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2051 PALOMAR AIRPORT RD; ; CB990127; Permit
City of Carlsbad 06/02/1999 Commercial/Industrial Permit Permit No: 0B990127 Building Inspection Request Line (760) 438-3101 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group Project Title: 2051 PALOMAR AIRPORT RD CBAD TI Sub Type: INDUST 2130503900 Lot#: 0 $1,067,808.00 Construction Type: VN 28 Reference #: MELLES GRIOT 38,136 SF TENANT IMPROVEMENT Status: ISSUED Applied: 01/12/1999 Entered By: MDP Plan Approved: 05/05/1999 Issued: 05/05/1999 Inspect Area: TP Applicant: Owner: HOSFORD MARK SUN ROAD PALOMAR PARTNERS L P 475 PRODUCTION ST 1455 FRAZEE RD #1000 SAN MARCOS CA 92069 SAN DIEGO CA 92108 7690-744-4600 Total Fees: $6,694.94 Total Payments To Date: $6,694.94 Balance Due: $0.00 Building Permit $3,639.82 Red. Water Con. Fee $0.00 Add'I Building Permit Fee $0.00 Meter Size Plan Check $2,365.88 Add'I Red. Water Con. Fee $0.00 Add'I Plan Check Fee $0.00 CFD Payoff Fee $0.00 Plan Check Discount $0.00 PFF $0.00 Strong Motion Fee $224.24 PFF (CFD Fund) $0.00 Park Fee $0.00 License Tax $0.00 LFM Fee $0.00 License Tax (CFD Fund) $0.00 Bridge Fee $0.00 Traffic Impact Fee $0.00 BTD #2 Fee ' $0.00 Traffic Impact (CFD Fund) $0.00 BTD #3 Fee $0.00 LFMZ Transportation Fee $0.00 Renewal Fee $0.00 PLUMBING TOTAL $104.00 Add'I Renewal Fee $0.00 ELECTRICAL TOTAL $210.00 Other Building Fee $0.00 'MECHANICAL TOTAL $151.00 Pot. Water Con. Fee $0.00 Master Drainage Fee: $0.00 Meter Size ' Sewer Fee: $0.00 Add'I Pot. Water Con. Fee '$0.00 TOTAL PERMIT FEES $6,694.94 FINAL APPROVAL Inspector: Date: /,2/?/yP Clearance: NOTICE: Please take NOTICE that approval of your project includes the imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/exactions.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacfiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. Wnrk , FOR OFFICE USE .ONLY . .. PLAN CCK NO. __— 1) 6 ° ET' VAL " - Plan ,Ck. Deposit Validated By U ..' - Date , 1/(1,/ r .. siness Name (at this address) 'ruô cn b; Lof No.' ' Subdivision Name/Number '' - I UnWi'o t-btaI # dYGnits .. . . ,.CPRMT •, 1500.00 'Exist" Use Pr osed Use ". '. SQ.-FT. '#of Stories ...... . ' .# of Bedrooms . ' #'of'Bathrooms ('i Name - — Address .. - . -City . Stdte'Z,p le ech .- ' Fax # L37', VAJ?Ll'C Nt Lr'"4iV ncr AgWfIr tmft? cAFS1Obb S t CA '111bP 4i'i 'fl ,) • Name Address City p Telep one _______ 'Name (, \i4 Address . ' C 1tv State Zip TeIehone # rc (Sec. 7031.5 Business and Professions Code: Any City or County _which requires a permit to construct, alter, improve, demolish or repairtariy 'structure, prior t'o'its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions. of, the Contractor's License Law '(Chapter 9, commending with Section 7000 of Division 3 of the Business and. Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty.of not more than five hundred dollars L$5001). Name i - ,,, • t (, Address . ' ,.'' - .ft' , - City ' .' , , , State/Zip .' Telephone #. State License # S '4 I 1 D License Class City Business License # I"2 bID T '1 Designer Name - . . . .. . Address , 7. .' ., ,. . City , .., State/Zip Telephone , State License J,j ,Workers' Compensation Declaration: I hereby affirm under penalty of perjury, one of the following declarations: I have and,will maintain a certificate of.ctnsent to self -insur'for workers .ompdnstion as provided by Section 3700 of the Labor Code, for,the performance of e work for which this permit is issued. 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 j,ermit is issued. My worker's compensation insur ce carrier and policy number are: Insurance Company AR E'"- ' -" ' Policy No.tbD9 c ,E'xpirati r. n Date 91-11 __________ 4 (THIS'SECTION NEED-NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED-DOLLARS ($1001 OR LESS) . I '.0 CERTIFICATE OF EXEMPTION: Icertify that in the performance of the work for whichthis perrnit.is issued;l shall not'ernplo'y any person in any manner so, as to become subject to,_th '-C o en Laws of California. -'4- 4 p' WARNING:' Faikre secure er Co pe ation coverage is unlawful, and shall'subject an employer to criminal penalties and civil' fines up to one hundred thousand dollars I , a o o If ost of compensation, damages as provided for in Section 3706 of the Ljbor coye,4 ere n attorney's fees. SIGNATURE DATE Y" I' , ' .1'- TTr.L T'-'4 T TTTTJ if I hereby affirm that I am exempt from t e Contractor's License Law for the following reason: 0 I as owner of the property or my employees with wages as their sole compensation will do the work and 'ihe structure is not intended or offered for sale -(Sec. 7044, Business- and Professions Code: The Contractor's, License Law does not apl" to an' owner of property who builds or,irnproves thereon, and whp 'd8es 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 didr not build or improve for. the purpose of sale). ,0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code:'The Contract's License Law 'does not apply to an owner of property' who builds oi improves thereon,nd c6nira6ti for such p6je'4cts with contractor(s)' license'd pursuant to the Contractor's. License Law) I am exempt under Section Business and Professions Code for this reason; . -... • , . 4 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES DIQ ,2. I (have I, have 7i5t) signed n applic'atiSn for a building permit for the prSposed iork.'' I have contracted with the following person (firm).to provide the proposed construction (include name / address,! phone number"lcntractors license number): I plan to provid'eportibns of the work, but I h'4av'e hir'ed tiji following per'son'tó'4coordinate, supervise ard"providE the major work (include na'the4/ address I number / contractors license number): I will provide some of the work, but I have contrated (hired) the following persons to provide the work indicated (include name.! address /.phone number / type') of work): PROPERTY OWNER SIGNATURE DATE,'4 ' • ,' " - ,' - * - Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration klrmor risk managen1en and prevention 1,1 program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act?.—'-DC] YES'.' 0- NO'.i ' ' '- Is the applicant or future building occupat required to obtain a permit from the air olIution control district or air quality management district? 0 YES C]' NO Is the facility,to'be constructed within 1,000,feet of,the,outeboundáry.of a schàol site? 0 YES ,IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY4NOTBE ISSUEDUNLESS THE APPLICANT HAS MET.OR IS MEETING THE , ,REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION"4CONTROL DISTRICT.'" .ICNSTRUCTION'fLENDING4GENCY II hereby affirm that there is a construction Ilencling-agency for the performance of the work for which this permit i,,(Sec:. 3097(i) Civil Code) LEFDERS NAME 'V_S " LEtIDE R'S ADDRESS '- ' '', "4' - '' '• '' . 'lQ'ADpIIIt'A&Ii"f'DTIcIr'ATlnM '_ 1 certify that I have read the application and state'thatthe above info'rmátidn is correct and that tha'informationon the plan's is accurate. .1 agree to cornIy witI all City ordinances ind State'laws relating, to building construction. I hereby authorize representatives of the Cit,,of:Car!sbad to enter'upon 'the above mentioned' ', property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY Q'CARLSBAD' AGAINST ALL LIABILITIES, '4 ' JUDGMENTS 'COSTSAN D 1, EXPENSES WHICH MAY IN,ANY WAYACCRUE AGAINST SAID CITY CONSEQUENCE OF THE GRANTING OF THIS E IT. VE WT t OSHA An'dSHA for excavations"oer 5'O" deep and de'ndlitionor donstruction àf structur'es over 3 stories in height. - ' 4.. ', . ' '4 - - 'EXPIRATION: Every permit issued ' ildu ' Of ': a/ the provisions-of this Code shall expire b limitati&'n aid- become- null and void if. the buildin Sr work authorized by such permit i n corn -- 365 days from the date of such permit or if the building or work authorized by such perrit is suspended 1, or abandoned at any time after a wo " m e for eriod of 180 days (Section 106.4.4 Uniform'Building Code). APPLICANT'S SIGNATURE I DATE WHITE. File YELLOW. Applicant PINK. Finance TI PERMIT APPLICATIONS , .: ' CITY OF CARLSBAD'BUILDING DEPARTMENT.* 2675'Las'Palmâs'Dr., Qarisbad CA 92009 (760) 438:1161 E.T City of Carlsbad Inspection Request NNI A For: 122211999 Permit# CB990127 Inspector Assignment: TP Title: MELLES GRIOT Description: 38,136 SF TENANT IMPROVEMENT - Type: TI Sub Type: INDUST Phone: 7604382131 Job Address: 2051 PALOMAR AIRPORT RD Suite: Lot 0 Location: Inspector: APPLICANT HOSFORD MARK Owner: SUNROAD PALOMAR PARTNERS L P Remarks: PM PLEASE Total Time: Requested By: JOHN LEACH Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments, Associated PCRs Inspection History Date Description Act lnsp Comments 12/14/1999 89 Final Combo CO TP 12/9/1999 89 Final Combo CA TP RESET FOR 12/10 12/2/1999 89 Final Combo CO PD RESET FOR 12/9 9/15/1999 89 Final Combo CO TP 6/30/1999 32 Const. Service/Agricultural AP TP MAIN, SUBS, TRANS COMP 6/30/1999 34 Rough Electric PA TP MTR REL. WALK THRU 6/30/1999 89 Final Combo NR TP WALK THRU CONF. 6/17/1999 39 Final Electrical NS TP 6/17/1999 39 Final Electrical NR TP 6/11/1999 17 Interior Lath/Drywall PA TP SEE CARD 6/11/1999 84 Rough Combo CO TP T-BAR CElL 6/9/1999 14 Frame/Steel/Bolting/Welding PA TP T-BAR CElL SEE CARD LOC 6/9/1999 24 Rough/Topout PA TP 6/9/1999 34 Rough Electric PA TP CElL LITES 6/9/1999 44 Rough/Ducts/Dampers PA TP DUCTS 5/27/1999 11 Ftg/Foundation/Piers AP TP HYDRO PAD FTNS 5/25/1999 84 Rough Combo NR TP City of Carlsbad Inspection Request For: 12/22/1999 0, Permit# CB990127 5/17/1999 17 Interior Lath/Drywall 5/17/1999 24 Rough/Topout 5/12/1999 14 Frame/Steel/Bolting/Welding 5/1211999 24 Rough/Topout 5/12/1999 34 Rough Electric 5/12/1999 44 Rough/Ducts/Dampers 5/11/1999 14 Frame/Steel/Bolting/Welding 5/11/1999 34 Rough Electric 5/10/1999 14 Frame/Steel/Bolting/Welding 5/10/1999 24 Rough/Topout 5/10/1999 34 Rough Electric 5/10/1999 44 Rough/Ducts/Dampers 5/7/1999 84 Rough Combo Inspector Assignment: TP PA TP AP TP VENTS FOR SINKS AP TP HIGH WALLS COMP. AP TP SINKS AP TP WALLS WC TP AP TP AP TP WALLS AP TP LOW WALLS RMS 22,23,28-34 WC TP AP TP LOW WALLS RMS 22,23,28-34 WC TP NR TP City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite F1 Plan Check #: Date: 9/15/99 Permit #: CB990127 Permit Type: T Project Name: MELLES GRIOT Sub Type: INDUST Address: 2051 PALOMAR AIRPORT RD Lot: 0 Contact Person: JOHN Phone: 0000000000 Sewer Dist: CA Water Dist: CA InspecteM Date By: (,i Inspected: i07' / 9 q Approved: Disapproved: Inspected Date By: Inspected: ____Approved: - Disapproved: Inspected Date By: Inspected: Approved: ______ Disapproved: Comments: Matrix Engineer's & Contractors Inc. Lic..# 541170 475 Production Street San Marcos Ca, 92069 Phone (760)744-4600 Fax (760)744-4607 To whom it may concern regarding the Project Melles Griot Located at 2051 Palomar Airport Road Carlsbad California 92008 Plan Check #982951, 990039, and 990127. Please let this letter serve is a guarantee that on 6/3/99 all the Electrical Service Wire Terminations Torque is to Manufacture specifications and were done by Calibrated Torque Wrench by qualified LB.E.W. Personal with the following settings. 1/8" Allen type 43-47 Inch Pounds '4" Allen type 62-68 Inch Pounds 3/8" Allen type 18-22 Foot Pounds '/2" Allen type 47-53 Foot Pounds 9/16" Allen type 52-55 Foot Pounds All terminations not listed here are also completed to specifications. Including but not limited to Transformers, Distribution Boards, Panel Boards, SwitchBoards, Disconnects, and Equipment Terminals. If you have any questions please do not hesitate to call our office 991010.LTR EsGil Corporation In Partnership with Government for Building Safety DATE: MAY 31 1999 JURISDICTION: CARLSBAD PLAN CHECK NO.: 99-127 SET: VI PROJECT ADDRESS: 2051 PALOMAR AIRPORT RD. PROJECT NAME: T.I. FOR MELLES GRIOT O 612RUICANT LI PLAN REVIEWER U FILE 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The checklist transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. - F1 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 th'e 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: The Fire Department mqqflj 'ew the UP-DATED Fire Protection/Life Safety Report, by Schirmer Engineering Corp 49n. By: All Sadre Enclosures: Esgil Corporation 0 GA n MB J EJ ic LOG trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 EsGil Corporation In Partnership with government for Bui[-tuing Safety DATE: APRIL 26, 1999 U APPLICANT J URIS JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: 99-127 SET:V PROJECT ADDRESS: 2051 PALOMAR AIRPORT RD. PROJECT NAME: T.I. FOR MELLES GRIOT 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. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 1171 vN The applicant's copy of the check list has been sent to: MARK HOSFORD 475 PRODUCTION ST., SAN MARCOS, CA 92069 Lnsl 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 VN REMARKS: Please see attached for remaining corrections from previous list. By: AliSadre Enclosures: Esgil Corporation GA MB DEJ JPc 4/23 trnsmtl.dot 9320 Chesapeake Drive, Suite 208. • San Diego, California 92123 • (619) 560-1468 • Fax(619)560-1576 CARLSBAD 99-127 APRIL 26, 1999 Please make all corrections on the original tracings and submit three sets of revised prints, to: The Carlsbad building department. Please show or note the 2" contrasting color strip for the HC stairs on plans. Please clarify 3/4" long teks in 3/4" thick diaphragm, i.e., per detail 2/S4. The Fire Department must review the UP-DATED Fire Protection/Life Safety Report, by Schirmer Engineering Corporation. The mechanical plans show waste and water line hook-ups for the Scrubber on sheet M4• The plumbing plans do not show the waste and water line hook- ups for the Scrubber or the required backflow protections (RP valve) for water system. Please correct. 14. On page 8 of the revised Fire Protection/Life Safety Report, by Schirmer Eng. Corp., dated April 6 1999, two flammable liquid dispensing areas are called out to be provided at hoods at work benches in the glass rinsing room and in the main production area. The plans do not call out a "glass rinsing room" and no exhaust hood for dispensing areas shown on M-2. Please correct. Note: If you have any questions regarding this Plumbing, Mechanical, and Energy plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation 1n Partnership with government for Bui&1ing Safety DATE: APRIL 19, 1999 D APPLICANT JURIS. JURISDICTION: CARLSBAD 0 P N REVIEWER 0 FILE PLAN CHECK NO.: 99-127 SET: IV PROJECT ADDRESS: 2051 PALOMAR AIRPORT RD. PROJECT NAME: T.I. FOR MELLES GRIOT F-1 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. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW 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: MARK HOSFORD 475 PRODUCTION ST., SAN MARCOS, CA 92069 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: Additional hourly P/C fee is charged for the second story mezzanine submitted under this back-check. Please see attached for remaining corrections from previous list. By: Ali Sadre Enclosures: Esgil Corporation ZGA N MB 171 E DPC 4/8 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 CARLSBAD 99-127 APRIL 19, 1999 Please make all corrections on the original tracings and submit three new sets of prints, to: The jurisdiction's building department. Please make sure all the changes are reflected on all different scale plans. The large manufacturing area on A-02 requires two separate exists which can not go through the storage room. One exit can be the one near grid line G, into the rated corridor, the second one should be to the left of line I. Thus, the corridor to the left of line I from the manufacturing area should be rated. Please revise the plans to show two complying exits accordingly. Please show complete HC stair details and references on plans. Please specify steel deck height, its required S & I as well as weld size, type and spacing on plans. Please clarify W teks in 3/4" diaphragm as well as 12" & 16" tek spacing on 21S4 instead of 6" & 12" for edges & field, respectively. Please specify the gage of members on detail 2/S3. Please specify adequate separation between mezzanine and building walls. Please note where detail 16/S3 is referenced on plans. Please specify weld size and type between the rebars and members on detail 71S3. Please show the length of each leg of reinforcing bar on detail 21S3. Show frame columns and their connections are adequate for load combination per Section 2211.5.1 including uplift. Please submit ICBO approval report showing the column base expansion bolts are approved for cyclic loading (per previous item). To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. If you have any questions regarding these plan review items, please contact All Sadre @ 619/560-1468 at Esgil Corporation. Thank you. CARLSBAD 99-127 APRIL 19, 1999 PLUMBING, MECHANICAL AND ENERGY CORRECTIONS JURISDICTION: Carlsbad DATE: 4/19/99 PLAN REVIEW NUMBER: 99-127 SET: IV PLAN REVIEWER: Glen Adamek 3. The Fire Department must review the UP-DATED Fire Protection/Life Safety Report, by Schirmer Engineering Corporation. PLUMBING (1994 UNIFORM PLUMBING CODE) New. The mechanical plans show waste and water line hook-ups for the Scrubber on sheet M-4. The plumbing plans do not show the waste and water line hook- ups for the Scrubber or the required backflow protections (RP valve) for water system. Please correct. MECHANICAL (1994 UNIFORM MECHANICAL CODE) 11. The mechanical floor plan (sheet M-2) does not match the floor plans on sheets A-02, A-03 and A-05. Please correct and show the required fire rated corridors. 14. On sheet 8 of the revised Fire Protection/Life Safety Report, by Schirmer Engineering Corporation, dated April 6 1999, two flammable liquid dispensing areas are called out to be provided at hoods at work benches in the glass rinsing room and in the main production area. The plans do not call out a "glass rinsing room" and no exhaust hood for dispensing areas shown on sheet M-2. Please correct. Note: If you have any questions regarding this Plumbing, Mechanical, and Energy plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. CARLSBAD 99-127 APRIL 19, 1999 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 99-127 RCIV PREPARED BY: SADRE DATE: 4/14 BUILDING ADDRESS: 2051 PALOMAR AIRPORT BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION BUILDING AREA (cg. ft.) VALUATION MULTIPLIER VALUE ($) MEZZANINE ADD. 3 HOURS 87.15/HR. 261.45 ESGIL FEE Air Conditioning Fire Sprinklers TOTAL VALUE UBC Building Permit Fee: $ UBC Plan Check Fee: CITY FEE: $ 326.81 Comments: Sheet I of I valuefee.dot EsGil Corporation 1n Partners/lip with Government for Building Safety DATE: MARCH 25, 1999 O APPLICANT JURISDICTION: CARLSBAD O PLAN REVIEWER O FILE PLAN CHECK NO.: 99-127 SET: III PROJECT ADDRESS: 2051 PALOMAR AIRPORT RD. PROJECT NAME: T.I. FOR MELLES GRIOT LI 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. JI 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. PLEASE SEE BELOW IIJ 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: MARK HOSFORD 475 PRODUCTION ST., SAN MARCOS, CA 92069 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 Lnj REMARKS: Please see attached for remaining corrections from previous list. By: All Sadie Enclosures: Esgil Corporation GA Z MB D EJ D PC 3/17 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 CARLSBAD 99-127 MARCH 25, 1999 Please make all corrections on the original tracings and submit three new sets of prints, to: The jurisdiction's building department. Please revise the floor plans (including the area to the left of line "I" to match what was approved under PC # CB 99-39 final set). Please make sure all the changes are reflected on all different scale plans. The corridor on line A, sheet A-3 exceeds 20' dead end. Specify clear aisle width between storage racks Note on plans the chain link fence and storage racks plans and calculations will be submitted to the building official for review and approval prior to installation. The layout of corridors on M sheets and floor plans do not match, i.e., line A, etc. Please identify any required occupancy separation walls on plans. Pleaseshow the location of all smoke and fire dampers on mechanical plans at occupancy separation walls (as required). To speed up the review process, note on this list. (or a copy) where each correction item has been addressed, i.e., plan, sheet, note or detail number, calculation page, etc. If you have any questions regarding these plan review items, please contact All Sadre @ 619/560-1468 at Esgil Corporation. Thank you. CARLSBAD 99-127 MARCH 25, 1999 PLUMBING, MECHANICAL AND ENERGY CORRECTIONS JURISDICTION: Carlsbad DATE: 3/26/99 PLAN REVIEW NUMBER: 99-127 SET: III PLAN REVIEWER: Glen Adamek 1. The licensed designer must sign each sheet of the plans. The electrical plans are not signed. 3. The Fire Department must review the UP-DATED. Fire Protection/Life Safety Report, by Schirmer Engineering Corporation.- PLUMBING (1994 UNIFORM PLUMBING CODE) New. The mechanical plans show a water line hood-up, to the Scrubber on sheet M-4. The plumbing plans do not show th4e water line or the required backflow protections (RP valve). Please correct. Correct the water line sizing calculations. Provide data for the ultra low flush, flush valve water closets to show they will operate on the only 15 psi used in the water line sizing calculations. Most of the ultra low 'flush, flush valve water closets require 25 psi or more. Provide complete drain, waste and vent plans. Drain and vent lines for the service sink (WS.-1) are not shown. Detail the required island venting system for the wash sink at island cabinet. UPC, Section 909.0., Drain and vent lines for the service sink (WS-1) are not shown. 10. The plans show the water heater on the plywood deck at the Pipe Chase. Please show the following: Detail required 30 x 30 inch access clearance to water heater in attic (Pipe Chase). UPC Section 511.0 Detail required ladder access to water heaters more than 8 feet above the floor. UPC section 511.2 MECHANICAL (1994 UNIFORM MECHANICAL CODE) 11. The mechanical floor plan (sheet M-2) does not match the floor plans on sheets A-02, A-03 and A-05. Please correct and show the required fire rated corridors. CARLSBAD 99-127 MARCH 25, 1999 14. The revised Fire Protection/Life Safety Report, by Schirmer Engineering Corporation, seem to require "exhaust ventilation" taken form near the floor in the main production areas (#16), process room (#20), optics room (#22), and glass shop (#32). But the plans do not match the revised Fire Protection/Life Safety Report: The plans show no exhaust ventilation in the optics room (#22) and glass shop (#32). The plans show only AC-3 in the optics room (#22) and AC-4 in glass shop (#32). Supply and return air only, not exhaust. None of the exhaust air pick-ups are near the floor, in the main production areas (#16), process room (#20), optics room (#22), and glass shop (#32). Only the return air pick-ups in process room (#20), optics room (#22), and glass shop (#32) are near the floor level. Please correct. C) The revised Fire Protection/Life Safety Report states 11,800 CFM of exhaust is provided from the main production areas (#16), but the plans show only 9,700 CFH of exhaust. Please correct. The revised Fire Protection/Life Safety Report states 12,000 CFM of exhaust is provided from the process room (#20), but the plans show only 11,665 CFH of exhaust. Please correct. The plans show a "Solvent Bench Designated Solvent Transfer Station" in the acid cleaning room (#34), but the revised Fire Protection/Life Safety Report does not cover the use of Class I, II, or Ill-A liquids in the acid cleaning room (#34). Please correct. The fire rated corridors are not to be used to convey air to or from rooms. UMC Section 601.1.1. The plans showsupply air form AC-4 and AC-6 to the fire rated corridor, with no return air to the HVAC units AC-4 and AC-6 or exhaust air from the fire rated corridors. Please correct. Detail exhaust ventilation system compliance with UMC Chapters 5 & 6. e) For each EA and SE exhaust duct section show the minimum sheet metal thickness, as per UMC, Table 5-B,. Clearly show the exhaust duct "negative pressure, the reinforcement spacing for each system. The Plan Check Notes # 7.A. and 7.13. on sheet M-1 does not provide the required data. h) Detail the required duct cleanouts every 10 feetand every change of direction of the Acid Duct System, as per UMC, Section 609.4. Note: If you have any questions regarding this Plumbing, Mechanical, and Energy plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation In Partners/lip with government for Wui(ing Safety DATE: FEB. 17, 1999 JURISDICTION: CARLSBAD PLAN CHECK NO.: 99-127 SET: II PROJECT ADDRESS: 2051 PALOMAR AIRPORT RD. PROJECT NAME: T.I. FOR MELLES GRIOT U. APPLICANT JURIS. U REVIEWER U FILE LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. Ij 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. PLEASE SEE BELOW II 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: MARK HOSFORD 475 PRODUCTION ST., SAN MARCOS, CA 92069. 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: Please see attached for remaining corrections from previous list. New P/M/E corrections are due to newly submitted P/M/E plans. By: All Sadre Enclosures: Esgil Corporation GA 0 MB EJ D PC 2/9 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax(619)560-1576 CARLSBAD 99-127 FEB. 17, 1999 Please make all corrections on the original tracings and submit three new sets of prints, to: The jurisdiction's building department. The exits from the second levels, as shown, go through too many adjoining rooms. Please revise the floor plans to show rated continuous corridors to the outside for all such cases on ground floor. See sheet A2 and others for details. Section 1003.5. Corridors must provide continuous protection to the exterior of the building. Interruptions by an intervening room is not permitted. Section 1005.1. This applies to the rated corridor being terminated on line 4. Show 20-minute doors for revised 1-hour corridors per previous item. Also identify the revised rated corridors with cross-hatching on floor plans. Section 1005.8.1. Show smoke/ fire damper typical penetrations on the rated corridor. Please show the location of all smoke and fire dampers on mechanical plans at rated corridors and occupancy. separation walls (as required). To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. If you have any questions regarding these plan review items, please contact Ali Sadre © 619/560-1468 at Esgil Corporation. Thank you. 4 t I - CARLSBAD 99-127 FEB. .17, 1999 PLUMBING, MECHANICAL AND ENERGY CORRECTIONS JURISDICTION: Carlsbad DATE: 2/12/99 PLAN REVIEW NUMBER: 99-127 SET: II PLAN REVIEWER: Glen Adamek The licensed designer must sign each sheet of the plans. Correct the General Project Notes, # 1. The City of Carlsbad requires compliance under the 1994 UBC, UFC, UMC, & UPC. Not the 1997 codes. The Fire Department must review the Fire Protection/Life Safety Report, by Schirmer Engineering Corporation. Provide calculations to show compliance with UBC, Appendix 29, (Minimum Plumbing Facilities) as per the City of Carlsbad. PLUMBING (1994 UNIFORM PLUMBING CODE) Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter; and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines. . Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths. UPC Section 610.0 Provide complete drain, waste and vent plans. . Detail the island venting system for the wash sink at island cabinet. UPC, Section 909.0. Floor sink may not be hidden inside a cabinet. UPC, Sections 804.1 and 1006.0. Show water heater size, type and location on plans. UPC, Section 501.0 MECHANICAL (1994 UNIFORM MECHANICAL CODE) The mechanical floor plan (sheet M-2) does not match the floor plans on sheets A-02, A-03 and A-OS. Please correct and show the required fire rated corridors on sheet M-2. CARLSBAD 99-127 FEB. 17, 1999 Provide mechaniôal ventilation in all rooms capable of supplying outside air at a minimum rate of 15 cubic feet per minute per occupant. UBC, Section 1202.2.1 Provide mechanical plans showing both existing and proposed HVAC equipment, ducts and access to equipment. Show the required exhaust ventilation as per UBC, Section 1202.2.2, in the Chemical Lab, main production areas, process room, engineers lab, optics room, and glass shop, as per the Fire Protection/Life Safety Report, by Schirmer Engineering Corporation. Clearly show the required exhaust be taken from a point at or near the floor. Provide calculations to show the required six air changes per hour exhaust rate in each area. Provide the listing data and installation data for the proposed "Scrubber," "hydrogen braze furnace" and "electric annealing kiln." If not listed a third party' installation report will be required for the approval of the construction and installation of the proposed "Scrubber," "hydrogen braze furnace" and "electric annealing kiln" to approved standards. UMC, Section 302.2. Show the location of the required roof access ladder to roof mounted HVAC equipment. UMC, Section 321.8 Detail disposal sites of main condensate drainage from air conditioning units. UMC Section 310. Detail the disposal sites of the roof drains receiving the condensate waste. Drainage of condensate waste to paved sidewalks, parking lots, or driveways is not allowed. The fire rated corridors are not to be used to convey air to or from rooms. UMC Section 601.1.1. Clearly show the fire rated corridors on the mechanical plans, and existing HVAC systems. Detail exhaust ventilation system compliance with UMC Chapters 5 & 6. Clearly show the type of material to be exhausted by each exhaust system. Detail the required make-up air as per UMC, Section 505.6. ' Detail the exhaust outlet clearances as per UMC, Section 609.10. Clearly show the duct materials are suitable for the intended use. UMC, Section 609.1 Clearly show the exhaust duct material and gage used for each duct size. See UMC, Table 5-13. Detail ducts conveying explosives or flammable vapors, fumes or dusts shall extend directly to the exterior of the building without entering other spaces. UMC, Section 505.1. CARLSBAD 997127 FEB; 17, 1999 Detail minimum duct ôonveying velocities as per UMC, Section 505.4 and Table 5-A. Detail duct cleanouts as per UMC, Section 609.4. Detailduct support as per UMC, Section 609.6. Detail fire protection as per UMC, Section 609.7. Detail clearances from combustibles as per UMC, Section 609.8. I)' Detail protection from physical damage as per UMC, Section 609.9. ENERGY CONSERVATION Provide complete energy designs for the proposed changes in envelope, lighting, and mechanical systems. Provide the completed ENV-1, ENV-2, ENV-3, LTG-1, LTG-2, MECH-1, MECH-2, MECH-3, and MECH-4 forms showing energy compliance. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. Provide automatic shut-off controls for lighting as per Title 24, Part 6, Section 131(d). Show bi-level lighting controls as per Title 24, Part 6, Section 131(b). Show the daylit areas and required daylit area lighting controls for lighting in daylit areas. Title 24, Part 6, .Section 131(c). Show the make, model, type, and efficiency of the space heating (and cooling) system, as per the energy design. Complete energy plan check will be done when complete corrected energy designs are provided. The completed, and signed ENV-1, LTG-1, and MECH-1 forms must be imprinted on the plans. The Documentation Author and the Principal Envelope Designer must sign the ENV-1 form. The Documentation Author and the Principal Lighting Designer must sign the LTG-1 form. C) The Documentation Author and the Principal Mechanical Designer must sign the MECH-1 form. Note: If you have any questions regarding this Plumbing, Mechanical, and Energy plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans.' CARLSBAD 99-127 FEB. 17, 1999 ELECTRICAL PLAN REVIEW 1993 NEC JURISDICTION: CARLSBAD DATE: 02/16/99 PLAN REVIEW NUMBER: 99-127 PLAN REVIEWER: MORTEZA BEHESHTI On single line diagram sheet E-2: Feeder "LE" is undersized. Specify "SAL" conduit and feeders. Panel "PRL" is not included but shown on sheet E-1 1. Distribution panel "DLC" is not included but shown on sheet E-9. Note that the main service will not be energized prior to the building inspectors' receipt of a third party NRTL testing laboratory performance test certification for the service ground fault protection. NEC 230-95 Rebar is not an acceptable grounding electrode for commercial applications in the City of Carlsbad. Please describe what the "UFER" ground will be. Show the " nearest electrode" used for each transformer secondary ground system (i.e., building steel, cold-water pipe). Also specify ground wire size for the 150 KVA AND 45 KVA transformers. NEC 250-26(c). Show overcurrent protection on the secondary side of transformers. NEC 240-21 Ex., 384-16(d). Please sign all electrical drawings. Note: If you have any questions regarding this electrical plan review list please contact Morteza Beheshti at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation In Partnership with government for Building Safety DATE: JAN. 20, 1999 Q ARELLCANT JURISDICTION: CARLSBAD 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 99-127 SET: I PROJECT ADDRESS: 2051 PALOMAR AIRPORT RD. PROJECT NAME: T.I. FOR MELLES GRIOT The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. LII 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. LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. VM The applicant's copy of the check list has been sent to: MARK HOSFORD 475 PRODUCTION ST., SAN MARCOS, CA 92069 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 LI REMARKS: By: All Sadre Enclosures: Esgil Corporation GA Z MB D EJ D PC 1/14 trnsmtLdot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax(619)560-1576 elk CARLSBAD 99-127 JAN. 20, 1999 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 99-127 JURISDICTION: CARLSBAD OCCUPANCY: B/Fl/Si USE: OFFICE/ MANUFAC/ WAREHOUSE TYPE OF CONSTRUCTION: VN ACTUAL AREA:. 38,136 THIS T.I. iALLOWABLE FLOOR AREA: UNLIMITED STORIES: NO CHANGE HEIGHT: NO CHNAGE SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 1/12 DATE INITIAL PLAN REVIEW 'COMPLETED: JAN. 20 1999 OCCUPANT LOAD: 300 DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/14 PLAN REVIEWER: All Sadre 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 access for the disabled. 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, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1994 UBC. 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. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e, plan sheet number, specification section. etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 40, TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUPPLEMENTS (1994UBC) tiforw.dot CARLSBAD 99-127 JAN. 20, 1999 Please make all corrections on the original tracings and submit three new sets of prints, to: The jurisdiction's building department. Provide a statement on the Title Sheet of the plans that this project shalt comply with Title 24 and 1994 UBC, UMC and UPC and 1993 NEC. Provide a note on the site plan indicating the previous use of the tenant space or building being remodeled. Section 106.3.3. 4. On the first sheet of the plans indicate: Present occupancy classifications of the remodel area, i.e., B. Proposed occupancy classifications of the remodel area, i.e., B (Office)! Si (Warehouse)! Fl (industrial). The floor where the tenant improvement is located, i.e., first floor. The occupant load of the remodel area(s). Indicate the use of all spaces adjacent to the area being remodeled or improved. Show any existing occupancy separation walls, demising walls or rated corridors. Note on plans if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D & E. Also revise the code section numbers in notes # 34, 39, etc. on A-I per '94UBC. A complete description of the activities and processes that will occur in this tenant .space should be provided. A listing of all hazardous materials should be included. The materials listing should be stated in a .form that would make classification in Tables 3-D and 3-E possible. The building official may require a technical report to identify and'develop methods of protection from hazardous materials. Section 307.1.6. If control areas are used for exceeding the exempt amounts of hazardous materials from Tables 3-D and 3-E, they shall be constructed of not less that required for a one-hour occupancy separation. Footnote 1. The number of control areas within a building used for retail/whOlesale stores shall not exceed two; the number of control areas in buildings with other uses shall not exceed four. Footnote 1, Tables 3-D and 3-E. The aggregate quantity of any hazardous materials "in use" and "in storage" shall not exceed the quantity listed in Tables 3-D and 3-E for "storage". Footnotes 2 and 3, Tables 3-D and 3-E. Note on the plans: "All interior finishes must comply with Chapter 8 of the UBC". Specify "Class Ill flame spread rating (minimum) for B/Fl/SI ." CARLSBAD 99-127 JAN. 20, 1999 13. On section view of new interior partitions per A-8, show: Manufacturer name and ICBO approval number for metal studs. Show height of partition and suspended ceiling, and height from floor to roof framing or floor framing. C) Specify diameter, embedment and end spacing of all shot pins on wall details. 