consideration. 1. Place wet curing blankets as soon as the concrete has hardened sufficiently to prevent surface damage. Keep covering continuously moist to maintain a film of water on concrete surface throughout first 7 days of curing period. Keep top exposed concrete surfaces and wood forms left in place wet by sprinkling. 2. On completion of the 7 -day wet cure, remove fabric covering and allow surface concrete to dry until free of surface water. C. Epoxy coating for JOBS Foundations surfaces: 1. As soon as forms are removed and surfaces are dry, all exposed horizontal and vertical finished surfaces of the foundation (including the outside vertical surfaces) shall be coated with epoxy coating. 2. Delete. 3. All surfaces to receive the epoxy coating shall be cleaned of all surface laitance, form oil, and other foreign materials by use of light wet or dry sandblasting or other approved means. 4. Delete D. Floor slabs and FBOF Foundations: Apply two coats hardener and sealer, in accordance with manufacturer's instructions, to the damp concrete surfaces immediately after final finishing. 3.06 MISCELLANEOUS ITEMS A. Include the following and other work indicated or required: Pipes and ducts: Fill around pipes and ducts passing through concrete floors and walls with nonshrink, grout, unless otherwise indicated or directed. Penetrations through exterior walls exposed to drainage and weather exposures are required to be dampproofed and sealed to ensure against leakage into interior spaces. DCA•9•920 33•01:5 9/16/92 C BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 03300 -7 SECTION 03300 CAST -IN -PLACE CONCRETE 16 SEPTEMBER 1992 REVISION A BE &C BUILDING 21 -05 ( SECTION 03300 ENGINEERS JOBS FOUNDATIONS CAST -IN -PLACE CONCRETE SPEC. NO. DCA -9- 92033 -TS -01 16 SEPTEMBER 1992 3.07 DEFECTIVE WORK A. Remove and replace at Contractor's expense concrete not conforming to required lines and levels, details, and elevations, including slabs showing excessive shrinkage cracks. Repair or replace concrete not properly placed, as required. 3.08 FIELD QUALITY CONTROL A Tests: ACI 301, Chapter 16. DQA•9•92O33.91 :6 9/16/92 END OF SECTON 03300 - REVISION A BE &C ( BUILDING 21 -05 ENGINEERS JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 Section 07130 - Bentonite Welerproofing insert new attached section. DCA•9.92033•T8.01:R 9/10/92 END OF REVISION A BE &C ENGINEERS DCA•9- 92033.TS -01 J1 9/16/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 07130 -1 SECTION 07130 BENTONITE WATERPROOFING 16 SEPTEMBER 1992 PART 1 - GENERAL 1.01 SECTION INCLUDES A. Bentonite clay waterproofing for waterproofing below -grade construction and under slabs. 1 .0 2 RELATED SECTIONS Section 02200 - Earthwork Section 03100 - Formwork Section 03300 - Cast -in -Place Concrete 1.03 SUBMITTALS A. Product data identifying characteristics, components, accessories, jointing and seaming methods, and termination conditions. B. Manufacturer's installation instructions. O Certification that material is in accordance with manufacturer's current recommendations and that the applicator has the manufacturer's approval to install the product. 1.04 QUALITY ASSURANCE A. Installer qualifications: To be a Specialist, as defined in Section 01075, and approved by product manufacturer. 1.05 D2UVERY, STORAGE, AND HANDLING A. Deliver in original labeled packaging. B. Keep bentonite products dry in a moisture free area. Protect from rain and groundwater with polyethylene or other waterproof covers. PART 2 - PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. Volclay manufactured by American Colloid Co. B. Substitutions only under provisions of Section 01630. REVISION A BE &C ENGINEERS DCA.9.82033.78.01 A 9/18/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 07130 BENTONITE WATERPROOFING 16 SEPTEMBER 1992 2.02 MATERIALS 2.03 A. Granular bentonite: Pure, dry, high - swelling, bentonite clay, of 90% minimum sodium montmorillonite, 90% minimum passing No. 20 mesh sieve and 10% maximum passing No. 200 mesh sieve. B. Gel joint seal: Use a trowel -grade bentonite joint seal with potable water for above - freezing application. Use glycol in trowel grade bentonite joint seal for below - freezing application. C. Single panels: Type I or Type I -C biodegradable corrugated Kraft paper panel with flutes filled with bentonite and ends sealed, 48 x 48 x 0.18 inches; core filled with bentonite clay granules, minimum 1 psf; panel weight of 18 lb minimum. 1. For use on vertical walls and under reinforced slabs 6 inches or more in thickness. 2. Use special bentonite panels for waterproofing where there is ground water with high concentrations of salt. D. Waterstops: Compounded butyl material and bentonite. Use in wall or slab joints in cold joints, if subjected to hydrostatic pressure. E. Fasteners: 3/4- or 1 -inch galvanized washer head masonry nails. F. Adhesive: Manufacturer's recommended type. G Polyethylene sheet: 4 mil thick. Use for Type I installations. Polyethylene sheet is not required with Type I -C panels which have a water- repellent coating. PROTECTIVE MATERIALS A. Protection board: 1/8 inch thick, biodegradable hardboard, manufactured by Mead, or approved. Use when backfill contains rocks larger than 2 inches that could damage panels during backfilling. PART 3 - IXCECUTION 3.01 EXAMINATION A. Verify installation conditions as satisfactory to receive the work of this section. Do not install until unsatisfactory conditions are corrected. B. Verify that items penetrating surfaces to receive waterproofing are securely installed. C. Submit ground water sample to manufacturer for testing to determine special requirements. 07130 -2 REVISION A BE &C ENGINEERS DCA.9 02033TS•01:A 9/16/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 3.02 PREPARATION A. Remove fins, projections, and form ties from concrete. B. Fill holes, cracks, honeycombs, and voids with bentonite gel, minimum 1/8 inch thick, extending minimum 3 inches beyond defect. C. Seal construction joints and through -wall projections with joint seal. 3.03 INSTALLATION A. Install the work in accordance with manufacturer's directions. Suit conditions of installation. 3.04 APPLICATION ON VERTICAL SURFACES A Apply single bentonite panels with specified masonry nails (approximately 6 each panel) or adhesive. Start at foundation base, in accordance with manufacturer's instructions. B. Fold and attach panels around corners with corrugations vertical. Attach unfolded panels with corrugations horizontal. C. Lap adjoining panels 1 -1/2 inches. D. Stagger vertical joints at least 16 inches on succeeding courses. E. Cut panels in same direction as corrugations to'avoid bentonite loss. F. Lay bentonite tubes continuously along juncture of wall and footing. Adhere to prevent shifting. 3.05 APPLCATION ON CONCRETE HORIZONTAL SURFACES BELOW GRADE A Cover substrate with polyethylene sheets overlapped but not sealed. B. Apply single bentonite panels on top of mud slab in similar manner as for vertical surfaces. Do not lap type 3 panels. C. Extend panels onto vertical surfaces at least 12 inches to overlap vertically applied bentonite waterproofing. D. Lay bentonite tubes continuously along and around vertical protrusions and at abutting walls. Adhere to prevent displacement. 3.06 JOINTS A Apply bentonite packing and additional bentonite panels at construction joints. B. Install waterstops at cold joints if necessary due to hydrostatic pressure. 07130.3 SECTION 07130 BENTONITE WATERPROOFING 16 SEPTEMBER 1992 REVISION A BE &C ENGINEERS DCA•9-92033.TS -01:A 9/18/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 07130 BENTONITE WATERPROOFING 16 SEPTEMBER 1992 3.0 7 PROTECTION A. Protect installed waterproofing from precipitation or ground water with temporary polyethylene sheets until backfilling begins. B. Protect waterproofing from damage by backfilling or other causes with protection board. 3.0 8 FIELD QUALITY CONTROL A. Inspections: Inspect with manufacturer's representative before covering or placing concrete, protection board, or backfill. 3.0 9 CLEANING A. Leave premises clean and free from residue of work of this section. END OF SECTION 07130 -4 REVISION A .0/ L.L.010'210 •579 c7-4W-ad I ) VTY or 4:\tt6 = Earth Consultants Inc. Geotechnical Engineers, Geologists & Environmental Scientists PREPARED FOR BE&C ENGINEERS, INC. Aaron McMichael Staff Engineer Kyle R. Campbell, P.E. Project Manager GEOTECHNICAL ENG A-6 ASSEMBLY EQUIPMENT FOUNDATION BUILDING 21 -5.01 TUKWILA, WASHINGTON E-2579 -23 July 10, 1992 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 101 Bellevue, Washington 98005 (206) 643 -3780 222 East 26th Street, Suite 103 Tacoma, Washington 98411 -9998 (206) 272 -6608 APPENDICES PLATES Appendix A Appendix B Appendix C Plate 1 Plate 2 Plates 3 through 5 Plate 6 Plate AI Plates A2 through A22 Plates 111 through B10 Plate B11 Plates 1112 and B13 E- 2579 -23 INTRODUCTION 1 Project Description 2 Subsurface 3 Petroleum Hydrocarbon and Methane Background Screening 4 Groundwater 4 pISCUSSI(irs AND RECOMMENDATIONS 5 General 5 Site Preparation and General Earthwork 6 Dewatering 7 Temporary Shoring 8 foundation Wa1>L 9 Pounds i n 9 Conventional Spread Footings 10 Piles 11 Slab -on -Grade Floors 13 Seismic Design Considerations 13 Closure 13 �Ih1ITATIONS 14 Additional Services 14 Field Exploration Laboratory Test Results Lateral Pile Deflection Data Vicinity Map Boring and Test Pit Location Plan Cross - Sections Retaining Wall and Drainage Backfill Legend Boring and Test Pit Logs Grain Size Analyses Consolidation Test Data Atterberg Limits Test Data Earth Consultants, Inc. IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- face conditions than any other factor. As troublesome as subsurface problems can be, their frequency and extent have been lessened considerably in recent years, due in large measure to programs and publications of ASFE/ The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical- related delays, cost - overruns and other costly headaches that can occur during a construction project. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS A geotechnical engineering report is based on a subsur- face exploration plan designed to incorporate a unique set of project - specific factors. These typically include: the general nature of the structure involved, its size and configuration; the location of the structure on the site and its orientation; physical concomitants such as access roads, parking lots, and underground utilities, and the level of additional risk which the client assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems, consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting geotechnical engineer indicates otherwise, your geotechnical engineering report should not be used: • When the nature of the proposed structure is changed, for example, if an office building will be erected instead of a parking garage, or if a refriger- ated warehouse will be built instead of an unre- frigerated one; • when the size or configuration of the proposed structure is altered; • when the location or orientation of the proposed structure is modified; • when there is a change of ownership. or • for application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors consid- ered in their report's development have changed. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken. Data derived through sampling and sub- sequent laboratory testing are extrapolated by geo- technical engineers who then render an opinion about overall subsurface conditions, their likely reaction to proposed construction activity, and appropriate founda- tion design. Even under optimal circumstances actual conditions may differ from those inferred to exist, because no geotechnical engineer, no matter how qualified, and no subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth, rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, most experienced owners retain their geotechnical consultants through the construction stage, to iden- tify variances, conduct additional tests which may be needed, and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantly - changing natural forces. Because a geotechnical engi- neering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not he based on a geotechnical engineering report whose adequacy may have been affected by time. Speak with the geo- technical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adjacent to the site and natural events such as floods, earthquakes or ground- water fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnical engineers' reports are prepared to meet the specific needs of specific individuals. A report pre- pared for a consulting civil engineer may not be ade- quate for a construction contractor, or even some other consulting civil engineer. Unless indicated otherwise, this report was prepared expressly for the client involved and expressly for purposes indicated by the client. Use by any other persons for any purpose, or by the client for a different purpose, may result in problems. No indi- vidual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. A GEOTECHNICAL ENGINEERING REPORT IS SUBJECT TO MISINTERPRETATION Costly problems can occur when other design profes- sionals develop their plans based on misinterpretations of a geotechnical engineering report. lb help avoid these problems, the geotechnical engineer should be retained to work with other appropriate design profes- sionals to explain relevant geotechnical findings and to review the adequacy of their plans and specifications relative to geotechnical issues. BORING LOGS SHOULD NOT BE SEPARATED FROM THE ENGINEERING REPORT Final boring logs are developed by geotechnical engi- neers based upon their interpretation of field logs (assembled by site personnel) and laboratory evaluation of field samples. Only final boring logs customarily are included in geotechnical engineering reports. These logs should not under any circumstances be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions In the transfer process. Although photographic reproduction eliminates this • problem, it does nothing to minimize the possibility of contractors misinterpreting the logs during bid prepara- tion. When this occurs, delays, disputes and unantici- pated costs are the all- too - frequent result. To minimize the likelihood of boring log misinterpreta- tion, give contractors ready access to the complete geotechnical engineering report prepared or authorized for their use. Those who do not provide such access may proceed un- ASPE Published by der the mistaken impression that simply disdaiming re- sponsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps pre- vent costly construction problems and the adversarial attitudes which aggravate them to disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY Because geotechnical engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against geotechnical consultants. lb help prevent this problem, geotechnical engineers have developed model dauses for use in writ- ten transmittals. These are not exculpatory dauses designed to foist geotechnical engineers' liabilities onto someone else. Rather, they are definitive clauses which identify where geotechnical engineers' responsibilities begin and end. Their use helps all parties involved rec- ognize their individual responsibilities and take appro- priate action. Some of these definitive clauses are likely to appear in your geotechnical engineering report, and you are encouraged to read them dosely. Your geo- technical engineer will be pleased to give full and frank answers to your questions. OTHER STEPS YOU CAN TAKE TO REDUCE RISK Your consulting geotechnical engineer will be pleased to discuss other techniques which can be employed to mit- igate risk. In addition, ASFE has developed a variety of materials which may be beneficial. Contact ASFE for a complimentary copy of its publications directory. THE ASSOCIATION OF ENGINEERING FIRMS PRACTICING IN THE GEOSCIENCES 8811 Colesville Road /Suite G 106 /Silver Spring, Maryland 20910/(301) 565 -2733 0788/3M July 10, 1992 E- 2579 -23 BE&C Engineers Boeing Support Services P. 0. Box 3707, MS 6Y -73 Seattle, Washington 98124 -2207 s�k Attention: Mr. Hooski Shahbazian Subject: Geotechnical Engineering Study A-6 Rewing Assembly Building 21 -05.1 Tukwila, Washington Reference: Earth Consultants, Inc. Geotechnical Engineering Study E- 2579 -13, dated September 23, 1988 Dear Mr. Shahbazian: East Marginal Way Corporate Park Subdrain System Boeing Facilities Department Dated February 14, 1989 INTRODUCTION Earth Consultants Inc. GeoteChnical En gineers. Geologists & Environmental Scientists In accordance with your request, we are pleased to present our geotechnical engineering study for the proposed new A -6 rewing assembly equipment locations. This report presents the results of our subsurface investigation and recommendations in accordance with the purpose and scope our June 9, 1992 proposal. r After our initial site exploration was completed, Earth Consultants, Inc. (ECI) was requested to return to the site to complete further subsurface investigations. Additionally, during the course of our analyses, we were informed that differential settlement tolerances for the assembly equipment foundation would be 0.002 inch. Therefore, the scope of our field work, level of foundation analyses, and associated costs have increased beyond our estimate outlined in the referenced proposal. A change order reflecting these additional costs will be submitted shortly. 1805.136th Place N.E., Suite 101, Bellevue, Washington 98005 222 E. 26th Street, Suite 101, Tacoma, Washington 98421.9998 Bellevue (206) 643.3780 Seattle (206) 464.1584 FAX (206) 746.0860 Tacoma (206) 272.6608 BE&C Engineers Boeing Support Services July 10, 1992 Project Description E- 2579 -23 Page 2 It is our understanding that a portion of the floor slab in the eastern section of Building 21 -05.1 will be modified to accommodate the proposed new rewing assembly equipment. The equipment locations have been designated as Jobs No. 1 through 4. Based on the cross sections of this equipment provided to us by your office, we understand that the new equipment consist of four, fifty-three thousand (53,000) pound three axis drill machines which ride on two separate track systems. The equipment located in Jobs No. 1, 2, and 3 will ride a track system approximately one hundred and ninety (190) feet in length. The equipment located in jobs area No. 4 will ride a track system approximately sixty-five (65) feet in length. Both track system foundations will be nineteen (19) feet wide. The track includes an adjustable bed which weighs an additional thirty thousand (30,000) pounds per twenty-two (22) foot long section. We estimate that the combined weight of the equipment, bed, and concrete foundation with steel I -beam reinforcement would produce approximately nine hundred (900) pounds per square foot of additional soil bearing pressure. Differential vertical deflection greater than two thousandths (0.002) of an inch cannot be tolerated in the track. Construction of the track foundation will require excavation to a depth of approximately nine (9.0) feet below the existing floor slab which was constructed at elevation of fifteen and one tenth (15.1) foot. During construction of the building, a permanent under slab drainage system as placed o control hydrostatic pressure, and vent methane gas. The top of the drain system i approximately elevation 10.5, and the base is at elevation 9.0 based on the plans referenced above. The bottom of the track foundation will be located at approximately elevation 6.1. Review of the subdrain system plan indicates that the drain lines are oriented in an east -west direction and are not located beneath the proposed new machine track location. However, the drains must be removed and re- routed if encountered. In addition to placement of the assembly equipment, we understand that modifications will be made to the building interior, which may include construction of new conventional foundations, and slab -on -grade floors. Thus, recommendations for these aspects of the project have been included in this report. At the time our study was performed, the site, proposed assembly equipment locations, as well as our boring locations, were approximately as shown on the Boring and Test Pit Location Plan, Plate 2. If the design criteria have been changed, or differ from those assumed above, we should be consulted to review the recommendations contained in this report. in any case, we recommend that Earth Consultants, Inc. be retained to perform a general review of the final design. Earth Consultants, Inc. BE&C Engineers Boeing Support Services July 10, 1992 This report has been prepared for specific application to this project in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of BE&C Engineers and their representatives. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. Subsurface The site was explored by drilling four borings at the approximate locations shown on Plate 2, Boring and Test Pit Location Plan. Several borings and test pits were completed in the immediate vicinity of the proposed equipment area during preparation of the referenced geotechnical study prepared for the existing building. These borings and test pit logs and associated laboratory data have been included with this report. _-Th refer Boring B -201 and 13-203 were drilled to a depth of thirty-three and one -half (33.5) below the existing slab surface in the location of Jobs No. 2. and No. 4, respectively. Boring B-202 as also drilled in the location of Jobs No. 4 , and extended to a depth of six and one -half (6.5) s boring could not be extended to the necessary depth due to a large rock or concrete obstruction. Thus, Boring B-20, drilled near the area of Boring B-202A and sampled to a depth of thirteen and one -half (13.5). it ease refer to the boring log, Plate A2 through AS for a more detailed description of the conditions encountered at the location explored. The following is a generalized description of the subsurface conditions encountered. Beneath the eight inch thick building slab, all the exploratory borings encountered structural fill consisting of dense sand to a depth of approximately two and one -half f = Snd is underlain by medium dense to very sandy silt with interbeds of silty sand and sand • -jCi' • ths ranging between fifteen (15) to eighteen (18) feet. Below these soils, dense to very dense ' ty sand and silty gravel continues to a depth of approximately twenty-six (26) feet and is underlain by dense to very dense sand which continues to the maximum depth explored, thirty-three and one -half (33.5) feet. Earth Consultants, Inc. E- 2579 -23 Page 3 Review of our previous site study indicates that Borings B-104 through B -107 were completed in locations surrounding the proposed equipment location. The borings indicate that subsurface ground conditions in these areas consist of medium dense sandy silt, underlain with dense silty sand and sand, except in Boring B-104, where an interbedded soft peat layer was encountered. These soils increase in density with depth. Thus, the conditions encountered in boring B-201, 13-202, B -202A, and B -203, are generally consistent with soils of the surrounding area. BE&C Engineers Boeing Support Services E- 2579 -23 July 10, 1992 Page 4 )'etroleurn Hydrocarbon and Methane Background Screening During drilling of borings B-202A and B -203, a cursory field screening using a Microtip photoionization detector (P11)) was performed on various samples taken from the borings. The instrument was used to measure the presence of hydrocarbon and methane gas, which provides a semi - quantitative measurement of hydrocarbon contamination or natural methane levels. PM measurements for selected samples obtained within the site indicated no measurable hydrocarbons or methane • I OH", I. However, during subsequent readings of the groundwater wells on July 8, 1992 ' i • e concentrations ranging between eleven (11) to twenty (20) parts per million were detected ' • ells B-201, and B- D-2A. Groundwater Earth Consultants, Inc. Groundwater seepage was encountered in boring B-201, B -202A, and B -203 at depths ranging from eight (8) to twelve (12) feet during drilling. Groundwater was not encountered in Boring B -202. Below a depth of approximately fifteen (15) feet, the soils change from moist to wet sandy silt and silty sand, to continuously wet silty sand, sand, and silty gravel with much higher permeability. Due to the large difference of permeability between the upper and lower soil units, it is likely that the groundwater encountered at eight (8) to twelve (12) feet is separated or "perched" from the underlying groundwater table. The soil information from the earlier geotechnical study and site grading observations indicated that the lower groundwater system is being recharged upgradient to the southwest, and thus maybe under hydrostatic pressure. To determine the stabilized groundwater level beneath the slab, and whether this level is being influenced by hydrostatic pressure from the underlying groundwater system, two inch diameter observation wells were installed in Boring B-201, B-202A and B -203. Wells B-201 and B-202A are screened within the upper less permeable soils. Well B -203 is screened in the lower water - bearing soils. tabilized groundwater levels within monitoring well B -201 and B-202A were located at a depth 3.68 d 5.27 feet below the slab surface respectively. The stabilized groundwater level with boring B -203 is curren y freely flowing from the top of the well pipe at an elevation near the base of the slab. All three wells were measured on July 8, 1992. Based on the recent groundwater measurements, it is our opinion that the upper less permeable soils do contain a perched groundwater zone which is separated from the underlying water bearing sands and gravels. The lower aquifer is under hydrostatic pressure, but does not appear affecting the level of the perched water. The water levels measured in Borings B -201 and 202A, are above the base of the sub -slab gravel drains located approximately six feet below the slab surface. Therefore, the planned foundation excavation will need to be dewatered prior to excavating, or the excavation will need to be continuously pumped during excavation and construction. BE&C Engineers Boeing Support Services E- 2579 -23 July 10, 1992 Page 5 The groundwater observation well completed in Boring B-201, B -202A, and B -203 were provided with a locking monument cover and may be accessed to determine future groundwater levels. We do not anticipate further raises in the existing groundwater levels, but we suggest that the water level in three wells be periodically checked prior to construction. Groundwater conditions are not static; thus one may expect fluctuations in the level depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the water level is higher in the wetter winter months. General DISCUSSION AND RECOMMENDATIONS Based on the results of our study, support of the proposed assembly equipment utilizing conventional spread footing foundations bearing on the existing site soils would induce approximately 0.5 inch of primary settlement. We anticipate that eighty percent of primary settlement would be completed during the foundation construction. Post construction long term secondary settlement of approximately 0.25 inch may occur in the subsequent one year following foundation construction and, be differential in nature along the foundation length. Based on the previously discussed design parameters, the anticipated settlements induced by spread footing foundations are excessive and not acceptable for the retying assembly. Therefore, we recommend the structure be supported on augercast pile foundations. Eighteen (18) inch diameter augercast piles with an allowable vertical capacity of sixty (60) tons were used to support the northern portion of the existing building. If similar piles were used to support the assembly equipment, our analyses indicate that individual piles loaded to the sixty (60) ton allowable vertical capacity should settle approximately 1/4 inch, with differential settlement of approximately 1/8 inch. This settlement would occur due to mobilization of pile skin friction, setting of the pile tip into the dense sand soil, and elastic compression of the concrete pile A decrease in the allowable vertical pile capacity will decrease the total and differential settlements. However, determination of differential settlements to a precision of .002 inch is not practical or realistic, due to variations in soil. conditions. To evaluate and compensate for differential settlement, we recommend either pile load testing or preloading of the pile foundation as discussed in the Foundation Section of this report. As requested, a vertical modulus of subgrade reaction equal to five hundred (500) pounds per cubic inch (pci) within the bearing soil may be assumed for design purposes. The lower twenty (20) feet have been considered as the bearing soil in our analyses. It is our understanding that to construct the assembly equipment foundation will require an excavation to a depth of approximately nine feet below the existing slab. Based on the soil and groundwater levels encountered, we do not recommend the use of vertical excavation walls without dewatering and placement of shoring. Earth Consultants, Inc. BE&C Engineers Boeing Support Services E- 2579 -23 July 10, 1992 Page 6 As part of our foundation study, we have evaluated the potential for additional settlement due to liquefaction. Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. The effects of liquefaction may be large total and /or differential settlement for structures with foundations bearing above the liquefying soils. Ground shaking of sufficient duration results in the loss of grain to grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid for short periods of time. To have potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sands and silt); it must be loose to medium - dense; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of ground shaking. Based on the subsurface information mentioned above, it is our opinion that the potential for seismically induced liquefaction at the site is low due to the medium dense to very dense consistency of the sandy silt and sand soils. Specific recommendations regarding construction of spread footing and pile foundations, dewatering, and shoring are presented in a following section of this report. Site Preparation and General Earthwork Following removal of the existing slab or other foundation, and excavating operation, the ground surface where new conventional foundations, or slabs are to be placed should be observed by a representative of ECI to verify that adequate bearing capacity is available. Soil in any loose or soft areas, if recompacted and still yielding, should be overexcavated and replaced with structural fill to a depth that will provide a stable base beneath the general structural fill. The optional use of a geotextile fabric placed directly on the overexcavated surface may help to bridge unstable areas. Structural fill is defined as any compacted fill placed under buildings, roadways, slabs, pavements, or any other load bearing areas. Structural fill under the slabs and footings should be placed in horizontal lifts and compacted to a minimum 95 percent of its maximum dry density in accordance with ASTM Test Designation D- 1557 -78 (Modified Proctor). The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. Earth Consultants, Inc. BE&C Engineers Boeing Support Services E- 2579 -23 July 10, 1992 Page 7 The on -site sandy silt, silty sand, and lean clay soils encountered below the sub -slab sand fill are moisture- sensitive. Additionally, these soils are not free draining, and should not be used as backfill behind any of the foundation walls. If the present moisture content of the soils can be maintained, these soils could be used for the minor amount of structural backfill anticipated for footing and utility trenches. - However, compaction will be difficult if the moisture content increases above present levels. Therefore, it may be necessary to use imported granular soil as structural fill if the moisture content increases. The moisture content can be reduced by aeration, or by intermixing cement to absorb excess moisture. Ideally, structural fill which is to be placed in wet weather should consist of a granular material with a maximum size of three inches and no more than 5 percent fines passing the No. 200 sieve. During dry ( weather, any compactible non - organic soil can be used as structural fill. Pewakering Since the proposed foundation will be placed approximately 5.4 feet below the highest level of existing ! . upper water table, dewatering of the excavation will be necessary. If the excavation is completed prior to dewatering, it is likely that the exposed sandy soils near the base of the proposed excavation will ( become unstable and fail due to the differential hydrostatic pressure head. We do not expect large volumes of groundwater to be encountered within the upper portion of the excavation. However, at a depth of ten (10) feet below the slab, the base of the excavation will consist of a saturated sand layer. The sand layer will likely flow heavily, become unstable, and "boil" due to the higher groundwater levels outside the excavation if not dewatered. The dewatering system should consist of wells placed around the perimeter of the foundation area to draw down the water level a minimum of two feet below the base of the excavation. Sump pumps placed within a small portion of the general excavation are not recommended as "boiling" of the excavation bottom may result. We suggest that "slug" tests be performed in Borings B -201 and B -202A. The tests will provide data for ! calculation of estimated soil permeabilities. These estimates can then be used by the dewatering contractor for preliminary design. The final design will be driven by the conditions actually encountered at the site. The design should allow flexibility so the system can be modified as necessary based on in -situ ground conditions. We would be available to evaluate the dewatering system designed by the dewatering contractor. With the excavation depth as planned, and the anticipated magnitude of drawdown (eight feet or less), the effect of dewatering on adjacent areas is anticipated to be minimal. Earth Consultants, Inc. BE&C Engineers Boeing Support Services E- 2579 -23 July 10, 1992 Page 8 Tempo Shoring The following information is provided solely as a service to our client. Under no circumstances should the information provided below be interpreted to mean ECI is assuming responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. As mentioned previously, an excavation depth of nine (9) feet is anticipated to achieve the proposed assembly equipment foundation subgrade elevation. To limit the amount of demolition to the existing slab and utility vault systems, it is unlikely that the excavation slopes will be laid back at safe angles using an open cut method according to the limits specified in local, state and federal safety regulations. The site soils are classified and Type C by OSHA, and as such, temporary cuts greater than four feet in height should be sloped at an inclination no steeper than 1.5H:1V. This recommendation assumes that the excavation area will be previously dewatered. We do not recommend the excavation be made without a dewatering system in place and functioning. If slopes of this inclination, or flatter, cannot be constructed, temporary shoring should be used. This shoring will help protect against slope or excavation collapse, and will provide protection to workmen in the excavation. We also recommend that all cut slopes be examined by Earth Consultants, Inc. during excavation to verify that conditions are as anticipated. Temporary shoring walls should be designed to resist lateral earth pressures imposed by the retained soils. Walls that are designed to yield can be designed to resist the lateral earth pressures imposed by an equivalent fluid with a unit weight of thirty-five (35) pounds per cubic foot (pcf). If walls are to be restrained at the top from free movement, they should be designed to resist an equivalent fluid with a unit weight fifty (50) pcf. These values are based on horizontal back ill and that surcharges due to the existing adjacent equipment, traffic, or other surcharge loads will not act on the walls. If such surcharges are to apply, they should be added to the above design lateral pressure. If the excavation area will not be dewatered prior to the shoring placement, and additional sixty-two and one -half (62.5) pcf should be added to account for the hydrostatic pressure. A passive earth pressure of four hundred fifty (450) pcf equivalent fluid pressure can be used. For soldier piles, the passive pressure may be assumed to act over twice the width of the soldier piles to resist lateral forces. Mobilization of full passive pressures assumes that the ground surface inside the excavation is horizontal for at least four times the depth of the steel plate or soldier pile penetration. ECI should be provided with a preliminary set of design drawings for temporary and permanent walls for review prior to the final design. Earth Consultants, Inc. BE&C Engineers Boeing Support Services E- 2579 -23 July 10, 1992 Page 9 Foundation Walls Permanent foundation walls may be designed using lateral earth pressures given for the temporary shoring. For calculating the base resistance to sliding, we recommend using a passive pressure equivalent to that exerted by a fluid having a density of three hundred fifty (450) pcf and a friction coefficient of 0.70. These are ultimate values, a factor of safety of 1.5 be applied. We recommend the portions of the track foundation walls which will be located at a depth of three feet below the existing slab surface should be provided with permanent drainage to reduce the potential for seepage into the track wells. Further protection for seepage could be provided by waterproofing the walls. If the temporary shoring walls will be used as a backform for the permanent poured concrete wall, geotextile drain mats such as Miramat, or equivalent, should be installed against the shored surface which faces the interior of the excavation. The drain mats will prevent hydrostatic pressures from building up behind the walls. The drain mats should extend to the base of the wall and connect to a drain pipe. Convention gravel drains may also be used as discussed below. Where conventional unshored foundation walls will be constructed, we assume that the walls will be backfllled with a minimum of twelve (12) inches of suitable free - draining material. Typically, wall backfill should consist of materials similar to structural fill. Wall backfill should have a maximum size of three inches, be organic free, and have a maximum of three percent fines (materials passing the No. 200 mesh sieve). Twenty -five (25) to seventy (70) percent of the particles should pass the No. 4 mesh sieve. A typical wall backfill detail is provided as Plate 6. Foundations Based on the results of our study, it is our opinion that adequate support for the assembly equipment would be provided by augercast pile foundations. We estimate approximately 1/4 -inch total post - construction settlement will occur with approximately 1/8 -inch differential settlement. The estimated differential settlements exceed the specified tolerance of 0.002 inch; however, as stated previously, determination of differential settlements to a precision of 0.002 inch is not practical or realistic due to variations in soil conditions. Earth Consultants, Inc. BE&C Engineers Boeing Support Services E- 2579 -23 July 10, 1992 Page 10 The pile settlements have been calculated based on the soil conditions encountered in Borings B-201 and B -203. It should be noted that soil is a non homogeneous material, and thus, variations in the estimated settlements between boring locations should be expected. The variability of the soil characteristics, combined with the limitations of soil sampling techniques, sample testing, and the geotechnical engineering methods available, do not allow for calculation of differential settlement to the necessary precision. Therefore, we recommend that pile load testing, or preloading of the pile foundation be completed as discussed below. To determine the true differential settlement response of the piles under the proposed loads will require in -situ pile load testing. Such testing generally consists of placing a number of piles to which a grade beam is attached. The grade beam is then used as a reaction member to jack against while loading the tested pile. Several piles (approximately 10 percent) are tested in this manner and the actual differential settlement can be calculated. However, this testing would have to be sophisticated enough to account for lengthening of the reaction piles, rebound of the tested pile, and would require very precise measuring equipment. The pile load testing will verify that the actual pile settlements, but the differential settlements will likely exceed the 0.002 inch differential settlement tolerance for the assembly equipment. As an alternative to pile load testing, production piles can be installed and "pre - loaded" to the required design load. The piles would then be monitored for the induced total and differential settlement which should be completed within the first week after the load is applied. This "pre - loading" should induce the majority of the settlement and reduce the amount of post - construction settlement further. If this "pre - loading" is performed, ECI should be contacted to provide specific recommendations for the operation, and to review the data obtained. If other equipment pads, or wall and column foundations are planned, conventional spread footing foundations may be utilized provided the settlements determined above are within the projects acceptable limits. Recommendation for both Conventional foundation and pile design are presented below. Conventional Spread Footings Conventional continuous and isolated spread footings may be supported on the competent sand structural fill, or medium dense to dense native sandy silt, silty sand and clay soils located below the existing fill. If soft conditions are encountered, over - excavation of the soft soils and replacement with structural fill should be determined by representative from this firm at the time of excavation. Earth Consultants, Inc. BE&C Engineers Boeing Support Services E- 2579 -23 July 10, 1992 Page 11 Structural fill placed under the footings should extend out from the edge of the footings a length equal to half the depth of the structural fill placed. Exterior footings should be bottomed at a minimum depth of eighteen (18) inches below the lowest adjacent outside grades. Interior footings may be bottomed at a depth of twelve (12) inches below the top of the slab. Footings bearing on structural fill or competent dense native soils may be designed for two thousand five hundred (2,500) pounds per square foot (psf), and a modulus of subgrade reaction of two hundred (200) pci. A one third increase in the above bearing pressures may be used when considering short-term seismic loads. For the above design criteria, it is anticipated that total post - construction settlements of footings founded as discussed above will be up to approximately 1/2 inch, with differential settlements of approximately 1/4 inch. Lateral forces may be resisted by friction between the foundations and the supporting compacted fill subgrade or by passive earth pressure on the buried portions of the foundations. For the latter, the foundations must be poured "neat" against the existing soil or backfilled with compacted fill meeting the requirements of structural fill. a coefficient of friction of 0.70 may be used between the foundation concrete and the supporting subgrade. The passive resistance of structural fill may be assumed to be equal to the pressure exerted by a fluid having a unit weight of four hundred and fifty (450) pounds per cubic foot (pcf). The above values are ultimate values, a factor of safety of 1.5 should be included in the lateral resistance calculations. En If piles are utilized to support the proposed assembly equipment, we recommend use of augercast piles rather than of driven piles. Augercast piles would avoid the risk of inducing ground settlement of the adjacent structures due to the vibrations associated with driving, and driven piles may not be feasible due to the dense site soils. We have provided an allowable vertical pile capacity for eighteen (18) inch diameter augercast piles. However, we would be available to provide vertical load capacities for other pile diameters as requested. If the piles are placed with a tip depth of thirty-five (35) feet below the existing slab surface, into the dense sand, silty sand, and silty gravel soils located below the compressible silts, an allowable vertical capacity of sixty (60) tons per pile may be assumed. An uplift tensional capacity of five (5) tons may be assumed. These capacities may be increased by one -third for short-term seismic loading conditions. The pile capacity can be increased by additional penetration into the bearing stratum, or by increasing the pile diameter. We can address these design considerations if required. Earth Consultants, Inc. BE&C Engineers Boeing Support Services E- 2579 -23 July 10, 1992 Page 12 Lateral pile capacity is generally governed by deflections at the top of the pile which is dependent on pile stiffness with respect to the surrounding soil conditions in the upper portion of the pile, the length of the pile, and the degree of fixity at the top of the pile. A value of ten (10) kips may be used for lateral pile capacity design. Given a ten (10) kip lateral load, maximum pile deflections are estimated to be 1/8 inch. Please refer to the attached pile deflection and moment data contained in Appendix C which may be used for pile structural reinforcement design. The passive resistance of soil against the pile supported assembly foundation can also be used to resist lateral forces. The passive resistance of compacted fill may be assumed to be equal to the pressure exerted by a fluid having a unit weight of four hundred and fifty (450) pcf. This passive resistance value is an ultimate value, a factor of safety of 1.5 should be used in lateral resistance calculations. If sufficient lateral support cannot be achieved by these means, batter piles may be used. Batter piles should be of similar size to vertical piles, and should be inclined no flatter than 1:5 (Horizontal:Vertical). ECI should be allowed to review final foundation plans to confirm the assumed lateral capacity. We estimate that total settlement of single augercast piles will be on the order of about 1/4 inch. Eighty (80) percent of this settlement should occur during the construction phase as the foundation dead loads are applied. The remaining post - construction settlements would be developed as the assembly machine loads are applied. We estimate that the differential settlements should be in the range of 1/8 inch. No reduction of pile capacity is required if the piles are installed on a center -to- center spacing of at least three pile diameters. The piles should be installed with continuous -flight hollow stem auger equipment. The pile grout should be place under a pressure of two hundred (200) pounds per square inch in order to ensure adequate bonding with the bearing soils. A positive grout pressure head should be maintained at all times to prevent caving and forming voided piles. This can be accomplished by directing the contractor to slow the auger withdrawal rate such than a column of grout is always maintained above the auger tip. As it is not possible to observe the completed pile below the ground, judgement and experience must be used as the basis for determining the acceptability of a pile. Therefore, we recommend that all piles be installed under the full-time observation of a representative of ECI. This will allow us to evaluate fully the contractor's operation, collect and interpret the installation data, and verify bearing stratum elevations. Furthermore, we will also understand the implications of variations from normal procedures with respect to the design criteria. The contractor's equipment and procedures should be reviewed by ECI before the start of construction. Earth Consultants, Inc. BE&C Engineers Boeing Support Services E- 2579 -23 July 10, 1992 Page 13 Slab -on -Grade Floors Slab -on -grade floors can be supported on the medium dense to dense native soil or compacted structural fill. Any fill or native soils disturbed by construction activity should either be recompacted or excavated and replaced with compacted structural fill or crushed rock. To avoid moisture build -up on the subgrade, the slab should be provided with a capillary break consisting of a minimum of four inches of free - draining sand and gravel. We also recommend that a vapor barrier, such as a 6-mil plastic membrane, be placed over the capillary break beneath the slab to reduce both water vapor transmission through the slab and the resultant moisture related damage to structures. Two to four inches of sand may be placed over the membrane for protection during construction, to aid in curing of the concrete, and to help prevent cement paste bleeding down into the underlying capillary break through joints or tears in the vapor barrier. If slab -on -grade floors are constructed below a depth of three feet beneath the existing slab surface, these slabs should be provided with sub -slab drainage. This drainage would prevent potential uplift forces from damaging the slab. We recommend that ECI provide a review of the new slab -on -grade locations and depths to determine if sub -slab drainage is necessary. Seismic Design Considerations The Puget Sound region is classified as Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Sound region have been subcrustal events, ranging in depth from 50 to 70 kilometers. Such deep events have exhibited no surface faulting. The UBC Earthquake regulations contain a static force procedure and a dynamic force procedure for design of base shear calculations. Based on the encountered soil conditions, it is our opinion that an S factor of 1.2 should be used for the static force procedure as outlined in section 2312(e) of the 1988 UBC. For the dynamic force procedure outlined in section 2312(f) of the 1988 UBC, the curve for rock and stiff soils (soil type 1) should be used on Figure 3, Normalized Response Spectra Shapes. Closure We appreciate this opportunity to have been of service to you during this initial phase of project development, and we look forward to working with you in future phases. Should you or your consultants have any questions about the content of this report, or if we can be of further assistance, please call. Earth Consultants, Inc. BE&C Engineers Boeing Support Services E- 2579 -23 July 10, 1992 Page 14 Additional Services LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing, engineering analyses, the design information you provided us, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from our boring. Soil and groundwater conditions may vary from those encountered. The nature and extent of variations may not become evident until construction. If variations then appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing before proceeding with the construction. We recommend that ECI be retained to perform a general review of the final design plans and specifications. This will allow us to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design plans and in the construction specifications. We also recommend that ECI be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We believe these services are critical to the satisfactory completion of this project. Because of the potentially sensitive nature of this site, the need to install temporary shoring and the moisture sensitive nature of the site soils, we do not accept any responsibility for the performance of the earthwork, drainage control measures, temporary shoring or foundations, if we are not retained to provide these services. Earth Consultants, Inc. 1.114. VERNIER WINES 99TH ST S 135TH ST Earth Consultants Inc. Georearucal Engineers, Geologists i to van,arual sck„LLsts C.- -- S BOND 2 ST Pro). No. 2579 -23 Drwn. GLS Date June '92 Checked AM Reference: King County / Map 33 By Thomas Brothers Maps Dated 1990 Vicinity Map Boeing Building 21 -05.1 Tukwila, Washington Date 6/30/92 Plate 1 Proj. No. 2579 -23 Drwn. GLS Date June '92 Checked AM Date 6/30/92 -i- ' TP -2 -6- ' B -101 LEGEND S. 125th STREET Approximate Location of ECI Boring, Proj. No. E- 2579 -23, June 1992 Approximate Location of ECI Boring, Proj. No. E- 2579 -13, Aug. 1988 Approximate Location of ECI Test Pit, Proj. No. E- 2579 -13, Aug. 1988 Existing Building Earth Consultants Inc. uruecrnlrnl Pioneers. Geologists & I rn liven nIal &insists S. 124th STREET A' -e- ' TP -7 IT -6- B -104 B -105 I - TP -5 B -203 Bldg. 21 -05.1 B -202A Il I B -20 IV" Job AreaT* I #4 1 I _I TP - _ r , -- - - - -� - - - - 1 -i- 'B -201 ___ Job Area Job Area Job _ Area #3 #2 #1 )3' B-106 Not -To -Scale Boring and Test Pit Location Plan Boeing Building 21 -05.1 Tukwila, Washington Plate 2 25 -I 1P GP 20 ML SM /ML Note: Cross sections A - A' & B - B' are taken from ECI report E- 2579-13, dated Aug. 1988. Since the issuence of the report, the surface elevations have changed due to the construction of the proposed building. The cross sections A - A' & B - B' do not accurately represent the current surface or subsurface conditions. 15 • Note: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual test pit locations and our judgement and experience. ECI cannot be responsible for the interpretation of this data by others. • ML /CL 0 Horizontal Scale 15 30 Vertical Scale 5 10 20ft. GM ML TP 60ft. Approximate E: Surface Constructlo Earth Consultat GeowchnIc 11 Enginrcis. GixIIOgtsss i {!WIRE Proj No. 2579 -23 Orwn. GLS 0 report E- re report, istruction B - B'do absurface • I represent The actual vere. They conditions and our ,able for the Gneueduikal Engineers. Geologists i tnvirorwi sual Scientists Proj No. 2579 -23 Drwn. GLS Date June '92 Cross Sections A - A' Boeing Building 21 -05.1 Tukwila, - Washington Date ' 6/30/92 Plato 0 TP GM ML ML /CL 15 Horizontal Scale 30 SPA, Vertical Scale 60ft. 5 10 20 ft. Approximate Existing Surface Elevation Surface Modified During Construction of Building 21 -05.1 '%Gx.:: 4 5,.,,• : + • • -. { ; ,i y <: •••,: Yom: SM /GM ML /SM SM /ML 1P - -25 i i i i i 0 i i i i a i i e B 30 Approximate Existing Surface Elevation Surface Modified During 25 Construction of Building 21 -05.1 S. 124th ST. 20 15 10 5 0 - 5 - 10 - 15 - 20 - - ! Note: Cross sections A - A' & B - B' are taken from ECI report E- 2579-13, dated Aug. 1988. Since the issuence of the report, the surface elevations have changed due to the construction of the proposed building. The cross sections A - A' & B -'B' do not accurately represent the current surface or subsurface conditions. North I_operty Line I IP - 4 7 GM ML - - - - - FILL - _-- _� - -�-- h f;.far4 <;•' ?;;f:i^ ,,_.,.,, •.. <:•:::. •,. +y;?'s %,v,'• ••�•,f • • 0 0 FILL ML • ••• - ? - - - -^ ------ rCL — Note: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring and test pit locations and our judgement and experience. ECI cannot be responsible for the interpretation of this data by others. . Horizontal Scale 15 5 30 Vertical Scale 10 60ft. 20ft. ML_ SM ML / SM Earth Consult core ln{cal Engineers. GeologWs Ps Pro) No. 2579 -23 Drwn. GLS ken from ECI report E- issuence of the report, due to the construction Ictions A - A' & B - 'B' do surface or subsurface _ GM North I P,roperty Line 11P4 J 0 FILL - -- ? FILL 0 cross section represent n soil types. The actual ial or more severe. They ie subsurface conditions and test pit locations and :annot be responsible for ars. Horizontal Scale 15 5 30 Vertical Scale 10 r - -r ? .m . ..• ±: :. ;i;•,.:�4• :.:••;u: 2 _ ML ---------------1 _ - - . - r - 61. ------- 60ft. 20 ft. 1P ML _ s • ,47' ).05rt >:1- Water Table • ML /SM ML /SM • _- _ ML _ 1P Earth Consultants Inc. G«nafxard Engineers. Gmiogibts • Knvtroomnn&& sck,ulstu Prod No. 2579 -23 Drwn. GLS Date June '92 _ -- - BUILDING 21 -05.1 Jab ArSea011' 2�3 (F.F. Elev. 15.1') SP FILL ML SP. ML SP 7/8/92 SM Medium Dense to Dense _ Very Dense - 15 Cross Section B - B' Boeing Building'21 -05.1 Tukwila, Washington Checked AM Date 6/30/92 Plate 4 C 25 — 20 — 15 — 10 -- 5 — o — -5 -- -10 — -15 iNorth Building Line B -20 I \ B -202 Job Area #4 __L 8 -105 B- 203 -- -N.. — - EILI.___ - - - -- - - -- SP/SM SM � CL 7/8/92 2 SM SP SP SP /SM f � SP GM SP SM . SM SM I — Medium Dense to Dense Very Dense F.F. Elev. 15.1' r — Note: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring locations and our judgement and experience. ECI cannot be responsible for the interpretations of this data by others. B -106 GMJSM r � � Proi No: 2579 -23 Earth Consult Geoirchnkal ►nglne as. Geoiogtms & I n%l MO Male IMMIM. 7/8/92 2 SM I Medium Dense to Dense SM Very Dense . atification lines shown on this cross section represent proximate boundaries between soil types. The actual ins may be either more gradual or more severe. They sed on our interpretation of the subsurface conditions itered at the individual boring locations and our lent and experience. ECI cannot be responsible for the stations of this data by others. C r 25 B -202A B-202 Job Area #4 B -106. - I F.F. Elev. 15.1' SPLSM_ __--- ------ f= _ 15 GMJSM 20 10 w -10 Z 0 5 0 -5 -15 Earth Consultants Inc. Crowd' Englnens. Gds & Emins mental Sdr t *s Proj No. 2579 - 23 Drwn. GI S Date June *92 0 0 Horizontal Scale 15 5 30 Vertical Scale 10 20ft. Cross Section C - C' Boeing Building 21 -05.1 Tukwila, Washington Checked AM Date ; `6/30/92 Plate 18 inch min. Free Draining Gravel NOTES n, • • It'• i . . . • 1 ft. min. • ±__ 1 ft. min. Compacted Subgrade SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Irnpervkws Sotl =fir i =lit= iu- ui. Excavated Slope Maximum Slope Depends on Soil Conditions. In No Case Should It be Steeper than 0.5 : 1 (H:V) Unclassified Backfill 90% Relative Compaction Perforated Pipe Wrapped with Filter Fabric 1 Inch minus Rock or Pea Gravel 1) Classified backfill should consist of granular soil having no more than 5 percent passing the #200 sieve and no particles greater than 4" in diameter. The percentage of particles passing the #4 sieve should be between 25 and 75 percent. 2) Unclassified backfill should be free of organics, clayey soils, debris and other deleterious materials. It should be placed at or below the optimum moisture content. For free - standing walls, weep holes may be used. Surround each weep hole with 3 cubic feet of 1' minus rock. RETAINING WALL DRAINAGE AND BACKFILL BOEING BUILDING 21 -05.1 EVERETT, WASHINGGTON INS WO WM lila bail Ina ail' 'isle a imisa OM II EMI NIS MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL DESCRIPTION Coarse Grained Soils More Than 60% Material Larger Than No. 200 Sieve Size Gravel And Gravelly Soils More Than 50% Coarse Fraction Retained On No. 4 Sieve Clean Gravels (little or no lines) ° • • ° . • PD o ° :°. ' ° 'O'° °°'O' GW gw Well - Graded Gravels. Gravel -Sand Mixtures, Little Or No Fines . :0 ::O : : 4 • a . ♦ . !. nip Sand Mixtures, Poorly Graded Gravels. Gravel- ixture Little Or No Fines Gravels With Fines ( appreciable amount of fines) I ) 0 !,I Ir • GM gm m Silty Gravels, Gravel - Sand - Silt Mixtures / ♦ ' GC 9C Clayey Gravels, Gravel- Sand - Clay Mixtures Sand And Sandy Soils More 'than 50% Coarse Fraction on Passi No. 4 Sieve Clean Sand (little or no fines) ° o° ° o o ° c, O e ° ° 0 ° p SW SW Well- Graded Sands, Gravelly Sands, Little Or No Fines • ••• t• - •' SP S p Poorly- Graded Sands, Gravelly Sands, Little Or No Fines Sands With Fines (appreciable amount of fines) . � SM S fTI Silty Sands, Sand - Silt Mixtures SC SC Clayey Sands, Sand - Clay Mixtures Fine Grained Solis More Than 50% Material Smaller Than No. 200 Sieve Size Silts And Liquid Limit Clays Less Than 50 /11/1111/111111 / ML rrt FpPPr Inorganic ds;Clayey Silts Sands, w/ Slight Plasticity Inorganic Clays OI Low To Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean 111111111111 1 II OL l Silt Clay IIt OI A Low O Pllast city — Silts And Liquid Limit Clays Greater Than 50 MH rtl inorganic Silts, Micaceous Or Diatomaceous Fire Sand Or Silty Soils � � � CH ( C h Inorganic Clays Of High Plasticity, Fat Clays. ��� ": "' %-'' - • — ". ` • •, -_ ,- , b ; OH o h PT pt anic Clays Of Pl city, O gamic Sil Medium To High Peat, Humus, Swamp Soils With High Organic Contents Highly Organic Soils Topsoil I ", ° :, ,• :"2: Humus And Duff Layer Fill ■�•j•�•�•j•�•�• Highly Variable Constituents i i s i i i i 1 i s i LEGEND Proj. N0, 2579-23 Date June 92 Plate Al The Discussion In The Text Of This Report Is Necessary For A Proper Understanding 01 The Nature Of The Material Presented In The Attached Logs Notes : Dual symbols are used to indicate borderline soil classification. Upper case letter symbols designate sample classifications based upon lab- oratory testing; lower case letter symbols designate classifications not verified by laboratory testing. I 2 SPLIT SPOON SAMPLER Tr 2.4 RING SAMPLER OR SHELBY TUBE SAMPLER P SAMPLER PUSHED '4 SAMPLE NOT RECOVERED 2 WATER LEVEL (DATE/ WATER OBSERVATION WELL Earth Consultants Inc. Caxwiw twiwul liI,yuwvrb. Caa *Ws & ljwlnrwiw1w.il Sek311&IS C TORVANE READING, tsf qu PENETROMETER READING, tsf W MOISTURE, percent of dry weight pcf DRY DENSITY, pounds per cubic ft. LL LIQUID LIMIT, percent PI PLASTIC INDEX BORING NO. B-20 Logged By AM Date 6 -19 -92 B 15.1' ± Graph US Soil Description Sample (N) Blows Ft ����OOC •• VPS ` • sp (8" concrete slab) FILL: Brown fine SAND, some gravel u u u u u u u 70 24 15 5 40 53 28 50/5" 50/3" 18.8 22.5 25.2 36.3 11.6 12.2 16.8 16.3 and silt, dense, dry S^ '`� • . :: ML sp • Gray sandy SILT, very dense, damp - moist, medium dense ____________ Gray fine SAND with silt, wet ML ml disturbed SPT by Shelby Tube attempt Gray SILT with sand, wet Gray SILT with sand, dense, wet __15 - 20 _ -- 25 - _ 30 - - ;: .; SM __— sp Gray 'silty SAND, medium dense, wet - -- -_ Gray fine SAND, very dense, wet no recovery Boring terminated at 33.5 feet below existing grade. Groundwater encountered at 10 feet during drilling. 2" PVC standpipe installed to 15 feet. Lower 10 ' feet slotted. Boring backfilled with cuttings and • bentonite. Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and Judgement. They are not necessarily representative 01 other times and locations. We cannot aceopt r sponsibllity for the use or MNrpntation by others 01 Intormatlon presented on this log. .. d* "Eft .44k ( 0� ` Y`$1 Earth Consultants Inc. MR/ 1dJ \Iii/ cm' ed"' iw gkroers, Geologists ahnvlruurK1IaI Scientists BORING LOG �e BOEING BUILDING 21 -05.1 TUKWILA, WASHINGTON Proj. No. 2579 -23 Drwn. GLS Date June' 92 Checked AM Date 6 -30 -92 • Plate A i i i 1 i i i i i I f i r 1 1 i i i i 1 i Logged By Date 6 -19 BORING NO AM 2 Elev. 15.1' --° -92 Graph p�i�V ��!y�o�� III CS S oil Description Depth Sample lNl Blows Ft. l%) s p - stn L (8" concrete slab) FILL: Brown fine SAND, some gravel - - - 5 47 46 11.8 ]0.1 an d silt, dense, dry _ SM Gray silty SAND with sandy SILT, dense, moist Obstruction, no further drilling progress possible. Boring terminated at 6.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with cuttings and concrete. Subsurface conditions depicted represent out observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and Judgement. They are not necessarily rspresont*16e of other times and locations. We cannot =opt responsibility for the use or interpretation by others of information presorted on this lop. ,p,� : IV y ai fl1: d1l_ ` J \1 �. Earth consultants Inc. eds t i a EnW� to tism BORING LOG BOEING BUILDING 21 -05.1 TUKWILA, WASHINGTON Fro). No, 2579 - 23 Drwn, GLS Date June' 92 Checked AM • Date 6 - 30 - 92 Plate A3 f i r 1 1 i i i i 1 i Logged Date By AM 7 -1 -92 - 2O2A BORING NO. B-202 Elev. 15.1'± Graph CS So il Description Depth Sample IN1 Blows Ft. � !►�0 . r- i i� I WAWA • .+. +� • iiiiiiii • sp FILL: Brown fine SAND, dense I II: 58 49 50/5" 8.3 10. 11.' SM • Brown silty SAND with gravel, very dense, damp • 7 -8 Q 5 10 sm Gray silty SAND with fine gravel, very dense, moist to wet Boring terminated at 13 feet below existing grade. Groundwater encountered at 12 feet during drilling. 2" PVC standpipe installed to 12.5 feet. Lower 5 feet slotted. Boring backfilled with sand and bentonite. Tot. • Subsurtece conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering teats. analysis, and Judgement, They are not necessarily repngrdativ, of other times and locations, We cannot =opt n.ponsibUny for the use or interpretation by others at Information presented on this log. dzP; a1� . .III `` ��'( l !y`y� • �il��� \I� / / \1V�� • Earth Consultants n 6 001 '"�� ns u sre,,a is c. BORING LOG BOEING BUILDING 21 TUKWILA, WASHINGTON Prof. No. 2579 -23 Drwn. GLS Dote July' 92 Checked AM • Date 7 Plate A4 I i i r i i 1 i i i i i i 1 i BORING NO. ! a3 Logged By AM Date 7 - 1 - 92 Bev. 15.1' ± Graph US CS Soil Description Sample (N) Blows Ft. W (0/) � * 40: gp FILL: Brown fine SAND, dense 16 42 37 59 51 50 5" / 50/6" 50/5" 50/3" 50/5" 29.8 11.8 18.4 10.5 14.9 8.7 10.2 8.3 18.3 12.3 LL =46 PL =23 PI =23 1" washed rock CL Gray silty lean CLAY, some sand, medium dense, moist .1 r ys ' •���: • • � •�" :'::' ,. - � • • "' : :; ' SM - -- sP —"'- SP- SM - -- sp GM sp Gray silty fine SAND with gravel, dense, damp ----- - - - - -- Gray fine SAND, dense, wet ----- - - -- -- Gray silty fine to medium SAND and fine SAND with silt, trace fine gravel, very dense, moist to wet -- Gray fine SAND with silt and some medium gravel, very dense, wet Gray silty GRAVEL with sand, very dense, wet Gray fine to medium SAND, trace silt, very dense, wet - —15 - - _-20 —25 - —30 . -1 LI U LI Li L-1 LJ LJ LJ j Gray silty SAND, trace fine gravel, ' -_ very dense, moist g ,�;I':� sm Boring terminated at 33.5 feet below existing grade. Groundwater encountered at 8 feet during drilling. 2" PVC standpipe installed to 33.5 feet. Lower 15 feet slotted. Boring backfilled with sand and bentonite. Subsurface conditions depicted represent our observations at the lime and location of this exploratory stole, modified by engineering tests, analysis, and judgement. They an not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Information presented on this log. /I nu • � I ' y � ll \ i dJ \ ; % Earth Consultants Inc. Gourctnlrnl Engineers. mlog s s Environmental Sc ens BORING LOG BOEING BUILDING 21 -05.1 TUKWI LA , WASHINGTON Proj. No. 2579-23 Drwn. GL Date July' 92 Checked AM Date 7 -8 -92 Plate A5 i i 1 i i i i i i 1 i BORING NO. 101 Logged By AM 8/20/88 ELEV. 731 Date Graph �S Soil Description Depth Sample (N) Blows Ft. (%) woe" ► ,4 • , • , • , • . ∎•.•.,.,•,•� V.•■•■• te" sin Black silty SAND, some medium gravel, damp, medium dense "fill" 5 10 5 8 li :I: 23/88 T 12 11 11 9 33 29 4G 75 6 18 20 12 15 23 20 25 qu= 2.25ts NNV.. ► •,•,••i ••• 0 ► •i 0 " " *•. 0�..,.,•, 1,�4,�,�,�.� . I►..... g t• . • . • . •. : . � i�.�.�.� . . ►.., : 1.40.444.4.4 ►a: .V. i mo . ,.�.,.,.,Q � � ML Gray sandy SILT, trace clay and gravel, damp to moist, medium dense Pieces of logs coming up in cuttings "fill" sm -- , sp , _.._ _ Gray -brown silty SAND, trace fine ravel and wood, moist to damp, medium •' ua = Eil "- - - -- •. Q-'_ Brown fine SAND, some silt, damp; loose "fill" - • • ,. sm - -. - Sp SM • Brown -gray mottled silty SAND, trace gravel, damp to moist, dense -- --- -r-..ft• -- -- Grayish -brown fine SAND, some silt, wet, . medium dense to dense Grayish brown fine SAND, some silt, wet, dense - becomes very dense 0 25 It 30 35 Continued ri .arth !i 1#.01 E EAST � Consultants Inc. ` � Geotechnical Engineering and Geology • BORING LOG MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON • Proj, No2579 -13 Date Sept' 88 Plate A6 i i i i i i i i i i i i i i i i l Logged Date BORING By AM NO. 101 ELEV.? 8/20/88 Graph cs Soil Description Dept Sample (N) IN? Blows (%) 2 • -n nw. - zw.�. • .•mw. _ Sp SM Grayish brown fine SAND, some silt, wet,_ very dense - 67 23 —5 { c Gray to gray -brown fine SAND, wet, very dense _ —50 = 70 22 Gray fine silty SAND, wet, very dense _ I 91 32 —55 ' Gray fine to medium SAND," some SILT, very dense .. - 69 21 - 91 21 r Boring terminated at 64 feet below existing grade. Groundwater encountered at 28 feet during drilling. 3/4" PVC standpipe installed to bottom of boring. Lower 10 feet slotted. Boring - • backfilled with cuttings and capped with concrete.and locking _. . - _...... monument. • Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and judp.nwm. They are not necessarily repr.s.mativs of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Information presented on this log. BORING LOG Earth ki,c1 . t � + , Consultants Inc. EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON A • Geotechnical Engineering and Geology Proj. No.2579 -13 Date Sept' 88 Plate A7 i i i i i i i l BORING NO. 102 Logged By Art ELEV 118"± Date 8/20/88 Graph . .. CS Soil Description of )h Sample (N) Blows Ft. (o%) • ►•• ❖• 044 44! ► ► ...tee �•�•••• •••••• 4•••• 1.x•••10.4 • ••N • .400.4040414 .40.040 .040 •••• •' • •••• . * ❖. 0:4• ► * • • i ►•.•4• ►� 141.0•• ►.•0•;• ∎4;�� 4 '•••••••••Q 4 sm - -- M,. - — M L . • • am .— sp Black silt SAND, some gravel, trace Y g black glassy material, dry, medium dense "fill" -- --- - - - - -- Gray -blue sandy SILT, trace wood chunks, moist, medium dense "fill" Black silty SAND, trace gravel and Y g green fine SAND, moist, medium dense "fill" — Black sandy SILT, trace gravel and organics, damp to moist, loose "fill" Black to brown silty SAND, trace lass Y glassy material and wood fragments, damp to moist, loose "fill" . ------ - - - - -- Tan fine SAND, trace silt, dry to damp, dense 5 5 2 0 25 -30 :I: Z 11 13 14 8 6 7 48 11 19 18 2 0 20 20 8 • • , 4�. * 4 1 4 1.4 '••••+•+•••� � • � • •∎ ••••••• •••••••• " ••••• .0 •• • • •• • • • • • 4 . .0.0.00.•• 0 ••• M004 4••••• • 0 • • • • • • • • • • 4 0 Conti nued_ . .._._�__ .. • • . -• ( � (0# Earth Consultants Inc. • Geotechnical Engineering and Geology • f - BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No2579 -13 Date Sept'88 Piate A8 i i i i i i i i i i i i i Logged Date By 8/20/88 BORING AM NO. 102 ELEV. 118'± Graph CS S oil Description �ft.) Sample (N) Blows Ft. ( %) sp Gray fine SAND and silty SAND :. . sm damp, medium dense :I: 30 16 ::,'• -------- - - - - -- 40 ;;;• sin Brown silty fine SAND with thin silt y lenses, moist, dense I 31 19 45 sp Gray fine SAND, damp, dense 48 8 :I: 50 Z 43 8 :• 55 i'•••••••:::.• : ... 53 8 "' Boring terminated at 59 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with cuttings and bentonite cap. Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering test, analysis, and , judgement. They are not necessarily rspr.s.Mative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of • . . inlorrnaion pras.nted on this log. • " BORING LOG 1 f p . ( ‘ • Earth EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON ‘ • . Consultants Inc. • Engineering nd Geology gY Proj. No.2579 -13 Date Sept' 88 Plate A9 I i i i 1 .. i i i I i f BORING NO. 103 Logged By AM ELEV 32 Date 8/21/88 Graph CS Soil Description D ( fp� h Sample (N) Blows Ft. (a 44•:*****: da 4 sm Brown gravelly silty SAND changes to black silty SAND, dry, loose r- r 5 - - - 4 -10 8 -23- 5 11 20 32 36 47 21 15 17 17 20 12 qu= 2.0tsf .:07 ►..� OyVVO ∎`■••, ML — _ sm Black -brown gray mottled sandy SILT, �i.ot., — 1Q.Pap_'f,.1J._ _— Brown silty SAND, some fine to medium gravel, wet, medium dense 90. . o .0. .1: o o • O • • • !!!!!.v.0.2.V o • oo «���•�; �'�• SW SM sw sm sm Brown fine to medium SAND, some silt, trace gravel, wet, medium dense Brown fine to medium SAND, some silt, some gravel, wet, dense Brown -gray fine silty SAND and gravel, wet, dense Gray fine to medium SAND, some gravel, some silt, wet, dense _ - _ —20 _ — 25 - - Boring terminated at 29 feet below existing grade. Groundwater encountered at 10.5 feet - during drilling. 3/4" PVC standpipe installed to bottom of boring. Lower 15 feet slotted. Boring backfilled with cuttings and concrete and capped with locking monument. Subsurface conditions depleted represent our observations at the time and location of this expbrnory hole, modified by engineering tests, analysis, and judgement. They are not necessarily rspnseMatire of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Intorrnatton presented on this log. • c i ;j. . Earth ' Consultants Inc. • Geotechnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON — Proj. No2579 -13 Date Sept' 88 Plate A10 I i i i f i i i i r i 1 i i i i i 1 i Logged By Date 8/22/88 BORING AN NO. 104 . ELEV. 21I± Graph CS So il Description Depth Sample (N) Blows Ft. (W) l � �%o�% ' 2.... � ..... sm gm Brown silty SAND and GRAVEL, dry, dense Layer of fabric at 2 feet "fill" .- - - I 8 20 ML. Black sandy SILT, some gravel, moist, - loose — 5 Black sandy SILT, some organics, trace gravel, moist to wet, very loose - II: 2 133 pt Brown fiberous PEAT, wet, soft —10 3m. sm Black -brown sitly SAND, some wood fibers._ and fiberous peat, wet, loose - I 23 36 . ml _ ^ _ Gray SILT, trace clay and sand, damp, —15 very stiff _ s _ ^ qu= 3.Otsf • sm • _, .... ..SPA SM w:.. '. sp ^ Gray silty fine SAND, wet, dense 32 16 • = 20 Gray fine SAND, and silty SAND, some - silt, wet, medium dense —25 21 24 . _ Gray. fine SAND, some silt, wet, very 64 23 dense I - T 50/5" 24 ......_:__. Boring terminated at 34 feet below existing grade. Groundwater __encountered at 7 feet during drilling... . - - • Subsurface conditions d.pkud represent our observations at the time and location of this.xplorstory hole, modified by .ngineering tests, analysis, and judgement. They are not necessarily representative of Other times and locations. We cannot accept re ponslbiiny for the use or interpretation by others of intimation presented on this log. -• • BORING LOG EAST MARGINAL WAY CORPORATE PARK ` /0 . • Earth Consultants Inc. KING COUNTY, WASHINGTON '• Geotechnical Engineering and Geology Proj. No.2579 -13 Date Sept' 88 Plate All • i 1 i i i i i 1 i BORING NO. 105 Logged By AM ELEV 20t Date 8/22/88 Graph US DS Soil Description Samp (N) Blows Ft. w ( /o) . i ���.�.■.�� ���� • •' ••'��::�•�':: Ill •••••• :�: •;.,, % ml Black sandy SILT, trace organics, moist, loose "fill" uuu_ L, u li 10 14 17 44 57 50/4" 50/4 20 20 8 13 12 qu= 2.Otsf _? SM sp sp Gray sandy 51L'r, trace�ay, slightly m��tdiiun dense - S - 0 - - __].5 --20 _ _ �lasta.c,- Gray -brown mottled silty fine SAND, trace clay, moist, medium dense Gray SAND, some silt, some fine to medium gravel, wet, dense Gray fine SAND, some silt, wet, very dense • Gray fine to medium SAND and GRAVEL, trace silt, wet, very dense Boring terminated at 24 feet below existing grade. Groundwater encountered at 8 feet during drilling. Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and Judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Intonation presented on this log. • . Earth Consultants Inc. Geottechnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK " KING COUNTY, WASHINGTON Proj. No. -13 Date Sept' 88 Iate "Al2 I r i r i r i i i i i i i BORING NC D6 Logged By AM ELEV 28'± Date 8/22/88 , Graph CS Soil Description Depth Sample (N) Blows ( o 1 ►••• ML 0•••••••• ••�•�•�•�•� • VOW'. ••••••. *� •••••♦ ► • • � • • • e .• • • • � Me o Gray-brown sandy SILT, trace gravel, Y Y r sand, and clay, slightly plastic, moist,` medium dense "fill" 5 - --10 _ —15 L_1 U U 1-1 16 15 17 50/3" 50/2" 26 23 12 4 qu= 2.75tsf qu= 2.5 is f %-: • ': :: 0 , ' ,. sp _ _ , gm sm Gray fine SAND, some fine gravel, wet, medium dense Gray silty GRAVEL and SAND, wet, very dense • Boring terminated at 16 feet below existing grade. Groundwater encountered at 8 feet during drilling. Boring backfilled with bentonite slurry. • • Subsurface conditions depicted represent ow observations at the time and location of this exploratory hole, modified by engineering tuts, analysis, and •' Judgement They are not nacesurity representative of other times and locat ions. We cannot accept responsibility for the use or interpretaticn by others of • Inlomuttion presented on this log. -• ." 0 ��. �1 f` J V . • tnarstittants `, Inc. Geotechnical Engineering and Geology • BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY , WASHINGTON Proj. No.2579 -13 Date Sept' 88 Plate A13 i i i i I i i i i i i i i BORING NC )7 . Logged By ELEV. 29' Date 8/23/88 Graph CS Soil Description Depth Sample (N) Blows Ft. (,W) �•.. • • '• • h ml Black sandy SILT, some organics, moist, loose "fill" u u u u tJ u t__._1 �J 3 38 40 30 37 22 50/4" 70 66 18 13 27 32 16 23 qu= 1.5tsf '� L �„ z 1Y.Y.VJJ •. I �I 1 I I I 1 I Brown s SILT and wood fragments, we , V a o s_e— __ — — Gray sandy SILT, wet, dense Gray silty SAND and fine GRAVEL, wet dense ---15 :.i ce • 1 Gray sandy SILT trace clay, wet, dense Gray coarse SAND, some fine gravel, wet 20 _`25 - - —30 I` M K ... •J Gray sandy SILT, trace clay, moist, medium dense. _ _ _ _ _ Gray silty SAND, some fine gravel, wet, very'dense Boring terminated at 34.5 feet below existing grade. Groundwater encountered at 3 feet during drilling. Boring backfilled with bentonite slurry. • Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tans, analysis, and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. »i / �+ :. ! ��� �� Consultants Inc. Geotechnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No.2579 -13 iDate Sept' 88 I Plate Al4 i i i i i i e Depth t) 0 5 10 15 20 Logged B AM Date 8/4/88 USCS TEST PIT NO. Soil Description Elev. 24 '± W (%) SM ml sm ml sm Brown silty SAND, some gravel, moist, dense "fill" Black sandy SILT with roots and wood pieces, moist, loose (fill) Brown silty SAND to sandy SILT, trace gravel, moist to wet, medium dense Brown silty SAND, some gravel, moist, medium dense to dense Test pit terminated at 17 feet below existing grade. No groundwater seepage encountered during excavation. 7 33 19 16 14 ■ . Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by enginesfng teats, analysis, and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Inlomuttion presented on this log. Earth Consultants Inc. Geotechnical Engineering and Geology TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No. 2579 - 13 Plate A15 Depth (ft) 0 Lowed By — Date 8 /4/88 USCS AM TEST PIT NO. Soil Description Elev. W (%) sp ml sm sin pt Brown SAND, some silt, damp, medium dense (fill) Black sandy SILT with organics, moist, loose Brown mottled silty SAND, moist, loose to medium dense Gray silty SAND, wet, medium dense Brown fiberous PEAT, moist, soft Brown silty SAND, moist, medium dense to dense Test pit terminated at 14 feet below existing grade. Groundwater seepage encountered at 6 feet during excavation. 5 24 23 20 5 10 15 20 Subsurface conditions depicted represent our observations at the time and location of this .xptorstory hole, modified by engineering tem. analysis, and Judgement. They are not necessarily r.pres.mmrve of other times and locations. We cannot accept responsibility for the use or irn.rpr trtion by others of Information presented on this log. Earth Consultants Inc. Geotechnical Engineering and Geology TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No.2579 -13 Date Sept'88 Plate A16 i i Depth (ft.) 0 5 10 .1 _15 -- 20 Logged B Ars D 8/4/88 USCS sm sm Brown silty SAND with gravel, damp, loose Brown mottled silty SAND, moist, medium dense - becomes medium dense to dense Gray silty SAND, wet, medium dense to dense . Test pit terminated at 15 feet below existing grade ; • -. . i ' Groundwater seepage encountered at 7 feet during. • excavation. 11 12 d 22 25 24 _ . Subsurface candltions depict.d represent our obssrvations a the tirne and tocaion of this exploratory hole, modified by engineering tests, analysis. and Judgement. They are not necessarily represemane of other times and locations. We cannot accept responsibility tor the use or imerpretation by others of intormstlon presented on this log._ „ Earth Consultants Inc. Geotechnical Engineering and Geology TEST PIT NO. .a_ Soil Description Elev. 34'1 W (%) TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No2579 -13 Date Sept' 88 Plate A17 i i i l" s Depth (ft.) 0 10 - 15 — 2O— Logged By AM Date 8/4/88 oMo ONNI USCS gm sp Pt sp Pt ch •- TEST PIT NO. Soil Description Brown sandy GRAVEL and SILT, damp, dense Black sandy SILT with organics, damp, loose, wood pieces, styrofoam chunks "fill" (old ground surface matted grass at 4 feet) Gray -blue SAND, wet, loose Black -brown fiberous PEAT, wet, soft Gray SAND, wet, loose to medium dense Black -brown fiberous PEAT, wet, soft drayy silty CLAY, trace sans, moist, medium stiff, highly plastic • Gray, sandy SILT, moist to wet, medium dense C Gray -blue sandy CLAY, moist, medium stiff, slightly 27 LL =27 rl acti r -•i Test pit terminated at 18 feet below existing grade. Ground - ..water seepage encountered at 6 feet during excavation. • Earth COnsultants Inc. Geotechnical Engineering and Geology Elev. 21 '± _ W (%) 7 25 34 95 36 25 P1 =27 LL =50 P1 =12 . _._ Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and ludgemenl. They an not necessarily representative ci other times and locations. We cannot accept respo sibiliry for the use or urlerpretatbn by others of - Information presented on this log. . TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No2579 -13 Date Sept' 88 Plate A18 i i i 1 Depth MM.) 5 10 -- -- 20 Logged By AM Date 8/4/88 USCS MIN pt ml ml sin Black sandy SILT with organics, damp, loose Gray silty SAND, moist, loose Black -brown fiberous PEAT, wet, soft Gray -blue clayey SILT, wet, medium dense Brown -gray mottled sandy SILT, trace gravel, moist, medium dense to dense Gray silty SAND, wet, medium dense to dense �• - .... Test pit terminated at 13 feet below existing grade. Groundwater seepage encountered at 6 feet during - • --.excavation. 31 27 295 4 28 17 18 . ... Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering teats, analysis, and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Information presented on this log. Earth Consultants Inc. Geotechnical Engineering and Geology TEST PIT NO. Soil Description TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No.2579 -13 Elev. 20 W (%) Plate A19 --- ml Black sandy SILT with organics, moist, loose 35 - Heavy seepage at 4 feet ML Gray -brown sandy SILT, moist, medium dense to 30 - dense - Some weathered cobbles — 19 _ 30 _ ml Gray clayey SILT with sandy, moist, dense 35 - N. 1.:-Y.::::: sp cl Gray SAND with silt and clayey silt lenses, moist, dense 21 Test pit terminated at 15 feet below existing grade. - Groundwater seepage encountered at 4 feet during "excavation. i I 0 s i i Date Depth ( 0 ) 5 10 .. 15 20 Logged By .B M ._. R /4 /RR U TEST PIT NO. .6_ Soil Description Elev. 231:17 W ( %) ... Subsurface conditions depicted represent our observations It the time and location of this exploratory hole, modified by engineering tarts, analysis, and judgement, They am not necessarily representatrvs of other times and locations. We cannot accept responsibility for the use or interpretation by others of Information presented on this log. Earth Consultants Inc. Geotechnical Engineering and Geology TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No.2579 -13 Date Sept' 88 Depth (ft.) 0 10 15 w. -• 20 Logged By AM Date 8/4/88 U S C S Earth Consultants Inc. Geotecianical Engineering and Geology TEST PIT NO..1_ Soil Description Elev. 208 W (%) ml Brown silty SAND and GRAVEL, dry to damp, medium dense "fill" Black sandy SILT with organics, damp, loose Brown -gray sandy SILT and silty SAND, damp, loose to medium dense Brown fiberous PEAT, moist, soft Gray -brown mottled silty SAND and sandy SILT, moist to wet, medium dense Gray silty SAND, damp, dense Test pit terminated at 14 feet below existing grade. .::_.:Groundwater seepage encountered at 7 feet during :excavation. S ubeurtace conditions depicted represent our observations at the time and location ot this exploratory hob, modified by engineering tests, analysis. and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or imerpreurion by others of information preserved on this log. TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No2579 -13 Date Sept' 88 Plate A■21 i i i • Depth (ft.) 0 5 --: 10 15 Logged By AM Date R /a /Rg -1. USCS ml Jm pt sm ml sm ml sm TEST PIT NO. __a_ Soil Description Black sandy SILT with organics Gray -blue silty SAND, moist, loose Brown fiberous PEAT, wet, soft Gray -blue silty SAND to sandy SILT, moist to wet, medium dense Brown silty SAND and sandy SILT, moist, medium dense Gray -blue silty SAND grading to sandy GRAVEL with silt, wet, medium dense to dense Heavy seepage at 14 feet Elev. 20 (%) 26 81 24 .Q 19 8 Test pit terminated at 15.5 feet below existing grade. Groundwater seepage encountered at 6 feet during : excavation. Subsurface conditions OeplCted represent our observations at the time and location of this exploratory hole, modified by.npineennp tests, analysis, and Iudp.m.nt, They am not necessarily representative of other times and locations. W. cannot accept responsibility for the use or mt.rpretation by others of bdonnatton presented on this log. Earth Consultants Inc. Geotechnical Engineering and Geology TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No2579 -13 Date Sept' 88 Plate A22 {X < ^. :U Z ❑ ^ X J Iasi Imo MEI ling falai MO MO inol him' WM lila kiwi bind MO Min; Mil EMI NM MN x ►-3 tri rf H H d r z xG) H z 01-1 H 1 00 Z • 100 90 80 m 33 m 70 Z --I TI 60 Z m 50 w 40 m G) —4 30 20 10 N SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD ^+� v N m N m � � NO O O O CD ep M N r r r c7 �n IC 1 I I I I I 0 0 0 00 0 0 0 0 0 0 O m tD V M N M N 0 0 Boring or KEY Test Pit No. B -201 B -201 B -201 DEPTH USCS (ft.) MT. 2.5 5 11 SIEVE ANALYSIS O m CD M N FINE COARSE MEDIUM O CD V C N .- O O 0 0 O GRAIN SIZE IN MILLIMETERS • • • • SAND Gray SILT Gray SILT with sand Gray SILT DESCRIPTION HYDROMETER ANALYSIS GRAIN SIZE IN MM CO CO 0 0 0 0 0• O O O00 O 0 0 0 88 O 0 0 O O O FINES Moisture Content (%) 18.8 22.5 36.3 10 20 30 40 50 60 70 80 90 100 O O LL PL SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH. U.S. STANDARD N a� a m ^ e! CO N M 7 SIB p 0 CO loo tt rf N : r- 1- c} c,. > 90 80 70 60 50 40 30 20 10 I I II 11 [0 1111 I 1 I I 111 1 0 O 0 M N I COBBLES I COARSE I FINE I COARSE I MEDIUM I FINE GRAVEL SAND FINES i O KEY O CD C D N Boring or Test Pit No. B -201 B -201 B -202 B -202 DEPTH (ft.) 18.5 22.5 2.5 5 SIEVE ANALYSIS o a w ) N r o? fC a f') N r o0 GRAIN SIZE IN MILLIMETERS • USCS SM SM SM SM DESCRIPTION Gray silty SAND with gravel Gray silty SAND Gray silty SAND Gray silty SAND with gravel 1 HYDROMETER ANALYSIS 1 GRAIN SIZE IN MM C O O O O 0 O 0 . CO 0 0 O o O b p CCC O 0 0 o 0 0 0 O 0 0 0 0 O O O o 0 0 Moisture Content (%) LL 10 20 30 40 50 60 70 80 90 100 0 0 PL SIZE OF OPENING IN INCHES Boring or DEPTH Test Pit No. (ft.) B -202A 2.5 SM B -202A 7.5 SM B -203 5.0 SM SIEVE ANALYSIS NUMBER OF MESH PER INCH. U.S. STANDARD DESCRIPTION Gray silty SAND with gravel Gray silty SAND Gray silty SAND HYDROMETER ANALYSIS GRAIN SIZE IN MM Moisture Content ( %) 0 H Ltzj N z H ti H r >1-1 a)z G) H "z' H I 00 z ut i-* N 100 90 80 70 60 50 40 30 20 10 0 O O M N ID 'it c' N e� r r M . N M O 0310 Q M N O CO to � p 0p O F. N C ) ? IA O tt) 0 N CD O O N c M N .- to iD M N - O O O O O GRAIN SIZE IN MILLIMETERS ro to r O O O0 0 1 1 II 1 I I 1 I III Ni N N • 1 ti NN\ II_11 1 I 1 1 L I O O O O O O • 0 0 0 0 0 I COBBLES 1 COARSE j FINE COARSE ( MEDIUM I FINE 1111 GRAVEL SAND FINES 8.3 10.5 11.8 N 0 O 10 20 30 40 50 60 70 80 90 100 O 0 PL O 2 O N cn w w 0 )•3 L C H H H 'SJ • H xG) Z n) )-3 I O 0 Z n i••H 100 90 80 - m • 70 2 - 11 60 Z m • 50 CO 40 m G) _ 30 20 10 N 0 O O o 0 N KEY SIZE OF OPENING IN INCHES I N to vt NI N 000 e .- 0 C O W C M N Boring or 1 DEPTH Test Pit No. (ft.) B -203 B -203 B -203 SIEVE ANALYSIS 12.5 17.5 22.5 US CS SP -SM GM GM NUMBER OF MESH PER INCH. U.S. STANDARD CO O p 0 0 0 st 00 m o O r- I- O 0 w sltri N e- W tD a C7 N - O O GRAIN SIZE IN MILLIMETERS DESCRIPTION Gray silty GRAVEL with sand o Q o 0 0 0 Gray poorly graded SAND with silt and gravel Gray silty GRAVEL with sand HYDROMETER ANALYSIS O o O O GRAIN SIZE IN MM ,.. 0 0 0 0 0 000 0 0 0 I( II I I J i l l 1, I I 11 . � III I I IIII 0 0 0 S O O 0 o O o 0 COBBLES ! COARSE I FINE LLL 1111 GRAVEL I COARSE I MEDIUM I FINE SAND FINES Moisture Content ( %) 14.9 10.2 8.3 IL 10 20 m 30 C C) ) in 2 40 —� n 0 50 m 60 0, 70 0 80 -4 90 100 O 0 PL tr+ t,j In H z � G7 a n z O • r K E n • O m H O O Pi ro 100 90 80 m m 70 — I '11 60 Z m 70 50 w 40 G) 30 20 10 0 o 0 O O C') N KEY O O tD R N N Boring or Test Pit No. DEPTH (ft 7.5 27.5 42.5 SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD N N° < m N m v 0 tD O O O 00 Op p co a M N ,_ O O O O O 0 r.` M N �.- �N c7 N C7 d in CO .- N O O O O p O O O O O E '!•• 8 _— ME■IIWNINI MR NM INNEN n1� 1_1I I_ Ii mii anu - -- -� /tea■ / ����t��t4�■ �/ i■ 1111 . 1 I "' pill II II I I III I I_ I IIIIII 1 1 1111 0 CO tD Ir- USCS SP -SM SP -SM Q C') N .- [O tD C) N r. O O GRAIN SIZE IN MILLIMETERS DESCRIPTION sandy SILT poorly graded SAND with silt poorly graded SAND with some silt HYDROMETER ANALYSIS 0 0 N 0 GRAIN SIZE IN MM 0 0 0 O O 0 0 O 0 18 23 23 N 0 0 I COBBLES COARSE I FINE ( COARSE I MEDIUM I FINE GRAVEL + SAND FINES Moisture Content 1%) LL 10 20 30 40 50 60 70 80 90 100 O O PL K M lu pa Pt -0 ft bEID n 2. cn • fit n • joi a o �• 100 90 80 m m 70 Z - 11 60 m 50 W 40 m_ G) 30 20 10 SIZE OF OPENING IN INCHES Q NUMBER OF MESH PER INCH. U.S. STANDARD N V 1' co N t e-• m '7 D T M N ;. r- ri v5 O o 0 M N KEY O CO ( M N Boring or Test Pit No. B -102 B -102 B -102 DEPTH (Tt.) 7.5 17.5 32.5 SIEVE ANALYSIS 0 M (O Cl N USCS 0 O to 0 0 c') t! 00 m W 0 1111 I I T I S !WTI I I 1 ` .. e- CO (O ? Cl N e- O O GRAIN SIZE IN MILLIMETERS O 0 0 0 HYDROMETER ANALYSIS GRAIN SIZE IN MM N 0 0 0 co to g 0 O O O 0 0 0 0 0 O O N 0 0 0 0 0 O O 0 L COBBLES COARSE I FINE I COARSE I MEDIUM ' FINE GRAVEL SAND FINES DESCRIPTION ML sandy SILT ML sandy SILT SP — SM poorly graded SAND with silt Moisture Content (%) 19 20 8 0 '0 LL 10 20 30 40 50 60 70 80 90 100 O O PL F-� rn 's7 rt 0, co .va m t� t In H H z7cI G) O H 0 z O rC � o T x H t3 H ztri 100 90 80 70 60 50 40 30 20 10 0 N T N it I I 1 ( ( III D II I I II I ! I I II I II_ o 0 M N KEY SIZE OF OPENING IN INCHES I to d c) N o W 0 tD .1 o Cl N IIII COBBLES ! COARSE E FINE GRAVEL I COARSE I MEDIUM j FINE SAND FINES Boring or Test Pit No. B -103 B -103 B -104 d C3 N • DEPTH (ft.) 2.5 12.5 7.5 SIEVE ANALYSIS O CO tD USCS SW -SM NUMBER OF MESH PER INCH. U.S. STANDARD 4:' N 2? tom sandy SILT O C 'Q M N ." CO t0 el N �' O O O O N GRAIN SIZE IN MILLIMETERS • • • • DESCRIPTION well graded SAND with silt sandy SILT N O O O HYDROMETER ANALYSIS GRAIN SIZE IN MM o0 00 0 150.0. O O O 0 0 0 ' 0 0 0 0 0 0 0 0 Moisture Content ( %) 21 17 133 O 0 100 0 0 LL '0 10 20 30 40 50 60 70 80 90 PL 7 IV P g fie ted fp 3. � 7 a ei ja G • t+1 cn z 7o 0 0 H C H > K n 0 t0 ro lame MVO N 100 90 80 70 60 50 40 30 20 10 0 SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH. U.S. STANDARD N a v m N CO ID V M N r r c] t7 'd E1 II I I I t. ClI I 1 t) I I I I ICI I iii II I O O 0 0 t ? M N (7 N KEY Boring or Test Pit No. B -104 B -104 B -105 DEPTH (ft.) 12.5 22.5 5.0 SIEVE ANALYSIS O CO ID USCS SM SP -SM SM p 0 O0 N c at S a W tt (7 N r W tD Tt M N GRAIN SIZE IN MILLIMETERS DESCRIPTION silty SAND with gravel poorly graded SAND with silt silty SAND °0 0 Cl 0 •• 00 ID . 0 0 HYDROMETER ANALYSIS O O GRAIN SIZE IN MM 0 0 8 0 .60.0. 0 0 36 24 19 0 O 0 0 0 0 0 0 0 0 o 0 o Moisture Content ( %) 0 O COBBLES I COARSE I FINE I COARSE I MEDIUM I FINE GRAVEL SAND FINES 100 O 0 LL 0 10 20 30 40 50 60 70 80 90 n e C tTi lu (n Pt V EinAW 5.3 as r it p vs 7 a o 8 3 ct ■ » :c =. Jo■ Noaali= NMI ai stow= �ala..r.. .aaa.. oinolo a. •aaMa. IIIMMa1111 aar.-w. ■ a.� aa■..L7.aaa.ta . ..� ■aai.i.'Z.7 �� aaal ■aa. 1■aIN ow ■EMa.�1�.i _•1 tea..■ man= ■ u ic...aaaa�ala..a a...aa. ate. aal�aa�►rlaaaaaeal a = NI mum ism ■ ■\7a...a. ROM lo= / ■a\ \.■...Mi /ia. ■ llaIAT� mow= MI S.aafa.a�� ■a.1.a. ..�ll. ■.aloa. ■.a...� ■aa�a. I.aa�.■ ■..a.a. a..�.. la =Ma wi awnings ■aa.a.aaa■a. ■al.a. �..■■.a aa..a1111 ■ ■la�.. taa..a■ ■ aaa.a.l.a■■■I. a_aii= a ■ a a a l a ■ a a • • a • rI --- I ■a.ata� alal..a : +� �.../. �...aa! AMU= ■mbo: ���■aalaaaa.Non maw a..a�al_.a_a =aaa.. ■■al= a.aaa..I MMIN■aa l.a aaa ■a..a ■ wtra•�a =1111 Ma..■/ a MIL MINN Man= aIM1..■■•• I■a.a. ■■mir71bou Im am= ■.. `.1 1 aa.INN III a1131•11111 NM MOM aa..ai•� MU= ■a.a■aa - Mill Mom .U.■ alai= NUM -a- -a.a. Immus a..— aa: E ICCaa ...a■ smut l..a■ ■...■ ■...a EMU NUM .a■ luau MOM M� .■■ MEW %u MEM Ulna Man Ma. opium ■ NMI Wan ' „al. luau '..a■ ... = a iii■■ • ■a. ■a■ L .... I..a p.aa ...a■ MINN li..a■ MINN MIME ■.... MI�I n ■a■ MIME 100 90 70 60 50 40 20 10 N o o N N CD KEY SIZE OF OPENING IN INCHES M N y N - . e - N to O O W m v c N COBBLES I COARSE l FINE GRAVEL Boring or Test Pit No. B -106 B -107 B -107 K�rD N 1 DEPTH Jt.) 5.0 5.5 18.0 SIEVE ANALYSIS 0 CO ED 7 C) N r W tD at CI N "_ CD tD GRAIN SIZE IN MILLIMETERS o 0 USCS NUMBER OF MESH PER INCH. U.S. STANDARD O tD N 0 Q 00 O I COARSE i MEDIUM I FINE SAND sandy SILT sandy SILT with gravel SILT DESCRIPTION 00 to Tt O7 N N O O 0 0 HYDROMETER ANALYSIS C) N 0 0 GRAIN SIZE IN MM O O O 0 s 0 0 0 0 0 0 0 0 'Cr 0 0 00 0 00 FINES Moisture Content (%) 23 18 27 i LL 10 20 30 40 50 60 70 80 90 700 0 0 PL • ® m goo Finn 3 tR fit • to H H z � O z 0 C H K K E t7 H 0 ► H 0 • ro 100 90 80 70 60 50 40 30 20 10 O o 0 0 KEY SIEVE ANALYSIS SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH. U.S. STANDARD N N -Zr a m N m t0 tt M N .- '- e- t7 ui t7 0 0 0 V N N Boring or DEPTH Test Pit No. _J ft.) TP -1 TP -6 1.5 5.0 0 0 t0 USCS SM ML silty SAND SILT t0 0 0 0 CO 0 0 N M UM CO r- ---- y-- J 11 11 1 1 1 11 1 0 111 1 I_ 1 1 1 f0 N . 00 t0 V M N '— O GRAIN SIZE IN MILLIMETERS DESCRIPTION o NO O O O t0 0 HYDROMETER ANALYSIS 0 o 0 GRAIN SIZE IN MM Q0.0. 0 0 O 000 0 0 . 0 0 00 N 0 I COBBLES I COARSE I FINE GRAVEL 1 COARSE 1 MEDIUM SAND FINE FINES Moisture Content ( %) 7 30 O O 0 LL 10 20 30 40 50 60 70 80 90 100 O 0 PL Key 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Boring No. B -1 I 11 11111 ''�,1�■ ■ ini 1111111 =iii 0.1 0.2 0.4 0.8 1.6 3.2 6.4 Depth (ft.) 12.5 USCS ML Earth Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY PRESSURE (tsf) Soil Description Gray SILT with sand Liquid Limit ( %) 12.8 Plastic Limit ( %) Moisture Content ( %) Before After 23.2 20.2 CONSOLIDATION TEST DATA BOEING BUILDING 21 -05.1 TUKWILA, WASHINGTON Dry Density (• cf) 104.6 Plate B11 Key Boring/ Test Pit Depth (ft) Soil Classification USCS L.L. P.L. P.I. Natural Water Content • B -203 2.5 Gray lean CLAY CL 46 23 23 i i i i s i i i 100 x 60 w z >- 40 20 0 CL -ML erilak 20 40 LIQUID LIMIT Earth Consultants Inc. Geotedvtkal Engineers. Geologists & Environmental Scientists 60 Proj. No.2579 -23 80 100 Atterberg Limits Test Data BOEING BUILDING 21 -05.1 TUKWILA, WASHINGTON Plate B12 Key Boring/ Test Pit Depth (ft) Soil Classification USCS L.L. PL. P I. Natural Water Content • • TP -4 TP -4 13.5 18.0 fat CLAY lean CLAY CH CL 50 27 23 15 27 12 i I i r i i i i i r t 100 80 w 60 z 20 0 CL ML • A -Line eff-0 20 40 LIQUID UM IT Earth Consultants Inc. Geotechnical Engineering and Geology 60 80 100 Atterberg Limits Test Data EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No2579 -13 Date Sept' 88 Plate B13 DETAILED LIST OF PILE RESPONSE BY SEGMENT Elevation (feet) 6.10 5.10 4.10 3.10 2.10 1.10 0.10 -0.90 -1.90 -2.90 -3,90 -4.90 -5.90 -6.90 -7.90 -8.90 -9.90 -10.90 -11.90 -12.90 -13.90 -14.90 -15.90 -16.90 -17.90 -18.90 -19.90 -20.90 -21.90 -23.90 -24.90 -25.90 -26.90 -27.90 -28.90 Deflection i.znznee� 0.122 0.098 0.676 0.055 0.037 0.023 0.012 0.