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Home My WebLink About2864 Whiptail Loop; 100; CBC2018-0339; Permit(city of Carlsbad Commercial Permit Print Date: 09/19/2018 Permit No: CBC2018-0339 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: 2864 Whiptail Loop, 100 BLDG-Commercial 2091201000 $11,582.00 Work Class: Tenant Improvement Lot#: Reference#: Construction Type: Bathrooms: Orig. Plan Check#: Status: Applied: Issued: Permit Finaled: Inspector: Closed-Finaled 06/20/2018 08/15/2018 Plan Check#: Final Inspection: 9/19/2018 9:23:SlAM Project Title: Description: AMS FIREPLACE: STORAGE RACKING Owner: Contractor: A PG CARLSBAD I LLC CROWN LIFTTRUCKS 44 S Washington St 1010 Coast Highway 101 S C/0 Raf Pacifica Group {S1Conb), 103 ENCINITAS, CA 92024 NEW BREMEN, OH 45869-1247 619-696-6747 BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) FIRE High Piled Storage FIRE Plan Resub (3rd&Subsequent Submittal/hr) SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $1,094.83 Total Payments To Date: $1,D94.83 Balance Due: 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 1T 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. $0.00 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 76D-602-8560 f I www.carlsbadca.gov $132.70 $92.89 $733.DD $132.00 $1.0D $3.24 ' ' THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0PLANNING 0ENGINEERING 0BUILD1NG OFIRE 0HEALTH 0HAZMAT/APCD (city of Building Permit Application Plan Check No.Q5C.,101 '8-D?.3" 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value 11 'fl9i? - Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: building@carlsbadca.gov www.carlsbadca.gov Date I D -?f)-l'iC JOB ADDRESS SUITEI/SPACEf/UNIT# )~N 2864 WHIPTAIL LOOP STE 100 , • 209 -120 -10 -00 CT/PROJECT# I Lor# L.of r', I PHASE # ! # OF UNITS I# BEDROOMS # BATHROOMS ITENANTBU;;;;·;l~EPLACE / coNSTR. TYPE / acc. GROUP M1!.<J I C,C,0', 111-B B/S-1 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) STORAGE RACKING EXISTING USE I PROPOSED USE I I GARAGE (SF) PATIOS (SF) I DECKS (SF) FIREPLACE 1 IAIR CONDITIONING 1 FIRE SPRINKLERS STORAGE RACKING STORAGE RACKI~ YESQ. No[Z] YES[Z]No[J YES[Z]No[J APPLICANT NAME CROWN LIFT TRUCKS PROPERTY OWNER NAME CARLSBAD! LLC c/o raf PACIFIC GROUP Primary Contact ADDRESS ADDRESS 12725 STOWE DR 111 C STREET SUITE 200 CITY STATE ZIP CITY STATE ZIP POWAY D CA 92064 ENCINITAS CA 92024 PHONE IFAX PHONE IFAX 619-696-6747 858-513-4965 EMAIL EMAIL TURA.BILLET@HOTMAIL.COM DESIGN PROFESSIONAL STRUCTURAL ENGINEERING DESIGN INfJ CONTRACTOR BUS. NAME CROWN LIFT TRUCKS ADDRESS ADDRESS 1815 WRIGHT AVE 12725 STOWE DR CITY STATE ZIP CITY STATE ZIP LAVERNE CA 91750 POWAY CA 92064 PHONE PHONE 714-632-7330 IFAX 714-632-7763 619-696-67 47 [FAX 858-513-4965 EMAIL EMAIL BOB@SCEDINC.COM CROWN.COM ISTATEUC. #26608 STATE LIC.# lccs11024 f CllYBUSBLOS1212510 781358 C61/D21 (Sec. 7031.5 Business and Professions Code: Any City or Coun.ty which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such per_mit to file a signed statement triat he is licensed pursuant to the provisions of the Contractor's License Law)Cha!/'ter 9, commending with Section 7000 of Division 3 of the B_usiness and Professions Code} or that he is exempt therefrom. and the basis for the alleged exemption. Any violation of Section 03 .5 by any applicant for a permit subjects the applicant to a CIVIi penalty of not more than five hundred dollars {$500)). WORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of peljury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the perfomiance of the work for which this pemiit is issued. [Z] I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. ACE AMERICAN INSURANCE COMPANY/GALLAGHER BASSETI Policy No. WLRC64'1-4628 Expiration Date 10/1/2018 ~section need not be completed if the permit is for one hundred dollars {$100) or less. U Certificate of Exemption: I certify that in the performance of the work for which this pemiit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California. WARNING: Failure to secure wor1cers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In additlon to the cost of compensation, damages as provided for in Section 3706 of the Labor code, Interest and attomey's fees • .K$ CONTRACTOR SIGNATURE I hereby affirm that I am exempt from C<Jntractor's License Law for the following reason: D D D I, as 0W11er of the property or my employees with wages as their sole compensation, will do the work and the structure· ended 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 we · elf or through his OWl'l employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of c:omplelion, the owner-build ave the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to cons project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of or(s) licensed pursuant to the C-Ontractor's license Law). I am exempt under Section Business and Professi e for this reason: 1. I personally plan to provide the major labor and m or c:onstruction of the proposed property improvement. 0Yes 0No uilding pemiit for the proposed work. rson (fimi) to provide the proposed c:onstruction (include name address I phone I contractors' license number): 4. 1 plan to provide portions work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone I contractors' license number): e work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone/ type of work): .K$ PROPERTY OWNER SIGNATURE ~GENT DATE ' • • COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? O Yes O No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes O No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes O No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I certify that I have read the application and state that the above information Is c.orrec:t and that the lnfonnatlon on the plans is accurate. I agree to c.omply with all City ordinances and State laws relating to building c.onstructlon. I hereby authorize representative of the Qty of Carlsbad to enter upon the above men~·oned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CllY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required forexcavatOOs over 5'0' deep and demoliflon or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the proVISions of this Code shall expire by limita~on and become null and void if the building or work authorized by such permit is not commenced within 180 days frcm tte date of such permit or if the building or work aulhori~ by such permrt is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). 8$ APPLICANT'S SIGNATURE DATE ' ' .. · ' PERMIT INSPECTION HISTORY REl?ORT (C~C2018-0339) . ~ Permit Typo: BLDG-Commercial Application Date: 06/20/2018 Owner: A P G CARLSBAD I LLC Work Class: Tenant Improvement Issue Date: 08/15/2018 Subdivision: Status: Closed -Finaled Expiration Date: 02/25/2019 Address: 2864 Whiptail Loop, 100 Carlsbad, CA 92010-6712 IVR Nun1ber: 12058 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 08/22/2018 08/27/2018 BLOG-Fire Flnal 067148-2018 Rescheduled Cindy Wong Incomplete Checklist Item COMMENTS Passed FIRE-Building Final No 08/23/2018 08/23/2018 BLDG-14 067996-2018 Passed Andy Krogh Complete Frame/Steel/Boltlngf Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency As built drawings required for final, ok to Yes load racks BLDG-Final 067984-2018 Cancelled Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 09/19/2018 09/19/2018 BLDG-Final 070375-2018 Passed Andy Krogh Complete Inspection Checklist lte1n COMMENTS Passed BLDG-Structural Final Yes BLOG-Fire Final 068304-2018 Scheduled Cindy Wong Incomplete Checklist ltom COMMENTS Passed FIRE-Building Final No September 19, 2018 Page 1 of 1 <ef ~ CIT¥ Of CARLSBAD SPECIAL INSPECTION AGREEMENT 8-45 Deve/opn,ent Serv/ceb BuRding Dlvislcf"'\ 1635 Faraday Avenue 76().602-2719 www.cat1sbadca.gov UN 2 0 2018 In accordance wit!t Chapter 17 of the California Building Code the following must be completed when work belrrs pert. () F. (~.' /' requirea. special Inspection, strudural observation a,id const,ucdon material testing. BU/ I t-, , , ,· _, , Project Address:L§"Q 't ~i, !f'k4 ,ho. # ice>, ~M_,( C ~;·ii.