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HomeMy WebLinkAboutPermit D02-203 - ENGINEERED PRODUCTS - STORAGE RACKSD02 -203 Engineered Products 18271 Andover Pk West c � i I • i ��, _ C i o f l Y Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT z • ' ,� Parcel No.: 3523049104 Permit Number: D02 -203 z w re Public Works Activities: • Curb Cut/Access /Sidewalk/CSS: N I Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N : � ;' Moving Oversize Load: N Start Time: End Time . Sanitary Side Sewer: N ', "'` ' Sewer Main Extension: N Private: N Public: N ' Storm Drainage: N 1. �,'; Street Use: Water Main Extension: N Private: N Public: N n . ; . Water Meter: '. _;. . 1 Channelization / St Striping: 4 ' . ** Continued Next Page * * ' ).t tag : i doc: Devperm D02 -203 Printed: 07 -30 -2002 : ;� , _ 1 . r ,o — - – -' - _r • - • r 4S '' City of 1 ukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 • Z /; = tr Permit Center Authorized Signature: Kc�2 (Jt ..,6656a1., Date: 7 ` 36 02- I_ Z r ! 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. 0 p { N 0 The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws w = III regulating construction or the performance of work. I am authorized to sign and obtain this development permit. N F : C 7 c - i W 0 . Signature: , ki - J rn Date: .3 d � 2 } u_a Print Name: --T't- h yr'-'LTJ = d Ii... W 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 ? H . ; suspended or abandoned for a period of 180 days from the last inspection. z O. j WW D = p : 0 0 — 0 H LU uj 0 0S H= 0F . , Z •. . I j, ..;-.4 4 , 1t . ; „ . .it , , , M i -j 7 t :,;ir: .,., :; ,t17,*,„.. , 1 , t'-',Q i doc: Devperm D02 -203 Printed: 07 -30 -2002 ,,tT 'E .'. .:. .. .. .... .:. Y:'.. r.. ..:.:ii..�.<i'y.1+ls:it.r„t•.i c.45.... , ....r ...+w,.. ,... i.,..,...i,>,+w „ ...ue.. ...r.n..n.v. .......... .. . .. .. . ..M .:.....,.. ,,..».,, +...,....,r. r ... ... .......................... .n .,....,..._w,..v— ....w.. «..wv.NM+ern..uM , .. • 404 Skti 44KS ; aity of 1 ukwlla Y996 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Z Parcel No.: 3523049104 Permit Number: D02 - 203 w ce Address: 18271 ANDOVER PK W TUKW Status: ISSUED 6 v Suite No: Applied Date: 07/16/2002 0 O Tenant: ENGINEERED PRODUCTS INC Issue Date: 07/30/2002 cn 0 co ILI WI it 1: ** *BUILDING DEPARTMENT * ** O 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. g 3: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These g 5 documents are to be ur maintained and available until final inspection approval is granted. = 4: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as f-- _ amended, Uniform Mechanical Code Z r~- (1997 Edition), and Washington State Energy Code (1997 Edition). Z O i 5: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be construed to be a W W permit for, or an approval 0 of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to 0 N give authority to violate 0 f -, or cancel the provisions of this code shall be valid. W W 6: ** *FIRE DEPARTMENT CONDITIONS * ** �_. 0 7: The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: u.z. p 8: In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or tij Z at rack uprights shall be maintained. (NFPA 13) I- 9: Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 13) z 10: 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 sprinklers at the 15 foot elevation of the column, (c) ceiling sprinkler density \ minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13) 11: Depending on the classification of the commodity being stored and the size of the storage area, smoke vents, small hose stations and curtain boards may be required by Table 81 -A of the Uniform Fire Code. Contact the Tukwila Fire Prevention Bureau for further information. 12: Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2.5) 13: Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 1109.2) 14: 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 �..�_•r 1. t . pile height may be as low as 6 feet. (UFC article 2, sec. 209 -H) 15: Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under ri � 3;� : overhangs greater than four feet ` „i wide. (NFPA 13 -4- 5.5.3.1) �!!! 16: Refrain from blocking sprinkler coverage with shelving. NFPA standard #13 states that any shelving or decks in excess of 4 feet in ►4 g P g g Y g .�, width will require installation of sprinklers thereunder. s” • 41', -; 17: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of 4.11k drawings prior to installation N 1 or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written •• 4 6 doc: Conditions D02 -203 Printed: 07-30-2002 ' l':..t.rr M'vY:.:J.'.:.1.'.. !':';;: `a....:1'.:.:!�" ':. .+ iJ i.) r. K- in,..........,.... ...•.,.a +V.+. ^p.uv ?N'Stv'd�`Yf i*'r1•n- :..r. y ... .... ... .. .. .. ... ... r:!. .........!- :..,......ter........ .. vr• ro '„'r.nt'.r!>w'.rt• +Yt+:.M'T.`.� 4'n 'Q, 1 1 - . - '.cr .., :` I , .P1 -- r Va L•) Ci ty of riukwila .,g Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recorgnized by the City of Tukwila, prior Z to submittal to the • z I Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1901) w 18: The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of 6 j area. The extinguisher(s) U O should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3- rn p 1.1) 19: Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. W i H .....1 The hanger or bracket CO shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher w 0 shall be installed so that of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the a. the top g g u_ Q floor shall not be Tess 2 d than 4 inches. = W 20: Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign Z H stating, "Fire f- p Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 106.3) (UFC Standard 10 -1) w F' 21: Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 2 D 22: Maintain fire extinguisher coverage throughout. U 0 23: Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel o - - shall also comply with ti the Building Code requirements for accessibility. (UFC 1204.1) = w U • 24: When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise [3 '— sha L I to clearly indicate the Z direction of egress. (UBC 1003.2.8.2) U to 25: All exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 1 1/2 hours in case �,_. F of primary power Toss, o z the exit signs shall also be connected to an emergency electrical system provided from storage batteries, unit equipment or an on site ? generator set, and the system shall be installed in accordance with the electrical code. (UBC 1003.2.8.5) 26: Contact the Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1900 and 1 #1901) . 27: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 28: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575- 4407. hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances , ; :' .-' •••;; a' governing this work will be complied with, whether specified herein or not. ",' r ,, The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws - " " t :.,,r ' regulating construction or the performance of work Id Signature. - < 7 3 44 Date: tk J. Print Name: Z.cfT Le-v'r Waa t „ doc: Conditions 002 -203 Printed: 07 -30 -2002 : w13.rw:� .70 tit r, :�.r., t e.+ • r .q'.. . ,.a.•,v;,., r +,:.... .,. ., +'•+-• , >�,.rSA;l,ati,:�i+. ,,,ti;,.y:;t, v.r«:v;�n:r.Si.: , +6.::t �cc+`: -i; „+.:f .r; Gazer �evnwnr....,.,<.,A..,. .M,��... „....,K,�,•,. ,... ,.. .. ..... ... --- __'_"v -- - ti I I - `!r .C or, .:f i CITY OF TUI 'VILA , 1� , Permit Center Project Number: ; i;�a r 6300 Southcenter Blvd., Suite 100 ae' Tukwila, WA 98188 Permit Number: (206) 431 -3670 ( - DO Z' 20 Commercial / Multi- Family Tenant Improvement / Alteration Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Project Name /Tenant: Value of Const tction: o+ Eh °AcGili ( ku1;k �_LA c- , , �p 72(-64 Site Address (include suite number)) ax ity State /Zip: Tax parcel Number 1 1 Da l 4 ✓ d -y 1'LW *_ _ te- (&T I u: i(� “AV Mil sago k ioy Property Owner: r n 1 Phone; L.A- Y fc441A I / �t. -C, ( �e_.51e /LJS 1 '3 f C� k. ) � n 2ecc) J~7 . - Zccl) Streektddress: City State /Zip: Fax #: V 0 .8,A (Fto L ( 7(41_1");( 9!/ (zoo) S7r- f:3-) , Contractor: Phone: - ' 1 ,) 'el n� � L 'S c�'v�c (OG 68 Z- 4.5gp Street Address: . City State /Zip: Fax #: 103 3 (, A So, •S 4ttlt. wit 9,5'r3Y (Zo') 691. c t (Pi S Architect: Phone: Street Address: City State /Zip: Fax #: Engineer: ti Phone: Crv R;4 L- ! A5scoir � (-j z.56 -36gy + City State/Zip: Fax #: Z Street Address: S` 2v7 Y P� Q 'z3U E t -ta :,,, 5T gii(, -s R 59tos C'') 2 5 2-01 F- Z Contact Person: Phone: re W (re. ) ec, ( oc) ( Z 6 QQ Street Address: , 11 City State/Zip: Fax #: U 1 So 5 WA 94 C-4 68 Kr 2 — L t r 0 0 0 tow Description of work to be done (please be specific): w 2 specific): . Sk_((�A —) CO w Existing use: 0 Retail in Restaurant ❑ Multi- family Warehouse ❑Hospital g Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office w Ci ❑ School /College/University ❑ Other ^ H W Z = Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ® Warehouse 71 Hospital E- ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office Z O ❑ School /College /University ❑ Other 2 j D 0 Building Square Feet: 19 ( existing No. of Stories: f Area of construction (sq ft): 5 00 0 D O E- Will there be a change of use? ❑ yes ® no If yes, extent of change: (Attach additional sheet if necessary) W W 2 U Will there be rack storage? ®- yes ❑ no LL ' ~ O Z Existing fire protection features: SI sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) u) Will there be storage of flammable /combustible hazardous material in the building? el yes ❑ no 0 H Attach list of materials and storage location on separate 8 1/2 X11 paper indicating quantities & Material Safety Data Sheets Z APPLICANT REQUEST FOR PUBLIC WORKS SITE /CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) U Channelization /Striping 0 Curb cut/Access /Sidewalk 0 Flood Control Zone 0 Hauling ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Landscape Irrigation ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous 1 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 Calwil 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 ;' , 1 Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date application expires: Application taken by: (initials) 411•11v mmi 7 /G -0 Z 1-/4-0 3 S;S' , 1 PLEASE SIGN BACK OF APPLICATION FORM i . 11 /30/00 1 _ cipern,it. doc • . . . r - 4 APPLICATI • i MUST BE SUBMITTED WITH THLLOWING: • 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 : in © Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing/grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) ' 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, Z identify by size and species which are to be removed and saved = I- 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use ~ W only) Q 11. Location and gross floor area of existing structure with dimensions and setback u1 U _ 12. Lowest finished floor elevation (if in flood control zone) U 0 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). w ■ ❑ © 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 w any hazardous materials; dimensions of proposed tenant space. n w Q ® ❑ Vicinity Map showing location of site co d = w 71 ® Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack 1... layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of I-- O rack. Structural calculations are required for rack storage eight feet and over. W w © ❑ Indicate proposed construction of tenant space or addition and walls being demolished U O O - ® ❑ Construction details to I-- ww ❑ ® Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water i 9 supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed u... O sprinkler system design criteria as identified by the Fire Department. Ili Z U co Fl Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. 0 I O 0 SEPA Checklist - if intensification of use (check with Planning Department for thresholds). Z ' 71 ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 999 Third Avenue, Suite 700, Seattle, WA or call (206) 296 -4787. (Form H -5) 1 ❑ ® 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 f ' ■ of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will 0 i s ANL be required as part of this submittal I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF '' — , ; PER JURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING WNER.O AUTHORIZED AGENT: r t ; Signatur . -- Date: 7..... Z _,„ . Print name: Zff r r Phonetzdo 6j G.� 96 Fax #:(Z et.,) , Gez q9,,,5_ re . VIM Address t1 City/State/Zip /State /Zi ' � 10 3 '3 (o 0,,.c_ So Y p S'2�,fl / c w✓I c1�/3 � 11/30/00 I a , _ crpermir.doc .tea, .. ,.. .;,.,1•% 1�Ki�y' Ft ' n' 9nw; b i '...sntY.kdxt!' .. 4.. ..�� «+.navcM9C ?+�.b.. , ac.n.n...., Nr ... v « ... ........ .......w..t.^ew'r.+-,rS� ..6 rS+J_s F^... , 7 2;Y;'. 1#�°,S$ 1 :+�x�'t ep , i - - ,•■ 1 .., i C of Tukwila .,90. .. 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 ' Z RECEIPT . 1._ Z. re LLI Parcel No.: 3523049104 Permit Number: D02 -203 J U Address: 18271 ANDOVER PK W TUKW Status: PENDING (0 0 Suite No: Applied Date: 07/16/2002 W W F J = Applicant ENGINEERED PRODUCTS IN C Issue Date: F_ . to u_ ' W • 2 Receipt No.: R020000974 Payment Amount: 733.39 g , u. Q Initials: SKS Payment Date: 07/16/2002 08:41 AM d User ID: 1165 Balance: $0.00 I- 1 1-0 Payee: ENGINEERED PRODUCTS w 1— uj 'O c TRANSACTION LIST: O Type Method Description W W , Amount I U •Payment Check 41700 733.39 H . Z w N 0 O �_-.. ACCOUNT ITEM LIST: Z Description Account Code Current Pmts BUILDING - NONRES 000/322.100 441.75 PLAN CHECK - NONRES 000/345.830 287.14 • STATE BUILDING SURCHARGE 000/386.904 4.50 . i Total: 733.39 . t: tr a .; , O ':,. ''' P • s {t tY �'T • . •J 3 '7 :.)7/17 /r l7 ' I'.i..1 TOTAL i Y11.. ! +.1 .: . y t , , - . S' . '"N( .. Sa ,,.. ' doc: Receipt Printed: 07 -16 -2002 p,,,,, ,:,....,„,„..._,„..„. ;;t. .. .�. .. .. ,,,. .. .., ,,...rtti' „�t.i�.. .. _ a +.'YioF i�.. ufdte;r „iL6 „$d. . as�GwlifSi :F!45FRtl4L9N4�4IIE1A.�l{7M",U1Y _ . . . . : . ___ 1 -- - - . , \ Z t JU INSPECTION RECD D N o c4 Retain a copy with permit Z-20.3 J = F. INSPECTION NO. MI 0. r, �/ 1.- WWWi'�' N CITY OF TUKWILA BUILDING DIVISIO - ! uj 0 P 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 i ct: Project Type of Insp J yec� ion: LL Q ' li',r fv�2�/If / ; / `.liN� Q d Address: py Date Called: / = W GcOv //t �, U Z = /9 7 H Special Instructions: Date Wanted: a.m. v'� -p p Z O n. / �-C._ C ate- 4 h, R::: : W W = O . CO .-06 ,39 v -3 3/a 0 F - v_ " Approved per applicable codes. El Corrections required prior to approval. H 0 :. F- CO MENTS: O 4 11 V I- Z �` $r i s 1`9 , x : ,,,., §' • Inspector: Date ',,. $47. REINSPECTION FE: EQUIRED. Prior to inspection, fee must be � ; fY . paid at t300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. yy' fi' ' Receipt No.: Date: 4 'h ; ,,. . > +. Y•::'L`i ?- ^ rn�,+x,�;r . ,.. k.. .,,w.... w,«..... , Sa.;i.: . b644 . �•i 7,,, K L . . .... .... ... , 9.,.;• -- ^ ir^ ..: i� .ri:��t3i:.. < tr',C?s*.,^n,Pe� ' a rya:. tts' f, Y,; en' �^ 27ir` k:a•.�rra.,,,...d,:rht�X:��t i 1 N . - ( __ - - -- r r - ' .•s., • . Z . „„ ,,,d "t 'ZR';'h.. wAL';'kA t`Inrl �an5••: ,m.vd A 4...,.,`;4?-l/ /a, i - _ -- .-- -• - • 1 - {,, - r ■ • Z 1- Z Z J 6 = co o 0 o WW INSPECTION RECORD L0.7•z0,. J H Z COMMENTS: U N 1- _ O Z • t\\...D ... A_ _A (9 - .... 4.--t" --) — L-1".....4 0 4 c, ( ) . C "- ■ C4' TZ -4 Z______O-L( 7 ` cm ,A 0..A.4 ---- . .13 �,�.- �� _ , " C tea^ ; S tylW I , W. :'181 , C$13 s tns • • tor: Date :0,i i 1 '''' ®t , " 7.00 REINSPECTION FE REQUIRED. Prior to • spection, fee must be paid 4! at 6300 Southcenter Blvd., ite 100. CaII to sch dule reinspection. g : , • +' Re e' +t No Date: . s k i ,, i , - . .. ''''' 77-17-% ' ''' .' ' ' 1. (4"" l'r RIT :". " ;'•`j i 47 .0 1 Wi l .' , V 4 ' '' ' 'r ' '' ' ' ' • ' . * • - 7 - F - 77 :7 71 ": 1 7 77 . - • - ' '' • ' ' .--‘'\ -- ,v-.................. SO ..-1- ' ' fa/ eit- * '' City of Tukwila Steven M. Mullet, Mayor % -J I 4, 1 .9%, '', 1 - -or' ■`, ; 111 N C' ........... y. iSt 1 - : Fire Department ( Thomas R Keefe, Fire Chief I..... ...."fiv.... z ' I-- z w w TUKWILA FIRE DEPARTMENT 6 D FINAL APPROVAL FORM 00 u) 0 u) w w I -J 1- P ermi t 1: No. 02.-- Z.03 1 w 0 ■ 2 g ri U- < U) D I a Project Name Address • \ 2L1\ p , Suite # UJ w 2 D D 0 O - CI I- ,.._ __.......,..... '..Retain_current _inspection schedule Mo . !- Needs shift inspection z 0 P I o 1- * 4 5Z, Approved without correction notice Z Approved with correction notice issued I 1 . , Sprinklers: ,.5 - Fire Alarm: , Hood & Duct: Halon: Monitor: _ Pre-Fire: Permits: ATI *AN miloi. t 6 (:. 1 •s\OZ_ Authorized Signa Date .1 W a :;;;,-: rq-,' Aft 4-4,.: FINALAPP.FRM Rev. 2/19/98 T.F.D. Form F.P. 85 an i i;:5.4 :1 .0 i,, , kiitr.,J Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax 206-575-4439 , . ••••••■ — '_.( , .-- _-- ' - r - ' .-, • Fax: flgt 4ri9 A -1994 INSPECTION: July 8, 1994 z IDENTIFICATION . 