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HomeMy WebLinkAboutPermit D01-390 - DANIA WAREHOUSEDO1-390 Dania Warehouse 5920 S 180 St • City of ukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 3523049105 Address: 5920 S 180 ST TUKW Suite No: Tenant: Name: DANIA WAREHOUSE Address: 5920 S 180 ST, TUKWILA, WA Owner: Name: BOEING OREGON MASABI TRUST Address: 1325 4TH AVE SUITE 1940, SEATTLE WA Contact Person: Name: RICH CHAFFEE Address: 8531 S 222 ST, KENT, WA Contractor: Name: APPLIED HANDLING NW INC Address: 24217 138 AV SE, KENT, WA Contractor License No: APPLIHNO33JT DEVELOPMENT PERMIT DESCRIPTION OF WORK: INSTALL ADDITIONAL PALLET RACKING IN EXISTING WAREHOUSE Public Works Activities: doc: Devperm D01 -390 Permit Number: D01 -390 Issue Date: 01/11/2002 Permit Expires On: 07/10/2002 Phone: Phone: 253 - 395 -8500 Phone: 253 - 395 -8500 Expiration Date: 05/08/2002 Value of Construction: $0.00 Fees Collected: $580.76 Type of Fire Protection: SPRINKLERS Uniform Building Code Edition: 1997 Type of Construction: RACKS Occupancy per UBC: 0025 Curb Cut/Access /Sidewalk/CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N Water Meter: Channelization / Striping: ** Continued Next Page ** Printed: 01 -11 -2002 moutlivwdromooktrills oC 2 U O N • W =; • N u_: wa u <. -d = z _�.: H O z ut w .D !CO N' . .0 )— 'w UJ AU m' _.. O ~' Z v City of 'i'ukwila Permit Center Authorized Signature: Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting ► is permit does n. •re e authority to violate or cancel the provisions of any other state or local laws regulating constructs n or t - I am authorized to sign and obtain this developm -nt pe it. doc: Devperm D01 -390 Date: l This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Printed: 01 -11 -2002 v doc: Conditions City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 3523049105 Address: 5920 S 180 ST TUKW Suite No: Tenant: DANIA WAREHOUSE PERMIT CONDITIONS Permit Number: D01 -390 Status: ISSUED Applied Date: 12/26/2001 Issue Date: 01/11/2002 1: ** *BUILDING DEPARTMENT * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 4: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 5: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be con- strued to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 6: ** *FIRE DEPARTMENT CONDITIONS * ** 7: The storage of idle (un -used) pallets is limited to six feet in height by the Uniform Fire Code. If storage quantity in excess of six feet in height is required, outdoor storage must be utilized. (UFC article 81) (NFPA 231) 8: The critical storage height for high -piled combustible stock in closely packed piles is 12 feet. (UFC 9.110) Storage above 12 feet may necessitate increasing the sprinkler density to extra hazard and adding smoke removal capabilities. (UFC 8101) (NFPA 231) 9: In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 13) 10: High -piled combustible storage is combustible materials in closely packed piles more than 12 feet in height or combustible materials on pallets or in racks more than 12 feet in height. For certain special- hazard commodities such as rubber tires, plastics, some flammable liquids, idle pallets, etc., the critical pile height may be as low as 6 feet. (UFC article 2, sec. 209 -H) 11: Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 13) 12: 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. 13: Racks designed for high -piled storage must comply with section 2207 of the Uniform Building Code. Please contact the Tukwila Building Department for details pertaining to design and installation standards. 14: Nominal 6" transverse flue spaces between loads and at rack uprights shall be maintained in single row, double row and multiple row racks. Random variations in the width of flue spaces or in their vertical alignment shall be permitted. (NFPA 231c 4 -3.1) 15: These plans were reviewed by Inspector 510. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575- 4407. D01 -390 Printed: 01 -11 -2002 taYd.- 414?14:'t*P k. }r t2 , 1:. t$� aatzRiv, 4 , 1;44 4,44.tage„iiiN4 Signature: Print Name: doc: Conditions City of Tukwila 001 -390 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this rrtifaoes n • . •s me to give authority to violate or cancel the provision of any other work or local laws regulating c e of work. Date: Printed: 01 -11 -2002 v Description of work to done: /� �r, `,,y,� ��1 r /L-G � /T2670 -42 C.. / z-1- Er i9 eivit-f Av O ��" �/pArnic J T Existing use: El Retail El Restaurant ❑ Multi- family El Church ❑ Manufacturing El Motel /Hotel El School /College /University El Other Warehouse ❑ Hospital El Office Proposed use: ❑ Retail El Restaurant ❑ Multi - family .Warehouse El Hospital El Church El Manufacturing ❑ Motel /Hotel El Office ❑ School /College /University El Other Will there be a change of use? El yes Pt no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ayes El no Existing fire protection features: ,sprinklers El automatic fire alarm ❑ none El other (specify) Building Square Feet: existing Area of Construction: (sq. ft.) Will there be storage of flammable /combustible hazardous material Attach list of materials and stora • e location on se arate 8 1/2 in the building? El yes %i no X 11 gager indicatin • • uantities & Material Safet Data Sheets Project ena,n�t //: `_11� Value of Constructi(rn's) .2�//� Site Ad �, City State /Zip: Sao r. / -- bald* 9f /�fr Tax PSrce umbe 3sc 0 9 � 9� �s � - o3 Phone: Property Owner: Owner: Street Address: City State /Zip: Fax #: Contractor :,49/04 /6o 71/4 40?../N w Ai. Phone: s -39s S�dd Stree _ • r s S � y City State /Zi •: Fax # -- Gs7 C Architect: `.-- Phone: __.--■"". Street Address: City State /Zip: Fax #: Engineer 6_ carzo /A) Qpo Phone: 7/9 97/ r Gz ' Street Address: ` ���� `� City Stat G - �� Rey ,40 7/9 y , 8.5175 _OK Contact Person: ! G t per Phi • e• fine. ,i -7 39$- a ' � S m-s:5 22.2. h ` 5 T A.,6,4._ C , _ 6 4 i t y tv j7 CITY OF TUKt'NILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Commercial / Multi - Family Tenant Improvement / Alteration Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT:REQUESTFOR PUBLIC_: WORKS: SITE/ CIVILPLAN :REVIEW.OE (Additional. reviews may be determined: by` the Public Works°Depertment) • El Channelization /Striping El Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): El Land Altering 0 Cut cubic yds. 0 Fill cubic yds. El Sanitary Side Sewer #: El Sewer Main Extension El Storm Drainage El Street Use El Water Main Extension El Water Meter /Exempt #: Size(s): 0 Deduct ❑ Water Meter /Permanent # Size(s): El Water Meter Temp # Size(s): Est. quantity: gal El Miscellaneous ❑ Flood Control Zone El Hauling El Landscape Irrigation O Private 0 Public O Private 0 Public 0 Water Only Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: la -X0 -o CTPERMIT.DOC 1/29/97 rav�Xrrtrna.efi+. day. Marw, v. wrxa+ n, uewxv., s.,. a >.,- sm ........................ Date application expires: c - ai - Project Nurnber: Application ta ken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM BUILD f16 O ,I ;; !%, 7, 0 ENT: Signature "IV" 14,'; -----• Date: Prin /I A. �` � ' " '� 1 - SYS � "� _Sir 7 t• • Ci . e iZ Addres g/ Z ?i dt...