~,. A, THIS SECTION MUST BE CO~PLETEO BY THE PROPERTY OWNER/AIJTHORIZED AGENT, Please check if you are Owner-Builder a. (If you checked as owner-builder you must also complele Seclion 8 of this agreement ) Name: (Please pnn!)_ . .fl 6::..4.!.tL ---------------.... -_____ .g __ . --. .cd?~.v ~:: .. CFlr$IJ \t~ {I.,,<,!)'·· Mailing Addres~. 'J::~1,1; 'f t;!/,,A&iLfEe, tl'.4_~tC,,zrl:,i.lx.w.C,_ C,11 _ f;Z.dc, Ema~: .... t??_ .. ·1-~A.0.1.Jil. .. 9.:.'!J.::i.-.At1-pls,u.t..-.::. -'~~ Phone: ..... '1.f!.r? l~,'/ · r.e;U... I am; QProperty Owner J@!'roperty Owner's Agent of Record DArchitect of Record DEnglneer of Record State of California Registration Number~ ·-Expiration Data:._ AGREEMENT: I, the undersigned, declare under penalty of perjury under the Jaws of the State of California, that I h_ave 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 inspedio~-~J~ .. Qfl the .i:ieproved plans and, as required by the California Building Code, Signaturt;~~:~~-:--.. ~~·:·· .&..~-~-.. ____ Date: _____ .. . a. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor f builder f owner~builder. '"\ I" Contractor's Company Nai:·:.:-~c{tl_W!\ -~-it1_Jt U:C.t~ 2_ ... Pleose check if you are OWner-Builder a Name· (P''"''""'l ___ V~_J1t'r"'{{y(4.,7_ _ _______ . --·· (F1ro11 ~-) tlilatJ Mailing Address. __ ·-J'l,12,".7 _ )1DJ{ _\)( • 'ffi~~'J ,_C1 _'\'Wl,ti..j .. --·-.. _ .... Em.ii; ·-_ C,'(0-,,.;lc. _(J['!f\__ _ __ . _ __ Phonec. .. lsl.i"l ~ ltllf.: _ _faj_lj.07' State of California Contractor's License Number: __ j _?j_ \~17~. Expiration Date: -··· _ j_ .I.~\ . J. _1), \ <6 I acknowledge and, am aware, of speclal 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 buUding official; . I w1ll have in.place procedures for exercising control wi1hln our (the contractor's} organization, for the melhod and frequency of reporting and the distribution of the reports; and • 1 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 requesUng final Inspection. _ ... l". _·' ~ w .. --··----· Signature~.... ~o\ . ---.. Date:_ .~, Page 1 of 1 Rev. 08111 BDJ Co,1su:ting, Inc. A Califo:'nia Corpo"alion 17582 Orange Dr. Yorba Linda CA 92886 ··~ Cell (71 ~) 863-9180 f>x (877) 764--3939 H.-: FD CONSULTING, INC. Observation Report and Observation Agreement Job Address Job Name Observer Samples: Quantity= '-1 r-r served: !--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~----. By this signature on the this Observation Report. 1 acknowledge that BDJ Consulting, Inc. perlonned the above observation. Approved by: Project Superintenden::~an -Other. vJ, A-<---1 C.. I to< e"°<;. Certification of Compliance We hereby c~ that,. al the timE!' of this obser."mort, we have obsefved all o1 the above reported WOik, unless othe!Wisa noted. lo lh9 best of oor knowledge and be:iat. we-hav&found this worn to comply with the approved plans, speclficatians, and applic:able ~s) of tha Uniform Buildlng Code, as applicable to the locality where this proj&ct is located. Th!s report cannot be construed to be a rac:ommendallon of wolk of arry nature to be perlonned. The performance of our observation servi thetarms and condttiofls as described on the revarse side of ths Owner or a soocessor in interest shall hold harmless BDJ Cars all 15931 ngs of any 112ture ~soever, that -· Specialty No. WHllE-OFFICE COPY, CANA.RV-ACCOUNTING COPY, PfNK-0$SERVERS COPY, BOTTOM Wffli'E-JOBSITE COPY ~ EsG1I A SAFl:.built Co1npany DATE: 7/3/2018 1:1_/PLICANT ~ JURIS. JURISDICTION: City of Carlsbad PLAN CHECK#.: CBC2018-0339 PROJECT ADDRESS: 2864 Whiptail Loop SET: I PROJECT NAME: Storage Racks for AMS Fireplace D D D D D ~ D 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. 