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2525 EL CAMINO REAL; 149; CBC2017-0202; Permit
rcity of C arlsbad Print Date: 06/24/2019 Permit No: CBC2017-0202 Job Address: 2525 El Camino Real, 149 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Expired Parcel No: 1563020900 Lot #: Applied: 05/01/2017 Valuation: $388,870.11 Reference #: Issued: 06/16/2017 Occupancy Group: Construction Type Permit Finaled: # Dwelling Units: Bathrooms: Inspector: MColl Bedrooms: Orig. Plan Check #: Final Plan Check #: Inspection: Project Title: Description: AMERICAN EAGLE: 8,361 SF TI // DEMO. PARTITIONS // INSTALL SHELVING//SOME PME Applicant: Owner: Co-Applicant: LEZLEE SPINK R P I CARLSBAD LP TOM RECTENWALD CONSTRUCTION INC 77 Hot Metal St Pittsburgh, PA 15203-2381 1114 Avenue Of The Americas, Floor 45 330A Perry Hwy New York, NY 10036-7700 Harmony, PA 16037-9790 214-660-5232 x215232 724-452-8801 FEE , AMOUNT BUILDING PERMIT FEE $2000+ $1,651.95 BUILDING PLAN CHECK FEE (BLDG) $14.90 BUILDING PLAN CHECK FEE (BLDG) $1,141.46 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 GREEN BUILDING STANDARDS PLAN CHECK $166.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $55.00 SB1473 BUILDING STANDARDS FEE $16.00 STRONG MOTION-COMMERCIAL $108.88 Total Fees: $ 3,243.19 Total Payments To Date: $ 3,243.19 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." 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 simila(application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov AA' > ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: kIPLANNING E1NGINEERING BUILDING rFIRE 0 HEALTH EIHAZMATIAPCD Building Permit Application cCity Plan Check No. Est. Value of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Calsbad Plan Ck. Deposit email: buildingcarlsbadca.gov Date 5/1 /J '7 Iswppp I www.carlsbadca.gov JOB ADDRESS "hopçx' ( Cvisbad. 4Cc I, Can4ao a I SUITE#/SPACEI/UNIT* 'i I CT/PROJECT WT5 I PHASE# # OF UNITS / U BEDROOMS —W - I U BATHROOMS ANT BUSINESS NAME Pmevicap, £4,'j &OtA'eis CONSTR. TYPE 0CC. GROUP DESCRIPTION OF WORK: Include Square FeetOf Affected Area(s) af1--€tt adja C taJ c e.s rn eea 'i'r J. )• ,.So /u . e.k'Yi. EXISTING USE IPROPOSED USE GARAGE (SF) I PATIOS(SF) DECKS(SF) FIREPLACE I [:]YES AIR CONDITIONING I FIRESPRINKLERS; NO YES NOD YESNOE APPLICANT NAME /i.' Primary Contact Q tj • '.. #4 . POPRTY OWNE 'frcc R. NAME fôa 2-"4'.s ADDRESS 41f4 71 AithafSt ADDRESS ((,JS-10-h- /h1','i CITY ATATE ZIP R; H5 h CITY STATE ZIP Iu, 7S1)3( PHONE i/ /3. 35O- IFAX I 1W/ 774- 57a7- PHONE /zo-v'-- IFAX EMAIL & ae a . i EMAIL c1/ex . g V ag.p DESIGN PROFESSIONAL PROFESSIONAL ' inn . CONTRACTOR BUS NAME.— ADDRESS ADDRESSO / fi /ibtfw my CITY STATE ZIP /%,c ','r CA qj,0 CITYIm ST ZIP PHONE q /7/a . f .9 FAX I EMAIL 4cZ.t' PHO "fs2foC R/lLf 2_ oouTset&c5T STATE#JC.# STAU. 7 Ic ICITY BUS LIC.# j- I AOfl4r (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permitto Construct, alter, improve, demolish or repair any structure, prior to its issuance, sdrequires fife applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commendingwith 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 ($500)). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Dptve and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. LEI have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, forifurmance of the work for which this t' 'ssued. M,y workers' compensation insurance carrier and policy number am: Insurance Cft_7V(LES 1o'9CY CO OF COJtJ1l Policy No._27"7kS -2 /I/o *vtl xp1ration Date_/2'1-U 17 This section need not be completed if the permit is for one hundred dollars (S100) or less, [J Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (114100,000), in addition to the cost of compensation, damag ov$d.ed fM in Section the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE ' I 0 AGENT DATE IL - ô 1 7 ®@0((D(? I hereby affirm that I am exempt from Contractor's License Law for the following reason: [J I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property, who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [J I, as owner of the property, am exdus'wely contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [] lam exempt under Section _____________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes ENo I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone! contractors' license number): 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 I phone /contractors' license number): 5.1 will provide some of the work, bull have contracted (hired) the following persons to provide the work indicated (include name/address /phone /Iype of work): .PROPERTY OWNER SIGNATURE []AGENT DATE - - :: : . . .:. Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or nsk management and prevention program under Sections 25505 25533 or 25534 of the Presley-Tanner Hazardous SubstanceAccount Act? . . Yes. •No ,.. . :- •. . Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 'Ives 1No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site' tjYes jNo IF ANY OF THE ANSWERSARE YES;A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT-HAS MET ORIS MEETING THE REQUIREMENTS OF THE OFFICE OF, EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT - - , •-• .. '5 - 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) nr, IT Lender's Name Lender's Address '5 i? f lcerlifythatlhaveraad the application and statethattheabovelnfoimabon tecormctandthatthe Information on the plans IsaimtaIagreetocomplywithaIlCityordinancesandSiatelawsreIatjngto buildingconstruction Ihereby aUthorize representative of the City of Carlsbad to enter upon the above mentioned propèity for inspection purposes. IALSO AGREE TO SAVE, INDEMNIFY AND KEEP.HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES; JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCJEAGIINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit requiredrexcavalions over 5' deep and demolition or conslnidion of structures over stories in height: •: • :: •: EXPIRA11ON Every permit issued by the Buildi Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is notcommenced within l8O days tiom the date ofsuch pemiilorifth th orwork authori)ysud1 perrnif issuspendedorabandoned at any time after the work is commenced. foraperiod of l8o days (Section 10644 Uniform Building Code) DATE r(Commercial Projects Only) Fax (760) 602-8560 Email bulldlngtthCarlsbadCa Cloy or Mail the completed form to City of Carlsbad Building Division 1635F , araday Avenue Carlsbad California 92008 CO# (Office Use Only) CONTACT NAME 15 11: 1, 1 OCCUPANT NAME —77 Me ADDRESS BUILDINGADDRESS IMSFARMS Ma CITY • S STATE . . - - ZIP -. $I 1IIIJIt. CITY • STATE -: • Carlsbad CA Zip PHONE FAX. -: - .:• : : --.: : -: :• • • • : • DELIVERY OP11ONS -• - - - - • - -• - •. :: •- ----.: -. - :: • : - :: - • • - •• - -. PICK UP: 1CONTAT (Listed above) OCCUPANT (Listed above) - - • - - . - • • - • - - • - •: - - CONTRACTOR (on—Pg. 1) - - - - . -. - • - .: - - - !MAIL TO CONTACT (Listed above) OCCUPANT (Listed above) .AS$OCIATEbCB# • • - j CONTRACTOR (On Pg.-I)NO :: -• - :: •• - - : - ----------. CHANGE • • :: - - -• - : NO CONSTRUCTION - -- -• - • • • - - - • • - - - MAIL / FAX TO OTHER CHANGE OF USE / NO CONSTRUCTION 1I!1L A!~APPUCANTISSIGNATUiE~l DATE Permit Type: BLDG-Commercial Application Date: 05/01/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/16/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Expired Expiration Date: 04/30/2018 Address: 2525 El Camino Real 149 Carlsbad, CA 92008 IVR Number: 3424 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS . Passed BLDG-Building Deficiency Not ready No 0911912017 09/19I2017 BLDG-Final 035097-2017 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Complete all work No BLDG-Plumbing Final . No BLDG-Mechanical Final No BLDG-Structural Final . No BLDG-Electrical Final . No 0912112017 0912112017 BLDG-Final 035462.2017 Partial Pass Michael Collins Reinspection Incomplete • • Inspection : • Checklist Item COMMENTS Passed BLDG-Building Deficiency TCO granted. Need permanent electrical No meter feed & waiting for final Fire Dept sign . off. BLDG-Building Deficiency Complete all work • No 1013112017 1013112017 BLDG-Fire Final 035292-2017 Passed Cindy Wong • Complete Checklist Item COMMENTS • Passed FIRE- Building Final Yes June 28, 2019 Page 3 of 3 Permit Type: BLDG-Commercial Application Date: 05/01/2017 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 06/16/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Expired Expiration Date: 04/30/2018 Address: 2525 El Camino Real , 149 Carlsbad, CA 92008 IVR Number: 3424 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Back house duct seal, Ok to insulate Yes BLDG-85 T.Bar, 032122.2017 Passed Michael Collins Complete Ceiling Grids, Overhead Checklist Item • COMMENTS Passed BLDG-Building Deficiency Suspended hard lid only, see card Yes BLDG-14 Yes Frame-Steel-Bolting-welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG44 Yes Rough-Ducts-Dampers 0812212017 0812212017 BLDG-17 Interior 032433.2017 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Hard lid at "Aerie" space except fitting Yes rooms only 08123/2017 08123/2017 BLDG-17 Interior 032680.2017 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Hard lid at AEO side, except fitting rooms Yes BLDG-21 032620.2017 Passed Michael Collins Complete Underground!Underf - loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Relocated mop sink Yes 08128I2017 08/28/2017 BLDG-85 T.Bar, 032878.2017 Passed Michael Collins Complete Ceiling Grids, - Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/07/2017 09/07/2017 BLDG-14 033917.2017 Passed Michael Collins Complete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Restroom only No BLDG-31 033918.2017 Failed Michael Collins Relnspection Complete Underground/Condu , it - Wiring June 28, 2019 Page 2 of 3 Permit Type: BLDG-Commercial Application Date: 05/01/2017 Owner: R P1 CARLSBAD LP - Work Class: Tenant Improvement Issue Date: 06/16/2017 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Expired Expiration Date: 04/30/2018 Address: 2525 El Camino Real , 149 Carlsbad, CA 92008 IVR Number: 3424 Scheduled Actual Date 0710612017 Start Date Inspection Type Inspection No: Inspection Status Primary Inspector Reinspection Complete 0710612017 BLDG-17 Interior 027906-2017 Partial Pass Paul York Reinspection Incomplete Lath/Drywall Checklist item COMMENTS Passed BLDG-Building Deficiency No 07121/2017 07/21I2017 BLDG-14 029390.2017 Passed Michael Collins Complete Frame/Steel/Bolting/ Welding (Decks)• - - --------.