-- -- ALL COMMERCIALJMULTI-FABILY TENANT IMPROVEMENT /A RATION PERMIT APPLICATIONS MLITT BE SUBMITTED WITH THE FOL • WING: D ALP, Eici, SINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENQINEER 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 ❑ El 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 : ❑ El 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 Z those, identify by size and species which are to be removed and saved < 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change H z of use only) x w 11. Location and gross floor area of existing structure with dimensions and setback J v 12. Lowest finished floor elevation (if in flood control zone) U • o 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- W 9). W I I- ❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled u) "- w ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of 2 a 5 ny hazardous materials; dimensions of proposed tenant space. u.. CI CI Vicinity Map showing location of site co = a F.. w ❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack Z 1=— layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of z '- rack. Structural calculations are required for rack storage eight feet and over. W • 11J ❑ El Indicate proposed construction of tenant space or addition and walls being demolished v 0 CI Os ❑ Construction details o 1— w W ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of F- • (-) water supply to sprinkler vault with documentation from contractor stating supply line will meet or u- p exceed sprinkler system design criteria as identified by the Fire Department. iti Z o w - _ 0 ❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296-4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building. Owner /Authorized Agent . If the applicant is other than the owner, registered architect/engineer, or contractor.licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY C Y THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY PERJ Y�?' THE LA) "HE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. CTPERMIT.DOC 1/29/97 Z TRANSACTION LIST: Payee: APPLIED HANDLING Payment Check 20873 ACCOUNT ITEM LIST: doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Current Pmts Amount PLAN CHECK - NONRES RECEIPT Type. Method Description Parcel No.: 3523049105 Permit Number: D01 -390 Address: 5920 S 180 ST TUKW Status: PENDING Suite No: Applied Date: 12/26/2001 Applicant: DANIA WAREHOUSE Issue Date: Receipt No.: R010001588 Payment Amount: 227.01 Initials: KAS Payment Date: 12/26/2001 02:02 PM User ID: 1684 Balance: $353.75 227.01 Description Account Code 000/345.830 227.01 Total: 227.01 2069 12/27 9716 TOTAL 227.01 Printed: 12 -26 -2001 .! he .'. acukiia, a.:.. �:, ca.: to:. i.4:nt� =nt..,wi.,c:.�:wu_r'i:� ..: .. ... f.'. i:: rtt_.; ttiyvarss+. �: �i^ iira"... �.+: 6;is » ACCOUNT ITEM LIST: doc: Receipt Current Pmts City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Description Account Code BUILDING - NONRES 000/322.100 STATE BUILDING SURCHARGE 000/386.904 349.25 4.50 Total: 353.75 2567 01/11 9716 TOTAL 353.75 Printed: 01 -11 -2002 D. U Parcel No 3523049105 Permit Number: D01 -390 o O . Address: 5920 S 180 ST TUKW Status: APPROVED '. co w' Suite No: Applied Date: 12/26/2001 MI _ : H, Applicant: DANIA WAREHOUSE Issue Date: N u.; w 0 , 2 Receipt No.: R020000038 Payment Amount: 353.75 g Q : . Initials: SKS Payment Date: 01/11/2002 01:04 PM I w User ID: 1165 Balance: $0.00 _ . Z !— iH O Z F—r Payee: APPLIED HANDLING NW , 78 7: TRANSACTION LIST: 0 ~' iu Type Method Description = V i Amount I"- u. Z'_ Payment Check 20958 353.75 uj O f' P�p� ,e ct: ': r / q Gj, lil )0f.Pl� C0.� Type of Insp lion• ,� Aloliiin re (,,i_ Date called• /• _ Specia instructions: Date wanted: r /n C t• Re uest q riV ( V,� " 3'5 - s7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. n Corrections required prior to approval. COMMENTS: 4 cto.. � .00 REINSPECTION E REQUIRED Pr), r to inspection, fee must be paid al 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Date: ♦�e.C:" iSS tir r r' Ja' uV:tc:%W.lSi.4tix1V.,.!o3,� 3:: pia: k'.+:i�JilSl���ii: ?'��.ASf�`it� Z�v 4VSA4,rY'lti+jiik�' Z F-. 1 00 CO • W = : J N u. W O g -± Ir2 = Z � Z O • U 0 O co: 0 W = 0 O .• Z • W • U =. Z Proje codes. Corrections Tyl f Inspect' n: /I Address: o'erh90 .5 md" Date called: 0 i0a 0 , .;:::" Special instructions: a z ' Dat wanted: /a » /oa a.m. p.m. Requeste • I ' IC k Phone: jil Approved per applicable codes. Corrections required prior to approval. COMMENTS: 75. oi,.. / 0 , .;:::" I"- , /i "([. . �-� lg • /30-7 (6 1 INSPECTION RECORD Retain a copy with permit INSPEG*TION NO. - CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Inspector( !y1 Datey� $47.00 REINSPECTION -FE 'k EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd! Suite 100. Call to schedule reinspection. Receipt No: Date: J„ t4::L�a....q.�M.:....,,..a �31 K✓,...: .�«.5,x:�i�4',.F3�_ } ;. :,�rl�rai;,'s'� Ai i,' vt? iC» iS'::9.: �n5 3e:i <,k'.' +. ^.i7.a:��i?�.: »: ' City of Tukwila Fire Department .:':Project Name OCI v1; et Address 0 -S / 0 4 FINALAPP.FRM _TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Retain current inspectiontschedule Needs shift inspection )0e Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: PD )11 Authorized Sign ture Thomas P. Keefe, Fire Chief Permit No. Date T.F.D. Form F.P. 85 John W. Rants, Mayor Suite ii- Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575•404 • Fax (206) 575 • - • • .• . ;.4 ,•••• • •••• •• • •••••.0,0,-..: i l- Z re w 00 s W (o111 W —J I 0 2 g _cn D z _ 1 -0 z I— LLI W 0 n 0 o — I— I— a. 7 6 - z 0 0 - z ta mood En*1ne,in Inc. 3107 W. Colorado Ave. # 312 Colorado Springs, CO 80904 Phone: 719-471-8558 Fax: 719 - 471 -8485 e -mail: klwengr @aol.com Project Name a c -�,,k: Location Tukwila, WA ack System Project Number D120003 12/20/2001 (EXPIRES 11/23/ 02. I FILE COPY ..! n r.rnvn� 1 rind ^r7i,,nt1 that the These calculations review the structure being installed for structural capability. The sealing of the drawings used in conjunction with these calculations is for the structural review only. Other information is not reviewed, nor approved. CIT RECEIVED KIL A DEC 26 2001 PERMIT CENTER Engineering Seal Data: State Number Exp Datc WA 36727 Nov. 23, 02 are o f tOt3 Prepared By: KL Wood Rngr. Date: 12/19/2001 Project: Back to back Allowable Soil Pressure Allowable Compressive Strength of Concrete Column Type Super Post -IG SIG Design Ratio Live load +dead load +seismic Design Ratio Live load +dead load or cross aisle Level No. Beam Connectors 1 Standard Connector 2 Standard Connector 3 Standard Connector:' 4 Standard, Connector 5 No storage level 6 No storage level. 