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Home My WebLink About1905 CALLE BARCELONA; 100; CB032152; Permit10-03-2003 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: Applicant: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Building Inspection Request Line (760) 602-2725 Commercial/lndustrial Permit Permit No: CB032152 1905 CALLE BARCELONA CBAD TI Sub Type: COMM Lot#: 0 Status: ISSUED $100,000.00 Construction Type: NEW Applied: 08/04/2003 BED BATH & BEYOND-INSTALL Plan Approved: 10/03/2003 STORAGE FIXTURES Issued: 10103/2003 Reference #: Entered By: CB Inspect Area: Plan Check#: Owner: CHERYL- SEIZMIC ENGINEERING 161 ATLANTIC STREET POMONA CA 91 768 909-869-0989-X 15 5712 10/03/03 0002 01. 02 Pt=c. 567 = 55 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Recl. Water Con. Fee $546.56 $0.00 $355.26 $0.00 $0.00 $21 .oo $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Meter Size Add'l Recl. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $922.82 Total Fees: $922.82 Total Payments To Date: $355.27 Balance Due: $567.55 /- You are hereby FURTHER NOTIFIED that your right to protest the specified feedexactions DOES NOT APPLY to water and sewer connection fees and capacity , PERMIT ApRiCATlON CITY OF'CARLSBAD BUILDING DEPA~~T 1635 Faraday Ave.. Carisbad. CA 82~ -2 4/03 m02 01 CGP 02 355 8 27 i PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT '1 635 Faraday Ave., Carlsbad, CA 92008 &f I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is FOR OFFICE USE ONLY PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated By Date issued. My worker's compensation insurance carrier and policy number are: Insurance Company Z ~nr;Ltq Pdicy NO. 2 0 4 72m7 3 Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS I81001 OR LESS) 0 to become subject to the Workers' Compensation Laws of California. CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as s up to one hundred , and shall subject an employ ges as providad for In Section I hereby affirm that I am exempt from the Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 1. 2. 3. I am exempt under Section I personally plan to provide the major labor and materials tor construction of the proposed property improvement. 0 YES ON0 I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name I address / phone number / contractors license number): Business and Professions Code for this reason: 4. number / contractors license number): 5. of work): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address I phone number / type PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25634 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 0 YES 0 NO I I LENDER'S NAME LENDER'S ADDRESS cbn I certify that I have reed the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Citt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance inspection List Permit#: CB032152 Type: TI Date InsDection Item 0211 8/2004 19 Final Structural 10/29/2003 14 FramelSteeVBoltingiWeldin 10/28/2003 14 FramelSteellBoItingNeldin 10/27/2003 14 Frame/SteeUBolting/Weldin 10/24/2003 17 Interior Lath/Drywall Wednesday, February 18,2004 COMM BED BATH & BEYOND-INSTALL STORAGE FIXTURES Inspector Act Comments PS AP PS AP PS co SEISMIC TP co SEE BOLT INSTAL. SPECS. PS co OFFICES BEING OCCUPIED Page 1 of 1 I .I City of Carlsbad Bldg Inspection Request For: 10/29/2003 Permit# CB032152 Title: BED BATH & BEYOND-INSTALL Description: STORAGE FIXTURES Type: TI Sub Type: COMM Job Address: 1905 CALLE BARCELONA Suite: Lot 0 Location: APPLICANT CHERYL- SElZMlC ENGINEERING Owner: Remarks: SEISMIC INSP Inspector Assignment: PS Phone: 7606358600 Total Time: Requested By: NIA CD Description Act Comment Entered By: ROBIN 14 Frame/Steel/BoltingNelding PCR03076 PCR03098 PCR03115 PCR03125 PCR03131 PCR03143 PCR03240 ~ ~~ .~___~~ ._______~~~--~ Associated PCRs/CVs ISSUED FORUM-BLDG 1-ARCH REV,PLUMB,; & ELECTRIC ISSUED THE FORUM @ CARLSBAD; ADD ESCALATOR ISSUED PENDING FORUM-BLDG 1-REVISE FRAMING; & CONSTRUCTION DETAILS THE FORUM-LIGHT STANDARDS,CURB; & RAMP REVIS.& ELEC TO MONUMENT SI ISSUED FORUM @ CARLSBAD BLDG # 1; ADD GREASE INTERCEPTOR ISSUED FORUM-BLDG I-ELECTRIC REVISION; PENDING THE FOURM BLDG # 1 REV ELEC; FOR ESCALATORS & ELEVATORS Inspection His tory Date Description Act lnsp Comments 10/28/2003 14 Frame/SteellBoltinglWelding CO PS SEISMIC 10/27/2003 14 Frame/SteellBoltinglWelding CO TP SEE BOLT INSTAL. SPECS. 10/24/2003 17 Interior LathlDrywall CO PS OFFICES BEING OCCUPIED I 6148395804 FlNDREW MRXX CONST 181 P02432 OCT 28 '03 17:oO P, , 1 i ,. \ .. .. r' .. 4 .- . EsGil Corporation In %rtnership with Government for Building safety DATE: 9/ 19/03 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 03-2152 0 PLAN REVIEWER 0 FILE SET: I1 PROJECT ADDRESS: 1905 Calle Barcelona PROJECT NAME: Storage Fixtures for Bed & Bath & Beyond #505 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction’s building codes. The plans transmitted herewith will substantially comply with the jurisdiction’s building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 The applicant‘s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant’s copy of the check list has been sent to: w 0 w Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: 1 Mail Telephone Fax In Person REMARKS: 1. City to field verify that the the rack area and the bathrooms servi access requirements. 2. Fire Departme vel from the handicapped parking space to with all the current disabled By: DavidYao Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 9/11 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 I. EsGil Corporation In Partnership with Government for Builiiing Safety DATE: 8/20/03 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 03-2152 :wT PLAN REVIEWER n FILE SET: I PROJECT ADDRESS: 1905 Calle Barcelona PROJECT NAME: Storage Fixtures for Bed Bath& Beyond #505 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction’s building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction’s building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant w The applicant‘s copy of the check list has been sent to: Seismic 161 Atlantic Street Pomona, CA 91 768 contact person. 0 Esgil Corporation staff did not advise the applicant that the plan check has been completed. w Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Cheryl Date contacted: gfaik3 (by: e;) Telephone #: (909)869-0989 Fax #: (909)869-0981 MaidTelephone Faxd In Person REMARKS: By: DavidYao Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ PC 817 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 03-2152 ' 8/20/03 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PLAN CHECK NO.: 03-2152 PROJECT ADDRESS: 1905 Calle Barcelona DATE PLAN RECEIVED BY ESGIL CORPORATION: 8/7 REVIEWED BY: David Yao DATE REVIEW COMPLETED: 8/20/03 ~~ FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industriaI projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? 0 Yes 0 No 1. 2. 3. 4. 5. 6. 7. 8. 9. IO. 11. 12. 13. 14. City of Carlsbad 03-2152 8/20’/03 Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24. The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and functional for the physically disabled. Show a path of travel from the handicapped parking space to the rack area and the bathrooms serving the rack area comply with all the current disabled access requirements. Title 24, Part 2. Obtain Fire Department approval for groups F, M and S occupancy storage per UBC Sections 306.8, 309.8 and 31 I .8. Indicate the clearance from the new racks to the existing building walls and building columns. Note on the plans that the rack design loads will be posted per Section 2222.5. Provide forklift protection or note on the plan that the forklift will not use in this facility. The calculation shows the weightlLVL for all the light duty fixture appears to more than the LB/per level. Please clarify. The beam, column and connections for all the light duty fixture shall be clearly referenced. Sheet 18 of the calculation shows the dimension for DRC and DRB beams. These dimensions appears to not complete match the dimension shown on drawing 03-0912B. Please check. Provide calculation to show foot plate (2A and 2B on 03-0921 B) is adequate to support the proper load. Recheck the “pallet” racks as follows: Recheck all connections on sheet 03-0912D as follows: The rivet bearing capacity is only dtF, = 0.406(0.0747)65 = 2 kips. Provide calculations for all beam to bracket weld capacities per Section 2330 (allowable weld stress is the member thickness times 26 ksi times I .33, or the weld stress, whichever is low e r) . Check the bracket maximum weak axis moment. . Provide calculations for the column weak axis bending plus axial for transverse seismic loading. The axial load is the maximum compression load at the base from vertical plus seismic overturning. The column moment will probably be maximum for the lateral load from the base plate to the first diagonal brace (not only to the first horizontal member). Check the slab stress for the maximum transverse overturning axial load. Show the slab thickness on the plans per the calculations. Check the maximum slab stress under the base plate per Section 191 5.4.2. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. City of Carlsbad 03-2152 8/20/03 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 03-2152 PREPARED BY: David Yao DATE: 8/20/03 BUILDING ADDRESS: 1905 Calle Barcelona BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: Bldg. Permit Fee by Ordinance V Type of Review: Complete Review 0 Structural Only 0 Repetitive Fee .TI Repeats Other 0 ~ourly n Hour* Esgll Plan Review Fee f $306.071 Comments: Sheet 1 of 1 macvalue.doc PLANNING/ENGINEERINC APPROVALS PERMIT NUMBER CB 03 81% DATE 'RESIDENTIAL ( TENANT IMPROVEMENT) RESIDENTIAL ADDITION MINOR (< $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER ENGINEER Do~MiSFofmYPlanninp Enginwing AOprOWalS j 2rrt P 230 1 , MATERIAL HANDLING ENGINEERING EST. 1985 TEL : (909) 869-0989 STRUCTURAL REVISIONS FOR Bed Bath & Beyond 1905 Calle Barcelona Carlsbad, Ca 92009 DATE : 08/22/03 03-0921 FAX : (909) 869-0981 Below is the response to your plan check comments: Please note that responses for items #3,4,5 and 4 will be addressed by the applicant. 1. 2. 3. 4. 5. 6. 7. Comment: Provide statement on the Title Sheet of the plans that this project shall comply with Title 24. Response: Please see note #1 on the revised Seizmic detail dwgs 03-0921A, B, C & D regarding compliance to Title 24. Comment: The tenant space and new and/or existing facilities serving remodeled area must be accessible to A and functional for the physically disabled. Show a path of travel from the handicapped parking space to th rack area and the bathrooms serving the racks area comply with dl current disabled acces requirements (Title 24, Part 2). 4- e4 Response: Will be provided by the tenant. ,@.m.e edmj 4 424 I Comment: Obtain Fire Department approval for groups F, M and S occupancy storage per UBC Sections 306.8,306.9 and 3 11.8. Response: Will be provided prior to permit issuance. Comment: Indicate the clearance from the new racks to the existing building walls and columns. clear distances between racks and building elements. Comment: Note on will be posted per Section 2222.5. Response: Please see note #9 on the revised Seizmic detail dwg 03-0921A, B & D regarding post load signs. Comment: Provide forklift protection or note on the plan that the forklift will not use in this facility. Response: Please see note #IO on the revised Seizmic detail dwg 03-092112, B & D regarding non use of forklifts. Comment: The calculations shows the weightLVL for all light duty fixture appears to more than the LB per level. Please clarify. Response: Please see loads on the revised Seizmic detail dwg 03-0921C regarding load revisions. ' 8. Comment: The beam, column and connections for all the light duty fixture shall be clearly referenced. Response: Please see the revised Seizmic detail dwg 03-0921B & C regarding column, beam and connection identification. Please note that singular angle posts are used at ends, T-posts and double angle posts maybe used interchangebly. Comment: Sheet 18 of the calculations shows the dimension for DRC and DRB beams. These dimensions appears to not complete match the dimension shown on dwg 03-0921B. Please check. 