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HomeMy WebLinkAbout1695 FARADAY AVE; ; CB043984; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB043984 Building Inspection Request Line (760) 602-2725 Job Address: 1695 FARADAY AV CBAD Permit Type: Tl . Sub Type: COMM Parcel No: 2121303400 Lot #: O Status: ISSUED 10/21/2004 SB 03/04/2005 03/04/2005 Valuation: $835,172.00 Construction Type: NEW Occupancy GrouX Reference#: Applied: Entered By: Project Title: f)()'-SMAC 29639 SF Tl WAREHOUSE TO '( MANUF. & 484SF BATHRM. 440 SF MECH PLATFORM Plan Approved: Issued: Applicant: STEPHEN HALL PO BOX 687 92007 533-1915 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee STD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee $2,655.52 $0.00 $1,726.09 $0.00 $0.00 $175.39 $0.00 $0.00 $0.00 $0;00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Inspect Area: Plan Check#: Owner: SYSTEM MACHINES AUTOMATION COMPONENTS CORP C/OSMAC 5807 VAN ALLEN WAY CARLSBAD CA 92008 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWA Fee CFO Payoff Fee PFF PFF (CFO Fund) License Tax License Tax (CFO Fund) Traffic Impact Fee Traffic Impact (CFO Fund) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $132.00 $260.00 $24.00 $0.00 $0.00 $0.00 $0.00 $4,973.00 Total Fees: $4,973.00 Total Payments To Date: $0.00 Balance Due: $4,973.00 B UJ~!NS_T9Yl/\t!S ~··· ORAGE _ATTACHED Inspector: EXPIRED PERflAiT PERMIT HAS EXPIRED IN ACCORDAf~CE WITH C.B.C. SECTION 106.4.4 AS AMENDED BY C.M.C.18.04.030 DATE cl •.&J I JtJttl sieNATURE ~A, .. " 3095 03104/os 0002 01 ..,~ ~ CGP FINAL APPROVAL Date: ------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 informatjon with the City Manager for processing in accordance with Cartsbad 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 capacity 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 vou have nreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. 02 4973.00 PERMlif APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 '1 / : P,RQ;JJ:fff INFOR~ATIQN, , \(Gf[S ~ -fr:\IE. Address (in~W) Legal Description ~1'2.-1~0-. Assessor's Parcel # IQ-3 Lot No. Subdivision Name/Number Name Address City ,3. · .AliEi:'!CANf · · '.[J>c'oi:ttr;ictQi---D~ A:gei'lt tofc9ntra9i:oi --~~owner -· ,D Agent t9r ~w~ir .. ,· ewe,, tzPOt \h} -,tdlBJ ~ ~ Name Address City ·4 ... PROPERTY OWNER Name Address City '§. QOI\ITSAQTQ8 • (!OMPANY'.~AJVII;!, FOR OFFICE USE ONLY PLAN CHECK No.cY~e~~rB~ EST. VAL. _________ _ State/Zip Telephone# S.tate/Zip Telephone# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to 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 applica~ to a civil penalty of not more than five hundred dollars [$5001). . -S BL\\ · -,::ptC-t 'l f15" · ':"I ~ -3 PH l::iS::O I "" ,.2lo8' r')&C\ Designer Name Address City State/Zip Telephone State License # _________ _ ·~::--:WoRK~il)'i cp,rvtp~!\i.~ATJPN Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance work for which this permit is issued. have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is My worker's compensation insurance carrier and policy number are: Insurance Company ST'R-"Tl.2 'Fl;.@ Policy No. :;ll :;,l 4'& Expiration Date ______ _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100) OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. ING: Failur secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred nd dollar 10 ,000), in~~ion ~,cost of c~ensation, damages as provided for in Section 3706 of the Lab~r,code, inte~d attorney's fees. TURE. __ """"~=-=-.:~'---Y_ ~-------------------DATE 3 -'-1 ,.. Q~ :z, ... QWNER;~u1L111;RJ:>~c.LM~:r1QN: · ~ .. .. . _ . ...... .. . • . •. ... . _ ..... I hereby affirm that I am exempt from the 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 the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for, the purpose of sale). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted _with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number): _____________________________________________ _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): _______________________________________________________ _ PROPERTY OWNER SIGNATURE _____________________ _ DATE _________ _ ;CQlvt~(ETl;!,THJ~--$ECTIQN..'FQRNPA9iE$lP.EJV:TiAL BUII.Dil\lG P~RMITS ONLY . Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ilt~;,:J;~~)rR!i~TJ<,~ff,(fNDJN<fA,~~r{cY :; :-,,,:·_·:·.:. --,:·::,; ,., _, .-, -, ·:::-_' I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME _____________ _ LENDER'S ADDRESS _______________________ _ i~,;, ')\eP(!,c~~i:-G~,JiTJfJCATlQN' "' ' , '!',-' ' , , '~,,~ ,~,. w; '"',-;~-v -~,: -~-: "" =. --H; I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Gitt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not c menced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is com e c period of 180 days (Section 106.4.4 Uniform Building Code). _ / l.....11 APPLICANT'S SIGNATURE 1--~-V''-"-"t--'-'=""----">' ==Cf-/1~11"> -" ... = .... ==-::.,____________ DA TE (Ot_aJflt:t::: -1-=7+,=-,-"1,-"""-+------- YELLOW: Applicant PINK: Finance Cltv of Carlsbad · Flnal Bulldlng Inspection Dept: Building Engineering Planning CMWD St L~ 05/17/2005 / Plan Check #: Permit#: CB043984 Project Name: SMAC 29639 SF Tl WAREHOUSE TO MANUF. & 484SF BATHRM. 440 SF MECH PLATFORM Address: 1695 FARADAY AV Contact Person: CHARLES Sewer Dist: CA Phone: 8584424518 Water Dist: CA Lot: Date: Permit Type: Tl Sub Type: COMM 0 Inspected!' ' ~ 1 By: ,/IJ!./-t-_ Uif-4v'q Date 1 Inspected: 5)/<{ JB'fi-Approved: j( Disapproved: __ / I -'---"-- Inspected · Date By: __________ Inspected: _____ Approved: ___ Disapproved: __ Inspected Date By: Inspected: _____ Approved: ___ Disapproved: __ Comments: ______________________________ _ \ Inspection List Permit#: CB043984 Type: Tl ... Date . . .. Inspection Item 05/18/2005 89 Final Combo 05/17/2005 89 Final Combo 04/14/2005 17 Interior Lath/Drywall 03/31/2005 14 Frame/Steel/Bolting/Weldin 03/31/2005 34 Rough Electric 03/15/2005 21 Underground/Under Floor 03/14/2005 21 Underground/Under Floor Wednesday, May 02, 2007 COMM SMAC 29639 SF Tl WAREHOUSE TO MANUF. & 484SF BATHRM. 440 SF MECH Inspector TP TP TP TP TP TP cw Act Comments --------· ~-·-·------- co NR AP AP AP PA CA WATER ONLY TEST, 41N W/C WASTE SPEC., 31N INSTALLED (COVER AT OWN RISK PNDNG ENG REV) Page 1 of 1 Corporate: Branch: Branch: Branch: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 14320 Elsworth Street, Suite ClOl, Moreno Valley, CA 92553 Tel: (909) 653-4999 Fax: (909) 653-4666 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel: (818) 833-8100 Fax: (818) 833-0085 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635FARADAY AVENUE CARLSBAD, CA 92008 Client: CARLSBAD VILLAGE DRIVE INVESTORS LLC File No.: Permit No.: Project No.: 2487A01 Project Name: CARLSBAD OFFICE BUILDING 1265 CARLSBAD VILLAGE DRIVE CARLSBAD, CA A A SetNo.: 5-14472 Age Date Nominal Actual Area (Days) Tested Size (Sq. Inch) 28 8/16/2005 6X 12 28.27 28 8/16/2005 6X 12 28.27 Specified Strength: 3,000 PSI Sampled By: JANA MORENO Location: * DUMMY SHEET* Concrete Supplier: Mix No.: 303006 Ticket No.: Water added at Site: Cement Type: IIN Remarks: gal. _By Mix Time: min. Distribution: CITY OF CARLSBAD-BLDG INSPECTION DEPT. CARLSBAD VILLAGE DRIVE INVESTORS LLC MARCOTTE & HEARNE BUILDERS ZIEBARTH ASSOCIATES **LAB COPY** 3860 PSI Load Strength Type of (lbs.) (psi) Fracture 114,050 4,030 Shear 104,520 3,700 Cone & Split Date Sampled: 7/19/2005 Date Received: 7/20/2005 Concrete Temp: Ambient Temp: Slump: in. Tested at: San Diego Respectfully Submitted, MTGL,Inc. Eduardo Dizon, R.C.E. "F "F 28-day compression test complies with the specified strength. Corporate: Branch: Branch: Branch: 2992 E. La Palma Avenue, Suite A, Anaheim, CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 7313 Carroll Road, Suite G, San Diego, CA 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 14320 Elsworth Street, Suite ClOl, Moreno Valley, CA 92553 Tel: (909) 653-4999 Fax: (909) 653-4666 13010 San Fernando Road, Unit 1, Sylmar, CA 91342 Tel: (818) 833-8100 Fax: (818) 833-0085 Report of: COMPRESSIVE STRENGTH-CONCRETE ASTM C39 ** CITY OF CARLSBAD-BLDG INSPECTION DEPT. 1635FARADAY AVENUE CARLSBAD, CA 92008 Client: CARLSBAD VILLAGE DRIVE INVESTORS LLC /\ SetNo.: 5-14473 Age Date Nominal Actual Area (Days) Tested Size (Sq. Inch) 28 8/16/2005 6X 12 28.27 28 8/16/2005 6X 12 28.27 Specified Strength: 3,000 PSI Sampled By: JANA MORENO Location: * DUMMY SHEET * Concrete Supplier: Mix No.: 303006 Ticket No.: Water added at Site: Cement Type: Remarks: gal. 'By Mix Time: min. Distribution: CITY OF CARLSBAD-BLDG INSPECTION DEPT. CARLSBAD VILLAGE DRIVE INVESTORS LLC MARCOTTE & HEARNE BUILDERS ZIEBARTH ASSOCIATES **LAB COPY** 3990 PSI File No.: Permit No.: Project No.: 2487A01 Project Name: CARLSBAD OFFICE BUILDING 1265 CARLSBAD VILLAGE DRIVE CARLSBAD, CA Load Strength Type of (lbs.) (psi) Fracture 112,860 3,990 Cone & Split 112,890 3,990 Cone & Split Date Sampled: 7/19/2005 Date Received: 7/20/2005 Concrete Temp: Ambient Temp: Slump: in. Tested at: San Diego Respectfully Submitted, MTGL,Inc. Eduardo Dizon, R.C.E. OF OF 28-day compression test complies with the specified strength. /\ QUALITY VALUE SERVICE Request For Information # DATE: s -2.s ~ c~ . TO: l\"'-¾'\\\t~'S -~lL..~l,-.( b ::tl(~f\-:::c..11)~ FROM: ~ ~O~'$ SUBJECT: \t.,q ~ F~ ~YVV\;c_ l COMMENTS: \-h" \l~- \\ we.X <:::.. -\j\Y'{'f tl ~¥. .. \ ~e... ~~€.. ~{@ \1:lL 'j~I" rtr'e.s\° , ~f\~N\ ~ ~ Gener a.I Contra o tors LI o ens e # B 7 3 9 9 8 1 7875 Convoy Court, Suite A3, San Diego, ca 92111 Tel 858,268,1894 • Fqx 858.268.7803 PROJECT SCALE• NONE SHEET REFERENCED P2.2 THE USE OF 3" TRAP ARMS AND 4" X 3" CLOSET BENDS FOR WATER CLOSETS IS ACCEPTABLE. SMAC DATE• 03-16-05 DISCRIPTION TOILET DRAIN SIZING 9466 BtAa< MO\.NTAN RD SAN DECO, CA 92129 -re., (858) 578-3270 FAX, (858) 578-3273 DRAWING NO, SK-1 02/17/2005 09:21 8055843188 FCP Fft,X lltll I 3107 W. ·color3do Ave. #312 Colorado Springs, CO 80904 Phone: 719-471-8558 Fax: 719-471.8485 e-mail: kJwengmemn@,pm.net 211712005 '1:51 AM MST Number of pages inclucling Cover. 1 TC>: S'J'£VE HALL PHCIME: 760-$33-t91S l'AJC 760-943-1915 RE: $MAC EQUIPMENT PLATFORM Ste"8. FROM: Kl!:NWOQC>, ~ PHoNc 71~71.as.ss F.u::: 7t9-471-848S Per your request the purpose of this correspondence is to verify ttiat the equipment platforms for SMAC in C :artsbad. CA were designed for 50 psf live load. The design loads are specified on sheet G1 .1 of the dra tvings and bn pages 1, 5 and 6 of the calculations. As you can see from sheet $1.3 of the 'drawings, the maximum loading from the equipment is 250#/12sf or 20.83 psf. Pie ilSe contact me if you have any questions. Beet regards, Ker Wood PAGE 01 Carlsbad 04-3984 2/18/05. DATE: 2/18/05 JURISDICTION: Carlsbad PLAN CHECK NO.: 04-3984 EsGil Corporation In Partnersfiip witfi (jovemment for '.Bui{aing Safety SET: III PROJECT ADDRESS: 1695 Faraday Ave. PROJECT NAME: SMAC Convert Warehouse to Mfg Plant O~ANT ~ 0 PLAN REVIEWER 0 FILE • The plans transmitted herewith have been corrected where necessary and substantially comply with th'e jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: D 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: Stephen Hall Date contacted: 2/18/05 (by: CM) Mail Telephone Fax In Person Telephone#: In Person Fax#: • REMARKS: NOTE: The 11' X 40" steel platform is being moved from another building. This structure was previously approved by the city. Enclosed is one set of plans for this platform that have been stamped and approved by the city. By: Chuck Mendenhall Esgil Corporation D GA D MB D EJ D PC Walk In Enclosures: trnsmtl.dot DATE: 1/25/05 JURISDICTION: Carlsbad PLAN CHECK NO.: 04-3984 EsGil Corporation In Partnersliip 'Ulitli (jovemment for '.BuiUing Safety SET:11 PROJECT ADDRESS: 1695 Faraday Ave-. PROJECT NAME: SMAC Convert Warehouse to Mfg Plant D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor def.iciencies identified below are resolved and checked by building department staff. D 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. D 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: Stephen Hall, Architect P.O. Box 687, Encinitas, CA 92007 D 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: Stephen Hall Telephone#: (760) 533-1915 Date contacted: I /zt.ofc.S (by:f~ x) Fax #: (760) 943-1915 Mail \.,-"'Telephon~ D REMARKS: Fax........-In Person By: Chuck Mendenhall Esgil Corporation D GA • MB D EJ D PC Enclosures: 1/17/05 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 C~lsbad 04-3984 1/25/05 Please make all corrections Oh the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1 . Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be-reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Each sheet of the plans must be signed by the person responsible for their preparation,. Business and Professions Code. Sheets must be signed and .sealed by the design professional prior to permit issuance 5. Include on the plans a description of the use of the platform. The design of the platform utilizes only 50 PSF LL. This is an office type LL. Is the platform intended for office use. The relocated platform previously approved by the city was designed for 125 PSF LL. Why isn't the proposed new platform design for the same LL? Please clarify. • MECHANICAL 13. Show on the plans the method of providing mechanical ventilation in the proposed manufacturing plant, capable of supplying outside air at a minimum rate of 15 cubic feet per minute per occupant. UBC, Section 1202.2.1. The general note on sheet A2.1 indicates existing roof ventilators provide 15 CFM of outside air per occupant. Provide a mechanical plan showing location and size of all mechanical ducts and the location of diffusers that will distribute the ventilated air, show the location of all roof mounted ventilators, provide a mechanical schedule of the existing ventilation equipment lists the size , type and CFM capacity of each piece of equipment. • STRUCTURAL 17. The design of the platform deck and beams assumes 50 PSF LL What is the use of the platform? The 50 PSF LL is for office use. Please clarify the intended use. The relocated platform previously approved by the City Carlsbad 04-3984 1/25/05 was designed for a LL of 125 PSF. Why is the new platform designed for only 50PSF? . 