1 ~ . ~ w RISK Risk No. 044721 RECEIVED Q� re CITY OF TUKWILA re Segale Business Park - Project No. 733 (formerly Pay 'N Save Warehouse) JUL 1 6 2002 w o 18271 -18303 Andover Park West w = Tukwila, Washington 98188 PERMIT CENTER N w 2 CHANGES Since the last Reinspection Report No. A -1979, dated May 9, 1979, there has been a change 1 Q { of occupancy, the Public Protection Classification of Tukwila has improved from 4th to 3rd CO a Class and consequently, the Protection Classification of risk has improved from 5th to 4th H w Class. The sprinkler system in 18271 was reenforced in 1983 for the rolled paper storage z ...:.a:.G.ii:.•:[;: , .. a.nu K,e.a .'1: .... ,.:nl:. c:.a:r;ida,iLa:3if.a teut.:as.,:u.•.. ... wc.-u r ._,.. .. _. .. t.-. P t+':. fi 1 MINIM C.R7077's f -T ess Park - No. 733 - 2 - File No. 46 -3120 Engineered Products, Inc. 1033 6 ven�u{�e Seattle, WA 1 9fr 4 -1305 Six -inch precast reinforced concrete tilt -up panels with exposed metal clips at pilasters. Phone: (206) 682-6596 Fax: (206) 682 -4995 ROOF Composition on plywood decking on 2 x 4 -inch joists on 4 x 16 -inch wood purlins framed into laminated wooden beams. Z � LU J U FLOORS Concrete on ground; wood joisted mezzanines. v o Ww + J H INTERIOR Open in warehouse areas, except for mezzanines. Plasterboard on wood stud partitions and N u_ O 1 FINISH mineral tile suspended ceiling assembly in offices. 2 J CONCEALED None. - d SPACES Z H I- O Z F- VERTICAL None. 2 OPENINGS v O — i 0 f' w EXTERIOR Four nonsprinklered noncombustible canopies on the north and east sides, 5 feet wide and 30 F ATTACHMENTS to 110 feet long. u- w z Uu OCCUPANCY 18271 - CST Office Products, Inc. - occupies 34,560 square feet as a paper product z 1— distributor and processor. Storage rolled bond paper encapsulated on floor 5 rolls high (approx. 15 feet) in area 45 x 45 feet. Storage of compressed corrugated cartons on pallets on floor to 12 feet. Storage of sheet paper in cartons encapsulated on pallets on open single • and one double row metal racks to 15 feet. Occasional printing. Storage of ten 5- gallon containers ink. Cutting of rolled paper into 8'/ x 11 -inch sheets. Cutter is connected to refuse collection system using flexible plastic tubing and discharges inside (adjacent to cutter) into plastic bags. Stock is manipulated by three electric- powered forklifts. "No Smoking" signs are posted. 18285 - Family Life Insurance Services - occupies 30,000 square feet as a file storage center. Storage of insurance files in metal cabinets and on metal shelving to 6 feet. Storage of paper in cartons on open metal racks to 15 feet in on area 60 x 130 feet. Stock is manipulated by one electric forklift. "No Smoking" signs are posted. • ,ins j } e�r�i{ F .; - 18303 - Keyston Brothers - occupies 9 600 square feet as a wholesale distributor of y p q upholstery goods. Storage of fabrics, zippers, and minor amounts of foam rubber on metal I;tii'e: shelves to 6 feet. Occasional sewing using one electric-powered machine. "No Smoking" �" '' f f. g g P g ��t signs are posted. Flammables are kept in metal locker adjacent to exposing building 40 feet to the south. Display stocks only are kept inside. Heat provided by natural gas-fired overhead forced -air unit with UL labeled vents at standard w it ..itiA uR..0 ...,_....,., »+,.,..,,.u• >,.. .s.s.Ase 144,4:mfs1. ,,,SMAtV4P AVOIte. = .. . . t ' . .� - - - - - -- - - - r - .4.i ' i ` . 60 points; deficiency charges are 10 points for reliability of water supply, 5 points for pressure reducing valves in the water distribution network, 15 points for structural and occupancy conditions, 5 points for maintenance, and 5 points for nonsprinklered areas. WATER SUPPLY - Single 10 -inch connection through detector -type check valve with J. metered bypass to a 12 -inch looped main in the Segale Business Park. Water system mains le ,:; igit F0.r.r in the Segale Business Park are owned and operated by Water District No 75 which supplies ���,,�, 3 c, water to this site at the south end of the business park through a 16 -inch connection with a 12- pressure reducing PPY ' a J.,, inch ressure reducin valve. This 16 -inch su 1 main is fed from an 8 -inch circulatin g main , , 4%�` „•z a,.rr' in Water District No 75. A 10 -inch connection is provided at the north end of the business x pAi park which ties into a 10 -inch Tukwila circulating supply main. A 12 -inch pressure reducing 7::::: valve is installed on this Tukwila connection. This connection also allows water to flow from the business park into the Tukwila distribution system through a 6 -inch turbine meter installed in an 8 -inch bypass. 41 t,'*t 1 �# .Ygwv�ttXwsrr'wra"rt^ro.aiamx• •:t'r:5+ta;5«r,. ...w, ».,...,.,..,......,..._.» _.... _ .,.. I...,....•.... , . , m.,,,,,,,,,,,>' , ,,, , Nr3 '.1:^ .491fj vol . o cap •.140 --\ 4 °_, ' i ,, 1 ess Park - No 733 - 4 - File No. 46 -3120 Engineered Products, Inc. Flow test in the vicinity witnessed by WSRB on December 20, 1989 indicated a static 1033 Seattle, 6 Avenue South pressure of 105 psi reduced to 18 psi with 3 110 gpm flowing with one of the two supply sea WA 98134 -1305 P P P � � gP g PP Y Phone: (206) 682 -6596 connections apparently out of service. Fax: (206) 682 -4995 Z Flow test in the vicinity witnessed by WSRB on February 28, 1979 indicated a static pressure of 151 psi reduced to 83 psi with 5,240 gpm flowing with both Tukwila and Water District H w • ,� �1 I r o Construction Details 033 6 tiue �tfi 4 ' 0� ground; Roof plywood decking on Seattle, WA 981344006 jointed mezzanine. 2 x 41 joi t on 4 x 1 purlins Phone: (206) 682 -6596 tamed into laminated wooden bears. Fax: ' ai - b H/C tilt -up panels Z with axposed welds at pilasters. z W . r4 2 • JU O 0 1 Andover Park W 12' ;l circulating plant main u) W w z 1 1 Q w o { .. 2 � u. 18271 _ ■ ?F. r - - -- 1- 0 r Hydraulic Design �� • j , 6' .60/6,000 D o 13201 =25 (rolled paper stge. area) ofc - o � : 4 ---- -- • w w w w , o- L -_.-� F. V . , 1 A SIP 100' hose — p Z �� U N ' File Imo. AS L z 46 canopy' Hydraulic Design . i @ .39/5,600 1 1 1 - o- SIP 100' hose 92 _ `i =2 .,-., : , 4 i4� 3 , ------- ._----- ---- -------___ ...---- --- - - -- - . _ _ . _ giva ms AS `,, - III - III — III — III — III — III — III — III — III — III — III — III — III — III —IU —ill — Sn. . 1 r ! e.v. Vi ? `"- :rte4. : .. .. ... ♦ . .. .u,v .. .. ,.n .. ..). .. ... .. .... i ...A.:: ]i: ,il.u�utx�.. vu.m.+w,...,.. �. .... .......w.�.w ..n ��... . " .. ........ -... Mv�Nn•w�v a... .:¢k MarvYai wL.-i «�aY....x axa�.w,u w.. , . . •• 1 • • ' ,.. I _ - Pd ,, ~ °« Na• Seattle Business Parke No 733 STATIC-Ai — =� .. Drawn by: ; ,« wNar naot at t . 1 re,= A 1827118303 Andover ?ark W F.ow•— 11° av = \) S.E.W. n �� Tukwila, Washiegilon 98188 0-- conducted ,2.2489 7.8.94 Engines , • Prod� :TIAM 0 3 h b p 1033 6 _ . - . M a o - w h one service 1 lion 50 ind Seattle, , A 98 �.. � t +� �'! . .. U v ® � �V uCS� (see deteb it report). SCALE (FEET) Phone: ( 1 • • • • Fax: (206) 682 -4995 Z =H ,H W -J rJ 00 CO 12 CI W = J — H110' Wo I . 1- 2 _ _I \.. 6' 4 way j N ,_ W ZI- 10' I—o ZII— ILI W 18285 6' canopies 18303 D • Fa.. -( r —1 18323 0 , ' SIP 75' hone AS = W fif 0— OfC F- U AS storage A' 1- o l— - - — _ Z LD °D O .. ! AS 0 C° AS ofc AS File Mo. o'' 0 o- 46 -3465 Z SIP 75' hose SIP 75' hose mesa atpe. locker = L _ — — for flenmebles i Hydraulic Design AS AS .39/5,600 . • =-.• 1 =2 ,. • Is i I- , :t K 1 ^ Mil *�. :,..i. „ f },,,,,,,,, As AS 1 A 3 AS AS i-w,s3 — 1 1 1 - 1 1 1 —1(I —III —!II —III —111 —H —III —III —IH - -III ` ,„,. i section A - A' File 4o, 48-3120 ,,,. .. • .. .�.. i. ..t 1T K.u�IM1 .�t..•Al lr.:..4+'.i:..•:. r�l \I...'.b.ilyh [11 V. SL.ilDw1... ..u.. • ,. - ... ... �...., . •a..n.•.was- y.+•w.wwM.V.WkMl�SY ...,�•j(y. �_. �y �� � ■ I . I f Engineered Products, Inc. 1033 6`". Ave. S. Seattle, WA 98134 (206)682 -6596 z FAX (206)682 -4995 1 z Jesse Swanson re ILI { Tuesday, April 27, 1999 v o N 0 w= . J H Tenant: Engineered Products, Inc. w 0 w o 1 Location: 18271 Andover Park West g Q Tukwila, WA 98188 N a ▪ _, . z 1._ Notes z o w w 1. All rack manufactured to RMI and/or MHI standards and v o co specifications. p — 2. Soil and slab: o F- W { Soil: 2,000 PSI i v 1 Slab: 5 ' /z" thick, 3,000 PSI u- p 3. Rack configuration, certification, and anchoring per Currie, Reihl, & w z co Associates P I. 4. Sprinkler system per WSRB Report #A -1994, File #46 -3120 z ~ Coverage: .39 /5,600 sq.ft.,165° heads, 1/2" orifice, 100sq.ft. spacing Materials commodity Class I -III to 22' Commodity: Painted steel shelving parts, particleboard 5. Construction: Class 2, joisted masonry \ • 6. Ceiling Height: 26' N RECEIVED " CITY OF TUKWILA 4 1 JUL 1 6 2002 i ;, . I PERMIT CENTER 'i '. } e . a te1 • Ys f ' 2: 2 .. zo 3 1 17,42 t; '' ...... -.. .. .,......... - ...,.., >.. . asa,.w.x,NY ARC .... +., . m� .. ._....... .. ' -- 1 - i - `tom/ -- - -� 1 y __ 'a ge: a � 1 1 � � CITY OF T pate: 07/12/02 at 1:54 PM Engineered Products, Inc. Detailed Inventory On Hand Report by Item JUL 1 6 2002 Inventory Type Items Items PB3624 to PB9648 PERMIT CENTER I Warehouse = SEA Qty ! _ocation ID Description On Hand Class : SHLV Z tem PB3624 / 5/8" Particle Board 36" x 24" UL 1 ~ ,1- W SEA Engineered Products, Inc. 62.00000 W 62.00000 U 0 , !tem PB3624 -.75 / 3/4" Particle Board 36" x 24" IND 0 W SEA Engineered Products, Inc. 0.00000 W 1 H 0.00000 W 0 ' f Item PB3924 -.75 / 3/4" Particle Board 39" x 24" IND g J SEA Engineered Products, Inc. 15.00000 u.. • } N • 15.00000 1 W Item PB4215 -.75 / 3/4" Particle Board 42" x 15" IND Z -. SEA Engineered Products, Inc. 28.00000 W O W 28.00000 U Ca Item PB4218 -.75 / 3/4" Particle Board 42" x 18" IND 0 CO SEA Engineered Products, Inc. 81.00000 W W 81.00000 1- U LL , Item PB4230 -.75 / 3/4" Particle Board 42" x 30" IND lL Z SEA Engineered Products, Inc. 0.00000 U CO O 1- 0.00000 Z Item PB4812 1 USE ITEM # PB4812 -IND SEA Engineered Products, Inc. 0.00000 0.00000 \ , i Item PB4812 -IND / 5/8" Particle Board 48" x 12" IND I SEA Engineered Products, Inc. 69.00000 a t i 69.00000 r Item PB4818 / 5/8" Particle Board 48" x 18" UL i 1 SEA Engineered Products, Inc. 0.00000 ` - - 4. 0.00000 . • . . • " � ,,�1 .` Item PB4818 -.75 / 3/4" Particle Board 48" x 18" f 0 b= w,! ? SEA Engineered Products, Inc. 203.00000 x 203,00000 Pf�. ;5. , Item PB4818 -IND / 5/8" Particle Board 48" x 18" IND �� t SEA Engineered Products, Inc. 151.00000 •, : 151.00000 Item PB4824 / 5 /8" Particle Board 48" x 24" UL r, SEA Engineered Products, Inc. 0.00000 k i, ; DoZZO3 0.00000 ; .. 'r :' 4;. .. r... .. a .it.:. 't , L.- n... M ,.. u . ,:,i .y a .. . v !!3(59froxJ,N:mn mas- �n.....,.�...,, , _ . -- >o..• -r o -.. . a . ., . .,.,._ )s'.�r i:. t 1 - 43r" "., 07/12/02 at 1:54 PM Engineered Products, Inc. Detailed Inventory On Hand Report by Item Inventory Type Items Items PB3624 to PB9648 Warehouse = SEA Qty Location ID Description On Hand Item PB4824 -.75 / 3/4" Particle Board 48" x 24" IND Z SEA Engineered Products, Inc. 7.00000 H. W 7,00000 W CL Item PB4824 -1.0 / 1" Particle Board 48" x 24" UO SEA Engineered Products, Inc. 0.00000 W = 0.00000 -j H W Item PB4824 -IND 15/8" Particle Board 48" x 24" IND W O SEA Engineered Products, Inc. 376.00000 2 376.00000 Item PB4830 -.75 / 3/4" Particle Board 48" x 30" IND = O W . SEA Engineered Products, Inc. 112.00000 Z I- O 112.00000 Z F- • ui Item PB4836 / 5/8" Particle Board 48" x 36" IND SEA Engineered Products, Inc. 56.00000 0 N 1 0 1-- 56.00000 W • W Item PB4836 -.75 / 3/4" Particle Board 48" x 36" IND LL H .. SEA Engineered Products, Inc. 519.00000 Z W 519.00000 U = P: • I- ' Item PB5212 -.75 / 3/4" Particle Board 52" x 12" IND SEA Engineered Products, Inc. 27.00000 27.00000 Item PB5218 -.75 / 3/4" Particle Board 52" x 18" IND SEA Engineered Products, Inc. 0.00000 0.00000 Item PB5224 -.75 / 3/4" Particle Board 52" x 24" IND SEA Engineered Products, Inc. 0.00000 0.00000 Item PB5230 -.75 / 3/4" Particle Board 52" x 30" IND SEA ' Engineered Products, Inc. 87.00000 `:, 87.00000 i t e item PB6012 / 5/8" Particle Board 60" x 12" IND -- 4 Engineered Products, Inc. 62.00000 115114, • . r 62.00000 item PB6018 /5/8" Particle Board 60" x 18" IND ; ° �' 137.00000 ' � " Engineered Products, Inc. 11;, :171 137.00000 M.27,1 .2 7 Item PB6074 / 5/8" Particle Board 60" x 24" IND 1 Na r, ' ` , .. ._......a,7q.,Kr2.;.. _.. ....,. ... .., J:>b +,RL4fe.w:4.:.Di' Ntr.uw.,. «....,,..,.. ... .. ... .... .._ .... _..... ... _,.. .�.... •• .,w. ... ... .....,..,..,.,.,,,,,,,,, ' . ■ Pate: 3 Date: ' 07/12/02 at 1:54 PM Engineered Products, Inc. Detailed Inventory On Hand Report by Item Inventory Type Items Items PB3624 to PB9648 Warehouse = SEA Qt Location ID Description On Hand Z SEA Engineered Products, Inc. 69.00000 ` W 69.00000 ie 2 Item PB6024 -.75 / 3/4" Particle Board 60" x 24" IND QQ UO SEA Engineered Products, Inc. 241.00000 U) p CO W 241.00000 J F. Item PB6030 / 5/8" Particle Board 60" x 30" IND CO 0 W SEA Engineered Products, Inc. 106.00000 2 J 106.00000 U.. _. Item PB6030 -.75 / 3/4" Particle Board 60" x 30" IND I d HW SEA Engineered Products, Inc. 164.00000 Z H 164.00000 Z O W La Item PB6036 -.75 / 3/4" Particle Board 60" x 36" IND ? D SEA Engineered Products, Inc. 97.00000 0 U) O - OH 97.00000 W W • Item PB6630 -.75 / 3/4" Particle Board 66" x 30" IND H r- SEA Engineered Products, Inc. 21.00000 Z ' W 21.00000 U Item PB6930 / 5/8" Particle Board 69" x 30" IND O F. Z SEA Engineered Products, Inc. 0.00000 , ` 0.00000 Item PB7212 / 5/8" Particle Board 72" x 12" UL \. . , SEA Engineered Products, Inc. 69.00000 } 69.00000 . Item PB7218 / 5/8" Particle Board 72" x 18" IND i SEA Engineered Products, Inc. 66.00000 66.00000 Item PB7224 / 5/8" Particle Board 72" x 24" IND SEA Engineered Products, Inc. 45.00000 t 7h..Gf} W p 45.00000 n = r • Item PB7224 -.75 / 3/4" Particle Board 72" x 24" IND t,v SE.A . Engineered Products, Inc. 138.00000 1� • r • , 4, 138.00000 t. • i . 4 A k ` ' ;$17 Item PB7230 / 5/8" Particle Board 72" x 30" IND *e SEA 1 't -e, Engineered Products, Inc. 25.00000 . +, � .: t 25.00000 „ ,,, ,„ Item PB7230 -,75 / 3/4" Particle Board 72" x 30" IND > SEA T _ Engineered Products, Inc. 125.00000 . ...: b.i is ➢.., .. s::)�. .c41': , i. ,.I :.l :.row -- -..... ,.. .. ._. ...o..- .x...- wa.wrv+.,. 4+fp ^ to t I - .0 �.G� f 0 ' Paget '4 , Date: 07/12/02 at 1:54 PM Engineered Products, Inc. Detailed Inventory On Hand Report by Item Inventory Type Items Items PB3624 to PB9648 Warehouse = SEA i i Qty Location ID Description On Hand 125.00000 Z Item PB7236 / 5/8" Particle Board 72" x 36" IND t 11... Z it W SEA Engineered Products, Inc. 0.00000 0 J U 0.00000 N 0 Item PB7236 -.75 / 3/4" Particle Board 72" x 36" IND W = SEA Engineered Products, Inc. 63.00000 J CD LL 0 63.00000 W Item PB7248 /5/8" Particle Board 72" x 48" UL g J LL Q l SEA Engineered Products, Inc. 0.00000 co d = W 0.00000 1' _ Z 1... Item PB7349 -.75 / 3/4" Particle Board 73" x 49" IND I— 0 SEA Engineered Products, Inc. 0.00000 W h- W 2 : 0.00000 U Item PB7349 -IND / 5/8" Particle Board 73" x 49" IND 0 p . ' i SEA Engineered Products, Inc. 0.00000 = w 1— . 0.00000 u- Item PB8430 /5/8" Particle Board 84" x 30" UL W Z SEA Engineered Products, Inc. 0.00000 P. I 0.00000 Z I Item PB9618 /5/8" Particle Board 96" x 18" IND SEA Engineered Products, Inc. 78.00000 't 78.00000 Item PB9624 / 5/8" Particle Board 96" x 24" UL SEA Engineered Products, Inc. 63.00000 63.00000 Item PB9630 / 5/8" Particle Board 96" x 30" UL SEA Engineered Products, Inc. 67.00000 67.00000 ;':)::..k.-- tor` :} Item PB9636 / 5/8 'T . 5`,�', " Partic Board 96" x 36" IND ' ,,. ' ,,4t: Engineered Products, Inc. 0.00000 i ' ,�' ^ 0.00000 ,VP . n $ . �W<t . u 1� . . item P89636•.75 / 3/4" Particle Board 96" x 36" IND ;;� r u Engineered Products, Inc. 0.00000 'ASW f •0.00000 f + Zip item PB9644 -.75 / 3/4" Particle Board 95 -1/2" x 44" IND "" Engineered Products, Inc. 4.00000 ,: ",0. , 4 . i , ,• 1 • -� Page: 5 Date: 07/12/02 at 1:54 PM Engineered Products, Inc. Detailed Inventory On Hand Report by Item Inventory Type Items Items PB3624 to PB9648 .... I Warehouse = SEA Qty i Location ID Description On Hand I Z 4.00000 t— Item PB9648 / 5/8" Particle Board 96" x 48" UL W QQ 2 SEA Engineered Products, Inc. 0.00000 J U 00 . 0.00000 CO CO ti.1 Item PB9648 -.75 / 3/4" Particle Board 96" x 48" IND 111 SEA Engineered Products, Inc. 42.00000 N w o 42.00000 Item PB9648 -IND /5/8" Particle Board 96" x 48" IND 1., SEA Engineered Products, Inc. 51.00000 = 0 HW 51.00000 Z H 1-- O 3526.00000 W H- • W Report Total U co 01— LU 1- H ti 0 ' 111 Z C.) — , , 0 1— Z I . 1s p1r:R `� ( • 4 A �•F�; i'f, AYR � �. t • ). .. ' � '... : '.. .' . . .':'. •. i .. . .... `..l •. A'... 7 ,. ...[.•. .. .. ,. c. ..... •+vv t .. ,t .F.lsww.s. . .. _.... .. + ......,......... wi...wtt vr+VLigcNA 'a.- i.wMYYiW.4i. 1 • • j is - Page: s 1 - , Date: 07/12/02 at 1:55 PM Engineered Products, Inc. Detailed Inventory On Hand Report by Item Inventory Type Items t Items UPB -3624 to UPB -9648 Warehouse = SEA • Qty Location ID Description On Hand i Class : SHLV Z Q Item UPB -36X12 / 36" x 12" Particle Board SEA Engineered Products, Inc. 198.00000 tY � 198.00000 U 0 Item UPB -36X18 / 36" x 18" Particle Board , N 0 W 2 SEA Engineered Products, Inc. _.. _ . 