9. Response: Please see page #18 of the revised calculation package regarding beam analgsis and using the correct dimensions. 10. Comment: Provide calculation to show foot plate (2A and 2B on 03-0921B) is adequate to support the proper load. Response: Please see page #20 of the revised calculation package regarding base plate analysis. 11. Comment: Recheck all connections on sheet 03-0912D as follows: The rivet beariag capacity is only dtFu = 0.406 in I( 0.0747 in x 65 ksi = 2 kips. Provide calculations for all beam to bracket weld capacities per Section 2330 (allowable weld stress is the member thickness times 26 ksi times 1.33, or the weld stress, whichever is lower). Response: Please see pages #47 to 48 of the revised calculation package regarding reanalysis of the connectors and their welds. 12. Comment: Provide calculations for the column weak axis bending plus axial for transverse seismic loading. The axial load is the maximum Compression load at the base from vertical plus seismic overturning. The column moment will probably be maximum for the lateral load from the base plate to the first diagonal brace (not only to the first horizontal member). Response: Please see pages #44 to 45 of the revised calculation package regarding transverse column analysis. 13. Comment: Check the slab stress for the maximum transverse overturning axial load. Show the slab thickness on the plans per the calculations. Check the maximum slab stress under the base plate per Section 1915.4.2. Response: Please see pages #21,36 and 35 regarding slab analysis per section 1615.4.2. Please feel free to call me with any questions you may have. MYRON ORRES SElZMlC MATERIAL HANDLING ENGINEERING EST. 1985 STORAGERACKS DRIVE-IN RACKS CANTILEVER RACKS MEZZANINES CONVEYORS CAROUSELS PUSHBACKRACKS RACK BUILDINGS STkEL SHELVING MOVABLE SHELVING STORAGE TANKS MODULAR OFFICES GONDOLAS BOOKSTACKS FLOW RACKS FOOTINGS SEISMIC ANALYSIS STRUCTURAL DESIGN CITY APPROVALS STATE APPROVALS PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION PERMlTING SERVICES ALASKA ARIZONA CALIFORNIA COLORADO CONNECTICUT GEORGIA IDAHO ILLINOIS INDIANA KANSAS MICHIGAN MINNESOTA MISSOURI MONTANA NEVADA NEW MEXICO OHIO OKLAHOMA OREGON PENNSYLVANIA TWS UTAH VIRGINIA WASHINGTON WISCONSIN STORAGE FIXTURES 1905 CALLE BARCELONA CARLSBAD, CA 92009 JOB #:03-0921 SAL E. FATEEN, P.E. 161 ATLANTIC STREET POMONA CA 91 768 TEL : (909)869-0989 FAX : (909)869-0981 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 2 OF 52 SElZMlC @ CALCULATED BY M .T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 1'ABLE OF CONTENTS DESCRIPTION TITLE PAGE TABLE OF CONTENTS RAPID RACK LIGHT DUTY FIXTURE ANALYSIS PROJECT SCOPE & SPECIFICATIONS GENERAL CONFIGURATIONS SUMMARY & ELEVATIONS LOADS & DlSfRlBUTlON LONGITUDINAVTRANSVERSE ANALYSI COLUMN ANALYSIS BEAM TO COLUMN ANALYSIS BEAM ANALYSIS OVERTURNING ANALYSIS BASE PLATE ANALYSIS SLAB & SOIL ANALYSIS 1 2 3 TO 20 4 5 6TO 12 13 14 15TO 16 17 18 19 20 21 WIRE WELD LIGHT DUTY FIMURE ANALYSIS ANALYSIS 22 TO 35 PROJECT SCOPE & SPECIFICATIONS GENERAL CONFIGURATIONS LOADS & DISTRIBUTION COLUMN ANALYSIS BRACE ANALYSIS ANALYSIS OVERTURNING ANALYSIS BASE PLATE ANALYSIS SLAB & SOIL ANALYSIS SUMMARY & ELEVATIONS 23 24 25 TO 27 28 29 TO 30 31 TO32 33 34 TO 35 36 NSF STORAGE RACK ANALYSIS 37 TO 52 PROJECT SCOPE & PARAMETERS CONFIGURATIONS SPECIFICATIONS LOADS & DISTRIBUTION LONGITUDINAL ANALYSIS COLUMN ANALYSIS BEAM ANALYSIS BEAM TO COLUMN ANALYSIS TRANSVERSE BRACE ANALYSIS OVERTURNING ANALYSIS BASE PLATE ANALYSIS SLAB & SOIL ANALYSIS 38 39 40 TO 41 42 43 44 TO 45 46 47 TO 48 49 50 51 52 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND MATERIAL HANDLTNG ENGINEERING TEL: (909) 869-0969 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 SHEET NO. 3 OF 52 CALCULATED BY M.T. DATE 8/28/03 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 4 OF 52 CALCULATED BY M.T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 766 LIGHT DUTY STORAGE RACKS THE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THE FOLLOWING LIGHT DUTY STORAGE RACK SYSTEM COMPLIES WITH CHAPTER 22, DIVISION X OF THE 1997 UBC. PARAMFTERS SHELVING UNITS &/OR CATWALK SYSTEMS WILL BE ANALYZED AS AN ELEMENT UTILIZING THE FOLLOWING FORMULA: V= ZSxCaxIxW/R <== SECTION 2228.5.2 i51630.2.1 WHERE: Ca = 0.44 I= 1.0 R = 4.4 R = 5.6 <=== NOTE: Ca = 0.44 x Na, where Na = 1 <== FOR BRACED FRAME <e= FOR MOMENT FRAMES W= LL/n+DL n= 1 <=== SGL ROW 1.4 <=== WORKING STRESS REDUCTION SPECIFICATIONS STEEL - Fy = 36000 PSI BOLTS - A307 UNLESS OTHERWISE NOTED RIVETS - Fy = 50,000 PSI ANCHORS - 3/8"0 x 2-1 /2" MIN. EMBD. LDT CONCRETE SCREW ANCHOR ICBO #5890 SHELVES - PARTICLE BOARD OR PLYWOOD SLAB - 5 IN x 2500 PSI SOIL - 1,000 PSF t .I I I .L MATERIAL HANDKNG ENGINEERING TEL: (909) 8640989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND . SHEET NO. 5 OF 52 CALCULATED BY M.T. DATE 8/28/03 GENERAL CONFIGURATIONS: 1) POST 2) FOOT PLATE 3) ANCHOR 4 & 5) SHELF SUPPORT d NOTE: THIS IS THE TRIBUTARY SYSTEM BEING ANALYZED. BED BATH & BEYOND PROJECT FOR BED BATH & BEYOND SHEET NO. 6 OF 52 SElZMlC e CALCULATED BY M .T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 8694989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA * CA 91768 SUMMARY & ELEVATION APH = 0.59 STRESS = 0.87 STRESS = 0.51 TP = 0.94 OK OK ELEVATION: TYPE “G” NOTE: (2) ANCHOR REQ’d PER INTERIOR FOOT PLATE 1 COLUMN SEISMIC ZONE - 4 WEIGHT/ LVL - 37 LB I BEAM #2 DRBLP II BEAM #1 DRBZ I I OK1 I OVERTURNING I DOUBLE RIVET CONNECTION I1 SLAB & SOIL 1 I STRESS = 0.54 STRESS = 0.30 STRESS = 0.33 STRESS = 0.22 I OKI I MATERIAL HANDL~NG ENGINEERING I COLUMN II BEAM #2 DRBLP II BEAM #1 DRBZ 1 APH = 0.59 STRESS = 0.93 STRESS = 0.54 TP = 0.94 OK OK OK PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 7 OF 52 CALCULATED BY M.J. DATE 8/28/03 I OVERTURNING STRESS = 0.55 OK TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 SUMMARY & ELEVATION I DOUBLE RIVET CONNECTION I SLAB & SOIL I STRESS = 0.32 STRESS = 0.29 OK STRESS = 0.1 7 ELEVATION: TYPE "F" I-- 48---t SEISMIC ZONE - 4 WEIGHT/ LVL - 40 LB - MATERIAL HANDLING ENGINEERING I I . . r i 16 U2" . I I I i. . 16 1/2" i I. i i * r . 12" : 1 : 12" I 1 12" i * r 12" i : r I 12 F P 16 l/2" . .. 16 U2" . : e 15" . . e d PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 8 OF 52 CALCULATED BY M.T. DATE 8/28/03 I- OK1 I I OVERTURN IN G 1 DOUBLE RIVET CONNECTION I SLAB 81 SOIL TEL: (909) 869-0989 FAX: (909) 8694981 161 ATLANTIC AVENUE POMONA CA 91768 STRESS = 0.30 OK SUMMARY & ELEVATION STRESS = 0.53 STRESS = 0.29 OK STRESS = 0.1 7 ELEVATION: TYPE "Eb" SEISMIC ZONE - 4 WEIGHT/ LVL - 175 LB SUMMARY: COLUMN Ill BEAM #1 DRBZ I APH = 0.43 I TP = 0.69 I STRESS = 0.89 I OK TYPE Ea PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SElZMlC SHEET NO. 9 OF 52 @ CALCULATED BY M .T. DATE 8/28/03 MATERLAL HANDLING ENGINEERING TEL: (909) 8640989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 I I OVERTURNING II DOUBLE RIVET CONNECTION II SLAB 81 SOIL SUMMARY & ELEVATION STRESS = 0.26 STRESS = 0.50 OK OK ELEVATION: TYPE "Ea" i 48'1-t I STRESS = 0.1 1 STRESS = 0.01 SEISMIC ZONE - 4 WEIGHT/ LVL - 120 LB I- ""1 COLUMN 11 BEAM #1 DRBZ APH = 0.55 I TP = 0.88 I STRESS = 0.84 I OK Page 1 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 10 OF 52 SElZMlC @ CALCULATED BY M.T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 I COLUMN II BEAM #2 DRB II BEAM #1 DRC I APH = 0.52 STRESS = 0.44 STRESS = 0.20 TP- 0.83 OK OK OK SUMMARY & ELEVATION ELEVATION: TYPE "Cb" , SEISMIC ZONE - 4 WEIGHT/ LVL - 100 LB STRESS = 0.28 OKI STRESS = 0.56 OKI STRESS = 0.1 1 STRESS = 0.01 - MATERIAL HANDLING ENGINEERING I I I OVERTURNING II DOUBLE RIVET CONNECTION I1 SLAB & SOIL PROJECT BED BATH & BEYOND FOR BED BATH 81 BEYOND SHEET NO. 11 OF 52 CALCULATED BY M.T. DATE 8/28/03 TEL: (909) 669-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 SUMMARY & ELEVATION ELEVATION: TYPE Ta" F 96..--1 SEISMIC ZONE - 4 WEIGHT/ LVL - 120 LB I 22 1/2" I I Y 22 I 1/2" I I 18" SUMMARY: COLUMN II BEAM #2 DRB I1 BEAM #1 DRC I I APH = 0.55 TP = 0.88 I STRESS = 0.49 OK I STRESS =I 0.22 OK STRESS = 0.26 STRESS = 0.61 OK1 OK1 STRESS = 0.1 1 STRESS = 0.01 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 12 OF 52 CALCULATED BY M.T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 I! I I APH = 0.39 STRESS = 0.58 STRESS = 0.26 TP = 0.63 OK OK SUMMARY & ELEVATION I OK1 I I I I i OVERTURNING II DOUBLE RNET CONNECTION II SLAB & SOIL ELEVATION: NP E "Bl' SEISMIC ZONE - 4 WEIGHT/ LVL - 175 LB I STRESS = 0.08 I OK I OK I STRESS = 0.00 STRESS = 0.73 STRESS = 0.06 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 13 OF 52 SElZMlC e CALCULATED BY M .T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) -9 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 LOADS & DISTRIBUTION-TYPE "B" 9 RACK ANALYSIS WILL BE BASED ON CHAPTER 22, DIVISION X OF THE 1997 UBC, WHERE SEISMIC SHEAR IS DERIVED AS: 0 LB 0.0 IN 0 V= 2.5xCaxIxW/R Ca = 0.44 R = 5.6 1.4 <=== WORKING STRESS REDUCTION I= 1 R = 4.4 n= 1 <== BRACED FRAMES <== MOMENT FRAMES #of SHELF LVLS = 5 <== ACTUAL SHELF LEVELS <== ACTUAL SHELF LIVE LOAD <== ACTUAL SHELF DEAD LOAD SHELF LL = 175 LB/LVL DVLEVEL = 10 LWLVL TOTAL LL = 700 LB TOTAL DL = 50 LB SEISMIC SHEAR V = -2.5 x 0.44 x 1 x (700 LB / 1 + 0 LB / 4 + 50 LB) / 5.6 x 1.4 = 105 LB LEVEL I wx(DL + LL) 1 I 10 LB 185 LB 185 LB 185 LB 185 LB 0 LB 0 LB 0 LB hx 3.0 IN 36.0 IN 72.0 IN 108.0 IN 144.0 IN 0.0 IN 0.0 IN 0.0 IN wx hx 30 6,660 13,320 19,980 26,640 0 0 0 750 LB TOTAL= 166,630 Fi 0.0 LB 10.5 LB 21 .O LB 31.6 LB 42.1 LB 0.0 LB 0.0 LB 0.0 LB 0.0 LB Movt 0 IN-LB 379 IN-LB 1,515 IN-LB 3,408 IN-LB 6,058 IN-LB 0 IN-LB 0 IN-LB 0 IN-LB 0 IN-LB 1 105 LB I 11,360 IN-LB #OF LVLS x 0.0 x 1.0 x 1.0 x 1.0 x 1.0 x 0.0 x 0.0 x 0.0 x 0.0 x 4.0 NOTE: THERE ARE ONLY 5 MOMENT RESISTING BEAMS, THE LOADS OF THE 5 SHELVES ARE DISTRIBUTED ACCORDINGLY PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 14 OF 52 CALCULATED BY M.T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 LONGITUDINAL & TRANSVERSE ANALYSIS Mbase = 0 IN-LB Pcol(seismic) = MoWd = 237LB <==BASE ASSUMED TO BE PINNED VCOI = V/2 = 53 LB <==PLEASE SEE LOADS ?h DISTRIBUTION PAGE Mcol( 1-1 ) = Vcol x hi - Mbase PCOl(1-I) = 375 LB = 53 LB x 3 IN - 0 IN-LB = 158 IN-LB Mcd(2-2) = [Vcol - zFi/2] x hi/2 = I53 - 01 LB x 33 IN / 2 = 868IN-LB PcoI(2-2) = 370 LB <== COLUMN CHECK McoI(3-3) = 852 IN-LB McoI(4-4) = 663 IN-LB McoI(5-5) = 379 IN-LB McoI(6-6) = 0 IN-LB PcoI(3-3) = 278 LB PcoI(4-4) = 1 85 LB PcoI(5-5) = 93 LB PcoI(6-6) = 0 LB BEAM TO COLUMN MOMENTS Mconn( 1-1 ) = [Mcol( 1-1 ) + Mco1(2-2)] / 2 Mconn(2-2) = 860 IN-LB Mconn(3-3) = 757 IN-LB Mconn(4-4) = 521 IN-LB Mconn(5-5) = 189 IN-LB Mconn(6-6) = 0 IN-LB = 51 3 IN-LB <== CONNECTION CHECK - MATERIAL HANDLING ENGINEERING PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 15 OF 52 CALCULATED BY M .T. DATE 8/28/03 TEL: (909) 669-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 COLUMN ANALYSIS-DBL ANGLE ANALYZED PER AIS1 & THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. Ptotal= 370 LB Mmax= 868 IN-LB KxLx/rx = 1.2*36 IN/0.812 IN = 53.2 1 -7/8" KyLy/ry = 1.2*36 lN/0.6364 IN = 67.9 <=== (Kl/r)max AXIAL Fe= nA2E/(KL/r)maxA2 = 63.2 KSI Fy/2= 18.0 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy( 1 -Fy/4Fe) = 36 KSI*[l-36 KS1/(4*63.2 KSI)] = 30.9 KSI Pn= AefPFn = 12,313LB fk= 1.92 Pa= Pn/k 1-7/8" -1 SECTION PROPERTIES = 1231 3 LB/1.92 t = 0.080 IN = 6,413 LB Aeff = 0.399 INK2 P/Pa= 0.06 < 0.15 IX = 0.263 INA4 SX = 0.1 40 INA3 TX = 0.812 IN