21. Include in the design the connection of the column base plates to the existing slab. Clearly show the type of anchor bolts, the ICBO approval # for the epoxy connection to the existing concrete and the embedment of the bol6ts in the existing concrete. Not provided 22. Include as part of the design the ability of the existing 5" slab to support the vertical loads from the proposed platform. Include in the design punching shear and the bearing capacity of 1000 PSF max. Note provided. 23. The architectural floor plan indicates the New Platform will be located in the center of the building at the manufacturing equipment lines but the design of the new platform shows it located adjacent to the wall. Provide consistent information between the architectural and structural plans. • ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti 1. All electrical sheets of the plans are required to be signed by the California licensed engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. • ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) 2. Please coordinate the exact location of the electrical room doors. with the architect. There are two different layout(s) of the electrical room shown. NEC 110-26, 230-2. 3. Specify the dimensions of new 3000 amp equipment. NEC 110-26(c). EQUIPMENT SEEMS TO BE EXTRUDING IN TO EXISTING WALL SHOWN IN LIGHT COLORS. PLEASE CORRECT AND MATCH ARCHITECTURAL LAYOUT. 4. Please specify the AIC ratings for "MSB" equipment. 5. Provide the required access and entrance to working space for equipment rated 1200 amps or more and over 6 feet wide. NEC 110-26(c). THE NEAREST EDGE OF THE EQUIPMENT MUST BE AT LEAST 3.5 FEET FROM THE NEAREST EDGE OF THE ONLY DOOR. Carlsbad 04-3984 1/25/05 6. Please specify the ground electrode system. Include the existing or new system(s). NEC 215-5. 7. Show or note on the plans the method used to limit fault currents to on branch circuits. NEC 230-208 8. Please identify new loads proposed for th·e existing equipment and submit completed panel schedule(s) with the new additional loads. THE EXISTING SERVICE AND THE NEW SUBSERVICE SWITCHBOARD "MSB" BOTH SEEMS TO BE OVERLOADED. PLEASE PROVIDE A CODE REQUIRED SDG&E DEMAND LOAD REPORT FOR REVIEW. YOU MAY HAVE INCREASE EXISTING SERVICE SIZE. 9. Please include a detail of the bus duct equipment installation. NEC 365-6 1 0. Exit signs are required whenever two exits are required. Provide a lighting plan for the proposed manufacturing facility. Show all required exit signs. 11. Provide a lighting plan within the manufacturing facility. Show emergency illuminations for the exit system lighted with at least one foot candle at floor level. Section 1003.2.9.2. show two sources of power for the emergency lighting. Note: If you have any questions regarding this Electrical plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. END OF RECHECK j DATE: 11/8/04 JURISDICTION: Carlsbad PLAN CHECK NO.: 04-3984 EsGil Corporation In Partnersliip 'Ulitli. (jovernment for '.Bui{aing Safety SET:I PROJECT ADDRESS: 1695 Faraday Ave. PROJECT NAME: SMAC Convert Warehouse to Mfg Plant ~NT ~ . D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D 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. D 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: Stephen Hall, Architect P.O. Box 687, Encinitas, CA 92007·, D 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: Stephen Hall Telephone#: (760) 533-1915 Date contacted: ,tjijbt-f (by: t{?--) Fax #: (76?) 943-1~15 Mail Telephone-~Fax ---rfi'Person D REMARKS: By: Chuck Mendenhall Esgil Corporation D GA • MB D EJ D PC Enclosures: 10/25/04 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 .J Ca,.-lsbad 04-3984 11/8/04 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 04-3984 OCCUPANCY: Fl,S2 TYPE OF CONSTRUCTION: III N ALLOWABLE FLOOR AREA: no change SPRINKLERS?: yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 11/8/04 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Machine Controls mfg ACTUAL AREA: 29639 MFG TI STORIES: no change . HEIGHT: no change · OCCUPANT LOAD: 148 Mfg DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/25/04 PLAN REVIEWER: Chuck Mendenhall 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 1997 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, 1997 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. TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUPPLEMENTS (1997UBC) tiforw.dot Carlsbad 04-3984 11/8/04 Please make all corrections on tbe original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Each sheet of the plans must be signed by the person responsible for their preparation,. Business and Professions Code. 2. Why does detail 16/ A3.1 show the ceiling of the proposed new rest rooms framed with 6" -20 GA. Joists @ 24" OC? This rest room is shown directly below the proposed free standing platform designed by K .. L. Wood Engineering. The design of the platform utilizes 22 GA steel deck spanning 4ft between C1 0X3.5 X14GA beams. What applies to this job. 3. Provide a note on the plans indicating whether any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E. 4. 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. 5. Include on the plans a description of the use of the platform. The design of the platform utilizes only 50 PSF LL. This is an office type LL. Is the platform intended for office use. 6. Provide a complete description of the type of manufacturing that will take place in this building. What is manufactured? Are there any hazardous materials associated with the manufacturing process. 7. Include as part of the plans stair dimensions and construction details for access to the proposed platform. 8. Show on the plans the height of the platform guardrail, the connection of the guardrail to the platform and the spacing of the intermediate rails. Ca.rlsbad 04-3984 11/8/04 9. In areas where the occupant load is at least 30, two exits are required. See UBC. Table 10-A. Clearly identify all exits that will serve the manufacturing area. 10. Provide an exit analysis plan (may be 8 1/211 x 11 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. 11 . The key note schedule found on· sheet A2.2 references the new wall construction to details on sheet A2.3. There is no sheet A2.3 as part of these plans. I -believe the detail reference should have been to sheet A3.1. revise the key note references consistent with the plans sheets provided. 12. 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, M 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 1003.3.1 .8. • MECHANICAL 13. Show on the plans the method of providing mechanical ventilation in the proposed manufacturing plant, capable of supplying outside air at a minimum rate of 15 cubic feet per minute per occupant. UBC, Section 1202.2.1. • STRUCTURAL 14. The plans for the proposed platform by FCP are very incomplete. The plans not include the thickness or type of decking, the attachment of the decking to the beams and joists, the size and spacing of the beams supporting the decking, connection of beams or joists to headers etc. 15. Specify on the platform plans the size of the main support beams. See sheet S1 .1 of the plans by FCP. 16. Detail the construction of the guardrail and the connection of the guardrail to the platform beams. 17. The design of the platform deck and beams assumes 50 PSF LL What is the use of the platform? The 50 PSF LL is for office use. Please clarify the intended use. 18. The free standing platform is shown immediately adjacent to the existing building. Include as part of the design of the platform the required seismic separation between the platform and existing building walls per UBC 1633.2.11. Clearly dimension on the plans the required separation between the platform and the existing building walls. Carlsbad 04-3984 11/8/04 19. The lateral support of the building assumes the platform beams and columns act as moment frames. The rigid moment connectioff is shown provided by axial load carrying braces. In order to utilize the axial brace as the moment connection show that the braces complies with USC 2213.8.2. The stress reduction factor of 2213.8.2.2, the Kl/r= 720/J"°Fy 2213.8.2.1 and the connection is designed for n X seismic force per UBC 2216.8.3.1, item 2. 20. Include in the design the connection of the column base plates to the existing slab. Clearly show the type of anchor bolts, the ICBO approval # for the epoxy connection to the existing concrete and the embedment of the bol6ts in the existing concrete. 21. Include as part of the design the ability of the existing 5" slab to support the vertical loads from the proposed platform. Include in the design punching shear and the bearing capacity of 1000 PSF max. ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti 1. All electrical sheets of the plans are required to be signed by the California licensed engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. • ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) 2. Please coordinate the exact location of the electrical roorn doors with the architect. There are two different layout(s) of the electrical room shown. NEC 110-26, 230-2. 3. Specify the dimensions of new 3000 amp equipment. NEC 110-26(c). 4. Please specify the AIC ratings for "MSB" equipment. 5. Provide the required access and entrance to working space for equipment rated 1200 amps or more and over 6 feet wide. NEC 110-26(c). 6. Please specify the ground electrode system. Include the existing or new system(s). NEC 215-5. 7. Show or note on the plans the method used to limit fault currents to on branch circuits. NEC 230-208 8. Note that the main service will not be energized prior to the Building Inspectors' receipt of a third party NATL testing lab9ratory performance test certification for the service ground fault protection. NEC 230-95 Carlsbad 04-3984 11/8/04 9. Please identify new loads proposed for the existing equipment and submit completed panel schedule(s) with the new additional loads. 1 O. Please include a detail of the bus duct equipment installation. NEC 365-6 11. Exit signs are required whenever two exits are required. Provide a lighting plan for the proposed manufacturing facility. Show all required exit signs. 12. Provide a lighting plan within the manufacturing facility. Show emergency illuminations for the exit system lighted with at least one foot candle at floor level. Section 1003.2.9.2. show two sources of power for the emergency lighting. 13. Rebar OR ground rods are not acceptable grounding electrodes for commercial applications in the City of Carlsbad. Please describe what the "UFER" ground will be. (footage, conductor material and size, depth in footing.) Note: If you have any questions regarding this Electrical plan review list please contact Morteza Beheshti at (858) 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 04-3984 11/8/04 jvALUATION AND 'PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 04-3984 PREPARED BY: Chuck Mendenhall BUILDING ADDRESS: 1695 FaradaY: Ave. DATE: 11/8/04 BUILDING OCCUPANCY: Sl, Fl TYPE OF CONSTRUCTION: III N BUILDING AREA Valuation Reg. VALUE PORTION (Sq.Ft.) Multiplier Mod. Tl 29639 2e.oo Platform 440 12.00 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance I• I Plan Check Fee by Ordinance I • I Type of Review: 0 Complete Review D Structural Only D Repetitive Fee ~ Repeats Comments: D Other D Hourly I Hour * Esgil Plan Review Fee ($) 829,892 5,280 835,172 $2,655.521 $1,726.091 $1,487.091 Sheet 1 of 1 macvalue.doc 'Iii .., DATE: 1t(t(ov BUILDING AEH) ESS: BUILDING PLANCHECK ~I~ -r:r:-O""-!Y PLANCHECKNO.: csor'$767': ~ PROJECT DESCRIPTION: ENGINEERING DEPARTMENT APPROVAL DENIAL 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. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. Please se · th attached report of deficiencies · A Right-of-Way permit is required prior to construction of the following improvements: Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet H:IWORD\OOCS\CHKLST\Bulldlng Plancheck Cklst Fenn {Generlc).doc 1Make necessary corrections to plans or specifi · tio for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: Date: Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 1 Rev. 7/14/00 .• BUILDING PLANCHECK CHECKLIST \' ,, t -<( ~ -~ vS<f(X ~~ SITE P~N \ \J'-...l,.'J ~ ~ _ 11=--~~ 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. Existihg & Proposed Structures C. Existing Street Improvements D. Property Lines E. · Easements 2. Show on site plan: A. Drainage Patterns F. Right-of-Way Width & Adjacent Streets G. Driveway widths H. Existing or proposed sewer lateral I. Existing or proposed water service J. Existing or proposed irrigation service 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects,. include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION H:IWORD\OOCS\CHKt.SnBuildlng Planclleck Cklst Form (Generic).doc ·2 Rev. 7114/00 D D D D D D BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. ____________________ ....:.... ____ _ 4b. All conditions are in compliance. Date: _________ _ DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility ~asernents on the building site is required for a·11 new buildings and for remodels with a. value at or exceeding $15,000. pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: ________________ _ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the ·appropriate legal description together with an 8 ½" x 1"1" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: ____________ Date: ______ _ IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the (p ~ construction exceeds $75,000. pursuant to Carlsbad Municipal Code Section /} ~5 ~ 18.40.040. v ( . Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the H:IWORDIDOCS\CHKLS1\Building Plancheck Cklst Fonn (RIDDLE • HARVEY 7-12-00),doc 3 Rev. 12126/96 . ' D D D D D D D D D BUILDING PLANCHECK CHECKLIST checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and 'fees paid prior to issuance of building permit. Improvement Plans signed by: _________ _ Date: ___ _ 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement. This agreement must be ·signed, .notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: -Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. D D D 7a. Inadequate information available on Site Plan to make a determination on grading requir§re~ I~ g~J:,g ~~es (cut, fill import, export). ~7~g Permit required. A separate grading fan prepared by a reg·istered Civil Engineer must be submitted together with the completed application form ~ attached. NOTE: The Grading Permit must be issued and rough grading S~~J, ~o~ht~A'pri~~~~~:;g ;~:.d>lj ~ -Grading Inspector sign off by: ___________ Date: D D D 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:IWORDIDOCSICHKLSnBuilding Plancheck Cklsl Fom, (Generic 7·14-00) doc 4 Rev 7/14/00 BUILDING PLANCHECK CHECKLIST 1sr 2ND 3RD D D D 7d .No Grading Permit required. D D 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 0 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-:Way and/or private work adjacent to the public Right-of-Way. Types of work include, but _are not limited to: street improvements, tree trimming, driveway construction, ·tying into public storm drain, sewer and water utilities. D D Right-of-Way permit required for: w~ /~~ ~ ~e~~ ( ·. 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for ass'istance. Industrial Waste permit accepted by: Date: 10. NPDES PERMIT _ (t" ~ Complies with the City's requirements of the National Pollutant Discharge ~ ; Elimination System (NPDES) permit. The applicant shall provide best ~~ ~ c,JA management practices to reduce surface pollutants to an acceptable level prior to \ ~ . ..l\~ discharge to sensitive areas. Plans for such improvements shall be approved by -\. . , X! the City Engineer prior to issuance of grading or building permit, whichever /c..{\.Q/ ff' occurs first. D" D 11. a ~ired fees are attached · a'N~f;es required ~ ~~ ~~ ~ D WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. H:\WORDIDOCS\CHKLS1'Buildlng Plancheck Cklst Fonn (Generic).doc 5 Rev. 7/14/00 -; D BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then· owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets: If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation. service should look like: STA 1+00 Install 2" service and 1.5: meter (estimated 100 gpm) 2. If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water H:IWORO\DOCSICHKLST\Bulldlng Plancheck yklst Fann (Generic).doc 6 Rev. 7/14100 -, ----""V ~D D BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching · these. irrigation services/meters to a new recycled water line in the future .. 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the· same as the irrigation meter above. 2. If a project fronts a street. with recycled water, then they should be connecting to this line to irrigate slopes within the deveiopment. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. H:IWORD\OOCSICHKLSnBullding Plancheck Cklst Fonn (Generic).doc 7 Rev. 7/14/00 ~t .~ ~~ ~ ~ ~ C C .· ~~ 1 ~ ~. ~ ~ ~ fl 1 l 1 U O 0 C C C ~~~ J{oo ~Do PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST . Plan Chilek No. CB ()(/Jl!flf/ Address //,f ~ ~l>AYlr1/ . :~~~er tJ!ff~ . Phone (760) 602-~ Type of {!;,ijt & Use: ·. Net Project Density: ~U/AC Zoning: General Plan: Pl Facilities Management Zone: -1-~..-,,rlf'<-- CFD (in/out) #_Date of participation: ____ Remaining net dev acres: · (For non-residential development: Type of land used created by this permit:. ____________________ _, Circle One Legend: [81 Item Complete D Item Incomplete • ~ds your ·action Environmental Review Required: YES __ NO LL TYPE ___ _ DATE OF COMPLETION: _______ _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES __ NO~ TYPE ___ _ APPROVAURESO.NO. ______ DATE __ PROJECT NO. ________ _ OTHER RELATED,CASES: ___ -:----------------- Compliance with conditions or.approval? If not, state conditions which require action. Conditions of Approval:. _______________________ _ Coastal Zone Assessment/Compliance . i Project site located.in Coastal Zone? YES __ NO CA Coastal Commission Authority? YES__ NO . If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, · San Diego _CA 92108-4402; (619) 767-2370 · Determine status (Coastal Permit R_equired o~ Exempt): Coastal Permit Determination Form a·lready completed? _YES__ NO __ .If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: · Folfow'!'Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at m_inimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. lnclusionary Housing· Fee required: YES __ NO ~--·y (Effective-date of lnclusionary Housing .Ordinance -May 2~93.} Data Entry Completed? YES_ NO __ . (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: H:\ADMIN\eOUNTER\BldgPlnchkRevChklst Rev9/01. ·hf_ .. · . o.· ·:. ·D._· 1. Provide a fully ditnensiorial' site plllh 'dcawn 'to scale. Show:. North .,lw; property .lin~s:: .f<. e~seme~ts, e~J$ting and propos~d $1~u·?tures, streets'. exis_ting s!reet ii:nprove~ents, rig.ht~6f.:.way .. . . width, d1mens1on~I setbacks 1and existing_ tgpograph1cal Imes (inGludmg au .side; and:.rear' yard · . ~· .... ,;. . .slope~). . . . · . · •--.. ~· El· .cl·~":.··. i'.··-~Prd~,(~e iegal d_~s9riptio.n .ot property a~d:a~~~ss~r!s parcel numb~r. ' ' ' ' ' I , ' ~~ ' ._ ~ • :otJ·o· :d:D D· Polley 4;'-~-ei~hbortiood Archlte~1x:es1Qn Guidelines 1. Apphcabthty. YES .. . . NO . . . ,J ' ... ' • _, , • ' 2.· project'cornplies Yf:S. . NO ___ . __ _ r·. . •· Top,6f slope: 1 Requir~d __ ..___ ___ Shown --------1.-..- Required Shown ----,---1.-..-Required Shown _______ ,...;_· +.-1 ;...· __ Required Shown -~-.---+·I'_ -Required . · Shown ------,--·..:-1 t] DD· 2. equired Shown R(tquired· · Shown "Required· Shown . , . Required Shown 8equir~d · Shown DOD. 3. L.ot Coverage: Required Shown 4. Height: Requfted. Shown 5. · Parking: Space$ -Required . .{ ot-· Shown --1-Ll'-'lo ___ _ (breakdown by uses·'for 9ommercial and industrial project~ req1,1ired} . .Residential Gue$t Spaces-Reql)ired. · Shown ... ·--------- Additional. Comments. ____ .,...... _________ ----__________ .;...... __ _;_.....;. ___ _ . OKT0.1$$UEAND ENTEREDAPPROVAl:.INTQCOMPUTER _....;.~-·:_. __ .,____DATE /'2~~l(-(t7 t:1:\AOMIN\COUNTER\Bldi,r1nchkReVChkist Rev 9/01 ! " .. \' Carlsbad Fire Department 043984 1635 Faraday Ave. Carlsbad, CA 92008 Fire Prevention (760) 602-4660 Plan Review Requirements Category: Building Plan Reviewed by: Date of Report: _12_10_1_12_0_04 _______ _ Name: CHAPO & HALL ARCH. Address: P.O. Box 687 -------------------- City, State: Cardiff By the Sea CA 92007 Plan Checker: ____________ Job#: _04_3_98_4 ____ _ Job Nam$: S.M.A.C. Bldg #: CB043984 ---------------~=--- Job Address: 1695 Faraday Ave Ste. or Bldg. No. ~ Approved D Approved Subject to D Incomplete Review FD Job# The item you have submitted for review has been approved. The approval is t)ased 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 .. The item you have submitted for review has been approved subject to the 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. · 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. 1st 043984 2nd FD File# 3rd Other Agency ID .--,_,,,, -'---__,.---~-------,, 1 _ Committed Io QL/ollty let us earn your business To: Stephen W. Hall, Chapo & Hall Architects From: Derry Nice, FCP Date: 1/7 /05 Subject: SMAC plan check corrections dated 11/ 11/04 Please respond to items 7,8,14,15,16,17,18,19 and 20 7, Include as part ... Response: The platform has an access ladder. See S 1.2 for plan view location and See S5 .3 for ladder details. 8, Show on the ... Response: See sheet S5.2 for guardrail height (3'6") detail. See Guardrail layout for intermediate length (72") 14, The Plans for. .. Response: See sheet G 1.1, Design Data for decking type and weight per foot, See sheet S 1.2 for plan view, 22gauge B-deck with 1-1/8" comp-deck. See sheet S5 .2 for B-deck layout & anchoring details and wood details & anchoring details. 15, Specify on the platform ... Response: See sheet S 1.2 for deck framing member sizes. See sheet S5 .1 for member shapes, connection and details. 16, Detail the construction ... Response: See sheet Sl.3 for guardrail post and gate location. See sheet S5.2 for complete guardrail details and connection details. 17, The design of ... Response: This is an equipment platform. See sheet G 1.1, Project type. See sheet S 1.3 for equipment layout and loading. 18, The free standing ... Response: See revised SMAC drawings for platform adjacent to the wall. See Sheet Sl.2 for added 3" seismic separation. 19, The lateral support ... Response: See revised calculation pages lla through lld and pages M12 through M16 that are attached. Please note that there are two bracing angles at each connection. Page M16 shows the axial force in the transverse braces produced by the seismic forces times 0. P.O. BOX 1217 • CARPINTERIA, CALIFORNIA 93014 • (805) 684-1117 • FAX (805) 684-3188 • LIC. #674954 -~ , 20, Include in the ... Response: See sheet S 1.1 for anchor bolt layout and S5 .1 detail 3 for anchor bolt details 21 Include as part ... Response: See soils report and concrete information from sheet S-2 from Prime Structural Engineers for 6" concrete thickness and W/#3 12" O.C.E.W. also see soils report# 51- 4508-01 from Kleinfelder. P.O. BOX 1217 • CARPINTERIA, CALIFORNIA 93014 • (805) 684-1117 • FAX (805) 684-3188 • LIC. #67 4954 3107 W. Colorado Ave. #312 Colorado Springs, CO 80904 Phone: 719-471-8558 Fax: 719-471-8485 e-mail: klwengineerin@qwest.net Project Name C Location Carlsbad, CA Project Number TFCP09407 Re-Submittal Pages 11 a through 11 c have been revised. Pages 11d, 11e, and M12 through M16 have been added. These calculations review the structure being installed for structural capability. The sealing of the drawings used in conjunction with these calculations is for the structural review only. Other information is not reviewed, nor approved. State CA 1/7/2005 Engineering Seal Data: Number 35911 Exp Date 31-Dec-05 Date: Page: L--;<-1-::1---1 ~ Compression on Single Angle Struts A/SC Method Phi = 0.90 Angle L2.5x2,5x.188 Ag 0.901 Ix 0.535 ly 0.535 Rx 0.771 Ry 0.771 Xbar 0.687 Ybar 0.687 Xp 0.18 Yp 0.18 Kx 1 Ky 1 Kt 1 Lx 28 Ly 28 Lt ~$ Max. leg b/t 76/sqr(Fy) 155/sqr(Fy) Q= About the Z-Z axis: Kxlx/Rx KyLy/Ry Fex----> Fey----> Q R s T 2.5 13.29787 12.66667 25.83333 1 0.983351 2.434809 0.983351 Kxlx/Rz Sigma_ez lambda lambda * sqr(Q) Fer Pn Phi_Pn 36.31647 36.31647 217.0153 217.0153 1 -509.5273 79863.49 -3555561 58.09129 84.8156 0.651498 0.646052 29.72635 26.78344 24.1051 Rz alpha J Cw XO yo ro H Fy G E Leg #1 Leg#2 T GJ ECw Fez lw w Rw Few Fe Lambda_e Lambda_e * sqr(Q) Fer Pn Phi_Pn 0.482 45 0.0114 0.0051 0 0 1.38 0.628 36 11200 29000 2.5 2.5 0.188 127.68 147.9 75.49657 0.860676 0.977367 348.7359 M.13699 -139071.3 0.721599 0.715567 28.57171 25.74311 23.1688 ·""'i··· ---1·--..-~·-V"" .. ~-~ ... .........,.~ _Actual Load, Pu 23.69 kips \ Number of Angles 2 \ Load Per Angle 11.85 kips \ overning Phi_Pn 23.17 kips \ Stress-Reduction factor ) Per UBC 2213.8.2.2: ~ B= 0.887 ~ ¢ Pn * B= 20.55 kips t Dr= 0.58 (Design ratio)) A ;,..,J' 1...._,,-,..,_;,.....~,,,.,.,..-,,....,,..J-.... --........ Date: Single-Angle Member Desi.gn-C:heck. ~ Page:j_..:.../-'-'/.::;.___,\1 Qty, Na: 2, Angle: L2.5x2.5x3/16 Weight per foqt: Total'wei,ght: Gross Area, Ag .Moment.of Inertia Ix= Section Modulus,$~= r= x= Fy= ·Fu= For, tension yjelding F= 0.9 cI>Pn = cI>FyAg. cI>Pn = 58.385 For tensioh·rupture F = d.7.5 3;06 .Plf 7.65 Pounds 0.90 ln.A2' 0.54' lh;A4 0.3!) ln.A3 o.n1 _1n. 0.687 .In. 36 Ksi ·58 Ksi · Total length:· 30.000 ln9hes Connection length: 28:000 Inches Hole-.Diameter: 0.688 Inches BoltbJameter: 0.750 !riches ·Bolt: Grade 5 6D Inches Bolt, Spacing: 0.000 Inches Edge Dist~11ce:, 1.250 .Inches ~--~-1.1 Applied ,Loads: 17:.259 Kip, Factored Load 25[ 0.1875 I 1,.25 j ' . I . I~-2.5 ~11 lJ = 1-x/L <= 0:9 U = 0.975 ·<=0.9 An·= .(Ag-(Dh+ .b625)t)Na An= 1.541· Ae = UAn Ae = 1.369 U= 0,9 cI>Pn,:;: iiiFuAe 4iPn = 59:537 ••"). •'' Therefore, <PPn = Pu= Dr;:: tension yielding controls the design: 58.3848 Kip 17.259 Kjp 0.30 (Design .ratio) AISG Slenderness requirement: ,For Seismic Zones 3 & 4: ,Lmax = 300r, Ur<= 300 Ur= 18.158 Lmax = 462.6iri = 38.55·Feet Ur<= 720/(Fy)"0.5 Ur<= 120 Bearing and Tearouhequirement: Bearing Strength = 2:4dtFu = Tearout Strength = 1 :2LctFu = Tearout·Strengtli = 1.2[,.ctFu = Bolt requirements: cI>.Rn = Dr= 39.15 23.65 N/A 47.10 0.37 Kip 'Kip fon~dge bolts .Kip f<x·interioi bolts> bearing strength, use lesser val!Je f6r, -cfiRn calculation. Kip for one ed!;!e bolt and o.ne interior bolt (Design ratio). cp Rn = cI> FnAbN(.8) for connection lengths,greater. than 50 iric/les. <IiRn = 31:79 Dr= 0.54 (Design ratio) Qty 1 Date: 1/6/2005 Single-Angle Member Design Check Con't Block shear requirements: Agv= Anv= Agt= Ant= 0.469 0.340 0.469 0.340 ln"2 ln"2 ln"2 ln"2 Tension Rupture = FuAnt = Shear Rupture = 0.6FuAnv = Tension Yield = FyAgt = Shear Yield = 0.6FyAgv = cf>Rn = Dr= 19.711 Kips 11.827 Kips 16.875 Kips 10.125 Kips 22.377 Kips 0.77 (Design ratio) Page:l )/ c..,. Date: 1/6/200!? Single7Angle Member Design Check. Page:! ty, Na: .2 Angle: L2.5x2.5x3/16 Weight per foot: . Total. weight: · Gross.Area, Ag Moment of lnertia,lx;:: Section-Modulus Sx;:: r= ~= 3.06· Plf 7.65 Pounds Q.!)Q ln.A2 0.54·1n.A4 0.3Q.ln."'3' 0.771 In; 0.687 In. Fy= 36 Ksi Fu= For terisiqn yielding F= 0.9 <IiPn = <IiFyAg <IiPn =·'58.385 For ten·sion n1_pture F = 0.75, 58 Ksi Total lerigtl;l: Conn1:1cth:in.1e.ngth: ·Hole-Diameter: Bolt Diameter: Bolt: Bot~ ~pacing: Edge Diptance: Applied Loads: 30.QOO Inches 28.000 Inches ·0.688 Inches · Q.750 Inches Grade 56D Inches o.o.oo. Inches Qty 1 1.250 Inches 231i'~Kip~~d Load. ~~[._ •• ==· =::::::'..:l:1;;::::1=.25==::::!j 1875 . . t. . ,. 2.5 ~11 U = 1'-x/L <= Q:9 W = 0.975 <=0.9 An = (Ag-(DtH.0625,)t)Na .An= 1.521 Ae::: UAn Ae = 1.369 U = 0:9 iJiPn = <IiFuAe <IiPn = 59:537 Therefore, <I>Pn = -Pu= Dr= tension yielding controls the design: .58.3848 Kip 23 .. 691 .Kip 0.41 (Design ratio) "-.>~-~'F •• --i ... .,,..\,.,:c,~-"'c~~"j._"»-~.,.