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Home My WebLink AboutPermit D99-0391 - Port Plastics - Storage RacksPort Plastics City of Tukwila (206)431.3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES. APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 352304 -9070 Permit No: D99 -0391 Address: 1228 ANDOVER PK E Status: ISSUED Suite No: Issued: 11/15/1999 Location: Expires: 05/13/2000 Category: AWSE Type: DEVPERM Zoning: TUC Const Type: RACKS Occupancy: WAREHOUSE Gas /Elec.: UBC: 1997 Units: 001 Fire Protection: SPRINKLERED Setbacks: North: .0 South: .0 East: .0 West: .0 Water: TUKWILA Sewer: TUKWILA Wetlands: Slopes: N Streams: Contractor License No: DACO * * *101JC OCCUPANT PORT PLASTICS 1228 ANDOVER PK E, TUKWILA, WA 98188 OWNER TRI -LAND CORPORATION 1325 4TH AVE SUITE #1940, SEATTLE WA 98101 CONTACT RICH FISHER 828 ALVORD AV N, KENT, WA 98031 CONTRACTOR DACO CORPORATION 18715 EAST VALLEY HY, KENT WA 98032 ****************************************************** * * * * * * * * * * * * * * * * * * * * *k * * * * * * ** Permit Description: INSTALLATION OF PALLET RACKING. ****************************************************** * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * Construction Valuation: $ .00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N * k**************************************************** * * * * * * * * * * * * ** ** * * * * * * * * * * * * * * TOTAL DEVELOPMENT PERMIT FEES: $ 372.86 ****************•************************************** * * * * * * * * * * * * * * * * * * ** * * * * * * * ** *, Permit Center Authorized Signature: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Date: / Signature: Print Name: DEVELOPMENT PERMIT Phone: Phone: 253 - 859 -8408 Phone: 253 -656 -4505 bLIcdL D a t e I '5 53-t -- This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. CITY OF . TUKWILA Address: 1228 ANDOVER PK E Permit. No: 099 -0391 Sui Tenant: Status; ISSUED. Type:` DEVPERM Applied: 10/22/:1999 Parrcel #: 352304-9070 ` issued: 11/15/1999 * Apt.* A'• AA• A** A* ** kAA****• **A• AA AAAAAA*• tit*• A*•*.• A• A*•A*• A***• A *•AAAA1AAA• Permit Conditions:: 1. No changes will be made to the plans unless approved by the Engineer and the Tukwi la Bu•i 1di:ng.,: 2 All permits, i nspect•ion;' records-.' and app.rov�.ed plans shall be ,available. at the job site prior to the start of any con ,struction. These; #documents are to be maintained and avai 1 -- able until final nspect i on ',approval i s granted. 3 Electrical; permits, Sha l;.:l be 'obtained' through the Washington State Division of' Labor and, industries and all electrical work wi 1 1 -:be inspected by that agency' (248-6630). 4 :Plumbing, : perzmits shall" be obtained through the Seattle-King County.;'•�Department of Public Health. Plumbing will be inspected by that agency, including all gas piping ,(296-,4722), 5 All work shall be under separate permit issued the 'City of Tukwi la _ALl ,:Construction to, be done' in conformance with approved ,plan's and requirements of the Uniform ':Building Code (1997. Edition) as .amended Uniform Mechanical 'Code (1997. Edition); and :Washington Energy Code (`1997 ,Edition) . Validity :,of Permit. The ,issuance a of a permit or approval . a_f plans, .specificati and computations, shall not be con -': strued to be •a permit for, or an app ova l of any violation.' of any of the provisions of the ° : b u i l d i n g code or of any other ordinance of the jurisdiction:: No permit presuming, t;c give ;author ity violate or cancel the :provisions of this code : shall' b valid. ,,., WELle Project Name/Tenant: � pd�"�" `jam). - < s rtc S Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ® Warehouse Hospital in Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other • Valu of Construction: f /a, 60 0o . O p Tax Parcel Number: 3S 3o4— 1070 Site Address: City State /Zip: /.; '44 \76 Ov re, PAfZk' r4 -I`7' uet-kJ/LA WA '771i/ Property Owner: 1%ta<I (- ' 'r . lAJ�`rf`YI ti b v Arlc.) PM 1 Phone: /A N — Street Address: %) S City State /Zip: Fax #: �/� t y Pc- r tites,n . rr � i) . . Smut L 6, ri p Contractor: ..,_, -- L4c. �:_ t1/4.,C. . Phone: OS;—S1S'�i -E YGk Street Address: k '7 1 6771 \ 4 L t_ f N r - U y . City State /Zip: _•• - 1 (,J4 9(a ?ft). Fax #: s3 - ks 1 -� 3 Architect: �/ / Phone: Street Address: City State /Zip: Fax #: Engineer: t tit t C. , rt C. . Phone: l`/' e)/ 261 - 6 I eri Street Address: 6, ( r A� Tx..,r r . P >'to� City State /Zi : (4- 9 / 6V-' Fax #: ( €'a0..)g41 .-- (29,f1 j Contact Person: Phone: �// fj e [� Street Address: ss: , � `7..,r' 6r vCSie.. ;F Aye' & . O i City State /Zip: e. fX47 iw ( Fax • c ) c F r '"" ) 41.3. Description of work to be done: /4) 5 7 r0 (yi - P - L L i R -clG Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ® Warehouse Hospital in Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other • �RG� Proposed use: El Retail [71 Restaurant ❑ Multi - family ct Warehouse Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes 0 . no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? n yes ❑ no Existing fire protection features: gl sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: /Cj G 0 0 existing Area of Construction: (sq. ft.) /244: A ( '%\ Y, /O v Will there be storage of flammable /combustible hazardous material in the building? ❑ yes no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets ■ CITY OF TU'll/ILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Commercial / Multi - Family Tenant Improvement / Alteration Permit Application Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS`S!TE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the. Public Works Department) ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension ❑ Water Meter /Exempt ft: Size(s): 0 Deduct ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): ❑ Miscellaneous ❑ Flood Control Zone ❑ Hauling ❑ Landscape Irrigation O Private 0 Public O Private 0 Public 0 Water Only Est. quantity: gal Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Data arcationpfed: _ _ l Data application e Ap `atll taken by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM CTPERMIT.DOC 1/29/97 BUILDING OWNER OR AUTHORIZED AGENT: Signature: Z :ma ` Date: 1'D /OC) /c Print name: - ' 4:. � C (ri t` I t-1 ` r� -. Phone: C - r �.1. 3 _ ASS - % 4 y b !IA_ �- - S i - / O c/ 3 Address .�,.3 8, A4._V 6(Li) f\,V c . City /State /Zip�� ` x/86 I ALL COMMERCIAUMULTI -FArr IL.Y TENANT IMPROVEMENT /AL RATION PERMIT APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: ➢ ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ➢ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ Complete Legal Description ❑ Metro: Non - Residential Sewer Use Certification if there is a•change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include : ❑ >' 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, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). ❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled ❑ 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. ❑ ❑ Vicinity Map showing location of site ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ Indicate proposed construction of tenant space or addition and walls being demolished 71 ❑ Construction details ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ` ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". ❑ �: Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT ! HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND / AM AUTHORIZED TO APPLY FOR THIS PERMIT. C77'I:RM1T.L)OC 1/29/97 i4ki.^ k,k 11k'' ',khlA;:k* **k1 *tr ,1:1. *F.*.c1I< h'F * t. { tok1 t6 ':lv* * *k 1k3,'k*:'•.t* ► *.Ak *'k**`. '1;0.1 o 111 ti 14 L L f=) w A � � I f +440 ; 1 1 *, *A*.1 c * fr�*%1�� s` t k * * • k T�4 4 . * A h1"E ; 1 1 �rt`^Es. **AA - . -,*3* *A- k il^ , a ., ** *I A • S h s � �� 5 .'. 218 65 11/1`!/.. 4 at1 °_. :l �1- +i`taAfilT � "� urti t��r w p aNtiti °1�t., .Amount: . Pa virteni1, .:,14e •., lib d ;ONE CI: IUo :..I)At Cr11t 1'U11 A f:krth Ins(: t'1.:11 •• Per' tRit.:,lcN I 1)1.VLILOi'i11 .t�f, PER 1 >F • 9071+ • • a.1 t e (idr es" 11 1.22 ANI) )Vt -it. PI. I: • f •ra't I' or . :. 37" . t36 2'18.•.63 1 t«I ALL PUIta. fill '/'..,.. 13 a1 ance t?U A4 k ** *: *a * 4.;1. 1 r•h * ,t i 4, * a. *.1 1 * **•kfi *,l k t. 4, 6. *0 * A k ,1'A * . 11;1' .' ,1 ,. *ke4k_4h 4 ".‘," 000/ 522.1.0.0 0 0 0 3.4: .. t3.,10 0000 386 .904 I) X3%1 — pt ion PLAN '0HECI: - N0 %6 .. 91 iTE 13I.13:1..Ul i' G. 1UftC1-1AE .: . A oe oU'n'`. .4 50 8f324 IL/16.9717 TOTAL 119.65 11E4 1 71. * a4 * F A •/c 4 A h dr: l k k ;k th 1 * it 1 •b it l h* h X k k k ••1 +4 .ie %lc k* k A tit A. 1i. tir :k i k A h •r4 /CA C) TN OF 1rtlKWILA WW 1 i't +Nfi► 1 • A..lk.1 *A 111:. 1hkAA: 1A 4.*A.' hi *kh k.1kAk•A:1A•A*AAktirtA : 1MkA' e44t'/rA1kA•.l':A:kkk'Aici.' TRtIN,MI1' Number: ,R9800174 :Hmpunt; 154..2.1 10/2'1/99 1.4:1.EI. Payment'. tie i:had: , 1it:LI( 'Nat ion: 1)ACr1 LORD In;ihr. TL1 I ipro•iG ".'flow D '9.7039 .': • fvun; •I)L :It:i4 : DE VIEL 1)Pt 'lLr•�f.. PERM X'(' Parcel . .Na: 352304.-907.0 !a'i��.:Adtti� �sz'1'28 1��{''U ►1i.R: :NK E. 'fatal .372 •136 T h i s P: Vr oe t 154..21.; 1"c:tat ..ALL' Pmts.w '184. 13 l.tLi;acc 21.8.65. 44+4,4-4 11,* ir,.** A ikik***4** s1'sF y4* k+ 4s! ofk4:*' h'1• kd.A' *:t%\.A'4+k do*'*A••A•Aa1:ir;1A• Account Lade Desa1~ i Dt i an tam�ltrit: 000/322,4100 BUILDING - MM. -MEzE; . - 154.i1 0203 .10/25 9710 TOTAL 154,21 1 x4. Project t -L - - V C $ Ti Re of �ction: L. \ C,t 1t X t1 �1 `J� t ,1cui1 Address: b99e kaco_exci Date called: 4- O\ - O Special instructions: ub LV)(o G.K 1„ Nk1�P Date wanted: a.m. 14- O3 00 P.m. Requester: ` e �s, 9 L-1 Ca 1-M tt4': ` ;: INSPECTIO NO. CITY OF T KWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per applica INSPECTION RECORD Retain a copy with permit [ 6- 03C11 PERMIT NO. (206)431 -3670 corrections required prior to approval. Date t (� 'Q) $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pr t Type of I pection: / .