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Home My WebLink About2840 LOKER AV EAST; ; CB983735; Permit12/14-/98 15-13 BUILDING PER Page 1 of 1 Job Address 2840 LOKER AV EAST Permit Type- INDUSTRIAL TENANT IMPROVEMENT Parcel, No. 209-082-05-00 Valuation- 363,189 Occupancy Group: Reference* Description ITI INSTALL RACK AND CONVEYOR ' : EQUIPMENT ADIDAS GOLF USA Appl/Owni : ADIDAS GOLF USA 19899 SW 95TH PLACE TUALATIN OREGON 970&2 Fees Required MIT Permit No: CB983735 Project No- A98Q4872 Development No. Construction Type NEW Status ISSUED Applied: 10/30/98 Apr/Issue 12/14/98 Entered By- JM 503 612-G765 *** Fees Adjustments Total Fees: Fee description Collected & Credits ..00 12/I4/*'Pf o9° 02 Building Permit Plan Check Strong Motion Fee A * 1545.00 1004,00 76.00 SECTION 106.4.4 DATE.SIGNATURE Fl OVAL INSR CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 18 16-BB 5036126762 6192717541 ADIDAS GOLFUSA HG FENTQN COMPANYrvn vrnvttvat UNI APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (7SO) 438-1191 2840 Loker Ave. East, Carlsbad., CA 92008 of Parcel Map 209^-082-08 EST. VAL. H*n Ck. 0 Adidas Golf USA. lie?- 10tffiO/98 0001 01 , CounW'f S Currently vacant 7220 Trade St.. Sts 300 CA 9.2111 (6191 -566-2QQQ Address City ^m\^^^S^^^^ffy^*^ (619) 566-2000 •pair my ttniBtunrcaranaetar*! U«tni» , «M tM MaH Hf ttw my pro on m any mannw mo •• «H cM ftaa* W * «M Rack-and Conveyor equipment aulte size 69,700 1 c^W *&#$ WMiSJWpA^^Chrs^om"3 506lZ- " Geoffrey Swortwood H. G. Fentpn Company 7220 Trade St., Ste 300 __JL«tI Address Oly »V*^#T»*$Wi|V*w"««rp^«wifi[pMjitA* nitdfii 1 / A \ *• . I I 1 ~,1| (Bto, 7011.8 lufflftttt md t>n»foaa)ana Coda; Arty Cny w County whioh miutrn a ptrmtt to oonnnMt anar, l, |l«« rtqulrv thv npplleftnt for mch pwmit to ffi* ft «igr*d Ctatamant Ihtt D» It llOtnMd Dur«u*m «n the 9, cwrniBndintf wtth Soction 700O or Pivixlen 9 Ot «» BtfalnW ind l*T»t*UlOW CO*) 9r that It tt tMmPT Any vWitiftrt ef sa«ten 7031.5 t>y any appucam «v " pwmrt suhjact* v*a appflant W18M1 pwlty of nw men tfw Nwni CtfMPENfATttM - ' -' rf, -,-V,-, ;' ,*" • "" ' *»-^ -.- '. T,*rrT Worhora' Comporwvtiort BecJ«rtt!*«: I haraby flffirrn und0r pflntttV of p*r|WV *T» ftt thf ttHwMnff dtflJantt^n D 1 havt tntf win maintain • etrttflcata ot aennnt to Mff-Inaur* far wortma' «oni»aflMfJon M preyidad by 8*efion V7QO «f a' IN* work lor wMoh thlv pannft 1» hiautd. Q i h*va and vwHI maintafn vrorMra' «0mt«naatl«n. 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UAIHUTlEa, v«M If th« buH*>g ptnntt City of Carlsbad Building Department May 25, 1999 - CHRIS COMBS 19899 SW95TH PLACE TUALATIN OR 97062 RE: BUILDING PERMIT EXPIRATION PERMIT TYPE: ITI Permit Number Issue Date CB983735 12/14/98 ADDRESS: 2840 LOKER AV EAST PLEASE CALL FOR AN INSPECTION IF WORK IS COMPLETE Our records indicate that your building permit will expire by limitation of time on 6/20/99 The provisions of UBC, Section 106 4 4 as amended by the Carlsbad Municipal Code state "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 one calendar year from the date of such permit, or if the building or work authorized by such permit is stopped at any time after the work is commenced for a period of six consecutive calendar months or if the building or work authorized by such permit exceeds three calendar years from the issuance date of permit Work shall be presumed to have commenced if the permittee has obtained a required inspection approval of work authorized by the permit by the Building Official within one year of the date of permit issuance Work shall be presumed to be stopped if the permittee has not obtained a required inspection approval of work by the Building Official within each six month period upon the initial commencement of work authorized by such permit " Before such work can be recommenced, a new permit, or a renewal permit as specified in the attached copy of the code, shall be obtained Any person holding an unexpired permit may apply for an extension of the time within which he may commence work under that permit when he is unable to commence work within the time required by this section for good and satisfactory reasons The Building Official may extend the time for action by the permittee for a period not exceeding 180 days upon written request by the permittee showing that circumstances beyond the control of the permittee have prevented action from being taken No permit shall be extended more than once Please check below indicating your intentions and return this letter to us Project abandoned A new permit will be obtained prior to commencing work No fee extension requested for 180 days (attach a letter of explanation) Renewal permit requested If the project has been completed and only a final inspection is needed, please call the inspection request line at (760)438-3101 If you have any questions, please contact the Building Inspection Department at (760) 438-3550 PAT KELLEY Principal Building Inspector Attachment 2O75 Las Palmas Dr • Carlsbad, CA 92009-1576 • (76O) 438-1161 • FAX (760) 438-O894 City of Carlsbad^ ^^^^^^i^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Building Department May 25, 1999 ADIDAS GOLF USA 2840 LOKER AVE EAST CARLSBAD CA 92008 RE: BUILDING PERMIT EXPIRATION PERMIT TYPE: ITI Permit Number Issue Date CB983735 12/14/98 ADDRESS: 2840 LOKER AV EAST PLEASE CALL FOR AN INSPECTION IF WORK IS COMPLETE Our records indicate that your building permit will expire by limitation of time on 6/20/99 The provisions of UBC, Section 106 4 4 as amended by the Carlsbad Municipal Code state "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 one calendar year from the date of such permit, or if the building or work authorized by such permit is stopped at any time after the work is commenced for a period of six consecutive calendar months or if the building or work authorized by such permit exceeds three calendar years from the issuance date of permit Work shall be presumed to have commenced if the permittee has obtained a required inspection approval of work authorized by the permit by the Building Official within one year of the date of permit issuance Work shall be presumed to be stopped if the permittee has not obtained a required inspection approval of work by the Building Official within each six month period upon the initial commencement of work authorized by such permit " Before such work can be recommenced, a new permit, or a renewal permit as specified in the attached copy of the code, shall be obtained Any person holding an unexpired permit may apply for an extension of the time within which he may commence work under that permit when he is unable to commence work within the time required by this section for good and satisfactory reasons The Building Official may extend the time for action by the permittee for a period not exceeding 180 days upon written request by the permittee showing that circumstances beyond the control of