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Permit B94-0247 - SP RICHARDS COMPANY - STORAGE RACKS
City of Thkwili (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 BUILDING PERMIT Permit No: B94 -0247 Type: B -BUILD Category: ACOM Address: 1100 ANDOVER PK W Location: Parcel #: 352304 -9053 Zoning: CM Type Const: III -N Gas /Elec: Wetlands: Water: TUKWILA Contractor License No.: TENANT OWNER CONTACT Status: ISSUED Issued: 08/18/1994 Expires: 02/14/1995 Suite: Type of Occupancy: WAREHOUSE Slopes: N Sewer: TUKWILA S.P. RICHARDS CO. 1100 ANDOVER PK W, TUKWILA, WA 98188 FAIR VENTURES INVESTMENT LTD Phone: (206)455 -9292 12835 BEL -RED RD STE 140, BELLEVUE WA 98005 JAY BROOKS Phone: 206 575 -8108 1100 ANDOVER PK W, TUKWILA, WA 98188 ***** **************************.* *********** * * * * * * * ** *•k * * * ** *•k** *•k* * **** *•loft* Permit Description: 13,000 SF OF DOUBLE RACK SHELVING WITH A CAT WALK Units: 001 Buildings: 001 Fire Protection: SPRINKLERED UBC Edition: 1991 SETBACKS Front: .0 Back: .0 Left: .0 Right: .0 Valuation: 500,000.00 Total Permit Fee: 3,369.68 * ** ;***** t********************************* * * * *•k * * *k * * * * ** * * * * * * * * * * * * * ** -- �►.� .4,Lz Signature /qtlei I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this buildiryg permit Signature: Date: Print Name : ' t.JA-Y P'° g ' T i t l e : This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. All PERMITS ISSUED FOR NEW CONSTRUCTION, REMODELING, OR DEMOLITION PROJECTS REQUIRE CONSTRUCTION, DEMOLITION AND LANDCLEARING WASTE MATERIAL FROM THESE PROJECTS TO BE RECYCLED AT A KING COUNTY LICENSED OR APPROVED FACILITY, OR TAKEN TO REGIONAL DISPOSAL FACILITIES. CITY OF TUKWIL, Department of Co . sunity Development -- Permit Cent6,:.. ,., 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking PLAN CHECK NUMBER E3q4- 0(947 PROJECT NAME, C� Co. '- SITE ADDRESS / (00 Akin 1/8 R< lAi SUITE N0. INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. • Plan corrections shall be completed and approved prior to sending to the next department. • . Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ", date and initial. DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. DEPARTMEN' BUILDING - initial review TS IN P:P.ROVED 40,-,26-44 L FIRE -7-14-91/1 0-PLANNING IUIREMEN'. 7/' 4ROUTEDL INIT: J1"�14(-PG CONSULTANT: Date Sent - MMENT Date Approved - FIRE PROTECTION: ARE DEPT. LETTER DATED: Sprinklers Detectors N/A /, ^'y INSPECTOR: J04-1 INIT: ZONING: BAR/LAND U SE CONDITIONS? (_)Yes ) No REFERENCEFILETIOS:: —� MINIMUM SETBACKS: N- s- E- O PUBLIC WORKS O OTHER BUILDING - final review (!BUILDING OFFICIAL UTILITY PERMITS REQUIRED? PUBLIC WORKS LETTER DATED: Yes n No INIT: /0411 &9 / INIT :I�C��1/J TYPE OF CONSTRUCTION: CERT. OF OCCUPANCY? ?4CR 6 -o,F4c E OYes c6.14o UBC EDITION (year): Nit "Oyu,' 97 INIT: REVIEW COMPLETED r MOUNT WING: D/ t +.O0, TT CONTACTED - '- �1 Mt , �, 1. DATE NOTIFIED • `-- /� CJ" 1 LP • BY: (init.) 2nd NOTIFICATION BY: (init.) 3RD NOTIFICATION BY: (init.) 01108/93 JUN d7 ' 94 013: 24lr1M T UKW I I. rl DCD /PW CITY OF TUKWILA P.2 BUILDIN71 PERMIT APPLICATION Department of Community Development - building Division r vvurr -- vr_ur u, r urrrnu rri♦ �u r vv (206) 431-3670 .. ,. DE3CFilRTION "" r •_ RCPT: # • _•eATEi�; •'cs a:; '' ai GUILDING'F?1_HMIT•fS.. :...... .-.. :..: ?: • :;:; : � —r r7' ..:•::;,, �:�::' [PLAN CHECK NUMBER ( '�" , 4� PLAN `CHECK•�•FE `.•:•:;'::::': BUILDING SURCHARGE: ... f .7." +:: �' ; ,.:..... . APPLICATION N NI1JS7` EjE FULLED OUT COIV1PLE.TELY OTHER:. ':�;•. ':,. ..:•:.:...i::,:' ... . _ • • ;TOTAL- .. r �� . . SITE ADUR =SS SUI1 L # &Oaf& VFQ PArfl< war. _.. 7-€114,B64 - - 4✓4 2.,/_tL.- PRO E=CT NAMt_/T ENANT .S, ?. tC- Vt'ARDS C O . VALUE Of ONSTF- AUCTION - '. '- . � eft ! 1U1,1.a.,ti IO Vii' ASSESSOR 30 COUNT tt — q 05 3 — o S TYPE OF C) New Building E) Addition C.) Tenant Improvement (commercial) .J Demolition (building) WORK: Rack Storage L.) Reroof C_.) Remodel (residential). Ll Other• -_.. .. - -- --- -- DESCRIBE WORK TO BE DONE: /3 truv ' S.F. 0 F Isa-iiSLE. RAc-K %SM Lv,AIl BUILDING USE (office, warehouse, etc.) NATURE OF BUSINESS: W a L� �I3%V%�V7 OF OFF/ ^r -titlf ieS WILL. THERE BE A CHANGE IN USE? No C .) Yes If Yes, new building requirements may need to be met, Please explain: SQUARE FOOTAGE - Building: 74 00 0 Tenant Space: Area of Construction: It L THERE BE STORAGE OR USE OF FLAMMABLE, COME3US•I'IULL UR I IAZARDOUS MA•1 ■ No Q Yes IF YES, EXPLAIN: FIRE PROTECTION FEATURES: 1L<Sprinklers XAutomatic Fire Alarm System r..; _vim w • , .. ERIALS IN Ti lE BUILDING? r ��.,w t�� . '. . PROPERTY OWNER . 1 4 � 4N u F'I IONCO204. .. -_ ADDRESS fJ /z�335 ��,d�.�tlU� -R>EA�o� R , ._��� -1�/ �- _/� - _.__.. _ _ CONTRACTOR _. _ Af5DRFS3 !'1 - _ _ .I-�9paa� PHONE !IP - - -- AA WA. ST. CONTRACT R'S LICENSE. It EXP. DATE ARCHITECT 6'J,'ot?, 141L.i.t p., E, PHONE ....1.---$ .---2 -- ADDRESS 4,31 J OIQVi- cky Sur u. x30 ► . ' S Tx ZIP 752.0 �+:%'"T1 :REF.ill nYi:::GFHTI I.4 THAT* ;i'••:M. V•E •R•gA• • Nl7•;:•EX. M1NE.P.% :7 " PP C 1R.N.; N,..9 ''T B'' 5' ;7 :.. ,r. ,.._$ "�`;'T;RUI =:.c .... %;f � 1�F�[r.�:LY.. �1 !1 ��.d,F1�� � j;srt'•Ci''�At?t?:l» C,'. �,a P. ,,yt Ni'�:I..� .rY.l.I.Y. y..�.Y:, •.l .,:•�....�....1?.,,��.. J..tiY •�:'� .. 1% t�.R;�:: �..��w �. Ri ;1rll.l. ^.'s;':i..r_::.:.:• •:r::, .fy:.. BUILDING OWNER AUTHORIZED AGENT -_, SIGNATURE PRINT NAME %F / eola DATE �2 PHONE _ �T O ADDRESS 7761O eL / r6/ PM pr / .(r �/� WW CI1Y /7.IPTvo/�I t`4 ,81991 Pi IONE !s 7 .....P7(hpL f:J CONTACT Pt=RSON ..,74/4);1-13:(100/(.._< APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to till out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available ut the Building counter which provide more detailed Information an application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation tor new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 431 -3870 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current tee schedules. BUILDING OWNER / AUTHORIZED AGENT lithe applicant is other than the owner, registered architect/englneer, or contractor licensed by the State of Washington, a notarized letter from the properly owner authorizing the agent to submit this permit application and obtain the permit will be required as part el this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued wtthin 180 days tollowing 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(4) 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 Euilding Division at 4;11 -3670. RECEIVED DAIL APPLICATION EXPIRES fDATE P FED APLICATION ACCEP D t (r)— 'e".")47-Cr- CITY OF' Tuicwi) A 12 _ $-- qif PERMIT CENTER ItYralir R. J. HALLISSEY CO., INC. June 28, 1994 Building Department CITY OF TUKWILA 6200 Southcenter Blvd. Tukwila, WA 98188 RE: Lincoln Center South S. P. Richards Company Racking Permit Property Management And Commercial Leasing This letter is to authorize the current tenant, S. P. Richards Company of 1100 Andover Park West, to submit a permit application for the erection of 13,000 square feet of double rack shelving at the same address. Should you have any questions, please feel free to contact me. Sincerely, R. J. HALLISSEY CO., INC. 'gent for Owner 06 Ron issey, CPM® President R J H /ke o:lincoln \riohard. \racking.doo State of Washington ) ss County of King Signed before me on 28 June 1994 , by Ronald J. Hallissev . RECEIVED CITY OF TUKWILA JUN 2 8 1994 PERMIT CENTER Karen E. Ockwell, Notary Public For the State of Washington My appointment expires 04/08/97. 12835 Bellevue- Redmond Road / Bellevue, Washington 98005 / Phone (206) 455 -9292 / Fax (206) 455 -2016 ** k*k•4*44 *h * *k**v *A••k ** ***4 **rA h* le4** k* 4 * ** *•4•k*•*•*44 * ***4 *h *•k****I ** CITY OF TUKWILA, WA TRANSMIT • k***** h**k*•*• k* k * *•kk **•k*** * *•k*k* **••k*4kA• ** *444** * *•k ** *A *•k ****•k•k *** TRANSMIT Number: 94001063 Amount: 2,044.00 08/1.E3/94 15 :25 Permit No: 094.0247 Type: 8 -BUILD BUILDING I'/ / 4 Parcel No: 352304-9053 Site Address: 1100 ANDOVER PK W Payment Method: CHECK Notation: S.P. RICHARD$ I:riit: SAO * * * ***'4*•k•k*** *****•h**** * * *** ** 4* 4* ******4* *•**44A*****4 ***h * *•*•k Account Code Description 000/322.100 • BUILDING - NONRES 000/386.904 STATE BUILDING SURCHARGE • Total (This Payment): • Total Fees: Total A11 Payments. Balance: 3,369.6$ 3,369.6 .00 Paid 2,039.50 4.50 2,044.00 GENERA 2039.50 GENERA 4.50 TOTAL 2044.00 CHECK, 2044.00 CHANGE 0.00 4854A000 15:13 4k:A k*k•k**** **** *hh**k•kh•k*•k• *** * *** *** *k* **** *k•kkkkirA*•k*kk** **•h•k CITY OF TUKWILA, WA TRANSMIT ***** k• k* A*• k****• kh**** h** kh•******* k•* *** * * *k***•k**k **•k*k ** * *A* **** TRANSMIT Number: 94000775 Amount: 1,325.68 06/20/94 16 :24 Permit No: 894 -0247 Type: B -BUILD BUILDING PE1 M07 f2�/94 Parcel No: 352304-9053 Site Address: 1 1 0 0 ANDOVE=R P K W Payment Method: CHECK Notation: S.P.RICHARDS CO. Knit: SAO *•k* kk* * *h* * *•k k*** * **** **A•* *Ir**•k•** k*•h*•k k * ** *A * * * **•k* :k* * ** * * *****4 Account Code 000/3455.630 Description PLAN CHECK •- NONRES Tata1'`(Th1s Payment): Total Fees: Total All Payments: Balance: 4.. 3,369.68 1,325.68 2,044.00 Paid 1,325.68 11325.68 GENERA 1325.60 TOTAL 1325.68 CHECK 1325.68 CHANGE 0.00 3200A000 09 :16 ,t CITY OF TUKWILA Address: 1100 ANDOVER PK W Permit No: B94 -0247 Suite: Tenant: S.F. RICHARDS CO. Status: ISSUED Type: B -BUILD Applied: 06/28/1994 Parcel #: 352304 -9053 Issued: 08/18/1994 **' k****************• k" k*•****** k*****• k*" k***• k****** k *k * *** * *•k ** *•k*k** *•kk*** *•* ** Permit ,Con.dit tons:•' 1 No chan9est^.w-111 be made .to..the`•°z�p,lar s:,, ;:unless approved by the x Engineer and Tukwila .:Bulidirig:- .D.iV,i.sion, ',.= 2. All permits, 1nspean' "recor..ds, and, approved;.' :lans shall be mainteined available at the: ,job site; °�priornrto the tart of ,,,..,.anyf.c_dristr;uc��f on These�?docume`nts� 'arse to ;be ma i nta i;pned available unt,l1 f,ina,�l,;inspection approval ais,,granted 3. .When spec,i,1r� in spe�ction is, r;equ°ired '- either the ('owner, architee, r;`rft eng,neer shall notify the T lkwila Buiid'ing', Division;* appoi'n`tment of the \..rin,spection agencies •prior' so the f i ; ,t build`i'ng �i nspectflon).' Cop.l es of all s'pec4-a J i nspe 'on reports,`�sha l rig bb'el ssubmi ttfed' to the Bu i X141 i i g ',1 Divas, ' h rn/a timely manner. Reports shall contain address prof of rna,r;e, p ��mit number. a ,d-�ytype,, :of inspection sbeid' ;,�, 1 per or�.�med ._: <ss�' ,., ::.. ,. mow* C ��y 4. The ,''spec i�a,l, n,spector,, sha l 1 submit ,a�; f i na�l, signed report: " �. is : �.... stating whether the: r ;equirii,ngspec1al 1 nspection', was`, to jth',e best' of the. inspectors k'noW,l�edge", ".In'',;conformance .wit_h approved�. p.,l;ans and ;spec,�ifl ca,t�i ons arid ,the•-app 1 i cab 1 e r'vork- man0,ip provisioris'of .the UBC: ,,. ;. 5. Al l :`�;;tru`cturai we`•1,ding'fs,ha'11' b'e', dvne;:":by W.A'.B.O. certified welder and special` inspected (Se'c. ;,306,,..(a },..5, UBC) . 6. A11 k*struction to be done in co'nformancwfth approvel . plarian'1:.: :rwe.qul.rements of the Uniifor�•m•;Bui iding'-Code,. (19 .1" Edit i,o�,) as `amended by the Washing�toh 1'Stat.�e-`B,ui.lding C,ode'. 7, Val idilty .off` Rermi.t. The issuance. of`r a 'pernri,t`\■or approval„ plans;4specifications and computations/shall notbe con- ;_,, strued to be a„perr It for, or an +approval�.of,°°' °any violation.; of any �ofK the ptroyi s tans of this code or of ariy o.t *'ear Y ordinance `o i ther`'i�jurisdi °c,t {ion. No permit ,,,prresumi:,ng;- .togifv�e author.ity`'. o.r,;wviolate or cancel•,,the=,•fprov "isions of4rth"is,,code shall be va'l:°td' NSP CTION O. INSPECTION RECORD C. Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 431-3670 o ect. -- ype o nspection• Add ressi/ co ig,74 0047 pt„ ■ iv Date Called: Special Instructions: Date Wanted: P.m. Requester: Phone No.: Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: ' 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Kelp o.: Dare: INSPECTION RECORD Retain a copy with permit NSP, C7 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 q vim` PERMIT NO. (206) 431 -3670 'rote : 1 (G, / �, , / ,y,� ype o nspection: , e n , ,i rA�dr>3 l An ol/,e pe L✓ Date Called: 10/c2-4/9'4 94 Date Wanted: �0 f 94 jai . p.m. Special Instructions: Cient-sri r.4 k-') Requester: 9 .( �(, KS Phone Noy- ../fr7 7/ O ? ❑ Approved per applicable codes. [.Corrections required prior to approval. COMMENTS: • UJ O r aC. 11 floc."""13-v.l fZ0 6 Serc,t A L— 1 13 SP A 131 A WA-b1 Cient-sri r.4 k-') IN SP -eratZ. . Y t • IInspector: Date: /0 J ZS /q ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. I Receipt No.: Date: City of Tukwila Fire Department Project Name Address TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM John W. Rants, Mayor Thomas P. Keefe, Fire Chief Permit No . ,R 9 C Z' % Retain current inspection schedule Needs shift inspection .A Approved without correction notice ._.� Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Ar) Authorized Signature Date 3- FINALAPP.FRM T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone; (206) 575-4404 • Fax: (206) 5754439 JUN 27 '94 08:32AM TUKWILA DCD /PW 'CITY' OF TUKWILA RACK STORAGE DIMENSIONS LINEAR FEET X HEIGHT = TOTAL Nen" /1_4.32LI_____ X 48P.C-1 = z,03.5"- j"- , X 8,. %°' ' _ /6,7 8 0 e / /6 / ' X 9•24' ' = /0,737 4374'' X = X - P.4 GRAND TOTAL = cm!EID OP TUKVALA JUN 2 8 1994.. ',PONT QMI' DATE CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * * REM! t SUB 6TTAL PROJECT NAME ADDRESS CONTACT PERSON t 1 /WI/Ye( i e/C L✓ e,f 1 6 /'< PHONE =-( ©� /Y /-- ARCHITECT OR ENGINEER PLAN CHECK/PERMIT NUMBER 69z(-'.Da --e-( 7 TYPE OF REVISION: 6 j�'� / -- %.(-4 7 V/47 Av C -o C( /rt/IE 4.tilti SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMI'1TED TO: CITY OF TUKWILA APPROVED AUG 1 0 1994 AS IVUIEU BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 9 1994 PERMIT CENTER DATE 7 l 1 PROJECT N • Y et ( 140et'� CI L ADDRESS //0-6 /�f/� �v f /��- /� ej t.1 CONTACT PERSON / ' y X,Vb4S PHONE 1 a " (P%U�'J CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * * REVISION SUB 1TTAL CITY OF TUKWILA JUL 1 3 1994 PERMIT CENTER ARCHITECT OR ENGINEER `V' 4L. PLAN CHECK/PERMIT NUMBER 7 9 "( ` 0 t)- -1 TYPE OF REVISION: ex /7-- �v/ SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: Mar 01, 1995 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director JAY BROOKS 1100 ANDOVER PK W TUKWILA, WA 98188 RE: S.P. RICHARDS CO. Dear Permit Holder: Our records indicate that on Apr 23, 1995, one hundred and eighty days will have passed with no inspections having been called for under Tukwila Building Permit Number B94 -0247. Unless you call for an inspection, or obtain a written extension from the Tukwila Building Official prior to that date, your above referenced permit will become null and void on Apr 23, 1995. If your project has been completed please call for final. If you are actively working on it please notify our office. If you have any questions or need further information to obtain an extension on your permit, please call the Tukwila Building Divison at 431 -3670. Sincerely, "CIIJ lit Sy ia Osby Acting Permit Coor nator Department of Community Development 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 A al/`et w 139 - a 2. July 29, 1994 Mr. Jeff Todd Facilities Architect Genuine Parts Company 2999 Circle 75 Parkway Atlanta, Georgia 30339 Re: S. P. Richards Company 1100 Andover Park West Tukwila, Washington Dear Mr. Todd: Recently there was an expressed concern by the Tukwila Building Division that the balcony level shelving units need to meet certain seismic design criteria. I believe that there was concern about the tops of all the balcony level shelving not being laced together in a lateral sense. First, let me direct your attention to the plan on Sheet A2. As you look at the plan, as the upper level shelving is laid out, we consider any back to back shelving configuration as a structural unit. Each structural unit is braced according to details 2 and 3 on Sheet Al. This bracing, in itself, is the necessary bracing for the seismic stability of each structural unit. Each unit is independent of all others and consequently, they do not need to be laced together with any type of horizontal diaphragm nor horizontal struts. I recently sent you a couple of sheets of calculations and details pertaining to the addition of horizontal struts. These struts are in the shape of L 1 1/2" x 1 1/2" x 3/16 ". They are also to be used at your discretion. They do not need to be added to the structure. Should you add them, they will provide you with a small comfort zone that you otherwise would not have, but also not need as the aforementioned bracing does this. I also gave you a post base connection that you do need to use and install. Should there be any further concerns or questions, please call. Sincer 41111, Illogral, Jo '. Hill, P. E. President JPH:nah Encs. " cc. Robert Benedicto 1 rc. W i<< %I� OF �'i •. • • •rt.. O• ro; i, pp .p 14723 '� +►!8" Cx;!�'' r• I .kit+ :.t: A r • :0� ;.p 14723 •,) 4 \%Q ?. .' 0. q1416. Wialr JOE P. HILL, . CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dallas, Texas 75204 (214) 529.3091 OF C TUKWILA AUG 9 1994 PERMIT CENTER City(of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review Control #B94 -0247 (510) John W. Rants, Mayor July 18, 1994 Re: S.P. Richards Company - 1 100 Andoveri- Par-4 -, West Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Fire extinguishers require monthly and yearly inspections. They must have a tag or lab,r1 securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, 'dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisherc(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10A-4-4) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinets, or set on shelves (NFPA 10, 1 -6.9), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1 -6.9) k Citi,-of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 2 John W. Rants, Mayor Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC 10.505A) �- Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) Maintain fire extinguisher coverage throughout. 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 3303(d)) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 12.106(c)) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presencp would obstruct or render the exit hazardous. (UFC 1(2.104(a)) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. Internally illuminated exit signs shall have both bulbs working at all times. (UBC 3314(c)) When two or more exits from a story are required, exit signs shall be installed -at the required exits and where otherwise necessary to clearly indicate the City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 3 direction of egress. (UBC 3314(A)) John W. Rants, Mayor 3. Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater t.ha.ra• four feet wide. (NFPA 13- 4- 4.1.3.2.1) Refrain from blocking sprinkler coverage with shelving. NFPA standard #13 states that any shelving or decks in excess of 4 feet in width will require installation of sprinklers thereunder. All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior tp submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1646) 4. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 5. Maintain minimum 6" longitudinal flue space between back to back racks. In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) In order to provide you with the fastest police and fire protection under emergency conditions, please post your suite, room or apartment number in a conspicuous place near the main entry door. Numbers shall contrast with their w "A w4s Citi -of Tukwila FIRE DEPARTMENT 444 Andover Park East ap Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 4 background. UFC 10.301(a)) John W. Rants, Mayor Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. s- _..0:4► Yours truly, The Tukwila Fire Prevention Bureau cc: T.F.D. file ncd c RECEIVE. JUL 1 8'1994 CUNINIUtNt E Y DEVELOPMENT Mr. Jeff Yearwood Facilities Project Manager Genuine Parts Company 2999 Circle 75 Parkway Atlanta, Georgia 30339 Re: S. P. Richards Company 1100 Andover Park West Tukwila, Washington Dear Mr. Yearwood: July 13, 1994 In regards to the above referenced project, we have reviewed our files and find that we are in possession of rack system calculations. These calculations were prepared by Eugene D. Birnbaum & Associates and are for the lower level rack system. They were prepared by Mr. Birnbaum in February, 1987, and reviewed by Mr. Peter S. Higgins in March, 1987, and subsequently, by myself. Therefore, we feel the lower level rack system is acceptable and it does not transfer any load to the walls. In regards to the existing upper level rack system, it is shown in details '2' and '3' on Sheet Al of the contract drawings. The required vertical bracing to resist seismic forces is indicated. Again, this rack system does not transfer any load to the existing walls. Should there be any further questions or concerns, please call. Sincerely, Jet,. Hill, P. E. Pr sident JPH:nah cc. Robert Benedicto q JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dallas, Texas 75204 (214) 528-3091 Jill .. -•2 1 -94 F HU Li IJN ME 1 (4L PROD JUL-19-1994 13:20 FPQM -�... 7N METAL PRODUCTS 404 94Z 89.61 P. W7. TO 1404943S931, P.02 rn it, fir ~— c r 1 4 k.ift F ri r ''S Ill g g 4 rn�x0 r 8 F .......--0 N A J 1 ` C1" A, ttatetti...._ .,t IIIIIIMMIIMIIIIk7 ilk\ Sl* .-S CITY OF TUUKWIL APPROVED AUG 1 0 1994 AS NOTED BUILDING DIVISION EdgP tit �► cn J� RECEIVED CITY OF TUkWILA AUG 9 1994 I 00 PERMIT CENTER 1 T•-1V�I7 'J 1:GI11J 111C rrtr-.1 I_�!• Ms C. r , ••••• ... Cl'JU.J 1 ,,,'0.-,10 STEED ANCHORS �,1 .PLUG TYPE-INTERNAL THREAD SPECIFICATIONS C.I. No. Holt stun 305.00800t 1/4" 3425.00900 • 3/8" 3435.00a00t4" 1/2' 3445.00000te• 5/8" 3455 -00900 • 3/4' t u . appoiad a I4.110••optawd outside Dlsmetar One Rbq'd 7/16" 9/18" 11/18" 27/32" 1' oat ca cr«1r a, iYPo 1-.I 1 J 1 LI1 JI•-IL �IJ -•-/ 11 . U Cst. No. 3400.8 Star Steel Anchors securely fasten oblecta of heavy weight. They offer great holding power and the ability to wlihltend vibration. Installation le simple; 1) pre.drlli cOrtcrate, masonry or ston6; 2) Insert anchor; hammer In. 'Takes just a few aaco¢gt�,�,At �aat math precision designed broaching gr0o d . JyA 1}j�J1�e sires (1/4", 318 ",1 /2'. 618-, 3I4 AUG 1 0 1994 AS NO FED ' Contact roar local afar r.ptelentro$va or 11.~ —q t'prdl,rs av+rtaDlsry. Theo eerr+ aft BUILDING DIVY a.larpaamen*, Park rin, optt"n.j Ev:Ir CI, op, pir STUD BOLT ANCHOR PLUG TYPE-EXTERNAL THREAD SPECIFICATIONS 1/4 x 1.3/4" 1/4 x 2-1/4" 1/4 x 3-1/4" 8x2.1/4" 3/8 x3-1/4" 3/8 x 3 -3/4" 1/2 x 2-3/4" 1/2 x4••1/4" 1/2x5 -1/4" 5/8 x 4-1/4" 1/4" 1 /4" 1 4" 3/8" 3/8" 3/8" 1/2" 1/2" 1/2" 5/8" 5/8 x 5" 5/8" �/8 X 7" 5 /8" /4x4 -1 /4" 3/4" 3/4x6.1/4" 3/4" 3/4 x 8-1/2" 3/4" '. 1,: , r �+4 :04 , :1 lit'I� "gip 1-1/16" 1-5/16" 1-5/16" 1- /8" 1 -5/8" 1-5/8" 1 -3/4" 1 -3/4" 1 -3/4" 2-3/8" 2 -3/8" 2-3/8" 2-7/8" 2.7/8" 2-7/8" 1111 2,735 lbs. 2,735 lbs. 2 735 lbs.' 2,000 bs. 2 4,340 lbs. 4,340 lbs. 4,340 lbs. 5,500 lbs. 5,500 lbs. 5,500 lbs. 8,300 lbs. 10,584 lbs. 11,228 lbs. 11,500 lbs. 11,500 lbs. 11,500 lbs. 5,011 .s. 5,000 lbs. 5,000 bs. 8,000 bs. 8,000 lbs. 8,000 bs. 10,500 lbs. 10,500 lbs. 10,500 lbs. 16,800 lbs. 16,800 lbs. 16,800 lbs. ,7 :gn�r4 NOT : AB wetpht and oad conditions da.orles. or referenced In thio motor's were determined und,ir laboratory conditions. Material and Installation Conditions will vary . To datennIns your Wine lectors, tent product In schist oonduions and materiels, II addltlonal holding Is needs , use mare plan vrls unChot. OVA Speci0a ► eon FR .90.32S, Group e, Typs 2 Use Iona Erl Evaluation Report Ne 2239 tot sltowgble vowel end'or cvndIUona o! we nonoerning material pre.onrad In shit document. ❑rII❑ Campuvr 1. r l litl 1:1 Cat. No. 3800 1e t . o ul�tT C+O t..I N I'T� / Z"...uLdi, II& = o ,11 (War 011S. gleAi-k" Packaging Options: Pack Kit Wo,ltshop Project Workshop Pack li"v��lt Box in Sag c;1'..1"1 1't.1N: r Coritraclor Box Builder Pack Industrial Box RECVED CITY OF TUKWIIA AUG 9 1994 PERMIT CENTER Stud Bolt Anchors anchor heavy loads whore an externally threaded stud Is required. Fast, sate, economical, The setting tool makes It easy to install Star Stud bolt Anchors; keeps threads and studs from being bent or damaged during Inotallatk,n, • 21 O, 115 1 ‘1•1‘) 146 06,..17 U- 4 14`rri- • MK . CALCULATIONS Sr E4-10 0 r e,pieuv i 1,10r - - ---- -Z r ,.--z, ,,,,,r,...1.1-16r111 .� O F e; He,t�el11 -1 di ,L I X ..3, A % 34,; X4,4 �„ f s i 1 I v 4,' WA� 1 tae e.. Et-1ta � pry., 1.0 I I /-w't.c I I/ Ew'1 a -c r -o-F1 ►',, /fc., 1 co et- 11J I E RECEIVED CITY OF TUKWILA AUG 9 1994 PERMIT CENTER roe. e-o1., from L_ �?o�aE _ 1 -1Ec.r ... ere.- . S - n1- L,\/ R - Icy V1 ((i)() 12tSoo ,. o,25= I17,.r1 1 � /A1 ... a i-1' -11;,% c+F TNI' IS Tr.A� IsFt rr¢`r� x = 'Z 15 C� 3 (70 -re. 1,4. _ /2► - -4. _ ) r 44 ;1 I0/ ` te) pAU.P1,L. 0, 1 1Z-1 Doc' (0 Z 4'14- p. r: Of- C of 2. 1.J — I-0,i4 of ti 4PPIrax. 2311-0 r-,1 E . 1 - 1 5 . 2 , e p IZ,00 Vei I " 1' L06: DATE: re14 -I c,`1 1.1.1.4- t3Yj rCHDIP� ....JJ JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528-3091 le, SHEET 1. OF CALCULATIONS MIIJ, t EAIZAj -J FIg..Lt L11/Zx1 /Z &'Ib ua o� 4 111 0. DATE: -111 . ono 14 sir' poi, if p•Hl 0. P. ..' 'W4sz ., RECEIVED it' s s °: AUG 9 1994 7o�y,�� 14723 �p?