=,, At ri d eneii i)) E. Date id: /2/ p ci I instructions: r�✓ ,� Date wanted: /Z � a.m. p.m. Requester: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Ei Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. 4206)431 -3670 Corrections required prior to approval. COMMENTS: /aI ,,G0 „A, • El $47.00 REINSPECTION F E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.) Suite 100. Call to schedule reinspection. Receipt No: Date: x .h..... 1 .... p41;64,_ //7 c Typ isspe A • F° Date, ed/ / / ,.-} Special instructions: Da w�ad 1,.., Re _ /'`/j�� tor!)) 1 �1� COMMENTS: ) ie �� f bra �- o c, het"- � 6 ) C/04, /1,7 r(5,1 /14/ /4) r//tr i-/%0-3 et/ C A-0 4,s 0 4,-"q 12J0 10,Kerritel /72-1 7pe / A j- c L , Inspector: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to app Ej $47.00 REINSPECTION I{E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: T ype of Inspection , Va k- Address: 122. s4vl o v / F, pie. Eli Special instructions: x - 0 4,- to Date wanted: /�/� a )1 -1�! p.m. Requester: , i� / /e4 r, . n lc_A c-t}7..c.�.� 4 Cs 401 — r_ , k , , /..-, iJ , Fi'1"!'0i, 1- 7`' /4477 1.-2- / /S 71- 7' '` -e .6 .00-7-, / /2 Project: Pont- I�fash� - T ype of Inspection , Va k- Address: 122. s4vl o v 6�k.. Date called: I I lir Special instructions: x - 0 4,- to Date wanted: /�/� a )1 -1�! p.m. Requester: , Phone: MO-4Mo - 6 /55(o eel) . INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit Date: PERMIT NO. (206)431 -3670 X Corrections required prior to approval. -AIL de �._. 4 d fir 0 $47.00 REINSPECTION , E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: '4".41 :p . ;a4'`'?" Lv `; '�'�� +''�':.t ti"NC*..1,�'?'�R�:'n:i r,a'.' .; ±9' tr;'XS'yv �f+,•r: z, r City of Tukwila Fire Department Address 2'.�' r � • . i Sprinklers: / Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Project Name. PL C 5 Retain current inspection schedule Needs shift inspection N( Approved without correction notice Approved with correction notice issued c-2 .3/ Date Authorized Signature Date . £INALAPP.FRM John W. Rants, Mayor Thomas P. Keefe, Fire Chief Suite # Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 .•• TEL : (909) 869-0989 MATERIAL HANDLING ENGINEERING EST. 1985 STRUCTURAL CORRECTION FOR PORT PLASTIC 1228 ANDOVER PARK EAST. TUKWILA, WA 99-2404 DATE : 12/13/99 BELOW IS THE RESPONSE TO YOUR PLAN CHANGE REQUEST: 1. AS PER OUR CONVERSATION TYPES 13 & C STORAGE RACKS HAVE BEEN ANALYZED AS SINGLE ROW SYSTEMS IN THE TRANSVERSE DIRECTION. PLEASE SEE PAGES 4, 8, 9, 16, 20, 21, 22, & 23 OF THE REVISED CALCULATION PACKAGE REGARDING REANALYZING TYPES B & C STORAGE • RACKS. PLEASE ALSO SEE REVISED DETAIL DRAWING 99-2404B REGARDING SHOWING THE CORRECT CONFIGURATION OF THE SYSTEM. 2. PLEASE SEE REVISED DETAIL DRAWING #8 99-2404A REGARDING SHOWING FRONT TO BACK BEAMS AND WHERE THEY ARE SUPPOSED TO BE USED. PLEASE FEEL FREE TO CALL ME WITH ANY FURTHER QUESTIONS YOU MAY HAVE SINCERELY, MYRO TORRES RECOVEO ("AN OF TUKWILA DEC Z 8 1999 PERMIT CTE. R FAX : (909) 869-0989 STORAGE RACKS DRIVE -IN RACKS CANTILEVER RACKS MEZZANINES CONVEYORS CAROUSELS PUSHBACK RACKS RACK BUILDINGS STEEL SHELVING MOVABLE SHELVING STORAGE TANKS MODULAR OFFICES GONDOLAS BOOKSTACKS FLOW RACKS FOOTINGS SEIZMIC U MATERIAL HANDLING ENGINEERING EST. 1985 SEISMIC ANALYSIS STRUCTURAL DESIGN CITY APPROVALS STATE APPROVALS PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION PERMITTING SERVICES ALASKA ARIZONA CALIFORNIA COLORADO CONNECTICUT GEORGIA IDAHO ILLINOIS SEISMIC ANALYSIS OF STORAGE RACKS FOR PORT PLASTIC 1228 ANDOVER PARK EAST TUKWILA, WA JOB #:99 -2404 INDIANA OHIO KANSAS OKLAHOMA MICHIGAN OREGON MINNESOTA PENNSYLVANIA MISSOURI TEXAS MONTANA UTAH NEVADA VIRGINIA NEW MEXICO WASHINGTON WISCONSIN b 3q/ 161 ATLANTIC STREET • POMONA • CA 91768 • TEL : (909)869 -0989 • FAX : (909)869 -0981 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT PLASTIC FOR DACO SHEET NO. 2 OF 24 CALCULATED BY MYRON DATE 12- 13-1999 DESCRIPTION COVER SHEET TABLE OF CONTENTS SCOPE PARAMETERS CONFIGURATIONS COMPONENTS & SPECS. LOADS AND DISTRIBUTION LONGITUDINAL ANALYSIS COLUMN BEAM BEAM TO COLUMN BRACING OVERTURNING BASE PLATE SLAB & SOIL TABLE OF CONTENTS PAGE # 1 2 2 3 4 -4 5- 6 7 8 9 10 11 12 13 14 15 SCOPE: THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT PflT PLASTIC FOR DACO SHEET NO 3 OF 24 CALCULATED BY MYRON DATE 12 -13 -1999 PARAMEThHS: STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACT TRANSVERSELY. 1. COLUMN. 2. BEAM. 3. BEAM TO COLUMN. 4. BASE PLATE. 5. HORIZONTAL BRACING, 6. DIAGONAL BRACING. 7. BACK CONNECTOR. TRANSVERSE TRIBUTARY AREA LONGITUDINAL TOP VIEW SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT PORT °LASTIC FOR DACE" SHEET NO. 4 OF 24 CALCULATED BY MYRON DATE 12- 13-1999 CONF IGURATIONS 1 1 TYPE B & C EXT. 1,250 lb. 2" If 2,4" 2,4" za" 2,4" 24 "" z zF 2j!"" 8 1,250 lb. 7 1,250 lb. 6 1,250 lb. 5 1.250 lb. 4 1,250 lb. 3 1,250 lb. 2 1,250 lb. 1 �f 120 "--k 42" -4 IL. 42" 4 2" 2,4" 2 2 2 2 24" 2,4" 8 7 6 5 4 3 2 1 TYPEB &CINT. 2,625 lb. 2,625 lb. 2,625 lb. 2,625 lb. 2 625 lb. 2,625 lb. 2,625 lb. 2,625 lb. •f 120 "---k 4L 42" -4' 1 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT Pr"T PLASTIC FOR DACO SHEET NO 5 OF 24 MYRON DATE 10 -08 -1999 CALCULATED BY CONFIGURATIONS / 2" 1 2r 2,4" 2 24" 2 2,4" 24^ 24" y 8 2,625 lb. 7 2,625 lb. 6 2,625 lb. 5 2 625 lb. 4 2,625 lb. 3 2,625 lb. 2 2,625 lb. 1 4 4 " 4 1 192" 2 2 2 24" 24" 24 " 2,4" •�-- 144 " --71' l` 42" 4 42" 4 7 5 3 2 TYPE A FRT 2,625 lb. TYPE A REAR 2 375 lb. 2,375 lb. 2,375 lb. 2,375 lb. 2 375 lb. 2,375 lb. 2,375 lb. 2,375 lb. 144" I 42" 36"44' INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT POT 7 LASTIC FOR DAC(T SHEET NO OF 24 CALCULATED BY MYRON DATE 10- 08-1999 CONFIGURATIONS TYPE D FRT 2,375 lb. / 2" 24" 2F 2,4" 2 2 2r 24" 24" 8 2,375 lb. 7 2,375 lb. 6 2,375 lb. 5 2.375 lb. 4 2,375 lb. 3 2,375 lb. 2 2,375 lb. 1 1 2" 24" 2 2 24" 24" 2r 2,4" 8 7 6 5 4 3 2 1 1 •F- 144 " ---4 1 42" -44 42" -I' TYPE P REAR 2,500 lb. 2,500 lb. 2,500 lb. 2,500 lb. 2,500 lb. 2,500 lb. 2,500 lb. 2,500 lb. 144 " -71' 36 "I r IZMi INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT Pr1T PLASTIC FOR DACO 7 OF 24 MYRON DATE 10 -08 -1999 SHEET NO CALCULATED BY CONFIGURATIONS TYPE F FRT 2,625 lb. / 2" "1 24" 2,4" 24 " 2 � 4 c " ._ "I 24" 2F 24" 2 �n 8 2,625 lb. 7 2,625 lb. 6 2,625 lb. 5 2 625 lb. 4 2,625 lb. 3 2,625 lb. 2 2,625 lb. 1 19 - 144 "-4 42"4* 42" 2" 24" 24" 2 24" 2 24" 24" 2 �n 8 7 6 5 4 3 2 1 42" 4 " 1 TYPE F REAR 2,375 lb. 2,375 lb. 2,375 lb. 2,375 lb. 2 375 lb. 2,375 lb. 2,375 lb. 2,375 lb. 144" I fi 36" 4 1 5,320 lb. 3,559 in.lb. 5,230 in.lb. <- stdccnn. 2 4,655 lb. 3,775 in.lb. 5,230 in.lb. <stdcann. 3 3,990 lb. 3,559 in.lb. 4,960 in.lb. <- stdcann. 4 3,325 lb. 3,236 in.lb. 4,583 in.Ib. <- stdconn. 5 2,660 lb. 2,804 in.lb. 4, 097 i n.I b. <- stdcann. 6 1,995 lb. 2,265 in.lb. 3,504 in.lb. <stdconn. 7 1,330 lb. 1,618 in.lb. 2, 803 i n.l b. <- stdcann. 8 665 lb. 863 in.lb. 1,994 in.lb. <stdconn. TYPE B & C EXT. DESIGN LOAD = 1250# BASE PLATE COLUMN BEAM V 7 X5 X.375 M base = 3559 i n.I b. V COLUMN 3- 1/4x3x 12ga STRESS =0.34 C4x5.4# MAX LOAD /LEVEL= 3,575 lb. BEAM I S O.K. V OVERTURNING BRACING SLAB & SOIL V ANCHOR STRESS = 0.50 # CF ANCHORS = 2 HORIZONTAL .4 2 1/4 X 1 1 /2 X 1 4 GA STRESS = 0.21 DI AGONAL V 2 1/4 X 1 1 /2 X 14 GA STRESS = 0.37 PUNCT. STRESS = 0.80 BENDING STRESS =0.70 V S INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT PORT- °LASTIC FOR DACfr SHEET NO OF 24 CALCULATED BY MYRON DATE 12- 13-1999 TYPE B & C EXT. SPECIFICATION - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/ 2 x 3-1/ 2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. L.or44. SINGL -E 'RON UNITS. TRANS. SECT1 CN AXIAL FCRCE 8 1,250 lb. 7 1,250 lb. 6 1,250 lb. 5 4 1,250 lb. 1,250 lb. 3 1,250 lb. 2 1,250 lb. 1 / z,4" 24 " "" 24" 24" 24" 24" 24" 24" 192" 1,250 lb. 143# 125# r 4 " 107# 89# ` — 4 " 71# 53# 4 „ 35# • 1 7# 4" fi 120 " Iu= 90" MOMENT BEAM MCMENT 42" 4 345# 302# 258# 86# • 43# • 215# — ♦ 172# 129# 1 10,820 lb. 7,030 in.lb. 9, 243 i n.I b. <- stdccnn. 2 9,468 lb. 7,456 in.lb. 9,243 i n.l b. <- stdccnn. 3 8,115 I b. 7, 030 i nib. 4 6,762 lb. 6,391 i n.I b. 8, 711 i n.l b. <- stdccnn. 5 5,410 lb. 5,539 in.Ib. 7,965 in.lb. <- stdccnn. 6 4,058 lb. 4,474 in.lb. 7,006 in.Ib. < stdccnn. 7 2,705 lb. 3,196 i n.I b. 5, 835 i n.l b. <- stdccnn. 4,450 in.Ib. 8 1,3521b. 1,704 in.lb. <- stdccnn. 2,852 i n.I b. < stdccnn. TYPE B & C INT. DESIGN LOAD = 2625# BASE PLATE COLUMN BEAM V 7 X 5 X.375 Mbase= 7030 in.lb. V COLUMN 3-1/4 x 3 x 12ga STRESS =0.69 C4x5.4# MAX LOAD /LEVEL = 3,575 lb. BEAM I S O.K. V OVERTURNING BRACING SLAB & SOIL V ANCHOR STRESS= 0.22 # CIF ANCHORS = 2 HORIZONTAL V 2 1/4 X 1 1/2 X 14 GA STRESS = 0.87 DIAGONAL V 2 1/4 X 1 1/2 X 14 GA STRESS = LQ8 PUNCT. STRESS = 1.18 BENDING STRESS =1.23 V MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 Pr PLASTIC PROJECT FOR DACO SHEET NO. OF 24 CALCULATED BY MYRON DATE 12-13 -1999 TYPE B & C INT. SPECIFICATION - MAIN STEEL - BASE PLATE STEEL SECTION 45000 PSI 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. Lc421. SINALX VON NITS. TKANS. AXIAL FCR CE 8 2,625 lb. 7 2,625 lb. 6 2,625 lb. 5 2,625 lb. 4 2,625 lb. 3 2,625 lb. 2 2,625 lb. 1 24" 24" 24" 24" 24" 24" 24" I 24" 192" 2,625 lb. 2 84# 248# , 4 " 177# "—p 4" 1p -6 1" • 71# • 35# 4" 120 " Iu= 90" MOMENT BEAM M CMENT Nat: INTt1ZIOR COWMI,IS 10RCES "PU£ 10 SEISIAIC OVt'. ARC CANCEI.