-- I - - BLDG-Building Deficiency Walls only. Yes BLDG-34 Rough 029389-2017 Passed Michael Collins Complete Electrical - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls only Yes 07/28/2017 07/28/2017 BLDG-31 030009.2017 Passed Michael Collins Complete UndergrOund/Condu - - it - Wiring - Checklist Item COMMENTS Passed BLDG-Building Deficiency Conduit Only. Yes 08103/2017 08/03/2017 BLDG-17 Interior 030558.2017 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS - Passed BLDG-Building Deficiency Walls only Yes BLDG-44 - 030559.2017 Passed Michael Collins Complete Rough/Ducts/Dampe rs Checklist Item COMMENTS , Passed BLDG-Building Deficiency Pre lim m duct sealing. - - No 08/11/2017 08I11/2017 BLDG-85 T-Bar, 031428-2017 Failed Paul Bumette Reinspection Complete Ceiling Grids, Overhead Checklist Item COMMENTS Passed - BLDG-Building Deficiency - - No BLDG-14 * No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No 6LDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 08/17/2017 08117/2017 BLDG-43 Air 032123.2017 Passed . Michael Collins Complete - CondJFumace Set June 28,2019 • Page lof3 EsGil Corporation In' (Partners/i ip wit/i government for (Building Safety DATE: 6/8/17 U APPLICANT UkkRIS. JURISDICTION City otCarisbad PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0202 SET: II PROJECT ADDRESS: 2525 El Camino Real Space 149 PROJECT NAME: American Eagle Outfitters - TI 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 codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: jy Telephone #: Date contacted: (( (by:t "1 Email: Mail Telephone Fax In Person III REMARKS: By: Morteza Beheshti Enclosures: EsGil Corporation El GA DEJDMB El PC 6/2 9320 Chesapeake Drive, Suite 208 • San Diego, California 02123 • (858) 560-1468 • Fax (858) 560-1576 C13C20I7-0202 2525 EL CAMINO REAL AMERICAN EAGLE: 8,361 SF Till DEMO INSTALL SHELVING II SOME P/PA/E O Z Z AW kC,i4WP 511f2017 - DZ 2711CBC2017-0202 :yOF REC ORD 0 P I MAD INSPECTION RECORD PECTION RECORD cMD WITH APPROVED MS MUST BE KEPT- .ONTHE JOB J. BEFORE 3:OOom FOR NEXT WORK DAY INSPECTION BUILDiNG INSPECTiON c*w 760.602-2725 GO TO: www.calsbadca.govlBuUding AND CLICK ON quest Inspection- A I.) if YESI Required Prior to Requesting Building Final If Checked YES Date Inspector Notes L nb'ndscape 760-944-8463 Allow 48 hours L CMIII (Engineering Inspections) 760-438-3897 Call before 2 p Fire PrerentJon 760-602-4660 Allow 48 hours Type of Inspection Tune of InsnectInn #11 FOUNDATION Date Inspector r. • #3 ,CTRIC UNDERGROUND 0 UFER Date ijze(ii Inspector (4C #12 REINFORCED STEEL #34 ROUGH ELECTRIC #66 MASONRY PREGROUT #33 0 ELECIRIC SERVICE 0 TEMPORARY 0 GROUT D WALL DRAINS #35 PHOTOVOLTAIC #10 TILT PANELS #53 ELEC/CONDUIT/WJRING #11 POUR STRIPS #39 FINAL #11 COLUMN FOOTINGS #14 SUBFRAME 0 FLOOR 0 CEILING 941 UNDERGROUND DUCTS & PIPING #15 ROOFSHEATNING #44 0 DUCT&PLEIIUM 0 REF. PiPING #13 EXT. SHEAR PANELS #43 HEAT-AIR COND. SYSTEMS #16 INSULATION #49 FINAL #18 EXTERIOR LATH #17 INTERIOR LATH& DRYWALL UNDERGROUND (11,12,21,31) #51 POOL EXCA/STEEVBOND/FENCE DRYWALL,EXT LATH, GAS TES (17,18,23) [183 #55 PREPLASTER/FINAL ROOF SHEATING, EXT SHEAR (13,15) 019 FINAL #84 FRAME ROUGH COMBO (14,24,34,44) ot/j1Jt 022 CI SEWER & BL/CO 0 PL/CO Date Inspector #85 T-Bar(14,24,34,44) 4a! olIrlr7 #89 FINAL OCCUPANCY (19,29,39,49) #21 UNDMGROUN20ASTE 0 WIR t4r3 Date - Inspector #24 TOP OUT 0 WASTE 0 bYTE A/S UNDERGROUND VISUAL #27 TUB &SHOWERPAR A/S UNDERGROUND HYDRO. #23 CI GAS TEST 0 GAS PIPING A/S UNDERGROUND FLUSH - #25 WATER HEATER A/S OVERHEAD VISUAL #28 SOLAR WATER A/S OVERHEAD HYDROSTATIC #29 FINAL A/S FINAL #600 PIlE-CONSTRUCTION MEETING #003 FOLLOW UP INSPECTION __________ ____________ F/A ROUGH-IN ' F/A FINAL FIXED EXTINGUISHING SYSTEM ROUGH.IN 05 NOTICE TO CLEAN _________ FIXED ENG SYSTEM HYDROSTATICTEST #607 WRITTEN WARNING _______ _________ FIXED EXTINGUISHING SYSTEM FINAL MEDICAL GASPRESSURET ________MEDICALOASFINAL - #609 NOTICEOFVIOLATION _________ #61O VERBAL WARNING Dqac f/adWOOAJc. SEE BACK FOR SPECLNOTEg Imam ftow fARSE TIBLE SAW HWORMSE LE I ••• •• I Section 5416 Health and Safety Code, State of California not less than one water closet for each 20 employees or fractional part thereof working at a construction 1 water closet shall consistof a patented chemical type toilet F ti*'ose of this section the term construction site shall mean the loc a t i o n o n w h i c h a c t u a l c o n s t r u c t i o n o f a butlding laIn progress. (c) A violation of this section shall constitute a misdemeanor. All construction or work for which a permit is required shall be subject to inspection and all such construction or wo r k shall remain accessible and exposed for inspection purposes until appro v e d b y the inspector. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the inspector. DATE ADDITIONAL NOTES .— A- 4 4e1c4t'r 44gL(ft1 Mit4 16 1'o Tb -r o. e L.dU€L. AL... LiriL £ —' - t II. W 'o ('li_i fe1 e FPcQe L1- MOM ' I REGISTERED DEPUTY BUILDING INSPECTOR'S CERTIFICATE OF COMPLIANCE CITY OF CARLSBAD (WEEKLY FINAL REPORT) CITY INSPECTOR Address of Building 2525 EL CAMINO REAL Fabricator ON SITE CERT WELDER. IDATE OF THIS CERTIFICATE Permit 1/21/2011 Number CBC20I7-0202 #214 'TO THE SUPERINTENDENT OF BUILDING: CITY INSPECTOR MR : 10 WHUN I TO WHOM IT MAY CONCERN. I hereby certify that the folllowing portions of the work at the above address which required continuous inspection which I was employed to inspect, were inspected by me and comply with the provisions of the Building Code applicable thereto: Type of inspection: MASONRY REBAR PLACEMENT N CONC OR MIXER WELDING CONC PLACEMENT GUNITE HI-TEN BOLT TENDON PLACEMENT OTHER Description and location of work completed * OBSERVED DRILLED IN ANCHOR AND FIELD WLEDING FOR STORE FRONT GLAZING TRACK IS FRAME. LOCATION PER PLAN: EXISTING BLDG STORE FRONT TS FRAME WORK REF DETAIL PER: - 3/8' X 4') HILTI WEDGE A.B. USED , 3/8' HOLE DRILLED W/ MIN 31/4' EMBEDED TS 1/4X4X4 POST AND HEADERE, EACH END OF CORNER JOINT MIN 3/16' FILLET WELDED ALL AROUND. * FILLER MAL USED: E70XX S.M.A.W. * BY AWS CERT WELDER: NAME - TRISTAN COMBS Size of Structure N/A Time Arrived 9:00 AM No. of Stories N/A Time Left Job 3:30 PM Conc. Mix Design No. Swimming Pool N/A I had sufficeient time to inspect all materials used and placed. I was not emplyed by the contractor, subcontractor or material vendor Registration No. P-014014 (LA) Employed By: OWNER Lab. Independent EI iture Register edDepUty Building Inspector < IKCHAN SHIN Print Full Name DO NOT AMEND, ALTER, CHANGE DELETE, OR APPEND ANY PRINTED PORTION OF THIS CERTIFICATE AS IT WILL RENDER IT NULL AND VOID. IN. Form.07(Rev. 6/1/2005) www. Iadbs org Field Daily Report Project # Job Name: /I Job Address: Report Date:. j / (p (c ,. 1nspcctor j3 AL41 14^e ja - Client: A ,IE License # ew.Exp Date: Contractor* Licensc Required for Inspection: Z. I Can= at Site: - IPermit# c)03 .Jurisdiction Offsite? .DYcs'o . Offsite Location: TYPE OPWC)RX: (check-one 'Reinforced Concrete 0 Preessed ncretQasonry 0 Welding DOther . . Description of Work: LJOE. .. . .' hATE j TASK # REGULAR . 0.1.: TIME . TIME OUT 3 /1 (4(1 . . . -•1 Inspector Name: ._ Signat ire: )< Approved by: . Signature: su~ &1, (Print Name) . Field Project# Job Name: Job Address: Z>Z C '4itAAL& Q— Report Date:. laspcctor: Client: —A. 1 9— License # '. Exp Date; contractor: U_A-/ to Licensc Required for Inspection: (Z. I Contact at Site: Permit# r7 c3 Jurisdiction Offsite? DYos ONO Offsite Location: TYPE OF WORK: (chckone 'Reinforced Concrete 0 Prestressed ncret.4asonry 0 Welding DOther Description of Work: TASK# REGULAR O.T. TIME OUT L/DATJ - [ TIME Inspector Name: Signature: Approved by: - Signature: (Print Name) Field Daily Report Project # Job Name: C,4tA J\ (. Job Address: Z5 _. (.4t i YZAL. J'1 Report Date:. / __________________ Inspector: - Client: - Ucense # Exp Date: 4 Do.i Contractor: Ucensc Required for Inspection: Z. ...tc_.4c4tTL Contact at Site: t cof permit# a_Jurisdicon 5' Offsite DYcs IgNo Offsita Location: (check oneReinforced Concrete 0 w Presssed CncreteQ iasonty C3 Welding 0 Other DescriDion of Work: _L CWi - Apr' =Wj~ I 1 ___ 11E1 TASK# REGULAR O.T. I liME TIME OUT Inspector Name: . Signattre: Approved by: . Signature: Too 1, 1 .14:6- (Print Name) (.J TYPE Or- WORK: EsGil Corporation In (Partners/lip wit/I government for Mudding Safety DATE: 5/11/17 JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0202 U APPLICANT 4RIS. U PLAN REVIEWER U FILE SET:I PROJECT ADDRESS: 2525 El Camino Real Space 149 PROJECT NAME: American Eagle Outfitters - TI LI 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 codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for, the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: L. Spink Telephone #: 412-432-3302 Date contacted:11111-1 (by: ) Email: lspink©ae.com Mail /Telephone Fax In Person LI REMARKS: By: Doug Moody Enclosures: EsGil Corporation 0 GA 0 EJ 0 MB 0 PC 5/2/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad CBC2017-0202 5/11117 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: CBC2017-0202 OCCUPANCY: M TYPE OF CONSTRUCTION: IlIB ALLOWABLE FLOOR AREA: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 5/1/17 DATE INITIAL PLAN REVIEW COMPLETED: 5/11/17 FOREWORD (PLEASE READ): JURISDICTION: City of Carlsbad USE: Retail ACTUAL AREA: 8361sf STORIES: 1 HEIGHT: OCCUPANT LOAD: 254 DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/2/17 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 2016 CBC, which adopts the 2015 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 2015 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 CBC2017-0202 5111/17 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 two corrected sets 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. Please correct the statement on the Title Sheet of the plans to show compliance with the current Codes. The following are the correct current Codes: The 2016 edition of the California Building Code (CBC) adopts the 2015 International Building Code (IBC) and the 2016 California Amendments. The 2016 edition of the California Electrical Code (CEC) adopts the 2014 National Electrical Code (NEC) and the 2016 California Amendments. The 2016 edition of the California Mechanical Code (CIVIC) adopts the 2015 Uniform Mechanical Code (UMC) and the 2016 California Amendments. The 2016 edition of the California Plumbing Code (CPC) adopts the 2015 Uniform Plumbing Code (UPC) and the 2016 California Amendments. The 2016 edition of the California Fire Code (CFC) adopts the 2015 Uniform Fire Code (UFC) and the 2016 California Amendments. The 2016 edition of the California Energy Efficiency Standards. 2. Please provide plans and calculations signed by the California State licensed engineer or architect for the structural support and lateral bracing of the following items. Include all calculations and finding on the plans. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. The structural support of the CU and the AHU showing the existing roof/floor structure adequate. 3. Please clarify the wall legend, indicate on the plans the wall type and reference the appropriate construction details. City of Carlsbad CBC2017-0202 5/11/17 4. Provide a section view of all new interior partitions. Show: Method of attaching top and bottom plates to structure. (NOTE: Top of partition must be secured to roof or floor framing, unless suspended ceiling has been designed for partition lateral load). Show height of partition and suspended ceiling, and height from floor to roof framing or floor framing. 5. 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 EXPANSION/EPDXY ANCHORS YES 6. On the mechanical plans clearly show the limits of ceiling space used as duct or plenum. Clearly show that all material exposed within the plenum complies with CIVIC Section 604.1.1. "Materials shall have a mold-, humidity-, and erosion-resistant face that meets the requirements of UL 181." Combustibles within the plenum space must comply with CIVIC Section 602.2. Flame-spread index of not more than 25 and a smoke-developed rating of not more than 50. Environmental duct systems and product conveying duct systems shall not extend into or through ducts or plenums. CIVIC Section 505.1. 