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Home My WebLink AboutPermit D02-327 - TARGET - STORAGE RACKSD02 -327 TARGET STORE 301 STRANDER BL. r : 1 • C!) C it y of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT z Parcel No.: 2623049005 Permit Number: D02 -327 , i Z . Address: 301 STRANDER BL TUKW Issue Date: 12/30/2002 w Suite No: Permit Expires On: 06/28/2003 a m J U Tenant: N a Name: TARGET STORE co al Address: 301 STRANDER BL, TUKWILA WA J H w O Owner: Name: DAYTON HUDSON CORP Phone: Address: C/O PROPERTY TAX DEPT, 777 NICOLLET MALL u- j w Contact Person: H w Name: MICHAEL KARN Phone: 612 - 677 -7100 Z i Address: RSP ARCHITECTS, 1220 MARSHALL ST. NE Z 0 ; ; -, , Contractor: ;,- Name: BAUGH SKANSKA INC Phone: 0 w y ; Address: 900 POPLAR PL SOUTH, SEATTLE, WA p i`- '.' Contractor License No: BAUGHSI987MR Expiration Date: 07/19/2004 w W ; • I- y DESCRIPTION OF WORK: w ~O t ;+' ' , RACK STORAGE FOR REMODEL w Z 24 0 U) F. _ Z F- Value of Construction: $0.00 Fees Collected: $2,568.19 , Type of Fire Protection: SPRINKLERS /AFA Uniform Building Code Edition: 1997 . 1; Type of Construction: Occupancy per UBC: 0023 Public Works Activities: Curb Cut/Access /Sidewalk/CSS: N - . Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N _ Moving Oversize Load: N Start Time End Time '`r . M° Sanitary Side Sewer: N �` Sewer Main Extension: N Private: N Public: N . , ' Storm Drainage: N Street Use N � Water Main Extension: N Private: N Public: N N ' Near , Water Meter: Channelization / Striping: S ** Continued Next Page kl i ' . 34-‘ , l' k" doc: Devperm D02 -327 Printed: 12 -30 -2002 :;fir, '' y :, �; .. . �.. .. •... .. a., .r ,: s., ... ...,.c. �,, wu... _, ,M wn Iam..kXMMntlAMMt . fANFM' e+✓ �n. w. �%1KM�wM'.ro.wxw+wr.nµE�.f..,..� _ eV.....sart.wa. -n . ... v. l., �.d.,du -.ci., :n. MRl,�NC�M1l+t�xcM+M+.rHF +a �.t AMA" r , , _ ._ �.: r . -, 4-r I .. • li N �t City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 I (206) 431 -3670 � Z Permit Center Authorized Signature: ��u<c, - - - : GGr/� Date: 7.7 - p er ¢ i. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and u- 2 �z' i ^ . ` 1`4.-4 ki j F 1 + t 'Y t ,,,1 ' =rte a r$x f ^ ja4 i i ?- Y.3.r��'l <, 'fix f 'i'M'Zi' .4,61 90,1+ ,' ie% ,,lit y 4.} tr:, 1 1 doc: Devperm TMs .,,. r. .i D02 -327 Printed: 12 -30 -2002 r irL--- ..te . C itof Tukw ,9� Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS z Parcel No.: 2623049005 Permit Number: D02 -327 1= Address: 301 STRANDER BL TUKW Status: ISSUED re Lij Suite No: Applied Date: 10/24/2002 Tenant: TARGET STORE Issue Date: 12/30/2002 U O C 1: ** *BUILDING DEPARTMENT CONDITIONS * ** J 1-- 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. LL W O 3: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any 2 ' construction. These documents are to be maintained and available until final inspection approval is granted. 4: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 < Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). c d 5: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be H w construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any z " other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this z O code shall be valid. w 6: ** *FIRE DEPARTMENT CONDITIONS * ** 2 7: The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following U N concerns: p H 8: Maintain fire extinguisher coverage throughout. w W 9: Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 0 10: 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) tii Z 11: When two or more exits from a story are required, exit signs shall be installed at the required exits and where U otherwise necessary to clearly indicate the direction of egress. (UBC 1003.2.8.2) 0 F - - 12: All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) Z 13: 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) 1 14: 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 13) 15: Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 13) 16: Depending on the classification of the commodity being stored and the size of the storage area, smoke vents, small hose stations and curtain boards may be required by Table 81 -A of the Uniform Fire Code. Contact the Tukwila Fire Prevention Bureau for further information. 17: Racks designed for high -piled storage must comply with section 2207 of the Uniform Building Code. Please contact the Tukwila Building Department for details pertaining to design and installation standards. 18: This review limited to speculative tenant space only special fire permits may be necessary depending on detailed description of intended use. . . „ 19: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of ' nrt xc .- such condition or violation. ;f {: 20: These plans were reviewed by Inspector 512. If you have any questions, please call Tukwila Fire Prevention Bureau at ? (206)575 -4407. Y p Y Y q T;;,. 4.1! I .a, t`Y� .vt�f rryM I 'yt Yl.'.4 1f hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. �� g g p p 1 '.,4, t 0? doc: Conditions D02 -327 Printed: 12 -30 -2002 -:10:440„* , f•....,,t_ * 'tl.l.: J .Yww.'.e •,m wn w v w.. ..... .. .. .............. _... _.. .. ..... r.: ...nF vlr .+: 'r.•x r. ........rr.ri3r r' ir•> 4' i" we4m!i•F.i"r.r.q «J'fr'..s:.. ...,.....>ry ?.an jJ�fpili "� - - - --- - , - . - s • • W ' }4�. C ity of Tukwila "'rsae ,, Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 t The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws ': regulating construction or the performance of work. Z 1' / t Z 3 Signature: ( , Date: / u C� -z____- , (4 LL) Print Name: C� ,p�p c u- A —/�'t- co co 0 w F. ';,; g J LL Q � �_�y . . �� =V gr W .k Z 1'^ 1 i- O ■ Z I— 2 D 1 . U 0 ' o i p l- • , I U. • F- - ` , i U. O Z '. . in' F: F- z • ti I 1 .. I • I I I I 1 1 r:y i Y doc: Conditions � D02 -327 Printed: 12 -30 -2002 L.14.11-1::::—...1., � ',,, .. .: ... x .. .:. ...�.: ....,-. b. w..+.. �a: �iw . ._ .- .... .,a a... 1 ti� - .:�r: K.�.. l UG..l.r4r ,.;.., , I 1 74,, CITY OF TUI('ILA 1 P erm i t Center Project Number: N * 6300 Southcenter Blvd., Suite 100 to --Jr Tukwila, WA 98188 Permit Num er: (206) 431 -3670 DO » 32 Commercial / Multi- Family Tenant Improvement / Alteration Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Project Name/Tenant: Value of Construction: !r R-C.Gc - S7o2 - ,01-14 ct`srvT6-12 7....c,0 con Site Address (include suite number) City 5t,a a /Zi Tax Parcel Number: , 30 l 5 i , — L-L) b. J yip., , `( I c• 1. _ O q - CO S - 6 -6 Property Owner: Phone: Street Address: City S ate /Zip: Fax #: biz Z ) 000 � t c v c� L,a MAC—L, M ► "JNe A POWS / k N5540 - - 7 (- 3 3 z z Contractor: Phone: 1 A•L) Gt4 \ S k A• r-)si `z-mcc, - 9- Z-J Street Addr City State/Zip: Fax ft: goo P t,evi � -41—e...;✓ 5 . Sea lte W4 `9' e Lt L( -te'Cf) - —S zg - 5"Z 3S Architect: / Phone: ` f ra " e t 1`t C S 7 — S ( o Z � o ; & / - Z - 6 7 - - 7 1 0 - 0 Street Address: City State/Zip: Fax #: 1 I? cr2 N flrll?-5� `�_7 P - -t-L- E 1'�lNNEAPULL S MP Co I Z -b 7 7- - � ? 7,``7 Engineer: 55 .9/ 3 Phone: E . :mac I 00 , g ( e. - 3 - 0 ( 5 - _ Street Address: City State /Zip: Fax #: Z - 7-5 1 i 3 (,1b0 r hog S, re Z`)/ L)»•►^• )0o-l- RL96b € I �3 -'5 ` OJ `e T a z , Contact Person: Phone: jZs p f �• - M. ,�N ,4.EL. )(4 6 lz - 67-7 - 7-- /o a o C4 Street Address: City State /Zip: Fax #: 1 zz o t- iiii,H T, Ili c M /4-�4 s, /l�(N 55 N�_ 3 c� (z -6 7 .7 -- 7- , o o w Description of work to be done (please be specific): w I F _ U) ti_ �la.c-lL ST- F 6(2-- �l -Ce- 7 R; /-t L: e w o Existing use: Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse El Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office I g - 0 El School /College /University ❑ Other I w Proposed use: Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital Z !— Church C3 Manufacturing ❑Motel /Hotel ❑ Office Z O ❑ School /College /University ❑ Other w w D 0 Building Square Feet: .J \ 3 (5 existing No. of Stories: l Area of construction (sq ft): 0 to O 1— Will there be a change of use? ❑ yes I no If yes, extent of change: (Attach additional sheet if necessary) w I0 U • Will there be rack storage? M yes ❑ no 1- F. Existing fire protection features: t` sprinklers PI automatic fire alarm ❑ none other (specify) G4-Jg 1 „ I S LL O — • Will there be storage of flammable /combustible hazardous material in the building? ❑ yes ❑ no ~ O } Attach list of materials and stora :e location on se•arate 8 1/2 X 11 .a•er indicatin: .uantities & Material Safet Data Sheets Z APPLICANT REQUEST FOR PUBLIC WORKS SITE /CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by. the Public Works Department) ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Flood Control Zone ❑ Hauling ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Landscape Irrigation ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous II , Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. '_ ; Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in alm Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. 1 Date application accepted: Date application expires: Application taken by: (initials) 10— .4 0) 1 1- x Li(C ,1 1...1 PLEASE SIGN BACK OF APPLICATION FORM """"� ',� j 11/30/00 ` crpermir.doc F, IIIM.l . .... . , ..,, .:: ,, t.: .w7kY.•�:x�ae.no:! ,:.:..s ,x�rtat'.C.:t!•�w.. .r.'Ax+7i ........._ .... r ■ r l APPLI& . S MU I SUBMITTED WITH TtitiOLLOWI G: > ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL 1.' QNG?NEE + ENGINEER ` i• 4 Vr`' ._ .y fi ➢ All DRAWI . 6S Si-fALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H - 10). Four (4) sets of working drawings (five(5) sets for structural work), which include : ❑ ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas ( 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing/grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, Z Q • identify by size and species which are to be removed and saved = Z E— 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use W In only) 11. Location and gross floor area of existing structure with dimensions and setback U U O 12. Lowest finished floor elevation (if in flood control zone) u) 0 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). J = I._ Floor plan: show location of tenant space with proposed use of each room labeled co u- W ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of , any hazardous materials; dimensions of proposed tenant space. r1G Q ❑ ❑ Vicinity Map showing location of site = d v.—W ❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack Z F layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of z O rack. Structural calculations are required for rack storage eight feet and over. W al ❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished v 0 w ❑ ❑ _ Construction details 0 I= W W ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water F- 0 supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed u_ O sprinkler system design criteria as identified by the Fire Department. v N ❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ~ I— z ❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 999 Third Avenue, Suite 700, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architecdengineer, or contractor licensed by the State r ..r :....,., ~« of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will ' � � .; be required as part of this submittal �r r ' I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF `rlrl PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED / AGENT: i Signatur • / / ' - Date: / v ( 3 0 , Z t , cef?l� r �A t C�Cr [ fi U "� P o fo �Z� ' C�OC7 Fax � - � j' - Z. �S r Print name Address . r i� S _ I l e L) c e City /State /Zip _ to...1 11 /30/00 ri a- vim ctper,nit.doc %NM Ma .... .. ........... .. ur -_?sew vroh dKa�MF l7ryN tsfi"t,�4N- Daft�YKihu7ti71M��i�i 4 N. • n. • 3� '" , 4 � .�: .� C it y of Tukwila r 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Z RECEIPT = re .c ,' 1 ! i; ) C of t ukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT 1 ►- Parcel No.: 2623049005 Permit Number: D02 -327 U O Address: 301 STRANDER BL TUKW Status: PENDING 0 C) Su No: Applied Date: 10/24/2002 Applicant: TARGET - RACKS Issue Date: -J H Wp 2 �- fl Receipt No.: R020001507 Payment Amount: 409.50 g J N Initials: KAS Payment Date: 10/24/2002 08:55 AM d User ID: 1684 Balance: $2,158.69 H W ZI..- Payee: TARGET W O • W U� TRANSACTION LIST: 0 I— '. Type Method Description W r� Amount H o 1 Payment Check 2040668 409.50 ▪ O Z si U w — • - ACCOUNT ITEM LIST: Z .. Description Account Code . Current Pmts PLAN CHECK - NONRES 000/345.830 409.50 L 4. Total: 409.50 t c r l v `a 1 ;,, .� T rry ■ 1928 :10/24 9716 TOTAL 6436.43 ¢ doc: Receipt Printed: 10 -24 -2002 .,� �_.,..:........... .. . .. ., -- .�,..•,...:. ..,, ,: nwta.w+ ✓r.+w,.w.- ...x,,.....M. ... ..... �. .«. ..; r' yraws. wc.. r ..rr..wrw.'se.w.eweeacrthw., ..ABM'RA$Ar?tgtlr,.: 1 i.)- . , - � -, PERMIT NO.: D02--)>27" TENANT NAME: T fl Zt BUILDING PERMITS INSPECTIONS CONDITIONS ❑ 1 Progress Inspection Status in 10001 No changes will be made to the plans unless approved ' ❑ 2 Pre - construction by the Engineer and the Tukwila Building Division ❑ 3 Investigation ❑ 10002 Plumbing permits shall be obtained through King Co Z ❑ 4 OK to Occupy ❑ 10003 Electrical permits obtained through L & I ❑ 5 Remove Stop Work Order 10004 All mechanical work shall be under separate permit Z ❑ 6 Follow -up IS 10005 All permits, insp records & approved plans available C4 ❑ 7 Pre -Move Inspection ❑ 10006 All structural concrete shall be special inspected 6 D ❑ 50 WSEC Residential ❑ 10007 All structural welding shall be done by WABO certified U ❑ 60 WA Ventilation /Indoor AQC inspector 0 CI ❑ 70 NLEA Inspection/Modular Struct ❑ 10008 All high- strength bolting shall be special inspected N w ❑ 71 Mobile Home Tie Down Insp ❑ 10009 Bolts installed in concrete shall be special inspected W I ❑ 72 Marriage Lines ❑ 10010 When special inspection is required...notify Tukwila N u_ ❑ 90 Resteel Building Division w O ❑ 95 Footing Drains ❑ 10011 The special inspector shall submit a final signed report 2 ' ❑ 100 Foundation Footings ❑ 10012 Any new ceiling grid and light fixture installation zi ❑ 200 Foundation Walls ❑ 10013 Partition walls attached to ceiling grid u_ Q ❑ 250 Foundation Insulation ❑ 10014 Readily accessible access to roof mounted equipment W d ❑ 300 Concrete Slab /Slab Insulation ❑ 10015 Engineered truss drawings & calcs shall be on site = ❑ 350 Crawl Space ❑ 10016 Any exposed insulation backing material shall have ' _ ❑ 400 Shear Wall Nailing ❑ 10017 Subgrade preparation including drainage, excavation Z I-. ❑ 450 Plywood Wall Sheathing ❑ 10018 A statement from the roofing contractor verifying fire z 0 ❑ 500 Roof Sheathing Nailing retardant class of roof w W ❑ 525 Plywood Deck Nailing g 10019 All construction to be done in conformance w /approved g D ❑ 550 Exterior Wall Sheathing plans U 0 ❑ 600 Masonry Chimney 0 5 ii 610 Chimney Installation /All Types ❑ 10020 Structural observation shall be provided for this project I_ 700 Framing ❑ 10021 All food preparation establishments must have King Co 111 W 750 Roof /Ceiling Insulation ❑ 10022 Fire retardant treated wood shall have flame spread of I- U ❑ 800 Floor Insulation ❑ 10023 Notify Building Division prior to placing any concrete LL ~O ❑ 801 Wall Insulation ❑ 10024 All spray applied fireproofing shall be special inspected - Z ❑ 802 Exterior Roof Insulation ❑ 10025 All wood to remain in placed concrete shall be treated U N ❑ 803 Glazing Inspection ❑ 10026 All structural masonry shall be special inspected = ❑ 815 Lighting and Controls gi 10027 Validity of Permit 0 1- 0 900 Suspended Ceiling ❑ 10028 Rack storage requires separate permit Z ❑ 1000 Interior Wallboard Fastening ❑ 1001 Exterior Wallboard Fastening ❑ 10030 No occupancy of building until final insp by Bldg Div ❑ 1110 Pre -Move Inspection ❑ 10031 Comply with requirements of TMC 16.04 ❑ 1115 Motor Inspection ❑ 10032 Remove all weeds, concrete, stone foundations, flat ‘ ❑ 1120 Pre -Demo concrete . ❑ 1140 Pre - reroof ❑ 10034 Removal of septic tanks require approval and 1400 Final -Fire compliance with King Co Health Dept. 1700 Final- Building ❑ 10035 Contact PW Div to obtain insp for water /sewer connect 1900 Final - Reroof ❑ 10036 Manufacturers installation instructions required on site ❑ 3100 Site Visit ❑ 4000 Special- Concrete ❑ 10038 A C of 0 will be required for this permit ❑ 4001 Special -Bolts in Concrete ❑ 10039 Final approval for all TI w /in the limits of the SC Mall ❑ 4001 Special - Mom/Resist Conc Frame ❑ 4003 Special -Reinf Steel Prestress ❑ 10040 All construction noise to be in compliance with 8.2 TMC _ . ❑ 4004 Special-Welding ❑ q spaces fi.,r 10041 Ventilation is required for all new rooms & ;I ❑ 4005 Special- High- Strength Bolting ❑ 4006 Special - Structural Masonry ❑ 10042 Fuel burning appliances ', Fa 0 4007 S ecial -Reinf Gypsum Concrete ❑ 10043 Appliances, which generate ; ❑ 4008 Special - Insulating Cone Fill El 10044 Water heater shall be anchored �' : 0 4009 Special-Spray Fireproofing ❑ 10045 Reroof F r ;`",, ❑ 4010 S ecial -Piling, Piers, Caissons ❑ "Anchoring — All new construct and substantial s it ; - P cr improvement shall be anchored to prevent flotation" , " ` i 4011 Special-Shotcrete fl P P e ° a ,. 