-I..ED ' t�Y - 1 IOi4 Togo yl3E 'TO 'ISN11c ov'r. .11- EREFoRE 140 ovl~ og IPCTVASET2 y THE 4 4.A15 Q SM.. 42" 702# 614# 526# 438# 351# 263# 175# 87# • 1 10,820 lb. 7,030 in.lb. 9, 243 i n.I b. <- stdconn. 2 9,468 lb. 7,456 in.lb. 9,243 i n.I b. <- stdconn. 3 8,115 I b. 7, 030 in.lb. 4 6,762 lb. 6,391 in.lb. 8, 711 in.lb. < stdconn. 5 5,410 lb. 5,539 in.lb. 7,965 in.lb. <- stdconn. 7,006 i n.l b. <- stdconn. 6 4, 058 I b. 4, 474 in.lb. 5, 835 i n.l b. <- stdconn. 7 2, 705 I b. 3,196 in.lb. < stdconn. 4, 450 i n.I b. 8 1,3521b. 1,704 in.lb. 2,852 i n.I b. <- stdconn. TYPE A FRT DESIGN LOAD = 2625# BASE PLATE COLUMN BEAM 7 X 5 X .375 Mbase= 7030 in.lb. V COLUMN 3- 1 /4x3x12ga STRESS =0.69 C4x5.4# MAX LOAD /LEVEL = 3,724 lb. BEAM I S O.K. V OVERTURNING BRACING SLAB & SOIL V ANCHCR STRESS = 0.22 # CF ANCHORS = 2 HORIZONTAL .J 2 1/4 X1 1/2 X 14 GA STRESS = 0.22 DIAGONAL V 2 1/4 X 1 1/2 X 14 GA STRESS = 0.39 PUNCT. STRESS = 1.18 BENDING STRESS =1.23 J INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT PORT- "LASTIC FOR DA Cb— SHEET NO OF 24 CALCULATED BY MYRON DATE 10-08-1 999 TYPE A FRT SPECIFICATION - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2x3-1/2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED 192" - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. SECTI CN AXIAL FCRCE 8 2,625 lb. 7 2,625 lb. 6 2,625 lb. 5 2,625 lb. 2,625 lb. 3 2,625 lb. 2 2,625 lb. 1 / l 24" 24" 24" 24" 2 ,{ 4" 24" 24" I Y fr 2,625 lb. 284# 248# 4 " 177# 4 " 142# 106 X 71# • 35# 4" �` — 144" I Iu= 72" MOMENT BEAM MOMENT IL 42" I 3 � 3 – 271# 225# 180# 135# 90# -I• 45# • 1 9,820 lb. 6,399 in.lb. 8, 593 i n.I b. < stdcann. 2 8,592 lb. 6,787 in.lb. 8, 593 i n.I b. < stdcann. 3 7,365 lb. 6,399 i n.l b. 8,108 i n.I b. < stdcann. 4 6,138 lb. 5,817 in.lb. 7, 430 i n.I b. < stdconn. 5 4,910 lb. 5,042 in.lb. 6, 5 57 i n.I b. <- stdconn. 6 3,682 lb. 4,072 in.lb. 5, 490 i n.I b. < stdconn. 7 2,455 lb. 2,909 in.lb. 4,230 in.lb. <stdconn. 8 1,228 lb. 1,551 in.lb. 2, 776 i n.l b. <- stdcann. TYPE A REAR DESIGN LOAD = 2375# BASE PLATE COLUMN BEAM 7 X 5 X .375 Mbase = 6399 in.lb. -,/ COLUMN 3-1/4 x3 x 12ga STRESS =0.63 V C4x5.4# MAX LOAD/LEVEL = 3,7241b. BEAM I S O.K. OVERTURNING BRACING SLAB & SOIL V ANCHOR STRESS = 0.20 # OF ANCHORS = 2 HOR I ZONTAL if 2 1/4 X 1 1 /2 X 14 GA STRESS = 0.19 DIAGONAL .4 2 1/4 X 1 1 /2 X 14 GA STRESS = 0.34 V PUNCT. STRESS = 1.14 BENDING STRESS =1.18 SEIZMIC( , INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT PC^T PLASTIC FOR DALO SHEET NO 11 OF 24 CALCULATED BY MYRON DATE 10- 08-1999 TYPE A REAR SPECIFICATION - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. SECTION AXIAL FCRCE 8 2,375 lb. 7 2,375 lb. 2,375 lb. 5 2,375 lb. 4 2,375 lb. 3 2,375 lb. 2 2,375 lb. 1 192" 1 24" 24" "I 24" 2,4" 24" 24" 24" 24" 2,375 lb. 2 - 8# 226, r 4 " 193# 161# 'n. 4" 1p 96# 4f1 64# 40 32# 4 " �`-- 144 " - 4' Iu= 72" MOMENT BEAM MOMENT 36" 4 3 � 287# 246# 82# 41# • 205# 164# 123# 1 9,820 lb. 6,399 in.1b. 8,593 in.lb. <stdconn. 2 8,592 lb. 6,787 in.lb. 8,593 in.Ib. <stdccnn. 3 7,365 lb. 6,399 in.Ib. 4 6,138 lb. 5,817 in.lb. 8,108 i nib. <- stdconn. 7,430 i n.I b. < stdconn. 5 4, 910 I b. 5, 042 in.lb. 6 3,682 lb. 4,072 in.1b. 6,557 in.lb. <- stdconn. 5,490 i n.l b. < stdconn. 7 2,455 I b. 2, 909 in.lb. 8 1,228 lb. 1,551 in.lb. 4,230 in.Ib. <stdconn. 2,776 i n.l b. < stdconn. TYPE D FRT DESIGN LOAD = 2375# BASE PLATE COLUMN BEAM 7 X5 X.375 Mbase= 6399 in.Ib. COLUM 3-1/4x 3x 12ga STRESS =0.63 V C4x5.4# MAX LOAD /LEVEL = 2,483 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOIL V ANCHOR STRESS = 0.20 # CF ANCHORS = 2 HORIZONTAL V 2 1/4 X 1 1 /2 X 1 4 GA STRESS = 0.20 DIAGONAL V 2 1/4 X 1 1 /2 X 14 GA STRESS = 0.35 V PUNCT. STRESS = 1.07 BENDING STRESS =1.07 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT PORT' - 'LASTIC FOR DACd SHEET NO IZ OF MYRON CALCULATED BY DATE 24 10 -08 -1999 TYPE D FRT SPEC IFICATION - MAIN STEEL - BASE PLATE STEEL SECTION 45000 PSI 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED 192" - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. AXIAL FORCE 8 2,375 lb. 2,375 lb. 2,375 lb. 5 2,375 lb. 4 3 2 2,375 lb. 1 24" 24" 24" 24" 24" 24" 24" 2 2,375 lb. 2 58# 226# 193# 161# 4 " _♦ 4 " 129# 2,375 lb. 96# 4 „ 2,375 lb. ,,4# • 32# 4 " •�-- 144" 1u= 108" MOMENT BEAM M CMENT 42 " 329# 287# 246# 205# — 0 164# 123# 82# 41# • 1 10,320 lb. 6,715 in.lb. 8 918 in. b. <- stdcann. 2 9,030 lb. 7,122 in.lb. 8, 918 in. b. < stdcann. 3 7,740 lb. 6,715 in.lb. 8, 410 in. b. < stdconn. 4 6,450 lb. 6,104 in.lb. 5 5,160 lb. 5,290 in.lb. 7, 697 i n. b. < stdcann. 6 3,870 lb. 4,273 i n.l b. 6,782 in. b. < stdconn. 7 2,580 lb. 3,052 in.lb. 5, 663 i n. b. < stdcann. 8 1,290 lb. 1,628 in.lb. 4, 340 i n. b. < stdcann. 2,814 in. b. & stdconn. TYPE D REAR DESIGN LOAD = 2500# BASE PLATE COLUMN BEAM V 7 X 5 X .375 Mbase= 6714 in.lb. V COLUMN 3- 1/4x3x 12ga STRESS =0.66 V C4x5.4# MAX LOAD /LEVEL= 2,682 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOIL V ANCHOR STRESS= 0.21 # CF ANCHCRS = 2 HOR I ZONTAL V 21/4 X 1 1 /2 X14 GA STRESS = 0.20 DI AGONAL if 21/4 X 1 1 /2 X14 GA STRESS = 0.36 V PUNCT. STRESS = 1.20 BENDING STRESS =1.26 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT Pr"T PLASTIC FOR DACO SHEET NO. OF 24 CALCULATED BY MYRON DATE 10-08-1999 TYPE D REAR SPECIFICATION - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. SECT1CN AXIAL FORCE 8 2,500 lb. 7 2,500 lb. 6 2,500 lb. 5 2,500 lb. 4 2,500 lb. 3 2,500 lb. 2 2,500 lb. 1 24" 2 2,4" 24" 24" 2,4" 24 " 1 2,4" 192" 2,500 lb. 271# 237# 203# 169# 1 1 01 * 4 f l - 3 3# 67# 4 " I` 144" Iu= 100" MOMENT BEAM MOMENT 36'4 345# 302 258# 86# 43# • 215# —0 172# 129# 1 10,820 lb. 7,030 in.lb. 9, 243 i n.I b. < stdconn. 2 9,468 lb. 7,456 in.lb. 9, 243 in.lb. < stdconn. 3 8,1151b. 7,030 in.lb. 8,711 i n.l b. < stdcmn. 4 6, 762 1 b. 6, 391 in.lb. 5 5,410 lb. 5,539 in.lb. 7,965 in.lb. <stdconn. 7,006 i n.I b. <- stdcrnn. 6 4, 058 I b. 4, 474 in.lb. 5, 835 i n.I b. <- stdconn. 7 2, 705 I b. 3,196 in.lb. <- stdconn. 4, 450 i n.I b. 8 1,3521b. 1,704 in.lb. 2,852 i n.I b. < stdconn. TYPE F FRT DESIGN LOAD = 2625# BASE PLATE COLUMN BEAM V 7 X5 X.375 Mbase= 7030in.lb. V COLUMN 3- 1/4x3x 12ga STRESS =0.69 C4x5.4# MAX LOAD/LEVEL = 3,7241b. BEAM I S O.K. V OVERTURNING BRACING SLAB & SOIL V ANCHOR STRESS = 0.22 # CF ANCHORS = 2 HOR I ZONTAL . 2 1/4 X 1 1/2 X 14 GA STRESS = 0.22 DIAGONAL .4 2 1/4 X 1 1 /2 X 14 GA STRESS = 0.39 PUNCT. STRESS = 1.18 BENDING STRESS =1.23 V S EIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT PORT "LASTIC FOR DACO- SHEET NO 14 OF 24 CALCULATED BY MYRON DATE 10- 08-1999 TYPE F FRT SPECIFICATION - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. SECT1 ON AXIAL FCRCE 8 2,625 lb. 7 2,625 lb. 6 2,625 lb. 2,625 lb. 2,625 lb. 3 2,625 lb. 2 2,625 lb. 1 248# I t-- 4f1 177# 4 142# 106 71# 35# 4" 192" 1' 24" 24" 2 24" 24" 24" 2,4" i 2y "" 2,625 lb. 284# 361 144 " -71' Iu= 72" MOMENT BEAM MOMENT 42-4 3161 225# 90# 45# • 1 9,820 lb. 6,399 in.lb. 8, 593 i n.I b. <- stdccnn. 2 8,592 lb. 6,787 in.lb. 8, 593 i n.I b. <- stdccnn. 3 7,365 lb. 6,399 i n.l b. 8,108 i n.I b. <- stdcann. 4 6,138 I b. 5,817 in.lb. 7, 430 i n.I b. <- stdcann. 5 4,910 lb. 5,042 in.lb. 6, 557 i n.l b. <- stdccnn. 6 3,682 lb. 4,072 in.lb. 5,490 in.lb. <stdcann. 7 2,4551b. 2,909 in.lb. 4, 230 i n.l b. <- stdccnn. 8 1,228 lb. 1,551 in.lb. 2,776 in.lb. r stdccnn. TYPE F REAR DESIGN LOAD = 2375# BASE PLATE COLUMN BEAM 7 X 5X.375 Mbase = 6399 in.lb. s/ COLUMN 3-1/4x 3x 12ga STRESS =0.63 V C4x5.4# MAX LOAD /LEVEL = 3,724 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOIL V ANCHOR STRESS = 0.20 # OF ANCHORS = 2 HORIZONTAL .4 2 1/4 X1 1 /2 X14 GA STRESS = 0.19 DIAGONAL .4 2 1/4 X 1 1 /2 X14 GA STRESS = 0.34 V PUNCT. STRESS = 1.14 BENDING STRESS =1.18 SEA INC. MATERIAL HANDLING ENGINEERING TEL (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PORT PLASTIC FOR DLO SHEET NO 15 OF 24 CALCULATED BY MYRON DATE 10-08-1999 PROJECT TYPE F REAR SPECIFICATION - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. SECTION AXIAL FORCE 8 2,375 lb. 7 2,375 lb. 2,375 lb. 5 2,375 lb. 4 2,375 lb. 3 2,375 lb. 2 2,375 lb. 1 / l 24" 24" 24" 24" 24" 24" 24" 24" 192" 2,375 lb. 2 58# 226# I l 193# 161# 4 12 i6# 4:11_ 64# • 32# a" .