39.00000 J 1.— U) W 39.00000 W 0 r Item UPB -36X24 / 36" x 24" Particle Board g F- SEA Engineered Products, Inc. 20.00000 CO 20.00000 H W Item UPB -36X30 / 36" x 30 Particle Board Z H SEA Engineered Products, Inc. 27.00000 Z O Z H WW 27.00000 2 D j Item UPB -36X36 / 36" x 36" Particle Board 0 N . SEA Engineered Products, Inc. 20.00000 W H = W 20.00000 I- U li t-. Item UPB -39X12 / 39" x 12" Particle Board . Z 111 Z SEA Engineered Products, Inc. 5.00000 0 = . OH 5.00000 Z i Item UPB -39X18 / 39" X 18" Particle Board i SEA Engineered Products, Inc. 27.00000 27.00000 \ . Item UPB- 39X18 -.75 / 39" x 18" x 3/4" Particle Board . I SEA Engineered Products, Inc. 27.00000 i 27.00000 Item UPB -39X24 / 39" x 24" Particle Board SEA Engineered Products, Inc. 0.00000 0.00000 ;:. item UPB -39X30 / 39" x 30" Particle Board ';'', '�. ,r i. i - E 4 Engineered Products, Inc. 0.00000 . , x ` 0.00000 r,;;1 t item UPB -42X12 / 42" x 12" Particle Board ,t: ,�,�k s; Engineered Products, Inc. 0.00000 . tti 'a� 49 01 1 0.00000 f 1 , ', itkrve41' 1 ' 1 Item UPB -42X15 / 42" x 15" Particle Board, h Sc . Engineered Products, Inc. 11.00000 tar . t , = i ii 11.00000Y ;:, p:C',+ 1:0=4.: v ■ •• 1 1 Page: 2 ----\ Date: 07/12/02 at 1:55 PM Engineered Products, Inc. Detailed Inventory On Hand Report by Item Inventory Type Items Items UPB -3624 to UPB -9648 Warehouse = SEA C 0, Location ID Description Han •.: Item UPB -42X16 / 42" x 16" Particle Board Z SEA Engineered Products, Inc. 0.00000 Z 0.00000 re in Item UPB -42X18 / 42" x 18" Particle Board � U O SEA Engineered Products, Inc. 0.00000 CO p U) W 0.00000 J H W W Item UPB -44X42 / 44" x 42" Particle Board W O SEA Engineered Products, Inc. 20.00000 M g Q 20.00000 N Item UPB -44X52 / 44" x 52" Particle Board H W SEA Engineered Products, Inc. 4.00000 Z H 4.00000 Z Off W W Item UPB -45X36 / 45" x 36" Particle Board mp SEA Engineered Products, Inc. 0.00000 U CO 0 1— 0.00000 W Item UPB -48X12 / 48" x 12" Particle Board H H SEA Engineered Products, Inc. . 82.00000 — Z W 8 U Item UPB -48X18 / 48" x 18" Particle Board " O z SEA Engineered Products, Inc. 50.00000 . 50.00000 . Item UPB -48X24 / 48" x 24" Particle Board SEA Engineered Products, Inc. 0.00000 0,00000 Item UPB -48X30 / 48" X 30" Particle Board SEA Engineered Products, Inc. 368.00000 368.00000 Item UPB -48X36 / 48" x 36" Particle Board " ` 165.00000 "' �' SEA Engineered Products, Inc. .i,1,1,1,.-,,,, °"'"` "'°'' 165,00000 , ,t. r . t Item UPB -48X48 / 48" x 48" Particle Board ' ' : ; �•p .. � s SEA Engineered Products, Inc. 88.00000 ;ice; •`n' 88,00000 ' " ' ' Item UPB -52X12 / 52" x 12" Particle Board i i SEA Engineered Products, Inc. 0.00000 ' 0.00000 r ri Item 1.11 x 24" Particle Board .' 3 I 1 1 1 - .- - _ - y ----r 1 - • 3 07/12/02 at 1:55 PM " Engineered Products, Inc. Detailed Inventory On Hand Report by Item Inventory Type Items Items UPB -3624 to UPB -9648 Warehouse = SEA I I Qty Location ID Description On Hand SEA Engineered Products, Inc. 1.00000 Z 1.00000 , '~ W Item UPB -60X12 / 60" x 12" Particle Board 6 D SEA Engineered Products, Inc. 2.00000 0 0 N 2.00000 W = Item UPB -60X16 / 60" x 16" Particle Board CO t1. SEA Engineered Products, Inc. 1.00000 W 0 1.00000 Lt. Q Item UPB -60X24 / 60" x 24" Particle Board U) D SEA Engineered Products, Inc. 379.00000 I = I— . 379.00000 1- 0 Z I— Item UPB -60X36 / 60" x 36" Particle Board SEA Engineered Products, Inc. 0.00000 U 0 0.00000 ,O CO 0 I— Item UPB -66X12 / 66" x 12" Particle Board F - U SEA Engineered Products, Inc. 0.00000 li ~O Z 0.00000 U � Item UPB -66X16 / 66" x 16" Particle Board _ t-- O SEA Engineered Products, Inc. 0.00000 Z i 0.00000 Item UPB -66X24 / 66" x 24" Particle Board SEA Engineered Products, Inc. 0.00000 \, , . 0.00000 Item UPB -66X36 / 66" x 36" Particle Board SEA Engineered Products, Inc. 0.00000 0.00000 Item UPB -72X12 / 72" x 12" Particle Board SEA Engineered Products, Inc. 21.00000 ' ` 21.00000 ; "0374 Item UPB -72X15 / 72" x 15" Particle Board SEA Engineered Products, Inc. 2.00000 w : .,, �`* ` f a 1 . 2.00000 i au Yf ; ' y`il ' Item UPB- 72X16 / 72" x 16" Particle Board SEA Engineered Products, Inc. 0.00000 r , 0.00000 I Item UPB -72X18 / 72" x 18" Particle Board e SEA Engineered Products, Inc. 0.00000 ` .. .. ..' ,. - J ..i, ., .. fail' :,...r.G ,.., .. :=y., . ,. ..'i5.: t.r_.rv... u 'AteFr n.......... _ .. .. .. .. ..,.- M......,. .- ,.,- ..a.,.., .........» ,,.....�.. ............. .i� . • • , . • - • , 4 07/12/02 at 1:55 PM Engineered Products, Inc. Detailed Inventory On Hand Report by Item Inventory Type Items Items UPB -3624 to UPB -9648 Warehouse = SEA Location ID Description On Hand Z 0.00000 , Z • Z: Item UPB -72X30 / 72" x 30" Particle Board II W SEA Engineered Products, Inc. 0.00000 J U 0.00000 N 0 Item UPB -72X36 1 72" x 36" Particle Board W = SEA Engineered Products, Inc. 2.00000 CO LL ' WO 2.00000 1559.00000 N < , I— _ Z �. I— O Z I- U O N 0 I— W W . , O tll Z W 0 H Z av r 1 f7ri i rS4dJ t5•��F t 'a . .. - , - CA) P t tii —• ... — , 5 et ... • • E , . .. , ..-k , . 1•1 ot:::) o , -• w = • © N, aro cio) , • . _ .. ;,...., _ •,,.:,,_.:4„,„..; -,...,...,. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN ' tit :1 .„,,,, ,,-• ,:i.„,,,,,, „. ....„..„ „....,, THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • . - r) 1 1 - - - - . 'AC/ 1 i . , ..-' . . 1 Calculations for : . ENGINEERED PRODUCTS Z _1 TUKWILLA,WA au 07/11/2002 0 p Loading: _# load levels w = 6 pallet levels @ 32,60,88,136,184,232 --i1- Seismic Zone 3 100% Utilization co Ca = 0.36 Cv = 0.54 w 0 2 120 " Load Beams Uri hts: 44 " wide SINGLE ROWS C 3.00 0x3.000x 0.105 Columns = a C 1.500x 1.250x 0.075 Braces F'= 8.00x 8.00x 0.375 Base Plates ? '` with 4- 0.500in x 3.50in Embed Anchor /Column 5.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector w w D CI 0 — DI- W _ w . j by : Ben Riehl P. u Registered Engineer WA# 21008 1 CITY T IA g z APPROVER 0 _' o 1- SPAN BEAM J L252 z 96" 4x 2.75x 14ga 1S N(JED 106" 4.5x 2.75x 14ga •~—� . r 120" 5.0x 2.75x 14ga 144" 5.5x 2.75x 14ga J. A R4, 47 O v W spy 4► - i ji 008 . , � z,n J O MEW G � - N.,• a Y f��+ '::,?: SSIONAL � '' 1 PIRES X0/28/ Z. r.!, EX w , ':sae; • , , V).5 - 01144h,,,. MIMI ti " ,,.... , rv .n 1.1 - YI' ^.5i tub- . . (Y,YLr• +J.. :✓ .iV }]u hJ 45 LLi:.J\ M.W1. rCn *. t.ie9;Hwii. ,n y n+ u ViM.YM ^y Vy ., >...._, k44 1 f h... d M1 t r 1 I '' r - ,• 1 W � Th Cold Formed Channel Depth 3.000 in Fy = 50 ksi Flange 3.000 in Lip 0.750 in Thickness 0.1050 in COLUMN SECTION Z R 0.1000 in , 1 1-. F- W Blank = 9.82 in wt = 3.5 plf 0: A = 1.031 in2 g Ix = 1.609 in4 Sx = 1.073 in3 Rx = 1.249 in 0 0 j Iy = 1.258 in4 Sy = 0.731 in3 Ry = 1.105 in 0 0• a 2.5900 Web w/t 24.6667 0:11W a bar 2.8950 Flg w/t 24.6667 - b 2.5900 x bar 1.2264 . N 1 b bar 2.8950 m 1.6549 LLI O c 0.5450 x0 - 2.8813 c bar 0.6975 J 0.0038 g J u. u 0.2395 x web 1.2789 d '. l gamma 1.0000 x lip 1.7211 R' 0.1525 h/t 26.5714 I- _ Z1.- Section Removing: 0.640 inch slot 0.75 inches each side of center on web Wlj 0.375 inch hole 0.87 inches from web in each flange 2 p . A- = 0.213 in2 A' = 0.818 in2 U x bar = 1.462 in • g U I'x = 1.364 in4 S'x= 0.910 in3 R'x= 1.292 in I'y = 0.994 in4 S'y= 0.625 in3 R'y= . 1.103 in W W ' 1- r- IL. O , Cold Formed Channel - a till H Depth 1.500 in Fy = 50 ksi I- Flange 1.250 in ' • . Z Lip 0.000 in Thickness 0.0750 in BRACE SECTION R 0.1000 in Blank = 3.73 in wt = 1.0 plf • A = 0.280 in2 Ix = 0.106 in4 Sx = 0.141 in3 Rx = 0.614 in Iy = 0.046 in4 Sy = 0.056 in3 Ry = 0.403 in a 1.1500 Web w/t 15.3333 a bar 1.4250 Flg w/t 14.3333 b 1.0750 x bar 0.3946 b bar 1.2125 m 0.5298 c 0.0000 x0 - 0.9244 c bar 0.0000 J 0.0005 u 0.2160 x web 0.4321 Lrtiffig gamma 0.0000 x lip 0.8179 ' " R' 0.1375 h/t 18.0000 ,, ,'� :�` -rte" �+,,, , iUY �� t 5'� �. s'F �• 4, vx S l .� •' . Y . � 'Y y4 i , i �Ti�l, •yJ • I; • " .. >. 1 . ,. ., iiY, •;'.t n... ..,,. :,e, :. r, <mr.0 .i a.,Ensa,;,crap;; ..,Y; at:a..,xi wii.7va.a.'.. .., ... .. .. >i.e•,ktl:':Aci ,J'4 * - .1 •' ]!};'hTiHrNrIPoaN`f 'f�RTtlY4'� C?gR1k14 4� 5 1 , , - - . -' .c 1 ' r , Cold Formed Section HEIGHT OF BEAM 5.000 INCHES i/ MAT'L THICKNESS 0.075 INCHES / 2 INSIDE RADIUS 0.100 INCHES LOAD BEAM Z WIDTH 2.750 INCHES STEEL YIELD 50.0 KSI ,F Z ILI Q 2 STEP 1.625 INCHES HIGH 1.000 INCHES WIDE D 00 ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC (A 0 L Y LY LY2 Ii X LX W LLI W LONG SIDE 4.6500 2.5000 11.6250 29.0625 8.3787 0.0375 0.1744 = J h- TOP 1.4000 4.9625 6.9475 34.4770 0.0000 0.8750 1.2250 N LL STEP SIDE 1.3500 4.1500 5.6025 23.2504 0.2050 1.7125 2.3119 al O ■ I STEP BOTT 0.7250 3.3375 2.4197 8.0757 0. 2.2125 1.6041 s i SHORT SID 3.0250 1.6875 5.1047 8.6142 2.3067 2.7125 8.2053 u_< BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 u) d � CORNERS 0.2160 4.9125 1.0610 5.2124 0.0004 0.0875 0.0189 Wm • 2 0.2160 4.9125 1.0610 5.2124 0.0004 1.6625 0.3591 Z H 3 0.2160 3.3875 0.7316 2.4784 0.0004 1.8000 0.3888 f'" O 4 0.2160 3.2875 0.7101 2.3343 0.0004 2.6625 0.5751 Lu ? . 5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 ' • U I O CO TOTALS 14.8459 33.3500 35.3909 118.7238 10.8928 17.8875 18.7564 OF-: WW . AREA = 1.113 IN2 E- H CENTER GRAVITY = 2.384 INCHES TO BASE 1.263 INCHES TO LONG SIDE IO Ix = 3.394 IN4 Iy = 1.310 IN4 • .jj Z Sx = 1.297 IN3 Sy = 0.881 IN3 0 _ : Rx = 1.746 IN Ry = 1.085 IN O Z i • 1 ;.r., y ._.. 5jysf.., :A{ ti k Tit Y }} r A I Alft i 0 , 1,14 I �' >i .r . t,, , , . } . ,., .:.. ,.1. .* - , �L,, . .t•. a.v .. cx.u.�,. .. ...•.+ .,.wn «w.. _ .... .... ........,.........,............... ,..w...n+,aa2nNnNd.aN,,4xMiltl .. _...:flYtiLfJA�!YNti/tkWktlnA,t o 1 4 BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.105 IN LOAD BEAM DEPTH = 5 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN Z LOAD = 3000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 750 LBS EACH RIVETS re W g 3 RIVETS @ 2 " oc 0.4375 " DIA A502 -2 1st @ 1 "BELOW TOP OF CONNECTOR V AREA = 0.150 IN2 EACH Fv = 22.0 KSI N 0 Vcap = 3.307 KIPS EACH RIVET W = BEARING Fb = 65.0 KSI ..1 BRG CAP= 2.986 KIPS EACH RIVET u (A TOTAL RIVET VERTICAL CAPACITY = 8.958 KIPS 8% W 0 .. 2 } CONNECTOR g J 6 " LONG CONNECTOR ANGLE Fy = 50 KSI '1- Q 1.625 " x 3 " x 0.1875 " THICK CO = I -W S = 0.131 IN3 Mcap = 3.924 K -IN Z H W/ 1/3 INCREASE = 5.232 K- IN j RIVET MOMENT RESULTANT @ 0.4 IN FROM BTM OF CONN Z ILI O M = PL L = 0.6 IN u Pmax = Mcap /L = 8.719 KIPS U O 0Q RIVET LOAD DIST MOMENT O 1-- P1 3.981 4.600 18.314 RIVET OK = W P2 2.250 2.600 5.851 f- U P3 0.519 0.600 0.312 LL ~O ' P4 0.000 0.000 0.000 . ..: Z TOTAL 6.751 24.476 CONNECTOR OK U) WELDS Z ~ 0.125 " x 5.000 " FILLET WELD UP OUTSIDE . 0.125 " x 3.375 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE 0 " x 1.000 " FILLET WELD STEP BOTTOM 0 " x 2.750 " FILLET WELD ACROSS BOTTOM 0 0 " x 1.750 " FILLET WELD ACROSS TOP . USE EFFECTIVE 0.075 " THICK WELD L = 10.00 IN A = 0.750 IN2 S = 0.625 IN3 Fv = 26.0 KSI Mcap = 16.25 K -IN W /1/3 INCR= 21.67 K -IN , :a‘i;;I MME �• �v • , .i ' . 'y',.• A t S q 3 }fin t• r4W y '1 t. rJ .: •,..... '. ... .. • . ,... :•,.,.:. .. . -, - u.'uwn, i. rh1. «F,ru�n.r , c�rA};Ul, KMf4lkf/RNffW}M7,�tftlf'ht�f 'C?�..�u���'c. '�.�.w. ._ , 1 - / I --\ r +a.,- Cold Formed Section HEIGHT OF BEAM 4.000 INCHES ,. MAT'L THICKNESS 0.075 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2.750 INCHES STEEL YIELD 50.0 KSI Z STEP 1.625 INCHES HIGH 1.000 INCHES WIDE Q L I • ,FZ ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC � MI L Y LY LY2 Ii X LX W 5 LONG SIDE 3.6500 2.0000 7.3000 14.6000 4.0523 0.0375 0.1369 U O TOP 1.4000 3.9625 5.5475 21.9820 0.0000 0.8750 1.2250 0 STEP SIDE 1.3500 3.1500 4.2525 13.3954 0.2050 1.7125 2.3119 W STEP BOTT 0.7250 2.3375 1.6947 3.9613 0.0000 2.2125 1.6041 J H SHORT SID 2.0250 1.1875 2.4047 2.8556 0.6920 2.7125 5.4928 U) u_ BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 uj ■ CORNERS 0.2160 3.9125 0.8450 3.3063 0.0004 0.0875 0.0189 J 2 0.2160 3.9125 0.8450 3.3063 0.0004 1.6625 0.3591 N D 3 0.2160 2.3875 0.5157 1.2311 0.0004 1.8000 0.3888 = d 4 0.2160 2.2875 0.4941 1.1302 0.0004 2.6625 0.5751 E- _ 5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 2:1.- 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 Z O W uj TOTALS 12.8459 25.3500 24.0270 65.7748 4.9516. 17.8875 16.0064 j Q AREA = 0.963 IN2 U 0 Y2 CENTER GRAVITY = 1.870 INCHES TO BASE 1.246 INCHES TO LONG SIDE C3 I- Ix = 1.934 IN4 Iy = 1.039 IN4 Wm' ' Sx = 0.908 IN3 Sy = 0.691 IN3 • . I- H Rx = 1.417 IN Ry = 1.039 IN ti-- Z w Load Beam Check 0 = 0E- 4.00x 2.750x 0.075 Fy = 50 ksi Z A = 0.963 in2 E = 29,500 E3 ksi Sx = 0.908 in3 Ix = 1.934 in4 Length = 96 inches i Pallet Load 5000 lbs i Assume 0.5 pallet load on each beam 0 1 • .M= PL /10= 24.00 k -in . fb = 26.43 ksi Fb = 30 ksi 88% Mcap = 27.24 k -in ' 36.33 k -in with 1/3 increase Defl = 0.40 in = L/ 238 w/ 25% added to one pallet load ,`, M = .23 PL .= 27.60 k -in 101% i i4� ,i ' ft 1 ,R 4 , 1: • ;0 1r A {j . v , R at ,i,43. y . , i'F ��. ,.......•. .. .•5: .. .:. .. ... . .:• .: .. .. �.. r;.,r, +,;, ,, .:f4e: wi, X:,+,... . +,.v k,•,P�l;.'.+ ,..1a'...n}•;. _.•,:.!:i:.5 c 3trLt't a! < "h`5'.••'ntlin.a.tn,.n _ ., .,. I,i , n,.•a:.,o-.,.t ' 1x:. 11�'[ri 2waulxMM12° N�dl�H41�ME (filFX•4t9tiubtt 1 - _- . -,..Cr" r Cold Formed Section HEIGHT OF BEAM 4.500 INCHES /0 �4 MAT'L THICKNESS 0.075 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2.750 INCHES STEEL YIELD 50.0 KSI f Z l STEP 1.625 INCHES HIGH 1.000 INCHES WIDE ~ W j ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC 0: L Y LY LY2 Ii X LX D LONG SIDE 4.1500 2.2500 9.3375 21.0094 5.9561 0.0375 0.1556 U O TOP 1.4000 4.4625 6.2475 27.8795 0.0000 0.8750 1.2250 CO p STEP SIDE 1.3500 3.6500 4.9275 17.9854 0.2050 1.7125 2.3119 COW STEP BOTT 0.7250 2.8375 2.0572 5.8373 0.0000 2.2125 1.6041 J H SHORT SID 2.5250 1.4375 3.6297 5.2177 1.3415 2.7125 6.8491 Ma. BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 W O 2 } CORNERS 0.2160 4.4125 0.9530 4.2053 0.0004 0.0875 0.0189 g J 2 0.2160 4.4125 0.9530 4.2053 0.0004 1.6625 0.3591 1 a 3 0.2160 2.8875 0.6236 1.8008 0.0004 1.8000 0.3888 N a 4 0.2160 2.7875 0.6021 1.6783 0.0004 2.6625 0.5751 H W 5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 Z1.- 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 H O 2:1-- TOTALS 13.8459 29.3500 29.4589 89.8255 7.5050 17.8875 17.3814 W D C AREA = 1.038 IN2 ° N CENTER GRAVITY = 2.128 INCHES TO BASE 1.255 INCHES TO LONG SIDE : 01- Ix = 2.599 IN4 Iy = 1.174 IN4 . W W , Sx = 1.096 IN3 Sy = 0.786 IN3 I-- U Rx = 1.582 IN Ry = 1.063 IN LL ~O Z Load Beam Check • • U W H _ , 4.50x 2.750x 0.075 Fy = 50 ksi OF A = 1.038 in2 E = 29,500 E3 ksi Z Sx = 1.096 in3 Ix = 2.599 in4 Length = 106 inches Pallet Load 5000 lbs • • Assume 0.5 pallet load on each beam M= PL /10= 26.50 k -in • .J fb = 24.19 ksi Fb = 30 ksi 81% Mcap = 32.87 k -in 43.82 k -in with 1/3 increase Defl = 0.40 in = L/ 262 w/ 25% added to one pallet load .. M.= .23 PL = 30.48 k -in 93t " � ' �i• k frit: , P i., �� �y i( 4 4 1 , a ,+, - . ,,t, . ,.• •a'. ... ,,• ._, ,„ ,. 3 ' : f: k'. fit.. •`'t �': .. .. ...... .. 4 ,ta , , ., , .YU:; lox.1 , f,' 'Ft�!f$M.N,"*.tXJLO.PrweWraar.� rvWs.,: ""r++* Jnt i r - .-- ��r ., `, ---." - Cold Formed Section , HEIGHT OF BEAM 5.500 INCHES ��� MAT'L THICKNESS 0.075 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2.750 INCHES STEEL YIELD 50.0 KSI Z STEP 1.625 INCHES HIGH 1.000 INCHES WIDE • QQ F-: , ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC L Y LY LY2 Ii X LX W LONG SIDE 5.1500 2.7500 14.1625 38.9469 11.3826 0.0375 0.1931 0 O TOP 1.4000 5.4625 7.6475 41.7745 0.0000 0.8750 1.2250 N 0 STEP SIDE 1.3500 4.6500 6.2775 29.1904 0.2050 1.7125 2.3119 (Ow STEP BOTT 0.7250 3.8375 2.7822 10.6766 0.0000 2.2125 1.6041 J1- SHORT SID 3.5250 1.9375 6.8297 13.2325 3.6500 2.7125 9.5616 N u- BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 W O CORNERS 0.2160 5.4125 1.1690 6.3274 0.0004 0.0875 0.0189 • LL Q 2 0.2160 5.4125 1.1690 6.3274 0.0004 1.6625 0.3591 0 0 3 0.2160 3.8875 0.8396 3.2640 0.0004 1.8000 0.3888 = W 4 0.2160 3.7875 0.8180 3.0984 0.0004 2.6625 0.5751 1 ' _ • 5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 Z1- 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 w TOTALS 15.8459 37.3500 41.8229 152.8448 15.2400 17.8875 20.1314 2 D AREA = 1.188 IN2 U N •0 H CENTER GRAVITY = 2.639 INCHES TO BASE 1.270 INCHES TO LONG SIDE Ix = 4.327 IN4 Iy = 1.445 IN4 • = 0 ' Sx = 1.513 IN3 Sy = 0.976 IN3 1 " Rx = 1.908 IN Ry = 1.103 IN • ! Z iii 0W V - Load Beam Check . 0 H 5.50x 2.750x 0.075 Fy = 50 ksi Z A = 1.188 in2 E = 29,500 E3 ksi Sx = 1.513 in3 • Ix = 4.327 in4 Length = 144 inches Pallet Load 5000 lbs Assume• • 0.5 pallet load on each beam 0 M= PL /10= 36.00 k -in , fb = 23.80 ksi Fb = 30 ksi .. 79t Mcap = 45.38 k -in _ 60.51 k -in with 1/3 increase • Defl = 0.61 in = L/ 236 • w/ 25% added to one pallet load - t t-O; <.•, �- M = .23 PL = 41.40 k -in 91t °:P. .; •t • " °:K .n.,,,,, , ,,,,,ty.,,- , CiPS.4*'.' 4' tt j4 . 141,110K F ' i. "3- 1‘, ,.., v•.J ... , ... .n d " ..v. , ..i %Fl >A.... +a. ., 4d:RhA'.if. ^4: a.. + +!"'M1Wnut.bS3i &v/ !.`.�WYC!"..MAd4NC.