7. Please review the requirements, revise the plans appropriately and imprint on the plans the City of Carlsbad Policies and Procedures for Roof Mounted Equipment to the plans. NON-RESIDENTIAL GREEN BUILDING STANDARDS (Additions and Alterations) The California Building Standards Commission (BSC) has adopted the Green Building Standards Code and must be enforced by the local building official. The Green Building Standards apply to nonresidential additions or tenant improvements throughout California. These standards aDPIv to nonresidential additions of 1.000 sa. ft. or larger or alterations (tenant improvements) with a value of $200.000 or more. CGC Section 301.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. City of Carlsbad CBC2017-0202 5/11/17 Waste management. Note on the plans that the contractor must submit to the Engineering Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Sectiori 5.408.1.1. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled and/or salvaged. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. Recycling. Note on the plans that an identified, readily accessible area shall be provided that serves the entire building for collecting recycling, such as paper, cardboard, glass, plastics, metals, etc. CGC Section 5.410.1. Documentation. Note on the plans that a building "Systems Manual" as listed in CGC Section 5.410.2.5 shall be delivered to the building owner or representative and the facilities operator. Further, note on the plans that the "Systems Manual" shall contain the required features listed in CGC Section 5.410.2.5.1. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 5.504.3. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. Pollutant control. Note on the plans that mechanically ventilated buildings shall provide regularly occupied areas with air filtration media for outside and return air that provides at least a Minimum Efficiency Reporting Value (MERV) of 8. MERV 8 filters shall be installed prior to occupancy. CGC Section 5.504.5.3. Water reduction. Show on the plans the following maximum fixture flow rates from the table below. Revise general notes, plumbing plans, etc. to match. CGC 5.303. MAXIMUM FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals (wall mounted) 0.125 gallons/flush Urinals (floor mounted) 0.5 gallons/flush Showerheads 2 gpm @ 80 psi Lavatory faucets- nonresidential 0.5 gpm @60 psi Kitchen faucets 1.8 gpm @ 60 psi Metering faucets 0.2 gallons/cycle City of Carlsbad CBC2017-0202 5/11/17 16. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. Advisory Note: When alterations, structural repairs or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the following requirements, per Section 11 B-202.4: Existing toilet and bathing facilities that serve the remodeled area must be shown to comply with all accessibility features. Please address the following comments that are the result of the alterations. 17. Show that the water closet is located in a space which provides: A clear space at the water closet in compliance with Section 11 B-604.3.2 (this prohibits any fixtures from encroaching into the clear space at the rear wall). The width of the restrooms will not provide the required clearances A clear space in front of the water closet measuring 60" wide by 48" in front. Section IIB-604.3.1. Seethe following figures. i) Please notice that the 28" clearance required in the previous code (between the water closet and the lavatory) has been changed to a 60" clearance as shown in the figure. City of Carlsbad CBC2017-0202 5/11/17 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 CBC2017-0202 5/11/17 CENTERLINE CENTERLI OF OF FIXTURE. FIXTURE IYj FLUSH ACTIVATOR ON TOEDCE ______ If \\OrwATCR ees€ WIDE SIDE zo Show that at least one water closet fixture shall provide the following, per Section 11 B-604: c) One side of the water closet shall provide 17" - 18" from the centerline of the water closet to the adjacent wall and not the 16" to 18" shown. Per Section 11 B-222. 1, at least 5% (but no fewer than one) of each type of fitting/dressing room in each cluster provided shall comply with Section 11 B-803, as follows: i) Show a 24" x 48" bench: a) Fixed along the wall at the 48" dimension. Detail the connection to the wall. 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 L3 irr City of Carlsbad CBC2017-0202 5/11117 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0202 PREPARED BY: Doug Moody DATE: 5/11/17 BUILDING ADDRESS: 2525 El Camino Real Space 149 BUILDING OCCUPANCY: M BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) TI 8361 46.51 388,870 Air Conditioning Fire Sprinklers TOTAL VALUE 388,870 Jurisdiction Code ICb IBY Ordinance I Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance V I $1,652.01I I $1,073.811 Type of Review: Li Complete Review D Structural Only EJ E Repetitive Fee Other I Repeats Hourly EsGil Fee I $925.131 Comments: in addition to the above fee,an additional fee of $86 is due (1 hour © --- $86/hr.) for the CalGreen review. Sheet I of I macvalue.doc + "0 EC LI PS E EC L PS E - EN G I N.E ER ING .COM ENGINEERING May 19, 2017 City of Carlsbad EsGiI Corporation 9320 Chesapeak Drive - Suite 208 San Diego, CA 92123 Re: American Eagle Outfitters #583 - The Shoppes at Carlsbad —2525 El Camino Road - Space #149 San Diego, California 92008 EEl Project Number: 17-04-166 Plan Check Number = CBC2017-0202 To Doug Moody: This letter was prepared to assist your review of our responses to the comments generated by EsGil Corporation on behalf of the City of Carlsbad Building Department. Please note that Eclipse Engineering, Inc. is only submitting structural calculations for the review comments within our scope of services. All other submittal requirements shall be provided by the project architect or their consultants. Written Response to Review Comments: Comment Please provide plans and calculations signed by the California State licensed engineer or architect for the structural support and lateral bracing of the following items. Include all calculations and findings on the plans. Please include the California license number, seal, date of license expiration and date plans are signed. The structural support of the CU and the AHU showing the existing roof/floor structure adequacy. Response: Refer to the attached structural calculations and approval letter verifying the adequate of the existing framing systems to support the weight of the new mechanical units. Eclipse Engineering, Inc. has only reviewed the structural components within our scope of services, and we do not take any responsibility for any other portion of the project or plan submittal. Please feel free contact us with any questions on this portion of the project. (541) 389-9659 Fa1 Sincerely, Eclipse Engineering, Inc. Matt Galvin, EIT Project Engineer Bend, Oregon (541) 389-9659 Enclosed: Mechanical Unit Support Calculations -- CBC2OI7..0202 2525 EL CAMINO REAL #149 AMERICAN EAGLE: 8,361 SF TI fl DEMO PARTITIONS II INSTALL SHELVING //SOME PME istrong, PE, SE Eclipse Engineering, Inc. 376 SW Bluff Dr., Ste 8 Bend, Oregon 97702 2017.05.19 13:48:00-07'00' 1563020900 2/13/2018 CBC20I 7-0202 BEND 370 SW Did Oft S,áte B. BMA OR 01702 %Z,00, 5- E C L I P S E ECLIPSE- ENGINEERING.COM E N G I N E E R I N G May 19, 2017 American Eagle Outfitters Attn: Scott Leighty 77 Hot Metal Street Pittsburgh, Pennsylvania 15203 Re: AEO #583 Mechanical Unit Anchorage The Shoppes at Carlsbad 2525 El Camino Road - Space #104 Carlsbad, California 92008 Scott, As requested, Eclipse Engineering Inc. has reviewed the addition of the new mechanical air-handling units (AHU's) and condensing units (CU's) to the existing roof structure. We have based our review on the mechanical equipment cut sheets and the information provided to us by American Eagle Outfitters. Two (2) new AHUs are proposed at this project location: each are Lennox TAA-120 (AHUs #1 & #2) and are assumed to not replace any existing mechanical units in the same location. The height, width, and depth of the AHUs are 54.75", 67.25" and 29.5", respectively. The new air-handling units weigh approximately 454 pounds. If any of the actual conditions vary from those described above and within the calculation packet attached here, please contact Eclipse Engineering immediately for review. The AHU's shall be suspended from the floor framing system above per detail attached to the structural calculations here. The two (2) new CUs proposed are Lennox TSA-120 (CUs #1 & #2) which weigh less than the proposed AHUs and are, therefore, okay by inspection and shall be suspended in a similar fashion as the AHUs. Based on the record structural drawings provided to us, the existing joists are steel bar joists spanning approximately 30'-0" between girders and are spaced 7'-6" on center. The General Contractor shall be responsible for verifying, in field, these stated assumptions and if the existing conditions differ from those stated shall contact Eclipse Engineering, Inc. for review before proceeding with the installation. Eclipse Engineering, Inc. has verified that the installation of the new AHUs at the locations shown on Sheet M.0.100 will not increase the forces on the existing joists by more than five percent as allowed for by the CBC, Chapter 34. The tenants and their representatives shall maintain the minimum clearances, as required by the manufacturer, surrounding each of these units. Eclipse Engineering has only reviewed the method of attachment of the new AHUs to the existing framing for the seismic forces as required by the City of Carlsbad. We have also reviewed the adequacy of the existing floor structure to support the loading from the new AHU's. Therefore, we do not take responsibility for any other portion of the structure, structural members not covered within this letter, nor the integrity of the structure as a whole. If you have any questions or concerns about this report or would like to retain us for further structural engineering analysis, please feel free to contact us. Sincerely, Eclipse Engineering, Inc. Matt Galvin, EIT Project Engineer Attachments: Supporting Calculations & Reference AHU MISSOULA WHITEFISH SPOKANE BEND 3I3W9MO8.Ia.MT5802 1O5BakerAie. oE.sh.MT59937 21%RAvao4fl4kmIe.WA992O1 3T6%V9d0ft.M%BffA0R 97102 Pin m4702.Faoo)7a4028 P(499)025.F97471J- 7731.F(509921.5704 59.F(54)37flJ American Eagle Outfitters Store #583 Carlsbad, CA Mechanical Unit Structural Key Plan MLG 5119/2017 U) MG -9-9-9-9- 2W L L . ..I(.f_l..T1. j ... . cli H LOJ E00 SD- of 0I F.-o 10 .••.I0xA ••. . - .• .T RG-I SD-I .............. ... . I1 -â—o---a----a-8- op ...... A - E RA EGRESSCORRIDOR _________________ _______________________________ RG-I RG-1 __ I j ®IIII I III®_ I JEP2 iT 5D-4 505 I I 503 ®?