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HomeMy WebLinkAboutPermit B96-0021 - SPORTS AUTHORITY - FIXTURES AND SHELVINGCity of Tukwila C (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 RACK STORAGE PERMIT Permit No: B96 -0021 Type: B -RACKS Category: Address: 17501 SOUTHCENTER PY Location: Parcel #: 262304 -9067 Zoning: Contractor License No.: PROFEII042B2 TENANT SPORTS AUTHORITY 17501 SOUTHCENTER PY, TUKWILA, WA 98188 OWNER SHIDLER /WEST FINANCE 800 5 AV STE 3500, SEATTLE, WA 98104 CONTRACTOR PROFESSIONAL INSTALLATIONS INC. 29 HULVEY DRIVE, STAFFORD, VA 22554 CONTACT STEPHEN LAMB 29 HULVEY DRIVE, STAFFORD, VA 22554 **********************"10i***********************.***** Permit Description,c; INSTALL STORE FIXTURING /SHELVING., Rack Storage'.Dinrensions - Linear. Feet 64 184 1360 Status: ISSUED Issued: 01/31/1996 Expires: 07/29/1996 Suite: 100 Phone: Phone: Phone: 206 624 -1444 540 720 -1908 540 720 -1908 * ** * * *• * * * ** * * * * * * * * * ** x Height 16.0. 12.0 10.0 .0 .0 .0 UBC Edition: 1994' Valuation: 250, 000.00 :.Totals 1,024 2,208 13,600 1.6 Total Permit Fee: 2,705.96 832 ***********'*********** c• k********************** * *k * * * * * * ** * * *. *** *** * * * * * * * ** Permit Center. Authorized Signature Date I hereby 'certify that I have read and examined 'this permit and know the same to be true and correct. All provisions 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,t1e performance of work.. I am authorized to sign for and obtain this b il`•ing,pernrit. • Signature:_ /__/ !�_ -Y Date: Print Nam 1 /3if Title: P/ J E CT l nirtvisifetior 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. DEPARTMENT DATE IN DATE APPROVED REQUIREMENTS i COMMENTS BUILDING - initial review 1 a - �.� K CONSULTANT: 2 `1 g ib (ROU ED) Date Sent - Date Approved - ____413 FIRE V 1/3 0 /'j FIRE PROTECTION: LJ Sprinklers Detectors N/A FIRE DEPT. LETTER DATED: 1/ 7 G. INSPECTOR: .S` (/ f INIT: INIT: O PLANNING ZONING: BAR/LAND USE CONDITIONS? ( )Yes U No REFERENCE FILE NOS.: INIT: MINIMUM SETBACKS: N- S- E- W- OPUBLIC WORKS UTILITY PERMITS REQUIRED? U Yes U No PUBLIC WORKS LETTER DATED: INIT: O OTHER INIT: X BUILDING - final review t /30 TYPE OF CONSTRUCTION: VAC Y---5 CERT. OF OCCUPANCY? OYes (�Vo ,P� UBC EDITION (year): `G1GILA INIT: . NZBUILDING OFFICIAL 1 4 1 ) 1� �6 INIT: r AMOUNT OWING: CONTACTED oh DATE NOTIFIED 1151 a c� BY: (init.) ____413 2nd NOTIFICATION BY: (init.) 3RD NOTIFICATION BY: (init.) PLAN CHECK NUMBER 6c1( REVIEW COMPLETED CITY OF TUKWIL{ Department of Community Development — Permit Center` ' 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking PROJECT NAME SITE ADDRESS C�J NA hnY SUITE NO. 501 f5av- r.Pn -k-e r f),9 (03 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. 01/08/93 PROJECT NA N7 ^ 7f / fir ' �� ASSESSOR ACCOUNT # TYPE OF lJ New Building Addition U Tenant Improvement (commercial) U Demolition (building) WORK: 'ack Storage ❑ Reroot 0 Remodel (residential) O Other: DESCRIBE WORK TO BE DONE: 5i 6 X7 / ' 1 4 /ii/67-/iN 4 BUILDING USE (office, warehhouse_atc.) NATURE OF BUSINESS: ETA/ Z WILL THERE BE A CHANGE iN U E? 0 No 0 Yes It Yes, new building requirements may need to be met. Please explain: SQUARE FOOTAGE - Building: O Tenant Space; /T�; Area of Construction: ? / (J W LL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? i o 0 Yes IF YES, EXPLAIN: , FiRE PROTECTION FEATURES: Sprinklers 1:r-Automatic Fire Alarm System PROPERTY OWNER 0 'fur ur 0,' 77- 7 PHONE C- 73c ---/7 0 1 ADDRESS - Jr� Aj r57:4 r . 1� 2 • rA_ P___ V e 3:3/ CONTRACTOR 4.3 /C -s /U _Y L. /N,5 7-.9 LL A 77a71.5. /`c4HONE, -5 . 77U / V ADDRESS fctLAv. Y 72& r 17 enz7 . It/4 1Z .7.--5 WA. ST. CONTRA TOR'S LICENSE # TA l / / 5 EXP. DATE / "'/ . ARCHITECT 09,27 9 / p4/ Ag zi / / t✓� „�� C l ! PHONE X0 ,•_ , ij ADDRESS p G / / c 9 - 4 , , - p -S7- 7.--8 /'?O A.1 A i C_ 4 ZIP /76 JAII 16 " ?6 09:4614 '•1IILA DI:II F'b1 CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 - 3670 PLAN CHECK NUMBER / • 11'1'1 ll •1111 IN 11111 1 Ir 1 II I i I) ( / 11 1 1 I1.1,, lSi • a arEPI ,, 9T sInt 9 ,`9.1 Yo EV-VIPPWWEIr-1:54 - , r l�" u.fy y J BUILDING PERMIT APPLICATION SITE AD�D ESS SITE # e& ALOE OF CONSTR CTION - $ SO • t1 r� (� a(} / 51J � vT l �t1 - ��W Y • D BUILDING OWNER SIGNATURE OR AUTHORIZED 1 NAME 57 -,,, 7 7 /7 1 4 -- A) c . 4 i PHONE 5 v u . K 7O/ 9 AGENT ADDRESS 2 9 /yv,, l/ P z' ' ✓E` lr'i y . r F CITY/ZIP re if CONTACT PERSON . 4 e.yr , 6 1 t.'4 PHONE .2_755-y _ 755 7 APPLICATION SUBMITTAL In order to ensure than , led Jour application is too' ar9 fpvl , I ds e make sure to fill out the application completely and follow the plan sut.' •.:t• ./ checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed inl:r:nation on application and plan submittal requirement's. Application and plans must be complete In order 1n he accepted for plan review. VALUATION OF CONSTRUCTION Valuation for nr instruction and additions are calculated by the Department of Community Development prior to application subm !ta{. Contact the Permit Coordinator at 431 -3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This ilgure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER I AUTHORIZED AGENT ii the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit thls permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications tor which no permit is issued within 180 days following the date of application shall expire by limitations. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Departrnent of Community Development Building Division at 431-3670. DATE APPLiCATION ACCEPTED DATE APPLICATION C / n / P.2 D ATE / Z2_ 9.G 17501 SOUTHCENTER PY 100 SPORTS AUTHORITY B- RACES 262304 -9067 Address: Suite: Tenant: Type: Parcel #: •M •M • M M k k M •4 •M M k k ** M M** M 'M k 'M ' MM ** ** •M M M - M M • M • M k M M M •M • M ' M •M M ' M ' M k 4 M M M •* M* M M M • M M M •M M k Permit Conditions: 1. No changes wi 1 1 be made„. t.0 a; „- plaYni.,: �yn s.., a pproved by the Architect or Engineer: e "TuEwi " ' : Big- f1'd4i 2 .i'i Al All permits, inspe n "r•ec•orid3 and approved =40 nns sha11 be available at theme °t61 s i,,t e p, i'or°, ., tothe start ot' c,!In- struction. here`' do elk, t. o ; ,main ned anil' a lai l- able unti 1 Ape inspection approval is grtant.ed d4 ., � . re t ; , 5 All cons 99 i on,, ta,.b,e done to nt cooi - man e a r4i►,,h 4Po plans an ecl ir'en , is of the i•Un Bui l•dli,�ng co l 119 Edition s arnen a Uri ifotirn Mechanical Code 0(1r9,94� 'Ed pI:) ), and Wa ' n)aton State Enerag r (1ri •„4 Edit ion ) . , y 4. Val id ; of' , f ermi t <4 The. i suance 9,1 a permi t or 'apk val t plan ; ;, �pec: and corrputa shall not abbe n- str�u , ! to"*be''`a Or•mit -for, or an"'appr oval of, any vio l' t n of a n< of the prov i s i dnis bu ii d;'i f ng code or of , other" ord'•i,naiic, of the `1•ur-'114r mit presumt64 to giv authority to ,viol3't,e 'or . - t h e pr ov,isions of th.i''s"' codes. ha l 1 be 'valid. rr ` CITY OF TUt WILA Permit No: Status: Applied: Issued: B96 -0021 ISSUED 01/22/1996 01!31/1996 M•M•M t•M•k•k k*•M-M* v GENERA 2705.96 ' TOTAL 2705.96 • ++*++*A*+***^it A+*«*a^*^*akikit++It*++++**+**++a+lt*+A*a*+*a++*it+A^Ic+ CHECK 2705.96 . CITY OF • TUKNILA, NA � TRANSMIT CHANCE 0.00 +*+*a*4*+++*^*+**+*+^*9wv��/�r�4* ����� +1�� 1854A000 15:59 TRANSMIT Number: 96003513 Amount: 2,705.96 01/22/96 - -- �' 1 -- Payment Method: CHECK Notation: PROFESSIONAL INS . Init: SL8 --_----..----..--..-..--..--_'-'-'---..--------_'-----_----_-'---_. Permit •No� B96-0021 Type: B-RACKS RACK STORAGE PERMIT Parcel No: 262304-9067 Site Address: 17501 SOUTHCENlER PY Total Fe/s: 2,705.96 This Payment 2,705.96 Tctal ALL Pmts: 2,705.96 Balance: .00 ^ A + *A + ** + ^**+**v*+a+*^kAA*^*+a+*+++*/+**A+a*+Ma*+^ak++* Account Code Description Amount 000/322.100 BUILDING - NONRES 1,637.25 000/345.830 PLAN CHECK - NDKUES 1,064.21 000/386.904 STATE BUILDING SURCHARGE 4.50 » of 1_s 6 +' Type of ins gsctfi6m -g_ L A dr Z)....7 Sal sci IQ f Date called: -' Special instructions: Date wanted: Z, p.m. f Requester: C1 � Phone No.: 1 4,4 I1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 206) 431 -3670 Approved per applicable codes. Corrections required prior to approval. CO MEN 4.. I Inspector: Dater 2� $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: Project AuTI-biz� r l , 1 Type of inspection: Address: - 1501 So �T�It" z Etz N Date called: ' 3 2 Special instructions: Date wanted: _ M q 16 p.m. Requester 3— t ,Ce b` ' f r Phone No.:615 _ y .Z toL INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1 INSPECTION RECORD Retain a copy with permit & o oz. ) PERMIT NO. (206) 431 -3670 COMMENTS: ANC t46 u`= �"a - (LACtLS ?C'' L-.% 4- 16' HIGH. Inspector: i cr Date: Approved per applicable codes. n $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 Receipt No.: Corrections required prior to approval. Date: • •,7, 7 Project Name - Address 1 ( , 7 1- \( Needs shift inspection Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: Authorized Signature -7 ) TUKWILA FIRE DEPARTMENT Permit No. 1 L FINAL APPROVAL FORM Retain current inspection schedule Approved without correction notice Approved with correction notice issued FINALAPP.FRM T.F.D. Form F.P. 85 Suite laIni( Date John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575.4439 STORAGE RACKS DRIVE -IN RACKS CANTILEVER RACKS MEZZANINES CONVEYORS CAROUSELS STEEL SHELVING MOVABLE SHELVING STORAGE TANKS MODULAR OFFICES GONDOLAS BOOKSTACKS ROY ALDECOA SPORTS AUTHORITY 3383 NORTH STATE ROAD 7 FORT LAUDERDALE, FLA 33319 MATERIAL HANDLING ENGINEERING EST. 1985 CITY APPROVALS STATE APPROVALS PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION PERMITTING SERVICES SUBJECT: "RUGGED OUTWEAR CANOPY" FOR TUKWILA, WA DEAR ROY ALASKA ARIZONA CALIFORNIA COLORADO IDAHO MISSOURI NEVEDA NEW MEJOCO OREGON PENNSYLVANIA UTAH WASHINGTON DECEMBER 19, 1995 I HAVE HAD A CHANCE TO REVIEW THE DRAWINGS YOU SUPPLIED US FOR THE ABOVE MENTIONED PROJECT. STRUCTURALLY, THE COMPONENTS ARE MORE THAN ADEQUATE TO SUPPORT THEIR OWN WEIGHT, AS THERE ARE NO OTHER LOADS IMPOSED ON THE UNITS. AS FOR THE SEISMIC FORCES, THEY ARE NEGLIGIBLE. THIS BEING A SEISMIC ZONE 3 AND HAS NO LOAD OTHER THAN ITS OWN WEIGHT. THE CONNECTIONS SEEMED ADEQUATE AND THE STUD WALL IT IS FASTENED TO CAN SUPPORT THE DEAD LOAD. IF YOU HAVE A QUESTIONS, PLEASE CALL. [EXPIRES /,,Z17 161 ATLANTIC STREET • POMONA • CA 91768 • TEL: (909) 869 -0989 RECEIVED CITY OF TUKWILA JAN 2 2 1996 PERMIT CENTER • FAX: (909) 869 -0981 CITY OF TUKWILA x x x RACK STORAGE DIMENSIONS LINEAR FEET X HEIGHT = TOTAL C X /‘ loacl iZ = oZ 0g 136o x 10 = 13‘oo CITY RECEIVED JAN 2 2 1996 PERMIT CENTER 7 EST. 1985 STORAGE RACKS DRIVE -IN RACKS CANTILEVER RACKS MEZZANINES CONVEYORS CAROUSELS STEEL SHELVING MOVABLE SHELVING STORAGE TANKS MODULAR OFFICES GONDOLAS BOOKSTACKS �.0 SEIZMIC MATERIAL HANDLING ENGINEERING 1\191 CITY APPROVALS STATE APPROVALS PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION PERMITTING SERVICES SEISMIC ANALYSIS OF SELECTIVE RACK / SHELVING / CANOPY FOR SPORTS AUTHORITY #794 17501 S. CENTER PKWY #100 TUKWILA, WA 98188 JOB #95 -72 : 7%/% L%`!% .! %2•Yni`r'f'✓: /,' % % /.:',ll.i� .h.+ /,•; ri y,. ;o i , ,., , i;Y /L ;'.2�i,,; ,: :: e 4I ARIZONA NEW MEXICO CAUFORNIA OREGON COLORADO PENNSYLVANIA IDAHO UTAH MISSOURI WASHINGTON NEVADA ALASKA RECEIVED CITY OF TUKWILA JAN 2 2 1996 PERMIT CENTER 161 ATLANTIC STREET • POMONA • CA 91768 • TEL: (909)869 -0989 • FAX:(909)869 -0981 r eI ZZIC 1141111 11 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 2 OF 31 CALCULATED BY E.Y. DATE 9-14-1995 TABLE OF CONTENTS DESCRIPTION PAGE # COVER SHEET 1 TABLE OF CONTENTS 2 SCOPE 2 PARAMETERS 3 CONFIGURATIONS 4 - 8 COMPONENTS & SPECS. 9- 17 LOADS AND DISTRIBUTION 18 LONGITUDI NAL ANALYSI S 19 COLUMN 20 BEAM 21 BEAM TO COLUMN 22 BRACING 23 OVERTURNING 24 BASE PLATE 25 SLAB &SOIL 26 GONDOLA SHELVING /RUGGED OUTWEAR CANOPY 27-31 SCOPE: THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING. r illi t i rIS I C IIIIIII II INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 3 OF 31 CALCULATED BY E.Y. DATE 9- 14-1995 PARAMETERS: STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACT TRANSVERSELY. 