the permittee have prevented action from being taken No permit shall be extended more than once Please check below indicating your intentions and return this letter to us, Project abandoned A new permit will be obtained prior to commencing work No fee extension requested for 180 days (attach a letter of explanation) Renewal permit requested If the project has been completed and only a final inspection is needed, please call the inspection request line at (760)438-3101 If you have any questions, please contact the Building Inspection Department at (760) 438-3550 PAT KELLEY Principal Building Inspector Attachment 2O75 Las Palmas Dr • Carlsbad, CA 92OO9-1576 • (76O) 438-1161 • FAX (760) 438-O894 CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB983735 FOR 12/22/98 DESCRIPTION: ITI INSTALL RACK AND CONVEYOR EQUIPMENT ADIDAS GOLF USA TYPE: ITI JOB ADDRESS: 2840 LOKER AV EAST APPLICANT: CONTRACTOR: OWNER: ADIDAS GOLF USA REMARKS: C/CHRIS SPECIAL INSTRUCT: PHONE: PHONE: PHONE: INSPECTOR AREA PLANCK# CB983735 OCC GRP CONSTR. TYPE NEW STE: LOT: 503 612-6765 INSPECTO TOTAL TIME: —RELATED PERMITS—PERMIT* TYPE SE970094 GR970027 AS970132 RW970273 CB983509 AS980198 SE980230 AS980201 FAD98080 CD LVL DESCRIPTION SWOW GRADING ASC ROW CTI ASC SWOW ASTI FADD STATUS ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ACT COMMENTS 14 ST Frame/Steel/Bolting/Welding DATE DESCRIPTION ***** INSPECTION HISTORY ***** ACT INSP COMMENTS EsGil Corporation In Partners/tip iVitfi. government for Bui&fing Safety DATE 12/14/98 JURISDICTION Carlsbad PLAN CHECK NO 98-3735 SET II PROJECT ADDRESS 2840 Loker Ave. East PROJECT NAME Storage Racks for Adidas Golf 'LAN REVIEWER Q FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. X] 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 The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 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 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: ) Fax #. Mail Telephone Fax In Person REMARKS' 1 The designer stated that the existing bathrooms serving the rack area comply with all the current disabled access requirements Please verify 2 Fire Department approval is required 3 The applicant hand carried the approved plan back to the city (OK. Per Mr Peterson) By. David Yao Esgil Corporation D GA D MB D Enclosures PC 12/9 trnsmtl dot 9320 Chesapeake Drive, Suite 208 ^ San Diego, California 92123 + (619)560-1468 4 Fax (619) 560-1576 EsGil Corporation In ^Partnership with, Qovtmmtntfor $ui&hng Safety DATE 11/10/98 Q APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO 98-3735 SET I PROJECT ADDRESS 2840 Loker Ave. East PROJECT NAME Storage Racks for Adidas golf 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 XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Chris Colmbs 19899 SW 95th Place Tualatin Oregon 97062 XI 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 ) Fax # Mail Telephone Fax In Person REMARKS By David Yao Enclosures Esgil Corporation D GA n MB D EJ D PC 11/2 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (619)560-1468 + Fax (619) 560-1576 Carlsbad 98-3735 11/10/98 GENERAL PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO. 98-3735 PROJECT ADDRESS 2840 Loker Ave. East DATE PLAN RECEIVED BY DATE REVIEW COMPLETED ESGIL CORPORATION 11/2 11/10/98» REVIEWED BY- David Yao 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, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law 1 Please make all corrections on the original tracings' and submit two new sets of prints to ESGIL CORPORATION 2 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 3. 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? Q Yes - a- No 4 Provide a rack layout plan showing the location of a(f racks Sheet 2 of the pfan shall clearly shows which type of rack will be used (5L S/R, 5L D/R, 4L P/B etc ) 5 Only the storage racks are included in this plan review 6 Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 Carlsbad 98-3735 11/10/98 7 Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E 8 The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and functional for the physically disabled See the attached correction sheet Title 24, Part 2 9 Obtain Fire Department approval for groups F, M and S occupancy storage per UBC Sections 306 8, 309 8 and 311 8 10 Indicate the clearance from the new racks to the existing building walls and building columns per Section 1631 2.11 The clearance must be at least ZRJS times the deflections of both the rack and the building 11 Note on the plans that the rack design loads will be posted per Section 1604 5 12, Provide forklift protection per Section 2231 5 Recheck the "pallet" racks as follows: 13 Include the 25% increase in vertical loading for impact per Section 2237.2 Sheet 5 and 6 of the calculation shows the load for some of the level is not 2000lb Note 2 on the plan (98-1302A) shows all level is 2000lb Please check 14 Recheck all connections on sheet 98-1302A as follows; a) 'The rivet bearing capacity is only dtF, = 0 406(0.0747)65 = 2 kips b) Provide calculations for all beam to bracket weld capacities per Section 2230 (allowable weld stress is the member thickness times 26 ksi times 1,33, or the weld stress, whichever is lower) c) Check the bracket maximum weak axis moment 15. Indicate the safety pin size and verify it is adequate for the 1000# load. Section 2236 1 16 Recheck the base plate anchors as follows' a) Check the transverse seismic for overturning with only the top shelf loaded with the force acting through the center of gravity of the top load per Section 2237 7 17 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) 18 Check the slab stress for the maximum transverse overturning axial load 19 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 619/560-1468, 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 Carlsbad 98-3735 11/10/98 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad ' PLAN CHECK NO 98-3735 PREPARED BY. David Yao DATE 11/10/98 BUILDING ADDRESS. 