- I I Approximate Location of u I20 existing bar joists spaced 71-611 I '. ifEI' ® -i"L I • 7'-6" on center- I614 17— Tr ir1i1r j4 —Refer to attached cut-sheets ® 1.J I 38X16 BA for AHU-1 and AHU-2 Unit • I&J , , , , , J SDI5 weights and size Ef. . . - . . . . . . . I4I4 RETURN DUCT. COVEJ FZ JSCREEN. BALANCE T01CR1 EXISTING TOILET EXNAUST FAN SYSTEM TO REMAIN. CLEAN AND REFURBISH AS REQUIRED PER NOTES AND SPECS. EXISTING H.C. TOILET ROOMS CU-1 ON ROOF CU-2 ON ROOF SEE ENLARGED TOILET ROOM PLUMBING PLAN (JGGJ() (j)(j()® AND PIPING DIAGRAMS ON DRAWING P.0.100 FIELD VERIFY BELIEVED TO BE EXISTING TIE-IN LOCATION AND CONDITIONS. SEE NOTES AND SPECS. Eclipse Engineering, Inc American Eagle Outfitters RTU 5/19/2017 Consulting Engineers Design Loads MLG LOADING ESTIMATES DL Floor - DL (psf) Steel Bar Joists @ 71-6" O.C. 4.5 20ga Metal Roof Decking 2.5 3-1/2" Normal-Weight Concrete 43.8 Misc 8.0 Total: 58.75 psf Use: 60.0 psf LL Floor - LL (psf) Retail Live Load Use: 75.0 psf DL HVAC - (E) Unit: DL (lbs) Base Unit 0 No existing mechanical known at new unit location Total: 0 lbs Calculate Load on each Corner: 0 lbs (N) Unit: DL (lbs) Base Unit 800 Le: mechanical unit cut-sheets from Lennox state a total weight of approximately 4541b; therefore, conservative to assume 8001b as stated on Sheet M.0.200 Total: 800 lbs ICalculate Load on each Corner: 200 lbs American Eagle Outfitters LLX Store #583 Carlsbad, CA AHU-112 Moment Forces 'S Loading on Existing Joists Conservative to full unit weight centered on existin joists -4fl01b -10 Proposed Loading -101 Existing Loading DL = 6Opsf LL = 75psf Spacing = 7.5ft Loads: LC 2, DL+LL Envelope Only Solution Member z Bending Moments (Ib-ft) (Enveloped) Moment Force under (E) Loading, ME = 113906Ibft Moment Force under (N) Loading, MN = 1188061bft Percent Increase in Moment Force, %M = 4.30% Percent increase is less than the 5% allowed for by Ch. 34 of the CBC; therefore, existing joists OK for moment force Eclipse Engineering, Inc. MLG AEO #583 AHU May 19, 2017 at 9:06 AM 17-04-166 Loading & Moment Forces New & Existing RTUs.r3d Y American Eagle Outfitters ELX Store #583 Carlsbad, CA AHU-112 Shear Forces 15587.5 Proposed Loading 7150 15187.5 Existing Loading 3750 Envelope Only Solution Member y Shear Forces (Ib) (Enveloped) Y-direction Reaction Units are lb and lb-ft (Enveloped) Eclipse Engineering, Inc. I Shear Force under (E) Loading, VE = 155881b Shear Force under (N) Loading, V. = 151871b Percent Increase in Shear Force, %v = 2.44% Percent increase is less than the 5% allowed for by Ch. 34 of the CBC; therefore, existing joists OK for shear force MLG AEO #583 AHU May 19, 2017 at 9:17 AM 17-04-166 Shear Forces New & Existing RTUs.r3d .5 .5 Eclipse Engineering, Inc. AEO #583 5/19/2017 Consulting Engineers Carlsbad, CA MLG CALCULATE SEISMIC DESIGN FORCE - For Non-Structural Components Properties of Components: Air-Handling Unit Height of Roof Structure - h := 20-ft Height of Component Attachment - z:= 36-ft Design Spectral Response Coeff - S0 0.782 Seismic Coefficients: a1, := 1.0 I,:= 1.5 R := 2.5 Weight of Component - 1W1, := 800.ltl Conservative Design Seismic Force: ASCE 7-10 Section 13.3.1 Seismic Force Lower Limit - Fpmin 0.3SDsIp Wp = 281.5 lb Seismic Force Upper Limit - Fpm 1.6SDsIp Wp = 1501.4 lb Seismic Force - 0.4.a. SDS. Wp := .(i + 2..1) = 690.7 lb 'p Lateral Seimic Force - FP: if(Fpi > Fpmin,if(Fpi <Fpmax,Fpi,Fpmax),Fpmin) = 690.7 lb 1'=691 lb I ASD Seismic Force - IFasd 0.7.F = 483 lb Concurrent Vertical Force - := 0.2.SDS.WP = 125.1 lb ""' 00 :~o;000 EC Ll PS E p4aqjr, DATE: 15flqf D lC> DESIGN BY: P74-s •Pl — -G F;c ""c c3c ., =:?.*. L, c - ce: ,. '1 E3 à 2 = CL.&JPP' a 4ZAE&.. 3 CALi -e; cL 0Tb rec.r co,4 CAPAI' Ua•. 01.4 -1et..rr PN coo Cs l.4c:5 IAEO #583 'Air-Handling Unit Restraint 'Carlsbad, CA Unistrut Column Data nrovir1d for rafrn,e nnh, P1001 - BEAM LOADING UNISTRUT MLG 5/19/2017 Uniform Loading at uerlection Max Allowable Span Uniform Load Load Spanh180 SpanI240 SpanI360 In Lbs in Lbs Lbs Lbs 24 1,690 0.06 1,690 1,690 1,690 36 1,130 0.13 1,130 1,130 900 48 850 0.22 850 760 500 60 680 0.35 650 480 320 72 560 0.50 - 450 340 - 220 84 480 0.68 330 250 160 96 420 0.89 250 190 130 108 380 1.14 200 150 100 120 340 1.40 160 120 80 144 280 2.00 110 80 60 168 240 2.72 80 60 40 192 210 3.55 60 50 NR 216 190 4.58 50 40 NR 240 170 5.62 40 NR NR Deft. at Uniform Loading at Deflection Max. Allowable Uniform Span Uniform Load Load Spanh180 Spanl240 Span1360 In Lbs In Lbs Lbs Lbs 24 3,500* 0.02 3,500* 3,500* 3,500- 36 3,190 0.07 3,190 3,190 3.190 48 2,390 0.13 2,390 2,390 2,390 60 1,910 0.20 1,910 1,910 1,620 72 1,600 0.28 1,600 1,600 1,130 84 1,370 0.39 1,370 1,240 830 96 1,200 0.51 1,200 950 630 108 1,060 0.64 1,000 750 500 120 960 0.79 810 610 410 144 800 1.14 560 420 - 280 -168 680 1.53 410 310 210 192 600 2.02 320 240 180 216 530 2.54 250 190 130 240 480 3.16 200 150 100 P1000 - COLUMN LOADING P1001 - COLUMN LOADING 4- Max. Allowable Maximum Column Load Applied at C.G. Unbraced Load at Height Slot Face K = 0.65 K = 0.80 K 1.0 K = 1.2 In Lbs Lbs Lbs Lbs Lbs 24 3,550 10,740 9,890 8,770 7,740 36 3,190 8,910 7,740 6,390 5,310 48 2,770 7,260 6,010 4,690 3,800 3,630 2,960 72 2,080 4,840 3,800 2,980 2,400 3,200 2480 1,980 3,480 2,750 2,1101660 =1 96 1,670 1,510 3,050 1,810 7flfl 2,110 1,660 Max. Allowable Maximum Column Load Applied at C.G. Unbraced Load Height at Slot Face K = 0.65 K = 0.80 K 1.0 K 1.2 In Lbs Lbs Lbs Lbs Lbs 24 6,430 24,280 23,610 22,700 21,820 36 6,290 22,81021,82020,65019,670 48 6,160 21,410 20,300 18,670 16,160 60 600020,21018,67015,52012,390 72 5.620 18,970 16,160 12,390 8,950 64 5,170 16,950 13,630 9,470 6,580 96 4,690 14,890 .11190 7,250 5,040 108 4,170 12,85089505.7303,980 120 3,690 10,900 7,250 4,640 144 2,930 7,630 5,040 'owable Load for P10001 Al Channel (. tz' Unbraced Length PI000IPIOO1_- ELEMENTS OFSECTIQN_ Notes: * Load limited by spot weld shear. a*KL/r>200 NR = Not Recommended. Beam loads are given in LQpJ uniform load (W Lbs) not uniform load (w lbs!ft or w lbs!in). Beam loads are based on a simple span and assumed to be adequately laterally braced. Unbraced spans can reduce beam load carrying capacity. Refer to Page 62 for reduction factors for unbraced lengths. For pierced channel, multiply beam loads by the following factor: "KO" Series.......95% "T" Series .......... 85% flLIIl QflOL "Cl U Cri "113" Series ........ 90% "DS" Series ........ 70% Deduct channel weight from the beam loads. For concentrated niidspan point loads, multiply beam loads by 50% and the corresponding deflection by 80%. For other load conditions refer to page 18. All beam loads are for bending about Axis 1-1. - -- DIMENSIONS - INCHES (MM) - TAA120 AND TAA1SO UPFLOW POSITION SHOWN 67-114 (1708) CONTROL BOX .11 (Alternate Location) / L -f SUPPLY AIR 18-5/8 OPENING (473) American Eagle Outfitters Store #583 Carlsbad, CA AHU-1 & AHU-2 Weight Information included for Reference Only POWER ENTRY HOLES 1-3/8 (35) SUPPLY END VIEW CONTROL BOX (1708) 1(25) 25-3/4 24-7/ TYP. I (654) (429) i_I___ CENTER OF EE GRAVITY -K . FF 1 45 11-1/8 I Ii. (1143)I_ (283) I I I I I I SIDE RETURN 20-5/8 AIR OPENING (524) L----------J_J J AA-- 1(25) RETURN AIR FLANGES 2 TYP. L_(Furnished with Unit. Field Installed) (51) 45(1143) RETURN AIR OPENING (Bottom or Horizontal Applications) INLET VIEW SUPPLY AIR FLANGES (Furnished with Unit, Field 1-3/8 - Installed) irs - cc. ' 541 CONTROL BOX 3/4 2 (1391) (51) CONDENSATE DRAIN ., (Horizontal) 20t5/8 524) 26-1/4 ( I 9 (667) I AIR FLOW II I '3' L 20-5/8(524) (76) I RETURN AIR OPENING (Bottom or Horizontal Applications) DRIVE END VIEW 29-1/2 (749) 18 SIB 1 AIR FLOW - _ BLOWERj %\ \ 4DOOR" \\ COIL / AIR FILTERS DD RETURN AIR FLANGES (Furnished with Unit, Field Installed) 1-5/ (41) CONTROL BOX (Alternate Location) -3 (76) SUCTION (VAPOR) LINE / INLETS/KNOCKOUTS (2) LIQUID LINE / INLETS/KNOCKOUTS (2) _ T 18-518 I (473) 11-7/8 1 16-1/2 I 13021 I (49) I 1-7/8 (356) 48) CONDENSATE DRAIN (Uptlow) CORNER WEIGHTS CENTER OF GRAVITY AAIBBICCIDD I EE I FF 126 571101 461101 461126 57133-1P2 851 124-1/2 622 Total Weight = 4541b; conservative to assume total operating weight of 8001b per Sheet M.0.200 TA 6 to 20 Ton R-41 OA Air Handlers I Page 32 11 wcos I 4/12017 Design Maps Summary Report IJSGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available In 2008) Site Coordinates 33.178140N, 117.33078°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category 1/11/111 I •' •i I • ' .., -. ---- -w,n MOUNT N A! -'' I t_ lK Oceansidi\ Z' IC-1 Mc.Cldlai ' . -. nar Ai,pór - •• - - — - 'AtórtM \\ vk •- •-'• ..\ - USGS-Provided Output S= 1.111g SMS= 1.173g SDS = 0.7829 S1 = 0.428 g SM1 = 0.672 g S01 = 0.448 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEq Resp1se Spectrum Oesign Response Spectrum ill 1.31 1110 CLW aAa a72 am az a2' 0.12 ao XI Period. T (see) Period.T (see) For PGA,, T1, CRC, and CRI values, please view the detailed report. Although this Information Is product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. EC LI PS E I AEO #583 - CARLSBAD, CA 17-04-166 E N G I N E E R I N G I FAT- flAAlkI flV• nQirJ 7'-6" MAX OC MIN. 118" THICK FRAMING CLIP W/ MIN. (2) #12 TEK SCREWS TO BOTH HSS AND TOP CHORD OF (E) BAR JOIST (E) FLOOR FRAMING ABOVE (E) BAR P1000 DIAGONAL SEISMIC BRACING -TYP EA HSS, (2) TOTAL - CLIP TO HSS W/ MIN. 1J8" THICK JOISTS FRAMING CLIP AND MIN. (2) #12 TEK SCREWS TO LOCATE HSS WITHIN 6" OF BOTH HSS AND CLIP 3" OPEN-WEB JOIST PANEL ol POINT-TYPICAL .. 1J2"0 U-BOLT - TYPICAL HSS3X3X]J8 -MAX SPAN = 7.5 FT -TYP OF (2) II / •'. I/I / 4. II II II II II II I I THRU HSS -TYP OF (4) Wø ROD THREADED II II II II II II II II I, ( AHU WEIGHT = 800 Ib) _ I '- UNISTRUT CHANNEL NUT W/ SPRING P1001 UNISTRUT -MAX LENGTH = 8'-0" P1000 DIAGONAL SEISMIC BRACING -TYP EA SIDE AND IN EA ORTHOGONAL DIRECTION, (4) TOTAL - CLIP TO PERPENDICULAR UNISTRUT wl P1546 OR SIMILAR ANGLE CLIP AND BOLTS TRANSFORMER SUPPORT SCALE: 3/4U = Wolff, Mark Subject: Weekly Conference Call Notes 1. Store 2273 Woodbury insert cab 5-15-17 7:30 pm Lexington Concrete tops- AE Ordered- Pickup Outlaw 5-25-17 314 Fred ricksbu rg -store review comments Lex Ave AE Fixtures in production Delivery Date 6-24-17 Ceruse Sample 2 way sign Sample Cot Leather Distress Zinc samples S. Mexico Lex Fixtures 6-2-17 6. DSW Replacement Seating cubes Could have been slightly smaller in hindsight. Foam cushion with "plastisol" "sneaker detail" coating did not come out as expected. We should replace these with a different substrate asap. Seating cube could have been a little smaller and literally been all seating surface on the top. Mirror on base Is functional however needs to be adjusted to be at the correct angle in order to view your new kicks ... (Store personel can accomplish easily) Wardrobers Finishes are good. Dislike the floating effect being on wheels. Like that these are not on wheels for 58th and lex - Wish they were open tube metal frames in the future allowing for more visibility. Need to make sure that we are not over filling these and are presenting only clean programs, adjusting for sell through. Will need to address. We still need to solve to the Wardrober marketing endclip. In the future possibly omit these from presentations 7. Cash Wrap replacements Store 239 tops 5-5-17 9:00 pm Store 260 Tops 5-4-17 9:00 pm AE#204- Cedar Park, TX - c/w is bubbling- happening more every day AE#176- Morgantown, WV - Casey (sp?) reports that tops are all good. AE#294- Baton Rouge, LA—Jermaine (sp?) reports that all tops are good - having no issues at all. AE#689- Naples, FL- Kierston reports that all tops are good - smooth- no problems. AE# 347- Concord, NC - Liz reports that all tops are good. 1 Tailgate Todd Snyder Fabric Bins AE Gifting - Prototype -Delivery date Purchase Order Pricing LEX AE Gifting Table Scott Schubert ShowBest Fixture Corp 804.672.49055 p (MWJ 804.306.7008 Cell scott(ãshowbest.com www.showbest.com Copyright 0 and (P) 1988-2012 Microsoft Corporation and/or its suppliers. All rights reserved. http:llw.w,.mrjosoft.comlmappointl Certain mapping and direction data 02012 NAVTEQ. All rights reserved. The Data for areas of Canada includes information taken with permission from Canadian authorities, including: © Her Majesty the Queen in Right of Canada. 