•. . ., ica +; .. .. . •. «, .r. .c ,. f.: em+N MtYM'+r+sP,t4Wtk5l'h�' iAAAhtl%SZ�r: +•71t9KSpRCIp # 3W7.+- iyM4'fKflNliMN.. E $ i i 1 - .-- - ' :C/ - -� ■ In Upright Plane SINGLE ROWS Seismic Load Distribution ___ per 1997 UBC Zone 3 Z = 0.30 1.33 Allowable Stress Increase I = 1.00 R = 4.4 Z Ca = 0.36 V = (2.5 *Ca *I) /(R *LF) *W LF = 1.4 H- Z` Weight CC � . 60 # per level frame weight U 00 CO 0 Columns @ 44 " CU = J 1._ Levels Load WiHi Fi FiHi Column: CO U. (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 j 0 1 232 3060 710 850 197 . 184 3060 563 674 124 1 136 3060 416 498 68 KLx = 32 in � ' n 88 3060 269 322 28 KLy = 44 in = a 60 3060 184 220 13 A = 0.818 in I- _ 32 3060 98 117 4 Pcap = 26521 lbs Z F- 18360 2240 2682 434 Column �j 1 72% Stress j Q Max column load = 19053 # V , Min column load = -693 # Uplift 0 -- 0 - W W , Overturning L 0 OTM = 434.4 K -IN X 1.15 = 499.6 K -IN u 0 • RM = 403.9 K -IN 111 Z REQUIRED HOLD DOWN = 2.17 KIPS 0 O H . Anchors Special Inspection(Y or N)? NO 2 Z , = T = 2174 # 2 4 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete Tcap = 4667 # 47* Stressed V = 1341 # per leg Vcap = 9813 # = 14* Stressed COMBINED = 32% Stressed Braces: _= Brace height = 44 " Brace width = 44 " Length = 62 " P = 3794 # _ _ , �� d f 5 Use : C 1.500x 1.250x 0.075 `, . . , +,1 A = 0.280 in y ,:,.a', > , f3 , L/r = 10 8 A ' ' Pcap = 4861 # 78% ' _ , .eii mil i 5 NV --,,.. 4 , ,. Y a I. a.r .e: iltb:ta: w:t.m �Yid�.�..":d d:!'iy�. , xkiiklli• � i . 1 1 - - - 'l.C/ - - �i t i In Upright Plane SINGLE ROWS Seismic Load Distribution TOP LOAD ONLY per 1997 UBC Zone 3 Z Z = 0.30 1.33 Allowable Stress Increase ,= Z I = 1.00 R = 4.4 M ac Ca = 0.36 V = (2.5 *Ca *I) / (R *LF) *W 6 5 LF = 1.4 U O Weight N p 60 # per level frame weight win -J I.- CO LL Columns @ 44 " W O j Levels Load WiHi Fi FiHi Column: g Q ( inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 232 3060 710 471 109 = U 184 60 11 7 1 1- 136 60 8 5 1 KLx = 32 in Z F- 88 60 5 4 0 KLy = 44 in Z O. 60 60 4 2 0 A = 0.818 in . 32 60 2 1 0 Pcap = 26521 lbs 2 j D CI 3360 740 491 112 Column 0 O 16% Stress CI- Max column load = 4222 # 2 w • Min column load = -862 # Uplift F- V I WS' .. ~O Z : Overturning V 2 1 1 OTM = 111.8 K -IN X 1.15 = 128.6 K -IN 0 H RM = 73.9 K -IN Z REQUIRED HOLD DOWN = 1.24 KIPS Anchors: Special Inspection(Y or N)? NO 2 T = 1243 # 2 k. 4 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete Tcap = 4667 # 27% Stressed . V = 245 # per leg Vcap = 9813 # = 3t Stressed COMBINED = 11% Stressed Braces: Brace height = 44 " A, L. Brace width = 44 " ` � ; Length = 62 " 'R? ,. x , , .,-.N: erg , • i'i P = 694 # `-' 4 J,,; l V; . Use . C 1.500x 1.250x 0.075 ' '. e A = 0.280 in ; ,FR .a L/r = 108 !t44. Pcap = 4861 # 14% �".; i4. r, 4 ` 7e , .. .. , . „ . ' f r., e { ;.... , .-, ... ,...,,. .U...r .. ..,. i -..r,nw.wc,,:.w4' MM/NN!lN�FJ114F+'t} . .�.a,. W .., . s.,u . ee•s.. n+..,. , «.. n..., ..,o.... nnwrerawK.aw:wr+w�c3. , a ; ra .:.. M .,... ..1. �. , +ter. Y i -�1 _ �r • r \ PAGE 1 ' MSU STRESS -11 VERSION 9/89 - -- DATE: 07/11/:2 - -- TIME OF DAY: 16 :05:00 i INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 6 Levels Type Plane Frame Z Number of Joints 26 1 Number of Supports 14 E- Z Number of Members 30 W : 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 5 Force X Moment Z 6 Force X Moment Z 21 Force X Moment Z 22 Force X Moment Z 23 Force X Moment Z ( 24 Force X Moment Z _ - i; 25 Force X Moment Z ' iaa , k.*-4.2 s 26 Force X Moment Z ` "h ‘71H 1 ::, 7 % . : . 1 yn i 7° ,, '. Iti .. .. ... .. ., « . «......... unnn«.,*.n «, ... t u....., >,...v .o... ........._... o aiwro�<sv:;;» »e+"+sFtt�+Y•llCr ,:i tS" iMd:�i" ryixr;l`wrf °5;�'b;i•G;:Ytt;:�C. A r - i - `i-Cr" - r i I . 1 i PAGE 2 l MSU STRESS -11 VERSION 9/89 - -- DATE: 07/11/:2 - -- TIME OF DAY: 16:05:00 Member Incidences 1 1 8 2 2 9 3 3 10 4 4 11 Z 5 5 12 j 6 6 13 = Z W 8 8 9 6 = 9 9 10 J U 10 10 11 co 0 11 11 12 N W 12 12 13 J H 13 14 15 Mu. 14 15 16 al O 15 16 17 • 16 17 18 J 17 18 19 d 18 19 20 19 8 15 F- _ 20 9 16 ?F- 21 10 17 Z O 22 11 18 W W 23 12 19 ? 0 24 13 20 V 25 15 21 O N , 26 16 22 CI I- 27 17 23 W W ' 1 f 28 18 24 H- - -, ; 29 19 25 LL' O 30 20 26 .. Z Member Properties U C° • 1 Thru 6 Prismatic Ax 1.113 • Ay 0.779 Iz 3.394 F- H , 7 Thru 18 Prismatic Ax 0.818 Ay 0.409 Iz 1.364 Z 19 Thru 30 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 Constants E 29000. All G 12000. All I Tabulate All 1 Loading Dead + Live + Seismic Joint Loads 8 Force Y -1.53 ' 9 Force Y -1.53 i 10 Force Y -1.53 11 Force Y -1.53 12 Force Y -1.53 13 Force Y -1.53 15 Force Y -1.53 16 Force Y -1.53 17 Force Y -1.53 - = - .,.. 18 Force Y -1.53 c : : N- -. �: .i' i•� 'w:`,, , - its %,;, 19 Force Y -1.53 c w. "`. I 20 Force Y -1.53 , t'' . , t � � ' i ■ i ' l � r, ,0 NZMA • .1 - - -. t PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/11/:2 - -- TIME OF DAY: 16:05:00 = = = = = == 8 Force X 0.031 9 Force X 0.057 10 Force X 0.084 11 Force X 0.129 12 Force X 0.175 Z 13 Force X 0.221 15 Force X 0.031 = W 16 Force X 0.057 Wolg 17 Force X 0.084 W 5 18 Force X 0.129 J U UO 19 Force X 0.175 N W 20 Force X 0.221 Solve _ F. PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED u- WO } g J La N I F- _ Seismic Analysis per 1997 UBC Z H = ZO wi di widi2 fi fidi W W # in # U 0 3060 0.2980 272 62 18.5 24 62 : O CO 3060 0.4057 504 114 46.2 44 114 OF- i 3060 0.4970 756 168 83.5 65 168 W 3060 0.7314 1637 258 188.7 100 258 H U 3060 0.9185 2582 350 321.5 136 350 U. 3060 1.0243 3211 442 452.7 171 442 Z W o CI) 18360 8960 1394 1111.1 1393 O H g = 32.2 ft /sec2 T = 0.907689 sec I = 1.00 ? Cv = 0.54 V min = .11 *Ca *I *W = 0.0396 W 1 R = 5.6 V = (Cv *I) / (R *LF *T) *W 1 LF = 1.4 V = 0.076 W = 1393 # 100% 7 . 7 � -. z4: si r { r4 A '� fit . � x z;v�. x ,�ia IN /7' T .6„n '� vi' try c, •' w C 71 .,� ,.•,u' :, u+ . i. ,i r.. , , ,,..•r�n ), w r 4 w l .l.':ISVr.' 1r' ••:�.Nks7men!.t7.l�e'1•.., fxy,.. . ''i (' .. , t DWf'kbF'N D. -- . 4. • PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/111:2 - -- TIME OF DAY: 16:05:00 Structure Storage Rack in Load Beam Plane 6 Levels Z Loading Dead + Live + Seismic 1- W re 2 13 15 -9.019 -0.703 22.49 14 15 7.500 0.699 8.20 14 16 -7.500 -0.699 11.38 15 16 5.991 0.659 9.37 15 17 -5.991 -0.659 9.09 16 17 4.487 0.555 13.31 16 18 -4.487 -0.555 13.34 17 18 2.989 0.434 9.82 _ 17 19 -2.989 -0.434 11.02 18 19 1.498 0.274 5.71 - 18 20 -1.498 -0.274 7.44 ya.y* n,r. 19 8 -0.028 -0.245 -15.12 y „ 19 15 0. 028 0.245 -14.96 ,;1. ' 1 20 9 -0.017 -0.159 -9.92 � ; e ` '` 20 16 0.017 0.159 -9.68 P': _ 21 10 0.020 -0.170 -10.67 s rt 21 17 -0.020 0.170 -10.30 ., i ' 4 ` '9 Mi 4 . . ` r � 10 41 /5 . ,, ' ... '4 ` t h; {� ., ,. ... .,. ..1 . .:: ,i, . •.•....... A . ) ")' `,`l•: 7'. ..:.c:. .. .N .v). «n,n.rt }:u:; F ,.d',iv:i „�, +':ci,•��....... ... a ., . .,..�.:.v55 . t:;-'.:.. YS 'uf "t�Y+V11it�;5WKi:.:( Y+i+.i `Wr '' t: 5�r. 'S "YS:I'.Ct.+.i4ie�v�iGG { . . t,„„_,..„,, , - .- - "k , Cr - •• i I - -• PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/111:2 - -- TIME OF DAY: 16:05:00 22 11 -0.008 -0.175 -11.03 22 18 0.008 0.175 -10.44 23 12 -0.015 -0.119 -7.64 23 19 0.015 0.119 -7.01 24 13 0.053 -0.049 -3.57 Z 24 20 -0.053 0.049 -2.47 �/77 < • 25 15 0.000 -0.256 n1116. C- ' A/44 1... Z 25 21 0.000 0.256 0.90 11J ,�j/ ' 26 16 0.000 -0.180 -11.07 /'6O e- 2 26 22 0.000 0.180 0.00 27 17 0.000 -0.197 -12.10 00 N 27 23 0.000 0.197 0.00 N LL 28 18 0.000 -0.207 -12.72 J H 28 24 0.000 0.207 0.00 Wu. 29 19 0.000 -0.158 -9.73 W 0 1 29 25 0.000 0.158 0.00 Q 30 20 0.000 -0.081 -4.97 LL Q 30 26 0.000 0.081 0.00 N d = W F- _ APPLIED JOINT LOADS, FREE JOINTS Z F- 1-0 JOINT FORCE X FORCE Y MOMENT Z W uj 8 0.031 -1.530 0.00 U � 9 ' 0.057 -1.530 0.00 - O 10 • 0.084 -1.530 0.00 11 0.129 -1.530 0.00 = W • 12 0.175 -1.530 0.00 H FF., 13 0.221 -1.530 0.00 • . u- Z 15 0.031 -1.530 0.00 16 0.057 -1.530 0.00 W U (0 , 17 0.084 -1.530 0.00 I - I 18 0.129 -1.530 0.00 0 Z 19 0.175 -1.530 0.00 20 0.221 -1.530 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS i JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.233 0.00 2 0.000 -0.139 0.00 3 0.000 -0.144 0.00 4 0.000 -0.142 0.00 5 0.000 -0.080 0.00 6 0.000 -0.018 .0.00 7 -0.691 9.019 0.00 ) � 14 -0.703 9.019 0.00 i � f. l i t�'F1 " � L s'' � � "•'II 21 0.000 0.256 0.00 " 22 0.000 0.180 0.00 ` 11 41 23 0.000 0.197 0.00 ' " f '° 24 0.000 0.207 0.00 1. 25 0.000 0.158 0.00 ! y / /31 1 A i 1 rr . P: , ' ; mss ti b ;. .. .. .. r. ...... rn ..t: .. .,..; `, t3 ,.:; 6. r,>.:.a:L .. ...,., -. ,.s ....... ., ,.. «,• ................,. -,. .,... ... .. ....... ... ..,.,.... w..mne ...«... - .. ti • . . _w , , � - - - ; • - - . T � PAGE 6 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/111:2 - -- TIME OF DAY: 16:05:00 26 0.000 0.081 0.00 FREE JOINT DISPLACEMENTS Z JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1.-Z LU 8 0.2980 - 0.0122 - 0.0032 0: .n } 9 0.4057 - 0.0210 - 0.0021 J U _ 10 0.4970 - 0.0281 - 0.0023 00 11 0.7314 - 0.0372 - 0.0024 0 12 0.9185 - 0.0432 - 0.0017 COW : 13 1.0245 - 0.0462 - 0.0010 J . 15 0.2981 - 0.0122 - 0.0031 W O 1 6 0.4057 - 0.0210 - 0.0020 17 0.4970 - 0.0281 - 0.0021 g 5 18 0.7314 - 0.0372 - 0.0021 U- Q 19 0.9186 - 0.0432 - 0.0013 N d ' 20 1.0243 - 0.0462 - 0.0003 H W Z} ; 5 0.9185 0.0000 - 0.0002 6 1.0245 0.0000 - 0.0006 U N 7 7 0.0000 0.0000 - 0.0122 = 14 0.0000 0.0000 - 0.0122 0F'" 21 0.2981 0.0000 0.0018 Z 22 0.4057 0.0000 0.0015 , ' 23 0.4970 0.0000 0.0017 24 0.7314 0.0000 0.0019 " 25 0.9186 0.0000 0.0017 ‘ 26 1.0243 0.0000 0.0013 1 • ix. 3 ,, v ,, t. - ., . 4 !% - ti,La a , - i - .. ' 1 Beam- Column Check C 3.000x 3.000x 0.105 Fy = 50 ksi A = 0.818 in2 Sx = 0.910 in3 Rx = 1.292 in Ry = 1.103 in kx = 1.00 ky = 1.00 Stress Factor 1.333 Z Q Point P M Lx Ly Pcap Mcap Ratio N •� 15 9.2 22.5 32.0 44.0 26.51 36.38 96% Wmc 16 7.7 11.4 28.0 44.0 26.51 36.38 60% 6 5 17 6.2 9.4 28.0 44.0 26.51 36.38 49% U O 18 4.7 13.3 48.0 44.0 26.51 36.38 54% co O 19 3.2 11.0 48.0 44.0 26.51 36.38 42% Cow 20 1.7 7.4 48.0 44.0 26.51 36.38 27% J E N W WD P Load Beam Check 2 �. g J 5.00x 2.750x 0.075 Fy = 50 ksi A = 1.113 in2 E = 29,500 E3 ksi CO d Sx = 1.297 in3 Ix = 3.394 in4 1- _ Z E- Length = 120 inches Z O Pallet Load 3000 lbs j Q Assume 0.5 pallet load on each beam U M = PL /8= 22.50 k -in 0 H fb = 17.34 ksi Fb = 30 ksi 58% - . Mcap = 38.92 k -in W W ' 51.89 k -in with 1/3 increase H F-U- Defl = 0.34 in = L/ 356 u ' p _.: Z w/ 25' added to one pallet load U N • M = .282 PL = 25.38 k -in 65% ~O H ' Z � • i i cfp,11,. f i' ' t ` --1 ' ,.z,3 �1 J y ! 11 . r lyl t' .. rf ... ., ..'•. . 1 «l.': r r. r,:- rY %�rrY,vl.i.,ve. <.4: /.r ri:•:v. , Pi'.0 ••. ' �fr;)'r ! •.. rtr ..,. . w. Misww +rrv.a. »•.e.Yrun +YSU>w..++.vrr r+.•YrkH.N4rSLY0'Ml11tNi { r - - '\4Z/' i i ..., I i 1 Y Base Plate Design i Column Load 14.3 kips Z 1 Allowable Soil 2000 psf basic , = F- Z H W Assume Footing 32.1 in square on side Soil Pressure 2000 psf 0 J U 0 CO C Co I J F. I Bending: U I Assume the concrete slab works as a beam that is fixed against rotation W O at the end of the base plate and is free to deflect at the extreme 22- 1 edge of the assumed footing, but not free to rotate. • 1 J u_a Mmax = w1 /3 ED= Z Use 8 "square base plate Z = H 1 w = 13.9 psi 1= 9.29 in Z 0 I Load factor = 1.67 M = 667 # -in 111 uj 1 1 5.5 in thick slab f'c = 3000 psi U s = 5.04 in3 fb 132 psi O — ' Fb = 5(phi) (f'c".5) = 178 psi OK. 1 ! w j WW S hear u_ U 1 u.. 1 Beam fir = 39 psi Fir = 93 psi OK !! O, ? Punching fir = 66 psi Fir = 186 psi OK !! .. LLI W U = ' , ~ O ~ , I Base Plate Bending Use 0.375 " thick Z � 1 = 2.5 in w = 223 psi fb = 29770 psi Fb = 37500 psi OK !! 1 i I , 1 1 ■ f v . , _ A L i i ati'a:'kc t i. i - 1 ,[Fin,+• j . Y• x . .}yx.�l. zc3 /� Z- , 4. 14 . .... 41 � •/ // /� � 'i n k J s l i r t , ,.. .. ...;a. u;. .,, axe,: : <,; - ,. .,,va: :k ,tsc ;.kiat {'rs;c4x >.•.. «, +.... .v «_4.4:.;`., . >e,>y;.;;'at�,U..dS.is .. taa?k�'.'i9at:irr3:SfE..� «'uex' isiti. a.t.& t; r./ ct) < «:Jb'1`aht4N•,xtG,.N.51:Li . e --''''t , _, - - • ...� { Calculations for : ENGINEEREDPRODUCTS �� z �" ,_ TUKWILLA, WA �� 07/12/2002 ...J0 ' 1 Loading: 4,00 ## load levels w w J m 6 pallet levels @ 32,60,88,136,184,232 LL Seismic Zone 3 100a Utilization wO Ca = 0.36 Cv = 0.54 i 120 " Load Beams u. 1 Uprights: 44 " wide BACK -BACK R WS I C 3.000x 3.000x 0.105 Columns = w C 1.500x 1.250x 0.075 Braces F i ?F 5.00x 8.00x 0.375 Base Plates with 2- 0.500in x 3.50in Embed Anchor /Column i-0 ' ; z i- j 5.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector wuj 2 n . U p O N o 1- w w • = U I - by : Ben Riehl I- • O Registered Engineer WA# 21008 Z I w N U — ■ iz O H I i Z f r 1 r �i 3 ?'f '. kip'''., V , +r4 �. 59-Y, . ... .,, .. .<.. v .. r. ,t., , ... ... .max,- ..',,.....,•, ...w.. »n.+,w..,x...nnwr wwwm+vNws.n.aw.Krarnem rA tcvw d4"fat:5r N1, "k ..1'+^"ili',iiehtYC.':; "G , - r- - A.cr 3 1 In Upright Plane BACK -BACK ROWS i Seismic Load Distribution per 1997 UBC Zone 3 Z = 0.30 1.33 Allowable Stress Increase I = 1.00 R = 4.4 Z Ca = 0.36 V = (2.5 *Ca *I) /(R *LF) *W Q LF = 1.4 }_- Z Weight USE 50* FOR BACK -BACK ROWS Wm; 60 # per level frame weight 5 00 co 0 Columns a 44 " cO W J = H Levels Load WiHi Fi FiHi Column: COU. (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 W 0 , 232 4060 942 564 131 Q 184 4060 747 447 82 u.< . 136 4060 552 331 45 KLx = 32 in CO 88 4060 357 214 19 KLy = 44 in = a 60 4060 244 146 9 A = 0.818 in i-111 32 4060 _ - - 130 78 ==== 2 Pcap = 26521 lbs ?F- 24360 2972 1780 288 Column Z 0 71* Stress j 0 Max column load = 18730 # U Min column load = 5630 # . O0 H w Overturning - OTM = 288.2 K -IN X 1.15 = 331.4 K -IN 9-- 0 RM = 535.9 K -IN lU Z REQUIRED HOLD DOWN = 0.00 KIPS U = s I-- Anchors: Special Inspection(Y or N)? NO 2 Z I T = 0 No uplift anchors req'd 2 1 2 0.5 " diameter Hilti -KB II . 3.5 "embedment in 2000 psi concrete Tcap = 2333 # 0% Stressed V = 890 # per leg Vcap = 4907 # = 18% Stressed COMBINED = 6t Stressed i Braces: Brace height = 44 " ' Brace width = 44 " Length = 62 " P = 2 517 # $C—L--- Use : C 1.500x 1.250x 0.075 `tte. ,P. ,��, A = 0.280 in r : . c Z .;, L/r = 108 e Pcap = 4861 # 52% ` 'l c r i ,s. ' ' z. 'kl A W � :F A 4 4, z-4 :I 1 .. A: xyt ; ' ; t 17 .., 1 R { I _ .- - - c/ - - ' 1 ■ 1 i In Upright Plane BACK -BACK ROWS Seismic Load Distribution TOP LOAD ONLY per 1997 UBC Zone 3 Z Z = 0.30 1.33 Allowable Stress Increase H Z I = 1.00 R = 4.4 Ord Ca = 0.36 V = (2.5 *Ca *I) /(R *LF) *W U LF = 1.4 00 Weight USE 50% FOR BACK -BACK ROWS N 0 60 # per level frame weight W = J I_. N u- Columns a 44 " uj 0 r. Levels Load WiHi Fi FiHi Column: } 1 (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 u.< j 232 4060 942 309 72 I d 184 60 11 4 1 F - 2 136 60 8 3 0 KLx = 32 in Z 1 . . . ! 88 60 5 2 0 KLy = 44 in Z O 60 60 4 1 0 A = 0.818 in W 32 60 2 1 0 Pcap = 26521 lbs ? Q = = == = = == = = == = = == U 4360 972 319 73 Column 0.— 14% Stress 01— i ! Max column load = 3836 # W W . Min column load = 524 # 1— r I LLp W Overturning 0— , OTM = 72.9 K -IN X 1.15 = 83.8 K- IN 17: H RM = 95.9 K -IN Z . }� REQUIRED HOLD DOWN = 0.00 KIPS Anchors: Special Inspection(Y or N)? NO 2 T = 0 No uplift anchors req'd 2 2 0.5 " diameter Hilti -KB II ‘ 3.5 "embedment in 2000 psi concrete 0 Tcap = 2333 # 0% Stressed } V = 159 # per leg Vcap = 4907 # = 3% Stressed COMBINED = 0% Stressed Braces: Brace height = 44 " ,,,..L. , -�I- Brace width = 44 " ,, ,Y r a , Length = 62 " ` : •a P = 450 # . ; its,.. ? • Use C 1. 500x 1.250x 0.075 . ,,Is ; 4 A = 0.280 in ;fir { j L/r = 108 y,, 1 s. _[ ° z i Pcap = 4861 # 9t r 1 , �,. , ..i/9 ,4n'"V,,*.,' ..•.... .,.. ,"rt r. i+ GA' t,". 1l>% . i. I... kn,. r ;N): W- .,;.IM -1 Wwiriari4..'i ✓.vt": ••t \r:..:wr su' flf�', w+> AxMIFlk' A' STtkwMw+; Itf4 flVHavvrwlrorm..w.'+Ik'fi'H:h V'L!�` ... ... .. 1 1 , I , - r - 'l Cr -, PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/11/:2 - -- TIME OF DAY: 16:23:30 i INPUT DATA LISTING TO FOLLOW: ! Structure Storage Rack in Load Beam Plane 6 Levels ( Type Plane Frame Z Number of Joints 26 . 11-: Number of Supports 14 f- W Number of Members 30 2 Number of Loadings 1 J U Joint Coordinates 0 0 1 0.0 32.0 S 1 4) 11 , u) 0 2 0.0 60.0 S W = 3 0.0 88.0 S ` v `& N LL 4 0.0 136.0 S 5 0.0 184.0 S vi Of W O 6 0.0 232.0 S % 1V \ j 7 61.5 0. 0 S D( u_ Q 8 61.5 32.0 le VI CD 9 61.5 60.0 '• / 0 i W 10 61.5 88.0 Z x 11 61.5 136.0 �" 12 61.5 184.0 4/ ' 1' Z I- 13 61.5 232. `y 14 184.5 0.0 S \ A, } I 15 184.5 32.0 V' 0 co 16 184.5 60.0 0 E_ 17 184.5 88.0 ii (L = 1 LIJ 8 184.5 136.0 H 0 19 184.5 184.0 20 184.5 232.0 Z 21 246.0 32.0 S Ili 22 246.0 60.0 S U j 23 246.0 88.0 S D F- ' 24 246.0 136.0 S Z 25 246.0 184.0 S 26 246.0 232.0 S Joint Releases 7 Moment Z 14 Moment Z 1 Force X Moment Z . 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 5 Force X Moment Z 6 Force X Moment Z 21 Force X Moment Z 22 Force X Moment Z 23 Force X Moment Z .r........i. 24 Force X Moment Z '``'` ' 25 Force X Moment Z :<.'' 4j�� 26 Force X Moment Z r ny 0, 7 y .'�: .:. , . .. .'. .. ' . . .' " ': i n :':.: l i�'... :..'. '.. v. ..r 5...1'.r G, r . >' t', .rt : ...., .. ivi• "i .1..