7 No storage level 8 No storage level 9 No storage level 10 No storage level 11 No storage level 12 No storage level Upright Bracing Summary Vertical Leg Width Gage Design Ratio Base Plate Summary Base Plate Width 6 Yield Fy= 50 Anchor Bolt Summary Anchor Bolt Description Anchor Bolt Design Ratio 1.5 Inches 2.25 Inches 0.064. . Inches 0.542 Design Summary Sheet Elevation A Building Code 1997 Uniform Building Code Av= 0.36 Zone Steel Design Specification 1996 AISI and 1994 AISC both based on LRFD Method Total No. of Storage Levels 4 Top Storage Level 16.000 Feet Frame Depth 44 Inches Typical Beam Span 96 Inches Panel Spacing 42 Inches 2000 Psf Max. Shelf Loading -- 4000 Pounds 3000 Psi Avg. Shelf Loading -- 4000 Pounds Total bay load including dead - - -- :16.20 Max Bay Loading 16.2 Avg. Period of vibration -Based on Rayleigh Method -down aisle - -- Kx= 1.7 kips T= 0.920 Seconds Seismic base shear down aisle 0.1048 Ws Ws= Total bay load + dead load Total base shear in kips 0.43 Kips per rack column -- -down aisle Seismic base shear cross aisle '1.66 Kips per frame -based on default values Face Depth Beam TB356 TB356 TB356 TB356 da da da da da da ; ... A da. Yield Fy= 2.95 3 0.471 0.424 Beam Weld C -weld C -weld C -weld C -weld na na na na na na na . na 36 Ksi Thickness 0.083 First Level Drift 0.435 Inches Capacity Moment 22.87 22.87 22:87 22:87 0 0 0 0 1/2" Dia. X 2 1/4 Embd. Qty /Col.= 2 0.114 Actual Moment 14.26 12.90 10.32 6.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Slab Thickness . 5.5 . Inches Ratio = 0.362 Base Plate Depth 6 Base Plate Thick.... 0.375 Ksi Page: 3 Prepared By: KL Wood Engr. Prepared By: KL Wood Engr. Date: UBC SEISMIC BASE SHEAR CALCULATIONS 12/19/2001 Eq.30 -7 Per Cent Base Shear Chapter 16 Division IV Zone= ( 3 0.3 No. of Storage levels= 4 Eq. 30 -4 V = ( Cv I IRw T) *W W = Weight of Product + Rack Dead Weight Seismic Cv Table 16 -r Importance Factor Table 16 -k Cv= 0.54 I= Fundamental Period Based on the Raylieght Method Period Calcs Value T =Ct *(Hn) ^3/4 Ct =.035 Base Shear V= 0.86 Kips down Aisle Rda 5.6 Moment Resistant Frame -Down Aisle Pg. 271 Rca 4.4 Braced Frames - -Cross Aisle Pg. 271 Maximum Base Vm =2.5 Ca W / R Vm= 3.31 Kips cross aisle Eq. 30 -5 Shear Ca= 0.36 0.2045 Average Vs= .11 *Ca *I *W lower limit Vs= 0.325 Kips Rack Live Load = 4000.0 4 = 16000 Pounds 16.0 Kips Rack Dead Load = 50 4 = 200 Pounds 0.2 Kips Total Rack Load Wt= 16200 Pounds 16.2 Kips N= ( 2 (Four or more columns interconnected Yes =2 No =1 V = 0.1048 W Base Shear Down Aisle Down Aisle Cross Aisle Cross Aisle UBC Area Prepared By: KL Wood Engr. SEISMIC CODE USED - -1997 UNIFORM BUILDING CODE -UBC Near Source Factor Distance in km V = .8 ZNv I W/R V= Eq. 30-4 Eq. 30 -5 10.484% 20.455% Maximun 0.043 W Eq. 30 -6 3.960% Minimum Top Shelf Level = 1 15 1 T= 0.920 Seconds T= 0.280 Seconds V= 860 Pounds 0.860 Kips Per Rack Frame V= 430 Pounds Single Rows To • Tied Yes= 2 No= 1 Code = V= 2.5 *Ca *W / Rca Rw =4.4 V= 3314 Pounds 3.314 Kips Per Rack Frame Single Rows Top Tied V= 1657 Pounds 0.430 Kips Per Rack Column 1.657 Kips Per Rack Frame Page: Nv Na 1 1 Eq. 30.7 4.286% Minimum Zone 4 16.00 Feet w- n..e.v!xFF1F�VLIN�+Y9 +! . fMMV�YMM '..*Nb'M. Prepared By: KL Wood Engr, FUNDAMENTAL PERIOD OF VIBRATION WORKSHEET Page: 12/19/2001 Based on the Rayleigh Method Uniform Building Code - - -Use 50% for base shear - Longitudinal direction only Percent Total Load /Level contributing base shear > 50 % Distribution exponent -(k) > 1.21 Column Style CC Column Column Column Column Column Elevation DL PL LL Tot. Load Cu. Load W W * h ^k H 48 0.025 2 0 2.025 8.1 1.025 110.9 0.08 96 0.025 2 0 2.025 6.075 1.025 256.6 0.19 144 0.025 2 0 2.025 4.05 1.025 419.1 0.30 192 0.025 2 0 2.025 2.025 1.025 593.6 0.43 0 0.000 0 0 0 0 0 0.0 0.00 0 0.000 0 0 0 0 0 0.0 0.00 0 0.000 0 0 0 0 0 0.0 0.00 0 0.000 0 0 0 0 0 0.0 0.00 0 0.000 0 0 0 0 0 0,0 0.00 0 0.000 0 0 0 0 0 0.0 0.00 0 0.000 0 0 0 0 0 0.0 0.00 0 0.000 0 0 0 0 0 0.0 0.00 192 0.1 8 0 8.1 4.10 1380 1 Level Cum F L Pcr AP 0 At Wi *At ^2 Fi *At 1 1.0000 48 55.532 0.864 1.171 1.012 1.05 0.081 2 0.9196 48 55.532 1.659 1.123 1.905 3.72 0.354 3 0.7337 48 55.532 2.293 1.079 2.589 6.87 0.786 4 0.4301 48 55.532 2.665 1.038 2.974 9.07 1,279 5 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 6 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 7 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 8 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 9 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 10 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 11 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 12 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 20.70 2.50 g = 32.2 ft/secA2 T = 0.9197 seconds T = 2rr 1 / EWiL^2 / g EFiLi Eq 30 - 10 Prepared By: KL Wood Engr, Computed Distribution exponent -(k) 1.21 Kx > 1.7 T > 0.920 seconds E "ix 37465 ww' O 0 , . N 0 W = CO u- W 0 . • Q _0 lu m Z � O : Z t- . 2 j ! O • N p O ill Z ; • w Ham: 0 Z Prepared By: KL Wood Engr. Date: FUNDAMENTAL PERIOD OF VIBRATION WORKSHEET Page: 12/19/2001 Ca = 0.54 Seismic Coeficients: Cv = 0.36 Soil Profile Type - D Rd = 5.6 Down Aisle Cs = 1.2 *Cvl(R *T ^.667) Rc= 4.4 Cross Aisle UBC97 Cs = 0.1048 Down aisle per column Av = 0.36 Cs = 0.2045 Cross aisle per frame Actual Down -aisle base shear per col. = Actual Cross -aisle base shear per frame = Level Drift Shelf Spacing 1 0.4350 48 2 0.8187 48 3 1.1127 48 4 1.2786 48 5 0.0000 0 6 0.0000 0 7 0.0000 0 8 0.0000 0 9 0.0000 0 10 0.0000 0 11 0.0000 0 12 0.0000 0 Prepared By: KL Wood Engr. 0.430 kips 3.355 kips Guide Line for Drift Limit Only .333 *Column Width Column Width 2.95 0.82 Inches 4 0.435 Inches Rack Displacement Actual 4- �s. �.. u�iu. a.• ��...... a... �..• s.. I.:.. ..rvunl.ta..u�.c..wi'.Yi.).u.uJ -- "lafrJwl. Prepared By: KL Wood Engr Date: 12/19/2001 H2 • L H1 • PreparedBj /a WoodBngr LRFD Design Loadings Load Factors D +W= 1.2D +1.4W 1.2 *D +.85*W +E DBLC RACK CONI:IGURATION•••LOAD ILEVEL /SEISMIC DATA Enter Seismic Code Avg.Top Shelf Load= No. of Storage Levels= Level 2 Front Elevation Longitudinal Direction Load - Level- Seismic Values Totals 192 16000 Loads: 8.10 Kips Total LL +DL 16.2 Kips- -Avg. Summary of Data UBC97 4000 4 pan 96 Inches Depth Db= 3.56 Inches _ Level 1 Vb Base Shear 4 200 0.1 Kips Summation of Rack Load = Total Base Shear /Column = Total Base Shear /Frame = 16.20 Kips 0.430 Kips 0.860 Klps 1997 Uniform Building Code Pounds B S Frame Column Ratio Load Factor 22.64 11.32 1.398 1 13.84 6.92 0.854 42 ottom Panel pacing Inches End Elevation Transverse Direction Level 1 2 3 4 5 6 7 8 9 10 11 12 Spacing Inches 48 48 48 48 0 0 0 0 0 0 0 0 Loading Pounds 4000 4000 4000 4000 0 0 0 0 0 0 0 0 Dead Load 50 50 50 50 0 0 0 0 0 0 0 0 Vb= 0.1048 Wp Vb= 0.430 Kips /Column Ratio Vi / Level Sum 16200 0.100 0.043 0.430 12150 0.200 0.086 0.387 8100 0.300 0.129 0.301 4050 0.400 0.172 0.172 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 1.000 0.430 Kips Page:1 Prepared By: KL Wood Engr Date: SHEAR / MOMENTS IN COLUMNS AND BEAMS Page: 12/19/2001 Level 3 Level 2 Level 1 H1 Slab Totals Mb Moment Diagram of Rack Structure 111111IIIIIIHhIIth.