ly = 0.1 62 INA4 Sy = 0.1 18 IN*3 ry = 0.636 IN LX = 36.0 IN Ky = 1.20 Ly = 36.0 IN FLEXURE CHECK: P/Pa + Mx/Max I 1.33 Pno= Ae*Fy = 0.399 INA2 *36000 PSI F 14,358 LB Kx= 1.20 Pao- Pno/nc = 14358 LB/1.92 = 7,478 LB = 0.1 18 INA3 * 36000 PSI = 4,239 IN-LB Myield=My= Sx*Fy Fy= 36KSI E= 29,500KSI Max= My/nf nf= 1.67 = 4239 IN-LW1.67 Cmx- 1.00 = 2,538 IN-LB Cb= 1.0 Pcr= m~ZEI/(KL)rnaxAZ = 1~A2*29500000 PSI/( 1.2*36 IN)A2 px= { 1 /[ 1 -(nc*P/Pcr) J}A-l = 41,025 LB = {1/[1-(1.92*370 LW41025 LB)]]A-l = 0.98 THUS, (370 LB/6413 LB) + (868 IN-LBj2538 IN-LB) = 0.39 < 1.33, OK PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 16 OF 52 CALCULATED BY M .T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 161 ATLANTIC AVENUE POMONA CA 91 768 COLUMN ANALYSIS-T POST ANALYZED PER AIS1 & THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. FAX: (909) 869-0981 Ptotal= 370 LB Mmax= 868 IN-LB KxUrx = 1.2*36 IN/0.6158 IN = 70.2 KyLy/ry = 1.2*36 lN/0.5391 IN = 80.1 <=== (Kl/r)max AXIAL Fe= nA2E/(KL/r)maxA2 = 45.3 KSI Fy/2= 18.0 KSI ~ SINCE, Fe > Fy/2 ' THEN, Fn= Fy( 1 -Fy/4Fe) = 36 KSI*[l-36 KS1/(4*45.3 KSI)] = 28.9 KSI = 7,868 LB Pn= AeWFn nc= 1.92 Pa= Pn/nc SECTION PROPERTIES t = 0.075 IN = 7868 LB/1.92 = 4,098 LB Aeff = 0.273 INA2 P/Pa= 0.09 < 0.15 IX = 0.1 03 INA4 FLEXURE SX = 0.073 INA3 ly = 0.079 INA4 Sy = 0.076 INA3 ry = 0.539 IN KX = 1.20 LX = 36.0 IN Ky = 1.20 Ly= 36.0 IN CHECK: P/Pa + Mx/Max I 1.33 rx = 0.61 6 IN Pno= Ae*Fy = 0.273 INA2 *36000 PSI = 9,816 LB = 981 6 LB/1.92 = 5,113 LB = 0.073 INA3 * 36000 PSI = 2,613 IN-LB Pao= Pno/nc Myield=My= Sx*Fy Fy= 36 KSI E= 29,500KSI Max= My/f2f f2f= 1.67 = 261 3 IN-LB/1.67 Pcr= nAZEI/(KL)maxQ Cmx- 1.00 = 1,564 IN-LB Cb= 1.0 = nA2*29500000 PSI/( 1.2*36 IN)A2 px= { 1 /[ 1 -(nc*P/Pcr)] )A-1 = 16,133 LB = {1/[1-(1.92*370 LB/16133 LB)]]"-l = 0.96 THUS, (370 LB/4098 LB) + (868 IN-LB/1564 IN-LB) = 0.63 < 1.33, OK PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 17 OF 52 SEIZMIC @ CALCULATED BY M.T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 CHECK CAPACITY OF DOUBLE RIVET BEAM CONNECTION SINCE THE FRAME IS ASSUMED TO RESIST THE SEISMIC LOADS AS A MOMENT RESISTING FRAME, THE CAPACITY OF THE RIVET BEAM CONNECTION SHALL BE DETERMINED. Mconn= Mseismic + Mstatic = 1,580 IN-LB GW Vallow- 0.4 * Fy * AREA * 1.33 = 1,440 LB Vallow= 0.22* Fu * AREA * 1.33 = 1,440 LB BEARING CAPACITY OF STUDS brg.allow= stud 0 x tmin x Fu x 1.33 = 1,625 LB Mallow= Vallow * d = 2,160 IN-LB > Mconn OK . -t- -4 1 1/2" b.3104 PI= 0.250 IN tmin= 0.075 IN AREA= 0.049 IN*2 Fy= 55,000 PSI Fu-METALS 6 5,000 PSI Fu-RIVET= 100,000 PSI PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 18 OF 52 CALCULATED BY M .T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 889-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 SHELF ANALYSIS THE SHELF SHALL BE ANALYZED TO DETERMINE THE ADEQUACY OF THE COMPONENTS TO CARRY THE GIVEN STATIC LOADS. ASSUME PARTlALL Y HXfD SUPPORTED END CONDITIONS. SHELF LOAD(DL+LL)= 180 LB/LVL p-c Mmax = wL*2/12 = (1 80 LB * 0.5 * 96)/12 = 720IN-LB fb= M/S = 720 IN-LB/0.28121 INA3 = 2,560 PSI Fb= 0.6*Fy = 0.6 * 36000 PSI = 21,600 PSI f b/F b-stat i c= 0.1 2 < 1.0 BEAM TYPE 1 OK Mmax(seismic+static) = 1,580 IN-LB fb/Fb-seismic= [Mrnax(seismic+static)/Sx] / Fb - - 0.26 < 1.33 BEAM TYPE 1 OK BEAM TYPE 2: DRB Mmax = wLA2/12 = (1 80 LB * 0.5 * 48)/12 = 360 IN-LB fb= M/S = 360 IN-LB/O.12643 INA3 = 2,847 PSI Fb= 0.6*Fy = 0.6 * 36000 PSI = 21,600 PSI fb/Fb-static= 0.1 3 < 1.0 BEAM TYPE 1 OK Mrnax(seisrnic+static) = 1,580 IN-LB fb/Fb-seismic= [Mmax(seismic+static)/Sx] / Fb 0.58 < 1.33 BEAM TYPE 1 OK - - -075" - r ""1 2 3/4" BEAM TYPE 1: DRC SX= 0.28 INA3 L= 96.0 IN d= 48.0 IN Fy = 36,000 PSI BEAM TYPE 2: DRB SX= 0.13 INA3 L= 96.0 IN d= 48.0 IN Fy = 36,000 PSI PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 19 OF 52 S ElZM IC a CALCULATED BY M.T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 669-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 Fn EL n EL 5 EL 4 EL 3 FULLY LOADED: EL 2 Movt = 1 1,360 IN-LB EL 1 Mst = 5 LVLS x (175 LB + 10 LB) x 48 IN / 2 = 22,200 IN-LB Puplift = (Movt x 1.1 5 - Mst) / d = [ 13064 - 222001 IN-LB / 48 IN = -190 LB INTERACTION EQN. [0 LB/ 465 LB]*(l) + [53 LB/ 830 LB]*(l) = 0.06 < 1 .O THEREFORE OK d = 48.0 IN ALLOWABLE TENSION = 465 LB ALLOWABLE SHEAR = 830 LB # OF ANCHORS/ B.P. = 1 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 20 OF 52 fa MATERIAL HANDLING ENGINEERING ..... ...... ..... ...... ..... ...... ..... ...... ..... ...... ..... ...... ..... ...... ..... ...... ..... ...... ..... ... - ...... -. CALCULATED BY M.T. DATE 8/28/03 TEL: (909) 86-9 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 BASE PLATE P = PCOI + M/d = 987LB fa = P/A = Pcol/[ (Deff .) (Beff.)] = 75 PSI M1 base/in = (W/in)(L*2)/2 = (fa)(bl*2)/2 = 21 IN-LB Sbase/in = (1 )(tA2)/6 = 0.001 INA3 Fbase = (0.75)(Fy)(l.33) = 36,000 PSI fb/Fb = Mbase/in/((Sbase/in)(Fbase)) = 0.63 < 1.0 OK PROPERTIES: Beff. = 5.250 IN Deff. = 2.500 IN b = 3.750 IN bl = 0.750 IN t = 0.075 IN Fy= 36,000 PSI PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SElZMlC SHEET NO. 21 OF 52 @ CALCULATED BY M .T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0961 161 ATLANTIC AVENUE POMONA CA 91 768 SLAB AND SOIL PER THE 1997 UNIFORM BUILDING CODE. THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS THE SLAB IS ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL HENCE, ACTING AS A FOOTING. CONCRETE IS REINFORCED. JA) PUNCTU RE P = 1.4 x Pco + 1.7 x Mowdepth = 1.4~ 370 LB + 1.7 x 11360 IN-LB / 48 IN = 92OLB ..... .......... .. ...... ........... ............ ........... <==(SECTION 1922.5.4) Fpunct = 2.66 x (F'cA0.5) = 2.66 x (2500 PSl)AO.5 = 133 PSI 7L b ,' B / \ L Apunct = [(Weff.+t/Z)+(Deff.+t/Z)] x 2 x t /' L /' = [(5.25 IN + 5 IN/2) + (2.5 IN + 5 IN/2)] x 2 x 5 IN = 128 INAZ fv/Fv = P/[(Apunct)(Fpunct)] = 920 LB/[128 INK? x 133 PSI'X 0.651 (B) SLAB TENSION Asoil = P/[1.33 x fs] = 920 LB/[ 1.33 x 1000 PSF/( 144INA2/FTA2)] = 99.6 IN*2 = (99.64 INA2)"0.5 = 10.0 IN = [5.25 IN x 2.5 INlA0.5 + 5 = 8.6 IN b = (L-B)/2 = (9.98 IN - 8.62 IN)/2 = .7 IN L = AsoiP0.5 B = [(Weff.)(Deff.)]AO.5 + t <==(SECTION 1922.7.5 (3)) 10.08 < 1.33 OK 1 Mconc = (w)(bA2)/2 = [(1.33)(fs)(bA2)]/[144 (INGYFTA2) x 21 = [1.33 x 1000 PSI x (0.68 IN)A2]/[144 (INAZ/FTAZ) x 21 = 2 IN-LB Sconc = 1 IN x (tA2)/6 = 1 IN x (5 IN)A2/6 = 4.1 7 IN*3 Fconc = 5 x 0 x f'cA0.5 = 5 x 0.65 x (2500 PS1)AO.S = 162.5 PSI (SECTION 1909.3.5) ==> fb/Fb = Mconc/[(Sconc)(Fconc)] = 2.1 3 IN-LB/[(4.17 INA3)(162.5 PSI)] BASE PLATE Weff. = 5.25 IN Deff. = 2.50 IN CONCRETE t = 5.0 IN f'c = 2,500 PSI sQ!L fs = 1,000 PSF 0= 0.65 DEPTH= 48.0 IN Mot= 1 1,360 IN-LB Pco~= 370 LB 10.00 4.33 0 K I MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 8/28/03 SHEET NO. 22 OF 52 dE WELD LIGHT DUTY FIXTURES PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 23 OF 52 CALCULATED BY M.T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 LIGHT DUTY STORAGE RACKS P THE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THE FOLLOWING LIGHT DUTY STORAGE RACK SYSTEM COMPLIES WITH CHAPTER 22, DIVISION X OF THE 2001 CBC. PARAMETERS SHELVING UNITS & CATWALK SYSTEMS WILL BE ANALYZED AS AN ELEMENT UTILIZING THE FOLLOWING FORMULA. V= 2.5xCaxIxW/R <== SECTION 2228.5.2 &1630.2.1 WHERE Ca = 0.44 I= 1.0 R = 4.4 R= 5.6 <=== NOTE: Ca = 0.44 x Na, where Na = 1 <== FOR BRACED FRAME <== FOR MOMENT FRAMES W= LL/n+DL n= 1 1.4 <=== WORKING STRESS REDUCTION SPECIFICATIONS STEEL - Fy = 50000 PSI BOLTS - ASTM A307/GRD. 2 BOLT OR SIMILAR UNLESS OTHERWISE NOTED ANCHORS - 3/8"0 x 2-1 /2" MIN. EMBD. LDT CONCRETE SCREW ANCHOR ICBO 5890 SLAB - 5 IN x 2500 PSI SOIL - 1,000 PSF - MATERIAL HANDLING ENGINEERING PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 24 OF 52 CALCULATED BY M.T. DATE 8/28/03 TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 GENERAL CONFIGURATIONS: 1) POST 2) FOOTPLATE 3) ANCHOR 4) SHELVES 5) SHELF CLIP 6) PANELS 7) X-BRACES PROJECT BED BATH & BEYOND SElZMlC FOR BED BATH & BEYOND SHEET NO. 25 OF 52 a CALCULATED BY M.T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 STRESS = 0.32 STRESS = 0.60 STRESS(L) = 0.98 STRESS = 0.74 STRESS = 0.1 5 STRESS(T) = 0.06 OK OK OK SUMMARY & ELEVATION I COLUMN ELEVATION: A and A3 I BASE PLATE II LONG/TRANS X-BRACE 1 48" I OVERTURNING 11 7 " SLAB 81 SOIL I 4 I STRESS = 0.54 j OKI WEIGHT/ LVL - 64 LB SEISMIC ZONE - 4 I I STRESS = 0.1 8 STRESS = 0.06 SEIZMIC @ I 48 I' 13 1/2" MATERIAL HANDL~NG ENGINEERING TEL: (909) 869-0989 - FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 I COLUMN STRESS = 0.1 7 STRESS = 0.60 OK PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 8/28/03 SHEET NO. 26 OF 52 I BASE PLATE I LONG/TRANS X-BRACE STRESS = 0.32 STRESS = 0.1 2 STRESS(L) = 0.35 STRESS(T) = 0.03 OK SUMMARY & ELEVATION I OVERTURNING STRESS = 0.94 OK ELEVATION: A1 i SLAB & SOIL STRESS = 0.1 5 STRESS = 0.04 . -I----- 12" 12 +- 12 12 IC-- ':" 12" I 12" r 12" 12 12" :'" WEIGHT/ LVL - 32 LB SEISMIC ZONE - 4 BED BATH & BEYOND PROJECT FOR BED BATH & BEYOND SEIZMIC SHEET NO. 27 OF 52 e CALCULATED BY M.T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 809-0981 161 ATLANTIC AVENUE POMONA CA 91 768 I I 48 f SUMMARY & ELEVATION 19 l/Z",' ELEVATION: A2 I OVERTURNING SLAB & SOIL STRESS = 0.73 STRESS = 0.1 6 OK STRESS = 0.05 WEIGHT/ LVL - 48 LB SEISMIC ZONE - 4 i f 4 30" I 1 7" d PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SEIZMIC SHEET NO. 28 OF 52 @ CALCULATED BY M.T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING LEVEL wx(DL + LL) hx 1 5 LB 3.0 IN 2 69 LB 15.0 IN 3 69 LB 27.0 IN 4 69 LB 39.0 IN 5 69 LB 51 .O IN 6 69 LB 63.0 IN 7 69 LB 75.0 IN 8 69 LB 87.0 IN 9 69 LB 99.0 IN 10 69 LB 1 1 1 .O IN 11 69 LB 123.0 IN 12 69 LB 135.0 IN 13 69 LB 147.0 IN 833 LB TOTAL = TEL: (909) 869-0989 9 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 LOADS & DISTRIBUTION-A wx hx Fi Movt 0 IN-LB 15 0.0 LB 1,035 2.1 LB 32 IN-LE 1,863 3.8 LB 102 IN-LB 2,691 5.5 LB 21 3 IN-LB 3,519 7.2 LB 365 IN-LB 4,347 8.8 LB 557 IN-LB 5,175 10.5 LB 789 IN-LB 6,003 12.2 LB 1,062 IN-LB 6,83 1 13.9 LB 1,375 IN-LB 7,659 15.6 LB 1,729 IN-LB 8,487 17.3 LB 2,123 IN-LB 9,315 18.9 LB 2,557 IN-LB 10,143 20.6 LB 3,032 IN-LB 67,1383 136 LB 13,938 IN-LB RACK ANALYSIS WILL BE BASED ON CHAfTER 22, DIVISION X OF THE 1997 UBC, WHERE SEISMIC SHEAR IS DERIVED AS: V= 2.5xCaxIxW/R Ca = 0.44 1.4 <=== WORKING STRESS REDUCTION I= 1 R = 4.4 n= 1 <== BRACED FRAMES <== SINGLE ROW UNITS <== SHELF LEVELS <== SHELF LIVE LOAD <== SHELF DEAD LOAD #of SHELF LVLS = 12 SHELF LL = 64 LWLVL DVLEVEL = 5 LB/LVL TOTAL LL = 704 LB TOTAL DL = 60 LB SEISMIC SHEAR V = 2.5 x 0.44 x 1 x (704 LB / 1 + 60 LB) / 4.4 x 1.4 = 136 LB COLUMN 81 BRACE LOADS COLUMN LOADS: Pstatic = shelf-total/Z = 417LB Pseismic = Movt / dshelf = 547LB BRACE LOADS: Brace Octurence-long = 1.5 Pbrace-long = Vtotal x Brace Occurence = 205LB Brace Occurence-trans = 1.5 Ptotal = Pseismic + Pstatic Pbrace-trans = Vtotal x Brace Occurence = 963 LB = 205 LB MATERIAL HANDLTNG ENGINEERING TEL: (909) 8640989 FAX: (909) 869-0931 161 ATLANTIC AVENUE POMONA CA 91768 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 29 OF 52 CALCULATED BY M.T. DATE 8/28/03 STATIC COLUMN ANALYSIS : ANALYZED PER AIS1 & THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. 