14. Note on plan that suspended ceilings shall comply with UBC Tables 25-A, 16-0 and 16-B. 0 15. In buildings having floors and roofs of wood frame construction draft stop the area between the. ceiling. and roof -above so that no concealed space exceeds 9,000 s.f. and no horizontal dimension -exceeds 100 L.F. Section 708. 16. Provide an exit analysis plan (may be 8 1/2" x 11" or any convenient size). Show in this analysis the occupant load of each area, the general exit flow patterns (by using arrows), accumulated occupant loads and required exit widths. 17. Rooms with more than 10 occupants may have one exit through one adjoining room. Revise the plan to show continuous corridor outside of brazing room on sheet A-3 [continue the partition adjacent to door 36 on line A]. Section 1003.5. 18. Exits shall not pass through storage rooms, or spaces used for similar purposes. Section 1003.5. As shown, exiting through the production room from the lunch room or second floor office is not acceptable, see sheet A-3. 19. Exit signs are required whenever two exits are required. Show all required exit sign locations. Section 1013.1. 20. Show the locations of existing exits from the building and show the path of travel from the remodel area to the existing exits. 21. Note on the plans: "All exits are to be openable from inside without the, use of a key or special knowledge." In lieu of the above, in a Group B, F or S occupancies, you may note "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS." This signage is only allowed at the main exit. Section 1004.3. 22. Exit doors should 'swing 'in the direction of exit travel when serving any hazardous area or when the area served has an occupant load of 50 or more. Section 1004.2. This applies to the lunch room (reverse door swings) and any rooms with hazardous material on A-3. 23. Exit doors from 'Group A occupancies shall not be provided with a latch or lock unless it is panic hardware. Chapter 10. CARLSBAD 99-127 JAN. 20, 1999 When additional doors are provided for egress purposes, they shall conform to the width, swing and hardware provisions in Chapter 10. Sections 1004.3 and 1004.6. See Sec. 1004.12. This applies to all doors from the lunch room. All doors, within the exit path from Group A occupancies to a public way, shall not be provided with latches or locks unless they are equipped with panic hardware. Chapter 10. This applies to main exit doors used in the path of lunch room. Corridors must provide continuous protection to the exterior of the building. Interruptions by an intervening room is not permitted. Section 1005.1. This applies to the rated corridor being terminated on line E. This corridor with more than 30 occupants needs to exit in two directions. When two exits are required, dead end corridors are limited to 20 feet. Section 1005.5. Specify all existing doors into the rated corridor are 20 minute rated, subject to field verification. Section 1005.8.1. Show window openings in the rated corridor are protected by fixed glazing listed and labeled for a fire-protection rating of at least 3/4-hour. Section 713.9. Show rated corridors, lobbies, reception or foyers cross-hatched on the floor plans. Also all exit paths in Phase I should be in rated corridors as shown on A2. Provide a complete architectural section of the corridor showing all fire-resistive materials and details of construction for all walls, ceiling and all penetrations. Section 1005.7. Detail 6/A6 requires blocking at the intersection of the partition and the upper ceiling layer as well. If a room with an exhaust fan has a door opening into a rated corridor, show how makeup air will be provided to the room. The door cannot be undercut, nor can a louver in the door be provided. Section 1005.8.1. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in UBC Sections 709 and 710." Please submit complete plumbing, mechanical and electrical plans for all the proposed work under this permit. Please note on plans the storage racks are under 8' tall. Otherwise, submit plans and calculations for them for review and approval. CARLSBAD 99-127 JAN. 20, 1999 Please specify where all the building sections per sheet A-6 are referenced on plans. Although Phase I, Area A, is not under this permit, so far as it impacts the exiting from this space, it should be modified. Please note on plans all existing facilities such as walks, ramps, parking, restrooms, etc. are HC complying subject to field verification. Per sheet A72, please show the new mezzanine use, guardrails, floor area, structural details and calculations if under this permit. Otherwise, note it is under a separate permit. One of the exits from the new mezzanine has to go directly to the exterior. Also the second mezzanine exit through the storage area is. only acceptable, if the mezzanine use is storage as well. Show smoke/ fire damper typical penetrations on the rated corridor detail 61A6. Please show the location of all smoke and fire dampers on mechanical plans at rated corridors and occupancy separation walls (as required). Provisions in Chapter 7 require special treatment of penetrations at fire-resistive assemblies. Provide typical details on the plans showing how the fire-resistive integrity will be maintained at the following conditions (Include the manufacturers' names and ICBO numbers (or equal) for any sealant): THROUGH-PENETRATIONS (through the entire assembly): Fire-resistive bearing walls and/or walls requiring protected openings shall have penetrations protected with through-penetration fire stops having an F-rating, T-rating or complying with UBC Standard 7-1, depending on their locations, sizes and combustibility. Fire resistive floor/ceiling assemblies shall have penetrations protected with through-penetration fire stops having and F-rating, T-rating or complying with UBC Standard 7-1, depending on their sizes, combustibility and whether the penetrations are in walls above. MEMBRANE-PENETRATIONS (through only one side of an assembly): Fire-resistive walls (whether bearing or not and whether requiring fire protected openings or not) shall have penetrations protected with membrane-penetration fire stops having an F-rating or complying with UBC Standard 7-1, depending on their size and combustibility. Limited steel electrical outlet boxes (not exceeding 16 sq. in., nor more than 100 sq. in. for any 100 sq. ft. of wall) require no protection. Fire-resistive ceilings shall have no penetrations, except for noncombustible sprinkler pipes and steel electrical outlet boxes as described above. NOTE: The plans should indicate the various fire-stop ratings required for all penetrations. CARLSBAD 99-127 JAN. 20, 1999 . CITY OF CARLSBAD SUPPLEMENT Roof mounted equipment must be screened and roof penetrations should be minimized (City Policy 80-6). No wiring is permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. (City Policy) All roof-mounted equipment shall be concealed from view. Provide structural detailing for the screening. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/56.0-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ali Sadre at Esgil Corporation. Thank you. CARLSBAD 99-127 JAN. 20, 1999 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO: 99-127 PREPARED BY: All Sadre DATE: JAN. 20, 1999 BUILDING ADDRESS: 2051 PALOMAR AIRPORT RD. BUILDING OCCUPANCY: B/Fl/Si TYPE OF CONSTRUCTION: VN BUILDING PORTION ING AREA Pr(ft.2) VALUATION MULTIPLIER VALUE F ($) T.I. 38,136 28 1,067,808 Air Conditioning Fire Sprinklers TOTAL TOTAL VALUE 1,067,808 1994 UBC Building Permit Fee Bldg. Permit Fee by ordinance: $ 3,639.48 1994 UBC Plan Check Fee E Plan Check Fee by ordinance: $ 2,365.66 Type of Review: E Complete Review D Structural Only Hourly Repetitive Fee Applicable LI Other: Esgil Plan Review Fee: $ 1,892.53 Comments: *PER APPLICANT Sheet I of I macvalue.doc 5196 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB DATE ADDRESS RESIDENTIAL RESIDENTIAL ADDITION MINOR (<$10,000.00) CTE7NANTPROVEMENT PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER PLANNER DATE / ENGINEER DATE OocslMlSforms/plannlng Engineering Approvals Carsbad Fire Department 990021 2560 Orion Way Fire Prevention Carlsbad, CA 92008 (760) 931-2121 Plan Review Requirements Category: Building Plan Date of Report: 04/14/1999 Reviewed by Name: MARK HOSFORD Address: 475 PRODUCTION ST. City, State: SAN MARCOS CA 92069 Plan Checker: Job # 990021 Job Name: MELLES GRIOT C B990 127' Job Address: 2051 PALOMAR AIRPORT RD Ste. or Bldg. No. r, Approved The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. E Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicateS compliance with applicable codes and standards. O Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review 1st 2nd 3rd Other Agency ID ED Job # 990021 ED Eile # ••, 4. ,• 4 - CarIad Fire Department 2560 brian Way Carlsbad, CA 92008 990021 Fire Prevention (760) 931-2121 Plan Review Requirements Category: Building Plan Date of Report: 01/21/1999 Reviewed by Name: MARK HOSFORD Address: 475 PRODUCTION ST. ft. City, State SAN MARCOS CA 92069 Plan Checker: Job #: 990021 Job Name: iCB99017" Job Address: 2051 PALOMAR AIRPORT RD Ste. or Bldg. No. El Approved The item you have submitted for review has been approved. The approval is based on plans, information and I or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office .to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and I or specifications to this office for review and approval. Review 1st 2nd 3rd Other Agency ID FD Job # 990021 FD File # Requirements Category. Building Plan Pending 05.13 Hazardous Materials Questionaire Complete hazardous materials questionaire. The San Diego County Board of Supervisors has adopted regulations for establishments which use hazardous materials, dispose of hazardous wastes and/or have underground storage tanks. Your business has been identified as a potential user of hazardous materials or producer of hazardous waste. The information requested on the enclosed questionaire will help to determine what is required of your business to achieve conformance with hazardous materials regulations. I Requirement: Pending 1 05.14 Provide Technical Report I To determine the acceptability of technologies, processes, products, facilities, materials and uses attending the design, operation or use of a building or premises subject to the inspection of the department, the Chief is authorized to require the owner or the person in possession or control of the building or premises to provide, without charge to the jurisdiction, a technical opinion and report. The opinion and report shall be prepared by a qualified engineer, specialist, laboratory or fire-safety specialty organization acceptable to the Chief and the owner and shall analyze the fire-safety properties of the design, operation or use of the building or premises and the facilities and appurtances situated thereon, to recommend necessary changes. I Requirement: Pending 05.29 High Piled Combustible Storage I Storage in closely packed piles shall not exceed .15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids. If high piled stock piling is to be done, submit a complete storage plan and description of the commodoties to be stored. Show compliance with Article 81 of the Uniform Fire Code. Page 1 01/21/99 SE1ZM11 MATERIAL HANDLING ENGINEE1 V EST. 1985 TEL: (909) 869 - STRUCTURAL CORRECTION FAX: (909) 869 - 0981 V FOR MELLIS GRIOT V V V CARLSBAD, CA V JOB #99-0268 APRIL 22,1999 P.C. # 99-127 BELOW ARE THE RESPONSES TO THE PLAN CORRECTIONS: UNDERSTOOD. - ALL CHANGES SHALL BE SHOWN ON THE REVISED PLANS. COMPLYING EXIT INFO SHALLBE PROVIDED. HC STAIR INFO SHALL BE PROVIDED ON THE REVISED PLANS. SEE Si AND 6/S4. DECK HEIGHT INFO SHALL BE PROVIDED ON THE REVISED PLANS. SEE 1/S4. THE TEK SCREW INFO HAS BEEN CLARIFIED PER YOUR REQUEST. SEE 2/S4. MEMBER GAGE INFO HAS BEEN ADDED TO 21S3. V V SEPARATION HAS BEEN PROVIDED BETWEEN THE PLATFORM AND THE WALL. SEE Si. DETAIL 161S3 IS REFERENCED ON SHEET Si, NEAR TOP OF FIRST BAY. WELD SIZE INFO HAS BEEN ADDED SHEET S3, DETAIL 7. REINFORCING BAR INFO HAS BEEN ADDED. SEE 2/S3. 12. THE LOAD COMBINATIONS FROM SECTION 2211.5.3 HAVE BEEN ADDED TO THE. FRAME ANALYSIS PARAMETERS. SEE PAGES 7-11.3. THE COLUMNS HAVE BEEN V ANALYZED FOR THE WORST CASE COMBINATION OF LOADS FROM SECTION 2211.5.3 AND 1603.6. SEE PAGES 15- 17.3. V 13. PLEASE SEE THE APPENDIX FOR.A COPY OF THE RAMSET/RED HEAD ICBO REPORT V #1372 SHOWING ADEQUACY FOR SEISMIC LOADING. PLEASE FEEL FREE TO CALL IF YOU HAVE ANY QUESTIONS, AL ABOLHASSANT V 161 Atlantic Street . Pomona • California 91768 SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS ALASKA INDIANA OHIO DRIVE-IN RACKS MOVABLE SHELVING STRUCTURAL DESIGN ARIZONA KANSAS OKLAHOMA CANTILEVER RACKS STORAGE TANKS CITY APPROVALS CALIFORNIA MICHIGAN OREGON MEZZANINES MODULAR OFFICES STATE APPROVALS COLORADO MINNESOTA PENNSYLVANIA CONVEYORS GONDOLAS PRODUCT TESTING CONNECTICUT MISSOURI TEXAS CAROUSELS BOOKSTACKS FIELD INSPECTION GEORGIA MONTANA UTAH PUSHBACK RACKS FLOW RACKS SPECIAL FABRICATION IDAHO NEVADA VIRGINIA RACK BUILDINGS FOOTINGS PERMITTING SERVICES ILLINOIS NEW MEXICO WASHINGTON WISCONSIN SEISMIC ANALYSIS OF INDUSTRIAL STRUCTURES PLATFORM FOR MELLIS GRIOT CARLSBAD, CA JOB #:99-0268 p 161 ATLANTIC STRjT 9 POMONA • CA 91768 • TEL: (909)869-0989 • FAX: (909)869-0981 Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA. CA 91768 MELLIS GRIOT PROJECT St1tLF MASTER FOR ii SHEET NO. AL A. _ 2/24/99 OF___________ CALCULATED BY DATE TABLE OF CONTENTS DESCRIPTION TITLE PAGE TABLE OF CONTENTS DESIGN DATA LOADS & CONFIGURATION DECK JOIST FRAME ANALYSIS BEAM COLUMN TRANSVERSE FRAME ANCHORS FOOTINGS BASE PLATE STAIR AND HANDRAIL APPENDIX PAGE NUMBER 1 2 3 4 5 .6 7 TO 13 14 15 TO 17 18T020 21 22T029 - . 30T031 32 TO 37 - Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. 3 OF 37 CALCULATED BY_ALA. DATE 2/24/99 DESIGN DATA CODES AND SPECIFICATIONS 1994 UNIFORM BUILDING CODE. AMERICAN IRON AND STEEL INSTITUTE SPECIFICATIONS FOR COLD FORMED STEEL STRUCTURAL MEMBERS, 1986 EDITION. STEEL CONSTRUCTION MANUAL, ASD 9th EDITION. MATERIALS COLD FORMED STEEL MEMBERS: ASTM A653, GRADE 50, Fy=50 KSI AND Fu=65 KSI. FORMED STEEL DECK: ASTM A611, Fy=38 KSI, TYPE "B" BHP, I.C.B.O. #2757. STRUCTURAL STEEL BASE PLATES: ASTM A36, Fy=36 KSI. HIGH STRENGTH BOLTS: ASTM A490, BEARING TYPE, CONTINUOUS INSPECTION NOT REQUIRED. AFTER TIGHTENING, INSPECTION IS REQUIRED TO VERIFY THAT ALL THE PLYS ARE IN CONTACT, AND THAT THE BOLTS ARE SNUG TIGHT. CONCRETE SLAB: 6 IN THICK WITH f'c=3000 PSI. DESIGN SOIL PRESSURE: 1500 PSF. Q REINFORCING STEEL: ASTM A615, GR. 40 OR BETTER. * ANCHOR BOLTS: (4) 3/4" DIAM x 3-1/4" MIN. EMBED. RAMSET/REDI-IEAD WEDGE ANCHORS (I.C.B.O. #1372) PER BASE PLATE. WELDING: ALL WELDING IS PERFORMED BY AN APPROVED FABRICATOR. SPECIAL INSPECTION IS NOT REQUIRED. DESIGN LOADS DEAD LOADS PLYWOOD= 2.0 PSF S - STEEL DECK= 2.0 PSF JOIST= 2.0 PSF BEAMS= 2.0 PSF MISC= 2.0 PSF 10 PSF FRAMING DL 2 PSF COLUMN DL TOTAL DL= 12 PSF LIVE LOAD LL= 125 PSF SEISMIC ZONE: 4 Lm ax Lta1 - lc MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE. POMONA• CA 91768 PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. ______ 4 OF______ 37 CALCULATED BY___________ DATE LOADS & CONFIGURATION Al r...s:l.... . lAfli .IAI I FRAME LENGTH= L= Ltotal= 50.00 FT Lmax= 23 FT TRIB WIDTH= 17.00 FT HEIGHT (T.O.D.)= 10.9 FT # COLUMN/FRAME=N= 3 STATIC LOADS DL= 10 PSF DL= 12 PSF LL= 125 PSF UNIFORM BEAM LOADS: W.D.L.= DL * TRIB WIDTH = 170 LB/FT = 0.170 K/FT W.L.L.= LL * TRIB WIDTH = 2125 LB/FT = 2.125 K/FT SEISMIC LOADS PER SECTION 1628 OF THE 1994 UBC. V= ZICW/Rw Z= 0.4 1= 1 C= 2.75 Rw= 6 2BAYFRAME W= (DL + L114) * LENGTH* TRIB WIDTH = (12 PSF + 125 PSF/4) * 50 FT * 17 FT = 36,763 LB V= 0.1833 * 0.1833 * 36763 LB = 6,739 LB Vcol= V/N = 6738.7 LB/3 = 2,246.2 LB = 2.246 K <=== SEC 1628.1 Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PRfl.IF(T MELLIS GRIOT FflP SHELF MASTER SHEET NO. 5 ALA. OF.._ CALCULATED BY___________ DATE 37 2/24/99 DECK ANALYSIS ANALYZE SECTION OF DECK FORA SINGLE SPAN CONDITION. W= (125 PSF + 6 PSF) * 1 FT = 131 LB/FT M= W * L"2/8 = 131 LB/FT * (3.83 FT2 * 12/8 = 2,882 IN-LB Fb = (0.6)*(Fy) = 0.6 * 38000 PSI = 22,800 PSI CHECK WORST CASE BENDING fb-pos= Mpos/Sx = 2882 IN-1-13/0.18 IN"3 = 16,014 PSI /Fb= 16014 PSI/22800 PSI = 0.70 <1.0 OK I DEFLECTION ummm SEC A: DECK I B DECK: 22 ga 0.0092*WL4/EI LIVE LOAD= 125 PSF = 0.0092*(131 LB/FT)*(3.8 FT)\4*1728/(29X1O6 PSI*0.178 IN'4) DECK DEAD LOAD= 6 PSF = 0.087 IN TRIB WIDTH= 1.0 FT L = 3.8 FT EaIIow 1/240 Fy = 38,000 PSI = 0.192 IN OK Ix = 0.178 IN'4 Sx-pos= 0.180 IN"3 Sx-neg= 0.195 IN"3 22 ga B DECK OK @ 3.83' SPAN I! U I MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. 6 OF 37 ' CALCULATED BY_ALA. DATE 2/24/99 JOIST ANALYSIS (TYPE 1) ANALYZE JOIST AS HAVING PINNED CONNECTIONS. W = (DL+LL)*TRIB WIDTH = 133 PSF * 3.83 FT =509LB/Fr L Vmax V= WL/2 =509.4 LB/Fr *16.17FT/2 V = 4,118 LB Mmax M=WV2/8 M t = 509 LB/FT * (16.17 fl)A2 *12/8 = 199,788 IN-LB Fb = (0.6)*(Fy) = 0.6 * 50000 PSI = 30,000 PSI fb = M/Sx = 199788 IN-LB/7.37 IN'3 = 27,108 PSI fb/Fb= 27108 PSI/30000 PSI = 0.90 < 1.0 OK DEFLECTION JOIST: C12x3.5x12aa (STD = 5WL"4/(384E1) = 5*509 LB/FT*(16.2 fl)A4*1728/(384*29X10A6 PSI*44.21 IN'4) = 0.610 IN i\allow= L/240 = 0.809 IN OK END CONNECTION CHECK SHEAR CAPACITY OF (2) 0.625 IN 0 BOLTS Vallow= # OF BOLTS * Fv*Area = 2 * 10000 PSI * (0.625 IN)A2 * 3.142/4 = 6,136 LB > Vmax, OK DL= 8 PSF LL= 125 PSF TRIB WIDTH= 3.83 FT L = 16.17 FT Fy = 50,000 PSI Ix = 44.21 INA4 Sx = 7.37 IN"3 Fv= 10,000 PSI STUD DIAM= 0.625 IN # BOLTS= 2 WEIGHT= 7.18 LB/FT C12x3.5x12ga (STD) JOIST OK I 1-3-- C,o1 \u% 'k_ 2 1 I L ' r ,1-r - -rip. lenarne C:\ENERCALC\MELLIS.FFW Load Combination DEAD + LIVE Title : MelhsGriot Job # : 994268 Dsgnr: Al A. Date: 2124 Description.... Typical Frame 12:39PM, 22 APR 99 FastFrame 2-D Frame Analysis V5.O.8- Page 1 Nodes... Node Node Coordinates Node Label X Y X Restraint Y Restraint Z Restraint Temp ft ft deg 1 0.000 0.000 Fixed Fixed 0 2 23.000 0.000 Fixed Fixed 0 3 46.000 0.000 Fixed Fixed 0 4 0.000 10.900 . 0 5 23.000 10.900 0 6 27.000 10.900 0 7 46.000 10.900 0 8 1 50.000110.9001 1 . 0 Member... Member Label Property Label Endpoint Nodes I Node J Node Member Length I End Releases J End Releases 1 COL-01610 1 4 10.900 2 COL-D1610 2 5 10.900 3 COL-D1610 3 7 10.900 4 BM-D1610 4 5 23.000 5 BM-D1610 5 6 4.000 6 BM-D1610 6 7 19.000 Free 7 RM-fllRlfl 7 R 4Cm Materials.. Member Label Youngs ksi Density kcf Thermal inl100d Yield ksi 00 111.1.1 .X.........s L1 Title : MelllsGiiot Job # : 99.0268 Dsgnr: Al A. Date: 2t249 Description.... Typical Frame 12:39PM, 22 APR 99 FastFrame 2-D Frame Analysis v5.O.8- Page 21 rSection Sections... Prop Label Area Depth Tf lxx Material Group Tag Width 1w iyy sqrcoiumn F Default i 5140 n2 0. in 0.000 in 67.86 in4 0.000 in 0.000 in 0.00 in4 BM-D1210 Steel . 5 4(X) in2 O. in 0.000 in 112.00 in4 0.000 in 0.00) in 0.00 1n4 BM-D1212 Steel 4220 in2 0.000 in 0.000 in 87.60 1n4 0.000 in 0.000 in 0.00 in4 BM-Dl 610 tee . 6 480 in2 0.000 in 0.000 in 217.20 1n4 0.000 in 0.000 in 0.00 in4 BM-D1612 Steel 5060 in2 0.000 in 0.000 in 156.60 in4 0.000 in . 0.000 in 0.00 in4 BM-D2010 T Steel 8.100 in2 0.000 in 0.000 in 391.40 1n4 0.000 in 0.000 in 0.00 in4 BM-S1210 Steel 27(0 1n2 0.000 in 0.000 in 56.00 in4 0.000 in 0.000 in 0.00 1n4 BM-S 121 Steel 4320 in2 0.000 in 0.000 in 89.60 1n4 0.000 in 0.000 in 0.00 in4 BM-51212 Steel 2.110 in2 0.000 in 0.000 in 43.80 in4 0.000 in 0.000 in 0.00 in4 BM-51610 Steel . 3240 1n2 0.000 in 0.000 in 108.60 1n4 0.000 in 0.000 in 0.00 in4 BM-S1612 Steel 2 530 in2 0.000 in 0.000 in 77.80 in4 0.000 in 0.000 in 0.00 in4 BM-52010 Steel . 4080 in2 0.000 in 0.000 in 195.70 in4 0.000 in 0.000 in 0.00 in4 COL-D1210 Steel 4760 ,n2 0.0(X) in 0.000 in 67.08 1n4 0.000 in 0.000 in 0.00 in4 COL-D1610 Steel . 5480 1n2 0. in 0.000 in 119.51 in4 0.000in 0.000 in 0.00 in4 COL-D2010 Steel T 6740 1n2 0.000 in 0.000 in 219.46 in4 0.000 in 0.000 in 0.00 in4 COL-51210 Steel . 2380 1n2 0.000 in 0.000 in 3354 1n4 0.000 in 0.000 in 0.00 in4 COL-S1610 Steel . 2740 1n2 0.000 in 0.000 in 99.76 in4 0.000 in 0.000 in 0.00 1n4 COL-52010 Steel 3370 in2 0.0(0 in 0.000 in 109.73 in4 0.000 in 0.000 in 0.00 in4 Default Steel . 1 000 1n2 0. in 0.000 in 1.00 in4 0.000 in 0.000 in 0.00 in4 Node Loads.... Concentrated Loads and Moments Load Case Factors Node Label X Y Moment #1 #2 #3 #4 #5 4 2.246k 1.0(X) 5 2.246k 1.000 7 2.246k 1.000 Member Distributed Loads.... Member Load Magnitudes Load Extents Load Load Case Factors Label Start Finish Start ft Finis ft h Direction # 1 #2 #3 #4 #5 4 -0.170 .0.170 k/ft 0.000 23.0001 Global 1 1.000 4 -2.125 -2.125 k/ft 0.000 23.0001 Global Y I - 1.000 1.000 5 -2.125 -2.125 k/ft 0.000 4.000 Global V 1.000 1.000 5 -0.170 .0.170 klft 0.000 4.0001 Global 1.000 6 -2.125 -2.125 kift 0.000 19.0001 Global V 1.000 1.000 6 -0.170 -0.170 k/ft 0.000 19.0001 Global 1.0 7 -0.170 .0.170 k/ft 0.000 4.0001 Global 1.000 7 -2.125 -2.125 k/ft 0.000 4.0001 Global V 1.0(00 1.000 Stress Gravity Load Factors Increase I X Y #1 Load Combination Factors #2 #3 #4 #5 2.250 -2.250 0.750 2.250 1.000 12:PM, 22 APR 99 Load Combinations... Load Combination Description 0.85DL+2.25E 0.85DL-2.25E DEAD + 0.8*LIVE DEAD + LIVE DEAD + LIVE+EQ DL+.71L+2.25E EQ SKIP1 SKIP2 Title :MeBGrjot Job # : 99.0268 Dsgnr Al A. Date: 212499 Description. Typical Frame FastFrame 2-D Frame Analysis v5.0.8- Page 4 Title : Mellis Gnot \ . Job# : 9940268 Dsgnr: Al A. Date: 2124199 Description.... Typical Frame 12:39PM, 22 APR 99 FastFrame 2-D Frame Analysis v5.o.8- Page NodeDisplacements & Reactions Node Label Load Combination Node Displacements Node Reactions x y z x y z in in Radians k k k-ft 1 0.85DL+2.25E 0 0 -0.013721 .0.81394 15.82059 0 1 0.85DL-2.25E . 0 0 0.021621 9.30660 25.08956 0 1 DEAD + 0.8* LIVE 0 0 0.003781 4.07056 19.60839 0 1 DEAD + LIVE 0 0 0.004641 4.99568 24.06479 - 0 DEAD + LIVE+EQ 0 0 -0.002411 2.01 16.77 0 1 DL+.7LL+2.25E 0 0 -0.014321 -1.45227 12.74566 0 1 EQ 0 0 -0.007851 -2.24901 -2.05977 0 SKIP1 0 0 0.08j 5.25615 25.40821 0 1 SKIP2 0 0 0.001601 0.10958 0.43916 0 2 0.85DL+2.25E 0 0 -0.01860 -6.79819 50.23003 0 2 0.85DL-2.25E 0 0 0.01772 4.51140 46.06163 0 2 DEAD + 0.8*LIVE 0 0 -0.000421 -1.08607 46.15286 0 2 DEAD + LIVE 0 0 -0.02I -1.34517 56.64215 0 2 DEAD + LIVE+EQ 0 0 -0.006441 -2.89381 43.17635 0 2 DL+.7LL+2.25E 0 0 -0.018631 -6.62631 42.99242 0 2 EQ 0 0 -0.008071 -2.51324 0.92631 0 2 SKIP1 0 0 -0.006091 -5.11263 38.01782 0 2 SKIP2 0 0 0.004531 3.66772 22.82004 0 3 0.85DL+2.25E 0 0 -0.019191 -7.54837 31.48687 0 3 0.85DL-2.25E 0 0 0.01515 1.34251 26.38632 0 3 DEAD + 0.8*LIVE 0 0 -0.00193 -2.97449 27.78878 0 3 DEAD + LIVE 0 0 -0.00237 -3.66051 34.04306 0 3 DEAD + LIVE+EQ 0 0 -0.00750 -4.21999 26.38238 0 3 DL+.7LL+2.25E 0 0 -0.01889 -7.08192 27.13 0 3 EQ 0 0 -0.00763 -1.97575 1.13346 0 3 SKIP1 0 0 -0.00100 -0.14362 2.44897 0 3 SKIP2 0 0 -0.001661 -3.77730 34.11580 0 4 - 0.85DL+2.25E 1.70745 -0.01302 -0.011711 0 0 0 4 0.85DL-2.25E -1.82582 -0.02065 -0.001351 0 0 0 4 DEAD + 0.8*LIVE -0.06673 -0.01614 -0.006261 0 0 0 4 DEAD + LIVE -0.06963 -0.01981 -0.00799 0 0 0 4 DEAD + LIVE+EQ 0.63666 -0.01358 -0.00749 0 0 0 4 . DL+.7LL+2.25E 1.71635 -0.01049 -0.010731 0 0 0 4 EQ 0.78517 0.00170 . -0.002301 0 0 0 4 . SKJP1 0.12307 -0.02091 -0.591 0 0 0 4 SKIP2 -0.19786 -0.06 0.001381 0 0 0 5 0.85DL+2.25E 1.70122 -0.04134 -0.001821 0 0 0 5 0.85DL-2.25E -1.83207 -0.03791 0.006581 0 0 0 5 DEAD + 0.8*LIVE -0.06271 -0.03799 0.002281 0 0 0 5 DEAD + LIVE -0.07697 -0.04662 0.032801 0 0 0 5 DEAD + LIVE+EQ 0.63116 -0.03664 0.7D! 0 0 0 5 DL+.7LL+2.25E 1.71106 -0.03539 -0.002181 0 0 0 5 EQ 0.78518 -0.76 -0.001871 . •0 0 0 5 . SKJP1 0.11535 -0.03129 0.007631 0 0 0 5 SKIP2 -0.19802 -0.01878 .0.00452' 0 0 0 6 0.85DL+2.25E 1.70059 -0.22414 -0.004741 0 0 0 6 0.850L-2.25E -1.83801 0.15280 0. 002731 0 0 0 6 DEAD + 0.8*LIVE 0 -.06347 -0.03419 -0.07 0 0 0 6 DEAD + LIVE -0.07790 -0.04196 -0.001191 0 0 0 6 DEAD + LIVE+EQ 0.63051 -0.09430 -0.002131 0 0 0 6 DL+.7LL+2.25E 1.71054 -0.21878 -0.004591 0 0 0 6 EQ 0.78524 -0.08376 -0.001661 0 0 0 - 6 SKIP1 0.11532 0.30148 0.006701 0 0 0 6 SKIP2 -0.19899 -0.34656 -0.007981 . 0 0 0 7 0.85DL+2.25E 1.99756 -0.02592 -0.00056! 0 0. 0 7 0.85DL-2.25E -1.83752 -0.02172 0.011841 0 0 0 7 DEAD + 0.8*LIVE -0.06708 -0.02283 0.005411 0 0 0 7 DEAD + LIVE -0.08238 -0.02802 0.006641 0 0 0 7 DEAD + LIVE+EQ 0.52743 -0.02171 0.002911 0 D - 0 7 DL+.7LL+2.25E 1.70808 -0.02234 -0.001411 0 0 0 7 EQ 0.78667 -0.003 -0.002751 0 0 0 7 SKIP1 0.11514 -0.00202 -0.64I 0 0 0 7 SKIP2 -0.20357 -0.02808 0.007771 0 0 0 8 1 ,, 0.85DL+2.25E 1.99756 -0.09981 .. .0.00103! 0 0 0 Title : Melhs Griot Job # : 99.0268 Dsgnr Al A. Date: 2f24199 Description.... Typical Frame 12:35PM, 22 APR 99 Fast Frame 2-D Frame Analysis V 5.0.8- Page 8 0.850L-2.29E -1.83752 0.52944 0.01136 0 0 0 8 DEAD + 0.8L1VE -0.06708 0.22080 O.OD495 0 . 0 0 8 DEAD + LIVE -0.08233 0.27087 0.00606 0 0 0 8 DEAD + LIVE+EQ 0.52743 0.10291 0.00249 0 0 0 8 DL+.7LL+2.E 1.70808 -0.10435 -0.00181 0 0 0 8 EQ 0.787 -0.13317 -0.002751 0 0 0 8 SKIP1 0.11514 -0.03442 -0.000 0 0 0 8 SKIP2 -0.27 0.32482 0.007211 0 0 0 Title :Me9,sGrjot Job # : 99.68 Dsgnr: Al A. Date: 2t249 Description.... Typical Frame 12:39PM, 22 APR 99 FastFrame 2-D Frame Analysis v5.0.8 Page 6 Member End Forces... Member Combination Node - I - End Forces Node J - End Forces Label Axial Axial Shear Moment Axial Shear Moment k k ft-k k k ft-k 0.85DL+2.25E 15.82059 0.81394 0 -15.82068 -0.81394 8.87190 1 0.85DL2.25E 25.06966 -9.30660 0 -25.06966 9.30660 -101.44190 1 DEAD + 0.8LIVE 19.60835 -4.07056 0 -19.60835 4.07066 -44.39906 1 DEAD + LIVE 24.06479 -4.99668 0 -24.06479 4.99568 -54.45295 1 DEAD + LIVE+EQ 16.77 -2.06001 0 -16.50377 2.06001 -22.45407 1 DL+.7LL+2.25E 12.74568 1.45227 0 -12.74565 -1.45227 15.62977 1 EQ -2.77 2.24901 0 2.06577 -2.24901 24.51418 1 SKIP1 25.40621 -5.25615 0 -25.40821 5.25615 -5729202 1 SKJP2 0.43916 -0.10958 0 -0.43916 0.10958 -1.19447 2 0.85DL+2.25E 50.23003 6.79819 0 -60.23093 -6.79819 74.10091 2 0.850L-2.25E 46.06163 -4.51140 0 -46.06163 4.51140 -49.17423 2 DEAD + 0.8*LIVE 46.15286 1.09607 0 -46.15286 -1.09607 11.94714 2 DEAD + LIVE 56.64215 1.34517 0 -56.64215 -1.34517 14.66240 2 DEAD + LIVE+EQ 43.17635 2.89381 0 -43.17635 -2.89381 31.54256 2 DL+.7LL+2.25E 42.99242 6.62631 0 -42.99242 -6.62631 72.22678 E- 2 EQ 0.92631 2.51324 0 -0.92631 -2.51324 27.39434 2 SKIP1 38.01782 5.11253 0 -38.01782 -5.11253 65.72660 2 SKJP2 22.82004 -3.66772 0 -22.82004 3.66772 -39.97810 3 0.85DL+2.25E 31.48687 7.54837 0 -31.48687 -7.54837 82.27724 3 0.85DL-2.25E 26.38632 -1.34251 0 -26.38632 1.34251 -14.63331 3 DEAD + 0.8*LIVE 27.73878 2.97449 0 -27.73878 -2.97449 32.42192 3 DEAD + LIVE 34.04306 3.66061 0 -34.04306 -3.66051 39.78055 3 DEAD + LIVE+EQ 26.38238 4.21999 0 -26.38238 -4.21999 45.99467 3 DL+.7LL+2.25E 27.13693 7.08192 0 -27.13993 -7.08192 77.19289 3 EQ 1.13346 1.97575 0 -1.13346 -1.97575 21.53568 3 SKIP1 2.44897 0.14362 0 -2.44897 -0.14362 1.56642 3 SKJP2 34.11580 3.77730 0 -3411580 -3.77730 41.17257 4 0.85DL+2.25E 4.23956 15.82 -8.87190 4.23956 29.04666 -143.22781 4 0.85DL-2.25E 4.25310 25.08966 101 .44190 -425310 19.77799 -40.35549 4 DEAD + 0.8-LIVE 4.07056 19.60835 44.36906 -4.07056 23.40165 -87.99200 4 DEAD + LIVE 4.99968 24.06479 54.45295 -499568 28.72021 -107.99018 4 DEAD + LIVE+EQ 3.74451 16.50377 22.45407 -3.74451 23.08498 -98.13802 4 DL+.7LL+2.25E 3.60123 12.74565 -15.82977 -3.60123 25.37685 -129.42906 4 EQ -0.00301 -2.06977 -24.51418 0.09301 2.06977 -22.86852 4 SKJP1 5.25615 25.40821 57.29202 -5.25615 27.37679 -79.93073 4 SKIP2 0.10958 0.43916 1.19447 -0.10958 3.47064 -36.05873 5 0.85DL+2.25E 2.49487 21.18338 69.12750 -2.49487 -13.38038 0 5 0.85DL-2.25E 3.71099 26.28393 89.52972 -3.71099 -18.48093 0 5 DEAD + 0.8*LIVE 2.97449 22.75121 76.04486 -2.97449 -15.27121 0 5 DEAD + LIVE 3.65051 27.92195 93.32778 -3.65051 -18.74195 0 5 DEAD + LIVE+EQ 2.53519 20.09137 66.68547 -2.53519 -13.20637 0 5 DL+.7LL+2.25E 2.02842 17.61557 57.20228 -2.02842 -10.96557 0 5 EQ .0.27025 -1.13346 -4.83 0.27025 1:13346 0 5 SKIP1 0.14362 10.64103 24.20412 -0.14362 -1.46103 0 5 SKIP2 3.77730 19.34921 76.03683 -3.77730 -18.66921 0 6 0.850L+2.25E 2.49487 13.38038 0 -2.49487 23.68387 -97.88324 6 0.85DL-2.25E 3.71099 18.48093 0 -3.71099 18.58332 .0.97299 6 DEAD +0.8LIVE 2.97449 15.27121 0 -2.97449 20.25879 -47.38192 6 DEAD + LIVE 3.65051 18.74195 0 -3.1 24.85305 -58.15054 6 DEAD + LIVE+EQ 2.53519 13.20637 0 -2.53519 19.49738 -68.76467 6 DL+.7LL+2.25E 2.02842 10.98557 0 -2.02842 20.50 -90.45290 6 EQ -0.27025 -1.13346 0 0.27025 1.13346 -21.53568 6 SKIP1 0.14362 - 1.46109 0 -0.14362 1.76897 -2.92542 6 SKIP2 3.77730. 18.66921 0 -3.77730 24.93579 -68.53257 7 0.85DL+2.25E 0 7.80300 15.60600 0 0 0 7 0.85DL-2.25E 0 7.80300 15.6060) 0 0 0 7 DEAD + 0.8*LIVE 0 7.48000 14.96000 0 0 0 7 DEAD + LIVE 0 9.18000 18.36000 0 . 0 0 7 DEAD + LIVE+EQ 0 6.88500 13.77000 0 0 0 7 DL+.7LL+2.25E 0 663000 13.26800 0 0 0 7 EQ 0 0 0 0 0 0 7 SKIP1 0 0.68000 1.36000 0 0 0 7 SKIP2 0 9.18000 18.36000 0 0 0 .1062 .2124 .3186 .4243 0.531 .6372 7434 349€ .9558 1. 06211. 2.3 4.6 6.9 9.2 12. 14. 16. 18. 21. 23. Local "y" Deflection (in) Location Along Member (ft) 79.93 63.94' 47.96 A 31.097 L 15.99 0. 16.57 33.34 50.01 66.68 83.3j. 2.3 4.6 6.9 9.2 12. 14. 16. 18. 21. 23. Bending Moment (k-ft) Location Along Member (ft) 25.41 20.33 15.24 10.16 5.032 5.475 10.95 16.4 . ..... ................ . ................. ......... . .................... ... .. ...... ... .. .... ........... ........... ................. .............. ......... ...... ... .................... ............. 6.9 9.2 .. 13. 21. 23. Shear Load (k) Location onc Member (ft) Filename: C:\ENERCALC\MEL.LIS.FFyj Member label: 4 Load Combination: SKIPI ' T 708436 .i6S$j .25311 .4219 i z . 5063 .5906 0.675 7594 .643. 2.3 4.6 6.9 9.2 12. 14. 16. 18. 21. 23. Local yfl Deflection (in) Location Along Member (ft) 108. 89.99 71.99 36. 0. -17.93 Bending Moment (k-ft) Location Along Member (ft) 24.06 19.25 14.44 9.626 4.8-13 5.744 11.49 7 17.23 ................... . . . . ... .. .... ....... . . . . .... . ........................... .. . ............. . .. . .............. .. . .. . ....... . ............... . . . . 22.96 ........... ......... ........... ....... ... 28.7.. 2.3 4.6 6.9 . . ... ..... 9.2 .. ... .........12. ............... 14. 16. 1... .................. 8. - 21.. . 23. Shear Load (k) Location ionc Member (ft) Filename: C:\ENERCALC\MELLIS.FFW Member label: Load Combination DEAD + LIVE eoosorz Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT ___________ FOR 37 SHEET NO. 14 OF _______ AL A. Z/Z4/99 CALCULATED BY___________ DATE BEAM ANALYSIS REINF BARS CHECK STRESSES AT CENTER Mc-allow= 0.6 * Fy * Sc = 0.6 * 50000 PSI * 46.32 INf¼3 = 1,389,600 IN-LB = 115 .8 FT-K Mend fb/Fb(center)= Mc/Mc-allow = M 83.4 FT-K/115.8 FT-K = 0.72 < 1.0 BENDING OK \alIow= L/240 Mcenter = 22 FT * 12/240 = 1.100 DEFLECTION OK CHECK BENDING STRESS AT END Me-allow= 0.6 * Fy * Se = 0.6 * 50000 PSI * 46.32 IN"3 = 1,389,600 IN-LB = 115 .8 FT-K fb/Fb(end)= Me/Me-allow = 108 FT-K/115.8 FT-K = 0.93 < 1.0 BENDING OK BEAM: D16x3.5x10 GA W/ SGL REINF LOAD= 135 PSF L = 22.0 FT Fy = 50,000 PSI Sx-center=Sc= 46.32 IN"3 Sx-end=Se= 46.32 IN'3 RESULTS FROM FRAME ANALYSIS Mcenter=Mc= 83.4 FT-K mend =Me= 108.0 FT-K = 1.06 IN FE BEAM OK SGL REINF AT TER AND ENDS PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. 15 OF 37 ___ AL A. 2/24/99 ________ CALCULATED BY________ DATE ______________ Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE. POMONA. CA 91768 16" DOUBLE INTERIOR COLUMN © TOP P= :38.0 K : = 38,010 LB M= 55.7 FT-K = 668,640 IN-LB (kl/r)x = (1.5*130 IN/6.3 IN) = 30.96 (kl/r)y = (1.5*130 IN/2.84 IN) = 68.73 (kl/r)max= 68.73 DETERMINE ALLOWABLE AXIAL LOAD: Pa Fe= (Pi)A2E/(kI/r)A2 = 61,627 PSI Fy/2= 25,000 PSI SINCE Fe> Fy/2, THEN Fn= Fy[1-Fy/4Fe] = 39,858 PSI (AREA)eff=Ae= 8.817 INA2 Pn=Ae*Fn = 351,433 LB R= (Fy/2Fe)"0.5 = 0.637 Wc= 5/3 + (3/8)R -1/8(R)A3 = 1.87 Pa= Pn/Wc = 187,609 LB P/Pa= 0.20 > 0.15 DETERMINE ALLOWABLE MOMENT: Ma CHECK THE FOLLOWING EQUATION(S) P/Pa + CmxMx/(Max*aIphax) < 1.0 (EQ. CS-i) AND P/Pa + Mx/Max < 1.0 (EQ. C5-2) Pao= (Aeff * Fy)/Wc = 8.817042 INA2 * 50000 P51/1.87 = 235,345 LB Mnx= Se * Fy = 44.06 INA3 * 50000 PSI = 2,202,950 IN-LB Wf= 1.67 Max= Mnx/Wf = 1,319,132 IN-LB Cmx= 0.85 Wc= 1.92 Pcr= pV'2E1/(kL)"2 = 2,677,764 LB 1/(alpha-x)= 1/(1Wc*P/Pcr) =1.03 ax =alpha-x= 0.97 :(SIIsJ1b__ [y - THICKNESS= 0.1345 IN AREA= 8.817 INA2 Ix= 349.720 INA4 Sx= 44.059 INA3 rx= 6.298 IN Iy= 70.980 IN"4 Sy= 21.031 IN A3 ry= 2.837 IN Kx= 1.5 Lx= 130.0 IN Ky= 1.5 Ly= 130.0 IN Fy= 50,000 PSI E= 29,500 KSI EQUATION C5-1: P/Pa + Cm*Mx/(Ma*alpha) 38010/187609 + 0.85*668640/(1319132*0.973) = 0.65 < 1.0 OK MELLIS GRIOT PROJECT_____________________________________ e0oSE MIC SHELF MAS I EK FOR 16 SHEET NO. _______________ OF__ 37 ___ MATERIAL HANDLING ENGINEERING AL A. ____________ TEL: (909) 869-0989 • FAX: (909) 869-0981 CALCULATED BY DATE 161 ATLANTIC AVENUE. POMONA. CA 91768 16" DOUBLE COLUMN (CONT) SIMILARLY, CHECKING THE TAPERED COLUMN AT INTERVALS ALONG THE HEIGHT YIELDS: LOCATION AXIAL LOAD MOMENT STRESS @ FULL HEIGHT 38.0 K 55.72 FT-K 0.65 OK REINF © 0.8*HEIGHT 38.0 K 44.58 FT-K 0.64 OK REINF © 0.6*HEIGHT 38.0 K 33.43 FT-K 0.91 OK © 0.4"HEIGHT 38.0 K 22.29 FT-K 0.75 OK @. 0.2H EIGHT 38.0 K 11.14 FT-K 0.61 OK © GRND LEVEL 38.0K 0.00 FT-K 0.58 OK rolE Ic . MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUES POMONA• CA 91768 PROJECT MELLISGRIOT FOR SHELF MAS ILK SHEET NO. 17.1 _____________ OF 37 ________ AL A. I4/3 CALCULATED BY DATE SINGLE 16" COLUMN WITH COVER PLATES ANALYSIS AT TOP IS CRITICAL (p_-F LL) ANALYZE PER THE REQUIREMENTS OF SECTION C5 OF THE AISI COLD FORMED DESIGN MANUAL. P= 19,000 LB M= 334,320 IN-LB (kl/r)x = (1.5*130 IN/5.4 IN) = 36.11 (kl/r)y = (1.5*130 IN/5.4 IN) = 36.11 (kl/r)max= 36.11 DETERMINE ALLOWABLE AXIAL LOAD: Pa Fe= (P)"2E/(kl/r)"2 = 223,275 PSI Fy/2= 25,000 PSI SINCE Fe> Fy/2, THEN Fn= Fy[1-Fy/4Fe] = 47,201 PSI (AREA)eff=Ae= 4.890 IN"2 Pn= Ae * Fn = 230,812 LB Wc= 1.92 Pa= Pn/Wc = 120,214 LB P/Pa= 0.16 > 0.15 DETERMINE ALLOWABLE MOMENT: Ma CHECK THE FOLLOWING EQUATION(S) P/Pa + CmxMx/(Max*aIphax) < 1.0 AND P/Pa + Mx/Max < 1.0 Pao= (Aeff * Fy)fWc = 4.89 IN"2 * 50000 PSI/1.92 = 127,344 LB Mnx= Se * Fy = 14.1 IN"3 * 50000 PSI = 705,000 IN-LB Wf= 1.67 Max= Mnx/Wf = 422,156 IN-LB Cmx= 0.6 - 0.4(M1/M2) >= 0.4 =0.60 Wc= 1.92 Pcr= P"2E1/(kL),N2 = 1,092,637 LB 1/(alpha-x)= 1/(1Wc*P/Pcr) = 1.03 ax=alpha-x= 0.97 B A= 14.75 IN B= 14.75 IN t = 0.135 IN AREA= 4.890 IN"2 Kx=1.5 Lx= 130.0 IN Ix= 142.700 INA4 Sx= 14.100 IN"3 rx= 5.400 IN Ky=15 Ly= 130.0 IN Iy= 142.700 IN A4 Sy= 14.100 IN"3 ry= 5.400 IN (EQ. C5-1) Fy= 50,000 PSI (EQ. C5-2) E= 29,500 KSI EQUATION C5-1: 19000/120214 + 0.6*334320/(422156*0.967) = 0.65 < 1.0 OK PROJECT MELLIS GRIOT FOR SHELF MASTER _____ • SHEET NO. .17.2 ___OF 37 CALCULATED BY AL A. DATE 4/22/99 DL + 0.7LL + (3/8)Rw Ic zzz-;p MATERIAL HANDUNG ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 16"_ DOUBLE INTERIOR COLUMN © TOP P= 42,990 LB M= 72.2 FT-K. = 866,760 IN-LB (kl/r)x = (15*130 IN/6.3 IN) = 30.96 (kl/r)y = (1.5*130 IN/2.84 IN) = 68.73 (kl/r)max= 68.73 1)DETERMINEALLOWABLEAXIALLOAD:Pa Fe= (Pi)r2E/(kI/r)A2 = 61,627 PSI Fy/2= 25,000 PSI SINCE Fe > Fy/2, THEN Fn= Fy[1-Fy/4Fe] = 39,858 PSI (AREA)eff=Ae= 8.817 IN"2 Pn=Ae*Fn = 351,433 LB R= (Fy/2Fe)AO.5 = 0.637 Wc= 5/3 + (3/8)R -1/8(R)A3 =1.87 Pa= PnfWc = 187,609 LB P/Pa= . 