�� 144" lu= 72" MOMENT BEAM MOMENT 36"4 3 �i 287# 246# 82# • 41# • 20 5# 164# 123# SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT PORT - PLASTIC FOR SHEET NO. Igo OF MYRON DATE CALCULATED BY 24 12 -13 -1999 LOADS & DISTRIBUTION :TYPE B Si. C INT. LIVE LOAD PER SHELF = WII = 2,625 lb (BASED ON CLIENT SUPPLIED DATA) DEAD LOAD PER SHELF = Wd = 80 lb TOTAL LOAD PER FRAME = 21,640 lb Seismic Zone = 3 LONGITUDIAL DIRECTION Ca = 0.36 R(Iong) = 5.6 R(trans) = 4.4 SEISMIC SHEAR BASED ON SECTION 1630.2.1 OF THE 1997 UBC WHERE V = ((2.5xCaxI) /R)xWtotal Wtotal = (WII /2 + Wdl) x n n = # of shelves 1= 1 Soil Coef. = Sd Vlong = (2.5 x 0.36 x 1)1(5.6) x W) / 1.4 = 1279 lb w/ working stress reduction Fi = VWhi / EWh TRANSVERSE DIRECTION SEISMIC SHEAR BASED ON SECTION 1630.2.1 OF THE 1997 UBC WHERE V = ((2.5 x Ca x I) / R) x Wtotal Wtotal = (WII /1 + Wdl) x n n = # of shelves 1 Vtrans = (2.5 x 0.36 x 1)/(4.4) x W / 1.4 3162 lb w/ working stress reduction Fi = VWhi / zWh 2,625 lb. 284# 2" 2� z 24" TtL 2 8 2,625 lb. 7 2,625 lb. 6 2,625 lb. 5 2,625 lb. 4 2,625 lb. 3 2,625 lb. 2 2,625 lb. 1 120" Iu= 90" 42" l -, 361# 3 �i 271# 225# 180# 135# 90# 45# • 2 �i 2r# 177# 142# 106# 71# 35# • INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT Pr ^T PLASTIC FOR DACO SHEET NO 17 OF 24 CALCULATED BY MYRON DATE 12- 13-1999 LONGITUDINAL ANALYSIS :TYPE B & C INT. THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID - HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). Viong = 2 * Vcol = 1,278 lb. Vcol = 639 lb. F 1 = 18 lb. F 6 = 107 lb. F 2 = 36 1b. F 7 = 124 1b. F 3 = 53 1b. F 8 = 142 1b. F4= 71 lb. F 5 = 89 lb. BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT. Mbase = 7030 in.lb. Mupper + Mlower = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Mlower Mconn = [ Mupper + Mlower] /2 RESULTING FORCES ON COLUMN SECTION AXIAL LOAD MOMENT 1 10820 7030 2 9467 7456 3 8115 7030 4 6762 6391 5 5410 5539 6 4057 4473 7 2705 3195 8 1352 1704 Mconn 9243 9243 8710 7965 7006 5834 4449 24 in. 24 in. = b= 72 I n _ I Col. to slab. Mconn "t." M lower a l� B SLAB 4-) Beam to Col. Conn. Mconn "R' SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 POR - 1LASTIC PROJECT FOR DAC SHEET NO. 18 OF CALCULATED BY MYRON DATE 12- 13-1999 24 COLUMN ANALYSIS :TYPE B & C INT. COLUMN IS ANALYZED PER AISI COLD - FORMED STEEL DESIGN MANUAL. Pmax = 10,820 lb. Mmax = 7,030 in.Ib. Kxlx /rx = 1.2 * 22 / 1.349 = 19.6 Kyly /ry = .8 * 42 / 1.103 = 30.5 <- GOVERNS Cc = (2n ^2E /Fy)A.5 = 112.8 SINCE KI /r <= Cc, Fa = .522Fy - [(kI /r *Fy)/1494] ^2 = 22,648 psi. fa = Pmax /Area = 10,434 psi. fb = Mmax /Sx = 6,051 psi. fa /Fa = 0.46 >.15 F'e = 12n A2E /23(KxIx /rx)A2 F'e = 389,912 psi. Fb = .6 *Fy = 27,000 psi. Cm *fb /Fb[1- fa /F'e] = 0.23 COMBINED STRESS = 0.69 ^ fi _ 1 SECTION PROPERTIES A =3.25" B =3" C =.75" D =0" E =0" Wt. =O# t1 = .1046" t2 =0" Area= 1.037 "A2 Ix = 1.888 "A4 Iy = 1.2612 "A4 Sx = 1.1619 "A3Sy = .7184 "A3 rx = 1.349 "A2 ry = 1.103 "A2 1- 24" 22" Front View ,Side Viet‘ 42" 42" SEIZMIQ INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT P PLASTIC DACO FOR 19 SHEET NO CALCULATED BY MYRON 24 DATE 12- 13-1999 OF BEAM ANALYSIS :TYPE B & C INT. BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL. MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR 2,000 in.Ib. WHICH EVER IS SMALLER) WILL BE ADDED. lact = 120.0 in. Unbraced length = 90.0 in. Fb = 12,000 /(1u *d /Af) = 12,000/( 90* 8.53) Fb = 15,631 psi. MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 1) BENDING CAPACITY M = Sx* Fb = wI ^2/8 = 30168in.Ib. CAPACITY = 2(8 *M /I) = 3575Ib. 2) MAXIMUM ALLOWABLE DEFLECTION (L /180). = 5wI ^4/384EI CAPACITY = 2[(384EI)/(5 *180 *1 ^2)] = 6730Ib. MAXIMUM STATIC LOAD PER LEVEL IS 3,575 lb. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. M staff c = wI A2/8 = LI VE.LCAD* L/(2* 8) M allow( stati c) = Sx * Fb Mimpact= 1.125 *Mstatic Mallow(seismic) = 1.33 * Sx * Fb Mseismic = Mconn (SEE LONG. ANALYSIS) LEVEL Mstatic Mimpact Mallow Mseismic Mallow 1.125 Mstatic (static) (seismic) 1 19687 22148 30168 9243 40224 2 19687 22148 30168 9243 40224 3 19687 22148 30168 8710 40224 4 19687 22148 30168 7965 40224 5 19687 22148 30168 7006 40224 6 19687 22148 30168 5834 40224 7 19687 22148 30168 4449 40224 8 19687 22148 30168 2852 40224 4" Wt. = 5.4 lb. d/Af = 8.53 Sx = 1.930 in.A3 Ix = 3.850 in.A4 RESULT GOOD GOOD GOOD GOOD GOOD GOOD GOOD GOOD MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT PORT- 11LASTIC FOR DACO -/ SHEET NO OF 24 CALCULATED BY MYRON DATE 12- 13-1999 BEAM TO COLUMN CONNECTION Mconn= ( Mlower + Mupper )/2 + Mend CAPACITY OF CONNECTOR a) SHEAR CAPACITY OF 7/16" DIA. STUD Area = .4375^2rr4 = .150 " ^2 Fy = 50,000 psi Pmax = 3,000# b) BEARING ON COLUMN (PER UBC SEC. 27 -11 E3.3) Abrg. = t * D t = .0747 min. = .5 *t Fu= 65,000 psi min. Pmax brg. = Area * Fbearing =.5t *2.22 *Fu = 5,389# > 3,000# c) MOMENT CAPACITY OF BRACKET S bracket = .110 " ^3 Mcap = S * Fbending = .110 *.66 *Fy C = Mcap /.75 = 1.11 P1 P1 = 1.20 Mcap = .0872 Fy = 4,360#> 3,000# SINCE PLUG GOVERNS P1= 3,000# Mconn. cap.= P1 * 4.5 + P2 * .5 = 4.555 * 3,000# *1.33 = 18,220 "# 3 "/ 1 "eff. Mupper Mconn. / ` Mconn. 1 5/8" t =7ga. Sbracket = .110 "3 Mlower BEAM TO COLUMN CONNECTION C = P1 + P2 = P1 + (.5/4.5)P1 = 1.11 P1 SEIZMI tNC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 FOR VAGO PROJECT 0 SHEET NO. OF 24 CALCULATED BY MYRON DATE L. - lS - !del TRANSVERSE BRACE ANALYSIS IT IS ASSUMED THAT THE TRANSVERSE BRACES RESIST THE SEIMIC SHEAR IN TENSION AND COMPRESSION, WITH COMPRESSION BEING CRITICAL IN THE DESIGN. THE ANALYSIS SHALL BE PERFORMED PER THE REQUIREMENTS SET FORTH IN DIVISION V (SECTION 2230 -C4) OF THE 1994 UBC. DIAGONAL MEMBER Vtransv x 2= 6,312.0 LB Ldiag= [(D -3 ")A2 + (H- 6 ")A2) = 53.1 IN Pmax= V *(Ldiag /D) = 7,976.5 LB (Id /r)max= (k * Ldiag)/r min = (0.8 x 53.1 IN /0.483 IN ) = 87.9 IN Fe= n /(kI /r) = 37,036 PSI SINCE Fe >Fy /2, Fn= Fy *(1- fy /4fe) = 31,331 PSI Pn= AREA *Fn = 0.381INA2 * 31331 PSI = 11,937 LB flc= 1.92 Pallow= Pn /f2c = 11937 LB /1.92 = 6,217 LB fa /Fa= 1.28 < 1.33 OK HORIZONTAL MEMBER SIMILARLY FOR THE HORIZONTAL MEMBER, Pmax= 6,312.0 LB fa /Fa= A_R7 c 1 .11 nit LOWER BRACE PANEL ELEVATION '1.5" D H= 42.0 IN D= 42.0 IN HORIZONTAL MEMBER AREA= 0.381 INA2 r min= 0.483 IN Fy= 45,000 PSI DIAGONAL MEMBER AREA= 0.381 INA2 r min= 0.483 IN Fy= 45 Ann PCI MATERIAL HANDLING ENGINEERING SHEET NO 71 OF TEL: (909) 869 -0989 • FAX: (909) 869 -0981 CALCULATED BY 1 * DATE 12. 'I I 161 ATLANTIC AVENUE • POMONA • CA 91768 OVERTURNING /ANCHORAGE CHECK ADEQUACY OF ANCHOR BOLTS FOR COMBINED SHEAR AND TENSION. PER SECTION 2237.7.1 OF THE 1994 UBC. FULLY LOADED V= 3,156 LB Movt= 0 LB = 0 IN -LB Mst= (WDL *.85 + WLL) * d/2 = 21680 LB * 42 IN /2 = 455,280 IN -LB Puplift= (Movt- Mst) /d = (0 - 455280)/42 IN = - 10,840 LB NO TENSION ON ANCHOR TOP LEVEL LOAD D V= 207 LB Movt= 0 LB = 0 IN -LB Mst= (WDL + WLL) * d/2 = 1322 LB * 42 IN /2 = 27,762 IN -LB SEIZMIC PROJECT12e7 INC. FOR AC° Puplift= (Movt- Mst) /d = (0 - 27762)/42 IN = -661 LB NO TENSION ON ANCHOR CHECK COMBINED STRESS: USE (2) 1/2" DIAM X 3-1/4" MIN EMBED. ANCHORS PER BASE PLATE OR SIMILAR PER I.C.B.O. #4627. NO INSPECTION REQUIRED FOR ANCHORS. 1 V= 3,156 LB WDL= 800 LB WLL= 21,000 LB d= 42.0 IN Ht= 192.0 IN # OF ANCHORS /BASE= 2 ANCHOR PULLOUT CAPACITY= 875 LB ANCHOR SHEAR CAPACITY= 1,840 LB (789 LB/1840 LB) = 0.43 1.0 OK rt INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT Pr T PLASTIC FOR DACO SHEET NO. 2'2 CALCULATED BY MYRON 24 P , DATE 12 -13 -1999 OF BASE PLATE :TYPE B & C INT. BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh /2 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pcol = 10820 lb. B = 7 in. D = 5 in. t = .375 in. Mb = 8000 in.lb. b = 3.25 in. b1 = 1.875 in. P/A = Pcol /(D *B) = 309.1 psi. M/S = Mb /((D *BA2)/6) = 195.9 psi. fb2 = 2b /B *fb = 104.9 psi. fb1 = fb-fb2 = 90.96 psi. Mbase = wb1 A2/2 = b1 A2/2[ fa + fb1 + .67fb2] Mbase = 826.3 in.lb. Sbase = 1 *t ^2/6 = 0.0234 in.A3 Fbase = .75Fy * 1.33 = 36000 psi. fb /Fb = Mbase /(Sbase *Fbase) = .97 ANCHOR TENSION IMo = O T *d2= [Mbase- Pcol *b /2] T = Mbase /d2 - Pcol *b /2d2 T = -2324 lb. fa 1I rbase d2 HI V dl dl 1 1 , Pcol r SEIZMIC ' INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT - r 14, 11C FOR 'vary ? SHEET NO. OF ' CALCULATED BY pN'I?a) DATE l2-- j'e - I SLAB AND SOIL ANALYSIS SLOP THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. A) PUNCTURE 0) SLAB TENSION Pcol- static= 10,820 LB Pmax= 1.4Pstatic +1.7Pseismic 15,148 LB Fpunct= 2*sqrt(fc) = 100. PSI Apunct= [(B +t /2) +(D +t /2)] *2 *t = 216.0 INA2 fv /Fv= Pmax/(Apunct *Fpunct) = 0.7 < 1.33, OK Asoi1= (Pmax *144) /(fsoil) = 1,45421 INA2 L= sqrt(Asoil) + t = 44.13 IN 6= sqrt(B*D)+t FOOTING = 11.9 IN B= 7.0 IN D= 5.0 IN b= (L -B)/2 = 16.1 IN -LB Mconc= wbA2 /2 = (fsoil *bA2)/(144 *2) = 1,351.6 IN -LB Sconc= 1 *tA2 /6 = 6.0 INA3 Fconc= 5 *(phi) *sgrt(fc) = 225. PSI Pcol- seismic= 0 LB fb /Fb= Mconc /(Sconc *Fconc) = 1.001 < 1.33, OK OK CONCRETE f'c= 2,500 PSI tslab= 6.0 IN teff= 6.0 IN MIL fsoil= 1,500 PSF L STORAGE RACKS DRIVE-NRACKS CANTLEVER RN K.S MEZIAN I*S CCNVEYORS C.ARC JSELS STEEL SHELVNG MCNABLE SHELVNG STORAGE TAWS MODULAR OFFICES GCNDOLAS BO!MCSTN KS 161 ATLANTIC STREET �.: SEIZMIC �. MATERIAL HANDLING ENGINEERING EST. 1985 CITY APPROVALS STATE APPRONALS PERMITTN; SEP.VCES PRODUCT TESTNG FELD NSPECTIUN SPECIAL FABP.IOATMJN SEISMIC ANALYSIS OF STORAGE RACKS FOR PORT PLASTIC 1228 ANDOVER PARK EAST TUKWI LA, WA #99- 2142 RECEIVED INILA OCT 2 21999 PERMIT CENTER • POMONA • CA 91768 • TEL: (909)869 -0989 • FAX: (909)869 -0981 pq9-0391 ALASKA NEVADA ARENA NEW MEXICO CALIFORNIA GREG' 4 COLORADO PEN SYLVANA IWO UTAH M SOJRI WASHP43TOP! rrErZ INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT P PLASTIC FOR DACO SHEET NO. 2 OF 24 CALCULATED [3Y MYRON DATE 10- 08-1 999 DESCRIPTION COVER SHEET TABLE OF CONTENTS SCOPE PARAMETERS CONFIGURATI ONS COMPONENTS & SPECS. LOADS AND DISTRI LONGITUDI NAL ANALYSI S COLUMN BEAM BEAM TO COLUMN BRACI NG OVERTURNI NG BASE PLATE SLAB & SOI L TABLE OF CONTENTS PAGE # 1 2 2 3 4- 7 8 -15 16 17 18 19 20 21 22 23 24 SCOPE: THI S ANALYSI S OF THE STORAGE SYSTEM I S TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FI ELD ASSEMBLED ONLY, WITHOUT ANY FI ELD WELDI NG. INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT P PLASTI C FOR DACO SHEET NO. 3 OF 24 CALCULATED BY MYRON DATE 10- 08-199 PARAMETERS: STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACT TRANSVERSELY. 1. COLUMN. 2. BEAM. 3. BEAM TO COLUMN. 4. BASE PLATE. 5. HORIZONTAL BRACING. 6. DIAGONAL BRACING. 