•�� PERMIT CENTER lrlli ( �,� JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528-3091 SHEET 1, OF JUL 07 '94 12:58 ' P.2 • July 6, 1994 Mr. Jeff Todd Facilities Architect Genuine Parts Company 2999 Circle 75 Parkway Atlanta, Georgia 30339 Re: S. P. Richards Company 1100 Andover Park West Tukwila, Washington Dear Mr. Todd: As I review contract drawing sheet Si of 4 for the above referenced project, At is evident to me that all the new steel framing is free - standing and independent.., of the existing walls. The steel system does not import any load at all to the existing structure, except at the floor slab /column base plate interface. It is also our understanding that the rack fixtures are free - standing /self - supporting elements that do not import•any load to the existing structure. Therefore, our calculation sheet 59 addresses the design requirements for the . support coluama according to seismic zone 3. We did not provide any calculations_ for the rack fixtures as these are furnished-"by another'veneder: Should you need further assistance, please call. Sincere . Hill, P. E. P Zs ident JPII: nah cc. Robert Benedict Sr. Plans Examiner City of Tukwila JOE P. NILL,' P.i1. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Daiwa, Teas 76204 (214) 6253021 City of Tukwila • • / Department of Community Development Brooks Andover Park West Tukwila, WA 98188 Re: Rack storage permit for S.P. Richards Company Plan Review # B94 -0247 Dear Mr. Brooks: John W. Rants, Mayor Rick Beeler, Director An initial review of your application by Tukwila Building Division indicates that revisions to the proposed plan will be necessary prior to routing your application for review by other departments. The following issues are applicable: The extent of the "catwalk" system in reality is creating a second floor area in this building. Consequently, the exiting provisions of UBC Chapter 33 will apply to the resulting second floor area. In particular it will be necessary to demonstrate that you are providing the prescribed number of exits separated by the prescribed minimum distance, and the distance of travel from any point on the upper floor to an exit does not exceed 200 feet. Refer UBC Section 3302, and rovide a narrative or detail on plan method of compliance. . Structural analysis does not address the potential for Toad transfer to the existing building walls from the rack fixture. Since the proposed details indicate that the rack structure is to be built virtually against the outside walls of the warehouse, provide a narrative (from the engineer) regarding this condition under seismic loading and the potential effect to the exterior walls and interior columns. The listed comments may produce revisions to the plans that have been submitted. Consequently, the review of your application will remain on hold pending receipt of the required additional information. Your prompt.response to these comments will insure that your application will be reviewed in the shortest possible time period. If you have any questions or need clarifications you may call this office weekdays between 8:30 AM and 5:00 PM. Sincerely, Tukwil- Building !vision Ro•ert Benedi&to, Sr. Plans Examiner 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 ICES I GN CALCULAT I ONS FOR "GRATING CATWALK SYSTEM" S. P. R I CHARDS DISTRIBUTION CTR . SEATTLE , WASH I NGTON JOB: DATE: 4I(1 ••ti �4 BY j n CHB ot P• 1044 • . # 1 a:r mac'. q 14723 p c� .t•.. 41"QIS kissi4s, , triiii_rill. 1 JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING, INC. 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528.3091 CITRECEIVED EUKWII.A JUN 2 8 1994 PERMIT CENTER SHEET . I OF STRUCTURAL STEEL 1. Structural steel shall be ASTM A -36. 2. Structural steel shall be detailed, fabricated and erected in accordance with the latest AISC specifications. 3. All shop and field welding shall be executed in accordance with the latest edition of American Welding Society specifications. 4. Shop connections shall be welded unless noted other wise. Field connections shall be welded as indicated on the drawings. 5. All welders shall be certified by AWS code. DESIGN LOADS DL = 7.3 psf LL = 125.0 psf Building code: 1991 U.B.C. Seismic Zone No.: 3 vi 4-1(01 vT 11.14- CONSULTING STRUCTURAL ENGINEERING, BY� CHq k 10210 North Central Expressway Suite 110, Dallas, Texas 75231 Phone (214) 691.4901 SHEET G14�) OF Design Loads Building Code: Uniform Building Code, 1991 Edition Seismic Zone: 3 Design Loads: Dead Loads: Grating 7.3 PSF Steel support system 1.7 PSF use weight of individual member Total dead Toad 9.0 PSF use 7.3 PSF Live Loads: Light Storage 125 PSF Total Load: 134.0 PSF use 132.3 psf Typical Grating: Total Toad: 132.3 PSF Maximum span 4' -0" to 5' -0" (max. 4' -11" for max. 1/4' deflection) Use 1" x 3/16" Expanded Metal Grating weight = 7.3 PSF 3 /8" Metal plate Allowable Loads: @4' -0" Wu=257 PSF Deflection = 0.289" 132.3/257 x 0.289 = 0.14877" @5'-0" Wu=165 PSF Deflection = 0.451" 132.3/165 x 0.451 = 0.36162" JOB gei.1 1 DAT BY 1 CI: I/ >L1240 = 0.20" N.G. <L/240 OK >L1240 = 0.25" N.G. <L/240 OK DO NOT USE 5' -0" SPACING JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 10210 North Central Expressway Suite 110, Dallas, Texas 75231 Phone (214) 891.4901 SHEET I:21"- d OF �MK . CALCULATIONS 1•2��i'Z t� q IZ7- Idd�.`_......._. _. .. _ . _ 1.0 JOB: DATE: c"-I4.1 to.11'14' BY:. CHir JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528 -3091 SHEET I . OF RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 1 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 1 Date: 6/17/94 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Number of Segments for Members4 Joint No 1 2 3 Joint + No 1 2 3 X Coordinate ft 0.000 7.500 15.000 < Joint Coordinates > Y z Coordinate Coordinate ft ft 0.000 0.000 0.000 0.000 0.000 0.000 < Boundary Conditions > Translation + + X Y K/ in R R R K /in R R R Material Young's Label Modulus Ksi STEEL 29000.00 Section Label z K/ in R R R Joint Temperature OF 0.00 0.00 0.00 Rotation ex 8y 8z K- ft /rad--- K- ft /rad--- K- ft /rad - -- < Materials > Shear Modulus Ksi 11154.00 Poisson's Thermal Ratio Coef. of 0.3000 0.65000 < Sections > Database Material As As Shape Label Area yy zz in-2 STEEL 1.21 1.2 1.2 BEAM C3X4.1 Weight Density K /ft3 0.490 Yield Stress Ksi 36.00 I yy in "4 0.20 I zz in-4 1.66 Torsion J in "4 - -- 0.03 < Members > Member Joints x Axis Section Pinned Ends? Offsets Inactive? No I J K Rotate Set I -End J -End I -End J -End 1 Length in in ft 1 1 2 2 2 3 BEAM BEAM 7.50 7.50 2 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 1 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 2 Date: 6/17/94 < AISC Parameters > Memb Joints Lb Lb K K Cm Cm Sway No I J yy zz Lc yy zz yy zz Cb y z ft ft ft 1 1 2 1.00 1.00 1.00 2 2 3 1.00 1.00 1.00 < Redesign Criteria > Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in BEAM 10.00 3.00 1.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 total 2 < Member Distributed Loads, BLC 1 > Member Joints Load Pattern Pattern Number I J Label Multiplier 1 1 2 UNIFORM 0.2690 2 2 3 UNIFORM 0.2690 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > Spectra,Facs WPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac A B Sdv 1 total Y -1 1 1 < Joint Displacements, LC 1 : total > Joint + Translation + + Rotation + No. X Y Z X Rotate Y Rotate Z Rotate in in in rad rad rad 1 0.000 -0.000 0.000 0.000 0.000 -0.007 2 0.000 -0.000 0.000 0.000 0.000 0.000 3 0.000 -0.000 0.000 0.000 0.000 0.007 3. RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 1 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 3 Date: 6/17/94 < Story Drift, LC 1 : total > Story + - -- X Direction - - -+ + - -- Y Direction - - -+ + - -- Z Direction - - -+ No. Joint Drift % of Ht Joint Drift % of Ht . Joint Drift % of Ht in in in No Stories Defined... Joint + No. X K 1 0.00 2 0.00 3 0.00 Totals: 0.00 < Reactions, LC 1 : total > Forces + + Y Z Mx K K K -f t 0.77 0.00 0.00 2.56 0.00 0.00 0.77 0.00 0.00 4.10 0.00 0.00 Moments My K -ft 0.00 0.00 0.00 0.00 < Member Section Forces, LC 1 : total > Member Joints No. I - J Sec Axial K 1 1- 2 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 Shear Shear y -y z -z K K 0.77 0.00 0.26 0.00 -0.26 0.00 -0.77 0.00 - 1.28 0.00 Mz K -ft 0.00 0.00 0.00 0.00 Moment Torque y -y K -ft K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment z -z K -ft - -- 0.00 - 0.96 -0.96 - 0.01 1.91 2 2- 3 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 1.28 0.77 0.26 - 0.26 - 0.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.91 -0.01 - 0.96 -0.96 -0.00 < Member Stresses, LC 1 : total > Member Joints Shear Shear + No. I- J Sec Axial y -y z -z y -top Ksi - - -- Ksi - -- -Ksi Ksi 1 1- 2 1 0.00 1.81 0.00 0.00 2 0.00 0.60 0.00 10.43 3 0.00 -0.60 0.00 10.45 4 0.00 -1.81 0.00 0.06 5 0.00 -3.01 0.00 -20.75 Bending y -bot z -top Ksi Ksi 0.00 0.00 -10.43 0.00 -10.45 0.00 -0.06 0.00 20.75 0.00 z -bot Ksi--- - 0.00 0.00 0.00 0.00 0.00 2 2- 3 1 2 3 4 5 0.00 3.01 0.00 0.00 1.81 0.00 0.00 0.60 0.00 0.00 -0.60 0.00 0.00 -1.81 0.00 -20.75 0.06 10.45 10.43 0.00 20.75 -0.06 -10.45 -10.43 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 1 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 4 Date: 6/17/94 < Member Stresses, LC 1 : total > Member Joints Shear Shear + Bending No. I- J Sec Axial y -y z -z y -top y -bot z -top Ksi - - -- Ksi - -- -Ksi Ksi Ksi Ksi + z -bot Ksi - - -- Member Joints + No. I - J Sec Member Deflections, LC 1 : total > 1 1- 2 1 2 3 4 5 Translation + + Rotation x y in in 0.0000 0.0000 0.0000 - 0.1389 0.0000 - 0.1649 0.0000 - 0.0777 0.0000 0.0000 z in 0.0000 0.0000 0.0000 0.0000 0.0000 x Rotate rad 0.0000 0.0000 0.0000 0.0000 0.0000 y Rotate rad 0.0000 0.0000 0.0000 0.0000 0.0000 z Rotate rad - -- - 0.0073 - 0.0041 0.0018 0.0050 0.0000 2 2- 3 1 2 3 4 5 0.0000 0.0000 0.0000 - 0.0777 0.0000 - 0.1649 0.0000 - 0.1389 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0050 - 0.0018 0.0041 0.0073 < Member AISC Unity Checks, LC 1 : total > Member Joints Unity Shear Fb Fb Cm Cm No. I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn. Ksi - -- Ksi -- -Ksi 1 1 2 0.873 5 0.209 5y 3.00 27.00 23.76 1.00 0.60 0.85 H1 -2 2 2 3 0.873 1 0.209 ly 3.00 27.00 23.76 1.00 0.60 0.85 H1 -2 < Redesign Shapes, LC 1 : total > Suggested Alternate Shapes 2nd Choice 3rd Choice Section. Set 1st Choice 4th Choice BEAM C3X4.1 Section Set BEAM C3X4.1 C3X5 C4X5.4 < Material Takeoff, LC 1 : total j Database Total Total Shape Length Weight ft K 15.00 C3X6 0.06 5. RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 • 2 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 1 Date: 6/17/94 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Number of Segments for Members4 Joint No 1 2 3 Joint + No 1 2 3 X Coordinate ft 0.000 9.000 18.000 < Joint Coordinates > Y Coordinate ft 0.000 0.000 0.000 z Coordinate ft 0.000 0.000 0.000 < Boundary Conditions > Translation + + X Y K /in R R R K /in R R R Material Young's Label Modulus Ksi STEEL 29000.00 Section Label z K /in R R R Joint Temperature °F 0.00 0.00 0.00 Rotation °+ Ax Ay Az K- ft /rad--- K- ft /rad--- K- ft /rad - -- < Materials > Shear Modulus Ksi 11154.00 Poisson's Thermal Ratio Coef. of 0.3000 0.65000 < Sections > Database Material As As Shape Label Area yy zz in-2 STEEL 1.21 1.2 1.2 BEAM C3X4.1 Weight Density K /ft3 0.490 Yield Stress Ksi 36.00 I yy in "4 0.20 I zz in-4 1.66 Torsion J in "4 - -- 0.03 < Members > Member Joints x Axis Section Pinned Ends? Offsets Inactive? No I J K Rotate Set I -End J -End I -End J -End 1 Length •- in in - - - -ft 1 1 2 2 2 3 BEAM BEAM 9.00 9.00 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. Job : E94169 4131 North Central Expressway, #230 Page: 2 Dallas, TX 75204 Date: 6/17/94 2 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Memb No Joints I J 1 1 2 2 2 3 Lb YY ft Section Set BEAM < AISC Parameters > Lb K K zz Lc yy zz ft ft 1.00 1.00 1.00 1.00 1.00 1.00 < Redesign Criteria > Width Maximum Minimum in in - -- Depth Maximum Minimum in in 10.00 3.00 BLC No. Cm Cm yy zz Sway Cb y z Unity Check Max Min 1.00 < Basic Load Case Data > Basic Load Case Load Type Totals Description Nodal Point Dist. 1 total Member Number < Member Distributed Loads, BLC 1 > Joints Load Pattern Pattern T J Label Multiplier 2 1 1 2 2 Pattern Label Dir UNIFORM Y 2 3 UNIFORM UNIFORM < Load Patterns > Magnitudes Start End K /ft,F K /ft,F -1.000 -1.000 No. Description 0.2690 0.2690 < Load Combinations > Locations Start End ft or % ft or % --- 0.000 0.000 Spectra Facs WPE BLC Fac BLC Fac BLC Fac BLC Fac A B Sdv 1 total Joint + No. X in 1 0.000 2 0.000 3 0.000 Y -1 1 1 < Joint Displacements, LC 1 : total > Translation + + Rotation Y Z X Rotate Y Rotate in in rad rad -0.000 0.000 0.000 0.000 -0.000 0.000 0.000 0.000 -0.000 0.000 0.000 0.000 Z Rotate rad -0.013 0.000 0.013 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 2 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 3 Date: 6/17/94 < Story Drift, LC 1 : total > Story + - -- X Direction - - -+ + - -- Y Direction - - -+ + - -- Z Direction - - -+ No. Joint Drift % of Ht Joint Drift % of Ht Joint Drift % of Ht in in in No Stories Defined... Joint + No. X K 1 0.00 2 0.00 3 0.00 Totals: 0.00 < Reactions, LC 1 : total > Forces Y K 0.92 3.07 0.92 4.92 + + z K 0.00 0.00 0.00 0.00 Mx K -ft 0.00 0.00 0.00 0.00 Moments + My Mz K -ft K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < Member Section Forces, LC 1 : total > Member Joints No. I - J Sec Axial K 1 1- 2 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 Shear Shear y -y z -z K K 0.92 0.00 0.31 0.00 - 0.31 0.00 - 0.92 0.00 -1.54 0.00 Torque K -ft 0.00 0.00 0.00 0.00 0.00 Moment y -y K -ft 0.00 0.00 0.00 0.00 0.00 Moment z -z K -ft - -- 0.00 - 1.38 -1.39 - 0.01 2.76 2 3 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 1.54 0.92 0.31 -0.31 -0.92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.76 - 0.01 - 1.39 - 1.38 0.00 < Member Stresses, LC 1 : total > Member Joints Shear Shear + Bending No. I- J Sec Axial y -y z -z y -top y -bot z -top Ksi - - -- Ksi - -- -Ksi Ksi Ksi Ksi 1 1- 2 1 0.00 2.17 0.00 0.00 0.00 0.00 2 0.00 0.72 0.00 15.01 -15.01 0.00 3 0.00 -0.72 0.00 15.03 -15.03 0.00 4 0.00 -2.17 0.00 0.06 -0.06 0.00 5 0.00 -3.61 0.00 -29.91 29.91 0.00 z -bot Ksi--- - 0.00 0.00 0.00 0.00 0.00 2 2- 3 1 2 3 4 5 0.00 3.61 0.00 2.17 0.00 0.72 0.00 -0.72 0.00 -2.17 0.00 0.00 0.00 0.00 0.00 -29.91 0.06 15.03 15.01 -0.00 29.91 -0.06 -15.03 -15.