0.23 > 0.15 2)DETERMINEALLOWABLEMOMENT:Ma CHECK THE FOLLOWING EQUATION(S) P/Pa + CmxMx/(Max*aIphax) < 1.0 AND P/Pa + Mx/Max <1.0 Pao= (Aeff * Fy)/Wc = 8.817042 IN"2 * 50000 PSI/1.87 = 235,345 LB Mnx=Se*Fy = 44.06 INA3 * 50000 PSI = 2,202,950 IN-LB Wf= 1.67 Max= Mnx/Wf = 1,319,132 IN-LB. Cmx= 0.85 Wc= 1.92 Pcr= pV¼2EI/(kL)s2 = 2,677,764 LB 1/(alpha-x)= 1/(1Wc*P/Pcr) = 1.03 ax=alpha-x= 0.97 5" TO 15-7/8" 6-3/4" fl THICKNESS= 0.1345 IN AREA= 8.817 INA2 (EQ. C5-1) Ix= 349.720 IN"4 (EQ. C5-2) Sx= 44.059 IN"3 rx= 6.298 IN Iy= 70.980 IN"4 Sy= 21.031 INA3 ry= 2.837 IN Kx= 1.5 Lx= 130.0 IN Ky= 1.5 Ly= 130.0 IN - Fy= 50,000 PSI E= 29,500 KSI EQUATION C5-1: P/Pa + Cm*Mx/(Ma*alpha) 42990/187609 + 0.85*866760/(1319132*0.969) = 0.81 < 1.33 OK Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA CA 91768 PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. 17.3 OF 37 CALCULATED BY_ALA. DATE 4/22/99 SINGLE 16" COLUMN WITH COVER PLATES DL + 0.7LL + (3/8)Rw ANALYZE PER THE REQUIREMENTS OF SECTION C5 OF THE AISI COLD FORMED DESIGN MANUAL. - P= 21,495 LB M= 433,380 IN-LB (kI/r)x = (1.5*130 IN/5.4 IN) = 36.11 A (kl/r)y = (1.5*130 IN/5.4 IN) = 36.11 (kl/r)max= 36.11 1) DETERMINE ALLOWABLE AXIAL LOAD: Pa Fe= (P)A2E/(kl/r)A2 223,275 PSI Fy/2= 25,000 PSI B SINCE Fe> Fy/2, THEN Fn= Fy[1-Fy/4Fe] . A= 14.75 IN = 47,201 PSI B= 14.75 IN 0.135 IN (AREA)eff=Ae= 4.890 IN"2 - AREA= 4.890 INA2 Pn=Ae*Fn - Kx=l.5 = 230,812 LB Lx= 130.0 IN Ix= 142.700 IN"4 Wc= 1.92 Sx= 14.100 IN A3 rx 5.400 IN Pa= Pn/Wc Ky= 1.5 = 120,214 LB Ly= 130.0 IN P/Pa= 0.18 > 0.15 Iy= 142.700 IN"4 2) DETERMINE ALLOWABLE MOMENT: Ma Sy= 14.100 IN"3 CHECK THE FOLLOWING EQUATION(S) ry= 5.400 IN P/Pa + CmxMx/(Max*aIphax) < 1.0 (EQ. C5-1) Fy= 50,000 PSI AND P/Pa + Mx/Max <1.0 (EQ. C5-2) E= 29,500 KSI Pao= (Aeff * Fy)/Wc - = 4.89 IN-"-2 * 50000 PSI/1.92 = 127.344 LB - Mnx=Se*Fy = 14.1 IN"3 * 50000 PSI = 705,000 IN-LB Wf= 1.67 Max= Mnx/Wf = 422,156 IN-LB Cmx= 0.6 - 0.4(M1/M2) >= 0.4 - = 0.60 Wc= 1.92 Pcr= P"2E1/(kL)"2 = 1,092,637 LB 1/(alpha-x)= 1/(1Wc*P/Pcr) =1.04 ax=alpha-x= 0.96 EQUATION C5-1: 21495/120214 + 0.6*433380/(422156*0.962) = 0.82 Vcc STRUT FRAME ELEVATION DL= 10 PSF LL= 125 PSF B=STRUT LENGTH= 34.0 FT TRIB WIDTH= 23.0 FT H(T.O.D.)= 10.9 FT h= 10.2 FT Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE. POMONA. CA 91768 PROJECT MELLIS GRIOT ___________ FOR - - SHEET NO. 18 OF 37 ___________ AL A. CALCULATED BY DATE ______________ MOMENT FRAME PARALLEL TO JOISTS CHECK ADEQUACY OF THE STRUT RUNNING PARALLEL TO THE JOISTS. V= ZIC(DL+LL/4)/Rw SEISMIC ZONE= 4 Z= 0.4 1= 1.0 C= 2.75 Rw= 6 V=0.1833 * W W=(DL + LL/4)*STRUT LENGTH*TRIB WIDTH = (10 PSF+125 PSF/4)*34 fl*23 FT 32,258 LB V= 0.1833 * 32257.5 LB = 5,912.8 LB Vcol= V/2 = 2,956.4 LB Mcol=Mstrut= Vcol * h = 2956.4 LB * 10.23 FT/(1000 LB/ K) = 30.2 FT-K Pseismic= V*H/B = 5912.8 LB * 10.9 FT/34 FT = 1,896 LB Pstatic= (DL+LL)*B*L/2 = (10 PSF+125 PSF)*17 FT*23 FT/2 = 26,393 LB Ptotal= Pstatic + Pseismic = 28,288 LB i .. •Ic elo! MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 MELLIS GRIOT PROJECT SHELF MAS I U( FOR SHEET NO. 19 OF____________ st AL A. 2/24/99 CALCULATED BY___________ DATE ______________ STRUT &BOLT GROUP CHECK EFFECT OF LATERAL LOADS 1 Mcol=Mstrut= 30.2 FT-K = 362,928 IN-LB fb= Mstrut/Sx = 362928 IN-LB/11.03 IN"3 = 32,904 PSI fb/Fb= 32904 P511(0.6*50000 PSI) = 1.10 < 1.33, OK STRUT:C16x3.5x12 GA Ix = 88.21 IN"4 CHECK EFFECT OF GRAVITY LOADS Sx = 11.03 INA3 M = WLA2/8 Fy= 50,000 PSI = 257 LB/FT * (17 F1)A2 *12/8 TRIB WIDTH= 1.9 FT = 111,193 IN-LB LENGTH= 17.0 FT W=(DL+LL)*TRIB WIDTH= 257 LB/FT fb/Fb= (111192.75 IN-LB/11.03 INr3)/(0.6*5000o PSI) = 0.34 < 1.0, OK BOLT ANALYSIS CHECK EFFECT OF COMBINED MOMENT AND SHEAR ON BOLT GROUP. END SHEAR= (DL+LL)*STRUT LENGTH*L/2 = (10 PSF + 125 PSF)*34 FT*23 FT/2 = 52,785 LB = 52.785 K CHECK BOLT SHEAR CAPACITY: BOLT DIAM=d= 0.75 IN Fv= 28,000 PSI Va-shear=Vs= Fv * BOLT AREA * 1.33 = 28000 PSI * (0.75 IN)"2 * 3.14159 * 1.33/4 = 16.45 K <=== SINGLE SHEAR 32.90 K <=== DOUBLE SHEAR CHECK BOLT CAPACITY IN BEARING: BEAM THICK.=t= 0.105 IN <=== 12 GA BEAM = 0.135 IN <=== 10 GA BEAM Fp= 3*Fu =3.0*65KS1 = 195.0 KSI Qb= 2.22 C16x3.5x12GA STRUT OK Va-bearing =Vb= Fp * d * t*1.33/nb = 9.16 K <== 12 GA BEAM = 11.78 K <=== 10 GA BEAM THUS, BEARING CAPACITY GOVERNS Bolt Group Analysis Description 8 Bolt Group, 16" BEAM, CIRCULAR PATTERN (3/4" DIAM A490 BOLTS) LGeneral Information Vertical Load 26.39 k Bolt Group Centroid... Load Eccentricity from C.B.G eccentricity 0.000 in Y Distance 0.000 in Y Distance -0.085 in Horizontal Load 2.96 k X Distance 0.085 in X Distance 122.800 in eccentricity 122.800 in Moment: Mx 2.24 in-k Moment: My 363.49 in-k Group Data & Results Bolt Coordinates Bolt Dist. From C.B.G Direct Shear Force Torsional Shear Force Final Force X in Xin Y X k V X k V k #1 0.000 5.750 -0.09 5.75 -3.30 -0.37 -0.12 -8.17 9.20 #2 . -4.070 4.070 -4.16 4.07 -3.30 -0.37 -5.90 -5.78 11.07 OK- #3 4.070 4.070 3.99 4.07 -3.30 -0.37 5.66 -5.78 6.59 #4 -5.070 0.000 -5.16 -3.30 -0.37 -7.33 10.63 #5 5.750 0.000 5.67 -3.30 -0.37 8.05. 4.77 #6 -4.070 -4.070 4.16 -4.07 -3.30 -0.37 -5.90 5.78 10.68 #7 4.070 -4.070 3.99 -4.07 -3.30 -0.37 5.66 5.78 5.91 #8 0.000 -5.750 -0.09 -5.75 -3.30 -0.37 -0.12 8.17 8.52 Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE. POMONA• CA 91768 MELLIS GRIOT PROJECT SHLI- MASTER FOR if SHEET NO. ____ OF_______________ AL A. 2/24/99 CALCULATED BY DATE ______________ ANCHOR BOLTS Vcol= 2,956 LB Tuplift= 0 LB ANCHOR= 3/4" DIAM x 3-1/4" MIN. EMBED. RAMSET/REDHEAD WEDGE ANCHORS (I.C.B.O. #1372) NUMBER OF ANCHOR/BASE= 4 PULLOUT CAP=Ta= 890 LB SHEAR CAP=Va= 2,530 LB CHECK COMBINES STRESSES: (0 LB/890 LB) + (739 LB/2530 LB)= 0.29 < 1.0, OK PUNCH SHEAR PLANE C Al SHEAR PLANE MOMENT PLANE h I I Df Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT - FOR SHELF MASTER SHEET NO. 22 OF______________ CALCULATED BY AL A. DATE 3/24/99 FOOTING ANALYSIS TYPE A FOOTING MOMENT IS RESULT OF COLUMN OFFSET SERVICE LOADS M= FT-LB COLUMN TRIB AREA= 393 FTA2 P(DL)= 4,720 LB <== TRIB AREA * DL P(LL)= 39,330 LB <== TRIB AREA * LL * 0.8 Pu= 1 .4*P(DL) + 1 .7tP(LL)= 73,468 LB CHECK SOIL BEARING Qallowable= SOIL BEARING - (CONC WEIGHT - SOIL WEIGHT) = 2000 PSF-(2 FT*1 50 PCF + 0 FT*1 30 PCF) = 1,700 PSF fbeanng= P!(LAZ) = (4719.6 LB+39330 LB)/(5.2 FT*5.2 FT) = 1,650 PSF Qmax= P/(LA2) + 6*M/LA3 = 1650 PSF + (6*0 FT-LB/5.2 FT)A3 = 1,650 PSF :5 fbearing,SOIL BEARING OK -uIIuIIIuu,I,II.I,IIII . LE GTH FOOTING ISIDE VIEW PUNCHING hr C SHEAR AREA\\ [—j! — ____ \HDH d, E.4WIDTH ------------- LENGTH Iu= Pu! FOOTING AREA Cl B' = 73468.44 LB/26.7 FTA2 = 2,752 PSF <= PRESSURE FOR FACTORED LOADS I FOOTING PLAN VIEW I CHECK PUNCHING SHEAR @ d!2 FROM BASE PLATE EDGE d= 20.0 IN D= 32.0 IN E= 32.0 IN Vu(punch.)= Pu - [(D*E/1 44) * Iu] = 73468.44 LB[(32IN*32IN)!144]*2752 PSF = 53,897 LB ALLOWABLE SHEAR CAPACITY EQUALS LEAST OF: bo= FAILURE PLANE PERIMETER= 128.0 IN øVc1 = 0*4*(fc)A05*b.4 = 0.85*4*(2000 PSI)AO.5*1 281N*201N = 389,255 LB øVc2= 0*[(d!b)+2]*(fuC)AO5*bd = 0.85 * [(40*20 IN/1 28 IN) + 2] * (2000 PSI)A0.5 * 1281N * 20 IN = 802,838 LB THUS, øVc= 389,255 LB > Vu, PUNCHING SHEAR OK FOOTING LENGTH= 62 IN WIDTH= 62 IN h= 24.0 IN Df= 24.0 IN BASE PLATE LENGTH= 12.0 IN BASE PLATE WIDTH= 12.0 IN CONCRETE & SOIL f'c= 2,000 PSI SOIL BEARING= 2,000 PSF REINFORCEMENT REEBAR Fy= 40,000 PSI REEBAR # (LONGrr)= # 8 NUMBER OF REEBAR IN LONG DIR.= 8 REEBAR # (WIDTH)= # 8 NUMBER OF REEBAR IN SHORT DIR.= 8 foo ~SEIZM7IC4111 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT ________ FOR SHEET NO. 23 OF_______________ AL A. 3/24/99 CALCULATED BY DATE FOOTING ANALYSIS (CONT.) TYPE A FOOTING LONGITUDINAL REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C * WIDTH/1 44) * C/2 = 2752 PSF * (25 IN * 621N/144) * 251N/2 = 370,305 IN-LB REINFORCING IN LONG DIRECTION IS (8) #8 REEBAR As-supplied= 6.32 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 370305 INLB/[0.9*(20 IN-1.3 IN)] = 21,944 LB As(flexure)= T/Fy = 21944 LB/40000 PSI = 0.55 INA2 As-min= 200bd/Fy, = 6.20 INA2 PUNCHING - C - SHEAR AREA\ B—"- __________I T V-41 ---- il WIDTH F l BI - f , I I I -. LENGTH I FOOTING PLAN VIEW I ACTUAL a= As*Fy/(b*0.85*f!c) C= 25.0 IN = 2.35 < a.s IN, OK C'= 25.0 IN THUS, As-reqrd= 6.20 INA2 < As-supplied , LONGITUDINAL REINFORCING ADEQUATE TRANSVERSE REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C' * LENGTH/1 44) * C'/2 = 2752 PSF * (25 IN * 621N/144) * 25 IN/2 = 370,305 IN-LB REINFORCING IN LONG DIRECTION IS (8) #8 REEBAR As-supplied= 6.32 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 370305 lNLB/[0.9*(20 IN - 1.3 IN)] = 21,944 LB As(flexure)= T/Fy = 21 944 1_13/40000 PSI = 0.55 INA2 As-min= 200bd/Fy = 6.20 INA2 ACTUAL a= As*Fy/(b*0.85*flc) = 0.21 < 2.5 IN, OK THUS, As-reqrd= 6.20 INA2 <As-supplied , TRANSVERSE REINFORCING ADEQUATE Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT__________ MELLIS GRIOT FOR SHEET NO. 24 OF_____________ AL A. 3/Z4/99 CALCULATED BY___________ DATE FOOTING ANALYSIS TYPE B FOOTING MOMENT IS RESULT OF COLUMN OFFSET SERVICE LOADS M= FT-LB COLUMN TRIB AREA= 265 FTA2 P(DL)= 3,181 LB <== TRIB AREA * DL P(LL)= 26,505 LB <== TRIB AREA * LL * 0.8 Pu= 1 4*P(DL) + 1 .7*P(LL)= 49,511 LB CHECK SOIL BEARING Qallowable= SOIL BEARING - (CONC WEIGHT - SOIL WEIGHT) = 2000 PSF-(2 FT*1 50 PCF + 0 FT1 30 PCF) = 1,700 PSF fbearing= P/(LA2) = (3180.6 LB+26505 LB)/(4.3 FT*4.3 FT) = 1,643 PSF Qmax= P/(LAZ) + 6*M/LA3 = 1 643 PSF + (6*0 FT-LB/4.3 FT)A3 = 1,643 PSF :5 fbearing,SOIL BEARING OK lu= Pu! FOOTING AREA = 49511.34 LB!18.1 FTA2 = 2,741 PSF <= PRESSURE FOR FACTORED LOADS CHECK PUNCHING SHEAR @ d/2 FROM BASE PLATE EDGE P M PUNCH SHEAR B- PLANE - SHEAR -- PLANE MOMENT PLANE t. dl Df 1 7 su LENGTH - PUNCHING b c- SHEAR AREA\\ llw~ - 4- ?.J7WIDTH ,A -- -. LENGTH d= 20.0 IN D= 32.0 IN E= 32.0 IN Vu(punch.)= Pu - [(D*E!1 44) * u] = 49511 .34 LB[(32IN*32IN)/1 44]*2741 PSF = 30,019 LB ALLOWABLE SHEAR CAPACITY EQUALS LEAST OF: bo= FAILURE PLANE PERIMETER= 128.0 IN øVc1= 0*4*(fec)AO5*bj = 0.85*4*(2000 PSI)AO.5*1 281N*201N = 389,255 LB øVc2= 0*[(d!b)+2]*(fI c)AO. 5*b = 0.85 * [(40*20 IN/i 28 IN) + 2] * (2000 PSI)AO.5 * 1281N * 20 IN = 802,838 LB THUS, øVc= 389,255 LB > Vu, PUNCHING SHEAR OK - FOOTING LENGTH= 51 IN WIDTH= 51 IN h= 24.0 IN Df= 24.0 IN BASE PLATE LENGTH= 12.0 IN BASE PLATE WIDTH= 12.0 IN CONCRETE&SOIL fc= 2,000 PSI SOIL BEARING= 2,000 PSF REINFORCEMENT REEBAR Fy= 40,000 PSI REEBAR # (LONGIT)= # 8 NUMBER OF REEBAR IN LONG DIR.= 7 REEBAR # (WIDTH)= # 8 NUMBER OF REEBAR IN SHORT DIR.= 7 MIC C. MATERIAL HANDLING ENGINEERING' TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT ___________ FOR 25 37 SHEET NO. _____ OF______________ AL A. 3/24/99 CALCULATED BY DATE _______________ FOOTING ANALYSIS (CONT.) TYPE B FOOTING LONGITUDINAL REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C * WIDTH/1 44) * C/2 =2741 PSF * (19.5 IN * 511N/144) * 19.5 IN/2 - I = 184,575 IN-LB REINFORCING IN LONG DIRECTION IS (7) #8 REEBAR As-supplied= 5.53 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 184575 INLB/[0.9*(20 IN-1.3 IN)] = 10,938 LB As(flexure)= T/Fy - = 10938 1_13/40000 PSI = 0.27 INA2 - As-min= 200bd/Fy =5.1OINA2 ACTUAL a= As*Fy/(b*0.85*f c) = 2.35 < 2.5 IN, OK .PUNCHING —c SHEAR AREA\\\ h!A-- KIZIZZSrz _ :cl3t LENGTH___ FOOTING PLAN VIEW C= 19.5 IN C'= 19.5 IN THUS, As-reqrd= 5.10 INA2 < As-supplied , LONGITUDINAL REINFORCING ADEQUATE TRANSVERSE REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C' * LENGTH/1 44) * C'/2 = 2741 PSF * (19.5 IN * 51 IN/1 44) * 19.5 IN/2 = 184,575 IN-LB REINFORCING IN LONG DIRECTION IS (7) #8 REEBAR As-supplied= 5.53 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 184575 INLB/[0.9*(20 IN - 1.3 IN)] = 10,938 LB As(flexure)= T/Fy = 10938 1_13/40000 PSI = 0.27 INA2 As-min= 200bd/Fy = 5.10 INA2 ACTUAL a= As*Fy/(b*0.85*f c) =0.13 1 < 2.51N, OK THUS, As-reqrd= 5.10 INA2 <As-supplied, TRANSVERSE REINFORCING ADEQUATE Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT ____________ FOR SHELF MASTER SHEET NO. 26 OF '3 7' AL A. 3/24/99 CALCULATED BY___________ DATE Iu= Pu! FOOTING AREA = 36734.22 LB!13.4 FTA2 = 2,732 PSF <= PRESSURE FOR FACTORED LOADS P M - - PUNCH SHEAR B- A PLANE SHEAR PLANE MOMENT PLANE Df su .1' LENGTH H FOOTING SIDE VIEW PUNCHING b C -j SHEAR AREA\\ A-- D CV Cl :TB _ -' LENGTH I- FOOTING ANALYSIS TYPE C FOOTING MOMENT IS RESULT OF COLUMN OFFSET SERVICE LOADS M= FT-LB COLUMN TRIB AREA= 197 FTA2 P(DL)= 2,360 LB <== TRIB AREA * DL P(LL)= 19,665 LB <== TRIB AREA * LL * 0.8 Pu= 1 4*P(DL) + 1 7*p(LL).... 36,734 LB CHECK SOIL BEARING Qallowable= SOIL BEARING - (CONC WEIGHT - SOIL WEIGHT) = 2000 PSF-(2 FT*1 50 PCF + 0 FT*1 30 PCF) =1,700PSF fbeanng= P/(LA2) = (2359.8 LB+19665 LB)/(3.7 FT*3.7 Fr) = 1,638 PSF Qmax= P/(LA2) + 6*M/LA3 = 1638 PSF + (6*0 FT-LB/3.7 FT)A3 = 1,638 PSF :5 fbearing,SOIL BEARING OK CHECK PUNCHING SHEAR @ d!2 FROM BASE PLATE EDGE d= 20.0 IN D= 32.0 IN E= 32.0 IN Vu(punch.)= Pu - [(D*E/1 44) * Iu] = 36734.22 LB[(32IN*32IN)!1 44]*2732 PSF = 17,305 LB ALLOWABLE SHEAR CAPACITY EQUALS LEAST OF: bo= FAILURE PLANE PERIMETER= 128.0 IN øVc1 = 0*4*(fc)AO5*bj = 0. 85*4*(2000 PSI)AO. 5*12 8IN*201N = 389,255 LB øVc2= 0*[(d!b)+2]*(f c)A05*bI THUS, øVc= 389,255 LB > Vu, PUNCHING SHEAR OK I FOOTING PLAN VIEW I FOOTING LENGTH= 441N WIDTH= 44 IN h= 24.0 IN Df= 24.0 IN BASE PLATE LENGTH= 12.0 IN BASE PLATE WIDTH= 12.0 IN CONCRETE&SOIL f'c= 2,000 PSI SOIL BEARING= 2,000 PSF - REINFORCEMENT REEBAR Fy= 40,000 PSI REEBAR # (LONGIT)= # 8 NUMBER OF REEBAR IN LONG DIR.= 6 REEBAR # (WIDTH)= # 8 NUMBER OF REEBAR IN SHORT DIR.= 6 = 0.85 * [(40*20 IN/1 28 IN) + 2] * (2000 PSI)AO.5 * 1281N * 20 IN = 802,838 LB MIC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. _____ 27 OF______ 37 CALCULATED BY AL A. DATE __ 3/24/99 FOOTING ANALYSIS (CONT.) TYPE C FOOTING LONGITUDINAL REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C * WIDTH/1 44) * C/2 = 2732 PSF * 06 IN * 441N/144) * 16. IN/2 = 106,863 IN-LB REINFORCING IN LONG DIRECTION IS (6) #8 REEBAR As-supplied= 4.74 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 106863 INLB/[0.9*(20 IN-1.3 IN)] - =6,333 LB As(fiexure)= T/Fy = 6333 1-13/40000 PSI =0.16INA2 - As-min= 200bd/Fy = 4.40 INA2 ACTUAL a= As*Fy/(b*o.85*rc) - = 2.35 < 2.5 IN, OK THUS, As-reqrd= 4.40 INA2 < As-supplied , LONGITUDINAL REINFORCING ADEQUATE TRANSVERSE REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C' * LENGTH/1 44) * C'/2 = 2732 PSF * (16 IN * 441N/1 44) * 16 IN/2 = 106,863 IN-LB REINFORCING IN LONG DIRECTION IS (6) #8 REEBAR As-supplied= 4.74 INA2 - USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 106863 INLB/[0.9*(20 IN - 1.3 IN)] = 6,333 LB As(flexure)= T/Fy = 6333 LB/40000 PSI =0.16INA2 - As-min= 200bd/Fy = 4.40 INA2 ACTUAL a= As*Fy/(b*0.85*fc) = 0.08 < 2.5 IN, OK THUS, As-reqrd= 4.40 INA2 <As-supplied , TRANSVERSE REINFORCING ADEQUATE PUNCHING C SHEARAREA I E :q— WIDTH C'BI..L - I,A' -. LENGTH I FOOTING PLAN VIEW C= 16.0 IN C'= 16.0 IN Ic ZZZ ZNC-700) MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. 28 37 OF_______________ CALCULATED BY AL A. DATE 3/24/99 Iu= Pu! FOOTING AREA = 18367.11 LB/6.7 FTA2 = 2,752 PSF <= PRESSURE FOR FACTORED LOADS P M c- PUNCH SHEAR B- PLANE H A SHEAR PLANE MOMENT PLA Df NE i d h I tttftttffttffftt LENGTH- FOOTING SIDE VIEW PUNCHING b c - SHEAR AREA\\ It .JWIDTH LENGTH FOOTING ANALYSIS TYPE 0 FOOTING MOMENT IS RESULT OF COLUMN OFFSET SERVICE LOADS M= FT-LB COLUMN TRIB AREA= 98 FTA2 P(DL)= 1,180 LB <== TRIB AREA * DL P(LL)= 9,833 LB <== TRIB AREA * LL * 0.8 Pu= 1 4*P(DL) + 1 7*p(LL) 18,367 LB CHECK SOIL BEARING Qallowable= SOIL BEARING - (CONC WEIGHT - SOIL WEIGHT) = 2000 PSF-(2 FT*1 50 PCF + 0 FT*1 30 PCF) = 1,700 PSF fbeanng= P/(LA2) = (1179.9 LB+9832.5 LB)/(2.6 FT*2.6 FT) = 1,650 PSF Qmax= P/(LA2) + 6*M/LA3 = 1650 PSF + (6*0 FT-LB/2.6 fl)A3 = 1,650 PSF :5 fbearing,SOIL BEARING OK CHECK PUNCHING SHEAR @ d/2 FROM BASE PLATE EDGE d= 20.0 IN D= 32.0 IN E= 32.0 IN Vu(punch.)= Pu - [(D*E/144) * Iu] = 18367.11 LB[(32IN*32IN)/144]*2752 PSF = -1,204 LB ALLOWABLE SHEAR CAPACITY EQUALS LEAST OF: bo= FAILURE PLANE PERIMETER= 128.0 IN øVc1= 0*4*(fc)AO5*bJ = 0.85*4*(2000 PSI)AO.5*1 281N*2OIN = 389,255 LB øVc2= 0*[(d/b)+2]*(fc)AO5*bj = 0.85 * [(40*20 IN/i 28 IN) + 2] * (2000 PSI)AO.5 * 1281N * 20 IN = 802,838 LB THUS, øVc= 389,255 LB > Vu, PUNCHING SHEAR OK FOOTING LENGTH= 31 IN WIDTH= 31 IN h= 24.0 IN Df= 24.0 IN BASE PLATE LENGTH= 12.0 IN BASE PLATE WIDTH= 12.0 IN CONCRETE&SOIL f'c= 2,000 PSI SOIL BEARING= 2,000 PSF REINFORCEMENT REEBAR Fy= 40,000 PSI REEBAR # (LONGIT)= # 8 NUMBER OF REEBAR IN LONG DIR.= 4 REEBAR # (WIDTH)= # 8 NUMBER OF REEBAR IN SHORT DIR.= 4 lc MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 MELLIS GRIOT PROJECT FOR SHELF MASTER 29.1 37 SHEET NO. _______________ OF_________________ AL A. 3/Z4/99 CALCULATED BY____________ DATE FOOTING ANALYSIS (CONT.) TYPE D FOOTING LONGITUDINAL REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C * WIDTH/1 44) * C/2 = 2752 PSF * (9.5 IN * 31IN/144) * 9.5 IN/2 = 26,736 IN-LB REINFORCING IN LONG DIRECTION IS (4) #8 REEBAR As-supplied= 3.16 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN _______ T= Mu/(ø * d-a/2) - = 26736 IN-LB/[0.9-(20 IN-1.3 IN)] = 1,584 LB As(flexure)= T/Fy = 1 584 LB/40000 PSI = 0.04 INA2 As-min= 200bd/Fy = i.iuiri" ACTUAL a= As*Fy/(b*0.85*fc) S - C= 9.5 IN - = 2.35 < 2.5 IN, OK C'= 9.5 IN THUS, As-reqrd= 3.10 INA2 < As-supplied , LONGITUDINAL REINFORCING ADEQUATE TRANSVERSEREINFORCEMENT M(Iong.)= SOIL PRESSURE * (C' * LENGTH/1 44) * C72 = 2752 PSF*(9.51N*311N/144)*9.51N/2 = 26,736 IN-LB S. REINFORCING IN LONG DIRECTION IS (4) #8 REEBAR As-supplied= 3.16 INA2 - S - USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 26736 INLB/[0.9*(20 IN - 1.3 IN)] =1,584LB As(flexure)= T/Fy - = 1 584 LB/40000 PSI = 0.04 INA2 As-min= 200bd/Fy 3.10 INA2 ACTUAL a= As*Fy/(b*0.85*f c) = 0.03 < 2.5 IN, OK - THUS, As-reqrd= 3.10 INA2 <As-supplied , TRANSVERSE REINFORCING ADEQUATE PUNCHING b c SHEAR AREA\\ h A-~ K/ IT IZII 2 WIDTH F'_*---:- _- - LENGTH FOOTING PLAN VIEW rooSOE Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 MELLIS GRIOT PROJECT SI-ILLF MASTER FOR 292 SHEET NO. AL A. /24/99___ OF 3___________ CALCULATED BY__________ DATE FOOTING ANALYSIS TYPE E FOOTING (OFFSET) MOMENT IS RESULT OF COLUMN OFFSET SERVICE LOADS M= 37,107 FT-LB *. COLUMN TRIB AREA= 133 FTA2 P(DL)= 1,590 LB <== TRIB AREA * DL P(LL)= 13,253 LB <== TRIB AREA * LL * 0.8 Pu= 1 .4*P(DL) + 1 .7*P(LL)= 24,756 LB CHECK SOIL BEARING Qallowable= SOIL BEARING - (CONC WEIGHT - SOIL WEIGHT) = 2000 PSF-(2 FT*1 50 PCF + 0 FT*1 30 PCF) = 1,700 PSF fbeanng= P/(LA2) = (1590.3 LB+13252.5 LB)/(5.7 FT*5.7 F) = 462 PSF Qmax= P/(LA2) + 6*M/LA3 = 462 PSF + (6*37107 FT-LB/5.7 FT)A3 = 1,686 PSF :5 fbearing,SOIL BEARING OK - £ "_ - øcci- M B- PLANE PUNCH SHEAR A SHEAR PLANE MOMENT PLANE I T . Df d h I Su LENGTH FOOTING SIDE VIEW PUNCHING SHEAR AREA\ E WIDTH Iu= Pu! FOOTING AREA F 'f = 24755.67 LB/32.1 FTA2 = 771 PSF <= PRESSURE FOR FACTORED LOADS .. LENGTH I FOOTING PLAN VIEW I CHECK PUNCHING SHEAR @ d!2 FROM BASE PLATE EDGE d= 20.0 IN D= 32.0 IN E= 32.0 IN Vu(punch.)= Pu - [(D*E!1 44) * = 24755.67 LB[(32IN*32IN)!144]*771 PSF = 19,273 LB ALLOWABLE SHEAR CAPACITY EQUALS LEAST OF: bo= FAILURE PLANE PERIMETER= 128.0 IN øVc1= 0*4*(fIc)AO5*b = 0.85*4*(2000 PSI)AO.5*1 281N*201N = 389,255 LB øVc2= 0*[(d/b)+2]*(fc)AO5*bJ = 0.85 * [(40*20 IN/1 28 IN) + 2] * (2000 PSI)AO.5 * 1281N * 20 IN = 802,838 LB THUS, øVc= 389,255 LB > Vu, PUNCHING SHEAR OK FOOTING LENGTH= 68 IN WIDTH= 68 IN h= 24.0 IN Df= 24.0 IN BASE PLATE LENGTH= 12.0 IN BASE PLATE WIDTH= 12.0 IN CONCRETE & SOIL f'c= 2,000 PSI SOIL BEARING= 2,000 PSF REINFORCEMENT REEBAR Fy= 40,000 PSI REEBAR # (LONG1r)= # 8 NUMBER OF REEBAR IN LONG DIR.= 9 REEBAR # (WIDTH)= # 8 NUMBER OF REEBAR IN SHORT DIR.= 9 MIC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE. POMONA• CA 91768 PROJECT MELLIS GRIOT FOR - SHEET NO. 29.3 OF 37 ___ AL A. 3/Z4/99 CALCULATED BY____________ DATE _______________ FOOTING ANALYSIS (CONT.) TYPE E FOOTING (OFFSET) LONGITUDINAL REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C * WIDTH/1 44) * C/2 = 771 PSF * (28 IN * 681N/144) * 28 IN/2 = 142,709 IN-LB REINFORCING IN LONG DIRECTION IS (9),#8 REEBAR As-supplied= 7.11 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 142709 INLB/[0.9*(20 IN-1.3 IN)] = 8,457 LB As(flexure)= T/Fy = 8457 LB/40000 PSI = 0.21 INA2 - As-min= 200bd/Fy = 6.80 INA2 ACTUAL a= As*Fy/(b*0.85*fc) = 2.35 < 2.5 IN, OK PUNCHING c- SHEAR AREA B— __________I I T E WIDTH C'BIL - - ITA :1 I -' LENGTH I -- FOOTING PLAN VIEW 1 I C= 28.0 IN C'= 28.0 IN THUS, As-reqrd= 6.80 INA2 < As-supplied , LONGITUDINAL REINFORCING ADEQUATE TRANSVERSE REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C' * LENGTH/1 44) * C'/Z = 771 PSF * (28 IN * 681N/144) * 28 IN/2 = 142,709 IN-LB * REINFORCING IN LONG DIRECTION IS (9) #8 REEBAR As-supplied= 7.11 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 142709 INLB/[0.9*(20 IN - 1.3 IN)] 8,457 LB - As(flexure)= T/Fy = 8457 LB/40000 PSI = 0.21 INA2 As-min= 200bd/Fy - = 6.80 INA2 ACTUAL a= As*Fy/(b*0.85*fc) = 0.07 < 2.5 IN, OK THUS, As-rerd= 6.80 INA2 <As-supplied , TRANSVERSE REINFORCING ADEQUATE Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT FOR 29.4 SHEET NO. AL A. OF_ 3_/24/99__________ CALCULATED BY DATE M PUNCH SHEAR --- B — A PLANE I I SHEAR PLANE Df MOMENT PLANE~ Ilu LENGTH FOOTING SIDE VIEW PUNCHING SHEAR AREA\ b c_- \HDH d! 11 I .JWIDTH ----------------- - LENGTH FOOTING PLAN VIEW FOOTING LENGTH= 79 IN WIDTH= 79 IN h= 24.0 IN Df= 24.0 IN BASE PLATE LENGTH= 12.0 IN ALLOWABLE SHEAR CAPACITY EQUALS LEAST OF: BASE PLATE WIDTH= 12.0 IN bo= FAILURE PLANE PERIMETER= 128.0 IN CONCRETE & SOIL øVc1 = 0*4*(f c)AO5*bJ f'c= 2,000 PSI = 0.85*4*(2000 PSI)AO.5*1 281N*2OIN SOIL BEARING= 2,000 PSF = 389,255 LB REINFORCEMENT øVc2= 0*[(dfb)+2]*(f c)AO 5*b0.d REEBAR Fy= 40,000 PSI = 0.85 * [(40*20 IN/1 28 IN) + 2] * (2000 PSI)AO.5 * 1 281N * 20 IN REEBAR # (LONGIT)= # 8 = 802,838 LB NUMBER OF REEBAR IN LONG DIR.= 11 REEBAR # (WIDTH)= # 8 THUS, øVc= 389,255 LB > Vu, PUNCHING SHEAR OK NUMBER OF REEBAR IN SHORT DIR.= 11 FOOTING ANALYSIS TYPE F FOOTING (OFFSET) MOMENT IS RESULT OF COLUMN OFFSET SERVICE LOADS M= 55,062 FT-LB COLUMN TRIB AREA= 197 FTA2 P(DL)= 2,360 LB <== TRIB AREA * DL P(LL)= 19,665 LB <== TRIB AREA * LL * 0.8 Pu= 1 .4*P(DL) + 1 .7*P(LL)= 36,734 LB CHECK SOIL BEARING Qallowable= SOIL BEARING - (CONG WEIGHT - SOIL WEIGHT) = 2000 PSF-(2 FT*1 50 PCF + 0 FT*1 30 PCF) = 1,700 PSF fbearing= P!(LA2) = (2359.8 LB+19665 LB)/(6.6 FT*6.6 F) = 508 PSF Qmax= P!(LA2) + 6*M/LA3 = 508 PSF + (6*55062 FT-LB/6.6 FT)A3 = 1,666 PSF :5 fbeanng,SOIL BEARING OK - OvC -7S Jf-r fu= Pu! FOOTING AREA = 36734.22 LB/43.3 FTA2 = 848 PSF <= PRESSURE FOR FACTORED LOADS CHECK PUNCHING SHEAR @ d/2 FROM BASE PLATE EDGE d= 20.0 IN D= 32.0 IN E= 32.0 IN Vu(punch.)= Pu - [(D*E!144) * Iu] = 36734.22 LB[(32IN*32IN)/144]*848 PSF = 30,707 LB Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT FOR . SHEET NO. ____ 29.5 OF_______ 37 AL A. 3/Z4/99 CALCULATED BY___________ DATE ______________ FOOTING ANALYSIS (CONT.i TYPE F FOOTING (OFFSET) LONGITUDINAL REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C * WIDTH/1 44) * C/2 = 848 PSF * (33.5 IN * 791N/144) * 33.5 IN/2 = 260,918 IN-LB REINFORCING IN LONG DIRECTION IS (11) #8 REEBAR As-supplied= 8.69 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME .a= 2.5 IN T= Mu/(ø * d-a/2) = 260918 INLB/[0.9*(20 IN-1.3 IN)] = 15,462 LB As(flexure)= T/Fy = 15462 LB/40000 PSI = 0.39 INA2 - As-min= 200bd/Fy = 7.90 INA2 ACTUAL a= As*Fy/(b*0.85*fc) = 2.35 < 2.5 IN, OK PUNCHING b c SHEAR AREA\\ h ;i T \HDHH E WIDTH IA' I-- -. LENGTH I FOOTING PLAN VIEW C= 33.5 IN C'= 33.5 IN THUS, As-reqrd= 7.90 INA2 < As-supplied , LONGITUDINAL REINFORCING ADEQUATE TRANSVERSE REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C' * LENGTH/1 44) * C'/Z = 848 PSF * (33.5 IN * 791N/144) * 33.5 IN/2 = 260,918 IN-LB REINFORCING IN LONG DIRECTION IS (11) #8 REEBAR As-supplied= 8.69 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 260918 IN.LB/[0.9*(20 IN - 1.3 IN)] = 15,462 LB As(flexure)= T/Fy = 15462 LB/40000 PSI = 0.39 INA2 As-min= 200bd/Fy = 7.90 INA2 ACTUAL a= As*Fy/(b*0.85*f c) =0.12 < 2.51N, OK THUS, As-reqrd= 7.90 INA2 <As-supplied , TRANSVERSE REINFORCING ADEQUATE LOAD CASE:(DL+LL) i:bl : ,' b1 j fb fb2 fbi D = .LL.0 iI D = 12.0 IN b = 5.0 IN bi = 3.5 IN t = 0.625 IN Fy = 36,000 PSI Dp = 5.00 IN Danchor = 10.0 IN PDP1 T Danchor4 Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA. CA 91768 PROJECT MELLIS GRIOT - FOR SHELF MASTER 37 SHEET NO. 30 OF_______________ AL A. 2/24/99 CALCULATED BY___________ DATE BASE PLATE (INTERIOR COLUMN) Pcol = 43,792 LB Mb = 0 IN-LB fa = P/A = Pcol/((D)(B)) = 304 PSI Mibase/in = (W/in)(L"2)/2 = (fa)(bl"2)/2 = 1,863 PSI fb = M/S = (Mb)(c)/I = (6)(Mb)/((D)(B'2)) = 0 PSI fb2 = (2)(fb)(bl)/B = 0 PSI fa 11111Ii' Ibi = fb-fb2 = 0 PSI M2base/in = (Ib1)(bl"2)/2 = 0 IN-LB M3base/in = (1/2)(fb2)(bl)(2/3)(bl) = (1/3)(fb2)(bl"2) = 0 IN-LB Mbase/in = Mlbase/in-4-M2base/in+M3base/in = 1,863 IN-LB Sbase/in = (1)(t"2)/6 = 0.065 IN"3 Fbase = (0.75)(Fy)(1.33) = 35,910 PSI th/Fb = Mbase/in/((Sbase/in)(Fbase)) = 0.80 < 1.0 OK ANCHOR TENSION Mo=0 Tanchor = (Mb-(Pcol)(Dp))/{(Danchor)(2 ANCHORS)] = -10,948 LB THEREFORE NO TENSION OK BY INSPECTION fb2 fbi fb biL.UII'1 D = 12.0 IN b = 5.0 IN bl=3.51N t= 0.5 IN Fy = 36,000 PSI Dp 5.00 IN Danchor = 10.0 IN PROJECT MELLIS GRIOT 5t-nLF MASTER FOR 31 37 SHEET NO. _____ OF_______________ AL A. 2/24/99 CALCULATED BY DATE LOAD CASE:(DL+LL) ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA. CA 91768 BASE PLATE (PERIMETER COLUMN) Pcol = 29,568 LB Mb = 0 IN-LB fa = P/A = Pcol/((D)(B)) = 205 PSI Mibase/in = (W/in)(L'2)/2 = (fa)(b1A2)/2 = 1,258 PSI fb = M/S = (Mb)(c)/I = (6)(Mb)/((D)(BA2)) = 0 PSI fb2 = (2)(fb)(bl)/B =0 PSI thi = fb-fb2 = 0 PSI M2base/in = (Th1)(b1A2)/2 =0 IN-LB M3base/in = (1/2)(fb2)(bl)(2/3)(bl) = (1/3)(fb2)(b1A2) = 0 IN-LB Mbase/in = M lbase/in+ M2base/in+M3base/in = 1,258 IN-LB Sbase/in = (1)(t"2)/6 = 0.042 IN3 Fbase = (0.75)(Fy)(1.33) = 35,910 PSI fo/Fb = Mbase/in/((Sbase/in)(Fbase)) = 0.84 < 1.0 OK ANCHOR TENSION . Mo = 0 Tanchor = (Mb-(Pcol)( Dp))/[(Danchor)(2 ANCHORS)] = -7,392 LB THEREFORE NO TENSION OK BY INSPECTION PDP1 13 J&1-irlio I k- Danchor4 IC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT - FOR 1 r SHEET NO. 32 OF 37 AL A. ___________ CALCULATED BY DATE ______________ STAIR ANALYSIS SCOPE VERIFY ADEQUACY OF THE STAIRWAY SYSTEM TO MEET UNIFORM BUILDING CODE REQUIREMENTS FOR THE 1994 EDITION, SECTION 1006 AND TABLE 16-A THE ANALYSIS IS BASED ON A STAIRWAY SERVING AS AN EXIT WITH AN OCCUPANT LOAD OF LESS THAN 10 (SECTION 1006 EXCEPTION #1). PARAMETERS: STEEL - Fy= 36000 PSI SHAPE STEEL Fy= 50000 PSI PIPE STEEL BOLTS- Fv=10000 PSI (A307) DESIGN LOAD: 100 PSF DISTRIBUTED 300# CONCENTRATED (TREAD) 200 # (POST/HANDRAIL) I CONFIGURATION '0001~ 1100, HANDRAil n rnr if ME oop- O~, 0~~ pp~ ppp, pol ffl 10009 0 00000- 0000 ilijo. poo 0-~ 40 od ;0-00000i . Lveit Lvert= 130.0 IN Lhoriz= 198.0 IN H1= 42.0 IN Lrail= 64.0 IN WIDTH= 36.0 IN P TREAD WIDTH IIIIIIIIIIIIIItIIIIIIIIutIIIIIIIIIIIIIIlIIIIIIIIIIlIIIIIIIIIIIII I A .1 STAIR TREAD d= 11.0 IN b= 2.75 IN t= 0.1046 WIDTH=L= 36.0 IN 1= 1.750 IN"4 S= 0.854 IN A3 Fy= 36,000 PSI E= 29,000 KSI Ic MATERIAL HANDUNG ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 MELLIS GRIOT PROJECT SHELF MAS1 ER FOR SHEET NO. _____ 33 37 ________ OF_________ AL A. 2724799 ____ CALCULATED BY___________ DATE ______________ STAIR ANALYSIS TREAD ANALYSIS BENDING THE TREADS SHALL BE ANALYZED FOR A WORST CASE LOAD SITUATION FROM THE FOLLOWING LOAD CASES: CONCENTRATED LOAD AT CENTER Mpoint= P114 = 300 LB * 36 IN/4 = 2,700 IN-LB DISTRIBUTED LOAD w = (100 PSF) * (11 IN/12 IN/FT) = 91.7 LB/FT = 7.6 LB/IN Mdist= w*Lts2/8 = 7.6 LB/FT * (36 IN)" 2/8 = 1,238 IN-LB THUS, Mmax= 2,700 IN-LB fb= Mmax/S = 2700 IN-LB/0.8543 IN A3 = 3,160 PSI Fb= 0.6*Fy = 21,600 PSI fb/Fb= 0.15 <1.0 OK TREAD OK FOR BENDING DEFLECTION D= 5WL"4/384E1 = .003 IN ballow= 11240 = 36 IN/240 = 0.15 > ACTUAL DEFLECTION, OK TREAD OK FOR DEFLECTION Fb= O.6*Fy = 21,600 PSI fb/Fb= 0.81 DEFLECTION D= 5WL"4/384E1 = .343 IN Dallow= L/240 = 236.9 IN/240 = 0.99 <1.0 OK FOR BENDING > ACTUAL DEFLECTION, OK STRINGER OK FOR DEFLECTION rooSEIZM IC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA. CA 91768 MELLIS GRIOT PROJECT SHELF MASTER FOR SHEET NO. 34 AE A. OF_______________ AL A. 2/24/99 CALCULATED BY DATE ODRA Lvert Hi Lhoifz STRINGER: CIO" x 3.5" x 12 GA Lvert= 130.0 IN Lhoriz= 198.0 IN Ldiag= 236.9 IN H1= 42.0 IN Lrail= 64.0 IN STAIR WIDTH= 36.0 IN Ix= 28.75 INA4 Sx= 5.75 IN"3 Fy= 36,000 PSI STAIR ANALYSIS STRINGER ANALYSIS DEAD LOADS STRINGER= 8 LB/FT TREADS= 10 LB/FT HANDRAILS= 3 LB/FT WDL= 21 LB/FT UVE LOAD WLL= LIVE LOAD * TPJB WIDTH = 100 PSF * (36 IN/12 IN/FT)/2 = 150 LB/FT W= WDL+WLL = 171 LB/FT = 14.3 LB/IN BENDING Mdist= w*LA2/8 = 14.3 LB/IN * (236.9 IN)"2/8 = 100,200 IN-LB fb= Mmax/Sx = 100200 IN-LB/5.7505 IN"3 = 17,425 PSI ernll#,n 31E TR TREAD TO STRINGER CONNECTION eooSEIZMIC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE. POMONA• CA 91768 MELLIS GRIOT PROJECT SHELF MAS I EK FOR 35 it SHEET NO. AL A. OF______________ 2/24/99 CALCULATED BY DATE STAIR ANALYSIS TREAD ATTACHMENT ATTACH TREAD TO STRINGER WITH (2) 0.375 IN DIAMETER BOLTS PER SIDE Vbolt= 100 PSF * 3 FT/2 = 150 LB <=== SHEAR PER ATTACHMENT Vatlow= Fv * AREA * # OF BOLTS = 10000 PSI * (0.375 )2*(3.14159/4) * 2 = 2,209 LB > Vbolt OK STRINGER ATTACHMENT * ATTACH STRINGER TO PLATFORM WITH (2) 0.5 IN DIAMETER BOLTS Vbolt= 171.4 LB/FT * 16.5 FT/2 = 1,414 LB <=== SHEAR PER ATTACHMENT Vallow= Fv * AREA = 10000 PSI * (0.5 )"2 * (3.14159/4) * 2 = 3,927 LB > Pbolt OK CONCRETE BEARING LOWER BRACKET IS 4 IN x 6 IN CONTACT AREA= 24.0 INA2 Pend= 1,414 LB fp= Pend/AREA = 59 PSI -, MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA• CA 91768 PROJECT MELLIS GRIOT FOR - SHEET NO. 36 A. OF 3T AL CALCULATED BY___________ DATE ______________ POST AND HANDRAIL PER THE REQUIREMENTS OF THE 1994 UBC, THE POST AND HANDRAIL MUST RESIST A POINT LOAD OF 200 LB POST Mmax= P H1/2 <=== TWO POSTS SHARE LOAD =200*421N/2 = 4,200 IN-LB NAN 7 fb= MIS POST = 29,787 PSI Fb= 0.6*Fy = 30,000 PSI LveLt p Hi fb/Fb= 0.99 < 1.0 OK Lhork H ANDRAIL Mmax= Mmax= P* Lrail/4 = 200 * 64 IN/4 = 3,200 IN-LB fb= M/S = 29,907 PSI Fb= 0.6*Fy = 30,000 PSI fb/Fb= 0.99 1.0 OK POST/ HANDRAIL: 1-5/8" D. POST t= 0.076 IN Sx= .141 IN"3 Fy= 50,000 PSI HANDRAIL t= 0.058 IN Sx= .107 IN"3 Fy= 50,000 PSI SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA CA 91768 PROJECT MELLIS GRIOT FOR SHELF MASTER 37. 37 SHEET NO. _____________ OF_______________ CALCULATED BY AL A. DATE 2/24/99 Pcol = 200 LB Mb = 4,200 IN-LB fa = P/A = Pcol/((D)(B)) = 6 PSI Mibase/in = (W/in)(L"2)/2 = (fa)(biA2)/2 = 13 IN-LB lb = M/S = (Mb)(c)/I = (6)(Mb)/((D)(BA2)) = 117 PSI fb2 = (2)(fb)(bl)/B = 85 PSI fbi = fb-fb2 = 32 PSI M2base/in = (fbl)(bl"2)/2 = 76 IN-LB M3base/in = (1/2)(fb2)(bl)(2/3)(bl) = (1/3)(fb2)(bl"2) = 136 IN-LB Mbase/in = M1base/in+M2base/in+M3base/in = 225 IN-LB Sbase/in = (1)(t"2)/6 = 0.023 IN"3 Fbase = (0.75)(Fy) = 27,000 PSI fb/Fb = Mbase/in/((Sbase/in)(Fbase)) = 0.35 OK ANCHOR TENSION Imo = 0 Tanchor = (Mb_(Pcol)(Dp))/(Danchor*2) = 650 LB Tallow= BOLT AREA * Ft = (0.375 IN)-2 * n/4 * 21,000 PSI = 2,319 LB > Tanchor, OK CHECK COMPRESSION ON PLYWOOD C=2*Tanchor= 1,300 LB fc= 1300 LB/(1 IN * 6 IN) = 217 PSI Fallow= 340 PSI > fc, OK <=== TABLE 23-I-B jb1 1' : fa 11111111 lb fb2 fbi B = 6.0 IN D= 6.0 IN b= 1.625 IN bi = 2.2 IN t = 0.375 IN Fy = 36,000 PSI Dp = 1.50 IN Danchor = 3.0 IN Pco m; I i- Danchor4 4 APPENDIX 24 N LDDc.r. JCBO Evaluation Service, Inc. CNN 5360 WORKMAN MILL ROAD • WHITrIER, CALIFORNIA 90601.2299 A subs/d/ar'coioorstionofthe International Conference of Building Officials EVALUATION REPORT ER-1372 C 1590 ICBO EvaIuson 8eM, Inc. )?sy~gsued 1, 49 Filing Category: FASTENERS—Concrete and Masonry Anchors (066) March 1. igqqT 11W RAMSETIRED HEAD SELF-DR1LUNG, HGI-U,IL STUD, TRUBOLT WEDGE, AND MULTI-SET II CONCRETE ANCHORS 11W RAJbISET/RED HEAD 1300 NORTH MICHAEL DRIVE WOOD DALE, ILLINOIS 60191 10 SUBJECT ITW RamsatiRed Head Sell-Drilling. N- O.UI, Olid. Trubolt Wedge. and Multi-Set ii Concrete Anchors. 2.0 DESCRIPTION 2.1 ITW RameeVRed Head Self-Drilling Anchor: t3e concrete. Steel for the heat-treated steel plug contorma tISI C-1010. 2.1netaIIatlon: Embedment, spacing, edge distance and cb(cre;e requirements are shown W Tables 3 an9"4. Holes n$st be prednuled in normal-weight concrete wit car. blde.tIppmasonry drill bits manufactured within thp'range of the max um and minimum drill tip clmansl0n3'OS ANSI Standard 82t.15-1994. The anchors must Matidled in drilled holes habt('tg the same diameter and lange, as the an-chor. After the hób Is drilled, it Is cleared of a)l'concrete cut- lingo. A Red Head lug is sat into the bottpfn of the anchor prior to insertion in thWtoIe. Through u38 9(a setting tool pro-vided with each aflchoiza. the anch9r'Is then driven over 2.1.1 General: The ITW RamsetRed Head anchor Is a sell- the plug, causing expa n of the or in the hole. dulling concrete expansion Shell anchorwltha single cons ox- 2.3 11W Rsmsetlfled Hea Stud nchore: Pander. Both elements are made from heat-treated steal. The 2.3.1 Osneral: The 11W A ad Head stud anchor is a steel for the body conforms to AISI Specification C-12U 4, arid the steel for the plug conforms to AISI Specification C-lOb. The anchor has eight sharp teeth at one end and Is fomled from steel meeting th ml urn requirements of AISI threaded internally at the Other end. The Outer surface of ft C- 1213. The anchor body an I hole, axial slots, and a eerles of annual broa g rings In I expansion and of the tubular shell at the toothed end has annular broaching anchor. A flanged, I expansion of steel meeting grooves and tour milled slits. Al its threaded and, the anchor is provided with an unthreaded chucking cane that has an - the minimum ntS of AISI (>10 Is proaeeenled nular break-off groove at its bas. for flush mounting. Anchor . shell and expander cone are'&ectrodOpog woi zinc end cl intothe. c IJ.2 In : 'Eh'ibedment. spacing, go distance. mate-plated. .-.' d conc rements are shown in I a 5 and 6. 2.1.2 Installation: Embedment, spang, edge tnce1 . Ho"10 diedin normal-weight co with car- tJ-ti alonsy drill bits manufactured within raw and concrete requirements are shown In 'Tfes I and 2. The of the m imum and minimum drill tip dimensions ANSI anchors are Installed by a Model 747 Roto-Slop Hammer, by Stan 8212.15-1994. After the hole Is drilled, it m Ibe air or electric Impact hammer, or by hand. The anchor is used clear of all cuttings. The anchors must be installed In d as a drill in forming the We in normal-weight concrete. After h having the same dlameterae the anchor, and are set the hole Is formed, the anchor must be removed and the hole Ing the anchor over the plug, causing expansion of the an - thoroughly cleaned. The hole depth is regulated by the drill hot. chuck. A Red Head plug must be set into the bottom 0? Ihe an- chor prior to insertion in the hole. The concrete anchor mua1i) *9 11W flamietlRed Heed Trubolt Wedge Anchor be driven over the plug, to cause expansion of the anchor in ,-3,4,1. General: The Trubolt Wedge anchor Is a stud bolt type the hole. The chucking and of the anchor Is broken off with aIj1 of drop-In anchor. The anchors are cold-formed or machined from zinc- plated arid chromate-dipped cafton steel, hot- hammer blow. Verification that the anchor has been Installed properly Is evidenced by the fact that the anchor does not dipped galvanized carbon steel or stainless steel. Steel used PrOlect above the surface or the concrete and the red plug is to produce the anchors complies with AISI (>1015 to AISI viable at the bottom of the hole. C-i 022 and AISI C-1213 carbon steels. Type 304 orType 316 _____________________________ 22 IYW Il..ed t$on B.iiI ,V'R.J ,1r stainless steels. Hot-dipped galvanizing compiles with ASTM 153 Class C requirements. The expander sleeves are fabri- The non-drill anchor consists a cated from stainless Steel or carbon steel meeting the require- mied'Po.e ifrl to l complying with AISI C-12Ll4 temal monte of Type 302 orAlSi (>1010, respectIvely. Cold-formed threads at one a PWM hole at the slon and. The anchor studs are available only for the 'I5-Irich-. 318-inth-. shell Is divided into lou a by radial slots milled __________________________ 1/2-inch., 5/5-Inch- and 3/4-inch.diameter (6. 4. 9.5, 12.7, 15.9 'ey stung we }ujfli . '. and 19.1 mm) wedge anchors. The anchor stud Is threaded broaching rings i to ne expan d or 1he anchor. at its upper and and has a straight cylindrical section reduced The anctf1set over a hardened steei"t,imicl.shaped in diameter, around w$rlth the expander slee is formed. A aedpIug by drIving the anchor flush with thoitlflacaof straight-tapered section enlarging to a cylindrical base acts to 8relawwe Npo.'u of (CSOEviea Sar,re, Inc..,, iuuso4t rp,... M/aIesa to Class AftembeftafICB0. un7adnCiAecode .p.e ..AkA tao 18 bered. E .eaIfa. ropw iouo be co*ses,d.i 'opveuetürgean*.