()05 0.001 -O.002 -0.003 -0.003 -0.002 -0.002 -0.001 -0.00l -0.000 -0.000 0.000 0"000 0"000 0.000 0.000 0.000 0,000 -0.000 -0.000 -0.000 -0.000 _0.000 -0.000 -0.000 0.000 0.000 0~000 0"000 Elope krad) 8.00E-(}3 7.G1E-()3 7.25E-03 6.39E-03 5.30E-03 4.13E-O3 2.99E-63 1.9BE-03 1.16E-03 5.48E-04 1.45E-04 - G.31E-05 -1.83E-04 -2.01E-04 -1.74E-04 -1.29E-04 -8.27E-05 -4.47E-05 -1.81E-05 -2.62E-06 4.46E-06 6.Z9E-06 5.48E-06 3.78E-06 2.14E-06 9.27E-07 2.04E-07 -1,38E-07 -2.3BE-07 - 2.15E-07 -1.49E-07 -8.44E-08 -3.82E-08 - 1.25E-08 -2.41E-09 -9.04E-11 Moment Shear (k-�z) 0-000 l.:„.240 10.240 9.825 15.650 8.352 27.024 5.725 3:!.099 2.362 31.748 -0.654 25.391 -3.431 24.885 -5.059 19.273 -5.696 13.493 -5.554 8.165 -4.709 4.076 -3.436 -2.211 -0.346 -1.203 -1.113 -0.478 -1.301 -0.024 -1.161 0.211 -0.878 0.305 -0.551 0.299 -0.281 0.226 -0.099 0.141 0.001 0.071 0.042 0.024 0.049 -0.002 0.039 -0.012 0.025 -0.013 0.013 -0.010 0.005 -0.006 .000 -0.003 '0.002 -0.001 -0.002 0.000 -0.002 0.000 -0.001 0.001 -0,000 0.000 -0.000 0.000 0.000 0°000 Pile Diameter - 18 inches Pile feet Applied Lateral Load ~110 KIPS Maximum Moment - 31.75 KIPS at El. 1.10 Boeing Building 21705:1 Tukwila, Washington BE&C ENGINEERS etera Prepared By: Checked by: Approved by 4111•1■■■■■■•■■••••••••■•■•••••••11YWM•■•• DCA•942033.01:CS 9116/92 BE&C ENGINEERS INC. 14675 Interurban Avenue South eattle, Washington 98168 ri11 (71- REVISION A SEP 2 1 1992 - To TECHNICAL SPECIFICATIONS !1,,,q,111, !Nr, For " Specification Number: DCA-9-92033-TS-01 Date: Architectural' Structural:_ Mechanical: Electrical: Civil: Matil. Handling: Spec. Coor BUILDING 21-05 JOBS FOUNDATIONS BOEING DEFENSE AND SPACE GROUP DEVELOPMENTAL CENTER, SEATTLE, WA Architectural: Structural: Mechanical: Electrical: Civil: Mat'I. Handling: Architectural: Structural: Structural: Mechanic Electrical: Civil: Mari. Handling: 16 SEPTEMBER 1992 BE &C BUILDING 21 -05 ENGINEERS JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 incorporate the following specification changes into the Contract Documents: Table of Contents, Make the following changes to the Table of Contents: DIV. 6 WOOD AND PLASTICS (NOT USED) DIV. 7 THERMAL AND MOISTURE PROTECTION 0 713 0 BENTONITE WATERPROOFING 4 DIV. 8 DOORS AND WINDOWS (NOT USED) DCA- 9.92033- T8.01:R 9/ 18/92 REVISION A 16 SEPTEMBER 1992 BE &C BUILDING 21 -05 ENGINEERS JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 Section 03300 - Cast -In -Place Concrete Delete existing section and insert new attached Section 03300. DCA•0•92033•T8.01:R 0/18/92 REVISION A 16 SEPTEMBER 1992 BE &C BUILDING 21 -05 SECTION 03300 ENGINEERS JOBS FOUNDATIONS CAST -IN -PLACE CONCRETE SPEC. NO. DCA -9- 92033 -TS -01 16 SEPTEMBER 1992 PART 1 - GENERAL 1.01 SECTION INCLUDES A. Cast -in -place concrete for- 1. Interior slabs on grade. 2. Equipment foundations. 3. Other cast -in -place concrete not elsewhere specified. 1.02 RELATED SECTIONS Section 03100 - Concrete Formwork Section 03200 - Concrete Reinforcement 1.03 REFERENCED STANDARDS A. American Concrete Institute (ACI)— ACI 301 -84 (R87) Spec...Structural Concrete for Buildings. 1.04 SUBMITTALS A. Design data: Submit proposed design mix of each concrete class to Construction Manager /Engineer, appointed testing laboratory, and building department before beginning work. Do not proceed until authorized by Engineer. B. Submit results of trial mixes in accordance with Section 3.9.3.3, or submit field test data for concrete made with similar ingredients in accordance with Sections 3.9.1, 3.9.2, and 3.9.3 of ACI 301. At Contractor's option, submit certificates of previously tested and approved mix designs with continuous approval status on file with local building authority, for approval by Engineer. C. Certificates: In accordance with ASTM C 94, Article 16, for each load of concrete delivered to job site. Deliver to Construction Manager at job site. D. Submit the following product data: 1. Joint filler. 2. Joint sealer. 3. Sealer and curing compound. 4. Floor surface hardener. DC A.9.92033 .01:8 9/15/92 03300 -1 REVISION A BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 03300 CAST -IN -PLACE CONCRETE 16 SEPTEMBER 1992 5. Moisture barrier. 6. Proposed admixtures. 7. Bonding agent, 1.05 QUALITY ASSURANCE A. Requirements of regulatory agencies current as of Contract Documents date: 1. See referenced codes and ordinances cited in Section 01060. 2. See American Concrete Institute (ACI): ACI 318 Building Code Requirements for Reinforced Concrete. Provide minimum one strength test per 50 CY in any days nou1, B. Source Quality Control: 1. Testing laboratory: Verify compliance with cited references and this section. PART 2 - PRODUCTS 2.01 MATERIALS A. Comply with References and specifications. 1. Follow ACI 301 and 304. Obtain materials from same source throughout the Work. 2. Portland cement: ASTM C 150. 3. Aggregates: a Meet or exceed Paragraph 3.3 of referenced ACI 318 and similar requirements and referenced standard ASTM C 33. Use Steilacomm aggregate. b. Maximum size: 1 -1/2 inches, but not more than three quarters of clear distance between reinforcing bars or between bars and side forms. 4. Water: Clean, fresh, and potable, conforming to ASTM C 94. 5. Admixtures: a Provide admixtures from one manufacturer. 1) Air - entraining agent: ASTM C 260, containing no chlorides. A A DCA•9•92033.01 :$ 9/16/92 03300-2 REVISION A BE &C ENGINEERS 2) Water reducing agent: ASTM C 494 Type A, compatible with air- entraining agent. 3) Pozzolam admixturs: Class C or Class F, Flyash conforming to ASTM C618. Loss on ignition is not to exceed 1%. 4) Other admixtures may be used with written approval from Engineer. 6. Bonding agent: a Epoxy coating for foundation surfaces: Concresive 1170 as manufactured by Adhesive Engineering. 7. Sealer and curing compound: a Clear compound meeting the requirements of ASTM C 309, Type 1. Use Sonneborn Kure -N -Seal, A.C. Horn DeKote, W.R. Meadow CR -26, or approved two -coat system. 1) Verify compatibility of specified product with coatings, toppings, or adhesives subsequently applied. 2) Verify compatibility of specified product with floor surface hardener. 3) Verify that specified product can be completely removed where subsequently applied special coatings require removal of the sealer and curing compound. 8. Floor surface hardener: Masterplate 200 surface hardener by Master Builders. 9. Curing blankets: Moisture retaining burlap, free of substances harmful or discoloring to concrete. Thoroughly rinse before placing. 2.02 ACCESSORIES A. Sleeving: See Drawings. B. Expansion Joints: 1. Joint filler: ASTM D 1752; Type Ill, self- expanding cork or ASTM D 1751 preformed Joint filler, 2. Bond breaker: Polyethylene type. 3. Sealant: ASTM C 920, polyurethane, Type S, Grade P, Class 25, Usage T. A DCA4.92033.o1:8 9/16/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 03300 -3 SECTION 03300 CAST -IN -PLACE CONCRETE 16 SEPTEMBER 1992 REVISION A BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 C. Mechanical and electrical items: See Divisions 15 and 16 respectively. D. Preformed metal joint form (as applicable): Burke Keyed Kold, or approved. E. Other materials and accessories: Provide as necessary to properly complete the installations. 2.03 READY -MIX CONCRETE A. Comply with ASTM C94 alternate 2. B. Concrete mixes 1. Class A: JOBS Foundation: DCA•9•92033.01:6 6/16102 Concrete for the foundation shall be a lean mix, designed to minimize the heat of hydration and shrinkage in the slab, while still obtaining the required compressive strength. Cement: Type II Fly Ash: f'c: Slump: Aggregate size: Water reducing admixture Other admixtures. 2. Class B: Mud Slab Cement: f'c: Slump Aggregate size Water reducing admixture: Other Admixtures: 3. Class C: Floor Slab and FBOF Tool Foundations Cement: f'c: Slump: Aggregate size Air content: Water reducing admixture: Other admixtures: SECTION 03300 CAST -IN -PLACE CONCRETE 16 SEPTEMBER 1992 Minimum 100 lb per cu yd Maximum 175 lb per cu yd 4000 psi minimum at 28 days 2 inches plus or minus 1 inch 1 -1/2 inches maximum As specified and approved in design mix. None Type I 2500 psi minimum at 28 days 4 inches plus or minus 1 inch 3/4 -inch maximum As specified and approved in design mix None Type I 4000 psi minimum at 28 days 4 inches maximum 7/8 -inch maximum Minimum 5% plus or minus 1% As specified and approved in design mix None 03300 -4 REVISION A BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 SECTION 03300 CAST -IN -PLACE CONCRETE 16 SEPTEMBER 1992 C Mix designs: 1. Class A Mix (JOBS Foundations): Prepare in accordance with ACI 301, Section 3.8, Method 1. The proposed mix design shall be supported by laboratory test reports, as per ACI 301. Provide data for mixes with a range of at least three different water -to- cement (w /c) ratios, all containing fly ash. In addition to strength and workability requirements, final acceptance by the Engineer of the Class A concrete mix design will be based on its ability to meet the requirements of low shrinkage concrete. 2. Class B Mix and Class C Mix Prepare in accordance with ACI 301, Section 3.8, Method 2. Submit the laboratory test reports of the 30 or more tests used as the basis for selecting proportions as per ACI 301, for each mix class. 3. Once determined and approved, the mix designs shall not be changed without approval of the Engineer. D. Procedures 1. Mixing a Ready -mixed concrete: Mix and transport in accordance with ASTM C 94. b. Admixtures: Dispense admixtures in mix using automatic dispenser or similar metering device; weigh or measure powdered admixtures by volume as recommended by admixture manufacturer; measurement tolerance of any admixtures, plus or minus 1%, unless otherwise indicated as specified. E Delivery temperature: Between 50 °F and 80 °F at point of placement. PART 3 - EXECUTION 3.01 INSTALLATION A. Embedded items: ACI 301, Chapter 6. B. Moisture barrier: Verify placement under Section 02200. A DCA•9•92033.01:8 9/16/92 03300 -5 REVISION A BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 03300 CAST -IN -PLACE CONCRETE 16 SEPTEMBER 1992 O Expansion joints: 1. At vertical abutments. 2. Where shown on Drawings. 3.02 PREPARATION, CONVEYING AND PLACING CONCRETE A. JOBS Foundations: 1. Construct as detailed on the Drawings and in general as specified in this section for other concrete, but the following supplemental requirements apply: a Conform with requirements of referenced ACI 301, Chapter 14, for Massive concrete. 2. It is intended that the JOBS Foundations be constructed in a series of horizontal 15 to 20 inch lifts. No vertical break will be permitted in any lift. Place in such a manner as to result in a mass of concrete that behaves in a monolithic manner. Apply wet curing blankets to exposed surfaces when more than 6 hours elapses before placing next lift. B. ACI 301, Chapter 8, all other. 3.03 FINISHING, SLABS A. Finish per ACI 301, Chapter 11. B. Schedule: 1. Floors, exposed concrete: Troweled 2. Uniform surface JOBS and FBOF Foundations: Trowelled 3. Mudslab: Screed 3.04 FINISHING, FORMED SURFACES A Repair surface defects: ACI 301, Chapter 9. B. Finish per ACI 301, Chapter 10. C. JOBS Foundations: Roughform finish. A DCA•9•92033.01:S 9 /1S /92 03300-6 REVISION A BE &C BUILDING 21 -05 SECTION 03300 ENGINEERS JOBS FOUNDATIONS CAST -IN -PLACE CONCRETE SPEC. NO. DCA -9- 92033 -TS -01 16 SEPTEMBER 1992 D. Related unformed surfaces such as top of walls, horizontal offsets, and similar unformed surfaces occurring adjacent to formed surfaces: Strike smooth after concrete is placed and floated to texture reasonably consistent with that of the formed surfaces. 1. Other locations, exposed surfaces: Smooth form 3.05 CURING A Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury. B. JOBS Foundations: Keep concrete surfaces moist for not less than 7 days or submit alternative curing method proposed for Engineer's consideration. 1. Place wet curing blankets as soon as the concrete has hardened sufficiently to prevent surface damage. Keep covering continuously moist to maintain a film of water on concrete surface throughout first 7 days of curing period. Keep top exposed concrete surfaces and wood forms left in place wet by sprinkling. 2. On completion of the 7 -day wet cure, remove fabric covering and allow surface concrete to dry until free of surface water. C. Epoxy coating for JOBS Foundations surfaces: 1. As soon as forms are removed and surfaces are dry, all exposed horizontal and vertical finished surfaces of the foundation (including the outside vertical surfaces) shall be coated with epoxy coating. DCA•9•92033.01:8 9/16/02 2. Delete. 3. All surfaces to receive the epoxy coating shall be cleaned of all surface laitance, form oil, and other foreign materials by use of light wet or dry sandblasting or other approved means. 4. Delete D. Floor slabs and FBOF Foundations: Apply two coats hardener and sealer, in accordance with manufacturer's instructions, to the damp concrete surfaces immediately after final finishing. 3.06 MISCELLANEOUS ITEMS A Include the following and other work indicated or required: Pipes and ducts: Fill around pipes and ducts passing through concrete floors and walls with nonshrink, grout, unless otherwise indicated or directed. Penetrations through exterior walls exposed to drainage and weather exposures are required to be dampproofed and sealed to ensure against leakage into interior spaces. 03300 -7 REVISION A BE &C BUILDING 21 -05 SECTION 03300 ENGINEERS JOBS FOUNDATIONS CAST -IN -PLACE CONCRETE SPEC. NO. DCA -9- 92033 -TS -01 16 SEPTEMBER 1992 3.0 7 DEFECTIVE WORK A Remove and replace at Contractor's expense concrete not conforming to required lines and levels, details, and elevations, including slabs showing excessive shrinkage cracks. Repair or replace concrete not properly placed, as required. 3.0 8 FIELD QUALITY CONTROL A Tests: ACI 301, Chapter 16. DCA•9•92033.01:8 9116192 END OF SECTON 03300 -8 REVISION A BE &C BUILDING 21 -05 ENGINEERS JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 ,fi ction 07130 - Bentonite Waterproofing Insert new attached section. DCA•9•02033•T8.01:R • 3 - 9/18192 END OF REVISION A REVISION A 16 SEPTEMBER 1992 BE &C ENGINEERS DCA•9 92033•TB.O1 J1 0/18/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 07130 BENTONITE WATERPROOFING 16 SEPTEMBER 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A. Bentonite clay waterproofing for waterproofing below -grade construction and under slabs. 1.02 RELATED SECTIONS Section 02200 - Earthwork Section 03100 - Formwork Section 03300 - Cast -in -Place Concrete 1.03 SUBMITTALS A Product data identifying characteristics, components, accessories, jointing and seaming methods, and termination conditions. B. Manufacturer's installation instructions. C. Certification that material is in accordance with manufacturer's current recommendations and that the applicator has the manufacturer's approval to install the product. 1.04 QUALITY ASSURANCE A Installer qualifications: To be a Specialist, as defined in Section 01075, and approved by product manufacturer. 1.05 DELIVERY, STORAGE, AND HANDLING A Deliver in original labeled packaging. B. Keep bentonite products dry in a moisture free area. Protect from rain and groundwater with polyethylene or other waterproof covers. PART 2 - PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A Volclay manufactured by American Colloid Co. B. Substitutions only under provisions of Section 01630. 07130 - 1 REVISION A BE &C ENGINEERS 2.02 MATERIALS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 SECTION 07130 BENTONITE WATERPROOFING 16 SEPTEMBER 1992 A. Granular bentonite: Pure, dry, high - swelling, bentonite clay, of 90% minimum sodium montmorillonite, 90% minimum passing No. 20 mesh sieve and 10% maximum passing No. 200 mesh sieve. B. Gel joint seal: Use a trowel -grade bentonite joint seal with potable water for above - freezing application. Use glycol in trowel grade bentonite joint seal for below- freezing application. C. Single panels: Type I or Type I -C biodegradable corrugated Kraft paper panel with flutes filled with bentonite and ends sealed, 48 x 48 x 0.18 inches; core filled with bentonite clay granules, minimum 1 psf; panel weight of 18 lb minimum. 1. For use on vertical walls and under reinforced slabs 6 inches or more in thickness. 2. Use special bentonite panels for waterproofing where there is ground water with high concentrations of salt. D. Waterstops: Compounded butyl material and bentonite. Use in wall or slab joints in cold joints, if subjected to hydrostatic pressure. E. Fasteners: 3/4- or 1 -inch galvanized washer head masonry nails. F. Adhesive: Manufacturer's recommended type. G Polyethylene sheet: 4 mil thick. Use for Type I installations. Polyethylene sheet is not required with Type I -C panels which have a water - repellent coating. 2.03 PROTECTIVE MATERIALS A. Protection board: 1/8 inch thick, biodegradable hardboard, manufactured by Mead, or approved. Use when backfill contains rocks larger than 2 inches that could damage panels during backfilling. PART 3 - EXECUTION 3.01 EXAMINATION A. Verify installation conditions as satisfactory to receive the work of this section. Do not install until unsatisfactory conditions are corrected. B. Verify that items penetrating surfaces to receive waterproofing are securely installed. C. Submit ground water sample to manufacturer for testing to determine special requirements. DCA•94203345•01 N 9/18/02 07130 -2 REVISION A BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 07130 BENTONITE WATERPROOFING 16 SEPTEMBER 1992 3.02 PREPARATION A. Remove fins, projections, and form ties from concrete. B. Fill holes, cracks, honeycombs, and voids with bentonite gel, minimum 1/8 inch thick, extending minimum 3 inches beyond defect. C. Seal construction joints and through -wall projections with joint seal. 3.03 INSTALLATION A. Install the work in accordance with manufacturer's directions. Suit conditions of installation. 3.04 APPUCATION ON VERTICAL SURFACES A. Apply single bentonite panels with specified masonry nails (approximately 6 each panel) or adhesive. Start at foundation base, in accordance with manufacturer's instructions. B. Fold and attach panels around corners with corrugations vertical. Attach unfolded panels with corrugations horizontal. C. Lap adjoining panels 1 -1/2 inches. D. Stagger vertical joints at least 16 inches on succeeding courses. E. Cut panels in same direction as corrugations to'avoid bentonite loss. F. Lay bentonite tubes continuously along juncture of wall and footing. Adhere to prevent shifting. 3.05 APPUCATION ON CONCRETE HORIZONTAL SURFACES BELOW GRADE A Cover substrate with polyethylene sheets overlapped but not sealed. B. Apply single bentonite panels on top of mud slab in similar manner as for vertical surfaces. Do not lap type 3 panels. C. Extend panels onto vertical surfaces at least 12 inches to overlap vertically applied bentonite waterproofing. D. Lay bentonite tubes continuously along and around vertical protrusions and at abutting walls. Adhere to prevent displacement. 3.06 JOINTS A Apply bentonite packing and additional bentonite panels at construction joints. B. Install waterstops at cold joints if necessary due to hydrostatic pressure. DCA•942O3348•o1:A O /18/92 07130 -3 REVISION A BE &C BUILDING 21 -05 SECTION 07130 ENGINEERS JOBS FOUNDATIONS BENTONITE WATERPROOFING SPEC. NO. DCA -9- 92033 -TS -01 16 SEPTEMBER 1992 3.07 PROTECTION A. Protect installed waterproofing from precipitation or ground water with temporary polyethylene sheets until backfilling begins. B. Protect waterproofing from damage by backfilling or other causes with protection board. 3.08 FIELD QUALITY CONTROL A Inspections: Inspect with manufacturer's representative before covering or placing concrete, protection board, or backfill. 3.09 CLEANING A Leave premises clean and free from residue of work of this section. OCA•9•92003T8.01 J1 9/18/92 END OF SECTION 07130 - REVISION A ah • C" ATTAc4-ImeAT OE&C P.O. Box 3707 gffigi tie ° Washington 98124.220 Mail PROJECT s A- 5eM 6 cy Aeroc_AP;JoB NO. DcA- 9 -92,0s 3.. ',gots 0 FIG. BY / Hlet ZIA 4 19AIALL / 5/S (C6/ r.) C tVecA- C/ a A -/t/c7-7 ro leg 3 ( /I co/e/e/r Fla etc° r 12( fr.14. 2. bd /02xsis ir 6 eteierwelv p•A R' //2 ?OM c 4V r • 6 ('-Fr CHECKED BY DATE 9 // SHEET)16 01 7/(>6.-'/Ve ht Co Vf2. 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BY 1 S / p e /A (Y CHECKED BY DATE C i /1 U 4 A,/4' ySrl ((o ,ir.) /4- -0 e/C/ rj 5/‘., o A/ 6 -A.',4 9 6- ( d e S v p IeG ✓1 v J bD y� Yo Q ti - a s / / =X 1.7 e 4Cl d >. r - c I / r 4 f( J .0 az Y? 3S 2c" 4'1 EE &C ENGINEERS 11 3 / ti 10 a 10 e - 2t5' /64,0 ," s r z 2 S / 66 a s 1 741 f}2 ?;401:1, .es-yrfix?.s- rr/Er./C, J fo 2 /4S V.0 C. v r L� /�+ s (,G, 54 M >c:siG•n/ re, !, ezj ,•'L es /,4- N rAc r /4-4 6‘4,- r . 1)(4-c V o f a o 3a D ..r 7 3 gel X (() WS ' r 24.1)4//061: /:- f,c K e 5' a. M/tv vevt 5" 31/4L X ?') S " ITC t e3' $/R P.O. Box 3707 Seattle, Washington 98124 -2207 Mail Stop: f 0 do SHEETl OF n ArrAc.NMENZ = BE &C Nis ENGINEERS PROJECT ° I. 0S A -4 Ars em 6 L`f Etocfe ri 4 JOB NO Pc A''9- 92. 3 - e 7'b FIG. 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SHEET a OF -- TAT /“C /" Ve /1T /C/i‘ /2eJ /1T /0. cC C,% = v (in , 6) — , 6 ) V C ) i /! c /2. /0- 7 /V /(--//) -✓ //`ice /l6 ^/C tom/iG Git l /t- //.9te . /9/../0 d'o /L J/} /(ic„ic, T /e ytv e t /c /e / G /Jirci c: , /N/ / C o .hI iL a v/9 7 V C ,pG 1/6 / / 17-;/1/ './ Gi t ,) r./t T / "� ,-1 T L /7 ?,47 /2 c � N / / 46 l 6 ", Tom'/ ✓✓ l rte/ ,J/= d� / 174 FOUNDATION ANALYSIS AND DESIGN 3 7 v-C , If we define the. velocit% of in at a time t At as i the displacement of element in at time r is (9-14) the "sprin" of element to ti (m 1.;) and the force is in compression and where the number 12 is introduced I cons eft the velocit% from feet per second to inches per second. From an analysis of the problem it is e. dent that if 6 (9-15) F On tl * C on () (9-16) It should also be es dent that as used here has the same sinificance as the JJ value of Lii,placement The acceleration of pile clement m is The chance in velocity is rit But And from Fil!. 9-I4c, we can rev .rite Eq. (9-IS) as CAt) -. (1. 1,1-1 F f "Le) — is hn if • 1'11 (9-17) (9-IS) (9-19) The total soil resistance is made up of an elastic resistance dependent on the soil sprih, ...nstant K, and a resistance to nermanent (or plastic) deformation, which can be written as follows: 81m.1) P The elasti, ,, can be defined as R me s' 114 :where zr: „ ,--- total permanent deformation of soil with respect to element M 11 1 ori.t) = compression of element m thus ■he term in parentheses is simply the amount of compression of the soil "spring." (9-20) .- ..,.-,....,......... ..._ • .. ......__. • .IGN 'At as t , the displacement of element m (9- l '.t) rt the velocity from feet per second to . ident that if and (9 -15) (9 -16) j here has the same significance as the 8) as g (tt) ,, R1,.a,) Lt (9.19) OI an elastic resistance dependent on the manent (or plastic) deformation, which of soil with respect to element nr (9-20) (1) )unt of compression of the soil "spring. ". J'r) (9 -22) for any clement nt. For the pile point (using p subscripts), the resistance is 1■ , (tr u,,,.r,)I, - -- Jt',) (9 The solution of the was equation consists in reducing the pile, driving system, and soil mass to a set of weights, springs, and side and point resistances, as illustrated (9-17) in Fig. 9 -14. It is assumed that the hammer impacts from the driving operations tra.cl throusth the short pile segments and return in a very small time interval. This time interval will depend upon the type of material and the length L of the pile seg- ments chosen. In any case, the time inter\ al and length of pile segments should be (Th small enough so that the velocity of the ssase, forces, and displacements can be as- sumed constant during the interval. Values have been proposed by Smith (141 for s arious pile materials, as follows: (9 -18) The limiting value of the term in parentheses for the pile tip is Q. The plastic- resistance, or damping, term is defined hs the introduction of a damping factor (J term) to he discussed in more detail later as R,,,,, • . 1 li ,,,( 1 ( and replacing I. with its equivalent and combining equations (I) and (2) into Eq. (9.20). P , , ,. t I J'r',,,,.,- :(i) (9 -21) This equation can also be written Maier i4 L, ft At, sec Steel 8 - -10 1;4,000 Wood 8-10 1;4,000 Concrete 8 -10 1/3,000 1„,e. PILE FOUNDATIONS 475 Certain other simplifying assumptions must also be made in order to formulate the mathematical model. The hammer of the pile driver and the pile cap are assumed to be inelastic (no springs), and the cap block is comparatively light (no weight), but is clastic. The pile member has both sleight and elasticity, and is subdivided into short segments which are represented by weights and springs. if all the segments • •,c of equal length and the pile is of constant section, the weight and spring constants are the same for all sections. Tapered and stepped piles will have weight and spring constant values which are variable from section to section. The coefficient of restitution n and spring constant K values for cap 'blocks 476 FOUNDATION ANALYSIS AND DESIGN have been proposed Smith 1.)r se% etal pile-sap material as follows: , ;::. I lartiv.00d (( ) in. heil:ht. )).11:1 • Micarta (''ma C) 45,000,4 (1,c. Pine hoard% ()) iii 1)1.1., rrain bur? 'rutat Sill (..) r $ • 5. ‘1 k`o • :I cr'.-senonal area f 1)1.),:l. in , ,,:ju.tte ii if a cushion is used beheath the He cap, a spring %aloe should he assigned to it. If the pile cap is long, it may be necessary to assign a sprin.g-constant value to it, also. In general, the spring constant can be computed for the pile segments and other required elements as 7/7 L lb/in. where the terms are as previously defined. As the pileeis being driven, the sides and point de\elop resistance due to friction effects and soil displacements, as well as damping effects. The damping effects are evaluated through use of the J factors. The total ultimate point resistance of a pile is obtained from Eq. (9-2))) as R„, -:• R„„.(I (9-23) A value of./ — (115 v. as recommended by Smith. Forehand and Reese (15) studied this problem and concluded that the I term might range from 0.10 to 0.20 for granular materials, with the higher \ :Otte applicable to saturated fine sands. The value for clay appears to he considerably larger, with possible ranges of 0.40 to 1.00. The term is dependent on the rate of load inc. Values may be approximated in the laboratory by performing high-strain-rate triaxial tests to determine the dynamic strength as compared with slow- (static-) strain-rate tests. If the velocity of the pile tip, the ultimate point resistance R and the static point resitance (which we shall term R,) are known, the I factor can be evaluated as follows: R, R, Using Eq. (9-23) and replacing R, I?„ R, R,(1 d Equating these values of R „ and solving for the J factor, we obtam n' 1 (9-24) This equation is useful for establishing J in the laboratory since the ratio of the dynamic load P„, to the static load P, is ap materials as follows: n ' 0.5 0.8 0.5 spring value should be assigned to it. rien a spring- constant value to it, also. tted for the pile segments and other mint develop resistance due to friction )ing effects. The damping effects are ital ultimate point resistance of a pile (9 -23) th. Forehand and Reese f 15) studied ht range from 0.10 to 0.20 for granular saturated fine sands. The value for sible ranges of 0.40 to 1.00. The term lay he approximated in the laboratory a determine the dynamic strength as . If the velocity of the pile tip, the nt resistance (which we shall term R,) flows: e J factor, we obtain (9-24) the laboratory since the ratio of the • and K. 0 and 0.50R„ niQ, 0.50R„ PILE FOUNDATIONS e.: 477 and the rate of loading (strain rate), in feet per second of the dynamic test, may be taken as the \clocit∎ Side resistance is also increased because of damping effects, but the soil dis- placements are smaller, resulting in a smaller (previously defined as .1') damping factor. Smith recommended ,l' - ,/,3 unless other information is available. The ultimate side resistance R,,, is computed from Eq. (9 -22) as R ,, . R, !'P /�' , • :_ R,,,.(I The soil "spring constant is computed, using the quake term as 1: K . 0 it has been proposed to use a nominal value of Q == 0.10. Values of quake for sand of 0 0.05 to 0.20 and for clay of Q .__ 0.05 to 0.30 have been investigated f15), the available evidence indicating that the Q value for clav should he somewhat higher than for sand. The R value in the equation is as follows: (9 -25) I. If we al.sume that all the load is carried by the pile tip, K that is. there are no side - resistance effects on the pile due to the soil. 2. If we assume that the load is carried by side resistance and none is carried by the tip, we ha‘c K, __ 0 K ,, ::: 0 and « e must decide what percentage of R„ is carried by each element m. 3. If we assume that part of the load is carried by side resistance and part as tip load we must decide on the percentage and how the remainder is distributed along the sides of the pile; e.g., we may say that the tip carries SO-nercent of the load, and each pile element carries 50 /nt percent, where m is the number of pile ele- ments involved. Thus Q,, if Q,,„ Q„,, It should be noted that we have to assume a value for R. Values of 100, 150, 200 kips, or more may be selected, depending on an evalua tion of the problem in terms of driving equipment, type of soil, size and length of pile, and other factors. BE &C ENGINEERS 4?) - O.D77 STRUCTURAL CALCULATIONS FOR BUILDING 21 -05 A -6 ASSEMBLY RELOCATION SEATTLE, WASHINGTON JULY 22 1992 Prepared By: BE &C ENGINEERS P.O. Box 3707 Seattle, Washington 98124 -2207 Document Number: 326 - DCA -9- 92033- 92080 - CALC -S -1 Figured By.: Figured By: Checked By: Approved By: C. W. u, P.E., S.E. H.: hahial , . EXPIRES /11 /Q 1 m II :326 -D CA -9- 92033 -92080 7/22/92 C BE&C ENGINEERS SECTION STRUCTURAL CALCULATIONS FOR BUILDING 21-05 A-6 ASSEMBLY RELOCATION TABLE OF CONTENTS TITLE A DESIGN CRITERIA B JOBS FOUNDATION 1,2 & 3 C JOBS FOUNDATION 4 D FBOF 11000 TOOL FOUNDATION E FBOF 12000 TOOL FOUNDATION F REMOVABLE COVERS AT SERVICE BAY SUPPORT SYSTEM FOR W8 X 67'S mlj:326-DCA-9-92033-92080 7/22/92 BE &C ENGINEERS 1.0 SCOPE DESIGN CRITERIA FOR BUILDING 21 -05 A -6 ASSEMBLY RELOCATION This design covers the requirements for the design of JOBS Foundations 1, 2, 3 and 4 and FBOF Tool Foundations 11000 and 12000 in Building 21 -05. The equipments located in JOBS No. 1, 2, and 3 will ride a track system approximately one hundred and ninety (190) feet in length and the equipment in JOBS No. 4 will ride a track approximately sixty (60) feet in length. FBOF Foundations will support fixed equipment. 2.0 CODES, SPECIFICATIONS, AND STANDARDS A. Uniform Building Code - 1991 Edition B. American National Standards Institute - ANSI A58.1 - 1982 and ANSI MH 27 1 - 1981 C. ACI 318 -89, Building Code Requirements for Reinforced Concrete D. CRSI Manual of Standard Practice - Latest Edition E. AISC Manual of Steel Construction - Eighth Edition F. AWS Structural Welding Code - ANSI /AWS PI.1 -86 G. Factory Mutual Engineering Division Standards H. American Society of Testing and Materials (ASTM) I. American Association of State Highway and Transportation Officials (AASHTO) J. Underwriters Laboratories mlj:326- DCA -9. 92033.92080 7/22/92 BE &C ENGINEERS 3.0 LOAD CRITERIA A. Vertical Loads 1. Dead Loads mlj:326- DCA -9. 92033 -92080 7/22/92 These loads shall consist of the weight of the supporting and enclosing materials of construction and all material and equipment fastened thereto. 2. Live Loads The following unit live loads shall be used as minimum for horizontal projection of the surface upon which such loading is imposed. Slab on Grade = 250 PSF JOBS Foundations: Removable covers a@ service bay 10,000 lbs. concentrated Moving Load 56,000 lbs. centerline of JOBS Tool Foundation: FBOF 510 - 11000 = 14,500 lbs. FBOF 510 - 12000 = 7,050 lbs BE&C ENGINEERS B. Horizontal Forces 1. Seismic Forces Zone 3 mlj:326•DCA-9-92033-92080 7/22/92 V = ZIC W RW Z = 0.3 for Zone 3 I = 1.0 Rw = 4 C = Need Not Exceed 2.75 W = Total Seismic Deadload C. Load Combinations 1. Dead plus floor live 2. Dead plus floor live plus seismic. 4.0 MATERIALS A. Structural Steel 1. Shapes and plates: ASTM A36, Fy = 36 ksi. ..J o /? ' / 1_? .. _ .5" BE &C ENGINEERS ., PROJECT—a_L�7� 2/- 0 S FOLJ r/O /3T/ c.) / CHECKED BY DATE 7 - / G - Y Z OF ,Q ?µ , SHEET /� / FIG. BY C , .SC- _C.JM ✓re/Z, p/z0/z/7ti -/ OEJC/'f r/c -/ /.s c _ d r X.23771 REV. 5/90 Mail Stop: JOB NO D(/ -7- Y2-'3J- 1'2 a 8 c) _... G c c /7 T E ✓ v /r./7" /J pt C /7 c L /(4G r`/ T 14 L- Bc/Z ,/7rv OE /-/G e-17 FJ/2CG J, P. /4RC/3CT /Jr`1 f CJE _ F .PCfv/.0 /f./' G /J7 G -/9Of I, ,- ',va /7T/ /\/ O c/7I7 G o/7vs' Z. .. / /6/•/T vF • / -✓ /c4'C /3 /) _3. 7R/ � VOE C 4 O2/ff I rS /"14LCM /3CN/JJG - 0 _4. 7/2/31/4.- /.\/ 0/a /GCJ ( M/9C,- / / ) 5 1'u /J/L/ C L ev c/9r /vr1 OF . ,y /CH' /NC J'?/- G !/s G / F. G/.// -r , ` ,17- 8 Y'G — /s' / 2 c/9' CL) /?TG - .✓ / .2era cc/Ue../r OJc TJ C 0 /7O G i GNG2 / c>F T/1 /3 VG= cG /,./ 0/Z /LfJ ( .I /r.lGiLG .9c 1.4 ,/ .•/cnc= Mct.)7' .Z. / c).3" F /.7 /v 2 c - __c.(3 CV C /7TC „% c7 /•./ O /./pe /3CCA- /OE'' "790 cpc:,-/e2 /3 r / c - r/2 /7vc"LC /o./c. _0 /Z / G L J• C /y/ a c •✓ 4 T a Gi G TN c/ /J Fr /e.tcfle ic..r•1T P.O. Box 3707 Seattle, Washington 98124.2207 Lo/9a ,2107 o C /../) D FFC /?E'/ C,../7 Aee_0 frt, .. C /A/) .J7CFF� /1 . / 6,0/7/ Dv0G44 re-Ir /iz , 4 pr Jvi•d/T !. 1 , 247 2 p,vv,,&Z (NT a/a .TJ /../T 4 3 sec ,L / e G Z/ L) J e a - dJe/ /7 4 _I ear FtGG 2 / JJ F pr/ /.? 5. C',J JC'aG S"Nr / ?e7 ‘.7t) /.-1 T 1 • / f=/CC : 2 /o1 Fa,N/ /7 (.ff- /r/SY8 —B / co /,v i )7/7! c! C / r/) 0/•FG2 -- carA ?e C' /914'orv, A c /.,r ) RCA L !2 c -6: / D 00/7 0. c'. ' 2c7 .s/-f !x/ 2 0.0‘)/7 0 .7..)/../r 284 ____F / ' C : ... z / v .r / P'!' ? C .-/7-8/28-8/s.4) . L Jn p i er/.1 I a C/04) D /F_F.FR ^ /9 „,i4,. „=1 c/"/) RCGC-/ZG'/./CC elni79 /R G A C /.�) / o,.079l o,op?p/ 0,v4)S0 5/17 /.x/12 ✓ ) /../T 48 J/3 it _ /, z f 3 F'J ✓r✓a. PROJECT 4 Z / - v S F •.) o FIG. BY C , -s U CHECKED BY X•23771 REV. 5/90 F•/.1 1 ( INr Li' /2 — 27 BE &C ENGINEERS P.O. Box 3707 Seattle, Washington 98124-2207 Mail Stop: ,J J /o•!T 7 /,1'p€ /DC6 /L- /C,/.T' JvMM /7 /2 y r / A', ._.7. s' 7 /F•C /26/Vr / /.9Z DGFGCCT / vn/ ) JOBNO DCA P- r2eJ ?- p DATE 7-2 SHEET '3 2 OF _ Jv i? a /, 2 3 F.) ,..) »J v, PROJECT e L i 6 z/- J r F N// ri N JOB NO. D r zi - 3 3 — 9 2 J a y FIG. BY C S CHECKED BY DATE C — 7 2 SHEET OF— X•23771 REV. 5/90 1b (ID Z n h BE&C P.O. Box 3707 ENGINEERS Mail Stop: Seattle, Washington 98124-2207 PROJECT-A.4-0 7/- ) .r FJ(..-)"//> /3Ti JOB NO Dc' _ 7--- Y ?41. 7 ?.c' FIG. BY C . SU CHECKED BY /• - DATE 7 - /J - 9Z SHEETZ OF c., e r /r /LC- z /c) r .FOn/ x•23771 REV, 5/00 s. v I. I� Q - z 4.1 "d z ?,4J'� ? c 4J60 ,J"d I �. CJ7 /[ / 7- C/H J r1 1 BE&C ENGINEERS rd 2 V er /3/ y L z . - 1 P,O. Box 3707 Seattle, Washington 981242207 Mail Stop: /J 6-- Of PROJECT R/nl 7/_ ■f Fvcin/Q/9 JOB NO. AC/) - -7 ?vjf - '2c e FIG. BY C . f Ci CHECKED BY /l.i . DATE 7 - / ? - T SHEETS? OF / - e .rte /Z / ... C .J f T . /a .T. X.23771 REV. 5/90 r C can/ cTH O, / 2 BE&C P.O. Box 3707 ENGINEERS Seattle, Washington 98124.2207 Mail Stop: r=2 /cT/ J^/ Fa/c CC C.0n/fOE72 i//9 r/ VE rJCJ /mi n/ Zcit./vROE .rp /z / Sp/2 /v/4 CL.,n/J7 - /�n/T Fv /2 p /!e- /t-/ C / J s7, L , ' _ 3G S' Acs/ C..� 95./ L)G, p /ec 'J14,J .Y 3, G of Y /) z � / Q 2 ._ G/7TC/2 / J/-' /2/ -/4 Cvivf7/9n/T C -rop or F/t E /rax. LT /213 c f / rcti -7' r /.. = 2s d, .�` /,✓ 3 s_ Fr 3 �G e ,) w, D /Jpc /JCCA-/Gr/T 0 'T ,' /C 83.? ! J 4 • �N ,J V /3 ' / , 2 fr' ? . F . v ✓ �./ /� PROJECT R((7 4 7/ - GJ //J /) 7/ c) !r/ JOB NO. /7 C/ - 7_ ?70Ji - 9 2 J t° FIG. BY C , f U CHECKED BY o.'" DATE 7-I? - 9 Z SHEET OF v /9Q c C/L/ G=,-/ T L4.7 /7,0 C-A -/cam _...ConC/26'TC YVC /G, Q _ISlt r/3 O _ S, J X•23771 REV. 5/90 .cJ,VC /ZCTE WC /A,-/T .r v , / J .= , 7 1 x J o BE &C ENGINEERS TJ / G 0 /‘.f /'j ?. /77 70 /87 Tv / PJ 9G Tv / YY Zug Ta Z/ Z T ZZG_ 2.$)/ TO .224 _J d 2 2.675 "' I I� >� . /°/101, /. tc 0.7.r C- v/nccr/0 - ✓ J T 1, c,/� 9/, /20 C/Zcrc we /C,NT @ /rzc/9 O C /7- Z.G2J X �. /J /• /1" 7 X /, 62 X /, /J "f = /, 0J - 4 ✓ c, ,../T 2, 3p, // — ciie2 f J. J )/, /J / =--. j, TJ-.z K 3,q, ! o r..> /7,z4 , 37 T J f 84 .,70 TJ 77 / 0 4 / / I , /1) T J / / _� / /C P.O. Box 3707 Seattle, Washington 98124-2207 Mail Stop: i L /, Z et 3 A ,./O. BE &C ENGINEERS PROJECT / JOB NO. - T- 72e'3J - 92, 9 J FIG. BY C -SC-) CHECKED BY /X DATE 7-lc/ -92 SHEETL OF__ / h/ T .f, p, 12 , �G 8f, (57 ? . , / / G _�/.. . /c3, Z 3 , y 8 , /,.)? — < z 1. G' rr� — G, 5 , -2 -r z .O /99 2 .Lv I 42 a - /+•/C Trz/9✓GLC /v✓G, /,) /Z /GGS' .�. ...s /-/ r /? 7c ..Gv /a0 4 X.23771 REV, 5/90 1 , 1 1 6 - / ' ) / - - / T 4 /y / c /-/ / -✓ E' /2/ /6 c7, 2 v u /rte / Fr 2 12CF /^/E 72/911CLG /'• sc e rr/r /3 / Z G P,O. Box 3707 Seattle, Washington 98124.2207 Mail Stop: BEB�C P.O. Box 3707 v/? /, 2 ? .� F..) ENGINEERS Seattle, Washington 98124.2207 Mail Stop: PROJECT Be J' F /4'N JOB NO Qr•A- •Y- Yl..'l.t -- ?Zc &c) FIG. BY r fCJ CHECKED BY DATE 7-a - 5' SHEETLG OF _c)/9•0 C 3I J -- ,c a/2CC X•23771 REV. 5/90 /3c /.`/E WC /4/-i T S sc: F viz = E X C p IA Cie c7. 7J Z — /J• J F --- 0, 3 y/ J .Y J _.._ z J, Z _,-/6 /G/-.,r vF 1'- 1 /3r0•' //'G' / 7. Fr /JL'/'TN VF ./L -•/ / / ?/9JC' d. v F _. c> Vt?TvaN/ d./G .,/MV /uc'N r @ 7 /' c)F lei;)/ L , A-4., zft 7 ( s - f 4.0 >'4 ` y ,e c /3 cr / v T/ C 17/ .l t..) e lz r. _ d 3 f t-c r� z ,r41, p/) .—' 44 4 G. 3 ` 4d, G4 LA JOE /s,y�C Fv /zc� FC /2 :-73CN /.- •1/3CN/•1C 1 ---- v /3._/ i .__Z_ 6f ? / v v .•./ /7. BE &C ENGINEERS P.O. Box 3707 Seattle, Washington 98124.2207 Mail Stop: PROJECT R((7 2 / -c9f 1= 0 /9r c.)Pl JOB NO, DC" /-3 -7- 72632 -9Z)8c _ FIG. BY C .SCJ CHECKED BY / DATE 7- /‘- Y 2 SHEET 8 7 OF __ _ S C' /J'M /( f=v/1 1 F� , ..)/s/f.>f?T /c/4 / /c,. - /T cvn /C/l 7E r, /f /C, ( z,23 't, p2 f /p.z.r X 4. /7 ) , /J- = lIt 4G 1-1 / / ✓� /.,/ 4 /, e F = o,22S,' /4,46 .e — 2,7G u ✓ /17/ 7 1.¢'2, 2 7 1 4 = d 7zJ /4,46 A' e ?Z ,J;4) = //, 7 .3 d) 7" 1 CT-1— /—/ 7' C d.J c(2UTE - WO/ T -= / x .17 c) x v, / J = .e ! ? 1- ` a /.,/T /, do, 8/, / 2 c) K v, z 2J " .1' 3,i3 x . � 2 c.) G� ' e-/r z, 3 y, 8 2 / / �_. Fr C). Z X J,,3 (/ 82 f)= Z,d I.z = O, P 23".►' s?, /.s' X S — jJ - /mac Fz X.23771 REV. 5/90 re = d.22..r %/4, C • J = /G, z7 7-.) CJn/C/7C7-E ,4/'( z , 0 , I BE&C P.O. Box 3707 �- v /? 4/ I, 2 ? ? /= v r/ o , ENGINEERS Seattle, Washington 98124.2207 Mail Stop: PROJECT ee 04 ?.l- c T /ot./ JOB NO. /3cr)- 7- 5' 2 .) 3') -7?.:) FIG. BY C • S U CHECKED BY P DATE 7 - 2 - 7 2 SHEET .8_1_ / 2 /2 G / / F • f / tc ?,. J'Fns/.� < f/-�r /.��� i ?Ps - ) COE,L/Gr✓ 0 . 7/4 F X•23771 REV. 5/90 =.s' /2 K - ' / / f v/30 G /J ✓C f 3)G, / .' z. 4 — dd. r c c7 / J / 7/)/ G J c7 J •! / /9 J = 3 .Y a. _ /. S af �..� T C/ f/3 /, ��.r G� o,P,J',rct ,y2'.J'. = . 7 /D./ Iy CIS - z ) U, 7X/1 Y G a (G 7 / . 8 J / , 2 `t - / ) 842,7u k - / K - 2 P x J, /C f.4-1 r /3 7 / c. /7 A /, e_ye it-10 . BE&C ENGINEERS P.O. Box 3707 Seattle, Washington 98124•2207 Mail Stop: PROJECT /?,'D' 0/ — CJ Fe.) Ai 0/9 T/ 01 'i JOB NO. OA - 7 r e I - 72-)8 FIG. BY C . SC.I CHECKED BY Afit- DATE 7_ 2 - ?2 SHEET 4 220F Tc-A-// Re p? /- - =-_ , z r. =d AO, / 4/2 V 0 /9 cro. ) a./ci owe,. JOG", A—/ X.23771 REV. 5/90 , c.. C/r)t/G- 7 / ..,y_ 0 , c.D , C — 8J X 4 )4 / 2_ 0, ea? /1.; f'• r 2/ C '/ Z. =- 0, Cs)/ -- 4 c' c '•" ° )/12 C - I /Fr ) ' " .? f 4-1 c 76=et-1/a,_/26 _ (.4 /9 =- 0, / i 2- c), 79? 'A/ / /7J =- I BE&C P.O. Box 3707 4 2. Fo.L) 9.. ENGINEERS Seattle, Washington 98124-2207 Mail Stop: PROJECT 13 e 0 A7 / Iv JOB NO e FIG. BY C , JCJ CHECKED BY 'VI"' DATE 7.- 2 - 2 SHEET B F P/� AC7/DCriori .7 / r / e 0 7 / = I, 2 ( e / ev49P2 4 et) /90 e 11% 4 -1 G 7L 6, 3 / • rizi Pi e E 6( c / r-/ (.7.0/ 42 , e.)cal2 =-- *23771 REV. 5/90 e e r 7L 0 4 r. r 7. 37 ' /3 sp .? 3 BE&C P.O, Box 3707 `"/3 a /, Z ¢ 1 F.) 0 ' ENGINEERS Seattle, Washington 98124.2207 Mail Stop: PROJECT ge / � , �� JO " B Y ?J -7 0 FIG. BY C 1 S U CHECKED BY 9I �', DATE . 7- r SHEET `' OF / X.23771 REV. 5/90 - i v/- c CH-Fr) /c) 2 v I 1 I r I / /62, K — /Y t s_ 2 7,' 2 `t. • ,,I / /• 7S " K —/ act, p a —, , 1', 17 /1 4r 't-' 0./7 4, , 7 K / ?r" 1 / /e6.- 0//9,02/91-1 F - 2f77 - /t), /fr2 y E , 9 / t r h ' c� `✓ r /9 C - r / rj', hC. .7 a / 3 /0/`J PROJECT. R( /2 0/ - � S F r: v n/ n/ T / J tJ JOB NO. DC' ' - r2 "e ? - r" ° FIG. BY C . SU CHECKED BY DATE 7- Z J - 7? SHEET & OF / 0 / /2E / / c c /7//9 , / 8 / / ; z .1 - a / - / r ._ X � �c a - ' J" 2 2 - ,.re Y_,...F rTvrr c v 6-- /./ F/2 v ti - / c /7 T J 7.0 6.0 50 4,0 3.0 2.0 1 .0 p, zL X.23771 REV. 5/90 = /. ? ,r /. 7 J - s - 4. ,9,Y//9e ¢'v/2cC C C. 7J o, ZG K J l c', 26, J A C. /9 = e , 7 = / 6.7 v( -4'T ) Z ra 0 020 k 0.40 0.60 0.80 1.00 1.20 D. pP a oM ksi A h A„,h BE &C ENGINEERS K - t 140 1.60 2 S - Q . n) P.O. Box 3707 Seattle, Washington 98124.2207 Mail Stop: / 2 S J 180 2.00 �. .: . . INTERACTION DIAGRAM C4-6060 t;g4ksi , f,o60 7 e 0.60 �+-�- • • • is • .�. ` . ., Il.o6 . . -o , o . k 1. Ion � _. 'I 1 - -� 0.0? + - . • �-. -' 4 r( f � N • \ • - �r ' t 1l � >� / 114 11 1-' I �� 'e hF 1 0 ! 1 rg 0.01 0.01 0.01 0 04 0.01 0.06 0.07 0.08 hn. e i 00 1.00 1.00 1,04 I.11 1.17 1.11 1.79 ___ ...f y I L�,. • 1 ...,: „. 1/4, t • To use thla diagram for corresponding tied columns, gee Commentary on COLUMNS 7. .7 a / 3 /0/`J PROJECT. R( /2 0/ - � S F r: v n/ n/ T / J tJ JOB NO. DC' ' - r2 "e ? - r" ° FIG. BY C . SU CHECKED BY DATE 7- Z J - 7? SHEET & OF / 0 / /2E / / c c /7//9 , / 8 / / ; z .1 - a / - / r ._ X � �c a - ' J" 2 2 - ,.re Y_,...F rTvrr c v 6-- /./ F/2 v ti - / c /7 T J 7.0 6.0 50 4,0 3.0 2.0 1 .0 p, zL X.23771 REV. 5/90 = /. ? ,r /. 7 J - s - 4. ,9,Y//9e ¢'v/2cC C C. 7J o, ZG K J l c', 26, J A C. /9 = e , 7 = / 6.7 v( -4'T ) Z ra 0 020 k 0.40 0.60 0.80 1.00 1.20 D. pP a oM ksi A h A„,h BE &C ENGINEERS K - t 140 1.60 2 S - Q . n) P.O. Box 3707 Seattle, Washington 98124.2207 Mail Stop: / 2 S J 180 2.00 �. SEE 35MM FILM 07/20/1992 06:14 Filename: 2105FDN3.ANL * * * STAAD- III * * REVISION 12.1b(VERSION 12 LEVEL 1) * * PROPRIETARY PROGRAM OF * RESEARCH ENGINEERS.INC. * * DATE= JUL 20. 1992 * * TIME= 6: 7: 1 * * * ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD SPACE BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 2. *FILE NAME : 2105FDN3. PREPARED BY C SU 3. UNIT FEET KIPS 4. JOINT COORDINATES 5. 1 0. D. 2.625 6. 2 1.82 0. 2.625 39 188.82 0. 2.625 7. 40 190.64 0. 2.625 : 41 0. 0. 9.625 8. 42 1.82 0. 9.625 79 188.82 0. 9.625 9. 80 190.64 0. 9.625 ; 81 0. 0. 16.625 10. 82 1.82 O. 16.625 119 188.82 0. 16.625 11. 120 190.64 O. 16.625 : 121 0. 0. 7.167 12. 122 1.82 0. 7.167 159 188.82 0. 7.167 13. 160 190.64 0. 7.167 : 161 0. O. 12.083 14. 162 1.82 0. 12.083 199 188.82 0. 12.083 15. 200 190.64 0. 12.083 : 201 0. 0. 0. 16. 202 1.82 0. 0. 239 188.82 0. 0. 17. 240 190.64 0. 0. : 241 0. 0. 19.25 18. 242 1.82 0. 19.25 279 188.82 0. 19.25 19. 280 190.64 0. 19.25 20. 301 36.82 O. -1.82 303 46.82 0. -1.82 21. MEMBER INCIDENCE 22. 251 121 122 289 23. 290 161 162 328 24. ELEMENT INCIDENCE 25. 1 1 2 122 121 TO 39 26. 40 121 122 42 41 TO 78 27. 79 41 42 162 161 TO 117 28. 118 161 162 82 81 TO 156 29. 157 201 202 2 1 TO 195 30. 196 81 82 242 241 TO 234 31. 235 301 302 210 209 TO 236 32. UNIT INCH 33. MEMBER PROPERTIES 34. 251 TO 328 PRI IY 4752. IZ 35937. YD 33. YZ 12. 35. ELEMENT PROPERTIES 36. 1 TO 39 TH 45. 37. 40 TO 78 TH 78. 38. 79 TO 117 TH 78. 39. 118 TO 156 TH 45. 40. 157 TO 195 TH 45. 41. 196 TO 234 TH 45. 42. 235 236 TH 45. 43. CONSTANTS 44. E 3605. ALL 45. DEN CONCRETE ALL 46. SUPPORT 47. 2 TO 39 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 48. 42 TO 79 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 PAGE NO. 1 in Page 1 07/20/1992 06:14 Filename: 2105FDN3.ANL Page 2 BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 2 *FILE NAME : 2105FDN3. PREPARED BY C SU 49. 82 TO 119 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 50. UNIT FEET 51. LOAD 1 CONCRETE WEIGHT + STEEL BEAMS 52. SELFWIEGHT 53. ELEMENT LOAD 54. 157 TO 160 165 TO 173 179 TO 187 192 TO 195 PR 0.75 55. 196 TO 199 204 TO 212 218 TO 226 231 TO 234 PR 0.75 56. 235 236 PR 0.75 57. JOINT LOAD 58. 1 40 81 120 FY -1.05 59. 2 39 82 119 FY -3.95 60. 3 4 10 TO 17 24 TO 31 37 TO 39 FY -5.794 61. 83 84 90 TO 97 104 TO 111 117 TO 119 FY -5.794 62. 5 9 32 36 85 89 112 116 FY -4.05 63. 18 23 98 103 FY -6.37 64. 1 40 81 120 FY -0.98 65. 121 160 161 200 FY -1.656 66. 41 80 FY -1.357 67. 205 209 232 236 245 249 272 276 FY -1.38 68. 206 TO 208 220 221 233 TO 235 FY -2.76 69. 246 TO 248 260 261 273 TO 275 FY -2.76 70. 219 222 259 262 FY -2.484 71. 45 75 FY -0.168 72. 46 TO 74 FY -0.335 73. MEMBER LOAD 74. 255 TO 284 294 TO 323 UNI GY -0.067 75. LOAD 2 MACHINE BASE WEIGHT 76. ELEMENT LOAD 77. 41 TO 77 79 TO 116 PR 0.20 78. LOAD 3 MACHINE DRILLING 79. MEMBER LOAD 80. 255 294 CON GY -14.0 0. 81. 256 295 CON GY -14.0 4.17 82. 260 299 CON GY -14.0 3.0 83. 262 301 CON GY -14.0 2.17 84. 266 305 CON GY -14.0 1.0 85. 268 307 CON GY -14.0 0.17 86. LOAD 4 MACHINE MOVING 87. MEMBER LOAD 88. 255 294 CON GY -14.0 0. 89. 256 295 CON GY -14.0 4.17 90. 258 297 CON GY -14.0 1.17 91. 260 299 CON GY -14.0 0.34 92. 261 300 CON GY -14.0 2.34 93. 262 301 CON GY -14.0 1.51 94. LOAD 5 SEISMIC FORCE 95. MEMBER FORCE 96. 255 CON GY 44.64 0. • 255 294 CON GZ 6.3 0. : 294 CON GY -44.64 0. 97. 256 CON GY 44.64 4.17 256 295 CON GZ 6.3 4.17 ; 295 CON GY -44.64 4.17 98. 258 CON GY 44.64 1.17 , 258 297 CON GZ 6.3 1.17 : 297 CON GY -4.64 1.17 99. 260 CON GY 44.64 0.34 260 299 CON GZ 6.3 0.34 ; 299 CON GY -44.64 0.34 100. 261 CON GY 44.64 2.34 261 300 CON GZ 6.3 2.34 : 300 CON GY -44.64 2.34 101. 262 CON GY 44.64 1.51 262 301 CON GZ 6.3 1.51 : 301 CON GY -44.64 1.51 102. JOINT LOAD 103. *FOUNDATION WEIGHT 104. 41 80 FZ 2.96 : 42 79 FZ 11.09 ; 43 TO 78 FZ 16.27 105. *WALL WEIGHT 106. 1 40 81 120 FZ 0.64 : 2 39 82 119 FZ 2.4 107. 3 TO 38 83 TO 118 FZ 3.52 108. *LOAD COMBINATION 6 DL ONLY 07/20/1992 06:14 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS HO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU 109. *1 1.4 2 1.4 110. *LOAD COMBINATION 7 DL + MACHINE DRILLING 111. *1 1.4 2 1.4 3 1.7 112. *LOAD COMBINATION 8 DL + MACHINE MOVING 113. *1 1.4 2 1.4 4 1.7 114. *LOAD COMBINATION 9 DL + MACHINE MOVING + SEISMIC 115. *1 1.4 2 1.4 4 1.4 5 1.4 116. PERFORM ANALYSIS PROBLEM STATISTICS NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 283/ 314/ 114 ORIGINAL /FINAL BAND -WIDTH = 201/ 13 TOTAL PRIMARY LOAD CASES = 5. TOTAL DEGREES OF FREEDOM = 1698 SIZE OF STIFFNESS MATRIX = 142632 DOUBLE PREC. WORDS TOTAL REQUIRED DISK SPACE = 3.90 MEGA -BYTES ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ CALCULATING ELEMENT FORCES. 117. PRINT JOINT DISPLACEMENT 6: 7:41 6: 8:18 6: 9:57 6:12 :29 6:14: 2 -- PAGE NO. 3 ,ark Page 3 07/20/1992 06:14 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. 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PREPARED BY C SU JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 118. FINISH * * * * * * * * * * * * * ** END OF STAAD -III * * * * * * * * * * * * * ** * * * * ** DATE= JUL 20.1992 TIRE= 6:14:20 * * * * ** ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FOR QUESTIONS ON STAAD- III /ISDS CONTACT: * * RESEARCH ENGINEERS. INC AT (6091 983 -5050 * TELEX 4994385 FAX: 609 983 -3825 ******** * * * * * * * * ** * * * * * * * * * * * * * * * * * * * ** * ** * * * * * * * * * * * * * * * * * * ** -- PAGE NO. 33 JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 5 0.00102 0.00000 0.08816 0.00000 0.00001 0.00000 280 1 0.00000 - 0.01755 0.00000 0.00001 0.00000 - 0.00002 2 0.00000 - 0.00048 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 5 0.00102 0.00000 0.08797 0.00000 0.00001 0.00000 301 1 0.00000 - 0.01765 0.00000 - 0.00003 0.00000 - 0.00002 2 0.00000 - 0.00065 0.00000 0.00000 0.00000 0.00000 3 0.00000 - 0.00137 0.00000 0.00000 0.00000 0.00000 4 0.00000 - 0.00268 0.00000 0.00000 0.00000 0.00000 5 - 0.00152 0.00646 0.11059 0.00004 0.00001 0.00000 302 1 0.00000 - 0.01872 0.00000 - 0.00003 0.00000 - 0.00001 2 0.00000 - 0.00064 0.00000 0.00000 0.00000 0.00000 3 0.00000 - 0.00139 0.00000 0.00000 0.00000 0.00000 4 0.00000 - 0.00265 0.00000 0.00000 0.00000 0.00000 5 - 0.00159 0.00623 0.10988 0.00004 0.00001 0.00000 303 1 0.00000 - 0.01919 0.00000 - 0.00003 0.00000 - 0.00001 2 0.00000 - 0.00064 0.00000 0.00000 0.00000 0.00000 3 0.00000 - 0.00143 0.00000 0.00000 0.00000 0.00000 4 0.00000 - 0.00251 0.00000 0.00000 0.00000 0.00000 5 - 0.00168 0.00587 0.10919 0.00004 0.00001 - 0.00001 Page 33 07/20/1992 07:19 Filename: 2105FDN3.ANL ******************* * * * * * * * * * * * * *** * * * * * * * * * * * * * * ** * * * STAAD- III * * REVISION 12.1b (VERSION 12 LEVEL 1) * * PROPRIETARY PROGRAM OF * * RESEARCH ENGINEERS,INC. * * DATE= JUL 20. 1992 * TIME= 7:12: 2 * * * ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * 1. STAAD SPACE BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 2. *FILE NAME : 2105FDN3, PREPARED BY C SU 3. UNIT FEET KIPS 4. JOINT COORDINATES 5. 1 0. 0. 2.625 6. 2 1.82 0. 2.625 39 188.82 0. 2.625 7. 40 190.64 0. 2.625: 41 0. 0. 9.625 8. 42 1.82 O. 9.625 79 188.82 0. 9.625 - 9. 80 190.64 0. 9.625 ; 81 0. O. 16.625 10. 82 1.82 0. 16.625 119 188.82 0. 16.625 11. 120 190.64 0. 16.625 ; 121 0. 0. 7.167 12. 122 1.82 O. 7.167 159 188.82 0. 7.167 13. 160 190.64 0. 7.167 : 161 0. 0. 12.083 14. 162 1.82 O. 12.083 199 188.82 0. 12.083 15. 200 190.64 0. 12.083 • 201 0. 0. 0. 16. 202 1.82 O. O. 239 188.82 0. 0. 17. 240 190.64 0. 0. ; 241 0. 0. 19.25 18. 242 1.82 0. 19.25 279 188.82 0. 19.25 19. 280 190.64 0. 19.25 20. 301 36.82 O. -1.82 303 46.82 0. -1.82 21. MEMBER INCIDENCE 22. 251 121 122 289 23. 290 161 162 328 24. ELEMENT INCIDENCE 25. 1 1 2 122 121 TO 39 26. 40 121 122 42 41 TO 78 27. 79 41 42 162 161 TO 117 28. 118 161 162 82 81 TO 156 29. 157 201 202 2 1 TO 195 30. 196 81 82 242 241 TO 234 31. 235 301 302 210 209 TO 236 32. UNIT INCH 33. MEMBER PROPERTIES 34. 251 TO 328 PRI IY 4752. IZ 35937. YD 33. YZ 12. 35. ELEMENT PROPERTIES 36. 1 TO 39 TH 45. 37. 40 TO 78 TH 78. 38. 79 TO 117 TH 78. 39. 118 TO 156 TH 45. 40. 157 TO 195 TH 45. 41. 196 TO 234 TH 45. 42. 235 236 TH 45. 43. CONSTANTS 44. E 3605. ALL 45. DEN CONCRETE ALL 46. SUPPORT 47. 2 TO 39 FIXED BUT MX HY HZ KFY 2184. KFX 83.3 KFZ 83.3 48. 42 TO 79 FIXED BUT MX MY HZ KFY 2184. KFX 83.3 KFZ 83.3 PAGE NO. 1 'wv) Page 1 07/20/1992 07:19 Filename: 2105FDN3.ANL Page 2 BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 2 *FILE NAME : 2105FDN3. PREPARED BY C SU 49. 82 TO 119 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 50. UNIT FEET 51. LOAD 1 CONCRETE WEIGHT + STEEL BEAMS 52. SELFWIEGHT 53. ELEMENT LOAD 54. 157 TO 160 165 TO 173 179 TO 187 192 TO 195 PR 0.75 55. 196 TO 199 204 TO 212 218 TO 226 231 TO 234 PR 0.75 56. 235 236 PR 0.75 57. JOINT LOAD 58. 1 40 81 120 FY -1.05 59. 2 39 82 119 FY -3.95 60. 3 4 10 TO 17 24 TO 31 37 TO 39 FY -5.794 61. 83 84 90 TO 97 104 TO 111 117 TO 119 FY -5.794 62. 5 9 32 36 85 89 112 116 FY -4.05 63. 18 23 98 103 FY -6.37 64. 1 40 81 120 FY -0.98 65. 121 160 161 200 FY -1.656 66. 41 80 FY -1.357 67. 205 209 232 236 245 249 272 276 FY -1.38 68. 206 TO 208 220 221 233 TO 235 FY -2.76 69. 246 TO 248 260 261 273 TO 275 FY -2.76 70. 219 222 259 262 FY -2.484 71. 45 75 FY -0.168 72. 46 TO 74 FY -0.335 73. MEMBER LOAD 74. 255 TO 284 294 TO 323 UNI GT -0.067 75. LOAD 2 MACHINE BASE WEIGHT 76. ELEMENT LOAD 77. 41 TO 77 79 TO 116 PR 0.20 78. LOAD 3 MACHINE DRILLING 79. MEMBER LOAD 80. 255 294 CON GY -14.0 0. 81. 256 295 CON GY -14.0 4.17 82. 260 299 CON GY -14.0 3.0 83. 262 301 CON GY -14.0 2.17 84. 266 305 CON GY -14.0 1.0 85. 268 307 CON GY -14.0 0.17 86. LOAD 4 MACHINE MOVING 87. MEMBER LOAD 88. 255 294 CON GY -14.0 0. 89. 256 295 CON GY -14.0 4.17 90. 258 297 CON GY -14.0 1.17 91. 260 299 CON GY -14.0 0.34 92. 261 300 CON GY -14.0 2.34 93. 262 301 CON GY -14.0 1.51 94. LOAD 5 SEISMIC FORCE ' 95. MEMBER FORCE 96. 255 CON GY 44.64 0. : 255 294 CON GZ 6.3 0. ; 294 CON GY -44.64 0. 97. 256 CON GT 44.64 4.17 ; 256 295 CON GZ 6.3 4.17 ; 295 CON GT -44.64 4.17 98. 258 CON GY 44.64 1.17 : 258 297 CON GZ 6.3 1.17 ; 297 CON GY -4.64 1.17 99. 260 CON GY 44.64 0.34 ; 260 299 CON GZ 6.3 0.34 ; 299 CON GY -44.64 0.34 100. 261 CON GY 44.64 2.34 ; 261 300 CON GZ 6.3 2.34 ; 300 CON GY -44.64 2.34 101. 262 CON GY 44.64 1.51 ; 262 301 CON GZ 6.3 1.51 ; 301 CON GY -44.64 1.51 102. JOINT LOAD 103. *FOUNDATION WEIGHT 104. 41 80 FZ 2.96 ; 42 79 FZ 11.09 ; 43 TO 78 FZ 16.27 105. *WALL WEIGHT 106. 1 40 81 120 FZ 0.64 : 2 39 82 119 FZ 2.4 107. 3 TO 38 83 TO 118 FZ 3.52 10B. LOAD COMBINATION 6 DL ONLY N Co 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU 109. 1 1.4 2 1.4 110. LOAD COMBINATION 7 DL + MACHINE DRILLING 111. 1 1.4 2 1.4 3 1.7 112. LOAD COMBINATION 8 DL + MACHINE MOVING 113. 1 1.4 2 1.4 4 1.7 114. LOAD COMBINATION 9 DL + MACHINE MOVING + SEISMIC 115. 1 1.4 2 1.4 4 1.4 5 1.4 116. PERFORM ANALYSIS PROBLEM STATISTICS -- PAGE N0. 3 NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 283/ 314/ 114 ORIGINAL /FINAL BAND -WIDTH = 201/ 13 TOTAL PRIMARY LOAD CASES = 5. TOTAL DEGREES OF FREEDOM = 1698 SIZE OF STIFFNESS MATRIX = 142632 DOUBLE PREC. WORDS TOTAL REQUIRED DISK SPACE = 3.90 MEGA -BYTES ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ CALCULATING ELEMENT FORCES. 117. PRINT SUPPORT REACTIONS 7:12:41 7:13:17 7:14.54 7:17:27 7:19: 0 Page 3 07/20/1992 07:19 Filename: 2105FDN3.ANL Page 4 BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE -- PAGE NO. 4 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 2 1 0.00 34.81 0.00 0.00 0.00 0.00 2 0.00 1.34 0.00 0.00 0.00 0.00 3 0.00 -0.14 0.00 0.00 0.00 0.00 4 0.00 -0.60 0.00 0.00 0.00 0.00 5 0.03 -2.81 -9.39 0.00 0.00 0.00 6 0.00 50.60 0.00 0.00 0.00 0.00 7 0.00 50.36 0.00 0.00 0.00 0.00 8 0.00 49.58 0.00 0.00 0.00 0.00 9 0.04 45.82 -13.14 0.00 0.00 0.00 3 1 0.00 33.72 0.00 0.00 0.00 0.00 2 0.00 1.41 0.00 0.00 0.00 0.00 3 0.00 0.94 0.00 0.00 0.00 0.00 4 0.00 0.80 0.00 0.00 0.00 0.00 5 0.03 -3.69 -9.37 0.00 0.00 0.00 6 0.00 49.19 0.00 0.00 0.00 0.00 7 0.00 50.79 0.00 0.00 0.00 0.00 8 0.00 50.54 0.00 0.00 0.00 0.00 9 0.04 45.14 -13.12 0.00 0.00 0.00 4 1 0.00 32.57 0.00 0.00 0.00 0.00 2 0.00 1.48 0.00 0.00 0.00 0.00 3 0.00 2.04 0.00 0.00 0.00 0.00 4 0.00 2.25 0.00 0.00 0.00 0.00 5 0.03 -4.90 -9.36 0.00 0.00 0.00 6 0.00 47.67 0.00 0.00 0.00 0.00 7 0.00 51.14 0.00 0.00 0.00 0.00 8 0.00 51.50 0.00 0.00 0.00 0.00 9 0.04 43.96 -13.10 0.00 0.00 0.00 5 1 0.00 31.33 0.00 0.00 0.00 0.00 2 0.00 1.54 0.00 0.00 0.00 0.00 3 0.00 3.04 0.00 0.00 0.00 0.00 4 0.00 3.72 0.00 0.00 0.00 0.00 5 0.03 -6.47 -9.34 0.00 0.00 0.00 6 0.00 46.01 0.00 0.00 0.00 0.00 7 0.00 51.18 0.00 0.00 0.00 0.00 8 0.00 52.33 0.00 0.00 0.00 0.00 9 0.05 42.16 -13.08 0.00 0.00 0.00 6 1 0.00 30.52 0.00 0.00 0.00 0.00 2 0.00 1.57 0.00 0.00 0.00 0.00 3 0.00 3.66 0.00 0.00 0.00 0.00 4 0.00 4:98 0.00 0.00 0.00 0.00 5 0.04 -8.10 -9.32 0.00 0.00 0.00 6 0.00 44.92 0.00 0.00 0.00 0.00 7 0.00 51.15 0.00 0.00 0.00 0.00 8 0.00 53.39 0.00 0.00 0.00 0.00 9 0.06 40.56 -13.05 0.00 0.00 0.00 7 1 0.00 30.87 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 3.74 0.00 0.00 0.00 0.00 4 0.00 5.83 0.00 0.00 0.00 0.00 5 0.05 -9.34 -9.29 0.00 0.00 0.00 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE -- PAGE NO. 5 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 6 0.00 45.44 0.00 0.00 0.00 0.00 7 0.00 51.80 0.00 0.00 0.00 0.00 8 0.00 55.34 0.00 0.00 0.00 0.00 9 0.07 40.53 -13.01 0.00 0.00 0.00 8 1 0.00 32.54 0.00 0.00 0.00 0.00 2 0.00 1.60 0.00 0.00 0.00 0.00 3 0.00 3.51 0.00 0.00 0.00 0.00 4 0.00 6.26 0.00 0.00 0.00 0.00 5 0.06 -9.94 -9.26 0.00 0.00 0.00 6 0.00 47.79 0.00 0.00 0.00 0.00 7 0.00 53.75 0.00 0.00 0.00 0.00 8 0.00 58.43 0.00 0.00 0.00 0.00 9 0.09 42.63 -12.96 0.00 0.00 0.00 9 1 0.00 35.13 0.00 0.00 0.00 0.00 2 0.00 1.60 0.00 0.00 0.00 0.00 3 0.00 3.35 0.00 0.00 0.00 0.00 4 0.00 6.40 0.00 0.00 0.00 0.00 5 0.07 -9.89 -9.21 0.00 0.00 0.00 6 0.00 51.43 0.00 0.00 0.00 0.00 7 0.00 57.12 0.00 0.00 0.00 0.00 8 0.00 62.30 0.00 0.00 0.00 0.00 9 0.10 46.53 -12.89 0.00 0.00 0.00 10 1 0.00 37.23 0.00 0.00 0.00 0.00 2 0.00 1.60 0.00 0.00 0.00 0.00 3 0.00 3.42 0.00 0.00 0.00 0.00 4 0.00 6.32 0.00 0.00 0.00 0.00 5 0.08 -9.37 -9.15 0.00 0.00 0.00 6 0.00 54.36 0.00 0.00 0.00 0.00 7 0.00 60.18 0.00 0.00 0.00 0.00 8 0.00 65.11 0.00 0.00 0.00 0.00 9 0.11 50.10 -12.81 0.00 0.00 0.00 11 1 0.00 38.11 0.00 0.00 0.00 0.00 2 0.00 1.60 0.00 0.00 0.00 0.00 3 0.00 3.53 0.00 0.00 0.00 0.00 4 0.00 5.99 0.00 0.00 0.00 0.00 5 0.09 -8.62 -9.09 0.00 0.00 0.00 6 0.00 55.58 0.00 0.00 0.00 0.00 7 0.00 61.59 0.00 0.00 0.00 0.00 8 0.00 65.77 0.00 0.00 0.00 0.00 9 0.13 51.91 -12.73 0.00 0.00 0.00 12 1 0.00 37.98 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 3.50 0.00 0.00 0.00 0.00 4 0.00 5.16 0.00 0.00 0.00 0.00 5 0.10 -7.37 -9.02 0.00 0.00 0.00 6 0.00 55.40 0.00 0.00 0.00 0.00 7 0.00 61.35 0.00 0.00 0.00 0.00 8 0.00 64.17 0.00 0.00 0.00 0.00 9 0.14 52.31 -12.63 0.00 0.00 0.00 13 1 0.00 37.47 0.00 0.00 0.00 0.00 Page 5 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE'TYPE = SPACE -- PAGE NO. 6 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 3.29 0.00 0.00 0.00 0.00 4 0.00 3.84 0.00 0.00 0.00 0.00 5 0.11 -5.72 -8.94 0.00 0.00 0.00 6 0.00 54.69 0.00 0.00 0.00 0.00 7 0.00 60.28 0.00 0.00 0.00 0.00 8 0.00 61.21 0.00 0.00 0.00 0.00 9 0.15 52.05 -12.51 0.00 0.00 0.00 14 1 0.00 36.83 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 3.12 0.00 0.00 0.00 0.00 4 0.00 2.40 0.00 0.00 0.00 0.00 5 0.11 -4.08 -8.85 0.00 0.00 0.00 6 0.00 53.78 0.00 0.00 0.00 0.00 7 0.00 59.08 0.00 0.00 0.00 0.00 8 0.00 57.86 0.00 0.00 0.00 0.00 9 0.16 51.43 -12.39 0.00 0.00 0.00 15 1 0.00 35.99 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 3.18 0.00 0.00 0.00 0.00 4 0.00 1.23 0.00 0.00 0.00 0.00 5 0.12 -2.84 -8.76 0.00 0.00 0.00 6 0.00 52.61 0.00 0.00 0.00 0.00 7 0.00 58.02 0.00 0.00 0.00 0.00 8 0.00 54.70 0.00 0.00 0.00 0.00 9 0.16 50.36 -12.26 0.00 0.00 0.00 16 1 0.00 34.84 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 3.36 0.00 0.00 0.00 0.00 4 0.00 0.44 0.00 0.00 0.00 0.00 5 0.12 -1.97 -8.67 0.00 0.00 0.00 6 0.00 51.01 0.00 0.00 0.00 0.00 7 0.00 56.72 0.00 0.00 0.00 0.00 8 0.00 51.76 0.00 0.00 0.00 0.00 9 0.17 48.87 -12.14 0.00 0.00 0.00 17 1 0.00 33.28 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 3.37 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.12 -1:38 -8.58 0.00 0.00 0.00 6 0.00 48.82 0.00 0.00 0.00 0.00 7 0.00 54.54 0.00 0.00 0.00 0.00 8 0.00 48.83 0.00 0.00 0.00 0.00 9 0.16 46.90 -12.02 0.00 0.00 0.00 18 1 0.00 31.35 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 2.98 0.00 0.00 0.00 0.00 4 0.00 -0.19 0.00 0.00 0.00 0.00 5 0.11 -0.97 -8.50 0.00 0.00 0.00 6 0.00 46.12 0.00 0.00 0.00 0.00 Page 6 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS N0. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE -- PAGE N0. 7 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 7 0.00 51.19 0.00 0.00 0.00 0.00 8 0.00 45.80 0.00 0.00 0.00 0.00 9 0.16 44.50 -11.89 0.00 0.00 0.00 19 1 0.00 29.48 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 2.26 0.00 0.00 0.00 0.00 4 0.00 -0.23 0.00 0.00 0.00 0.00 5 0.11 -0.69 -8.41 0.00 0.00 0.00 6 0.00 43.51 0.00 0.00 0.00 0.00 7 0.00 47.35 0.00 0.00 0.00 0.00 8 0.00 43.11 0.00 0.00 0.00 0.00 9 0.16 42.21 -11.78 0.00 0.00 0.00 20 1 0.00 28.49 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 1.42 0.00 0.00 0.00 0.00 4 0.00 -0.20 0.00 0.00 0.00 0.00 5 0.11 -0.50 -8.33 0.00 0.00 0.00 6 0.00 42.11 0.00 0.00 0.00 0.00 7 0.00 44.53 0.00 0.00 0.00 0.00 8 0.00 41.77 0.00 0.00 0.00 0.00 9 0.15 41.13 -11.67 0.00 0.00 0.00 21 1 0.00 28.47 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 0.74 0.00 0.00 0.00 0.00 4 0.00 -0.14 0.00 0.00 0.00 0.00 5 0.10 -0.36 -8.26 0.00 0.00 0.00 6 0.00 42.09 0.00 0.00 0.00 0.00 7 0.00 43.35 0.00 0.00 0.00 0.00 8 0.00 41.85 0.00 0.00 0.00 0.00 9 0.14 41.39 -11.56 0.00 0.00 0.00 22 1 0.00 29.44 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 0.28 0.00 0.00 0.00 0.00 4 0.00 -0.09 0.00 0.00 0.00 0.00 5 0.10 -0.26 -8.18 0.00 0.00 0.00 6 0.00 43.44 0.00 0.00 0.00 0.00 7 0.00 43.91 0.00 0.00 0.00 0.00 8 0.00 43.29 0.00 0.00 0.00 0.00 9 0.13 42.95 -11.46 0.00 0.00 0.00 23 1 0.00 31.25 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 0.02 0.00 0.00 0.00 0.00 4 0.00 -0.04 0.00 0.00 0.00 0.00 5 0.09 -0.19 -8.12 0.00 0.00 0.00 6 0.00 45.98 0.00 0.00 0.00 0.00 7 0.00 46.01 0.00 0.00 0.00 0.00 8 0.00 45.91 0.00 0.00 0.00 0.00 9 0.13 45.66 -11.36 0.00 0.00 0.00 24 1 0.00 33.09 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 Paae 7 07/20/1992 07:19 Filename: 2105F0N3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS N0. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE -- PAGE N0. 8 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 3 0.00 -0.10 0.00 0.00 0.00 0.00 4 0.00 -0.02 0.00 0.00 0.00 0.00 5 0.09 -0.13 -8.05 0.00 0.00 0.00 6 0.00 48.55 0.00 0.00 0.00 0.00 7 0.00 48.37 0.00 0.00 0.00 0.00 8 0.00 48.52 0.00 0.00 0.00 0.00 9 0.12 48.34 -11.27 0.00 0.00 0.00 25 1 0.00 34.49 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 -0.13 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.08 -0.10 -7.99 0.00 0.00 0.00 6 0.00 50.51 0.00 0.00 0.00 0.00 7 0.00 50.29 0.00 0.00 0.00 0.00 8 0.00 50.51 0.00 0.00 0.00 0.00 9 0.11 50.38 -11.19 0.00 0.00 0.00 26 1 0.00 35.37 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 -0.12 0.00 0.00 0.00 0.00 4 0.00 0.01 0.00 0.00 0.00 0.00 5 0.08 -0.07 -7.94 0.00 0.00 0.00 6 0.00 51.74 0.00 0.00 0.00 0.00 7 0.00 51.54 0.00 0.00 0.00 0.00 8 0.00 51.75 0.00 0.00 0.00 0.00 9 0.11 51.66 -11.11 0.00 0.00 0.00 27 1 0.00 35.77 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 -0.08 0.00 0.00 0.00 0.00 4 0.00 0.01 0.00 0.00 0.00 0.00 5 0.07 -0.05 -7.88 0.00 0.00 0.00 6 0.00 52.30 0.00 0.00 0.00 0.00 7 0.00 52.16 0.00 0.00 0.00 0.00 8 0.00 52.32 0.00 0.00 0.00 0.00 9 0.10 52.25 -11.04 0.00 0.00 0.00 28 1 0.00 35.74 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 -0.05 0.00 0.00 0.00 0.00 4 0.00 0.01 0.00 0.00 0.00 0.00 5 0.07 -0.03 -7.83 0.00 0.00 0.00 6 0.00 52:26 0.00 0.00 0.00 0.00 7 0.00 52.17 0.00 0.00 0.00 0.00 8 0.00 52.27 0.00 0.00 0.00 0.00 9 0.10 52.22 -10.96 0.00 0.00 0.00 29 1 0.00 35.28 0.00 0.00 0.00 0.00 2 0.00 1.60 0.00 0.00 0.00 0.00 3 0.00 -0.03 0.00 0.00 0.00 0.00 4 0.00 0.01 0.00 0.00 0.00 0.00 5 0.07 -0.02 -7.78 0.00 0.00 0.00 6 0.00 51.62 0.00 0.00 0.00 0.00 7 0.00 51.58 0.00 0.00 0.00 0.00 Page 8 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE Page 9 -- PAGE NO. 9 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 8 0.00 51.63 0.00 0.00 0.00 0.00 9 0.09 51.60 -10.90 0.00 0.00 0.00 30 1 0.00 34.36 0.00 0.00 0.00 0.00 2 0.00 1.60 0.00 0.00 0.00 0.00 3 0.00 -0.01 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.06 -0.02 -7.74 0.00 0.00 0.00 6 0.00 50.34 0.0 0.00 0.00 0.00 7 0.00 50.32 0.00 0.00 0.00 0.00 8 0.00 50.35 0.00 0.00 0.00 0.00 9 0.09 50.32 -10.83 0.00 0.00 0.00 31 1 0.00 32.95 0.00 0.00 0.00 0.00 2 0.00 1.61 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.06 -0.01 -7.69 0.00 0.00 0.00 6 0.00 48.38 0.00 0.00 0.00 0.00 7 0.00 48.38 0.00 0.00 0.00 0.00 8 0.00 48.38 0.00 0.00 0.00 0.00 9 0.09 48.36 -10.77 0.00 0.00 0.00 32 1 0.00 31.15 0.00 0.00 0.00 0.00 2 0.00 1.61 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.06 -0.01 -7.65 0.00 0.00 0.00 6 0.00 45.86 0.00 0.00 0.00 0.00 7 0.00 45.87 0.00 0.00 0.00 0.00 8 0.00 45.86 0.00 0.00 0.00 0.00 9 0.09 45.85 -10.71 0.00 0.00 0.00 33 1 0.00 29.52 0.00 0.00 0.00 0.00 2 0.00 1.61 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.06 -0.01 -7.61 0.00 0.00 0.00 6 0.00 43.59 0.00 0.00 0.00 0.00 7 0.00 43.60 0.00 0.00 0.00 0.00 8 0.00 43.59 0.00 0.00 0.00 0.00 9 0.08 43.58 -10.65 0.00 0.00 0.00 34 1 0.00 28.83 0.00 0.00 0.00 0.00 2 0.00 1.61 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.06 0.00 -7.56 0.00 0.00 0.00 6 0.00 42.61 0.00 0.00 0.00 0.00 7 0.00 42.62 0.00 0.00 0.00 0.00 8 0.00 42.61 0.00 0.00 0.00 0.00 9 0.08 42.61 -10.59 0.00 0.00 0.00 35 1 0.00 29.25 0.00 0.00 0.00 0.00 2 0.00 1.58 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE -- PAGE NO. 10 JOINT LOAD FORCE-X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.06 0.00 -7.52 0.00 0.00 0.00 6 0.00 43.16 0.00 0.00 0.00 0.00 7 0.00 43.16 0.00 0.00 0.00 0.00 8 0.00 43.16 0.00 0.00 0.00 0.00 9 0.08 43.15 -10.53 0.00 0.00 0.00 36 1 0.00 30.73 0.00 0.00 0.00 0.00 2 0.00 1.53 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.06 0.00 -7.48 0.00 0.00 0.00 6 0.00 45.17 0.00 0.00 0.00 0.00 7 0.00 45.17 0.00 0.00 0.00 0.00 8 0.00 45.17 0.00 0.00 0.00 0.00 9 0.08 45.16 -10.47 0.00 0.00 0.00 37 1 0.00 32.68 0.00 0.00 0.00 0.00 2 0.00 1.45 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 '0.00 0.00 5 0.06 0.00 -7.43 0.00 0.00 0.00 6 0.00 47.78 0.00 0.00 0.00 0.00 7 0.00 47.78 0.00 0.00 0.00 0.00 8 0.00 47.78 0.00 0.00 0.00 0.00 9 0.09 47.78 -10.41 0.00 0.00 0.00 38 1 0.00 34.70 0.00 0.00 0.00 0.00 2 0.00 1.33 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.06 0.00 -7.39 0.00 0.00 0.00 6 0.00 50.44 0.00 0.00 0.00 0.00 7 0.00 50.44 0.00 0.00 0.00 0.00 8 0.00 50.44 0.00 0.00 0.00 0.00 9 0.09 50.44 -10.34 0.00 0.00 0.00 39 1 0.00 36.88 0.00 0.00 0.00 0.00 2 0.00 1.19 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.06 0.00 -7.34 0.00 0.00 0.00 6 0.00 53.30 0.00 0.00 0.00 0.00 7 0.00 53.30 0.00 0.00 0.00 0.00 8 0.00 53.30 0.00 0.00 0.00 0.00 9 0.09 53.30 -10.28 0.00 0.00 0.00 42 1 0.00 34.43 0.00 0.00 0.00 0.00 2 0.00 1.54 0.00 0.00 0.00 0.00 3 0.00 -0.11 0.00 0.00 0.00 0.00 4 0.00 -0.58 0.00 0.00 0.00 0.00 5 0.00 0.45 -9.39 0.00 0.00 0.00 6 0.00 50.36 0.00 0.00 0.00 0.00 7 0.00 50.18 0.00 0.00 0.00 0.00 8 0.00 49.38 0.00 0.00 0.00 0.00 Page 10 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE -- PAGE NO. 11 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 9 0.00 50.18 -13.15 0.00 0.00 0.00 43 1 0.00 33.21 0.00 0.00 0.00 0.00 2 0.00 1.61 0.00 0.00 0.00 0.00 3 0.00 1.02 0.00 0.00 0.00 0.00 4 0.00 0.89 0.00 0.00 0.00 0.00 5 0.00 0.05 -9.38 0.00 0.00 0.00 6 0.00 48.75 0.00 0.00 0.00 0.00 7 0.00 50.49 0.00 0.00 0.00 0.00 8 0.00 50.26 0.00 0.00 0.00 0.00 9 0.00 50.06 -13.13 0.00 0.00 0.00 44 1 0.00 32.01 0.00 0.00 0.00 0.00 2 0.00 1.68 0.00 0.00 0.00 0.00 3 0.00 2.19 0.00 0.00 0.00 0.00 4 0.00 2.44 0.00 0.00 0.00 0.00 5 0.00 -0.41 -9.36 0.00 0.00 0.00 6 0.00 47.17 0.00 0.00 0.00 0.00 7 0.00 50.90 0.00 0.00 0.00 0.00 8 0.00 51.32 0.00 0.00 0.00 0.00 9 0.00 50.02 -13.11 0.00 0.00 0.00 45 1 0.00 30.94 0.00 0.00 0.00 0.00 2 0.00 1.73 0.00 0.00 0.00 0.00 3 0.00 3.32 0.00 0.00 0.00 0.00 4 0.00 4.07 0.00 0.00 0.00 0.00 5 0.00 -0.97 -9.35 0.00 0.00 0.00 6 0.00 45.74 0.00 0.00 0.00 0.00 7 0.00 51.38 0.00 0.00 0.00 0.00 8 0.00 52.66 0.00 0.00 0.00 0.00 9 0.00 50.09 -13.09 0.00 0.00 0.00 46 1 0.00 30.27 0.00 0.00 0.00 0.00 2 0.00 1.77 0.00 0.00 0.00 0.00 3 0.00 4.03 0.00 0.00 0.00 0.00 4 0.00 5.46 0.00 0.00 0.00 0.00 5 0.00 -1.65 -9.33 0.00 0.00 0.00 6 0.00 44.85 0.00 0.00 0.00 0.00 7 0.00 51.70 0.00 0.00 0.00 0.00 8 0.00 54.13 0.00 0.00 0.00 0.00 9 0.00 50.18 -13.06 0.00 0.00 0.00 47 1 0.00 30.34 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 4.14 0.00 0.00 0.00 0.00 4 0.00 6.39 0.00 0.00 0.00 0.00 5 0.00 -2.40 -9.30 0.00 0.00 0.00 6 0.00 44.97 0.00 0.00 0.00 0.00 7 0.00 52.01 0.00 0.00 0.00 0.00 8 0.00 55.83 0.00 0.00 0.00 0.00 9 0.00 50.56 -13.02 0.00 0.00 0.00 48 1 0.00 31.26 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 3.82 0.00 0.00 0.00 0.00 4 0.00 6.84 0.00 0.00 0.00 0.00 Page 11 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE Page 12 -- PAGE NO. 12 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 5 0.00 -2.92 -9.26 0.00 0.00 0.00 6 0.00 46.27 0.00 0.00 0.00 0.00 7 0.00 52.76 0.00 0.00 0.00 0.00 8 0.00 57.90 0.00 0.00 0.00 0.00 9 0.00 51.77 -12.97 0.00 0.00 0.00 49 1 0.00 32.74 0.00 0.00 0.00 0.00 2 0.00 1.80 0.00 0.00 0.00 0.00 3 0.00 3.65 0.00 0.00 0.00 0.00 4 0.00 6.95 0.00 0.00 0.00 0.00 5 0.00 -2.65 -9.21 0.00 0.00 0.00 6 0.00 48.35 0.00 0.00 0.00 0.00 7 0.00 54.55 0.00 0.00 0.00 0.00 8 0.00 60.17 0.00 0.00 0.00 0.00 9 0.00 54.38 -12.90 0.00 0.00 0.00 .50 1 0.00 34.26 0.00 0.00 0.00 0.00 2 0.00 1.80 0.00 0.00 0.00 0.00 3 0.00 3.79 0.00 0.00 0.00 0.00 4 0.00 6.93 0.00 0.00 0.00 0.00 5 0.00 -1.93 -9.16 0.00 0.00 0.00 6 0.00 50.48 0.00 0.00 0.00 0.00 7 0.00 56.93 0.00 0.00 0.00 0.00 8 0.00 62.27 0.00 0.00 0.00 0.00 9 0.00 57.49 -12.82 0.00 0.00 0.00 51 1 0.00 35.38 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 3.95 0.00 0.00 0.00 0.00 4 0.00 6.58 0.00 0.00 0.00 0.00 5 0.00 -1.22 -9.10 0.00 0.00 0.00 6 0.00 52.04 0.00 0.00 0.00 0.00 7 0.00 58.75 0.00 0.00 0.00 0.00 8 0.00 63.23 0.00 0.00 0.00 0.00 9 0.00 59.54 -12.74 0.00 0.00 0.00 52 1 0.00 35.95 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 3.90 0.00 0.00 0.00 0.00 4 0.00 5.72 0.00 0.00 0.00 0.00 5 0.00 -0.65 -9.02 0.00 0.00 0.00 6 0.00 52.83 0.00 0.00 0.00 0.00 7 0.00 59.47 0.00 0.00 0.00 0.00 8 0.00 62'.55 0.00 0.00 0.00 0.00 9 0.00 59.92 -12.63 0.00 0.00 0.00 53 1 0.00 36.05 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 3.66 0.00 0.00 0.00 0.00 4 0.00 4.22 0.00 0.00 0.00 0.00 5 0.00 -0.27 -8.94 0.00 0.00 0.00 6 0.00 52.98 0.00 0.00 0.00 0.00 7 0.00 59.20 0.00 0.00 0.00 0.00 8 0.00 60.15 0.00 0.00 0.00 0.00 9 0.00 58.51 -12.52 0.00 0.00 0.00 07/20/1992 07:19 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE -- PAGE NO. 13 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 54 1 0.00 35.79 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 3.41 0.00 0.00 0.00 0.00 4 0.00 2.64 0.00 0.00 0.00 0.00 5 0.00 -0.04 -8.85 0.00 0.00 0.00 6 0.00 52.61 0.00 0.00 0.00 0.00 7 0.00 58.41 0.00 0.00 0.00 0.00 8 0.00 57.10 0.00 0.00 0.00 0.00 9 0.00 56.25 -12.39 0.00 0.00 0.00 55 1 0.00 35.19 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 3.48 0.00 0.00 0.00 0.00 4 0.00 1.40 0.00 0.00 0.00 0.00 5 0.00 0.07 -8.76 0.00 0.00 0.00 6 0.00 51.77 0.00 0.00 0.00 0.00 7 0.00 57.69 0.00 0.00 0.00 0.00 8 0.00 54.15 0.00 0.00 0.00 0.00 9 0.00 53.83 -12.27 0.00 0.00 0.00 56 1 0.00 34.23 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 3.73 0.00 0.00 0.00 0.00 4 0.00 0.56 0.00 0.00 0.00 0.00 5 0.00 0.10 -8.67 0.00 0.00 0.00 6 0.00 50.43 0.00 0.00 0.00 0.00 7 0.00 56.77 0.00 0.00 0.00 0.00 8 0.00 51.38 0.00 0.00 0.00 0.00 9 0.00 51.35 -12.14 0.00 0.00 0.00 57 1 0.00 32.91 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 3.69 0.00 0.00 0.00 0.00 4 0.00 0.07 0.00 0.00 0.00 0.00 5 0.00 0.09 -8.58 0:00 0.00 0.00 6 0.00 48.58 0.00 0.00 0.00 0.00 7 0.00 54.86 0.00 0.00 0.00 0.00 8 0.00 48.70 0.00 0.00 0.00 0.00 9 0.00 48.81 -12.02 0.00 0.00 0.00 58 1 0.00 31.38 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 3.31 0.00 0.00 0.00 0.00 4 0.00 -0.15 0.00 0.00 0.00 0.00 5 0.00 0.07 -8.50 0.00 0.00 0.00 6 0.00 46.43 0.00 0.00 0.00 0.00 7 0.00 52.07 0.00 0.00 0.00 0.00 8 0.00 46.17 0.00 0.00 0.00 0.00 9 0.00 46.32 -11.90 0.00 0.00 0.00 59 1 0.00 30.00 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 2.47 0.00 0.00 0.00 0.00 4 0.00 -0.22 0.00 0.00 0.00 0.00 5 0.00 0.04 -8.41 0.00 0.00 0.00 Page 13 t os 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 14 *FILE NAME : 2105FDN3. PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 6 0.00 44.50 0.00 0.00 0.00 0.00 7 0.00 48.70 0.00 0.00 0.00 0.00 8 0.00 44.13 0.00 0.00 0.00 0.00 9 0.00 44.25 -11.78 0.00 0.00 0.00 60 1 0.00 29.19 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 1.56 0.00 0.00 0.00 0.00 4 0.00 -0.20 0.00 0.00 0.00 0.00 5 0.00 0.02 -8.33 0.00 0.00 0.00 6 0.00 43.36 0.00 0.00 0.00 0.00 7 0.00 46.02 0.00 0.00 0.00 0.00 8 0.00 43.02 0.00 0.00 0.00 0.00 9 0.00 43.11 -11.67 0.00 0.00 0.00 61 1 0.00 29.20 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 0.84 0.00 0.00 0.00 0.00 4 0.00 -0.15 0.00 0.00 0.00 0.00 5 0.00 0.01 -8.26 0.00 0.00 0.00 6 0.00 43.38 0.00 0.00 0.00 0.00 7 0.00 44.81 0.00 0.00 0.00 0.00 8 0.00 43.13 0.00 0.00 0.00 0.00 9 0.00 43.19 -11.56 0.00 0.00 0.00 62 1 0.00 30.04 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 0.35 0.00 0.00 0.00 0.00 4 0.00 -0.09 0.00 0.00 0.00 0.00 5 0.00 0.00 -8.19 0.00 0.00 0.00 6 0.00 44.56 0.00 0.00 0.00 0.00 7 0.00 45.15 0.00 0.00 0.00 0.00 8 0.00 44.40 0.00 0.00 0.00 0.00 9 0.00 44.43 -11.46 0.00 0.00 0.00 63 1 0.00 31.44 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 0.06 0.00 0.00 0.00 0.00 4 0.00 -0.05 0.00 0.00 0.00 0.00 5 0.00 0.00 -8.12 0.00 0.00 0.00 6 0.00 46.52 0.00 0.00 0.00 0.00 7 0.00 46.62 0.00 0.00 0.00 0.00 8 0.00 46.44 0.00 0.00 0.00 0.00 9 0.00 46:45 -11.37 0.00 0.00 0.00 64 1 0.00 32.97 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 -0.08 0.00 0.00 0.00 0.00 4 0.00 -0.02 0.00 0.00 0.00 0.00 5 0.00 0.00 -8.05 0.00 0.00 0.00 6 0.00 48.66 0.00 0.00 0.00 0.00 7 0.00 48.53 0.00 0.00 0.00 0.00 8 0.00 48.63 0.00 0.00 0.00 0.00 9 0.00 48.63 -11.28 0.00 0.00 0.00 65 1 0.00 34.26 0.00 0.00 0.00 0.00 Page 14 07/20/1992 07:19 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE -- PAGE NO. 15 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 -0.12 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.99 0.00 0.00 0.00 6 0.00 50.46 0.00 0.00 0.00 0.00 7 0.00 50.25 0.00 0.00 0.00 0.00 8 0.00 50.46 0.00 0.00 0.00 0.00 9 0.00 50.45 -11.19 0.00 0.00 0.00 66 1 0.00 35.12 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 -0.12 0.00 0.00 0.00 0.00 4 0.00 0.01 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.94 0.00 0.00 0.00 6 0.00 51.67 0.00 0.00 0.00 0.00 7 0.00 51.47 0.00 0.00 0.00 0.00 8 0.00 51.68 0.00 0.00 0.00 0.00 9 0.00 51.67 -11.11 0.00 0.00 0.00 67 1 0.00 35.53 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 -0.09 0.00 0.00 0.00 0.00 4 0.00 0.01 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.88 0.00 0.00 0.00 6 0.00 52.24 0.00 0.00 0.00 0.00 7 0.00 52.09 0.00 0.00 0.00 0.00 8 0.00 52.25 0.00 0.00 0.00 0.00 9 0.00 52.25 -11.04 0.00 0.00 0.00 68 1 0.00 35.50 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 -0.06 0.00 0.00 0.00 0.00 4 0.00 0.01 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.83 0.00 0.00 0.00 6 0.00 52.20 0.00 0.00 0.00 0.00 7 0.00 52.11 0.00 0.00 0.00 0.00 8 0.00 52.21 0.00 0.00 0.00 0.00 9 0.00 52.21 -10.97 0.00 0.00 0.00 69 1 0.00 35.04 0.00 0.00 0.00 0.00 2 0.00 1.79 0.00 0.00 0.00 0.00 3 0.00 -0.03 0.00 0.00 0.00 0.00 4 0.00 0.01 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.79 0.00 0.00 0.00 6 0.00 51.56 0.00 0.00 0.00 0.00 7 0.00 51.51 0.00 0.00 0.00 0.00 8 0.00 51.57 0.00 0.00 0.00 0.00 9 0.00 51.57 -10.90 0.00 0.00 0.00 70 1 0.00 34.14 0.00 0.00 0.00 0.00 2 0.00 1.80 0.00 0.00 0.00 0.00 3 0.00 -0.01 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.74 0.00 0.00 0.00 6 0.00 50.31 0.00 0.00 0.00 0.00 Page 15 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FON3. PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE Page 16 -- PAGE NO. 16 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 7 0.00 50.29 0.00 0.00 0.00 0.00 8 0.00 50.31 0.00 0.00 0.00 0.00 9 0.00 50.31 -10.84 0.00 0.00 0.00 71 1 0.00 32.85 0.00 0.00 0.00 0.00 2 0.00 1.80 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.70 0.00 0.00 0.00 6 0.00 48.52 0.00 0.00 0.00 0.00 7 0.00 48.51 0.00 0.00 0.00 0.00 8 0.00 48.52 0.00 0.00 0.00 0.00 9 0.00 48.52 -10.77 0.00 0.00 0.00 72 1 0.00 31.39 0.00 0.00 0.00 0.00 2 0.00 1.81 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.65 0.00 0.00 0.00 6 0.00 46.48 0.00 0.00 0.00 0.00 7 0.00 46.48 0.00 0.00 0.00 0.00 8 0.00 46.48 0.00 0.00 0.00 0.00 9 0.00 46.48 -10.71 0.00 0.00 0.00 73 1 0.00 30.16 0.00 0.00 0.00 0.00 2 0.00 1.81 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.61 0.00 0.00 0.00 6 0.00 44.75 0.00 0.00 0.00 0.00 7 0.00 44.76 0.00 0.00 0.00 0.00 8 0.00 44.76 0.00 0.00 0.00 0.00 9 0.00 44.76 -10.65 0.00 0.00 0.00 74 1 0.00 29.59 0.00 0.00 0.00 0.00 2 0.00 1.80 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.57 0.00 0.00 0.00 6 0.00 43.94 0.00 0.00 0.00 0.00 7 0.00 43.95 0.00 0.00 0.00 0.00 8 0.00 43.94 0.00 0.00 0.00 0.00 9 0.00 43.04 -10.59 0.00 0.00 0.00 75 1 0.00 29:90 0.00 0.00 0.00 0.00 2 0.00 1.77 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.52 0.00 0.00 0.00 6 0.00 44.34 0.00 0.00 0.00 0.00 7 0.00 44.34 0.00 0.00 0.00 0.00 8 0.00 44.34 0.00 0.00 0.00 0.00 9 0.00 44.34 -10.53 0.00 0.00 0.00 76 1 0.00 31.02 0.00 0.00 0.00 0.00 2 0.00 1.72 0.00 0.00 0.00 0.00 r7) 07/20/1992 07:19 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS N0. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE Page 17 -- PAGE NO. 17 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.48 0.00 0.00 0.00 6 0.00 45.82 0.00 0.00 0.00 0.00 7 0.00 45.83 0.00 0.00 0.00 0.00 8 0.00 45.82 0.00 0.00 0.00 0.00 9 0.00 45.82 -10.47 0.00 0.00 0.00 77 1 0.00 32.66 0.00 0.00 0.00 0.00 2 0.00 1.63 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.44 0.00 0.00 0.00 6 0.00 48.00 0.00 0.00 0.00 0.00 7 0.00 48.00 0.00 0.00 0.00 0.00 8 0.00 48.00 0.00 0.00 0.00 0.00 9 0.00 48.00 -10.41 0.00 0.00 0.00 78 1 0.00 34.58 0.00 0.00 0.00 0.00 2 0.00 1.50 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.39 0.00 0.00 0.00 6 0.00 50.52 0.00 0.00 0.00 0.00 7 0.00 50.52 0.00 0.00 0.00 0.00 8 0.00 50.52 0.00 0.00 0.00 0.00 9 0.00 50.52 -10.35 0.00 0.00 0.00 79 1 0.00 36.63 0.00 0.00 0.00 0.00 2 0.00 1.34 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 -7.35 0.00 0.00 0.00 6 0.00 53.17 0.00 0.00 0.00 0.00 7 0.00 53.17 0.00 0.00 0.00 0.00 8 0.00 53.17 0.00 0.00 0.00 0.00 9 0.00 53.17 -10.28 0.00 0.00 0.00 82 1 0.00 34.10 0.00 0.00 0.00 0.00 2 0.00 1.38 0.00 0.00 0.00 0.00 3 0.00 -0.14 0.00 0.00 0.00 0.00 4 0.00 -0.60 0.00 0.00 0.00 0.00 5 -0.02 3.69 -9.39 0.00 0.00 0.00 6 0.00 49.68 0.00 0.00 0.00 0.00 7 0.00 49.43 0.00 0.00 0.00 0.00 8 0.00 48.65 0.00 0.00 0.00 0.00 9 -0.03 54.00 -13.14 0.00 0.00 0.00 83 1 0.00 32.91 0.00 0.00 0.00 0.00 2 0.00 1.45 0.00 0.00 0.00 0.00 3 0.00 0.94 0.00 0.00 0.00 0.00 4 0.00 0.79 0.00 0.00 0.00 0.00 5 -0.02 3.81 -9.37 0.00 0.00 0.00 6 0.00 48.09 0.00 0.00 0.00 0.00 7 0.00 49.70 0.00 0.00 0.00 0.00 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE Page 18 -- PAGE NO. 18 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 8 0.00 49.44 0.00 0.00 0.00 0.00 9 -0.03 54.54 -13.12 0.00 0.00 0.00 84 1 0.00 31.56 0.00 0.00 0.00 0.00 2 0.00 1.51 0.00 0.00 0.00 0.00 3 0.00 2.04 0.00 0.00 0.00 0.00 4 0.00 2.25 0.00 0.00 0.00 0.00 5 -0.03 4.18 -9.36 0.00 0.00 0.00 6 0.00 46.30 0.00 0.00 0.00 0.00 7 0.00 49.77 0.00 0.00 0.00 0.00 8 0.00 50.12 0.00 0.00 0.00 0.00 9 -0.04 55.29 -13.10 0.00 0.00 0.00 85 1 0.00 30.02 0.00 0.00 0.00 0.00 2 0.00 1.55 0.00 0.00 0.00 0.00 3 0.00 3.04 0.00 0.00 0.00 0.00 4 0.00 3.71 0.00 0.00 0.00 0.00 5 -0.03 4.69 -9.34 0.00 0.00 0.00 6 0.00 44.20 0.00 0.00 0.00 0.00 7 0.00 49.36 0.00 0.00 0.00 0.00 8 0.00 50.51 0.00 0.00 0.00 0.00 9 -0.04 55.96 -13.08 0.00 0.00 0.00 86 1 0.00 28.73 0.00 0.00 0.00 0.00 2 0.00 1.58 0.00 0.00 0.00 0.00 3 0.00 3.66 0.00 0.00 0.00 0.00 4 0.00 4.98 0.00 0.00 0.00 0.00 5 -0.04 5.01 -9.32 0.00 0.00 0.00 6 0.00 42.44 0.00 0.00 0.00 0.00 7 0.00 48.67 0.00 0.00 0.00 0.00 8 0.00 50.90 0.00 0.00 0.00 0.00 9 -0.05 56.42 -13.05 0.00 0.00 0.00 87 1 0.00 28.39 0.00 0.00 0.00 0.00 2 0.00 1.60 0.00 0.00 0.00 0.00 3 0.00 3.74 0.00 0.00 0.00 0.00 4 0.00 5.82 0.00 0.00 0.00 0.00 5 -0.05 4.87 -9.29 0.00 0.00 0.00 6 0.00 41.99 0.00 0.00 0.00 0.00 7 0.00 48.35 0.00 0.00 0.00 0.00 8 0.00 51.88 0.00 0.00 0.00 0.00 9 -0.07 56.96 -13.01 0.00 0.00 0.00 88 1 0.00 29.10 0.00 0.00 0.00 0.00 2 0.00 1:60 0.00 0.00 0.00 0.00 3 0.00 3.51 0.00 0.00 0.00 0.00 4 0.00 6.25 0.00 0.00 0.00 0.00 5 -0.06 4.70 -9.26 0.00 0.00 0.00 6 0.00 42.98 0.00 0.00 0.00 0.00 7 0.00 48.94 0.00 0.00 0.00 0.00 8 0.00 53.61 0.00 0.00 0.00 0.00 9 -0.08 58.31 -12.96 0.00 0.00 0.00 89 1 0.00 30.71 0.00 0.00 0.00 0.00 2 0.00 1.60 0.00 0.00 0.00 0.00 3 0.00 3.34 0.00 0.00 0.00 0.00 I 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 19 *FILE NAME : 2105FON3, PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 4 0.00 6.40 0.00 0.00 0.00 0.00 5 -0.07 5.03 -9.21 0.00 0.00 0.00 6 0.00 45.24 0.00 0.00 0.00 0.00 7 0.00 50.92 0.00 0.00 0.00 0.00 8 0.00 56.12 0.00 0.00 0.00 0.00 9 -0.10 61.25 -12.89 0.00 0.00 0.00 90 1 0.00 32.48 0.00 0.00 0.00 0.00 2 0.00 1.60 0.00 0.00 0.00 0.00 3 0.00 3.42 0.00 0.00 0.00 0.00 4 0.00 6.35 0.00 0.00 0.00 0.00 5 -0.08 5.79 -9.15 0.00 0.00 0.00 6 0.00 47.71 0.00 0.00 0.00 0.00 7 0.00 53.52 0.00 0.00 0.00 0.00 8 0.00 58.50 0.00 0.00 0.00 0.00 9 -0.11 64.70 -12.82 0.00 0.00 0.00 91 1 0.00 33.84 0.00 0.00 0.00 0.00 2 0.00 1.60 0.00 0.00 0.00 0.00 3 0.00 3.54 0.00 0.00 0.00 0.00 4 0.00 6.01 0.00 0.00 0.00 0.00 5 -0.09 6.38 -9.09 0.00 0.00 0.00 6 0.00 49.61 0.00 0.00 0.00 0.00 7 0.00 55.63 0.00 0.00 0.00 0.00 8 0.00 59.83 0.00 0.00 0.00 0.00 9 -0.13 66.95 -12.73 0.00 0.00 0.00 92 1 0.00 34.71 0.00 0.00 0.00 0.00 2 0.00 1.60 0.00 0.00 0.00 0.00 3 0.00 3.50 0.00 0.00 0.00 0.00 4 0.00 5.16 0.00 0.00 0.00 0.00 5 -0.10 6.21 -9.02 0.00 0.00 0.00 6 0.00 50.83 0.00 0.00 0.00 0.00 7 0.00 56.78 0.00 0.00 0.00 0.00 8 0.00 59.60 0.00 0.00 0.00 0.00 9 -0.14 66.74 -12.63 0.00 0.00 0.00 93 1 0.00 35.15 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 3.29 0.00 0.00 0.00 0.00 4 0.00 3.83 0.00 0.00 0.00 0.00 5 -0.11 5.29 -8.94 0.00 0.00 0.00 6 0.00 51.44 0.00 0.00 0.00 0.00 7 0.00 57.04 0.00 0.00 0.00 0.00 8 0.00 57.96 0.00 0.00 0.00 0.00 9 -0.15 64.22 -12.51 0.00 0.00 0.00 94 1 0.00 35.19 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 3.12 0.00 0.00 0.00 0.00 4 0.00 2.39 0.00 0.00 0.00 0.00 5 -0.12 4.06 -8.85 0.00 0.00 0.00 6 0.00 51.49 0.00 0.00 0.00 0.00 7 0.00 56.79 0.00 0.00 0.00 0.00 8 0.00 55.56 0.00 0.00 0.00 0.00 Page 19 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 20 *FILE NAME : 2105FDN3, PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 9 -0.16 60.53 -12.39 0.00 0.00 0.00 95 1 0.00 34.83 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 3.18 0.00 0.00 0.00 0.00 4 0.00 1.23 0.00 0.00 0.00 0.00 5 -0.12 3.01 -8.76 0.00 0.00 0.00 6 0.00 50.99 0.00 0.00 0.00 0.00 7 0.00 56.40 0.00 0.00 0.00 0.00 8 0.00 53.08 0.00 0.00 0.00 0.00 9 -0.17 56.92 -12.26 0.00 0.00 0.00 96 1 0.00 34.03 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 3.36 0.00 0.00 0.00 0.00 4 0.00 0.44 0.00 0.00 0.00 0.00 5 -0.12 2.18 -8.67 0.00 0.00 0.00 6 0.00 49.86 0.00 0.00 0.00 0.00 7 0.00 55.58 0.00 0.00 0.00 0.00 8 0.00 50.62 0.00 0.00 0.00 0.00 9 -0.17 53.54 -12.14 0.00 0.00 0.00 97 1 0.00 32.70 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 3.37 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 -0.12 1.56 -8.58 0.00 0.00 0.00 6 0.00 48.01 0.00 0.00 0.00 0.00 7 0.00 53.74 0.00 0.00 0.00 0.00 8 0.00 48.02 0.00 0.00 0.00 0.00 9 -0.16 50.20 -12.02 0.00 0.00 0.00 98 1 0.00 30.95 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 2.98 0.00 0.00 0.00 0.00 4 0.00 -0.19 0.00 0.00 0.00 0.00 5 -0.11 1.11 -8.50 0.00 0.00 0.00 6 0.00 45.55 0.00 0.00 0.00 0.00 7 0.00 50.62 0.00 0.00 0.00 0.00 8 0.00 45.23 0.00 0.00 0.00 0.00 9 -0.16 46.84 -11.89 0.00 0.00 0.00 99 1 0.00 29.20 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 2:26 0.00 0.00 0.00 0.00 4 0.00 -0.23 0.00 0.00 0.00 0.00 5 -0.11 0.78 -8.41 0.00 0.00 0.00 6 0.00 43.10 0.00 0.00 0.00 0.00 7 0.00 46.95 0.00 0.00 0.00 0.00 8 0.00 42.71 0.00 0.00 0.00 0.00 9 -0.16 43.86 -11.78 0.00 0.00 0.00 100 1 0.00 28.29 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 1.43 0.00 0.00 0.00 0.00 4 0.00 -0.20 0.00 0.00 0.00 0.00 Page 20 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE -- PAGE NO. 21 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 5 -0.11 0.54 -8.33 0.00 0.00 0.00 6 0.00 41.83 0.00 0.00 0.00 0.00 7 0.00 44.25 0.00 0.00 0.00 0.00 8 0.00 41.49 0.00 0.00 0.00 0.00 9 -0.15 42.30 -11.67 0.00 0.00 0.00 101 1 0.00 28.33 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 0.74 0.00 0.00 0.00 0.00 4 0.00 -0.14 0.00 0.00 0.00 0.00 5 -0.10 0.38 -8.26 0.00 0.00 0.00 6 0.00 41.89 0.00 0.00 0.00 0.00 7 0.00 43.15 0.00 0.00 0.00 0.00 8 0.00 41.65 0.00 0.00 0.00 0.00 9 -0.14 42.21 -11.56 0.00 0.00 0.00 102 1 0.00 29.33 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 0.28 0.00 0.00 0.00 0.00 4 0.00 -0.09 0.00 0.00 0.00 0.00 5 -0.10 0.26 -8.18 0.00 0.00 0.00 6 0.00 43.29 0.00 0.00 0.00 0.00 7 0.00 43.77 0.00 0.00 0.00 0.00 8 0.00 43.15 0.00 0.00 0.00 0.00 9 -0.14 43.54 -11.46 0.00 0.00 0.00 103 1 0.00 31.18 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 0.02 0.00 0.00 0.00 0.00 4 0.00 -0.04 0.00 0.00 0.00 0.00 5 -0.09 0.18 -8.12 0.00 0.00 0.00 6 0.00 45.88 0.00 0.00 0.00 0.00 7 0.00 45.91 0.00 0.00 0.00 0.00 8 0.00 45.81 0.00 0.00 0.00 0.00 9 -0.13 46.07 -11.36 0.00 0.00 0.00 104 1 0.00 33.04 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 -0.10 0.00 0.00 0.00 0.00 4 0.00 -0.02 0.00 0.00 0.00 0.00 5 -0.09 0.13 -8.05 0.00 0.00 0.00 6 0.00 48.48 0.00 0.00 0.00 0.00 7 0.00 48.30 0.00 0.00 0.00 0.00 8 0.00 48.45 0.00 0.00 0.00 0.00 9 -0.12 48.63 -11.27 0.00 0.00 0.00 105 1 0.00 34.45 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 -0.13 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 -0.08 0.09 -7.99 0.00 0.00 0.00 6 0.00 50.46 0.00 0.00 0.00 0.00 7 0.00 50.24 0.00 0.00 0.00 0.00 8 0.00 50.46 0.00 0.00 0.00 0.00 9 -0.11 50.59 -11.19 0.00 0.00 0.00 Page 21 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE Page 22 -- PAGE NO. 22 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOH Z 106 1 0.00 35.34 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 -0.12 0.00 0.00 0.00 0.00 4 0.00 0.01 0.00 0.00 0.00 0.00 5 -0.08 0.06 -7.94 0.00 0.00 0.00 6 0.00 51.71 0.00 0.00 0.00 0.00 7 0.00 51.51 0.00 0.00 0.00 0.00 8 0.00 51.72 0.00 0.00 0.00 0.00 9 -0.11 51.80 -11.11 0.00 0.00 0.00 107 1 0.00 35.75 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 -0.08 0.00 0.00 0.00 0.00 4 0.00 0.01 0.00 0.00 0.00 0.00 5 -0.07 0.04 -7.88 0.00 0.00 0.00 6 0.00 52.28 0.00 0.00 0.00 0.00 7 0.00 52.13 0.00 0.00 0.00 0.00 8 0.00 52.29 0.00 0.00 0.00 0.00 9 -0.10 52.35 -11.04 0.00 0.00 0.00 108 1 0.00 35.72 0.00 0.00 0.00 0.00 2 0.00 1.59 0.00 0.00 0.00 0.00 3 0.00 -0.05 0.00 0.00 0.00 0.00 4 0.00 0.01 0.00 0.00 0.00 0.00 5 -0.07 0.03 -7.83 0.00 0.00 0.00 6 0.00 52.24 0.00 0.00 0.00 0.00 7 0.00 52.15 0.00 0.00 0.00 0.00 8 0.00 52.26 0.00 0.00 0.00 0.00 9 -0.10 52.30 -10.96 0.00 0.00 0.00 109 1 0.00 35.27 0.00 0.00 0.00 0.00 2 0.00 1.60 0.00 0.00 0.00 0.00 3 0.00 -0.03 0.00 0.00 0.00 0.00 4 0.00 0.01 0.00 0.00 0.00 0.00 5 -0.07 0.02 -7.78 0.00 0.00 0.00 6 0.00 51.61 0.00 0.00 0.00 0.00 7 0.00 51.57 0.00 0.00 0.00 0.00 8 0.00 51.62 0.00 0.00 0.00 0.00 9 -0.09 51.65 -10.90 0.00 0.00 0.00 110 1 0.00 34.35 0.00 0.00 0.00 0.00 2 0.00 1.60 0.00 0.00 0.00 0.00 3 0.00 -0.01 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 -0.06 0.02 -7.74 0.00 0.00 0.00 6 0.00 50.33 0.00 0.00 0.00 0.00 7 0.00 50.31 0.00 0.00 0.00 0.00 8 0.00 50.34 0.00 0.00 0.00 0.00 9 -0.09 50.36 -10.83 0.00 0.00 0.00 111 1 0.00 32.94 0.00 0.00 0.00 0.00 2 0.00 1.61 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 -0.06 0.01 -7.69 0.00 0.00 0.00 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE Page 23 -- PAGE NO. 23 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 6 0.00 48.37 0.00 0.00 0.00 0.00 7 0.00 48.37 0.00 0.00 0.00 0.00 8 0.00 48.37 0.00 0.00 0.00 0.00 9 -0.09 48.39 -10.77 0.00 0.00 0.00 112 1 0.00 31.14 0.00 0.00 0.00 0.00 2 0.00 1.61 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 -0.06 0.01 -7.65 0.00 0.00 0.00 6 0.00 45.86 0.00 0.00 0.00 0.00 7 0.00 45.86 0.00 0.00 0.00 0.00 8 0.00 45.86 0.00 0.00 0.00 0.00 9 -0.09 45.87 -10.71 0.00 0.00 0.00 113 1 0.00 29.52 0.00 0.00 0.00 0.00 2 0.00 1.61 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 -0.06 0.01 -7.61 0.00 0.00 0.00 6 0.00 43.59 0.00 0.00 0.00 0.00 7 0.00 43.59 0.00 0.00 0.00 0.00 8 0.00 43.58 0.00 0.00 0.00 0.00 9 -0.09 43.59 -10.65 0.00 0.00 0.00 114 1 0.00 28.83 0.00 0.00 0.00 0.00 2 0.00 1.61 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 -0.06 0.00 -7.56 0.00 0.00 0.00 6 0.00 42.61 0.00 0.00 0.00 0.0D 7 0.00 42.62 0.00 0.00 0.00 0.00 8 0.00 42.61 0.00 0.00 0.00 0.00 9 -0.08 42.61 -10.59 0.00 0.00 0.00 115 1 0.00 29.24 0.00 0.00 0.00 0.00 2 0.00 1.58 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 -0.06 0.00 -7.52 0.00 0.00 0.00 6 0.00 43.16 0.00 0.00 0.00 0.00 7 0.00 43.16 0.00 0.00 0.00 0.00 8 0.00 43.16 0.00 0.00 0.00 0.00 9 -0.08 43.16 -10.53 0.00 0.00 0.00 116 1 0.00 30.73 0.00 0.00 0.00 0.00 2 0.00 1.53 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 -0.06 0.00 -7.48 0.00 0.00 0.00 6 0.00 45.I6 0.00 0.00 0.00 0.00 7 0.00 45.17 0.00 0.00 0.00 0.00 8 0.00 45.16 0.00 0.00 0.00 0.00 9 -0.09 45.17 -10.47 0.00 0.00 0.00 117 1 0.00 32.68 0.00 0.00 0.00 0.00 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FON3. PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 2 0.00 1.45 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 -0.06 0.00 -7.43 0.00 0.00 0.00 6 0.00 47.78 0.00 0.00 0.00 0.00 7 0.00 47.78 0.00 0.00 0.00 0.00 8 0.00 47.78 0.00 0.00 0.00 0.00 9 -0.09 47.78 -10.41 0.00 0.00 0.00 118 1 0.00 34.70 0.00 0.00 0.00 0.00 2 0.00 1.33 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 ,0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 -0.06 0.00 -7.39 0.00 0.00 0.00 6 0.00 50.44 0.00 0.00 0.00 0.00 7 0.00 50.44 0.00 0.00 0.00 0.00 8 0.00 50.44 0.00 0.00 0.00 0.00 9 -0.09 50.44 -10.34 0.00 0.00 0.00 119 1 0.00 36.88 0.00 0.00 0.00 0.00 2 0.00 1.19 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 -0.06 0.00 -7.34 0.00 0.00 0.00 6 0.00 53.30 0.00 0.00 0.00 0.00 7 0.00 53.30 0.00 0.00 0.00 0.00 8 0.00 53.30 0.00 0.00 0.00 0.00 9 -0.09 53.30 -10.28 0.00 0.00 0.00 *** * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 118. PRINT MEMBER FORCES / I Page 24 -- PAGE NO. 24 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU -- PAGE NO. 25 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 251 1 121 0.00 1.51 0.00 0.17 0.00 0.84 122 0.00 0.11 0.00 -0.17 0.00 0.44 2 121 0.00 0.10 0.00 0.01 0.00 0.12 122 0.00 -0.10 0.00 -0.01 0.00 0.06 3 121 0.00 -0.02 0.00 0.00 0.00 -0.01 122 0.00 0.02 0.00 0.00 0.00 -0.02 4 121 0.00 -0.05 0.00 0.00 0.00 -0.04 122 0.00 0.05 0.00 0.00 0.00 -0.06 5 121 0.00 -0.20 0.14 -0.03 -0.13 -0.20 122 0.00 0.20 -0.14 0.03 -0.13 -0.16 6 121 0.00 2.25 0.00 0.25 0.00 1.34 122 0.00 0.02 0.00 -0.25 0.00 0.70 7 121 0.00 2.23 0.00 0.25 0.00 1.33 122 0.00 0.04 0.00 -0.25 0.00 0.66 8 121 0.00 2.17 0.00 0.24 0.00 1.28 122 0.00 0.10 0.00 -0.24 0.00 0.60 9 121 0.00 1.90 0.20 0.21 -0.19 1.00 122 0.00 0.37 -0.20 -0.21 -0.18 0.39 252 1 122 0.00 2.31 0.00 0.02 0.00 2.31 123 0.00 2.19 0.00 -0.02 0.00 -2.02 2 122 0.00 0.03 0.00 0.00 0.00 0.11 123 0.00 -0.03 0.00 0.00 0.00 0.07 3 122 0.00 0.00 0.00 -0.01 0.00 0.03 123 0.00 0.00 0.00 0.01 0.00 -0.02 4 122 0.00 -0.03 0.00 -0.01 0.00 -0.02 123 0.00 0.03 0.00 0.01 0.00 -0.14 5 122 0.24 -0.27 0.02 -0.24 -0.05 -0.76 123 -0.24 0.27 -0.02 0.24 -0.06 -0.63 6 122 0.00 3.28 0.00 0.04 0.00 3.39 123 0.00 3.02 0.00 -0.04 0.00 -2.73 7 122 0.00 3.29 0.00 0.02 0.00 3.44 123 0.00 3.02 0.00 -0.02 0.00 -2.76 8 122 0.00 3.23 0.00 0.01 0.00 3.35 123 0.00 3.08 0.00 -0.01 0.00 -2.97 9 122 0.33 2.85 0.03 -0.32 -0.07 2.30 123 -0.33 3.45 -0.03 0.32 -0.09 -3.81 253 1 123 0.00 2.28 0.00 0.04 0.00 2.05 124 0.00 2.22 0.00 -0.04 0.00 -1.91 2 123 0.00 0.01 0.00 0.00 0.00 0.03 124 0.00 -0.01 0.00 0.00 0.00 0.05 3 123 0.00 0.08 0.00 0.00 0.00 0.18 124 0.00 -0.08 0.00 0.00 0.00 0.23 4 123 0.00 0.04 0.00 -0.01 0.00 0.19 124 0.00 -0.04 0.00 0.01 0.00 0.00 5 123 0.46 -0.54 0.01 -0.48 -0.03 -1.50 124 -0.46 0.54 -0.01 0.48 -0.01 -1.22 Page 25 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU Pave 26 -- PAGE NO. 26 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 123 0.00 3.21 0.00 0.06 0.00 2.90 124 0.00 3.09 0.00 -0.06 0.00 -2.61 7 123 0.00 3.35 0.00 0.05 0.00 3.21 124 0.00 2.95 0.00 -0.05 0.00 -2.21 8 123 0.00 3.27 0.00 0.04 0.00 3.22 124 0.00 3.03 0.00 -0.04 0.00 -2.60 9 123 0.64 2.51 0.01 -0.63 -0.04 1.06 124 -0.64 3.79 -0.01 0.63 -0.02 -4.31 254 1 124 0.00 2.17 0.00 0.03 0.00 2.04 125 0.00 2.33 0.00 -0.03 0.00 -2.44 2 124 0.00 0.01 0.00 0.00 0.00 -0.01 125 0.00 -0.01 0.00 0.00 0.00 0.04 3 124 0.00 0.28 0.00 0.00 0.00 0.48 125 0.00 -0.28 0.00 0.00 0.00 0.93 4 124 0.00 0.25 0.00 0.00 0.00 0.61 125 0.00 -0.25 0.00 0.00 0.00 0.68 5 124 0.95 -1.05 0.00 -0.68 -0.01 -3.11 125 -0.95 1.05 0.00 0.68 0.00 -2.21 6 124 0.00 3.05 0.00 0.04 0.00 2.84 125 0.00 3.25 0.00 -0.04 0.00 -3.36 7 124 0.00 3.52 0.00 '0.05 0.00 3.66 125 0.00 2.78 0.00 -0.05 0.00 -1.78 8 124 0.00 3.48 0.00 0.04 0.00 3.87 125 0.00 2.82 0.00 -0.04 0.00 -2.21 9 124 1.33 1.93 0.00 -0.92 -0.01 -0.66 125 -1.33 4.37 0.00 0.92 0.00 -5.51 255 1 125 0.00 2.35 0.00 0.06 0.00 2.66 126. 