1 ~ Pcol= 41 7 LB I<=== Pstatic Kxlx/o~ = 1 *12 lN/0.39831 IN KyLy/y = 1 *12 lN/0.09535 IN = 30.1 125.9 (KL/r)max = 125.9 ro= (rxA2 + ryA2 + xoA2)AOS = 0.449 IN E= 1 -(xo/ro)A2 (EQ. C4.2-3) 0.833 Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2: SECTION PROPERTIES Fel= nA2E/(KL/r)max42 = 18.4 KSI (EQ C4.1-1) O~X= ITAZE/(KXLX/TX)A~ (EQ C3.1.2-7) = 320.8 KSI = 11 2.48 KSI = 104.1 KSI ut= 1 /AroA2[GJ+(nA2ECw)/(KtLt)h2] (EQ C3.1.2-9) Fez= ( 1 /2R)*~(uex+ut)-[(uex+ut)~2-(4*E*uex*ut)]~O.5~ (EQC4.1-1) Fe= 18.4 KSI Fy/2= 25.0 KSI SINCE, Fe < Fy/2 THEN, Fn= Fe = 18.4 KSI Pn= Aeff*Fn = 2,494 LB nc= 1.92 Pa= Pn/nc = 1,299 LB (EQ. C4-4) (EQ C4-2) (EQC4-1) t = 0.060 IN IX = 0.022 INA4 SX = 0.033 INA3 O( = 0.398 IN ly = 0.001 INA4 Sy = 0.005 INA3 ry = 0.095 IN X = 0.000 IN J = 0.0002 IN*4 CW = 0.0006 INA6 j = 1.926 IN xo = 0.183 IN Kx= 1.0 LX = 12.0 IN Ky = 1.00 Ly = 12.0 IN Kt = 1.0 Lt = 12.0 IN Fy= 50 KSI Aeff = 0.1 36 INA2 m = 0.910 IN Pcol/Pa= 0.32 < 1.0, OK G= 11,300 E= 29,500 KSI - MATERIAL HANDLING ENGINEERING PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 30 OF 52 CALCULATED BY M.T. DATE 8/28/03 EL: (909) 869-0989 FAX: (90s) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 SEISMIC COLUMN ANALYSIS : ANALYZED PER AIS1 & THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. Pcol= 963 LB 1 <=== Pstatic + Pseismic KxlX/r~ = 1 *12 lN/0.39831 IN KyLy/v = 1 *12 lN/0.09535 IN = 30.1 = 125.9 (KL/r)max = 125.9 ro= (rxA2 + ryA2 + xoh2)A0.5 = 0.449 IN 1- 1 5/8,'-/ l3= 1 -(xo/ro)A2 (EQ. C4.2-3) 0.833 Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2: SECTION PROPERTIES Fel = rrAZE/(KL/r)maxAZ (EQ C4.1-1) = 18.4 KSI ax= rrA2E/( KxLx/rx)A2 (EQ C3.1.2-7) t = 0.060 IN = 320.8 KSI = 11 2.48 KSI = 104.1 KSI Aeff = 0.1 36 INA2 at= 1 /AroA2[GJ+(rrA2ECw)/(KtLt)A2] (EQ C3.1.2-9) IX = 0.022 INA4 SX = 0.033 INA3 ly = 0.001 INA4 Sy = 0.005 INA3 ry = 0.095 IN X = 0.000 IN SINCE, Fe < Fy/2 m = 0.910 IN Fe2= (1 /2R)*{(oex+~t)-[(uex+Ut)~2-(4*R*oex*at)l~0.5) (EQ C4.1-1) rx = 0.398 IN Fe= 18.4 KSI Fy/2= 25.0 KSI THEN, Fn= Fe (EQ. C4-4) J = 0.0002 IN*4 CW = 0.0006 INA6 = 18.4 KSI j = 1.926 IN Pn= AefPFn (EQ C4-2) xo = 0.1 83 IN = 2,494LB Kx= 1.0 nc= 1.92 Ky = 1.00 Lx = 12.0 IN Ly = 12.0 IN Kt = 1.0 Pa= Pn/nc (EQ C4-1) Lt =: 12.0 IN Fy= 50 KSI = 1,299 LB Pcol/Pa= 0.74 -c 1.33, OK G = 11,300 E= 29,500KSI PROJECT BED BATH & BEYOND SElZMlC FOR BED BATH & BEYOND SHEFT NO. 31 OF 52 @ CALCULATED BY M .T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 8690989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 LONGITUDINAL CROSS BRACE ANALYSIS 11.11111 BRACING CAPACITY IS GOVERNED BY TENSION CAPACITY OF CROSS BRACING. Veff = Pbrace = 205 LB Vdiag = Veff * (Ldiag/Lhoriz) = 205 LB * 122 IN/48 IN = 520 LB <=== SEISMIC LOAD IN TENSION TENSION CAPACITY OF CABL E Tallow = 0.6 * Fy * AREA(gross) = 0.6 * 50000 PSI * 0.01 77 IN*2 = 530 LB Vdiagflallow = 0.98 < 1.33, OK DIAM. c- CABLE 0 = 0.1 50 IN H= 120.0 IN AREA(gross)= 0.01 8 IN42 Lhoriz=D= 48.00 IN Lvert=h= 1 12.0 IN Ldiag= 121.9 IN Fy= 50,000 PSI Fu= 65,000 PSI - MATERIAL HANDLING ENGINEERING Veff = Pbrace TEL: (909) 669-0989 FAX: (909) 8694981 161 ATLANTIC AVENUE POMONA CA 91 768 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 8/28/03 SHEET NO. 32 OF 52 1 TRANSVERSE CROSS BRACE ANALYSIS I Vdiag = Veff * (LdiagAhoriz) I = 205 LB * 38 IN / 24 IN = 328 LB <=== SEISMIC LOAD IN TENSION Tallow = 0.6 * Fy * AREA(gross) I = 0.6 * 55000 PSI * 0.1963 INA2 = 5,890 LB VdiagfTalIow = 0.06 < 1.33, OK ,--- DIAM. Lhorizontal CROSS BRACE MEMBER CABLE 0 = 0.500 IN H= 120.0 IN AREA(gross)= 0.1 96 lNA2 Lhoriz=D= 24.00 IN Lvert=h= 30.00 IN Ldiag= 38.42 IN Fy= 50,000 PSI Fu= 65,000 PSI PROJECT BED BATH & BEYOND MATERIAL HANDKNG ENGINEERING TEL: (909) 8640989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 FOR BED BATH & BEYOND SHEET NO. 33 OF 52 CALCULATED BY M .T. DATE 8/28/03 OVERTURNING ANANLYSIS Fn FULLY LOADED: Movt = 13,938 IN-LB Mst = 10,621 IN-LB Puplift = (Movt x 1.1 5 - Mst) / d d = 25.5 IN = [13938 x 1.1 5 - 106211 IN-LB / 25.5 IN = 212LB INTERACTION EQN. [212 LB/ 465 LB]A(l) + [68 LB/ 830 LB]A(l) = 0.54 < 1 .O THEREFORE OK ALLOWABLE TENSION = 465 LB ALLOWABLE SHEAR = 830 LB # OF ANCHORS/ B.P. = 1 A A A A A A I Fbase = (0.75)(Fy) = 27,000 PSI fa PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 34 OF 52 SElZMlC e CALCULATED BY M.T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POWNA CA 91768 """i ..... ...... ..... ...... ..... ...... ...... ...... ...... ...... ...... LONGITUDINAL BASE PLATE ....... ~ ............ ..... ', /:::::: /:....: .... P= Pcol+M/d = 417LB fa = P/A = Pcol/[(Deff.)( Beff.)] = 95 PSI M1 base/in = (W/in)(LA2)/2 = (fa)(blA2)/2 = 42 IN-LB Sbase/in = (1 )(tA2)/6 = 0.003 lN*3 // t - - 0.60 < 1.0 OK PROPERTIES: Beff. = 3.50 IN Deff. = 1.25 IN b = 1.63'IN bl = 0.94 IN t = 0.125 IN Fy = 36,000 PSI PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 35 OF 52 CALCULATED BY M .T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 TRANSVERSE BASE PLATE P= Pcol+M/d = 963 LB fa = P/A = Pcol/[(Deff.)( Beff.)] = 220 PSI M1 base/in = (W/in)(LA2)/2 = (fa)(bl*2)/2 = 11 IN-LB Sbase/in = (1 )(tA2)/,6 = 0.003 INA3 Fbase = (0.75)(Fy) = 27,000 PSI fb/Fb = Mbase/in/((Sbase/in)(Fbase)) - - 0.1 5 < 1.0 OK ..... ...... ..... ...... ..... ...... ..... ...... ..... ...... ..... ...... ..... ...... ..... ...... ...... ...... fa FImI.3 ..... PROPERTIES: Beff. = 1.25 IN Deff. = 3.50 IN b = 0.63 IN bl = 0.31 IN t = 0.125 IN Fy = 36,000 PSI . = 2.66 x (2500 PS1)AO.S = 133 PSI \ L Apunct = [(Weff.+t/Z)+(Deff.+t/Z)] x 2 x t /' L /' PROJECT BED BATH & BEYOND SElZMlC FOR BED BATH & BEYOND SHEET NO. 36 OF 52 @ CALCULATED BY M.T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 8694989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 = 37.57 IN-LB/[(4.17 IN"3)(162.5 PSI)] SLAB AND SOIL PER THE 1997 UNIFORM BUILDING CODE. 0.06 < 1.33 OK THESLABISCHECKEDFORPUNCTURESTRESS. IFNOPUNCTUREOCCURSTHESLABISASSUMEDTO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL HENCE, ACTING AS A FOOTING. CONCRETE IS REINFORCED. fv/Fv = P/[(Apunct)(Fpunct)] = 151 2 LB/[98 INA2 x 133 PSI x 0.651 SLAB TENSION Asoil = P/[1.33 x fs] = 1 51 2 LB/[ 1.33 x 1000 PSF/( 144IN4?/FT*2)] = 163.7 INA2 = (1 63.74 IN*2)A0.5 = 12.8 IN = [3.5 IN x 1.25 INJA0.5 + 5 = 7.1 IN b = (L-B)/2 = (1 2.8 IN - 7.09 IN)/2 = 2.9 IN L = AsoilA0.5 B = [(Weff.)(Deff.)]AO.S + t <==(SECTION 1922.7.5 (3)) 10.1 8 < 1.33 OK I Mconc = (w)(bA2)/2 = [(I .33)(fs)(bA2)]/[144 (INAZ/FT*Z) x 21 = [1.33 x 1000 PSI x (2.85 IN)A2]/[144 (INAZ/FTAZ) x 21 = 38 IN-LB Sconc = 1 IN x (tA2)/6 = 1 IN x (5 IN)A2/6 = 4.1 7 INA3 Fconc = 5 x 0 x f'cA0.5 = 5 x 0.65 x (2500 PS1)*0.5 = 162.5 PSI (SECTION 1909.3.5) ==> BASE PLATE Weff. = 3.5 IN Deff. = 1.3 IN CONCRETE t = 5.0 IN f'c = 2,500 PSI SOlL fS = 1,000 PSF 0= 0.65 DEPTH= 25.5 IN Mot= 13,938 IN-LB Pco~= 41 7 LB MATERIAL HANDLTNG ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE FOMONA 9 CA 91768 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 37 OF 52 CALCULATED BY M.T. DATE 8/28/03 NSF STORAGE RACKS . c MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 08/28/03 SHEET NO. OF 52 161 ATLANTIC STREET POMONA CA 91768 PAHAMt I tKS: STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, LONGITUDINAL AND TRANSVERSE DIRECTION. WHILE THE BRACING ACT TRANSVERSELY. 1. COLUMN. 2. BEAM. 3. BEAM TO COLUMN. 4. BASE PLATE. 5. HORIZONTAL BRACING. 6. DIAGONAL BRACING. 7. BACK CONNECTOR. P .-....... .--.*.........-, / !.. -.*..~........=-..._..I.+ TRANSVERSE LONGITUDINAL _____) TOP VIEW MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 TYPE K PROJECT BED BATH & BEYOND env BED BATH & BEYOND SHEET NO. 3y OF 52 CALCULATED BY M.T. DATE 08/28/03 c BASE PLATE 7 x 5 x .375 BASE PINNED .I MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 COLUMN BEAM .I 3x1 -518x1 3GA. 4 COLUMN STRESS =0.43 3-3/16 x 2-1/2 x 14 ga. MAX LOAD/LEVEL = 331 5 Ib. BEAM IS O.K. PROJECT BED BATH & BEYOND BED BATH & BEYOND OVERTURNING .I ANCHORSTRESS=0.18 # OF ANCHORS = 2 SHEET NO. Au OF 52 CALCULATED BY M.T. DATF 08/28/03 BRACING SLAB & SOIL HORIZONTAL 4 DIAGONAL .I .I 1 1/2 X 1-114 X 14 GA 1 1/2 X 1-1/4 X 14 GA PUNCT. STRESS=0.30 STRESS = 0.1 0 STRESS= 0.20 BENDING STRESS =0.19 TYPE H SPECIFICATION - MAIN STEEL 55000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 3/8 x 2-1/2 4lN. - FLOOR SLAB 5" X 2500 PSI. REINFORCED 144" - SOIL BEARING PRESSURE - SEISMIC ZONE 4. -TYPE = SINGLE ROW UNITS. 16" 1000 PSF 5" 141# - 124# II, 107# 89# 73# 58# - 4 -D 12# -' U U U l-, 96" -1 If. 48"4 IU = 96" SEXTION AXIAL FORCE MOMENT BEAM MOMENT I 1,700 Ib. 1,200 Ib. 1,000 Ib. 800 Ib. 600 Ib. 400 Ib. 200 Ib. 716 in.lb. 6,310 in.lb. 1,687 in.lb. 1,455 in.lb. 1,321 in.lb. 942 in.lb. 473 in.lb. 4,413 in.lb. c-std.conn. 4,298 in.lb. e-std.conn. 1,871 in.lb. e-std.conn. 1,688 in.lb. e-std.conn. 1,432 in.lb. e-std.conn. 1,007 in.lb. <-std.conn. 536 in.lb. e-stdxonn. PROJECT BED BATH & BEYOND BED BATH & BEYOND SElZMlC FOR SHEET NO. 4 OF 5a M.T. DATE 08/28/03 CALCULATED BY @ MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 7 TYPE K DESIGN LOAD = VARIES d BASE PLATE COLUMN BEAM d 3x1 -5/8X13GA. .I COLUMN STRESS =0.26 3-3/16 x 2-1/2 x 14 ga. 7 x 5 x .375 BASE PINNED MAX LOAD/LEVEL = 7,695 Ib. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL 4 HORIZONTAL 4 DIAGONAL d d ANCHOR STRESS = 0.59 1 1/2 X 1-1/4 X 14 GA 1 1/2 X 1-1/4 X 14 GA PUNCT. STRESS = 0.27 BENDING STRESS =0.16 # OF ANCHORS = 2 STRESS = 0.0 5 STRESS = 0.1 1 __ 161 ATLANTIC STREET POMONA CA 91768 TYPE K SPEC1 FlCATlON - MAIN STEEL 55000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 3/8 x 2- 12 I 16" - FLOOR SLAB 5" X 2500 PSI. REINFORCED 144" & 116" 5 - SOIL BEARING PRESSURE - SEISMIC ZONE 4. 1000 PSF L;t -TYPE = SINGLE ROW UNITS. 85# I I & 24"4 IU = 48" SECTION AXIAL FORCE MOMENT BEAM MOMENT ~ 1,025 750 625 500 375 250 125 Ib. Ib. Ib. Ib. Ib. Ib. Ib. 431 3,814 1,020 880 798 569 286 in.lb. in.lb. in.lb. in.lb. in.lb. in.lb. in.lb. 2,373 2,517 1,050 939 784 528 243 in.lb. in.lb. in.lb. in.lb. in.lb. in.lb. in.lb. e-std.conn. <-std.conn. <-std.conn. <-std.conn. e-std.conn. e-std.conn. e-std .con n . c MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 BED BATH & BEYOND PROJECT FOR BED BATH & BEYOND SHEET NO. 42 OF 52 08/28/03 DATF M.T. CALCULATED BY LOADS & DISTRIBUTION :TYPE H LIVE LOAD PER SHELF = WII = DEAD LOAD PER SHELF = Wdl = VARIES 100 Ib (BASED ON CLIENT SUPPLIED DATA) TOTAL LOAD PER FRAME = 3,400 Ib SEISMIC SHEAR BASED ON SECTION 1630.2.1 OF THE 1997 UBC WHERE V = ((2.5 x Ca x I) / R) x Wtotal Wtotal = (Wll + Wdl) x n n = # of shelves Seismic Zone = 4 Ca = 0.44 R(long) = 5.6 R(trans) = 4.4 I= Soil Coef. = Na = 1 Sd 1 .o LONGITUDIAL DIRECTION Vlong = (2.5 x 0.44 x 1)/(5.6) x W) / 1.4 = 477Ib w/ working stress reduction Fi= VWhi/ZWh TRANSVERSE DIRECTION Vtrans = (2.5 x 0.44 x 1 )/(4.4) x W / 1.4 = 607Ib w/ working stress reduction IU = 96" 141# Fi= VWhi/EWh PROJECT BED BATH & BEYOND BED BATH & BEYOND SElZMlC FOR SHEET NO. 43 OF 52 M.T. DATE 08/28/03 CALCULATED BY @ MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 LONGITUDINAL ANALYSIS :TYPE H THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE Vlong = 2 * Vcol = 477 Ib. VCOI = 239 Ib. F 1 = 5 Ib. F 6 = 49 Ib. F 2 = 23 Ib. F7= 56 Ib. F 3 = 29 Ib. F 4 = 35 Ib. F 5 = 42 Ib. BASE ASSUMED PINNED. Mbase = 0 in.lb. Mupper + Mlower = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Mlower Mconn = [Mupper + Mlower]/Z RESULTING FORCES ON COLUMN SECTION AXIAL LOAD rvlomvr Mconn 1700 1200 1000 800 600 400 200 71 5 6309 1687 1455 1321 942 472 441 2 4298 1871 1688 1431 1007 I 5 in. Muppcr Mconn "L" Mconn "R" M lower PROJECT BED BATH & BEYOND SElZMlC FOR BED BATH & BEYOND SHEET NO. 44 OF 52 @ CALCULATED BY M .T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING P- 3,049 LB M= 6,040 IN-LB TEL: (909) 889-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 IKAibvtrKst L- n <=== 604 LB x 10 1N ANALYZED PER AIS1 AND THE 2000 IBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. KxlX/m = 1.5*54 IN/I .24 IN KyLy/ry = 1 *42 lN/0.624 IN = 65.3 = 67.3 <=== (Kl/r)max AXlAL Fe= mA2E/(KL/r)maxAZ = 64.3 KSI Fy/2= 27.5 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy( 1 -Fy/4Fe) = 55 KSI*[ 1-55 KS1/(4*64.3 KSI)] = 43.2 KSI Pn= Aeff*Fn A= 3.000 IN = 23,605LB B= 3.000 IN flc= 5/3 + (3/8)*R - ( 1 /8)*RA3 C= 0.750 IN = 1.88 t = 0.897 IN Pa= Pn/nc Aeff = 0.546 INA2 IX = 0.839 INA4 = 23605 LB/1.87698074938211 SX = 0.559 INA3 = 12,576 LB ly = 0.21 3 IN*4 Sy = 0.247 INA3 ry = 0.624 IN LX = 54.0 IN Ly = 42.0 IN Fy= 55 KSI SECTION PROPERTIES P/Pa= 0.24 > 0.15 rx = 1.240 IN FLEXURE CHECK: P/Pa + (Cmx*Mx)/(Max*px) 