2840 Loker Ave. East BUILDING OCCUPANCY S-l TYPE OF CONSTRUCTION BUILDING PORTION Storage racks Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (ft2) - VALUATION MULTIPLIER VALUE ($) • 363189 (per city) gj 1994 UBC Building Permit Fee Q Bldg Permit Fee by ordinance $ 1545.08 03 1994 UBC Plan Check Fee D Plan Check Fee by ordinance $ 10043 Type of Review £<] Complete Review [H Structural Only Q Hourly O Repetitive Fee Applicable Q Other Esgil Plan Review Fee $ 803 44 Comments Sheet 1 of 1 macva!uedoc5196 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB DATE ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR (< $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER DATE | /> 2. V ENGINEER DATE Docs/Misforms/Planning Engineering Approvals SCHIRMER ENGINEERING CORPORATION 11770 BERNARDO PLAZA COURT SUITE 112 A SAN DIEGO, CA 92128-251 9 A PHONE [619) 673-5845 A FAX (61 9) 673-5849 October 28, 1998 VIA COURIER Mr Mike Peterson Building Department 2075 Las Palmas Carlsbad, California 92009 Re High-Piled Storage Analysis For Adidas Golf Distribution Center Carlsbad, California SEC Project No 2098070-000 Dear Mike Enclosed are two copies of the High-Piled Storage Analysis for the referenced project Please call with any questions or comments Sincerely, SCHIRMER ENGINEERING CORPORATION David DS/GAP kc Fire Protection Engineering A Code Consulting A Loss Control A Security System Design 1 1 1 1 1 1 1 1 1 1 SCHIRMEH ENG<II\IEERII\IG CORPORATION 1 1 770 BERNARDO PLAZA COURT, SUITE 1 ^ 2 A SAN DIEGO, CA 921 28-251 9 A PHONE (619) 673-5B45 A FAX (619) 673-5849 HIGH-PILED STORAGE ANALYSIS FOR ADIDAS GOLF DISTRIBUTION CENTER CARLSBAD, CALIFORNIA Prepared for: Mr. Chris Combs Adidas Golf Companyi'1 9899 SW 95th Place Tualatin, Oregon 97062i i i i - SEC Project No 2098070-000 October 28, 1998 This report is the property of Schirmer Engineering Corporation Copies retained by the client shall be utilized 1 1 1 only for his use and occupancy of the project, not for the purpose of construction of any other projects Fire Protection Engineering A Code Consulting A Loss Control A Security System Design I I I I I I I I I I I I I I I I I I I Adidas Golf Distribution Center i October 28, 1998 Carlsbad, California SEC 2098070-000 TABLE OF CONTENTS INTRODUCTION 1 APPLICABLE CODES AND STANDARDS 1 PROJECT DESCRIPTION 1 HIGH-PILED STORAGE SUMMARY 2 Fire Department Access (Roads and Doors) " 3 Small Hose Valves 3 Aisles 4 Fire Flow Requirements 4 Smoke/Heat Vents and Curtain Boards 5 FIRE SUPPRESSION ANALYSIS 10 Existing Fire Protection 10 Automatic Fire Sprinkler System Design 11 Existing Fire Protection Capability 11 RECOMMENDATIONS 11 CONCLUSION 12 APPENDIX A - DRAWINGS 1 Storage Layout 2 Sections I I I I I I I I I I I I I I I I I I I Adidas Golf Distribution Center 1 October 28, 1998 Carlsbad, California SEC 2098070-000 INTRODUCTION The new Adidas Golf Distribution Center will be located at 2840 Loker Avenue East in Carlsbad, California The new facility will perform all distribution activities presently conducted at the existing facility in Portland, Oregon Schirmer Engineering Corporation (SEC) has been retained by Adidas Golf Company to assist the Client with evaluation of the new facility's fire and life safety code requirements Specifically, this report will address the requirements for high-piled storage APPLICABLE GODES AND STANDARDS The following codes and standards are referenced in this report • California Building Code (CBC) -1995 Edition • California Fire Code (CFC) as amended by the City of Carlsbad -1995 Edition • National Fire Protection Association (NFPA) 13, Installation of Sprinkler Systems 1996 Edition • National Fire Protection Association (NFPA) 231, General Storage, 1995 Edition • National Fire Protection Association (NFPA) 231C, Rack Storage of Materials, 1995 Edition • Factory Mutual Engineering Corporation (FMEC) Data Sheet 8-9, Storage of Class 1, 2, 3, 4, and Plastic Commodities, November 1995 Edition PROJECT DESCRIPTION The new Adidas Golf Distribution Center will be used primarily for rack storage and solid pile storage of golf apparel, shoes, and children's golf club The one story building is a maximum 33 feet high and has an area of approximately 104,000 square feet The Adidas Golf Company 1 1 • 1 1 1 1 1 Adidas Golf Distribution Center 2 Carlsbad, California tenant space will have approximately 70,000 square feet of the building area and occupancy classification is as follows • Rack Storage 51,000 square feet (Group S, Division 1 • Palletized Storage 17,000 square feet (Group S, Division 1 • Office 2,000 (Group B occupancy) October 28, 1998 SEC 2098070-000 An area utilization occupancy) occupancy) The building complies with the CBC requirements for Type V-non-rated construction and currently is fully spnnklered The storage array throughout the building will consist primarily of golf products in boxes on pallets within single and double row racks In addition, golf products will be array stored in palletized The single and double row racks will have six tiers of storage and a maximum storage height of 28 75 feet Aisles separating storage piles or racks will be a minimum of 8 feet throughout the facility All racks will be provided with minimum 6 inches transverse and longitudinal flue space 1 1 I • i i The palletized storage will consist of products within corrugated cardboard boxes up to 20 feet in height and is assumed to have an open array of more than 6 inches dimension will be 50 feet HIGH-PILED STORAGE SUMMARY The maximum pile Article 81 of the CFC requires specific fire protection features for the protection of high-piled storage These requirements are based on the heat release rate of the material stored, and the proposed storage array Following is a summary of the products proposed to respective commodity classification be stored and their I I I I I I I I I I I I I I I I I I I Adidas Golf Distribution Center 3 October 28, 1998 Carlsbad, California SEC 2098070-000 • Golf Shoes - Golf shoes were determined to be comprised of 50% Group A plastic due to the ethylene vinyl acetate (EVA) sole Because of this amount of plastic, the heat release rate of this product would be similar to that of a Group A plastic In accordance with the California Fire Code and other nationally recognized standards, the product will be classified as a high-hazard commodity and protected as a Group A plastic • Sports Apparel - Apparel will be classified as a Class III commodity • Golf Clubs - Clubs within cardboard boxes will be classified as a Class II product, with the exception of clubs with graphite shafts which will be classified as a Class IV product • Golf Bags - Bags due to there composition of vinyl and plastic will be classified as a high- hazard commodity and protected as a Group A plastic Based upon these findings, and due to the substantial amount of golf shoes (approximately 30 percent of the storage) the overall commodity classification of this storage will be high hazard Fire Department Access (Roads and Doors) The fire department access roadways are presently within 150 feet of all portions of the exterior walls of the storage building in accordance with the requirement of the CFC 8102 5 1 for high- piled storage The fire department access doors are presently in each 100 lineal feet of the exterior walls in accordance with the requirements of the CFC 8102 5 2 2 Small Hose Valves Small hose vatves (1 1/2 inch) will be provided throughout the storage area such that all storage is within reach of 100 feet of fire hose and a 30-foot hose stream Since these outlets are used for fire department overall operations, fire hose will not be provided I I I I I I I I I I I I I I I I I I I Adidas Golf Distribution Center 4 October 28, 1998 Carlsbad, California SEC 2098070-000 Aisles Aisles of at least 96 inches in width will be