1. COLUMN. 2. BEAM. 3. BEAM TO COLUMN. 4. BASE PLATE. 5. HORIZONTAL BRACING. 6. DIAGONAL BRACING. 7. BACK CONNECTOR. TRIBUTARY AREA TRANSVERSE , LONGITUDINAL TOP VIEW r igi tE 11 171 1 C 111111111 1 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 SPORTS AUTHORITY #794 PROJECT FOR THE SPORTS AUTHORITY SHEET NO 4 OF CALCULATED BY E.Y. 31 DATE 9 -14 -1995 CONFIGURATIONS 112" 16" 24" 24" * 24" * 24" 1 8" TEAM SPORTS *--- 96" 5" X -BEAM BEHIND Front View 8" Front View / X -BEAM 7 I BEHIND 120" SPACE CORE M M MO 120" FIRST AID FULL SPACE CORE 7 19" 7r 43" 43" Side View 6 " ir 42" Ae-24" X 18" Side View I I 11 11 1 11 _ J1 it 71 19" 7r 43" 43" 6" MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 CONFIGURATIONS (CONTINUEDI 19" 17" 17" 17" 7 17" 120" 24" 40' 11" 72' 8" BASEBALL X24" Front View 5" X -BEAM (IF AROUND THE PERIMETER OF THE STORE -TOP ONLY) 96 n Front View 120" FITNESS HEAVY BAGS 19" 7r 43" 43" Side View 6 „ 42" Side View 18" 19" 7r 43" 43" 6" 1 11440 000 141 0000 0001 1 C. PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 5 OF CALCULATED BY E.Y. DATE 9- 14-1995 31 • INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 SPORTS AUTHORITY #794 PROJECT FOR THE SPORTS AUTHORITY SHEET NO. 6 OF CALCULATED BY E.Y. DATE 9-14 -1995 31 CONFIGURATIONS (CONTINUEDI 29" 5 14" 16" 8" /F 96 " — * Front View 84" b EXCESS FIXT. BIN BELOW 120" GRN. TURF FIXT. RECEIVING 5" X -BEAMS 96" - % Front View GOLF 5" X -BEAM 120" � — 42" )1-24" A Side View TYP. — 42 "--� 7 19" 43" 43" Side View 6 " 18" 19" 4 4 6" It INC. . MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 SPORTS AUTHORITY #794 PROJECT FOR THE SPORTS AUTHORITY SHEET NO 7 OF CALCULATED BY E.Y. DATE 9-14- 1995 31 CONFIGURATIONS (CONTINUEDI l 112" 7 8" — 96" r -- * - - -7I I‘ /1\ it I \ \ / X -BEAM z' - = = =F= - BEHIND V \/ I 120 SPACE I /\ I I CORE I / \ I / I/ \I/ I I 44" 14" 21" 8" Front View Front View SOCK BAR 5" X -BEAM f a FULL SPACE CORE INDOOR GAMES 5" X -BEAM BOWLING (IF AROUND THE PERIMETER OF THE STORE -TOP ONLY) s- 120" 5" X -BEAM BLK. TURF FIXT. / — 42" 24" % 18" Side View IYP. 19" 7r 43" 43" 6" AIL -2 " — ' INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 8 OF 31 CALCULATED BY E.Y. DATE 9-14-1995 CONFIGURATIONS (CONTINUE:4 5" X -BEAM BASKETBALL (IF AROUND THE PERIMETER OF THE STORE -TOP ONLY) — WIRE GRID SHELF (TYP. AS SHOWN) 120" 1 - 2 - 4" X ft I 36" 48" 28" 8" Front View 42" Side View 31/2" X -BEAM TYP. (TYP. UNLESS OTHERWISE NOTED) 18" 19" I 43" 43" 6" 1 3,240 lb. 2,916 i n.I b. 4, 388 i n.l b. <- std cann. 2 2,700 lb. 4,860 i n.l b. 4, 874 i n.l b. < std cann. 3 2,160 I b. 3, 888 i n.l b. 3,902 i n.l b. < std Cann. 4 1,620 Ib. 2,916 in.lb. 2,830 in.lb. <- std ann. 1,080 Ib. 1,944 in.lb. 1,796 in.lb. <- std cann. 6 540 I b. 648 i n.l b. 824 i n.I b. <- std cann. TEAM SPORTS DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM Nt 7X5X.375 BASE PINNED V COLUMN 3x1- 5 /8x14ga STRESS =0.61 V 3- 1/2x2 -5/8x 14 g MAX LOAD/LEVEL = 4,089 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V ANCHOR STRESS = 0.13 # OF ANCHORS = 2 HORIZONTAL V 1- 1/2 X 1 X 14 GA STRESS = 0.18 DIAGONAL V 1- 1/2 X 1 X 14 GA STRESS = 0.74 V PUNCT. STRESS = 0.60 BENDING STRESS =0.58 S INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET N0. 9 OF 31 CALCULATED BY E.Y. DATE 9-14- 1995 TEAM SPORTS SPECIFICATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 5" X 2000 PSI. REINFORCED 1 - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZICpWp SECTI CN AXIAL FORCE 1,000Ib. 162# 162# / / 0 " f 1" 24" 24" 24" l 24" li 1,000 Ib. 1,000 Ib. 4 1,000 Ib. 1,000 Ib. 2 1,000 Ib. 1 1 �# 1--- 162* 4 1 �� 162*' 43" 1 �i '1'96" - 4' Iu= 96" MOMENT BEAM MOMENT IL 24.4 162# 162# 162# --♦ 1�� 1 1,080 Ib. 972 in.Ib. 3,254 i n.I b. <- std cann. 2 540 I b. 4, 536 i n.l b. 2,768 i n.I b. <- std. corn. FIRST AID DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM 7 X5 X.375 BASE PINNED V COLUMN 3x1- 5/8x14ga STRESS =0.37 V 3- 1/2 x 2- 5/8 x 14 ga MAX LCr4D /LEVEL = 4,089 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V ANCHOR STRESS = 0.13 # OF ANCHORS = 2 HORIZONTAL .4 1- 1/2 X 1 X 14 GA STRESS = 0.06 DIAGONAL 1- 1/2 X 1 X 14 GA STRESS = 0.25 Ni PUNCT. STRESS = 0.20 BENDING STRESS =0.07 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY SPORTS AUTHORITY #794 THE SPORTS AUTHORITY 10 of 31 E.Y. DATE 9-14 -1995 ■ FIRST Al D SPECIFICATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 - FLOOR SLAB 5" X 2000 PSI. REINFORCED - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZICpWp SECTION AXIAL FORCE 120" 1 2" � 1,000 Ib. 1,000 Ib. 162# .—• /g-- ,'--- 96" -- Iu= 96" MOMENT BEAM MOMENT 43" IL 24.4 162# 1 3,780 lb. 5,103 i n.I b. 2 3, 240 I b. 4, 860 i n.l b. 5,482 i n.I b. <- std corn. 4, 651 i n.l b. 3 2,700 lb. 3,442 i n.I b. <- std corn. 4 2,160 I b. 2,754 i n.I b. 3,598 i n.l b. < std Cann. 5 1, 620 I b. 2, 066 i n.l b. 2,910 i n.I b. < std Conn. 6 1, 080 I b. 1, 377 i n.l b. 2,221 i n.I b. < std ccnn. 7 540 I b. 770 i n.l b. 1,573 i n.I b. < std conn. 885 i n.I b. <- std corn. BASEBALL DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM ../ 7 X 5 X .375 BASE PINNED V COLUMN 3x1- 5/8x14ga STRESS =0.72 V 3- 1/2 x 2- 5/8 x 14 ga MAX LOAD /LEVEL = 4,089 I b. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V ANCHOR STRESS = 0.15 # OF ANCHORS = 2 HORIZONTAL .4 1 - 1/2 X 1 X 1 4 GA STRESS = 0.21 DIAGONAL . j 1- 1 /2 X 1 X 14 GA STRESS = 0.87 V PUNCT. STRESS = 0.69 BENDING STRESS =0.72 INC. MATERIAL HANDLJNG ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO 11 OF 31 CALCULATED BY E.Y DATE 9- 14- 1995 BASEBALL SPECI Fl CATI ON - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 - FLOOR SLAB 5" X 2000 PSI. REINFORCED 1 - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZICpWp SECTI CN AXIAL FORCE 1 0" 4.1 2f 11 7 1,000 lb. 6 1,000 Ib. 5 1,000 Ib. 4 1,000 Ib. 3 1,000 lb. 2 1,000 Ib. 1 1,000Ib. _ 162# 162 11 4 " 162i 162# 162# I 96" Iu= 96" MOMENT BEAM MOMENT 24" 4 162 162# 1 � 162# 1 op 162# 1 1,620 Ib. 1,458 in.lb. 4,145 in.Ib. <- std. cam 2 1,080 Ib. 5,832 in.lb. 4,226 in.Ib. <- std cam. 3 540 lb. 1,620 i n.l b. 1,310 i n.I b. < std cam. FITNESS /HEAVY BAGS DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM 7 X 5 X .375 BASE PINNED V COLUMN 3x 1 -5/8x 14ga STRESS =0.50 3- 1/2 x 2- 5/8 x 14 gat MAX LOAD /LEVEL = 4,089 lb. BEAM I S O.K. V OVERTURNING BRACING SLAB & SOI L V ANCHOR STRESS = 0.11 # OF ANCHORS = 2 HORIZONTAL . j 1- 1/2 X 1 X 14 GA STRESS = 0.09 DIAGONAL . f 1- 1/2 X 1 X 14 GA STRESS = 0.06 PUNCT. STRESS = 0.31 BENDING STRESS =0.18 V rir l i Z IIIIIII I INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 12 OF 31 CALCULATED BY E.Y. DATE 9-14-1995 FITNESS /HEAVY BAGS SPECIFICATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 - FLOOR SLAB 5" X 2000 PSI. REINFORCED - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZICpWp SECTION AXIAL FORCE 120" 11 72" 1,000 lb. 1,000 Ib. 1,000 Ib. 162# 162* 162# — 96" Iu= 96" MOMENT BEAM MOMENT 11 4,3" I' 24 "4 1 �i 162# 162# 1 2,700 lb. 2,430 i n.l b. 2 2,160 lb. 2,592 i n.l b. 3 1,620 Ib. 1,701 in.lb. 4 1,080 Ib. 4,293 in.lb. 5 540 1b. 1,174 i n.{ b. 3,011 i n.I b. < std ccnn. 2,646 i n.I b. < std ccnn. 3,497 in.Ib. <- std Cann. 3,234 in.Ib. <- std Cann. 1,087 i n.I b. < std cain. GOLF DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM 7 X 5 X .375 BASE PINNED V COLUMN 3x 1 -5/8x 14ga STRESS =0.43 V 3- 1/2 x 2- 5/8 x 14 cga MAX LOAD /LEVEL = 4,089 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V ANCHCR STRESS = 0.11 # CF ANCHORS = 2 HORIZONTAL . / 1- 1/2 X 1 X 14 GA STRESS = 0.15 DI AGONAL ,J 1 -1/2X1 X 14 GA STRESS = 0.62 V PUNCT. STRESS = 0.46 BENDING STRESS =0.38 rrEl INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY SPORTS AUTHORITY #794 PROJECT FOR THE SPORTS AUTHORITY SHEET NO. 13 OF 31 E.Y. DATE 9-14 -1995 GOLF SPECIFICATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 5" X 2000 PSI. REINFORCED 1 - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZICpWp SECTION AXIAL FORCE / II 0" 53" 14" 16" T 5 1,000 Ib. 4 1,000 Ib. 1,000 Ib. 2 1,000 lb. 1 1,000Ib. 1 __ _ 1 62i 11 162# 1624 4 " 1 6� .I`- -- 96" - 4' Iu= 96" MOM ENT BEAM MOMENT 24 " 162# 162# 162# 162# --I► 162., 1 1,080 lb. 13,284 i n.l b. 7,871 i n.I b. < std ccnn. 2 540 lb. 1,458 i n.l b. 1,229 i n.I b. < std corn. RECEIVING DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM 7X5X.375 BASE PINNED V COLUMN 3x3x14ga STRESS =0.66 V 5x2- 5/8x14ga MAX LOAD /LEVEL = 4,089 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V ANCHOR STRESS = 0.04 # OF ANCHORS = 2 HORIZONTAL .V 1 - 1 /2 X 1 X 14 GA STRESS = 0.09 DIAGONAL . / 1- 1 /2 X 1 X 14 GA STRESS = 0.28 V PUNCT. STRESS = 0.19 BENDING STRESS =0.06 r ia gr i Ze illi l INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 14 OF 31 CALCULATED BY E.Y. DATE 9-14- 1995 RECEIVING SPECI Fl CATI ON - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 5" X 2000 PSI. REINFORCED 120" - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZICpWp SECTION AXIAL FORCE 84" 1,000 Ib. 1,000 Ib. 162# --tea 162:" ,(- 96" ---- Iu= 96" MOMENT BEAM MOMENT II k 42 "4 162# 162# 1 1,080 lb. 972 i n.l b. 3,254 i n.I b. <- std ccnn. 2 540 Ib. 4,536 in.lb. 2,768 in.Ib. <- std corn. SOCK BAR DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM V 7 X 5 X .375 BASE PINNED V COLUMN 3x 1 -5/8x 14ga STRESS =0.37 V 3- 1/2 x 2- 5/8 x 14 ga MAX LOAD /LEVEL = 4,089 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V ANCHOR STRESS = 0.16 # CF ANCHORS = 2 HORIZONTAL . J 1 - 1/2 X 1 X 14 GA STRESS = 0.06 DIAGONAL . j 1- 1 /2 X 1 X 14 GA STRESS = 0.25 PUNCT. STRESS = 0.20 BENDING STRESS =0.07 rin i C allis 4 INC. MATERIAL HANDUNG ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 SOCK BAR SPECIFICATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2x 3 -1/2 - FLOOR SLAB 5" X 2000 PSI. REINFORCED - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZICpWp SECTI CN AXIAL FORCE 120" 1 2" 1,000 Ib. 1'# 1,000 Ib. 162# 43" l ' ---- 96" .1'. 24" Iu= 96" MOMENT BEAM MOMENT l �i 162# --r PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 15 OF 31 CALCULATED BY E.Y. DATE 9-14-1995 1 3,240 lb. 2,916 i n.l b. 3, 882 i n.l b. <- std crnn. 2 2,700 lb. 3,848 i n.l b. 3, 558 i n.1 b. < std ccnn. 3 2,160 I b. 2,268 i n.l b. 2,910 i n.l b. < std ccrtn. 4 1,620 Ib. 2,552 in.lb. 2,343 in.lb. <- std ann. 1,080 Ib. 1,134 in.lb. 1,958 in.lb. < std cann. 6 540 I b. 1, 782 i n.l b. 1,391 i n.I b. < std ccnn. INDOOR GAMES DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM 7X5X.375 BASE PINNED V COLUMN 3x 1 -5/8x 14ga STRESS =0.53 V 3- 1/2 x 2- 5/8 x 14 ga MAX LEAD /LEVEL = 4,089 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V ANCHOR STRESS = 0.13 # OF ANCHORS = 2 HORIZONTAL . / 1 -1/2 x 1 x 14ga SQ. TUBE STRESS = 0.12 DIAGONAL V 1 -1/2 x 1 x 14ga SQ. TUBE STRESS = 0.34 V PUNCT. STRESS = 0.55 BENDING STRESS =0.51 rSZ INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO 16 OF 31 CALCULATED BY E.Y. DATE 9-14-1995 INDOOR GAMES SPECIFICATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/ 2 - FLOOR SLAB 5" X 2000 PSI. REINFORCED 1 - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZICpWp SECTION AXIAL FORCE 1,000Ib. 1 - 2# 1 44" 14" 21" 1LL4" fi 96" -4 I 96" MOMENT BEAM MOMENT 24 "4 162# 1 0" 6 1,000 Ib. 5 1,000 Ib. 1,000 Ib. 1,000 Ib. 2 1,000 lb. 1 r 4 " 1 _i 162# l �� 162;. 4 3" 1 62# 162# 162# 11 _ 6 2 t 1 2,160 lb. 1,944 i n.l b. 3,173 i n.1 b. < std Conn. 2 1,620 lb. 3,402 i n.l b. 4,145 i n.1 b. < std corn. 3 1,080 Ib. 3,888 in.lb. 3,173 in.1b. <- std Conn. 4 540 I b. 1,458 i n.l b. 1,229 i n.I b. < std cann. BASKETBALL DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM 7X5X.375 BASE PINNED V COLUMN 3x 1 -5/8x 14ga STRESS =0.40 V 3- 1/2 x 2- 5/8 x 14 g MAX LOAD /LEVEL = 4,089 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V ANCHOR STRESS = 0.10 # OF ANCHORS = 2 HORIZONTAL V 1- 1/2 X 1 X 14 GA STRESS = 0.12 DIAGONAL V 1- 1/2 X 1 X 14 GA STRESS = 0.50 V PUNCT. STRESS = 0.39 BENDING STRESS =0.28 S INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 - 0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 17 OF 31 CALCULATED BY E.Y. DATE 9-14-1995 BASKETBALL S P ECI Fl CATI ON - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 - FLOOR SLAB 5" X 2000 PSI. REINFORCED 1 - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZICpWp SECTION AXIAL FORCE / 1 f 33" 0" 43" 4 1,000 Ib. 3 1,000 lb. 2 1,000 Ib. 1 1,000 Ib. 162# -- # I 162:" 43" 162# 4 " 162 -s• If 96" -4 Iu= 96" MOMENT BEAM MOMENT 24 "-1' 1 =� 162# 162# --♦ 1 �� • t] i.. Z. Yti t1 1 g4+s+�++.n....