• ,�nnllllll IIIIIII Mi Vb u >� Bay Width Front Elevation PORTAL MOMENT DISTRIBUTIONS 190.22 Inches 15.85 Feet 96 In Base Fixity PinnedRb= Fixed Rb= Base Fixity Rb= Base Shear Vb = Column Level Spacing Mi Mu Mc M facotored 12 0 0.00 0.00 0.00 0.00 11 0 0.00 0.00 0.00 0.00 10 0 0.00 0.00 0.00 0.00 9 0 0.00 0.00 0.00 0.00 8 0 0.00 0.00 0.00 0.00 7 0 0.00 0.00 0.00 0.00 6 0 0.00 0.00 0.00 0.00 5 0 0.00 0.00 0.00 0.00 4 48 4.13 0.00 2.06 4.13 3 48 7.22 4.13 5.68 7.22 2 48 9.29 7.22 8.26 9.29 1 46.22 9.94 9.29 9.61 9.94 1 0.5 0.5 0.430 Kips Moment at Base Mb= (H1 * Vb ) * Rb Moment at base Mb= 9.94 In -Kips Column Load Pmax= 8.10 Kips Mu= Moment Above Beam Level -Kips M1= Moment Below Beam Level -Kips Mc= Connection Moment -Kips Vv= Vertical Shear -End Connection- Kips Preparer/By KL Wood Eno PreparedBy :KL Wood Snit Date: 12/19/2001 Column Location : Face 2.950 Section Wgt/Ft 3.182 Eq. C4.1.1 Eq. C4-1 Eq. C4 -2 Eq. C4 -3 Eq. C4 -2 Eq.C4 -3 Eq. C4 -1 Eq.C5 -1 Pu= Mux= SUPER POST COLUMN ANALYSIS / DESIGN CHECK X-axi Back to back Y-axis Depth 3.000 Cross Section if X < 1.5 then Fn = Fy * .658 ^(J02) if X > 1.5 then Fn = Fy * (.877/102) Pn= 4 cPn= 6.92 Kips 9.94 In -Kips Prepared BrKL Wood Ear Fe= 7T ^YE /(KUR) ^2 Fe= 63.982 Ksi X = 0.927 4Pc =.85 Pn= AeFn Fn= 38.380 Ksi 31.416 Kips 26.704 Kips Pu /ficPn + CmMux/( l bMnxcinx) <= 1.03 Pu /4hcPn= CmMux/( (hbMnxa nx)= Design Ratio = Dead + Live Load Only Dedsign Check Super Post Section Properties Q value 1 Unarco Super Post Hole Pat. Yield Fy= 55.00 Ksi Ag = 0.936 A net = 0.819 Kx = 1.7 Ix= 1.270 Ky = 1 Sx= 0.861 Thick. Rx= 1.165 Lx = 46.22 0.083 Ly = 45 Column Description: Critical Buckling Values My =SgFy Mn =SeFy Mn= 4bMn= Pu /(hcPn= 0.424 Ok ly= 1.303 Sy= 0.869 Ry= 1.180 LRFD Design 1996 Edition Design Check for both Axial Load And Combined Axial + Seismic 0.259 0.212 0.471 Ok KxLx/Rx= 67.45 KyLy /Ry= 38.14 47.373 Ob =.95 47.373 In -Kips 45.004 In -Kips AISI Specifications Pe= rr^2EIb /(KbLb) ^2 Pe= 59.914 \ nx= (1- Pu /Pe) a nx= 0.885 Pu= 11.32 Pu= 10.93 Pu= 11.32 Page 33 33 6 Down Aisle Kips Factored Kips Factored Cross Aisle Controls Design y Prepared by: XL Woodl'ngr. DATE: 12/19/2001 I YIELD Fy= 55 From Cold Working 61.28 Fu = 70.00 SECTION PROPERTIES Sx = 0.623 lx = 1.194 E *Ix = 35223 4bMn= .95 *Sx *Fy 4bMn= 35.77 RMI impact addition Load factor = Load factor = Beam weight = Fe = Me max = Prepared by XL Wood Snit. Wt = BEAM DESIGN WITH PARTIAL END FIXITY Beam = Special Span = 1 0.125 I Ksi Ksi Ksi In. ^3 In. ^4 3.63 Ksi IN.-KIPS (1.4 + 1.4 * RMI addition) * PL 1.575 21.12 END CONNECTOR SPRING CONSTANT 300 In- Kips /Ra 7 In -Kips Unfactored Upper limit 4660 Per Pair of Beams Wt = 4248 Per Pair of Beams :96 Inches 1.75 G= IIIIIIIIIIIIIIII III' IIIIIIIIIIIIIIIUIIIIIIIIIIIIIII� R R SPAN L 96 Equation for Defl. Cap when limit is L /180: W = (384 *E *Ix) *(L/180 + Me* LA2/(8*E*Ix))/(5*LA3) Wd = Beam Load Based on Deflection Limit = Wd = 2.124 Kips Me = 2.5 Deflection Limit Span divided by - - - -> 180 Di = 0.533 T = 0.059 Inside Rad 0.1 Area = 0.703 1.625 X Axis Page G = 2 * E *Ix /(Fe *L) + 1 Me = W *U(12 *G) 3,446 W = 8* (Phi'Mn /L.F. + Me) /L -1.2D Me = W= D= 5.41 at stress limit 2.33 Kips /Beam Factored 0.585 IN. [Stress limit In. Deflection Limit L /Deflection limit 4.93 at defl. limit [Deflection Limit In. In. In ^2 4660 stress 4248 deflection Req. Cap. 4000 Gr= 3.454 Mer= 4.643 Deflection .<F Date: 12/19/2001 1.781 1.781 ♦ H2 Center of Area pmewspeamessammemew Beam Weld Plastic Section Modulus KL Wood Engineering, Inc. L1= L2= L3= L4= L1 L3 Weld Pattern Y= (L1 +L2 +L4 -L3)/4 Y= 1.7813 Inches H1= 1.3255 Inches At= 3.481 H2= 1.3255 Inches Ab= 3.481 Z= H1"At + H2*Ab Steel Thickness= I 0.059 Inches Zt= Plastic Moment Capacity (1)= 0.6 Fu= 70 IKsi CPMn= 22.87 In -Kips Mfac= Vfact= (h= 0.55 Vn= 11.035 4Vn= 6.069 Kips Design Ratio Check 14.26 1 Ratio = Mfac /4 Mn + Vfac /RI Vn <1.03 Ratio= 0.788 Ok 0.0000 At = Ab At= (L2 -Y) + L1 + (L4 -Y) Ab= 2Y +L3 Z= 9.229 Inches ^3 0.545 Inches ^3 Mu= 38.116 In -Kips 1.7 3.5625 1.7 0 Page: Inches Inches Inches Inches 1.9375 6.9625 Inches In -Kips Kips Shelf Load 1 4000 Pounds /0 • v • Prepared By: KL Wood Engr Date: 12/19/2001 Mca= d * ( Fva ^2 - (RI / Nc) ^2) ^.5 Fva= (Vh ^2 +VI^2) 4 .5 Vh =Mc /d Vi =R1 /Nc Nc = Number Connectors Connectors Welds: Beam to Column Connection BEAM TO COLUMN CONNECTION CHECK Fv = 20 Ksi Tv Fva = Ab * Fv Mc Ab = Shear Area of Connector Connector Discription: d - Cv Ab = 0.155 In. ^2 Compression Zone Fva = 3.1 Kips Allowable Shear RI Includes fixed end moment Combined Fo-ces on Connection Poirt Moment at Beam to Column Connection Factored Factored Level No. Moment Beam Shear Mc In -Kips Vi Kips 1 2 3 4 5 6 7 8 9 10 11 12 9.61 8.26 5.68 2.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Allowable Shear on Connectors 0.865 0.865 0.865 0.865 0.000 0.000 0.000 0.000 0.000 0.000 0 0 Stud Page: // Connectors Shelf Weld Factored Mc Level End Conn Moment Loading Beam No. Description Ma End Mom. 1 sc 15 4050 TB356 C -weld 22.87 14.26 2 sc 15 4050 TB356 C -weld 22.87 12.90 3 sc 15 4050 TB356 C -weld 22.87 10.32 4 sc 15 4050 TB356 C -weld 22.87 6.71 5 da 0 0 da na 0 0.00 6 da 0 0 da na 0 0.00 7 da 0 0 da na 0 0.00 8 da 0 0 da na 0 0.00 9 da 0 0 da na 0 0.00 10 da 0 0 da na 0 0.00 11 da 0 0 da na 0 0.00 12 da 0 0 da na 0 0.00 SC Standard MC Seismic Connector SP Special S Standard C Weld W Weld All Around PreparedBy.•g6 WoodAngr Prepared By: KL Wood Engr Date: 12/19/2001 Vt CHECK RACK OVERTURNING....TRANSVERSE DIRECTION oi l Vt 7 Slab 4 Depth Df= 44 Frame Depth Ali 41ase Shear Vt = Rb Top Level Vt = Total Shear Rack Hgt. Seismic Reaction Due to Overturning Rs = Mot / Frame Depth Df Rs = 2.84 Kips Fac Rs= 2.84 Kips Property gr:la Woodaagr Kips Kips 1.66 All Shelves Loaded SEISMIC FORCES HORIZONTAL Level No Reaction Due to Pallet Loads + Dead Load Rp = Pallet +Dead Load / 2 (2 Columns /Frame) Rp = 8.09 Kips Fac Ue = 5.25 Kips - factored Uplift Resulting Reactions Combining Seismic + Pallet + Dead Load Single Row Top Tied Yes= 2 No= 1 Code = 2 Ra = Rp - Rs Uplift Side If Uplift Exists Rs Must be > Rp for Tension Rb = Rp + Rs Compression Side of Upright Factored Values: Loading /inch of height Rb = 10.93 Seismic Ra = 5.25 No Uplift DL +PL Page: I Vi * Ht Shelf Load Due to OT In -Kips Kips In - Kips Comp 7.953 4.000 238.58 10.9 2 31.811 4.000 230.63 5.8 3 71.575 4.000 198.82 4.4 4 127.244 4.000 127.24 2.5 5 0.000 0.000 0.00 0.0 6 0.000 0.000 0.00 0.0 7 0.000 0.000 0.00 0.0 8 0.000 0.000 0.00 0.0 9 0.000 0.000 0.00 0.0 10 0.000 0.000 0.00 0.0 11 0.000 0.000 0.00 0.0 12 0.000 0.000 0.00 0.0 238.582 0.015 0.036 Prepared By: KL Wood Engr Date: 12/19/2001 Vt Top S • 1 (:t'J' `s t .'' n:•.`.tnti!_ V'.i:A .