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2728 LOKER AVE W; ; CBC2020-0202; Permit
(7cityof Building Permit Finaled Carlsbad --Commercial Permit Print Date: 06/25/2020 Permit No: CBC2020-0202 Job Address: 2728 Loker Ave W Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 2090812900 Lot #: Applied: 06/08/2020 Valuation: $25,000.00 Reference #: Issued: 06/24/2020 Occupancy Group: Construction Type: PermitFinal Close Out: # Dwelling Units: Bathrooms: Inspector: TAlva Bedrooms: Orig. Plan Check #: Final Plan Check #: Inspection: 06/25/2020 Project Title: Description: COPAN DIAGNOSTICS: HIGH PILE STORAGE Applicant: Owner: Contractor: CARRIE SHARIF FENTON H G COMPANY ENGINEERED PRODUCTS A PARE CO 1815 Wright Ave La Verne, CA 91750-5817 7757 Mission Valley Rd, Ste 200 626-384-0481 SAN DIEGO, CA 92108 619-400-0120 206-394-3300 FEE AMOUNT BUILDING PERMIT FEE ($2600+) $248.01 BUILDING PLAN CHECK FEE (BLDG) $173.61 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $41.00 FIRE High Piled Storage $756.00 FIRE Plan Review Per Hour - Office Hours ' $136.00 MANUAL BLDG PLAN CHECK FEE $220.14 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $39.00 SB1473 GREEN BUILDING STATE STANDARDS FEE $1.00 STRONG MOTION-COMMERCIAL $7.00 Total Fees: $1,621.76 Total Payments To Date: $1,621.76 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 similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1760-602-2700 1760-602-8560 f I www.carlsbadca.gov Page 1 of 1 CCi of COMMERCIAL BUILDING PERMIT Plan CheckCC )2E Carlsbad APPLICATION Est, Value __________ PC Deposit B.2 __J JL________ Date 4'm2) Job Address_€2'12t to1er 14vL, h')f Suite: AP _201 Oi i.VOO cr/Project U: Lot U:________ Fire SprinkIers: YES 0 NO Air Conditioning: YES O NO Electrical Panel Upgrade:O YES e NO BRIEF DESCRIPTION OF WORK: ;q1b/T z #- eJif 54L $.!. O Addldon/New i/l Pf Living SF, V_V Deck SF,_______ Patio SF, Garage SF Is this to create an Accessory Dwelling Unit? 0 Y ON New Fireplace? 0 V 0 N, If yes how many? _____ []Remodel: __________SF of affected area is the area a conversion or change of use ? QY ( N [JPool/Spa: -SF Additional Gas or Electrical Features?_V V DSotar KW, _Modules, Mounted:ORoofOGround, Tilt 0 YO N, RMAOYON, Battery:OY ON, Panel Upgrade: Ov ON O Reroof V •V V V V O PlumblngJMechanlcal/Etectrical OnI V DOther. V APPUCA (PRIMARY QONTA PROPERTY OWNER Name: _2Jri& V V VVV Name: 06 C' Address: )2/s__WI2 V V V V h1_ke_VV V Address:._7577 V'' jtj V _V City: LSVv-J7L _Stateñ Zip: Ji iS City: _I) _State: fl-_p:_ 2.10 ' Phone:_1o2/,13t- oil t/_V_V_V_•V_V V Phone: i'$f DO _10V1 _-____VV V___V _ Email:&_he4 _V DESIGN PROFESSIONAL CONTRACTOR BUSINESS Namei 9'n&I g.1, Name: 10 V h V Address: ff(tsT_£iJnfS i1i,'__V_V Address:_icaw city: Lcknt_State4 V Zip: 7Q) city:jsi' :_Z1p Phone: /i ).-1'5T) Phone:_ Email:_- 665(Th.(L11L .COr't Email:_V is'tA ntwil Jacc.. Ww ArdiItectStateUcensa 2(D(cO State Ucense: '?11) L BUS, LICe : - (Sec. 7031.5 Business and Professions Code: Any City or County which requires a psmiltto ecnstvuct, alter, Improve, demolish or repair any structure, prior to Its Issuance, also requires the appllcantforsuch permittoflie asigned statement that he/she Is licensed pursuant to the provisions of thaContcto,'s Ucenso Law (Chapter S, commendIng with SeCtion 7000 of Division 3 of the Business and Profqssions Code) orthuthe/che Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant fore permftsubjects the applicant to a clvii penally, of not more than five hundred dollars ($500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760.602-8558 Email: Building)carlsbpdcp,gov B-I Page 1 of 2 Rev. 03/20 (OPTION A ): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury gg of the following dedaratlans: I have and will maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit Is Issued. have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for thepIfqpnflnc. of th, wo.*,forwJjth this permit ued. My workers' compensation Insurance carrier and policy number are: Insurance Coippa Name:_fyJIflo),a.j UThor r'k.t • - PoilcyNo.. W(tO7rLa2tI mq,Imtion Date: _Pii Certificate of Exemption: I certify that in the perfbsmanco of the work for which thisermit Is issued, Ishall not employ any person teeny manner so as to be come subject to the workers' compensation Laws of California. WARf4lNti: Failure to secure lkrker. compematlon coverage Is uilawh4 and shall ashiest an employer to alminat penalties and civilfines o$100,000.00, in addition the to fie cast of compeIatlen, damages as provided florin Section 3706 o?the Labor Cod., Interest and attomey'sfeea. /1 t CONTRACTOR (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: I, as ownarof theprupery or my employees with wages as thebso1e compensation, will do the work and the structure Is not Intended or offered for sale (Sec. Business end Professions Coda: The Contractor's Ucenso Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself orthrough 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 ownepbulldar will have the burden of proving that he did not build or Improve for the purpose of sole), as owner of the property, em exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, end contreCta for audi prolecie with contractor(!) licensed - urs&e,ttn&aâoi'j Licansi Law). - Diem exempt under Section Business and Professions Code for this reasam I personally plan to provide the major labor and materials for construction of the proposed properly improvement. OYES ONO I (have/Slave 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 (Indude name addreasj phone/ cantractoW license number): 4 I plan to provide portions of the wont, but have hired the following person to coordinate, supervise and provide the majorworic (include name/ address /phone/ contractors' license number): 5, I will provide some of the work but I have contracted (hired) the fsilowlng persons to provide the work indicated (include name / address / phone/type of wont): OWNER SIGNATURE: D AGENT DATE:__________ CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is construction lending agency for the performance of the work thispermit Is Issued (Sec. 3097 (I) Civil Code). Lender's Name: Lender's Address:_____________________________________ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building compact required to submit a business plan, amok hcaa'dous materials reg1sVa farm or risk management and prevention program under Sections 25506,25533 or 25534 of the PresleyTannerHesardaus Substance Account Act? Van lathe applicant or future building occupant required to obtain e permit from the air pollution cont tdIstrlct or air