4 012 Special- Grading, Excav/Fill ' ° ° ' � _� ° `' 0 " ` �; 4013 Special- Retaining W all {,r,_ `' ❑ 4014 Special- Panels Plan Reviewer: I Date: 2 %� � . 'G � �:;' r , ❑ 4015 Special -Smoke Control System ''/ /� . ��''''�^ #'= '' Permit Tech: Date: 12' u —LA-- v,,,,r,„,:ri„, ..,,:,,,,.:..,:,,„;•„zei ; *Atka {.,k;Jn!,.w i,N:,L1:' S.T;•:' {:. .. -::]. :...:R.'..;3•.?v.: .i < ;c:K;�;o:1 ..n.....<......,..K,..... .. .' '' ... ...., .M. ,..,.w..•a¥ th w >kn a.uac� "i r .. :er{fii.' d`.7v: -...CSC"X!P'.` xSrY( s��PANY.hw.M.v e•1.5LY.. . - .. .,....+.....w.....w....w+ -... r . ...-- ... ........... .... ' .... .. .. % l'I . , .-- - -4 . cr --,1 .. .'\ . 1 i , ., -. ---7 7 7, 1 , - , 7 7 -r7 ,7 7 7- 7 7 0;1.1.;:* ;: .. ' ., 7 7 -, , ,,' 16 ..._„,, • s. „ , - 117 ' t ...... ,.. ...../. i ,.. i , tr . # 5 l o la/ City of Tukwila Steven M Mullet, Mayor f 4 1St i l l it 1 G") i ', ex : Irhy ■ 0 i - -1 ; , t o •,. 4,..:.... I,, O PR/ I Fire Department Thomas P Keefe, Fire Chief I IIIC' ................. "S ,, /908 ----- z a • , I I— I— ce 11 ' 1 2 6 0 TUKWILA FIRE DEPARTMENT _10 FINAL APPROVAL FORM 00 u) 0 u) in W I --I 1— . Permit No. (- )C31 - 1 -- -)7 W O , 2 ii., a co 3 I , w , —.1 .- L i z I ._ Project Name I g r( . e I I-- 0 J . z M- 111 Li' '1 ,.....„, Address ) 1 3 ) 1 ' ct `, ii ( '• Suite # 2 D D 0 O u) . e,,k3 0 1 7 al w Retain current inspection schedule 1 0 • 9 - - 0 Needs shift inspection z Lii (f) 0 PI -- 0 . Approved without correction notice z Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: • Permits: a 4406! r (30 if S I 1 'i -J Pp o - 0 3 .. - .0-n Authorized Signature Date 4.4xe,4,A 4 . 11 vitzi_Ris ,';P u ' • .4 tka FINALAPP.FRM Rev. 2/19/98 T.F.D. Form F.P. 85 , All,;:'Y ! :11' W „ Iii5 _ 43 Img Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206-575-4439 ell , .. ,.... dh ommansonameasam............. .... ir , I , . - ..CF , ■ s. \ Z ~ W J U :. 0 0 . o / INSPECTION RECORD -3 7 w W a R eta i n a copy with permit '� F INSPECTION NO. PERMIT NO. il . W u. CITY OF TUKWILA BUILDING DIVISION • uj 0 ' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Projec Type of Inspection: � Q y rG F A./ co Ad D d ss Date Call ad: H W Special Instructions: Date Wanted: a.m. F- 0 .5/-5 -- ? p.m. W Requester D 0 C U0 Phone No: O N 0H W W . Approved per applicable codes. 0 Corrections required prior to approval. — O COMMENTS: Ili Z . UW t f C7/6 t l I f : L, r'. e h I nsp: for Da y ,!, R � , ) r �yy ( II 47.1 i REINSPECTION FEE RE RED. Prior to inspection, fee must be i 3 6` , i • • • i• at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: P ' y+ ^e n ..-. . — .. . { U. .. :,,,,,A4,4.ute, x4.414 .• i1. V::s 3' ;, ',,v∎ a .) ... . } .. � .:nix:�:'a tr r � � x e. tvsa ks,a:.t:, lir.•� �4{n).4:;.4inY, 1.64 Z Z W cc 2 0 0 aS w a INSPECTION RECORD w = �� Retain a copy with permit .3� N 1 INSPECTION NO. PERa PER - NO O C ITY OF TUKWILA BUILDING DIVISION �' � � ,. 2 [ 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 g Q I I Project_ Type of.lnspection: d ! Address• ` Date Call •./ 1.- W , .5& /7� /i E6 7,0 3 ? i Special Instructions: Date Want n L� f a.m. / p.m. W O � W ) Requester• 2 n I yy / W W 2U Approved per applicable codes. 0 Corrections required prior to approval. LI ~O COMMENTS: tjj N U = rC — rl v1 c. L'Oraq.e R IA (1 O F — cN l � ( z For" A kIrcil 1 \ t .t1iirk ToV t A, `t c-- t ire 1 } 40% • { ( 1 't`P C v- (t s v -r. '4" \ . P 1 r G1 Y 1 i ; , µ,.-„ x . , v * „ i , t r „ Inspector: Date: ' LI "/ +,,N l $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be. tt a t4. ! paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. j Receipt No.: Date: 7.r: _'0 '..1.417 , rr .0 ., .ik1+rk.tr,h.:e;4 . -0.1,44.4 4a..v-- , 4,4U ' :. `: vli * %t- et„ tinAtsmi4!0va,, - . .. -- ■ Z ~ W re 2 °f 1 °.• 0 0 Mil INSPECTION RECORD . , w i Retain a copy with permit ) D? r 3 J INSPECT •N NO. PERMI jj S. U) u- CITY OF TUKWILA BUILDING DIVISION . i �� -- . Special Instructions: Date Wanted: :� Z O • t (—T(D3 P.m. W Requester') I :_. ? n � ` U � . Pho No CO w u j . , , V L47- g 1 - ig pi- a Approved per applicable codes. Corrections required prior to approval. ti 0 COMMENTS: Z • fill N U — , O ` p i ~ O H sA-Q e inc., Z I M0 T r✓� ir o, Tu 6 T\ to-V Si•.e.,t v-P c 0 wy --Vf 6e4 w e f vi 3•,C q v,A 7 c .5 - L 0 L • ■ _ - 1) , .(2... l )�o \e r a (-� -Per( ` i s j G In[_t�o,re , v - V G w # hc i M— 1 e t I (n ` , i Inspector: < - Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be v paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. &el, , n , (Receipt No.: 'Date: P - , _ ..i., i” .,z or,, bm d "" f 1,,,,k „,..4:uiG:4 rya ir i • 40t4; 4?.. ?a ie 1 I i i _ T . . .. ..' • COMMENTS: j Z ,' W N . 0 a . / 'rami 1. .s_.: r -. % � Q�'' cf , - I Z V' . tom I, I A� .4 ^.IJI� ma , I Gil•-i Z3/ ''' : s:NY � � �t7i'Zhn�r'. .,t" 5'r. ht . r .0 `�; 3 1 d r ` I 9. ( Inspec ,or: Date: ' ; , �O 0 $47.1 ',.,E SPECTIO F RE IRED. Prior to inspection, fee must be i <. 1( , paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r t : . • Receipt No.: Date: : 1 ?a , ".`u . # C. to, : '},4i+.0S'`h0 u4.id•e4vS , +E'e74 ) ti.4.'a: rc7 4 s. ■ ,i \� Z ~ W no • ; ` COMM TS: i 0 t o F .. 1 ! I I I I Mg Wi 10 wi i i i MN iii I I 1 I ii. �.rrwr. ,1i.i4.. ai . r i. 4 Vii/ _. tagft .ice �r i�%i ! k 1! / 1 6- ) 4 0 1 </qu " c-4,ev /-.") 't-„i.a) 1 t /e C-. 1 fp. 7v -- "' 'T { 1 �� + ;{ ,�' t � ii Vi . f 1 r , Inspec or: `-�' Dater 4 '4 — 3— 65 i cy b Ej $47.0 3 ',..E SPECTIOI)i FEE RE IRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. i ' Ou Receipt No.: Date: � • 1 ' a - �,.: te . ,'` i1.wi •71di4-Y .' + n4F. . .� . � A . t Mi r rlWr: � •tSi�EE wiW'ti ".. M�K, 5� t��.i+v3 dtti:; C•. aVY`: t � i !�' i t ;/ +.::Ak. •E'\:q; 6P.f1 i•r t. ",..•- ni i`.r .::: . _. :-r�3%.1� .�e�'� :.i�r • :a? f.�.... �. .. . : J:... 11:.... . _•__ . , : :,.. ...... .. .. ... t . _. .•• - _- - _r ' . .. Z Z 4 INSPECTION RECOR co i j Retain a copy with permit poc2-3.? C O ■ INSPECTION NO. PERMIA I. 0 CITY OF TUKWILA BUILDING DIVISION '' : . i 4 2 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Q Project:. 1 T e of I s k- / ' l ( spect10 s C encr . P ' �e - l I cg Add s Date Call E' 111 Special Instructions: Date Want a Z O �� m W W D ca 1l Pc''' Req tq ni U N o p / O — Phone No: V7 - U( ; g2 // 1- WW I H pproved per applicable codes. El Corrections required prior to approval. U.. 1 Z COMMENTS: I l - HS _ Q-38 - a._- 2 - a - 3 L o cli 1�0 . Z I iptnt 3,.,. t. b qr 1 . 4 1F ., ' - ctor: Date: r " Ii; AV / 4 x,, 47.00 REINSPECTIO FEE REQUIRED. P, or to ins ction, fee must be � rY yl `'• g i paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. > t Receipt No.: Date: t� .' r.:. � .. . ... . k13 uSaVi,:.7 . ', - +, �'�" t:uC;tS « t. kia kt} �, t .:Sd�at�.�.;.rs�YM;ri�.+iridl�;F 1 1 • Z Q • • I F— WW re 2 6= k Jam ': I NSPECTION RECORD ; � i w _ 1 ) ° Retain a copy with permit . A s 9 � � � + ' INSPECTION NO. py p PERMIT CO LL �� 4 CITY OF TUKWILA BUILDING DIVISION . W ' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 2 Proje Type of nspection: 1 J / /jn 9 6 �/ ![ - :.. T C/ a A om 1 �. ( 1f 1 ` 1 nO e , c a Address: Date Called: - W 301 Sir c.hCtk.r BJ ?— — D Z 1 • Special Instructions: Date Wan a. I— O _ I —03 z W Requester: W 2 j i i• C / crh D° P hone No 5' r _ O N G � �� - / ° =W • Approved per applicable codes. El Corrections required prior to approval. h" H i: tL O CO ENTS: , : ':: � / . C.) w 0 ptAeha4-6, z - is r •r ^ ? r' ` y..ty i . ctor'\ Date: ��; . /4A I A 6\ /!.v- 3- �/- o� I ' r $ 4 7. 00 REINS ECTION F E REQUIRED. Pr ior to inspection, fee must be "; Ago -;. paid at 6300 S uthcent r Blvd., Suite 100. Call to schedule reinspection. 4 Receipt No Date: r 40a rti +s ::;! v14 sa ?,iw'y . i`k 75.h44 ': Vii' 4 SfR r,n t;1 ) 0 . % ;w ).:wo-i L Yd I r . , , - ..-- . •-• cr - ,1 sr \ 1 1 ) Z ' I 1 .... .1-• Ill 6 5 _.1 0 .!--=-"77—'"'"-7:'*--- - - -- 7 -,- -;- - --- - • • • - . -----7----kr-:-.--- . 0 0 CO C :* , : ........---- INSPECTION RECORD (j)5 5 i u) u, w i — p - ?7 u3. , t '.. Retain a copy with permit A -- CD u_ 1 .. INSPECTION NO. PERMIT NO. F' I w 0 1 • CITY OF TUKWILA BUILDING DIVISION , , • i 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206 431- 670 g 7i u.. < Pr. -ct: Type of Ins.ection: ' . CO /L A / z.4 0 - 4,t C) .. , - a I I- Ill Add ess: Date Called: 2 I / Z 1-.. • I ' ow 0 l ;? 7 0 3 1.- 0 Special Instructions: Nate Wanted: a.m. Z 1 r 8 0 diara ; LJJ w 2 n Requester,- D 0 (-- f e-4-1 : 0 o (.2 I. - . • Phoner: ,..... • - ., 1 2 P.? 1 . w w • i 0 1 - ,..... 1- 1 .. : %Approved per applicable codes. i . El Corrections required prior to approval. 1 COMMENTS: ii / ., . l i itatt4 fleZZCZ. 0 I Z _ ...--- - 1 '..4 I 1 -... - 1 -4 ( ' I I I - b — a_,,f i A..tx/ _,-, r " - [ 6 k 1:vvt.1/4S2, -4-kt-ytie:% L.,..,-.. . .. L"..) cLiv , keN . 41.A-4-42_ G%../..../2-0..._ — 1r Acc; ::: . 1 , v . 1 , , r :, V t. • t •.;.. • - i I •,,.,,,, v. ' ,( 1 l '' ' 4 t I" jt i• i V 4 ,:: i • :, , 1 . Date: EVYNA Z • ...... ,.a - g ... ... , El $47.09 REINSPECTION FEE ' EQUIRED. Prior I to inspection, fee must be • !qiNk* 0,5 • p# f 6300 Southcenter Blve., Suite 100. Call to schedule reinspection. ,11 - ReceiMo.: Date: . : --. - ...... 17,4 , ... . - 1 1titv"yq,5 ,4 :74 ., ;(6 , .4 , i: . : ,, ..;, -',;.: ':::,'-: . ,' : ,..0 ..k ‘,/ , ',,,%" 3‘ -., ::;:: ' ,: ,, : ,,,: i;.: ,;)„..;;;; ,; ,,.,:.,. .' $ i•viiwi.t414;14,146,1i4,4414 4 t..!-34.,,W 'a 0.:'41.1.,V;V&I d.4:4rT;, i r................—,............... , . , r" ■. s \ . i ) Z < . • I— Z LU 6 5 -J C.) 00 U) (3 , ., , T = .. , INSPECTION RECORD _ Lir i INIM■ Retain a copy with permit 4a - 59 7 4 INSPECT' a N NO. PER Ns. ' - 4 ‘ `' e I CITY OF TUKWILA BUILDING DIVISION '%, 4 - 1 „_. g =i 6300 Southcenter Blvd., #100, Tukwila, WA 98188 . (20.)431-3670 u. < Projeeti- Type of Inspection: CO I a r (J 4—* F A V)7 (9 _ CY I I-- LLI - Address; , 1 Date Ca = —5 Ct r4er 112-e& /. - C 3 1-- ( Special Instructions: Date Wanted: ,--) • a 3 0 z 1 - - c2 — 'Pc 0.5 'Li , 2 D Requester: A D 0 ( i /t ii9 8 u) Phone N/ _ e.s3 y 2 _67 .9_./ ILI it , . I r; ' Approved per applicable codes. El Corrections required prior to approval. LI - Z COMMENTS: w • • CO r t 2-4L '""'"ct-t-v4 2 /-'% 6 e_ fLp.; . , - -_ --. - - .= % (L_ tft../ t n.A4.". A.6-c...) 1,...a, 0 — „., .. . .., 1 k ,.: C?.....) V • CApf,k-0 -4 0 eseNA.A-A-44.-_- , A .-13 14.w■ii . . . to. - . . re ta t, , ';':'.7.4.-.., t. , a• ., A a",,,•1 , fl '''' .V7 , . V e/VtA°4 or: Date: i . ,e ,.,,, , ■ , C' 1 tdi.”. CA".)Ce4 A. - 2-D- V S (4,p, NI REINSPE ON FEE REQUIRE p. Prior to inspection, fee must be vr paid at 630G nter Blvd., Suite 00. Call to schedule reinspection. . Receipt No.: Date: , '.) -* Mk 4 , ,4,.. r,,e:: },-, • /, ,., , 4, . • . \ {014 4',.'Air ' ^..v.&ii.ki4.41P141:=r4t/A.444,tt.kl.,,k;■ :. ,:,, , :, : 1 .: • N./ ck nit, . • t• ra j I - .., z • I W C4 2 .�... ,, .. -„: k ,e r+.. -r.„ ,.. P,?t, „,,,, ,., ^tee --.-, f _ ^ ,2:� i r.. .r- _s,r ->r . �r- - co 0 W 111 INSPECTION RECORD '1` 2 _i 1... Retain a copy with permit t o� . .9 N 0 INSPECTION NO.. P T N7. W CITY OF TUKWILA BUILDING DIVISION !► 1 •a ga 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 u- w d Proj ct: Type of ection: . y7 / 5 %rte G m tl'1C 9:, -,. ,__ ddress: Date Called• 1 Z I Special Instructions: Date Wan d: ' ' a.m. Ill W - ) / 3o Requester: -' 0 N C /erii 0 — 0 I— Phone No: W W :-..,' . ' ' - .','.. '': :' f. -' .':- . : - - . 0 4 " / *- Rit? - 14/ : I (..) LI r- Approved per applicable codes. 0 Corrections required prior to approval. Z COMMENTS: W • U _ O f- ':, 0 04,12 &II L /14-rei — a 0 - p , 1 0 1 e - -/(... Z . /44 / /1/ V /6 Xi ri i-;,pi / ...5 i:yiti.5_.. ; e / - 4 - 4 '' Is "eV 4 - 0 0 1- 4.1,. /-11 i 26 /0)4 / /) M /--, ,s . , A/c d -1 .. l r 4 . k -iii ' Iz t h%11,; . ■ 4 .,147 kA' •i . Inspec . Date: f:„., 9 , a -' --O i." 47.00 REINSPECTI N FEE REQ TIRED. Prior to inspection, fee st be ,. { paid at 6300 Southce ter Blvd., Suite 100. Call to schedule reinspection. `: . Receipt No Date: ?' 'r, a ..'t . .d+ . ;.. •.+>i'r. ,r 4 ••c c ' 4,. ?t, ,,- ,v0,1,vv ?c :4.. Laill'Y.:':'i'su'� i,Ir7 .tsGH; : i';S , i' In t. ;;+ .\1, :r i,24+�tf':' S',..: ika1 '� a sA;,:r'a',. ,.w:,. .. ,4. _V.1f., ..,;∎qe,,a ,.. *A':Nwf...'c ,r �rslK�1s.`- ti 1 , r_ - ""k Cr w Z ~ W , r .. .. -.. .. _... _ -. _ ..... ...... .. .. . -. .. - -._ .. _. _ _J 1 0 0 CI INSPECTION RECORD Qa - ,� w i Retain a copy with permit `^`�" J F- INSPECTION NO. py PERMIT N . N LL CITY OF TUKWILA BUILDING DIVISION W WO 2 '' I 6300 Southcenter Blvd., #100, Tukwila, WA 98188 06)431 -36 J i Pro' - ct: Type of I pection: , te U. a r� i'�►' --� - . iii vC = a Address: I / D.te Called: / I _ Special Instructions: , Date Wanted: / 3 T ��. ,, . H 0 i V �') W W '\ Requester g n U 0 to : _ & � j No . ?/ a W =W . s` I xApproved per applicable codes. El Corrections required prior to approval. 1 V COMM ENTS: iil Z i i UN t_ - Ir-4 lt.......„..7.e , 0 _ A . Z ?'mil M — a j t, 4A CAI CA/e("/ U LJ) +. o ; ,, ,I. ' #` ; Vii f : YP i . lrrr ector: Date: ' r- t !