provided for access to exits and fire department doors (CFC Section 8102 9) Fire Flow Requirements The required fire flow (water required for fighting fire) is determined according to CFC Appendix ///-A Fire Flow Requirements for Buildings The fire flow requirement is intended to provide sufficient water supply to limit the fire to within the building and prevent fire spread to adjacent buildings The fire flow is determined as a function of building construction, automatic sprinkler systems, fire loading and building area The base fire flow from CFC Appendix lll-A is 7,250 gpm at a residual pressure of 20 psi for a duration of four hours Since the building is provided with an approved automatic sprinkler system, a reduction in required fire flow of 50 percent is allowed as approved by the Carlsbad Fire Department The reduction will result in a required fire flow of 3,625 gpm A flow test was performed by the City of Carlsbad Fire Department on September 9, 1997 The water flow test results are summarized as follows Location 2841 Loker Avenue Static Pressure 128 psi Residual Pressure 124 psi Pitot Pressure 79 psi Outlet Size 2 1/2 inch Calculated Flow 1491 gpm I I Adidas Golf Distribution Center 5 October 28, 1998 Carlsbad, California SEC 2098070-000 The available water supply at 20 psi was calculated utilizing the following equation Where P = specified pressure Ps = static pressure, flow test PR - residual pressure, flow test QF = flow in flow test Q = flow at specified pressure Based on the above data, a flow of 8,800 gpm was calculated Therefore, the fire flow is adequate Smoke/Heat Vents and Curtain Boards CBC Section 906 requires smoke vents and draft curtains in single story buildings with Groups B, F, M, and S occupancies having over 50,000 square feet in undivided area The CBC requires a ventilation ratio of 1 square foot of venting to every 100 square feet of roof area In addition, CFC Sections 8102 6 and 8102 7 require smoke vents and draft curtains in high-piled storage facilities based on specific size and commodity type Since the building has an undivided area of 70,000 square feet and the storage areas exceed 2,500 square feet in size, smoke vents and draft curtains are required Requirements for smoke vents and draft curtains first appeared in the 1971 Edition of the Uniform Fire Code (UFC) The requirements for draft curtains were partially the result of the General Motors Livonia, Michigan Fire of 1953 Fire traveled horizontally along the roof of this unsprmklered, automobile transmission manufacturing building, which eventually caused the collapse and destruction of the entire 1 5 million square foot facility It was thought that vertical barriers, such as draft curtains, would have limited the fire spread and seventy Applying this I I I I I I I I I I I I I I I I I I I Adidas Golf Distribution Center 6 October 28, 1998 Carlsbad, California SEC 2098070-000 concept in a non-sprmklered building has merit However, the effect of these vertical barriers on the performance of the sprinkler system requires additional analysis The 1979 Edition of the UFC changed ventilation requirements to require mechanical exhaust and did not require smoke vents and draft curtains in fully sprmklered buildings The 1985 Edition of the UFC changed again to requirements similar to those found in the 1994 Edition of the UFC Until recently, no conclusive fuli-scaie fire testing had been conducted to determine the interaction of automatic fire sprinklers and smoke vents and draft curtains The most recent testing, including the only tests with draft curtains, was conducted at the Factory Mutual Research Corporation Test Center, in February 1994, by the Group A Plastic Committee Since the Factory Mutual Research Corporation Test Center does not have the ability to provide an appropriate smoke ventilation system, only draft curtains were provided The response of automatic fire sprinklers is based on the accumulation of hot gases at the ceiling of the building These gases form a high-velocity jet (ceiling jet) which immerses the sprinkler thermal link, ultimately causing the melting of the link material and activation of the sprinkler By installing draft curtains, the dynamics of the ceiling jet will respond to the placement of the draft curtains, not the escalation and progression of the fire This could cause irregular opening of sprinklers, ultimately opening an excessive number of sprinklers In addition, the pre-wettmg effect of the sprinklers could be greatly reduced, also resulting in an excess number of sprinklers operating Experimentally, these concerns were confirmed in the Group A Plastic Committee's tests as four sprinklers operated in the tests without draft curtains A much greater number (18 in Test*i Number 7 and 35 in Test Number 6)! activated in the tests in which draft curtains were installed 1 Factory Mutual Research Technical Report Extended Abstract, Large-Scale Fire Tests of Rack Stored Group A Plastic in Retail Operation Scenarios Protected by Extra Large Orifice fELOi Sprinklers. November 1994 I I I I I I I I I I I I I I I I I I I Adidas Golf Distribution Center 7 October 28, 1998 Carlsbad, California SEC 2098070-000 The Group A Plastic Committee testing was conducted with standard-response extra large orifice sprinklers Since ESFR sprinklers depend on quicker response, the negative effect of the draft curtains could be greater The CFC prescribes the number of smoke vents required for a given commodity type and storage height CFC Table 81-A requires a ventilation ratio of 1 square foot of venting to every 40 feet of floor area These numbers have remained basically the same since the creation of high-piled stock requirements in the 1971 UFC The origin of these numbers are somewhat of a mystery However they greatly exceed the amount of ventilation required by other referenced standards such as the National Fire Protection Association (NFPA) Standard 204M, Smoke and Heat Venting The purpose of the smoke vents is to ventilate the building in an effort to maintain tenability during occupant egress, improve visibility during fire department operations, and assist with the evacuation of smoke during fire department overhaul Their usefulness in a building equipped with ESFR sprinklers is somewhat questionable Since the thermal link of the ESFR sprinkler is a quick-response type sprinkler (Response Time Index of approximately 40 ft1/2 s1/2), the sprinkler should activate much sooner that the standard-response thermal link (Response Time Index of 200 ft172 s1/2) which rele before the smoke vents operate 1/2 1/2Index of 200 ft s ) which releases the smoke vent The fire would then be suppressed long The typical warehouse building has a ceiling height of at least 30 feet All occupants should be capable of egress prior to the conditions within the warehouse becoming untenable Given these factors, the only benefit of smoke vents in