5 1.33 P/Pao + Mx/Max 5 1.33 Pno= Ae*Fy Kx= 1.5 = 0.546 INA2 *55000 PSI = 30,030LB Ky= 1.0 = 30030 LB/1.87698074938211 = 15,999 LB = 0.247 INA3 * 55000 PSI Pao= Pno/nc E= 29,500 KSI Myield=My= SY*Fy nf= 1.67 = 13,585 IN-LB Cmx- 1.00 Max= My/nf Cb= 1.0 = 13585 IN-LW1.67 = 8,135 IN-LB = 1~*2*29500 KSI/(1.5*54 IN)A2 Pcr= nA2EI/(KL)maxA2 px= { 1 /[ 1 -(nc*P/Pcr)] )A-1 = {l/[l-(1.87698074938211*3049 LB/372 = 37,232LB = 0.85 THUS, (3049 LB/I 2576 LB) + (1*6040 IN-LB)/(8135 IN-LB*0.85) = (3049 LB/15999 LB) + (6040 IN-LB/8135 IN-LB) = 1.1 2 < 1.33, OK 0.93 < 1.33, OK PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 45 OF 52 CALCULATED BY M.T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 * FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 LVNW I UUINAL LUL- I ~rt n ANALYZED PER AIS1 AND THE 2000 IBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P- 1,200 LB M= 6,310 IN-LB KXWIX = 1.5*54 IN/1.24 IN KyLy/ry = 1 *42 IN/0.624 IN = 65.3 = 67.3 <=== (Kl/r)max AXlAl Fe= nAZE/(KL/r)rnaxA2 = 64.3 KSI Fy/2= 27.5 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy( 1 -Fy/4Fe) = 55 KSI*[1-55 KS1/(4*64.3 KSI)] SECTION PROPERTIES = 43.2 KSI = 23,605 LB = 1.88 = 23605 LB/1.87698074938211 = 12,576 LB Pn= Aeff*Fn A= 3.000 IN B= 3.000 IN fk= 5/3 + (3/8)*R - (1 /8)*R"3 C= 0.750 IN t = 0.897 IN IX = 0.839 INA4 SX = 0.559 INA3 ly = 0.21 3 INA4 Sy = 0.247 INA3 ry = 0.624 IN LX = 54.0 IN Ly = 42.0 IN Fy= 55 KSI Pa= Pn/f2c Aeff = 0.546 IN*2 P/Pa= 0.10 < 0.15 TX = 1.240 IN FLEXURE CHECK: P/Pa + Mx/Max I 1.33 Pno= Ae*Fy Kx = 1.5 = 0.546 INA2 *55000 PSI = 30,030LB Ky= 1.0 = 30030 LB/1.87698074938211 = 15,999 LB = 0.559 INA3 * 55000 PSI Pao= Pno/flc E= 29,500 KSI Myield=My= Sx*Fy nf= 1.67 = 30,745 IN-LB Crnx- 1.00 Max= My/f2f Cb= 1.0 = 30745 IN-LW1.67 = 18,410 IN-LB = nA2*29500 KSI/( 1.5*54 IN)A2 = 37,232LB = 0.94 Pcr= nAZEI/( KL) rnaxA2 px= { 1 /[ 1 -(nc*P/Pcr)] ]A-1 = {1/[1-(1.87698074938211*1200 LB/372 THUS, (1 200 LB/12576 LB) + (631 0 IN-LB/184l 0 IN-LB) = 0.42 < 1.33, OK c 1 @ SElZMlC PROJECT BED BATH & BEYOND BED BATH & BEYOND SHEET NO. Ab OF 52 08/28/03 CALCULATED BY M.T. DATE MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 BEAM ANALYSIS :TYPE H BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL. MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR 2,000 in.lb. WHICH EVER IS SMALLER) WILL BE ADDED. lact = 96.0 in. lmax = [1950 + 1200(Ml/M2)]b/Fy lmax = 3150*b/Fy = 143 in. SINCE lmax > lact Fb = .60Fy = 33,000 psi. MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON t = .0747 in. SINCE M11M2 = 1 .O 1) BENDING CAPACITY M = SX* Fb = wIA2/8 = 25971 in.lb. CAPACITY = 2(8*M/I) = 38471b. Sx = 0.787 in.^3 Ix = 1.287 in.^4 2) MAXIMUM ALLOWABLE DEFLECTION (LI180). A = 5~1"4/384EI CAPACITY = 2[(384EI)/(5*180*lA2)] = 351 51b. MAXIMUM STATIC LOAD PER LEVEL IS 3,515 Ib. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. LEVEL 1 2 3 4 5 6 7 Mstatic = wIA2/8 = LIVE.LOAD*L/(2*8) Mallow(static) = Sx * Fb Mimpact = 1.1 25*Mstatic Mseismic = Mconn (SEE LONG. ANALYSIS) Mstatic Mimpact Mallow Mseismic Mallow RESULT 5400 6075 25971 441 2 34627 GCm 5400 6075 25971 4298 34627 GCm 5400 6075 25971 1871 34627 GCm 5400 6075 25971 1688 34627 GCm 5400 6075 25971 1431 34627 Giloco 5400 6075 25971 1007 34627 GCm 5400 6075 25971 536 34627 Goco Mallow(seismic) = 1.33 * Sx * Fb 1.125 Mstatic (static) (seismic) - PROJECT BED BATH & BEYOND SElZMlC FOR BED BATH & BEYOND SHEET NO. 47 OF 52 a CALCULATED BY M.T. DATE 8/28/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 BEAM TO COLUMN ANALYSIS: Mconn max= Mconn. seismic + Mend =(5,698 IN-LB 1 CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS: 1 SHF,AR CAPACITY OF STUDS STUD DIAMETER= 7/16 IN Fy= 50,000 PSI Pmax-shear= 0.4 * Fy * Area = 0.4 * 50000 PSI * (0.4375 IN)*2 *n/4 = 3,006.6 LB 2) BEARING CAPACITY ON COLUMN Fu= 65,000 PSI Pmax-brg= Bearing Area * Fbearing = (tmin * thickness) * (1.2 * Fu) = 3,071.3 LB > 3006.6 LB = (0.4375 IN * 0.09 IN) * (1.2 *65000 PSI) 3) MOMENT CAPACITY OF BRACKET Mcap= Sbracket * Fbending = 0.1 3 IN*3 * 0.66 * Fy = 4,290 IN-LB C= Mcap/0.75 = 1.67 * PI Mupper fl( Mconn Mconn w 'd Mlower I/ I 2 " 2 " I THUS, P1= 0.798 * Mcap - c= P1 + P2 + P3 = P1 +P1*(2.514.5)+P1*(0.5/4.5) = 1.67*P1 Sbracket= 0.1 30 IN*3 = 3,423 IN-LB > 3006.6 LB THUS, GOVERNING VALUE IS THE MIN VALUE OF P1, Pl-eff= 3,007 LB 1-5/8" 4 Mconn-allow= P1*4.5 IN + P2*2.5 IN + P3*0.5 IN = 5.94 * PI -eff * 1.33 = 23,812 IN-LB > Mconn max, OK PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND . - MATERIAL HANDLING ENGINEERING SHEET NO. 48 OF 52 CALCULATED BY M .T. DATE 8/28/03 TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 SI tr tstD 01 LH~D suxl2 DETERMINE THE EFFECTIVE SECTION PROPERTIES OF THE MEMBER WELD SHOWN BELOW. THE EFFECT OF THE ROUNDED CORNERS ARE TAKEN INTO ACCOUNT. TYPE "A" WELD BEAM & WELD INFO A= 3.1875 IN B= 2.5 IN C= 1.75 IN D= 0.75 IN t-weld* = 0.1 25 IN Fu-weld= 70,000 PSI Fy-base metal= 50,000 PSI * t-eff= t-weld * 0.7071 TYPE "Bl' WELD TYPE "C" WELD \ I I WELD SECTION PROPERTIES 0.1 25 INCH THICK, TYPE "A" WELD AREA=] 0.497 INA2 I MOMENT CAPACITY= 15,763 IN-LB TYPE 'ID" WELD l-c-t E4 SX= 10.21 INA3 I 1 EFFECTIVE SECTION PROPERTY FOR WELD* * TAKES INTO ACCOUNT 0.707 1 REDUCTION FACTOR ELEMENT I WIDTH I HEIGHT I Y-BAR ELEM. 1 AREA I Y-BAR I I 0.0000 INA2 i i ! i i i i i i i i i i 0.0000 INA4 1 0.0000 IN 0.0000 IN 0.0000 IN 2 0.0884 IN 3.1 875 IN 1.5938 IN 0.0000 INA2 : i : I: i: i: I : i : I : i 0.0000 INA4 3 0.0000 IN 0.0000 IN 0.0000 IN 4 0.0000 IN 0.0000 IN 0.0000 IN 0.0000 INA2 ~:~:;:~:;:~:;:~: . . . . . . . . 0.0000 INA4 0.0000 INA2 i:::::i:::i:!::: 0.0000 INA4 5 0.0000 IN 0.0000 IN 0.0000 IN 6 0.0884 IN 2.4375 IN 1.21 88 IN 0.21 54 INA2 : i: I : i: i: i : : I : i 0.1 1 64 lNA4 I . . . . . . . . 0.2817 INA2 :::-:.:-:*:.:-:. . . . . . . . , . . . . . . . 0.2460INA4 . . . . . . . . . . . . . . . . * . . . . . . . ........ .. ...... . . . . . . . . IAREA= 0.4972 lNA2 y bar= 1.431 IN WELD MOMENT CAPACITY UN DER SE I S MI C IOADING Ix= 0.3624 INA4 Fbase-metal= 0.6*Fy-base metal = 30,000 PSI Fweld= 0.3*Fu = 21,000 PSI Feffective= 21,000 PSI CAPACITY= Feff * Sx-weld * 1.33 = 21 000 PSI * 0.206 INA3 * 1.33 =[5,763 IN-LB ] MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 PROJECT BED BATH & BEYOND - FOR BED BATH & BEYOND SHEET NO. 44 OF 52 CALCULATED BY M.T. DATE 08/28/03 161 ATLANTIC STREET POMONA CA 91768 TRANSVERSE ANALYSIS : BRACING :TYPE H ' IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING : COMPRESSION MEMBER L diag. = [ ( L-6)A2+(D-2*Bco1)A2]A.5 = 55.3 Vdiag =Vtrans * Ldiag. / D kl/rmin = [ 1 * 55.3 1 / 505 = 699# = 109.5 Fa =E1 2~~~2El/[23(kl/r)~2] = 12445 psi. fa/Fa =Vdiag/(Area*Fa) = 0.20 DI= 55.3" H - D= 48" 4 T L= 42" L 1 DIAGONAL AND HORIZONTAL BRACING Area= .288 'IA2 w= 1.5 " H= 1.25 " -f rmin= .505 " t= .0747 " c / SEIZMIC MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 PROJECT BED BATH & BEYOND en m BED BATH & BEYOND OF 52 SHEET NO. CALCULATED BY M.T. DATF 08/28/03 OVERTURNING :TYPE H ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 1997 Uniform Building code. FULLY LOADED TOTALSHEAR = 607 Ib. Mot = Vtrans * ht * 1.15 = 607 * 107 * 1.15 = 74848 in.lb. Mst = z(Wp+.85wDL) * d/2 = ( 2700+.85 * 700) * 4812 = 79080 in.lb. Puplift = l(Mot - Mst)ld Puplift e= 0 NO UPLIFT TOP SHELF LOADED SHEAR = 71 Ib. Mot = Vtop * h * 1.15 = 71 * 144 * 1.15 = 11828 in.lb. Mst = (Wp+wDL) * d/2 = ( 300+.85 * 700) * 48/2 = 21480 in.lb. Puplift = l(Mot - Mst)/d Puplift <= 0 NO UPLIFT USE 2 ea. 3/8 x 2-1/2 MIN. EMBED. MIN. EMBED. ANCHOR. t t- L 141# w 124# - 107# 89# 73# 58# II+ - I, --. 12# CAPACITY OF 318 x 2-1/2 MIN. EMBED. = 640 Ib. PULLOUT & 830 Ib. SHEAR COMBINED STRESS1 = 0 / 1280 + 303 / 1660 = 0.1 8 COMBINED STRESS2 = 0 / 1280 + 35 I1660 = 0.02 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 08/28/03 PROJECT . SHEET NO. si OF 52 161 ATLANTIC STREET POMONA CA 91768 BASE PLATE :TYPE H BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh12 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. PCOI = 3259 Ib. B = 7 in. D = 5 in. b = 3 in. bl = 2 in. t = .375 in. P/A = Pcol/(D*B) = 93.12 psi. Mbase = wIA2/2 = IA2/2(fa) Mbase = 186.2 in.lb. Sbase = 1*tA2/6 = 0.023 in.*3 fb/Fb = M base/(S base*Fbase) = 0.2 2 1 Fbase = .75Fy * 1.33 = 36000 psi. fa i .-" MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 PROJECT BED BATH & BEYOND en D BED BATH & BEYOND run SHEET NO. 52. OF 52 CALCULATED BY M .T. DATE 08/28/03 SLAB AND SOIL :TYPE H THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. (a) PUNCTURE Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD Pmax = 1.4 * Pcol + 1.7 * (Motld) = 5,031 Ib. Fpunct = 2*sqrt(f'c) = 100.0 psi. Apunct = [(w+t/2)+(d+t/2)]*2*t = 170.0 in."2 fv/Fv = Pmax/(Apunct*Fpunct) = 0.3 0 (b) SLAB TENSION Asoil = Pmax/(1.33 * fsoil) = 3.77 ft.^2 = 543 in."2 L = sqrt(Asoi1) = 23.3 in. B = sqrt(w*d) + t = 10.9 in. b = (L-B)/2 = 6.2 in. Mconc = wbA2/2 = (1 .33*fsoil*bA2)/(144*2) = 177.8 in.lb. Sconc = 1*tA2/6 = 4.17 in."3 Fconc = 50 *sqrt(f'c) = 225.00 psi. fb/Fb = Mconc/(Sconc*Fconc) = 0.1 9 BASE PLATE w = 7 in. d = 5 in. CONCRETE t = 5 in. f'c = 2500 psi. - SOIL fs = 1000 psf. SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 STORAGE RACKS DRIVE-IN RACKS CANTILEVER RACKS MEZZANINES CONVEYORS CAROUSELS PUSHBACKRACKS RACK BUILDINGS STEEL SHELVING MOVABLE SHELVING STORAGE TANKS MODULAR OFFICES GONDOLAS BOOKSTACKS FLOW RACKS FOOTINGS SEISMIC ANALYSIS STRUCTURAL DESIGN CITY APPROVALS STATE APPROVALS PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION PERMITTING SERVICES ALASKA ARIZONA CALIFORNIA COLORADO CoNNEcTlCUT GEORGIA IDAHO ILLINOIS INDIANA KANSAS MICHIGAN MINNESOTA MISSOURI MONTANA NEVADA NEW MEXICO OHIO OKLAHOMA OREGON PENNSYLVANIA TEXAS UTAH VIRGINIA WASHINGTON WISCONSIN STORAGE FIXTURES BED BATH & BEYOND 1905 CALLE BARCELONA CARLSBAD, CA 92009 JOB #03-0921 161 ATLANTIC STREET POMONA CA 91768 EL : (909)869-0989 FAX : (909)869-0981 BED BATH & BEYOND PROJECT FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 2 OF 49 MATERIAL HANDLING ENGINEERING TEL: (909) 8694989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 TABLE OF CONTENTS TITLE PAGE TABLE OF CONTENTS RAPID RACK LIGHT DUTY FIXTURE ANALYSIS PROJECT SCOPE & SPECIFICATIONS GENERAL CONFIGURATIONS SUMMARY & ELEVATIONS LOADS & DISTRIBUTION LONGTTCIDINAL/TRANSVERSE ANALYSIS COLUMN ANALYSIS BEAM TO COLUMN ANALYSIS BEAM ANALYSIS OVERTURNING ANALYSIS SLAB & SOIL ANALYSIS WIRE WELD LIGHT DUTY FIXTURE ANALYSIS ANALYSIS PROJECT SCOPE & SPECIFICATIONS GENERAL CONFIGURATIONS SUMMARY & ELEVATIONS LOADS & DISTRIBUTION COLUMN ANALYSIS BRACE ANALYSIS ANALYSIS OVERTURNING ANALYSIS BASE PLATE ANALYSIS SLAB & SOIL ANALYSIS NSF STORAGE RACK ANALYSIS PROJECT SCOPE & PARAMETERS CONFIGURATIONS SPECIFICATIONS LOADS & DISTRIBUTION LONGITUDINAL ANALYSIS COLUMN ANALYSIS BEAM ANALYSIS BEAM TO COLUMN ANALYSIS TRANSVERSE BRACE ANALYSIS OVERTURNING ANALYSIS BASE PLATE ANALYSIS SLAB & SOIL ANALYSIS PAGE 1 2 3 TO 20 4 5 6T0 12 13 14 15TO 16 17 18 19 20 21 TO35 22 23 24 TO 26 27 28 TO 29 30 TO 31 32 33 TO 34 35 36 TO 49 37 38 39 TO 40 41 42 43 44 45 46 47 48 49 MATERIAL HANDLING ENGINEERING EL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTtC AVENUE POMONA CA 91768 BED BATH & BEYOND PROJECT FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 3 OF 49 RAPID RACK LIGHT DUTY FIXTURES BED BATH & BEYOND BED BATH & BEYOND PROJECT FOR CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 4 OF 49 MATERIAL HANDLING ENGINEERING TEL: (909) 8640989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 LIGHT DUTY STORAGE RACKS PROJECT SCOPE THE PURPOSE OF THIS ANALYSIS-IS TO SHOW THAT THE FOLLOWING L~GHT DUTY STORAGE RACK SYSTEM COMPLIES WITH CHAPTER 22, DIVISION X OF THE 1997 UBC. PARAMETERS SHELVING UNITS &/OR CATWALK SYSTEMS WILL BE ANALYZED AS AN ELEMENT UTILIZING THE FOLLOWING FORMULA V= 2.5xCaxIxW/R <== SECTION 2228.5.2 811 630.2.1 WHERE: Ca = 0.44 I= 1.0 R = 4.4 <== FORBRACEDFRAME