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RISA -3D (R) Version 1.01 Joe P. Hill,.P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 2 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 4 Date: 6/17/94 < Member Stresses, LC 1 : total > Member Joints Shear Shear + No. I- J Sec Axial y -y z -z y -top Bending y -bot z -top Ksi - - -- Ksi - -- -Ksi Ksi Ksi Ksi z -bot Ksi - - -- < Member Deflections, LC 1 : total > Member Joints + Translation + + Rotation No. I - J Sec x y z in in in 1 1- 2 1 0.0000 0.0000 0.0000 2 0.0000 - 0.2864 0.0000 3 0.0000 - 0.3398 0.0000 4 0.0000 - 0.1598 0.0000 5 0.0000 0.0000 0.0000 x Rotate y Rotate rad rad 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 z Rotate rad - -- - 0.0125 - 0.0070 0.0031 0.0086 0.0000 2 2- 3 1 2 3 4 5 0.0000 0.0000 0.0000 - 0.1598 0.0000 - 0.3398 0.0000 - 0.2864 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0086 - 0.0031 0.0070 0.0125 < Member AISC Unity Checks, LC 1 : total > Member Joints Unity Shear Fb Fb Cm Cm No. I - J Chk Loc Chk Loc Fa yy zz Ksi - -- Ksi - - -Ksi 1 1 2 1.259 5 0.251 5y 2.08 27.00 23.76 1.00 0.60 0.85 H1 -2 2 2 3 1.259 1 0.251 ly 2.08 27.00 23.76 1.00 0.60 0.85 H1 -2 Cb yy zz Eqn. Section Set BEAM Section Set BEAM < Redesign Shapes, LC 1 : total > Suggested Alternate Shapes 2nd Choice 3rd Choice 1st Choice 4th Choice C4X5.4 MC10X6.5 C5X6.7 < Material Takeoff, LC 1 : total > Database Total Total Shape Length Weight C3X4.1 ft K 18.00 C4X7.25 0.07. MK. • ;CAL;CUT;A'TZONS ► n ... 7/z)...4,, (� 4•11111111=11111111111•11.1111•111M11111•111111Th 000+ II r -- T dt5c5,¢- P4 t�.: -- C 42 ► ir ie-t, i, �._ � firt 114 _.:.__ 0,..05 9 1'' _. 1 -1 ►� 11.1: . - _.- ._.._. ' n t_ `.. c e- JOE P. HILL, P.B. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528 -3091 SHEET ((.9 OF MK. ;CALCUL;ATIONS- 10I-..p' p 1 1/1F-N, I' 4) i • J08: DATE: C-�141 �1 6.11.94' BY� k CHDa ..l p1 JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528 -3091 SHEET I I. OF RISA-3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 7 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTON Job : E94169 Page: 1 Date: 6/17/94 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Number of Segments for Members4 Joint No 1 2 3 4 5 X Coordinate ft 0.000 12.000 24.000 36.000 46.000 Joint + No 1 2 3 4 5 X K/ in R R R R R < Joint Coordinates > Y Coordinate ft 0.000 0.000 0.000 0.000 0.000 z Coordinate ft 0.000 0.000 0.000 0.000 0.000 < Boundary Conditions > Translation + + Y K/in R R R R R Material Label STEEL Section Label Young's Modulus Ksi 29000.00 z K/ in R R R R R Joint Temperature °F 0.00 0.00 0.00 0.00 0.00 Rotation + ex ey 8z K ft/rad---K-ft/rad---K-ft/rad--- < Materials > Shear Modulus Ksi 11154.00 Poisson's Thermal Ratio Coef. °F 0.3000 0.65000 < Sections > Database Material As As Shape Label Area yy zz in"2 STEEL 2.96 1.2 1.2 BEAM W8X10 yy in -4 2.09 Weight Density K/ft3 0.490 Yield Stress Ksi 36.00 zz in-4 30.80 Torsion J in"4--- 0.04 < Members > Member Joints x Axis Section Pinned Ends? Offsets Inactive? No 1 J K Rotate Set I-End J-End I-End J-End 1. Length in in ft 1 2 3 1 2 3 2 3 4 BEAM BEAM BEAM 12.00 12.00 12.00 IS. RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 7 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTON Job : E94169 Page: 2 Date: 6/17/94 < Members > Member Joints x Axis Section Pinned Ends? Offsets Inactive? No I J K Rotate Set I -End J-'End I -End J -End 1 Length in in - - - -ft 4 4 5 BEAM • 10.00 < AISC Parameters > Memb Joints Lb Lb K K Cm Cm Sway No I J yy zz Lc yy zz yy zz Cb y z ft ft ft 1 1 2 4.00 1.00 1.00 2 2 3 4.00 1.00 1.00 3 3 4 4.00 1.00 1.00 4 4 5 4.00 1.00 1.00 < Redesign Criteria > Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in BEAM 10.00 3.00 1.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 total 4 8 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K,K- ft,in,rad 1 L Y -0.938 2 L Y -1.875 3 L Y -1.875 4 L Y -1.875 < Member Point Loads, BLC 1 > Member Joints Number I J Direction Magnitude Location K,K -ft ft or % 1 1 2 Y -1.875 4.000 1 1 2 Y -1.875 8.000 2 2 3 Y -1.875 4.000 2 2 3 Y -1.875 8.000 3 3 4 Y -1.875 4.000 3 3 4 Y -1.875 8.000 4 4 5 Y -1.875 4.000 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 7 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTON Member Number 4 < Member Point Loads, BLC 1 > Joints I J Direction Magnitude K,K-ft 4 5 Y -1.875 Pattern Label Dir UNIFORM Y < Load Patterns > Magnitudes Start End K/ft,F K/ft,F -1.000 -1.000 No. Description Job : E94169 Page: 3 Date: 6/17/94 Location ft or % 8.000 < Load Combinations > Locations Start End ft or % ft or % - -- 0.000 0.000 Spectra Facs WPE BLC Fac BLC Fac BLC Fac BLC Fac A B Sdv 1 total Joint + No. X in 1 0.000 2 0.000 3 0.000 4 0.000 5 0.000 Y -1 1 1 < Joint Displacements, LC 1 : total > Translation + + Y Z X Rotate in in•- rad -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 < Story Drift, LC 1 : total > Story + - -- X Direction - - -+ + - -- Y Direction - - -+ No. Joint Drift % of Ht Joint Drift % of Ht in in No Stories Defined... Joint + No. X K 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 Totals: 0.00 < Reactions, LC 1 : total > Forces + + Y Z Mx K K K -ft 2.34 0.00 0.00 6.43 0.00 0.00 5.55 0.00 0.00 5.95 0.00 0.00 1.76 0.00 0.00 22.03 0.00 0.00 Rotation Y Rotate rad 0.000 0.000 0.000 0.000 0.000 Z Rotate rad - 0.003 0.001 - 0.000 - 0.000 0.002 + - -- Z Direction - - -+ Joint Drift % of Ht in Moments + My Mz K -ft K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ik RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 7 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTON Job : E94169 Page: 4 Date: 6/17/94 < Member Section Forces, LC 1 : total > Member Joints Shear Shear Moment Moment No. I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 1 1- 2 1 0.00 1.40 0.00 0.00 0.00 0.00 2 0.00 1.37 0.00 0.00 0.00 -4.15 3 0.00 -0.54 0.00 0.00 0.00 -4.45 4 0.00 -2.44 0.00 0.00 0.00 -0.92 5 0.00 -2.47 0.00 0.00 0.00 6.45 2 2- 3 1 0.00 2.08 0.00 0.00 0.00 6.45 2 0.00 2.05 0.00 0.00 0.00 0.26 3 0.00 0.14 0.00 0.00 0.00 -2.08 4 0.00 -1.76 0.00 0.00 0.00 -0.59 5 0.00 -1.79 0.00 0.00 0.00 4.74 3 3- 4 1 0.00 1.88 0.00 0.00 0.00 4.74 2 0.00 1.85 0.00 0.00 0.00 -0.87 3 0.00 -0.05 0.00 0.00 0.00 -2.63 4 0.00 -1.96 0.00 0.00 0.00 -0.55 5 0.00 -1.99 0.00 0.00 0.00 5.36 4 4- 5 1 0.00 2.09 0.00 0.00 0.00 5.36 2 0.00 2.06 0.00 0.00 0.00 0.18 3 0.00 0.16 0.00 0.00 0.00 -3.07 4 0.00 0.14 0.00 0.00 0.00 -3.44 5 0.00 -1.76 0.00 0.00 0.00 -0.00 < Member Stresses, LC 1 : total > Member Joints Shear Shear + Bending + No. I- J Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi ---- Ksi - - - -Ksi Ksi Ksi Ksi Ksi - - -- 1 1- 2 1 0.00 1.25 0.00 0.00 0.00 0.00 0.00 2 0.00 1.22 0.00 6.37 -6.37 0.00 0.00 3 0.00 -0.48 0.00 6.85 -6.85 0.00 0.00 4 0.00 -2.19 0.00 1.41 -1.41 0.00 0.00 5 0.00 -2.21 0.00 -9.92 9.92 0.00 0.00 2 2- 3 1 0.00 1.86 0.00 -9.92 9.92 0.00 0.00 2 0.00 1.83 0.00 -0.41 0.41 0.00 0.00 3 0.00 0.13 0.00 3.20 -3.20 0.00 0.00 4 0.00 -1.58 0.00 0.91 -0.91 0.00 0.00 5 0.00 -1.60 0.00 -7.28 7.28 0.00 0.00 3 3- 4 1 0.00 1.69 0.00 -7.28 7.28 0.00 0.00 2 0.00 1.66 0.00 1.33 -1.33 0.00 0.00 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 7 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTON Job : E94169 Page: 5 Date: 6/17/94 < Member Stresses, LC 1 : total > Member Joints Shear Shear + Bending + No. I- J Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi - - -- Ksi - -- -Ksi Ksi Ksi Ksi Ksi--- - 3 0.00 -0.05 0.00 4.04 -4.04 0.00 0.00 4 0.00 -1.75 0.00 0.85 -0.85 0.00 0.00 5 0.00 -1.78 0.00 -8.24 8.24 0.00 0.00 4 4- 5 1 2 3 4 5 0.00 1.87 0.00 -8.24 8.24 0.00 0.00 1.84 0.00 -0.27 0.27 0.00 0.00 0.14 0.00 4.72 -4.72 0.00 0.00 0.12 0.00 5.29 -5.29 0.00 0.00 -1.58 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 < Member Deflections, LC 1 : total > Member Joints + Translation + + Rotation -+ No. I- J Sec x y z x Rotate y Rotate z Rotate in in in rad rad rad-- - 1 1- 2 1 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0029 2 0.0000 - 0.0951 0.0000 0.0000 0.0000 - 0.0019 3 0.0000 - 0.1201 0.0000 0.0000 0.0000 0.0005 4 0.0000 - 0.0658 0.0000 0.0000 0.0000 0.0022 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0007 2 2- 3 1 0.0000 0.0000 0.0000 0.0000 0.0000 2 0.0000 - 0.0121 0.0000 0.0000 0.0000 3 0.0000 - 0.0342 0.0000 0.0000 0.0000 4 0.0000 - 0.0199 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0007 - 0.0009 - 0.0001 0.0009 - 0.0002 3 3- 4 1 0.0000 0.0000 0.0000 0.0000 0.0000 2 0.0000 - 0.0323 0.0000 0.0000 0.0000 3 0.0000 - 0.0540 0.0000 0.0000 0.0000 4 0.0000 - 0.0294 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0002 - 0.0011 0.0001 0.0012 - 0.0000 4 4- 5 1 0.'0000 0.0000 0.0000 0.0000 0.0000 2 0.0000 - 0.0260 0.0000 0.0000 0.0000 3 0.0000 - 0.0551 0.0000 0.0000 0.0000 4 0.0000 - 0.0470 0.0000 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0000 - 0.0012 - 0.0004 0.0010 0.0018 Co. RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 7 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTON Job : E94169 Page: 6 Date: 6/17/94 < Member AISC Unity Checks, LC 1 : total > Member Joints Unity Shear Fb Fb Cm Cm No. I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn. 1 1 2 0.418 5 0.154 5y 2 2 3 0.418 1 0.129 ly 3 3 4 0.347 5 0.123 5y 4 4 5 0.347 1 0.130 ly Section Set Ksi -- -Ksi -- -Ksi 5.08 27.00 23.76 5.08 27.00 23.76 5.08 27.00 23.76 7.32 27.00 23.76 < Redesign Shapes, LC 1 : total > Suggested Alternate Shapes 2nd Choice 3rd Choice 1st Choice 1.00 0.60 0.85 H1 -2 1.00 0.60 0.85 H1 -2 1.00 0.60 0.85 H1 -2 1.00 0.60 0.85 H1 -2 4th Choice BEAM M8X6.5 Section Set BEAM W8X10 M10X7.5 M10X8 < Material Takeoff, LC 1 : total > Database Total Total Shape Length Weight ft K M1OX9 46.00 0.46 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 8 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTON Job : E94169 Page: 1 Date: 6/17/94 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Number of Segments for Members4 Joint No 1 2 X Coordinate ft 0.000 15.000 Joint + No X K /in 1 R 2 R < Joint Coordinates > Y z Coordinate Coordinate ft ft 0.000 0.000 0.000 0.000 < Boundary Conditions > Translation + + Y K/ in R R Material Young's Label Modulus Ksi STEEL 29000.00 Section Label z K /in R R Joint Temperature OF 0.00 0.00 Rotation •I- Ax Ay Az K- ft /rad--- K- ft /rad--- K- ft /rad --- < Materials > Shear Poisson's Thermal Modulus Ratio Coef. Ksi °F 11154.00 0.3000 0.65000 < Sections > Database Material As As Shape Label Area yy zz in-2 STEEL 3.84 1.2 1.2 BEAM W8X13 Weight Density K /ft3 0.490 Yield Stress Ksi------ 36.00 1 YY in-4 2.73 T Torsion zz J in-4 in-4--- 39.60 0.09 < Members > Member Joints x Axis Section Pinned Ends? Offsets Inactive? No I J K Rotate Set I -End J -End I -End J -End 1 Length in in - - - -ft 1 1 2 Memb Joints Lb No I J yy ft 1 1 2 BEAM < AISC Parameters > Lb K K zz Lc yy zz ft ft 4.00 15.00 Cm Cm yy zz Sway Cb y z RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 8 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTON Job : E94169 Page: 2 Date: 6/17/94 <Redesign Criteria > Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in BEAM 10.00 3.00 1.