��...�. INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 18 OF 31 CALCULATED BY E . Y . DATE 9-14-1995 LOADS & DISTRIBUTION :RECEIVING 6 UVE LOAD PER SHELF (BASED ON CUENT SUPPLIED DATA) = wLL. DEAD LOAD PER SHELF = wDL SEISMIC SHEAR BASED ON SEC. 2336 THE 1991 U.B.C. = V. WHERE V= ZICpWp. SEISMIC ZONE = 3 Z =.3 I =1 Cp = .75 ( 2 /3Cp for GROUND LEVEL I NSTALLATICN) Wp =wLL +wDL wDL = 80 Ib. SINGLE FACE UNITS. LONGITUDINAL & TRANSVERSE DIRECTION VI ong = .3 * 1 * .75 * (2/3) * ( 2000 + 160 ) VIong = 324 1b. Vtrans = VI ong TOTAL FRAME LOAD = 2,160 lb. 1,000 Ib. 1 -L r 84" 1 2 1,000 Ib. 1 1 96" Iu= 96" 42" 4 16 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 19 OF 31 CALCULATED BY E.Y. DATE 9-14-1995 LONGITUDINAL ANALYSIS :RECEIVING THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID - HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). VI ong = 2 * Vcol = Vcol = F1= 81Ib. F2= 81 Ib. BASE ASSUMED PINNED. 324 I b. 162 Ib. Mbase = O i n.I b. Mupper + MI ow er = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + MI ow er Mconn = [ Mupper +Mlower]/2 RESULTING FORCES ON COLUMN SECTION AXIAL LOAD MOMENT Mconn 1 1080 13284 7871 2 540 1458 36 in. B amto CoL Conn. F1 1 , 84 in. 11/104 col. to slab. Mconn "L" ( """ \ L. M tower III • Mupper v Mbaae B SLAB Mconn "R' SEI ZMI C INC. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 20 OF 31 CALCULATED BY E.Y. DATE 9- 14-1995 COLUMN ANALYSIS :RECEIVING COLUMN IS ANALYZED PER AISI COLD- FORMED STEEL DESIGN MANUAL Pmax = 1,080 lb. Mmax = 13,284 i n.I b. Kxlx /rx = 1.2 * 82 / 1.314 = 74.9 <- GOVERNS Kyl y /ry = .8 * 43 / 1.095 = 31.4 Cc = (2rr'2E /Fy)'.5 = 107.0 SINCE KI /r Cc, Fa = .522Fy - [(kl /r* Fy)/ 1494]/2 = 19,819 psi. fa = Pmax /Area = 1,622 psi. fb = Mmax /Sx = 17,342 psi. fa /Fa = 0.08 =.15 fa /Fa +fb /Fb 1.33 Fb = .6* Fy = 30,000 psi. fb /Fb = 0.58 COMBINED STRESS = 0.66 A k-c SECTION PROPERTIES A _ 3 " B =3 " C =.75" D =0" E =0" Wt. =0# t1 = .0747" t2 = 0" Area = .666 "A2 Ix = 1.149 "^4 Iy = .798 "^4 Sx= .766 "A3 Sy= .51 "A3 rx = 1.314 " /12 ry = 1.095 "A2 36" 82" front View Side View 43" 43" C IIIIIII I INC. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 BEAM ANALYSIS :RECEIVING BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HAVE PARTIAL FIXED. FOR THE COMPUTATION OF BEAM TO COL MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 12.5% OF THE FIXED END MOMENT ) WILL BE ADDED. I act = 96.0 i n. Imax = [1950 + 1200(M1/M2)]b/Fy SINCE M1 /M2 = 1.0 !max = 3150* b /Fy = 165 i n. SI NCE I max > I act Fb = .60Fy = 30,000 psi . MAXI MUM STATIC LOAD PER LEVEL DEPENDS ON 1) BENDI NG CAPACITY M = Sx* Fb = w1/2/8 = 27600i n.I b. CAPACITY = 2(8* M/I * 1.12 5) = 40881 b. Sx = 0.920 i n.A3 2) MAXI MUM ALLOWABLE DEFLECTION (L /180). PARTIAL FIXITYIx = 3.920 in.M4 A = 0.5625w1'4/48EI CAPACITY = 2[(48EI )/(0.5625* 180 *1 /2)] = 118971b. MAXI MUM STATIC LOAD PER LEVEL I S 4,089 I b. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. Mstatic = w1/2/8- .125w1/2/ 12 = LL[I /(2* 8)- .1251/(2* 12)] Mallow( static) = Sx * Fb Mimpact= 1.125 *Mstatic Mal kw( sei smic) = 1.33 * Sx * Fb Msei smi c = Mconn (SEE LONG. ANALYSIS) LEVEL Mstati c Mi mpact Mal low Msei smi c Mal I ow RESULT 1.125 Mstatic (static) (seismic) 1 5500 6187 27600 7871 36800 GOOD 2 5500 6187 27600 1229 36800 GOOD PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 21 OF 31 CALCULATED BY E.Y. DATE 9- 14 -1995 INC. MATERIAL HANDUNG ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 SPORTS AUTHORITY #794 THE SPORTS AUTHORITY 22 of 31 CALCULATED BY E.Y. DATE 9-14-1995 BEAM TO COLUMN CONNECTION Mconn= ( Miower + Mupper )/2 + Mend CAPACITY OF CONNECTOR a) SHEAR CAPACITY OF 7/16" DIA. STUD Area = .4375 "2rr /4 = .150 " "2 Fy = 50,000 psi Pmax = 3,000# b) BEARING ON COLUMN (PER UBC SEC. 27 -11 E3.3) Abrg. = t ' D t = .0747 min. = .5 ' t Fu = 65,000 psi min. Pmax brg. = Area ' Fbearing = .5t'2.22'Fu = 5,390# > 3,000# c) MOMENT CAPACITY OF BRACKET S bracket = .110 1 ' 1, 3 Mcap = S * Fbending =.110' .66' Fy C = Mcap/.75 = 1.67 P1 P1 = .798 Mcap = .0872 Fy = 4,360# > 3,000# SINCE PLUG GOVERNS P1= 3,000# Mconn. cap.= P1 * 4.5 + P2 ' 2.5 + P3 * .5 = 5.94 ' 3,000# '1.33 = 23,778 "# Mupper Mconn. Mconn. Sbracket = .110 " ^3 C Miower REAM TO COLUMN CONNECTION 1/2" C =P1 +P2 +P3 = P1 + (2.514.5)P1 + (.5/4.5)P1 = 1.67 P1 PROJECT FOR SHEET NO. r INC. MATERIAL HANDUNG ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 23 OF 31 CALCULATED BY E.Y. DATE 9-14-1995 TRANSVERSE ANALYSIS : BRACING :RECEIVING IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING : COMPRESSION MEMBER L di ag. = [(L- 6)'2+(D- 2* Bcol )'2]'.5 = 51.6 Vdi ag =Vtrans * Ldi ag. / D = 398# kI /rmin =[1 * 51.6]/.319 = 161.8 Fa =11211 '2E]/[23(kl /r)'2] = 5702 psi . f a /Fa =Vdi ag /(Area* Fa) = 0.28 DI= 51.6" D= 42" DIAGONAL AND HCRI ZONTAL BRACING W "H Area= .25 "A2 r min= .319" H t= 0747" W= 1.5 " H= 1 " • r 1 7 I I L= 43" S INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 24 OF 31 CALCULATED BY E.Y. DATE 9-14-1995 OVERTURNING :RECEIVING ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2336 OF THE 1991 U.B.C. FULLY LOADED TOP SHELF LOADED TOTAL SHEAR = 324 lb. Mot = Vtrans * ht = 324 * 102 = 33048 i n.I b. Mst = E(Wp +.85w DL) * d/2 = ( 2000 +.85 * 160) * 42/2 = 44856 i n.I b. Puplift = 1(Mot - Mst) /d Pupl i ft 0 NO UPLI FT SHEAR = 162 I b. Mot = Vtop * h = 162 * 120 = 19440 i n.I b. Mst = (Wp +w DL) * d/2 = ( 1000 +.85 * 160) * 42/2 = 23856 i n.I b. Puplift = 1(Mot - Mst) /d Puplift <=0 NOUPLIFT T 43" USE 2 ea. 1/2 x 3 -1 /2 MIN. EMBED. ANCHOR. CAPACITY OF 1/2 x 3-1/2 = 1125 I b. PULLOUT & 1840 I b. SHEAR COMBINED STRESS1 = 0 / 2250 + 162 / 3680 = 0.04 COMBINED STRESS2 = 0 / 2250 + 81 / 3680 = 0.02 fi 42 " 162# 