R= 5.6 W = LL/n + DL <=== NOTE: Ca = 0.44 x Na, where Na = 1 <== FOR MOMENT FRAMES n= 1 <=== SGL ROW 1.4 <=== WORKING STRESS REDUCTION SPECIFICATIONS STEEL - Fy = 36000 PSI BOLTS - A307 UNLESS OTHERWISE NOTED RIVETS - Fy = 50,000 PSI ANCHORS - 3/8"0 x 2-1 /2" MIN. EMBD. LDT CONCRETE SCREW ANCHOR ICBO #5890 SHELVES - PARTICLE BOARD OR PLYWOOD SLAB - 5 IN x 2500 PSI SOIL - 1,000 PSF MATERIAL HANDLTNG ENGINEERING TEL: (909) 8640989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 5 OF 49 NOTE: THIS IS THE TRIBUTARY SYSTEM BEING ANALYZED. PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SEIZMIC SHEET NO. 6 OF 49 @ CALCULATED BY M.T. DATE 7/14/03 MATE RIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 OVERTURNING I1 DOUBLE RIVET CONNECTION STRESS = 0.06 STRESS = 0.73 OK OK ELEVATION: TYPE "B" I---- 9611 I I SLAB & SOIL STRESS = 0.1 0 STRESS = 0.01 SEISMIC ZONE - 4 WEIGHT/ LVL - 17 5 LB t- "'1 SUMMARY: I II COLUMN BEAM #2 DRB II BEAM #1 DRC 1J APH = 0.39 TP = 0.63 I STRESS = 0.26 I OK OK STRESS = 0.58 BED BATH & BEYOND BED BATH & BEYOND PROJECT FOR CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 7 OF 49 MATERIAL HANDLING ENGINEERING L 96" EL: (909) 669-0989 FAX: (909) 669-0981 161 ATLANTIC AVENUE POMONA CA 91 768 I' SUMMARY & ELEVATION APH = 0.55 TP = 0.88 OK ELEVATION: TYPE "Ca" STRESS = 0.49 STRESS = 0.22 OK OK 22 1/2" I I OVERTURNING I DOUBLE RIVET CONNECTION STRESS = 0.26 STRESS = 0.61 OK OK I SLAB & SOIL STRESS = 0.1 2 STRESS = 0.02 SEISMIC ZONE - 4 WEIGHT/ LVL - 120 LB I- ""1 - MATERIAL HANDLING ENGINEERING OVERTURNING II DOUBLE RIVET CONNECTION I TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 I SLAB & SOIL PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 8 OF 49 SUMMARY & ELEVATION ELEVATION: TYPE "Cb" 9' SEISMIC ZONE - 4 WEIGHT/ LVL - 100 LB f 24"+ SUMMARY: COLUMN II BEAM #2 DRB II BEAM #1 DRC I I APH = 0.52 TP = 0.83 I STRESS = 0.44 OK I STRESS = 0.20 OK STRESS = 0.28 ou I STRESS = 0.56 OK STRESS = 0.1 2 STRESS = 0.02 I. J I I OVERTURNING II DOUBLE RIVET CONNECTION II SLAB & SOIL - MATERIAL HANDLING ENGINEERING PROJECT BED BATH 81 BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 9 OF 49 TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATlANTfC AVENUE POMONA CA 91768 SUMMARY & ELEVATION ELEVATION: TYPE “Ea“ I 22 1/2” 22 1 1/2” 22 -1 1/2“ rl I 55 1/2” . i i I i .: . : : e . . i i I i i i -! : . . . b . : SEISMIC ZONE - 4 WEIGHT/ LVL - 120 LB SUMMARY: COLUMN II II BEAM #1 DRBZ I I APH = 0.55 I TP = 0.88 I STRESS = 0.84 I OK I STRESS = 0.26 STRESS = 0.50 STRESS = 0.1 2 STRESS = 0.02 I PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 10 OF 49 CALCULATED BY M.T. DATE 7/14/03 MATERIAL HANDLING ENGINEERING . : r i J i 12" ! 12" 1 12" I 12" : i . r t 12" - s" : r * TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 SUMMARY & ELEVATION I OK1 I OVERTURNING II DOUBLE RIVET CONNECTION SLAB & SOIL ELEVATION: TYPE "Eb" STRESS = 0.60 OK SEISMIC, ZONE - 4 WEIGHT/ LVL - 175 LB STRESS = 0.53 STRESS = 0.32 OK STRESS = 0.1 8 SUMMARY: COLUMN 1'1 BEAM #1 DRBZ I APH = 0.43 I TP = 0.69 I STRESS = 0-89 OK I .. r 9" .I PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 11 OF 49 MATERIAL HANDLING ENGINEERING TEL: (909) 669-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 . . I SUMMARY & ELEVATION OVERTURNING II DOUBLE RIVET CONNECTION STRESS = 0.55 STRESS = 0.32 OK OK ELEVATION: TYPE "F" L 48" 1 1 SLAB & SOIL STRESS = 0.33 STRESS = 0.1 9 i i . : . t : . i I : SEISMIC ZONE - 4 WEIGHT/ LVL - 40 LB SUMMARY: I1 COLUMN II BEAM #2 DRBLP II BEAM #1 DRBZ Jl APH = 0.59 TP = 0.94 I STRESS = 0.93 OK I STRESS = 0.54 OK PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SElZMlC SHEET NO. 12 OF 49 e CALCULATED BY M.T. DATE 7/14/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 I COLUMN II BEAM #2 DRBLP II BEAM #1 DRBZ 1 APH = 0.59 STRESS = 0.87 STRESS = 0.51 TP- 0.94 OK OK OK SUMMARY & ELEVATION 1 OVERTURNING STRESS = 0.54 OK ELEVATION: TYPE "G" NOTE: (2) ANCHOR REQ'd PER INTERIOR FOOT PLATE I DOUBLE RIVET CONNECTION II SLAB & SOIL I STRESS = 0.30 STRESS = 0.38 OK STRESS = 0.24 12" I 3'" SEISMIC ZONE - 4 WEIGHT/ LVL - 37 LB I 34 1/2" .. LEVEL wx(DL + LL) hx wx hx 1 10 LB 3.0 IN 30 2 185 LB 36.0 IN 6,660 3 185 LB 72.0 IN 13,320 4 185 LB 108.0 IN 19,980 5 185 LB 144.0 IN 26,640 6 0 LB 0.0 IN 0 7 0 LB 0.0 IN 0 8 0 LB 0.0 IN 0 9 0 LB 0.0 IN 0 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 13 OF 49 MATERIAL HANDLING ENGINEERING TEL: (909) 669-0989 FAX: (909) 669-0981 161 ATLANTIC AVENUE POMONA CA 91768 LOADS 81 DISTRIBUTION-TYPE 'IB" Fi Movt 0.0 LB 0 IN-LB 10.5 LB 379 IN-LB 21.0 LB 1,515 IN-LB 31.6 LB 3,408 IN-LB 42.1 LB 6,058 IN-LB 0.0 LB 0 IN-LB 0.0 LB 0 IN-LB 0.0 LB 0 IN-LB 0.0 LB 0 IN-LB RACK ANALYSIS WILL BE BASED ON CHAPTER 22, DIVISION X OF THE 1997 UBC, WHERE SEISMIC SHEAR IS DERIVED AS: .750 LB TOTAL = V= 2.5xCaxIxW/R 1.4 <=== WORKING STRESS REDUCTION Ca= 0.44 I= 1 R= 4.4 <== BRACED FRAMES R= 5.6 <== MOMENT FRAMES n= 1 #of SHELF LVLS = 5 <== ACTUAL SHELF LEVELS <== ACTUAL SHELF LIVE LOAD <== ACTUAL SHELF DEAD LOAD SHELF LL = 175 LB/LVL DULEVEL = 10 LB/LVL TOTAL LL = 700 LB TOTAL DL = 50 LB SnR V = 2.5 x 0.44 x 1 x (700 LB / 1 + 0 LB / 4 + 50 LB) / 5.6 x 1.4 = 105 LB I 1 66,630 105 LB I 11,360 IN-LB #OF LVLS x 0.0 x 1.0 x 1.0 x 1.0 x 1.0 x 0.0 x 0.0 x 0.0 x 0.0 x 4.0 NOTE: THERE ARE ONLY 5 MOMENT RESISTING BEAMS, THE LOADS OF THE 5 SHELVES ARE DISTRIBUTED ACCORDINGLY - MATERIAL HANDLING ENGINEERING TEL: (909) 869-0969 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 14 OF 49 LONGITUDINAL & TRANSVERSE ANALYSIS a UMN FORCES Mbase = 0 IN-LB Pcol(seismic) = MoWd = 237LB <==BASE ASSUMED TO BE PINNED VCOI = V/2 = 53 LB <==PLEASE SEE LOADS & DISTRIBUTION PAGE Mcol( 1-1 ) = Vcol x hi - Mbase PCOl(1-1) = 375 LB = 53 LB x 3 IN - 0 IN-LB = 158 IN-LB McoI(2-2) = [Vcol - zFi/2] x hi/2 = [53 - 01 LB x 33 IN / 2 = 868 IN-LB PcoI(2-2) = 370 LB SJMN CHE McoI(3-3) = 852 IN-LB McoI(4-4) = 663 IN-LB McoI(5-5) = 379 IN-LB McoI(6-6) = 0 IN-LB BEAM TO COLUMN MOMENTS Mconn( 1-1 ) = [Mcol( 1-1 ) + Mco1(2-2)] / 2 Mconn(2-2) = 860 IN-LB Mconn(3-3) = 757 IN-LB Mconn(4-4) = 521 IN-LB Mconn(5-5) = 189 IN-LB Mconn(6-6) = 0 IN-LB = 51 3 IN-LB PcoI(3-3) = 278 LB PcoI(4-4) = 1 8 5 LB PcoI(5-5) = 93 LB PcoI(6-6) = 0 LB <== CONNECTION CHECK .. PROJECT BED BATH 81 BEYOND SEIZMIC FOR BED BATH 8I BEYOND SHEET NO. 15 OF 49 e CALCULATED BY M .T. DATE 7/14/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA * CA 91 768 COLUMN ANALYSIS-DBL ANGLE ANALYZED PER AIS1 & THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. Ptotal= 370 LB Mmax= 868 IN-LB KXWIX = 1.2*36 INl0.812 IN KyLy/v = 1.2*36 lNl0.6364 IN = 53.2 . 1 -7/8" = 67.9 <=== (Kl/r)max Fe= nA2E/(KUr)maxA2 = 63.2 KSI I Fy/2= 18.0 KSI 1 SINCE, Fe > Fy/2 THEN, Fn= Fy( 1 -Fy/4Fe) = 36 KSI*[1-36 KS1/(4*63.2 KSI)] = 30.9 KSI Pn= Aeff*Fn = 12,313 LB fk= 1.92 SECTION PROPERTIES t = 0.080 IN Pa= Pn/k = 72313 LB/1.92 = 6,413 LB Aeff = 0.399 INA2 P/Pa- 0.06 < 0.15 IX = 0.263 INA4 SX = 0.1 40 INA3 ly = 0.1 62 INA4 Sy = 0.1 1 8 INA3 ry = 0.636 IN LX = 36.0 IN Ly = 36.0 IN FLEXURE CHECK P/Pa + Mx/Max I 1.33 rx = 0.81 2 IN Pno= Ae*Fy = 0.399 INA2 *36000 PSI = 14,358 LB Kx= 1.20 Pao= Pno/nc = 14358 LB/1.92 Ky= 1.20 = 7,478 LB = 0.1 18 lNA3 * 36000 PSI = 4,239 IN-LB Myield=My= Sx*Fy Fy= 36 KSI E= 29,500KSI Max= My/nf Of= 1.67 = 4239 IN-LB/1.67 Cmx- 1.00 = 2,538 IN-LB Cb= 1.0 Pcr- nA2EI/(KL)maxA2 = 1~A2*29500000 PSI/( 1.2*36 IN)A2 px= I 1 /[ 1 -( nc*P/Pcr)] ]A-1 = 41,025 LB = {1/[1-(1.92*370 LB/41025 LB)])A-l = 0.98 THUS, (370 LB/6413 LB) + (868 IN-LBI2538 IN-LB) = 0.39 < 1.33, OK PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SElZMlC SHEET NO. 16 OF 49 @ CALCULATED BY M.T. DATE 7/14/03 MATERIAL HANDLING ENGINEERING EL: (909) 869-0989 FAX: (909) 868-0981 161 ATLANTIC AVENUE POMONA 9 CA 91768 COLUMN ANALYSIS-T POST ANALYZED PER AIS1 & THE 1997 UBC. SECTION PROPEPTIES BASED ON THE EFFECTIVE SECTION. Ptotal= 370 LB Mmax= 868 IN-LB Kxlx/r~ = 1.2*36 IN/0.6158 IN = 70.2 I 1-1 /2" 14 GA. I KyLy/v = 1.2*36 IN/0.5391 IN = 80.1 <=== (Kl/r)max AXIAL Fe= nA2E/( KL/r)maxA2 = 45.3 KSI Fy/2= 18.0 KSI SINCE, Fe > Fy/2 -I- 1-3/8" - I- I- 3" THEN, Fn= Fy( 1 -Fy/4Fe) = 36 KSI*[l-36 KS1/(4*45.3 KSI)] = 28.9 KSI = 7,868 LB Pn= Aeff*Fn nc= 1.92 Pa= Pn/nc SECTION PROPERTIES t = 0.075 IN = 7868 LB/1.92 = 4,098 LB Aeff = 0.273 INA2 P/Pa= 0.09 < 0.15 IX = 0.1 03 INA4 FLU(URE SX = 0.073 IN*3 ly = 0.079 INA4 Sy = 0.076 INA3 ry = 0.539 IN Kx = 1.20 Lx = 36.0 IN Ky= 1.20 Ly = 36.0 IN CHECK: P/Pa + Mx/Max I 1.33 rx = 0.61 6 IN Pno= Ae*Fy = 0.273 INA2 "36000 PSI = 9,816 LB = 981 6 LBt'1.92 = 5,113 LB = 0.073 INA3 * 36000 PSI = 2,613 IN-LB Pao= Pno/nc Myield=My= Sx*Fy Fy= 36 KSI E= 29,500 KSI Max= My/fZf f2f= 1.67 = 261 3 IN-LB/1.67 Pcr= nAZEI/(KL)maxAZ Cmx= 1.00 = 1,564 IN-LB Cb= 1.0 = nA2*29500000 PSI/(1.2*36 IN)"2 w= { 1 /[ 1 -(nc*P/Pcr)] ]A-1 = 16,133 LB = {1/[1-(1.92*370LB/16133 LB)]]A-l = 0.96 THUS, (370 LB/4098 LB) + (868 IN-LB/1564 IN-LB) = 0.63 < 1.33, OK PROJECT BED BATH & BEYOND BED BATH & BEYOND FOR CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 17 OF 49 MATERIAL HANDLING ENGINEERING TEL: (909) 889-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 CHECK CAPACITY OF DOUBLE RIVET BEAM CONNECTION SINCE THE FRAME IS ASSUMED TO RESIST THE SEISMIC LOADS AS A MOMENT RESISTING FRAME, THE CAPACITY OF THE RIVET BEAM CONNECTION SHALL BE DETERMINED. Mconn= Mseismic + Mstatic = 1,580 IN-LB CAPACITY OF STUD IN SHEAR Vallow= 0.4 * Fy * AREA * 1.33 = 1,440 LB Vallow= 0.22* Fu * AREA * 1.33 = 1,440 LB BEARING CAPACITY OF STUDS brg.allow= stud 0 x tmin x Fu x 1.33 = 1,625 LB Mallow= Vallow * d = 2,160 IN-LB > Mconn OK -t 4 1 1/2" 0= 0.250IN tmin= 0.075 IN AREA= 0.049 INK! Fy= 55,000 PSI Fu-METAL= 65,000 PSI Fu-RIVETI 100,000 PSI PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SElZMlC SHEET NO. 18 OF 49 e CALCULATED BY M .T. DATE 7/14/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA - CA 91 768 SHELF ANALYSIS THE SHELF SHALL BE ANALYZED TO DETERMINE THE ADEQUACY OF THE COMPONENTS TO CARRY THE GIVEN STATIC LOADS. ASSUME PARTlALL Y F/X€D SUPPORTED END CONDITIONS. SHELF LOAD(DL+LL)= 180 LB/LVL BEAM TYPE 1: DRC Mmax = wLA2/12 = (1 80 LB * 0.5 * 96)/12 = 720IN-LB fb= M/S = 720 lN-LB/0.28121 INA3 = 2,560 PSI Fb= 0.6*Fy = 0.6 * 36000 PSI = 21,600 PSI fb/Fb-static= 0.1 2 < 1.0 BEAM TYPE 1 OK Mmax(seismic+static) = 1,580 IN-LB fb/Fb-seismic= [Mmax(seismic+static)/Sx] / Fb - - 0.26 < 1.33 BEAM TYPE 1 OK BEAM TYPE 2: DRB Mmax = wLA2/12 = (1 80 LB * 0.5 * 48)/12 = 360 IN-LB fb= M/S = 360 IN-LWO.12643 INA3 = 2,847 PSI Fb= 0.6*Fy = 0.6 * 36000 PSI = 21,600 PSI fb/Fb-static= 0.1 3 < 1.0 BEAM TYPE 1 OK Mmax(seismic+static) = 1,580 IN-LB fb/Fb-seismic= [Mmax(seismic+static)/Sx] / Fb 0.58 < 1.33 BEAM TYPE 1 OK - - t 3'3"'1 .075" - BEAM TYPE 1: DRC SX= 0.28INA3 L= 96.0 IN d= 48.0 IN Fy = 36,000 PSI BEAM TYPE 2: DRB SX- 0.13 INA3 L= 96.0 IN d= 48.0 IN Fy = 36,000 PSI .. PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 19 OF 49 MATERIAL HANDLING ENGINEERING TEL: (909) 889-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 OVERTURNING ANANLYSWSTATIC UNITS Fn FULLY LOADED: Movt = 1 1,360 IN-LB Mst = 5 LVLS x (175 LB + 10 LB) x 48 IN / 2 = 22,200 IN-LB Puplift = (Movt x 1.1 5 - Mst) / d = [13064 - 222001 IN-LB / 48 IN = -190 LB INTERACTION EQN. [0 LB/ 465 LB]*(l) + [53 LB/ 830 LB]*(l) = 0.06 < 1 .O THEREFORE OK d = 48.0 IN ALLOWABLE TENSION = 465 LB ALLOWABLE SHEAR = 830 LB ## OF ANCHORS/ B.P. = 1 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 20 OF 49 MATERIAL HANDLING ENGINEERING EL: (909) 869-0969 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 = 2.66 x (2500 PSl)AO.5 = 133 PSI 7L b /' SLAB AND SOlL PER THE 7997 UNIFORM BUILDING CODE. ........... ............ ....................... ........... - B /A THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS THE SLAB IS ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL HENCE, ACTING AS A FOOTING. CONCRETE IS REINFORCED. Apunct = [(Weff.