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 total 4 < Member Point Loads, BLC 1 > Member Joints Number I J Direction Magnitude Location K,K -ft ft or % 1 1 2 Y -1.875 2.000 1 1 2 Y -1.875 6.000 1 1 2 Y -1.875 10.000' 1 1 2 Y -1.875 14.000 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > Spectra Facs WPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac A B Sdv 1 total Y -1 1 1 < Joint Displacements, LC 1 : total > Joint + Translation + + Rotation + No. X Y Z X Rotate Y Rotate Z Rotate in in in rad rad rad 1 0.000 -0.000 0.000 0.000 0.000 -0.009 2 0.000 -0.000 0.000 0.000 0.000 0.009 < Story Drift, LC 1 : total > Story + - -- X Direction - - -+ + - -- Y Direction - - -+ + - -- Z, Direction - - -+ No. Joint Drift % of Ht Joint Drift % of Ht Joint Drift % of Ht in in in No Stories Defined... ICL RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 8 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTOIY Joint + No. X K 1 0.00 2 0.00 Totals: 0.00 < Reactions, LC 1 : total > Forces + + Y Z Mx K K K -ft 3.60 0.00 0.00 4.10 0.00 0.00 7.70 0.00 0.00 Job : E94169 Page: 3 Date: 6/17/94 Moments My K -ft 0.00 0.00 0.00 < Member Section Forces, LC 1 : total > Member Joints Shear Shear No. I - J Sec Axial y -y K K 1 1- 2 1 0.00 3.60 2 0.00 1.67 3 0.00 -0.25 4 0.00 -2.17 5 0.00 -4.10 z -z K 0.00 0.00 0.00 0.00 0.00 Mz K -ft 0.00 0.00 0.00 Moment Torque y -y K -ft K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment z -z K -ft - -- 0.00 -10.12 - 13.49 - 10.12 -0.00 < Member Stresses, LC 1 : total > Member Joints Shear Shear + Bending No. I- J Sec Axial y -y z -z y -top y -bot z -top Ksi - - -- Ksi - -- -Ksi Ksi Ksi Ksi 1 1- 2 1 0.00 2.35 0.00 0.00 0.00 2 0.00 1.09 0.00 12.25 -12.25 3 0.00 -0.16 0.00 16.33 -16.33 4 0.00 -1.42 0.00 12.25 -12.25 5 0.00 -2.68 0.00 0.00 -0.00 + z -bot Ksi--- - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < Member Deflections, LC 1 : total > Member Joints + Translation + + No. I- J Sec x y z x Rotate in in in rad 1 1- 2 1 0.0000 0.0000 0.0000 0.0000 2 0.0000 - 0.3559 0.0000 0.0000 3 0.0000 - 0.4982 0.0000 0.0000 4 0.0000 - 0.3547 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 Rotation y Rotate rad 0.0000 0.0000 0.0000 0.0000 0.0000 z Rotate rad - -- - 0.0087 - 0.0060 0.0000 0.0060 0.0087 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 8 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTON Job : E94169 Page: 3 Date: 6/17/94 < Member AISC Unity Checks, LC 1 : total > Member Joints Unity Shear Fb Fb Cm Cm No. I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn. Ksi -- -Ksi -- -Ksi 1 1 2 0.687 3 0.186 5y 3.28 27.00 23.76 1.00 0.60 0.85 111 -2 < Redesign Shapes, LC 1 : total > Section Suggested Alternate Shapes Set 1st Choice 2nd Choice 3rd Choice 4th Choice BEAM W8X10 W10X12 W6X12 W8X13 < Material Takeoff, LC 1 : total > Section Database Total Total Set Shape Length Weight ft K BEAM W8X13 15.00 0.20 2I1 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 9 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTON Job : E94169 Page: 1 Date: 6/17/94 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Number of Segments for Members4 Joint No X Coordinate ft 1 0.000 2 12.000 3 24.000 4 36.000 Joint + No 1 2 3 4 < Joint Coordinates > Y Coordinate ft 0.000 0.000 0.000 0.000 z Coordinate ft 0.000 0.000 0.000 0.000 < Boundary Conditions > Translation + + X Y K/ in R R R R K /in R R R R Material Label STEEL Section Label BEAM Young's Modulus Ksi 29000.00 z K /in R R R R Joint Temperature OF 0.00 0.00 0.00 0.00 Rotation ex ey Az K- ft /rad---- K- ft /rad--- K- ft /rad - -- < Materials > Shear Modulus Ksi 11154.00 Poisson's Thermal Ratio Coef. of 0.3000 0.65000 < Sections > Database Material As As Shape Label Area yy zz in"2 W8X10 STEEL 2.96 1.2 1.2 Weight Density K /ft3 0.490 Yield Stress Ksi 36.00 I yy in-4 2.09 I Torsion zz J in-4 in-4--- 30.80 0.04 < Members > Member Joints x Axis Section Pinned Ends? Offsets Inactive? No I J K Rotate Set I -End J -End I -End J -End 1 Length in in - - - -ft 1 2 3 1 2 3 2 3 4 BEAM BEAM BEAM 12.00 12.00 12.00 ZZ, RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 9 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTON Job : E94169 Page: 2 Date: 6/17/94 < AISC Parameters > Memb Joints Lb Lb K K Cm Cm Sway No I J yy zz Lc yy zz yy zz Cb y z ft ft ft 1 1 2 4.00 1.00 1.00 2 2 3 4.00 1.00 1.00 3 3 4 4.00 1.00 1.00 < Redesign Criteria > Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in BEAM 10.00 3.00 1.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 total 9 < Member Point Loads, BLC 1 > Member Joints Number I J Direction Magnitude Location K,K -ft ft or % 1 1 2 Y -1.875 3.000 1 1 2 Y -1.875 7.000 1 1 2 Y -1.875 11.000 2 2 3 Y -1.875 3.000 2 2 3 Y -1.875 7.000 2 2 3 Y -1.875 11.000 3 3 4 Y -1.875 3.000 3 3 4 Y -1.875 7.000 3 3 4 Y -1.875 11.000 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > Spectra Facs WPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac A B Sdv 1 total Y -1 1 1 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 9 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTON Job : E94169 Page: 3 Date: 6/17/94 < Joint Displacements, LC 1 : total > Joint + Translation + + Rotation + No. X Y Z X Rotate Y Rotate Z Rotate in in in rad rad rad----- - 1 0.000 -0.000 0.000 0.000 0.000 -0.003 2 0.000 -0.000 0.000 0.000 0.000 0.001 3 0.000 -0.000 0.000 0.000 0.000 -0.001 4 0.000 -0.000 0.000 0.000 0.000 0.003 < Story Drift, LC 1 : total > Story + - -- X Direction - - -+ + - -- Y Direction - - -+ + - -- Z Direction - - -+ No. Joint Drift % of Ht Joint Drift % of Ht Joint Drift % of Ht in in in No Stories Defined... < Reactions, LC 1 : total > Joint + Forces + + Moments + No. X Y Z Mx My Mz K K K K -ft K -ft K- ft----- 1 0.00 1.82 0.00 0.00 0.00 0.00 2 0.00 6.33 0.00 0.00 0.00 0.00 3 0.00 6.33 0.00 0.00 0.00 0.00 4 0.00 2.76 0.00 0.00 0.00 0.00 Totals: 0.00 17.24 0.00 0.00 0.00 0.00 < Member Section Forces, LC 1 : total > Member Joints Shear Shear Moment Moment No. I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 1 1- 2 1 0.00 1.82 0.00 0.00 0.00 0.00 2 0.00 -0.08 0.00 0.00 0.00 -5.43 3 0.00 -0.11 0.00 0.00 0.00 -5.14 4 0.00 -2.02 0.00 0.00 0.00 -1.01 5 0.00 -3.92 0.00 0.00 0.00 6.96 2 2- 3 1 0.00 2.40 0.00 0.00 0.00 6.96 2 0.00 0.50 0.00 0.00 0.00 -0.21 3 0.00 0.47 0.00 0.00 0.00 -1.66 4 0.00 -1.44 0.00 0.00 0.00 0.73 5 0.00 -3.34 0.00 0.00 0.00 6.96 3 3- 4 1 0.00 2.98 0.00 0.00 0.00 6.96 2 0.00 1.08 0.00 0.00 0.00 -1.95 3 0.00 1.05 0.00 0.00 0.00 -5.14 4 0.00 -0.86 0.00 0.00 0.00 -4.49 5 0.00 -2.76 0.00 0.00 0.00 0.00 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 9 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTON Job : E94169 Page: 4 Date: 6/17/94 < Member Stresses, LC 1 : total > Member Joints Shear Shear + Bending + No. I- J Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi - - -- Ksi - -- -Ksi Ksi Ksi Ksi Ksi--- - 1 1- 2 1 0.00 1.63 0.00 0.00 0.00 0.00 0.00 2 0.00 -0.07 0.00 8.34 -8.34 0.00 0.00 3 0.00 -0.10 0.00 7.90 -7.90 0.00 0.00 4 0.00 -1.80 0.00 1.55 -1.55 0.00 0.00 5 0.00 -3.51 0.00 -10.70 10.70 0.00 0.00 2 2- 3 1 0.00 2.15 0.00 -10.70 10.70 0.00 0.00 2 0.00 0.45 0.00 0.32 -0.32 0.00 0.00 3 0.00 0.42 0.00 2.55 -2.55 0.00 0.00 4 0.00 -1.29 0.00 -1.12 1.12 0.00 0.00 5 0.00 -2.99 0.00 -10.70 10.70 0.00 0.00 3 3- 4 1 0.00 2.67 0.00 -10.70 10.70 0.00 0.00 2 0.00 0.97 0.00 2.99 -2.99 0.00 0.00 3 0.00 0.94 0.00 7.90 -7.90 0.00 0.00 4 0.00 -0.77 0.00 6.90 -6.90 0.00 0.00 5 0.00 -2.47 0.00 -0.00 0.00 0.00 0.00 < Member Deflections, LC 1 : total > Member Joints + Translation + + Rotation + No. I- J Sec x y z x Rotate y Rotate z Rotate in in in rad rad rad-- - 1 1- 2 1 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0034 2 0.0000 - 0.1092 0.0000 0.0000 0.0000 - 0.0021 3 0.0000 - 0.1371 0.0000 0.0000 0.0000 0.0005 4 0.0000 - 0.0770 0.0000 0.0000 0.0000 0.0024 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0011 2 2- 3 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0011 2 0.0000 0.0012 0.0000 0.0000 0.0000 - 0.0005 3 0.0000 - 0.0109 0.0000 0.0000 0.0000 - 0.0000 4 0.0000 0.0019 0.0000 0.0000 0.0000 0.0005 5 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0011 3 3- 4 1 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0011 2 0.0000 - 0.0776 0.0000 0.0000 0.0000 - 0.0024 3 0.0000 - 0.1371 0.0000 0.0000 0.0000 - 0.0006 4 0.0000 - 0.1086 0.0000 0.0000 0.0000 0.0021 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0035 2 r, RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 9 BEAM DESIGN for S. P. RICHARDS, SAETTLE,WASHINGTON Job : E94169 Page: 5 Date: 6/17/94 < Member AISC Unity Checks, LC 1 : total > Member Joints Unity Shear Fb Fb Cm Cm No. I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn. Ksi -- -Ksi -- -Ksi 1 1 2 0.450 5 0.244 5y 5.08 27.00 23.76 1.00 0.60 0.85 111 -2 2 2 3 0.450 1 0.208 5y 5.08 27.00 23.76 1.00 0.60 0.85 111 -2 3 3 4 0.450 1 0.185 ly 5.08 27.00 23.76 1.00 0.60 0.85 111 -2 < Redesign Shapes, LC 1 : total > Section Suggested Alternate Shapes Set 1st Choice 2nd Choice 3rd Choice 4th Choice BEAM M10X7.5 M10X8 M10X9 W6X9 < Material Takeoff, LC 1 : total > Section Database Total Total Set Shape Length Weight ft BEAM W8X10 36.00 0.36 MfillIMEMMIIIIIMININI111111111111b. K. CAL;CTJL:ATIONS 10 0 _ ( Lt I 4 -'.1. ;4: _i i ^," . P..0! _ 171 4.i I ..._ ' I it 1 1 10 -_o:__ )Z 1• . 2'_x.. 4 JOB: DATE: %(141iA (e • i1.14- Byu CHD1 i1 JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528.3091 SHEET '1 OF J RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 10 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 1 Date: 6/17/94 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Number of Segments for Members4 Joint No 1 2 3 4 Joint + No 1 2 3 4 X Coordinate ft 0.000 10.000 20.000 33.000 < Joint Coordinates > Y Coordinate ft 0.000 0.000 0.000 0.000 z Coordinate ft 0.000 0.000 0.000 0.000 Joint Temperature of 0.00 0.00 0.00 0.00 _ < Boundary Conditions > Translation + + X Y z K /in K /in K /in R R R R R R R R R R R R Material Label STEEL Section Label Young's Modulus Ksi 29000.00 Rotation -+ Ax Ay Az K- ft /rad--- K- ft /rad--- K- ft /rad -» - < Materials > Shear Poisson's Thermal Modulus Ratio Coef. Ksi °F 11154.00 0.3000 0.65000 < Sections > Database Material As As Shape Label Area yy zz in-2 STEEL 2.96 1.2 1.2 BEAM W8X10 Weight Density K /ft3 0.490 Yield Stress Ksi 36.00 I yy in-4 2.09 I zz in-4 30.80 Torsion J in-4--- 0.04 < Members > Member Joints x Axis Section Pinned Ends? Offsets Inactive? No I J K Rotate Set I -End J -End I -End J -End 1 Length in in - - - -ft 1 2 3 1 2 3 2 3 4 BEAM BEAM BEAM 10.00 10.00 13.00 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 10 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 2 Date: 6/17/94 < AISC Parameters > Memb Joints Lb Lb K K Cm Cm Sway No I J yy zz Lc yy zz yy zz Cb y z ft ft ft 1 1 2 4.00 1.00 1.00 2 2 3 4.00 1.00 1.00 3 3 4 4.00 1.00 1.00 < Redesign Criteria > Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in BEAM 10.00 3.00 1.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 total 8 < Member Point Loads, BLC 1 > Member Joints Number I J Direction Magnitude Location K,K -ft ft or % 1 1 2 Y -1.875 3.000 1 1 2 Y -1.875 7.000 2 2 3 Y -1.875 1.000 2 2 3 Y -1.875 5.000 2 2 3 Y -1.875 9.000 3 3 4 Y -1.875 3.000 3 3 4 Y -1.875 7.000 3 , 3 4 Y -1.644 11.000 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > Spectra Facs WPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac A B Sdv 1 total Y -1 1 1 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 10 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 3 Date: 6/17/94 < Joint Displacements, LC 1 : total > Joint + Translation + + No. X Y Z in in in 1 0.000 -0.000 0.000 2 0.000 -0.000 0.000 3 0.000 -0.000 0.000 4 0.000 -0.000 0.000 Rotation X Rotate Y Rotate rad rad 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 + Z Rotate rad - 0.002 0.001 - 0.002 0.005 < Story Drift, LC 1 : total > Story + - -- X Direction - - -+ + - -- Y Direction - - -+ + - -- Z Direction - - -+ No. Joint Drift % of Ht Joint Drift % of Ht Joint Drift % of Ht in in in No Stories Defined... Joint + No. X K 1 0.00 2 0.00 3 0.00 4 0.00 Totals: 0.00 < Reactions, LC 1 : total > Forces + + Y Z Mx K K K -ft 1.50 0.00 0.00 4.90 0.00 0.00 6.37 0.00 0.00 2.33 0.00 0.00 15.10 0.00 0.00 Moments + My Mz K -ft K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < Member Section Forces, LC 1 : total > Member Joints No. T - J Sec Axial K 1 1- 2 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 Shear Shear y -y z -z K K 1.50 0.00 1.48 0.00 - 0.42 0.00 - 2.32 0.00 -2.35 0.00 Moment Torque y -y K -ft K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2- 3 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 2.55 0.65 -1.25 -1.28 -3.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 3- 4 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 3.20 1.29 1.25 -0.65 -2.