`Al iii Frame Ra Rb CHECK RACK OVERTURNING - -- -CONTD Page elf Depth Df = 44 Seismic Reaction Due to Overturning Rs = Mot / Frame Depth Df Rs = 0.647 Kips I Top Shelf Loaded Only Top Load Lt = Top Shelf Ot= Inches Fac E = 0.65 Kips Resulting Reactions Combining Seismic + Pallet + Dead Load Ra = Rp - Rs Uplift Side Frame Rs Must be > Rp for Tension In Anchor Bolt Rb =Rp + Rs Compression Side of Frame Factored Values: Rb = 2.67 Kips Ra = 1.38 Kips No Uplift Single Row Top Tied Yes= 2 No =1 Code = 4.05 Kips 54.34 In -Kips Reaction Due to Pallet Loads + Dead Loads Rp = Pallet +Dead Load / 2 (2 Columns /Frame) Rp = 2.023 Kips Prepared By: EL Wood Engr Date: CHECK DIAGONAL BRACING IN FRAME Pages: 12/19/2001 4 End Elevation Column Depth Cd= Diagonal Lb = ( Lh ^2 + Lv ^2) ^.5 Bracing Offset Bo= Diagonal Brace Design Data Section Properties Diag. = ( 2 Y _ _ _ ----F—. A Depth = 1.5 M= 0.588 Ix= 0.269 I Depth Width = 2.25 Cw= 0.064 Sx= 0.239 1 X ! Thick, T= 0.064 Ro= 1.457 Rx= 0.919 i ' \ Area An= 0.305 Xo -1.021 xbar= 0.433 i •- •- •- •- •- •- • -• -•-i Extra channel when required j= ly= 0.075 14 I104 J= 0.0004358 Sy= 0.072 Width Fy = 36 Ksi (3 = 0.509 Ry= 0.485 Critical Buckling Stresses Kx= 1 Ky= 1 Kt= 0.8 (Tex = (Tr *E /(KxLx/rx) ^2) Grey= (Tr ^2 *E /(KyLy /ry) ^2) Qet= (1 /Aro ^2) *(GJ +Tr ^2Cw /(KtLt) ^2) Tor. Fe= (1/213)( (vex +at) - ((vex +at) ^2.4(3aexat) ^.5 X = 1.336 Diagonal Brace Cross Section Prepared BpAL Wood Apr Bottom Diagonal Brace in Frame Lb = Diagonal Brace Length Lb = (( Depth- 2 *Cd) ^2 + (Panel Spacing- (2 *Bo)) ^2) ^.5 Panel Spacing 42 3 3 Depth -2 *Cd Lh = 38 Panel Spacing -2 *Bo Lv = 36 4Pn= Lb= 52.3 Inches Total Horizontal Base Shear Vt = 1.66 Kips Maximum Compression in Diagonal Cmax =(Lb / Lh)* Vt * 1.05 - --- 1.05 Frame Geometry Multiplier Load Distribution to Columns Cmax = 2.40 Kips Unfactored vex = 89.70 Ksi vey= 25.03 Ksi vet= 23.05 Ksi Ft= 20.17 Ksi Fe = 20.17 Ksi Fn = 17.06 Ksi 4.42 Kips 4c= 0.85 Resistance Factor Load Factor Lf= 1.00 Pmax= 4.42 Kips Max. Ok Number of channels 1 Cmax= 2.40 Kips Design Ration= 0.542 f Prepared By: KL Wood Bngt bate: 12/19/2001 1 Inches From Pe BASE PLATE ANALYSIS AND DESIGN i2 ,,,wiii „IInnlllllllllll 11111111 © Slab Prepared AXIL Wood&net = 6.92 Kips Factored Base Plate Width = Base Plate Depth = Axix a Mb = Thick.= .333X Special Eb = 5 Inches Ec = 3 Inches 6 Inches 6 Inches A Q e 9.94 Factored In -Kips Fc = 3000 psi Bolt Data Dia. = 0.5 Qty. = 2 Page: Solve For Tension In Anchor Boit Pt = - Pe[(W /2- X13- e) /(W /2- X/3 +f)] Pt = 0.07 Kips If Negative No Tension In Anchor Bolt 0.375 Inches Check Maximum Stress on Slab F1= Pmax/ Base Plate Area F1 = 0.192 Ksi II I Axis b—►{ I X II I/ Base Plate Data Pressure On Slab From Base Plate Width = 6 Depth = 6 Thickness 0.375 Solve cubic equation for x value X ^3 +K1X ^2 +K2X +K3 = 0 Blodgett(base plate) K1 = 3(e -W /2) K2 = 6nAs /B(f + e) K3 =K2(W /2 +f) X = 4.8 Inches Solve for concrete stress 0•e = 2(Pe + Pt)/ XB Pe = 6.920 Pt = 0.073 Ue = 0.486 Qmax= 0.486 Ksi Actual Ok Fall = 1.800 Ksi Allowable Prepared By: EL Wood Engr Date: 12/19/2001 Column Thick. = I 0.375 x -axis CHECK BASE PLATE THICKNESS Pmax = axis a 6 Properties Of Base Plate 1" Base Plate Loading 6.92 Kips Mb = 9.94 In -Kips Pe +Pt 0.375 Allowable Bendin Fy = Fb = Ovh = 1.5 Overhang Ue Section Modulus Sx= 1" * T "2 /6 Sx= 0.0234 In. "3 Stress Fb= .75 * Fy AISC Ks' Ksi Allowable Bending Moment Mall = Sx * Fb Mall = • 0.879 In -Kips Mbp= Mactual = 0.546 In -Kips Check Bending In Base Plate Design Ratio Rd = Mactual /Mallowable Design Ratio Rd = 0.622 <= 1.000 OK Mbp = WLA2/2 W = 0.486 klf L = Ovh L = 1.5 inches Mbp = 0.546 in -kips Mbp = 0.546 In -Kips Page: ��j PreparedBj XL Wood Ear • n Prepared By: KL Wood Engr Date: 12/19/2001 Concrete fc' = 3000 Psi Anchor bolt Desc. (b_ .5 LRFD Example: Vallowable Allowable Shear Fas= 3625 Pounds Safety Factors Of 4 Tallowable Allowable Tension Ft= 2200 Pounds Safety Factors Of 4 ICEO 4627 Values Reaulting Combined Load Check Embedment Length 2.25 Longitudnal------.-- Transverse ---- -- Prepared By: XL WoodA'Xr CHECK ANCHOR BOLTS FOR SHEAR /TENSION Check Bolt For Combined Shear And Pull-Out Uplift Value From Overturning Section Fot= 1.38 Negative Uplift Occurs Tension Value From Base Plate Section Ftb= 0.073 Negative No Tension Base Shear Per Colunm Vlt = Base ShearPer Column Vtt Allowable Values For Expansion Anchors Fr= Tactual / Tallowable + Vactual / Vallowable <= 1.00 Vactual= Vtc / No. of Anchor Bolts Per Column Vactual Vtc= 0.414 Kips Tactual = Ftb / No. of Anchor Bolts Per Column Tactual Ttb= 0.000 Kips T Ratio = 0.000 V Ratio = 0.114 Fr= 0.114 <= 1 Tension On Bolt Tactual Vactual Shear on Bolt 0.430 Kips 1.66 Kips Manfac: Hilti -Kwik Bolt 11 OK Concrete Slab 1/2" Dia. X 21/4 Embd. No. of Bolts Page: 2.521/4 2000 psi 1/2 Dia x 2 1/4 Embd. Length 2 Per column Prepared By: KL Wood Eagr Date: 12/19/2001 Slab Base Plate Width Base Plate Depth = Allowable Weld Stress Eq. E2.4-1 E2.4 -2 Pna =.4125 * Tm * Lw * Fu Longitudinal Pnb =.6 * Tm * Lw * Fu Transverse PreparedB., XL IPoodBagr Column Welds To Base Plate Pfac= 6.92 Factored Dr one= Dr two= 6 6 0.471 0.090 1 Dr= 0.561 j Kips Mb = 9.94 In -Kips E2 Factored 0.645 Kips Factored Base Shear Weld patterm on column E4 E6 E5 Pagel Pna= 14.38 Longitudinal Sx= 0.37 InA3 Pnb= 20.916 Transverse 42.00 Lw= 6 Length of weld Aw= 0.50 In Mc= Sx * Fu Liong= 4 Inches Mc= 26.01 In -Kips Ltran= 2 Inches = .6 Ac= 0.996 In ^2 Mc= 15.61 In -Kips Fa= Pmax / Ac Fa= 6.95 Ksi If Fb > Fa Fb= Mmax / Sx Fb= 26.74 Ksi Ft= Fv= Vs / Aw Fv= 1.30 Ksi Design Ratio Check Desing Ratio Dr- Ft / Pnb + Fv / Pna = 1.03 Ok If Fb <Fa Fv = 0 19.80 Ksi Welds El Ref. Axis Aisle Side of Column Section - -A Weld Section Length Dimensions Weld C.G. El 2.5 3 1.5 E2 0 3 3 E3 2 3 0 E4 1.5 0.75 2.625 E5 0 0.75 0.375 E6 0 1.5 0 Section Modulus of Weld Pattern Fillet Weld Size Tw= 0.083 Inches Weld Fu= I 70 Ksi Prepared By.•XL WoodAngr. Date 12/19/2001 Columr>✓ Base Plate Prepared By. XL frond, gr. BASE PLATE SLAB /SOIL ANALYSIS Pact Sx = 1 In. • '.1 Effective Area Ae = Be = V8 *Sx *Fct 1 Qs Fct = 71.6 Be= 14.42 5.042 Column lab T Be Aw FOOTER PROFILE UNDER COLUNM TOP VIEW OF FOOTER Slab Section Sx = 1 *T ^216 In. "3 Enter Base Plate Size Dw= 6 Affective Area Ae= 1034.4 In. "2 Maximum Column Load Pmax = Allowable Actual Loading on Column Pmax = Ratio = Loading= 7.81 Kips unfactored Fc' = 3000 Psi Qs = 2000 Psf lick. Thick. = I 5.5 In. (2 *Be +Bw) *Dw +(2 *Be) *Bw +Tr *Be "2 Beam fixed one end pinned other Psi Fct =1.6 Fc' Seismic Increase In. Yes = 1.333 No = 1 7.2 Ft. ^2 21551 Pounds Page: Bw= Worst Case 21.6 Kips 7807 Pounds 7.81 Kips 0.362 Ok 1 Prepared By: K4 Wood Eagr. Date: BASE PLATE SLADISOIL ANALYSIS CONTD Page: 12/19/2001 Be = Slab / Soil Capacity Based on Two Frames Back to Back 14.42 FOOTER PROFILE UNDER COLUMNS Effective Area Ae= (( Dw *Be) *2+(Dw *Bw) +(TT *Be ^2/2) +Spc *(2 *Be +Bw)) *2 (Dw *Bw) *2 = 72 Bw *Be *2 = 172.98 7r Be ^2 / 2 = 652.47 Spc "(2 "Be +Bw) = 417.96 (Dw *(2 *(Be)))2= 345.96 Total Effective Slab Area Summation Ae1= 1661.37 Inches ^2 Ae = 23.07 Feet ^2 Maximun Loading on a Rack Column Inches From Previous Page Back TO Back Rack Pmax 7.81 Kips f eat . Bw = 6 Inches . . `� ' Dw = 6 Inches • Ratio = 0.328 12 Spc = Back to Back Spacing Pmax = 23.77 Allowable Actual Loading on Rack Column 7.8 Kips Ok Inches l oo Prepared Ay. XL Wand,Lbgr. v Prepared By: KL Wood Rngr. Date: 12/19/2001 Project: Back to back Building Code Design Summary Sheet Elevation B 1997 Uniform Building Code Av= 0.36 Zone 3 Steel Design Specification 1996 AISI and 1994 AISC both based on LRFD Method Total No. of Storage Levels 3 Top Storage Level 17,500 Feet Frame Depth 44 Inches Typical Beam Span 96 Inches Panel Spacing 42 Inches Allowable Soil Pressure 2000 Psf Max. Shelf Loading -- 4000 Pounds Allowable Compressive Strength of Concrete 3000 Psi Avg. Shelf Loading -- 4000 Pounds Total bay load including dead - - -- 3.75 Max Bay Loading 3.75 Avg. Period of vibration -Based on Rayleigh Method -down aisle - -- Kx= 1.7 kips T= 1.213 Seconds Seismic base shear down aisle 0.0795 Ws Ws= Total bay load + dead load Total base shear in kips '0..077 Kips per rack column -- -down aisle Seismic base shear cross aisle 038 Kips per frame -based on default values Column Type Super Post -IG Face 2.95 Thickness 0.083 SIG Depth 3 First Level Drift Design Ratio Live load +dead load +seismic 0.342 1.108 Inches Design Ratio Live load +dead load 0.400 or cross aisle Beam Capacity Actual Level No. Beam Connectors Beam Weld Moment Moment 1 Standard Connector TB356 C -weld • 22.87 7.51 2 Standard Connector.; TB356 C -weld 22.87: 5.75. 