a building equipped with ESFR sprinklers is to assist with manual overhaul of the fire I I I I I I I I I I I I I I I I I I I Adidas Golf Distribution Center 8 October 28, 1998 Carlsbad, California SEC 2098070-000 ESFR sprinklers are designed for fire suppression, versus fire control as standard type sprinklers are designed A large amount of water is delivered at high momentum during the early stages of the fire The system stops the fire during the initial stage of development This requires high discharge pressures and a larger droplet size to penetrate the fire plume The design of the system is a function of the size of fire rather than heat release rate as with standard sprinkler systems The two critical variables of the success of this system are the sensitivity of the sprinkler and the amount of water delivered to the seat of the fire The installation of curtain boards, as shown in the Group A Plastic Committee's tests, could interfere with the ceiling jet, thus delaying the response of the sprinkler system Results of these tests showed that sprinkler operation was dependent on the location of the curtain boards, thereby causing addition sprinklers to open regardless of the fire location or size Since the success of the ESFR sprinkler is dependent on the operation of the first or second sprinkler, any delay or interference with this response could have catastrophic effects on the performance of the system A delay in response equates to a larger fire size thereby causing more sprinklers to operate The 1997 UFC2, which was recently completed at the August 1996 International Fire Code Institute Code (IFCI) Hearings, has recognized the potential problems with draft curtains and ESFR sprinklers and will require curtain boards only at the intersection of ESFR and standard sprinklers In other words, if ESFR sprinklers are installed throughout the facility, no curtain boards would be required Factory Mutual Research Corporation, which developed the concept of the ESFR sprinkler, recommends the deletion of draft curtains and smoke vents in buildings equipped with ESFR sprinklers because smoke vents and draft curtains can interfere with the proper discharge and activation of the sprinklers This is documented in Factory Mutual Engineering Loss Prevention's Data Sheet 2-2, Guidelines For Early Suppression-Fast Response Sprinklers, and 2 IFCI FIRE CODE JOURNAL. Agenda for the Code Change Session at the 1996 Annual Meeting of the International Fire Code Institute. International Fire Code Institute, Inc , May-June 1996, Pg 86 I I I I I I I I I I I I I I I I I I I Adidas Golf Distribution Center 9 October 28, 1998 Carlsbad, California SEC 2098070-000 Loss Prevention Data Sheet 8-9, Storage of Class 1,2,3,4, and Plastic Commodities3 In addition, NFPA 231C, Rack Storage of Materials4, specifically excludes buildings with smoke vents and draft curtains from the system design parameters found within the standard The mass flow rate injected into the smoke layer is approximately equal to the air entrainrnent rate of the plume from the clear layer (NFPA Fire Protection Handbook, Page 6-111) Equation 11 from the same publication may be used to calculate the required vent area such that the mass flow through the smoke vents is equal to smoke production rate of the design fire (Eqn 11) Av = 0 075 Q 3/5 (H-d)/d * Where Av = Required aerodynamic vent area (square feet) Q = Heat release rate of the design fire (Btu/sec) H = Distance of the ceiling above the floor (feet) d = Depth of the upper smoke layer (feet) For the new Adidas Golf building, the maximum ceiling height is 33 feet The upper smoke layer is assumed to be 3 3 feet deep This is a conservative assumption, since the more shallow the upper layer, the greater the entertainment rate An aerodynamic discharge coefficient of 0 6 is assumed, which is standard for commercial vents The design fire chosen is 16 square feet (approximately one pallet) of polystyrene jars nested in cardboard boxes stored 15 feet high This is the standard Factory Mutual Research Corporation plastic commodity A heat release rate of 1300 Btu/sec/ sq ft is used, based upon full-scale fire testing data from Factory Mutual Research (NFPA Fire Protection Handbook, Table 6-8A) This heat release rate, although based upon a storage height of 15 feet is very conservative since a 100% 3 Factory Mutual Research, Loss Prevention Data Sheet 2-2, Guidelines for Early Suppression-Fast Response Sprinklers and Loss Prevention Data Sheet 8-9, Storage of Class 1, 2. 3. 4. and Plastic Commodities. Factory Mutual Engineering 4 National Fire Protection Association, Standard 231C, Rack Storage of Materials. Qumcy, MA Pg 10 I I I I I I I I I I I I I I I I I I Adidas Golf Distribution Center 10 October 28, 1998 Carlsbad, California - SEC 2098070-000 combustion efficiency is assumed With the ESFR sprinkler system, a much smaller combustion efficiency would be expected Based on the above data, a venting area of 800 square feet and a ratio of 1 87 were calculated The 70,000 square foot area protected by the ESFR sprinklers is presently provided with thirty- eight smoke/heat vents having an area of 32 square feet each, giving a total venting area of 1216 square feet This will provide a vent ratio of approximately 1 57, which is in excess of the venting required by calculation The existing smoke and heat vents will be utilized primarily for manual overall or cleanup operations, as such, compliance with the spacing requirement of the CFC is determined to be unnecessary Curtain boards will be deleted over the storage area due to the potential derogatory effect on the performance of the ESFR sprinklers FIRE SUPPRESSION ANALYSIS Existing Fire Protection The building is presently fully spnnklered with three (3) gridded systems designed to provide a water application density of 0 60 gpm/square feet over the most remote 3,000 square foot area The existing sprinklers are "Central" ELO, 200° Fahrenheit rated, installed in the pendent position I I I I I I I I I I I I I I I I I I I Adidas Golf Distribution Center 11 October 28, 1998 Carlsbad, California SEC 2098070-000 Automatic Fire Sprinkler System Design Based upon the occupancy and the client request to use a design method which will allow the deletion of rack sprinklers, the proposed storage will be protected by Early Suppression Fast Response (ESFR) sprinklers The systems will be designed to provide a minimum of 30 psi utilizing Ultra K-25 ESFR sprinklers to the twelve most hydraulically remote sprinklers based on four flowing sprinklers on each of three branch lines (NFPA 231C Section 10-2) The ESFR sprinkler systems are adequate for protection of cartoned and uncartoned unexpanded plastic commodity storage up to 30 feet in a building up to 35 feet in height The actual storage height will be 28 75 feet in height and the ceiling height of the building will be approximately 33 feet Existing Fire