� El $4 .00 REINSPECTIO FEE REQUIRED. rior to inspection, fee mupe d >: , 1 paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. - :1i • "{ , i Receipt No.: Date: '` ''' " . j ' ;: °;; ? ✓�'•,P „. r.s _. ... : - '•}.. .. Fa( `I • '^ r 'd 644 diMit,lire 44 tvi4N.IiL,4.74b 'rr;.C.r.; t7`;!'44\`i' 4 '44\4)044 4 i - .rr -- --� ■ • • Z l=- Z ., �-� 6 re / INSPECTION RECORD ' _ w = / Re a copy with permit pay INSPECTION INSPECTION NO. PERMIT 0.•, ,, f . j N u_ CITY OF TUKWILA BUILDING DIVISION �• I \OJ' . W o 1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 q I Pro ti— Type ,9f Inspectio : Ii.. , Ii.. Ad: D ate C led: _ CD _ / i A�v2 & / Z i i Special Instructions: Date Wanted: a•m. Z O 1 _15/ — C m -) W W 1 Requester: 2 n cZ 1 i 0 Phone f�g97 !J /? ^ d o2� O — /J Y (� OF_- j W W U Approved per applicable codes. 0 Corrections required prior to approval. I— h-- tL O COMMENTS: Z tll % Ie' 4-(14 M r i= O f' / r • % / l v7 i ..S ,t/CS / ?' ,4)440 Z 0 k f« T P i•S V I. If 1,14e tor: Date F �Y 47.00 REINSPECTI N FEE RE UIRED. Prior to inspection, fee must be ',s;a' ° < j `at 6300 Southce ter Blvd.,' Suite 100. Call to schedule reinspection/ Pitq R / ald ipt No.: Date: • ,,,40, vs- , z:a?. Qt . • . Vik5i1/d • Edn. ` ism ° 'rk« :;h:;',,r< '4 1 ■ • _ _ , 7 - -- r l' / . I. . 8 ... z a . :c I W LI= am 6 5 -J 0 00 CO 0 INSPECTION RECORD i\ 0 w 117 Retain a copy with permit 1----1° 327 w _1 I _ INSPECTION NO. P • • MIT 1 i O. $ a y u , O 1 CITY OF TUKWILA BUILDING DIVISION if ,,a ,c 2 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 0. 431-3670 u_ < Projectr Type of I spection:, , fr, ... " raigg i Date alled: I— W I Address: , I ,S ift.t/Ld1/1 gild 7/ 0(0 ii r I-- 0 Special Instructions: Date Wanted: ) - Z F.- //D3 p.m. ILI LU Requester,-. / 2 D , D a (- le-fl '' Phone n o c .., _ , No: . /7 g/62 - 3)/f 1 0 / is\ p p r o v e d per applicable codes. El Corrections required prior to approval. — ..., .. COMMENTS: - .: Z 11.1 AI ,. — I i- n I-- 7 4Z e -1/4 &t: \ S p iz-- )9 IAA 1 rV \ C --C. .,... Z trA I % *A" ` -1-3. - i S ".. - i; ilk lb 41■) ) , • FH "S....A 1 i . . , ri,7`a f ' , • ' 1, t. r d i spector: Date: ii, w , , , , ,e , -" , •t 4, ,/Ct"ev■-a- i , k-" , "•-c - AA le-- . I Z 1 i I O › N 47.00 REINSPECTIO FEE REQUIRED. Priortto inspection, fee must be k Tt4i, aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ceipt No.: Date: rii. . ... . i,. • ? 4 - ' ' " ' ' ' ' . ! ' . - ' , ' ."' . ` , • . , t . •• ' ,, 4.. 4tV-., '',, lof, ' 434.04iii.W.4k43. 44. :t ` i .. ■ 71............... r , - • i - - ' -k-,r • 1 • z W t 1 N 0 I RECORD to i Teo ) w J H . Retain a copy with perm c to �� INSPECTION NO. PERMIT is r / w 0 CITY OF TUKWILA BUILDING DIVISION r • • 2 ■ 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- 670 Pr t:� �C' 5�i Typ o Ins ectio : N . ff'. a 1 / i w Ad r s• Date Cal d: /— _ r ir , //fir 8L > n � Z 1.- Special Instructions: Date Wanted: // , a. CC / _ /1 m. I. w 0 Requester; / 7/,7 U 0 Phone No: p 1— ,,./17 o Y,' C - s 2/1 =W U Approved per applicable codes. 0 Corrections required prior to approval. ,, ~O COMMENTS: iii N Cid) LF cD i 2OM 0 S g P6 1 S yr � nn C. 0 I— c p t_ r � r 51 I.JS --- P PQcjE Z 1 (2). ,N - 4 s .,n/ m-4. 6 f '� . r r , 1 /Yli ev 14:5 /o ,/) L,; t/; .S I &__) P f \ (' G 2 y R v1 c ec c i'1-1 i kN/ Jr c /fl A L. / `vr i r ._s) 6 A/—C . . I i t, ^V4 ; '* to t i kk 3 IllpI ector: Date: p =% 1 11,V1-'ti l ( 4f l A / ,.. .�c.I .;Z. b . ' '° F° ` $47.00 REINSPECfIO FEE REQUIRED. Pri9f to inspection, fee must be ' , € paid at 6300 Southce ter Blvd., Suite 100. Call to schedule reinspection. + Receipt No.: Date:, ' Wit' i 1 I , 4011 .4.;4„;;;;:. .r , ,,, : r.'.4 `XCAt'?, .:,t. j G`r9:1} 1: ° -- 4 . l .. . , -' .: ,:ic.•,` 1.._ ■ , I . "' +'•`+J:i1 N.. NA . v4d?ei,4 Tr `'i uto,:,..s cs. w.irt41, 44:41 k .1 i , , .. I --1, e - - -c - 1 . 0 \ . 1 ... ) Z < . re LLI ;r1"'" ' ' - t — " "t' `. ',' ' ' '''''''= '"'z'- -"*""'"""'"r - z'.. , . - .. .*. ,,- 6 D i -J O 302 ,.. INSPECTION RECORD 6 00 U)0 0 1 Retain a copy with permit oA 7 I i 1 Iii i I INSPECTION NO. PER i NO. sr3 1 tO u_ CITY OF TUKWILA BUILDING DIVISION ,,F '4 Lu 0 2 ■ 6300 Southcenter Blvd., #100, Tukwila, WA 98188 06)431-3670 u.. < Projecti— Type Type of InspectionT . co 1 a41 _e 14 ---- 1—raaii(af A I cs sI4ress: si _ i a i Dle Called: ,...-,, .,o ( Pi it,e7 c..-f kV' , - 0 ? /Lilo 3 1 Special Instructions: ate Wanted: a.m. I— 0 Q /5/03 1.1.I Lu I Requester: /-, ii 2 D I 0 0 w LIJ • Approved per applicable codes. Corrections required prior to approval. V D I 0 I— ,-- L I 0 . , Z - COMMENTS: . ui w 9 . , i , i N - 3 i , 4\1 - N -9 0 1.- 0 F-- _ i (r) ir.) ) t-S L ,. cp A-b I_ i\vvi t -I. s Ai s . z .....J , levee ov(0( 1 1 ..._ (3) 1 )--itz.F t-- P. Aot5 I r M i N - ) t S I 1 7 . 1 n 4 L T S ) 61A) c • I pg■(wed) %, ( N 7 ) N — 2 (r) i No 1 c 1 , 1 1 Lc) /A 0 1.-iyo 1--r S i &N 6 - 1 NiV 6A/W) 1 w 1' . 1 r.a. ! .„,04.b,.,,,,,,„ 1 / 0,40-,,,,, , ..... .8411 ' 3; , , , ,..i• , ....,,, 4%4 .s.A ilrilki Dae: , ector . o A ):4 Al t= 7 ) 47 -> , , ...) in 47.00 REINSPECTI41 FEE REQUIRED. P ior to inspection, fee must "tkg AN d paid at 6300 Southcenter Blvd., Suite 10 Call i i . all to schedule renspecton. / Receipt No Date: , . 1 E fi ... ' i p 1 ;; 4 '''' :" '''''' ,. ''. ' - ' ' ! -- " ` ''"" ' ' , 4 ' ' ,. ' 4, ... • .rrran1 ,, h.diAtitid4if.P..., „•/,./1 igZ• r . 1 . , 1 F i , x. - Z IX .ic r ' .— .._._. .. _> _ _ . , .. _ W i U 00 INSPECTION RECORD w E R etain a copy with permit D D, 3.: —J u_ INSPECTION NO. PERMIT No. N O i / W CITY OF TUKWILA BUILDING DIVISION W. 2 f 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 -3670A g J Pro' • ct • Type ofjnspection: N <t rt (f ' 5-t y e i i -x d 7'9) i -7 = a Address: Date Called: I— W I . 3C: .I S-f -cit er' PL- -.- 0 a Z F- ) Special Instructions: Date Wad: / a.m. W W !1—v3 /rm`� Reques er: 2 /r pi 0 on No _ i 0 I Ph — t 77 S J/ WW = U ❑ Approved per applicable codes. Corrections required prior to approval. LI O COMMENTS: Z ' l bp r►/t e'S i/ — / N s /d 4 4 L/ wr / 7 p • Z _ l `S/GA / 4 ; O / Rd✓� I : Ccij - S /r/ // 7a ,;ti f� N — I20 i . 'L' 6 ) f3'[� _; �. 7 )--` L. Y r'A !,5 '.' /4 �� /Q '. V f . ..3 ,,,./.._ ' 7 ` /gam —121 /,,i, /s 7 ' I A "54 6 "7-7 i;"" ...c 6? A ) — 0 ,,a,re rise , ? y- i lip' li Y FR' li +�`L u 1 . am* Y' ,4 C..,„N; ! > t p Insp ctor: Date: t; '. � 5 47.00 REINSPECT' N FEE REQUIR Prior to Inspection, fee must be tt paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: I 11016 „ .. ' ∎ e. ; w ;•. . ^ :V. fi:-:AL.": - + ' ,,••. :•tc:✓ 4.. .. . r.: r: air•;': I _ .''' ''.1 9 . ..• { a, ,, , . 6 f l� .iP< �Y,9kats a�uCs&:iJgl �d�'`.�J+ ' :!� ""k °.+�Y�3,.` .:t .. I r , — • Z I. r i �T•" ?^"''' 1'�'^` .. tl"" : "F- ..) '.---7-1.7-71-17.-7-''' s "r-. r/.7r • r. z`i i 0 O N111.) , INSPECTION RECORD 1 w = Retain a copy with permit 0 3 . Z • i N u INSPECTION NO. PE� NO. w O ` CITY OF TUKWILA BUILDING DIVISION ' / .; j 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( + •)431 -3670 w Q Project: Type of Ins ection: a to d I. A c r / ^ / Date C i J d , H O Special Instru�o : Date Wanted: a.m. Z I Requester: • f U p Phone Ng •'�� r• O f — b �Jq W ~ ( =W • H H 1 1► i ( pproved per applicable codes. corrections required prior to approval. W O • X11 Z t , , MENTS: V) 4 - 1 1 AU 1- I 2 111 L l3 z • t i 83 ` f y v-e- -' -P SS 10Ca (l V I vv.; S I C h S a;1; 4 ; Inspector (' Date: "'J�'j 4,y.Y.�r I L 2 3 -0 3 li.: $47.00 REINSPECTION FEE REQU R ED. Prior to inspection, fee must be / .. paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. i • °' t i Receipt No.: Date: s . i, .3.,x ¢ +( . �. i,,, : . .. . „J 1 • '`n. .. .„.,. . S ri. . "' wim ✓t �.:.- .. , . , •,:n #;� r: z.r'vs'.n.{`rkt 41t aaM „iy:{' F 'f...LA 4d..:1"I .`l 41 l +a &utl I . i - - ,� — : Z ∎W 0 0 CO W INSPECTION RECORD C co R e tain a copy with permit n o 3a7 W p INSPEC NO. PERMIT NO , I / u . irL"- .- - -, - - I { Z ~ w r 47.;,`,',T a,, t -,--^ t y : -:-a, • . r'c^ 5. :' . J 0 'INSPECTION RECORD S N w w = J Retain a copy with permit � �a � -�°� cn u INSPECTIOMNO. , PERMIT NO. CITY OF TUKWILA BUILDING DIVISION .. 4' 4• 2 . 6300 Southcenter'Blvd., #100, Tukwila, WA 98188 (206)431 -3670 g Q Pro'ect: Type of f i d N A - : D ate C . Il ed: / Z H Sp•cial nst n sf D Wanted% 3 0 / a.m. Z I— ., g D Requester. D p � � � � ° � ^� :III w >' . f a H V Approved per applicable codes. Corrections required prior to approval. LL COMMENTS: w Z . 0— 0 Z . C L ) ,J 1q rv1 ti -tc.. Lc cQ � - 1 vu i T S i nJC . ti til � � � _rase- A-,.JQ Ad),-, h./ - . v (2.... ' LOAPV ..t •• ........) N -ciS yvl ; L-vAe0 Li (v.:A- 4 ‘'' Q - f 1 N.5 IN -a04 Q c) S c� r- .I4 1.10 . k e-w-' , .. • I 01t - r t'? Lco,* : /, rave_ , El t 1Z (�t@ K'S 1 N,..) L►- E C° l R 1 c� - -C 4 , - i - r - ► o K. • 1 y . w N.1-.I % 1 n 1F.i,c;c �i •' k �'7C t0 4 . t A 1S. l CJ ?t' >.�,�,, . �`('�' ,� A J (� V1 ay IU�/ . . DIL TO V. r /sroc1 . 1 AP-,:k, , �,. f pector: Date: -. r 7r , .a- - - • 1 30 -, ;11 :1 r.-. k vm,. J j $47.00 REINSPE ON FEE REQUIRED. Prior to inspection, fee must be ° „ m , • paid at 6300 South enter Blvd., Suite 100. Call to schedule reinspection. taXi .4. Receipt No.: 'Date: 4 , , . . 144;74vmstut .,1•,b4 vl*.a. ,, ,,m:iitnaw..rnk1vgi,,,a,4A-09. , ...,0d9.. RM,w, i I , - ! - - ♦ . - \\ r ,• 1 z ' ~ W 1 F .. .. . ('e-+ ` .. -- --- rn^ cos+- .^ '^m .. ..+ . ---- . f. --�- -] Q 5 J U . INSPECTION RECORD V3-- ' ° Retain a copy with permit •► D- "' i _ INSPECTION NO. PERMIT NO. ., W i / N IL CITY OF TUKWILA BUILDING DIVISION r4 A • w o f I I t 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 1- 670 - 2 5 Projecp� Type of Insp tion_ � u_ d Add s: ate Called: W a {., ��.� /off Z F. Special Instructions: Date Wanted: a. — p If ; /()3 (14.3* Zg WW • t 6'i Requeste . 2 D .' e ��{� UN Ph ne No: - O — Ce, ( yy7 8/z 2/ y o 1._ ILI W . ❑ Approved per applicable codes• corrections required prior to approval. f•- H COMMENTS: Z 1 4 Ue CO I - , / NUC. nr rG - I' .o Z - 2) /Ugh N s AlRto - J ) A)q 4)q),. 1 ` os-* c ,,-. 1c . t li in, i# Sirs 04 - Pinr.5 • 0 CL S$c�c k ,.' ` t k � . OAP 4• a .4.116 .\ ------ 4 z4....., 0 4._ 1 . Inspector: Date: s � .! i 10,10 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, f ee must be >,.:.,��,�+{..'' yY Ei ! paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 'Al is 6 • -^- - ' ' '"'' -. - .,r . ..4,1.14.,t;'t%1'kE%'441,aa tiiti: td'. • i., .. a , 4 - .tkk; r . - .-- - ' I ■ 1 Z I— W ry arm. ,14”. i•..rr.7c4.; ter..,.+.. .- r ; n . r- 2...7.rr -..- " "4-71.,e.'yrry ^^.'*.""► 1.-rr? ^ Ycr7n - sr -- - ^ ^ ..-v..- r 0 O fi. INSPECTION RECORD ff� w = ' .....1......_ Retain a copy with permit `' ""�� 7 N u_ INSPECTION NO. PE' CITY OF TUKWILA BUILDING DIVISION r! )(WV 2 O 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 g 5 P ct: Type of In ecti n: U ---- a,(//,/ t 5 Addr s. Date Call d: _ :50 . at k" ' Z Special Instructions: Date Wanted:, r .-0-_,-.0 Z O l I a8 P.m. � ILI j Req t� S�..�v \f 2 V (� Pho a No: \ 461 0 , t ` /�n✓l W W =U Approved per applicable codes. Corrections required prior to approval. LL COMMENTS: tjj Z U N ' ) C 1 'N .... ..... . "1LWLP`Q � 4 \) , r _ C> --(\e, tal - z 01 Alt; ‹) * - '\A . e tC. ) 4L " 6 c„/ • < ' :2_. a') ` ..........ill 4, .y„ _�_ � . t. ! .� r ,. :(', . ', ,y ,,,7 t,. ti II ,b )- bate: Ins ' ` � o �, .� . . . 1\ A CAA i)li.�( I - ) k v'. , x a El $ ' 700 REINSPECTIO FEE REQUIRED. Pri r to inspection, fee must be f s F ir wi •ai• at 6300 Southcen r Blvd., Suite 100. all to schedule reinspection. s Rece • No.: Date: o r� sP r" pyl '' , ": .. . "`4 -; '" 7:', , .o:a..:ii.`rr -:.s4 ; r • tNRV+Mr1+:rvt . .,...4.:a - :.`' , ' • ' r':. , r , ':it . i 4 . t'f . y:; i tit A.,lit! .1'rx.c,b,,tik ,- t a- '411iCF. v0;.:i.�,3+'r.;,;Y :e.h'i i;• r . ' . ...,.-1 , - - - — ,I I .-. — - -. - tJ4 1; Ull NEW • . E NEMO el • • E E . . . 1 I 41 * 1 I till11:1) 1 t 1 Mil i ; I 11111 4::) - l t 4 I i 4 © ....• cJie , = w \ i , i , . .., .„.„,__,,,,..,,..,.. _ - i ..... . • ...1... i.. , ' - -- ' ''.'"--:' ' ` ' . ■ .._ :1 P , !...r ° e' V .-- t ' 1 7-1 NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE •! _:-:-,. s:-.4.-0, =..; - - 1 "-;: - ..,. A 3 UE TO THE QUALITY OF THE DOCUMENT. - , ---4 ....., ... ..r.: -- • "--- . -' ----7-. .=.1---11-5- xt...,1.-=:-- --- • - I - . ) 1 I - - .- - _•' 4 , ,1 # .. wrr.+�rrrr�e■ 1 FILE C Y . 1 ' ''. ., •h'! +h.-:, Flan Clia„k approvals are I ; P r ''0w -1 of r: i 0 • r ^:i .'; Z Target T -627 j 1 Fixtures w Location: 6 v 301 Strander Boulevard U O Tukwilla, WA co O co Lu J Prepared For: Target Stores w 0 Minneapolis, MN Loi r i 2 CITY • {,;. TTJKWli.A. Prepared By: Peter S. Higgins And Associates OCT 2 4 20L2 co Consulting Structural Engineers = w 30765 Pacific Coast Highway DER ill'; C Z I Malibu, CA 90265 — 310 -589 -1781 Z o Ill uj Peter S. Higgins, S.E. > U � . Job Number 5825 N O — i October 11, 2002 ° u . Ilt. oF�'A H� i This Document and the design it contains is copyright by Peter S. Higg' s an' Associa • s. It � ,�, 4' r 11 e, is provided as an instrument of service, and shall not be reproduced any '. shion ' ithou) `+ �' � r1i L1-: 0 :. 1 the written permission of Peter S. Higgins and Associates. /r ' ,. U d ) Z Notice to Building Departm : is J=- If this calculation is submitted for building permit approval, t shall co . n 1 sh e s t ' . Z by s listed sted in Sect on All documents the hall bear s o riate s. :Is ana atures es ' 4A,„. GIs'r1's11L� a� Z in ink of a contrasting color with the same Job Number Ref; ence. Thelcula+ o hall Sl C,G��; S :, signed across this block. NALG > 11111111111/411111■1111111 1 REPRODUCTIONS OF SIGNED CO ' • ' E I" ID EXPIR AR 3 1 t00 `� ■ of ilAW DEC 0 4 ?t1 �... 1)1\19 1 4 1 E +•, c tA , 0: " OA c i ; r , . :j D a ... 39;7 s.L., r�s y�yyy :, .._____________,....___ wk .7Nt�. MF4�'+K;IYaw*� n+.r.e4mM+xwunw.MFiW+7'+i+"++ Rip•. a� :.e.«atr.lMV..rwar,n�•.�.....,. _... .. , ri,L_ , - . I r ..-- '.. 0 \ . 1 - , ... ) ■ '" ir Z < • , -1- 1.-., ..... UJ sr.. wc 6 5 __Jo 00 u) w al WI . _1 1 ._ —. ,... L u L.) 1 2 g __I . this page intentionally left blank u.. < W R ..1- I— al I I— 0 I Z I— U.I ui 2 D D C3 . 0 - t 0 ,.. '. r- CI I— t -. 1 11.11J u j , i I 0 • • I— — U. I A 1 • xl7A ' .. - - - — %.,/ , 1 - - ... " " . ••• t Ak !.;.. r , t'l U.I • r% V/ 1 - I oi %,.# •■■• 1= i •-•,:e., r L_ - 0N -- %.0 Z 1 " *...!‘,/,,, ,, „..er • i 41 ii ,,' 1- .t. , ,.. , . e - I. i ' 1 : . . , k 1 ' • • , . A I 1 ' ' 1 ..," ,',.. 3 ',t , - , , 1 `,r,ZV''‘'Ittl'Witir.A , . I i _ 0 l , ■ .1. ' +, 4 3 ) ' 4 1 A i ' ,:. i" • ...""h S ,,''' ' N 1 I t ( 4 i. ' t • rT ,..r.,11' F'•:.1'l .*:,..