&. orany 90WmaribuMs not rp.clftreify mildnwedxores .esaSonstat of roc a- dedon.Aw we .ftb, j.et ripoM. Thu r.pon is Alsowtf vpre indereft&XI iou, or Other kcMk.1 d&W sub=&" OY ON '&M The icao z. S.SIC, Inc., recAauc.I satff Aet r,eivei tag "—' Cal resale es&or other dew. bid a eotpslsu$ tasf.cilWe to amA..aiwpisJ erflcatio.. Them it no .orramtyb) ICEOE,.i.oe 56rek., fir., iipeu 0vtep114 .'erA.rm..rO, 4%t We" thgr,p.it This ,ecdu, basis m4f Da,ludto. me,rhme57 Page 1 of 9 .ij'j'j EBBERT CO H96E 04 Per 3 of 8 R-1372 TABLE 1-1TW RAMSEI7RED HEAD SELF-DRIWNO ANCHOR AUOWA5L1 SHEAR AND TENSION VALUES (pounds)IM SOLT 01*. "CNN 05*. __ WASEXIIINT Dow . 5W' Ong,TW aw - - 40"bm up So. bs 5/4 - Flo 1/33 455 250 295 630 325 363 - - 1I6 i 785 - - 395 770 1.035 520 - 650 1/3 - 11116 I 211 5.550 575 920 5.555 735 - 930 P/n 211h2 1.510 155 1 1.605 2.485 1.240 1.755 31 I - 31/4 1 - 1.965 995 1 2.495 3.165 1.565 2.575 Foe S!; I inch =25.4nsm. llbf.4.45N. I pii=6691?a. 'The labelsied .lar and tensile valum we for tnchots installed in no -weight costcrese hs4og the designated ultimate compressive auecgth it the wee o(iiu1on. %&ees have been iabul*ed foe buSs ASTM A 307 ad A *49 bolts lna11ed with the devim tension values am applicable- only wben the abehom anummalled , special umpaction as act tJ. w Section 2q= )The mawixim oDnmw th cirsesa Is 1112 embedment depth. or en*edsnenz depth plus three wee, accede dia'eecr. wtücfievce is greaser. 4The indices am Wuwved as follows: TABU 2.—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR 11W RAMSETIRED HEAD SELF-DRILLING ANCHOR am A 1311A, _________ ML 00" to __ ii*JS5S lmlFrow am tor TbOdien .!751W weaMdIo Wo (IS3 Gmftrvmi" I/d - '56 - 1# - I 37/i - '/16 1ll/ij: 34 211/16 21/32 Ith;f i/j5i ',7lJ 39/11 P/32 - 2 u . /i ' I"ri - 42/5 3/4 I 3114 - -- ..' 5Il9( '. ' 7s: ? For 61: I inch .25.4mm. 1Ueesr insespoladon may be timed for in tat medisac spacing and edge distances. 3—ITW RAMSET6RED HEAD NON-DRILLING ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1 ' OLT 0I& j -f.e.aAmem - F.c-4jOp TbRoom - ____ show ____ I %P14 Wa So MW blow 116 %%l/$ 465 _235 - 355 263 290 '16 - i'1jg—.. 670 - 335 760 - 535 750 I/I 11/16 21/16 475 1.310 755 1.530 5/6 f/32 2'/I6 I 660 11I5 - 5.870 935 1.520 33116. IJOS 900 _ 2.330 2.625 1.315 1.910 The tabisiacd slicarasid Iensljc values are forandsoes inualled in Uo ga's concrete - the &amgni'sd ulrlmatccumpreuiveassvigth as the time of inor. Vilucs have been D.bslllcd foe both ASTM A 301 and A 449 .nuall*d with the device. The holes sit drilled with bus coetp1yg with ANSI S lion B94. 12-fl. The bit diamet a thaieesee. 3Thcc tension values are applicable only *$iee sit installed with Special as set faith In 2.7. 1T1's minimum concrete thkkjieu Is I/ depth. or c*thcdsncnt depth p1 timees the anchor diUMter. i5 c5tcI. Thc anchors an iIlutited as L.hJhJL'.' r' - tJZ1 Page 5 of 8 E-13?2 TABL[ -4TW RAMSETIRED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pound.l'.4.I''41 /s. 4911 l Ummm - W$TAUAflON Tbo SINOIT s ___ lWI..J (. t) a11. 19. 1w. bI. $9 b. 11i 14 $ It/1 295 130 350 443 225 - 350 473 240 -'6.-c- 350 I/ 2/ 525 2.65 420 825 410 420 825 410 420 565 280 825 410 525 410 25 420 210 580 - 560 280 655 710 313 790 3 870 435 5.000 1.415 740 1.025 1.530 765 1.125 ___ 5200 600 1.485 140 11530 765 ½ 55 2114 1.165 580 1,190 1.275 640 1.190 1.760 880 5,760 41/6 1.165 580 1.810 2.410 1.205 1.810 2.705 1.555 2,040 6 1333 665 2,410 5.205 2.705 1.355 90 2I4 5Is 1.645 1,645 -920 1.780 5.795 900 1,780 2,430 1,255 2,405 820 2.400 3.730 1.865 2.975 4.095 2.045 3.130 ____________ 1.765 880 3.753 1.580 4,095 2.045 175 31/ 6514 1.780 2.745 890 2.530 2,710 1,355 3.430 3.325 1.665 3,995 1.375 5.080 4,425 2.210 5.935 5,065 2,530 5.935 10 2.745 1.375 4.470 2,235 51895 2,950 7/5 230 33/i 6/4 2.380 3.665 1.190 3,290 3,685 1.540 4.145 4,355 2,180 4.790 - 1.835 5.220 5.235 2.620 7.200 6.090 3.045 7.200 8 3.665 1.833 5,550 2,790 6.090 3,045 1 300 41/3 7I8 3.485 3.650 5,745 4.020 5,045 2.520 3.705 5.295 2,650 6,120 1.823 7.170 5,995 3.000 9.48,5 8,315 4.160 9.520 9/3 4.675 2.340 6.635 3.315 8.315 4,160 1I, 4.535 2,270 5,820 6595 3,300 7J65 8.410 4.205 8.445 8 6.535 3.413 8.770 10,825 5.410 51.065 15,385 5.695 12.640 50 9.033 4.515 11.585 5.695 14.075 7,040 I &-7-40 UpIO.5VXl'1. L: 335315t'l IL 1The Wmlzftd 51Ier sr.dasile viluc. we 1wbors installed lauone 2Thc holes we thilled with HIs co.nplythjwfth.Aft Spccifièp9 'These taion values an applicable only wheu tite Ss4iik 1The nvj,jmum coaiee thickness Is I 11Z em Afoe9u ,'o+Jubed, aab 1ueiUuavVcdaafoflow LA 212 i5-9941 M4 TABLE L-RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR TENSION LOADS FOR 11W RAMSETIRED HEAD TRUBOLT WEDGE ANCHORS' 4P RsSa.d SO Vie. *4l. 0S!.. Vie. ANCHM OUL oenw OieSie Viz. LO 3ldov .- (b191iz) ________ (il..) hepisd.G.91 (buclu,) *991.4.539 14 11/, 15 /16 I, '14 1 1 3j '116 31/8 l'Il6 211 I/ 13/ __________ 56/5 I1/2 3 215 3 l'/)e 51/4 2% 4 3 I2 1112 6 6 3 3 1/2 2/ 41/, 313 /16 31j 2 56 77/i 315116 31/i _____________ 6 41/2 2/ 9 41/2 2/ 51/ 71 1I6 3'I, 27/ 16 I'I16 9' - /i 4l31 16 211/i. 3h/ 114 - 34 - 6/, - ilj, 3 2/, 2 /2 113i 9I3/ 16 511116 5 71/3 33/4 IS 7/3 hi 331a 611 69116 6/ 35i,6 31/s I3h/ 12'/3 'I 6 61)4 8 6 3 12 6 411 73/ 77i '715 315•5 I5/4 77/s 5 9/3 71/i . 39/ I43/ 141/ 73/0 71/ 8 95i 4I/ I9/ 95/1 so - 5 75/3 4 31/i 16 8 71/a - - 'Uncar unerpolalion may be used for inseryocdIsxe tpscjog and edge diwct*. 'Spacings and edge dlsancca shall be divided by 0.75 when anchors ye placed in structural lightwe3ghc concfe in set014ancc with Tmbic I0 I lbf ffAmcompreuive strength u ihe woe of inw.ltaiion. ft r'i e4p$ uscrdismer. * 5 wh * ect1olt t nt depth plus lhtee dmes the anchor dtameter, whichever is greaeer. 1:7Ii4532---- EBBERT CO PAGE 06 Pig. 7 of B ER-1372 IDENTIFICATION CODES 1 .. coo. iem OF AlsQ40 - () A - Black 11Ic2 38<51 B White 2<21/i 51<63 C Red 21/3<3 63<76 D 0s.n 3<31/i 76<89 E Yellow 31,<4 89<102 P SItar 4<'/2 102<114 G 4/3<5 114<127 H Brown 5<5½ 127<140 I OIIA$S 5)<6 140<132 I N/A 6 < 61/2 152<165 K N/A 6113<7 165<178 L N/A 7 <71/3 (78<191 M N/A 7I<8 191<203 i.€edTh OF ANcISOA N 5<81/3 203,c2l6 0 8/3<9 216<229 9 <9h/ 229<241 Q 91/3 <10 241<234 R 10<11 254<267 S 11<12 267<305 I 12<13 305<330 U 13<14 330<366 V 14<15 366<3*1 W 15<16 381<406 X 16<17 406<432 Y 17<18 432<457 z Is<I9 457<483 TABLE l-4Tw RAMSEY/RED HEAD MULTI-SET II ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (Poundt;PJA bOTc*McTR AMC"" cssMrin UQff ci LU FUIT OF 8T8le. DECK WTTII U@K cOFIR8T8 RLk too 3.00SPal Two 965 482 1.105 835 - 417 1.105 1/3 2 1.020 I 510 1.410 - - 800 400 1.233 5/4 - 2112 1.570 785 2,610 1.490 745 1.460 34 - I 3i6 2.750 1.375 3.945 - 2.045 1.022 - 2.280 ForSi: 1istdt25.4m,n. 1 lbf=6,45N. I psz=689Ps. 'TIar tibulited shear and tensile values are for andlon Installed In stiucnsra1 Iiglatwàghs concrete having the designated ulthnite compressive utenØ at the Dine of instil' Isdoat. Values have been tibulated Ice both ASIM A 307 and A 449 bçlj jl.d with_dvc_.Li:11_15-i I 9Q4_I 2Thc holes are drilled with bus complying with ANSI S .zion1ltIl iT. ThNt ametSr-c4U4I 3TIe tension v1ucs are applicable only wbmsthraacbe. are I kdw ILe&oifta U%IOl4 44lon 'Ieim details i Figure 3.Spsg*ndcdgcdi&sa,1a*Il a!O(*i!ldl?YIbo(n°te 4 bat 2 5 TABLE RAMSEY/RED HEAD ThIJBOL.T WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pow,d.).L4 LOwER FLVM OF 09881. DECK WEYW 1.10115W810N9 uomw calw"a eO.tOtB FILL ANCHM ONMEM 84$TA1.1. TOR" 8M1Nhl4T SPISIPSI (IMS) (IL..) uii 3/ 25 1112 530 265 930 475 237 790 3 735 367 1.060 710 355 1.000 1/2 55 2I 900 450 1.760 850 425 1.3.45 3 1.180 500 1.6$$ 1.120 560 1.655 4 WAS N/A5 1.730 UOO 600 1.610 90 3 1.500 750 2.310 1.180 590 1.375 S 1.490 745 2.320 1445 822 2.2*5 3/4 175 3/4 1.790 395 3.50 -1.460 730 - 2.220 51)4 2.225 1.112 3.980 1.760 880 -N/A3 For SI:l inch =25.4 ram. l psi .6.&9 Va. llbf..4.4SN. 11212.15-19941 1•fl.e tabulated altea, and tensile values age for anchor, installed in sanactur, lijbzweigtu concrete having the designated compressive strength at the time oF i,utailadot. 1The bolea are drilled with bits complying with ANSI Sped(lcanoe 894.1r-1 1. The bit diameter equals the incisor iametrr. 3Thnse tension values ate applicable only when the anchors age installed with special Inspection as set forth in Section 41nsti1lstio details are in Figure 3. Spacing and edge distinct. am in Tables as modified by Footnote: 2. 5Not applicable. andT5] Se-Deds S (bolt size) OlutI A..ct,,re JILJ aL4 TnoIt Wedge AnchOri WS.Carbari Steel (anchor au,. length) Multb31 (1 RM.C.iton Still (bolt size) FIGURE 1-40CNTTF1CATTON SYMBOLS FOR TIlE VARIOUS ANCHORS j'e;DO 11'4'4f.i..S ER-1372 COPY A 4.10 The anchors are not subjected to vibratory toads, such as those encountered by supports for reciprocating engines, crane toads and moving loads due to vehicles. COPY B 'Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. :. . .. : .••. g5 .! - - ; •'' _..• .'/ -. S ,.--•.. ';; ,. JOB #:99-0268 SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS ALASKA INDIANA OHIO DRIVE-IN RACKS MOVABLE SHELVING STRUCTURAL DESIGN ARIZONA KANSAS OKLAHOMA CANTILEVER RACKS STORAGE TANKS CITY APPROVALS CALIFORNIA MICHIGAN OREGON MEZZANINES MODULAR OFFICES STATE APPROVALS COLORADO MINNESOTA PENNSYLVANIA CONVEYORS GONDOLAS PRODUCT TESTING CONNECTICUT MISSOURI TEXAS CAROUSELS BOOKSTACKS FIELD INSPECTION GEORGIA MONTANA UTAH PUSHBACK RACKS FLOW RACKS SPECIAL FABRICATION IDAHO NEVADA VIRGINIA RACK BUILDINGS FOOTINGS PERMifTING SERVICES ILLINOIS NEW MEXICO WASHINGTON WISCONSIN 4 161 ATLANTIC STRT 9 POMONA f CA 91768 • TEL: (909)869-0989 • FAX: (909)869-0981 Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA. CA 91768 MELLIS GRIOT PROJECT SH1L1- MASTER FOR SHEET NO. ____ OF____ 37 _____________ AL A. 2/24/99 CALCULATED BY DATE ______________ TABLE OF CONTENTS 1. DESCRIPTION TITLE PAGE TABLE OF CONTENTS DESIGN DATA LOADS & CONFIGURATION DECK JOIST FRAME ANALYSIS BEAM COLUMN TRANSVERSE FRAME ANCHORS FOOTINGS BASE PLATE STAIR AND HANDRAIL APPENDIX PAGE NUMBER 1 2 3 4 5 6 7 TO 13 14 15 TO 17 18 TO 20 21 22 TO 29 30 TO 31 32T037 It - Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. 3 OF 37 CALCULATED BY _AL A. DATE 2/24/99 DESIGN DATA CODES AND SPECIFICATIONS 1994 UNIFORM BUILDING CODE. AMERICAN IRON AND STEEL INSTITUTE SPECIFICATIONS FOR COLD FORMED STEEL STRUCTURAL MEMBERS, 1986 EDITION. STEEL CONSTRUCTION MANUAL, ASD 9th EDITION. MATERIALS COLD FORMED STEEL MEMBERS: ASTM A653, GRADE 50, Fy=50 KSI AND Fu=65 KSI. FORMED STEEL DECK: ASTM A611, Fy=38 KSI, TYPE "B" BHP, I.C.B.O. #2757. STRUCTURAL STEEL BASE PLATES: ASTM A36, Fy=36 KSI. HIGH STRENGTH BOLTS: ASTM A490, BEARING TYPE, CONTINUOUS INSPECTION NOT REQUIRED. AFTER TIGHTENING, INSPECTION IS REQUIRED TO VERIFY THAT ALL THE PLYS ARE IN CONTACT, AND THAT THE BOLTS ARE SNUG TIGHT. CONCRETE SLAB: 6 IN THICK WITH fc=3000 PSI. DESIGN SOIL PRESSURE: 1500 PSF. Q &'-c/ 2. poo Q " REINFORCING STEEL: ASTM A615, GR. 40 OR BETTER. ANCHOR BOLTS: (4) 3/4" DIAM x 3-1/4" MIN. EMBED. RAMSET/REDHEAD WEDGE ANCHORS (LC.B.O. #1372) PER BASE PLATE. WELDING: ALL WELDING IS PERFORMED BY AN APPROVED FABRICATOR. SPECIAL INSPECTION IS NOT REQUIRED. DESIGN LOADS DEAD LOADS PLYWOOD= 2.0 PSF STEEL DECK= 2.0 PSF JOIST= 2.0 PSF BEAMS= 2.0 PSF MISC= 2.0 PSF 10 PSF FRAMING DL 2 PSF COLUMN DL TOTAL DL= 12 PSF LIVE LOAD LL= 125 PSF SEISMIC ZONE: 4 4 Cantilever WDL4NLL I 1 1 ! I I I 1 IT Lm ax Lth1 'Ic . MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE. POMONA. CA 91768 PROJECT MELLIS GRIOT FOR - 37 SHEET NO. _______________ OF________________ AL A. - ZI?4/3J CALCULATED BY___________ DATE LOADS & CONFIGURATION FRAME LENGTH=L=Ltotal= 50.00 FT Lmax= 23 FT TRIB WIDTH= 17.00 FT HEIGHT (T.O.D.)= 10.9 FT # COLUMN/FRAME=N= 3 STATIC LOADS DL= 10 PSF DL= 12 PSF LL= 125 PSF UNIFORM BEAM LOADS: W.D.L.= DL * TRIB WIDTH 2BAY FRAME = 170 LB/FT = 0.170 K/FT W.L.L.= LL * TRIB WIDTH = 2125 LB/FT = 2.125 K/FT SEISMIC LOADS PER SECTION 1628 OF THE 1994 UBC. V= ZICW/Rw Z= 0.4 1= 1 C= 2.75 Rw= 6 W= (DL + LL/4) * LENGTH* TRIB WIDTH = (12 PSF + 125 PSF/4) * 50 FT * 17 FT = 36,763 LB V= 0.1833 * W = 0.1833 * 36763 LB = 6,739 LB Vcol= V/N = 6738.7 LB/3 = 2,246.2 LB = 2.246 K <=== SEC 1628.1 h EIZMIC MATERIAL HANDLING ENGINEERING TEL: (909) 8690989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. _______5 -OF 37 CALCULATED BY AL A. DATE 2/24/99 DECK ANALYSIS ANALYZE SECTION OF DECK FOR A SINGLE SPAN CONDITION. W= (125 PSF + 6 PSF) * 1 FT = 131 LB/FT M= W * L"2/8 = 131 LB/FT * (3.83 FT)'2 * 12/8 = 2,882 IN-LB Fb = (0.6)*(Fy) = 0.6 * 38000 PSI = 22,800 PSI CHECK WORST CASE BENDING Th-pos= Mpos/Sx = 2882 IN-LB/0.18 IN"3 = 16,014 PSI fb/Fb= 16014 PSI/22800 PSI = 0.70 <1.0 OK SEC A: DECK I DEFLECTION B DECK: 22ga A= 0.0092*WL4/EI LIVE LOAD= 125 PSF = 0.0092*(131 LB/FT)*(3.8 fl)A4*1728/(29x10A6 PSI*0.178 INA4) DECK DEAD LOAD= 6 PSF = 0.087 IN 'TRIB WIDTH= 1.0 FT iaIIow L/240 - =0.1921N L=3.8FT Fy = 38,000 PSI OK Ix = 0.178 IN'4 Sx-pos= 0.180 IN A3 • Sx-neg= 0.195 IN"3 22 ga B DECK OK @ 3.83' SPAN Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE. POMONA. CA 91768 PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. 6 OF 37 :... CALCULATED BY_ALA. DATE 2/24/99 JOIST ANALYSIS (TYPE 1) ANALYZE JOIST AS HAVING PINNED CONNECTIONS. i W = (DL+LL)*TRIB WIDTH LJ 1lJ = 133 PSF * 3.83 FT =509LB/FT L Vmax V= W*L/2 = 5094 LB/FT * 16.17 F/2 V 4,118 LB Mmax M=WLA2/8 M = 199,788 IN-LB Fb = (0.6)*(Fy) = 0.6.* 50000 PSI = 30,000 PSI fb = M/Sx = 199788 IN-LB/7.37 IN"3 = 27,108 PSI fb/Fb= 27108 PSI/30000 PSI = 0.90 < 1.0 OK DEFLECTION JOIST: C12x3.5x12aa (STD = 5WL"4/(384E1) = 5*509 LB/FT-(16.2 fl)4*1728/(384*29X1OA6 PSI-44.21 INA4) = 0.610 IN allow= L/240 = 0.809 IN OK END CONNECTION CHECK SHEAR CAPACITY OF (2) 0.625 IN 0 BOLTS Vallow= # OF BOLTS * Fv*Area = 2 * 10000 PSI * (0.625 IN)"2 * 3.142/4 = 6,136 LB > Vmax, OK DL= 8 PSF LL= 125 PSF TRIB WIDTH= 3.83 FT L= 16.17 FT Fy = 50,000 PSI Ix = 44.21 IN"4 Sx = 7.37 IN"3 Fv= 10,000 PSI STUD DIAM= 0.625 IN # BOLTS= 2 WEIGHT= 7.18 LB/FT C12x3.5x12ga (STD) JOIST OK I 5S _ 1 oo b L 1 2 Lii -v-vP 1•'iP rne C:\ENERCAL.C\MELLIS.FFW Load Combination: DEAD + LIVE Title :MethsGrjot Job # : 99.0268 Dsgnr Al A. Date: 2124199 DeSCnptiOrL.. Typical Frame 12:PM, 22 APR 99 FastFrame 2-D Frame Analysis v5.O.8 Nodes... Node Node Coordinates Node Label X Y X Restraint Y Restraint Z Restraint Temp It It deg 1 0.000 0.000 Fixed Fixed 0 2 23.000 0.000 Fixed Fixed 0 3 46.000 0.000 Fixed Fixed 0 4 0.000 10.900 0 5 23.000 10.900 0 6 27.000 10.900 0 7 46.000 10.900 . 0 8 .cXE 10.900 0 Member... Member Label Property Label Endpoint Nodes I Node J Node Member Length I End Releases J End Releases 1 COL-D1610 1 4 10.900 2 COL-D1610 2 5 10.900 3 COL-D1610 3 7 10.900 4 BM-D1610 4 5 23.000 5 BM-D1610 5 6 400) 6 BM-D1610 6 7 19.000 Free 7 BM-D1610 7 8 4000 Materials... Member Label Youngs ksi Density kcf Thermal in/100d Yield ksi oeiauit Steel 1 29,000.00 ISISS5 S SS - Title : Mellis Griot Job # : 9956 Dsgnr: Al A. Description.... Typical Frame 12:39PM, 22 APR 99 FastFrame 2-D Frame Analysis vs.o.8 - PW 21 Date: 2/2499 Ems I Section Sections... . Prop Label Material Area Depth Tf lxx Group Tag Width Tw iyy 9sqrColumn Default 5.140 in2 0.000 in 0.000 in 67.86 in4 0.000 in 0.000 in 0.00 in4 BM-D1210 Steel 5400 in2 0.000 in 0.000 in 112.00 in4 0.000 in 0.000 in 0.00 1n4 BM-D1212 T Steel . 4220 in2 0.000 in 0.000 in 87.80 in4 in 0.000 in 0.06 in4 BM-D1610 Steel 6.480 in2 0.000 in 0.000 in 217.20 in4 0.000 in 0.000 in 0.00 in4 BM-D1612 T Steel 5.060 in2 0.000 in 0.000 in 1.60 1n4 0.000 in 0.000 in 0.00 1n4 BM-D2010 Steel 8100 1n2 0.000 in 0.000 in 391.40 in4 0.000 in 0.000 in 0.00 in4 BM-S1210 Steel . 2700 in2 0.000 in 0.000 in 56.00 in4 0.000 in 0.000 in 0.00 in4 BM-S121OR Steel . 4320 1n2 0. in 0.000 in 89.60 in4 0.000 in 0.000 in 0.00 in4 BM-51212 Steel 2.110 in2 0.000 in 0.000 in . 43.80 in4 0.000 in 0.000 in 0.00 in4 BM-S1610 Steel . 3240 in2 0.000 in 0.000 in 108.60 in4 0.000 in 0.000 in 0.00 in4 BM-51612 Steel 2530 in2 0.000 in . 0.000 in 77.80 in4 0.000 in 0.000 in 0.00 in4 BM-S2010 Steel 4080 in2 0.000 in 0.000 in 0.000 in. 195.70 in4 0.000 in 0.00 in4 COL-D1210 Steel . 4760 in2 0.000 in 0.000 in 67.09 in4 0.000 in 0.000 in 0.00 in4 COL-D1610 Steel . 5480 in2 0.000 in 0.000 in 119.51 in4 0.000 in 0.000 in 0.00 1n4 COL-D2010 Steel . 6740 1n2 0.000 in 0.000 in 219.46 in4 0.000 in 0.000 in 0.00 in4 COL-51210 Steel . 2380 in2 0.000 in 0.000 in 3354 in4 0.000 in 0.000 in 0.00 in4 COL-51610 Steel 2740 in2 0.000 in 0.000 in 99.76 in4 0.000 in 0.000 in 0.00 in4 COL-S2010 Steel . 3370 in2 0.000 in 0. in 109.73 in4 0.000 in 0.000 in 0.00 in4 Default Steel 1.000 in2 0.000 in 0.000 in 0.000 in 0.000 in 1.00 1n4 0.00 in4 Node Loads.... Concentrated Loads and Moments Load Case Factors Node Label x Y Moment #1 92 #3 #4 #6 4 2.246k I 1.000 5 2.246k . . 1.000 7 2.246k 1.000 Member Distributed Loads.... Member Load Magnitudes Load Extents Load Load Case Factors Label Start Finish Start it Finish It Direction # 1 #2 #3 #4 #6 4 .0170 .0170 lcfft 0.000 23.000 Global Y 1.000 4 -2.125 -2.125 k/ft 0.000 23.000 Global V 1.000 1.000 5 -2.125 -2.125 k/ft - 0.000 4.000 Global V 1.000 1.000 5 - -0.170 -0.170 k/ft I 0.000 4.000 Global 1.000 6 -2.125 -2.125 k/ft 0.000 19.000 Global V 1.000 1.000 6 -0.170 -0.170 kift 0.000 19.000 Global V 1.000 7 -0.170 .0.170 k/ft I 0.000 4.000 Global V 1.000 7 -2.125 -2.125 k/ft 0.000 4.000 Global V 1.000 1.000 Tfte :MeljisGriot Job # : 99.0268 Dsgnr: Al A. Date: 2f24199 Description.... Typical Frame 12:PM, 22 APR 99 FastFrame 2-D Frame Analysis v5.o.8 1 Load Combinations..:. Load Combination Stress Gravity Load Factors Load Combination Factors Description Increase X Y #1 82 #3 #4 #5 0.85DL+2.25E 1.000 0.850 0.850 2.250 0.85DL-2.25E 1.000 0.850 0.8$) -2.250 DEAD + 0.8*LIVE 1.000 1.000 0.800 DEAD + LIVE 1.000 1.000 1.000 DEAD + LIVE+EQ 1.000 0.750 0.750 0.750 DL+.7LL+2.25E 1.000 1.000 0.700 2.250 EQ 1.000 1.000 SKJP1 1.000 1.000 1.000 SKI P2 1.000 1.000 1.000 D Title : Meibs Griot \ Job # : 994268 Dsgnr: Al A. Date: 2124199 Description.... Typical Frame 12:3913M, 22 APR 99 FastFrame 2-D Frame Analysis v5.O.8- Page NodeDisplacements & Reactions Node Label Load Combination Node Displacements Node Reactions x y z x V Z in - in Radians k k k-ft 1 0.85DL+2.25E 0 0 -0.01372 -0.81394 15.82059 0 1 0.85DL-2.25E 0 0 0.02162 9.30660 25.08956 0 1 DEAD + 0.8*LIVE 0 0 0.781 4.07056 19.60839 0 1 DEAD + LIVE 0 0 0.004641 4.99568 24.06479 0 1 DEAD + LIVE+EQ 0 0 -0.002411 2.06001 16.50077 0 1 DL+.7LL+2.25E 0 0 .0.014321 -1.45227 12.74565 0 1 EQ 0 0 -0.007851 -2.24901 -2.09977 0 1 SKJP1 0 0 0.003381 5.25615 25.40821 0 1 SKJP2 0 0 0.00160 0.10958 0.43916 0 2 0.85DL+2.25E 0 0 -0.01860 -6.79819 60.23003 0 2 0.85DL-2.25E 0 0 0.017721 4.51140 46.06168 0 2 DEAD +O.8L1VE 0 0 -0.42 -1.09607 46.15286 0 2 DEAD + LIVE 0 0 -0.02 -1.34517 56.64215 0 2 DEAD + LIVE+EQ 0 0 -0.006441 -2.89981 43.17685 0 2 DL+.7LL+2.25E 0 0 -0.01853 -6.62531 42.99242 0 2 EQ 0 0 -0.00807 -2.51324 0.92681 0 2 SKIP1 0 0 -0.0091 -5.11253 38.01782 0 2 SKJP2 0 0 0.004531 3.66772 22.82004 0 3 0.85DL+2.25E 0 0 -0.019191 -7.54837 31.48687 0 3 0.85DL-2.25E 0 0 0.015151 1.34251 26.38682 0 3 DEAD + 0.8*LIVE 0 0 -0.00193 -2.97449 27.73878 0 3 DEAD + LIVE 0 0 -0.00237 -3.65051 34.04306 0 3 DEAD + LIVE+EQ 0 0 -0.00750I -4.21999 26.38238 0 3 DL+.7LL+2.25E 0 0 -0.018891 -7.08192 27.13993 0 3 EQ 0 0 -0.00768 -1.97575 1.13346 0 3 SKIP1 0 0 -0.00100 -0.14362 2.44897 0 3 SKJP2 0 0 -0.001581 -3.77730 34.11580 0 4 0.85DL+2.25E 1.70745 -0.01302 -0.011711 0 0 0 4 0.85DL-2.25E -1.82582 -0.02065 -0.00135 0 0 0 4 DEAD + 0.8*LIVE -0.05673 -0.01614 -0.00626 0 0 0 4 DEAD + LIVE .0.09953 -0.01981 -0.00799 0 0 0 4 DEAD + LIVE+EQ 0.53666 -0.01368 -0.00749 0 0 0 4 DL+.7LL+2.25E 1.71685 -0.01049 .0.010731 0 0 0 4 EQ 0.78517 0.00170 -0.00230 0 0 0 4 SKIP1 0.12307 -0.02091 -0.00999 0 0 0 4 SKJP2 -0.19786 -0.00036 0.00133 0 0 0 5 0.850L+2.25E 1.70122 -0.04134 -0.00182 0 0 0 5 0.85DL-2.25E -1.83207 -0.03791 0.00658 0 0 0 5 DEAD + 0.8*LIVE -0.06271 -0.03799 0.002281 0 0 0 5 DEAD + LIVE -0.07997 -0.04662 0.002801 0 0 0 5 DEAD + LIVE+EQ 0.53116 -0.00584 0.000701 0 0 0 5 DL+.7LL+2.25E 1.71106 -0.00539 -0.002181 0 0 0 5 EQ 0.78518 -0.76 -0.001871 0 0 0 5 SKJPI 0.11535 -0.00125 0.007531 0 0 0 5 SKJP2 -0.19802 -0.01878 -0.004521 0 0 0 6 0.85DL+2.25E 1.79 -0.22414 -0.004741 0 0 0 6 0.85DL-2.25E -1.83301 0.15280 0.002731 0 0 0 6 DEAD + 0.8LIVE -0.06847 -0.03419 -0.00097 0 0 0 6 DEAD + LIVE -0.07790 -0.04196 -0.00119 0 0 0 6 DEAD + LIVE+EQ 0.53051 -0.09430 -0.002131 0 0 0 6 DL+.7LL+2.25E 1.71054 -0.21878 -0.004591 0 0 0 6 EQ 0.78524 -0.08376 -0001661 0 0 0 6 SKIP1 0.11532 0.30148 0.006701 0 0 0 6 SKJP2 -0.19899 -0.34656 -0.007981 0 0 0 7 0.850L+2.25E 1.99756 -0.02992 -0.661 0 0 a 7 0.850L-2.25E -1.83752 -0.02172 0.011841 0 0 0 7 DEAD + 0.8*LIVE -0.06708 -0.02283 0.005411 0 0 0 7 DEAD + LIVE -0.08233 -0.02802 0.006641 0 0 0 7 DEAD + LIVE+EQ 0.52743 -0.02171 0.00291' 0 0 0 7 DL+.7LL+2.25E 1.70808 -0.02234 -0.00141 0 0 0 7 EQ 0.78587 -0.3 -0.00275! 0 0 0 7 SKIP1 0.11514 -0.00202 -0.000641 0 0 . 0 7 SKIP2 -0.20357 -0.02808 0.007771 0 0 0 8 0.85DL+2.25E 1.99756 -0.09981 .0.001031 0 0 0 TrUe : MelFis Griot Job # : 994M Dsgnr Al A. Date: 2f249 I Description. Typical Frame 12:PM, 22 APR 99 FastFrame 2-D Frame Analysis v5.O.8 . Page 8 0.85DL-2.29E -1.83752 0.52944 0.01136 0 0 0 8 DEAD + 0.8*LIVE -0.06708 0.22030 O.OD495 0 0 0 8 DEAD + LIVE -0.0823 0.27037 0.03&)8 0 0 0 8 DEAD + LIVE+EQ 0.52743 0.10291 0.00249 0 0 0 8 DL+.7LL+2.29E 1.70808 -0.10436 -0.00181 0 0 0 8 EQ 0.787 -0.117 -0.002t'q 0 0 0 8 SKIP1 0.11514 -0.03442 -0.00MI 0 0 0 8 SKIP2 -0.20357 0.32482 0.007211 0 0 0 Title : Meilts Griot U 3 Job # : 99.0268 Dsgnr: Al A. Date: 212499 Description.... ç : Typical Frame 12:39PM, 22 APR 99 FastFrame 2-D Frame Analysis V5.O.8- Page Member End Forces... Member Load Combination Node - I - End Forces Node - J - End Forces Label Axial Shear Moment Axial Shear Moment k k ft-k k k ft-k 1 0.85DL+2.25E 15.82059 0.81394 0 -15.82 -0.81394 8.87190 1 0.85DL-2.25E 25.08956 -9.30660 0 -25.08956 9.30660 -101.44190 1 DEAD + 0.8*LIVE 19.60835 -4.07056 0 -19.60835 4.07056 -44.36006 1 DEAD + LIVE 24.06479 -4.99568 0 -24.06479 4.60668 -54.45295 1 DEAD + LIVE+EQ 16.50377 -2.001 0 -16.50377 2.06001 -22.45407 1 DL+.7LL+2.25E 12.74595 1.45227 . 0 -12.74595 -1.45227 15.82977 EQ -2.05977 2.24901 0 2.05977 -2.24901 24.51418 1 SKIP1 25.40821 -5.25615 0 -25.40821 5.25615 -57.29202 SKJP2 0.43916 -0.10958 0 -0.43916 0.10958 -1.19447 2 0.85DL+2.25E 5D.23003 6.79819 0 -50.23 -6.79619 74.11 2 0.850L-2.25E 46.06183 -4.51140 0 -46.06163 4.51140 -49.17423 2 DEAD + 0.8*LIVE 46.15286 1.09607 0 -46.15286 . -1.09607 11.94714 2 DEAD + LIVE 56.64215 1.34517 0 -56.64215 -1.34517 14.66240 2 DEAD + LIVE+EQ 43.17835 2.89081 0 -43.17636 -2.89381 31.54256 2 DL+.7LL+2.25E 42.99242 6.62631 0 -42.99242 -6.62831 72.22678 E- 2 EQ 0.92831 2.51324 0 -0.92831 -2.51324 27.39434 2 SKIP1 38.01782 5.11253 0 -38.01782 -5.11253 95.72660 2 SKJP2 22.82004 -3.66772 0 -22.82004 3.66772 -39.97810 3 0.85DL+2.25E 31.48687 7.54837 0 -31.48687 -7.54837 82.27724 3 0.85DL-2.25E 26.38632 -1.34251 0 -26.38632 1.34251 -14.61 3 DEAD + 0.8* LIVE 27.73878 2.97449 0 -27.73878 -2.97449 32.42192 3 DEAD + LIVE 34.04306 3.65051 0 -34.04306 -3.95051 39.79095 3 DEAD + LIVE+EQ 26.38238 4.21960 0 -26.38238 -4.21969 45.99467 3 DL+.7LL+2.25E 27.13693 7.08192 0 -27.13693 -7.08192 77.49289 3 EQ 1.13346 1.97575 0 -1.13346 -1.97575 21.53668 3 SKIP1 2.44897 0.14362 0 -2.44897 -0.14362 1.56042 3 SKJP2 34.11580 3.77730 0 -34.11580 -3.77730 41.17257 4 0.85DL+2.25E 4.23956 15.82059 -8.87190 .4.23956 29.04666 -143.22781 4 0.85DL-2.25E 4.25310 25.08956 101.44190 -4.25310 19.77769 -40.35549 4 DEAD + 0.8*LIVE 4.07056 19.60835 44.36 -4.07056 23.40165 -87.99200 4 DEAD + LIVE 4.99668 24.06479 54.45295 -4.99568 28.72021 -107.99018 4 DEAD + LIVE+EQ 3.74451 16.50377 22.45407 -3.74451 23.06498 -96.13802 4 DL+.7LL+2.25E 3.60123 12.74566 -15.82977 -3.60123 25.37685 -129.42906 4 EQ -000301 -2.05977 -24.51418 0.00301 2.05977 -22.66052 4 SKIP1 5.25615 25.40621 57.29202 -5.25615 27.37679 -79.93073 4 SKJP2 0.10958 0.43916 1.19447 -0.10968 3.47064 -36.05873 5 0.85DL+2.25E 2.49487 21.18338 69.12750 1 -2.49487 -13.38038 0 5 0.85DL-2.25E 3.71099 26.28393 89.52972 -3.71099 -18.48093 0 5 DEAD + 0.8*LIVE 2.97449 22.75121 76.04486 -2.97449 -15.27121 0 5 DEAD + LIVE 3.65051 27.92195 93.32778 -3.66051 -18.74195 0 5 DEAD + LIVE+EQ 2.53519 20.09137 66.59547 -2.53519 -13.20837 0 5 DL+.7LL+2.25E 2.02842 17.61557 57.20229 -2.02842 -10.98557 0 5 EQ -0.27025 -1.13346 -4.53383 0.27025 1:13346 0 5 SKIP1 0.14362 10.64103 24.20412 -0.14362 -1.46103 0 5 . SKJP2 3.77730 19.34921 76.03683 -3.77730 -18.66921 0 6 0.85DL+2.25E 2.49487 13.38038 0 -2.49487 23.68387 -97.88324 6 0.85DL-2.25E 3.71099 18.48093 0 -3.71099 18.58332 -0.97269 6 DEAD + 0.8LIVE 2.97449 15.27121 0 -2.97449 20.25879 -47.38192 6 DEAD + LIVE 3.65051 18.74195 0 -3.66051 24.86305 -58.15054 6 DEAD + LIVE+EQ 2.53519 13.20897 0 -2.53519 19.49738 -59.76467 6 DL+.7LL+2.25E 2.02842 10.96557 0 -2.02842 20.50693 -90.45290 6 EQ -0.27025 -1.13346 0 0.27025 1.13346 -21.53568 6 SKIP1 0.14362 1.46103 0 -0.14362 1.76897 -2.92542 6 SKJP2 3.77730 18.66921 0 -3.77730 24.93579 -59.53257 7 0.85DL+2.25E 0 7.80300 15.60600 0 0 0 7 0.85DL-2.25E 0 7.80300 15.60600 0 0 0 7 DEAD + 0.8*LIVE 0 7.48000 14.96000 0 0 0 7 DEAD + LIVE 0 9.18000 18.36000 0 0 0 7 DEAD + LIVE+EQ 0 6.88500 13.77000 0 0 0 7 DL+.7LL+2.25E 0 .6.53000 13.2WM I 0 .. 0 0 7 EQ 0 0 0 0 0 0 7 SKIP1 0 0.68000 1.36000 0 0 0 7 SKIP2 0 9.18000 18.36000 0 0 0 i4. IL 0.; .21 2 .................... . .................... ........... ...................................................................................... x .................... .............................................................. .4248 0.531 .6372 '.7434 .8496 1.062j. 2.3 4.6 6.9 9.2 12. 14. 16. 18. 21. 23. Local 'y' Deflection (in) Location Along Member (ft) 79.931 ..- 47. 96 .... n::: . . . . S S S . 0 16. 67 .4000 333. 33 4 50.01 66.68 83.3. 2.3 4.6 6.9 9.2 12. 14. 16. 18. 21. 23. Bending Moment (k-ft) Location Along Member (ft) 25.4-11 20.33 15.24 10.16 5. 082 5.475. 10.93 16.43 27.33J. 2.3 4.6 6.9 9.2 12. 14 16. 18. 21. 23. Shear Load (k Location .kionr Member (ft) Filename: C:\ENERCALC\MELLIS.FFW Member label: 4 Load Combination SKIPI 06436 .1 4219j .5063 '.5906 0.675 '.7594 .6433J. 2.3 4.6 6.9 9.2 12. 14. 16: 18. 21. 23. Local "y" Deflection (in) Location Along Member (ft) 108. 89.99 71.99 54. 36. 0. Bending Moment (k-fL) Location Along Member (ft) 24.06 i92 - 14.44 9.626 4.813 5.744 11.49 17.23' 22.98 26 7 2.3 4.6 6 9 9 .2 12 '6 2 23 Shear Load (k) Location Mor Member (ft) Filename C:\ENERCALC\MELLIS.FFW Member label: A Load Combination: DEAD + LIVE BEAM: D16x3.5x10 GA W/ SGL REINF Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT __________ FOR - SHEET NO. 14 OF 7 2 CALCULATED BY AL A. DATE Z/Z4/99 BEAM ANALYSIS REINF BARS CHECK STRESSES AT CENTER Mc-allow= 0.6 * Fy * Sc = 0.6 * 50000 PSI * 46.32 IN'3 = 1,389,600 IN-LB = 115 .8 FT-K fb/Fb(center)= Mc/Mc-allow = 83.4 FT-K/115.8 FT-K M = 0.72 < 1.0 BENDING OK allow= L/240 = 22 FT * 12/240 = 1.100 DEFLECTION OK CHECK BENDING STRESS AT END Me-allow= 0.6 * Fy * Se = 0.6 * 50000 PSI * 46.32 INA3 = 1,389,600 IN-LB = 115.8 FT-K fb/Fb(end)= Me/Me-allow = 108 FT-K/115.8 FT-K = 0.93 < 1.0 BENDING OK Mend N M center LOAD= 135 PSF L = 22.0 FT Fy = 50,000 PSI Sx-center=Sc= 46.32 IN'3 Sx-end=Se= 46.32 "'INA3 RESULTS FROM FRAME ANALYSIS M center= Mc=::8 14 FT-K Mend= Me= 108.0 FT-K = 1.06 IN I BEAM OK WI SGLREINFAT CENTER AND ENDS MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA. CA 91768 PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. 15 OF 37 CALCULATED BY___________ DATE ___________ AL A. 2/24/99 16" DOUBLE INTERIOR COLUMN @ TOP (L +-) P=380K = 38,010 LB M= 55.7 FT-K = 668,640 IN-LB (kl/r)x = (1.5*130 IN/6.3 IN) = 30.96 (kl/r)y = (1.5*130 IN/2.84 IN) = 68.73 (kl/r)max= 68.73 DETERMINE ALLOWABLE AXIAL LOAD: Pa Fe= (Pi)"2E/(kl/r)"2 = 61,627 PSI Fy/2= 25,000 PSI SINCE Fe> Fy/2, THEN Fn= Fy[i-Fy/4Fe] = 39,858 PSI (AREA)eff=Ae= 8.817 IN A2 Pn= Ae * Fn = 351,433 LB R= (Fy/2Fe)AO.5 = 0.637 Wc= 5/3 + (3/8)R -1/8(R)"3 =1.87 Pa= PnfWc = 187,609 LB P/Pa= 0.20 > 0.15 DETERMINE ALLOWABLE MOMENT: Ma CHECK THE FOLLOWING EQUATION(S) P/Pa + CmxMx/(Max*aIphax) < 1.0 (EQ. CS-i) AND P/Pa + Mx/Max < 1.0 (EQ. C5-2) Pao= (Aeff * Fy)/Wc = 8.817042 IN'2 * 50000 PSI/1.87 = 235,345 LB Mnx= Se * Fy = 44.06 IN"3 * 50000 PSI = 2,202,950 IN-LB Wf= 1.67 Max= Mnx/Wf = 1,319,132 IN-LB Cmx= 0.85 Wc= 1.92 Pcr= pi2EI/(kL)A2 = 2,677,764 LB 1/(alpha-x)= 1/(1Wc*P/Pcr) = 1.03 ax=alpha-x= 0.97 5" TO 15-7/8" 6-3/4" THICKNESS= 0.1345 IN AREA= 8.817 INA2 Ix= 349.720 INA4 Sx= 44.059 INA3 rx= 6.298 IN Iy= 70.980 INA4 Sy= 21.031 INA3 ry= 2.837 IN Kx= 1.5 Lx= 130.0 IN Ky= 1.5 Ly= 130.0 IN Fy= 50,000 PSI E= 29,500 KSI EQUATION CS-i: P/Pa + Cm*Mx/(Ma*alpha) 38010/187609 + 0.85*668640/(1319132*0.973) = 0.65 < 1.0 OK MELLIS GRIOT PROJECT_______________________________________ SHELF MAS I 1K eooSE MIC SHEET NO. _________ OF_______________ FOR 16 MATERIAL HANDLING ENGINEERING AL A. TEL: (909) 869-0989 FAX: (909) 869-0981 CALCULATED BY DATE 161 ATLANTIC AVENUE• POMONA. CA 91768 16" DOUBLE COLUMN (CONT) - SIMILARLY, CHECKING THE TAPERED COLUMN AT INTERVALS ALONG THE HEIGHT YIELDS: LOCATION AXIAL LOAD MOMENT STRESS © FULL HEIGHT 38.0 K 55.72 FT-K 0.65 OK REINF © 0.8*HEIGHT 38.0 K 44.58 FT-K 0.64 OK REINF © 0.6HEIGHT 38.0 K 33.43 FT-K 0.91 OK © 0.4*HEIGHT 38.0 K 22.29 FT-K 0.75 OK @. 0.2HEIGHT 38.0 K 11.14 FT-K 0.61 OK © GRND LEVEL 38.0 K 0.00 FT-K 0.58 OK roOSO EIZMIC -. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT __________ FOR - - SHEET NO. 17.1 OF 37 AL A. ____________ CALCULATED BY DATE L SINGLE 16" COLUMN WITH COVER PLATES ANALYSIS AT TOP IS CRITICAL (_-I' LC) ANALYZE PER THE REQUIREMENTS OF SECTION C5 OF THE AISI COLD FORMED DESIGN MANUAL. P= 19,000 LB * M= 334,320 IN-LB (kl/r)x = (1.5*130 IN/5.4 IN) = 36.11 A (kl/r)y = (1.5*130 IN/5.4 IN) = 36.11 (kl/r)max= 36.11 DETERMINE ALLOWABLE AXIAL LOAD: Pa Fe= (P)ts2E/(kl/r)A2 = 223,275 PSI Fy/2= 25,000 PSI - B SINCE Fe > Fy/2, THEN Fn= Fy[1-Fy/4Fe] A= 14.75 IN = 47,201 PSI B= 14.75 IN 0.135 IN (AREA)eff=Ae= 4.890 IN-1,2 AREA= 4.8901N"2 Pn= Ae * Fn Kx= 1.5 = 230,812 LB Lx= 130.0 IN Ix= 142.700 IN'4 Wc= 1.92 Sx= 14.100 IN'3 - rx= 5.400 IN Pa= Pn/Wc Ky= 1.5 = 120,214 LB Ly= 130.0 IN P/Pa= 0.16 > 0.15 Iy= 142.700 IN"4 DETERMINE ALLOWABLE MOMENT: Ma S Sy= 14.100 IN A3 CHECK THE FOLLOWING EQUATION(S) ry= 5.400 IN P/Pa + CmxMx/(Max*aIphax) < 1.0 (EQ. C5-1) Fy= 50,000 PSI AND P/Pa + Mx/Max < 1.0 (EQ. C5-2) E= 29,500 KSI Pao= (Aeff * Fy)/Wc = 4.89 IN'2 * 50000 PSI/1.92 = 127,344 LB Mnx=Se*Fy = 14.1 IN'3 * 50000 PSI = 705,000 IN-LB Wf= 1.67 5 Max= Mnx/Wf = 422,156 IN-LB Cmx= 0.6 - 0.4(M1/M2) >= 0.4 =0.60 Wc= 1.92 Pcr= P"2E1/(kL)"-2 = 1,092,637 LB 1/(alpha-x)= 1/(1_Wc*P/Pcr) =1.03 ax=alpha-x= 0.97 5 - EQUATION CS-i: 19000/120214 + 0.6*334320/(422156*0.967) = 0.65 < 1.0 OK THICKNESS= 0.1345 IN AREA= 8.817 IN"2 Ix= 349.720 INA4 Sx= 44.059 IN A3 rx= 6.298 IN Iy= 70.980 IN14 Sy= 21.031 INA3 ry= 2.837 IN Kx= 1.5 Lx= 130.0 IN Ky= 1.5 Ly= 130.0 IN Fy= 50,000 PSI E= 29,500 KSI PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. 17.2 OF 37 CALCULATED BY AL A. DATE 4/22/99 DL + 0.7LL + (3/8)Rw Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA CA 91768 16t1 DOUBLE INTERIOR COLUMN @ TOP P= 43.0 K = 42,990 LB M= 72.2 FT-K = 866,760 IN-LB (kl/r)x = (1.5*130 IN/6.3 IN) = 30.96 (kl/r)y = (1.5*130 IN/2.84 IN) = 68.73 (kl/r)max= 68.73 1)DETERMINEALLOWABLEAXIALLOAD:Pa Fe= (Pi)"2E/(kI/r)"2 = 61,627 PSI Fy/2= 25,000 PSI SINCE Fe> Fy/2, THEN Fn= Fy[1-Fy/4Fe] = 39,858 PSI (AREA)eff=Ae= 8.817 IN A2 Pn= Ae * Fn = 351,433 LB R= (Fy/2Fe)¼0.5 = 0.637 Wc= 5/3 +(3/8)R -1/8(R)"3 = 1.87 Pa= Pn/Wc = 187,609 LB P/Pa= 0.23 > 0.15 2)DETERMINEALLOWABLEMOMENT:Ma CHECK THE FOLLOWING EQUATION(S) P/Pa + CmxMx/(Max*aIphax) < 1.0 (EQ. C5-1) AND P/Pa + Mx/Max <1.0 (EQ. C5-2) Pao= (Aeff * Fy)/Wc = 8.817042 IN"Z * 50000 PSI/1.87 = 235,345 LB Mnx= Se * Fy = 44.06 IN A3 * 50000 PSI = 2,202,950 IN-LB Wf= 1.67 Max= MnxfWf = 1,319,132 IN-LB Cmx= 0.85 Wc= 1.92 Pcr= pi"2E1/(kL)"2 = 2,677,764 LB 1/(alpha-x)= 1/(1Wc*P/Pcr) = 1.03 ax=alpha-x= 0.97 EQUATION C5-1: P/Pa + Cm*Mx/(Ma*alpha) 42990/187609 + 0.85*866760/(1319132*0.969) = 0.81 <1.33 OK -I- i A= 14.75 IN B= 14.75 IN t = 0.135 IN AREA= 4.890 INA2 Kx= 1.5 Lx= 130.0 IN Ix= 142.700 INA4 Sx= 14.100 INA3 rx= 5.400 IN Ky= 1.5 Ly= 130.0 IN Iy= 142.700 INA4 Sy= 14.100 INA3 ry= 5.400 IN Fy= 50,000 PSI E= 29,500 KSI MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA' CA 91768 PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. 17.3 OF 37 CALCULATED BY_ALA. DATE 4/22/99 SINGLE 16" COLUMN WITH COVER PLATES DL + 0.7LL + (3/8)Rw ANALYZE PER THE REQUIREMENTS OF SECTION C5 OF THE AISI COLD FORMED DESIGN MANUAL. P= 21,495 LB M= 433,380 IN-LB (kl/r)x = (1.5*130 IN/5.4 IN) = 36.11 (kl/r)y = (1.5*130 IN/5.4 IN) = 36.11 (kl/r)max= 36.11 DETERMINE ALLOWABLE AXIAL LOAD: Pa Fe= (P)2E/(kI/r)A2 = 223,275 PSI Fy/2= 25,000 PSI SINCE Fe> Fy/2, THEN Fn= Fy[1-Fy/4Fe] = 47,201 PSI (AREA)eff=Ae= 4.890 INA2 Pn= Ae * Fn = 230,812 LB Wc= 1.92 Pa= PnfWc = 120,214 LB P/Pa= 0.18 > 0.15 DETERMINE ALLOWABLE MOMENT: Ma CHECK THE FOLLOWING EQUATION(S) P/Pa + CmxMx/(Max*aIphax) < 1.0 (EQ. C5-1) AND P/Pa + Mx/Max < 1.0 (EQ. C5-2) Pao= (Aeff * Fy)/Wc = 4.89 INA2 * 50000 PSI/1.92 = 127,344 LB Mnx= Se * Fy. = 14.1 INA3 * 50000 PSI = 705,000 IN-LB Wf= 1.67 Max= Mnx/Wf = 422,156 IN-LB Cmx= 0.6 - 0.4(M1/M2) >= 0.4 = 0.60 Wc= 1.92 Pcr= P"2EI/(kL)"2 = 1,092,637 LB 1/(alpha-x)= 1/(1_Wc*P/Pcr) = 1.04 ax=alpha-x= 0.96 t'.WliUN L5-1: 21495/120214 + 0.6*433380/(422156*0.962) = 0.82 <1.33 OK - I- I Vcc STRUT FRAME ELEVATION DL= 10 PSF LL= 125 PSF B=STRUT LENGTH= 34.0 FT TRIB WIDTH= 23.0 FT H(T.O.D.)= 10.9 FT h= 10.2 FT Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE. POMONA• CA 91768 MELLIS GRIOT PROJECT__________ FOR - SHEET NO. 18 _____ _____ OF____ 37 AL A. CALCULATED BY DATE MOMENT FRAME PARALLEL TO JOISTS - CHECK ADEQUACY OF THE STRUT RUNNING PARALLEL TO THE JOISTS. V= ZIC(DL+LL/4)/Rw SEISMIC ZONE= 4 Z= 0.4 1= 1.0 C= 2.75 Rw= 6 V= 0.1833 * W W= (DL + LL/4)*STRUT LENGTH*TRIB WIDTH (10 PSF+ 125 PSF/4)*34 fl*23 FT = 32,258 LB V= 0.1833 * 32257.5 LB = 5,912.8 LB Vcol= V/2 = 2,956.4 LB Mcol=Mstrut= Vcol * h = 2956.4 LB * 10.23 FT/(1000 LB/K) = 30.2 FT-K Pseismic= V*H/B = 5912.8 LB * 10.9 FT/34 FT = 1,896 LB Pstatic= (DL+LL)*B*L/2 (10 PSF+ 125 PSF)*17 FT*23 FT/2 = 26,393 LB Ptotal= Pstatic + Pseismic 28,288 LB Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE. POMONA• CA 91768 MELLIS GRIOT PROJECT SHLLI- MASILR FOR SHEET NO. 19 ______ OF_______________ st AL A. 2/24/99 CALCULATED BY DATE STRUT & BOLT GROUP E CHECK EFFECT OF LATERAL LOADS Mcol=Mstrut= 30.2 FT-K = 362,928 IN-LB fb= Mstrut/Sx = 362928 IN-LB/11.03 IN"3 = 32,904 PSI fb/Fb= 32904 PSI/(0.6*50000 PSI) = 1.10 < 1.33, OK STRUT:C16x3.5x12 GA Ix = 88.21 IN"4 CHECK EFFECT OF GRAVITY LOADS - Sx = 11.03 IN"3 M = WL"2/8 Fy= 50,000 PSI = 257 LB/FT * (17 Fr)"2 *12/8 TRIB WIDTH= 1.9 FT = 111,193 IN-LB LENGTH= 17.0 FT W=(DL+LL)*TRIB WIDTH= 257 LB/FT fb/Fb= (111192.75 IN-LB/11.03 IN3)/(0.6*50000 PSI) = 0.34 < 1.0, OK BOLT ANALYSIS CHECK EFFECT OF COMBINED MOMENT AND SHEAR ON BOLT GROUP. END SHEAR= (DL+LL)*STRUT LENGTH*L/2 = (10 PSF + 125 PSF)*34 FT*23 FT/2 = 52,785 LB = 52.785 K CHECK BOLT SHEAR CAPACITY: BOLT DIAM=d= 0.75 IN Fv= 28,000 PSI Va-shear=Vs= Fv * BOLT AREA * 1.33 = 28000 PSI * (0.75 IN )A2 * 3.14159 * 1.33/4 = 16.45 K <=== SINGLE SHEAR = 32.90 K <=== DOUBLE SHEAR CHECK BOLT CAPACITY IN BEARING: BEAM THICK. =t= 0.105 IN . <=== 12 GA BEAM = 0.135 IN <=== 10 GA BEAM Fp= 3*Fu =3.0*65K51 = 195.0 KSI ' b= 2.22 C16x3.5x12GA STRUT OK Va-bearing=Vb= Fp * d * t*1.33/nb =9.16K <===12GABEAM = 11.78 K <=== 10 GA BEAM THUS, BEARING CAPACITY GOVERNS Bolt Group Analysis Description 8 Bolt Group, 16" BEAM, CIRCULAR PATTERN (3/4" DIAM A490 BOLTS) [General Information Vertical Load 26.39 k Bolt Group .Centroid... Load Eccentricity from C.B.G eccentricity 0.000 in V Distance 0.000 in V Distance -0.085 in Horizontal Load 2.96 k X Distance 0.085 in X Distance 122.800 in eccentricity 122.800 in Moment: Mx 2.24 in-k Moment: My 363.49 in-k Group Data & Results Bolt Coordinates Bolt Dist. From C.B.G Direct Shear Force Torsional Shear Force Final Force X in Xin V X k V X k V k #1 0.000 5.750 -0.09 5.75 -3.30 -0.37 -0.12 -8.17 9.20 #2 -4.070 4.070 -4.16 4.07 -3.30 -0.37 -5.90 -5.78 11.07 0x-. # 3 4.070 4.070 3.99 4.07 -3.30 -0.37 5.66 -5.78 6.59 #4 -5.070 0.000 -5.16 -3.30 -0.37 -7.33 10.63 # 5 5.750 0.000 5.67 -3.30 -0.37 8.05 4.77 #6 -4.070 -4.070 -4.16 -4.07 -3.30 -0.37 -5.90 5.78 10.68 #7 4.070 -4.070 3.99 -4.07 -3.30 -0.37 5.66 5.78 5.91 #8 0.000 -5.750 -0.09 -5.75 -3.30 -0.37 -0.12 8.17 8.52 Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE. POMONA• CA 91768 MELLIS GRIOT PROJECT St1tLt MASTER FOR 21 SHEET NO. ____ OF_______________ AL A. * 2/24/99 CALCULATED BY DATE ANCHOR BOLTS Vcol= 2,956 LB Tuplift= 0 LB ANCHOR= 3/4" DIAM x 3-1/4" MIN. EMBED. RAMSET/REDHEAD WEDGE ANCHORS (I.C.B.O. #1372) NUMBER OF ANCHOR/BASE= 4 PULLOUT CAP=Ta= 890 LB SHEAR CAP=Va= 2,530 LB CHECK COMBINES STRESSES: • (0 LB/890 LB) + (739 LB/2530 LB)= 0.29 < 1.0, OK P M-4I C- PUNCH SHEAR PLANE B - IA SHEAR PLANE MOMENT PLAN1>17 4' h I 1• I" Df LENGTH ING SIDE VIEW fu PUNCHING SHEAR ARI C''± T WIDTH I. ic ZZZ- :P MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT ____________ FOR SHELF MASTER SHEET NO. 22 37 OF_______________ CALCULATED BY AL A. DATE 3/24/99 FOOTING ANALYSIS TYPE A FOOTING MOMENT IS RESULT OF COLUMN OFFSET SERVICE LOADS M= FT-LB COLUMN TRIB AREA= 393 FTA2 P(DL)= 4,720 LB <== TRIB AREA * DL P(LL)= 39,330 LB <== TRIB AREA * LL * 0.8 Pu= 1 .4*P(DL) + 1 7*p(LL)..... 