0 Queen's Printer for Ontario. NAVTEQ and NAVTEQ ON BOARD are trademarks of NAVTEQ. @2012 Tale Atlas North America, Inc. All rights reserved. Tele Atlas and Tele Atlas North America are trademarks of Tele Atlas, Inc. © 2012 by Applied Geographic Solutions. All rights reserved. Portions 0 Copyright 2012 by Woodall Publications Corp. All rights reserved. Rolf Ar?ong, Ecli 2-nPa7i . elofflo,.Irm 376 SWABkjff Dr4 Bend, Oregon 770 2017.O474:5!07'00' 1-Z :,100-o. - E C L I P S E E N G I N.E E R 1 N G ECLIPSE-ENGINEERING.COM Structural Calculations Steel Storage Racks Pipp PC Manual Carriage with Retail Shelving for Pipp Mobile Storage Systems, Inc. American Eagle Outfitters — Store #583 The Shoppes at Carslbad 2525 El Camino Road — Space #104 Carlsbad, California 92008 Prepared For: American Eagle Outfitters 77 Hot Metal Street - 6th Floor Pittsburgh, PA 15203 Please note: The calculations contained within justify t'' - - - mobile base supports, and the connection to the existii required by the 2016 California Building Code. These st CBC20I7-0202 2525 EL CAMINO REAL # 149 AMERICAN EAGLE: 8,361 SF TI II DEMO PARTITIONS II I INSTALL SHELVING II SOME PME MISSOULA COLUMBIA FALLS 1563020900 fl3WesIMaM. sate aMisea. MTSS8O2 729 Neeus Avu StteD. Cotumbla Fatta. MT 50912 2/13/2018 Mun(40G)721.5733 -Fax O6)721.4988 FItan(406)B921201. Fax 40N92-230 CBC20I 7-0202 " 4 ECLLPSE AEO #583 E rsi:G I N E E R I N. G Carlsbad, CA 411212017 Roll Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2016 CBC & ASCE 7-10 - 13.3.1 & 15.5.3.4 11-shelf - 1st Floor Design Vertical Steel Posts at Each Corner - Shelving Dimensions: Are Shelving Units set as Single Depth (1) or Back to Back (2)? N,:= 2 Total Height of Shelving Unit- h := 10.00-ft p11 := lb-ft— 1 Width of Shelving Unit - w := 4.00-ft psf := lb.fF 2 Depth of Shelving Unit- d:= N•(1.33.ft)= 2.66ft pcf:= lbff3 Number of Shelves - N := 11 kips := 1000•1b Vertical Shelf Spacing- S := 12.00-in ksi := kips •in 2 Shelving Loads - Maximum Live Load on each shelf is 50 Ibs: Weight Load in Design Live Dead Load per shelf- psf- Load on Shelf- on Shell- WI1 W1 N.(50.1b = 1001b LL := - = 9.3985•psf LL := LL = 9.3985•psf DL := 2.00•psf w•d Section Properties of 3/4" x 1 9/16" x 16 Gauge Steel Channel: Modulus of Elasticity of Steel - E := 29000 •ksi Steel Yield Stress - F := 33. ksi Physical Dimensions of Channel: Density of Steel - psteel := 490•pcf Channel Width - out-to-out - b,:= 1.5625•in Channel Depth - out-to-out - d:= 0.750-in Radius at Corners - R,:= 0.188-in Channel Thickness (16 Gauge) - t:= 0.0598•in Channel Width -CL-to- CL - Channel Depth- CL - to - CL- b:= b-0.5t= 1.5326 -in dc := d—t=0.6902-in Radius of Gyration in x and y - r,:= 0.4982 .in r := 0.3239.in Section Modulus in x and y - S := 0.0504-in 3 S, := 0.0628-in 3 Moment of Inertia in x andy - l, 0.0474•in4 l, := 0.0236•1n4 Full & Reduced Cross Sectional Area's - A f := 0.2246. in2 Apr := 0.1268. in2 Length of Unbraced Post - Effective Length Factor - Weight of Post - W := psteel-Apf - ht = 7.64 lb Total Vertical Load on Post - L:= S= 12.00-in L:= S= 12.00-in K:= 1.7 K:= 1.7 Vertical DL on Post - DL•w.d.N + W = 66.161b 2- Nu P, := Pd + P1 = 341.16 lb L1:= S= 12.00-in K1:= 1.7 Vertical LL on Post- LL•w•d•N = 2751b 2-N 1 ECLIPSE AEO #583 411212017 N .G I N E E R I .N G. Carlsbad, CA Rolf Armstrong, PE Floor Load Calculations: Weight of Mobile Carriage: W 40.Ib Total Load on Each Unit: W:= + Wr = 1404.65 lb Area of Each Shelf Unit: A,:= (w + 6in).(d + 6-in) = 14.22ft2 Floor Load under Shelf: PSF := = 99.ps NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING Find the Seismic Load using Full Design Live Load - ASCE-7 Seismic Design Procedures Building's Risk Category- BRC := 2 Importance Factor- lIE :=1. Determine Sand S from maps- [S := i.ii [s1 := 0.42 Determine the Site Class- SSC := Determine Fa and F - Fa = 1.0556 F = 1.572 Determine SOS and SDI - t S0s:= (Fa Ss) = 0.782 {SOI := (F.S1) 0.449 El Seismic Design Category - ISDC = "D" I Structural System - Section ASCE-7 Sections 13.3.1 & 15.5.3.4.: 4. Steel Storage Racks R := 4.0 := 2 R:=R a:=2.5 Total Vertical DL WI) 24 lb Total Vertical LL LoadonShelt - Wd:= DLwd+ N2—= Load on Shelf - Seismic Analysis Procedure per ASCE-7 Sections 13.3.1 & 155.3.4: Average Roof Height - hr := 35.0-ft Height of Rack Attachment - O.4•aP•SDS ' ')=0.195 Seismic Base Shear Factor- v := l 1+22 Rp h) Ip Cd := 3.5 I: 1.0 W1:= LL.wd= 100Ib (9-0" For z:= 0.0ft Ground floor) Shea! Factor Boundaries- Vimin 035DS'p = 0.235 Vtmax : 1•65D5'p = 1.251 Seismic Coefficient - fvt := min (max(vtmjn , Vt), Vtm ) = 0.235 Overstrength Factor - := 2.0 NOTE: By ASCE 7-10 Section 13.3.1 0 does not apply for vertically cantilevered architectural systems. 2 ECLi PSE ' AEO #583 4/12/2017 I N E E R I N G Carlsbad, CA Rolf Armstrong, PE Seismic Loads Continued For ASD, Shear may be reduced - Seismic DL Base Shear - DL Force per Shelf: Seismic LL Base Shear- LL Force per Shelf: 0.67 0 LL Force per Shelf: ASP V := 0.7.Vt = 0.164 Vtd := Vp.Wd.N = 43.451b Fd := Vp.Wd = 3.951b V0 := V.Wi.N = 180.61 lb F1 := VW1 = 16.42 lb F1.67 := 0.67.V.W1 = 11 lb kREP V4:= V= 0.235 Vtd4 := Vp,.Wd.N = 62.071b Fd4 := V•Wd = 5.641b V := V4.Wi.N = 258.01 lb F14:= V.W1 = 23.46 lb F1674 := 0.67•V, •W1 = 15.72 lb Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions - Condition #1: Each Shelf Loaded to 67% of Live Weight: Cumulative Heights of Shelves - H1 := D.O.S + 1.0•S + 2.0•S + 3.0.S + 4.0S + 5.0.S + 6.0S + 7.0.S + 8.0S + 9.0.S + 10.0•S H2 := 0 H := H1 + H2 = 55.00ft Total Moment at Shelf Base- M:= H•Wd + H•0.67W1= 5008.25 ft- lb Total Base Shear- := Vtd + 0.87.Vti = 164.4I} .V14 := Vtdd, + 0.67•V14, = 234.94 lb Vertical Distribution Factors for Each Shelf - Wd.O.O•S + W1•0.67•0.0•S C1 := = 0.000 Mt F1 := c1.(v1) = 0.00 F14 := C1-(V14) = 0.00 Wd 2.O•S + W1.O.67.2.0.S C3 := = 0.036 M1 F3 := C3.(V1) = 5.981b F34 := c3.(v14) = 8.541b Wd•4.O•S + W1.0.67.4.0•S C5 := = 0.073 Mt F5 := C5.(V1) = 11.9611) F54 := c5.(v14) = 17.091b Wd•l.OS + W1.0.67.1.0•S C2 := = 0.018 M1 F2.:= c2.(v1) = 2.991b F24,:= C2-(V1,) = 4.271b Wd•3.0•S + W1.0.67•3.0•S C4 := = 0.055 Mt F4 := c4.(v1) = 8.971b F44 := c4.(v14) = 12.811b Wd•5.0•S + W1.0.67•5.0•S C6 := = 0.091 Mt F6 := c6-(v1) = 14.951b F4 := C6.(V14) = 21.361b Wd.6.0•S + W1.0.67•6.0•S C7 := = 0.109 Mt F7 := C7.(V1) = 17.941b F74 := C7.(V14) = 25.63 lb Wd.7.0.S + W1.0.67•7.0.S =0.127 M1 F8 := c8-(v1) = 20.931b F84 := c8.(v14) = 29.901b 3 4 'o-O EC L 1, PS E AEO #583 4/12/2017 ENGINEERING Carlsbad, CA Roll Armstrong, PE Wd•8.0•S + W1 0.67•8.0•S C9 := =0.145 Mt F9 := c9.(v1) = 23.921b F90 := c9.(v14,) = 34.171b Wd•lO.O•S + W1.0.67•10.0.S C: = 0.182 M, F. := Cj1..(V1) = 29.901b Fn,: c(V1,) = 42.721b C1+C2+C3+C4+C5+C6+C7+C8+C9+C10+C11=1 Coefficients Should total 1.0 Force Distribution Continued: Condition #2: Top Shell Only Loaded to 100% of Live Weight Total Moment at Base of Shell - Wd•9.0.S + W1.0.67•9.0•S C10 := Mt = 0.164 F10 := C10-(Vi) = 26.911b F10 , := c10.(v1 ) = 38.441b Mta := H•Wd + (N - 1).Sw1= 2323ftlb Total Base Shear- V2 := Vtd + F1 = 601b := Vtd + F1 = 861b WdO.O•S+ 0.W1.0.0.S Wd•l.O•S+ 0•W1• 1.0S C31 := =0 C2a := = 0.01 Mta Mta F:= c.(v2)= 0 F:= Cla (V2) = 0 F2a:= C2a.(V2)= 0.61b F2ac0= C2a (V2) = 0.91b W Coefficients C + C2a + C3a + C4a + C5a + C6a + Cia + Ca + C9a + Cioa + Cua = 1 Should total 1.0 Condition #1 Controls for Total Base Shear By Inspection, Force Distribution for intermediate shelves without LL are negligible. Moment calculation for each column is based on total seismic base shear. Column at center of rackis the worst case for this shelving rack system. Brace Spacing in Short Direction of SheMng System: Maximum Offset at the Bottom: Zb := 1.25-in Height of Brace: hb := 4.75-in Maximum Dist to Rivet/Screw. z := 0.375-in Spacing of Rivet/Screw. s,:= 4.00-in Number of Braces Used in Shelving System: Et Nb := < (16.ft, 5, "NG"JE + Nb.hb)]] + 2•; = 34jfl1 —1 Column Design in 1 5b Bending Stress MS Short Direction: M : -.- .max(V1, v2) = 58.25ft.lb on Column - Sx 1bx := - = 13.87•ksi Nu-2 2 Allowable Ratio of Allowable! = 0.70 J MUST BE LESS Bending Stress- Fb 0.6.F = 19.8 ksi Ultimate Stress- IFb THAN 1.0 Bending at the Base of Each Column is Adequate 4 ECLIPSE AEO 1/583 4/12/2017 E N G I N E E R I N G Carlsbad, CA Rolf Armstrong, PE Deflection of Shelving Bays -worst case is at the bottom bay - the hilowing is the list of shears used in deflection equations. V 1:=V1—F1=164lb VA2:=Vl—F2=161lb V 3:=V,2 —F3 =155I1) V:= V2 - Fla = 601b V2a:= V- F2a = 59 lb V3a:= V2a F3a = 581b 1 max (V i,Voja).S3 -. s 1 max(V2,V2a).S3 4.3071 x 10 = 2786.10 2 := - = 0.004-in N•2 12•E.I A, N•2 12-El EEl : 0.05. ht = 6. in := Al + A2+ A3 + A4 + A5 + As + A7 + As + As + A10 + An = 0.0302•in <a "Deflection is Adequate" , "No Good") = "Deflection is Adequate" Note: The deflection shall not exceed 5%H1, so shelving deflection is adequate. Moment at Rivet Connection: Shearon each rivet- dr: 0.25-in Steel Stress Vr - v := - = 9.49•ksi on Rivet Ar M3 Vr : =465.971t 1.5-in Ultimate Stress on Rivet (SAE C1006 Steen - dr21t Ar : = 0.0491 -in 4 Fur := 47.9ksi Omega Factor (ASD) - r 2.0 Allowable Stress 0.4F Ratio of Allowable! ltV = 0 1 MUST BE LESS THAN 1.0 on Rivet - Fvr := r ur = 9.58.ksi Ultimate Stress - RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves: Seismic Vertical Vertical Dead Component: E,,:= 0.2SDs (DL + LL) wd = 18.961b Load of Shelf: D := (DL + LL) .w.d = 121.28 lb Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same. Net Uplift Load on Shelf: F := E— 0.6.D F = —53.801b Note: This uplift load is for the full shelf. Each shelf will be connected at each corner. Number of Shelf Uplift Force Fu Connections. N per Corner: : - F 0 = 13.45 lb N NOTE: Since the uplift force is negative, a mechanical connection is not required.I 5 -0-0 "EC L iPS E AEO#583 4/12/2017 E N. G: I N E E R I N G. Carlsbad, CA Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses - 2 E (Tex 0ex = 170.70 .ksi L X—rx \2 Distance from Shear Center t.d2 . bcc2 e := ec = 0.3529 -in to CL of Web via X-axis 4• I, Distance From CL Web to ;:= 0.649•in— 0.5•t x= 0.6191 -in Centroid - Distance From Shear Center ; x + ec x0 = 0.972-in to Centroid - Polar Radius of Gyration - r0 := Ir x2 + r2 +x,2 r0 = 1.1393. in Torsion constant- J 1.