■ , v t ,, , I jiLk 1_.'"Tzra fi * LTU. ,. I , , iL......... f - J . - 't ♦C/ ".1 r. 1 . t f PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet iii Table of Contents 1 Reference Data 1 1.1 Documents 1 z 1.1.1 Drawings 1 1.1.1.1 By Peter S. Higgins and Associates 1 , z 1.1.1.2 By Others 1 re 1.2 Loads 1 6 0 1.2.1 Vertical (Dead plus Live) 1 - • O 1.2.2 Seismic 1 co o 1.2.2.1 General (UBC 2222) 1 N w 1.2.2.2 Short Formulation 2 w -t H CO LL 2 Teilhaber Racks 2 L uj 0 2.1 120" High QHF28 Racks 2 2.1.1 General Merchandise Racks 2 g Q 2.1.1.1 Vertical Loads 2 D 2.1.1.2 Components and Geometry 3 = 0 2.1.1.3 Check Beams 3 I— _ 2.1.1.3.1 Design Forces 3 z F-- 2.1.1.3.1.1 To 96" 3 1— O 2.1.1.3.1.2144" 3 ww 2.1.1.3.2 Beam Properties 4 2 D 2.1.1.4 Check Posts (Dead plus Live Loads) 4 v 0 2.1.1.4.1 Load to Post 4 0 H 2.1.1.4.2 Post Properties (net section) 4 2.1.1.5 Longitudinal Seismic 4 w = w U 2.1.1.5.1 Base Shear 4 I— H 2.1.1.5.2 Design Forces 5 LL. Z 'i 2.1.1.5.3 Post - Combined Stresses 5 • 2.1.1.5.4 Beam Connections 6 0 2 2.1.1.5.4.1 Design Forces 6 O /-- 2.1.1.5.4.2 Connection Capacity 6 z 2.1.1.5.5 Base Plate 6 2.1.1.6 Transverse Seismic 7 2.1.1.6.1 Base Shear 7 2.1.1.6.2 Design Forces 7 2.1.1.6.2.1 Stability 7 2.1.1.6.2.2 Brace 7 • 2.1.1.6.2.2.1 Design Force 7 2.1.1.6.2.2.2 Brace Capacity 7 . • • 2.1.2 Unbraced Frame Racks 8 2.1.2.1 Components and Geometry 8 2.1.2.2 Check Beams 8 2.1.2.3 Check Side Framing 9 2.1.2.3.1 Loads and Forces 9 2.1.2.3.2 Check C4x5.4 9 `�'. • 2.1.2.3.3 Check Connections 9 2.1.2.4 Check Posts (Dead plus Live Loads) 10 , , i 2.1.2.4.1 Braced Section 10 efituab 2.1.2.4.1.1 Load to Post 10 +`�a ' ' 2.1.2.4.1.2 Post Properties (section based on min. net area) 10 ,,. 2.1.2.4.2 Unbraced Section 10 � r 2.1.2.4.2.1 Load to Post i, ri ht by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. �s"'r�''e�, ®Co PY Y s€ I Y S Y P Y s; n 'YL't t ir;A;aonr yrvawn•.r.*.c.eoorv.,.u, ... ..........., -.... t f I — I . • -- \ PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet iv 2.1.2.4.2.2 Post Properties (section based on min. net area) 10 2.1.2.5 Longitudinal Seismic 11 • 2.1.2.5.1 Base Shear 11 2.1.2.5.2 Design Forces 11 z i 2.1.2.5.3 Post - Combined Stresses 12 2.1.2.5.4 Beam Connections 12 H z 2.1.2.5.4.1 Design Forces 12 re 2 r 2.1.2.5.4.2 Connection Capacity 12 6 v 2.1.2.5.5 Base Plate 13 v O t 2.1.2.6 Transverse Seismic 13 co o 2.1.2.6.1 Braced Sections 13 N w 2.1.2.6.2 Unbraced Sections 13 _ t 2.1.2.6.2.1 Base Shear 13 CO W 2.1.2.6.2.2 Design Forces 14 w 0 2.1.2.6.2.3 Stability 14 2 2.1.2.6.2.4 Compression Side Post Minor Axis Bending 14 2.1.2.6.2.4.1 Design Forces 14 N a 2.1.2.6.2.4.2 Post - Combined Stresses 14 = W 2.1.2.6.2.4.3 Base Plate 15 f 2.1.2.6.2.5 Tension Side 15 z ♦ 2.1.2.6.2.5.1 Design Forces 15 z O 2.1.2.6.2.5.2 Post - Combined Stresses 15 W w 2.1.2.6.2.5.3 Base Plate 16 2.2 180" High QHF40 Racks 16 v N . 2.2.1 General Merchandise Racks 16 0 — 2.2.1.1 Vertical Loads 16 w H 2.2.1.2 Components and Geometry 17 z U ' 2.2.1.3 Check Beams 17 r 2.2.1.3.1 Design Forces 17 — 0 2.2.1.3.1.1 To 96" 17 w 2.2.1.3.1.2 144" 17 �? 2.2.1.3.2 Beam Properties 18 0 1— - 2.2.1.4 Check Posts (Dead plus Live Loads) 18 z 2.2.1.4.1 Load to Post 18 2.2.1.4.2 Post Properties (net section) 18 2.2.1.5 Longitudinal Seismic 18 2.2.1.5.1 Base Shear 18 2.2.1.5.2 Design Forces 19 . • 2.2.1.5.3 Post - Combined Stresses 19 2.2.1.5.4 Beam Connections 20 2.2.1.5.4.1 Design Forces 20 • 2.2.1.5.4.2 Connection Capacity 20 1 2.2.1.5.5 Base Plate 20 2.2.1.6 Transverse Seismic 21 2.2.1.6.1 Base Shear 21 2.2.1.6.2 Stability 21 2.2.1.6.3 Anchorage 21 ' Y . ' , 2.2.1.6.4 Brace 21 v, 2.2.1.6.4.1 Design Force 21 ; ;;. 2.2.1.6.4.2 Brace Capacity 21 Illot 2.2.2 Unbraced Frame Racks 22 N r� 44 ray .:, �,, 2.2.2.1 Components and Geometry 22 0,5.., 2.2.2.2 Check Beams 22 t 2.2.2.3 Check Posts (Dead plus Live Loads) 22 , � 'F' 3 h @H {c "Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. ..A7_1 a;�':'? t j n r....:...,a..,,:.a._,.:.::... r. t,...:—:.....::..,.Re. , ..0 .: wan... rfsn.nor.,cni.a..c.vru.naxrne 4 ,,,J,11..y. roi"1=MW. .e,... s , :,..,,::w<H.. .. -nr"1 Xtteei7'MMf t°J4!sl`S'ft itkiSAf tk4, ' " . 1 , ._ �..cr c. t. , PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet v 2.2.2.3.1 Load to Post 22 2.2.2.3.2 Post Properties (section based on min. net area) 23 . 2.2.2.4 Longitudinal Seismic 23 2.2.2.4.1 Base Shear 23 z 2.2.2.4.2 Design Forces 24 2.2.2.4.3 Post - Combined Stresses 24 1-- w 2.2.2.4.4 Beam Connections 24 2.2.2.4.4.1 Design Forces 24 6 = 2.2.2.4.4.2 Connection Capacity 24 v 0 0 2.2.2.4.5 Base Plate 25 N 0 2.2.2.5 Transverse Seismic 25 Cl) w 2.2.2.5.1 Braced Sections 25 H 2.2.2.5.2 Unbraced Sections 25 cn u. 2.2.2.5.2.1 Base Shear 25 w O 2.2.2.5.2.2 Design Forces 25 2 2.2.2.5.2.3 Stability 26 g Q 2.2.2.5.2.4 Compression Side Post Minor Axis Bending 26 2.2.2.5.2.4.1 Design Forces 26 - Cl 2.2.2.5.2.4.2 Post - Combined Stresses 26 H w 2.2.2.5.2.4.3 Base Plate 26 z H 2.2.2.5.2.5 Tension Side 27 z O. 2.2.2.5.2.5.1 Design Forces 27 w 2.2.2.5.2.5.2 Post - Combined Stresses 27 2 D 2.2.2.5.2.5.3 Base Plate 27 D 0 2.3 Bicycle Racks 27 0 0 — ' 2.3.1 Vertical Loads 27 0 H 2.3.2 Components and Geometry 28 = w 2.3.3 Check Beams 28 I-- v 2.3.3.1 Design Forces 28 1- p ti 2.3.3.2 Beam Properties 28 LLi z 2.3.4 Check Posts (Dead plus Live Loads) 29 c..) 2.3.4.1 Load to Post 29 1 H 2.3.4.2 Post Properties (net section) 29 z 2.3.5 Longitudinal Seismic 29 1 2.3.5.1 Base Shear 29 <; 2.3.5.2 Design Forces 29 2.3.5.3 Post - Combined Stresses 29 • 2.3.5.4 Beam Connections 29 - t 2.3.5.4.1 Design Forces 29 1 2.3.5.4.2 Connection Capacity 30 2.3.6 Transverse Seismic 30 • - 2.3.6.1 Base Shear 30 2.3.6.2 Design Forces 30 ' 2.3.6.2.1 Stability 30 2.3.6.2.2 Brace 30 2.3.6.2.2.1 Design Force 30 2.3.6.2.2.2 Brace Capacity 31 . ;:,_;:; : -;. • =, f, E.I 3 Lozier 1" Gondolas (Grocery Area) 31 3.1 Vertical Loads 31 : 3.2 Components and Geometry 31 3.3 Check Arms 31 3.3.1 Design Forces 31 3.4 Check Posts (Dead plus Live Loads) 32, ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only., , r • NW? MS4UY. A14�P433tN' 1N1 "- 'p{NRIMtVN'V.ad4:(Stflw,5pyf -.•.. .. . . C. M- rMM1XM. MNI. tXS'nM�:e1v+1(wp.l.,mw.+++.,n. ter. ne. t+ m... ..sa...tn......r-..u ... .. .. ... ... ............ »..,...... a.. .... ■ - ( 7 ..- v - - - - - -- - -- r- - , . s., • , PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet vi 3.4.1 Load to Post 32 3.4.2 Post Properties 32 3.4.3 Post - Combined Stresses 32 3.5 Base 32 z 3.6 Seismic 33 3.6.1 Base Shear 33 ,t- z 3.6.1.1 One Side loaded 33 rt w . ! 3.6.3.2 Check Back Panel 34 N w 3.6.3.2.1 Shear 34 w 0 3.7 Fastening to Wall 34 2 5 4 Lozier 1" Gondolas With Hi Impact Extensions (Non Grocery Areas) 35 N d 4.1 Vertical Loads 35 4.1.1 Gondolas 35 � _ 4.1.2 Hi Impact Shelves 35 z t- 4.2 Components and Geometry 35 z 0 4.2.1 Gondola 35 w w 4.2.2 Gondola with Hi Impact 35 ? D 4.3 Check Arms 36 U 4.3.1 Design Forces 36 0 co 4.3.2 Check High Impact Beams 36 0 F= 4.3.2.1 Design Forces 36 = " 4.3.2.2 Beam Properties 36 H 4.4 Check Posts (Dead plus Live Loads) 37 — 0 4.4.1 Load to Post 37 ' 4.4.2 Post Properties 37 U = { 4.4.3 Post - Combined Stresses 37 ~ O I 4.5 Base 38 z 4.6 Hi Impact 38 4.6.1 Load to Post 38 4.6.2 Post Properties (net section) 38 4.7 Seismic 38 1 4.7.1 Base Shear 38 4.7.2 Transverse Forces 38 4.7.2.1 Stability 39 4.7.3 Gondola With Hi Impact 39 . 4.7.4 Stability 40 4.7.5 Longitudingal Seismic 40 4.7.5.1 Base Shear 40 4.7.5.2 Check Back Panel 41 4.7.5.2.1 Shear 41 4.8 Fastening to Wall 41 '( ° 5 Morgan Marshall Shelving 41 F ti z ,, 5.1 Vertical Loads 41 , . , 140. � + 5.2 Components and Geometry 41 14 5.3 Check Shelf Beams 42, `'ra 5.4 Check Posts (Dead plus Live Loads) 42 # t 5.4.1 Load to Post (. critical section) 42 I yy «k. I ti '.:i 7 °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. + ' .x * � • :•�� { YI y ( .t Wa t, : tt .....--....,. e »....,.. o. o... w. wam` mf s.»..• F` MMWMfM.'•. t' MYM. W #+YC!%A ;(" 4`', ., 7':.... 1toi..`. a, i::: s::;. �; 1.iS:vi.iu.'.�uitui:w:t..;ce us � ,x..r+.waraoaw*.varre..r.«, «r. , „•,- .w..•_ ..r_ � 1 , - - - `.._"- ■ • I PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet vii 5.4.2 Post Properties and Capacities (net section) 42 5.5 Seismic 43 5.5.1 Transverse 43 5.5.1.1 Base Shear 43 Z 5.5.1.2 Design Forces 43 5.5.1.3 Post - Combined Stresses 43 s 11. 5.5.1.4 Spreader Connections 43 w 5.5.1.4.1 Design Forces 43 6 5 5.5.1.4.2 Connection Capacity 43 v O 5.5.2 Longitudinal 44 0 f 5.5.2.1 Check Braces 44 w = 5.5.2.2 Check Shear Panels 44 5.5.3 Stability 44 co u 5.5.3.1 Base Shear 44 W 0 5.5.3.2 Design Forces 44 2 LLQ c o D j I Z H ILI I— O w D W p O N CI I— W 1 H U LL. 0 Z . LL l 3 CO i 0I— Z , 7 i ', , , Y 4 4 1 i . :ra ull'rs AP q "c yrfiuF tw i 1 yM' 4 . ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. :1 IIPIONIIMINVIIIIIIIIMIIIIIIIIIMPOMMININNI ■ - 1 ' r - _...- - -- -_ - te r . - - . '.'., -• a PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job 14o. 5825 October 11, 2002 Sheet 1 1 Reference Data This calculation reviews the installation of storage racks and display gondolas for structural adequacy. The sealing of drawings is for the structural review of these items only. Other information is not z reviewed, nor approved. This is a remodel of an existing store. It was first reviewed by PSH, then at Eugene D. Birnbaum and 1- w Associates in November 1989 (EDB Job No. 18229). All work was done under permits. Existing mate- W 2 r rial remains approved by those reviews and permits. Only new work is reviewed here. 6 v 00 1.1 Documents co co Ili 1.1.1 Drawings co u. , 0 1.1.1.1 By Peter S. Higgins and Associates 2 TG -2, QR -1 (Teilhaber Racks) u_ Q TG -5, LZ -4, LZ -5 (Lozier 1" Gondolas) w d . TG -10, MM -1 (Morgan Marshall Shelving) H w z ' 1 By Others 1.- z 1.2.2 Seismic o All stores are designed to zone 4 criteria, regardless of location. z 1.2.2.1 General (UBC 2222) . 0.8ZN,1 C,I 2.5C . 0.1 1 C a 11•✓ 5 R 14/ 51/ = R T h 5. R W t, Where: For default soils: For working stress designs: . . C 0.44N R= (1.4)(5.6) =7.84 Longitudinal C 0.64N (1.4)(4.4) =6.16 Transverse I =1.00 1.0 < N < 1.5 T = Structure Period (sec) 1.0 N = < 2.0 W=Rack+Contents per 2228.5.1 Substitution yields: 0.082 N ' r 0.4•8N G ✓.50.041 I' ✓5V - u Iti /<_0.140N 1✓ ' °'17fi4 a u lone - T a J,: =� . a 0.109• N id �' ,, ` 0.048N l✓<- 0.052N 6 ✓ < —V — ° 1-✓5 0.171N i✓ °.iA :1 Nk : ` . a u trans T a Y 1.1 t r ; . I , t{I,,,... iw .r 4 , p R b rj ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. '` ..r .:.,; 141 .', 7. .: r. . ..,.. .,.. r. ,•,,..B. r A" A.. n_a ,..:4 4,iq,„1 /,,,144 , ih:,5:'r,.v....1 `. ■ .r ' ,.:',' 0.t A ;.e..odi.4itrt:579+}H.' ,,,M2 141,. .1!, liV,Ao• ∎: '.. • ► _ f r r ,.., PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS , Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 2 This calculation is valid for Zone 4 sites not exceeding N =1.3, N = l .6. This corre- sponds to <2 km from a Class B or C fault, and > 5 km from a Class A fault. Clearly, zonations less than this are OK by inspection. Substitution yields: Z 0.131 N � 0.065I�✓ <_1/ = 1, ✓<_0.182N l,✓ Z lon T a rG W 0.166N„ -1 v 0.083W <_ V trans = , I✓ < 0.232 N a l/ U O to Q co w ' T may be determined by any rational method. -J H NU. 1.2.2.2 Short Formulation w O If racks are interconnected such that 4 posts in each direction resist lateral load, then using 5 code maximum loads, and W =rack rated capacity: U U) d This calculation is valid for Zone 4 sites not exceeding N =1.3, N =1.6. This corre- = W sponds to <2 km from a Class B or C fault, and > 5 km from a Class A fault. Clearly, 1-- _ zonations less than this are OK by inspection. ? i - ') i Vlong <_0 .1821- ✓= 0.182(DL + LL /2)= 0.09514/ Wo w V ) 1-✓ trans < 0.23214/ = 0.232(DL + LL /2 0.12 j p — (since DL < < LL) U N O 0 1— This condition is usually satisfied by interconnecting back to back rows of rack, or by w w , tieing single rows across the aisles. H U F 2 Teilhaber Racks w z f V to 2.1 120" High QHF28 Racks 0 } 2.1.1 General Merchandise Racks • Z 2.1.1.1 Vertical Loads Loads per level = 5.1 kips Design beams for 25 % impact 1 a s li M.1,. e " _ �? ..iiy CCopyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. ;,?; n ,, L-..--...716,. • , - - -Ce" - 1 I PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 3 2.1.1.2 Components and Geometry Ref. TL -82 -086 W D z 1 ,N- W • - d 65 .JU b "o. H w I • t o WD a y u. Q = W =50 -144" H =120" z O - a =60" D=48" Ill Lu b =60" 1 =48" :0 1d =60" co i Beam Type c H QB -3 54,96 Upright Type w u i • I OB -6 144" OHF -28 i F- O 2.1.1.3 Check Beams z ui i UN 2.1.1.3.1 Design Forces 0 I - z 2.1.1.3.1.1 To 96" L M M (2)(8) Smtn < 30 =30.8 inch kips =1.03 in 2.1.1.3.1.2 144" L'1`1 M Al (2)(8) S min — 30 =46.1 inch kips =1.54 in ,,,i ,, i.,. • g n s 3 Y J T;,6 J u u 1 ,''', t tl ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. afa ;• ,,,;, x.' . .. _r. .. f. . %.. i9. ,.,. .'x ..E..�w..kU�,ar.Iv1�ao, Y::ef4 M1,1 .•. ,x .dti.::`L .w 4 +„ [ �vitk,v�,emS ., 1 >i1u�612a.s?'.d'�.vow:�+ +kttt;. s. \. •J;;vti�,k � l:;6a7�r1;�n. �.wa ,+. 4 1:.ti�.p:n;:�ifii t rill- , . - --k.c r --, • ' . PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 4 2.1.1.3.2 Beam Properties ' 0.875" • QB -4 z ' , H t 1.G25" S =1.09 in O.K. 1 I I =2.29 in4 I-- z .41' 0.072„ C , U O ...*----0- p :I, 2.625" CO = 1 4 , -i f- ! 0.875" CO u_ 1 -4-1■.- QB -6 w O 2 2- — I_ $ 1.625" S =2.02 in O.K. J 0.072" I =6.22 in4 w D i Zo _.-. = d 9 H = Z H � t- O ti 2.625" Z I- ILI al 2.1.1.4 Check Posts (Dead plus Live Loads) v o O - . 2.1.1.4.1 Load to Post ° 1 = w . p< (II of levels)(L) H H A 2 11 O = kips tii Z U 2.1.1.4.2 Post Properties (net section) 1-- I - z 3.25" OHF -28 i I /ry =41 3 3" L t =0.072 in a /r =48 X - - -- -- - X A =0.53 in2 \ r S =0.44 in F =24.7 ksi r =1.26 in t r =1.17 in P =13.1k ,, . . 1 Mxa = v 1 2.1.1.5 Longitudinal Seismic f 2.1.1.5.1 Base Shear Determine Period - Rayleigh Method - (UBC Method B). Derivation supplied upon ' j... -:- t request. y, ' �, : 'f 3�l� .1 i r t la l l 1 tia ` Vor T ? / + — 2 n 2 +2 1 fr 5G 6L Ko C ) ' ' tij t7 A z' ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. F " "nl c� i �... ,.. .. �..,. ,. ... � ... ....: �. :.�'. •i,.....4W t.u:'.. � -. - a... .: -,. .,.. 'lam 'p`fYrt.M0�WY4aM' �nwfn•..•,Y+...w'. .. nre�nspn« .�._._.... .�«..�. .................. .. .. _.. ...,.... ,.. .r awn +.. J.o.yt ufiMt• ..uyy 'R'vVFMIff�l:Y4l'�'AMNrvr.. r..... . h • • PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 5 Where: G = Gravitational acceleration W = Load per level 1 = Spacing between levels For units = kips inches, seconds z E = Young's Modulus G = 386 in/sec = Moment of inertia of post E = 29,000 kips /in2 . z Kg = Connector stiffness rt iw n = Number of levels The equation reduces to: 6 2 J U 1 /2 U O T ? 1 i-✓l l + 1 (2rt2 +2ii+ 1) 0 w 14 171,0001 Ko 111 The column stiffness component may be conservatively ignored reducing the formula N u- to: 2 2 1/2 T> I - ✓l (2n + 2n+ 1) � ?. 196Ke a For this configuration Z ILI W = 4.1 kips 1 = 60 inches (average) z 0 0 Kg = 300 inch kips per radian per connector LU Substituting yields: U o O — T> 1.7 sec 0 N w u Thus: I- - —O V < 0.077W w z U —_ 2.1.1.5.2 Design Forces • •. P<4.1k; V<0.32k z. M<Va /2 . < (0.31)(60)/2 - (1.3)(4.1) i = 9.7 inch kips 2.1.1.5.3 Post - Combined Stresses • P AvI P 114 = 1.05<1.33 O.K. k; °t � 1`Y ± .s + )4 I ft 4 Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. ci. • .. , .0 ties ,.n .,.: dr:..r,?o.:; tk.s,..:. ei »o:.; 1 i`m. ..rr. , rva <..,..k iht'' +z. Y«.. -u`v't •' ,,•.. .... .'.., :.. '•', ..., '. . • "•, . '.,. ,. ..,'. t, }. AY+.iM't,''i'A. L: ;2ifV;7.., „R4%kit.