0.00 2.49 0.00 -0.06 0.00 -3.01 2 125 0.00 0.00 0.00 0.00 0.00 -0.02 126 0.00 0.00 0.00 0.00 0.00 0.02 3 125 0.00 7.11 0.00 0.00 0.00 8.31 126 0.00 6.89 0.00 0.00 0.00 -7.76 4 125 0.00 7.14 0.00 -0.01 0.00 8.60 126 0.00 6.86 0.00 0.01 0.00 -7.87 5 125 1.61 -23.11 -3.18 -0.60 3.99 -29.79 126 -1.61 -21.53 -3.12 0.60 -3.84 25.79 6 125 0.00 /3.29 0.00 0.09 0.00 3.70 126 0.00 3.48 0.00 -0.09 0.00 -4.18 7 125 0.00 15.38 0.00 0.08 0.00 17.83 126 0.00 15.20 0.00 -0.08 0.00 -17.36 8 125 0.00 15.44 0.00 0.07 0.00 18.31 126 0.00 15.14 0.00 -0.07 0.00 -17.56 9 125 2.25 -19.06 -4.45 -0.76 5.58 -25.98 126 -2.25 -17.06 -4.37 0.76 -5.37 20.91 256 1 126 0.00 2.56 0.00 0.17 0.00 3.51 127 0.00 2.28 0.00 -0.17 0.00 -2.81 2 126 0.00 0.00 0.00 0.00 0.00 -0.02 127 0.00 0.00 0.00 0.00 0.00 0.01 14 , 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU -- PAGE NO. 27 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 126 0.00 1.24 0.00 -0.01 0.00 1.39 127 0.00 12.76 0.00 0.01 0.00 -7.48 4 126 0.00 1.39 0.00 0.00 0.00 1.80 127 0.00 12.61 0.00 0.00 0.00 -7.17 5 126 2.07 -5.00 -0.59 -0.40 0.96 -8.97 127 -2.07 -39.64 -5.71 0.40 -3.57 23.15 6 126 0.00 3.58 0.00 0.23 0.00 4.89 127 0.00 3.20 0.00 -0.23 0.00 -3.92 7 126 0.00 5.69 0.00 0.22 0.00 7.24 127 0.00 24.88 0.00 -0.22 0.00 -16.63 8 126 0.00 5.94 0.00 0.23 0.00 7.95 127 0.00 24.64 0.00 -0.23 0.00 -16.11 9 126 2.90 -1.48 -0.82 -0.33 1.35 -5.15 127 -2.90 -34.63 -8.00 0.33 -5.00 18.45 257 1 127 0.00 2.88 0.00 0.29 0.00 4.18 128 0.00 1.96 0.00 -0.29 0.00 -1.88 2 127 0.00 0.00 0.00 0.00 0.00 -0.02 128 0.00 0.00 0.00 0.00 0.00 0.01 3 127 0.00 -0.51 0.00 -0.03 0.00 -1.39 128 0.00 0.51 0.00 0.03 0.00 -1.17 4 127 0.00 -0.10 0.00 -0.01 0.00 -0.63 128 0.00 0.10 0.00 0.01 0.00 0.10 5 127 2.22 -0.23 0.03 -0.05 -0.05 -0.45 128 -2.22 0.23 -0.03 0.05 -0.10 -0.73 6 127 0.00 4.02 0.00 0.41 0.00 5.83 128 0.00 2.75 0.00 -0.41 0.00 -2.62 7 127 0.00 3.16 0.00 0.37 0.00 3.48 128 0.00 3.61 0.00 -0.37 0.00 -4.62 8 127 0.00 3.85 0.00 0.39 0.00 4.77 128 0.00 2.93 0.00 -0.39 0.00 -2.44 9 127 3.11 3.55 0.04 0.33 -0.08 4.33 128 -3.11 3.22 -0.04 -0.33 -0.14 -3.50 258 1 128 0.00 3.02 0.00 0.32 0.00 3.95 129 0.00 1.82 0.00 -0.32 0.00 -0.92 2 128 0.00 0.00 0.00 0.00 0.00 -0.01 129 0.00 0.00 0.00 0.00 0.00 0.00 3 128 0.00 -0.10 0.00 -0.01 0.00 0.02 129 0.00 0.10 0.00 0.01 0.00 -0.54 4 128 0.00 11.73 0.00 -0.02 0.00 8.30 129 0.00 2.27 0.00 0.02 0.00 -3.40 5 128 2.17 -37.58 -5.33 0.01 4.01 -27.16 129 -2.17 -7.06 -0.97 -0.01 -1.55 10.63 6 128 0.00 4.23 0.00 0.45 0.00 5.52 129 0.00 2.55 0.00 -0.45 0.00 -1.29 7 128 0.00 4.05 0.00 0.44 0.00 5.56 129 0.00 2.72 0.00 -0.44 0.00 -2.20 8 128 0.00 24.16 0.00 0.42 0.00 19.62 129 0.00 6.42 0.00 -0.42 0.00 -7.07 Page 27 07/20/1992 07:19 Filename: 2I05FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 "FILE NAME : 2105FDN3, PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE Page 28 -- PAGE NO. 28 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOH -Y MOM -Z 9 128 3.04 -31.96 -7.46 0.43 5.62 -20.88 129 -3.04 -4.16 -1.36 -0.43 -2.17 8.83 259 1 129 0.00 2.81 0.00 0.16 0.00 2.69 130 0.00 2.04 0.00 -0.16 0.00 -0.74 2 129 0.00 0.00 0.00 0.00 0.00 -0.01 130 0.00 0.00 0.00 0.00 0.00 0.00 3 129 0.00 0.18 0.00 0.01 0.00 0.74 130 0.00 -0.18 0.00 -0.01 0.00 0.18 4 129 0.00 0.34 0.00 0.01 0.00 0.60 130 0.00 -0.34 0.00 -0.01 0.00 1.11 5 129 2.22 -0.78 0.10 -0.22 -0.26 -1.88 130 -2.22 0.78 -0.10 0.22 -0.23 -2.06 6 129 0.00 3.93 0.00 0.23 0.00 3.75 130 0.00 2.85 0.00 -0.23 0.00 -1.04 7 129 0.00 4.24 0.00 0.24 0.00 5.01 130 0.00 2.54 0.00 -0.24 0.00 -0.72 8 129 0.00 4.50 0.00 0.25 0.00 4.78 130 0.00 2.28 0.00 -0.25 0.00 0.85 9 129 3.11 3.31 0.13 -0.06 -0.36 1.97 130 -3.11 3.47 -0.13 0.06 -0.32 -2.37 260 1 130 0.00 2.40 0.00 -0.09 0.00 1.28 131 0.00 2.44 0.00 0.09 0.00 -1.38 2 130 0.00 0.00 0.00 0.00 0.00 0.00 131 0.00 0.00 0.00 0.00 0.00 0.00 3 130 0.00 5.30 0.00 0.01 0.00 7.26 131 0.00 8.70 0.00 -0.01 0.00 -9.25 4 130 0.00 13.67 0.00 0.00 0.00 3.26 131 0.00 0.33 0.00 0.00 0.00 -0.15 5 130 2.25 -43.06 -6.05 0.08 1.42 -10.85 131 -2.25 -1.58 -0.25 -0.08 -0.55 3.66 6 130 0.00 3.36 0.00 -0.13 0.00 1.78 131 0.00 3.42 0.00 0.13 0.00 -1.93 7 130 0.00 12.36 0.00 -0.12 0.00 14.12 131 0.00 18.21 0.00 0.12 0.00 -17.65 8 130 0.00 26.60 0.00 -0.12 0.00 7.32 131 0.00 3.98 0.00 0.12 0.00 -2.19 9 130 3.16 -37.78 -8.47 -0.01 1.98 -8.84 131 -3.16 1.66 -0.35 0.01 -0.76 2.98 261 1 131 0.00 2.12 0.00 -0.25 0.00 0.59 132 0.00 2.72 0.00 0.25 0.00 -2.09 2 131 0.00 0.00 0.00 0.00 0.00 0.00 132 0.00 0.00 0.00 0.00 0.00 0.00 3 131 0.00 -0.01 0.00 0.00 0.00 -0.07 132 0.00 0.01 0.00 0.00 0.00 0.04 4 131 0.00 7.89 0.00 0.02 0.00 8.94 132 0.00 6.11 0.00 -0.02 0.00 -7.05 5 131 2.10 -24.69 -3.34 0.34 3.79 -29.77 132 -2.10 -19.95 -2.96 -0.34 -4.00 26.16 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE -- PAGE NO. 29 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 131 0.00 2.97 0.00 -0.35 0.00 0.82 132 0.00 3.81 0.00 0.35 0.00 -2.93 7 131 0.00 2.96 0.00 -0.35 0.00 0.70 132 0.00 3.82 0.00 0.35 0.00 -2.87 8 131 0.00 16.39 0.00 -0.31 0.00 16.03 132 0.00 14.19 0.00 0.31 0.00 -14.91 9 131 2.94 -20.54 -4.68 0.16 5.31 -28.33 132 -2.94 -15.58 -4.14 -0.16 -5.60 23.83 262 1 132 0.00 2.09 0.00 -0.26 0.00 0.67 133 0.00 2.75 0.00 0.26 0.00 -2.32 2 132 0.00 0.00 0.00 0.00 0.00 0.00 133 0.00 0.00 0.00 0.00 0.00 0.00 3 132 0.00 8.27 0.00 -0.01 0.00 9.07 133 0.00 5.73 0.00 0.01 0.00 -7.67 4 132 0.00 10.41 0.00 -0.01 0.00 8.39 133 0.00 3.59 0.00 0.01 0.00 -5.38 5 132 1.74 -33.11 -4.80 0.90 4.24 -28.17 133 -1.74 -11.53 -1.50 -0.90 -2.32 19.03 6 132 0.00 2.93 0.00 -0.36 0.00 0.94 133 0.00 3.85 0.00 0.36 0.00 -3.25 7 132 0.00 16.99 0.00 -0.37 0.00 16.36 133 0.00 13.59 0.00 0.37 0.00 -16.28 8 132 0.00 20.64 0.00 -0.38 0.00 15.21 133 0.00 9.94 0.00 0.38 0.00 -12.39 9 132 2.44 -28.84 -6.72 0.88 5.94 -26.74 133 -2.44 -7.27 -2.10 -0.88 -3.25 15.86 263 1 133 0.00 2.19 0.00 -0.19 0.00 1.02 134 0.00 2.65 0.00 0.19 0.00 -2.16 2 133 0.00 0.00 0.00 0.00 0.00 0.00 134 0.00 0.00 0.00 0.00 0.00 0.00 3 133 0.00 -0.20 0.00 -0.01 0.00 -0.24 134 0.00 0.20 0.00 0.01 0.00 -0.79 4 133 0.00 -0.29 0.00 0.00 0.00 -0.54 134 0.00 0.29 0.00 0.00 0.00 -0.94 5 133 1.11 1.10 0.11 0.90 -0.30 2.43 134 -1.11 -1.10 -0.11 -0.90 -0.25 3.15 6 133 0.00 3.07 0.00 -0.27 0.00 1.42 134 0.00 3.71 0.00 0.27 0.00 -3.03 7 133 0.00 2.73 0.00 -0.28 0.00 1.02 134 0.00 4.05 0.00 0.28 0.00 -4.36 8 133 0.00 2.57 0.00 -0.28 0.00 0.50 134 0.00 4.21 0.00 0.28 0.00 -4.63 9 133 1.55 4.21 0.15 0.98 -0.42 4.07 134 -1.55 2.57 -0.15 -0.98 -0.35 0.07 264 1 134 0.00 2.28 0.00 -0.13 0.00 1.22 135 0.00 2.56 0.00 0.13 0.00 -1.94 2 134 0.00 0.00 0.00 0.00 0.00 0.00 135 0.00 0.00 0.00 0.00 0.00 0.00 "II, . \ Page 29 07/20/1992 07:19 Filename: 2105FDN3.ANL Page 30 BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU -- PAGE NO. 30 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 134 0.00 0.07 0.00 0.01 0.00 0.49 135 0.00 -0.07 0.00 -0.01 0.00 -0.13 4 134 0.00 -0.09 0.00 0.01 0.00 0.25 135 0.00 0.09 0.00 -0.01 0.00 -0.70 5 134 0.55 0.79 0.08 0.67 -0.23 1.83 135 -0.55 -0.79 -0.08 -0.67 -0.20 2.16 6 134 0.00 3.19 0.00 -0.19 0.00 1.71 135 0.00 3.59 0.00 0.19 0.00 -2.71 7 134 0.00 3.31 0.00 -0.18 0.00 2.54 135 0.00 3.47 0.00 0.18 0.00 -2.93 8 134 0.00 3.04 0.00 -0.18 0.00 2.13 135 0.00 3.74 0.00 0.18 0.00 -3.90 9 134 0.77 4.17 0.12 0.75 -0.32 4.61 135 -0.77 2.61 -0.12 -0.75 -0.28 -0.67 265 1 135 0.00 2.30 0.00 -0.10 0.00 1.26 136 0.00 2.54 0.00 0.10 0.00 -1.85 2 135 0.00 0.00 0.00 0.00 0.00 0.00 136 0.00 0.00 0.00 0.00 0.00 0.00 3 135 0.00 0.44 0.00 0.02 0.00 1.13 136 0.00 -0.44 0.00 -0.02 0.00 1.10 4 135 0.00 0.02 0.00 0.01 0.00 0.55 136 0.00 -0.02 0.00 -0.01 0.00 -0.45 5 135 0.09 0.56 0.06 0.48 -0.17 1.30 136 -0.09 -0.56 -0.06 -0.48 -0.16 1.52 6 135 0.00 3.23 0.00 -0.14 0.00 1.76 136 0.00 3.55 0.00 0.14 0.00 -2.59 7 135 0.00 3.97 0.00 -0.10 0.00 3.68 136 0.00 2.81 0.00 0.10 0.00 -0.73 8 135 0.00 3.26 0.00 -0.12 0.00 2.70 136 0.00 3.52 0.00 0.12 0.00 -3.36 9 135 0.13 4.03 0.09 0.54 -0.23 4.35 136 -0.13 2.75 -0.09 -0.54 -0.22 -1.10 266 1 136 0.00 2.24 0.00 -0.10 0.00 1.18 137 0.00 2.61 0.00 0.10 0.00 -2.12 2 136 0.00 0.00 0.00 0.00 0.00 0.00 137 0.00 0.00 0.00 0.00 0.00 0.00 3 136 0.00 .12.36 0.00 0.00 0.00 7.94 137 0.00 1.64 0.00 0.00 0.00 -2.25 4 136 0.00 0.06 0.00 0.01 0.00 0.57 137 0.00 -0.06 0.00 -0.01 0.00 -0.25 5 136 -0.28 0.40 0.05 0.34 -0.12 0.94 137 0.28 -0.40 -0.05 -0.34 X0.12 1.06 6 136 0.00 3.13 0.00 -0.14 0.00 1.65 137 0.00 3.65 0.00 0.14 0.00 -2.96 7 136 0.00 24.13 0.00 -0.14 0.00 15.16 137 0.00 6.44 0.00 0.14 0.00 -6.79 8 136 0.00 3.24 0.00 -0.12 0.00 2.62 137 0.00 3.54 0.00 0.12 0.00 -3.38 N 07/20/1992 07:19 Filename: 2105F0N3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE -- PAGE NO. 31 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 9 136 -0.40 3.77 0.07 0.36 -0.16 3.76 137 0.40 3.01 -0.07 -0.36 -0.17 -1.82 267 1 137 0.00 2.11 0.00 -0.12 0.00 1.20 138 0.00 2.73 0.00 0.12 0.00 -2.75 2 137 0.00 0.00 0.00 0.00 0.00 0.00 138 0.00 0.00 0.00 0.00 0.00 0.00 3 137 0.00 0.29 0.00 0.02 0.00 0.27 138 0.00 -0.29 0.00 -0.02 0.00 1.22 4 137 0.00 0.07 0.00 0.01 0.00 0.46 138 0.00 -0.07 0.00 -0.01 0.00 -0.11 5 137 -0.58 0.28 0.03 0.24 -0.08 0.69 138 0.58 -0.28 -0.03 -0.24 -0.09 0.74 6 137 0.00 2.96 0.00 -0.17 0.00 1.68 138 0.00 3.82 0.00 0.17 0.00 -3.85 7 137 0.00 3.46 0.00 -0.13 0.00 2.15 138 0.00 3.32 0.00 0.13 0.00 -1.78 8 137 0.00 3.08 0.00 -0.15 0.00 2.46 138 0.00 3.70 0.00 0.15 0.00 -4.03 9 137 -0.81 3.45 0.05 0.19 -0.11 3.28 138 0.81 3.32 -0.05 -0.19 -0.13 -2.95 268 1 138 0.00 2.10 0.00 -0.11 0.00 1.72 139 0.00 2.74 0.00 0.11 0.00 -3.35 2 138 0.00 0.00 0.00 0.00 0.00 0.00 139 0.00 0.00 0.00 0.00 0.00 0.00 3 138 0.00 13.43 0.00 -0.02 0.00 0.53 139 0.00 0.57 0.00 0.02 0.00 -1.03 4 138 0.00 0.06 0.00 0.01 0.00 0.31 139 0.00 -0.06 0.00 -0.01 0.00 -0.02 5 138 -0.80 0.20 0.02 0.17 -0.05 0.50 139 0.80 -0.20 -0.02 -0.17 -0.07 0.52 6 138 0.00 2.94 0.00 -0.16 0.00 2.41 139 0.00 3.84 0.00 0.16 0.00 -4.69 7 138 0.00 25.77 0.00 -0.19 0.00 3.30 139 0.00 4.81 0.00 0.19 0.00 -6.44 8 138 0.00 3.04 0.00 -0.15 0.00 2.94 139 0.00 3.74 0.00 0.15 0.00 -4.72 9 138 -1.12 3.30 0.03 0.09 -0.06 3.55 139 1.12 3.47 -0.03 -0.09 -0.10 -3.98 269 1 139 0.00 2.22 0.00 -0.07 0.00 2.50 140 0.00 2.62 0.00 0.07 0.00 -3.53 2 139 0.00 0.00 0.00 0.00 0.00 0.00 140 0.00 0.00 0.00 0.00 0.00 0.00 3 139 0.00 -0.17 0.00 0.00 0.00 -0.35 140 0.00 0.17 0.00 0.00 0.00 -0.49 4 139 0.00 0.04 0.00 0.00 0.00 0.18 140 0.00 -0.04 0.00 0.00 0.00 0.02 5 139 -0.96 0.15 0.01 0.12 -0.02 0.37 140 0.96 -0.15 -0.01 -0.12 -0.05 0.37 Page 31 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE Page 32 -- PAGE NO. 32 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 139 0.00 3.10 0.00 -0.09 0.00 3.49 140 0.00 3.67 0.00 0.09 0.00 -4.94 7 139 0.00 2.82 0.00 -0.10 0.00 2.90 140 0.00 3.96 0.00 0.10 0.00 -5.78 8 139 0.00 3.17 0.00 -0.09 0.00 3.80 140 0.00 3.61 0.00 0.09 0.00 -4.90 9 139 -1.34 3.36 0.02 0.09 -0.03 4.26 140 1.34 3.42 -0.02 -0.09 -0.07 -4.39 270 1 140 0.00 2.40 0.00 -0.02 0.00 3.11 141 0.00 2.44 0.00 0.02 0.00 -3.21 2 140 0.00 0.00 0.00 0.00 0.00 0.00 141 0.00 0.00 0.00 0.00 0.00 0.00 3 140 0.00 -0.06 0.00 0.00 0.00 0.12 141 0.00 0.06 0.00 0.00 0.00 -0.41 4 140 0.00 0.02 0.00 0.00 0.00 0.08 141 0.00 -0.02 0.00 0.00 0.00 0.03 5 140 -1.06 0.10 0.01 0.09 0.00 0.27 141 1.06 -0.10 -0.01 -0.09 -0.04 0.26 6 140 0.00 3.36 0.00 -0.02 0.00 4.36 141 0.00 3.41 0.00 0.02 0.00 -4.49 7 140 0.00 3.26 0.00 -0.02 0.00 4.56 141 0.00 3.51 0.00 0.02 0.00 -5.19 8 140 0.00 3.40 0.00 -0.02 0.00 4.50 141 0.00 3.38 0.00 0.02 0.00 -4.43 9 140 -1.48 3.54 0.01 0.10 0.00 4.85 141 1.48 3.24 -0.01 -0.10 -0.05 -4.08 271 1 141 0.00 2.59 0.00 0.03 0.00 3.42 142 0.00 2.25 0.00 -0.03 0.00 -2.58 2 141 0.00 0.00 0.00 0.00 0.00 0.00 142 0.00 0.00 0.00 0.00 0.00 0.00 3 141 0.00 0.01 0.00 0.00 0.00 0.30 142 0.00 -0.01 0.00 0.00 0.00 -0.27 4 141 0.00 0.01 0.00 0.00 0.00 0.02 142 0.00 -0.01 0.00 0.00 0.00 0.03 5 141 -1.11 0.07 0.00 0.06 0.01 0.19 142 1.11 -0.07 0.00 -0.06 -0.02 0.19 6 141 0.00 /3.62 0.00 0.04 0.00 4.79 142 0.00 3.16 0.00 -0.04 0.00 -3.62 7 141 0.00 3.63 0.00 0.05 0.00 5.31 142 0.00 3.14 0.00 -0.05 0.00 -4.07 8 141 0.00 3.64 0.00 0.05 0.00 4.83 142 0.00 3.14 0.00 -0.05 0.00 -3.56 9 141 -1.55 3.74 0.00 0.13 0.01 5.09 142 1.55 3.04 0.00 -0.13 -0.03 -3.31 272 1 142 0.00 2.70 0.00 0.07 0.00 3.22 143 0.00 2.14 0.00 -0.07 0.00 -1.81 2 142 0.00 0.00 0.00 0.00 0.00 0.00 143 0.00 0.00 0.00 0.00 0.00 0.00 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FON3. PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE Page 33 -- PAGE NO. 33 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 142 0.00 0.04 0.00 0.01 0.00 0.33 143 0.00 -0.04 0.00 -0.01 0.00 -0.15 4 142 0.00 0.00 0.00 0.00 0.00 -0.01 143 0.00 0.00 0.00 0.00 0.00 0.02 5 142 -1.12 0.05 0.00 0.04 0.02 0.14 143 1.12 -0.05 0.00 -0.04 -0.01 0.13 6 142 0.00 3.78 0.00 0.10 0.00 4.51 143 0.00 3.00 0.00 -0.10 0.00 -2.53 7 142 0.00 3.84 0.00 0.11 0.00 5.06 143 0.00 2.94 0.00 -0.11 0.00 -2.78 8 142 0.00 3.79 0.00 0.10 0.00 4.49 143 0.00 2.99 0.00 -0.10 0.00 -2.49 9 142 -1.57 3.86 0.00 0.16 0.03 4.69 143 1.57 2.92 0.00 -0.16 -0.02 -2.31 273 1 143 0.00 2.68 0.00 0.07 0.00 2.58 144 0.00 2.17 0.00 -0.07 0.00 -1.29 2 143 0.00 0.00 0.00 0.00 0.00 0.00 144 0.00 0.00 0.00 0.00 0.00 0.00 3 143 0.00 0.04 0.00 0.01 0.00 0.27 144 0.00 -0.04 0.00 -0.01 0.00 -0.07 4 143 0.00 0.00 0.00 0.00 0.00 -0.02 144 0.00 0.00 0.00 0.00 0.00 0.02 5 143 -1.09 0.04 0.00 0.03 0.03 0.10 144 1.09 -0.04 0.00 -0.03 -0.01 0.09 6 143 0.00 3.75 0.00 0.09 0.00 3.61 144 0.00 3.03 0.00 -0.09 0.00 -1.80 7 143 0.00 3.81 0.00 0.10 0.00 4.06 144 0.00 2.96 0.00 -0.10 0.00 -1.92 8 143 0.00 3.74 0.00 0.09 0.00 3.58 144 0.00 3.03 0.00 -0.09 0.00 -1.78 9 143 -1.53 3.80 -0.01 0.13 0.04 3.72 144 1.53 2.98 0.01 -0.13 -0.01 -1.65 274 1 144 0.00 2.54 0.00 0.03 0.00 1.87 145 0.00 2.30 0.00 -0.03 0.00 -1.28 2 144 0.00 0.00 0.00 0.00 0.00 0.00 145 0.00 0.00 0.00 0.00 0.00 0.00 3 144 0.00 0.03 0.00 0.00 0.00 0.18 145 0.00 -0.03 0.00 0.00 0.00 -0.01 4 144 0.00 0.00 0.00 0.00 0.00 -0.02 145 0.00 0.00 0.00 0.00 0.00 0.01 5 144 -1.04 0.03 -0.01 0.02 0.03 0.07 145 1.04 -0.03 0.01 -0.02 0.00 0.07 6 144 0.00 3.55 0.00 0.04 0.00 2.62 145 0.00 3.22 0.00 -0.04 0.00 -1.79 7 144 0.00 3.61 0.00 0.04 0.00 2.93 145 0.00 3.17 0.00 -0.04 0.00 -1.82 8 144 0.00 3.55 0.00 0.04 0.00 2.58 145 0.00 3.23 0.00 -0.04 0.00 -1.78 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU j Page 34 -- PAGE NO. 34 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOH -Z 9 144 -1.45 3.59 -0.01 0.07 0.05 2.68 145 1.45 3.19 0.01 -0.07 0.00 -1.68 275 1 145 0.00 2.44 0.00 0.00 0.00 1.49 146 0.00 2.40 0.00 0.00 0.00 -1.40 2 145 0.00 0.00 0.00 0.00 0.00 0.00 146 0.00 0.00 0.00 0.00 0.00 0.00 3 145 0.00 0.02 0.00 0.00 0.00 0.11 146 0.00 -0.02 0.00 0.00 0.00 0.01 4 145 0.00 0.00 0.00 0.00 0.00 -0.02 146 0.00 0.00 0.00 0.00 0.00 0.00 5 145 -0.96 0.02 -0.01 0.02 0.04 0.05 146 0.96 -0.02 0.01 -0.02 0.01 0.05 6 145 0.00 3.41 0.00 0.00 0.00 2.09 146 0.00 3.36 0.00 0.00 0.00 -1.96 7 145 0.00 3.45 0.00 0.01 0.00 2.27 146 0.00 3.32 0.00 -0.01 0.00 -1.95 8 145 0.00 3.41 0.00 0.00 0.00 2.06 146 0.00 3.37 0.00 0.00 0.00 -1.96 9 145 -1.34 3.44 -0.01 0.02 0.05 2.13 146 1.34 3.34 0.01 -0.02 0.01 -1.89 276 1 146 0.00 2.41 0.00 0.00 , 0.00 1.41 147 0.00 2.43 0.00 0.00 0.00 -1.47 2 146 0.00 0.00 0.00 0.00 0.00 0.00 147 0.00 0.00 0.00 0.00 0.00 0.00 3 146 0.00 0.01 0.00 0.00 0.00 0.05 147 0.00 -0.01 0.00 0.00 0.00 0.02 4 146 0.00 0.00 0.00 0.00 0.00 -0.01 147 0.00 0.00 0.00 0.00 0.00 0.00 5 146 -0.86 0.01 -0.01 0.01 0.04 0.03 147 0.86 -0.01 0.01 -0.01 0.01 0.03 6 146 0.00 3.37 0.00 0.00 0.00 1.98 147 0.00 3.40 0.00 0.00 0.00 -2.06 7 146 0.00 3.40 0.00 0.00 0.00 2.06 147 0.00 3.38 0.00 0.00 0.00 -2.03 8 146 0.00 3.37 0.00 -0.01 0.00 1.96 147 0.00 3.41 0.00 0.01 0.00 -2.06 9 146 -1.20 /3.39 -0.01 0.01 0.05 2.01 147 1.20 3.39 0.01 -0.01 0.01 -2.01 277 1 147 0.00 2.41 0.00 0.00 0.00 1.44 148 0.00 2.43 0.00 0.00 0.00 -1.47 2 147 0.00 0.00 0.00 0.00 0.00 0.00 148 0.00 0.00 0.00 0.00 0.00 0.00 3 147 0.00 0.01 0.00 0.00 0.00 0.02 148 0.00 -0.01 0.00 0.00 0.00 0.02 4 147 0.00 0.00 0.00 0.00 0.00 -0.01 148 0.00 0.00 0.00 0.00 0.00 0.00 5 147 -0.75 0.01 -0.01 0.01 0.04 0.02 148 0.75 -0.01 0.01 -0.01 0.01 0.02 07/20/1992 07:19 Filename: 2105FON3.ANL Page 35 BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 35 *FILE NAME : 2105FDN3. PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 147 0.00 3.38 0.00 0.00 0.00 2.02 148 0.00 3.40 0.00 0.00 0.00 -2.06 7 147 0.00 3.39 0.00 0.00 0.00 2.04 148 0.00 3.39 0.00 0.00 0.00 -2.03 8 147 0.00 3.38 0.00 0.00 0.00 2.01 148 0.00 3.40 0.00 0.00 0.00 -2.06 9 147 -1.05 3.39 -0.01 0.01 0.05 2.04 148 1.05 3.39 0.01 -0.01 0.02 -2.03 278 1 148 0.00 2.42 0.00 0.00 0.00 1.45 149 0.00 2.42 0.00 0.00 0.00 -1.46 2 148 0.00 0.00 0.00 0.00 0.00 0.00 149 0.00 0.00 0.00 0.00 0.00 0.00 3 148 0.00 0.00 0.00 0.00 0.00 0.00 149 0.00 0.00 0.00 0.00 0.00 0.01 4 148 0.00 0.00 0.00 0.00 0.00 0.00 149 0.00 0.00 0.00 0.00 0.00 0.00 5 148 -0.53 0.01 -0.01 0.01 0.04 0.02 149 0.63 -0.01 0.01 -0.01 0.02 0.02 6 148 0.00 3.39 0.00 0.00 0.00 2.03 149 0.00 3.39 0.00 0.00 0.00 -2.05 7 148 0.00 3.39 0.00 0.00 0.00 2.03 149 0.00 3.39 0.00 0.00 0.00 -2.02 8 148 0.00 3.38 0.00 0.00 0.00 2.03 149 0.00 3.39 0.00 0.00 0.00 -2.05 9 148 -0.88 3.39 -0.01 0.01 0.05 2.05 149 0.88 3.38 0.01 -0.01 0.02 -2.02 279 1 149 0.00 2.38 0.00 -0.01 0.00 1.38 150 0.00 2.46 0.00 0.01 0.00 -1.58 2 149 0.00 0.00 0.00 0.00 0.00 0.00 150 0.00 0.00 0.00 0.00 0.00 0.00 3 149 0.00 0.00 0.00 0.00 0.00 -0.01 150 0.00 0.00 0.00 0.00 0.00 0.01 4 149 0.00 0.00 0.00 0.00 0.00 0.00 150 0.00 0.00 0.00 0.00 0.00 0.00 5 149 -0.51 0.00 -0.01 0.00 0.03 0.01 150 0.51 0.00 0.01 0.00 0.02 0.01 6 149 0.00 3.34 0.00 -0.01 0.00 1.94 150 0.00 3.44 0.00 0.01 0.00 -2.21 7 149 0.00 3.33 0.00 -0.01 0.00 1.92 150 0.00 3.44 0.00 0.01 0.00 -2.20 8 149 0.00 3.33 0.00 -0.01 0.00 1.94 150 0.00 3.44 0.00 0.01 0.00 -2.22 9 149 -0.71 3.34 -0.01 -0.01 0.05 1.96 150 0.71 3.44 0.01 0.01 0.02 -2.20 280 1 150 0.00 2.27 0.00 -0.03 0.00 1.26 151 0.00 2.57 0.00 0.03 0.00 -2.02 2 150 0.00 0.00 0.00 0.00 0.00 0.00 151 0.00 0.00 0.00 0.00 0.00 0.00 ?mg, 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU Page 36 -- PAGE NO. 36 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y HOM -Z 3 150 0.00 0.00 0.00 0.00 0.00 -0.01 151 0.00 0.00 0.00 0.00 0.00 0.01 4 150 0.00 0.00 0.00 0.00 0.00 0.00 151 0.00 0.00 0.00 0.00 0.00 0.00 5 150 -0.38 0.00 -0.01 0.00 0.03 0.01 151 0.38 0.00 0.01 0.00 0.02 0.01 6 150 0.00 3.18 0.00 -0.05 0.00 1.78 151 0.00 3.60 0.00 0.05 0.00 -2.82 7 150 0.00 3.18 0.00 -0.05 0.00 1.76 151 0.00 3.60 0.00 0.05 0.00 -2.81 8 150 0.00 3.18 0.00 -0.05 0.00 1.78 151 0.00 3.60 0.00 0.05 0.00 -2.82 9 150 -0.54 3.19 -0.01 -0.04 0.04 1.79 151 0.54 3.59 0.01 0.04 0.03 -2.81 281 1 151 0.00 2.14 0.00 -0.07 0.00 1.35 152 0.00 2.70 0.00 0.07 0.00 -2.76 2 151 0.00 0.00 0.00 0.00 0.00 0.00 152 0.00 0.00 0.00 0.00 0.00 0.01 3 151 0.00 0.00 0.00 0.00 0.00 -0.01 152 0.00 0.00 0.00 0.00 0.00 0.00 4 151 0.00 0.00 0.00 0.00 0.00 0.00 152 0.00 0.00 0.00 0.00 0.00 0.00 5 151 -0.27 0.00 -0.01 0.00 0.03 0.01 152 0.27 0.00 0.01 0.00 0.02 0.01 6 151 0.00 3.00 0.00 -0.10 0.00 1.89 152 0.00 3.78 0.00 0.10 0.00 -3.85 7 151 0.00 3.00 0.00 -0.10 0.00 1.87 152 0.00 3.78 0.00 0.10 0.00 -3.85 8 151 0.00 3.00 0.00 -0.10 0.00 1.89 152 0.00 3.78 0.00 0.10 0.00 -3.85 9 151 -0.38 3.00 -0.01 -0.10 0.04 1.90 152 0.38 3.77 0.01 0.10 0.03 -3.84 282 1 152 0.00 2.13 0.00 -0.08 0.00 1.91 153 0.00 2.72 0.00 0.08 0.00 -3.40 2 152 0.00 0.00 0.00 .0.00 0.00 0.00 153 0.00 0.00 0.00 0.00 0.00 0.02 3 152 0.00 /0.00 0.00 0.00 0.00 -0.01 153 0.00 0.00 0.00 0.00 0.00 0.00 4 152 0.00 0.00 0.00 0.00 0.00 0.00 153 0.00 0.00 0.00 0.00 0.00 0.00 5 152 -0.16 0.00 -0.01 0.00 0.02 0.00 153 0.16 0.00 0.01 0.00 0.02 0.00 6 152 0.00 2.98 0.00 -0.11 0.00 2.67 153 0.00 3.80 0.00 0.11 0.00 -4.73 7 152 0.00 2.98 0.00 -0.11 0.00 2.66 153 0.00 3.80 0.00 0.11 0.00 -4.73 8 152 0.00 2.98 0.00 -0.11 0.00 2.67 153 0.00 3.80 0.00 0.11 0.00 -4.73 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105F0N3, PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE -- PAGE NO. 37 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 9 152 -0.23 2.98 -0.01 -0.11 0.03 2.68 153 0.23 3.79 0.01 0.11 0.02 -4.72 283 1 153 0.00 2.26 0.00 -0.04 0.00 2.70 154 0.00 2.58 0.00 0.04 0.00 -3.51 2 153 0.00 0.01 0.00 0.00 0.00 0.00 154 0.00 -0.01 0.00 0.00 0.00 0.03 3 153 0.00 0.00 0.00 0.00 0.00 0.00 154 0.00 0.00 0.00 0.00 0.00 0.00 4 153 0.00 0.00 0.00 0.00 0.00 0.00 154 0.00 0.00 0.00 0.00 0.00 0.00 5 153 -0.07 0.00 -0.01 0.00 0.02 0.00 154 0.07 0.00 0.01 0.00 0.02 0.00 6 153 0.00 3.17 0.00 -0.05 0.00 3.78 154 0.00 3.60 0.00 0.05 0.00 -4.87 7 153 0.00 3.17 0.00 -0.05 0.00 3.78 154 0.00 3.61 0.00 0.05 0.00 -4.87 8 153 0.00 3.17 0.00 -0.05 0.00 3.78 154 0.00 3.60 0.00 0.05 0.00 -4.87 9 153 -0.10 3.18 -0.01 -0.05 0.02 3.79 154 0.10 3.60 0.01 0.05 0.02 -4.86 284 1 154 0.00 2.47 0.00 0.02 0.00 3.32 155 0.00 2.37 0.00 -0.02 0.00 -3.09 2 154 0.00 0.01 0.00 0.00 0.00 -0.01 155 0.00 -0.01 0.00 0.00 0.00 0.05 3 154 0.00 0.00 0.00 0.00 0.00 0.00 155 0.00 0.00 0.00 0.00 0.00 0.00 4 154 0.00 0.00 0.00 0.00 0.00 0.00 155 0.00 0.00 0.00 0.00 0.00 0.00 5 154 0.01 0.00 0.00 0.00 0.01 0.00 155 -0.01 0.00 0.00 0.00 0.01 0.00 6 154 0.00 3.46 0.00 0.04 0.00 4.63 155 0.00 3.32 0.00 -0.04 0.00 -4.26 7 154 0.00 3.46 0.00 0.04 0.00 4.62 155 0.00 3.32 0.00 -0.04 0.00 -4.26 8 154 0.00 3.46 0.00 0.04 0.00 4.63 155 0.00 3.32 0.00 -0.04 0.00 -4.26 9 154 0.01 3.46 -0.01 0.04 0.02 4.63 155 -0.01 3.31 0.01 -0.04 0.01 -4.25 285 1 155 0.00 2.43 0.00 0.07 0.00 3.25 156 0.00 2.08 0.00 -0.07 0.00 -2.36 2 155 0.00 0.01 0.00 0.00 0.00 -0.03 156 0.00 -0.01 0.00 0.00 0.00 0.05 3 155 0.00 0.00 0.00 0.00 0.00 0.00 156 0.00 0.00 0.00 0.00 0.00 0.00 4 155 0.00 0.00 0.00 0.00 0.00 0.00 156 0.00 0.00 0.00 0.00 0.00 0.00 5 155 0.06 0.00 0.00 0.00 0.00 0.00 156 -0.06 0.00 0.00 0.00 0.00 0.00 Page 37 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB GRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 155 0.00 3.41 0.00 0.09 0.00 4.51 156 0.00 2.90 0.00 -0.09 1 0.00 -3.23 7 155 0.00 3.41 0.00 0.09 0.00 4.51 156 0.00 2.90 0.00 -0.09 0.00 -3.23 8 155 0.00 3.41 0.00 0.09 0.00 4.51 156 0.00 2.90 0.00 -0.09 0.00 -3.23 9 155 0.08 3.41 0.00 0.10 0.00 4.52 156 -0.08 2.90 0.00 -0.10 0.00 -3.23 286 1 156 0.00 2.41 0.00 0.06 0.00 2.82 157 0.00 2.09 0.00 -0.06 0.00 -2.02 2 156 0.00 0.00 0.00 0.00 0.00 -0.05 157 0.00 0.00 0.00 0.00 0.00 0.05 3 156 0.00 0.00 0.00 0.00 0.00 0.00 157 0.00 0.00 0.00 0.00 0.00 0.00 4 156 0.00 0.00 0.00 0.00 0.00 0.00 157 0.00 0.00 0.00 0.00 0.00 0.00 5 156 0.08 0.00 0.00 0.00 -0.01 0.00 157 -0.08 0.00 0.00 0.00 -0.01 0.00 6 156 0.00 3.37 0.00 0.08 0.00 3.87 157 0.00 2.93 0.00 -0.08 0.00 -2.76 7 156 0.00 3.37 0.00 0.08 0.00 3.87 157 0.00 2.93 0.00 -0.08 0.00 -2.76 8 156 0.00 3.37 0.00 0.08 0.00 3.87 157 0.00 2.93 0.00 -0.08 0.00 -2.76 9 156 0.12 3.37 0.00 0.08 -0.01 3.88 157 -0.12 2.93 0.00 -0.08 -0.01 -2.76 287 1 157 0.00 2.32 0.00 0.03 0.00 2.34 158 0.00 2.18 0.00 -0.03 0.00 -2.00 2 157 0.00 -0.01 0.00 0.00 0.00 -0.07 158 0.00 0.01 0.00 0.00 0.00 0.01 3 157 0.00 0.00 0.00 0.00 0.00 0.00 158 0.00 0.00 0.00 0.00 0.00 0.00 4 157 0.00 0.00 0.00 0.00 0.00 0.00 158 0.00 0.00 0.00 0.00 0.00 0.00 5 157 0.11 0.00 0.00 0.00 -0.01 0.00 158 -0.11 0.00 0.00 0.00 0.00 0.00 6 157 0.00 /3.23 0.00 0.04 0.00 3.17 158 0.00 3.08 0.00 -0.04 0.00 -2.79 7 157 0.00 3.23 0.00 0.04 0.00 3.17 158 0.00 3.08 0.00 -0.04 0.00 -2.79 8 157 0.00 3.23 0.00 0.04 0.00 3.17 158 0.00 3.08 0.00 -0.04 0.00 -2.79 9 157 0.16 3.23 0.00 0.04 -0.02 3.17 158 -0.16 3.08 0.00 -0.04 0.00 -2.79 288 1 158 0.00 2.29 0.00 0.04 0.00 159 0.00 2.21 0.00 -0.04 0.00 2 158 0.00 -0.04 0.00 0.00 0.00 159 0.00 0.04 0.00 0.00 0.00 Page 38 -- PAGE NO. 38 2.34 - 2.13 -0.09 - 0.10 07/20/1992 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 39 *FILE NAME : 2105FDN3. PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 158 0.00 0.00 0.00 0.00 0.00 0.00 159 0.00 0.00 0.00 0.00 0.00 0.00 4 158 0.00 0.00 0.00 0.00 0.00 0.00 159 0.00 0.00 0.00 0.00 0.00 0.00 5 158 0.15 0.00 0.00 0.00 0.00 0.00 159 -0.15 0.00 0.00 0.00 0.00 0.00 6 158 0.00 3.16 0.00 0.05 0.00 3.15 159 0.00 3.15 0.00 -0.05 0.00 -3.12 7 158 0.00 3.16 0.00 0.05 0.00 3.15 159 0.00 3.15 0.00 -0.05 0.00 -3.12 8 158 0.00 3.16 0.00 0.05 0.00 3.15 159 0.00 3.15 0.00 -0.05 0.00 -3.12 9 158 0.21 3.16 0.00 0.05 0.00 3.15 159 -0.21 3.15 0.00 -0.05 0.00 -3.12 289 1 159 0.00 0.28 0.00 -0.14 0.00 -0.32 160 0.00 1.34 0.00 0.14 0.00 -0.65 2 159 0.00 -0.09 0.00 -0.01 0.00 -0.06 160 0.00 0.09 0.00 0.01 0.00 -0.11 3 159 0.00 0.00 0.00 0.00 0.00 0.00 160 0.00 0.00 0.00 0.00 0.00 0.00 4 159 0.00 0.00 0.00 0.00 0.00 0.00 160 0.00 0.00 0.00 0.00 0.00 0.00 5 159 0.05 0.00 0.03 0.00 -0.03 0.00 160 -0.05 0.00 -0.03 0.00 -0.02 0.00 6 159 0.00 0.26 0.00 -0.21 0.00 -0.53 160 0.00 2.01 0.00 0.21 0.00 -1.07 7 159 0.00 0.26 0.00 -0.21 0.00 -0.53 160 0.00 2.01 0.00 0.21 0.00 -1.07 8 159 0.00 0.26 0.00 -0.21 0.00 -0.53 160 0.00 2:01 0.00 0.21 0.00 -1.07 9 159 0.06 0.26 0.04 -0.21 -0.05 -0.53 160 -0.06 2.01 -0.04 0.21 -0.03 -1.07 290 1 161 0.00 1.46 0.00 -0.16 0.00 0.79 162 0.00 0.16 0.00 0.16 0.00 0.40 2 161 0.00 0.07 0.00 -0.01 0.00 0.10 162 0.00 -0.07 0.00 0.01 0.00 0.02 3 161 0.00 -0.02 0.00 0.00 0.00 -0.01 162 0.00 0.02 0.00 0.00 0.00 -0.02 4 161 0.00 -0.05 0.00 0.00 0.00 -0.04 162 0.00 0.05 0.00 0.00 0.00 -0.06 5 161 0.00 0.27 0.15 -0.03 -0.13 0.26 162 0.00 -0.27 -0.15 0.03 -0.13 0.23 6 161 0.00 2.14 0.00 -0.24 0.00 1.24 162 0.00 0.13 0.00 0.24 0.00 0.58 7 161 0.00 2.11 0.00 -0.24 0.00 1.23 162 0.00 0.16 0.00 0.24 0.00 0.54 8 161 0.00 2.05 0.00 -0.24 0.00 1.18 162 0.00 0.22 0.00 0.24 0.00 0.49 Page 39 07/20/1992 07:19 BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET Filename: 2105FDN3.ANL Page 40 -- PAGE NO. 40 MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 9 161 0.01 2.44 0.20 -0.28 -0.19 1.56 162 -0.01 -0.17 -0.20 0.28 -0.18 0.82 291 1 162 0.00 2.24 0.00 0.04 0.00 2.14 163 0.00 2.26 0.00 -0.04 0.00 -2.18 2 162 0.00 0.02 0.00 0.00 0.00 0.08 163 0.00 -0.02 0.00 0.00 0.00 0.03 3 162 0.00 0.00 0.00 0.01 0.00 0.03 163 0.00 0.00 0.00 -0.01 0.00 -0.02 4 162 0.00 -0.03 0.00 0.01 0.00 -0.02 163 0.00 0.03 0.00 -0.01 0.00 -0.14 5 162 -0.24 0.34 0.02 -0.26 -0.05 0.85 163 0.24 -0.34 -0.02 0.26 -0.07 0.85 6 162 0.00 3.17 0.00 0.05 0.00 3.11 163 0.00 3.13 0.00 -0.05 0.00 -3.01 7 162 0.00 3.17 0.00 '0.06 0.00 3.16 163 0.00 3.13 0.00 -0.06 0.00 -3.04 8 162 0.00 3.12 0.00 0.07 0.00 3.07 163 0.00 3.19 0.00 -0.07 0.00 -3.25 9 162 -0.33 3.60 0.03 -0.29 -0.07 4.27 163 0.33 2.71 -0.03 0.29 -0.09 -2.01 292 1 163 0.00 2.15 0.00 0.07 0.00 1.71 164 0.00 2.35 0.00 -0.07 0.00 -2.23 2 163 0.00 0.01 0.00 0.00 0.00 0.01 164 0.00 -0.01 0.00 0.00 0.00 0.03 3 163 0.00 0.08 0.00 0.00 0.00 0.18 164 0.00 -0.08 0.00 0.00 0.00 0.23 4 163 0.00 0.04 0.00 0.01 0.00 0.19 164 0.00 -0.04 0.00 -0.01 0.00 0.00 5 163 -0.45 0.61 0.01 -0.49 -0.03 1.47 164 0.45 -0.61 -0.01 0.49 -0.02 1.61 6 163 0.00 3.02 0.00 0.10 0.00 2.41 164 0.00 3.28 0.00 -0.10 0.00 -3.07 7 163 0.00 3.16 0.00 0.11 0.00 2.72 164 0.00 3.14 0.00 -0.11 0.00 -2.68 8 163 0.00 3.08 0.00 0.12 0.00 2.72 164 0.00 9.22 0.00 -0.12 0.00 -3.07 9 163 -0.64 /3.92 0.01 -0.57 -0.05 4.72 164 0.64 2.38 -0.01 0.57 -0.03 -0.82 293 1 164 0.00 1.96 0.00 0.15 0.00 1.49 165 0.00 2.54 0.00 -0.15 0.00 -2.95 2 164 0.00 0.00 0.00 0.00 0.00 -0.02 165 0.00 0.00 0.00 0.00 0.00 0.02 3 164 0.00 0.28 0.00 0.00 0.00 0.48 165 0.00 -0.28 0.00 0.00 0.00 0.93 4 164 0.00 0.25 0.00 0.00 0.00 0.60 165 0.00 -0.25 0.00 0.00 0.00 0.68 5 164 -0.95 1.06 0.01 -0.69 -0.02 2.82 165 0.95 -1.06 -0.01 0.69 -0.01 2.52 0 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FON3, PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE -- PAGE NO. 41 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 164 0.00 2.75 0.00 0.21 0.00 2.06 165 0.00 3.55 0.00 -0.21 0.00 -4.09 7 164 0.00 3.22 0.00 0.20 0.00 2.88 165 0.00 3.08 0.00 -0.20 0.G0 -2.52 8 164 0.00 3.18 0.00 0.22 0.00 3.09 165 0.00 3.12 0.00 -0.22 0.00 -2.94 9 164 -1.33 4.58 0.01 -0.75 -0.03 6.85 165 1.33 1.72 -0.01 0.75 -0.01 0.38 294 1 165 0.00 2.04 0.00 0.20 0.00 1.85 166 0.00 2.80 0.00 -0.20 0.00 -3.77 2 165 0.00 0.00 0.00 0.00 0.00 -0.03 166 0.00 0.00 0.00 0.00 0.00 0.01 3 165 0.00 7.11 0.00 0.00 0.00 8.31 166 0.00 6.89 0.00 0.00 0.00 -7.76 4 165 0.00 7.14 0.00 0.01 0.00 8.59 166 0.00 6.86 0.00 -0.01 0.00 -7.87 5 165 -1.60 22.97 -3.17 -0.60 3.97 29.21 166 1.60 21.67 -3.13 0.60 -3.86 -25.93 6 165 0.00 2.85 0.00 0.29 0.00 2.55 166 0.00 3.92 0.00 -0.29 0.00 -5.26 7 165 0.00 14.94 0.00 0.29 0.00 16.68 166 0.00 15.64 0.00 -0.29 0.00 -18.45 8 165 0.00 14.99 0.00 0.30 0.00 17.16 166 0.00 15.58 0.00 -0.30 0.00 -18.65 9 165 -2.25 45.01 -4.44 -0.54 5.56 55.48 166 2.25 43.86 -4.38 0.54 -5.40 -52.59 295 1 166 0.00 2.13 0.00 0.21 0.00 2.40 167 0.00 2.71 0.00 -0.21 0.00 -3.87 2 166 0.00 0.00 0.00 0.00 0.00 -0.03 167 0.00 0.00 0.00 0.00 0.00 0.01 3 166 0.00 1.24 0.00 0.01 0.00 1.39 167 0.00 12.76 0.00 -0.01 0.00 -7.48 4 166 0.00 1.39 0.00 0.00 0.00 1.80 167 0.00 12.61 0.00 0.00 0.00 -7.17 5 166 -2.10 4.61 -0.58 -0.39 0.94 8.23 167 2.10 40.03 -5.72 0.39 -3.59 -24.38 6 166 0.00 2.98 0.00 0.29 0.00 3.32 167 0.00 3.80 0.00 -0.29 0.00 -5.40 7 166 0.00 5.09 0.00 0.30 0.00 5.68 167 0.00 25.48 0.00 -0.30 0.00 -18.11 8 166 0.00 5.33 0.00 0.30 0.00 6.38 167 0.00 25.24 0.00 -0.30 0.00 -17.60 9 166 -2.94 11.38 -0.81 -0.25 1.32 17.37 167 2.94 77.50 -8.01 0.25 -5.03 -49.58 296 1 167 0.00 2.35 0.00 0.17 0.00 2.84 168 0.00 2.49 0.00 -0.17 0.00 -3.21 2 167 0.00 0.00 0.00 0.00 0.00 -0.02 168 0.00 0.00 0.00 0.00 0.00 0.00 Page 41 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE Page 42 -- PAGE NO. 42 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 167 0.00 -0.51 0.00 0.03 0.00 -1.39 168 0.00 0.51 0.00 -0.03 0.00 -1.17 4 167 0.00 -0.10 0.00 0.01 0.00 -0.62 168 0.00 0.10 0.00 -0.01 0.00 0.11 5 167 -2.44 -0.78 0.03 0.00 -0.06 -1.07 168 2.44 0.78 -0.03 0.00 -0.10 -2.87 6 167 0.00 3.28 0.00 0.24 0.00 3.95 168 0.00 3.50 0.00 -0.24 0.00 -4.49 7 167 0.00 2.42 0.00 0.29 0.00 1.58 168 0.00 4.36 0.00 -0.29 0.00 -6.49 8 167 0.00 3.11 0.00 0.26 0.00 2.89 168 0.00 3.67 0.00 -0.26 0.00 -4.31 9 167 -3.41 2.05 0.05 0.25 -0.09 1.58 168 3.41 4.73 -0.05 -0.25 -0.14 -8.35 297 1 168 0.00 2.55 0.00 0.09 0.00 2.79 169 0.00 2.30 0.00 -0.09 0.00 -2.16 2 168 0.00 0.00 0.00 0.00 0.00 -0.01 169 0.00 0.00 0.00 0.00 0.00 0.00 3 168 0.00 -0.10 0.00 0.01 0.00 0.02 169 0.00 0.10 0.00 -0.01 0.00 -0.54 4 168 0.00 11.73 0.00 0.01 0.00 8.31 169 0.00 2.27 0.00 -0.01 0.00 -3.39 5 168 -2.44 4.10 -5.33 -0.03 4.02 4.20 169 2.44 0.54 -0.97 0.03 -1.54 -1.51 6 168 0.00 3.56 0.00 0.13 0.00 3.88 169 0.00 3.22 0.00 -0.13 0.00 -3.02 7 168 0.00 3.38 0.00 0.14 0.00 3.91 169 0.00 3.39 0.00 -0.14 0.00 -3.94 8 168 0.00 23.50 0.00 0.16 0.00 18.01 169 0.00 7.07 0.00 -0.16 0.00 -8.79 9 168 -3.42 25.72 -7.47 0.10 5.63 21.39 169 3.42 7.15 -1.35 -0.10 -2.16 -9.88 298 1 169 0.00 2.64 0.00 -0.01 0.00 2.35 170 0.00 2.20 0.00 0.01 0.00 -1.23 2 169 0.00 0.00 0.00 0.00 0.00 -0.01 170 0.00 0.00 0.00 0.00 0.00 0.00 3 169 0.00 / 0.18 0.00 -0.01 0.00 0.74 170 0.00 -0.18 0.00 0.01 0.00 0.18 4 169 0.00 0.34 0.00 -0.02 0.00 0.62 170 0.00 -0.34 0.00 0.02 0.00 1.13 5 169 -2.36 1.34 0.09 -0.24 -0.25 3.80 170 2.36 -1.34 -0.09 0.24 -0.22 2.98 6 169 0.00 3.69 0.00 -0.02 0.00 3.27 170 0.00 3.08 0.00 0.02 0.00 -1.73 7 169 0.00 4.01 0.00 -0.03 0.00 4.53 170 0.00 2.77 0.00 0.03 0.00 -1.42 8 169 0.00 4.28 0.00 -0.05 0.00 4.32 170 0.00 2.50 0.00 0.05 0.00 0.18 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU -- PAGE NO. 43 MEMBER ENO FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 9 169 -3.30 6.06 0.13 -0.38 -0.35 9.46 170 3.30 0.72 -0.13 0.38 -0.31 4.01 299 1 170 0.00 2.63 0.00 -0.12 0.00 1.94 171 0.00 2.21 0.00 0.12 0.00 -0.86 2 170 0.00 0.00 0.00 0.00 0.00 0.00 171 0.00 0.00 0.00 0.00 0.00 0.00 3 170 0.00 5.30 0.00 -0.01 0.00 7.26 171 0.00 8.70 0.00 0.01 0.00 -9.24 4 170 0.00 13.67 0.00 0.00 0.00 3.25 171 0.00 0.33 0.00 0.00 0.00 -0.16 5 170 -2.39 43.33 -5.05 0.08 1.41 11.38 171 2.39 1.31 -0.25 -0.08 -0.55 -2.80 6 170 0.00 3.69 0.00 -0.16 0.00 2.71 171 0.00 3.09 0.00 0.16 0.00 -1.21 7 170 0.00 12.69 0.00 -0.18 0.00 15.06 171 0.00 17.88 0.00 0.18 0.00 -16.92 8 170 0.00 26.93 0.00 -0.16 0.00 8.24 171 0.00 3.65 0.00 0.16 0.00 -1.48 9 170 -3.35 83.49 -8.46 -0.05 1.97 23.19 171 3.35 5.38 -0.36 0.05 -0.77 -5.36 300 1 171 0.00 2.62 0.00 -0.19 0.00 1.87 172 0.00 2.22 0.00 0.19 0.00 -0.87 2 171 0.00 0.00 0.00 0.00 0.00 0.00 172 0.00 0.00 0.00 0.00 0.00 0.00 3 171 0.00 -0.01 0.00 0.00 0.00 -0.07 172 0.00 0.01 0.00 0.00 0.00 0.04 4 171 0.00 7.89 0.00 -0.01 0.00 8.93 172 0.00 6.11 0.00 0.01 0.00 -7.06 5 171 -2.38 24.77 -3.34 0.34 3.79 29.55 172 2.38 19.87 -2.96 -0.34 -4.01 -25.53 6 171 0.00 3.67 0.00 -0.26 0.00 2.62 172 0.00 3.11 0.00 0.26 0.00 -1.21 7 171 0.00 3.66 0.00 -0.26 0.00 2.50 172 0.00 3.12 0.00 0.26 0.00 -1.15 8 171 0.00 17.08 0.00 -0.29 0.00 17.80 172 0.00 13.50 0.00 0.29 0.00 -13.22 9 171 -3.33 49.38 -4.67 0.20 5.30 56.50 172 3.33 39.49 -4.15 -0.20 -5.61 -46.84 301 1 172 0.00 2.63 0.00 -0.21 0.00 2.00 173 0.00 2.22 0.00 0.21 0.00 -0.97 2 172 0.00 0.00 0.00 0.00 0.00 0.00 173 0.00 0.00 0.00 0.00 0.00 0.00 3 172 0.00 8.27 0.00 0.01 0.00 9.07 173 0.00 5.73 0.00 -0.01 0.00 -7.67 4 172 0.00 10.41 0.00 0.02 0.00 8.39 173 0.00 3.59 0.00 -0.02 0.00 -5.39 5 172 -1.96 33.10 -4.80 0.91 4.24 27.68 173 1.96 11.54 -1.50 -0.91 -2.31 -18.61 Page 43 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU Page 44 -- PAGE NO. 44 MEMBER END FORCES STRUCTURE TYPE = SPACE . ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 172 0.00 3.67 0.00 -0.29 0.00 2.80 173 0.00 3.10 0.00 0.29 0.00 -1.35 7 172 0.00 17.73 0.00 -0.28 0.00 18.22 173 0.00 12.85 0.00 0.28 0.00 -14.39 8 172 0.00 21.37 0.00 -0.26 0.00 17.06 173 0.00 9.20 0.00 0.26 0.00 -10.51 9 172 -2.74 64.59 -6.72 1.01 5.94 53.30 173 2.74 24.29 -2.10 -1.01 -3.23 -34.95 302 1 173 0.00 2.62 0.00 -0.18 0.00 2.08 174 0.00 2.22 0.00 0.18 0.00 -1.05 2 173 0.00 0.00 0.00 0.00 0.00 0.00 174 0.00 0.00 0.00 0.00 0.00 0.00 3 173 0.00 -0.20 0.00 0.01 0.00 -0.24 174 0.00 0.20 0.00 -0.01 0.00 -0.79 4 173 0.00 -0.29 0.00 0.00 0.00 -0.54 174 0.00 0.29 0.00 0.00 0.00 -0.94 5 173 -1.13 -1.16 0.10 0.91 -0.28 -2.95 174 1.13 1.16 -0.10 -0.91 -0.23 -2.92 6 173 0.00 3.67 0.00 -0.25 0.00 2.91 174 0.00 3.10 0.00 0.25 0.00 -1.47 7 173 0.00 3.33 0.00 -0.23 0.00 2.50 174 0.00 3.45 0.00 0.23 0.00 -2.80 8 173 0.00 3.17 0.00 -0.24 0.00 1.98 174 0.00 3.60 0.00 0.24 0.00 -3.07 9 173 -1.59 1.64 0.14 1.02 -0.39 -1.98 174 1.59 5.14 -0.14 -1.02 -0.32 -6.88 303 1 174 0.00 2.60 0.00 -0.14 0.00 2.01 175 0.00 2.24 0.00 0.14 0.00 -1.11 2 174 0.00 0.00 0.00 0.00 0.00 0.00 175 0.00 0.00 0.00 0.00 0.00 0.00 3 174 0.00 0.07 0.00 -0.01 0.00 0.49 175 0.00 -0.07 0.00 0.01 0.00 -0.13 4 174 0.00 -0.09 0.00 -0.01 0.00 0.25 175 0.00 0.09 0.00 0.01 0.00 -0.70 5 174 -0.55 -0.85 0.08 0.68 -0.21 -2.25 175 0.55 0.85 -0.08 -0.68 -0.18 -2.06 6 174 0.00 /3.64 0.00 -0.19 0.00 2.82 175 0.00 3.14 0.00 0.19 1 0.00 -1.55 7 174 0.00 3.76 0.00 -0.20 0.00 3.65 175 0.00 3.02 0.00 0.20 0.00 -1.77 8 174 0.00 3.49 0.00 -0.20 0.00 3.24 175 0.00 3.29 0.00 0.20 0.00 -2.74 9 174 -0.77 2.32 0.11 0.75 -0.29 0.02 175 0.77 4.46 -0.11 -0.75 -0.26 -5.42 304 1 175 0.00 2.53 0.00 -0.09 0.00 1.83 176 0.00 2.31 0.00 0.09 0.00 -1.26 2 175 0.00 0.00 0.00 0.00 0.00 0.00 176 0.00 0.00 0.00 0.00 0.00 0.00 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU -- PAGE NO. 45 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 175 0.00 0.44 0.00 -0.02 0.00 1.13 176 0.00 -0.44 0.00 0.02 0.00 1.09 4 175 0.00 0.02 0.00 -0.01 0.00 0.55 176 0.00 -0.02 0.00 0.01 0.00 -0.45 5 175 -0.09 -0.61 0.06 0.49 -0.16 -1.58 176 0.09 0.61 -0.06 -0.49 -0.15 -1.50 6 175 0.00 3.55 0.00 -0.13 0.00 2.56 176 0.00 3.23 0.00 0.13 0.00 -1.76 7 175 0.00 4.29 0.00 -0.17 0.00 4.47 176 0.00 2.48 0.00 0.17 0.00 0.10 8 175 0.00 3.58 0.00 -0.15 0.00 3.49 176 0.00 3.20 0.00 0.15 0.00 -2.52 9 175 -0.12 2.72 0.08 0.54 -0.22 1.11 176 0.12 4.06 -0.08 -0.54 -0.21 -4.48 305 1 176 0.00 2.40 0.00 -0.04 0.00 1.58 177 0.00 2.44 0.00 0.04 0.00 -1.69 2 176 0.00 0.00 0.00 0.00 0.00 0.00 177 0.00 0.00 0.00 0.00 0.00 0.00 3 176 0.00 12.36 0.00 0.00 0.00 7.94 177 0.00 1.64 0.00 0.00 0.00 -2.25 4 176 0.00 0.06 0.00 -0.01 0.00 0.57 177 0.00 -0.06 0.00 0.01 0.00 -0.25 5 176 0.29 -0.43 0.04 0.35 -0.11 -1.10 177 -0.29 0.43 -0.04 -0.35 -0.12 -1.08 6 176 0.00 3.36 0.00 -0.06 0.00 2.21 177 0.00 3.42 0.00 0.06 0.00 -2.37 7 176 0.00 24.36 0.00 -0.05 0.00 15.72 177 0.00 6.21 0.00 0.05 0.00 -6.20 8 176 0.00 3.47 0.00 -0.08 0.00 3.18 177 0.00 3.31 0.00 0.08 0.00 -2.79 9 176 0.40 2.84 0.06 0.41 -0.16 1.46 177 -0.40 3.94 -0.06 -0.41 -0.16 -4.23 306 1 177 0.00 2.23 0.00 0.02 0.00 1.49 178 0.00 2.61 0.00 -0.02 0.00 -2.45 2 177 0.00 0.00 0.00 0.00 0.00 0.00 178 0.00 0.00 0.00 0.00 0.00 0.00 3 177 0.00 0.29 0.00 -0.02 0.00 0.27 178 0.00 -0.29 0.00 0.02 0.00 1.22 4 177 0.00 0.07 0.00 -0.01 0.00 0.46 178 0.00 -0.07 0.00 0.01 0.00 -0.11 5 177 0.58 -0.30 0.03 0.25 -0.07 -0.76 178 -0.58 0.30 -0.03 -0.25 -0.09 -0.78 6 177 0.00 3.12 0.00 0.03 0.00 2.08 178 0.00 3.66 0.00 -0.03 0.00 -3.43 7 177 0.00 3.62 0.00 0.00 0.00 2.54 178 0.00 3.15 0.00 0.00 0.00 -1.36 8 177 0.00 3.24 0.00 0.01 0.00 2.86 178 0.00 3.54 0.00 -0.01 0.00 -3.61 Page 45 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU Page 46 -- PAGE NO. 46 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM-2 9 177 0.82 2.79 0.04 0.36 -0.10 1.65 178 -0.82 3.99 -0.04 -0.36 -0.12 -4.66 307 1 178 0.00 2.18 0.00 0.05 0.00 1.92 179 0.00 2.66 0.00 -0.05 0.00 -3.14 2 178 0.00 0.00 0.00 0.00 0.00 0.00 179 0.00 0.00 0.00 0.00 0.00 0.00 3 178 0.00 13.43 0.00 0.02 0.00 0.52 179 0.00 0.57 0.00 -0.02 0.00 -1.03 4 178 0.00 0.06 0.00 -0.01 0.00 0.31 179 0.00 -0.06 0.00 0.01 0.00 -0.02 5 178 0.80 -0.21 0.02 0.17 -0.04 -0.52 179 -0.80 0.21 -0.02 -0.17 -0.07 -0.55 6 178 0.00 3.05 0.00 0.06 0.00 2.69 179 0.00 3.72 0.00 -0.06 0.00 -4.39 7 178 0.00 25.88 0.00 0.09 0.00 3.59 179 0.00 4.70 0.00 -0.09 0.00 -6.15 8 178 0.00 3.15 0.00 0.05 0.00 3.22 179 0.00 3.63 0.00 -0.05 0.00 -4.42 9 178 1.13 2.83 0.03 0.30 -0.06 2.39 179 -1.13 3.94 -0.03 -0.30 -0.09 -5.19 308 1 179 0.00 2.27 0.00 0.02 0.00 2.64 180 0.00 2.57 0.00 -0.02 0.00 -3.38 2 179 0.00 0.00 0.00 0.00 0.00 0.00 180 0.00 0.00 0.00 0.00 0.00 0.00 3 179 0.00 -0.17 0.00 0.00 0.00 -0.35 180 0.00 0.17 0.00 0.00 0.00 -0.49 4 179 0.00 0.04 0.00 0.00 0.00 0.18 180 0.00 -0.04 0.06 0.00 0.00 0.02 5 179 0.96 -0.15 0.01 0.12 -0.02 -0.36 180 -0.96 0.15 -0.01 -0.12 -0.05 -0.39 6 179 0.00 3.18 0.00 0.03 0.00 3.69 180 0.00 3.59 0.00 -0.03 0.00 -4.73 7 179 0.00 2.90 0.00 0.03 0.00 3.10 180 0.00 3.88 0.00 -0.03 0.00 -5.57 8 179 0.00 3.25 0.00 0.02 0.00 4.00 180 0.00 3.53 0.00 -0.02 0.00 -4.69 9 179 1.35 /3.03 0.02 0.19 -0.03 3.44 180 -1.35 3.75 -0.02 -0.19 -0.07 -5.25 309 1 180 0.00 2.44 0.00 -0.02 0.00 3.21 181 0.00 2.40 0.00 0.02 0.00 -3.10 2 180 0.00 0.00 0.00 0.00 0.00 0.00 181 0.00 0.00 0.00 0.00 0.00 0.00 3 180 0.00 -0.06 0.00 0.00 0.00 0.12 181 0.00 0.06 0.00 0.00 0.00 -0.41 4 180 0.00 0.02 0.00 0.00 0.00 0.08 181 0.00 -0.02 0.00 0.00 0.00 0.03 5 180 1.06 -0.10 0.01 0.09 0.00 -0.25 181 -1.06 0.10 -0.01 -0.09 -0.04 -0.28 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 47 *FILE NAME : 2105FDN3. PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 180 0.00 3.42 0.00 -0.02 0.00 4.50 181 0.00 3.36 0.00- 0.02 0.00 -4.34 7 180 0.00 3.32 0.00 -0.03 0.00 4.70 181 0.00 3.46 0.00 0.03 0.00 -5.04 8 180 0.00 3.46 0.00 -0.03 0.00 4.64 181 0.00 3.32 0.00 0.03 0.00 -4.28 9 180 1.49 3.31 0.01 0.09 0.00 4.27 181 -1.49 3.47 -0.01 -0.09 -0.05 -4.68 310 1 181 0.00 2.62 0.00 -0.06 0.00 3.49 182 0.00 2.23 0.00 0.06 0.00 -2.51 2 181 0.00 0.00 0.00 0.00 0.00 0.00 182 0.00 0.00 0.00 0.00 0.00 0.00 3 181 0.00 0.01 0.00 0.00 0.00 0.30 182 0.00 -0.01 0.00 0.00 0.00 -0.27 4 181 0.00 0.01 0.00 0.00 0.00 0.02 182 0.00 -0.01 0.00 0.00 0.00 0.03 5 181 1.11 -0.07 0.00 0.06 0.01 -0.17 182 -1.11 0.07 0.00 -0.06 -0.02 -0.19 6 181 0.00 3.66 0.00 -0.08 0.00 4.89 182 0.00 3.12 0.00 0.08 0.00 -3.51 7 181 0.00 3.67 0.00 -0.09 0.00 5.41 182 0.00 3.10 0.00 0.09 0.00 -3.97 8 181 0.00 3.68 0.00 -0.08 0.00 4.93 182 0.00 3.10 0.00 0.08 0.00 -3.46 9 181 1.56 3.58 0.00 0.01 0.01 4.68 182 -1.56 3.20 0.00 -0.01 -0.03 -3.74 311 1 182 0.00 2.72 0.00 -0.09 0.00 3.27 183 0.00 2.12 0.00 0.09 0.00 -1.76 2 182 0.00 0.00 0.00 0.00 0.00 0.00 183 0.00 0.00 0.00 0.00 0.00 0.00 3 182 0.00 0.04 0.00 -0.01 0.00 0.33 183 0.00 -0.04 0.00 0.01 0.00 -0.15 4 182 0.00 0.00 0.00 0.00 0.00 -0.01 183 0.00 0.00 0.00 0.00 0.00 0.02 5 182 1.12 -0.05 0.00 0.04 0.02 -0.12 183 -1.12 0.05 0.00 -0.04 -0.01 -0.14 6 182 0.00 3.81 0.00 -0.12 0.00 4.58 183 0.00 2.97 0.00 0.12 0.00 -2.46 7 182 0.00 3.87 0.00 -0.14 0.00 5.13 183 0.00 2.91 0.00 0.14 0.00 -2.71 8 182 0.00 3.81 0.00 -0.12 0.00 4.56 183 0.00 2.96 0.00 0.12 0.00 -2.42 9 182 1.57 3.74 0.00 -0.06 0.03 4.40 183 -1.57 3.04 0.00 0.06 -0.02 -2.61 312 1 183 0.00 2.69 0.00 -0.08 0.00 2.61 184 0.00 2.15 0.00 0.08 0.00 -1.25 2 183 0.00 0.00 0.00 0.00 0.00 0.00 184 0.00 0.00 0.00 0.00 0.00 0.00 Page 47 07/20/1992 07:19 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE 3 -- PAGE N0. 48 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM-2 3 183 0.00 0.04 0.00 -0.01 0.00 0.27 184 0.00 -0.04 0.00 0.01 0.00 -0.07 4 183 0.00 0.00 0.00 0.00 0.00 -0.02 184 0.00 0.00 0.00 0.00 0.00 0.02 5 183 1.09 -0.04 0.00 0.03 0.03 -0.09 184 -1.09 0.04 0.00 -0.03 -0.01 -0.10 6 183 0.00 3.77 0.00 -0.11 0.00 3.66 184 0.00 3.01 0.00 0.11 0.00 -1.75 7 183 0.00 3.83 0.00 -0.12 0.00 4.11 184 0.00 2.94 0.00 0.12 0.00 -1.86 8 183 0.00 3.76 0.00 -0.11 0.00 3.63 184 0.00 3.01 0.00 0.11 0.00 -1.72 9 183 1.53 3.71 -0.01 -0.07 0.04 3.51 184 -1.53 3.06 0.01 0.07 -0.01 -1.86 313 1 184 0.00 2.55 0.00 -0.04 0.00 1.90 185 0.00 2.29 0.00 0.04 0.00 -1.25 2 184 0.00 0.00 0.00 0.00 +0.00 0.00 185 0.00 0.00 0.00 0.00 0.00 0.00 3 184 0.00 0.03 0.00 0.00 0.00 0.18 185 0.00 -0.03 0.00 0.00 0.00 -0.01 4 184 0.00 0.00 0.00 0.00 0.00 -0.02 185 0.00 0.00 0.00 0.00 0.00 0.01 5 184 1.04 -0.03 -0.01 0.02 0.03 -0.06 185 -1.04 0.03 0.01 -0.02 0.00 -0.07 6 184 0.00 3.57 0.00 -0.05 0.00 2.65 185 0.00 3.21 0.00 0.05 0.00 -1.75 7 184 0.00 3.62 0.00 -0.06 0.00 2.96 185 0.00 3.15 0.00 0.06 0.00 -1.78 8 184 0.00 3.56 0.00 -0.05 0.00 2.62 185 0.00 3.21 0.00 0.05 0.00 -1.74 9 184 1.45 3.53 -0.01 -0.02 0.05 2.54 185 -1.45 3.25 0.01 0.02 0.00 -1.84 314 1 185 0.00 2.45 0.00 -0.01 0.00 1.51 186 0.00 2.40 0.00 0.01 0.00 -1.38 2 185 0.00 0.00 0.00 0.00 0.00 0.00 186 0.00 0.00 0.00 0.00 0.00 0.00 3 185 0.00 /0.02 0.00 0.00 0.00 0.11 186 0.00 -0.02 0.00 0.00 0.00 0.01 4 185 0.00 0.00 0.00 0.00 0.00 -0.02 186 0.00 0.00 0.00 0.00 0.00 0.00 5 185 0.96 -0.02 -0.01 0.02 0.04 -0.04 186 -0.96 0.02 0.01 -0.02 0.01 -0.05 6 185 0.00 3.42 0.00 -0.01 0.00 2.11 186 0.00 3.35 0.00 0.01 0.00 -1.94 7 185 0.00 3.46 0.00 -0.02 0.00 2.29 186 0.00 3.31 0.00 0.02 0.00 -1.92 8 185 0.00 3.42 0.00 -0.01 0.00 2.08 186 0.00 3.36 0.00 0.01 0.00 -1.93 Page 48 07/20/1992 07:19 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS N0. 1 2 & 3 *FILE NAME : 2105FDH3. PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE Page 49 -- PAGE N0. 49 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 9 185 1.34 3.39 -0.01 0.01 0.05 2.03 186 -1.34 3.38 0.01 -0.01 0.01 -2.00 315 1 186 0.00 2.41 0.00 0.00 0.00 1.43 187 0.00 2.43 0.00 0.00 0.00 -1.46 2 186 0.00 0.00 0.00 0.00 0.00 0.00 187 0.00 0.00 0.00 0.00 0.00 0.00 3 186 0.00 0.01 0.00 0.00 0.00 0.05 187 0.00 -0.01 0.00 0.00 0.00 0.02 4 186 0.00 0.00 0.00 0.00 0.00 -0.01 187 0.00 0.00 0.00 0.00 0.00 0.00 5 186 0.86 -0.01 -0.01 0.01 0.04 -0.03 187 -0.86 0.01 0.01 -0.01 0.01 -0.03 6 186 0.00 3.38 0.00 0.00 0.00 2.00 187 0.00 3.40 0.00 0.00 0.00 -2.04 7 186 0.00 3.40 0.00 0.00 0.00 2.08 187 0.00 3.37 0.00 0.00 0.00 -2.01 8 186 0.00 3.38 0.00 0.00 0.00 1.98 187 0.00 3.40 0.00 0.00 0.00 -2.04 9 186 1.20 3.36 -0.01 0.01 0.05 1.94 187 -1.20 3.42 0.01 -0.01 0.01 -2.09 316 1 187 0.00 2.42 0.00 0.00 0.00 1.45 188 0.00 2.42 0.00 0.00 0.00 -1.46 2 187 0.00 0.00 0.00 0.00 0.00 0.00 188 0.00 0.00 0.00 0.00 0.00 0.00 3 187 0.00 0.01 0.00 0.00 0.00 0.02 188 0.00 -0.01 0.00 0.00 0.00 0.02 4 187 0.00 0.00 0.00 0.00 0.00 -0.01 188 0.00 0.00 0.00 0.00 0.00 0.00 5 187 0.75 -0.01 -0.01 0.01 0.04 -0.02 188 -0.75 0.01 0.01 -0.01 0.01 -0.02 6 187 0.00 3.39 0.00 0.00 0.00 2.03 188 0.00 3.39 0.00 0.00 0.00 -2.05 7 187 0.00 3.40 0.00 0.00 0.00 2.06 188 0.00 3.38 0.00 0.00 0.00 -2.01 8 187 0.00 3.38 0.00 0.00 0.00 2.02 188 0.00 3.39 0.00 0.00 0.00 -2.05 9 187 1.05 3.37 -0.01 0.01 0.05 1.99 188 -1.05 3.41 0.01 -0.01 0.02 -2.08 317 1 188 0.00 2.42 0.00 0.00 0.00 1.46 189 0.00 2.42 0.00 0.00 0.00 -1.45 2 188 0.00 0.00 0.00 0.00 0.00 0.00 189 0.00 0.00 0.00 0.00 0.00 0.00 3 188 0.00 0.00 0.00 0.00 0.00 0.00 189 0.00 0.00 0.00 0.00 0.00 0.01 4 188 0.00 0.00 0.00 0.00 0.00 0.00 189 0.00 0.00 0.00 0.00 0.00 0.00 5 188 0.63 -0.01 -0.01 0.01 0.04 -0.02 189 -0.63 0.01 0.01 -0.01 0.02 -0.02 7 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS N0. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE -- PAGE N0. 50 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 188 0.00 3.39 0.00 0.00 0.00 2.04 189 0.00 3.39 0.00 0.00 0.00 -2.04 7 188 0.00 3.39 0.00 0.00 0.00 2.03 189 0.00 3.38 0.00 0.00 0.00 -2.01 8 188 0.00 3.39 0.00 0.00 0.00 2.04 189 0.00 3.39 0.00 0.00 0.00 -2.04 9 188 0.88 3.38 -0.01 0.01 0.05 2.01 189 -0.88 3.40 0.01 -0.01 0.02 -2.06 318 1 189 0.00 2.38 0.00 0.01 0.00 1.39 190 0.00 2.46 0.00 -0.01 0.00 -1.58 2 189 0.00 0.00 0.00 0.00 0.00 0.00 190 0.00 0.00 0.00 0.00 0.00 0.00 3 189 0.00 0.00 0.00 0.00 0.00 -0.01 190 0.00 0.00 0.00 0.00 0.00 0.01 4 189 0.00 0.00 0.00 0.00 0.00 0.00 190 0.00 0.00 0.00 0.00 0.00 0.00 5 189 0.51 0.00 -0.01 0.00 0.03 -0.01 190 -0.51 0.00 0.01 0.00 0.02 -0.01 6 189 0.00 3.34 0.00 0.01 0.00 1.95 190 0.00 3.44 0.00 -0.01 0.00 -2.21 7 189 0.00 3.34 0.00 0.01 0.00 1.93 190 0.00 3.44 0.00 -0.01 0.00 -2.19 8 189 0.00 3.34 0.00 0.01 0.00 1.95 190 0.00 3.44 0.00 -0.01 0.00 -2.21 9 189 0.71 3.33 -0.01 0.01 0.05 1.93 190 -0.71 3.45 0.01 -0.01 0.02 -2.23 319 1 190 0.00 2.27 0.00 0.03 0.00 1.27 191 0.00 2.57 0.00 -0.03 0.00 -2.02 2 190 0.00 0.00 0.00 0.00 0.00 0.00 191 0.00 0.00 0.00 '0.00 0.00 0.00 3 190 0.00 0.00 0.00 0.00 0.00 -0.01 191 0.00 0.00 0.00 0.00 0.00 0.01 4 190 0.00 0.00 0.00 0.00 0.00 0.00 191 0.00 0.00 0.00 0.00 0.00 0.00 5 190 0.38 0.00 -0.01 0.00 0.03 -0.01 191 -0.38 0.00 0.01 0.00 0.02 -0.01 6 190 0.00 /3.18 0.00 0.05 0.00 1.78 191 0.00 3.59 0.00 -0.05 0.00 -2.82 7 190 0.00 3.18 0.00 0.05 0.00 1.76 191 0.00 3.60 0.00 -0.05 0.00 -2.81 8 190 0.00 3.18 0.00 0.05 0.00 1.78 191 0.00 3.59 0.00 -0.05 0.00 -2.82 9 190 0.54 3.18 -0.01 0.05 0.04 1.77 191 -0.54 3.60 0.01 -0.05 0.03 -2.83 320 1 191 0.00 2.14 0.00 0.07 0.00 1.35 192 0.00 2.70 0.00 -0.07 0.00 -2.76 2 191 0.00 0.00 0.00 0.00 0.00 0.00 192 0.00 0.00 0.00 0.00 0.00 0.01 Paae 50 W N 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE -- PAGE NO. 51 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 191 0.00 0.00 0.00 0.00 . 0.00 -0.01 192 0.00 0.00 0.00 0.00 0.00 0.00 4 191 0.00 0.00 0.00 0.00 0.00 0.00 192 0.00 0.00 0.00 0.00 0.00 0.00 5 191 0.27 0.00 -0.01 0.00 0.03 -0.01 192 -0.27 0.00 0.01 0.00 0.02 -0.01 6 191 0.00 3.00 0.00 0.10 0.00 1.89 192 0.00 3.78 0.00 -0.10 0.00 -3.85 7 191 0.00 3.00 0.00 0.10 0.00 1.88 192 0.00 3.78 0.00 -0.10 0.00 -3.84 8 191 0.00 3.00 0.00 0.10 0.00 1.89 192 0.00 3.78 0.00 -0.10 0.00 -3.85 9 191 0.38 3.00 -0.01 0.11 0.04 1.89 192 -0.38 3.78 0.01 -0.11 0.03 -3.86 321 1 192 0.00 2.13 0.00 0.08 0.00 1.91 193 0.00 2.71 0.00 -0.08 0.00 -3.40 2 192 0.00 0.00 0.00 0.00 0.00 0.00 193 0.00 0.00 0.00 0.00 0.00 0.02 3 192 0.00 0.00 0.00 0.00 0.00 -0.01 193 0.00 0.00 0.00 0.00 0.00 0.00 4 192 0.00 0.00 0.00 0.00 0.00 0.00 193 0.00 0.00 0.00 0.00 0.00 0.00 5 192 0.16 0.00 -0.01 0.00 0.02 0.00 193 -0.16 0.00 0.01 0.00 0.02 0.00 6 192 0.00 2.98 0.00 0.11 0.00 2.67 193 0.00 3.79 0.00 -0.11 0.00 -4.73 7 192 0.00 2.98 0.00 0.11 0.00 2.66 193 0.00 3.80 0.00 -0.11 0.00 -4.72 8 192 0.00 2.98 0.00 0.11 0.00 2.68 193 0.00 3.79 0.00 -0.11 0.00 -4.73 9 192 0.23 2.98 -0.01 0.11 0.03 2.67 193 -0.23 3.80 0.01 -0.11 0.02 -4.73 322 1 193 0.00 2.26 0.00 0.04 0.00 2.71 194 0.00 2.58 0.00 -0.04 0.00 -3.51 2 193 0.00 0.01 0.00 0.00 0.00 0.00 194 0.00 -0.01 0.00 0.00 0.00 0.03 3 193 0.00 0.00 0.00 0.00 0.00 0.00 194 0.00 0.00 0.00 0.00 0.00 0.00 4 193 0.00 0.00 0.00 0.00 0.00 0.00 194 0.00 0.0D 0.00 0.00 0.00 0.00 5 193 0.07 0.00 -0.01 0.00 0.02 0.00 194 -0.07 0.00 0.01 0.00 0.02 0.00 6 193 0.00 3.17 0.00 0.05 0.00 3.78 194 0.00 3.60 0.00 -0.05 0.00 -4.87 7 193 0.00 3.17 0.00 0.05 0.00 3.78 194 0.00 3.60 0.00 -0.05 0.00 -4.87 8 193 0.00 3.17 0.00 0.05 0.00 3.78 194 0.00 3.60 0.00 -0.05 0.00 -4.87 Page 51 07/20/1992 07:19 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C 5U MEMBER END FORCES STRUCTURE TYPE = SPACE Page 52 -- PAGE NO. 52 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM-2 9 193 0.10 3.17 -0.01 0.05 0.02 3.78 194 -0.10 3.60 0.01 -0.05 0.02 -4.87 323 1 194 0.00 2.47 0.00 -0.03 0.00 3.32 195 0.00 2.37 0.00 0.03 0.00 -3.09 2 194 0.00 0.01 0.00 0.00 0.00 -0.01 195 0.00 -0.01 0.00 0.00 0.00 0.05 3 194 0.00 0.00 0.00 0.00 0.00 0.00 195 0.00 0.00 0.00 0.00 0.00 0.00 4 194 0.00 0.00 0.00 0.00 0.00 0.00 195 0.00 0.00 0.00 0.00 0.00 0.00 5 194 -0.01 0.00 0.00 0.00 0.01 0.00 195 0.01 0.00 0.00 0.00 0.01 0.00 6 194 0.00 3.46 0.00 -0.04 0.00 4.63 195 0.00 3.32 0.00 0.04 0.00 -4.26 7 194 0.00 3.46 0.00 -0.04 0.00 4.62 195 0.00 3.32 0.00 0.04 0.00 -4.26 8 194 0.00 3.46 0.00 -0.04 0.00 4.63 195 0.00 3.32 0.00 0.04 0.00 -4.26 9 194 -0.01 3.46 -0.01 -0.04 0.02 4.63 195 0.01 3.32 0.01 0.04 0.01 -4.26 324 1 195 0.00 2.43 0.00 -0.07 0.00 3.25 196 0.00 2.08 0.00 0.07 0.00 -2.36 2 195 0.00 0.01 0.00 0.00 0.00 -0.03 196 0.00 -0.01 0.00 0.00 0.00 0.05 3 195 0.00 0.00 0.00 0.00 0.00 0.00 196 0.00 0.00 0.00 0.00 0.00 0.00 4 195 0.00 0.00 0.00 0.00 0.00 0.00 196 0.00 0.00 0.00 0.00 0.00 0.00 5 195 -0.06 0.00 0.00 0.00 0.00 0.00 196 0.06 0.00 0.00 0.00 0.00 0.00 6 195 0.00 3.41 0.00 -0.09 0.00 4.51 196 0.00 2.90 0.00 0.09 0.00 -3.23 7 195 0.00 3.41 0.00 -0.09 0.00 4.51 196 0.00 2.90 0.00 0.09 0.00 -3.23 8 195 0.00 3.41 0.00 -0.09 0.00 4.51 196 0.00 2.90 0.00 0.09 0.00 -3.23 9 195 -0.08 /3.41 0.00 -0.09 0.00 4.51 196 0.08 2.90 0.00 0.09 0.00 -3.23 325 1 196 0.00 2.41 0.00 -0.06 0.00 2.82 197 0.00 2.09 0.00 0.06 0.00 -2.02 2 196 0.00 0.00 0.00 0.00 0.00 -0.05 197 0.00 0.00 0.00 0.00 0.00 0.05 3 196 0.00 0.00 0.00 0.00 0.00 • 0.00 197 0.00 0.00 0.00 0.00 0.00 0.00 4 196 0.00 0.00 0.00 0.00 0.00 0.00 197 0.00 0.00 0.00 0.00 0.00 0.00 5 196 -0.08 0.00 0.00 0.00 -0.01 0.00 197 0.08 0.00 0.00 0.00 -0.01 0.00 w 07/20/1992 07:19 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE -- PAGE NO. 53 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 196 0.00 3.37 0.00 -0.08 0.00 3.87 197 0.00 2.93 0.00 0.08 0.00 -2.76 7 196 0.00 3.37 0.00 -0.08 0.00 3.87 197 0.00 2.93 0.00 0.08 0.00 -2.76 8 196 0.00 3.37 0.00 -0.08 0.00 3.87 197 0.00 2.93 0.00 0.08 0.00 -2.76 9 196 -0.12 3.37 0.00 -0.08 -0.01 3.87 197 0.12 2.93 0.00 0.08 -0.01 -2.76 326 1 197 0.00 2.32 0.00 -0.03 0.00 2.34 198 0.00 2.18 0.00 0.03 0.00 -2.00 2 197 0.00 -0.01 0.00 0.00 0.00 -0.07 198 0.00 0.01 0.00 0.00 0.00 0.01 3 197 0.00 0.00 0.00 0.00 0.00 0.00 198 0.00 0.00 0.00 0.00 0.00 0.00 4 197 0.00 0.00 0.00 0.00 0.00 0.00 198 0.00 0.00 0.00 0.00 0.00 0.00 5 197 -0.11 0.00 0.00 0.00 -0.01 0.00 198 0.11 0.00 0.00 0.00 0.00 0.00 6 197 0.00 3.23 0.00 -0.04 0.00 3.17 198 0.00 3.08 0.00 0.04 0.00 -2.79 7 197 0.00 3.23 0.00 -0.04 0.00 3.17 198 0.00 3.08 0.00 0.04 0.00 -2.79 8 197 0.00 3.23 0.00 -0.04 0.00 3.17 198 0.00 3.08 0.00 0.04 0.00 -2.79 9 197 -0.16 3.23 0.00 -0.04 -0.02 3.17 198 0.16 3.08 0.00 0.04 0.00 -2.79 327 1 198 0.00 2.29 0.00 -0.04 0.00 2.34 199 0.00 2.21 0.00 0.04 0.00 -2.12 2 198 0.00 -0.04 0.00 0.00 0.00 -0.09 199 0.00 0.04 0.00 0.00 0.00 -0.10 3 198 0.00 0.00 0.00 0.00 0.00 0.00 199 0.00 0.00 0.00 0.00 0.00 0.00 4 198 0.00 0.00 0.00 0.00 0.00 0.00 199 0.00 0.00 0.00 0.00 0.00 0.00 5 198 -0.15 0.00 0.00 0.00 0.00 0.00 199 0.15 0.00 0.00 0.00 0.00 0.00 6 198 0.00 3.16 0.00 -0.05 0.00 3.15 199 0.00 3.15 0.00 0.05 0.00 -3.12 7 198 0.00 3.16 0.00 -0.05 0.00 3.15 199 0.00 3.15 0.00 0.05 0.00 -3.12 8 198 0.00 3.16 0.00 -0.05 0.00 3.15 199 0.00 3.15 0.00 0.05 0.00 -3.12 9 198 -0.21 3.16 0.00 -0.05 0.00 3.15 199 0.21 3.15 0.00 0.05 0.00 -3.12 328 1 199 0.00 0.28 0.00 0.14 0.00 -0.32 200 0.00 1.34 0.00 -0.14 0.00 -0.65 2 199 0.00 -0.09 0.00 0.01 0.00 -0.06 200 0.00 0.09 0.00 -0.01 0.00 -0.11 Page 53 07/20/1992 07:19 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 199 0.00 0.00 0.00 0.00 0.00 0.00 200 0.00 0.00 0.00 0.00 0.00 0.00 4 199 0.00 0.00 0.00 0.00 0.00 0.00 200 0.00 0.00 0.00 0.00 0.00 0.00 5 199 -0.05 0.00 0.03 0.00 -0.03 0.00 200 0.05 0.00 -0.03 0.00 -0.02 0.00 6 199 0.00 0.26 0.00 0.21 0.00 -0.53 200 0.00 2.01 0.00 -0.21 0.00 -1.07 7 199 0.00 0.26 0.00 0.21 0.00 -0.53 200 0.00 2.01 0.00 -0.21 0.00 -1.07 8 199 0.00 0.26 0.00 0.21 0.00 -0.53 200 0.00 2.01 0.00 -0.21 0.00 -1.07 9 199 -0.06 0.26 0.04 0.21 -0.05 -0.53 200 0.06 2.01 -0.04 -0.21 -0.03 -1.07 * *** * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 119. FINISH ** * * *** * * * *** ** END OF STAAD -III * * * * * * * * * * * * * ** * * * * ** DATE= JUL 20.1992 TIME= 7:19:24 ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FOR QUESTIONS ON STAAD- III /ISDS CONTACT: * * RESEARCH ENGINEERS. INC AT (6091 983 -5050 TELEX: 4994385 FAX: 609 983 -3825 ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** * * * * * * * * * * * * * * * * * * ** Page 54 -- PAGE NO. 54 07/20/1992 07:44 Filename: 2105FDN3.ANL * tt********x*** * * ******* * * *** ** * * * * * * ** *** * * ** * * ** * STAAD- III * REVISION 12.1b(VERSION 12 LEVEL 1) * PROPRIETARY PROGRAM OF RESEARCH ENGINEERS,INC. * DATE= JUL 20. 1992 * TIME 7:35:52 * * ***** t ***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD SPACE BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 2. *FILE NAME : 2105FDN3, PREPARED BY C SU 3. UNIT FEET KIPS 4. JOINT COORDINATES 5. 1 0. 0. 2.625 6. 2 1.82 O. 2.625 39 188.82 0. 2.625 7. 40 190.64 0. 2.625 : 41 0. 0. 9.625 8. 42 1.82 0. 9.625 79 188.82 0. 9.625 9. 80 190.64 O. 9.625 ; 81 0. 0. 16.625 10. 82 1.82 0. 16.625 119 188.82 0. 16.625 11. 120 190.64 0. 16.625: 121 0. 0. 7.167 12. 122 1.82 0. 7.167 159 188.82 0. 7.167 13. 160 190.64 O. 7.167 : 161 0. 0. 12.083 14. 162 1.82 0. 12.083 199 188.82 0. 12.083 15. 200 190.64 0. 12.083 • 201 0. 0. 0. 16. 202 1.82 0. 0. 239 188.82 0. 0. 17. 240 190.64 0. 0. : 241 0. 0. 19.25 18. 242 1.82 0. 19.25 279 188.82 0. 19.25 19. 280 190.64 0. 19.25 20. 301 36.82 0. -1.82 303 46.82 0. -1.82 21. MEMBER INCIDENCE 22. 251 121 122 289 23. 290 161 162 328 24. ELEMENT INCIDENCE 25. 1 1 2 122 121 TO 39 26. 40 121 122 42 41 TO 78 27. 79 41 42 162 161 TO 117 28. 118 161 162 82 81 TO 156 29. 157 201 202 2 1 TO 195 30. 196 81 82 242 241 TO 234 31. 235 301 302 210 209 TO 236 32. UNIT INCH 33. MEMBER PROPERTIES 34. 251 TO 328 PRI IY 4752. IZ 35937. YD 33. YZ 12. 35. ELEMENT PROPERTIES 36. 1 TO 39 TH 45. 37. 40 TO 78 TH 78. 38. 79 TO 117 TH 78. 39. 118 TO 156 TH 45. 40. 157 TO 195 TH 45. 41. 196 TO 234 TH 45. 42. 235 236 TH 45. 43. CONSTANTS 44. E 3605. ALL 45. DEN CONCRETE ALL 46. SUPPORT 47. 2 TO 39 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 48. 42 TO 79 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 PAGE NO. 1 Page 1 07/20/1992 07:44 Filename: 2105FDN3.ANL Page 2 BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 2 *FILE NAME : 2105FDN3, PREPARED BY C SU 49. 82 TO 119 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 50. UNIT FEET 51. LOAD 1 CONCRETE WEIGHT + STEEL BEAMS 52. SELFWIEGHT 53. ELEMENT LOAD 54. 157 TO 160 165 TO 173 179 TO 187 192 TO 195 PR 0.75 55. 196 TO 199 204 TO 212 218 TO 226 231 TO 234 PR 0.75 56. 235 236 PR 0.75 57. JOINT LOAD 58. 1 40 81 120 FY -1.05 59. 2 39 82 119 FY -3.95 60. 3 4 10 TO 17 24 TO 31 37 TO 39 FY -5.794 61. 83 84 90 TO 97 104 TO 111 117 TO 119 FY -5.794 62. 5 9 32 36 85 89 112 116 FY -4.05 63. 18 23 98 103 FY -6.37 64. 1 40 81 120 FY -0.98 65. 121 160 161 200 FY -1.656 66. 41 80 FY -1.357 67. 205 209 232 236 245 249 272 276 FY -1.38 68. 206 TO 208 220 221 233 TO 235 FY -2.76 69. 246 TO 248 260 261 273 TO 275 FY -2.76 70. 219 222 259 262 FY -2.484 71. 45 75 FY -0.168 72. 46 TO 74 FY -0.335 73. MEMBER LOAD 74. 255 TO 284 294 TO 323 UNI GY -0.067 75. LOAD 2 MACHINE BASE WEIGHT 76. ELEMENT LOAD 77. 41 TO 77 79 TO 116 PR 0.20 78. LOAD 3 MACHINE DRILLING 79. MEMBER LOAD 80. 255 294 CON GY -14.0 0. 81. 256 295 CON GY -14.0 4.17 82. 260 299 CON GY -14.0 3.0 83. 262 301 CON GY -14.0 2.17 84. 266 305 CON GY -14.0 1.0 85. 268 307 CON GY -14.0 0.17 86. LOAD 4 MACHINE MOVING 87. MEMBER LOAD 88. 255 294 CON GY -14.0 0. 89. 256 295 CON GY -14.0 4.17 90. 258 297 CON GY -14.0 1.17 91. 260 299 CON GY -14.0 0.34 92. 261 300 CON GY -14.0 2.34 93. 262 301 CON GY -14.0 1.51 94. LOAD 5 SEISMIC FORCE 95. MEMBER FORCE 96. 255 CON GY 44.64 0. ; 255 294 CON GZ 6.3 0. : 294 CON GY -44.64 0. 97. 256 CON GY 44.64 4.17 ; 256 295 CON GZ 6.3 4.17 ; 295 CON GY -44.64 4.17 98. 258 CON GY 44.64 1.17 ; 258 297 CON GZ 6.3 1.17 ; 297 CON GY -4.64 1.17 99. 260 CON GY 44.64 0.34 ; 260 299 CON GZ 6.3 0.34 ; 299 CON GY -44.64 0.34 100. 261 CON GY 44.64 2.34 ; 261 300 CON GZ 6.3 2.34 : 300 CON GY -44.64 2.34 101. 262 CON GY 44.64 1.51 ; 262 301 CON GZ 6.3 1.51 : 301 CON GY -44.64 1.51 102. JOINT LOAD 103. *FOUNDATION WEIGHT 104. 41 80 FZ 2.96 : 42 79 FZ 11.09 ; 43 TO 78 FZ 16.27 105. *WALL WEIGHT 106. 1 40 81 120 FZ 0.64 : 2 39 82 119 FZ 2.4 107. 3 TO 38 83 TO 118 FZ 3.52 108. LOAD COMBINATION 6 DL ONLY 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU 109. 1 1.4 2 1.4 110. LOAD COMBINATION 7 DL + MACHINE DRILLING 111. 1 1.4 2 1.4 3 1.7 112. LOAD COMBINATION 8 DL + MACHINE MOVING 113. 1 1.4 2 1.4 4 1.7 114. LOAD COMBINATION 9 DL + MACHINE MOVING + SEISMIC 115. 1 1.4 2 1.4 4 1.4 5 1.4 116. PERFORM ANALYSIS PROBLEM STATISTICS NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 283/ 314/ 114 ORIGINAL /FINAL BAND -WIDTH = 201/ 13 TOTAL PRIMARY LOAD CASES = 5. TOTAL DEGREES OF FREEDOM = 1698 SIZE OF STIFFNESS MATRIX = 142632 DOUBLE PREC. WORDS TOTAL REQUIRED DISK SPACE = 3.90 MEGA -BYTES ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ CALCULATING ELEMENT FORCES. 117. LOAD LIST 6 TO 9 118. PRINT ELEMENT FORCES 7:36:31 7:37: 8 7:38:47 7:41:26 7:43: 0 Page 3 -- PAGE NO. 3 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU Page 4 -- PAGE NO. 4 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE - LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 1 6 -0.50 0.67 -1.64 -1.59 0.25 0.00 0.00 0.00 TOP : SMAX= -0.58 SMIN= -0.80 TMAX= 0.11 ANGLE= 90.0 BOTT: SMAX= 0.80 SMIN= 0.58 TMAX= 0.11 ANGLE= 90.0 7 -0.50 0.66 -1.61 -1.31 0.17 0.00 0.00 0.00 TOP : SMAX= -0.52 SMIN= -0.72 TMAX= 0.10 ANGLE= -24.1 BOTT: SMAX= 0.72 SMIN= 0.52 TMAX= 0.10 ANGLE= -24.1 8 -0.49 0.63 -1.60 -1.33 0.10 0.00 0.00 0.00 TOP : SMAX= -0.55 SMIN= -0.70 TMAX= 0.07 ANGLE= -18.7 BOTT: SMAX= 0.70 SMIN= 0.55 TMAX= 0.07 ANGLE= -18.7 9 -0.46 0.35 -1.49 -2.05 -0.64 -0.04 0.40 -0.07 TOP : SMAX= -0.22 SMIN= -0.93 TMAX= 0.36 ANGLE= 36.9 BOTT: SMAX= 1.33 SMIN= 0.54 TMAX= 0.39 ANGLE= -15.8 2 6 0.09 0.60 -1.00 -1.28 0.43 0.00 0.00 0.00 TOP : SMAX= -0.29 SMIN= -0.68 TMAX= 0.19 ANGLE= 35.9 BOTT: SMAX= 0.68 SMIN= 0.29 TMAX= 0.19 ANGLE= 35.9 7 0.09 0.62 -0.99 -0.88 0.28 0.00 0.00 0.00 TOP : SMAX= -0.28 SMIN= -0.52 TMAX= 0.12 ANGLE= 90.0 BOTT: SMAX= 0.52 SMIN= 0.28 TMAX= 0.12 ANGLE= 90.0 8 0.07 0.61 -1.13 -0.89 0.16 0.00 0.00 0.00 TOP : SMAX= -0.34 SMIN= -0.51 TMAX= 0.09 ANGLE= -26.5 BOTT: SMAX= 0.51 SHIN= 0.34 TMAX= 0.09 ANGLE= -26.5 9 0.03 0.44 -0.62 -1.64 -1.37 0.04 0.41 0216 TOP : SMAX= 0.16 SMIN= -0.68 TMAX= 0.42 ANGLE= 90.0 BOTT: SMAX= 1.56 SMIN= -0.14 TMAX= 0.85 ANGLE= -30.9 3 6 0.05 0.49 -0.25 -1.10 0.01 ' 0.00 0.00 0.00 TOP : SMAX= -0.11 ; SMIN= -0.47 TMAX= 0.18 ANGLE= 0.5 BOTT: SMAX= 0.47 SMIN= 0.11 TMAX= 0.18 ANGLE= 0.5 7 0.10 0.57 0.07 -0.25 -0.20 0.00 0.00 0.00 TOP : SMAX= 0.07 SHIN= -0.15 TMAX= 0.11 ANGLE= -25.4 BOTT: SMAX= 0.15 SMIN= -0.07 TMAX= 0.11 ANGLE= -25.4 8 0.08 0.58 -0.40 -0.19 -0.34 0.00 0.00 0.00 TOP : SMAX= 0.03 SHIN= -0.28 TMAX= 0.15 ANGLE= 90.0 BOTT: SMAX= 0.28 SMIN= -0.03 TMAX= 0.15 ANGLE= 90.0 9 -0.09 0.37 0.62 -1.46 -2.82 -0.13 0.38 0.27 TOP : SMAX= 0.90 SMIN= -1.00 TMAX= 0.95 ANGLE= -39.3 BOTT: SMAX= 1.94 SMIN= -1.33 TMAX= 1.63 ANGLE= -32.3 07/20/1992 07:44 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU Page 5 -- PAGE NO. 5 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 4 6 -0.05 0.57 -0.94 -0.24 -0.45 0.00 0.00 0.00 TOP : SMAX= -0.01 SMIN= -0.50 TMAX= 0.25 ANGLE= 26.0 BOTT: SMAX= 0.50 SMIN= 0.01 TMAX= 0.25 ANGLE= 26.0 7 0.11 0.77 0.70 1.60 -0.78 0.00 0.00 0.00 TOP : SMAX= 0.87 SMIN= 0.10 TMAX= 0.39 ANGLE= 30.0 BOTT: SMAX= -0.10 SMIN= -0.87 'TMAX= 0.39 ANGLE= 30.0 8 0.09 0.80 -0.09 1.78 -0.92 0.00 0.00 0.00 TOP : SMAX= 0.92 SMIN= -0.20 TMAX= 0.56 ANGLE= 22.3 BOTT: SMAX= 0.20 SMIN= -0.92 TMAX= 0.56 ANGLE= 22.3 9 -0.32 0.43 0.34 -1.35 -3.90 -0.34 0.38 0.36 TOP : SMAX= 1.11 SHIN= -1.50 TMAX= 1.31 ANGLE= 90.0 BOTT: SMAX= 2.38 SMIN= -1.91 TMAX= 2.15 ANGLE= -35.2 5 6 -0.09 0.82 -3.04 0.85 -0.27 0.00 0.00 0.00 TOP : SMAX= 0.37 SMIN= -1.31 TMAX= 0.84 ANGLE= 4.0 BOTT: SMAX= 1.31 SMIN= -0.37 TMAX= 0.84 ANGLE= 4.0 7 -0.01 1.21 0.86 3.97 -0.52 0.00 0.00 0.00 TOP : SMAX= 1.73 SMIN= 0.33 THAX= 0.70 ANGLE= 9.3 BOTT: SMAX= -0.33 SMIN= -1.73 TMAX= 0.70 ANGLE= 9.3 8 0.01 1.26 0.07 4.37 -0.64 0.00 0.00 0.00 TOP : SMAX= 1.90 SHIN= -0.01 TMAX= 0.96 ANGLE= 8.2 BOTT: SMAX= 0.01 SHIN= -1.90 TMAX= 0.96 ANGLE= 8.2 9 -0.31 0.58 -2.87 -1.67 -3.53 -0.63 0.50 0.33 TOP : SMAX= 0.40 SHIN= -2.47 TMAX= 1.43 ANGLE= 27.6 BOTT: SMAX= 2.76 SMIN= - 0.96•TMAX= 1.86 ANGLE= -40.2 6 6 0.02 0.97 -4.64 1.39 0.94 0.00 0.00 0.00 TOP : SMAX= 0.65 SMIN= -2.04 TMAX= 1.35 ANGLE= -8.7 BOTT: SMAX= 2.04 SHIN= -0.65 TMAX= 1.35 ANGLE= -8.7 7 0.02 1.42 -0.90 4.81 0.97 0.00 0.00 0.00 TOP : SMAX= 2.12 SHIN= -0.45 TMAX= 1.29 ANGLE= -9.3 BOTT: SMAX= 0.45 SMIN= -2.12 TMAX= 1.29 ANGLE= -9.3 8 0.11 1.51 -0.96 5.73 0.87 0.00 0.00 0.00 TOP : SMAX= 2.49 SMIN= -0.46 TMAX= 1.47 ANGLE= -7.3 BOTT: SMAX= 0.46 SMIN= -2.49 TMAX= 1.47 ANGLE= -7.3 9 -0.32 0.69 -4.99 -2.06 -1.52 -0.78 0.49 0.27 TOP : SMAX= -0.34 SHIN= -2.96 TMAX= 1.31 ANGLE= 8.4 BOTT: SMAX= 2.28 SMIN= 0.44 THAX= 0.92 ANGLE= 90.0 07/20/1992 07:44 Filename: 2105FDN3.ANL Page 6 BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 6 *FILE NAME : 2105FDN3, PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 7 6 0.05 0.97 -4.74 0.28 2.80 0.00 0.00 0.00 TOP : SMAX= 0.65 SHIN= -2.55 TMAX= 1.60 ANGLE= -24.0 BOTT: SMAX= 2.55 SMIN= -0.65 TMAX= 1.60 ANGLE= -24.0 7 -0.18 1.30 -3.45 2.90 2.78 0.00 0.00 0.00 TOP : SMAX= 1.68 SMIN= -1.92 TMAX= 1.80 ANGLE= -20.6 BOTT: SMAX= 1.92 SMIN= -1.68 TMAX= 1.80 ANGLE= -20.6 8 0.01 1.54 -1.63 4.78 2.64 0.00 0.00 0.00 TOP : SMAX= 2.44 SMIN= -1.10 TMAX= 1.77 ANGLE= -19.7 BOTT: SMAX= 1.10 SMIN= -2.44 TMAX= 1.77 ANGLE= -19.7 9 -0.04 0.58 -6.31 -3.38 1.99 - 0.88 0.40 0.18 TOP : SMAX= -0.68 SHIN= -3.94 TMAX= 1.63 ANGLE= -19.4 BOTT: SMAX= 2.50 SMIN= 1.16 TMAX= 0.67 ANGLE= 90.0 8 6 0.13 0.76 -1.92 -3.07 3.94 0.00 0.00 0.00 TOP : SMAX= 0.63 SMIN= -2.77 TMAX= 1.70 ANGLE= 40.8 BOTT: SMAX= 2.77 SMIN= -0.63 TMAX= 1.70 ANGLE= 40.8 7 0.07 0.94 -2.75 -1.28 3.90 0.00 0.00 0.00 TOP : SMAX= 0.83 SMIN= -2.55 TMAX= 1.69 ANGLE= -39.7 BOTT: SMAX= 2.55 SHIN= -0.83 TMAX= 1.69 ANGLE= -39.7 8 -0.01 1.28 0.72 1.28 3.78 0.00 0.00 0.00 TOP : SMAX= 2.04 SHIN= -1.19 TMAX= 1.62 ANGLE= -42.9 BOTT: SMAX= 1.19 SHIN= -2.04 TMAX= 1.62 ANGLE= -42.9 9 0.33 0.42 -4.65 -6.29 3.62 - 0.90 0.39 0.01 TOP : SMAX= -1.01 SMIN= -4.18 TMAX= 1.58 ANGLE= -39.6 BOTT: SMAX= 3.90 SMIN= 0.24 TMAX= 1.83 ANGLE= 28.5 9 6 0.11 . 0.47 1.47 -6.22 1.98 f 0.00 0.00 0.00 TOP : SMAX= 0.83 ; SHIN= -2.86 TMAX= 1.85 ANGLE= 13.6 BOTT: SMAX= 2.86 SHIN= -0.83 TMAX= 1.85 ANGLE= 13.6 7 0.22 0.69 0.94 -4.20 1.84 0.00 0.00 0.00 TOP : SMAX= 0.65 SMIN= -2.04 TMAX= 1.35 ANGLE= 17.8 BOTT: SMAX= 2.04 SMIN= -0.65 TMAX= 1.35 ANGLE= 17.8 8 0.24 0.98 3.73' -1.90 1.97 0.00 0.00 0.00 TOP : SMAX= 1.86 SMIN= -1.08 TMAX= 1.47 ANGLE= 17.5 BOTT: SMAX= 1.08 SMIN= -1.86 TMAX= 1.47 ANGLE= 17.5 9 -0.01 0.22 0.76 -9.13 1.44 - 0.82 0.58 -0.02 TOP : SMAX= -0.38 SMIN= -3.43 TMAX= 1.53 ANGLE= 11.5 BOTT: SMAX= 4.55 SMIN= -1.22 TMAX= 2.88 ANGLE= 6.3 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 10 6 0.01 TOP : SMAX= 1.10 BOTT: SMAX= 2.88 7 0.13 TOP • SMAX= 1.76 BOTT: SMAX= 1.63 8 0.00 TOP : SMAX= 2.57 BOTT: SMAX= 0.86 9 0.25 TOP : SMAX= 0.45 BOTT: SMAX= 4.87 11 6 -0.02 TOP : SMAX= 1.09 BOTT: SMAX= 2.45 7 -0.02 TOP : SMAX= 1.80 BOTT: SMAX= 1.22 8 0.02 TOP • SMAX= 3.01 BOTT: SMAX= 0.35 9 0.03 TOP : SMAX= 0.14 BOTT: SMAX= 4.00 12 6 -0.05 TOP • SMAX= 0.72 BOTT: SMAX= 1.65 7 -0.15 TOP : SMAX= 1.53 BOTT: SMAX= 0.53 8 -0.32 TOP : SMAX= 2.02 BOTT: SMAX= -0.02 9 0.39 TOP • SMAX= -0.18 BOTT: SMAX= 3.18 0.40 2.50 0.00 0.00 SMIN= -2.88 TMAX= SHIN= -1.10 TMAX= 0.78 4.04 0.00 0.00 SHIN= -1.63 TMAX= SMIN= -1.76 TMAX= 0.98 5.93 0.00 0.00 SMIN= -0.86 TMAX= SMIN= -2.57 TMAX= 0.15 2.91 - 0.79 0.62 SMIN= -3.63 TMAX= SHIN= -2.04 TMAX= 0.50 1.71 0.00 0.00 SHIN= -2.45 TMAX= SKIN= -1.09 THAX= 0.85 3.19 0.00 0.00 SHIN= -1.22 TMAX= SHIN= -1.80 TMAX= 1.10 6.23 0.00 0.00 SHIN= -0.35 TMAX= SHIN= -3.01 TMAX= 0.23 2.21 -0.81 0.43 SKIN= -3.15 TMAX= SHIN= -1.76 TMAX= 0.60 0.63 0.00 0.00 SMIN= -1.65 TMAX= SMIN= -0.72 TMAX= 0.98 2.24 0.00 0.00 SHIN= -0.53 TMAX= SMIN= -1.53 TMAX= 1.09 3.73 0.00 0.00 SMIN= 0.02 TMAX= SMIN= -2.02 TMAX= 0.36 0.99 - 0.74 0.43 SHIN= -2.01 TMAX= SHIN= -1.60 THAX= -- PAGE NO. 7 - 6.69 -0.77 0.00 1.99 ANGLE= -4.7 1.99 ANGLE= -4.7 - 3.76 -0.77 0.00 1.70 ANGLE= -5.6 1.70 ANGLE= -5.6 - 1.92 -0.82 0.00 1.71 ANGLE= -5.9 1.71 ANGLE= -5.9 -9.96 0.06 - 0.04 2.04 ANGLE= -0.1 3.45 ANGLE= 0.5 - 4.88 -2.52 0.00 1.77 ANGLE= -18.7 1.77 ANGLE= -18.7 -1.82 -2.51 0.00 1.51 ANGLE= -22.5 1.51 ANGLE= -22.5 0.00 -2.40 0.00 1.68 ANGLE= -18.8 1.68 ANGLE= -18.8 -8.36 0.07 -0.18 1.64 ANGLE= -2.7 2.88 ANGLE= 2.1 - 2.81 -2.18 0.00 1.18 ANGLE= -25.9 1.18 ANGLE= -25.9 0.11 -2.17 0.00 1.03 ANGLE= -31.9 1.03 ANGLE= -31.9 1.04 -1.91 0.00 1.00 ANGLE= -27.4 1.00 ANGLE= -27.4 - 5.41 2.17 -0.45 0.91 ANGLE= 15.6 2.39 ANGLE= 17.6 Page 7 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FON3. PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE - LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 13 6 -0.04 TOP : SMAX= 0.54 BOTT: SMAX= 1.05 7 -0.15 TOP : SMAX= 0.58 BOTT: SMAX= 0.45 8 -0.21 TOP • SMAX= 0.57 BOTT: SMAX= 0.33 9 0.22 TOP : SMAX= 0.77 BOTT: SMAX= 2.46 14 6 -0.02 TOP : SMAX= 0.54 BOTT: SMAX= 0.80 7 0.02 TOP : SMAX= 0.37 BOTT: SMAX= 0.32 8 -0.07 TOP : SMAX= BOTT: SMAX= 9 TOP : SMAX= 0.86 BOTT: SMAX= 2.17 15 6 -0.01 TOP : SMAX= BOTT: SMAX= 7 TOP : SMAX= BOTT: SMAX= 8 TOP • SMAX= BOTT: SMAX= 9 TOP : SMAX= BOTT: SMAX= - 0.06 0.60 0.17 0.61 0.70 0.00 0.00 SMIN= -1.05 TMAX= SHIN= -0.54 TMAX= 0.83 0.17 0.00 0.00 SMIN= -0.45 TMAX= SMIN= -0.58 TMAX= 0.81 0.42 0.00 0.00 SHIN= -0.33 TMAX= SMIN= -0.57 TMAX= 0.56 1.27 - 0.43 0.35 SMIN= -1.43 TMAX= SMIN= -1.96 TMAX= 0.59 1.00 0.00 0.00 SMIN= -0.80 TMAX= SMIN= -0.54 TMAX= 0.76 0.04 0.00 0.00 SHIN= -0.32 TMAX= SMIN= -0.37 TMAX= 0.69 -0.83 0.00 0.00 SHIN= -0.60 TMAX= SHIN= 0.06 TMAX= 0.50 0.57 - 0.18 0.35 SMIN= -1.17 TMAX= SHIN= -1.51 TMAX= 0.56 1.38 f 0.00 0.00 0.66 ; SMIN= -0.68 TMAX= 0.68 SMIN= -0.66 TMAX= 0.20 0.86 2.12 0.00 . 0.00 1.04 SMIN= 0.25 TMAX= - 0.25 SMIN= -1.04 TMAX= 0.00 0.60 -0.69 0.00 0.00 -0.I5 SMIN= -0.58 THAX= 0.58 SMIN= 0.15 TMAX= 0.14 0.47 0.56 0.03 0.35 0.75 SMIN= -0.78 TMAX= 1.80 SMIN= -1.01 TMAX= Page 8 -- PAGE NO. 8 - 1.88 -1.35 0.00 0.80 ANGLE= -23.2 0.80 ANGLE= -23.2 0.13 -1.21 0.00 0.51 ANGLE= 90.0 0.51 ANGLE= 90.0 0.13 -1.04 0.00 0.45 ANGLE= -41.1 0.45 ANGLE= -41.1 - 2.62 3.34 -0.41 1.10 ANGLE= 33.3 2.21 ANGLE= 28.2 -1.61 -0.86 0.00 0.67 ANGLE= -16.7 0.67 ANGLE= -16.7 0.10 -0.81. 0.00 0.35 ANGLE= 90.0 0.35 ANGLE= 90.0 -0.73 -0.63 0.00 0.27 ANGLE= 90.0 0.27 ANGLE= 90.0 - 1.71 3.13 -0.34 1.02 ANGLE= 38.7 1.84 ANGLE= 32.9 - 1.43 -0.70 0.00 0.67 ANGLE= -13.2 0.67 ANGLE= -13.2 0.92 -0.70 0.00 0.39 ANGLE= -24.8 0.39 ANGLE= -24.8 - 1.04 -0.47 0.00 0.22 ANGLE= -34.9 0.22 ANGLE= -34.9 - 1.51 2.32 -0.28 0.76 ANGLE= 34.1 1.40 ANGLE= 32.3 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU -- PAGE NO. 9 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 16 6 -0.01 0.53 1.50 0.00 0.00 TOP : SMAX= 0.79 SHIN= -0.55 TMAX= BOTT: SMAX= 0.55 SMIN= -0.79 THAX= 7 -0.06 0.89 4.20 0.00 0.00 TOP : SMAX= 1.95 SHIN= 0.71 TMAX= BOTT: SMAX= -0.71 SHIN= -1.95 THAX= 8 0.02 0.54 -0.20 0.00 0.00 TOP : SMAX= 0.14 SHIN= -0.56 TMAX= BOTT: SMAX= 0.56 SMIN= -0.14 TMAX= 9 0.11 0.45 0.71 0.20 0.35 TOP : SMAX= 0.63 SMIN= -0.23 TMAX= BOTT: SMAX= 1.23 SMIN= -0.53 TMAX= 17 6 -0.07 0.57 0.50 0.00 0.00 TOP : SMAX= 0.77 SMIN= -0.50 TMAX= BOTT: SMAX= 0.50 SMIN= -0.77 TMAX= 7 0.02 0.91 3.38 0.00 0.00 TOP : SMAX= 1.94 SMIN= 0.80 TMAX= BOTT: SMAX= -0.80 SMIN= -1.94 THAX= 8 -0.04 0.56 -0.67 0.00 0.00 TOP : SMAX= 0.48 SMIN= -0.69 TMAX= BOTT: SMAX= 0.69 SMIN= -0.48 TMAX= 9 0.03 0.50 -0.07 0.33 0.34 TGP : SMAX= 0.44 SHIN= 0.20 TMAX= BOTT: SMAX= 0.58 SMIN= 0.12 THAX= 18 6 -0.17 0.77 -1.73 0.00 0.00 TOP : SMAX= 0.80 SHIN= -0.97 TMAX= BOTT: SMAX= 0.97 SHIN= -0.80 TMAX= 7 -0.39 1.08 0.44 0.00 0.00 TOP : SMAX= 1.76 SMIN= -0.01 TMAX= BOTT: SMAX= 0.01 SKIN= -1.76 TMAX= 8 -0.14 0.76 -2.41 0.00 0.00 TOP : SMAX= 0.74 SHIN= -1.19 TMAX= BOTT: SMAX= 1.19 SMIN= -0.74 THAX= 9 -0.10 0.72 -2.04 0.43 0.34 TOP : SMAX= 0.90 SHIN= -0.48 THAX= BOTT: SMAX= 1.31 SMIN= -0.18 TMAX= -0.94 -0.98 0.00 0.67 ANGLE= -19.3 0.67 ANGLE= -19.3 2.04 -0.96 0.00 0.62 ANGLE= -20.8 0.62 ANGLE= -20.8 -0.78 -0.76 0.00 0.35 ANGLE= -34.6 0.35 ANGLE= -34.6 -1.06 1.25 -0.23 0.43 ANGLE= 22.7 0.88 ANGLE= 29.6 0.14 -1.48 0.00 0.64 ANGLE= -41.5 0.64 ANGLE= -41.5 3.04 -1.32 0.00 0.57 ANGLE= -41.3 0.57 ANGLE= -41.3 0.19 -1.30 0.00 0.58 ANGLE= 35.9 0.58 ANGLE= 35.9 0.00 0.13 -0.18 0.12 ANGLE= 90.0 0.23 ANGLE= 90.0 1.34 -1.41 0.00 0.89 ANGLE= 21.3 0.89 ANGLE= 21.3 3.66 -1.31 0.00 0.89 ANGLE= 19.6 0.89 ANGLE= 19.6 1.34 -1.27 0.00 0.97 ANGLE= 17.1 0.97 ANGLE= 17.1 1.21 -0.26 -0.13 0.69 ANGLE= 10.2 0.74 ANGLE= -0.8 Page 9 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 19 6 -0.04 0.92 -3.41 0.00 0.00 TOP : SMAX= 0.95 SMIN= -1.50 TMAX= BOTT: SMAX= 1.50 SHIN= -0.95 TMAX= 7 -0.15 1.02 -3.47 0.00 0.00 TOP : SMAX= 1.42 SHIN= -1.50 TMAX= BOTT: SMAX= 1.50 SMIN= -1.42 TMAX= 8 -0.03 0.91 -3.73 0.00 0.00 TOP : SMAX= 0.93 SMIN= -1.62 THAX= BOTT: SMAX= 1.62 SMIN= -0.93 TMAX= 9 0.01 0.88 -3.52 0.51 0.34 TOP : SMAX= 1.19 SHIN= -1.00 TMAX= BOTT: SMAX= 2.01 SMIN= -0.52 TMAX= 20 6 TOP : SMAX= BOTT: SMAX= 7 TOP : SMAX= BOTT: SMAX= 8 TOP : SMAX= BOTT: SMAX= 9 TOP : SMAX= BOTT: SMAX= 21 6 Page 10 -- PAGE NO. 10 2.11 -0.77 0.00 1.22 ANGLE= 7.8 1.22 ANGLE= 7.8 3.27 -0.62 0.00 1.46 ANGLE= ' 5.2 1.46 ANGLE= 5.2 2.09 -0.68 0.00 1.28 ANGLE= 6.6 1.28 ANGLE= 6.6 2.00 0.04 -0.09 1.10 ANGLE= 1.9 1.27 ANGLE= -2.4 0.00 0.92 -3.81 2.37 -0.10 0.00 0.00 0.00 1.01 SHIN= -1.63 TMAX= 1.32 ANGLE= 0.9 1.63 SMIN= -1.01 TMAX= 1.32 ANGLE= 0.9 -0.04 0.98 -4.83 2.88 0.01. 0.00 0.00 0.00 1.23 SMIN= -2.06 TMAX= 1.65 ANGLE= -0.1 2.06 SHIN= -1.23 TMAX= 1.65 ANGLE= -0.1 0.01 0.91 -3.90 2.35 -0.06 0.00 0.00 0.00 1.00 SHIN= -1.67 TMAX= 1.33 ANGLE= 0.5 1.67 SMIN= -1.00 TMAX= 1.33 ANGLE= 0.5 0.03 0.89 -3.79 2.29 0.46 0.55 0.33 -0.06 1.32 SHIN= -1.07 TMAX= 1.20 ANGLE= -3.4 2.19 SMIN= -0.66 TMAX= 1.43 ANGLE= -5.1 0.03 0. 92 -3.37 0. TOP : SMAX= 0.92 ; SMIN= -1.46 TMAX= 0.00 BOTT: SMAX= 1.46 SMIN= -0.92 TMAX= 7 0.04 0.95 -4.56 0.00 0.00 TOP : SMAX= 1.03 SMIN= -1.97 TMAX= BOTT: SMAX= 1.97 SMIN= -1.03 TMAX= 8 0.04 0.92 -3.34 0.00 0.00 TOP : SMAX= 0.92 SHIN= -1.45 TMAX= BOTT: SMAX= 1.45 SMIN= -0.92 TMAX= 9 0.06 0.90 -3.28 0.58 0.33 TOP : SMAX= 1.27 SMIN= -0.89 TMAX= BOTT: SMAX= 2.05 SMIN= -0.61 TMAX= 2.11 0.56 0.00 1.19 ANGLE= -5.7 1.19 ANGLE= -5.7 2.34 0.68 0.00 1.50 ANGLE= -5.6 1.50 ANGLE= -5.6 2.08 0.57 0.00 1.18 ANGLE= -6.0 1.18 ANGLE= -6.0 2.04 0.94 -0.03 1.08 ANGLE= -10.2 1.33 ANGLE= -9.4 (.7 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU -- PAGE NO. 11 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE/WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 22 6 0.16 0.77 -1.63 1.32 1.16 0.00 0.00 0.00 TOP : SMAX= 0.74 SMIN= -0.87 TMAX= 0.80 ANGLE= -19.1 BOTT: SMAX= 0.87 SKIN= -0.74 TMAX= 0.80 ANGLE= -19.1 7 0.18 0.77 -2.62 1.42 1.29 0.00 0.00 0.00 TOP : SMAX= 0.77 SHIN= -1.28 TMAX= 1.02 ANGLE= -16.2 BOTT: SMAX= 1.28 SMIN= -0.77 TMAX= 1.02 ANGLE= -16.2 8 0.16 0.76 -1.55 1.31 1.17 0.00 0.00 0.00 TOP : SMAX= 0.74 SMIN= -0.84 TMAX= 0.79 ANGLE= -19.6 BOTT: SMAX= 0.84 SHIN= -0.74 TMAX= 0.79 ANGLE= -19.6 9 0.17 0.75 -1.52 1.28 1.43 0.58 0.33 0.00 TOP : SMAX= 1.17 SMIN= -0.37 TMAX= 0.77 ANGLE= -26.1 BOTT: SMAX= 1.45 SHIN= -0.44 TMAX= 0.95 ANGLE= -20.1 23 6 0.06 0.56 0.69 0.11 1.18 0.00 0.00 0.00 TOP : SMAX= 0.69 SMIN= -0.35 TMAX= 0.52 ANGLE= 38.1 BOTT: SMAX= 0.35 SMIN= -0.69 TMAX= 0.52 ANGLE= 38.1 7 0.08 0.56 0.00 0.14 1.28 0.00 0.00 0.00 TOP : SMAX= 0.58 SHIN= -0.52 TMAX= 0.55 ANGLE= 90.0 BOTT: SMAX= 0.52 SMIN= -0.58 TMAX= 0.55 ANGLE= 90.0 8 0.06 0.56 0.77 0.10 1.17 0.00 0.00 0.00 TOP : SMAX= 0.71 SMIN= -0.33 TMAX= 0.52 ANGLE= 37.1 BOTT: SMAX= 0.33 SMIN= -0.71 TMAX= 0.52 ANGLE = 37.1 9 0.07 0.55 0.79 0.08 1.36 0.57 0.33 0.02 TOP : SMAX= 1.29 SMIN= -0.03 TMAX= 0.66 ANGLE= 32.8 BOTT: SMAX= 0.82 SHIN= -0.30 TMAX= 0.56 ANGLE= 90.0 24 6 0.00 0.51 1.84 -0.98 0.57 0.00 0.00 0.00 TOP SMAX= 0.83 SMIN= -0.47 TMAX= 0.65 ANGLE= 11.0 BOTT: SMAX= 0.47 SHIN= -0.83 TMAX= 0.65 ANGLE= 11.0 7 0.01 0.51 1.43 -0.98 0.65 0.00 0.00 0.00 TOP : SMAX= 0.68 SHIN= -0.49 TMAX= 0.58 ANGLE= 14.1 BOTT: SMAX= 0.49 SMIN= -0.68 TMAX= 0.58 ANGLE= 14.1 8 0.00 0.51 1.90 -0.98 0.56 0.00 0.00 0.00 TOP : SMAX= 0.85 SHIN= -0.46 TMAX= 0.66 ANGLE= 10.7 BOTT: SMAX= 0.46 SMIN= -0.85 TMAX= 0.66 ANGLE= 10.7 9 0.01 0.50 1.91 -1.00 0.70 0.54 0.32 0.04 TOP : SMAX= 1.43 SHIN= -0.18 TMAX= 0.81 ANGLE= 12.3 BOTT: SMAX= 0.81 SMIN= -0.33 TMAX= 0.57 ANGLE= 13.5 Page 11 7 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU Page 1Z -- PAGE NO. 12 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 25 6 -0.01 0.53 1.90 -1.48 0.12 0.00 0.00 0.00 TOP : SMAX= 0.81 SMIN= -0.63 TMAX= 0.72 ANGLE= 2.1 BOTT: SMAX= 0.63 SMIN= -0.81 TMAX= 0.72 ANGLE= 2.1 7 0.00 0.53 1.71 -1.49 0.17 0.00 0.00 0.00 TOP : SMAX= 0.73 SMIN= -0.64 TMAX= 0.69 ANGLE= 3.1 BOTT: SMAX= 0.64 SMIN= -0.73 TMAX= 0.69 ANGLE= 3.1 8 -0.01 0.53 1.94 -1.48 0.12 0.00 0.00 0.00 TOP : SMAX= 0.83 SMIN= -0.63 TMAX= 0.73 ANGLE= 1.9 BOTT: SMAX= 0.63 SMIN= -0.83 TMAX= 0.73 ANGLE= 1.9 9 -0.01 0.53 1.96 -1.49 0.21 0.51 0.32 0.05 TOP : SMAX= 1.36 SMIN= -0.33 TMAX= 0.84 ANGLE= 4.8 BOTT: SMAX= 0.96 SMIN= -0.33 TMAX= 0.64 ANGLE= 1.7 26 6 -0.01 0.55 1.74 -1.61 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.74 SMIN= -0.69 TMAX= 0.71 ANGLE= -0.2 BOTT: SMAX= 0.69 SHIN= -0.74 TMAX= 0.71 ANGLE= -0.2 7 -0.01 0.55 1.68 -1.62 0.02 0.00 0.00 0.00 TOP : SMAX= 0.72 SMIN= -0.69 TMAX= 0.71 ANGLE= 0.3 BOTT: SMAX= 0.69 SMIN= -0.72 TMAX= 0.71 ANGLE= 0.3 8 -0.01 0.55 1.77 -1.61 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.75 SHIN= -0.69 TMAX= 0.72 ANGLE= -0.3 BOTT: SMAX= 0.69 SMIN= -0.75 TMAX= 0.72 ANGLE= -0.3 9 -0.01 0.55 1.78 -1.62 0.05 0.47 0.32 0.06 TOP : SMAX= 1.23 SHIN= -0.38 TMAX= 0.80 ANGLE= 3.0 BOTT: SMAX= 1.01 SMIN= -0.29 TMAX= 0.65 ANGLE= -1.8 27 6 0.00 0.56 1.64 -1.64 -0.01 ? 0.00 0.00 0.00 TOP : SMAX= 0.70 ; SMIN= -0.70 TMAX= 0.70 ANGLE= -0.2 BOTT: SMAX= 0.70 SMIN= -0.70 TMAX= 0.70 ANGLE= -0.2 7 0.00 0.55 1.66 -1.65 0.00 0.00 0.00 0.00 TOP : SMAX= 0.71 SMIN= -0.70 TMAX= 0.71 ANGLE= 0.0 BOTT: SMAX= 0.70 SMIN= -0.71 TMAX= 0.71 ANGLE= 0.0 8 0.00 0.56 1.65 -1.64 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.71 SMIN= -0.70 TMAX= 0.70 ANGLE= -0.3 BOTT: SMAX= 0.70 SMIN= -0.71 TMAX= 0.70 ANGLE= -0.3 9 0.00 0.56 1.66 -1.64 0.03 0.42 0.32 0.07 TOP : SMAX= 1.13 SMIN= -0.39 TMAX= 0.76 ANGLE= 3.1 BOTT: SMAX= 1.02 SHIN= -0.30 TMAX= 0.66 ANGLE= -2.4 '1711711° (7)) 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FON3. PREPARED BY C SU Page 13 -- PAGE NO. 13 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE/WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY HXY FX FY FXY 28 6 0.01 0.55 1.69 -1.62 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.72 SMIN= -0.69 TMAX= 0.71 ANGLE= -0.3 BOTT: SMAX= 0.69 SHIN= -0.72 TMAX= 0.71 ANGLE= -0.3 7 0.01 0.55 1.73 -1.63 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.74 SMIN= -0.70 THAX= 0.72 ANGLE= -0.2 BOTT: SMAX= 0.70 SMIN= -0.74 TMAX= 0.72 ANGLE= -0.2 8 0.01 0.55 1.69 -1.62 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.72 SMIN= -0.69 TMAX= 0.71 ANGLE= -0.3 BOTT: SMAX= 0.69 SHIN= -0.72 TMAX= 0.71 ANGLE= -0.3 9 0.01 0.55 1.70 -1.63 0.02 0.36 0.32 0.07 TOP : SMAX= 1.09 SHIN= -0.38 TMAX= 0.74 ANGLE= 3.1 BOTT: SMAX= 1.01 SHIN= -0.37 TMAX= 0.69 ANGLE= -2.7 29 6 0.01 0.53 1.77 -1.51 -0.16 0.00 0.00 0.00 TOP : SMAX= 0.76 SMIN= -0.65 TMAX= 0.70 ANGLE= -2.7 BUTT: SMAX= 0.65 SHIN= -0.76 THAX= 0.70 ANGLE= -2.7 7 0.01 0.53 1.82 -1.52 -0.16 0.00 0.00 0.00 TOP : SMAX= 0.78 SMIN= -0.65 TMAX= 0.71 ANGLE= -2.7 BOTT: SMAX= 0.65 SMIN= -0.78 THAX= 0.71 ANGLE= -2.7 8 0.01 0.53 1.77 -1.51 -0.16 0.00 0.00 0.00 TOP : SMAX= 0.76 SMIN= -0.65 THAX= 0.70 ANGLE= -2.7 BOTT: SMAX= 0.65 SHIN= -0.76 TMAX= 0.70 ANGLE= -2.7 9 0.01 0.53 1.78 -1.51 -0.13 0.31 0.31 0.07 TOP : SMAX= 1.07 SMIN= -0.33 TMAX= 0.70 ANGLE= 0.7 BOTT: SMAX= 0.97 SHIN= -0.46 TMAX= 0.72 ANGLE= -5.3 30 6 -0.02 0.50 1.54 -1.09 -0.59 0.00 0.00 0.00 TOP : SMAX= 0.71 SMIN= -0.52 TMAX= 0.62 ANGLE= -12.0 BOTT: SMAX= 0.52 SHIN= -0.71 TMAX= 0.62 ANGLE= -12.0 7 -0.02 0.50 1.58 -1.09 -0.59 0.00 0.00 0.00 TOP : SMAX= 0.73 SHIN= -0.52 THAX= 0.62 ANGLE= -12.0 BOTT: SMAX= 0.52 SMIN= -0.73 TMAX= 0.62 ANGLE= -12.0 8 -0.02 0.50 1.54 -1.09 -0.59 0.00 0.00 0.00 TOP : SMAX= 0.71 SMIN= -0.52 TMAX= 0.61 ANGLE= -12.1 BOTT: SMAX= 0.52 SMIN= -0.71 THAX= 0.61 ANGLE= -12.1 9 -0.01 0.50 1.54 -1.09 -0.57 0.25 0.31 0.07 TOP : SMAX= 0.94 SMIN= -0.18 TMAX= 0.56 ANGLE= -8.9 BOTT: SMAX= 0.86 SMIN= -0.48 THAX= 0.67 ANGLE= -14.1 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105F0N3. PREPARED BY C SU Page 14 -- PAGE NO. 14 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 31 6 -0.10 0.58 0.21 -0.20 -1.17 0.00 0.00 0.00 TOP : SMAX= 0.51 SMIN= -0.50 TMAX= 0.51 ANGLE= -40.0 BOTT: SMAX= 0.50 SMIN= -0.51 TMAX= 0.51 ANGLE= -40.0 7 -0.10 0.58 0.24 -0.20 -1.17 0.00 0.00 0.00 TOP : SMAX= 0.52 SMIN= -0.50 TMAX= 0.51 ANGLE= -39.7 BOTT: SMAX= 0.50 SMIN= -0.52 TMAX= 0.51 ANGLE= -39.7 8 -0.10 0.58 0.21 -0.20 -1.17 0.00 0.00 0.00 TOP : SMAX= 0.51 SMIN= -0.50 TMAX= 0.51 ANGLE= -40.0 BOTT: SMAX= 0.50 SMIN= -0.51 TMAX= 0.51 ANGLE= -40.0 9 -0.10 0.58 0.21 -0.20 -1.16 0.20 0.31 0.07 TOP : SMAX= 0.69 SMIN= -0.17 TMAX= 0.43 ANGLE= 90.0 BOTT: SMAX= 0.83 SHIN= -0.33 TMAX= 0.58 ANGLE= -37.9 32 6 -0.14 0.79 -2.18 0.93 -1.21 0.00 0.00 0.00 TOP : SMAX= 0.57 SKIN= -1.11 TMAX= 0.84 ANGLE= 18.9 BOTT: SMAX= 1.11 SKIN= -0.57 TMAX= 0.84 ANGLE= 18.9 7 -0.14 0.79 -2.16 0.93 -1.21 0.00 0.00 0.00 TOP : SMAX= 0.57 SMIN= -1.10 THAX= 0.84 ANGLE= 19.0 BOTT: SMAX= 1.10 SHIN= -0.57 TMAX= 0.84 ANGLE= 19.0 8 -0.14 0.79 -2.18 0.93 -1.21 0.00 0.00 0.00 TOP : SMAX= 0.57 SMIN= -1.11 TMAX= 0.84 ANGLE= 18.9 BUTT: SMAX= 1.11 SMIN= -0.57 THAX= 0•.84 ANGLE= 18.9 9 -0.14 0.79 -2.18 0.93 -1.20 0.15 0.31 0.06 TOP : SMAX= 0.83 SMIN= -0.90 TMAX= 0.87 ANGLE= 15.7 BOTT: SMAX= 1.32 SMIN= -0.32 TMAX= 0.82 ANGLE= 22.2 33 6 -0.04 . 0.92 -3.91 1.70 -0.51 f 0.00 0.00 0.00 TOP : SMAX= 0.74 ; SHIN= -1.69 TMAX= 1.22 ANGLE= 5.1 BOTT: SMAX= 1.69 SMIN= -0.74 TMAX= 1.22 ANGLE= 5.1 7 -0.04 0.92 -3.91 1.70 -0.51 0.00 0.00 0.00 TOP : SMAX= 0.74 SHIN= -1.69 THAX= 1.22 ANGLE= 5.2 BOTT: SMAX= 1.69 SMIN= -0.74 TMAX= 1.22 ANGLE= 5.2 8 -0.04 0.92 -3.92 1.70 -0.51 0.00 0.00 0.00 TOP : SMAX= 0.74 SMIN= -1.69 TMAX= 1.22 ANGLE= 5.1 BOTT: SMAX= 1.69 SMIN= -0.74 TMAX= 1.22 ANGLE= 5.1 9 -0.04 0.92 -3.91 1.69 -0.50 0.11 0.31 0.05 TOP : SMAX= 1.04 SMIN= -1.57 THAX= 1.30 ANGLE= 3.6 BOTT: SMAX= 1.81 SMIN= -0.45 TMAX= 1.13 ANGLE= 6.8 07/20/1992 07:44 BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 0.00 0.91 -4.22 0.00 0.00 TOP : SMAX= 0.71 SMIN= -1.81 TMAX= BOTT: SMAX= 1.81 SMIN= -0.71 TMAX= 7 0.00 0.91 -4.21 0.00 0.00 TOP : SMAX= 0.72 SMIN= -1.81 TMAX= BOTT: SMAX= 1.81 SMIN= -0.72 TMAX= 8 0.00 0.91 -4.22 0.00 0.00 TOP : SMAX= 0.71 SMIN= -1.81 TMAX= BOTT: SMAX= 1.81 SMIN= -0.71 TMAX= 9 0.00 0.91 -4.22 0.08 0.31 TOP : SMAX= 1.02 SMIN= -1.74 TMAX= BOTT: SMAX= 1.89 SMIN= -0.41 TMAX= 34 6 0.10 0.76 -3.13 0.00 0.00 TOP : SMAX= 0.46 SMIN= -1.45 TMAX= BUTT: SMAX= 1.45 SMIN= -0.46 TMAX= 7 0.10 0.76 -3.13 0.00 0.00 TOP : SMAX= 0.46 SMIN= -1.45 TMAX= BOTT: SMAX= 1.45 SMIN= -0.46 TMAX= 8 0.10 0.76 -3.13 0.00 0.00 TOP : SMAX= 0.46 SMIN= -1.45 TMAX= BOTT: SMAX= 1.45 SMIN= -0.46 TMAX= 9 0.10 0.76 -3.13 0.06 0.30 TOP : SMAX= 0.76 SMIN= -1.39 TMAX= BOTT: SMAX= 1.51 SHIN= -0.16 TMAX= 35 6 0.05 0.55 -1.48 0.00 0.00 TOP : SMAX= 0.08 SMIN= -0.89 TMAX= BOTT: SMAX= 0.89 SMIN= -0.08 TMAX= 7 0.05 0.55 -1.48 0.00 0.00 TOP : SMAX= 0.08 SMIN= -0.89 TMAX= BOTT: SMAX= 0.89 SMIN= -0.08 TMAX= 8 0.05 0.55 -1.48 0.00 . 0.00 TOP : SMAX= 0.08 SHIN= -0.89 TMAX= BOTT: SMAX= 0.89 SMIN= -0.08 TMAX= 9 0.05 0.55 -1.48 0.04 0.30 TOP : SMAX= 0.33 SHIN= -0.79 TMAX= BOTT: SMAX= 1.01 SMIN= 0.14 TMAX= 36 6 Filename: 2105FDN3.ANL -- PAGE NO. 15 1.65 0.40 0.00 1.26 ANGLE= -3.9 1.26 ANGLE= -3.9 1.65 0.40 0.00 1.26 ANGLE= -3.9 1.26 ANGLE= -3.9 1.65 0.40 0.00 1.26 ANGLE= -3.9 1.26 ANGLE= -3.9 1.65 0.41 0.04 1.38 ANGLE= -4.4 1.15 ANGLE= -3.4 0.80 1.08 0.00 0.95 ANGLE= -14.4 0.95 ANGLE= -14.4 0.80 1.07 0.00 0.95 ANGLE= -14.4 0.95 ANGLE= -14.4 0.80 1.08 0.00 0.95 ANGLE= -14.4 0.95 ANGLE= -14.4 0.80 1.08 0.02 1.08 ANGLE= -13.3 0.84 ANGLE= -15.8 -0.41 1.01 0.00 0.49 ANGLE= -31.0 0.49 ANGLE= -31.0 -0.41 1.01 0.00 0.49 ANGLE= -31.0 0.49 ANGLE= -31.0 -0.41 1.01 0.00 0.49 ANGLE= -31.0 0.49 ANGLE= -31.0 -0.41 1.01 0.00 0.56 ANGLE= -25.3 0.44 ANGLE= -38.5 Page 15 to) 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FON3, PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 37 6 -0.04 0.49 -0.99 0.00 0.00 TOP : SMAX= -0.26 SMIN= -0.78 TMAX= BOTT: SMAX= 0.78 SMIN= 0.26 TMAX= 7 -0.04 0.49 -0.99 0.00 0.00 TOP : SMAX= -0.26 SMIN= -0.78 TMAX= BOTT: SMAX= 0.78 SMIN= 0.26 TMAX= 8 -0.04 0.49 -0.99 0.00 0.00 TOP : SMAX= -0.26 SHIN= -0.78 TMAX= BOTT: SMAX= 0.78 SMIN= 0.26 TMAX= 9 -0.04 0.49 -0.99 0.04 0.31 TOP : SMAX= -0.13 SMIN= -0.56 TMAX= BOTT: SMAX= 1.04 SHIN= 0.35 TMAX= 38 6 -0.02 0.50 -1.47 0.00 0.00 TOP : SMAX= -0.58 SMIN= -0.89 TMAX= BOTT: SMAX= 0.89 SMIN= 0.58 TMAX= 7 -0.02 0.50 -1.47 0.00 0.00 TOP : SMAX= -0.58 SMIN= -0.89 TMAX= BOTT: SMAX= 0.89 SMIN= 0.58 TMAX= 8 -0.02 0.50 -1.47 0.00 0.00 TOP : SMAX= -0.58 SMIN= -0.89 TMAX= BOTT: SMAX= 0.89 SMIN= 0.58 TMAX= 9 -0.02 0.50 -1.47 0.08 0.33 TOP : SMAX= -0.46 SMIN= -0.61 TMAX= BOTT: SMAX= 1.21 SMIN= 0.66 TMAX= 0.45 0.37 -1.60 Y 0.00 0.00 TOP : SMAX= -0.66 ,SMIN= -1.04 TMAX= BOTT: SMAX= 1.04 SMIN= 0.66 TMAX= 7 0.45 0.37 -1.60 0.00 0.00 TOP : SMAX= -0.66 SHIN= -1.05 TMAX= BOTT: SMAX= 1.05 SMIN= 0.66 TMAX= 8 0.45 0.37 -1.60 0.00 0.00 TOP : SMAX= -0.66 SMIN= -1.04 TMAX= BUTT: SMAX= 1.04 SMIN= 0.66 TMAX= 9 0.45 0.37 -1.60 -0.02 0.31 TOP : SMAX= -0.54 SMIN= -0.88 TMAX= BOTT: SMAX= 1.33 SMIN= 0.66 TMAX= 39 6 Page 16 -- PAGE NO. 16 -1.45 0.56 0.00 0.26 ANGLE= 33.7 0.26 ANGLE= 33.7 - 1.45 0.56 0.00 0.26 ANGLE= 33.7 0.26 ANGLE= 33.7 -1.45 0.56 0.00 0.26 ANGLE= 33.7 0.26 ANGLE= 33.7 - 1.45 0.56 - 0.02 0.22 ANGLE= 90.0 0.35 ANGLE= 24.3 -1.97 0.26 0.00 0.15 ANGLE= 22.8 0.15 ANGLE= 22.8 -1.97 0.26. 0.00 0.15 ANGLE= 22.8 0.15 ANGLE= 22.8 - 1.97 0.26 0.00 0.15 ANGLE= 22.8 0.15 ANGLE= 22.8 -1.97 0.26 -0.04 0.07 ANGLE= 90.0 0.28 ANGLE= 16.1 -2.39 0.22 0.00 0.19 ANGLE= 14.3 0.19 ANGLE= 14.3 -2.39 0.22 0.00 0.19 ANGLE= 14.3 0.19 ANGLE= 14.3 -2.39 0.22 0.00 0.19 ANGLE= 14.3 0.19 ANGLE= 14.3 -2.39 0.22 0.08 0.17 ANGLE= 90.0 0.34 ANGLE= 1.2 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU Page 17 -- PAGE NO. 17 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 40 6 -0.40 -0.45 -2.01 1.17 -0.55 0.00 0.00 0.00 TOP : SMAX= 0.18 SHIN= -0.30 TMAX= 0.24 ANGLE= 9.6 . 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0.26 0.16 0.11 TOP : SMAX= 0.68 SHIN= -2.69 TMAX= 1.69 ANGLE= -11.2 BOTT: SMAX= 2.12 SMIN= -0.31 TMAX= 1.22 ANGLE= -10.2 47 6 0.32 -0.36 -7.12 0.86 4.41 0.00 0.00 0.00 TOP : SMAX= 0.40 SHIN= -1.29 TMAX= 0.84 ANGLE= -23.9 BOTT: SMAX= 1.29 SMIN= -0.40 TMAX= 0.84 ANGLE= -23.9 7 0.21 -0.37 -12.95 3.93 4.37 0.00 0.00 0.00 TOP : SHAX= 0.71 SHIN= -1.99 TMAX= 1.35 ANGLE= -13.7 BOTT: SHAX= 1.99 SHIN= -0.71 TMAX= 1.35 ANGLE= -13.7 8 0.07 -0.52 3.22 8.68 4.74 0.00 0.00 0.00 TOP : SMAX= 1.62 SMIN= 0.07 TMAX= 0.78 ANGLE= -30.0 BOTT: SMAX= -0.07 SMIN= -1.62 TMAX= 0.78 ANGLE= -30.0 9 0.62 0.07 -19.41 -1.58 3.11 -0.20 0.07 -0.05 TOP : SMAX= -0.10 SHIN= -3.01 TMAX= 1.45 ANGLE= -7.8 BOTT: SMAX= 2.66 SMIN= 0.19 TMAX= 1.23 ANGLE= -11.7 48 6 0.23 -0.43 4.73 -3.34 2.05 0.00 0.00 0.00 TOP : SMAX= 0.74 SMIN= -0.54 TMAX= 0.64 ANGLE= 13.5 BOTT: SMAX= 0.54 SMIN= -0.74 TMAX= 0.64 ANGLE= 13.5 7 0.41 -0.45 0.18 0.02 2.52 0.00 0.00 0.00 TOP : SMAX= 0.37 SMIN= -0.34 TMAX= 0.36 ANGLE= 90.0 BOTT: SMAX= 0.34 SHIN= -0.37 TMAX= 0.36 ANGLE= 90.0 8 0.44 -0.56 12.98 3.93 1.97 0.00 0.00 0.00 TOP : SMAX= 1.90 SMIN= 0.50 TMAX= 0.70 ANGLE= 11.7 BOTT: SHAX= -0.50 SMIN= -1.90 TMAX= 0.70 ANGLE= 11.7 9 0.22 0.07 6.39 -4.33 -1.69 - 0.21 0.21 0.04 TOP : SHAX= 0.74 SHIN= -0.44 TMAX= 0.59 ANGLE= -10.1 BOTT: SMAX= 0.87 SMIN= -1.15 TMAX= 1.01 ANGLE= -8.0 Page 19 07/20/1992 07:44 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU Page 20 -- PAGE NO. 20 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 49 6 0.02 -0.46 11.46 -4.94 -1.50 0.00 0.00 0.00 TOP : SMAX= 1.65 SMIN= -0.72 TMAX= 1.18 ANGLE= -5.2 BOTT: SMAX= 0.72 SMIN= -1.65 TMAX= 1.18 ANGLE= -5.2 7 0.22 -0.64 17.48 0.45 -1.74 0.00 0.00 0.00 TOP : SMAX= 2.51 SMIN= 0.04 TMAX= 1.23 ANGLE= -5.8 BOTT: SMAX= -0.04 SMIN= -2.51 TMAX= 1.23 ANGLE= -5.8 8 -0.01 -0.66 25.44 2.99 -0.65 • 0.00 0.00 0.00 TOP : SMAX= 3.62 SMIN= 0.42 TMAX= 1.60 ANGLE= -1.7 BOTT: SMAX= -0.42 SMIN= -3.62 TMAX= 1.60 ANGLE= -1.7 9 0.46 0.32 23.43 -5.82 -2.24 - 0.22 0.20 -0.08 TOP : SMAX= 3.14 SMIN= -0.67 TMAX= 1.91 ANGLE= -6.0 BOTT: SMAX= 1.04 SMIN= -3.56 TMAX= 2.30 ANGLE= -3.0 50 6 -0.12 -0.47 11.81 -3.78 -3.77 0.00 0.00 0.00 TOP : SMAX= 1.80 SMIN= -0.66 TMAX= 1.23 ANGLE= -12.9 BOTT: SMAX= 0.66 SHIN= -1.80 TMAX= 1.23 ANGLE= -12.9 7 -0.13 -0.56 16.24 0.89 -3.77 0.00 0.00 0.00 TOP : SMAX= 2.43 SHIN= 0.00 TMAX= 1.21 ANGLE= -13.1 BOTT: SMAX= 0.00 SHIN= -2.43 TMAX= 1.21 ANGLE= -13.1 8 -0.06 -0.70 31.27 4.70 -2.92 0.00 0.00 0.00 TOP : SMAX= 4.49 SMIN= 0.62 TMAX= 1.93 ANGLE= -6.2 BOTT: SMAX= -0.62 SHIN= -4.49 TMAX= 1.93 ANGLE= -6.2 9 -0.01 0.58 27.07 -4.50 0.21 - 0.20 0.08 -0.10 TOP : SMAX= 3.65 SMIN= -0.56 TMAX= 2.10 ANGLE= -0.9 BOTT: SMAX= 0.72 SMIN= -4.04 TMAX= 2.38 ANGLE= 1.5 51 6 -0.14 -0.46 9.64 -1.95 -4.01 7 0.00 0.00 0.00 TOP : SMAX= 1.55 ; SMIN= -0.46 TMAX= 1.00 ANGLE= -17.3 BOTT: SMAX= 0.46 SMIN= -1.55 TMAX= 1.00 ANGLE= -17.3 7 -0.31 -0.64 15.92 3.43 -3.81 0.00 0.00 0.00 TOP : SMAX= 2.41 SMIN= 0.34 TMAX= 1.04 ANGLE= -15.7 BOTT: SMAX= -0.34 SMIN= -2.41 TMAX= 1.04 ANGLE= -15.7 8 -0.63 -0.66 22.77 4.81 -4.25 0.00 0.00 0.00 TOP : SMAX= 3.37 SHIN= 0.55 TMAX= 1.41 ANGLE= -12.7 BOTT: SMAX= -0.55 SMIN= -3.37 TMAX= 1.41 ANGLE= -12.7 9 0.25 0.40 20.70 -2.33 10.95 -0.16 0.10 -0.37 TOP : SMAX= 3.19 SMIN= -0.64 TMAX= 1.92 ANGLE= 19.1 BOTT: SMAX= 1.27 SHIN= -3.95 TMAX= 2.61 ANGLE= 23.8 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU -- PAGE NO. 21 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 52 6 -0.09 -0.46 8.24 -0.93 -3.11 0.00 0.00 0.00 TOP : SMAX= 1.31 SMIN= -0.27 TMAX= 0.79 ANGLE= -17.1 BOTT: SMAX= 0.27 SMIN= -1.31 TMAX= 0.79 ANGLE= -17.1 7 -0.29 -0.49 3.84 2.38 -3.63 0.00 0.00 0.00 TOP : SMAX= 0.97 SMIN= -0.08 TMAX= 0.53 ANGLE= -39.3 BOTT: SMAX= 0.08 SHIN= -0.97 TMAX= 0.53 ANGLE= -39.3 8 -0.39 -0.47 4.82 2.40 -3.38 0.00 . 0.00 0.00 TOP : SMAX= 1.02 SMIN= 0.00 TMAX= 0.51 ANGLE= -35.1 BOTT: SMAX= 0.00 SMIN= -1.02 TMAX= 0.51 ANGLE= -35.1 9 0.10 -0.42 9.98 -0.22 12.30 -0.08 0.17 . -0.35 TOP : SMAX= 2.26 SMIN= -0.78 TMAX= 1.52 ANGLE= 33.4 BOTT: SMAX= 1.61 SMIN= -2.91 TMAX= 2.26 ANGLE= 34.0 53 6 -0.05 -0.47 8.43 -0.64 -2.18 0.00 0.00 0.00 TOP : SMAX= 1.27 SMIN= -0.16 TMAX= 0.71 ANGLE= -12.8 BOTT: SMAX= 0.16 SHIN= -1.27 TMAX= 0.71 ANGLE= -12.8 7 0.03 -0.48 1.82 2.23 -2.18 0.00 0.00 0.00 TOP : SMAX= 0.60 SMIN= -0.02 TMAX= 0.31 ANGLE= 90.0 BOTT: SMAX= 0.02 SMIN= -0.60 TMAX= 0.31 ANGLE= 90.0 8 -0.14 -0.48 -1.75 0.87 -2.14 0.00 0.00 0.00 TOP : SMAX= 0.29 SMIN= -0.42 TMAX= 0.36 ANGLE= 29.2 BOTT: SMAX= 0.42 SMIN= -0.29 TMAX= 0.36 ANGLE= 29.2 9 0.19 -0.50 2.56 -0.34 8.73 -0.02 0.17 -0.29 TOP : SMAX= 1.19 SHIN= -0.73 TMAX= 0.96 ANGLE= 41.8 BOTT: SMAX= 1.47 SHIN= -1.64 TMAX= 1.56 ANGLE= 39.4 54 6 -0.04 -0.47 8.86 -0.48 -1.58 0.00 0.00 0.00 TOP : SMAX= 1.29 SMIN= -0.11 TMAX= 0.70 ANGLE= -9.3 BOTT: SMAX= 0.11 SMIN= -1.29 TMAX= 0.70 ANGLE= -9.3 7 0.32 -0.57 10.63 3.27 -0.81 0.00 0.00 0.00 TOP : SMAX= 1.52 SHIN= 0.45 TMAX= 0.53 ANGLE= -6.2 BOTT: SMAX= -0.45 SMIN= -1.52 TMAX= 0.53 ANGLE= -6.2 8 -0.03 -0.47 -2.18 0.17 -1.43 0.00 0.00 0.00 TOP : SMAX= 0.12 SMIN= -0.41 TMAX= 0.26 ANGLE= 25.4 BOTT: SMAX= 0.41 SMIN= -0.12 TMAX= 0.26 ANGLE= 25.4 9 0.19 -0.49 1.37 -0.50 6.39 0.03 0.17 -0.24 TOP : SMAX= 0.84 SMIN= -0.51 TMAX= 0.67 ANGLE= 42.4 BOTT: SMAX= 1.20 SMIN= -1.12 TMAX= 1.16 ANGLE= 39.9 Page 21 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU -- PAGE NO. 22 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 55 6 -0.10 -0.45 7.29 0.17 -1.35 0.00 0.00 0.00 TOP : SMAX= 1.07 SMIN= -0.01 TMAX= 0.54 ANGLE= -10.4 BOTT: SMAX= 0.01 SMIN= -1.07 TMAX= 0.54 ANGLE= -10.4 7 -0.18 -0.60 18.97 5.53 -0.84 0.00 0.00 0.00 TOP : SMAX= 2.70 SMIN= 0.78 TMAX= 0.96 ANGLE= -3.6 BOTT: SMAX= -0.78 SMIN= -2.70 TMAX= 0.96 ANGLE= -3.6 8 -0.04 -0.46 -1.80 0.42 -1.16 0.00 0.00 0.00 TOP : SMAX= 0.13 SMIN= -0.33 TMAX= 0.23 ANGLE= 23.1 BOTT: SMAX= 0.33 SMIN= -0.13 TMAX= 0.23 ANGLE= 23.1 9 0.10 -0.47 0.63 0.00 4.43 0.08 0.17 -0.19 TOP : SMAX= 0.61 SMIN= -0.27 TMAX= 0.44 ANGLE= 90.0 BOTT: SMAX= 0.90 SMIN= -0.74 TMAX= 0.82 ANGLE= 41.7 56 6 -0.18 -0.42 1.55 2.02 -1.46 0.00 0.00 0.00 TOP : SMAX= 0.46 SMIN= 0.04 TMAX= 0.21 ANGLE= 90.0 BOTT: SMAX= -0.04 SHIN= -0.46 TMAX= 0.21 ANGLE= 90.0 7 -0.02 -0.53 13.78 6.86 -1.46 0.00 0.00 0.00 TOP : SMAX= 2.00 SMIN= 0.93 TMAX= 0.53 ANGLE= -11.4 BOTT: SMAX= -0.93 SMIN= -2.00 TMAX= 0.53 ANGLE= -11.4 8 -0.12 -0.42 -4.75 2.08 -1.30 0.00 0.00 0.00 TOP : SMAX= 0.33 SMIN= -0.71 TMAX= 0.52 ANGLE= 10.4 BOTT: SMAX= 0.71 SHIN= -0.33 TMAX= 0.52 ANGLE= 10.4 9 -0.02 -0.43 -3.32 1.80 2.67 0.11 0.17 -0.15 TOP : SMAX= 0.49 SMIN= -0.42 TMAX= 0.46 ANGLE= -15.2 BOTT: SMAX= 0.87 SMIN= -0.37 TMAX= 0.62 ANGLE= -28.9 57 6 -0.20 -0.37 -7.95 4.65 -1.40 0.00 0.00 0.00 TOP : SMAX= 0.68 SMIN= -1.15 TMAX= 0.92 ANGLE= 6.3 BOTT: SMAX= 1.15 SMIN= -0.68 TMAX= 0.92 ANGLE= 6.3 7 -0.60 -0.51 1.36 8.63 -1.32 0.00 0.00 0.00 TOP : SMAX= 1.26 SHIN= 0.16 TMAX= 0.55 ANGLE= 10.0 BOTT: SMAX= -0.16 SMIN= -1.26 TMAX= 0.55 ANGLE= 10.0 8 -0.15 -0.36 -11.68 4.62 -1.28 0.00 0.00 0.00 TOP : SMAX= 0.67 SHIN= -1.67 TMAX= 1.17 ANGLE= 4.4 BOTT: SMAX= 1.67 SMIN= -0.67 TMAX= 1.17 ANGLE= 4.4 9 -0.08 -0.37 -10.98 4.44 1.54 0.14 0.18 -0.11 TOP : SMAX= 0.81 SMIN= -1.43 TMAX= 1.12 ANGLE= -2.8 BOTT: SMAX= 1.74 SMIN= -0.50 TMAX= 1.12 ANGLE= -8.5 Page 22 7 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 23 *FILE NAME : 2105FDN3. PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 58 6 -0.13 -0.32 -16.10 6.71 -0.83 0.00 0.00 0.00 TOP : SMAX= 0.96 SMIN= -2.29 TMAX= 1.62 ANGLE= 2.1 BUTT: SMAX= 2.29 SMIN= -0.96 TMAX= 1.62 ANGLE= 2.1 7 -0.31 -0.31 -17.48 8.71 -0.83 0.00 0.00 0.00 TOP : SMAX= 1.24 SMIN= -2.49 TMAX= 1.86 ANGLE= 1.8 BOTT: SMAX= 2.49 SMIN= -1.24 TMAX= 1.86 ANGLE= 1.8 8 -0.09 -0.32 -17.91 6.65 -0.75 0.00 0.00 0.00 TOP : SMAX= 0.95 SMIN= -2.55 TMAX= 1.75 ANGLE= 1.7 BOTT: SMAX= 2.55 SMIN= -0.95 TMAX= 1.75 ANGLE= 1.7 9 -0.04 -0.33 -17.67 6.52 1.25 0.16 0.18 -0.08 TOP : SMAX= 1.11 SMIN= -2.36 TMAX= 1.73 ANGLE= -1.7 BOTT: SMAX= 2.68 SMIN= -0.77 TMAX= 1.73 ANGLE= -4.2 59 6 -0.01 -0.31 -18.85 7.44 -0.28 0.00 0.00 0.00 TOP : SMAX= 1.06 SMIN= -2.68 TMAX= 1.87 ANGLE= 0.6 BOTT: SMAX= 2.68 SMIN= -1.06 TMAX= 1.87 ANGLE= 0.6 7 -0.06 -0.32 -24.43 8.32 -0.33 0.00 0.00 0.00 TOP : SMAX= 1.18 SMIN= -3.47 TMAX= 2.33 ANGLE= 0.6 BOTT: SMAX= 3.47 SMIN= -1.18 TMAX= 2.33 ANGLE= 0.6 8 0.02 -0.31 -19.42 7.38 -0.23 0.00 0.00 0.00 TOP : SMAX= 1.05 SMIN= -2.76 TMAX= 1.90 ANGLE= 0.5 BOTT: SMAX= 2.76 SHIN= -1.05 TMAX= 1.90 ANGLE= 0.5 9 0.05 -0.31 -19.43 7.30 1.18 0.17 0.18 -0.05 TOP : SMAX= 1.22 SHIN= -2.60 TMAX= 1.91 ANGLE= -1.8 BOTT: SMAX= 2.94 SMIN= -0.87 TMAX= 1.91 ANGLE= -3.2 60 6 0.12 -0.32 -15.96 6.70 0.24 0.00 0.00 0.00 TOP : SMAX= 0.95 SMIN= -2.27 TMAX= 1.61 ANGLE= -0.6 BOTT: SMAX= 2.27 SMIN= -0.95 TMAX= 1.61 ANGLE= -0.6 7 0.12 -0.33 -22.26 7.07 0.33 0.00 0.00 0.00 TOP : SMAX= 1.01 SHIN= -3.16 TMAX= 2.08 ANGLE= -0.6 BOTT: SMAX= 3.16 SHIN= -1.01 TMAX= 2.08 ANGLE= -0.6 8 0.13 -0.32 -15.87 6.65 0.26 0.00 0.00 0.00 TOP : SHAX= 0.95 SHIN= -2.25 TMAX= 1.60 ANGLE= -0.7 BOTT: SMAX= 2.25 SMIN= -0.95 TMAX= 1.60 ANGLE= -0.7 9 0.16 -0.32 -15.99 6.59 1.27 0.17 0.18 -0.02 TOP : SMAX= 1.12 SMIN= -2.10 TMAX= 1.61 ANGLE= -2.8 BOTT: SMAX= 2.46 SMIN= -0.77 TMAX= 1.61 ANGLE= -3.6 Page 23 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU Page 24 -- PAGE NO. 24 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 61 6 0.19 -0.37 -7.58 4.63 0.72 0.00 0.00 0.00 TOP : SMAX= 0.66 SMIN= -1.08 TMAX= 0.87 ANGLE= -3.3 BOTT: SMAX= 1.08 SMIN= -0.66 TMAX= 0.87 ANGLE= -3.3 7 0.22 -0.37 -12.85 4.79 0.82 0.00 0.00 0.00 TOP : SMAX= 0.69 SMIN= -1.83 TMAX= 1.26 ANGLE= -2.7 BOTT: SMAX= 1.83 SMIN= -0.69 TMAX= 1.26 ANGLE= -2.7 8 0.19 -0.37 -7.22 4.60 0.72 0.00 0.00 0.00 TOP : SMAX= 0.66 SMIN= -1.03 TMAX= 0.85 ANGLE= -3.5 BOTT: SMAX= 1.03 SMIN= -0.66 TMAX= 0.85 ANGLE= -3.5 9 0.21 -0.37 -7.35 4.56 1.43 0.18 0.18 0.00 TOP : SMAX= 0.85 SMIN= -0.89 TMAX= 0.87 ANGLE= -6.8 BOTT: SMAX= 1.24 SMIN= -0.49 TMAX= 0.87 ANGLE= -6.7 62 6 0.17 -0.42 2.29 1.98 0.60 0.00 0.00 0.00 TOP : SMAX= 0.39 SHIN= 0.22 TMAX= 0.09 ANGLE= 90.0 BOTT: SMAX= -0.22 SMIN= -0.39 TMAX= 0.09 ANGLE= 90.0 7 0.21 -0.42 -1.42 2.02 0.70 0.00 0.00 0.00 TOP : SMAX= 0.31 SMIN= -0.22 TMAX= 0.26 ANGLE= -11.0 BUTT: SMAX= 0.22 SMIN= -0.31 TMAX= 0.26 ANGLE= -11.0 8 0.17 -0.42 2.69 1.97 0.60 0.00 0.00 0.00 TOP : SMAX= 0.43 SMIN= 0.23 TMAX= 0.10 ANGLE= 29.4 BOTT: SMAX= -0.23 SMIN= -0.43 TMAX= 0.10 ANGLE= 29.4 9 0.18 -0.43 2.58 1.93 1.10 0.17 0.18 0.02 TOP : SMAX= 0.68 SMIN= 0.31 TMAX= 0.18 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= -0.29 TMAX= 0.15 ANGLE= 90.0 63 6 0.08 -0.46 8.56 0.11 0.19 f 0.00 0.00 0.00 TOP : SMAX= 1.22 SMIN= 0.01 TMAX= 0.60 ANGLE= 1.3 BOTT: SMAX= -0.01 SMIN= -1.22 TMAX= 0.60 ANGLE= 1.3 7 0.11 -0.46 6.34 0.09 0.27 0.00 0.00 0.00 TOP : SMAX= 0.90 SMIN= 0.01 TMAX= 0.45 ANGLE= 2.4 BOTT: SMAX= -0.01 SMIN= -0.90 TMAX= 0.45 ANGLE= 2.4 8 0.08 -0.46 8.89 0.10 0.19 0.00 0.00 0.00 TOP : SMAX= 1.26 SMIN= 0.01 TMAX= 0.62 ANGLE= 1.2 BOTT: SMAX= -0.01 SMIN= -1.26 TMAX= 0.62 ANGLE= 1.2 9 0.09 -0.46 8.82 0.07 0.54 0.17 0.18 0.03 TOP : SMAX= 1.43 SMIN= 0.18 TMAX= 0.62 ANGLE= 5.2 BOTT: SMAX= 0.17 SMIN= -1.09 TMAX= 0.63 ANGLE= 2.0 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU Page 25 -- PAGE NO. 25 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE - LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX Y 64 6 0.01 -0.47 10.77 -0.57 -0.01 0.00 0.00 0.00 TOP : SMAX= 1.53 SMIN= -0.08 TMAX= 0.81 ANGLE= -0.1 BOTT: SMAX= 0.08 SMIN= -1.53. TMAX= 0.81 ANGLE= -0.1 7 0.03 -0.47 9.68 -0.61 0.04 0.00 0.00 0.00 TOP : SMAX= 1.37 SMIN= -0.09 TMAX= 0.73 ANGLE= 0.2 BOTT: SMAX= 0.09 SHIN= -1.37 TMAX= 0.73 ANGLE= 0.2 8 0.01 -0.47 11.00 -0.58 -0.02 0.00 0.00 0.00 TOP : SMAX= 1.56 SMIN= -0.08 TMAX= 0.82 ANGLE= -0.1 BOTT: SMAX= 0.08 SHIN= -1.56 TMAX= 0.82 ANGLE= -0.1 9 0.02 -0.47 10.96 -0.59 0.24 0.16 0.18 0.05 TOP : SMAX= 1.72 SMIN= 0.09 TMAX= 0.81 ANGLE= 2.8 BOTT: SMAX= 0.26 SMIN= -1.40 TMAX= 0.83 ANGLE= -0.4 65 6 -0.01 -0.47 10.86 -0.71 -0.06 0.00 0.00 0.00 TOP : SMAX= 1.54 SHIN= -0.10 TMAX= 0.82 ANGLE= -0.3 BOTT: SMAX= 0.10 SMIN= -1.54 TMAX= 0.82 ANGLE= -0.3 7 0.00 -0.47 10.49 -0.74 -0.04 0.00 0.00 0.00 TOP SMAX= 1.49 SMIN= -0.11 TMAX= 0.80 ANGLE= -0.2 BOTT: SMAX= 0.11 SMIN= -1.49 TMAX= 0.80 ANGLE= -0.2 8 -0.01 -0.47 10.99 -0.71 -0.07 0.00 0.00 0.00 TOP : SMAX= 1.56 SHIN= -0.10 TMAX= 0.83 ANGLE= -0.3 BOTT: SMAX= 0.10 SMIN= -1.56 TMAX= 0.83 ANGLE= -0.3 9 -0.01 -0.48 10.98 -0.72 0.11 0.15 0.18 0.05 TOP : SMAX= 1.71 SMIN= 0.07 TMAX= 0.82 ANGLE= 2.5 BOTT: SMAX= 0.28 SMIN= -1.41 TMAX= 0.85 ANGLE= -1.3 66 6 0.00 -0.48 10.61 -0.72 -0.03 0.00 0.00 0.00 TOP : SMAX= 1.51 SHIN= -0.10 TMAX= 0.80 ANGLE= -0.1 BOTT: SMAX= 0.10 SHIN= -1.51 TMAX= 0.80 ANGLE= -0.1 7 0.00 -0.48 10.64 -0.75 -0.02 0.00 0.00 0.00 TOP : SMAX= 1.51 SHIN= -0.11 TMAX= 0.81 ANGLE= -0.1 BOTT: SMAX= 0.11 SMIN= -1.51 TMAX= 0.81 ANGLE= -0.1 8 -0.01 -0.48 10.67 -0.72 -0.03 0.00 0.00 0.00 TOP : SMAX= 1.52 SMIN= -0.10 TMAX= 0.81 ANGLE= -0.2 BOTT: SMAX= 0.10 SHIN= -1.52 TMAX= 0.81 ANGLE= -0.2 9 0.00 -0.48 10.67 -0.73 0.09 0.13 0.18 0.06 TOP : SMAX= 1.65 SMIN= 0.07 TMAX= 0.79 ANGLE= 2.7 BOTT: SMAX= 0.29 SMIN= -1.38 TMAX= 0.83 ANGLE= -1.6 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU Page 26 -- PAGE NO. 26 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 67 6 0.00 -0.47 10.59 -0.73 0.00 0.00 0.00 0.00 TOP : SMAX= 1.50 SHIN= -0.10 TMAX= 0.80 ANGLE= 0.0 BOTT: SMAX= 0.10 SMIN= -1.50 TMAX= 0.80 ANGLE= 0.0 7 0.00 -0.47 10.78 -0.75 0.00 0.00 0.00 0.00 TOP : SMAX= 1.53 SMIN= -0.11 TMAX= 0.82 ANGLE= 0.0 BOTT: SMAX= 0.11 SMIN= -1.53 TMAX= 0.82 ANGLE= 0.0 8 0.00 -0.47 10.61 -0.73 0.00 0.00 0.00 0.00 TOP : SMAX= 1.51 SHIN= -0.10 TMAX= 0.80 ANGLE= 0.0 BOTT: SMAX= 0.10 SMIN= -1.51 TMAX= 0.80 ANGLE= 0.0 9 0.00 -0.47 10.61 -0.74 0.08 0.12 0.18 0.06 TOP : SMAX= 1.63 SMIN= 0.07 TMAX= 0.78 ANGLE= 2.8 BOTT: SMAX= 0.29 SMIN= -1.39 TMAX= 0.84 ANGLE= -1.8 68 6 -0.03 -0.47 10.09 -0.65 -0.06 0.00 0.00 0.00 TOP : SMAX= 1.43 SMIN= -0.09 TMAX= 0.76 ANGLE= -0.3 BOTT: SMAX= 0.09 SHIN= -1.43 TMAX= 0.76 ANGLE= -0.3 7 -0.03 -0.47 10.32 -0.66 -0.06 0.00 0.00 0.00 TOP : SMAX= 1.47 SMIN= -0.09 TMAX= 0.78 ANGLE= -0.3 BOTT: SMAX= 0.09 SMIN= -1.47 TMAX= 0.78 ANGLE= -0.3 8 -0.03 -0.47 10.09 -0.64 -0.06 0.00 0.00 0.00 TOP : SMAX= 1.43 SMIN= -0.09 TMAX= 0.76 ANGLE= -0.3 BOTT: SMAX= 0.09 SMIN= -1.43 TMAX= 0.76 ANGLE= -0.3 9 -0.02 -0.47 10.09 -0.65 0.00 0.10 0.18 0.06 TOP : SMAX= 1.54 SMIN= 0.09 TMAX= 0.73 ANGLE= 2.6 BOTT: SMAX= 0.28 SHIN= -1.33 TMAX= 0.80 ANGLE= -2.3 69 6 -0.10 -0.46 7.26 0.01 -0.32 / 0.00 0.00 0.00 TOP : SMAX= 1.03 ,SMIN= 0.00 TMAX= 0.52 ANGLE= -2.6 BOTT: SMAX= 0.00 SMIN= -1.03 TMAX= 0.52 ANGLE= -2.6 7 -0.10 -0.46 7.45 0.01 -0.33 0.00 0.00 0.00 TOP : SMAX= 1.06 SMIN= 0.00 TMAX= 0.53 ANGLE= -2.5 BOTT: SMAX= 0.00 SMIN= -1.06 TMAX= 0.53 ANGLE= -2.5 8 -0.10 -0.46 7.25 0.01 -0.32 0.00 0.00 0.00 TOP : SMAX= 1.03 SMIN= 0.00 TMAX= 0.52 ANGLE= -2.6 BOTT: SMAX= 0.00 SMIN= -1.03 TMAX= 0.52 ANGLE= -2.6 9 -0.10 -0.46 7.25 0.01 -0.28 0.09 0.18 0.06 TOP : SMAX= 1.12 SMIN= 0.18 TMAX= 0.47 ANGLE= 1.4 BOTT: SHAX= 0.19 SMIN= -0.95 TMAX= 0.57 ANGLE= -5.2 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FON3. PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE - LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 70 6 -0.18 -0.42 0.13 1.84 -0.76 0.00 0.00 0.00 TOP : SMAX= 0.30 SMIN= -0.02 TMAX= 0.16 ANGLE= 20.8 BOTT: SMAX= 0.02 SMIN= -0.30 TMAX= 0.16 ANGLE= 20.8 7 -0.19 -0.42 0.27 1.84 -0.76 0.00 0.00 0.00 TOP : SMAX= 0.30 SHIN= -0.01 TMAX= 0.16 ANGLE= 22.0 BOTT: SMAX= 0.01 SMIN= -0.30 TMAX= 0.16 ANGLE= 22.0 8 -0.18 -0.42 0.12 1.84 -0.76 0.00 0.00 0.00 TOP : SMAX= 0.30 SHIN= -0.02 TMAX= 0.16 ANGLE= 20.7 BOTT: SMAX= 0.02 SMIN= -0.30 TMAX= 0.16 ANGLE= 20.7 9 -0.18 -0.42 0.12 1.84 -0.72 0.08 0.18 0.06 TOP : SMAX= 0.45 SMIN= 0.09 TMAX= 0.18 ANGLE= 7.1 BOTT: SMAX= 0.17 SHIN= -0.19 TMAX= 0.18 ANGLE= 33.4 71 6 -0.20 -0.36 -9.99 4.39 -0.82 0.00 0.00 0.00 TOP : SMAX= 0.63 SMIN= -1.43 TMAX= 1.03 ANGLE= 3.2 BOTT: SMAX= 1.43 SHIN= -0.63 TMAX= 1.03 ANGLE= 3.2 7 -0.20 -0.36 -9.91 4.39 -0.82 0.00 0.00 0.00 TOP : SMAX= 0.63 SMIN= -1.41 TMAX= 1.02 ANGLE= 3.3 BOTT: SMAX= 1.41 SMIN= -0.63 TMAX= 1.02 ANGLE= 3.3 8 -0.20 -0.36 -10.00 4:39 -0.82 0.00 0.00 0.00 TOP : SMAX= 0.63 SMIN= -1.43 TMAX= 1.03 ANGLE= 3.2 BOTT: SMAX= 1.43 SHIN= -0.63 TMAX= 1.03 - ANGLE= 3.2 9 -0.19 -0.36 -10.00 4.39 -0.80 0.06 0.18 0.05 TOP : SMAX= 0.81 SHIN= -1.36 TMAX= 1.08 ANGLE= 1.6 BOTT: SMAX= 1.50 SHIN= -0.45 TMAX= 0.98 ANGLE= 4.9 72 6 -0.11 -0.32 -17.73 6.24 -0.37 0.00 0.00 0.00 TOP : SMAX= 0.89 SMIN= -2.52 TMAX= 1.70 ANGLE= 0.9 BOTT: SMAX= 2.52 SMIN= -0.89 TMAX= 1.70 ANGLE= 0.9 7 -0.11 -0.32 -17.69 6.24 -0.37 0.00 0.00 0.00 TOP : SMAX= 0.89 SMIN= -2.51 TMAX= 1.70 ANGLE= 0.9 BOTT: SMAX= 2.51 SMIN= -0.89 TMAX= 1.70 ANGLE= 0.9 8 -0.11 -0.32 -17.74 6.24 -0.37 0.00 0.00 0.00 TOP : SMAX= 0.89 SMIN= -2.52 TMAX= 1.70 ANGLE= 0.9 BOTT: SMAX= 2.52 SHIN= -0.89 TMAX= 1.70 ANGLE= 0.9 9 -0.11 -0.32 -17.74 6.24 -0.35 0.05 0.18 0.04 TOP : SMAX= 1.07 SMIN= -2.47 TMAX= 1.77 ANGLE= 0.1 BOTT: SMAX= 2.58 SMIN= -0.71 TMAX= 1.64 ANGLE= 1.6 Page 27 -- PAGE NO_ 27 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU -- PAGE NO. 28 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 73 6 0.03 -0.32 -19.32 6.15 0.23 0.00 0.00 0.00 TOP : SMAX= 0.87 SMIN= -2.74 TMAX= 1.81 ANGLE= -0.5 BOTT: SMAX= 2.74 SMIN= -0.87 TMAX= 1.81 ANGLE= -0.5 7 0.02 -0.32 -19.31 6.15 0.22 0.00 0.00 0.00 TOP : SMAX= 0.87 SMIN= -2.74 TMAX= 1.81 ANGLE= -0.5 BOTT: SMAX= 2.74 SMIN= -0.87 TMAX= 1.81 ANGLE= -0.5 8 0.03 -0.32 -19.33 6.15 0.23 0.00 0.00 0.00 TOP : SMAX= 0.87 SMIN= -2.74 TMAX= 1.81 ANGLE= -0.5 BOTT: SMAX= 2.74 SMIN= -0.87 TMAX= 1.81 ANGLE= -0.5 9 0.03 -0.32 -19.33 6.15 0.24 0.04 0.18 0.03 TOP : SMAX= 1.06 SMIN= -2.70 TMAX= 1.88 ANGLE= -1.0 BOTT: SMAX= 2.79 SMIN= -0.69 TMAX= 1.74 ANGLE= 0.0 74 6 0.11 -0.36 -14.98 4.08 0.65 0.00 0.00 0.00 TOP : SMAX= 0.58 SMIN= -2.13 TMAX= 1.36 ANGLE= -2.0 BOTT: SMAX= 2.13 SMIN= -0.58 TMAX= 1.36 ANGLE= -2.0 7 0.11 -0.36 -14.98 4.08 0.65 0.00 0.00 0.00 TOP : SMAX= 0.58 SHIN= -2.13 TMAX= 1.36 ANGLE= -2.0 BOTT: SMAX= 2.13 SMIN= -0.58 TMAX= 1.36 ANGLE= -2.0 8 0.11 -0.36 -14.98 4.08 0.65 0.00 0.00 0.00 TOP : SMAX= 0.58 SHIN= -2.13 TMAX= 1.36 ANGLE= -2.0 BOTT: SMAX= 2.13 SMIN= -0.58 TMAX= 1.36 ANGLE= -2.0 9 0.11 -0.36 -14.98 4.08 0.66 0.04 0.19 0.02 TOP : SMAX= 0.77 SMIN= -2.09 TMAX= 1.43 ANGLE= -2.3 BOTT: SMAX= 2.17 SMIN= -0.40 TMAX= 1.28 ANGLE= -1.6 75 6 0.09 -0.42 -8.46 1.48 0.60 r 0.00 0.00 0.00 TOP : SMAX= 0.22 ; SMIN= -1.21 TMAX= 0.71 ANGLE= -3.4 BOTT: SMAX= 1.21 SHIN= -0.22 TMAX= 0.71 ANGLE= -3.4 7 0.09 -0.42 -8.47 1.48 0.60 0.00 0.00 0.00 TOP : SMAX= 0.22 SHIN= -1.21 TMAX= 0.71 ANGLE= -3.4 BOTT: SMAX= 1.21 SMIN= -0.22 TMAX= 0.71 ANGLE= -3.4 8 0.09 -0.42 -8.47 1.48 0.60 0.00 0.00 0.00 TOP : SMAX= 0.22 SMIN= -1.21 TMAX= 0.71 ANGLE= -3.4 BOTT: SMAX= 1.21 SMIN= -0.22 TMAX= 0.71 ANGLE= -3.4 9 0.10 -0.42 -8.47 1.48 0.60 0.05 0.19 0.01 TOP : SMAX= 0.41 SMIN= -1.16 TMAX= 0.78 ANGLE= -3.3 BOTT: SMAX= 1.25 SMIN= -0.03 TMAX= 0.64 ANGLE= -3.6 Page 28 07/20/1992 07:44 Filename: 2105F0N3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU -- PAGE HO. 29 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 76 6 0.01 -0.46 -5.05 -0.63 -0.13 0.00 0.00 0.00 TOP : SMAX= -0.09 SMIN= -0.72 TMAX= 0.31 ANGLE= 1.7 BOTT: SMAX= 0.72 SMIN= 0.09 TMAX= 0.31 ANGLE= 1.7 7 0.01 -0.46 -5.05 -0.63 -0.13 0.00 0.00 0.00 TOP : SMAX= -0.09 SMIN= -0.72 TMAX= 0.31 ANGLE= 1.7 BOTT: SMAX= 0.72 SHIN= 0.09 TMAX= 0.31 ANGLE= 1.7 8 0.01 -0.46 -5.05 -0.63 -0.13 0.00 0.00 0.00 TOP : SMAX= -0.09 SMIN= -0.72 TMAX= 0.31 ANGLE= 1.7 BOTT: SMAX= 0.72 SMIN= 0.09 TMAX= 0.31 ANGLE= 1.7 9 0.01 -0.46 -5.05 -0.63 -0.13 0.06 0.18 -0.01 TOP : SMAX= 0.10 SMIN= -0.66 THAX= 0.38 ANGLE= 2.0 BOTT: SMAX= 0.78 SMIN= 0.27 THAX= 0.25 ANGLE= 1.1 77 6 -0.06 -0.56 -4.83 -2.84 1.24 0.00 0.00 0.00 TOP : SMAX= -0.32 SMIN= -0.77 TMAX= 0.23 ANGLE= -25.7 BOTT: SMAX= 0.77 SHIN= 0.32 THAX= 0.23 ANGLE= -25.7 7 -0.06 -0.56 -4.83 -2.84 1.24 0.00 0.00 0.00 TOP : SMAX= -0.32 SHIN= -0.77 THAX= 0.23 ANGLE= -25.7 BOTT: SMAX= 0.77 SHIN= 0.32 TMAX= 0.23 ANGLE= -25.7 8 -0.06 -0.56 -4.83 -2.84 1.24 0.00 0.00 0.00 TOP : SMAX= -0.32 SHIN= -0.77 TMAX= 0.23 ANGLE= -25.7 BOTT: SMAX= 0.77 SHIN= 0.32 TMAX= 0.23 ANGLE= -25.7 9 -0.06 -0.56 -4.83 -2.84 1.25 0.04 0.14 -0.02 TOP : SMAX= -0.21 SHIN= -0.71 TMAX= 0.25 ANGLE= -19.8 BOTT: SMAX= 0.85 SHIN= 0.42 TMAX= 0.22 ANGLE= -32.5 78 6 0.44 -0.55 -2.20 -1.61 1.00 0.00 0.00 0.00 TOP : SMAX= -0.12 SMIN= -0.42 TMAX= 0.15 ANGLE= 90.0 BUTT: SMAX= 0.42 SMIN= 0.12 TMAX= 0.15 ANGLE= 90.0 7 0.44 -0.55 -2.20 -1.61 1.00 0.00 0.00 0.00 TOP : SMAX= -0.12 SMIN= -0.42 TMAX= 0.15 ANGLE= 90.0 BOTT: SMAX= 0.42 SHIN= 0.12 THAX= 0.15 ANGLE= 90.0 8 0.44 -0.55 -2.20 -1.61 1.00 0.00 0.00 0.00 TOP : SMAX= -0.12 SMIN= -0.42 TMAX= 0.15 ANGLE= 90.0 BOTT: SMAX= 0.42 SMIN= 0.12 TMAX= 0.15 ANGLE= 90.0 9 0.44 -0.55 -2.20 -1.61 1.00 0.05 0.27 0.07 TOP : SMAX= 0.15 SHIN= -0.37 TMAX= 0.26 ANGLE= -26.8 BUTT: SMAX= 0.53 SHIN= 0.33 TMAX= 0.10 ANGLE= 23.8 Page 29 07/20/1992 07:44 Filename: 2105FDN3.ANL Page 30 BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 30 *FILE NAME : 2105FDN3. PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MX? FX FY FXY 79 6 -0.41 0.49 -2.08 1.02 0.90 0.00 0.00 0.00 TOP : SMAX= 0.18 SMIN= -0.33 TMAX= 0.25 ANGLE= -15.0 BOTT: SMAX= 0.33 SHIN= -0.18 TMAX= 0.25 ANGLE= -15.0 7 -0.41 0.49 -2.15 1.49 0.97 0.00 0.00 0.00 TOP : SMAX= 0.25 SMIN= -0.34 TMAX= 0.29 ANGLE= -14.0 BOTT: SMAX= 0.34 SHIN= -0.25 TMAX= 0.29 ANGLE= -14.0 8 -0.41 0.49 -2.19 1.39 1.00 0.00 0.00 0.00 TOP : SMAX= 0.23 SMIN= -0.35 TMAX= 0.29 ANGLE= -14.6 BOTT: SMAX= 0.35 SMIN= -0.23 TMAX= 0.29 ANGLE= -14.6 9 -0.38 0.42 -2.06 2.41 -0.14 -0.06 -0.25 -0.06 TOP : SMAX= 0.11 SMIN= -0.36 TMAX= 0.24 ANGLE= 10.0 BOTT: SMAX= 0.24 SMIN= -0.59 TMAX= 0.42 ANGLE= -2.8 80 6 0.07 0.52 -3.55 -1.24 1.46 0.00 0.00 0.00 TOP : SMAX= -0.08 SMIN= -0.60 TMAX= 0.26 ANGLE= -25.8 BOTT: SMAX= 0.60 SHIN= 0.08 TMAX= 0.26 ANGLE= -25.8 7 0.07 0.52 -3.88 -0.57 1.55 0.00 0.00 0.00 TOP : SMAX= 0.01 SMIN= -0.64 TMAX= 0.32 ANGLE= -21.6 BOTT: SMAX= 0.64 SMIN= -0.01 TMAX= 0.32 ANGLE= -21.6 8 0.03 0.52 -4.70 -0.60 1.64 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.75 TMAX= 0.37 ANGLE= -19.4 BUTT: SMAX= 0.75 SHIN= 0.00 TMAX= 0.37 ANGLE= -19.4 9 0.19 0.50 -3.94 0.14 -2.64 -0.01 -0.12 0.12 TOP : SMAX= 0.01 SMIN= -0.68 TMAX= 0.35 ANGLE= 23.5 BOTT: SMAX= 0.81 SMIN= -0.40 TMAX= 0.60 ANGLE= 27.7 81 6 -0.03 0.45 -1.87 -0.15 0.70 1 0.00 0.00 0.00 TOP : SMAX= 0.01 ; SHIN= -0.30 TMAX= 0.16 ANGLE= -19.5 BOTT: SMAX= 0.30 SMIN= -0.01 TMAX= 0.16 ANGLE= -19.5 7 0.05 0.46 -1.12 1.24 0.86 0.00 0.00 0.00 TOP : SMAX= 0.22 SMIN= -0.20 TMAX= 0.21 ANGLE= -18.0 BOTT: SMAX= 0.20 SMIN= -0.22 TMAX= 0.21 ANGLE= -18.0 8 0.01 0.46 -3.69 1.34 1.00 • 0.00 0.00 0.00 TOP : SMAX= 0.22 SMIN= -0.55 TMAX= 0.38 ANGLE= -10.8 BOTT: SMAX= 0.55 SHIN= -0.22 TMAX= 0.38 ANGLE= -10.8 9 0.27 0.42 -1.48 2.22 -7.11 -0.01 -0.17 0.22 TOP : SMAX= 0.78 SMIN= -0.84 TMAX= 0.81 ANGLE= 38.4 BUTT: SMAX= 1.14 SMIN= -1.42 TMAX= 1.28 ANGLE= 37.2 07/20/1992 07:44 BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 82 6 -0.16 TOP • SMAX= 0.29 BOTT: SMAX= 0.85 7 0.11 TOP : SMAX= 0.71 BOTT: SMAX= -0.10 8 0.08 TOP : SMAX= 0.71 BOTT: SMAX= 0.44 9 0.47 TOP : SMAX= 1.55 BOTT: SMAX= 1.79 83 6 -0.21 TOP : SMAX= 0.63 BOTT: SMAX= 1.91 7 -0.08 TOP : SMAX= 1.58 BOTT: SMAX= -0.54 8 -0.04 TOP : SMAX= 1.60 BOTT: SMAX= -0.02 9 0.16 TOP : SMAX= 2.33 BOTT: SMAX= 0.03 84 6 -0.14 TOP : SMAX= 0.87 BOTT: SMAX= 2.69 7 -0.14 TOP : SMAX= 1.84 BOTT: SMAX= 0.45 8 0.01 TOP • SMAX= 2.04 BOTT: SMAX= 0.59 9 0.30 TOP • SMAX= 2.26 BOTT: SMAX= 1.01 Filename: 2105FON3.ANL 0.42 -5.34 0.00 0.00 SHIN= -0.85 TMAX= SMIN= -0.29 TMAX= 0.46 1.38 0.00 0.00 SMIN= 0.10 TMAX= SMIN= -0.71 TMAX= 0.46 -2.76 0.00 0.00 SMIN= -0.44 TMAX= SHIN= -0.71 THAX= 0.66 -2.78 0.06 -0.20 SMIN= -1.24 TMAX= SHIN= -2.38 TMAX= 0.37 -12.96 0.00 0.00 SHIN= -1.91 TMAX= SHIN= -0.63 TMAX= 0.53 5.16 0.00 0.00 SHIN= 0.54 TMAX= SMIN= -1.58 TMAX= 0.54 0.95 0.00 0.00 SMIN= 0.02 TMAX= SMIN= -1.60 TMAX= 1.36 6.38 0.13 -0.09 SHIN= 0.60 TMAX= SHIN= -2.89 TMAX= 0.34 -18.47 0.00 0.00 SMIN= -2.69 TMAX= SMIN= -0.87 TMAX= 0.53 -1.82 0.00 0.00 SHIN= -0.45 TMAX= SHIN= -1.84 TMAX= 0.53 -2.96 0.00 0.00 SHIN= -0.59 THAX= SMIN= -2.04 THAX= 1.47 -5.55 0.22 -0.13 SMIN= -0.63 TMAX= SMIN= -2.46 TMAX= -- PAGE NO. 31 1.47 2.12 0.00 0.57 ANGLE= -16.0 0.57 ANGLE= -16.0 4.38 1.53 0.00 0.30 ANGLE= -22.8 0.30 ANGLE= -22.8 4.68 1.65 0.00 0.58 ANGLE= -12.0 0.58 ANGLE= -12.0 5.94 -11.45 0.32 1.40 ANGLE= 34.7 2.08 ANGLE= 34.5 3.98 2.90 0.00 1.27 ANGLE= -9.5 1.27 ANGLE= -9.5 9.77 2.85 0.00 0.52 ANGLE= -25.5 0.52 ANGLE= -25.5 10.49 2.84 0.00 0.79 ANGLE= -15.4 0.79 ANGLE= -15.4 14.02 -7.25 0.28 0.87 ANGLE= 30.0 1.46 ANGLE= 31.8 5.72 3.28 0.00 1.78 ANGLE= -7.6 1.78 ANGLE= -7.6 11.60 4.46 0.00 1.14 ANGLE= -16.8 1.14 ANGLE= -16.8 13.16 4.56 0.00 1.32 ANGLE= -14.8 1.32 ANGLE= -14.8 16.39 1.22 0.24 1.44 ANGLE= -8.3 1.73 ANGLE= 1.1 Page 31 07/20/1992 07:44 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 "FILE NAME : 2105FDN3. PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY HXY FX FY FXY 0.01 0.36 -16.63 5.07 3.21 0.00 0.00 0.00 TOP : SMAX= 0.79 SMIN= -2.43 TMAX= 1.61 ANGLE= -8.2 BOTT: SMAX= 2.43 SMIN= -0.79 TMAX= 1.61 ANGLE= -8.2 7 -0.41 0.47 -12.34 9.27 3.85 0.00 0.00 0.00 TOP : SMAX= 1.41 SMIN= -1.85 TMAX= 1.63 ANGLE= -9.8 BOTT: SMAX= 1.85 SMIN= -1.41 TMAX= 1.63 ANGLE= -9.8 8 -0.07 0.57 -4.65 12.23 3.12 0.00 0.00 0.00 TOP : SMAX= 1.82 SMIN= -0.74 TMAX= 1.28 ANGLE= -10.1 BOTT: SMAX= 0.74 SMIN= -1.82 TMAX= 1.28 ANGLE= -10.1 9 -0.51 1.18 -20.58 13.13 3.99 0.30 -0.20 0.10 TOP : SMAX= 1.77 SHIN= -2.73 TMAX= 2.25 ANGLE= -8.6 BOTT: SMAX= 3.26 SMIN= -2.10 TMAX= 2.68 ANGLE= -5.0 85 6 0.14 0.42 -7.13 2.11 2.24 0.00 0.00 0.00 TOP : SMAX= 0.37 SMIN= -1.09 TMAX= 0.73 ANGLE= -12.9 BOTT: SMAX= 1.09 SMIN= -0.37 TMAX= 0.73 ANGLE= -12.9 7 0.03 0.44 -12.96 5.18 2.30 0.00 0.00 0.00 TOP : SMAX= 0.78 SMIN= -1.88 TMAX= 1.33 ANGLE= -7.1 BOTT: SMAX= 1.88 SMIN= -0.78 TMAX= 1.33 ANGLE= -7.1 8 -0.11 0.58 3.20 9.94 1.81 0.00 0.00 0.00 1.48 SMIN= 0.39 TMAX= 0.54 ANGLE= -14.1 -0.39 SMIN= -1.48 TMAX= 0.54 ANGLE= -14.1 0.06 0.74 -13.34 8.83 1.20 0.26 -0.09 -0.05 TOP : SMAX= 1.17 SMIN= -1.64 TMAX= 1.40 ANGLE= -2.5 BOTT: SMAX= 2.17 SMIN= -1.36 TMAX= 1.77 ANGLE= -3.6 86 6 TOP : SMAX= BOTT: SMAX= 9 0.16 0.49 4.54 / 0.00 0.00 TOP : SMAX= 0.65 .SMIN= -0.18 TMAX= BOTT: SMAX= 0.18 SMIN= -0.65 TMAX= 7 0.35 0.52 -0.01 0.00 0.00 TOP : SMAX= 0.30 SMIN= 0.00 TMAX= BOTT: SMAX= 0.00 SMIN= -0.30 TMAX= 8 0.38 0.62 12.81 0.00 0.00 TOP : SMAX= 1.82 SMIN= 0.85 TMAX= BOTT: SMAX= -0.85 SMIN= -1.82 TMAX= 9 1.03 1.23 5.64 0.25 -0.12 TOP : SMAX= 1.52 SMIN= 0.43 TMAX= BOTT: SMAX= -0.15 SMIN= -1.54 TMAX= 87 6 -- PAGE NO. 32 -1.26 0.33 0.00 0.42 ANGLE= 3.3 0.42 ANGLE= 3.3 2.10 -0.15 0.00 0.15 ANGLE= 4.1 0.15 ANGLE= 4.1 5.98 0.32 0.00 0.49 ANGLE= 2.7 0.49 ANGLE= 2.7 7.22 -4.10 0.04 0.54 ANGLE= -40.9 0.69 ANGLE= 32.1 Page 32 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. 