cbty management distrist? Yea o Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes ML IF ANY OF THE ANSWERS ARE YES,A FINAL CERTIFiCATE OF OCCUPANCY MAY NOT Dli ISSUEO UNLESS ThE APPLICANT HAS METOR IS MEETiNG ThE REJIREMENTSOP THE OFFICE OF ENISRGENCYSERVICESAfImThE AIR POWMONCONIROLOISTI1ICT. APPLICANT CERTIFICATION: I certify that I have reed the application and state that the above Information Is correct and that the InformatIon on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction, I hereby authortra rep asemitathst of the aty of Calsbad to enter upon the above mentioned prapetyltw inspection purposes.l MSO?Ra1T) SAVE, INDEMNIFY AND KElP H RMLESSTHE CRY OF ML9AD AMMALL UADI m JUMMUM COSTS AND EXPENSE WHICH MAY IN ANY WAYAOCRUEAGAINSTSAIDCflYIN CONSEOjWNCE OF THE ØRAS71NG OF THIS P T.OSHflrAnO5HApamit bmqi*edlbrexcavetfons over5'O' deep and demolition or construction of structures overastccles in height EXPIRATION: Every permit issued OffIcial wider the provisions ohlsCDTltehossjre Wllmnitetlon and becxamemjfl and cold If the building or work authorized by such petmit Is not comm such permr If the building iWork authoji red by such permit issuspended or abandoned atany time after the work Ic commenced tora ce odofl8Odaw. section 105.5. Il APPLICANT SIGNATURE: NTh 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuIIdIrtg@'carlsbadca.gov - . Page2of2 Rev. ONO Permit Type: BLDG-Commercial Application Date: 06/08/2020 Owner: FENTON H G COMPANY Work Class: Tenant Improvement Issue Date: 06/24/2020 Subdivision: CARLSBAD TCT#74-21 Status: Closed - Finaled Expiration Date: 06/24/2021 Address: 2728 LOKER AVE W IVR Number: 26789 CARLSBAD, CA 92010-6603. Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date - Status Checklist Item COMMENTS Passed BLDG-Building Deficiency June 25, 2020: Yes High pile storage per engineers details • and specifications, and deputy inspectors report completed - approved. Tenant improvement to interior offices. Covid lab testing production, and warehouse storage, electrical, plumbing, and mechanical scope of work per plan-approved. BLDG-Plumbing Final June 25, 2020: Yes High pile storage per engineers details and specifications, and deputy inspectors report completed - approved. • Tenant improvement to interior offices. Covid lab testing production, and warehouse storage, electrical, plumbing, and mechanical scope of work per plan-approved. BLDG-Mechanical Final • June 25, 2020: Yes High pile storage per engineers details and specifications, and deputy inspectors report completed - approved. Tenant improvement to interior offices. Covid lab testing production, and warehouse storage, electrical, plumbing, and mechanical scope of work per plan-approved. BLDG-Structural Final • June 25, 2020: . Yes High pile storage per engineers details and specifications, and deputy inspectors report completed - approved. Tenant improvement to interior offices. Covid lab testing production, and warehouse storage, electrical, plumbing, and mechanical scope of work per plan-approved. BLDG-Electrical Final June 25, 2020: • Yes High pile storage per engineers details -and specifications, and deputy inspectors report completed - approved. Tenant improvement to interior offices. Covid lab testing production, and warehouse storage, electrical, plumbing, and mechanical scope of work per plan-approved. Thursday, June 25, 2020 • • Page 2 of 2 Building Permit Inspection History Finaled Cray of Carlsbad Permit Type: BLDG-Commercial Application Date: 06/08/2020 Owner: FENTON H G COMPANY Work Crass: Tenant Improvement Issue Date: 06/24/2020 Subdivision: CARLSBAD TCT#74-21 Status: Closed - Finaled Expiration Date: 06/24/2021 Address: 2728 LOKER AVE W IVR Number: 26789 CARLSBAD, CA 92010-6603 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0612512020 BLDG-11 131082-2020 Scheduled Tony Alvarado Incomplete FoundationlFtg!Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Final Inspection 131083-2020 Passed Tony Alvarado Complete Thursday, June 25, 2020 Page 1 of 2 (City of Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: CBC2020-0201O. Project Address:_______________________________________ 2728 Loker Ave. W. Carlsbad CA 92010 THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) Norman Sharples (First) (MI.) (Last) Mailing Address: Copan Diagnostics Inc., 2655 Jefferson Ave, Murrieta, CA 92562 norman.sharpIes@copanusa.net (909) 228 8883 Email:__________________________________________________________ Phone:__________________________ I am: RProperty Owner' UProperty Owner's Agent of Record DArchitect of Record UEngineer of Record State of California Registration Number: Expiration Date:____________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature: Date: _ 6/22/20 RECEIVED CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17 §pçion 1706). This section must be completed by the contractor I builder / owner-builder. JLI 4 2020 Contractor's Company Name: Swinerton Builders [9F Dlease check if you are Owner-Builder 0 LLJI LMVQ Name: (Please print) David E. Wilson ' (First) (MI.) (Last) Mailing Address: 16798 West Bernardo Drive San Diego, CA 92127 Email: dwiIson@swinerton.com Phone:___________________________ 619-922-9692 . 08/3.1/2021 State of California Contractor's License Number: 092 Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will provide a final report / letter in compliance with CBC Section 1704.1.2 prior to requesting final inspection. Signature: David Wilson Date: 06/08/20 B-45 Page 1 of 1 Rev. 03/20 EsGil A SArEbuitrCompany DATE: 6-16-2020 APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBC2020-0202 SET: I PROJECT ADDRESS: 2728 Loker Ave. West PROJECT NAME: New 16'-0" Tall Storage Racks to Existing Building EJ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's 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 until corrected plans are submitted for recheck. j 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 staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted://b/O(b7Y1) Email: Mail Telephone Fax In Person REMARKS: Applicant to submit completed "SpeciaI(ction Agreement" form to the city. By: Erich A. Kuchar, P.E. Enclosures: EsGil 6-9-2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2020-0202 6-16-2020 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2020-0202 PREPARED BY: Erich A. Kuchar, P.E. DATE: 6-16-2020 BUILDING ADDRESS: 2728 Loker Ave. West BUILDING OCCUPANCY: B/ F/ S-i BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Storage Racks Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb JBy Ordinance 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee [j Type of Review r Complete Review r Structural Only I- Repetitive Fee Repeats r r Based on hourly rate 1 Other F_Hourly Hrs. @ * EsGil Fee $105.00I F, I $315.001 Valuation for this 32,704 cubic square foot of storage racks is wrong on building application. Hourly rate charged as correct valuation was not provided. Sheet 1 of 1 Structural Engineering Design, inc 1815 Wright Ave La Verne, Ga. 91750 Tel: 909-596-1351 Fax: 909-596-7186 Project Name: COPAN DLAGNOSTICS Project Number: SD-052120-132 CBC2O2O-0202 2728 LOKER AVE W COPAN DIAGNOSTICS: HIGH PILE STORAGE "'N O32O2 2090812900 6/8/2020 CBC2020-0202 Structural Engineering & Design I nc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: COPAN DIAGNOSTICS Project #: 052720-132 TABLE OF CONTENTS TitlePage ..............................................................................................................1 Tableof Contents...................................................................................................2 Design Data and Definition of Components ..........................................................3 CriticalConfiguration .............................................................................................4 SeismicLoads .......................................................................................................5 to 6 Column..................................................................................................................7 Beamand connector ............................................................................................8 to 9 Bracing..................................................................................................................10 Anchors.................................................................................................................11 Base-Plate .............................................................................................................12 SlabIon Grade .......................................................................................................13 OtherConfigurations .............................................................................................14 TYPE A Parse 2. of 5/29/2020 I N -. .. . . 1'• 1. : . Structural, Engineering & Design Inc. . . ..... A917 909.596.7186 . .By:...NIHL P!oject: COPAN DIAGNOSTICS . Project #:052720-132 Design Data The analyses herein conforms to the requirements of the: . 2018 IBC Sect/On 2209 2019 CBC Sect/on 2209 ANSI MH 16.1-2012 Spec/ficat/ons for the Design of Industnal Steel Storage Racks "2012 RMI Rack Design Manual" ASCE 7-16, section 15.5.3 . Transverse braced frame steel conforms to ASTM A570, Gr 55, with minimum strength, Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr 55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi , x ....... :.t.; , .c Anchor bolts shall be providéa by installer per-ACC reference on plans and calculations herein " •.•.,,J •:c':c; A1l'lds shaIflform to A p'roceduresiilfzing E7O All '§ wéIdhall bfdMéW .'. insh9p,..w.hnqfiejdeiding allowed .other.than, those superyisedby a, iicenddeputy.•inspector..•-•• ........ . .. . ... . .......•,..,.' , .. ........ ••.. ..... ... ' e •:': The existing slab on grade is 6 thick with minimum 2500 pscompessive strength Allowable Soil beanng capacity is 0Q0 psf. The design ofhe existing slab is byothers '.',.. . I T , Load coinbinatidns for rack components correpond to 2012 RMI Section 2 1 for ASD level load criteria Ar 'I ......:. :..: ' : .'. . Nlt :. C;.;:; •...:. Definitionof Cd'monents .1 ;:; 1 TYPE A ,. Page 2. of , , " 5/29/2020 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 917 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: COPAN DIAGNOSTICS Project* 052720-132 Configuration & Summary: TYPE A **RACK COLUMN RE407ONS 4• ASD LOADS AXIAL DL= 75/b -. T I . AXIAL LL= 3,500/b I , , 48' SEISMIC AXIAL Ps=#/- 2,547/b 192" '. 192' 4..... _____ BASE M0MEN7 8,000/n-lb - 144" ... Seismic Criteria # Bm Lvls Frame Depthi Frame Heightl # Diagonals Beam Length Frame Type Ss=0.944, Fa=1.123 2 42 in - 192.0 in 4 144 in Single Row Component I Description STRESS Column Fy=55ksi HannibalIF30l4-3x3x149a 0.89-OK Column & Backer None None _P=3575lb,M=14506in-lb N/A Beam Fy=55ksi HMH 50160/5" Face x 0.057" thk _Lu=144in _None 3855 lb/pr 0.91-OK Beam Connector Fy=55ksi Lvl1:3 pin OK _Mconn=11007in-lb _Capacity: _Mcap= 12691in-lb 0.87-OK Brace-Horizontal Fy=55ksi Hannibal1-1/2x1-1/2x16ga 0.12-OK Brace-Diagonal Fy=55ksi Hannibal1-1/2x1-1/2x16ga 0.18-OK BasePlate Fy=36ksi .8x5x0.375 ___I_FiXity=8000in-lb 0.66-OK Anchor 2perBase 0.5"x 3.25" Embed HILT!KWIKBOLT TZESR1917 Inspection Reqd (Net Seismic Uplift= 1856Ib) 0.442-OK Slab&Soil 6"thkx2500psislabongrade.1000psf SoilBearingPressure 0.33-OK Level Load** PerLevel BeamSpcg _Brace Story Force _Transv Story Force _Longit. Column _Axial Column _Moment Conn. _Moment Beam Connector 1 3,500 lb 96.0 in 36.0 in 285 lb 161 lb 3,575 lb 14,506 "# 11,007 "# 3 pin OK 2 3,500 lb 96.0 in 48.0 in 570 lb 323 lb 1,788 lb 7,745 "# 5,930 "# 3 pin OK 48.0 in 48.0 in ** Load defined as product weight per pair of beams Total: 855 lb 484 lb TYPE A Page of / t.../ 5/29/2020 Strücturai Engineering & Design inc. 1815 Wriaht Ave La Verne, CA 91750 Tel: 909.596:1351 Fax: 909.596.7186 By: NIHAL Project: COPAN DIAGNOSTICS Project #: 052720-132 Seismic Forces Configuration: TYPE A Lateral analysis Is performed with regard to the requirements of the 2012 RHI ANSI NH 16.1-2012 Sec 2.6 & ASCE 7-16 sec 15.5.3 Ss= 0.944 Transverse (Cross Aisle) Seismic Load . - S1 0.346 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) ____ Vt Fa= 1.123 Cs1= Sds/R _____ Fv= 1.950 = 0.1767 Cs-max * Ip= 0.1767 _____ Sds=2/3*Ss*Fa= 0.707 Cs2= 0.044*Sds Vmin 0.015 1 Sd12/3*S1*FV 0.450 = 0.0311 Eff Base Shear=Cs= 0.1767 TMrsvena Elevation Ca=0.4*2/3*Ss*Fa= 0.2827 Cs3= 0.5*S1/R Ws= (0.67*PLpj,i * PL)+DL (RMI 2.6.2) (Transverse, Braced Frame Dir.) R= 4.0 = 0.0433 = 4,840 lb Ip= 1.0 Cs-max= 0.1767 Vtransv=Vt= 0.1767 * (150 lb + 4690 Ib) P11= 1! ,.jj Base Shear Coeff=Cs= 0.1767 Etransverse 855 lb Pallet Height=hp= 48.0. in Limit Slates Level Transverse seismic shear per up,fght DL per Beam Lvl= 75 lb Level PRODUCT LOAD P P*0.67*PRFS DL hi wi*hi Fl Fi*(hi+hp/2) 1 3,500 lb 2,345 lb 75 lb 96 in 232,320 . 285.0 lb 34,200-# 2 31500 lb 2,345 lb 75 lb 192 in 464,640 . 570.0 lb . 