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment z -z K -ft - -- 0.00 -3.72 - 3.63 - 1.60 4.25 4.25 0.72 -0.87 2.30 7.40 7.40 - 2.47 - 6.60 - 5.46 -0.00 30 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 10 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 4 Date: 6/17/94 < Member Stresses, LC 1 : total > Member Joints Shear Shear + Bending + No. I- J Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi - - -- Ksi - -- -Ksi Ksi Ksi Ksi Ksi--- - 1 1- 2 1 0.00 1.34 0.00 0.00 0.00 0.00 0.00 2 0.00 1.32 0.00 5.72 -5.72 0.00 0.00 3 0.00 -0.38 0.00 5.58 -5.58 0.00 0.00 4 0.00 -2.08 0.00 2.46 -2.46 0.00 0.00 5 0.00 -2.10 0.00 -6.52 6.52 0.00 0.00 2 2- 3 1 0.00 2.28 0.00 -6.52 6.52 0.00 0.00 2 0.00 0.58 0.00 -1.11 1.11 0.00 0.00 3 0.00 -1.12 0.00 1.33 -1.33 0.00 0.00 4 0.00 -1.14 0.00 -3.53 3.53 0.00 0.00 5 0.00 -2.84 0.00 -11.37 11.37 0.00 0.00 3 3- 4 1 0.00 2.86 0.00 -11.37 11.37 0.00 0.00 2 0.00 1.15 0.00 3.79 -3.79 0.00 0.00 3 0.00 1.12 0.00 10.14 -10.14 0.00 0.00 4 0.00 -0.58 0.00 8.40 -8.40 0.00 0.00 5 0.00 -2.08 0.00 0.00 -0.00 0.00 0.00 < Member Deflections, LC 1 : total > Member Joints + Translation + + Rotation + No. I- J Sec x y z x Rotate y Rotate z Rotate in in in rad rad rad-- - 1 1- 2 1 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0021 2 0.0000 - 0.0588 0.0000 010000 0.0000 - 0.0014 3 0.0000 - 0.0751 0.0000 0.0000 0.0000 0.0003 4 0.0000 - 0.0452 0.0000 0.0000 0.0000 0.0015 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0009 2 2- 3 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0009 2 0.0000 0.0145 0.0000 0.0000 0.0000 0.0001 3 0.0000 0.0190 0.0000 0.0000 0.0000 0.0002 4 0.0000 0.0246 0.0000 0.0000 0.0000 - 0.0000 5 0.0000 0.0000 4.0000 0.0000 0.0000 - 0.0018 3 3- 4 1 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0018 2 0.0000 - 0.1172 0.0000 0.0000 0.0000 - 0.0031 3 0.0000 - 0.1994 0.0000 0.0000 0.0000 - 0.0007 4 0.0000 - 0.1551 0.0000 0.0000 0.0000 0.0027 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0045 RISA-3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 10 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 5 Date: 6/17/94 < Member AISC Unity Checks, LC 1 : total > Member Joints Unity Shear Fb Fb Cm Cm No. I J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn. Ksi Ksi Ksi 1 1 2 0.275 5 0.146 5y 7.32 27.00 23.76 1.00 0.60 0.85 H1-2 2 2 3 0.478 5 0.197 5y 7.32 27.00 23.76 1.00 0.60 0.85 H1-2 3 3 4 0.478 1 0.199 1y 4.33 27.00 23.76 1.00 0.60 0.85 H1-2 < Redesign Shapes, LC 1 : total > Section Suggested Alternate Shapes Set ' 1st Choice 2nd Choice 3rd Choice 4th Choice BEAM M10X7.5 M10X8 M10X9 W6X9 < Material Takeoff, LC 1 : total > Section Database Total Total Set Shape Length Weight ft BEAM W8X10 33.00 0.33 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 11 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 1 Date: 6/17/94 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Number of Segments for Members4 Joint v" No 1 2 3 4 5 6 Joint + No 1 2 3 4 5 6 X Coordinate ft 0.000 10.000 15.000 20.000 28.000 36.000 < Joint Coordinates > Y Coordinate ft 0.000 0.000 0.000 0.000 0.000 0.000 z Coordinate ft 0.000 0.000 0.000 0.000 0.000 0.000 Joint Temperature °F 0.00 0.00 0.00 0.00 0.00 0.00 < Boundary Conditions > Translation + + X Y z K /in K /in K /in R R R R R R R R R R R R R R R Rotation + ex 8y Az K- ft /rad--- K- ft /rad--- K- ft /rad - -- < Materials > Material Young's Shear Poisson's Thermal Label Modulus Modulus Ratio Coef. Ksi Ksi °F STEEL 29000.00 11154.00 0.3000 0.65000 Section Label < Sections > Database Material As As Shape Label Area yy zz in "2 STEEL 2.96 1.2 1.2 BEAM W8X10 Weight Density K /ft3 0.490 Yield Stress Ksi 36.00 I yy in-4 2.09 I zz in-4 30.80 Torsion J in"4 - -- 0.04 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 11 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 2 Date: 6/17/94 < Members > Member Joints x Axis Section Pinned Ends? Offsets Inactive? No I J K Rotate Set I -End J -End I -End J -End 1 Length in in - - - -ft 1 1 2 BEAM 2 2 3 BEAM 3 3 4 BEAM 4 4 5 BEAM 5 5 6 BEAM q. 10.00 5.00 5.00 8.00 8.00 < AISC Parameters > Memb Joints Lb Lb K K Cm Cm Sway No I J yy zz Lc yy zz yy zz Cb y z ft ft ft 1 1 2 4.00 1.00 1.00 2 2 3 4.00 1.00 1.00 3 3 4 4.00 1.00 1.00 4 4 5 4.00 1.00 1.00 5 5 6 4.00 1.00 1.00 < Redesign Criteria > Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in BEAM 10.00 3.00 1.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 total 1 7 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K,K- ft,in,rad 3 L Y -1.875 < Member Point Loads, BLC 1 > Member Joints Number I J Direction Magnitude Location K,K -ft ft or % 1 1 2 Y -1.875 3.000 1 1 2 Y -1.875 7.000 2 2 3 Y -1.875 1.000 3 3 4 Y -1.875 4.000 4 4 5 Y -1.875 3.000 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 11 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Member Number < Member Point Loads, BLC 1 > Joints I J Direction Magnitude K, K -ft 4 4 5 Y -1.875 5 5 6 Y -1.644 < Load Patterns > Pattern Magnitudes Label °" Dir Start End K /ft,F K /ft,F UNIFORM Y -1.000 -1.000 No. Description Job : E94169 Page: 3 Date: 6/17/94 Location ft or % 7.000 3.000 < Load Combinations > Locations Start End ft or % ft or % - -- 0.000 0.000 Spectra Facs WPE BLC Fac BLC Fac BLC Fac BLC Fac A B Sdv 1 total Joint + No. X in 1 0.000 2 0.000 3 0.000 4 0.000 5 0.000 6 0.000 Y -1 1 1 < Joint Displacements, LC 1 : total > Translation Y in -0.000 -0.000 -0.000 -0.000 -0.000 -0.000 + + X Rotate rad 0.000 0.000 0.000 0.000 0.000 0.000 Z in 0.000 0.000 0.000 0.000 0.000 0.000 < Story Drift, LC 1 : total > Story + - -- X Direction - - -+ + - -- Y Direction - - -+ No. Joint Drift % of Ht Joint Drift % of Ht in in No Stories Defined... Joint + No. X K 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 6 0.00 Totals: 0.00 < Reactions, LC 1 : total > Forces + + Y Z Mx K K K -ft 1.48 0.00 0.00 4.89 0.00 0.00 1.15 0.00 0.00 3.43 0.00 0.00 3.87 0.00 0.00 0.31 0.00 0.00 15.13 0.00 0.00 Rotation Y Rotate rad 0.000 0.000 0.000 0.000 0.000 0.000 + ' Z Rotate rad -0.002 0.001 -0.000 -0.000 0.000 0.000 + - -- Z Direction - - -+ Joint Drift % of Ht in Moments My K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mz K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 11 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 4 Date: 6/17/94 < Member Section Forces, LC 1 : total > Shear Shear Moment y -y z -z Torque K K K -ft 1.48 0.00 0.00 1.46 0.00 0.00 -0.44 0.00 0.00 -2.34 0.00 0.00 -2.37 0.00 0.00 Member Joints No. I - J Sec Axial K 1 1- 2 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 y-y K -ft 0.00 0.00 0.00 0.00 0.00 Moment z -z K -ft - -- 0.00 - 3.67 - 3.53 - 1.45 4.45 2 2- 3 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 2.52 0.63 0.62 0.61 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.45 1.77 0.99 0.22 - 0.54 3 3- 4 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 -0.13 -0.15 -0.16 -0.17 -2.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.54 -0.36 - 0.17 0.03 2.13 4 . 4- 5 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 1.37 1.35 -0.55 -0.57 -2.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.13 -0.59 -1.39 - 0.28 2.75 5 5- 6 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 1.41 1.39 -0.27 -0.29 -0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.75 - 0.05 - 1.17 -0.61 0.00 < Member Stresses, LC 1 : total > Member Joints Shear Shear + Bending No. I- J Sec Axial y -y z -z y -top y -bot z -top Ksi - - -- Ksi - -- -Ksi Ksi Ksi Ksi 1 1- 2 1 0.00 1.32 0.00 0.00 0.00 0.00 2 0.00 1.30 0.00 5.64 -5.64 0.00 3 0.00 -0.40 0.00 5.42 -5.42 0.00 4 0.00 -2.10 0.00 2.22 -2.22 •0.00 5 0.00 -2.12 0.00 -6.83 6.83 0.00 z -bot Ksi--- - 0.00 0.00 0.00 0.00 0.00 2 2- 3 1 2 0.00 2.26 0.00 -6.83 6.83 0.00 0.00 0.00 0.57 0.00 -2.72 2.72 0.00 0.00 �J4 RISA -3D (R) Version 1.01 Jae P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 11 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 5 Date: 6/17/94 < Member Stresses, LC 1 : total > Member Joints Shear Shear + Bending + No. I- J Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi - - -- Ksi - -- -Ksi Ksi Ksi Ksi Ksi--- - 3 0.00 0.56 0.00 -1.51 1.51 0.00 0.00 4 0.00 0.54 0.00 -0.33 0.33 0.00 0.00 5 0.00 0.53 0.00 0.83 -0.83 0.00 0.00 3 - 3- 4 1 0.00 -0.12 0.00 0.83 -0.83 0.00 0.00 v. 2 0.00 -0.13 0.00 0.56 -0.56 0.00 0.00 3 0.00 -0.14 0.00 0.27 -0.27 0.00 0.00 4 0.00 -0.15 0.00 -0.05 0.05 0.00 0.00 5 0.00 -1.84 0.00 -3.27 3.27 0.00 0.00 4 4- 5 1 0.00 1.22 0.00 -3.27 3.27 0.00 0.00 2 0.00 1.21 0.00 0.91 -0.91 0.00 0.00 3 0.00 -0.49 0.00 2.14 -2.14 0.00 0.00 4 0.00 -0.51 0.00 0.43 -0.43 0.00 0.00 5 0.00 -2.20 0.00 -4.23 4.23 0.00 0.00 5 5- 6 1 '0.00 1.26 0.00 -4.23 4.23 0.00 0.00 2 0.00 1.25 0.00 0•.08 -0.08 0.00 0.00 3 0.00 -0.24 0.00 1.80 -1.80 0.00 0.00 4 0.00 -0.2.6 0.00 0.93. -0.93 0.00 0.00 5 0.00 -0.28 0.00 -0.00 0.00 0.00 0.00 < Member Deflections, LC 1 : total > Member Joints + Translation + + Rotation + No. I- J Sec x y z x Rotate y Rotate z Rotate in in in rad rad rad-- - 1 1- 2 1 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0021 2 0.0000 - 0.0572 0.0000 0.0000 0.0000 - 0.0013 3 0.0000 - 0.0726 0.0000 0.0000 0.0000 0.0003 4 0.0000 - 0.0430 0.0000 0.0000 0.0000 0.0015 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0008 2 2- 3 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0008 2 0.0000 0.0076 0.0000 0.0000 0.0000 0.0001 3 0.0000 0.0078 0.0000 0.0000 0.0000 - 0.0001 4 0.0000 0.0043 0.0000 0.0000 0.0000 - 0.0002 5 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0001 3 3- 4 1 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0001 2 0.0000 - 0.0011 0.0000 0.0000 0.0000 - 0.0000 3 0.0000 - 0.0009 0.0000 0.0000 0.0000 0.0000 4 0.0000 - 0.0000 0.0000 0.0000 0.0000 0.0001 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 11 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 6 Date: 6/17/94 < Member Deflections, LC 1 : total > Member Joints + Translation + + Rotation No. I- J Sec x y z x Rotate y Rotate in in in rad rad 5 0.0000 0.0000 0.0000 0.0000 0.0000 z Rotate rad - -- - 0.0002 4- 5 1 2 3 4 5 0.0000 0.0000 0.0000 - 0.0092 0.0000 - 0.0141 0.0000 - 0.0079 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0002 - 0.0004 0.0001 0.0004 0.0001 5 5- 6 1 2 3 4 5 0.0000 0.0000 0.0000 - 0.0058 0.0000 - 0.0118 0.0000 - 0.0084 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0001 - 0.0004 - 0.0000 0.0003 0.0004 Member Joints No. I - J < Member AISC Unity Checks, LC 1 : total > Unity Shear Fb Fb Cm Cm Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn. 1 1 2 0.288 5 0.147 5y 2 2 3 0.288 1 0.157 ly 3 3 4 0.138 5 0.128 5y 4 4 5 0.178 5 0.153 5y 5 5 6 0.178 1 0.088 ly Section Set BEAM M8X6.5 Section Set BEAM W8X10 Ksi -- -Ksi -- -Ksi 7.32 27.00 23.76 16.28 27.00 23.76 16.28 27.00 23.76 11.09 27.00 23.76 11.09 27.00 23.76 < Redesign Shapes, LC 1 : total > Suggested Alternate Shapes 2nd Choice 3rd Choice 1st Choice 1.00 0.60 0.85 H1 -2 1.00 0.60 0.85 H1 -2 1.00 0.60 0.85 H1-2 1.00 0.60 0.85 H1 -2 1.00 0.60 0.85 H1 -2 4th. Choice M10X7.5 54X7.7 < Material Takeoff, LC 1 : total > Database Total Total Shape Length Weight ft K 36.00 M10X8 0.36 348,. RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 12 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 1 Date: 6/17/94 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Number of Segments for Members4 Joint'" No 1 2 3 Joint + No 1 2 3 X Coordinate ft 0.000 11.000 21.000 < Joint Coordinates > Y Coordinate ft 0.000 0.000 0.000 z Coordinate ft 0.000 0.000 0.000 < Boundary Conditions > Translation + + X Y K /in R R R K /in R R R Material Young's Label Modulus Ksi STEEL 29000.00 Section Label z K/ in R R R Joint Temperature °F 0.00 0.00 0.00 Rotation - + ex Ay Az K- ft /rad--- K- ft /rad--- K- ft /rad• --- < Materials > Shear Modulus Ksi 11154.00 Poisson's Thermal Ratio Coef. °F 0.3000 0.65000 < Sections > Database Material As As Shape Label Area yy zz in-2 STEEL 1.92 1.2 1.2 BEAM M8X6.5 Weight Density K /ft3 0.490 Yield Stress Ksi 36.00 I yy in -4 0.34 I zz in-4 18.50 Torsion J in -4 - -- 0.02 < Members > Member Joints x Axis Section Pinned Ends? Offsets Inactive? No I J K Rotate Set I -End J -End I -End J -End 1 Length in in - - - -ft 1 1 2 2 2 3 BEAM BEAM , 11.00 10.00 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 12 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 2 Date: 6/17/94 < AISC Parameters > Memb Joints Lb Lb K K Cm Cm Sway No I J yy zz Lc yy zz yy zz Cb y z ft ft ft 1 1 2 3.50 1.00 1.00 2 2 3 3.50 1.00 1.00 < Redesign Criteria > -- Section Depth Width Unity Check Set 1 Maximum Minimum Maximum Minimum Max Min in in in in BEAM 10.00 3.00 1.