3 Standard Connector: TB356 C -weld 22:87 5.04 4 No storage level da' na 0 0.00 5 No storage_ level.., da na 0 0.00 6 No 'storage level, da na 0.. 0.00 7 'No.`storage level. ' • da , ... na 0 0.00 8 No storage, level da na 0 0.00 9 No storage level da na 0: 0.00 10 No storage level da na 0 0.00 11 No storage level da na 0 0.00 12 No storage level `' 'da,. na 0 0.00 Upright Bracing Summary Vertical Leg 1.5 Inches Yield Fy= 36 Ksi Width 2.25 Inches Gage 0.064 Inches Design Ratio 0.125 Base Plate Summary Slab Thickness 5.5 Inches Ratio = 0.088 Base Plate Width 6 Base Plate Depth 6 Base Plate Thick.... 0.375 Yield Fy= 50 Ksi Anchor Bolt Summary Anchor Bolt Description 1/2" Dia. X 2 1/4 Embd. Qty /Col.= 2 Anchor Bolt Design Ratio 0.026 Page: Prepared By: KL Wood Engr. Prepared By: KL Wood Engr. Date: UBC SEISMIC BASE SHEAR CALCULATIONS 12/19/2001 Eq.30 -7 Per Cent Base Shear Chapter 16 Division IV Zone= 1 3 0.3 No. of Storage levels= 3 Eq. 30 - V = ( Cv 1 /Rw T) *W W = Weight of Product + Rack Dead Weight Seismic Cv Table 16 -r Importance Factor Table 16 -k Cv= 0.54 I= Fundamental Period Based on the Raylieght Method Period Calcs Value T= Ct *(Hn) ^3/4 Ct =.035 Base Shear V= 0.15 Kips down Aisle Rda 5.6 Moment Resistant Frame -Down Aisle Pg. 271 Rca 4.4 Braced Frames - -Cross Aisle Pg. 271 Maximum Base Vm =2.5 Ca W / R Vm= 0.77 Kips cross aisle Eq. 30 -5 Shear Ca= 0.36 0.2045 Average Vs= .11 *Ca *I *W lower limit Vs= 0.077 Kips Rack Live Load = 1200.0 3 = 3600 Pounds 3.6 Kips Rack Dead Load = 50 3 = 150 Pounds 0.15 Kips Total Rack Load Wt= 3750 Pounds 3.8 Kips Down Aisle Down Aisle Cross Aisle Cross Aisle UBC Area Prepared By: KL Wood Engr. SEISMIC CODE USED- -1997 UNIFORM BUILDING CODE -UBC Near Source Factor Distance in km V = .8 ZNv I W/R V= Eq, 30-4 Eq. 30 -5 7.947% 20.455% Maximun 2 0.0795 W Base Shear 0.043 W Eq. 30 -6 3.960% Minimum Top Shelf Level = 1 15 1 J T= 1.213 Seconds T= 0.299 Seconds N= V= V= 155 Pounds 0.155 Kips Per Rack Frame Page: Four or more columns interconnected Yes =2 No =1 V= 77 Pounds 0.077 Kips Per Rack Column Single Rows To • Tied Yes= 2 No 1 Code = V= 2.5 *Ca *W / Rca V= 767 Pounds 0.767 Kips Per Rack Frame Single Rows Top Tied V= 384 Pounds Rw =4.4 0.384 Kips Per Rack Frame Nv Na 1 1 Eq. 30-7 4.286% Minimum Zone 4 17.50 Feet Prepared By: KL Wood Engr. FUNDAMENTAL, PERIOD OF VIBRATION WORKSHEET 12/19/2001 Based on the Rayleigh Method Uniform Building Code - - -Use 50% for base shear - Longitudinal direction only Percent Total Load /Level contributing base shear > 50 % Distribution exponent -(k) > 1.36 Column Style CC Computed Distribution exponent -(k) 1.36 g = 32.2 ft/sec ^2 T = 1.2133 seconds T = 2rr 1 / EWiL ^2 / g EFiDi Eq 30 -10 Page: Kx > 1.7 T > 1.213 seconds E *ix 37465 Column Column Column Column Column Elevation DL PL LL Tot. Load Cu. Load W W * h ^k H 114 0.025 0.6 0 0.625 1.875 0.325 203.8 0.20 162 0.025 0.6 0 0.625 1.25 0.325 328.7 0.33 210 0.025 0.6 0 0.625 0.625 0.325 467.8 0.47 0 0.000 0 0 0 0 0 0.0 0.00 0 0.000 0 0 0 0 0 0.0 0.00 0 0.000 0 0 0 0 0 0.0 0.00 0 0.000 0 0 0 0 0 0.0 0.00 0 0.000 0 0 0 0 0 0.0 0.00 0 0.000 0 0 0 0 0 0.0 0.00 0 0.000 0 0 0 0 0 0.0 0.00 0 0.000 0 0 0 0 0 0.0 0.00 0 0.000 0 0 0 0 0 0.0 0.00 210 0.075 1.8 0 1.875 0.98 1000 1 Level Cum F L Pcr AP 0 At Wi *tt ^2 Fi *At 1 1.0000 114 9.845 11.579 1.235 14.304 66.49 2.914 2 0.7962 48 55.532 12.268 1.023 15.008 73.20 4.931 3 0.4677 48 55.532 12.672 1.011 15.416 77.24 7.210 4 0.0000 0 0.000 0.000 0.000 0.000 0.00 0.000 5 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 6 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 7 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 8 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 9 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 10 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 11 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 12 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 216.93 15.06 Prepared By: KL Wood Engr, Prepared By: KL Wood Engr. Date: FUNDAMENTAL PERIOD OF VIBRATION WORKSHEET 12/19/2001 Seismic Coeficients: Cs = 1.2 *Cv /(R *T ^.667) UBC97 Av = 0.36 Level Drift 1 1.1083 2 1.1629 3 1.1946 4 0.0000 5 0.0000 6 0.0000 7 0.0000 8 0.0000 9 0.0000 10 0.0000 11 0.0000 12 0.0000 Prepared By: KL Wood Engr. Ca = Cv = Rd = Rc= Cs = Cs = Actual Down -aisle base shear per col. = Actual Cross -aisle base shear per frame = Shelf Spacing 114 48 48 0 0 0 0 0 0 0 0 0 0.54 0.36 5.6 4.4 0.0795 0.2045 Soil Profile Type - D Down Aisle Cross Aisle Down aisle per column Cross aisle per frame 0.077 kips 0.798 kips Guide Line for Drift Limit Only .333 *Column Width Column Width 2.95 Rack Displacement Page: f 2 1.16 Inches f 1.108 Inches Actual (Level No. Spacing 1 Loading * Dead Load 114 1200 0 0 0 0 0 0 0 0 0 0 0 0 48 1200 48 1200 0 0 0 0 0 0 ti 0 0 0 . 0 0 0 0 0 0 0 0 0 • PreparedBy.•L'L Wood Eno Date: 12/19/2001 Level HI Level H3 V A Level H2 • • Level H1 Prepared BrEfL WoodEngr LOADING DATA ON RACK SYSTEM Rack Elevations and Loadings Pallet Load nx Beam • Slab PLa / PLm Ratio Ral= Db Column Bay Width FRONT ELEVATION SLAB AND SOIL DATA Allowable Soil Pressure Qsp= Maximum Pallet Load PLm = Average Pallet Load PLa = :r Special Notes: 1+uC.F f7.; Qsp= 2000 13.89 Psi Allowable Compressive Strength Concrete Fc' =I 3000 Psi 2000 2000 Dania Warehouse Tukwila, WA Zone 3 Elevation B Double Deep Rack Yes Number Of Storage Levels No.= Interior Column Check Shelf Load is for 2 Dee Totals 210 Rack Area /Profile : Pounds Pounds 1.000 100% Per cent Utilization Product Type 3600 Top Storage Level = 17.500 Feet Rack B Back to back 3 150 Page: Column Loading Pc= 1875 Pounds Dead +Live Load 60 Pc= 1.875 Kies Unfactored Beam Depth Db = 3.56 Inches SIG Column: Super Post -IG Sum helf Load 3750 2500 1250 0 0 0 0 0 0 0 0 0 Prepared By: KL Wood Engr Date: 12/19/2001 1 H2 7 1 H1 Totals Loads: Total LL +DL PreparedBy.