Protection Capability The capacity of the existing automatic fire sprinkler systems to protect rack storage of Group A plastic, 28 feet in height was analyzed by utilization of the MASS 6 3 hydraulic calculation program As a result of this analysis, it has become evident that upgrade of the systems will be necessary to adequately provide the required water demand for the proposed storage i RECOMMENDATIONS SEC's recommends to upgrade the existing automatic fire sprinkler systems as follows a Replace all the existing Extra Large Orifice (ELO) sprinklers with Early Suppression Fast Response (ESFR) Ultra K-25 b Replace all the existing 2 inch grid lines with 2 1/2 inch I i i i i i i i i Adidas Golf Distribution Center 12 October 28, 1998 Carlsbad, California SEC 2098070-000 I I I I c Install additional 2 1/2 inch grid lines in order to achieve 10 feet maximum spacing between i i I In conclusion, this facility meets or exceeds the requirements of the CBC and CFC, due to the ESFR sprinkler system and ample fire department access In addition, the ESFR sprinkler system will provide an exception level of fire protection for future use of the building Prepared By • the lines CONCLUSION SCHIRMER ENGINEERING CORPORATION Garner A Palenske, P E(Engineering Manager DS/GAP kc APPENDIX A DRAWINGS ho, m O7J r cm w :at|^sg 'S2SPS3!SB?E iis mJE5 i T.H/IM/IXI/I SEIZMIC MATERIAL HANDLING ENGINEERING EST 1985 STORAGE 3ACKS CfiM-tN RACKS CANTILEVER RACKS CONVEYORS CAROUSELS STEEL SHELVING MOVABLE SHELVING STCRAGET.ANKS MCOJLAR OFFCES GONDOLAS BOCKS'ACKS CITY APPROVALS PERMfTTNGSERv'CES PRODUCT TES'ING FELDNSFECTCN SPECIAL FASRCAT1OJ ALASKA AR12DNA CAL1FORNEA COLORADC IDAHO MISSOURI NEW MEXCD OREGON PENNSYLVANIA UTAH WASHINGTON I I I I I I I I I I I I I OF STORAGE RACKS FOR ADI DAS GOLF 2840 LOCKER AVE. CARLSBAD, CA 92008 161 ATLANTIC STREET • POMONA • CA 91768 • TEL (909)869-0989 • FAX (909)869-0981 ^ SEIZMIC PROJECT. FOR ADI DAS GOLF DESIGN BUILD SHEET NO OF.21 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET * POMONA • CA 91768 CALCULATED BY.M. OBI DATE.10-15-1998 TABLE OF CONTENTS DESCRIPTION COVER SHEET TABLE OF CONTENTS SCOPE PARAMETERS CONFIGURATIONS COMPONENTS & SPECS LOADS AND DISTRIBUTION LONGITUDINAL ANALYSIS COLUMN BEAM BEAM TO COLUMN BRACING OVERTURNING BASE PLATE SLAB& SOIL PAGE # 1 2 2 3 4- 6 7- 12 13 14 15 16 17 18 19 20 21 SCOPE: THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE Fl ELD ASSEMBLED ONLY, Wl THOUT ANY Fl ELD WELDING. PROJECT. FOR ADIDAS GOLF DESIGN BUILD SHEET NO MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 OF,21 CALCULATED BY M. OBI DATE.10-15-T998 HAHAMETEHS STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE DIRECTION STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACT TRANSVERSELY 1 COLUMN 2 BEAM 3 BEAM TO COLUMN 4 BASE PLATE 5 HORIZONTAL BRACING 6 DIAGONAL BRACING 7 BACK CONNECTOR TRIBUTARY AREA TRANSVERSE I LONGITUDINAL TOP VIEW PROJECT. FOR ADI DAS GOLF DESIGN BUILD SHEET NO MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED RY . OBI OF DATE. 21 10-15-1998 CONFIGURATIONS 66" 66" LJ > *- TYPE5LS/R 2,000 tb 2,000 Ib 2,000 Ib 2,000 Ib ^ x 108"- TYPE 5L D/R 2,000 Ib 264" 66" 66" 66" L T 2,000 Ib 2,000 Ib 2,000 Ib 1 08"- 73" 73" 52" 48"-? 73 73 52 48" iii iii i i i i i i i i i i i PROJECT. FOR ADI DAS GOLF DESIGN BUILD MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 SHEET NO OF.21 CALCULATED BY.M. OBI 10-15-1998DATE. CONFIGURATIONS r62" 300"T- TYPE 4LP/B EXT 2,000 Ib 7 2,000 Ib 2,000 ib 2,000 Ib 800 Ib 800 Ib 800 Ib 108"- 6.1" 6.1" 6.1" )f- 300" 62" 100" TYPE4LP/B INT 2,000 Ib 2,000 Ib 2,000 Ib 2,000 Ib Olb 6.1" 48" ^T^ 48"^ 108"-)f- 48" 4 ^ PROJECT. FOR ADIDAS GOLF DESIGN BUILD SHEET NO OF.21 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.M OBI DATE.10-15-1998 CONFIGURATIONS TYPE3LP/BEXT 2,000 Ib 240" 62 62 2,000 Ib 2,000 Ib 800 Ib 800 Ib 800 Ib 61" 108"-48"^^ 48"H 7 t 62" 240" 100 TYPE 3L P/B I NT 2,000 Ib 2,000 Ib 2,000 Ib Olb 108"-48" SEIZM1C PROJECT. FOR ADIDAS GOLF DESIGN BUILD SHEET NO 7 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 OF.21 CALCULATED BY.M. OBI DATE.10-15-1998 TYPE 5L S/R ' SPECIFICATION - MAIN STEEL 55000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR- WEDGETYPE 1/2 x 3-1/2 WIN - FLOOR SLAB 6" X 3000 PSI REINFORCED - SOIL BEARING PRESSURE 1000 PSF - SEISM 1C ZONE 4 - TYPE = SINGLE ROW UNITS - BASE SHEAR FORMULA = 2IC(wLL+wDL)/Rw 2 000 Ib 462# 66 -£. EMbEC 66 264" 66 -?<- 66 2,000 Ib 2,000 fb 2,000 Ib SECTION AXIAL FCRCE MOMENT iU = 108"- 108" 346# 73" 73" 231# 11 5# T_ .*- 48" 61 6# 462# 308# 154# BEAM MOMENT 1 4,200lb 21,660mlb 2 3,150lb 17,152mlb 3 2,100lb 13,340mlb. 4 1,050lb 7,623mlb 21,406m 17,246m 12,482 in 5,812 in Ib <- recfdH D conn b <- req"dH D ccnn b <- stdccnn b <- stdconn TYPE 5L S/R DESIGN LOAD = 2000# BASE PLATE V 8X8X 375 Mbase= 15300 in Ib. OVERTURNING V ANCHOR STRESS =0,8 9 # OF ANCHORS - 4 V COLUMN COLUMN 3X3X1 1GA(LU79) STRESS =0 90 BEAM V 4- 1/32x2- 3/4x1 4GA/485H MAXLCAD/LEVEL= 3,729 Ib BEAM IS O.K. BRACING HORIZONTAL ^ 1 1/2X1- 1/2X14GA STRESS = 0 23 DIAGONAL ^/ 1 1/2X1- 1/2X 14GA STRESS = 0.67 SLAB & SOIL V PUNCT. STRESS « 0 63 BENDING STRESS =073 NOTE BOTTOM 2 BEAM LEVELS USE H.D CONN. (4-PIN & "D" WELD) ANCHORS ARE HILTI KWIKBOLT II, 1/2"D X 4-1/2"L (3-1/2"MIN. EMBED.), 4 PER PLATE REVISED DESIGN BASED ON AT DESIGN LOAD OF 2000# PER LEVEL (1000# PER PALLET) PROJECT. FOR ADI DAS GOLF DESIGN BUILD SHEET NO 8 OF.21 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.M. OBI DATE.10-15-1998 TYPE 5LD/R SPECIFICATION - MAIN STEEL 55000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR- WEDGE TYPE 1/2x 3-1/2M1N EM -FLOOR SLAB 6" X 3000 PSI REINFORCED 264" - SOIL BEARING PRESSURE 1000 PSF - SEISM 1C ZONE 4 - TYPE = INTERCONNECTED UNITS - BASE SHEAR FORMULA = ZICfwLL / 2 +wDL)/Rv 2,000 Ib 242#322# EM \ 66" SEC 6 264" /Rv 6 -) 1 6 C s" f 5" £ fi" ,f f 4 2,000 Ib 3 2,000 Ib 2 1 <- — i no" — t~1 7 181# y 7 121# 5 60# 3" 3" . 2" 52" y ' / / / e. /ID" 241 161 80# , SECTION AXIAL FORCE MOMENT lu= 108" BEAM MCMENT 1 4,200lb 9, 680 in Ib 2 3,150lb 8,984mlb 3 2,100ib 6,988m!b 4 1,050lb 3,993mlb 11,332 in 9,986m 7,490 in 3,996m b <- stdccnn, b <- stdconn Ib <- stdconn b <- stdconn TYPE 5L D/R DESIGN LOAD = 2000# BASE PLATE V 7 75X5X 375 Mbase= 9680 mlb OVERTURNING V ANCHOR STRESS =0 17 # OF ANCHCRS = 2 V COLUMN COLUMN 3X3X1 3GA(LU75) STRESS =066 BEAM V 4- 1/32x2- 3/4x14GA/485H MAX LOAD/LEVEL = 3,729 Ib BEAM IS OK BRACING HORIZONTAL ^/ 1 1/2X1- 1/2X14GA STRESS =012 DIAGONAL ^/ 1 1/2X1- 1/2X14GA STRESS = 035 SLAB & SOIL V PUNCT STRESS = 0 50 BENDING STRESS =0 46 I PROJECT. FOR ADIDAS GOLF DESIGN BUILD SHEET NO OF 21 - MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY,M.OBI 10-15-1998DATF TYPE 4L P/B EXT SPECIFICATION t~ - MAIN STEEL 55000 PSI 6f - BASE PLATE STEEL 36000 PSI "* - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 MIN EM 3ED 6f ' - FLOOR SLAB 6" X 3000 PSI REINFORCED 300" ^~~ - SOIL BEARING PRESSURE 1000PSF T— - SEISM 1C ZONE 4 -f — 28" - TYPE - INTERCONNECTED UNITS -I - BASE SHEAR FORMULA - ZlC(wl_L / 2 +wDL)/R\ > 2|" , I" SECTION AXIAL FORCE MCMENT 7 2,000 Ib 6 2,000 Ib 5 2,000 Ib 4 800 Ib 800 Ib 2 800 Ib 1 •T 1 Uii 4 lu= 108" BEAM — MWH^ 61" 221# 1* r~T_ 26# T~ ^3# 52" * MCMENT ^^^^m 4# — fc / 295# \ „ / _^3 5# 6# \45# / >4# *• 48" 4 1 i'?nn!h M«m-h 4.336. nib <- stdcc™, i 1'ecn h c«5!!I u 6, 504 in b. <- stdconn3 4,650lb 5,552tnlb 7701mb <- stdconn4 4,200 Ib 8, 050 in Ib ' 'I,' ' °* siaconnc o icrtiu moAi iu 11.175m b <- stdconn5 o,150 b 10,301 in b in n^-? u *.jc ? innih 7 7Q^ k 11,047m b <- stdconno t. • i \j \j * L* /.'z/oiriL/ fx^v"?