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Home My WebLink About2210 FARADAY AVE; 150; CB140156; PermitCity of Carlsbad 09-29-2014 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB140156 Building Inspection Request Line (760) 602-2725 Job Address: 2210 FARADAY AV CBADSt: 150 Permit Type: Tl Sub Type: COMM Status: ISSUED Applied: 01/21/2014 Entered By: SKS Parcel No: 2121205500 Lot#: 0 Valuation: $40,000.00 Construction Type: NEW Occupancy Group: Reference# PCR11005 Plan Approved: 09/29/2014 Issued: 09/29/2014 Inspect Area Plan Check #: Project Title: NEMKO: ADD #4 PRE-MANUFACTURED EQUIP ROOM FOR TEST EQUIP.// 600 SF INSIDE WAREHOUSE// 20 FT. HIGH W/ INTERNAL SPRINKLERS Applicant: KETTERING BRUCE STE 150 2210 FARADAY AVE CARLSBAD CA 92008-7226 760-444-3500 Building Permit Add'I Building Permit Fee Plan Check Add'I Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD#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 Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $379.92 $0.00 $265.94 $0.00 $0.00 $8.40 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1.00 $272.50 Total Fees: $1,008.49 Total Payments _ _To Date: Owner: P R E F RESEARCH CENTER L L C 4370 LA JOLLA VILLAGE DR #640 SAN DIEGO CA 92122 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $1,008.49 Balance Due: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $43.00 $37.73 $0.00 $0.00 $0.00 $0.00 ?? ?? $1,008.49 $0.00 Inspector: FINAL APPROVAL Date: 12 -'!-! i Clearance: ------ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and 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 ou have reviousl been iven a NOTICE similar to this or as to wh'ch the statute of limitations has reviousl otherwise ex ired. -, , -- THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: }<t:::)JLANNING ~!NEERING 's,stJiLDING ~ OHEALTH OHAZMAT/APCD '-U:> lLlot<v -~~~ Building Permit Application Plan Check No. 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value 40, ooo. oo ~ CITY OF Ph: 760-602-2719 Fax: 760-602-8558 Z te 5 -Cf(/+-/IS CARLSBAD email: building@carlsbadca.gov Plan Ck. Deposit www.carlsbadca.gov Date 20 JAN 2014 lswPPP - JOB ADDRESS 2210 FARADAY AVE SUITE#/SPACE#/UNIT/1 SUITE 150 IAPN 212 -130 -28 - CT/PROJECT# ILOT# I PHASE/I r OF UNITS 1,11 BEDROOMS I/BATHROOMS ITENANTBUNEMKO USA, INC. I CONSTR. TYPE I occ. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) uooc.f( Add 4th EMC test chamber to existing laboratory space. The enclosure is 30'x20'x20' placed in a 34,000 sq.ft. test facility. The tenant improvement is to build the free-standing enclosure within an existing laboratory. The enclosure is unoccupied during testing. The test enclosure will require sprinkler installation as in all the existing enclosures. EXISTING USE l PROPOSED USE rARAGE (SF) PATIOS (SF) I DECKS (SF) FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS YEsO No[Z] YES[Z]No0 YES(Z]NoD APPLICANT NAME (Primary Con tact) BRUCE KETTERI_NG APPLICANT NAME (Secondary Contact) OLE-MARTIN OIEN ADDRESS ADDRESS 2210 FARADAY AVE, SUITE 150 SAME CITY STATE ZIP CITY STATE ZIP CARLSBAD CA 92008 SAME SAME SAME PHONE rAX PHONE I FAX 760 444 3500 'lt' 760 4443005 SAME SAME EMAIL I \ EMAIL BRUCE.KETTERLING@NEMKO.COM OLE-MARTIN.OIEN@NEMKO.COM PROPERTY OWNER NAy(Z8 i: (uz.,,v , JI -. ::-.: ... , ~ ~ LL(__ CONTRACTOR BUS. NAME Hi-Tech Services ADDRESS ADDRESS 535 Anton Boulevard, Suite 200 6155 Glacier Place ,, CITY STATE ZIP CITY STATE ZIP Costa Mesa CA 92626 Bellinaham WA 98248 PHONE , PHONE 714-640-3800 I FAX 714-352·2499 360 312 8086 'FAX 360 312 8086 EMAIL EMAIL Transactions.Americas@db.com htinstall@aol.com ARCH/DESIGNER NAME & ADDRESS I STATE LIC, II STATELIC.# 'CLASS I CITY BUS. LIC,11 Proaressive lmaaes 7607853269 602454466 .. (Sec. 7031.5 Business and Professmns Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, pnorto 1ts issuance, also requires the applicant for such permit to file a signed statement tliat he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subJects the applicant to a civil penalty of not more than five hundred dollars [$500)). Workers' Compensation Declaration: I hereby afflnn under penalty of peryury one of the following declarations: D I have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Seclion 3700 of the Labor Code, for the performance of Jhe work for which this permit is issued, D I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co, __________________ PollcyNo. ____________ Expiration Date _______ _ This seclion need not be completed if the permit Is for one hundred dollars ($100) or less, D Certificate of Exemption: I certify thatin the performance of the work for which this permitis issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California, WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, interest and attorney's fees. ,,g CONTRACTOR SIGNATURE OAGENT DATE I hereby afflnn that I am exempt from Contractor's Ucense Law for the following reason: D 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 Contractors 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), I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors 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 Contractors License Law), 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. OYes 0No 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 I phone/ 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/ 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/ type of work): ,,g PROPERTY OWNER SIGNATURE ~T DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous matertals registration form or rtsk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes ./ No Is the appllca_nt or future building occupant required to obtain a permit from the air pollution control distnct or air quality management district? Yes I No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes ./ 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. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name n/a Lender's Address n/a I certify that! have read the application and statethattheabove Information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and S1llte laws relating to building construction. I hereby authorize representative of the City 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 pem1it is required for excavations over 5'0' deep and demolition or construction of structures over 3 stones in height. EXPIRATION: Every pem1it 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 authortzed by such permilis riot commenced within 180 days from the date of such permit or ff the building or work authortzed by such pem1it is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code) . .Ji5 APPLICANT'S SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY {Commercial Projects only I Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. I CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE I FAX EMAIL OCCUPANT'S BUS. UC. No. DELIVERY OPTIONS PICKUP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On'Pg.1) ASSOCIATED CB# MAIL TO:. CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION .Ji5 APPLICANT'S SIGNATURE DATE Inspection List Permit#: CB140156 Date lns~ection Item 12/04/2014 89 Final Combo 12/04/2014 89 Final Combo Monday, December08,2014 Type: Tl COMM Inspector Act RI PB AP NEMKO: ADD #4 PRE-MANUFACTURED EQUIP ROOM FOR TEST EQUIP.// 600 SF Comments Page 1 of 1 ,, ·i~f' ~ CllY OF CB140156 2210 FARADAY AV 150 CARLSBAD NEMKO: ADD #4 PRE-MANUFACTURED Building Division INSPECTION RECORD 0 INSPECTION RECORD CAR[) WITH APPROVED PLANS MUST BE KEPT ON THE JOB EQUIP ROOM FOR TEST EQUIP. // 600 SF INSIDE WAREHOUSE// 20 F1. HIGH W/ INTERNAL SPRINKLERS COMM 0 CALL BEFORE 3:30 pm FOR NEXT WORi< DAY INSPECTION Tl Lot#: KETTERING BRUCE 0 FOR BlJILDING INSPECTION CALL: 760-602-2725 Required Prior to Requesting Building Final ff Checl<ed YES Planning/Landscape 760-944-8463 Allow 4g hour-s CM&I (Engineering Inspections) 760-438-389,f Call before 2 pm Ff re-Prevention 760-602-4660 Allow 48 hours Type of Inspection Type of Inspection CoPa # BUILQJNG Date Inspector Copa tt BLSCTRlCA.I.. ' Date #11 FOUNDATION #31 D ELECTRIC UNDERGR0U~D D UFER #-3,2 REINF0RC~D STEEL #34 ROl.!GH ELECTRl'C #66 MASONRY PRE GROUT #33 0 ELECTRIC SERVICE O TEMPO.RARY [lGR0UT 0 WA~L DRAINS . #35 PHOTO VOLTAIC #10 . r1LT PANELS #39 FINAL -'-------~----1-----1-------1 #11 POUR STRIPS , cooa # MECHANICAL " , #11 COLUMN FOOTINGS #41 UNDERGROUND ~UCTS & PIPING #14 SUBFRAME· D FLOOR D CEILING #44 D DUCT & PLENUM O REF. PIPING #15 ROOF SHEATHING #43 HEAT-AIR COND. SYSTEMS #13 EXT. SHEAR PANELS #16 INSULATION -----------1-----+-----~'-l #4~ FINAL coos# COMBO INSPECTION .' #18 EXTERIOR LATH #81 UNDERGROUND (11,12,21,31) #17 INTERIOR LATH & DRYWALL #82 DRYWA~L,EXT LATH, GAS TES (17,18,23) lt51 POOL EXCA/STEEL/BOND/FENCE #83 ROOF SHEATlNG, EXT SHEAR (13,15) #55 PR.EPLAST~R/FINAL #84 FRAME R0U~H COMBO {14,24,34,44) #19 FINAL #85 T-B,u (14,24,34,44) aooa # PLUMBING Date Ins ector #89 Fl~AL OCCUPANCY (19,29,39,49) ------~---#22 0 SEWER &.!3L/C0 D PL/CO FIR.E Date · #21 UNDERGROUND DWASTE D WTR #24 TOP OUT D W/\STE O WTR A/S UNDERGROUND VISU/\L #27 TUB & SHOWER PAN A/$ UNDERGROUND HY~RO #23 0 GAS TEST D GAS PIPING IVS UNDERGROUND FLl)Sfi #25 WATER H!:ATER , A/S OVERHEAD VISUAL #28 SOLAR WATER A/SOVERHEAD HYDROSTATIC #29 FINAL A/SFINAL cooi,,it S:tORM WATER F / A ROUGH-IN #600 PRE-CONSTRUCTION MEETING F/AFINAL #603 FOLLOW UP INSPECTION FIXED EXTINGUISHING SYSTEM ROUGH-IN #605 NOTICE TO CLEAN . FIXED EXTING SYSTEM HYDROSTATIC TEST #607 WRITTEN WARNING F.IXED EXTINGUISHING SYSTEM FINAL #609 NOTICE 0FViOLATION MEDICAL GAS PRESSURE TEST #610 VERBAL WARNING MEDICAL GAS FINAL Notes Inspector Ins ·ector REV 1012012 SEE BACK FOR SPECIAL NOTES .. . ' ... ·'. ';'.1•' ... : . -~ . i_·: Construction Testing & Engineering, Inc . ••• r • Inspection I Testing I Geolecl1nical I Environmc,nlal & Construction EngineHring i Civil Engineering I Surveyin[l INSPECTION REPORT PAGE 1 OF 1 --- CTE JOB NO, 10-12260T REPORT NO. PROJECTNAME _N_e_m_k_o_U_S_A~,_fn~c·'-------INSPECTION MATERIAL IDENTIFICATION ADDRESS 2210 Faraday Ave. 0 CONCRETE CONC. MIX NO. & lb/in2 Carlsbad, CA. 0 REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT D MASONRY MORTAR TYPE & lb/in2 ENGINEER Burkett and Wong 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR _O_w_ne_r_b_ui_ld_e_r ______ -'-0 FIELD WELDING STRUCTURAL STEEL OTHER D SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 10-24-2014 D BATCH PLANT MASONRY BLOCK ----------- PLAN FILE X EXP. ANCHOR OTHER BLDG. PERMIT CB14 0156 D OTHER MATERIAL SAMPLING 0 CONCRETE O MORTAR O GROUT O FIREPROOFING O MASONRY BLOCK 0 REINFORCING STEEL O STRUCTURAL STEEL O BOLTS O OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I observed the installation procedures and torque tested the 5/8"x8-1/2" KB-TZ wedge anchors into the (E) concrete as noted below. Location: at the (N) Test Equipment Enclosure; (2} anchors at each of (14) 7x9x5/8" structural steel column base plates. Hole diameters= 5/8". Effective embedment: 4" per det. 7/83.1. Minimum torque= 60 ft. lbs. per Table 1 of ESR 1917. Note: All holes were drilled with a rotary hammer drill and carbide tipped bit. The holes were brushed with a nylon brush and blown out with compressed air. The wedge anchors were driven in with a hammer followed by torqueing with an electric impact. Each bolt was verified to meet the minimum required torque by means of a calibrated torque wrench. No failures occurred. The entire procedure meets or exceeds plan details and ESR-1917 requirements. No discrepancies were observed or noted. All work is subject to City of Carlsbad approval. Certification of Compliance: Alf work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. PRINTED NAME ~ig_B_e_c_h_te_l ______ _ CERTIFICATION NO. SD 1024 ICC 5265295 SIGNATURE-~~- 1441 Montiel Road, Suit€) 115 I Escondido, CA 92026 I Ph (760) 746-4955 I Fax (760) 746-9806 I www.cte-inc.net CTE11vc Construction Testing & Engineering, Inc. Inspection l Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE 1 OF 1 --- CTE JOB NO. 10-12260T REPORT NO. PROJECT NAME _Ne_m_k_o_U_S_A~,_ln_c_. ------INSPECTION MATERIAL IDENTIFICATION ADDRESS 2210 Faraday Ave. D CONCRETE CONG. MIX NO. & lb/in2 Carlsbad, CA. D REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT D MASONRY MORTAR TYPE & lb/in2 ENGINEER Burkett and Wong D P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR ---'-O~w~ne~r~b~ui~ld~er _______ _ D FIELD WELDING STRUCTURAL STEEL OTHER D SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 10-24-2014 D 'BATCH PLANT MASONRY BLOCK ----------- PLAN FILE X EXP.ANCHOR OTHER BLDG. PERMIT CB14 0156 D OTHER MATERIAL SAMPLING 0 CONCRETE O MORTAR O GROUT D FIREPROOFING O MASONRY BLOCK 0 REINFORCING STEEL O STRUCTURAL STEEL D BOLTS D OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I observed the installation procedures and torque tested the 5/S"xS-1/2" KB-TZ wedge anchors into the (E) concrete as noted below. Location: at the (N) Test Equipment Enclosure; (2) anchors at each of (14) 7x9x5/8" structural steel column base plates. Hole diameters= 5/8". Effective embedment: 4" per det. 7 /S3.1. Minimum torque= 60 ft. lbs. per Table 1 of ESR 1917. Note: All holes were drilled with a rotary hammer drill and carbide tipped bit. The holes were brushed with a nylon brush and bl~wn _out with compressed air. The wedge anchors were driven in with a hammer followed by torqueing with an electric impact. Each bolt was verified to meet the minimum required torque by means of a calibrated torque wrench. No failures occurred. The entire procedure meets or exceeds plan details and ESR-1917 requirements. No discrepancies were observed or noted. All work is subject to City of Carlsbad approval. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. PRINTED NAME Craig Bechtel ---=----------- CERT IF IC AT 10 N NO. SD 1024 ICC 5265295 1441 Montiel Road, Suit~ 115 I Escondido, CA 92026 I Ph (760) 746-4955 I Fax (760) 749-9806 I www.cte-inc.net r ~r Craig A E!echtel, Master of Special Inspection • 5265295 '. Commerciai Building Inspector • Exp, 05/06/2015 ' """r'M~ Craig A Bechtel, Master of Special tnspoctlon • 52&5295 l \ Reinforced concrete Special Inspector-Exp. 05/06/2015 structural Steetand Bolling $p,eclat Inspector-Exp. 05/06/2015 . Cf' Mast~rof Speclal-lnspection -Exp. 05/06/2015 Structural Masonry Spe.clal Inspector· Exp. 05/06/2015 Stru.ctural Welding-Special lnspecte>r-Exp. 05106/2015 ;, .._ ......... --... -~--~ -· .... ----· .... ,,., ... t;t: ..... &.l:)f"""'"";;;::;;;-===··-... , ... t'.,.,, __ :-,.···~--~--~·----' . ·1 . iHE CITY OF.SAN DIEGO Sl'EQIAL INSPECTOR CE;RTIFICAT~ ! .Name: CRAIG BECHTEL ----------..-~~--,..,,.,,,_.-. .--·~-"' d&\0 EsGil Corporation In <Partnership wit/i, government for (}3uiCaing Safety DATE: 9/24/14 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 14-0156 SET:V PROJECT ADDRESS: 2210 Faraday Ave Suite 150 PROJECT NAME: Nemko Test Enclosure -TI D APPLICANT D JURIS. · D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 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: ~ EsGil Corporation staff did not advise the applicant that the plan ch.eek has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: Telephone#: ) Email: Fax #: Mail Telephone Fax In Person ~ REMARKS: Applicant to slip sheet revised sheet A2 to city held s.et and remove and slip sheet M sheet to city Set IV to create Set V. By: Doug Moody EsGil Corporation D GA D EJ D MB D PC Enclosures: LOG 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ,,. EsGil Corporation In <Partnersfiip witfi qovernment for (}3ui{aing Safety DATE: 7/15/14 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 14-0156 SET: IV PROJECT ADDRESS: 2210 Faraday Ave Suite 150 PROJECT NAME: Nemko Test Enclosure -TI V,PPLICANT ~ ~URIS. 1:1 PLAN REVIEWER 1:1 FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's 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. IZI 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. !ZI The applicant's copy of the check list has been sent to: Nemko USA Inc./ Bruce Ketterling 2210 Faraday Ave Suite 150, Carlsbad, CA 92008 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. IZI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Bruce Ketterling Telephone#: 760-444-3500 L_?ate contacted::}-( \_9b~ Email: bruce.ketterling@nemko.com Fax #: 760-444-3005 /B,-Mail Telephone Fax In Person D REMARKS: By: Doug Moody EsGil Corporation D GA D EJ D MB D PC Enclosures: 7/8/14 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsba'd 14-0156 7/15/14 Please make all corrections on 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. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold underlined print indicates the unresolved issue. Please have the engineer address and provide a written response to all comments, cloud and delta the changes and indicate the page number of the calculations where the item has been addressed. An incomplete set of plans were resubmitted, please provide complete Structural, Plumbing, Electrical and Mechanical plans. 