(2.b.t3 + d.t) J = 0.00028 -in ' t•b3•d2 (3•b•t+ 2•d•t" Warping Constant- C:= J C= 0.00653 -in 12 6•b•t+ d•t Shear Modulus - G := 11300 •ksi 1 T2EC G•J+ at = 46.2734ksi Apr1o2 (K.L)2 0.2721 Fet := [(oex + crt) - J(oex + a-.)2 - 4-0 - a., a]t Fet = 38.2384•ksi 2-0 Elastic Flexural Buckling Stress- F6 : if(F6 < 0ex' Fet, a) F0 = 38.2384•ksi Allowable Compressive Stress- F := {F0 > LY , F{1 - ___!_J Fe] F = 25.8802.ksi 2 F. Factor of Safety for Axial Comp. - := 1.92 6 EC L I PSE AEO #583 4/12/2017 ENG I N E E R I N G. Carlsbad, CA Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange: Flat width of Flange - Flange Plate Buckling Coefficient - Flange Slenderness Factor- Effective Flange Width - Determine Effective Width of Web: Flat width of Web - Web Plate Buckling Coefficient - wf:= b— 0.5•t 1.052 Wf I LE IR t ( 0.22'\ 1 pf:=l 1--lU— L be := it(Xf > 0.673, pf.Wf, Wf) w := d - Wf= 1.5326•in kf:= 0.43 X f= 1.2283 Pr = 0.6683 be = 1.0243 -in w= 0.6902 -in k:= 0.43 1.052 W = 0.5531 Web Slenderness Factor- > := ._•/_ Pw := 1 - T -J Pw = 1.0888 Effective Web Width - he := if(X> 0.673, Pw Ww, w) he = 0.6902 Effective Column Area - Ae t (he + 2 be) A9 = 0.1638. in2 Nominal Column capacity- P := A,.Fn P,1 = 42391b Pn Allowable column Capacity - P8 := - Pa = 22081b no Check Combined Stresses - 2 ir •E•l P,,,:= 1X• LX) D - c 32599.86 lb rx cr := Pcrx cr = 32599.86 lb Magnification Factor- a:= 1 - PP) = 0.980 Cm 0.85 'c Cm fbx Combined Stress: 1LP'P + =.76 FbOL Final Design: 3/4" x 19116" x 16 GA. CHANNEL POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: P, is the total vertical load on post, not 67% live load, so the design is conservative 7 EcLI PS E AEO #583 E NG I N E £ R I N G Carlsbad, CA STEEL STORAGE RACK DESIGN - cont'd Find Overturning Forces: Total Height of Shelving Unit - ht = lOft Width of Shelving Unit - w = 4 ft Depth of Shelving Unit - d = 2.66ft WORST CASE Number of Shelves - N = 11 Vertical Shelf Spacing - S = 12. in Height to Top Shelf Height to Shelf h (N + i) Center ofG - h 0 .= ht= 10 ft Center of G- C 2 •S= 6 ft From Vertical Disthbution of Seismic Force previously calculated - Controlling Load Cases: ASD Ma : F1.0.0•S+ F2.1.0•S+ F3•2.0•S+ F4.3.0.S+ F5.4.0S+ F6•5.0.S+ F7 6.0S Moments - Mb := F8.7.0S + F9-8.0•S + F10•9.0•S + F11. 10.0-S LRFD Ma4,:= Fl .0.0.S+ F2 .1.0•S+ F34,.2.0.S+ F4 •3.0.S+ F54,•4.0•S+ F8 ,•5.0.S+ F7 ,.6.0•S Moments- Mb1,:= F8 •7.0•S+ F9 .8.0.S+ F10 .9.0.S-i- F114,1O.0.S 411212017 Rolf Armstrong, PE For Screws-ASD Weight of Rack and 67% of LL - W1:= N.(0.6 - 0.14.SDs).(Wd + 0.67.W1) = 491.351b Overturning Rack and 67%ofLL- Mi := Ma + Mb= 1151.21ftIb Seismic Rack and 67% M1 W1 of LL Tension & Shear- T1 := - - 187.11 lb V1= 164.461b W1 := N.(0.9 - 0.2.Sos).(Wd + 0.67.W1) = 744.86 lb M1 Ma + Mbl, = 1644.59 ft1b !1-4) 1 W1 ---= 245.841b V14, = 234.94 lb Weight of Rack and 100% Top Shelf - W2 := (0.6— 0.14.SDs).(Wd.N + w1) = 178.88 lb Overturning Rack and 100% Top Shelf- M2 := Vtd.hc + Fi•h 0 = 424.90 ft- lb Seismic Rack and 100% T2 := M2 - - W2 - = 70.301b of LL Tension & Shear - d 2 V2 = 59.871b W24, := (0.9 - 0.2.SDs).(Wd.N + w1) = 271.17 lb M2 , := Vtdd,.hc + F14,. htp = 607.00 ft- lb M24, W24, T24,:= -------=92.61lb V4, = 85.531b Force on Column Screws & Anchors: Tension Single - Tsmax : max(11 , T, 0.1b) = 187.11 lb (V1 v2 Shear Single - Vsm := maxl - - I = 82.23 lb L2 2) Tsm := max(T14, , T4, , 0. lb) = 245.84 lb Vsm, MaX (V14' 24J --,-j-. =117.471b 8 -4 0-0 " E C L I - PS, E AEO #583 4/1212017 E N.G I N E E R I N G Carlsbad, CA Rolf Armstrong, PE STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL Tension (Uplift) Force T:= 50 lb Yield Stress of := 36•ksi at Corner Angle Steel: Thickness of Angle: t,:= 0.075-in 14 ga Foot Plate Width of Angle Leg: b,:= 1.25-in Length of Angle L,:= 1.375-in Section: ba ta2 Distance out to L := O.75in Section Modulus Se = b.0O12in3 Tension Force: of Angle Leg: 6 Design Moment on Angle: M:= T.L= 3.125ft.lb Bending Stress on Angle: M := - = 32.ksi Se Alimmohla Manrfind Pfn nf fk IllJVVClJ l.Jul lull 1b Stress: Fb := 0.90.F = 32.4•ksi Allowable Loads: -- Fb = 0.988 MUST BE LESS THAN 1.00 Ultimate Tensile Gross Area of Strength of Clip: F:= 65•ksi the Clip: Agc : ba ta 0.0938•in2 Effective Net Agc - [ta.(0.375.in)] = 0.0656•in2 Areaàt the Clip: AN Limiting Tensile Strength of Clip: Icmax4, := min[(0.90.Fyp.Agc) , (0.75Fup Aec)] = 3037.5 lb Tcmaxch > "Checks Okay" , "No Good") = "Checks Okay" ] 14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE. TAB CONNECTIONS CAPACITIES - AISI E 5.3 Omega for Block Shear, Tension Yield & Rupture (ASD) - Specified Yield & Rupture Stress of Clip/Post, Respectively - sr : 2.22 y= 1.67 fi:= 2.00 F,:= 36ksi F := 52k5i Tab Shear - ASD Gross Area. A := t-1-in = 0.0598•in2 NetArea - A:= 2.t.(.in= 0.0449 -in 2 L 8) 0.6•F•A Yield Strength - V,, := nsr = 436.38 lb O.6• F •A Rupture Strength - V,,, := = 630.32 lb sr Allowable Strength - Vat := min (v, v) = 436.38 lb Tab Tension .ASD Agt := t-1.5-in = 0.0897•1n2 At := 2.t{_)in = 0.0374•in2 F•Agt Tny:= 1___ = 1933.651b 1ty Tnu fu -Ant = 971.75 lb tr Tat := min (T,T) = 971.75 lb 9 ECLIPS E AEO #583 EFSJG IN E E R I NG Carlsbad, CA Block Shear - ASD Gross S Net Area's- A t.1•in = 0.0598•1n2 := t.(2.)n = 0.0224in2 At := t.(__)in = 0.0187•in2 Yield Strength- R:= ._1 .(0.6.Fy.Agy + 0.6FAnj= 844.47 lb nsr Rupture Strength- R:= __ (O.6FA+ 0.6FAnj= 577.80 lb nsr Allowable Strength - Rat := min(R, R) = 577.80 lb 4/12/2017 Rolf Armstfong, PE BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ): Single Anchor - LRFD Ref Attached 'HILTI' PROFIS calcs for V & I Allowable Tension Force - T,:= 10511b Values Allowable Shear Force - V,:= 1466.1b DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Single Tab - ASD Allowable Tension Force - T,,, := min(min(Vat, Tat), Rat) = 436.38 lb USE HILTI KWIK BOLT TZ ANCHOR (or equivalent) - := USE 3/8"+ x 211 embed installed per the requirements of Hilti Combined Loading (Tsmax + vsmaxio = 0.10 <1.00 OKAY (Single Anchor) - Tas ) Vas ) Tension Loading Lsm = 0.43 I <1.00 OKAY (Single Tab) - I Tasi 10 oaw000-ECLI P.S E AEO #583 4/12/2017 E r(.;G I N E E R I N G. Carlsbad, CA Rolf Armstrong, PE Strap Bracing on Backside of Shelving Units: Total Seismic BaseShear - 2Vsm = 164.459 lb Shear Force on Backside into Braces - Vb 2Vsm 2 = 82.2295 lb Vb = 82.2295 lb Number of Shelf Racks Supported by Brace - Nb := 1 Use two braces on side of shelf 2 (vb. h:c \2 Tension Force into Brace - Tb := Nb .j Vb + Tb = 148.24 lb USE 0.75" x lsga STRAPS Width of Strap- b:= 0.75-in Thickness of Strap- t:= 0.0478•in Area of Strap- A := As = 0.0358in2 Tb- Tension Stress inStrap - f:= 4.14•ksi As Allowable Tension Stress - Ft := 0.6•33.ksi Ft = 19.8.ksi Ratio of Allowable Loads - - = 0.21 MUST BE LESS THAN 1.0 Ft USE #10 SCREWS or RIVETS TO CONNECT STRAP TO FRAME: Shear Capacity of #10 Screw - V := 263-lb Connecting to 18ga metal (per Scalco) Number of Screws Required - N,:= -VC INs = 0.5641 USE: mm (1) #10 SCREWS or RIVETS AT EACH END OF STRAP VERIFY HILTI BOLT CONNECTION FROM STRAP: Tension Force from Brace- T:= Nb.Vb.— h T 123.341b (Vertical Component) W Shear Force from Brace - Vh := Nb.Vb Vh = 82.2295 lb (Horizontal Component) Per ASCE 13.4.2 (T7 T' (Vh Combined Loading- I + I I = 0.07 MUST BE LESS THAN 1.0 T55) L0.7Vas) 11 oopoo-o E C . LIPSE AEO #583 4/12/2017 ENG'l NE E R I N G Carlsbad, CA Rolf Armstrong, PE Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 1a3.1: Average Roof Height - hr = 35tt Height of Rack Attachments - Zb := z + ht Zb = lOft (At Top for fixed racks connected to walls) Seismic Base Shear Factor - 0.4•a •S05 ( Vt:= •I1+ z1\ 2.— I Vt= 0.307 RpL h) Ip Shear Factor Boundaries- Vtmin : 0.3Sos lp = 0.235 Vtma, := 1.6•SDs lp = 1.251 Seismic Coefficient - := min(max(Vtmjn , Vt), Vtm ) = 0.307 Number of Shelves - N = 11 weight per Shelf- Wtj = 100 lb Total Weight on Rack- W1:= 2.(Pd + 0.67.P1) WI = 500.83 lb Seismic Force attop and bottom- 0.7• V• W1 2 T T, = 53.841b Connection at Top: Standard Stud Spacing- Sstud := 16. in Width of Rack - w=4ft Number of Connection Points on each rack - N:= max[23(floor(TI tud !--) ) j= 3 ) Capacity per inch of embedment into wood Nailer- W : 135 in For Steel Studs: Force on each connection point - Iv F,:= - = 17.951b N Required I F Embedment Depth - d := - = Ws T20 := 84-lb Pullout capacity for #10 Screw in 20 ga studs (per Scafco) - Connection at Bottom: Ratio of Allowable Loads for anchors into slab - Ratio of Allowable Loads I F for screws into walls - 1120 Iv MUSTBE n = 0.10 t, V.!i MUST BE <1.0 MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE AT THE BASE. 12 Weight of Post - W := psteeI•Apf .h1 = 7.64 lb Vertical DL on Post - DL.w.d•N + W = 28.921b 2 N Total Vertical Load on Post - P := Pd + p1 = 328.92 lb Oo! EC L I P S E AEO #583 E N.G I N EE R I N G Carlsbad, CA 4/12/2017 Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2016 CBC & ASCE 7-10 - 13.3.1 & 15.5.3.4 4-shelf - 1st Floor Design Vertical Steel Posts at Each Corner - Shelving Dimensions: Are Shelving Units set as Single Depth (1) or Back to Back (2)? N,:= 2 Total Height of Shelving Unit- h1:= 10.00-ft plf:= lb-ft 1 Width of Shelving Unit- w:= 4.00-ft psf:= lb•ft2 Depth of Shelving Unit- d:= N(1.33ft)= 2.66ft pcf:= lb•ft3 Number of Shelves - N := 4 kips := 1000•1b Vertical Shelf Spacing- S:= 40.00-in ksi := kips-in 2 Shelving Loads - Maximum Live Load on each shelf is 150 Ibs: Weight Load in Design Live Dead Load persheff- psf- Load onShell - on Shelf - W := N.(150.lb) = 3001b LL1 := WI' - = 28.1955•psf LL := LL = 28.1955.psf DL := 2.00.psf w•d Section Properties of 3/4" x 19/16" x 16 Gauge Steel Channel: Modulus of Elasticity of Steel - E:= 29000. ksi Steel Yield Stress - F := 33. ksi Density of Steel - psteel := 490pcf b := 1.5625•in Channel Depth - out-to-out - d,:= 0.750-in R := 0.188-in Channel Thickness (18 Gauge) - t:= 0.0598in Channel Depth-CL-to-CL- d,:= d0 — t= 0.6902•in r:= 0.4982 -in r:= 0.3239•in 0.0504 in3 S:= 00628in3 l:= 0.0474•in4 I:= 0.0236•in4 A t := 0.2246•in2 Apr := 0.1268•in2 := S = 40.00-in L := S = 40.O0• in L1:= S= 40.00-in K:= 1.7 K:= 1.7 K1:= 1.7 Vertical LL on Post- p1 := LL.w.d.N = 3001b 2-N 13 Physical Dimensions of Channel: Channel Width - out-to-out - Radius at Comers - Channel Width - CL-to - CL - b:= b0 -0.5•t= 1.5326 -in Radius of Gyration in x and y - Section Modulus in x and y - Moment of Inertia in x and y - Full & Reduced Cross Sectional Area's - Length of Unbraced Post - Effective Length Factor - -40-0 EC LI PS E 4/12/2017 E N;G I N E E R I N G Carlsbad, CA Rolf Armstrong, PE Floor Load Calculations: Weight of Mobile Carriage: W 40.lb Total Load on Each Unit: W 2.NU.PP + W = 1355.691b Area of Each Shelf Unit: A := (w + 61n) .(d + 6. in) = 14.22 It' Floor Load under Shelf: PSF := .! Au = 9711 NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING Find the Seismic Load using Full Design Live Load - ASCE-7Seismic Design Procedure: Building's Risk Category- BRC 2 Importance Factor- Determine Ss and S from maps - Determine the Site Class - EEl Determine Fa and F - Determine Ss and S01 - El Seismic Design Category - Structural System - Section ASCE-7 Sections 12.3.1 & 15.5.3.4.: 4. Steel Storage Racks R 4.0 := 2 a:=2.5 Total Vertical DL 291b Total Vertical LL LoadonShelf - Wd:= DL•w•d~ N2 — = Load on Shelf - Seismic Analysis Procedure per ASCE-7 Sections 13.3.1 & 1S5.3.4: Average Roof Height - hr 35.0-ft Height of Rack Attachment - Seismic Base Shear Factor - V := 04.aP.SDS .li + 2.!.) = 0.195 Rp hr IP Cd := 3.5 I := 1.0 W1 := LL.w•d = 3001b (-0" For z:= 0.0-ft Ground floor) Shear Factor Boundaries- Vtmin := 0•350S'p = 0.235 Vtmax : 1.6SDslp = 1.251 Seismic Coefficient - [v min( := max(Vrmjn , V1) , Vtm) = 0.2351 Overstrength Factor- := 2.0 NOTE: ByASCE 7-10 Section 13.3.L .Q does not apply for vertically cantilevered architectural systems. 