73,468 LB CHECK SOIL BEARING Qallowable= SOIL BEARING - (CONC WEIGHT - SOIL WEIGHT) = 2000 PSF-(2 FT*1 50 PCF + 0 FT*1 30 PCF) = 1,700 PSF fbeanng= P!(LA2) = (4719.6 LB+39330 LB)/(5.2 FT*5.2 Fr) = 1,650 PSF Qmax= P/(LA2) + 6*M!LA3 = 1650 PSF + (6*0 FT-LB/5.2 FT)A3 = 1,650 PSF :5 fbearing,SOIL BEARING OK Iu= Pu! FOOTING AREA = 73468.44 LB/26.7 FTA2 = 2,752 PSF <= PRESSURE FOR FACTORED LOADS CHECK PUNCHING SHEAR @ d/2 FROM BASE PLATE EDGE d= 20.0 IN D= 32.0 IN E= 32.0 IN Vu(punch.)= Pu_[(D*E/144)*I U] = 73468.44 LB[(32IN*32IN)!144]*2752 PSF = 53,897 LB ALLOWABLE SHEAR CAPACITY EQUALS LEAST OF: bo= FAILURE PLANE PERIMETER= 128.0 IN øVc1 = 0*4*(ftc)AO5*bJ = 0.85*4*(2000 PSI)AO.5*1 281N*2OIN = 389,255 LB øVc2= 0*[(d/b)+2]*(f c)AO 5*bi THUS, øVc= 389,255 LB > Vu, PUNCHING SHEAR OK I FOOTING PLAN VIEW I FOOTING LENGTH= 62 IN WIDTH= 62 IN h= 24.0 IN Df= 24.0 IN BASE PLATE LENGTH= 12.0 IN BASE PLATE WIDTH= 12.0 IN CONCRETE & SOIL f'c= 2,000 PSI SOIL BEARING= 2,000 PSF REINFORCEMENT REEBAR Fy= 40,000 PSI REEBAR # (LONGIT)= # 8 NUMBER OF REEBAR IN LONG DIR.= 8 REEBAR # (WIDTH)= # 8 NUMBER OF REEBAR IN SHORT DIR.= 8 = 0.85 * [(40*20 IN/1 28 IN) + 2] * (2000 PSI)AO.5 * 1281N * 20 IN = 802,838 LB Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 MELLIS GRIOT PROJECT SH1LI- MAS I K FOR 23 Sf SHEET NO. ______ OF_______________ AL A. 3/24/99 CALCULATED BY DATE FOOTING ANALYSIS (CONT.) TYPE A FOOTING LONGITUDINAL REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C * WIDTH/1 44) * C/2 = 2752 PSF * (25 IN * 621N/144) * 25 IN/2 = 370,305 IN-LB REINFORCING IN LONG DIRECTION IS (8) #8 REEBAR As-supplied= 6.32 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN 1= Mu/(ø * d-a/2) = 370305 INLB/[0.9*(20 IN-1.3 IN)] =21,944LB As(flexure)= T/Fy - = 21944 1_13/40000 PSI = 0.55 INA2 - - As-min= 200bd/Fy - = 6.20 INA2 ACTUAL a= As*Fy/(b*0.85*f c) = 2.35 < 2.5 IN, OK THUS, As-reqrd= 6.20 INA2 < As-supplied , LONGITUDINAL REINFORCING ADEQUATE TRANSVERSE REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C' * LENGTH/1 44) * C72 = 2752 PSF * (25 IN * 621N/.144) * 25 IN/2 = 370,305 IN-LB REINFORCING IN LONG DIRECTION IS (8) #8 REEBAR As-supplied= 6.32 INA2 - USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) 370305 INLB/[0.9*(20 IN - 1.3 IN)] 21,944 LB As(flexure)= T/Fy = 21944 LB/40000 PSI = 0.55 INA2 As-min= 200bd/Fy = 6.20 INA2 ACTUAL a= As*Fy/(b*0.85*f c) = 0.21 < 2.5 IN, OK THUS, As-reqrd= 6.20 INA2 <As-supplied , TRANSVERSE REINFORCING ADEQUATE PUNCHING h •c SHEAR AREA\ B WIDTH F B'f- - A' I I I -. LENGTH I FOOTING PLAN VIEW C= 25.0 IN C'= 25.0 IN Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE. POMONA• CA 91768 PROJECT MELLIS GRIOT FOR SHEET NO. 24 OF 37 _______ CALCULATED BY AL A. DATE 3/Z4/99 FOOTING ANALYSIS TYPE B FOOTING MOMENT IS RESULT OF COLUMN OFFSET SERVICE LOADS M= FT-LB COLUMN TRIB AREA= 265 FTA2 P(DL)= 3,181 LB <== TRIB AREA * DL P(LL)= 26,505 LB <== TRIB AREA * LL * 0.8 Pu= 1 .4*P(DL) + 1 .7*P(LL)= 49,511 LB CHECK SOIL BEARING Qallowable= SOIL BEARING - (CONC WEIGHT - SOIL WEIGHT) = 2000 PSF-(2 FT*1 50 PCF + 0 FT*1 30 PCF) = 1,700 PSF fbeanng= P/(LA2) = (3180.6 LB+26505 LB)/(4.3 FT*4.3 F) = 1,643 PSF Qmax= P/(LA2) + 6*M!LA3 = 1643 PSF + (6*0 FT-LB/4.3 FT)A3 = 1,643 PSF :5 fbearing,SOIL BEARING OK Iu= Pu! FOOTING AREA = 49511.34 LB!18.1 FTA2 = 2,741 PSF <= PRESSURE FOR FACTORED LOADS P M • - C-' PUNCH SHEAR B- PLANE H SHEAR PLANE MOMENT PLAN Df E d h I Isu LENGTH I-' PUNCHING C SHEAR AREA\\ [--k- A E WIDTH 'j_ I,A' -. LENGTH CHECK PUNCHING SHEAR @ d!2 FROM BASE PLATE EDGE I FOOTING PLAN VIEW I d= 20.0 IN D= 32.0 IN E= 32.0 IN Vu(punch.)= Pu - [(D*E!144) * u] = 49511 .34 LB[(32IN*32IN)!144]*2741 PSF = 30,019 LB ALLOWABLE SHEAR CAPACITY EQUALS LEAST OF: bo= FAILURE PLANE PERIMETER= 128.0 IN øVc1= 0*4*(fc)AO5*bj = 0.85*4*(2000 PSI)AO.5*1 281N*201N = 389,255. LB øVc2= 0*[(d!b)+2]*(fc)AO 5*b = 0.85 * [(40*20 IN/1 28 IN) + 2] * (2000 PSI)AO.5 * 1 281N * 20 IN = 802,838 LB THUS, øVc= 389,255 LB > Vu, PUNCHING SHEAR OK FOOTING LENGTH= 51 IN WIDTH= 51 IN h= 24.0 IN Df= 24.0 IN BASE PLATE LENGTH= 12.0 IN BASE PLATE WIDTH= 12.0 IN CONCRETE & SOIL f'c= 2,000 PSI SOIL BEARING= 2,000 PSF REINFORCEMENT REEBAR Fy= 40,000 PSI REEBAR # (LONG1r)= # 8 NUMBER OF REEBAR IN LONG DIR.= 7 REEBAR # (WIDTH)= # 8 NUMBER OF REEBAR IN SHORT DIR.= 7 Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA. CA 91768 MELLIS GRIOT PROJECT FOR 25 31 SHEET NO. _______ OF_______________ AL A. . 3/24/99 CALCULATED BY DATE FOOTING ANALYSIS (CONT.) TYPE B FOOTING LONGITUDINAL REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C * WIDTH/1 44) * C/2 = 2741 PSF * (19.5 IN * 511N/144) * 19.5 IN/2 = 184,575 IN-LB REINFORCING IN LONG DIRECTION IS (7) #8 REEBAR As-supplied= 5.53 INA2 - USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN - T= Mu/(ø * d-a/2) = 184575 INLB/[0.9*(20 IN-1.3 IN)] = 10,938 LB As(flexure)= T/Fy - = 10938 LB/40000 PSI = 0.27 INA2 As-min= 200bd/Fy =5.1OINA2 ACTUAL a= As*Fy/(b*0.85*f c) 19.5 IN = 2.35 < 2.5 IN, OK C'= 19.5 IN THUS, As-reqrd= 5.10 INA2 < As-supplied , LONGITUDINAL REINFORCING ADEQUATE TRANSVERSE REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C' * LENGTH/1 44) * C72 - = 2741 PSF * (19.5 IN * 51 IN/1 44) * 19.5 IN/2 = 184,575 IN-LB REINFORCING IN LONG DIRECTION IS (7) #8 REEBAR As-supplied= 5.53 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 184575 INLB/[0.9*(20 IN - 1.3 IN)] = 10,938 LB As(fiexure)= T/Fy = 10938 LB/40000 PSI = 0.27 INA2 As-min= 200bd/Fy =5.1OINA2 ACTUAL a= As*Fy/(b*0.85*f c) =0.13 < 2.5 IN, OK THUS, As-reqrd= 5.10 INA2 <As-supplied , TRANSVERSE REINFORCING ADEQUATE rE PUNCHING b C SHEAR ARE\ __ zzzlesrz w I _FK71 1~d I WIDTH F ------------- A' I _____________________ -. LENGTH FOOTING PLAN VIEW Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA. CA 91768 PROJECT MELLIS GRIOT ____________ FOR SHELF MASTER SHEET NO. 26 37 OF_______________ CALCULATED BY AL A. DATE 3/24/99 FOOTING ANALYSIS TYPE C FOOTING MOMENT IS RESULT OF COLUMN OFFSET SERVICE LOADS M= FT-LB COLUMN TRIB AREA= 197 FTA2 P(DL)= 2,360 LB <== TRIB AREA * DL P(LL)= 19,665 LB <== TRIB AREA * LL * 0.8 Pu= 1 .4*P(DL) + 1 7*p(LL). 36,734 LB CHECK SOIL BEARING Qallowable= SOIL BEARING - (CONC WEIGHT - SOIL WEIGHT) = 2000 PSF-(2 FT*1 50 PCF + 0 FT1 30 PCF) = 1,700 PSF fbearing= P!(LA2) = (2359.8 LB+19665 LB)/(3.7 FT*3.7 F) = 1,638 PSF Qmax= P/(LA2) + 6*M/LA3 = 1638 PSF + (6*0 FT-LB/3.7 FT)A3 = 1,638 PSF :5 fbearing,SOIL BEARING OK Iu= Pu! FOOTING AREA = 36734.22 LB/1 3.4 FTA2 = 2,732 PSF <= PRESSURE FOR FACTORED LOADS P M B — c -I.- PUNCH SHEAR PLANE SHEAR PLANE F MOMENT PLANE 1 7 if su dl _ 1HL4 fftfttttffflttfftt1' LENGTH H PUNCHING b C SHEAR AREA\ k 7 WIDTH co -' LENGTH I FOOTING PLAN VIEW I CHECK PUNCHING SHEAR @ d!2 FROM BASE PLATE EDGE d= 20.0 IN D= 32.0 IN E= 32.0 IN Vu(punch.)= Pu - [(D*E/1 44) * Iu] = 36734.22 LB[(32IN*32IN)!144]*2732 PSF = 17,305 LB ALLOWABLE SHEAR CAPACITY EQUALS LEAST OF: bo= FAILURE PLANE PERIMETER= 128.0 IN øVc1= 0*4*(f'c)AO5*bj = 0.85*4*(2000 PSI)AO.5*1 281N*201N = 389,255 LB øVc2= 0*[(d/b)+2]*(f c)A05*bJ = 0.85 * [(40*20 IN/1 28 IN) + 2) * (2000 PSI)AO.5 * 1281N * 20 IN = 802,838 LB THUS, øVc= 389,255 LB > Vu, PUNCHING SHEAR OK FOOTING LENGTH= 441N WIDTH= 44 IN h= 24.0 IN Df= 24.0 IN BASE PLATE LENGTH= 12.0 IN BASE PLATE WIDTH= 12.0 IN CONCRETE & SOIL f'c= 2,000 PSI SOIL BEARING=. 2,000 PSF REINFORCEMENT REEBAR Fy= 40,000 PSI REEBAR # (LONGIT)= # 8 NUMBER OF REEBAR IN LONG DIR.= 6 REEBAR # (WIDTH)= # 8 NUMBER OF REEBAR IN SHORT DIR.= 6 C. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA. CA 91768 PROJECT MELLIS GRIOT _____________ FOR SHELF MASTER SHEET NO. ____ 27 OF__________ 37 ____ CALCULATED BY AL A. 3/24/99 DATE ________________ FOOTING ANALYSIS (CONT.) TYPE C FOOTING LONGITUDINAL REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C * WIDTH/1 44) * C/2 = 2732 PSF * (16 IN * 441N/144) * 16 IN/2 = 106,863 IN-LB REINFORCING IN LONG DIRECTION IS (6) #8 REEBAR As-supplied= 4.74 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a=. 2.5 IN T= Mu/(O * d-a/2) = 106863 INLB/[0.9*(20 IN-1.3 IN)] = 6,333 LB As(flexure)= T/Fy - = 6333 LB/40000 PSI - =0.16INA2 As-min= 200bd/Fy = 4.40 INA2 ACTUAL a= As*Fy/(b*0.85*f c) = 2.35 < 2.5 IN, OK - PUNCHING C— SHEAR AREik\ - _ ,H. E WIDTH cl I A' I -. LENGTH FOOTING PLAN VIEW C= 16.0 IN C'= 16.0 IN THUS, As-reqrd= 4.40 INA2 < As-supplied , LONGITUDINAL REINFORCING ADEQUATE TRANSVERSE REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C'.* LENGTH/1 44) * C1/2 = 2732 PSF *(16 IN * 441N/144)* 16 IN/2 = 106,863 IN-LB REINFORCING IN LONG DIRECTION IS (6) #8 REEBAR As-supplied= 4.74 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T=Mu/(ø*d_a/2) = 106863 INLB/[0.9*(20 IN - 1.3 IN)] =6,333LB - As(flexure)= T/Fy = 6333 LB/40000 PSI • =O.16INA2 As-min= 200bd/Fy = 4.40 INA2 ACTUAL a= As*Fy/(b*0.85*fic) = 0.08 < 2.5 IN, OK THUS, As-reqrd= 4.40 INA2 <As-supplied , TRANSVERSE REINFORCING ADEQUATE IC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT_______ ______ MELLIS GRIOT FOR SHELF MASTER SHEET NO. 28 37 OF_______________ CALCULATED BY AL A. DATE 3/24/99 FOOTING ANALYSIS TYPE D FOOTING MOMENT IS RESULT OF COLUMN OFFSET SERVICE LOADS M= FT-LB COLUMN TRIB AREA= 98 FTA2 P(DL)= 1,180 LB <== TRIB AREA * DL P(LL)= 9,833 LB <== TRIB AREA * LL * 0.8 Pu= 1 .4*P(DL) + 1 .7*P(LL)= 18,367 LB CHECK SOIL BEARING Qallowable= SOIL BEARING - (CONC WEIGHT - SOIL WEIGHT) = 2000 PSF-(2 FT*1 50 PCF + 0 FT1 30 PCF) = 1,700 PSF fbeanng= P/(LAZ) = (1179.9 LB+9832.5 LB)/(2.6 FT*2.6 Fr) = 1,650 PSF Qmax= P/(LA2) + 6*M!LA3 = 1650 PSF + (6*0 FT-LB/2.6 FT)A3 = 1,650 PSF :5 fbearing,SOIL BEARING OK 1u= Pu! FOOTING AREA. = 18367.11 LB/6.7 FTA2 = 2,752 PSF <= PRESSURE FOR FACTORED LOADS P M c- k—B -- PUNCH SHEAR PLANE SHEAR PLANE ;. MOMENT PLANE Df : i A h su tftftttttHffft1 -'I LENGTH PUNCHING b C SHEAR AREA WIDTH F -I LENGTH - CHECK PUNCHING SHEAR @ d!2 FROM BASE PLATE EDGE d= 20.0 IN D= 32.0 IN E= 32.0 IN Vu(punch.)= Pu - [(D*E!1 44) * fu] = 18367.11 LB[(32IN*32IN)f144]*2752 PSF =-1,ZO4LB ALLOWABLE ALLOWABLE SHEAR CAPACITY EQUALS LEAST OF: bo= FAILURE PLANE PERIMETER= 128.0 IN øVc1= 0*4*(fc)AO5*b *cj = 0.85*4*(2000 PSI)AO.5*1 281N*201N = 389,255 LB øVc2= = 0.85 * [(40*20 IN/i 28 IN) + 2] * (2000 PSI)AO.5 * 1 281N * 20 IN = 802,838 LB THUS, øVc= 389,255 LB > Vu, PUNCHING SHEAR OK FOOTING LENGTH= 31 IN WIDTH= 31 IN h= 24.0 IN Df= 24.0 IN BASE PLATE LENGTH= 12.0 IN BASE PLATE WIDTH= 12.0 IN CONCRETE & SOIL f'c= 2,000 PSI SOIL BEARING= 2,000 PSF REINFORCEMENT REEBAR Fy= 40,000 PSI REEBAR # (LONGIT)= # 8 NUMBER OF REEBAR IN LONG DIR.= 4 REEBAR # (WIDTh)= # 8 NUMBER OF REEBAR IN SHORT DIR.= 4 [I jr!!!!!!!!!S!! Ic - - MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. ___ 29.1 OF 37 ____ AL A. 3/24/99 CALCULATED BY____________ DATE _______________ FOOTING ANALYSIS (CONT.) TYPE D FOOTING LONGITUDINAL REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C * WIDTH/1 44) * C/2 = 2752 PSF * (9.5 IN * 31 IN/ 144) * 9.5 IN/2 = 26,736 IN-LB REINFORCING IN LONG DIRECTION IS (4) #8 REEBAR As-supplied= 3.16 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL .ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 26736 INLB/[0.9*(20 IN-1.3 IN)] = 1,584 LB As(flexure)= T/Fy = 1 584 LB/40000 PSI - = 0.04 INA2 - As-min= 200bd/Fy ACTUAL a= As*Fy/(b*0.85*fc) C= 9.5 IN -- = 2.35 < 2.5 IN, OK C'= 9.5 IN THUS, As-reqrd= 3.10 INA2 < As-supplied , LONGITUDINAL REINFORCING ADEQUATE TRANSVERSEREINFORCEMENT - M(Iong.)= SOIL PRESSURE * (C' * LENGTH/1 44) * C72 = 2752 PSF * (9.5 IN * 31 IN/1 44) * 9.5 IN/2 - - - - = 26,736 IN-LB REINFORCING IN LONG DIRECTION IS (4) #8 REEBAR As-supplied= 3.16 INA2 - - USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 26736 INLB/[0.9*(20 IN - 1.3 IN)] - =i,584LB As(flexure)= T/Fy = 1 584 LB/40000 PSI =O.O4INA2 As-min= 200bd/Fy - 3.10 INA2 . .• ACTUAL a= As*Fy/(b*0.85*f c) = 0.03 < 2.5 IN, OK THUS, As-reqrd= 3.10 INA2 <As-supplied , TRANSVERSE REINFORCING ADEQUATE PUNCHING b c SHEAR AREA\\ hk IT f';i2 WIDTH F_-' - - LENGTH FOOTINGPLANVIEW Ic. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA CA 91768 MELLIS GRIOT PROJECT SIILLF MASTER FOR SHEET NO. 292 OF_______________ 3,7 AL A. 3/24/99 CALCULATED BY DATE FOOTING ANALYSIS TYPE E FOOTING (OFFSET) fbeanng= P/(LA2) = (1590.3 LB+1 3252.5 LB)/(5.7 FT*5.7 F) 462 PSF P M 1Th '—C-- PUNCH SHEAR r-v--i B - PLANE - I I LfA SHEAR PLANE ZI L MOMENT PLANE Df dl I'' N4I _ -- LENGTH H MOMENT IS RESULT OF COLUMN OFFSET SERVICE LOADS M= 37,107 FT-LB * COLUMN TRIB AREA= 133 FTA2 P(DL)= 1,590 LB <== TRIB AREA * DL P(LL)= 13,253 LB <== TRIB AREA * IL * 0.8 Pu= 1 4*P(DL) + 1 .7*P(LL)= 24,756 LB CHECK SOIL BEARING Qallowable= SOIL BEARING - (CONC WEIGHT - SOIL WEIGHT) = 2000 PSF-(2 FT*1 50 PCF + 0 FT1 30 PCF) = 1,700 PSF Qmax= P/(LAZ) + 6*M/LA3 = 462 PSF + (6*37107 FT-LB/5.7 fl)A3 = 1,686 PSF :5 tbearing,SOIL BEARING OK - 1,'__ -r, 0cci- Iu= Pu/FOOTING AREA = 24755.67 LB/32.1 FTA2 = 771 PSF <= PRESSURE FOR FACTORED LOADS CHECK PUNCHING SHEAR @ d/2 FROM BASE PLATE EDGE PUNCHING b a— SHEAR AREA\\ E. WIDTH ----------------- -' LENGTH FOOTING PLAN VIEW d= 20.0 IN 0= 32.0 IN E= 32.0 IN Vu(purich.)= Pu - [(D*E/1 44) * Su] = 24755.67 LB((32IN*32IN)/144]*771 PSF = 19,273 LB ALLOWABLE SHEAR CAPACITY EQUALS LEAST OF: bo= FAILURE PLANE PERIMETER= 128.0 IN øVc1= 0*4*(fc)A05*b = 0.85*4*(2000 PSI)AO.5*1 281N*201N = 389,255 LB øVc2= 0*[(d/b)+2]*(fc)A05*b.J = 0.85 * [(40*20 IN/i 28 IN) + 2] * (2000 PSI)A0.5 * 1 281N * 20 IN = 802,838 LB THUS, øVc= 389,255 LB > Vu, PUNCHING SHEAR OK FOOTING LENGTH= 68 IN WIDTH= 68 IN h= 24.0 IN Df= 24.0 IN BASE PLATE LENGTH= 12.0 IN. BASE PLATE WIDTH= 12.0 IN CONCRETE & SOIL f'c= 2,000 PSI SOIL BEARING= 2,000 PSF REINFORCEMENT REEBAR Fy= 40,000 PSI REEBAR # (LONGIT)= # 8 NUMBER OF REEBAR IN LONG DIR.= 9 REEBAR # (WIDTH)= # 8 NUMBER OF REEBAR IN SHORT DIR.= 9 -. rooSOEIZMIC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 - A PROJECT . MELLIS GRIOT FOR SHEET NO. 29.3 OF .37 ______ AL A. 3/24/99 CALCULATED BY___________ DATE ______________ 101 A I L/IN I IL' !'VtlNUt • rtJML)I'1I • L.P vi FOOTING ANALYSIS (CONT.) TYPE E FOOTING (OFFSET) LONGITUDINAL REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C * WIDTH/1 44) * C/2 = 771 PSF * (28 IN * 681N/144) * 28 IN/2 kC PUNCHING SHEAR AREA\. \ bA IT E WIDTH co LENGTH FOOTING PLAN VIEW = 142,709 IN-LB REINFORCING IN LONG DIRECTION IS (9) #8 REEBAR As-supplied= 7.11 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 142709 INLB/[0.9*(20 IN-1.3 IN)] = 8,457 LB As(flexure)= T/Fy = 8457 LB/40000 PSI - = 0.21 INA2 As-min= 200bd/Fy = U.ou II-I". ACTUAL a= As*Fy/(b*0.85*fc) C= 28.0 IN = .2.3 5 < 2.5 IN, OK C'= 28.0 IN THUS, As-reqrd= 6.80 INA2 < As-supplied , LONGITUDINAL REINFORCING ADEQUATE TRANSVERSE REINFORCEMENT' M(Iong.)= SOIL PRESSURE * (C' * LENGTH/1 44) * C72 = 771 PSF * (28 IN * 681N/144) * 28 IN/2 = 142,709 IN-LB - REINFORCING IN LONG DIRECTION IS (9) #8 REEBAR As-supplied= 7.11 INA2 - USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 142709 INLB/[0.9*(20 IN - 1.3 IN)] =8,457LB As(flexure)= T/Fy = 8457 LB/40000 PSI = 0.21 INA2 As-min= 200bd/Fy = 6.80 INA2 ACTUAL a= As*Fy/(b*0.85*f*c) = 0.07 < 2.5 IN, OK THUS, As-reqrd= 6.80 INA2 <As-supplied , TRANSVERSE REINFORCING ADEQUATE Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA. CA 91768 PROJECT MELLIS GRIOT ________ FOR SHEET NO. 29.4 _____ OF____ 41 ___________ AL A. 3/24/99 CALCULATED BY DATE FOOTING ANALYSIS TYPE F FOOTING (OFFSET) MOMENT IS RESULT OF COLUMN OFFSET SERVICE LOADS M= 55,062 FT-LB COLUMN TRIB AREA= 197 FTA2 P(DL)= 2,360 LB <== TRIB AREA * DL P(LL)= 19,665 LB <== TRIB AREA * IL * 0.8 Pu= 1 .4*P(DL) + 1 .7*P(LL)= 36,734 LB CHECK SOIL BEARING Qallowable= SOIL BEARING - (CONC WEIGHT - SOIL WEIGHT) = 2000 PSF-(2 FT*1 50 PCF + 0 FT1 30 PCF) = 1,700 PSF fbearing= P/(LA2) = (2359.8 LB+19665 LB)/(6.6 FT*6.6 F) 508 PSF Qmax= P/(LA2) + 6*M/LA3 = 508 PSF+ (6*55062 FT-LB/6.6 FT)A3 = 1,666 PSF :5 fbearing,SOIL BEARING OK * -r- )F9i-r Iu= Pu! FOOTING AREA = 36734.22 LB/43.3 FTA2 = 848 PSF <= PRESSURE FOR FACTORED LOADS P M T q - c —p A PLANE PUNCH SHEAR B- MOMENT PLAN SHEAR PLANE I- I I Df EE I I I tttft ttft t 'I LENGTH FOOTING SIDE VIEW PUNCHING b C SHEAR AREA\\ hA-- D E WIDTH +,A' -- -. LENGTH CHECK PUNCHING SHEAR @ d/2 FROM BASE PLATE EDGE d= 20.0 IN D= 32.0 IN E= 32.0 IN Vu(punch.)= Pu - [(D*E/1 44) * Iu] = 36734.22 LB[(32IN*32IN)/144]*848 PSF = 30,707 LB ALLOWABLE SHEAR CAPACITY EQUALS LEAST OF: bo= FAILURE PLANE PERIMETER= 128.0 IN øVc1= 0*4*(fc)AO5*bJ = 0.85*4*(2000 PSI)AO. 5*1 281N*2OIN = 389,255 LB øVc2= 0*[(d/b)+2]*(fc)AO5*bJ = 0.85 * [(40*20 IN/1 28 IN) + 2] * (2000 PSI)A0.5 * 1281N * 20 IN = 802,838 LB THUS, øVc= 389,255 LB > Vu, PUNCHING SHEAR OK FOOTING PLAN FOOTING LENGTH= 79 IN WIDTH= 79 IN h= 24.0 IN Df= 24.0 IN BASE PLATE LENGTH= 12.0 IN BASE PLATE WIDTH= 12.0 IN CONCRETE & SOIL f'c= 2,000 PSI SOIL BEARING= 2,000 PSF REINFORCEMENT REEBAR Fy= 40,000 PSI REEBAR # (LONGIT)= # 8 NUMBER OF REEBAR IN LONG DIR.= 11 REEBAR # (WIDTH)= # 8 NUMBER OF REEBAR IN SHORT DIR.= 11 *00 MATERIAL HANDLING ENGINEERING - TEL: (909) 869-0989 • FAX: (909) 869-0981 .161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT FOR SHEET NO. 29.5 OF__________ AL A. 3/Z 4/3 CALCULATED BY___________ DATE FOOTING ANALYSIS (CONT.) . TYPE F FOOTING (OFFSET) LONGITUDINAL REINFORCEMENT M(Iong.)= SOIL PRESSURE * (C * WIDTH/1 44) * C/2 = 848 PSF * (33.5 IN * 791N/144) * 33.5 IN/2 = 260,918 IN-LB PUNCHING C_ SHEARAREA KIZZ r-2 IT f WIDTH C B' - I -. LENGTH FOOTING PLAN VIEW C= 33.5 IN C'= 33.5 IN REINFORCING IN LONG DIRECTION IS (11) #8 REEBAR As-supplied= 8.69 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 260918 INLB/[0.9*(20 IN-1.3 IN)] = 15,462 LB As(flexure)= T/Fy = 15462 1_13/40000 PSI = 0.39 INA2 As-min= 200bd/Fy = 7.90 INA2 ACTUAL a= As*Fy/(b*0.85*f'c) = 2.35 < 2.5 IN, OK THUS, As-reqrd= 7.90 INA2 < As-supplied , LONGITUDINAL REINFORCING ADEQUATE TRANSVERSEREINFORCEMENT M(long.)= SOIL PRESSURE * (C' * LENGTH/1 44) * C'/2 848 PSF * (33.5 IN * 791N/144) * 33.5 IN/2 . = 260,918 IN-LB . REINFORCING IN LONG DIRECTION IS (ii) #8 REEBAR As-supplied= 8.69 INA2 USE TRIAL METHOD TO CHECK FLEXURE STEEL ASSUME a= 2.5 IN T= Mu/(ø * d-a/2) = 260918 INLB/[0.9*(20 IN - 1.3 IN)] = 15,462 LB As(flexure)= T/Fy 15462 LB/40000 PSI = 0.39 INA2 As-min= 200bd/Fy = 7.90 INA2 ACTUAL a= As*Fy/(b*0.85*flc) =0.12 < 2.51N, OK THUS, As-reqrd= 7.90 INA2 <As-supplied , TRANSVERSE REINFORCING ADEQUATE fb2 fbi fb MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA. CA 91768 BASE PLATE (INTERIOR COLUMN) Pcol = 43,792 LB Mb = 0 IN-LB fa = P/A = Pcol/((D)(B)) = 304 PSI Mibase/in = (W/in)(L"2)/2 = (fa)(bi"2)/2 =1,863 PSI PROJECT _________MELLIS GRIOT __________ FOR SHELF MASTER SHEET NO. 30 OF______________ AL A. 2/24/99 CALCULATED BY___________ DATE LOAD CASE:(DL+LU :_ •• bil: lb = M/S = (Mb)(c)/I = (6)(Mb)/((D)(B"2)) 0 PSI 1b2 = (2)(th)(bl)/B * =0PSI fbi = fb-1b2 = 0 PSI M2base/in = (lbl)(bl"2)/2 = 0 IN-LB M3base/in = (1/2)(1b2)(bl)(2/3)(bl) = (1/3)(fb2)(bV'2) = 0 IN-LB Mbase/in = Mlbase/in+M2base/in+M3base/in = 1,863 IN-LB Sbase/in = (1)(t"2)/6 = 0.065 IN"3 O - .LL.'J iI'I D = 12.0 IN b = 5.0 IN bi = 3.5 IN t = 0.625 IN Fy = 36,000 PSI Dp = 5.00 IN Danchor = 10.0 IN Fbase = (0.75)(Fy)(1.33) = 35,910 PSI Pc Dp_7t lb/Fb = Mbase/in/((Sbase/in)(Fbase)) MtJ = 0.80 < 1.0 OK 0 I& JAL ANCHOR TENSION I Mo = 0 Tanchor = (Mb-(Pcol)(Dp))/[(Danchor)(2 ANCHORS)] T - Danchor-4 = -10,948 LB THEREFORE NO TENSION OK BY INSPECTION I b2 fbi fb o = IL.I.J 1I1 D =. 12.0 IN b= 5.0 IN bi= 3.5 IN t= 0.5 IN Fy = 36,000 PSI Dp=5.00IN Danchor = 10.0 IN rotE~IZMIC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA. CA 91768 MELLIS GRIOT PROJECT SHELF MASTER FOR 31 SHEET NO. AL A. OF 37 2/24/99 CALCULATED BY___________ DATE BASEPLATE(PERIMETER COLUMN) Pcol = 29,568 LB Mb = 0 IN-LB fa = P/A = Pcol/((D)(B)) = 205 PSI Mibase/in = (W/in)(L"2)/2 = (fa)(bl"2)/2 = 1,258 PSI fb = M/S = (Mb)(c)/I = (6)(Mb)/((D)(B"2)) =0 PSI fb2 = (2)(fb)(bl)/B = 0 PSI fbi = fb-fb2 = 0 PSI M2base/in = (fbi)(biA2)/2 = 0 IN-LB M3base/in = (1/2)(fb2)(bl)(2/3)(151) = (1/3)(fb2)(b1A2) = 0 IN-LB Mbase/in = M ibase/in+ M2base/in+ M3base/in = 1,258 IN-LB Sbase/in = (1)(t"2)/6 = 0.042 INA3 Fbase = (0.75)(Fy)(1.33) = 35,910 PSI fb/Fb = Mbase/in/((5base/in)(Fbase)) = 0.84 < 1.0 OK ANCHOR TENSION Mo = 0 Tanchor = (Mb-(Pcol)( Dp))/[(Danchor)(2 ANCHORS)] = -7,392 LB THEREFORE NO TENSION OK BY INSPECTION PDP1 T - Danchor_4 ic L MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT MELLIS GRIOT - FOR SHEET NO. 32 OF I. AL A. /4I3 CALCULATED BY ,DATE STAIR ANALYSIS SCOPE - VERIFY ADEQUACY OF THE STAIRWAY SYSTEM TO MEET UNIFORM BUILDING CODE REQUIREMENTS FOR THE 1994 EDITION, SECTION 1006 AND TABLE 16-A THE ANALYSIS IS BASED ON A STAIRWAY SERVING AS AN EXIT WITH AN OCCUPANT LOAD OF LESS THAN- 10 (SECTION 1006 EXCEPTION #1). PARAMETERS: STEEL - Fy= 36000 PSI SHAPE STEEL Fy= 50000 PSI PIPE STEEL BOLTS- Fv= 10000 PSI (A307) DESIGN LOAD: 100 PSF DISTRIBUTED 300# CONCENTRATED (TREAD) 200 # (POST/HANDRAIL) I CONFIGURATION HANDR6ZT n r.er ro, App 4000000000000 10 Lvert 1 1 Lvert= 130.0 IN Lhoriz= 198.0 IN H1= 42.0 IN Lrail= 64.0 IN WIDTH= 36.0 IN 1.. - MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 MELLIS GRIOT PROJECT SHELF MASI LK FOR 33 37 SHEET NO. AL A. OF_________________ CALCULATED BY___________ DATE STAIR ANALYSIS TREAD ANALYSIS i-' d H SENDING b THE TREADS SHALL BE ANALYZED FOR A WORST CASE LOAD SITUATION FROM THE FOLLOWING LOAD CASES: P (a) CONCENTRATED LOAD AT CENTER Mpoint= P114 =300LB*36!N/4 = 2,700 IN-LB • TREAD WIDTH (b) DISTRIBUTED LOAD '/' w = (100 PSF) * (11 IN/12 IN/FT) = 91.7 LB/FT flhllllllllllilll]IJIIIIIIIfHIIIIIIIIIIIIIIIIIHI HhIIIIIIIIII = 7.6 LB/IN Mdist= w*Lfs2/8 STAIR TREAD = 7.6 LB/FT * (36 IN)A2/8 d= 11.0 IN = 1,238 IN-LB b= 2.75 IN t= 0.1046 THUS, Mmax= 2,700 IN-LB WIDTh=L= 36.0 IN 1= 1.750 IN"4 fb= Mmax/S 5= 0.854 IN"3 = 2700 IN-LB/0.8543 IN-3 Fy= 36,000 PSI = 3,160 PSI E= 29,000 KS! Fb= 0.6*Fy = 21,600 PSI fb/Fb= 0.15 <1.0 OK TREAD OK FOR BENDING DEFLECTION D= 5WLA4/384E1 .003 IN Dallow= 11240 . -. = 36 IN/240 = 0.15 > ACTUAL DEFLECTION, OK TREAD OK FOR DEFLECTION HAN DRA1 fl Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 MELLIS GRIOT PROJECT 5t-ILLF MASTER FOR 34 SHEET NO. AL A. OF— CALCULATED BY___________ DATE D= 5WV'4/384E1 = .343 IN KING _JLvit ST R Lhozi 3.5 tl 10 STRINGER :CIO" x_3.5'_x_12_GA Lvert= 130.0 IN Lhoriz= 198.0 IN Ldiag= 236.9 IN 11= 42.0 IN Lrail= 64.0 IN STAIR WIDTH= 36.0 IN Ix= 28.75 IN A4 Sx= 5.75 INA3 Fy= 36,000 PSI STAIR ANALYSIS STRINGER ANALYSIS DEADLOADS STRINGER= 8 LB/FT TREADS= 10 LB/FT HANDRAILS= 3LB/FT WDL= 21 1.8/FT LIVE LOAD WLL= LIVE LOAD * TRIB WIDTH t = 100 PSF * (36 IN/12 IN/FT)/2 = 150 LB/FT W= WDL+WLL = 171 LB/FT = 14.3 LB/IN BENDING - Mdist= w*L2/8 = 14.3 LB/IN * (236.9 IN)'2/8 = 100,200 IN-LB fb= Mmax/Sx = 100200 IN-LB/5.7505 IN"3 = 17,425 PSI Fb= 0.6*Fy = 21,600 PSI fb/Fb= 0.81 <1.0 OK FOR BENDING Dallow= 1./240 = 236.9 IN/240 = 0.99 > ACTUAL DEFLECTION, OK STRINGER OK FOR DEFLECTION n 3/8 TRf TREAD TO STRINGER CONNECTION Ic I MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 MELLIS GRIOT PROJECT SHELF MAS I EK FOR 35 SHEET NO. AL A. 'OF _______________ 2/24/99 CALCULATED BY___________ DATE STAIR ANALYSIS TREAD ATTACHMENT ATTACH TREAD TO STRINGER WITH (2) 0.375 IN DIAMETER BOLTS PER SIDE Vbolt= 100 PSF * 3 FT/2 = 150 LB <=== SHEAR PER ATTACHMENT - Vallow= Fv * AREA * # OF BOLTS = 10000 PSI * (0.375 )A2*(314159/4) * 2 = 2,209 LB > Vbolt OK STRINGER ATTACHMENT ATTACH STRINGER TO PLATFORM WITH (2) 0.5 IN DIAMETER BOLTS Vbolt= 171.4 LB/FT * 16.5 FT/2 = 1,414 LB <=== SHEAR PER ATTACHMENT Vallow= Fv * AREA = 10000 PSI * (0.5 )/¼2 * (3.14159/4) * 2 =3,927 LB > Pbo!t OK a, •, Ic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE. POMONA. CA 91768 PROJECT MELLIS GRIOT FOR SHEET NO. 36 OF 37 AL A. CALCULATED BY DATE.______________ POST AND HANDRAIL PER THE REQUIREMENTS OF THE 1994 UBC, THE POST AND HANDRAIL MUST RESIST A POINT LOAD OF 200 LB POST Mmax= P* H1/2 <=== TWO POSTS SHARE LOAD - =200*421N/2 = 4,200 IN-LB HAN DR1t—.....,. fb= M/S POST = 29,787 PSI Fb= 0.6*Fy = 30,000 PSI Lvert Hi fb/Fb= 0.99 < 1.0 OK STRINGE Lhork HANDRAIL Mmax= P* Lrail/4 = 200 * 64 IN/4 = 3,200 IN-LB fb= MIS = 29,907 PSI Fb= 0.6*Fy = 30,000 PSI fb/Fb= 0.99 1.0 OK POST/HANDRAIL: 1-5/8" D. I POST t= 0.076 IN Sx= .141 IN'3 Fy= 50,000 PSI HANDRAIL t= 0.058 IN Sx= .107 IN"3 Fy= 50,000 PSI lif"101"S .. E 17 M I'C"*ft MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA. CA 91768 PROJECT MELLIS GRIOT FOR SHELF MASTER SHEET NO. ______ 37 OF______ 37 CALCULATED BY____ AL A. DATE __ 2/24/99 BASE PLATE PcoI = 200 LB Mb = 4,200 IN-LB fa = P/A = Pcol/((D)(B)) = 6 PSI Mibase/in = (W/in)(L"2)/2 = (fa)(bl"2)/2 = 13 IN-LB lb = M/S = (Mb)(c)/I = (6)(Mb)/((D)(B"2)) = 117 PSI fb2 = (2)(fb)(bl)/B = 85 PSI fbi = fb-fb2 =32PSI M2base/in = (fb1)(b1'2)/2 = 76 IN-LB M3base/in = (1/2)(fb2)(bl)(2/3)(bl) = (1/3)(fb2)(b1A2) = 136 IN-LB Mbase/in = M1base/in+M2base/in+M3base/in = 225 IN-LB Sbase/in = (1)(t"2)/6 = 0.023 IN"3 Fbase = (0.75)(Fy) = 27,000 PSI fb/Fb = Mbase/in/((Sbase/in)(Fbase)) =0.35 OK ANCHOR TENSION iMo = 0 Tanchor = (Mb(PcoI)(Dp))/(Danchor*2) = 650 LB Tallow= BOLT AREA * Ft = (0.375 IN)A2 * n/4 * 21,000 PSI - = 21319 LB > Tanchor, OK CHECK COMPRESSION ON PLYWOOD C=2*Tanchor= 1,300 LB fc= 1300 LB/(1 IN * 6 IN) = 217 PSI Fallow= 340 PSI > ft. OK <=== TABLE 23-I-B jb1 ' : r bli: r M lb fb2 fbi B= 6.0 IN D= 6.0 IN b= 1.6251N bi = 2.2 IN 0.375 IN Fy= 36,000 PSI Dp=1.501N - Danchor = 3.0 IN Pco— Dp—.t M4 iO I i- Danchor APPENDIX 1 &0 5w-V 51•-e• tv-V L. 51-V MAX STAN lfltZ 24 STAR OJ TIP. FRAME{ CANt 11--4 1/4 51-1 314r :[N+HH1111111m _.i. ixo~0,4,c :,w ell -. ii•-e .-J x i K lom (r1 flirt Airs NA. 14 look 00A. I CKI '-'J1J'-.. ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHIER, CALIFORNIA 90601-2299 A subs/d/atyco,pora(/on of me International Conference of Building Officials EVALUATION REPORT ER-1372 Cocyflght 0 1998 ICBO Evaluation Samoa. Inc. Reissued a, 117409P.- Filing Category FASTENERS—Concrete and Masonry Anchors (086) IJ 1, I999J 11W RAMSEY/RED HEAD SELF-DRtLuNG, HOH-LR..t.. STUD, TRUBOLT WEDGE, AND UULfl-SET ii CONCRETE ANCHORS 11W RAMSETIRED HEAD 1300 NORTH MICHAEL DRIVE WOOD DALE, IWNOIS 60191 1.0 SUBJECT P1W Rarnsat/Red Head Self -Drilling, N&i-D.IIl, Ol..d. Trubolt Wedge. and Multi-Sot II Concrete Anchors. 2.0 DESCRIPTION 2.1 11W RamsetjRed Head Salt-Drilling Anchor: o concrete. Steel for the heat-treated steel plug conforms tl8l C-lOb. 22jnstaItatl0n: Embedment, spacing, edge dlstancp and creta requirements are shown in Tables 3 anf4. Holes rthst be prednfled in normal-weight concrete wit cat. bide.tippmaaonry dnii bits manufactured within thrange of the max um and minimum drill tip dimons4onp'of ANSI Standard 82t.15-l994. The anchors must be led in drilled holes hat(ig the same diameter and len~i as the an-chor. After the ho) Is drilled, it Is cleared of ajfooncrete cut- tinge. A Red Head is Sat into the bottphi of the anchor prior to Insertion Wi lhb4yle. Through use a setting tool pro-vided with each ancho\ize. the anchIs then driven over 2.1.1 General: The 11W flamseVRed Head anchor Is a 6011- the plug, causing expa not the or in the hole. drilling concrete expansion shell anchorwttha single cons ex- 2.3 11W Rameiti'Red Had Stud nchors: pander. Both elements are made from heat4realod steal. The 2.3.1 O.ie-e: The 11W R ad Head stud anchor Is a steel for the body conforms to AISI Specification C-12U 4, and the steel for the plug conforms to AISI Specification C-lOb. The anchor has eight sharp teeth at one end and Is gung formed from steel meetingth ml ummqulremerflsofAlS( threaded internally at the other end. The outer surface f C-1213. The anchor body an I hole, axial slots, and a series of annual broa ' g rings In t expansion end of the tubular shell at the toothed end has annular breathing anchor. A ranged, I expansion of steel meeting grooves and four milled Slits. Al Its threaded and, the anchor is provided with an unthreaded chucking cone that has an an- of AISI (>10 Is preassembled niarbr5ak-oft groove at its base for flush mounting. Anchor . shell and expander cone are'eIectmdOpds zinc and cPwoi• Into -. • : 'Enbedment, spacing , go distance. id conc rernents are thowninl 558n08. mate-plated. .... ;a 2.1.2 Installation: Embedment, epathig, 'edge. d'ietflI 4ee 4ed in normal-weight cc with car- bide-ti esonry drill bits manufactured within rang and concrete requirements are shOWfl In 'Tb(es 1 and 2. The of the m imum and minimum drill lip dimensions ANSI anchors are Installed by a Model 747 Rot.o.Slop Hammer, by Stan B212.15-1994. After the hole Is drilled, It m be air or electric Impact hammer, or by hand. The anchor is used clear of an cuttings. The anchors must be Installed In d as a drill in Forming the hole in normal-weight concrete. After h having the same diameteras the anchor, and are set the hole is formed, the anchor must be removed and the hOle ing the anchor over the plug, causing expansion of the an- thoroughly cleaned. The hole depth Is regulated by the drlfl hot. ctiu& A Red Head plug must be set Into the bottom of the an- chor prior to insertion In the hole. The concrete anchor muatij 11W RamseURed Head Trubolt Wedge Anchor be driven over the plug, to cause expansion of the anchor In ,-3,44. General: The Trubolt Wedge anchor Is a stud bolt type the hole. The chuklng and of the anchor is broken off with a(j1 of drop-In anchor. The anchors are cold-formed or machined hammer blow. Verification that tha anchor has been Installed from zinc-plated and chromate-dipped carbon steel, hot- property is evidenced by the fact that the anchor does not dipped galvanized carbon steel or stainless steel. Steel used Prolect above the surface orth0 concrete and the red plug is to produce the anchors complies with AISI (>1015 to AISI vis4e at the bottom of the hole. C.1022and AISI C-l2l3 carbon stools. Type 304 orType316 ___________________________ 2t MW fad ttoi'i 8,111 Anshor- stainless steels. Hot-dipped galvanizing compiles with ASTM 153 Class C requirements. The expander Sleeves are labri- G.nereI: The non-drill anchor consists of a etr cated from stainless steel or carbon steel meeting the require- with AISI C-12L14.W,1liWmaI monte of Type 302 orAlSi (>1010, respectIvely. Cold-formed threads e e?i6.eQ a plain hole at t 51islon end. The anchor studs are available only for the 'I4-lnth-. 319-inch-. shell is divided into fou1'e%eeegper1f1by radial slots milled _____________________________________________ 112-Inch. 5/54nch- and 3/4-inch-diameter (6.4. 9.5, 12.7, 15.9 _ilif. A .,f and 19.1 mm) wedge anchors. The anchor stud Is threaded broaching rings i to he expari1e4..Rnd 01 the anchor at its upper end and has a straight cylindrical section reduced The anceTiet over a hardened eteéfeiI-shaped In diameter, around which the expander sleeve is formed. A plug by driving the anchor flush with theitflfacapf straight-tapered section enlarging to a cylindrical bass acts to 8w,1e,. r.paiu .f ic'10 Et* S.rie INC., .. iu,&.s1sS1 OpAvAdt Mfer.m.. s. Clam ew1.ti OfICNO. unliving iAe code ep.e wAkA the rwpwf ia Mse. E'.Js.w#on repo,e elf Ratio b coesfrveaa Pfprrs..iting .ufha&g aaj IMr SVMS e' spwVScaUyaddrtnrdnvr= an endonewad or rmoe.. daon for ase if the s.Pj.ø ?Vpofl. TM. avponhs Mnd ape,. iftileremilrnt tea, or .eA.rcAiikg1 dam sah.dh, iS. psL The ICRO Eie1aas Sen'ki, Inc., reâeo.I saffS PP4eW1A. —' t.ss resale ee4r oiS.rd, bat des ap.ua1 tmjacdWw to ia.5.,, iap,e4j wrcjcarioa. Ther. it no ..wrby ICEO&'.Jg.zdot' 5.r.k., fec., sAY-by the repast TAU icca.clee,, bails #M'Ds,1k4M, fifi I /144375322 Par 3o18 .- . !R-13fl TABLE 1-4TW RAMSETMED HEAD SELF-DRILUNO ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pQWd)'A S0t Ot& TW l.l.I_ vow vow So. Irm 114 - 0132 413 210 295 -650 325 365 3/6 - - 'I6 l'faz ' 785 395 770 1.035 520 650 1/2 -13116 2171, 1.150 -315 1 920 1355 775 3/1 271fl 1.510 755 1.605 2.455 1.240 1.755 - I - 3'1 1.983 995 2.495 1 3.165 1.585 2.573 For Si: I inch= 23.4mm. I lbf.445N. I psi =6J9kPa. 'The iibeIa.d sIre, and leasM '*Iuc$ Me for sbej.on matilind in no -weigM concee Paog the desIgnelod uhinte compressive aneogth at the b o(ine1loe. Valsa have been UbUlM0d for both ASTM A 307 and A 9 bolts Installed with the dcvior. 2These tt1W vakies un applicable only when the andlcn e iaszalled with ipecisi inspection an m forth in Section The minimum none thickness is I'/i eznbcd,nau depth. or e *edsncn* depth plus du= tijm anchor dianrier. whichever is greater. 4The sidoca are Wusvited at TABLE 2—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR 11W RAMSETIR!D HEAD SELPO R I W N O ANCHOR' OUL M ow - (iirs) 001. DOM (1IcI) G Soi..i "am I1) 1s) S.7$9wI . Soqa,dlo 11.1000) San — I/s - Il/n i1Si, - I 37/ - 113116 - 9/4 l7lj . 2 .2.hh11J i 12 /I6 __________ . )1 714;1 39114 __ -5/s F32 - 2tIj 7. i'," =-, _____ 4318 3/4 1 3114 51I9( '7 .• 57j': 'I .3/f 5II For 61: I Inch .25.4mm. tLiitear inteepoladon may be used for intniThe oft spacing and cdg distances. NON-DRILLING ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)'.Z" .T - I5lC$o.1 osm ________ ,.,_ux_ ,.C- LØPII 11.10011 womm - _____ 465 235 - 355 265 - 290 - l. i'g...__ 670 - 335 760 335 710 1/2 1(/16 21/16 _____ 475 I, 16 .- 1.510 - 755 1.130 '32 2I 5 I 660 ..eT1s 1.870 935 1520 - 3/4 L_._._. . 311e 1.905 s. 900 .- 2,330 2.625 1.315 1.910 11bC tabul.itd slicarasideisllc values arc fur andon ,ntalled mini gaseooncvtc the dceigr.aned ukl stccompresuvesucngth it the lime otlistatlador. Viluca have Iran tabulated for btab *5Th A 307 and A 449 insulted with the device. The holes are drilled with Ira coolyiiig with ANSI S ilon 594.12-fl. The bit ~ dmes a diameter. 7These tension values ate applicable only w4 at itetalled with .peciI act toed lit 2.7. 4Tht minimum concrete thick,ieu is I decal, or embedment dcpth p1 he anchor diameter. is easer. 3Thc anchots are illustrated as MA Page 5 of 8 ER-1372 TABLE 1-47W RAMSETIRED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUEB (pound. 1.0mompm -- f 0- 46M PO' ANCWW PTAAQN 01010MM Tomom DTw wet 1kIUi) (t III __ iP. Sp. bi ip. b WI . h'isp. . 8 1/, 295 130 350 225 - 350 473 240 350 0/16 525 265 420 825 410 1 420 825 410 420 2118 565 280 825 410 825 410 25 1112 420 210 580 560 2*0 655 710 355 790 3 870 435 1.000 1.4*5 740 1.035 1.530 765 1.125 4 1.200 600 1.485 140 1.530 765 92 55 21/4 1,165 580 4.190 1.275 640 1.190 1.760 880 1.760 1.463 580 1.810 2.410 1.203 1.810 2.705 1.255 2,040 6 1.335 665 2.410 1.203 2.705 1.355 90 2/4 5I6 1,645 - 1.645 820 1.780 1,795 900 1.780 2,430 4,213 2,405 71/2 820 2.400 3.730 1.665 2.975 4.093 2.045 3,130 4.765 880 3.753 1.180 4.095 2.045 3/4 175 31/A 65/1 1.780 2.745 890 2.530 2.710 4.355 3.430 3.325 1.665 3,995 1.375 3.080 4,425 2.210 5.935 5.065 2.530 5.935 10 2.745 1.375 4.470 2.235 3,895 2.950 250 33/i 61/4 2.380 3,663 1.190 3,290 3.683 4,840 - 4.145 4.353 2.180 4.790 - 1.835 5.220 5.235 2.620 7,200 6.090 3.045 7. 8 3.665 1.833 3,510 2,790 6.090 1045 300 1 2 73/i 3.485 1.745 4020 5,045 2.520 5.705 5.295 2,650 6.120 3.630 4225 7,170 3.993 3.000 9.485 8,515 4,160 9.520 9/3 4.675 2.340 6,635 3.315 8.345 4,160 300 5113 4,555 2,270 - 3.820 6.395 3,300 7.365 8.410 4.205 8.445 8 6.835 3.413 8.770 101825 5.410 11.065 11.385 5.695 12.640 ID 9.0.33 4,515 11.385 5.693 14.075 7,040 M,SIMSd SO III&ARommWo US A ANcleon V1G4T D8PTW 0sM set. 