+t/Z)+(Deff.+t/Z)] x 2 x t /' L I' fv/Fv = P/[(Apunct)(Fpunct)] = 920 LB/[1 1 1 INA2 x 133 PSI x 0.651 10.10 < 1.33 OK lB) SLAB TENSION Asoil = P/[ 1.33 x fs] = 920 LB/[ 1.33 x 1 000 PSF/( 144lNA2/FTA2)] = 99.6INA2 L = AsoilA0.5 = (99.64 INA2)AO.S = 10.0 IN = r3.75 IN x 2.375 INlA0.5 + 5 B = [(Weff.)(Deff.)]A0.5 + t = 8.0 IN b = (L-B)/2 <==(SECTION 1922.& (3)) = (9.98 IN - 7.98 IN)/2 = 1.0 IN Mconc = (w)(bA2)/2 = [(1.33)(fs)(bA2)]/[144 (INA2/FTA2) x 21 = [ 1.33 x 1000 PSI x (1 IN)A2]/[144 (1NA2/FTA2) x 21 = 5 IN-LB Sconc = 1 IN x (tA2)/6 = 1 IN x (5 IN)*2/6 = 4.1 7 INA3 Weff. = 3.8 IN Deff. = 2.4 IN CONCRETE t = 5.0 IN fc= 2,500PSI SOlL fs = 1,000 PSF Fconc = 5 x 0 x f'cA0.5 (SECTION 1909.3.5) ==> 0- 0.65 = 5 x 0.65 x (2500 PSl)AO.5 DEPTH= 48.0 IN PcoI- 370LB - = 162.5 PSI Mot= 1 1,360 IN-LB fb/Fb = Mconc/[(Sconc)(Fconc)] = 4.61 IN-LB/[(4.17 IN"3)(162.5 PSI)] 111 <1. 3 OK - MATERIAL HANDLING ENGINEERING TEL: (909) 8694989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 21 OF 49 WIRE WELD LIGHT DUTY FIXTURES .. - MATERIAL HANDLING ENGINEERING PROJECT BED BATH 81 BEYOND FOR BED BATH 81 BEYOND CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 22 OF 49 TEL: (909) 669-0989 FAX: (909) 869-0931 161 ATLANTIC AVENUE POMONA CA 91768 PRO IFC T SCOP E THE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THE FOLLOWING LIGHT DUTY STORAGE RACK SYSTEM COMPLIES WITH CHAPTER 22, DIVISION X OF THE 2001 CBC. PARAMETERS SHELVING UNITS & CATWALK SYSTEMS WILL BE ANALYZED AS AN ELEMENT UTILIZING THE FOLLOWING FORMULA: V= 2.5xCaxIxW/R <== SECTION 2228.5.2 dt1630.2.1 WHERE: Ca = 0.44 I= 1.0 R = 4.4 R = 5.6 <== FOR MOMENT FRAMES W= LL/n+DL n= 1 1.4 <=== WORKING STRESS REDUCTION <=== NOTE: Ca = 0.44 x Na, where Na = 1 <== FOR BRACED FRAME SPECIFICATIONS STEEL - Fy = 50000 PSI BOLTS - ASTM A307/GRD. 2 BOLT OR SIMILAR UNLESS OTHERWISE NOTED ANCHORS - 3/8"0 x 2-1 /2" MIN. EMBD. LDT CONCRETE SCREW ANCHOR ICBO 5890 SLAB - 5 IN x 2500 PSI SOIL - 1,000 PSF .. - MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M .T. DATE 7/14/03 SHEET NO. 23 OF 49 MATERIAL HANDL~NG ENGINEERING EL: (909) 869-0989 FAX: (909) 869-0981 161 ATIANTIC AVENUE POMONA CA 91768 OK OVERTURNING PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND OK1 OK .It SLAB & SOIL SHEET NO. 24 OF 49 CALCULATED BY M.T. DATE 7/14/03 SUMMARY & ELEVATION ELEVATION: A and A3 I 1 48" 112" 1 --+ 7" WEIGHT/ LVL - 64 LB SEISMIC ZONE - 4 I COLUMN II BASE PLATE II LONG/TRANS X-BRACE I I STRESS = 0.32 STRESS = 0.74 STRESS = 0.60 STRESS = 0.1 5 STRESS(L) = 0.98 I STRESSU) = 0.06 STRESS = 0.54 OK STRESS = 0.1 8 STRESS = 0.06 .. STRESS = 0.1 7 STRESS = 0.32 STRESS(L) = 0.35 STRESS = 0.60 STRESS = 0.1 2 STRESS(T) = 0.03 PROJECT BED BATH 81 BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 25 OF 49 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 I OK1 , OK1 OK OVERTURNING It1 SLAB & SOIL SUMMARY & ELEVATION ELEVATION: A1 I- 18.-l - 1 WEIGHT/ LVL - 32 LB SEISMIC ZONE - 4 I STRESS = 0.1 5 STRESS = 0.04 I STRESS = 0.94 I OKI - MATERIAL HANDLING ENGINEERING TEL: (909) 669-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M .T. DATE 7/14/03 SHCET NO. 26 OF 49 SUMMARY & ELEVATION i ELEVATION: A2 1 t- 48" ' COLUMN II BASE PL I WEIGHT/ LVL - 48 LB SEISMIC ZONE - 4 rE II LONG/TRANS X-BRACE I STRESS = 0.25 STRESS = 0.46 SfRESS(L) = 0.50 STRESS = 0.67 STRESS = 0.1 4 STRESS(T) = 0.03 OK OK OK r OVERTURNING I* SLAB & SOIL STRESS = 0.73 STRESS = 0.1 6 OK STRESS = 0.05 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SElZMlC SHEET NO. 27 OF 49 @ CALCULATED BY M .T. MATERIAL HANDLING ENGINEERING TEL: (909) 669-0989 FAX: (909) 669-0981 161 ATLANTIC AVENUE POMONA CA 91 768 LB RACK’ANALYSIS WILL BE BASED ON CHAPTER 22, DIVISION X OF THE 1997 UBC, WHERE SEISMIC SHEAR IS DERIVED AS: V= ZSxCaxIxW/R 1.4 <=== WORKING STRESS REDUCTION I= 1 R = 4.4 n= 1 <== SINGLE ROW UNITS Ca= 0.44 <== BRACED FRAMES <== SHELF LEVELS <== SHELF LIVE LOAD <== SHELF DEAD LOAD #of SHELF LVLS = 12 SHELF LL = 64 LB/LVL DULEVEL = 5 LB/LVL TOTAL LL = 704 LB TOTAL DL = 60 LB SEISMIC SHEAR V = 2.5 x 0.44 x 1 x (704 LB / 1 + 60 LB) / 4.4 x 1.4 = 136LB LEVEL I wx(DL + LL) I hx I wx hx 1 I 5 LB I 3.0 IN 15 2 3 4 5 6 7 8 9 10 11 12 13 69 LB 69 LB 69 LB 69 LB 69 LB 69 LB 69 LB 69 LB 69 LB 69 LB 69 LB 69 LB 15.0 IN 27.0 IN 39.0 IN 51 .O IN 63.0 IN 75.0 IN 87.0 IN 99.0 IN 1 1 1 .O IN 123.0 IN 135.0 IN 147.0 IN 1,035 1,863 2,691 3,519. 4,347 5,175 6,003 6,83 1 7,659 8,487 9,315 10,143 I I I 833 LB TOTAL= I 67,083 a) AD Fi 0.0 LB 2.1 LB 3.8 LB 5.5 LB 7.2 LB 8.8 LB 10.5 LB 12.2 LB 13.9 LB 15.6 LB 17.3 LB 18.9 LB 20.6 LB Movt 0 IN-LB 32 IN-LB 102 IN-LB 21 3 IN-LB 365 IN-LB 557 IN-LB 789 IN-LB 1,062 IN-LB 1,375 IN-LB 1,729 IN-LB 2,123 IN-LB 2,557 IN-LB 3,032 IN-LB I 136 LB I 13,938 IN-LB COLUMN LOADS: Pstatic = shelf-total/Z = 417 LB Pseismic = Movt / dshelf = 547 LB BRACE LOADS: Brace Occurence-long = 1.5 Pbrace-long = Vtotal x Brace Occurence = 205LB Brace Occurence-trans = 1.5 Ptotal = Pseisnlic + Pstatic Pbrace-trans = Vtotal x Brace Occurence = 963 LB = 205LB - MATERIAL HANDLING ENGINEERING PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M .T. DATE 7/14/03 SHEET NO. 28 OF 49 TEL: (909) 8694989 FAX: (909) 869-0981 161 ATIANTIC AVENUE POMONA CA 91 768 STATIC COLUMN ANALYSIS : ANALYZED PER AIS1 & THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. I Pcol= 41 7 LB I<=== Pstatic KX~/IX = 1 *12 lN/0.39831 IN KyLy/w = 1 *I 2 IN/0.09535 IN = 30.1 125.9 (KVr)max = 125.9 ro= (rxW + ryA2 + xoA2)AO.S = 0.449 IN E= 1 -(xo/ro)A2 (EQ. C4.2-3) 0.833 Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2: SECTION PROPERTIES Fel= rrfQE/(KL/r)maxA2 = 18.4 KSI (EQ C4.1-1) ex= n*ZE/(KxLx/rx)A2 (EQ C3.1.2-7) = 320.8 KSI = 11 2.48 KSI = 104.1 KSI at= 1 /AroA2[GJ+(nA2ECw)/(KtLt)h2] (EQ C3.1.2-9) Fe2= (1 /2R)*{(uex+at)-[(~ex+t~t)~2-(4*R*~ex*t~t) JA0.5 1 Fe= 18.4 KSI Fy/2= 25.0 KSI SINCE, Fe .c Fy/2 THEN, Fn= Fe = 18.4 KSI Pn- Aeff*Fn = 2,494LB ll~= 1.92 Pa= Pn/nc = 1,299 LB (EQ. C4-4) (EQ C4-2) (EQ C4- 1 ) t = 0.060 IN Aeff = 0.1 36 INA2 IX = 0.022 INA4 SX = 0.033 INA3 rx = 0.398 IN ly = 0.001 INA4 Sy = 0.005 INA3 ry = 0.095 IN X = 0.000 IN J = 0.0002 INA4 CW = 0.0006 IN*6 j = 1.926 IN xo = 0.1 83 IN Kx= 1.0 Lx = 12.0 IN Ky = 1.00 Ly = 12.0 IN Kt = 1 .O Lt = 12.0 IN Fy= 50 KSI (EQ C4.1-1) m = 0.910 IN Pcol/Pa= 0.32 < 1.0, OK G= 11,300 E= 29,500 KSI PROJECT BED BATH & BEYOND SElZMlC FOR BED BATH & BEYOND SHEET NO. 29 OF 49 MATERIAL a HANDLING ENGINEERING CALCULATED BY M.T. DATE 7/14/03 TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE = POMONA CA 91768 SEISMIC COLUMN ANALYSIS : ANALYZED PER AIS1 81 THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. I Pcol= 963 LB I<=== Pstatic + Pseismic KxWm = 1 *12 lN/0.39831 IN KyLy/v = 1 *12 lNl0.09535 IN = 30.1 = 125.9 (KVr)max = 125.9 ro= (rxA2 + ryA2 + xoA2)AO.S = 0.449 IN I 1 f----- 1 5/8" -4 R= 1 -(xo/ro)A2 (EQ. C4.2-3) 0.833 Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2: SECTION PROPERTIES Fel = wVE/(KL/r)rnaxAZ = 18.4 KSI (EQ C4.1-1) .ex= ~rA2E/(KxLx/rx)A2 (EQC3.1.2-7) = 320.8 KSI = 11 2.48 KSI = 104.1 KSI st= 1 /AroA2[GJ+(+ZECw)/(KtLt)h2] (EQ C3.1.2-9) Fez= ( 1 /2R)*{ (ex+&)-[ (uex+d) * 2-( 4*R*uex*~t)]~0.5} Fe= 18.4 KSI Fy/2= 25.0 KSI SINCE, Fe < Fy/2 THEN, Fn= Fe = 18.4 KSI Pn= Aeff*Fn = 2,494 LB fk= 1.92 Pa= Pn/nc = 1,299 LB Pcol/Pa= 0.74 < 1.33, OK (EQ. C4-4) (EQ C4-2) (EQ C4-1) t = 0.060 IN Aeff = 0.1 36 INA2 IX = 0.022 INA4 SX = 0.033 INA3 O( = 0.398 IN ly = 0.001 lNA4 ry = 0.095 IN X = 0.000 IN m = 0.910 IN J = 0.0002 INA4 CW = 0.0006 IN*6 j = 1.926 IN XO = 0.1 83 IN Kx= 1.0 Lx = 12.0 IN Ky = 1 .OO Ly = 12.0 IN Kt= 1.0 Lt = 12.0 IN Fy- 50 KSI (EQ C4.1-1) Sy OiO05 lN"3 G= 11,300 E= 29,500 KSI PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 71.1 4/03 SHEET NO. 30 OF 49 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA 9 CA 91 768 LONGITUDINAL CROSS BRACE ANALYSIS BRACING CAPACITY IS GOVERNED BY TENSION CAPACITY OF CROSS BRACING. Veff = Pbrace = 205 LB Vdiag = Veff * (Ldiag/Lhoriz) = 205 LB * 122 IN / 48 IN = 520 LB <=== SEISMIC LOAD IN TENSION TENSION CAPACITY 0 F CABLE Tallow = 0.6 * Fy * AREA(gross) = 0.6 * 50000 PSI * 0.01 77 INA2 = 530 LB Vdiagflallow = 0.98 < 1.33, OK ,-- DIAM. Lv CROSS BRACE MEMBER CABLE 0 = 0.1 50 IN H= 120.0 IN AREA(gross)= 0.01 8 INA2 Lhoriz=D= 48.00 IN Lvert=h= 11 2.0 IN Ldiag= 121.9 IN Fy= 50,000 PSI Fu= 65,000 PSI I. MATERIAL HANDL~NG ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 PROJECT BED BATH 81 BEYOND FOR BED BATH & BEYOND CALCULATED BY M .T. DATE 7/14/03 SHEET NO. 31 OF 49 TRANSVERSE CROSS BRACE ANALYSIS BRACING CAPACITY IS GOVERNED BY TENSION CAPACITY OF CROSS BRACING. Veff= Pbrace = 205 LB Vdiag = Veff * (Ldiag/Lhoriz) = 205LB*38IN/24IN = 328 LB <=== SEISMIC LOAD IN TENSION TENSION CAPACITY OF CABLE Tallow = 0.6 * Fy * AREA(gross) = 0.6 * 55000 PSI * 0.1 963 IN*2 = 5,890 LB Vdiagflallow = 0.06 -c 1.33, OK r-- DIAM. cal M CROSS BRACE MEMBER CABLE 0 = 0.500 IN H= 120.0 IN AREA(gross)= 0.1 96 IN*2 Lhoriz=D= 24.00 IN Lvert=h= 30.00 IN Ldiag= 38.42 IN Fy= 50,000 PSI Fu= 65,000 PSI PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SElZMlC SHEET NO. 32 OF 49 @ CALCULATED BY M .T. DATE 7/14/03 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 - EL 4 EL 3 EL 2 EL 1 Fl 0" 161 ATIANTIC AVENUE POMbNA CA 91 768 OVERTURNING ANANLYSIS - - - - - FULLY LOADED: Movt = 13,938 IN-LB Mst = 10,621 IN-LB Puplift = (Movt x 1.15 = [13938~ 1.15-10621]IN-LB/25.5lN = 212LB Mst) / d INTERACTION EQN. [212 LB/ 465 LB]*(l) + [68 LB/ 830 LB]*(l) = I I I I d = 25.5 IN t- d-i 0.54 < 1 .O THEREFORE OK ALLOWABLE TENSION = 465 LB ALLOWABLE SHEAR = 830 LB # OF ANCHORS/ B.P. = 1 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SElZMlC SHEET NO. 33 OF 49 e CALCULATED BY M .T. DATE 7/14/03 MATERIAL HANDLING ENGINEERING fa TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 CONGlTUDlNAL BASE PLATE ..... ...... ..... ...... ..... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ..... P = Pcol+M/d = 417LB fa = P/A = Pcol/[( Deff.)(Beff.)] = 95 PSI MI base/in = (W/in)(LA2)/2 = (fa)(bl A2)/2 = 42 IN-LB Sbase/in = (l)(t*2)/6 = 0.003 IN*3 Fbase = (0.75)(Fy) = 27,000 PSI fb/Fb = Mbase/in/((Sbase/in)(Fbase)) - - 0.60 < 1.0 OK h A A A h )"''''~ / PROPERTIES: Beff. = 3.50 IN Deff. = 1.25 IN b= 1.63 IN bl = 0.94IN t = 0.125 IN Fy = 36,000 PSI PROJECT BED BATH & BEYOND BED BATH & BEYOND FOR CALCULATED BY M .T. DATE 7/14/03 SHEET NO. 34 OF 49 MATERIAL HANDLING ENGINEERING TEL: (909) 669-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91 768 TRANSVERSEBASE PLATE P = Pcol+M/d = 963 LB fa= P/A = Pcol/[(Deff .)(Beff.)] = 220 PSI M1 base/in = (W/in)(LAZ)bZ = (fa)(bl = 11 IN-LB Sbase/in = (l)(tA2)/6 = 0.003 1NA3 Fbase = (0.75)(Fy) = 27,000 PSI fb/Fb = Mbase/in/( (Sbase/in)( Fbare)) - - 0.1 5 -e 1.0 OK I I I ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ..... AAAAA. fa PROPERTIES Beff. = 1.25 IN Deff. = 3.50 IN b = 0.63 IN bl = 0.31 IN t = 0.1 25 IN Fy = 36,000 PSI PROJECT BED BATH & BEYOND FOR BED BATH 81 BEYOND CALCULATED BY M.T. DATE 7/14/03 SHEET NO. 35 OF 49 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 SLAB AND SOIL PER THE 7 997 UNIFORM BUILDING CODE. THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS THE SLAB IS ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL HENCE, ACTING AS A FOOTING. CONCRETE IS REINFORCED. fA) PUNCTURF P = 1.4 x Pco + 1.7 x Moddepth 1.4 x 41 6.5 LB + 1.7 x 13938 IN-LB / 25.5 IN = 1,512 LB Fpunct = 2.66 x (F'cA0.5) = 2.66 x (2500 PS1)AO.S = 133 PSI <==(SECTION 1922.5.4) Apunct = [(Weff.+t/2)+(Deff.+t/2)] x 2 x t / L 7' = [(3.5 IN + 5 IN/2) + (1.25 IN + 5 IN/2)] x 2 x 5 IN = 98 INA2 fv/Fv = P/[(Apunct)(Fpunct)] = 151 2 LB/r98 INA2 x 133 PSI x 0.651 10.1 8 < 1.33 OK I 1 I /B) SLAB TENSION Asoil = P/[1.33 x fs] = 1 51 2 LB/[ 1.33 x 1000 PSF/( 1441NA2/FTA2)] = 163.7 INA2 = (1 63.74 INA2)AO.S = 12.8 IN = C3.5 IN x 1.25 INlA0.5 + 5 = 7.1 IN b = (L-B)/2 = 2.9 IN L = AsoiPO.5 B = [(Weff.)