14 ISi= O.42 SSC := Fa 1.0556 F = 1.572 := !.(F.-Si) = 0.71 := .(F.s1) = 0.449 E S6i "010 EC Li PS E AEO #583 4112/2017 E N G I N E E R I N G Carlsbad, CA Rolf Armstrong, PE Seismic Loads Continued : ASD i.REP For ASD, Shear may be reduced - V := 0.7.V, = 0.164 V := V = 0.235 Seismic DL Base Shear- Vtd := Vp.Wd.N = 191b Vtd4, := \/p4,.Wd.N = 27.141b DL Force per Shelf: Fd := Vp.Wd = 4.751b Fd4, := VP4,.Wd = 6.781b SeismicLLBaseShear- Vti:= V.W1.N = 197.031b V64,:= V4,.W1.N = 281.471b LL Force per Shelf F1:= V.W1 = 49.261b F14, : V4,.W1 = 70.371b 0.67 • LL Force per Shelf: F167 0.67.V•W1 = 331b F1674, := 0.67•V4,.W1 = 47.151b Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions - Condition #1: Each Shelf Loaded to 67% of Live Weight: Cumulative Heights of Shelves - H1 := D.O.S + 1.0.S + 2.0.S + 3.0.S H2 := 0 H:= H1+ H2 = 20.00ft Total Moment at Shelf Base - Mt := H .Wd + H. 0.67W1 = 4598.45 ft lb Total Base Shear- [v1 := Vtd + 0.67.Vti = 151.001 ] V14, := Vtd4, + 0.67.Vti. = 215.72 lb Vertical Distdbution Factors for Each Shelf - Wd.0.0.S + W1.0.67.0.0.S Cj:= = 0.000 M1 F1 := c1.(v1) = 0.00 F1.0 := C1.(V14,) = 0.00 Wd•2.0.S + W1.0.67.2.0.S C3 := = 0.333 Mt F3 := c3.(v1) = 50.331b F34,:= C3.(V14,) = 71.911b C1 + C2 + C3 + C4 = 1 Coefficients Should total 1.0 Wd.l.O•S + W1.0.67.1.0.S 02:= =0.167 Mt F2 := C2.(V1) = 25.171b F20 := c2.(v14,) = 35.951b Wd.3.0.S + W1.0.67.3.0.S C4 := Mt I = 0.500 F4 := c4.(V1) = 75.501b F44, := c4.(v14,) = 107.86 lb 15 40-0 ECLI PS E E N.G' I N E E R I N G Force Distribution Continued Condition #2: Top Shelf Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - Total Base Shear- V2 := Vtd + F1 = 681b AEO #583 4/1212017 Carlsbad, CA Roll Armstrong, PE Mta := H•Wd + (N - 1).s.w1 = 3578ftlb V20 := VId + F1 = 981b Wd•O.O•S+ 0.W1.0.0•S Wd•l.OS+ 0W1 1.0S = 0 Cza : = 0.027 Mta Mt, Fla := C]a (V2) = 0 F, : Cl,-(V2.0) = 0 F2,:= C2a (V2) = 1.81b F2a , C2a (V24,) = 2.61b 1.0 Coefficients Cia + C21 + C3a+ C4a = 1 Should total 1.0 Condition #1 Controls for Total Base Shear By Inspection, Force DistAbution for intermediate shelves without IL are negligible. Moment calculation for each column is based on total seismic base shear. Column at center of rack is the worst case for this shelving rack system. Brace Spacing in Short Direction of Shelving System: Maximum Offset atthe Bottom: Zb := 1.25-in Height of Brace: hb := 4.75- in Maximum Dist to Rivet/Screw. := 0.375.in Spacing of Rivet!Screw. s,:= 4.00.in Number of Braces Used in Shelving System: [N b := if[ht ~ (i) i[t(7TYi[i(i itY[(ThT),5, "NG"]flfjj + Nhb)]] = 34ir Column Design in 1 Sb Bending Stress Short Direction: M:= —.—.max(vi,V2) = 53.48ftlb onlumn- fbX:= - = 12.73ksi N•2 2 S Allowable Ratio of Allowable I tfbx Fb 1 MUST BE LESS b := 0.6.F Bending Stress- F = 19.8.ksi Ultimate Stress- 0.64 THAN 1.0 Bending at the Base of Each Column is Adequate 16 ECLIPSEE AEO #583 4/12/2017 E'M'-.G I N E R I N G Carlsbad, CA Rolf Armstrong, PE Deflection of Shelving Bays -worst case is at the bottom bay - the following is the list of shears used in deflection equations. V 1:= V1— F= 1511b VA2:= V 1— F2 = 1261b V 3:= V 2 - F3 = 761b Via:= V2 — Fla 681b V2a:= Via F2a = 661b VA3a := V2a - F3a = 63 lb i max(V1,V).S = 0.1465in - = 273.10 := _.!_ max(V2,V2a).S3 = 0.122in N2 12.E.l N•2 12.E.l El A,:= 0.05.h= 6. in := Al + 2 + 3 + /4 = 0.3418 -in <L, "Deflection is Adequate" ,"No Good") = "Deflection is Adequate" Note: The deflection shall not exceed 5%H1, so shelving deflection is adequate. Moment at Rivet Connection: Shearon each rivet- dr : 0.25-in Steel Stress Vr - f:= - = 8.72ksi on Rivet Ar V, := M=427.841t 1.5-in Ultimate Stress on Rivet (SAE C1006 Steel) - dr27r Ar := =0.0491-in 4 Omega Factor Fur := 47.9ksi (ASD) - r : 2.0 Allowable Stress Ratio of Allowable! E!L THAN 1 MUST BE LESS AN LO - r on Rivet Fvr := O.4Fur = 9.58ksi Ultimate Stress- {Fvr ] RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves: Seismic Vertical ad D := (DL + LL) .w.d = 321.28 lb E:= 0.2.SDs•(DL + LL).w.d = 50.241b Vertical De Component: Load of Shelf: Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same. NetUplift Load on Shelf: F:= E— 0.6.D F = —142.53 lb Note: This uplift load is for the full shelf. Each shelf will be connected at each corner. Number of Shelf . Uplift Force Fu Connections: N per Corner: .= - = —35.631b C NOTE: Since the uplift force is negative, a mechanical connection is not required.l 17 E( Li P E AEO #583 4/12/2017 E N G I N E E R I N G Carlsbad, CA Rolf Armstrong, PE Find Allowable Axial Load for Column Allowable Buckling Stresses - 2 E Oex := 0ex= 15.36ksi ( K,.L, ~Fx') Distance from Shear Center e := 2 bc02 e = 0.3529 .in to CL of Web via X-axis 4. 1, Distance From CL Web to ;:= 0.649.in— 0.5.t ;= 0.6191 -in Ceniroid - Distance From Shear Center x0 ; + e = 0.972-in to Centroid - Polar Radius of Gyration- r0 := Jrx2 + r2 + 2 r0 = 1.1393-in Torsion constant- J:= !.(2.b.t3 + d.t) 3 J = 0.00028.in t•b3•d2 (3.b.t-i- 2•d•t'\ C 0.006531n6 Warpingconstant - C:= 12 6.b .t~ d •t Shear Modulus - G:= 11300 ksi 2 M 1 iTEC G.J+ a=21.4231ksi A prro 2 f \ )2 II 3=0.2721 r Fet := [(,,x + - 1(,,7+ 0t)2 - 4°e,e°] Fet = 9.6334ksi Elastic Flexural Buckling Stress - Fe if(Fet < 0 x , Fet, oex) Fe = 9.6334. ksi Allowable Compressive Stress Fn i(Fe > LY F{1 - e) F e] F = 9.6334ksi Factor of Safety for Axial Comp.- := 1.92 18 ECLI PS E AEO #583 411212017 E N G I N E E R I N G Carlsbad, CA Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange: Flat width of Flange - Flange Plate Buckling Coefficient - Flange Slenderness Factor- Effective flange Width - Determine Effective Width of Web: Flat width of Web - Web Plate Buckling Coefficient - w:= b— 0.5t 1.052 ..If. t [E Xf:= ( O.22 1 pf:=l 1--1— L XI b0 := if(X,> 0.673, pf.w,wf) := d - t W= 1.5326•in k1:= 0.43 X= 0.7494 p= 0.9427 b0 = 1.4448 -in w,, = 0.6902 -in k:= 0.43 Web Slenderness Factor- 1052 W •J = 0.3375 T ( 0.22'i 1 Effective Web Width - h0 := it(x> 0.673, Pww, w) h8 = 0.6902 fl Effective Column Area- Ae : t(he + 2-be) Ae = 0.2141•in2 Nominal Column Capacity- P, := Ae•Fn P, = 20621b Pn Allowable column Capacity - Pa - Pa = 10741b Check Combined Stresses - 2 ir .E.l P:= LX) - cnc 2933.99 lb cr := Pcrx PC, = 2933.99 lb Magnification Factor- a : 1 - = 0.785 C,:= 0.85 t\ Pcr ) Cn,fX Combined Stress: + = 1.00 FPLP'FVU Final Desii: 314" x 19/16" X 16 GA. CHANNEL POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: P is the total vertical load on post, not 67% live load, so the design is conservative 19 tl%' E CLiP S E AEO #583 EN .G I N E E R I N 6 Carlsbad, CA STEEL STORAGE RACK DESIGN - contd Find Overturning Forces Total Height of Shelving Unit - ht = lOft Width of Shelving Unit - Depth of Shelving Unit d = 2.66ft WORST CASE Number of Shelves - N = 4 Vertical Shelf Spacing - Height to Top Shelf Height to Shelf CenterofG - ht lOft Center ofG- From Vertical Distdbution of Seismic Force previously calculated - Controlling Load Cases: ASD Ma := F1 0.0.S+ F2•1.0•S+ F3.2.0.S+ F4-3.0•S Moments - Mb 0 LRFD Mg, : F1,0.0.S+ F2 1.0S+ F3 2.0S+ F4 ,.3.0.S Moments - Mb4, 0 411212017 Rolf Armstrong, PE w=4ft S=40•in hc: (N+ 1)S83333ft Weight of Rack and 67% of LL - N.(0.6 - 0.14.SDs).(Wd + 0.67.W1) = 451.151b Overturning Rack and 67% of IL - M1 Ma + Mb = 1174.46 ftlb Seismic Rack and 67% M1 W1 of LL Tension & Shear- T1 := - - - = 215.95 lb V1= 151.00 lb W,41:= N.(0.9 - 0.2.SDs).(Wd + 0.67.W1) = 683.91 lb Maci, + Mbd, = 1677.80 ft.lb M14, Wict, := - - - = 288.80 lb V14, = 215.72 lb Weight of Rack and 100% Top Shelf - (0.6 - 0.14.SDs).(Wd.N + w1) = 203.91 lb Overturning Rack and 100% Top Shelf - M2 := Vtdhc + Fiht0 = 650.86 ft. lb Seismic Rack and 100% T2 := M2 - - W2 - = 142.73 lb ofLLlension&Shear - d 2 V2 = 68.251b w24, := (0.9 - 0.2.SDs).(Wd.N + w1) = 309.12 lb M24,:= Vtd4,•hc + F14,•h 0 = 929.79 ft.lb M24, W24, 124, := -- - - = 194.99 lb V24, = 97.501b Force on Column Screws & Anchors: Tension Single Tsm max(T1,12 ,O.lb) = 215.951b (V1 2 2) V2'\ Shear Single - Vsm := max ( - - I = 75.50 lb Tsmax4, := max(T14,,124,,0.lb) = 288.80 lb VS, max( 14, -i-., = 107.86 lb 20 `400 Er U PS E AEO #583 411212017 E N G I N E E R I .N G Carlsbad, CA Rolf Armstrong, PE STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL Tension (Uplift) Force at Corner Yield Stress of T := 50-lb Angle Steel: : 36ksi Thickness of Angle: ta 0.075-in 14 ga Foot Plate Width of Angle Leg: b,:= 1.2-5-in Length of Angle L,:= 1.375-in Section: L := 0.75•in Section Modulus ba ta2 Distance out to S = 0.0012•in3 Tension Force: of Angle Leg: 6 Design Moment on Angle: - Bending Stress M - M := T.L =,3.125ft•lb f := - 32 ksi on Angle.. Se Allowable Bending Stress: Ratio of fb Fb : 0.90.F = 32.4ksi Allowable Loads: - = 0.988 MUST BE LESS THAN LOO Fb Ultimate Tensile Strength of Clip: Gross Area of := 65•ksi the clip: Agc : b.-t. = O.0938in2 Effective Net A0 .= Age - [ta (0.375ifl)] = 0.0656in2 Area of the Clip: Limiting Tensile Strength of Clip: T,,,4,:= min1(0.90.Fyp.Agc), (0.75Fup Aec)] = 3037.5 lb • [i(Tcmax > Tsmaxo, "Checks.Okay" , "No Good") = "Checks Okay" 14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE. TAB CONNECTIONS CAPACITIES - AISI E 5.3 Omega for Block Shear, Tension Yield & Rupture (ASD) - Specified Yield & Rupture Stress of Clip/Post, Respectively - sr := 2.22 ty := 1.67 := 2.00 F := 36ksi F := 52ksi Tab Shear - ASD Gross Area- 4:= t-1-in = 0.0598•in2 Net Area- An,:= 2.t.(2' 8)in = 0.0449 -in 2 0.6 Yield Strength - V := nsr = 436.38 lb 0.6. F Rupture Strength - := = 630.32 lb sr Allowable Strength - V0 := min (Vny , Vnu) = 436.38 lb Tab Tension -ASD Agt:= t.1.5•in= 0.0897•in2 At := 2.t{__)in = 0.0374•in2 Fy•Agt Tny = 1933.65 lb c ty = 971.75 lb tr Tat: min(T,T) = 971.75 lb 21 -40-0 ECLI PSE AEO #583 411212017 EN.G IN E ERI N Carlsbad, CA Roll Armstrong, PE Block Shear - ASD Gross& Net Area's- A t-1-in = 0.0598•in2 := t.()in = 0.0224•in2 At := t.(__)in = 0.0187•1n2 Yield Strength- R:= ._L.(0.6•Fy.Agy+ 0.6FAnj= 844.471b Rupture Strength- R.:= ---.