123,1204 : -sum: P=7000 lb 4,690 lb 150 lb W=4840 lb 696,960 855 lb =157,320 Similarly for longitudinal seismic loads, using R6.0 Ws= (0.67 * PLpF2 * P) + DL PRF2= 1.0 cs1=Sd1/(r'R)= 0.1000 = 4,840 lb (Longitudinal, Unbraced Dir.) R= 6.0 Cs2= 0.0311 Cs=Csmax*Ip= 0.1000 T= 0.75 sec Cs3= 0.0288 [Elongitudinal= Vlong= 0.1 * (150 lb + 4690 Ib) Cs-max= 0.1000 484 lb limit States Level LongiL seismic shearper up,fght I Level PRODUC LOAD P P*0.67*P,2. DL hi wi*hi . Fl Front View 1 3,500 lb 2,345 lb 75 lb 96 in 232,320 161.3 lb I 2 3,500 lb 2,345 lb 75 lb 192 in 464,640 322.7 lb sum: 4,690 lb 150 lb W=4840 lb 696,960 484 lb TYPE A Page 5 of 5/29/2020 Structural Engineering & Design inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: COPAN DIAGNOSTICS Project #: 052720-132 Downaisle Seismic Loads Configuration: TYPE A Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces Typical flame made Vlong= 484 lb Tributary area of two columns Vcol=Vlong/2= 242 lb of track frame - F1= 161 lb I . %;.." ... .— - Typical Frame made F2= 323 lb - of two columns F3= 0 lb -Ei ED: E- : ______ -71 Front View Side Vio, I Seismic Story Moments COflCeDtust System coi Mbáse-max= 8,000 in-lb <=== Default capàcity h1-eff hi - beam clip height/2 Mbase-v Vcol*h1eff/2 . = 93 in . .Vcol = 11,253 in-lb <=== Moment going to base Mbase-e#= Minimum of Mbase-max and Mbase-v - = 8,000 in-lb . M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(F1)/2] * h2 = (242 lb * 93 in)-8000 in-lb = [242 lb -161.4 lb]*96 in/2 = 14,506 in-lb = 7,745 in-lb Mseis=(Mupper+Mlower)/2 Beam to Column Mseis(1-1)= (14506 in-lb + 7745 in-lb)/2 Mseis(2-2)= (7745 in-lb + 0 in-lb)/2 = 11,125 in-lb = 3,872 in-lb rho= 1.0000 Summary of Forces - LEVEL hi Axial Load Column Moment** Mseismic** Mend-fixity Mconn** Beam Connector 1 96 in 3,575 lb 14,506 in-lb 11,125 in-lb 4,599 in-lb 11,007 in-lb 3 pin OK 2 • 96 in 1,788 lb 7,745 in-lb 3,872 in-lb 4,599 in-lb 5,930 in-lb 3 pin OK Mconn= (Mseismic + Mendfixity)*0.70*rho Mconn-allow(3 Pin)= 12,691 in-lb **all moments based on limit states level loading TYPE A Page e of f 5/29/2020 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: COPAN DIAGNOSTICS Project #: 052720-132 Column (Longitudinal Loads) Configuration: TYPE A Section Pronerties Section: Hannibal IF3014-3x3x149a k-- 3.000 in Aeff = 0.643 in"2 ly = 0.749 in"4 Kx = 1.7 I X Ix = 1.130 jnA4 Sy = 0.493 in"3 Lx = 93.5 in TT Sx= 0.753in"3 ry= 1.080in Ky= 1.0 :.M.....J.j...._ Ill' 3.000 in rx= 1.3261n nf= 1.67 Fy= 55 ksi Cmx= 0.85 Ly=36.0in - Cb= 1.0 fl. . E 29,500 ksi J......L • I 1*~ o .75 in COLUMN DL= 75 lb .., Critical load cases are: RH! Sec 2.1 •. COLUMN PL= 3,500 lb Load Case 5: : (1#0.105*Sds)D + 0.75*(1.4#0.l4Sds)*B*P # 0.75*(0.7*r/lo*E)<= 1. 0, ASD Method Mcol= 14,506 In lb axial load coeff 078694245 * P seis,mc moment coeff 05625 * Mcol Sds= 0.7067 Load Case 6: : (1#0.14*Sds)D # (0.85+0.14Sds)*B*P + (07*rhoE)<= 1.0, ASD Method 1+0.105*Sds= 1.0742 ax/a/load coefi? 0.66426 seismic moment coefi? 0.7 *Mcol 1.4-i-0.14Sds= 1.4989 By analysis, Load case '6 governs utilizing loads as such 1+0.14Sds= 1.0989 0.85+0.14*Sds= 0.9489 Axial Load=Pax= 1.098938*75 lb + 0.948938*0.7*3500 lb Moment=Mx= 0.7*rho*Mcol B= 0.7000 . = 2,407 Ili = 0.7 * 14506 in-lb rho= 1.0000 = 10,154 in-lb • Axial Analysis KxLx/rx = 1.7*93.5"/1.326'1 . KyLy/ry = 1*36"/1.08fl Fe <Fy/2 = 119.9 . = 33.3 1 Fn= Fe . = n/¼2E/(KL/r)maxA2 Fe= nA2E/(KL/r)maxA2 Fy/2= 27.5 ksi = 20.3 ksi = 20.3ksi Pa= Pn/Qc Pn= Aeff*Fn,, Qc= 1.92 =.13029Ib/1.92 = 13,029 lb = 6,86 lb ., P/Pa= 0.35 ,> 0.15 Bending Analysis -Check: Pax/Pa + (Cmx*Mx)/(Max*px) :5 1.0 P/Pao +Mx/Max :5 1.0 Pno= Ae*Fy .. . Pao= Pno/Qc Myield=My= Sx*Fy = 0.643 in'2 *55000 psi = 353651b/1.92 = 0.753 in A3 * 55000 psi 35,365 lb = 18,419 lb = 41,415 in-lb Max= My/.Of' = 41415 in-lb/1.67 = 24,799 in-lb• lJx=fr{1/[1(cP/Pcr)]}"1 = {1/[1.(1.92*2407 lb/130221b)]}"-1 =0.65 Pcr= n'2EI/(KL)max"2 = nA2*29500 ksi/(1.7*93.5 in)"2 = 13,022 lb Combined Stresses (2407 lb/6786 lb) + (0.85*10154 in-lb)/(24799 inlb*0.65) = 0.89 ,< 1.0,0K (EQ C5-1) (2407 lb/18419 lb) + (10154 in-lb/24799 in-lb) = 0.54 <1.0, OK (EQ C5-2) ** For comparison, total column stress computed for load case 5 is: 87.0% loads 2834.8638375 lb Axial and M= 7615 In-lb TYPE A Page '7L of ( 5/29/2020 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: COPAN DIAGNOSTICS Project #: 052720-132 BEAM Contiguration: TYPE A DETERMINE ALLOWABLE MOMENT CAPACITY 2.75 in Check compression flange for local buckling (132.1) I5 in 3 w= c - 2"t 2*r = 1.75 in - 2*0.057 in - 2*0.057 in = 1.522 in 1.625 in w/t= 26.7 H I=lambda= (1.052/(k)A0.5) * (wit) * (Fy/E)"0.5 Eq. B2.1-4 = [1.052/(4)A0.5) * 26.7 * (55/29500)A05 5.000 in . . = 0.606 <0.673, Flange is fully effective Eq. B2.1-1 :. 0. 057 in check web for local buckling aer section b2.3 . fl(comp)= Fy*(y3/y2)= 51.31 ksi f2(tension)= Fy*(yl/y2)= 103.08 ksi .. Y= f2/f1 Eq. B2.3-5 Beam= IIMH 50160/5" Face x 0.057" thk = -2.009 Ix= 2.620 in A4 k= 4 + 2*(1Y)I3 + 2*(1Y) Eq. B2.3-4 Sx= 1.004 in A3 = 64.51 Ycg= 3.300 in flat depth=w= y1+y3 t= 0.057 in = 4.772 in wit= 83.71929825 OK Bend Radius=r= 0.057 in l=lambda= [1.052i(k)"0.5] * (wit) * (fl/E)AO.5 Fy=Fyv= 55.00 ksi = [1.052/(64.51)"0.5] * 4.772 * (51.31/29500)"O.5 Fu=Fuv= 65.00 ksi = 0.457 <0.673 E= 29500 ksi be=w= 4.772 in b2= be/2 Eq B2.3-2 top flange=b= 1.750 in bl= be(3-Y) = 2.39 in bottom flange= 2.750 in = 0.953 Web depth= (inn - bl+b2= 3.343 in > 1.586 in, Web is fully effective (camp) Determine effect of cold working on steel yield point (Fva) oer section A7.2 Fya= C*Fyc + (1C)*Fy (EQ A7.2-1) - Lcorner=Lc= (p/2) * (r + 1/2) 0.134 in C= 2Lc/(Lf+2Lc) Lflange-top=Lf= 1.522 in = 0.150 in p3 m= 0.192*(Fu/Fy) - 0.068 (EQ A7.2-4) depth = 0.1590 Bc= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)A2 - 1.79 (EQ A7.2-3) = 1.427 1 since fu/Fv= 1.18 <1.2 'rag and r/t= 1 <70K then Fyc= Bc * Fy/(R/t)'m (EQ A7.2-2) - -. t2(tension) = 78.485 ksi Thus, Fya-top= 58.52 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) yl= Ycg-t-r= 3.186 in = 113.59 ksi (tension stress at bottom) y2= depth-Ycg= 1.700 in Check allowable tension stress for bottom flange y3= y2-t-r= 1.586 in Lflange-bot=Lfb= Lbottom - 2*r*_2*t = 2.522 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.096 Fy-bottom=Fyb= Cb*Fyc + (1Cb)*Fyf = 57.26 ksi Fya= (Fyatop)*(Fyb/Fyabottom) = 29.50 ksi ____________ if F= 0.95 Then F*Mn=PFya*Sx=I__28.13 in-k Structural Engineering & Design Inc. = 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: COPAN DIAGNOSTICS Project #: 052720-132 BEAM Conhiguration: TYPE A RMI Section 5.2, PT II Section Beam= HMH 50160/5" Face x 0.057' thk Ix=Ib= 2.620 jflA4 2.75 In Sx= 1.004 in A3 t= 0.057 in E= 29500 ksi rl.75in Fy=Fyv= 55 ksi F= 300.0 ........ .. Fu=Fuv=65ksi L=1441n Fya= 58.5 ksi Beam Level= 1 1.625 in P=Product Load= 3,500 lb/pair D=Dead Load= 75 lb/pair Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W*Rm/8 W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RMI2.2, item S FOR DL2% of PL, W= 1.599 Rm= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)J 1 - (2*300*144 in)/[(6*29500 ksi*2 62 inA3)+(3*300*144 in)] = 0.854 if F= 0.95 P Then F*Mn=F*Fya*Sx= 55.81 in-k Thus, allowable load : -. per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W) Bçam•______ = 5581 in -k * 8 * 2/(144in * 0.854 * 1599) Length = 4,542 lb/pair allowable load based on bending stress •g ' Mend= W*L*(1Rm)/8 = (4542 lb/2) * 144 in * (1-0.854)18 = 5,968 in-lb © 4542 lb max allowable load = 4,599 in-lb © 3500 lb imposed product load Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib) Allowable Deflection= 1/180 = 1 - (4*300*144 in)/[(5*300*144 in)+(10*29500 ksi*2.62 in"4)] = 0.800 in = 0.825 in Deflection at imposed Load= 0.726 in if Dmax= 1/180 Based on 1/180 Deflect/on Critena and Dss= 5*W*LA3/(384*E*Ib) 1/180= 5*W*LA3*Rd/(384*E*Jb*# of beams) solving for W yields, W= 384*E*I*2/(180*5*LA2*11d) = 384*2.62 in/\4*2/[180*5*(144 in)2*0.825) = 3,855 lb/pair allowable load based on deflection limits Thus, based on the least capacity of item 1 and 2 above: I Allowable load= 3,855 lb/pair Imposed Product Load= 3,500 lb/pair IBeam Stress= 0.91 Beam at Level l Structural Engineering & Design Inc. 191 Wright Avp I ELVernp CA 5117,50 ThI qg 5913 ii Fir gpg SCIR 7188 By: NIHAL Project: COPAN DIAGNOSTICS Project #: 052720-132 3 Pin Beam to Column Connection TYPE A - The beam end moments shown herein Show the result or the maximum induced tixed end monents torm seismic + static loads and Me code mandated minimum value ot 1.5%(DL+PL) Mconn max= (Mseismic + Mendtixity)0.70X Rho = 11,007 in-lb Load at level 1 rho= [öö Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 jn)A2 * P1/4 = 0.1507 in A2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi * 0.1507in"2 = 3,315 lb Bearing Capacity of Pin tcol= 0.075 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbeanng= alpha Fu diam tcol/Omega = 2.22 ' 65000 psi 0.438 in 0.075 in/2.22 = 2,135 lb <3315 lb Moment Capacity of Bracket r Edge Distance=E= 1.00 in Pin Spacing=. 2.0 in Fy= 55,000 psi C= P1+P2-i-P3 tclip= 0.18 in = P1+P1*(2.5f/4.5fl)+P1*(0.5/4.5) = 1.667*P1 Sclip= 0.127 lnA3 Mcap= Sclip * Fbending = 0.127 inA3 * 0.66 * Fy = 4,610 in-lb Pclip= Mcap/(1.667 * d) = 4610.1 in-lb/(1.667 * 0.5 in) = 5,531 lb C*d= Mcap = 1.667 Thus, P= 2,135 lb d= E/2 = 0.50 in Mconn-allow= [P1*4.5fl+P1*(2.5/4.5)*2.5+P1*(0.5/4.5fl)*0.5fl] = 2135 LB*[4.5'+(2.5/4.5fl)*2.5'+ (0.5f/4.5')*0.5"J = 12,691 in-lb > Mconn max, OK TYPE A Pace I of 3/29/2020 Structural Engineering & Design Inc. 1815 Wnaht Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: COPAN DIAGNOSTICS Project #: 052720-132 Transverse Brace Configuration: TYPE A Section Properties Diagonal Member= Hannibal 1-1/2x1-1/2x16ga Horizontal Member= Hannibal 1-1/2x11/2x16ga Area= 0.273 inA2 500 in _ Area= 0.273 in A2 r min= 0.496 in . I r min= 0.496 in I.0_.1.500 j Fy= 55,000 psi Fy= 55,000 psi K= 1.0 I 111.500 in K= 1.0 II 11.500 Qc= 1.92 L I --0.250 in -0.250 Frame Dimensions Bottom Panel Height=H= 48.0 in Clear Depth=DB*2= 36.0 in Frame Depth=D= 42.0 in . . X Brace= NO -' Column Width=B= 3.0 in rho= 1.00 Load Case 6: : (.±aW45ds) #14Ss)*B*p + [0.7*rho*E]<.= 1. 0, ASO Method Vtransvèrse= 855 lb Vb=Vtransv*0.7*pho= 855 lb * 0.7 * ='S99 lb Ldiag= [(DB*2)A2+ (1-16)#2JA1/2 = 55.3 in Pmax= V*(Ldiag/D) * 0.75 =5911b axial load on diagonal brace member Pn= AREA*Fn = 0.273 inA2 * 23419 'psi = 6,393 lb Tvoical Panel CQnflQU!81Qn (kl/r)= (k * Ldiag)/r mm = (1 x 55.3 in /0.496 in 111.5 in Fe= pi2*E/(kl/r)2 = 23,419 psi Since Fe<Fy/2, Fn= Fe = 23,419 psi Pallow= Pn/.Q = 6393 lb /1.92 = 3,330 lb Pn/Pallow= 0.18 <= 1.0 OK Horizontal brace Vb=Vtransv*0.7*,'ho= 599 lb (kl/r)= (k* Lhonz)/r mm Fe= piA2*E/(kl/r)A2 = (1 x 42 in) /0.496 in = 40,584 psi = 84.7 in Since Fe>Fy/2, Fn=Fy*(1fy/4fe) Pn= AREA*Fn = 36,366 psi = 0.273mn/2*36366 psi = 9,928 lb Pn/Pallow= 0.12 <= 1.0 OK Check End Weld Lweld= 3.0 in Fu= 65 ksi tmin= 0.060 in Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 3,510 lb OK Fy/2= 27,500 psi Pallow= Pn/.Qc = 9928 lb /1.92 = 5,171 lb TYPE A page Isof t ' 5/29/2020 Structural Engineering & Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.598.1351 Fax: 909.596.7186 By: NIHAL Project: COPAN DIAGNOSTICS Project #: 052720-132 Single Row Frame Overturning Configuration: TYPE A Loads Critical Load case(s): 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.90.20Sds)*B*Papp - E*rho hp J Vtrans=V=E=Qe= 855 lb DEAD LOAD PER UPRIGHT=D= 150 lb PRODUCT LOAD PER UPRIGHT=P= 7,000 lb Papp=P*0.67= 4,690 lb Wst LC1=Wst1=(0.75866*D + 0.75866*Papp*1)= 3,671 lb Product Load Top Level, Plop= 3,500 lb DL/LvI= 75 lb Seismic Ovt based on E, (Fi*hi)= 107,011 in-lb heiciht/degth ratio= 4.6 in Sds= 0.7067 (0.9-0.2Sds)= 0.7587 (0.9-0.2Sds)= 0.7587 rho= 1.0000 Frame Depth=Df= 42.0 in Htop-M=H= 192.0 in # Levels= 2 # Anchors/Base= 2 hn= 48.0 in I 0f1 SIDE ELEVATION Fully Loaded Rack h=H+h7/2= 216.0 in Load case 1: Movt= E(Fi*hi)*E*rh0 Mst= Wstl * Df/2 1= (Movt-Mst)/Df = 1071011 in-lb = 3671 lb * 42 in/2 = (107011 in-lb - 77091 in-lb)/42 in = 77,091 in-lb . = 712 lb Net Uplift per Column Net Seismic Uplift= 712 lb. Top Level Loaded Only Load case l: 0 V1=Vtop= Cs * Ip * Plop >= 350 lb for HID >6.0 Movt= [V1*h + V2 * H/2]*rho = 0.1767 * 3500 lb = 136,130 in-lb = 618 lb T= (Movt-Mst)/Df Vleff= 618 lb Critical Level= 2 .. = (136130 in-lb - 58151 in-lb)/42 in V2=VDL= Cs*Ip*D Cs*Ip= 0.1767 = 1,857 lb Net Uplift per Column = 27 lb Mst= (0.75866*D + 0.75866*Ptop*1) * 42 in/2 = 58,151 in-lb - - I Net Seismic Uplift= 1,857 lb Anchor Check (2) 0.5" x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per ESR 1917. Pullout Capacity=Tcap= 1,961 lb L.A. City Jurisdiction? NO Tcap*Phi= 1,961 lb Shear Capacity=Vcap= 2,517 lb Phi= 1 Vcap*Phi= 2,517 lb Fully Loaded: (356 lb/1961 lb)M + (213 lb/2517 lb)A1 = 0.27 <= 1.2 OK Top Level Loaded: (928 lb/1961 lb)A1 + (154 lb/2517 lb)"l = 0.53 <= 1.2 OK TYPE A Page '.1 of 14 5/29/2020 Siructural Engineering & Design inc. 1815 Wriaht Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: COPAN DIAGNOSTICS Project #: 052720-132 Base Plate Configuration: TYPE A Section 4— a --b. P , Baseplate= 8x5x0.375 Eff Width=W = 8.00 in a = 3.00 in Mb Eff Depth=D = 5.00 in Anchor cc. =2*a=d = 6.00 in Column Width=b = 3.00 in N=# Anchor/Base= 2 1 b -IL Column Depth=dc = 3.00 in Fy = 36,000 psi = 2.50 in Plate Thickness=t = 0.375 in . Downaisle Elevation Down Aisle Loads Load Case 5: : (1+0.105*Sds)1) + 0.75*T(1.4+0.l4Sds)*B*P + 0.75*10.7*tho*EJ c-= 