'ifi DIo. LAM Mow 1/4 lI/I 115 1)6 P!,6 1 315/16 37/i 2 I/(6 2'l 45/i 131(6 33/4 1; 0/3 3 213 3 I3)e 5113 2l1 4 3 113 l/ 6 6 3 3 '/3 21I 41/5 31/ 2 10/56 77/i 6i54 315116 3Ii _____________ 6 /2 21i 9 41/3 5118 4I3/4 3 7/1 27/16 9511 J/ - 71116 41-311, 37/1 55/, Ill/I 39/9 3/4 - 31/ - 6/, - 51 1/I6 S 27/9 2/3 113/. I1i1 10 7/3 3313 Al 3313 69/16 61 61/ 3'I6 31/ 13I/ 12'/3 6/ 6 6 3 12 6 I 73, 77/l 73/5 315/, I5/4 77/1 93 71/ 311/16 39/4 14,/I 14'/ 73/s 7Ii 414 5f3 9% 41 /16 491/i 934 10 8 71/3 4 31/4 46 8 - 'Licat iiueipolaüost MAY be Used for iNcnncdiaze 1pcog sssd edge and edge distancc shall be divided by 0.75 when anchors are placed in sUacwraJ lightweight concrete ifk atcold*ncc with TIMe 10 rvro I IIJ7VD. IIO.5VErI. L1ltl.353ZJ8N; IL lbf4.45W. -' I k I 2Tbe holes am ±tllcd With bu co.nplymg with ANsi SP..,.J 1iiWiam&z 4,ck disnfJ 3Tbezc tension values v applicable only . iectiá c*1on 'The smasmum conerete thIckness 4sI'z manx depd 9151$ three flW5 th LaCJSO diusittt litheb'er ii greater. thm an illustrated at fo1Jo TABLE L--RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR TENSION LOADS FOR 17W RAMSETIRED HEAD TRUBOLT WEDGE ANCHORS' up ague" MM. A4l. 14:08 7144375322 1 .EBBEP.TCO PAGE 0 pa" lote ER-1372 IDENTIFICATION CODES CaOe_- LUITh OF ANQ0 (WAR") () - A - BIse 11/2<2 3551 B White 2<2'/z 51<63 C Red 21/2<3 .. 6.3<76 D Cease 3<31/2 76<89 E Yellow 89<102 P Blue 102<114 C Plas$e 41125 114<127 H Blown 5<51/i 127<140 ormp 5l/<6 140<152 I N/A 6<61l2 152< 165 K N/A 61(2<7 165<175 L N/A 7 < 7112 178<191 M N/A 71f <5 191<203 LINS?N 04 ANCHN Na <'2 203<216 0 "124 9 216<229 9<9'i 229<241 Q 91/2 c10 241<234 R 10<11 254<267 S 11<12 267<305 1 12<13 305<330 U 13<1' 330<366 V 14<15 366<311 W 15<16 381<406 X 16<17 406<432 Y 17<18 432<457 Z 18<19 437<483 TABLE ILlYW RAMSETIREO HEAD MULTI-SET II ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pound.)1 S0T O U 1.101fT0 ct L*IR FLVIT 04 STS. DECK WITh LE11*8Iff CON LL win opmv Now-_ - - 963 482 1.103 835 I 417 1.105 2 - 1.020 510 1.410 - No 400 1.235 Sj Jr11 - 2112 11570 783 2,610 1.490 1 75 - 1.460 3/4 I 2.750 1.373 1 3.945 2.045 1.022 - 2.280 PotS!: I inch n2i.4Mon. 1Ibf=4.45N. I psi =6.89kPi. The tabulated sheaz andtaasiie values ate (otlltcitoes Insedled In strectw1IightwcigM COnCtetC having the designatoduhimate compressive strength at die Blue of instiI ladost. Values have been tibajasad For both ASTM A 307 and A 449 bpllj E41led with lbS-device. J4 _}5..o 1994_I 2TIm holes are drilled with bits complying with ANSI Specsftr.ssseb,t)1 0. mtrwt 4ametatqu4u th 3Thcse tension v.lucs we applicable only wthaecbe.! see d.9I9oits setfoi4 '4Ion 41maldlaticis doWh am in Figure 3.SpacIng*ndvdgedanon&srqtlble S 4h 2 s 10 TABLE RAMSCTIRCD HEADTRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pOWld.)1.L4 LOweR FWT2 04 STM Ø04 WITW UW1wOiqT U6IflWa C0N!?E c0NcTt -. 1DU34OON 1..$XOl logo" 1,110140" Now" - MOM. (IL-0 __ _______ __ SS(IL-0 3/5 25 1/2 530 265 930 475 237 790 3 735 367 1.060 710 355 1.000 - 55 2I4 900 450 1.760 850 425 1.345 3 1.150 S 9 1 1.635 .1,120 560 1.655 4 WAS N/A 1.730 1.200 600 1,610 5/8 90 3 -1.500 750 2.310 1.180 590 1.375 3 1.490 745 2.320 1.645 822 2.255 3/4 175 3'/4 1.790 - 895 3.150 -1.460 730 - 2,220 51/4 2.225 1.112 3.980 1.760 880 -N/A5 For 51: I inch =25.4nun. I Psi -6.&9Va. I lbf4.4SN. I_B_21T2 _15-19941 1•fl tabulated shear and tensile values ate For aitchot, üuaallcd in wuccura lightweight concrete having the designated compressive suenglh at the time of installation. 2Thc boles ate drilled with bits complying with ANSI Speeiflctioo !9.L1_- __. The bit diameter equals the &nhor diameter. 3The*t tension values are applicable only when the anchori ate installed with special Inspection as set forth in Sccion .. 2.5 4lnstsllation detaib arc in Figure 3. Spacing sod edge distances air in Tables at modified by Footnote 2. 5141oi applicable. and5] Se-Ds1Ils S (boll size) 0S1$1 size) Tn.o1I Wedge Anchors WSCarbori Steel (anchor size, length) M,sIU.5( II RM-Carbon Stisi (best Size) FIGURE l-IDCNT'WICATION SYMBOLS FOR THE VAJUQUS ANCHORS 14D -.I-i44jfi. JbJ'I tU ER-1372 COPY A 4.10 The anchors are not subjected to vibratory Loads, such as those encountered by supports for reciprocating engines, crane loads and moving loads due to vehicles. COPY B 'Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. •'.- •!s•. '' . (/ : ../..... • : ;•_ "I- 1 -29-1999 10: 424M FROM P. I TRIET M. NGO Structural Engineers 378 Bayside Dr South Long Beach, CA 90803 Tel. (562) 438-6861 Fax. (562) 438-7891 Fax To: Mark Hosford From: Triet M. Ngo, SE Fax: Pages: 23 Phone: Date: 01/29/99 Re: Melles- Griot CC: -. 0 Urgent 0 For Review 0 Please Comment 0 Please Reply 0 Please Recycle Hi Mark:. Following please find the calculation for the Melles- Griot project. Please make 2 copies for the city submittal. Please call me if you have any question. Sincerely, 1 —29-1999 10: 43AM FROM P.2 Triet M. Ngo Structural Engineers 378 Bayside Dr South Long Beach, CA 90803 Telephonie:(562)438 —6861 Cisent: f'i I7' !-t X Project: 1. E.L-L3 '5 (( . O Date: l/ L/ C)1 Page: JTucri/j J ()7b/7o,Ers Of .o '? t1EAJ Lg AT ?)SI A Lr 1'/.c4 J Pt o&€. 4 • J•of L Icj"i 4 /oO /55f I N. ) GLB 5 1/818". 1 -29-1999 10 : 43A.1 FRO.1 P. 3 IF'\ - N. ) SIMPSON "GLT3" BEAM 6H9 1/411 _ CUT & REMOVE PORTiON OF ( E. ) GLB 1/8x 165 (N. ) SIMON "HU3.25/12' BEAM HANCR , TYP. ( U.N.O. /ä\> N. ) 0L631/8x16.5 r 3 / N. )TS5x5x1/4 COL. H Typ 6 . r CONC. FN SEE ~S-2lr r7 ~8 LL IL I I c il LL r--j Structural Engineers Client 378 Bayside Dr South Project.- Long Beach, CA 90803 Telephone:(562)438-6861 Date: Hi 1-29-1999 10:44AM FROM P. 4 Triet M. Ngo 1-29-1999 10: 44AM FROM P. B Triet M. Ngo Structural Engineers Client 378 Bayside Dr South Project: Long Beach, CA 90803 lelephonie:(562)438-6861 Date: Page: • • •• X. • $,7. . • • 772. • • • / S S • U )< I °Z,O&4 117. S S k((/ (-//Z(/4 19 •) •.)° S • • X • . S • V . S- - S SI 1 -29-1999 1 0 4BAM FROM P. 6 Triet M. Ngo Structural Engineers 378 Bayside Dr South Long Beach, CA 90803 Telephone; (562)438 -6861 Client: Project: Date: Page:5 . 4.,c.,f = . • • e. X. z • • N M 1-29-1999 19: 45Ar.j FROM P. 7 Triet M. Ngo Structural Engineers Client: 378 Bayside Dr South Project: Long Beach, CA 90803 Telephone: (S62)438- 6861 Date; Page: \ 01 c. I 1 s3c, . 1 -29-1999 10: 4BAM FROM P.S Triet M. Ngo Structural Engineers Client: 378 Bayside Dr South Project: Long Beach, CA 90803 Telephone: (562)438-6861 Date: Page: 7 / 5 II ,Pf • : (ic .~ • • • • fZ3. . •: :. 5., Ar/i ) 'tr 2J X? 74 3,) E - ••• ,-< ('c P" • S •• (i*) : •P( R •• K,/' So U J 3 1 -29-1999 1121: 4bAM FROt.l P. Triet M. Ngo Structural Engineers 378 Bayside Dr South Long Beach, CA 90803 Telephone: (562)438- 6861 Client: Project: Date: Page: (YLL Art) ±. H R. 1.. .4- • 3 ' 147e 'c/: (( . 4i: . . k_ rDU 7 P 0 —? . c? IC LO& . O' ( ( .. L. . 7, '2 / ( - /Q(1 '-O-1Uk A- C:°' A' 5 497o1& /7 F-t' .N17(/rt7 o- •K A fe (N (? Arf (.1 ft fk t f / N 1 -29-1999 10: 47AM FROt1 P. 1 Triet M. Ngo Structural Engineers Client: 378 Bayside Dr South Project: Long Beach, CA 90803 Telephon:(562)438-6861 Date: Page: / & (14 -LH '1L A LL 0.(-,,A b L I • • •.( (.5 _.!.2+/] : / • / • I . JTL •• l( . • X.a V 1-29-1999 10:47AM FROM P. 11 = = = = = = = = = = = = = = = = (LO NODAL NODE NODAL COORDINATES SUPPORT CONDITIONS NO X Y CODE PX STIFF PY STIFF lvi STIFF Units Ft Ft K /In K /In K -In /Deg 1 0.000 0.000 2 9.500 0.000 H 3 56.500 0.000 4 60.500 0.000 5 65.500 0.000 H 6 75.000 0.000 ELEMENT INFORMATION ELJEM NE PE ELEM BETA PROP ELEM NE PE NO NODE NODE LENGTH ANGLE TYPE TYPE HINGE HINGE Units Pt Deg 1 1 2 9.500 0.00 1 BEAM 2 2 3 47.000 0.00 1 BEAM 3 3 4 4.000 0.00 1 BEAM 4. 4 5 5.000 0.00 1 BEAN 5 5 6 9.500 0.00 1 BEAN PROPERTY INFORMATION PROP SECTION NO NAME MODULUS AREA . I DIST Units K /In 2 In2 In4 Ft 1 6.75 x 31.5 1.8e+003 213 1.76e+004 ELEMENT LOAD INFORMATION REC LOAD LOAD LOAD DIST NO CASE TYPE SYS SPEC DIST PX PY M Units : Ft K /Ft K /Ft Ft-K /Ft Description dl Element List 1-5 1 1 UNIF GLO FRAC B 0.00 0.00 -0.78 0.00 7.1 1.00 0.00 . -078 0.00 1-29-1999 10:48AM FROM P. 12 NODAL LOAD INFORMATION REC LOAD LOAD PX PY M NO CASE TYPE DX 10 BETA Units K 1K Fr--K Ft Ft Dec Description : D+L Node List : 1,6 1 1 FORCE 0.00 -18.2:3 0.00 ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MoM/DEFL DIST Units : K K K -Ft K -Ft /in Ft LOAD COMBINATIONS: COMB 1 : 1.00 X CASE 1 1 1 1 0.0000 -18.2300 -0.0000 2 0.0000 -25.6780 -208.5630 0.0615 5.54 2 1 2 0.0000 21.9520 -208.5630 98.7650 28.00 3 0.0000 -14.8960 -42.7470 -0.8560 26.91 3 1 3 0,0000 . -14.8960 -42.7470 4 0.0000 -18.0320 -108.6030 0.0082 2.15 4 1 4 0.0000 -18.0320 -108.6030 5 0.0000 -21.9520 -208.5630 0.0268 2.63 5 1 5 0.0000 25.6780 -208.5630 6 0.0000 18.2300 -0.0000 0.0615 3.96 R B A C T I C) N S NODE LOAD NO COMB PX PY MOMENT Units : K K K -Ft LOAD COMBINATIONS: COMB 1 : 1.00 X CASE 1291999 1EI:48At.1 FROM P. 12 = = = = = = = = = = = = = = =R E A C T = = == =;= = NODE LOAD NO COMB PX PY MOMENT ---------------- 2 1 0.0000 47.6300 0.00.00 5 1 0.0000 47.6300 -0.0000 1-29-1999 10:49AM FROM P. 14 NODAL INFORMATION NODE NODAL COORDINATES SUPPORT CONDITIN NO X V CODE PX STIFF PY STIFF M STIFF Units : Ft Ft K /In K /In K -In /Deg 1 0.000 0.000 2 9.500 0 ,000 H 3 56.500 0.000 H 4 60.500 0.000 5 65.500 0.000 H 6 75.000 0.000 --------------- E L S M E N T I N F 0 R M A TION - ELEM NE PE ELEM BETA PROP ELEM NE PE NO NODE NODE LENGTH ANGLE TYPE TYPE HINGE HINGE Units Ft Deg 1 1 2 9.500 0.00 1 BEAM 2 2 3 47.000 0.00 1 BEAM 3 3 4 4.000 0.00 1 BEAN 4 4 5 5.000 0.00 1 BEAN 5 5 6 9.500 0.00 1 BEAM PROPERTY INFORMATION . PROP SECTION NO NAME MODULUS AREA I DIST Units : K /In 2 In2 In4 Ft 1 6.75 x 31.5 1.8e+003 213 1.76e+004 ELEMENT LOAD INFORMATION REC LOAD LOAD LOAD DIST NO CASE TYPE SYS SPEC DIST PX PY M Units : Ft K /Ft K /Ft Ft-K /Ft Description : dl Element List : 1-5 1 1 UNIF GLO FRAC E 0.00 0.00 -0.78 0.00 E 1.00 0.00 -0.79 0.00 ...m... ..,. 1-29-1999 1121:49AM FROM P. 15 L: NODAL LOAD INFORMATION REC LOAD LOAD PX PY M NO CASE TYPE DX DY BETA Units 1K K Pt-K Ft Ft Deg Description : D+L Node List 1,6 1 1 FORCE 0.00 -18.23 0.00 Description equipment Node List : 4 2 3. FORCE 0.00 -5.00 0.00 ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST Units : K K K -Ft K -Ft /In Pt LOAD COMBINATIONS: COMB 3. 1.00 X CASE 1 - 1 1 1 0.0000 -18.2300 0.0000 2 0.0000 -25.6780 -208.5630 0.0615 5.54 2 3. 2 0.0000 21.1578 -208.5630 76.9302 26.99 3 0.0000 -15.6902 -80.0734 -0.5673 26.84 3 1 3 0.0000 -7.9708 -80.073 4 0.0000 -11.1068 -118.2288 0.0107 2.06 4 1 4 0.0000 . -16.1068 -118.2288 5 0.0000 -20.0268 -208.5630 0.0276 2.62 5 1 5 0.0000 25.670 -208.5630 6 0.0000 18.2300 0.0000 0.0615 R E A .0 T I 0 N S NODE LOAD NO COMB PX PY MOMENT Units : K K K -Ft 1291999 10:BIJAt.1 FROM P. 18 =1. == == =; NODE LOAD NO COMB PX PY MOMENT LOAD COMBINATIONS: COME 1 : 1.00 X CASE 1 . 2 1 0.000() 46.835 -0.0000 3 1 0.0000 7.7193 0.0000 1 0.0000 45.7048 0.0000 129-1999 10:52iAM FROtl P. 17 t-= A = = e NODAL INFOR MAT I' NODE NODAL COORDINATES SUPPORT CONDITIONS NO X Y CODE PX STIFF PY STIFF frI STIFF Units Ft Ft K /In K /In K -In /Deg 1 0.000 0.000 2 9.500 0.000 H 3 56.500 0.000 H 4 60.500 0.000 5 65.500 0.000 H 6 75.000 0.000 ELEMENT INFORMATION ELEM WE PE ELEM BETA PROP ELEM NE PE NO NODE NODE LENGTH ANGLE TYPE TYPE HINGE HINGE Units Ft Deg 1 1 2 9.500 0.00 1 BEAM 2 2 3 47.000 0.00 1 BEAM 3 3 4 4.000 0.00 1 BEAM 4 4 5 5.000 0.00 1 BEAM 5 5 6 . 9.500 0.00 1 BEAM PROPERTY INFORMATION PROP SECTION NO NAME MODULUS AREA I DIST Units K /In 2 In2 In4 Ft 1 675 x 31.5 1.8e+003 213 1.76e+004 ELEMENT LOAD INFORMATION - REC LOAD LOAD LOAD DIST NO CASE TYPE SYS SPEC DIST PX ,PY M Units : Ft K /Ft K /Ft FtK /Ft Description : dl Element List 1-5 1 1 tJNIF GLO FRAC B 0.00 0.00 -0.78 0.00 1.00 0.00 -0.78 0.00 1-29-1999 10:B1AM FROM P. 18 NODAL LOAD INFORMATION REC LOAD LOAD PX PY M NO CASE TYPE DX DY BETA Units : K K Ft-K Ft Ft Deg Description : D+L Node List : 1,6 1 1 FORCE 0.00 -10.42 0.00 Doscription : equipment Node List :4 2 1 FORCE 0.00 -5.00 0.00 ELEMENT REPORTS ELEM LOAD NODE SIGN CONVENTION •: BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFI. DT-13T Units : K K K -Ft K -Ft /In Ft LOAD COMBINATIONS: COME 1 : 1 .00 X CASE 3. 1 1 1 0.0000 -10.4160 -0.0000 2 0.0000 -17.8640 -134.3300 0.0381 5.58 2 1 2 0.0000 18.7887 -134.3300 90.8069 23.97 3 0.0000 -18.0593 -117.1899 -0.8242 23.87 3 1 3 0.0000 4.4013 -117.1899 4 0.0000 1.2653 -105.8566 0.0120 1.98 4 1 4 0.0000 -3.7347 -105.8566 5 0.0000 -7.6547 -134.3300 0.0202 2.55 5 1 5 0.0000 17.8640 -134.3300 6 0.0000 10.4160 0.0000 0.038,1 .3.92 RE A CT IONS NODE LOAD NO COMB PX PY MOMENT Units: K K K-Ft 1-29-1999 1:B1AM FROM P. 19 =; = = = = = =; = =; NODE LOAD NO COMB PX PY MOMENT ---------------- LOAD COMBINATIONS: . COMB 1 : 1.00 X CASE 1 . • 2 1 0.0000 36.6527 0.0000 3 1 0.0000 22.4606 -0.0000 5 1 0.0000 25.5187 0.0000 . 1-29-1999 10: B2A.1 FROM P.20 Triet M. Ngo Structural Engineers Client: 378 Bayside Dr South Project; Long Beach, CA 90803 Telephone: (562)438 - 6861 Date: Page: 27 H M15( IL v L •iA-O'L. ' -7 • ••4 Qkç5 '//C(L 4L. i • .k • 3,23 •X (' ,) S -',/L J4 1-29-1999 1 El B2AM FROM P.21 Triet M. Ngo Structural Engineers Client: 378 Bayside Dr South Project: Long Beach, CA 90803 Telephone: (562)438 -6861 Date: - Page: . /-.. (4 (((1 - Al - (O''1l\A(\J( OIJ b') t I /A- f) t) $j 'ki r,>'ili Co . . A ) . o . x 44 n- 1-29-1999 10: B3AM FROM P 22 Triet M. Ngo Structural Engineers . 378 Bayside Dr South Long Beach, CA 90803 Telephone: (562)438 —6861 21: Client: Project: Date: .?AL .(? .. I60 :L.. I .x )3'x Low S S 4 1- U Hazardous Material Classification (Addendum to Table 3) Flammables: Material Chemical State Max. on hand Max Container Propane LPG 20 gallons 5 gallons Hydrogen CG Acetone Liquid 50 Gallons 2 Gallon N-Butyl Acetate Liquid 96 oz. 8 oz. Ethyl Alcohol Liquid 4 gallons 1 Gallon Butyl Alcohol Liquid 96 oz. 8 oz. Isopropyl Alcohol Liquid 155 gallons 55 gallons PVC Cement Liquid 16 oz. 4 oz. MEK Liquid 4 Gallons 1 Gallon Silicone RTV 103 Liquid 96 oz. 8 oz. 1200 Prime Coat Liquid 96 oz. 8 oz. Combustibles: Tap Magic Liquid 1 Pint 4 Pints Thread Cut Oil Liquid 1 Gallon 2 Gallons Epoxy Resins Liquid 2 Gallons 4 oz. Superbond 416 Liquid 3 oz. 0.25 oz. Vac Seal Liquid 3 oz. 0.13 oz. Ther-O-Link 1000 Paste 1 Gallon 4 oz. GLPT Varnish Liquid 5 oz. 0.25 oz. 197 Solder Flux Liquid 1 gallon 2 oz. ( 9vmO3 5;~Pra? I I ••' SC14IRTt#7ER ENGINEERING CORPORATION 11770 BERNARDO PLAZA COURT SUITE 116 A SAN DIEGO, CA 92128 A PHONE (619).673-.5845 A FAX (619) 673-5849 I I FIRE PROTECTION/LIFE SAFETY REPORT FOR - . - - - MELLES GRIOT MANUFACTURING FACILITY 2051 PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA I.:.:.. ': •• T ,. I I I Prepared For: Mr. Jesse Smith MELLES GRIOT I 2151 Rutherford Road Carlsbad, California 92008 . I SEC Project No 2098038-000 January 21, 1999 Revised April 6, 1999 This report is the property of Schirmer Engineering Corporation. Copies retained by the client shall be utilized only for his use and occupancy of the project, not for the purpose of construction of any other projects. I I I Fire Protection Engineering A Code Consulting A Loss Control A Security System Design 1 I MELLES GRIOT April 6, 1999 I Carlsbad, California SEC Project No. 2098038-000 I TABLE OF CONTENTS INTRODUCTION.............................................................................................................................................. 1 APPLICABLECODES .....................................................................................................................................1 I BUILDING DESCRIPTION .............................................................................................................................. 2 OCCUPANCY................................... ................................................................................................................. 2 GENERAL REQUIREMENTS ........................................................................................................................4. CONSTRUCTION AND FIRE-RESISTANCE RATINGS.................................................................4 OCCUPANCY SEPARATION WALLS .......................................................................................5 FIREFLOW REQUIREMENTS .................................................................................................5 FIRE SUPPRESSION SYSTEM REQUIREMENTS.......................................................................6 FIRE DETECTION/ALARM REQUIREMENTS ............................................................................7 VENTILATION AND EXHAUST ..................................................................................................7 COMPRESSED GASES AND CRYOGENIC FLUIDS .................................................................... INDUSTRIAL OvENS ..........................................................................................................12 9 HAZARDOUS MATERIAL STORAGE AND USE REQUIREMENTS ..................................................... 13 CONCLUSION .16 INDEX OF TABLES TABLE 1. CONSTRUCTION REQUIREMENTS .............................................................................5 TABLE 2. FIRE SUPPRESSION REQUIREMENTS .......................................................................... 6 TABLE 3. HAZARDOUS MATERIAL SUMMA RY ............................................ ............................... 15 APPENDIX - HAZARDOUS MATERIALS INVENTORY I 1 I I MELLES GRIOT 1 April 6, 1999 Carlsbad, California SEC 2098038-000 I INTRODUCTION MELLES GRIOT isproposing to relocate their existing laser manufacturing operations from their facility at 2251 Rutherford Road to an existing building at 2051 Palomar Airport Road in the City of Carlsbad, California. MELLES GRIOT will be occupying approximately 70,000 square feet of this 240,000 square foot building. The remaining area of the building will be occupied by other tenants, primarily as offices. . MELLES GRIOT has retained Schirmer Engineering Corporation (SEC) to prepare a technical I . report to evaluate the fire and life safety code requirements for the new facility. Specifically, the report will address the requirements for the storage and handling of hazardous materials, the requirement for high-piled storage, and the requirements applicable to the proposed processes. APPLICABLE CODES . I .The following codes and standards were used in preparing this report: California Building Code (CBC) - 1995 Edition I . California Fire Code (CFC) - 1995 Edition California Mechanical Code (CMC) - 1995 Edition I . National Fire Protection Association (NFPA 13), Standard For The Installation of Sprinkler Systems, 1996 Edition . I . . National Fire Protection Association (NFPA 45), Fire Protection for Laboratories Using Chemicals, 1996 Edition I . National Fire Protection Association (NFPA 86), Ovens and Furnaces, 1995 Edition . National Fire Protection Association (NFPA 231 C), Standard for Rack Storage of Materials, 1995 Edition . . I . National Fire Protection Association (NFPA 231), Standard For. General Storage, 1995 Edition . . I . National Fire Protection Association (NFPA 325), Fire Hàzárd Properties of Flammable Liquids, Gases and Volatile Solids, 1994 Edition. - I . Carlsbad City Fire Code (CCFC) - 1994 Edition I U MELLES GRIOT 2 April 6, 1999 U Carlsbad, California SEC 2098038-000 U BUILDING DESCRIPTION The remodeled facility will have office (Group B), assembly (Group A, Division 3), manufacturing I (Group F, Division 1) and storage (Group S, Division 1) occupancies. MELLES GRIOT will occupy approximately 64,890 square feet of this approximately 116,984 square foot building. An area utilization of the MELLES GRIOT tenant space is as follows: I • First Floor Assembly (Group A, Division 3) -2,613 square feet First Floor Offices (Group B) - 19,383 square feet U . Second Floor Offices (Group B) - 6,712 square feet First Floor Production (Group F, Division 1) - 26,237 square feet U . First Floor Storage (Group S, Division 1) - 8,783 square feet . Second Floor Storage (Group S, Division 1) - 3,450 square feet I OCCUPANCY Melles Griot will occupy the building for the manufacture of Helium-Cadmium, Helium-Neon, and Crypton-Argon lasers. Glass tubes will be delivered to the facility and stored on racks until U needed. The tubes will be delivered pre-cut or will be cut with wet saws. Cut tubes will be "fire polished" at work benches utilizing hydrogen and oxygen gas. A flame will be used to melt and smooth the cut surfaces. U The cathodes and anodes will be constructed of Kovar, a nickel/iron alloy. Cathode and anode raw material.will be delivered, put in a tumbler and sand blasted. The tumbler will spin a sealed U container of ceramic chips and water with detergent to clean and prepare the components for brazing; After spinning, the detergent is rinsed from the components and ceramic chips. An U efflent pump will transport the efflent to a 1500 gallon storage tank. The cleaned cathodes and anodes will be stored until needed in polypropylene bins on the floor. After the parts are cleaned, they will be put on trays and pass through a hydrOgen brazing furnace via a mechanical conveyor. The furnace heats and brazes the components electrically U in a hydrogen atmosphere at 2100° F. Nitrogen curtains prevent the hydrogen from escaping I .. MELLES GRIOT 3 April 6, 1999 Carlsbad, California S SEC 2098038-000 and a natural gas fired pilot light is used to ignite any hydrogen gas that might escape. The anode will then be placed into the hydrogen braze furnace where a copper ring is connected. A glass working lathe utilizing hydrogen and oxygen will connect the glass tube to the anode. An electric annealing kiln is used to release the stress in the glass at a maximum temperature of 932° F for 1 1/2 hours. The glass tube and anode will be cleaned with nitric acid, muriatic (hydrochloric) acid, and hydrofluoric acid and rinsed with deionized water in the glass rinsing area. Components are also rinsed in covered, tanks containing isopropyl alcohol. The rinsed components will then be cleaned with' LiquidNox. The Used LiquidNox will be drained, to the city sewer. The mirror component will be attached to the tube and -delivered through a heated pass-through into a conditioned storage room at 212° F. This process prevents moisture from entering the 1 H tube.. . . . . .. A positive displacement pump will be utilized to evacuate the air from tubes. The tubes will be heated with an electric heat traced manifold to assist this process. The tubes will be sealed using a metal compression tool or glass sealed with an oxygen and natural gas minitorch. Tubes will be tested for leakage. This is performed by applying a drop of acetone where a leak is detected. Acetone and alcohol will be applied with cotton swabs to clean the laser optics. Swabs will be disposed in approved waste receptacles. . I Assembled' laser units will be assembled into metal cases. RN sealant/adhesive, or "hot melt" will be injected pneumatically into the aluminum metal cases to mount the glass tubes. ,The "hot melt" is heated in a glue machine to 350° F. The glass tubes will be cleaned using self I contained sand blasting units using a sand grit for the, blasting agent. The units will be provided with self contained dust collection systems. The machine shop will have a resistance spot welder; a hand saw, and a belt sander., A I . localized dust collector will be provided at the belt sander. S I j MELLES GRIOT 4 April 6, 1999 Carlsbad, California SEC 2098038-000 I I The shipping and receiving area on the ground floor will contain single and double row rack storage of in-process glass and metal parts and circuit boards in cardboard boxes (Class II I commodity) to a maximum height of 12 feet. 6-inch wide transverse flue spaces will be maintained between rack uprights. Solid shelves will not be provided in the racks. Adjacent to the shipping and receiving area will be a 3,500 square foot mezzanine with storage below and on top of the mezzanine. The storage area below the mezzanine will consist of metal shelf storage of glass and metal parts in cardboard and metal bins. The class of commodity is considered to be Class II. The shelves will be 18 inches deep and a maximum of 9 feet high. The storage on top of the mezzanine will consist of metal shelf storage of polyurethane foam, pieces used for packaging the lasers, and miscellaneous parts such as cables and circuit boards. The class of commodity is considered to be expanded Group A plastics. The shelves will be 18 inches deep and the maximum storage height will not exceed 6 feet. The storage arrangement will be maintained such that ordinary combustibles will be stored no higher than 12 feet and high-hazard commodities. such as plastics will be stored no higher than 6 feet, therefore the requirements for high-piled combustible storage are not applicable. I . Scrapped glass tubes with Helium-Cadmium cathodes and anodes will be ground and stored in a sealed 55-gallon drum. The drum will be located outside the building in a fenced in area approximately 20 feet from the building. GENERAL REQUIREMENTS I Construction and Fire-Resistance Ratings I... . The facility will comply with the CBC requirements for Type V non-rated construction. The required exterior wall and opening protection for Group A, Division 3; Group B, Group F, Division 1; and Group S, Division 1 occupancies is compliant as summarized in Table 1: I . I MELLES GRIOT 5 April 6, 1999 Carlsbad, California SEC 2098038-000 Tnhla I ntr,irfinn Priiiirmpnts CONSTRUCTION FIRE RESISTANCE RATING REQUIREMENT Exterior Bearing Wall Four-hour less than 5 feet, Two-hour elsewhere Exterior Non-bearing Wall Same as bearing Opening Protection Openings not permitted less than 5 feet, Protected less than 20 feet Occupancy Separation Walls A one hour separation wall will be provided to separate the tenant spaces into separate control areas. Fire Flow Requirements The required fire flow (water required for fighting fire) in accordance with Appendix Ill-A of the UFC is 4,000 gallons per minute of a residual pressure of 20 psi. This flow includes a 50 percent reduction allowance for automatic sprinkler protection. A waterfiow test was conducted on January 28, 1999 at approximately 2:00PM. Water was flowed from the hydrant directly in front of the building on Palomar Airport Road and pressures were measured on the hydrant located approximately 300 feet to the west. A static pressure of 116-118 psi was measured and a residual pressure of 115 to 118 psi was measured at a flow rate of 2,182 gpm. A static pressure of 110 psi was measured at the flow hydrant following the flow test. It was determined from the Carlsbad Municipal Water District that the site is located downstream from a pressure reducing valve station located at the intersection of Palomar Airport Road and El Camino Real. At this station, there is a series of four pressure reducing valves with a combined maximum continuous flow capacity of 18,900 gpm and a maximum intermittent flow capacity of 23,590 gpm. The pressure reducing valves operate in a semi-open position depending on the water demand to maintain the water pressure at a predetermined set pressure. When the water demand increases, the pressure reducing valves respond by opening further to maintain the set pressure. Given the large capacity of the pressure reducing valves and the relatively large size of the water main in Palomar Airport Road (reported to be 16 inch MELLES GRIOT * 6 April 6, 1999 Carlsbad, California SEC 2098038-000 by the water department), it would take a significant amount of water flow to have a declining water supply curve. Due to the relatively flat water supply, it is not possible to get an accurate estimate of the available supply at a residual pressure of 20 psi. Therefore, for the purpose of water supply for the automatic sprinkler system, the water supply curve is considered to be a flat line between zero flow and the fire flow requirement of 4,000 gpm calculated from Appendix Ill-A of the UFC. Fire Suppression System Requirements The fire suppression requirements, based on occupancy is summarized in Table 2, Fire Suppression Requirements. Table 2. Fire SuoDression Reauireménts - OCCUPANCY REQUIRED SPRINKLER DESIGN REFERENCE Office Areas 0.10 gpm/square foot over the NFPA 13, Figure 5-2.3, most remote 1,500 square feet Section 1-4.7.1 including 100 gpm for hose streams. Production Areas 0.15 gpm/square foot over the NFPA 13, Figure 5-2.3, most remote 1,500 square feet Section 1-4.7.2.1 including 250 gpm for hose streams. Shipping and Receiving Area 0.19 gpm/square foot over the NFPA 13, Section 5-2.3.2.2 (12 foot high rack storage of most remote 2,000 square feet Class II commodities) including 500 gpm for hose streams. Lower Mezzanine Storage 0.15 gpm/square foot over the NFPA 231, Section 6-2.2.1 Area (9 foot high shelf most remote 1,500 square feet storage of Class II including 250 gpm for hose commodities) streams. Upper Mezzanine Storage 0.45 gpm/square foot over the NFPA 231C, Figure 8-2, Area (6 foot high rack most remote 2,000 square foot Part A storage of expanded plastic including 500 gpm for hose commodities) streams. The existing building is provided with three automatic sprinkler systems. The hydraulic design information placard on the sprinkler system which protects the areas occupied by offices indicates that the system is designed to provide a density of 0.10 gpm/square foot over 1,500 I MELLES GRIOT 7 April 6, 1999 Carlsbad, California SEC 2098038-000 I square feet. The hydraulic design information indicates that a hose stream allowance of 100 I gpm was included in the design. This design is adequate for the intended occupancy. I The hydraulic design information placard on the sprinkler system protecting the production areas indicates that the sprinkler system is hydraulically designed to provide a density of 0.16 l gpm/square foot over 1,500 square feet. The hydraulic design information indicates that a hose stream allowance of 250 gpm was included in the design. This design is adequate for-the - intended occupancy. The hydraulic design information on the placard for the sprinkler system protecting the storage I areas indicates that the system. was designed to provide a density of 0.56 gpm/square foot over 2,000 square feet including a 500 gpm allowance for hose streams. As shown in Table 2, this design is more than adequate for the intended occupancy. However, the sprinkler system appears to have been upgraded by the previous occupant due to the presence of large drop I sprinklers. Since the information on the hydraulic design placard does not reflect existing conditions, the sprinkler system will be analyzed to verify conformanóe with NFPA installation I requirements and adequacy of the design. In addition, sprinkler protection will be provided for the first floor mezzanine area in accordance with Table 2. Fire Detection/Alarm Requirements Monitoring is required for all valves controlling the water supply for automatic sprinkler systems and water flow switches in accordance with CFC Section 904.3.1. Ventilation and Exhaust Acetone and isopropyl alcohol, which are both Class I-B flammable liquids will be used for cleaning the lasers as part of the manufacturing process. The solvents will be dispensed from 150 ml (5 oz) capacity plunge-type spill proof containers and 500 ml (17 oz) capacity squeeze- type spill proof containers. There will be approximately 50 of the 150 ml size and approximately 12 of the 500 ml size containers used throughout the main production areas, in the process room, the optics room and the glass shop. The solvents will be dispensed one or two drops at a I I MELLES GRIOT 8 April 6, 1999 Carlsbad, California . SEC 2098038-000 1 time onto cotton swabs which are applied to the lasers and then discarded into safety U containers. The spill-proof containers will be filled from 1 gallon capacity containers at ventilated workbenches. One workbench will be located in the glass rinsing room and another workbench will be located in the main production area. I .The two dispensing areas will be provided'with ventilation exhaust hoods at the work bench level. NFPA 45 provides design guidelines for exhausting air from work areas in which U flammable gases or vapors are released. The applicable design requirements from NFPA 45 will be provided as follows: I The hood face velocity of the exhaust air will be maintained at 80 to 120 feet per minute to contain fumes, generated at the workbench. 0 0 I '• Ducts from the exhaust system will be constructed entirely of noncombustible materials. Where flammable vapors pass through the fan, the rotating elements will be of nonferrous or I . spark-resistant construction. Motors and their controls will be located outside the location where flammable vapors are I . generated. S The CBC requires dilution ventilation to minimize accumulation of vapors where flammable liquids 'are used. This requirement is inappropriate for the MELLES GRIOT manufacturing process for the following reasons: Only drops of flammable liquid are dispensed. All containers are very small capacity (5-17 ounce). > All containers are spill-proof.. Therefore it is inconceivable that an accumulation of solvent vapor could occur such that explosive concentrations would exist. I MELLES GRIOT 9 . April 6, 1999 . Carlsbad, California . SEC 2098038-000 I Compressed Gases and Cryogenic Fluids U The manufacturer of lasers involves. 'the use of various flammable and non-flammable gases I .stored in compressed form in cylinders. Other gas such as Krypton; Argon, Neon, and Helium mixtures of Argon and Hydrogen will be used in the process area. Nitrogen and Oxygen gas in cryogenic form will be located outside of the building approximately . 5 feet from the southeast corner. The liquid nitrogen will be stored in one 3,000 gallon capacity tank and the liquid oxygen will be stored in two 160 liter (42.3 gallon) capacity containers. 'Hydrogen gasin, compressed form will be located outside approximately 100 feet away from the southwest side of the building, and approximately 25 feet.from the nearest property line. The hydrogen gas will be contained within multiple cylinders with an aggregate capacity of 40,000 cubic feet of gas. . , . .. . Compressed gases are regulated by Article 74 and cryogenic fluids are regulated by Article 75 I of the CFC. The following applicable requirements for the storage and use of compressed gases and. cryogenic fluids will be provided: . Containers, cylinders and tanks will be designed and constructed in accordance, with I .nationally recognized standards. Containers, cylinders, tanks and other means used for containment of hazardous materials shall be of an approved type (CFC Section 8001.4.2). Piping, tubing, valves, fittings and related components used for hazardous materials will be in accordane with the following: . I. 1. Piping, tubing, valves, fittings and related components will be designed and fabricated ' from materials compatible with the material to be contained and shall be of adequate strength and durability to withstand the pressure, structural and seismic stress, and exposure to which they are subject, 2. Piping and tubing will be identified in accordance with nationally recognized standards to indicate the material conveyed, 1 I MELLES GRIOT 10 April 6, 1999 Carlsbad, California SEC 2098038-000 I Emergency shutoff valves will be identified and the location shall be clearly visible and I indicated by means of a sign, and Backflow-prevention or check valves will be provided when the backflow of hazardous I materials could create a hazardous condition or cause the unauthorized discharge of hazardous material (CFC Section 8001.4.3.2). Compressed gas containers, cylinders, tanks and systems will be marked in accordance with nationally recognized standards (CFC Section 7401.5.1). . Stationary compressed gas containers, cylinders and tanks will be marked in accordance with UFC Standard 79-3. Markings will be visible from any direction of approach (CFC Section 7401.5.2). Markings used for piping systems will consist of the content's name and include a direction of flow arrow. Markings shall be provided at each valve; at wall, floor or ceiling penetrations; at each change of direction; and at a minimum of every 20 feet or fraction thereof throughout the piping run (CFC Section 7401.5;3). Compressed gas containers, cylinders and tanks will be secured to prevent falling due to contact, vibration or seismic activity. Rooms or cabinets containing compressed gases will be conspicuously labeled COMPRESSED GAS (CFC Section 8001.7). Containers, systems and equipment used for flammable cryogenic fluids will be either grounded or bonded or both. Electrical grounding and bonding shall be provided by an approved system and shall be in accordance with the Electrical Code. Suitable means shall be taken to protect the system against corrosion, including corrosion caused by stray electric currents (CFC Section 7501.7). 