2. Please have the engineer address the following items: • Please clarify the plans to detail the connection of the enclosure to the frame per the manufacturer's specification or provide a design for the connections. See comment above. The plans do not show any interior finish, no manufacturer's listing is shown for the material and no connection information is provided for the material therefore the plans are incomplete. Please clarify the plans and calculations to show the attachment of the wall panels (weighing 220#), indicate the size, type and spacing of the connector to the columns, girts, roof beams and LL V's. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • ,-City of Carlsbad 14-0156 7/15/14 Have changes been made to the plans not resulting from this correction list? Please indicate: Yes D No D The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. ............. _ .. -------... RESPONSE ......... · ....... -----·-----·-{I} BURKETT&WONG July 2, 2014 Mr. Bruce Ketterling Nemko 2210 Faraday Avenue Carlsbad, CA 92008 RECEl'VED JUL 07 20\4 CITY OF CARL~BAD BUILDING DlVlt>ION Reference: Test Enclosure -Structural Engineering & Plan Check (Backcheck) BWE No. 11983A Dear Mr. Ketterling, ENGINEERS STRUCTURAL ENGINEERING CIVIL ENGINEERING SURVEYING LANO PLANNING The purpose of this letter is to provide responses to a plan check list for the above-referenced project issued by EsGil Corporation on June 23, 2014. Our responses below match the numbering sequence used in the plan check list. 1. Owner is to supply information for services to the enclosure (electrical, plumbing, mechanical) as requested and as discussed on a phone conference with the plans examiner, Doug Moody. We have also ADDED Drawing Al to our set to indicate the parking and site layout, as requested by Mr. Moody. 2. We have ADDED Drawing A2 to our set which shows attachment of the ceiling and wall panels to the steel structure, as requested by Mr. Moody. In terms of the lateral force resisting system, compression and tension bracing is being used to resist lateral forces according to the provisions of AISC 360-10, and as identified in the calculations. The roof/ceiling bracing acts to resist loads applied in the "long" direction by rotation since the front of the enclosure only has one brace in one direction on the bottom row: The back of the enclosure resists all horizontal forces in that direction and the braces on the short walls resist the rotation couple (as well as half of applied loading in the short direction. Forces in the print-out represent "actual" loads, whereas forces summarized for the bracing are done to represent "capacities". 3. The only special inspections noted for this project include field welding and drilled-in anchors. All of the necessary notation and direction is already shown on Drawing 51.1. No further changes are necessary. This should be sufficient in response to the structural plan check questions, in addition to the plans you need to provide pursuant to our telephone discussion. Please let me know if we can be of further assistance with this project. Thank you, BURKETT & WONG ENGINEERS Dave K. Adams, S.E. 3434 Fourth Avenue · San Diego, CA 92103 ----------------·---------------- f' 619 299 5550 · f' 619 299 9934 . www.burkett-wong.com San Diego -Las Vegas EsGil Corporation In <Partnership with <}overnment for <.Bui(aing Safety DATE: 6/23/14 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 14-0156 SET: III PROJECT ADDRESS: 2210 Faraday Ave Suite 150 PROJECT NAME: Nemko Test Enclosure -TI ;?'APPLICANT ~ JURIS. CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's 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. [ZI 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. [ZI The applicant's copy of the check list has been sent to: Nemko USA Inc./ Bruce Ketterling 2210 Faraday Ave Suite 150, Carlsbad, CA 92008 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [ZI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Bruce Ketterling Telephone#: 760-444-3500 Date contacted:\...el't,'s (byye.,) Email: bruce.ketterling@nemko.com Fax #: 760-444-3005 ~Mail Telephone Fax In Person D REMARKS: By: Doug Moody EsGil Corporation D GA D EJ D MB D PC Enclosures: 6/16/14 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 14-0156 6/23/14 Please make all corrections on 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. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold underlined print indicates the unresolved issue. Please have the engineer address and provide a written response to all comments, cloud and delta the changes and indicate the page number of the calculations where the item has been addressed. An incomplete set of plans were resubmitted, please provide complete Structural, Plumbing, Electrical and Mechanical plans. 2. Please have the engineer address the following items: • Please clarify the plans to detail the connection of the enclosure to the frame per the manufacturer's specification or provide a design for the connections. See comment above. The plans do not show anv interior finish, no manufacturer's listing is shown for the material and no connection information is provided for the material therefore the plans are incomplete. • Please provide a narrative of the method of lateral bracing. Please indicate why the both the compressive and tension capacities are added together? Why are the forces shown in the print out less than those of the calculation? How were the short wall forces determined. 3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 107.2. Not shown on the plans. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. r . . f City of Carlsbad 14-0156 6/23/14 ITEM HIGH-STRENGTH BOLTS EXPANSION/EPOXY ANCHORS REQUIRED? REMARKS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes D No D The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. . l EsGil Corporation In q?artnersnip wit/i, (]overnment for <Bui{cfing Safety DATE: 3/4/14 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 14-0156 SET: II PROJECT ADDRESS: 2210 Faraday Ave Suite 150 PROJECT NAME: Nemko Test Enclosure -TI D.)\PPLICANT .)2l' JURIS. D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's 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. IZ! 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. IZ! The applicant's copy of the check list has been sent to: Nemko USA Inc./ Bruce Ketterling 2210 Faraday Ave Suite 150, Carlsbad, CA 92008 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. C8] EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Bruce Ketterling Telephone#: 760-444-3500 Date contacted:6.Jt/ (by:y't)) Email: bruce.ketterling@nemko.com Fax #: 760-444-3005 ~t\: f elephone Fax In Person D REMARKS: By: Doug Moody EsGil Corporation D GA D EJ D MB D PC Enclosures: 2/25/14 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 14-0156 3/4/14 Please make all corrections on 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. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold print indicates the unresolved issue. The resubmitted plans included only the previously submitted structural calculations and plans unchanged. Please have the engineer address and provide a written response to all comments, cloud and delta the changes and indicate the page number of the calculations where the item has been addressed. 1. Please provide the ICC listing and installation information for the new test chamber. Show the weight consistent with the structural calculations. See comment above. 2. Please have the engineer address the following items: • Please provide calculations for the bolting connections of the frame system. See comment above. • Please review and correct all sheet and detail references on the plans. Please revise the sheet references to show the correct sheet there is no sheet S3? See comment above. • Please revise the plans to show the columns consistent with the calculations. The plans show W6x9 and the calculations show W6x12? See comment above. • Please clarify the plans and the calculations to show the door header. The elevation shows a W6x12 yet detail 1 on S2 "Beam over door opening" shows 2-C6x8.2 channels and nothing is shown in the calculations. Provide a design for the point load of the W6x9 above. How is the lateral load of the braced frame above transferred through the header? See comment above. • Please clarify the calculations I was unable to find the design for the ceiling bracing? See comment above. City of Carlsbad 14-0156 3/4/14 • Please clarify the plans to detail the connection of the enclosure to the frame per the manufacturer's specification or provide a design for the connections. See comment above. 3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM HIGH-STRENGTH BOLTS EXPANSION/EPOXY ANCHORS REQUIRED? REMARKS 4. Please indicate if the test chamber will be provided with electrical. If so please provide complete plans. Please show all alterations to the electrical system, lighting, lighting controls, power supplies, disconnects etc. 5. Please revise the plans to show the test chamber to be provided with egress illumination. Show egress illumination. 6. Please clarify the mechanical plans will the test chamber be provided with outside air ventilation. When new rooms or spaces are constructed and the existing mechanical system is not to be altered other than relocation of existing duct work; please note or show mechanical ventilation will be provided capable of supplying the minimum rate of outside air required per minute per occupant as shown in Table 4-1 of the UMC. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes D No D The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. ~ -,~ '' t;~ \ it; i EsGil Corporation In (J?artnersnip wit/i, (}overnment for (}Jui(aing Safety DATE: 2/4/14 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 14-0156 SET: I PROJECT ADDRESS: 2210 Faraday Ave Suite 150 PROJECT NAME: Nemko Test Enclosure -TI CJ APPLICANT OJURTS:) DPCANREVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's 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: Nemko USA Inc./ Bruce Kettering 2210 Faraday Ave Suite 150, Carlsbad, CA 92008 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: Bruce Kettering T e hone#: 760-444-3500 Date contacted: J./'1 (by: J?f" Email: nemko.com Fax #: 760-444-3005 J;; Mail ./ Telephone Fax In Person D REMARKS: By: Doug Moody EsGil Corporation D GA D EJ D MB D PC Enclosures: 1/24/14 9320 Chesapeake Drive, Suite 208 + San Diego, California 9.2123 + (858) 560-1468 + Fax (858) 560-1576 ' i City, of Carlsbad 14-0156 ~2/4/14 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 14-0156 OCCUPANCY: B TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 1/20/14 DATE INITIAL PLAN REVIEW COMPLETED: 2/4/14 FOREWORD (PLEASE READ): JURISDICTION: City of Carlsbad USE: Testing ACTUAL AREA: 541 sf STORIES: 1 HEIGHT: OCCUPANTLOAD: 5 DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/24/14 PLAN REVIEWER: Doug Moody This plan review is limited to the technical requirements contained in the California version of the International 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 2013 CBC, which adopts the 2012 IBC. 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. 105.4 of the 2012 International 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. ', City of Carlsbad 14-0156 2/4/14 Please make all corrections on 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. Please provide the ICC listing and installation information for the new test chamber. Show the weight consistent with the structural calculations. 2. Please have the engineer address the following items: • Please provide calculations for the bolting connections of the frame system. • Please review and correct all sheet and detail references on the plans. Please revise the sheet references to show the correct sheet there is no sheet S3? • Please revise the plans to show the columns consistent with the calculations. The plans show W6x9 and the calculations show W6x12? • Please clarify the plans and the calculations to show the door header. The elevation shows a W6x12 yet detail 1 on S2 "Beam over door opening" shows 2-C6x8.2 channels and nothing is shown in the calculations. Provide a design for the point load of the W6x9 above. How is the lateral load of the braced frame above transferred through the header? • Please clarify the calculations I was unable to find the design for the ceiling bracing? • Please clarify the plans to detail the connection of the enclosure to the frame per the manufacturer's specification or provide a design for the connections. 3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS , City of Carlsbad 14-0156 2/4/14 HIGH-STRENGTH SOL TS EXPANSION/EPOXY ANCHORS 4. Please indicate if the test chamber will be provided with electrical. If so please provide complete plans. 5. Please revise the plans to show the test chamber to be provided with egress illumination. 6. Please clarify the mechanical plans will the test chamber be provided with outside air ventilation. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes 1:1 No 1:1 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. , City, of Carlsbad 14-0156 ,2/4/14 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: Doug Moody PLAN CHECK NO.: 14-0156 DATE: 2/4/ 14 BUILDING ADDRESS: 2210 Faraday Ave Suite 150 BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: VB BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. Tl 541 City Valuation Air Conditioning Fire Sprinklers TOTAL VALUE Ju risdic lion Code cb By Ordinance Bldg. Permit Fee by Ordinance ..... Plan Oieck Fee by Ordinance Type of Review: 0 Complete Review D Structural Only ORepetitive Fee ..,... Repeats Comments: D Other D _Hourly EsGII Fee t-------11 Hr. @ , ($) 40,000 40,000 $379.921 $246.951 $212.761 Sheet 1 of 1 macvalue.doc + ~. ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRAN SM ITT AL DATE:01/30/14 PROJECT NAME: NEMKO PLAN CHECK NO: 1 SET#: ADDRESS: 2210 FARADAY AVE VALUATION: $40,000 NEW LAB INSIDE EXISTING LAB Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID: CB14-156 APN: 212-130-28 a This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: KATHLEEN LAWRENCE 01/30/14 A Final Inspection by the Division is required Yes .; No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: BRUCE.l{ETIERLING@NEMKO.COM You may a/so have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLAN.NING ENGINEERIN'G FIRE: PREVENTION 760-602-4610 760-602-2750 760-602-4665 · Chris Sexton ~ Kathleen Lawrence Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov J Gina Ruiz Linda Ontiveros Cindy V\1ong 760-602-o.,675 760-602-2773 760-602-:.!.6&2 Gina.Ruiz@carlsbadca.gov Unda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov Oornlnic Fieri 7130-602-,c! l36c:l Dominic.Fieri@carlsbadca.gov Remarks: /4(,--,;, ~~J// ~'-' CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CB14-156 Date:01/30/14 Project Address: 2210 FARADAY AVE NEW LAB INSIDE EXISTING LAB Project Description: ENGINEERING Contact : Kathleen Lawrence Phone: 760-602-27 41 0 RESIDENTIAL INTERIOR 0 RESIDENTIAL ADDITION <$20,000> 1! CARLSBAD PREMIER OUTLETS CJ OTHER: --CELL EQUIPMENT APN: 212-130-28 Valuation: $40,000 Email: kathleen.lawrence@carlsbadca.gov Fax: 760-602-1052 [l] TENANT IMPROVEMENT 0 PLAZA CAMINO REAL n COMPLETE OFFICE BUILDING r··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··1 OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY: KATHLEEN LAWRENCE DATE: 01/30/14 REMARKS: •• NO ADDTL ENG FEES--NO ADDTL ENG FEES Notification of Engineering APPROVAL has been sent to BRUCE.KETTERLING@NEMKO.COM via EMAll on 01/30/14 -··-··-··-··-··-··-··--··-··-··-··-··-··-··-··-··-··-··-· E-36 Page 1 of 1 REV 4/30/11 ~, ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL DATE:01/30/14 PROJECT NAME: NEMKO PLAN CHECK NO: 1 SET#: ADDRESS: 2210 FARADAY AVE Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID: CB14-156 APN: 212-130-28 VALUATION: $40,000 NEW LAB INSIDE EXISTING LAB n This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: KATHLEEN LAWRENCE 01/30/14 A Final Inspection by the Division is required Yes I No · This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: BRUCE.KETIERLING@NEMKO.COM You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLAN·NING ENGINEERIN.G FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton I Kathleen Lawrence Greg Ryan 760-$02-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz Linda Ontiveros Cindy VVong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov -Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: /4f~:,~, ' "-.."