1f. ,450 Method COLUMN DL= 75 lb Axial=P= 10742035 * 75 lb + 0.75 * (1.498938 * 0.7 * 3500 Ib) COLUMN PL= 3,500 lb = 2,835 lb Base Moment= 8,000 in-lb Mb= Base Moment*O.75*O.7*rho 1+0.105*Sds= 1.0742 = 8000 16-lb * 0.75*0.7*rho 1.4+0.14Sds= 1.4989 = 4,200 in-lb - . Eff( B= FO.7000 ..I Axial LOad P = 2,835 lb . Mbase=Mb = 4,200 in-lb I Effe Axial stress=fa = P/A = P/(D*W) M1= wLA2/2= fa*LA2/2 = 71 psi = 221 in-lb Moment Stress=fb = M/S = 6*Mb/[(D*BA2] Moment Stress=62 = 2'* fb * L/W = 78.8 psi = 49.2 psi Moment.Stress=fbl = tbfb2 . . . . M2= fb1*L.2)/2 F = 29.5 psi = 92 in-lb M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2 Mtotal = M1+M2+M3 = 103 in-lb - = 416 in-lb/in S-plate = (1)(t"2)/6 • rb = O75Fy = 0.023 inA3/in . = 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] Pp= 0.7*F'c = 0.66 OK = 1,750 psi OK Tanchor = (Mb(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,961 lb OK = -1,136 lb No Tension Cross Aisle Loads item 4: (1 #O.11tete)DL + (1'OJ4SOS)PLtZ75#ELO.75 14 ASVffedrod Check uplift load on Baseplate Check uplift forces on Daseplate with 2 or more anchors per RMI 7.2.2. 'When the base plate configuration consists of two anchor bolts located on either side of the column and a net uplift force exists, the minimum base plate thickness hail be determined based on a design bending moment in the plate equal o the uplift force on one anchor times 1/2 the distance from he centerline of the anchor to the nearest edge of the rack column Ta !M~U j'fl , 1. lbl .0 Elevation Uplift per Column= 1,856 lb Qty Anchor per BP= 2 Net Tension per anchor=Ta= 928 lb c= 2.50 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 1,160 in-lb SpIate= 0.117 inA3 Pstatic= 2,835 lb Movt*0.75*0.7*rho= 56,181 in-lb. Pseismic= Movt/Frame Depth Frame Depth= 42.0 in = 1,338 lb P=Pstatic+Pseismic= 4,173 lb I b =Column Depth= 3.00 in L =Base Plate Depth-Col Depth= 2.50 in fa = P/A = P/(D*W) M= wL'2/2= fa*Li2/2 ='104 psi = 326 in-lb/in Sbase/in = (1)(t"2)/6 Fbase = 0.75*Fy = 0.023 in43/in = 27,000 psi fb/Fb = M/[(S-plate)(Fb)J 0.52 OK TYPE A Pa'3e I '? 5/29/2020 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: COPAN DIAGNOSTICS Project #: 052720-132 Slab on Grade Configuration: TYPE A slab D Fb e Cross - Aisle Down Aisle Baseolate Plan View V' Concrete fc= 2,500 psi tslab=t= 6.0 in teff= 6.0 in hi=O= QIIV fsoil= 1,000 psf Movt= 133,585 in-lb Frame depth= 42.0 in Sds= 0.707 0.2*Sds= 0.141 X, .4 y 4 SLAB ELEVATION Base Plate Eft-C. Baseplate width=B 8.00 in width=a= 3.00 in V V V = 0.600 -j Effec. Baseplate Depth=D= 5.00 in depthb' 3.00 in 3B/D= 1:600 . midway dist face of column to edge of plate=c= 5.50 in FcA0.5= 50.00 psi Column Loads midway dist face of &umn to edge of plate=e=. 4.00 in - V .DEAD LOAD=D= 75 lb per column Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RN! SEC 2.2 EQTN S V = 1.34134 * 75 lb + 1.34134 * 0.7 * 3500 lb + 1 * 3180 lb unfactoredASO load PRODUCT, LOAD=P= 3,500 lb per column = 6,567 lb unfactoredASO load Load Case 2) (0.9-0.2Sds)D + (0.90.2Sds)*B*Papp + rho*E RN! SEC 2.2 EQTN 7 Papp= 2,345 lb per column = 0.75866 * 75 lb + 0.75866 * 0.7 * 2345 lb + 1 * 3180 lb P-seismic=E= (Movt/Frame depth) = 3,180 lb per column =4,482 lb Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQTN 1,2 i,nfacto,èd Umit State load = 1275 lb + 1.4*3500 lb B= 700aT T l =' 4,990 lb rho= 1.0000. 1 Load Case 4) 1.2*D + 1.0"P + 1.OE A318-I1Sc9.2.1,Eqtn9.5 V Sds= 0.7067 = 6,770 lb 1.2 + 0.2*Sds= 1.3413 Effective Column Load=Pu= 6,770 lb per column 0. 9 - 0.20Sds= 0.7587 Puncture V Apunct= [(c+t)+(e+t)]*2*t = 258.0 inA2 Fpunctl= [(4/3 + 8/(3*)] * ) *(A5) fv/Fv= Pu/(Apunct*Fpunct) = 90. psi = 0.329 <10K Fpunct2= 2.66 * * (F'c'0.5) = 79.8 psi - Fpunct eff= 79.8 psi - Slab Bending V Pse=DL+PL+E= 6,770 lb Asoil= (Pse*144)/(fsoil) L= (As0il)'0.5 V y= (c*e)0.5 + 2*t = 975 in = 31.22 in = 16.7 in x= .(L-y)/2 M= w*xA2/2 S-slab= *teffA2/6 7.3 in = (fsoil*xf% .1 2)/(144*2) = 6.0 irv'3 Fb= 5*(phi)*(fc)#0.5 . = 183.4 in-lb fb/Fb= M/(Sslab*Fb) = 150. psi . = 0.204 <1, OK TYPE A Page of '1 5/29/2020 Str'ucturai Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NII-IAL Project: COPAN DIAGNOSTICS Project #: 052720-132 Configuration & Summary: TYPE B **RACK COLUMN REACTIONS I 48' ASD LOADS AXIAL DL= 75/b - AML LL= 3,500/b 48" SEISMICAXIALPs=#/- 2,501/b 192" 192' ______ BASE MOMENT= 8,000/n-/b -I- 96" 42" Seismic Criteria # BM Lvls Frame Depth I Frame Heightl # Diagonals I Beam Length Frame Type Ss=0.944, Fa=1.123 2 42 in 1 192.0 in 1 4 1 96 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=3575 lb, M=14022 in-lb 0.86-OK Column & Backer None None None N/A Beam Fy=55 ksi HMH 33160/3.375" Face x 0.057" thk Lu=96 in Capacity: 3664 lb/pr 0.96-OK Beam Connector Fy=55 ksi LA 1: 3 pin OK Mconn=10811 in-lb Mcap=12691 in-lb 0.85-OK Brace-Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.12-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.18-OK Base Plate Fy=36 ksi 8x5x0.375 I Fixity= 8000 in-lb 0.66-OK Anchor 2 per Base 0.5" x 3.25" Embed HILT! KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift= 1796 lb) 0.433-OK Slab & Soil 6" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.33-OK Level Load** Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column Axial Column 1 Moment —corm. Moment I Beam Connector 1 3,500 lb 94.0 in 36.0 in 285 lb 161 lb 3,575 lb 14,022 "# 10,811 "# 3 pin OK .vu IL? Vlt.0 IN 'fO.0 In 3IU ID iLS ID 1,I1b ID /,Sdi'# 5,903 "# 3 pin OK 48.0 in 48.0 in ** Load defined as product weight per pair of beams Total: 855 lb 484 lb Fae 14 ofL, 5/27/2020 (a SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE PLAN C14ECK it _________ BPDA1EJ Business Name Business Contact Tetephotre# ProjectMdrsss City State ZCode - ON Mailing Adthess City State 21p Code OEM Project Contact Applicant E-mail Telehone # no iuuuwine quuauuns IupreewIun5TacIurijs acuviuui NUP Uls speciuo projocauuecripuon. the Fire Protection any Occupancy Raflng Facility's Square Footage Oncluding proposed project): I. Explosive or Blasting Agents S. Organic peroxides 9. Water Reactives IS. Corrosives 2. Compressed Oases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards ffJ F1ammabteICombuatlbtaUqukfs 1. Pymphcilcs It. HlghlyTodoorTox1a Materials 16. None of Time. 4. Flammable Solids 8. Unstable Reactives 12. Radloactfves JIRED Project Completion Date: Expected Date of Occupancy: (for new construction or remodeling projects) Is your business Rated on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste In any amount? - Will ãUrbüalrfeei ato(e brhandl HiziioriEubs1dncéa Inquãitiilia greater than 6r equal To 65gilFcna, 500 pounds end(or 200 