•XL WoodAngr RACK CONFIGURATION•••LOAD ILEVELISEISMIC DATA Enter Seismic Code Avg.Top Shelf Load= No. of Storage Levels= pan Level 2 LRFD Design Loadings Load Factors D +W= 1.2D +1.4W 1.2 *D +.85 *W +E DBLC 210 1.88 3.75 Summary of Data Depth Db= - Level1 Load -Levet Seismic Values Vb Base Shear Front Elevation Longitudinal Direction 3600 Kips Kips - -Avg. UBC97 4000 3 96 Pounds Inches 3.56 Inches 150 0.075 Kips Summation of Rack Load = Total Base Shear /Column = Total Base Shear /Frame 3.75 Kips 0.077 Kips 0.154 Klps 1997 Uniform Building Code 42 Bottom Panel Spacing Inches v End Elevation Transverse Direction Vb= 0.0795 Wp Vb= 0.077 Kips /Column Ratio Vi / Level Sum 3750 0.235 0.018 0.077 2500 0.333 0.026 0.059 1250 0.432 0.033 0.033 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 0 0.000 0.000 0.000 Level 1 2 3 4 5 6 7 8 9 10 11 12 Spacing Inches 114 48 48 0 0 0 0 0 0 0 0 0 Loading Pounds 1200 1200 1200 0 0 0 0 0 0 0 0 0 Dead Load 50 50 50 0 0 0 0 0 0 0 0 0 1.000 0.077 Kips Frame Column Ratio Load Factor 5.22 2.61 1.392 1 3.24 1.62 0.864 Page: U O coo (.0 = J � N LL■ W Z • I- W Z � Z 0 UJ D • p' : Otn` 0 I• ALI = U; O • Z W co O 1-- 2 v Prepared By: KL Wood Engr Date: SHEAR / MOMENTS IN COLUMNS AND BEAMS Page: 12/19/2001 Level 3 Level 2 Level 1 H1 Slab Totals 1'w Mb Moment Diagram of Rack Structure 1 II I QQ l i M I Bay Width „,, m Iliilt{IIII Vb Mc Front Elevation 208.22 Inches 17.35 Feet • a• • Vv 96 In PORTAL MOMENT DISTRIBUTIONS Base Fixity PinnedRb= Fixed Rb= Base Fixity Rb= Base Shear Vb = Column Level Spacing MI Mu Mc M facotored 12 0 0.00 0.00 0.00 0.00 11 0 0.00 0.00 0.00 0.00 10 0 0.00 0.00 0.00 0.00 9 0 0.00 0.00 0.00 0.00 8 0 0.00 0.00 0.00 0.00 7 0 0.00 0.00 0.00 0.00 6 0 0.00 0.00 0.00 0.00 5 0 0.00 0.00 0.00 0.00 4 0 0.00 0.00 0.00 0.00 3 48 0.80 0.00 0.40 0.80 2 48 1.41 0.80 1.11 1.41 1 112.22 4.32 1.41 2.87 4.32 1 0.5 0.5 0.077 Kips Moment at Base Mb= (H1 * Vb ) * Rb Moment at base Mb= 4.32 In -Kips Column Load Pmax= 1.88 Kips Mu= Moment Above Beam Level -Kips Ml= Moment Below Beam Level -Kips Mc= Connection Moment -Kips Vv= Vertical Shear -End Connection- Kips Prepared B,PBL Wood Art i h Prepared By: KL Wood Engr Date: 12/19/2001 Mca= d * ( Fva "2 - (RI / Nc)"2) ".5 Fva= (Vh "2 +Vi "2) ".5 Vh = Mc / d VI =RI /Nc Nc = Number Connectors Connectors Welds: Beam to Column Connection BEAM TO COLUMN CONNECTION CHECK Combined Forces on Connection PolEt Moment at Beam to Column Connection Factored Factored Level No. Moment Beam Shear Mc In -Kips Vi Kips 1 2 3 4 5 6 7 8 9 10 11 12 2.87 1.11 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Allowable Shear on Connectors Fv = 20 Ksi Tv Fva = Ab * Fv Mc Ab = Shear Area of Connector Connector Discription: 0.270 0.270 0.270 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 Stud Page: v d - Cv Ab = 0.155 In. "2 Compression Zone Fva = 3.1 Kips Allowable Shear RI Includes fixed end moment Connectors Shelf Weld Factored Mc Level End Conn Moment Loading Beam No. Description Ma End Mom. 1 sc 15 1250 TB356 C -weld 22.87 7.51 2 sc 15 1250 TB356 C -weld 22.87 5.75 3 sc 15 1250 TB356 C -weld 22.87 5.04 4 da 0 0 da na 0 0.00 5 da 0 0 da na 0 0.00 6 da 0 0 da na 0 0.00 7 da 0 0 da na 0 0.00 8 da 0 0 da na 0 0.00 9 da 0 0 da na 0 0.00 10 da 0 0 da na 0 0.00 11 da 0 0 da na 0 0.00 12 da 0 0 da na 0 0.00 SC Standard MC Seismic Connector SP Special S Standard C Weld W Weld All Around Prepared By.• /YL Wood &,gr .._ _...u.W .4..:,.,.16 4 3 814 Prepared By: KL Wood Env SUPER POST COLUMN ANALYSIS / DESIGN CHECK Page: 29 Date: 33 12/19/2001 Column Location : Back to back Face 2.950 Section Wgt/Ft 3.182 X-axi Super Post Section Properties Q value Column Description: Unarco Super Post Hole Pat. Yield Fy= 55.00 Ksi Ag = 0.936 A net = 0.819 Ix= 1.270 Sx= 0.861 Thick. Rx= 1.165 0.083 Iy= 1.303 Sy= 0.869 Ry= 1.180 Y-axis 4 Depth 3.000 , LRFD Design 1996 Edition Cross Section Critical Buckling Values AISI Specifications Eq. C4.f -1 Fe= 71 /(KL/R) ^2 KxLx/Rx= 163.75 Fe= 10.854 Ksi KyLy /Ry= 38.14 X = 2.251 Eq. C4.1 it c=.85 Pn= AeFn Eq. C4-2 if ? < 1.5 then Fn = Fy .658 ^(X ^2) Eq. C4.3 if ). > 1.5 then Fn = Fy (.877/202) Eq. C4 -2 Fn= 9.519 Ksi My =SgFy 47.373 Eq.C4.3 Mn =SeFy Ob =.95 Eq. C4 -1 Pn= 7.792 Kips Mn= 47.373 In -Kips 4 cPn= 6.623 Kips (t bMn= 45.004 In -Kips Design Check for both Axial Load And Combined Axial + Seismic 1 33 6 Kx = 1.7 Ky = 1 Lx = 112.22 Ly = 45 Eq.C5 -1 Pu /ficPn + CmMux/( (PbMnxanx) <= 1.03 Pe= w02EIb /(KbLb) ^2 Pe= 10.164 Pu= 1.62 Kips Pu /41)cPn= . 0.245 a nx= (1- Pu /Pe) Mux= 4.32 In -Kips CmMux /((bbMnx 0.097 G\ nx= 0.841 Design Ratio = 0.342 Ok Down Aisle Dead + Live Load Only Dedsign Check Pu= 2.61 Kips Factored Pu= 2.65 Kips Factored Pu /(hcPn= 0.400 Ok Cross Aisle Pu= 2.65 Controls Design Prepared Br. KL Wool v O . • 00 , (O0, ws' '. N LL'. D. W 0 d . W Z O F. • 2 D:. O N 0 F-, ;UJ a: f..: O Z: U N' Z ACTIVITY NUMBER: D01 -390 PROJECT NAME: Dania Pallet Racks DATE: 12 -26 -01 SITE ADDRESS: 5920 S 180 St Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued SUITE # DEPARTMENTS: Building Division Building lZ -2i-o( Public Works Complete PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP � ry Fire Prevention AVG 14 -aZ Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Planning Division Permit Coordinator DUE DATE: 12-27-01 Not Applicable Comments: TUES /THURS ROUTING: Please Route Structural Review Required I I No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (4 weeks) Approved Approved \PRROUTE.DOC 5/99 Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved with Conditions REVIEWER'S INITIALS: PERMIT COORD COPY DUE DATE 1 -24 -02 Not Approved (attach comments) DATE: DUE DATE Not Approved (attach comments) DATE: li w J 1- N LL w 0 . gQ co = a w z � F- O Z o . U O - • . CI I- w w z w co O • ~ z Complete Comments: DEPARTMENTS: Building Division Public Works Please Route Approved PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 - 390 DATE: 1226 -01 PROJECT NAME: Dania Pailet Racks SITE ADDRESS: 5920 S 180 St SUITE # X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) TUES /THURS ROUTING: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (4 weeks) REVIEWER'S INITIAL S: Structural Rev Approved Co ditions G� CORRECTION DETERMINATION: Approved \PRROUTE.DOC 5/99 Fire Prevention Structural Incomplete Approved with Conditions uired REVIEWER'S INITIALS: Planning Division n Permit Coordinator DUE DATE: 12 -27-01 Not Applicable DUE DATE 1 -24 -02 No further Review Required DATE: L2—Z7 -- 2O' Not Approved (attach comments) DATE: l DUE DATE Not Approved (attach comments) DATE: PERMIT NO.: - t ' t - ao �. BU'ILDLNG PERMITS INSPECTIONS ❑ 00001 ogress ::spec :ion Status O 0000' -- -const ac :ion ❑ 00003 'nvestig :r'on ❑ 0000 OK :o Occupy ❑ 00005 Remove Stop Work Order ❑ 00006 =oilow -up O 00007 '-- -Move inspection O 00050 WSEC Residential ❑ 00060 'NA Ventilation/Indoor AQC ❑ 00070 NQ A Inspection/ Modular Strict O 00071 Mobile some Tie Down Ins O 00072 Marriage Lines O 00090 Resteel i_ 0009' = oocing Drains 0 00100 =oundatior, Footings ❑ 00200 =oundation 'halls ❑ 00250 ' oundacicn (nsulation ❑ 00300 Concret- Slab /Slab Insulation ❑ 00350 Crawl Space ❑ 00400 Shear Wail Nailing ❑ 00450 'y'.vood Wall Sheathing ❑ 00500 Root Sheathing Nailing 0 00525 11 ywood Zeck Nailing ❑ 00550 ?xterior'vall Sheathing ❑ 00600 Masonry Chimney 0 006 (0 Chimney installation/All Types ❑ 00700 ^•amirg O 00750 Roof'C-i(ing Insulation ❑ 00800 Floor Insulation .0 00301 Wall (nsuianon ❑ 0080' .Exterior Roof Insulation ❑ 00803 Glazing inspection ❑ 0081 L ighting and Controls • 0 00900 Suspended Ceiling • 01000 Interior .Wallboard Fastening ❑ 01001 Exterior Wallboard Fastening 0 01 t 10 9r- -Move Inspection 011 U Motor Inspection • 01120 °' -Demo 0 01140 ?re- reroof ❑ J1A00 Final -Fire 01700 = Hal Building ❑ 01900 F :Hal- Rercot 03100 Site Visit 0 04000 Special- CJncrece O 04001 Special-Bolts in Concrete 7 04001 Special-Morn/Resist Cone Frame f 04003 Soeciai -Reinf S teel Prestress 1)4004 Soeciai - '•Welding 0400.1 Soeciai - - igh- Strength Bolting O 04006 Soeciai- Structural Masonry O 04007 Soeciai -Reinf Gypsum Concrete O 04003 Soeciai- insuiacing Colic Fill ❑ 04009 Special-Spray Fireproofing ❑ 04010 Spec:ai- Filing, Piers, Caissons ❑ 04t)1'. Special- Shotc:ete ❑ 0401 Soeciai •3rding, ExcawFiil O 04011 Soeciai -Re :alining Wall 0 04014 Special-Panels ❑ 0401 4 Special - Smoke Control System TENANT NA.NCEDd ''■ {GCa( Ite•-(c,k5 CONDITIONS Plan Re viewer: Permit 1 Ctia: Dare: 12"27""2c ..r�nr0041 el . ?x'Pt85.