¾. ~ , . ~ CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for C814-156 Date:01/30/14 Project Address: 2210 FARADAY AVE NEW LAB INSIDE EXISTING LAB Project Description: ENGINEERING Contact : Kathleen Lawrence Phone: 760-602-27 41 !---1 RESIDENTIAL INTERIOR [J RESIDENTIAL ADDITION <$20,000> n CARLSBAD PREMIER OUTLETS n OTHER: --CELL EQUIPMENT APN: 212-130-28 Valuation: $40,000 Email: kathleen.lawrence@carlsbadca.gov Fax: 760-602-1052 Gl]TENANTIMPROVEMENT [] PLAZA CAMINO REAL 0 COMPLETE OFFICE BUILDING r··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-·~, OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY: KATHLEEN LAWRENCE DATE:01/30/14 REMARKS: •• NO ADDTL ENG FEES--NO ADDTL ENG FEES Notification of Engineering APPROVAL has been sent to BRUCE.KETTERLING@NEMKO.COM via EMAIL on 01/30/14 -··-··-··-··-··-··-··--··-··-··-··-··-··-··-··-··-··-··-· E-36 Page 1 of 1 REV 4/30/11 DATE: 2-24-14 PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.e:ov PLAN CHECK NO: CB 14-0156 SET#: 2 ADDRESS: 2210 Faraday Av APN: 212-130-28 ~ This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required D Yes IZl No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: bruce.ketterling@nemko.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING EN'GINEERING 'FIRE PREVENTION 760°602-4610 760-602-2750 760°602-4665 .. ~ Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Greg or}'..R}'.an@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov C}'.nthia. Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 ., Dominic.Fieri@carlsbadca.gov Remarks: REVIEW#: 1 2 3 ~DD ~DD ~DD ~DD fZI DD ~DD P-28 Plan Check No. CB 14-0156 Address 2210 Faraday Av Date 2-24-14 Review# i Planner Chris Sexton Phone (760) 602-4624 APN: 212-130-28-00 Type of Project & Use: Tl Net Project Density:N/A DU/AC Zoning: C-M/OS General Plan: Pl/OS Facilities Management Zone: §. CFD (in/out) #_Date of participation: __ Remaining net dev acres: __ (For non-residential development: Type of land use created by this permit: __ ) Legend: ~ Item Complete Environmental Review Required: DATE OF COMPLETION: D Item Incomplete -Needs your action YES D NO D TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES D NO D TYPE __ APPROVAL/RESO. 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 Project site located in Coastal Zone? YES O NO 0 CA Coastal Commission Authority? YES O NO 0 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 Required or Exempt): Habitat Management Plan Data Entry Completed? YES D NO D If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) lnclusionary Housing Fee required: YES D NO D (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES D NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Housing Tracking For_m (form P-20) completed: YES D NO D N/A D Page 2 of 3 07/11 Site Plan: ~DD ~DD ~DD ~DD ~DD ~DD ~DD ~DD D~D Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES D NO D 2. Project complies: YES D NOD Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required __ Shown __ Required __ Shown __ Required __ Shown __ Required __ Shown __ Required __ Shown __ 2. Accessory structure setbacks: Front: Required __ Shown __ Interior Side: Required __ Shown __ Street Side: Required __ Shown __ Rear: Required __ Shown __ Structure separation: Required __ Shown __ 3. Lot Coverage: Required __ Shown __ 4. Height: Required __ Shown __ 5. Parking: Spaces· Required __ Shown __ (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required __ Shown __ Additional Comments 1) Please show how roof mounted equipment will be screened. An example is attached. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER Chris Sexton DATE 2-24-14 P-28 Page 3 of 3 07/11 -~~ ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL COP,..! Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 03/04/2014 PROJECT NAME: NEMCO USA ADDRESS: 2210 FARADAY AV -STE: 150 PROJECTID:CB140156 APN: PLAN CHECK NO: 2 SET#: 1 ' ~ ' ' 1ZJ This plan check review is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division is required D Yes ~ No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on· the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: B. KETTERING You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: ,'' " ._ .. , ''" '' ",•,' .,~ ' ' ,.,_, '' ,, ,,, . ., ' '., , .. , "•' ' ,\ • : <' ~ ,~ •• ' • ' ~· ' ' ~ ' :, ', ''' . -: PLANNING -, · ::: :EN~INl;~'fn~<t_ -FIRE.:PRE¥15Nt10N, •--'' "' ·-• '1s;e1662-4s±6 · "~ <, • ',,,, · --·_1cioiieo~4ei5s·"':·: -_-'.::. '. "' · ' · 1Go,s(!)2-~1$.o -· --:-' /, ' ,. '. . . ··. ' . . . ,, " ' .. ,,, "' " D Chris Sexton D Kathleen Lawrence ~ Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: SEE ATTACHED Carlsbad Fire Department Plan Review Date of Report: Name: Address: Permit#: Job Name: Job Address: Requirements Category: Tl, COMM 03-04-2014 BRUCE KETTERING 2210 FARADAY AVE STE 150 CARLSBAD CA 92008-7226 CB140156 NEMKO: ADD #4 PRE-MANUFACTURED 2210 FARADAY AV CBAD St: 150 Please review carefully all comments attached. Conditions: Reviewed by: ¼ /4}al( CITY OF CARLSBAD FIRE DEPARTMENT -APPROVED: w/ CONDITIONS THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. At or prior to Final Fire and Building inspection an Emergency lighting facilities test shall be conducted by CFD personnel during pre-dawn or dusk hours when ambient light is at 0.00 Lux or 0.0 Foot-candle. This test shall be conducted to test the initial loss of power reading of illumination that is at least an average of 1 foot candle (11 lux) and a minimum of 0.1 foot-candle {1 lux) measured along the path of egress at the floor level. And tested after 60-minutes to 0.6 fc {6 lux). Failure to provide sufficient lighting in egress aisles, corridors, exit enclosures, exit passageways and stair enclosures is the AOR's responsibility. CFC Ch. 10, Sec. 1006. Entry: 03/04/2014 By: GR Action: AP CONDITION -r.tf ftfl OEPT. COP~v CONDITIONAL RECOMM'ENDAfrON FOR APPROVAL Remove duplicate Occupancy Type: 111-B Sprinklered Insert slip sheets. t'age 1 or" Daryl K. James & Associates, Inc. 205 Colina Terrace Checked by: Daryl Kit James Date: 2/26/2013 Vista, CA 92084 T. (760) 724-7001 Email: kitfire@sbcglobal.net APPLICANT: Bruce Kettering PROJECTNAME:NEMKO JURISDICTION: Carlsbad Fire Department PROJECT ADDRESS: 2210 Faraday Ave Ste 150 PROJECT DESCRIPTION: CB140156 Add 4th EMC test chamber to existing laboratory space. The enclosure is 600[!] placed in a 34,000[!] test facility. The enclosure is unoccupied during testing. The test enclosure will require sprinkler installation as in all existing enclosures. This plan was reviewed in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. COMMENTS Project Information V Revise from 2010 to 2013 California Building Code Remove duplicate Occupancy Type: III-B Sprinklered ,. ¥'Deferred Submittals Provided on Sprinkler Drawings by Fire Sprinkler Designer. Provide the Following List of Deferred Submittals Fire Sprinkler System 2013 CFC 903 and 2013 NFPA 13. Fire Alarm System 2013 CFC 907 including CFC 907.2 sections specific to occupancy groups and 2013 NFPA 72. v'Provide the Following List of Applicable Codes 2013 California Building Code ........ based on the 2012 International Building Code 2013 California Fire Code ............. based on the 2012 International Fire Code 2013 California Electrical Code ...... based on the 2011 National Electrical Code 2013 California Mechanical Code ... based on the 2012 Uniform Mechanical Code 2013 California Plumbing Code ...... based on the 2012 Uniform Plumbing Code 2013 California Energy Code v New EMC freestanding enclosure shall be designed in accordance with the above applicable codes. Clarify if the construction of the new equipment test enclosure will be designed or if it is pre- engineered enclosure installed in accordance with manufacturer's specifications and listings. GI Equipment Provide an equipment plan with a description/function of all equipment and manufacture's specifications and listings. ¥'Provide a hazardous materials inventory list of all hazardous materials stored and used within the building. List must include chemical name, hazardous materials classification, amount stored and location of storage, amount used (open and closed use) and location used. Include descriptive narrative of ':'-~~-.. ~~ ... Page -"'Ot l · \ ' * ' . ''' r:e~earch and d.evelQpment operations 'ahd.address· ·co17.ditiot:1s SRecif[c. to the storage, use and handling . ·,· of materials and equipment. . ' . . . .. v"The requirement .to provide a Fire Protectior:t Technical Opinion -& Repo.rt prepared .by a Carls.bad qualified consult~nt will be oeterminec:1 ·upon preliminary ~n~iysis. of a descriptive. narrative of the storage, use and handling· of hazardous materials and equipment. Not-Required . . .t'age 1 or ,t, CORRECTION LIST BLDG. DEPT COPY Daryl K. James & Associates, Inc. 205 Colina Terrace Vista, CA 92084 T. (760) 724-7001 Email: kitfire@sbcglobal.net Checked by: Daryl Kit James Date: 1/24/2013 APPLICANT: Bruce Kettering PROJECT NAME: NEMKO JURISDICTION: Carlsbad Fire Department PROJECT ADDRESS: 2210 Faraday Ave Ste 150 PROJECT DESCRIPTION: CB140156 Add 4th EMC test chamber to existing laboratory space. The enclosure is 600ttJ placed in a 34,000ttJ test facility. The enclosure is unoccupied during testing. The test enclosure will require sprinkler installation as in all existing enclosures. This plan was reviewed in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. FfEstiBMltt~t'.:'i'NSTRt:.1btfoN-S'~f'.O~ft:exPEtriTet:irREC'.HE.C~;se"R:v,1ees • Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates. • Provide a written response following each comment, On This Correction List, explaining how and where each plan review comment has been addressed. • Provide a copy of Building Department (EsGil) comments. Input fire revisions onto the Building Dept. plan check. • Please direct any questions regarding this review to: Daryl K. James 760-724-7001 or kitfire@sbcg lobal. net • COMMENTS MUST BE SUBMITTED 'jbfli:eec:'t(Yird THE FOLLOWING ADDRESS: DARYL K. JAMES & ASSOCIATES, INC. 205 COLINA TERRACE VISTA, CA 92084 _f J1it;A§!f P.f~_Q'if::J!§g)!}:iBg:,_Mt:$ltNitQJt~tf~-:~gg,1;pfr, P~~,~~~¥(qe[~gy{~~:t{'AN~ COMMENTS ADDITIONAL COMMENTS MAY BE GENERATED BSAED ON RESPONSES. Project Information Revise from 201 O to 2013 California Building Code Remove duplicate Occupancy Type: 111-B Sprinklered Deferred Submittals Provide the Following List of Deferred Submittals Fire Sprinkler System 2013 CFC 903 and 2013 NFPA 13. Fire Alarm System 2013 CFC 907 including CFC 907.2 sections specific to occupancy groups and 2013 NFPA 72 Yage :L or ~ _ · · Provide the Foll9wing Li!?t of Applicable Cod~s 2013 California Building Code.: .. : .... bas.ed on the 201 4 International Building Code 2013 California -Fire Code ............. based on the 201'2 International Fire Code 2013 California Electri.cal Code ........ based on the 2011: National Electrical Code 2013 California Mechanical Code ... bas.ed on _the 2012 Uniform Mechanical Code 2013 California Plumbing Code ...... based on tlie 2012 Uniform Plumbing Code 2013 California Energy Code ~ew EMC freestanding enclosure ~hall· be designed in accordapce with __ the above applicable codes. Clarify if the construction of the new.equipment test enclosure will be designed or if it is pre- engineered enclosure· installed in accordance with manufacturer's specifications and listings. ~quipme.nt .· Provide an equipment plan with a ·description/function of'all equipment and manufacture's specifications a1nd· listings. · Provide a hazardous materials inventory list of all hazardous materials stored and used within the building. List mu~t include chemical. name, hazardous mc:1terials classification, amount stored and iocation of storage, amount used (open and closed use) and location used. ·Include descriptive narrative of research and development operations and address conditions specific to the storage, use and .handling oJ material~ and' equipment. The requirement to provide a Fire Protection Technieal Opinion & Report prepared by a Carlsbad · qualified consultant will be determined upon .preliminary analysis of a descriptive narrative of the $torage, use and handling of hazardou.s materials and equipment. I . '! ' . '1} BURKET ENGINEERS Structural Engineering • Civil Engineering • Surveying • Land Planning 3434 Fourth Ave. San Diego, CA 92103 Phone (619) 299-5550 • Fax (619) 299-9934 www.burkett-wong.com ENGINEER: Dave K. Adams, S.E. DATE: May 2014 PROJECT No.: 11983A STRUCTURAL CALCULATIONS FOR Test Building Enclosure NEMKO 2210 Faraday Avenue Carlsbad, CA Hi-Tech Services 6155 Glacier Place Ferndale, WA 98248 RECEIVED JUN 12 2014 CITY OF CARLSBAD BUILDING DIVISION f. DAt~-· _·f-Jtv-'-. -___,___ .. ___ fl,o_1.,...·£\,-.;-: __ ~ ' . ~ ' . . ENGR _ _,_____,.;.;~...,,_·KhJ=··,.._._·_' _·_....: ··(j BURK£T'T&W0N~ · ,, ··: ·, . : · · _E-NG-1.NE-ER:S .A,.,,. 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' ~ • : > , , . ·SHEET ~ OF .b · JOB NO I\ qfjJ A www.huti.us Company: Specifier: Address: Phone I Fax; E-Mail: Specifier's comments: 1 lnputdata Anchor type and diameter: Effective embedment depth: Materlal: Eveluation Service Report: Issued I Valid: Proof; Stand-off installation:· Anchor plate; Profile: Base mati;!rial: Reinforcement: Burkett & Wong Engineers Dave K Adams. S.E. 3434 4tli Avenue: San Diego, CA 92103 {619} 299-5550 j dadams@burkett-wong,com Kwlk Bolt TZ -cs 5/8 (4) h.i"' 4.000 in., h0,,."' 4.4$8 In. Carbon Steel ESR·1917 5l1/201315/112015 design method AO! 318 / AC193 en" 0.000 in. (no sta11d-ofQ: t"' o.soo in. Page; Project: Sub-Project! Pos. No.: Date: Profis Anchor 2.4.7 6/6/2014 -----................. -.-·., .... _____ _ r,x fy x t = 7.000 in. x 9.000 irt x 0.500 in.; (Recommended plate thickness: not calculated) S $hape (AISC); {L x Wx T x FT)= 3.000 in. x 2.330·in. x 0.170 in. x 0.260 in. cracked concrete, sooo, f.' = 3000 psi; 11 = s'.ooo in. tension; condition a, shear: condition B, no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar Seismic loads (cat. C, D, E, or F} Geometry [ln.J & Loading {lb, in.lb] yes (D.3.3.4} z! 1 . I . . I ! t Input data Md "'""tis must be tb'><lked for agreein,,n! wit~ tile ~filing <:<!MWOJI• and ror pl•u•lb,,ly\ PROFIS Aochor ( c) 2003•2009 lfilU AG, ~L-9494 Scllaan HIii! l• • <O)listemd Trndemmk of HllU AG, S~haan www.h!ltl.us -----------Company: Specifier: Address: Phonel Fax: E-Mail: Burkett.& Wong engineers Dave K. Adams. S.E. 3434 4th Avenue, San Diego, CA 92103 (619) 299-5550 I dadams@bvmett-wong.com ------· ........... _ ..... ·-···--------- 2 Proof I Utilization (Governing Cases) Profis Anchor 2.4.7 Page: 2 Prefect: Sub-Project I Pas. No.: Date: 61612014 Design values (lbl Utilization Loading Proof Tension ..... ·· ........ · Concrete Breakout ~rength Shear Steel Strength Load 4200 900 Capacity 4842 4940 p .. 1 llvJ!•L .. -~~---a11-OK -/19 OK A \IWlen O.3.3A is selected for seismic design, the design steel streng\h must be U1e governing design strengU1 having the highest utilization. 3 Warnings • Please consider all details and hfnts/warnlngs given in the detailed report! ,\ -fastening does net meet ttte•Elesi§fl-6-fiteFi~ --Duc}ll-t:: f°Tl.::.,~-__ JI 4 Remarks; Your Cooperation Duties EJ,er,.1 e:·rv·r • Any and all informatlon and data contained ln the Software concern solelY. the use of.Hilti products and are based on the s, formulas Q· (C- and llecurify regulations hi accon:lance·witl1 Hllli's lechmca! directions and operating, m9unling and assembly instrJctions. etc., that must be ' strictly compiled With by ltle user. All·figures contained therein are average figures. and therefore use•specJfic tesls are to be conducted .,,,:;;,. prior to uslng the relevant Hiltl product. The results of the calculations carried out by means of the Software are based essentially on !he data you put In. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover. you bear sole responsibility ror having the results or the calculation checked and cleared by an expert, particularly with regard·1o compliance with applicable norms anct·permlts, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits ~thout any guarantee as to 1he absence ot errors, the correctness and the refevance of the results or suitability for a specific applicallon. • You must lake all necessary and reasonable s1eps to prevent or limit damage caused by the Software. In particular, you must arrange for- the regular backup of.programs and data and, if appli~b!e, carry out the updates of tlie Software offered by Hilt! on a regular basis. If you do not us? \heAutoUpdate function of the Software. you must ensure .that you are usirtg the currentand thus up-to-date version of the Software in each case by carrying out man\lal updates via the Hill{ Website. Hilli will not be liable for consequences, such as the recovery of fost or damaged qata or prograrns, arising from a culpable breach of du!