~~ ... V........,,,.,~, ... \..,.. AISC ~lenderness requirement: Ur<= 300· Ur::: 18.158 . Ul;IC 2213.8 Slenderness requirement d For Sei~mic z,;mes 3 & 4: .Lmax = 300r Ur<= 720/(Fy)"0.5 . Lmax = 231.~ In= 19.275 Feet Ur<= 120 Lmax= 185.04 in Bearing and•Tearout requirement: Bearing:Strength = 2.4dtFu = Tearout Strength = 1.2LctFu = Tearout.Strength, = 1.2LctFu = . Bolt requirements:. <IiRn= .Or= ~9.15 23.65,, NIA 47.10 0.50 , . ' ' ,,,.r Kip Kip .for edge bolts ·~ip·for interipr bolfs > be1?ring strength, use lesser value for cpRn calculation. Kipfornh<;i edge, bolt a.nd one interior bolt (Design ratio) <Ii Rn = il>FnAbN(.8) for connection Jengths greater than· 50 inches. <IiRn= 3.1.79 Dr·= · 0.75 (Design ratio) Date: 1/6/2005 Single-Angle Member Design Check Con't Block shear requirements: Agv = 0.469 ln"2 Anv = 0.340 ln"2 Agt::: 0.469 ln"2 Ant::: 0.340 ln"2 Tension Rupture::: FuAnt = 19.711 Kips Shear Rupture ::: 0.6FuAnv ::: 11.827 Kips Tension Yield ::: FyAgt::: 16.875 Kips Shear Yield ::: 0.6FyAgv = 10.125 Kips 4>Rn::: 22.377 Kips Dr= 1.06 (Design ratio) · : ,:,:: · /~t; · ~~~,,;;;..;.~;~;~ ':.;:';" ; ··:i':":' -~ ~.~~~~j~~2' -c.o ,..~,,.,,,,,..., Author: Address: View -Reaction forces, Cases: 2 {LL 1) I rg_x Date: 06/01/05 © RoboBAT 1996-2003 File: SMAC-LMT-Transverse.rtd Project: SMAC-LMT-Transverse Fz=-4.257 I 1z=-u.~uo 1 l s I oz=-0.100 I i/ .... Fx=-0.020 I Fz=S.137 I Page: 1 Fz=-4.905 j ~ C'I Fx=0.020 I Fz=4.687 I Cases: 2 (LLl) nikip/ft ·v kip ~" \1 ~ ., ..... ' . ROBOT v 16 .. 5.0 Authon .Addre$s; Vi~W -Reaction forces, Cases: t {DL 1) .. ' 1: \ ,. - '. -·- . ' ... " ,,. :z, 'D ~:_}_x Date: 06/01/05 ,•.:.;_.e• ©'RotioeAT 1996-2003 File: '$IVIAC-~LMT~Transverse.rtd _Rtbj1?9t: SMAC-~MT)frc)nsv$r~e . nz=sQ.1,20 I . e~. _J.:_,_ I F;;-0.800 .I I lsJ nz=.0.024.1 V .... l:'x==0:-009 ' ' Fz=2.571 j Page: 1 Fz=-1.702 I ~: N Fx=0.009 I -F=r.-8'~ . . \, \ Cases: J {DLl) -PZkip _ffikin/f't '~ kip : : . 1,,.-,.· ' ~~ ':' _,_ ',T---._..........__ ' ·' '. , '.~j '' .• ~ '., . '· ~ ' f~:-.. ,., ... . .. ,. '.~~~-,' i,:: ;i.:~. us~,; ~-- ~ ! ROBOT v 16.5.0 Author: Address: --. ---,, ·----. View -Reaction forces, Cases: 3 (SEIS1) 8 © RoboBAT 1996-2003 File: SMAC-LMT-Transverse.rtd Project: SMAC-LMT-Transverse Fx--2.100 I 4 ~-'•->-•ool V -N Fz 6.740 Fx=2.100 I Fz=-6.740 Fx=2.!00 I z lflx Date: 06/01/05 Page: 1 --." \ \, , -- Cases: 3 (SElSl) ~ kip ~ ....... -t... A .. - IV!,1 ROBOT V, 16,5.0 Author: Adqress:. View -Reaction forces, Cases: 4 {SEIS2) . ,8 ,;. © Robb BAT 1, 996-2003 --------------·-------·----------:: File: SMAC-lMT-TransJ~Ei~.rtg_ ________ _ Eroj~ct.,-SMAO=tMT::ffansver$e , '4 -Fx=•2:27l[j -~ '\ ~, ~- .-.,,_:.., ___ '::'":'-:;:-, --~----·. - \. •t "l . .;.,,..: .- t. , __ ~---.,16 .. -~, ... ·, ..... ~ ' -...i2' ·:;,...._ ';,,. ,..__ ,> ~ ~ -··:, . ..._ :Fz=7'.286 1Fx==z..2:i~_I,' Fz=.:1:2s6 IFx;=i.270 -'1,··· ;( '\:--~·-: . C -~:-1·"- . C!}s~.t.(··s"E ~Ts.. ...., ~x "·' i-~-~-... 1 -~~~~ ... ,, ' - • I · .0-ate :·06/01/05 1. j' '~ l ,";I PagE?: t' I k. · iW• , t. 2) V .'P I;'' ~ f ~ 1 '<I'.' ,,,._ ]._.~J':1, ·,,. ~~C,',, ,-.. ·--~ •• ,,, ~--. -<>~ :; • . i ,c, ,-_ ''· ~ .l ROBOT v 16.5.0 Author: Address: © RoboBAT 1996-2003 File: SMAC-LMT-Transverse.rtd Project: SMAC-LMT-Transverse Detailed Analysis -FX,Reaction forces, Cases: 10 (1.2D+L+Ec} FX.c FXL (kip) 23.691 I ~:::: -~; ,----11--1,·--r---· i--·-----'1' :·--:·---r·--1 ·-·. ! I J 1 / I ' ! ' • I ) I ,_, ,_ .L.J ··-_ ! .. _., _ L_ L _J L. ____ _J_ -11 ~ 2lJ _ -22. 48 --· ) \ ....... 23.685 I r-·--i 1, I I I I 1 t i 1 ... I -----~ ..... ,. _L, ... ·-'·-' 6 8 Cases: 10 (1..2D+L+li:c) -PZkip Bar: 6 L 2.5x2.5x0.l875, Length: 2.357(ft), Case: 10 (1.2D+L+Ec) ~.;~; (ft) •. -1 f---·wnm--, ·-= v•r ·--·--1" FX~ ... ,, ... ,· ·: ! !~ 0 ~r~:~ value I'_,: : · .~:. · 5 2~~9~1-1. f,in point: __ x=o.o __ (f,t) .---! i. ______ -l ,·' '• 1s I origin . , . 23.~911 t~~~-.,,,..~--~~~ Date : 06/01/05 Page: 1 r ~-.. ·~ ';\ ',) .....,_ 1t3·~ .. /.· .,· ., lt Woo4 lqiteeriq & Assod1tes 3107 W. Colorado Ave. #312 Colorado Springs, CO 80904 Phone: 719-471-8558 Fax: 719-471-8485 e-mail: klwengineerin@qwest.net Project Name SMA These calculations review the structure being installed for structural capability. The sealing of the drawings used in conjunction with these calculations is for the structural review only. Other information is not reviewed, nor approved. State CA 9/28/2004 Engineering Seal bata: Number 35911 Exp Date Dec. 31, 05 Oa.te: 9/28/2004 Codes and Specifications Design based on 1997-UBC & 2001-CBC Platform Design Data, ·S_MAC-LMT Design :Qased on LRFD Method l Page: . * ~as(:li:f 0~ 2002 cec:a~d Los Angeles Building Code . * Based on Palmdale:struc::tural-arriendments. * American ~on and Steel Institute (AlSI) -• * Oesign based on pinned bases.· All .other self suvporting structures . * American Institut~ of Steel Construction (AISC-) '* Amerlc;an W-eldihg ~titute. (AWS) NJ;aterial use4 in Co~tmction · Cold-formed-structural.steel: ASTM A446, Grad~ D, Fy= 50 ksi Structural Steel Tube, ASTfyi A590, Grade B, Fy= 46 ksl Structyral steel plates: ,ASTM A36,, Fy= 36 ksi -Bolts: Grade 5 or Grade 8, shear c~nnections. lnspection:not requied, Concrete Str1mgth Slab: F'c:; Slab thickness ........ · Soil Strength Qs= l 2000 'psi .6 . :inches· 1430 jpsf Bay 1 Structure size: Width ..................... 11 Length ................... 40 Height 1 floor .................. 13.641 · " FoptE!~-............ . No to centerline of beam ·"' ~- Design Loacis: Dead Load: _ Floor system .. :.: .... . Steel-Deck ........... .. Steel Joist.., ........ .. Steel Beams ......... . Misc ............... _ .... .. Partitjons ...•. · .•........ Mechanical Eqpt.. .... . _TotaL. .... Live t.oad: . ·Loading, ............... . Special .... _ ............. ,. Misc ............. , ........ . tota_l .... .. Seismic. Design Conditions: · · UBC97 200-fcec Seismic Zone ......... Importance-factor .•.. Response R .......... · Near Source .... , .... : .. I Sollprofile .........•.... Nv ......... ; .. , ...... : .. . Base Shear,ratio ...... .. ,·. ' ;i,;ay 1 Bay2· ·4.7 4.'7· 1.7 • .• 1_.7, 1.8 1.8 2 '2. 1.8 1.8 0 d (j 0 12 12 Psf Psf. 5() 50 0 o· 0.0 0 50.0 50:0 psf psf Height 2 floor ...... 0 Total height. ........ 13.641 Floor Area ......... .:· ... 440 per floor ... Design-Check--Load Cases LRFD 1.46 · 1,2D+1.6L+.5(Lr or S) 1.2D+1.6(Lr or S)+(fL or .8W) 1.2b+1.3'vy'~(fL +.5(Lr or S) 1.2D+(fL +f2S )+E: .9D+pE or 1.3W D+L= 62 psf L ratio .... 0.806 D ratio .... 0.194 D+L= 62.00 psf L ra_tio .... 0.806 -D ratio .... 0.194 Table 16-P 11 . ·~,;., .. ' ' 4 f 2;9 All other self supporting structures 10 Sd 1 0;2464 W, Tl·= 2 Table-16-P Na .......... Fault.type .... .,.:,, ··,·1..· B ; . I . . . , i f.: ',' ·, ' ' \. ":"* ' .. ,,. 1 .. Feet Feet Feet Feet"2 . . ' ~ ~ ' ,it;'. Date: 9/28/2004 Eq.34-2 Fundamental Period Table 16-P Eq 34-3 Table 16-Q Eq 30-4 Eq 30-5 Eq. 30-7 Eq. 30-6 UBC Area SEISMIC BASE SHEAR CALCULATIONS SEISl\fiC CODE USED--1997 UBC & 2002 CBC/ LA BC Page:j~ __ 2 _ __. Near Source Factor Distance in km V=.56CalW V= 0.2464 W Nv 1 Na 1 Chapter 16 Division IV Zone= ! 4 Seismic Cv Table 16-r Cv= 0.64 Based on the Raylieght Method 0.4 Soil Profile Sd 10 Fault Type B Centerline of Beam = No. of levels ...... . 13.64 1 Feet Importance Factor Table 16-k · 1=1 1 I Period Cales T= 0.994 Seconds T= 0.248 Seconds USC method A R= 2.9 Moment Resistant Frame V=1.6ZNvlW/R V= Ca= 0.44 V=Cvl/RTW V= 0.2220 w V = 2.5 Ca I/ R W V= 0.3793 w V=.SZNvl/RW V= 0.1103 W V=.11 CalW V= 0.0484 W 0.221 Vb= Coefficient Eq. 34-3 0.221 W Base shear need not exceed this value Min. base shear in Zone 4 Min. base shear in other zones Vb= 0.2464 W Base Shear Equation 34-2 ,, Date:, 9/28/2004 Period Calculation for .Mezzanine , Bas~d on tb.e Rayleigh Method Percent Total Load/Level contributing ba~e shear-------,,-> · Disfributlon-exponent-(k) _:__ ........ _--> L)nfactored Live-toad . . Kx ..:,_--> · Cqlumn .Loading.... 8.64 Kips L!ve Loa<;! t -,..---> Column Loading.;.. 2.07 Kips D13ad Load . Factored 16.30 Computed·Dlstrlbutlon,e)!:pon~nt. -(k) --> Kios Period mnre sensltivl'i fo hAinht than lbadinn ,- Elevaticm Column· Column Column Column Column Inches DL PL_ LI,. Tot. load Cu. Load 163.69 2.07 6 8.64-· 10.71 10.71 0 0.0!) 0 0.00 0.00 0.00 ' '· . .. " ' . -. 163.692 .2.013· o· 8.635 10.71 ·Level CumF L Per .Oelta_P · . Mag. Fae 1 1.0000 163.692 ~2:307 1.989· 1.150 2 0.0000 0 0.000 0.000 0.000 . T= 0.994 Seconds Page: ._I _--'3:-· _ _. [}Jo/. 5 2 0.994 seconds 1.25 w W*hAk 4.23 2477.5 0.00 0.0 4.23 2478 W* Delta_T Delta_TA.2 2.286 22 0.000 0.00 E*lx 893821 H 1.00 0.0( 1.00 Fi*Delta_T 2:286 0.000 22.1 2.286 Eq 30-10 /. FUNDAMENTAL PERIOD OF VIBRATION WORKSHEET Date; 9/28/2004 Seismic Coeficients: UBC97 2001 CBC Zone= Ca= Cv = Rd= Re= Cs= 4 0.4400 0.6400 2.9 0 0.2464 Base Shear Coefficient... 0.2464 .Cs= 0.2464 Level Drift 1 2.384 2 0.000 3 0.000 Actual Down-aisle base shear per col. = Actual Cross-aisle base-shear per frame = Height to Floor PA 163.692 10.09 0.0 0.00 0 0.00 0.00 Inches 2.384 Inches Column Displacement Actual Column Width 6 Page: Soil Profile Type -D Moment Resistant Frame Braced Frame Non-Reduced 1.043 1.043 kips kips Guide Line for Drift Limit Only l. .333*Column Width Column Width 2.7 Inches 4 Date: Colmpn.Lpadfug--Dead + _Live Minimum Latetat:Forces Q/~8/20Q4 I; Bay Congifurat!cin ID-. :j $MAC ~ LMl:, · ~ . . -. Pc19e: ._I __ s _ ___, Catwalk loading Average from.both-bays Beam/Column Joint Location_ 1 · 4.1 &s.1: 1 See co111puter·model Print-outs From Model Seisml~ P load Ps= Llve'load.............. . Dead load ....... ,.· lso7.Psf L.1L_IP$f 82. Psf Values belov, are for a ·single level system ,Deadload .. 1.01. Live Load. Max 2;_68 3;6~ J I·-------, Llmit·State Load combinations Ps = D+;25L -1.6a )<IP,s Ps = 1.2D+1.6L 5.50 kips Ps = 1.:;!D+ .5L Ps = 1.2D+L Ps = D+L 2.55 3.89 3.69· kips ., · . kips· kips -·----r-- V -.. I l I I l Laodlng ratios L Ratio,... 0.806 D Ratio.... 0.194 1.000 . Load at top of Column Lateral Shear V Column ------, l IJBC97 20(!1 CBC Coeff ....... 0.379 V=CsW Source= 10 km Ca= 0.440 Coeff ..... 0.3793 Lateral-Shear • -------.,.--• Unfactored Full Dead+Live Load-AxiaH<!ps B2.= D+L 3.69 Added Load 0 Kips Limit state ASD Seismic Column Loadlng-Axiai-Klps D+.25L D+.75(L+E/1.4) Pe= 1.68 3.02 kips Eh-1,.on!Jltudinal Directlon-Horlzontal--Kips V= 0.638 kips Limit State Design · Section 1630 Minimum Design Lateral Forces.and Related Effects ·I LRFD I ' 0.240 0 = 2 Table 16-N p = 1 1634.1.2 Ca= 0.44 Em =·OEh 30-2 l:m = 1..28 kips E=pEh +.Ev 30-1 E= 1.07 kips 1.67 ,at.B2 Ev= .5CalD +Ed for seismic resisting connections Ev= 0.428 For,strµcture design Ed= E1 = Dead Load Reaction 0.715 0.271 0.157 Kip~ Kips Kips Date: 9/28/2004 Column Loading--Dead + Live Minimum Lateral Forces Bay Congifuration 1D·-1 ... S_M_A_C_-_L_M_T _______ -:---- Page: .__[ __ 5_Q~ Laoding ratios Catwalk loading Average from both bays Live load ............. . Dead Load ........ . ~Psf L_E_jPsf L Ratio.... 0.806 D Ratio.... 0.194 Beam/Column Joint Location See computer model Print-outs From Model Seismic P load 62 Psf 1.000 Values below are for a single level system Dead Load 2.57 r Load at top of Column Live Load 8.14 Ps= Max 10.71 Lateral Shear V I -------~ -~ -----r--------- Limit State Load combinations Ps = D+.25L 4.61 kips Column Ps = 1.2D+1.6L 16.10 kips 1 1 Ps = 1.2D+.5L Ps= 1.2D+L Ps= D+L 7.15 11.22 10.71 kips kips kips V I I 1 -----, Lateral Shear ·----------~ Unfactored Full Dead+Live Load-Axial-Kips D+L Added Load 0.240 B2= 10.71 0 Kips Limit state ASD Seismic Column Loading-Axial-Kips D+.25L D+.75(L+E/1.4) Pe= 4.61 8.67 kips UBC97 2001 CBC Eh-Longitudinal Direction-Horizontal-Kips Coeff ....... 0.246 V=CsW V= 1.135 kips Source= 10 km Ca= 0.440 Coeff ..... 0.2464 Limit State Design Section 1630 Minimum Design Lateral Forces and Related Effects 0 = 2 Table 16-N p = I LRFD I . 1634.1.2 Ca= 1 0.44 Em = DEh 30-2 Ev= .5CalD +Ed Dead Load Reaction Em= 2.27 kips for seismic resisting connections 2.073 Kips E = pEh +Ev 30-1 Ed= 0.511 Kips E= 2.10 kips Ev= 0.967 E1 = 0.456 Kips 1.85 atB2 For structure design Date: 9/28/2004 Floor Frami:n~ Design.Clteck Flooring System ·Bending Mo111en.t Strength-cI>Mn Qty of .... ID .. No. I i X-· ! -·-·-• I C8x3x1,4: Joist 1 ,203 LRFD Metho~ of Analysis Loacj Factors 8 Ix= · 10.77 .Se.=-2.87 E= 29500 'Pb= 0.95 Fy=. 55 cl>Mn= 142.09 'Tk= 0.075 Joist Spacing ........ . Floor Loading ........ . Joist $pan ............ .. ln/\4 1nA3 Ksi Ksi In-Kips inches I · 1.000 !Feet i50!Psf-Live Load ~Psf-Dead Load 58.2 Total a.5 !Feet 1.2D+1.~L Factored 89.84 PLF . ( ' . . ~.1 ;,l;~.r,': ~'~ • '·.~~ /?'1•':.•'' 1' !' •t~ ,,·:,, I :,,, ~~'i;'J,;~;,,i:~rg,~',• Floor Joist \. :, t , r ,, \ ,•1, ',', •••' Page:.__! __ 6-"--___. 12 inches Net R= 0.38 Kips R . '99.. . Inches . Span 'Bending.Moment for the Simple Beam Mb-=.w L A2 / 8 • Fixed End· Moment 'Mb= Mb·= 811.37 Ft-Pounds 9:74 ln-Kfps Deflectio·n Check for Slmple:Span Beam Delta = 5 W L A4 / 384.EI W= 4.17 Pounds/Inch .Dell~= 0:016 Inches · R Fixed End Moment' I a I o.oo In-Kips Ft-Kips See Page .._I ___ ___, < 142.09 Ok 0.07 Delta Limit. .......... .. 360 ·1 Dli= 0.275 Inches Ok 0 Ft-Lbs Date: 9/28/2004 Floor Beam--Strut C Section Section Properties-LRFD Strengths Number of Members Used .•. 1 ID No. Section Description .•..• Section ID C15x3x11 Note-1 In some cases there are 2 beams connected to Depth 15 the column. There could be one on each side of the column. Q value= Fy= E= Column Section Pro(!ertles r····· 1---· I I ..,._ I I Gross Area 6' j Net Area ·j·---Xaxls , -tFlange Column= T= Ag= An= Ix= Sx= Rx= ly= Min. Sy= Section Wgt/Ft. ·----~-~1:1·'..-.~_. ___ 5.-· .... --t-2.25 l : .I Ry= 15.44 Xo ,,. Cross Section Width 4 ZX= Torsional Proaerties M= 1.60 Cw= 399.76 Ro= 6.32 (3 = 0.84 Critical Buckling Values --Current Edition 1996 AISI LRFD uex = (rr"2E(KxIX/Rx)"2) uey =( rr"2E(KyLy/Ry)"2) uet =(1/ARo"2)*{GJ+1r"2Cw/{KtLt)"2) Fe =( 1 /2(3 )*( ( uex+ut)-( ( uex + ut)"2-4/foxut)'\5 Lx = _ inool Inches Kx= L_!