�K{Fit+N!iJCt k? htr4Vb'AP".Yn Mimi t!ra rah 1 001 No changes to plans unless approve„ by Bldg Div I i 0010 Soeciai inspection required. notify Bldg Div i 0011 Special inspector shall :,icmit :Thai signed report i 0012 \ie'.v ceiiing grd .c light :ixtu e shall :nee: late rai 0 0013 ?ar-:::cn walls attached to ceiiir g ? -id i 0014 Readily accessibie access :o 7110 C ;,mounted equipment I I 00 15 E: ginetred truss dra'.vings cl: caica shall be on site ❑ 0016 Exposed insulation backing material ❑ 0017 Subgrade preparation including drainage• excavation i 0013 Statement from roofing contractor verifying :ire �/ retardant class of :poi (K 0019 1 11 tons: action :o be done in conformance '.wacproved plans ( i "No '.vor'.< shall be done in addition to :host od : ::cz:ions..." ( ii OCO2 p lumbing permits shall be obtained : reu ;n Kin_ CJ iii 0030 Structural observation shall be provided for this project 0 i 1 )021 1 11 food preparation establishments ;lust have King Ca 1 i 002' Fire retardant :reaped'-vood shall have flame spread of L 0023 Notify Building Division prior to placing any concrete • 0024 All spray applied tireprootirg shall be special inspected • 002 1 11 '.voed :o re rain in placed concrete shall be seated 0 All structural ,masonry shall be special inspected iK 0027 Validity oe ?=rrr it I 0023 Rack storage rec,uires separate perr it 0 � 0003 ?let:: is :i permits obtained . -rough L & ( 7 0030 No occupancy of building until dnai Insp by 31Cg Div ( i 0032 Remove all '.veeds. concrete, ;tone foundations. :'.at concrete O 0036. Manufacturers installation instructions required on site ❑ "BTU maximum allowed per 1997 WA Scare Energy Code" ❑ 0035 Contact PW Div to obtain mnsp for '.vaterise'.ver connect ❑ 0033 1 C of 0 '-viil be required for :his permit i 0039 ?final approval for all TI '.vein me limits of he SC Malt ii 0004 All :mechanical work shall be under separate per:aic II i 0040 All construction noise to be in compiiance'.vith 3.2 TMC 0041 'ieatiiation is required for ail new rooms . spaces I i 0006 I 0006 A il permits. ins? records 3c approved pians available Ail structural concrete shall be special inspected Q "Applicant snail Obtain a separate plumbing permit from King Ca" ❑; "Anchoring — All ,env construct and substantial improvement shall be anchored :o prevent flotation" i i 0007 All structural '.veiling shall be done by \WAEO certified inspector lei 0003 All high - strength bolting shall Se special inspected 7 0009 3oits installed in concrete shall be special inspected f i 0031 Ccmpty with requirements aCTMC 16.0 i 1 )034 Removal of septic :amps require approval and campiiance '.vital King Co ::_with Depc. 0 "Obtain required inspections from appropriate '.eater „c se'.ver districts" If "Fuel burning appliances i ".1poiiances. which zener ter..." 0 "Water heater snail be anchoreq...." I i "Reroof" -3 Dace:__ • • QQ � J U O N W = u„, W LL I -- _. Z � HO Z 1— U O • I— W • W -L6 Fi lil O F- Z ACTIVITY NUMBER: D01 - 390 DATE: 12 -26 -01 PROJECT NAME: Dania Pallet Racks SITE ADDRESS: 5920 S 180 St SUITE # Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works Complete PLAN REVIEW /ROUTING SLIP • DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Comments: TUES /THURS ROUTING: Please Route Structural Review Required ri No further Review Required Approved n Structural Incomplete REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (4 weeks) Approved with Conditions REVIEWER'S INITIALS: I` Si� Fire Prevention 1121. Planning Division \PRROUTE.DOC 5/99 CORRECTION DETERMINATION: Approved Approved with Conditions n REVIEWER'S INITIALS: Permit Coordinator DUE DATE: 1 2-27 -01 Not Applicable DUE DATE 1 -24 -02 Not Approved (attach comments) DATE: 11 1 I O `Y• n DUE DATE Not Approved (attach comments) n DATE: ►= W . 00 N 0 . OD LU J = H N u_ w u.¢ = a Z H '. 1- 0 Z F- U c O N 13 F- w uj H U -- O w Z 0— O Z T 1 C 4,000u 4,000# 4,000N 4,00011 / ; TYPE "A" RACKING (N.T.S.) 11614,.1 FRONT ELEVATION SIDE ELEVATION 1,200# 1.200N 1,200N TYPE "B" RACKING ( N.T.S.) FRONT ELEVATION SIDE ELEVATION FIRE NOTES: 1. TOP OF PRODUCT STORED TO BE LESS THAN 20'. 2 PRODUCT STORED 5 GLASS 3 COMMODITY 'FURNITURE/ WOOD/ NO PLASTIC COVERINGS OR FOAM PLASTIC CUSHIONING.' 3. PRODUCTS STORED ARE NON - ENCAPSULATED. 4. PRODUCT 15 STORED ON PALLETS ON OPEN SHELVING. SEPARATE PE RNilT R - OUIRED FOR: MECHANICAL ELECTRICAL l PLUMBING Lig GAS PIPING CITY OF TUKWILA BUILDIN'7 DIVISION NOTES: 1. PALLET RACKS ARE MFD BY UNARGO MATE HANDLING, INC., OF SPRINGFIELD, TENNESSEE 2 STEEL USED IN ALL RACK ELEMENTS CONFORMS TO ASTM A570 GR 50 WITH Fy52 11S1, AND Fu .65 KSI. 3. STEEL. USED IN ALL BASE PLATES CONFORMS TO ASTM A36 WITH Fy -36 KSI, AND Fu-8 KSI. 4. RACK LOADS PER LEVEL PER PAR OF BEAMS ARE SHOWN ON ELEVATIONS THIS SHEET. 5. REINFORCED CONCRETE SLAB IS GIVEN AS 5-1/2 THICK WITH fc'= 3,000 P51. 6. ALLOWABLE SOIL BEARING IS 2,000 P.S.F. 7. BEAM -TO- COLUMN CONNECTIONS UTILIZE 2-PIN BRACKETS WITH TYPE 'C WELDS AS SHOWN ON DETAILS. 8. TIE -DOWN ANCHORS SHALL BE SIMPSON STRONG - nE WEDGE -ALL. USE 1/7 0 x 41/4' BOLTS, @ 3" MIN. EMBEDMENT USE TWO ANCHORS PER BASE PLATE. PLACE TWO ANCHORS DIAGONALLY. -. SPECIAL INSPECf1ON 5 NOT REQUIRED. 1.understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted co .r or inan Receipt of con - tractor' opy if •" � its acknowledged. « ii Date �1✓ By Permit No 1 GI1Y OF TUKWILA APPROVED JAN 1 1 2a52 ratl_DiNG DIVICION — RECEIVED CITY OF ruKWILA DEC 26 2001 PERMR CENTER EXPIRES 11/23/47— 8 ,, VI ID 0 = d Ot ! `i 3 z B e S 8I G C 2 1/2 ". BEAM SECTION FRONT VIEW - GRAVITY LOCK A BC BEAM SECTION f . f Q CD SIDE VIEW W/O HO1 ES IG 1 7/t6" 3" STANDARD RRACKFT ROW UPRIGHT COLUMNS IGM )LOAD BEAMS BAY FRONT VIEW - INTERCHANGE A , 1 7/16" iL SIDF VIEW W /HOI FS 3 -PIN RRACKFT IR ❑ ❑ TYPE ALL ALL PART NUMBER G0133 192 44 G0133 216 44 CROSS COLUMN SECTION IG IG T 192 T 216 3 3 3 .083 3 .083 NA NA 91 91 2 1/2 ANCHOR ANCHOR ANCHOR DIAMETER EMBEDM'T LENGTH 2 1/2 4 -1/4" 4 -1 /4" 3" 3" -7 0 PART NUMBER ' 1[ O C7 O O 0 0 FRONT VIEW - T -BQL? A T -BOIT BRACKFT TB t; SIDF VIFW W /HOLFS TB )LOAD BEAM TO COLUMN CONNECTIONS BEAM TO COL N CONNECTION (51 8 8 TYPE S - STD WF1 D TYPE C WELD TURF CROSS SECTIONS T -BOLT RRACKFT 1 ALL ALL LEVEL ALL GF26356 096 OSCSO WELD A" T" LENGTH IG C 3 9/16 .061 96 TYPF A WFJ D TBM A 91 6x6 BASEPLATE AMSTAR F BRACKET 5" .135" THK 3x5 BASEPLATE BASE PLATES TYPE A 8 QTY 2 3 X" 12" 30" ST4 SEE CHART 1 FOR SIZE /LOCATION 92 7x7 BASEPLATE 5" .135" THK 4x5 BASEPLATE ANCHORS r 53 � .1.1 AOT 1z> 5 ]x xca'o HORIZONTAL ROW BAY ALL A" 2 -1/4 B" T" 064 HORIZONTAL STRUT ROW BAY ALL A" 2 -1/4 B" 1 -1/2 T" 064 DIAGONAL STRUT ISOMETRIC VIEW DIAGONAL KWILA 1ED JAI 1 1 2052 A5 h l c 61.71LDM!G DIVISION RECEIVED ;;ITV OF TUKWILA DEC 26 2001 PERMIT CENTER h- et w m 0 w ut W