5 The minimum distance between the liquid oxygen containers to, the liquid nitrogen tank will be 5 feet (CFC Table 7503.3-A). S MELLES GRIOT 11 April 6, 1999 Carlsbad, California SEC 2098038-000 The two dewars containing liquid oxygen will be well insulated to maintain the temperature of the liquid. Such insulation will provide protection to the containers from fire exposure in accordance with footnote 2 of CFC Table 7503.3-A. Containers used for the storage and handling of cryogenic fluids will be of approved materials and designed in accordance with nationally recognized standards (CFC Section 7502.1.1). Pressure containers will be protected by a pressure-relief device or devices. If only one pressure-relief device is used, it shall be set to operate at a pressure not to exceed the maximum allowable working pressure. Additional relief devices are allowed to be set to operate at a higher pressure but shall not exceed. 150 percent. of the maximum allowable working pressure (CFC Section 7502.2.1). Relief devices will be located such that they are readily accessible for inspection and repair and shall be protected against tampering. Relief devices shall be designed or located such that moisture cannot collect and freeze in a manner which would interfere with proper operation of the device (CFC Section 7502.2.3). Relief devices and relief device vent piping will be arranged so that escaping gas will discharge unobstructed to the open air and not impinge on personnel, . containers, equipment and structures or enter enclosed spaces (CFC Section 7502.3.2): Containers will be provided with substantial concrete or masonry foundations, or structural steel supports on firm concrete or masonry foundations (CFC Section 7503.1.1). Storage containers, piping, valves, regulating equipment and other accessories will be protected against physical damage and against tampering (CFC Section 7503.1.6). I I U I MELLES GRIOT Carlsbad, California 4 12 April 6, 1999 SEC 2098038-000 The area surrounding a container for cryogenic fluids will be provided with drainage to prevent accidental discharge of fluids from endangering adjacent containers, buildings and equipment or adjoining property (CFC Section 7503.2). Piping and materials such as gaskets and thread compound will be suitable for the intended use through the full range of pressure and temperature. to which they will be subjected, maintaining a safety factor of four to one (CFC Section 7504.1.1). Valves and accessory equipment will be suitable for the intended use at the temperatures of • the application and shall be designed for not less than the maximum pressure and minimum temperature to which they could be subjected, maintaining a safety factor of four to one (CFC Section 7504.2.1). - Shut-off valves will be provided on all container connections. Shut-off valves will be located as close as practical to the containers (CFC Section 7504.2.2). Shut-off valves will be installed in liquid piping as needed to limit the volume of liquid discharged in event of piping or equipment failure. Relief valves will be installed between shut-off valves in pipes (CFC Section 7504.2.4). Inlet and outlet connections other than relief valves, liquid-level gaging devices, and pressure gases on containers, will be labeled or identified by a schematic drawing to designate whether they are connected to vapor or liquid space (CFC Section 7504.2.5). Industrial Ovens Metal components of the lasers will, be brazed in an electrically, heated furnace using a special atmosphere of hydrogen gas. The operating temperature of the furnace will be 2100° F. A nitrogen curtain is provided at each end of the furnace to prevent the infiltration of air into the furnace which could result in the creation of a flammable mixture. A natural gas fired pilot light is used to burn off the hydrogen gas escaping from the furnace to prevent the formation of I I I - I I -I I I I. I I I I 1 I I I . MELLES GRIOT Carlsbad, California 13 April 6, 1999 SEC 2098038-000 explosive concentrations of flammable gases. The following safety features are incorporated in the operation of the furnace: 1. Temperature interlocks to prevent the introduction of hydrogen gas at temperatures below 16000 F, and excess temperature interlocks (CFC Section 6205.4). 2. Nitrogen gas purging at start up and in the event of an electrical power failure and automatic hydrogen shutoff. HAZARDOUS MATERIAL STORAGE AND USE REQUIREMENTS The entire area occupied by MELLES GRIOT will be treated as one control area as defined in the CBC. The quantities of hazardous materials used and stored within the building will be well below the exempt amounts as defined in the CBC and CFC (seeTable 3;' Hazardous Material Summary). An inventory of the hazardous materials to be used and stored within the facility is • included in Appendix A of this report. The recommended general safeguards required for the use and storage of hazardous materials in non-hazardous occupancies will be provided as follows: S •, Design and construction of containers, cylinders and tanks: Containers will be designed and constructed in accordance with nationally recognized standards (CFC Section 8001 .4.1). Suitability of equipment, machinery and processes: Equipment, machinery and processes used for dispensing, use or handling will be approved, listed or designed and constructed in accordance with approved standards for intended use. Such equipment, machinery and processes shall be maintained in an operable condition (CFC Section 8001.4.4). Material Safety Data Sheets (MSDS): MSDS will be readily available on the premises for all hazardous materials regulated by Article 80 (CFC Section 8001.6). Identification Signs:. Visible hazard identification signs as specified in CFC Standard 79-3 will be placed at entrances 'to the locations where . hazardous materials are stored, MELLES GRIOT 14. April 6, 1999 Carlsbad, California SEC 2098038-000 dispensed, used or handled in quantities requiring a permit. Individual containers, cartons or packages will be conspicuously marked or labeled in accordance with nationally recognized standards (CFC Section 8001.7). Separation of Incompatible Materials: Incompatible materials in storage and storage of materials incompatible with materials in use will be separated when the stored materials are in containers having a capacity of more than 5 pounds or 1,4 gallon. Separation will be accomplished by the following: (CFC Section 8001.9.8) . . . Segregating incompatible material storage-by a distance of not less than 20 feet. • • Isolating incompatible material storage by a noncombustible partition extending not less • than 18 inches above and to the sides of the stored material. • Storing liquid and solid material in hazardous materials storage cabinets. Storing compressed gases in gas cabinets or exhausted enclosures. The outside storage area for drum storage of cadmium waste will be secured against unauthorized entry with a öhainlink enclosure (CFC Section 8001-.9.2). • • : - I . MELLES GRIOT 15 April 6, 1999 Carlsbad, California SEC 2098038-000 Table 3. Hazardous Material Summary MATERIAL CLASSIFICATION STORAGE AMOUNTS '. USE OPEN TOTAL STORAGE AND . (EXEMPT AMOUNTS) AMOUNTS .EXEMPT... (EXEMPT AMOUNTS) AMOUNTS) .'. . . . F . . . I-B FLAMMABLE LIQUID 170 gal 30 gal 200 gal (240 gal) (30 gal) (240 gal) CLASS II COMBUSTIBLE 6 gal. 0.05 gal 6.05 gal LIQUIDS (240 gal) (60 gal) (240 gal) CLASS Ill-B COMBUSTIBLE 46 gal 1 gal 47 gal LIQUIDS (Unlimited) (Unlimited) (Unlimited) FLAMMABLE GAS , 1,052 ft" NA 1,160 ft" (GASEOUS) • (1,500 ft') . (1,500ft) FLAMMABLE GAS 20 gal NA. 20 gal (LIQUIFIED) (30 gal) . (30 gal) OXIDIZERS (GAS) 140 ft" . NA 140 It" (1,500 ft). . (1,500 CLASS 2 OXIDIZER (LIQUID) 48 gal 0 . 48 gal (500 gal) (1 00 gal) (500 gal) CLASS 1OXIDIZER 1.25 gal 13 gal .14.25 gal (8,000 gal) (2,000 gal) (8,000 gal) WATER REACTIVE CLASS I . 50 lbs 0 . 50 lbs (Unlimited) (Unlimited) . (Unlimited) CARCINOGENS (SOLID) 1 lb 1.56 lb 2.56 1b (10,000 lbs) (2,000 lb) ((10,000 lbs) CARCINOGENS (LIQUID). 10 gal 0.04 gal . 10.04 gal • (1,000 gal) (200 gal) (1,000 gal) CORROSIVES (SOLID). . 50 lbs 0 lbs 50 lbs (10,000 lbs) (2,000 lbs) (10,000 lbs) CORROSIVES (LIQUID) 250 gal 24 gal 274 gal (1,000 gal) (200 gal) . (10,000 gal) IRRITANTS (SOLID) 25 lbs 0.75 lb 25.75 lbs (10,000 lbs) (2,000 lbs) (10,000 lbs) IRRITANTS (LIQUID) 422.7 gal 100 gal 522.7 gal - (1,000 gal) (200 gal) (1,000 gal) OTHER HEALTH HAZARDS 128 gal 27 gal 155 gal (1,000 gal) (200 gal) al) TOXICS (SOLID) . 1 lb 1.56 lb 2.56 (1,000 Ibs) (250 Ibs) (1,000: Ibs (1,000s) TOXICS (LIQUID)' ' 2.4 gal 0.04 gal gal) 2.4.4 l (100 (25 gal) (100 l) Note: The exempt amounts shown are applicable in a fully sprinklered building. The exempt amounts for Class I-B flammable liquids are for storage inside approved cabinets MELLES GRIOT 16 April 6, 1999 Carlsbad, California SEC 2098038-000 CONCLUSION In conclusion, this facility will meet or exceed the requirements of the CBC, CFC, and CIVIC due to limited amounts of hazardous materials and excellent automatic sprinkler protection. Prepared By: Reviewed by: SCHIRMER ENGINEERING CORPORATION SCHIRMER ENGINEERING CORPORATION Oicsrrct Qcva o, Ocfca Vn William M. Cline, P.E. Garner A. Palenske, P. E. Engineering Manager - APPENDIX HAZARDOUS MATERIALS INVENTORY HAZARDOUS MATERIAL INVENTORY ACIDS/BASES fhyiii op rtiov H ive t UUM Hydrogen Fluoride (1% solution) 7664-39-3 --- COR, OHH 120 gal 8 gal Muriatic Acid Hydrochloric acid (37%) 7647-01-0 --- COR 80 gal 8 gal Nitric Acid (70%) 7697-37-2 0X2 COR 48 gal 8 gal Limestone 1305-78-8 WR1 COR 50 lbs. 0 lb Methanediamine1 80-52-4 C3B --- 1 pt. 0.25 oz GASES Argon 7440-37-1 Non - Non 400 Cu. ft. 1 ft3 Dust-Off Dichlorodifluoromethane 75-71-8 -- OHH 12-8 oz cans 4 oz Krypton-Argon -7439-90-9/ Non 7440-37-1 Non 100 liters 0.25 liter Neon-Helium S 7440-59-71 Non 7440-01-09 Non 150 liters 0.25-liter Nitrogen (gas) 6227-37-9 Non Non 4000 cu.ft. 200ft3 Nitrogen (liquified) 6227-37-9 CRN and 3,000 gal. N/A Oxygen 6282-44-7 OXG --- 140 Cu. ft. Propane - 74-98-6 LFG --- 20 gal. 6 oz hg Mix Argon 7440-37-1 --- --- - Hydrogen 1333-74-0 FLG Mixture FLG -- 1200 cu.ft. 40 ft3 CLEANERS EMC 2000 Dichloro fluoroethane N/A --- Perchloroethylene 1717-00-6 --- CAR, IRR Mixture 127-184 --- CAR, IRR, OHH 48-18 oz. Cans 1 ft3 Hydrogen Peroxide (3%) 6222-84-1 OX1 IRR 10 pts. 0.25 pint Eco Strip Methylene Chloride 75-09-2 --- CAR, COR, OHH -- Phenol 108-95-2 C3A COR, OHH, TOX Formic Acid 64-18-6 CL2 COR Mixture CL2 COR, OHH,CAR, TOX 2 gal. 2 oz Liqui Nox 000897-00- --- 0 IRR 10 gal. 8 oz Micro detergent Tetra sodium EDTA 64-02-8 --- IRR, OHH _________________ Benzene sulfonic acid, 26447-10-9 dimethyl-ammonium salt --- Benzenesulfonic acid, dodecylopd 27323-41-7 I Poly (oxyethanediyl) 1 9016-45-9 --- Non I I I , to6nen. ?MRK _:y~ i r Ifta alpha (nonylphenyl) omega hydroxy Mixture Non IRR, OHH 1 gal. 6 oz Multipurpose Cleaner N/A --- IRR 1 gal. 6 oz Simple Green N/A Non Non 1 gal. 6 oz Waterless hand Nonoxynol-6 cleaner w/pumice 9016-45-9 C313 IRR Petroleum distillates 6474-24-67/ C313 8042-47-5 Pumice 1332-09-8 Non Non Mixture C313 IRR 2 gal. 4 oz SOLVENTS! LUBRICANTS Tak Pak 710 Accelerator Trichlorotn- 76-73-1 fluoroethane Acetone 67-64-1 FiB IRR Dialkyl toluide N/A ---- lox Hydroguinone 123-31-9 --- iox Mixture IRR, CAR, OHH 2-3oz. Cans 0.25 oz Acetone 67-64-1 FiB IRR 50 gal. 2 gal Dykem Methyl violet 8004-87-3 ---- IRR, TOX N-Butyl acetate 123-86-4 FiB IRR Ethyl Alcohol 64-17-5 FiB IRR, OHH Butyl Alcohol 71-36-3 F1C IRR Cellulose nitrate 9004-70-0 Isopropylalcohol . 67-63-0 FiB IRR Mixture FiB, IRR, OHH, lox 1 pt. 0.25 oz Glycerol 56-81-5 C313 IRR & OHH 1 gal. 1 oz Hydraulic Fluid 000374-00- C313 0 IRR 5 qts. 2 oz Involl HE200 64742-54-7 C313 IRR 5 gal. 1 oz Isopropanol 6763-0 FiB IRR 210 gal. 28 gal Kerosene 8008-20-6 CL2 IRR 2 gal. 2 oz Methanol 67-56-1 CI-2. IRR 2 gal. 2 oz Silicone Grease Component X G-624 N/A --- TOX Silica 7631-86-9 Non Non Dimethylpoly-siloxanes 63148-62-9 C313 --- 0.13 oz Mixture C313 TOX 3-4 oz tubes Soluble Oil Hydrocarbons 64741-96-4 Petroleum Sulfonate N/A Mixture Mixture C313 IRR, 1 gal. 2 oz Tap Magic Octadecanoic acid 112-80-1 C313 IRR, OHH I I I I I I I I I I 11 I I I I Otifffed '14a ua KIM Organic polyol N/A CMD Benzoic acid ester 532-32-1 CMD IRR, OHH, SEN Aromatic azimide 95-14-7 -- COR, OHH Mixture C313 COR, OHH, 1 pt. 1 oz Thread cut oil Chlorinated paraffin 63487-39-8 Paraffin distillate 64742-54-7 C313 IRR Dewaxed paraffin 647-42-65-0 distillate C313 IRR Mixture C313 IRR, CAR, OHH 1 gal. 2 oz EPDXIES/ADHESIVES 5-min Epoxy Hardner 90-72-2 C313 IRR 40-1.25 oz 0.25 oz 5-min Epoxy Resin 25068-38-6 C313 OHH 40-1.25 oz 0.25 oz Epoxy Resin 828 25068-38-6 C313 OHH 1 pt. 0.25 oz Norland Optical Cement14 N/A C313 IRR, TOX 12- 1 oz 0.25 oz Slyguard (R) 170 Quartz Part A15 14808-60-7 --- CAR Polydimethyl siloxane 63148-62-9 C313 Dimethyl vinyl N/A Mixture C313 15 gal 0.5 gal Slyguard (R) 170, Part B Quartz 14808-60-7 ---- CAR dimethylmethyl hydrogen - siloxane N/A copolymer Mixture C313 15 gal. 0.5 gal Silicone rubber sealant 000876-00- --- 0 IRR 50-10 oz 0.13 oz Hysol RE2039 25928-94-3 C313 IRR, SEN Hot Glue 1580 N/A Non 300 lbs. 5 lbs PVC Cement PVC resin 9002-86-2 ---- IRR, OHH THF 109-99-9 FiB IRR MEK 78-93-3 FiB IRR Cyclohexane 108-94-1 CL2 IRR, OHH, TOX Mixture FiB IRR, OHH, TOX 1 pt. 1 oz Silicone RTV 103 Methyl triacetoxysi lane 4253-34-3 FLS, WR1 IRR Unknown Material N/A IRR Mixture FLS,WR1 IRR 50-10 oz 20 oz Superbond 416 Ethyl cyanide acrylate 7085-85-0 C3A IRR, SEN PMMA N/A --- CAR, OHH Hydrogumnone 123-31-9 C36 TOX 2-3 oz 0.25 oz Mixture C3A IRR, SEN DP-110 Epoxy resin 25068-38-6 C313 OHH T0 T44 iTIW Ph Part B Polymer 25053-09-2 Hydrogenated terphenyl 61788-32-7 Silica 66262-90-7 12-6 oz cans Mixture C313 OHH, IRR, SEN 12-6 oz cans 2 o DP -110 Trade Secret Part A N/A Polyamide resin 68410-23-1 Hydrogenated terphenyl 61788-32-7 Epoxy resin 25068-38-6 C313 OHH _________________ 2, 4, 6-Tris [(dimethyl- amino) methyl] phenol Triethylene tetramine 112-24-3 IRR, SEN, TOX Mixture • C313 __________ OHH, SEN, IRR 12-6 oz cans 2 oz 5P-1902' Part Trade Secret N/A C313 SEN, IRR 20-6 oz tubes 2 oz DP-190 Epoxy resin Part B 25068-38-6 C313 OHH Epoxy resin 30583-72-3 C313 N/A Mixture C313 OHH, SEN, IRR 20-6 oz tubes 2 oz Expoxy Patch Crystalline silica 14808-60-7 -- • CAR Diethylenetriamine 111-40-0 C3B COR Epoxy resin 25068-38-6 C313 OHH Mixture C313 COR, OHH 12 302 0.25 oz Vac Seal Silicone resin N/A Xylene 1330-20-7 CL2 IRR, OHH Mixture Z4 CL2 IRR, OHH 2-30z 0.13 oz Ther-O-Link Zinc Oxide 1000 Series 1314-13-2 Non Dimethyl Siloxane 63148-13-9 C313 Mixture C313 --- 12-1/2 pt cans 2 oz Threadlock Cpd Mixture N/A C36 CAR 5 oz 0.25 oz Red GLPT • Xylene Varnish 1330-20-7 CL2 IRR, OHH Iron oxide 1309-37-1 Non Alkyd resin 68459-31-4 Mixture CL2 IRR, OHH 12-3 oz tubes 0.25 oz OTHER CHEMICALS • Aluminum polish Water ---- Non Non Alumina 1344-28-1 Non Non Propylene glycol 57-55-6 C313 Non Cellosize 9004-62-0 CMD IRR, OHH • Mixture Non IRR, OHH 12-60z. 0.75 oz MIN Aw I Bottles Alumina 1344-28-1 Non Non 200 lbs. 50 lbs 1200 Prime Coat Naptha 8030-30-6 FiB IRR Methyl cellosolve 109-86-4 orthosilicate CL2 IRR, OHH Tetrapropyl ortho silicate N/A Component X N/A Mixture FiB IRR, OHH, 5 pts. 4 oz Molecular sieve 0007909- Non 00-0 Non 6 pts. 1 pint Solder #60 000962-00- 0 --- OHH 18-8 oz. Bars 4 oz 197 Resin Soldering Flux Propanol RMA 67-63-0 CL2 IRR Rosin 8050-09-7 - IRR, SEN Mixture CL2 IRR, SEN 1 gal. 2 oz Nickel Ease 7440-02-0 CMD CAR, SEN I pt. 1 oz Solder Glass Lead oxide 7439-92-1 Non OHH, IRR Zinc oxide 7440-66-6 Non Non Boron oxide N/A Non Mixture Non OHH, IRR, TOX 25 lbs. 0.75 lb Temp-R-Tape N/A K250 N/A Non Non 1 roll 10 un ft .Temp-R-Tape K250X N/A N/A Non Non I roll 10 lin ft Cadmium Pellets 7440-43-9 Non CAR, TOX 16 oz 25 oz 3,000 GALLON LIQUID NITROGEN VESSEL tp No. 9395 mm 31 cr- 00 \ \ EXPDATE 1 *1 Fri Melles Griot, Lazer Division Page 1 2051 Palomar Airport Road Carlsbad, CA 92008 DATE 18-Jan-99 Vessel with 3 legs GIVEN: Soil loading Fa 1000 psf Plus UBC Section 1603.5 Lateral Bearing 100 psf Plus UBC Section 1603.5 Lateral Sliding 130 psf Capacity 3000 gallons ( Liquid Nitrogen Concrete 2500 psi Projection 8.00 inch (Conc. surface above grade) 1w I NOTE Oxygen \ Hydrogen 1.15 1.250 NOTE Nitrogen \ Argon 1.00 1.000 Footing Length 16.00 ft Footing Width 16.00 ft Vessel Heigth 15.94 ft - Vessel Diameter 96 inches Vessel Diameter 8.00 ft Full Tank Weight 35800 lbs Empty Tank Weight 15500 lbs Footing Thickness 20 inches Design d= 16.5 inch Bolt Circle 87 inches ALLOWABLE SOIL PRESSURES - ADJUSTED FOR FOOTING DEPTH ONLY Direct Bearing (increased for depth 0.00 1.00 1000 psf max. Direct Bearing (with 1/3 increase) 1330 psf max. Lateral Bearing (increased for dept 0 1.00 100 psf max. Lateral Bearing (with 1/3 increase) 133 psf max SEISMIC LOADING - NONBUILDING STRUCTURE Zone 4 hA3/4 7 .977 T 0.160 S 1.5 C (Calc) 6.38 2.750 C (Max) NOTE I 1.00 Z 0.40 Rw 3.00 C/Rw 0.917 per 1632.5 ZIC/Rw 0.367 TANK FULL V= 13127 lbs TANK EMPTY V= 5683 lbs * A:\162-29\N2-TANK.WK1 OK Pg. 1 Melles Griot, Lazer Division 2051 Palomar Airport Road Carlsbad, CA 920.08 DATE 18-Jan-99 Vessel with 3 legs TRIAL 1 - LOADINGS (All Conditions-Continued) Page 2 WIND - SECTION 1618'- DESIGN WIND PRESSURES Exposure C Cq 0.80 qs@70mph 12.60 NOTE 1w 1.00 Cq*qs*Iw 10.08 Diameter 8.00 ft Height 15.94 ft H Ce P Hi - H < 15 1.06 10.68 15.00 15-20 1.13 11.39 0.94 20-25 1.19 12.00 -4.06 25-30 1.23 12.40 -9.06 30-40 1.31 13.20 -14.06 Force 1282 lbs ii lbs 0 0 0 = = = = = = = = = 1293 lbs LOADING SUMMARY AND OVERTURNING MOMENTS Lateral Loads Seismic Lateral Load on Tank Anchors Tank full 13127 lbs Tank empty 5683 lbs Wind Lateral Load on Tank Anchors Tank full 1293 lbs Tank empty 1293 lbs Maximum Loadings on Tank Anchors Shear 13.13 kip Moment . 104.60 ft-kips Seismic Overturning Loads on Base of Footing Shear 13.13 kip Moment (Max.) 126.48 ft-kips Lever Overturning Arm Moments (Ft) 7.96875 104.60 ft-kips 7.96875 45.29 ft-kips 7.96875 10.30 ft-kips 7.96875 10.30 ft-kips A:\162-29\N2-TANK.WK1 OK Pg. 2 Melles Griot, Lazer Division Page 3 2051 Palomar Airport Road Carlsbad, CA 92008 DATE 18-Jan-99 Vessel with 3 legs SOIL PRESSURES WITH RESULTANT WITHIN MID THIRD Moments @ Botton of Slab Weight Lever Arm Moment Wi-Tank 35800 lbs 8 ft 286.4 ft-kip W2-Conc 64000 lbs 8 ft 512.0 ft-kip 99800 Resisting Moment 798.4 ft-kip Overturning Moment 126.5 ft-kip Eccentricity e 1.27 ft Req'd Mid 1/3 Arm 2.67 ft YES NOT IN In Mid Third YES Soil Pressures With Resultant Within The Mid Third f=P/A+Hc/I f=P/A (1 + 6e/d) f (Max.) 575 psf f (Mm.) 205 psf Fa = 1330 psf OK NOT OK ACTIVE LOADING OK OVER TURNING PER SECTION 1619.1 2/3 Mr 533 OK PASSIVE PRESSURES (FULL) Max. Lateral Load 13.13 kip Resistance Allow, passive pressure 133.00 psf Resistance to sliding 130.00 psf Passive Pressure Area 192.00 sf Total Weight 99.80 kip Resistence to sliding 33.28 kip Bearing resistance 25.54 kip Total Restraint 58.82 kip Sliding safety factor 4.48 Req'd safety factor 1.50 OK DEAD LOAD ACTIVE PRESSURE 390 psf A:\162-29\N2-TANK.WKI Pg. 3 (EMPTY) 5.68 kip 133.00 psf 130.00 psf 192.00 s 64.00 kip 33.28 kip 25.54 kip 58.82 kip 10.35 1.50 OK OK Melles Griot, Lazer Division Pg. 4 2051 Palomar Airport Road Carlsbad, CA 92008 DATE 18-Jan-99 Vessel with 3 legs TRIAL SLAB DESIGN Assumptions Effective Slab Width (3T) 60 inches Trial d 16.5 inches Length of Bearing 16.00 ft f @ extreme Pt of Slab 575 lbs/ft f@ 3T from end Pt. 180 lbs/ft Average w 377 lbs/ft Cantilever L 4.67 ft Slab Design - Moment 4.11 ft-kip 140 Req'd F = 0.029 Suggested d = 5 inch Probable Thickness 8.9 Use T = 20 inch OK TOO THIN TRIAL OK Reinforcement Minimum 0.0033 0.6534 Sq. In./Ft. Temp. St 0.0018 0.3564 Sq. In./Ft. A:\162-29\N2-TANK.WK1 Pg. 4 15.9375 ft 7.96875 ft 7.25 ft 87.00 inches 3.63 ft 1.81 ft 35800 lbs 15500 lbs 13127 lbs 5683 lbs 1293 lbs Melles Griot, Lazer Division Pg. 5 2051 Palomar Airport Road Carlsbad, CA 92008 DATE 18-Jan-99 Vessel with 3 legs ANCHOR BOLTS USING SERVICE LOAD DESIGN Data Vessel Height Half of Height Bolt Circle Diameter Bolt Circle Diameter Bolt Circle Radius Bolt Circle Half Radius Weight (D) Full Empty Loads(E) Seismic Full Seismic Empty Wind (W) Loads - Seismic Full (Using Sec. 1925) Moment @ a (Two Legs) Load to Single Leg b Moment @ b (Single Leg) Load to Two Legs at a Sum of Vertical Loads Shear to each leg ANCHOR LOADS (Max. Tension Shear Compression Check Loads Check Loads LIMITS PER SECTION 1925.1 Service L Pt= 7304 Lbs. Vs= 4376 Lbs. Table E Pt= 5320 Lbs. Vt= 7714 Lbs. A:\162-29\N2-TANK.WK1 -7304 lbs in tension 43104 compression total 35800 lbs 4376 lbs 7304 lbs/one leg 4376 lbs/leg 21552 lbs/per two legs 35800 lbs Max Load - 35800 lbs Max. Pg. 5 /& /17 441 JOB CLARENCE A. MAGNUSEN, P.E. SHEET NO. OF Consulting Civil Engineer 4683 Majorca Way CALCULATED BY ( t" DATE.L OCEANSIDE, CA 92056 (619) 726.0853 CHECKED BY _________________________ DATE FAX (619) 726.9384 SCALE CLARENCE A. MAGNUSEN, P.E. Consulting Civil Engineer 4683 Majorca Way OCEANSIDE, CA 92056 (619) 726-0853 FAX (619) 726-9384 JOB SHEET NO. OF - CALCULATED BY _____________________________ DATE CHECKED BY DATE SCALE /3a/C C/iec/c /1 0 Q (/ /?J( 7. 77) /:::6 2 (/3. IL (2. 9 1 ( S . Our ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Report No. 5193 Copyright 0 1995 ICBO Evaluation Service, Inc. Issued June 1, 1995 Filing Category: FASTENERS—Concrete and Masonry Anchors (056) 111111 HIT HY-150 AND HIT HY-20 ADHESIVE ANCHOR SYSTEMS HILTI, INC. 5.400 SOUTH 122 EAST AVENUE TULSA, OKLAHOMA 74146 Subject: Hifli HIT HY-150 and HIT HY-20 Adhesive Anchor Systems. Description: A. HIT Adhesive Anchor System: General: The Hitti HIT KY-150 and Hilti HIT HY-20 consist of a two-component resin adhesive in two foil cartridges separating the resin from the hardener. The foil pack- ages are attached to an opening and dispensing manifold. An auger-style node is attached for proper mixing of the adhesive components. The HIT KY-iSO is for use with rebar sizes No.3 through No. ii. threaded rod sizes 3/rinch through 1-inch diameter or HFA anchors with 3/8-inch through 3/4-inch internal thread diameter for anchoring into normal-weight con- crete, lightweight concrete or grout-filled block. The threaded rods con- form to ASTM A 36. ASTM A 193 Grade B7, ASTM F 593 or Alloy Group 1 Type 304 condition CW. The HFA flush inserts conform to AlSl 121.114 material. The HIT HY-20 is used with a galvanized metal screen and all- thread rods of 3/8-inch through 3/4-inch diameter to anchor into clay brick masonry. Steel reinforcement dowels are No. 3 through No. 11 conform- ing to ASTM A 615 Grade 60. B. Installation: The anchor is inserted into a predrilled hole that has been cleaned with a wire brush or water so as to be free of dust, debris and standing water. The hole is drilled to the embedment depth specified in the appropriate tables. For clay brick masonry, the galvanized metal screen tube is completely filled with HIT HY-20 adhesive and inserted into the predrilled hole. The threaded rod is inserted into the adhesive-filled metal screen tube, turning slightly to ensure the complete bonding while pushing the anchor to the bottom of the screen. For concrete, lightweight concrete and grout-filled masonry units, the predrilled hole is filled one- half lull with HIT KY-iSO adhesive. The threaded rod, reinforcement dowel or HFA flush insert is then inserted into the hole, turning slightly to ensure the complete bonding while pushing the anchor to the bottom of the hole. The anchor should not be disturbed until completely cured. The curing times and respective base material temperatures br the adhesive mix- tures are in Table 4. Dimensional and installation criteria are in Tables 1 and 2. Allowable tension and shear values are in Tables 5 through 10. Allowable load values are influenced by the temperature of material into which anchors are installed. If base material temperatures exceed 700F., the tensile values in Tables 5 through 10 must be adjusted by the appropri- ate factor taken from Figure 1 and Figure 2. Special Inspection: Special inspection in accordance with Section 1701.3 of the code is provided for anchor installations, verifying that anchors are installed in accordance with manufacturer's instructions and this report. The manufacturer's instructions are included in each package. Identification: The adhesive material is identified in the field by pack- aging labels indicating the manufacturer's name, evaluation report num- ber, and product name. Ill. Evidence Submitted: Descriptive data and results of tension, shear and creep tests. Findings IV. Findings: That the Hifti HIT HY-150 and HY-20 Adhesive Anchor Systems described in this report comply with the 194 Uniform Build-ing Code, subject to the following conditions: Anchors must be installed in accordance with this report and the manulacturer'; installation instructions including the anchor size, embedments, spacings, and edge distances shall conform to respective table; in this report. Allowable shear and tension loads are as set forth in this report. Allowable loads for anchor subjected to combined shear and tension forces are determined by the ratio of the actual shear to the allowable shear, plus the ratio of the actual tension to the allowable tension, not exceeding 1,0. Special inspection in accordance with Section 1701.3 of the code is provided for all anchor installations. Calculations and details showing that the anchors comply with this report must be submitted to the local building official for approval. The HIT adhesive anchor system cannot be used to support fire-resistive construction unless special consideration is given to lire conditions. The HIT adhesive anchors cannot be used to resist pullout tortes in ceiling or wall Installations unless proper consideration is given to fire conditions. The tabulated allowable load values cannot be increased for short-term loads such as wind or earthquake loads. This report is subject to re-examination in one year. Evaluation reports of1CB0 Evaluation Service, Inc., are issued solely to provide information to CLOLS A members of JCBO, utilizing the code upon which the report is based. Evaluation report.: are nor to be conssnte4 as representing atherics or any other a#ribuics not specifically addressed nor a s o n e n d o r s e m e n t o r r e c o m a i e n - dation for use of the subject report.. ) This report is based upon independent tests or other technical data submitted by the applican& The JCBO Evaluation Service, inc., t e c h n i c a l s t a f f h a s r e v i e w e d t h e test results andlor other data. but does no:possts: jest facilities to make an independent vcrijtcaaon. There is no warranty by ICRO Evaluation Service, inc., c.r.resJ or implied, as so any "Fin4ing"or other matter in the report or as to any product covered by the report. This disclaimer includes, bu i l t n o t l i m i t e d t o , m e r c h a n t a b i l i t y . P.9. 1 of ge 3 of 6 Report No. 519 TABLE 4-RECOMMENDED CURING TIME FOR HILT1 HIT KY-1S0 AND HIL.T1 HIT HY-20 BASE MATERxAi. TEMPERATURE M*MIUM CURE flE MY 150 MY 20 23°F. 6 hours 6 hours 32°F. 3 hours 4 hours 41°F. 13 hours 2 hours 68°F. 45 ntixwtes 1 hour 16°F. 25 Minutes 45 minutes 104°F. 15 minutes 30 minuses TABLE 5-AL.LOWABLE TENSION AND SHEAR VALUES IN NORMAL-WEIGHT CONCRETE FOR THREADED RODS WITH HY-150 RESIN (pounds)l.ZZ4.5. TENSIOW STEEL STRENGTH ) SHEAR (poi) BOND STRENGTH (poijda) CONCRETE 304SS I 304SS ANCHOR DIAMETER EMBEDMENT DEPTH 2.000 pal 4.000 psI ASTh A 103 Gio I ASTh A 103 Group I (Incts) Coi Coners*. ASTMA3S GsdsB7 CW ASTMA34 Graft 7 CW 13/4 720 950 935 930 1,150 3i 31/2 1.405 1.712 2.100 4.500 3.600 1.110 1.480 1.565 51/4 2.010 2.010 1.110 1.480 1.565 21/g 810 1 1.140 1.455 1.555 1.415 112 4/4 2.280 2.945 3.700 8,100 6.500 2.160 2.860 3.300 65/8 3.790 3.790 2.160 2.860 3.300 2112 1,040 1.445 2.035 2,060 1.630 5/8 S. 2.815 4.005 5.900 12.700 10.200 3.050 4.180 4.090 7112 4.235 5.785 3.050 4.180 4,090 AS 1,935 - 2.650 3.850 4.000 3,995 3/4 6/g 4,320 6.120 8.400 18.400 12,500 4.410 6.585 6.615 10 6,695 8,540 4,410 6385 6,615 33/4 2,175 2.915 4.540 4,660 5.390 5.520 6.510 14500 25.000 17,000 7.115 9.800 9.845 11/4 9,375 11,710 7.115 9.800 9.845 4/8 2,420 3.425 6.735 7.140 5.255 5.860 7.875 15.000 32.705 22,200 8.090 12.125 11.475 10,930 13.735 8.090 12.125 11.475 1The tabulated tensile and shear values are for anchors installed in normal-weight concrete having a minimum designated ultimate compressive strength (f'c) at time 0! installation. 2Thc Hilti HIT-KY 150 anchor system experiences a reduction in tensile capacity with increased concrete temperature. The factors noted in Figure 1 must be applied ic the tension values noted in the above table when the ancboes are installed in locations where the concrete temperature may exceed 70°F. 3Spacing and edge distance requirements shall be in accordance with Table 2. 4Speciai inspection in accordance with Section 1701.1 of the code must be provided for all anchor installations. 5AZICbOr rod allowable loads are governed by the tensile strength of the steeL 6itJwable load should be the lesser of bond or steel strength. TABLE 6-ALLOWABLE TENSiON AND SHEAR VALUES FOR HFA INSERTS WITH HIT KY-iSO ADHESIVE IN MINIMUM 2,000 psi CONCRETE (poUnd3)I.Z3 vaa.0oop& INTERNAL TREAD DIAMETER (Inth) EMBEDMENT DEPTH (ln..$) Tw,&a, 1 1.270 2,050 5 2.670 4,470 3/4 1 61 1 4.280 6.860 1The tabulated tensile values for anchors installed in normal-weight concrete having the rniisiznurn designated ultimate compressive stren g t h (f') at time of installation. 2Spacing of HFA inserts shall be in accordance with the requirements nosed in Table 3. 37"he HIT anchor experiences a reduction in tensile capacity with increased bate material temperature. The factors noted in Figure 1 must be applied to the values rioter in the above table when the anchors are stalled in locations where the concrete temperature may exceed 70°F. "Values obtained using an SAE 1429 Grade bolt. (The mechanical properties of an SAE Grade 5 bolt must meet the following rcquirements:f, = 85 ksi. Fk = 120 ksi) CLARENCE A. MAGNUSEN, P.E. Consulting Civil Engineer 4683 Majorca Way OCEANSIDE, CA 92056 (619) 726-0853 FAX (619) 726-9384 JOB SHEET NO. OF CALCULATED BY ____________________ DATE CHECKED BY DATE SCALE CLARENCE A. MAGNUSEN, P.E. Consulting Civil Engineer 4683 Majorca Way OCEANSIDE, CA 92056 (619) 726-0853 FAX (619) 726-9384 JOB SHEET NO. - CALCULATED BY CHECKED BY - SCALE OF - DATE DATE ONE 28 TUBE PORTABLE STORAGE BANK oFESSio, NOTES I. ALL DIMENSION & MATERIALS SPLAU. BE VERIFIED BY CONTRACTOR. FABRICATOR SItAU. BLAST AND PAINT ALL STEEL. ALL DIMENSION ARE PREDICATED ON TUBES B 5/60.D. x I 2-OLC. STORAGE BANK FRAME To BE WELDED CONSTRUCTION EXCEPT AS NOTED. I/4 THICK LINING MATERIAL TO BE USED BETWEEN ALL TIJBESFRAMES & STLPS.(I/4*2WEBBINC OR EQ.) 8. TIllS STANDARD SHALL IMMEDIATELY APPLY TO ALL 28 TUBE PACK CONSTRUCTION. :r i: irii] ii1J1_. .11 1111 Liii _:I I_li .Ip SUPPORT Sim t, -mm To gorm SUPPORT STAND AM 0— STORACE ELEVATION VIEW REFERENCE FOR FOUNDATION DETAILS REF. OWC. No. SiT 1019 FOR CALCULATIONS REF. BEYAZ & PATEL JOB No. W2040 CONSTRUCTION INFORMATION STANDARD 28 TUBE PACK LIQUID AI R1 O7/23/92 I 3/4 IO AI 43—LOAM - ORANG NUMBER REV! BIECT A UOCCROUP Clarence A. Hagnusen, P.E. Sanitary/Environmental Consulting Engineer 4683 Majorca Way Oceanside, CA 9256 (619) 726-0853 FAX (619) 726-9384 RECORD OF CONVERSATION File No.-/ - Met With Received Call Made Call '• Date / / 9 9 Person / Time Company 4 II / Subject Project c//ec 6y4i/ Telephone Number j1_.. 46 / 49 4tI /Z' /S ,- , Signature filename 8;\GEN\TELEPHON.GEH / CLARENCE A. MAGNUSEN, P.E. Consulting Civil Engineer 4683 Majorca Way OCEANSIDE, CA 92056 (619) 726-0853 FAX (619) 726-9384 JOB ________ SHEET NO. CALCULATED BY CHECKED BY - SCALE _______ -i OF - DATE DATE ZA 7,d~ A e- ZO 4!9 -D-S 54- 0 13C c€C. V oj(/,r)(7i -3 2 Icc38J-J IC ' (a-i'/r 6V-iA'5 Allowable Allowable Soil Pressures Active Seismic j 4-, ,) 1093 psf 1950 psf OK 1946 psf 240 psf 2594 psf OK FOOTINGS Trial 2982 lbs. (One 28 tube rack) L= 6.00 ft 2.5 ft Proj.= 3 inches d= 15 inches Total t- 1.50 ft Mo= 8319 lbs.-ft Wt. of footing 3375 lbs Storage Bank Wt. 13020 lbs Dead Wt. 16395 lbs Allowable Soil Pressures Passive 150 plus depth Active 1500 plus width Friction 0.25 Passive Pressure friction 4099 lbs Req'd. 2982 lbs OK Active Pressures Moment @ o 61976 lbs-ft Resisting H 61976 lbs-ft X= 3.78 ft Allow. x= 4.00 ft e= 0.78 ft 6.00 ft filename A:\162-29\TUBEFOOT. wkl JOB ________ CLARENCE A. MAGNUSEN, P.E. SHEET NO.• Consulting Civil Engineer 4683 Majorca Way CALCULATED BY OCEANSIDE, CA 92056 (619) 726-0853 CHECKED BY - FAX (619) 726-9384 SCALE - OF - - DATE - DATE /\ ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD wi-lITTlER. CALIFORNIA 90601-2299 A subsidiary corporation of International Conference of Building Officials EVALUATION REPORT SUPPLEMENT 1 ER-5193 Copyright 0 1997 [COO Evaluation Service. Inc. . June 1, 1995 Filing Category: FASTENERS—Concrete and Masonry Anchors (066) HILTI HIT HY-150 AND HIT HY-20 ADHESIVE ANCHOR SYSTEMS 111111, INC. 5400 SOUTH 122ND EAST AVENUE TULSA. OKLAHOMA 74146 Subject: Hilti HIT HY-150 and HIT HY-20 Adhesive Anchor Systems (issued June 1, 1997). Address dampness of concrete at time of anchor installation. Address climatic limitations on anchors installed in concrete. Address the use of anchors in concrete to resist seismic loads. II. Description: A. General: No change. Installation: Add the following sentence: During anchor installa- tion. the hole and surrounding location are permitted to be wet. Re- mainder is unchanged. Special Inspection: No change. 0. Identification: No change. Evidence Submitted: Replace current sentence with the following: Descriptive details and results of tension, shear, creep, dampness, suitability, freeze-thaw suitability, seismic qualification tests. IV. Findings: That the changes noted herein comply with the 1994 _.L,Uaiform Building Cade. $itblecUo the following COndltlons.,.. 