1 �� INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 25 OF 31 E.Y. DATE 9 -14 -1995 CALCULATED BY BASE PLATE :RECEIVING BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh /2 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pcol = 1866 lb. B = 7 in. D =5in. b = 3 in. P/A = Pcol /(D* B) = 53.33 psi. Mbase = w1/2/2 = I '2 /2(fa) Mbase = 106.7 i n.I b. Sbase = 1 * t/2/6 = 0.023 i n. /3 Fbase = .75Fy * 1.33 = 36000 psi. fb /Fb = Mbase /(Sbase * Fbase) = 0.126 t = .375 i n. b1 =2 in. b1 Pcol 4 , INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT SPORTS AUTHORITY #794 FOR THE SPORTS AUTHORITY SHEET NO. 26 OF 31 CALCULATED BY E.Y. DATE 9- 14 -1995 SLAB AND SOIL :RECEIVING THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. (a) PUNCTURE Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD Pmax = 1.4 * Pcol + 1.7 * (Mot /d) = 2,850 lb. Fpunct = 2*sqrt(fc) = 89.4 psi. Apunct = [(w +t /2) +(d +t /2)]*2 *t = 170.0 i n.'2 fv /Fv = Pmax /(Apunct *Fpunct) = 0.19 (b) SLAB TENSION Asoi I = Pmax /(1.33 * fsoi I) = 2.14 ft. /2 = 308 i n. /2 L = sqrt(Asoi I) = 17.5 i n. B = sgrt(w *d) +t = 10.9 in. b= (L -B)/2 = 3.3 in. Mconc = w b'2/2 = (1.33* fsoi I * b'2)/(144* 2) = 50.8 in.Ib. Sconc = 1 * t/2/6 = 4.17 i n. /3 Fconc = 50 *sgrt(f'c) = 201.25 psi. fb /Fb = Mconc /(Sconc *Fconc) = 0.06 BASE PLATE w = 7 in. d = 5 in. CONCRETE t = 5 in. f'c = 2000 psi. SOIL fs =1000 ps f . J 1 INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 SPORTS AUTHORITY #794 PROJECT FOR SHEET NO. 27 OF CALCULATED BY E.Y. DATE 9- 14-1995 THE SPORTS AUTHORITY 31 LOADS AND CONFIGURATIONS (HANDY GONDOLA SHELVING) ANALYZE PER SECTION 2336 AND TABLE 23P OF THE 91 U.B.C. Fp = Z'I'Cp'Wp Z = 0.4 I =1 Cp = 0.75 Wp = L.L. + D.L. (PER LEVEL) * = 2/3 REDUCTION FOR GROUND INSTALLATION LOADING = 50# PER SHELF # OF LEVELS = 6 WIDTH = 48" DEPTH = 60" HEIGHT = 144" SHELF SPACING = 24" & 18" SHELF DEPTH = 16" Wp= 100# Fp =0.4x1 x0.75x2/3xWp = 0.20 x Wp = 20# V total = Fp x n = 20# x 6 = 120# Vcol = Vtotal/2 col = 60# Pcol = Wp'n/2 col = 300# 50# 50# 50# 50# 50# '< 50# 50# 50# 50# 50# ryf/F „454.A. %` :. ri : %ti,N,.:Y ::::h: ^:%]�:i�f: S INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0999 • FAX: (909) 869-0961 161 ATLANTIC AVENUE • POMONA • CA 91768 SPORTS AUTHORITY #794 PROJECT FOR THE SPORTS AUTHORITY SHEET NO. OF CALCULATED BY E DATE 9-14-1995 28 31 POST: STATIC ANALYSIS COLUMN ANALYSIS Pcoi = 300# (KI/r) x = 1.2'120/1.0599 = 135.86 < -- GOVERN (KW) y = 1.2 x 24 / .3611 = 79.76 Cc = (2 *3.14^2'E/Fy) ^.5 = 131.7 Fa = (12 ^2 *E) /(23 *(kl/r) ^2) Fa = 8,090 psi fa = PCOVA fa = 300/0.5161102 fa = 581.28 PSI fa/Fa = 0.07 A = .5161 102 X AXIS PROPERTIES: I = 0.5798104 S = 0.4217 in ^3 r = 1.0599 in Y AXIS PROPERTIES: I = 0.0673104 S = 0.0771 103 r = 0.3611 in • • INC. MATERIAL HANDLING ENGINEERING TEL: (909) 889-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO CALCULATED BY SPORTS AUTHORITY #794 THE SPORTS AUTHORITY 29 E.Y. OF 31 DATE 9 -14 -1995 CHECK BENDING CAPACITY SINGLE SIDE LOADED Mcol stat. = (50# • 28 "/2 ' 6 LEVELS) = 4,200 in# Mcol seismic = Vco1/21H/2 = 1,800 in# Mcol total = 6,000 in# < -- GOVERNS fa/Fa < 0.15 Fb = 0.6'Fy = 21,600 PSI fb = M/S fb = 14,228 PSI fb/Fb = 0.66 fa/Fa +1b/Fb < 1.33 = 0.66 +0.07 = 0.73 < 1.33 DOUBLE SIDE LOADED Mcol static = 0 Mcol seismic = Vcol'H/2 = 3,600 in# OK Mcol total = 3,600 in# • 0. • • MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 CHECK OVERTURNINQ FULLY LOADED Mot = Vcoi'(h/2) = 60# x (120 "12) = 3,600 in# Mst= 300# x 16" = 4,800 in# Puplift = (Mot - Mst) /d = (3,600- 4,800)/d = NO UPLIFT ANCHOR WITH TWO 1/4" DIA. ANCHORS WITH MIN. EMBEDMENT OF 1 1/8" FOR EACH BASE BRACKET CHECK ARM TO COLUMN CONNECTION M ARM = WU2 M = 25'28/2= 350 "# T = Marm/D = 351/1.125 311# AREA OF TENSION TAB = 0.5 "'0.105" = 0.06 TENSION CAPACITY OF TAB = 0.06'0.66'36,00 OK. = 1426# > 311# TOP SHELF LOADED Mot = 30# x 120" = 3,600 in# Mst= 50# x 60" = 3,000 In# P uplift = (Mot - Mst) /d = (3,600 - 3,000)/60 = 10 LB INC. SPORTS AUTHORITY #794 PROJECT FOR THE SPORTS AUTHORITY SHEET NO. 30 OF 31 CALCULATED BY E.Y. DATE 9-14- 1995 3114 mxr.s. wrl.sew.w.4 r is t i rrZ NIIIIIIIIIII ■MIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 SPORTS AUTHORITY #794 PROJECT FOR THE SPORTS AUTHORITY 31 31 SHEET NO OF CALCULATED BY E.Y. DATE 9- 14-1995 RUGGED OUTWEAR CANOPY STRUCTURALLY, THE COMPONENTS ARE MORE THAN ADEQUATE TO SUPPORT THEIR OWN WEIGHT. AS FOR SEISMIC FORCES, THEY ARE NEGLIGIBLE BECAUSE THE DEAD LOAD IS VERY MINIMAL. THE CONNECTIONS ARE ADEQUATE AND THE STUD WALL IT IS FASTENED TO CAN SUPPORT THE DEAD LOAD. THEREFORE, OK BY SIMPLE INSPECTION. Fire Department Review Control #B96 -0021 (511) Re: Sports Authority - 17501 Southcenter Parkway, Suite #100 Dear Sir: City of Tukwila Fire Department January 30, 1996 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) Maintain fire extinguisher coverage throughout. 2. Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) 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 presence would obstruct or render the exit hazardous. (UFC 1203) 3. 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. 4. Storage may not be closer than 36 inches in all John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone (206) 575.4404 • Fax (206) 57.5-4439 City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Page number 2 directions to ceiling -hung "Space or Unit" heaters. (UFC 1109.2) Storage of combustible materials in buildings shall be orderly and maintained not less than two feet from the ceiling and not less than 18 inches below sprinkler head deflectors. (UFC 1103.3.2.2) 5. 