_J Ly= Ky= Eq. C3.1.2-7 Eq. C3.1.2-8 Eq. C3.1.2-9 Eq. C4.2-1 112-/ Inches L 1 I Concentrically Loaded Compression Members Section C4 For 'A< 1.5 For A> 1.5 Fn = Fy * .658"('1\ "2) Fn = Fy * .877/('A "2) Lateral Buckling Strength Section c3.1.2 Mn = Sx eff ( Mc/ Sx ) <I>b = 0.9 Me= Cb Ro A(ueyut)".5 Mc = Grit. Moment For Me> 2.78*My Mc= My Cb =1.00 Fn= <[>Pn:;:: 54.67 Ksi 211.05 Kips Section Strength ....... See Note 1 above Single section For .56*My< Me< 2.78*My Mc= (10My/9)(1-10*My/(36*Me)) For Me< .56*My Mc= Me Load case 1.2D+1.6L 1 266.568 Model Output Page I M6 !Moment from model In-Kips ,......._2_2-.2-14---.IFt-Kips Page:L __ 7_~ 202 Be Main ·-1 AISI 55 Ksi 29500 Special 0.1880 In. 4.5416 ln"2 4.542 ln"3 143.69 ln."4 19.16 ln."3 5.62 In. 8.59 ln."4 2.88 ln."3 1.38 In. 29.55 ln"3 Xo= -2.52 J= 0.05 Sxeff= 19.16 63971.8 3822.7 4465.2 4413.1 Lt= CJ Kt= Fe= 3822.7 Fy= 55.00 'A= 0.120 <[>= 0.85 Mp= 1053.75 My= Sx * Fy My= 1053.75 Me= Mc= Mn= <[>Mn= 118503.92 Ratio Mux= 1053.75 1053.8 948.4 79.03 948.38 0.281 266.568 Reinforcement Rod 2/3 0 Rod4/5 0 Web Reinforce. 0 Elme6 ln."3 Inches In-Kips In-Kips In-kips Ft-kips In-kips Ok In-Kips Date: 9/28/2004 Design-Check--C.ontd~ Section CS Combined Axlal:Load and Bending Design Ratio Dr= Pu /<pc Pno + CmMux / CQbMnx cf:, nx <= 1.0 crex = .( 1-Pu'/ Pe) cI>c= .85 cfib=.9 First Beamlevel Fror:n Model 'Kb= P1 = .I 0.33 ~--,---~ Kips Pe= 290.t533:77 Nominal Ax!al Strength cp Pn = I Kips from.previous page Dead + Live· Load· Pu unfactor~d Puf= H1= M1= Page:[_8 _ _, Cm= .85 12.00 266.57 In-Kips 1.20 + E Seisinic · F~ctored Pu= <Ii Mnx-= Muxf= 211.05 0.33 0.36 Kips Kips Compression in strut from seismic Nominal Flexural Strength Req~lred . Mux Linfactored . Seismic moment .factor~d Total fac;tored moment Pu/ cfic Pn Mux = 948.38 ln°Kips .266.57 In-Kips 266.57 . ln°kips· 266.57 In-kips 0.002 br = design ratio (axial term + ·bdg. term) Dr= 0,241 Ok Design_ C_heck For Dead Load +'l.:l".'e Load Only Column Load Pc = 0.$32 Kips Factored Axial·Load Pu= 0.36 Kips Nominal Axial:Strength ·<f?Pn= 211.05 Kips Design.Ratio Pu /<l>cPn, = 0.002 Ok Magnification factor = . Factor-1.000 Mf * Mu/(<P Mn)= • 'PC= 0.85 0:85 Seismic-UBC97 0.239· 0.2.39 Date: 9/28/2004 Floor Beam--Strut Page:._/ __ 9 _ __, C Section Section Properties-LRFD Strengths Number of Members Used ... 1 ID No. Section Description ..... Section ID C15x3x11 Note-1 In some cases there are 2 beams connected to Depth 15 the column. There could be one on each side of the column. Qvalue= Fy= ,·-·-· ·-·-· I I -f·- ,• 6' l ·-r·---Xaxls . 3..,·-.,.)_.., ____ 5_.-il. 1.25 E= Column Section Properties Column= T= Gross Area Ag= Net Area An= Section Wgt/Ft. , =µlange ·-·-·J-·-- 1 l .I Ix= Sx= Rx= ly= -Min. Sy= Ry= ZX= Torsional Properties 15.44 Xo_,.,._.,__j __ __,.141-Width I 1 , 4 M= 1.60 Cw= 399.76 Cross Section Ro= 6.32 f3 = 0.84 Critical Buckling Values -Current Edition 1996 AISI LRFD aex = (TT112E(KxlX/Rx)112} aey =( -rr112E(KyLy/Ry)ll2) aet =(1/ARo112)*(GJ+TT112Cw/(Ktlt)ll2) Fe =(1/2(3)*(( aex+at)-(( aex+at)ll2-4(3exat)ll.5 Lx= Kx= r=3:J Inches Ly= Ky= Eq. C3.1.2-7 Eq. C3.1.2-8 Eq. C3.1.2-9 Eq. C4.2-1 IT] Inches Concentrically Loaded Compression Members Section C4 For 'A< 1.5 For 'A> 1.5 Fn = Fy * .65811('A 112) Fn = Fy* .877/('A112) Lateral Buckling Strength Section c3.1.2 Mn = Sx eff ( Mc/ Sx ) <Pb = 0.9 Me= Cb Ro A(aeyat)ll.5 Cb =1.00 Fn= <iiPn= 54.67 Ksi 211.05 Kips Section Strength ....... 202 Main Beam AISI 55 Ksi 29500 . Special· 0.1880 In. 4.5416 ln112 4.542 ln113 143.69 ln.114 19.16 ln.113 5.62 In. 8.59 ln.114 2.88 ln.113 1.38 In. 29.55 ln113 Xo= -2.52 J= 0.05 Sx eff= 19.16 63971.8 3822.7 4465.2 4413.1 Lt= CJ Kt= Fe= 3822.7 Fy= 55.00 'A= -0.120 <ii= 0.85 Mp= 1053.75 My= Sx* Fy My= 1053.75 Me= Mc= 118503.92 1053.75 Mc = Crit. Moment See Note 1 above Mn = 1053.8 For Me> 2.78*My , Mc= My Single section <iiMn = For .56*My< Me< 2.78*My Mc= (10My/9)(1-10*My/(36*Me)) For Me < .56*My Mc=Me Load case 1.2D+1.6L 1 266.568 Model Output Page M6 !Moment from model --------- In-Kips r--2-2-.2-1_4 __,I Ft-Kips Ratio Mux= 948.4 79.03 948.38 0.281 266.568 Reinforcement Rod 2/3 0 Rod4/5 0 Web Reinforce. 0 Elme6 ln.113 Inches In-Kips In-Kips In-kips Ft-kips In-kips Ok In-Kips Date: 9/28/2004 iJe_sign Check--Contd. Section . C5 Combined Axial Load and'Bendlng Design·'Ratlo Dr= Pu/ <Iic Pno · + CmMux ./ WbMnx cJ? nx <= 1.0 crex = ( 1--Pu r Pe)· cJ?c;::: .85 cJ?b=.9 First Beam Level Pe = 7T112Elb / ( Kb tb )"2 K.b= 1 Pe::; 299533.77 From Model :p1 = . ·~I _o_.3_3_~ Kips Nomln{II Axial .Strength -Kips from previous page . Kips Dead + Live ·Lo.ad H1= M1= P.age:[ __ 10_~ Cm= .85 12.00 266.57 In-Kips 1.2D + E Seismic Pu unfactored Pl.if= . Factored ·. 21'.1.05 0.33 · 0.36, ·Kips Compression in strut from seismic Nominal Flexural Strength Required l\llux uhfactored Seismic moment factored Total factored.moment Pu'/ ',[le Pn <I> Mnx= Muxf= Mux = = 948.3$ 266.57 266.57 266.97 0:002 In-Kips In-Kips· In-kips lri-~ip~ Dr= design ratio (axial terin + bdg. -term). ·or = 0.241 Ok Design Check For Dead Load + 1:ive-Load Only Column .Load Pc= ·0;332 Kips Factored AAial·Load :Pu= 0.36 Kips Nominal Axial Strength 'iflPn= 2j1,05 Kips Design Ratio Pu-/<l>cPn = 0.002 Ok Magnification factor = Factor= 1.000 Mf*Mu/(cJ:> Mn)= <PC= 0.85 0.85 Seismic-UBC97 0.239 0.239 Date: Tubular Column Design Check Page:I 11 9/28/2004 ID No. Column Description: Factored Unfactored From Model Design for Face 6.00 Pull= Pu= Mux= 2/3Mux= X-axis - ,r Loading 16.30 10.71 18.73 149.85 I I I I Kips Kips Ft-Kips In-Kips -·-·-·+·-·-·-I I ; I i Y-axis Section Wgt/Ft j 19.003 Depth t<110ilt----6_._00 ___ ---111t- 1.2D+L+E D+L Md+Ml+Me MetalTk 0.250 Column 6x6x1/4 5 E= 29500 Q value AISI Yield Fy= 50.00 Ag= 5.589 Anet= 5.589 Ix= 30.299 Sx= · 10.100 Rx= 2.328 J= 54 ly= 30.299 Sy=_ .10.100 Ry= 2.328 Zx= 12.41 LRFD Design ............. . Cross Section Critical Buckling Values Eq.C4.1-1 Eq. C4-1 Fe=3.1416"2*E/(KUR)"2 Fe= 14.727 Ksi 'A = 1.843 iJ>c=.85 Pn= AeFn if 'A < 1.5 then Fn = Fy * .658"(.\ "2) Kxlx/Rx= KyLy/Ry= WallTk. Sect. 0.250 6x6x1/4 19.003 El= 893820.5 Ksl AISCSec-C2 Kx='CJ Ky= 2 Lx= 163.69 Ly= 163.69 1996 Edition AISI Specifications 140.63 140.63 Eq. C4-2 Eq. C4-3 if 'A> 1.5 then Fn = Fy * (.877/'J\."2) Section strength Eq. C4-2 Eq.C4-3 Eq. C4-1 Eq.C5-1 Orthogonal Effects Static Load only .3Me 0 Fn= Pn= <f>cPn= 12.916 Ksi 72.19 Kips 61.36 Kips Mp= My=SgFy Mn=SeFy Mn= <f>bMn= 620.3 504.983 Ob=.95 504.98 479.73 Design Check for both Axial Load And Combined Axial + Seismic Pu/<I>cPn + CmMux/( <f>bMnxq,nx) <= 1.08 Kips-Factored Pu/<f>cPn= In-Kips CmMux/(<IibMnx<f>nx)= .3CmMuy/(<I>bMny<I>ny)= Factored Design Ratio Dead + Live Load Only Design Check Pu/<f>cPn= 0.266 Ok 0.266 0.331 0.000 0.597 Ok O= Pd+Pl+OPe = Seismic Pu/<PPn ...... Column Capacity ............................. .. 42,968 Pounds Unfactored In-Kips In-Kips In-Kips Pe=1T"2Elb/(KbLb )"2 Pe= 82.311 <f>nx=(1-Pu/Pe) <f>nx= 0.802 2 AISC8 33.15 Kips 0.540 Ok Date: Page:. 9/28/2004 Compress1cm pn Single Angle Struts A/SC Method · Phi=0.90 Angle -~i2il}l88 Rz 0.482 • ' l .:1.~1J. J Ji, Ag 0;901 alpha 45 Ix 0:535 j 0,0114 ly Q.535 Cw 0.0051 Rx 0.771 XO 0 Ry· ,. 0.771 yo. 0 Xbar 0.687 ro 1.38 Ybar b.687 H 0.628 Xp 0.18 Fy ~"~~·1111!ti {~~ ... i ~~ ~.if~-~---.. :'ii Yp 0.18 (3 11200 Kx E 29000 Ky Kt L~g-#1 2.5 Lx 'Leg #2' 2.5 . Ly T 0.188 Lt GJ 127.68 )=Cw 147.9 KxLx/Rx '36.31647 Fez 75.49657 KyL,y/Ry .36.31~47 lw'-w 0.860676 Fex----> 217.0153 Rw 0.977367 'Fey---> 217.0153 F_ew' 348.7359 Q .1 Fe tt~im.~~ R' -509.5273 -139071.3 s 79863-.49 T -3555561 Max.1~9-2.5 l.ambda_e 0.721599 'b/t 13.29787 Lamoda_e * sqr(Q) 0.715567 76/sqr(Fy) 12.66667 Fer 28.57171 1'55/sqr(Fy) 25.83333 Pn 25.74311 1 Phi_Pn 23.1688 . 0.983351 2.434809 Q= 0:983351' About the 2-Z c:1xis: KxL,qRz 58;09129 Gover(Jihg. Phi__Pn ·23.17 kips . Sigma_ez 84.8156 Actual Load, Pu 21.98 kips .lambda 0;651498 Dr= 0.95 (Design ratio) lambda * ,sqr(Q) 0:646052 Fer .29.72635 Pri 26.78344 Phi.:_Pn 24.1051 Date: Single-Angle Member Design Check Page:! / /,b 9/28/2004 Qty, Na: 2 Angle: L2.5x2.5x3/16 Total length: 3.06 Plf Connection length: 30.000 Inches 28.000 Inches Weight per foot: Total weight: 7.65 Pounds 0.90 fn.A2 0.54 In.A4 0.30 tn.A3 Hole Diameter: 0.688 Inches Gross Area,.Ag Moment of Inertia Ix= Section Modulus Sx= r= x= Fy= Fu= For· tension yielding F= 0.9 qiPn = q,FyAg qipn = 58.385 For tension rupture F= 0.75 U = 1-x/L <= 0.9 U = 0.975 <=0.9 U= 0.9 qiPn = <PFuAe 4>Pn = 59.537 0.771 In. ·o.687 In. 36 Ksi 58 Ksi Bolt Diameter: 0.750 Inches Bolt : Grade 5 6D Inches Bolt Spacing: Edge Distance: Applied Loads: 0.000 Inches 1.250 Inches 21.983 Kip, Factored Load 2.5[ .... 0.1875 ,:1.25 dj ,~ rl L.--.._-_-_-.... -..;~_.~ .... ---_-_-_-_,-.J I~ 2.5 ~ll An= (Ag-(Dh+.0625)t)Na An= 1.521 Ae = UAn Ae = 1.369 Therefore, 4>Pn = Pu= Dr= tension yielding controls the design: 58.3848 Kip 21.983 Kip 0.38 (Design ratio) Slenderness requirement: Ur<= 300 Vr= 18.158 Lmax= 300r Lmax = 231.3 Inches 19.275 Feet Bearing and Tearout requirement: Bearing Strength = 2.4dtFu = Tearout St~ength = 1.2LctFu = Tearout Strength = 1.2LctFu = Bolt requirements: q,Rn = Dr= 39.15 Kip 23.65 Kip for edge bolts NIA Kip for interior bolts>. bearing strength, use lesser value for <PRn calculation. 4 7 .10 Kip for one edge bolt and one interior bolt 0.47 (Design ratio) <PRn = 4'FnAbN(.8) for connection lengths greater than 50 inches. ciiRn = 31.79 Dr= 0.69 (Design ratio) Qty 1 Date: 9/28/2004 Single-Angte·Member~Design Check Con't Block shear requiremeots: Agv:;: 0.469 ln112 Anv: :;: o,34o 1n112. Agt = 0.469 ln112 Ant = 0:340 ln112 Tension Rupture =·FuAnt = 19.71:1 Kips Shear Rupture.= 0.6FuAriv = 11.827 ,Kips Tensior:iYleld = FyAgt = 16,875 Kips Shear Yield::; 0.6FyAgv= 10.125. Kips <l>Rn·= 22:377 Kips Dr= 0.98 (Design ratio) .. •. Page:! //C Date: 9/28/2004 Colum Base Plate I -BASE PLATE SLAB/SOIL ANALYSIS Location._! _4_.2_~1 - r--Pact Is the tributary area greater than 150 ft"2 No 1 Column Loading= 16.30 Kips ASD Unfactored 10.71 Fe'= 2000 Psi ... Qs= 1430 Psf labT lck. Thick.= 6 lin. Aw Footer Profile Under Column Top View of Footer Slab Section Sx = 1 * T"2 / 6 X Sx= 6.000 ++-1 In. Page:-j _1_2 ___ Worst Case 9.93 Enter Base Plate Size Ow= 24 Bw=._I ___ 2 ___ 0 _ _. Effective Area Ae = Be= ( 8*Sx*Fct I Qs)" .5 (2*Be+Bw)*Dw+(2*Be )*Bw~3.14*Be"2 Fct = 71.6 Be= 18.60 Psi -In. Fct=1.6*(Fc' )".5 Affective Area Ae= 3202.6 ln."2 Maximum Column Load Pmax = Allowable Actual Loading on Column Pmax = Slab Design Ratio ............. .. 0.337 Seismic Increase Yes= No= 22.2 Ft."2 31,803 Pounds 10,708 Pounds Ok 1.333 1 31.8 10.71 1 Kips Kips Date: 9/.28/2004 C_heck Bearing Pr~ssure . -. Actual Base Plat~ Size ........ , .. _Width ' 24 Base'PlatfL ••... ,.,, assumption fc'= Column Width 6 Area of Plate under ,i:;olumn ••.••• Using 95% rule Pmax ..... 16,30 Con¢rete Assume..... · · · cJiPp LRFD cJic=· Q.6 Pp'}= l.7fc'Aeffective Pp= es.2a Depth 20 1 Dept~ .6 Klpf! 2000 Kips 32.4~ Effective PerColul)ln Psi Ok. Pag~f ... __ 1_3 _ _, Date: 9/28/2004 1.5 FromPmax From Mb _,_J Axis b--i BASE PLATE ANALYSIS AND DESIGN Kips ___ o_.o_o_ .... l1n-Klps Un factored Fe= Page: ..... ! __ 14 _ ___, 2000 Ksl Solve For Tension In Anchor Bolt T = ( Mb • Pmax*Ec} / Eb T= -5.71 Kips If Negative No Tension In Anchor Bolt Special 0.5 Inches 22.5 Inches 12 Inches 24 Base Plate Depth = 20 Lixa =t., -+F2 Inches Inches Check Maximum Stress on Slab F1= Pmax/ Base Plate Area F1 = 0.022 Ksl F2 = Stress Due To Moment X = Base Plate Width/1.667 X= 14.397 Inches Sum Moments About Axis b C =Mb/2(.67X) C= 0.000 Kips Ct = C(Base Plate Depth Ct= 0.000 Kips/In F2=2*Ct/X F2= 0.000 Ksl Fmax= F1 +F2 Fmax= 0.022 Ksi Actual Ok Fall= 1.200 Ksi A" X !olll .1----t-Base Plate Size Pressure On Slab From Base Plate Width = 24 --Inches Depth= Thickness 20 0.5 Inches Inches Date: 9/28/2004 Column Thlok •. •· .. +·• Pmax= . I 24 CHECK BASE PLATE THICKNESS 10.708 Kips Mb= !).00 -l!l·Klps Check Bending In Base Plate ~e = F1 +( Ovh / X)*F2 Fe= 0.022 P1=0vh*Fe P1= 9 0.201 P2 =( Fmax -Fe) * Ovhf2 Kips Kips Page:-j __ 15_~ Ove'rhang P2. ;:: 0.000 from moment at base Mb ___ ;..: ~ Bending Momentln Base Plate Overhang--About Axis a . __ _j_Ftc F2 M,bp = P1*S1 + P2*S2 S1= Ovhf2 = 4.5 Inches S2= Ovh-.333X S2 = 4.206 Inches ·Mbp = 0.903 In-Kips Base Plate,Loadlng Properties Of Base Plate Sectlor,i:Modulus. $x== 1" * TA2 /6 .Sx= 0;0417 ln.A3 Allowable ~ending. St_ress Fb= ,75 * Fy AISC Fy = ·1· ·35 .,.Ksl' Fb,= .• 2"( _,Ksl Allowable Bending . Moment Mall=:Sx*Fb ·Mall= 1.125 In-Kips Mbp= Mactual =· 0;903 ln-Kl~s. Design ·Ratio Rd = ,MactualfMal.[owab!e Design Ratio. Rd·= 0.803 ..;= 1.000 Ok -~-~~---~s,;ooi;,--:~ Date: 9/28/2004 Vallowable Tallowable CHECK ANCHOR BOLTS FOR SHEAR/TENSION Page:/ ~----16 Check Bolt For Combined Shear And Pull-Out Tension from computer model D+fL+E ·Ft= 0.000 From model Longitudnal--Base Shear Per Colunm Vlt = Transverse ---Base ShearPer Column Vtt 1.623 !Kips From model 2.130 Kips From model Allowable Values For Expansion Anchors Manfac: Ramset Concrete fc' = Psi Anchor bolt Desc. I 2 .5 3 1 /2 q,= .5 2000 LRFD Example: 2000 psi 1/2 Dia x 2 1/4 Allowable Shear Fas= Allowable Tension Ft= RR2748 ICBO 1372 Values Resulting Combined Load Check 4600 3500 Pounds Pounds Safety Factors Of 4 Safety Factors Of 4 · Embd. Length Fr= Tactual/ Tallowable + Vactual / Vallowable <= 1.00 Vactual= Vtc / No. of Anchor Bolts Per Column Vactual Vtc= 0.533 Kips Tactual ;:: Ftb / No. of Anchor Bolts Per Column Tactual Ttb= 0.000 Kips T Ratio = 0.000 V Ratio= 0.116 Fr= 0.116 <= Tension On Bolt Tactual No. of Bolts l._ __ 4 __ _, Per column Ok Embedment Length 3.5 Concrete Slab 1/2" Dia. X 3 1/2 Embd. .!JN ROBOT v 16;5.~ Author: Ai;ldre$s: · View -Reaction forces, Cases: 1 (DL 1) · Fz=l.011 f Fx=0.049 bx Date : 28/09/04 . ©HoboBAT 1996-2003 File: SMAC-LMT.rtd . . Project: _SMAC-1,.I\/IT M Page: 1 Fx=-0.000 F~.571 <'l Fz=l.011 I Fx=-0.049 Cases: 1 (DLl) -PZkip mki /ft vvv P. , .,. ., ;1 ~ '."' A IV!.