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PREPARED BY C SU 91 6 92 6 0.05 0.48 8.93 J 0.00 0.00 TOP : SMAX= 1.30 /SHIN= -0.13 TMAX= BOTT: SMAX= 0.13 SMIN= -1.30 TMAX= 7 0.41 0.58 10.71 0.00 0.00 TOP : SMAX= 1.61 SMIN= 0.34 TMAX= BOTT: SMAX= -0.34 SHIN= -1.61 TMAX= 8, 0.07 0.48 -2.10 0.00 0.00 TOP : SMAX= 0.13 SMIN= -0.44 TMAX= BOTT: SMAX= 0.44 SHIN= -0.13 TMAX= 9 -0.19 0.46 1.11 -0.03 -0.17 TOP : SMAX= 0.67 SMIN= -0.66 TMAX= BOTT: SMAX= 0.91 SMIN= -1.33 TMAX= 93 6 -- PAGE NO. 34 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY -0.70 -1.57 0.00 0.72 ANGLE= -9.0 0.72 ANGLE= -9.0 3.06 -2.34 0.00 0.64 ANGLE= -15.7 0.64 ANGLE= -15.7 -0.05 -1.72 0.00 0.28 ANGLE= 29.6 0.28 ANGLE= 29.6 0!41 6.24 -0.24 0.66 ANGLE= 39.8 1.12 ANGLE= 90.0 0.08 0.49 8.43 -1.17 -2.97 0.00 0.00 0.00 TOP : SMAX= 1.32 SHIN= -0.29 TMAX= 0.80 ANGLE= -15.9 BOTT: SMAX= 0.29 SMIN= -1.32 TMAX= 0.80 ANGLE= -15.9 7 -0.12 0.52 4.03 2.13 -2.45 0.00 0.00 0.00 TOP : SMAX= 0.81 SMIN= 0.06 TMAX= 0.37 ANGLE= -34.4 BOTT: SMAX= -0.06 SMIN= -0.81 TMAX= 0.37 ANGLE= -34.4 8 -0.22 0.50 5.01 2.15 -2.70 0.00 0.00 0.00 TOP : SMAX= 0.94 SMIN= 0.07 TMAX= 0.43 ANGLE= -31.0 BOTT: SMAX= -0.07 SMIN= -0.94 TMAX= 0.43 ANGLE= -31.0 9 -0.65 0.55 7.92 3.44 13.02 0.08 -0.19 -0.34 TOP : SMAX= 2.33 SMIN= -0.82 TMAX= 1.57 ANGLE= 36.6 BOTT: SMAX= 1.34 SMIN= -3.06 TMAX= 2.20 ANGLE= 42.6 0.08 0.48 8.54 -0.91 -2.25 0.00 0.00 0.00 TOP : SMAX= 1.29 SMIN= -0.20 TMAX= 0.74 ANGLE= -12.7 BOTT: SMAX= 0.20 SMIN= -1.29 TMAX= 0.74 ANGLE= -12.7 7 0.16 0.50 1.93 1.96 -2.25 0.00 0.00 0.00 TOP : SMAX= 0.60 SMIN= -0.04 TMAX= 0.32 ANGLE= 90.0 BOTT: SMAX= 0.04 SMIN= -0.60 TMAX= 0.32 ANGLE= 90.0 8 -0.01 0.50 -1.64 0.60 -2.29 0.00 0.00 0.00 TOP : SMAX= 0.29 SMIN= -0.44 TMAX= 0.36 ANGLE= 32.0 BOTT: SMAX= 0.44 SMIN= -0.29 TMAX= 0.36 ANGLE= 32.0 9 -0.35 0.48 2.44 1.25 8.71 0.02 -0.18 -0.29 TOP : SMAX= 1.15 SMIN= -0.78 TMAX= 0.97 ANGLE= 39.5 BOTT: SMAX= 1.19 SMIN= -1.86 TMAX= 1.53 ANGLE= 90.0 Page 34 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU -- PAGE NO. 35 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE.LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 94 6 -0.03 0.46 7.34 0.01 -0.88 0.00 0.00 0.00 TOP : SMAX= 1.06 SMIN= -0.01 TMAX= 0.54 ANGLE= -6.8 BOTT: SMAX= 0.01 SHIN= -1.06 TMAX= 0.54 ANGLE= -6.8 7 -0.12 0.61 19.03 5.37 -1.39 0.00 0.00 0.00 TOP : SMAX= 2.72 SMIN= 0.74 TMAX= 0.99 ANGLE= -5.7 BOTT: SMAX= -0.74 SHIN= -2.72 TMAX= 0.99 ANGLE= -5.7 8 0.03 0.46 -1.75 0.27 -1.07 0.00 0.00 0.00 TOP : SMAX= 0.10 SMIN= -0.31 TMAX= 0.21 ANGLE= 23.4 BOTT: SMAX= 0.31 SMIN= -0.10 TMAX= 0.21 ANGLE= 23.4 9 -0.16 0.45 0.42 0.65 4.64 -0.08 -0.17 -0.19 TOP : SMAX= 0.42 SHIN= -0.52 TMAX= 0.47 ANGLE= 90.0 BOTT: SMAX= 0.65 SHIN= -1.05 TMAX= 0.85 ANGLE= -42.8 95 6 -0.14 0.43 1.59 1.91 -0.11 0.00 0.00 0.00 TOP : SMAX= 0.28 SHIN= 0.22 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= -0.22 SMIN= -0.28 TMAX= 0.03 ANGLE= 90.0 7 0.02 0.54 13.82 6.75 -0.12 0.00 0.00 0.00 TOP : SMAX= 1.96 SHIN= 0.96 TMAX= 0.50 ANGLE= -1.0 BOTT: SMAX= -0.96 SMIN= -1.96 TMAX= 0.50 ANGLE= -1.0 8 -0.07 0.43 -4.71 1.96 -0.28 0.00 0.00 0.00 TOP : SMAX= 0.28 SHIN= -0.67 TMAX= 0.48 ANGLE= 2.4 BOTT: SMAX= 0.67 SMIN= -0.28 TMAX= 0.48 ANGLE= 2.4 9 -0.21 0.41 -3.47 2.26 3.78 -0.11 -0.17 -0.15 TOP : SMAX= 0.31 SHIN= -0.77 TMAX= 0.54 ANGLE= -23.0 BOTT: SMAX= 0.76 SMIN= -0.87 TMAX= 0.81 ANGLE= -28.7 96 6 -0.17 0.37 -7.92 4.57 0.29 0.00 0.00 0.00 TOP : SMAX= 0.65 SMIN= -1.13 TMAX= 0.89 ANGLE= -1.3 BOTT: SMAX= 1.13 SMIN= -0.65 TMAX= 0.89 ANGLE= -1.3 7 -0.56 0.51 1.39 8.55 0.20 0.00 0.00 0.00 TOP : SMAX= 1.22 SMIN= 0.20 TMAX= 0.51 ANGLE= -1.6 BOTT: SMAX= -0.20 SMIN= -1.22 TMAX= 0.51 ANGLE= -1.6 8 -0.12 0.37 -11.65 4.54 0.16 0.00 0.00 0.00 TOP : SMAX= 0.64 SMIN= -1.65 TMAX= 1.15 ANGLE= -0.6 BOTT: SMAX= 1.65 SHIN= -0.64 TMAX= 1.15 ANGLE= -0.6 9 -0.21 0.36 -11.09 4.77 3.03 -0.14 -0.18 -0.11 TOP : SMAX= 0.55 SHIN= -1.76 TMAX= 1.15 ANGLE= -8.1 BOTT: SMAX= 1.56 SMIN= -0.97 TMAX= 1.27 ANGLE= -12.6 Page 35 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU -- PAGE NO. 36 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 97 6 -0.11 0.32 -16.09 6.65 0.04 0.00 0.00 0.00 TOP : SMAX= 0.94 SMIN= -2.28 TMAX= 1.61 ANGLE= -0.1 BOTT: SMAX= 2.28 SMIN= -0.94 TMAX= 1.61 ANGLE= -0.1 7 -0.29 0.31 -17.46 8.65 0.04 0.00 0.00 0.00 TOP : SMAX= 1.23 SMIN= -2.48 TMAX= 1.85 ANGLE= -0.1 BOTT: SMAX= 2.48 SMIN= -1.23 TMAX= 1.85 ANGLE= -0.1 8 -0.07 0.32 -17.89 6.59 -0.04 0.00 0.00 0.00 TOP : SMAX= 0.94 SMIN= -2.54 TMAX= 1.74 ANGLE= 0.1 BOTT: SMAX= 2.54 SMIN= -0.94 TMAX= 1.74 ANGLE= 0.1 9 -0.14 0.32 -17.75 6.76 1.98 -0.16 -0.18 -0.08 TOP : SMAX= 0.80 SMIN= -2.69 TMAX= 1.74 ANGLE= -3.4 BOTT: SMAX= 2.40 SMIN= -1.17 TMAX= 1.79 ANGLE= -5.8 98 6 0.01 0.31 -18.83 7.40 -0.28 0.00 0.00 0.00 TOP : SMAX= 1.05 SMIN= -2.68 TMAX= 1.86 ANGLE= 0.6 BOTT: SMAX= 2.68 SHIN= -1.05 TMAX= 1.86 ANGLE= 0.6 7 -0.05 0.32 -24.42 8.28 -0.23 0.00 0.00 0.00 TOP : SMAX= 1.18 SHIN= -3.47 TMAX= 2.32 ANGLE= 0.4 BOTT: SMAX= 3.47 SMIN= -1.18 TMAX= 2.32 ANGLE= 0.4 8 0.03 0.31 -19.41 7.34 -0.32 0.00 0.00 0.00 TOP : SMAX= 1.04 SMIN= -2.76 TMAX= 1.90 ANGLE= 0.7 BOTT: SMAX= 2.76 SMIN= -1.04 TMAX= 1.90 ANGLE= 0.7 9 -0.01 0.31 -19.49 7.46 1.10 -0.17 -0.18 -0.05 TOP : SMAX= 0.89 SMIN= -2.94 TMAX= 1.91 ANGLE= -1.7 BOTT: SMAX= 2.61 SMIN= -1.25 TMAX= 1.93 ANGLE= -3.0 99 6 0.13 0.32 -15.95 6.67 -0.64 f 0.00 0.00 0.00 TOP : SHAX= 0.95 , - SMIN= -2.27 TMAX= 1.61 ANGLE= 1.6 BOTT: SMAX= 2.27 SHIN= -0.95 TMAX= 1.61 ANGLE= 1.6 7 0.13 0.33 -22.25 7.04 -0.72 0.00 0.00 0.00 TOP : SMAX= 1.00 SMIN= -3.16 TMAX= 2.08 ANGLE= 1.4 BOTT: SMAX= 3.16 SMIN= -1.00 TMAX= 2.08 ANGLE= 1.4 8 0.14 0.32 -15.86 6.63 -0.65 0.00 0.00 0.00 TOP : SMAX= 0.94 SMIN= -2.26 TMAX= 1.60 ANGLE= 1.7 BOTT: SMAX= 2.26 SMIN= -0.94 TMAX= 1.60 ANGLE= 1.7 9 0.11 0.32 -16.02 6.71 0.35 -0.17 -0.18 -0.02 TOP : SMAX= 0.78 SMIN= -2.45 TMAX= 1.61 ANGLE= -0.5 BOTT: SMAX= 2.10 SMIN= -1.13 TMAX= 1.62 ANGLE= -1.2 Page 36 v N 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU -- PAGE NO. 37 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS, FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 100 6 0.20 0.37 -7.57 4.61 -1.00 0.00 0.00 0.00 TOP : SMAX= 0.67 SHIN= -1.09 TMAX= 0.88 ANGLE= 4.6 BOTT: SMAX= 1.09 SHIN= -0.67 TMAX= 0.88 ANGLE= 4.6 7 0.23 0.37 -12.85 4.77 -1.10 0.00 0.00 0.00 TOP : SHAX= 0.69 SHIN= -1.83 TMAX= 1.26 ANGLE= 3.6 BOTT: SMAX= 1.83 SHIN= -0.69 TMAX= 1.26 ANGLE= 3.6 8 0.20 0.37 -7.21 4.58 -1.00 0.00 0.00 0.00 TOP : SMAX= 0.66 SMIN= -1.04 TMAX= 0.85 ANGLE= 4.8 BOTT: SMAX= 1.04 SMIN= -0.66 TMAX= 0.85 ANGLE= 4.8 9 0.18 0.37 -7.38 4.64 -0.29 -0.18 -0.18 0.00 TOP : SMAX= 0.48 SMIN= -1.22 TMAX= 0.85 ANGLE= 1.3 BOTT: SMAX= 0.87 SMIN= -0.84 THAX= 0.86 ANGLE= 1.4 101 6 0.17 0.42 2.30 1.97 -0.80 0.00 0.00 0.00 TOP : SMAX= 0.42 SMIN= 0.19 TMAX= 0.12 ANGLE= 90.0 BOTT: SMAX= -0.19 SMIN= -0.42 TMAX= 0.12 ANGLE= 90.0 7 0.21 0.42 -1.41 2.01 -0.89 0.00 0.00 0.00 TOP : SMAX= 0.32 SMIN= -0.23 TMAX= 0.27 ANGLE= 13.8 BOTT: SMAX= 0.23 SMIN= -0.32 TMAX= 0.27 ANGLE= 13.8 8 0.17 0.42 2.69 1.95 -0.79 0.00 0.00 0.00 TOP : SMAX= 0.45 SHIN= 0.21 TMAX= 0.12 ANGLE= -32.5 BOTT: SMAX= -0.21 SHIN= -0.45 TMAX= 0.12 ANGLE= -32.5 9 0.16 0.42 2.56 1.99 -0.29 -0.17 -0.18 0.02 TOP : SMAX= 0.20 SMIN= 0.10 TMAX= 0.05 ANGLE= 90.0 BOTT: SMAX= -0.43 SMIN= -0.57 TMAX= 0.07 ANGLE= 90.0 102 6 0.08 0.46 8.57 0.10 -0.33 0.00 0.00 0.00 TOP : SHAX= 1.22 SHIN= 0.01 TMAX= 0.60 ANGLE= -2.2 BOTT: SMAX= -0.01 SMIN= -1.22 TMAX= 0.60 ANGLE= -2.2 7 0.11 0.46 6.34 0.08 -0.41 0.00 0.00 0.00 TOP : SMAX= 0.90 SMIN= 0.01 THAX= 0.45 ANGLE= -3:7 BOTT: SMAX= -0.01 SMIN= -0.90 TMAX= 0.45 ANGLE= -3.7 8 0.08 0.46 8.89 0.09 -0.33 0.00 0.00 0.00 TOP : SMAX= 1.26 SHIN= 0.01 TMAX= 0.63 ANGLE= -2.1 BOTT: SMAX= -0.01 SHIN= -1.26 TMAX= 0.63 ANGLE= -2.1 9 0.07 0.46 8.80 0.11 0.03 -0.17 -0.18 0.03 TOP : SMAX= 1.08 SMIN= -0.16 THAX= 0.62 ANGLE= 1.8 BOTT: SMAX= -0.19 SHIN= -1.42 TMAX= 0.61 ANGLE= -1.4 Page 37 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU Page 38 -- PAGE NO. 38 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 103 6 0.01 0.47 10.77 -0.58 -0.09 0.00 0.00 0.00 TOP : SMAX= 1.53 SMIN= -0.08 TMAX= 0.81 ANGLE= -0.4 BOTT: SHAX= 0.08 SMIN= -1.53 TMAX= 0.81 ANGLE= -0.4 7 0.04 0.47 9.68 -0.61 -0.13 0.00 0.00 0.00 TOP : SMAX= 1.37 SMIN= -0.09 TMAX= 0.73 ANGLE= -0.7 BOTT: SMAX= 0.09 SMIN= -1.37 TMAX= 0.73 ANGLE= -0.7 8 0.01 0.47 11.00 -0.58 -0.08 0.00 0.00 0.00 TOP : SMAX= 1.56 SHIN= -0.08 TMAX= 0.82 ANGLE= -0.4 BOTT: SMAX= 0.08 SMIN= -1.56 TMAX= 0.82 ANGLE= -0.4 9 0.00 0.47 10.95 -0.56 0.17 -0.16 -0.18 0.05 TOP : SMAX= 1.40 SMIN= -0.26 TMAX= 0.83 ANGLE= 2.4 BOTT: SMAX= -0.10 SHIN= -1.71 TMAX= 0.81 ANGLE= -0.8 104 6 -0.01 0.47 10.86 -0.71 -0.01 0.00 0.00 0.00 TOP : SMAX= 1.54 SMIN= -0.10 TMAX= 0.82 ANGLE= 0.0 BOTT: SMAX= 0.10 SMIN= -1.54 TMAX= 0.82 ANGLE= 0.0 7 0.01 0.47 10.50 -0.75 -0.03 0.00 0.00 0.00 TOP : SMAX= 1.49 SMIN= -0.11 TMAX= 0.80 ANGLE= -0.2 BOTT: SMAX= 0.11 SMIN= -1.49 TMAX= 0.80 ANGLE= -0.2 8 -0.01 0.47 10.99 -0.71 0.00 0.00 0.00 0.00 TOP : SMAX= 1.56 SMIN= -0.10 TMAX= 0.83 ANGLE= 0.0 BOTT: SMAX= 0.10 SMIN= -1.56 TMAX= 0.83 ANGLE= 0.0 9 -0.01 0.47 10.97 -0.70 0.17 -0.15 -0.18 0.05 TOP : SMAX= 1.42 SHIN= -0.28 TMAX= 0.85 ANGLE= 2.7 BOTT: SMAX= -0.08 SMIN= -1.70 TMAX= 0.81 ANGLE= -1.1 105 6 0.00 0.48 10.61 -0.73 -0.02 / 0.00 0.00 0.00 TOP : SMAX= 1.51 ,SMIN= -0.10 TMAX= 0.80 ANGLE= -0.1 BOTT: SMAX= 0.10 SMIN= -1.51 TMAX= 0.80 ANGLE= -0.1 7 0.00 0.48 10.64 -0.75 -0.03 0.00 0.00 0.00 TOP : SMAX= 1.51 SMIN= -0.11 TMAX= 0.81 ANGLE= -0.2 BOTT: SMAX= 0.11 SMIN= -1.51 TMAX= 0.81 ANGLE= -0.2 8 0.00 0.48 10.67 -0.72 -0.02 0.00 0.00 0.00 TOP : SMAX= 1.52 SMIN= -0.10 TMAX= 0.81 ANGLE= -0.1 BOTT: SMAX= 0.10 SMIN= -1.52 TMAX= 0.81 ANGLE= -0.1 9 -0.01 0.48 10.66 -0.72 0.11 -0.13 -0.18 0.06 TOP : SMAX= 1.38 SMIN= -0.29 TMAX= 0.84 ANGLE= 2.6 BOTT: SMAX= -0.08 SMIN= -1.65 TMAX= 0.79 ANGLE= -1.7 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FON3. PREPARED BY C SU -- PAGE NO. 39 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 106 6 0.00 0.47 10.59 -0.73 -0.03 0.00 0.00 0.00 TOP : SMAX= 1.50 SMIN= -0.10 TMAX= 0.80 ANGLE= -0.2 BOTT: SMAX= 0.10 SMIN= -1.50 TMAX= 0.80 ANGLE= -0.2 7 0.00 0.47 10.78 -0.75 -0.03 0.00 0.00 0.00 TOP : SMAX= 1.53 SMIN= -0.11 TMAX= 0.82 ANGLE= -0.2 BOTT: SMAX= 0.11 SMIN= -1.53 TMAX= 0.82 ANGLE= -0.2 8 0.00 0.47 10.61 -0.73 -0.03 0.00 0.00 0.00 TOP : SMAX= 1.51 SMIN= -0.10 TMAX= 0.81 ANGLE= -0.2 BOTT: SMAX= 0.10 SHIN= -1.51 TMAX= 0.81 ANGLE= -0.2 9 0.00 0.47 10.61 -0.73 0.06 -0.12 -0.18 0.06 TOP : SMAX= 1.39 SMIN= -0.29 TMAX= 0.84 ANGLE= 2.5 BUTT: SMAX= -0.08 SMIN= -1.63 TMAX= 0.78 ANGLE= -2.1 107 6 -0.03 0.47 10.09 -0.65 0.03 0.00 0.00 0.00 TOP : SMAX= 1.43 SHIN= -0.09 TMAX= 0.76 ANGLE= 0.2 BOTT: SMAX= 0.09 SMIN= -1.43 TMAX= 0.76 ANGLE= 0.2 7 -0.03 0.47 10.32 -0.66 0.04 0.00 0.00 0.00 TOP : SMAX= 1.47 SHIN= -0.09 TMAX= 0.78 ANGLE= 0.2 BOTT: SMAX- 0.09 SMIN= -1.47 TMAX= 0.78 ANGLE= 0.2 8 -0.03 0.47 10.09 -0.65 0.04 0.00 0.00 0.00 TOP : SMAX= 1.43 SMIN= -0.09 TMAX= 0.76 ANGLE= 0.2 BOTT: SMAX= 0.09 SMIN= -1.43 TMAX= 0.76 ANGLE= 0.2 9 -0.03 0.47 10.09 -0.64 0.10 -0.11 -0.18 0.06 TOP : SMAX= 1.33 SMIN= -0.28 TMAX= 0.80 ANGLE= 2.8 BOTT: SMAX= -0.09 SMIN= -1.54 TMAX= 0.73 ANGLE= -2.0 108 6 -0.10 0.46 7.26 0.01 0.31 0.00 0.00 0.00 TOP : SMAX= 1.03 SHIN= 0.00 TMAX= 0.52 ANGLE= 2.4 BOTT: SMAX= 0.00 SHIN= -1.03 TMAX= 0.52 ANGLE= 2.4 7 -0.10 0.46 7.45 0.00 0.31 0.00 0.00 0.00 TOP : SMAX= 1.06 SHIN= 0.00 TMAX= 0.53 ANGLE= 2.4 BOTT: SMAX= 0.00 SMIN= -1.06 TMAX= 0.53 ANGLE= 2.4 8 -0.10 0.46 7.25 0.01 0.31 0.00 0.00 0.00 TOP : SMAX= 1.03 SMIN= 0.00 TMAX= 0.52 ANGLE= 2.4 BUTT: SMAX= 0.00 SMIN= -1.03 TMAX= 0.52 ANGLE= 2.4 9 -0.10 0.46 7.25 0.01 0.35 -0.09 -0.18 0.06 TOP : SMAX= 0.95 SMIN= -0.19 TMAX= 0.57 ANGLE= 5.7 BOTT: SMAX= -0.18 SMIN= -1.12 TMAX= 0.47 ANGLE= -0.8 Page 39 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 40 *FILE NAME : 2105FON3, PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 109 6 -0.18 0.42 0.13 1.84 0.74 0.00 0.00 0.00 TOP : SMAX= 0.30 SMIN= -0.02 TMAX= 0.16 ANGLE= -20.6 BOTT: SMAX= 0.02 SMIN= -0.30 TMAX= 0.16 ANGLE= -20.6 7 -0.19 0.42 0.27 1.83 0.75 0.00 0.00 0.00 TOP : SMAX= 0.30 SMIN= 0.00 TMAX= 0.15 ANGLE= -21.8 BOTT: SMAX= 0.00 SHIN= -0.30 TMAX= 0.15 ANGLE= -21.8 8 -0.18 0.42 0.12 1.84 0.74 0.00 0.00 0.00 TOP : SMAX= 0.30 SMIN= -0.02 TMAX= 0.16 ANGLE= -20.4 BOTT: SMAX= 0.02 SMIN= -0.30 TMAX= 0.16 ANGLE= -20.4 9 -0.19 0.42 0.12 1.84 0.77 - 0.08 -0.18 0.06 TOP : SMAX= 0.19 SMIN= -0.17 TMAX= 0.18 ANGLE= -33.8 BOTT: SMAX= -0.09 SMIN= -0.45 TMAX= 0.18 ANGLE= -8.2 110 6 -0.20 0.36 -9.99 4.39 0.81 0.00 0.00 0.00 TOP : SMAX= 0.63 SMIN= -1.43 TMAX= 1.03 ANGLE= -3.2 BOTT: SMAX= 1.43 SHIN= -0.63 TMAX= 1.03 ANGLE= -3.2 7 -0.20 0.36 -9.91 4.39 0.81 0.00 0.00 0.00 TOP : SMAX= 0.63 SMIN= -1.41 TMAX= 1.02 ANGLE= -3.2 BOTT: SMAX= 1.41 SMIN= -0.63 TMAX= 1.02 ANGLE= -3.2 8 -0.20 0.36 -10.00 4.39 0.81 0.00 0.00 0.00 TOP : SMAX= 0.63 SMIN= -1.43 TMAX= 1.03 ANGLE= -3.2 BOTT: SMAX= 1.43 SHIN= -0.63 TMAX= 1.03 ANGLE= -3.2 9 -0.20 0.36 -10.00 4.39 0.83 - 0.07 -0.18 0.05 TOP : SMAX= 0.46 SMIN= -1.50 TMAX= 0.98 ANGLE= -5.0 BOTT: SMAX= 1.36 SMIN= -0.81 TMAX= 1.08 ANGLE= -1.7 111 6 -0.11 0.32 -17.73 6.24 0.36 1 0.00 0.00 0.00 TOP : SMAX= 0.89 ,SMIN= -2.52 TMAX= 1.70 ANGLE= -0.9 BOTT: SMAX= 2.52 SHIN= -0.89 TMAX= 1.70 ANGLE= -0.9 7 -0.11 0.32 -17.69 6.24 0.36 0.00 0.00 0.00 TOP : SMAX= 0.89 SMIN= -2.51 TMAX= 1.70 ANGLE= -0.9 BOTT: SMAX= 2.51 SMIN= -0.89 TMAX= 1.70 ANGLE= -0.9 8 -0.11 0.32 -17.74 6.24 0.36 0.00 0.00 0.00 TOP : SMAX= 0.89 SHIN= -2.52 TMAX= 1.70 ANGLE= -0.9 BOTT: SMAX= 2.52 SHIN= -0.89 TMAX= 1.70 ANGLE= -0.9 9 -0.11 0.32 -17.74 6.24 0.38 - 0.05 -0.18 0.04 TOP : SMAX= 0.71 SHIN= -2.58 TMAX= 1.64 ANGLE= -1.7 BOTT: SMAX= 2.47 SMIN= -1.07 TMAX= 1.77 ANGLE= -0.2 Page 40 07/20/1992 07:44 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU -- PAGE NO. 41 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 112 6 0.03 0.32 -19.32 6.15 -0.23 0.00 0.00 0.00 TOP : SMAX= 0.87 SMIN= -2.74 TMAX= 1.81 ANGLE= 0.5 BOTT: SMAX= 2.74 SMIN= -0.87 TMAX= 1.81 ANGLE= 0.5 7 0.03 0.32 -19.31 6.15 -0.23 0.00 0.00 0.00 TOP : SMAX= 0.87 SHIN= -2.74 TMAX= 1.81 ANGLE= 0.5 BOTT: SMAX= 2.74 SHIN= -0.87 TMAX= 1.81 ANGLE= 0.5 8 0.03 0.32 -19.33 6.15 -0.23 0.00 0.00 0.00 TOP : SMAX= 0.87 SMIN= -2.74 TMAX= 1.81 ANGLE= 0.5 BOTT: SMAX= 2.74 SMIN= -0.87 THAX= 1.81 ANGLE= 0.5 9 0.03 0.32 -19.33 6.15 -0.22 - 0.05 -0.18 0.03 TOP : SMAX= 0.69 SHIN= -2.79 TMAX= 1.74 ANGLE= 0.0 BOTT: SMAX= 2.70 SMIN= -1.06 TMAX= 1.88 ANGLE= 1.0 113 6 0.11 0.36 -14.98 4.08 -0.66 0.00 0.00 0.00 TOP : SMAX= 0.58 SMIN= -2.13 THAX= 1.36 ANGLE= 2.0 BOTT: SMAX= 2.13 SHIN= -0.58 TMAX= 1.36 ANGLE= 2.0 7 0.11 0.36 -14.98 4.08 -0.66 0.00 0.00 0.00 TOP : SMAX= 0.58 SHIN= -2.13 TMAX= 1.36 ANGLE= 2.0 BOTT: SMAX= 2.13 SMIN= -0.58 TMAX= 1.36 ANGLE= 2.0 8 0.11 0.36 -14.98 4.08 -0.66 0.00 0.00 0.00 TOP : SMAX= 0.58 SHIN= -2.13 TMAX= 1.36 ANGLE= 2.0 BOTT: SMAX= 2.13 SHIN= -0.58 TMAX= 1.36 ANGLE= 2.0 9 0.11 0.36 -14.98 4.08 -0.65 - 0.04 -0.19 0.02 TOP : SMAX= 0.40 SMIN= -2.17 TMAX= 1.28 ANGLE= 1.6 BOTT: SMAX= 2.09 SMIN= -0.77 TMAX= 1.43 ANGLE= 2.3 114 6 0.09 0.42 -8.46 1.48 -0.60 0.00 0.00 0.00 TOP : SMAX= 0.22 SMIN= -1.21 TMAX= 0.71 ANGLE= 3.4 BOTT: SMAX= 1.21 SMIN= -0.22 TMAX= 0.71 ANGLE= 3.4 7 0.09 0.42 -8.47 1.48 -0.60 0.00 0.00 0.00 TOP : SMAX= 0.22 SMIN= -1.21 TMAX= 0.71 ANGLE= 3.4 BOTT: SMAX= 1.21 SMIN= -0.22 TMAX= 0.71 ANGLE= 3.4 8 0.09 0.42 -8.47 1.48 -0.60 0.00 0.00 0.00 TOP : SMAX= 0.22 SMIN= -1.21 TMAX= 0.71 ANGLE= 3.4 BOTT: SMAX= 1.21 SHIN= -0.22 TMAX= 0.71 ANGLE= 3.4 9 0.09 0.42 -8.47 1.48 -0.60 -0.05 -0.19 0.01 TOP : SMAX= 0.03 SMIN= -1.25 TMAX= 0.64 ANGLE= 3.6 BOTT: SMAX= 1.16 SMIN= -0.41 TMAX= 0.78 ANGLE= 3.3 1112? Page 41 07/20/1992 07:44 Filename: 2105FDN3.ANL Page 42 BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 42 *FILE NAME : 2105FDN3. PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY HXY FX FY FXY 115 6 0.01 0.46 -5.05 -0.63 0.13 0.00 0.00 0.00 TOP : SMAX= -0.09 SMIN= -0.72 TMAX= 0.31 ANGLE= -1.7 BOTT: SMAX= 0.72 SMIN= 0.09 TMAX= 0.31 ANGLE= -1.7 7 0.01 0.46 -5.05 -0.63 0.13 0.00 0.00 0.00 TOP : SMAX= -0.09 SMIN= -0.72 TMAX= 0.31 ANGLE= -1.7 BOTT: SMAX= 0.72 SMIN= 0.09 TMAX= 0.31 ANGLE= -1.7 8 0.01 0.46 -5.05 -0.63 0.13 0.00 0.00 0.00 TOP : SMAX= -0.09 SMIN= -0.72 TMAX= 0.31 ANGLE= -1.7 BOTT: SMAX= 0.72 SMIN= 0.09 TMAX= 0.31 ANGLE= -1.7 9 0.01 0.46 -5.05 -0,63 0.13 - 0.06 -0.18 -0.01 TOP : SMAX= -0.27 SMIN= -0.78 TMAX= 0.25 ANGLE= -1.2 BOTT: SMAX= 0.66 SMIN= -0.10 TMAX= 0.38 ANGLE= -2.1 116 6 -0.06 0.56 -4.83 -2.84 -1.24 0.00 0.00 0.00 TOP : SMAX= -0.32 SMIN= -0.77 TMAX= 0.23 ANGLE= 25.7 BOTT: SMAX= 0.77 SMIN= 0.32 TMAX= 0.23 ANGLE= 25.7 7 -0.06 0.56 -4.83 -2.84 -1.24 0.00 0.00 0.00 TOP : SMAX= -0.32 SMIN= -0.77 TMAX= 0.23 ANGLE= 25.7 BOTT: SMAX= 0.77 SMIN= 0.32 TMAX= 0.23 ANGLE= 25.7 8 -0.06 0.56 -4.83 -2.84 -1.24 0.00 0.00 0.00 TOP : SMAX= -0.32 SMIN= -0.77 TMAX= 0.23 ANGLE= 25.7 BOTT: SMAX= 0.77 SMIN= 0.32 TMAX= 0.23 ANGLE= 25.7 9 -0.06 0.56 -4.83 -2.84 -1.24 - 0.04 -0.14 -0.02 TOP : SMAX= -0.42 SMIN= -0.85 TMAX= 0.22 ANGLE= 32.4 BOTT: SMAX= 0.71 SMIN= 0.21 TMAX= 0.25 ANGLE= 19.7 117 6 0.44 0.55 -2.20 -1.61 -1.00 f 0.00 0.00 0.00 TOP : SMAX= -0.12 ; SMIN= -0.42 TMAX= 0.15 ANGLE= 90.0 BOTT: SMAX= 0.42 SHIN= 0.12 TMAX= 0.15 ANGLE= 90.0 7 0.44 0.55 -2.20 -1.61 -1.00 0.00 0.00 0.00 TOP : SMAX= -0.12 SMIN= -0.42 TMAX= 0.15 ANGLE= 90.0 BOTT: SMAX= 0.42 SMIN= 0.12 TMAX= 0.15 ANGLE= 90.0 8 0.44 0.55 -2.20 -1.61 -1.00 0.00 0.00 0.00 TOP : SMAX= -0.12 SHIN= -0.42 TMAX= 0.15 ANGLE= 90.0 BOTT: SMAX= 0.42 SMIN= 0.12 TMAX= 0.15 ANGLE= 90.0 9 0.44 0.55 -2.20 -1.61 -1.00 - 0.05 -0.27 0.07 TOP : SMAX= -0.33 SHIN= -0.53 TMAX= 0.10 ANGLE= -23.7 BOTT: SMAX= 0.37 SMIN= -0.15 TMAX= 0.26 ANGLE= 26.8 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MAX MY MXY FXY -0.50 -0.61 -1.62 0.00 0.00 TOP : SMAX= -0.67 SHIN= -0.73 TMAX= BOTT: SMAX= 0.73 SMIN= 0.67 TMAX= 7 -0.49 -0.60 -1.58 0.00 0.00 TOP : SMAX= -0.59 SMIN= -0.68 TMAX= BOTT: SMAX= 0.68 SHIN= 0.59 TMAX= 8 -0.49 -0.57 -1.57 0.00 0.00 TOP : SMAX= -0.59 SMIN= -0.69 THAX= BOTT: SMAX= 0.69 SHIN= 0.59 TMAX= 9 -0.53 -0.91 -1.71 0.04 -0.40 TOP : SMAX= -0.30 SHIN= -1.13 TMAX= BOTT: SMAX= 0.85 SMIN= -0.15 TMAX= 118 6 -- PAGE NO. 43 - 1.68 -0.06 0.00 0.03 ANGLE= 90.0 0.03 ANGLE= 90.0 - 1.39 0.03 0.00 0.04 ANGLE= 90.0 0.04 ANGLE= 90.0 - 1.42 0.09 0.00 0.05 ANGLE= 90.0 0.05 ANGLE = 90.0 - 0.78 -0.81 - 0.07 0.42 ANGLE= 90.0 0.50 ANGLE= 17.0 0.08 -0.56 -0.90 -1.37 -0.02 0.00 0.00 0.00 TOP : SMAX= -0.38 SMIN= -0.59 TMAX= 0.10 ANGLE= -2.0 BOTT: SMAX= 0.59 SHIN= 0.38 TMAX= 0.10 ANGLE= -2.0 7 0.07 -0.59 -0.89 -0.97 0.14 0.00 0.00 0.00 TOP : SMAX= -0.34 SMIN= -0.46 TMAX= 0.06 ANGLE= 90.0 BOTT: SMAX= 0.46 SMIN= 0.34 TMAX= 0.06 ANGLE= 90.0 8 0.06 -0.58 -1.03 -0.98 0.25 0.00 0.00 0.00 TOP : SMAX= -0.32 SMIN= -0.54 TMAX= 0.11 ANGLE= 90.0 BOTT: SMAX= 0.54 SMIN= 0.32 THAX= 0.11 ANGLE= 90.0 9 0.14 -0.76 -1.27 -0.38 -1.56 -0.04 -0.41 0.16 TOP : SMAX= -0.08 SHIN= -1.08 TMAX= 0.50 ANGLE= 90.0 BOTT: SMAX= 1.03 SMIN= -0.78 TMAX= 0.91 ANGLE= 32.9 119 6 0.02 -0.45 -0.01 -1.20 0.68 0.00 0.00 0.00 TOP : SMAX= 0.13 SHIN= -0.64 TMAX= 0.39 ANGLE= 24.4 BOTT: SMAX= 0.64 SMIN= -0.13 TMAX= 0.39 ANGLE= 24.4 7 0.07 -0.53 0.31 -0.35 0.88 0.00 0.00 0.00 TOP : SMAX= 0.39 SMIN= -0.41 TMAX= 0.40 ANGLE= 34.7 BOTT: SMAX= 0.41 SMIN= -0.39 TMAX= 0.40 ANGLE= 34.7 8 0.05 -0.53 -0.16 -0.29 1.02 0.00 0.00 0.00 TOP : SMAX= 0.34 SMIN= -0.53 TMAX= 0.44 ANGLE= 90.0 BOTT: SMAX= 0.53 SHIN= -0.34 TMAX= 0.44 ANGLE= 90.0 9 0.24 -0.70 -0.43 0.51 -1.79 0.13 -0.38 0.27 TOP : SMAX= 0.38 SMIN= -0.60 TMAX= 0.49 ANGLE= -41.8 BOTT: SMAX= 0.99 SHIN= -1.28 TMAX= 1.13 ANGLE= 33.1 120 6 Page 43 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY HXY FX FY FXY 121 6 -0.10 -0.51 -0.61 -0.38 1.54 0.00 0.00 0.00 TOP : SMAX= 0.45 SMIN= -0.87 TMAX= 0.66 ANGLE= -42.8 BOTT: SMAX= 0.87 SMIN= -0.45 TMAX= 0.66 ANGLE= -42.8 7 0.05 -0.71 1.03 1.46 1.87 0.00 0.00 0.00 TOP : SMAX= 1.33 SMIN= -0.27 TMAX= 0.80 ANGLE= -41.7 BOTT: SMAX= 0.27 SMIN= -1.33 TMAX= 0.80 ANGLE= -41.7 8 0.04 -0.73 0.24 1.64 2.01 0.00 0.00 0.00 TOP : SMAX= 1.31 SMIN= -0.51 TMAX= 0.91 ANGLE= -35.4 BOTT: SMAX= 0.51 SMIN= -1.31 TMAX= 0.91 ANGLE= -35.4 9 0.40 -0.97 0.53 3.68 -1.31 0.34 -0.38 0.36 TOP : SMAX= 1.25 SMIN= 0.50 TMAX= 0.37 ANGLE= 16.3 BOTT: SMAX= 0.46 SMIN= -2.30 TMAX= 1.38 ANGLE= 20.9 -0.16 -0.73 -2.57 0.00 0.00 TOP : SMAX= 0.68 SHIN= -1.47 TMAX= BOTT: SMAX= 1.47 SMIN= -0.68 TMAX= 7 -0.09 -1.12 1.34 0.00 0.00 TOP : SMAX= 2.17 SMIN= 0.04 TMAX= BOTT: SMAX= -0.04 SMIN= -2.17 TMAX= 8 -0.07 -1.18 0.54 0.00 0.00 TOP : SMAX= 2.27 SMIN= -0.23 TMAX= BOTT: SMAX= 0.23 SMIN= -2.27 TMAX= 9 0.16 -1.60 3.02 0.63 -0.50 TOP : SMAX= 3.02 SMIN= 1.91 TMAX= BOTT: SMAX= -0.52 SMIN= -4.15 TMAX= 122 6 123 6 -0.08 -0.87 -3.97 f 0.00 0.00 TOP : SMAX= 0.76 ,SMIN= -1.85 TMAX= BOTT: SMAX= 1.85 SMIN= -0.76 TMAX= 7 -0.07 -1.32 -0.23 0.00 0.00 TOP : SMAX= 2.23 SMIN= -0.26 TMAX= BOTT: SMAX= 0.26 SHIN= -2.23 TMAX= 8 0.01 -1.41 -0.29 0.00 0.00 TOP : SMAX= 2.62 SMIN= -0.28 TMAX= BOTT: SMAX= 0.28 SMIN= -2.62 TMAX= 9 0.22 -1.87 1.17 0.78 -0.50 TOP : SHAX= 3.86 SMIN= 1.27 TMAX= BOTT: SMAX= 0.37 SMIN= -4.94 TMAX= -- PAGE NO. 44 0.72 1.91 0.00 1.08 ANGLE= -24.7 1.08 ANGLE= -24.7 3.84 2.17 0.00 1.07 ANGLE= -30.0 1.07 ANGLE= -30.0 4.24 2.28 0.00 1.25 ANGLE= -25.5 1.25 ANGLE= -25.5 8.24 -0.86 0.33 0.55 ANGLE= 2.0 1.82 ANGLE= 11.2 1.42 1.45 0.00 1.31 ANGLE= -14.1 1.31 ANGLE= -14.1 4.85 1.42 0.00 1.24 ANGLE= -14.6 1.24 ANGLE= -14.6 5.77 1.53 0.00 1.45 ANGLE= -13.3 1.45 ANGLE= -13.3 10.19 -1.02 0.26 1.30 ANGLE= 3.9 2.65 ANGLE= 7.5 Page 44 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 124 6 -0.04 TOP • SHAX= 0.55 BOTT: SMAX= 1.66 7 -0.28 TOP : SMAX= 1.66 BOTT: SMAX= 1.10 8 -0.09 TOP : SMAX= BOTT: SMAX= 9 TOP : SMAX= BOTT: SMAX= 125 6 TOP : SMAX= BOTT: 7 SMAX= TOP : SMAX= BOTT: SMAX= 9 TOP : SHAX= BOTT: SMAX= 126 6 TOP : SMAX= BOTT: SMAX= 7 TOP : SMAX= BOTT: SMAX= 8 TOP : SMAX= BOTT: SMAX= 9 TOP : SMAX= BOTT: SMAX= -0.87 -3.81 0.00 0.00 SMIN= -1.66 TMAX= SHIN= -0.55 TMAX= - 1.19 -2.52 0.00 0.00 SMIN= -1.10 TMAX= SMIN= -1.66 TMAX= -1.44 -0.72 0.00 0.00 2.48 SMIN= -0.34 TMAX= 0.34 SHIN= -2.48 TMAX= -0.41 -1.70 -2.36 0.85 -0.47 3.15 SMIN= -0.16 THAX= 1.86 SMIN= -4.10 THAX= 0.08 0.08 0.89 0.02 TOP : SMAX= 0.83 BOTT: SMAX= 1.22 8 -0.05 1.93 - 0.24 0.00 2.08 2.03 - 0.73 -2.03 0.00 0.00 SMIN= -0.89 TMAX= SMIN= -0.08 TMAX= - 0.91 -2.85 0.00 0.00 SMIN= -1.22 THAX= SMIN= -0.83 TMAX= -1.25 0.58 0.00 0.00 SHIN= 0.24 TMAX= SHIN= -1.93 TMAX= - 1.27 -2.43 0.98 -0.48 SMIN= -0.10 TMAX= SMIN= -3.02 TMAX= Page 45 -- PAGE NO. 45 1.21 0.59 0.00 1.10 ANGLE= -6.6 1.10 ANGLE= -6.6 3.83 0.61 0.00 1.38 ANGLE= -5.4 1.38 ANGLE= -5.4 5.72 0.75 0.00 1.41 ANGLE= -6.6 1.41 ANGLE= -6.6 8.50 -0.26 0.11 1.66 ANGLE= 0.0 2.98 ANGLE= 2.1 0.13 -0.35 0.00 0.48 ANGLE= 9.0 0.48 ANGLE= 9.0 1.93 -0.29 0.00 1.03 ANGLE= 3.4 1.03 ANGLE= 3.4 4.51 -0.22 0.00 0.84 ANGLE= 3.2 0.84 ANGLE= 3.2 5.91 -0.65 -0.03 1.09 ANGLE= 8.0 2.52 ANGLE= 2.8 0.08 -0.51 0.45 -1.23 -0.87 0.00 0.00 0.00 0.35 SMIN= -0.68 THAX= 0.51 ANGLE= -23.0 0.68 SMIN= -0.35 TMAX= 0.51 ANGLE= -23.0 0.18 -0.74 -0.12 0.81 -0.73 0.00 0.00 0.00 0.52 SHIN= -0.22 TMAX= 0.37 ANGLE= 28.7 0.22 SHIN= -0.52 TMAX= 0.37 ANGLE= 28.7 0.21 -1.02 2.73 3.10 -0.92 0.00 0.00 0.00 1.65 SHIN= 0.84 TMAX= 0.40 ANGLE= 39.4 - 0.84 SHIN= -1.65 TMAX= 0.40 ANGLE= 39.4 0.69 -1.36 2.39 6.14 -1.31 0.94 -0.41 0.03 2.63 SHIN= 1.54 TMAX= 0.55 ANGLE= 38.3 0.03 SMIN= -3.14 TMAX= 1.58 ANGLE= 10.8 "") 07/20/1992 07:44 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR'STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY HXY FX FY FXY 0.04 -0.44 1.72 0.00 0.00 TOP : SMAX= 0.83 SMIN= -1.00 TMAX= BOTT: SMAX= 1.00 SMIN= -0.83 TMAX= 7 0.15 -0.82 3.27 0.00 0.00 TOP : SMAX= 1.55 SMIN= 0.20 TMAX= BOTT: SMAX= -0.20 SMIN= -1.55 TMAX= 8 0.02 -1.01 5.22 0.00 0.00 TOP : SMAX= 2.35 SMIN= 1.00 TMAX= BOTT: SMAX= -1.00 SHIN= -2.35 TMAX= 9 -0.09 -1.50 7.36 0.91 -0.45 TOP : SMAX= 4.05 SMIN= 2.87 TMAX= BOTT: SMAX= -2.22 SMIN= -3.79 TMAX= 127 6 128 6 TOP : SMAX= BOTT: SMAX= 7 TOP : SMAX= BOTT: SMAX= 8 TOP.: SMAX= BOTT: SMAX= 9 TOP : SMAX= BOTT: SMAX= 129 6 0.06 -0.50 0.00 TOP : SMAX= 0.75 /SMIN= BOTT: SMAX= 1.02 SMIN= 7 -0.05 -0.88 0.00 TOP : SMAX= 1.50 SMIN= BOTT: SMAX= -0.17 SMIN= 8 -0.22 -0.99 0.00 TOP : SMAX= 2.17 SHIN= BOTT: SMAX= -0.53 SHIN= 9 -0.84 -1.51 0.71 TOP : SMAX= 4.40 SMIN= BOTT: SMAX= -1.28 SMIN= 1.46 0.00 -1.02 TMAX= -0.75 TMAX= 3.07 0.00 0.17 TMAX= - 1.50 TMAX= 4.55 0.00 0.53 TMAX= - 2.17 TMAX= 7.78 -0.50 1.96 TMAX= - 4.66 TMAX= -- PAGE NO. 46 -2.10 -0.97 0.00 0.92 ANGLE= -13.5 0.92 ANGLE= -13.5 0.83 -0.99 0.00 0.67 ANGLE= -19.5 0.67 ANGLE= -19.5 2.63 -0.90 0.00 0.67 ANGLE= -17.4 0.67 ANGLE= -17.4 7.80 0.09 - 0.08 0.59 ANGLE= -2.2 0.78 ANGLE= -4.3 0.05 -0.47 1.75 -2.28 -1.05 0.00 0.00 0.00 0.86 SMIN= -1.08 TMAX= 0.97 ANGLE= -13.7 1.08 SMIN= -0.86 TMAX= 0.97 ANGLE= -13.7 0.05 -0.82 3.24 0.77 -1.06 0.00 0.00 0.00 1.55 SHIN= 0.16 TMAX= 0.69 ANGLE= -20.4 -0.16 SMIN= -1.55 TMAX= 0.69 ANGLE= -20.4 0.08 -1.08 6.24 2.58 -1.11 0.00 0.00 0.00 2.80 SHIN= 0.97 TMAX= 0.91 ANGLE= -15.7 -0.97 SMIN= -2.80 TMAX= 0.91 ANGLE= -15.7 0.09 -1.66 10.05 8.73 1.50 0.88 -0.52 -0.15 5.29 SMIN= 3.09 TMAX= 1.10 ANGLE= 13.3 -2.94 SMIN= -4.72 TMAX= 0.89 ANGLE= -31.0 - 2.09 -1.09 0.00 0.89 ANGLE= -15.8 0.89 ANGLE= -15.8 0.84 -1.10 0.00 0.67 ANGLE= -22.2 0.67 ANGLE= -22.2 1.77 -1.34 0.00 0.82 ANGLE= -22.0 0.82 ANGLE= -22.0 6.64 2.97 - 0.39 1.22 ANGLE= 23.1 1.69 ANGLE= -38.8 Page 46 v 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU -- PAGE NO. 47 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE/WIDTH /THICK. 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PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY FX FY FXY -- PAGE NO. 49 MXY 136 6 -0.03 -0.91 -3.34 2.08 0.48 0.00 0.00 0.00 TOP : SMAX= 0.90 SHIN= -1.44 TMAX= 1.17 ANGLE= -5.0 BOTT: SMAX= 1.44 SMIN= -0.90 TMAX= 1.17 ANGLE= -5.0 7 -0.13 -1.01 -3.40 3.24 0.33 0.00 0.00 0.00 TOP : SMAX= 1.39 SMIN= -1.46 TMAX= 1.42 ANGLE= -2.9 BOTT: SMAX= 1.46 SMIN= -1.39 TMAX= 1.42 ANGLE= -2.9 8 -0.01 -0.90 -3.66 2.05 0.39 0.00 0.00 0.00 TOP : SMAX= 0.89 SHIN= -1.57 THAX= 1.23 ANGLE= -3.9 BUTT: SMAX= 1.57 SHIN= -0.89 TMAX= 1.23 ANGLE= -3.9 9 -0.05 -0.94 -3.81 2.16 1.15 - 0.51 -0.34 -0.09 TOP : SMAX= 0.64 SHIN= -2.19 TMAX= 1.41 ANGLE= -8.2 BOTT: SMAX= 1.25 SMIN= -1.39 TMAX= 1.32 ANGLE= -13.0 137 6 0.01 -0.91 -3.77 2.35 -0.10 0.00 0.00 0.00 TOP : SMAX= 1.00 SMIN= -1.61 TMAX= 1.30 ANGLE= 1.0 BOTT: SMAX= 1.61 SMIN= -1.00 THAX= 1.30 ANGLE= 1.0 7 -0.03 -0.97 -4.79 2.85 -0.22 0.00 0.00 0.00 TOP : SMAX= 1.22 SMIN= -2.04 TMAX= 1.63 ANGLE= 1.6 BOTT: SMAX= 2.04 SMIN= -1.22 TMAX= 1.63 ANGLE= 1.6 8 0.02 -0.91 -3.85 2.32 -0.15 0.00 0.00 0.00 TOP : SMAX= 0.99 SMIN= -1.65 TMAX= 1.32 ANGLE= 1.4 BOTT: SMAX= 1.65 SMIN= -0.99 THAX= 1.32 ANGLE= 1.4 9 -0.01 -0.93 -3.99 2.40 0.38 - 0.55 -0.33 -0.06 TOP : SMAX= 0.69 SMIN= -2.26 TMAX= 1.48 ANGLE= -2.0 BOTT: SMAX= 1.17 SMIN= -1.38 TMAX= 1.27 ANGLE= -5.0 138 6 0.04 -0.91 -3.34 2.09 -0.70 0.00 0.00 0.00 TOP : SHAX= 0.93 SHIN= -1.46 TMAX= 1.20 ANGLE= 7.2 BOTT: SMAX= 1.46 SMIN= -0.93 TMAX= 1.20 ANGLE= 7.2 7 0.04 -0.94 -4.52 2.32 -0.82 0.00 0.00 0.00 TOP : SMAX= 1.03 SHIN= -1.97 TMAX= 1.50 ANGLE= 6.8 BOTT: SMAX= 1.97 SMIN= -1.03 TMAX= 1.50 ANGLE= 6.8 8 0.05 -0.91 -3.31 2.07 -0.72 • 0.00 0.00 0.00 TOP : SHAX= 0.92 SMIN= -1.45 THAX= 1.19 ANGLE= 7.5 BOTT: SMAX= 1.45 SHIN= -0.92 TMAX= 1.19 ANGLE= 7.5 9 0.03 -0.93 -3.43 2.12 -0.35 -0.58 -0.33 -0.03 TOP : SMAX= 0.58 SMIN= -2.05 TMAX= 1.32 ANGLE= 3.8 BOTT: SMAX= 0.89 SMIN= -1.24 TMAX= 1.07 ANGLE= 3.3 Page 49 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU Page 50 -- PAGE NO. 50 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 139 6 0.16 -0.76 -1.60 1.31 -1.27 0.00 0.00 0.00 TOP : SMAX= 0.76 SMIN= -0.89 TMAX= 0.82 ANGLE= 20.5 BOTT: SMAX= 0.89 SMIN= -0.76 TMAX= 0.82 ANGLE= 20.5 7 0.18 -0.77 -2.60 1.41 -1.39 0.00 0.00 0.00 TOP : SMAX= 0.79 SMIN= -1.29 TMAX= 1.04 ANGLE= 17.4 BOTT: SMAX= 1.29 SMIN= -0.79 TMAX= 1.04 ANGLE= 17.4 8 0.17 -0.76 -1.53 1.30 -1.27 0.00 0.00 0.00 TOP : SMAX= 0.76 SHIN= -0.86 TMAX= 0.81 ANGLE= 20.9 BOTT: SMAX= 0.86 SMIN= -0.76 TMAX= 0.81 ANGLE= 20.9 9 0.15 -0.77 -1.62 1.33 -1.01 - 0.58 -0.33 0.00 TOP : SMAX= 0.35 SHIN= -1.39 TMAX= 0.87 ANGLE= 14.8 BOTT: SMAX= 0.27 SMIN= -1.06 TMAX= 0.66 ANGLE= 20.2 140 6 0.06 -0.55 0.71 0.10 -1.25 0.00 0.00 0.00 TOP : SMAX= 0.72 SMIN= -0.38 TMAX= 0.55 ANGLE= -38.2 BOTT: SHAX= 0.38 SMIN= -0.72 TMAX= 0.55 ANGLE= -38.2 7 0.08 -0.55 0.02 0.13 -1.36 0.00 0.00 0.00 TOP : SMAX= 0.61 SHIN= -0.55 TMAX= 0.58 ANGLE= 90.0 BOTT: SMAX= 0.55 SMIN= -0.61 TMAX= 0.58 ANGLE= 90.0 8 0.06 -0.55 0.79 0.09 -1.25 0.00 0.00 0.00 TOP : SMAX= 0.74 SMIN= -0.36 TMAX= 0.55 ANGLE= -37.2 BUTT: SMAX= 0.36 SMIN= -0.74 TMAX= 0.55 ANGLE= -37.2 9 0.05 -0.56 0.72 0.12 -1.06 - 0.57 -0.33 0.02 TOP : SMAX= 0.16 SMIN= -0.70 TMAX= 0.43 ANGLE= 90.0 BOTT: SMAX= -0.09 SMIN= -1.16 TMAX= 0.54 ANGLE= -31.1 141 6 0.00 -0.51 1.85 -0.99 -0.62 1 0.00 0.00 0.00 TOP : SHAX= 0.84 ,SMIN= -0.48 TMAX= 0.66 ANGLE= -11.8 BOTT: SMAX= 0.48 SMIN= -0.84 TMAX= 0.66 ANGLE= -11.8 7 0.02 -0.50 1.44 -0.99 -0.70 0.00 0.00 0.00 TOP : SMAX= 0.70 SMIN= -0.50 TMAX= 0.60 ANGLE= -15.0 BOTT: SMAX= 0.50 SMIN= -0.70 TMAX= 0.60 ANGLE= -15.0 8 0.00 -0.51 1.91 -0.99 -0.61 0.00 0.00 0.00 TOP : SMAX= 0.87 SMIN= -0.48 TMAX= 0.67 ANGLE= -11.5 BOTT: SMAX= 0.48 SHIN= -0.87 TMAX= 0.67 ANGLE= -11.5 9 0.00 -0.51 1.86 -0.97 -0.49 - 0.55 -0.32 0.04 TOP : SMAX= 0.28 SHIN= -0.77 TMAX= 0.52 ANGLE= -9.5 BOTT: SMAX= 0.13 SMIN= -1.38 TMAX= 0.76 ANGLE= -9.5 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU -- PAGE NO. 51 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. 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PREPARED BY C SU Page 52 -- PAGE NO. 52 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 145 6 0.01 -0.55 1.69 -1.63 0.00 0.00 0.00 0.00 TOP : SMAX= 0.72 SMIN= -0.69 TMAX= 0.71 ANGLE= 0.0 BOTT: SMAX= 0.69 SMIN= -0.72 TMAX= 0.71 ANGLE= 0.0 7 0.01 -0.55 1.73 -1.64 0.00 0.00 0.00 0.00 TOP : SMAX= 0.74 SMIN= -0.70 TMAX= 0.72 ANGLE= 0.0 BOTT: SMAX= 0.70 SMIN= -0.74 TMAX= 0.72 ANGLE= 0.0 8 0.01 -0.55 1.70 -1.63 0.00 0.00 0.00 0.00 TOP : SMAX= 0.72 SMIN= -0.69 TMAX= 0.71 ANGLE= 0.1 BOTT: SHAX= 0.69 SHIN= -0.72 TMAX= 0.71 ANGLE= 0.1 9 0.01 -0.55 1.69 -1.62 0.04 - 0.36 -0.32 0.07 TOP : SMAX= 0.36 SMIN= -1.01 TMAX= 0.69 ANGLE= 3.7 BOTT: SMAX= 0.38 SMIN= -1.09 TMAX= 0.73 ANGLE= -2.2 146 6 0.01 -0.53 1.77 -1.51 0.15 0.00 0.00 0.00 TOP : SMAX= 0.76 SMIN= -0.65 TMAX= 0.70 ANGLE= 2.6 BOTT: SMAX= 0.65 SMIN= -0.76 TMAX= 0.70 ANGLE= 2.6 7 0.01 -0.53 1.82 -1.52 0.15 0.00 0.00 0.00 TOP : SMAX= 0.78 SMIN= -0.65 TMAX= 0.71 ANGLE= 2.6 BOTT: SMAX= 0.65 SMIN= -0.78 TMAX= 0.71 ANGLE= 2.6 8 0.01 -0.53 1.77 -1.51 0.15 0.00 0.00 0.00 TOP : SMAX= 0.76 SMIN= -0.65 TMAX= 0.70 ANGLE= 2.6 BOTT: SMAX= 0.65 SMIN= -0.76 TMAX= 0.70 ANGLE= 2.6 9 0.01 -0.53 1.77 -1.51 0.17 - 0.31 -0.31 007 TOP : SMAX= 0.46 SMIN= -0.97 TMAX= 0.72 ANGLE= 5.9 BOTT: SMAX= 0.33 SMIN= -1.06 TMAX= 0.70 ANGLE= 0.0 147 6 -0.02 -0.50 1.54 -1.09 0.58 / 0.00 0.00 0.00 TOP : SMAX= 0.71 ;SMIN= -0.52 THAX= 0.61 ANGLE= 11.9 BOTT: SMAX= 0.52 SMIN= -0.71 TMAX= 0.61 ANGLE= 11.9 7 -0.02 -0.50 1.58 -1.10 0.59 0.00 0.00 0.00 TOP : SMAX= 0.73 SHIN= -0.52 TMAX= 0.62 ANGLE= 11.8 BOTT: SMAX= 0.52 SMIN= -0.73 TMAX= 0.62 ANGLE= 11.8 8 -0.02 -0.50 1.54 -1.09 0.58 0.00 0.00 0.00 • TOP : SMAX= 0.71 SMIN= -0.52 TMAX= 0.61 ANGLE= 11.9 BOTT: SMAX= 0.52 SMIN= -0.71 TMAX= 0.61 ANGLE= 11.9 9 -0.02 -0.50 1.54 -1.09 0.60 - 0.25 -0.31 0.07 TOP : SMAX= 0.49 SMIN= -0.86 TMAX= 0.67 ANGLE= 14.5 BOTT: SMAX= 0.18 SMIN= -0.94 TMAX= 0.56 ANGLE= 9.5 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU -- PAGE N0. 53 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. 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MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 151 6 0.00 -0.91 -4.22 1.65 -0.40 0.00 0.00 0.00 TOP : SMAX= 0.71 SMIN= -1.81 TMAX= 1.26 ANGLE= 3.9 BOTT: SMAX= 1.81 SHIN= -0.71 TMAX= 1.26 ANGLE= 3.9 7 0.00 -0.91 -4.21 1.65 -0.40 0.00 0.00 0.00 TOP : SMAX= 0.72 SMIN= -1.81 TMAX= 1.26 ANGLE= 3.9 BOTT: SMAX= 1.81 SMIN= -0.72 TMAX= 1.26 ANGLE= 3.9 8 0.00 -0.91 -4.22 1.65 -0.40 0.00 0.00 0.00 TOP : SMAX= 0.71 SHIN= -1.81 TMAX= 1.26 ANGLE= 3.9 BOIT: SMAX= 1.81 SMIN= -0.71 TMAX= 1.26 ANGLE= 3.9 9 0.00 -0.91 -4.22 1.65 -0.40 - 0.08 -0.31 0.04 TOP : SMAX= 0.41 SMIN= -1.89 TMAX= 1.15 ANGLE= 3.3 BOTT: SMAX= 1.74 SMIN= -1.02 TMAX= 1.38 ANGLE= 4.3 152 6 0.10 -0.76 -3.13 0.80 -1.08 0.00 0.00 0.00 TOP : SMAX= 0.46 SHIN= -1.45 TMAX= 0.95 ANGLE= 14.4 BOTT: SMAX= 1.45 SHIN= -0.46 TMAX= 0.95 ANGLE= 14.4 7 0.10 -0.76 -3.13 0.80 -1.08 0.00 0.00 0.00 TOP : SMAX= 0.46 SHIN= -1.45 TMAX= 0.95 ANGLE= 14.4 BOTT: SMAX= 1.45 SMIN= -0.46 TMAX= 0.95 ANGLE= 14.4 8 0.10 -0.76 -3.13 0.80 -1.08 0.00 0.00 0.00 TOP : SMAX= 0.46 SHIN= -1.45 TMAX= 0.95 ANGLE= 14.4 BUTT: SMAX= 1.45 SMIN= -0.46 TMAX= 0.95 ANGLE= 14.4 9 0.10 -0.76 -3.13 0.80 -1.07 - 0.06 -0.30 0.02 TOP : SMAX= 0.16 SHIN= -1.51 TMAX= 0.84 ANGLE= 15.7 BOTT: SMAX= 1.39 SHIN= -0.76 TMAX= 1.07 ANGLE= 13.3 153 6 0.05 -0.55 -1.48 -0.41 -1.01 ' 0.00 0.00 0.00 TOP : SMAX= 0.08 ;SHIN= -0.89 TMAX= 0.49 ANGLE= 31.0 BOTT: SMAX= 0.89 SMIN= -0.08 TMAX= 0.49 ANGLE= 31.0 7 0.05 -0.55 -1.48 -0.41 -1.01 0.00 0.00 0.00 TOP : SMAX= 0.08 SHIN= -0.89 TMAX= 0.49 ANGLE= 31.0 BOTT: SMAX= 0.89 SHIN= -0.08 TMAX= 0.49 ANGLE= 31.0 8 0.05 -0.55 -1.48 -0.41 -1.01 • 0.00 0.00 0.00 TOP : SMAX= 0.08 SMIN= -0.89 TMAX= 0.49 ANGLE= 31.0 BOTT: SMAX= 0.89 SMIN= -0.08 TMAX= 0.49 ANGLE= 31.0 9 0.05 -0.55 -1.48 -0.41 -1.00 - 0.04 -0.30 0.00 TOP : SMAX= -0.14 SMIN= -1.01 TMAX= 0.43 ANGLE= 38.5 BOTT: SMAX= 0.79 SMIN= -0.33 TMAX= 0.56 ANGLE= 25.3 ub 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FON3. PREPARED BY C SU Page 55 -- PAGE NO. 55 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 154 6 -0.04 -0.49 -0.99 -1.45 -0.56 0.00 0.00 0.00 TOP : SMAX= -0.26 SHIN= -0.78 TMAX= 0.26 ANGLE= -33.7 BOTT: SMAX= 0.78 SMIN= 0.26 TMAX= 0.26 ANGLE= -33.7 7 -0.04 -0.49 -0.99 -1.45 -0.56 0.00 0.00 0.00 TOP : SMAX= -0.26 SMIN= -0.78 TMAX= 0.26 ANGLE= -33.7 BOTT: SMAX= 0.78 SMIN= 0.26 TMAX= 0.26 ANGLE= -33.7 8 -0.04 -0.49 -0.99 -1.45 -0.56 0.00 0.00 0.00 TOP : SMAX= -0.26 SMIN= -0.78 TMAX= 0.26 ANGLE= -33.7 BOTT: SMAX= 0.78 SHIN= 0.26 TMAX= 0.26 ANGLE= -33.7 9 -0.04 -0.49 -0.99 -1.45 -0.56 -0.04 -0.31 -0.02 TOP : SMAX= -0.35 SHIN= -1.04 TMAX= 0.35 ANGLE= -24.3 BOTT: SMAX= 0.56 SMIN= 0.13 TMAX= 0.22 ANGLE= 90.0 155 6 -0.02 -0.50 -1.47 -1.97 -0.26 0.00 0.00 0.00 TOP : SMAX= -0.58 SMIN= -0.89 TMAX= 0.15 ANGLE= -22.8 BOTT: SMAX= 0.89 SMIN= 0.58 THAX= 0.15 ANGLE= -22.8 7 -0.02 -0.50 -1.47 -1.97 -0.26 0.00 0.00 0.00 TOP : SMAX= -0.58 SHIN= -0.89 TMAX= 0.15 ANGLE= -22.8 BOTT: SMAX= 0.89 SMIN= 0.58 TMAX= 0.15 ANGLE= -22.8 8 -0.02 -0.50 -1.47 -1.97 -0.26 0.00 0.00 0.00 TOP : SMAX= -0.58 SHIN= -0.89 TMAX= 0.15 ANGLE= -22.8 BOTT: SMAX= 0.89 SHIN= 0.58 TMAX= 0.15 ANGLE= -22.8 9 -0.02 -0.50 -1.47 -1.97 -0.26 -0.08 -0.33 -0.04 TOP : SMAX= -0.66 SHIN= -1.21 TMAX= 0.28 ANGLE= -16.1 BOTT: SMAX= 0.61 SHIN= 0.46 TMAX= 0.07 ANGLE= 90.0 156 6 0.45 -0.37 -1.60 -2.39 -0.22 0.00 0.00 0.00 TOP : SMAX= -0.66 SMIN= -1.05 TMAX= 0.19 ANGLE= -14.3 BOTT: SMAX= 1.05 SHIN= 0.66 TMAX= 0.19 ANGLE= -14.3 7 0.45 -0.37 -1.60 -2.39 -0.22 0.00 0.00 0.00 TOP : SMAX= -0.66 SMIN= -1.05 TMAX= 0.19 ANGLE= -14.3 BOTT: SMAX= 1.05 SHIN= 0.66 TMAX= 0.19 ANGLE= -14.3 8 0.45 -0.37 -1.60 -2.39 -0.22 0.00 0.00 0.00 TOP : SMAX= -0.66 SHIN= -1.05 TMAX= 0.19 ANGLE= -14.3 BOTT: SMAX= 1.05 SHIN= 0.66 TMAX= 0.19 ANGLE= -14.3 9 0.45 -0.37 -1.60 -2.39 -0.22 0.02 -0.31 0.08 TOP : SMAX= -0.66 SMIN= -1.33 TMAX= 0.34 ANGLE= -1.2 BOTT: SMAX= 0.88 SMIN= 0.54 TMAX= 0.17 ANGLE= 90.0 El ) 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21-05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU Page 56 -- PAGE NO. 56 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 157 6 -0.45 -0.62 -1.50 -2.90 -0.62 0.00 0.00 0.00 TOP : SMAX= -0.54 SMIN= -1.34 THAX= 0.40 ANGLE= -20.7 BOTT: SMAX= 1.34 SMIN= 0.54 TMAX= 0.40 ANGLE= -20.7 7 -0.45 -0.61 -1.49 -2.83 -0.64 0.00 0.00 0.00 TOP : SMAX= -0.53 SMIN= -1.32 TMAX= 0.39 ANGLE= -21.9 BOTT: SMAX= 1.32 SMIN= 0.53 TMAX= 0.39 ANGLE= -21.9 8 -0.45 -0.61 -1.47 -2.78 -0.65 0.00 0.00 0100 TOP : SMAX= -0.51 SMIN= -1.30 TMAX= 0.39 ANGLE= -22.4 BOTT: SMAX= 1.30 SMIN= 0.51 TMAX= 0.39 ANGLE= -22.4 9 -0.39 -0.62 -1.24 -2.66 -0.74 0.05 -0.01 -0.07 TOP : SMAX= -0.30 SMIN= -1.32 TMAX= 0.51 ANGLE= -24.3 BOTT: SMAX= 1.22 SMIN= 0.49 TMAX= 0.37 ANGLE= -21.3 158 6 0.20 -0.68 -2.05 -3.43 -0.13 0.00 0.00 0.00 TOP : SMAX= -0.87 SMIN= -1.47 TMAX= 0.30 ANGLE= -5.3 BOTT: SMAX= 1.47 SMIN= 0.87 TMAX= 0.30 ANGLE= -5.3 7 0.17 -0.67 -2.08 -3.38 -0.27 0.00 0.00 0.00 TOP : SMAX= -0.87 SMIN= -1.47 TMAX= 0.30 ANGLE= -11.3 BOTT: SMAX= 1.47 SMIN= 0.87 TMAX= 0.30 ANGLE= -11.3 8 0.14 -0.66 -2.18 -3.34 -0.35 0.00 0.00 0.00 TOP : SMAX= -0.89 SMIN= -1.47 TMAX= 0.29 ANGLE= -15.5 BOTT: SMAX= 1.47 SMIN= 0.89 TMAX= 0.29 ANGLE= -15.5 9 0.13 -0.63 -0.99 -3.15 -0.89 -0.14 0.00 0.09 TOP : SMAX= -0.46 SMIN= -1.44 TMAX= 0.49 ANGLE= -18.3 BOTT: SMAX= 1.52 SMIN= 0.10 TMAX= 0.71 ANGLE= -20.7 159 6 0.01 -0.58 -0.14 -2.83 0.04 / 0.00 0.00 0.00 TOP : SMAX= -0.06 ,SMIN= -1.21 TMAX= 0.57 ANGLE= 0.9 BOTT: SMAX= 1.21 SMIN= 0.06 TMAX= 0.57 ANGLE= 0.9 7 0.00 -0.60 0.00 -2.84 -0.23 0.00 0.00 0.00 TOP : SMAX= 0.01 SMIN= -1.22 TMAX= 0.61 ANGLE= -4.5 BOTT: SMAX= 1.22 SMIN= -0.01 TMAX= 0.61 ANGLE= -4.5 8 -0.04 -0.59 -0.47 -2.83 -0.35 • 0.00 0.00 0.00 TOP : SMAX= -0.18 SMIN= -1.23 TMAX= 0.53 ANGLE= -8.2 BOTT: SMAX= 1.23 SMIN= 0.18 TMAX= 0.53 ANGLE= -8.2 9 -0.16 -0.55 1.60 -2.67 -1.15 -0.40 -0.02 0.08 TOP : SMAX= 0.39 SMIN= -1.26 TMAX= 0.83 ANGLE= -14.7 BOTT: SMAX= 1.26 SMIN= -1.22 TMAX= 1.24 ANGLE= -13.8 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU -- PAGE NO. 57 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 160 6 -0.26 -0.55 -1.24 -2.72 -0.71 0.00 0.00 0.00 TOP : SMAX= -0.41 SMIN= -1.28 TMAX= 0.44 ANGLE= -21.9 BOTT: SMAX= 1.28 SMIN= 0.41 TMAX= 0.44 ANGLE= -21.9 7 -0.24 -0.55 0.14 -2.72 -1.06 0.00 0.00 0.00 TOP : SMAX= 0.21 SMIN= -1.31 TMAX= 0.76 ANGLE= -18.3 BOTT: SMAX= 1.31 SMIN= -0.21 TMAX= 0.76 ANGLE= -18.3 8 -0.28 -0.55 -0.71 -2.74 -1.19 0.00 0.00 0.00 TOP : SMAX= -0.07 SMIN= -1.40 TMAX= 0.67 ANGLE= -24.8 BOTT: SMAX= 1.40 SMIN= 0.07 TMAX= 0.67 ANGLE= -24.8 9 -0.50 -0.54 0.22 -2.69 -2.09 -0.79 0.00 0.12 TOP : SMAX= -0.12 SHIN= -1.73 TMAX= 0.81 ANGLE= -36.9 BOTT: SMAX= 1.56 SMIN= -1.31 TMAX= 1.43 ANGLE= -22.5 161 6 -0.33 -0.56 -4.51 -2.77 -0.68 0 -00 0.00 0.00 TOP : SMAX= -1.08 SMIN= -2.03 TMAX= 0.47 ANGLE= 19.0 BOTT: SMAX= 2.03 SMIN= 1.08 TMAX= 0.47 ANGLE= 19.0 7 -0.33 -0.55 -1.76 -2.75 -1.00 0.00 0.00 0.00 TOP : SMAX= -0.49 SMIN= -1.44 TMAX= 0.47 ANGLE= -31.7 BOTT: SMAX= 1.44 SMIN= 0.49 TMAX= 0.47 ANGLE= -31.7 8 -0.34 -0.56 -2.68 -2.77 -1.12 0.00 0.00 0.00 TOP : SMAX= -0.69 SMIN= -1.64 TMAX= 0.48 ANGLE= 90.0 BOTT: SMAX= 1.64 SMIN= 0.69 TMAX= 0.48 ANGLE= 90.0 9 -0.57 -0.57 -3.75 -2.87 -1.92 -1.23 0.01 0.12 TOP : SMAX= -0.95 SMIN= -3.09 TMAX= 1.07 ANGLE= 20.5 BOTT: SMAX= 1.84 SHIN= -0.23 TMAX= 1.03 ANGLE= -32.6 162 6 0.01 -0.57 -6.94 -3.01 0.34 0.00 0.00 0.00 TOP : SMAX= -1.27 SMIN= -2.97 TMAX= 0.85 ANGLE= -5.0 BUTT: SMAX= 2.97 SMIN= 1.27 TMAX= 0.85 ANGLE= -5.0 7 -0.08 -0.56 -4.18 -3.00 0.25 0.00 0.00 0.00 TOP : SMAX= -1.26 SMIN= -1.80 TMAX= 0.27 ANGLE= -11.4 BOTT: SMAX= 1.80 SMIN 1.26 TMAX= 0.27 ANGLE= -11.4 8 -0.05 -0.57 -4.46 -3.04 0.04 0.00 0.00 0.00 TOP : SMAX= -1.30 SHIN= -1.90 TMAX= 0.30 ANGLE= -1.6 BOTT: SMAX= 1.90 SMIN= 1.30 TMAX= 0.30 ANGLE= -1.6 9 -0.17 -0.59 -7.42 -3.15 -0.45 -1.61 0.01 0.09 TOP : SMAX= -1.33 SHIN= -4.78 TMAX= 1.73 ANGLE= 1.7 BOTT: SMAX= 1.76 SHIN= 1.16 TMAX= 0.30 ANGLE= 35.1 Page 57 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU -- PAGE NO. 58 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD. QX QY MX MY MXY FX FY FXY 163 6 0.35 -0.63 -6.82 -2.78 1.65 0.00 0.00 0.00 TOP : SMAX= -0.93 SMIN= -3.16 TMAX= 1.11 ANGLE= -19.6 BOTT: SMAX= 3.16 SMIN= 0.93 TMAX= 1.11 ANGLE= -19.6 7 0.26 -0.63 -6.07 -2.80 1.75 0.00 0.00 0.00 TOP : SMAX= -0.87 SMIN= -2.91 TMAX= 1.02 ANGLE= -23.5 BOTT: SMAX= 2.91 SMIN= 0.87 TMAX= 1.02 ANGLE= -23.5 8 0.30 -0.62 -4.58 -2.80 1.58 0.00 0.00 0.00 TOP : SMAX= -0.80 SMIN= -2.35 TMAX= 0.77 ANGLE= -30.3 BOTT: SMAX= 2.35 SMIN= 0.80 TMAX= 0.77 ANGLE= -30.3 9 0.23 -0.67 -8.72 -2.95 1.11 -1.87 0.00 0.04 TOP : SMAX= -1.20 SHIN= -5.65 TMAX= 2.23 ANGLE= -6.7 BOTT: SMAX= 2.08 SMIN= 1.03 TMAX= 0.52 ANGLE= -27.6 164 6 1.07 -0.85 -2.61 -5.64 4.05 0.00 0.00 0.00 TOP : SMAX= 0.08 SMIN= -3.60 TMAX= 1.84 ANGLE= 34.8 BOTT: SMAX= 3.60 SHIN= -0.08 TMAX= 1.84 ANGLE= 34.8 7 1.02 -0.87 -3.93 -5.73 4.14 0.00 0.00 0.00 TOP : SMAX= -0.25 SMIN= -3.87 TMAX= 1.81 ANGLE= 38.9 BOTT: SMAX= 3.87 SMIN= 0.25 TMAX= 1.81 ANGLE= 38.9 8 1.07 -0.88 -1.28 -5.71 4.02 0.00 0.00 0.00 TOP : SMAX= 0.47 SMIN= -3.45 TMAX= 1.96 ANGLE= 30.6 BOTT: SMAX= 3.45 SHIN= - -0.47 TMAX= 1.96 ANGLE= 30.6 9 1.02 -0.85 -4.11 -5.75 3.70 -2.13 -0.20 0.21 TOP : SMAX= -1.37 SMIN= -5.16 TMAX= 1.90 ANGLE= -35.5 BOTT: SMAX= 2.84 SMIN= -0.96 TMAX= 1.90 ANGLE= 23.0 165 6 0.30 -1.06 3.15 -7.65 1.49 0.00 0.00 0.00 TOP : SMAX= 1.43 ; SMIN= -3.35 TMAX= 2.39 ANGLE= 7.7 BOTT: SMAX= 3.35 SMIN= -1.43 TMAX= 2.39 ANGLE= 7.7 7 0.33 -1.09 2.37 -7.66 1.33 0.00 0.00 0.00 TOP : SMAX= 1.09 SMIN = -3.34 TMAX= 2.21 ANGLE= 7.4 BOTT: SMAX= 3.34 SMIN= -1.09 TMAX= 2.21 ANGLE= 7.4 8 0.30 -1.07 4.32 -7.77 1.37 0.00 0.00 0.00 TOP : SMAX= 1.91 SMIN= -3.38 TMAX= 2.64 ANGLE= 6.4 BOTT: SMAX= 3.38 SMIN= -1.91 TMAX= 2.64 ANGLE= 6.4 9 0.35 -1.09 2.53 -7.94 1.49 -1.41 0.21 0.07 TOP : SMAX= -0.17 SHIN= -3.35 TMAX= 1.59 ANGLE= 13.2 BOTT: SMAX= 3.65 SHIN= -2.54 TMAX= 3.09 ANGLE= 5.2 Page 58 4- Aloy 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FON3. PREPARED BY C SU -- PAGE NO. 59 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. 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PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. 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PREPARED BY C SU -- PAGE NO. 64 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. 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0.00 0.00 TOP : SMAX= 0.59 SMIN= -1.35 TMAX= 0.97 ANGLE= -0.3 BOTT: SMAX= 1.35 SHIN= -0.59 TMAX= 0.97 ANGLE= -0.3 9 -0.01 -0.64 1.42 -3.16 0.00 0.68 0.00 0.02 TOP : SMAX= 1.29 SMIN= -1.35 TMAX= 1.32 ANGLE= 0.5 BOTT: SMAX= 1.35 SMIN= 0.07 TMAX= 0.64 ANGLE= -0.9 183 6 0.00 -0.65 1.23 -3.19 0.00 0.00 0.00 0.00 TOP : SMAX= 0.53 ;SHIN= -1.36 TMAX= 0.94 ANGLE= -0.1 BOTT: SMAX= 1.36 SMIN= -0.53 TMAX= 0.94 ANGLE= -0.1 7 0.00 -0.65 1.26 -3.18 0.00 0.00 0.00 0.00 TOP : SMAX= 0.54 SMIN= -1.36 TMAX= 0.95 ANGLE= 0.0 BOTT: SMAX= 1.36 SMIN= -0.54 THAX= 0.95 ANGLE= 0.0 8 0.00 -0.65 1.24 -3.19 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.53 SMIN= -1.36 TMAX= 0.94 ANGLE= -0.1 BOTT: SMAX= 1.36 SMIN= -0.53 TMAX= 0.94 ANGLE= -0.1 9 0.00 -0.65 1.26 -3.18 0.01 0.59 0.00 0.02 TOP : SMAX= 1.13 SMIN= -1.36 TMAX= 1.25 ANGLE= 0.7 BOTT: SMAX= 1.36 SMIN= 0.05 TMAX= 0.65 ANGLE= -0.8 Page 64 07/20/1992 07:44 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU Page 65 -- PAGE NO. 65 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MXY FX FY FXY 184 6 0.01 -0.64 1.33 -3.16 0.01 0.00 0.00 0.00 TOP : SMAX= 0.57 SMIN= -1.35 TMAX= 0.96 ANGLE= 0.1 BOTT: SHAX= 1.35 SMIN= -0.57 THAX= 0.96 ANGLE= 0.1 7 0.01 -0.64 1.38 -3.16 0.01 0.00 0.00 0.00 TOP : SHAX= 0.59 SMIN= -1.35 TMAX= 0.97 ANGLE= 0.1 BOTT: SMAX= 1.35 SMIN= -0.59 TMAX= 0.97 ANGLE= 0.1 8 0.01 -0.64 1.33 -3.16 0.01 0.00 0.00 0.00 TOP : SMAX= 0.57 SMIN= -1.35 TMAX= 0.96 ANGLE= 0.1 BOTT: SMAX= 1.35 SHIN= -0.57 TMAX= 0.96 ANGLE= 0.1 9 0.01 -0.64 1.35 -3.16 0.02 0.50 0.00 0.03 TOP : SMAX= 1.08 SHIN= -1.35 TMAX= 1.21 ANGLE= 0.9 BOTT: SMAX= 1.35 SMIN= -0.08 TMAX= 0.71 ANGLE= -0.6 185 6 0.00 -0.63 1.56 -3.08 -0.08 0.00 0.00 0.00 TOP : SMAX= 0.66 SMIN= -1.32 TMAX= 0.99 ANGLE= -0.9 BDTT: SMAX= 1.32 SMIN= -0.66 TMAX= 0.99 ANGLE= -0.9 7 0.00 -0.63 1.60 -3.08 -0.08 0.00 0.00 0.00 TOP : SMAX= 0.68 SMIN= -1.31 TMAX= 1.00 ANGLE= 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BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME: 2105FDN3, PREPARED BY C SU -- PAGE NO. 66 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 187 6 -0.33 -0.56 -0.02 -2.73 -1.03 0.00 0.00 0.00 TOP : SMAX= 0.14 SHIN= -1.31 TMAX= 0.73 ANGLE= -18.5 BOTT: SMAX= 1.31 SHIN= -0.14 TMAX= 0.73 ANGLE= -18.5 7 -0.33 -0.56 0.00 -2.73 -1.03 0.00 0.00 0.00 TOP : SMAX= 0.15 SHIN= -1.31 TMAX= 0.73 ANGLE= -18.5 BOTT: SMAX= 1.31 SMIN= -0.15 TMAX= 0.73 ANGLE= -18.5 8 -0.33 -0.55 -0.03 -2.73 -1.03 0.00 0.00 0.00 TOP : SMAX= 0.14 SMIN= -1.31 TMAX= 0.72 ANGLE= -18.6 BOTT: SMAX= 1.31 SMIN= -0.14 TMAX= 0.72 ANGLE= -18.6 9 -0.33 -0.56 -0.02 -2.73 -1.02 0.22 0.00 0.02 TOP : SMAX= 0.32 SMIN= -1.28 TMAX= 0.80 ANGLE= -15.5 BOTT: SMAX= 1.35 SMIN= 0.04 TMAX= 0.66 ANGLE= -22.1 188 6 -0.39 -0.55 -3.41 -2.73 -1.09 0.00 0.00 0.00 TOP : SMAX= -0.82 SMIN= -1.80 TMAX= 0.49 ANGLE= 36.3 BOTT: SMAX= 1.80 SMIN= 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SHIN= -2.40 TMAX= 0.63 ANGLE= 7.2 BOTT: SMAX= 2.53 SMIN= 1.14 TMAX= 0.69 ANGLE= 8.1 Page 66 l 07/20/1992 07:44 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FON3. PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MYY MXY FX FY 190 6 0.07 -0.54 -6.00 -2.72 0.36 0.00 0.00 0.00 TOP : SMAX= -1.14 SHIN= -2.58 TMAX= 0.72 ANGLE= -6.3 BOTT: SMAX= 2.58 SHIN= 1.14 TMAX= 0.72 ANGLE= -6.3 7 0.07 -0.55 -5.99 -2.72 0.36 0.00 0.00 0.00 TOP : SMAX= -1.14 SHIN= -2.57 TMAX= 0.72 ANGLE= -6.3 BOTT: SMAX= 2.57 SMIN= 1.14 TMAX= 0.72 ANGLE= -6.3 8 0.07 -0.54 -6.00 -2.72 0.36 0.00 0.00 0.00 TOP : SMAX= -1.14 SMIN= -2.58 TMAX= 0.72 ANGLE= -6.3 BOTT: SMAX= 2.58 SHIN= 1.14 TMAX= 0.72 ANGLE= -6.3 9 0.07 -0.54 -5.99 -2.72 0.37 0.00 0.00 0.01 TOP : SMAX= -1.14 SMIN= -2.58 TMAX= 0.72 ANGLE= -6.8 BOTT: SMAX= 2.57 SMIN= 1.15 TMAX= 0.71 ANGLE= -5.8 191 6 0.35 -0.55 -4.29 -2.71 1.02 0.00 0.00 0.00 TOP : SMAX= -0.94 SMIN= -2.04 TMAX= 0.55 ANGLE= -26.0 BOTT: SMAX= 2.04 SMIN= 0.94 TMAX= 0.55 ANGLE= -26.0 7 0.35 -0.55 -4.29 -2.71 1.02 0.00 0.00 0.00 TOP : SMAX= -0.94 SHIN= -2.04 TMAX= 0.55 ANGLE= -26.0 BOTT: SMAX= 2.04 SMIN= 0.94 TMAX= 0.55 ANGLE= -26.0 8 0.35 -0.55 -4.29 -2.71 1.02 0.00 0.00 0.00 TOP : SMAX= -0.94 SMIN= -2.04 TMAX= 0.55 ANGLE= -26.0 BOTT: SMAX= 2.04 SMIN= 0.94 TMAX= 0.55 ANGLE= -26.0 9 0.35 -0.55 -4.29 -2.71 1.02 -0.04 0.00 0.01 TOP : SMAX= -0.94 SMIN= -2.08 TMAX= 0.57 ANGLE= -25.4 BOTT: SMAX= 2.00 SMIN= 0.94 TMAX= 0.53 ANGLE= -26.8 192 6 0.27 -0.55 -1.65 -2.72 0.92 0.00 0.00 0.00 TOP : SMAX= -0.47 SMIN= -1.39 TMAX= 0.46 ANGLE= 30.0 BOTT: SMAX= 1.39 SMIN= 0.47 TMAX= 0.46 ANGLE= 30.0 7 0.27 -0.55 -1.65 -2.72 0.93 0.00 0.00 0.00 TOP SMAX= -0.48 SMIN= -1.39 TMAX= 0.46 ANGLE= 30.0 BOTT: SMAX= 1.39 SMIN= 0.48 TMAX= 0.46 ANGLE= 30.0 8 0.27 -0.55 -1.65 -2.72 0.93 0.00 0.00 0.00 TOP : SMAX= -0.47 SMIN= -1.39 TMAX= 0.46 ANGLE= 30.0 BOTT: SMAX= 1.39 SMIN= 0.47 TMAX= 0.46 ANGLE= 30.0 9 0.27 -0.55 -1.65 -2.72 0.93 -0.07 0.00 0.00 TOP : SMAX= -0.52 SMIN= -1.40 TMAX= 0.44 ANGLE= 31.9 BOTT: SMAX= 1.37 SMIN= 0.43 TMAX= 0.47 ANGLE= 28.2 ". ........ Y'-^ V Page 68 -- PAGE NO. 68 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. 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PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD . 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PREPARED BY C SU Page 72 -- PAGE HO. 72 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. 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PREPARED BY C SU Page 74 -- PAGE NO. 74 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 211 6 -0.05 0.60 1.77 -2.92 0.20 0.00 0.00 0.00 TOP : SMAX= 0.76 SMIN= -1.25 TMAX= 1.01 ANGLE= 2.4 BOTT: SMAX= 1.25 SMIN= -0.76 TMAX= 1.01 ANGLE= 2.4 7 0.03 0.59 3.47 -2.92 0.15 0.00 0.00 0.00 TOP : SMAX= 1.48 SHIN= -1.25 TMAX= 1.37 ANGLE= 1.4 BOTT: SMAX= 1.25 SMIN= -1.48 TMAX= 1.37 ANGLE= 1.4 8 0.01 0.60 0.05 -2.91 0.02 0.00 0.00 0.00 TOP : SMAX= 0.02 SMIN= -1.24 TMAX= 0.63 ANGLE= 0.3 BOTT: SMAX= 1.24 SMIN= -0.02 TMAX= 0.63 ANGLE= 0.3 9 -0.13 0.61 -0.60 -3.04 0.96 - 0.21 0.00 -0.07 TOP : SMAX= -0.35 SMIN= -1.41 TMAX= 0.53 ANGLE= 19.7 BOTT: SMAX= 1.46 SMIN= -0.12 TMAX= 0.79 ANGLE= 18.8 212 6 -0.31 0.50 0.53 -2.43 0.98 0.00 0.00 0.00 TOP : SMAX= 0.35 SHIN= -1.16 TMAX= 0.76 ANGLE= 16.8 BOTT: SMAX= 1.16 SMIN= -0.35 TMAX= 0.76 ANGLE= 16.8 7 -0.31 0.48 2.78 -2.40 0.84 0.00 0.00 0.00 TOP : SMAX= 1.25 SMIN= -1.08 TMAX= 1.16 ANGLE= 9.0 BOTT: SMAX= 1.08 SMIN= -1.25 TMAX= 1.16 ANGLE= 9.0 8 -0.26 0.49 -0.61 -2.41 0.84 0.00 0.00 0.00 TOP : SMAX= -0.12 SHIN= -1.17 TMAX= 0.53 ANGLE= 21.6 BOTT: SMAX= 1.17 SMIN= 0.12 TMAX= 0.53 ANGLE= 21.6 9 -0.36 0.51 -1.15 -2.50 1.51 - 0.45 0.00 -0.06 TOP : SMAX= -0.41 SMIN= -1.59 TMAX= 0.59 ANGLE= 42.0 BOTT: SMAX= 1.42 SMIN= -0.31 TMAX= 0.87 ANGLE= 26.9 213 6 -0.37 0.48 -2.75 -2.37 0.95 i 0.00 0.00 0.00 TOP : SMAX= -0.68 ;SHIN= -1.51 TMAX= 0.41 ANGLE= -39.2 BOTT: SMAX= 1.51 SMIN= 0.68 TMAX= 0.41 ANGLE= -39.2 7 -0.39 0.47 -1.27 -2.35 0.69 0.00 0.00 0.00 TOP : SMAX= -0.40 SMIN= -1.15 TMAX= 0.37 ANGLE= 26.1 BOTT: SMAX= 1.15 SHIN= 0.40 TMAX= 0.37 ANGLE= 26.1 8 -0.33 0.48 -3.38 -2.34 0.86 0.00 0.00 0.00 TOP : SMAX= -0.79 SMIN= -1.65 TMAX= 0.43 ANGLE= -29.4 BOTT: SMAX= 1.65 SMIN= 0.79 TMAX= 0.43 ANGLE= -29.4 9 -0.40 0.49 . -3.84 -2.41 1.32 - 0.63 0.00 -0.04 TOP : SMAX= -0.83 SMIN= -2.46 TMAX= 0.81 ANGLE= -20.1 BOTT: SMAX= 1.63 SMIN= 0.41 TMAX= 0.61 ANGLE= 90.0 07/20/1992 07 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 75 *FILE NAME : 2105FDN3, PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. 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PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX. MY MXY FX FY FXY 217 6 0.39 0.48 -2.78 -2.38 -1.07 0.00 0.00 0.00 TOP : SMAX= -0.64 SMIN= -1.56 TMAX= 0.46 ANGLE= 39.7 BUTT: SMAX= 1.56 SMIN= 0.64 TMAX= 0.46 ANGLE= 39.7 7 0.42 0.48 -3.79 -2.37 -1.17 0.00 0.00 0.00 TOP : SMAX= -0.73 SMIN= -1.90 TMAX= 0.58 ANGLE= 29.4 BOTT: SMAX= 1.90 SMIN= 0.73 TMAX= 0.58 ANGLE= 29.4 8 0.39 0.48 -2.69 -2.37 -1.07 0.00 0.00 0.00 TOP : SMAX= -0.62 SMIN= -1.54 TMAX= 0.46 ANGLE= 40.7 BOTT: SMAX= 1.54 SMIN= 0.62 TMAX= 0.46 ANGLE= 40.7 9 0.38 0.49 -2.86 -2.39 -0.96 - 0.89 0.00 0.00 TOP : SMAX= -0.88 SMIN= -2.24 TMAX= 0.68 ANGLE= 18.4 BUTT: SMAX= 1.21 SMIN= 0.14 TMAX= 0.53 ANGLE= -25.1 218 6 0.34 0.50 0.52 -2.45 -1.14 0.00 0.00 0.00 TOP : SMAX= 0.38 SMIN= -1.21 TMAX= 0.80 ANGLE= -18.7 BOTT: SMAX= 1.21 SMIN= -0.38 TMAX= 0.80 ANGLE= -18.7 7 0.37 0.50 -0.16 -2.44 -1.22 0.00 0.00 0.00 TOP : SMAX= 0.16 SMIN= -1.26 TMAX= 0.71 ANGLE= -23.4 BOTT: SMAX= 1.26 SMIN= -0.16 TMAX= 0.71 ANGLE= -23.4 8 0.34 0.50 0.60 -2.45 -1.13 0.00 0.00 0.00 TOP : SMAX= 0.42 SMIN= -1.20 TMAX= 0.81 ANGLE= -18.3 BOTT: SMAX= 1.20 SMIN= -0.42 TMAX= 0.81 ANGLE= -18.3 9 0.33 0.50 0.48 -2.46 -1.05 - 0.86 0.00 0.01 TOP : SMAX= -0.37 SMIN= -1.34 TMAX= 0.48 ANGLE= -33.2 BOTT: SMAX= 1.14 SMIN= -1.16 TMAX= 1.15 ANGLE= -11.7 219 6 0.08 0.60 1.80 -2.95 -0.41 0.00 0.00 0.00 TOP : SMAX= 0.78 ,SMIN= -1.27 TMAX= 1.03 ANGLE= -4.9 BOTT: SMAX= 1.27 SMIN= -0.78 TMAX= 1.03 ANGLE= -4.9 7 0.10 0.60 1.42 -2.94 -0.46 0.00 0.00 0.00 TOP : SMAX= 0.63 SMIN= -1.27 TMAX= 0.95 ANGLE= -6.0 BOTT: SMAX= 1.27 SMIN= -0.63 TMAX= 0.95 ANGLE= -6.0 8 0.08 0.60 1.86 -2.95 -0.40 0.00 0.00 0.00 TOP : SMAX= 0.81 SMIN= -1.27 TMAX= 1.04 ANGLE= -4.7 BOTT: SMAX= 1.27 SMIN= -0.81 TMAX= 1.04 ANGLE= -4.7 9 0.07 0.60 1.78 -2.96 -0.35 - 0.82 0.00 0.01 TOP : SMAX= -0.05 SMIN= -1.28 TMAX= 0.61 ANGLE= -6.3 BOTT: SMAX= 1.27 SMIN= -1.59 TMAX= 1.43 ANGLE= -3.3 Page 76 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 -- PAGE NO. 77 *FILE NAME : 2105FDN3. PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 220 6 0.00 0.63 1.70 -3.08 -0.08 0.00 0.00 0.00 TOP : SMAX= 0.72 SHIN= -1.31 TMAX= 1.02 ANGLE= -1.0 BOTT: SMAX= 1.31 SHIN= -0.72 TMAX= 1.02 ANGLE= -1.0 7 0.01 0.63 1.53 -3.06 -0.12 0.00 0.00 0.00 TOP : SMAX= 0.65 SHIN= -1.31 TMAX= 0.98 ANGLE= -1.4 BOTT: SMAX= 1.31 SMIN= -0.65 TMAX= 0.98 ANGLE= -1.4 8 0.00 0.63 1.74 -3.08 -0.08 0.00 0.00 0.00 TOP : SMAX= 0.74 SHIN= -1.31 TMAX= 1.03 ANGLE= -0.9 BOTT: SMAX= 1.31 SMIN= -0.74 TMAX= 1.03 ANGLE= -0.9 9 -0.01 0.63 1.68 -3.08 -0.04 -0.76 0.00 0.02 TOP : SMAX= -0.04 SMIN= -1.31 TMAX= 0.64 ANGLE= 0.1 BOTT: SMAX= 1.32 SHIN= -1.48 TMAX= 1.40 ANGLE= -0.7 221 6 -0.01 0.64 1.38 -3.17 0.01 0.00 0.00 0.00 TOP : SMAX= 0.59 SMIN= -1.35 TMAX= 0.97 ANGLE= 0.1 BOTT: SMAX= 1.35 SMIN= -0.59 TMAX= 0.97 ANGLE= 0.1 7 -0.01 0.64 1.35 -3.16 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.57 SMIN= -1.35 TMAX= 0.96 ANGLE= -0.1 BOTT: SMAX= 1.35 SHIN= -0.57 TMAX= 0.96 ANGLE= -0.1 8 -0.02 0.64 1.41 -3.17 0.01 0.00 0.00 0.00 TOP : SMAX= 0.60 SMIN= -1.35 TMAX= 0.98 ANGLE= 0.2 BOTT: SMAX= 1.35 SHIN= -0.60 TMAX= 0.98 ANGLE= 0.2 9 -0.02 0.64 1.37 -3.17 0.04 -0.68 0.00 0.02 TOP : SMAX= -0.10 SMIN= -1.35 TMAX= 0.63 ANGLE= 1.8 BOTT: SMAX= 1.35 SMIN= -1.27 TMAX= 1.31 ANGLE= -0.1 222 6 0.00 0.65 1.24 -3.19 0.00 0.00 0.00 0.00 TOP : SMAX= 0.53 SMIN= -1.36 TMAX= 0.94 ANGLE= 0.0 BOTT: SMAX= 1.36 SHIN= -0.53 TMAX= 0.94 ANGLE= 0.0 7 0.00 0.65 1.27 -3.18 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.54 SMIN= -1.36 TMAX= 0.95 ANGLE= -0.1 BOTT: SMAX= 1.36 SMIN= -0.54 TMAX= 0.95 ANGLE= -0.1 8 0.00 0.65 1.25 -3.19 0.00 0.00 0.00 0.00 TOP : SMAX= 0.53 SMIN= -1.36 TMAX= 0.95 ANGLE= 0.0 BOTT: SMAX= 1.36 SHIN= -0.53 TMAX= 0.95 ANGLE= 0.0 9 0.00 0.65 1.23 -3.19 0.02 -0.59 0.00 0.02 TOP : SMAX= -0.07 SHIN= -1.36 TMAX= 0.65 ANGLE= 1.4 BOTT: SMAX= 1.36 SHIN= -1.12 TMAX= 1.24 ANGLE= -0.4 Page 77 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU Page 78 -- PAGE NO. 78 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 223 6 0.01 0.64 1.34 -3.16 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.57 SHIN= -1.35 TMAX= 0.96 ANGLE= -0.2 BOTT: SMAX= 1.35 SMIN= -0.57 TMAX= 0.96 ANGLE= -0.2 7 0.01 0.64 1.38 -3.16 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.59 SMIN= -1.35 TMAX= 0.97 ANGLE= -0.2 BOTT: SMAX= 1.35 SMIN= -0.59 TMAX= 0.97 ANGLE= -0.2 8 0.01 0.64 1.34 -3.16 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.57 SMIN= -1.35 TMAX= 0.96 ANGLE= -0.2 BOTT: SMAX= 1.35 SMIN= -0.57 TMAX= 0.96 ANGLE= -0.2 9 0.01 0.64 1.32 -3.17 0.00 - 0.50 0.00 0.03 TOP : SMAX= 0.06 SMIN= -1.35 TMAX= 0.71 ANGLE= 1.0 BOTT: SMAX= 1.35 SMIN= -1.06 TMAX= 1.21 ANGLE= -0.6 224 6 0.00 0.63 1.56 -3.08 0.07 0.00 0.00 0.00 TOP : SMAX= 0.67 SMIN= -1.32 TMAX= 0.99 ANGLE= 0.9 BOTT: SMAX= 1.32 SMIN= -0.67 TMAX= 0.99 ANGLE= 0.9 7 0.00 0.63 1.61 -3.08 0.07 0.00 0.00 0.00 TOP : SMAX= 0.69 SMIN= -1.31 TMAX= 1.00 ANGLE= 0.9 BOTT: SMAX= 1.31 SMIN= -0.69 TMAX= 1.00 ANGLE= 0.9 8 0.00 0.63 1.56 -3.08 0.07 0.00 0.00 0.00 TOP : SMAX= 0.67 SMIN= -1.32 TMAX= 0.99 ANGLE= 0.9 BOTT: SMAX= 1.32 SHIN= -0.67 TMAX= 0.99 ANGLE= 0.9 9 0.00 0.63 1.55 -3.08 0.08 - 0.40 0.00 0.03 TOP : SMAX= 0.26 SMIN= -1.32 TMAX= 0.79 ANGLE= 2.2 BOTT: SMAX= 1.32 SMIN= -1.06 TMAX= 1.19 ANGLE= 0.2 225 6 -0.09 0.60 1.55 -2.92 0.42 1 0.00 0.00 0.00 TOP : SMAX= 0.68 ; •SMIN= -1.26 TMAX= 0.97 ANGLE= 5.3 BOTT: SMAX= 1.26 SMIN= -0.68 TMAX= 0.97 ANGLE= 5.3 7 -0.09 0.60 1.59 -2.92 0.42 0.00 0.00 0.00 TOP : SMAX= 0.69 SMIN= -1.26 TMAX= 0.98 ANGLE= 5.3 BOTT: SMAX= 1.26 SMIN= -0.69 TMAX= 0.98 ANGLE= 5.3 8 -0.09 0.60 1.55 -2.92 0.42 .0.00 0.00 0.00 TOP : SMAX= 0.68 SMIN= -1.26 TMAX= 0.97 ANGLE= 5.3 BOTT: SMAX= 1.26 SMIN= -0.68 TMAX= 0.97 ANGLE= 5.3 9 -0.09 0.60 1.54 -2.92 0.42 - 0.31 0.00 0.03 TOP : SMAX= 0.38 SHIN= -1.27 TMAX= 0.82 ANGLE= 7.2 BOTT: SMAX= 1.26 SHIN= -0.97 TMAX= 1.12 ANGLE= 4.0 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. PREPARED BY C SU -- PAGE NO. 79 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE/WIOTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 226 6 -0.33 0.56 =0.02 -2.73 1.02 0.00 0.00 0.00 TOP : SMAX= 0.14 SMIN= -1.31 TMAX= 0.73 ANGLE= 18.5 BOTT: SMAX= 1.31 SMIN= -0.14 TMAX= 0.73 ANGLE= 18.5 7 -0.33 0.56 0.00 -2.73 1.03 0.00 0.00 0.00 TOP : SMAX= 0.15 SHIN= -1.31 TMAX= 0.73 ANGLE= 18.4 BUTT: SMAX= 1.31 SMIN= -0.15 TMAX= 0.73 ANGLE= 18.4 8 -0.33 0.56 -0.02 -2.73 1.02 0.00 0.00 0.00 TOP : SMAX= 0.14 SHIN= -1.31 TMAX= 0.72 ANGLE= 18.5 BOTT: SMAX= 1.31 SMIN= -0.14 TMAX= 0.72 ANGLE= 18.5 9 -0.33 0.56 -0.03 -2.73 1.03 -0.22 0.00 0.02 TOP : SMAX= -0.04 SMIN= -1.36 TMAX= 0.66 ANGLE= 22.3 BUTT: SMAX= 1.28 SMIN= -0.32 THAX= 0.80 ANGLE= 15.6 227 6 -0.39 0.55 -3.41 -2.73 1.09 0.00 0.00 0.00 TOP : SMAX= -0.82 SHIN= -1.80 TMAX= 0.49 ANGLE= -36.3 BOTT: SMAX= 1.80 SHIN= 0.82 TMAX= 0.49 ANGLE= -36.3 7 -0.39 0.55 -3.39 -2.73 1.09 0.00 0.00 0.00 TOP : SMAX= -0.82 SMIN= -1.79 THAX= 0.49 ANGLE= -36.5 BOTT: SMAX= 1.79 SHIN= 0.82 TMAX= 0.49 ANGLE= -36.5 8 -0.39 0.55 -3.41 -2.73 1.09 0.00 0.00 0.00 TOP : SMAX= -0.82 SMIN= -1.80 TMAX= 0.49 ANGLE= -36.3 BOTT: SMAX= 1.80 SMIN= 0.82 TMAX= 0.49 ANGLE= -36.3 9 -0.39 0.55 -3.41 -2.73 1.09 -0.13 0.00 0.02 TOP : SMAX= -0.84 SHIN= -1.91 TMAX= 0.53 ANGLE= -33.2 BOTT: SMAX= 1.70 SHIN= 0.79 TMAX= 0.45 ANGLE= -39.8 228 6 -0.11 0.55 -5.72 -2.73 0.41 0.00 0.00 0.00 TOP : SMAX= -1.14 SHIN= -2.46 TMAX= 0.66 ANGLE= -7.7 BOTT: SMAX= 2.46 SHIN= 1.14 TMAX= 0.66 ANGLE= -7.7 7 -0.11 0.55 -5.71 -2.73 0.41 0.00 0.00 0.00 TOP : SMAX= -1.14 SHIN= -2.46 TMAX= 0.66 ANGLE= -7.8 BOTT: SMAX= 2.46 SHIN= 1.14 TMAX= 0.66 ANGLE= -7.8 8 -0.11 0.55 -5.72 -2.73 0.41 0.00 0.00 0.00 TOP : SMAX= -1.14 SMIN= -2.46 TMAX= 0.66 ANGLE= -7.7 BUTT: SMAX= 2.46 SMIN= 1.14 TMAX= 0.66 ANGLE= -7.7 9 -0.11 0.55 -5.72 -2.73 0.41 -0.06 0.00 0.02 TOP : SMAX= -1.14 SHIN= -2.53 TMAX= 0.70 ANGLE= -8.2 BOTT: SMAX= 2.40 SHIN= 1.14 TMAX= 0.63 ANGLE= -7.3 Page 79 07/20/1992 07:44 Filename: 2105FON3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU " ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY FX FY FXY Page 80 -- PAGE NO. 80 MXY 229 6 0.07 0.54 -6.00 -2.72 -0.36 0.00 0.00 0.00 TOP : SMAX= -1.14 SMIN= -2.58 TMAX= 0.72 ANGLE= 6.3 BOLT: SMAX= 2.58 SMIN= 1.14 TMAX= 0.72 ANGLE= 6.3 7 0.07 0.55 -5.99 -2.72 -0.36 0.00 0.00 0.00 TOP : SMAX= -1.14 SMIN= -2.57 TMAX= 0.72 ANGLE= 6.3 BUTT: SMAX= 2.57 SHIN= 1.14 TMAX= 0.72 ANGLE= 6.3 8 0.07 0.54 -6.00 -2.72 -0.36 0.00 0.00 0.00 TOP : SMAX= -1.14 SMIN= -2.58 TMAX= 0.72 ANGLE= 6.3 BOTT: SMAX= 2.58 SMIN= 1.14 TMAX= 0.72 ANGLE= 6.3 9 0.07 0.55 -6.00 -2.72 -0.36 0.00 0.00 0.01 TOP : SMAX= -1.15 SMIN= -2.57 TMAX= 0.71 ANGLE= 5.7 BOTT: SMAX= 2.58 SMIN= 1.14 TMAX= 0.72 ANGLE= 6.8 230 6 0.35 0.55 -4.29 -2.71 -1.02 0.00 0.00 0!00 TOP : SMAX= -0.94 SMIN= -2.04 TMAX= 0.55 ANGLE= 26.0 BOTT: SMAX= 2.04 SHIN= 0.94 TMAX= 0.55 ANGLE= 26.0 7 0.35 0.55 -4.29 -2.71 -1.02 0.00 0.00 0.00 TOP : SMAX= -0.94 SMIN= -2.04 TMAX= 0.55 ANGLE= 26.0 BOTT: SMAX= 2.04 SHIN= 0.94 TMAX= 0.55 ANGLE= 26.0 8 0.35 0.55 -4.29 -2.71 -1.02 0.00 0.00 0.00 TOP : SMAX= -0.94 SMIN= -2.04 TMAX= 0.55 ANGLE= 26.0 BOTT: SMAX= 2.04 SMIN= 0.94 TMAX= 0.55 ANGLE= 26.0 9 0.35 0.55 -4.29 -2.71 -1.01 0.04 0.00 0.01 TOP : SMAX= -0.94 SMIN= -2.00 TMAX= 0.53 ANGLE= 26.7 BOTT: SMAX= 2.08 SMIN= 0.95 TMAX= 0.57 ANGLE= 25.3 231 6 0.27 0.55 -1.65 -2.72 -0.93 1 0.00 0.00 0.00 TOP : SMAX= -0.47 ; SMIN= -1.39 TMAX= 0.46 ANGLE= -30.0 BOTT: SMAX= 1.39 SMIN= 0.47 TMAX= 0.46 ANGLE= -30.0 7 0.27 0.55 -1.65 -2.72 -0.93 0.00 0.00 0.00 TOP : SMAX= -0.48 SMIN= -1.39 TMAX= 0.46 ANGLE= -30.0 BOTT: SMAX= 1.39 SMIN= 0.48 TMAX= 0.46 ANGLE= -30.0 8 0.27 0.55 -1.65 -2.72 -0.93 0.00 0.00 0.00 TOP : SMAX= -0.47 SMIN= -1.39 TMAX= 0.46 ANGLE= -30.0 BOTT: SMAX= 1.39 SMIN= 0.47 TMAX= 0.46 ANGLE= -30.0 9 0.27 0.55 -1.65 -2.72 -0.92 0.07 0.00 0.00 TOP : SMAX= -0.43 SMIN= -1.37 TMAX= 0.47 ANGLE= -28.2 BOTT: SMAX= 1.40 SMIN= 0.52 TMAX= 0.44 ANGLE= -31.9 A 4C• 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3, PREPARED BY C SU -- PAGE NO. 81 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 232 6 0.02 0.61 -1.01 -2.96 -0.31 0.00 0.00 0.00 TOP : SMAX= -0.41 SHIN= -1.28 TMAX= 0.43 ANGLE= -8.8 BOIT: SMAX= 1.28 SMIN= 0.41 TMAX= 0.43 ANGLE= -8.8 7 0.02 0.61 -1.02 -2.96 -0.31 0.00 0.00 0.00 TOP : SMAX= -0.41 SMIN= -1.28 TMAX= 0.43 ANGLE= -8.8 BOTT: SMAX= 1.28 SMIN= 0.41 TMAX= 0.43 ANGLE= -8.8 8 0.02 0.61 -1.01 -2.96 -0.31 0.00 0.00 0.00 TOP : SMAX= -0.41 SMIN= -1.28 TMAX= 0.43 ANGLE= -8.8 NTT: SMAX= 1.28 SMIN= 0.41 TMAX= 0.43 ANGLE= -8.8 9 0.02 0.61 -1.02 -2.96 -0.31 0.07 0.01 0.00 TOP : SMAX= -0.35 SHIN= -1.27 TMAX= 0.46 ANGLE= -8.2 BOTT: SMAX= 1.29 SMIN= 0.48 TMAX= 0.41 ANGLE= -9.4 233 6 -0.05 0.66 -2.38 -3.34 -0.57 0.00 0.00 0.00 TOP : SMAX= -0.90 SMIN= -1.54 TMAX= 0.32 ANGLE= -24.8 BOTT: SMAX= 1.54 SMIN= 0.90 TMAX= 0.32 ANGLE= -24.8 7 -0.05 0.66 -2.38 -3.34 -0.57 0.00 0.00 0.00 TOP : SMAX= -0.90 SMIN= -1.54 TMAX= 0.32 ANGLE= -24.9 BOTT: SMAX= 1.54 SMIN= 0.90 TMAX= 0.32 ANGLE= -24.9 8 -0.05 0.66 -2.38 -3.34 -0.57 0.00 0.00 0.00 TOP : SMAX= -0.90 SHIN= -1.54 TMAX= 0.32 ANGLE= -24.8 BOTT: SMAX= 1.54 SMIN= 0.90 TMAX= 0.32 ANGLE= -24.8 9 -0.05 0.66 -2.38 -3.34 -0.57 0.04 -0.01 -0.04 TOP : SMAX= -0.84 SMIN= -1.56 TMAX= 0.36 ANGLE= -25.3 BOTT: SMAX= 1.51 SMIN= 0.97 TMAX= 0.27 ANGLE= -24.2 234 6 0.41 0.59 -1.30 -2.59 -0.73 0.00 0.00 0.00 TOP : SMAX= -0.41 SMIN= -1.24 TMAX= 0.42 ANGLE= -24.2 BOTT: SMAX= 1.24 SHIN= 0.41 TMAX= 0.42 ANGLE= -24.2 7 0.41 0.59 -1.30 -2.59 -0.73 0.00 0.00 0.00 TOP : SMAX= -0.41 SHIN= -1.24 TMAX= 0.42 ANGLE= -24.2 BOTT: SMAX= 1.24 SMIN= 0.41 TMAX= 0.42 ANGLE= -24.2 8 0.41 0.59 -1.30 -2.59 -0.73 0.00 0.00. 0.00 TOP : SMAX= -0.41 SHIN= -1.24 TMAX= 0.42 ANGLE= -24.2 BOTT: SMAX= 1.24 SHIN= 0.41 TMAX= 0.42 ANGLE= -24.2 9 0.41 0.59 -1.30 -2.59 -0.73 -0.05 0.00 0.06 TOP : SMAX= -0.50 SHIN= -1.21 TMAX= 0.36 ANGLE= -22.2 BOTT: SMAX= 1.28 SHIN= 0.33 TMAX= 0.48 ANGLE= -25.7 Page 81 07/20/1992 07:44 Filename: 2105FDN3.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 *FILE NAME : 2105FDN3. 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FINISH * * * *** * * * * * * * ** END OF STAAD -III ** * * ** * * * * * * *** * * **** DATE= JUL 20,1992 TIME= 7:44: 1 * *** ** * FOR QUESTIONS ON STAAD- III /ISDS CONTACT: * * RESEARCH ENGINEERS, INC AT (6091 983 -5050 TELEX: 4994385 FAX: 609 983 -3825 Page 82 -- PAGE HO. 82 Sa / Z.? 3. /=._� ✓��._��. PROJECT /j!/�� Z/- ys' �c��N/7 /�T /or✓ JOB NO. .DC-? FIG. BY C • -s CHECKED BY ) DATE , 7- i 3 - f 2 , SHEET 3 .p _�.GMP ✓ TC/z Z/0 r fon/i� .y.7cfL_CGT✓ or/ G zFlaCH._./a'/Cs -/ v/2 /3 ,)L F/2c,/Li 7,- ,E._Y✓E /4 f-✓P o / 4: T/2/3 VC- e G / et ,0/2 ._,S/ -//6 C IN./0 T C - r X C CE O v v,, Z / •J C H. . bCF /NC 72/7V6"- LG /•+-/C 47/1/ C X.23771 REV. 6/90 0 r. BE&C ENGINEERS r .., � ••■■ vF Fo ✓e./.o /T /Ji-' P.O. Box 3707 Seattle, Washington 98124-2207 Mail Stop: Ol9T /vni 07/20/1992 06:56 Filename: 2105FDNA.ANL ********** * * * * * * * * * * * * * * * * * * * * * *** * * * * * ** * * * * STAAD -III REVISION 12.Ib(VERSION 12 LEVEL 1) * PROPRIETARY PROGRAM OF RESEARCH ENGINEERS,INC. * DATE= JUL 20. 1992 * TIME 6:48:44 * * * * * * * * ******* * * * * * * * * * * * * * * * * * * * * * * ** * * * * * ** 1. STAAD SPACE BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 2. *FILE NAME : 2105FDNA. PREPARED BY C SU 3. UNIT FEET KIPS 4. JOINT COORDINATES 5. 1 O. 0. 2.625 6. 2 1.82 0. 2.625 39 188.82 0. 2.625 7. 40 190.64 0. 2.625 : 41 0. 0. 9.625 8. 42 1.82 O. 9.625 79 188.82 0. 9.625 9. 80 190.64 0. 9.625 : 81 0. 0. 16.625 10. 82 1.82 0. 16.625 119 188.82 0. 16.625 11. 120 190.64 0. 16.625: 121 0. 0. 7.167 12. 122 1.82 0. 7.167 159 188.82 0. 7.167 13. 160 190.64 0. 7.167 ; 161 0. O. 12.083 14. 162 1.82 0. 12.083 199 188.82 O. 12.083 15. 200 190.64 0. 12.083 ; 201 0. O. 0. 16. 202 1.82 0. 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FINISH * * * * * * * * * * * * * ** END OF STAAD -III * * * * * * * * *** * * ** * * * * ** DATE= JUL 20.1992 TIME 6:56:52 * * **** ********************************* *** * * * * * * * * * * ** * * * * * * * * * * ** * * ** * FOR QUESTIONS ON STAAD- III /ISDS CONTACT: * N * RESEARCH ENGINEERS. INC AT (6091 983 -5050 * * TELEX: 4994385 FAX: 609 983 -3825 * ts. ******** * * * * * * ** ** * * * * * * * * * * ** * * * * * ** ** * ** ** ** * * * * * * ** * * * * * * ** : ■ PROJECT / " C 7 - 4 A , -"/E , /" 9 / 0 I - 1 JOB NO. P...C.Z -7- 72 PI? - 7 0 0 FIG. BY C 5Ci CHECKED BY 0144 --d DATE 7 - SHEET 7/ _7:_c)_z_z-7_ / �.C c) 1: TH vaie _z c/ r a e T a, . '2/c . X.23771 REV. 5/90 y ce Mail Stop: 4.0 BE&C ENCIINEERS o 4 / P.O. Box 3707 Seattle, Washington 98124-2207 Ct- 07/20/1992 06:32 Filename: 2105FDNB.ANL ** * *** *** ***** * *** ******** *tit ** ** * ** * * *** * * ***** ** * * * * * * * * * * * * ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STAAD- III REVISION 12.1b(VERSION 12 LEVEL 1) PROPRIETARY PROGRAM OF RESEARCH ENGINEERS. INC. DATE= JUL 20. 1992 TIME 6:24:52 1. STAAD SPACE BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 1 2 & 3 2. *FILE NAME : 2105FDNB. PREPARED BY C SU 3. UNIT FEET KIPS 4. JOINT COORDINATES 5. 1 0. 0. 2.625 6. 2 1.82 0. 2.625 39 188.82 0. 2.625 7. 40 190.64 0. 2.625 : 41 0. 0. 9.625 8. 42 1.82 0. 9.625 79 188.82 0. 9.625 9. 80 190.64 0. 9.625: 81 0. 0. 16.625 10. 82 1.82 0. 16.625 119 188.82 0. 16.625 11. 120 190.64 0. 16.625 : 121 0. 0. 7.167 12. 122 1.82 0. 7.167 159 188.82 0. 7.167 13. 160 190.64 O. 7.167 : 161 0. 0. 12.083 14. 162 1.82 0. 12.083 199 188.82 0. 12.083 15. 200 190.64 0. 12.083 : 201 0. 0. 0. 16. 202 1.82 0. O. 239 188.82 0. 0. 17. 240 190.64 O. 0. : 241 0. 0. 19.25 18. 242 1.82 0. 19.25 279 188.82 0. 19.25 19. 280 190.64 0. 19.25 20. 301 36.82 0. -1.82 303 46.82 0. -1.82 21. MEMBER INCIDENCE 22. 251 121 122 289 23. 290 161 162 328 24. ELEMENT INCIDENCE 25. 1 1 2 122 121 TO 39 26.40 121 122 42 41 TO 78 27. 79 41 42 162 161 TO 117 28. 118 161 162 82 81 TO 156 29. 157 201 202 2 1 TO 195 30. 196 81 82 242 241 TO 234 31. 235 301 302 210 209 TO 236 32. UNIT INCH 33. MEMBER PROPERTIES 34. 251 TO 328 PRI IY 4752. IZ 35937. YD 33. YZ 12. 35. ELEMENT PROPERTIES 36. 1 TO 39 TH 45. 37. 40 TO 78 TH 78. 38. 79 TO 117 TH 78. 39. 118 TO 156 TH 45. 40. 157 TO 195 TH 45. 41. 196 TO 234 TM 45. 42. 235 236 TH 45. 43. CONSTANTS 44. E 3605. ALL 45. SUPPORT 46. 2 TO 39 FIXED BUT MX MY HZ KFY 2184. KFX 83.3 KFZ 83.3 47. 42 TO 79 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 48. 82 TO 119 FIXED BUT MX HY MZ KFY 2184. 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FINISH * * * * * * * * * * * * * ** END OF STAAD -III * * * * * * * * * * * * * ** * * * * ** DATE= JUL 20,1992 TIME= 6:32:43 * * * * ** * FOR QUESTIONS ON STAAD- III /ISDS CONTACT: * RESEARCH ENGINEERS. INC AT 609 983 -5050 * TELEX: 4994385 FAX: 609 983 -3825 * ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** * * * * * * * * * * * * * * * * * * ** PROJECT P1 n - r ro 0"/ 12/3 r v JOB NO. PC/ - r- ?2' ?f 2 FIG. BY C • JC2 CHECKED BY ieV DATE 7 - -1 SHEET C / OF r / 7IL PP ‘ z, i6/6 r 6 7 - ,..._7Vc.- et / 0/21 e z vsr xHr c4) - C.r? _ X-23771 REV. 5/90 BE&C ENGINEERS c i X T c4 2 , • F.O. Box 3707 Seattle, Washington 98124.2207 Mail Stop: c/2-e cce re: „.7 /,-/ 77._o pe.3 Cc/L/6,/T, /L1e/ _// a 4.7 F f p� ry , k 1 .7 0 /JP C'/'-/ T 17L) o 6 v_"/ F r/z. e /F C/-1 io/30 C/-'E les/ca p of/77,,,./ . c.,r_z . 0' / 30 60 1 0,,Jirive . c- Cr/ e 0/909 7G 779 Z A C,"") 0 I Fre e "I *". r//24 41 Ciel ) / 9 e 1 JP1.1, C/4) garPC/2CA/Ce- --, / 0,0/ 77 0, 0, r.s' ..r/./r c / 7 ,7..) ..47 et.? Z .701. 21 3 e>,00.‘" c,,,vo/Ga c),. J 2 xv-Ir c / •-•1 r 2? a ,c..,Z swr c / 7 ,..7. 82 . . . 2c)/347 - ror.9 L4=4 C I •V) 0//LE71 r i /B e 4=1 C/00 /9tec)1/1/ •=1 C/ R 6 r 6: AG' "I CC- G c 0, c›. ..r.e./ r c a 7 24 BE&C ea F.) 0/3 7/ of-L__ ENGINEERS P.O. Box 3707 Seattle, Washington 98124.2207 Mail Stop: PROJECT R412e- z/-c).1 ge)t...Wafar/org jog No FIG. BY C CHECKED BY P DATE 7_i - ? SHEET C OF D / /9 cc A-7) .4 T -T,J/L) C /k4.9.e, 0 Dirk perA"zccrior- ,' / c) ..r FP" *237.761v/.5/90 op e 5 0 / / 5' c e; ) ,P 6/e/ ist p 2./cC P /•/0 / h7 0 8 0 0 tc .3 Q - yds 7 r/en 2/ " .2/ /-)/.9 2 2/ /f( c" £(fri/ r`/•/ / IL 92/ J IP I 2 7 e L&) LP 0 • • L'L 72 .1 -2 , 2/ 2.7 II-is .1 2 / ei:.z•2 C / • /27 /.$) ? /33 / / 3f ia3 "4 c3 3c //7 �4 ', '- .— 1 7 0 sz .6 � et- ` Z 0 0 sl ' 73 e 0 s4 zd 0 o / ° j r3 i7 a s s zS cG "' „a .. 0 G7 , i /i S. ./ G 0 a '.viz ' O 0 S � //z 77 Qo + "_ /, z Q � /� ' _ i�t /t i, I �� i4 CP 0 �� .5" 0 � �- o s/ B / . Sa ^ 7d /` ® s? e rY ---\. p � e r" `S 7 , Q . 34 0 G 4 v 4 no 0 ,The GS r ,/y 0 0 � cL R. ® Nee 0 r� ,f 7 G 7 lei @ ^ cD z 0 1 0 G P )3 P rS 0 ® { ^ 7° 4 a it¢ 7/ izs 0 0 , d/ 6 c v /'' t 0 yd 2 ^ 43 0 et �-.Q4t „@ 0 V t i 74 /27 /.$) ? /33 / / 3f ia3 "4 c3 3c //7 BF &C P.O. Box 3707 .,J /? 46 d Pvvn/_ 2%_T_._ /. :/-. ENGINEERS Seattle, Washington 98124-2207 Mail Stop: PROJECT /_? I ' / - OS P / c /3T / on/ JOB NO /7 CA _ _ r 24,3? — 72 '' 8 FIG. BY C „I' C.9 CHECKED BY '/ A" DATE 7- I C - r2 SHEETS OF X -23771 REV. 5/90 76 77 C.) aC ¢7 C) (-) 9 Cj ee - ■ �. / 7 1 P t • ti • St Mail Stop: PROJECT S 0 a 2 /-- c7s FJun/(J / 7 /vh/ JOB No pc/=J .- p.- f 2 p.$ rz c_ FIG, BY C , 1 CHECKED BY /"� DATE 7 — / C- r , SHEET C.OF 1 BE&C J v /a. _All 4 F ._e, "/ /» T v_.ct ENGINEERS X.23771 REV. 5/90 e 7 e� ■ 0 /4 s se �p , f 7 ca a� 4z 73 7d /I 9/ /f / 7 , act 7S. 4s P.O. Box 3707 Seattle, Washings. . 98124.2207 pZ BE&C P.O. Box 3707 •J c.2 /? 41 4 F c,-)"/1)/7" 01'4 ENGINEERS Seattle, Washington 98124.2207 Mail Stop: PROJECT /? C f 6 2/- J f F '.) N JOB NO 'CA - 9- r 2 4 — T2,7 3 c) FIG. BY C , s V CHECKED BY E DATE 7 _ / C - 7 SHEET OF X.23771 REV. 5/90 6 V � i -4J LIJ t) Joe 14 PROJECT 13 44 7/- //r1 JOB NO DC/ _ 7— 12.0 - 72.Dc.5.) FIG. BY C, s—c_, CHECKED BY Mkt/ DATE 7- - 7 Z SHEET,L7 OF / ' I X.23771 REV. 5/90 I it I • a- - - z 0,4kre • I L ' 7( fd 1 ZeZ.S 14 4 / Po. C... 7/Z / ) C re3 T C BE&C ENGINEERS c7 CF if P.O. Box 3707 Seattle, Washington 98124-2207 Mail Sp: ,rte / 4 F c) u n/ 0 /;) 77 / BE &C ENGINEERS P.O. Box 3707 Seattle, Washington 96124.2207 Mail Stop: PROJECT 2? // 7/- 'r rvun r- '/v/'s/ JOB NO. DC S ?cij — p2J e .� FIG. BY C • f 0 CHECKED BY i ,eh" - " • DATE 7 - / s ' T 2 SHEET CO OF .._ _./.°._f_4_G...fyci/2 /0. /G ..._. Co_" r_T./- v.i.T ....... f ...__G /3 .!P/Z /d•/ e 09,/1T/2r/T.. roe of P E X, _ G rJ,TC /Z v C 0/Jp4 /a._cC■-/Er4r 7 C)P /CG X.23771 REV. 5/90 sp2/u.J Ct.)/V riw.I ,viz P / / c =iL/ J /< . = .— c /J G1 G tn = s' �7 . ..?,e) .= 3. 4 • C z f7/(C .../ = 254, 5 /.• 3.7 —,i c =$ .s F r 2 J "4, J Y 3, G of rr J K/ .. / .. 2 /C CJ r E— s r= L /CTI Jr-/ Fad C F f= cR C..n/fO/2iJ /3 r/ VC PC f /y n/ r�••/�/2c .1*() e 61i P /tc- rc66.- A i N „10/ ?_. - ..4 .FO vr/o /97 /01J L c ecMCN r C 0/3 o 1 G L — C ci—/ ceieT S7 T 7/ TJ I c _7” /ea c)/9 Pi X.23771 REV. 6/60 We / �i/T._@ BE&C ENGINEERS PROJECT /3 2 /— dJA'J�/c/!? / .3T /4.);V JOB NO ¢C /9- / - r'v?l - fl 8J FIG. BY - C fLJ CHECKED BY 4 " DATE 7 - / C - f 2 SHEET OF._ c c rz c r e' p./6. G 4 , G8 r.' 7 v 7 8, 82 ro a4 _.C c' N.GRGTC. swat L . .can e/ O „ v, /J = c� ZS / <JF 2 A Aar z e zs T /J "-/ c - -zcH ' N Pace ✓�/zc' , .r4 . z.r 73cris/ci > .k g O //jcc7 e\/ 'F — Axis' CcaNC/z cTC kw /3e ( we /4 'r 0 /fi C� .r .7 s" -r. 0. / -=---- ....v, 7 h/ T / . / J' 3 / , a J" > ' . _ , . = O , 8 7 - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . j ... T- O. /.. .2.., ! , TJ 38 d. 4 3 ,FY = 0.62 ¢. C7 4. cc G f '`// P.O. Box 3707 Seattle, Washington 98124-2207 Mail Sto : 1 -70/? + Fvc.)^fonr /�4 PROJECT _____________ _ ________ vJ JOB NO - 9— 924.s'..?— 9 2 J 6 c7 FIG. BY _ C S U CHECKED BY . DATE 7 —/ G — 9 2 SHEET C. ./ "OF _v/3 0 2 Y✓c: / 4 et- T J F c 2/9,16- d, Zv /.c, /prZ , 4 — / .T. ./ G T 27, 30 T. �._! _ /..._.�✓'..G / __8�"i, f �:p 9/ _Z._ _D._ v6 / f- / _C <d Cf-/ t •✓ C X.23771 REV. 5 /90 BE&C ENGINEERS /'"12 I,/ - 2c2 d, d,.r o, ¢/s. .zC...r -.-v S j ✓ / r .N a «7 /L•./ 6-A-4 6.2 i`/ ti-'/3 5/Z. c c / - 7 / ' ' F L /7 b P.O. Box 3707 Seattle, Washinaton 98124.2207 • Mail Stop: C l FoL PROJECT B.v1 F 0 1 -. , NrJri7/c , A 1 JOB NO. Or/g — r?‘-' — 7Z ° FIG. BY Ci CHECKED BY 644 DATE 7- a - 7,2 SHEETC OF , /9 1, C/3f? -1" — / C F /2 Ce • X-23771 REV. 5/90 ,r cF 7//c F ofic c2 ?c = 0, 7 J' ? E'f Cp Wf - / = , / c) / S •' J BEIAC P.O. Box 3707 ENGINEERS Seattle, Washington 98124•2207 Mail Stop: bc -/- 4 /-/ r F /L//.9 ci-// 4C.= i 1 2 . 7 P T • F ,AL ?.! d. c, r r F 'f/'.. 2 6/9 Cr/ c, Ju / a r G. 3 s' -z ,r er,f/) ti C4 1 e . c C - 7 . bi c,-/i 6: BE&C P.O. Box 3707 __ j �/3 ' 4 ' c N / /J r / /V ENGINEERS Seattle, Washington 98124.2207 Mail Stop: PROJECT ' (7 2 / -cJ" Fot.)n/Q /9 / Jr-/ JOB NO, — 7- 716 - yz _8a FIG. BY < < -fU CHECKED BY 16 DATE 7- / C ' SHEET 0 ' 2 0F _._ f G /_ f /y LC .. F v /7 cC -... _ DJ C T � f 6? J n// r / Fe ._- ?J X /, J 1' c", J in/p _— J , 2 2,S" Cvn/C. / T / 6 , ? /, a F 1 = © 2 .5 2 ' / 2. 7 2 "e s 2 F? = v Z.2X. X / 2, 2 2 X (/. c9 2 ,! �� -= G Gc ZC .. _._. . FE 9 . ?? Jr'. /2.2Z. .' J _ /t, ) / k /i/t --/ /e FJ /2 co c0e/C•J?G' re N/i? CC c on/c/ZG7 rve /c -/r ,j -)/'/r /. /J d/, 4.1 ,.?, ,>/ .r ..Z, /a, 3 . / r 3 r.7 /. , $ T� 4 1 :. X.23771 REV. 6/90 v✓c / c, H r IA/ = C /,82YC,72-/ / y, 2J" _ /z 7 Z /c7 Fe = 0, 2 a r4'2,145X /.a = D 46u ` I j 11 - z / PROJECT R //) G , 2/—e›.1"" / c. cJ///)/fT/ cD r! FIG. BY C 1 f U CHECKED BY DATE 7- - r SHEET OF .__ J "/ c2 T r v t■/ ,c / X.23771 REV. 6/90 <Gti 1 c,v P /9s = BE &C ENGINEERS Jr .r 0, 4 4 7' 7 C /` y = 4./g Z Z x z, ,!' = 2 J SB — r cg, v0J 0°.1/ Mr�r — /, � a .� J 6 0 . &S. f v , c r.r 4 z 9, --• c„) . 7 p _ /9tr i C - z ) 4(- 2 z s P.O. Box 3707 Seattle, Washington 98124.2207 Mai� Step: JOB NO 7 c' /3 -Y- 7 ?.5,1)- f 2 Jc ) -- / /X1 - %_ -.., _ - ..•a • / -_. .a. 7.s" f o / s" 7. 7.1 . ._ //, Z 2 K w,oc_ . K —/ z ' /4• r.,-/rcjo ✓ 0 /3 A f'., c.,,4 0 r,) 7- / ri X.23771 REV. 5/90 /7 s = /Ya I.), a'1' .V ¢ ., , Z. -- r? cc,/ %a /9 Allow / .1 c) G C 9.) C/-tic= c / t _ �Cti -!/°, G / •�.l r C' BE&C . P.O. Box 3707 ENGINEERS PROJECT Se 0 2/^ (9 -11. 7 /vrJ , JOB NO DCA -7 -9 ? 3 _ P 2 c��`� FIG. BY C , �L CHECKED BY DATE 7- ?J -7? SHEETC /. OF __ 76- /?6-/ / zcwa/9.r= c7, J/ e x G7X 27,1 — j. 1 _6 , •J 2 X , 44 4- G 4 � G� = ct, f7 <•,/ 3..5 C , vt k -� = � v, 3.2 7 7 s.. 5 ....__= . , s"z A ice,., y / /..5,3? 4 C. r 4) 71 �� (.r, 2 G) . z4.7 0,7 / 0,G Ai GoCe‘ 0 - - _ ,) / ,2 ) z4,7 Mail Sto : Seattle, Washington 98124.2207 .. /c J / 0 c- )._..' w. S = 2 Xc.D, G c) = / s 2 ) Y92 C JJ/? 4 , )J, rO/�T/ c?l BE &C ENGINEERS P.Q. Box 3707 Seattle, Washington 98124 -2207 Mail Stop: PROJECT RIO , v.S" ic ., 0"/P/D ri 0/..1 JOB NO. b c ,9 - 7- 72 " 3 .? - T 7 9 c FIG. BY C -ru CHECKED BY aVIA/ DATE 7- e a - ? SHEETa? OF .-. /(c- DCr s L 2/ or ,F' a ev 4 C sH rc / 4- c / G A-1/4/. V4 /c.: /) C_�. /cc_./tc�cT /��/ X-23771 REV. 6/90 ,� v i .vT J7 = 2 7 • v / I .�, J — Z. J a " rHTc i4 07/29/1992 07:23 Filename: 2105FDA4.ANL * * * STAAD -III * * REVISION 12.1b(VERSION 12 LEVEL 1) * * PROPRIETARY PROGRAM OF * * RESEARCH ENGINEERS,INC. * * DATE= JUL 29, 1992 * * TIME= 7:17:27 * * * 1. STADD SPACE BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 2. *FILE NAME : 2105FDA4 ; PREPARED BY C SU 3. UNIT FEET KIPS 4. JOINT COORDINATES 5. 1 0. 0. 2.625 6. 2 2.208 0. 2.625 14 58.208 0. 2.625 7. 15 60.417 0. 2.625 • 16 0. 0. 9.625 8. 17 2.208 0. 9.625 29 58.208 0. 9.625 9. 30 60.417 0. 9.625 ; 31 0. 0. 16.625 10. 32 2.208 0. 16.625 44 58.208 0. 16.625 11. 45 60.417 0. 16.625 : 46 0. 0. 7.167 12. 47 2.208 0. 7.167 59 58.208 0. 7.167 13. 60 60.417 0. 7.167 : 61 0. 0. 12.083 14. 62 2.208 0. 12.083 74 58.208 0. 12.083 15. 75 60.417 0. 12.083 ; 76 0. 0. 0. 16. 77 2.208 0. 0. 89 58.208 0. 0. 17. 90 60.417 0. 0. : 91 O. 0. 19.25 18. 92 2.208 O. 19.25 104 58.208 0. 19.25 19. 105 60.417 0. 19.25 20. 106 0. 0. 6.125 ; 107 2.208 0. 6.125 21. 108 6.878 O. 6.125 ; 109 0. 0. 13.125 22. 110 2.208 O. 13.125 : 111 6.878 0. 13.125 23. 112 53.538 O. 6.125 ; 113 58.208 0. 6.125 24. 114 60.417 0. 6.125 : 115 53.538 0. 13.125 25. 116 58.208 0. 13.125 ; 117 60.417 0. 13.125 26. 121 48.868 0. -1.82 123 58.208 0. -1.82 27. 124 60.417 0. -1.82 28. 125 0. 0. -1.82 : 126 2.208 0. -1.82 135 44.198 0. -1.8 29. MEMBER INCIDENCE 30. 101 46 47 114 31. 115 61 62 128 32. ELEMENT INCIDENCE 33. 1 1 106 107 2: 2 2 107 108 3 34. 3348494T012 35. 13 13 112 113 14 ; 14 14 113 114 15 36. 15 46 16 17 47 TO 28 37. 29 16 61 62 17 TO 42 38. 43 109 31 32 110 : 44 110 32 33 111 39. 45 63 33 34 64 TO 54 40. 55 115 43 44 116 : 56 116 44 45 117 41. 57 76 1 2 77 TO 70 42. 71 31 91 92 32 TO 84 43. 85 106 46 47 107 ; 86 107 47 48 108 44. 87 61 109 110 62 : 88 62 110 111 63 45. 89 112 58 59 113 : 90 113 59 60 114 46. 91 73 115 116 74 ; 92 74 116 117 75 47. 93 121 87 88 122 TO 95 48. 131 125 76 77 126 TO 140 ; 141 135 86 87 121 PAGE NO. 1 Page 1 07/29/1992 07:23 Filename: 2105FDA4.ANL Page 2 BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. *FILE NAME : 2105FDA4 ; PREPARED BY C SU 49. 50. 51. 52. 53. 54. 55. 56. 57. 58. 59. 60. 61. 62. 63. 64. 65. 66. 67. 68. 69. 70. 71. 72. 73. 74. 75. 76. 77. UNIT INCH MEMBER PROPERTIES 101 TO 128 PRI IY 3168. ELEMENT PROPERTIES 1 TO 14 TH 45. 15 TO 28 TH 67. 29 TO 42 TH 67. 43 TO 56 TH 45. 57 TO 70 TH 45. 71 TO 84 TH 45. 85 TO 92 TN 45. 93 TO 95 TH 45. 131 TO 141 TH 45. CONSTANTS E 3605. ALL DEN CONCRETE ALL SUPPORT 2 TO 14 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 17 TO 29 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 32 TO 44 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 107 108 112 113 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 110 111 115 116 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ UNIT FEET DEFINE MOVING LOAD TYPE 1 LOAD 14. 14. DIS 9.17 LOAD GENERATION 7 TYPE 1 4.82 0. 7.167 XINC 5. TYPE 1 4.82 0. 12.083 XINC 5. PERFORM ANALYSIS IZ 10648. YD PROBLEM STATISTICS ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ CALCULATING ELEMENT FORCES'. 78. PRINT JOINT DISPLACEMENT 4 -- PAGE NO. 2 22. 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0.00100 0.00000 0.00000 0.00000 - 0.00001 133 1 0.00000 - 0.00002 0.00000 0.00000 0.00000 0.00000 2 0.00000 - 0.00025 0.00000 0.00000 0.00000 0.00000 3 0.00000 - 0.00056 0.00000 0.00000 0.00000 0.00001 4 0.00000 - 0.00091 0.00000 0.00000 0.00000 0.00001 5 0.00000 - 0.00122 0.00000 0.00000 0.00000 0.00000 6 0.00000 - 0.00136 0.00000 0.00000 0.00000 0.00000 7 0.00000 - 0.00126 0.00000 0.00000 0.00000 0.00000 134 1 0.00000 0.00005 0.00000 0.00000 0.00000 0.00000 2 0.00000 - 0.00008 0.00000 0.00000 0.00000 0.00000 Page 21 07/29/1992 07:23 Filename: 2105FDA4.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 PAGE NO. 22 *FILE NAME : 2105FDA4 : PREPARED BY C SU JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 3 0.00000 - 0.00028 0.00000 0.00000 0.00000 0.00000 4 0.00000 - 0.00058 0.00000 0.00000 0.00000 0.00001 5 0.00000 - 0.00094 0.00000 0.00000 0.00000 0.00001 6 0.00000 - 0.00124 0.00000 0.00000 0.00000 0.00000 7 0.00000 - 0.00136 0.00000 0.00000 0.00000 0.00000 135 1 0.00000 0.00007 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00002 0.00000 0.00000 0.00000 0.00000 3 0.00000 - 0.00009 0.00000 0.00000 0.00000 0.00000 4 0.00000 - 0.00030 0.00000 0.00000 0.00000 0.00000 5 0.00000 - 0.00061 0.00000 0.00000 0.00000 0.00001 6 0.00000 - 0.00096 0.00000 0.00000 0.00000 0.00001 7 0.00000 - 0.00123 0.00000 0.00000 0.00000 0.00000 * ***** *** * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 79. FINISH * * * * * * * * * * * * * ** END OF STAAD - III ** * * * * * * * * * * * ** * * * * ** DATE= JUL 29.1992 TIME= 7:23:55 * * * * ** * ** *******, ter*** *** ** ** * ** * ** * *,e *,t **, *** ***** **** **** ** *** * *** * ** * FOR QUESTIONS ON STAAD- III /ISDS CONTACT: * * RESEARCH ENGINEERS, INC AT (6091 983 -5050 * TELEX: 4994385 FAX: 609 983 -3825 ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** * * * * * * * * * * * * * * * * * * ** Page 22 07/29/1992 07:54 Filename: 2105FDN4.ANL * * * S T A A D- III * * REVISION 12.1b(VERSION 12 LEVEL 1) * * PROPRIETARY PROGRAM OF * * RESEARCH ENGINEERS.INC. * * DATE= JUL 29. 1992 - * * TIME= 7 :48: 9 * * * ******************* *** * * * * * * * * * * * * * * * * * * *** * * * * * ** 1. STADD SPACE BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 2. *FILE NAME : 2105FDN4 ; PREPARED BY C SU 3. UNIT FEET KIPS 4. JOINT COORDINATES 5. 1 0. 0. 2.625 6. 2 2.208 0. 2.625 14 58.208 O. 2.625 7. 15 60.417 0. 2.625 : 16 0. 0. 9.625 8. 17 2.208 0. 9.625 29 58.208 0. 9.625 9. 30 60.417 0. 9.625 ; 31 0. 0. 16.625 10. 32 2.208 0. 16.625 44 58.208 O. 16.625 11. 45 60.417 0. 16.625 : 46 0. 0. 7.167 12. 47 2.208 O. 7.167 59 58.208 0. 7.167 13. 60 60.417 0. 7.167 • 61 0. 0. 12.083 14. 62 2.208 O. 12.083 74 58.208 0. 12.083 15. 75 60.417 0. 12.083 ; 76 0. 0. O. 16. 77 2.208 0. 0. 89 58.208 0. 0. 17. 90 60.417 O. O. ; 91 0. 0. 19.25 18. 92 2.208 0. 19.25 104 58.208 O. 19.25 19. 105 60.417 O. 19.25 20. 106 0. O. 6.125 : 107 2.208 0. 6.125 21. 108 6.878 0. 6.125: 109 O. 0. 13.125 22. 110 2.208 0. 13.125 ; 111 6.878 0. 13.125 23. 112 53.538 0. 6.125: 113 58.208 0. 6.125 24. 114 60.417 0. 6.125 ; 115 53.538 0. 13.125 25. 116 58.208 0. 13.125 ; 117 60.417 0. 13.125 26. 121 48.868 0. -1.82 123 58.208 0. -1.82 27. 124 60.417 0. -1.82 28. 125 0. 0. -1.82 ; 126 2.208 0. -1.82 135 44.198 0. -1.82 29. MEMBER INCIDENCE 30. 101 46 47 114 31. 115 61 62 128 32. ELEMENT INCIDENCE 33. 1 1 106 107 2; 2 2 107 108 3 34. 3 3 48 49 4 TO 12 35. 13 13 112 113 14 ; 14 14 113 114 15 36. 15 46 16 17 47 TO 28 37. 29 16 61 62 17 TO 42 38. 43 109 31 32 110 ; 44 110 32 33 111 39. 45 63 33 34 64 TO 54 40. 55 115 43 44 116 : 56 116 44 45 117 41. 57 76 1 2 77 TO 70 42. 71 31 91 92 32 TO 84 43. 85 106 46 47 107 ; 86 107 47 48 108 44. 87 61 109 110 62 ; 88 62 110 111 63 45. 89 112 58 59 113 ; 90 113 59 60 114 46. 91 73 115 116 74 ; 92 74 116 117 75 47. 93 121 87 88 122 TO 95 48. 131 125 76 77 126 TO 140 ; 141 135 86 87 121 Page 1 PAGE NO. 1 (*) #48 74) e24- 07/29/1992 07:54 Filename: 2105FDN4.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN4 : PREPARED BY C SU 49. UNIT INCH 50. MEMBER PROPERTIES 51. 101 TO 128 PRI IY 3168. IZ 10648. YD 22. YZ 12. 52. ELEMENT PROPERTIES 53. 1 TO 14 TH 45. 54. 15 TO 28 TH 67. 55. 29 TO 42 TH 67. 56. 43 TO 56 TH 45. 57. 57 TO 70 TH 45. 58. 71 TO 84 TH 45. 59. 85 TO 92 TH 45. 60. 93 TO 95 TH 45. 61. 131 TO 141 TH 45. 62. CONSTANTS 63. E 3605. ALL 64. DEN CONCRETE ALL 65. SUPPORT 66. 2 TO 14 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 67. 17 TO 29 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 68. 32 TO 44 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 69. 107 108 112 113 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 70. 110 111 115 116 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 71. UNIT FEET 72. LOAD 1 CONCRETE WEIGHT + STEEL BEAMS 73. SELFWEIGHT 74. ELEMENT LOAD 75. 57 TO 64 68 TO 70 PR - 0.5625 76. 71 TO 78 82 TO 84 PR - 0.5625 77. 93 TO 95 131 TO 141 PR - 0.5625 78. 67 81 PR -0.28 79. JOINT LOAD 80. 1 15 31 45 FY -0.96 81. 2 14 32 44 FY -2.99 82. 3 TO 8 12 13 FY -4.06 83. 33 TO 38 42 43 FY -4.06 84. 9 39 FY -2.173 85. 46 60 61 75 FY -1.849 86. 16 30 FY -1.291 87. 84 99 FY -1.094 88. 85 86 100 101 FY -2.188 89. 18 TO 28 FY -0.335 90. MEMBER LOAD 91. 102 113 116 127 UNI GY -0.067 2.5 5. 92. 103 TO 112 117 TO 126 UNI GY -0.067 93. LOAD 2 MACHINE BASE WEIGHT 94. ELEMENT LOAD 95. 16 TO 27 30 TO 41 86 88 89 91 PR -0.20 96. LOAD 3 MACHINE DRILLING 97. MEMBER LOAD 98. 107 CON GY -14.0 0.085 99. 108 CON GY -14.0 4.585 100. 121 CON GY -14.0 0.085 101. 122 CON GY -14.0 4.585 102. LOAD 4 SEISMIC FORCE 103. MEMBER LOAD 104. *DUE TO DRILLING MACHINE 105. 107 121 CON GZ 6.3 : 107 CON GY 44.64 : 121 CON GY -44.64 106. 108 122 CON GZ 6.3 : 108 CON GY 44.64 ; 122 CON GY -44.64 107. JOINT LOAD 108. *DUE TO FOUNDATION CONCRETE WEIGHT Page -- PAGE NO. 2 07/29/1992 07:54 Filename: 2105FDN4.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN4 : PREPARED BY C SU 109. 16 30 FZ 2.6 : 17 29 FZ 9.76 : 18 TO 28 FZ 14.31 110. *DUE TO CONCRETE WALL WEIGHT 111. 1 15 31 45 FZ 0.48 : 2 14 32 44 FZ 1.8 112. 3 TO 13 33 TO 43 FZ 2.64 113. PERFORM ANALYSIS PROBLEM STATISTICS NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 132/ 134/ 47 ORIGINAL /FINAL BAND -WIDTH = 106/ 16 TOTAL PRIMARY LOAD CASES = 4. TOTAL DEGREES OF FREEDOM = 792 SIZE OF STIFFNESS MATRIX = 80784 DOUBLE PREC. WORDS TOTAL REQUIRED DISK SPACE = 2.03 MEGA -BYTES ++ PROCESSING ELEMENT STIFFNESS MATRIX. +r PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ CALCULATING ELEMENT FORCES. 114. PRINT SUPPORT REACTIONS 7:48:33 7:49:12 7:50:40 7:52:50 7:54: 7 -- PAGE NO. 3 Page 3 07/29/1992 07:54 Filename: 2105FDN4.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS N0. 4 *FILE NAME : 2105FDN4 : PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 2 1 0.00 26.94 0.00 0.00 0.00 0.00 2 0.00 0.80 0.00 0.00 0.00 0.00 3 0.00 -0.42 0.00 0.00 0.00 0.00 4 -0.03 -1.06 -5.79 0.00 0.00 0.00 3 1 0.00 30.10 0.00 0.00 0.00 0.00 2 0.00 1.01 0.00 0.00 0.00 0.00 3 0.00 0.15 0.00 0.00 0.00 0.00 4 -0.03 -1.33 -5.81 0.00 0.00 0.00 4 1 0.00 33.24 0.00 0.00 0.00 0.00 2 0.00 1.20 0.00 0.00 0.00 0.00 3 0.00 0.81 0.00 0.00 0.00 0.00 4 -0.02 -1.72 -5.84 0.00 0.00 0.00 5 1 0.00 35.71 0.00 0.00 0.00 0.00 2 0.00 1.35 0.00 0.00 0.00 0.00 3 0.00 1.56 0.00 0.00 0.00 0.00 4 -0.02 -2.26 -5.86 '0.00 0.00 0.00 6 1 0.00 37.20 0.00 0.00 0.00 0.00 2 0.00 1.45 0.00 0.00 0.00 0.00 3 0.00 2.38 0.00 0.00 0.00 0.00 4 -0.01 -2.98 -5.88 0.00 0.00 0.00 7 1 0.00 37.72 0.00 0.00 0.00 0.00 2 0.00 1.50 0.00 0.00 0.00 0.00 3 0.00 3.02 0.00 0.00 0.00 0.00 4 -0.01 -3.72 -5.89 0.00 0.00 0.00 8 1 0.00 37.37 0.00 0.00 0.00 0.00 2 0.00 1.52 0.00 0.00 0.00 0.00 3 0.00 3.28 0.00 0.00 0.00 0.00 4 0.00 -4.07 -5.90 0.00 0.00 0.00 9 1 0.00 36.28 0.00 0.00 0.00 0.00 2 0.00 1.50 0.00 0.00 0.00 0.00 3 0.00 3.02 0.00 0.00 0.00 0.00 4 0.01 -3.72 -5.89 0.00 0.00 0.00 10 1 0.00 34.78 0.00 0.00 0.00 0.00 2 0.00 1.45 0.00 0.00 0.00 0.00 3 0.00 2.38 0.00 0.00 0.00 0.00 4 0.01 -2.98 -5.88 0.00 0.00 0.00 11 1 0.00 33.12 0.00 0.00 0.00 0.00 2 0.00 1.35 0.00 0.00 0.00 0.00 3 0.00 1 :56 0.00 0.00 0.00 0.00 4 0.02 -2.26 -5.86 0.00 0.00 0.00 12 1 0.00 31.22 0.00 0.00 0.00 0.00 2 0.00 1.20 0.00 0.00 0.00 0.00 3 0.00 0.81 0.00 0.00 0.00 0.00 4 0.02 -1.72 -5.84 0.00 0.00 0.00 13 1 0.00 28.89 0.00 0.00 0.00 0.00 2 0.00 1.01 0.00 0.00 0.00 0.00 3 0.00 0.15 0.00 0.00 0.00 0.00 4 0.03 -1.33 -5.81 0.00 0.00 0.00 14 1 0.00 26.63 0.00 0.00 0.00 0.00 2 0.00 0.80 0.00 0.00 0.00 0.00 CQs Page 4 -- PAGE N0. 