•1>r «mist t ,Qli).til l`.. i l +' , .... i .. .4.. :.... r .. ..:r.r nk-i'. t.r. +tli i.' x +91t�'!'BLAW�tt..x'Y1.��iFt• ut'I.' . t'{ GI .. VtW' a. �' Jt^1.Y.rl!�Lit�'4�i.%:�X.Ii.. .• 1 I 1 - .-- —' r PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/11/:2 - -- TIME OF DAY: 16:23:30 = Member Incidences 1 1 8 2 2 9 3 3 10 4 4 11 5 5 12 6 6 13 7 7 8 F.- W ft mic 8 8 9 Q 9 9 10 UUO 10 10 11 11 11 12 CO U) LLC 12 12 13 J = H 13 14 15 14 15 16 W O ■ 15 . 16 17 2 16 17 18 g Q 17 18 19 , 18 19 20 CO d 19 8 15 I-- UJ 20 9 16 Z H 21 10 17 22 11 18 Z O 23 12 19 g n 24 13 20 U Ca 25 15 21 r O- 26 16 22 0 F- 27 17 23 w W , 28 18 24 _ HU .. 29 19 25 u- ~ O 30 20 26 . .. Z Member Properties U 'Li I 1 Thru 6 Prismatic Ax 1.113 Ay 0..779 Iz 3.394 . - F- 7 Thru 18 Prismatic Ax 0.818 Ay 0.409 Iz 1.364 Z 0 H 19 Thru 30 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 8 Force Y -2.03 , 9 Force Y -2.03 10 Force Y -2.03 11 Force Y -2.03 12 Force Y -2.03 13 Force Y -2.03 15 Force Y -2.03 16 Force Y -2.03 17 Force Y -2.03 - ',. 18 Force Y -2.03 , >. 19 Force Y -2.03 . .s 20 Force Y -2.03 7 itt> v�'�di J r.,.fr•,��:Azj•1 ,, . "wit,z7,, 4 Y` -Z-7 , 7 i , , ,4,„.,,,,„:..,;% .... . .... .. .. :. . .,' ,. ,.... . ?••,.; t ",: rttt,::')� ?, •: r %•n1;.,.:':c ......,. ,i •.,- , e.te.t;. .i:sFw.. ^ti.. ....4.J.... ..xaw..... .. .. ._....... .... ..•.. ,. , .. . ."v++wr9- ia.. ...uw- . i I 1 - -- - k Cr" { _. • PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/11/:2 - -- TIME OF DAY: 16:23:30 8 Force X 0.018 9 Force X 0.033 10 Force X. 0.049 11 Force X 0.074 i 12 Force X 0.101 Z 13 Force X 0.127 • 15 Force X 0.018 ,= W 16 Force X 0.033 r4. 17 Force X 0.049 6 5 18 Force X 0.074 U O 19 Force X 0.101 w p 20 Force X 0.127 cow Solve -1 1-- PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED N u W O 2 g a Seismic Analysis per 1997 UBC = d H Z H wi di widi2 fi fidi # in # Z O 4060 0.1718 120 36 6.2 16 36 2 n 4060 0.2339 222 66 15.4 29 66 U O 4060 0.2866 333 98 28.1 42 98 O N 4060 0.4214 721 148 62.4 64 148 0 H 4060 0.5291 1137 202 106.9 88 202 W W ' 4060 0.5902 1414 254 149.9 110 253 H FU 1 L-!- Z 24360 3947 804 368.9 802 w g = 32.2 ft /sec2 T = 1.045619 sec U cn I = 1.00 Ol— Cv = 0.54 V min = .11 *Ca *I *W = 0.0396 W z R = 5.6 V = (Cv *I) / (R *LF *T) *W LF = 1.4 V = 0.066 W USE 50% FOR B -B ROWS = 802 # 100t ' ' ifiN i d vA , ielL U ; Y, 7. wa'. a .,r e., :i.:: ,t.n. l.ifh : r:.. :'{n :41 lr.r i Y:`N.B t.t . , .!'a +: , ultucxAy3:. %in�i4i:�.Xii�it.�a:N.�ti�.ti , tk&% k' s" rr.dtsaS ":�fi».; , 1 ' 1 PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/111:2 - -- TIME OF DAY: 16:23:30 , Structure Storage Rack in Load Beam Plane 6 Levels _ Z Loading Dead + Live + Seismic 1 - Z IX 2 ' 00 M EMBER FORCE N 0 J = MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT CO a 1 1 0.000 -0.126 0.00 W 0 1 8 0.000 0.126 -7.74 2 ■ 2 2 0.000 -0.064 0.00 g J 2 9 0.000 0.064 -3.97 3 3 0.000 -0.063 0.00 U) C1 3 10 0.000 0.063 -3.89 H W 4 4 0.000 -0.058 0.00 Z H { 4 11 0.000 0.058 -3.54 1-0 5 5 0.000 -0.017 0.00 ZI LU 5 12 0.000 0.017 -1.03 2 D 6 6 0.000 0.014 0.00 °- O 6 13 0.000 -0.014 0.84 . 0 CO 7 7 11.966 0.394 0.00 0I 7 8 - 11.966 -0.394 12.61 W W 8 8 9.951 0.340 3.90 F- U 8 9 -9.951 -0.340 5.60 9 9 7.948 0.284 4.17 -L1:0 Z 9 10 -7.948 -0.284 3.79 W U) _ ` 10 10 5.953 0.262 6.39 1 10 11 -5.953 -0.262 6.18 Z H 11 11 3.966 0.177 3.93 11 12 -3.966 -0.177 4.58 12 12 1.988 0.057 1.09 12 13 -1.988 -0.057 1.63 13 14 11.966 0.410 0.00 13 15 - 11.966 -0.410 13.11 ' , 14 15 9.951 0.428 5.05 14 16 -9.951 -0.428 6.94 15 16 7.948 0.418 5.89 15 17 -7.948 -0.418 5.81 16 17 5.953 0.342 8.16 16 18 -5.953 -0.342 8.26 17 18 3.966 0.279 6.33 17 19 -3.966 -0.279 7.04 : - 18 19 1.988 0.197 4.15 �' ° 18 20 -1.988 -0.197 5.33 ` z'°''t., 19 8 -0.037 -0.141 -8.78 ''' `'" ' '? 7/474 t 19 15 0.037 0.141 -8.56 20 9 -0.022 -0.092 -5.81, i1, - r' 20 16 0.022 0.092 -5.49 rpm 21 10 0.027 -0.098 -6.28 , ° q ., 4 '�' 21 17 -0.027 0.098 -5.79 ', [/�^'` 1 i aa / k f N� t , ,, r ,,,.,,,,,....„ _ ,+n_..+� ,.,.... _•---^ -., ,, ,< N,._,.. rr....... a.,......,,...,,.... .w,. ,,,.rr,....,ar•a..x n,....,v ,,,,,„R%r. ,.!1#1L'.r , f 1 r• PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/111:2 - -- TIME OF DAY: 16:23:30 22 11 -0.011 -0.100 -6.57 22 18 0.011 0.100 -5.78 23 12 -0.020 -0.069 -4.64 23 19 0.020 0.069 -3.79 24 13 0.070 -0.028 -2.47 Z 24 20 -0.070 0.028 -1.01 25 15 0.000 -0.156 (-9.60)-/4-, CW41, , W 25 21 0.000 0.156 0.00 , ,- 26 16 0.000 -0.119 -7.33 /"` J O 26 22 0.000 0.119 0.00 0 O . 27 17 0.000 -0.133 -8.18 CO 0 27 23 0.000 0.133 0.00 W = 28 18 0.000 -0.143 -8.82 N ) 28 24 0.000 0.143 0.00 29 19 0.000 -0.120 -7.40 W O 29 25 0.000 0.120 0.00 2 30 20 0.000 -0.070 -4.32 U-< 30 26 0.000 0.070 0.00 N a ~ _ APPLIED JOINT LOADS, FREE JOINTS Z1 i 1-0 2.1- Wuj JOINT FORCE X FORCE Y MOMENT Z • ( 8 0.018 -2.030 0.00 0 N 9 0.033 -2.030 0.00 • .. 0 - 10 0.049 -2.030 0.00 11 0.074 -2.030 0.00 I U 12 0.101 -2.030 0.00 F r- 13 0.127 -2.030 0.00 - O 15 0.018 -2.030 0.00 Ijj Z 16 0.033 -2.030 0.00 U = . 17 0.049 -2.030 0.00 1-- 18 0.074 -2.030 • 0.00 Z 19 0.101 -2.030 0.00 20 0.127 -2.030 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS , JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.126 0.00 2 0.000 -0.064 0.00 3 0.000 -0.063 0.00 4 0.000 -0.058 0.00 5 0.000 -0.017 0.00 6 0.000 0.014 0.00 -�. >- � 7 -0.394 11.966 0.00 4 s i `. 14 -0.410 11.966 0.00 r `f1' 21 0.000 0.156 0.00 3 . M �; . n xs � . 22 0.000 0.119 0.00 '.. '' { ,, 23 0.000 0.133 0.00 '¢�`_ 24 0.000 0.143 0.00 F, i"4 25 0.000 0.120 0.00 ^ t 3 (2 't An Q y af* ''''.1).:.. c ' ` .... .. ,. c:..ti:n : .., . r .. ,.. , .: x:.,a ,i s f.., .:; .i.:stnce n.t °... ,:rK U4t 'a.:. °+LwrsN+i•iyJr.... -.,, . ,.n 'f- .:,r:...1 .lpaticFee+A47aa3niv+x ,� ' M. xT +a+�iSA�IItkII',`ih9t71,7!?l�l i ll ` i PAGE 6 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/11/:2 - -- TIME OF DAY: 16:23:30 26 0.000 0.070 0.00 FREE JOINT DISPLACEMENTS Z JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION H Z 8 0.1718 - 0.0161 - 0.0019 OC ILI 9 0.2339 - 0.0279 - 0.0013 6 g 10 0.2866 - 0.0373 - 0.0014 U O 1 11 0.4214 - 0.0493 - 0.0015 0 • 12 0.5291 - 0.0573 - 0.0011 W W 13 0.5902 - 0.0614 - 0.0008 J H 15 0.1720 - 0.0161 - 0.0018 Du- 16 0.2340 - 0.0279 - 0.0011 } O , 17 0.2865 - 0.0373 - 0.0011. 2 1_ 18 0.4215 - 0.0493 - 0.0010 u..< 19 0.5292 - 0.0573 - 0.0006 N 20 0.5899 - 0.0614 0.0001 = d . F- W Z 1 r SUPPORT JOINT DISPLACEMENTS Z O W . JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION U 1 0.1718 0.0000 0.0005 O N 2 0.2339 0.0000 0.0000 0E- 3 0.2866 0.0000 - 0.0002 W W. ' 4 0.4214 0.0000 - 0.0004 1- U 5 - 0.5291 0.0000 - 0.0008 �- O 6 0.5902 0.0000 - 0.0011 .,Z 7 0.0000 0.0000 - 0.0070 U N 14 0.0000 0.0000 - 0.0071 O N 21 0.1720 0.0000 0.0012 + 0 Z 22 0.2340 0.0000 0.0012 23 0.2865 0.0000 0.0014 24 0.4215 0.0000 0.0017 25 0.5292 0.0000 0.0017 26 0.5899 0.0000 0.0014 ' I:I E ,I y � � ry �G; S a 1 , } A1.+ . > J . V p J 1 ,i4 ; � i L:24.1 .... _i.._ii.. , '1 .. ,. .. ::[:._ 15 :.i.'d.:....w.t.11.A,4v:.Aas.. n.,.... . .. ... ... ... .... .. ... ... ... , r .� .F0,0 A1511S.. 1; 61*F. LXiiirldl. ' .. ry e .. f • t ■ - i - Acr ■ i . ", Beam - Column Check C 3.000x 3.000x 0.105 Fy = 50 ksi A = 0.818 in2 Sx = 0.910 in3 Rx = 1.292 in Ry = 1.103 in kx = 1.00 ky = 1.00 Stress Factor 1.333 Z Point P M Lx Ly Pcap Mcap Ratio ZW 15 12.2 13.1 32.0 44.0 26.51 36.38 82% Ov 16 10.2 6.9 28.0 44.0 26.51 36.38 57% 6 U 17 , 8.2 5.8 28.0 44.0 26.51 36.38 47% 0 0 18 6.2 8.3 48.0 44.0 26.51 36.38 46% co O 19 4.2 7.0 48.0 44.0 26.51 36.38 35% W = 20 2.2 5.3 48.0 44.0 26.51 36.38 23% N U. w h Load Beam Check • 2 W Q 5.00x 2.750x 0.075 Fy = 50 ksi N d } A = 1.113 in2 E = 29,500 E3 ksi 2 W Sx = 1.297 in3 Ix = 3.394 in4 H = Z Length = 120 inches Z 0 WW Pallet Load 4000 lbs U 0 . Assume 0.5 pallet load on each beam , co G M = PL /8= 30.00 k -in 0 -; fb = 23.13 ksi Fb = 30 ksi 77% Mcap = 38.92 k -in • • Ill U , 51.89 k -in with 1/3 increase �- j Defl = 0.45 in = L/ 267 - Z. w/ 25% added to one pallet load U W I= M = .282 PL = 33.84 k -in 87% 1-- z . 1 i '44.,t.';'=. fr; ft +�.; . ,,. . :ttu''8 1 X 3& ., ti � Rt f . f,. '.. r :. ...: : ." ,.:,, :.� - •.,t,:i ; x..:Ea.t.;... .... . , ,;,'.5..;} r,.,.,..•.., .....•.. ... , ... ,, rn,.,td„tu:kiJ :,.:rLJi "r51it4T�".1X•�t4! ,. i , _ / 'tfr " • 1 a 1 Base Plate Design Column Load 14.0 kips Z Allowable Soil 2000 psf basic i- Z , Assume Footing 31.8 in square on side re 2 1 Soil Pressure 2000 psf 6 U 1 . 00 t co 0 (n w Bending: Assume the concrete slab works as a beam that is fixed against rotation Wu_ at the end of the base plate and is free to deflect at the extreme O 1 edge of the assumed footing, but not free to rotate. - �`. g J Mmax = w1A2 /3 N d Use 5 "square base plate H = Z 1.. w = 13.9 psi 1 = 10.65 in Z O Load 'factor = 1.67 M = 877 # -in LU ? 5.5 in thick slab f'c = 3000 psi - 1 U 0 _s = 5.04 in3 fb = 174 psi- O - . Fb = 5 (phi) (f' c 5) = 178 psi OK ! ! C31-- Ill Shear H Beam fv = 45 psi Fv = 93 psi OK ! ! 4'- O Punching fv = 90 psi Fv = 186 psi • OK !! ujZ Base P1ate)Bending Use 0.375 " thick • Z 1 = 1.5 in w = 562 psi fb = 26971 psi Fb = 37500 psi OK 1! , i t 1 7 . �tt;:c. w y;c ids.: 1 "t, 7 - 4 •vrrr� �3 • .4,,.., ,v_ ir, ' di; e'F y,,,, v`.4i� xr' is ' . :. .: '.:, .".• . ". .. 1•,y; <.•.f ": +i 4.t�.;.pd.K..4.F�.!�. 't: rr .,. a, :'t't,. C.'.dA,bi <a':vi kii .;bgl'.rY: , ; Ja'l"JldwfuMCGk. °S i.••u. ++,. •. ......,..; «. „, ..! J: L•..+ ra ;:.. 1''.. MM! R' A', H1N! IbM1F8bH7kaVWfX1 'TCM!M':AY','�`Y7.�J• t. .. ':�•. .. r . , . - Calculations for : 6_L4r/A ENGINEERED PRODUCTS ii- TUKWILLA,WA C 2 07/11/2002 U 0 Loading: ... 3200# load levels W LLI 5 pallet levels @ 36,80,124,172,220 H Seismic Zone 3 100% Utilization Nu. Ca = 0.36 Cv = 0.54 , w 0 120 " Load Beams g 5 Uprights: 44 " wide SINGLE ROWS u. C 3.000x 3.000x 0.105 Columns = d C 1.500x 1.250x 0.075 Braces t- w . 8.00x 8.00x 0.375 Base Plates z with 4- 0.500in x 3.50in Embed Anchor /Column Z 5.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector w w U o w w { by • Ben Riehl v Registered Engineer WA# 21008 -L6 o Z v 0 H z 1 r-z4I ,S,Cq X742 4 s ` hf t ig - 3er i {}t • , - . - - 7.cr , I j In Upright Plane SINGLE ROWS Seismic Load Distribution per 1997 UBC Zone 3 Z = 0.30 1.33 Allowable Stress Increase 1 I = 1.00 R = 4.4 Z Ca = 0.36 V = (2.5 *Ca *I) / (R *LF) *W = LF = 1.4 4-Z Weight Ce .c 60 # per level frame weight Q 5 . J O } Columns a 44 " W = _..11_ Levels Load WiHi Fi FiHi Column: cn u_ (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 W O 220 3860 849 982 216 2 172 3860 664 767 132 g Q 124 3860 479 553 69 KLx = 36 in 80 3860 309 357 29 KLy = 44 in U) d 36 3860 139 161 6 A = 0.818 in F=- w 0 0 0 0 0 Pcap = 26521 lbs Z . I- 0 19300 2440 2820 451 Column ZI 75% Stress W W Max column load = 19897 # U 0 Min column load = -597 # Uplift O co 0 I'- = UJ . Overturning - I- U OTM = 450.9 K -IN X 1.15 = 518.5 K -IN - ~ O RM = 424.6 K -IN , Z ' REQUIRED HOLD DOWN = 2.13 KIPS U j h- Anchors: Special Inspection(Y or N)? NO 2 OI•- T = 2134 # 2 Z 4 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete ' Tcap = 4667 # 46% Stressed V = 1410 # per leg Vcap = 9813 # = 14% Stressed • COMBINED = 31% Stressed i Braces: � Brace height = 44 " I Brace width = 44 " 1 Length = 62 " P = 3988 # tisl - t Use : C 1.500x 1.250x 0.075 ',T,T i , y i A = 0.280 in A 1° ■ L/r = 108 h Pcap = 4861 # 82% s, P p: R(i i j� 1 rfl �r�� ♦* ; 3 t / S i i• '3VIth P b '1 '.* 1 upav • ,::,.;IS.:: , .'.av ± s. �An -. .,,, t {,:,,, .,,.r.'ei, .'.64.7fis.•. a , ✓o ^pua:::v::u.f.1ti. :4�...+ , a . •,: ,4:r.. �d.:�.eau. qe* nwuxa, nanwey. e+ aoe .,.�mnMKttmeM.'neNiSKRiHM?Ti' . tl! .- — - _ . PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/11/:2 - -- TIME OF DAY: 17:10:24 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 5 Levels Type Plane Frame Z Number of Joints 22 Number of Supports 12 . = }- Number of Members 25 1-- W Number of Loadings 1 6 5 Joint Coordinates 1 0. 36.0 S U p N 2 0.0 80.0 S N Ill 3 0.0 124.0 S kk ` ' 1 J H 4 0 172.0 S e lfr N O 5 0.0 220.0 S W , 6 61.5 0.0 S ( N ' A" v 1 II__ ' LL Q 2 Q 7 61.5 36.0 • Q 8 61.5 80.0 9 61.5 124.0 ' V% Aj� = D 10 61.5 172.0 ,$ V' F- _ 11 61.5 220.0 Z F- 12 184.5 0.0 S ( i n 1- O 13 184.5 36.0 I \ W ~ 14 184.5 80.0 2 j 15 184.5 124.0 / `� fQJ� U o 16 184.5 172.0 \ �V O N 17 184.5 220.0 01-- 18 246.0 36.0 S = I11 • 19 246.0 80.0 S V \1/ I.. o 20 246.0 124.0 S O 21 246.0 172.0 S 11 Z 22 246.0 220.0 S U CO Joint Releases O H 6 Moment Z 12 Moment Z Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z t 5 Force X Moment Z , 18 Force X Moment Z 19 Force X Moment Z 20 Force X Moment Z 21 Force X Moment Z 22 Force X Moment Z Member Incidences 1 1 7 2 2 8 - �I , 3 3 9 4 4 10 Z:14'17'. A 5 5 11 =s> Iv �t S 4 i'i'. dt 0.: .7 'CI, !•' ! Y1 IVS { i •4 kr 4 • .. .,. . ',. ... , .1. ::li.'_.ry.tl, u xrv...s oxi .rw , »merxx. #__.v... . . C ....., - ........... 4 ....r,.A.rC f PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/11/:2 - -- TIME OF DAY: 17:10:24 == 6 6 7 7 7 8 8 8 9 9 9 10 10 10 11 z 11 12 13 12 13 14 1 F- Z 13 14 15 LL 2 14 15 16 6 n 15 16 17 U O 16 7 13 N O 17 13 18 CO UJ 18 8 14 J H 19 14 19 N LL 20 9 15 ii i 0 r 21 15 20 • 22 10 16 J 23 16 21 N D 24 11 17 = a 25 17 22 F'- _ Member Properties ? 1 Thru 5 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 Z O 6 Thru 15 Prismatic Ax 0.818 Ay 0.409 Iz 1.364 W 16 Thru 25 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 2 j : Constants E 29000. All G 12000. All U O Tabulate All O N ' Loading Dead + Live + Seismic o H Joint Loads = U . 7 Force Y -1.93 8 Force Y -1.93 u' O 9 Force Y -1.93 Z 10 Force Y -1.93 W U N 11 Force Y -1.93 F- _ 13 Force Y -1.93 0 Z 14 Force Y -1.93 15 Force Y -1.93 16 Force Y -1.93 17 Force Y -1.93 7 Force X 0.035 8 Force X 0.077 , 9 Force X 0.119 10 Force X 0.166 i 11 Force X 0.212 13 Force X 0.035 14 Force X 0.077 15 Force X 0.119 16 Force X 0.166 17 Force X 0.212 Solve e PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED `, s: Y k Y' fit ", t s. j l : 4 ..yf 38 : ).,, Sk Ord ro P pv r w.•- 3 . v r: b i r ii {fi:.. .. "1i.. 1. .1 .::t •.ir. . • W.rFt•NM1: 1 NIVIYw.v'ew .yi ... ..v. • ..... ... .. . ... xiv.i unr .., .w .. r...r..s .. r,. ' i \+ PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/111:2 - -- TIME OF DAY: 17:10 :24 ao 1 Structure Storage Rack in Load Beam Plane 5 Levels Z Loading Dead + Live + Seismic Z IIJ re 2 JU MEMBER FORCES U O N C W I MEMBER JOINT AXIAL FORCE SHEAR FORCE - 1 - 1 1 0.000 MOMENT U) LL 1 7 -0.261 0.00 O 0.000 0.261 -16.03 2 2 2 0.000 -0.170 0.00 J 0.000 0.170 3 3 -10.47 u.< 3 9 0.000 -0.127 0.00 N W 0.000 0.127 -7.82 Z W 4 4 0.000 1 4 10 0.000 -0.071 0.00 Z F=- 5 5 0.071 -4.40 0.000 -0.013 0.00 Z 5 11 0.000 0.013 -0.78 W • W 6 6 9.501 0.603 0.00 • p -9.501 7 O 7 7.583 0.550 11.26 D E- 7 8 8 -7.583 -0.550 12.96 W W 8 9 5.679 0.459 9.76 H U 3.783 -0.459 10.45 t.. OO 0.338 7.62 9. 1 0 -3.783 -0.338 Z 9 9 Luo 10 10 1.895 0.154 8 .60 U N 3.12 H I . 10 11 -1.895 -0.154 Z 11 12 9.501 4.27 0.615 0.00 Z 11 13 -9.501 -0.615 22.15 12 13 7.583 0.598 12.18 12 14 -7.583 -0.598 14.11 13 14 5.679 0.535 11.32 13 15 -5.679 -0.535 12.21 14 15 3.783 0.418 9.50 14 16 -3.783 -0.418 10.57 15 16 1.895 0.270 15 17 -1.895 -0.270 7.32 32 16 7 -0.017 -0.274 -16.93 16 13 0.017 0.274 -16.71 17 13 0.000 -0.286 / ~, 17 18 0.000 0.286 1. .0 'Cl-- 18 8 -0.014 -0.196 8 14 -12 .2 5 /� fh 4 S 0.014 0.196 -11.82 T k 19 14 0.000 -0.221 " H':'st 19 0.000 -13.60 19,E 20 0.221 0.00 9 -0.003 z,s ': -0.162 -10.25 20 15 0.003 0.162 ; , , Oi 21 15 0.000 -9.64 -0.196 -12.06 sr 1' 21 20 0.000 0.196 'l' ' A 4111 Op rot 37 -1 ,3.1,,,,, , y .4''' " .. r . i r �. ..... .. a•, :era. o T:•,x•...,..,:. •w ,.,•.......... ...,... -. - r . ... .+wb+.. weftva ,,:, .r,C%,5, •rtikN,,,,,44, 44.4.., icwiS4 WA. 1 .- . - t-,cr -.l • I PAGE 4 i MSU STRESS -11 VERSION 9/89 - -- DATE: 07/11/:2 - -- TIME OF DAY: 17:10:24 22 10 -0.018 -0.114 -7.33 22 16 0.018 0.114 -6.64 23 16 0.000 -0.156 -9.57 23 21 0.000 0.156 0.00 24 11 0.058 -0.047 -3.50 Z Z 24 17 -0.058 0.047 -2.30 25 17 0.000 -0.082 -5.02 1.-Z 25 22 0.000 0.082 0.00 eL 2 m _JU APPLIED JOINT LOADS, FREE JOINTS U) 0 J = _ JOINT FORCE X FORCE Y MOMENT Z CO I 7 0.035 -1.930 0.00 w ■ 8 0.077 -1.930 0.00 Q 9 0.119 -1.930 0.00 LL Q 10 0.166 -1.930 0.00 N D 11 0.212 -1.930 0.00 _ 13 0.035 -1.930 0.00 I" W 14 0.077 -1.930 0.00 Z1 15 0.119 -1.930 0.00 Z O 16 0.166 -1.930 0.00 W W 17 0.212 -1.930 0.00 j Q U in 0 j REACTIONS,APPLIED LOADS SUPPORT JOINTS I-- WW . { _ I- i JOINT FORCE X FORCE Y MOMENT Z 9 =-0 1 0.000 -0.261 0.00 W 2 0.000 -0.170 0.00 U N , 3 0.000 -0.127 0.00 �_. o . 4 0.000 -0.071 0.00 Z 5 0.000 -0.013 0.00 • 6 -0.603 9.501 0.00 12 -0.615 9.501 0.00 18 0.000 0.286 0.00 1 . 19 0.000 0.221 0.00 20 0.000 0.196 0.00 21 0.000 0.156 0.00 22 0.000 0.082 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 0.3711 - 0.0144 - 0.0036 '` 8 0.6126 - 0.0285 - 0.0027 , ;V7,--1,. , f 9 0.8078 - 0.0390 - 0.0023 ` % 3 ' `` 10 0.9849 - 0.0467 - 0.0017 '' 11 1.0863 - 0.0505 - 0.0010 •x` m P 13 0.3711 - 0.0144 - 0.0035 '1 %g ; 14 0.6126 - 0.0285 - 0.002 4 : ' YPe f %,, Y�, 4 w.. ... .. t' +•il ¢' ib h'. (`: d. ,: t..:'h: tr: rt .n +:i;x+ w.n a:f. t:'. av:x: v.Yrr.. .. .G:, .eJ :: {..tai. ..xiWM iii:W Diw' XikSvuSSr .'N�x"+.1 #V' AdMYi ,�U4.