\I ROBOT v 16.5.0 Author: Address: View -Reaction forces, Cases: 2 (LL 1) bx ~ Fz=2.681 Date : 28/09/04 © RoboBAT 1996-2003 File: SMAC-LMT.rtd Project: SMAC-LMT l'( Fx=-0.000 Fz=S.137 Page: 1 .., Fx=-0.171 ~ Cases: 2 (LLl) nikip/ft ~ ~ I,. w1' .. ' ···, ROBOTv 16.5;0 Author: Mdress: View'." Reaction forces; Cases: 3 (SEIS1) :f,c_=t.010 I A lY Fz=-1.446 I Px~l.308 l ~ © RoboBAT 1,995.:2003 • Fiie: SMAC-LMT.rtd Projec~: SMAC-L_MT . ~ w N Fz=0.000 ( Fx=-1:623 J '~ Fx=l.070 I *4 ~ rt) Fz=l.446 1 Fx=-1.308 J Cases: 3 (SEI$1) ~ kip C ,Date : 28/09/04 Page : 1 I ~- ~ ., R IV!',I ROBOTv 16.5.0 Author: · Address: View -Reaction forces, Cases: 4 (SEIS2) 4 ... Fz=-1.647 Fx=-1.490 \ bx Date : 28/09/04 © RoboBAT 1996-2003 File: SMAC-LMT.rtd Project: SMAC-LMT M Fz=0.000 Fx~l.849 \ Page: 1 -~ 5 Fx=l.280 ,.0 rtl Fz=l.647 Fx=l.490 Cases: 4 (SEIS2) i kip ~ -t.. • ROBOT v 16.5.0 Author: Addfess: View -MY,Reaction forces, Cases: 5 .(O+L) -2.632 Fz=3.693 I Fx=0.220 [h Date : 28/09/04 © RoboaAT 1991;>-2003 .. File: SMAC-LMT.rtd Project: ~MAC:LMT-· Page: 1 ~ -14.69~· N•· Fx=-0.000 Fz=l0.708 l'l ~ I Fx=-0.220 --.... MY lOkipft ~- ~ . \rf' R W!1J ROBOT v 16.5.0 Author: Address: © RoboBAT 1996-2003 File: SMAC-LMT.rtd Project: SMAC-LMT View -MY,Reaction forces, Cases: 6 (1.2D+1.6L) Fx=0.332 Fz=S.504 ~~ Date : 28/09/04 "I,_ Page: 1 ('I Fx=-0.000 Fz=16.104 '~ "1, Fx~0:332 Fz=S.504 -MY lOkipft ~ ~ ffl . --.---. i · ROBOT v 1.6.5.0 Author-: .·. Addre~s, _ ~ RoboBAT 199$-i003 File: SMAC-LMT.rtd project:_ SMAC.:LMT View -MY,Reaction forces, Cas~s:_ 7 (1.2D+L) -2.749 Fz=3.895 t Fx=0.230 hx. L Date : 28/09/04 M Page: 1 Fx=-0.000 Fz=ll.222 2.680 "''·- Fz=J,89.S I Fx=-0.230 -MY lOkipft ~-~ _:_ ' ' ---..a-· !I ! ROBOT v 16.5.0 Author: Address: View -MY,Reaction forces, Cases: 8 (E) 0.322 bx Date : 28/09/04 © RoboBAT 1996-2003 File: SMAC-LMT.rtd Project: SMAC-LMT Page: 1 15.3 -MY lOkipft 7 ~ ~ ml ROBOT v .16.Q.0 Author: · Ad.dress: © RoboBAT 1996~.2003· Fi!e: SMAC-LMT.rtd -Projt;}c;t: SMAC-LMT View -MY,Reaction forces, Cases: 9 (1.2D+L+E) · 0.253 Fz=2.449 r Fx=l.079 bx [' bate : 28/09/P4 4- Page: 1 Fx=l.623 I Fz=ll.222. j_ 18.024,, Fx=-1.538 Fz=S.341 -MY lOkipft ~ "J;)~' n IV.:.,.. ROBOT v 16.5.0 Author: Address: © RoboBAT 1996-2003 File: SMAC-LMT.rtd Project: SMAC-LMT View -MY,Reaction forces, Cases: 10 (1.2D+L+Ec) _4 0.29_7 Fz=ll.222 ~ Date : 28/09/04 Page: 1 ; .. . 1 :;_ 20.1 -MY lOkipft ~ -0 II ROBOT~ 16.5~0 Author: Add.ress: © RoboBAT 1996-200~l File: SMAC-LMT.rtd Project: sMAp.Uv1T · View -MY,Reaction forces, Ca$es: 11 (.9D+E) .0.308 Fz=-0.536 V,Fx~I.264 I Fz=2.314 f. Fx= 1.623 ! ~ .15.855 Fz=2.356 J Fx=-1.352 -MY lOkipft I Date : 28/09/04 Page : 1 I ~ (~ ,,,. ·~ I• lL Woo4 lqhletdq l Assodatts 3107 W . .Colorado.Ave. #312 Colorado Springs, CO 80904 Phone: 719-471-8558 Fax: 719-471-8485 e-mail: klwengineerin@qwest.net Project Name C These calculations review the structure being installed for structural capability. -The sealing of the drawings used in conjunction with these calculations is for the structural review only. Other information is not reviewed, nor approved. State CA 9/28/2004 Engineering Seal Data: Number 35911 Exp Date Dec. 31, 05 i· . I, t, Date: · 9/28/2004 Platform Design Data SMA.C-FCP Page: ·1 ___ 1 __ _. Codes and Specificatio~ Design based on ~997 l;JBC &, 2001 CBC Design Based on LRFD Method 1 * !:lased on 2002 CBC ~nd Los Angeles-Building Code * Based on Palmdale structµral amendmentl!; * American Iron and Steel Institµte.(AISI) * American ;Institute·of Steel Construction (AJSC) * American Welding Institute (A WS) Mat¢al used in ConstrQ.ctlon, · · Cold-formed structuralst~el: ASTM.A446, Grade D, Fy::; 50 ksi StructuraJ Steel Tube: ASTM-A500, .Grade -8, Fy= 46 ksi Structu(al·sieel-plates: -ASTM A36, Fy= 36 ksi Bolts: Grade 5 or Grade 8, shear connections. lnspei::tjon,not'requled; Concrete Strength Slab: F'c= s·Iab thickness .•.... '.. Soil Strength 2000 6 Qs= 1430 Footers ............ .. No Design L,oads: Dead Load: Floor system ......... . Steel 0eck .•.•.... , •... Steel Joist. ..•.•..•.. :. Steel Beams ......... . Misc; .. , ................ . Partitions ............... . Mechanical Eqpt ..... . Total ..... . Live Load: Loading., ............. .. Special. .................. . ,M!sc ... : ............... .. Total. ..... Seismic Design Conditions: UBC97, 2001 CBC 'psi inches j:psf Bay·1 Bay2 4.7 , 4.7 G 1.7 1.8 1.8 ~ 2 1.8 1.8 0 0 0 0 12 12 Psf Psf 50 50 Q 0 0.0 0 5Q.0 50;0 psf psf * Q~sign based on pinned bases. All·other self supporting structures Bay1 Structure Size: Wldt_h •. , ...........•..... 11 Length ................... 70 Height1 floor ................. 9.667 to centerline of beam Height 2 floor ..... 0 Total height. .•...... 9.667 Floor Area.:: ........... 770 per floor Design Check-Load Cases LRFD 1.4D 1.2D+1.6L +.5(Lr or S) 1.2D+1.6(Lr or S)+(fL or .8W) 1.2D+1.3W+(fl. + .5(Lr or S) 1.2b+(fl. +f.2S)+E ,.9D+pE or 1.3W D+L= 62 psf L ratio .... 0.806 O ratio .... 0.194 D+L= 62.00 psf L ratio., .. 0.806 D ratio .... 0.194 Seismic Zone ....... ,. Importance factor ... . 4 1 2:9 Table 16-P 11 All,other ~elf-supporting structures Response -R ....... , .. Q= 2 Ne.ar Soutce., ...... , .. . 10 Table-16-P Soil profile ..... : ...... . Sd Nv ...................... .. 1 Na .......... 1 Base Shear ratio ....... . 0.'3793 W FaLilt type ..•. B Feet Feet Feet Feet"2 "t Date: 9/28/2004 Eq.34-2 Fundamental Period Table 16-P Eq 34-3 Table 16-Q Eq30-4 Eq 30-5 Eq. 30-7 Eq. 30-6 UBC Area SEISMIC BASE SHEAR CALCULATIONS SEISMIC CODE USED--1997 UBC & 2002 CBC/ LA BC Page:,_I __ 2_..-l Near Source Factor Distance in km V=.56CalW V= 0.2464 W Nv 1 Na 1 Chapter 16 Division IV Zone= I 4 Seismic Cv Table 16-r Cv= 0.64 Based on the Raylieght Method 0.4 Soil Profile Sd 10 Fault Type B Centerline of Beam = · No. of levels ...... . 9.67 1 Feet Importance Factor Table 16-k 1=1 1 I Period Cales T= 0.318 Seconds T= 0.192 Seconds UBC method A R= 2.9 Moment Resistant Frame V=1.6Z Nv IW IR V= Ca= 0.44 V=Cvl/RTW V= 0.6945 W V=2.5Cal/R W V= 0.3793 W V=.8ZNvl/RW V= 0.1103 W V=.11 CalW V= 0.0484 W 0.221 Vb= Coefficient Eq. 34-3 0.221 W Base shear need not exceed this value Min. base shear in Zone 4 Min. base shear in other zones Vb= Equation 0.3793 W Base· Shear 30-5 j 'lt,ii ,1tli! . ·-'." Date: 9/28/2004 Period Calculation for Mezzanine Based on ,the Rayleigh1\1ethod · .. Percent Total Loa~Level contrlbutin1:1 base shear ---------> · Unfactored Column Loading •••• Column L9adlng .... ,Factored 13.05 •' Elevation Inches 116.00 0 1f6.004 Level 1 2 Kios -. Column· DL - 1;66 · 0;00 1.659 CumF 1.0000 0;0000 ' Dlsti:lbutlon exponent -(k) · -----------=-> Live Load Kx .;_--> 6;91 Kips Live Load T ---,-.> 1 :66 Klps Dead Load Computed ·01stribut1Qn exponent -(k) --> Period more sensitive to heiaht than· foadlna Column 'PL 0 0 ,, ' 0 L 116.004 0 . ' Column L.L 6.91 0.00 6.912 Per 406.155 0.000 Coluinn . Tot. Loac.t (1.57 0.00 - 8.57 Delta_P 0.286 0.000 Column Gu~ Load -a:s1· 0.00 ' Mag. Fae 1:022 0.000 T = o.i1s Seconds -: ·.: . ~ ~. Page: .... I __ 3 _ __, GJ% 1 2 0.318 seconds E*lx 2215126 0.91 w 3.39 0.00 3.39 Delta_T 0.292 0.000 Eq 30-10 W*hAk 256.1 256 W* Delta_TA2 0 0.00 0.0 H 1.0( o.oc 1.00 Fl*Delta_T 0.292 0.000 0.3 0.292 FUNDAMENTAL PERIOD OF VIBRATION WORKSHEET Date: 9/28/2004 Seismic Coeficients: UBC97 2001 CBC Zone= Ca= Cv = Rd= Re= Cs= 4 0.4400 0.6400 2.9 0 0.3793 Base Shear Coefficient... 0.3793 Cs= 0.3793 Level Drift 1 0.375 2 0.000 3 0.000 Actual Down-aisle base shear per col. = Actual Cross-aisle base shear per frame = Height to Floor Pt. 11e~oo4 1.27 0.0 0.00 0 0.00 0.00 Inches 0.375 Inches Column Displacement Actual Column Width 8 Page: Soil Profile Type -D Moment Resistant Frame Braced Frame Non-Reduced 1.285 1.285 kips kips Guide Line for Drift Limit Only .333*Column Width Column Width . 3.6 Inches 4 Date: Cob1m~ L9ading--Dea~l + Live . M:iilimum Lateral Forces ~/28/2004 ·, B~y Congifuration ID,-·,_1 s .... , MA .... · _·_c_--_F_C_P_· __ · ______ _, Page:j ._ __ 5 _ ____. Catwal~ loading Average from both.bays Beam/Column Joint Location I G,1-4;1 &-5.~ I See computer model Print-outs From Model. Seismic P load . live load ... ; ......... . Qead Load ........ . --~:Psf l___!L__JPsf 62 Psf Values below are for a single lever sy~tem Ps-= Pead Load 1.13 tive-Load Max 3.14 4.28 Lirrilt State Load combinations Ps-= D+.25L 1.92 kips Ps· = 1.2D+1.6L 6:39 kips Ps = 1.2D+.5L Ps = 1.2D+L Ps= D+L 2;93 4.50 4.28 kips. kips kips . 1 I '1. -----.--- V I I I I I, I I I Laodlng ratios L Ratio.... 0.806 D Ratio.... 0.194 1.000 Load at top of Column Lateral Shear V Column ------, Lateral Shear "-·---"' -----• Unfactored FLill·D~ad+Live Load-Ax'ial--Klps D+L Added Load 0.240 82= 4.28 0 Kips Limit state ASD Seismic Column Loading-Axial-Kips D+.25L D+.75(L+E/1.4) Pe= 1.92 .3.49 kips UB997 I 2001 CBC .Eh-Longitudlnal·Dlrectfon-Horizontal--Kips Coeff ... , ... 0.379 V=·CsW Source= 10 km Ca= 0.440 Coeff ..... 0.3793 Sec.tion 1630 Minimum Qesigff.Lateral Forces and-Re)ated,Effects 0 = 2 Table 16-N p = Em = OEh 30-2 Ev = .5Ca1D +Ed Em=· I;= pEh + Ev 1.46 for seismic resisting c::onnections V =· .E= 1.22 1.68 kips 30-1 .kips afB2 Ev= · 0.496 For structure design 0.728 l<ips Limit State Design I LRFD I 1634.1.2· Ca= Ed= E1 = Dead Load Reaction 0.828 0.314 0.182 0.44 · Kips Kips Kips Date: Column Loading--Dead + Live Minimum Lateral Forces Bay Congifuration ID-I SMAC • FCP . 9/28/2004 Catwalk loading Average from both bays Beam/Column Joint Location I c.1-s.1 & -s.2 I See computer model Print-outs Live load ............. . Dead Load •••..••.. fsolPsf L_!!_JPsf 62 Psf Values below are for a single level system Dead Load 2.09 Live Load Ps= Max 6.48 8.57 1 From Model I ---1 Seismic P load Limit State Load combinations Ps = D+.25L 3.71 kips Ps = 1.2D+1.6L Ps = 1.2D+.5L Ps = 1.2D+L Ps= D+L 12.88 5.75 8.99 8.57 kips kips kips kips ·-·--r-- V 1 I I I I I I \ Laoding ratios L Ratio.... 0.806 D Ratio.... 0.194 1.000 Load at top of Column Lateral Shear V Column -----, Lateral Shear ~----------J Unfactored Full Dead+Live Load-Axial-Kips D+L Added Load 0.240 B2= 8.57 0 Kips Limit state ASD Seismic Column Loading-Axial-Kips D+.25L D+.75(L +E/1.4) Pe= 3.71 6.95 kips UBC97 2001 CBC Eh-Longitudinal Direction-Horizontal-Kips Coeff ....... 0.379 V=CsW V= 1.407 kips Source= 10 km Ca= 0.440 Coeff ..... 0.3793 Limit State Design Section 1630 Minimum Design Lateral Forces and Related Effects I LRFD I 0 = 2 Table 16-N p = 1 1634.1.2 Ca= 0.44 Em = OEh 30-2 Ev= .5CaID +Ed Dead Load Reaction Em= · 2.81 kips for seismic resisting connections 1.659 Kips E =pEh + Ev 30-1 Ed= 0.629 Kips E= 2.40 kips Ev= 0.994 E1 = 0.365 Kips 1.71 at B2 For structure design Date: 9/28/2004 Continuous Span--CheckDecldng System ' ' • ' r Descrw· tio11: 11/2" 22ga B:Deck Uniform Load Live 50 . Psf Uniform Loading----6.5 _Psf Spacing Deckiflg Wgt....,...... 1 .. 8 · Psf Total 58,3 Psf Decking System Sxp= 0.18 lnA3 Dest:. j 22 i . Sxn= 0.195 lnA3 Ix= · 0.1-78 lnA4 Fy= 38 Ksi ICB02757 RR23783 48 I Inches 4.00 Page:l.__ __ 6 _ __, Check deck for 1' wide Ratio 0.273 r!l1111:::11111m111111111w11111ffl1I'IHlll:::llllllllllll!llllllllllru1111111:::IIMIIHlllllllllllllll1J ~ ~ ~ ~ 93.3 256.5 256.5 93.3. 699.6 Reactions Ra=Rd= .4wi. Ra=Rd= Rb=Rc;:: 93;3 Pounds 256.5 Pounds Rb=Rc= 1.1wl ; . Positiv!:! Moment =·.100.* w1A2 MP'." 1119.4 In-Pounds Negative Moment= .08 * wlA2 Mn:;: .895.5 In-Pounds Mn =S!:!.F~ Allowable Benain~ Mo Ma= Mn Positive · Ma= 4104 In-Pounds Negative Man= 4446 In-Pounds Design. Ratio-Positive · DR= 0.273 Design Ratio-Negative DR= 00;201 Delta= .0069WLA4/384EI Deflection.:................... ti= 0.034 U240 0.200 4104 4446 Ok U360 0.133 Floor Framing Design Check Date: 9/28/2004 X-· ! -·-·-• Qty of .... ID. No. C10x3.5x14 Joist 1 203 LRFD Method of Analysis Load Factors 1.2D+1.6L 10 Factored Flooring System Bending Moment Strength-IP Mn Ix= 19.97 Se= 4.34 E= 29500 cJ.ib= 0.95 Fy= 55 cJ.iMn= 214.77 Tk= 0.075 Joist Spacing .•••..•.• Floor Loading ..•••..•• Joist Span ............. . ln"4 1nA3 Ksi Ksi In-Kips inches 4.000 !Feet ~Psf-Live Load ~Psf-Dead Load 58.2 Total 11 /Feet W= 359.36 PLF Floor Joist Page:li...._...:.7 _ _, 48 Inches Net R= 1.98 Kips R 129 Inches Span Bending Moment for the Simple Beam Mb = W L A2 / 8 -Fixed End Moment Mb= Mb= 5435.32 65.22 Ft-Pounds In-Kips Deflection Check for Simple Span Beam Delta = 5 W L A4 / 384 El W= 16.67 Pounds/Inch Delta= 0.102 inches R < 214.77 Delta Limit. ........... . Dii= 0.358 Fixed End Moment I o I o.oo In-Kips Ft-Kips See Page ~' ---~ Ok 0.30 360 Inches Ok 0 Ft-Lbs Date: 9i28/2004 ,toist Vertical-Shear on Bolts Vv= RIN R = End Reaction Enl CoiliJ.ectiQn Design Check 1.98 • · . I ~ps:~ N = Numnber of Bolts in Cc:mnection N= 2 Vv= 0.99 Horizontal Shear qn·Bolts Vh=·M/Y M = rotational moment Y = distance between bolts· th= 1.24 .Design Ratio Kips kips M= Y= Vr = Th/Tu+Vv/Ru, Dr= 4.94 4 0.34 In-Kips Inches Ok T=C X= .f;l667X= Y= .667X*C+YT=M 1 T= cI>t= Tu= Bolts Used In Connection 9/16" Dia. i[iFv= 18 Anet= 0.2151 Design Shear Strength Ru= 3.87 Tu= 14.52 Ra= 3.87 Ksl kips kips kips Page:..._l. __ 8 _ _, 2.99' · 1.996 1.996 1.24 33.75 7.26 Ok A307 Inches Inches Inches Kips Ksl Kips Bearing 6.64 Date: 9/28/2004 Floor Beam--Strut Page:I~ __ 9_~ C Section Section Properties-LRFD Strengths 1 ID No. Number of Members Used .•• Section Description ....• Section ID C16x3.5x10 Note-1 In some cases there are 2 beams connected to Depth 16 the column. There could be one on each side of the column. Qvalue= Fy= E= Yaxi ,·-·-· I I 6' \ -.--·j'---Xaxis • , ,~lange '-·-· Column Section Properties Column= Gross Area Net Area T= Ag= An= Section Wgt/Ft. ·-· -+-~· ... , .. ~....., ___ s....,.. ... -f .25 : l .I Ix= Sx= Rx= ly= Min. Sy= Ry= ZX= 11.45 Xo_••~i---'•~ I I Cross Section Width 3.5 Torsional Properties M= 1.37 Cw= 260.29 Ro= 6.38 /3 = 0.89 Critical Buckling Values ••• Current Edition 1996 AISI LRFD aex = (1r112E(KxlX/Rx)112) aey =( 1r112E(KyLy/Ry)ll2) aet =(1 /ARo112)*(GJ+7T112Cw/(KtLt)112) Fe =(1/2{3)*(( aex+at)-(( aex+at)ll2-4{3exat)ll.5 Lx= Kx= ~ Inches Ly= Ky= Eq. C3.1.2-7 Eq. C3.1.2-8 Eq. C3.1.2-9 Eq. C4.2-1 ~Inches Concentrically Loaded Compression Members Section C4 For A < 1.5 Fn = Fy * .658"(/\. 112) For A> 1.5 Fn = Fy* .877/(/\.112) Fn= 54.57 <I>Pn= 156.18 Ksi Kips 202 Main Beam AISI 55 Ksi 29500 Special 0.1380 In. 3.3672 ln"2 3.367 ln113 117.08 ln."4 14.64 ln."3 5.90 In. 4.84 ln.114 1.81 ln."3 1.20 In. 23.40 ln"3 Xo= -2.12 J= 0.02 Sx eff = 14.64 70301.8 2907.0 3842.7 3818.5 Lt= ~ Kt= Fe= Fy= 'A = <I>= 2907.0 55.00 0.138 0.85 Section Strength....... Mp= 804.93 Lateral Buckling Strength Section c3.1.2 Mn = Sx eff ( Mc/ Sx ) 'Pb = 0.9 Cb=1.00 My= Sx * Fy My= Me= Mc= Me= Cb Ro A(aeyat)".5 Mc = Crit. Moment See Note 1 above Mn = For Me > 2. 