(Deff.)]A0.5 + t <==(SECTION 1922.7.5 (3)) = (1 2.8 IN - 7.09 IN)/2 Mconc = (w)(bA2)/2 = [(1.33)(fs)(bh2)]/[144 (INA2/FTA2) x 21 = [1.33 x 1000 PSI x (2.85 IN)A2]/[144 (INA2/FTA2) x 21 = 38 IN-LB Sconc= 1 INx(tA2)/6 = 1 IN x (5 IN)*Z/6 = 4.1 7 INA3 Fconc = 5 x 0 x f'cAO.5 = 5 x 0.65 x (2500 PS1)AO.S = 162.5 PSI (SECTION 1909.3.5) ==> $- Weff. = 3.5 IN Deff. = 1.3 IN CONCRETE t = 5.0 IN f'c = 2,500 PSI sa!= fs = 1,000 PSF 0- 0.65 DE!TH= 25.5 IN Mot= 13,938 IN-LB Pco~= 41 7 4B , fb/Fb = Mconc/[(Sconc)(Fconc)] = 37.57 IN-LB/[(4.17 INA3)( 1 62.5 PSI)] 0.06 c 1.33 OK I w MATERIAL HANDLING ENGINEERING PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. 36 OF 49 CALCULATED BY M.T. DATE 7/14/03 TEL: (909) 869-0989 * FAX: (909) 869-0981 NSF STORAGE RACKS .. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 P R 0 JECT BED BATH & BEYOND ena BED BATH & BEYOND SHEET NO. 39 OF& CALCULATED BY M.T. DATF 07/14/03 PARAIIIIETERS: STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, LONGITUDINAL AND TRANSVERSE DIRECTION. WHILE THE BRACING ACT TRANSVERSELY. 1. COLUMN. 2. BEAM. 3. BEAM TO COLUMN. 4. BASE PLATE. 5. HORIZONTAL BRACING. 6. DIAGONAL BRACING. 7. BACK CONNECTOR. TRIBUTARY AREA ....................... TRANSVERSE .... LONG ITU DlNAL - TOP VIEW a SElZMlC MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 PROJECT BED BATH & BEYOND cns BED BATH & BEYOND SHEET NO. 250 0 FA CALCULATED BY M .T. DATE 0711 4/03 CONFIGURATIONS TYPE H TYPE K *. #- 96" -$ & 48"- PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND SHEET NO. m OFL ' MATERIAL HANDLING ENGINEERING CALCULATED BY M .T. DATE 07/14/03 TEL: (909)869-0989 FAX: (909)869-0981 300 Ib. 300 Ib. 300 Ib. 300 Ib. 300 Ib. 300 Ib. ~. 7 6 5 4 2 3 900 Ib. 1 I I 161 ATLANTIC STREET POMONA CA 91768 98#+ r ;; 1 ib F 57# -bg# L TYPE H SPECIFICATION - MAIN STEEL 55000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE - FLOOR SLAB 5" X 2500 PSI. REINFORCED 144" 318 x 2-112 MIN. 16" f - SOIL BEARING PRESSURE - SEISMIC ZONE 4. -TYPE = SINGLE ROW UNITS. 1000 PSF 9' OVERTURNING d ANCHORSTRESS=0.18 # OF ANCHORS = 2 BRACING SLAB & SOIL HORIZONTAL 4 DIAGONAL d 1 112 X 1-114 X 14 GA 1 112 X 1-1/4 X 14 GA PUNCT. STRESS=0.30 STRESS = 0.2 0 BENDING STRESS =0.19 STRESS = 0.1 0 141# 124# 107# 89# 73# 58# 7 - - - -+ 12# b 1 1,700 Ib. 2 1,200 Ib. 3 1,000 Ib. 4 800 Ib. 5 600 Ib. 6 400 Ib. 7 200 Ib. 716 in.lb. 6,310 in.lb. 1,687 in.lb. 1,455 in.lb. 1,321 in.lb. 942 in.lb. 473 in.lb. 4,413 in.lb. <-std.conn. 4,298 in.lb. c-std.conn. 1,871 in.lb. c-std.conn. 1,688 in.lb. <-std.conn. 1,432 in.lb. c-std.conn. 1,007 in.lb. <-std.conn. 536 in.lb. <-std.conn. TYPE H DESIGN LOAD = VARIES BASE PLATE I COLUMN I BEAM ~~ ~ 3x1 -5/8X13GA. d COLUMN STRESS =0.43 3-3/16 x 2-1/2 x 14 ga. MAXLOAD/LEVEL= 3,515 Ib. BEAM IS O.K. 7 x 5 x .375 BASE PINNED PROJECT BED BATH & BEYOND BED BATH & BEYOND SElZMlC FOR SHEET NO. @ OF 44 CALCULATED BY M.T. DATE 07/14/03 a MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 BASE PLATE 7 x 5 x .375 BASE PINNED 4 161 ATLANTIC STREET POMONA CA 91768 COLUMN BEAM COLUMN STRESS =0.26 3-3/16 x 2-1/2 x 14 ga. .I 3x1 -518x1 3GA. 4 MAX LOAD/LEVEL= 7,695 Ib. BEAM IS O.K. TYPE K OVERTURNING .I ANCHOR STRESS =OS # OF ANCHORS = 2 1 8" 16" f SPECIFICATION - MAIN STEEL 55000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE - FLOOR SLAB 5" X 2500 PSI. REINFORCED 144" 318 x 2-1/2 MIN. EM - SOIL BEARING PRESSURE - SEISMIC ZONE 4. - TYPE = SINGLE ROW UNITS. 1000 PSF BRACING SLAB & SOIL HORIZONTAL 4 DIAGONAL 4 .i 1 1/2 X 1 -1/4 X 14 GA 1 112 X 1-1/4 X 14 GA PUNCT. STRESS = 0.27 STRESS= 0.05 STRESS = 0.1 1 BENDING STRESS =0.16 200 Ib. 67# 200 Ib. 200 Ib. 200 Ib. 200 Ib. 200 Ib. 59k r 7 6 5 4 2 3 35# '~ !I i7# I- 42 " 85# 75# 64# 54# 44# 35# - - L - - --+ 6# # 48" 4 4 24"$/ IU = 48" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1,025 Ib. 750 Ib. 625 Ib. 500 Ib. 375 Ib. 250 Ib. 125 Ib. 431 in.lb. 3,814 in.lb. 1,020 in.lb. 880 in.lb. 798 in.lb. 569 in.lb. 286 in.lb. 2,373 in.lb. e-std.conn. 2,517 in.lb. e-std.conn. 1,050 in.lb. c-std.conn. 939 in.lb. c-std.conn. 784 in.lb. e-std.conn. 528 in.lb. e-std.conn. 243 in.lb. c-std.conn. I TYPE K DESIGN LOAD = VARIES MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 PROJECT BED BATH & BEYOND FOR BED BATH & BEYOND CALCULATED BY M.T. DATE 0711 4/03 SHEET NO. 4.1 OF& 161 ATLANTIC STREET POMONA CA 91768 LOrADS & DISTRIBUTION :TYPE K VARES 50 Ib -- LIVE LOAD PER SHELF = WII = _I I (BASED OM ClIEPlT SUPPLIED DATA) DEAD LOAD PER SHELF = Wdl = TOTAL LOAD PER FRAME = 2,050 Ib SEISMIC SHEAR BASED ON SECTION 1630.2.1 OF THE 1997 UBC WHERE V = ((2.5 x Ca x I) / R) x Wtotal Wtotal = (WII + Wdl) x n n = # of shelves Seismic Zone = 4 I= 1 Ca = 0.44 Soil Coef. = Sd R(iong) = 5.6 R(trans) = 4.4 200 Ib. 67# 59# 200 Ib. 200 Ib. 50# 200 Ib. 42# 200 Ib. 35# 200 Ib. 27# 5 7 6 5 4 3 2 LONGITUDIAL DIRECTION Vlong = (2.5 x 0.44 x = 288Ib Fi= VWhi/XWh TRANSVERSE DIRECTION Vtrans = (2.5 x 0.44 x = 366Ib Fi= VWhi/XWh 1)/(5-6) x W) / 1.4 w/ working 1)/(4.4) x w / 1.4 w/ working I .. Na =, 1.0 1- 48" -4 IU = 48" stress stress - reduction reduction 4 24"- 85# 4 75# L 64# 54# 44# 35# L --.., L * 6# - MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91 768 PR 0 J ECT BED BATH & BEYOND EnD BED BATH & BEYOND SHEET NO. 44 OFA CALCULATED BY 07/14/03 DATE M.T. LONGITUDINAL ANALYSIS :TYPE K THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR ATTHE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE Vlong = 2 * Vcol = 288 Ib. VCOI = 144 Ib. F 1 = 3 Ib. F 6 = 30 Ib. F2 = 14 Ib. F 7 = 34 Ib. F3 = 18 Ib. F4 = 21 Ib. F 5 = 25 Ib. 5 In. BASE ASSUMED PINNED. Mbase = 0 in.lb. Mupper + Mlower = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Mlower Mconn = [Mupper + Mlower]/2 RESULTING FORCES ON COLUMN SECTION AXIAL LOAD MOMENT Mconn 1025 750 625 500 375 250 125 431 381 3 1019 879 798 569 285 2372 251 6 1049 939 783 527 Mupper Mconn "L" Mconn "R' Mbase +ski- //// // 101 11 // 1 '. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 PROJECT BED BATH & BEYOND BED BATH & BEYOND SHEET NO. CALCULATED BY M.T. DATE 07/14/03 COLUMN IS ANALYZED PER AIS1 COLD-FORMED STEEL DESIGN MANUAL. Pmax = 750 Ib. Mmax = 3,814 in.lb. Kxlx/rx = 1.2 * 54 / 1.24 = 52.3 Kyly/ry = .8 * 42 / .624 = 53.8 <-GOVERNS = 102.0 CC = (2~*2E/Fy)".5 SINCE Kl/r <= Cc, Fa = .522Fy - [(kl/r*Fy)/14941A2 = 24,781 psi. fa = Pmax/Area = 1,374 psi. fb = MmaxlSx = 6,822 psi. fa/Fa+fb/Fb <= 1.33 fa/Fa = 0.06 <=.15 Fb = .6*Fy = 33,000 psi. fb/Fb = 0.21 COMBINED STRESS = 0.26 t-*I SECTION PROPERTIES A = 3" c = .75" E = 0" Wt. = O# B = 1.625" D = 0" tl = .0897" t2 = 0" IX = .839"^4 ly = .213"^4 SX = .559""3 Sy = .247"^3 Area = .546"*2 rx = 1.24"^2 ry = .624""2 El Vi 42" Side View PROJECT BED BATH & BEYOND BED BATH & BEYOND SHEET NO. OF I SElZMlC FOR M .T. DATE 0711 4103 CALCULATED BY a MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 BEAM ANALYSIS :TYPE K BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABUZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL. MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR 2,000 in.lb. WHICH EVER IS SMALLER) WILL BE ADDED. lact = 48.0 in. lmax = [1950 + 1200(Ml/M2)]b/Fy lmax = 3150*b/Fy = 143 in. SINCE lmax > lact Fb = .60Fy = 33,000 psi. MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON SINCE M11M2 = 1.0 t = .0747 in. 1) BENDING CAPACITY M = SX* Fb = wIA2/8 = 25971 in.lb. CAPACITY = 2(8*M/I) = 76951b. Sx = 0.787 in."3 Ix = 1.287 in.^4 2) MAXIMUM ALLOWABLE DEFLECTION (U180). A = 5wIA4/384EI CAPACITY = 2[(384E1)/(5*1 80*lA2)] = 14061 Ib. MAXIMUM STATIC LOAD PER LEVEL IS 7,695 Ib. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. LEVEL 1 2 3 4 5 6 7 Mstatic = w1"2/8 = LIVE.LOAD*L/(2*8) Mallow(static) = Sx * Fb Mimpact = 1.1 25"Mstatic Mallow(seismic) = 1.33 * Sx * Fb Mseismic = Mconn (SEE LONG. ANALYSIS) Mstatic Mimpact Mallow Mseismic Mallow RESULT 1499 1687 25971 2372 34627 GCCD 1499 1687 25971 2516 34627 an3 1499 1687 25971 1049 34627 GxD 1499 1687 25971 939 34627 Gcxx) 1499 1687 25971 783 34627 GxD 1499 1687 25971 527 34627 am 1499 1687 25971 242 34627 accD 1.125 Mstatic (static) (seismic) '. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 PROJECT BED BATH & BEYOND EnQ BED BATH & BEYOND SHEET NO. E OF 4s CALCULATED BY M .T. DATE 0711 4/03 BEAM TO COLUMN CONNECTION Mconn= ( Mlower + Mupper )/2 + Mend Mupper Mconn. r-l Mconn. CAPACITY OF CONNECTOR a) SHEAR CAPACITY OF 7/16" DIA. STUD Area = .4375^2x/4 = .150 "^2 Pmax = 3,000# Fy = 50,000 psi b) BEARING ON COLUMN (PER UBC SEC. 27-11 E3.3) Abrg. = t * D = .5 * t Fu = 65,000 psi min. t = .0747 min. Pmax brg. = Area * Fbearing = .5t * 2.22 * FU =5,390# > 3,000# c) MOMENT CAPACITY OF BRACKET S bracket = .1 lO""3 Mcap = S * Fbending = .I 10 * .66 * Fy C = Mcap/.75 = 1.67 PI P1 = .798 Mcap = .0872 Fy = 4,360# > 3,000# SINCE PLUG GOVERNS PI =3,000# Mconn. cap.= P1 * 4.5 + P2 * 2.5 + P3 * .5 = 5.94 * 3,000# *1.33 = 23,778 "# a Mlower BEAM TO COLUMN CONNECTION 1 " 4w-T 112" C c = P1 + P2 + P3 = P1 + (2.514.5)Pl + (.5/4.5)Pl = 1.67 P1 Sbracket = .I 10"^3 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 PROJECT BED BATH & BEYOND cnm BED BATH & BEYOND I un SHEET NO. 4b OF CALCULATED BY M.T. DATE 0 7 / 1'4 I 0 3 161 ATLANTIC STREET POMONA CA 91768 TRANSVERSE ANALYSIS : BRACING :TYPE K IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING : COMPRESSION MEMBER L diag. = C(L-6)A2+(D-2*Bco1)"2]A.5 = 40.2 Vdiag =Vtrans * Ldiag. / D kl/rmin = 1 1 * 40.2 1 / 505 = 613# = 79.70 Fa =.522Fy-[kl/r*Fy/1494lA2 = 20100 psi. fa/Fa =Vdiag/(Area*Fa) = 0.11 L= 42" L 1 DIAGONAL AND HORIZONTAL BRACING Area= .288 "A2 w= 1.5 " H= 1.25 " -f rmin= .505 " t= .0747 ' PROJECT BED BATH & BEYOND BED BATH & BEYOND SHEET NO. 4/1 OF 07/14/03 CALCULATED BY M'.T. DATE MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 -~ 161 ATLANTIC STREET POMONA CA 91768 OVERTURNING :TYPE K ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 1997 Uniform Building code. FULLY LOADED TOTALSHEAR = 366 Ib. Mot = Vtrans * ht * 1.15 = 366 * 107 * 1.15 = 45233 in.lb. Mst = Z(Wp+.85wDL) * d12 = ( 1700+.85 * 350) * 2412 = 23970 in.lb. Puplift = 1 (Mot - Mst)/d = 885 Ib. <-CRITICAL TOP SHELF LOADED SHEAR = 44 Ib. Mot = Vtop * h * 1.15 = 44 * 144 * 1.15 = 7392 in.lb. Mst = (Wp+wDL) * d/2 = ( 200+.85 * 350) * 24/2 = 5970 in.lb. Puplift = 1 (Mot - Mst)/d = 59 Ib. USE 2 ea. 3/8 x 2-1/2 MIN. EMBED. MIN. EMBED. ANCHOR. CAPACITY OF 318 x 2-1/2 MIN. EMBED. = 930 Ib. PULLOUT & 830 Ib. SHEAR COMBINED STRESS1 = 885 / 1860 + 183 / 1660 = 0.59 COMBINED STRESS2 = 59 / 1860 + 22 / 1660 = 0.05 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 PROJECT BED BATH & BEYOND enm BED BATH & BEYOND SHEET NO. CALCULATED BY BASE PLATE :TYPE K BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh/2 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. PCOI = 2909 Ib. B = 7 in. D = 5 in. t = .375 in. b = 3 in. bl = 2 in. PIA = Pcol/(D*B) = 83.13 psi. Mbase = w1"2/2 = 1"2/2(fa) Mbase = 166.3 in.lb. Sbase = l*t^2/6 = 0.023 in."3 Fbase = .75Fy * 1.33 = 36000 psi. fbIFb = MbaseI(Sbase*Fbase) = 0.1 97 fa ** c PROJECT BED BATH & BEYOND BED BATH & BEYOND SEiZMlC FOR SHEET NO. 4a\ OF CALCULATED BY & DATE M.T. a MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 FAX: (909)869-0981 161 ATLANTIC STREET POMONA CA 91768 SLAB AND SOIL :TYPE K THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. (a) PUNCTURE Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD Pmax = 1.4 * Pcol + 1.7 * (MoVd) = 4,639 Ib. Fpunct = 2*sqrt(f'c) = 100.0 psi. punct = [(w+t/2)+(d+t/2)]*2*t = 170.0 in.^2 Iv/Fv = Pmax/(Apunct*Fpunct) = 0.2 7 ib) SLAB TENSION Asoil = Pmax/(1.33 * fsoil) = 3.48 ft.^2 = 501 in.^2 L = sqrt(Asoi1) = 22.4 in. B = sqrt(w*d) + t = 10.9 in. b = (L-B)/2 = 5.7 in. Mconc = wb"2/2 = (1 .33*fsoiI*bA2)/(144*2) = 152.2 in.lb. Sconc = 1*tA2/6 = 4.17 in.^3 Fconc = 50 *sqrt(f'c) = 225.00 psi. fb/Fb = Mconc/(Sconc*Fconc) = 0.1 6 BASE PLATE w = 7 in. d = 5 in. corKRm t = 5 in. f'c = 2500 psi. SOIL fs = 1000 psf. z P K W W z W d 9