/"* ii j_i 7 1 OSOIb 4 35Q h 8,076 mlb. <- stdconn ' ' 4, 1 80 i n b <- stdconn TYPE 4L P/B EXT DESIGN LOAD = VARIES BASE PLATE COLUMN BEAM ^/ V 3X3X1 1GA(LU79) V 775X5X 375 COLUMN STRESS =0 44 4- 1/32x2- 3/4x1 4GA/485H Mbase=1216.n)b MAX LOAD/LEVEL = 3,729lb BEAM IS O.K. OVERTURNING BRACING V HORIZONTAL ^ DIAGONAL ^/ ANCHOR STRESS = 0 34 1 1/2 X 1- 1/2 X 14 GA 1 1/2 X 1- 1/2 X 14 GA # OF ANCHORS = 2 STRESS =016 STRESS = 0 47 SLAB & SOIL PUNCT STRESS = 0 70 BENDING STRESS =074 SEIZMIC PROJECT. FOR ADIDAS GOLF DESIGN BUILD SHEET NO OF.21 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.M.OBI 10-15-1998DATE. TYPE4LP/B INT SPECIFICATION f 5 -MAIN STEEL 55000 PSI f 2,000 Ib - BASE PLATE STEEL 36000 PSI j 4 - ANCHOR - WEDGE TYPE l/2x3-1/2MIN EM 3ED 6f Z,000 Ib -FLOOR SLAB 6" X 3000 PSI REINFORCED 300" ' 3 - SOIL BEARING PRESSURE 1000PSF 6f" _t 2,000 Ib - SEISMIC ZONE 4 ' -£ - RASE SHEAR FORMUI A - ZlffwLL / 2 +«,DLVRv L 0 Ib -f i ' s 4 1 Uo -i lu= 108"SECTION AXIAL FORCE MOMENT BEAM 226# „ „ 30» —2# ^~ V61" / 178# L / 238#— v | . — T \1 30ff y > 1 v * ' / *r / 82# -T N. 10 5L \"* 0# 52" / 0# ^ 1 / » ^48" 4 MOMENT 1 4,250lb 619 in b Q . .. . _ 2 4,200lb 15,463, n.lb. ,2'™ '" u <' St*COnn 3 3,150lb 8,310m b ^'fSI'" K * s^conn 4 2,100lb 6,287. n b ?'l^in'u * SSCOnn c i n^n ik Q ci7,rtiu 6, 902 in b <- stdconn5 I.UbUlb o,517inlb *> -»ro u *.j3,758 in b <- stdconn TYPE 4L P/B INT DESIGN LOAD = VARIES BASE PLATE COLUMN BEAM ^ V 3X3X1 1GA(LU79) ^ 7 75 X 5 X 375 COLUMN STRESS =0 89 4- 1/32x2- 3/4x14GA/485H Mbase-618mfb MAX LCW/LE\^L = 3,729lb. BEAM IS O.K. OVERTURNING BRACING •>y HORI ZONTAL ^J Dl AGONAL ^J ANCHOR STRESS = 032 1 1/2X1- 1/2X14GA 1 1/2X1- 1/2X14GA # OF ANCHORS = 2 STRESS =012 STRESS =036 SLAB & SOIL V PUNCT STRESS = 0 55 BENDING STRESS =052 4#» 9# SEIZMIC PROJECT, FOR ADIDAS GOLF DESIGN BUILD SHEET NO 11 OF,21 MATERIAL HANDLING ENGINEERING TEL {909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.M.OBI DATE.10-15-1998 TYPE3LP/B EXT SPECIFICATION - MAIN STEEL 55000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2x 3-1/2 MIN EM 3ED - FLOOR SLAB 6" X 3000 PSI REINFORCED 240" - SOIL BEARING PRESSURE 1000 PSF - SEISM 1C ZONE 4 - TYPE = INTERCONNECTED UNITS - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL)/Rvt £- ^ ^ Ib 2,000 Ib 2,000 Ib 800 Ib 80° lb 800 Ib 275# 6 " 201# ,t- 61" 127# 32# W 18##• 4# SECTION AXIAL FORCE MOMENT 108"- u = 108" 4 367# 268# 69# 48"4" BEAM MOMENT 1 4,500lb 990m!b 2 4,050 Ib 4,591 mlb 3 3,600lb 4,462,nlb 4 3,150lb 6,347, nib 5 2,100lb 7,399mlb 6 1,050!b 4,276mlb TYPE 3L P/B EXT DESIGN LOAD BASE PLATE V 7 75X5 X 375 Mbase= 990 mlb OVERTURNING V ANCHOR STR ESS = 0 12 # OF ANCHORS - 2 COLUMN - VARIE COLUMN 3X3X1 3GA(LU75) STRESS =041 3,691 in 5,426m 6,304m 4j38m b <- stdconn Ib <- stdconn b <- stdconn b <- stdconn b <- stdconn b <- stdconn S BEAM 4- 1/32x2- 3/4xl4GA/485H MAXLOMVLEVEL = 3,729Ib BEAM IS 0 K. BRACING HORIZONTAL ^ 1 1/2X 1- 1/2X14GA STRESS = 0 13 DIAGONAL ^/ 1 1/2X1- 1/2X14GA STRESS =038 SLAB & SOIL V PUNCT STRESS = 0 51 BENDING STRESS =047 SE1ZM1C PROJECT. FOR ADI DAS GOLF DESIGN BUILD SHEET NO 12 OF.21 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.M OBI DATE.10-15-1998 TYPE 3LP/B INT SPECIFICATION - MAIN STEEL 55000 PSi - BASE PLATE STEEL 36000 PSI - ANCHOR- WEDGETYPE 1/2 x 3-1/2 MIN EM - FLOOR SLAB 6" X 3000 PSI REINFORCED 240" - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 4 - TYPE = INTERCONNECTED UNITS - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL)/Rv ' EM 1— 6 -> BED 6240" " /Rv 1C ' ?" ^ — pi* £ 0" £ — „ * \f —7 2,000 Ib 4 3 2,000 Ib 2 Olb 1 inr- £, \ Off.11 -fc z ' 6 1 55# 6 98# ' 5 i 0# 5 n " >" £ >" L_ ' // / j / / t- A Q" ^O^f 207» 131 0# ' SECTION AXIAL FCRCE MOMENT !u= 108" BEAM MOMENT 1 3,2001b 468mlb 2 3,150lb 11,681 mlb 3 2,100lb 5,719mlb 4 l.OSOIb 3,305mlb TYPE 3L P/B INT DESIGN LOAD = VARIE BASE PLATE V 775X5X 375 Mbase= 467 mlb OVERTURNING V ANCHOR STRESS = 0 08 # OF ANCHORS = 2 V COLUMN COLUMN 3X3X1 3GA(LU75) STRESS =085 6,074m 10,700m 6,512 m 3,652m b <- stdccnn b <- stdconn b <- stdconn b <- stdconn S BEAM V 4- 1 /32x2- 3/4x1 4GA/485H MAX LOAD/LEVEL = 3,729 Ib BEAM IS O.K. BRACING HORIZONTAL ^/ 1 1/2X1- 1/2X14GA STRESS = 0 09 DIAGONAL ^/ 1 1/2X1- 1/HX14GA STRESS- 027 SLAB & SOIL V PUNCT STRESS = 037 BENDING STRESS =029 SEIZMIC PROJECT. FOR ADIDAS GOLF DESIGN BUILD 'SHEET NO 13 OF 21 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET * POMONA « CA 91768 CALCULATED BY.M.OBI DATE.10-15-1998 LOADS & DISTRIBUTION:TYPE5LS/R 1 LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA ) DEAD LOAD PER SHELF SEISMIC SHEAR BASED ON DIVISION VI OF THE 1994 U B C WHERE V=ZIC[wDL+wLL]/Rw SEISMIC ZONE-4 Z = .4 1 =1 C-275 Rw (LONGITUDINAL) =8 Rw (TRANSVERSE) =6 wDL= lOOIb INTERCONNECTED UNITS. LONGITUDINAL DIRECTION Vlong = .4* 1 * 2 75 * ( 8000 + 400 )/ 8 Vlong = 1,155 Ib. Fi =VWhi/IWh TRANSVERSE DIRECTION Vlong = .4* 1 * 2.75 * ( 8000 + 400 )/ 6 Vtrans = l,540ib. Fi =VWhi/ZWh = wLL = wDL = V TOTAL FRAME LOAD = 8,400 I b 2,000 Ib 462# ' 6 6 264" 6 6 6" e 5" t — 5" ' fi" , I.f f 4 2,000 Ib 3 2,000 Ib 2 Z.OOO Ib 1 p 346# 231# 115# r — i no' v lu= 108" 616# SEIZMIC PROJECT. FOR ADIDAS GOLF DESIGN BUILD SHEET NO 14 OF.21 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET * POMONA * CA 91768 CALCULATED BY.M OBI 10-15-1998DATE. LONGITUDINAL ANALYSIS :TYPE 5L S/R THE ANALYSIS iS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE (OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT) Vlong = F 1 - F2 - F 3 - F4= * Vcol = Vcol - 58lb 116lb 1 73 I b. 231 Ib 1,155 Ib 578 (b. F2- 66 in Fl 66 in I b= 64 in Beam lo Col Conn Col to slab BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT Mbase = 15300m.lb. Mupper + Ml ower = Mconn'R' + Mconn'L1 Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Ml ower Mconn = [Mupper + Mlower]/2 Mconn "I-" Mupper RESULTING FORCES ON COLUMN SECTION 1 2 3 4 AXIAL LOAD 4200 3150 2100 1050 MOMENT 21660 17151 13340 7623 Mconn 21405 17246 12481 —-jf SLAB SEIZMIC PROJECT. FOR ADI DAS GOLF DESIGN BUILD SHEET NO 15 OF.21 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.M OBI DATE.10-15-1998 COLUMN ANALYSIS :TYPE 5L S/R COLUMN IS ANALYZED PER AiSI COLD-FORMED STEEL DESIGN MANUAL Pmax « 4,200 Ib Mmax = 21,660 mlb. Kxlx/rx = 1.2 * 64 / 1.21 