4 07/29/1992 07:54 Filename: 2105FDN4.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN4 : PREPARED BY C SU SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z - 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FINISH *** * * * * * * * * * * ** END OF STAAD -III * * * * * * * * * * * * * ** DATE= JUL 29.1992 TIME 7:54:16 * * * * ** * FOR QUESTIONS ON STAAD- III /ISDS CONTACT: * * RESEARCH ENGINEERS. INC AT 609 983 -5050 * * TELEX: 4994385 FAX: (609 983 -3825 * Page 19 -- PAGE NO. 19 c r C 07/29/1992 08:04 Filename: 2105FON5.ANL ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * S T A A D- III * REVISION 12.1b(VERSION 12 LEVEL 1) * PROPRIETARY PROGRAM OF * * RESEARCH ENGINEERS.INC. DATE= JUL 29. 1992 * TIME 7:57:41 * * * * * • * **** * * * * * * * * * * * * * * * * * * * * * * * * * * *** ** 1. STADD SPACE BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 2. *FILE NAME : 2105FDN5 : PREPARED BY C SU 3. UNIT FEET KIPS 4. JOINT COORDINATES 5. 1 0. O. 2.625 6. 2 2.208 0. 2.625 14 58.208 0. 2.625 7. 15 60.417 0. 2.625 : 16 0. 0. 9.625 8. 17 2.208 0. 9.625 29 58.208 0. 9.625 9. 30 60.417 0. 9.625 : 31 0. 0. 16.625 10. 32 2.208 0. 16.625 44 58.208 0. 16.625 11. 45 60.417 0. 16.625 : 46 0. 0. 7.167 12. 47 2.208 0. 7.167 59 58.208 0. 7.167 13. 60 60.417 O. 7.167 : 61 0. 0. 12.083 14. 62 2.208 0. 12.083 74 58.208 0. 12.083 15. 75 60.417 O. 12.083 ; 76 0. 0. 0. 16. 77 2.208 0. 0. 89 58.208 0. 0. 17. 90 60.417 0. O. : 91 0. 0. 19.25 18. 92 2.208 0. 19.25 104 58.208 O. 19.25 19. 105 60.417 0. 19.25 20. 106 0. 0. 6.125 : 107 2.208 0. 6.125 21. 108 6.878 0. 6.125 : 109 O. 0. 13.125 22. 110 2.208 0. 13.125: 111 6.878 0. 13.125 23. 112 53.538 0. 6.125 : 113 58.208 0. 6.125 24. 114 60.417 O. 6.125 : 115 53.538 0. 13.125 25. 116 58.208 0. 13.125 ; 117 60.417 0. 13.125 26. 121 48.868 0. -1.82 123 58.208 0. -1.82 27. 124 60.417 0. -1.82 28. 125 O. 0. -1.82 : 126 2.208 0. -1.82 135 44.198 0. -1.82 29. MEMBER INCIDENCE 30. 101 46 47 114 31. 115 61 62 128 32. ELEMENT INCIDENCE 33. 1 1 106 107 2: 2 2 107 108 3 34.3348494 TO 12 35. 13 13 112 113 14 : 14 14 113 114 15 36. 15 46 16 17 47 TO 28 37. 29 16 61 62 17 TO 42 38. 43 109 31 32 110 : 44 110 32 33 111 39. 45 63 33 34 64 TO 54 40. 55 115 43 44 116 : 56 116 44 45 117 41. 57 76 1 2 77 TO 70 42. 71 31 91 92 32 TO 84 43. 85 106 46 47 107 ; 86 107 47 48 108 44. 87 61 109 110 62 : 88 62 110 111 63 45. 89 112 58 59 113 : 90 113 59 60 114 46. 91 73 115 116 74 : 92 74 116 117 75 47. 93 121 87 88 122 TO 95 48. 131 125 76 77 126 TO 140 ; 141 135 86 87 121 PAGE NO. 1 Page 1 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU 49. UNIT INCH 50. MEMBER PROPERTIES 51. 101 TO 128 PRI IY 3168. IZ 10648. YD 22. YZ 12. 52. ELEMENT PROPERTIES 53. 1 TO 14 TH 45. 54. 15 TO 28 TH 67. 55. 29 TO 42 TH 67. 56. 43 TO 56 TH 45. 57. 57 TO 70 TH 45. 58. 71 TO 84 TH 45. 59. 85 TO 92 TH 45. 60. 93 TO 95 TH 45. 61. 131 TO 141 TH 45. 62. CONSTANTS 63. E 3605. ALL 64. DEN CONCRETE ALL 65. SUPPORT 66. 2 TO 14 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 67. 17 TO 29 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 68. 32 TO 44 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 69. 107 108 112 113 FIXED BUT MX MY MZ KFY 2184. KFX 83.3 KFZ 83.3 70. 110 111 115 116 FIXED BUT MX MY HZ KFY 2184. KFX 83.3 KFZ 83.3 71. UNIT FEET 72. LOAD 1 CONCRETE WEIGHT + STEEL BEAMS 73. SELFWEIGHT 74. ELEMENT LOAD 75. 57 TO 64 68 TO 70 PR - 0.5625 76. 71 TO 78 82 TO 84 PR - 0.5625 77. 93 TO 95 131 TO 141 PR - 0.5625 78. 67 81 PR -0.28 79. JOINT LOAD 80. 1 15 31 45 FY -0.96 81. 2 14 32 44 FY -2.99 82. 3 TO 8 12 13 FY -4.06 83. 33 TO 38 42 43 FY -4.06 84. 9 39 FY -2.173 85. 46 60 61 75 FY -1.849 86. 16 30 FY -1.291 87. 84 99 FY -1.094 88. 85 86 100 101 FY -2.188 89. 18 TO 28 FY -0.335 90. MEMBER LOAD 91. 102 113 116 127 UNI GY -0.067 2.5 5. 92. 103 TO 112 117 TO 126 UNI GY -0.067 93. LOAD 2 MACHINE BASE WEIGHT 94. ELEMENT LOAD 95. 16 TO 27 30 TO 41 86 88 89 91 PR -0.20 96. LOAD 3 MACHINE DRILLING 97. MEMBER LOAD 98. 107 CON GY -14.0 0.085 99. 108 CON GY -14.0 4.585 100. 121 CON GY -14.0 0.085 101. 122 CON GY -14.0 4.585 102. LOAD 4 SEISMIC FORCE 103. MEMBER LOAD 104. *DUE TO DRILLING MACHINE 105. 107 121 CON GZ 6.3 : 107 CON GY 44.64 ; 121 CON GY -44.64 106. 108 122 CON GZ 6.3 ; 108 CON GY 44.64 ; 122 CON GY -44.64 107. JOINT LOAD 108. *DUE TO FOUNDATION CONCRETE WEIGHT G34- Page 2 -- PAGE NO. 2 07/29/1992 08:04 Filename: 2105FON5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FON5 : PREPARED BY C SU 109. 16 30 FZ 2.6 : 17 29 FZ 9.76 : 18 TO 28 FZ 14.31 110. "DUE TO CONCRETE WALL WEIGHT 111. 1 15 31 45 FZ 0.48 : 2 14 32 44 FZ 1.8 112. 3 TO 13 33 TO 43 FZ 2.64 113. PERFORM ANALYSIS PROBLEM STATISTICS NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 132/ 134/ 47 ORIGINAL/FINAL BAND -WIDTH = 106/ 16 TOTAL PRIMARY LOAD CASES = 4. TOTAL DEGREES OF FREEDOM = 792 SIZE OF STIFFNESS MATRIX = 80784 DOUBLE PREC. WORDS TOTAL REQUIRED DISK SPACE = 2.03 MEGA -BYTES ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ++ CALCULATING JOINT DISPLACEMENTS. ++ CALCULATING ELEMENT FORCES. 114. PRINT ELEMENT FORCES 7:58: 5 7:58:43 8: 0:11 8: 2:33 8: 3:51 -- PAGE N0. 3 Page 3 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FON5 : PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. 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MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 7 1 -0.28 0.03 8.26 -1.03 0.25 0.00 0.00 0.00 TOP : SMAX= 3.53 SMIN= -0.44 TMAX= 1.98 ANGLE= 1.5 BOTT: SMAX= 0.44 SMIN= -3.53 TMAX= 1.98 ANGLE= 1.5 2 -0.08 0.00 -0.70 -0.32 0.00 0.00 0.00 0.00 TOP : SMAX= -0.14 SMIN= -0.30 TMAX= 0.08 ANGLE= -0.4 BOTT: SMAX= 0.30 SMIN= 0.14 TMAX= 0.08 ANGLE= -0.4 3 -0.23 0.07 -1.81 -2.38 0.09 0.00 0.00 0.00 TOP : SMAX= -0.77 SMIN= -1.02 TMAX= 0.13 ANGLE= 9.3 BOTT: SMAX= 1.02 SMIN= 0.77 TMAX= 0.13 ANGLE= 9.3 4 0.46 0.20 4.88 3.19 0.52 0.36 -0.49 0.11 TOP : SMAX= 2.51 SHIN= 0.80 TMAX= 0.86 ANGLE= 11.4 BOTT: SMAX= -1.65 SMIN= -1.92 TMAX= 0.13 ANGLE= -30.1 8 1 -0.33 0.06 8.11 -0.18 0.35 0.00 0.00 0.00 TOP : SMAX= 3.47 SMIN= -0.08 TMAX= 1.77 ANGLE= 2.4 BOTT: SMAX= 0.08 SMIN= -3.47 TMAX= 1.77 ANGLE= 2.4 2 -0.08 0.00 -0.70 -0.32 0.00 0.00 0.00 0.00 TOP : SMAX= -0.14 SHIN= -0.30 TMAX= 0.08 ANGLE= 0.4 BOTT: SMAX= 0.30 SMIN= 0.14 TMAX= 0.08 ANGLE= 0.4 3 -0.23 -0.07 -1.81 -2.38 -0.09 0.00 0.00 0.00 TOP : SMAX= -0.77 SMIN= -1.02 TMAX= 0.13 ANGLE= -9.2 BOTT: SMAX= 1.02 SMIN= 0.77 TMAX= 0.13 ANGLE= -9.2 4 0.46 -0.20 4.88 3.19 -0.52 0.36 -0.49 -0.11 TOP : SMAX= 2.51 SMIN= 0.80 TMAX= 0.86 ANGLE= -11.4 BOTT: SMAX= -1.65 SMIN= -1.92 TMAX= 0.13 ANGLE= 30.1 9 1 -0.41 0.06 8.12 0.71 0.25 f 0.00 0.00 0.00 TOP : SMAX= 3.47 .SMIN= 0.30 TMAX= 1.58 ANGLE= 1.9 BOTT: SMAX= -0.30 SMIN= -3.47 TMAX= 1.58 ANGLE= 1.9 2 -0.08 0.00 -0.69 -0.34 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.15 SMIN= -0.30 TMAX= 0.08 ANGLE= 1.4 BOTT: SMAX= 0.30 SMIN= 0.15 TMAX= 0.08 ANGLE= 1.4 3 -0.20 0.15 -1.41 -1.67 -0.16 0.00 0.00 0.00 TOP : SMAX= -0.57 SMIN= -0.74 TMAX= 0.09 ANGLE= -25.5 BOTT: SMAX= 0.74 SMIN= 0.57 TMAX= 0.09 ANGLE= -25.5 4 0.14 -0.29 2.38 0.45 -1.45 0.24 -0.39 -0.24 TOP : SMAX= 1.65 SMIN= -0.60 TMAX= 1.13 ANGLE= -24.8 BOTT: SMAX= -0.29 SMIN= -1.07 TMAX= 0.39 ANGLE= -37.9 07/29/1992 08:04 Filename: 2105FON5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS N0. 4 *FILE NAME : 2105FON5 ; PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QX MX FXY -- PAGE NO. 7 MXY 10 1 -0.42 0.00 8.31 0.91 -0.05 0.00 0.00 0.00 TOP : SMAX= 3.54 SMIN= 0.39 TMAX= 1.58 ANGLE= -0.4 BOTT: SMAX= -0.39 SHIN= -3.54 TMAX= 1.58 ANGLE= -0.4 2 -0.08 0.00 -0.69 -0.37 -0.02 0.00 0.00 0.00 TOP : SMAX= -0.16 SHIN= -0.29 TMAX= 0.07 ANGLE= 2.7 BOTT: SMAX= 0.29 SMIN= 0.16 TMAX= 0.07 ANGLE= 2.7 3 -0.06 0.07 -0.66 -0.23 -0.19 0.00 0.00 0.00 TOP : SMAX= -0.07 SMIN= -0.32 TMAX= 0.12 ANGLE= 20.9 BOTT: SMAX= 0.32 SMIN= 0.07 TMAX= 0.12 ANGLE= 20.9 4 0.07 -0.14 0.66 -0.18 -1.69 0.22 -0.31 -0.28 TOP : SMAX= 1.15 SMIN= -1.05 TMAX= 1.10 ANGLE= -33.0 BOTT: SMAX= 0.30 SHIN= -0.60 TMAX= 0.45 ANGLE= 39.5 11 1 -0.28 0.01 8.91 0.69 -0.30 0.00 0.00 0.00 TOP : SMAX= 3.81 SMIN= 0.29 TMAX= 1.76 ANGLE= -2.1 BOTT: SMAX= -0.29 SHIN= -3.81 TMAX= 1.76 ANGLE= -2.1 2 -0.08 0.00 -0.66 -0.37 -0.02 0.00 0.00 0.00 TOP : SMAX= -0.16 SHIN= -0.28 TMAX= 0.06 ANGLE= 4.6 BOTT: SMAX= 0.28 SMIN= 0.16 TMAX= 0.06 ANGLE= 4.6 3 -0.03 0.02 -0.24 0.34 -0.12 0.00 0.00 0.00 TOP : SMAX= 0.16 SHIN= -0.11 TMAX= 0.14 ANGLE= 11.1 BOTT: SMAX= 0.11 SMIN= -0.16 TMAX= 0.14 ANGLE= 11.1 4 0.07 -0.07 0.01 -0.35 -1.33 0.22 -0.21 -0.32 TOP : SMAX= 0.86 SMIN= -1.00 TMAX= 0.93 ANGLE= -35.8 BOTT: SMAX= 0.36 SMIN= -0.21 TMAX= 0.29 ANGLE= 30.8 12 1 -0.03 0.28 10.77 1.89 -0.30 0.00 0.00 0.00 TOP : SMAX= 4.60 SMIN= 0.80 TMAX= 1.90 ANGLE= -1.9 BOTT: SMAX= -0.80 SMIN= -4.60 TMAX= 1.90 ANGLE= -1.9 2 -0.07 0.01 -0.57 -0.28 -0.03 0.00 0.00 0.00 TOP : SMAX= -0.12 SMIN= -0.25 TMAX= 0.06 ANGLE= 6.3 BOTT: SMAX= 0.25 SMIN= 0.12 TMAX= 0.06 ANGLE= 6.3 3 -0.01 -0.01 -0.12 0.36 -0.07 0.00 0.00 0.00 TOP : SMAX= 0.16 SMIN= -0.05 TMAX= 0.10 ANGLE= 8.0 BOTT: SMAX= 0.05 SHIN= -0.16 TMAX= 0.10 ANGLE= 8.0 4 0.06 -0.04 -0.19 -0.35 -0.93 0.18 -0.10 -0.35 TOP : SMAX= 0.69 SMIN= -0.84 TMAX= 0.77 ANGLE= -38.5 BOTT: SMAX= 0.28 SMIN= 0.05 TMAX= 0.12 ANGLE= 11.9 Page 7 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 "FILE NAME : 2105FDN5 ; PREPARED BY C SU -- PAGE NO. 8 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY # C37 13 1 0.38 0.03 12.24 1.41 0.49 0.00 0.00 0.00 TOP : SMAX= 5.23 SHIN= 0.59 TMAX= 2.32 ANGLE= 2.6 BOTT: SMAX= -0.59 SMIN= -5.23 TMAX= 2.32 ANGLE= 2.6 2 -0.04 0.00 -0.36 -0.12 -0.04 0.00 0.00 0.00 TOP : SMAX= -0.05 SMIN= -0.15 TMAX= 0.05 ANGLE= 8.4 BOTT: SMAX= 0.15 SMIN= 0.05 TMAX= 0.05 ANGLE= 8.4 3 0.00 -0.02 -0.13 0.09 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.04 SMIN= -0.06 TMAX= 0.05 ANGLE= 90.0 BOTT: SMAX= 0.06 SHIN= -0.04 TMAX= 0.05 ANGLE= 90.0 4 0.03 0.01 -0.38 -0.22 -0.60 -0.01 -0.16 -0.19 TOP : SMAX= 0.23 SMIN= -0.66 TMAX= 0.45 ANGLE= 90.0 BOTT: SMAX= 0.17 SMIN= -0.08 TMAX= 0.13 ANGLE= 15.3 14 1 0.38 -0.59 13.03 2.54 -0.59 0.00 0.00 0.00 TOP : SMAX= 5.57 SMIN= 1.07 TMAX= 2.25 ANGLE= -3.2 BOTT: SMAX= -1.07 SHIN= -5.57 TMAX= 2.25 ANGLE= -3.2 2 -0.04 -0.01 -0.31 0.03 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.01 SMIN= -0.13 TMAX= 0.07 ANGLE= 2.3 BOTT: SMAX= 0.13 SMIN= -0.01 TMAX= 0.07 ANGLE= 2.3 3 0.01 0.00 -0.15 -0.02 -0.03 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.07 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.07 SMIN= 0.00 TMAX= 0.03 ANGLE= 90.0 4 0.08 0.02 -0.28 -0.12 -0.32 0.02 0.00 0.06 TOP : SMAX= 0.00 SMIN= -0.15 TMAX= 0.07 ANGLE= 90.0 BOTT: SMAX= 0.30 SMIN= -0.11 TMAX= 0.20 ANGLE= 90.0 15 1 -0.04 0.28 12.24 1.00 0.49 0.00 0.00 0.00 TOP : SMAX= 2.36 SMIN= 0.19 TMAX= 1.09 ANGLE= 2.5 BOTT: SMAX= -0.19 SMIN= -2.36 TMAX= 1.09 ANGLE= 2.5 2 -0.01 -0.01 -1.01 -0.03 0.03 0.00 0.00 0.00 TOP : SMAX= -0.01 SMIN= -0.20 TMAX= 0.09 ANGLE= -1.9 BOTT: SMAX= 0.20 SMIN= 0.01 TMAX= 0.09 ANGLE= -1.9 3 0.00 0.00 -0.13 0.03 0.02 0.00 0.00 0.00 TOP : SMAX= 0.01 SMIN= -0.02 TMAX= 0.02 ANGLE= 90.0 BOTT: SMAX= 0.02 SMIN= -0.01 TMAX= 0.02 ANGLE= 90.0 4 0.05 0.01 0.04 0.14 0.40 0.13 0.03 -0.02 TOP : SMAX= 0.16 SMIN= 0.03 TMAX= 0.07 ANGLE= 90.0 BOTT: SMAX= 0.18 SMIN= -0.05 TMAX= 0.12 ANGLE= -29.7 Page 8 07/29/1992 08:04 Filename: 2105FON5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU -- PAGE NO. 9 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 16 1 -0.03 -0.07 12.19 5.79 -0.28 0.00 0.00 0.00 TOP SMAX= 2.35 SMIN= 1.11 TMAX= 0.62 ANGLE= -2.5 BOTT: SMAX= -1.11 SMIN= -2.35 TMAX= 0.62 ANGLE= -2.5 2 -0.02 -0.03 -1.14 -0.23 0.04 0.00 0.00 0.00 TOP : SMAX= -0.04 SHIN= -0.22 TMAX= 0.09 ANGLE= -2.4 BOTT: SMAX= 0.22 SMIN= 0.04 TMAX= 0.09 ANGLE= -2.4 3 0.00 0.03 -0.14 0.61 0.03 0.00 . 0.00 0.00 TOP : SMAX= 0.12 SMIN= -0.03 TMAX= 0.07 ANGLE= -2.4 BOTT: SMAX= 0.03 SMIN= -0.12 TMAX= 0.07 ANGLE= -2.4 4 0.03 0.04 -0.01 -0.04 1.27 0.18 0.07 0.16 TOP SMAX= 0.53 SMIN= -0.29 TMAX= 0.41 ANGLE= 41.1 BOTT: SMAX= 0.23 SMIN= 0.03 TMAX= 0.10 ANGLE= -29.4 17 1 0.14 -0.42 11.15 -1.88 -1.19 0.00 0.00 0.00 TOP : SMAX= 2.17 SHIN= -0.38 TMAX= 1.28 ANGLE= -5.2 BOTT: SMAX= 0.38 SMIN= -2.17 TMAX= 1.28 ANGLE= -5.2 2 -0.02 -0.02 -1.32 -0.78 0.01 0.00 0.00 0.00 TOP. : SMAX= -0.15 SMIN= -0.25 TMAX= 0.05 ANGLE= -0.8 BOTT: SMAX= 0.25 SMIN= 0.15 TMAX= 0.05 ANGLE= -0.8 3 0.00 0.01 -0.20 1.31 0.04 0.00 0.00 0.00 TOP : SMAX= 0.25 SMIN= -0.04 TMAX= 0.15 ANGLE= -1.4 BOTT: SMAX= 0.04 SMIN= -0.25 TMAX= 0.15 ANGLE= -1.4 4 0.02 0.06 -0.02 0.00 2.05 0.14 0.02 0.26 TOP : SMAX= 0.73 SMIN= -0.58 TMAX= 0.65 ANGLE= 42.4 BUTT: SMAX= 0.23 SHIN= -0.07 TMAX= 0.15 ANGLE= -32.7 18 1 0.28 -0.16 9.84 -9.01 -0.43 0.00 0.00 0.00 TOP : SMAX= 1.90 SMIN= -1.74 TMAX= 1.82 ANGLE= -1.3 BOTT: SMAX= 1.74 SMIN= -1.90 TMAX= 1.82 ANGLE= -1.3 2 -0.01 0.00 -1.41 -1.04 0.01 0.00 0.00 0.00 TOP : SMAX= -0.20 SMIN= -0.27 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.27 SMIN= 0.20 TMAX= 0.04 ANGLE= 90.0 3 0.01 -0.03 -0.44 1.31 0.04 0.00 0.00 0.00 TOP : SMAX= 0.25 SMIN= -0.09 TMAX= 0.17 ANGLE= -1.3 BOTT: SMAX= 0.09 SMIN= -0.25 TMAX= 0.17 ANGLE= -1.3 4 0.01 0.09 0.12 0.00 2.99 0.16 0.01 0.24 TOP : SMAX= 0.92 SMIN= -0.73 TMAX= 0.83 ANGLE= 42.0 BOTT: SMAX= 0.41 SMIN= -0.26 TMAX= 0.34 ANGLE= -39.5 Page 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY FX FY FXY Page 10 -- PAGE NO. 10 MXY 19 1 0.29 -0.03 8.64 -10.66 -0.36 0.00 0.00 0.00 TOP : SMAX= 1.66 SMIN= -2.05 TMAX= 1.86 ANGLE= -1.1 BOTT: SMAX= 2.05 SMIN= -1.66 TMAX= 1.86 ANGLE= -1.1 2 -0.01 0.00 -1.47 -1.03 0.01 0.00 0.00 0.00 TOP : SMAX= -0.20 SMIN= -0.28 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.28 SMIN= 0.20 TMAX= 0.04 ANGLE= 90.0 3 0.00 -0.11 -1.13 -0.29 0.15 0.00 0.00 0.00 TOP : SMAX= -0.05 SMIN= -0.22 TMAX= 0.09 ANGLE= -10.0 BOTT: SMAX= 0.22 SMIN= 0.05 TMAX= 0.09 ANGLE= -10.0 4 0.01 0.13 0.60 0.03 4.33 0.16 -0.01 0.22 TOP : SMAX= 1.20 SMIN= -0.93 TMAX= 1.07 ANGLE= 41.2 BOTT: SMAX= 0.63 SMIN= -0.59 TMAX= 0.61 ANGLE= 90.0 20 1 0.29 0.03 8.12 -9.86 -0.19 0.00 0.00 0.00 TOP : SMAX= 1.56 SMIN= -1.90 TMAX= 1.73 ANGLE= -0.6 BOTT: SMAX= 1.90 SHIN= -1.56 TMAX= 1.73 ANGLE= -0.6 2 -0.01 0.00 -1.48 -0.94 0.00 0.00 0.00 0.00 TOP : SMAX= -0.18 SMIN= -0.29 TMAX= 0.05 ANGLE= -0.4 BOTT: SMAX= 0.29 SMIN= 0.18 TMAX= 0.05 ANGLE= -0.4 3 0.10 -0.25 -2.42 -5.22 0.06 0.00 0.00 0.00 TOP : SMAX= -0.47 SMIN= -1.00 TMAX= 0.27 ANGLE= 1.3 BOTT: SMAX= 1.00 SMIN= 0.47 TMAX=. 0.27 ANGLE= 1.3 4 -0.21 0.25 1.89 -1.09 6.54 0.18 -0.03 0.20 TOP : SMAX= 1.67 SMIN= -1.36 TMAX= 1.52 ANGLE= 37.4 BOTT: SMAX= 1.07 SMIN= -1.07 TMAX= 1.07 ANGLE= 40.2 21 1 0.29 0.06 7.65 -7.92 -0.02 / 0.00 0.00 0.00 TOP : SMAX= 1.47 .SMIN= -1.52 TMAX= 1.50 ANGLE= -0.1 BOTT: SMAX= 1.52 SMIN= -1.47 TMAX= 1.50 ANGLE= -0.1 2 -0.01 0.00 -1.49 -0.87 0.00 0.00 0.00 0.00 TOP : SMAX= -0.17 SMIN= -0.29 TMAX= 0.06 ANGLE= -0.1 BUTT: SMAX= 0.29 SMIN= 0.17 TMAX= 0.06 ANGLE= -0.1 3 0.09 0.11 -3.11 -7.36 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.60 SMIN= -1.42 TMAX= 0.41 ANGLE= -0.2 BOTT: SMAX= 1.42 SMIN= 0.60 TMAX= 0.41 ANGLE= -0.2 4 -0.98 0.18 4.89 3.50 3.97 0.13 -0.06 0.10 TOP : SMAX= 1.74 SMIN= -0.05 TMAX= 0.89 ANGLE= 37.7 BOTT: SMAX= -0.11 SMIN= -1.44 TMAX= 0.66 ANGLE= 90.0 C 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY FX FY FXY Page 11 -- PAGE NO. 11 MXY 22 1 0.27 0.06 7.00 -5.40 0.19 0.00 0.00 0.00 TOP : SMAX= 1.35 SMIN= -1.04 TMAX= 1.19 ANGLE= 0.9 BOTT: SMAX= 1.04 SMIN= -1.35 TMAX= 1.19 ANGLE= 0.9 2 -0.01 0.00 -1.49 -0.87 0.00 0.00 0.00 0.00 TOP : SMAX= -0.17 SMIN= -0.29 TMAX= 0.06 ANGLE= 0.1 BOTT: SMAX= 0.29 SMIN= 0.17 TMAX= 0.06 ANGLE= 0.1 3 0.09 -0.11 -3.11 -7.36 0.01 0.00 0.00 0.00 TOP : SMAX= -0.60 SMIN= -1.42 TMAX= 0.41 ANGLE= 0.2 BOTT: SMAX= 1.42 SMIN= 0.60 TMAX= 0.41 ANGLE= 0.2 4 -0.98 -0.18 4.89 3.50 -3.97 0.13 -0.06 -0.10 TOP : SMAX= 1.74 SHIN= -0.05 TMAX= 0.89 ANGLE= -37.7 BOTT: SMAX= -0.11 SMIN= -1.44 TMAX= 0.66 ANGLE= 90.0 23 1 0.24 0.03 6.42 -3.32 0.32 0.00 0.00 0.00 TOP : SMAX= 1.24 SMIN= -0.64 TMAX= 0.94 ANGLE= 1.9 BOTT: SMAX= 0.64 SMIN= -1.24 TMAX= 0.94 ANGLE= 1.9 2 -0.01 0.00 -1.48 -0.94 0.00 0.00 0.00 0.00 TOP : SMAX= -0.18 SMIN= -0.29 TMAX= 0.05 ANGLE= 0.4 BOTT: SMAX= 0.29 SMIN= 0.18 TMAX= 0.05 ANGLE= 0.4 3 0.10 0.25 -2.42 -5.22 -0.06 0.00 0.00 0.00 TOP : SMAX= -0.47 SMIN= -1.01 TMAX= 0.27 ANGLE= -1.3 BOTT: SMAX= 1.01 SMIN= 0.47 TMAX= 0.27 ANGLE= -1.3 4 -0.21 -0.25 1.89 -1.09 -6.54 0.18 -0.03 -0.21 TOP : SMAX= 1.67 SMIN= -1.36 TMAX= 1.52 ANGLE= -37.4 BOTT: SMAX= 1.07 SMIN= -1.07 TMAX= 1.07 ANGLE= -40.2 24 1 0.22 0.01 6.59 -2.98 0.35 0.00 0.00 0.00 TOP : SMAX= 1.27 SMIN= -0.58 TMAX= 0.92 ANGLE= 2.1 BOTT: SMAX= 0.58 SMIN= -1.27 TMAX= 0.92 ANGLE= 2.1 2 -0.01 0.00 -1.47 -1.03 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.20 SMIN= -0.28 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.28 SMIN= 0.20 TMAX= 0.04 ANGLE= 90.0 3 0.00 0.11 -1.13 -0.30 -0.15 0.00 0.00 0.00 TOP : SMAX= -0.05 SMIN= -0.22 TMAX= 0.09 ANGLE= 10.0 BOTT: SMAX= 0.22 SMIN= 0.05 TMAX= 0.09 ANGLE= 10.0 4 0.01 -0.13 0.60 0.03 -4.33 0.16 -0.01 -0.22 TOP : SMAX= 1.20 SMIN= -0.93 TMAX= 1.07 ANGLE= -41.2 BOTT: SMAX= 0.63 SMIN= -0.59 TMAX= 0.61 ANGLE= 90.0 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS N0. 4 *FILE NAME : 2105FDN5 ; PREPARED BY C SU '11 C 79 Page 12 -- PAGE NO. 12 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY PIXY FX FY FXY 25 1 0.23 0.09 8.11 -3.32 0.32 0.00 0.00 0.00 TOP : SMAX= 1.56 SMIN= -0.64 TMAX= 1.10 ANGLE= 1.6 BOTT: SMAX= 0.64 SMIN= -1.56 TMAX= 1.10 ANGLE= 1.6 2 -0.01 0.00 -1.41 -1.04 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.20 SMIN= -0.27 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.27 SMIN= 0.20 TMAX= 0.04 ANGLE= 90.0 3 0.01 0.03 -0.44 1.31 -0.04 0.00 0.00 0.00 TOP : SMAX= 0.25 SMIN= -0.09 TMAX= 0.17 ANGLE= 1.3 BOTT: SMAX= 0.09 SMIN= -0.25 TMAX= 0.17 ANGLE= 1.3 4 0.01 -0.09 0.12 0.00 -2.99 0.16 0.01 -0.24 TOP : SMAX= 0.92 SHIN= -0.73 TMAX= 0.83 ANGLE= -42.0 BOTT: SMAX= 0.41 SMIN= -0.26 TMAX= 0.34 ANGLE= 39.5 26 1 0.12 0.34 10.02 0.70 1.16 0.00 0.00 0.00 TOP : SMAX= 1.96 SMIN= 0.11 TMAX= 0.92 ANGLE= 7.0 BOTT: SMAX= -0.11 SHIN= -1.96 TMAX= 0.92 ANGLE= 7.0 2 -0.02 0.02 -1.32 -0.78 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.15 SMIN= -0.25 TMAX= 0.05 ANGLE= 0.8 BOTT: SMAX= 0.25 SMIN= 0.15 TMAX= 0.05 ANGLE= 0.8 3 0.00 -0.01 -0.20 1.31 -0.04 0.00 0.00 0.00 TOP : SMAX= 0.25 SMIN= -0.04 TMAX= 0.15 ANGLE= 1.4 BOTT: SMAX= 0.04 SMIN= -0.25 TMAX= 0:15 ANGLE= 1.4 4 0.02 -0.06 -0.02 0.00 -2.05 0.14 0.02 -0.26 TOP : SMAX= 0.73 SHIN= -0.58 TMAX= 0.65 ANGLE= -42.4 BOTT: SMAX= 0.23 SMIN= -0.07 TMAX= 0.15 ANGLE= 32.7 27 1 -0.03 0.04 11.55 6.41 0.30 I 0.00 0.00 0.00 TOP : SMAX= 2.23 .SHIN= 1.23 TMAX= 0.50 ANGLE= 3.4 BOTT: SMAX= -1.23 SMIN= -2.23 TMAX= 0.50 ANGLE= 3.4 2 -0.02 0.03 -1.14 -0.23 -0.04 0.00 0.00 0.00 TOP : SMAX= -0.04 SHIN= -0.22 TMAX= 0.09 ANGLE= 2.4 BOTT: SMAX= 0.22 SMIN= 0.04 TMAX= 0.09 ANGLE= 2.4 3 0.00 -0.03 -0.14 0.61 -0.03 0.00 0.00 0.00 TOP : SMAX= 0.12 SMIN= -0.03 TMAX= 0.07 ANGLE= 2.4 BOTT: SMAX= 0.03 SMIN= -0.12 TMAX= 0.07 ANGLE= 2.4 4 0.03 -0.04 -0.01 -0.04 -1.27 0.18 0.07 -0.16 TOP : SMAX= 0.53 SMIN= -0.29 TMAX= 0.41 ANGLE= -41.1 BOTT: SMAX= 0.23 SMIN= 0.03 TMAX= 0.10 ANGLE= 29.3 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105E015 : PREPARED BY C SU -- PAGE NO. 13 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 28 1 -0.03 -0.28 11.75 1.10 -0.48 0.00 0.00 0.00 TOP : SMAX= 2.27 SMIN= 0.21 TMAX= 1.03 ANGLE= -2.6 BOTT: SMAX= -0.21 SHIN= -2.27 TMAX= 1.03 ANGLE= -2.6 2 -0.01 0.01 -1.01 -0.03 -0.03 0.00 0.00 0.00 TOP : SMAX= -0.01 SHIN= -0.20 TMAX= 0.09 ANGLE= 1.9 BOTT: SMAX= 0.20 SMIN= 0.01 TMAX= 0.09 ANGLE= 1.9 3 0.00 0.00 -0.13 0.03 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.01 SHIN= -0.02 TMAX= 0.02 ANGLE= 90.0 BOTT: SMAX= 0.02 SMIN= -0.01 TMAX= 0.02 ANGLE= 90.0 4 0.05 -0.01 0.04 0.14 -0.40 0.13 0.03 0.02 TOP : SMAX= 0.16 SMIN= 0.03 TMAX= 0.07 ANGLE= 90.0 BOTT: SMAX= 0.18 SMIN= -0.05 TMAX= 0.12 ANGLE= 29.7 29 1 -0.32 0.29 10.46 1.57 -1.07 0.00 0.00 0.00 TOP : SMAX= 2.04 SMIN= 0.28 THAX= 0.88 ANGLE= -6.8 BOTT: SMAX= -0.28 SHIN= -2.04 THAX= 0.88 ANGLE= -6.8 2 0.01 -0.01 -1.02 -0.03 -0.03 0.00 0.00 0.00 TOP : SMAX= -0.01 SHIN= -0.20 TMAX= 0.09 ANGLE= 1.6 BOTT: SMAX= 0.20 SMIN= 0.01 TMAX= 0.09 ANGLE= 1.6 3 0.00 0.00 -0.11 0.04 -0.04 0.00 0.00 0.00 TOP : SMAX= 0.01 SMIN= -0.02 TMAX= 0.02 ANGLE= 90.0 BOTT: SMAX= 0.02 SHIN= -0.01 TMAX= 0.02 ANGLE= 90.0 4 0.05 -0.01 -0.22 -0.10 0.38 -0.21 -0.03 -0.03 TOP : SMAX= -0.04 SMIN= -0.26 TMAX= 0.11 ANGLE= -11.7 BOTT: SMAX= 0.04 SMIN= -0.22 TMAX= 0.13 ANGLE= 25.5 30 1 -0.27 -0.04 10.34 5.13 -1.22 0.00 0.00 0.00 TOP : SMAX= 2.04 SHIN= 0.94 TMAX= 0.55 ANGLE= -12.5 BOTT: SMAX= -0.94 SMIN= -2.04 TMAX= 0.55 ANGLE= -12.5 2 0.02 -0.03 -1.14 -0.23 -0.03 0.00 0.00 0.00 TOP : SMAX= -0.04 SHIN= -0.22 TMAX= 0.09 ANGLE= 1.7 BOTT: SMAX= 0.22 SHIN= 0.04 TMAX= 0.09 ANGLE= 1.7 3 0.00 0.03 -0.13 0.61 -0.08 0.00 0.00 0.00 TOP : SMAX= 0.12 SHIN= -0.03 TMAX= 0.07 ANGLE= 6.5 BOTT: SMAX= 0.03 SMIN= -0.12 TMAX= 0.07 ANGLE= 6.5 4 0.03 -0.03 -0.19 0.22 1.25 -0.22 -0.04 0.15 TOP : SHAX= 0.28 SHIN= -0.54 TMAX= 0.41 ANGLE= -35.9 BOTT: SMAX= -0.03 SHIN= -0.24 TMAX= 0.10 ANGLE= 30.4 Page 13 07/29/1992 08:04 Filename: 2105FON5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU Cif° Page 14 -- PAGE NO. 14 ELEMENT FORCES FORCE. 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PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY FX FY FXY Page 15 -- PAGE NO. 15 MXY 34 1 -0.47 0.05 6.83 -10.13 -0.48 0.00 0.00 0.00 TOP : SMAX= 1.32 SMIN= -1.95 TMAX= 1.63 ANGLE= -1.6 BOTT: SMAX= 1.95 SMIN= -1.32 TMAX= 1.63 ANGLE= -1.6 2 0.01 0.00 -1.48 -0.94 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.18 SMIN= -0.29 TMAX= 0.05 ANGLE= 1.2 BOTT: SMAX= 0.29 SMIN= 0.18 TMAX= 0.05 ANGLE= 1.2 3 -0.10 -0.26 -2.42 -5.22 0.06 0.00 0.00 0.00 TOP : SMAX= -0.47 SMIN= -1.01 TMAX= 0.27 ANGLE= 1.1 BOTT: SMAX= 1.01 SMIN= 0.47 TMAX= 0.27 ANGLE= 1.1 4 -0.21 -0.26 -1.64 1.05 6.59 -0.15 0.20 0.20 TOP : SMAX= 1.50 SMIN= -1.56 TMAX= 1.53 ANGLE= -36.7 BOTT: SMAX= 1.15 SMIN= -0.99 TMAX= 1.07 ANGLE= -42.8 35 1 -0.47 0.07 6.35 -8.19 -0.40 0.00 0.00 0.00 TOP : SMAX= 1.22 SHIN= -1.58 TMAX= 1.40 ANGLE= -1.6 BOTT: SMAX= 1.58 SHIN= -1.22 TMAX= 1.40 ANGLE= -1.6 2 0.01 0.00 -1.49 -0.87 0.00 0.00 0.00 0.00 TOP : SMAX= -0.17 SHIN= -0.29 TMAX= 0.06 ANGLE= 0.4 BOTT: SMAX= 0.29 SHIN= 0.17 TMAX= 0.06 ANGLE= 0.4 3 -0.09 0.11 -3.10 -7.38 0.06 0.00 0.00 0.00 TOP : SMAX= -0.60 SMIN= -1.42 TMAX= 0.41 ANGLE= 0.9 BOTT: SMAX= 1.42 SMIN= 0.60 TMAX= 0.41 ANGLE= 0.9 4 -0.98 -0.18 -4.45 -3.80 3.99 -0.08 0.24 0.10 TOP : SMAX= 0.18 SMIN= -1.61 TMAX= 0.90 ANGLE= -37.8 BOTT: SMAX= 1.55 SMIN= 0.20 TMAX= 0.68 ANGLE= 40.9 36 1 -0.45 0.06 5.65 -5.65 -0.29 0.00 0.00 0.00 TOP : SMAX= 1.09 SMIN= -1.09 TMAX= 1.09 ANGLE= -1.5 BOTT: SMAX= 1.09 SMIN= -1.09 TMAX= 1.09 ANGLE= -1.5 2 0.01 0.00 -1.49 -0.87 0.00 0.00 0.00 0.00 TOP : SMAX= -0.17 SMIN= -0.29 TMAX= 0.06 ANGLE= -0.4 BOTT: SMAX= 0.29 SMIN= 0.17 TMAX= 0.06 ANGLE= -0.4 3 -0.09 -0.11 -3.09 -7.38 -0.06 • 0.00 0.00 0.00 TOP : SMAX= -0.60 SMIN= -1.42 TMAX= 0.41 ANGLE= -0.8 BOTT: SMAX= 1.42 SMIN= 0.60 TMAX= 0.41 ANGLE= -0.8 4 -0.98 0.18 -4.45 -3.80 -3.99 -0.08 0.24 -0.10 TOP : SMAX= 0.18 SHIN= -1.61 TMAX= 0.90 ANGLE= 37.8 BOTT: SMAX= 1.55 SMIN= 0.20 TMAX= 0.68 ANGLE= -40.9 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 ; PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY FX FY FXY Page 16 -- PAGE NO. 16 MXY 37 1 -0.42 0.02 5.01 -3.56 0.07 0.00 0.00 0.00 TOP : SMAX= 0.96 SMIN= -0.69 TMAX= 0.82 ANGLE= 0.5 BOTT: SMAX= 0.69 SMIN= -0.96 TMAX= 0.82 ANGLE= 0.5 2 0.01 0.00 -1.48 -0.94 0.01 0.00 0.00 0.00 TOP : SMAX= -0.18 SMIN= -0.29 TMAX= 0.05 ANGLE= -1.2 BOTT: SMAX= 0.29 SMIN= 0.18 TMAX= 0.05 ANGLE= -1.2 3 -0.10 0.26 -2.42 -5.23 -0.05 0.00 0.00 0.00 TOP : SMAX= -0.47 SMIN= -1.01 TMAX= 0.27 ANGLE= -1.1 BOTT: SMAX= 1.01 SHIN= 0.47 TMAX= 0.27 ANGLE= -1.1 4 -0.21 0.26 -1.64 1.05 -6.59 -0.15 0.20 -0.20 TOP : SMAX= 1.50 SMIN= -1.56 TMAX= 1.53 ANGLE= 36.7 BOTT: SMAX= 1.15 SHIN= -0.99 TMAX= 1.07 ANGLE= 42.8 38 1 -0.41 -0.02 5.16 -3.21 0.67 0.00 0.00 0.00 TOP : SMAX= 1.00 SMIN= -0.63 TMAX= 0.82 ANGLE= 4.5 BOTT: SMAX= 0.63 SMIN= -1.00 TMAX= 0.82 ANGLE= 4.5 2 0.01 0.00 -1.46 -1.03 0.01 0.00 0.00 0.00 TOP : SMAX= -0.20 SMIN= -0.28 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.28 SMIN= 0.20 TMAX= 0.04 ANGLE= 90.0 3 0.00 0.11 -1.14 -0.29 0.05 0.00 0.00 0.00 TOP : SMAX= -0.05 SMIN= -0.22 TMAX= 0.08 ANGLE= -3.1 BOTT: SMAX= 0.22 SMIN= 0.05 TMAX= 0.08 ANGLE= -3.1 4 0.01 0.14 -0.60 0.20 -4.36 -0.15 0.15 -0.21 TOP : SMAX= 1.04 SMIN= -1.11 TMAX= 1.08 ANGLE= 39.0 BOTT: SMAX= 0.67 SMIN= -0.59 TMAX= 0.63 ANGLE= -41.9 39 1 -0.42 , 0.04 6.62 -3.58 1.30 ' 0.00 0.00 0.00 TOP : SMAX= 1.30 SMIN= -0.72 TMAX= 1.01 ANGLE= 7.1 BOTT: SMAX= 0.72 SMIN= -1.30 TMAX= 1.01 ANGLE= 7.1 2 0.01 0.00 -1.41 -1.04 0.01 0.00 0.00 0.00 TOP : SMAX= -0.20 SMIN= -0.27 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.27 SMIN= 0.20 TMAX= 0.04 ANGLE= 90.0 3 -0.01 0.03 -0.46 1.32 0.00 0.00 0.00 0.00 TOP : SMAX= 0.25 SMIN= -0.09 TMAX= 0.17 ANGLE= -0.2 BOTT: SMAX= 0.09 SHIN= -0.25 TMAX= 0.17 ANGLE= -0.2 4 0.01 0.09 -0.28 0.34 -3.01 -0.16 0.09 -0.23 TOP : SMAX= 0.80 SHIN= -0.86 TMAX= 0.83 ANGLE= 38.7 BOTT: SMAX= 0.31 SMIN= -0.39 TMAX= 0.35 ANGLE= -39.8 c� 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU Page 17 -- PAGE NO. 17 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 40 1 -0.36 0.25 8.36 0.41 0.99 0.00 0.00 0.00 TOP : SMAX= 1.63 SMIN= 0.06 TMAX= 0.79 ANGLE= 7.0 BOTT: SMAX= -0.06 SMIN= -1.63 TMAX= 0.79 ANGLE= 7.0 2 0.02 0.02 -1.32 -0.78 0.00 0.00 0.00 0.00 TOP : SMAX= -0.15 SMIN= -0.25 TMAX= 0.05 ANGLE= 0.1 BOTT: SMAX= 0.25 SMIN= 0.15 TMAX= 0.05 ANGLE= 0.1 3 0.00 -0.01 -0.21 1.32 0.07 0.00 0.00 0.00 TOP : SMAX= 0.25 SMIN= -0.04 TMAX= 0.15 ANGLE= -2.5 BOTT: SMAX= 0.04 SMIN= -0.25 THAX= 0.15 ANGLE= -2.5 4 0.02 0.06 -0.21 0.30 -2.05 -0.16 0.05 -0.25 TOP : SMAX= 0.61 SMIN= -0.71 TMAX= 0.66 ANGLE= 38.4 BOTT: SMAX= 0.09 SHIN= -0.22 TMAX= 0.16 ANGLE= -34.9 41 1 -0.27 0.00 9.77 5.73 1.39 0.00 0.00 0.00 TOP : SMAX= 1.96 SHIN= 1.02 TMAX= 0.47 ANGLE= 17.2 BOTT: SMAX= -1.02 SHIN= -1.96 TMAX= 0.47 ANGLE= 17.2 2 0.02 0.03 -1.14 -0.23 0.03 0.00 0.00 0.00 TOP : SHAX= -0.04 SMIN= -0.22 TMAX= 0.09 ANGLE= -1.7 BOTT: SMAX= 0.22 SMIN= 0.04 TMAX= 0.09 ANGLE= -1.7 3 0.00 -0.03 -0.13 0.61 0.08 0.00 0.00 0.00 TOP : SMAX= 0.12 SHIN= -0.03 TMAX= 0.07 ANGLE= -6.5 BOTT: SMAX= 0.03 SHIN= -0.12 TMAX= 0.07 ANGLE= -6.5 4 0.03 0.03 -0.19 0.22 -1.25 -0.22 -0.04 -0.15 TOP : SMAX= 0.28 SHIN= -0.54 TMAX= 0.41 ANGLE= 35.9 BOTT: SMAX= -0.03 SMIN= -0.24 TMAX= 0.10 ANGLE= -30.4 42 1 -0.32 -0.30 10.05 1.67 1.11 0.00 0.00 0.00 TOP : SHAX= 1.96 SMIN= 0.29 TMAX= 0.83 ANGLE= 7.4 BOTT: SMAX= -0.29 SHIN= -1.96 TMAX= 0.83 ANGLE= 7.4 2 0.01 0.01 -1.02 -0.03 0.03 0.00 0.00 0.00 TOP : SMAX= -0.01 SMIN= -0.20 TMAX= 0.09 ANGLE= -1.6 BOTT: SMAX= 0.20 SMIN= 0.01 TMAX= 0.09 ANGLE= -1.6 3 0.00 0.00 -0.11 0.04 0.04 0.00 0.00 0.00 TOP : SMAX= 0.01 SHIN= -0.02 TMAX= 0.02 ANGLE= 90.0 BOTT: SMAX= 0.02 SHIN= -0.01 TMAX= 0.02 ANGLE= 90.0 4 0.05 0.01 -0.22 -0.10 -0.38 -0.21 -0.03 0.03 TOP : SMAX= -0.04 SMIN= -0.26 THAX= 0.11 ANGLE= 11.6 BOTT: SMAX= 0.04 SHIN= -0.22 TMAX= 0.13 ANGLE= -25.6 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 "FILE NAME : 2105FDN5 : PREPARED BY C SU Page 18 -- PAGE NO. 18 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. 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0.00 0.00 0.00 TOP : SMAX= 0.04 SHIN= -0.05 TMAX= 0.05 ANGLE= 90.0 BOTT: SMAX= 0.05 SHIN= -0.04 TMAX= 0.05 ANGLE= 90.0 4 0.03 0.00 0.15 0.26 0.56 -0.06 0.16 0.15 TOP : SMAX= 0.55 SMIN= -0.27 TMAX= 0.41 ANGLE= -35.6 BOTT: SMAX= 0.09 SMIN= -0.16 TMAX= 0.12 ANGLE= 23.6 45 1 -0.21 -0.24 5.96 0.01 -0.59 / 0.00 0.00 0.00 TOP : SMAX= 2.57 ,SMIN= -0.02 TMAX= 1.29 ANGLE= -5.6 BOTT: SMAX= 0.02 SMIN= -2.57 TMAX= 1.29 ANGLE= -5.6 2 0.07 -0.01 -0.57 -0.28 -0.03 0.00 0.00 0.00 TOP : SMAX= -0.12 SMIN= -0.24 TMAX= 0.06 ANGLE= 5.6 BOTT: SMAX= 0.24 SMIN= 0.12 TMAX= 0.06 ANGLE= 5.6 3 0.01 0.01 -0.13 0.38 -0.10 0.00 0.00 0.00 TOP : SMAX= 0.17 SMIN= -0.06 TMAX= 0.12 ANGLE= 10.6 BOTT: SMAX= 0.06 SMIN= -0.17 TMAX= 0.12 ANGLE= 10.6 4 0.06 -0.04 -0.04 0.43 0.93 -0.20 0.14 0.30 TOP : SHAX= 0.80 SMIN= -0.70 TMAX= 0.75 ANGLE= -34.4 BOTT: SMAX= 0.00 SMIN= -0.24 TMAX= 0.12 ANGLE= 27.5 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS N0. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU -- PAGE NO. 19 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QX MX MY MXY Y 46 1 -0.06 -0.07 4.60 -2.21 -0.56 0.00 0.00 0.00 TOP : SMAX= 1.98 SMIN= -0.96 TMAX= 1.47 ANGLE= -4.7 BOTT: SMAX= 0.96 SMIN= -1.98 TMAX= 1.47 ANGLE= -4.7 2 0.08 0.00 -0.65 -0.37 -0.02 0.00 0.00 0.00 TOP : SMAX= -0.16 SMIN= -0.28 TMAX= 0.06 ANGLE= 4.7 BOTT: SMAX= 0.28 SMIN= 0.16 TMAX= 0.06 ANGLE= 4.7 3 0.03 -0.02 -0.28 0.38 -0.11 0.00 - 0.00 0.00 TOP : SMAX= 0.17 SMIN= -0.13 TMAX= 0.15 ANGLE= 9.0 BOTT: SMAX= 0.13 SMIN= -0.17 TMAX= 0.15 ANGLE= 9.0 4 0.07 -0.07 -0.17 0.47 1.39 -0.21 0.31 0.25 TOP : SMAX= 1.05 SMIN= -0.82 TMAX= 0.93 ANGLE= -32.3 BOTT: SMAX= 0.35 SMIN= -0.37 TMAX= 0.36 ANGLE= 35.0 47 1 -0.01 0.00 4.03 -2.83 -0.48 0.00 0.00 0.00 TOP SMAX= 1.73 SMIN= -1.22 TMAX= 1.48 ANGLE= -4.0 BOTT: SMAX= 1.22 SMIN= -1.73 TMAX= 1.48 ANGLE= -4.0 2 0.08 0.00 -0.69 -0.37 -0.02 0.00 0.00 0.00 TOP : SMAX= -0.16 SMIN= -0.29 TMAX= 0.07 ANGLE= 3.5 BOTT: SMAX= 0.29 SMIN= 0.16 TMAX= 0.07 ANGLE= 3.5 3 0.06 -0.07 -0.69 -0.20 -0.13 0.00 0.00 0.00 TOP : SMAX= -0.07 SMIN= -0.31 TMAX= 0.12 ANGLE= 14.0 BOTT: SMAX= 0.31 SMIN= 0.07 TMAX= 0.12 ANGLE= 14.0 4 0.08 -0.13 -0.65 0.31 1.82 -0.20 0.47 0.22 TOP : SMAX= 1.20 SHIN= -1.07 TMAX= 1.13 ANGLE= -30.9 BOTT: SMAX= 0.77 SMIN= -0.36 TMAX= 0.57 ANGLE= 38.5 48 1 0.02 0.02 3.71 -2.66 -0.44 0.00 0.00 0.00 TOP : SMAX= 1.60 SMIN= -1.15 TMAX= 1.37 ANGLE= -4.0 BOTT: SMAX= 1.15 SMIN= -1.60 TMAX= 1.37 ANGLE= -4.0 2 0.08 0.00 -0.70 -0.34 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.15 SMIN= -0.30 TMAX= 0.08 ANGLE= 2.2 BOTT: SMAX= 0.30 SMIN= 0.15 TMAX= 0.08 ANGLE= 2.2 3 0.20 -0.16 -1.41 -1.68 -0.09 . 0.00 0.00 0.00 TOP : SMAX= -0.59 SMIN= -0.73 TMAX= 0.07 ANGLE= -15.9 BOTT: SMAX= 0.73 SMIN= 0.59 TMAX= 0.07 ANGLE= -15.9 4 0.14 -0.29 -2.12 -0.42 1.61 -0.20 0.59 0.20 TOP : SMAX= 0.82 SMIN= -1.52 TMAX= 1.17 ANGLE= -24.8 BOTT: SMAX= 1.22 SHIN= 0.25 TMAX= 0.49 ANGLE= 90.0 Page 19 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 ; PREPARED BY C SU -- PAGE NO. 20 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY C'S 49 1 0.03 0.03 3.43 -2.15 -0.48 0.00 0.00 0.00 TOP : SMAX= 1.48 SMIN= -0.94 TMAX= 1.21 ANGLE= -4.9 BOTT: SMAX= 0.94 SMIN= -1.48 TMAX= 1.21 ANGLE= -4.9 2 0.08 0.00 -0.70 -0.32 0.00 0.00 0.00 0.00 TOP : SMAX= -0.14 SMIN= -0.30 TMAX= 0.08 ANGLE= 0.7 BOTT: SMAX= 0.30 SMIN= 0.14 TMAX= 0.08 ANGLE= 0.7 3 0.22 0.06 -1.79 -2.43 -0.06 0.00 0.00 0.00 TOP : SMAX= -0.76 SMIN= -1.04 TMAX= 0.14 ANGLE= -5.7 BOTT: SMAX= 1.04 SMIN= 0.76 TMAX= 0.14 ANGLE= -5.7 4 0.45 -0.20 -4.42 -3.30 0.61 -0.30 0.71 0.10 TOP : SMAX= -0.62 SMIN= -2.27 TMAX= 0.83 ANGLE= -12.8 BOTT: SMAX= 2.16 SMIN= 1.54 TMAX= 0.31 ANGLE= 15.6 50 1 0.08 0.06 3.14 -1.26 -0.48 0.00 0.00 0.00 TOP : SMAX= 1.36 SMIN= -0.56 TMAX= 0.96 ANGLE= -6.2 BOTT: SMAX= 0.56 SMIN= -1.36 TMAX= 0.96 ANGLE= -6.2 2 0.08 0.00 -0.70 -0.32 0.00 0.00 0.00 0.00 TOP : SMAX= -0.14 SMIN= -0.30 TMAX= 0.08 ANGLE= -0.7 BOTT: SMAX= 0.30 SMIN= 0.14 TMAX= 0.08 ANGLE= -0.7 3 0.22 -0.06 -1.79 -2.42 0.06 0.00 0.00 0.00 TOP : SMAX= -0.76 SMIN= -1.04 TMAX= 0.14 ANGLE= 5.6 BOTT: SMAX= 1.04 SMIN= 0.76 TMAX= 0.14 ANGLE= 5.6 4 0.45 0.20 -4.42 -3.30 -0.61 -0.30 0.71 -0.10 TOP : SMAX= -0.62 SMIN= -2.27 TMAX= 0.83 ANGLE= 12.8 BOTT: SMAX= 2.16 SMIN= 1.54 TMAX= 0.31 ANGLE= -15.6 51 1 0.16 0.04 2.97 -0.25 -0.11 / 0.00 0.00 0.00 TOP : SMAX= 1.27 ,SMIN= -0.11 TMAX= 0.69 ANGLE= -2.0 BOTT: SMAX= 0.11 SHIN= -1.27 TMAX= 0.69 ANGLE= -2.0 2 0.08 0.00 -0.70 -0.34 0.01 0.00 0.00 0.00 TOP : SMAX= -0.15 SMIN= -0.30 TMAX= 0.08 ANGLE= -2.2 BOTT: SMAX= 0.30 SMIN= 0.15 TMAX= 0.08 ANGLE= -2.2 3 0.20 0.16 -1.41 -1.68 0.09 0.00 0.00 0.00 TOP : SMAX= -0.59 SMIN= -0.73 TMAX= 0.07 ANGLE= 15.8 BOTT: SMAX= 0.73 SHIN= 0.59 TMAX= 0.07 ANGLE= 15.8 4 0.14 0.29 -2.12 -0.42 -1.61 -0.20 0.59 -0.20 TOP : SMAX= 0.82 SMIN= -1.52 TMAX= 1.17 ANGLE= 24.8 BOTT: SMAX= 1.22 SMIN= 0.25 TMAX= 0.49 ANGLE= 90.0 Page 20 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 ; PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 52 1 0.16 -0.02 0.00 TOP : SMAX= 1.38 SHIN= BOTT: SMAX= 0.07 SHIN= 2 0.08 0.00 0.00 TOP : SMAX= -0.16 SMIN= BOTT: SMAX= 0.29 SMIN= 3 0.06 0.07 0.00 TOP : SMAX= -0.07 SHIN= BOTT: SMAX= 0.31 SMIN= 4 0.08 0.13 - 0.20 TOP : SMAX= 1.20 SHIN= BOTT: SMAX= 0.77 SHIN= 53 1 0.03 -0.03 0.00 TOP : SMAX= 1.71 SMIN= BOTT: SMAX= 0.29 SMIN= 2 0.08 0.00 0.00 TOP : SMAX= -0.16 SMIN= BOTT: SMAX= 0.28 SHIN= 3 0.03 0.02 0.00 TOP : SMAX= 0.17 SMIN= BUTT: SMAX= 0.13 SHIN= 4 0.07 0.07 - 0.21 TOP : SMAX= 1.05 SMIN= BOTT: SMAX= 0.35 SMIN= 54 1 -0.21 0.19 0.00 TOP : SMAX= 2.35 SHIN= BOTT: SMAX= -0.14 SMIN= 2 0.07 0.01 0.00 TOP : SMAX= -0.12 SMIN= BOTT: SMAX= 0.24 SHIN= 3 0.01 -0.01 0.00 TOP : SMAX= 0.17 SHIN= BOTT: SMAX= 0.06 SHIN= 4 0.06 0.04 -0.20 TOP : SMAX= 0.80 SHIN= BOTT: SMAX= 0.00 SMIN= 3.13 0.00 - 0.07 TMAX= - 1.38 TMAX= - 0.69 0.00 - 0.29 TMAX= 0.16 TMAX= - 0.69 . 0.00 -0.31 TMAX= 0.07 TMAX= - 0.65 0.47 - 1.07 TMAX= - 0.36 TMAX= 3.75 0.00 -0.29 TMAX= -1.71 TMAX= - 0.65 0.00 - 0.28 TMAX= 0.16 TMAX= -0.28 0.00 -0.13 TMAX= -0.17 TMAX= - 0.17 0.31 - 0.82 TMAX= - 0.37 TMAX= 5.27 0.00 0.14 TMAX= -2.35 THAX= -0.57 0.00 -0.24 TMAX= 0.12 TMAX= - 0.13 0.00 - 0.06 TMAX= - 0.17 TMAX= -0.04 0.14 -0.70 TMAX= - 0.24 THAX= Page 21 -- PAGE NO. 21 - 0.07 0.57 0.00 0.73 ANGLE= 9.8 0.73 ANGLE= 9.8 - 0.37 0.02 0.00 0.07 ANGLE= -3.5 0.07 ANGLE= -3.5 - 0.20 0.13 0.00 0.12 ANGLE= -14.0 0.12 ANGLE= -14.0 0.31 -1.82 - 0.22 1.14 ANGLE= 30.9 0.57 ANGLE= -38.5 -0.43 1.06 0.00 1.00 ANGLE= 13.4 1.00 ANGLE= 13.4 -0.37 0.02 0.00 0.06 ANGLE= -4.7 0.06 ANGLE= -4.7 0.38 0.11 0.00 0.15 ANGLE= -9.0 0.15 ANGLE= -9.0 0.47 -1.39 -0.25 0.93 ANGLE= 32.3 0.36 ANGLE= -35.0 0.56 1.08 0.00 1.10 ANGLE= 12.3 1.10 ANGLE= 12.3 - 0.28 0.03 0.00 0.06 ANGLE= -5.6 0.06 ANGLE= -5.6 0.38 0.10 0.00 0.12 ANGLE= -10.6 0.12 ANGLE= -10.6 0.43 -0.93 - 0.30 0.75 ANGLE= 34.4 0.12 ANGLE= -27.5 07/2911992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY HXY FX FY FXY 0.03 5.92 0.60 0.38 0.00 0.00 0.00 TOP : SMAX= 2.54 SMIN= 0.25 TMAX= 1.15 ANGLE= 4.0 BOTT: SMAX= -0.25 SMIN= -2.54 TMAX= 1.15 ANGLE= 4.0 2 0.04 0.00 -0.35 -0.12 0.03 0.00 0.00 0.00 TOP : SMAX= -0.05 SMIN= -0.15 TMAX= 0.05 ANGLE= 90.0 BOTT: SMAX= 0.15 SMIN= 0.05 TMAX= 0.05 ANGLE= 90.0 3 0.00 -0.02 -0.11 0.09 0.04 0.00 0.00 0.00 TOP : SMAX= 0.04 SMIN= -0.05 TMAX= 0.05 ANGLE= 90.0 BOTT: SMAX= 0.05 SMIN= -0.04 TMAX= 0.05 ANGLE= 90.0 4 0.03 0.00 0.15 0.26 -0.56 -0.06 0.16 -0.15 TOP : SMAX= 0.55 SMIN= -0.27 TMAX= 0.41 ANGLE= 35.5 BOTT: SMAX= 0.09 SHIN= -0.16 TMAX= 0.12 ANGLE= -23.7 55 1 -0.49 56 1 -0.56 -0.35 0.00 TOP : SMAX= 2.87 SMIN= BOTT: SMAX= -0.59 SMIN= 2 0.04 -0.01 0.00 TOP : SMAX= 0.01 SMIN= BOTT: SMAX= 0.13 SHIN= 3 -0.01 0.01 0.00 TOP : SMAX= 0.00 SMIN= BOTT: SMAX= 0.05 SMIN= 4 0.07 -0.02 -0.08 TOP : SMAX= 0.07 SHIN= BOTT: SMAX= 0.12 SHIN= 57 1 0.90 0.23 1 0.00 TOP : SMAX= 2.62 SMIN= BOTT: SMAX= -0.33 SMIN= 2 0.00 0.01 0.00 TOP : SMAX= 0.01 SMIN= BOTT: SMAX= 0.01 SHIN= 3 -0.01 0.00 0.00 TOP : SMAX= 0.00 SMIN= BOTT: SMAX= 0.04 SMIN= 4 0.01 -0.02 0.02 TOP : SMAX= -0.04 SMIN= BOTT: SMAX= 0.23 SMIN= 6.57 0.00 0.59 TMAX= - 2.87 TMAX= -0.30 0.00 - 0.13 TMAX= - 0.01 TMAX= - 0.10 0.00 - 0.05 TMAX= 0.00 TMAX= 0.06 0.00 - 0.06 TMAX= - 0.29 TMAX= 6.11 0.00 0.33 TMAX= -2.62 TMAX= - 0.02 0.00 - 0.01 TMAX= - 0.01 TMAX= - 0.10 0.00 -0.04 TMAX= 0.00 TMAX= - 0.29 0.00 - 0.12 TMAX= - 0.06 TMAX= Cy y Page 22 -- PAGE N0. 22 1.55 0.93 0.00 1.14 ANGLE= 10.2 1.14 ANGLE= 10.2 0.03 0.01 0.00 0.07 ANGLE= -1.7 0.07 ANGLE= -1.7 - 0.02 0.05 0.00 0.03 ANGLE= 90.0 0.03 ANGLE= 90.0 0.14 -0.27 0.09 0.07 ANGLE= 10.3 0.21 ANGLE= 90.0 0.81 0.44 0.00 1.15 ANGLE= 4.7 1.15 ANGLE= 4.7 0.01 0.01 0.00 0.01 ANGLE= 90.0 0.01 ANGLE= 90.0 -0.01 0.00 0.00 0.02 ANGLE= 90.0 0.02 ANGLE= 90.0 -0.10 0.19 - 0.06 0.04 ANGLE= 90.0 0.15 ANGLE= 90.0 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105F0N5 : PREPARED BY C SU -- PAGE NO. 23 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 58 1 1.02 -0.05 6.66 2.79 0.59 0.00 0.00 0.00 TOP : SMAX= 2.88 SMIN= 1.15 TMAX= 0.86 ANGLE= 8.5 BOTT: SMAX= -1.15 SHIN= -2.88 TMAX= 0.86 ANGLE= 8.5 2 0.00 0.00 -0.01 -0.01 0.04 0.00 0.00 0.00 TOP : SHAX= 0.01 SHIN= -0.02 TMAX= 0.02 ANGLE= 90.0 BOTT: SMAX= 0.02 SMIN= -0.01 TMAX= 0.02 ANGLE= 90.0 3 -0.01 0.02 -0.06 0.14 0.04 0.00 0.00 0.00 TOP : SMAX= 0.06 SHIN= -0.03 TMAX= 0.05 ANGLE= 90.0 BOTT: SMAX= 0.03 SMIN= -0.06 TMAX= 0.05 ANGLE= 90.0 4 -0.03 -0.01 -0.32 -0.49 0.44 -0.08 -0.04 0.12 TOP : SMAX= 0.07 SHIN= -0.55 THAX= 0.31 ANGLE= 90.0 BOTT: SMAX= 0.19 SMIN= 0.03 TMAX= 0.08 ANGLE= 23.7 59 1 0.92 -0.09 6.47 0.13 0.77 0.00 0.00 0.00 TOP : SHAX= 2.80 SMIN= 0.02 TMAX= 1.39 ANGLE= 6.8 BOTT: SMAX= -0.02 SMIN= -2.80 TMAX= 1.39 ANGLE= 6.8 2 0.00 0.00 0.00 -0.13 0.06 0.00 0.00 0.00 TOP : SMAX= 0.01 SHIN= -0.06 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.06 SMIN= -0.01 TMAX= 0.04 ANGLE= 90.0 3 0.01 0.01 0.01 0.35 0.10 0.00 0.00 0.00 TOP : SMAX= 0.16 SMIN= -0.01 TMAX= 0.08 ANGLE= -14.5 BOTT: SMAX= 0.01 SMIN= -0.16 TMAX= 0.08 ANGLE= -14.5 4 -0.02 0.00 -0.30 -0.72 0.65 0.01 -0.28 0.21 TOP : SMAX= 0.18 SHIN= -0.89 TMAX= 0.53 ANGLE= 32.3 BOTT: SMAX= 0.17 SMIN= 0.00 TMAX= 0.08 ANGLE= -26.5 60 1 0.90 -0.04 6.41 -1.79 0.42 0.00 0.00 0.00 TOP : SMAX= 2.74 SMIN= -0.77 TMAX= 1.76 ANGLE= 2.9 BOTT: SHAX= 0.77 SMIN= -2.74 TMAX= 1.76 ANGLE= 2.9 2 0.00 0.00 0.00 -0.19 0.04 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.08 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.08 SMIN= 0.00 TMAX= 0.04 ANGLE= 90.0 3 0.01 0.00 0.03 0.34 0.16 0.00 0.00 0.00 TOP : SMAX= 0.17 SHIN= -0.02 TMAX= 0.10 ANGLE= -22.7 BOTT: SMAX= 0.02 SMIN= -0.17 TMAX= 0.10 ANGLE= -22.7 4 -0.02 0.01 -0.25 -0.76 0.89 0.00 -0.51 0.19 TOP : SMAX= 0.21 SMIN= -1.14 TMAX= 0.68 ANGLE= 28.8 BOTT: SMAX= 0.20 SMIN= -0.27 TMAX= 0.24 ANGLE= -25.9 Page 23 Cyr 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU Page 24 -- PAGE NO. 24 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 61 1 0.91 0.00 6.33 -2.36 0.24 0.00 0.00 0.00 TOP : SMAX= 2.70 SMIN= -1.01 TMAX= 1.86 ANGLE= 1.6 BOTT: SMAX= 1.01 SHIN= -2.70 TMAX= 1.86 ANGLE= 1.6 2 0.00 0.00 0.00 -0.19 0.02 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.08 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.08 SMIN= 0.00 TMAX= 0.04 ANGLE= 90.0 3 0.02 -0.03 0.06 -0.14 0.31 0.00 0.00 0.00 TOP : SMAX= 0.12 SMIN= -0.16 TMAX= 0.14 ANGLE= 90.0 BOTT: SHAX= 0.16 SHIN= -0.12 TMAX= 0.14 ANGLE= 90.0 4 -0.03 0.04 -0.02 -0.46 0.84 0.01 -0.72 0.17 TOP : SMAX= 0.24 SMIN= -1.16 TMAX= 0.70 ANGLE= 24.6 BOTT: SMAX= 0.07 SMIN= -0.58 TMAX= 0.33 ANGLE= -17.5 62 1 0.92 0.02 6.30 -2.20 0.27 0.00 0.00 0.00 TOP : SHAX= 2.69 SMIN= -0.94 TMAX= 1.82 ANGLE= 1.8 BOTT: SMAX= 0.94 SMIN= -2.69 TMAX= 1.82 ANGLE= 1.8 2 0.00 0.00 0.01 -0.16 0.01 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.07 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.07 SHIN= 0.00 TMAX= 0.04 ANGLE= 90.0 3 -0.01 -0.03 0.01 -1.20 0.27 0.00 0.00 0.00 TOP : SMAX= 0.03 SHIN= -0.54 TMAX= 0.28 ANGLE= 11.9 BOTT: SMAX= 0.54 SMIN= -0.03 TMAX= 0.28 ANGLE= 11.9 4 0.01 0.08 0.36 0.90 0.39 0.01 -0.91 0.14 TOP : SMAX= 0.28 SHIN= -0.65 TMAX= 0.47 ANGLE= 20.8 BOTT: SMAX= -0.14 SHIN= -1.30 TMAX= 0.58 ANGLE= -1.3 63 1 0.91 0.04 6.26 -1.68 0.37 f 0.00 0.00 0.00 TOP : SHAX= 2.68 ,SHIN= -0.72 TMAX= 1.70 ANGLE= 2.7 BOTT: SMAX= 0.72 SMIN= -2.68 TMAX= 1.70 ANGLE= 2.7 2 0.00 0.00 0.01 -0.14 0.00 0.00 0.00' 0.00 TOP : SMAX= 0.01 SMIN= -0.06 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.06 SMIN= -0.01 TMAX= 0.03 ANGLE= 90.0 3 -0.01 -0.02 0.01 -1.77 0.09 0.00 0.00 0.00 TOP : SMAX= 0.01 SMIN= -0.76 TMAX= 0.38 ANGLE= 3.0 BOTT: SMAX= 0.76 SMIN= -0.01 TMAX= 0.38 ANGLE= 3.0 4 0.08 0.05 0.66 2.65 0.05 0.05 -1.03 0.06 TOP : SMAX= 0.35 SMIN= 0.07 TMAX= 0.14 ANGLE= 17.5 BOTT: SMAX= -0.23 SMIN= -2.17 TMAX= 0.97 ANGLE= 1.2 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU Page 25 -- PAGE NO. 25 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 64 1 0.92 0.10 6.42 -0.61 0.42 0.00 0.00 0.00 TOP : SMAX= 2.75 SMIN= -0.27 TMAX= 1.51 ANGLE= 3.4 BOTT: SMAX= 0.27 SMIN= -2.75 TMAX= 1.51 ANGLE= 3.4 2 0.00 0.00 0.01 -0.14 0.00 0.00 0.00 0.00 TOP : SMAX= 0.01 SHIN= -0.06 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.06 SMIN= -0.01 TMAX= 0.03 ANGLE= 90.0 3 -0.01 0.02 0.01 -1.77 -0.09 0.00 0.00 0.00 TOP : SMAX= 0.01 SHIN= -0.76 THAX= 0.38 ANGLE= -3.0 BOTT: SMAX= 0.76 SMIN= -0.01 TMAX= 0.38 ANGLE= -3.0 4 0.08 -0.05 0.66 2.65 -0.05 0.05 -1.03 -0.06 TOP : SMAX= 0.35 SMIN= 0.07 TMAX= 0.14 ANGLE= -17.5 BOTT: SMAX= -0.23 SHIN= -2.17 THAX= 0.97 ANGLE= -1.2 65 1 0.94 0.08 6.78 0.67 0.22 0.00 0.00 0.00 TOP : SMAX= 2.90 SMIN= 0.28 TMAX= 1.31 ANGLE= 2.1 BOTT: SMAX= -0.28 SMIN= -2.90 TMAX= 1.31 ANGLE= 2.1 2 0.00 0.00 0.01 -0.16 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.07 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.07 SMIN= 0.00 TMAX= 0.04 ANGLE= 90.0 3 -0.01 0.03 0.01 -1.20 -0.27 0.00 0.00 0.00 TOP : SMAX= 0.03 SHIN= -0.54 THAX= 0.28 ANGLE= -11.9 BOTT: SMAX= 0.54 SMIN= -0.03 TMAX= 0.28 ANGLE= -11.9 4 0.01 -0.08 0.36 0.90 -0.39 0.01 -0.91 -0.14 TOP : SMAX= 0.28 SHIN= -0.65 TMAX= 0.47 ANGLE= -20.8 BOTT: SMAX= -0.14 SMIN= -1.30 TMAX= 0.58 ANGLE= 1.3 66 1 0.96 -0.05 6.85 0.96 -0.19 0.00 0.00 0.00 TOP : SMAX= 2.93 SHIN= 0.41 TMAX= 1.26 ANGLE= -1.9 BOTT: SMAX= -0.41 SHIN= -2.93 TMAX= 1.26 ANGLE= -1.9 2 0.00 0.00 0.00 -0.19 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.08 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.08 SHIN= 0.00 TMAX= 0.04 ANGLE= 90.0 3 0.02 0.03 0.06 -0.14 -0.31 0.00 0.00 0.00. TOP : SMAX= 0.12 SHIN= -0.16 TMAX= 0.14 ANGLE= 90.0 BOTT: SMAX= 0.16 SHIN= -0.12 TMAX= 0.14 ANGLE= 90.0 4 -0.03 -0.04 -0.02 -0.46 -0.84 0.01 -0.72 -0.17 TOP : SMAX= 0.24 SHIN= -1.16 TMAX= 0.70 ANGLE= -24.6 BOTT: SMAX= 0.07 SHIN= -0.58 TMAX= 0.33 ANGLE= 17.5 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU 1 Cy6 Page 26 -- PAGE NO. 26 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE - LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 67 1 0.89 -0.08 6.48 0.31 -0.67 0.00 0.00 0200 TOP : SMAX= 2.79 SMIN= 0.10 TMAX= 1.35 ANGLE= -6.1 BOTT: SMAX= -0.10 SMIN= -2.79 TMAX= 1.35 ANGLE= -6.1 2 0.00 0.00 0.00 -0.19 -0.04 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.08 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.08 SMIN= 0.00 TMAX= 0.04 ANGLE= 90.0 3 0.01 0.00 0.03 0.34 -0.16 0.00 0.00 0.00 TOP : SMAX= 0.17 SHIN= -0.02 TMAX= 0.10 ANGLE= 22.8 BOTT: SMAX= 0.02 SHIN= -0.17 TMAX= 0.10 ANGLE= 22.8 4 -0.02 -0.01 -0.25 -0.76 -0.89 0.00 -0.51 -0.19 TOP : SMAX= 0.21 SMIN= -1.14 TMAX= 0.68 ANGLE= -28.8 BOTT: SMAX= 0.20 SMIN= -0.27 TMAX= 0.24 ANGLE= 25.9 68 1 0.86 0.02 6.16 0.76 -1.09 0.00 0.00 0.00 TOP : SMAX= 2.72 SMIN= 0.24 TMAX= 1.24 ANGLE= -11.0 BOTT: SMAX= -0.24 SMIN= -2.72 TMAX= 1.24 ANGLE= -11.0 2 0.00 0.00 0.00 -0.13 -0.06 0.00 0.00 0.00 TOP : SMAX= 0.01 SMIN= -0.06 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.06 SHIN= -0.01 TMAX= 0.04 ANGLE= 90.0 3 0.01 -0.01 0.01 0.35 -0.10 0.00 0.00 0.00 TOP : SMAX= 0.16 SMIN= -0.01 TMAX= 0.08 ANGLE= 14.5 BOTT: SMAX= 0.01 SHIN= -0.16 TMAX= 0.08 ANGLE= 14.5 4 -0.02 0.00 -0.30 -0.72 -0.65 0.01 -0.28 -0.21 TOP : SMAX= 0.18 SMIN= -0.89 TMAX= 0.53 ANGLE= -32.3 BOTT: SMAX= 0.17 SHIN= 0.00 TMAX= 0.08 ANGLE= 26.5 69 1 0.99 , 0.04 6.33 2.78 -0.81 ' 0.00 0.00 0.00 TOP : SMAX= 2.78 ,SMIN= 1.11 TMAX= 0.83 ANGLE= -12.3 BOTT: SMAX= -1.11 SMIN= -2.78 TMAX= 0.83 ANGLE= -12.3 2 0.00 0.00 -0.01 -0.01 -0.04 0.00 0.00 0.00 TOP : SMAX= 0.01 SMIN= -0.02 TMAX= 0.02 ANGLE= 90.0 BOTT: SMAX= 0.02 SHIN= -0.01 TMAX= 0.02 ANGLE= 90.0 3 -0.01 -0.02 -0.06 0.14 -0.04 0.00 0.00 0.00 TOP : SMAX= 0.06 SMIN= -0.03 TMAX= 0.05 ANGLE= 90.0 BOTT: SMAX= 0.03 SMIN= -0.06 TMAX= 0.05 ANGLE= 90.0 4 -0.03 0.01 -0.32 -0.49 -0.44 -0.08 -0.04 -0.12 TOP : SMAX= 0.07 SHIN= -0.55 TMAX= 0.31 ANGLE= 90.0 BOTT: SMAX= 0.19 SHIN= 0.03 TMAX= 0.08 ANGLE= -23.6 Page 27 07/29/1992 08:04 Filename: 2105F0N5.ANL Page 28 -- PAGE NO. 28 07/29/1992 08:04 Filename: 2105F0N5_ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 ; PREPARED BY C SU -- PAGE NO. 27 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE - LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 70 1 0.88 -0.23 5.85 0.80 -0.52 0.00 0.00 0.00 TOP : SMAX= 2.52 SHIN= 0.32 TMAX= 1.10 ANGLE= -5.9 BOTT: SMAX= -0.32 SHIN= -2.52 TMAX= 1.10 ANGLE= -5.9 2 0.00 -0.01 -0.02 0.01 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.01 SHIN= -0.01 TMAX= 0.01 ANGLE= 90.0 BOTT: SHAX= 0.01 SMIN= -0.01 TMAX= 0.01 ANGLE= 90.0 3 -0.01 0.00 -0.10 -0.01 0.00 0.00 - 0.00 0.00 TOP SMAX= 0.00 SMIN= -0.04 TMAX= 0.02 ANGLE= 90.0 BOTT: SMAX= 0.04 SMIN= 0.00 THAX= 0.02 ANGLE= 90.0 4 0.01 0.02 -0.29 -0.10 -0.19 0.01 0.00 0.06 TOP : SMAX= -0.04 SHIN= -0.12 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.23 SMIN= -0.06 TMAX= 0.15 ANGLE= 90.0 71 1 -0.36 0.08 1.60 0.45 -0.23 0.00 0.00 0.00 TOP : SMAX= 0.70 SMIN= 0.18 TMAX= 0.26 ANGLE= -10.7 BOTT: SMAX= -0.18 SMIN= -0.70 THAX= 0.26 ANGLE= -10.7 2 0.00 0.01 -0.01 0.02 0.00 0.00 0.00 0.00 TOP : SMAX= 0.01 SMIN= 0.00 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= -0.01 TMAX= 0.01 ANGLE= 90.0 3 0.01 0.00 -0.04 -0.01 -0.01 0.00 0.00 0.00 TOP : SHAX= 0.00 SHIN= -0.02 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.02 SMIN= 0.00 THAX= 0.01 ANGLE= 90.0 4 0.00 0.02 0.07 0.09 0.07 -0.02 -0.01 -0.07 TOP : SMAX= 0.06 SMIN= -0.01 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.05 SHIN= -0.15 TMAX= 0.10 ANGLE= 90.0 72 1 -0.42 -0.02 2.01 1.72 -0.51 0.00 0.00 0.00 TOP : SMAX= 1.02 SHIN= 0.57 THAX= 0.22 ANGLE= -37.2 BOTT: SMAX= -0.57 SMIN= -1.02 TMAX= 0.22 ANGLE= -37.2 2 0.00 0.00 0.00 0.00 -0.03 0.00 0.00 0.00 TOP : SMAX= 0.01 SMIN= -0.01 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.01 SHIN= -0.01 THAX= 0.01 ANGLE= 90.0 3 0.01 0.03 -0.03 0.14 -0.06 0.00 • 0.00 0.00 - TOP : SMAX= 0.07 SMIN= -0.02 TMAX= 0.05 ANGLE= 90.0 BOTT: SMAX= 0.02 SMIN= -0.07 TMAX= 0.05 ANGLE= 90.0 4 -0.02 -0.02 0.10 0.53 0.26 0.03 0.00 0.06 TOP : SMAX= 0.34 SMIN= -0.04 THAX= 0.19 ANGLE= -32.6 BOTT: SMAX= -0.01 SMIN= -0.23 THAX= 0.11 ANGLE= -11.9 BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105F0N5 : PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 73 1 -0.38 -0.04 1.90 -0.93 -0.62 0.00 0.00 0.00 TOP : SMAX= 0.87 SHIN= -0.45 TMAX= 0.66 ANGLE= -11.9 BOTT: SMAX= 0.45 SMIN= -0.87 TMAX= 0.66 ANGLE= -11.9 2 0.00 0.00 0.00 -0.13 -0.04 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.06 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.06 SMIN= 0.00 TMAX= 0.03 ANGLE= 90.0 3 0.00 0.03 0.01 0.41 -0.10 0.00 0.00 0.00 TOP : SMAX= 0.19 SHIN= -0.01 TMAX= 0.10 ANGLE= 13.2 BOTT: SMAX= 0.01 SMIN= -0.19 TMAX= 0.10 ANGLE= 13.2 4 -0.01 -0.06 0.09 0.76 0.42 -0.01 0.33 0.10 TOP : SMAX= 0.76 SMIN= -0.08 TMAX= 0.42 ANGLE= -21.0 BOTT: SMAX= 0.06 SMIN= -0.10 TMAX= 0.08 ANGLE= 90.0 74 1 -0.38 0.01 1.93 -2.81 -0.46 0.00 0.00 0.00 TOP : SMAX= 0.84 SMIN= -1.22 TMAX= 1.03 ANGLE= -5.4 BOTT: SMAX= 1.22 SMIN= -0.84 TMAX= 1.03 ANGLE= -5.4 2 0.00 0.00 0.00 -0.20 -0.02 0.00 0.00 0.00 TOP : SHAX= 0.00 SHIN= -0.09 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.09 SMIN= 0.00 TMAX= 0.04 ANGLE= 90.0 3 -0.01 0.01 0.01 0.45 -0.11 0.00 0.00 0.00 TOP : SMAX= 0.20 SMIN= -0.01 TMAX= 0.10 ANGLE= 12.9 BOTT: SMAX= 0.01 SMIN= -0.20 TMAX= 0.10 ANGLE= 12.9 4 -0.01 -0.09 0.09 0.89 0.64 0.00 0.63 0.08 TOP : SMAX= 1.12 SMIN= -0.08 TMAX= 0.60 ANGLE= -18.2 BOTT: SMAX= 0.34 SMIN= -0.13 THAX= 0.23 ANGLE= 26.5 75 1 -0.39 0.0 1.93 -3.29 -0.35 0.00 0.00 0.00 TOP : SMAX= 0.83 SMIN= -1.42 TMAX= 1.12 ANGLE= -3.8 BOTT: SMAX= 1.42 SMIN= -0.83 TMAX= 1.12 ANGLE= -3.8 2 0.00 0.00 0.00 -0.19 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.08 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.08 SMIN= 0.00 TMAX= 0.04 ANGLE= 90.0 3 -0.01 -0.02 0.03 -0.07 -0.19 - 0.00 0.00 0.00 TOP : SMAX= 0.08 SMIN= -0.09 TMAX= 0.08 ANGLE= 90.0 BOTT: SMAX= 0.09 SMIN= -0.08 TMAX= 0.08 ANGLE= 90.0 4 -0.02 -0.14 0.03 0.70 0.69 0.00 0.89 0.08 TOP : SMAX= 1.29 SMIN= -0.10 TMAX= 0.70 ANGLE= -16.0 BOTT: SMAX= 0.66 SMIN= -0.08 TMAX= 0.37 ANGLE= 18.0 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 ; PREPARED BY C SU -- PAGE NO. 29 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. 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MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 79 1 -0.39 0.10 1.92 -0.03 -0.18 0.00 0.00 0.00 TOP : SMAX= 0.83 SMIN= -0.02 TMAX= 0.42 ANGLE= -5.3 BOTT: SMAX= 0.02 SMIN= -0.83 TMAX= 0.42 ANGLE= -5.3 2 0.00 0.00 0.00 -0.16 0.01 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.07 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.07 SMIN= 0.00 TMAX= 0.04 ANGLE= 90.0 3 0.01 0.02 0.00 -1.26 0.14 0.00 0.00 0.00 TOP : SMAX= 0.01 SHIN= -0.54 TMAX= 0.28 ANGLE= 6.3 BOTT: SMAX= 0.54 SMIN= -0.01 TMAX= 0.28 ANGLE= 6.3 4 0.01 0.17 -0.11 -0.77 -0.41 0.00 1.14 -0.07 TOP : SHAX= 0.88 SMIN= -0.11 TMAX= 0.49 ANGLE= 14.7 BOTT: SMAX= 1.48 SMIN= 0.04 TMAX= 0.72 ANGLE= -4.3 80 1 -0.40 -0.12 2.02 0.24 0.48 0.00 0.00 0.00 TOP : SMAX= 0.91 SMIN= 0.05 TMAX= 0.43 ANGLE= 14.3 BOTT: SMAX= -0.05 SHIN= -0.91 TMAX= 0.43 ANGLE= 14.3 2 0.00 0.00 0.00 -0.19 0.02 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.08 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.08 SMIN= 0.00 TMAX= 0.04 ANGLE= 90.0 3 -0.01 0.02 0.03 -0.07 0.19 0.00 0.00 0.00 TOP : SMAX= 0.07 SMIN= -0.09 TMAX= 0.08 ANGLE= 90.0 BOTT: SMAX= 0.09 SHIN= -0.07 TMAX= 0.08 ANGLE= 90.0 4 -0.02 0.14 0.03 0.70 -0.69 0.00 0.89 -0.08 TOP : SMAX= 1.29 SMIN= -0.10 TMAX= 0.70 ANGLE= 16.0 BOTT: SMAX= 0.66 SMIN= -0.08 TMAX= 0.37 ANGLE= -18.0 81 1 -0.35 -0.20 1.82 -0.71 0.87 f 0.00 0.00 0.00 TOP : SMAX= 0.89 SMIN= -0.42 TMAX= 0.65 ANGLE= 17.3 BOTT: SHAX= 0.42 SMIN= -0.89 TMAX= 0.65 ANGLE= 17.3 2 0.00 0.00 0.00 -0.20 0.02 0.00 0.00 0.00 TOP : SMAX= 0.00 SKIN= -0.09 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.09 SMIN= 0.00 TMAX= 0.04 ANGLE= 90.0 3 -0.01 -0.01 0.01 0.45 0.11 0.00 0.00 0.00 TOP : SHAX= 0.20 SMIN= -0.01 TMAX= 0.10 ANGLE= -12.9 BOTT: SMAX= 0.01 SMIN= -0.20 TMAX= 0.10 ANGLE= -12.9 4 -0.01 0.09 0.09 0.89 -0.64 0.00 0.63 -0.08 TOP : SHAX= 1.12 SHIN= -0.08 TMAX= 0.60 ANGLE= 18.2 BOTT: SMAX= 0.34 SMIN= -0.13 TMAX= 0.23 ANGLE= -26.5 Page 30 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FON5 ; PREPARED BY C SU Page 31 -- PAGE NO. 31 ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 82 1 -0.33 -0.10 1.64 -0.46 1.05 0.00 0.00 0.00 TOP : SMAX= 0.89 SMIN= -0.38 TMAX= 0.63 ANGLE= 22.5 BOTT: SMAX= 0.38 SHIN= -0.89 TMAX= 0.63 ANGLE= 22.5 2 0.00 0.00 0.00 -0.13 0.04 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.06 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.06 SMIN= 0.00 TMAX= 0.03 ANGLE= 90.0 3 0.00 -0.03 0.01 0.41 0.10 0.00 . 0.00 0.00 TOP : SMAX= 0.19 SMIN= -0.01 TMAX= 0.10 ANGLE= -13.2 BOTT: SMAX= 0.01 SMIN= -0.19 TMAX= 0.10 ANGLE= -13.2 4 -0.01 0.06 0.09 0.76 -0.42 -0.01 0.33 -0.10 TOP : SMAX= 0.76 SMIN= -0.08 THAX= 0.42 ANGLE= 21.0 BOTT: SMAX= 0.06 SMIN= -0.10 TMAX= 0.08 ANGLE= 90.0 83 1 -0.40 -0.02 1.90 1.61 0.69 0.00 0.00 0.00 TOP : SMAX= 1.05 SHIN= 0.45 THAX= 0.30 ANGLE= 39.1 BOTT: SMAX= -0.45 SMIN= -1.05 TMAX= 0.30 ANGLE= 39.1 2 0.00 0.00 0.00 0.00 0.03 0.00 0.00 0.00 TOP : SMAX= 0.01 SHIN= -0.01 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.01 SHIN= -0.01 TMAX= 0.01 ANGLE= 90.0 3 0.01 -0.03 -0.03 0.14 0.06 0.00 0.00 0.00 TOP : SMAX= 0.07 SHIN= -0.02 TMAX= 0.05 ANGLE= 90.0 BOTT: SMAX= 0.02 SMIN= -0.07 TMAX= 0.05 ANGLE= 90.0 4 -0.02 0.02 0.10 0.53 -0.26 0.03 0.00 -0.06 TOP : SMAX= 0.34 SHIN= -0.04 TMAX= 0.19 ANGLE= 32.6 BOTT: SMAX= -0.01 SHIN= -0.23 ThiAX= 0.11 ANGLE= 11.9 84 1 -0.35 -0.09 1.53 0.44 0.27 0.00 0.00 0.00 TOP : SMAX= 0.68 SMIN= 0.16 TMAX= 0.26 ANGLE= 13.1 BOTT: SMAX= -0.16 SMIN= -0.68 TMAX= 0.26 ANGLE= 13.1 2 0.00 -0.01 -0.01 0.02 0.00 0.00 0.00 0.00 TOP : SMAX= 0.01 SHIN= 0.00 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= -0.01 TMAX= 0.01 ANGLE= 90.0 3 0.01 0.00 -0.04 -0.01 0.01 0.00 -0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.02 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.02 SMIN= 0.00 THAX= 0.01 ANGLE= 90.0 4 0.00 -0.02 0.07 0.09 -0.07 -0.02 -0.01 0.07 TOP : SMAX= 0.06 SHIN= -0.01 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.05 SHIN= -0.15 TMAX= 0.10 ANGLE= 90.0 slat) LYy 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY FX FY FXY Page 32 -- PAGE NO. 32 MXY 85 1 -0.52 0.45 13.85 2.55 -2.05 0.00 0.00 0.00 TOP : SMAX= 6.06 SMIN= 0.93 TMAX= 2.57 ANGLE= -10.0 BOTT: SMAX= -0.93 SHIN= -6.06 TMAX= 2.57 ANGLE= -10.0 2 -0.06 -0.01 -0.75 -0.07 0.00 0.00 0.00 0.00 TOP : SMAX= -0.03 SMIN= -0.32 TMAX= 0.14 ANGLE= 0.1 BOTT: SMAX= 0.32 SMIN= 0.03 TMAX= 0.14 ANGLE= 0.1 3 0.01 0.00 -0.15 -0.01 0.03 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.07 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.07 SMIN= 0.00 TMAX= 0.03 ANGLE= 90.0 4 0.11 0.00 -0.11 -0.06 0.46 0.48 0.04 -0.01 TOP : SMAX= 0.50 SMIN= -0.05 TMAX= 0.28 ANGLE= 21.1 BOTT: SMAX= 0.60 SHIN= -0.01 TMAX= 0.30 ANGLE= -20.8 86 1 -1.33 -0.04 13.45 1.42 2.94 0.00 0.00 0.00 TOP : SMAX= 6.03 SMIN= 0.32 TMAX= 2.86 ANGLE= 13.0 BOTT: SMAX= -0.32 SMIN= -6.03 THAX= 2.86 ANGLE= 13.0 2 -0.12 -0.01 -0.84 -0.23 0.03 . 0.00 0.00 0.00 TOP : SMAX= -0.10 SMIN= -0.36 TMAX= 0.13 ANGLE= -2.6 BOTT: SMAX= 0.36 SMIN= 0.10 TMAX= 0.13 ANGLE= -2.6 3 0.01 0.03 -0.11 0.10 0.15 0.00 0.00 0.00 TOP : SMAX= 0.07 SMIN= -0.08 TMAX= 0.08 ANGLE= 90.0 BOTT: SMAX= 0.08 SMIN= -0.07 TMAX= 0.08 ANGLE= 90.0 4 0.08 0.06 0.24 0.10 0.56 0.43 0.29 0.17 TOP : SMAX= 0.85 SMIN= 0.02 TMAX= 0.42 ANGLE= 38.1 BOTT: SMAX= 0.37 SMIN= 0.21 TMAX= 0.08 ANGLE= 90.0 87 1 -0.03 0.36 9.12 1.88 0.91 0.00 0.00 0.00 TOP : SMAX= 3.94 SMIN= 0.75 TMAX= 1.59 ANGLE= 7.1 BOTT: SMAX= -0.75 SMIN= -3.94 TMAX= 1.59 ANGLE= 7.1 2 0.06 -0.01 -0.75 -0.07 0.01 0.00 0.00 0.00 TOP : SMAX= -0.03 SMIN= -0.32 TMAX= 0.14 ANGLE= -0.5 BOTT: SMAX= 0.32 SMIN= 0.03 TMAX= 0.14 ANGLE= -0.5 3 -0.02 0.00 -0.12 -0.01 -0.05 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.06 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.06 SMIN= 0.00 TMAX= 0.03 ANGLE= 90.0 4 0.10 0.00 -0.08 0.05 0.42 -0.57 -0.05 -0.03 TOP : SMAX= 0.01 SMIN= -0.64 TMAX= 0.32 ANGLE= -13.7 BOTT: SMAX= 0.01 SMIN= -0.61 THAX= 0.31 ANGLE= 20.9 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 ; PREPARED BY C SU Page 33 -- PAGE NO. 33 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 88 1 0.71 0.02 9.06 1.14 -2.68 0.00 0.00 0.00 TOP : SMAX= 4.22 SMIN= 0.13 TMAX= 2.04 ANGLE= -17.1 BOTT: SMAX= -0.13 SMIN= -4.22 TMAX= 2.04 ANGLE= -17.1 2 0.12 -0.01 -0.85 -0.23 -0.02 0.00 0.00 0.00 TOP : SMAX= -0.10 SMIN= -0.36 TMAX= 0.13 ANGLE= 2.0 BOTT: SMAX= 0.36 SMIN= 0.10 TMAX= 0.13 ANGLE= 2.0 3 -0.01 0.03 -0.08 0.11 -0.18 0.00 . 0.00 0.00 TOP : SMAX= 0.09 SHIN= -0.08 TMAX= 0.09 ANGLE= 90.0 BOTT: SMAX= 0.08 SMIN= -0.09 TMAX= 0.09 ANGLE= 90.0 4 0.08 -0.05 -0.45 -0.08 0.51 -0.49 -0.27 0.12 TOP : SMAX= -0.10 SMIN= -0.88 TMAX= 0.39 ANGLE= -30.3 BOTT: SMAX= -0.16 SMIN= -0.37 TMAX= 0.10 ANGLE= 90.0 89 1 -1.28 0.03 12.82 1.59 -3.04 0.00 0.00 0.00 TOP : SMAX= 5.80 SMIN= 0.35 TMAX= 2.72 ANGLE= -14.2 BOTT: SMAX= -0.35 SMIN= -5.80 TMAX= 2.72 ANGLE= -14.2 2 -0.12 0.01 -0.84 -0.23 -0.03 0.00 0.00 0.00 TOP : SMAX= -0.10 SMIN= -0.36 TMAX= 0.13 ANGLE= 2.4 BOTT: SMAX= 0.36 SMIN= 0.10 TMAX= 0.13 ANGLE= 2.4 3 0.01 -0.03 -0.11 0.10 -0.15 0.00 0.00 0.00 TOP : SMAX= 0.07 SMIN= -0.08 TMAX= 0.08 ANGLE= 90.0 BOTT: SMAX= 0.08 SHIN= -0.07 TMAX= 0.08 ANGLE= 90.0 4 0.08 -0.06 0.24 0.10 -0.56 0.43 0.29 -0.16 TOP : SMAX= 0.85 SMIN= 0.02 TMAX= 0.41 ANGLE= -38.2 BOTT: SMAX= 0.38 SMIN= 0.20 TMAX= 0.09 ANGLE= 90.0 90 1 -0.51 -0.44 13.26 2.49 1.92 0.00 0.00 0.00 TOP : SMAX= 5.80 SMIN= 0.92 TMAX= 2.44 ANGLE= 9.8 BOTT: SMAX= -0.92 SMIN= -5.80 TMAX= 2.44 ANGLE= 9.8 2 -0.06 0.01 -0.75 -0.07 0.00 0.00 0.00 0.00 TOP : SMAX= -0.03 SMIN= -0.32 TMAX= 0.14 ANGLE= -0.1 BOTT: SMAX= 0.32 SMIN= 0.03 TMAX= 0.14 ANGLE= -0.1 3 0.01 0.00 -0.15 -0.01 -0.03 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.07 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.07 SHIN= 0.00 TMAX= 0.03 ANGLE= 90.0 4 0.11 0.00 -0.11 -0.06 -0.46 0.48 0.04 0.01 TOP : SMAX= 0.50 SMIN= -0.05 TMAX= 0.28 ANGLE= -21.1 BOTT: SMAX= 0.60 SMIN= -0.01 TMAX= 0.30 ANGLE= 20.8 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 ; PREPARED BY C SU -- PAGE NO. 34 ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY eso 91 1 0.66 -0.04 8.64 1.34 2.87 0.00 0.00 0.00 TOP : SMAX= 4.11 SMIN= 0.15 TMAX= 1.98 ANGLE= 19.1 BOTT: SMAX= -0.15 SMIN= -4.11 TMAX= 1.98 ANGLE= 19.1 2 0.12 0.01 -0.85 -0.23 0.02 0.00 0.00 0.00 TOP : SMAX= -0.10 SMIN= -0.36 TMAX= 0.13 ANGLE= -1.8 BOTT: SHAX= 0.36 SMIN= 0.10 TMAX= 0.13 ANGLE= -1.8 3 -0.01 -0.03 -0.08 0.11 0.18 0.00 0.00 0.00 TOP : SMAX= 0.09 SHIN= -0.08 TMAX= 0.09 ANGLE= 90.0 BOTT: SMAX= 0.08 SHIN= -0.09 TMAX= 0.09 ANGLE= 90.0 4 0.08 0.05 -0.45 -0.09 -0.51 -0.49 -0.27 -0.12 TOP : SMAX= -0.11 SMIN= -0.88 TMAX= 0.39 ANGLE= 30.4 BOTT: SMAX= -0.16 SMIN= -0.37 TMAX= 0.11 ANGLE= 90.0 92 1 -0.04 -0.36 8.66 1.82 -0.73 0.00 0.00 0.00 TOP : SMAX= 3.73 SMIN= 0.74 TMAX= 1.49 ANGLE= -6.1 BOTT: SMAX= -0.74 SMIN= -3.73 TMAX= 1.49 ANGLE= -6.1 2 0.06 0.01 -0.75 -0.07 -0.01 . 0.00 0.00 0.00 TOP : SMAX= -0.03 SHIN= -0.32 TMAX= 0.14 ANGLE= 0.5 BOTT: SMAX= 0.32 SMIN= 0.03 TMAX= 0.14 ANGLE= 0.5 3 -0.02 0.00 -0.12 -0.01 0.05 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.06 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.06 SHIN= 0.00 TMAX= 0.03 ANGLE= 90.0 4 0.10 0.00 -0.08 0.05 -0.42 -0.57 -0.05 0.03 TOP : SMAX= 0.01 SMIN= -0.64 TMAX= 0.32 ANGLE= 13.8 BOTT: SMAX= 0.01 SHIN= -0.61 TMAX= 0.31 ANGLE= -21.0 93 1 0.26 -0.05 0.89 -0.42 -0.49 f 0.00 0.00 0.00 TOP : SMAX= 0.45 SMIN= -0.25 TMAX= 0.35 ANGLE= -18.5 BOTT: SMAX= 0.25 SMIN= -0.45 TMAX= 0.35 ANGLE= -18.5 2 0.00 0.00 0.00 -0.12 -0.03 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.05 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.05 SMIN= 0.00 TMAX= 0.03 ANGLE= 90.0 3 0.00 -0.02 0.00 0.33 -0.04 0.00 0.00 0.00 TOP : SMAX= 0.14 SMIN= 0.00 THAX= 0.07 ANGLE= 6.7 BOTT: SMAX= 0.00 SMIN= -0.14 TMAX= 0.07 ANGLE= 6.7 4 -0.01 -0.08 -0.05 -0.73 -0.36 0.00 -0.33 -0.07 TOP : SMAX= 0.05 SMIN= -0.72 TMAX= 0.38 ANGLE= -17.5 BOTT: SMAX= 0.09 SMIN= -0.09 TMAX= 0.09 ANGLE= 90.0 Page 34 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 94 1 TOP : SMAX= BOTT: SMAX= 2 TOP : SMAX= BOTT: SMAX= 3 TOP : SMAX= BOTT: SMAX= 4 TOP : SMAX= BOTT: SMAX= 95 1 TOP : SMAX= BOTT: SMAX= 2 TOP : SMAX= BOTT: SMAX= 3 TOP : SMAX= BOTT: SMAX= 4 TOP : SMAX= BOTT: SMAX= 131 1 TOP • SMAX= BOTT: SMAX= 2 TOP : SMAX= BOTT: SMAX= 3 TOP : SMAX= BOTT: SMAX= 4 TOP : SMAX= BOTT: SMAX= 0.27 -0.01 0.94 1.13 -0.35 0.00 0.00 0.00 0.60 SHIN= 0.29 TMAX= 0.15 ANGLE= 90.0 -0.29 SMIN= -0.60 TMAX= 0.15 ANGLE= 90.0 0.00 0.00 0.00 -0.02 -0.02 0.00 0.00 0.00 0.00 SHIN= -0.01 TMAX= 0.01 ANGLE= 90.0 0.01 SMIN= 0.00 TMAX= 0.01 ANGLE= 90.0 0.00 -0.02 -0.01 0.13 -0.02 0.00 - 0.00 0.00 0.06 SHIN= -0.01 TMAX= 0.03 ANGLE= 90.0 0.01 SHIN= -0.06 TMAX= 0.03 ANGLE= 90.0 -0.01 -0.03 -0.05 -0.45 -0.22 -0.01 -0.03 -0.03 0.03 SMIN= -0.29 TMAX= 0.16 ANGLE= -26.2 0.18 SHIN= -0.01 TMAX= 0.09 ANGLE= -19.4 0.27 0.03 0.79 0.00 0.00 0.35 SMIN= 0.14 TMAX= -0.14 SHIN= -0.35 TMAX= 0.00 0.00 0.00 0.00 0.00 0.00 SMIN= 0.00 TMAX= 0.00 SMIN= 0.00 TMAX= 0.00 -0.01 -0.01 0.00 0.00 0.01 SMIN= 0.00 TMAX= 0.00 SHIN= -0.01 THAX= 0.00 0.00 -0.04 0.01 0.02 0.00 SMIN= -0.03 TMAX= 0.07 SHIN= 0.00 TMAX= 0.28 -0.04 0.83 0.00 0.00 0.36 SMIN= 0.15 TMAX= -0.15 SMIN= -0.36 TMAX= 0.00 0.00 0.00 0.00 0.00 0.00 SHIN= 0.00 TMAX= 0.00 SHIN= 0.00 THAX= 0.00 0.01 -0.01 0.00 0.00 0.01 SHIN= 0.00 TMAX= 0.00 SMIN= -0.01 TMAX= 0.00 0.00 -0.04 0.01 0.02 0.00 SMIN= -0.03 TMAX= 0.07 SMIN= 0.00 TMAX= Page 35 -- PAGE NO. 35 0.35 -0.11 0.00 0.10 ANGLE= -13.5 0.10 ANGLE= -13.5 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 0.01 0.00 0.00 0.01 ANGLE= 90.0 0.01 ANGLE= 90.0 -0.07 -0.06 0.01 0.01 ANGLE= 90.0 0.04 ANGLE= 90.0 0.37 0.09 0.00 0.10 ANGLE= 10.2 0.10 ANGLE= 10.2 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 0.01 0.00 0.00 0.01 ANGLE= 90.0 0.01 ANGLE= 90.0 -0.07 0.06 -0.01 0.01 ANGLE= 90.0 0.04 ANGLE= 90.0 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 0.28 -0.04 1.00 1.11 0.21 0.00 0.00 0.00 TOP : SMAX= 0.54 SMIN= 0.36 TMAX= 0.09 ANGLE= 90.0 BOTT: SMAX= -0.36 SMIN= -0.54 TMAX= 0.09 ANGLE= 90.0 2 0.00 0.00 0.00 -0.02 0.02 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.01 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.01 SHIN= 0.00 TMAX= 0.01 ANGLE= 90.0 3 0.00 0.02 -0.01 0.13 0.02 0.00 0.00 0.00 TOP : SMAX= 0.06 SMIN= -0.01 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.01 SHIN= -0.06 TMAX= 0.03 ANGLE= 90.0 4 -0.01 0.03 -0.05 -0.45 0.22 -0.01 -0.03 0.03 TOP : SMAX= 0.03 SMIN= -0.29 TMAX= 0.16 ANGLE= 26.1 BOTT: SMAX= 0.18 SMIN= -0.01 TMAX= 0.09 ANGLE= 19.3 132 1 133 1 TOP • SMAX= BOTT: SMAX= 2 TOP : SMAX= BOTT: SMAX= 3 TOP : SMAX= BOTT: SMAX= 4 TOP • SMAX= BOTT: SMAX= 134 1 Page 36 -- PAGE NO. 36 0.27 -0.07 0.91 -1.11 0.29 0.00 0.00 0.00 0.41 SMIN= -0.49 TMAX= 0.45 ANGLE= 7.9 0.49 SMIN= -0.41 TMAX= 0.45 ANGLE= 7.9 0.00 0.00 0.00 -0.12 0.03. 0.00 0.00 0.00 0.00 SHIN= -0.05 TMAX= 0.03 ANGLE= 90.0 0.05 SMIN= 0.00 TMAX= 0.03 ANGLE= 90.0 0.00 0.02 0.00 0.33 0.04 0.00 0.00 0.00 0.14 SMIN= 0.00 TMAX= 0.07 ANGLE= -7.0 0.00 SMIN= -0.14 TMAX= 0.07 ANGLE= -7.0 -0.01 0.08 -0.04 -0.73 0.35 0.00 -0.33 0.07 0.05 SMIN= -0.71 TMAX= 0.38 ANGLE= 17.3 0.09 SHIN= -0.09 TMAX= 0.09 ANGLE= 90.0 0.26 -0.03 0.92 Y 0.00 0.00 TOP : SMAX= 0.39 ,SHIN= -1.29 TMAX= BOTT: SMAX= 1.29 SMIN= -0.39 TMAX= 2 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.08 TMAX= BOTT: SMAX= 0.08 SMIN= 0.00 TMAX= 3 0.00 0.01 0.01 0.00 0.00 TOP : SMAX= 0.14 SMIN= -0.01 TMAX= BOTT: SMAX= 0.01 SMIN= -0.14 TMAX= 4 -0.01 0.13 -0.04 0.00 -0.66 TOP : SMAX= 0.05 SMIN= -1.06 TMAX= BOTT: SMAX= 0.07 SMIN= -0.39 TMAX= -3.02 0.16 0.00 0.84 ANGLE= 2.3 0.84 ANGLE= 2.3 -0.18 0.02 0.00 0.04 ANGLE= 90.0 0.04 ANGLE= 90.0 0.30 0.08 0.00 0.07 ANGLE= -13.5 0.07 ANGLE= -13.5 -0.77 0.48 0.06 0.56 ANGLE= 14.3 0.23 ANGLE= -19.9 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 ; PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE - LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 0.26 0.02 0.91 -3.69 0.10 0.00 0.00 0.00 TOP : SMAX= 0.39 SMIN= -1.58 TMAX= 0.98 ANGLE= 1.2 BOTT: SMAX= 1.58 SMIN= -0.39 TMAX= 0.98 ANGLE= 1.2 2 0.00 0.00 0.00 -0.18 0.01 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.06 THAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.08 SMIN= 0.00 TMAX= 0.04 ANGLE= 90.0 3 0.00 -0.02 0.01 -0.23 0.12 0.00 . 0.00 0.00 TOP : SMAX= 0.02 SMIN= -0.12 TMAX= 0.07 ANGLE= 22.3 BOTT: SMAX= 0.12 SHIN= -0.02 TMAX= 0.07 ANGLE= 22.3 4 0.00 0.17 0.00 -0.32 0.49 0.00 -0.96 0.05 TOP : SMAX= 0.06 SMIN= -1.16 TMAX= 0.61 ANGLE= 12.6 BOTT: SMAX= 0.03 SMIN= -0.85 TMAX= 0.44 ANGLE= -10.4 135 1 0.27 0.06 0.90 -3.57 0.14 0.00 0.00 0.00 TOP : SMAX= 0.39 SMIN= -1.53 TMAX= 0.96 ANGLE= 1.8 BOTT: SMAX= 1.53 SMIN= -0.39 TMAX= 0.96 ANGLE= 1.8 2 0.00 0.00 0.00 -0.16 0.01 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.07 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.07 SHIN= 0.00 THAX= 0.03 ANGLE= 90.0 3 0.00 -0.02 0.00 -1.10 0.10 0.00 0.00 0.00 TOP : SHAX= 0.00 SMIN= -0.47 TMAX= 0.24 ANGLE= 5.1 BOTT: SMAX= 0.47 SHIN= 0.00 TMAX= 0.24 ANGLE= 5.1 4 0.01 0.17 0.05 1.00 0.30 0.00 -1.23 0.04 TOP : SMAX= 0.06 SHIN= -0.83 TMAX= 0.44 ANGLE= 11.1 BOTT: SMAX= -0.02 SMIN= -1.66 TMAX= 0.82 ANGLE= -2.9 136 1 -- PAGE NO. 37 0.26 0.10 0.90 -3.06 0.22 0.00 0.00 0.00 TOP : SMAX= 0.39 SMIN= -1.31 THAX= 0.85 ANGLE= 3.1 BOTT: SMAX= 1.31 SMIN= -0.39 TMAX= 0.85 ANGLE= 3.1 2 0.00 0.00 0.00 -0.14 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.06 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.06 SMIN= 0.00 TMAX= 0.03 ANGLE= 90.0 3 0.00 -0.01 0.00 -1.72 0.04 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.73 TMAX= 0.37 ANGLE= 1.3 BOTT: SMAX= 0.73 SMIN= 0.00 TMAX= 0.37 ANGLE= 1.3 4 0.03 0.07 0.10 2.49 0.08 0.00 -1.41 0.02 TOP : SMAX= 0.05 SHIN= -0.35 TMAX= 0.20 ANGLE= 7.4 BOTT: SMAX= -0.04 SHIN= -2.48 TMAX= 1.22 ANGLE= -0.4 137 1 Page 37 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 ; PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 0.27 0.13 0.93 -1.98 0.23 0.00 0.00 0.00 TOP : SMAX= 0.41 SMIN= -0.85 TMAX= 0.63 ANGLE= 4.4 BOTT: SMAX= 0.85 SMIN= -0.41 TMAX= 0.63 ANGLE= 4.4 2 0.00 0.00 0.00 -0.14 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.06 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX 0.06 SMIN= 0.00 TMAX= 0.03 ANGLE= 90.0 3 0.00 0.01 0.00 -1.72 -0.05 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.73 TMAX= 0.37 ANGLE= -1.7 BOTT: SMAX= 0.73 SMIN= 0.00 TMAX= 0.37 ANGLE= -1.7 4 0.03 -0.07 0.10 2.50 -0.07 0.00 -1.41 -0.03 TOP : SMAX= 0.05 SMIN= -0.35 TMAX= 0.20 ANGLE= -7.7 BOTT: SHAX= -0.04 SMIN= -2.48 TMAX= 1.22 ANGLE= 0.1 138 1 0.30 0.09 1.02 -0.64 0.10 0.00 0.00 0.00 TOP : SMAX= 0.44 SHIN= -0.28 THAX= 0.36 ANGLE= 3.5 BOTT: SMAX= 0.28 SMIN= -0.44 TMAX= 0.36 ANGLE= 3.5 2 0.00 0.00 0.00 -0.16 -0.01 _ 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.07 TMAX= 0.03 ANGLE= 90.0 BOTT: SMAX= 0.07 SMIN= 0.00 TMAX= 0.03 ANGLE= 90.0 3 0.00 0.02 0.00 -1.10 -0.11 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.48 TMAX= 0.24 ANGLE= -5.4 BOTT: SMAX= 0.48 SMIN= 0.00 TMAX= 0.24 ANGLE= -5.4 4 0.01 -0.17 0.05 1.01 -0.29 0.00 -1.23 -0.05 TOP : SMAX= 0.06 SMIN= -0.83 TMAX= 0.44 ANGLE= -11.5 BOTT: SMAX= -0.02 SMIN= -1.66 TMAX= 0.82 ANGLE= 2.5 139 1 0.30 0.05 1.01 7 0.00 0.00 TOP : SMAX= 0.44 SMIN= -0.15 TMAX= BOTT: SMAX= 0.15 SMIN= -0.44 TMAX= 2 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.08 TMAX= BOTT: SMAX= 0.08 SMIN= 0.00 TMAX= 3 0.00 0.02 0.01 0.00 0.00 TOP : SMAX= 0.02 SHIN= -0.12 TMAX= BOTT: SMAX= 0.12 SHIN= -0.02 TMAX= 4 -0.01 -0.17 -0.01 0.00 -0.96 TOP : SMAX= 0.06 SHIN= -1.16 TMAX= BOTT: SMAX= 0.03 SHIN= -0.85 TMAX= 140 1 - 0.34 -0.09 0.00 0.29 ANGLE= -3.6 0.29 ANGLE= -3.6 -0.18 -0.01 0.00 0.04 ANGLE= 90.0 0.04 ANGLE= 90.0 - 0.23 -0.12 0.00 - 0.07 ANGLE= -22.6 0.07 ANGLE= -22.6 -0.32 -0.49 -0.06 0.61 ANGLE= -13.0 0.44 ANGLE= 10.0 U �sv Page 38 -- PAGE NO. 38 07/29/1992 08:04 Filename: 2105FDN5.ANL BLOC 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 ; PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIPS FEET FORCE OR STRESS = FORCE/WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX BY MX MY MXY FX FY FXY 141 1 0.27 -0.08 0.95 -0.88 -0.28 0.00 0.00 0.00 TOP : SMAX= 0.42 SMIN= -0.39 TMAX= 0.41 ANGLE= -8.4 BOTT: SMAX= 0.39 SMIN= -0.42 TMAX= 0.41 ANGLE= -8.4 2 0.00 0.00 0.00 -0.18 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.08 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.08 SMIN= 0.00 TMAX= 0.04 ANGLE= 90.0 3 0.00 -0.01 0.00 0.30 -0.07 0.00 . 0.00 0.00 TOP : SMAX= 0.14 SHIN= -0.01 TMAX= 0.07 ANGLE= 13.2 BOTT: SMAX= 0.01 _SHIN= -0.14 TMAX= 0.07 ANGLE= 13.2 4 -0.01 -0.13 -0.04 -0.76 -0.49 0.00 -0.66 -0.06 TOP : SMAX= 0.05 SMIN= -1.06 TMAX= 0.56 ANGLE= -14.7 BOTT: SMAX= 0.07 SMIN= -0.39 TMAX= 0.23 ANGLE= 19.6 * * * * * * * * * * * * * * * * * ** *END OF ELEMENT FORCES * * * * * * * * * * * * * * * * * * ** 115. PRINT MEMBER FORCES -- PAGE NO. 39 Page 39 07/29/1992 08:04 Filename: 2105FON5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 ; PREPARED BY C SU c3 Page 40 -- PAGE NO. 40 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 101 1 46 0.00 0.22 0.00 -0.06 0.00 -0.27 47 0.00 0.65 0.00 0.06 0.00 -0.20 2 46 0.00 0.03 0.00 0.00 0.00 0.04 47 0.00 -0.03 0.00 0.00 0.00 0.03 3 46 0.00 -0.01 0.00 0.00 0.00 -0.01 47 0.00 0.01 0.00 0.00 0.00 -0.01 4 46 0.11 -0.04 -0.30 0.00 0.35 -0.03 47 -0.11 0.04 0.30 0.00 0.32 -0.05 102 1 47 0.00 1.00 0.00 0.03 0.00 1.01 48 0.00 1.02 0.00 -0.03 0.00 -0.82 2 47 0.00 0.02 0.00 0.00 0.00 0.04 48 0.00 -0.02 0.00 0.00 0.00 0.04 3 47 0.00 -0.02 0.00 0.00 0.00 -0.02 48 0.00 0.02 0.00 0.00 0.00 -0.07 4 47 -0.16 -0.05 -0.04 -0.05 0.14 -0.12 48 0.16 0.05 0.04 0.05 0.05 -0.10 103 1 48 0.00 1.44 0.00 0.06 0.00 1.49 49 0.00 0.72 0.00 -0.06 0.00 0.18 2 48 0.00 0.01 0.00 0.00 0.00 0.01 49 0.00 -0.01 0.00 0.00 0.00 0.04 3 48 0.00 -0.01 0.00 0.00 0.00 0.03 49 0.00 0.01 0.00 0.00 0.00 -0.06 4 48 0.30 -0.08 -0.01 -0.08 0.01 -0.19 49 -0.30 0.08 0.01 0.08 0.03 -0.18 104 1 49 0.00 1.19 0.00 0.02 0.00 0.70 50 0.00 0.97 0.00 -0.02 0.00 -0.18 2 49 0.00 0.00 0.00 0.00 0.00 -0.02 50 0.00 0.00 0.00 0.00 0.00 0.03 3 49 0.00 0.01 0.00 0.00 0.00 0.09 50 0.00 -0.01 0.00 0.00 0.00 -0.02 4 49 0.35 -0.12 -0.01 -0.12 0.01 -0.28 50 -0.35 0.12 0.01 0.12 0.03 -0.26 105 1 50 0.00 I.10 0.00 0.01 0.00 0.44 51 0.00 /1.06 0.00 -0.01 0.00 -0.33 2 50 0.00 0.00 0.00 0.00 0.00 -0.03 51 0.00 0.00 0.00 0.00 0.00 0.02 3 50 0.00 0.06 0.00 -0.01 0.00 0.13 51 0.00 -0.06 0.00 0.01 0.00 0.14 4 50 0.43 -0.17 0.00 -0.17 0.00 -0.40 51 -0.43 0.17 0.00 . 0.17 0.02 -0.38 106 1 51 0.00 1.06 0.00 0.00 0.00 0.38 52 0.00 1.10 0.00 0.00 0.00 -0.46 07/29/1992 08:04 Filename: 2105FON5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU MEMBER END FORCES STRUCTURE TYPE = SPACE -- PAGE NO. 41 ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 51 0.00 0.00 0.00 0.00 0.00 -0.02 52 0.00 0.00 0.00 0.00 0.00 0.02 3 51 0.00 0.22 0.00 0.00 0.00 0.35 52 0.00 -0.22 0.00 0.00 0.00 0.66 4 51 0.58 -0.32 0.01 -0.21 -0.04 -0.84 52 -0.58 0.32 -0.01 0.21 -0.01 -0.63 107 1 52 0.00 1.04 0.00 -0.01 0.00 0.39 53 0.00 1.12 0.00 0.01 0.00 -0.59 2 52 0.00 0.00 0.00 0.00 0.00 -0.02 53 0.00 0.00 0.00 0.00 0.00 0.02 3 52 0.00 13.84 0.00 -0.01 0.00 0.58 53 0.00 0.16 0.00 0.01 0.00 -0.11 4 52 0.76 -22.54 -3.14 -0.11 3.60 -26.38 53 -0.76 -22.10 -3.16 0.11 -3.65 25.36 108 1 53 0.00 1.03 0.00 -0.02 0.00 0.47 54 0.00 1.13 0.00 0.02 0.00 -0.70 2 53 0.00 0.00 0.00 0.00 0.00 -0.02 54 0.00 0.00 0.00 0.00 0.00 0.02 3 53 0.00 0.15 0.00 0.01 0.00 0.11 54 0.00 13.85 0.00 -0.01 0.00 -0.54 4 53 0.76 -22.10 -3.16 0.11 3.65 -25.36 54 -0.76 -22.54 -3.14 -0.11 -3.60 26.38 109 1 54 0.00 1.05 0.00 -0.02 0.00 0.59 55 0.00 1.11 0.00 0.02 0.00 -0.74 2 54 0.00 0.00 0.00 0.00 0.00 -0.02 55 0.00 0.00 0.00 0.00 0.00 0.02 3 54 0.00 -0.22 0.00 0.00 0.00 -0.66 55 0.00 0.22 0.00 0.00 0.00 -0.35 4 54 0.58 0.32 -0.01 0.21 0.01 0.63 55 -0.58 -0.32 0.01 -0.21 0.04 0.84 110 1 55 0.00 1.07 0.00 -0.01 0.00 0.64 56 0.00 1.09 0.00 0.01 0.00 -0.71 2 55 0.00 0.00 0.00 0.00 0.00 -0.02 56 0.00 0.00 0.00 0.00 0.00 0.03 3 55 0.00 -0.06 0.00 0.01 0.00 -0.14 56 0.00 0.06 0.00 -0.01 0.00 -0.13 4 55 0.43 0.17 0.00 0.17 -0.02 0.38 56 -0.43 -0.17 0.00 -0.17 0.00 0.40 111 1 56 0.00 1.02 0.00 0.00 0.00 0.52 57 0.00 1.14 0.00 0.00 0.00 -0.80 2 56 0.00 0.00 0.00 0.00 0.00 . -0.03 57 0.00 0.00 0.00 0.00 0.00 0.02 3 56 0.00 -0.01 0.00 0.00 0.00 0.02 57 0.00 0.01 0.00 0.00 0.00 -0.09 4 56 0.35 0.12 0.01 0.12 -0.03 0.26 57 -0.35 -0.12 -0.01 -0.12 -0.01 0.28 Page 41 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU ' Page 42 -- PAGE NO. 42 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 112 1 57 0.00 0.78 0.00 -0.05 0.00 0.05 58 0.00 1.38 0.00 0.05 0.00 -1.46 2 57 0.00 -0.01 0.00 0.00 0.00 -0.04 58 0.00 0.01 0.00 0.00 0.00 -0.01 3 57 0.00 0.01 0.00 0.00 0.00 0.06 58 0.00 -0.01 0.00 0.00 0.00 -0.03 4 57 0.30 0.08 0.01 0.08 -0.03 0.18 58 -0.30 -0.08 -0.01 -0.08 -0.01 0.19 113 1 58 0.00 0.92 0.00 -0.02 0.00 0.86 59 0.00 1.09 0.00 0.02 0.00 -1.02 2 58 0.00 -0.02 0.00 0.00 0.00 -0.04 59 0.00 0.02 0.00 0.00 0.00 -0.04 3 58 0.00 0.02 0.00 0.00 0.00 0.07 59 0.00 -0.02 0.00 0.00 0.00 0.02 4 58 -0.16 0.05 0.04 0.05 -0.05 0.10 59 0.16 -0.05 -0.04 -0.05 -0.14 0.12 114 1 59 0.00 0.65 0.00 0.06 0.00 0.22 60 0.00 0.22 0.00 -0.06 0.00 0.26 2 59 0.00 -0.03 0.00 0.00 0.00 -0.03 60 0.00 0.03 0.00 0.00 0.00 -0.04 3 59 0.00 0.01 0.00 0.00 0.00 0.01 60 0.00 -0.01 0.00 0.00 0.00 0.01 4 59 0.11 0.04 0.30 0.00 -0.32 0.05 60 -0.11 -0.04 -0.30 0.00 -0.35 0.03 115 1 61 0.00 0.19 0.00 0.05 0.00 -0.23 62 0.00 0.68 0.00 -0.05 0.00 -0.30 2 61 0.00 0.03 0.00 0.00 0.00 0.04 62 0.00 -0.03 0.00 0.00 0.00 0.03 3 61 0.00 -0.01 0.00 0.00 0.00 -0.01 62 0.00 0.01 0.00 0.00 0.00 -0.01 4 61 -0.17 0.03 -0.28 0.00 0.33 0.03 62 0.17 -0.03 0.28 0.00 0.29 0.04 116 1 62 0.00 d.95 0.00 0.03 0.00 0.89 63 0.00 /1.06 0.00 -0.03 0.00 -0.91 2 62 0.00 0.02 0.00 0.00 0.00 0.04 63 0.00 -0.02 0.00 0.00 0.00 0.04 3 62 0.00 -0.02 0.00 0.00 0.00 -0.03 63 0.00 0.02 0.00 0.00 0.00 -0.07 4 62 0.04 0.04 -0.03 -0.05 0.13 0.12 63 -0.04 -0.04 0.03 0.05 0.04 0.09 117 1 63 0.00 1.33 0.00 0.01 0.00 1.26 64 0.00 0.83 0.00 -0.01 0.00 -0.07 2 63 0.00 0.01 0.00 0.00 0.00 0.01 64 0.00 -0.01 0.00 0.00 0.00 0.05 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU -- PAGE NO. 43 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 63 0.00 -0.01 0.00 0.00 0.00 0.03 64 0.00 0.01 0.00 0.00 0.00 -0.07 4 63 -0.47 0.08 0.00 -0.08 0.00 0.20 64 0.47 -0.08 0.00 0.08 0.01 0.16 118 1 64 0.00 1.14 0.00 0.03 0.00 0.59 65 0.00 1.02 0.00 -0.03 0.00 -0.30 2 64 0.00 0.00 0.00 0.00 0.00 -0.02 55 0.00 0.00 0.00 0.00 0.00 0.03 3 64 0.00 0.02 0.00 0.00 0.00 0.09 65 0.00 -0.02 0.00 0.00 0.00 -0.02 4 64 -0.60 0.12 0.00 -0.12 -0.01 0.29 65 0.60 -0.12 0.00 0.12 0.02 0.25 119 1 65 0.00 1.07 0.00 0.03 0.00 0.36 66 0.00 1.09 0.00 -0.03 0.00 -0.41 2 65 0.00 0.00 0.00 0.00 0.00 -0.03 66 0.00 0.00 0.00 0.00 0.00 0.02 3 65 0.00 0.06 0.00 0.00 0.00 0.14 66 0.00 -0.06 0.00 0.00 0.00 0.15 4 65 -0.79 0.17 0.00 -0.17 -0.02 0.42 66 0.79 -0.17 0.00 0.17 0.01 0.38 120 1 66 0.00 1.04 0.00 0.02 0.00 0.33 67 0.00 1.12 0.00 -0.02 0.00 -0.52 2 66 0.00 0.00 0.00 0.00 0.00 -0.02 67 0.00 0.00 0.00 0.00 0.00 0.02 3 66 0.00 0.22 0.00 0.00 0.00 0.36 67 0.00 -0.22 0.00 0.00 0.00 0.67 4 66 -1.01 0.32 0.01 -0.22 -0.04 0.86 67 1.01 -0.32 -0.01 0.22 -0.02 0.65 121 1 67 0.00 1.02 0.00 0.02 0.00 0.36 68 0.00 1.14 0.00 -0.02 0.00 -0.63 2 67 0.00 0.00 0.00 0.00 0.00 -0.02 68 0.00 0.00 0.00 0.00 0.00 0.02 3 67 0.00 13.85 0.00 0.00 0.00 0.58 68 0.00 0.15 0.00 0.00 0.00 -0.11 4 67 -1.22 22.54 -3.14 -0.11 3.60 26.38 68 1.22 22.10 -3.16 0.11 -3.65 -25.34 122 1 68 0.00 1.03 0.00 0.02 0.00 0.47 69 0.00 1.13 0.00 -0.02 0.00 -0.72 2 68 0.00 0.00 0.00 0.00 0.00 -0.02 69 0.00 0.00 0.00 0.00 0.00 0.02 3 68 0.00 0.15 0.00 0.00 0.00 0.11 69 0.00 13.85 0.00 0.00 0.00 -0.54 4 68 -1.22 22.10 -3.16 0.11 3.65 25.34 69 1.22 22.54 -3.14 -0.11 -3.60 -26.38 123 1 69 0.00 1.06 0.00 0.00 0.00 0.63 70 0.00 1.10 0.00 0.00 0.00 -0.72 Page 43 C 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5 : PREPARED BY C SU Ccr Page 44 -- PAGE NO. 44 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIPS FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 69 0.00 0.00 0.00 0.00 0.00 -0.02 70 0.00 0.00 0.00 0.00 0.00 0.02 3 69 0.00 -0.22 0.00 0.00 0.00 -0.67 70 0.00 0.22 0.00 0.00 0.00 -0.36 4 69 -1.01 -0.32 -0.01 0.22 0.02 -0.65 70 1.01 0.32 0.01 -0.22 0.04 -0.86 124 1 70 0.00 1.11 0.00 -0.03 0.00 0.74 71 0.00 1.05 0.00 0.03 0.00 -0.63 2 70 0.00 0.00 0.00 0.00 0.00 -0.02 71 0.00 0.00 0.00 0.00 0.00 0.03 3 70 0.00 -0.06 0.00 0.00 0.00 -0.15 71 0.00 0.06 0.00 0.00 0.00 -0.14 4 70 -0.79 -0.17 0.00 0.17 -0.01 -0.38 71 0.79 0.17 0.00 -0.17 0.02 -0.42 125 1 71 0.00 1.08 0.00 -0.06 0.00 0.67 72 0.00 1.08 0.00 0.06 0.00 -0.66 2 71 0.00 0.00 0.00 0.00 0.00 -0.03 72 0.00 0.00 0.00 0.00 0.00 0.02 3 71 0.00 -0.02 0.00 0.00 0.00 0.02 72 0.00 0.02 0.00 0.00 0.00 -0.09 4 71 -0.60 -0.12 0.00 0.12 -0.02 -0.25 72 0.60 0.12 0.00 -0.12 0.01 -0.29. 126 1 72 0.00 0.89 0.00 -0.03 0.00 0.33 73 0.00 1.27 0.00 0.03 0.00 -1.20 2 72 0.00 -0.01 0.00 0.00 0.00 -0.05 73 0.00 0.01 0.00 0.00 0.00 -0.01 3 72 0.00 0.01 0.00 0.00 0.00 0.07 73 0.00 -0.01 0.00 0.00 0.00 -0.03 4 72 -0.47 -0.08 0.00 0.08 -0.01 -0.16 73 0.47 0.08 0.00 -0.08 0.00 -0.20 127 1 73 0.00 0.97 0.00 -0.04 0.00 0.96 74 0.00 1.04 0.00 0.04 0.00 -0.89 2 73 0.00 -0.02 0.00 0.00 0.00 -0.04 74 0.00 6.02 0.00 0.00 0.00 -0.04 3 73 0.00 /0.02 0.00 0.00 0.00 0.07 74 0.00 -0.02 0.00 0.00 0.00 0.03 4 73 0.04 -0.04 0.03 0.05 -0.04 -0.09 74 -0.04 0.04 -0.03 -0.05 -0.13 -0.12 128 1 74 0.00 0.69 0.00 -0.04 0.00 0.32 75 0.00 0.19 0.00 0.04 0.00 0.23 2 74 0.00 -0.03 0.00 0.00 0.00 -0.03 75 0.00 0.03 0.00 0.00 0.00 -0.04 3 74 0.00 0.01 0.00 0.00 0.00 0.01 75 0.00 -0.01 0.00 0.00 0.00 0.01 4 74 -0.17 -0.03 0.28 0.00 -0.29 -0.04 75 0.17 0.03 -0.28 0.00 -0.33 -0.03 07/29/1992 08:04 Filename: 2105FDN5.ANL BLDG 21 -05 FOUNDATION FOR JOB DRILLS NO. 4 *FILE NAME : 2105FDN5.; PREPARED BY C SU **** * * * * *** * ** END OF LATEST ANALYSIS RESULT *** * * *** *** * ** 116. FINISH *** * * * * * *** * * ** END OF STAAD -III * * * * * * * * * * * * * ** DATE= JUL 29,1992 TIME 8: 4:35 * * * * ** ********************************* * * * * * * * * * * *** * ***** *** *** ****** * FOR QUESTIONS ON STAAD- III /ISDS CONTACT: * RESEARCH ENGINEERS, INC AT (6091 983 -5050 * TELEX: 4994385 FAX: 609 983 -3825 * ******** * * * * * * * ***** * * *** * * * * * * *** * * * ** * ** *** * * * *** * * * * * * * **** -- PAGE NO. 45 Page 45 i 7 ., . i PROJECT et 1 c-64 .- -)1\147/ " .1 IN/ JOB NO. /, CY - 7- Z_ZDi 72 Oe:, FIG, BY C , CHECKED BY PI DATE . 7 / e - z SHEET / OF re v P / c / 2 /3/-i ,0 fc R Pr c:). / 7' G= r /,/ p 6 e.) Fee -ro /2 cv--/ f'0c)rio OE/O/ p c) / c ) 1 C LORP ?) _ X.23771 REV. 5/90 BE&C ENGINEERS Seattle, Washington 98124-2207 Mail Sto : P.O. Box 3707 — /.41:)/C/97 (-) c/ar 00-1 0/ py pc)firioni 2 ( o ) id / GU ce Z a Oa 4.1 d 4 7 7 ., . i PROJECT et 1 c-64 .- -)1\147/ " .1 IN/ JOB NO. /, CY - 7- Z_ZDi 72 Oe:, FIG, BY C , CHECKED BY PI DATE . 7 / e - z SHEET / OF re v P / c / 2 /3/-i ,0 fc R Pr c:). / 7' G= r /,/ p 6 e.) Fee -ro /2 cv--/ f'0c)rio OE/O/ p c) / c ) 1 C LORP ?) _ X.23771 REV. 5/90 BE&C ENGINEERS Seattle, Washington 98124-2207 Mail Sto : P.O. Box 3707 — /.41:)/C/97 (-) c/ar 00-1 0/ py pc)firioni 2 ( o ) c., F/2,LAL ._/ .q / o, _. BE&C ENGINEERS P.O. Box 3707 Seattle, Washington 98124.2207 Mail Stop: PROJECT z 4 ?/_ caJ FJU T / c) ) JOB NO. DCA -r-120.11— 9 v8 � FIG. BY r , f U CHECKED BY DATE , 7- /G - 9Z SHEET 2 Z OF _ 2 3 Tv T/3 L a 'C/r , ,vvr - 2/ O, o / e r o, vi) / y D / FF9/2904 T /C9 L C/A c2 D /8y o,vv/6 f DeC 0 lV C /vNI) d,0 -i /?E FER GN CC JNTVC - p /a SH 0 /7 /-/ r ( 7 J� /•� r 3 .? X•23771 REV, 5/90 BE &C ENGINEERS Prepared By: Checked by: Approved by 4660- DD-77 BE &C ENGINEERS INC. 14675 Interurban Avenue South Seattle, Washington 98168 TECHNICAL SPECIFICATIONS For BUILDING 21 -05 JOBS FOUNDATIONS BOEING DEFENSE AND SPACE GROUP DEVELOPMENTAL CENTER, SEATTLE, WA Specification Number: DCA- 9- 92033 -TS -01 Date: Architectural Structural: Mechanical: Electrical: Civil: Mat'I. Handling: Spec. Coord• Architectural' LOW lr Structural: 4 Mechanical: A _/�A!,...��■■r /% Electrical: 4 `ly . Ly Civil: /- Marl. Handling: . • Architectura Structural:_ Mechanical: Electric Civil: Mat'l. Handling: 31 JULY 1992 DCA•9•92033.01:CS 7130192 BE &C BUILDING 21 -05 ENGINEERS JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 NUMBER TITLE PAGES TABLE OF CONTENTS 4 00220 GEOTECHNICAL DATA 1 DIV. 1 GENERAL REQUIREMENTS 01 010 SUMMARY OF WORK 1 01030 UNIT PRICES 1 01045 CUTTING AND PATCHING 3 01060 REGULATORY REQUIREMENTS 3 01 075 DEFINITIONS AND INTENT 2 01090 REFERENCED STANDARDS 2 01 120 ALTERATION PROJECT PROCEDURES 4 01 200 PROJECT MEETINGS 3 01300 SUBMITTALS 4 01400 QUALJTY CONTROL 3 01 630 PRODUCT OPTIONS AND SUBSTITUTIONS 3 01 720 PROJECT RECORD DOCUMENTS 3 DIV. 2 SITEWORK 02070 SELECTIVE DEMOLITION 3 02140 DEWATERING 5 02200 EARTHWORK 5 02235 CONTROLLED DENSITY FILL 2 02371 AUGER -CAST GROUT PILES 5 DCA•9•92099.01:TOC 1 7131192 TABLE OF CONTENTS - 31 JULY 1992 BE&C ENGINEERS DIV. 3 CONCRETE 0 3 1 0 0 CONCRETE FORMWORK 0 3 2 0 0 CONCRETE REINFORCEMENT 0 3 3 0 0 CAST-IN-PLACE CONCRETE DIV. 4 MASONRY (NOT USED) DIV. 5 METALS 0 5 1 2 0 STRUCTURAL STEEL 8 0 5 5 0 0 METAL FABRICATIONS 3 0 5 5 0 5 UNISTRUT UTILITY SUPPORTS 1 0 5 5 3 0 STEEL GRATINGS 2 DIV. 6 - 8 (NOT USED) DIV. 9 FINISHES 0 9 7 9 0 ANTI-FATIGUE MATTING 0 9 9 0 0 PAINTING DIV. 10 - 14 (NOT USED) BUILDING 21-05 JOBS FOUNDATIONS SPEC. NO. DCA-9-92033-TS-01 DCA•9•92033.01:10C 2 7131/92 TABLE OF CONTENTS - 31 JULY 1992 2 2 8 1 6 BE &C BUILDING 21 -05 ENGINEERS JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 DIV. 15 MECHANICAL 15 010 BASIC MECHANICAL REQUIREMENTS 5 15050 BASIC MATERIALS AND METHODS 3 15060 GENERAL PIPING REQUIREMENTS 9 15073 COMPRESSED AIR PIPING 3 15110 VALVES 3 15140 PIPE SUPPORTS AND ANCHORS; SLEEVES 4 15160 PUMPS 3 15190 MECHANICAL IDENTIFICATION 3 15260 PIPING INSULATION 3 15410 PLUMBING PIPING 4 DIV. 16 ELECTRICAL 16010 BASIC ELECTRICAL REQUIREMENTS 8 16111 RACEWAY 7 16120 WIRE AND CABLE 4 16130 BOXES 2 16141 WIRING DEVICES 3 16160 CABINETS AND ENCLOSURES 2 16180 EQUIPMENT WIRING SYSTEMS 2 16190 SUPPORTING DEVICES 3 16195 ELECTRICAL IDENTIFICATION 3 DCA•9•92033.01:T0C 3 7131192 TABLE OF CONTENTS - 31 JULY 1992 BE &C ENGINEERS 1644 0 DISCONNECT SWITCHES BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 16470 CIRCUIT BREAKERS (Plus Attachments) 16 510 INTERIOR LIGHTING FIXTURES OCA.9•92077.01:T0C 7171192 END OF TABLE OF CONTENTS TABLE OF CONTENTS ' 31 JULY 1992 2 2 BE &C ENGINEERS OCA.9.92033.01 :A 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 00220 -1 SECTION 00220 GEOTECHNICAL DATA 31 JULY 1992 PART 1 GENERAL 1.01 INVESTIGATION A. The intent of the soil investigation report referred to below was to determine soil and strata conditions, water levels, and other relevant information at the proposed A -6 ReWing Assembly Relocation site. B. Subject: GeoTechnical Engineering Study A -6 Assembly Equipment Foundation Building 21 -05.1 Tukwila, Washington PREPARED FOR BE &C ENGINEERS E- 2579 -23 July 10, 1992 C. Report was prepared by: Earth Consultants, Inc. 1805 136th Place Northeast, Suite 101 Bellevue, Washington 98005 Tel. (206) 643 -3780 1 .02 DATA AVAILABILITY A. The complete document is available for inspection through the Construction Manager. 1.03 INTERPRETATION A. Investigation data is available ONLY for information and convenience. Owner and Engineer disclaim responsibility for accuracy, true location, and extent of investigations. They further disclaim responsibility for your interpretation of that data, as in projecting soilbearing values; rock profiles; soil stability; presence, level, and extent of underground water; and other such matters. END OF SECTION B. Soil investigation data is not part of Contract Documents. C. If subsurface conditions vary substantially from the report, changes will be made to the design. BE &C BUILDING 21 -05 SECTION 01010 ENGINEERS JOBS FOUNDATIONS SUMMARY OF WORK SPEC. NO. DCA- 9- 92033 -TS -01 - 31 JULY 1992 PART 1 GENERAL 1.01 WORK INCLUDES A. Two single monolithic foundations to support relocation of four Jobs Drills. The first foundation is for Jobs Drill numbers one, two, and three and is approximately 197 feet long. The second foundation is for Jobs Drill number four and is approximately 60 feet long. Other work includes- 1. Sitework: Demolition, dewatering, and piles. 2. Concrete: Formwork, reinforcement, cast -in -place concrete, 12 -inch slabs for FBOF Foundations, and grouting of base plates. 3. Metals: Structural steel and fabrications, utility supports, steel gratings, and expansion joint covers. 4. Waterproofing: Bentonite waterproofing. 5. Finish: painting and special coatings for concrete. 6. Mechanical: Coolant and compressed air piping, valves, pumps, and controls to support relocated equipment. 7. Electrical: Power to pit and factory floor, boxes, enclosures, dry -type transformers, and lighting fixtures to support relocated equipment. 1.02 OWNER AND LOCATION A. The Owner is Boeing Defense and Space Group (BD &SG) B. Project is located at the East Marginal Way Corporate Park, Seattle, WA. END OF SECTION DCA•9•92033.01 :A 01010 -1 7/30/92 C) BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 PART 1 - GENERAL 1.01 UNIT PRICE SUBMITTAL A. Submit unit price quotation where indicated on the Bid Form. 1. Show the amount to be charged per unit of work described below. This amount will e added to, or deleted from the Contract price for all work required that is either more than, or less than, that work required by the Basic Contract and shown on the Drawings. 1.0 2 QUALITY ASSURANCE A. Work performed under accepted unit price additions and deductions is guaranteed under the General Conditions and under the governing specification section. 1.03 UNIT PRICES A. Unit price is to include all costs such as labor, overhead, and profit for completing the work. 0CA•9•92033.01 :A 7/30/92 Unit Price Unit of Measure Unit Price No. 1— Linear Feet (LF) Adding or deducting installed auger -cast grout piles (See Section 02371) END OF SECTION 01 030 - 1 SECTION 01030 UNIT PRICES - 31 JULY 1992 materials, handling, disposal, ,Estimated Quantity 35 LF BE &C ENGINEERS DCA•9•92033.O1:A 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 PART 1 GENERAL 1.01 SECTION INCLUDES A. Cutting, fitting, and patching required to complete the Project, and to make its several parts fit together. B. Uncovering portions of nonconforming, ill -timed installations to provide for correction. C. Removing defective installations and work not conforming to requirements of Contract Documents. D. Removing samples of installed work as required for testing. E Providing routine penetrations of nonstructural surfaces for mechanical and electrical installations. 1:02 RELATED SECTIONS Division 15 - Mechanical Work Division 16 - Electrical Work Individual specification sections: Cutting and patching incidental to work of those sections. 1.03 SUBMITTALS A. Submit written request to the Construction Manager well in advance of cutting or altering the- 1. Work of the Owner. 2. Visual qualities of installed work. B. Include in request - 1. Project identification. 2. Work description and products to be used. 3. Necessity for cutting or altering. 4. Effect on work of Owner or any separate contractor on Project. 5. Description and location of proposed work: Extent of cutting, patching, or altering. Include- 01045-1 SECTION 01045 CUTTING AND PATCHING - 31 JULY 1992 BE &C ENGINEERS OCA•9•92033.O1:A 7/30192 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 01 045 -2 SECTION 01045 CUTTING AND PATCHING - 31 JULY 1992 a Names of trades to be executing the work. b. Products to be used. c. Extent of refinishing to be done. d. Alternatives to cutting and patching. e. Cost proposal, when applicable. f. Written permission of any separate Contractor whose work will be affected. g. Date and time work will be executed. C. If work conditions or schedule indicate change of products, submit substitution request as specified in Section 01630 - Product Options and Substitutions. D. Submit written notice to the Construction Manager designating date and time work will be uncovered. PART 2 - PRODUCTS 2.01 MATERIALS A. Comply with specifications and standards for affected products. PART 3 - EXECUTION 3.01 INSPECTION A. During cutting and patching, inspect conditions, including elements subject to damage or movement. B. After uncovering work, inspect conditions affecting product installation or work performance. C. Submit written reports to the Construction Manager defining unsatisfactory work or questionable conditions. Do not cut or patch until unsatisfactory conditions are corrected. 3.02 PREPARATION A. Provide temporary support to ensure structural integrity of affected work. BE &C BUILDING 21 -05 SECTION 01045 ENGINEERS JOBS FOUNDATIONS CUTTING AND PATCHING SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 B. Protect other portions of Project from damage. C. Protect work exposed by cutting and patching from elements. 3.03 PERFORMANCE A. Do NOT cut or alter work affecting- 1. Structural value and integrity. 2. Moisture - resistance, except as otherwise specified. 3. Safety. 4. Maintenance. 5. Function of equipment and products. B. Avoid damaging other work. Provide satisfactory surfaces for subsequent work. C. Perform fitting and adjusting required to comply with specified products, functions, tolerances, and finishes. D. Restore work cut or removed. Install new products as required to complete work in accordance with Contract Documents. Fit work tight to pipes, sleeves, ducts, conduit, and other surface penetrations. Maintain clearances around pipe required by National Fire Protection Association NFPA -13. F. Refinish entire surfaces to provide an even finish matching adjacent finishes. 1. For continuous surfaces, refinish to nearest intersection. 2. For an assembly, refinish the entire unit. END OF SECTION DCA•9•92O33.01:A 01045.3 7/30/92 BE &C ENGINEERS DCA•0•22038.01:A 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 01060 -1 SECTION 01060 REGULATORY REQUIREMENTS - 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A Comply with Municipal, County, State and Federal Codes and Regulations applicable to Project. B. Obtain, and pay for, required permits except those furnished by Owner. 1.02 REGULATORY AUTHORITIES A General: Authorities having jurisdiction over project, or parts of project, include those listed below. B. King County 1. Dept. of Health 1510 Public Safety Building Seattle Plumbing Permits and Inspections Gas Permits and Inspections 2. Dept. of Public Works King County Administration Building Seattle Roads Division Solid Waste Division Surface Water Management Division 3. Airport - Boeing Field Seattle Airport Engineer (206) 587 -2732 (206) 587 -2727 (206) 344 -7490 (206) 344 -3840 (206) 344 -3874 (206) 344 -7380 4. Puget Sound Air Pollution Control Agency (PSAPCA) 200 W. Mercer Seattle (206) 344 -7330 C. Tukwila, City of: 6200 Southcenter Blvd. Tukwila, WA 98188 Building Permits (206) 433 -1851 Permit Inspections (206) 433 -1851 Grading Permits and Inspections (206) 433 -1851 HVAC Permits (206) 433 -1851 SEPA State Environmental Policy Act (206) 433 -1847 BE &C ENGINEERS D. Washington State Shorelands and Wetlands Development Fire Marshall Street Use Permits Storm Sewer (other than Boeing Field) 1. Dept. of Labor and Industries (DOLT) Electrical Permits and Inspections 19435 W Valley Highway - Bldg. S -108 Kent Workplace Safety Inspections 300 W Harrison - Room 301 Seattle (206) 433 -1847 (206) 575 -4404 (206) 433 -1850 (206) 433 -1850 (206) 872 -6363 (206) 281 -5740 E. Other as applicable. 1 .03 CODES AND REGULATIONS A. General: Codes and regulations apply as adopted and amended by Regulatory Authorities. Codes and regulations applicable to project include: 1. Americans with Disabilities Act (ADA). 2. National Electrical Code (NFPA 70). 3. National Life Safety Code (NFPA 101). 4. Puget Sound Air Pollution Control Agency (PSAPCA) Regulations. 5. Uniform Building Code (UBC). 6. Uniform Fire Code (UFC). 7. Uniform Plumbing Code (UPC). 8. Uniform Mechanical Code (UMC). 9. Washington State Industrial Safety and Health Act (WISHA). 10. Washington State Environmental Policy Act (SEPA). 11. Washington State Handicapped Accessibilsity Code. 12. Other as applicable. OCA•0•92033.01 :A 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 01060.2 SECTION 01060 REGULATORY REQUIREMENTS - 31 JULY 1992 '•i BE &C BUILDING 21 -05 SECTION 01060 ENGINEERS JOBS FOUNDATIONS REGULATORY REQUIREMENTS SPEC. NO. DCA -9- 92033 -TS -01 . - 31 JULY 1992 1.04 PUBLIC UTILITIES A. Water Seattle Water Department 821 Second Avenue Seattle Engineering (206) 625 -4125 B. Sewer Seattle Sewer Utility Seattle Municipal Building Seattle Site sewer permits and inspection (206) 625 -2317 C. Solid Waste Disposal - see King County. D. Electric Seattle City Light 1015 Third Avenue Seattle (206) 625 -3000 E. Gas F. Telephone US West Communications Seattle G • Underground Utility. Locating Service t-800-424-5555 H.. Other as applicable. . PART 2 - PRODUCTS (NOT USED) PART 3 - EXECUTION (NOT USED) Washington Natural Gas Co. 815 Mercer St. Seattle (206) 464 -1999 DCA•9•92033.01:A 01060-3 7/30/92 END OF SECTION (206) 346 -8500 BE &C BUILDING 21 -05 SECTION 01075 ENGINEERS JOBS FOUNDATIONS DEFINITIONS AND INTENT SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 1 - GENERAL 1.01 DESCRIPTION A. The following items generally supplement conditions of the Contract. If these conflict with the Contract requirements and General or Special Conditions, the latter take precedence. 1. "Specialist" means "An individual or firm with established reputation regularly engaged in and maintaining a regular force of workers skilled in (as applicable): Manufacturing, fabricating, or otherwise performing required work. DCA•O•112033.01 :A 7130!02 a. Unless otherwise noted, the Specialist is required to have been a satisfactorily functioning entity no less than 5 years and to be certified by the manufacturer. 2. "Contract Document" as used in Contract documents includes Bidding Requirements, Contract Forms, General Conditions and Special Conditions of the Contract, specifications, and other items listed in the Contract Document Table of Contents. a The Contract Documents include items necessary for the proper execution of the work, including the testing and demonstrated functioning of all items and materials to be provided and installed by the Contractor. The Contract Documents complement each other and are equally binding alone or together. The Contractor is required to implement that work to the intended result, which is reasonably inferable from the Contract Documents. 3. Substantial or Early Completion: The date certified by the Construction Manager when construction is sufficiently complete, in accordance with the Contract Documents, that the Owner can occupy or use the Work, or designated portion of the Work, for the use for which it is intended. 4. Drawings are diagrammatic: a. Drawings are in part diagrammatic and do not necessarily show complete construction details, work, materials, performance, or installation, Nor do they necessarily show how construction details, other items of work, fixtures, and equipment may affect any particular installation. Correlate the Work to bring the parts together into a satisfactory and completed whole. b. Drawings incorporate new construction into existing facilities, and also modify existing facilities; as such they are diagrammatic and do not purport to convey all the details and conditions of existing facilities. 01075-1 BE &C ENGINEERS DCA09.92033.01:A 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 01 075 -2 SECTION 01075 DEFINITIONS AND INTENT - 31 JULY 1992 5 Drawing dimensions and measurements: Dimension notations on Drawings govern. Do NOT scale the Drawings. a Check dimensions in the field and verify them with respect to adjacent or incorporated work. If dimensions do not sufficiently describe the work, notify the Construction Manager immediately. Unless otherwise determined by the Construction Manager, large -scale Drawings take precedence over smaller scale plans, elevations, and cross - sections. b. It is understood that all Contractor's scale drawings; but, they are responsible for those dimensions and use them at their own risk. 6. Existing building dimensions and conditions are garnered from existing data and are shown on Drawings for Contractor's convenience ONLY. The Owner does not guarantee accuracy of such dimensions or conditions. The contractor is to field verify. It is the Contractor's responsibility to be informed as to existing conditions affecting the work. a. Before installing any item or material, verify that new construction surfaces are plumb, level, true to line, and straight. Existing work receiving installed items or material all to be as plumb, level and true to line as is reasonably possible given specified tolerances. Perform without extra cost shimming, blocking, grinding, or patching required to make installed items and materials plumb, level, true to line, and straight. b. No increase will be made in Contract price because of negligence in verifying easily discernable conditions bearing upon your costs. 