cubic feet? Will your business store or handle carclnogenolreprnducttve toxins In any quantity? Will your business use an existing or Instal an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or Install a Hazardous Waste Tank System (hUe 22, Article 10)? WIU your business store petroleum In tanks or containers at your facility with a total facility storage capacity erpa o CeIARP Exempt Date musts 0 CnIARP Reiiuivl . I Date làlRals 0 CaIARP Complete I Data Initials from APCD 10124 Old Jot The folowino cues Will the project disturb 160 square feet or more of existing building materials? Will any load.suppo.11ng structural members be removed? Notification maybe required 10 vvorklng days prior to commencing demolition, (ANSWER ONLY IF QUESTION I or 2 IS YES) Has an asbestos-survey been performed by a Certified Asbestos Consultant or Site Surveillance IecMclan? (ANSWER ONLY IF QUESTION SIB YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required* 10 working days prior to commencing asbestos removal Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (wwwsdwc&omflnfo/ractstbernite.odU for typical equipment requiring an APCD permit, (ANSWER ONLY IF QUESTION 615 YES) Will the project or associated construction equipment be located within 1,0(0 feet of a school Briefly describe describe VIT and FIRE DEPARTMENT FOR OFFICAL USE ONLY: BY:___________________________ OAT SXIMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR sunalo pERarr BUT NOT FOR OCCUPANCY aei.neaee pcaocmwcy COUNTY.HMD' - APcD QOUNTY.HMD APcD CCUNTY.HMD APOD uisenp in ui's ow MW exumpw ousuneasos in oumpreung or upuaung a rierauoua iviawnaw ousinoss ni n. urner perriuurng requurnmenzs may awn appuy. HM0I7I (OWlS) County of San Diego - DElI - Hazardous Materials Division ENCINA WASTE WATER AUTHORITY INDUSTRIAL WAS'rEWATER.OISCHARGE PERMIT ScRENiNOsURVEv 6200.Aventda Enolnag, Carlebadb A92011 Phone: 16049.*41 'x;760476..9862 souco*or@enrnaJp..com Date auelness Namer ft Am. fsc$ ..i.2fl-.. StvaetAddress: '2-)2 . GsL/'i 01%OI0 mall- Add034,--- n6rm-A a keA2 kc. .opi L' oii PLEASE HECKHEREW VQUR BUSINESS 18 EXEMIT (ON RVIø SIDE CHECK TYS OF BU8INE8) Chock all below that. ar.prentat your facIUty: - +6elp h/ - :0 ACILI cieaning :•° MsenibIy 0 AUtomotiveRepair :o Battery Manufacturing. 0. . BLoiUel:ManUacturI1g .0 pthcE.1.aorat0ry .0 BUlk emic $çrge o crWesh 0 CtwnkaJ MnufOctu,1ng a Chemical i'urlflction Dgtal Offlcs ' Dental SGIQbJ1 N Dental Cliøics • Dry cleaning o EIeitrfcaiOomonent :MaflufacWflflg 0 1lZarMflUfactuFlng 0 FIJrn/-ryProcssinr O i'ooa processing Glass. Mafctttng 1ndustTaIEaundry 10 1nkManafectuing .o tabarntory.. O hining(Mlffing. MembinemariufacwrIn ewsterfl1term.dnibrane) Metal tInWffoimir Metal Fabiictkrn Mdtal. Finishing ctrpIain EiactrO!easPlatlhg It .Aflo'diliflg tairig (1;e.phophatfng) chem1car:EtcMng/Min1n Pintectrtttt Board Marnifacturing MetlI oWciera Formtn Ntrt,lt[onal Supptemant,Nltamln Marflctwlng .0 P1aintjng/Fivthhlng o• PralntMauufacwring - Pv mnetCare.Produts MafluWuhg p Pesticide.Mat1cturing/Packaging PharmaceutIcal Manufacturing (lludinprecirsot PorciaIn Enameling oPow.GeJieraUon Pflrt.S1mp b Research. and Development Rubber Maiiufaçturtng a SemicOnductr.Manufacwring . 5q$p/bWrpqft Manufactiirtng * Wesatmant/Storage New Buglfless? YesONd"SIC Code(s) ltknown:_. . . Pae•operatton began/willbägln: Tenant Improvement e41oD1fyes, 0Iefiyescr1$ improvement 4?tildy.- VJI- s. ..T)-4-5. IDescription of dpetãtlons generating Westeweter (dtSchared to sewer1 hauled or evaporated): .-.. . .. -. ...-- .. . ... .. Estithated vOlume of industrial wastewatertobe dtschmed (gall day): 0 .. . . ... List hazardout wastes generated (type/volume): Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? YesO Dare: ..NO Pags 1 ofta ('cityof Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 DeveloDmen t Services Bulkflng Division 1635 Faraday Avenue (760) 602-2729 www.cerlsbadca.gov PURPOSE This checklist Is Intended, to assist building permit applicants Identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be Included In the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate 1ili compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. + Patio • Decks "1 • PME(wlo panel upgrade) I + Pool .4 ifan Item ln.the checklist Is deemed to-be notapplicabiBto a-project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. A Details on CAP ordinance requirements are available on the dtys website. 4 A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application weboaae and download the latest form. Permit No.: V - BP No.:. PropertyMdresslAPN: 92n W.. a46LI 04 Apploant NameIco.: App1k35nt Address: Contact Phone: - 34 - 1633 Contact Emell: Contact Information of person completing this checklist (if different than above): Name: 62mi , S&164 - Contact Phone: Company nameladdrass: if: jç fry,jJ,J ~4 Contact Email: Applicant €.-M 44ei#(u)k-.Cr)1h1 &rrchrfAyiltfio1 Date: 4 6/2wD 8.60 Page loVe RevlaedOW19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, Building Permit Valuation (BPV) $ 2), C] Additions and alterations: D BPV<$80,000 N/A (WA All residenllai additions and alteratlons - C] BPV ;t $60,000 IA 1.2 family dwellings and bihouses with attached garages 0 Electricalpanel uirnradeonlv .4A 4A only 'Mum4amey aweuinge onty amem vflerlorrinlsfles are removed C] SPy k $200,000 IA, 4A* 119,49 and significant site work and upgrades to structural and mechanical, electrical, andlor plumbing eatems are ptposed C] Newconstructlon 18,28,3B,48 and 6 ) Alterations: i BPVZ:$200,0000r6ddfllondl,000 '1 uarefeet . I C] BPV$1,000,000 1B. 2B, 5 Bulking altemtlonsofk75%mdstlnggmss floor area 0 a2,o00 sq. lLnew roof addition 1 20,5 I lB also applies ifDPV?$200,000 Please refer to Carlsbad MunIr,aI Code (CIvIC) sections 1821.155 and 18.30.190, aid the callbmle Green Bulking Standards Code (CALGreen) for more biformatlon wiien completing this section. A 0• alteration k 0 N/A. see CMCeectlon1aa01OO. . 0 Horns energy scare 7 (Mindi cedhllca&n) Year8ullt S1ngls4m8yRequbements Melli401yRequbamemts El Before 1978 8electon i]Ductseallr aALlich,sulatbn [ICootroof DMUcinsalion D 1978aid1ater Select one: 0 Between 1978 and 1991 Select one Muct!!ft 13AMokulallm Cl Cod roof 0 1092 and 1aler •• 8dectone OLlghllngpackage OWatorhealkig package I l) Uonre &uorel *(N)DbuUdlegpeimltveluellon, oraddltIons !