7. BACK CONNECTOR. TRANSVERSE TRIBUTARY AREA LONGITUDINAL TOP VIEW S EI ZMI C �` INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT POR7LASTI C FOR DACcY SHEET NO 4 OF 24 CALCULATED BY MYRON DATE 10-08-1999 CONFI GURATI ONS / 2" s( 24" 2F 2 2,4" 2 yr- 2,4" 2,4" l r- 2y" 8 2,625 lb. 7 2,625 lb. 6 2,625 lb. 5 2,625 lb. 4 2,625 lb. 3 2,625 lb. 2 2,625 lb. J 1 1 2,4" l r- 2 2,4" 24" 2� 2 2 2 I 4 _ " / I TYPE A FRT 2,625 lb. 144 " - -' .k- 42" — 4 42" 4 2" 8 7 6 5 4 3 2 1 TYPE A REAR 2 375 lb. 2,375 lb. 2,375 lb. 2,375 lb. 2,375 lb. 2,375 lb. 2,375 lb. 2,375 lb. 144 " -- ' I 42 " Oct -20 -99 03:53P SEIZMIC ENGINEERING SEIZMIC INC. MATERIAL HANDUNG ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 909 -869 -0981 P -02 PROJECT PORT PLASTIC FOR DACO SHEET NO. 4 OF 24 CALCULATED BY MYRON DATE 10 -08- 1999 CONFIGURATIONS 19 1 TYPE A FRT 2,625 Ib. r 2" 2,4" 2 4" 24 " 2 2 24" 8 2,625 lb. 7 2,625 lb. 6 2,625 lb. 5 2,625 lb. 4 2,625 lb. 3 2,625 lb. 2 2,625 lb. 1 •--- 144"-4 • 42" 42-4 2" "I 24" 24" za" 24" 24 2t" 2a 24 • "" 8 7 6 5 4 2,375 lb. 3 2,375 lb. 2 2.375 lb. 1 42" 42" TYPE A REAR 2,375 lb. 2,375 lb. 2,375 lb. 2.375 lb. 2,375 lb. 144" A.- 36" k k Oct -20 -99 03:53P SEIZMIC ENGINEERING 909- 869 -0981 P.03 SEIZMIC -41 INC. J MATERIAL HANDLING ENGINEERING TEL (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT POk . PLASTIC FOR DACO SHEET NO 5 OF 24 CALCULATED BY MYRON DATE 10-08-1999 CONFIGURATI ONS 1 TYPE B &CEXT. 1,250 lb. 8 1,250 lb. 1,250 lb. 6 1,250 lb. 5 1,250 lb. 4 1.250 lb. 3 1,250 lb. 2 1,250 lb. 1 42" 4 " 120" fi 42" •" 42" 1 2" P.% 6 8 5 4 3 2 1 TYPE B &CINT. 2,625 lb. 2,625 lb. 2,625 lb. 2,625 lb. 2,625 lb. 2,625 lb. 2,625 lb. 2,625 lb. 120" I ,k 42'44 Oct -20 -99 03:53P SEIZMIC ENGINEERING CONFIGURATI ONS SEIZMIC MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 19 1 TYPE OFRT 2,375 lb. 909- 869 -0981 PROJECT POR ( PLASTIC FOR DACO SHEET ND. 6 OF 24 CALCULATED BY MYRON DATE 10-08-1999 2" 2is" 24" z 5 �" I 24 "" za „ 24 " y - "" 24" 8 2,375 lb. 7 2,375 lb. 6 2,375 lb. 3 2,375 lb. 5 2.375 lb. 4 2,375 lb. 2 2,375 lb. 1 42" T . 144 " - fi 42" 42"4 2" 4- 24" Z 24� 24" 8 7 5 4 2 1 L TYPE D REAR 2 500 lb. 2,500 lb. 2,500 lb. 2,500 lb. 2.500 lb. 2.500 lb. 2,500 lb. 2,500 lb. 36" P.04 Oct -20 -99 03:54P SEIZMIC ENGINEERING r o0 0011%L iii SEI ZMI C INC. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATI ONS f fi 192" 1 Z z �" 2,4" 2 24" 2e" 24" 7 3 TYPE F FRT 2.625 lb. 2,625 lb. 2.625 lb. 2,625 lb. 2,625 lb. 2,625 lb. 2,625 lb. 2,625 lb. 144 " ---4 TYPE F REAR 2,375 lb. 2,375 lb. 2,375 lb. 2,375 lb. 2.375 lb. 2,375 lb. 2,375 lb. 2,375 lb. 909- 869 -0981 P.05 PROJECT POR1 r PLASTIC FOR DACO SHEET NO. 7 OF 24 CALCULATED BY MYRON DATE 10- 08-1 999 42" 4 4 1 42"44 42"4 .1 2" L 8 7 6 S 4 3 2 1 136" 4 k 1 10,820 lb. 7,030 in.lb. 9,243 in.lb. < stdccnn. 2 9,468 lb. 7,456 in.lb. 9,243 in.lb. < stdcann. 3 8,115 lb. 7,030 i n.l b. 8,711 i n.I b. € stdccnn. 4 6,762 lb. 6,391 i nib. 7,965 i n.I b. < stdcann. 5 5,4101b. 5,539 in.lb. 7, 006 i n.I b. < stdcann. 6 4,058 lb. 4,474 in.lb. 5,835 in.Ib. < stdc in. 7 2,705 lb. 3,196 in.lb. 8 1,352 lb. 1,704 4,450in.lb. <stdcann. 2,852 i n.i b. < stdcmn. TYPE A FRT DESIGN LOAD = 2625# BASE PLATE COLUMN BEAM V 7X 5 X.375 M base = 7030 i n.I b. V COLUMN S. 3- 1 /4x3x 12ga STRESS =0.69 C4x5.4# MAX LOAD /LEVEL= 3,724 lb. BEAM I S O.K. V OVERTURNING BRACI SLAB & SOUL V ANCH R STRESS = 0.22 # CF mans = 2 HORIZONTAL J 2 1/4 X 1 1/2 X 14 GA STRESS = 0.22 DIAGONAL V 2 1/4 X 1 1/2 X 14 GA STRESS = 0.39 PUNCT. STRESS = 1.18 BENDING STRESS =1.23 V Oct -20 -99 03:54P SEIZMIC ENGINEERING 909- 869 -0981 P.06 iimi c SE IZMIC 41141 PROJECT POKT PLASTIC ,NC. FOR DACO TYPE A FRT SPECIFICATION - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1 / 2 x 3 -1 / 2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED 19 - SOIL BEARING PRESSURE. 1500 PSF - SEISMIC ZONE 3. - TYPE= INTERCONNECTED UNITS. SECTION AXIAL FORCE SHEET NO. i, OF 2.►1 MATERIAL HANDLING ENGINEERING MYRON 10-08-1999 TEL (909)869 -0989 • FAX: (909)869 -0981 CALCULATED BY DATE 161 ATLANTIC STREET • POMONA • CA 91768 1 2" 24" _ 74 ' 2- 24" 2,4" 2 r5 4 2.625 lb. 2,625 lb. 8 2,625 lb. 7 2,625 lb. 2 625 Ib 3 2,625 lb. 2 2,625 lb. 1 2,625 lb. 284# 248# 213# 177# 4f" " --0 4f1 1 �2 1 6" 4 ,. ... 71# • 144 "--7)( tu= 72" MOMENT BEAM MCIIENT 42" -4 361# 316# 225# 180# 35# 40# 45# • 1 1 9,820 lb. 6,399 in.ib. 8,593 in.lb. < stdcan. 2 8,592 lb. 6,787 i n.l b. 8,593 i n.l b. < stdaann. 3 7,365 %b. 6,399 i n.ib. 8,108 i n.l b. < stdcann. 4 6,138 lb. 5,817 in.Ib. 7,430 in.Ib. < stdcann. S 4,910 lb. 5,042 in.Ib. 6,557 in.Ib. <stdconn. 6 3,682 lb. 4,072 in.lb. 5,490 in.ib. stdcann. 7 2,455 lb. 2,909 in.lb. 4,230 in.Ib. <stdcann. 8 1,228 lb. 1,551 in.lb. 2,776 in.Ib. <stdccnn. TYPE A REAR DESIGN LOAD = 2375# BASE PLATE COLUMN BEAM J 7 X 5 X.375 Mbase = 6399 in.Ib. .1 COLUMN 3- 1/4x3x12ga STRESS =0.63 C4x5.4# MAX LOAD /LEVEL = 3,724 lb. BEAM I S O.K. OVERTURNING BRAC I NG SLAB do SOIL J ANCHOR STRESS - 0.20 # OF ANCHORS = 2 HORIZONTAL J 2 1/4 X1 1/2 X 14 GA STRESS = 0.19 DIAGONAL J 2 1/4 X 1 1/2 X 14 GA STRESS = 0.34 PUNCT. STRESS - 1.14 BENDING STRESS =1.18 J Oct -20 -99 03:54P SEI2MIC ENGINEERING i MATERIAL HANDLING ENGINEERING TEL (909)869 -0989 • FAX: (909)869 - 0981 161 ATLANTIC STREET • POMONA • CA 91768 TYPE A REAR SPEC! Fl CATI ON - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED 192" - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. AXIAL FORCE PROJECT PORT PLASTIC FOR DACO SHEET NO g OF Za CALCULATED BY MYRON DATE 10-08-1999 24" 24" 24" 2 4" 24" 6 5 4 3 909 -869 -0981 P.07 2,375 lb. 258# - , 2,375 lb. 4 ." 2,375lb. 161 2,375 lb. 161# 2,375 lb. 1 1 2 2,375 lb. .9 w 2,375 lb. g4# 2,375lb. 32# 4z" 144 "-4' lu= 72" MOMENT BEAM MOMENT 1 36-4 329i 287# 246# 205# 164# 1 123# ♦ 82# 41# • 1 5,320 lb. 3,559 in.lb. 5,230 in.'''. <stdcann. 2 4,6551b. 3,775 in.lb. 3 3,9901b. 3,559 in.lb. 5,230 inlb. <stdc�atn. 4 3,325 lb. 3,236 in.Ib. 4,960 in,lb. <stdcann. 5 2, 660 l b. 2, 804 in.lb. 4,583 i n.l b. < stdcann. 6 1,995 lb. 2,265 in.lb. 4,097 in.lb. <- stdcann. 7 1,330 lb. 1,61f3in.Sb. 3,504 inib. <stdcann. 8 665 Ib. 863 in.lb. 2,803 in.Ib. <stdaxm. 1,994 i n.i b. < stdcann. TYPE B & C EXT. DESIGN LOAD = 1250# BASE PLATE COLUMN BEAM V 7 X 5 X.375 Mbase= 3559 in.lb. V COLUMN 3- 1/4x3x12ga STRESS =0.34 V C4x5.4# MAX LOAD /LEVEL = 3,5751b. BEAM I S O.K. OVERTURNING BRACING SLAB & SOIL 4 ANCHOR STRESS = 0.11 # OT ANCHORS = 2 HORIZONTAL J 2 1/4 X 1 1/2 X 14 GA STRESS = 0.11 DIAGONAL ,J 2 1/4 X1 1/2 X 14 GA STRESS = 0.20 J PUNCT. STRESS = 0.59 BENDING STRESS =0.43 Oct -20 -99 03:55P SEIZMIC ENGINEERING TYPE B & C EXT. - MAIN STEEL - BASE PLATE STEEL rS 1 1 . 17 1 : 11 C -41111 11 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 SPECI Fl CATION 45000 PSI 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. SECTION AXIAL FORCE 192" PROJECT FOR SHEET NO. CALCULATED BY 1,250 lb. 6 1,250 lb. 5 1,250 lb. 1,250 lb. 3 1,250 lb. 2 1,250 lb. 1 1 4 9 . 24" 24" 24" 4" 909- 869 -0981 PONT PLASTIC DACO 1,250 lb. 10 MYRON OF 143# • 125, r 107# f:._ 10 B9# 11_ f: 17# a�" 120 " ----4 lu = 90" MOMENT BEAM MOMENT 42" P.08 DATE 10-08- 1999 183# 160 137# 114# 91# 68# 45# 22# • 1 10,820 l b. 7,030 i n.l b. 9,243 i nib. stdcrnn. 2 9,468 fb. 7,456 in.lb. 9,243 'nib. < stdconn. 3 8,115 1 b. 7,030 i nib. 8,711 i n.1 b. < stdcaln. 4 6, lb. 6,391 in.lb. 7,965 in.lb. <stdcann. 5 5,410 lb. 5,539 in.lb. 7, 006 i n.I b. < stdcann. 6 4,058 lb. 4,474 in.lb. 7 2,705Ib. 3,196 in.lb. 5,835 in.lb. <stdcann. 8 1,352 !b. 1,704 in.lb. 4,450 in.Ib. <- stdccnn. 2,852 i n.I b. < stdcann. TYPE B & C I NT. DESIGN LOAD = 2625# BASE PLATE COLUMN BEAM J 7 X 5 X .375 Mbase= 7030 in.Ib. J COLUMN 3- 1/4x3x12ga STRESS =0.69 C4x5.4# MAX LOAD /LEVEL= 3,575 lb. BEAM I S O.K. J OVERTURNING f BRACING SLAB & SOIL J ANCHOR STRESS - 0.22 # OF ANCHORS - 2 HMI ZONTAL J ' 2 1/4 X 1 1/2 X 14 GA STRESS = 0.22 DIAGONAL J 2 1/4 X 1 1/2 X 14 GA STRESS = 0.39 PUNCT. STRESS = 1.18 BENDING STRESS =1.23 1/ Oct -20 -99 03:55P SEIZMIC SEIZMIC MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 TYPE B & C INT. SPEC! FI CATI ON - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. SECT1 CN AXIAL FORCE ENGINEERING 192" 909- 869 -0981 P.09 PORT PLASTIC DACO OF a4 CALCULATED BY MYRON DATE. 10-08-1999 PROJECT FOR SHEET NO. 8 2,625 lb. 7 2,625 lb. 6 2,625 lb. 5 2,625 lb. 4 2,625 lb. 3 2,625 lb. 2 2,625 lb. 1 21" 21" 24" 24" z� 24" 2 2,625 lb. 2 ,- 84 248: 1 "...- 4 " 2� ► 177# . 4 " 142# 106 ♦ " • 71# 35# 4fi 120" 1u = 90" M J TENT BEAM MOMENT 4 42" 361# 316# 271# 225# 40# _ 1135# 90# 45# 1 9,8201b. 6,399 in.lb. 8,593 in.lb. <- stdcann. 2 8, 592 lb. 6,787 in.lb. 3 7,365 lb. 6,399 in.lb. 8,593 in.lb. <- stdcann. 8.108 i n.l b. < stdcann. 4 6,138 f b. 5, 817 in.lb. 7, 430 i n.l b. < stdconn. 5 4, 910 lb. 5,042 in.lb. 6 3,682 lb. 4,072 in.lb. 6,557 in.lb. <stdcann. 7 2,455 Ib. 2,909 in.lb. 5,490 in.lb. <stdcann. 8 1,228 lb. 1,551 in.lb. 4,230in.lb. <stdcann. 2,776 in.Ib. <stdcann. TYPE D FRT DESIGN LOAD = 2375# BASE PLATE COLUMN BEAM J 7 X S X .375 Mbase = 6399 in.lb. V CQWMN 3- 1/4x3x12ga STRESS =0.63 d C4x5.4# MAX LCAAD /LEVEL = 2,682 lb. BEAM I S O.K. OVERTURN! NG BRAC1 NG SLAB & SOIL 4 ANCHOR STRESS — 0.20 # OF ANCHORS = 2 HORIZONTAL .J 2 //4 X 1 1/2 X 14 GA STRESS = 0.20 DIAGONAL 2 1/4 X 1 1/2 X 14 GA STRESS = 0.35 V PUNCT. STRESS = 1.07 BENDING STRESS =1.07 Oct -20 -99 03:57P SEIZMIC ENGINEERING 909- 869 -0981 P.10 I + SEIZMIC PROJECT PORT PLASTIC INC. FOR DACO SHEET NO t OF Z.4 MATERIAL HANDLING ENGINEERING MYRON 10- 08 -1999 TEL: (909)869 - 0989 • FAX: (909)869 -0981 CALCULATED BT DATE 161 ATLANTIC STREET • POMONA • CA 91768 TYPE D FRT SPECIFICATION - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED 192" - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. SEC11 CN AXIAL FORCE 2,375 lb. 258# 329# 42" 24" •"--- 144 "- ---4 lu= 100" MOMENT BEAM MOMENT •)` 42" 287# 246# 205# 1 64# 123# 82# Ab 41# 1 1 10,320 l b. 6,715 i n.1 b. 8,918 i n I b. < stdcann. 