7. Workmanship: Conform to accepted trade practices, specified standards or specifications, whichever is more stringent. a. Take care in attention to detail and fitting at intersections and junctures of materials. Joints are to be tight, straight, even, and smooth. END OF SECTION. BE &C ENGINEERS PART 1 - GENERAL 1.01 INCORPORATING STANDARDS A. Published industry standards are referenced throughout the specification to establish quality requirements for materials and workmanship. To the extent standards are incorporated by reference, they are as binding as if fully repeated. B. Referenced standards are listed in each section by: Publishing body name and acronym, abbreviated designation, issue date, amendment date, and title. Follow edition of date specified, including amendments, or submit substitution request in accordance with Section 01630. If no edition date is specified, follow latest edition in effect at Invitation for Bids date. 1.02 QUALITY ASSURANCE DCA•9•92033.01:A 7!30192 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 A. Copies on site: Provide one copy of the following references on site for use by everyone involved with Project. 1. General reference a. ASTM Standards in Building Codes; 29th Edition b. Americans with Disabilities Act Accessibility Guidelines (ADAAG). c. Uniform Building Code (UBC) d. UBC Standards e. Uniform Fire Code (UFC) f. Uniform Plumbing Code (UPC) g. WISHA Regulations h. Washington Handicapped Accessibility Standards i . Local building code amendments and additions. 2. Cited references by individual sections in Divisions 2 through 16. B. Other references: Factory Mutual Engineering Association(FM) Industrial Risk Insurers (IRI) National Fire Protection Association (NFPA) Underwriter's Laboratory (UL) 01090-1 SECTION 01090 REFERENCED STANDARDS - 31 JULY 1992 BE &C BUILDING 21 -05 SECTION 01090 ENGINEERS JOBS FOUNDATIONS REFERENCED STANDARDS SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 2 - PRODUCTS 2.01 MATERIALS A. Plainly mark materials specified by Referenced Standard to identify standard, grade, and other criteria specified. Where marking of individual pieces is impracticable, as in materials furnished in bulk form, furnish certificate of compliance upon request. PART 3 - EXECUTION (NOT USED) DCA.9•92033.01:A 7/30/92 END OF SECTION 01090-2 BE &C SECTION 01120 ENGINEERS BUILDING 21 -05 ALTERATION PROJECT JOBS FOUNDATIONS - PROCEDURES SPEC. NO. DCA- 9- 92033 -TS -01 31 JULY 1992 PART 1 - GENERAL 1.01 SECTION INCLUDES A. Coordinate work of trades, schedule elements of alterations, and renovation work by expedient procedures and methods. B. In addition to demolition shown on Drawings and specified in Section 02070 - Selective Demolition, cut, move, and remove items to allow alterations and new work to proceed. DCA•9•92033.Ol:A 7/90/92 1. Remove abandoned and useless items such as piping, conduit, and wiring. 2. Repair or remove unsafe products and construction. 3. Clean surfaces and remove finishes to install new work and finishes. 4. Fill holes and depressions. Patch, repair, and refinish existing items to remain. Perform transitions between existing and new construction. Match existing construction and workmanship. 5. Perform work required to make existing surfaces plumb, true, and square before proceeding with new construction. 1.02 RELATED SECTIONS Section 01045 - Cutting and Patching Section 02070 - Selective Demolition 1.03 DISCOVERY AND REMOVAL OF HAZARDOUS PRODUCTS AND CONSTRUCTION A. Immediately stop work and seal off the area. Report encounter to the Construction Manager and other concerned parties. Await further instructions before proceeding. 1.04 QUALITY ASSURANCE A. Trade qualifications of persons executing removals and alterations: 1. Specialists as defined in Section 01075. 2. Skilled mechanics capable of returning surfaces to appearance of new work and matching existing construction and workmanship without damage. 01120 -1 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 01120 ALTERATION PROJECT PROCEDURES 31 JULY 1992 PART 2 - PRODUCTS 2.01 SALVAGED MATERIALS A. As applicable, salvage sufficient quantities of cut or removed material to replace damaged construction, if material is not readily obtainable on current market. 1. Store salvaged items in a dry, secure place on site. 2. Items not necessary for repairing existing work remain Owner's property. B. Do not incorporate salvaged or used materials into new construction, unless approved by the Construction Manager or shown on the Drawings. 2.0 2 PRODUCTS FOR PATCHING, EXTENDING, AND MATCHING A Provide same products and construction as existing structure. Furnish products and work as needed to patch, extend, or match existing construction and finish. 1. Generally, Contract Documents will not define products or workmanship standards present in existing construction. Determine products and workmanship by inspection or by testing, as necessary. Use existing work as a sample for comparison. PART 3 - EXECUTION 3.01 EXAMINATION A. Verify demolition is complete and areas are ready for installation of new work. B. Beginning of restoration work constitutes acceptance of conditions as satisfactory. 3.0 2 PREPARATION A Execute cutting and removals to remove minimum work necessary. Avoid damaging adjacent work. 1. Cut finish surfaces in a straight line. Make cuts at natural division points. a Salvage and clean removals if approved for reuse and restoration. B. Protect and prevent damage to existing finishes, equipment, and adjacent work scheduled to remain. 1. Protect existing and new work from weather and extremes of temperature. a. Maintain heat, ventilation, and humidity controls in work areas as needed to prevent damage to new and existing work. OCA•9•92033.01:A 7/30/92 01120-2 BE &C ENGINEERS DCA•9•92033.01:A 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 01120-3 SECTION 01120 ALTERATION PROJECT - PROCEDURES 31 JULY 1992 C. Materials that have value remain in Owner's possession. 1. Promptly notify the Construction Manager. 2. Protect from damage. 3. The Construction Manager will promptly transmit Owner's decision for disposition. 4. Store items to be retained by Owner in a safe, dry place where directed. Dispose items Owner releases. 3.03 ADJUSTMENTS A. Except as otherwise detailed, patch floors, walls, and ceilings with finish materials matching existing. 1. Where changes of plane of 2 inches or more occur, request the Construction Manager's instructions for transition method required. 3.04 DAMAGED SURFACES A Portions of existing finished surfaces found to be damaged, lifted, discolored, or showing other Imperfections: Patch and replace with matching material. 1. Repair and provide support of substrate before patching the finish. 2. Refinish patched portions of painted or coated surfaces; produce uniform color and texture over entire surface. 3. When existing surface finish cannot be matched, refinish entire surface to nearest intersections. 3.05 TRANSITION FROM EXISTING TO NEW WORK A When new work abuts or is finished flush with existing work, make smooth and careful transitions. PATCHED WORK IS REQUIRED TO MATCH EXISTING ADJACENT WORK IN TEXTURE AND APPEARANCE. Patch or transition is required to be invisible at 5 feet. 1. When finished surfaces are cut in such a way that a smooth transition with new work is not possible, terminate existing surfaces neatly along straight lines at natural divisions. Apply trim as appropriate to finished surfaces. BE &C ENGINEERS OCA•9•92033.01:A 7/30/02 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 01120-4 SECTION 01120 ALTERATION PROJECT PROCEDURES 31 JULY 1992 3.06 CLEANING A. Perform periodic and final cleaning. B. At completion of work of each trade, clean the area and make surfaces ready for work of successive trades. C. At completion of alteration work in each area, provide final cleaning and return space to condition suitable for use by Owner. END OF SECTION BE &C BUILDING 21 -05 SECTION 01200 ENGINEERS JOBS FOUNDATIONS PROJECT MEETINGS SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A. Preconstruction conference meeting B. Progress meetings 1.02 RELATED SECTIONS Section 01720 - Project Record Documents 1.03 OWNER'S PRECONSTRUCTION CONFERENCE MEETING A. The OWNER will provide a meeting location at a central site, as convenient as possible for the concerned parties, to review Contract administration requirements and prepare the way for commencement of the Work. Attendance is required of the Contractor's superintendent, major subcontractors, and others, as appropriate. B. Agenda: Owner will discuss pertinent detail information about requirements such as— DCA•9•92033.01:A 7/30/92 1. The complete Work in general and pertinent details of work components. 2. Work sequence, phasing, and occupancy. 3. Contractor's use of the premises. 4. Special procedures. 5. Processing documentation for— a. Field decisions. b. Proposal requests. c. Submittals. d. Change orders. e. Applications for payment. f. Record documents. 6. Construction facilities, controls, and construction aids. 7. Temporary utilities. 8. Security procedures. 9. Safety and first -aid procedures. 01200 -1 BE &C BUILDING 21 -05 SECTION 01200 ENGINEERS JOBS FOUNDATIONS PROJECT MEETINGS SPEC. NO. DCA- 9- 92033 -TS -01 - 31 JULY 1992 10. Housekeeping procedures. 11. Other. B. At this meeting Contractor is required to present and distribute information indicating - 1. List of major subcontractors and suppliers. 2. Tentative progress schedule. 1 .04 CONTRACTOR'S REGULAR PROGRESS MEETINGS A CONTRACTOR will schedule and administer progress meetings, and special meetings throughout the Work progress. Contractor is responsible for - 1 . Prearranging weekly meeting time and day. 2. Making physical arrangements for meetings. 3. Presiding at meetings. 4. Recording minutes, noting significant proceedings and decisions, and summarizing questions raised. 5. Reproducing and distributing minutes (within 3 days) to meeting participants and other parties affected by decisions. B. Attending representatives of Contractor, subcontractors, and suppliers are required to be qualified and authorized to act on behalf of their firms. C. The Construction Manager will attend meetings to ascertain that the Work is expedited consistently with Contract Documents and progress schedules. Notify Construction Manager one week in advance of meeting. D. Schedule weekly, or less frequently, as directed by the Construction Manager. E. Meeting locations: Contractor's field office. F. Attendance is required of the- 1. Contractor. 2. Subcontractors, as appropriate to agenda. 3. Suppliers, as appropriate to agenda. DCA•0•92083.o1:A 01200.2 7130172 BE&C ENGINEERS DCA•9•92033.01:A 7/30192 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 SECTION 01200 PROJECT MEETINGS - 31 JULY 1992 4. Construction Manager and his professional consultants, as needed. 5. Others, as appropriate. C Suggested agenda: 1. Review and approve minutes of previous meeting. 2. Review work progress since previous meeting. 3. Present field observations, problems, conflicts. 4. Discuss problems impeding progress schedule, if any. 5. Review off -site fabrication. 6. Review delivery schedules. 7. Present corrective measures and procedures to regain projected schedule, as applicable. 8. Review required revisions to Progress Schedule. 9. Review plans for progress for succeeding work period. 10. Coordinate work. 11 . Review submittal schedules; expedite as required. 12. Review maintenance of quality standards. 13. Review proposed changes for— a. Effect on progress schedule and on completion date. b. Effect on any other contracts of the Project. 14. Review required revisions to Project Record Documents. 15. Review any other business. END OF SECTION 01200 -3 c BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 01300 SUBMITTALS - 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A. Submittal procedures. 1.02 RELATED REQUIREMENTS Special Conditions: Submittals and substitutions General Conditions: Contractor- Furnished Drawings, samples, certificates and data. Section 01630 - Product Options and Substitutions Section 01720 - Project Record Documents: Annotated, updated, finalized, construction documentation. Divisions 2 through 16 - Submittals as required and specified. 1.03 SUBMITTAL PROCEDURES A. Provide space for Contractor and Construction Manager review stamps. B. Apply Contractor's stamp. Sign or initial as certification that review, verification of products required, field dimensions, adjacent construction work, and coordination of information are in accordance with the requirements of the Work and the Contract Documents. Submittals without Contractor's stamp will be rejected. C. Schedule submittals to expedite the Project. Identify long lead time items requiring expediting. Deliver schedule to Construction Manager. Coordinate submittals of related items. Revise schedule as Project proceeds. Allow 10 working days for Engineer's review. 1. When it is not feasible to comply with schedule, allow for reasonable rescheduling. Confer with Construction Manager to request fair assessment and required rescheduling. 2. When additional review and approval beyond the Engineer is required, allow 10 working days for each reviewing agency. D. Transmit each submittal with Construction Manager- accepted form. Sequentially number the transmittal forms. E. Identify Project, Contractor, subcontractor or supplier, pertinent Drawing sheet and detail number(s), specification section number, and other relevant information. F. Reviewed submittals will be transmitted from Engineer to Construction Manager for return to Contractor. DCA•0•92077.01 :A 7130/92 01300 -1 BE &C BUILDING 21 -05 SECTION 01300 ENGINEERS JOBS FOUNDATIONS SUBMITTALS SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 G Revise and resubmit submittals as required, identifying changes made since previous submittal. Identify resubmittals with original number and an alphabetic suffix. H. Distribute copies of reviewed and accepted submittals to concerned parties. Instruct parties to report promptly if they are unable to comply. 1 .04 CONSTRUCTION PROGRESS SCHEDULE A. Submit progress schedule to Construction Manager in accordance with General Conditions. B. Revise and resubmit as required. C. Indicate submittal dates required for Shop Drawings, product data, samples, and product delivery dates, including those furnished by Owner. 1.05 PROPOSED PRODUCTS LIST A Submit complete list of major products proposed for use, with name of manufacturer, trade name, model number of each product, and name of subcontractor installing the work. Include delivery time from date order is placed. B. For products specified only by reference standards, cite the standard and give manufacturer, trade name, model or catalog designation, and Installer. 1.06 SHOP DRAWINGS A. When specifically called for, in individual sections, submit in the form of one reproducible transparency and two opaque reproductions. One copy will be retained by Construction Manager. One copy will be retained by Engineer. Annotated reproducible will be returned to Contractor. B. After review, reproduce and distribute in accordance with article on Submittal Procedures above and for Record Documents. 1.07 PRODUCT DATA A. Submit three copies; one retained by Construction Manager, one retained by Engineer and one copy to be returned to Contractor. B. Mark each copy to identify products, models, options, and other data. Supplement manufacturers' standard data to provide information unique to this Project. C. After review, distribute in accordance with article on submittal procedures above and provide copies for Record Documents as described in Section 01720. DCA•9•92033.01:A 7130192 01300-2 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 01300 SUBMITTALS - 31 JULY 1992 1.0 8 SAMPLES A Submit samples to illustrate functional and aesthetic characteristics of the Product, with integral parts of attachment devices. Coordinate sample submittals for interfacing work. B. Submit samples of finishes from the full range of manufacturer's standard or custom colors. If specified, show textures and patterns for Construction Manager's selection. C. Include identification on each sample with full Project information. D. Unless otherwise specified, submit 3 samples of each required item, one to be retained on site by the Construction Manager. E. Reviewed samples that may be used in the Work are indicated in individual specification sections. 1 .0 9 MANUFACTURER'S INSTRUCTIONS A When specified in individual specification sections, submit manufacturer's printed instructions for delivery, storage, assembly, Installation, startup, adjustment, and finishing. Provide in quantities specified for Product Data. B. Identify conflicts between manufacturer's instructions and Contract Documents on submittal. 1.10 CONTRACT CLOSEOUT A. Submit in accordance with Conditions of the Contract. 1.1 1 MANUFACTURER'S CERTIFICATES A. When specified in individual specification sections, submit manufacturer's certificate to Construction Manager for review. Provide quantities specified for Product Data. B. Indicate that material or product conforms to or exceeds specified requirements. Submit supporting reference data, affidavits, and certifications as appropriate. C. Certificates may be recent or previous test results on material or product, as acceptable to Construction Manager. 1.12 UST OF SUBCONTRACTORS A. Submit as required in Conditions of the Contract. DCA•9•92033.01:A 7130192 01300 -3 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 01300 SUBMITTALS - 31 JULY 1992 1.13 MISCELLANEOUS A. Submit information required as a condition of the Building Permit issued by code authority. END OF SECTION DCA•9.92033.01:A r /3Ol92 01300.4 BE &C BUILDING 21 -05 SECTION 01400 ENGINEERS JOBS FOUNDATIONS QUALITY CONTROL SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 1 - GENERAL 1.01 SECTION INCLUDES A General requirements for Source and Field Quality Control. 1.0 2 RELATED SECTIONS A Applicable sections: Detailed requirements for Source and Field Quality Control. 1.03 OWNER FURNISHED INSPECTION AND TESTING A. Required under Chapter 3, UBC. B. Other inspection and testing wherever required under Source and Field Quality Control in various sections. C. Discretionary testing ordered by Construction Manager. 1.04. CONTRACTOR PAYMENT FOR INSPECTION AND TESTING A Contractor may be backcharged and payment may be withheld according to General Conditions for- 1. Testing of repaired work and testing new work replacing rejected work. 2. Costs for time, travel and related expense if work is not ready to be tested or inspected at time requested by Contractor. 1.05 SUBMITTALS A Schedule of anticipated test dates. B. Notice of specific inspection dates. C. Qualifications of manufacturer's field representative. 1.06 DUTIES OF SOILS ENGINEER OR LABORATORY A Obtain and handle test samples at Project Site and at product source. B. Report noncompliance with specifications and Drawings. Immediately notify Construction Manager and Contractor. 1.0 7 LIMITATIONS OF AUTHORITY OF SOILS ENGINEER OR TESTING LABORATORY A Laboratory is not authorized to- 1 . Release, revoke, alter, or enlarge on requirements of Contract Documents. 2. Approve or accept any portion of the work. DCA•9•92033.01 :A 7/30192 01400 -1 BE &C BUILDING 21 -05 SECTION 01400 ENGINEERS JOBS FOUNDATIONS QUAIJTYCONTROL SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 3. Perform duties of Contractor. 4. Stop the work. 1.0 8 SCHEDULE A. Schedule, as far in advance as practicable, anticipated tests and inspections. Include. major testing and inspection in Construction Schedule allowing adequate time for test/inspection, evaluation and approval. B. Notice: Where inspection is required at a specific date, 2 day notice is required, schedule not withstanding. Telephone notice is acceptable. PART 2 - PRODUCTS (NOT USED) PART 3 - EXECUTION 3.01 SPECIFIED QUALITY CONTROL A. Detailed requirements are specified in applicable sections. 3.0 2 DISCRETIONARY QUALITY CONTROL A. Construction Manager may order additional tests and inspections at any time. 3.03 CONTRACTOR RESPONSIBILITIES A. Deliver to laboratory at designated location, adequate samples of materials proposed to be used which require testing, along with proposed mix designs. B. Cooperate with laboratory personnel, and provide access to the Work and to manufacturer's facilities. C. Provide incidental labor and facilities to provide access to work to be tested, to obtain and handle samples at the site or at source of Products to be tested, to facilitate tests and Inspections, storage and curing of test samples. 3.04 RETESTING REJECTED WORK A. Contractor may request retesting if work is rejected based on initial testing. 1. If second test is also negative, work will be rejected. 2. If second test is positive, Construction Manager may elect to accept work, or OCA•9•92033.01:A 7/90192 01400 -2 BE &C ENGINEERS DCA•9.92033.01:A 7130192 Section DIVISION 2 - 02140 02200 02371 DIVISION 3 - 03300 DIVISION 5 - 05120 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 3. Order third test. if third test is positive, work will be accepted; if negative, rejected. 4. Cost of retesting will be charged to contractor if work is rejected. 3.05 SCHEDULE OF TESTING AND INSPECTION A The following schedule lists quality control required, by section. This schedule Is provided for convenience of Owner, testing agency, and Contractor. Quality control will be according to specifications whether or not listed below. Title Source QC Field QC SITEWORK DEWATERING EARTHWORK AUGER -CAST GROUT PILES CONCRETE CAST -IN -PLACE CONCRETE METALS STRUCTURAL STEEL 01400-3 END OF SECTION SECTION 01400 QUALITY CONTROL - 31 JULY 1992 • A BE &C SECTION 01630 ENGINEERS BUILDING 21 -05 PRODUCT OPTIONS JOBS FOUNDATIONS - AND SUBSTITUTIONS SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 PART 1 - GENERAL 1.01 SECTION INCLUDES - A. Contractor's options in selection of products. 1.02 SUBMITTALS A. Submit triplicate requests for substitutions of products to Construction Manager. Use form provided at end of this section. One copy will be retained by Engineer, one copy retained by Construction Manager, and one copy returned to Contractor. B. Within 10 days after Award of Contract, submit three copies of a list of major products which are proposed for installation. 1.03 OPTIONS 1. Tabulate products by specification section number, title, article number, manufacturer, and model number. 2. For products specified by reference standard, list manufacturer, trade name, model or catalog designation, and reference standard. A. Where specified only by reference standards: Select any product meeting standards by any manufacturer. B. Where specified by naming several products or manufacturers: Select any product and manufacturer named. Other products and manufacturers will not be considered. C. Where specified by naming one or more products, but indicating "or approved" after specified listing: Specified product is preferred and designates the quality standard. Submit request for another product on the attached form. D. Where specified by naming only one product and manufacturer: There is no option and no substitution will be allowed except under certain conditions specified in EXCEPTIONS. 1 .04 CONTRACTOR REPRESENTATIONS: A. I have personally investigated proposed product and, in my opinion, it is equal or superior in all respects to that specified. B. I have coordinated installation of accepted substitution and guarantee to complete it in all respects. C. I have outlined changes required on the form. D. I will provide the same guarantee for the substitution as for the specified product. DCA•9•92033.01:A 01 630.1 7130192 BE &C SECTION 01630 ENGINEERS BUILDING 21 -05 PRODUCT OPTIONS JOBS FOUNDATIONS - AND SUBSTITUTIONS SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 E. My cost impact figures are complete and include related costs under the Contract, but exclude costs under separate contracts. See attached form. F. I waive claims for additional costs related to the substitution that subsequently become apparent. 1.05 LIMITATIONS ON SUBSTITUTIONS A Substitution requests will be considered only within 10 days after Award of Contract. Subsequent requests will be considered only in case of product unavailability or other conditions beyond control of Contractor. Substitutions will NOT be considered if indicated or implied on Shop Drawings or other data submittals without attached form, when requested directly by subcontractor or supplier, or Acceptance will require substantial revisions of Contract Documents. B. Approval of any substitution or product option does not relieve the contractor of the responsibiility of ensuring the proper fit, recommended access to equipment, and proper mounting of the various parts of the work. C. Exceptions: After Contract date, Owner may, at his option, consider certain other substitutions from the General Contractor submitted in accordance with requirements of this section. Indicate one or more of the following reasons for the request: DCA•9•92033.01 :A 7130192 1. Substitution is required for compliance with final code interpretation requirements or with insurance regulations. 2. Specified product is unavailable through no fault of Contractor or subcontractor. 3. Subsequent information discloses specified product is unable to perform properly or fit designated space. 4. Manufacturer or fabricator refuses to certify or guarantee performance of specified product. 5. Substitution saves substantial cost, time, or other considerations. (Show accurate cost comparison with product or method specified.) END OF SECTION NOTE: SUBSTITUTION REQUEST FORM FOLLOWS. 01630 -2 c BE &C ENGINEERS DCA•9•02033.01:A 7/31!92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 01630-3 SECTION 01630 PRODUCT OPTIONS - AND SUBSTITUTIONS 31 JULY 1992 SUBSTITUTION REQUEST FORM SPECIFIED ITEM: Section Paragrapti Specified Item PROPOSED SUBSTITUTION Attached data includes dimensional information, performance data, differences from specified product, laboratory tests, specifications, and Drawings indicating changes required to Contract Documents for proper installation, photographs, samples, and manufacturer's data adequate for evaluation of the request with applicable portions of data clearly identified. The undersigned certifies that the following paragraph, unless modified by attachments, are correct. A. The substitution does not affect the dimensions shown on Drawings. B. The undersigned will pay for changes to the building design, including engineering and detailing costs caused by the requested substitution. C. The undersigned will pay additional costs related to substitution that become apparent as a consequence of this substitution. D. The proposed substitution has no adverse affect on other trades, other contracts, construction schedule, and specified warranty requirements. E. Maintenance and service parts will be locally available for the proposed substitution. F. Savings will be passed along to Owner. (Attach statement showing accounting of changes to the Contract sum.) THE UNDERSIGNED HAS THE LEGAL AUTHORITY TO BIND THIS FIRM AND ATTESTS THAT THE PROPOSED SUBSTITUTION IS EQUAL OR SUPERIOR TO THE SPECIFIED ITEM IN FUNCTION AND QUAUTY. SUBMITTED BY: SIGNATURE TITLE FIRM DATE ADDRESS TELEPHONE FOR USE BY ENGINEER: ACCEPTED ACCEPTED AS NOTED NOT ACCEPTED RECEIVED TOO LATE REMARKS: END OF FORM BE &C SECTION 01720 ENGINEERS BUILDING 21 -05 PROJECT RECORD JOBS FOUNDATIONS - DOCUMENTS SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A. Maintaining Project Record Documents at site. B. Submittal of Project Record Documents during and at completion of Project. 1.02 RELATED SECTIONS Requirements under separate cover - Change Order and Field Order procedures Section 01300 - Submittals Section 01400 - Quality Control Division 2 through 16 - As required 1.03 MAINTENANCE OF RECORD DOCUMENTS AND SAMPLES A. Maintain and store in field office, apart from documents used for construction- 1. Record Contract Drawings. 2. Specifications. 3. Revisions. 4. Change Orders and other modifications to the Contract. 5. Field Orders and other written instructions. 6. Accepted Shop Drawings and other submittals. 7. Field test records. B. Provide files and racks for document storage. C. File documents in accordance with Specification's Table of Contents. D. Maintain documents in orderly, clean, and legible condition. Do not use record documents for construction purposes. E Sample storage: Provide locked cabinet or other secured storage. F. Keep documents and samples available for inspection by Construction Manager. DCA•9•92033.01:A 7130192 01720.1 BE &C SECTION 01720 ENGINEERS BUILDING 21 -05 PROJECT RECORD JOBS FOUNDATIONS - DOCUMENTS SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 1.04 MARKING DEVICES A. Provide felt -tip marking pens for recording information in color code. Indicate color code on first sheet. 1.05 RECORDING A Label each document PROJECT RECORD in neat, large printed letters. B. Record information concurrently with construction progress. 1 . Do not conceal work until required information is recorded. C. Legibly mark blue or black line prints to record actual construction. 1. Record locations and measurements of services, utilities and equipment. Reference to permanent construction.. A At Contract Closeout and before final payment, deliver record documents to Construction Manager. Include- - 1. One black or blue -line print of each required Project Record (As- Built) Drawing. 2. Note changes of direction and location by dimension and elevation as utilities are installed. Show items requiring maintenance. 3. Show location of construction- concealed utilities and appurtenances referenced to visible and accessible features of the structure. 4. Show details and locations not on original Contract Drawings. 5. Record detail and dimension changes made on site by Field Order. 6 . Show changes made by Change Order. D. Specifications and revisions: Legibly mark each item to record — 1 . Manufacturer, trade name, catalog number, and supplier of each equipment item actually installed. 2. Changes made by Field and Change Orders. E. Shop Drawings: Maintain and legibly annotate to record changes made after review. 1.06 SUBMITTALS DCA•9•92033.01:A 7/30192 2. One set revised specifications. 01720-2 BE &C SECTION 01720 ENGINEERS BUILDING 21 -05 PROJECT RECORD JOBS FOUNDATIONS - DOCUMENTS SPEC. NO. DCA-9-92033-TS-01 31 JULY 1992 B. Accompany submittals with duplicate transmittal letters indicating - 1. Date. 2. Project title and number. 3. Contractor's name, address, and telephone number. 4. Title and number of each record document. 5. Signature of Contractor or his authorized representative. DCA•2•92077.01:A 7170192 END OF SECTION 01720 -3 BE &C ENGINEERS PART 1 GENERAL 1.01 SECTION INCLUDES A. Demolition work required for the completion of the new work, as shown on the Drawings or specified. 1. Removal of portions of existing slabe and utility trenches. 1.02 RELATED SECTIONS Section 01120 - Alteration Project Procedures. Section 02200 - Earthwork: Excavating, Backfilling, and Compacting 1.03 EXISTING CONDITIONS A. Drawings of existing conditions are for Contractor's general reference. Examine existing site conditons and accept them "as -is ". B. Conduct demolition to minimize interruption with adjacent structures. C. Provide, erect, and maintain temporary barriers and security devices. D. Conduct operations with minimum interference to public or private thoroughfares. Maintain egress and access at all times. E. Do not close or obstruct roadways or sidewalks without Construction Manager's permission. F. Keep active utilities intact and in continuous operation. 1.04 SALVAGE A. General: Construction Manager will categorize salvaged materials into three groups as follows: 1. Items to be reused on the present project. 2. Items to be turned over to the Owner. 3. Items that become the property of the Contractor. B. Provide required storage provisions for materials approved for reuse. Deliver items to remain the property of the Owner to an area designated by the Construction Manager. Promptly remove material that becomes your property by removing it from the Owner's premises. Obtain property pass before removal of anything but rubble and debris from site. DCA•9•92033.01:C 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 02070 -1 SECTION 02070 SELECTIVE DEMOLITION - 31 JULY 1992 BE &C BUILDING 21 -05 SECTION 02070 ENGINEERS JOBS FOUNDATIONS SELECTIVE DEMOLITION SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 1.0 5 COORDINATION A Coordinate with Owner to keep interruptions of existing facilities operations to a - minimum. Schedule outages of utilities; notice required at least 3 weeks prior to interruption. B. Coordinate and schedule commencement of demolition with Construction Manager. PART 2 - PRODUCTS None used. PART 3 - EXECUTION 3.01 PREPARATION A Sawcut concrete to provide finished edge for new paving. B. Protect existing appurtenances that are not to be demolished. C. Mark location of disconnected utilities. Identify utilities and indicate capping locations on Project Record documents. D. Before starting demolition, Contractor and Construction Manager are to make a complete inspection of conditions of adjacent property, including visible defects close to or adjoining spaces to be altered. 3.02 EXECUTION A Demolish existing work as shown. B. Stop work and notify Construction Manager immediately if adjacent structures are endangered. Do not resume operations until corrective measures have been taken. C. Do not burn or bury materials on site. D. Remove concrete slabs on grade as indicated. E. Keep work sprinkled to minimize dust. Provide hoses and connections to water main or hydrant for this purpose. F. Remove demolished materials from site as work progresses. Leave site in clean condition. 0CA.9.92037.01:C 7/30/92 02070.2 BE &C BUILDING 21 -05 ENGINEERS JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 3.03 PROTECTION A At completion of demolition, examine with Construction Manager for unscheduled damage caused by demolition work. Examination report is to be approved by both parties where damage is apparent. B. Protect existing buildings, contents, and adjacent properties from damage. Keep existing buildings watertight. C. Barriers, safety guards, and warning lights: Provide for public protection as required by law and ordinance. 3.04 CLEAN UP A Remove demolition debris from buildings and grounds as work proceeds, not less than once a day. Allow no debris to accumulate. Remove debris at your expense. B. Coordinate with Construction Manager for method of debris removal from site. DCA•9•92033.01 :C 7/30/92 END OF SECTION 02070 - 3 SECTION 02070 SELECTIVE DEMOUTION - 31 JULY 1992 BE &C BUILDING 21 -05 SECTION 02140 ENGINEERS JOBS FOUNDATIONS DEWATERING SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A. Continuous pumped dewatering required to lower groundwater levels ONLY in the immediate vicinity of the excavations and to permit execution of the Contract Work under dry conditions. This does not apply to pile augering. 1. Dewatering method: To your design, well points or more sophisticated system, or combination of systems. 2. Immediately repair defective system performance. 1.02 RELATED SECTIONS DCA•9•92033.01:C 7130192 Section 01400 - Quality Control: Soils Engineer's requirements on site relative to work of this Section. Section 02200 - Earthwork 1.03 SYSTEM DESCRIPTION A. Performance of necessary work to lower and control ground water levels and hydrostatic pressures to permit excavation, and other subsequent construction to be performed in dry conditions. B. Installation of piezometers (observation wells). C. Control of surface and sub - surface water. D. Installation of sediment tanks: Pass water that is pumped from the excavation through sedimentation tanks before discharging it into sewer systems or injection wells. The sedimentation tanks are used to observe the amount of sediments carried out by the water pumped from the excavations and to avoid plugging injection wells. 1.04 SUBMITTALS A. General: Dewatering system to be designed by a Professional Engineer registered in the State of Washington. B. Shop Drawings: Provide complete plans and descriptions of your proposed dewatering system, Review of proposed system will be ONLY with respect to your basic principles and methods. You are solely responsible for proper and necessary arrangements, locations, and depths of system or systems. C. Product data: Include completely definitive brochures on mechanical pumping devices. 02140 -1 BE &C BUILDING 21 -05 SECTION 02140 ENGINEERS JOBS FOUNDATIONS DEWATERING SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 D. Quality control data:Observation well reports: Submit daily to Construction Manager and Engineer. Record ground water elevations and piezometric water levels in observation wells. E. Design data, test reports, and manufacturers' instructions. Include written documentation indicating how your design addresses and gives proper consideration to the following and other important considerations: 1. Geological and soil conditions in the immediate vicinity of the site. 2. Size and depth of the excavation. 3. Permeability, stratification, and thickness of the pervious strata to be dewatered. DCA•9.92033.01:C 7/30192 4. Water table and hydrostatic pressure beneath the excavation; variation of water table and hydrostatic pressure with season of year; source of seepage or radius of influence likely to exist for geological and soil conditions at the site. 5. Effect of groundwater lowering on adjacent structures. 6. Availability of power and provisions for emergency power facilities. 7. Chemical characteristics and temperature of ground water and its variation with the season of year. 8. Pump data: Manufacturer, capacity, maintenance, and anticipated life relative to required construction time - frame. F. Project Record documents in accordance with Section 01720 Operating and Maintenance data according to Section 01730 and Warranties, Section 01740. 1.05 QUALITY ASSURANCE A. Installer or Supplier qualifications: 1. A Specialist as defined in Section 01075. 2. Under this Section, persons performing the work are also required to have had at least 5 years field experience in comparable dewatering projects. B. Requirements of regulatory agencies current as of Contract Document date: 1. See referenced codes, ordinances, and the like, Section 01090. 2. Obtain permission of Washington Department of Ecology (WDOE) or permit as WDOE requires prior to discharging water. Note: Permit may take at least 60 days. 02140 -2 BE &C ENGINEERS 0CA•9•92033.Ot:C 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9. 92033 -TS -01 02140 -3 SECTION 02140 DEWATERING - 31 JULY 1992 PART 2 - PRODUCTS 2.01 EQUIPMENT A. Mechanical pumping devices: Units are required to be new, of the make and type you recommend as suitable for your design system. B. Standby equipment: Same as above. PART 3 - EXECUTION 3.01. EXAMINATION A. Verify installation conditions as satisfactory to receive work of this Section. Do not install until unsatisfactory conditions are corrected. 3.02 EXCAVATION A Observation wells: Provide required piezometers. Take measurements and maintain. 1. Provide additional wells as may be required by Soils Engineer, Construction Manager /Engineer. 2. Repair or replace wells that become inactive, damaged, or destroyed. Add or remove water from observation well risers to demonstrate that they are functioning properly. B. Protection: Protect surrounding areas to preclude damage from work of this Section. C. Sampling: Provide analysis of discharge water to WDOE before starting full operation as they require. 3.03 INSTALLATION A. Install the work in accordance with Quality Assurance provisions, References, Specifications, Drawings, and manufacturer's instructions. Where these conflict, the more stringent requirements govern. B. Keep excavation bottoms DRY. Prevent site operations from forcing water to surface, making low elevations wet or spongy. Control surface and subsurface water, ice, and snow. 1. Install sufficient dewatering equipment to pre -drain waterbearing strata above and below bottom of subsequent structure foundations, drains, sewers, and other excavations. BE &C ENGINEERS DCA•9•92033.01 :C 7130192 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 02140.4 SECTION 02140 DEWATERING - 31 JULY 1992 2. Reduce hydrostatic head in water - bearing strata below structure foundations, drains, sewers, and other excavations to extent that water level and piezometric water levels in construction areas are below prevailing excavation surfaces. a Maintain piezometric water level at appropriate levels. 3. Before excavation below groundwater level, place system into operation to lower water levels as required and then operate it continuously 24 hours a day, 7 days a week. a. Continue operations until work of separate contracts, drains, and structures have been constructed, including placement of fill materials. This will bring project to point of completion when dewatering is no longer required. 4. Water disposal: Continuously remove from site. a. Provide and maintain sumps, sedimentation tanks, and other flow control devices as required by governing authorities. Do not endanger public health, property, and portions of work under construction or completed. b. Do not inconvenience others engaged in work at site. 3.04 STANDBY EQUIPMENT A Provide and install equipment. Maintain available for immediate and continuous operation. 3.05 DETRIMENTAL EFFECTS A. Prevent detrimental settlement to adjacent structures caused by excavation and dewatering. In event dewatering requirements are not properly satisfied, perform such work as may be required to restore foundation soils, structures, and complete other repairs at no additional expense. 3.06 DESILTING AT DISCHARGE POINT OR POINTS A. Perform continuously, as required. 3.07 FIELD QUAUTY CONTROL A. Cooperate with Soils Engineer. Acting under his observations and directions, according to Section 01400- 1. Maintain adequate control so that stability of excavated and constructed slopes is not adversely affected by water. BE &C ENGINEERS BUILDING 21 -05 SECTION 02140 JOBS FOUNDATIONS DEWATERING SPEC. NO. DCA-9-92033-TS-01 31 JULY 1992 2. Control erosion. 3. Prevent flooding of excavations. 4. Prevent damage to structures. 3.08 ADJUSTING AND CLEANING A Adjust pumping devices to operate perfectly. B. Cleaning: Leave installations clean, premises clean and free from residue of work of this Section. 3.0 9 DEMONSTRATION A. Demonstrate operation and maintenance of equipment to Construction Manager and Owner. 3.10 PROTECTION A. Protect completed installed work prior to Owner's acceptance. 3.1 1 SETTLEMENT DAMAGE TO STRUCTURES A Underpin and perform correctional measures required. 3.12 REMOVAL A. At completion and acceptance of General Construction Contract, and when authorized by Construction Manager, remove dewatering system. Fill and compact to requirements of surrounding site conditions, and as directed by Construction Manager. Make finish surfaces same as surrounding areas. END OF SECTION DCA•9•92033.01 :C 7130192 02140 -5 BE &C BUILDING 21 -05 SECTION 02200 ENGINEERS JOBS FOUNDATIONS EARTHWORK SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A. Excavate for below grade structures. B. Backfill below grade structures. C. Structural fill. D. Moisture barrier and sand cushion under interior concrete slabs on grade. E. Fine grade site. 1.02 RELATED SECTIONS Section 02140 - Dewatering Section 02371 - Auger -Cast Grout Piles 1.03 REFERENCED STANDARDS A American Society for Testing and Materials: ASTM— ASTM D 1557 -78 Standard Test Methods for Moisture- Density Relations of Soils and Soil Aggregate Mixtures Using 10 -lb (4.54 -kg) Rammer and 18 -in. (457 -mm) Drop ASTM C 33 -86 Standard Specification for Concrete Aggregates B. Washington State Department of Transportation: WSDOT — 1988 Standard Specifications for Road, Bridge, and Municipal Construction 1.04 SUBMITTALS A. Screen analysis: Submit for - 1. Structural fill material. 2. Crushed rock. 1.05 PRE - EXCAVATION CONFERENCE A Arrange for and hold a conference before starting work of this section. With Construction Manager's approval, pre - excavation conference may be concurrent with pre -start conference specified in Section 02100. DCA•9•92033.01:C 02200 -1 7120192 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 02200 EARTHWORK - 31 JULY 1992 B. Conference attendees, at minimum - 1. Contractor Superintendent 2. Construction Manager 3. Geotechnical Engineer 4. Subcontractor Foreman 5. Others as needed to coordinate related work. 1.0 6 SITE CONDITIONS A Subsurface conditions: Geotechnical data are contained in "Report Geotechnical Engineering Study. A -6 Assembly Equipment Foundation, Bldg. 21 -05, dated July 10, 1992 by Earth Consultants, Inc. 1.07 SEQUENCING AND SCHEDULING A. Submit alternate sequence /procedure to Construction Manager for approval if work is proposed to be done concurrently. PART 2 - PRODUCTS 2.01 BACKFILL AND FILL A. From excavation, before placing as fill - 1 . Remove organic debris. 2. Remove stones and other inorganic lumps larger than 6 inches. 3. Condition moisture content for 95% compaction per ASTM D 1557. B. Structural fill: From off -site, gravel borrow, WSDOT 9.03.14 modified to 100% passing 4 -inch screen, 3% maximum passing No. 200 screen. C. Crushed rock: WSDOT 9- 03.9(1). D. Reclaimed spoils (Section 02100) may be used where approved by Geotechnical Engineer. DCA•9•92033.01:0 7130/02 02200 -2 BE &C ENGINEERS 2.02 MOISTURE BARRIER AND SAND CUSHION A Moisture barrier: MOISTOP as manufactured by Fortifiber Corporation. Tel. (213) 268 -6783. B. Sand: ASTM C 33, fine aggregate. PART 3 - EXECUTION 3.01 PROTECTION A Protect existing utilities and structures to remain. If damaged, repair to match condition extant at start of Project. 3.02 SHORING A Provide shoring and bracing where necessary- 1. Comply with WISHA requirements for safety. 2. Protect existing structures from settlement and other damage. 3. Protect below grade installations during construction. B. Removal: Remove shoring and bracing before backfilling excavations. 3.03 SURFACE WATER CONTROL A Divert surface runoff from excavations and maintain discharge points established on water pollution /erosion control plan. B. Maintain excavations free from standing water. 3.04 EXCAVATION A. General: Provide adequate work space in excavation for placement and inspection of installations. B. Foundations: 1. Excavate to elevations shown. 2. Unauthorized overexcavation: Fill with concrete or extend foundations to new elevations at no additional expense to the Owner. 3. Obtain approval of bearing surfaces before placing concrete. •DCA.9.92033.01:C 7130/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 02200 -3 SECTION 02200 EARTHWORK - 31 JULY 1992 BE &C ENGINEERS 3.05 BACKFILLING AND FILLING A Protect previously placed subgrade work from damage. B. Preparation, backfilling: 1. Formwork: Remove entirely. 2. Concrete: Allow to cure 7 days minimum. Support as necessary to prevent damage. 3. Subgrade work: Complete, obtain approval. 4. Debris: Remove. 5. Shoring: Remove with care to avoid damage to adjacent structure or grade. 6. Verify that subgrade work is complete and approved before starting backfilling. C. Fill: Place in 10 inch loose lifts, compact each lift. D. Compaction: 95 percent of maximum density determined according to ASTM D 1557. 3.06 FINE GRADING A. Fine grade to subgrades shown within the following tolerances, after compaction - 1 . Crushed rock under concrete slabs: +0 inch -1/2. inch 3.07 MOISTURE BARRIER AND SAND CUSHION A Moisture barrier: Place over prepared subgrade, lap side joints 6 inches, cement laps. Turn up vertical abutments 4 inches, cement to abutment. B. Sand cushion: Spread to uniform thickness over moisture barrier, screed to level shown. Tolerance +0, -1/4 inch. 3.08 FIELD QUALITY CONTROL A Earthwork will be monitored by Owner's Geotechnical Engineer. 1. Soil moisture test will be conducted by Geotechnical Engineer as needed. 2. Soil compaction tests will be conducted by Geotechnical Engineer as needed. B. Environmental quality will be monitored continuously. DCA•9•92033.01 :C 7130192 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 02200.4 SECTION 02200 EARTHWORK - 31 JULY 1992 BE &C BUILDING 21 -05 SECTION 02200 ENGINEERS JOBS FOUNDATIONS EARTHWORK SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 3.09 CLEAN -UP A. Excess materials: Remove from site. B. Waste and debris: Remove from site. C. Disposal: Off site. Comply with applicable regulations. DCA•0.92033.0t :C 7/90/92 END OF SECTION 02200.5 BE &C BUILDING 21 -05 SECTION 02235 ENGINEERS JOBS FOUNDATIONS CONTROLLED DENSITY FILL SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 PART 1 GENERAL 1.01 DESCRIPTION OF WORK A Provide and install Controlled Density Fill (CDF) in lieu of imported backfill material and compacted fill. 1.02 RELATED SECTIONS Section 02140 - Dewatering Section 02200 - Earthwork Section 03300 - Cast -In -Place Concrete 1.03 SYSTEM DESCRIPTION A Design requirements: CDF designed to be excavatable and of same density and equivalent to 95% compacted xfill specified in Section 02200. B. Performance requirements: Compressive strength.200 psi. 1.04 SUBMITTALS A Certificates: Provide certified copies of gradations and analysis of granular aggregates, list source of material, producer's name, and certification by independent laboratory. B. Placement plans: Submit detailed procedure plan, method of execution. 1 .05 QUALITY ASSURANCE A Testing: Provide certified density /compaction comparison tests (independent laboratory). 1.06 DELIVERY AND HANDLING A Purchase, materials, tolerances, mixing and delivery: ASTM C94, except as specified below. PART 2 - PRODUCTS 2.01 MANUFACTURERS: A Pozzolanic Northwest Inc., Tel, (206) 232 -9320. B. Stoneway Concrete, Tel. (206) 226 -1000. DCA•9•92033.01:C 7131/92 02235 -1 BE &C BUILDING 21 -05 SECTION 02235 ENGINEERS JOBS FOUNDATIONS CONTROLLED DENSITY FILL SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 2.0 2 MATERIALS A. Portland cement: ASTM C150 or AASHTO M85, Type I or II. B. Mineral filler (Pozzolan): Fly ash (conforming to ASTM C618, Type "F "). C. Aggregate: 1. Coarse 3/4 -inch maximum size. 2. Fine: Class I, Seattle 9- 03.1(2)B. 2.03 MIX A. Design mix: (Pumpable mix) CDF: 1. Portland cement: 42 lbs/yd 2. Fly ash: 250 Ibs /yd 3. Coarse aggregate: 1900 lbs/yd 4. Fine aggregate: 1800 lbs/yd 5. Water: Amount for 3 - 6 inch slump. PART 3 - EXECUTION 3.01 PREPARATION A. Examine site and excavations concerned for conditions acceptable to receive CDF. B. Ensure all inspections and approvals for substrate surfaces, utilities, and tank installation, have been made and completed before CDF placement. 3.0 2 PLACING CDF A. Place CDF into area to be filled allowing slope of edges to reach angle of repose. 3.03 PROTECTION A. Barricade backfilled area from all traffic for a period of 24 hours. B. Remove construction refuse and equipment on completion. END OF SECTION DCA•9•02033.01:C 7131192 02235-2 BE&C BUILDING 21 -05 SECTION 02371 ENGINEERS JOBS FOUNDATIONS AUGER -CAST GROUT PILES SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A. Locating and installing reinforced, auger - placed grout - injected piling. 1.02 RELATED SECTIONS Section 01400 - Quality Control: Testing Laboratory Services Section 02200 - Earthwork: Excavating Section 03200 - Concrete Reinforcement Section 03300 - Cast -in -Place Concrete: JOBS Foundations 1.03 UNIT PRICES A. A unit price for adding or deducting installed auger cast grout piles is called for on The Bid Form. Measurement is in lineal feet. 1. Additions or credits will be based on total length drilled. a If it becomes necessary to install to greater depths than indicated, additional payment will be made on established unit price basis. b. If it is not necessary to extend to full depths shown on Drawings, credit will be given on the established unit price basis for deleted footage. 1.04 REFERENCED STANDARDS A. American Society for Testing and Materials: ASTM— ASTM C 33 Specifications for Concrete Aggregates ASTM C 109 Test for Compressive Strength of Hydraulic Cement Mortars (using 2 -inch or 55 mm cube specimens.) ASTM C 150 Specifications for Portland Cement 1.05 SYSTEM DESCRIPTION A. Auger - placed piling formed by continuous - flight, hollow- shaft, rotating auger. Inject grout as the auger is withdrawn, to maintain positive pressure on the withdrawing earthfilled auger, as well as the surrounding soil. Place reinforcing while grout is still fluid. DCA•9•92033.01:C 7/30/92 02371 -1 BE &C ENGINEERS DCA•9.9203.01:C 7/30/02 BUILDING 21-05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 02371 - 2 SECTION 02371 AUGER -CAST GROUT PILES - 31 JULY 1992 1.06 SUBMITTALS A. Shop Drawings: Indicate all conditions. B. Quality control data. Submit field log reports. Record actual Installed piling data. C. Submit evidence that installer has 5 years of experience with successful auger - placed piling projects. 1.07 QUALITY ASSURANCE A Installer qualifications: A Specialist as defined in Section 01075. B. Requirements of regulatory agencies (current as of Contract Document date): American National Standards Institute: ANSI A10.2, Safety Codes for Building Construction. C. Monitoring and testing: Testing laboratory and Owner's Geotechnical Soils Engineer are required to perform the following: 1. Monitor drilling and installing operations. Confirm and record proper piling lengths, injection, pressure, and grout volume installed for each pile. a Soils Engineer is required to immediately notify Construction Manager and Structural Engineer of any piling not meeting specifications. PART 2 - PRODUCTS 2.01 EQUIPMENT A. Provide equipment generally used for installation of auger - placed, grout - injected piling: Use a continuous - flight, hollow -shaft auger capable of rotation Into ground to specified depth. Injection opening in auger shaft: Bottom of auger head below cutting teeth. 1. Provide a positive displacement grout pump capable of developing and maintaining 350 psi at pump. a Equip with counter calibrated to indicate grout volume injected in each pile. b. Equip with pressure gauge. BE &C BUILDING 21 -05 SECTION 02371 ENGINEERS JOBS FOUNDATIONS AUGER -CAST GROUT PILES SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 2.0 2 HIGH - STRENGTH GROUT A. Mix Portland cement, fluidifier, sand, and water. 99n.9.92033.01:C 7/30/92 1. Portland cement: ASTM Standard C 150, Type I or II cement, unless otherwise approved. 2. Fluidifier: Compound increasing flowability of the mix; and assisting in neutralizing setting shrinkage of high strength grout. 3. Sand: ASTM Standard C 33 requirements, well graded from fine to coarse with a fineness modulus between 1.40 and 3.40 4. Water: Clean, free from matter injurious to mix. B. Proportion to: 1. Maintain solids in suspension without appreciable water gain, yet permit pumping without difficulty. 2. Obtain ultimate compressive strength of 4,000 psi minimum at 28 days. 3. Penetrate laterally to fill voids in foundation material. 2.03 REINFORCING CAGES A. As detailed. See Section 03200 - Concrete Reinforcement. PART 3 - EXECUTION 3.01 INSPECTION A. Verify installation conditions as satisfactory to receive work of this section. Do not install until unsatisfactory conditions are corrected. 3.02 PREPARATION A Field measurements: Place a solid hub at each pile location. Provide adequate surveying labor to locate the elevation of the top of the reinforcing steel. Locate pile centers accurately and within 3 inches in any horizontal direction from dimensions shown on Drawings. 02371 -3 BE &C BUILDING 21 -05 SECTION 02371 ENGINEERS JOBS FOUNDATIONS AUGER -CAST GROUT PILES SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 B. Protection: ANSI A10.2. Ensure safety of persons and property during piling operations. 1. Protect structures, underground utilities, and other construction. 2. Distribute concentrated loads from equipment. Prevent collapse in the hole as grout is injected. 3.03 INSTALLATION A. Install the work in accordance with References, specifications, and Drawings. 3.04 DRILLING AND GROUTING A. Maintain continuous operations at each pile location. Place reinforcing steel immediately following grout injection. Use an appropriate barrier or casing to prevent soil from mixing with grout as auger is withdrawn and reinforcing steel is placed. B. Adjacent piles: Locate no closer than 10 feet until grout has achieved initial set, but no less than 16 hours. C. Refusal: Obstructions such as boulders and timbers preventing placing to specified depth or causing drift from proper location will terminate the pile. Its length will be included in the total footage for payment. 1. If required by Engineer, place supplemental adjacent pile. 2. Refused piling will be paid for on unit price basis. Full length replacement piling will be considered as part of original design. 3. Construction Manager will provide location of supplemental pile and modified foundation design. 3.05 ERECTION TOLERANCES A. Unless otherwise indicated, position auger for accurate drilling within a tolerance of plus or minus 1 inch. B. Drill shafts plumb and true to line. Maximum derivation is not to exceed 2 inches or 3% of total length, whichever is greater. DCA•9•92077•01:C 7/30192 02371 -4 BE &C ENGINEERS 3.0 6 GROUT INJECTION A. Inject grout during auger withdrawal. Maintain minimum 3 feet grout head above injection tip. Ensure lateral penetration and prevent hole collapse. B. Volume of grout placed: No less than 115% of the hole volume. 3.07 REINFORCING CAGES A Embed the required length in pile shaft before grout hardens. 3.08 FIELD QUALITY CONTROL A Testing agency will sample and test grout, inspect reinforcing, verify conformance with Drawings and specifications, and prepare report for Construction Manager with copy to Contractor. Final acceptance of each pile will be the responsibility of the geotechnical soils engineer. B. Grout test: ASTM C 109. Special inspector is to prepare two sets of 2 inch cubes from the mix for each day during pile placement, then: 1. Test two cubes at 7 days. 2. Test two cubes at 28 days. 3. Reserve 2 cubes untested until after Early Possession, unless otherwise directed by Construction Manager. END OF SECTION DCA.9.92033.01:C 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 02371.5 SECTION 02371 AUGER -CAST GROUT PILES - 31 JULY 1992 BE &C BUILDING 21 -05 SECTION 03100 ENGINEERS JOBS FOUNDATIONS CONCRETE FORMWORK SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 1 - GENERAL 1.01 SECTION INCLUDES A Formwork for cast -in -place concrete. 1.0 2 RELATED SECTIONS Section 03200 - Concrete Reinforcement Section 03300 - Cast -In -Place Concrete 1 .03 REFERENCED STANDARDS A. American Concrete Institute: (ACI) — ACI 301 -84 (R87): Spec...Structural Concrete for Buildings. ACI 347 -78: Recommended Practice for Concrete Formwork 1.04 SUBMITTALS A Shop Drawings: 1. Concrete work. PART 2 - PRODUCTS 2.01 MATERIALS A. Form materials: ACI 301. Chapter 4. B. Embedded items: ACI 301. Chapter 6. C. Keyed steel screed, either: Burke Keyed Kold Joint Form, or Jahn Screed Key Joint. PART 3 - EXECUTION 3.01 DESIGN, INSTALLATION A. ACI 301, Chapter 4.2. 3.0 2 TOLERANCES A. ACI 301, Chapter 4.3. 3.0 3 PREPARATION DCA•9•920a3.01:S 7/90/02 03100 -1 � BE &C BUILDING 21 -05 SECTION 03100 ENGINEERS JOBS FOUNDATIONS CONCRETE FORMWORK SPEC. NO. DCA- 9- 92033 -TS -01 - 31 JULY 1992 A. ACI 301, Chapter 4.4. 3.04 FORM REMOVAL A. Notify Construction Manager prior to removing formwork. B. Do not remove forms and shoring or bracing until concrete has sufficient strength to support its own weight and construction and design loads that may be imposed on it. C. Remove formwork progressively so no unbalanced loads are imposed on structure. Do not damage concrete surfaces during form removal. D. Form removal: Unless otherwise directed, remove according to the following: 1. Wails (other than retaining walls and beam sides) at 3 days. OCA•9•92033.01:$ 7/30/92 END OF SECTION 03100-2 BE &C ENGINEERS PART 1 GENERAL 1.01 SECTION INCLUDES A. Reinforcement for cast -in -place concrete. B. Support chairs, bar supports, spacers, and other accessories for supporting reinforcement. 1.02 RELATED SECTIONS Section 03100 - Concrete Formwork Section 03300 - Cast -In -Place Concrete 1.03 REFERENCED STANDARDS A American Concrete institute: ACI — ACI 301 -84 (R87) Spec...Structural Concrete for Buildings. 1.04 SUBMITTALS A. See Section 01300 for general submittal requirements. B. Product data: 1, Bar supports and spacers. 2. Mechanical connectors. C. Shop Drawings: ACI 301, Chapter 5.1. PART 2 - PRODUCTS 2,01 MATERIALS A. Reinforcement: ACI 301. Chapter 5.2. B. Sizes and types: Shown on Drawings. 2.02 FABRICATION A. ACI 301. Chapter 5. OCA•9.92033•01:A 7/30192 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 03200 - 1 SECTION 03200 CONCRETE REINFORCEMENT - 31 JULY 1992 BE &C BUILDING 21 -05 SECTION 03200 ENGINEERS JOBS FOUNDATIONS CONCRETE REINFORCEMENT SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 3 - EXECUTION 3.01 PLACING REINFORCMENT A ACI 301, Chapter 5.6 AND 5.7. 1. Welding of reinforcement is not permitted. 2. Do not displace or damage vapor barrier. DCA•9.92033.01:A 7/30/92 END OF SECTION 03200 -2 BE &C ENGINEERS DCA•9•92033.01:5 7 /3a /9z BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 03300 -1 SECTION 03300 CAST -IN -PLACE CONCRETE - 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A. Cast -in -place concrete for - 1. Interior slabs on grade. 2. Equipment foundations. 3. Other cast -in -place concrete not elsewhere specified. 1.0 2 RELATED SECTIONS Section 03100 - Concrete Formwork Section 03200 - Concrete Reinforcement 1.03 REFERENCED STANDARDS A. American Concrete Institute (ACI)— ACI 301 -84 (R87) Spec...Structural Concrete for Buildings. 1.04 SUBMITTALS A. Design data: Submit proposed design mix of each concrete class to Construction Manager /Engineer, appointed testing laboratory, and building department before beginning work. Do not proceed until authorized by Engineer. B. Submit results of trial mixes in accordance with Section 3.9.3.3, or submit field test data for concrete made with similar ingredients in accordance with Sections 3.9.1, 3.9.2, and 3.9.3 of ACI 301. At Contractor's option, submit certificates of previously tested and approved mix designs with continuous approval status on file with local building authority, for approval by Engineer. C. Certificates: In accordance with ASTM C 94, Article 16, for each load of concrete delivered to job site. Deliver to Construction Manager at job site. D. Submit the following product data: 1. Joint filler. 2. Joint sealer. 3. Sealer and curing compound. 4. Floor surface hardener. 5. Moisture barrier. 6. Proposed admixtures. BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 03300 CAST -IN -PLACE CONCRETE - 31 JULY 1992 1.05 QUAUTY ASSURANCE A. Requirements of regulatory agencies current as of Contract Documents date: 1. See referenced codes and ordinances cited in Section 01060. 2. See American Concrete Institute (ACI): ACI 318 Building Code Requirements for Reinforced Concrete. B. Source Quality Control: 1. Testing laboratory: Verify compliance with cited references and this section. PART 2 - PRODUCTS 2.01 MATERIALS A. Comply with References and specifications. 1. Follow ACI 301 and 304. Obtain materials from same source throughout the Work. 2. Portland cement: ASTM C 150. 3. Aggregates: a. Meet or exceed Paragraph 3.3 of referenced ACI 318 and similar requirements and referenced standard ASTM C 33. Use Steilacomm aggregate. b. Maximum size: 1 -1/2 inches, but not more than three quarters of clear distance between reinforcing bars or between bars and side forms. 4. Water: Clean, fresh, and potable, conforming to ASTM C 94. 5. Admixtures: a. Provide admixtures from one manufacturer. 1) Air - entraining agent: ASTM C 260, containing no chlorides. 2) Water reducing agent: ASTM C 494 Type A, compatible with air - entraining agent. 3) Pozzolam admixturs: Class C or Class F, Flyash conforming to ASTM C618. Loss on ignition is not to exceed 1 %. ) Other admixtures may be used with written approval from Engineer. DCA•9•92033.01 :$ 7/30/92 03300-2 F, BE &C ENGINEERS OCA•9•02033'D1 :S 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 SECTION 03300 CAST -IN -PLACE CONCRETE - 31 JULY 1992 6. Bonding agent: a Epoxy coating for foundation surfaces: Concresive 1170 as manufactured by Adhesive Engineering. 7. Sealer and curing compound: a Clear compound meeting the requirements of ASTM C 309, Type 1. Use Sonneborn Kure -N -Seal, A.C. Horn DeKote, W.R. Meadow CR -26, or approved two -coat system. 1) Verify compatibility of specified product with coatings, toppings, or adhesives subsequently applied. 2) Verify compatibility of specified product with floor surface hardener. 3) Verify that specified product can be completely removed where subsequently applied special coatings require removal of the sealer and curing compound. 8. Floor surface hardener: Masterplate 200 surface hardener by Master Builders. 9. Curing blankets: Moisture retaining burlap, free of substances harmful or discoloring to concrete. Thoroughly rinse before placing. 2.0 2 ACCESSORIES A. Sleeving: See Drawings. B. Expansion joints: 1. Joint filler: ASTM D 1752, Type III, self- expanding cork. 2. Bond breaker: Polyethylene type. 3. Sealant: ASTM C 920, polyurethane, Type S, Grade P, Class 25, Usage T. C. Mechanical and electrical items: See Divisions 15 and 16 respectively. D. Preformed metal joint form (as applicable): Burke Keyed Kold, or approved. E. Other materials and accessories: Provide as necessary to properly complete the installations. 03300 -3 BE &C ENGINEERS 2.03 READY -MIX CONCRETE A. Comply with ASTM C94 alternate 2. B. Concrete mixes 1. Class A: JOBS Foundation: Concrete for the foundation hydration and shrinkage compressive strength. Cement: Fly Ash: f'c: Slump: Aggregate size: Water reducing admixture Other admixtures. 2. Class B: Mud Slab Cement: f'c: Slump Aggregate size Water reducing admixture: Other Admixtures: 3. Class C: Floor Slab and FBOF Tool Foundations Cement: f'c: Slump: Aggregate size Air content: • Water reducing admixture: Other admixtures: shall be a lean mix, designed to minimize the heat of in the slab, while still obtaining the required Type II Minimum 100 lb per cu yd Maximum 175 lb per cu yd 4000 psi minimum at 28 days 2 inches plus or minus 1 inch 1 -1/2 inches maximum As specified and approved in design mix, None Type I 2500 psi minimum at 28 days 4 inches plus or minus 1 inch 3/4 -inch maximum As specified and approved in design mix None Type I or II 4000 psi minimum at 28 days 4 inches maximum 7/8 -inch maximum Minimum 5% plus or minus 1% As specified and approved in design mix None DCA•9•92033.01:S 7/30/02 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 03300 -4 SECTION 03300 CAST -IN -PLACE CONCRETE 31 JULY 1992 BE &C ENGINEERS C. Mix designs: 1. Class A Mix (JOBS Foundations): Prepare in accordance with ACI 301, Section 3.8, Method 1. The proposed mix design shall be supported by laboratory test reports, as per ACI 301. Provide data for mixes with a range of at least three different water -to- cement (w /c) ratios, all containing fly ash. In addition to strength and workability requirements, final acceptance by the Engineer of the Class A concrete mix design will be based on its ability to meet the requirements of low shrinkage concrete. 2. Class B Mix and Class C Mix Prepare in accordance with ACI 301, Section 3.8, Method 2. Submit the laboratory test reports of the 30 or more tests used as the basis for selecting proportions as per ACI 301, for each mix class. 3. Once determined and approved, the mix designs shall not be changed without approval of the Engineer. D. Procedures 1. Mixing a Ready -mixed concrete: Mix and transport in accordance with ASTM C 94. b. Admixtures: Dispense admixtures in mix using automatic dispenser or similar metering device; weigh or measure powdered admixtures by volume as recommended by admixture manufacturer; measurement tolerance of any admixtures, plus or minus 1%, unless otherwise indicated as specified. E. Delivery temperature: 65 °F at point of placement. PART 3 - EXECUTION 3.01 INSTALLATION A. Embedded items: ACI 301, Chapter 6. B. Moisture barrier: Verify placement under Section 02200. DCA•9•92033.01 :3 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 03300 -5 SECTION 03300 CAST -IN -PLACE CONCRETE - 31 JULY 1992 C BE &C ENGINEERS DCA•9•92033.01 :S 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 03300-6 SECTION 03300 CAST -IN -PLACE CONCRETE - 31 JULY 1992 C. Expansion joints: 1. At vertical abutments. 2. Where shown on Drawings. 3.02 PREPARATION, CONVEYING AND PLACING CONCRETE A JOBS Foundations: 1. Construct as detailed on the Drawings and in general as specified in this section for other concrete, but the following supplemental requirements apply: a Conform with requirements of referenced ACI 301, Chapter 14, for Massive concrete. 2. It is intended that the JOBS Foundations shall be constructed in a series of hirozintal lifts. No vertical break will be permitted in any lift. Place in such a manner as to result in a mass of concrete that behaves in a monolithic manner. To that end, each lift shall be cast within 14 days of the previus lift Apply wet curing blankets to exposed surfaces when more than 6 hours elapses before placing next lift. B. ACI 301, Chapter 8, all other. 3.03 FINISHING, SLABS A. Finish per ACI 301, Chapter 11. B. Schedule: 1. Floors, exposed concrete: Troweled 2. Uniform surface JOBS and FBOF Foundations: Trowelled 3. Mudslab: Screed 3.04 FINISHING, FORMED SURFACES A Repair surface defects: ACI 301, Chapter 9. B. Finish per ACI 301,, Chapter 10. C. JOBS Foundations: Roughform finish. D. Related unformed surfaces such as top of walls, horizontal offsets, and similar unformed surfaces occurring adjacent to formed surfaces: Strike smooth after concrete is placed and floated to texture reasonably consistent with that of the formed surfaces. 1. Other locations, exposed surfaces: Smooth form BE &C BUILDING 21 -05 SECTION 03300 ENGINEERS JOBS FOUNDATIONS CAST -IN -PLACE CONCRETE SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 3.05 CURING A. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury. B. JOBS Foundations: Keep concrete surfaces moist for not less than 7 days or submit alternative curing method proposed for Engineer's consideration. 1. Place wet curing blankets as soon as the concrete has hardened sufficiently to prevent surface damage. Keep covering continuously moist to maintain a film of water on concrete surface throughout first 7 days of curing period. Keep top exposed concrete surfaces and wood forms left in place wet by sprinkling. 2. On completion of the 7 -day wet cure, remove fabric covering and allow surface concrete to dry until free of surface water. C. Epoxy coating for JOBS Foundations surfaces: 1. As soon as forms are removed and surfaces are dry, all exposed horizontal and vertical finished surfaces of the foundation (Including the outside vertical surfaces) shall be coated with epoxy coating. 2. The intent of the epoxy coating is to control shrinkage of the foundation due to moisture loss as much as possible. The epoxy coating and method of applicatin shall be submitted to the Engineer for review at least 14 days before application. 3. All surfaces to receive the epoxy coating shall be cleaned of all surface laitance, form oil, and other foreign materials by use of light wet or dry sandblasting or other approved means. 4. The epoxy coating shall be applied as soon as possible after the seven day wet cure and within 14 days after placing concrete. D. Floor slabs and FBOF Foundations: Apply two coats hardener and sealer, in accordance with manufacturer's instructions, to the damp concrete surfaces immediately after final finishing. 3.06 MISCELLANEOUS ITEMS A. Include the following and other work indicated or required: Pipes and ducts: Fill around pipes and ducts passing through concrete floors and walls with nonshrink, grout, unless otherwise indicated or directed. Penetrations through exterior walls exposed to drainage and weather exposures are required to be dampproofed and sealed to ensure against leakage into interior spaces. DCA•9•92033.OI:S 7/30192 03300.7 BE &C BUILDING 21 -05 SECTION 03300 ENGINEERS JOBS FOUNDATIONS CAST -IN -PLACE CONCRETE SPEC. NO. DCA- 9- 92033 -TS -01 - 31 JULY 1992 3.0 7 DEFECTIVE WORK A Remove and replace at Contractor's expense concrete not conforming to required lines and levels, details, and elevations, including slabs showing excessive shrinkage cracks. Repair or replace concrete not properly placed, as required. 3.0 8 FIELD QUALITY CONTROL A Tests: ACI 301, Chapter 16. DCA•9•92033.01 :3 7/30/92 END OF SECTON 03300 -8 c BE &C ENGINEERS PART 1 GENERAL 1.01 SECTION INCLUDES A. Furnish and erect structural steel. 1.02 RELATED SECTIONS Section 03300 - Cast -In -Place Concrete: Placing embedded items. Section 05500 - Metal Fabrications: Bearing Plates, Ledgers, and Lintels Section 09900 - Painting 1.03 REFERENCED STANDARDS AISC American Institute of Steel Construction AISC Code of Standard Practice for Steel Buildings and Bridges (1976) AISC Specification for Structural Joints Using ASTM A 325 or A 490 Bolts (1978) AISC Specification for Design Fabrication and Erection of Structural Steel for Buildings (1978) ASTM American Society for Testing and Materials ASTM A 36 -87 Specification for Structural Steel ASTM A 325 -86a Specification for High- Strength Bolts for Structural Steel Joints ASTM A 500 -84 Specification for Cold- Formed Welded and Seamless Carbon Steel Structural Tubing Rounds and Shapes ASTM A 563 -84 Specification for Carbon and Alloy Steel Nuts ASTM F 436 -84 Specification for Hardened Steel Washers ASTM F 444 -83 Specification for Washers, Steel, Plain (Flat), Unhardened for General Use ASTM F 959 Compressible Washer -Type Direct Tension Indicators for Use with Structural Fasteners AWS American Welding Society DCA•9•02033.01:0 7/31/02 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 05120-1 SECTION 05120 STRUCTURAL STEEL - 31 JULY 1992 BE &C BUILDING 21 -05 SECTION 05120 ENGINEERS JOBS FOUNDATIONS STRUCTURAL STEEL SPEC. NO, DCA- 9- 92033 -TS -01 - 31 JULY 1992 AWS D1.1 Structural Welding Code SSPC Steel Structures Painting Council SSPC Steel Structures Painting Manual, 2 Volumes Worksite copies: Provide one copy of AISC Manual of Steel Construction at all time that work is in progress at- 1. Fabrication plant. 2. Jobsite. 1.04 SUBMITTALS A. Shop Drawings: Include complete details and schedules for fabrication and shop - assembly of members, furnished details, schedules, procedures and diagrams. Show erection sequence. 1. Submit prior to fabrication. 2. Show dimensions, connections with adjoining materials, and construction. 3. Show finishing, AWS weld symbols (size, length, type), details and fabrication. Show required erection accessories. 4. Verify dimensions and correlate with adjoining construction and materials. 5. Indicate size, type, and grade of members. Show details of cuts, connections, camber, holes, splices and other pertinent data. B. Setting Drawings, templates, placement plans, and directions: As required for satisfactory placing, connections, and anchorages. C. Coordinate submittals to elevations and locations for base plates and anchor bolts receiving structural steel. Relate to final elevations and locations of major members. Indicate discrepancies between actual installations and Contract documents. D. Testing reports in accordance with Section 01400 and the following: 1. Mill and shop certifications of materials and fabrication procedures: Furnish test reports verifying compliance with specified requirements. Include certified mill reports confirming chemical and physical property requirements. DCA.9•92033.01:S 7/31/92 05120.2 BE &C BUILDING 21 -05 SECTION 05120 ENGINEERS JOBS FOUNDATIONS STRUCTURAL STEEL SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 2. Inspection reports concerning fabrication and erection of structural steel. 3. Test and inspection reports concerning welding and high - strength bolt tightening. E. Welders' certificates: Submit certificates that welders employed have met AWS verification within the previous 12 months. 1.05 QUALITY ASSURANCE A. Fabricator, installer qualifications: 1. To be a Specialist as defined in Section 01075 and to comply with the following: a Have plant facilities and personnel sufficient to fabricate and erect indicated structural metal framing. b. Have minimum of 5 years of experience. c. Show, upon request, framing jobs similar In size to this Contract. d. Be approved by Engineer. 2. Welding: Performed by certified welders. 3. Modify referenced AISC Code of Standard Practice (Section 4, subparagraph 4.2.1). Delete the following: "This approval constitutes the Owner's Acceptance of all responsibility for the design adequacy of any connections designed by the fabricator as a part of his preparation of these Shop Drawings." B. Requirements of regulatory agencies current as of Contract Document date: See referenced codes, ordinances, and the like. C. Source quality control 1. Conduct mill tests to ensure compliance with specifications. Include inspection of shop welding, bolting, and fabrication. 2. Verify also in accordance with AISC specifications. 1.0 6 DELIVERY, STORAGE, AND HANDLING A. Mark and match -mark materials for expeditious field assembly and erection and to minimize field handling. B. Deliver materials isolated from one another to prevent marring and other damage. DCA•0•02033.01 :S 7/31/02 05120 -3 BE &C BUILDING 21 -05 SECTION 05120 ENGINEERS JOBS FOUNDATIONS STRUCTURAL STEEL SPEC. NO. DCA- 9- 92033 -TS -01 - 31 JULY 1992 C. Store metals above ground on platforms or skids; above snow or mud. Arrange for convenient access for inspecting and identifying. D. Protect from moisture and corrosion until erected. E. Prevent distortion or other damage. F. Include templates and instructions for proper setting of anchor bolts. PART 2 - PRODUCTS 2.01 MATERIALS A. Structural steel: ASTM A 36. B. Structural tubing: ASTM A 500, Grade B. C. Bolts: 2.02 FABRICATION DCA•9•92033.01:S 7/31/92 High strength bolts: ASTM A 325 Nuts: ASTM A 563 Washers: ASTM F 436 Load indicator washers: ASTM F 959 A. In accordance with AISC specifications and accepted Shop Drawings. Identify steel at mill showing grade and yield point. Identify pieces with erection mark corresponding to erection Drawings. Fabricator may submit alternate details and splices. Prepare as separate Drawings. Substantiate with calculations. Calculations to bear seal of a Washington State registered structural engineer. 1. Cutting: Do no flame cutting by hand unless approved by Engineer. If approved, smooth handcuts by chipping, planing, or grinding. Cut and fit to required tolerances. No sharp kinks or bends allowed. Fillet re- entrant cuts and corners to a radius of not less than 1/2 inch. 2. Holes for securing other work to structural steel framing, and for passage of other work through steel framing members: As shown on final Shop Drawings. Provide threaded nuts welded to framing, and other specialty items receiving other work. a Cut, drill, or punch holes perpendicular to metal surfaces. Do not flame -cut holes or enlarge holes by burning. Drill holes in bearing plates. 05120 -4 BE &C ENGINEERS DCA•9.02033.01;S 7/31/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 05120 STRUCTURAL STEEL - 31 JULY 1992 b. Holes for typical framing connections: 1/16 Inch larger than nominal bolt diameter except as otherwise shown on the Drawings. 3. Straightened material: Examine straightened material prior to fabrication for signs of distress or other defects. No distressed or otherwise defective material is acceptable. 4. Splices: Splice members to facilitate fabrication, transportation and erection. Submit Shop Drawings indicating location and method of splice. 5. Connections: As detailed. Weld and bolt shop connections as shown on reviewed Shop Drawings. Bolt where no other connection is shown. Provide high strength connections, unless otherwise indicated. Provide for temporary erection bracing. a. High - strength bolted construction: AISC Specifications for Structural Joints in accordance with ASTM A 325. b. Welded construction: AWS Code. Comply with code procedures, appearance, quality of welds, and methods used in correcting welding work. c. Assemble and weld built -up sections by methods producing true alignment without warp. 6. Base and bearing plates: Drill and fabricate to accurate sizes as drawn. Include fasteners and accessories required for installation. a. Saw cut or mill column ends bearing upon base and cap plates and beam ends with end plates to true surfaces and correct bevels. b. Column caps and base plates and beam end plates are to have full contact when assembled. c. Sequence welding to minimize distortion and shrinkage. 7. Provide beams with camber as indicated. Conform with requirements of referenced AISC Manual. B. Fabrication tolerances: Unless otherwise noted, fabricate structural members to referenced AISC Specifications for allowable tolerances. Do not camber beams in excess of amounts shown on Drawings. 2.03 SURFACE PREPARATION AND PRIMING A. Use SSPC -SP3 (Power Tool) Cleaning. Remove loose rust, heavy mill scale, oil, dirt, and other foreign substances. DELIVER UNPRIMED STEEL TO THE JOB IN THIS CONDITION. Tight mill scale and minor rust will be permitted. 05120 -5 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 05120 STRUCTURAL STEEL - 31 JULY 1992 B. Immediately after above surface preparation, apply specified primer to certain steel surfaces as called for below. Follow manufacturer's instructions. Use painting methods resulting in full coverage of joints, corners, edges, and exposed surfaces. Provide uniform dry -film thickness not less than 2.5 to 3.5 mils (dft). 1. Coat structural steel work except as noted below: a Do not prime surfaces to be embedded in concrete or mortar except for the initial 2- inches of embedment. b. Do not prime surfaces to be welded, including shear studs. Perform field priming AFTER erection. c. Do NOT prime high- strength bolting with slip - critical type connections. Perform field priming AFTER erection. 2. Apply two prime coats to surfaces inaccessible after assembly or erection. Change color of second coat to distinguish it from first. C. After shop- fabrication, inspection, and acceptance, and BEFORE SHIPPING, clean surfaces of oil, grease, scale, dirt, and other foreign matter present in sufficient quantities to impair bond, in accordance with requirements of referenced SSPC document: SP1, Solvent Cleaning. MAINTAIN unprimed steel installed on the job in condition conforming to SSPC -SP3 requirements until the field application of sprayed -on- fireproofing. PART 3 - EXECUTION 3.01 EXAMINATION A. Verify installation conditions as satisfactory to receive work of this section. Do not install until unsatisfactory conditions are corrected. 3.02 ERECTION A Surveys: Check lines and elevations of concrete bearing surfaces. Report discrepancies immediately to Construction Manager. Do not proceed with erection until corrections have been made, or until compensating adjustments to the structural steel work have been agreed upon with Construction Manager, Engineer, and Structural Engineer. DCA•9•92033.01 :3 7/31/92 05120.6 BE &C BUILDING 21 -05 SECTION 05120 ENGINEERS JOBS FOUNDATIONS STRUCTURAL STEEL SPEC. NO. DCA- 9- 92033 -TS -01 - 31 JULY 1992 B. Install or erect the work in accordance with References and accepted Shop Drawings. 1. Conform with configurations and connections indicated on reviewed and accepted Shop and Erection Drawings. 2. Include devices necessary or required for complete installations. 3. Accurately position and assemble structural framing to lines and members of framing system prior to permanent fastening. a. Splice structural members only where indicated or approved. b. Perform necessary adjustments to compensate elevation and alignment discrepancies. 1) Level and plumb individual members within specified AISC tolerances or more stringent tolerance indicated on design drawings, 2) Comply with AISC specifications for bearing, adequacy of temporary connections, and alignment. 3) Do not enlarge holes in members by burning or by use of drift pins. Ream holes that must be enlarged to admit bolts. 4) Gas cutting: Do not use gas cutting torches in field for correcting fabrication errors in primary structural framing. Cutting will be permitted only on secondary members not under stress, as acceptable to Construction Manager, Engineer, and Structural Engineer. When gas cutting is permitted, finish gas -cut sections equal to a sheared appearance. DCA•9•02033.01:3 05120-7 7/91/92 Furnish and install filler and shim plates to provide alignment of members where required. c. Tighten and leave erection bolts in place after welding unless noted otherwise on the Drawings. 4. Touch -up painting for prime painted steel: Immediately after erection, clean field welds, bolted connections, and areas where shop primer paint is abraded. Apply primer to exposed areas using same material as used for shop painting. Provide specified minimum dry film millage thickness. BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA-9-92033-TS-01 SECTION 05120 STRUCTURAL STEEL - 31 JULY 1992 3.03 FIELD QUALITY CONTROL A. Testing agency will inspect and indicate if work is in conformance with specifications. This inspection will include products, erection, welding, grouting, and similar construction. Testing agency will verify that the work has been performed in accordance with AISC Specifications. B. Correct deficiencies in structural steel work that inspections and laboratory test reports have indicated do not comply with specifications. END OF SECTION DCA•9•92033.01:8 7/31/92 05120.8 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 05500 METAL FABRICATIONS - 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES - A. Removable steel railings. B. Other miscellaneous metal items not elsewhere specified. 1.02 RELATED SECTIONS Section 03300 - Cast -in -Place Concrete: Installation of fittings and anchors. 1.03 REFERENCED STANDARDS A. ASTM American Society for Testing and Materials— ASTM A 36 -87 Structural Steel ASTM A 53 -87 Welded and Seamless Steel Pipe ASTM A 123 Zinc (hot - galvanized) coatings on products fabricated from rolled pressed and forged steel shapes, plates, bars and strips. ASTM A 283 -87 Low and intermediate tensile strength carbon steel plates, shapes, and bars. ASTM A 786 Rolled Steel Floor Plates B. AWS American Welding Society: AWS D1.1 Structural welding code. C. FS Federal Specifications: FS FF -B -588 Bolt, toggle; and expansion sleeve, screw FS FF -S -325 Shield, expansion; nail, expansion; and nail, drive screw (devices, anchoring, masonry) FS QQ -C -40 Caulking: Lead wool and lead pig 1.04 SUBMITTALS A. Shop Drawings: Show details of fabrication and installation for the railings. DCA0942033. 1 :S 7/30/92 05500 -1 BE &C ENGINEERS DCA4.92033.01:S 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 05500 - 2 SECTION 05500 METAL FABRICATIONS - 31 JULY 1992 PART 2 - PRODUCTS 2.01 MATERIALS A Steel: 1. Structural shapes: ASTM A 36 2. Miscellaneous: ASTM A 283 3. Pipe: ASTM A 53 4. Safety plate: Inlaid, 4 -way steel plate, ASTM A786. B. Fasteners: 1. Finish: Match finish of item. 2. Washers: Provide under heads and nuts bearing on wood or other compressible material. 3. Toggle bolts: Fed. Spec. FF -B -588. 4. Expansion shields: Fed Spec. FF -S -325, Type I, Group III, Self- drilling. C. Calking lead: Fed. Spec. QQ -C -40. D. Priming paint: 1. For iron & steel. 2. For galvanized items: Fed. Spec. TT -P -641, zinc oxide. 2.02 FABRICATION A General: 1. Coordinate fabrication with connecting work 2. Fabricate in units as large as practicable for finishing, handling, and installation. B. Welding: Conform to AWS D1.1. Pipe railings, handrails: 1. Bend curves fair, true, and without deforming section. 2. Shop connections: Cope and weld shop connections, grind smooth. BE &C BUILDING 21 -05 SECTION 05500 ENGINEERS JOBS FOUNDATIONS METAL FABRICATIONS SPEC. NO. DCA- 9- 92033 -TS -01 - 31 JULY 1992 3. Field connections: Internal sleeves for slip connection and securing with flush screws. 4. Sleeves: Provide for placement in concrete. 5. Swing gates: Provide double acting gates at each location shown on the Drawings. 2.03 FINISHING A. Preparation: 1. Clean after fabricating, remove all rust, scale or other material detrimental to finish. 2. Grind exposed edges round and smooth. Remove burrs from cut edges. B. Galvanized finish: Hot dip per ASTM A 123. C. Prime paint: Apply one coat primer to prepared surface according to manufacturer's printed instructions. D. Finish schedule: 1. Encased in concrete: (None) 2. Other locations: Interior: Prime paint PART 3 - EXECUTION 3.01 INSTALLATION A General: Coordinate with connecting work. Provide anchors, fasteners, and inserts for work to be Installed as specified in other sections and shown on the Drawings. DCA•9•02033.01 :8 7!30/92 END OF SECTION 05500 -3 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 SECTION 05505 UNISTRUT UTILITY - SUPPORTS 31 JULY 1992 PART 1 - GENERAL 1.0 SECTION INCLUDES - A. Furnishing and installing Unistrut channels for embedment in concrete In utility trench walls. 1.0 2 RELATED SECTIONS Section 03100 Installation of Unistrut Channels in Formwork 1.03 SUBMITTALS A. Product data: Describing channels and fillers. PART 2 - PRODUCTS 2.01 MATERIALS A Channels: Unistrut P 3200 series, Galvanized ASTM A 525, G90; with attached anchors and end closures. Provide plastic filler P3712P to prevent concrete seepage. PART 3 - EXECUTION (NOT USED) END OF SECTION DCA•9•92033•01:6 7/30/92 05505 -1 BE &C BUILDING 21 -05 SECTION 05530 ENGINEERS JOBS FOUNDATIONS STEEL GRATINGS SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 1 - GENERAL 1.01 SECTION INCLUDES A. Gratings indicated on Drawings. B. For grating frames and supporting members, see Drawings. 1.02 RELATED SECTIONS Section 05500 - Metal Fabrications 1.03 REFERENCES NAAMM Metal Bar Grating Manual 1.04 SYSTEM DESCRIPTION A. Prefabricated, welded steel construction of bars fabricated in grid and galvanized. 1.05 SUBMITTALS A Shop Drawings: Indicate banding and properly sized bearing bars and crossbars and weight designed for appropriate imposed loading. B. Product data. Include completely definitive brochures. 1.0 6 DELIVERY, STORAGE, AND HANDLING A Acceptance at site: Verify undamaged condition. B. Protection prior to application installation: Prevent abrasion. PART 2- PRODUCTS 2.01 MATERIALS, GENERAL A Comply with specifications and manufacturer's data. 2.02 ACCEPTABLE MANUFACTURER AND PRODUCT A Sump grating: Standard welded steel GW -100, 1 x 3/16 inch bearing bars at 1 -3/16 inches oc, cross bars 4 inches oc, hot -dip galvanized in accordance with ASTM A 525 G90, by McNichols, or approved. Tel. 1- 800 - 237 -3820. B. Anchorage: Welding or manufacturer's standard saddle clips. DCA•9•92033.01:S 7/30/92 05530-1 BE &C BUILDING 21 -05 SECTION 05530 ENGINEERS JOBS FOUNDATIONS STEEL GRATINGS SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 2.03 FABRICATION A. Fabricate to detail; manufacturer's standard methods include intermediate supports specified in Section 05500. 1. Space cross bars as required. 2. Uniform load capabilities to limit deflection to 1/240 of span. 3. Band edges and openings. PART 3 - EXECUTION 3.01 EXAMINATION A Verify installation conditions as satisfactory to receive work of this section. Do not install until unsatisfactory conditions are corrected. 3.02 PREPARATION A Clean surfaces. B. Protect against galvanic action from dissimilar metals or other cause. 3.03 INSTALLATION A. Install the work same as specified in Section 05500, this specification section and manufacturer's directions. Where these conflict, the more stringent requirements govern. 3.04 CLEAN UP 1. Anchor into accurate positions, plumb, and true to line. Spaces between abutting pieces not greater than bar spacing. Top surfaces within 1/8 inch of each other. 2. After installation remove weld spatter, oil, and grease. Clean abraded and welded areas. Touch up with zinc -rich primer. A. Installed work Is to be clean, free of stains and scratches. Leave premises clean and free from residue of work of this section. DCA•9•920a3.01:5 7/30/02 END OF SECTION 05530.2 BE &C ENGINEERS PART 1 - GENERAL 1 .01 SECTION INCLUDES A. Industrial anti - fatigue /safety matting. 1.02 SUTMITTALS A. Submit manufacturer's product literature. PART 2 - PRODUCTS 2.01 MANUFACTURERS AND PRODUCTS A. Nyracord, Counter Tred, or approved. 1. Heavy duty, 1/2 -inch thick and 48 inches wide. 2. Ribbed underside pattern for drainage. 3. Open slot design. 4. Grease resistant. 5. Beveled edge. PART 3 - EXECUTION 3.01 INSTALLATION A. Install In accordance with the manufacturer's . literature where directed and as shown on the Drawings. D0A•9.92033.01:A 7/30102 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 END OF SECTION 09790-1 SECTION 09790 ANTI - FATIGUE MATTING 31 JULY 1992 BE &C ENGINEERS PART 1 - GENERAL 1.01 - SECTION INCLUDES A. Preparation, painting, and finishing of new surfaces. B. Mechanical and Electrical painting work not specified in those Divisions. See Schedule. C. Finish for factory - primed items. See individual sections for factory priming. 1.02 WORK SPECIFIED UNDER OTHER SECTIONS A. Unless otherwise indicated, the following are specified under other sections: 1. Shop - primed coats of structural steel, certain metal fabrications, and other shop - prime - coated metal items, except for minimal spot touch -up surfaces abraded during installation. 1.03 RELATED SECTIONS Section 03300 - Cast -In -Place Concrete Section 05120 - Structural Steel Section 05500 - Metal Fabrications B. For painting of mechanical work, see Division 15. C. For painting of electrical work, see Division 16. 1.04 REFERENCED STANDARDS PDCA Painting and Decorating Contractors of America - Architectural Specification Manual 1.05 SUBMITTALS A. Product data: Furnish typewritten product list of products before beginning work of this section. List manufacturer, trade name, number and purpose. Include manufacturer's definitive brochures, specifications, and application instructions. Obtain Construction Manager's acceptance before ordering. Use same manufacturer's products for coats of each individual finish system, unless otherwise accepted in writing by Construction Manager. 1. Arrange in same format as scheduled this section. 2. Include manufacturer's recommendations. Include additional information requested by Construction Manager. DCA•9•92033.01:A 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 09900-1 SECTION 09900 PAINTING - 31 JULY 1992 BE &C BUILDING 21 -05 SECTION 09900 ENGINEERS JOBS FOUNDATIONS PAINTING SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 B. Samples: Submit duplicate sample color chips for initial color, texture, and gloss selection by Construction Manager. 1.06 QUALITY ASSURANCE A. Applicator qualifications: 1. Qualified Journeymen. Apprentices may be employed to work under direction of qualified journeymen, In accordance with trade regulations. 2. Maintain full, competent crew. 3. Subcontractor's written qualification. Attest to past satisfactory experience. 1.07 DELIVERY, STORAGE, AND HANDLING A. Deliver in unopened containers, bearing manufacturer's original labels. 1. Do not open until accepted by Construction Manager. B. Store and mix materials outside building. 1. Ambient temperature 45° F minimum. C. Prevent fire hazards and spontaneous combustion. 1. Place waste cloths and other hazardous materials in approved containers, and remove from site daily. D. Toxic and explosive materials: Take safety precautions conforming to manufacturer's recommendations and applicable regulatory requirements. E Store as required by governing codes and ordinances. 