�lf. ''41hi'•«`a11?t$;` dv • Skk .dY f, r -i --\ . 1 , PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 6 2.1.1.5.4 Beam Connections 2.1.1.5.4.1 Design Forces z • Mconn < " , 2.1.1.5.4.2 Connection Capacity re -J Standard Connection v p 2 co I (t4) EV M (1.33)(2.5)(4) =13.3 in k N Lu O O.K. 2 7/16" diam. Rivet a Va= 2.5kips c o I w 2.1.1.5.5 Base Plate z Engineering is based on standard footplate. If a seismc footplate is used, the post z 0 moment would be reduced to 0.32(60/2) =9.6 inch kips, which is used in this analysis U Q s P Seismic Type OD - From equilibrium: = v S H 1 (3.5)(e)(0.85 f " c) P + T � Z 11 1 11 0.85 f� . w y T e ` "— (2.50)(T) + (3.50- 2 J(P +T) =Ms Z 6 —e /2 P +T l Simultaneous solution yields: , 1 1 3- e =0.69 in. 2 T = 0 kips , 7 3/8" 1 Plate 5 i T =0 St able under vertical load alone O. � � [ r Anchors provide added Factor of Safety r,F , r d? g, Use min. 1/2" diam. ICBO approved expansion anchors. ' 'A V ..,,i ` Minimum embedment 3.0" into slab. O.K. r;; ; i . : : i ,.: au . , ....x-f 4. 4.i pe p d ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service, Copying by written permission only. `n. r.f' I ) v i , E . 7 ! �IrY61'/. WgM+YUV:MYN.✓+.terM.ti+hsat.n. vm.:w:hk+.w•..re.... , : .'.uG 4 , , I • PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 7 2.1.1.6 Transverse Seismic 2.1.1.6.1 Base Shear Use Code Default Values for CS • _ • V = 0.232W =1.90k w 6 J U 2.1.1.6.2 Design Forces c) o D J = P eQ = D CO IL O W V h' =90 inches eq3•5 kips Q h' Note: Bracing shown is schematic - see this section, = d subsection .2 for actual geometry. Z f- O 1 z P EQ U � O N 2.1.1.6.2.1 Stability W w I • P < PD +L - Stable -No Uplift. Anchors provide added Factor of Safety. LI z tii Use min. 3/8" diam. ICBO approved expansion anchors. H Minimum embedment 2" into slab. O.K. 0 z 2.1.1.6.2.2 Brace . 2.1.1.6.2.2.1 Design Force Pb <2.6k 2.1.1.6.2.2.2 Brace Capacity . . TS 11/2 X 1 X 16 GA Anet =0.28 in2 rmin =0.41 in 1 F P o;. (in) r (ksi) (k) aP�;rt" T «. l 60 146 8.03 2.81 O.K. , t • °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. hxr. •� .. .. ,.a:.. w, .e..oC- .. . .... ...ta .,.... . , awir.w,ras.&xid,r;_. .. ..<.. .. .... ... , .::,,ac...;.J .. an4, + rwaki ;a5ddrs:s.L= :Ltaeldt'a3,rwr a;aw' a . �ddc ,.r`i.W61'riln.u�:ar,- ac'N.xw �r S � J , t q CI N N d V - -L �� J w I � I �— \TS4x3 I 2 : x11 ga > O � 0 typ O 0 H .n 90 '. = W 't I co FH40 exterior IL O /FH2O interior W Z H U N H i 1-----e ,_, Z i L::::,11:1.:1.:1::11:1.:::::.:1.:1.:1.:,...,,...:1 r:. . ....-..:-...:1.: - ::1 FRONT ELEVATION SIDE ELEVATION S z } . +' 8.00 4 t 0 3/8 PL 9/16' a , dam. + S , • • tYP n r 6.0 . 9/16' I 1/8 r3/4 typ / diarl, I O/3/8' PL �"' v ( t Yp• cf s 1/8 1 -1/2 typ X1/8!/ 1 ' { O } /1/8 3/4 typ I N = ..•::_ S c + 1'.x'; •sir DETAIL A DETAIL B 1 2.1.2.2 Check Beams , , :> ' _ OK per previous checks ,i ., ■ ,2 µ { , . F 1 °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Y ` • ,',L i ■ PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 9 2.1.2.3 Check Side Framing ' 2.1.2.3.1 Loads and Forces _ tot Z - 48 48 � H Z .L, 4.1 4.1 4.1 4.1 6 m kips kips kips kips U p Jl H 1 co 0 [ 1 — WI co k ' 0 s Z W O v { 3.5 lops 3.5 kps J N 21 u k;,s U+ v ~ _ — a Z a s co ° �'k, 2I a ZO A N N n . `r { OD co G n 1 ._i 3.5 kips ` 3.5 kips 1_ .0 co I T o 1- 8.2 8.2 w w =U kips kips I— 1 —O z 2.1.2.3.2 Check C4x5.4 v � ' i= I - OF' • C4 X 5_4 (Fy =50 ksi) z A =1.59 in Minor Axis governs ' S =1.93 in 1/r=69/O.45 r _1.56 in Y r53 4 S —0. in 3 r =0.45 in F =6.4 ksi P =10.1 ' Mxa =57.9 k 2.1.2.3.3 Check Connections Max Shear = 2.0 kips. . 4 -2" diam bolts may, Nominal Welding AMPLE BY INSPECTION • A 47 a 3 .,T, r R x ; !0:- , 'Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only r ' ' ...--11 w r . � . .. . .. ...., ,....•». a.. �s�n'.,. f.. s: k...:.' n. i. er,. ,._.._ ...+.�., r ......... ...... rn .., ..,....« M.. r...+> nnrnuo.. ...`...z+r..nra..roV.rH..WmYw1Mi 1MrMp,wNwla+�narwsnrrt»ev. ' 1 • - i • - -- t,•Cr - : PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 10 2.1.2.4 Check Posts (Dead plus Live Loads) 2.1.2.4.1 Braced Section z 2.1.2.4.1.1 Load to Post . _,- Z P < (II of levels)(L) CC U ,, 2 i =4.1 kips . 0 0 CO C 2.1.2.4.1.2 Post Properties (section based on min. net area) w = J TS insert conservatively ignored for computation of bending strength. to � f 3.250 w I 1 OHF -28 /TS 2 E _} 1y /r = u.. j < �{ L t =0.072 in 2 a /r =98 CO d o Brace A =0.84 in z w o Tube : S =0.54 in F =15.2 ksi ,_ _ "' r =0.98 in Z �' I S =0.75 in Pa =12.8k z r =1.21 in M 16.2 w w ' $ 1 a =22.5 k U o 2.1.2.4.2 Unbraced Section o w 2.1.2.4.2.1 Load to Post H v . F- P < ( 11 of levels)(L) . Z 1 2 c =4.1 kips i= H 1 0 1 2.1.2.4.2.2 Post Properties (section based on min. net area) z TS insert conservatively ignored for computation of bending strength. . 1 h 3,250 i s I I OHF -28 /TS . r - - f_ ly /r y _ . E ' i , t t =0.072 in a /r =98 I. A —0.84 in CD B Tube 0 SX =0.5 in F =15.2 ksi "' r =0.98 in • r S =0. in3 P =12.8k r =1.21 in M = 16.2 ,i . ifi'23:1 )y =22.5 k - ;. S ' A ..tr ' r •:; "ii'''. °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. , E , t t S. Y J : ...wii• .l . .. •,Y.w; !'. ....wi w...a+ •. KMM.9YR 4.x1:'1: . M' MA% kMR .tIPAMkMT11 \'e41Y.MlMMN!M10Y!1 ... .... e. «i.. ...... .. • N S rJ____ - .- - . 1 , ,, _ PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 11 2.1.2.5 Longitudinal Seismic 2.1.2.5.1 Base Shear z Determine Period - Rayleigh Method - (UBC Method B). Derivation supplied upon request. w tie � T> 5G (111/2 6r1 + — )(2n 2 + 2n+ 1) i o .. v w Where: w = G = Gravitational acceleration —' 1— W = L oad per level N 0O 1 = Spacing between levels For units = kips inches, seconds w E = Young's Modulus G = 386 in /sect 2 I = Moment of inertia of post E = 29,000 kips /in2 g Q Kp = Connector stiffness W d n = Number of levels The equation reduces to: H W 1 I 1 1/2 = z T >-1 ( 1 1 / / 2 ( +— (2n2 +2a+ 1) ti--O 14' 174,000/ 7'1, 0001 K o w w The column stiffness component may be conservatively ignored reducing the formula D 0 to: 0rn )1/2 0 F– 2 1'✓ l T > (2n +2n +1) wW 196Ke H • IL. For this configuration conservatively assume one level at 96" containing the entire z r load. 0 w { W = 8.2 kips t•= I. - 1 = 96 inches (average) 0 Kp = 300 inch kips per radian per connector Z Substituting yields: ' T>2.5 sec Thus: V< 0.065W . 2.1.2.5.2 Design Forces P<4.1k; V <0.27k M<Va /2 < (0.27)(96)/2 'a � = 12.8 inch kips .(,; , S yr 1 i • Ti °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. s, t t { !.. .; ' ,... ,. „ , ,. r. ,,.,, -,r ,,t ,. ....l+ , • .. l. .: „y1 4: ”. _ •••..w'C• ,i: xi?L6:W4,4 "0+w+.'Pik'in •w S4.,P., 4. f 1 • 1 , - .-- - r ., J PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 12 o 2.1.2.5.3 Post - Combined Stresses P + A4 z ;; = Z . ' a A a fi F.. `1 = 1.11< 1.33O.K. re 2 1 2.1.2.5.4 Beam Connections v o a 0 11 2.1.2.5.4.1 Design Forces co z t. U) Li. 0 3 M <9.7 "k . 2 Conn 2.1.2.5.4.2 Connection Capacity ci. a 1 CO = a 1 Standard Connection 1- _ zI— 2., �o (tYp) NW Ma= (1.33)(2.5)(4) =13.3 in k w w O.K. : �o U CO 7/1 6" diam. Rivet p F.. Va= 2.5kips =w , u.. ~O • iii Z 0 — • O I i i z i i .),f..., f,t 1 1 t --..- ,,, . . R.,:a . t ro,: 4 .,), L , . Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only.. n ry} 4,:), ..0, fl, F r ,. . - ate.:..,,.. ..,.t ................ .:.i ...... �� , .. , yr' ..e.�++u+a,wm.�.r +...c, r..n..«an.xvrrarlCE�1' .::�..... ,,.............»...»,...,..,., ......_.._..:....,,,.... eR.,..w,., ..d wn....,....;.:..nw.«.. +,....,,. 1 I - - -- - - �r ' - ... PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 13 2.1.2.5.5 Base Plate , . 2.1.2.6.2 Unbraced Sections Resist shear by minor axis bending. 2.1.2.6.2.1 Base Shear Conservatively use period for longitudinal seismic. . I V < 0.065W =0.56k x' r u ty ,, ! - s �;r t M � y .,, U' 'C 4'[ a °Ca ri ght by Peter S. Higgins and Associates. Provided as all instrument of service. Copying by written permission only. ... I j PY 6 Y t;� PY� S Y P Y• "'.�; F ±'.4,�'�xa'E° fi t .. q .r` t`. ..; \ itt. L:,,. yAr.? Q7 ,:V <EwiXu4.tk4dPii.,..•....... ...,ntn.isrnk,.n:w?'t `7zJ$fiP w i. .. r I I - - - - Cl" s o I I • PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 ' October 11, 2002 Sheet 14 2.1.2.6.2.2 Design Forces Conservatively ignore base plate fixity while computing overturning forces. D Z —.. V h' Q P D i-Z Ce w V h' =108 inches m P e =1.2 kips -I v P eg o h' Note: Bracing shown is schematic - see this sec- co w tion, su .2 for actual geometry. H w 0 1 T - EQ g 5 t_Q - a 2.1.2.6.2.3 Stability I -- al 1 z.- Peq < PD +L - Stable -No Uplift. Anchors provide added Factor of Safety. t w 2.1.2.6.2.4 Compression Side Post Minor Axis Bending D o 0 ! 2.1.2.6.2.4.1 Design Forces o w P <5.3k V <0.28k H v . u. i ■ M <(0.28)(88)/2=12.3"k z I U 2.1.2.6.2.4.2 Post - Combined Stresses O f . 1 P M i PQ +Nqa 1 = 1.11<1.33 O.K. 1 i i i i t j , F, b .£�' ' ? 4 . , iri ifl i °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. G 6kV3'kW1t!.kc1tr41Nif Ik#�(1 • . ... ... ...... n ti.t.moa wry .w.r�ow.wexv..,.. :.:.,.... - ....< .r,.,.+....,....,........ 1 i r • • • PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 15 2.1.2.6.2.4.3 Base Plate P Seismic Type z Q Meq� I e I I- From equilibrium: r Z fiiiiil.ssoa W • I , - ■ - '\.6/ . l r PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 16 2.1.2.6.2.5.3 Base Plate P Seismic Type Me z ' 0 ' I From equilibrium: , _ itittl1,330a ` z T1 tP+T (0.851',)(8)e= P +T Ce 2 6.00 aU U O D (P +T) —e) =M W = J F_ O O U) u_ Simultaneous solution yields: W O e =0.27 in. e) T = 0.78 kips z w ? F = - T =0.78 kips per anchor z O in w Use min. 1/2" diam. ICBO approved expansion anchors. 2 o Minimum embedment 3" into slab. O.K. 0 N O 2.2 180" High QHF40 Racks = W • U 2.2.1 General Merchandise Racks I o z . 2.2.1.1 Vertical Loads o N Loads per level = 4.1 kips p 1 ' 1 Design beams for 25 % impact z ' { '"=4i .c.W4 {tax t NOVA i t . p t , ? i /1 F . F y'ii Vt ' X�IN s > , y' S °'Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. �c, 1 .,,, .;� r t PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 17 2.2.1.2 Components and Geometry W D a • I d W CL 2 p H N b . _ wo 2 a M I y � a. • // /////// / / /iD' ///1////////// /// /// %///// ////.Q/if/ ///////.6 = a F-w W =50 -144" H =180" z H a =max 96" D =48" z O b =max 48" I y = 42" w c =max 48" 1d =42" j =o Beam Type Upright Type O Q OB -3 54,96 QHF -40 of- 0B-6 144" w w j H 0 • 2.2.1.3 Check Beams o ..z 2.2.1.3.1 Design Forces v O '- 2.2.1.3.1.1 To 96" z L,I✓ M M ( 2)(8) Smin < 30 . . =30.8 inch kips =1.03 in 2.2.1.3.1.2 144" • L 111 M < (2)(8) Smin 30 =46.1 inch kips =1.54 in I J . jr r • �� " ;� . . y, n.t °Copyright by Peter S. lliggins and Associates. Provided as an instrument of service. Copying by written permission only. •''err? "'` ,F�'a �`� /,: • ... • ., . .. :.' ,. ,t ....., f: ..t,.», R:.:A,..\:LitJ.td : i ?u.6•Lcia w wuw,wvr.;:.•..r .. ,i..a. --- ,•.wr•..,,,...n.....,,:.n +» ..,..,.M, ,.......... •_ ... ,.,•... - .. 1 , - r - • - - •� .cr •' 1 1 • PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 18 2.2.1.3.2 Beam Properties 0.875" OB -4 — 1 ^ = 1.625" S =1.09 in 4 O.K. , 1 H I = 2.29 I ~ w 0.072" x re IL — � JV 0 O , ► CO 0 , 2.625" W w J = ^' H 0.875" U) u_ OB -6 a' w O 1.625" S =2.02 in O.K. 2 - ',D1 ril ±0072 " I =6.22 in4 CO a = W ~ _ ' s t Z F 1 2.625" Z F— ww } 2.2.1.4 Check Posts (Dead plus Live Loads) D 0 1 O _ to 2.2.1.4.1 Load to Post ° 1-- a = w • 3 P (!# of levels)(L) I - � . 2 Mt' O L = 6.2 kips 1 j Z . . o � 2.2.1.4.2 Post Properties (net section) 1 �' 3.250 Z 1 OHF -40 . �_ 1 /r =49 +,t I_ in 4/r =82 o Brace L A =1.09 i 3 _ \. o T ube — Sx = in F -18.6 ksi r =1.17 in k r =1.10 in P =20.3_ . . . Mxa =30.0 k 2.2.1.5 Longitudinal Seismic 5 2.2.1.5.1 Base Shear r - Determine Period - Rayleigh Method - (UBC Method B). Derivation supplied upon 1 request. � T ? ,_____(1,1/ 2 l 1 2 1/2 } 5G 6 E 1 K o eo 4 - , A . ' f 2 is rol 4 , , 4 , i f P r ■ °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. d 11711 ? , .., " E: „ ...,, „, ,ir E 1 .... v,f :, , t;':. .. :, �' :�,.; �: , • : . .:. , .::.t... .u....�..... ,, �.... 'MLAidWW+Wf.YV►YY,M1�IAKY. 'y;,,y,.,y ,. .. :l+an:tteM v V. .y� .. w .r ..�.w�................ 1 INJ . -- ,,r-- • - . - PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 1 1, 2002 Sheet 19 Where: G = Gravitational acceleration W = Load per level 1 = Spacing between levels For units = kips inches, seconds z E = Young's Modulus G = 386 in /sect , I = Moment of inertia of post E = 29,000 kips /in2 '~ w Kp = Connector stiffness CC 1,1/ 12 t/2 5 T? 196Ke (2a2 +2a+ 1) � _ Nd = For this configuration Z H W = 4.1 kips F. p ■ . 1 = 60 inches (average) w F- Kp = 300 inch kips per radian per connector g L , Substituting yields: U N p— co T> 2.5 sec 01— ill u j �- Thus: - V<0.065W LLj 2.2.1.5.2 Design Forces p I- - P<6.2k; V <0.40k . M < Va/2 < (0.40)(96)/2 k. = 19.2 inch kips 2.2.1.5.3 Post - Combined Stresses 1 P NI _ +— P '1 /1 =0.94< 1.33 O.K. `"' t ';'.4„' ;:;+ }t;�., iii ;,;:-i < ,, ;. r 1 i. � .. C16kr 5 � . ` l Y' t °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. ; ,,, t' gs , s.....;: s...at,. s.'..,„ ,.:.i., ,rrf. ::... ,t ». r..,, a ?. " :,.. .„.: >‘xrx.,, +rshni,Stat%i+-tt .:t4a...+s6a . 3 4 .i.7t ^ JX❑ 4 ; t , 3 r PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 20 2.2.1.5.4 Beam Connections 2.2.1.5.4.1 Design Forces . z M < 19.2(1+1/4)/2 =16.9"k conn ( rrk � W . 2.2.1.5.4.2 Connection Capacity :t J Standard Connection co o WI J 2 r ,— 7 ( r Ma= (1.33)(2.5)(4) =13.3 in k cn O W Say O.K. 2 7/16 diam. Rivet (large post reserves) g Va= 2.5kips c 2.2.1.5.5 Base Plate z o z I P Seismic Type ? o M e e From equilibrium: p to ■ � 0 1.33Qa (7)(e)(0.85 "c) = +T =U T P-'-T ° 2. 2 )(P +T) =Ms U�. • 5.00 - _ I . 1 °I- 0 Simultaneous solution yields: z . e = 0.60 in. T = 1.0 kips 0 . . i • — t T =1.0/2 = 0.5 kips per anchor Use min. 1/2" diam. ICBO approved anchors. Minimum embedment 3.0" into slab. O.K. p Y : M ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. � '''r t t 1 ■ - ( . � - _ - - -- - . _ \4.r ■ . Pb <3.8k . 2.2.1.6.4.2 Brace Capacity TS 1 1/2 X1X16GA A ne t 0.28in rmin =0.41 in L k I F P (in) , (km) (k) 1 E ,, i . , s , 1 pt�Y y t'�., 56 116 11.1 4.13 O.K. � € ,:ii, yy'' 1 1 t ' 1 r �, i;. Y °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. ' i 1 . i.i:,t , Rk' +.rF..... ..,.fF.Sn ,.. ? .,:i. „ ,. .., p . .. . q..t Y .na, udk J` 715kk �.ti .Uk, uair;5drlElkkai:�vlazv t ✓id?ha JBruL i , - j \•te -.. ■ ' r ■ PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 22 2.2.2 Unbraced Frame Racks These racks are required for conveyor penetrations and personnel access under and through the bottom levels. z 2.2.2.1 Components and Geometry . z t F- w n , I W I I D I � 2 . D t UO ::: J f... a fn U _ r� II ) .a d J I •_• r_•. •_• r_. r� 1 : W =50 -144" H =120" v0 w a =max 96" D =48" o . 6 b =min 24" l y =88" W W z Beam Type Id =48 u. 0 Per General Merchandise Racks Upright Type • z • I OHF28 /TS v Co O 1 i 2.2.2.2 Check Beams z 1 OK per previous checks . I 2.2.2.3 Check Posts (Dead plus Live Loads) . 