¥ by you. ·-·--··-·-·. ·-·"'-···-.. --· ., .. ---··---------------------Input dallt and "'$uf!, mu,1 bl> chot~od (Or~\11'9"111ntwl1li lhe •"1Ming condi«ons •rul fot·i,ll>Uoibllity! ?ROFIS Anchor{ c) 2003-2009 HJib AG, Fl•9494 Si:haan tii!tl JU PlgisleredTtaoomarlt oflilltt AG, Stha~n * APPENDIX r·-1~ -i---··-·---··--·-· .... -..... _ ... _ ... __ ,_ .. _ ......... i ~Z. .. i... ... X j I ' I t~ '3,s1L. ~.:) M10 M11 ---M12 M21 { ~r-f¼ry 3 . ·g 15--""7 {O\'lfleo_y tm.c,\ CJ,{ i'-) I() "" (l) :1,,-,! 0 :a :e :a: <l' ~ M18 M19 M22 5 ·s 14 9 1'3 Global Company Designer Job Number Model Name : Burkett & Wong Engineers : dka ; 11983A ; Nemko Structure -Elevatlons· 1 & 3 Dis la Sections for Member Cales , 3 Max Internal Sections for Member Cales i 99 Include Shear Deformation? ; Yes Include P-Delta for Walls? 1 Yes !AutornaticlY Iterate Stiffness for Walls? ; Yes ~ximum Iteration Number for Wall Stiffnes~3 j 1Gravit Accelerationjft/sec"2L ____ ····-_ ..,.l .;;.;32=·=2 ____ _ Wall Mesh Size ih1 · I 12 -----------1 ' lEioensolution Coriveroence Toi. (1.E-) 14 ['l~rtical Axis .. · · y !Global Member Orientation Plane ·xz !Static ·solver Soarse·Accelerated 1.Qy_namic_§_9Jver Accelerated Solver l ,.,.,·-""""· 'lledSteel Code AISC 14th(360-10): ASD Adiust Stiffness? ', ' ' · Yesflteratlve) · . RISAConnection Code AISC 13th( 360-Qfili..ASO Cold Formed Steei"Code AISI S100-07:ASD · .. Y:food Code .f:..f&PA NOS-05/08: ASD l Wood Temoerature < 100F ... =i Concrete Code ACJ 318-11 Masonrv Code ._· ----~·· . ACI 530-08: ASD ' ' !Aluminum Code AP:,. ADM 1-05: ASD -Building ' \ 4 --···- In 4 · Exact lnte ration .65 Rectan ular Yes Yes No' Yes No . REBAR SET ASTMA6 . ....;.1.a;...5 ___ _ 1 '. ' ' ' - Checked Sy: __ RISA-3O Version 12.0.0 [M:\ .. ,\Burkett & Wong\11953A HI Tech Nemko Enclosure\CALCS\Elev 2.r3d] Page 1 Global Continued : $urkett& Wong Engineers : dka : 11983A : Nernko Structure -Elevations 1 & 3 1Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Enterecr·---------; 1-'i("""'d=d"""B""'as"""e'"""w=--'-eic=g'i--"ht-'-?=-"'--'-'=--~----r Yes ,_ m__,,._... ictx .. 02 I t:r.z_(sect~ --·-·· Not Entered ~~11§~9) tt• _,.._,_,..u« ,., -~,,, Not Entered ":'r !·-···--·-·······-··""""'"'---·-· .. -·-·-·--·"---· 3 ., ·---·-· ..... .,..,,.,.,... _ _... ... ·RX CtExo.Z .75 ... CtExo.X L75 --S01 1 'SDS l1 .. ,~--S1 1 TL {sec) !5 Risk Cat ! I or I_L _____ ,..,_ i .. !Seismic Detailing Code iASCE 7--05 gmz I~ OmX ~.;...~~--"~-------· --------1-·j-~,...-- Joint Coordinates and Temperatures Checked By: __ l ........ w.,,LaJteL ,_. I XIffJ I X !ft] I ZlflL_, ___ TAmr'!.lf.l ... ., ___ ,. ___ J;J.~,mch from Dia.nbrng,.m ·--, ' ~ N1 0 0 0 0 ' I I I I ·----N2 :0 10.26..-~. 0 0 I 1 3 ! N3 I 0 '2 ~':t 0 0 i ~ I N5 :.r 7.167 10.25 0 -0 -·-·---I 7.167 I 20.33 l 0 0 1±-=:~ ' I · '14.833 0 _o ·o ...... j 1 7 i N8 l 14.833 I 10.25 0 tf '"'"" 1 ... -""'a I .... ___ N9 ......... --.... -... __ H,833 ·?033 ·O 0 I 9 ! N10 2·1.5 ! 0 0 0 .. JO L .. " _____ Ji:I 1 21;5 -·10.2.,§ 'Q ______ ............. , ......... 0 -·-1 11 i N12 21.5 20.33 0 i 0 I 12 l -N13 '28.75 ·n :o l . 'O UN,-<««-• 13 ' N14 28.75 1025 0 0 l 14 f N15 , ?.A 75 '20.33 b 0 1 j5 1 ___ N19 7.167 0 Q..___L ....... ___ g__ __ - ... o.9 .. tlng ....... RISA~3D Version 12.0.0 [M:\...\Burkett & Wong\11953A Hi Tech Nemko Enclosure\CALCS\Elev 2.r3d] Page 2 : Burkett & Wong Engineers ; dka : 11983A ; Nemko Structure -Elevations 1 & 3 I 4 ! ; 5 < Hot Rolled.Steel Design Parameters !,,s!:lel Shape L~yy(fi]_ ___ LbzzfftJ ,Li<Offip.JQJ:lfftl 1 1 ! M1 W69T 10.25 ! ! . l 2 I M? W69 1008 i 3 ' M3. _L_waQ 10.25 I I 1 ' 4 I M4 W-6.~--1"0.25 1 ! M~ ~I'\ ......... ... l ; 5 6 I M6 W69 10.~5 ) 7 1 M7 W69 1008 l ! 8 I Ma W69 10.25 -· i 9 M9 W69 10.08 I ' ' 1 ~ It=+ 7,167 · 1 W 12 ;.667. i 2 .. 13 13 . L333 12,507 ! ~-1.4.J_ !\1114 L333 1? _'.:\~8 .. · 15 : M15 ~ I I 16 I M16 17 i M18 --· '18 I M19 L333 6.667 .. .. 19 · M20 W69 ! 1n nA l ?O I .M21 W69 .7.25 .. 21 i M22 L333 7.25 I 22 I .~ ____ L§33 1.1a1 Joint Loads and Enforced DisQlacements (BLC 1 : Dead) Checked By: __ I r.nmRJ;i.QIDU.L::!9 .. r.qvJ ! K~ : l<zL._..C~lAJldi. ... l Lateral! ! Lateral, ! i I !Lateral Lateral "''""''"'""''"'" 1Lateral Lateral Lateral Lateral i !Lateral i Laterall ! ! i Lateral i Lateral j l ~ Lateral: ! Lateral ' I Lateral i ! Lateral i l Lateral i l Lateral i l 1 .kateral J ...................................... Lateral i I Lateral ..... ,_ .. ,,..J Lateral ~---~--_.,L.D...M.-... --. ...,.1 __ _,,D=ir...,§c=tlQ=n.__ _ _,M,,,,,ag!lllt!.Ql:l((ls.ls::-fl)~(in.rad), (k.s"2/ft ... t---'--t------'-"-"----------=L ____ ----+'-----'Y.____ -, 5 : _ .. ······-----,:":=-----1------------+-----'-y ___ +---~-·""""~.9=5'-------i -+1 _____ ~..,._------,.i--.,--,.-,,L=-----+---_,__---+-------= .. 95 _, .... _ .. ____ ,,_1 _____ ._· ·=L _______ __.._ _______ --'-·~-------.... -. L y -.5 Joint Loads and Enforced Displacements (BLC 2 : Seismic) 1 1 L Basic Load Cases =---~~---x Gravity Y Gravity z Gravity JojnL......~ilaL..JQlstribut. .. ,Area(Me ... Su..rf.ac..e.Le@..Lel,7 1 ' -i I ·5-·-1 I "'-----!----+---'-+-----· ....... · .. -l ......... ---.. --, _ _2 _ _,_ __ =.,,,:!><.f.L,...,.__ __ _.___.,~..,,___...:..____:.......i.. _ __.;._J.., __ ......... __ ..1...-_--1 __ __,_.;___ . ......1.... -------- RISA-3D Version 12.0.0 [M;\ ... \Burkett & Wong\11953A Hi Tech Nemko Enclosure\CALCS\Elev 2.r3d] Page 3 Load Combinations : f?urkett & Wong Engineers : dka : 11983A : Nemko StrUcture • Elevations 1 & 3 PE1.§..GJ:ip1i911,. _Sot. .fDel!a SJLJ3..I,.. l j _ L. Dead.+ Sel$mic iYes l Y I ~L..1. Joint Deflections 7 '8 1 9 1 10 11 -12_ 1 13 1 14 .15 .. . 1 ! - _,,.,_,..,..,,...., .. ,,".Jy"'""' 0 · :516 '.5 ·g 1.088 .aze·· .035 · ,036 -.002 -JtQ4 .... _;._ -.002 -.004 0 -.017 -·018 0 Checked By: __ MX [k~ft] __ M'.(,~f1L z {~·ft} NC NC 0 C NC 0 NC __ NC 0 NC N 0 NC C 0 z {io] 0 0 0 0 0 0 0 0 _Jt __ 0 RISA-30 Version 12.0.0 [M:\...\Burkett & Wong\11953A Hi Tech Nemko Enctosure\CALCS\Elev 2.r3d] Page 4 i I I ··7 : Burkett & Wong Engineers ; dka : 11983A : Nemko Structure • Elevations 1 & 3 .95 3,583 I .002 Checked By: __ RISA-3D Version 12.0.0 [M:\ ... \Burkett & Wong\11953A Hi Tech Nemko Enclosure\CALCS\Elev 2.r3d] Page 5 ·-----------"""'""'""'"" ____ , ...... "---.---------"""""""-" .. ,.y kl.x 4, stt-M11 4. s k----~---3-----'-=-=------'---'-----"::..:..:..---------=-==-------12---7 [ C1;)/¾1f}' [ t,,\t,A<n 7Y CfHc] Cf!~] M.17 M18 M19 5 8 1'0 C9mpany Designer Job Number Model Name : Burkett & Wong Engineers : dka : 11983A : Nemko Structure -Elevations 1 & 3 l3 -------------i 199 !Yes 32.2 12 -,---+-! 4-'-"'----------------·------ y IXZ i-=.::=-==:.....-. _______ --.:.-~--rs arse Accelerated ==~~=--------_ ..... A_c ___ c~el'"'"e .... ra_t __ e ___ d ___ S ___ o~lv .... e .... r ______ __, ·Hot Rolled Ste.eH.':fode" Ad"ust Stiffness? · · · !RlSAConnection Code Cold 'f:ormed Steel Code"·--.. !Wood Code Woo_d Temperature iConcrete Code ~11 Use Cracked Sections Slab? · es Barf Fra·mino Warning~'.?._,_. -----"""'' N=--=-o=--------------···-... Unused F.9Jce Warnings? 1 Yes ---------·! Min 1 Bar Diam. Soacino? · i No LConcrete Rebar Set ...... _.. ; REBAR SET ASTMA615 . ----; l.fVlin % Steel for Column ! .1 ' · !Max % Steel for Column i 8 RlSA-30 Version 12.0.0 · [M:\ •.. \ ... \11953A Hi Tech Nemko Enclosure\CALCS\Elevs 1 and 3,r3d] Checked By: __ Page 1 Global Continued Seismic Code Seismic Base Elevation (ft)' ... Add Base Weiaht? ~rz--· CtX T z <sec) w·•cl - ..... EXD.Z Ct E~. _X_ ........... S01 sos $1 TL (sec) ~at .. ic Detailinci" Code >mZ 1mx : Burkett & Wong Engineers : dka : 11983A : Nemko Structure -Elevations 1 & 3 ASCE 7-10 Not Entered . Yes "'''""'"'"'. .02 ·-.02 Not Entered Not Entered ..... -·3 ----·---··=·-,---- .,, .... , ..................... 3 .75 .75 -1 1 ·-·---'1 5 ,,..,.. ..... , I or II ASCE7-05 ·--"'"""'"""""""'"'' 1 1 s1i2.£ .. ,.,,.,.,..,, .................. , ... «•,.,, ..... , _____ 1 . B,hoX 1-·--···---· l 1 ! Checked By: __ I ! _,,., I ! i - ·-- '"" ,...__,,,m,, .... .,........, Detach F _DiapJllil""'gm __ _ l----'-----·-1 r""""'::.....+----:~---t---a:,!-=~l!l,L-+-~~~-+-~"'-!;!---;-~~-+-~~~j.,.,-.-,1----,--,., -·;i----- ~~~=~-! _,, ................ 1 ___ __, RlSA~3D Version 12.0.0 [M:\ ... \ ... \11953A Hi Tech Nemko Enclosure\CALCS\Elevs 1 and 3.r3d] Page2 : Burkfltt & Wong Engineers ; dka : 11983A : Nemko Structure -Elevations 1 & 3 Checked By: __ Cb FJJ.n.G!L.,,, Lateral' :'---+~~'---t-~'":""--l------+-------1~----t----..,.......+----l---+---t--~Laierai; ritei-ai"l Lateral l Latera..1 1 ---....-----,-----+----1---+----+--· ....... _L~tE}r_a~ 'Lateral· lateral ____ )._,,., .. ---i-----t----i-,.···----·-.. ·--·---+----+r_La_ter§IJ.; lateral, ,Lateral: -----'-----· --·-·--......... _ lateral: Lateral Lateral ----+---t---.. _ -~~Jeral Lateral i Lateral Lateral _,_ ___ ..........,. __ -----"'----------'---~---... -..... Lateral Joint Loads and Enforced Displacements (BLC 1 : Dead) 2 . · · a . · . 1,, I . -.2s 9 L 1 -.25 4 . ·N12 L -.2 Joint Loads and Enforced Displacements (BLC 2 : Seismic) Joint Label ,,_ _ __,,,J;;).M O.ire.Qtlt;t!.1 .................... -M..s1.91lii~!!ifil(Jd~:ft),11n,Gi_o) •.. (l5:.1;:.2/IL.. 1 N3 L X 4. _.2,. ____ , ____ _,-N_,_1,.,,,2,__ ____ _.__ __ ...,·L..._ __ _._ __ -<..,X,__ __ ....... ____ 4,.,_,5'"--__ __, Basic Load Cases ......,..!.Ul-~"'--"'-"~-""'-...._f;Qi.oL_ Qi.;;.mb .. a(M_EL;fu!Jia.G.~ate.L., !---::--r------::""""~----,....,-~llit _____ _._ _____ ,..._ ______________ ---11 None Load Combinations Joint Reactions RISA-3D Version 12.0.0 [M:\ ... L\11953A Hi Tech Nemko Enclosure\CALCS\Elevs 1 and 3.r3d] Page3 Gompany Designer Job Number Model Name : Burkett & Wong Engineers : dka : 11983A : Nemko Structure -Elevations 1 & 3 RISA~3D Version 12.0.0 [M:\ ... \ ... \11953A Hi Tech Nernko Enclosure\CALCS\Elevs 1 and 3.r3d] Checked By: __ Page4 I - PREPARED BY STRUCTURAL CALCULATIONS TEST EQUIPMENT ENCLOSURE NEMCO USA 2210 FARADAY AVENUE CARLSBAD CA 92008 KECM PROJECT NO. 131002 Dated 12/11/2013 Client KHAN ENGINEEIRNG INC Structural Engineers PO BOX 18616 HITECH SERVICES INC. 6155 GLACIER PLACE FERNDALE WA 98248 Anaheim Hills CA 92808 Contact: Ray Khan, MSCE, PE, SE (714) 612-8979 Ray. Khan@KhanEngg.com These calculations contain information proprietary to KHAN ENGINEERING INC This document or its contents may not be reproduced or disclosed to others without the prior written permission of KHAN ENGINEERING INC 2005 byKHAN ENGINEERING INC .. All rights reserved.) These calculations are valid only when the signature and stamp!, not a copy. The stamp and signature on this sheet pertains and is limited to those structure items included within these calculations for this project in the job file at KHAN ENGINEERING INC. The contents of this package is a photocopy of the original calculations for this project. The items that constitute the contents is reflected directly from the file copy table of contents. No responsibility is assumed for any items added to or alterations to these documents not reflected upon the on file original documents. Digitally signed by Rahat Y Khan ON: cn=Rahat Y Khan,o=Khan Engineering Inc, ou, email=Ray.Khan@ KhanEngineering.C om c=US ' Date: 2014.0t.20 16:18:31 -08'00' 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 I REV. A B () " KHAN ENGINEERING , INC. S T R U C T U RA L E N G I N E E RS P.O. BOX 18616 Anaheim Hills, CA 92817-8616 Telephone: (714)612-8979 Email: Ra .Khan KhanENGG.com Date: TABLE OF CONTENTS DESIGN PARAMETERS SEISMIC DESIGN CRITERIA STRUCTURAL CALCS. ANCHOR DESIGN ESR C D G H Project: NEMCO CARLSBAd Client: KL ENTERPRISES Doc .. #: C-R0-130806 Date: 11/07/13 Sheet: 102 of Proj.#: 130806 Design Engr. RK Chkd By: RK Title: Table of Contents 101 102 103 Through 105 106 Through 113 1 Through 5 1 Through 12 K L M N 0 p REV. Date: 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 I A B C D Project: NEMCO USA 5 TR UC TU RA L ENGINEERS P.O. BOX 18616 Client HIGH TECH SERVICES INC Doc .. #: C-R1-131002 Date: 13-12-11 Anaheim Hills, CA 92817-8616 Telephone: (714)612-8979 Sheet: 103 of Proj.#: 131002 Email: Ray.Khan@KhanENGG.com Design Engr. RK Chkd By: REV. Date: Title: Design Parameters Governing Codes: 1 California Building Code 2010 Edition 2 ASCE 7-10 Minimum Design Loads for Buildings and Other Structures 3 ANSI/AISC 360-0~ Specifications for Structural Steel Buildings Steel Construction Manual 13th Edition 4 ACI 318-08 Building Code Requirements for Structural Concrete Material Specifications 1 Maximum Allowable Soils Bearing pressure 2,000 psf 2 Concrete Ultimate Compressive Strength fc' 2,500 psi @ 28 days 3 Structural Steel W Sections ASTM A36 fy 36 ksi 4 Steel Plates ASTM A36 fy 36 ksi 5 Common Bolts ASTM A307 fy 36 ksi G H K L M N 0 RK p 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 KHAN ENGINEERING , INC. Project: NEMCO USA P.O. BOX 18616 Anaheim, CA 92817 Telephone: 714-612-8979 Email: ray.khanl@khanengg.com Client: HIGH TECH SERVICES INC Doc .. #: C131002-R1 Date: 13-12-11 Sheet: 103 of Pro'.#: 131002 Design Engr. R Khan Chkd By: RKhan REV. Date: Title: SEISMIC Site Location 33.938N, 117.603W Mapped Acceleration Parameters: Ss 1.169 ASCE 7-10 Sec 11.4.1 S1 0.200 ASCE 7-10 Sec 11.4.1 Site Class D ASCE 7-10 Sec 20.3 Table 20.3-1 Occupancy Category II ASCE 7-10 Section 1.5 Table 1-1 Importance Factor I I 1.00 ASCE 7-10 Table 11.5-11 I Site coefficient Fa 1.10 ASCE 7-10 Sec 11.4.3 TABLE 11.4-1 Fv 2.00 ASCE 7-10 Sec 11.4.3 TABLE 11.4-1 Adjusted MCE Spectral Response Acceleration Parameters: SMs= Fax S5 = 1.286 SM1 = Fv X S1 = 0.4 DESIGN SPECTRAL ACCELERATION PARAMETERS Sos= 0.67 SMs = 0.86 S01 = 0.67 SM1 = 0.27 Seismic Design Category D ASCE 7-05 Section 11.6 Table 11.6-1 &11.6-21 Design Coefficient and Factors for Buildings ASCE 7-10 Sec 11.4.1 Table 12.2-1 Seismic Force Resisting System Ordinary Plywood shear Wall R 3.25 .a. 2.00 Cd 3.25 Building Height Limit: 160 FT. ,__ _______________________________________ ___, 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 KHAN ENGINEERING , INC. P.O. BOX 18616 Anaheim, CA 92817 Telephone: 714-612-8979 Email: ray.khanl@khanengg.com REV. Date: REV. Date: Time Period For Design Response Spectrum: Fundamental Period for Buildings Approximate Fundamental Period Long Period Transition Period Building height above base Approx. Fundamental Period coefficient Approx. Fundamental Period coefficient Coeff. for upper limit of calculated period = Equivalent Lateral Force Procedure 0.245 0.367 = Seismic Base Shear = Seismic Response Coefficient = (R/1) Cs Need Not Exceed T 0.86 = 3.25 roJect: Client: HIGH TECH SERVICES INC Doc .. #: C131002-R1 Date: Sheet: 104 of Title: Title: Title: 8.00 sec. 18.00 ft. 0.028 0.75 1.50 R Khan Chkd B : SEISMIC SEISMIC Section 12.8.2 Figures 22-15 through 22-22 ASCE 7-10 (TABLE 12.8-2) ASCE 7-10 (TABLE 12.8-2) ASCE 7-10 (TABLE 12.8-1) ASCE 7-10 (12.8-7) ASCE 7-10 Section 12.8.2.1 = ASCE 7-05 (12.8-1) 0.265 ASCE 7-05 (12.8-2) 13-12-11 131002 R Khan Cs = So1 = 0.22 For T ~ TL ASCE 7-10 (12.8-3) T (R/1) Therefore: Cs Design Value = 0.265 IForASD Cs = 0.136 ,...._ _______________________________________ ____. 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 KHAN ENGINEERING , INC. P.O. BOX 18616 Anaheim, CA 92817 Telephone: 714-612-8979 Email: ray.khanl@khanengg.com REV. Date: REV. Date: Project: NEMCO USA Client: HIGH TECH SERVICES INC Doc .. #: C131002-R1 Date: 13-12-11 Sheet: 105 of Pro·.#: 131002 Design Engr. R Khan Chkd By: R Khan Title: SEISMIC Title: SEISMIC Seismic Load Effects & Combinations ASCE 7-0S SECTION 12.4 E Eh QE D Ev p SSD = = = = = = Seismic Load Effect Effect of Horizontal Seismic Force as per Section 12.4.2.1 Effect of Horizontal Seismic Force as per Section 12.5.3 and 12.5.4 Effect of Dead Load Effect of Vertical Seismi = Redundancy Factor = = 1.01 0.2 Sos D 1.0 ASCE 07-10 Section 12.3.4.2 (a) Load Combination 5 (ASD) There fore D + 0.7 E E =Eh+ Ev Ev= 0.2 S50 D 17 Seismic Load Combination for Allowable Stress Design ASCE 7-10 Section 12.4.2.3 18 Load Combination (5): (1 + 0.14 Ss0)D + 0.7 p Eh 19 Load Combination (6) : 20 Load Combination (8) : 21 22 (1.0 + 0.105Sos) D + 0.525 p Eh+ 0.75 L + 0.75 Lr (0.6 -0.14 Sos) D + 0.7 p Eh Or 1.15 D + 0.7Eh Or 1.106D +0.525 Eh+ 0.75 L Or 0.459D + 0.7 Eh 23 Seismic Load Combination for STRENGTH Design ASCE 7-10 Section 12.4.2.3 24 25 26 27 28 29 30 31 32 Load Combination (5) : Load Combination (6) : ( 1.2 + 0.2 Sos) D + p QE + L ( 0.9 -0.2 Sos) D + p Oe Or Or 1.402 D + Eh + L 0.698 D + Eh ,__ _______________________________________ _, 2 3 4 5 6 7 8 il 10 11 12 13 14 15 16 · fl 18 19 20 21 22 23 24 25 26: 27 28 30. SI 32 KHAN ENGINl:eR.ING , INC. P.O. Box 1:8616 Anaheim; CA 92817 telephone: (717)612-8979 Email: ray.khanl@khanengg.com REV. Date: . . i . I \ 1G· ·_-~ t. J~ L. + . . . + j . i _ ,.;;. V ! i.. :Q -~r.:::,; S . , I C i:lL h. . . f D I ' _:._ ..... _____ .......... ilhl G ..._ t ..... --.. ... -. I : :· : · ~(,..,)~~ j ~LI -!: • . -.... ~ ..... cr:u1-t~4r W-i. . J . -~ ! t } • 'f" - . j: . i240 1.,....3,.jia I ..