�tlAinaciNw�.bA7Me!%UyY 1 ' , irt 7 .- -- - -- - - �r - • ',ti, . ,: • „_.,� PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/111:2 - -- TIME OF DAY: 17:10:24 15 0.8078 - 0.0390 - 0.0019 16 0.9849 - 0.0467 - 0.0013 17 1.0860 - 0.0505 - 0.0002 Z SUPPORT JOINT DISPLACEMENTS - i- 1 W Or ':1 4,,, ill �. 4 Li4:1 4( 'AV'', 4 ` h Yt . _� ■ i i ■ ' 1 -- Fcr i ♦ ■ Beam - Column Check • C 3.000x 3.000x 0.105 Fy = 50 ksi A = 0.818 in2 Sx = 0.910 in3 Rx = 1.292 in Ry = 1.103 in kx = 1.00 ky = 1.00 Stress Factor 1.333 Z Point P M Lx Ly Pcap Mcap Ratio - W : 1 13 9.7 22.2 36.0 44.0 26.51 36.38 97t Q 14 7.8 14.1 44.0 44.0 26.51 36.38 680 J U 15 5.9 12.2 44.0 44.0 26.51 36.38 56% 0 O 16 3.9 10.6 48.0 44.0 26.51 36.38 44% N W 17 2.1 7.3 48.0 44.0 26.51 36.38 28t W W 0 0.0 0.0 48.0 44.0 26.51 36.38 0' J F' CO IL } W p Load Beam Check 2 Q LLQ 5.00x 2.750x 0.075 Fy = 50 ksi N a A = 1.113 in2 E = 29,500 E3 ksi Z W 2 Sx = 1.297 in3 Ix = 3.394 in4 I-- Z1- • Length = 120 inches Z 0 0 . W Pallet Load 3800 lbs j 0 Assume 0.5 pallet load on each beam - O co M = PL /8= 28.50 k -in `i g fb = 21.97 ksi Fb = 30 ksi 73W W W , Mcap = 38.92 k -in I U 51.89 k -in with 1/3 increase U. F= ' Defl = 0.43 in = L/ 281 - Z . W N U w/ 25t added to one pallet load _ " M = .282 PL = 32.15 k -in 83' H Z 1 :; y ',,, e9 i^ [� a1 k 4 i Zi Z. s i I 4 *n�l''0♦ d 'M .' . •. . •` " , w ?4`. ,.. ne ....v.n . e t. .....r mA.crhn "•eien y." Givi'L "" .u.1 !y/+Ir`ra „.. . , . • , .. ... >.... }, m ,•,_.. ,.., o.n.!Y •,J.a . : NpHl,NRN;W:b1i1[l+lktl tf • , . ; •M.duidl: ii�'L&Yw4i1'Y 'wi 1 1 - .• . - - l.G/ 1 1 .--- -,. ■ 1 Base Plate Design Column Load 14.9 kips Z Allowable Soil 2000 psf basic = F - Z Assume Footing 32.8 in square on side Soil Pressure 2000 psf 6 = .J U U 0 CD iii Bending: J H Assume the concrete slab works as a beam that is fixed against rotation co u_ at the end of the base plate and is free to deflect at the extreme W 0 edge of the assumed footing, but not free to rotate. 2 g J Mmax = w1A2 /3 u.< Use 8 "square base plate l=- 2 Z F' w = 13.9 psi 1 = 9.64 in Z O Load factor = 1.67 M = 718 # -in 2 Ul m 5.5 in thick slab f'c = 3000 psi V O s = 5.04 in3 fb = 142 psi Q - Fb = 5(phi) (f' c .5) = 178 psi OK !! - 0 H W W , Shear Beam fv = 41 psi Fv = 93 psi OK !! u. Punching fv = 70 psi Fv = 186 psi OK !! ••Z N V , H " Base Plate Bending Use 0.375'" thick 1 = 2.5 in w = 233 psi ?. fb = 31090 psi Fb = 37500 psi OK !! 1 j , a ' . i ∎x . 4:5 )1, Y.:h.q ' :,- ,, pr ..,,, . . ts,. p .. .'l�1f�' T;j„yY ^: .tfi .. r 9.:.i..0 <: i ... .. .. a...a:. •V.PbTN {I}} f w + w '::.. v.N+ ... � ,. An . ` 1 1 i - r - -k cr ••, I Calculations for : ENGINEERED PRODUCTS ___________ TUKWILLA,WA Ce 6 ? 07/12/2002 U O Loading: 5000 ## load levels w w 5 pallet levels Q 36,80,124,172,220 -J Seismic Zone 3 100% Utilization Nu. Ca = 0.36 Cv = 0.54 uj 0 120 " Load Beams ga 5 Uprights: 44 " wide BACK -BACK ROWS c o C 3.000x 3.000x 0.105 Columns co C 1.500x 1.250x 0.075 Braces H W 5.00x 8.00x 0.375 Base Plates ? - with 2- 0.500in x 3.50in Embed Anchor /Column Z 5.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector w uj ON p 1- by : Ben Riehl 1 Registered Engineer WA# 21008 ==0 U - Z 1 I x sfsr? , , � Y{ 44 : f'. , c• .... tt.. < «..«i..v'. ...n. r. ctr.z�7 f,. %L'rre_rr4?:Y. 'u ., ... ..... 'x. t: '.ti. . .F21�.'i M 47.Ma7ut' ^in' ^.... n'4i +.iJ.]Jad "u4 .'�� IF •' . MOOF __ r - �- - 1.. - i 1 i In Upright Plane BACK -BACK ROWS Seismic Load Distribution per 1997 UBC Zone 3 Z = 0.30 1.33 Allowable Stress Increase I = 1.00 R = 4.4 r Ca = 0.36 V = (2. 5 *Ca *I) / (R *LF) *W LF = 1.4 ,i- Z Weight USE 50% FOR BACK -BACK ROWS t 60 # per level frame weight U 00 D Columns @ 44 " W W J = F- Levels Load WiHi Fi FiHi Column: Wu. (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 W O 220 5060 1113 643 142 2 172 5060 870 503 87 g J 124 5060 627 363 45 KLx = 36 in W 80 5060 405 234 19 KLy = 44 in N C'1 36 5060 182 105 4 A = 0.818 in H = 0 0 0 0 0 Pcap = 26521 lbs Z I- 25300 3198 1848 296 Column W { 73% Stress j O Max column load = 19367 # V Min column load = 5933 # . p co O 1- W W 1 Overturning H U �' O 1 OTM = 295.5 K -IN X 1.15 = 339.9 K -IN , RM = 556.6 K -IN L LI Z 1 REQUIRED HOLD DOWN = 0.00 KIPS U N . Anchors: Special Inspection(Y or N)? NO 2 • , Z T = 0 No uplift anchors req'd 2 2 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete Tcap = 2333 # 0% Stressed ` V = 924 # per leg Vcap = 4907 # = 19% Stressed COMBINED = 6% Stressed Braces: Brace height = 44 " Brace width = 44 " Length = 62 " P = 2614 # y-' Use : C 1.500x 1.250x 0.075 , , A = 0.280 in .a , °„ L/r = 108 a �; Pcap = 4861 # 54% t.'' .h , 4, '_41 i 21 'WOW 1 ' ; c �' ' h1 'd a �� , pp I ° br E TM Y L.: .. ,r .. ..... .....: f: a.:, m:, 1i ,tn:L'.1a:.wL:.i..a...r.W..._, h.ls. .., roe. ,..:,?.: htr Si:w:.:eww «ii..`uta '•a;.,..,...- 7,. n.....4n. „>,, o-_..'vcr :SY.ob.2.; .. .. .:'i'. 7-'4 ',w�''D :� :tit. .. `A�: �r'.`'f, Y.r4tYUr' 1 ' , t - .CE — . 1 . ' $ In Upright Plane BACK -BACK ROWS Seismic Load Distribution TOP LOAD ONLY per 1997 UBC Zone 3 Z Z = 0.3 1.33 Allowable Stress Increase ` ,~ W I = 1.00 R = 4.4 Ca = 0.36 V = (2.5 *Ca *I) /(R *LF) *W aW g LF = 1.4 U 0 Weight USE 50% FOR BACK -BACK ROWS w p 60 # per level frame weight W = ' J 1--' , 0) u_ Columns ® 44 " Levels Load WiHi Fi FiHi Column: g Q (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 D, 220 5060 1113 379 83 = CJ } 172 60 10 4 1 I- _ 124 60 7 3 0 KLx = 36 in Z 1- 80 60 5 2 0 KLy = 44 in I- O. 36 60 2 1 0 A = 0.818 in Z H W 0 0 0 0 0 Pcap = 26521 lbs . 2 n = = == = = == = = == = = == U 0 . 5300 1138 387 84 Column O N . 17t Stress 0I Max column load = 4568 # = W Min column load = 732 # LL H 1 O , Z Overturning U N OTM = 84.4 K -IN X 1.15 = 97.1 K -IN ~O H . RM = 116.6 K -IN Z . REQUIRED HOLD DOWN = 0.00 KIPS • Anchors: Special Inspection(Y or N)? NO 2 T = 0 No uplift anchors req'd 2 2 0.5 " diameter Hilti -KB II 1 3.5 "embedment in 2000 psi concrete Tcap = 2333 # Og Stressed V = 194 # per leg Vcap = 4907 # = 4t Stressed COMBINED = Ot Stressed 1 Braces: Brace height = 44 " Brace width = 44 " *' `' Length = 62 " �.: f a P = 548 # . -1 Use : C 1.500x 1.250x 0.075 c;: i A = 0.280 in } L/r = 108 ° t� ' T i ' P Pcap = 4861 # 11% Y " * i 4co wrb.t '- kkaa Y " y j'1 ,Y1ai:E .,. . . iI ....:eNl.�' ...,,..,41,._.f,.4 �.. .. ...,:.Lt;.ai:+�:.i:u o::t6.'.eu.�...a,.::,.u.,., •..,t. -,, . .. .. .. .... ... .....,. .r,...z.wM+,.vtrueaia. '"nuu twrrv�9XIN1VitaF9ie +ls!tYlKtAr; •;,tMt ^+,pt','.�.• , ,, 1 , 1 - -- - +G r • r E PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/11/:2 - -- TIME OF DAY: 17:16:38 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 5 Levels Type Plane Frame Z Number of Joints 22 Number of Supports 12 Number of Members 25 W Number of Loadings 1 5 Joint Coordinates 1 0.0 36.0 S 0 0 CO 2 0.0 80.0 S W 3 0.0 124.0 S r „ \ ,, W 4 0.0 172.0 S i 10 y2 LL 5 0.0 220.0 S �/� 0 W 6 61.5 0.0 S 0 , L 7 61.5 36.0 _AV` l g Q 8 61.5 80.0 9 61.5 124.0 10 61.5 172.0 = F- W 11 61.5 220.0 ? 1.- 12 184.5 0.0 S ^ - '% n Z O 13 184.5 36.0 V v1 14 184.5 80.0 W W 15 184.5 124.0 1 �� Q Q,� U o 16 184.5 172.0 �v 17 184.5 220.0 _ 0 18 246.0 36.0 S J = w • 19 246.0 80.0 S v VI/ ,- 0 20 246.0 124.0 S u 0 21 246.0 172.0 S Lll Z 22 246.0 220.0 S U Joint Releases ~ O 6 Moment Z Z i 12 Moment Z 0 1 Force X Moment Z { 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z k 5 Force X Moment Z 18 Force X Moment Z 19 Force X Moment Z 20 Force X Moment Z 21 Force X Moment Z 22 Force X Moment Z Member Incidences 1 1 7 2 2 8 ; .::7 : F. 3 3 9 E 4 4 10 ''.�' ;;� 4 5 5 11 , A t k fr �; r ' to . 1,7,4,11 . ? u s e n * : . , 1 4'7 . yS 1 t: . Y P •.. .r .. .. . . .. 'I ri \,K .. 5f... tV.•..i.i .Y t .r51..t A +l'. r♦ !s(I.fYA Tit /ft yi1 h- daiSaxrvlY3'M- lV:A+t 1 ter. r... .. nAt�i.t::.ir•! .tWS.v.w......... «.. ........ ............. 419 /4AwVtfY.SV'AYiYiNMS 6bMF1r{YYYLJIN'fY0 r , w i • PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/11/:2 - -- TIME OF DAY: 17:16:38 6 6 7 7 7 8 8 8 9 9 9 10 10 10 11 Z 11 12 13 12 13 14 • H Z 13 14 15 Ce UJ 14 15 16 15 16 17 J U 16 7 13 0 O CO 0 17 13 18 W CO = 18 8 14 J 19 14 19 CO u_ 20 9 15 W O 21 15 20 2 22 10 16 g Q 23 16 21 24 11 17 N 2, , 25 17 22 I W Member Properties Z 1 Thru 5 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 I-. O 6 Thru 15 Prismatic Ax 0.818 Ay 0.409 Iz 1.364 2:11— 16 Thru 25 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 W �, Constants E 29000. All G 12000. All D �. Tabulate All U N Loading Dead + Live + Seismic 0 H Joint Loads Ilia' , 7 Force Y -2.53 H V , 8 Force Y -2.53 u ~O 9 Force Y -2.53 .. 10 Force Y -2.53 N E " 11 Force Y -2.53 - h=- 13 Force Y -2.53 Z 14 Force Y -2.53 15 Force Y -2.53 16 Force Y -2.53 ' 17 Force Y -2.53 7 Force X 0.020 �.. . . 8 Force X 0.044 . 9 Force X 0.068 10 Force X 0.095 11 Force X 0.122 13 Force X 0.020 14 Force X 0.044 15 Force X 0.068 16 Force X 0.095 17 Force X 0.122 -- Solve t., PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED ;' :;;, : l` ■ rL f ' ! rr�cixy 4-S , 7 L7�dS 4,T o., • .. ..- .. , .. :.x.».r...m..........,.. ., .,,. ......,,,«..,.,..».wa.wv. + +• ,w+vrr xv,.i»vwuwtr.KOkN�NKtrfRM. &s'mWA�APtkgtiitw:mhn 1 I ‘'1 PAGE 3 MU STRESS -11 VERSION 9/89 - -- DATE: 07/111:2 - -- TIME OF DAY: 17:16:38 Structure Storage Rack in Load Beam Plane 5 Levels Z Loading Dead + Live + Seismic ~ F- W 0! _J U MEMBER FORCES U Q N O W I MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT W I 1 1 0.000 -0.140 0.00 w Q 1 7 0.000 0.140 -8.60 2 2 2 0.000 -0.079 0.00 g Q 2 8 0.000 0.079 -4.84 3 3 0.000 -0.048 0.00 N d 3 9 0.000 0.048 -2.93 F W 4 4 0.000 -0.010 0.00 Z1-- 4 10 0.000 0.010 -0.62 1 5 5 0.000 0.018 0.00 Z F- LU 5 11 0.000 -0.018 1.11 W 6 6 12.454 0.341 0.00 D o 6 7 - 12.454 -0.341 T 12.27 U O N 7 7 9.941 0.298 6.12 0 H 7 8 -9.941 -0.298 7.00 = W • • 8 8 7.444 0.236 5.03 f- r• 8 9 -7.444 -0.236 5.35 �-0 , 9 9 4.960 0.164 3.68 0 ..Z 9 10 -4.960 -0.164 4.21 U W 10 10 2.485 0.046 0.87 1 1 10 11 -2.485 -0.046 1.34 Z 11 12 12.454 0.357 0.00 11 13 - 12.454 -0.357 12.86 12 13 9.941 0.360 7.32 12 14 -9.941 -0.360 8.51 13 14 7.444 0.334 7.06 13 15 -7.444 -0.334 7.64 14 15 4.960 0.270 6.15 14 16 -4.960 -0.270 6.79 15 16 2.485 0.198 4.17 15 17 -2.485 -0.198 5.33 16 7 -0.023 -0.157 -9.79 16 13 0.023 0.157 -9.50 17 13 0.000 -0.174 010.68')-- /env, „c,� 17 18 0.000 0.174 0.00 18 8 -0.018 -0.112 -7.18 �D"»e _ `. LL,.. : 7 18 14 0.018 0.112 - 6.62 �. erw 19 14 0.000 -0.146 -8.96 ' 19 19 0.000 0.146 0.00 . �+ ,.tr; 20 9 -0.003 -0.093 -6.10 },_. ,,,i; 20 15 0.003 0.093 -5.31 21 15 0.000 -0.138 -8.48 -; i°` 21 20 0.000 0.138 0.00 ' " st `,' �.4 b " 0 4% N 4f G>5� r � k.ty�r;�t 3 . .. , , . ... , ... a „a x < .., Sn.; , rr ..a . nyax .,a.e.f'xn>.r:., .ri.,rL , L^�ee,Z ;tis,„ •, >. .. „,:� ..,. «...,,;d,:a:4 ..:dd.�,:ladain l b� tu� e . r 4 r . '1 PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/111:2 - -- TIME OF DAY: 17:16:38 } 22 10 -0.023 -0.065 -4.46 22 16 0.023 0.065 -3.56 23 16 0.000 -0.120 -7.40 23 21 0.000 0.120 0.00 Z 24 11 0.076 -0.027 -2.46 24 17 -0.076 0.027 -0.88 • =1 25 17 0.000 -0.072 -4.45 ~ W 25 22 0.000 0.072 0.00 re E W U . oo APPLIED JOINT LOADS, FREE JOINTS % W w= CO JOINT FORCE X FORCE Y MOMENT Z W 0 7 0.020 -2.530 0.00 2 r ■ 8 0.044 -2.530 0.00 g J 9 0.068 -2.530 0.00 LL. Q 10 0.095 -2.530 0.00 (O d 11 0.122 -2.530 0.00 Z W H 13 0.020 -2.530 0.00 Z 14 0.044 -2.530 0.00 O 15 0.068 -2.530 0.00 Z I- 16 0.095 -2.530 0.00 Ill uj 17 0.122 -2.530 0.00 D 0 U O - 0H REACTIONS,APPLIED LOADS SUPPORT JOINTS = W I- U JOINT FORCE X FORCE Y MOMENT Z - Z ! 1 0.000 -0.140 0.00 W CO 2 0.000 -0.079 0.00 U � 0 . 3 0.000 -0.048 0.00 O 4 0.000 -0.010 0.00 Z 5 0.000 0.018 0.00 6 -0.341 12.454 0.00 12 -0.357 12.454 0.00 18 0.000 0.174 0.00 19 0.000 0.146 0.00 , 20 0.000 0.138 0.00 21 0.000 0.120 0.00 22 0.000 0.072 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION :'C` 7 0.2126 - 0.0189 Rj. 8 0.3511 -0.0373 - 0.0016 ri•E z,' c !p, } . 9 0.4630 - 0.0511 - 0.0014 US* 10 0.5647 - 0.0612 - 0.0011 11 0.6231 -0.0662 - 0.0008' 't,,, "r - 13 0.2127 - 0.0189 - 0.0019 • % 14 0.3511 -0.0373 - 0.0013 Nn , • r ! -! -4 � 1 G ., .. .,.. .. ..,�i,•t? .... > „r. ,.'.r..... .,.r. ^:a.,•a;drt�, " ,z7 ,,r.`,.,tW.strA....,... ., •. , ....: �r•- A ucz�.+; ttiSv.. G• cX�' sR' E'•. i3lSlusML3 (osilbW.'�.r•Esn.+• irk: 1 PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/11/:2 - -- TIME OF DAY: 17:16:38 = =__ = =_ =_ = = = =_ = = = = = = = = == == = 15 0.4630 - 0.0511 - 0.0010 16 0.5647 - 0.0612 - 0.0006 17 0.6228 - 0.0662 0.0001 SUPPORT JOINT DISPLACEMENTS Z • • JOINT X- DISPLACEMENT Y- DI ROTATION D: 5 1 0.2126 0.0000 0.0006 2 0.3511 0.0000 - 0.0001 U p N 3 0.4630 0.0000 - 0.0005 V) W 4 0.5647 0.0000 - 0.0009 J H 5 0.6231 0.0000 - 0.0012 N LL. 6 0.0000 0.0000 - 0.0077 Lu 0 1 12 0.0000 0.0000 - 0.0078 18 0.2127 0.0000 0.0014 g Q 19 0.3511 0.0000 0.0015 20 0.4630 • 0.0000 0.0017 = a 21 0.5647 0.0000 0.0018 F- _ 22 0.6228 0.0000 0.0015 Z 1.- Z W al D p U Seismic Analysis per 1997 UBC 0 Lo O F-- ================ ILI Lu , i wi di widi2 fi fidi f- # in # 0 5060 0.2126 229 40 8.5 17 40 LLjZ 5060 0.3511 624 88 30.9 38 88 U = 5060 0.4630 1085 136 63.0 59 136 I- 5060 0.5647 1614 190 107.3 83 190 Z . 5060 0.6231 1965 244 152.0 106 244 0 0.0000 0 0 0.0 0 0 25300 5515 698 361.7 698 1 g = 32.2 ft /sec2 T = 1.248166 sec , I = 1.00 Cv = 0.54 V min = .11 *Ca *I *W = 0.0396 W R = 5.6 V = (Cv *I) / (R *LF *T) *W LF = 1.4 V = 0.055 W USE 50' FOR B -B ROWS = 698 # 100% r ` 't ;t � '� 3 q 9i 2�s f t " x x�.Yt� A{) Y$ t . `7S. ,•.l „'.G,...: »,d n +, i4t }. o•.A C'v i. A:w a.a.. !,t a »:5: Ut01 ^.x •t < +t`4, 4t` 1. ftACS ^ H. nM1,tn. x .a1.Mc iIK ? l- t(, lC' �tlb4y.{ fl?lAttpS'flW;fatTR! f 1 1 - i- • - '.C - - -- 1 1 { Beam - Column Check i C 3.000x 3.000x 0.105 Fy = 50 ksi A = 0.818 in2 Sx = 0.910 in3 Rx = 1.292 in Ry = 1.103 in kx = 1.00 ky = 1.00 • } Stress Factor 1.333 ZZ • = 1- Point P M Lx Ly Pcap Mcap Ratio `~ W 13 12.7 12.9 36.0 44.0 26.51 36.38 83W Q 2 14 10.2 8.5 44.0 44.0 26.51 36.38 620 J U 15 7.7 7.6 44.0 44.0 26.51 36.38 50% 0 0 16 5.2 6.8 48.0 44.0 26.51 36.38 38t co o 17 2.7 5.3 48.0 44.0 26.51 36.38 25% W = 0 0.0 0.0 48.0 44.0 26.51 36.38 OW J' - . Mu_ W ■ Load Beam Check 2 J 5.00x 2.750x 0.075 Fy = 50 ksi N A = 1.113 in2 E = 29,500 E3 ksi = W Sx = 1.297 in3 Ix = 3.394 in4 Z H Length = 120 inches Z � LULU '2 Pallet Load 5000 lbs = 0 Assume 0.5 pallet load on each beam V N ( M. PL /10= 30.00 k -in r .. . 0 F- fb = 23.13 ksi Fb = 30 ksi 77t W - Mcap = 38.92 k -in I w . 51.89 k -in with 1/3 increase I- F- Defl = 0.45 in = L/ 267 Z W w/ 25' added to one pallet load U =. M = .23 PL = 34.50 k -in 89t �I- Z 1 i' i`it',t� t: tom; r', ,,,,,, 1» iy k 1' • . 4 t n1, i 'p zA�a"`, i ii, n.,, , - .� .. ,�.r,. «. n if ..a .V Mg. s✓ .r .. ;a ri 1341 sai.}LL. 1� ' ... .. � ... � � � .5, {Vt . .l �: -f�'r ..,'1 ..,J. .��: � }SS,. .u.f.�... .k^ r }I:. .+.e�r�rf�RVi . c �; A,k.n.til.,:•.:'. �7. h ■�1 I i 1 1 - r . , - - k 4:/ 4 1 1 i i 1 Base Plate Design i Column Load 14.5 kips Z Allowable Soil 2000 psf basic • k -Z Assume Footing 32.3 in square on side It 2 S oil Pressure 2000 psf . JU 00 f 1 W I Bending: _II_ Assume the concrete slab works as a beam that is fixed against rotation cou. j at the end of the base plate and is free to deflect at the extreme W O r 1 edge of the assumed footing, but not free to rotate. 2 J Mmax = w1 /3 N = 1 Use 5 "square base plate IW -- _ I Z i- 1 w = 13.9 psi 1= 10.92 in Z O j Load factor = 1.67 M = 922 # -in W W i ? 0 5.5 in thick slab f'c = 3000 psi • U 1 . s = 5.04 in3 fb = 183 psi O N Fb = 5 (phi) (f'c".5) = 178 psi OK ! ! F = Z W Shear : U H P: u_ 1 Beam fir Fir = 46 psi F = 93 psi OK !! — 0 1 Punching fir = 94 psi Fir = 186. psi OK I! ! jj Z U — 1 � Base P Bending Use 0.375 " thick • O Z 1 1 = 1.5 in w = 581 psi fb = 27888 psi Fb = 37500 psi OK !! 1 i . i • ! . A 1 1 1 I ,,, 1 i 53 !ll! II TMIA' .,f ; , n,::.,,,lar,t , ,„.,,, 1;1? 4'1 ?' x .. • • • . .f+. d; ,a•E..{;•., .,... ., ,.•.i ::u- t, ^i,•t: �...a;;rer+rnn:,v:rtt, ry' .. .. ..r....; i•..;t...ok;:� , ti f • ■ • • Calculations for : ENGINEERED PRODUCTS TUKWILLA, WA et 2 . 07/12/2002 0 O o Loading: 4„600_# load levels w = 4 pallet levels Q 58,116,174,232 -J Seismic Zone 3 1000 Utilization co Ca = 0.36 Cv = 0.54 w O . ZE ■ 120 " Load Beams u_ Q Uprights: 44 " wide SINGLE ROWS N C 3.000x 3.000x 0.105 Columns a C 1.500x 1.250x 0.075 Braces I— _ 8.00x 8.00x 0.375 Base Plates ?f- 1 with 4- 0.500in x 3.50in Embed Anchor /Column Z O. 1 5.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector w : 1 0 0: O � i 0 - ? w . { by : Ben Riehl v' Registered Engineer WA# 21008 gt o 1 ui 0 , O i { i, { . iF} �' t PAN i ^i c y $ yy A t k :T',�. , : ... ... , ... ...' i.n4. j+ ., 9't: , .}i .. '7 + 8 ...:..uL +:o,.F,.a.14d`4N1.}f i`o:.�kN 4aNi4:;.S.. Vtir. ".. , , .. ✓.... .tis.w .,...a...r - " ! R�' i9SR4t tI��/!lkl�ill'�'J14t9�4►. " .' e•kY�1G3Q 1 - J - y.f/ -_ . 