1.08 PROJECT SITE CONDITIONS A. Environmental requirements: Do no work of this section when surface or air temperatures are below manufacturer's recommended temperatures for conditions of installation. • 00A•9.92033.01 :A 7/30/92 1. Allow surfaces to dry and attain required temperatures and conditions before proceeding or continuing work. 2. Ventilation: Verify adequate continuous ventilation as required by manufacturer. 3. Illumination: Verify required lighting level minimum 15 foot - candles per square foot, unless more stringent levels are required by manufacturer. 09900 -2 BE &C BUILDING 21 -05 SECTION 09900 ENGINEERS JOBS FOUNDATIONS PAINTING SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 1.09 WARRANTY A. Warrant work of this section satisfactory for 2 years from date of Early Possession, Substantial Completion, or Final Acceptance, whichever occurs first. PART 2 - PRODUCTS 2.01 MANUFACTURERS AND MATERIALS A. Preservative Paint Co. ready -mixed products. B. Substitutions under provisions of Section 01630. C. Conform to governing regulations such as Federal and State requirements for pollution, safety, and health. Finishes are required to have flame- spread ratings that do not exceed those permitted by governing authorities. 1. Materials not specifically indicated, but required, such as linseed oil, shellac, thinners, and similar materials, are to be of same quality required by applicable Federal or State specification standards. PART 3 - EXECUTION 3.01 EXAMINATION A. Verify Installation conditions as satisfactory to receive work of this section. Do not install until unsatisfactory conditions are corrected. 3.02 MATERIALS NOT FINISHED A. The following receive no finish except as indicated: 1. Exposed finished metals as listed: a. Aluminum, brass, bronze, chrome, copper, plated metals, stainless steel. 2. Materials having complete factory finish, such as electrical switchplates, lighting fixtures, finish hardware, and similar items. 3. Sealant. 4. Permanently concealed surfaces, except for prime coats on metal. 3.03 PREPARATION A. Prepare surfaces in accordance with paint manufacturer's data. DCA•9•92033.01:A 7/30/92 09900 -3 r • BE &C ENGINEERS OCA•9•92033.01:A 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 09900 -4 SECTION 09900 PAINTING - 31 JULY 1992 3.04 PROTECTION A. Protect building surfaces and finish. Repair damage caused by failure to provide adequate protection, but not harm caused by other trades. 1. Remove electrical outlets and switchplates, mechanical diffusers, escutcheons, registers, surface hardware, fittings, and fastenings before starting work. 2. Drop cloths: Provide cloths, shields, and protective equipment. 3. Toxic materials: Where toxic materials and both toxic and explosive solvents are used, take regular appropriate precautions. Conform to requirements of manufacturer and applicable regulatory agency. in applying acid etch coatings or solutions to metals and concrete and toxic material to copper, provide adequate ventilation and take protective measures to conform to the requirements of the applicable regulatory agencies. 4. Material on hand: Keep small quantities of materials on hand in work areas, as necessary to expedite the work, and as acceptable to Construction Manager. 3.0 5 APPLICATION A Perform the work in accordance with Quality Assurance provisions, References, Specifications, Drawings, and manufacturer's directions. B. Apply paint and other finish by methods generally accepted by the trade. 1. In multiple -coat work, provide each coat of paint of slightly different color than preceding coat. Sand lightly between coats to achieve required finish. 2. Do not apply finishes until surfaces are dry. 3. Include as many additional coats as required to achieve uniform color and sheen. 4. Consult referenced manual for surfaces not specifically mentioned in this section. Confirm with Construction Manager. O Approval of successive coats: Obtain Construction Manager's approval of each coat before succeeding coat is applied; without his approval, Construction Manager reserves the right to require an additional coat without cost to Owner. D. Touch up on steel work, as applicable: Touch up abraded spots as soon after erection as possible before other than very light rusting can occur. Use same material as used for shop coat. Remove rust before paint is applied. BE &C ENGINEERS DCA•9•92033.O1:A 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA-9-92033-TS-01 09 - 5 SECTION 09900 PAINTING - 31 JULY 1992 3.06 CLEANING A As work proceeds and on completion of work, promptly remove spilled, splashed, or splattered products so as not to damage surfaces. 1. During work progress, keep premises free from unnecessary accumulation of tools, equipment, surplus materials, debris and similar encumbrances. B. At conclusion of Project, thoroughly clean paint and splatters from other surfaces. Take care not to scratch surfaces. C. Leave premises clean and free from residue of work of this section. 3.07 INTERIOR PAINTING AND FINISHING A Concrete 1. Epoxy finish: Supplied by Preservative Paint Co. a. Primer: Federal International chemicals, PR Epoxy Primer. b. Finish: Federal International Chemicals, EC -2 Thin Coat Epoxy Resurfacer. Color: Gray. B. Ferrous metal 1. Alkyd finish: Int. 12 -A Semi - gloss. a. Primer: Preservative 28 -54 red. b. Finish: Preservative 20 series. b. Finish: Preservative 20 series. C. Galvanized metal (as applicable) 1. Alkyd finish: Int. 13 -A Semi -gloss a Pretreatment primer: Preservative 28 -55 b. Primer: Preservative 28 -62. c. Finish: Preservative 2 series. BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 09900 PAINTING - 31 JULY 1992 D. Mechanical and electrical work in finished spaces and not specified in Division 15 or 16. 1. Paint two coats to match adjacent surfaces where adjacent surfaces are painted and where painting is scheduled. This applies to such items as piping, pipe covering, ducts, grilles, registers, radiators, conduit, boxes, panelboards, and the like. 3.08 REPLACEMENT OF MISCELLANEOUS ITEMS A. Reinstall Items previously removed. 3.09 DAMAGED FINISH A. Without extra cost, repair work damaged under work of this section, except as otherwise specified. DCA•9•92033.01:A 7/30/92 END OF SECTION 099 BE &C ENGINEERS DCA•9•92033.01:M 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 1501 - 1 SECTION 15010 BASIC MECHANICAL - REQUIREMENTS 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A. Basic mechanical requirements specifically applicable to Division 15 sections in addition to other contract requirements. 1.02 RELATED SECTIONS A. Coordinate related work and requirements specified in other parts of the Contract Document. B. Examine Drawings and specifications including architectural, structural, mechanical, and electrical, and become familiar with types and systems of construction to be used. Determine how such types and systems will affect installation of mechanical work. 1.03 REFERENCED STANDARDS A. Reference standards listed in this division are to be the most current edition available at the time the contract Is let. 1.04 DEFINITIONS A. Refer to Section 01075 - .Definitions and Intent. B. "Concealed" means items referred to are hidden from normal sight. This includes items in partly excavated or crawl spaces and in service tunnels used solely for repairs and maintenance. C. "Exposed" means items are not concealed. D. "Recognized manufacturer" means an individual, firm or corporation of recognized ability engaged in manufacturing the specified equipment for a minimum of 3 years unless otherwise specified. 1.05 SUBMITTALS A. Refer to Section 01300 - Submittals. B. Materials and manufacturers' listing: Submit complete listings. C. Inspection certification: Submit written certification of inspection from the governing building authority stating work has been inspected, accepted, and found in compliance with existing governing ordinances and codes. D. Installer's documented experience: Submit qualifications and list five comparable installations, if requested by Construction Manager. E. Submit Project Record Documents including details prepared for Shop Drawings. lir BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 1.06 SUBSTITUTIONS A. Refer to Section 01630 - Product Options and Substitutions. 1.07 QUALITY ASSURANCE A Fabricator, manufacturer, installer qualifications: A Specialist with a minimum 3 years of experience. B. Requirements of regulatory agencies current as of Contract Document date: See referenced codes and standards. C. Preinstallation conference: Establish time, attendees, and agenda for coordinating materials and techniques. Confirm sequence for related, sensitive, and complex items. 1 .08 DELIVERY, STORAGE AND HANDLING A Acceptance at site: Inspect equipment to be installed and determine It to be in satisfactory condition. B. Storage: Place In safe, weather - protected location. C. Handling: Prevent damage. D. Materials removed and no longer required: Remove from site. E Equipment removed shall be turned over to Owner. F. At completion of the work, carefully remove, identify, and deliver tags, bagged spare parts, and instructions to the Construction Manager. Obtain a receipt. 1.09 PROJECT SITE CONDITIONS A. Examine site and construction; become familiar with existing conditions affecting the work. B. Verify locations of overhead or buried utilities on or near site with Construction Manager. C. Take horizontal and vertical measurements from established bench marks. All work is required to agree with these established lines and levels. D. Notify Construction Manager of discrepancies between actual measurements and those indicated. Do not proceed until directed by the Construction Manager. 1.10 SEQUENCING AND SCHEDULING A Time the work with progress schedule approved by the Construction Manager. DCA4.92033.01:11 7130192 15010 -2 SECTION 15010 BASIC MECHANICAL - REQUIREMENTS 31 JULY 1992 BE &C SECTION 15010 ENGINEERS BUILDING 21 -05 BASIC MECHANICAL JOBS FOUNDATIONS - REQUIREMENTS SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 PART 2 - PRODUCTS 2.01 MATERIAL AND EQUIPMENT A Provide and install products of recognized manufacturers regularly engaged in the production of latest and best standard design materials and equipment. 1. Contractor is responsible for ensuring equipment is complete with fittings, trimmings, and parts necessary for complete operating installations. B. Provide first quality materials, products and equipment in accordance with governing codes, ordinances, and best current practices. C. Provide products of one type by a single manufacturer. D. Equipment with electrical components is required to bear the Underwriters Laboratories, Inc. label whenever published standards exist. Otherwise get certification from manufacturer that the equipment conforms to UL standards. E. Remove rejected or damaged material from site. 2.02 MISCELLANEOUS MATERIALS A. Provide items such as shims, fasteners, grout, grease fittings, lubricants, and hydraulic fluids necessary for installation and testing procedures. Label excess lubricants and deliver to Construction Manager upon completion of work. PART 3 - EXECUTION 3.01 EXAMINATION A Verify installation conditions as satisfactory to receive work of this section. Do not install until unsatisfactory conditions are corrected. 3.02 PREPARATION A Protection: Protect surrounding areas and surfaces to prevent damage. B. Obtain roughing -in dimensions for equipment from approved Shop Drawings or actual equipment measurements. 3.03 INSTALLATION A Install the work in accordance with Quality Assurance provisions, specifications, Drawings, and manufacturer's instructions. Where these conflict, the more stringent requirements govern. DCA•9•92033.01:14 1 5010 -3 7/30/92 BE &C ENGINEERS SECTION 15010 BUILDING 21 -05 BASIC MECHANICAL JOBS FOUNDATIONS - REQUIREMENTS SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 1. Diagrams showing pipe connections are schematic. Base the work on field measurements and actual conditions. 2. The Drawings do not show exact details of piping. No extra payments will be allowed where obstructions in the work of other trades require offsets in the piping. Coordinate with other trades. 3. Allow space for maintenance in piping layout. Plan work and use proper fittings to ensure maximum headroom. Owner reserves the right to require removal and replacement of work that uses excessive space. 4. Keep openings in pipes ducts and equipment closed during construction. 5. Install equipment requiring periodic servicing or repairs so it is readily accessible. Otherwise, obtain Construction Manager's approval of location. 6. Paint: Section 09900 - Painting. Closely supervise painting work to ensure conformance with specification. B. Operation of equipment and systems: Contractor is responsible until the systems are accepted by Owner. 3.04 CHECKOUT A Perform preliminary checkout for each phase of the final installation. Procedures include but are not limited to the following: 1. Removing foreign materials and tools. 2. Lubricating in accordance with the manufacturer's recommendations. 3. Verifying proper direction of movement or rotation. 4. Verifying operation is smooth and free of undue noise and vibration. 5. Synchronizing (as applicable) with other related equipment. B. Consult Construction Manager as to proper functioning of the item being checked. Repair damages to equipment resulting from improper checkout procedures. 3.05 FIELD QUALITY CONTROL A Provide materials, supplies, labor, and power required for testing. Perform tests; prove work satisfactory. DCA•9•92033.01:M 7/30/92 1. Notify Construction Manager and authorities having jurisdiction in ample time to be present for final testing of all work. 2. Repair defects disclosed by tests. 15010 -4 BE &C ENGINEERS 3. Replace defective work with new work, without additional cost, where required by the Construction Manager, 4. Make tests in stages to facilitate work of others. B. Contractor is responsible for work of other trades disturbed or damaged by the testing, repair, and replacement. Restore disturbed or damaged work to its original condition at Contractor's expense. C. Perform tests specified under various specification sections. 3.06 FINAL ADJUSTMENTS AND TESTING A. Piping systems: Refer to Section 15060 - General Piping Requirements. 3.07 TRAINING A. Train Owner's maintenance personnel in the operation and servicing of equipment, including but not limited to the following: 1. Pumps. 2. Controls. 3. Piping specialties. B. Limit training periods to what is specified by individual specification sections. C. Coordinate training period between Contractor and the Construction Manager. D. Provide three copies of Operation & Maintenance manuals for all pieces of equipment with a summary sheet of all maintenance items and Intervals. Include a copy of the manual in digital form with the three hard copies. 3.08 PROTECTION A. Properly protect equipment during and between the various operations of preliminary checkout, piping connections, electrical hookup, painting, and final testing. Cover equipment to the extent necessary to prevent foreign materials from contaminating the mechanisms or finishes. END OF SECTION DCA•9•92033.Ol :11 15010-5 7/31192 SECTION 15010 BUILDING 21 -05 BASIC MECHANICAL JOBS FOUNDATIONS REQUIREMENTS SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 15050 BASIC MATERIALS - AND METHODS 31 JULY 1992 PART 1 - GENERAL 1.01 SECTION INCLUDES A. Controls provided as part of mechanical equipment, mounting accessories, concrete anchors, formed steel channels, and miscellaneous other basic materials. . 1.02 RELATED SECTIONS Section 15010 - Basic Mechanical Requirements Division 16 - Electrical: Motor control centers and other motor control requirements. 1.03 SUBMITTALS A. Product data: 1. Control equipment 2. Formed steel channels 3. Concrete anchors 1.04 REFERENCED STANDARDS AISC American Institute of Steel Construction, Inc. ASTM A 53 Specification for Pipe, Steel, Black and Hot - Dipped, Zinc- Coated Welded and Seamless ASTM A 120 Specification for Pipe, Steel, Black and Hot - Dipped Zinc Coated Welded and Seamless for Ordinary Uses PART 2 - PRODUCTS 2.01 CONTROL EQUIPMENT A General: Furnish as follows with mechanical equipment. Other control equipment is specified in Division 16. B. Float control: Gems LS -800 Series with 3 level stations and waterproof junction box. Stem and floats shall be stainless steel. 1. Approved manufacturers: IMO Industries Inc. DCA•9•92033.01:U 7 /30 /02 15050-1 BE &C ENGINEERS DCA•9•02033.01 :1A 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 15050.2 SECTION 15050 BASIC MATERIALS AND METHODS 31 JULY 1992 .02 CONTROL WIRING - See Division 16 2.0 3 FERROUS METAL WORK EXPOSED TO THE WEATHER - ALSO IN WET TRENCHES A Cast iron, stainless steel, or hot -dip galvanized. 2.04 FORMED STEEL CHANNELS A Formed steel channels for pipe supports, duct supports, and miscellaneous steel framing to be 1 -3/8 x 1 -5/8 inch minimum cross - section size, 14 -gage minimum thickness; manufactured by Unistrut, Powerstrut, Storack, Fee & Mason, or Elce. Attachment of rod hangers to channels: Manufacturer's standard locking type inserted nuts, same manufacturer as channel. Do not exceed manufacturer's recommended loading. 2.05 STEEL FRAMING A. Provide supplementary steel framing for supports; assemble by welding, attached to anchor bolts embedded in the concrete construction, or bolted to building structural members. Framing: Standard structural steel shapes to AISC dimensions or Schedule 40 ASTM A 53 or A 135 steel pipe. Welding: Continuous. Minimum weld depth, or leg of fillet weld: Equal to thickness of the thinnest member welded. 2.06 CONCRETE ANCHORS A Cox Construction Co. Molly Parabolt, McCullough Kwik -Bolt, or approved. PART 3 - EXECUTION 3.01 CONTROL WIRING A. Install in conformance to the current National Electrical Code. 3.02 CONCRETE ANCHORS A. Use concrete anchors as follows: 1. Where necessary to hang piping or equipment from existing concrete slabs or walls. 2. For fastening attachments less than 400 pounds to new concrete. In general, provide imbeds of structural steel or formed steel channels for attachment to new concrete. B. Install anchors in accordance with manufacturer's instructions. Do not exceed rated load. Use a minimum of two bolts to attach each item. BE &C ENGINEERS 3.03 WELDING BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 15050 BASIC MATERIALS - AND METHODS 31 JULY 1992 A. Welding to building structural members prohibited unless detailed on the Drawings or approved by the Structural Engineer. OCA•9.92033.01:11 7/30/92 END OF SECTION 15050.3 BE &C SECTION 15060 ENGINEERS BUILDING 21 -05 GENERAL PIPING JOBS FOUNDATIONS - REQUIREMENTS SPEC. NO. DCA-9-92033-TS-01 31 JULY 1992 PART 1 GENERAL 1 .01 SECTION INCLUDES A. General installation methods for piping. B. Specific requirements for each service are covered in other sections. 1.02 REFERENCED STANDARDS A. Where other codes and standards are not referenced, use American National Standards Institute (ANSI) B31.1 - Code for Pressure Piping, Power Piping. B. Use standards of the following where referenced or where applicable for pipe, fittings, joints, and materials. ANSI American National Standards Institute ASTM American Society of Testing and Materials AWS American Welding Society CDA Copper Development Association MSS Manufacturers Standardization Society of the Valve and Fittings Industry C. Where provisions of various codes and standards conflict, use the more stringent provision. 1.03 SUBMITTALS A. Product data: 1. Pipe and fittings: Verify that material meets or exceeds applicable ASTM requirements. 2. Gaskets. 3. Unions. 4. Dielectric unions and flanges. 5. Escutcheon plates. 6. Solder. DCA4.92033.01:M 7/30/02 15060 -1 BE &C ENGINEERS B. Record Drawings: 1. Accurately show changes in piping size, location, or materials. 2. Submit as specified. C. Certified reports: 2. Inspections performed. 3. Hydrostatic and pneumatic tests data and results. PART 2 - PRODUCTS 2.01 GENERAL A. Conform to ANSI and ASTM Standards referenced for the individual piping material specifications. 2.02 TEMPORARY PIPING A. Provide required temporary piping for testing, flushing, or draining permanently installed piping. Select products suitable for the service conditions. 2.03 DIELECTRIC FITTINGS A For 2 inches and smaller, use dielectric unions suitable for service, temperature, and pressure. Watts, Epco, or approved. B. For 2 -1/2 inches and larger, use dielectric flanges suitable for service, temperature, and pressure. Watts, Epco, or approved. 2.04 ESCUTCHEON PLATES A. Chrome plated, spring -clip type, Beaton & Corbin No. 1 or No. 10, or approved. 2.05 BRANCH FITTINGS A In general, make secondary branches off the primary lines to be made with reducing tee fittings. 2.06 PIPE SUPPORTS A. See Section 15140 - Piping Supports and Anchors; Sleeves. DCA•0•92033.01:M 7130192 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 15060.2 SECTION 15060 GENERAL PIPING - REQUIREMENTS 31 JULY 1992 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 15060 GENERAL PIPING - REQUIREMENTS 31 JULY 1992 2.07 PIPE INSULATION A. See Section 15260 - Piping Insulation. 2.08 PIPE PAINTING AND MARKING A. See Section 15190 - Mechanical Identification. B. Prepare pipe, fittings, supports, and accessories for finish painting. Refer to Section 09900. 2.09 WATER LINE VENTS AND DRAINS A. Vent the high point and drain the low point with 3/4 -inch ball valves on those pipelines 2 -1/2 inches and larger, and 1/2 -inch ball valves on those pipelines 2 inches and smaller. Valve types to be as specified. Provide drain valves with hose end connections and cap with a screwed cap. PART 3 - EXECUTION 3.01 EXAMINATION A. Verify installation conditions as satisfactory to receive work of this section. Do not install until unsatisfactory conditions are corrected. 3.02 PREPARATION A. Protect surrounding areas and surfaces to prevent damage from work of this section. B. Remove foreign matter from piping as work progresses. Air blow systems or flush to obtain a clean piping system. Construction Manager to approve systems before testing starts. C. Before pressure tests and connections to the utilities piping system, flush out water piping to remove oil and pipe cuttings with a mixture of water and trisodium phosphate, 1 lb for each 50 gallons of water, circulate for 2 hours, then drain and flush with clean water under pressure to remove traces of detergent. Remove strainer baskets and screens, clean thoroughly, and replace. 3.03 TEMPORARY PIPING A. Provide temporary piping for testing, flushing, draining, and blowing out permanent piping, location, and arrangement as approved before installation B. After above operations are completed, remove temporary piping. Plug or cap openings in permanent systems with specified materials. DCA•9•92033.01:1d 7/30/92 15060-3 BE &C ENGINEERS 3.05 PROTECTION AND CLEANING B. Cleaning field- fabricated piping: 3.0 6 INSTALLATION DCA•9. 92033.01 :1A 7/30/92 SECTION 15060 BUILDING 21 -05 GENERAL PIPING JOBS FOUNDATIONS - REQUIREMENTS SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 3.04 CLOSING UNAPPROVED WORK A. Do not cover or enclose work until it has been inspected and approved. B. Should work be covered or enclosed prior to inspection and approval, uncover the work; after it has been inspected and approved, make repairs and replacements at no additional cost. A Provide temporary protection during installation, protect open ends of piping against entry of foreign materials, and remove any such materials before further assembly. Protect exposed flange faces from damage and moisture. 1. Remove welding icicles and beads, cuttings and burrs. Grind accessible internal weld surfaces smooth. 2. Rap piping and remove foreign materials inside and outside. A Install the work in accordance with Quality Assurance provisions, References, specifications, Drawings, and manufacturer's instructions. Where these conflict, the more stringent requirements govern. B. Install piping as concealed work in finished areas unless shown otherwise. C. Install horizontal lines of water piping to slope up in the direction of flow with a slope of not less than 1 inch in 40 feet, except in loop mains and main headers where the flow may be in either direction. Install lines carrying liquids to drain to shut -off valves so that the lines can be completely drained. D. Water line vents and drains at high and low points in the piping required for complete venting and draining may not be shown on these Drawings. Provide drain valves at main shut -off valves, bases of vertical risers, and at equipment. Install such additional vents and drains and note them on the record Drawings. E. Run piping parallel to column lines, perpendicular to floor unless shown otherwise on Drawings. Group piping wherever practical at common elevations. Install piping to conserve building space and not interfere with use of space and other work. F. Use fittings only for changes in directions on rigid pipe and hard drawn tubing. Do not use bushings, close nipples, or street ells. 15060 -4 BE &C ENGINEERS DCA•9•92033.01:U 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 15060 -5 SECTION 15060 GENERAL PIPING - REQUIREMENTS 31 JULY 1992 G Provide a union or flanges at each piping connection to equipment or instrumentation on the downstream side of each stop valve to facilitate installation and removal. H. Allow sufficient clearance for insulation, access to valves, equipment, and walkways. Install piping so that no load or movement in excess of that stipulated by equipment manufacturer will be imposed upon equipment connection. Install piping to allow for contraction and expansion without stressing pipe, joints, or connected equipment. J. Do not cut or weld to any structural member unless shown on the Drawings or approved by the Construction Manager. K. Install pipe without springing or forcing. L. Unless otherwise detailed, allow 6 -inch minimum clearance between pipe and nearest construction, piping, conduit, or equipment. 3,07 PIPING EXPANSION AND FLEXIBILITY A Allow for pipe expansion by means of natural flexibility of piping and by expansion loops where shown on the Drawings. B. Install piping with sufficient flexibility to avoid the use of expansion joints or couplings except where shown on the Drawings. Use of additional expansion joints or couplings is discouraged and is to be approved by the Construction Manager. 3.0 8 JOINTS A. General: Install according to referenced codes and manufacturers instructions. B. Screwed: Threads of iron and steel pipes, fittings, and couplings are to conform to ANSI B2.1. Lengths: Produce sufficient perfect threads to ensure full metal -to- metal contact when screwed home in fittings; and after threading, countersink ends of pipes, ream and clean chips and burrs, Connections: Make up full, with not more than three threads exposed. Use method that will not subject pipes or fittings to twisting or cross strains, Lubricate male threads only with thread lubricant or tape. C. Soldered: Use solder specified for the particular service. Cut ends square and remove fins and burrs; replace dented and damaged tubing with new tubing. Remove grease and oil from joints by wiping with clean cloth saturated with solvent and clean with emery cloth. After cleaning, apply noncorrosive flux to male end only, apply heat and solder and hold joint rigidly until solder has hardened. Wipe excess solder from exterior of joint before hardening. Before soldering, remove stems and washers of solder joint valves. BE &C ENGINEERS D. Flanged: 3.10 FLASHING AND SEALING 1. Install flanges with faces straight, true and parallel to mating surfaces. 2. Position flanges for bolt holes to straddle horizontal and vertical center lines. 3. Make up flanges to secure uniform pressure on gasket without overstressing bolts. 4. Use flat -face 150 -lb steel flanges and full -faced gasket where necessary to mate with 125 -lb cast -iron flanges. 5. When a flanged joint has been made up and subsequently loosened, install a new gasket prior to remaking joint. 6. On piping systems operating at 500 °F or lower, apply antiseize thread lubricant to bolt threads. E Push -on joints: 1. Clean hub and Insert gasket. 2. Apply gasket lubricant to spigot and inside of gasket. 3. Drive spigot into gasketed hub with pulling tool or suitable device. F. Bent piping: May be used only if shown on Drawings or approved in advance. 3.0 9 ESCUTCHEON PLATES A. Provide where exposed piping passes through walls, floors or ceilings of finished rooms. Where insulated piping below 140° F passes through walls, plates may be omitted if the insulation is finished neatly against the wall to completely conceal the opening. Omit plates where pipe sleeves are specified to project above the floor line. A. Where piping penetrates building walls and roof, provide water tight sealing and flashing. B. Locate and mark openings for cutting in other sections. C. Seal openings through walls as detailed on the Drawings. OCA•9•92099.01:M 7190192 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 15060-6 SECTION 15060 GENERAL PIPING - REQUIREMENTS 31 JULY 1992 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 3.1 1 DIELECTRIC FITTINGS SECTION 15060 GENERAL PIPING - REQUIREMENTS 31 JULY 1992 A Install at the following: 1. At each joint between dissimilar metals. 2. Where cathodically protected steel lines enter the building. 3. Where submerged metallic piping is connected to unsubmerged piping. 4. Where new galvanized pipe is connected to existing galvanized pipe. 5. Where shown on the Drawings. 3.12 TESTING OF PIPING A. General requirements: Furnish equipment and apparatus necessary for the tests. Correct defects disclosed by the tests at no cost to Owner. Conduct tests in the presence of the Construction Manager. B. Test piping systems after the lines have been cleaned and before insulation covering has been applied. C. Remove or valve -off from the system gages, traps and other apparatus that may be damaged by the test pressure including: 1. Rotating machinery, such as pumps and compressors. 2. Pressure relieving devices, such as rupture discs and pressure relief valves. 3. Vessels that do not satisfy test conditions of the piping test, and all vessels regardless of rating when using gas pressure for testing. 4. Locally mounted pressure indicating gages, where the test pressure would exceed their scale range. D. Test procedures: 1. Submit calibration records for gages used for testing to Engineer. 2. Install two pressure gages per testing system. Locate gages as close as possible to the low point of the piping system. 3. Open vents and other connections that can serve as vents during filling so that air is vented before applying test pressure to a system. OCA4.92033.O1:M 7/30/02 15060 -7 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 15060 GENERAL PIPING REQUIREMENTS 31 JULY 1992 4. Examine for leakage at joints and connections. The piping system is to show no visual evidence of weeping or leaking. Correct visible leakage at the Contractor's expense. 5. If the pressure falls after the pressurizing system is shut off, the source of pressure loss must be determined and corrected. The system must be able to hold the test pressure for the test duration specified without any detectable loss. 6. For vapor or gas piping that is specified to be hydrostatically tested, provide the addtional, temporary support required to support the weight of the test liquid. E. Hydrostatic tests: 1. Unless otherwise specified, hydrostatically test piping systems at a pressure of one and one -half times the specified design pressure and in no case less than 50 psig. 2. For hydrostatic tests use water not exceeding 100° F. 3. Hold test pressure a minimum of 4 hours after the piping under test is disconnected from its source of water. F. Testing with air or gaseous nitrogen (where specified): 1. Test with clean dry air or clean dry gaseous nitrogen. 2. Test at pressures specified in the individual sections. 3. Gradually increase test pressure in the system to not more than one -half of the final test pressure, after which increase the pressure in steps of approximately one -tenth of the test pressure until the required test pressure has been reached. 4. Maintain the pneumatic test pressure continuously for a sufficient length of time to conduct the examination of all joints for leakage, or a minimum of two hours. 5. Examine joints for leakage using soap bubble or equivalent method. 6. If pressure gage shows discernible decrease in pressure over the period of the test, maintain pressure for an additional 4 -hour period. If pressure continues to fall, retest the joints. G Rectify defects that develop during testing and retest the piping systems until they show no defect or weakness and are tight. OCA•9•92033.01 :U 7/30/92 15060.8 BE &C ENGINEERS H. Test repairs: 1. Replace materials damaged during testing and flushing. 2. Use new gaskets each time a flanged joint is made up. i. Test records: DCA•9•92033.01:M 7/30/92 1. Keep for each piping installation. These records are to include the following items: a. Date of test. b. Description arid identification of piping tested. c. Test fluid. d. Test pressure. e. Test duration. f. Remarks, to include such items as: 1) Leaks (type, location) 2) Repairs made on leaks Signature and date by witness. g. SECTION 15060 BUILDING 21 -05 GENERAL PIPING JOBS FOUNDATIONS - REQUIREMENTS SPEC, NO. DCA -9- 92033 -TS -01 31 JULY 1992 h. Certification by Contractor and approval by the Construction Manager. J. Cleaning and flushing piping: 1. After piping has been tested, blow out or flush lines. a. Thoroughly blow out gas, fuel oil and chemical lines with air until dry. b. Thoroughly flush and drain all water lines. 2. Protect equipment, instrumentation and controls from debris with temporary strainers or isolation plates during flushing and drying operations. Remove protective strainers or plates after completion. K. Cleanup: At completion of work, clean exposed piping thoroughly. END OF SECTION 15060.9 BE &C ENGINEERS A OCA•9.92033.Ot ;M 7/30/92 Symbol BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 C. Services covered under this section: PART 1 - GENERAL 1.01 SECTION INCLUDES A. Piping and valves for compressed air services. B. Miscellaneous piping for vents, drains, connections and temporary piping. Make the same as for the connecting service if not otherwise specified. 1.0 2 RELATED SECTIONS Section 15010 - Basic Mechanical Requirements Section 15060 - General Piping Requirements: Codes, standards, joints, general installation, cleaning, and testing. Section 15110 - Valves Section 15140 - Pipe Supports and Anchors; Sleeves 1 .0 3 REFERENCED STANDARDS ANSI /ASME Section 9 Welding and Brazing Qualifications 1 .0 4 QUALITY ASSURANCE A. Welding materials and procedures: Section 15060. B. Welder's certification: Section 15060. 1.0 5 SUBMITTALS A. Product data 1. Pipe 2. Tubing SECTION 15073 COMPRESSED AIR PIPING - 31 JULY 1992 Service Design Design Press. Temp. (psig) ( ° F) Compressed Air -Plant 1 5 0 Ambient 15073.1 BE &C ENGINEERS 3. Fittings 4. Tube supports B. Test Results C. Submit welder's certification of compliance in accordance with Section 15060. 1.06 DELIVERY, STORAGE, AND HANDLING - See Section 15010. PART 2 - PRODUCTS 2.01 COMPRESSED AIR PLANT (A) A. Pipe material: 1/2 inch and larger: Type L copper water tube, ASTM B 88, hard - drawn. B. Fittings: C. Unions: D. Flanges: PART 3 - EXECUTION 3.01 GENERAL PIPING REQUIREMENTS: Section 15060. 3.02 VALVES: Section 15110. Copper: Wrought- copper solder joint tube fittings, ANSI B16.22 and ASTM B 75. 150- pounds wrought- copper or cast -brass solder joint. 125 - pounds ASME standard cast -brass solder joint tube type, flat face. ASTM B 504 175 -lb WOG - 150 °F. E. Gaskets: 150 - pounds red rubber, wire inserted, full face. F. Bolting: Silicone bronze hex -head machine bolts with hex nuts. G Joint compound: Teflon tape for threaded joints. H. Solder: 95% tin, 5% antimony solder. 2.03 SUPPORTS AND HANGERS A. Metal Pipe & Tube - Section 15140. DCA•9•92033.01:1.1 7/30/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 15073.2 SECTION 15073 COMPRESSED AIR PIPING - 31 JULY 1992 BE &C BUILDING 21 -05 SECTION 15073 ENGINEERS JOBS FOUNDATIONS COMPRESSED AIR PIPING SPEC. NO. DCA- 9.92033 -TS -01 31 JULY 1992 3.03 PIPE SUPPORTS AND ANCHORS; SLEEVES: Section 15140. 3.04 SLOPE AND DRAINAGE A. Coordinate work to minimize vertical offsets and low points. B. Run compressed air to slope down in direction of flow, minimum of 1 inch in 30 feet without visible sagging. 3.0 5 TESTING A. Test with 200 psi clean dry air or clean dry gaseous nitrogen in accordance with Section 15060. 3.0 6 CLEANING A Blow out piping with dry air or nitrogen in accordance with Section 15060. Do not flush with water. DCA•9.92033.019.1 7130192 END OF SECTION 15073.3 BE &C BUILDING 21 -05 SECTION 15110 ENGINEERS JOBS FOUNDATIONS VALVES SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A. Valves for general utility and plumbing services. 1 . Gate valves 2. Ball valves 3. Drain valves 4. Check valves 1.02 REFERENCED STANDARDS MSS Manufacturers Standardization Society of the Valve and Fitting Industry MSS SP -80 Bronze Gate, Globe, Angle, and Check Valves. 1.03 SUBMITTALS A. Product data. 1.04 DELIVERY, STORAGE AND HANDLING: Section 15010, PART 2 - PRODUCTS 2.01 MANUFACTURERS A. Provide valves of same manufacturer throughout where possible. B. Provide valves with manufacturer's name and pressure rating clearly marked on outside of body. 2.0 2 VALVE CONNECTIONS A. Provide valves suitable to connect to adjoining piping as specified for pipe joints. Use valves same size as connecting piping. B. Steel pipe: Use screwed ends for pipe 2 inches and smaller. Use flanged ends for pipe 2 -1/2 inches and larger. C. Copper pipe: Use solder ends or screwed ends with solder adapters for pipe size 2 inches and smaller. Use flanged ends for pipe 2 -1/2 inches and larger. ocA•9.92033.o1:U 15110 -1 7/31/92 BE &C ENGINEERS DCA.9•92033.01:M 7/31102 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 15110.2 SECTION 15110 VALVES - 31 JULY 1992 2.03 PRESSURE RATINGS A. Unless otherwise indicated, use valves rated for a minimum of 125 psig WSP @ 450 °F and 200 psig WOG @ 250 °F. 2.04 GATE VALVES A For 2 inches and smaller: 1. Conform to MSS SP -80. 2. Steel pipe: 150 -lb bronze body and trim, Inside screw, rising stem, solid wedge disc, union bonnet. Powell Figure 2714, Nibco Fig. T -134, or approved. 3. Copper pipe: 125 -lb bronze body and trim, rising stem, inside screw, solid wedge disc, screwed bonnet, solder joint ends. Powell Figure 1821, Nibco Fig. F -111, or approved. B. For 2 -1/2 inches and larger: 1. Steel pipe: 125 -lb iron body, flanged ends, bronze trim, outside screw, rising stem, solid wedge disc, bolted bonnet, renewable seat rings: Powell Figure 1793, Nibco Fig. F- 617 -0, or approved. 2. Copper pipe: 125 -lb bronze body, solder joint ends, bronze trim, inside screw, rising stem, solid wedge disc, screwed bonnet. Powell Figure 1821, Nibco Fig. F -111, or approved. C. Furnish valves that can be repacked under pressure when fully opened. 2.05 BALL VALVES A. For 2 inches and smaller: 150 -lb bronze body, bronze or alloy steel ball, teflon seats and seals. Powell Figure 4210T, Nibco T- 590 -Y, or approved. B. For 2 -1/2 inches and larger: Do not use unless otherwise indicated. C. Provide valves that seal tight for flow in either direction. D. Three -way ball valve: As indicated on Drawing. 2.06 CHECK VALVES A. Check valves to be swing -type unless shown otherwise on the Drawings. BE &C BUILDING 21 -05 SECTION 15110 ENGINEERS JOBS FOUNDATIONS VALVES SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 B. For 2 inches and smaller: Swing check— DCA•0•02033.01 :14 7/31/92 1. Steel pipe: 125 -lb bronze body, disc and trim, screwed -in cap, screwed ends. Powell Figure 578, Nibco T- 413 -B, or approved. 2. Copper pipe: 125 -lb bronze body, disc and trim, screwed -in cap, solder joint ends. Powell Figure 1825, Nibco S- 413 -W, or approved. 2.0 7 DRAIN VALVES A. 150 -lb bronze body and stem, rising stem, renewable composition disc, union bonnet, threaded ends. Powell Figure 151, Nibco Fig. T- 335 -Y, or approved. 2.08 VALVE OPERATORS A Provide suitable handwheels for gate, globe,and angle valves. B. Provide 90- degree lever operator for ball and valves. PART 3 - EXECUTION 3.01 GENERAL PIPING REQUIREMENTS: Section 15060 3.02 SUPPORTS AND ANCHORS: Section 15140. 3.03 INSTALLATION A. Install valves with stems upright or horizontal, not inverted. B. Install ball valves for shutoff and isolating service, to isolate equipment, part of systems, or vertical risers. C. Provide drain valves at main shutoff valves and low points of piping and apparatus. END OF SECTION 15110.3 BE&C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 15140 PIPE SUPPORTS AND - ANCHORS; SLEEVES 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A Pipe, hangers, supports, and anchors. B. Hangers and supports for piping specialties. C. Sleeves and seals for piping. 1 .02 WORK FURNISHED BUT NOT INSTALLED UNDER THIS SECTION A Furnish pipe sleeves and inserts for installation under Division 3. 1.03 RELATED SECTIONS Section 15050 - Basic Materials and Methods: Miscellaneous support steel. 1.04 REFERENCED STANDARDS ANSI /ASME 831.1 Power Piping ANSI /MSS SP -58 Pipe Hangers and Supports: Materials, Design, and Manufacture Boeing Standard Document #D180- 14302 -3, Vol 1 - Seismic Design Criteria MSS Manufacturers Standardization Society of the Valve and Fittings Industry. MSS SP -69 Pipe Hangers and Supports: Selection and Application 1.05 SUBMITTALS A Submit Shop Drawings and product data. 1. Indicate hanger and support framing and attachment methods. 2. Indicate seismic restraint locations and details. PART 2 - PRODUCTS 2.01 PIPE HANGERS AND SUPPORT A Standard pipe hanger components: Manufactured in accordance with ANSI /MSS SP -58, Grinnell, or approved. Figure numbers listed are Grinnell. DCA4.92033.01:M 7/31/92 15140 -1 BE &C ENGINEERS B. The following criteria cover most hangers included in the work: Hangers not included are to be according to MSS SP -69. Alternative hanger systems allowed in MSS SP -69 for the service conditions of the piping system can be used in lieu of the specified system. Exception: Beam clamps without seismic restraints not allowed. C. Hangers for pipe sizes 1/2 to 1 -1/2 inch: Malleable iron or carbon steel, adjustable swivel, split ring, Figure 104. D. Hangers for pipe sizes 2 to 4 inches and cold pipe size 6 inches and over: Carbon steel, adjustable, clevis, Figure 260. E. Multiple or trapeze hangers: Steel channels with welded spacers and hanger rods. F. Wall support for pipe sizes to 3 inches: One hole clamp, Figure 126, or formed steel channel with steel pipe strap. G Vertical support: Steel riser clamp, Figure 261. H. Floor support for pipe sizes to 4 inches: Cast -iron adjustable pipe saddle, Figure 264, locknut nipple, floor flange, and concrete pier or steel support. I. Copper pipe support: Carbon steel ring, adjustable, copper plated, Figure CT -269. J. Copper pipe riser support: Carbon steel riser clamp, copper plated, Figure CT -121. K. Shield for insulated piping 2 inches and smaller: 18 -gage galvanized steel shield over insulation in 180- degree segments, minimum 12 inches long at pipe support, Figure 167. 2.02 HANGER RODS A Steel hanger rods: Threaded both ends, threaded one end, or continuous threaded. 2.03 INSERTS A. Inserts: Malleable iron case or galvanized steel, shell and expander plug for threaded connection with lateral adjustment, top slot for reinforcing rods, lugs for attaching to forms; size inserts to suit threaded hanger rods, Grinnell Figure 282, formed steel channel concrete inserts rod attachment nuts, or approved. 2.04 BEAM ATTACHMENTS A. Make attachments to steel structural members with steel and malleable iron manufactured beam attachments. Loads imposed on attachments are not to exceed the maximum recommended by the manufacturer. Furnish clamp type attachments with a seismic restraint bar similar to Grinnell Figure 225, or approved. Do not use C -clamp attachments. DCA•9•92033.0I :A1 7/31/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 15140 - 2 SECTION 15140 PIPE SUPPORTS AND ANCHORS; SLEEVES 31 JULY 1992 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 2.05 FORMED STEEL CHANNELS, STEEL FRAMING A. See Section 15050 - Basic Materials and Methods. 2.0 6 SLEEVES A. Sleeves for pipes through new concrete walls: Prefabricated schedule 40 galvanized pipe sleeve with water stop, or as shown on the Drawings. B. Seals: Thunderline Corporation - Link seal for sleeves and core drilled wall penetrations. C. Sleeve construction must maintain the rating of the wall. 2.07 FABRICATION A. Size sleeves large enough to allow for movement due to expansion and contraction. B. Design hangers for installation without disengagement of supported pipe. C. Sleeve fabrication must maintain the rating of the wall. 2.08 FINISH A. Paint exposed steel hangers and supports according to Section 09900. 2.09 HANGERS AND SUPPORTS FOR SPECIALTY ITEMS A Provide hangers and supports same as specified for piping for specialty Items such as tanks, dryers, separators requiring support separate from the piping system. PART 3 - EXECUTION 3.01 INSERTS A. Provide inserts for suspending hangers from sides of reinforced concrete. B. Where inserts are omitted, surface mount formed steel channels to concrete. Use stainless steel where indicated on Drawing. C. Concrete anchors may be used for light loads. See Section 15050. ocA•9•92033•o1:M 1 5140.3 7/31/92 SECTION 15140 PIPE SUPPORTS AND • ANCHORS; SLEEVES 31 JULY 1992 C BE&C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 15140 PIPE SUPPORTS AND ANCHORS; SLEEVES 31 JULY 1992 3.02 PIPE HANGERS AND SUPPORTS A Support Spacing 1. Support horizontal piping as follows: STEEL PIPE COPPER PIPE MAX. HANGER MAX. HANGER HANGER ROD PIPE SIZE SPACING SPACING DIAMETER 1/2 -inch 6 feet 5 feet 3/8 -inch 3/4- to 1 -1/4 -inch 7 feet 6 feet 3/8 -Inch 1 -1/2 -inch 9 feet 8 feet 3/8 -Inch 2 -inch 10 feet 8 feet 3/8 -inch 2 -1/2 -inch 11 feet 9 feet 1/2 -inch 3 -inch 12 feet 10 feet 1/2 -inch 2. Increased spans may be used for vapor service in accordance with MSS SP -69 B. Place a hanger within 12 inches of each horizontal elbow and concentrated loads such as flanges, valves, and similar items. C. Use hangers with 1 -1/2 inch minimum vertical adjustment. D. Where several pipes can be installed in parallel and at same elevation, provide multiple or trapeze hangers. E. Support riser piping independently of connected horizontal piping. 3.03 SEISMIC RESTRAINTS A Provide where shown on Drawings to restrict lateral movement of pipe. B. If piping is routed in a manner different from design drawings, provide seismic restraints in compliance with Boeing Architectural and Structural Seismic Design Criteria, Document No. D180- 14302 -3, Volume 1. 3.04 SLEEVES A Install escutcheons at finished surfaces above grade. B. Install seals at all wall penetrations. Maintain rating of the wall. END OF SECTION DCA•9•92033.01 9.I 7131/92 15140 -4 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 15160 PUMPS - 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A. Submersible sump pumps. 1.02 RELATED SECTIONS Section 15050 - Basic Materials and Methods: For controls. 1.03 REFERENCED STANDARDS ANSI /ASME B73.1 Pumps 1.04 QUALITY ASSURANCE A Manufacturer qualifications: A company with at least 3 years of experience specializing in manufacture, assembly, and field performance of pumps. 1.05 SUBMITTALS A. Shop Drawings: Include pump curves showing performance characteristics with pump and system operating point plotted. B. Product data. C. Manufacturer's installation instructions. D. Operating and maintenance data. 1. Training time: Provide 1.5 hours training time. 1 .06 DELIVERY, STORAGE, AND HANDLING: Section 15010 1.07 EXTRA PARTS A Provide one extra mechanical seal for each pump. PART 2 - PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A Allis- Chalmers, Gould, Worthington, PACO, Aurora, or approved. DCA•9•92033.01 :U 7/31/92 15160 -1 BE &C BUILDING 21 -05 SECTION 15160 ENGINEERS JOBS FOUNDATIONS PUMPS SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 2.02 GENERAL CONSTRUCTION REQUIREMENTS A Balance: Rotating parts, statically and dynamically. B. Pump motors: Operate at 1750 rpm unless specified otherwise. C. Pump connections: Threaded. D. Provide pump rated capacity based on GPM which corresponds to best efficiency point for the pump. Rated GPM not more than 25% to the right nor more than 10% to the left of the GPM at best efficiency. 2.03 SUBMERSIBLE SUMP PUMP (COOLANT PUMP) A. Type: Vertical shaft, single- stage, centrifugal, direct connected, close - coupled submersible electric motor. B. Casing: Cast -iron. C. Impeller: Cast -iron. D. Bearings: Ball bearings. E. Motor /pump shaft: Stainless steel. F. Seals: Carbon /ceramic faces, brass body, stainless steel spring, Buna -N bellows. G Controls: See Section. H. Performance: As scheduled on the Drawings. I. Motor: Cast iron housing. J. Manufacturer: Model and manufacturer as Indicated on the Drawing. PART 3 - EXECUTION 3.01 INSTALLATION A. Install pumps in accordance with manufacturer's instructions. B. Provide access space around pumps for service. Provide at least the minimum recommended by manufacturer. C. Ensure pumps operate at specified system fluid temperatures without vapor binding and cavitation and are nonoverloading in parallel or individual operation. DCA•9•9203a•01:M 7/31/92 15160-2 BE &C BUILDING 21 -05 SECTION 15160 ENGINEERS JOBS FOUNDATIONS PUMPS SPEC. NO. DCA- 9- 92033 -TS -01 - 31 JULY 1992 D. Decrease from line size with long radius reducing elbows or reducers. Support piping adjacent to pump so no weight is carried on pump casings. E. Lubricate pumps before startup. F. Where applicable, install shaft and belt guards to protect personnel from rotating equipment. 3.02 PUMP SCHEDULE A For pump schedule, see the Drawings. OCA•9•92033.0I:M 7/31/02 END OF SECTION 15160-3 BE &C SECTION 15190 ENGINEERS BUILDING 21 -05 MECHANICAL JOBS FOUNDATIONS • IDENTIFICATION SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A Piping B. Valves C. Mechanical equipment 1.02 REFERENCED STANDARDS ANSI /ASME A13.1 Scheme for the Identification of Piping Systems 1.0 3 SUBMITTALS A Product data. B. Submit list of wording, symbols, letter size, and color coding for special items not listed in this section. PART 2 - PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. W. H. Brady Company, Safety Sign Company, Seton Name Plate Corp., or approved. 2.02 MATERIALS A Color: Unless specified otherwise, conform with ANSI /ASME A13.1. B. Plastic nameplates: Laminated three -layer plastic with engraved white letters on black background. C. Plastic tags: Laminated three -layer plastic with engraved white letters on black background. Tag size minimum 1 -1/2 inch square. D. Metal tags: Brass with stamped letters; tag size minimum 1 -1/2 inch diameter with smooth edges. E. Stencils: With clean -cut symbols and letters of following size: Outside diameter of Length Size of insulation or pipe color field letters din inched (in inches) (in inches) 3/4 to 1-1/4 8 1 / 2 1 -1/2 to 2 8 3/4 2-1/2 to 6 1 2 1- 1/ 4 8 to 10 24 2 -1 /2 Over 10 32 3 -1 /2 DCA•O•02033.01:M 7/31/92 15190 -1 BE &C ENGINEERS F. CCA.992033-01:M 8/3/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 15190 MECHANICAL IDENTIFICATION 31. JULY 1992 Stencil paint: In accordance with Section 09900, semigloss enamel. Plastic pipe markers: Factory fabricated, flexible, semirigid plastic, preformed to fit around pipe or pipe covering; minimum information indicating flow direction arrow and fluid being conveyed. H. Plastic tape pipe markers: Flexible, vinyl film tape with pressure- sensitive adhesive backing and printed markings. 2.03 PIPE IDENTIFICATION MARKERS A. Provide markers sized same as for stencils and in accordance with the following: SYMBOL A CR C3 PW SERVICE Compressed Air -Plant Coolant Return Coolant Supply Process Water 15190 - 2 WORDING MARKER. Compressed Air Coolant Return Coolant Supply Process Water PART 3 - EXECUTION 3.01 PREPARATION A. Degrease and clean surfaces to receive adhesive for identification materials. B. Prepare surfaces in accordance with Section 09900 for stencil painting. 3.02 INSTALLATION A Locate identification markers to be visible from floor elevation or platforms. B. Plastic nameplates: Install with corrosion - resistant mechanical fasteners, or adhesive. C. Plastic or metal tags: Install with corrosion - resistant chain. D. Stencil painting: Apply in accordance with Section 09900. E Plastic pipe markers: Install in accordance with manufacturer's instructions. F. Plastic tape pipe markers: Install completely around pipe in accordance with manufacturer's instructions. G Provide markers indicating direction of flow. MARKER BACKGROUND S Green Green Green Green LETTER c White White White White BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 15190 MECHANICAL - IDENTIFICATION 31 JULY 1992 3.03 IDENTIFICATION REQUIREMENTS A. Equipment: Identify air - handling units, pumps, heat transfer equipment, tanks, and water - treatment devices with plastic nameplates. Identify small devices, such as in -line pumps, with plastic'or metal tags. Use metal tags for uninsulated pumps and equipment handling hot fluids. Label equipment same as identified on the Drawings including identification numbers. B. Controls: Identify control panels and major control components outside panels with plastic nameplates. Identify same as shown on the Drawings. C. Valves: Identify valves with mark number used on the Drawings. Valves without a mark number do not require identification. Use metal tags on valves on hot services, metal or plastic in cold services. D. Piping: Identify piping, concealed or exposed, with plastic pipe markers, plastic tape pipe markers, or stenciled painting. Use tags on small diameter piping. Identify service and flow direction. Install in clear view and align with axis of piping. Locate identification not to exceed 20 feet on straight runs Including risers and drops, adjacent to each valve and tee, at each side of penetration of structure or enclosure, and at each obstruction. END OF SECTION OCA•9•92033.01:M 7/31/92 15190-3 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 15260 PIPING INSULATION - 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A. Piping insulation B. Jackets and accessories 1.02 REFERENCED STANDARDS ANSI /ASTM C 195 Mineral Fiber Thermal Insulation Cement ANSI /ASTM C 547 Mineral Fiber Preformed Pipe Insulation ASTM C 449 Mineral Fiber Hydraulic- setting Thermal Insulating and Finishing Cement ASTM C 534 Preformed Flexible Elastomeric Cellular Thermal Insulation in Sheet and Tubular Form ASTM E 84 Surface Burning Characteristics of Building Materials 1.03 QUALITY ASSURANCE A. Applicator: Company specializing in piping insulation application with at least 3 years of experience. B. Materials: Flame- spread and smoke - developed rating of 25/50 in accordance with ASTM E 84, NFPA 255, and UL 723. 1.04 SUBMITTALS A. Product data. B. Manufacturer's installation instructions. 1.05 DELIVERY, STORAGE AND HANDLING: SECTION 15010 PART 2 - PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A Owens- Corning, Certain -Teed Corp., Armstrong, Johns - Manville, or approved. 2.02 INSULATION A Type A: Glass fiber insulation; ASTM C 547; Class 1 maximum k value of 0.25 at 50 °F, noncombustible, suitable for 500 °F. DCA4492033.01 :U 7/31/92 15260-1 BE &C BUILDING 21 -05 SECTION 15260 ENGINEERS JOBS FOUNDATIONS PIPING INSULATION SPEC. NO. DCA- 9- 92033 -TS -01 • 31 JULY 1992 2.03 JACKETS A. Interior applications: 1. Type 1: Vapor - barrier jackets: Kraft reinforced foil vapor barrier with self - sealing adhesive joints. DCA•9•02033.01:M 7131/92 2. Type 2: PVC jackets: One piece, premolded type. 3. Type 3: Canvas jackets: UL- listed treated cotton fabric, 6 oz per square yard. 2.04 ACCESSORIES A Insulating cement: ASTM C 195; hydraulic setting mineral wool. B. Finishing cement: ASTM C 449. C. Fibrous glass cloth: Untreated; 9 oz per square yard (psy) weight. D. Adhesives: Compatible with insulation. 2.05 INSULATION THICKNESS AND TYPE A Provide pipe insulation type, jacket, insulation thickness as follows: SERVICE Process Water 1.06 INSULATED VALVES TYPE THICKNESS FOR SIZE PIPE (Inches) Insulation/ Runouts 1/4 1- 1/4 2 -1/2 5 8 and Jacket up to 2 to 1 to 2 to 4 to 6 larger Interior A/1 0.5 0.5 1 1 1 1 A Flexible blanket fabricated of a sandwich section of fiberglass batt (1 pound per cubic foot density) enclosed in glass cloth. Machine sew cover at the ends, with copper eyehooks and wire for lacing the blanket to the valve. PART 3 - EXECUTION 3.01 PREPARATION A. Install materials after piping has been tested and approved. 15260-2 BE &C BUILDING 21 -05 SECTION 15260 ENGINEERS JOBS FOUNDATIONS PIPING INSULATION SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 3.02 INSTALLATION A Install materials in accordance with manufacturer's instructions. B. Continue insulation with vapor barrier through penetrations and pipe supports. C. On exposed piping indoors, locate insulation and cover seams in least visible locations. D. On insulated piping with vapor barrier, insulate fittings, valves, unions, flanges, strainers, flexible connections, and expansion joints. E. On insulated piping without vapor barrier and piping conveying fluids no hotter than 140°F, do not insulate flanges and unions at equipment, but bevel and seal ends of insulation at such locations. F. Finish insulation neatly at supports, protrusions, and interruptions. C Jackets: DCA09.92003•OI:U 7/31/92 . 1. Indoor, concealed applications: Insulated pipes conveying fluids below ambient temperature are required to have vapor barrier jackets, factory - applied or field - applied. Insulate fittings, joints, and valves with molded insulation of material and thickness same as adjacent pipe and finish with glass cloth and vapor barrier adhesive. 2. Indoor, exposed applications: For pipe exposed in mechanical equipment rooms or in finished spaces, insulate as for concealed applications. Finish fittings, joints, and valves with canvas jacket; size for finish painting. Do not use PVC jackets. END OF SECTION 15260 -3 BE &C BUILDING 21 -05 SECTION 15410 ENGINEERS JOBS FOUNDATIONS PLUMBING PIPING SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 1 - GENERAL 1.01 SECTION INCLUDES A. Pipe and fittings for process water coolant supply and coolant return. B. Miscellaneous piping for instruments, testing, and temporary services. Make same as for the connecting service if not otherwise specified. Services covered under this section: Symbol Service Design Press. Design Temp. (PSIG) ( °F) PW CS CR Process Water Coolant Supply Coolant Supply 150 150 150 50 140 max. 140 max. 1.0 2 RELATED SECTIONS Section 15060 - General Piping Requirements: Standards, joints, general installation, and testing not covered in this section. Section 15110 - Valves: Requirements for valves for plumbing service. 1.03 REFERENCED STANDARDS Uniform Plumbing Code Local Plumbing Code Section 15060 General Piping Requirements AWWA C601 Standard Methods for the Examination of Water and Waste Water ASTM B 32 -89 Standard Specification for Solder Metal 1.04 QUALITY ASSURANCE A. Identify materials for plumbing and keep them separate from those of other services. 1.05 SUBMITTALS A. Product data. 1.06 DELIVERY, STORAGE, AND HANDLING - Section 15010. DCA•9•92033.91:M 15410-1 7/31/92 BE &C BUILDING 21 -05 SECTION 15410 ENGINEERS JOBS FOUNDATIONS PLUMBING PIPING SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 2 - PRODUCTS 2.01 PROCESS WATER, COOLANT SUPPLY AND RETURN (PW, CS, CR) - ABOVE GRADE A. Coolant Supply and Coolant Return (CS, CR): Steel pipe, fittings, and joints (all sizes) 1. Pipe material: Galvanized steel, ASTM A 53 or A 795. 2. Weight and ends: Schedule 40, plain ends. 3. Fittings: Class 150 galvanized malleable threaded, ASTM A 197, ANSI B16.3, 150 lb WP @ 350° F. OCA•9•02033.01:U 7131/92 4. Unions: Class 150 galvanized malleable iron, brass seat, threaded, ASTM A 197, ANSI B16.3, 150 lb SWP @ 366° F, 300 lb. WOG @ 150° F. 5. Flanges: Class 125 threaded cast -iron galvanized, ASTM A 126, flat- faced, ANSI B16.1. 6. Joints: 7. Thread lubricant: 8. Gaskets: 9. Bolting: Threaded. 10. Valves: See Section 15110. Teflon tape. Full -face type. Furnish gaskets factory -cut and punched of 1/16 inch thick compressed nitrile bonded asbestos -free fiber, 1450 lb @ 750 °F., Richard Klinger, Inc., Crane Packing Co., Garlock, Co., or approved. Carbon steel hex head machine bolts and hex nuts, ASTM A 307, Grade B or continuous thread stud bolts and hex nuts, ASTM A 354, Grade BC. B. Process Water (PW): Copper Pipe, fittings, and joints 4 inches and smaller: Anaconda, American Brass Co., Nibco, Inc. Mueller Brass Co. 1. Pipe Type L hard -drawn seamless copper, water tube, ASTM B 88. 2. Fittings: Wrought- copper solder joints fittings, ANSI B16.22 and ASTM B 75. Cast bronze may be used for fittings not available in wrought copper. 3. Unions: Wrought- copper and solder joint unions with copper seats, ANSI B16.22 and ASTM B 75. 15410.2 BE &C BUILDING 21 -05 SECTION 15410 ENGINEERS JOBS FOUNDATIONS PLUMBING PIPING SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 DCA.9.92033.01 :M 7/31/92 4. Flanges: 5. Joints: Soldered. Flanged at flanged equipment connections and flanged valves. 6. Solder: 7. Gaskets: 8. Bolting: Class 125 cast- bronze solder joint flanges, flat faced, ASTM B 584, 175 lb WOG @ 150 °F. Furnish flanges factory- faced, drilled, and spot - faced. 95 -5 tin antimony, 95.5/4 tin /copper, 91.5/5/3.5 tin /antimony /copper per ASTM B 32- 89, Grade 50A, Alpha Metals, Inc., Anchor Alloys, Inc., Kester Solder Co., Harris, Engelhard, or approved. Full face type for flat face flanges. Furnish gaskets factory cut and punched of 1/16 inch thick compressed nitrile bonded asbestos -free fiber, 1450 lb @ 750 °F, Richard Klinger, Inc., Crane Packing Co., Garlock Co., or approved. Silicon bronze hex -head cap screws with regular hex nuts. 2.02 DRAINS IMBEDDED IN CONCRETE (D) A. Cast -iron soil pipe and fittings for push -on joints. 1. Pipe: ASTM A 72, service weight, cast -iron soil pipe. 2. Fittings: ASTM A 72 with bell and spigot, push -on joints. 3. Joints: Circular neoprene gasket, ASTM C 56A, furnished by manufacturer for use with the specific pipe and fittings. 2.03 VALVES - Section 15110 2.04 PIPE SUPPORTS, SLEEVES, AND ANCHORS - Section 15140 2.05 DIELECTRIC FITTINGS - Section 15060 2.06 DRY DISCONNECT - As indicated on Drawing. 2.07 HOSE AND NOZZLE ASSEMBLIES - As indicated on Drawing. 2.08 FLOOR DRAINS - As indicated on Drawing. 15410.3 BE &C BUILDING 21 -05 SECTION 15410 ENGINEERS JOBS FOUNDATIONS PLUMBING PIPING SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 3 - EXECUTION 3.01 GENERAL PIPING REQUIREMENTS: Section 15060. 3.02 VALVES: Section 15110. 3.03 SUPPORTS AND ANCHORS: Section 15060. 3.04 SLOPE AND DRAINAGE A. Water piping: Refer to Section 15060. 3.05 TESTING A. Hydrostatic test as specified in Section 15060, before disinfection. 3.06 DISINFECTION OF DOMESTIC WATER PIPING SYSTEM A. Before starting work, verify system is complete, flushed, and clean. B. Ensure pH of water to be treated is between 7.4 and 7.6 by adding alkali (caustic soda or soda ash) or acid (hydrochloric). C. Inject disinfectant -free chlorine in liquid, powder, tablet, or gas form throughout system to obtain 50 to 80 mg /L residual. D. Bleed water from outlets to ensure distribution and test for disinfectant residual at minimum 15% of outlets. E. Maintain disinfectant in system for 24 hours. F. If final disinfectant residual tests less than 25 mg /L, repeat treatment. G Flush disinfectant from system until residual equals that of incoming water or Is less than 1.0 mg /L. Do not flush to sewer unless permitted by the local authority. Remove to an offsite disposal area when required. H. Take samples no sooner than 24 hours after flushing from 10% of outlets and from water entry and analyze in accordance with AWWA C601. The system will not be accepted until satisfactory test results are obtained. OCA•9•92033.01:M 7/31102 END OF SECTION 15410.4 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 16010 BASIC ELECTRICAL - REQUIREMENTS 31 JULY 1992 PART 1 - GENERAL 1.01 SECTION INCLUDES A Basic electrical requirements specifically applicable to Division 16 in addition to Division 1 and other Contract requirements. 1.02 RELATED SECTIONS Division 1 - General Conditions 1.03 REGULATORY REQUIREMENTS A Refer to Section 01060. B. Obtain and pay for licenses, permits, and inspections required by laws, ordinances, and rules governing work specified under Division 16. Arrange for inspection of work and assist inspectors as necessary. C. The electrical systems have been designed to the latest edition of the following standards as adopted and amended by the authority having jurisdiction (AHJ): ANSI /NFPA 70 National Electrical Code (NEC) UBC Uniform Building Code Contractor must be familiar with the detailed requirements of the above standards and local codes and ordinances as they may affect the installation of specific electrical systems. D. Conflicts: If any conflict occurs between government adopted codes and the Division 16 Specifications and Drawings, the codes govern. Compliance with the codes does not relieve the Contractor from complying with requirements of the Contract Documents which may be in excess of requirements of, and not contrary to, the herein before mentioned governing codes, rules, and ordinances. E Inspection certification: Submit written certification of inspection from the AHJ stating that work has been inspected, accepted, and found in compliance with governing codes. 1.04 OPERATING CONDITIONS A Temperature: -20 °C to +40 °C B. Altitude: Up to 100 feet DCA•9•92033.01:E 7/31/92 16010.1 BE &C SECTION 16010 ENGINEERS BUILDING 21 -05 BASIC ELECTRICAL JOBS FOUNDATIONS - REQUIREMENTS SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 1.05 DEFINITIONS AND INTENT A See Section 01075. B. The following terms (or abbreviations), as defined, are used specifically in relation to the work for Division 16 and do not necessarily have the same meaning in other Divisions. Terre Definition AHJ Authorities having jurisdiction (See Section 01060) Codes AHJ adopted codes, rules, and ordinances Furnish Deliver to the job site Install To enter permanently into the Project (See "intent" below) Provide Furnish and install Shop Drawings Document which fully details the equipment and intended installation relative to this specific Project Shown As shown, indicated, or detailed on the Contract Drawings C. Intent: It is the intent of Division 16 specifications and Drawings to describe and provide for the furnishing, installation, testing, and placing in satisfactory and successful operation equipment, materials, devices, and necessary appurtenances to provide a complete electrical system, together with other miscellaneous installations and equipment hereinafter specified and shown on the plans. Work includes material and appurtenances not specifically mentioned or shown, but which are necessary to make a complete working installation of the electrical systems shown on the Drawings or described herein. The Drawings and specifications are complementary and what is called for in either is binding as if called for in both. 1.06 SUBMITTALS A. See Section 01300: 1. Include product data, catalog cut sheets, and other descriptive material of electric components. 2. Contractor is responsible for all dimensions and quantities. Approval of Shop Drawings or product data does not relieve the Contractor of responsibility for errors or omissions. B. Product data: 1. Catalog cuts identifying products, models, options, dimensions, electrical ratings, finish, and color as applicable. DCA.9.92033.01:E 16010-2 7131/92 BE &C SECTION 16010 ENGINEERS BUILDING 21 -05 BASIC ELECTRICAL JOBS FOUNDATIONS REQUIREMENTS SPEC. NO, DCA -9- 92033 -TS -01 31 JULY 1992 2. Indicate compliance with UL or other AHJ approved testing laboratory and other industry standards as specified. 3. Installation instructions, if specified in the individual specification sections. 4. Installers documented experience: Qualifications and list of five comparable installations, if specified in the individual specification sections. C. Shop Drawings: 1. As specified in the individual specification sections. 2. Indicate compliance with UL or other AHJ approved testing laboratory and other industry standards as specified, if not covered under product data submitted. 3. Indicate in the title block (as a minimum) that the work is for BOEING and, if applicable, the shop order number. 4. Drawings shall be specifically applicable to this project. "Typical" Drawings and wiring diagrams will not be acceptable. 5. Include handling instructions and Drawings used specifically for installation, if applicable. 6. Drawn at sufficient scale to show details clearly on same size sheets as Contract Drawings. 7. Show required coordination with work of other trades. 8. Identify details and show their locations in the Project. 9. Provide a description of the configuration and operation of proposed systems. 10. Provide Outline Drawings of proposed equipment in plan and elevation views including overall dimensions, weights, and clearances required. 11. Provide one -line electrical diagrams to include required control and sensing lines. 12. Note required accessories. 1.0 7 PROJECT RECORD DOCUMENTS A See Section 01720. B. Incorporate details prepared for Shop Drawings. DCA•9•92033.01:E 16010-3 7/31/92 BE &C ENGINEERS DCA.9•92033.01:E 7/31/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 16010 -4 SECTION 16010 BASIC ELECTRICAL - REQUIREMENTS 31 JULY 1992 C. Make prints of the Contract Document Drawings showing as -built conditions as follows: 1. Show deletions in green. 2. Show additions in red. 3. Show relocations of materials, green showing where item was shown on plans and red where item was relocated. 4. Submit letter from an independent testing agency that circuits shown on the record drawings, on the nameplates and on receptacle labels are in agreement. 1.08 OPERATING AND MAINTENANCE DATA A. Submit the following information: 1. Preventive maintenance instructions: Include for each piece of equipment or system furnished requiring periodic inspections, lubrication, adjustment, and testing to insure continual operation with minimal down time. 2. Product data and as -built Shop Drawings. 1.09 SUBSTITUTIONS A. Refer to Section 01630 - Product Options and Substitutions. 1.10 QUAUTY CONTROL A. See Section 01400. B. Materials and equipment: Listed or labeled by UL or other AHJ approved testing laboratory and in compliance with other industry standards as specified. C. Fabricator and manufacturer qualifications: Specialists with at least 5 years experience and regularly engaged in the manufacture of the equipment and materials specified. D. Installer qualifications: Specialists with at least 5 years experience and regularly engaged in the installation of the system, equipment, and materials specified. Where required by the AHJ, employ licensed trades persons. 1.1 1 DEUVERY, STORAGE AND HANDLING A. Packing and shipping: Pack products carefully separated to prevent marring. B. Delivery: Deliver products in original, unopened, protective packaging. C. Acceptance at site: Verify undamaged condition. BE &C ENGINEERS SECTION 16010 BUILDING 21 -05 BASIC ELECTRICAL JOBS FOUNDATIONS REQUIREMENTS SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 D. Storage and protection: 1. Store materials under cover. 2. Store equipment In a location heated to 60 °F minimum. 3. Take whatever steps necessary to prevent scratching or other defacement. E. Handling: Use care; prevent damage to products and finishes. 1.12 PROJECT SITE CONDITIONS A. Examine site and construction; become familiar with existing conditions affecting the work. B. Verify locations of overhead or buried utilities on or near site with Construction Manager. C. Take horizontal and vertical measurements from established bench marks. All work is required to agree with these established lines and levels. D. Notify Construction Manager of discrepancies between actual measurements and those indicated. Do not proceed until directed by Construction Manager. 1 .13 SEQUENCING AND SCHEDULING A. Minimize interruption of service. Provide 10 days notice to the Construction Manager when necessary to shut down service to occupied parts of the site. Agree, in writing, upon time satisfactory to concerned parties. Conduct work at night or on weekends as directed and at no extra cost to the Owner. Provide temporary service throughout affected areas in use by Owner. 1.14 MAINTENANCE A. Spare parts for future maintenance and repair: At completion of the work, carefully identify and box or bag spare parts for delivery to Construction Manager. 1. Obtain signed receipt from Construction Manager. PART 2 - PRODUCTS 2.01 MATERIAL AND EQUIPMENT A. Acceptable to the authority having jurisdiction as suitable for the use intended. B. Brace equipment internally, in accordance with the requirements set forth in the UBC, to withstand earthquake forces expected in seismic zone 3. C. New, unless otherwise indicate, free from defects and the standard products of reputable manufacturers regularly engaged in production of such equipment. OCA•9•92033.01:E 16010-5 7/31/92 BE &C ENGINEERS D. Provide similar items of equipment by same manufacturer. E Provide and install only the specified products of recognized manufacturers. Substitutions are allowed ONLY under provisions Section 01630. 1. Ensure that equipment is complete with every part necessary. F. Materials and equipment: Listed or labeled by UL or other AHJ approved testing laboratory and in compliance with other industry standards as specified. G Remove rejected or damaged material from site. 2.02 MISCELLANEOUS MATERIALS A. Provide required items necessary for installation and testing procedures. 2.03 POSTED INSTRUCTIONS A Where posted instructions are required in the individual specification section, frame and mount operating instructions and diagrams near the equipment, or elsewhere as otherwise designated by the Construction Manager. B. Copies of the posted operating instructions will be used with the Operating and Maintenance Manuals as a basis in training Owner's employees in the operation and maintenance of systems and related installed equipment. C. Posted operating instructions: Furnish simplified, consolidated equipment control and power diagrams. Graphically represent the entire system and actual equipment installed. Include concise written instructions on how to start and stop systems. Show settings and conditions to be observed. Indicate what control adjustments are to be made or maintained by the operator. PART 3 - EXECUTION 1. Include control diagrams. Add specific operating instructions. 2. Indicate how to energize each major component of the system. Show what action must be taken in an emergency, how to restore power following an outage, and what precautions to be taken when maintenance is required. 3. Include photographic or comparable nonfading reproductions, either framed under glass or encased in nondiscoloring plastic. 3.01 EXAMINATION A Verify installation conditions as satisfactory to receive work of the various sections. Do not Install until unsatisfactory conditions are corrected. DCA- 9•92033.01:E 7131102 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 16010 - 6 SECTION 16010 BASIC ELECTRICAL - REQUIREMENTS 31 JULY 1992 BE&C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 16010 BASIC ELECTRICAL - REQUIREMENTS 31 JULY 1992 1. Confirm that installations have been inspected before enclosure within building features, buried, or otherwise hidden from view. Bear costs associated with uncovering or exposing installations or features not previously inspected. 3.02 PREPARATION A. Protect surrounding areas and surfaces to prevent damage as work is installed. B. Obtain equipment roughing -in dimensions from approved Shop Drawings or actual measurements. C. Be familiar with the location of other trade's equipment in order to eliminate conflicts. 3.03 INSTALLATION A Install the electrical systems in accordance with codes, standards, laws, and rules that are enforced at the Project location, as follows: 1. The latest edition of The National Electrical Code (ANSI /NFPA 70), as adopted and amended by the authority having jurisdiction (AHJ). 2. The latest edition of The Uniform Building Code, as adopted and amended by the AHJ, especially in relation to exits and seismic restraint of materials and equipment. 3. Latest edition of the Washington State Energy Code. 4. Latest edition of the Laws, Rules and Regulations for Installing Electric wires and Equipment (RCW 19.28:WAC 296 -46 and WAC 296 -401). 5. Local ordnances, rules and regulations which are applicable. B. Drawings, and riser and other diagrams are schematic only; they do not necessarily show exact physical arrangement of equipment, lengths of wiring, or conduit runs. Base the work on actual field measurements and conditions. C. Coordinate electrical with other trades. D. Do not combine separate conduit power runs as shown on the Contract Drawings unless otherwise acceptable to the Construction Manager. 3.04 WORKMANSHIP A. Work and materials will be subject to observation at any and all times by the Owner's representative. B. Install material and equipment in accordance with manufacturers' instructions. Provide calibrated torque wrenches and screwdrivers as required. DCA•9•92033.01:E 7/31/92 16010.7 BE &C SECTION 16010 ENGINEERS BUILDING 21 -05 BASIC ELECTRICAL JOBS FOUNDATIONS - REQUIREMENTS SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 C. Cutting and patching: Do not weld to, cut or notch any structural member or building surface without specific approval of the Engineer. Restore surfaces neatly to original condition after cutting, channeling, chasing or drilling of walls, partitions, ceilings, paving, or anchorage of conduit, raceways or other electrical equipment. 3.05 WELDING, CUTTING AND DRILLING A. Welding: In accordance with American Welding Society Standards. 3.06 EXCAVATION AND BACKFILL A. Excavation and backfilling: In accordance with Section 02200. 3.07 IDENTIFICATION A. General: Provide nameplates and decals required to properly identify equipment and components in accordance with Section 16195 - Electrical Identification. 3.08 TRAINING A. Coordinate Instructional sessions with the Construction Manager for training Owner's maintenance personnel as noted in the individual sections. 3.0 9 PROTECTION A. Properly protect equipment during and after electrical hookup, painting, and final testing. 3.10 TESTING (as applicable) A. Provide necessary test equipment, labor, and personnel. OCA•9•92033.01 :E 7/31/92 END OF SECTION 16010 -8 BE &C BUILDING 21 -05 SECTION 16111 ENGINEERS JOBS FOUNDATIONS RACEWAY SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 1 - GENERAL 1.01 SECTION INCLUDES A. Conduit, electrical metallic tubing, wireway, surface metal raceway, and auxiliary gutters. 1.02 REFERENCED STANDARDS UL 1 Flexible Metal Electrical Conduit UL 6 Rigid Metal Electrical Conduit UL 360 Liquid -Tight Flexible Steel Conduit, Electrical UL 514B Fittings for Conduit and Outlet Boxes UL 651 Schedule 40 and 80 Rigid PVC Conduit (PVC) UL 651A Type EB and A PVC Conduit and HDPE Conduit UL 797 Electrical Metallic Tubing (EMT) UL 870 Electrical Wireways, Auxiliary Gutters, and Associated Fittings UL 1242 Intermediate Metal Conduit (IMC) PART 2 - PRODUCTS 2.01 RIGID METAL CONDUIT AND FITTINGS A. Ferrous metal conduit: 1. UL 6, hot -dip galvanized. 2. Fittings and conduit bodies: UL 514B, galvanized. B. Non - ferrous metal conduit: 1. UL 6, aluminum. 2. Fittings and conduit bodies: UL 514B, copper -free aluminum. 2.02 INTERMEDIATE METAL CONDUIT (IMC) AND FITTINGS A. Ferrous metal: UL 1242, galvanized. B. Fittings and conduit bodies: UL 514B, galvanized. DCA•9•92033.01:E 7/31/92 BE &C BUILDING 21 -05 SECTION 16111 ENGINEERS JOBS FOUNDATIONS RACEWAY SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 2.03 ELECTRICAL METALLIC TUBING (EMT) AND FITTINGS _ A. Ferrous metal: UL 797, galvanized. B; Fittings: UL 514B, galvanized steel, compression ring type. Set screw and drive -on type are not acceptable. 2.04 FLEXIBLE METAL CONDUIT AND FITTINGS A. Ferrous metal: UL 1, galvanized. B. Fittings: UL 514B, galvanized steel. C. UL listed for grounding as available. 2.05 LIQUID -TIGHT FLEXIBLE METAL CONDUIT AND FITTINGS A. Ferrous metal galvanized with PVC weatherproof cover: UL 360. B. Fittings: UL 514B, galvanized steel. C. UL listed for grounding as available. 2.06 RIGID NONMETALLIC CONDUIT (PVC) A. Schedule 40, rigid polyvinylchloride type, unless noted otherwise. Type EB permitted for underground reinforced concrete duct banks. PVC elbows not permitted. 2.07 CONDUIT BODIES A. Malleable iron, zinc or cadmium plated. B. Threaded connections. C. Gasketed covers. 2.08 WIREWAY AND AUXILIARY GUTTER A. UL 870. Oil -tight lay -in type, without knockouts, with hinged cover. B. Size: As shown, 4 x 4 inch minimum. C. Finish: Rust - inhibiting primer coat with manufacturer's standard enamel finish. DCA.9.92033.01:E 7131/82 16111-2 BE &C BUILDING 21 -05 SECTION 16111 ENGINEERS JOBS FOUNDATIONS RACEWAY SPEC. NO. DCA -9- 92033 -TS -01 • 31 JULY 1992 2.0 9 EXPANSION FITTINGS A. ` Malleable iron, hot dip galvanized allowing 4 inches (± 2) inches conduit movement. OZ/Gedney type AX series or approved. B. Bonding Jumper. 2.10 SEALING FITTINGS A. Wall sealing fittings: OZ /Gedney FSK series. At each wall sealing fitting provide an OZ/Gedney or Crouse Hinds EYS series conduit seal fitting. 1. Raceway stubups and stubouts: OZ/Gedney CSB series conduit seals together with the wall sealing fittings. PART 3 - EXECUTION 3.01 RACEWAY SIZING, ARRANGEMENT, AND SUPPORT A. Unless otherwise shown, size for conductor type installed. Minimum size 1/2 Inch. B. Install to maintain headroom and present a neat appearance in unfinished spaces. C. Install concealed in finished spaces unless otherwise shown, noted, or approved by the Construction Manager. D. Route parallel and perpendicular to building planes. E. Maintain minimum 6 -inch clearance between raceway and piping. Maintain 12 -inch clearance between raceway and heat sources such as flues, steam pipes, and heating appliances. F. Brace raceway or supports to prevent movement in the event of an earthquake and to prevent distortion of alignment by wire - pulling operations. Cx Where raceway is run in parallel, group on formed channel (Unistrut) supports as specified in Section 16190 with space for 25% additional conduit (one conduit of the largest size in the run or one, 1 -inch conduit minimum, whichever is larger). H. Do not fasten with wire or perforated pipe straps. Remove temporary conduit support used during construction before conductors are pulled. 3.02 RACEWAY INSTALLATION A. Cut square using a saw or pipecutter; deburr cut ends. B. Bring to the shoulder of fittings and couplings and tighten securely. DCA•9•92033.01 :E 7131/92 16111 -3 0 BE &C ENGINEERS DCA•9•92033.01:E 7/31/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 16111 -4 SECTION 16111 RACEWAY - 31 JULY 1992 C. Use threaded conduit hubs for fastening conduit to cast boxes, and for fastening conduit to sheet metal boxes in pit and in damp or wet locations. D. Do not use conduit bodies to make sharp changes in direction, unless approved. E. Use hydraulic one -shot conduit bender or factory elbows for bends in 2 inch conduit and larger. F. Provide insulated bushings at every conduit termination, for conduits larger than 1 inch. Grounding type where required by NEC. G Use suitable caps to protect installed conduit against entrance of dirt and moisture. H. Distance between supports 1. Threaded rigid metal raceways: 10 -foot centers maximum, within 18 inches of each outlet and junction box and at every bend. 2. Electrical metallic tubing: 10 -foot centers maximum, within 18 inches of each outlet, junction box and coupling, and at every bend. 3. Surface metal raceway, auxiliary gutter, and wireway: 5 -foot centers maximum, or in accordance with manufacturer's instruction, whichever is less. I. Provide No. 10 steel wire or 1/4 -inch poly rope pull string in empty conduit, except sleeves and nipples. J. Where raceway penetrates fire -rated walls and floors, seal opening around raceway with UL listed foamed silicone elastomer compound. K. Route conduit through roof openings for piping and ductwork where possible; otherwise, route through roof jack. L. Where raceway crosses building expansion or seismic joint, provide expansion fitting to match conduit size. M. Rigid nonmetallic conduit may be used underground, where completely encased with a minimum of 2 inches of concrete. Form field bends greater than 10 -foot radius only with manufacturer's recommended heater. Penetrations through floor: Rigid steel. Stub ups: Rigid steel elbows. Increase raceway size as necessary to comply with code required ground wire. For bends in PVC runs of less than 10 -foot radius, use Schedule 40 rigid galvanized steel. N. Raceways under slab on grade: 4 inches, minimum, below floor slab. BE &C BUILDING 21 -05 SECTION 16111 ENGINEERS JOBS FOUNDATIONS RACEWAY SPEC. NO, DCA -9- 92033 -TS -01 - 31 JULY 1992 Q Raceways Underground: Rigid galvanized steel painted with two coats of bitumastic paint; or rigid galvanized steel with a 40 mil. PVC jacket (repair abrasions with PVC base paint). Rigid nonmetallic conduit may be used where shown. 1. Arrange and slope conduit entering building to drain away from building. 2. Provide marker tape over underground raceways. 3. Install underground conduit 24- inches minimum below final grade, unless otherwise noted on the Drawings. 4. Backfill underground conduit with material the size of pea gravel or smaller to 3 inches above and below raceways. Backfill to 12 inches above raceways is required to be free of debris or rocks greater than 1 inch in diameter. P. Install conduit that stub up through floor at such depth that the exposed raceway is vertical and no curved section of the elbow is visible. O Sealing of conduit penetrations: 1. Exterior wall surfaces above grade: Use seal acceptable to Construction Manager. See Section 07900 - Joint Sealants. For concrete construction above ground level, cast in wall or core drill wall and hard pack with a mixture of equal parts of sand and cement. 2. Exterior surfaces below grade: Cast into wall (or floor) or use manufactured seal assembly (such as OZ type FSK, or approved) cast in place. R. Sealing of Raceways: 1. Seal interior of conduits that pass through building roof or through outside walls of the building, above or below grade. Seal on the end inside the building. Use sealing fittings manufactured for the purpose sealed with non - hardening, compound -type mastic, specially designed for such service. Pack around the wires in the raceways. OCA•9•92033.01:E 7131192 3. Roofs: Do not penetrate roof membrane. 4. Fire rated construction: Seal penetrations to maintain fire rating of construction penetrated. Use Dow Corning Silicone RTV foam as recommended by manufacturer, or use other approved method acceptable to the Construction Manager. 2. For exterior wall penetrations below grade, install OZ type CSB sealing bushing at interior end of penetrating raceway. Threaded fittings - only - are permitted in entering raceways ahead of the sealing bushing. 16111 -5 BE &C ENGINEERS DCA•9•92033.01:E 7/31/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 16111.6 SECTION 16111 RACEWAY • 31 JULY 1992 3.03 CONDUIT SCHEDULE A. Rigid steel conduit: - 1. Underground and exposed outdoor locations with watertight connections. 2. Conduit with circuits of above 600 volts. Do not substitute IMC or aluminum. 3. Stubups and elbows in underground PVC conduit runs. 4. Panel, MCC, transformer and busway feeders. 5. Where raceway 2 inches or larger is required. 6. Wet interior locations with watertight connections. 7. Exposed interior locations subject to damage. Conduit runs below 6 -feet above floor, minimum. 8. May be used as a substitute for EMT, or PVC, see below. B. Rigid aluminum conduit: May be substituted for rigid steel conduit except where in contact with concrete or earth, wiring above 600 volts and pulls where bends (including offsets) are the equivalent of more than two 90 degree bends. C. Electrical metallic tubing: 1. Dry interior locations. 2. In permanent and ceiling high demountable partitions, for non- plenum rated cable. E. PVC: Underground where incased in reinforced concrete. Connections to freezer and refrigerator and where shown on the Drawings. F. Flexible steel conduit: 1. For connecting lay -in ceiling light fixtures. 2. For connecting motors, transformers and other equipment subject to vibration. a. Install with 90- degree loop, minimum BE &C BUILDING 21 -05 SECTION 16111 ENGINEERS JOBS FOUNDATIONS RACEWAY SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 C Liquid -tight flexible steel conduit. 1. For pump motors and equipment subject to vibration in damp or wet locations or areas subject to being washed down, or machinery where cutting oil Is used. a Install with 90- degree drip loop, minimum. H. Surface metal and multi - outlet raceway: Where shown, or as approved by the Construction Manager. Auxiliary gutters and wireway: Where shown, or as required in unfinished spaces. Elsewhere as approved by the Construction Manager. DCA•9•92033.Ql:E 16111-7 7/31192 END OF SECTION BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9. 92033 -TS -01 SECTION 16120 WIRE AND CABLE - 31 JULY 1992 PART 1 - GENERAL 1.01 SECTION INCLUDES A. Wire, cable, and wiring connections and terminations. 1.02 REFERENCED STANDARDS UL 44 Rubber - Insulated Wires and Cables. UL 83 Thermoplastic - Insulated Wires and Cables. 1.03 DELIVERY, STORAGE, AND HANDLING A. Deliver wire and cable to Project, and store in original containers bearing Underwriters' listing. PART 2 - PRODUCTS 2.01 GENERAL A. Crossed- Link - Thermosetting - Polethylene wire and cable Is NOT permitted. 2.02 POWER AND LIGHTING CIRCUITS (as applicable) A. Building interior 1. UL83. 2. Stranded copper conductor. 3. Insulation type THHN or THWN, 600 volt for circuits from 115 volts to 600 volts. B. Building exterior and where exposed to temperatures of 32 °F and below, 1. UL 44. 2. Stranded copper conductor. 3. Insulation type XHHW, 600 volt for circuits from 115 volts to 600 volts. 2.03 REMOTE CONTROL AND SIGNAL CIRCUITS A. Class 1 1. UL83. DCA•9•92033.01 :E 7/31/92 16120.1 BE &C ENGINEERS DCA•9•92033.01:E 7/31/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 16120-2 SECTION 16120 WIRE AND CABLE - 31 JULY 1992 2.04 SPLICES 2. Stranded copper conductor. 3. Insulation type THNN, or THWN, 600 volt for circuits from 115 volts to 600 volts. B. Class 2 and 3: Copper conductor, 300 -volt insulation, rated 75 °C in dry locations and 60° C In wet locations, individual conductors twisted together and covered with a non - metallic jacket, unless otherwise noted. UL listed for use in air - handling ducts, hollow spaces used as ducts, and plenums. A Above grade: Use solderless type only. Furnish bolt or compression -set type with application of preformed insulated cover, heat - shrinkable tubing, or plastic - insulated tape acceptable for all sizes. B. Below grade: Make splices in manholes watertight with epoxy resin type splicing kits similar to Scotchcast. 2.05 TERMINATIONS A Compression set, bolted or screw terminal. B. Conductors #12 and smaller: Utilize eye or forked tongue type compression set terminator when termination is to a bolted or screw set type terminal block or terminal cabinet. 2.06 PLASTIC CABLE TIES A Teflon, nylon, or approved, locking type. PART 3 - EXECUTION 3.01 GENERAL WIRING METHODS A Install in raceway unless shown or specifically authorized otherwise. B. Install wire after 1 . Interior of building is protected from the weather. 2. Work likely to injure conductors is completed. C. Neatly train and lace wiring Inside boxes, equipment, and panel boards. D. Taping: Use half - lapped synthetic tape if taping is utilized for insulation purposes. BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 16120 WIRE AND CABLE 31 JULY 1992 E. Provide conductor support devices as required by code in vertical cable runs. F. Continuous from terminal to teminal without splices for control and low voltage systems. 3.02 MINIMUM SIZES A. #12 AWG minimum for power and lighting circuits. B. #14 AWG minimum for control wiring. 3.03 WIRING CONNECTIONS AND TERMINATIONS A Splice only in accessible junction boxes. B. Use compression -set pressure connectors with insulating covers or screw -on pressure (wire nuts) for wire splices and taps size #10 AWG and smaller. C. Use compression -set pressure connectors with insulating covers or bolted or screw type pressure terminals for wire splices and taps size #8 AWG and larger. D. Except where equipment is furnished with bolted or screw type lug, use compression set pressure connectors with insulating covers for wire terminations. E. Torque conductor connections and terminations to manufacturer's recommended values, F. Tape un- insulated portions of the conductor and connectors with electrical tape to 150% of the conductor insulation value. G Clean wires before installing lugs and connectors. H. Make splices, taps and terminations to carry full capacity of conductors without perceptible temperature rise. I. Insulate ends of spare conductors with electrical tape. 3.04 CABLE INSTALLATION A. Support cable with bridle rings, drive rings, or plastic (Teflon) cable ties. B. Provide protection for exposed cables where subject to damage. C. Support cables above accessible ceilings; do not rest on ceiling tiles or tees. D. Use suitable cable fittings and connectors. DCA•9•92099.01:E 7191/92 16120.3 � BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 16120 WIRE AND CABLE 31 JULY 1992 3.05 FIELD QUALITY CONTROL A. Continuity test power and equipment branch circuit conductors. Verify proper phasing connections. B. Perform insulation resistance test on every conductor of #2•AWG and larger and on 10% of each of the conductors size #4 AWG and smaller, with respect to ground and adjacent conductors. 1. Applied potential: 1000 volts DC for 1 minute. 2. Minimum insulation resistance: 2 megohms. C. Perform insulation resistance test on all other conductors not tested per B., above, except applied potential need not be held for one minute. D. Submit certified test report. END OF SECTION DCA•9•92033•01:E 7/31/92 16120.4 BE &C ENGINEERS PART 1 - GENERAL 1.01 SECTION INCLUDES A. Outlet, Junction, and pull boxes as required to enclose devices, permit pulling conductors, and for wire splices and branches. 