-.I. .. ., ... ... ~ .,.lma! ·, f ' ' --·r ' Proj~ct: Client: OO'c .. #: Sheet: ~0 of. Design Engr. Title: Lo~ • t I t ! .... 1. . -~-- .. t .. ' . J.. __ _ t .. l . bate: f2-ll-f Ptoj.#: ) ~ to() -4t Chkd By:. I t i . i ···---··-I ........ ---- i i I .4--,..,_ ~ .. --·-!--• :w,J;;-\R~k i t I .. . ({ I~ lERl~ I '. b\·~ Tl\.1i-f...i\: 7t1 Q}J}i t --' :Co~~ o.::, Tc t ··r ~~~ • 1 I ! > f ! ! i, f ' I + . t ---i -----+ I i , ; i t ; -. -+ i ~ i I ... -··-+· --.. -I + I .. / j i .. -+ t -- ~-~f.ll .1.LN J-: --:--{l)~,~-i.--~ : • ; I ; . +-· .. f t t 1' I t •> + ( u ~~ .s..) > i i.... : ( '+ 'S. (;;~~) I • t -· -+--. ---1-- l· . ·t . f 2 3, 4 5 ' 6 7 8 s 10 11 12 13 14 15 16 17 18 19 20 21 · 23 25 26 27 28 29 ' 30 32 . t r • . ---l i j t ! I f .i .. ~-.i.. • ., ·- + : ' + ; i f I ·+ I f .. I I i l I I t i ' I • I .. " . ·c...e : : ~ , ,.) ........ +. .\.i~--,i'\~ I r L •• 1 1 1 : .. ' ; KHAN, ENGINEERING , INC. P.O. Box 18616 Anaheim, CA 92817 Telephone: (717)612-8979 Email: ray.khanl@khaoengg,com REV. ·• ! t j' I i t l.{! ~~ L ]_x t ! ¼ ! 4.·~o?'-f'\ .l... == " I i t ' t + I I I j. . • l l I jb, ~~ + l ' t + -¾ •••.• + C I ., t j. I I '[ I I I i i ··---L l i ! -i ... t I t-- +-I t i t !' + -- 1 l I • l i ·I i ; l Project: Client: Doc .. ,tf: REV. Date: Sheet: I b Proj.#: D.esign Engr. Chkd By: Title: T-=' "! -, + .. --.• - t;'<{ ' t T .,. .. ' d 1· .. l\ ~ ~ ·c / J . -' ~t J f . = 0 , C\ . i 11 t :" • + I I ' : --. -· . ; j ! + ----_J._ - ·+ ·-s t~o r~l ~4-. -~~ ! j· ! t + 1 ! .... i I -i I I + -I ; . -" ·i ! t f t· ' I f i ' t i t .. i ! I i I t ' lt~ l . t . ·+ l ! 1 I I ' -t ,· t l l I f -• ..! -~· --·----·-+ ···t··--· [ '2r l : K:-;.( j _ ' ! i l ! 4 I l 1Af&~~l, ! ! ~ t··· t .. + ;. t ! ~ 2 3 4 5 6 7 6 ; 9 10 11 13 14 15 16 17 18 19 20 21 22 23 24 2.5 26 27 28 29 30 31 32 I t . } _;:S&t~.M.1t: t- ; t i i ..... t --+--. ' ·t · .. .. l f , \ --~ .. i ¼ t t I t • i l i i i ; I . t ·• i j i ·• t i i . f .I ........ ;~.\ I 1 ~ -t ... , + ' T + ' -. t I I t t .. +. KHAN ENGINEERING , I.NC. Project: Client: P.O. Box 1861'6 Anaheim, CA 92817 Teiephone: (717)612,-8979 Email: ray.khanl@khanen~g.com Doc .. #: REV. Date: t '1, · I f. ( Id I.] 1-'S;;.;.li;,.;,e~et;;..: -'---~~o.;.:;f--J-----+----l~P~ro:!.:j . .::..#:~..::::...::..l_=-1"'2... r< re chkd sy: l I ' i· .. t. I ! i t l · t 1 ! I l i t REV. Date: +·. i i I t i ·j ! '"'" t l ! ! . t ·~ ~)- t I .L I 1 ! -I I I' I i l I I 1' ·· + ---1-----·· ·+ - ' (!) f •• t· + . T -- ~: i >-,,1... ... 4 --------7' t- ! . t· ' I J_ ;. : l • ! i .. 1 .. .,-.. -{---~--- i f• I i .; . ft ... ; w\; t 't •• T j. ~R ' \ ' i ., . I i ----; ... ·t t t " f· . t t A i : i-r , b • l 3i~ ... ~. I_ ~/l~ :i<~. ~.S:..-:t .... ~\ &. '2.~ 2t '\ t -:.t; -J"~~ [ . ' ''l p ~ ~ ~· g !_ j. 1~-·K ! r--..·. . + t + : . t I + 4=-i u,! ~ )(. ;2..2-·I~?_~ )'-k~f~-t~ i I. f.--....... + .. 1 . t. t J : -l G<s\ 41-( 1 j ! t i t • i I , --+ . -••. ·---~--' I ., · t · rt 77u t ! t l I ,J . -· t"' ~ • .• f• ... I i'2.f~S:~ f I • .1 -· ,j. ,. ; ' I i -. r···--···-- ! . ·--·-t .. .. t 'f l t t 2 t I :3 r t 4 I I t .; 5 6 . i 7 8 9 10.· H 12. 13 14 15 17 18 I t 19 20 · t -·--+ --· -+ t 21 i + .,. + .... ' +. 23 24 . 25 -t. 27 t .f I 28 l-i -t 29_ i + + ' ,j 30 31 32 KHAN ENGINEERING , INC. P:-0. Box 1'8616 Anaheim, CA92817 Telephone~ (717)612-8979 Email: ray.khanl@khanenSg,com REV. Date: +· . /';:: v ' Q"A, l I I ----+ ··--l' '' I { . + -. - r . t t· I t ; i ·+ • j_ I -t-.. I ' + -'-··. + .. t t. ! t· I +· :-. fveV"'-C--o ·t ! l ,j t Client: Doc .. #: D~sign l;:ngr. Titli~: · f +- ' I i i-.l .. 11 .l ! --·t "· -----· ~ i µ, '·' REV .. Date: of Proj.#: + . t· • .J. ~ 'i t i -+- Chkd By: . j t I t j. I I t . i . +-! .... ,-i-.... 1 . · 1 .. . - a,i ( I '-t· ' •t t 1 l t j I t. l ! I --+--J } l ·-l-. +--· t ! t· ' + ! i ' l I 1 r , f--·" " -' --.. ' ' t --f-s· ~,tic·, 1 t --\.,s.J·~,>~< -t ~ .. ':,.. : l .... -.. +7;1-_ + ! . + . ., ' lo -· . +- ~--....... . '. 1 •· I \ + ' ----! ---r--- l . /-- ' i i ·t· .. -- t t t .. i I t l + • r ·t. r +-•. ... KHAN ENGINEERING , INC. P.O. Box 18616 Anaheim, CA 92817 Telephone: (717)612.,.8979 Email: tay.khanl@khanen~g.com REV. __ Date: i +• Sheet: Design Engr. "fitle~ • ... .•• • -l- t I a f ~ ~o ~ "~ ---• _ I Jv ; ____ r-\ p R_t. ?l- 1 ...,.,____, + .:\ .. R-,.F-,. -j :l ·t S0 T,r'= • -r • "')._ T \, ~ 1t. ; f - of REV. ' Date: Proj.#: l '1. ( -o ~--- Chkd_ By: -i _ -t ~ A -.. il~ -=s~ Ii Fr ! : I t . . -~ ! + -•••• j. •• .,_ ••• ---• --r -· i ! l' ! ~ i -.. -t·. ·-., ---... -----. . . I \tTt o~~~ if > "'" t .. -----i _-:::::_ ! --C. ... ; ! t . + •• ~ ~ ~ ·~ -' l \ :~i I . i t .... I 1 . ·\.; -- '. y ~-i \A :-z::. +·· . . ' ' i ~ i i --···-t -.. -r ' +· I 2 3 4 5· 6 7 a 9 10 12 13 14' 16 17- 18 19 20 21 23 24 25 26 27 29 30. 31 KHAN ENGINEERING , INC. Project: Client: Poe ... #: Date: P.O. Box 18616 Anaheim, CA 92817 Telephone: (717)612:.8$79 Email: ray.khanl@khanengg.com Sh.eet: 11) of ·Prbj.#: \]:( <:) -o· L.. Oeis,i n Engr, Chkp By: REV. Date: Title: . J --e .... ~ ,,:,., \,,t,"'\ ( C .. t +· . " " j I {-··- ' ! !, . t I + I = l· · l ... . 't. t -f ~;· l ti x: 1.. ~ (.)(JC) : ; . i t ; I O · fb"J. " i 1~ f 1 r . [ ; '" . [ . .. . + ! + I I I . +·" i l·· i -~ ·p. 1-; ·~:::.. . r . -1 j. •• l'b~"l.'. - lP.f i~;; o/1>7f7··• .. i ! • -t •. I i + I 1 -. ·t· ' ---• +,-· ... ' t i t .. j. .. I .) (·· I . t I . i .. i f ! -· .i." ., .... + .. -t·" ---·-·· t ' . -. -··+-.. --~ . . . ~. ·-. ~ ~·: t;"~!l6t! l I t t .. ... ·r--... t +. j t I t . l. ; I t I .. . ; . I t 'P __ .. i t-==-- 1 j • + •. i~·~-:, ' ;. t- I i I r . " .i i. ' L : + + . . l r ·" " -. -l • + -• j I : t i l? s-,k ~ ·. -~-~--~ .. f- . t ~ 7 ·t~ I i " j t f c H· ~ .t-f cl f ' C. t:,;I VI., .,.,., r '\'\' .... ,,. 1' +-J. • : : l l ~ . t t j- " • + t ! ....... ! I I -i 7-,."0 ,;Q t .. y. -= -+ ' . +·-· -·t i ; i . "-----+-. --+ ! t -.j.. ! ; f j ' i -+ 1 . j I f . ! . + -I ., .. i, • + ' ! .. T l 5¼· ~i ;L I ;· b t f 1 .''i----, .. -· : ..•.. of- ! t. t ' ·+ i , + + I ! --~--:-i-hrs q -+ l ! t -t ·1· . . .. ] 7 l j ... '?j / t + f· ; I i f ! ; t ~ I I 6 7 8 9 10 11 12 13 14 15 15 17 ta. 19 20 21 24 25 26 27 28 29 30 31 t I t : -f·· ·+ ' / I ! .,. . i ... " I KHAN ENGINEl;RING , INC. Pro·ect: P~O. -Sox 1.8616. Anaheim, -CA 92817 Telephone: .(717)6-12-:897'9 Email: ray.khanl@khanengg.com Client: Ope .. #, ({2._, St)~et_: REV. of Design Engr. REV. Date: i-l ;;r ..'.t . ---j \1 /. : 7 ,r+·· .,;,p., ~ ,n f ·+ · ,>-~ 7 ',..); ' I . I .......... -~~""·""-··--! j • I . .. ·+ ........ ,.. .. . .. ... +• ...... , .. i f b'i , - ' I Ar~.-, j i ~ ,t I J. . -. f • ..-A') '. t tc. Date: Proj.#: t-3 ( u t Chkd By: I I ·1 j . t· ... t . --· ·1 ---- i j I _j . t I j .. -4 r -. -ft· ·-=-r tn ~ f i -.. • I i ~ I f j I ! i -·-. i l i i ! ! .. ·, {\ ~1)<~ L : I t I r t t · t .... t -i 'i I ··t i + J l ·f + t I .. l i t f-t -. . , . t . ~. ~ .. , I + t .. . t I •• Iw ~ (ti ! I • t I , • • < ••• 1·-. > r'j, , 4) . c.. ,f-; If! t ; i . f · . + i lol~ ! j. ...••. r t b-,. A~ t t . 4 I j i j -, l _ ·-· .j. • • -~~ -f"1C_r > \,-\i C ~., + ! •• + I f l I +-. i r i i t t 1 ; t l ' ! f I I f ... -+ . J,_ At¥~.~ j f 4Gl t -+ ' I ~ ¼-f \t ~ .. '] .. ;.:>< q . t ' i. .. ·l +. ' ';' .l ,f-.... t ! t I .. t I j I i I I -l : t 1· t· ' .. t f i' + ! I f I j J l I t ·---. + .. -+(N t i ~ \· ' ! I ! --"'i;;;;-----·"-·-----1~ Ii . : . I ; • • . • • I I • t r ';!'•¥•-~•l----C ' + ti_ 11 ' JI . ··-:-·t_ h . , . :e.--.-'I I ! t I : \i · 1~ '\ i r / i i , c\ 1 -~ . -_;_ .i . V . . 1 .'-1-' -J :·l1~]1 r l , c± .. t I . t . - i ! I I · . t~ I 1 /"I, . .!J_ 0 f. f° T tf! t t· I + I 't i --~"'=vv __ "T __ 0 ! T o' I ~--l. -~""-;-=-'-+-··--.J. ... I -. ! l f t ; . . I , t . ·+ . i 1' t 3 ·~·' ' .. 4 . 5 l + ! . t ! 6 --· .. 1. 7 8 l) 10 11 12 13 14 . 15 17 18 19 20 21 22 ;?3 24 25 28 28 2S 30 31 32 ' l -! ! ' -+ ' ·t -- ' I .. ~ 1 I l ,t i KHAN ENGINEERING , INC. P.O. Box 18616 Anaheim, CA 928'1.7 Telephone: (717)61-2-8979 Email: ray.khanl@khanen_gg.com RSV. Date: Project: Client: Doc .. #: r·, Sheet: Desig)1 Engr. Title: .REV. of l i ' Date: Pre>'.#: Chkd By: ~ ( . t t ~ . t . i r-.f:!.. ' ~ r <: "tfLV-t. '. .L\ 'V~l a..."', 1 _, r r ltl irre,,: . f : r 1 · ~ j • , I , , /" I ?•' I< I i,, \ + f .. I· t i • -· .. j.. iA r - \ · : l ~,,;,;,. ··7~ -t··: ·--, :r· _ _,___ ___ 1 -- 1 -·!, VT·, • ---~ ';T \...?. -1-" 'i.'.":' ;F .t!.... \__.t t -., ; -l -. . .... l .. , . -;--r--.. ---~ ---· . -· .. . . -! : --_{ t·_r-.~-~ ~-- •f .. . -. ··l .., .. -. . ~ ~ __ ., t ... l y ! l ~ O f :. t ··.t~. t,· ( ~:--! 1). ~-r~ , ' ' t i ; !if O i,J '. ;___ ,l~ r r ~ if p;,cqi\n[ <:: 1 ; '. . i i I • j I ! l ·t --r t ~ ~ ·J ...;:.-; ·1 ··x ~ lt -r-:r ;...--? · t-cf l · ----+ t -' .C.,.... • [ t· . '-~ .--i _) . I -..., j i --. i " t I l f t j t I f · i ' 1 -+· ! J . t --t--·-·--·· .;. + +-. •• . ... + tMtJ)( -+ . . ; I t t r Mc ,;r, tf. , l ! . i j. t· t ; i t I 1 i l . I ; · '· t--· : 1 ·4 ! fr I + . I l • ! ~---. t _''--,_ + I . ; I l · ·+ · • r · -1 tc ·1 ........ 1 -.... .. ~-I! t).:J-4 --t ; 0 it:{, { ' I \ I t . -· t . -·-+-----·+. f ~-. t· I .. ·, - • + . . . t + -... I , t -t -l i I t i 1 t I I. i : ! I" { t , ~ i· . + -·--.: Jt_~i · ! :...tt I :±;.f;l· . 'R"~--p~ .... : ··1· j,~: /~; i '· !'· QI I I --I µ,-': I ·---i-\···-··+· ·t j I 1-- + . t-i ! + r . · f-·· --j .... SIMPSON Anchor Designer™ Software Version 2.0.5090.1 1.Project information Customer company: NEMCO Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Undercut anchor Material: Carbon Steel Diameter (inch): 0.375 Nominal Embedment depth (inch): 5.000 Effective Embedment depth, her (inch): 4.000 Anchor category: 1 Anchor ductility: Yes hmin (inch): 6.00 Cac (inch): 6. 00 Cmrn (inch): 6.00 Sm1n (inch): 6.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No ~ Anchors only resisting wind and/or seismic loads: No, _ -- <Figure 1> // --, -, ' --,:_:, _,: / z Company: KHAN ENGINEERING INC Date: Engineer: RAY KHAN Page: Project: NEMCO CARLSBAD Address: PO BOX 18616 ANAHEIM CA 928017 Phone: 7146128979 E-mail: RAY.KHAN@KHANENGG.COM Project description: ANECHOIC CHAMBER Location: CARLSBAD CA Fastening description: SIMPSON EPOXY Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, f c (psi): 2500 lflc,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 7.00 x 9.00 x 0.62 12001b ' "" 1/20/2014 1/5 --y 0 ft:-lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson s1r,Jn,:;-T'e Cor;:priny Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Anchor Designer™ Company: KHAN ENGINEERING INC Date: 1/20/2014 Engineer: RAY KHAN Page: 2/5 Software Project: NEMCO CARLSBAD Version 2.0.5090.1 Address: PO BOX 18616 ANAHEIM CA 928017 Phone: 7146128979 E-mail: RAY.KHAN@KHANENGG.COM <Figure 2> 12.00 12.00 Recommended Anchor Anchor Name: Torq-Cut™ (Pre-set)-3/8"0 Torq-Cut (Pre-set), hnom:5" (75mm) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simi:;sor, Slrong-Tie Company he. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Anchor Designer™ Software Version 2.0.5090.1 3. Resulting Anchor Forces Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) 600.0 2 600.0 Sum 1200.0 Maximum concrete compression strain (%0): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1200 Resultant compression force (lb): 0 110.0 110.0 220.0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5.1 l Nsa (lb) ¢ ¢Nsa (lb) 9690 0.75 7268 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.2) Nb= kcA.a-.Jf'cher1-5 (Eq. D-6) kc A.a f'c (psi) her(in) Nb (lb) 17.0 1.00 2500 4.000 6800 ¢Ncbg =¢ (ANcl ANco) 'Pec,N 'Ped,N'Pc,N'Pep,NNb (Sec. D.4.1 & Eq. D-4) ANco (in2) 'f'ec,N 'f'ed,N 'Pe,N 216.00 144.00 1.000 1.000 1.00 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) ¢Npn = ¢'Pc,PA-aNp(fcl2,500)" (Sec. D.4.1, Eq. D-13 & Code Report) 'Pc,P A.a Np (lb) fc (psi) n 1.0 1.00 6950 2500 0.00 KHAN ENGINEERING INC I Date: I 1/20/2014 RAY KHAN I Page: I 3/5 NEMCO CARLSBAD PO BOX 18616 ANAHEIM CA 928017 7146128979 RAY.KHAN@KHANENGG. COM " Shear load y, Vuay (lb) 110.0 110.0 220.0 <Figure > 01 '/'cp,N Nb (lb) 1.000 6800 ¢ ¢Npn (lb) 0.65 4518 -~ Shear load combined, -./(Vuax)2+(Vuay)2 (lb) 155.6 155.6 311.1 ¢ 0.65 y -.... 02 ¢Ncbg (lb) 6630 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sirnpsor, S1rong-Tie Compr,y Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Anchor Designer™ Company: Software Engineer: Project: Version 2.0.5090.1 Address: Phone: E-mail: 8. Steel Strength of Anchor in Shear (Sec. D.6.1) Vsa (lb) <pgrout <p !pgrout<pVsa (lb) 5815 1.0 0.65 3780 9. Concrete Breakout Strength of Anchor in Shear {Sec. D.6.2) Shear perpendicular to edge in y-direction: Vby = minl7(/e/ da)0·2--ldaA-aYfcCa11•5; 9Ja'1fcCa11·51 (Eq. D-33 & Eq. D-34) k~ ~~ k ~~~ ~~ 2.80 0.63 1.00 2500 8.00 ¢V cby =¢(Ave/Avco) 'Pad,v'Pc,v'Ph,vVby (Sec. D.4.1 & Eq. D-30) Ave (in2) Avco (in2) 'f'ed,V 'f'c,V 'Pt..v 144.00 288.00 1.000 1.400 1.414 Shear perpendicular to edge in x-direction: Vbx = minl7(/e/ da)0·2--/daA-a--lfcCa11·5; 9Ja--/fcCa11·5I (Eq. D-33 & Eq. D-34) fe (in) da (in) A.a fc (psi) Ca1 (in) 2.80 0.63 1.00 2500 8.00 ¢Vcbgx = <p (Ave/ Avco) 'Pec,v'Ped,V'Pc,v'Ph,vVbx (Sec. D.4.1 & Eq. D-31) Ave (in2) Avco (in2) 'Pec,V 'Ped,V 'f'c,V 180.00 288.00 1.000 1.000 1.400 Shear parallel to edge in x-direction: Vby = minl7(/e/ da)0·2--/daA.a--/f'cCa11·5; 9}..a--/fcCa11·51 (Eq. D-33 & Eq. D-34) le (in) da (in) A.a fc (psi) Ca1 (in) 2.80 0.63 1.00 2500 8.00 ¢V cbx =¢ (2)(Avcl Avco) 'Ped,V'.Pc,v'Ph,VVby (Sec. D.4.1 & Eq. D-30) Ave (in2) Avco (in2) 'Ped,V '.Pc,v 'Ph,V 144.00 288.00 1.000 1.400 1.414 Shear parallel to edge in y-direction: Vbx = minl7(/e/ da)0·2--/daA.a--/fcCa11·5; 9}..a--/fcCa11·51 (Eq. D-33 & Eq. D-34) /e (in) da (in) A.a fc (psi) Ca1 (in) 2.80 0.63 1.00 2500 8.00 ¢Vcbgy = <p (2)(Avcl Avco) '.Pcc,V'.Pcd,v'Pc,v'Ph,vVbx (Sec. D.4.1 & Eq. D-31) Ave (in2) Avco (in2) 'Pec,V 'Ped,V 'f'c,V 180.00 288.00 1.000 1.000 1.400 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) <pVcpg = <pkcpNcbg = <pkcp(ANc/ ANco) 'Pec,N 'Ped,N '.Pc,N 'l'cp,NNb (Eq. D-41) kcp ANc (in2) ANco (in2) 'Pec,N 'Ped,N 2.0 216.00 144.00 1.000 1.000 11. Interaction of Tensile and Shear Forces (Sec. D.7) 'f'c,N 1.000 KHAN ENGINEERING INC Date: RAY KHAN Page: NEMCO CARLSBAD PO BOX 18616 ANAHEIM CA 928017 7146128979 RAY.KHAN@KHANENGG.COM Vby (lb) 8451 Vbr (lb) ¢ ¢Vcby (lb) 8451 0.70 5856 Vbx (lb) 8451 'Ph,v Vbx (lb) ¢ 1.414 8451 0.70 Vby (lb) 8451 Vby (lb) ¢ <pVcbx (lb) 8451 0.70 11712 Vbx(lb) 8451 Vbx (lb) ¢ 1.414 8451 0.70 'f'cp,N Nb (lb) ¢ 1.000 6800 0.70 Tension Factored Load, Nua (lb) Design Strength, 0Nn (lb) Ratio Status Steel 600 7268 0.08 Pass 1/20/2014 4/5 <pVcbgx (lb) 7320 ¢Vcbgy (lb) 14640 ¢Vcp9 (lb) 14280 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sirr:r;s()r: Strong-Tie Cw:;:rn,y be. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Anchor Designer™ Software Company: Engineer: Project: KHAN ENGINEERING INC Date: 1/20/2014 RAY KHAN Page: 5/5 NEMCO CARLSBAD Version 2.0.5090.1 Address: PO BOX 18616 ANAHEIM CA 928017 Phone: 7146128979 E-mail: RAY.KHAN@KHANENGG.COM Concrete breakout Pullout Shear Steel T Concrete breakout y+ T Concrete breakout x+ II Concrete breakout y- 11 Concrete breakout x- Concrete breakout, combined Pryout 1200 600 Factored Load, Vua (lb) 156 220 220 110 220 311 Interaction check Nual¢Nn Vuaf¢Vn Sec. D.7.1 0.18 0.00 6630 4518 Design Strength, 0Vn (lb) 3780 5856 7320 11712 14640 14280 Combined Ratio 18.1 % 3/8"0 Torq-Cut (Pre-set), hnom:5" (75mm) meets the selected design criteria. 12. Warnings -Designer must exercise own judgement to determine if this design is suitable. 0.18 0.13 Ratio 0.04 0.04 0.03 0.01 0.02 0.05 0.02 -Refer to manufacturer's product literature for hole cleaning and installation instructions. Permissible 1.0 Pass (Governs) Pass Status Pass Pass Pass Pass Pass Pass {Governs) Pass Status Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Slm11g-Tie Corrp:my Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com @mko 20 JAN 2014 TO WHOM IT MAY CONCERN NEMKO USA INC. TENANT IMPROVEMENT: GENERAL DESCRIPTION NEMKO USA is involved in electromagnetic testing of consumer goods. NEMKO have a test facility located in Carlsbad and the facility is receiving an additional test enclosure to go with the existing 4 enclosures. The Plan View of the enclosure is given below. l,-)( .4• ,.. 114• C£1.11tG F!JPl.Uli l l_J_r -!L-U::t=:==:L-U-.J..I l-L__Jj./_ __ L.,....e ,,,..-1--,. .• l/9·--l-·--· ., •. -1-,,-! 