1 2.2.2.3.1 Load to Post { # P (II of levels)(L) . . 1 2 1 =6.2 kips . 7 3 3 t 1 i r i '5 1 4 3 :41Z,it 'C } ; �� x • : F f q le ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. "�,p,, 5 ., .,. .. , ;..... <.....:....,_G.......:..... . , .mrr en• k ... ,.+e...+u �.Mr...nrn „ws....,r .,w.. . a .•. a rn rb<...r...,. , .,N r' . -„( , - r , - r .. . . .. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 23 2.2.2.3.2 Post Properties (section based on min. net area) TS insert conservatively ignored for computation of bending strength. ' 3250 1 z t I QHF -40 88 = 80 . ~ w rt l_ t =0.100 in a/r Y 87 • PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 24 Substituting yields: f' T> 3.0 sec Thus: Z V< 0.065W r e tu 2.2.2.4.2 Design Forces 6 v 0 P<6 .2k; V < 0 .40k ' co a W ' — — J 1 .- -' M < Va /2 U) u_ < (0.40)(96)/2 = 19.2 inch kips u. < 2.2.2.4.3 Post - Combined Stresses � co w 1 Z h- 1 P A Z o I 2 D i :o 1.15<1.33 O.K. 0 H 2.2.2.4.4 Beam Connections ill u) t i... 2 t 2.2.2.4.4.1 Design Forces z LLi I Mconn < 19.2[ 1 +(2/3)(60/96)]/2 = 13.6 " k O 0 co ~ 3 2.2.2.4.4.2 Connection Capacity z t Standard Connection . (typ) i Mr Ma= (1.33)(2.5)(4) =13.3 in k i Say O.K. (loads very conservative) • 7/16" diam. Rivet Va= 2.5kips E ,1'r i t T 1 • : j; i u , Y ; M i °Co ri ght by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by wr permission only. T %` PY 6 Y bg 1YVrtx^; 1, r , - "" X. 7 ': 4 : * 1? r i)_... , ` - . - `1 •si 1 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 25 2.2.2.4.5 Base Plate P Seismic Type z Meg o c e From equilibrium: Z re w 1.33Qa (8)(e)(0.85f',) = +T 5 J C) T 1 P +T 2.5T—(P+ e/2 =1�4 NO P 5.00 ( ) ( ) W I r 1 Simultaneous solution yields: co u_ 0 _ e= 0.76in. w0 En T = 2 kips u. ? . ct U ) = W I- z � _ r. 0 zo .1— c ILI n U D T= 2.85/2 =1.4 kips per anchor o H Use min. 1/2" diam. ICBO approved expansion anchors. H ui U Minimum embedment 3.0" into slab. O.K. ~ u. O Z 2.2.2.5 Transverse Seismic v cn r- 2.2.2.5.1 Braced Sections z z OK per previous checks 2.2.2.5.2 Unbraced Sections Resist shear by minor axis bending. 2.2.2.5.2.1 Base Shear Conservatively use period for longitudinal seismic. V < 0.065W =0.80k 2.2.2.5.2.2 Design Forces Conservatively ignore base plate fixity while computing overturning forces. , .; fir;,;; .:;. ill 1 ,,, 3?3.7.4 3 k41. i 1 Za °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. t'%; i .: , (, -, , r }rd .t.,,, , ,,wc ' :yirm ' 3 ,r ..4.4.1, dd.: 1,. ■ .,. ' , , ., .. • o-., ..aArn9∎: :...._,...,4Zaw ' r ••� ' + . �^ : . JH. twrjai ,Vrn6;,tixraa n.1'' .ktr�Y^ru«.71' .- K .. PETER S. HIGGINS AND ASSOCIATES E Q CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 26 D I v h' =120 inches �� P =2.0 kips w h ' Note: Bracing shown is schematic - see this sec- 6 tion, subsection .2 for actual geometry. cC.) o p N 1, LIJ W O co D _ }} 2.2.2.5.2.3 Stabil P < PD +L - Stable -No Uplift. Anchors provide added Factor of Safety. 2.2.2.5.2.4 Compression Side Post Minor Axis Bending z o 2.2.2.5.2.4.1 Design Forces o P < 8.2k V < 0.40k p M <(0.40)(88)/2=17.6"k = v t!-p 2.2.2.5.2.4,2 Post - Combined Stresses P +�'1 Zf P M 1.25<1.33 O.K. 2.2.2.5.2.4.3 Base Plate { p Seismic Type From equilibrium: • • Me q�. I e 1 7 000 Fl 0 _ f rn ji L33oa T4 f (0.85 P +T (7 — e) M 2 s y :. Simultaneous solution yields: t > ° .., ?A e =0.97 in. ! �„ J %� • ' r;;� ,s p ;.l�j'� .a • Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. A. ■ PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 27 T = 0 kips T =0 Stable under vertical load alone O.K. z Anchors provide added Factor of Safety 1 I..: w Use min. 1/2" diam. ICB0 approved expansion anchors. re 2 Minimum embedment 3.0" into slab. O.K. j U 00 2.2.2.5.2.5 Tension Side w w . J = 2.2.2.5.2.5.1 Design Forces co o ui P <4.2k V <0.40k M y < (0.40)(88)/2 = 17.6 "k u.. ?. I- 2.2.2.5.2.5.2 Post - Combined Stresses Z = OK per Compression Side Check z I LIJ w 2.2.2.5.2.5.3 Base Plate V D O N ` P Seismic Type 0 L— ! From equilibrium: L-- _ n1�i11.33Qa u- 0 T fP+T (0.85f'c)(5)e = +T Z lii ON 7.000 0 I- 2.5T + (P +T) 2 (7 —e) NI O = Z 0 0 Simultaneous solution yields: i e =0.58 in. • T = 0.72 kips T =0.72 kips per anchor Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3" into slab. O.K. _ 2.3 Bicycle Racks i `, , *:',; P , } M i, 2.3.1 Vertical Loads '' ` 4 r. Loads per level = 0.5 kips ;t`�� Design beams for 25 % impact iti "1' ., • • oCopyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Z, rj" `# ' ��, Fera L t .. V v . , .... .. 1 . ... it:.. 1....,.. .,...w NM)1NVIWH M�+Y. .. s ... ... ..w....o.... ,r. ., Ft a.r....r.. 1•runC+.+ +. ....�......... r. i l 'ulj • , . - -..</— : i • PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 r October 11, 2002 Sheet 28 , t 2.3.2 Components and Geometry ' W D Z • _ Id 1-z w i UO H ° b W J u. b O O , , a A n 1 I i HW W =max 144" H =216" ? a =64" D =36" 1 - O b =76" h , =48 Z w c =86" d =54 ? o Beam Type Upright Type U N. OB - p e OHF -2 p o I— w w 2.3.3 Check Beams u_ O 2.3.3.1 Design Forces iii z o L,i✓ m O M < ( 2)(8) Smi < 30 z h =5.6 inch kips =0.19 in 2.3.3.2 Beam Properties 0.875" --► OB -3 , 1 — 1 . ___ = 1.625" S =0.72 in O.K. . I = 1.15 in 1 0.072 1 's 2.625" " N ` r . t ■ S �,a ,� t q [ '1 0 r r. s °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. ,,,, i A , � .. '. •:...�.�:" .'.u,,.. „J....Iital� � �•^” �. 5' O1lJ !�i4liuLSJ.:J.:ar'Y.u1.�Li�! .. MYf.% MMMI�iFMap�M /IY.uR4.wpP{'tyM1W4�.h'.A �..i .. +. ...� 1 +w�rw.w..w. .. r ... .. .. . 1 , r' • — - - - - ■ PETER S. HIGGINS AND ASSOCIATES . CONSULTING STRUCTURAL ENGINEERS Project; Target T -627 Job No. 5825 October 11, 2002 Sheet 29 2.3.4 Check Posts (Dead plus Live Loads) 2.3.4.1 Load to Post Z P (It of levels)( /.) 2 W : = 0.8 kips JU 2.3.4.2 Post Properties (net section) U o cn cn Ill `� 3.2 5" L OHF -28 t =0.072 l /ry =41 o 3" ► a /r =51 w x -- - X A 0.53 in I r S =0.44 in F =24.2 ksi Q r =1 in _ to d w x t r =1.17 in Pa -12.8k = M =13.2 k ? � . I-- O 2.3.5 Longitudinal Seismic z F- w 2.3.5.1 Base Shear D o U Use Code Default Values for CS o i V= 0.182W =0.15k v O L I 2.3.5.2 Design Forces w N U P <0.8k; V <0.15k M < Va - (3.3)P (fixity due to width of base plate) < (0.15)(64) - (3.3)(0.8) . = 4.7 inch kips ` Z 2.3.5.3 Post - Combined Stresses P /1/1 — + — P 11 /1 0.42<1.33 O.K. 2.3.5.4 Beam Connections ` 2.3.5.4.1 Design Forces !7 x qq�.yw�� 1 x t , imt t''' ,,: „..4.,,,,,,,,. ,,,,,, 4%, ,..„ i k, °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. i;; �• , .v *�.:A •1 � tai „sr�" 1. ,: w.. .;�.. w,.:..:.:• ,. „4.:. w x,., . ,, • • - �i: • a,r. , ,r, • • . v.. as u .a w) 4>W∎si. ..«S00.+1 rd ,4,. W L t , PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 30 2.3.5.4.2 Connection Capacity Standard Connection 2 „ t r~ (typ) i Ma= (1.33)(2.5)(4) =13.3 ink c4 w O.K. v 0 7116" diam. Rivet N 0 Va= 2.5kips W= H N LL 2.3.6 Transverse Seismic W 2.3.6.1 Base Shear ga 5 u. . Use Code Default Values for CS N Ci V= 0.232W =0.28k ~ _ Z 3 W w. 2.3.6.2 Design Forces ? oW r i /h 0 I— I Pe4 D W W V h' =140 inches 0 0 P =1.1 kips z. tin h' Note: Bracing shown is schematic - see this section, sub - section .2 for actual geometry. p t z. 1 + P EQ I l 2.3.6.2.1 Stability i TBolt = Peq - PD +L = 0 Use min. 3/8" diam. ICBO approved expansion anchors. Minimum embedment 2" into slab. O.K. 2.3.6.2.2 Brace 2.3.6.2.2.1 Design Force Pb <0.4k ' 41t ., t� °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. 1 I � • A PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 31 2.3.6.2.2.2 Brace Capacity TS 11/2 X 1 X 16 GA Anet= 0 . 28 in 2 Z rmin = in H W � fY L ki F Pa v (in) r (kst) (k) v Oo CO al 54 132 9.14 3.20 O.K. LLI 3 Lozier 1" Gondolas (Grocery Area) w o 2 3.1 Vertical Loads u. 1— w General Hand Stack Merchandise. Density < 15 lbs /ft3 N d = Design arms for max 100 lbs. _ � 3.2 Components and Geometry p Z1 D w � o C.) x _ _ � =w . U w N . U Z i I I � , H - Z I // //!///////. O%///// !!//!/// ///// J'//!// H/// Y///////////////// /! /! !/!Y /l// /!//! / / / / /!//!/! =0.04 in D =max 18 in W =max 48 in H =max 114 in . 3.3 Check Arms 3.3.1 Design Forces A1( (0.1) t l' 2 w 2 4 AI =0.9 inch kips Min. 2" 12 gal arm (5 =0.07 in3� Ample S min f- iU. 3U. • ' °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. » turii.: r,: r yy .+Ri:•.:at:,eufGi >:pa•nws:k): rig .4r :si EIp PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 32 3.4 Check Posts (Dead plus Live Loads) 3.4.1 Load to Post One Side Loaded Both Sides Loaded z P <_yWHD P52yHWD = Z =0.9 kips =1.8 kips ce w PD M=0 inch kips v UO M _ 2 . co =9.0 inch kips I.— N u. 3.4.2 Post Properties w 0 1.00" A =0.75 in kl /r< (1.5)(120)/1.11 u_ S =0.58 in =162 d �...,,_ rX = 1.05 in w S =0.24 in F =5.68 ksi z 18 ga &o r =0.42 in 1— O tYP c P =4.26k �� z N Mxa =17.4 g j M =7.2 k v o in. 0.1 O -- CI I-- W W 3.4.3 Post - Combined Stresses 9 u - P A/1 v cn Pa All Q H - z =0.73 < 1.00 O.K. 3.5 Base . , 1.25" Base Shoe . ' t =14 ga Mxa= 25 co co S =1.07 in I .3 r `fit k+l, i hK Cu 4 k ,, 1, )5 ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. ( rl . ._ ........u......w..+....rlr.l : au'' ..r... ...« ..., «. ..... ...., , .. .. ry 4�I -.emu ,l. j I , - .-- — -k. — - - : e l PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 33 3.6 Seismic ' 3.6.1 Base Shear z 3.6.1.1 One Side loaded V < 0.172W = 0.155 kips per side , tu 3.6.1.2 Both Sides Loaded 6 o Determine Period - Rayleigh Method - (UBC Method B). Roark 5th ed, Table 36 case 3b. Co 0 Conservatively ignore rotational modes. w tu 7 , 2 it i - ✓13 w u_ O 3.52 EIg 2 Where: u. < G = Gravitational acceleration w d W = Load per side = w 1 = Height of upright For units = kips inches, seconds Z H E = Young's Modulus G = 386 in /sect I = Moment of inertia of post E = 29,000 kips /in2 w O w The equation reduces to: U p For this configuration o H W = 1.8 kips (single sided OK) 1 = 120 inches (average) = v I = 0.84 in3 1-- — u- p. Substituting yields: - iu z N T> 1.0 sec O H, _ Thus: Z V <0.14W 3.6.2 Transverse Forces . One Side Loaded Both Sides Loaded P < 0.9 kips P < 1.8 kips . V < 0.124 kips V < 0.248 kips M < Md +1 + VH /2 M < VH /2 = 13.7 inch kips = 18.3 inch kips ` °'': a � T y " i, P A4 Pa Ma $ a 1.01<1.33 = 1 iy}d , . . ft� 1 --- .. P �'lgti'i�d"a. . °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. ° `' {i s'�" 4; ? -4 ij r • PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 34 3.6.2.1 Stability One Side Loaded Governs By Inspection D z a -► Z —OP- Q W —0. 1.--- J U V -► 0 - Ow (I) ° - - -- - - -► rn W --01. H W= —► J i_ H/2 — u) o —11. W O OTM < (VH /2) = 4.7 inch kips 2 d h. W RM > (PD /2) . 8_1 inch kips z'- Stable _ No Uplift z O Anchors provide added F.S. I ui D p Use min. 1/4" diam. ICBO approved expansion anchors. U O co Minimum embedment 1.5" into slab. O.K. 0 I-- W W 3.6.3 Longitudingal Seismic H 0 u- O . 3.6.3.1 Base Shear tii z co Load path is to rear of gondola for both arms and Hi- Impact shelves (via diaphragm action - H of shelf). Back panel is much stiffer than Hi- Impact posts in bending, so conservatively z ass this element takes all base shear. V < 0.232W = 0.216 kips per side r — 3.6.3.2 Check Back Panel t Loads resisted by back panel enclosed in locking tracks. 3.6.3.2.1 Shear . v < 0.054 klf /side Material is similar to particle board UBC Table 25 -2 allows 180 plf for 5/16" mate- rial, value for gypsum board used for this application) 1/4" PEGBOARD - ALLOW (1.33)(50) =66 plf 3.7 Fastening to Wall ..,ti_; : Y ,. � ' ;`} r t e The units are engineered to be free standing. However, they may b e attac to a perimeter build- , ing wall. From the above, the total base shear is approximately (0.2)(15)(1.5) = 4.5 psf. A perim- eter wall requires a design to at least 15 psf wind load. The code does not require design for W i, simultaneous D +L +E +W, so the attachment is acceptable, although strictly speaking not ,,. , necessary. y . }. r, , , ,,,. •r ..,, x 9.5 N .' 1 Co ri ht by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. +�.t ® PY � Y SS ' pY� b Y p Y �� e ll ' f 0 oery .� y ['t u .. . .. ..': t:. •...• at.: .'.; \wves C. #..:a.?:+a` ". a, "av►x+enri.Nmctq.�+AtW4.':w .:..«a'4rrnYrrw...n,i... -, ..� 1 i PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 35 4 Lozier 1" Gondolas With Hi Impact Extensions (Non Grocery Areas) 4.1 Vertical Loads z 4.1.1 Gondolas a w General Hand Stack Merchandise. Density < 5 lbs /ft re g . Design arms for max 100 lbs. 6 6 4.1.2 Hi Impact Shelves co o Max load 300 lbs per shelf. Top shelf not loaded (ceiling limitation). Hi Impact units are all single sided. co u_ 4.2 Components and Geometry g 4.2.1 Gondola w D z _. Z —► : w , H z D= maxl8in W =max 96 in H =max 144 in k 4.2.2 Gondola with Hi Impact R K. ilk t i , -' yt+r� h r } LV t4 ry « °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. k; r r t' _ ' t., 1 , . J? � � )h.,...... n ',`r.:r. -- - , r•.J;d- �..w. l: w y :a�Y+ .;<5! ;; 2:., +.aa.7r +i:. r «• • ...,. r. u'n id.Yi'M �u2'.1+1.Ytw': 'hc:s .a¢tiYa' ka':.'v[1. ✓z.'i V`rSrv'.iu�,:�s..,'Ai�1.iiA: +b . —I , .-- - - - . .. : • . . , . PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 36 Dh . ....._ D W z .t O. Front w Hyper Maxi -- 2 (only 96" loaded) w O uj 4.3 Check Arms D o N 4.3.1 Design Force$ 0 1 i ui A ,) S min .. I-- 0 � i • 0.04 in w U _ z =0.9 inch kips 2. - Min. 2" x 12 ga arm (S =0.07 ink Ample z 4.3.2 Check High Impact Beams 4.3.2.1 Design Forces \ L,'s/ M ' N[ __ (2)(8) S mIn < 30 =1.8 inch kips =0.06 in 4.3.2.2 Beam Properties r - .t , ':iii t s. ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only ,, ■ 1 irL--- �.4C . :` t PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 37 0.6875 1.000 I � Standard N ail U I "- of t= 16 gain O.K. c: n 1 z N I Sx =0.33 in ' i : `� I =0.60 in w J - 6 U 000 0 0 CO CI 4.4 Check Posts (Dead plus Live Loads) cu i co I 4.4.1 Load to Post One Side Loaded Both Sides Loaded P P < _2yHi ✓D CO D =0.6 kips =1.2 kips = w I— _ M P D M =0 inch kips Z H- 2 w 0 uj =6.3 inch kips U p Load from Hi Impact Load from Hi Impact o H • , ( = 0.15 kips = 0.15 kips = w ' . Ptot < 0.75 kips Ptot < 1.35 kips I-- H t — . u. 0 4.4.2 Post Properties t .. N 1.00" A =0.75 in kl /r < (1.5)(120)/1.11 0 F- . S =0.58 in =162 t . _ v...a = �.q rx = 1.05 in S =0.24 in F =5.68 ksi . 18 ga r Y Y 0.42 in typ o Pa =4.26k t �� N Mxa =17.4 , li. _ . M =7.2 k in. 0.188" ' 4.4.3 Post - Combined Stresses P NI _ P 11/1 a ,. ` J; . ' %) •y ` s • =0.57 < 1.00 O.K. { ri 1 "1 i,, '4, t d 21�1i ^f yp y1E"�`7- �'Y . i ' 'Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. za t' `u r.... 1 .., t. :. . i. 'S n.,. ' alt iii'!... i.':y; ... :. r /t..l.i +.W.:.. t.: �.':a ii.s'tlYt.iNY..... .1%At ✓ .... - .... ....5 wt . r- -... -. ... .. .....,... .,........w ..... _.... } I I I , ■ - - k r 1 A , . . • PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 38 4.5 Base 1.25" z Base Shoe , = z :i- o oo t = 14 ga 3 Mxa= 25.7��k 6 2 6 S =1.07 in3 —i v 0 0 . - N W WI 5 -II— 4,6 Hi Impact w o ` 2 4 .6.1 Load to Post g t�< P � (II of levels)(L) 2 = Ol W • =0.3 k Z . I— 1 4.6.2 Post Propert (net section) w 1- g ? . t 1 t =14 ga 2 96 / =150 N 1 5 A -0.46 in 0 F i 8 S =0.44 in F =6.64 ksi W 0 rx = 1.20 in = v. 3 -, S y =0.20 in P =3.1k i- H -- - r =0.64 in Mxa= 13.2k — O X - - -- X 1V a =6.0- w N U • i i t z ,— co i I 4.7 Seismic . 