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 total 1 5 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K,K- ft,in,rad 2 L Y -1.168 = < Member Point Loads, BLC 1 > Member Joints Number I J Direction Magnitude Location K,K -ft ft or % 1 1 2 Y -0.584 0.500 1 1 2 Y -1.168 4.000 1 1 2 Y -1.168 7.500 2 2 3 Y -1.168 3.500 2 2 3 Y -1.168 7.000 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 4.0 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 12 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON < Load Combinations > Job : E94169 Page: 2 Date: 6/17/94 Spectra Facs WPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac A B Sdv i total Y -1 1 1 < Joint Displacements, LC 1 : total > Joint + Translation + + Rotation + No. - X Y Z X Rotate Y Rotate Z Rotate in in - - -- in rad rad rad 1 0.000 -0.000 0.000 0.000 0.000 . -0.003 2 0.000 -0.000 0.000 0.000 0.000 0.000 3 0.000 -0.000 0.000 0.000 0.000 0.002 < Story Drift, LC 1 : total > Story + - -- X Direction - - -+ + - -- Y Direction - - -+ + - -- Z Direction ---+ No. Joint Drift % of Ht Joint Drift % of Ht Joint Drift % of Ht in in in No Stories Defined... < Reactions, LC 1 : total > Joint + Forces + + Moments + No. X Y Z Mx My Mz K K K K -ft K -ft K -ft 1 0.00 1.33 0.00 0.00 0.00 0.00 2 0.00 4.40 0.00 0.00 0.00 0.00 3 0.00 0.84 0.00 0.00 0.00 0.00 Totals: 0.00 6.56 0.00 0.00 0.00 0.00 < Member Section Forces, LC 1 : total > Member Joints Shear Shear Moment Moment No. I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 1 1- 2 1 0.00 1.33 0.00 0.00 0.00 0.00 2 0.00 0.72 0.00 0.00 0.00 -2.31 3 0.00 -0.46 0.00 0.00 0.00 -2.52 4 0.00 -1.65 0.00 0.00 0.00 -0.34 5 0.00 -1.67 0.00 0.00 0.00 4.22 2 2- 3 1 0.00 1.56 0.00 0.00 0.00 4.22 2 0.00 1.55 0.00 0.00 0.00 0.33 3 0.00 0.36 0.00 0.00 0.00 -1.77 4 0.00 -0.82 0.00 0.00 0.00 -2.07 5 0.00 -0.84 0.00 0.00 0.00 -0.00 *i RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 12 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 3 Date: 6/17/94 < Member Stresses, LC 1 : total > Member Joints Shear Shear + Bending + No. I- J Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi - - -- Ksi - -- -Ksi Ksi Ksi Ksi Ksi--- - 1 1- 2 1 0.00 1.47 0.00 0.00 0.00 0.00 0.00 2 0.00 0.80 0.00 5.98 -5.98 0.00 0.00 3 0.00 -0.51 0.00 6.53 -6.53 0.00 0.00 4 0.00 -1.83 0.00 0.89 -0.89 0.00 0.00 5 0.00 -1.85 0.00 -10.94 10.94 0.00 0.00 2 2- 3 1 0.00 1.74 0.00 -10.94 10.94 0.00 0.00 2 0.00 1.72 0.00 -0.85 0.85 0.00 0.00 3 0.00 0.40 0.00 4.59 -4.59 0.00 0.00 4 0.00 -0.91 0.00 5.38 -5.38 0.00 0.00 5 0.00 -0.93 0.00 0.00 -0.00 0.00 0.00 < Member Deflections, LC 1 : total > Member Joints + Translation + + Rotation + No. I- J Sec x y z x Rotate y Rotate z Rotate in in in rad rad rad-- - 1 1- 2 1 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0025 2 0.0000 - 0.0737 0.0000 0.0000 0.0000 - 0.0016 3 0.0000 - 0.0915 0.0000 0.0000 0.0000 0.0005 4 0.0000 - 0.0475 0.0000 0.0000 0.0000 0.0019 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0004 2 2- 3 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0004 2 0.0000 - 0.0209 0.0000 0.0000 0.0000 - 0.0012 3 0.0000 - 0.0510 0.0000 0.0000 0.0000 - 0.0005 4 0.0000 - 0.0446 0.0000 0.0000 0.0000 0.0010 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0017 < Member AISC Unity Checks, LC 1 : total > Member Joints Unity Shear Fb Fb Cm Cm No. I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn. Ksi - -- Ksi -- -Ksi 1 1 2 0.586 5 0.129 5y 1.53 27.00 18.68 1.00 0.60 0.85 H1 -2 2 2 3 0.586 1 0.121 ly 1.85 27.00 18.68 1.00 0.60 0.85 H1 -2 4 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 12 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 3 Date: 6/17/94 < Redesign Shapes, LC 1 : total > Section Suggested Alternate Shapes Set 1st Choice 2nd Choice 3rd Choice 4th Choice BEAM M8X6.5 M10X7.5 S4X7.7 M10X8 < Material Takeoff, LC 1 : total > Section Database Total Total Set Shape Length Weight 4" ft K BEAM M8X6.5 21.00 0.14 — — CAL:CYJLATSOWS— .�.... l3 ,12 '3 pia. °o LA = Zi —li . Tr L. e. 1, ac,. 0 :4'1 BY Jpk DATE: �.(1•Q4 CND' ...1 P JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dalian, Texas 75204 Phone (214) 528.3091 SHEET 44 OF RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 14 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 1 Date: 6/17/94 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Number of Segments for Members4 Joints" No 1 2 3 4 5 6 X Coordinate ft 0.000 11.000 21.000 32.000 43.000 48.000 Joint + No 1 2 3 4 5 6 X K /in R R R R R R Material Label STEEL Section Label BEAM < Joint Coordinates > Y Coordinate ft 0.000 0.000 0.000 0.000 0.000 0.000 z Coordinate ft 0.000 0.000 0.000 0.000 0.000 0.000 < Boundary Conditions > Translation + + Y K /in R R R R R R Young's Modulus Ksi 29000.00 z K /in R R R R R R Joint Temperature °F 0.00 0.00 0.00 0.00 0.00 0.00 Rotation + ex ey ez K- ft /rad--- K- ft /rad--- K- ft /rad - -- < Materials > Shear Modulus Ksi 11154.00 Poisson's Thermal Ratio Coef. °F 0.3000 0.65000 < Sections > Database Material As As Shape Label Area yy zz in-2 W8X13 STEEL 3.84 1.2 1.2 Weight Density K /ft3 0.490 Yield Stress Ksi 36.00 I yy in-4 2.73 I zz in-4 39.60 Torsion J in-4--- 0.09 r 9• RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 14 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 2 Date: 6/17/94 < Members > Member Joints x Axis Section Pinned Ends? Offsets Inactive? No I J K Rotate Set I -End J -End I -End J -End 1 Length in in - - - -ft 1 1 2 BEAM 11.00 2 2 3 BEAM 10.00 3 3 4 BEAM 11.00 4 4 5 BEAM 11.00 5. 5 6 BEAM 5.00 14 < AISC Parameters > Memb Joints Lb Lb K K Cm Cm Sway No I J yy zz Lc yy zz yy zz Cb y z ft ft ft 1 1 2 3.50 1.00 1.00 2 2 3 3.50 1.00 1.00 3 3 4 3.50 1.00 1.00 4 4 5 3.50 1.00 1.00 5 5 6 3.50 1.00 1.00 = _• < Redesign Criteria > Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in BEAM 10.00 3.00 1.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 total 3 13 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K,K- ft,in,rad 2 L Y -3.571 4 L Y -3.571 6 L Y -1.090 < Member Point Loads, BLC 1 > = Member Joints Number I J Direction Magnitude Location K,K -ft ft or % 1 1 2 Y -1.586 1.500 1 1 2 Y -1.338 2.750 1 1 2 Y -2.578 4.000 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 14 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON < Member Point Loads, BLC 1 > Member Joints Number I J Direction 1 1 2 Y 2 2 3 Y 2 2 3 Y 3 3 4 Y 3 3 4 Y 3 •A" 3 4 Y 4 4 5 Y 4 4 5 Y 4 4 5 Y 5 5 6 Y Pattern Label UNIFORM Magnitude K, K -ft - 3.571 - 3.571 -3.571 - 3.571 - 3.571 -3.571 - 3.571 -3.571 -3.571 - 2.826 < Load Patterns > Magnitudes Dir Start End K /ft, F K/ft,F Y -1.000 -1.000 No. Description Job : E94169 Page: 3 Date: 6/17/94 Location ft or % 7.500 3.500 7.000 0.500 4.000 7.500 3.500 7.000 10.500 3.000 < Load Combinations > Locations Start End ft or% ft or % - -- 0.000 0.000 Spectra Facs WPE BLC Fac .BLC Fac BLC Fac BLC Fac A B Sdv 1 total Joint + No. X in 1 0.000 2 0.000 3 0.000 4 0.000 5 0.000 6 0.000 Y -1 1. 1 < Joint Displacements, LC 1 : total > Translation + + Rotation + Y in -0.000 -0.000 -0.000 -0.000 -0.000 -0.000 Z in 0.000 0.000 0.000 0.000 0.000 0.000 X Rotate rad 0.000 0.000 0.000 0.000 0.000 0.000 Y Rotate rad 0.000 0.000 0.000 0.000 0.000 0.000 Z Rotate rad - 0.005 0.002 - 0.001 -0.000 0.001 -0.000 < Story Drift, LC 1 : total > Story + - -- X Direction - - -+ + - -- Y Direction - - -+ + - -- Z Direction - - -+ No. Joint Drift % of Ht Joint Drift % of Ht Joint Drift % of Ht in in in No Stories Defined... RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 14 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Joint + No. X K 1 0.00 2 0.00 3 0.00 4 0.00 5• 0.00 6 "4" 0.00 Totals: 0.00 < Reactions, LC 1 : total > Forces Y K 4.20 12.36 10.17 12.02 9.21 1.36 49.33 + + z K 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Job : E94169 Page: 4 Date: 6/17/94 Mx K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moments + My Mz K -ft K -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < Member Section Forces, LC 1 : total > Member Joints No. I - J Sec Axial K 1 1- 2 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 Shear Shear Moment Y-Y z -z K K 4.20 0.00 1.24 0.00 -1.38 0.00 -4.98 0.00 -5.02 0.00 Torque K -ft 0.00 0.00 0.00 0.00 0.00 y-y K -ft 0.00 0.00 0.00 0.00 0.00 2 2- 3 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 3.77 3.74 0.13 -3.47 -3.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 3- 4 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 6.67 3.06 -0.54 -4.15 -4.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4- 5 1 2 3 4 5 0.00 0.00 0.00 0:00 0.00 4.27 4.23 0.62 -2.98 -6.59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5- 6 3. . 2 3 4 5 0.00 0.00 0.00 0.00 0.00 2.62 2.60 2.59 -0.26 -0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment z -z K -f t - -- 0.00 - 9.51 - 9.00 -2.49 11.27 11.27 1.88 -2.07 -0.58 8.14 8.14 -2.12 -5.14 - 0.91 10.56 10.56 -1.13 - 5.57 -2.77 7.28 7.28 4.01 0.77 - 0.33 0.00 c�� RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 14 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 5 Date: 6/17/94 < Member Stresses, LC 1 : total > Member Joints Shear Shear + Bending No. I- J Sec Axial y -y z -z y -top y -bot z -top Ksi - - -- Ksi - -- -Ksi Ksi Ksi Ksi 1 1- 2 1 2 3 4 5 N 0.00 2.74 0.00 0.00 0.81 0.00 0.00 -0.90 0.00 0.00 -3.25 0.00 0.00 -3.28 0.00 0.00 0.00 11.51 -11.51 10.89 -10.89 3.01 -3.01 - 13.64 13.64 + z -bot Ksi--- - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2- 3 1 2 3 4 5 0.00 2.46 0.00 2.44 0.00 0.09 0.00 -2.27 0.00 -2.29 0.00 0.00 0.00 0.00 0.00 - 13.64 -2.28 2.50 0.70 - 9.85 13.64 2.28 - 2.50 -0.70 9.85 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 3- 4 1 2 3 4 5 0.00 4.35 0.00 2.00 0.00 -0.36 0.00 -2.71 0.00 -2.73 0.00 0.00 0.00 0.00 0.00 - 9.85 2.57 6.22 1.10 -12.78 9.85 -2.57 - 6.22 -1.10 12.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4- 5 1 2 3 4 5 0.00 2.79 0.00 2.76 0.00 0.41 0.00 -1.95 0.00 -4.30 0.00 0.00 0.00 0.00 0.00 - 12.78 1.36 6.74 3.35 - 8.81 12.78 - 1.36 - 6.74 -3.35 8.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5- 6 1 2 3 4 5 0.00 1.71 0.00 1.70 0.00 1.69 0.00 -0.17 0.00 -0.18 0.00 0.00 0.00 0.00 0.00 - 8.81 - 4.86 -0.93 0.40 - 0.00 8.81 4.86 0.93 - 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 < Member Deflections, LC 1 : total > Member Joints + Translation + + Rotation No. I- J Sec x y z x Rotate in in in rad 1 1- 2 1 0.0000 0.0000 0.0000 0.0000 2 0.0000 - 0.1348 0.0000 0.0000 3 0.0000 - 0.1674 0.0000 0.0000 4 0.0000 - 0.0947 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 y Rotate rad 0.0000 0.0000 0.0000 0.0000 0.0000 + z Rotate rad - -- - 0.0046 - 0.0028 0.0008 0.0032 0.0015 2 2- 3 1 0.0000 2 0.0000 0.0000 0.0072 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0015 - 0.0006 0. 'RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 14 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 6 Date: 6/17/94 < Member Deflections, LC 1 : total > Member Joints + No. I - J Sec x y z in in in 3 0.0000 - 0.0075 0.0000 4 0.0000 - 0.0028 0.0000 5 0.0000 0.0000 0.0000 Translation + + Rotation x Rotate y Rotate rad rad 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 z Rotate rad - -- - 0.0002 0.0005 - 0.0007 3. 3- 4 1 2 3 4 5 0.0000 0.0000 0.0000 - 0.0466 0.0000 - 0.0714 0.0000 - 0.0373 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0007 - 0.0015 0.0002 0.0016 - 0.0001 4 4- 5 1 2 3 4 5 0.0000 0.0000 0.0000 - 0.0437 0.0000 - 0.0816 0.0000 - 0.0556 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0001 - 0.0018 - 0.0003 0.0017 0.0011 5 5- 6 1 2 3 4 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0098 0.0079 0.0036 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0011 0.0001 - 0.0003 - 0.0002 - 0.0001 Member Joints No. I - J < Member AISC Unity Checks, LC 1 : total > Unity Shear Fb Fb Cm Cm Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn. 1 1 2 0.574 5 0.228 5y 2 2 3 0.574 1 0.171 ly 3 3 4 0.538 5 0.302 ly 4 4 5 0.538 1 0.299 5y 5 5 6 0.371 1 0.119 ly Section Set Ksi -- -Ksi -- -Ksi 6.09 27.00 23.76 7.37 27.00 23.76 6.09 27.00 23.76 6.09 27.00 23.76 16.31 27.00 23.76 < Redesign Shapes, LC 1 : total > Suggested Alternate Shapes 2nd Choice 3rd Choice 1st Choice 1.00 0.60 0.85 H2 -1 1.00 0.60 0.85 H1 -2 1.00 0.60 0.85 H1 -2 1.00 0.60 0.85 H1 -2 1.00 0.60 0.85 H1 -2 4th Choice BEAM M10X8 M10X9 W8X10 W10X12 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 14 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 7 Date: 6/17/94 < Material Takeoff, LC 1 : total > Section Database Total Total Set Shape Length Weight ft K BEAM W8X13 48.00 0.63 51 • -cALCUL.:ArTrOST8--- • - 1:11-o" • _ IZ 1,0 • Af4.!_ .0 .15114.7._ _ 4rz-41.6f _ 4-o elU 4,1_1 IO set.o _13-z• 34.13,1_4- 12--- 4-0 .0 es9 MT- Ilzo 9.91 1 " 44 41 . i _ 1 rzt. Byjr DATE: CHDa: 0 0 0 0 ?, 11, I■3 - Ah. C.