2 9,030 lb. 7,122 i n. i b. 8,918 i n.I b. < stdcann. 3 7,740lb. 6,715 in.lb. 8,410 in.lb. <stdcann. 4 6, 4501b. 6,104 i n.1 b. 5 5,160 t b. 5, 290 i n.I b. 7,697 i n.l b. < stdcann. 6 3,870 lb. 4,273 in.lb. 6,782 in.lb. <stdoam. 7 2,5801b. 3,0S2 in.lb. 5,663 in.lb. ‹- stdconn. 4,340in.lb. <stdcann. 8 1,290 lb. 1,628 in.lb. 2,814 i n.I b. <- stdcann. TYPE 0 REAR DESIGN LOAD = 2500# BASE PLATE COLUMN BEAM 7 X 5 X .375 J Mbase = 6714 i n.1 b. Nj COLUMN 3- 1 /4x3x12ga STRESS =0.66 J ' C4x5.4# MAX LOAD /LEVEL = 2,682 I b. BEAM 1 S O.K. OVERTURNING BRACING , SLAB & SOIL J ANCHOR STRESS = 0.21 # CF ANCHORS = 2 HORIZONTAL J 2 1/4 X 1 1/2 X 14 GA STRESS = 0.20 DIAGONAL J 2 1/4 X 1 1 /2 X 14 GA STRESS = 0.36 J PUNCf. STRESS = 1.20 BENDING STRESS =1.26 'Oct -20 -99 03:57P SEIZMIC ENGINEERING MATERIAL HANDLING ENGINEERING TEL (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 TYPE D REAR SPECI Fl CATI ON - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED 192" - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. SECT1 CN INC. SEIZMIC AXIAL FORCE 909- 869 -0981 P.11 PROJECT PORT PLASTIC FOR DACO SHEET NO. 13 OF CALCULATED BY MYRON DATE 10- 08-1999 1 2 4" 24" 4" 4" 4" 24" 2 6 4 2 2,500 lb. 2,500 lb. 2,500 lb. 2,500 lb. 2 500 lb. 2,500 lb. 2,500 lb. 2,500 lb. 271# 4 " 203# 169# 4 2" 15# .0 4 67# 33# • to = 100" MOMENT BEAM MOMENT • 36" 345# 302# 25 # 215# 172# 1 129# I 46# f 43# • 1 10,8201b. 7,030 in.ib. 2 9,468 Ib. 7,456 in.lb. 9,243 in.Ib. <stdcann. 3 8,115 lb. 7,030 401). 9,243 in.Ib. a- stdccnn. 4 6,762 1 b. 6,391 i n.l b. 8,711 i n.l b. a- stdcar,n. 5 5,410 lb. 5,539 in.lb. 7,965 in.1b. E- stdconn. 6 4,058 lb. 4,474 in.lb. 7,006 in.lb. c- stdcann. 7 2,7051b. 3,196 in.lb. 5,835 in.ib. r stdcam. 8 1,352 lb. 1,704 in.Ib. 4,450 in.lb. <- stdcain. 2,852 inib. < stdcann. TYPE F FRT DESIGN LOAD = 2625# BASE PLATE COLUMN BEAM J 7 X 5 X .375 Mbase = 7030 in.lb. 4 COLUMN 3- 1 /4x3x12ga , STRESS .0.69 J C4x5.4# MAX LOAD /LEVEL. = 3,7241b. BEAM IS O.K. OVERTURNING T BRACING SLAB & SOIL J ANCHOR STRESS = 0.22 # OF ANCHORS = 2 HORIZONTAL V 2 1/4 X 1 1/2 X 14 GA STRESS - 0.22 OtAGONAL -4 2 1/4 X 1 1/2 X 14 GA STRESS = 0.39 V PUNCT. STRESS = 1.18 BENDING STRESS =1.23 •Oct -20 -99 03:58P SEIZMIC ENGINEERING SEIZMIC ast INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT FOR SHEET 140. CALCULATED BY 909- 869 -0981 P.12 Pt.. i PLASTI C DACO 14 MYRON ?.a4 OF DATE 10- 08 -1999 TYPE F FRT SPECIFICATION - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/ 2 x 3-1/2 - FLOOR SLAB 6" X 2500 PSi. REINFORCED 1 - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. SECT1 CN AXIAL FORCE 36 11 2" 2 4 1 " 24" 24" 24" 24" 24" 8 2,625 lb. 5 2.625 lb. 7 2,625 lb. 6 2,625 lb. 4 2,625 !b. 3 2.625 lb. 2 2,625 lb. 1 2.625 lb. 284# 24811 i 21 4 3# 177# • a^ T &1# 71# O 35# 4° .�— 144" l u = 72" MOMENT BEAM MOMENT 42" 33_6# 271# 225# I 80# T 90# 45# • 1 1 9,8201b. 6,399 in.lb. 2 8,592 lb. 6,787 in.Ib. 8,593 in.lb. < stdcann. 3 7,365 lb. 6,399 in.tb. 8,593 in.lb. <stdconn. 8,108 i n.I b. < stdcann. 4 6,138 I b 5, 817 in.lb. 5 4,910 lb. 5,042 in.lb. 7,430 in.lb. <- stdconn. 6 3,682 lb. 4,072 in.lb. 6,557 in.lb. <stdcann. 5, 490 i n.I b. 7 2,455 lb. 2,909 in.lb. r stdccnn. 8 1,228 lb. 1,551 in.lb. 4,230 in.lb. <stdccnn. 2,776 in.lb. r stdcann. TYPE F REAR DESIGN LOAD = 2375# BASE PLATE COLUMN BEAM Ni 7 X 5 X .375 Mbase = 6399 in.lb. 4 CC UMN 3- 1/4x3x 12ga STRESS =0.63 V C4x5.4# MAX LOAD/LEVEL = 3,724 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L ANCHOR STRESS = 0.20 it OF ANCHORS = 2 HOR I ZONTAL V 2 1/4 X 1 1/2 X 14 GA STRESS = 0.19 DI AGONAL V 2 1/4 X 1 1/2 X 14 GA STRESS = 0.34 V PUNCT. STRESS = 1.14 I BENDING STRESS =1.18 'Oct-20-99 03:59P SEIZMIC ENGINEERING MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 TYPE F REAR SPECIFICATION - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED 1 - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. SECT1CN SEIZMIC 1 INC. AXIAL FCR CE 909- 869 -0981 P.13 PROJECT f PLASTIC FOR DACO SHEET NO. 13 OF 2_4 CALCULATED BY MYRON DATE i0- 08- 1999 2,375 lb. 258# 3 29# 2" 24" 24" 24" 2 2,4" 2,4" 24" L 8 2,375 lb. 7 2,375 lb. 6 2,375 lb. 5 2,375 lb. 4 2,375 lb. 3 2,375 lb. 2 2,375 lb. 1 ' 22 6 193 # f" .1 � # 4 .. 129# .# 4 " 64# �2# 4� L f L L 144" - u = 72" MCMENT BEAM MOMENT 36"-4' 287# 246# wai 205# 13# 82# • 41# • SEIZMIQ, _1 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT Pr ''T PLASTI C DACO 16 OF 24 FOR SHEET NO CALCULATED BY MYRON DATE 10- 08 -1999 LOADS & DI STRI BUTI ON :TYPE A FRT LIVE LOAD PER SHELF = VA = 2,625 Ib (BASED ON CLIENT SUPPIJED DATA) DEAD LOAD PER SHELF = Wdl = 80 Ib TOTAL LOAD PER FRAME = 21,640 Ib SEISMIC SHEAR BASED ON SECTION 1630.2.1 OF THE 1997 UBC WHERE V= , ((2.5x CaxI) /R)xWtotal Wtotal = (WII /2 + Wdl) x n n = # of shelves Seismic Zone = 3 1= 1 Ca = 0.36 R(long) = 5.6 R(trans) = 4.4 Soil Coef. = Sd LONGITUDIAL DIRECTION Vlong = (2.5 x 0.36 x 1)/(5.6) x W) / 1.4 = 1279 lb w/ working stress reduction Fi = VWhi / MWh TRANSVERSE DIRECTION Vtrans = (2.5 x 0.36 x 1)1(4.4) x W / 1.4 • 1628 Ib w/ working stress reduction Fi = VWhi / EWh TOTAL FRAME LOAD = 21,640 I b. 2,625 Ib. 284# 2" 24" 24" 24" 24" 24" 24" 24" 8 2,625 Ib. 7 2,625 Ib. 6 2,625 Ib. 5 2,625 Ib. 4 2,625 Ib. 3 2,625 Ib. 2 2,625 Ib. 1 19 144" Iu= 72" 42" 4 ismolp 361# 316# - I• 271# 225# 90# • 45# • 248# 2=i# 177# 142# 106# 71# 35# • 1 9,820 lb. 6,399 in.lb. 8, 593 i n.l b. <- stdconn. 2 8,592 lb. 6,787 in.lb. 8, 593 i n.l b. <- stdconn. 3 7,365 lb. 6,399 in.lb. 8,108 i n.I b. <- stdconn. 4 6,1381b. 5,817 in.lb. 7, 430 i n.I b. < stdconn. 5 4,910 lb. 5,042 in.lb. 6, 557 i n.I b. <- stdconn. 6 3,682 lb. 4,072 in.lb. 5, 490 i n.I b. <- stdconn. 7 2,455 lb. 2,909 in.lb. 4,230 in.lb. <- stdconn. 8 1,228 lb. 1,551 in.lb. 2,776 in.lb. <- stdconn. TYPE F REAR DESIGN LOAD = 2375# BASE PLATE COLUMN BEAM V 7 X5 X.375 M base = 6399 in.lb. N/ COLUMN 3-1/4x 3x 12ga STRESS =0.63 V C4x5.4# MAX LOAD /LEVEL = 3,724 l b. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V ANCHOR STRESS = 0.20 # OF ANCHORS = 2 HORIZONTAL V 2 1/4 X1 1 /2 X14 GA STRESS = 0.20 DIAGONAL V 2 1/4 X 1 1 /2 X 14 GA STRESS = 0.35 J PUNCT. STRESS = 1.07 BENDING STRESS =1.07 SEIZMI C INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PORT C PROJECT FOR SHEET NO. 15 OF 24 CALCULATED BY MYRON DATE 10-08-1999 DACV TYPE F REAR SP ECI FICATI ON - MAIN STEEL 45000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/ 2 x 3-1/2 - FLOOR SLAB 6" X 2500 PSI. REINFORCED 1 - SOIL BEARING PRESSURE 1500 PSF - SEISMIC ZONE 3. - TYPE = INTERCONNECTED UNITS. SECTION AXIAL FORCE 2,375 lb. 258# 3 — 9# 2" "I 24" 24" 24" 24" 24" A t- 24" 24" 2 y 8 2,375 lb. 7 2,375 lb. 6 2,375 lb. 5 2,375 lb. 4 2,375 lb. 3 2,375 lb. 2 2,375 lb. 1 4" -;# 161# —0 In 129# 96# # 4 „ 64# • 10 32# 4i" 144" Iu= 72" MOMENT BEAM MOMENT 42"4 41# • 287# 246# 205# 164# 23# 82# rgrZ INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT____( ^?T PLASTIC FOR DACO SHEET NO 17 OF 24 CALCULATED BY MYRON DATE 10- 08- 1999 LONGITUDINAL ANALYSIS TYPE A FRT THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID - HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). Vlong = 2 * Vcol = 1,278 lb. Vcol = 639 lb. F 1 = 18 1b. F2= 361b. F3= 531b. F4= 71 1b. F5= 891b. Mbase = 7030 i n.I b. F6= F7= F8= RESULTING FORCES ON COLUMN SECTION AXIAL LOAD MOMENT 1 10820 7030 2 9467 7456 3 8115 7030 4 6762 6391 5 5410 5539 6 4057 4473 7 2705 3195 8 1352 1704 1071 b. 124 Ib. 142 Ib. BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT. Mupper + MI ower = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Mlower Mconn = [ Mupper + MI ower]/2 Mconn 9243 9243 8710 7965 7006 5834 4449 Mconn "L" Mapper M iowo f v Mb .. B BLAB Mconn -R' SEI ZMI C 1 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 COLUMN ANALYSIS :TYPE A FRT COLUMN IS ANALYZED PER AISI COLD - FORMED STEEL DESIGN MANUAL. Pmax = 10,820 lb. Mmax = 7,030 i n.I b. KxI x /rx =1.2 *• 22 / 1.349 = 19.6 Kyly /ry = .8 * 42 / 1.103 = 30.5 <- GOVERNS Cc = (211 '2E /Fy)J.5 = 112.8 SINCE KI /r = Cc, Fa = .522Fy - [(kl /r *Fy)/1494]t2 = 22,648 psi. fa = Pmax /Area = 10,434 psi. fb = Mmax /Sx = 6,051 psi. fa /Fa = 0.46 >.15 F'e = 12Tr'2E /23(Kx1x /rx)'2 F'e = 389,912 psi. Fb = .6* Fy = 27,000 psi. Cm *fb /Fb[1- fa /F'e] = 0.23 COMBINED STRESS = 0.69 PROJECT POr PLASTI C FOR DAtO SHEET NO.. 18 OF 24 CALCULATED BY MYRON DATE 10- 08-1999 SECTION PROPERTIES A =3.25" B =3" C =.75" D =0" E =0" Wt =0# t1 = .1046" t2 =0" Area= 1.037 "A2 Ix = 1.888 "^4 ly = 1.2612 "M Sx = 1.1619 "A3Sy = .7184 "A3 rx = 1.349"A2 ry = 1.103 "A2 Front View Side View B 1 42" 42" J r °1 5 . 17 1 1 11 ( 11%1 11 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT "T PLASTIC FOR DHCO SHEET NO 19 OF CALCULATED BY MYRON 24 DATE 10-08-1999 BEAM ANALYSIS :TYPE A FRT BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR 2,000 in.Ib. WHICH EVER IS SMALLER) WILL BE ADDED. lact = 144.0 in. Unbraced length = 72.0 in. Fb = 12,000/(1 u *d /Af) = 12,000/( 72* 8.53) Fb = 19,539 psi. MAXI MUM STATIC LOAD PER LEVEL DEPENDS ON 1) BENDING CAPACITY M = Sx* Fb = w I /2/8 = 37710in.1b. CAPACITY = 2(8 *M /I) = 37241b. 2) MAXI MUM ALLOWABLE DEFLECTION (L/ 180). = 5w I /4/384E1 CAPACITY = 2[(384EI)/(5* 180* I /2)] = 46731b. MAXIMUM STATIC LOAD PER LEVEL I S 3,724 lb. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. Mstati c = wI A2/8 = LI VE.LCAD* L/(2* 8) M allow( stati c) = Sx * Fb M i mpact = 1.12 5* M stati c Mallow( seismi c) = 1.33 * Sx * Fb Msei smi c = Mconn (SEE LONG. ANALYSIS) LEVEL Mstati c Mi mpact Mal I ow Msei smi c Mal low RESULT 1.125 Mstatic (static) (seismic) 1 23625 26578 37710 9243 50280 GOOD 2 23625 26578 37710 9243 50280 G000 3 23625 26578 37710 8710 50280 GOOD 4 23625 26578 37710 7965 50280 GOOD 5 23625 26578 37710 7006 50280 GOOD 6 23625 26578 37710 5834 50280 GOOD 7 23625 26578 37710 4449 50280 G000 8 23625 26578 37710 2852 50280 GOOD 4" Wt. = 5.4 lb. d/Af = 8.53 Sx = 1.930 in.A3 Ix = 3.850 in.A4 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 BEAM TO COLUMN CONNECTION Mconn= ( Mlower + Mupper )/2 + Mend CAPACITY OF CONNECTOR a) SHEAR CAPACITY OF 7/16" DIA. STUD Area = .4375A2n/4 = .150 "^2 Fy = 50,000 psi Pmax = 3,000# b) BEARING ON COLUMN (PER UBC SEC. 27 -11 E3.3) Abrg. =t * D t = .0747 min. = .5 *t Fu= 65,000 psi min. Pmax brg. = Area * Fbearing =.5t *2.22 *Fu = 5,389# > 3,000# c) MOMENT CAPACITY OF BRACKET S bracket = .110 "^3 Mcap = S * Fbending = .110 *.66 *Fy C = Mcap/.75 = 1.11 P1 P1 =1.20 Mcap = .0872 Fy = 4,360#> 3,000# SINCE PLUG GOVERNS P1= 3,000# Mconn. cap.= P1 * 4.5 + P2* .5 = 4.555 * 3,000# *1.33 = 18,220 "# PROJECT PORT NAST' C FOR DAW" SHEET NO. 20 O 24 CALCULATED BY MYRON DATE 10- 08 -1999 3 "/ 1 "eff. Mupper Mconn. Mconn. 1 5/8" t =7ga. iii Sbracket = .110 " ^3 V Mlower BEAM TO COLUMN CONNECTION( C =P1 +P2 = P1 + (.5/4.5)P1 = 1.11 P1 r INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT r '' PLASTIC FOR bACO SHEET NO. 21 OF 24 CALCULATED BY MYRON DATE 10- 08-19 TRANSVERSE ANALYSIS : BRACING :TYPE A FRT IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING : COMPRESSION MEMBER L di ag. = [(L- 6)'2+(D- 2* Bcol )'2]'.5 = 50.9 Vdi ag = Vtrans * Ldi ag. / D =1971# kI /rmin =[1 * 50.9]/.483 105.4 Fa =.522 Fy- [kI /r* Fy/ 1494]/2 • 13409 psi . fa /Fa =Vdi ag /(Area* Fa) • 0.39 D= 42" DIAGONAL AND HORIZONTAL BRA CI NG W Area= .381 "A2 rmin= .483 " H t= .0747 " 1 W= 2.25 " ._L H= 1.5 " • • $ INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT PORT''LASTI C FOR DACb SHEET NO 22 OF 24 CALCULATED BY MYRON DATE 10- 08-1999 OVERTURNING :TYPE A FRT ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 1997 Uniform Building Coda FULLY LOADED TOP SHELF LOADED TOTAL SHEAR = 1626 I b. ' Mot = Vtrans * ht * 1.15 = 1626 * 156 * 1.15 = 254406 i n.I b. Mst = E(Wp +.85wDL) * d/2 _ ( 21000 +.85 * 640) * 42/2 = 441000 i n.I b. Pupl i ft = 1(Mot - Mst) /d Pupl i ft 0 NO UPLIFT SHEAR = 203 I b. Mot = Vtop * h * 1.15 = 203 * 192 * 1.15 = 44895 i n.I b. Mst = (Wp+wDL) * d/2 = ( 2625 +.85 * 640) * 42/2 = 55125 in.Ib. Puplift =1(Mot - Mst) /d Puplift = 0 NO UPLIFT USE 2 ea. 1/2 x 3 -1 /2 MI N. EMBED. ANCHOR. CAPACITY OF 1/2 x 3 -1 /2 = 875 I b. PULLOUT & 1840 I b. SHEAR COMBINED STRESS 1 = 0 / 1750 + 813 / 3680 = 0.22 COMBINED STRESS2 = 0 / 1750 + 101 / 3680 = 0.03 42"4 361# 316# 271# 225# 1 80# 1 35# 90# 45# • SEIZMI( 16 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT�j T PLASTIC FOR " HCO SHEET NO. 23 OF 24 CALCULATED BY MYRON DATE 10- 08-1999 BASE PLATE :TYPE A FRT BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh /2 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pcol =10820 I b. B = 7 i n. Mb = 7030 i n.I b. P/A = Pcol /(D* B) = 309.1 psi. M/S = Mb /((D *B/2)/6) = 172.1 psi. fb2 = 2b /B *fb = 92.23 psi. fb1 = fb-fb2 = 79.93 psi. Mbase = w b1 '2/2 = b1/2/2[ fa + fb1 + .67fb2] Mbase = 792.0 i n.I b. Sbase = 1 *t/2/6 = 0.0234 i n. /3 Fbase = .75Fy * 1.33 = 36000 psi. fb /Fb = Mbase /(Sbase* Fbase) = .93 ANCHOR TENSION IMo = 0 T *d2= [Mbase- Pcol *b /2] T = Mbase /d2 - Pcol * b /2d2 T —2559 lb. D =5 in. b =3.25 in. t = .375 in. b1 = 1.875 in. fa 1 Pcol SEI ZMI C �` INC.' MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 { , PROJECT POIr .PLASTI C FOR DAeLi SHEET NO. 24 OF 24 CALCULATED BY MYRON DATE 10- 08-1999 SLAB AND SOIL :TYPE A FRT THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND HENCE, WILL ACT AS A FOOTING. fa) PUNCTURE Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD Pmax = 1.4 * Pcol + 1.7 * (Mot /d) = 25,445 Ib. Fpunct = 2 *sgrt(flc) = 100.0 psi. Apunct = [(w +t /2)+(d +t /2)r 2* t = 216.0 i n.'2 fv /Fv = Pmax/(Apunct*Fpunct) = 1.18 fb) SLAB TENSION Asoi I = Pmax /(1.33 * fsoi I) = 12.72 ft. /2 = 1,832 i n.'2 L = sqrt(Asoi I) = 42.8 i n. B = sgrt(w *d) +t = 11.9 in. b = (L- B) /2 = 15.4 i n. Mconc = w b'2/2 = (1.33 *fsoi I * b 2) = 1,656.2 in.Ib. Sconc =1 *t/2/6 = 6.00 i n.i3 Fconc = 50 *sgrt(f'c) = 225.00 psi. CONCRETE fb /Fb = Mconc/(Sconc*Fconc) = 1.23 t = 6 i n. f'c = 2500 psi. B L BASE PLATE w =7in. d =5 in. SOI L fs = 1500 psf. 1i ,_�.,. ,F,;..;wa ?y� - \ ts,r u U. . ..vtq r!`;'v 'n� .,er_sM :. �y` .:S�r ,.s.. ,�•,. i ..,=rt> ,,S« , ,!•' S � Y r 1 ,,u�M � ; � �� y,( , {�.�.'r:'.;. `'` .� t 7 t .l rj, {I � �'m� �•3A �tL�tl ; p ,rt 1 DEPARTMENTS: Builc4t)ivision Fire Prevention tU” >A' II 4 Public Works I Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) V'RROUTE.DOC 5/99 PMIT COORD COPY 4t PLAN REVIEW /ROUTING SLIP Complete [ Incomplete U APPROVALS OR CORRECTIONS: (ten days) Approved ri Approved with Conditions Approved Approved with Conditions n :TIVITy NUMBER: D99 -0391 DATE:` 'I &.2I;99 . ROj NAME: PORT PLASTICS XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # U After Permit Is Issued Planning Division Permit Coordinator TUES /THURS ROUTING: Please Route U Structural Review Required n No further Review Required Not Approved (attach comments) CORRECTION DETERMINATION: DUE DATE n E - DUE DATE: 10 -26 -99 Not Applicable ri Comments: n REVIEWER'S INITIALS: DATE: DUE DATE 11 -23 -99 REVIEWER'S INITIALS: DATE: Not Approved (attach comments) El REVIEWER'S INITIALS: DATE: .urn.. as s...r..l.....✓ awn. r.,». i. u. h. wwtri+ lr» WfwltiMdeni�✓ :r +��r.... ............:...... City of Tukwila Fire Department Fire Department Review Control #D99 -0391 (512) Re: Port Plastics - 1228 Andover Park East Dear Sir: November 8, 1999 John W. Rants, Mayor Thomas P. Keefe, Fire Chief The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Maintain fire extinguisher coverage throughout. Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 2. Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) Obstructions, including storage, shall not be placed • in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) Combustible material shall not be stored in exits or exit enclosures. (UFC 1103.3.2.3) 3. Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 • Fax (206) 575-4439 City of Tukwila Fire Department Page number 2 Thomas P. Keefe, Fire Chief or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. The critical storage height for high -piled combustible stock in closely packed piles is 12 feet. (UFC 9.110) Storage above 12 feet may necessitate increasing the sprinkler density to extra hazard and adding smoke removal capabilities. (UFC 8101) (NFPA 231) To use any building or portion thereof exceeding 500 square feet for the storage of high -piled combustible stock. A floor plan showing the dimensions and location of the stockpiles and aisles shall be submitted with applications for such permits. (UFC 8101) In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) 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) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone :: (206) 575-4404 • Fax (206) 5754439 Page number 3 Yours truly, cc: TFD file ncd L City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 231C) Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 231C, 3 -2.3) 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. Nominal 6" transverse flue spaces between loads and at rack uprights shall be maintained in single row, double row and multiple row racks. Random variations in the width of flue spaces or in their vertical alignment shall be permitted. (NFPA 231c 4 -3.1) 5. This review limited to speculative tenant space only - special'fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. /v The Tukwila Fire Prevention Bureau John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) .5754439 F625M52.(XX)rw97) DEPARTMENT OF LABOR AND INDU REGISTERED AS PROVIDED BYLAWAS CONST CONT GENERAL REGIST:. V AEXP DATE ;._`; CCO1 DACOC * *012NC O5/Oi/2000._ EFFECTIVE DATE DACO CORPORATION 18715 E VALLEY HWY KENT WA 98032 -1241 I podia:an. that tla Nap °leak appro.,. are spba, lo Ws aod on,sstens and approval 01 paws; does not apPlorrze the Itolat ion of any .a,lopted wde or ordtnanoe. Recetpl 01 con. a pato!' a copy oi approved plana acknoWledged. • By Date Parma Nb.4.1.-- • , • • .. = 517k 4 RCAF PLAN . . bUILDING TVs t He, •— r — Arkiet, 1E3,S/2 SQ FT. , 74,I SQ. FT. — , PAPKINs FOR. ADDITION BASED ON EMPLOYEES 4 GUESTS AREA LINE TO 4- • 12. OFFICE EMPLOYEES 4 wrIse EMPLOYEES TOTAL STALLs - ARS, LINE 4 TO 2. OFFICE EMPLOYEES 4 WHSE •EMPLOYEE5 TOTAL STALLS - E.NT.12e BLDG 5PRINKLEREO. or t.c,E....t.set 5"2 caul 5aL. Nee ci.s re.ovme JOIIAN CT. 4 421% WIT.4 ace. COM., Cr 3 , • AANIMPLY SNWOR. 4 ANctreiret iterr pEME E . 40,101.5 -q - SEATt HhT� Hit - Do, • • . . r Mt. (014LRFTE • FLIIV.00 )=4" ADTu nantoatO won, 027.4) 1,24 croon DRAWIN I1'4 SaCTIO4 OLTP.11/ HO Ur 6 . 1,04 A .......-•v7..awa P2S4 ,16.n aet tan wk. • .-I tr. ROC, , Dtsctctrilot,. A-2 V,00rx PTN , eNCildouLe,A, A 5 A .4 Se...-ric....s./Lo PLAtsi -TD. S-2 ,..0-4.5.1. tc.,4s 1) Voa rgA.MING; PLANs - DEV,LS /41 • \ V F 4 PLA.Ns 5 • .. .?• . • ,. • . • . • . . ..,tfeAt 0E2Clit 24 44. 4 !Pit? F O',* I U . 