3J1l·J f:-lt9Ml' ~ ______ ,,,t·-----t STRUCTURAL STEEL O,EVAT[l:tj ·-11--~ .. The enclosure being installed is an electromagnetic-test enclosure. The enclosure is free standing and is used to control ambient RF emissions that may affect testing. Testing is accomplished by setting equipment within the enclosure, closing the door and performing the RF evaluation from a test station outside the enclosure. The enclosure is unoccupied during testing. The enclosure is a product of Panashield Corporation. The enclosure is surrounded by a free-standing steel- latticed structure just like the other 4 existing rooms installed in the Carlsbad location. The chamber is designed to disassemble into 4'x8' steel panels for storage or movement, so the room is designed to be portable. Installation starts with erecting the steel lattice, and then proceeds to setting the floor panels on grade, then bolting the wall and finally bolting ceiling panels to the lattice. No excavation is required for installation and no drywall work is required. The enclosure location is immediately adjacent to the existing 10 meter enclosure and it is a 3 meter room -30' x 18'x 20'. The enclosure was identified on the TI drawings as seen on the excerpt of the first floor builder's plans at location C ,1.5-an excerpt of the plans is given on the next page. 'ile,cf:.\-.1€,0 TB Ketterling, EMC Manager, Nemko USA, Inc. -San Diego 760 274 5990 jj).~ 61, 1 'l~,,,, R.\..se~0 err< of -ro\\f\S\0~ e,\J\\..D\N Nemko USA, Inc. 2210 Faraday Avenue, Suite 150, Carlsbad, CA 92008 T +1760444 3500 F +1760444 3005 www.nemko.com Page1of2 CBIL/ 01 ~"' . ~ j l 44•--0• j Nemko USA, Inc. 2210 Faraday Avenue, Suite 150, Carlsbad, CA 92008 T +1 760 444 3500 F +1760444 3005 www.nemko com Page 2of 2 Nemko USA, Inc. 2210 Faraday Avenue, Suite 150, Carlsbad, California 92008 Phone(760)444-3500, Fax(760)444-3005 DATE: 11 June 2014 SUBJ: CB14-1056, 2210 Faraday Ave, Suite #150, NEMKO USA, INC. San Diego Nemko are submitting this cover letter to convey Nemko's responses to CB14-1056 3/4/2014. The responses are given herein, and in the attached documents and drawings: REFERENCE: CB14-1056 • 1: Responses are in Wong letter. • 2: Responses are in Wong letter; calculations package, drawings S series. • 3: Responses are in Wong letter, drawing Sl. • 4: Responses are in Electrical drawings# El to ES provided. • 5: Responses are in this document: a photo is attached of the installed fresh air supply to the enclosure. • 6: Responses are in this document and a photo is attached. The note on Drawing Sl, Note 1, addresses the item as well. Any questions regarding this correspondence can contact the undersigned at 760 274 5990. With Best Regards, ~ TB Ketterling. Page 1 of 3 @mko Nemko USA, Inc. 2210 Faraday Avenue, Suite 150, Carlsbad, California 92008 Phone (760) 444-3500, Fax (760) 444-3005 Comment 5: The emergency egress lighting is LED; each LED array is equvalent light from a 50 watt bulb. The light is shown installed in the enclosure (photo above) with the power to the room secured and the emergency (battery backup)lighting lit. The light's UL ratings -if they are available at: http://www.compasslightingproducts.com/content/products/literature/literature files/comp0012 compass led offering brochure.pdf The data sheet follows at the end of this document. Comment 6.0: The flex conduit is shown attached to the enclosure. The statement of conformance to the code is given in Note 1, drawing S1. Page 2 of 3 .. Nern -~# OOSCRlPTlOt.1 Thn, C:i,l ~ns d:nm> qi.nilly nr,:I 'iclul) \llitft n oompnct nr,d nt!rnci,lvn LfD b!mod ~CV lijht. Th,:, -...vihn h::!te.kig =d lnmp-h,:;,ads nm mnil\n d ~11, frnpru:1 LIL f'.nrm1-m,::,d 1h::.rmi:~ lnr::!;:,•hc-,:,d!'i nm ni.fy m::lj:IS".ni:,!c, ~d !ijlµm,-~ qsJk:k nnd 1NiSl/ 1li!ltEilntioo wr.t m::,oot. ~tn cupuci!y Lnlt wi:J nm~ i'aub:u.-hr..:t.:1-rnr::iale ,ii,r i\ !l!r(ijh;i-!-.l!ild l'Jlil'.10100 o1 ~ !:1-.o ~°"~ C!Ft or COR ~ APP'LICATION Tha, Pl.I $,rl!P.) ,cun be-q:iplfod !, stcr.,..,·oils, ~lli\l:l"fi3>, i:dtltlll!l and cclmr camm:rciw ,flpp!k.:rk:rt1_ COMPLIANCE:$, Ul:!124 Ll!iad fr:,;; rtnrnp L,ru;utii:n NFAA tOi and :NFP'A 10 0$1·!'.!!, WARRANTY :2 y,:,::.dull mlt w.n-.mfy- &l"Rk·C-'Ii'~ <t lb. M-rC!irimOulm".ltir-1.i~ Nemko USA, Inc. 2210 Faraday Avenue, Suite 150, Carlsbad, California 92008 Phone(760)444-3500, Fax(760)444-3005 CU2 Serles LED E~cn,c:, tlG!ht FEAWRES • LE[} iifu,.cydn oi' r:oom 1h::r-t ;u yoor.:- ,-Qu:k:k Jrrem:11.s:hm • f;m',;•m'tcga jm} ,::ir ~rti.J 1-0 bp..t. .. lru:li:oos kine.:lfu Nlcrk!ll <f;nclmitrn ~ ror UL roc<ig)Um;l .!it'i rr.lm~ cm::i~!!C}' l~i:tr,;J • Florn=ro =p,:acir.,• <:r ~okid run!:lrnn qm:,n .. Cm:np Locs.lar, ~ ., Full,• nd;us-'!lll:fo, k!rnp,i--:f!l ., Pro,{doo' -.,.':th b::i!/.~ ,!W.rtch: ~""Id AC-0.:1 lm±c.:::c-r • W.nU ,ar{>:ilti!l' moi.rrt ENERGY COt{SUilPTION 120, 1/!'f;-X/7'Y/i.t:. ell!.! .£SW .. SA tlit aL'2f!G .~LV 1.6:.\ V.' ACCESSORIES Wl!il.Z \\\lnle';u11u -il.2:'i" H X 1'1" 'l'i ); .,i• 13 iak1i>;,,i-,,,~t/!iJ~fizjLEi:H,~J'J~ ~ e61.'l ~•-t.'!.<:;.-+.;i:Lfn~ f½m,:;f .. H.!#-1'1 ,,,--' ,:1,' -«-4ct,.1Ur~hr. ~r.-..t..r: !i~ Page 3 of 3 ·· -··----· ........... -.... -----.. --------·-·--.. -.. ----·--·-----.................. -·----.. ·--· --{j BURKETT&WONG ENGINEERS June 4, 2014 STRUCTURAL ENGINEERING Mr. Bruce Ketterling Nemko 2210 Faraday Avenue Carlsbad, CA 92008 Reference: Test Enclosure -Structural Engineering & Plan Check BWE No. 11983A Dear Mr. Ketterling, CIVIL ENGINEERING SURVEYING LAND PLANNING The purpose of this letter is to provide responses to a plan check list for the above-referenced project issued by EsGil Corporation on March 4, 2014. We have also completed structural drawings and calculations, pursuant to your request, using record data and information gathered by a visit to the site. Our responses below match the numbering sequence used in the plan check list. 1. The test building does not require an ICC report. It consists of a metal building structural frame (braced frames with a braced ceiling level) with standard wall and ceiling finishing necessary for operation of the testing program. Finishing does not require a particular rating except as may be required by the _owner. The weight of the wall and ceiling construction was supplied by the owner as 15 PSF each, and this has been accounted for in the structural calculations (along with the weight of the steel framework). 2. Reference items noted: • Structural calculations for bolted connections can be found on Sheet 3. • All detail keys have been corrected and provided on the drawings produced by Burkett & Wong. • Columns are shown correctly on new drawings. • Beam over door has been shown correctly as W6x12. Also see calculation sheet 2. • Please refer to calculation sheet 3 for ceiling bracing analysis. • Connection of the finishing materials to the steel frame is incidental to the life- safety provisions of the code for an indoor structure such as this. Connections would be as is typically required by the finishing product manufacturer or similar. 3. Please refer to the special inspection notes on Drawing S1.1. 4. Owner is to supply information regarding "electrical". 5. Owner is to supply information regarding "egress illumination". 6. Owner is to supply information regarding "mechanical ventilation". 3434FourthAvenue · SanDiego,CA 92103 ----------------------------- f' 619 299 5550 · f' 619 299 9934 . www.burkett-wong.com San Diego -t..as Vegas This should be sufficient in response to the structural plan check questions, in addition to the structural calculations and drawings that we have issued to you. Please let me know if we can be of further assistance with this project. Thank you, BURKETT & WONG ENGINEERS Dave K. Adams, S.E. ff BURK£TT&WONG ENGINEERS·····-········-··· ..... -..... ·· -· ................. _____________ ,,, ..................... - • ICC-ES Evaluation Report ESR-2705* CITY OF CARLSBAD Reissued March 1, 2013 BUILDING DIVISWl)ls!report is subject to renewal March 1, 2014. www.icc-es.org I (800) 423-6587 I (562) 699-0543 DIVISION: 03 00 00-CONCRETE Section: 03 16 00-Concrete Anchors DIVISION: 05 00 00-METALS Section: 05 0519-Post-lnstalled Concrete Anchors REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSIT AS BOULEVARD PLEASANTON, CALIFORNIA 94588 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG-TIE® TORQ-CUT™ SELF-UNDERCUTTING ANCHORS FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: • 2012, 2009, 2006 and 2003 International Building Code® (IBC) • 2012, 2009, 2006 and 2003 International Residential Code® (IRC) Properties evaluated: Structural 2.0 USES The Simpson Strong-Tie® Torq-Cut™ anchors are used to resist static, wind and seismic tension and shear loads in cracked and uncracked normal-weight concrete and sand- lightweight concrete having a specified compressive strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The Torq-Cut™ anchors comply with Section 1909 of the 2012 IBC, Section 1912 of the 2009 and 2006 IBC, and Section 1913 of the 2003 IBC. The anchors are an alternative to cast-in-place anchors described in Section 1908 of the 2012 IBC, Section 1911 of the 2009 and 2006 IBC and Section 1912 of the 2003 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: Torq-Cut™ anchors are torque-controlled, mechanical, self-undercutting anchors consisting of a threaded rod, spacer sleeve, undercut expansion ring, expansion cone, A Subsidiary of the International Code Council® hex nut, and washer, illustrated in Figure 1. The Torq-Cut anchors are available in both "pre-set" and "through-set" configurations, as depicted in Figure 2. Sizes evaluated include 1/2-inch, %-inch and 3/4-inch (12.7, 15.9 and 19.1 mm) diameters. Product dimensions and installation information are set forth in Table 1 of this report. The expansion cone is a tapered mandrel, threaded onto the installed end of the threaded rod of the anchor, with the taper increasing in diameter toward the installed end. The undercut expansion ring encircles the expansion cone. When the anchor is set using an applied torque to the hex nut, the expansion cone is drawn into the undercut expansion ring, which engages the drilled hole and transfers the load to the concrete base material. 3.2 Materials: 3.2.1 Torq-Cut™ Anchors: The threaded rod (:: component is manufactured from carbon steel conforming , to ASTM A 193 Grade B7M, with a specified tensile · strength of 100 ksi (689 MPa). The threaded rods are zinc-- plated in accordance with ASTM B633, SC1. The spacer sleeve is manufactured from SAE J403 Grade 1045 steel, and is zinc-plated in accordance with ~ ASTM B633, SC1. The undercut expansion ring is \l manufactured from SAE J403 Grade 1045 or 1144 steel ' and is zinc-plated in accordance with ASTM B633, SC1. · The expansion cone is manufactured from SAE J403 · Grade 1144 steel and is zinc-plated in accordance with ASTM B633, SC1. The washer conforms to ASTM F436, Type 1, and has a commercial zinc plating. The hex nut conforms to SAE J995, Grade 8, and has a commercial zinc plating. 3.2.2 Concrete: The concrete must be normal-weight concrete or sand-lightweight concrete conforming to Sections 1903 and 1905 of the IBC, as applicable. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2012 and 2003 IBC, and the 2012 and 2003 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and 2009 IRC must be in accordance with ACI 318-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report. *Revised June 2013 _ESR-2705 I Most Widely Accepted and Trusted Design parameters provided in Table 2 and Table 3 and references to ACI 318 are based on the 2012 IBC (ACI 318-11), unless noted otherwise in Sections 4.1.1 through 4.1.12 of this report. The strength design of anchors must comply with ACI 318 D.4.1, except as required in ACI 318 D.3.3. Strength reduction factors, ¢, as given in ACI 318-11 D.4.3, and noted in Tables 2 and 3 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 9.2 of ACI 318. Strength reduction factors, ¢, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318 Appendix C. The value of fe used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-11 D.3.7. A design example according to the 2009 IBC (ACI 318-08) is given in Figure 5. 4.1.2 Requirements for Static Steel Strength in Tension, Nsa: The nominal static steel strength of a single anchor in tension, Nsa, in accordance with ACI 318 D.5.1.2, is given in Table 2 of this report. The strength reduction factor, ¢, corresponding to a ductile steel element must be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension, Neb and Ncbg: The nominal static concrete breakout strength of a single anchor or group of anchors in tension, Neb and Nebg, respectively, must be calculated in accordance with ACI 318 D.5.2, with modifications as described in this section. The basic concrete breakout strength of a single anchor in tension, Nb, must be calculated in accordance with ACI 318 D.5.2.2 using the values of her and ker as described in Table 2 of this report. The nominal concrete breakout strength of a single anchor or group of anchors in tension, Neb or Nebg, respectively, in regions of a concrete member where analysis indicates no cracking at service loads in accordance with ACI 318 D.5.2.6, must be calculated with lfle,N = 1.0 and using the value of kuner, as given in Table 2 of this report. 4.1.4 Requirements for Static Pullout Strength in Tension, Np: Where values for Np.er or Np,uner are not provided in Table 2, the pullout strength does not control and therefore need not be considered. 4.1.5 Requirements for Static Steel Strength in Shear, Vsa: The nominal static steel strength in shear, Vsa, of a single anchor in accordance with ACI 318 D.6.1.2, is given in Table 3 of this report and must be used in lieu of the values derived by calculation from ACI 318-11, Eq. D-29. The strength reduction factor, ¢, corresponding to a ductile steel element must be used for all anchors, as described in Table 3 of this report. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, Vcb and Vcbg: The nominal concrete breakout strength in shear of a single anchor or group of anchors, Veb and Vebg, respectively, must be calculated in accordance with ACI 318 D.6.2, with modifications as provided in this section. The basic concrete breakout strength in shear, Vb, must be calculated in accordance with ACI 318 D.6.2.2 using the values of le and da (do) described in Table 3 of this report. In no case shall e., be taken as greater than 8da in the calculation of Veb or Vebg- 4.1. 7 Requirements for Static Concrete Pry out Strength in Shear, Vcp and Vcpg: The nominal concrete pryout strength of a single anchor or group of anchors, Vcp and Vepg, respectively, must be calculated in accordance with ACI 318 D.6.3, modified by using the value of kep Page 2 of 12 provided in Table 3 of this report and the value of Neb or Nebg as calculated in Section 4.1.3 of this report. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318 D.3.3. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318 D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, Section 1908.1.16 of the 2006 IBC, or the following: CODE ACI 318 D.3.3 CODE EQUIVALENT SEISMIC REGION DESIGNATION 2003 IBC Moderate or high Seismic Design Categories and 2003 IRC seismic risk C, D, E and F The anchors comply with ACI 318 D.1 as ductile steel elements and must be designed in accordance with ACI 318-11 Section D.3.3.4, D.3.3.5, or D.3.3.6; or ACI 318-08 Section D.3.3.4, D.3.3.5, or D.3.3.6; or ACI 318-05 Section D.3.3.4 or D.3.3.5, as applicable. 4.1.8.2 Seismic Tension: The nominal steel strength and concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318 D.5.1 and D.5.2, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318 D.5.3.2, the appropriate value for strength in tension for seismic loads, Np,eq, must be used in lieu of Np. Where values of Np,eq are not provided in Table 2 of this report, the pullout strength in tension for seismic loads need not be evaluated. 4.1.8.3 Seismic Shear: The nominal concrete breakout and concrete pryout strength for anchors in shear must be calculated in accordance with ACI 318 D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1. 7 of this report. In accordance with ACI 318 D.6.1.2, the appropriate value for nominal steel strength in shear for seismic loads, Vsa,eq, described in Table 3 of this report, must be used in lieu of Vsa- 4.1.9 Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the design must be performed in accordance with ACI 318 D.7. 4.1.10 Requirements for Critical Edge Distance: In applications where c < Cae and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318 D.5.2, must be further multiplied by the factor (fl ep,N given by Eq-1: (fl N= ..£.._ (Eq-1) cp, Cac where the factor lflep,N need not be taken as less than t.sh.,_ For all other cases, lflepN = 1.0. In lieu of ACI Cac , 318 D.8.6, values of Cae provided in Table 1 of this report must be used. 4.1.11 Requirements for Minimum Member Thickness, Minimum Anchor Spacing, and Minimum Edge Distance: In lieu of using ACI 318 D.8.1 and D.8.3, values of Sm;n and Cmin provided in Table 1 of this report must be used. In lieu of using ACI 318 D.8.5, minimum member thickness, hm;n, must be in accordance with Table 1 of this report. 