78*My Mc = My Single section <I>Mn = For .56*My< Me< 2.78*My Mc= (10My/9)(1-10*My/(36*Me)) For Me < .56*My Mc=Me Load case 1.2D+1.6L 1 346.536 Model Output Page .___--'-M""6'--___,IMoment from model In-Kips .---2-8-.8-7_8 ____,IFt-Kips Ratio Mux= 804.92 71791.02 804.92 804.9 724.4 60.37 724.43 0.478 346.536 Reinforcement Rod2/3 0 Rod 4/5 0 Web Reinforce. 0 Elme6 ln.113 Inches In-Kips In-Kips In-kips Ft-kips In-kips Ok In-Kips . Date: ~/28/2004 J?esign Check.:.-Contd . Section CS Combined Axlal-•Load and·B~nding DeslQn Ratio Dr= Pu /<I>c Pno + .CmMux / <I>bMnx <I> nx <= 1.0 crex = ( 1-Pu/ Pe) <I>c= .85 <I>b=.9 First B~am Level Pe= 1T112Elb / (Kb Lb )112 From Model P1 = 1.51 Kb::; 1 Kips Pe = i36723.46 Nominal Axial.Strength <P Pn= Kips from previous page Kips Dead + Live Load Pu unfi!Ctqred Puf = --------------~----------,--,-----, Page:[_1_0~ Cm= .85 H1= 12.00 M1 = .346.54 In-Kips 1.~D + E Seismic Factored· p u = 156.18 1.51 1.61 Kips Compression in strut from seismic Nominal Flexural-Strength Requ!red Mux unfactored Seismic moment factored Total factored moment- Pu/ <I>c Pn <I> Mnx = Muxf.:: Mux = = 724.43 346,M 346.54 34~ .. 54' 0:010. In-Kips In-Kips In-kips lri-~ips Dr= design ratio (axial {erm + bdg. term) Dr = 0;417 Qk Design Check For Dead Load_+ Live Load Only Column .Load Pc = 1.506 kips ·Factored Axial Load Pu= 1:61 Kips Nominal Axial Strength 'PPn= 156.18 Kips Design Ratio Pu/<I>cPn = 0;010' Ok Magnification factor = Factor= 1.000 Mf * Mu/(cl> Mn)= <I>c= 0.85 0.85 Selsmlc-UBC97 0.407 0.407 Date: 9/28/2004 Beam to Column Bolted Connection Beam Number of Bolts in Connection 8 per member Number of members connected to column I ! I f Section depth 16 l_-- Floor Beam-Strut Moments and Reactions from Frame Model Output 0 Table 16-P 2 Amplifier 1 1.2D+1.6L Kies Ref. Page RI= 12.879 0 M6 Rr= 0 0 1.2D+1.6L Mu= 28,88 Ft-kips 346,536 In-kips Use Instantaneous Center of Rotation Method I b ·-·-·-·-'-:---~_-i;-· Vmax • . I .' • I '· · ! I -·-·----~-\..-l--/-A.---. I ·, '·. / ,.,~ Vm1n . ·,d J' • • C ______ J __ ~f' ·--!-·-· · I . ,;·.-;,. I Iii: ... ,. ! \ '·, . . -·-. -. -,, . j. "!". \}(-·-. j ,· ! ·, . b .; I \! ·---·-·-f·-·r·-~-- I RI I I I a .... j--i I I I a= 4.25 Inches b= 3 Inches c= 6 Inches L1 = 3.676 Inches L2= 6.37 Inches • I • 1 ! ; ! 2 Shear Force Vertical a RI Rr Bolt Used In Beam to Column Connection Bolt Dia. /Grade 5 8S 1" Rn= 4'(FvAb) Rn= q,fy 36 28.26 0.40 0 Polar Moment of Inertia ..... Ip= Area 0.785 Kips Shear Strength 28.26 q, = Kips Page:,_! _1_1 _ _. 2 b b Column Column width Vseismic a/2= 2.125 c/2= 3 Cx= 2.125 cy·= 6 0.0 0 0.402 170.41 ln"4 Mu= 1.1RyMp Beam Strength Connection Strength Column Strength Mu = 956.25 In-Kips Mu= 79.69 Ft-Kips Mu= 1310.33 In-Kips Muv= Mub= 109.19 111.98 Ft-Kips Ft-Kips · Mu = 1239.22 In-Kips Mu= 103.27 Ft-Kips .,·,·· Boited Connection Contd. Page:._l __ 12_...:J All-Force values mu.st be divided In halfslnce 2 beam struts connect to column 1 1.20+1.~L Kips Ref. Page RI= 12.879 Kips. 0 Bolt.Used In.Beam to Column Connection Rr= .o Total. 12.87~ In-Kips Ml= 346.536 Bolt force from·moment R2·= M Cxilp R2= 2.16 R3=·MCy/lp 0 0 hi-Kips 3~6:536 In-kips, Grade'58S .Rn= 4'(Fu.Ab) Rn= 2~:-2~ q> = f BoiJ.force from resultant .R1 = Pu/ N R1 = 0.$0 . Ru= (( R1 + R2 )"2 + R3"2 )".5 R3= 6.10. :Kips· Ru= 6.78 Kips Allow Connection to ·go·over by·3% CheckBearing on Connection q, = 1 C= 3 ·1n. Rn = bearing capacity t= 0.138' in. Bolt Dia.::; 1 In. Rn= ~dtFu AISI Table E:3;3-1 Fu=: 7.0 Ksi Rn=· 28.98 Klps Apb= 0.138 lnl'.\2 'PRn = 28.98. Kips Ru=. -6.78 Kips Applied-Loading Bearing strengtli/Shear strength-ratio 1.025 Mu= 11.1.98 ,ft-kips ~ .. · .. Bolt Dia. 4'Fv 1" 36 Kips Ok Bearing plate added 0 Inches Thick Ok Area 0,785 Date: 9/28/2004 Floor Beam--Strut Page:/ j 13 __j C Section Section Properties-LRFD Strengths Number of Members Used ... 1 ·10No. Section Description ..... Section ID C16x3.5x10 Note-1 In some cases there are 2 beams connected to Depth 16 the column. There could be one on each side of the column. Qvalue= Fy= E= Yax! Column Section Proeertles r·-·-· Column= T= I 6' 1 Gross Area Ag= Net Area An= .;.-·j"---Xaxis Ix= Sx= Rx= ly= '-·-· Min. Sy= Section Wgt/Ft. , -tFlange ·-·-+·~ .. -, .. ~--1o----5-·..... ~-25 ' l .I Ry= 11.45 Xo 1,. Cross Section Width 3.5 Zx= Torsional Proeerties M= 1.37 Cw= 260.29 Ro= 6.38 (3 = 0.89 Critical Buckling Values -Current Edition 1996 AISI LRFD uex = (1r"2E(KxiX/Rx)"2) uey =( 1r"2E(KyLy/Ry)"2) uet =(1/ARo"2)*(GJ+TI"2Cw/(KtLt)"2) Fe =(1 /2(3 )*( ( uex+ut)-( ( uex + ut)"2-4(3 exut)" .5 Lx= Kx= [:=3:J Inches Ly= Ky= 12 1 Eq. C3.1.2-7 Eq. C3.1.2-8 Eq. C3.1.2-9 Eq. C4.2-1 r Inches l Concentrically Loaded Compression Members Section C4 For A.< 1.5 For A> 1.5 Fn = Fy * .658"(°A."2) Fn = Fy * .877/(11. "2) Lateral Buckling Strength Section c3.1.2 Mn= Sx eff (Mc/ Sx) <l>b = 0.9 Cb =1.00 Fn= <1.>Pn= 54.57 Ksi 156.18 Kips Section Strength ...... . 202 Main Beam AISI 55 Ksi 29500 Special · 0.1380 In. 3.3672 fn"2 3.367 ln"3 117.08 fn."4 14.64 ln."3 5.90 In. 4.84 ln."4 1.81 ln."3 1.20 In. 23.40 ln"3 Xo= -2.12 J= 0.02 Sx eff = 14.64 70301.8 2907.0 3842.7 3818.5 Lt= IT7 Kt= I 1 Fe= Fy= A.= <p = Mp= My= Sx* Fy My= Me= Mc= 2907.0 55.00 0.138 0.85 804.93 804.92 71791.02 804.92 Me= Cb Ro A{aeyat)1\5 Mc = Crit. Moment See Note 1 above Mn = 804.9 For Me> 2.78*My Mc= My For .56*My< Me< 2.78*My Mc= (10My/9)(1-10*My/(36*Me)) For Me < .56*My Mc= Me Load case 1.2D+L +E 2 371.892 Model Output Page M9 !Moment from model C-30.991 Single section <!.>Mn= In-Kips !Ft-Kips Ratio Mux= 724.4 60.37 724.43 0.513 371.892 Reinforcement Rod 2/3 0 Rod4/5 0 Web Reinforce. 0 Elme6 ln."3 Inches In-Kips In-Kips In-kips Ft-kips In-kips Ok In-Kips Date: 9/28/2004 Design _Check--Contd. Section C5 ·Combined Axial Load and-Bending Oef!ign,Ratio Dr= -Pu/ <Iic Pno + CmMux / ciibMnx .cp nx <= 1.0 o-ex = ( 1;. Pu/ Pe) '<Iic= ,85' · <I>b=.9 First Beam Level Pe =. 7(h2Elb t('Kb Lp )i'12 From Model P1 = 0.46 K!>= 1' Kips Pe = 236723.46 Nom!nal Axial Strength <P Pri = Kips from-previous page Kips Dead·+ Live Load Pu unfactofed Pl.if= H1= M1= · Page:~I _1_4~ cm·= .85 12.00 371.89 In-Kips 1.2D + E Seismic factored Pu = 156.18 '0.46 0.49 Kips Compression in strut from seismic Nominal Flexural· Strength. :Required Mux unfactored Seismic moment factored . total-factored moment Pu/ 'PcPn cp Mnx = Muxf= Mux = = 724.43 371.89 In-Kips In-Kips 371.89 ·In-kips 371.89 1 ln°kips 0.003 Dr= design ratio (axial term + bdg. term} Dr = 0.439 Ok · Design Check For Dead Load + Live Load Only Coiumn Load Pc= 0.457 Kips Factored Axlal L,oad Pi,!= 0.49 Kips . Nomirial Axial Strength 4>Pn= 156.18 Kips Desig~ R.~tlo .Pu /4>cP.n = 0.003. Ok Magnification factor = 0.85 Factor= Mf* Mu/('P Mn)= <l>c= 1.000 _ Seismic-UBC97 0.85 0.436 0.436 Date: 9/28/2004 Beam to Column Bolted Connection Beam Number of Bolts In Connection 8 per member Number of members connected to column I ! I t Section depth 16 J_ Floor Beam-Strut Moments and Reactions from Frame Model Output 0 Table 16-P 2 1.2D+1.6L Kips RI= 9.075 0 Rr= 0 0 1.2D+1.6L Mu= 32.97 Ft-kips 395.652 In-kips Amplifier Ref. Page I M10 RI I I --,-+-.... j_. __ a I Use Instantaneous Center of Rotation Method I b -·-·-·-t·-·}·-~-· Vmax • '. I ·'. a= b= 4.25 Inches 3 inches I ' • ' i . -· -· --(\~,-~--/.&----. I ·, '. • .' ,-'~ Vmm . ·,d, . . C _____ ,j ___ ~t~---~--- 1 .-;·.·;,_ I ~--,-! \ '·, . ·-·-·-·-,,-·,-1-·t·\!f-·-· i ,· ! ·, . b · ,-I ·,_! ·-·-·-·-t·-·r·-~-- c= 6 Inches L1 = 3.676 Inches L2 = 6.37 Inches • I . 1 ! : ! 2 Shear Force Vertical a RI Rr Bolt Used in Beam to Column Connection Bolt Dia. )Grade 5 BS 1" Rn = q,(FvAb) Rn= 4>FV 36 28.26 0.28 0 Polar Monient of Inertia ..... Ip= Area 0.785 Kips Shear Strength 28.26 q, = Kips Page: ._I __ 15 _ _, 2 b b Column Column width Vseismic a/2= 2.125 c/2= 3 Cx= 2.125 Cy= 6 0.0 0 0.284 170.41 ln"4 Mu = 1.1 RyMp Beam Strength Connection Strength Column Strength Mu= 956.25 In-Kips Mu= 1310.33 In-Kips Mu= 1239.22 In-Kips Mu= 79.69 f:t-Kips Muv= 109.19 Ft-Kips Mu= 103.27 Ft-Kips Mub= . 111.98 Ft-Kips Bolted Connection Contd. All Force values must J]e .dlvldJ1d in half slnce-2 beam sti'uts,connecuo,column 1.2D+1.6L Kips Kips Ref. Pag_e Page:! RI= 9;075 o Bolt'UsedJn,Beam to C~l1,1mn Connection Rr= 0 Total 9.075 ln-!<]ps Ml= ;395.652 Boltforce from moinerit R2 =MCx/ Ip R2= 2.47 R3=M Cy/Ip 0 0 'In-Kips 395:652 ·ln~klps Grade58S Rn= <l>(FuAb) . -Rn= <I> i:: Boltforce from·resultant R1 =·Pu/ N R.1 = 0.57· ;RU= ((.R1 + R.2:)"2 +1~3112,)~;5 2it26 1 R3= 6,97'. Kips· Ru= 7.60 Kips Chec_k Bearing on Connection <I>= 1 Rn:=:= bea,rlng.capaclty Rn= 3dtFu AISI Table E3.3-1 Rn= ?8.98 Kips· cf>Rn= 28.98 Kips Bearing strength/Shear strength ratio 1.025 Allow Connectlonto go over by 3% C= t= Bolt Dia.= Fu= Apb= Ru= Mu= 3 In. ·0.138 In. In. 70 Ksi (' 0.138 ln"2 7.60 Applied Loading Kips 111.98' ft-kips .·· . ... -'1. Bolt Dia. 1· Kips Ok cf>Fv 36 Bearing plate added 0 Inches Thick Ok 16 ,, Area 0.785 Date: 9/28/2004 Splice Connection Analysis Page: M 10 I I Depth Beam-Strut V Vt= 3.474 Beam Depth ........... . Kips J 16 I inches Bolt Spread ............. . .___1_1 _ __,/lnches Number of Bolts ......•. 6 Per Beam/side I -·-·----·•·-' -i ·-·,-·-·-·-·-11 y2 -·-,·-·-·-·-· a --·-•-·-·-·-·- y1 ! --·-· ·-·~ t M= Vs= 4.315 Kips per side Vmax = Max. Allowable shear on bolt Hva = ( Vmax"2 • Vb112 )11.5 Try Double shear Vmax= Grade 5 BS 1" Dia 56.55 Kips Vb= Ya= Yb= <I>AbFu 28.2744 2-10ga plates-one on each side D Hex. Bolt/Hex Nut Grade 5 Load Case 2 1.2D+1.6L Vy= M= Vx= 3.474 7.01 0.841 From Model~---- kips I Ft-kips 1.._..:..M:.:..1;;;:2;___, number of beams 1 Number of beams ..... 84.12 In-Kips Shear on Bolts due to Moment Y1= Y2= ~Inches ~Inches Summation of Moments about a Hv * (Y2/2 + Y1) + Y2/2* Hv2 = M Vs = (Vy+Vx)/N Vb = Vs / No. of bolts 1 Vb= 0.719 Kips/bolt Y1+.5*Y2= 5.5 Inches .5*Y2= 0 Inches <I>= 1 kips Hv2= 0.000 Hv Hv = ( M / 2( Ya+ r*Yb) Hv= 7.65 kips Hva= 56.54 kips Ok 16q q, = Rn = bearing capacity Rn~ 3.3dtFu AISI.Tabfe E:3.3-1 Rn= 32,17 ·Kips cf,Rn= 32.11 Kips ... Page: ! . 16 h ] Che.ck-BearinQ on Beam Web -C-= · 3.33 In. · t.= -0.138 lri. Bearing plate added Bolt Dia.= 1". In. 0 Inches Thick Fu= 70 Ksi . Apb= 0.138 ln112 Ru.= 7.68" Kjps Ok Appffed Loading Date: 9/28/2004 Splice Connection Analysis Page: M ~ I I Depth Beam-Strut V Vt= 3.52 Beam Depth ........... . Bolt Spread .............• Kips I 16 j1nches '-j __ 11_~J1nches Number of Bolts •.....•. 6 Per Beam/side I -·-·-+--·•·- -t·-·,-·-·-·-·-11 y2 -·-,·-·-·-·-· a ----•-·-·-·-·- y1 ! --·. . ·-· . .. t M= Vs= 4.101 Kips per side Vmax = Max. Allowable shear on bolt Vmax = ( Vb"2 +_Hva"2 )".5 Hva = ( Vmax"2 -Vb"2 )".5 Try Grade 5 as 1" Dia Double shear Vmax= 56.55 Kips Vb= Ya= Yb= 4>AbFu 28.2744 2-10ga plates-one on each side ·-·-·-·-·-·-' D Hex. Bolt/Hex Nut Grade 5 Load Case 5 1.2D+L+Ec From Model Vy= 3.52 M= 12.113 kips 1 ~---~ Ft-kips . M13 Vx= 0.581 number of beams 1 Number of beams ..... 145.356 In-Kips Shear on Bolts due to Moment Y1= Y2= ., 5.5 I Inches o Inches Summation of Moments about a Hv * (Y2/2 + Y1) + Y2/2* Hv2 = M Vs = 0,/y+Vx)/N Vb = Vs / No. of bolts 1 Vb= 0.684 Kips/bolt Y1+.5*Y2= 5.5 Inches .5*Y2= 0 Inches q> = 1 kips Hv2= 0.000 Hv Hv = ( M / 2( Ya+ r*Yb) Hv= 13.21 kips Hva= 56.54 kips Ok 16C Page: :check ~e~ring cm !;learn Web 'q, .= 1 ·c= . 3;33 In • Rn,= bearirig capacity Bearing plate added t= 0.138 In. Rn =3.3dtFu AISI Table E3.3-1 Rn·= c!>Rn,= . 32.17 32.17 Kips Kips Bolt Dia.= Fu= Apb=: Ru= 1•: In. 0 Inches Thick 70 Ksl 0;138 IM2 13.23 · -K,ps. Ok Applled. Loading Tubular Column Design Check Page:j,_ __ 1_7 _ _. Date: 9/28/2004 ID No; Column Description: Loading Column Wall Tk. Sect. 8x8x1/4 25.803 Factored Pull= 13.05 Kips 1.2D+L+E Bx8x1/4 0.250 Unfactorad Pu= From Moilel Mux= Design for Face 8.00 r 2/3Mux= X-axis - 8.57 24.95 199.63 ! I I I Kips Ft-Kips In-Kips -·-·-·+·-·-·-I I I i Y-axis Section Wgt/Ft J 25.803 Depth ..... ,_ __ B_.0_0 ___ _ Cross Section Eq.C4.1-1 Fe=3.1416112*E/(KL/R)112 D+L Md+Ml+Ma MetalTk 0.250 E= Qvalue Yield Fy= Ag= Anet= Ix= Sx= Rx= J= ly= Sy= Ry= Zx= 5 29500 AISI 50.00 7.589 7.589 75.089 18.772 3.146 128 75.089 18.772 3.146 22.53 LRFD Design ............. . Critical Buckling Values Fe= 53.522 Ksi Kxlx/Rx= Kyly/Ry= /1. = 0.967 Eq. C4-1 q,c=.85 Pn=AeFn El= 2215125.5 Ksl AISCSec-C2 Kx= CJ Ky= Lx= 116.00 Ly= 116.00 1996 Edition AISI Specifications 73.74 73.74 Eq. C4•2 Eq. C4-3 if /1. < 1.5 then if /1. > 1.5 then Fn = Fy * .65811(),.112) Fn = Fy * (.877/),.112) Section strength Eq. C4-2 Eq.C4-3 Eq. C4-1 Eq.C5-1 Orthogonal Effects Static Load only .3Me 0 Fn= Pn= q,cPn= 33.819 Ksi 256.65 Kips 218.15 Kips Mp= My=SgFy Mn=SeFy Mn= iPbMn= 1126.6 938.608 Ob=.95 938.61 891.68 Design· Check for both Axial Load And Combined Axt.ii + Seismic Pu/q,cPn + CmMux/( 'PbMnx.Pnx) <= 1.08 Kips-Factored Pu/iPcPn= In-Kips CmMux/(iJ>bMnx<Pnx)= .3CmMuy/(4>bMny'Pny}= Factored Design Ratio = Dead + Live Load Only Design Check Pu/'PcPn= 0.060 Ok 0.060 0.197 0.000 0.256 Ok O= Pd+Pl+OPe= Seismic Pu/qjPn ..... . Column Capacity .............................. . 152,769 Pounds Unfactored In-Kips In-Kips In-Kips Pe=1r112Elb/(KbLb )112 Pe= 406.181 'Pnx=(1-Pu/Pe) 'Pnx= 0.968 2 10.61 A!SC8 Kips 0.049 Ok . Date: 9/28/?004 BASE PLATE. SLAB/SOIL. ANALYSIS Location §.1-s.1.~ -5.~ ,...--Pact Is the-tributary area greater than 150 ft112 No 1 Column Loading=· 13.05 Kips ASO Unfactored 8.57 Fe'=, 2000 Psi .... Qs= 1430 Psf labT lck. Thick.= 6 l1n. Base·Plate Aw Footer Profile Under Column Top View-of Footer Slab Section Sx = 1*T!'2./ 6 ~x= 6,opo +j+-_.11n. Worst Case 9.93 Page: .... I _1_8 _ _. Enter Base Plate.Slz1:1 Dw= (2*Be+Bw)'*Dw+(2*Be )*Bw+3.14*Be112 14 Bw=.._1 _.....a1..:.4 _ _. Eff(ilctive,Area Ae = · Be.= ( 8*Sx*Fctl Qs) 11. .5 Fct= 71'.6 Be= 18:60 Affective-Area Ae= Psi In. Maximum Column Load Pmax = Allowable Fct=1.6*_(Fc' )11.5 23?3.5 ln/l2 Actual Loading on Column · Pmax = ·slab Design Ratio ............ , .. 0.371 . :·.-·· '-.,-.