1 1 4.7.1 Base Shear . \ V < 0.172W • i = kips per side for gondolas i = 0.055 kips per side for Hi Impact 4.7.2 Transverse Forces t One Side Loaded Both Sides Loaded P < 0.6 kips P < 1.2 kips 1 1:14 V < 0.109 kips V < 0.17 kips 1. „t M < Md +1 + VH /2 M < VH /2 = 12.5 inch kips = 12.6 inch kips f .,..,,,,.... fz rir� 14'1 .-. x ,.pit. <F ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only J I } ,. 1 • . - -'.,- . , . PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 39 P A'I P A'I — +— — +— P a Ail a P a AEI „ , • z 1.14 < 1.33 O.K. =1.34 < 1.33 Say O.K. , 1 F -: . Z . re 2 4.7.2.1 Stability v One Side Loaded Governs By Inspection N o co w D -J I-- N u 0 1 2 �. —LI g a V �� . d . - - -- -- I H I w I —► z I H/2 —. z o —I. =l h OTM < (VH /2) = 6_3 inch kips p F,. w , 1 RM > (PD /2) = 5_4 inch kips H w I T _ bolt < (6.3- 5.4/18) < 0_2 kips II z ). w 0 . r Use min. 1/4" diam. ICBO approved expansion anchors. H _ Minimum embedment 1.5" into slab. O.K. p I' z 4.7.3 Gondola With Hi Impact One Side Loaded , P < 0.75 kips V_gond < 0.084 kips Vt < 0.042 kips 1 Vtot < 0.126 kips M<Md +1 + Von H /2 top r2 = 16.4 inch kips ; „,, ;iq . "4. P M , ikAW . 1,1" ” . ' Yu, . 1 °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. 1 „ ;: ; 4.2.....e., , - tom . . ,, , ,.., .., ......sc, ,. , osa,: ,..,,, <;.,,, .w .. ^ .,, ., +.w. +t, ..5'S; #r., .,,,e ,., ... .. .. r .. . .,,.:,, ,.. .ate.., . ,,,,.,i,, t.. MF' ; , ..„4„. . .,,,,,D,,,,„.„,, , ,, , , ,,,.:i x! ,.64tiil,,, r _\4r ■ ,I M I p w PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 40 =1.12> 1.33 O.K. 4.7.4 Stability . One Side Loaded Governs By Inspection z Hz D cc w H Q U —OW- LLLL 0 —► r N 0 U) 111 — . V '` w = --OP. I— - - -- - - -► —am' FN.— co , ;:— . H/2 — 2 to = V.7/ ii// i i = a I_ w OTM < (VH /2) = 6_0 inch kips z I RM > (PD /2) = 5_4 inch kips w O 2 D D D p Vt o� ii4 liNw-- I— t11 . V wZ H/2 o F Z //H//// / /////////4 OTM < (VH /2 +V ICI = 10.1 inch kips 1 ' RM > fgondaal ± i himpD = 8_1 inch kips Uplift < (OTM- RM) /18 = 0.11 kips • • Use min. 3/8" diam. ICBO approved expansion anchors. Minimum embedment 2" into slab, O.K. 4.7.5 Longitudingal Seismic 4.75.1B Shear , >k :'• Base ea . th , t ti ., 'a : `"e i. ,,,, Load path is to rear of gondola for both arms and Hi- Impact shelves (via diaphragm action , LP of shelf). Back panel is much stiffer than Hi-Impact posts in bending, so conservatively ` P P P g Y ;. ,, . ; , 4 z% C ?I assume this element takes all base shear. H =• V < 0.232W = 0.216 kips per side 1 . fir• ' . > ; . `'" Y!.. tf. t' ! d`r Y i ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. a,A ' K` 'a *" S'i �MrrRrilAt= t"N'YN9t+extse+'n aef✓£w:+ 'sawm,y, .. t ..n,Aa :+� cm ....., .„,. ... wr. -..1 .,m.,n. «.. -.. -. ... -. i l,f1�« ✓ . i I - I t i./ .M PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 41 4.7.5.2 Check Back Panel Loads resisted by back panel enclosed in locking tracks. ' 4.7.5.2.1 Shear z v < 0.053 klf /side ' H z Material is similar to particle board UBC Table 25 -2 allows 180 plf for 5/16" mate- < 2 rial, value for gypsum board used for this application) _i v 1/4" PEGBOARD - ALLOW (1.33)(50) =66 plf v O to 0 co tu 4.8 Fastening to Wall CO IL The units are engineered to be free standing. However, they may be attached to a perimeter build- w O ing wall. From the above, the total base shear is approximately 200 lbs, on a projected area of over g 48 square feet or less than 5 psf. A perimeter wall requires a design to at least 15 psf wind load. 5 The code does not require design for simultaneous D +L +E +W, so the attachment is acceptable, U- although strictly speaking not necessary. co d = w 5 Morgan Marshall Shelving z ZO 5.1 Vertical Loads w w , General Hand Stack Merchandise. Density < 5 lbs /ft D p Design shelves for max 120 lbs. v0 to 01— 5.2 Components and Geometry w w , Braced type governs by inspection (shear panel is much stronger) H O • Z m ► i UN 1 HF _ O I !~ z $ h b Mi d n t il ipir ::::t3:::1 H . Mill c m b C ' t .:r l k • t him a IN , '/ ////////////1 ////42 .0' IIIrrIAl21% A W = max 48" H =max 14411 ::.;, a =6" D =max 36" r „� t . .„ b =12” j =12" r, hb =48" k =36" , r : , , 1 =48" , N 11 ab. ! }ga' m =48 1 ' . I % K ;,4 - YR 1i ! +1 • - t'. ' XY }Kf ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only r , hf --- ,,........y...�w4+:+., e-m .ea...w.v,u'+.u.+u . mm. i �a�rvrr ....,: . M i full • PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 42 Note: The bracing shown is schematic. See drawings for actual number and arrangement of braces used. The dimensions shown are for the critical sections only. • 5.3 Check Shelf Beams z Design shelves for 120 lbs (very conservative) z ' w 6 P shel!h T M< (8)(2) U UO O =0.36 inch kips Co w Smin < 0.018 in3 w 1.25" t =16ga w 0 / / 0.75" / C S =0.048 in O.K. Q / M =9.00 in kips u) d w Z t— t = 13ga 1'-- O N. Z I-- .1_ S _0.022 in O.K. W ? ( 56' M 0.53 in kips v 0 O cn o F" — 5.4 Check Posts (Dead plus Live Loads) = v , 5.4.1 Load to Post (c critical section) "—' O z I Shelving v N y l✓DHirtb 0 �. P shelf - 2 =0.29 kips per post P p P 5.4.2 Post Properties and Capacities (net section) a • t=16 Ga Axial Capacity A =0.14 in S —0.033 in 1 5 O I, S in =0 0 36in3 (in) (kips) "s ry =0_53 in M =0.79 48 0.87 0.75" I M= 0.86a y p (in) (kips) k% 36 2.33 I L 4 4-1 °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. .rw7 >.•:,, t r e ,L,L,1 4.0 } 1 ► -( - _ . _ - .- - - . :r ., 1 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 44 #12 S M Screw Metal Spreader Allowable Shear on Screw =0.21 kips — z / (SDI value) _I- 4 • • Ma= (0.21)(4)= 0.84in k w Ce u6 D J U .. O.K. 0 0 (o J H 5.5.2 Longitudinal w IL w 5.5.2.1 Check Braces Q Number of units tributary to brace < 6 N V <0.61 kips Tb =0.8 kips _ a 0.75" X 0.06" Brace T =1.2 kips OK w F— _ z I._ 5.5.2.2 Check Shear Panels zo Number of units tributary to panel = 6 w uj V < 0.023 kips /ft v o 24 ga shear panel V =0.21 kips /ft Single Shear; 0.42 kips /ft Double Shear (limited by • 0 - ' screws) OK 0 t = w U • 5.5.3 Stability L 0 Worst case is single 18" deep unit. Unit weighs half as much as 36 deep configuration. w z U . 5.5.3.1 Base Shear F- I - z V= 0.172 =0.05k . 5.5.3.2 Design Forces \ D For a rigid body V /Z, • . , V P ery = 41 h'= 72 inches h ' P =0.21 kips $ EQ „,!em ,i TBolt = Peg - PD +L — 0k 'o-"` pa i tom : , °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. F , 'T � ; �r Lf4..l 4.U. s . 1:t „ ”. .. i,...,, ,.« L" ;. S:t's..ta:h « "af,-F.r.vc >o:1..1 i.:. G lsa...u:....t ias .N M.wtt' V**J nm...a+:W1. wu...... .. ... ... ,...v. "..... .. S - • PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Target T -627 Job No. 5825 October 11, 2002 Sheet 45 Use min. 1.4" diam. ICBO approved expansion anchors. or 9/32" shot pins O.K. Minimum embedment 1.5" into slab (for expansion anchors) z = 1 w J U i UO co W = t J I— �� W O. g i N d I— _ Z Z O W W U 0 1 = W • O iii Z O F 7 Z TJ . ;•Zq • a rt. {f • -.o. °Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only . m : 4 am' I� ' ri ,... , ,..: , , .;:.•.l:• •:..,, , . , • ., ,j r, . , >t�.�.E,� :�.'s:, «, .� „dr,�,r.. .... a ..., w1�.�. .• .., .�,�,;. ,,�,..�.�. .„k.n„�,.„ca _ - ___' - . •s., . . : • — -- ` PLAN REVIEW /ROUTING SHP ACTIVITY NUMBER: D02 -327 DATE: 10 -24 -02 PROJECT NAME: Target Southcenter - Racks a rz SITE ADDRESS: 301 Strander BI w Please Route I' A Structural Review Required No further Review Required I I , REVIEWER'S INITIALS: f DATE: (0 1 Q2 APPROVALS OR CORRECTIONS: DUE DATE: 11-26-02 ' lyk�i Al Approved n Approved with Conditions* Not Approved (attach comments) n �': Notation: fat t REVIEWER'S INITIALS: 4 DATE: (.21 a. _ Itit Permit Center Use Only I N& J ; r F : CORRECTION LETTER MAILED: 0`1 _z Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: . W1.l Documents/fouling slip.doc 2.28.02 et' id - ,, , , 4 �t t ',, , , . i, a....u..;c.,z, • iil;+:{,.;.ci1i YaY.4'44....i“:4* x ,04. i4,,AL,Es::neao : X.i ..:+•I ii Li eV liS"V■ tn...,.,!•..., ., ,u ,, ...z".. r.∎:9t`t $ ' It?, MAMtt,f.?1°.:144;P- +'ropr`trtJS Q4f. :Y1.4vtt?R$09: 4 AIYAIr''. , ,. • --.1 l . - ,, *: \. PLAN REVIEW /ROUTING SLIP , ACTIVITY NUMBER: D02 -327 DATE: 10 -24 -02 ' PROJECT NAME: Target Southcenter - Racks a ~ w SITE ADDRESS: 301 Strander BI cc Ori Plan Submittal Response to Incomplete Letter # v co o w Response to Correction Letter # Revision # After Permit Is Issued -i 1- ■ w 0 ` DEPARTMENTS: 2 - LL Building Division n Fire Prevention K Planning Division w d w Public Works El Structural [T Permit Coordinator r ? H WO W DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10-29-02 v o Complete I^1 Incomplete Not Applicable ❑ W H r Comments: w O ■ . UN Permit Center Use Only H I -. INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: 0 Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: 4 Please Route Structural Review Required No further Review Required I I ■ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11-26-02 Approved Approved with Conditions Not Approved (attach comments) , �J x ; : ,4,, ; Notation: REVIEWER'S INITIALS: � 1)r`v DATE: (0 / (l- . r 4t, ,� Permit Center Use Only e 1 ,;. c 4 CORRECTION LETTER MAILED: 1 I�'� x 'z Departments issued corrections: Bldg 1:=1 Fire ❑ Ping ❑ PW ❑ Staff Initials: ; ,A, Documents/routing slip.doc Y IV 2 -28.02 �j j Eit •..l, JTS, . k•.Aa «.ti 42:,wrr f ,tYi%V:RI.IttNyfl9!flN I t*tY tlN Y _ ya .•. r.. 1 i r . ..... . .... ... .. .. . • w 1 , _ , 'Z 4-7— REVIEW /ROUTING SLIP ACTIVITY NUMBER: D02 -327 DATE: 10 -24 -02 PROJECT NAME: Target Southcenter - Racks a SITE ADDRESS: 301 Strander BI ce w JU x Original Plan Submittal Response to Incomplete Letter # 0 0 coo Response to Correction Letter # Revision # After Permit Is Issued j _ H WO DEPARTMENTS: G ' 2 , Z -o � G ! g 5 Buil ing Division • Fire Prevention • Planning Division n to d Public Works n Structural Ti Permit Coordinator licr Z Zi wW DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10 -29-02 2 m U j Complete Incomplete n Not Applicable n o I- w w Comments: H 0 LL. O • iii Z Permit Center Use Only U _. INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Z 1... Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 3 TUES /THURS ROUTING: Please Route Fr Structural Review Required n No further Review Required . REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11-26-02 Approved Approved with Conditions Not Approved (attach comments) ,i . ='`" { pp n pp pp A t »biyy J ,V p � k �. Notation: REVIEWER INITIALS: DATE: ' '' A Permit Center Use Only A CORRECTION LETTER MAILED: ,t F �a . Departments issued corrections: Bldg I:] Fire ❑ Ping ❑ PW ❑ Staff Initials: sY,t� ?, . ..., # ,f '; Documenlshouling slip.docx 2-28-02 Qi ,, ,,- .,— ,.,4 � 1 F . ' final distribution fixture plan target ROLLER CONVEYOR SO.. AT GtiER PALLE BEAM OVER CONVEYOR TC BE SET s 93• STAGING _ TRANSITION FUPNITURF FJRN[T''RE AUTO /HAROWAREI NOT PLAN R ExIS JTY BEST REFLECTS EXiSTING CONDITION TOYS SP TG GOODS DISTRICT OFFICE`; F! SALES OOR FIA ST- OC(R`.JI1r4 FIB GROCERY (S9pT ONLY) F!C OvER-AL� PLAN ((APT ONLY) F3 D€Ci'LAyES F4 ( FICES F6 COLOR 'SIGNAGE F7 P►•;ARMpCY.OPTICAL PLANS & ELEVATIONS. I HOUR PnCTO FEI FT_XTURE- ELECTRICAL FL) FLOOR COVERING GC1GARDEN CENTER REMODEL STOCKROOM SCOPE Dock wal N/A q.3. Lockups & Netviork Area TO BE REMOVED Wide Span Pallet Racking TO MATCH PROTOTYPE FOR CONVEYER AREA Chap geback Area TO MATCH CURRENT PROT :YPE ON WALL ® Fixture Storage / Electronics Storage PROVIDE FUNCTION FOR EACH TO BE PROTOTYPE. Compactor /Baler EXISTING TO REMAIN G J Bike Sub Fixtures REPLACE EXISTING IF NOT PROTO. ® New Stockroom Areas of new building construction only =WORK IN THIS AREA FT\ AL DISTRIG_TI:\ ssL +: ^JF_P Z _ 32.7 2:-i O TARGET ;UE DATE: -• )T DATE: 13 -NOV -2002 08:16 AWN BY: A.BROWN ALE: 1/8' :1' -0' CYC 1 -03 REM ''E SOUTH CENTER SOUTH CENTER, WA T -627 E STOCK ROOM FIXTURE PLAN PLAN TYPE PLAN R ExIS JTY BEST REFLECTS EXiSTING CONDITION TOYS SP TG GOODS DISTRICT OFFICE`; F! SALES OOR FIA ST- OC(R`.JI1r4 FIB GROCERY (S9pT ONLY) F!C OvER-AL� PLAN ((APT ONLY) F3 D€Ci'LAyES F4 ( FICES F6 COLOR 'SIGNAGE F7 P►•;ARMpCY.OPTICAL PLANS & ELEVATIONS. I HOUR PnCTO FEI FT_XTURE- ELECTRICAL FL) FLOOR COVERING GC1GARDEN CENTER REMODEL STOCKROOM SCOPE Dock wal N/A q.3. Lockups & Netviork Area TO BE REMOVED Wide Span Pallet Racking TO MATCH PROTOTYPE FOR CONVEYER AREA Chap geback Area TO MATCH CURRENT PROT :YPE ON WALL ® Fixture Storage / Electronics Storage PROVIDE FUNCTION FOR EACH TO BE PROTOTYPE. Compactor /Baler EXISTING TO REMAIN G J Bike Sub Fixtures REPLACE EXISTING IF NOT PROTO. ® New Stockroom Areas of new building construction only =WORK IN THIS AREA O TARGET ;UE DATE: -• )T DATE: 13 -NOV -2002 08:16 AWN BY: A.BROWN ALE: 1/8' :1' -0' CYC 1 -03 REM ''E SOUTH CENTER SOUTH CENTER, WA T -627 E STOCK ROOM FIXTURE PLAN I'I I i • � j'I�'I'L'I'1'1 i ��I'�ii'ifi'iiI`i�i��Ii, �.� � I: 1 i > 4 1 ;1 I I I I I I i I F • 1 D 02_0327 35mm Dra • #1..7 • 0 Inch 1/16 2 3: ,d S 6 l l `L UI _b 2 L l 0 50, 96, 144" FILE COPY 50, 96, 144" MATERIAL Upright: Min. QHF -40 with special brace insert. Beams: Minimum Size QB -4 to 96" Spans QB -6 96 +" to 144" Spans Maximum Loads: 5,100 lbs per Level 12,300 lbs per Bay Upright: Min. QHF -40 Standard or larger footplate Beams: Minimum Size QB -4 to 96" Spans QB -6 96 +" to 144" Spans Maximum Loads: 5,100 lbs per Level 12,300 lbs per Bay MATERIAL Upright: Min. QHF -28 with special brace insert. Beams: Minimum Size QB -4 to 96" Spans QB -6 96 +" to 144" Spans Maximum Loads: 5,100 lbs per Level 8,200 lbs per Bay Upright: Min. QHF -28 Standard or larger footplate Beams: Minimum Size QB -4 to 96" Spans QB -6 96 +" to 144" Spans Maximum Loads: 5,100 lbs per Level 8,200 lbs per Bay FRONT SIDE 15' UNBRACED FRAMES ( 41 FRONT 15' GENERAL STORAGE SIDE 36" wi FRONT FRONT 10' GENERAL STORAGE GENERAL NOTES a - 10' RACKS, t =1/4" 7" Upright: Min. QHF -28 Standard or larger footplate Beams: Minimum Size QB -3 Maximum Loads: 625 lbs per Level 1,500 lbs per Bay 1. This drawing shows typical unit mater aF iIT C,j .j r- r. geometry. See Targes Stores fixture plan for location within store. See Higgins Drawing QR -1 for details of the rack components. 2. ARRANGEMENT A unit may have any number of beam levels if th �,y above loads per bay and the maximum cs�� shown are not exceeded. ONT ?>Q b - 15' RACKS, t =3/8" BASE PLA a,b QR -1 FO AND S ONLY ANCHORAGE LDING Issue Date: October 11, 2002 FRONT BICYCLE RACKS SIDE ETERS AN STRUCT 30765 PA •'VI WET BUIL' MUS ASS ES GI f. IFIC ' OAST M BU, C• 3 j -589 -1 G �� • DES G WRI I D COPIE I;r PERMIT :E SIGN 1 IG�, : OPYR TTE M •S • •NLY. • LY A ALID FOR ' LICATION, DRAWING ACROSS THIS BLOCK. I 0 Inch IIII�IIIIIIIJIIIIIIIIIII�lllll `1111 DATE 10 -29 -01 DRAWN CHECKED AP ROVED P. H. L L l 0 ��► IfIIIIIIIIIIIIIIIIIIIIIIIIIIIIIILIIIIIII1IIII1 TARGET STORES TEILHABER RACKS STORAGE RACKS TYPICAL CONFIGURATIONS Drawing # GENERAL NOTES 1. This drawing shows standard units of the gondola and "Hi Impact" shelving components only. See Higgins Drawings LZ -3, LZ -4 and /or LZ -5 for details of the gondolas and extensions. See Engineer approved installation drawings (same Job No.) general arrangement and other site specific information. Max 18 ", 48" (See Note 3) 2. With the exception of the "High Wall" type units of note 3, dimensions are maxima. Units may be smaller (most are <96" high and exempt from permit. UNO, this drawing applies solely to fixtures regulated by Building Code (normally >96" to the top loaded level). Units may be single sided (base and arms on one side of upright only). 