4.1.12 Sand-lightweight Concrete: For ACI 318-11 and ACI 318-08, when anchors are used in sand-lightweight concrete, the modification factor Aa or A, respectively, for concrete breakout strength must be taken as 0.6 in lieu of ESR-2705 I Most Widely Accepted and Trusted ACI 318-11 Section D.3.6 (2012 IBC) or ACI 318-08 Section D.3.4 (2009 IBC). For ACI 318-05, the values Nb, and Vb determined in accordance with this report must be multiplied by 0.6, in lieu of ACI 318 D.3.4. 4.2 Allowable Stress Design ·(ASD): 4.2.1 General: Design values for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the I BC, must be established using the following relationships: ¢Nn Ta11owable,ASD = -;:;-(Eq-2) and ¢Vn Va11owable,ASD = -;:;-(Eq-3) where: Ta11owable,ASD = Allowable tension load (lbf or N). Va11owable,ASD = Allowable shear load (lbf or N). ¢Nn = The lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 Appendix D, Section 4.1 of this report, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N). ¢Vn = The lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 Appendix D, Section 4.1 of this report, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N). a = A conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a shall include all applicable factors to account for nonductile failure modes and required over-strength. The requirements for member thickness, edge distance and anchor spacing, described in Table 1 of the report, must apply. An example calculation for the derivation of allowable stress design tension values is presented in Table 4. 4.2.2 Interaction of Tensile and Shear Forces: The interaction of tension and shear loads must be consistent with ACI 318 D.7 as follows: If Tapplied :5 0.2Ta11owable,ASD, then the full allowable strength in shear, Va11owable,ASD, must be permitted. If Vapplied :5 0.2Va11owable,ASD, then the full allowable strength in tension, Ta11owable,ASD, must be permitted. For all other cases: Tapplied + Vapplied ::;;1 _2 Tallowable,ASD Vallowable,ASD (Eq-4) 4.3 Installation: Installation parameters are provided in Table 1 and Figures 2, 3, and 4. Anchor locations must comply with this report and the plans and specifications approved by the code official. The anchors must be installed in accordance with Simpson Strong-Tie published instructions and this report. The anchors must be installed in holes drilled into the concrete using carbide-tipped drill bits conforming to ANSI 8212.15-1994. The nominal drill bit diameter must be as specified in Table 1 of this report. The drilled hole must be Page 3 of 12 cleaned, with all dust and debris removed using compressed air. The anchor's threaded rod, expansion cone, undercut expansion ring, spacer sleeve, washer and nut must be assembled snug so that the end of the threaded rod is flush with the bottom of the expansion cone. The anchor must be driven into the hole using a hammer and setting tool until the minimum nominal embedment depth (hnom) is achieved. The setting tool is a metal spacer tube that prevents damage to the threaded rod during the anchor installation (see Figure 1). For the pre-set version of the anchor (see Figure 3), the anchor must be driven until the washer and nut are tight against the surface of the base material; the nut and washer must be removed to enable the fixture to be attached to the concrete; and the nut and washer reinstalled with the nut tightened to the appropriate installation torque value specified in Table 1. For the through-set version of the anchor (see Figure 4), the anchor must be installed through the fixture with the anchor driven until the washer and nut are tight against the surface of the fixture; and the nut must be tightened to the appropriate installation torque value specified in Table 1. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 of the 2012 IBC or Section 1704.15 of the 2009 IBC or Section 1704.13 of the 2006 or 2003 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, hole cleaning procedures, concrete type, concrete compressive strength, drill bit diameter, hole depth, edge distance(s), anchor spacing(s), concrete thickness, anchor embedment depth, installation torque and adherence to the anchor manufacturer's published installation instructions. The special inspector must be present as often as required in accordance with the "statement of special inspection." Additional requirements set forth in IBC Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Simpson Strong-Tie® Torq-Cut™ self-undercutting anchors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In cases of a conflict, this report governs. 5.2 Anchor sizes, dimensions and minimum embedment depths are as set forth in this report. 5.3 The anchors must be installed in cracked and uncracked normal-weight concrete or sand-lightweight concrete having a specified compressive strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5.4 The value of fc used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.5 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 Allowable stress design values must be established in accordance with Section 4.2 of this report. 5.7 Anchor spacing and edge distance, as well as minimum concrete member thickness, must comply with Table 1 of this report. 5.8 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and ESR-2705 I Most Widely Accepted and Trusted details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > f,), subject to the conditions of this report. 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F, subject to the conditions of this report. 5.12 Where not otherwise prohibited in the code, the anchors are permitted for use with fire-resistance- rated construction, provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane, are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 5.13 Use of the anchors is limited to dry, interior locations. Page 4 of 12 5.14 Periodic special inspection must be provided in accordance with Section 4.4. 5.15 The anchors are manufactured by Simpson Strong- Tie Company Inc., under an approved quality control program with inspections by CEL Consulting (AA-639). 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated March 2012, which incorporates requirements in ACI 355.2-07/ACI 355.2-04, for use in cracked and uncracked concrete; including optional suitability tests 18 and 19 of Table 4.2 of Annex A of AC 193 for seismic tension and shear. 6.2 Mechanical property tests. 6.3 Calculations. 6.4 Quality control documentation. 7.0 IDENTIFICATION The Torq-Cut™ self-undercutting anchors are identified in the field by dimensional characteristics and packagin~. The Torq-Cut™ anchors have the Simpson Strong-Tie , No Equal logo (;c) and a length identification code stamped on the slotted end of the threaded rods. Table 5 shows the length identification codes. The anchor packaging label bears the manufacturer's name (Simpson Strong-Tie Company Inc.) and contact information, anchor name, anchor diameter and length, quantity, the evaluation report number (ICC-ES ESR-2705), and the name or logo of the inspection agency (CEL Consulting). ESR-2705 I Most Widely Accepted and Trusted Page 5 of 12 TABLE 1-TORQ-CUT™ ANCHOR INSTALLATION INFORMATION AND ANCHOR DATA1 CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER (inch) 1,2 5/s 3/4 Installation Information Nominal Anchor Diameter da (do)3 in. 1/2 5/s 3/4 Drill Bit Diameter d in. 7/s 1 11/4 Pre-Set Anchor Base plate in. 9/15 -3/4 11/15-7/s 13/15 -11/a Clearance Hole de Diameter Range 2 (mm) (14.3-19.1) (17.5-22.2) (20.6 -28.6) Through-Set Anchor in. 15/15 11/15 15/15 Base plate Minimum de Clearance Hole Diameter2 (mm) (23.8) (27.0) (33.3) Installation Torque T;nst ft-lbf 90 185 240 (N-m) (122) (250) (325) Minimum Overall Depth hhole in. 7 3/a 10 121/2 of Drilled Hole (mm) (187) (254) (318) Minimum Nominal hnom in. 7 91/2 12 Embedment Depth (mm) (178) (241) (305) Minimum Effective her in. 53/4 8 101/4 Embedment Depth (mm) (146) (203) (260) Critical Edge Distance in. 8% 12 153/a Cae (mm) (219) (305) (390) Minimum Edge Distance in. 7 10 73/4 Cmrn (mm) (178) (254) (197) Minimum Spacing in. 7 9 73/4 Smin (mm) (178) (229) (197) Minimum Concrete Thickness hmin in. her +27/a h.,+4 h0,+51la Setting Tool Designation --TCAST50 TCAST62 TCAST75 Anchor Data Specified Yield Strength fya ksi 80 80 80 of Anchor Steel (MPa) (552) (552) (552) Specified Tensile Strength futa4 ksi 100 100 100 of Anchor Steel (MPa) (689) (689) (689) Effective Tensile and Ase in2 0.142 0.226 0.334 Shear Stress Area (mm2) (91.6) (146) (215) min /3uncr lb/in. 321,000 Axial Stiffness in Service Load (N/mm) (56,216) Range-Uncracked Concrete max f3uncr lb/in. 837,000 (N/mm) (146,581) min /3cr lb/in. 198,000 Axial Stiffness in Service-Load (N/mm) (34,675) Range -Cracked Concrete max f3cr lb/in. 504,000 (N/mm) (88,264) For SI: 1 inch= 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 ksi = 6.89 MPa, 1 inch2 = 645 mm2, 1 lb/in= 0.175 N/mm. 1The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D; for anchors resisting seismic load combinations, the requirements of2012 IBC Section 1905.1.9 and ACI 318 D.3.3.1 through D3.3.3 shall apply. 2The clearance must comply with applicable code requirements for the connected element. 3The notation in parentheses is for the 2006 IBC. 4For 2003 code basis, replace fu1a with fut· ESR-2705 I Most Widely Accepted and Trusted Page 6 of 12 TABLE 2-TORQ-CUT™ ANCHOR TENSION STRENGTH DESIGN DATA1 CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER (inch) 1,2 5ts 3/4 Anchor Category 1, 2 or 3 -1 1 1 Minimum Nominal hnom in. 7 91/2 12 Embedment Depth (mm) (178) (241) (305) Steel Strength in Tension (ACI 318 Section D.5.1) Steel Strength in Nsa lbf 14,190 22,600 33,450 Tension (kN) (63.1) (100.5) (148.8) Strength Reduction 'Psa -0.75 0.75 0.75 Factor-Steel Failure2 Concrete Breakout Strength in Tension (ACI 318 Section D.5.2) Minimum Effective her in. 53/4 8 101/4 Embedment Depth (mm) (146) (203) (260) Critical Edge Distance In 85/s 12 153/s Cac (mm) (219) (305) (391) Effectiveness Factor-kuncr 24 24 24 Uncracked Concrete - Effectiveness Factor-kcr 21 17 21 Cracked Concrete - Modification Factor for fPc,/ 1.005 1.005 1.005 Uncracked Concrete - Strength Reduction Factor-Concrete 'Pcb -0.65 0.65 0.65 Breakout Failure3 Pull-Out Strength in Tension (ACI 318 Section D.5.3) Pull-Out Strength Uncracked Concrete4 Np,uncr lbf N/A N/A N/A Pull-Out Strength Cracked Concrete4 Np,cr lbf N/A N/A N/A Strength Reduction tpp -0.65 0.65 0.65 Factor-Pullout Failure4 Tension Strength for Seismic Applications (ACI 318 Section D.3.3.3) Tension Strength of Single anchor for Seismic Loads7 Np,eq6 lbf N/A N/A N/A Strength Reduction tpeq -0.75 0.75 0.75 Factor-Steel Failure2 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D; for anchors resisting seismic load combinations, the requirements of 2012 IBC Section 1905.1.9 and ACI 318 D.3.3.1 through D3.3.3 shall apply. 2The tabulated values of¢ •• and ¢eq apply when the load combinations of Section 1605.2 of the IBC or Section 9.2 of ACI 318 are used. If the load combinations of ACI 318 Appendix Care used, the appropriate values of¢ •• and ¢.q must be determined in accordance with ACI 318-11 D.4.4(a). The anchors are ductile steel elements as defined in ACI 318 D.1. 3The tabulated value of ¢ch applies when both the load combinations of Section 1605.2 of the IBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3(c) for Condition Bare met. If the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3 for Condition A are met, the appropriate value of ¢ch must be determined in accordance with ACI 318-11 D.4.3(c). If the load combinations of ACI 318 Appendix Care used, the appropriate value of ¢ch must be determined in accordance with ACI 318-11 D.4.4(c) for Condition B. Condition B applies where supplementary reinforcement is not provided in the concrete. For installations where complying reinforcement can be verified, the ¢ch factors described in ACI 318-11 D.4.3 or D.4.4, as applicable, can be used for Condition A. 4See Section 4.1.4 of this report. 5For all design cases, !pc,N = 1.0. The appropriate effectiveness factor for cracked concrete (kc,) or uncracked concrete (kuncr) must be used in the calculations. 6For 2003 IBC design, replace N •• with N.; replace !pc,N with tp3; and replace Np,eq with Np,se,s- 7 See Section 4.1.8.2 of this report. . ESR-2705 I Most Widely Accepted and Trusted Page 7 of 12 TABLE 3-TORQ-CUT™ ANCHOR SHEAR STRENGTH DESIGN DATA1 CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER (inch) 1,2 sis \ Anchor Category 1, 2 or 3 -1 1 1 Minimum Nominal hnom in. 7 9½ 12 Embedment Depth (mm) (178) (241) (305) Steel Strength in Shear (ACI 318 Section D.6.1) Pre-set lbf 8,515 13,560 20,070 Configuration Shear Vsa4 Resistance of Steel (kN) (37.9) (60.3) (89.3) Through-set Vsa4 lbf 26,065 38,720 49,235 Configuration Shear (kN) (115.9) (172.2) (219.0) Resistance of Steel Strength Reduction ¢sa -0.65 0.65 0.65 Factor-Steel Failure2 Concrete Breakout Strength in Shear (ACI 318 Section D.6.2) Outside Diameter da (do)5 in. 1,6 1 11/4 (mm) (22) (25.4) (31.7) Load Bearing Length e. in. 4.3 5.8 7.5 of Anchor in Shear (mm) (109) (147) (191) Strength Reduction Factor-Concrete ¢ch -0.70 0.70 0.70 Breakout Failure3 Concrete Pryout Strength in Shear (ACI 318 Section D.6.3) Coefficient for Pryout kcp -2.0 2.0 2.0 Strength Strength Reduction Factor-Concrete ¢cp -0.70 0.70 0.70 Pryout Failure3 Steel Strength in Shear for Seismic Applications (ACI 318 Section D.3.3.3) Pre-set Configuration Shear Vsa,e/ lbf 8,515 13,560 20,070 Strength of Single (kN) (37.9) (60.3) (89.3) Anchor for Seismic Loads Through-set Configuration Shear v ••.• / lbf 15,640 30,975 44,310 Strength of Single (kN) (69.6) (137.8) (197.1) Anchor for Seismic Loads Strength Reduction Factor-Steel Failure2 ¢eq -0.65 0.65 0.65 For SI: 1 inch= 25.4 mm, 1 lbf = 4.45 N. 1The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D; for anchors resisting seismic load combinations, the requirements of 2012 IBC Section 1905.1.9 and ACI 318 D.3.3.1 through D3.3.3 shall apply. 2The tabulated values of ¢sa and ¢.q apply when the load combinations of Section 1605.2 of the IBC or ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix Care used, the appropriate value of ¢seand ¢eq must be determined in accordance with ACI 318-11 D.4.4(a). The anchors are ductile steel elements as defined in ACI 318 D.1. 3The tabulated values of ¢ch and ¢cp apply when both the load combinations of Section 1605.2 of the IBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3(c) for Condition Bare met. If the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318-11 D.4.3 for Condition A are met, the appropriate value of¢ must be determined in accordance with ACI 318-11 D.4.3(c). If the load combinations of ACI 318 Appendix C are used, the appropriate values of ¢ch and 'Pep must be determined in accordance with ACI 318-11 D.4.4(c) for Condition B. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the ¢factors described in ACI 318-11 D.4.3 or D.4.4 for Condition A are allowed. 4For 2003 IBC design, replace Vsa with v.; and replace Vsa,eq with Vsa,se1S• 5The notation in parenthesis is for the 2006 IBC. ESR-2705 I Most Widely Accepted and Trusted Page 8 of 12 TABLE 4-EXAMPLE TORQ-CUT™ ANCHOR ALLOWABLE STRESS DESIGN TENSION VALUES FOR ILLUSTRATIVE PURPOSES NOMINAL ANCHOR DIAMETER, da (inches) 1,2 5ta \ For SI: 1 inch= 25.4 mm, 1 lbf = 4.45 N. Design Assumptions: 1. Single Anchor 2. Tension load only NOMINAL EMBEDMENT EFFECTIVE EMBEDMENT DEPTH, hnom DEPTH, h., (inches) (inches) 7 53/4 91'2 8 12 101/4 3. Concrete determined to remain uncracked for the life of the anchorage 4. Load combinations from ACI 318 section 9.2 (no seismic loading) ALLOWABLE TENSION LOAD, <PNn I a (lbs) 7,191 11,453 16,951** 5. 30 percent dead load (D) and 70 percent live load (L); Controlling load combination is 1.2D + 1.6L 6. Calculation of a based on weighted average: a= 1.2D + 1.6L = 1.2 (0.3) + 1.6 (0. 7) = 1.48 7. Normal weight concrete: fc = 2,500 psi 8. Ca1 = Ca2 2: Cac 9. h 2: hmin 10. Values are for Condition B (Supplementary reinforcement in accordance with ACI 318-11 D.4.3 is not provided). **Illustrative Procedure (reference Table 2 of this report): Torq-Cut™ Anchor, 3/4-inch diameter, with an effective embedment, h.,= 10¼ inches Step 1: Calculate steel strength in tension in accordance with ACI 318 D.5.1; <PsaNsa= 0.75 X 33,450 = 25,088 lbs. Step 2: Calculate concrete breakout strength in tension in accordance with ACI 318 D.5.2; <PcbNcb= 0.65 X 24 (2,500)°-5(10.25)1·5 = 25,596 lbs. Step 3: Calculate pullout strength in tension in accordance with ACI 318 D.5.3; <PpNpn,uncr= NIA for the Torq-Cut™ anchor Step 4: Determine the controlling value from Steps 1, 2 and 3 above in accordance with ACI 318 D.4.1.2; <PNn= 25,088 lbs. Step 5: Divide the controlling value by the conversion factor a as determined in Design Assumption 6 above and in accordance with Section 4.2.1 of this report; Ta11owable,ASD = <PNnla= 25,088 / 1.48 = 16,951 lbs TABLE 5-TORQ-CUT™ ANCHOR LENGTH IDENTIFICATION CODES Mark ' A. B C ·P .E F G H I J K L M N 0 p Q R s T ' lJ V w .X. y From 11/2 2 1.1/2 3 31/'l. 4 41/2. 