1 ■ i i In Upright Plane SINGLE ROWS Seismic Load Distribution 1 per 1997 UBC Zone 3 Z = 0.30 1.33 Allowable Stress Increase I = 1.00 R = 4.4 Ca = 0.36 V = (2 .5 *Ca *I) / (R *LF) *W < F�- s LF = 1.4 .Z Weight Q ll i 60 # per level frame weight _1 U i 00 0 Columns @ 44 U) 11 al WI Level Load WiHi Fi FiHi Column: u) � (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 uJ 0 232 4660 1081 1089 253 174 4660 811 817 142 Q 116 4660 541 545 63 KLx = 58 in 58 4660 270 272 16 KLy = 44 in N 0 0 0 0 0 0 A= 0.818 in I- -al 0 0 0 0 0 Pcap = 25995 lbs Z = = == = = == = = == = = == Z 0 18640 2703 2723 474 Column W 77% Stress ? Q Max column load = 20090 # . U Min column load = -1450 # Uplift 0— 0 H W W Overturning 1= U : OTM = 473.9 K -IN X 1.15 = 544.9 K -IN 0 { RM = 410.1 K -IN Z REQUIRED HOLD DOWN = 3.07 KIPS U CO H Anchors: Special Inspection(Y or N)? NO 2 • Z T = 3065 # 2 . 4 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete Tcap = 4667 # 66% Stressed V = 1362 # per leg Vcap = 9813 # = 14% Stressed • { COMBINED = 53% Stressed Braces: Brace height = 44 " Brace width = 44 " Length = 62 " P = 3851 # Use : C 1.500x 1.250x 0.075 .,:....' ,�. A = 0.280 int"`o,:`p rrN L/r = 108 - 4 4 n Pcap = 4861 # 79 "et; f i 1 t ru 1 i;4 ! 'Y I • il / 1142Wv. tr fi• .. M1 m . , ,,, : -.,/,i s . 4 . -- Z.s.r ,. 1, 1 1 1 1 I i 1 1 In Upright Plane SINGLE ROWS 1 Seismic Load Distribution TOP LOAD ONLY ( 1 per 1997 UBC Zone 3 Z Z = 0.30 1.33 Allowable Stress Increase W I = 1.00 R = 4.4 Q 1 Ca = 0.36 V = (2.5 *Ca *I) / (R *LF) *W J U I LF = 1.4 0 O Weight N 60 # per level frame weight (Ow J� 1 Wu. WO 1 Columns @ 44 " 2 Levels Load WiHi Fi FiHi Column: u_< (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 CO d 232 4660 1081 694 161 2 W H 174 60 10 7 1 Z 116 60 7 4 1 KLx = 58 in O 58 60 3 2 0 KLy = 44 in Z F- 0 0 0 0 0 A= 0.818 in Will 0 0 0 0 0 Pcap = 25995 lbs D p = = == = = == = = == = = == U 4840 1102 707 163 Column CI H . 24% Stress Ii1 -' Max column load = 6119 # • = U Min column load = - 1279.# Uplift I- O Z to Overturning U OTM = 162.8 K -IN X 1.15 = 187.2 K -IN 0 E - , RM = 106.5 K -IN Z REQUIRED HOLD DOWN = 1.83 KIPS Anchors: Special Inspection(Y or N)? NO 2 T = 1834 # 2 l 4 0.5 " diameter Hilti -KB II , 3.5 "embedment in 2000 psi concrete 1 Tcap = 4667 # 39% Stressed 1 j 1 V = 354 # per leg Vcap = 9813 # = 4% Stressed COMBINED = 21% Stressed 1 Braces: Brace height = 44 :�: "' Brace width = 44 " t' ''�h' ° `" Length = 62 �''' ' ;� ,` P = 1000 # i #5- Use : C 1.500x 1.250x 0.075 ' � '1- A = 0.280 in . j,. 1 L/r = 108 y .J Pcap = 4861 # 21% h ‘::, .' !,g' . <,: 4 -..-. I S x' v . PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/12/:2 - -- TIME OF DAY: 08:16:48 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 4 Levels Type Plane Frame Z Number of Joints 18 Q Number of Supports 10 • , Z Number of Members 20 0: IIJ Number of Loadings 1 5 a Joint Coordinates - 1U t 1 0.0 58.0 S k - ` % , N 0 2 0.0 116.0 S U) W 3 0.0 174.0 S t 0 J H 4 0.0 232.0 S I W L j 5 61.5 0.0 S W O 11 2 , 6 61.5 58.0 /� , V.. lie 7 61.5 116.0 V Q 8 61.5 174.0 4 1 N D 9 61.5 232.0 Ni 1 , I CI 10 184.5 0.0 S 1=- W j 11 184.5 58.0 Z H j 12 184.5 116.0 �O Z O 13 184.5 174.0 W W 14 184.5 232.0 2 D 15 246.0 58.0 S _ CO CO 16 246.0 116.0 S O 17 246.0 174.0 S _ 18 246.0 232.0 S = W r Joint Releases �- H 5 Moment Z - O 10 Moment Z 1 Z 1 Force X Moment Z U i 2 Force X Moment Z ~ O H 3 Force X Moment Z Z 4 Force X Moment Z 15 Force X Moment Z 16 Force X Moment Z 17 Force X Moment Z 18 Force X Moment Z Member Incidences 1 1 6 2 2 7 3 3 8 4 4 9 5 5 6 6 6 7 7 7 8 8 8 9 ;; 9 10 11 L r U ::ij 10 11 12 f 11 12 13 Imo t , 4 , � iA S . 4.,:r&e , 0 . i 1111 7 4.;„,,,r..•,0„ ,,,.•,.0, ,,,74.,,,, 3 . ti a }''.Frf 'q s•4(hvf:, r m,,. r i..... ..... ,.. •,.,,,,.r.e , :...kk,.4.4i.(m[a.arxc:w,:ALI44 440-.;t:.usa.,n,: iw.X4444A xek M r4 .4.fs..4 A • - > .....•.... •.• e.•• IMPVO PZ, .• t•P' 01 1 ■ r - i • _ '•.Cr •x ■ ' r t • PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/12/:2 - -- TIME OF DAY: 08:16:48 1 12 13 14 I 13 6 11 1 14 11 15 15 7 12 16 12 16 . Z 17 8 13 , 2 1- 1 18 13 17 F- Z 19 9 14 It W 20 14 18 _ 6 V . Member Properties U 0 1 Thru 4 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 c0 C 5 Thru 12 Prismatic Ax 0.818 Ay 0.409 Iz 1.364 N M 13 Thru 20 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 - i1 -' Constants E 29000. All G 12000. All N LL- Tabulate All W } O Loading Dead + Live + Seismic • 2 1- . Joint Loads 6 Force Y -2.330 N 7 Force Y -2.330 _ 8 Force Y -2.330 F- _ . 9 Force Y -2.330 Z 1- 11 Force Y -2.330 Z O 12 Force Y -2.330 W W 13 Force Y -2.330 j O 14 Force Y -2.330 U 6 Force X 0.039 O N 7 Force X 0.076 0 H 8 Force X 0.115 1 LLJ ' 9 Force X 0.154 f- H 11 Force X 0.039 u' O 12 Force X 0.076 Z 13 Force X 0.115 U_ W 14 Force X 0.154 1- H Solve Z PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED • { \ . Seismic Analysis per 1997 UBC , wi di widi2 fi fidi # in # 4660 0.8268 3185 78 64.5 40 78 4660 1.1239 5886 152 170.8 78 152 4660 1.3304 8248 230 306.0 118 230 I 4660 1.4480 9771 308 446.0 158 308 -W 0 0.0000 0 0 0.0 0 0` 0 0.0000 0 0 0.0 0 0 I , , ,4 4 • ,t'A "µr ': 18640 27090 768 987.3 767 >� po g = 32.2 ft /sect T = 1.674344 sec ,} It :te ray ; ,._ I = 1.00 ,,: Cv = 0.54 V min = .11 *Ca *I *W = 0.0396 W 4LL.Or ' R = 5.6 V = (Cv *I) / (R *LF *T) * W 't,a LF = 1.4 V = 0.041W �',> <mr - i = 767 # 100t r;7 ' o':. 4 '� } ff dt R�.. 1 te t g ' ,, . •,::i ±vr..:i; jr•v r...« .�. k�4 ».; :,., . ... ... .. . ... ... .�...., 1 \ d5P �A Nt!.!. . ` : :, .. .,. .. :,.... i i ..•,': i `..:+, _,7,a.c4�•a; :,frt hzx .,n, ,dw.. .c.. 1Na f.�fik`�2u .Yd� Nlr+t �,. a4kko6wiiR r i 1 i ■ PAGE 3 ! MSU STRESS -11 VERSION 9/89 - -- DATE: 07/12/:2 - -- TIME OF DAY: 08:16:48 Structure Storage Rack in Load Beam Plane 4 Levels Z Loading Dead + Live + Seismic H Z 0:2 J U 0 MEMBER FORCES COO J' MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT i 1 1 0.000 -0.237 0.00 W O 1 6 0.000 0.237 -14.56 2 2 2 0.000 -0.116 0.00 Q 2 7 0.000 0.116 -7.14 W 3 3 0.000 -0.056 0.00 = 3 8 0.000 0.056 -3.43 I"' LU 4 4 0.000 -0.004 0.00 2:F.- 4 9 0.000 0.004 -0.26 Z O 5 5 9.190 0.379 0.00 W 5 6 -9.190 -0.379 22.00 6 6 6.878 0.321 8.44 V O 6 7 -6.878 -0.321 10.19 0- . 7 7 4.580 0.236 6.44 7 8 -4.580 -0.236 7.26 = U ' 8 8 2.294 0.106 2.68 F--- 8 9 -2.294 -0.106 3.46 L L Z' 9 9 10 9.190 0.389 0.00 LL 9 11 -9.190 -0.389 22.54 O 10 11 6.878 0.369 9.70 ~O F- 10 12 -6.878 -0.369 11.69 Z .. 11 12 4.580 0.302 8.28 11 13 -4.580 -0.302 9.22 12 13 2.294 0.202 5.22 12 14 -2.294 -0.202 6.50 \ 13 6 -0.019 -0.255 -15.88 13 11 0.019 0.255 -15.46 14 11 0.000 -0.273 1101110 ✓1i lio, �'of//N. 14 15 0.000 0.273 '. 15 7 -0.009 -0.149 -9.50 15 12 0.009 0.149 -8.81 16 12 0.000 -0.182 -11.16 16 16 0.000 0.182 0.00 17 8 -0.015 -0.099 -6.51 17 13 0.015 0.099 -5.68 18 13 0.000 -0.142 - 8.76 '1)7i k 18 17 0.000 0.142 0.00 , t >? ¢ ' i 19 9 0.048 -0.041 -3.20 • e- a 19 14 -0.048 0.041 -1.78 ' " j''l' 20 14 0.000 -0.077 - 4.72.'ts tip 20 18 0.000 0.077 0.00 ' y ; , i. r 9 3: A r ?'per•- •r « ,a .•.ii.... ,.'a?.... .,. . + -: '.t . ✓;:x*'r; ..,'....e.. ..f::i..,.,.:4r.. o raiw,- .., J.:; fvs 9...,.;7iaWd.nlLr .:nr.)"w0 :,,.r. .:,.:r . •sn• :hral'NIYXK- 44J N�!!�P!ei 1'fi: ?:31M?W ., ` '�Aa4;N�''S"�,1 41C !nM"et hFa[M --_ ( , - -- - -' ■ PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/121:2 - -- TIME OF DAY: 08:16:48 APPLIED JOINT LOADS, FREE JOINTS . Z JOINT FORCE X FORCE Y MOMENT Z 6 0.039 -2.330 0.00 j- Z 7 0.076 -2.330 0.00 CL 2 i w . W , 1 FREE JOINT DISPLACEMENTS 5 I- . , • Z JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 6 0.8268 - 0.0225 - 0.0034 7 1.1239 - 0.0393 - 0.0021 8 1.3304 - 0.0505 - 0.0015 . 9 1.4480 - 0.0561 - 0.0010 11 0.8268 - 0.0225 - 0.0032 12 1.1239 - 0.0393 - 0.0017 13 1.3305 - 0.0505 - 0.0010 14 1.4478 - 0.0561 - 0.0001 SUPPORT JOINT DISPLACEMENTS ' 4440 G. ; �. f ,,, , % , ' < 1 60 4 �� t ,,,,,v. r......x,.. ,,,,, .,...,,.....,.............,.. _....,..,,,...,. a...,. ..---- _.,.....,...o..nnv;w... or"..tvel5ltf!n5SYO iVAW!'{ 1 tiOMAlYAP4 ,1 1 Cr PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/12/:2 - -- TIME OF DAY: 08:16:48 JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.8268 0.0000 0.0011 2 1.1239 0.0000 0.0001 3 1.3304 0.0000 - 0.0005 4 1.4480 0.0000 - 0.0009 Z 5 0.0000 0.0000 - 0.0196 10 0.0000 0.0000 - 0.0197 f= W 15 0.8268 0.0000 0.0021 Ct . 16 1.1239 0.0000 0.0018 6 U 17 1.3305 0.0000 0.0017 U - O 18 1.4478 0.0000 0.0014 • c D; W I J 1- W } O } LL • d Z W ' Z1 Z 0 W U o O N . 0 I-- W W . 1- U U. 0 0 C P O Ilu . Z `` e 4. 1 'I y y •`.'� i rtr , -71XF�J 't .. µ1 S. � :A. i..d nit'. ♦ w...., .,.9„ .+ u y`dXd3 '. :.... •• ' ..: :. .. .: ..', . .. ,...' 'r.• .• 'mow: .,ls(:TJt_: .l`..inb•: ::,N ..+ii.rivLr.a.'t3.cN't ��, 5r Pt sw' S4: w.S+iU}k,G:r7�iJA�6fA+Y•b'e.�ti SM •t1:i1To'•�. F:7�v 1 ■ Beam - Column Check C 3.000x 3.000x 0.105 Fy = 50 ksi A = 0.818 in2 Sx = 0.910 in3 Rx = 1.292 in Ry = 1.103 in kx = 1.00 ky = 1.00 Stress Factor 1.333 Q { • _t. Point P M Lx Ly Pcap Mcap Ratio W 11 9.3 22.5 58.0 44.0 26.00 36.38 980 6 Ct 5 . 12 7.0 11.7 58.0 44.0 26.00 36.38 59W J 0 13 4.7 9.2 58.0 44.0 26.00 36.38 43t 0 O O 0 14 2.4 6.5 58.0 44.0 26.00 36.38 27W Wm! 0 0.0 0.0 58.0 44.0 26.00 36.38 0% J 0 0.0 0.0 58.0 44.0 26.00 36.38 0% N W O I' ' Load Beam Check U. Q 5.00x 2.750x 0.075 Fy = 50 ksi (A d A = 1.113 in2 E = 29,500 E3 ksi _ Sx = 1.297 in3 Ix = 3.394 in4 Z Z I ? H F- O Length = 120 inches Z H. 2 n Pallet Load 4600 lbs U 0 Assume 0.5 pallet load on each beam O 0 : f M = PL /8= 34.50 k -in • 0 _ fb = 26.60 ksi Fb = 30 ksi 89W W W , Mcap = 38.92 k -in 2 O j 51.89 k -in with 1/3 increase U. O Defl = 0.52 in = L/ 232 W Z N w/ 25% added to one pallet load F _. M = .282 PL = 38.92 k -in 100' 01- z 1 . } V ,A) . i u 4 1 r 71; W z y fi ,2 , {} .. .< . . 1:.. . ?.oY.. ... ...., 1 ,.hl..*..,.tu,S 44i::hA1�:J.b'i<.`..�lu't. vdeaSr .FNM1.'i,.avt9o.%a ....,. ,.. .. u4t,......tr.d+x.,x ;a«r+✓m`alr..�':W'htiF�.LVn. . . 1 - .- - -- k Cr" - Base Plate Design Column Load 15.1 kips Z Allowable Soil 2000 psf basic Assume Footing 32.9 in square on side Soil Pressure 2000 psf W 5 . _J o 00 y W= Bending: W I Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme uj 0 edge of the assumed footing, but not free to rotate. I- J Mmax = w1A2/3 N Use 8 "square base plate H W Z� w = 13.9 psi 1 = 9.72 in F- O Load factor = 1.67 M = 730 # -in W W 5.5 in thick slab f'c = 3000 psi U CI s = 5.04 in3 fb = 145 psi O CO Fb = 5(phi) (f'c = 178 psi OK !! 0H 10 , ! Shear ~ F= Beam fv = 41 psi Fir = 93 psi OK !! u Punching fv = 70 psi Fir = 186 psi OK !! t..Z O H H Base Plate Bending Use 0.375 "thick O Z 1 = 2.5 in w = 235 psi fb = 31390 psi Fb = 37500 psi OK !! . rile p , ti z , fi .. - x, , ~ .''e'Vail \t •. `•'•• •:• ... •_: t'. „a ,.t le .tii `r:iYr.., ..+ 1: ,�' ui*i.r. , .�rl.rtS:�t'. +;.a.i �eid ,SX',n1"y.IMieS.*ai+>•n:.. :• , .•, •. / .} s, M1tr St7.a.... V9MN'f rhkY-0 nflNROiFR./ 3.. 1H��zrvn :aabw.u.�rv.nwrrrrn.a+ . Calculations for : ENGINEERED PRODUCTS 4---z657/6t . 1 _ t TUKWILLA, WA rew 07/12/2002 O co 0 Loading: 5000 # load levels w w 4 pallet levels @ 58,116,174,232 - F = - Seismic Zone 3 100% Utilization . m u Ca = 0.36 Cv = 0.54 w 120 " Load Beams g -' Uprights: 44 " wide BP,(sZ-BACK ROWS C 3.000x 3.000x 0.105 Columns = C�. C 1.500x 1.250x 0.075 Braces �'_ 5.00x 8.00x 0.375 Base Plates Z� 0 -- 1 with 2- 0.500in x 3.50in Embed Anchor /Column Z 0, 5.00x 2.750x .075 Load beams w/ 3-Pin Connector w w 2 p I Our f11-- W r = by : Ben Riehl �' H • Registered Engineer WA# 21008 Y"Z . .. w U = , O ~ etki Z 16.744t " 1$ .. . . . .: .. r .: 1 S' 1' . . 1r1.>. . ri..... i Ta)s v .,.. �rWL Kw:<t .. .s..) e . r i.t .+. Ni tn�' •T./ i 44 ::+°______ l hi ____lif. . . r.. ♦tr! f. .. .� kCyl:t iKIA..:. ir'i'J. .. _.. ? e,. .. 1 1 - • l - - -, te r - - - �� J In Upright Plane BACK -BACK ROWS Seismic Load Distribution per 1997 UBC Zone 3 Z = 0.30 1.33 Allowable Stress Increase I = 1.00 R = 4.4 Z Ca = 0.36 V = (2 .5 *Ca *I) / (R *LF) *W , _ • LF = 1.4 ,F- Z Weight USE 50' FOR BACK -BACK ROWS Or 60 # per level frame weight 5 JU O 0 N o . Columns @ 44 " W = JI.- Levels Load WiHi Fi FiHi Column: CO LL (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 WO t ; 232 5060 1174 591 137_ J 174 5060 880 444 77 g 116 5060 587 296 34 KLx = 58 in ;I. j 58 5060 293 148 9 KLy = 44 in = a O 0 0 0 0 A= 0.818 in F- = O 0 0 0 0 Pcap = 25995 lbs Z F- = = == = = == = = == = = == Z O 20240 2935 1479 257 Column Ill 61t Stress 2 1 Max column load = 15967 # U O Min column load = 4273 # .. O CI D w W• . Overturning. I. r- ( OTM = 257.3 K -IN X 1.15 = 295.9 K -IN LL' O RM = 445.3 K -IN li. Z REQUIRED HOLD DOWN = 0.00 KIPS 0 N. H I An chors: Special Inspection(Y or N)? NO 2 O Z T = 0 No uplift anchors req'd 2 . 2 0.5 " diameter Hilti -KB II 3.5 "embedment in 2000 psi concrete Tcap = 2333 # 0t Stressed V = 739 # per leg Vcap = 4907 # = 15t Stressed COMBINED = 4t Stressed Braces: Brace height = 44 " Brace width = 44 " Length = 62 " P = 2091 # r .,..: Use : C 1.500x 1.250x 0.075 '2: A= 0.280 in r l ''' 3 L/r = 108 * " Pcap = 4861 # 43tM -. ... 1 : . f��ti r , 69 14140%143 F ..r.ZL, ,.j .4. 0 si.z, , % ... :1.: , >,t -.,. :. p........u..,. . , ia...r .. .sdn. . :;V. _ e.n . ,. . ...„ 1 .f :,.. ,14..: MJ ;i:.,;. ,.a • ". ., w • ...so o•Jw. 4 • ,n:„. Mu , :xt.oL:'#3 ' t. , 'ait " : + t ' i. • 1 ' . OA . . ilat -+7 vstiat'OM 1 e 1 1 i In Upright Plane BACK -BACK ROWS � Seismic Load Distribution TOP LOAD ONLY I per 1997 UBC Zone 3 Z Z = 0.30 1.33 Allowable Stress Increase ,' ~. I = 1.00 R = 4.4 q ? Ca = 0.36 V = (2 .5 *Ca *I) / (R *LF) *W . -i V LF = 1.4 V0 Weight USE 50' FOR BACK -BACK ROWS 60 # per level frame weight W = N u. Columns © 44 W O h I g Levels Load WiHi Fi FiHi Column: u. (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.105 CO d . 232 5060 1174 376 87 H w j 174 60 10 3 1 Z H • 1 116 60 7 2 0 KLx = 58 in F- O 1 58 60 3 1 0 KLy = 44 in Z I- I 111 jjj I 0 0 0 0 0 A= 0.818 in I 0 0 0 0 0 Pcap = 25995 lbs D CI I - • 5240 1195 383 88 Column p H ■ 18t Stress 1 Max column load = 4624 # = U Min column load = 616 # O • ui Z Overturning . U = ' f OTM = 88.2 K -IN X 1.15 = 101.4 K -IN F" :. l RM = 115.3 K -IN • Z REQUIRED HOLD DOWN = 0.00 KIPS Anchors: Special Inspection(Y or N)? NO 2 ! T = 0 No uplift anchors req'd 2 '. 2 0.5 " diameter Hilti -KB II ? 3.5 "embedment in 2000 psi concrete Tcap = 2333 # Ot Stressed 1 l V = 191 # per leg Vcap = 4907 # = 4. Stressed COMBINED = 0'k Stressed I Braces: i Brace height = 44 " — !;;;;;X — m? � Brace width = 44 :v.,0.1--7 . , Length = 62 �� ; , <,,, `r ' .7 y.,s I P = 541 # Use : C 1.500x 1.250x 0.075 s A = 0.280 in • ;r:) x L/r = 108 i .,-.4.0.*; : . Pcap = 4861 # 11% 3` 0 . 4 i ?s�� c„,„ ,'. . 7. .. ., , . :,.. . . , .) . ,.n a,,,, ,, , ..,. ,— .... .. ....,, t:. Sbi., , ...4r:'n;ljhR if,,,.:.. ...... '''' 4 ',.'.., ,: boo. •�.....4 = ;,,o,„r'n' . rRn 4;3? `d'W Isk: Zx `4 $44 L ? I PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/12/:2 - -- TIME OF DAY: 08:19:52 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 4 Levels Type Plane Frame Z Number of Joints 18 Number of Supports 10 • 1- Z Number of Members 20 0: 2 Number of Loadings 1 6 = Joint Coordinates 0 O 1 0.0 58.0 S V10 co 111 2 0.0 116.0 S 3 0 .0 174.0 S k-' N % J 1 4 0.0 232.0 S (ow WD 5 61.5 0.0 S 17 vt) Al I � � 6 61.5 58.0 7 61.5 116.0 -i 8 61.5 174.0 i 114 , u) d 9 61.5 232.0 = W 10 184.5 0.0 S V ,1 �/ Z I 11 184.5 58.0 (� 12 184.5 116.0 Z O 13 184.5 174. 0 11J W 14 184.5 232. 2 0 15 246.0 58.0 S 0 = 0 16 246.0 116.0 S O N . 17 246.0 174.0 S CI- 18 246.0 232.0 S I I . ' Joint Releases f- 5 Moment Z • I O 10 Moment Z j j Z 1 Force X Moment Z U - . 2 Force X Moment Z P. I 3 Force X Moment Z z 4 Force X Moment Z 15 Force X Moment Z 16 Force X Moment Z 17 Force X Moment Z 18 Force X Moment Z Member Incidences 1 1 6 2 2 7 . 3 3 8 4 4 9 5 5 6 6 6 7 7 7 8 8 8 9 9 10 11 t 10 11 12 its ' ari 11 12 13 Y;s i f C71 s t.F < ° • cp , i4i , r g e:4 r ., J g �..i: ...... ` . wi.l. .: :. r ., `1.4i b.d {i:fi 17J' .. . .. • ... , Yi.L.:HN!xu JX+" 5v''Ri'{ 1{'S'.' • , t S�SC 1 0 1 - i . - 7'- r -'.1 , ♦ , --` ' , 1 PAGE 2 ■ j MSU STRESS -11 VERSION 9/89 - -- DATE: 07/12/:2 - -- TIME OF DAY: 08:19:52 I 12 13 14 1 13 6 11 r 14 11 15 ; 15 7 12 j 16 12 16 Z 17 8 13 • 18 13 17 ,H W 19 9 14 O g 20 14 18 J U ' Member Properties 0 0 1 Thru 4 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 co W 5 Thru 12 Prismatic Ax 0.818 Ay 0.409 Iz 1.364 WI ' 13 Thru 20 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 -i N W Constants E 29000. All G 12000. All W O Tabulate All Loading Dead + Live + Seismic • • Joint Loads 6 Force Y -2.530 0 d 7 Force Y -2.530 = W 8 Force Y -2.530 �' _ 9 Force Y -2.530 ? 11 Force Y -2.530 W O 12 Force Y -2.530 L u 13 Force Y -2.530 n p 14 Force Y -2.530 0 6 Force X 0.021 O N 7 Force X 0.039 E- 8 Force X 0.060 = 0 • 9 Force X 0.081 I . 0 11 Force X 0.021 . . LL Z W 12 Force X 0.039 . 