3. "High Wall" units may be up to 48" deep, but may have no cantilever arms fitted to the posts. All shelving shall be supported directly by the base at both ends of the shelf. Single face bicycle racks shall have their front shelf edges supported by a post. 4. Hi Impact extensions are optional, and may be omitted as desired. They shall not be installed for grocery displays. 5. In seismic zones 0 -2, the units may be anchored using a single anchor located at the mid point of the base (drill hole as required) rather than at each end. Other anchorage details are unchanged. FRONT FRONT HI IMPACT EXTENSIONS Gondolas omitted for clarity. See installation drawings for location in store. NOT FOR USE IN GROCERY DISPLAY AREAS. Allowable Load - 300 pounds per shelf TYPICAL GONDOLA See installation drawings for location in store. Maximum Loads: 100 pounds per shelf 600 pounds per side for non grocery display 900 pounds per side for grocery display S. AN IGGIN SOCIATES UCT 765 PA T DRAWIN COPYIN WET SI BUILDI MU ,C 89 -17 ESIG ITT P P • ON E APP E SI NED DATE 10 -30 -00 DRAWN CHECKED HT. ION ONLY. ARE VALID FOR ATION, DRAWING OSS THIS BLOCK. APP OVED Issue Date: October 11, 2002 TARGET STORES COZIER STORE FIXTURES GONDOLAS AND EXTENSIONS TYPICAL ELEVATIONS Job # 5825 Drawing # TG -5 VIII I ii�ii�IIIIII III VIII IIIIII IIl III III�II��l��II iIILiI I Ii IIiIIi I II��It ►iiiiII o ��' ��I�► ��li��il�iiiliiii .�iiiiliiii�lliiliiil�lilil GENERAL NOTES 36 -48" 1, This drawing shows standard details of the shelving installation only. See engineer approved fixture plan (same Job number) for location, arrangement, dimensions, and other site specific information. See Higgins Drawing MM -1 for component details. Self Tapping Screw must penetrate both posts and brace /panel Brace or Back Panel FRONT SIDE TYPICAL ELEVATIONS SEE FIXTURE PLAN FOR LOCATION BACK PANELS OR BRACING MAY BE USED AS NOTED Maximum Loads: 120 pounds per shelf 580 pounds per bay OCT 2 4 2002 Issue Date: October 11, 2002 RS AND RUCT 0765 PA DRAWING COPYING WET SIGN BUILD M sso AL IFIC MAL 310 AND YW 781 N AR NP ES 0 0 Inch i i i 'i i I i l_7'ilj I [\1" 1/16 w , TNXjE.ST.reTTT • 5t if Li IIIIIIIIIIIIIIIIIIIIIII►IIII III II IIIII:IIhIII1 III IliiiIIII�ILIIIIIII�IIIII'II+II IIIIIIIII�IIIIiIIII�IIIIIII I .• , ,,I,.,.I. CHECKED RIGHT. ON0� FOR 10'. DRAWING OSS THIS BLOCK. APPROV P. H. E z i o IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII� TARGET STORES MORGAN MARSHALLSHELVING TYPICAL INSTALLATION STANDARD DETAILS Drawing # GENERAL NOTES 1. This drawing shows standard details of the gondola product line only. Main structural elements only are shown. Numerous secondary and non structural components are omitted for clarity. See engineer approved installation drawings (same Job Number) for components used, special details, arrangement, dimensions, and site specific information. 2. The installation drawings govern over this drawing. UNO, this drawing applies solely to fixtures regulated by Building Code (normally >96" to the top loaded level). 3. MATERIAL Steel - ASTM A1008 Grade 50 Class 1 UNO Bases and arms Grade 40 Welding Electrodes - AWS E70 -XX (all welds single pass fillet welds designed at 50% stress levels) Expansion Anchors shall be ICBO approved types. e.g. Hilti Kwik Bolt (ICBO RR #2156, 4627) ITW Ramset/Red Head (ICBO RR #1372), LDT ($5890) Gunnebo Taper -Bolt Sup -R -Stud (ICBO RR #3219) Powers /Rawl Power Bolt (ICBO RR #5225), Wedge Bolt ( #5788) Embedment shall be minimum 6X Bolt Diameter. Other similar anchors may be used if ICBO approved. The anchor types, sizes, and embedments shown on the installation drawing govern over the sizes shown on this drawing. 4. Bases shall be anchored in the manner shown in detail 4. Alternate direction of anchor hooks on each side of base as shown. Single sided units shall be anchored at the front and at within 2" of the post (using existing holes in the base or drill new holes as requred). Double faced units shall be anchored at the front of each base. Installations in seismic zones 0 -2 may use a single anchor within 2" of the post for single or double faced units. 5. Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 KSF. 1/4" Fiber Board -type FRONT SIDE (Fy= 50ksi) TYPICAL ELEVATIONS 14 ga Shoe 14 ga HOOK NS, FS, TYP SINGLE FACED DOUBLE FACED Base Shoe Type, Anchor Through Holes Using Pattern Shown BASE ANCHORAGE (See Note 4) ER A STRU 30765 HIG OCI U ACIF T BUIL MU 0: LI: �0- :9- D D I A w. • P h DCJI3 S PE r BE S COPY MISSI LY ARE LICATION. IGHT. ONLY. ALID FOR RAWING DATE 8 -6 -02 DRAWN CHECKED APPROVED H. Issue Date: October 11, 2002 COZIER STORE FIXTURES GONDOLAS TARGET STORE TYPE STANDARD DETAILS Job # 5825 Drawing # LZ -4 ' 0 Inch '11 III1111111IIHIIIIIIIIIIIIIIIILI II1III IIIII1iii 1111III_1111111111111IIIIIItII IIIIIIIII IIiiiIIII 111111111 L L l I0 I I I I I 1111111111111111111111.i 1111111 i i 111 SIDE ELEVATION Gondola , , I i Base Bracket I ■ I♦ I I I I 1/8 r.5 ", L_. 1/8 V3 /4" BASE PL & CONN. 10 ga. BENT TO ENGAGE SLOT IN BASE BRACKET GENERAL NOTES SECTION C3' 1. This drawing shows standard details of the "Hi Impact" shelving components only. These components attach to Lozier Gondolas as shown. See Higgins Drawing LZ -3 and /or LZ -4 for details of the gondolas. See Engineer approved installation drawings (same Job No.) for components used, special details, dimensions general arrangement and other site specific information. 2. The installation drawings govern over this drawing. UNO, this drawing applies solely to fixtures regulated by Building Code (normally >96" to the top loaded level). 3. MATERIAL Steel - ASTM A1008, Gr. 50 Bolts and Hardware - ASTM A307 (Grade 2) Welding Electrodes - AWS E70 -XX (all welds single pass fillets designed at 50% of allowable stress levels) 4. Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 ksf 1.00" 0.69' Upper BEAMS LC) N LC) I I tC O N 2 2.41" Bottom Front 7_ Gondola i e: TOP STRUT tYp 1/8 V 0.28" h"1_ Io _1.50 "_ SECTION 16 ga /s PLAN VIEW FROM TOP 12 ga. END PIECES PUNCHED AND BENT TO ENGAGE COLUMNS •0 • 4 0 O 1.63" I • FRONT POST 14 ga FACE OF GONDOLA 'N UPRIGHT F- 0 REAR BEAM CONN. 12 ga. PUNCHED TO ENGAGE HOLES IN COLUMN T FRONT TYPICAL ELEVATIONS SEE INSTALLATION DRAWINGS FOR LOCATION IN STORE KS tt t SIDE C=> 1/2 1/2 �y IT .7)FI =rl KVVILA OCT 2 4 2002 CEN IFri FRONT BEAM CONN. 12 ga. PUNCHED AND BENT TO ENGAGE HOLES IN COLUMN PET S "UCT • 765 P DRA ING CO YIN w SI' BU LD A A MP A IFI GGIN OCIATES ENGI COAST LIBU, 0 -58 AND BY E ER SIGNE o; • AR P COP IGHT. ISSIO ONLY. S0 YAREV LIDFO G A• ` ICATION. ACROSS THIS BLOCK. h11 h1 i d IlIllIllIhIllIlIl d i i i h i 1 DATE DRA s� =_ COZIER STORE FIXTURES HI IMPACT SHELVING GONDOLA EXTENSIONS STANDARD DETAILS CHECKED L L i 0 IIIIIIIIIIIIIIIIIIIIIII III IIIIIIIIIII� Issue Date: October 11, 2002 Job No. 5825 Drawing # LZ -5 GENERAL NOTES 1. This drawing shows standard details of the shelving product line only. See engineer approved installation drawings (same Job number) for components used, special details, arrangement, and site specific information. 2. The installation drawings govern over this drawing. 3. MATERIAL Steel - ASTM A570 Grade 40 UNO Bolts and Screws - Min. ASTM A307 Expansion Anchors shall be ICBO approved types. e.g. Hilti Kwik Bolt (ICBO RR #2156, 4627) ITW Ramset/Red Head (ICBO RR #1372) Gunnebo Taper -Bolt Sup -R -Stud (ICBO RR #3219) Powers /Rawl Power Bolt (ICBO RR #5225) Wedge Bolt (ICBO RR #5788) Embedment shall be minimum 6X Bolt Diameter. Shot Pins - ICBO Approved types, including: Hilti (ICBO 2388) Ramset/Red Head/Tru Bolt (ICB0 1639 Other manufacturers with ICBO evaluation reports are also approved for installation via this note Special /continuous inspections are not required unless noted on the installation drawings. 4. Back to Back units may be anchored using the pattern shown in Detail 6 if both conditions below are satisfied: 1) there is a shelf within 4 inches of the floor slab 2) the rear posts are screwed together. otherwise, all posts shall be anchored. 5. Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 KSF. rn•- -- lip - -n 1 Fit 4e 11 4c fll H H n n H H L* .— * U— — 'BUJ (Anchor Perimeter Posts) BASE ANCHORAGE 6 Back to Back Units ONLY See Note 4 Co cv Type t Sx Ix ` STD 0.059 0.057 0.021, to ti IC } 1.25" BEAMS DIMENSIONS AMD PROPERTIES 16 ga UNO IC IC Plywood Shelf } 3/4 "x16 ga brace with #14 SM Screws @each end * =max 6" ** =max 12" BACK BRACING Min 24 ga Panel with #6 STS @ max. 24" to posts Brace Alternate Bays UNO 0.75" I I I I I I 0.63" 1.50" COLUMNS DIMENSIONS AND PROPERTIES NET SECTION - UNITS: INCHES UNO ivoso tegoitQ tc zit\ (EXPIRES IYWK ;) 1 2004 1 POST ANCHORAGE 16 ga bent plate 1/4" expansion anchor or 9/64" shot pin to slab PET ' S GINS AND A SoCIATES S UCTU ENGI X765 PACIFY COAS MA' =U,C 10 -5 DRAWING COPYING WET SIG BUILD M D D••I N y'•`YRIGHT. ION ONLY. E VALID FOR ION. DRAWING SS THIS BLOCK. '0•Inch DATE 3 -8 -02 DRAWN CHECKED APPROVED H. Z. L t 0 II�III�III II. IIIIIIIIIII�I�IIII��I�lI�lil '�lil!II �i��I�IIJ_ ��I�► �II��I��I�I��I��I I��I��ii ��I��I�I�IIII�II�IIII�III IIIIIIIIIIiiI I FRONT TYPICAL ELEVATIONS SEE INSTALLATION DRAWINGS FOR SITE SPECIFIC INFORMATION i-' 5/8" Plywood with 3 "T" Nails Zo _L SIDE n • J C6x0.63x14 ga with 2412 SM Screws POST SPREADER DIMENSIONS AND PROPERTIES CONNECTION DETAILS MORGAN MARSHAL TAB TYPE SHELVING STANDARD DETAILS .L J iVL4 rr',• OF TUKWILA OCT 2 4 2002 .�- I,;.! Issue Date: October 11, 2002 Job # 5825 Drawing # MM -1 N Type t As Sx rx Sy ry T Post 0.059 0.14 0.033 0.305 0.036 0.55 COLUMNS DIMENSIONS AND PROPERTIES NET SECTION - UNITS: INCHES UNO ivoso tegoitQ tc zit\ (EXPIRES IYWK ;) 1 2004 1 POST ANCHORAGE 16 ga bent plate 1/4" expansion anchor or 9/64" shot pin to slab PET ' S GINS AND A SoCIATES S UCTU ENGI X765 PACIFY COAS MA' =U,C 10 -5 DRAWING COPYING WET SIG BUILD M D D••I N y'•`YRIGHT. ION ONLY. E VALID FOR ION. DRAWING SS THIS BLOCK. '0•Inch DATE 3 -8 -02 DRAWN CHECKED APPROVED H. Z. L t 0 II�III�III II. IIIIIIIIIII�I�IIII��I�lI�lil '�lil!II �i��I�IIJ_ ��I�► �II��I��I�I��I��I I��I��ii ��I��I�I�IIII�II�IIII�III IIIIIIIIIIiiI I FRONT TYPICAL ELEVATIONS SEE INSTALLATION DRAWINGS FOR SITE SPECIFIC INFORMATION i-' 5/8" Plywood with 3 "T" Nails Zo _L SIDE n • J C6x0.63x14 ga with 2412 SM Screws POST SPREADER DIMENSIONS AND PROPERTIES CONNECTION DETAILS MORGAN MARSHAL TAB TYPE SHELVING STANDARD DETAILS .L J iVL4 rr',• OF TUKWILA OCT 2 4 2002 .�- I,;.! Issue Date: October 11, 2002 Job # 5825 Drawing # MM -1 1 /8 CONN. a> GENERAL NOTES C BRACE DIMENSIONS t =16 ga 1 This drawing shows standard details of the rack product line only. See engineer approved installation drawings (same Job number) for components used, special details, arrangement, and site specific information. 2. The installation drawings govern over this drawing. 3. MATERIAL Steel - ASTM A1008 Grade 50 UNO Welding Electrodes - AWS E70 -XX (all welds single pass fillet welds designed at 50% stress levels) e 4. Expansion Anchors shall be ICBO approved types. e.g. Hilti Kwik Bolt (ICBO RR #2156, 4627) ITW Ramset/Red Head (ICBO RR #1372), LDT ( #5890) Gunnebo Taper -Bolt Sup -R -Stud (ICBO RR #3219) Powers /Rawl Power Bolt (ICBO RR #5225), Wedge Bolt ( #5788) Embedment shall be minimum 6X Bolt Diameter. Other similar anchors may be used if ICBO approved. The anchor types, sizes, and embedments shown on the installation drawing govern over the sizes shown on this drawing. Special inspections are not required unless noted on the installation drawings. 5. Unless noted otherwise on th,e installation drawings, the allowable soil bearing value is 1.0 KSF. r Type A 1 Type C e All 1.50 1.00 , a> GENERAL NOTES C BRACE DIMENSIONS t =16 ga 1 This drawing shows standard details of the rack product line only. See engineer approved installation drawings (same Job number) for components used, special details, arrangement, and site specific information. 2. The installation drawings govern over this drawing. 3. MATERIAL Steel - ASTM A1008 Grade 50 UNO Welding Electrodes - AWS E70 -XX (all welds single pass fillet welds designed at 50% stress levels) e 4. Expansion Anchors shall be ICBO approved types. e.g. Hilti Kwik Bolt (ICBO RR #2156, 4627) ITW Ramset/Red Head (ICBO RR #1372), LDT ( #5890) Gunnebo Taper -Bolt Sup -R -Stud (ICBO RR #3219) Powers /Rawl Power Bolt (ICBO RR #5225), Wedge Bolt ( #5788) Embedment shall be minimum 6X Bolt Diameter. Other similar anchors may be used if ICBO approved. The anchor types, sizes, and embedments shown on the installation drawing govern over the sizes shown on this drawing. Special inspections are not required unless noted on the installation drawings. 5. Unless noted otherwise on th,e installation drawings, the allowable soil bearing value is 1.0 KSF. r Type A B d - t Sx 1 Ix QB -3 3.00 2.63 1.63 0.072 0.72 1.15 QB -3.5 3.50 2.63 1.63 0.072 0.90 1.66 QB -4 4.00 2.63 1.63 0.072 1.09 2.29 QB -4.5 4.50 2.63 1.63 0.072 1.31 3.05 QB -5 5.00 2.63 1.63 0.072 1.53 3.96 QB -5.5 5.50 2.63 1.63 0.072 1.77 5.01 QB -6 6.00 2.63 1.63 0.072 2.02 6.22, 0.88 t BEAMS DIMENSIONS AND PROPERTIES UNITS: INCHES UNO RIVET PATTERN • • • 3 Rivet Clip Standard 4 Rivet Clip Optional O POSI 1/8 V RIVET -typ 3/16" CONNECTOR PLATE ON BEAM f 14 BEAMO V a BEAM - COLUMN CONN. 7/16" (Nom.) ASTM A502 -3 Rivets e e r Type W D t As Sx rx ry QLF -17 2.88 1.94 0.068 0.39 0.36 1.08 0.67 QHF -28 3.00 3.20 0.068 0.57 0.65 1.25 1.12 QHF -34 3.00 3.20 0.083 0.68 0.77 1.25 1.11 QHF -40 3.00 3.20 0.100 0.81 0.90 1.24 1.10, D COLUMNS DIMENSIONS AND PROPERTIES NET SECTION - UNITS: INCHES UNO O, • EXPIRES z "51 typ 0 • J O FRONT TYPICAL ELEVATIONS O SIDE SEE INSTALLATION DRAWINGS FOR SITE SPECIFIC INFORMATION Min. 3/8" Anchor (1 per post) 1/8 STANDARD T =11 ga L I ,L(.:ElVLL. CITY OF TUKVVILA OCT 2 4 2002 P FRI\AT CENTE.R Min. 1/2" Anchor (2 per post) l Added / 1/8 V \ Welds BASE PLATES 7.00" SEISMIC (4318 ") COMMON SIZES ONLY SEE INSTALLATION DRAWINGS FOR CUSTOM SIZES AND ANCHORAGE PET " S. H .GINS AND ASSO ATES ST- CTUR NGIN 30 65 PACIFI AS M' :U 'A 3 I.8 DRAWING AN COPYING BY WET SIG BU P:� ST BE :( AR V. PYRIGHT. SION ONLY. I RE VALID FOR ATION. DRAWING OSS THIS BLOCK. • i I L�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIILIIIII .I'IIILIII1�.IIIIIiLII TE 8 -6 -02 D WN NECKED PPI bVED P. H. L i IIIIIIIII�IIII�IIIIIIIII IIIIIIIIiiIIIIIIII iI1I IIIIIIIII III1.IIIIIIIIIILI1.1IIIIIIIII I Issue Date: October 11, 2002 TEILHABER MANUFACTURING CUE RACKS STANDARD DETAILS Job # 5825 Drawing # QR -1