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) Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 231C) Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 231C, 3 -2.3) 6. High -piled combustible storage is combustible materials in closely packed piles more than 12 feet in height or combustible materials on pallets or in racks more than 12 feet in height. For certain special- hazard commodities such as rubber tires, plastics, some flammable liquids, idle pallets, etc., the critical pile height may be as low as 6 feet. (UFC article 2, sec. 209 -H) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) S7S -4404 • Fax (206) 5754439 Page number 3 Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, City of Tukwila The Tukwila Fire Prevention Bureau cc: TFD file ncd Fire Department John W. Rants, Mayor Thomas P. Keefe, Rre Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone (206) 5754404 • Fax (206) 5754439 Department of Labor & Industries Contractor Registration Section PO Box 44450 Olympia WA 98504-4450 .. • , ' . . . • . • ' . • ' • . • . . . 1 To From E 1_.10 coN7u.unr,7 Olympia ea quarter LP Re istcred name I P(-•=e)b Registration number PPcE . • . , .•■ . • • . . • . • • . • •• • . , . .• • • • • '. • , • ••• •• .••• REGISTRATIOCVERIFICATION JAN 2 2 1998 (206) 956-5226 SCAN 269-5226 FAX (206) 956-5228 Contractor: Your Certificate of Registration will be sent from the Olympia office and should be received within 2 to 3 weeks. Please keep this record until you receive your Certificate of Registration. F625-036-000 registration verification 4-93 'Thank you • . . • . • .. 3 - SCREWS AL BRACING SAME COLOR AS CARPET 2X2 BRACING SLATWALL SLATWALL SCREWS 9699 9695 969$ 9695 TRUSS LAYOUT PLAN FOR RUGGED ACTIvEUJEAR 2X6 END SUPPORT 2X6 END SUPPO - -2X6 END SUPPORT 256 END SUPPORT 7/16 HEX BOLTS 7/16 HEX BOLTS = 1' -0" GONDOLA SEE CONST. PLANS • 13' -6' APP • �— • 10' -6' APP. • 10' -0' AFF • 8'.0' APP. TRUSS ELEvATION a W 0' O 0 0 O TBRU BOLT WIItF: SUI'Po1<'I' TO UNISTRUT O.C. HRU BOLTS W WIRE SUPPORTS ARO-I DOLT (2) 2X8 SUPPORT BEAMS DETAIL @ JOIST CONNECTION = 1 , -0" 22' -0 2172' END A- FLAMES ONE LEFT AND ONE RIGHT RECEIVED CITY OF TUKWILA JAN 221996 PERMIT CENTER 2X6. SUPPORT BEAM BLOCKING 1 understand that the Plan Check a o c,:: , r1 S11'ble CtiC Crrr.sa_d . C. ,. adopted t tractor's co I - � �� V4 ir NI �4• ! ,,tt 1 PYFIP F' i3ESORIPTI ADDRESS _ WIRE SUPPORTS ATTACHED TO UNISTRUT • JOIST 2X6 80. TRUSS 2x6 END SUPPORT o45 DEG. SUPPO•t BEAMS DOUBLE 2X8 80. A -FRAME BOLT TO REAR OF H -FRAME ENO CAP H FRAME MATERIAL HANDLING ENGINEERING 14180 -1 Live Oak Avenue EST. 1985 Baldwin Park, California 81706 Tel. (818) 962 -1162 • Fax (818) 982 -1279 CALIFORNIA CONTRACTORS LICENSE NO. 665374 SPORTS AUTHORITY TUKWILA, WA SCALE NONE DATE 12/20/95 RUGGED OUTERWEAR CANOPY DETAILS ORANM BY R.L.G. APPROVED BY SAL E. FATEEN DRAWING NUMBER 95 -1047A _4■ XIL 40 8 o - TRIPIE_POSLGENERAL \ \ I � \ I I. I O 0 CONFIGURATLON °I:111r I ! I! 0 , 0 , I %' 6 ' .� VIE_I/V'B' 0 � / 1/ TYP. Op 7/16 "0 O SAFETY RIVETS CLIP • 3APPROX. TYPICAL BRACING 1. 1/8" • 1 1/4" TYR ■ s \� ` o VIEVEA' _TO COLUMN_CONNECT_ION TYP LCALBEAM_T_OCOLUMNCONNECTION + 1 5/8 " —1— NOTES_ 3/8" 1/8" • 5 „ TYP. 1 5/8" 1' -'- 1 5 /8 " 1/8" •31/2" 1 5/8" TYP. 1" I -k 2 1. STORAGE RACK DESIGNED PER SECTION 2336 OF THE 1991 UBC STD. 2. STORAGE CAPACITY: 1,000# PER LEVEL • 3. POST LOAD SIGNS AT CONSPICUOUS LOCATIONS DEPICTING THE DESIGN CAPACITY OF THE RACK USING A PERMANENT PLAQUE NOT LESS THAN 50 SQUARE INCHES 4. ASTM A570 FOR SHAPE Fy = 50,000 PSI GRADE 50 5. ALL BOLTS A307 (UNLESS NOTED) 6 C ANCHORS O #4627, L. A R. R. #24946 OR APPROVED EQUAL 7. CONCRETE 5" THICK x 2000 PSI IL BEARING PRESSURE 1000 PSF 9. SEE DRAWING No. 95 -722C FOR ELEVATIONS fi5 &I& ........06 1 8. 4/ S ,4 0 ,:;2 RECEIVED CITY OF TUKWILA JAN 1996 PERMIT CENTER 3/8' . 03 thk. I 13/16" * 11/16 � � __ �^ - 1 j I 1 5 /8" 1 ;;; 1 I I I — — 6 „ 1 ; ' 15/6" 1 .. I I — — z -- I 1 , - - - - 14 GA I 3 /2 z 1 27/32" 3/16" O SAFLY_CLIP 2 _ _ „ I z” 1 vz" 1 9/16" 6" 12 ", 18 ", za ", 30" s 36" 1 9/16" ® � 3" � l T 7 31 /8 " 7/16 "� RIVET AISI C1018 e 7 31 /8" ` 7/1 s "0 RIVET AISI C1018 NOTED) TYP. 1!8" • 3318" USE ON RACKS (AS NOTED) 56 BEAM 6 CONNECTOR O O TYP 1 /8" 1 7/8" USE ON ALL RACKS (UNLESS OTHERWISE 5A BEAM 6 CONNECTOR O O t6 ROVUSPACER 3/8 "THK , FULL 1 /4" - 1 1 1 4 GA 1 ■ 1 1 � 11' TYP. 18" FUL "THK 1/8" TYP. 1 3/6 1/4" 'I' 1 1!2" O HQBIZ_QNT_AL &DJAGONAL BRACING 1 6 /6" �� - - - - -- 5" 3 -- - -- 5 I 14 GA. J 0 o J 4 , �d� Xr } r ,► w' - / ! ice, EIZMIC MATERIAL HANDLING © '+`' 0 -- 1 1/2"4 - TYP. INC. ENGINEERING 161 Atlantic Street EST. 1985 Tel. (9 9) 869 -0989 t Fax i (99) 869-0981 1]2, B6 2 PER SF PLAT 2 PER 41/2' 1/8 FULL _ 14 A qqq i 3 1/2" MIN. EMBDMNT. ������������������� E ���1������I MI I �F/ 0 1" �►� 1 „ 3" CALIFORNIA CONTRACTORS LICENSE NO. 665374 SCALE NONE DRAwri S.K. 3/4 " Q1 Ir i" TYP. 1' t 3/4" 0 1/ DATE 9/18/95 APPROVED BY SAL E. FATEEN 1" 5 , EXPIRES 4 -12.96 5" COLUMN 0 BASE _PLAT DESCRIPTION STORAGE RACK DETAILS (MORGAN MARSHALL TYPE) Efk) 7 COLUMN O BASE PLATE AS P LAT ONLY NONE REOD ON_CENTER LUMIIS OFTRIPLEPOS_T O ANCHQR ADDRESS SPORTS AUTHORITY #794 17501 S. CENTER PKWY #100, TUKWILA, WA 98188 DRAWING NUMBER �i 95 -722A ., ,. ® 36"& LEFT END SHOWN 48" (RIGHT „,....-- >\. 1/2 " 110 1111 Os 2 3/4" BO_TE0_111_ SPACER END MIRROR IMAGE) CONNECTORS & H" SECTION ARE_SP_OTWELDED_T_O__SHELE ,sc) ... --.' '•! .:' '• : • '"' , '-::" 's < ■••',/;-../ - `it. ' ...- •••:',".• . 13 S_TEELBASEDECK .....--------- 0 r,. P 1" SQ. c r TUBING - --4 (14 GA) 1" SQ. TUBINNG(14 GA) `02•D' r- , , 1111.„.... \... I 1 ''''''.---, Ilk7 0 : .... , 1/4' THK PEG BOARD il ..,... . I CNEEML___ ONFIGURATIO_N 0 BACK.SPAC_ER_BJEAM 1.., 12 1/8 r TYP. 14 ir TYP. 1/8 BACKSPACER \ '\ TYP. '1 1 1/2" TYP . 0 LIPIILGHT 23/4' /' II av n TYP. U 1" TYP. li . 3/16 96", 8 , 1 1 °A 120" 7 /2 " 11Y/13." 3/80 " TYP. . , c' o o q 76, (1)00 .94. 0) '94() 0 a '7 `°04 0 B_ASE BRACKET , ...---->''''. ---?;',, & 28" 4 , N': C SINNECIQRS AND ,,_ 3/4" "T" 3/4" 1 1/8 LEFT END '..„......., 3671c_48.1'_111/1TERMEDLATE_SPACER SHOWN ---"'"--,. 1 7/8" (RIGHT END MIRROR IMAGE) IIIIIII 1 1" SO. TUBING (14 0,91,, 1134. L 0 III IIIL,-..„.00 1" . 4„.. 2" 0 GA) • . HA ,_. "4. .,, ' T_SECTIONaARE SEQT_IVELD.ED_ TO SHELF 9 , SHELF - --',,,,,,,, A 1 1, . „ 7 „ ,o,,, „ C SH_ELEC_CINNECTOR Th,-. 