°1-• - M I PA t•4 e'L• JOE P. P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528-3091 SHEET 54 % OF RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 17 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 1 Date: 6/17/94 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation Yes Number of Segments for Members4 Joints" No 1 2 Joint + No 1 2 X Coordinate ft 0.000 14.000 < Joint Coordinates > Y Z Coordinate Coordinate ft ft 0.000 0.000 0.000 0.000 < Boundary Conditions > Translation + + X Y K /in K /in R R R R Material Label STEEL Section Label Young's Modulus Ksi 29000.00 Joint Temperature °F 0.00 0.00 Rotation + Z ex Ay Az K /in K-ft/rad---K-ft/rad---K-ft/rad--- R R < Materials > Shear Poisson's Thermal Modulus Ratio Coef. Ksi °F 11154.00 0.3000 0.65000 < Sections > Database Material As As Shape Label Area yy zz in-2 STEEL 3.84 1.2 1.2 BEAM W8X13 Weight Density K /ft3 0.490 Yield Stress Ksi 36.00 I yy in-4 2.73 I zz in-4 39.60 Torsion J in-4--- 0.09 < Members > Member Joints x Axis Section Pinned Ends? Offsets Inactive? No I J K Rotate Set I -End J -End I -End J -End 1 Length in in - - - -ft 1 1 2 Memb Joints No I J 1 1 2 Lb YY• ft BEAM < AISC Parameters > Lb K K zz Lc yy zz ft ft 3.50 1.00 1.00 14.00 Cm Cm yy zz Sway Cb y z S3. RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 17 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON Job : E94169 Page: 2 Date: 6/17/94 < Redesign Criteria > Section Depth Width Unity Check Set Maximum Minimum Maximum Minimum Max Min in in in in BEAM 10.00 3.00 1.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. w�N 1 total 2 3 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K,K- ft,in,rad 1 L Y -2.079 2 L Y -2.079 < Member Point Loads, BLC 1 > Member Joints Number I J Direction Magnitude Location K,K -ft ft or % 1 1 2 Y -4.047 3.500 1 1 2 Y -4.047 7.000 1 1 2 Y -4.047 10.500 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > Spectra Facs WPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac A B Sdv 1 total Y -1 1 1 ,- < Joint Displacements, LC 1 : total > Joint + Translation + + Rotation + No. X Y Z X Rotate Y Rotate Z Rotate in in in rad rad rad----- - 1 0.000 -0.000 0.000 0.000 0.000 -0.016 2 0.000 -0.000 0.000 0.000 0.000 0.016 54-. RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 17 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON < Story Drift, LC 1 : total > Story + - -- X Direction - - -+ + - -- Y Direction - - -+ No. Joint Drift % of Ht Joint Drift % of Ht in in No Stories Defined... Joint + No. X " K 1 0.00 2 0.00 Totals: 0.00 < Reactions, LC 1 : total > Forces + + Y Z Mx K K K -ft 8.24 0.00 0.00 8.24 0.00 0.00 16.48 0.00 0.00 Job : E94169 Page: 3 Date: 6/17/94 + - -- Z Direction - - -+ Joint Drift % of Ht in Moments My K -ft 0.00 0.00 0.00 < Member Section Forces, LC 1 : total > Member Joints No. I - J Sec Axial K 1 1- 2 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 Shear Shear y -y z -z K K 6.16 0.00 2.07 0.00 -2.02 0.00 - 6.12 0.00 - 6.16 0.00 Torque K -ft 0.00 0.00 0.00 0.00 0.00 Mz K -ft 0.00 0.00 0.00 Moment y-y K -ft 0.00 0.00 0.00 0.00 0.00 Moment z -z K -ft - -- 0.00 - 21.49 -28.65 - 21.49 -0.00 < Member Stresses, LC 1 : total > Member Joints Shear Shear + Bending No. I- J Sec Axial y -y z -z y -top y -bot z -top Ksi - - -- Ksi - -- -Ksi Ksi . Ksi Ksi 1 1- 2 1 0.00 4.02 0.00 0.00 0.00 0.00 2 0.00 1.35 0.00 26.01 -26.01 0.00 3 0.00 -1.32 0.00 34.68 -34.68 0.00 4 0.00 ' -3.99 0.00 26.01 -26.01 0.00 5 0.00 -4.02 0.00 0.00 -0.00 0.00 z -bot Ksi--- - 0.00 0.00 0.00 0.00 0.00 < Member Deflections, LC 1 : total > Member Joints + Translation. + + Rotation No. I- J Sec x y z x Rotate in in in rad 1 1- 2 1 0.0000 0.0000 0.0000 0.0000 2 0.0000 - 0.6114 0.0000 0.0000 3 0.0000 - 0.8605 0.0000 0.0000 4 0.0000 - 0.6114 0.0000 0.0000 5 0.0000 0.0000 0.0000 0.0000 y Rotate rad 0.0000 0.0000 0.0000 0.0000 0.0000 + z Rotate rad - -- - 0.0157 - 0.0111 0.0000 0.0111 0.0157 RISA -3D (R) Version 1.01 Joe P. Hill, P.E. 4131 North Central Expressway, #230 Dallas, TX 75204 17 BEAM DESIGN for S. P. RICHARDS, SEATTLE,WASHINGTON ;rr BP1�t.t4�'FN�� Job : E94169 Page: 4 Date: 6/17/94 =-< Member AISC Unity Checks, LC 1 : total > Member Joints Unity Shear Fb Fb Cm Cm No. I J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn. Ksi -- -Ksi -- -Ksi 1 1 2 1.460 3 0.279 ly 3.76 27.00 23.76 1.00 0.60 0.85 H1 -2 = < Redesign Shapes, LC 1 : total > Section Suggested Alternate Shapes Set 1st Choice 2nd Choice 3rd Choice 4th Choice BEAM ' W8X18 W8X21 S8X23 W8X24 < Material Takeoff, LC 1 : total > Section Database Total Total Set Shape Length Weight ft K BEAM W8X13 14.00 0.18 MK - CALCUL.A7' ONS TYP. Beam Design /0" TO 1,6" EQUAL I EQUAL M8 OR W8 fr- 46"x 6 "x 6" EACH SIDE TYPICAL BEAM SPLICE DETAIL MINIM SCALE 3"=11-0" 04:4,16,1 DIAL_ BY: fp CHQ: 1 JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528 -3091 SHEET Fl OF s CALCULATIONS �= t,i" CO, s��) KQ— 12. S921 LJ4 Z7 o„ - ( 7 a t i l x , t..1= 4010 c 7 FIGTUoL= 132.30 %t.X%j III O AST.= 123 Lv- 'r n� ` "rP, PIPE. PI.A.TE. -Cie, - c c po F� = Z1. o F p' I_ A2: - t_ - '1 i Z .� 5o icv, 4 X12 6. 27" ((,4- l•-11-) IZ ?jlifl 113, I� Po I v- = [.o- C E44 I;11 n - t:.0 - 0470,4 :j 1 /�. iIw (; = )(z,zd)L O 2 Z? z1, 0 —4• 4n LSE 11 D._ 11x.. n JOB: DATE: Ef14I - °1 6,-IB CH BY I n h _Jr T JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528.3091 SHEET OF OF M CALCULATIONS J. I91 4-e1-1E- 1•10 SoI1. 1:212.e I1,&.;. (.3 - 1,,n PexPoeTioUnt, Uo2te;, i ov, v -ro DI.4- Z5% 1.3+ 049 30. 55 p�. LJT 38. sy "(' x + Zx.1 z) = 4-� ► . '10 17,9 I22 .54•P OGc UI Pnt` (--r . C44-1-5.; o2.Y 1 Vi 7TH 1`lr»vrza G1 a1 L Are- e.STTZl1c- -ru 2r-- IHPolzrat.i .fl `;rtZ 1G 1-112.4 L. ��'r >r 11 = t11 Lz7 l i. &, rL e. t-1 t< ' 7t r-f elv.- (Srr.v 1-. 1Zo.:c 1-1 _ IZ o 111061 '-ric. h-oruE 1 cE-r tJrL - r Rif; Ocz-L1 Pot-1 --,- �i�ello -riJer ��-iv►� ~mod'= o, 03> (41.onr /4_ 0, IP.? 1 I.251) 1,15(1,50) 77/3 (.0.1‘2,11)v> = V= --Z1 x W (o.-“,)(1.0)(5.91-12),-. 4,11= 1,0 4-4" Mco r'j OH. 1. 04%' -) . I.o4 -x If A(Z. 4t•l6il02. D'iir "lee. c-,aov T 607. Mott, ,..,..... S,5?a Ie- 2 - 446 rr- 105 d- v. %= 14-a S •: V 0 55 Ie JOB: apn DATE: �1 14' BY� I OHM p rl .,JP JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING, 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528.3091 SHEET OF 'K. CAL CALCULATIONS R617 0E4 :Ni, Pp 11 ch 4'141'1 **3P 14, g rvvrilr 140- 54a141■ 1-466 , 41- LIT". roULL - en.17 51oS cl-)ee.e.-- 1 4.3 ttot-s • ran T= 4-(0 07) I.,.zI -F T w 'err JOB: DATE: JOE P. HILL, P.E. 514-1(09 (#, 94' CONSULTING STRUCTURAL ENGINEERING, Byje clic,: 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528•3091 SHEET OF • MK_ CALCULATIONS f•� C lox 0.4 Ez- A►z ° -1'' 2.46114.2' M = 1, c0 4-' %ezl.c..- 25 II-1 7.7 4' =2," ( 1 • 1-1C104. $, > >1= = L 1 40103 /36o.-- O .4'V'I o B: 14 DATE: S14 -' BY�I CH P� JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528.3091 SHEET 67It OF CALCULATIONS r�F = 7.--,'P 1 Co L I-1.41--h:317-4. Tr? (Vi',‹ 14'1 ,4 „46n c,2-0 ” (1.11-1.1Fot 1/J=- jar 15o 41 42= 0,0Io4 -II ?. t-1:: 10zl,&.- O. 12 go la, 'lb D.1114 z �if'ot_1= L! o" (Oor21t, APB to R Joo�l A- 0.0 010 (9.J2- I e- n.. ,1 c1 1 la 3, 1:1'PlC4 1. P-o r>r .. JOB: DATE: .11•94 By.jp 1 CHp: p { AF- d,9Fj 142- ,3a4,> 10 = f Zook" Az- o,oI ?,'11IIz I I f4,st /. AP- 0.41b ►I.IL M= D .10 1� ZI,G=•Oi'afbi11 mo0. ”,0 I•43 JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528.3091 SHEET 6Z OF MK. CALCULATIONS �lI.1GI-1 Mtil " dam r - (')I.,AL, 1°1 c,11,4 G'' - !�(I, 4-,4 IA. — - c.= 4^000 r'UII/r -O e--01P4.GTEV $Occ FrF g.4.tot_ 4a2t*-- 1..re b ",z4E," ( A = 3 r-p o- I t-k: -t ':I -� e = 1 000 r, F --a g.--3- 4- , 12 I Fo2�l!Jo- (..1.?Y_._p 4,00 .4 -t5j�fcJ 4-0 Wive. 1 Up.LLoLig1ViG= i. (4- C)OO) z 61-I LL V- pi-is,,- ((GFfroTlvf✓ &erc/›) = I Z fi ,. 5Q Py1 12,�.Q V C .Z- I.0 Z] ` _ ti.o� so 4?,Co.O V'= (4) (I Z) (,13 /(z) (4') ----11 .5; G V,4 L L o L.] a Ir- 1 P14/1(11 CoTi1-9 4 . BY: 1 i JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING CHD:I 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528.3091 SHEET OF MK_ CALCULATIONS ,AJ(A1.,Y,2l %' 4.6.+o0 % i 1'1 "u e.0 1,1 IA- dam, I2,3c. WEI4 (L-i-. t) IJ 1-1 Fase,To t2va <4%25.6 + ',lc,/ ; -I k t. „ 13o5Ct? 01.1 LALLo 0261 = 30670 ( LIMEr) t,J per-• Gl1� vim. rilemuLat z 100 4441'2 p'6.1 Lit u. G, 2911`4 S' adIe E Ae F - Co o, o trr 2. (Cc)/ _ ci (et cv30)1/2 (4 r 127--t7A.-() (- kcr-euJct 6. I, z 7,2 4, 4ifeeey,� rer - I oco - 2 4, L _ 17 s /100041-. o 1 + f lrc ea U )10ei c4-1401- Fe K ` vro . o Pe-:1 For PO T 104.0e* � ,i t t -le# p5,..„-t. S L ' ' T146 . R @Gi' D Est; ,r I,0 I,,J6.= 5611.1 't cilr> ei1121F0,-3 PE2 Kt P = ps ,i if L.I P ae-IG F I L /44 4TP..E 1.1 c,r'4 Ib1#� ■ F�, 5 x - I, Cc2 t; X14 i -T-Eh-941 BY41 -t �jj CH�e 1 r JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 4131 North Central Expressway Suite 230, Dallas, Texas 75204 Phone (214) 528.3091 Olio', E. SHEET 6,4. OF ground floor shelving plan sp richards exit plan balcony level shelving plan NEW STAIRS I TYPICAL SHELF BRACING PLAN - EDGE OF PROPOSED GRATING -ABOVE - - -- --PROPOSED BOOR TO FLOOR CONVEYOR - - - PROPOSED CONVEYOR - -- - - . EDOE OF EXISTING ORATING -ABOVE G R O U N D FLOOR SHELVING P LA N SHELVING ELEVATION ALTERNATE EVERY FME -SHELF -TYP. SIDE BRACE -TYP. SHELF POST -TYP. SHELF -TYP. SHELVING ELEVATION THIS DRAWING IIAS BEEN PREPARED ANN DESIGNED UNDER NY DIRECT SUMGV, . APPROVED BUILDING DIVISION S. P. RICHARDS SEATTLE, WA DISTRIBUTION CENTER REV,siONSlROUN FLOOR SHELF PLAN FOR: ID KORNNIRENS BY: JEA WOO DATE : ATLANTA SCALE:NI !MOWN 1 A JUN 28 1994 ISRF a SHEET Al OF 4 SHEETS 4' X l U' TOE BOARD - WELD TO UPRIGHTS I, WELD UPRIGHTS TO STRUCT. STEEL, TVP. -� NOTE: GRIND ALL ROUGH EDGES AND CAP ALL OPEN ENDS GUARDRAIL ELEVATION HEAVY DUTY HINGE HEAVY DUTY LATCH -- HEAVY atm HINGES _ PULL -CORD TO OPERATE LATCH FROM FLOOR NOTE: GRIND ALL ROUGH EDGES AND CAP ALL OPEN ENDS GATE ELEVATION 4X 1 /8' TOE BOARD - - PROPOSED FLOOR TO FLOOR CONVEYOR - -- PROPOSED CONVEYOR REMOVE EXISTING GUARDRMLINO STRUCTURAL sTt. 1. Struchaid steel shell be ASIM A•36. 2. Structural steel shell be detailed, fabricated and erected In accordance with the latest AISC specifications 3. NI shop and field welding shall be executed In accordance with the latest edition of American Welding Society specifications. 4. Shop cannedlons shall be welded unless noted other wise. Field connections shall be welded es Indicated on the drawings. 5. All welders shall be certified by AWS code. DESNiN LOADS DL* 7.3 psf LL • 125.0 pal Building code: 1991 U.B.C. Seismic Zone No.: 3 CITY OF TUKWITA APPROVED AUG 10 1994 BUILDING DIVISION - -9' GATE -- • --- - -� NEW GUARDRAIL Nttrfs THIS DRAWING HAS SEEM PREPARID AND DESIGNED UNDER NY DIRECT SUPERVISIUNi 1,p.'1•1� =--' (6 .innr. Nt ... P. F.. BALCONY EVEL. SHE V NG PLAN REVISIONS 1 I 11 owitras JUN 2 8199+ - MW SIM S. P. RICHARDS SEATTLE, WA • ' DISTRIBUTION CENTER BALCONY SHELF PLAN SHEET ATLANTA .,•.„ mweine SCALE :NI ,TOWN OF 4 SHEETS STRUCTURAL STEEL PLAN TOP PLATE - -5/e Ott ; ANCHOR -TYP. 4" COLUMN DETAIL 1/6' • 1' -0' ---r BAR ORATING - 4' COLUMN • I u SHELF POST SECTION ® AISLE 1/e • 1' -Cr —1' BAR ORATING SECTION @ AISLE r ace - 1' BAR ORATING • - 3/16 ' 3/16 - -L 2 -1/2 X 2 -1/2 X 1/4 - - --SHELF POST - ANGLE /POST CONNECTION 1/e • 1' -a' - - ---L 4 X 3 X 1/4 -- - 1 - -- I• BAR ORATINO IVO 3/16 3/16 c4x6.4 --SHELF POST -- SECTION ® AISLE 3/16 -L 2 1/2 X 2 1/2 X 1/4 • 1 /B' • 1' -0• -- 1' BAR GRATING ROTE: THIS bNAmt: AND DESIGNED BUrERVtsm SECTION ® AISLE 1/, • 1' -0' IIAS BEEN PREPARED UNDER NY DIRECT r� � 14- 1v. 1q Op S. P. RICHARDS 0P0 SEATTLE, WA Imr® . • DISTRIBUTION CENTER STRUCTURAL STEEL PLAN --L REVISIONS MvDUC ti 4t CITY OF APPROVED Aug 101994 FOR: ED KONWHIENS ATLANTA 9 Y : JEFF T00D DATE: II-9-14 SCALE :AS OHM BU calieram JUN 2 81994 mow om116 SHEET si OF, 4 SHEETS • INDICATES GRATING PANELS THAI MAY REQUIRE FIELD CUTTING. LONGITUDINAL AND /OR TRAVERSE. G R A T I N G P A N E L L A Y O U T 1• BAR ORATINO TREADS MC 10 X e.4 STRINGER- -4' OA. COLUMN �- - -1 /f x 4• METAI. TOE -BOARD 1 -1/1" x 1 -1/2• x 3/16' SQUARE TUBE 16 TREAD @ 11' EACH = 14' -8" S E C T I O N ® S T A I R S TYP.� TYPE : WEIGHT 1 R4 STEE1. ELECTRO- PRESSURE WELDED CARBON STEE1. ORATING LOAD CAPACITY : • 3' -0' SPAN - 458 P.S.F. • 3' -E' SPIN - 336 P.S.F. • 4' -0' SPIN - 267 P.S.F. • 4' -e' SPNI - 203 P.S.F. GRATING DETAIL • C • 1' -0' STAIR HEAD DETAIL 1• • 1'-rt 0' 10'•• toua taw 1401 01 • 1 TYPICAL BEAM SPLICE DETAIL 1' NOSE -5/9 Id EXP. ANCHOR -UP Cm of TUNYDIA MOM STAIR FOOT DETAIL , this DRAWING IIAS IICEN PREPARED AND DKSU:NEn IINDI :R NT n1RECi SUMP! al) (i IS...•14 .t.1:7. E. sac • RE V191ONS q4•0f0o•ut1•••. 1 S. P. RICHARDS SEATTLE, WA DISTRIBUTION CENTER GRATING PANEL LAYOUT AUG 10 1994 JUN 281994 SOT Ma 4 SHEET FOR: ATLANTA s2 e Y : JEFF T000 DATE : 1-1-14 SCALElA$ SHORN OP 4 SHEETS