57 = 63 2 <- GOVERNS Kyly/ry = .8* 527 1.0665= 390 Cc =(2n'2E/Fy)'.5 = 102.0 SINCEKI/r <=Cc, Fa =.522Fy- [(kl/r*Fy)/1494]'2 = 23,301 psi fa = Pmax/Area «= 4,080 psi. fb = Mmax/Sx = 21,242 psi. fa/Fa =0.18 >.15 F'e = 12TT'2E/23(Kxlx/rx)'2 F'e= 37,418 psi. Fb = .6*Fy= 33,000 psi. Cm*fb/Fb[1-fa/F'e] = COMBINED STRESS =0.90 A \i ^i -A \- B C SECTION PROPERTIES A =3» B=3" C= 75" D = 0" E = 0" Wt = 3 635# tl = 1196" t2 = 0" Area= 1 OH93IIA2 lx= 1 5295"A4ly= 1 1708"M Sx= 1 0197"A3Sy- rx= 1 215 66" 64" 52" 52 Front View SE1ZMIC PROJECT. FOR ADI DAS GOLF DESIGN BUILD SHEET NO 16 OF.21 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)369-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.M. OBI DATE.10-15-1998 BEAM ANALYSIS '.TYPE 5L S/R BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE 100% FIXfTY THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HAVE PINNED ENDS FOR THE COMPUTATION OF BEAM TO COL MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR 2,000 in Ib WHICH EVER IS SMALLER) WILL BE ADDED lact = 1080 in. 1 max = [1950 + 12QO(M1 /M2)]b/Fy SINCE M1/M2 = 1.0 Imax =3150*b/Fy « 158 in SfNCE (max >lact Fb = .60Fy = 33,000 psi. MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 1) BENDING CAPACITY M = Sx* Fb«wl>2/8 = 28314m Ib. CAPACITY = 2(8* M/l) = 37281 b. 2) MAXIMUM ALLOWABLE DEFLECTION (L/180). A = 5wl/4/384EI CAPACITY = 2[(384EI)/ (5*180*1/2)] = 3975lb MAXIMUM STATIC LOAD PER LEVEL IS 3,729 I b. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. 1 625" 4035' Sx = 0858m lx= 1 842 in = LIVE.LC£D*L/(2*8) M all ow( stati c) = Sx * Fb Mimpact= 1.125*Mstatic MalIow(seismic) = 1 33 * Sx * Fb Mseismic = Mconn (SEE LONG ANALYSIS) LEVEL Mstatic 1 2 3 4 13499 13499 13499 13499 Mimpact 1 125 Mstatic 15187 15187 15187 15187 Mallow (static) 28313 28313 28313 28313 Mseismic 21405 17246 12481 5811 Mallow (seismic) 37751 37751 37751 37751 RESULT GOOD GOOD GOOD GOOD 1 r*^SF|7Mir^ PROJECT AUlUAb bULh LD 1 ^^^^^^^^^^ SHEET NO _ I? OF 21 MATERIAL HANDLING ENGINEERING u ORl 10-1^-lQQRTEL (Q09)86Q-n98Q - FAV (QriQ)869-nQS1 CALCULATED BY W1 UD1 DATE 1U 10 '^^o 161 ATLANTIC STREET • POMONA • CA 91768 1 1 | 1 1 f-I 1 I 1m I I 1ii •i BEAM TO COLUMN CONNECTION: f &dMconn= ( Mlower + Mupper )/2 + Mend /^^ Y^^^ 4-9 CAPACITY OF CONNECTOR ^ /^ a") SHEAR CAPACITY OF 7/1 6" DIA STUD ^ ^ x. ^^«&f 9 1 ?ll M^X^ Z 4 rl "^^ 10.X] \3^> »\z 7 16 T RIVETC^ Fy= S^, 700(f pa = J 5 ^ J^r Pmax= 3000 # b) BEARING ON COLUMN. Mconn "L" / j Abrn - t * D t- 1 0^ mm 1 r = .5 * t Fu=65,000psi mm. Pmax brg = A * F ^ fv 1 k, "^•l Mconn "R" i \ij' /r m* t ru \^_— J = 3412# > 3000# Mlower c} MOMENT CAPACITY OF BRACKET. , • -• ^^ ''r Mcap=S * f-bending <9^^ ' = .105*.66*Fy 7 .„J / 4 /"v Kdr-in/ /rt 1111 P1 ^ 5^^^.L>— IvILdp/ 1 J — I . ( ! I I I A •" ^^2^ Pl= 1.20 Mcap ^^— = 083Fy = 4158#>3000# c ^,M/2" . _?M/T' SINCE SHEAR GOVERNS PI =3000# ' y S bracket = .10 5" A3 Mconn. cap ~ PI * 4.5 + P2 * .5 = 4.555*3000 p"2^.f^ = 13,665 "# P1 + P2 = C P2 = P1 * (.5/4.5) Mconn seis.= 1 .33 * Mconn = 1 8,174 "# =.111 PI C= 1.111P1ii SEiZMtC PROJECT. FOR ADI DAS GOLF DESIGN BUILD SHEET NO 17A OF.21 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.M. OBI DATE.10-15-1998 BEAM TO COLUMN CONNECTION: H.D. 4-STUD CONNECTOR Mconn= ( Mlower + Mupper )/2 + Mend CAPACITY OF CONNECTOR a) SHEAR CAPACITY OF 7/16" DtA STUD A= 4375A2n/4 = 15 "A2 Fy=50,000 psi (A108 steel) Pmax=3000 # [ D I D ( 0 b) BEARING ON COLUMN Abrg =t * D = 05 * t Mconn "L1 t= 105 mm Fu=65000psi mm Pmax brg = A * F = 05 * t * Fu = 3413 # > 3000# MOMENT CAPACITY OF BRACKET Mcap=S * Fbendmg = 105 * 6 * Fy C=Mcap/5 = 2 15 P1 P1= 93 Mcap = 058 Fy = 2930# < 3000# SINCE BEARING GOVERNS P=2930# Mconn cap = 6 5P1+4 5P2+2 5P3+5P4 =10 615P -31,102 "# 3" 1 o oo ooo Mupper HV: Mlower Mconn "R" S bracket = 105"A3 1-5/8" Mconn seis = 1 33 * Mconn = 41,365 "# C = P1 + P2 + P3 + P4 C = P1 +P1(4 5/6 5) P1(2 5/6 5) + P1( 5/6 5) C = 2 15P1 SEIZMIC PROJECT, FOR ADIDAS GOLF DESIGN BUILD SHEET NO 18 OF.21 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.M. OBI DATE.10-15-1998 TRANSVERSE ANALYSIS :BRACING :TYPE 5L S/R 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 Ldiag = [(L-6)'2+(D-2*Bcol)'2]'.5 = 62.2 Vdiag =Vtrans * Ldiag / D = 1998# kl/rmin = [1 * 62.2 J/.488 = 127.6 Fa=[12TT'2E]/[23(kl/ry2] = 9165 psi fa/Fa =Vdiag/(Area*Fa) -067 L= 52" DIAGONAL AND HORIZONTAL BRACING \V H Area= 325 "A2 rmm= 488 " t= 0747 " W= 1 5 " H= 1 5 " SE1ZMIC PROJECT, FOR ADIDAS GOLF DESIGN BUILD SHEET NO 19 OF.21 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.M. OBI DATE 10-15-1998 I OVERTURNING :TYPE 5LS/R ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2237 7 1 OF THE 1994 Uniform Building Code FULLYLQADED TOTAL SHEAR Mot TOP SHELF LOADED 73" 73" 52" L = 1540lb. -Vtrans * ht * 1.15 = 1540* 198* 1.15 = 350658 mlb Mst = I(Wp+.85wDL)* d/2 = ( 8000+.85 * 400) * 48/2 = 200160m.lb Puphft - 1(Mot- Mst)/d = 3135 Ib. <- CRITICAL SHEAR =385 Ib, Mot =Vtop* h* 1.15 = 385* 264* 1 15 = 116886 mlb Mst =(Wp+wDL)* d/2 = (2000+85* 400)* 48/2 «56160mlb. Puphft =1(Mot- Mst)/d = 1265 Ib. USE 4 ea 1/2x3-1/2 Ml N. EMBED Ml N. EMBED ANCHOR. CAPACITY OF 1/2x3-1/2 Ml N. EMBED. = 1000 I b PULLOUT & 1 840 I b. SHEAR COMBINED STRESS! = 31 35 / 4000 + 770 / 7360 = 0.89 COMBI NED STRESS2 = 1265 / 4000 + 192 / 7360 « 0.34 48' 616# 462# 308# 154# SEIZMIC PROJECT. FOR ADIDAS GOLF DESIGN BUILD SHEET NO 20 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 OF.21 CALCULATED BY.M OBI DATE.10-15-1998 BASE PLATE :TYPE5LS/R 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 = 4200lb. B =8m. Mb= 15300 i n.lb. D = 8 in. b = 3 in t =.375 in bl =25 in P/A =Pcol/(D*B) = 65.62 psi. M/S = Mb/((D*B'2)/6) = 179.2 psi. fb2=2b/B*fb = 1120 psi. fb1 = fb-fb2 =67.23 psi. Mbase = wbl '2/2 = bl /2/2[ f a + f bl + .67fb2] Mbase = 648.7 m.lb Sbase = 1*t'2/6 - 00234 m'3 Fbase = .75Fy* 1.33 =36000 psi. fb/Fb = Mbase/(Sbase* Fbase) = .76 ANCHOR TENSION IMo = 0 - T*d2=[Mbase- Pcol*b/2] T = Mbase/d2 - Pcol*b/2d2 T = 2000ib. Pcol bl-bl- fa 1 1 111!!i / fbl dl Tt ^--T^Nr K ft\-\^i Ct* Pcol Mbase b dl Mbase dl PROJECT. FOR ADIDAS GOLF DESIGN BUILD SHEET NO 21 OF.21 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 • FAX (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY.M. OBI DATE.10-15-1998 SLAB AND SOIL :TYPE 5L S/R 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 P max = 1.4 DEAD LOAD + 1.7 LI VE LOAD Pmax * 1.4 * Pcol + 1.7 * (Mot/d) - 18,299 Ib Fpunct =2*sqrt(fc)= 109 5 psi. Apunct = t(w+t/2)+(d+t/2)]*2*t = 264.0 in/2 fv/Fv = Pmax/(Apunct* Fpunct) = 0 63 (b) SLAB TENSION Asoil =Pmax/(l 33 * fsoil) = 13.72 ft.'2 = 1,976 m/2 L = sqrt(Asoil) = 44.5 in. B =sqrt(w*d) +t * 140 in. b = (L-B)/2 = 15.2 in. Mconc - wb'2/2 « (1.33*f soi I * b'2)/(l44* 2) = 1,073.6 mlb Scone « 7*t^2/6 = 6.00 fn/3 Fconc = 50*sqrt(f'c) = 24648 psi. fb/Fb = Mconc/(Sconc*Fconc) = 0 73 ' b,' B t >| ^ L BASE PLATE w = 8 in. d = 8 in. CONCRETE t = 6 in. f'c =3000 psi. SOIL fs = lOOOpsf.