13 Force X 0.060 O , 14 Force X 0.081 0 H Solve Z PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 1997 UBC wi di widi2 fi fidi # in # 5060 0.4326 947 42 18.2 21 42 5060 0.5878 1748 78 45.8 39 78 5060 0.6961 2452 120 83.5 60 120 j 5060 0.7579 2907 162 122.8 81 161 _ 0 0.0000 0 0 0.0 0 0 ` _ 0 0.0000 0 0 0.0 � � , t I. I t ' < 7 7 ,,,,,e4., ,, - -- f 20240 8054 402 270.3 401 . 1 g = 32.2 ft /sec2 T = 1.744654 sec 1 I = 1.00 V ;yet � . Cv = 0.54 V min = .11 *Ca *I *W = 0.0396 W f r,.:,�<. �,, i . 1 R = 5.6 V = (Cv *I) /(R *LF *T) *W , i ; LF = 1.4 V = 0.040 W USE 50% FOR B -B ROWS ;-. = 401 # 100 m.,f, { 68 74 1 l',17.c.,*1 REP tt? 't .i lh ..,. ? ?I t.: ^, .. ,. .,-. ., ..'.a:r. ... . xw .. r.. " J'. itE •:.....nd,Jb?- .tS..Gr'i}i.V -v .... r d f j y, a >Y :�9:.'L::w.+:d8.11iN ?'Ntia:w.. ■ PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/12/:2 - -- TIME OF DAY: 08:19:52 Structure Storage Rack in Load Beam Plane 4 Levels Z Loading Dead + Live + Seismic H W. 0:2 JU 0O . MEMBER FORCES co 0 CD Lii J'- MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT Wu_ 1 1 0.000 -0.114 0.00 W } 0 1 1 6 0.000 0.114 -6.99 2 1-. 2 2 0.000 -0.042 0.00 g J 2 7 0.000 0.042 -2.60 N 3 3 0.000 -0.005 0.00 = C! 3 8 0.000 0.005 -0.30 I- _ 4 4 0.000 0.018 0.00 Z1- 4 9 0.000 -0.018 1.11 Z O 5 5 9.978 0.196 0.00 W W 5 6 -9.978 -0.196 11.37 ? 0 6 6 7.468 0.154 4.04 U 6 7 -7.468 -0.154 4.90 ' O N 7 7 4.974 0.105 2.86 al- 7 8 -4.974 -0.105 3.25 W W ' 8 8 2.491 0.029 0.70 1- 8 9 -2.491 -0.029 0.97 1 O 9 10 9.978 0.206 0.00 ' LU Z 9 11 -9.978 -0.206 11.95 O , 10 11 7.468 0.206 5.42 ~O H 10 12 -7.468 -0.206 6.52 Z 11 12 4.974 0.177 4.86 11 13 -4.974 -0.177 5.38 12 13 2.491 0.133 3.46 12 14 -2.491 -0.133 4.27 13 6 -0.021 -0.133 -8.42 13 11 0.021 0.133 -7.97 14 11 0.000 -0.153 C )--- 1 e40 14 15 0.000 0.153 0.00 15 7 -0.010 -0.078 -5.16 15 12 0.010 0.078 -4.41 16 12 0.000 -0.113 -6.97 16 16 0.000 0.113 0.00 17 8 -0.017 -0.052 -3.65 17 13 0.017 0.052 -2.74 zyµ- - K-W _ 18 13 0.000 -0.099 -6.09 I ' 18 17 0.000 0.099 0.00 ..i ; nth ta Lt 19 9 0.052 -0.021 -2.08 ,,,, 19 14 -0.052 0.021 -0.54 • ' . ' 20 14 0.000 -0.061 -3.73 rt? • 20 18 0.000 0.061 0.00 t.. , i • • r 69' ,.r„ •f .:.' r . r. .... 1n',.. .F: +r...., .r., » vurn' L ;.W'L:vs..Jr:,r.SAl.•.'HnuYK. a,.,3.Mb.YspSP9x-ts.t i.. ......s.z..: c.;; t: :+rLetra .dsebe: ..kt' w. }. ".' ... .. .. ... , vn 5 roia�hY�.'iY.ti��'$ftdx"sY +: }4'$iiS»'.'r 'Si '' •�..��' 1 ■ - -- �,r - ,.a., PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/12/:2 - -- TIME OF DAY: 08:19:52 APPLIED JOINT LOADS, FREE JOINTS Z JOINT FORCE X FORCE Y MOMENT Z ` I=' Z ■ 6 0.021 -2.530 0.00 Ill Win 7 0.039 -2.530 0.00 6 5 8 0. 060 -2.530 0.00 J U 9 0.081 -2.530 0.00 0 0 11 0.021 -2.530 0.00 N 12 0.039 -2.530 0.00 WI 13 0.060 -2.530 0.00 W I- 14 0.081 -2.530 0.00 W O REACTIONS,APPLIED LOADS SUPPORT JOINTS IL j = W I � I JOINT FORCE X FORCE Y MOMENT Z Z X 1 0.000 -0.114 0.00 i 2 0.000 -0.042 0.00 W O 3 0.000 -0.005 0.00 uj 4 0.000 0.018 0.00 n O : { 5 -0.196 9.978 0.00 0 co 10 -0.206 9.978 0.00 01-- • 15 0.000 0.153 0.00 W W ' . 16 0.000 0.113 0.00 H O I 17 0.000 0.099 0.00 lL 18 0.000 0.061 0.00 Z wN , FREE JOINT DISPLACEMENTS 0 JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION i 6 0.4326 - 0.0244 - 0.0019 7 0.5878 - 0.0427 - 0.0012 �. 8 0.6961 - 0.0548 - 0.0010 9 0.7579 - 0.0609 - 0.0008 11 0.4327 - 0.0244 - 0.0016 12 0.5879 - 0.0427 - 0.0008 13 0.6961 - 0.0548 - 0.0004 14 0.7577 - 0.0609 0.0002 } SUPPORT JOINT DISPLACEMENTS --- ti 4. .`.:aka „ r /631 V, ,2 i ...._.. ...,._........ ,....,, ,....., , .,n,...,.. ., ., .,,..cs,' ... _ ..,.,. t•' .,,.. ,,. t [.a, ,,,:::..:s.w,u0.- , i it Q,- , ,,,,I,. , tn..4.11 '' Ve1.. Y4J'. ..V4 y , - ..- -' r r /• - ^" � 1 1 PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 07/12/:2 - -- TIME OF DAY: 08:19:52 JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.4326 0.0000 0.0003 2 0.5878 0.0000 - 0.0004 3 0.6961 0.0000 - 0.0009 4 0.7579 0.0000 - 0.0011 z 5 0.0000 0.0000 - 0.0102 2 H 10 0.0000 0.0000 - 0.0103 �,E.- Z ■ 15 0.4327 0.0000 0.0014 re 16 0.5879 0.0000 0.0014 6 5 17 0.6961 0.0000 0.0015 U 10 : 18 0.7577 0.0000 0.0014 N p 1 W_ H J 1 u.. Q = d H W : I Z1 I _ Z � I i = 2 D 0 .. r U O W = W : -O i Z - - 1 ~ H ' f Z i i 1 I i , f ' l ?- -. ir' >>, I 1v_1 , ,, n.,,,,..,„, . 1 14. Y�t:::: 7I . ji' k 'A .ti L �lS lt ,TAT'y ?1 h,1 r.:: ..: 1' '' r r r;•,r r'..,n,SG, .rx .i..Y. F.r ,1 n . rM.. .i J)e. -.a l ..,r .lau..S.a,tl •• fYJ#.+,. ri s. e. ♦. »:r:sA, ' MRMSI d/ t1iERh< YSnVWOWfi'�M ✓wa'.vMkHkr V16%'2M4W1.}. ` •. . t 1 1 .- ■ \ '. 1 S ) Beam - Column Check f I C 3.000x 3.000x 0.105 Fy = 50 ksi A = 0.818 in2 Sx = 0.910 in3 . Rx = 1.292 in Ry = 1.103 in kx = 1.00 ky = 1.00 Stress Factor 1.333 Z I I= Point P M Lx Ly Pcap Mcap Ratio I... Z' 11 10.1 12.0 58.0 44.0 26.00 36.38 72% Q 2 12 7.6 6.5 58.0 44.0 26.00 36.38 47% D 13 5.1 5.4 58.0 44.0 26.00 36.38 35% 0 O 14 2.6 4.3 58.0 44.0 26.00 36.38 22% CO 0 . 0 0.0 0.0 58.0 44.0 26.00 36.38 0% W = ' 0 0.0 0.0 58.0 44.0 26.00 36.38 0% JI- N Ili O v Load Beam Check 2 } I- J 5.00x 2.750x 0.075 Fy = 50 ksi N A = 1.113 in2 E = 29,500 E3 ksi H Sx = 1.297 in3 Ix = 3.394 in4 Z = !- Length = 120 inches Z O 0 W Pallet Load 5000 lbs ? Q Assume 0.5 pallet load on each beam 0 M= PL /10= 30.00 k -in 0 - f b = 23.13 ksi Fb = 30 ksi 77% w , Mcap = 38.92 k -in 7:0 ` . 51.89 k -in with 1/3 increase I'"' Defl = 0.45 in = L/ 267 - - LL. O w Z w/ 25% added to one pallet load U M = .23 PL = 34.50 k -in 89% . ~ OI- Z , 1 44t%t-4tt,7,-- .s.1.- ., i.t S' v« it (,,,,,, " F `4 .01. , .:: , ii , a ; j �`: ' h 1_ ^' iii a f T ' 1 7z 417, y .. .' ,... .... 4,'. ..:1 ,. +'. t ;,4.. ... .. .. ;..,. ,a.,.N.sn ,w.. .i .., a.c« . /.:.. «vt . .. . , . ., ., ..t, t. ., o v:li:,srnri.t';:nGati 1C,1!'RM:`- eh04.LK'kYHI. 'iR". u '' .'1W.:�.iCCm✓.AiAc4.u.' 1 1 I 1 - . . i r- . 1 . -..' Base Plate Design Column Load 12.0 kips Allowable Soil 2000 psf basic Z Assume Footing 29.4 in square on side IW Soil Pressure 2000 psf QQ J U 0 N 0 0 w Bending: IIJ _ H Assume the concrete slab works as a beam that is fixed against rotation Mu. at the end of the base plate and is free to deflect at the extreme W O M. edge of the assumed footing, but not free to rotate. 2 Mmax = w1A2/3 ` a O Use 5 "square base plate = I.-W Z I w = 13.9 psi 1 = 9.43 in Load factor = 1.67 M = 688 # -in Z 0 ILI al 5.5 in thick slab f'c = 3000 psi D 0 s = 5.04 in3 fb = 136 psi . ' Fb = 5 (phi) (f' c . 5) = 178 psi OK 1! CI F- WW Shear : I U: Beam fv = 40 psi Fv = 93 psi OK ! ! lL 0 Punching fv = 76 psi Fv = 186 psi OK !! z w f- _ Base Plate Bending Use 0.375 " thick Z ~ 1 = 1.5 in w = 479 psi fb = 22993 psi Fb = 37500 psi OK !! EA h t � • 2 / , ^. x } F , ' ' ..•: • :.,• uu:ivn -.k�:l Lei ' - .lu.. .•. ....... .. ... r e i --. i 1 - - - - i , i i 1 •"e } Tube Section 07/12/02 Depth 4.000 in Fy = 50 ksi Width 3.800 in E = 29 E3 KSI ■ Thickness 0.1350 in R 0.1350 in ARM SECTION Z Blank = 14.71 in wt = 6.8 plf . _ H • A = 1.986 in2 �� w Ix = 4.814 in4 Sx = 2.407 in3 Rx = 1.557 in ly = 4.448 in4 Sy = 2.341 in3 Ry = 1.496 in 0 a 3.4600 Web w/t 25.6296 L = 48 IN co H a bar 3.8650 FIg w/t 24.1481 L/r = 32 _i u. b 3.2600 x bar 1.8325 Fa = 26.89 KSI W O . 1 b bar 3.6650 m 2.3959 Pcap = 53.41 K 2 ? QQ 1 c 1.7300 x0 - 4.2284 Tcap = 59.58 K LL Q 1 c bar 1.9325 J 7.1948 Mcap = 72.21 K -IN N ° u 0.3181 x web 1.9000 s w 1 gamma 1.0000 x lip 1.9000 Z = R' 0.2025 h/t 27.6296 I-- 0 I ZI- W W, ! ON CI H WW . 2 h- V 1 _ 0 • W Z 0 0 1--H I Z i 1 i , t . i ,L c, J treat,` : ; - i j, . ef ' i 1 6 ; 311 y // 141 4,,q,Olt ', �� ; = {.+ • g ti;Z:,,"7-n & , , " 1 , f3 column facing material combined .` Cold Formed Channels Back -Back I per 1997 UBC 07/12/02 Depth 9.000 in Fy = 50 ksi Flange 2.500 in q { Lip 1.000 in 11 E I Thickness 0.1350 in Base Section I R 0.1350 in Blank = 15.1 1 inx 2 wt = 13.9 plf zz A = 4.08 in2 Ix = 46.86 in4 Sx = 10.414 in3 Rx = 3.389 in c4 w ly = 3.28 in4 Sy = 1.760 in3 Ry = 0.897 in ' 6 j • JU a 8.4600 Web w/t 62.6667 w a a bar 8.8650 Flg w/t 14.5185 w = b 1.9600 x bar 0.6348 ~r E N u b bar 2.3650 m 1.1250 W O c 0.7300 x0 - 1.7598 2 c bar 0.9325 J 0.0124 g Q u 0.3181 x web 0.7023 to d gamma 1.0000 x lip 1.7977 = W H R' 0.2025 h/t 64.6667 z H lamda 0.3144 1- 0 p 0.9550 b 1.96 0% Flange Reduction w u j D = p WEB BENDING 50 ksi @ FLGS 47.00 ksi @ WEB 0 N k 4 Iamda 1.3157 a F- p 0.6330 be 5.355 37% Web Reduction = W ' o -1.125 li -0.016 - 0.146516 �' Lc S u_ 0 LOAD CAPACITY I eff = 46.864 in4 W Z U N ' t 1 S eff= 10.414 in3 26.04 k -ft Cap F. H f j f -/A-J z . . m e,: ,fil 'e- 4( )f q6 t / I-1 - !�- ` 9' /t ` II .4 j.0 4-7- ' w 1Z--# -- J ' L pi ileA-f :- 4, / 6, ' - / ; j4 o . ( ip@Ai i 1/ I i - .. G . • .. ... ,..•, t.:.;l.i','4 u - . w•, .. 'fla x,..,. n.i, t.:L ..� �.w.:v.'kr,rJU:, %JrAa;:;d.a 44•A:J >; �t:ta • >�, , *y - .'l rr.r :, , r , :+iryMa . 1' ' RM75+' xtltlfWl eMncT++ T4�'.` 5fl: sWa". tttafNwSn :F.ryi?.NfC7.YtKJ?A.`�.hxnatl a M�!srttf: i , 1 . ti. • 1 i 1 Cold Formed Channels Back -Back I 1 per 1997 UBC 07/12/02 I Depth 11.000 in Fy = 50 ksi Flange 3.000 in q �� ! Lip 1.000 in p' I Thickness 0.1350 in Base Section I R 0.1350 in Blank = 18.11 inx 2 wt = 16.6 plf Z A = 4.89 in2 11 1 Ix = 84.19 in4 Sx = 15.307 in3 Rx = 4.149 in oC u I ly = 5.43 in4 Sy = 2.383 in3 Ry = 1.054 in 6 U 00 a 10.4600 Web w/t 77.4815 co 0 a bar 10.8650 FIg w/t 18.2222 w Z b 2.4600 x bar 0.7207 w � + b bar 2.8650 m 1.2776 w 0 c 0.7300 x0 - 1.9983 2 c bar 0.9325 J 0.0149 u. Q u 0.3181 x web 0.7882 co d gamma 1.0000 x lip 2.2118 H = R' 0.2025 h/t 79.4815 Z I- Iamda 0.3946 Z 0 p 1.1213 b 2.46 0% Flange Reduction U WEB BENDING 50 ksi @ FLGS 47.55 ksi @ WEB 0 co k 4 lamda 1.6362 01- p 0.5290 be 5.533 47% Web Reduction 2 o o o -0.303 li 0.000 - 0.043081 L~ 0 Z . LOAD CAPACITY I eff = 84.189 in4 U co S eff = 15.307 in3 38 . 27 k -ft Cap 0 I F. ft g.__/ � Z � % e il.; /ham i 1 I w Y �` f Y 1 r' . 1 t ,11,41 el° [ ,k4n 1 4+.W.�� 14x 1 _'.' 1 ... :.t x...; ., .. .. •,f.o•Y. :ww. liti..<...oJ) S.ea +ir..,,z, eVtMAtAK1AAh�hR�kN4 {dNF1iAQdthA6�ykL}ARIS Via' 7`.ir1.Li:M,r'Y,3 a Axl f'Y.}N.s\; t - J - - . : / 1 ' RMIT COORD COPY . PLAN REVIEW /ROUTING SUP ACTIVITY NUMBER: D02 -203 DATE: 07 -16 -02 PROJECT NAME: ENGINEERED PRODUCTS INC z SITE ADDRESS: 18271 ANDOVER PARK WEST I w Ce X Original Plan Submittal Response to Incomplete Letter # v v 0 o Response to Correction Letter # Revision # After Permit Is Issued w = LLI 1 i_ i N u_ w0 i DEPARTMENTS: g 5 ietwb 1- I oZ $ 7.2 u. Buil t g Division ❑ Fire Prevention n Planning Division ❑ _ 0 II Public Works ❑ Structural ❑ Permit Coordinator Z 1— 1 i— O Z 1— w DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 7 -18-02 2 D ' Complete i Incomplete ❑ Not Applicable ID O N 0 1- Comments: = W . 1-- LI- Permit Center Use Only 111 Z N INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: H = O '- Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Z TOES /THURS ROUTING: Please Route lig Structural Review Required ❑ No further Review Required ❑ , REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08-15 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: ; J'.' , REVIEWER'S INITIALS: DATE:"' }�`" tn, Permit Center Use Only y CORRECTION LETTER MAILED: r�' i � yi, i;, Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: , r, t.: v 4(<. l! %r %y PERMIT COORD COPY i;;;rN.sw,.,Y,:;, S Dacumenls/rouling slip.doc „rt "' ' ' 2.28.02 fi "7 ��d-^�. J };:'r'« . i .`�'8*uu"SGUYi7tl• ,...,,u.... -.. . ..., -..,, .,, w..�.... asai„y,. ,.. ,._..........,..., . -, ...__......- ... ..�.,....... ..,wo...... +..,. a.n.w.xar.. +Y i • . _, , •� — — — -- ,' , - - • ■ 1 ��a PLAN REVIEW/ROUTING NG SLIP , ACTIVITY NUMBER: D02 -203 DATE: 07 -16 -02 - — , - <<., . PERMIT NO.: e a . - .,. O 3 ~ . TENANT NAME: '' h ' ' eer 1:7res d ( 1 oh BUILDING PERMITS INSPECTIONS CONDITIONS ❑ 1 Progress Inspection Status •► 10001 No changes will be made to the plans unless approved ❑ 2 Pre- construction by the Engineer and the Tukwila Building Division 3 Investi on ❑ 10002 Plumbing permits shall be obtained through King Co PY 4 OK to Occupy 0 10003 Electrical permits obtained through L & I ' 5 Remove Stop Work Order • 10004 All mechanical work shall be under separate permit Z ❑ p ;' 10005 All imp approved plans available • Z 6 Follow-up permits, in records & +- structural concrete shall be - Z ❑ 7 Pre -Move Inspection ❑ 10006 All s 10007 All structural welding special inspected F Q 50 WSEC Residential ❑ g shall be done by WABO certified tY 0 303 Glazing Inspection 10026 All structural masonry shall be special inspected l .. Z ■ ❑ 815 Lighting and Controls 10027 Validity of Permit U Q , ❑ 900 Suspended Ceiling 10028 Rack storage requires separate permit ~O i . ❑ 1000 Interior Wallboard Fastening Z ' ❑ 1001 Exterior Wallboard Fastening ❑ 10030 No occupancy of building until final insp by Bldg Div ❑ 1110 Pre-Move Inspection ❑ 10031 Comply with requirements of TMC 16.04 (0 1115 Motor Inspection ❑ 10032 Remove all weeds, concrete, stone foundations, flat 1120 Pre -Demo concrete ❑ 1140 Pre- reroof ❑ 10034 Removal of septic tanks require approval and \ 1400 Final -Fire compliance with King Co Health Dept • , 1700 Final - Building ❑ 10035 Contact PW Div to obtain insp for water /sewer connect 1900 Final- Reroof ❑ 10036 Manufacturers installation instructions required on site 3100 Site Visit ❑ 4000 Special- Concrete ❑ 10038 A C of O will be required for this permit ❑ 4001 Special -Bolts in Concrete ❑ 10039 Final approval for all TI w /in the limits of the SC Mall ❑ 4001 Special- Mom/Resist Conc Frame ❑ 4003 Special -Reinf Steel Prestress ' ' ❑ 10040 All construction noise to be in compliance with 8.2 TMC ❑ 4004 Special- Welding ❑ 10041 Ventilation is required for all new rooms & spaces ❑ 4005 Special- High - Strength Bolting 4006 Special-Structural Masonry ❑ 10042 Fuel burning appliances ❑ 4007 Special- ReinfGypsum Concrete ❑ 10043 Appliances, which generate �y�f ^ � x � ❑ 4008 Special - Insulating Conc Fill ❑ 10044 Water heater shall be anchored `' ❑ 4009 Special -Spray Fireproofing ❑ 10045 Reroof i`= :: ....„ .., 0 4010 Special-Piling, Piers, Caissons "Anchoring - All new construct and substantial :y, f < ❑ 4011 Special- Shotcrete improvement shall be anchored to revent flotation" 4r: ❑ 4012 Special - Grading, Excav/Fill� ❑ 4013 Special- Retaining Wall I -' �j f' . - + .� -��4' ❑ 4014 Special - Paels Plan Reviewer: l - + ` Date: . .,, ❑ 4015 Special -Smoke Control System ! ! ! ► � ! r i Permit Tech: Date: ~ L �� i 1.' J - 'A "i l; ...:;...'.;.,.. . ,ihs: +ia m .i,w u. ... "SM.w...dv.r..'Y:.,.....r .. •.,r- J...•, -., .. .. - .. ... .. ... .. .. .. ......,.. .ro..•,. it _,.-. ..,,, w. •a.... r.VJ fYJ 1. rem 1K, r� , i i - -' - `+. -Cr !. i PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D02 -203 DATE: 07 -16 -02 PROJECT NAME: ENGINEERED PRODUCTS INC zz SITE ADDRESS: 18271 ANDOVER PARK WEST w D _ X Original Plan Submittal Response to Incomplete Letter # -J p 1 Response to Correction Letter # Revision # After Permit Is Issued J = I 1 N O W d DEPARTMENTS: I a I Buildin D ivision CO Building ❑ Fire Prevention Planning Division ❑ = d W Public Works ❑ Structural ❑ Permit Coordinator ❑ Z H 1 1- O .1 Z 1 3 11.1 ii DETERMINATIO OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 7 -16-02 2 m r . Complete Incomplete ❑ Not Applicable ❑ OD H • Comments: w . = W I i! I— { � — i _ O Permit Center Use Only iii Z INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: H H Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Z . I . TUES /THURS ROUTING: ` I Please Route ❑ Structural Review Required ❑ No further Review Required , REVIEWER'S INITIALS: DATE: 1 1 1 APPROVALS OR CORRECTIONS: DUE DATE: 08 - i Approved ❑ Approved with Conditions No Ap proved (attach comments) ❑ _ i I Notation: /],,. '� /1 `'' 5 ) DATE: -7 `� 3 — oZ 4 ; `x: REVIEWER' S INITIALS: �, I f Permit Center Use Only I CORRECTION LETTER MAILED: . I Departments artments issued corrections: Bldg ❑ Fire Ping ❑ PW ❑ Staff Initials: )��;> r,1. p g ❑ g V , Via. ;;4 t f y i Documents/routingslip.doc R<c ` '' 2.28.02 • ` • Y ' 1 = "t y�e ��'''' 1 fit; ., v... t . . . . , - ■ M1 �� er�r� oA M -- • I 51a1e u l :FIRST CI. \Ss \ t W ashinslun 1 .\ POST \1, I •4/ :,w ." 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R SIDE ELEVATION J UL �' a ( V GWAs + is) 4;0 _ q �, COLUMN SECTION s "1_ ~ ` fv1.: °?'• `.i , � ,` i . : 2 -1 /2'x 0.18' r`,t; FACE SECTION 2 I1 TYPICAL DIAGONAL BRACE IS 1/2'0 ROD zo � � F,C a• 1 ' @ 8' W/ 1/2'0 GRD 5 BOLT EA END ONAL , 1/8 I , , STRUT IS C 3x 1 -5/8x 14ga 3/16' WEDGE SIDE PL COLUMN 3/16 V Sl W/ 1/2 w 0 GRD 5 BOLT EA END WELDED EACH SIDE w EXPIRES 10/28/ 0 � S8x18,4 � ..._ — (/) d TAB WELDED TO I• r -- o W8 1" 1 1/4' � COLUMN TO CONNECT OF COLUMN U BRACES D 2,5' 8' 2.5' _ HORZ STRUT , 3/16 r lOga FORMED A COLUMN SECTION - - - - -- . END PLATE W 3/16' FORMED ' 3/16 3r 3 ' ,,_.‘i% WEDGE 1/2'� GRD 5 BOLT WEDGE BRACKET 5/8'0 ANCHOR BOLT @ 1 4,5' I x WELDED TO EACH 3/16 , EA END OF BASE Q �P" Jo SIDE OF BASE SECTION \ W 1' C , U BASE SECTION Q •• .__\ [ im 10GA MAT'L -- — . � F F W J -I I I BRACE DETAIL C1) 1/2'� GRADE 5 BOLTS @ BASE H 3 1/2"x1.5 CONN BAR BASE SECTION z COLUMN -BASE CONNECTION L `' ~ ' I i i I I I I . 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