5 S1/2 G 61/2 1 71/2 8 81/2 9 91/2 10 11 12 13 14 ts 1G 17 up Too But Not 2 21/2. 3 31/2 4 41/2 5 51/2 6 G1/2 7 71/2. tn.ch.iding_ 8 81/2 9 91/2. 10 11 12 13 14 15 16 17 18 z 18 19 ESR-2705 I Most Widely Accepted and Trusted Ct!ii~4sf 23: .. ····''l ExpaLon l J .. , 1 \ Threaded Cone Sleeve Washer Rod Drilled Hole Depth2' hhote Undercut Hex Expansion Nut Ring Setting Tool FIGURE 1-TORQ-CUT™ ANCHOR AND SETTING TOOL ILLUSTRATION I Pre-Set I I Through-Set I Effective Embedment Depth, he, Threaded Rod Length Nominal Embedment Depth2, hnom 1. The notation in parentheses is for the 2006 IBC. 2. The drilled hole depth is greater than the nominal embedment depth. (See Table 1) FIGURE 2-TORQ-CUT™ ANCHOR INSTALLATION INFORMATION Page 9 of 12 ESR-2705 I Most Widely Accepted and Trusted 1 2 Installation Instructions: Pre-Set Version 1. Drill hole in base material to minimum specified embedment depth. 2. Blow hole clean using compressed air. 3. Finger tighten Nut and Washer so all components are snug. (Threaded rod should be flush with bottom of Cone.) 4. Place anchor into drilled hole. Use hammer and setting tool to drive anchor until washer and nut are tight against surface of base material. 5. Remove nut and washer and install fixture. 6. Re-assemble nut and washer over fixture and tighten to required installation torque. (Fixture must be in place before applying installation torque) FIGURE 3-TORQ-CUT™ PRE-SET ANCHOR INSTALLATION SEQUENCE 1 Installation Instructions: Through-Set Version 1. Drill hole in base material to minimum specified embedment depth. 2. Blow holtl clean using compressed air. 3. Anger tighten Nut and Washer so all components are snug. (Threaded rod should be flush with bottom of Cone.) 4. Place anchor through fixture hole and into drilled hole. Use hammer and setting tool to drive anchor until washer and nut are tight against fixture. 5. Tighten to required installation torque. (Fixture must be in place before applying installation torque) FIGURE 4-TORQ-CUT™ THROUGH-SET ANCHOR INSTALLATION SEQUENCE Page 10 of 12 ESR-2705 I Most Widely Accepted and Trusted Determine if a single% inch diameter Torq-Cut™ self undercutting anchor with a minimum 9½ inch embedment (het= 8 inches) installed 12 inches from the edge of a 12 inch deep concrete slab is adequate for a service tension load of 6,500 lb for wind and a reversible service shear load of 3,000 lb for wind. The anchor will be in the tension zone, away from other anchors in f'c = 6,000 psi normal-weight concrete. 1. Determine the Factored Tension and Shear Design Loads: Nua= 1.6W= 1.6 x 6,500 = 10,400 lb. Vua = 1.6W= 1.6 x 3,000 = 4,800 lb. 2. Steel Capacity under Tension Loading: N5a = 22,600 lb. 4>:0.75 n = 1 (single anchor) Calculating for 4>N5a: 4>N5a = 0.75 X 1 X 22,600 = 16,950 lb. 3. Concrete Breakout Capacity under Tension Loading: Neb= AANc 'VedN'VcN'VcnNNb Nco ' ' "' where: Nb= kct-...ffchet'·5 substituting: 4>Ncb= q> AANc 'l'ed.N'l'c.N 'l'cn Nkct--ffchet15 Nco ' "' where: kc= kcr= 17 (Anchor is installed in a tension zone, therefore, cracking is assumed at service loads t.. = 1.0 for normal-weight concrete 'l'cp,N= 1.0 'l'ed,N= 1.0 when Ca,min;;, 1.5 her Ca,min = 12;;, 1.5het= 1.5 (8) = 12 in. 'l'ed,N= 1.0 'l'cN= 1.0 assuming cracking at service loads (ft> fr) ii> = 0.65 for Condition B (no supplementary reinforcement provided) ANco = 9het2 = 9(8)2 = 576 in.' ANc = (ca1 + 1.5h8t)(2 X 1.5h81) = (12 + 1,5(8))(2 X 1.5(8)) = 576 in.2 ANc = 576 = 1.0 ANr.o 576 Calculating for $Neb: il>Ncb= 0.65 x 1.0 x 1.0x 1.0 x 1.0 x 17 x 1.0 x ,/6,000 X (8)15 = 19,367 lb. ACI 318-08 Report Code Ref. Ref. 9.2.1 0.5.1 0.5.2 Eq. (0-4) Eq. (0-7) 8.6.1 0.5.2.7 Eq. (D-10) 0.5.2.6 Eq. (0-6) Fig. R0.5.2.1 (a) Table2 Table2 Table2 Table 2 4. Pullout capacity: 0.5.3 Pullout does not occur and is therefore not applicable 4.1.4 Page 11 of 12 12in. ACI 318-08 Report Code Rel. Ref. 5. Check all failure modes under tension loading: 0.4.1.2 Summary: Steel capacity = 16,950 lb. t-Controls Concrete breakout capacity = 19,367 lb. Pullout capacity = N/A .·. <!>Nn= 16,950 lb. as Steel Capacity controls under Tension 6. Steel capacity under shear loading: 0.6.1 Vsa= 13,560 lb. = 0.65 Calculating for V5a: <l>V5a= 0.65 x 13,560 =8,814 lb. 7. Concrete breakout Capacity under Shear Loading: 0.6.2 Vcb= ;vc 'l'eav'l'cv'VhvVb Vco ' ' ' Eq. (0-21) where: (~ r Vb= 7 d; {ifa t.. -.ffcca,'-5 Eq. (0-24) substituting: 4>Vcb= :::a 'l'ed,V'l'c,V'l'h,v7(!:r{ifa1.....ffccat'5 where: Table 3 Table 3 <!> = 0.70 for Condition B 04.4(c)(i) Table 3 (no supplementary reinforcement provided) Avco= 4.5ca12 Eq. (0-23) =4.5(12)2 :. Avea = 648 in.2 Ave= 2(1.5ca1Hha) Fig. R0.6.2.1 (a) = 2(1.5(12))(12) :. Ave= 432 in.2 .&tc_ = 432 =0.67 Avco 648 'I' ed, v= 1.0 since ca2 > 1.5ca1 'I' c v= 1.0 assuming cracking at service loads (ft> fr) 'I' h, v= (~ r = modification factor a used where ha< 1.5Ca1 ha= Concrete Thickness = 12 in. 1.5Ca1 = 1.5 x 12 = 18 in. 'JI h.v= c ~r= 1.22 da= 1.0 in. Q8= 5.8 in. Ca1 = 12 in. 0.6.2.1 Eq. (0-27) D.6.2.7 Eq. (0-29) 0.6.2.2 $Veb= 0.70 X 0.67 X 1.0 X 1.0 X 1.22 X 7 X (tit X fil X 1.0 X ,/6,000 X (12)15 = 18,330 lb. Table 3 Table 3 FIGURE 5-TORQ-CUT™ ANCHOR EXAMPLE CALCULATION ESR-2705 I Most Widely Accepted and Trusted 8. Concrete pryout strength: Vcp= kcpNcb where: n=1 kcp = 2.0 and = 0.70 19,367 kcp Neb= 2.0 x Q.65 = 59,591 lb. <j)nVcp = 0.70 x 1.0 x 59,591 = 41,714 lb. 9. Check all failure modes under shear Loading: Summary: Steel capacity = 8,814 lb . ..-Controls Concrete breakout capacity = 18,330 lb. Pryout capacity = 41,714 lb. ACI 318-08 Report Code Ref. Ref. D.6.3 Eq. (D-30) Tabfe 3 D.6.3.1 D.4.1.2 .-. Vn = 8,814 lb. as Steel Capacity controls under Shear 10. Check interaction of tension and shear forces: If 0.2 Vn <! Vua, then the full tension design strength is permitted. By observation, this is not the case. If 0.2 <l>Nn <! Nua, then the full shear design strength is permitted By observation, this is not the case. Therefore: Nua .!'.'.'ua <1 Nn + Vn -.2 ~~:~~~ + ::~~~ = 0.61 + 0.54 = 1.15 < 1.2-0K 11. Summary A single 5/a" diameter Torq-Cur anchor at a 9½" embedment depth is adequate to resist the applied service tension and shear loads of 6,500 lb. and 3,000 lb., respectively. FIGURE 5-TORQ-CUT™ ANCHOR EXAMPLE CALCULATION (Continued) Page 12 of 12 ACI 318-08 Report Code Rel. Ref. 0.7 0.7.1 D.7.2 Eq. (D-32) OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE UPFP# _______ _ HV# _______ _ BP DATE_~--~-- Business Name Business Contact Telephone# NEMKO USA, INC BRUCE KETTERLING ( 7~0 444 3500 Project Address City State Zip Code APN# 2210 FARADAY AVE, SUITE 150 CARLSBAD CA 92008 Mailing Address City State Zip Code Plan File# 2210 FARADAY AVE, SUITE 150 CARLSBAD CA 92008 Project Contact Telephone# BRUCE KETTERLING ( 76'9 444 3500 The following questions represent the facility's activities, NOT the specific 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 it~ms are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Facility's Square Footage (including proposed project): 34 , ooo Occupancy Rating: _______ _ 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives x 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards x 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISIONS (HMDI: If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Ave., Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: __ / __ / __ Expected Date of Occupancy: __ / __ / __ YES NO 1. D ~ (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). 2. D ~ Will your business dispose of Hazardous Substances or Medical Waste in any amount? 3. D ill 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? 4. 5. 6. 7. D D D D Ql Will your business use an existing or install an underground storage tank? [2.il Will your business store or handle Regulated Substances (CalARP)? 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 13 Will your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? 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(See the APCD factsheet 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 from. 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)? (Search the California School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district). 3. D QI: Has a survey been performed to determine the presence of Asbestos Containing Materials? 4. D 0 Will there be renovation that involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? 5. D ill Will there be demolition involving the removal of a load supporting structural member? Briefly describe proposed project: Briefly describe business activities: electromagnetic testing install an electromagnetic testing chamber in existing lab I declare under penal! TB KETTERLING Signature of Owner or Authorized Agent FOR OFFICIAL USE ONLY: -2..~ / :SA-1\J/ z__o 1...J... Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:. ________________________________ _ BY: _________________________ _ DATE: __ _,_/ __ ~/ __ _ EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCO COUNTY-HMO APCO COUNTY-HMO APCO . . *A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply . HM-9171 (02/11) County of San Diego -DEH-Hazardous Materials Division INDU$~AL WASTEWATER DISCHARGE-PERMIT SCREENING -SURVEY Date 20 JAN 2014 ----Business Name NEMKo usA, INc. Street Address. 2210 FARADAY AVE, suITE 150, CARLSBAD cA 9200s EmailAddress__,.._BR_u_cE_._KE_T_TE_R_L ___ IN_G@ ___ N~E~MK_o_. c_o_M------~~---------'--- PLEASE CHECK MERE !FYOUR 8!.JSINESS 1$ EXEMPT: (ON REVERSE SIDE CHECKTYPE QFBUS!NESS) D Check ~II below that are· presentat your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement/ Assembly Lab0ratory. Vitamin. Manufacturing Automotive Repair Machining I Milling Painting/ Finishing Ba{tery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane· ManLlf~cturing Personal Care Products Biotech Lab.oratory (i.e. water filter membranes-) Manufacturing Bull< Ctiernical Storage Metal Casting / Forming Pesticide Manufacturing/ GarWash Me~I Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning El~ctroless plafin_g Porcelain En·ameling x E.lectric.al component Anodizing Power Generation Manufacturi11g ·Coating_ (i,e .. pho$phating) Print Shop Fertilizer-Manufacturing Ch~micai Etching l MIiiing Research and bevelQpment Film / x .. ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming· Soap I Detergent Ma_nufacturing Industrial Laundry Waste Treatment/ Storage SIC Code(s) (if knoWh): _E....,L_Ec_T_RI_c_AL_TE_s_TI_N_G_L_AB_o_RA_T_oR_Y _____________ _ Brief description of bU$irtess activities (Production/ ManufE1ctur'ing Operations}: _____ _ NEMKO PROVIDED EMC AND PRODUCT SAFETY TESTING. Description of operations generating wast$water (dfscharged t9 sewer, hauled or evaporated): WASTE WATER FROM BATHROOMS AND BREAK ROOM. Estimated volume of indi:l$fri~I wastewater to b!:? discharged (g?l / day): ......,.8_T_o_IL_E_Ts_, ~6_sI_NK_s_, _1_sHowER List hazardous wastes generat~d. (type /volume);~-N_o_NE _____________ _ Dl;lte operati.9n b~gan/orwill begin .atthis location: 30 MAY 2010 wAs oUR OPENING.·· Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No x rf yes,. when: --------------------- Site Contact BRUCE KETTERLING Title EMc MANAGER Signature <['r2:,{u~ Phone No. -760 444 3500 ENCINA WASTEWATERAlJTHOR~Y; q20Q Avenida Enci'nas Carl-sb_a_d_, C-A-9-20_1_1_(-76_0_)_4_38---3-9_4_1 __ FAX: '(760) 476~9852 «~ ~ CITY OF PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Building@carlsbadca.gov CARLSBAD 8-18 Project Address: Permit No.: Information provided below refers to worl'? being done on the above mentioned permit only. This form must be completed and returned to the Building Division before the permit can be issued. 8-18 Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains ....................................................... __ 0 _ X New building sewer line? ......................................................................................... Ves __ No __ Number of new roof drains? ............................................................................................................. .. 0 Install/alter water line? ...................................................................................................................... ... no Number of new water heaters? ........................................................................................................ . 0 Number of new, relocated or replaced gas outlets? .................................................................... __ 0_ Number of new hose bibs? ................................................................................................................. . 0 Residential Permits: New/expanded service: ~er of new amps: Minor Remodel only: Yes No __ Commercial/Industrial: Tenant Improvement: Number of existing amps involved in this proied: 150 Number of new amps involved in this projed: 0 New Construction: Amps per Panel: Single Phase ............................................................... Number of new amperes _____ 0 __ 0 Three Phase ................................................................. Number of new amperes _______ _ Three Phase 480 ........................................................ Number of new amperes ______ 0 __ 0 Number of new furnaces, A/C, or heat pumps?............................................................................ __ New or relocated duct worl:?? .......................................................................... Yes ____ No 0 Number of new fireplaces? ................................................................................................................. __ 0 _ Number of new exhaust fans? ........................................................................................................... . 0 Relocate/install vent? ............................................................................................................................ _1_ Number of new exhaust hoods? ....................................................................................................... . 0 0 Number of new boilers or compressors? ........................................................... Number of HP Page 1 of 1 Rev. 03/09 2/28/2104 Plannin-g Division City Of Carlsbad 1635 Faraday Av~nue Carlsbad; CA., 9~008 Sirs: -., @mko Nemko San Diego Bruce Ketterling Manager, EMC ~aboratory Nemko USA, Inc., 2210 Faraday Avenue, Suite 150, Carlsbad, CA 92008 USA TEL +1 760 444 3500 FAX +1 760 444 3005 EMAIL bruce.ketterling@nemko.com nemko.com ---------~ This is-to ce5rtfirm authorization has been granted to Nemko USA, Inc., the present tenant at 2210 Faraday-Av,enue,. to .. accomplish certain. Tenant .lmprov~m~nts as-c.(e$cr,ibeq. within the project below:; APPLICANT: PROJECT NAME:: PROJEOi AbtH~ESS: Bruce KetterihQ NEMKO 22 to Fata'day,Ave st~ t50 PROJECT OESCRIP.TION: CB140156--and as outlined in the attached fetter dated 11 /11-/20'1:3'. ang_ a\t~ched hereto: Any qa~stior.ts.-as t~-tne-autht>rity in Wtis 1¢tter may be-ador~lst;;eQ to the undersigri'ed~ Respectfuily. Transwe_stem Property Company West;. 1,.LC; a Delaware. limited, liability .compa1tyi.J:lba Transwestem Authorized Marta ·.er'. _ Craig McPherson Vice President: , ':"'~.. .. . ...... CB140156 2210 FARADAY AV 150 NEMKO: ADD #4 PRE-MANUFACTURED ! / ~¢ / t Lf · 1b _ (3dV<;, J f ~) ff Ful-e ~f>'q ,k_ E;-¼ I L-ev/ Sfe-c---\ ~c_;f G-f,1._,,(..,S, $ I {__c__ -e--s ~ I I ~3/ 14 ~ To lw>6 t \ ol \ I 4 ~ ~ fC.,, ,;J-. / lf J I LI es 6-I(...., u..,.r,,... . ;;;_/:)y/11/ a,µ_~fl ~~ /111J!1 .fNJJ fid-J C;fi; ?~ .JI,~ -~, °jM /4 GS b IL (jJ /J tluuT. Ci4!J c?-j~l,Lf ~ r "-:IC ~ Fe-- ,:, Ir~ I l( ~ . I ii . 1o Cs&, c.... w/ ca Les Ct111 @FC. &/ ;;e,/ 14' 60&\ L-~ 7 / 7 / 1 Y Hr. ~--cP·fW o~ y0;(Ul/YL, f f\61 es s, .1 i1+· 1, 1' A z , u·tc\$ mf<_,) ~:i!l 7"D -~110 7/ r~/, y, E1SC9--'tL ~ ~ __. ~ 'f'C,. Q{»~ 1) 8,6-tL V~f<~ (I q I .;JJ-1,/ 1<--f ~ t, _u:r ct'$ t,jDT ~( d'{_" '-\ RG I/~ ifm'-/V -w/ z'SC( L ~ +~ AJff"'-~ / i-tJ Jr q(:'.¼{ {(½ (5Fu-[l) Final Inspection required_ by: D Plan D CM&I D Fire D SW.--D1ssw:R.Y jocv Approved I /~v .Date, By BUILDING /NI. noMA K1_,, " '11 :).L/ llf /)//) PLANNING I 61-1!',;:;t,4 J1'-f,. cs. ENGINEERING /" //!&J;/Jlf,, J,C..L.-- FIRE Expedite?( v) N -:2../r..{--/ 1'--f &tc AFS Checked by: HazMat APCD Health Forms/Fees Sent 1Rec'cj Due? By Encina 1 I 2.,1 I ILi y N SU'-:> Fire y N HazHealthAPCD l , y N I PE&M V y N ~, / School y N Sewer y N Stormwater y N Special lnspe~n y N CFD: Y t) LandUse: Density: lmpArea: -FY: Annex: Factor: PFF: y N Comments Date Date Date Date Building ,;z.} 'f} I 't' o/c.t-/,lf {,/a-3] ,<-/ 7/,_;/,<./ Planning f/;,.3/ I 't Engineering Fire I /;),'-tj I tf Need? ; f .f) k W W'f\!)_,,r -bJ I l"J-~.,--/ frr&ri +-~Done ,r;,,,,, ~*'A""'--,., _c::; j(r;J-1-et:: r /o Done < ~ , DDone _,, _, ~ ~ 54w I-~Done "o Done