421 1/4, traneiret 7. , 10 • 4 61;' , :hirett,7,.. Ulnre dl • ' • 33s.V. Noti,ther517•11.?A` ,e ot.21.1 4 '1,a s la,af, 00 31. 0 " bICkbF : ter01.4:te r a 3 feet reeerte,e,r tl;tere,, ConfaintrigA.A5ti acrieil&A 27 reek,' ' That till. oni 49 14 a 9" I al dIst iroo•l!Arg' 2. 0.1,00 F !I pe P. ra • distance tie tJtaeg, •••c• , , ' idbSect lsolietaisnr fee r , • 'thereof "•••• „"•, • ‘;•• 7;1%4' • , • 7: *;• ".Tgralti : . • " , o i111 /16' I ! � ~ < _ � / i © � V \ 0 - „// 7GA \d O — - SAFETY CLIP � �I 1 ® AISI 1111111 ' TYP. 01111 3APPROX. 3 APPROX. / / Pill TYP Eli l ip TO ` i ti \ I / 0 .J - - <TYP. /4" I o -� _ L -J : I 12" -4 7GA o 00 © O TY P.> 1 /8" V 5/8" V TYPICAL BRACING TO COLUMN CONNECTION 7 L. ROW SPACER , A GENERAL CONFIGURATION V -B TYPICAL BEAM TO COLUMN CONNECTION SEE DRAWINC 2142B FOR EL "' ►�'J NOTES: 1. STORAGE RACK DESIGNED PER SECTION X OF THE 1997 UBC. 2. STORAGE CAPACITY: SEE DRAWING 99 -2142B 3. POST LOAD SIGNS AT CONSPICUOUS LOCATIONS DEPICTING THE DESIGN CAPACITY OF THE RACK USING A PERMANENT PLAQUE NOT LESS THAN 50 SQUARE INCHES 5. ASTM A570 FOR SHAPE Fy = 45,000 PSI GRADE 45 6. ALL BOLTS A307 (UNLESS NOTED) 7 ANCHORS HILTI KWIK BOLT II OR APPROVED EQUAL ICBO #4627. PULLOUT CAPACITY IS THAT CF WITHOUT iNSPEC T ION SPECIAL INSPECTION IS NOT REQUIRED FOR ANCHORS 8. CONCRETE 6" THICK x 2,500 PSI 9. SOIL BEARING PRESSURE 1,500 PSF GI .TY 01 MAO I A O 1.' R 0 U- t) NMI 10 no 'v y , lll..f)IN(; 11W It N 1 /8 "r<TYP. -- SAFETY CLIP " I1 5/8" TYP. i ' I1 5/8" TYR 1 t 1/16 ` ® 4" X 5.4# rwv I � , 0 r 1 � 3/4" 4 11 I 5 1/2" ., - r. , .I,. ' "" T I - 7 GA t-- 7 /16 "ORIVET -- 2 11/16 " - AISI C1018 �6< CONNECTOR �5 J BEAM \ J TYPICAL STORAGE RACK ELEVATIONS 3 1/2 " ----: TYP 1/8. 3 3/8" THK MIN. EMBDMNT I 1/2" 1 ' NIIII \ \' © ,_ 2 v /2 1 " Is 2 REQ'D PER BASE PLATE { 21/4.......... 3" + r r O 12 GA _J + BASE PLATE© CONCRETE 0 OLUMN 0 1 /2" 0 ANCHOR _ i 14 GA • 1 1/2" 2 1/2 5 9/16" _ _f„ $ - • /! \� a `/, ; i' - '* ii. SEIZMIC MATERIAL HANDLING SEIZMIC ENGINEERING 161 Atlantic Street EST, 1985 Pomona, CA 91788 Tel. (909) 869 -0989 • Fax (909) 8690981 0 1 3 1/4" 5" 1" -"- • ' 11 /l i r9, = r , „_I SOIL • . ! ; u Ic ' `i /I r l� :a , i, ,-# =1d Illl dGr_I1I ,r ir�l 3 1 /2 " MIN EMB. ; 1 lllf llll_Illl lln I" lu, l CALIFORNIA CONTRACTORS LICENSE NO.665374 DRAWN BY: D.G.R. DATE: 10/6/99 1A87 REV, BY DATE: I '1 ' ' 4-12 -2000 I APRV'D BY SAL E. FATEEN SCALE: NONE DESCRIPTION: STORAGE RACK DETAILS (SAMMONS TYPE) 2� BASE PLATE (3/8" THK.) ADDRESS: PORT PLASTICS 1228 ANDOVER PARK EAST TUKWILA, WA. DRAWING NUMBER: 99 -2142A , 1 COLUMN ■ 3 ANCHOR ICBO #4627 4 HORIZONTAL & DIAGONAL BRACING 1 2" 24" 4 24" 1 24" 24" 24" 24" 24" 24" 2,625# 2,625# 2,625# 2,625# 2,625# 2,625# 2,625# 1 1 TYPE A FRONT FRONT TYPE B & C INT. 120" 2,625# 144" 2,625# 2" 24" 24" 24" 24" 24" I 24" 24" I 24" 2,625# 2,625# 2,625# 2,625# 2,625# 2,625# 2,625# FRONT 144" 2,625# FRONT 42" 42" 42" 42" 2" 24" 24" 24" 24" 24" 24" 24" I 24" 2,625# 2,625# 2,625# 2,625# 2,625# 2,625# 2,625# 42" 42" 42" 42" 42" 42" 42" 42" SIDE 42" l' SIDE 42" l' SIDE 192" 192" 192" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 24" 2 24" 24" 24" 24" 24" 24" 24" 24" 2 24" 24" TYPE A READ. 144" 2,375# 2,375# 2.375# 2,375# 2,375# 2,375# 2,375# 2,375! FRONT TYPE D FRONT 144" 2,375# 2,3759 2.375# 2.3754 2.375# 2,375# 2,375# 2,375# FRONT TYPE F FRONT TYPE F REAR 144" 2,375# 2,375# 2,375# 2,375# 2,375# 2,375# 2,375# 2,3754' SIDE 42" 42" 42" 42" 42" 42" 42" 42" SIDE 42" SIDE 36" -` 42" 42" 42" 42" SIDE 36" 192" 24" 24" 24" 24" 1 24" 1 24" 24" 24" TYPE B &CEXT. 120" 1,2504 192" 24" 24" 24" 24" 1 24" 24" 24" 24" 1,250# 1,250# 1,250# 1,250# 1,250# 1,250# 1,250# FRONT TYPE D REAR 144" 2,500# 2,500# 2,500# 2,500# 2.500# 2,500# 2,500# 2,500# FRONT SIDE EXPIRES DESCRIPTION: ADDRESS: 42" 42" 42" 42" 4-12-2000 42" 42" 42" 42" 42" SIDE ° 7 CALIFORNIA DRAWN BY: DOER CONTRACTORS LAST REV. BY LICENSE SEIZMIC MATERIAL HANDLING ENGINEERING 161 Atlantic Street EST. 1985 Pomona, CA 91768 Tel. (909) 869 -0989 • Fax 909) 869 -0981 NO. 665374 APRV'D BY SAL E. FATEEN PORT PLASTICS 1228 ANDOVER PARK EAST TUKWILA, WA DATE: 10/6/99 DATE sCALE: NONE STORAGE RACK DETAILS (SAMMONS TYPE) DRAWING NUMBER: 99 -21429 �HC �UW Wt/ao" Rac.L 20-.0 - l w�TlNyo UILDINry , . ro)R . G cat. WAU. TD 1.1[1614T OF IwNP WALL. DDW bL TD RAMP WAIL t y NS.W COL: WITR �b eD LN6.•RM WA'�WITN D'S ppOVID W ALL AT DRAIN T TRIM W Top Or BLACKTOP VOL DRAIN , GCN sloe? - �S PLLTINDJI'�' FILL bETWiGN EAOJ1 STUD. WITH MM• WODL EATT. RWNFD11Ct AS Mims FOR Glxlxlb SLOTORT. Lnv i, zu w1 A PLAN GAF o�LE7 RbOMS` AR'F!ICOVEU V.R :ILD• tv,; NKIV 1!99 " p, jILU\NG GIV , • `TLJ C . a s fe J-14tt. D! SETTER V•6. FIR- ^gy 7 _ • BATTEN DETAIL, • 1=0 " , IFIC WESTERN DEVELOPMENT Ca., INC. 8013 PERIMETER ROAD SOUTH ; BOEINt- FIELD' ; ' STATUE, • WASHINGTON `$ ITTM,AN & t "SANDERS ° AN D 'ASSOCIATES ARCHITECTS : MA FLOOR PLAN • ALL INTERIOR PARTITIONS IN ; OFFIC:I AREA" 4 "x 4'- 16"D.C. FLAT, Y2 PL$TRE.D. TAPED,5PACKLED PAIRJTED - EXCEPT .AS OTHERWISE. .• TJOTiLD . PA SEPARATING OFFICE AREA . FROM. WISE -Qx4 I!. "0•C.; Ws' PLSTEDD EAQ4 SIDE TAPED, SPACKLED ;SVdpFO PAINTED OFFICE SIDE pdLY(EXC.EPT FOR, MILLWORK. O4.1 WH5E $IDE.PROVIDe V2 PLYWD WAI•.SCOTE 4 -O HIAH. PROVIDE "RE ee-rre ",V.6.FIR EAT1EN3 M14LQD FROM 1'x 10" Us. 'SINGLY AT FLAT WALL. 1 .. •. SIJRFACAS, A 114 CORNIRS Cyr PROM 2 BASIC PIECES. $r-R1 - PEc'AER BI:OGK1 4A .. •AT FASTRNIIJO NTS.(POR qua. WALL.1011JTS, • PLUMBIH )E A E E TRAM ROOMS UNDER ME72 .RD • EXTEND HOR12.1TALLY W CEILING' 5PY.CW TO EX• TRRIOR. WALL M122. FLOOR AREA TO B! U408- . STRL)GT00. , 2 " 4 D.S. 26A• uw hnaecv' , -- - - --- 1 CCOC. APRON '� /\ � 7 GA . • SAFETY ,/1 - I ,. CLIP �/ ® 4 7 RIVETS /1 6 0 I S AISI C1018 r T YP . 1,8" 1 1 /4" ,,,„ \ 14 A 1 11/1 ' \ O 5 , � 100 t � \ NIF 8 i 4 " TYP. 118 � 1 114 \ ' I - A -3 9 J ' / ,� I/ 110 118 " DQ 0 ' '51/2 " ::: _ :1I vii I I 12 14 7GA O 1 jo® 00 TYP. 1/8"r 5/8" I TTPiCAL BRACING TO COLUMN CONNECTION z 0 U z z 0 0 z 2 0 0 C.) z •ct IE ...J 0 77, ; 4.1 A c 7 � ROW SPACER GENERAL CONFIGURATION ` B TYPICAL BEAM TO COLUMN CONNECTION SEE DRAWING 2142B FOR ELEVATIONS NOTES: 1. STORAGE RACK DESIGNED PER SECTION X OF THE 1997 UBC. 2. STORAGE CAPACITY: SEE DRAWING 99-2142B 3. POST LOAD SIGNS AT CONSPICUOUS LOCATIONS DEPICTING THE DESIGN CAPACITY OF THE RACK USING A PERMANENT PLAQUE NOT LESS THAN 50 SQUARE INCHES 5. ASTM A570 FOR SHAPE Fy = 45,000 PSI GRADE 45 (UNLESS NOTED) 6. ALL BOLTS A307 UNLESS NOTED ANCHORS HILT! KWIK BOLT II OR APPROVED EQUAL • � ANCHORS #4627. �,.. PULLOUT CAPACITY IS THAT OF WITHOUT INSPECTION SPECIAL INSPECTION IS NOT REQUIRED FOR ANCHORS 8. CONCRETE 6" THICK x 2,500 PSI 9. SOIL BEARING PRESSURE 1,500 PSF C, R EC Kwlt,� ��` �� ` / CITY OF 1! ED DEC 2 8 1999 PERMIT CE NTER i // v - 4 YP. SAFETY CLIP . I1 5f8" TYP i • 3/4" 1 11/16 © 1042' 4 X TZ: ��,� /� � - 1 ... 51/ , � _ � 5.4# 0 r r % \ � .° 4„ "I' . I r ' � 3!�" ��11�a ,� � � �� iltA Ilt j �, 2` � j8 4; 3�C� 7 GA 211/16" 7/iS "0 RIVET AISI C1018 TYP. 1/8" \ USE ON 144" UNITS ONLY 6 CONNECTOR I j1 5i B EAM ` 8 J SAFETY SUPPORT , TYPICAL STORAGE RACK ELEVATIONS TYP 3 1/8" 13" 1 MIN. EMBDMNT � 1 11111i © r 1/2" 9/16" 3 0 12 GA _J 2 112" 2 REQ'D PER BASE PLATE Q COLUMN 2 1/4" ' � = � f} � � 1 �V. r , / fTr ; :. ; r a �i . i SEIZMIC SEIZMIC MATERIAL HANDLING ,� ENGINEERING i61 nree4 EST. 1985 Pomona, CA tic 91768 Tel (909) 869 -0989 Atla • Fax St (909 ) 869 -0981 2 1/2" BASE PLATE© CONCRETE ., 1 1 /2" 0 1 " 3 1/4' 01/2" 0 ANCHOR "_ �l 14 GA 5 " 1 CALIFORNIA CONTRACTORS LICENSE NO 665374 DRAWN BY: D.G.R. DATE: 10/6/99 7" � ... n' I �� , , � i. 1111/ 11/Allll=lllll ok, • ► • • e �' ' • : • ' ! _%1111= lull - - 181 =1 - 7////142 1u��,_- li�i��rli�ii��li��i 31/7 MIN. EMB. /ll ±11111- 1l111,=lllll° =llu'- LAST REV. BY: DATE: I EXPIRES 4- 12-2000 I APRV'D BY: SAL E. FATEEN SCALE: NONE DESCRIPTION: STORAGE RACK DETAILS (SAMMONS TYPE) k 2J BASE PLATE (3/8" THK.) hTiip,_ -Ilia, =��„=�i�i�„=1i�q„�i�i�„o SOIL ADDRESS: PORT PLASTICS 1228 ANDOVER PARK EAST TUKWILA, WA . DRAWING NUMBER: 99 -2142A I " 1 COLUMN ` 3 J ANCHOR ICBO #4627 C 1 \ 4 f HORIZONTAL & DIAGONAL BRACING 24" 3 24" 24" 24" 192" 24" 24" 24" 24" 1 TYPE A FRONT FRONT TYPE B &CINT. 120" 2,625# 2,625# 2,625# 2,625# 2,625# 2,625# 2,625# 2,625# FRONT SIDE TYPE F FRONT 144" 2,625# FRONT 42" 42" 42" 42" 2" 24" 24" 24" 24" 24" 24" 24" 24" 2,625# 2,625# 2,625# 2,625# 2,625# 2,625# 2,625# 192" 24" 24" 24" 24" 24" 1 24" 24" 24" 1 2,375# 2,375# 2,375# 2,375# 2,375# 2,375# 2,375# i 42" 42" E 42" 42" 42" 42" 42" t 42" SIDE t 42 t SIDE 192" 24" 24" 24" 24" 24" 24" 24" TYPE A REAR 144" 2,375# FRONT TYPE D FRONT 144" 2,375# 2,375# 2,375# 2,375# 2,375# 2,375# 2,375# 2,375# FRONT TYPE F REAR 144" 2,375# 192" 24" 24" 24" 24" 4 24" 24" 24" 24" 2,375# 2,375# 2,375# 2,375# 2,375# 2,375# 2,375# SIDE 42" 192" 24" 24" 24" 24" 24" 24" 24" 24" 1,250# 1,250# 1,250# 1,250# 1,250# 1,250# 1,250# 42" { 42" 42" 42" 42" 42" 42" 42" 42" 42" 42" 36" ---` SIDE f ° I SIDE 1 36" } SIDE 192" 24" 24" 24" 24" 24" 24" 24" 24" TYPE B & C EXT. 120" 1,250# FRONT TYPE D REAR 144" 2,500# 2,500# 2,500# 2,500# 2,500# 2,500# 2,500# 2,500# ADDRESS: 2" 42" 42" 42" 42" 1 36" --` SIDE 36" 1 FRONT SIDE Dqq�q I I >BS 4 -12 -2000 I DESCRIPTION: SEIZMIC MATERIAL HANDLING ENGINEERING 161 Atlantic Street EST. 1985 Pomona, CA 91768 Tel. (909) 869 -0989 • Fax (909) 869 -0981 CALIFORNIA CONTRACTORS LICENSE NO.665374 DRAWN BY: D.G.R. LAST REV. BY: APRV'D BY: SAL E. FATEEN DATE: 10/6/99 DATE: SCALE: NONE STORAGE RACK DETAILS (SAMMONS TYPE) DRAWING NUMBER: 99-2142B PORT PLASTICS 1228 ANDOVER PARK EAST TUKWILA, WA i