1 through 8: No change. S. During anchor Installation In concrete substrates, the hole and surrounding location Is permitted to be wet. The anchors are limited to interior use except that Installation is permitted in negligible, moderate or severe exterior weath- ering locations in accordance with Figure 21-1-1 of UBC Standard 21-1 when stainless steel threaded rods are used. The HY-150 adhesive system nta biused to resist wind and seismic forces. The maximum shear and tension capacity Is limited by steel strength of ASTM Pr36 threaded rod. Unless specifically noted in this evaluation report supplement, the master report remains valid and unchanged. This report expires concurrently with the master report dated June 1995. Evaluation reports of IC80 Evaluation Service. Inc.. are issued solely to provide information to Class A members of ICiJO, utilizing (he code upon which (he report a based. Evaluation reports are not to be consteed at representing actshesicr or any other at(r.butcs not sp..cifically addrc,sd nor as an endorsement or recommen. dotion for use of (lie subject report. rhc.s report is based upon independent teSts or other technical data submiued by the applicant. flie ICIJO tealuation Service. Inc.. technical staff has reviewed (he rest rciuLts andJor other data, but does not possess lest facilities so snake an independent verification. rhere is no .arasrty by (COO Evaluation Service. Inc., express or senplied, as hi any finding' at other matter in (he report or as to any product covered by at.' report. ri,,4 duclaovier includes, but is not limited to. merchantability. Page I of I ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 .'' A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Copyright C 1995 ICBO Evaluation Service, Inc. Report No. 5193 Issued June 1, 1995 Filing Category: FASTENERS—Concrete and Masonry Anchors (056) HILTI HIT HY-150 AND HIT HY-20 ADHESIVE ANCHOR SYSTEMS KILT1, INC. 5400 SOUTH 122 EAST AVENUE TULSA, OKLAHOMA 74146 Subject Hitti HIT HY-150 and HIT HY-20 Adhesive Anchor Systems Description: A. HIT Adhesive Anchor System: General: The Hilti HIT HY-150 and Hilti HIT HY-20 consist of a two-component resin adhesive in two foil cartridges separating the resin from the hardener. The foil pack- ages are attached to an opening and dispensing manifold. An auger-style nozzle is attached for proper mixing of the adhesive components. The HIT HY-150 isfor use with rebarsizes No.3 through No. 1 1,threaded rod sizes 3/rinch through 1-inch diameter or HFA anchors with 3/8-inch through 3/4-inch internal thread diameter for anchoring into normal-weight con- crete. lightweight concrete or grout-filled block. The threaded rods con- form to ASTM A 36. ASTM A 193 Grade B7, ASTM F 593 or Alloy Group 1 Type 304 condition CW. The HFA flush inserts conform to AISI 121-14 material. The HIT HY-20 is used with a galvanized metal screen and all- thread rods of 3/8-inch through 3/4-inch diameter to anchor into clay brick masonry. Steel reinforcement dowels are No. 3 through No. 11 conform- ing to ASTM A 615 Grade 60. B. Installation: The anchor is inserted into a predrilled hole that has been cleaned with a wire brush or water so as to be free of dust, debris and standing water. The hole is drilled to the embedment depth specified in the appropriate tables. For clay brick masonry, the galvanized metal screen tube is completely filled with HIT HY-20 adhesive and inserted into the predrilled hole. The threaded rod is inserted into the adhesive-tilled metal screen tube, turning slightly to ensure the complete bonding while pushing the anchor to the bottom of the screen. For concrete, lightweight concrete and grout-filled masonry units, the predrilled hole is filled one- half full with HIT KY-i 50 adhesive. The threaded rod, reinforcement dowel or HFA flush insert is then inserted into the hole, turning slightly to ensure the complete bonding while pushing the anchor to the bottom of the hole. The anchor should not be disturbed until completely cured. The curing times and respective base material temperatures for the adhesive mix- tures are in Table 4. Dimensional and installation criteria are in Tables 1 and 2. Allowable tension and shear values are in Tables 5 through 10. Ailowable load values are influenced by the temperature of material into which anchors are installed. If base material temperatures exceed 700F., the tensile values in Tables 5 through 10 must be adjusted by the appropri- ate factor taken from Figure 1 and Figure 2. Special Inspection: Special inspection in accordance with Section 1701.3 of the code is provided for anchor installations, verifying that anchors are installed in accordance with manufacturers instructions and this report. The manufacturer's instructions are included in each package. Identification: The adhesive material is identified in the field by pack- aging labels indicating the manufacturers name, evaluation report num- ber, and product name. Ill. Evidence Submitted: Descriptive data and results of tension, shear and creep tests. Findings IV. Findings: That the Hitti HIT HY-150 and HY-20 Adhesive Anchor Systems described in this report comply with the 1994 Uniform Build-ing Code, subject to the following conditions: Anchors must be installed in accordance with this report and the manufacturer's Installation instructions including the anchor size, embedments, spacings, and edge distances shall conform to respective tables in this report. Allowable shear and tension loads are as set forth in this report. Allowable loads for anchor subjected to combined shear and tension fortes are determined by the ratio of the actual shear to the allowable shear, plus the ratio of the actual tension to the allowable tension, not exceeding 1.0. Special inspection in accordance with Section 1701.3 of the code is provided for all anchor installations. Calculations and details showing that the anchors comply with this report must be submitted to the local building official for approval. The HIT adhesive anchor system cannot be used to support fire-resistive construction unless special consideration is given to fire conditions. 1. The HIT adhesive anchors cannot be used to resist pullout fortes in ceiling or wall Installations unless proper consideration is given to tire conditions. 8. The tabulated allowable load values cannot be increased for short-term loads such as wind or earthquake loads. This report is subject to re-examination in one year. EvoAisajion repom of ICilO Evo.Zuation Service, Inc., are issued solely to provide nformaAon to Class A members o f 1 C B O , u t i l i z i n g t h e c o d e u p o n w h i c h t h e r e p o n is beset Evaluation reports are not to be conw-ue4 -representing aesthetics or any other attributes net specflcal,ly addressed nor as an endorsement orrecor.aien deAon for use of the subject repot!. ) This report is based upon independent tests or other technical data submitted by the applicant. The ICBO Eva l u a t i o n S e r v i c e , I n c . , t e c h n i c a l g a f f h a s r e v i e w e d t h e test raults and/or other data.. but does not posshs sarfacilider to make an independent veTificauon. There is n o w a r r a n t y b y I C B O E v a l u a t i o n S e r v i c e . I n c . , c x p v a i or implied, as to any "Finding"or other matter in the report eras to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. P.9.1 01 . 'Li0 Page 30f6 Report No. 519 TABLE 4-RECOMMENDED CURING TIME FOR HII.11 HIT KY-ISO AND HILT1 HIT HV-20 BASE MATERIAL TEMPERATURE MtMUM CURE TIME MY 150 IlY 20 23°F. 6 hours 6 hours 32°F. 3 hours 4 hours 41F. 1.5 hours 2hours 68F. 45 minutes 1 hour 86°F. 25 majuues 45 minutes I04F. IS minutes 30 minutes TABLE 5-ALLOWABLE TENSION AND SHEAR VALUES IN NORMAL-WEIGHT CONCRETE FOR THREADED RODS WITH HY-150 RESIN (pounds)1''4 , BOND STRENGTH ) STEEL STRENGTH (poim) SHEAR 1pn0s) CONCRETE 304SS 304S5 ANCHOR DIAMETER EMBEDMENT DEPTH 2.000 psI 4.000 psI ASTM A 150 Geoig I I ASTLI A 193 Group I (Inch..) (with..) Con ConCr. ASTMA3 Cosa 67 Cv? ASTMA34 G.r.O.7 Cw 1/4 720 950 935 930 1150 3j 31/2 1,405 1,712 2,100 4,500 3.600 1.110 1.480 1 , .565 51/4 2.010 2.010 1.110 1.480 1.565 2/g 810 1,140 1.455 1.555 1,415 '2 4/4 2.280 2.945 3.700 8.100 6.500 2,160 2,8.60 3,300 3.790 3.790 2,160 2.860 3,300 21/2 1,040 1.445 2.035 2.060 1.630 18 5 2.815 4,005 5.900 12.700 10,200 3,050 4.180 4,090 11/2 4.235 5,785 3.050 4.180 4.090 38 1.935 2.650 3.850 4,000 3.995 3/4 6/ 4,32.0 6,120 8,400 18.400 12.500 4.410 6.585 6.615 10 6,695 8.540 4.410 6.585 6.615 33/4 2,175 2.915 4.540 4,660 5.390 7/8 72 5.520 6510 11.500 25.000 17.000 7.115 9,800 9,845 111/4 9,375 11.710 7.115 9.800 9.845 4119 2,420 3,425 6.735 7.140 5.255 I 81 2 5,860 7,875 15.000 32.705 22.200 8.090 12.12.5 11.475 1231, 10.930 13.735 8.090 12..125 11.475 'The tabulated tensile and shear values am for anchors inILM in normal-weight concrete having a minimum designated ultimate compressive strength (f') at time 03 installation. 'The Him HIT-HY 150 anchor system experiences a reduction in tensile capacity with 1nczeasc4 con crete Icnsperszurt. The factors noted in Figure I must be applied Ic the tension values noted in the above table when the anchors we installed in locations where the concrete tcrapaittare may exceed 70°F. 3Spacmg and edge distance requirements shall be in accordance with Table 2. 4Specia1 inspection in accerdance with Section 1701.1 of the code must be provided for all anchor Lnsuilations. 5Ancbor rod allowable loads are governed by the tensile svength of the steel 6Allowabk load should be the kner of bond or steel suength. TABLE &-ALLOWABLE TENSION AND SHEAR VALUES FOR HFA INSERTS WITH HIT HY-iSO ADHESIVE IN MINIMUM 2,000 p*1 CONCRETE (ponds)' I 1 f,a2000Psi OffERMAL THREAD DIAMETER (inch) . EM$WMO4T DO" ) -- - 3I 31/2 '1713 1.705 112 41/4 2.050 2.470 5/9 . . 5 2.670 4.470 3/4 61/1 4,280 6,860 1The tabulated tensile values for anchors installed in tloTmal.weighz conctete having the minimum &igced ukimast compricssi ye strength (1 'c) at time of instaltasior, 2Spacsng of HFA inserts shall be in accordance with the requirements noted in Table 3. 3The HIT anchor experiences a reduction in tensile capacity with increased base material temperana r..'rlte factors noted in Figui-t I must be applied to the values note in the above table when the anchors arc installed in locations where the concrete temperature ina cxed 70°F. 4Valucs obtained using an SAE J429 GradeS bolt. (The mechanical properties of an SAE Grsoc 5 bTh nluv meet the following rciuuetncrtLs:f = 85 Lxi. F 120 k.0 ) Pg. 2 ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS 1994 UBC - TABLE NO. 19-E ( INCREASED BY 1.33 Fc = 2000 Fc = 2500 Fc = 3000 Dia. Embedment Shear Tension Shear Tension Shear Tension (inches) (inches) (ibs) (lbs) (ibs) (ibs) (ibs) (ibs) 1/4 2.5 665 266 3/8 3.0 1463 665 1/2 4.0 2128 1929 5/8 4.5 3924 2826 3/4 5.0 5686 3757 7/8 6.0 4921 3392 1 7.0 5486 4057 1 1/8 8.0 63.18 4522 1 1/4 9.0 7714 5320 NOTES: 1, 2,500 PSI CONCRETE NO SPECIAL INSPECTION REQUIRED WITH VALUES SHOWN. ONE THIRD INCREASE FOR SEISMIC AND WIND ALLOWED CHECKED NOVEMBER 1994 15. EDGE DISTANCES PER TABLE 19-E 6. 100% INCREASE IN VALUES WITH SPECIAL INSPECTION. 162 DISKETTE - A:\GENERAL\9ANCHORS A JOB CLARENCE A. MAGNUSEN, P.E. SHEET NO. OF Consulting Civil Engineer 4683 Majorca Way CALCULATED BY __________________________ DATE OCEANSIDE, CA 92056 (619) 726-0853 CHECKED BY __________________________ DATE FAX (619) 726-9384 SCALE Ose ve //,I7/ JOB CLARENCE A. MAGNUSEN, P.E. SHEET NO. ___________________ OF Consulting Civil Engineer 4683 Majorca Way CALCULATED BY ___________________________ DATE OCEANSIDE, CA 92056 (619) 726-0853 CHECKED BY ____________________________ DATE FAX (619) 726-9384 SCALE T/,V /7'l.i 6/eet 0c) 93)0z (,' FEE-25-19" 18'22 C4 at.s... - ArS PAODUCT$. INC. FR 1430 POTREROAVENUE AOOAOND, CAUFORNLA 48OU8A 019 Phen; +1.510.234.3173 Fax; +1.510234.3185 hql1wwwa1aduct RI: f 4 frtiCl - par 4V "14eØS A14. (7eOD132 -ç1a PPne: - DM- OdO 1454V.ôAJ &5f17 #Pags - -- ft,44F1Y4 4C 41 /CO2'Crc - —. Commen: 4.4404 f44F1e/d 4V , P4J yI 'Aç . —. — - -• _'J- S...., fl --q-• 4.. .. S -: "-S '" -p 9W7.P.01 FEB-26-1999 10:32 SAN MARCUS MECH. INC. 619 432 0280 P.03 AT4 ( I 1410 POTI RO AVE. • RICHMOND. CA $4104 • TEL: ($10) $$441IV 140648$-I 20 PAZ: (510) 3844185 • Web Oft- Mark VI1 Duct The Ms dust system wPWø ii most wlosty used loy l& the Msr Yin" .i*m. ofl.dng a unus. .pp'evsd taaaWnmon of hem., ar ¼s and corrosion c)ie&3m4stIcs. ma Mask Yin" system S * i ste system. The sJe ,1sd itr r lns njis eta _VON and sss rstwcms'* mida 4 sVrsr *i1 ester Ie$l$tMt bsnr. Combki.4 viid Si. cosicsion m.lusid k.mior a IkeeOsrlor. The u ~E~p our re rssii enoliS resin. The Mask V81' s wbed Iftwift rw. l&ll. pist, resist. *Y em &id athas fIMM ammon In sail nd All Mask Viii" duct I. sos s0 using our Lnqu. internal Beaded $ CoSs' $i1mnt Tb. intsmaj B. led tlP CoSsemslnl&re ma ,iyoi the tM Vu" 000sslon fedetance by providing .00n6.us co.wsn bsv1sr s Ini. end a cootIugus Q&tWM dUQL All Mark VUl" isti.Sd.d for , scene 4*mmbW vww edwig rAom(b.*msyM10on..quar lee of tlqidoaJre W NO by F Wary Muluet Rsssaith. Fk 14.1. 1ZUM.M bemdân FM 440n wft Otw k rr my be tO lb lust hi Pist* withast then Zuy her Ldnldssa or cs* ufliMS penetrattng alrowelerftm 9Wk& flsnwval All Mesk VUPx &ct bsp.c .mybud by Fsctoy *Ici (etler ngn.cuSm siOflduss off Ire leaN) fOr Iffl C removal from siearwoom ames an p wy dowsomemsivedwoout the niGlesily for" prscflon aprhildas 5)1 Mrs or — kstaSsd ~ The duct 1994 L Wfomt Firs Cods Group 14.6 Occupsndss All Mask VflN duct corr0.s with mi Qrt 5104.32.4 Eicap0on 01. P PA 3-10 - Protsotlon of Cleanrooms All Mali YIN" dust YOS$ . psi grubs 2-12.5 Ezoepdon 01. $48 Exosplion CI. 3.37. and 3-5.3 ExceØon 3. Technical Information Meslmiin Opernq lsnçendwr 231 'F (I IOØC) CoetUcl ci Thermal EpmnSmon 2.0 1O itRn. °F *1101 All Pmdecte° di.ti em custom ca10d by Members o( ft a.st MetCi Workets Irtorn0ohN Aassi1on 5371. AIS mwtherof5MACNA. I C Co,,ii74 109, AT* I.. All R,ss See4. M) Or ATS Pmd p4 l0cl%laO g 4 0 p by US Pusos IS9. 529Si99. &1*3.9. ons coôing poemn in ciM ea.ics. ffm o( wb QM vVew by I TCcb'WIer U..C. R. Nc'. ATS PNI4ts boldz a mobts lusimc wow-how sitd POOL Vzm frsi 3b" Tfoh"Im U.C. Or POUM of MS ?vlsII. t. WO ftl CNmBsiid'vain d OO(T ic1al cci. id 1.1.5. P* 15541 ___palm U 'ucp?.wy C We sicirs aM kow.b*. Tiusk PQ ftr oft ATS 0101a1a. ki? S*. P,csaa* . .--...... •- -. - . ....-........- . .. .-- ...-- - -. - .- - FEB-25-1999 18:23 5102343195 92% P.02 FEB1999 18126 5102343195 -- - •. -. °• 92>' Turn. end i•iia E* mast Duct S Than sysacen *rn dceiacd hr gesl autwuk .prker pedkm wbps ad tt&caIons sheo in the 1ed1vfdua2 1. Th.dueasdoeotIpnszspby,i ducTs may pHfcneIy be uzcd food proc.4cgnew wbpwpcj* Pfaiwesve YX Muk Vfll. =mfib pbenoc sztmkr drIsr orrec$en Lsd * Rsdnmsasrna 1.' Duo desirniyb. used fbrenoke not 1%odtsUbeafn11 1O W1*FC ond 11dapop e) in on pw Wetthcbe Vesc*l ..ceoosofductsbaU en S. Ths r'orw4aecr thsfl d.smc. 6.. Tb. Cbernbd' ObeosePtyMw* MAxI)Ts1Igi be 7. The AS1M 84 $Taadd Test M*tl tO 1* CXball$dOg e*oconbib1e cotrogive fus wthocT the aftd by spplivaWe FMZMLoes Pmvadm Dais the I Mtgaa1 bunqpdoa wcb my Impid. hmodw &=bThe uo aerno,ul is spucW iiith U, bat mat 1iad Wdow esd sigoL 4 1w1isp 67$sr1ntrn4or $0 (1.27 ) ape. duct. the [dss*aI reucs mad tWafonhq obese - -1. Is asdisce wIth d Lmmall pbpkdnqvkaoom oflBS Ve1iy D&á..a SUMUA t5. p*de.isAftumble zesida as ooiailbk hm mur" Umft I Iagds the duas, thma inTszuil spa1sas wW be vt4 I 15 ft (4.6 a) or l wo -10OWfiroarom .*bebULsy of the duet ey fm epe& coneve mav1aoi rode may be UIII,A fat jonIing puiposNo*. Dtthd uWbe' tho hr batb ftm sad unWo ' (gr $tgfacc 8wuin5 1mwalsdcs. Tcsod Ia flat sheet thaa *r *0.13th Csutfon: These su.mericatflwne by thu or way other morers'at wad ,rsad and s'asake density wthes do no define the hawda j actual fire coaditiona. S.. .t_•_I. *11 ?U .,Wmm @mop U.S. 5i 10 ,475 d*r FEB-25-1999 19:24 51ø23431 92 FEB-26-1999 10:34 SAN MRCOS MECH. INC. NO? e PAC?ORY, 619 432 0280 Aw C1J1N7 05 APPAL EXAMINATION 0 FUME AND/OR SMOKE FXNAUST DUCTS MObfL PLASTIWEAVE FX $RX VIII from *15 PQUCTS, INC. 400 OYSTER POINT BLVD. SJTH SAN FRANCiSCO. CR 94080 ) ) 3.1. OR$A1.AC (4922) Octubsr 8, 1990 LMEXOMM I 151 R*Pvevdó Tm1 No4. FEB-251999 18:24 5102343185 92 P.04 HN P1HRCUS MECH. INC. 619 432 0280 P.06 ) ory Mvtuil Re I 151 Ncste11.1016v1dsfl Tvvnplks P.O. 80* 9102 ____ P4iwwe,4 Mssthuiai 0I2 ORSA1.AC (4922) 2 INTROVUCTION APPVAL £XAMI NATION OF UNE AND/OR SMOKE EXHAUST OUCTS MODEL PLASTIMEAVE FX MARK VIII - from MS PROCUC1S. kNC. 400 OYSTER POINT BLVD. An SAN FRANCISCO, CA. 94080 October 8 1.1 ATS Products diameter duct, Model sntlyses to determine Approval requirements 1.2 All ducts Plastiweave FX Mark systems. . submitted samples of their 12 In. (30.5 cm) Weave. FX Mark VIII, for fume and/or smoke n t would not Factory Mutual Research Corporit that purposes cited by ATS Products, Inc end designated as Ned1 shell be fabricated using proprietary component 1.3 Ducts may be i4d for fume and/or smoke exhaust removal In Cress as clean rooms, iihen prçperly designed and sized, without th. need for automatic sprinklers orlfir.sto, dampers. Approval sins may range from Inches (30.5 cm) in die ter to 48 Inches (121.9 cm) in diameter. 1.3.1 Approved ducts may also be square or rectangular shaped provided that the sides of' the duct are 12 inches (30.5 cm) minimum to 48 Inches (121.9 cm) mUimum. 1.4 Fir. Tests indiQuality Control Tests were conducted In accords with FMRC Approval Stanjlard 4922 wars used In con3wietion with an In.-pl audit Inspection as thej kilt of Approval. 1.5 ATS Products, Inc. ducts, Model Plastiweave FX HarP. VIII fibr!$t as described In Section II, meat Factory Mutual Research orporat1on App requl resents for genera purpose use as fume end/or soft •*haust ducts without sprinklers or f restop dampers, subject to the limitations noted n the conclusions when In italled and when permitted In accordance with FM Prevention Standards. 1.5.) As tvchL these ducts shall be listed In the Factory Hiatus Research Approval Guldej and shall bear a Factory Mutual Research Corporat marking whenever they a4e fabricated and/or Installed. F-25'-1999 1825 . . .... --....-.----...-. -.,'.. 5102343185 92 FEB-26-1999 1034 SAN MARCOS MECH. INC. 619 432 0280 P.O? Page 2 -' It MATERIAL DESRZPT ' 2.1 *11 ducts sh Bureau of Standards, 2.2 Ducts shall used and tested. P&CTfl UWuM I5RAIO4 COPOIaTON Liq 11 conform to the appropriate sections of the Not on oluntar,y. Product Standard PS 15-69. fabricated of Identical material to that origIn 11 2.3 The fabrIc 4*e n process consists of placing layers of. chopped tr glass fiber mats ont.t1ng mandrel to fori overlapping, spirally womd layers. Sufficientntlties of ruin are then appfled by hand to uac I r of glass fiber and qd Into the glass fiber by mains of serrated rot or Additional layers o lass fiber are added until the minimum will thlct4es as shown In Table 11-1 obtaIned. TABLE Il-i Minimum Duct Wall Thickness Inside In. Diameter - Minimum Thickness (ma) _in. -110L 12 (305 . 0.187 (4.75) 14-26 (356.660) 0,219 (5.56) 2840 (711-1016) 0.250 (6.35) 42-48 (1067-1219) 0.313 (795) 2.4 Upon curing 0 the gtasslresln mixture, the duct Is r.vsd fr s the mandrel. Specimens ie Inspected and cut to length U needed. 2.5 Glass/ruth be to 3ethts, which utilt!. in Iternal slip collar s $1 all ar used 3am cacti of duct together. Thu glasslrosirt systemIs $ to that process dtalaboveand utilize; layers of resin IaprSgnat.d rac gi es fiber mats which eve d around the entire 30tht 3o1n1ng the two sec Ic is together. 2.6 Elbows and a her fixture; are fabricated using a similar proc. s. 2.7 For details n the quantities of resin used, the types and thicknesses of glass ther mats and a ducription of the MS Products, vie proprietary fabricati n technique: see AlS Products, Inc. facilities iT Procedures Audit Manual for Fume and/or Smoke Exhaust Ducts dated S.pt,wher 26, 1990. III TEST PCWJRES 3.1 Norlzontil V ct list 3.1.1 Thu n rizontal Duct Test Is conducted for a period of 15 minutes with an Im uced air velocity of 600 ft/em (I2.9 a/em). F re performance is consid red satisfactory If flaming does not spread from. h fire exposed end to tie 23 ft (7.0 I) point and the Internal duct tempe t e measured by thei1bco lu it the 2.3 ft (7.0 a) point do not exceed 1000 f (S38C). I ....... S i •. • . .-..-......-'...... ............. FEB--1999 1e: 5102343185 92X P. SAN MARCUS MECH. INC. 619 432 028 .ee PLO 3 OR6AI.AC MUTUAL UUARCP CORPOLAtION 3.1.2 FoIl lng the horizontal fire tests, the ability of the du t to exhaust smoke is e aluated by increasing the induted air velocity to woo ft/mm (609.6 n,/ in) for a period of 10 minutes. If the duct reta nsIts Integrity. and if no 1"e was emitted from the fire exposed end or fro t t exterior surface of t I duct (during the fire test), performance is con Id red satisfactory. 3.1.3 The izontal Duct Test specimen consisted of ; 24 foe (7.3 ii) length of bar rental duct 12 In. (30.3 C.) In disaster. Incorpo at no two fIeld-assembled 3 Ints, a centrifugal exhaust blower with an adjust bi damper, a draft-free nclosure or draft shield containing the fire •spo Ur and supporting frame rk with supports spaced In accordance with the manufacturer's instil atlon instructions. The first joint was located f et 0.2 m) from the expo we. The duct was suspended 32 Inches (0.1.11) a the floor by steel hanger to simulate an actual field installation. The d Ct Intake end was insert d Into a 4 foot x 4 foot x 7 foot (1.2 x 1.2 * 23 5 ) high draft shIeld (3 us and a roof), flush with the inside surface t enclosure wall. The shiest and was connected through a steal transiti piece to the blower IcPi pulled sir through the duct at the required a r velocities. 3.1.1 The fre esposure consisted of a square steel pan I too * xl 1 foot * B inches (0.! e x 0.3 m x 203 ma) deep, containing 4 inchis (192 ) of heptans on 3 Inches * (76 ma) of water. At the start of the test the tq4iId surface was 24 fnchesl(6)0 as) below the inside ottvm surfac.of the dct The pan ittelf was Itlonad directly below the central ails of the du t, and Its closest vertica urface was 1 1/2 Inches (39 ma) ahead of the duct opening. Heat output from the 1 square foot (0.1 a) pan of haptans is approstsaately. 10,000 tv/mm (1.0551 x 10 3/am). 3.1.5 Four hermocooples positioned 1 Inch (25.1 me) below th Inside surface of the duct, directly above the central isis, monitored temperatures during t test. The four points of measurements were 6 1 C (152 me), 6 feet-Cl .5 a). 12 fast (3.7 a), and 23 feet (7.0 a) from the 'I exposed end of the du t. An additional (digital read-out) thermecoupte a positioned it 23 feet (7.0 a) to corroborate data it that critical P010.0 3.2 Hor1zoita1iV rtleal Combination Duct Test * 3.2.1 THe lzontaliVertical Combination Net Test is conduc IS minutes with an In •d air velocity of 600 ft/min (182.9 auth)1 Performance Is satis ctory if flaming does not spread to the 23 ft (7. point in thehoriZont 1 duct section and the interior duct temperature measured by a th*rmoc 1* 'I ft (.30 a) fra the outlet and In the hon c duct does not exceed 000°F (53900. As with the horizontal test, the duct shall retain its structural integrity and no sike can be emitted v the inlet end or from the exterior of the duct during this fire test If I duct is to be used V smoke removal. 3.2.2 The • izontal/Vertical Combination Duct Test consisted c 24 foot (7.3 a) leng of horizontal duct connected to an elbow and a 1 • •• :• • . . • I --••• -_y,.•t.--.• • .---• • -. FEB-25-1999 18:26 51.2343185 92Z for 061 TI O-Di f-4N ri-*UJS riCH. INC. 619 432 0280 P.09 FACTORY MUWN SIMO COIPORAtION Page4 (4.6 m) length of ye ties) duet, a centrifugal exhaust bto w e r w i t h an ) a43ustab1e damper, a, fire exposure, and suspending hangers. Tb duct as 12 In. (305 ) in 4 $a*ter and both the horizontal an vertical aspe t Incorporated two flu -assembled joints. .3o1nts In the vertical sepe t re located at the 5 foo (1.5 is) and 10-foot (3.0 is) levels above the ml t. The horizontal duet was spended 32-inches (0.0 is) above the floor by r in accordance with the nufacturer's Installation Instr u c t i o n s . T h e ver Ic I section of duct exten WOW" from the mezza,nlne floor to within I foe (0.3 is) of the .xposu • and was supported in accordance with the manufactursr's Instal stion Instructions. 3.2.3 The re exposure consisted of a square steel pan 1 too x 1 foot * 8 inches (0. is x 0.3 is x 203 ma) deep, containing 4 Inches (7 of heptane on 3 Inch. (76 om) of water. At the start of the test the tq 14 surface was 12 inches (305 ) below the bottom surface of the duct. Itself was positioned directly below the central axis of the duet. Wee output from the I squirt foQt (0,1 .) pen of haptane Is approximately 10,000 Btu/sin (1.055 x 104 Jim). 3.2.4 Four thermocouples in the horizontal section of duct posItioned 1 inch (25 4 ) below the top Inside surface of the duct, d re tly above the centrtl ul , monitor tempraturei during the test. The four po flU of meuurumnt war. S Inches (152 om), 6 feet (1.8 is). 12 feet (3.1 is), a 23 feet (7.0 ii) from edge of the standard radius elbow. A fifth theimocogpk was loca ed On the sWe of the duct at 23 feet (7.0 is) to corroborate data at t is critical pint. Theraocoupl.s were also bet 4 In the vertical section duct at 5 feet (1.5 a), 10 flIt Mon) and IS (4.6 a) above the bet edge. 3.3 Quality Con I Tests 3.3 .1 Quail control tests were conducted for data CQl1ctIon purposes. The results of these tests are not expected to be Indicativ, he duct fire r.,Istive p rtles and are for informational purposes only. lb results of these tests an, kept on file at F1C. 3.3.2 The qu ltty control tests were conducted In accordance w th FPC Approval Sflndard 4922 and Include the foll*ving t e x t s : The 10 scale FM Flauivablitty Apparatus Test The 500 scale FM Fisiatbility Apparatus Text G) %ft"t'son Calorimeter 4) lt on ci Total Ash 3.3.3 Tests determine the surface results, sea FMRC rep m also conducted In accordance with ASTM £44 t ning and ss*e developing characteristics. FOr 1.1. 1T404.AC. FEE-25-1999 18:27 . . •.• 5102343 105 92 )•.)b HN IIHPLU 11tH. iNL. 619 4. 02 P. 10 P*CTOv MUTUAt 1151*101 COIPOIATION ORSA1.AC IV TEST RESILTS 4.1 Horizontal 4.1.1 The the 12 In, (30.5 cm) I Figure 4.1 for a rtee JJJR (mlii; icc) 0:00 14.20 2:10 2: 4S 3:00 3:15 3:30 4:15 5:00 6:45 7:30 WOO 15.00 25.00 4.1.2 Fuel test. This was att,'l collar device it the of heat from the bit. 4.1.3 Them exhaust end of the du Ct Test Ilowing observations were noted during the firs Islets? duct. All distances are Uproximate. d of thermocouple readings taken it the 23 ft 1 Obiejvet I test begins — feel source Ignited Interior of duct fleeing to 4 ft (1.2 m) light ska and slight discoloration on d Ct exterior to 4 ft (1.2 a) light ske on duct exterior to 14 ft (4.3 s cracking sound emitted frui duct flies on duct exterior at 1 ft (.30 a) flaming on top of duct exterior toZft( I white discoloration to 3 ft (.9 I) slight flaming on exterior to 3 ft (.9 a) flaming on exterior to 4 ft 0.2 a), white 1scoIOrat1on 44 ft (1.24.4 a) flaming stops on duct exterior duct has turned whit t0 10 ft (3.0 a) cxc p1 Joint flame of fuel source extinguished, fin speed Increased to 2000 fpa (609.6 rn/un) fan shut off, test co1eted on the extorter of the duct was observed during t ed to the flew vrom the fuel source pentrathn I t(dratt shield Interface and not to the trausmi $1 s' of the duct igniting the exterior of the duct No thermocouple reading taken 1 ft (30.5 cm) f va was 6900F (47QC). of on. for the ..- FEB-25-1999 162-28 5182343185 92Z P.09 - zinnia 519 MORE so MON -- omm - n1i. I W! -1 Tj 201 W. ff N law Hasa RNMmi ___ Mal __ FEB-26-1999 10:37 SAN MRCOS MECH. INC. 619 432 0280 P.12 GRIALAC 4.2 Nortzonta) 4. 2.1 The the 12 In. (30.5 cm) Figure 4.2 for a re hu (ain; sec) PACTOSY MTM lEUatcs CQIVOSAION rtical CmbInatton Duct test hewing observations were noted during the fire tester duct. All distances are approximate. d of thermocouple readings it the 23 ft (7-0 8) 0biervaHo 7 to? ttn, test begins fuel source Ignited smoke on exterior of riser to 5 ft (IS flaming on exterior to 2 ft (.6 a) sflght smoke from horizontal section (to mid point) flaming on exterior to 3 ft (.9 a) white discoloration to 3 ft (.9 ml spots of discoloration to 8 ft (2.4 ml flaming steady to 4 ft (2.4 a). smoke aba white discoloration to 0 ft (3.4 a) spots of discoloration to II ft (3.4 ml flames Intensifying on exterior to 3 ft C flame at fuel source e*ttñgulshd, test c 4.2.2 Th. Natmum thermocouple reading taken 1 ft (30.5 cm) ftc exhaust end of the dict was 665SF (35200. V INSTALLATION 5.1 The msvfaevrer shill sake every reasonable effort to supply al necessary lnstructlo*s. and other assistance to the Installer to Insure of Installation. Print$d application Instructions shall be provided by I manufacturer to dsmo$strate proper Installation procedures. As part I Approval usm1nstIon, and at the discretton of Factory Mutual Research CorporatIon, an Insp$ctton of a field Installation during andlor after comelitton ai. a. reluired. In son cases, a continued program of In c shell be necessary to ass•ss the application procedures or Changes w1tt1n1tbe application tchnlq$s. 0:00 1:00 2:00 2:15 2:30 3:15 3:30 5:30 ) 7:30 13:30 15:00 eted the 5.2 The manufa requirements and fu Factory Mutual bpi ) 1-56 and pertinent' FEB-25-1999 18:30 r shall Inform the installer of specific Inst& I S of the duct being manufactured as contained n ne Organization Loss Prevention Data Sheets 7- 1 r Mutual Engineering Organization standards. on --.. S -••• . .. .........I... 510234315 92 r. ii ACTOaT MUTUAL fl34AICI4 COVOIATIOW Page a QRMA .____ 4iM - ~ tj: : ____ 13 u MW z 21 3 • .._.__r_:_:;1I;[11. MU ____.•_.._ ?'I! ...' :: . . • . a • . , W;4::!*... ______ ::;. ___•. __ L 2..... .: ' . . • . • . . ••. . . • _ Barn FIGU 42 Ti freerssvr. Cum No!lz /Y.rttool cøpttnstlon Duct Test D,cs.i' 13. 1989 Is 'a qnq ) H'I ii LU IIU-I. Nc. b1 4i FEB-25-1999 18:30 51@2343185 920.1 P.12 : h -b-199 10:38 SAN MfRCOS MECH. INC. 619 432 0280 P.14 ACTO*V MUTUAL IIU*1Q4 COaPO*ATIO$ ) VI HARKING 6.1 Each fitting i0roval elbow and section of duet shall be marked a in not exceeding 10 ft .O a) on center. The marking shall contain the manufacturer's naa..d address, product designation, FHAC Approval a the words Appros'e6 r use as a fume/andlor smoke exhaust duct sub3ec conditions of Approv and when Installed In accordance with the lates edition of the FMRC Guide.i 6.2 A facsimile the marking shill be kept on file at Factory I Research Corporation VII MANUFACTURER'S R SIBIUTIES 7.1 To assure lianee with Installation procedures In the flel • he manufacturer shall 5 1,y to the Installer such necessary instructions or assistance as requlr d to produce the desired prforaance achieved In a tests. 7.2 The mnufac urer shall notify the Factory Mutual Research tion of any planned thin in the Approved product prior to general sal, or distribution. All ests for changes shall be mad and agreed to by in wilting utilizing To tory Mutual Research Corporation Form 197, Ap *1 Product..Revlston to. 1.3 The manufa at agrees that the use of the Factory Mvtual e ch ) Corporation nam. or .rttflcatlon mark is subject to the conditions limitations Of the actory Mutual Research Corporation Approval. Svc conditions and lial s.tlons rust be Included In all references to FM royal. 7.4 Continued prov*l is based upon the fabrication of fume and smoke exhaust ducts in at snee with this Approval Report, satisfactory f e1 experience and cant mud use of acceptable quality control procedures is determined by facli ties and Procedures Audits. VII! FACILITIES AND PROCEDuRES AUDITS 8.1 A Pacititi s and Procedures Audit of the Richmond, CA facili as Indicated that MS cts, Inc.hms the necessary equipment, factilt as personnel and quail controls to fabricate the fun and/or smoke ix us ducts listed in thi report according to factory Mutual Research Co ia ion Approval requires s. e.2 Periodic, unannounced Facilities and Procedures Audits will conducted to date int that the quality and uniformity of the c t arts being used in the brication of Factory Mutual Research Corporat on d fume and/or smoke *hsust duets Is being maintained and that they ar providing a level quality equivalent to that ariginelly tested a proved. 11.3 Factory Witual Research Corporation Approval recognition is contingent upon satisfactory results of the follow-up Facilities and ) Procedures Audits. 8.3.1 Unsatisfactory results of FacilitieS and Procedures ti may result in addition 1 facilities and Procedures Audits as deemed nece so 7 by Factory Mutual Res arch Corporation or forftttvre of Approval recogn ti FEB-25-1999 19231 I 51023 3185 . 92/1. P.13 9 IS the FEB-26-1999 10:39 SAN M$RCOS MECH. INC. 619 432 0280 P.15 MCTOIY MUTUAt USIAICI4 COIPOIATION Page 10 I 06A1j.Ac IX cONCLUSIONS 9.7 fire tests h4 'e sP'oim that the MS Products, Inc. ducti, Nudit I Plastiwiavi F.X Mirk VI 1, 12 in. (30.5 cm) to 48 In. (122.0 Win diamilt. Inclusive, most Factor' Mutual Research Corporation Approval requtru,.nts general purpose use In exhausting air, noncombustible fumes and .semii.e wit t a need for sprinkler protection where permitted by applicable FM Loss Prevention Standards. *ubject to the following conditions and limitati This duct maybe used for smoke removal In special purpose area as clean rooe when properly designed and sized. Sprinklers or required. The product s all be manufactured with Identical resins as test and In icons nce with the formulation on file with Factory Nut Research Co ration, and shall meet all physical requirements Voluntary P uct Standard. PS 15-69. ____ All ducts she 1 be fabricated using a proprietary component rot systems. Vertical sect ens of the duct system shill not exceed 15 ft (4. or penetrate this fire areas. Ce) The manufactu Or shill determine the suitability of the duct s,y for specific orrosive environments. (?) If the proces served by such duct system poduc.s flameible re or a conbusti Is fume source •xceiding I ft' (O.o9m') In area Inlet which e ii build up Inside -the duct, then Internal sprink will be requl ) (9) tin duct may also be square or rectangular shaped provide the sides of he duct are 12 Inches (30.5 cm) minimum to 46 Inc (121.9 cm) ma tmjm. 9.2 The tested du t meets Factory Mutual Research Corporation Appro Standard 4922 and, who Approval Is effective, will be listed t the Fac Mutual Research Corpor tion Approval Guide. 9.3 Approval Is fective when the Approval Agreement (Form 1.15) 1 signed and returned to Factory Mutual. 9.4 Continued App periodic Quality Anus TEST CONDUCTED BY: REPORT BY: til f t%% WV,., WJ The U ft Project Enginier JEGIlmd Attached Appendices: FEW-25-1999 16:32 1 viii depend upon satisfactory field experlen Follow-Up Inspections. Jeffrey E. Gould, Project Engineer REPORT APPROVED BY S sorge A. smith Manager, Materials Section Appendix A Test Apparatus Appendix B -AS Built Test Set-Up Appendix c — Primary Materials List -•r--- 5102343185 P.14 2 ) •J1LO44I.AC. MOM A $IUf*MlON j .c z b1 4 'SuppomInAam, h In off a top!_ tAcelft" 2m Du -, o_. •1 •'Ib% I 1 [i- MRIP—WA-mum rut APPAP.M3 FEB—--1999 18:3 • 5102343185 • 92 • - P.15 P. 16 FEB-2- t999 j: 33 - 5102343185 FEB-26-1999 10:40 SAN MPRCOS MECH. INC. 619 432 0280 P.1- FEB-26-1999 10:40 SON MARCOS MECH. INC. 619 432 0280 P.18 7 . AL ONAI-AC Appow I= 5Ef ,p (As-iPit.rJ -12 FT ---- —I Fr1 . ifit dim FM) fT - ,;. arrvP) - 4t ___ 24 Pr --- ----1 o'rr#& 'rçr (] •-. 1.4 ir4s - 1oP7 - ' rr F 444 MST _____ IID1MT*(.. J iffli C4 17 sr - • F-2-i999 jt33 • . • •.. 92%.- P.1? TOTAL P.18 PROCESS ROOM PR-01 ITEM IIOV 220V 208V3PH 480V3PH Electric Natural Gas CFD 1 20 30 2 20 3 15 4 15 30 5 70 30 6 70 30 7 70 30 8 100 30 9 70 30 10 70 30 11 120 30 12 120 30 13 60 30 14 60 30 15 60 30 16 70 30 77 28 78 28 79 28 80 10 81 11 Total amps 84 1020 420 Kw 9 367 377 Btu/hr 1285681 52500 Process equipment heat in Tons 107 4 112 AC-2 capacity, tons - 30 OPTICS ROOM OP-1 ITEM IIOV 220V 208V3PH 480V3PH 17 20 18 20 19 20 23 20 24 20 25 20 26 20 27 20 28 20 32 20 33 20 34 20 35 20 36 20 82 60 83 60 Total amps 280 120 0 Kw 31 26 0 57 Btu/hr 195224 Process equipment heat in Tons 16.27 AC-3 capacity, tons 15 GLASS SHOP GL-1 ITEM 11 O 220V 208V3PH 480V3PH Electric Gas H2 Natural Gas CFH CFH 37 3.5 15 38 3.5 15 39 5.5 15 40 0.5 15 41 8 15 42 8 15 43 2 15 44 5.5 15 45 5.5 . 15 46 5.5 15 47 5.5 15 48 5.5 15 49 5.5 . 15 50 5.5 15 51 15 15 52 5.5 15 15 53 1 15 54 5 Total amps 78 3 0 240 45 Kw 9 17 0 26 Btu/hr 87851 78000 45000 Process equipment heat in Tons 7 7 4 18 AC-4 capacity, tons 15 MACHINE SHOP AREA ITEM IIOV 220V 208V3PH 480V3PH Electric Gas H2 MA-01 CFH 129 203 130 86 131 3.4 132 4.6 133 8.6 134 38 21 30 135 3.6 136 12 12 137 3.4 SB-01 125 12 126 9.5 127 9 128 12 TU-01 124 20 GC-01 120 10 121 10 122 10 123 10 Total amps 113 61 355 0 Kw 12 13 128 154 Btu/hr 524038 0 Process equipment heat in Tons 44 0 44 AC-5 capacity, tons 7.5 BRAZING AREA ITEM IIOV 220V 208V3PH 480V3PH Electric Gas H2 Natural Gas CFH CFD BR-01 113 66 50 10 114 100 30 10 115 65 50 10 TR-1 Total amps 0 0 100 131 130 30 Kw 0 0 36 93 129 Btu/hr 315855 438903 42250 1250 Process equipment heat in Tons 26 37 4 0 67 AC-6 capacity, tons 7.5 MrN,111 o3fl©C5J June 21, 1999 Mr. Pat Kelley, Principal Building Inspectof CITY of CARLSBAD Building Department 2975 Las Palmas Drive Carlsbad, CA 92009-1576 Ref: Job No. 98-2951 Dear Mr. Kelley, Per instructions from the Building Inspector, Mr. Tim Phillips, we herein request an exception for Title 24 requirement governing disabled access, in this case to lavatories Our remodeling project, as referenced above, is located at 2051 Palomar Airport Road, includes Disabled Access lavatories newly constructed in one section of the building. However, the existing lavatories in the front section of our space (See attached Floor Plan) are not Disabled Accessible. In view of the fact the newly constructed Disabled Accessible lavatories are within reasonable distances from all areas of the building, we herein respectfully request an exception for the pre-existing lavatories. If you have any questions or require additional information, please contact the undersigned. Sincerely, Jerry Black, Corporate Safety Officer, Melles Griot, Inc. Carlsbad Laser Group 2251 Rutherford Road • Carlsbad, California 92008.. (760) 438-2131 9 FAX (760) 438-5208 /?/ /Z 7 i7—. 3'3YF APPROVALS Date Building c_ .—Z422 Engiicer Fire - Coastal ieath Assoc. 71-7 - q,q App )f I J / / fL Lrf4 L Lit/' ,iI/TL4 L%scJ y1cc., oi1- 5/w .L3Sf1cr, ia11. ii •'ct ipecs. '> * i'( . 3ji1 v /ejq ,rc • flArc, HAZ MAT FORM IND WASTE APP SCHOOL FEE FORM PLAN CORR ENGRGRR EUSLIC WCOMP FIRE PLfiJ4S• ASSESSOR PLANS COFO