(0.6.F.A+ 0.6FA0t)= 577.801b Allowable Strength - Rat := min(R, R) = 577.80 lb BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ): Single Anchor- LRFD Ref Attached 'HILTI' PROFIS caics for & I Allowable Tension Force - T,,:= 1051-lb Values Allowable Shear Force - V s := 14661b DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Single Tab - ASD Allowable Tension Force - 1asl := min (min (Vat, Tat)Rat) = 436.38 lb USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - := USE 3/8"+ x 2" embed installed per the requirements of Hilt! Combined Loading (Tsmax" + = 0.131 <I. OKAY (Single Anchor) - T,) Vas ) J Tsmax Tension Loading = 0.49 1 <1.00 OKAY (Single Tab) - Tasi ] 22 E(' LI PSE AEO #583 4/1212017 E N I N E E R I N G Carlsbad, CA Roll Armstrong, PE Strap Bracing on Backside of Shelving Units Total Seismic BaseShear - 2Vsm = 151.0022 lb Shear Force on Backside into Braces- Vb 1 Vsm 2 = 75.5011 lb Vb = 75.5011 lb Number of Shelf Racks Supported by Brace - Nb := 1 Use two braces on side of shelf FVb v~'h.Tension Force into Brace -Tb := Nb. w I Tb = 174.48 lb ) USE 0.75' x 18ga STRAPS Width of Strap- b, := 0.75-in Thickness of Strap- t,:= 0.0478. in Area of Strap- A,:= b•t, A= 0.0358 -in 2 Tb Tension Stress in Strap- ft:_ - f= 4.87.ksi As Allowable Tension Stress - Ft := 0.6.33.ksi Ft = 19.8.ksi Ratio of Allowable Loads - _!. = 0.25 MUST BE LESS THAN 1.0 FtJ USE #10 SCREWS or RIVETS TO CONNECT STRAP TO FRAME: Shear Capacity of #10 Screw- V,:= 2631b Connecting to 18ga metal (per Scalco) Number of Screws Required - N Tb := - INS = 0.663] VC USE: mm (1) #10 SCREWS or RIVETS AT EACH END OF STRAP VERIFY HILTI BOLT CONNECTION FROM STRAP: h Tension Force from Brace- T:= Nb.V.— Iv = 157.291b (Vertical Component) W Shear Force from Brace- Vh := Nb.Vb Vh = 75.5011 lb (Horizontal Component) Per ASCE 13.4.2 T '\C ( Combined Loading- (77 I + I I = 0.09 MUST BE LESS THAN 1.0 Tas)L0.7 Vh Vas) 23 EC Ll PS E AEO #583 411212017 E N G I N E E R I N 6 Carlsbad, CA Roll Armstrong, PE Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - h, = 35ft Height of Rack Attachments- Zb := z + h1 Zb = lOft (At Top for fixed racks connected to walls) O.4•aP•SDS ( Z '\ Seismic Base Shear Factor- V1:= •l 1+ 2.— l V= 0.307 RpL hr ) Ip Shear Factor Boundaries- Vtmjn 0.3S0sl = 0.235 Vtm : 1.6Soslp = 1.251 Seismic Coefficient - v := min(max(Vtmin , v) , Vtm ) = 0.307 Number of Shelves - N = 4 Weight per Shelf - W,1 = 300 lb Total Weight on Rack- W := 2.(Pd + 0.67.P1) WI = 459.85 lb Seismic Force 0.7•V•Wi at top and bottom- T := 2 1,, = 49.441b Connection at Top: Standard Stud Spacing- Stud := 16- in Width of Rack- w = 4ft Number of Connection Points on each rack - Force on each connection point - r (floor (w Wl T N:= max12,l - Ill = 3 F:= - = 16.481b L LSswd))J N Capacity per inch of lb Required [ Fc I embedment into wood Nailer- W 135.— Embedment Depth -• d,:= - = 0.122-in WS For Steel Studs: Pullout capacity for #10 Screw Ratio of Allowable Loads [I 1 MUST BE in20ga studs (per Scafco)- 120:= 841b forscrewsintowalls - - = 0.20 <1.0 Connection at Bottom: Ratio of Allowable Loads I_nT MUST BE .10 <1.0 foranchorsintoslab - L0.7."as = 0 MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE AT THE BASE. 24 cc... I - '-r " -- / - - 0* Coo W1fl b MOUNT.N .'.i. I -. • 1:5 'cc1,)ido t?unt Alt $wl ..... . - isbi ' - ' :arlsbad, \ .' I '\.Sn. Marcos - ..'. Escond r. Oceansi Oil 4I12d017 Design Maps Summary Report LJSGS Design Maps Summary Report User—Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.178140N, 117.330780W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 USGS—Provided Output S= 1.1119 5MS 1.173g S= 0.7829 S = 0.428 g . S11 = 0.672 g S01 = 0.448 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCR Response Soctrirn Design Resonse Spectrum Jo 0-1111 0.113 0.72 a4a ado 5.24 CL 10 0-co as] 'a Pei•io. T (e) Pert" T (411c) For PGA,, T, CRs, and CRI values, please view the detailed report. Although this information is product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool Is not substitute for technical subject-matter knowledge. Ill Consulting Engineers Thickness - Steel Components Steel i Thickness 1Table 18j_0.0179 1 00188 1 0.0843 f 25 27 0.0269 0.0283 0.0796 22 D20 0.0179 1 0.0188 0.0844 [20-Drywall 30EQD __j 30 0.0223 0.0296 0.0235 J_ 0.0312 [iiJ - 0.0820 20-Drywall 20-Drywall - 33E05 0.0280 0.0295 0.0790 20-Structural J9910346L 0.0764 J 20-Structural 43E0S 43 0.0380 "42 0.0400 0.0451 0.0712 0.0712 18 fIII 18 54 68 00538 0.0877 0.0566 [ 0.0713 0.0849 0.1069 16 14 97 0.0966 0.1017 0.1525 - - 12 118 0.1180 J 0.1242 0.1863 [10 -1SMA 127 0.1270 0.1337 0.2005 10-SCAFCO Table Notes Minimum thickness represents 95 percent of the design thickness and is the minimum acceptable thickness delivered to the jobsite based on Section A2.4 of AISI 5100-07. The tables in this catalog are calculated based on inside corner radii listed in this table. The inside corner radius lathe maximum of '/w - t/2 or 1.5t. truncated after the fourth decimal place (t - design thickness). Centerline bend radius is calculated by adding half of the design thickness to listed corner radius. itii J1k#1 () 1ri Ljt 43EQJ 0.0400 57 1 65 639 1 1106[ 698 1 849 43 0.0451 33 45 601 864 544 663 J0.66 J 50 i!flikL 1568 L!Ei1202 iiiI 68 118 127 J017 1.560 0.0713 L 50 0.1242 50 r 0.1337[0 85 1562 1 65 1550 26_17 jj 65 1972 1241 1514 1550 Table Notes Capacities boned on AISI 5100-07 Section E2.4 for fillet welds and E2.5 for flare groove welds. When connecting materials of different steel thicknesses or tensile strengths, use the values that correspond to the thinner or lower yield material. Capacities are based on Allowable Strength Design (ASD) and include appropriate safety factors. Weld capacities are based on either '/s? or ¼' diameter E60 or E70 electrodes. For thinner materials, 0.030' to 0.035' diameter wire electrodes may provide best results. S. Parallel capacity is considered to be loading in the direction of the length of the weld. For welds greater than 1', equations 62.4-1 and 62.4-2 must be checked. For flare groove welds, the effective threat of weld is conservatively assumed to be less than 2t. Flare grove weld capacity for material thicker than 0.10 requires engineering judgement to determine leg of welds (W, and W,). Screw Capacities ir tr r Allowable ® iij liu Screw Connection ____ 11!1I3 Capacity (lbs per screw) tl 16ft UOM ii ttoii 18 1 33 J 45 1 60 33 I 66 J 39:= 71 1 46 I 76 1 52 81 - 60 27 33 45 111 50 122 59 131 69 139 78 150 90 1 57 65 1 87 1 48 1 95 102 66 1109 j 75 j 117 j 87 30EQ0 57 65 122 60 133 - 71 143 82 152 94 164 108 30 3T45 F 129 55 141 65 ]6 161 T 86 fJi4 j 100 33EQS 57 65 171 75 187 - 89 201 103 - 214 - 117 231 136 33 L 33 I 45 151 J 61 164 72 84 188 95 203 1 110 43EQS 43 57 I 33T 65 45 I 270 224 [i9 102 1 295 244 121 94 317 - 140 £11263 338 280 ] 159 124IIf 364 - - 302 144 184 54 50 65 455 144 496 : 171 534 - 198 570 225 613 261 68 50 65 576 F 181 1 684 215 . j 755 250 805 1JI1 284 868 328 97 50 65 821 259 976 307 1130 356 1285 405 1476 468 1181501 65 1003 I 316 1192 I[_ ILl1381 ]i1435 I 1569j 494 f1816 1 572 127 50 65 1079 340 1283 404 1486 468 1689 532 1955 616 Table Notes Capacities based on AISI S100-07 Section 64. See table on page 5 for design thicknesses. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. Where multiple fasteners aroused, screws are assumed to have a center-to-center spacing of at least 3 times the nominal diameter (d) S. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the nominal diameter (d) of the screw. Load Paths All product load capacities are calculated per North American Specification for the Design of Cold Formed Steel Structural Members. The 2007 edition (here after referred to as simply "NASPEC'). Illustrations of load instructions are amongst their relative product load tables located throughout this catalog. Figure to the right demonstrates different types of load directions mentioned in this catalog. Fl = Out-of-plane lateral load F2 = In-Plane lateral load F3 = Direct vertical and uplift load Tension capacity is based on the lesser of pullout capacity in sheet closest to screw tip, or pullover capacity for sheet closest to screw head (based on head diameter shown). Note that for all tension values shown in this table, pullover values have been reduced by SO percent assuming eccentrically loaded connections that produce a non-uniform pull-over force on the fastener. Higher values, especially for screw strength, maybe obtained by specifying screws from a specific manufacturer. See manufacturer's data for specific allowable values and installation instructions. MSEA FED. NWwI Saud CwmpDwg Eclipse Engineering, Inc. !iT1 09122/2014 Consulting Engineers MLG www.hiltLus Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING, INC. Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: 541-389-9659 1 Date: 5127/2014 E-Mail: Specifier's comments: I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D. E, or F) Geometry [In.] & Loading [lb. ln.lb] Kwik Bolt TZ - CS 3/8(2) heract = 2.000 in., hn0m = 2.313 in. Carbon Steel ESR-1917 5/1/2013 1 5/11/20115 design method ACI 318-11 / Mech. - (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, f5' = 2500 psi; h = 4.000 in. hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (0.3.3.4.3 (b)) Shear load: yes (D.3.3.5.3 (a)) Input data and results must be checked for agreement with the existing conditions and for plausibllityl PROFIS Anchor (C) 2003-2009 Hilti AG, FL-9494 Schaan Hiltl is a registered Trademark of Hilti AG. Schaan Eclipse Engineering, Inc. 0912212014 Consulting Engineers IVILG www.hiltLus Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING, INC. Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: 541-389-9659 I Date: 5/27/2014 E-Mail: 2 Proof I Utilization (Governing Cases) Design values jib] Utilization Loading Proof Load Capacity PN I Pv [%] Status Tension Pullout Strength - 300 1107 28/-. OK Shear Steel Strength 200 1466 414 OK Loading PM OV 4 Utilization N.V P/al Status Combined tension and shear loads 0.271 0.136 5/3 15 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hiltis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the 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 for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability fora specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROPS Anchor (C) 2003-2009 Hull AG, FL-9494 Schasn Hull is a registered Trademark of HiltI AG. 5c1raan Eclipse Engineering, Inc. Consulting Engineers www.hiltlus Company: ECLIPSE ENGINEERING, INC. Specifier: Address: Phone I Fax: 541-389-9659 I E-Mail: 09/22/2014 MLG Prof is Anchor 2.4.6 Page: I Project: Sub-Project I Pos. No.: Date: 5/27/2014 Specifier's comments: I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb. in.Ib] KWIK HUS-EZ (KH.EZ) 3/8(21/2) - I. f V V V V hetact - 1.860 in., hnan - - 2.500 in. Carbon Steel ESR-3027 8/1/2012 112/1/2013 design method ACI 318-11 / Mech. - (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, f = 2500 psi; h = 4.000 in. hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (b)) Shear load: yes (D.3.3.5.3 (a)) .y-. S" Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor (c) 2003-2009 Hiltl AG, FL-9494 Schsan Hilti is a registered Trademark of KIII AG, Schaan Eclipse Engineering, Inc. Consulting Engineers www.hilti.us 09/22/2014 M70 OW I MLG Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING, INC. Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: 541-389-9659 I Date: 5/2712014 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity r'i Status Tension Concrete Breakout Strength 300 1051 29/- OK Shear Pryout Strength 200 1509 414 OK Loading ON OV c Utilization PN.V r'ol Status Combined tension and shear loads 0.285 0.133 5/3 16 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the 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 for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. . You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibliltyt PROMS Anchor (c) 2003-2009 Hilt AG, FL-9494 Sthaan Huh Is a reglatered Trademark of Hilt AG. Schaan