1/8 „ , TYP. 0 ADJUST_ABLE_CROSS AISLE SUPPORT 3C N'6‘ 'AZ C1kss 4, --', .../..../././ -- 3 114" a HOLES 1/4" TE_GREW ATTACH K_S NOTES 1. STORAGE FIXTURE DESIGNED PER SECTION 2336 jr THE 1991 UBC STD. 2. STORAGE CAPACITY: 50# PER LEVEL 3. POST LOAD SIGNS AT CONSPICUOUS LOCATIONS DEPICTING THE DESIGN CAPACITY OF THE RACK USING A PERMANENT PLAQUE NOT LESS THAN 50 SQUARE INCHES 4. ASTM A570 FOR SHAPE Fy . 33,000 PSI, GRADE 33 5. ALL BOLTS A307 (UNLESS NOTED) 6. ANCHOR PULLOUT CAPACITY IS THAT OF WITHOUT INSPECTION SPECIAL INSPECTION IS NOT REQUIRED FOR ANCHORS 7. CONCRETE 5" THICK x 2000 PSI 8. SOIL BEARING PRESSURE 1000 PSF 9. SEE DRAWING No. 95-722D FOR ELEVATIONS . _ 0 1 !#.. -II 1 - .1 BA_S_E _COLURN_CO_NNECTION 0 VIEW _A! _BRAC_KETTO 0 ii I le 1 MIN. i 4-1111111111* 1/4" ----■ 4_ nip OANCHOJ3 2 REQ'D /1 EMBDMNT PER ANCHOR . I Ik'\WM . I ,i0,,, I I= PLATE 1" 13 GA ''' 3LEITLHOLES ® BOT_TOM_SPACER_BRACKET_ . , 49* .......„ 1 1/4" ..,--' - _W/ TOP_CAP 1 ..frt M1: Zi . 75 : ■ 4 7/8" 1 1 /8 " 2" 3/8"0 1 1/16 CD ANCHOR_PLA_TE - 2 3/8" --.. (9 LEVELIN�.SCREWRACKET 7 44, 11/2 1" " 41111111111111.111111H . '4, . ENGINEERING E 161 Atlantic Street . poMmAoTnEaRIcAaLuHfoArNnDiaLlN:68 Tel. (909) 869-0989 . Fax (909) 869-0981 ' wol i t 0 1 8 ' ONAL ES 4-12-96 I CALIFORNIA CONT CONT RACTORS NO. LICE 665374 SCALE NONE S.K . DR:::: PRO BY FATEEN DATE 9/18/95 TY DEISCEX:ION STORAGE FIXTURE DETAILS (HANDY ® BASE FRONT ADDRESS SPORTS AUTHORITY #794 17501 S. CENTER PKWY #100, TUKWILA, WA 98188 DRAWING NUMBER 95-722B 4.--/Y\a I 44 14" 5" X -BEAM (IF AROUND THE PERIMETER OF THE STORE -TOP ONLY) Front View BASKETBALL 3 (TYP U E (TYP. UNLESS S OTHERWISE NOTED) 5" X -BEAM (IF AROUND THE PERIMETER OF THE STORE -TOP ONLY) 96 21" Front View INDOOR GAMES BOA/LING 40" 72" / 8" 120' Front View 5" X -BEAM BLK. TURF FIXT. FITNESS HEAVY BAGS WIRE GRID SHELF (TYP. AS SHOWN) 7� - 96 — X 120" 29" I 53" 14" 16" 8" T 112" Front View GOLF � I 5" X -BEAM (IF AROUND THE PERIMETER OF THE STORE -TOP ONLY) 96" -- - - -0 1\ /1\ \ / \ / \ k / --- "\ - � _ - I/ \I/ 8 " Front View 5" X -BEAM (IF AROUND THE PERIMETER OF THE STORE -TOP ONLY) 96" T 112" 8" Front View FJRStAID 120" GRN. TURF FIXT. X -BEAM BEHIND 20" SPACE CORE FULL SPACE CORE 5" X -BEAM F,' -- 7R - - I\ /I \ /I I \ \ / - � � X -BEAM = i = =F = T - - BEHIND \/ \/ 120" SPACE I /\ I I CORE / \ 1 / / \ 1 / FULL -- - �` - - - -,I SPACE CORE 56" 56" 96 19" 19" *- 21' X 96 -7v Front View BOOSIEROAROS / 11" S�IYIM, _CAMPING_& BASEBALL MARINE_AC-CESSORIES Front View 42' 24" 18" 01 II 19 7 ii 43" II 43" Side View J' 120" 120" fi 62" 16" 8" TYPICAL STORAGE RACK ELEVATIONS (SEE DRAWING No. 94 -722A FOR RACK DETAILS) 5" X -BEAM (IF AROUND THE PERIMETER OF THE STORE -TOP ONLY) 7Y 96 `. s' I 4 X 8 1 " WHT. PEG BOARD 112' ' //i le' . nl 18" Front View FITNESS MATS J� 96 — 7r 21 " 7K — 17" 1 7" 17" r `" — 17" 1 7" Front View CA MP1NG COLEMAN RED CARPET FIXT. ON TOP — 96 f 120" 60" Front View 1 / 5" X -BEAM FITNESS IRON 8" 16" 7F 24" 120 * 24" - _� 5 X -BEAM 24" GRN. * - TURF 24" Fl XT. ,,r 96 Side View 6 ., Front View SOCK BAR 96 42 ° 24" 5" X -BEAM BEHIND Front View TEAM SPORTS 5" X -BEAM X -BEAM BEHIND 80" 20" SPACE CORE FULL SPACE CORE 120" / K - 24 " 5" X -BEAM (IF AROUND THE PERIMETER OF THE STORE -TOP ONLY) 16" 16" 43 5" X -BEAM TO HANG PEG FRONT DISPLAY (FRONT ONLY) 96 X, Front View SLEEPING BAGS 84 1 / / Side View 6 „ Front View EXCESS FIXT. BIN BELOW RECEIVING EXPIRES 4-12-96 DESCRIPTION 120" 5" X -BEAMS - - 96 1\ /I\ / I \ / I \ / I 1 \ / 1 \ / X 11 1 / \ 1 / ■ 1 1 / f 1 / \ I 1/ / \ I/ \I CALIFORNIA CONTRACTORS LICENSE NO. 665374 ADDRESS SPORTS AUTHORITY #794 17501 S. CENTER PKWY #100, TUKWILA, WA 98188 42" 24" X 18" * * 43" 43" Side View TYP. 120" / 09(9-.00a1 SCALE NONE DATE 9/18/95 6" -42 - Side View 6 " DRAWING NUMBER 43" MATERIAL HANDLING ENGINEERING 181 Atlantic Street EST. 1985 Pomona, California 91768 Tel. (909) 869 -0989 Fax (909) 889 -0981 DRAWN BY S.K. APPROVED BY SAL E. FATEEN STORAGE RACK ELEVATIONS (AUTO LOK TYPE) 95-722C 17 * - -36 "& 48 "— y 9 7^ 76.5 " 7K 19" 120" 97.5 " SHELVES 56' DSF1648 /7; / FISHING_ACCESSORIES 136 "& 48" SHELVES DSF 2548 FQOTYVEAR 37" 1r & 48 " - 7 90.5 71' II 7__1L2.71L112 39" HANGBAR / HUNTINGAPPAREL 9 // 15" 20" 1 7 1 ' - 15" 76 5' 1 5" 15" 15" / 28" f• SEE DRAWING No. 95 -722B FOR GONDOLA DETAILS SIDE VIEW DQUBLE SIDED SHELVES D_SF__28_46 71 - 36 "& 48 " - 7V 96" 20" TYP I CALSa O N D OlA_EL E V A T I O N 1_7L2'1LjL2" HANG BAR 21' 7K 27' 71' 27' 43' 5 11 & —Ae SEE DRAWING No. 95 -722A SPQRTS.BAGS RACQUETS FOR RACK DETAILS SIDE VIEW 48" 7/ 7.5' • 120" PEG FRONT DISPLAY FJSHING -ROD 1--24" 1 r� rt * -36 "& 48 " —* I, I � 1 ' 16 ", 22" / I 1 & 28" 48" i 1 t i RACK TIED 120" 6 ", 12 ", 18 & 24" 1 60" 1 20" 22" SEE DRAWING No. 95 -722B FOR GONDOLA DETAILS SIDE VIEW DOUBLE SIDED IEXPI 4-12-96 DESCRIPTION 120" MATERIAL HANDLING ENGINEERING 161 Atlantic Street EST. 1985 Pomona, California 91768 Tel. (909) 869 -0989 Fax (909) 869 -0981 CALIFORNIA CONTRACTORS LICENSE NO. 665374 SCALE NONE DATE 9/18/95 DRAWN BY S.K GONDOLA ELEVATIONS (HANDY TYPE) ADDRESS SPORTS AUTHORITY #794 17501 S. CENTER PKWY #100, TUKWILA, WA 98188 APPROVED BY SAL E. FATEEN DRAWING NUMBER 95 -722D o— o— o- 13 I! M=MO MINS,M 1 I SIM 0 1111=111 11 • • r 1 ' 1 0. O. 1 NOMMEN! •■■=1.1=•••I I. 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Ai k= 11151 0 0 0 0 1 - 11 TOO E1-1E1 EHEI VOA /AO 4 CRAPH0EPS000.01. 21-1E-E, • TL POOX.O0 E• <, 0 EJ C I 10 1 E IE I E COE 1111 11111 F4:Ort3,1 0 I O2 WOW KOTA $0410 Apo r am, ACCOM TOM100A KT LAY30t0 roca0/0/00 "MSS ¢1..OVAXION LOMIANS ACCeSe 0.1 .10 990 APRAM99 ..• 1/1 10 I El_ JD wa APP • 6 APP. 13 I TRUSS LAYOUT PLAN FOR RUSGED AGT 1 VE1NEAR 3 1 9 2. DO OUTGO Au 000 L'o 'Z. • " ViggilLN JAN 22 1996 PERMIT CENTER f 8 a w z 3 2 A 1 a 1 9 0 111 kr) kr) a 1 's IZEY NOTES = = = = • = = SKY PAGE, 1-800 759 2.13 PLANNER. — STORE DEVELOP= SECRETARIES KELLY-ENT 3366/NIRIAN-ENT. .1319 . — PURCHASING REP ST. PLANNING NGR. MARIANNE VAGUER ENT. ■307/P.NII 207-7125 PURCHASING MR, MERRILL SPEEDY THIS IND ,AUTHOTRIT77 STCPUEVE.PIENJ CRIAENT FM_'"Al4 a6als (ACM 1 SQUARE FOOTAGES TOTAL CR9CE SALF_S STORACE PROJECT TUKWILLA STORE # 1c14 aECKED BY CRAM BY DATE SCALE 04,0' DRAWING P =5 ROLFE PLAN FNAL