1.02 REFERENCED STANDARDS NEMA 250 Enclosures for Electrical Equipment (1000 V maximum) UL 514A Metallic Outlet Boxes PART 2 - PRODUCTS 2.01 INTERIOR A. General: Pressed steel, zinc coated with plaster ring, where applicable. Fabricate large Junction and pull boxes from sheet steel with zinc coating or baked enamel finish. Return flange for screw retained cover. B. Concrete masonry: Specifically designed for casting in concrete or mounting in masonry walls. C. Metal surface raceway: Match raceway.' Of same manufacturer. Sized to accommodate standard devices and plates. D. Sheet metal boxes larger than 12 inches in any dimension: Hinged enclosure. PART 3 - EXECUTION 3.01 COORDINATION OF BOX LOCATIONS A. Provide as shown. B. Provide conduit bodies as required to facilitate pulling and limit the number of bends within code requirements. C. Electrical box locations shown on Contract Drawings are approximate unless dimensioned. D. Locate outlet boxes and conduit bodies to allow access, otherwise provide access doors as specified under Section 08305 using persons qualified In that trade. DCA•9•92033.01:E 7/31/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 16130.1 SECTION 16130 BOXES - 31 JULY 1992 BE &C BUILDING 21 -05 SECTION 16130 ENGINEERS JOBS FOUNDATIONS BOXES SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 E Coordinate the work of this section with the work of other sections and trades to avoid conflicts between the work of this section with the work of other trades. Check and verify door swings and locations of built -in cabinets, plumbing, heating, and ventilating equipment. F. Provide outlet boxes of sizes and at locations necessary to serve equipment furnished under this or other divisions of the specifications, or by others, and provide final connections thereto. Outlet box required if equipment is furnished with pigtail for external connection, does not have space to accommodate branch circuit wiring or requires wire with insulation rating different from the branch circuit wiring. Review equipment Shop Drawings for required outlet locations. C Where more than one outlet is shown or indicated to be at the same elevation or one above the other, align them exactly on center lines horizontally or vertically. Relocate outlets which are not so installed (including lighting, receptacle, power, signal, and temperature control outlets) at no additional expense to Boeing. H. Flush mount boxes with front edge of box or plaster ring even with the finished surface of wall or ceiling, except those mounted above accessible ceilings or where surface mounting is permitted. I. Conceal outlets for electric water coolers behind the cooler unit housing when space is so provided by the manufacturer. J. Position boxes as required to locate luminaires as shown on reflected ceiling plans. 3.02 BOX INSTALLATION A. Anchor boxes so they will not shift or rock when devices are operated (including insertion and removal of cord caps). B. Firmly anchor flush boxes directly or with concealed bracing to building studs or joists. C. Close unused openings. D. Support boxes independently of conduit, except for cast boxes that are connected to two rigid metal conduits, both supported within 12 inches of box. E Use multiple -gang boxes where two or more devices are mounted together; do not use sectional boxes. F. Provide blank covers or plates over boxes that do not contain devices or are not hidden by equipment. DCA•0•92033.01:E 7/31/92 END OF SECTION 16130 -2 BE &C ENGINEERS PART 1 GENERAL 1.01 SECTION INCLUDES A Wall switches B. Receptacles C. Device plates and box covers 1.02 REFERENCES NEMA WD 1 General- Purpose Wiring Devices. 1.03 SUBMITTALS A Submit product data under provisions of Section 16010 showing configurations, finishes, dimensions, and manufacturer's instructions. PART 2 - PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS - LINE VOLTAGE WALL SWITCHES. A Hubbell. B. Bryant. C. Crouse - Hinds. D. Leviton. E. Pass Seymour /Sierra. 2.02 LINE VOLTAGE WALL SWITCHES A Wall switches for lighting circuits: NEMA WD 1, AC specification grade, quiet type, snap switch with toggle handle, rated 20 amperes and 277 volts AC. Handle: Plastic, set vertically. Color: Ivory or as indicated on the Drawings. Terminals: Screw /clamp type, with side and back access. Poles: Single pole, double pole, 3 -way, 4 -way, or locking type as indicated on Drawings. B. Pilot light: Lighted handle made of red polycarbonate plastic with neon pilot lamp; specification grade. C. Locator: Lighted handle made of red polycarbonate plastic with neon pilot lamp; specification grade. DCA.9.92033.01 :E 7131192 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 16141-1 SECTION 16141 WIRING DEVICES - 31 JULY 1992 BE &C BUILDING 21 -05 SECTION 16141 ENGINEERS JOBS FOUNDATIONS WIRING DEVICES SPEC. NO. DCA- 9- 92033 -TS -01 31 JULY 1992 2.03 LOW VOLTAGE WALL SWITCHES A See Section 16149. 2.04 LOW VOLTAGE WALL SWITCHES A See Section 16149. 2.05 ACCEPTABLE MANUFACTURERS - RECEPTACLES A See Table attached for Boeing approved receptacles. 2.0 6 GFCI RECEPTACLES A. Duplex convenience receptacle with integral ground fault current interrupter. B. NEMA 5 -15R configuration, 1. Hubbell GF5252 -I 2. Pass & Seymour 1591 FID 3. Leviton 6598 -I 2.07 RECEPTACLE COLORS (15 and 20A Series, NEMA 5) A General convenience: Ivory B. Conditioned power: Grey C. Isolated ground: Orange. D. Emergency: Red. 2.0 8 WALL PLATES A Color to match device color. Smooth polycarbonate plastic. B. Emergency receptacle cover plate: Hubbell #PJ8R MEV. C. Attachment screws: To match respective device plate. D. Telephone outlets: Blank plates of the same type and finish as other device plates in the same area. Surface mounted boxes: Sized to fit the box without extending over the sides. DCA•9•92033.01 :E 7/31/92 16141 -2 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 SECTION 16141 WIRING DEVICES - 31 JULY 1992 PART 3 - EXECUTION 3.01 INSTALLATION A. Install wall switches 48 inches above floor, OFF position down. B. Install convenience receptacles 48 inches above floor or as noted, grounding pole on bottom. C. In offices finished spaces, install receptacles at 18- inches above finished floor. D. Where counters are indicated install receptacles above counter backsplash or as noted. E. Install specific -use receptacles at heights shown on Contract Drawings. F. Install decorative plates on switch, receptacle, and blank outlets in finished areas. G Install galvanized steel plates on outlet boxes and junction boxes in unfinished areas, above accessible ceilings, and on surface - mounted outlets. H. Install devices and wall plates flush and level. END OF SECTION DCA•9•92033.01:E 7/31/92 16141.3 BE &C SECTION 16160 ENGINEERS BUILDING 21 -05 CABINETS AND JOBS FOUNDATIONS - ENCLOSURES SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A Hinged cover enclosures B Cabinets C. Terminal blocks and accessories 1.02 REFERENCED STANDARDS NEMA 250 Enclosures for Electrical Equipment (1000 Volts Maximum) ANSI /NEMA ICS 1 Industrial Control and Systems ANSI /NEMA ICS 4 Terminal Blocks for Industrial Control Equipment and Systems ANSI /NEMA ICS 6 Enclosures for Industrial Control Equipment and Systems 1.03 SUBMITTALS A Submit product data for equipment panels, include wiring schematic diagram, wiring diagram, outline drawing and construction diagram as described in ANSI /NEMA ICS 1. PART 2 - PRODUCTS 2.01 HINGED COVER ENCLOSURES A Construction: NEMA 250; Type 1, steel or as otherwise indicated on the Drawings. B. Finish: Manufacturer's standard enamel finish. 2.02 TERMINAL BLOCKS AND ACCESSORIES A. Terminal blocks: ANSI /NEMA ICS 4; UL- listed. B. Power terminals: Unit construction type, closed -back type, with tubular pressure screw connectors, rated 600 volts. C. Signal and control terminals: Modular construction type, channel mounted; tubular pressure screw connectors, rated 300 volts. DCA•9•92033.01:E 7/31/92 16160 -1 BE &C SECTION 16160 ENGINEERS BUILDING 21 -05 CABINETS AND JOBS FOUNDATIONS - ENCLOSURES SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 2.03 FABRICATION A. Shop assemble enclosures and cabinets housing terminal blocks or electrical components in accordance with ANSI /NEMA ICS 6. B. Provide knockouts on enclosures. C. Provide protective pocket inside front cover with schematic diagram, connection diagram, and layout drawing of control wiring and components within enclosure. PART 3 - EXECUTION 3.01 INSTALLATION A. Install cabinets and enclosures plumb; anchor securely to wall and structural supports at each corner, minimum. B. Provide accessory feet for free - standing equipment enclosures. C. Install trim plumb. OCA•9•92033.OI:E 7/31/92 END OF SECTION 16160 -2 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 SECTION 16180 EQUIPMENT WIRING - SYSTEMS 31 JULY 1992 PART 1 - GENERAL 1.01 SECTION INCLUDES A Electrical connections to equipment specified under other sections or furnished by Owner. 1.02 RELATED SECTIONS Section 16010 - Basic Electrical Requirements: Owner - furnished equipment. Section 16111 - Conduit Section 16120 - Wire and Cable Section 16130 - Boxes 1.03 REFERENCED STANDARDS FS W -C -596 Electrical Power Connector, Plug, Receptacle, and Cable Outlet NEMA WD 1 General Purpose Wiring Devices NEMA WD 5 Specific Purpose Wiring Devices PART 2 - PRODUCTS (NOT USED) PART 3 - EXECUTION 3.01 INSPECTION A. Verify that equipment is ready for electrical connection and energization. 3.02 PREPARATION A Review equipment submittals prior to installation and electrical rough -in. Verify location, size, and type of connections. Coordinate details of equipment connections with supplier and installer. 3.03 INSTALLATION A. Use wire and cable with insulation suitable for temperatures encountered In heat - producing equipment. B. Make conduit connections to equipment using flexible conduit. Use Iiquidtight flexible conduit in damp or wet locations. DCA•9•02033.01 :E 7/31/92 16180.1 BE &C SECTION 16180 ENGINEERS BUILDING 21 -05 EQUIPMENT WIRING JOBS FOUNDATIONS - SYSTEMS SPEC. NO. DCA -9- 92033 -TS -01 31 JULY 1992 C. Install prefinished cord set where connection with attachment plug is indicated or specified, or use attachment plug with suitable strain - relief clamps. D. Provide suitable strain- relief clamps for cord connections to outlet boxes and equipment connection boxes. E. Make wiring connections in control panel or in wiring compartment of prewired equipment in accordance with manufacturer's instructions. Provide interconnecting wiring where indicated. F. Install disconnect switches, controllers, control stations, and control devices such as limit switches and temperature switches as indicated. Connect with conduit and wiring as indicated. Coolers and freezers: Cut and seal conduit openings in freezer and cooler walls, floor, and ceilings. OCA•9.92033.01:E 7/31/02 END OF SECTION 16180.2 BE &C ENGINEERS PART 1 GENERAL 1.01 SECTION INCLUDES A. Conduit and equipment supports B. Fastening hardware 1.0 2 RELATED SECTIONS Section 03300 - Cast -in -Place Concrete: Concrete equipment (housekeeping) pads. 1.03 QUAUTY ASSURANCE A. Provide support systems adequate for weight of equipment and conduit, including the wiring they carry. B. Provide support systems conforming to seismic requirements of Uniform Building Code (UBC) Zone 3. 1.04 SUBMITTALS A. Product data B. Fabricated item descriptions, Drawings. PART 2- PRODUCTS 2.01 MATERIAL A. Support channel: Galvanized or painted steel, approved for seismic applications. B. Beam clamps: Galvanized or painted steel, used in pairs only. 1. Partial list of approved seismic beam clamps: DCA•9•92033.01:E 7/31192 B -Line B441 -22 B -Line B441-22A Superstrut U -501 Superstrut U -502 Unistrut P2785 Unistrut P2786 Submit others for review. BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 16190.1 SECTION 16190 SUPPORTING DEVICES - 31 JULY 1992 133E &C ENGINEERS 2. Partial list of approved seismic beam clamps with safety rods: B -Line B751 -J4 B -Line B751 -J6 B -Line B751 -J9 B -Line B751 -J12 Superstrut U -569 Unistrut P2824 -6 Unistrut P2824 -9 Unistrut P2824 -12 Submit others for review. C. Hardware: Corrosion resistant. D. Miscellaneous support racks: Fabricate frames and trapeze structures for conduits and cables using minimum 12 -gage galvanized formed metal channel in combination with 3/8 inch hanger rods, brackets, swing connectors, clamps, clips, flanges and required appurtenances. Formed metal channel: 1 -1/2 by 1 -1/2 inch minimum with or without predrilled holes as required unless otherwise noted or approved. Use fittings designed for channel used. PART 3 EXECUTION 3.01 PROJECT SITE CONDITIONS A. Verify size, shape, and location of concrete pads. 3.02 INSTALLATION A. Fasten hanger rods, conduit clamps, and outlet and junction boxes to building structure using expansion anchors or beam clamps. Do not use spring steel clips and clamps. B. Use toggle bolts or hollow wall fasteners in hollow masonry, plaster, or gypsum board partitions and walls; expansion anchors or preset inserts in solid masonry walls; self - drilling anchors or expansion anchor on concrete surfaces. C. Do not fasten supports to piping, ductwork, mechanical equipment, or conduit. D. Do not use powder- actuated anchors. E Do not drill structural steel members. F. Fabricate supports from structural steel or steel channel, rigidly welded or bolted to present a neat appearance. Use hexagon head bolts with spring lock washers under nuts. G In wet locations Install free- standing electrical equipment on concrete pads. OCA•9•92033.01:E 7/31/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 16190-2 SECTION 16190 SUPPORTING DEVICES - 31 JULY 1992 BE &C ENGINEERS BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO, DCA -9- 92033 -TS -01 SECTION 16190 SUPPORTING DEVICES - 31 JULY 1992 H. Install surface - mounted cabinets and panelboards with at least four anchors. Provide steel channel supports to stand cabinet 1 inch off wall. I. Bridge studs top and bottom with channels to support flush- mounted cabinets and panelboards in stud walls. J. Spacing: Maximum spacing 8 feet on center, and within 6 inches of each fixture, switch, or other outlet. END OF SECTION DCA•9•92033.01:E 7/31/92 16190 -3 BE &C ENGINEERS PART 1 - GENERAL 1.01 SECTION INCLUDES A Nameplates B. Wire and cable markers C. Numbered tie wraps 1.02 SUBMITTALS A Submit Shop Drawings and product data. PART 2 - PRODUCTS 2.01 MATERIALS A Nameplates: Engraved three -layer laminated plastic, as defined later in this section, white characters on a black background. Emergency equipment nameplates: White characters on a red background. B. Wire and cable markers: Split sleeve or tubing type. Cloth or wrap- around adhesive types not approved. C. Conductor -color tape: Vinyl colored electrical tape. D. Tie wraps: Type scotch lock with provisions for numbering. E. Labels: Typed metalized polyester as manufactured by Brady. PART 3 - EXECUTION 3.01 INSTALLATION A. Degrease and clean surfaces to receive nameplates. B. Install nameplates parallel to equipment lines. C. Secure nameplates to equipment fronts using screws or rivets. Use of adhesives not approved. DCA•9•92033.01:E 7/31/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 16195-1 SECTION 16195 ELECTRICAL - IDENTIFICATION 31 JULY 1992 BE &C ENGINEERS 3.02 WIRE IDENTIFICATION A. Provide wire markers on each conductor in panelboard gutters, pull boxes, outlet and junction boxes, and at load connection. Identify with branch circuit or feeder number for power and lighting circuits, and with control wire number as indicated on schematic and interconnection diagrams. B. Identify conductors for power circuits to be identified per the following color code. 1 . Color Code: A -Phase B -Phase C -Phase Neutral Ground 2. For isolated /insulated ground circuits will be used: Conductor Phase A Phase B Phase C Neutral -Phase A Neutral -Phase B Neutral -Phase C Isolated Ground Equipment Ground 480Y/277V 208Y/120V Brown Orange Yellow Gray Green at 208Y/120V, the following color code Color Black Red Blue White Green Black Red Blue White with black stripe White with red stripe White with blue stripe Green with yellow stripe Green 3. Wire sizes smaller than number 8 AWG will have solid colored jackets and those larger than number 10 AWG may be taped at both ends and all pull /junction boxes with the appropriate colored tape. The color coding tape shall completely encircle the conductor for at least 3 inches. 3.03 NAMEPLATE ENGRAVING SCHEDULE A. Receptacles: Brady #CL- 111 -969 Metalized Polyester Label. Label must be typed, hand lettering will not be approved. Identify panel and circuit number, multi -pole circuits shall be identified by first pole position. DCA•9.92099.01:E 7121/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA -9- 92033 -TS -01 16195 - 2 SECTION 16195 ELECTRICAL - IDENTIFICATION 31 JULY 1992 BE&C SECTION 16195 ENGINEERS BUILDING 21-05 ELECTRICAL JOBS FOUNDATIONS IDENTIFICATION SPEC. NO. DCA-9-92033-TS-01 31 JULY 1992 7/8" 7/8" 1/4" • DC014.921:133.01:E W31/92 BEVELED EDGE PANEL K10 1 480V, 3 PHASE 3W, 60HZ FROM BREAKER #18 SUBSTATION #1 4-1/2" NOTE: LETTERING ON FIRST LINE IS 3/8" HIGH. ALL OTHER LINES OF LETTERING ARE 1/8" HIGH WITH 1/8" SPACING BETWEEN LINES. TYPICAL NAMEPLATE NOT TO SCALE 16195-3 FIGURE 1 END OF SECTION 1/4" 1/8" HOLE FOR POP RIVETS (TYPICAL BE &C BUILDING 21 -05 SECTION 16440 ENGINEERS JOBS FOUNDATIONS DISCONNECT SWITCHES SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 1 - GENERAL 1 .01 SECTION INCLUDES A. Disconnect switches. B. Enclosures. 1.02 RELATED SECTIONS Section 16010 - Basic Electrical Requirements 1.03 REFERENCES FS W -F -870 Fuseholders (For Plug and Enclosed Cartridge Fuses). FS W -S -865 Switch, Box, (Enclosed), Surface - Mounted. NEMA KS 1 Enclosed Switches. 1.04 SUBMITTALS A. Submit product data including outline drawings with dimensions, and equipment ratings for voltage, capacity, horsepower, and short circuit. 1.05 OPERATION AND MAINTENANCE DATA A. Submit data under provisions of Section 01630. PART 2 - PRODUCTS 2.01 ACCEPTABLE MANUFACTURER - DISCONNECT SWITCHES A. General Electric 2.02 DISCONNECT SWITCHES A. Disconnect switches to be NEMA type HD, single throw, and have current and voltage rating shown on the Drawings. B. Switches to be operated with external operating handle, an integral part of the box, not the cover. The operating mechanism will be quick -make, quick -break and will not be capable of being restrained by the operating handle during the opening or closing operation. DCA•9•92033.01:E 7/31/92 16440 -1 BE &C BUILDING 21 -05 SECTION 16440 ENGINEERS JOBS FOUNDATIONS DISCONNECT SWITCHES SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 C. Dual interlocks shall interlock the switch box cover with the switch mechanism and shall prevent opening or closing the box cover when the switch contacts are closed and the switch mechanism is in the ON position. An interlock release to be provided to defeat the interlocking mechanism and to permit opening the box cover when the switch contacts are closed, using an external hand tool. D. Switch handles to be designed for padlocking in the OFF position. Current- carrying metal parts of the switch to be enclosed. E. Enclosures: NEMA 1 for interior dry locations, NEMA 3R for exterior and interior areas subject to moisture. PART 3 - EXECUTION 3.01 INSTALLATION A Install disconnect switches where indicated on Drawings. B. Install disconnect switches with handle action up for ON and down for OFF. DCA•9.92033.0t :E 7/31/92 END OF SECTION 16440-2 BE &C BUILDING 21 -05 SECTION 16470 ENGINEERS JOBS FOUNDATIONS CIRCUIT BREAKERS SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 PART 1 GENERAL 1.01 SECTION INCLUDES A. Circuit breakers. 1.02 RELATED SECTIONS Section 16195 - Electrical Identification 1.03 REFERENCED STANDARDS FS W -C -375 Circuit Breakers, Molded Case, Branch Circuit and Service NEMA AB 1 Molded Case Circuit Breakers NEMA PB 1.1 Instructions for Safe Installation, Operation and Maintenance of Panelboards Rated 600 Volts or Less NEMA PB 1.2 Application Guide for Ground -Fault Protective Devices for Equipment 1.04 SUBMITTALS A Submit Shop Drawings for component devices. B. Include voltage, main bus ampacity, integrated short circuit ampere rating, and circuit breaker arrangement sizes. PART 2 - PRODUCTS 2.01 ACCEPTABLE MANUFACTURER A General Electric 2.02 CIRCUIT BREAKERS A Minimum integrated short circuit rating: 10,000 amperes rms symmetrical for 208Y/120 volt panelboards; 30,000 amperes rms symmetrical for 480Y/277 volt panelboards, or as shown on Drawings. B. Molded case circuit breakers: NEMA AB 1; provide circuit breakers with integral thermal and instantaneous magnetic trip in each pole. Provide circuit breakers UL listed as Type HACR for air conditioning equipment branch circuits. C. Molded case circuit breakers with current limiters: NEMA AB 1; provide circuit breakers with replaceable current limiting elements, In addition to integral thermal and instantaneous magnetic trip in each pole. DCA•9•92033.01:E 7/31192 16470-1 BE &C BUILDING 21 -05 SECTION 16470 ENGINEERS JOBS FOUNDATIONS CIRCUIT BREAKERS SPEC. NO. DCA -9- 92033 -TS -01 - 31 JULY 1992 D. Current limiting molded case circuit breakers; NEMA AB 1; provide circuit breakers with integral thermal and instantaneous magnetic trip in each pole, coordinated with automatically resetting current limiting elements in each pole. Interrupting rating 100,000 symmetrical amperes let- through current and energy level less than permitted for same size Class RK -5 fuse. E Provide shunt trip main breakers in panels as indicated on drawings and panel schedules. Shunt trip coils: rated 120 VAC and have automatic disconnect feature via built -in auxiliary contact. PART 3 - EXECUTION 3.01 INSTALLATION A. Install circuit breakers in existing panelboards. B. Provide typed circuit directory mounted in a directory frame with transparent cover on the interior door for each branch circuit panelboard. Revise directory to reflect circuiting changes required to balance phase loads. 3.02 FIELD QUALITY CONTROL A. Provide the necessary test equipment and personnel to conduct tests on the completed panelboard installations. Electrical tests to be witnessed by the Engineer or his designated representative. B. Measure steady state load currents at each panelboard feeder. Should the difference at any panelboard between phases exceed 20 %, rearrange circuits in the panelboard to balance the phase loads within 20 %. Take care to maintain proper phasing for multi -wire branch circuits. C. Visual and mechanical inspection: inspect for physical damage, proper alignment, anchorage, and grounding. Check proper installation and tightness of connections for circuit breakers, fusible switches, and fuses. D. Electrical test and inspection: Test installed panelboards and wiring for short circuits and ground faults before energizing. Test insulation resistance between phase conductors and to ground with a 2500 VDC megohmeter; reading to be not less than 10 megohms. Attachments: Electrical Panel Schedules F7 G7.5 OCA•9•92033.01 :E 7/31/92 END OF SECTION 16470 -2 PANEL F7 TYPE I.E.M. TYPE PIB SURFACE or FLUSH * MAIN BKR. 225A, 3P RATING 208Y/120V,3P,4W,225A BUS REF. DWG. NO(s) 121 -005 - 2001 -E38 REVISION(s) A ENGINEER CIRCUIT 1a 3b 5c 7a 9b 11c 13a 15b 170 19a 21b 23o 25a 27b 29c 31a 33b 35o 37a 39b 41c 2a 4b 6c 8a 10b 12c 14a 16b 18c 20a 22b 24c 26a 28b 30c 32a 34b 36c 38a 40b 42c DEMAND * Stub out ELECTRICAL PANEL SCHEDULE BLDG 21 -05 (E) D CA -9- 92033 -TS -01 FRAMES WIRE & AMPS SIZE LOAD DESCRIPTION THQB 20 SPARE THOB 20 SPARE THQB 20 SPARE THQB 20 #12 (5) DUPLEX RECEPTACLES THQB 20 #12 (4) DUPLEX RECEPTACLES THQB 20 #12 (2) DED DUPLEX RECEPTACLES 8100 SYS THQB 20 THQB 20 #12 (1) 4-PLEX RECEPTACLES THOB 20 #10 JOBS MACHINES 1-3 RECEPT #12 (1) 4-PLEX RECEPTACLES THQB 20 #12 (3) DUPLEX RECEPTACLES THOB 20 #12 (5) DUPLEX RECEPTACLES THOB 20 #12 JOBS MACHINES 1-3 LIGHTING THOB 20 #10 JOBS MACHINES 1 -3 RECEPT THQB 20 #12 JOBS SUMPS 1 -4 HI -LEVEL ALARM THQB 30 # 10 (1) HUBBELL #2610 RECEPT THQB 30 #10 (1) HUBBELL #2610 RECEPT SPACE WITH HARDWARE SPACE WITH HARDWARE SPACE WITH HARDWARE SPACE WITH HARDWARE SPACE WITH HARDWARE SPACE WITH HARDWARE SPACE WITH HARDWARE THQB 20 #12 (4) DUPLEX RECEPTACLES THQB 20 #12 (4) DUPLEX RECEPTACLES THOB 20 #12 (3) DUPLEX RECEPTACLES THQB 20 #12 (3) DUPLEX RECEPTACLES THQB20 #12 USED THQB 20 #12 JOBS MACHINE 4 UGHTING THQB 20 #10 JOBS MACHINE 4 RECEPT THOB 20 # 12 JOBS SUMPS 5 & 6 HI -LEVEL ALARM THQB 20 SPARE THQB 20 SPARE 2 POLE SPACE WITH HARDWARE SPACE WITH HARDWARE SPACE WITH HARDWARE SPACE WITH HARDWARE SPACE WITH HARDWARE SPACE WITH HARDWARE SPACE WITH HARDWARE kVA= CONNECTED kVA= TOTAL AMPERES a 5 2 SPACE WITH HARDWARE b c 2 NOM 2 6 spare one Inch conduits Into ceiling space where panel Is recessed In wall. DATE 8.15.89 LOCATION COL. F/7 FEEDERS 2 "C,4 #4/0 VIA 75kVA XFMR TOP or BOTTOM FROM PANEL G7.3, CKT 2,4,6 SHORT CKT. RTG., Isym REVISED CKT. 19 ,21,23,14,16,18,20,1,3,5,24,26 DATE REVISED 7.15.92 JOB NO. 92033 - 92080 F -D 6.5 F -D 6.5 F -D 6.5 F -D 6.5 F -G 6 F -G 6 F -G 6 SPEC.NO LOCATION Section 16470 Attachment PANEL G7.5 TYPE 277/480V IEM SURFACE or FLUSH * MAIN BKR. 800A, 3P RATING 800A REF. DWG. NO(s) 121 -005 - 2001 -E58 REVISION (s) ENGINEER 15A 3-POLE 100A 3-POLE 3 -POLE 100A 3-POLE 3 -POLE 3-POLE 80A 3-POLE 30A 3-POLE 3-POLE #10 #10 #10 ROLL -UP DOOR JOBS MACHINE #1 JOBS MACHINE #2 JOBS MACHINE #3 JOBS MACHINE #4 JOBS SUMP PUMP 5 & 6 FEEDER OVERHEAD CRANE OVERHEAD CRANE JOBS SUMP PUMPS 1-4 FEEDER 46.8 FRAMES CIRCUIT & AMPS 1a 80A 3b 5c 3 -POLE 7a 9b 11c 13a 15b 17o 19a 21b 230 25a 27b 29c 31a 33b 35c 37a 39b 41c 2a 4b 6c 8a 10b 12c 14a 16b 18c 20a 22b 24c 26a 28b 30c 32a 34b 36c 38a 40b 420 DEMANDkVA= * Stub out WIRE SIZE ELECTRICAL PANEL SCHEDULE BLDG 21 -05 (E) OVERHEAD CRANE DATE 10.13.89 LOCATION COL G/7 FEEDERS (2)3 "C,(3)500M,1 #3/0 NEUT TOP or BOTTOM FROM SHORT CKT. RTG. REVISED CKT. DATE REVISED JOB NO. LOAD DESCRIPTION spare one Inch conduits into ceiling space where panel is recessed In wall. , Isym 13,19,25,31,14,20 7.15.92 92033 - 92080 AMPERES a b c 46.8 46.8 ........,.... CONNECTED kVA= 437.85 TOTAL 550 550 550 DCA- 9- 920 33 -TS -01 SPEC.NO. 46.8 F 6.5 E 6.5 D 6.5 G6 E 6.5 G6 LOCATION Section 16470 Attachment BE &C SECTION 16510 ENGINEERS BUILDING 21 -05 INTERIOR LIGHTING JOBS FOUNDATIONS - FIXTURES SPEC. NO. DCA- 9- 92033 -TS -01 31 JULY 1992 PART 1 - GENERAL 1.01 SECTION INCLUDES A. Interior luminaires 1.02 RELATED SECTIONS Section 16010 - Basic Electrical Requirements 1.03 SUBMITTALS A. Submit product data. B. Submit manufacturer's installation instructions. C. Include photometric data, outline drawings, support points, weights and accessory information for each luminaire type. PART 2 - PRODUCTS 2.01 FLUORESCENT FIXTURES A. Housing: Heavy duty 16 -gauge rolled steel. B. Mounting: Wall Mounted C. Lens: Injection molded clear textured polycarbonate, fully gasketed with stainless steel tamperproof screens. D. Reflector: Asymetric E. Lamp: (1) T -8 F. Voltage: 120 V G Acceptable Manufacturers 1. Lithonia - VDC•Series 2. Substitutions under provisions of Section 01630. DCA•9•92033.01:E 7/31/02 10 -1 BE &C ENGINEERS PART 3 - EXECUTION 3.01 INSTALLATION A. Furnish and install lamps In luminaries and lampholders. B. Support lumunaires in service bay with steel channel attached to building structure. 3.02 ADJUSTING AND CLEANING A. Clean lenses and diffusers at completion of work. Clean paint splatters, dirt, and debris from installed luminaires. DCA•9•92033.01 :E 7/31/92 BUILDING 21 -05 JOBS FOUNDATIONS SPEC. NO. DCA- 9- 92033 -TS -01 END OF SECTION 16510.2 SECTION 16510 INTERIOR LIGHTING • FIXTURES 31 JULY 1992 0 0 0 / 0 /7 0 0 ! , 0 Z c.) 0 2/ 22 23 0 0 2 8 0 0 0 0 32 0 33 34 3r ie e 0 ct, 0 0 cif 3. e, d4 0 ler o de o a 4 0 00 5_4 o .s_s 0 00 r 4 s rd 0 ..Cr 0 0 6/ ez 0 0 4 0 0 0 a 7/ 0 72 73 74 7f o 0 0 0 0 . 0 0 0 O- . 27 a' LC 77 — cr, c, 3 c9/ F /--10 et4 c-R cSZ /4? C- 09(.."/De 03. &ct .ffiae fi 3-5 O" 0, C 7 r a c 5' 87 .8d O /7 /8 O 0 /r 0 2 ., 2/ O O 22 23 e 0 z4 /z z 0 3 c 3/ 3 z /9 13 3 0 0 3 f 1 0 37 ja iC 00 00000 41 d4 SrS do d) 4 47 st S'. dL 'S/ 4� .r6 S7 0 00 S8 S r G 44 o 6 / Gz dG 47 G. 4c° e4 0 67 7c, $3 54 7/ o 72 71 s'c S 7 74 7f o - SY 7‘ G a 77 0 , o 0 n u l _ o ad 4' /z Gmv /7L 1, @ 3 - c c9 C 83 G e¢ 7 es ac 87 /v // /2 Z 7e 03 BE&C ENGINEERS r ...„.„...7:...?,_„...,, A 10 , PROJECT R106 0/—c)- 5 — / JOB NO. I c/ - T 0 3? - fz 4 FIG. BY C , 5 CHECKED BY /1/41 DATE 7- /a - 7' Z / c -770 /C/ 77, / J. / 2 x =_- te‘ ce, 7c X.23771 REV. 5/90 c-) 2 z. 0 0 , e G7 12 , ,7 - O/prr 2 re/2. z z Z. .0 cp 7 • X. / 2 A' / T /J To scf.5 ez../ 72-? -r 27 , j„.?- & 3-6 c:t zey f /6 zr -r / 7 /d P.O. Box 3707 Seattle, Washington 98124•2207 Mail Sto : SHEETP__i OF_ .sc,/ /zef0/17" 07/16/1992 11:48 Filename: 2105FBF1.ANL **** * * * * * * * * * * * * * * * ** * * * * ** ** * * * * ** * * * * * * * STAAD - III * REVISION 12.Ib(VERSION 12 LEVEL 1) * PROPRIETARY PROGRAM OF * RESEARCH ENGINEERS.INC. * DATE= JUL 16. 1992 * TIME= 11:46:47 * 1. STAAO SPACE BLDG 21 -05 FBOF TOOLING FOUNDATION 1 2. *FILE NAME : 2105FBFI : PREPARED BY C SU 3. UNIT KIP FEET 4. JOINT COORDINATES 5. 1 0. 0. O. 13 44. 0. 0. 6. 14 0. 0. 3.67 26 44. 0. 3.67 7. 27 0. 0. 7.33 39 44. 0. 7.33 8. 40 0. 0. 11.0 52 44. 0. 11.0 9. 53 0. 0. 14.67 65 44. 0. 14.67 10. 66 0. 0. 18.33 78 44. 0. 18.33 11. 79 0. 0. 22.0 91 44. O. 22.0 12. ELEMENT INCIDENCE 13. 1 1 14 15 2 TO 12 14. 13 14 27 28 15 TO 24 15. 25 27 40 41 28 TO 36 16. 37 40 53 54 41 TO 48 17. 49 53 66 67 54 TO 60 18. 61 66 79 80 67 TO 72 19. UNIT INCH 20. ELEMENT PROPERTIES 21. 1 TO 72 TH 12. 22. CONSTANTS 23. E 3605. ALL 24. DEN CONCRETE ALL 25. SUPPORT 26. 1 13 79 91 FIXED BUT MX MY MZ KFY 96.8 27. 14 26 27 39 40 52 53 65 66 78 FIXED BUT MX MY HZ KFY 193.6 28. 2 TO 12 80 TO 90 FIXED BUT MX MY MZ KFY 193.6 29. 15 TO 25 28 TO 38 41 TO 51 FIXED BUT MX MY MZ KFY 387.2 30. 54 TO 64 67 TO 77 FIXED BUT MX MY HZ KFY 387.2 31. UNIT FEET 32. LOAD 1 CONCRETE WEIGHT 33. SELFWEIGHT 34. LOAD 2 EQUIPMENT WEIGHT 1 35. JOINT LOAD 36. 15 17 19 41 43 45 FY -2.417 37. LOAD 3 EQUIPMENT WEIGHT 2 38. JOINT LOAD 39. 31 57 33 59 35 61 FY -2.417 40. LOAD COMBINATION 4 DL + W1 41. 1 1.0 2 1.0 42. LOAD COMBINATION 5 DL + W2 43. 1 1.0 3 1.0 44. PERFORM ANALYSIS Page 1 PAGE NO. 1 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 : PREPARED BY C SU PROBLEM STATISTICS NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 91/ 72/ 91 ORIGINAL /FINAL BAND -WIDTH = 14/ 12 TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 546 SIZE OF STIFFNESS MATRIX = 42588 DOUBLE PREC. WORDS TOTAL REQUIRED DISK SPACE = 1.13 MEGA -BYTES ++ PROCESSING ELEMENT STIFFNESS MATRIX. ++ PROCESSING GLOBAL STIFFNESS MATRIX. ++ PROCESSING TRIANGULAR FACTORIZATION. ***WARNING - IMPROPER LOAD WILL CAUSE INSTABILITY DIRECTION = MY PROBABLE CAUSE MODELING PROBLEM ++ CALCULATING JOINT DISPLACEMENTS. ++ CALCULATING ELEMENT FORCES. 45. 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MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 2 0.00 -0.01 0.00 0.07 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.45 SMIN= 0.01 TMAX= 0.22 ANGLE= 7.1 BOTT: SMAX= -0.01 SMIN= -0.45 TMAX= 0.22 ANGLE= 7.1 3 0.00 -0.01 0.01 -0.02 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.13 SMIN= -0.22 TMAX= 0.18 ANGLE= -27.5 BOTT: SMAX= 0.22 SMIN= -0.13 TMAX= 0.18 ANGLE= -27.5 4 0.00 -0.01 0.00 0.07 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.45 SHIN= 0.01 TMAX= 0.22 ANGLE= 7.1 BOTT: SMAX= -0.01 SMIN= -0.45 TMAX= 0.22 ANGLE= 7.1 5 0.00 -0.01 0.01 -0.02 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.13 SMIN= -0.22 TMAX= 0.18 ANGLE= -27.4 BOTT: SMAX= 0.22 SMIN= -0.13 TMAX= 0.18 ANGLE= -27.4 9 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 -0.01 0.00 0.03 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.20 SMIN= 0.01 TMAX= 0.10 ANGLE= 10.7' BOTT: SMAX= -0.01 SMIN= -0.20 TMAX= 0.10 ANGLE= 10.7 3 -0.01 -0.02 0.00 -0.03 -0.05 0.00 0.00 0.00 TOP : SMAX= 0.22 SMIN= -0.36 TMAX= 0.29 ANGLE= -36.0 BOTT: SMAX= 0.36 SMIN= -0.22 TMAX= 0.29 ANGLE= -36.0 4 0.00 -0.01 0.00 0.03 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.20 SHIN= 0.01 TMAX= 0.10 ANGLE= 10.8 BOTT: SMAX= -0.01 SMIN= -0.20 TMAX= 0.10 ANGLE= 10.8 5 -0.01 -0.02 0.00 -0.03 -0.05 0.00 0.00 0.00 TOP : SMAX= 0.22 SMIN= -0.36 TMAX= 0.29 ANGLE= -35.9 BOTT: SMAX= 0.36 SMIN= -0.22 TMAX= 0.29 ANGLE= -35.9 10 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 TOP : SMAX =- 0.04 SMIN= 0.00 TMAX= 0.02 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= -0.04 TMAX= 0.02 ANGLE= 90.0 3 0.01 -0.02 0.00 0.03 -0.05 0.00 0.00 0.00 TOP : SMAX= 0.39 SMIN= -0.20 TMAX= 0.30 ANGLE= 37.9 BOTT: SMAX= 0.20 SMIN= -0.39 TMAX= 0.30 ANGLE= 37.9 Page 16 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 "FILE NAME : 2105FBF1 ; PREPARED BY C SU -- PAGE NO. 17 4 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 TOP : SMAX= 0.04 SMIN= 0.00 TMAX= 0.02 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= -0.04 TMAX= 0.02 ANGLE= 90.0 5 0.01 -0.02 0.00 0.03 -0.05 0.00 0.00 0.00 TOP : SMAX= 0.39 SMIN= -0.20 TMAX= 0.30 ANGLE= 38.0 BOTT: SMAX= 0.20 SMIN= -0.39 TMAX= 0.30 ANGLE= 38.0 11 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.02 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.02 SMIN= 0.00 TMAX= 0.01 ANGLE= 90.0 3 0.00 -0.01 0.00 0.02 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.21 SMIN= -0.10 TMAX= 0.16 ANGLE= 31.1 BOTT: SMAX 0.10 SHIN= -0.21 TMAX= 0.16 ANGLE= 31.1 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.01 SMIN= -0.01 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.01 SMIN= -0.01 TMAX= 0.01 ANGLE= 90.0 5 0.00 -0.01 0.00 0.02 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.21 SHIN= -0.10 TMAX= 0.16 ANGLE= 31.2 BOTT: SMAX= 0.10 SMIN= -0.21 TMAX= 0.16 ANGLE= 31.2 12 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.01 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.01 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 3 0.00 -0.01 0.00 0.01 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.07 SMIN= -0.04 TMAX= 0.06 ANGLE= 90.0 BOTT: SMAX= 0.04 SMIN= -0.07 TMAX= 0.06 ANGLE= 90.0 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.01 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.01 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 5 0.00 -0.01 0.00 0.01 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.07 SMIN= -0.04 TMAX= 0.06 ANGLE= 90.0 BOTT: SMAX= 0.04 SMIN= -0.07 TMAX= 0.06 ANGLE= 90.0 Page 17 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 ; PREPARED BY C SU Page 18 -- PAGE NO. 18 ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE-LENGTH/WIDTH ELEMENT LOAD QX QY MX MY MXY ELEMENT LOAD QX QY MX MY MXY FX FY FXY FX FY FXY 13 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.08 -0.06 -0.10 -0.12 0.00 0.00 0.00 0.00 TOP : SMAX= -0.60 SMIN= -0.71 TMAX= 0.06 ANGLE= -3.9 BOTT: SMAX= 0.71 SMIN= 0.60 TMAX= 0.06 ANGLE= -3.9 3 0.00 0.00 -0.01 0.01 0.01 0.00 0.00 0.00 TOP : SMAX= 0.09 SMIN= -0.06 TMAX= 0.08 ANGLE= -21.6 BOTT: SMAX= 0.06 SMIN= -0.09 TMAX= 0.08 ANGLE= -21.6 4 0.08 -0.06 -0.10 -0.12 0.00 0.00 0.00 0.00 TOP : SMAX= -0.59 SMIN= -0.71 TMAX= 0.06 ANGLE= -3.8 BOTT: SMAX= 0.71 SMIN= 0.59 TMAX= 0.06 ANGLE= -3.8 5 0.00 0.00 -0.01 0.01 0.01 0.00 0.00 0.00 TOP : SMAX= 0.09 SMIN= -0.06 TMAX= 0.07 ANGLE= -21.9 BOTT: SMAX= 0.06 SMIN= -0.09 TMAX= 0.07 ANGLE= -21.9 14 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.08 0.09 -0.09 -0.06 0.00 0.00 0.00 0.00 TOP : SMAX= -0.37 SMIN= -0.54 TMAX= 0.09 ANGLE= 2.3 BOTT: SMAX= 0.54 SMIN= 0.37 TMAX= 0.09 ANGLE= 2.3 3 0.00 0.01 -0.01 0.04 0.02 0.00 0.00 0.00 TOP : SMAX= 0.30 SMIN= -0.08 TMAX= 0.19 ANGLE= -19.2 BOTT: SMAX= 0.08 SMIN= -0.30 TMAX= 0.19 ANGLE= -19.2 4 0.08 0.09 -0.09 -0.06 0.00 0.00 0.00 0.00 TOP : SMAX= -0.36 SMIN= -0.53 TMAX= 0.08 ANGLE= 2.3 BOTT: SMAX= 0.53 ; SMIN= 0.36 TMAX= 0.08 ANGLE= 2.3 5 0.00 0.01 -0.01 0.04 0.02 0.00 0.00 0.00 TOP : SMAX= 0.30 SMIN= -0.07 TMAX= 0.19 ANGLE= -19.3 BOTT: SMAX= 0.07 SMIN= -0.30 TMAX= 0.19 ANGLE= -19.3 15 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.08 -0.08 -0.08 -0.04 0.00 0.00 0.00 0.00 TOP : SMAX= -0.21 SMIN= -0.51 TMAX= 0.15 ANGLE= 0.9 BOTT: SMAX= 0.51 SMIN= 0.21 TMAX= 0.15 ANGLE= 0.9 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 ; PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIP FEET -- PAGE NO. 19 FORCE OR STRESS = FORCE/WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 3 0.02 -0.02 -0.03 0.05 0.04 0.00 0.00 0.00 TOP.: SMAX= 0.40 SHIN= -0.30 TMAX= 0.35 ANGLE= -23.1 BOTT: SMAX= 0.30 SMIN= -0.40 TMAX= 0.35 ANGLE= -23.1 4 0.08 -0.08 -0.08 -0.04 0.00 0.00 0.00 0.00 TOP : SMAX= -0.21 SMIN= -0.50 TMAX= 0.14 ANGLE= 0.9 BOTT: SMAX= 0.50 SMIN= 0.21 TMAX= 0.14 ANGLE= 0.9 5 0.02 -0.02 -0.03 0.05 0.04 0.00 0.00 0.00 TOP : SMAX= 0.40 SHIN= -0.30 TMAX= 0.35 ANGLE= -23.1 BOTT: SMAX= 0.30 SMIN= -0.40 TMAX= 0.35 ANGLE= -23.1 16 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.08 0.07 -0.09 -0.05 0.00 0.00 0.00 0.00 TOP : SMAX= -0.30 SHIN= -0.51 TMAX= 0.10 ANGLE= 1.7 BOTT: SMAX= 0.51 SMIN= 0.30 TMAX= 0.10 ANGLE= 1.7 3 -0.10 -0.11 -0.10 -0.08 0.04 0.00 0.00 0.00 TOP : SMAX= -0.31 SMIN= -0.80 TMAX= 0.24 ANGLE= -38.2 BOTT: SMAX= 0.80 SHIN= 0.31 TMAX= 0.24 ANGLE= -38.2 4 0.08 0.07 -0.08 -0.05 0.00 0.00 0.00 0.00 TOP : SMAX= -0.30 SMIN= -0.51 TMAX= 0.10 ANGLE= 1.7 BOTT: SMAX= 0.51 SHIN= 0.30 TMAX= 0.10 ANGLE= 1.7 5 -0.10 -0.11 -0.10 -0.08 0.04 0.00 0.00 0.00 TOP : SMAX= -0.31 SHIN= -0.79 TMAX= 0.24 ANGLE= -38.4 BOTT: SMAX= 0.79 SMIN= 0.31 TMAX= 0.24 ANGLE= -38.4 17 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.08 -0.09 -0.09 -0.09 0.00 0.00 0.00 0.00 TOP : SMAX= -0.52 SHIN= -0.55 TMAX= 0.02 ANGLE= 90.0 BOTT: SMAX= 0.55 SHIN= 0.52 TMAX= 0.02 ANGLE= 90.0 3 -0.09 0.09 -0.13 -0.08 0.02 0.00 0.00 0.00 TOP : SMAX= -0.44 SMIN= -0.82 TMAX= 0.19 ANGLE= -21.3 BOTT: SMAX= 0.82 SHIN= 0.44 TMAX= 0.19 ANGLE= -21.3 4 0.08 -0.09 -0.09 -0.09 0.00 0.00 0.00 0.00 TOP : SMAX= -0.52 SMIN= -0.55 TMAX= 0.02 ANGLE= 90.0 BOTT: SMAX= 0.55 SHIN= 0.52 TMAX= 0.02 ANGLE= 90.0 Page 19 07/16/1992 11:48 Filename: 2105FBFI.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 ; PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY FX FY FXY Page 20 -- PAGE NO. 20 PIXY 5 -0.09 0.09 -0.13 -0.08 0.02 0.00 0.00 0.00 TOP : SMAX= -0.44 SMIN= -0.82 TMAX= 0.19 ANGLE= -21.4 BOTT: SMAX= 0.82 SMIN= 0.44 TMAX= 0.19 ANGLE= -21.4 18 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.09 0.09 -0.07 -0.10 0.00 0.00 0.00 0.00 TOP : SMAX= -0.44 SMIN= -0.60 TMAX= 0.08 ANGLE= -3.3 BOTT: SMAX= 0.60 SMIN= 0.44 TMAX= 0.08 ANGLE= -3.3 3 -0.09 -0.08 -0.13 -0.06 0.00 0.00 0.00 0.00 TOP : SMAX= -0.35 SHIN= -0.78 TMAX= 0.21 ANGLE= -2.3 BOTT: SMAX= 0.78 SMIN= 0.35 TMAX= 0.21 ANGLE= -2.3 4 0.09 0.09 -0.07 -0.10 0.00 0.00 0.00 0.00 TOP : SMAX= -0.43 SMIN= -0.60 TMAX= 0.08 ANGLE= -3.3 BOTT: SMAX= 0.60 SHIN= 0.43 TMAX= 0.08 ANGLE= -3.3 5 -0.09 -0.08 -0.13 -0.06 0.00 0.00 0.00 0.00 TOP : SMAX= -0.35 SMIN= -0.78 TMAX= 0.21 ANGLE= -2.3 BOTT: SMAX= 0.78 SMIN= 0.35 TMAX= 0.21 ANGLE= -2.3 19 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SKIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.01 -0.01 0.08 0.00 0.00 0.00 0.00 TOP : SMAX= 0.49 SMIN= -0.06 TMAX= 0.27 ANGLE= 1.1 BOTT: SMAX= 0.06 SMIN= -0.49 TMAX= 0.27 ANGLE= 1.1 3 -0.09 0.08 -0.13 -0.06 0.00 0.00 0.00 0.00 TOP : SMAX= -0.35 SMIN= -0.78 TMAX= 0.21 ANGLE= 2.3 BOTT: SMAX= 0.78 ; SMIN= 0.35 TMAX= 0.21 ANGLE= 2.3 4 0.00 0.01 -0.01 0.08 0.00 0.00 0.00 0.00 TOP : SMAX= 0.49 SMIN= -0.05 TMAX= 0.27 ANGLE= 1.1 BOTT: SMAX= 0.05 SHIN= -0.49 TMAX= 0.27 ANGLE= 1.1 5 -0.09 0.08 -0.13 -0.06 0.00 0.00 0.00 0.00 TOP : SMAX= -0.35 SMIN= -0.78 TMAX= 0.21 ANGLE= 2.3 BOTT: SMAX= 0.78 SMIN= 0.35 TMAX= 0.21 ANGLE= 2.3 20 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 1 , ::: 4 ) . 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105F8F1 : PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY FX FY FXY 2 0.00 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.45 SMIN= 0.03 TMAX= BOTT: SMAX= -0.03 SMIN= -0.45 THAX= 3 -0.09 -0.09 -0.13 0.00 0.00 TOP : SMAX= -0.44 SMIN= -0.82 TMAX= BOTT: SMAX= 0.82 SMIN= 0.44 TMAX= 4 0.00 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.45 SMIN= 0.03 TMAX= BOTT: SMAX= -0.03 SHIN= -0.45 TMAX= 5 -0.09 -0.09 -0.13 0.00 0.00 TOP : SMAX= -0.44 SMIN= -0.82 TMAX= BOTT: SHAX= 0.82 SMIN= 0.44 TMAX= 21 1 22 1 -- PAGE NO. 21 MXY 0.07 0.00 0.00 0.21 ANGLE= 0.5 0.21 ANGLE= 0.5 -0.08 -0.02 0.00 0.19 ANGLE= 21.3 0.19 ANGLE= 21.3 0.08 0.00 0.00 0.21 ANGLE= 0.5 0.21 ANGLE= 0.5 -0.08 -0.02 0.00 0.19 ANGLE= 21.4 0.19 ANGLE= 21.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 -0.01 0.00 0.03 0.00 0.00 0.00 0.00 TOP : SMAX= 0.20 SMIN= 0.02 TMAX= 0.09 ANGLE= 3.5 BOTT: SMAX= -0.02 SMIN= -0.20 THAX= 0.09 ANGLE= 3.5 3 -0.10 0.11 -0.10 -0.08 -0.04 0.00 0.00 0.00 TOP : SMAX= -0.31 SMIN= -0.80 THAX= 0.24 ANGLE= 38.2 BOTT: SMAX 0.80 SHIN= 0.31 TMAX= 0.24 ANGLE= 38.2 4 0.00 -0.01 0.00 0.03 0.00 0.00 0.00 0.00 TOP : SMAX= 0.20 SMIN= 0.02 TMAX= 0.09 ANGLE= 3.6 BOTT: SMAX= -0.02 SMIN= -0.20 TMAX= 0.09 ANGLE= 3.6 5 -0.10 0.11 -0.10 -0.08 -0.04 0.00 0.00 0.00 TOP : SMAX= -0.31 SMIN= -0.79 THAX= 0.24 ANGLE= 38.4 BOTT: SMAX= 0.79 SHIN= 0.31 TMAX= 0.24 ANGLE= 38.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 TOP : •SMAX= 0.04 SHIN= 0.00 TMAX= 0.02 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= -0.04 THAX= 0.02 ANGLE= 90.0 3 0.02 0.02 -0.03 0.05 -0.04 0.00 0.00 0.00 TOP : SMAX= 0.40 SHIN= -0.30 TMAX= 0.35 ANGLE= 23.1 BOTT: SMAX= 0.30 SMIN= -0.40 THAX= 0.35 ANGLE= 23.1 Page 21 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION I *FILE NAME : 2105FBF1 ; PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD 4 TOP : SMAX= BOTT: SMAX= 5 TOP : SMAX= BOTT: SMAX= 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.01 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.01 SMIN= 0.00 TMAX= 0.01 ANGLE= 90.0 3 0.00 -0.01 -0.01 0.04 -0.02 0.00 0.00 0100 TOP : SMAX= 0.30 SMIN= -0.08 TMAX= 0.19 ANGLE= 19.2 BOTT: SMAX= 0.08 SMIN= -0.30 TMAX= 0.19 ANGLE= 19.2 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.01 TMAX= 0.01 ANGLE= 90.0' BOTT: SMAX= 0.01 SHIN= 0.00 TMAX= 0.01 ANGLE= 90.0 5 0.00 -0.01 -0.01 0.04 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.30 SMIN= -0.07 TMAX= 0.19 ANGLE= 19.3 BOTT: SMAX= 0.07 SMIN= -0.30 TMAX= 0.19 ANGLE= 19.3 23 1 24 1 TOP • SMAX= BOTT: SMAX= 2 TOP • SMAX= BOTT: SMAX= 3 TOP : SMAX= BOTT: SMAX= 4 TOP : SMAX= BOTT: SMAX= 5 TOP : SMAX= BOTT: SMAX= QX F X 0.00 0.00 0.00 0.05 SMIN= 0.00 SHIN= 0.02 0.02 0.00 0.40 SMIN= 0.30 SMIN= 0.00 0.00 0.00 0.00 SMIN= 0.00 SMIN= 0.00 0.00 0.00 0.00 SHIN= 0.01 ,SMIN= 0.00 0.00 0.00 0.09 SMIN= 0.06 SMIN= 0.00 0.00 0.00 0.00 SMIN= 0.01 SMIN= 0.00 0.00 0.00 0.09 SMIN= 0.06 SMIN= 0.00 0.00 0.00 TMAX= - 0.05 TMAX= - 0.03 0.00 - 0.30 TMAX= - 0.40 TMAX= 0.00 0.00 0.00 TMAX= 0.00 TMAX= 0.00 0.00 -0.01 TMAX= 0.00 TMAX= - 0.01 0.00 - 0.06 TMAX= -0.09 TMAX= 0.00 0.00 - 0.01 TMAX= 0.00 TMAX= - 0.01 0.00 -0.06 TMAX= -0.09 TMAX= -- PAGE NO. 22 MX MY MXY FY FXY 0.01 0.00 0.00 0.02 ANGLE= 90.0 0.02 ANGLE= 90.0 0.05 -0.04 0.00 0.35 ANGLE= 23.1 0.35 ANGLE= 23.1 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 0.01 -0.01 0.00 0.08 ANGLE= 21.6 0.08 ANGLE= 21.6 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 0.01 -0.01 0.00 0.07 ANGLE= 21.9 0.07 ANGLE= 21.9 Page 22 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 : PREPARED BY C SU -- PAGE NO. 23 ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 25 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 -0.09 -0.06 -0.11 -0.12 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.63 SMIN= -0.73 TMAX= 0.05 ANGLE= 90.0 BOTT: SMAX= 0.73 SMIN= 0.63 TMAX= 0.05 ANGLE= 90.0 3 0.00 0.01 0.00 0.02 0.00 0.00 . 0.00 0.00 TOP : SMAX= 0.10 SMIN= -0.01 TMAX= 0.05 ANGLE= -10.2 BOTT: SMAX= 0.01 SMIN= -0.10 TMAX= 0.05 ANGLE= -10.2 4 -0.09 -0.06 -0.11 -0.12 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.63 SHIN= -0.73 TMAX= 0.05 ANGLE= 90.0 BOTT: SMAX= 0.73 SHIN= 0.63 TMAX= 0.05 ANGLE= 90.0 5 0.00 0.01 0.00 0.02 0.00 0.00 0.00 0.00 TOP : SMAX= 0.10 SHIN= -0.01 TMAX= 0.06 ANGLE= -9.9 BOTT: SMAX= 0.01 SMIN= -0.10 TMAX= 0.06 ANGLE= -9.9 26 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 -0.09 0.09 -0.10 -0.06 0.00 0.00 0.00 0.00 TOP : SMAX= -0.36 SMIN= -0.59 TMAX= 0.12 ANGLE= 4.4 BOTT: SMAX= 0.59 SHIN= 0.36 TMAX= 0.12 ANGLE= 4.4 3 0.00 0.01 0.00 0.06 0.01 0.00 0.00 0.00 TOP : SMAX= 0.35 SMIN= -0.01 TMAX= 0.18 ANGLE= -5.7 BOTT: SMAX= 0.01 SMIN= -0.35 TMAX= 0.18 ANGLE= -5.7 4 -0.09 0.09 -0.10 -0.06 0.00 0.00 0.00 0.00 TOP : SMAX= -0.36 SMIN= -0.59 TMAX= 0.12 ANGLE= 4.3 BOTT: SMAX= 0.59 SMIN= 0.36 TMAX= 0.12 ANGLE= 4.3 5 0.00 0.01 0.00 0.06 0.01 0.00 0.00 0.00 TOP : SMAX= 0.35 SMIN= -0.01 -TMAX= 0.18 ANGLE= -5.7 BOTT: SMAX= 0.01 SMIN= -0.35 TMAX= 0.18 ANGLE= -5.7 27 1 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE = 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 -0.09 -0.08 -0.09 -0.04 0.00 0.00 0.00 0.00 TOP : SMAX= -0.22 SMIN= -0.56 TMAX= 0.17 ANGLE= 0.0 BOTT: SMAX= 0.56 SMIN= 0.22-TMAX= 0.17 ANGLE= 0.0 ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY FX FY FXY Page 23 07/16/1992 11:48 Filename: 2105FBF1.ANL Page 24 BLDG 21 -05 FBOF TOOLING FOUNDATION 1 -- PAGE NO. 24 *FILE NAME : 2105FBF1 : PREPARED BY C SU MXY 3 0.00 -0.01 -0.02 0.07 0.01 0.00 0.00 0.00 TOP : SMAX= 0.44 SHIN= -0.15 TMAX= 0.29 ANGLE= -8.2 BOTT: SMAX= 0.15 SMIN= -0.44 TMAX= 0.29 ANGLE= -8.2 4 -0.09 -0.08 -0.09 -0.04 0.00 0.00 0.00 0.00 TOP : SMAX= -0.22 SMIN= -0.56 TMAX= 0.17 ANGLE= 0.0 BOTT: SMAX= 0.56 SMIN= 0.22 TMAX= 0.17 ANGLE= 0.0 5 0.00 -0.01 -0.02 0.07 0.01 0.00 0.00 0.00 TOP : SMAX= 0.44 SMIN= -0.15 TMAX= 0.29 ANGLE= -8.2 BOTT: SMAX= 0.15 SMIN= -0.44 TMAX= 0.29 ANGLE= -8.2 28 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 -0.09 0.07 -0.09 -0.05 0.00 0.00 0.00 0.00 TOP : SMAX= -0.30 SMIN= -0.56 TMAX= 0.13 ANGLE= -4.7 BOTT: SMAX= 0.56 SMIN= 0.30 TMAX= 0.13 ANGLE= -4.7 3 0.09 -0.09 -0.10 -0.10 0.01 0.00 0.00 0.00 TOP : SMAX= -0.52 SMIN= -0.69 TMAX= 0.08 ANGLE= 90.0' BOTT: SMAX= 0.69 SMIN= 0.52 TMAX= 0.08 ANGLE= 90.0 4 -0.09 0.07 -0.09 -0.05 0.00 0.00 0.00 0.00 TOP : SMAX= -0.30 SMIN= -0.56 TMAX= 0.13 ANGLE= -4.7 BOTT: SMAX= 0.56 SMIN= 0.30 TMAX= 0.13 ANGLE= -4.7 5 0.09 -0.09 -0.10 -0.10 0.01 0.00 0.00 0.00 TOP : SMAX= -0.52 SMIN= -0.69 THAX= 0.08 ANGLE= 90.0 BOTT: SMAX= 0.69 SMIN= 0.52 TMAX= 0.08 ANGLE= 90.0 29 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 ,SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 -0.09 -0.09 -0.10 -0.09 0.01 0.00 0.00 0.00 TOP : SMAX= -0.49 SMIN= -0.61 TMAX= 0.06 ANGLE= 90.0 BOTT: SMAX= 0.61 SMIN= 0.49 TMAX= 0.06 ANGLE= 90.0 3 0.08 0.09 -0.12 -0.10 0.01 0.00 0.00 0.00 TOP : SMAX= -0.57 SMIN= -0.73 TMAX= 0.08 ANGLE= -11.6 BOTT: SMAX= 0.73 SMIN= 0.57 TMAX= 0.08 ANGLE= -11.6 4 -0.09 -0.09 -0.10 -0.09 0.01 0.00 0.00 0.00 TOP : SMAX= -0.49 SMIN= -0.61 TMAX= 0.06 ANGLE= 90.0 BOTT: SMAX= 0.61 SMIN= 0.49 TMAX= 0.06 ANGLE= 90.0 07/16/1532 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 : PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET -- PAGE NO. 25 FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX M MXY FX FY 5 0.08 0.09 -0.12 -0.10 0.01 0.00 0.00 0.00 TOP : SMAX= -0.57 SMIN= -0.73 TMAX= 0.08 ANGLE= -11.6 BOTT: SMAX= 0.73 SMIN= 0.57 TMAX= 0.08 ANGLE= -11.6 30 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 -0.09 0.09 -0.08 -0.10 0.02 0.00 0.00 0.00 TOP : SMAX= -0.40 SHIN= -0.66 TMAX= 0.13 ANGLE= 32.7 BOTT: SMAX= 0.66 SHIN= 0.40 TMAX= 0.13 ANGLE= 32.7 3 0.09 -0.08 -0.12 -0.07 0.00 0.00 0.00 0.00 TOP : SMAX= -0.40 SMIN= -0.74 TMAX= 0.17 ANGLE= -2.1 BOTT: SMAX= 0.74 SHIN= 0.40 TMAX= 0.17 ANGLE= -2.1 4 -0.09 0.09 -0.08 -0.10 0.02 0.00 0.00 0.00 TOP : SMAX= -0.40 SHIN= -0.66 TMAX= 0.13 ANGLE= 32.8 BOTT: SMAX= 0.66 SHIN= 0.40 TMAX= 0.13 ANGLE= 32.8 5 0.09 -0.08 -0.12 -0.07 0.00 0.00 0.00 0.00 TOP : SMAX= -0.40 SHIN= -0.74 TMAX= 0.17 ANGLE= -2.1 BOTT: SMAX= 0.74 SMIN= 0.40 TMAX= 0.17 ANGLE= -2.1 31 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.01 -0.01 0.08 0.02 0.00 0.00 0.00 TOP : SMAX= 0.49 SHIN= -0.08 TMAX= 0.29 ANGLE= -12.2 BOTT: SMAX= 0.08 SMIN= -0.49 TMAX= 0.29 ANGLE= -12.2 3 0.09 0.08 -0.12 -0.07 0.00 0.00 0.00 0.00 TOP : SMAX= -0.40 SHIN= -0.74 THAX= 0.17 ANGLE= 2.1 BOTT: SMAX= 0.74 SMIN= 0.40 TMAX= 0.17 ANGLE= 2.1 4 0.00 0.01 -0.01 0.08 0.02 0.00 0.00 0.00 TOP : SMAX= 0.49 SMIN= -0.08 TMAX= 0.29 ANGLE= -12.2 BOTT: SMAX= 0.08 SHIN= -0.49 TMAX= 0.29 ANGLE= -12.2 5 0.09 0.08 -0.12 -0.07 0.00 0.00 0.00 0.00 TOP : SMAX= -0.40 SMIN= -0.74 TMAX= 0.17 ANGLE= 2.1 BOTT: SMAX= 0.74 SMIN= 0.40 TMAX= 0.17 ANGLE= 2.1 32 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 Page 25 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 : PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET Page 26 -- PAGE NO. 26 FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 2 0.00 -0.01 0.01 0.07 0.01 0.00 0.00 0.00 TOP : SMAX= 0.42 SMIN= 0.03 TMAX= 0.20 ANGLE= -7.9 BOTT: SMAX= -0.03 SMIN= -0.42 TMAX= 0.20 ANGLE= -7.9 3 0.08 -0.09 -0.12 -0.10 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.57 SMIN= -0.73 TMAX= 0.08 ANGLE= 11.6 BOTT: SMAX= 0.73 SMIN= 0.57 TMAX= 0.08 ANGLE= 11.6 4 0.00 -0.01 0.01 0.07 0.01 0.00 0.00 0.00 TOP : SMAX= 0.42 SHIN= 0.03 TMAX= 0.20 ANGLE= -7.9 BOTT: SMAX= -0.03 SMIN= -0.42 TMAX= 0.20 ANGLE= -7.9 5 0.08 -0.09 -0.12 -0.10 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.57 SMIN= -0.73 TMAX= 0.08 ANGLE= 11.6 BOTT: SMAX= 0.73 SMIN= 0.57 TMAX= 0.08 ANGLE= 11.6 33 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 -0.01 0.00 0.03 0.00 0.00 0.00 0.00 TOP : SMAX= 0.18 SMIN= 0.03 TMAX= 0.08 ANGLE= -5.4' BOTT: SMAX= -0.03 SMIN= -0.18 TMAX= 0.08 ANGLE= -5.4 3 0.09 0.09 -0.10 -0.10 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.52 SMIN= -0.69 TMAX= 0.08 ANGLE= 90.0 BOTT: SMAX= 0.69 SMIN= 0.52 THAX= 0.08 ANGLE= 90.0 4 0.00 -0.01 0.00 0.03 0.00 0.00 0.00 0.00 TOP : SMAX= 0.18 SMIN= 0.03 TMAX= 0.08 ANGLE= -5.3 BOTT: SMAX= -0.03 SMIN= -0.18 TMAX= 0.08 ANGLE= -5.3 5 0.09 0.09 -0.10 -0.10 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.52 SMIN= -0.69 TMAX= 0.08 ANGLE= 90.0 BOTT: SMAX= 0.69 SMIN= 0.52 TMAX= 0.08 ANGLE= 90.0 / 34 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 - TOP : SMAX= 0.04 SMIN= 0.01 TMAX= 0.02 ANGLE= 90.0 BOTT: SMAX= -0.01 SMIN= -0.04 TMAX= 0.02 ANGLE= 90.0 3 0.00 0.01 -0.02 0.07 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.44 SMIN= -0.15 TMAX= 0.29 ANGLE= 8.2 BOTT: SMAX= 0.15 SMIN= -0.44 TMAX= 0.29 ANGLE= 8.2 07/16/1992 11:48 Filename: 2105FBFI.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 ; PREPARED BY C SU -- PAGE NO. 27 ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY Y 4 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 TOP : SMAX= 0.04 SMIN= 0.01 TMAX= 0.02 ANGLE= 90.0 BOTT: SMAX= -0.01 SKIN= -0.04 TMAX= 0.02 ANGLE= 90.0 5 0.00 0.01 -0.02 0.07 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.44 SMIN= -0.15 TMAX= 0.29 ANGLE= 8.2 BOTT: SMAX= 0.15 SHIN= -0.44 TMAX= 0.29 ANGLE= 8.2 35 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.01 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.01 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 3 0.00 -0.01 0.00 0.06 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.35 SMIN= -0.01 TMAX= 0.18 ANGLE= 5.7 BOTT: SMAX= 0.01 SMIN= -0.35 TMAX= 0.18 ANGLE= 5.7 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.01 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.01 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 5 0.00 -0.01 0.00 0.06 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.35 SMIN= -0.01 TMAX= 0.18 ANGLE= 5.7 BOTT: SMAX= 0.01 SHIN= -0.35 TMAX= 0.18 ANGLE= 5.7 36 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.01 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.01 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 3 0.00 -0.01 0.00 0.02 0.00 0.00 0.00 0.00 TOP : SMAX= 0.10 SHIN= -0.01 TMAX= 0.05 ANGLE= 10.2 BOTT: SMAX= 0.01 SMIN= -0.10 TMAX= 0.05 ANGLE= 10:2 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.01 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.01 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 5 0.00 -0.01 0.00 0.02 0.00 0.00 0.00 0.00 TOP : SMAX= 0.10 SHIN= -0.01 TMAX= 0.06 ANGLE= 9.9 BOTT: SMAX= 0.01 SMIN= -0.10 TMAX= 0.06 ANGLE= 9.9 Page 27 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 ; FREPARED BY C SU Page 28 -- PAGE NO. 28 ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 37 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.08 -0.07 -0.11 -0.10 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.53 SMIN= -0.73 TMAX= 0.10 ANGLE= 90.0 BOTT: SMAX= 0.73 SMIN= 0.53 TMAX= 0.10 ANGLE= 90.0 3 0.00 0.01 0.00 0.02 0.00 0.00 0.00 0.00 TOP : SMAX= 0.10 SMIN= -0.01 TMAX= 0.05 ANGLE= 10.2 BOTT: SMAX= 0.01 SMIN= -0.10 TMAX= 0.05 ANGLE= 10.2 4 0.08 -0.07 -0.11 -0.10 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.53 SMIN= -0.73 TMAX= 0.10 ANGLE= 90.0 BOTT: SMAX= 0.73 SMIN= 0.53 TMAX= 0.10 ANGLE= 90.0 5 0.00 0.01 0.00 0.02 0.00 0.00 0.00 0.00 TOP : SMAX= 0.10 SMIN= -0.01 TMAX= 0.06 ANGLE= 9.9 BOTT: SMAX= 0.01 SMIN= -0.10 TMAX= 0.06 ANGLE= 9.9 38 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.09 0.09 -0.10 -0.05 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.31 SMIN= -0.63 TMAX= 0.16 ANGLE= 7.2 BOTT: SMAX= 0.63 SMIN= 0.31 TMAX= 0.16 ANGLE= 7.2 3 0.00 0.01 0.00 0.06 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.35 SHIN= -0.01 TMAX= 0.18 ANGLE= 5.7 BOTT: SMAX= 0.01 SMIN= -0.35 TMAX= 0.18 ANGLE= 5.7 4 0.09 0.09 -0.10 -0.05 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.31 SMIN= -0.63 TMAX= 0.16 ANGLE= 7.1 BOTT: SMAX= 0.63 SMIN= 0.31 TMAX= 0.16 ANGLE= 7.1 5 0.00 0.01 0.00 0.06 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.35 SMIN= -0.01 TMAX= 0.18 ANGLE= 5.7 BOTT: SMAX= 0.01 SMIN= -0.35 TMAX= 0.18 ANGLE= 5.7 39 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.09 -0.08 -0.10 -0.03 0.00 0.00 0.00 0.00 TOP : SMAX= -0.21 SMIN= -0.59 TMAX= 0.19 ANGLE= -3.5 BOTT: SMAX= 0.59 SMIN= 0.21 TMAX= 0.19 ANGLE= -3.5 07/16/1992 11:48 Filename: 2105F8F1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105F8F1 : PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD 40 1 TOP : SMAX= BOTT: SMAX= 2 TOP : SHAX= BOTT: SMAX= 3 TOP : SMAX= BOTT: SMAX= 4 TOP : SMAX= BOTT: SMAX= 5 QX 0.00 0.00 0.00 0.09 -0.26 0.59 -0.09 -0.52 0.69 0.09 -0.26 0.59 -0.09 TOP : SMAX= -0.52 BOTT: SMAX= 0.69 41 1 0.00 QY FX 0.00 0.00 0.00 0.00 SMIN= 0.00 TMAX= SMIN= 0.00 THAX= 0.08 -0.10 0.00 0.00 SMIN= -0.59 TMAX= SHIN= 0.26 TMAX= -0.09 -0.10 0.00 0.00 SMIN= -0.69 TMAX= SHIN= 0.52 TMAX= 0.08 -0.10 0.00 0.00 SMIN= -0.59 TMAX= SMIN= 0.26 THAX= -0.09 -0.10 0.00 0.00 SHIN= -0.69 TMAX= SHIN= 0.52 TMAX= Page 29 -- PAGE NO. 29 MX MY MXY FY FXY 3 0.00 -0.01 -0.02 0.07 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.44 SHIN= -0.15 THAX= 0.29 ANGLE= 8.2 BOTT: SMAX= 0.15 SHIN= -0.44 TMAX= 0.29 ANGLE= 8.2 4 0.09 -0.08 -0.10 -0.03 0.00 0.00 0.00 0.00 TOP : SMAX= -0.21 SHIN= -0.59 TMAX= 0.19 ANGLE= -3.5 BOTT: SMAX= 0.59 SHIN= 0.21 TMAX= 0.19 ANGLE= -3.5 5 0.00 -0.01 -0.02 0.07 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.44 SHIN= -0.15 TMAX= 0.29 ANGLE= 8.2 BOTT: SMAX= 0.15 SHIN= -0.44 TMAX= 0.29 ANGLE= 8.2 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 - 0.04 0.00 0.00 0.17 ANGLE= -3.9 0.17 ANGLE= -3.9 -0.10 -0.01 0.00 0.08 ANGLE= 90.0 0.08 ANGLE= 90.0 - 0.04 0.00 0.00 0.17 ANGLE= -3.9 0.17 ANGLE= -3.9 - 0.10 -0.01 0.00 0.08 ANGLE= 90.0 0.08 ANGLE= 90.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 THAX= 0.00 ANGLE= 90.0 BOTT: SHAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.09 -0.09 -0.10 -0.07 0.02 0.00 0.00 0.00 TOP : SMAX= -0.37 SHIN= -0.67 TMAX= 0.15 ANGLE= -27.8 BOTT: SMAX= 0.67 SMIN= 0.37 TMAX= 0.15 ANGLE= -27.8 3 -0.08 0.09 -0.12 -0.10 -0.01 0.00 0.00 0.00 TOP : SMAX= -0.57 SHIN= -0.73 TMAX= 0.08 ANGLE= 11.6 BOTT: SMAX= 0.73 SMIN= 0.57 TMAX= 0.08 ANGLE= 11.6 4 0.09 -0.09 -0.10 -0.07 0.02 0.00 0.00 0.00 TOP : SMAX= -0.37 SHIN= -0.67 THAX= 0.15 ANGLE= -27.8 BOTT: SMAX= 0.67 SHIN= 0.37 THAX= 0.15 ANGLE= -27.8 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105F8F1 : PREPARED BY C SU ELEMENT FORCES FORCE,LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD _ QX QY FX 5 -0.08 0.09 0.00 TOP : SMAX= -0.57 SMIN= BOTT: SMAX= 0.73 SHIN= 42 1 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= BOTT: SMAX= 0.00 SHIN= 2 0.10 0.10 0.00 TOP : SMAX= -0.23 SMIN= BOTT: SMAX= 0.70 SMIN= 3 -0.09 -0.08 0.00 TOP : SMAX= -0.40 SMIN= BOTT: SMAX= 0.74 SMIN= 4 0.10 0.10 0.00 TOP : SMAX= -0.23 SMIN= BOTT: SMAX= 0.70 SMIN= 5 -0.09 -0.08 0.00 TOP : SMAX= -0.40 SMIN= BOTT: SMAX= 0.74 SMIN= 43 1 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= BOTT: SMAX= 0.00 SMIN= 2 -0.01 0.02 0.00 TOP : SMAX= 0.44 SMIN= BOTT: SMAX= 0.21 SMIN= 3 -0.09 0.08 0.00 TOP : SMAX= -0.40 SHIN= BOTT: SMAX= 0.74 ; SMIN= 4 -0.01 0.02 0.00 TOP : SMAX= 0.44 SHIN= BOTT: SMAX= 0.21 SMIN= 5 -0.09 0.08 0.00 TOP : SMAX= -0.40 SMIN= BOTT: SMAX= 0.74 SHIN= 44 1 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= BOTT: SMAX= 0.00 SMIN= MX FY Page 30 -- PAGE HO. 30 MY MXY FXY -0.12 -0.10 -0.01 0.00 0.00 - 0.73 TMAX= 0.08 ANGLE= 11.6 0.57 TMAX= 0.08 ANGLE= 11.6 0.00 0.00 0.00 TMAX= 0.00 TMAX= -0.08 0.00 -0.70 TMAX= 0.23 TMAX= - 0.12 0.00 -0.74 TMAX= 0.40 TMAX= -0.08 0.00 - 0.70 TMAX= 0.23 TMAX= - 0.12 0.00 - 0.74 TMAX= 0.40 TMAX= 0.00 0.00 0.00 TMAX= 0.00 TMAX= - 0.02 0.00 -0.21 TMAX= -0.44 TMAX= - 0.12 0.00 - 0.74 TMAX= 0.40 TMAX= - 0.02 0.00 -0.21 TMAX= -0.44 THAX= - 0.12 0.00 -0.74 TMAX= 0.40 TMAX= 0.00 0.00 0.00 THAX= 0.00 TMAX= 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 -0.08 0.04 0.00 0.24 ANGLE= 90.0 0.24 ANGLE= 90.0 - 0.07 0.00 0.00 0.17 ANGLE= 2.1 0.17 ANGLE= 2.1 - 0.08 0.04 0.00 0.24 ANGLE= 90.0 0.24 ANGLE= 90.0 - 0.07 0.00 0.00 0.17 ANGLE= 2.1' 0.17 ANGLE= 2.1 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 0.05 0.04 0.00 0.33 ANGLE= -25.1 0.33 ANGLE= -25.1 - 0.07 0.00 0.00 0.17 ANGLE= -2.1 0.17 ANGLE= -2.1 0.05 0.04 0.00 0.33 ANGLE= -25.0 0.33 ANGLE= -25.0 - 0.07 0.00 0.00 0.17 ANGLE= -2.1 0.17 ANGLE= -2.1 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 -- PAGE NO. 31 BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 : PREPARED BY C SU 07/16/1992 11:48 Filename: 2I05FBF1.ANL Page 31 07/16/1992 11:48 Filename: 2105FBF1.ANL ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 2 0.00 -0.01 0.01 0.05 0.02 0.00 0.00 0.00 TOP : SMAX= 0.35 SMIN= 0.00 TMAX= 0.17 ANGLE = -18.9 BOTT: SMAX= 0.00 SMIN= -0.35 TMAX= 0.17 ANGLE= -18.9 3 -0.08 -0.09 -0.12 -0.10 0.01 0.00 0.00 0.00 TOP : SMAX= -0.57 SMIN= -0.73 TMAX= 0.08 ANGLE= -11.6 BOTT: SMAX= 0.73 SMIN= 0.57 TMAX= 0.08 ANGLE= -11.6 4 0.00 -0.01 0.01 0.05 0.02 0.00 0.00 0.00 TOP : SMAX= 0.35 SMIN= 0.00 TMAX= 0.17 ANGLE= -18.8 BOTT: SMAX= 0.00 SMIN= -0.35 THAX= 0.17 ANGLE= -18.8 5 -0.08 -0.09 -0.12 -0.10 0.01 0.00 0.00 0.00 TOP : SMAX= -0.57 SMIN= -0.73 TMAX= 0.08 ANGLE= -11.6 BOTT: SMAX= 0.73 SMIN= 0.57 TMAX= 0.08 ANGLE= -11.6 45 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 -0.01 0.00 0.02 0.01 0.00 0.00 0.00 TOP : SMAX= 0.14 SMIN= 0.01 TMAX= 0.06 ANGLE= -13.8 BOTT: SMAX= -0.01 SHIN= -0.14 TMAX= 0.06 ANGLE= -13.8 3 -0.09 0.09 -0.10 -0.10 0.01 0.00 0.00 0.00 TOP : SMAX= -0.52 SMIN= -0.69 TMAX= 0.08 ANGLE= 90.0 BOTT: SMAX= 0.69 SMIN= 0.52 TMAX= 0.08 ANGLE= 90.0 4 0.00 -0.01 0.00 0.02 0.01 0.00 0.00 0.00 TOP : SMAX= 0.14 SMIN= 0.01 TMAX= 0.07 ANGLE= -13.7 BOTT: SMAX= -0.01 SHIN= -0.14 TMAX= 0.07 ANGLE= -13.7 5 -0.09 0.09 -0.10 -0.10 0.01 0.00 0.00 0.00 TOP : SMAX= -0.52 SHIN= -0.69 TMAX= 0.08 ANGLE= 90.0 BOTT: SMAX= 0.69 SHIN= 0.52 TMAX= 0.08 ANGLE= 90.0 46 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.03 SMIN= 0.00 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= -0.03 TMAX= 0.01 ANGLE= 90.0 3 0.00 0.01 -0.02 0.07 0.01 0.00 0.00 0.00 TOP : SMAX= 0.44 SHIN= -0.15 TMAX= 0.29 ANGLE= -8.2 BOTT: SMAX= 0.15 SHIN= -0.44 THAX= 0.29 ANGLE= -8.2 BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105E7E1 : PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY FX FY FXY Page 32 -- PAGE NO. 32 MXY 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.03 SHIN= 0.00 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= -0.03 TMAX= 0.01 ANGLE= 90.0 5 0.00 0.01 -0.02 0.07 0.01 0.00 0.00 0.00 TOP : SMAX= 0.44 SMIN= -0.15 TMAX= 0.29 ANGLE= -8.2 BOTT: SMAX= 0.15 SMIN= -0.44 TMAX= 0.29 ANGLE= -8.2 47 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.01 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.01 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 3 0.00 -0.01 0.00 0.06 0.01 0.00 0.00 0.00 TOP : SMAX= 0.35 SMIN= -0.01 TMAX= 0.18 ANGLE= -5.7 BOTT: SMAX= 0.01 SHIN= -0.35 TMAX= 0.18 ANGLE= -5.7 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.01 TMAX= 0.00 ANGLE= 90.0' BOTT: SMAX= 0.01 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 5 0.00 -0.01 0.00 0.06 0.01 0.00 0.00 0.00 TOP : SMAX= 0.35 SMIN= -0.01 TMAX= 0.18 ANGLE= -5.7 BOTT: SMAX= 0.01 SHIN= -0.35 TMAX= 0.18 ANGLE= -5.7 48 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.01 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.01 ; SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 3 0.00 -0.01 0.00 0.02 0.00 0.00 0.00 0.00 TOP : SMAX= 0.10 SMIN= -0.01 TMAX= 0.05 ANGLE= -10.2 BOTT: SMAX= 0.01 SHIN= -0.10 TMAX= 0.05 ANGLE= -10.2 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.01 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.01 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 5 0.00 -0.01 0.00 0.02 0.00 0.00 0.00 0.00 TOP : SMAX= 0.10 SHIN= -0.01 TMAX= 0.06 ANGLE= -9.9 BOTT: SMAX= 0.01 SHIN= -0.10 TMAX= 0.06 ANGLE= -9.9 r �l 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 ; PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY M MY MXY FX Y 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.01 0.05 -0.02 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.32 SMIN= -0.13 TMAX= 0.23 ANGLE= -11.8 BOTT: SMAX= 0.13 SMIN= -0.32 TMAX= 0.23 ANGLE= -11.8 3 0.00 0.00 -0.01 0.01 -0.01 0.00 . 0.00 0.00 TOP : SMAX= 0.09 SMIN= -0.06 TMAX= 0.08 ANGLE= 21.6 BOTT: SMAX= 0.06 SMIN= -0.09 TMAX= 0.08 ANGLE= 21.6 4 0.00 0.01 0.05 -0.02 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.33 SMIN= -0.13 TMAX= 0.23 ANGLE= -11.7 BOTT: SMAX= 0.13 SHIN= -0.33 TMAX= 0.23 ANGLE= -11.7 5 0.00 0.00 -0.01 0.01 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.09 SMIN= -0.06 TMAX= 0.07 ANGLE= 21.9 BOTT: SHAX= 0.06 SHIN= -0.09 TMAX= 0.07 ANGLE= 21.9 49 1 50 1 TOP : SMAX= BOTT: SMAX= 2 TOP : SMAX= BOTT: SMAX= 3 TOP • SMAX= BOTT: SMAX= 4 TOP : SMAX= BOTT: SMAX= 5 0.00 0.00 0.00 0.01 0.35 0.02 0.00 0.30 0.08 0.01 0.35 0.02 0.00 TOP : SMAX= 0.30 BOTT: SMAX= 0.07 51 1 TOP : SMAX= BOTT: SMAX= 2 0. 00 0.00 0.00 0.00 TOP • SMAX= 0.37 BOTT: SMAX= -0.06 0.00 0.00 0.00 0.00 SMIN= 0.00 TMAX= SHIN= 0.00 TMAX= 0.00 0.06 0.00 0.00 SMIN= -0.02 _TMAX= SHIN= -0.35 "TMAX= 0.01 -0.01 0.00 0.00 SMIN= -0.08 TMAX= SMIN= -0.30 TMAX= 0.00 0.06 0.00 0.00 SMIN= -0.02 TMAX= SHIN= -0.35 TMAX= 0.01 -0.01 0.00 0.00 SMIN= -0.07 TMAX= SHIN= -0.30 TMAX= 0.00 • 0.00 0.00 ' 0.00 SMIN= 0.00 TMAX= SHIN= 0.00 TMAX= 0.01 0.06 0.00 0.00 SHIN= 0.06 TMAX= SHIN= -0.37 TMAX= Page 33 -- PAGE NO. 33 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 0.00 -0.01 0.00 0.18 ANGLE= -5.5 0.18 ANGLE= -5.5 0.04 -0.02 0.00 0.19 ANGLE= 19.2 0.19 ANGLE= 19.2 0.00 -0.01 0.00 0.19 ANGLE= -5.5 0.19 ANGLE= -5.5 0.04 -0.02 0.00 0.19 ANGLE= 19.3 0.19 ANGLE= 19.3 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 0.01 0.00 0.00 0.16 ANGLE= 5.1 0.16 ANGLE= 5.1 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 ; PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD 3 -0.02 TOP • SMAX= BOTT: SMAX= 4 TOP : SMAX= BOTT: SMAX= 5 52 1 53 1 QX 0.40 0.30 0.00 0.38 -0.06 -0.02 TOP : SMAX= 0.40 BOTT: SMAX= 0.30 QY FX MX FY -0.02 -0.03 0.00 0.00 SMIN= -0.30 TMAX= SHIN= -0.40 TMAX= 0.01 0.06 0.00 0.00 SMIN= 0.06 TMAX= SMIN= -0.38 TMAX= -0.02 -0.03 0.00 0.00 SMIN= -0.30 TMAX= SMIN= -0.40 TMAX= 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= BOTT: SMAX= 0.00 ,SMIN= 0.00 TMAX= 2 0.00 0.00 0.06 0.00 0.00 TOP : SMAX= 0.38 SMIN= -0.10 TMAX= BOTT: SMAX= 0.10 SMIN= -0.38 TMAX= 3 0.09 0.09 -0.13 0.00 0.00 TOP : SMAX= -0.44 SMIN= -0.82 TMAX= BOTT: SMAX= 0.82 SMIN= 0.44 TMAX= 4 0.00 0.00 0.06 0.00 0.00 TOP : SMAX= 0.39 SMIN= -0.09 TMAX= BOTT: SMAX= 0.09 SMIN= -0.39 TMAX= Page 34 -- PAGE NO. 34 MY MXY FXY 0.05 -0.04 0.00 0.35 ANGLE= 23.1 0.35 ANGLE= 23.1 0.01 0.00 0.00 0.16 ANGLE= 5.1 0.16 ANGLE= 5.1 0.05 -0.04 0.00 0.35 ANGLE= 23.1 0.35 ANGLE= 23.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 -0.01 0.06 0.01 0.01 0.00 0.00 0.00 TOP : SMAX= 0.37 SMIN= 0.03 TMAX= 0.17 ANGLE= 5.4 BOTT: SMAX= -0.03 SMIN= -0.37 TMAX= 0.17 ANGLE= 5.4 3 0.10 -0.11 -0.10 -0.08 -0.04 0.00 0.00 0.00 TOP : SMAX= -0.31 SMIN= -0.80 TMAX= 0.24 ANGLE= 38.2" BOTT: "SMAX= 0.80 SMIN= 0.31 TMAX= 0.24 ANGLE= 38.2 4 0.00 -0.01 0.06 0.01 0.01 0.00 0.00 0.00 TOP : SMAX= 0.37 SMIN= 0.03 TMAX= 0.17 ANGLE= 5.3 BOTT: SMAX= -0.03 SMIN= -0.37 TMAX= 0.17 ANGLE= 5.3 5 0.10 -0.11 -0.10 -0.08 -0.04 0.00 0.00 0.00 TOP : SMAX= -0.31 SMIN= -0.79 TMAX= 0.24 ANGLE= 38.4 BOTT: SMAX= 0.79 SMIN= 0.31 TMAX= 0.24 ANGLE= 38.4 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 -0.01 0.02 0.00 0.24 ANGLE= 17.1 0.24 ANGLE= 17.1 -0.08 -0.02 0.00 0.19 ANGLE= 21.3 0.19 ANGLE= 21.3 -0.01 0.02 0.00 0.24 ANGLE= 17.1 0.24 ANGLE= 17.1 N 07/16/1992 11:48 Filename: 2105FBFI.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105F8F1 ; PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QX MX 5 0.09 TOP SMAX= -0.44 BOTT: SMAX= 0.82 54 1 0.00 TOP : SMAX= 0.00 BOTT: SMAX= 0.00 2 0.01 TOP : SMAX= 0.37 BOTT: SMAX= 0.25 3 0.09 TOP : SMAX= -0.35 BOTT: SMAX= 0.78 4 0.01 TOP : SMAX= 0.38 BOTT: SMAX= 0.25 5 0.09 TOP • SMAX= -0.35 BOTT: SMAX= 0.78 55 1 0.00 TOP : SMAX= 0.00 BOTT: SMAX= 0.00 2 -0.01 TOP : SMAX= 0.45 BOTT: SMAX= 0.11 3 0.09 TOP : SMAX= -0.35 BUTT: SMAX= 0.78 4 -0.01 TOP : SMAX= 0.45 BOTT: SMAX= 0.11 5 0.09 TOP : SMAX= -0.35 BOTT: SMAX= 0.78 56 1 0.00 TOP • SMAX= 0.00 BOTT: SMAX= 0.00 0.09 -0.13 0.00 0.00 SMIN= -0.82 TMAX= SHIN= 0.44 TMAX= 0.00 0.00 0.00 0.00 SHIN= 0.00 TMAX= SHIN= 0.00 TMAX= - 0.01 0.04 0.00 0.00 SHIN= -0.25 TMAX= SMIN= -0.37 TMAX= -0.08 -0.13 0.00 0.00 SHIN= -0.78 .TMAX= SMIN= 0.35 TMAX= -0.01 0.04 0.00 0.00 SHIN= -0.25 TMAX= SHIN= -0.38 TMAX= - 0.08 -0.13 0.00 0.00 SMIN= -0.78 TMAX= SHIN= 0.35 TMAX= 0.00 0.00 0.00 0.00 SMIN= 0.00 TMAX= SMIN= 0.00 TMAX= - 0.01 0.02 0.00 0.00 SHIN= -0.11 TMAX= SMIN= -0.45 TMAX= 0.08 -0.13 0.00 0.00 SMIN= -0.78 TMAX= SMIN= 0.35 TMAX= - 0.01 0.02 0.00 0.00 SMIN= -0.11 TMAX= SHIN= -0.45 TMAX= 0.08 -0.13 0.00 0.00 SHIN= -0.78 TMAX= SHIN= 0.35 TMAX= 0.00 0.00 0.00 0.00 SMIN= 0.00 TMAX= SMIN= 0.00 TMAX= MY FXY Page 35 -- PAGE NO. 35 MXY - 0.08 -0.02 0.00 0.19 ANGLE= 21.4 0.19 ANGLE= 21.4 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 -0.02 0.04 0.00 0.31 ANGLE= 29.4 0.31 ANGLE= 29.4 - 0.06 0.00 0.00 0.21 ANGLE= 2.3 0.21 ANGLE= 2.3 -0.02 0.04 0.00 0.31 ANGLE= 29.3 0.31 ANGLE= 29.3 - 0.06 0.00 0.00 0.21 ANGLE= 2.3 0.21 ANGLE= 2.3 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 0.03 0.05 0.00 0.28 ANGLE= 90.0 0.28 ANGLE= 90.0 -0.06 0.00 0.00 0.21 ANGLE= -2.3 0.21 ANGLE= -2.3 0.03 0.05 0.00 0.28 ANGLE= 90.0 0.28 ANGLE= 90.0 - 0.06 0.00 0.00 0.21 ANGLE= -2.3 0.21 ANGLE= -2.3 0.00 0.00 0.00 0.00 ANGLE= 90.0 0.00 ANGLE= 90.0 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 : PREPARED BY C SU ELEMENT FORCES FORCE OR STRESS = ELEMENT LOAD 2 TOP • SMAX= BOTT: SMAX= 3 TOP • SMAX= BOTT: SMAX= 4 TOP • SMAX= BOTT: SMAX= 5 TOP : SMAX= BOTT: SMAX= 57 1 TOP • SMAX= BOTT: SMAX= 2 TOP • SMAX= BOTT: SMAX= 3 TOP • SMAX= BOTT: SMAX= 4 TOP : SMAX= BOTT: SMAX= 5 TOP : SMAX= BOTT: SMAX= 58 1 TOP • SMAX= BOTT: SMAX= 2 TOP • SMAX= BOTT: SMAX= 3 TOP • SMAX= BOTT: SMAX= -- PAGE NO. 36 FORCE.LENGTH UNITS= KIP FEET FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH QX F HXY X FY FXY 0.00 0.00 0.00 0.03 0.02 0.00 0.00 0.00 0.23 SMIN= -0.05 TMAX= 0.14 ANGLE= -30.3 0.05 SMIN= -0.23 TMAX= 0.14 ANGLE= -30.3 0.09 -0.09 -0.13 -0.08 0.02 0.00 0.00 0.00 - 0.44 SMIN= -0.82 TMAX= 0.19 ANGLE= -21.3 0.82 SMIN= 0.44 TMAX= 0.19 ANGLE= -21.3 0.00 0.00 0.00 0.03 0.02 0.00 0.00 0.00 0.23 SMIN= -0.04 TMAX= 0.14 ANGLE= -30.5 0.04 SMIN= -0.23 TMAX= 0.14 ANGLE= -30.5 0.09 -0.09 -0.13 -0.08 0.02 0.00 0.00 0.00 -0.44 SHIN= -0.82 TMAX= 0.19 ANGLE= -21.4 0.82 SMIN= 0.44 TMAX= 0.19 ANGLE= -21.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.09 SMIN= -0.02 TMAX= 0.05 ANGLE= 90.0' 0.02 SMIN= -0.09 TMAX= 0.05 ANGLE= 90.0 0.10 0.11 -0.10 -0.08 0.04 0.00 0.00 0.00 -0.31 SMIN= -0.80 TMAX= 0.24 ANGLE= -38.2 0.80 SMIN= 0.31 TMAX= 0.24 ANGLE= -38.2 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.09 SMIN= -0.02 TMAX= 0.05 ANGLE= 90.0 0.02 SMIN= -0.09 TMAX= 0.05 ANGLE= 90.0 0.10 0.11 -0.10 -0.08 0.04 0.00 0.00 0.00 - 0.31 SMIN= -0.79 TMAX= 0.24 ANGLE= -38.4 0.79 SHIN= 0.31 TMAX= 0.24 ANGLE= -38.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 SMIN= -0.01 TMAX= 0.01 ANGLE= 90.0 0.01 SMIN= -0.01 TMAX= 0.01 ANGLE= 90.0 -0.02 0.02 -0.03 0.05 0.04 0.00 0.00 0.00 0.40 SMIN= -0.30 TMAX= 0.35 ANGLE= -23.1 0.30 SMIN= -0.40 TMAX= 0.35 ANGLE= -23.1 Page 36 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 : PREPARED BY C SU Page 37 -- PAGE NO. 37 ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE/WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.01 SHIN= -0.01 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.01 SMIN= -0.01 TMAX= 0.01 ANGLE= 90.0 5 -0.02 0.02 -0.03 0.05 0.04 0.00 0.00 0.00 TOP : SMAX= 0.40 SMIN= -0.30 TMAX= 0.35 ANGLE= -23.1 BOTT: SMAX= 0.30 SKIN= -0.40 THAX= 0.35 ANGLE= -23.1 59 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.01 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.01 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 3 0.00 -0.01 -0.01 0.04 0.02 0.00 0.00 0.00 TOP : SMAX= 0.30 SMIN= -0.08 TMAX= 0.19 ANGLE= -19.2 BOTT: SMAX= 0.08 SMIM= -0.30 TMAX= 0.19 ANGLE= -19.2 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.01 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.01 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 5 0.00 -0.01 -0.01 0.04 0.02 0.00 0.00 0.00 TOP : SMAX= 0.30 SMIN= -0.07 TMAX= 0.19 ANGLE= -19.3 BOTT: SMAX= 0.07 SMIN= -0.30 TMAX= 0.19 ANGLE= -19.3 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 3 0.00 0.00 -0.01 0.01 0.01 0.00 0.00 0.00 TOP : SMAX= 0.09 SMIN= -0.06 TMAX= 0.08 ANGLE= -21.6 BOTT: SMAX= 0.06 SHIN= -0.09 TMAX= 0.08 ANGLE= -21.6 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 5 0.00 0.00 -0.01 0.01 0.01 0.00 0.00 0.00 TOP : SMAX= 0.09 SHIN= -0.06 TMAX= 0.07 ANGLE= -21.9 BOTT: SMAX= 0.06 SHIN= -0.09 TMAX= 0.07 ANGLE= -21.9 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 ; PREPARED BY C SU Page 38 -- PAGE NO. 38 ELEMENT FORCES FORCE,LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 61 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 -0.02 0.00 0.03 0.00 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.18 SMIN= 0.00 TMAX= 0.09 ANGLE= -16.9 BOTT: SMAX= 0.00 SMIN= -0.18 TMAX= 0.09 ANGLE= -16.9 3 0.00 0.01 0.00 0.01 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.07 SMIN= -0.04 THAX= 0.06 ANGLE= 90.0 BOTT: SMAX= 0.04 SMIN= -0.07 TMAX= 0.06 ANGLE= 90.0 4 -0.02 0.00 0.03 0.00 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.18 SMIN= 0.00 TMAX= 0.09 ANGLE= -16.9 BOTT: SMAX= 0.00 SMIN= -0.18 TMAX= 0.09 ANGLE= -16.9 5 0.00 0.01 0.00 0.01 -0.01 0.00 0.00 0.00 TOP : SMAX= 0.07 SMIN= -0.04 TMAX= 0.06 ANGLE= 90.0 BOTT: SHAX= 0.04 SMIN= -0.07 TMAX= 0.06 ANGLE= 90.0 62 1 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 -0.01 0.00 0.03 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.18 SMIN= -0.01 TMAX= 0.10 ANGLE= -4.4 BOTT: SMAX= 0.01 SMIN= -0.18 TMAX= 0.10 ANGLE= -4.4 3 0.00 0.01 0.00 0.02 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.21 SMIN= -0.10 TMAX= 0.16 ANGLE= 31.1 BUTT: SMAX= 0.10 SMIN= -0.21 TMAX= 0.16 ANGLE= 31.1 4 -0.01 0.00 0.03 0.00 0.00 0.00 • 0.00 0.00 TOP : SMAX= 0.18 SHIN= -0.01 TMAX= 0.10 ANGLE= -4.4 BOTT: SMAX= 0.01 ; SMIN= -0.18 TMAX= 0.10 ANGLE= -4.4 5 0.00 0.01 0.00 0.02 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.21 SMIN= -0.10 TMAX= 0.16 ANGLE= 31.2 BOTT: SMAX= 0.10 SMIN= -0.21 TMAX= 0.16 ANGLE= 31.2 63 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 -0.02 0.00 0.03 0.01 0.00 0.00 0.00 0.00 TOP : SMAX= 0.19 SHIN= 0.04 TMAX= 0.07 ANGLE= 3.5 BOTT: SMAX= -0.04 SMIN= -0.19 TMAX= 0.07 ANGLE= 3.5 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 ; PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET Page 39 -- PAGE NO. 39 FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 3 -0.01 0.02 0.00 0.03 -0.05 0.00 0.00 0.00 TOP : SMAX= 0.39 SHIN= -0.20 TMAX= 0.30 ANGLE= 37.9 BOTT: SMAX= 0.20 SHIN= -0.39 THAX= 0.30 ANGLE= 37.9 4 -0.02 0.00 0.03 0.01 0.00 0.00 0.00 0.00 TOP : SMAX= 0.19 SMIN= 0.04 TMAX= 0.08 ANGLE= 3.5 BOTT: SMAX= -0.04 SHIN= -0.19 TMAX= 0.08 ANGLE= 3.5 5 -0.01 0.02 0.00 0.03 -0.05 0.00 0.00 0.00 TOP : SMAX= 0.39 SMIN= -0.20 TMAX= 0.30 ANGLE= 38.0 BOTT: SMAX= 0.20 SHIN= -0.39 TMAX= 0.30 ANGLE= 38.0 64 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 THAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 -0.02 0.00 0.03 0.01 0.01 0.00 0.00 0.00 TOP : SMAX= 0.19 SHIN= 0.03 TMAX= 0.08 ANGLE= 15.0 BOTT: SMAX= -0.03 SMIN= -0.19 TMAX= 0.08 ANGLE= 15.0 3 0.01 0.02 0.00 -0.03 -0.05 0.00 0.00 0.00 TOP : SMAX= 0.22 SHIN= -0.36 TMAX= 0.29 ANGLE= -36.0 BOTT: SMAX= 0.36 SMIN= -0.22 TMAX= 0.29 ANGLE= -36.0 4 -0.02 0.00 0.03 0.01 0.01 0.00 0.00 0.00 TOP : SMAX= 0.19 SMIN= 0.03 TMAX= 0.08 ANGLE= 14.9 BOTT: SMAX= -0.03 SMIN= -0.19 TMAX= 0.08 ANGLE= 14.9 5 0.01 0.02 0.00 -0.03 -0.05 0.00 0.00 0.00 TOP : SMAX= 0.22 SMIN= -0.36 TMAX= 0.29 ANGLE= -35.9 BOTT: SMAX= 0.36 SMIN= -0.22 TMAX= 0.29 ANGLE= -35.9 65 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 -0.01 -0.01 0.03 0.00 0.01 0.00 0.00 0.00 TOP : SMAX= 0.21 SMIN= -0.03 THAX= 0.12 ANGLE= 23.6 BOTT: SMAX= 0.03 SMIN= -0.21 TMAX= 0.12 ANGLE= 23.6 3 0.00 0.01 0.01 -0.02 -0.02 0.00 0.00 0.00 TOP : SMAX= • 0.13 SMIN= -0.22 TMAX= 0.18 ANGLE= -27.5 BOTT: SMAX= 0.22 SHIN= -0.13 THAX= 0.18 ANGLE= -27.5 4 -0.01 -0.01 0.03 0.00 0.01 0.00 0.00 0.00 TOP : SMAX= 0.21 SMIN= -0.03 TMAX= 0.12 ANGLE= 23.5 BOTT: SMAX= 0.03 SHIN= -0.21 TMAX= 0.12 ANGLE= 23.5 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 ; PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET Page 40 -- PAGE NO. 40 FORCE OR STRESS = FORCE /WIDTH /THICK, MOMENT = FORCE - LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 5 0.00 0.01 0.01 -0.02 -0.02 0.00 0.00 0.00 TOP : SMAX= 0.13 SHIN= -0.22 TMAX= 0.18 ANGLE= -27.4 BOTT: SMAX= 0.22 SMIN= -0.13 TMAX= 0.18 ANGLE= -27.4 66 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 -0.01 -0.01 0.02 0.00 0.02 0.00 0.00 0.00 TOP : SMAX= 0.22 SMIN= -0.09 TMAX= 0.15 ANGLE= 33.7 BOTT: SMAX= 0.09 SMIN= -0.22 TMAX= 0.15 ANGLE= 33.7 3 0.00 0.01 0.01 -0.01 0.00 0.00 0.00 0.00 TOP : SMAX= 0.05 SMIN= -0.07 TMAX= 0.06 ANGLE= -13.6 BOTT: SMAX= 0.07 SMIN= -0.05 TMAX= 0.06 ANGLE= -13.6 4 -0.01 -0.01 0.02 0.00 0.02 0.00 0.00 0.00 TOP : SMAX= 0.22 SMIN= -0.09 TMAX= 0.16 ANGLE= 33.6 BOTT: SMAX= 0.09 SMIN= -0.22 TMAX= 0.16 ANGLE= 33.6 5 0.00 0.01 0.01 -0.01 0.00 0.00 0.00 0.00 TOP : SMAX= 0.05 SMIN= -0.07 TMAX= 0.06 ANGLE= -13.4 BOTT: SMAX= 0.07 SHIN= -0.05 THAX= 0.06 ANGLE= -13.4 67 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 -0.01 -0.01 0.01 0.01 0.02 0.00 0.00 0.00 TOP : SMAX= 0.19 SMIN= -0.09 TMAX= 0.14 ANGLE= 90.0 BOTT: SMAX= 0.09 SMIN= -0.19 TMAX= 0.14 ANGLE= 90.0 3 0.00 -0.01 0.01 -0.01 0.00 0.00 0.00 0.00 TOP : SMAX= 0.05 SHIN= -0.07 TMAX= 0.06 ANGLE= 13.6 BOTT: SMAX= 0.07 ,SMIN= -0.05 TMAX= 0.06 ANGLE= 13.6 4 -0.01 -0.01 0.01 0.01 0.02 0.00 0.00 0.00 TOP : SMAX= 0.19 SMIN= -0.09 TMAX= 0.14 ANGLE= 90.0 BOTT: SMAX= 0.09 SMIN= -0.19 TMAX= 0.14 ANGLE= 90.0 5 0.00 -0.01 0.01 -0.01 0.00 0.00 0.00 0.00 TOP : SMAX= 0.05 SKIN= -0.07 TMAX= 0.06 ANGLE= 13.4 BOTT: SMAX= 0.07 SMIN= -0.05 TMAX= 0.06 ANGLE= 13.4 68 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 : PREPARED BY C SU Page 41 -- PAGE NO. 41 ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE /WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY MXY FX FY FXY 2 0.00 -0.01 0.00 0.01 0.01 0.00 0.00 0.00 TOP : SMAX= 0.12 SHIN= -0.06 TMAX= 0.09 ANGLE= 90.0 BOTT: SMAX= 0.06 SMIN= -0.12 THAX= 0.09 ANGLE= 90.0 3 0.00 -0.01 0.01 -0.02 0.02 0.00 0.00 0.00 TOP : SMAX= 0.13 SMIN= -0.22 TMAX= 0.18 ANGLE= 27.5 BOTT: SMAX= 0.22 SMIN= -0.13 TMAX= 0.18 ANGLE= 27.5 4 0.00 -0.01 0.00 0.01 0.01 0.00 0.00 0.00 TOP : SMAX= 0.12 SMIN= -0.06 TMAX= 0.09 ANGLE= 90.0 BOTT: SMAX= 0.06 SMIN= -0.12 TMAX= 0.09 ANGLE= 90.0 5 0.00 -0.01 0.01 -0.02 0.02 0.00 0.00 0.00 TOP : SMAX= 0.13 SMIN= -0.22 TMAX= 0.18 ANGLE= 27.4 BOTT: SMAX= 0.22 SMIN= -0.13 TMAX= 0.18 ANGLE= 27.4 69 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 THAX= 0.00 ANGLE= 90.0 BUTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 TOP : SMAX= 0.05 SMIN= -0.03 THAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.03 SMIN= -0.05 TMAX= 0.04 ANGLE= 90.0 3 0.01 -0.02 0.00 -0.03 0.05 0.00 0.00 0.00 TOP : SMAX= 0.22 SMIN= -0.36 THAX= 0.29 ANGLE= 36.0 BOTT: SMAX= 0.36 SMIN= -0.22 TMAX= 0.29 ANGLE= 36.0 4 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 TOP : SMAX= 0.05 SHIN= -0.03 TMAX= 0.04 ANGLE= 90.0 BOTT: SMAX= 0.03 SMIN= -0.05 TMAX= 0.04 ANGLE= 90.0 5 0.01 -0.02 0.00 -0.03 0.05 0.00 0.00 0.00 TOP : SMAX= 0.22 SHIN= -0.36 TMAX= 0.29 ANGLE= 35.9 BOTT: SMAX= 0.36 SHIN= -0.22 TMAX= 0.29 ANGLE= 35.9 70 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 THAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.02 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.02 SMIN= 0.00 THAX= 0.01 ANGLE= 90.0 3 -0.01 -0.02 0.00 0.03 0.05 0.00 0.00 0.00 TOP : SMAX= 0.39 SMIN= -0.20 TMAX= 0.30 ANGLE= -37.9 BOTT: SMAX= 0.20 SHIN= -0.39 TMAX= 0.30 ANGLE= -37.9 07/16/1992 11:48 Filename: 2105FBF1.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 : PREPARED BY C SU ELEMENT FORCES FORCE.LENGTH UNITS= KIP FEET FORCE OR STRESS = FORCE/WIDTH /THICK. MOMENT = FORCE- LENGTH /WIDTH ELEMENT LOAD QX QY MX MY FX FY FXY Page 42 -- PAGE NO. 42 MXY 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.01 SHIN= -0.02 TMAX= 0.01 ANGLE= 90.0 BOTT: SMAX= 0.02 SMIN= -0.01 TMAX= 0.01 ANGLE= 90.0 5 -0.01 -0.02 0.00 0.03 0.05 0.00 0.00 0.00 TOP : SMAX= 0.39 SMIN= -0.20 TMAX= 0.30 ANGLE= -38.0 BUTT: SMAX= 0.20 SMIN= -0.39 TMAX= 0.30 ANGLE= -38.0 71 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BUTT: 'SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= -0.01 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.01 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 3 0.00 -0.01 0.00 0.02 0.02 0.00 0.00 0.00 TOP : SMAX= 0.21 SMIN= -0.10 TMAX= 0.16 ANGLE= -31.1 BOTT: SMAX= 0.10 SMIN= -0.21 TMAX= 0.16 ANGLE= -31.1 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= -0.01 TMAX= 0.01 ANGLE= 90.0' BOTT: SMAX= 0.01 SMIN= 0.00 TMAX= 0.01 ANGLE= 90.0 5 0.00 -0.01 0.00 0.02 0.02 0.00 0.00 0.00 TOP : SMAX= 0.21 SHIN= -0.10 TMAX= 0.16 ANGLE= -31.2 BOTT: SMAX= 0.10 SHIN= -0.21 TMAX= 0.16 ANGLE= -31.2 72 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SHIN= 0.00 THAX= 0.00 ANGLE= 90.0 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 ; 'SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 3 0.00 -0.01 0.00 0.01 0.01 0.00 0.00 0.00 TOP : SMAX= 0.07 SMIN= -0.04 TMAX= 0.06 ANGLE= 90.0 BOTT: SMAX= 0.04 SMIN= -0.07 TMAX= 0.06 ANGLE= 90.0 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOP : SMAX= 0.00 SHIN= 0.00 TMAX= 0.00 ANGLE= 90.0 BOTT: SMAX= 0.00 SMIN= 0.00 TMAX= 0.00 ANGLE= 90.0 5 0.00 -0.01 0.00 0.01 0.01 0.00 0.00 0 .,00 TOP : SMAX= 0.07 SHIN= -0.04 TMAX= 0.06 ANGLE= 90.0 BOTT: SMAX= 0.04 SHIN= -0.07 TMAX= 0.06 ANGLE= 90.0 07/16/1992 11:48 Filename: 2105FBFI.ANL BLDG 21 -05 FBOF TOOLING FOUNDATION 1 *FILE NAME : 2105FBF1 : PREPARED BY C SU ** *** *** *** *** ***** *END OF ELEMENT FORCES** * * *** *** ** * **** ** 47. FINISH *** *** * * * * * * * ** END OF STAAD -III * * * * * * * * * * * * * ** ** **** DATE= JUL 16,1992 TIME 11:48:37 * * * * ** ********************************* * * * * * * * * * * * * * * * * *** * * * * * * * * * * ** * FOR QUESTIONS ON STAAD - III /ISDS CONTACT: * * RESEARCH ENGINEERS. INC AT (6091 983 -5050 * * TELEX: 4994385 FAX: 609 983 -3825 * Page 43 -- PAGE NO. 43 rooG►rfe. fo04D04-7t IV PROJECT a o6 . ?,l .os Fa v �A D d �-r� J�, FIG. BY f' S PA - µ're PZ- /A Pi CHECKED BY 16 " F/30p //000 r.1.&c E ry1GINEERS root- p o vrlDA-r' a Yoa C t✓,m_c/o AJ r g_ f/ o% /la 5/At//' rd f o 1Jo X.23771 REV. B /90 P.O. Box 3707 Seattle, Washington 98124-2207 Mail Sto•: JOB NO DC- — 5 _72 0 33- 9 Z'3 co DATE ? J'2L/€/2 SHEET OF e I 14..5 et.. 8, 4.-rktatle.- r r O �,•Z.R�Mo ✓A82.Ev. ✓ ,e,3 at' ' //c1 kys. PROJECT A-b A4S EM R L FIG. BY H SNRNB AZ/A- scr/o» � l i)e iciw Rt-71 1/e4rt& (o✓ae s. Sr /ft / /2" ,SA -pert' /Z /8 '' C6f'6 ✓& W/ d71 3 SX - x c 13 T �.75r.0 W 1 0 1 400 10.7;" Z 9 3 D," / 00 7S 8 S �ry.gx f44 - I3, -So I1N -'S , f6 C r Iv) X.23771 REV, 6/90 100 �a 93 / 3, .¢So • is REtocA-7,01 JOBNO. 9- 92 °3. - 9z ° 3 � C/ac /t/V r.s ¢x , CHECKED BY DATE SHEETEL OF.E wt fr2X l°.7.r r , 11 of 4 < plc Itreit I On( 29X 1/ r 2 ¢ 33 I ts r BE &C ENGINEERS J 9 / rfo'o /Pfl <7 J F� .- 27,2 r'6 ' (aX 1 rz x 27,t k$Z 24-1 'i L /soo CR 10 P.O. Box 3707 Seattle, Washington 98124.2207 Mail Stop: c� Re-A1 o 6d8l. Co ✓c'QS ot,f S62 V /Ca S PROJECT / -b A-SSeMS(7 ocA- / JOB NO. D44-1-57033- 4 n- °8 Ail - 94/ 4 /% FIG. BY 4 4 CHECKED BY frNtij DATE SHEET OF —El .Set r�onf - F. i (( / 6r z N XCM A ✓tit &LG - r. ✓ES (cvi) p_p 3 s / 0 / 00 x 4-0 ¢6 4 1 3 X29X1 x 8,72. c/Z.oss ,e6, 04.s , e r//, A r M� %Z (io, p..o . t Ca C,4 Pt D e` . �(l C/I C P fi. T'a S)t t 4 414i �4 ( T,� A6. o P� 3 ¢s eF X.23771 REV. 6/90 3 coo o)c YX /2) rxy Gil (zX , . � s 7 S" / /4 4 S 73 %6)3 s 2S"o o X 19 X 17 28r 1 �! �- / O S 78 (7)(12. rr 2 .72 5c 3 / /j BE&C ENGINEERS 42,E ,j 1- 500 0 D 1 P.O. Box 3707 Seattle, Washington 98124.2207 Mail Sto•: O REND o ✓4816 Co ✓E ,e 1 a ENGINEERS 5 eA� /c�`" P/ S Mail StoRL__ PROJECT A- 4 4- ; /3, 7 /4'610 MI; 41 A/ JOB NO. -i G4 -9 - U-° 33 -12- a 3 0 FIG. BY r S . 4 ' / + CHECKED BY VA " DATE SHEET.. OF-E SECTioAl F.1 Cot ) Z�s -/iA/ il'C-Mo%/3iL% (o i''/ S (Conk') Cf/eGk/rj l4 EA' S6 /364M cone) C a/3- � l f / co /Z S) o 4 7 G2 g (`y)g� SX (/3 yi /I 4.3 48 /gX0 I/ re W`2x22.- X•23771 REV. 6/90 C� ' (.1. TY - 1F7 ‹. 6 F7 b /S3 k(a 3 Ch 3 K a c v )0(3 = 1g kJz ,> 12 A Soao s ¢17 4i,r4 t2 lo x3.. s 8 ;3 r4',) BE &C • 9 ---(3)- YA‘ ATI( CotitJcGrl C. pgs# P.O. Box 3707 Seattle, Washington 98124.2207 v c-Aiot,/A -&c: C* ✓vor S 6 la Imic PROJECT .4 - ' MC&AA 3 QEtorA -7o JOB NO GA n- °► �' 2o FIG. BY SE/A-1+B4r /AA CHECKED BY P DATE SHEETEOF. ' Z—Cri G (Cow) P65 /A/ Rr/I4o1/ 4'.E Co ✓cR'5 (C /IN Cf/Eck y✓ /ZX se Con/I✓6 GT", o N (Co / Jr,) BE &C ENGINEERS 2 it, L (._4 -1 fp( ) Z j 17 1. a ?3 eI3Z1z /A Yci:,.7°7Y 2 00Q x 5711 l0t,J 7 932 n/ '0 - c W c / / /,'I 5o ? / cArd. / 1 3 EF4tilny - rye& cvin/ .z-,o ►e V r 7 S ok a 1(,0 �,.� d q,3 771 X.23771 REV. 5/90 hr Co M1PAt.: 4.4 o ✓6 c9(f t I Metro N e do6S ► d 3 P.O. Box 3707 Seattle, Washington 88124.2207 Mail Stop: 5111 S I &A& IL t KG 1 PROJECT FIG. BY '1 Lk_ e I N krrokt . •r--A-ArG_-- 6? ((//kti---S. .••■•••■( = 7: 6uPPolz:r rr'M(t F1 rH la's I., 4 3 MILA , ens Assume. tot CA-IJ frff 2.1 —05; M t-SS e IS Pfl ocAr=o. OC64 _O3 -9 2 0 &P( CHECKED BY 16 DATE 6'. 16 • 9'2. SHEET 4 OF 0 1 'CO 15 ItAN cyL BE&C ENGINEERS 1.1•11772.1=1116- P.O. Box 3707 Seattle, Washington 98124.2207 Mail Stop: k MkA4sLa20 Fs: 00a. r 5/sreM Fan- o/3x PROJECT /2.- —„ FIG. BY Q AS-SuAt 6$. 6 6 1riin---r V (CLe-e4v ( ../ tY W G 0- /M •. ■■••■•••■■......". CHECKED BY k ___ vio is c(1, .■‘ ": '!" . . X.23771 REV. 0/90 BE&C ENNINEERS Seattle, Washington 98124-2207 Mail : cAro JOB NO De14.--e7-1243t-ei DATE SHEETC22. a/c"- i9111. 77 4 v■/%$.1- b —1— A44c, I 5)e. 15 „ n 027- g *N-1- x. 2610170)( . nyk- (ct.. xx to U 1 L irma, 4 - r ftyv . . . P.O. Box 3707 crio kt S� fpoe.-4 ') (pre" F.02 W6 1's ?vs, JOB NO. P ? -92 03S - 92 rfri DATE SHEETCr3. OFfs../ 5 y. t39x '.F,g. �---- �' 0.00 7( 1 P -- 1, 1 - A.• (LA.-4.4-z- -P 'I I = • cx •3t, •nzt PROJECT FIG. BY r '05 X.23771 REV. 5/90 CHECKED BY BE&C P.O. Box 3707 ENGINEERS Seattle, Washington 98124.2207 Mail Sto_ .7 - 24 �4 1 6.3 - 4 7 I ?1 0 � C1 *ye4it;ii,14;stiReotio; 4 G'• CA ks\ 7r �r 4 ALs 04 ("N—T- n tki ;6•R'1 V TA9 L I iv► • j , g W G? 4 -i- It g f'isV'/-•f.w4444`74Jt%r 10- � • `� � : t :01 :Iific`1 !W 4, 4 . Q�l6k�iY 11uV r :� y.. i` f pb f fl+ i,k`.ji. ,,1 t 441.41`1''x` f y ♦ 1 1, .�1t TPt T:q�� (/�' ql• X 04 i +lT °IWtFO.' �'i� \ "ti'iV•'N•ti�YMi f �'K1j�f`� -- 1 - 1=--,1L 2.. 4 ,- 3 4 3 - .A 3 j; 1N , :x,15 - 5u< , 77 , ,.f;L - : N!U1 cf. - G6vu e- \ :------- 6-, '2. 5TuD \ , i , L ASSUMp Lwm- 1 7 e71krTS . Unit T. U/viT •5//4 - 5/W trqr-Ovii \KA tk)r-LX 16-g— ict.44-NuAr Su � ID O f&1 sy sT€ M F °Pt_ WroK.41 S PROJECT FIG. BY •f- Lt Fr IAJ co-vs. IV titra .e . T v.../ Sal S -1.0y T� r81 ET-AC • ENGINEERS JOBNO. 7 - 213i3 . CHECKED BY DATE 7- SHEET. OFCJ� 1100 11_06(c_ � . 347.0 30. o 23• ove k a-eGt4 c ,4,` '° x 15 )41,s -t- 20 I.5'; •75 11-S,== 176 P.O. Box 3707 Seattle, Washington 96124.2207 Mail Stop: —tot Dtkr-- USA VsCr & g 0 �- PA SK-55 � uA : Vgil_ I_oil STAI R ti EA.G-tA7E ; \ I 6,0\1T- ���c 5MT 6 5 A, • r 5 TIA1.; Jo65 1, 3 f:OUN.DATION FLJ 0 _9 FIELD S� PROJECT JO P 6 FO l,.1 F- FIG.EfY H. -AHINA REFERENCE DWG' 2 1 5 f • • 61H z o U H ON • N FIELD SKETCH PROJECT J05 POU }..IIDATIO}•J' dl I , a 4 .3 REFERENCE DWG. 21 - 5- 1 5 Ca O FILE ' QNSTR Ir f 1. NEW CONCRETE WORK SHALL CONFORM TO PREVIOUSLY APPROVE MIX DESIGN FOR "FBOF" FOUNDATIONS. FINISH, CURE AND SEAL Al NEW CONCRETE WORK AS PREVIOUSLY APPROVED FOR "JOB; FOUNDATION AND APPLY FLOOR HARDENER TO TOP SURFAC EXCEPT AT THE 2'-0" WIDE CLOSURE STRIP. 2, APPLY MASTER BUILDERS CONCRESIVE LIQUID (LPL) BONDING AGEN TO ALL SURFACES OF OLD CONCRETE WHICH WILL COME I CONTACT WITH NEW CONCRETE. PREPARE SURFACE PE MANUFACTURERS RECOMMENDATION. 3. EXTEND EMBEDDED FLOOR DRAIN SYSTEM TO NEW FINISHE SURFACE. 4. PAINT EXPOSED FERROUS METAL SURFACES PER SPECIFICATIOI SECTION 09900 3.078. 5. WHERE NEW CONCRETE WORK CROSS OVERS THE EXISTING UTIUT TRENCHES SAWCUT AND REMOVE TRENCH WALLS, AND TERMINATI AS DETAILED PREVIOUSLY. RESIZE STEEL TRENCH COVERS TO FIT. BE&C RECEIVED CITY OF TUKWILA DEC 2 2 1992' PERMIT CENTER P.O. Doi 3707 ENOINEER9 s.otu.. ivothinskel 98124-2207 MO Slop:' 6Y -73 JOB NO. PC/A- 9- 92035 FIG,BY H. SH' H I5AZ.I A N. CHECKED BY .1 6 DATE 1 '6 i 2 SHEET I OF . 4 SKETCH NO. 526 -Dc./A-9-120V5-6K-61 CONSTRUCTION NOTES: 1/4" BENT PLATE 14" X 3" CONT. W/ 1/2" DIA X 3 1/8" HEADED STUDS @ 16" O.C. WELD ON TO EXISTING'EMSEDDED L4 X 4 X 1/4. L 4 X 4 X 1/4 W/ 1/2" DIA X 3 1/8" HEADED STUDS @ 16" O.C. # 5, LOCATE AS SHOWN. # 4 TIES @ 16" O.C. # 4, LOCATE AS SHOWN. # 4 DOWELS @ 12" O.C. SEE DETAIL 1/ S280. 1" PREMOLDED JOINT MATERIAL TOPPED W/ JOINT SEALANT. COMPACTED STRUCTURAL FILL (AS PREVIOUSLY APPROVED). REMOVE EXISTING TRENCH (4 OF 6 PLACES) WHERE OCCURS & TERMINATE. SEE DETAIL E /S501. PROVIDE SLEEVES FOR UTILITIES WHERE REQUIRED. 0 GROUT PER CLARIFICATIONS FOR SHEET PILES. 11 NATIVE SOIL OR PREVIOUSLY COMPACTED SUBGRADE. GUARDRAIL 0 GUARDRAIL BRACKET TO ALLOW FOR REMOVAL OF GUARDRAILS. SEOTION :GALE � i'7 777,5n a P 0 3/. &. V z oil 11 11 J cr (gam • • r • r.� d 3 PROJECT � � ti r __ w tl • f of P FIELD SKETC FIG.BY H. 51-iA Ne)AZIAt••I REFERENCE DWG. , 2.1 ' 05 ' S P V 2 _ co il TYP P le I a 0 �. a> FIELD SKETCH 1, '\ : � ' ��- /r,<, �� /Imo►- ---� -- l� Col E 0 P P 1-1. D 6 51 tsel GOI-1 r) 1 T 101.1 P.O. &n1707 " ENGINEERS s .v t6 ., wal►nsrlon 96124 -2207 Mai Slop: 6Y -73 EE&C PROJECT -1o5e0 FDUN t'A11 0GIs 1, 2. '5 JOB NO. bUA-1 20 FIG.BY H. 61-1A H AZ TALI CHECKED BY J.6.'/ DATE 1243. 92 SHEET 2 OFD REFERENCE DWG. . 2.1 - 05 - 5 2 SO SKETCH NO. 5' 2!o - Pc/A- 4 1- 92455 -6K -5Z .2 RECEIVED OF TUKWILA DEC 2 2 1992 PERMIT CENTER CONSTRUCTION NOTES: 1/4" BENT PLATE 14" X 3" CONT. W/ 1/2" DIA X 3 1/8" HEADED STUDS @ 16" O.C. WELD ONTO EXISTING EMBEDDED L 174. 0 L 4 X 4 X 1/4 W/ 1/2" DIA X 3 1/8" HEADED STUDS @ 16" O.C. 0 # 5, LOCATE AS SHOWN. 0 #4TIES @16 "O.C. 0 # 4, LOCATE AS SHOWN. 0 # 4 DOWELS @ 12" O.C. SEE DETAIL 1/S280. O 1" PREMOLDED JOINT MATERIAL TOPPED W/ JOINT SEALANT. REMOVABLE STEEL COVERS. SEE DETAILS 1 & 2/S500. 09 PROVIDE W 12 X 58. SEE D /S500 & A /SK -S4 10 1 1/2" STD PIPE HANDRAIL © STAIRS. 11 GA BENT PLATE. TACK WELD TO EMBED ANGLE. FASTEN © BTM W/ (3) POWDER ACTUATED FASTENERS. PAINT W/ NQN -SKID, SAFETY YELLOW © TOP SURFAGE 0 CONCRETE STEP. PROVIDE NON -SKID NOSING, PAINT SAFETY YELLOW. 0 SEE SK S2 FOR COMMON CALLOUTS. 1 S�RV ICS 15AY o fY' v FIELD SK PROJEC[.... 0f55 I =OL.1 FIG.BY 14, 2 I REFERENCE DWG. 2.1 'O 5 J1 FIELD SKETCH REFERENCE DWG. 2.1-05- 2. Se? EEIM P.O: an 3707 ENQINEER8 Sootily. Wash' ion 46124 -2207 Mop1. Slop: 6Y -73 INNIMIMMUNIIILIMOMMOINft RECEIVED CITY OF TUKWILA DEC 2 2 1992 PERMIT CENTER SKETCH NO. 326 ° q2.0'J5-5K -55 n PROJECT.... JOE SOU N PATION 1 2 ' a JOB N0. l, c./A - 4 120 6 FIG.BY ' 1 . 61-1A1-1t5AvA1 CHECKED BY J 5V DATE 12.-E3-92- SHEET OF �t C • 0 . •. • C.-- 'AL- 11 -1 c 4') FIELD SKE PROJECT J056 FO rasy 44, 61-tA f5AT t REFERENCE DWG. 2 I -05 - • Cn' ? FIELD SKETCH CONSTRUCTION NOTES: L4X4X 1/4 W/ 1/2" DIA X 3 1/8" HEADED STUDS @ 16" O.C. e 4 TIES @ 16" O.C. SEE NOTE 4 ON A /SK -S2 # 5, LOCATE AS SHOWN. SEE A /SK -S2. 3/4" X 10" X 1' -2" BEAM SUPPORT EMBED W/ (2) #5 X 2'-0" WELD TO BACK OF PLATE @ TOP & (2) #5 X 8" WELD TO BACK OF PLATE @ BOTTOM & TO EXISTING EMBED AS INDICATED. WELD PLATE TO EXISTING EMBED @ BOTTOM AS SHOWN. #4 DOWELS 10" X 2' -0" @ 16" O.C. BEYOND. (REPLACES #4 TIES SHOWN ON B /SK -S3). # 5, LOCATE AS SHOWN, SEE B /SK -S3. 1/4" BENT PLATE 14" X 3" CONT. W/ 1/2" DIA X 3 1/8" HEADED STUDS @ 16" O.C. WELD ON TO EXISTING EMBEDDED L 4 X 4 X 1/4 SHOWN DOTTED BEYOND. P.O. Bost 3107 RECEIVED CITY OF TUKWILA DEC 22199E BEQI ^ sou.. 9 I24 -z?07 ENQINEER9 Mal Slop: 6Y -73 PROJECT J0156 FO L.N.PAT1OH 5 1, 2. t 5 JOB NO. be 1 -G120 FIG.BY '. I-V\ U FSAT IAIJ CHECKED BY J 5 \V DATE 12 - 11- 92 SHEET or I REFERENCE DWG. 2 1 -05 - 5 0 0 I SKETCH NO. 326 ' I ,' ' el-9205S - 5K - 54 rr • • I 2U/ / 2 / /c/ / /or 0 7 ° 1 6' -6” r.2 /1z 2d/ 242 (60) 18 "0 AUGER -CAST PILES /re 0 rz 4`? 4 / C2 SIOISIO /17 9 /" _ L C C 7 h/ /] S I 0 S280 �/ ✓T / -/ /3C/ /7 E /2 ,V /L/ /2C /' /c /3C /C /) 7C /2 ,t-/)0C 4 FIN FL EL 0.0' 241 z / 0 1 ,C' / o S G /J / / 7/ o S F/;,...//3 /23 / tJ //o T /PILE 13' -8" z '4 2�1 i 4\ 7/ !'9 \S../ 0 0 / ''f /2 /zG ,' o1S v i 4G / 64 r , CS (f4 r'+ 2 r°a) 744 24S 746 r r+ (57) 18"0 AUGER-CAS PILES /Z /4 18" DIA AUGER -CAST / GS 2 e ' • . 24© /7B aC U- 217 0 249 1 2/0 0 /21' ,10 0 /1 / s/ /.1Z 62 / 6 /r /zc lz Ir. Jp 0 rt ® Is4 so S'o /7 PILE PLAN —JOBS ;I ; & : 3 LEFT PILE PLAN —JOBS - #3 SPIRAL © 2" 4' 2' 0 . ;',111 1 1 - 111T (I rJ rrr 1 1 1 1 1 � "IT I I Irk 1 1a 1 1 I I �I I I i 1 rJ 1 I' I I 91111 L r 1 -:. . . ,I I" 1 f i 7 'f 11 "I i l i « . 1 '1 I 1 ► �i 1 1 1 1 1 I) rIJII�IJI�IJI (�JIIrIIIIIJIh 3 4 5 6 7 2t / FLEXIBLE RULER- 302 AW e..". 195' -8" 58' -2" >> ;19 ®5' -0" 2/I 2/2 z/ /7 / 2' aG 4' 62 BE LZ 9Z SZ 4Z CZ ZZ IZ 0? 61 81 LI 91 SI VI CI 21 Q(,1„ ;IOC U IIIIIIIIIIIIIIIIIIIIIIIIg 111111{ IIIIIIIIIII IIIIJIIIII111111111111IIIIIJIIIIIIIIIIJII IIIIIIIIJIJIIIIIIIII1111) 111111111 11) JI I4IDII(IIIIJIIIIIIIIIIII111 /72 2rz 8' GRAPHIC SCALE Yd /II (zss 2 r3 /7s "7 214 & ;3 RIGHT 16' ," /74 2116 /34 2/5 /7S z ti 7 2/G 2/7 2/C zir I e ra /7G Z /72 . `x, , S `_ 0 0 0 l J ._fr --; /IC t� - -' 2 r zs7 /37 /77 IF THIS MICROFILMED DOCUMENT IS LESS. CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENT 2 74 //e /e to 20' -8" /7, (a� /7Y 27 91 ro . 20 22 0 f o 0 /sy R. /40 7a /4/ H/ -e w CD /2!0 0 il4 0 zse 237 zdo z.s/ 274 z77 / 5 \,G 1 -0" /, / QIO 276 L,.I rA w -I- a 279 N N N o: 'I 240 ao ,G a BO Z oo /Za 0 5 ' -0 " ." 18 6 5'-0" I J — U 1O - 9 2' 10„ z z1 22.3 224 225. .2 6 2Z7. 226 22? 790 23/ 2.32 z11 234 ztS z1G 2f7 zId zfp ne 8 € lez e9 le ee 10 O ® \ , rz r3 / ya ( ' a f ' z f ' z ; a a Le J , '' d % d7 / ' y ' �\4 /- • /42 77z . ' 23 /43 z7/ . ' � . O /44 E "J _ , , -� . 0 /as: ♦7 . 2L ,16 6 .. 0 /47 z/ .�. LB /4e z/e \ @ /Q' 7q I \ 0 /SO ' / \ ; I / S/ @ 111 \ ; 2 C2 /s2 z \ 3; /s e= 3 ® /sa 0 /sr ; L ,s- e 3 'I /,f•7 r ? 5 yi /sa ee /r9 0 et cl ` 2 /' - ` \F3 t2 - / ' L.1 `\Lq ' -` t9 , cr /'`\tc cS ,'' I t6 `\ / '� t7 - \G8 i -. , O i -. 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Q J /'2 i /�J / 2 e /1 / @4 /i al „04 ' /9 r ,q a - s ,' /dG a3 - i G 7'......"07 /87 ( ( a - (' /ea I. - �° i /a r 3/6 4d - i�' ,' /I z2 so /Y1 , /Ta r9 J ® X� /" /!r r 3 4 (S3 / /..--',// :co /P6 iz sj s /' - ` =s l /Y7 r G {7 7 ,'' , /9B fz �� �.. a �C /9 ,' ' � /P S 8 / jy ,''`• 2e7 tl 2c? ac4 / �/ / 7i� t° Iii ® 7, 7 t2 ,cp Z3 rad -...... r s __. ___ =Ze zzY) L IZ rr • • I 2U/ / 2 / /c/ / /or 0 7 ° 1 6' -6” r.2 /1z 2d/ 242 (60) 18 "0 AUGER -CAST PILES /re 0 rz 4`? 4 / C2 SIOISIO /17 9 /" _ L C C 7 h/ /] S I 0 S280 �/ ✓T / -/ /3C/ /7 E /2 ,V /L/ /2C /' /c /3C /C /) 7C /2 ,t-/)0C 4 FIN FL EL 0.0' 241 z / 0 1 ,C' / o S G /J / / 7/ o S F/;,...//3 /23 / tJ //o T /PILE 13' -8" z '4 2�1 i 4\ 7/ !'9 \S../ 0 0 / ''f /2 /zG ,' o1S v i 4G / 64 r , CS (f4 r'+ 2 r°a) 744 24S 746 r r+ (57) 18"0 AUGER-CAS PILES /Z /4 18" DIA AUGER -CAST / GS 2 e ' • . 24© /7B aC U- 217 0 249 1 2/0 0 /21' ,10 0 /1 / s/ /.1Z 62 / 6 /r /zc lz Ir. Jp 0 rt ® Is4 so S'o /7 PILE PLAN —JOBS ;I ; & : 3 LEFT PILE PLAN —JOBS - #3 SPIRAL © 2" 4' 2' 0 . ;',111 1 1 - 111T (I rJ rrr 1 1 1 1 1 � "IT I I Irk 1 1a 1 1 I I �I I I i 1 rJ 1 I' I I 91111 L r 1 -:. . . ,I I" 1 f i 7 'f 11 "I i l i « . 1 '1 I 1 ► �i 1 1 1 1 1 I) rIJII�IJI�IJI (�JIIrIIIIIJIh 3 4 5 6 7 2t / FLEXIBLE RULER- 302 AW e..". 195' -8" 58' -2" >> ;19 ®5' -0" 2/I 2/2 z/ /7 / 2' aG 4' 62 BE LZ 9Z SZ 4Z CZ ZZ IZ 0? 61 81 LI 91 SI VI CI 21 Q(,1„ ;IOC U IIIIIIIIIIIIIIIIIIIIIIIIg 111111{ IIIIIIIIIII IIIIJIIIII111111111111IIIIIJIIIIIIIIIIJII IIIIIIIIJIJIIIIIIIII1111) 111111111 11) JI I4IDII(IIIIJIIIIIIIIIIII111 /72 2rz 8' GRAPHIC SCALE Yd /II (zss 2 r3 /7s "7 214 & ;3 RIGHT 16' ," /74 2116 /34 2/5 /7S z ti 7 2/G 2/7 2/C zir I e ra /7G Z /72 . `x, , S `_ 0 0 0 l J ._fr --; /IC t� - -' 2 r zs7 /37 /77 IF THIS MICROFILMED DOCUMENT IS LESS. CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENT 2 74 //e /e to 20' -8" /7, (a� /7Y 27 91 ro . 20 22 0 f o 0 /sy R. /40 7a /4/ H/ -e w CD /2!0 0 il4 0 zse 237 zdo z.s/ 274 z77 / 5 \,G 1 -0" /, / QIO 276 L,.I rA w -I- a 279 N N N o: 'I 240 ao ,G a BO Z oo /Za 0 rr • • I 2U/ / 2 / /c/ / /or 0 7 ° 1 6' -6” r.2 /1z 2d/ 242 (60) 18 "0 AUGER -CAST PILES /re 0 rz 4`? 4 / C2 SIOISIO /17 9 /" _ L C C 7 h/ /] S I 0 S280 �/ ✓T / -/ /3C/ /7 E /2 ,V /L/ /2C /' /c /3C /C /) 7C /2 ,t-/)0C 4 FIN FL EL 0.0' 241 z / 0 1 ,C' / o S G /J / / 7/ o S F/;,...//3 /23 / tJ //o T /PILE 13' -8" z '4 2�1 i 4\ 7/ !'9 \S../ 0 0 / ''f /2 /zG ,' o1S v i 4G / 64 r , CS (f4 r'+ 2 r°a) 744 24S 746 r r+ (57) 18"0 AUGER-CAS PILES /Z /4 18" DIA AUGER -CAST / GS 2 e ' • . 24© /7B aC U- 217 0 249 1 2/0 0 /21' ,10 0 /1 / s/ /.1Z 62 / 6 /r /zc lz Ir. Jp 0 rt ® Is4 so S'o /7 PILE PLAN —JOBS ;I ; & : 3 LEFT PILE PLAN —JOBS - #3 SPIRAL © 2" 4' 2' 0 . ;',111 1 1 - 111T (I rJ rrr 1 1 1 1 1 � "IT I I Irk 1 1a 1 1 I I �I I I i 1 rJ 1 I' I I 91111 L r 1 -:. . . ,I I" 1 f i 7 'f 11 "I i l i « . 1 '1 I 1 ► �i 1 1 1 1 1 I) rIJII�IJI�IJI (�JIIrIIIIIJIh 3 4 5 6 7 2t / FLEXIBLE RULER- 302 AW e..". 195' -8" 58' -2" >> ;19 ®5' -0" 2/I 2/2 z/ /7 / 2' aG 4' 62 BE LZ 9Z SZ 4Z CZ ZZ IZ 0? 61 81 LI 91 SI VI CI 21 Q(,1„ ;IOC U IIIIIIIIIIIIIIIIIIIIIIIIg 111111{ IIIIIIIIIII IIIIJIIIII111111111111IIIIIJIIIIIIIIIIJII IIIIIIIIJIJIIIIIIIII1111) 111111111 11) JI I4IDII(IIIIJIIIIIIIIIIII111 /72 2rz 8' GRAPHIC SCALE Yd /II (zss 2 r3 /7s "7 214 & ;3 RIGHT 16' ," /74 2116 /34 2/5 /7S z ti 7 2/G 2/7 2/C zir I e ra /7G Z /72 . `x, , S `_ 0 0 0 l J ._fr --; /IC t� - -' 2 r zs7 /37 /77 IF THIS MICROFILMED DOCUMENT IS LESS. CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENT 2 74 //e /e to 20' -8" /7, (a� /7Y 27 91 ro . 20 22 0 f o 0 /sy R. /40 7a /4/ H/ -e w CD /2!0 0 il4 0 zse 237 zdo z.s/ 274 z77 / 5 \,G 1 -0" /, / QIO 276 L,.I rA w -I- a 279 N N N o: 'I 240 ao ,G a BO Z oo /Za 0 5 ' -0 " ." 18 6 5'-0" I J — U 1O - 9 2' 10„ z z1 22.3 224 225. .2 6 2Z7. 226 22? 790 23/ 2.32 z11 234 ztS z1G 2f7 zId zfp ne 8 € lez e9 le ee 10 O ® \ , rz r3 / ya ( ' a f ' z f ' z ; a a Le J , '' d % d7 / ' y ' �\4 /- • /42 77z . ' 23 /43 z7/ . ' � . O /44 E "J _ , , -� . 0 /as: ♦7 . 2L ,16 6 .. 0 /47 z/ .�. LB /4e z/e \ @ /Q' 7q I \ 0 /SO ' / \ ; I / S/ @ 111 \ ; 2 C2 /s2 z \ 3; /s e= 3 ® /sa 0 /sr ; L ,s- e 3 'I /,f•7 r ? 5 yi /sa ee /r9 0 et cl ` 2 /' - ` \F3 t2 - / ' L.1 `\Lq ' -` t9 , cr /'`\tc cS ,'' I t6 `\ / '� t7 - \G8 i -. , O i -. 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CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DOCUMENT 2 74 //e /e to 20' -8" /7, (a� /7Y 27 91 ro . 20 22 0 f o 0 /sy R. /40 7a /4/ H/ -e w CD /2!0 0 il4 0 zse 237 zdo z.s/ 274 z77 / 5 \,G 1 -0" /, / QIO 276 L,.I rA w -I- a 279 N N N o: 'I 240 ao ,G a BO Z oo /Za 0