°° square feet. 0 NIA_______________ Updated 8/15t2019 2 City of Carlsbad Climate Action Plan Consistency Checklist S.ecMC 1&21.155 and CAoen AppeiidlxA5, OMsion Al2—Energy Efficiency. A5.2O3.t.1 Choose ono: V 0.1 Otddoorllghflng 02Waedodcsealdoors 0.3 Restaumnt seMrewaWheethg (conlyv.1th aifcn1a Energy Code seodon 140.5, as amended) 0 A DayghtdeiPAR 0.5thaustafr heat recovey V Ab.203.12.1 easepplloable: E3.95 0.90Eiwmybudet iNIA tAdL A5211.1" 00wlto renewable energy V V V IYN/A_•f' ItA Iwd% A5.211.3" V 0 Green powar (If offered by focal utllltypmvlder, 50% nEmtin renewable sources) V V V L'PUA A6212.1 DElevatorsandeacelatom V V 11 WA A5.213.1 OStealtamfog V ri N/A vi threl V * fockidee hotels(motsls and highOw V V 1* For dteretlona k $t000,000 BPV and affectIng >75% eddlng gtoss floor area ordteialfonsthataddZ000 square feat of new mci adcltfon: comply with CMC 18,30.130tistead. A. 0 Rosidesilsl new consbicfIon (for low.dso residential bidldlng pennRapole0ons ailn,Ittsd after IMO). Roferto 2019 CalIfornia Energy Code section 180.1(c)l4 for requhwnentaWales: I) Hlghdse msldonttal bididhigs are aubJáctto nonresidential pholovoltaic isquhimefli 013 belDwhistoad. 2) II project Includes hstalfatlon clan oWjlc heat punpwatar hooter pursuant to WC 1130.180(B) (high,-be roaldefltial) or 1*170(BereaIdOflVal).Máase syitemoho byAM if PYgifast option Is selected. Floor Plan D (use addltlixial sheets If necessaiy) Odu. calodatedOde BWOOM V DVVV DV . a Total System Size: V W/dc (CFAx.572)11,OQO + (1.15x #d.u.) ¶ornia ndcuiellorwhene CFA = condi8onal floor area, Ndu-jamber ddwellfflgs per plan e If prcposed system size bless then calculated size, please mplabi. B; Pbnroskfontlal new construction orallerattans P1,000,000 SIN and affecting 050A exieting floor urea, or addItion that lecresees roof area by 1Z= square bet Please refer to CMC section 18*130 when completIng thtseecilon. Nate: This section also applies to V V V V V Choose one of the followkig methods: OGress Floor Area (GIA) Method GFA V_V_V Min. System Size: ____ kWdc 0 If < 10,0000. Enter: 5 kWdc 0 If 2: 10,000s.f. calculate: 15 kWdc x (GFNI0,000) "Roundbulldlig size factor to nearest tenth, and round system size to nearest whole number. VV V_V_V_V 0 limo- Dependent Valuation Method V V -Updated 8/15/2019 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use x,80-- Mm. system size: kWdc 'A1tach calculation documentation using modeling software approved by the Catifomia Energy Commission. & 0 Residential and hotel/motel new construction Please refer to CMC sections 18.30.180 and 18.30.170 when completing this section. []For syèterns serving Individual dwelling units choose one: 0 Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) O Heat pump water heater AND PV system .3 kWdo larger than required In CMC section 18.30.130 (high rise residential hoteWmotel) or CA Energy Code section 150.1(c) 14 (low-des residential) O Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher O Solar water heating system that Is either .60 solar savings fraction or 40 91 solar collectors 0 Exception: - O F.or systems serving multiple dwelling units, install a central water-heating system with all of the following: []Gas or propane water heating system OReclrculatlon system perCMC 18.30.150(B) (high-rise residential, hotel/motel) or CMC 18.30.170(B) (low.. rise residential) O Solar water heating system that Is either 0.20 solar savings fraction 0.15 solar savings fraction, plus drain water heat recovery []Exception: 0 Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. 0 Water heating system derives at least 40% of its energy from one of the following (attach documentation): Solar-thermal 0 Photovoitalos 0 Recovered energy []Water heating system Is (choose one): Heat pump water heater Electric resistance water heater(s) DSo tar water heating system with .40 solar savings fraction 0 Exception: Updated 8/15/2019 City of Carlsbad Climate Action Plan Consistency Checklist A 0 ResIdential Now construction and major altoratlons* Please Mar to Cadabad. Ordinance CIVIC section 18.21.140 when completing this section. COne and two-family residential dwelflng or townhouse with attached garage: Done EVSE Ready parking space required 0 Exception DMum4amlly reatdenhial: 0 Exception :. Total Parking Spaces Proposed E/SE Spaces Capable Reat Installed Total J Calnilatlone: Total EVSE spaces .10x Total pag(rotmdedupionaareatwhoIenumber) EVSE Installed = Total EVSE Spaces .50 (munded up to nearest wttole number) EVSE other= Total EVSE spaces —EVSE Installed (EVSE other may be dfcrinsteiled. oreJteestions are: (1)torone and o4ani!ydeallings and tevnhousss with attached gaas, alterations have a building permit valualon a $60000 or Include an electrical aivtae panel upgrnde mufifamilydvelings (free units or more withoutatladied garageB)1 aitoratlons have a buildIng pennit valuation k $200000, Istedor lintahas are removed and sbnt site work and upgrades to *uckimi and mechanical, electrical, andrpkambIng systems aropropoae'i . V Nonresidential new construction (Includes hotdahnotela} (xcepUon: &t - ... 1 Total Parking Spaces J ... - ......- sE Spaces . I 10 I 2 I 5 I I I a (tnhIItIs%n RAfAr fn tho fahla hnlnw Total Number of Pajisig Spaces provided Nua*erofmqiInd E'I Spaces NWTeFOfMIdrnd EVSE Installed Spaces 10-25 . 2VV.. 2650 V 2 0 51-75 V 6 3. 16-100 9 V I. 5 V 101-160 12 VVV V V V V V - 6 161-200 V V VVVV V 17 VVV V 9 201 and over 10 percent of total V 50 pent of Requfred E/ Spaces Updated 8/15/2019 City of Carlsbad Climate Action1PIan Consistency Checklist An appmved Tm sportatlon Demand Management(TN) Plan Is ,squlred brat nonmsldmtal pmjects that meet athmshotd of eniployeegsneratsd ADT. Qly stafftU usethe table Mow based on yorsubm1Itedplanth deteWwWWwornoryourperdrequIrse a MM plan. If TOM lsappflcableto•yotr pemilt, ataff wit coact1heappllcantb deIop a efte.epeclfic TOM plan based onthe pemilt details. Employee ADT. Estimation for Various Commercial UseS Office (19L.... -. - - 20 13 - RetaIls 8 4.5 Manufacturing 4 3 i Unless otherwise noted, rates-estimated from l.TE Trip - Generation Manual, 10"Edltlon 2 For all office uses, use SANDAG rate of 20 ADTI1,000 sf to calculate employee ADT a RetaD uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial was may be subject to special consideration Office: 20,450 of 1.20,450 sf11000 x 20=409 Employee ADT Retail: 9,334 Sf .1. First 1,000 sf ft 8ADT 2.9,334sf-1,000sf=8,334sf 3. (8,334 sf11,000 x 4.5) +8=46 Employee ADT Adowiedgmant I admowledge that the plans abITdtted maybe subjeotto the CydCedsbEfsTranspuflaUon Demand Management Ordinance, I Mob be contacted should mypemtrequhe a IN plan and widemtandthntan appiuved TOM plan Isa condition ofpennit Issuance. APPticantSgnstIj)J-7 Date:________ Peiwon otterthanAppllcant to be contacted tar wMcompflance (if appikiable): Name(Pdnted): Phone Nwiibev 1Oö1Y ')) EmallMdress: Updated 8/15/2019