•' Seismic Increase Yes= No= 16.1 Ft.112 23,073 Pounds 8,571 Pounds Ok 1.333 1 23.1 8.57 1 . Kips Kips Date: 9/28/2004 Check Bearing Pressure Width Actual Base Plate Size .......... . 14 Base Plate .•.•.•..... assumption fc' = Column Width 8 Area of Plate under column •••••. Using 95% rule Pmax ..... 13.05 Concrete Assume ••.• <l>Pp LRFD <I>c= 0.6 Pp~ 1.7fc'Aeffective Pp= 117.83 Depth 14 Depth 8 Kips 2000 Kips 57.76 Effective Per Column Psi Ok Pagej..__ __ 19 _ _. Date: 9/28/2004 1,5· Inches Fr9mPmax From Mb -----~...I BASE'PLATE ANAL YSIS'AND DESIGN "' I I -t · Ba~e. Plate ·Base Plate Depth = lixa Kip~ 0,Q0· Unfacfored I Special Q.5. Eb= 12.5 Ee=·. 7 14 14 -=tF1 I I ·.• I j1n-Klps I. Inches Inches Inches Inches !nches Fe= Page:,_! _2_0 _ _, 2000 Ksl Solve For Tension In Anchor Bolt T = ( Mb • Pmax*Ec) / Eb T= -4.80 Kips If Negative No T~nslon In Anchor Bolt Check Maximum Stress on Slab F1 = Pmax/ Base Plate Area F1 = 0.044 Ksl F2 = Stress Due To Moment X = Base Plate Wldth/1.667 X= 8.398 Inches Sum.Moments About Axis b C =Mb/2(.67X) C= 0.000 Kips Ct= C/Base Plate Depth Ct= 0.000 Kips/In F.2=2*Ct/X F2= 0.000 Ksl Fmax= F1 + F2 Fmax= 0.044 Ksl Actual Ok Fall= 1.200 Ksl A .Axis b---'-1 · Ba$e Plate Size Pressure On Siab From Base·Plate Width= 14 Inches Depth= 14 Inches Thickness 0.5 Inches Date: 9/28/2004 Column Thick.= +~· Pmax= 14 CHECK BASE PLATE TIIlCKNESS Page: ...... ! _2_1 _ __, 8.571 Kips 0.00 In-Kips Check Bending In Base Plate Fe= F1 +( Ovh / X)*F2 Fe= 0.044 Kips P1=Ovh*fe,. P1= 0.131 Kips 3 P2 =( Fmax -Fe) * Ovh/2 Overhang P2 = 0.000 from moment at base Mb ;;-T Bending Moment In Base Plate Overhang-About Axis a __ _j_Ftc F2 Mbp = P1*S1 + P2*S2 S1= Ovh/2 = 1.5 Inches S2= Ovh-.333X Mbp = 0.197 S2 = In-Kips 0.203 Inches Base Plate Loading Properties Of Base Plate + x-axis-·~j$,@-=f I~ 1" "'I 0.5 Section Modulus Sx= 1" * TA2 /6 Sx= 0.0417 ln.A3 Allowable Bending Stress Fb= .75 * Fy AISC Fy= l 36 I Ksl Fb = _ 27 _ Ksl Allowable Bending Moment Mall= Sx * Fb Mall= 1.125 In-Kips Mbp= Mactual = 0.197 In-Kips Design Ratio Rd = Mactual/Mallowable Design Ratio Rd= 0.175 <= 1.000 Ok Date: 912a1ioo4 Vallowable. Tallow~ble CHECK ANCHOR BOLTS FOR SHEAll/TENSION Page:l......__22 _ ___, Check Bolt For Combined Shear And Pull-Out Tension from computer model D+fl+I;: Ff= !-ongitudnal-·. -Base ShearPer Colunm Vlt = transvE!rse ---Base ShearPer Column Vtt Allowable Values For Exp~nslon Anchors ·concrete fc' = <Ii= .5 Allowabfe·Shear Fas= Allo:,vable Ten~lon.Ft::: RR2748 JCBO 1372Vah,ie~ 2000 Psi LRFD 4600 P.ounds 3500 Pounds Resultlng Comb! ned Load Check 2.301 -~Kips ~Kips Manfac: Ramset From model From-model From model Anchor bolt Desc. I 2 .5 3 1/2 Example: 2000 psi 1/2 Dia x 2 1/4 Safety Factors Of 4 Embd. Length Safety Factors Of 4 Fr= Ta~tual fTallowable + Vactual:/ Vallowable <= 1.00 Vac;tual= Vtc-/ No. of Anchot Bolts Per Column Vactual Ytc= 0.645 Kips Tactual·= Ftb / No. of Anchor Bolts Per Column Tact_ual Ttb= 0.575 Kips T Ratio= 0.164 V RqtiO = 0;140 Fr= 0.30q. <=- Tension On Bolt · · Tactual Vactual No. of Bolts I 4 Per.column Ok Embedment Length 3.5 Concrete Slab 1/2" Dia. X 3.1/2 Embd. Date: 9/28/2004 Column Welds To Base Plate Slab Pfac= Base Plate Width = Base Plate Depth = Allowable Weld Stress Eq. E2.4-1 E2.4-2 Pna=.4125 *Tm* Lw * Fu Longitudinal Pnb=.6 * Tm * Lw * Fu Transverse Pna= 65.0 Longitudinal Pnb= 94.5 Transverse Mc=Sx*Fu Mc= 526.64 In-Kips Q=.6' @Mc= 315.98 In-Kips Fa=Pmax/ Ac Fa= Fb= Mmax/ Sx Fb= Fv=Vs/ Aw Fv= Design Ratio Check Desing Ratio Dr= Drone= Dr two= Dr= 13.05 14 14 Kips 0.00 Factored 2.581 Factored Base Shear In-Kips Kips Section Modulus of Weld Pattern 42.00 1.72 Ksi 0.00 Ksi 1.15 Ksi Ft/ Pnb + Fv / Pna = 1.03 -0.041 0.018 0.000 Ok If Fb > Fa Ft= Page:._l __ 2_3 _ __, Weld patterm on column E6 E7 E5 EB I· -·-·-·-·! ·-·-·-· · Section-A I I E4 E3 E1 E2 E3 E4 E5 E6 E7 E8 E1 E2 Ire Weld Section Length Dimensions 1.5 8 1.5 8 1.5 1.5 1.5 1.5 1.5 1 5 Fillet Weld Size Tw= 0.1875 Weld Fu= I 70 /Ksi Sx= 7.52 ln"3 Lw= 12 Length of weld Aw= 2.25 ln"2 Uong= 6 Inches Ltran= 6 Inches Ac= 7.589 ln"2 If Fb<Fa Fv = 0 -1.72 Ksi Ref.Axis WeldC.G. 0 0.75 7.25 8 8 7.25 0.75 0 Inches m ROBOT v 1~.5.0 . . Author, .A.ddre~s: © RoboBAT 1.996-2003. File: SMAC-FCP _ Tr~nsyerse.rtd · , Projeqt~~fl.llA.C-f CP _ Transverse View -MY,Reaction forces., ·cases: 9 (t.2P+L+E) Fz=4.771 r -·· -·--· , in ~x Date : 28/09/04 page: 1, f . Fz=13.207 -MY lOkipft ~- ~ -~ ~ 11.i\l ROBOT v 16.5.0 Author: Addres_s: View -Reaction forces, Cases: 1 (DL 1) z=-Q.066 5 Fx=0.222 Fz=l.133 ~Px Date : 28/09/04 <'I © RoboBAT 1996-2003 File: SMAC-FCP .rtd Project: SMAC-FCP Fx=-0.098 ~ Page: 1 l'l Fx=0.098 ~ ,z=--0.06_6 J_ '<t Fx=-0.222 Fz=l.133 Cases: 1 (DI..,J) -'PZkip ffikip/ft ~ .._ l ~ •••• · . .. ROBOT v 16.5.0 ,· · Author: Addr~~:, View -Reaction forces, Cases: 2 · (LL 1 )' hx ·x=0.775 Fz=:3.143. Date : 28/09/04 N © Rqbo~AT 1996-2003. File: SMAC'-FCP .rtd Project: ·Sry,AC-FCP ,J5 Fx=-0.342! Fz=6.482 Page: 1 ·rtl Fx=0.342 ~ ,j- Fx=-0.775 I ·Fz=3.143 Cases: 2 (LLl) ffikip/ft .. ' ' ~ ~ ., ~ A ROBOT v 16.5.0 Author: Address: © RoboBAT 1996-2003 File: SMAC~FCP .rtd Project: SMAC-FCP View -Reaction forces, Cases: 3 ($EIS1) .., ____ J --. ---~ -N Fz=-1.021 F.X-'c;-1.499 I Fz=0.073 Fx=-2.121 I bx Date : 28/09/04 Page: 1 ---. ·--, ft\ Fz=-0.073 Fx=2.121 I -·-.-.---- -4' Fz=l.021 ~ .499 j Cases: 3 (SEISl) i kip ~ Vl 11 ! _ ROBOTv1f>-5.0 _ Author: ···Aqdress: (Q) Roqo~AT 1996-2003 File: SMAC-FCP.rtd Project: SMAC-F.CP View -Reaction forces., Cases: 4 (~El$2) } Fx=l.460 I !s .. Fx=2.810 I. § ,:., ~·- Fz=-1.204 I Fx=-1.768 j Fz=0.086 I Fx=-2.502 I ~ F.x==i,!!.!o I. __ . 7- <'l Fz=-0.086 _( Fx~2.502 I F~.;1.160 I :V'' Fz=l.204 J Fx~L768 l Cases: 4 (SEIS2) i kip ;. - .... I Date: 28/09/04 Page: 1 1. ~ -t..., ~ IV.:..\I ROBOT v 16.5.0 Author: · Address: View -MY,Reaction forces, Cases: 5 (D+L)' -9.638 ;z 1£Jx Date : 28/09/04 _S_ © RoboBAT 1996-2003 File: SMAC-FCP.rtd Project: SMAC-FCP Fx~0.441 Fz=S.571 Page: 1 ~ ~ ..,_ -MY lOkipft ·I ~ ~ Q\ .'11 ROBOTv 16.5.0 Author: Address: © RoboBAT 1996-2003 File:. SMAC-FCP .rtd Project: SMAyFCP View· -MY,Reaction forces, Cases: 6 (1.2D+1.6L) -i -14.563 ~ Date : 28/09/04 Fx.=1.506 Fz.=6!388 ~ · a28,!!78 Fx=-0.666 Fz=l2.879 Page: 1 -28.878 .Fx=0.666. Fz=12.879 'L ! -MY lOkipft .. f, r ~ ~ .. n IV!l ROBOTv 16.5.0 Author: Address: © RoboBAT 1996-2003 File: SMAC-FCP.rtd Project: SMAC-FCP View -MY,Reaction forces, Cases: 7 (1.2D+L) -10.067 i, [h Fx~0.460 ~ Fx=0.460 Fz=S.989 -MY lOkipft I Date : 28/09/04 Page : 1 =7 ~ ~ g ... . . . RQBOT y 16:5.0 Author: J\qdr~ss: View -MY,Reaction forces, Cases: 8 (E) hx / [:pate : 28/09/04 © RoboBAT 1996-2003 File: SMAC-FCF(rtd . . Pr~ject: ~~AC-:FC_P Page: 1 · Fz=-lW73 l,kx=2.l21 I -JVIY lOkipft ~--· ~ R WA\I ROBOT v 16.5.0 Author: Address·: © RoboBAT 1996-2003 File: SMAC-FCP .rtd Project: SMAC-FCP . View -MY,Reaction forces, Cases: 9 (1.2D+L+E) 4.422 5. ~ I Fx~0.457 bx Date : 28/09/04 -30.991 M ·x~2.ss1 I ~. Page: 1 . ., ::M:lli. 24,S st, ,, Fz=S.917 ~ -MY lOkipft .] ~ ....c .• ROBOTv16.5.0 Auttmr: · Adc!r~ss: © RoboBAT 1996-2003 File: SMAC-FCP .rtd -:Project: SMAC-f.CP View -MY,Reaction forces, Cases: 10 (1.2D+L+Ec) -32.971 . 7.025 ._S_ Fz=3.299 'f Fx=-0.727 j -Fz=9.075 •· ~ Date _: 28/09i04 Page: 1 ~27.159 2 Fz=S.903 ~ -MY lOkipft 1s~--.... C) ~ IV.:." ROBOT v 16.5.0 Author: Address·: © RoboBAT 1996-2003 File: SMAC-FCP.rtd Project: SMAC-FCP View -MY,Reaction forces, Cases: 11 (.9D+E} 12.558 ! Fz=-0.001 [b Date : 28/09/04 Page: 1 Fz=l.808 t,:Fx=-2.033) Fz=2.040 -MY lOkipft ~ ........ ~ n ROBOT v 16.5.0, Author: Address: © RoboBAT 1996-2003 , FiJe, SMAC-FCP .rtd . , ' Project: SMAC-FCP _ Detailed Analysis -FX,FZ,MY,Reacti~n forc,es, Cases: 6 (1'.2D+1.6l-) MV (kipft) FZ (kip) i<"Xc FXt (ldp) '036.88~22_444 .'. ' •]8.'t't . . 0 '. . 18.'t-'t 38 .. 88 , . 5 •62 5.345 I 2·.~! f ~, I I-' ,,_,::J l ] ,, I -2.01 -5.62 fl:l!4if 1 o.s41 I ~-562 .r·. ·-· . ' -· ,-·-· . · · ----.-, , , "!c -0.·5s2 -·l..l2't. -~ :::::c=cJ . I I C :! GJ~51 -----------------•., . .,., ·-· .,,. ., _ _,,,,,, ___ - ,{. I Bar:. 6 C16X3~5X10, Length: 20.()00(ft), Case: 6 (l.2D+l.6L) Values Bar / Point (ft) urrent value I origin 0.841 5.3451 -22.444 /user.x=3,500 0.841 · ·3.47* -7.010 Juserx='16.500 0.841 -3.47, -7.010 . . --·-·---·-. --· ------· ------· ---··----·--·-"··--·t-·-· ___ , __ ,, ____ ~ ____ ,. __ /end 0.841 · -5.345j · -22.444 Date : 28/09/04 Page: 1 ~ ........ A ~ R l.fl.!.1 ROBOT v 16.5.0 Author: Address: © RoboBAT 1996-2003 File: SMAC-FCP .rtd Project: SMAC-FCP Detailed Analysis -FX,FZ,MY,Reaction forces, Cases: 10 (1.2D+L+Ec) i\lV (klpft) FZ (kip) FXc FXt (kip) Values Bar/ Point (ft) urrent value / origin / user x=3.500 I user x=16.500 /end -as.sat ====-~M~~.P1ab:::I =-· •18.44 m•e·-0 -~--...-,. 18.44 36 .. 88 , .. TS771I 2.a1 0 -2.81 -5.62 0 6'144 09~qo.ss1 I 0. •0.8872 -0.6744 'Bar: 6 C16X3.5Xl0, Length: 20.000(ft), Case: 10 (1.2D+L+Ec) 1.284 0.581 -3.520: -12.113 ..... HH HO • 0.581 -4.813 -26.695 -~6.695 J Cl r=J: -4.@ \, I Date : 28/09/04 · Page : 1 . I ~ '-\1-l f11 ROBOT v 16.s.o· Author: Address: View -Reaction forces, Ca$es: 1 (DL 1) © RoboBAT 1996-~003 File: SMAC-FCP _ Tr~nsverse.rtd . Projetj:: SMAC-FCP _ Trcins~rse .. Fz=-l.485'j Fz=-1.485 j N Fz-=2.089 j'Fx=0.024 Fz=2.08Q j Fx=-0.024 ~ Cases: 1 (DLl) -PZkip ,ffikip(ft i kip ~ \ ... C Date ; 28/09/04 Page : 1 ~--· ~ I ~ -..t::_··· n ROBOT v ~~-5.'0 Author: Address: View -Reaction forces, Cases: 2 (LL 1) ,. '. © RoboBAT 1996-2003 File: SMAC-FCP Transverse.rtd Project: SMAC-FCP ~ Transverse · Fz=-5.382 l nz=-0.200 I I I 1 I I I l I 1;1 IT I I-, ·r l T ... N Fz=6.482 Fx=0.071 I Fz=6.482 ~ Fz=-S.382 l Fx=0.071 l - Cases: 2 (LLl) Tkip/ft kip I Date : 28/09/04 Page : 1 . I ~ -V\ •h'N RO~OT v 16.5.0 Author:, · ···l Addr~ss: ·. Vi$w .. Reaction forc~s, Oases: 3 (S1;IS1) © R.oboBAT 1996:a.2003 File: SMAC~FCP. transverse.rtd . Pr6ject; SMAG-,FCP _ Transverse Fx=2.40_[)_ j .s: i'"x=2.4QQ I _f r-i l!dx . ,...,·., Fz=-4.218 Fx~2.400 j M Fz=4.218 Fx~2.400 j Cases: 3 (SEISl) J kip ·----.: I Date : 28/09/04 Page : 1 I ~ ~ ,<; -' IV.!.\I ROBOTv 16.5.0 Author: Address: View -Reaction forces, Cases: 4 (SEIS2) · Fx=2.810 I © RoboBAT 1996-2003 File: SMAC-FCP Transverse.rtd Project: SMAC-FCP __ Transverse ~ Ex=2.SJ.O I M Fz=-4.939 Fx=--2.810 I Fz=4.939 Fx~2.s10 I bx Cases: 4 (SEIS2) i kip .. C Date : 28/09/04 Page : 1 I ~ --' ' ••• . ... . • ~ ROBOT. v 16 .. 5.0 Author: Addre~s; © RoboBAT :1996-2003 File: SMAC-FCP .. Jransvetse.rtd . Project: SMAC-FGP _Transverse~ . - . View -.MY,Reaction forces, Cases: 6 (1.2D+1;6L} I -1.371 -5 --.t.:,_J_ I . .J~94 J1 l I~ .. . ' Fx=0.142 I Fz=12.878 I ~ ',. : .. 1.371 : C'I Fx=-0.142 I Fz=12.878 I -MY lOkipft . I . Date : 28/09/04 Page : 1 I ~ ~ ._._ :.ex, r, SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE Business Name Business Contact J)i;//1~ 6vt.-1,.1J/,t:1 ,J Project Address /6 ~ City r.4R.,9uA y . /I Ve. State Zip Code e~. 92°01 Mailing Address 5' o7 State Zip Code {)1b.JB;:J1> {',LI, fi,t;o f Project Contact · e~ 5' /./LL.I y)ty JJ OFFICE USE ONLY UPFP#: ______ _ BP DATE:---'/ _ _,/ ___ _ APN# Plan File# The following questions repr!;!sent the facility's activities, NOT the speci~ic project description. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with Jurisdiction prior to plan submittal. 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactjves 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards Flammable/Combustible Liquids 7. Pyrophorics 11. Highly ifoxic or Toxic Mate~ials 15. None of These 4 Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISIONS (HMO): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 1255 Imperial Avenue, 3rd floor, San Diego, CA 92101. Call (619) 338-2222 prior.to the issuance of a building permit. FEES ARE REQUIRED. Expected date of Occupancy __ / ___ / __ 0 CalARP Exempt I 1. 2. 3. 4. 5. 6. YES NO D 3 D ~ D Im D D D Is your business listed on the reverse side of this form? Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, 200 cubic feet, or carcinogens/reproductive toxins in any quantity? Will your business use an existing or install an underground storage tank? Will your business store or handle Regulated Substances (eaJARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? D CalARP Required I D CalARP Complete I Date Initials PART Ill: San Diego County Air Pollution Control District: If the answer to any of the questions below is yes, applicant must contact the Air Pollution Control District (APCD), 9150 Chesapeake Drive, San Diego, CA 92123, telephone (858) 650-4550 prior to the issuance of a building or demolition permit. Note: if the answer to questions 3 or 4 is yes, applicant must also submit an asbestos notification form to the APCD at least 1 O working days prior to commencing demolition or renovation, except demolition or renovation of residential structures of four units or less. Contact the APCD for more information. YES NO 1. [J Ji1 Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD fact sheet at http://www.sdapcd.org/info/facts/permits.pdf, and the list of typical equipment requiring an APCD permit on the reverse side of this form. Contact APCD if you have any questions.) 2. D D · (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Public and private schools may be found after search of the California School Directory at http://www.cde.ca.gov/re/sd/; or contact the appropriate school district.) 3. D g Will there be renovation that inv<!ilves handling of any friable asbestos material, or disturbing any material that contains non-friable asbestos? 4. D Will there be demolition involvin the removal of a load su ortin structural member? Briefly describe business activities: Briefly describe proposed project: 'et:.()(!.R1',G ~"r£11SJOw J'}1ACl/1,JE:, /p 8 ,1,vc; e "'-r ~ t/ S 1-o ~ EY-p.J(I NI) i>/le,o,.iG Ii l)i) /!L.r/ R.o o~ S II J :Jt> ;Of Date FOR OFFICIAL USE.ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: ____________________________ _ BY· DATE· I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY . COUNTY-HMO APCO COUNTY-HMO APCD COUNTY-HMO APCO - DEH:HM-9171 (07/04) Countv of San Die2:o -DRH -Haz:mlons Materials Division