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: _ (t:({> ) Email: \r __.-, Mail Telephone Fax In Person ;n ~ REMARKS: 1. Fire Department approval is required. 2.Ci~'fl'eld verify that the path of ravel from the handicapped parking space to the rack area and the bathrooms serving the rack area comply with all the current disabled access requirements. By: David Yao EsGil 6/25/18 Enclosures: 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ' City of Carlsbad CBC2018-0339 7/3/2018 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK#.: CBC2018-0339 BUILDING ADDRESS: 2864 Whiptail Loop BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION (Sq.Ft.) Multiplier racks Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance ---------------------- Bid . Permit Fee b Ordinance .... _9______ y ----_J ----------------~ -Plan Check Fee by Ordinance • ---------------,---------- Type of Review: 0 Complete Review DATE: 7/3/2018 Reg. VALUE Mod. per city D Structural Only D Repetitive Fee -----.;i Repeats ___ _J D Other D Hourly EsGil Fee t-----,IHr. @ • Comments: ($) 11,582 11,582 $75.43) Sheet of Structural Engineering $ Design, Inc 1815 Wright Ave La Verne, Ca. 91750 Tel: 909-596-1.351 Fax: 909-596-7186 Project Name : AMS FIREPLACE Project Number: LV-042718-7 Date : 06/07 /18 Street Address: 2864 WHIPT AIL LOOP, SUITE 100 IE 102 City/State : CARLSBAD, CA 92010 Scope of Work : SELECTIVE g .... 'It JUNO 7 2018 0 CO o...- 00 ...-C::! Oo NN ...-._ 0) co 0 N en M M 0 I co ... 0 N (.) m (.) Structural . Engineering & Design Inc. 1815 Wright Aye La Verne CA 91750 Tel: 909.596.1351 Fax-909 596 7186 By: BEN Project: AMS FIREPLACE Project#: LV-042718-7 TABLE OF CONTENTS "Title Page ..... 1 Table of Contents ... 2 Design Data and Definition of Components .. 3 Critical Configuration 4 Seismic Loads 5 to 6 Column. 7 Beam and Connector 8 to 9 Bracing 10 Anchors 11 Base Plate ... 12 Slab on Grade ... 13 Other Configurations .... 14 AMS FIREFLACE TYFE I Paqe 7-of 1 'f 5/1/2018 Structural Engineering & Design Inc. 1815 Wright Aye La Verne CA 91750 Tel: 909.596.1351 Fax: 909 596 7186 By: BEN Project: AMS FIREPLACE Project#: LV-042718-7 Design Data 1) The analyses herein conforms to the requirements of the: 2012 !BC Section 2209 2016 CBC Section 2209A ANSI MH 16.1-2012 Spedfications for the Design of Industrial Steel Storage Rad<s ''2012 RMI Rack Design Manual" ASCE 7-10, section 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 l<si Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, "1th minimum yield, Fy=55 l<si All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 l<si 3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The existing slab on grade is 6" thick with minimum 4000 psi compressive strength. Allowable Soil bearing capacity is 750 psf. The design of the existing slab is by others. 6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components A =~ ::) ~=::11::::===::Jt!==:==::lf= Frnra Height Eeam length Esm Spacing Front View: Dov,n A!!ile (Longrt:OO!naI) Hclme AMS FIREPLACE TYPE I :i Cbum, Beam to Cblt:rm Connector Ee:se Aate and An<ho~ Page 3 of I I r-:;.J 5§-tjion A: Q-os.s Aisle fTranswrse } Frame Horirontal '""' Ciaponal &s,ce 5/1/2018 Structural Engineering & Design Inc. 1815 Wrjght Aye La Verne CA 91750 Tel: 909.596.1351 Fax: 909.596 7186 By: BEN Project: AMS FIREPLACE Project#: LV-042718--7 Configuration & Summary: TYPE 1 SELECTIVE RACK T 60' + 40" 60" 2 240" + 60" + 60" ' T 48" +1~ 48" +,.._____. 48" +IL....-..J 48" + I '-----------S 36" / _J__ '*RACK COLUMN REAmONs ASOLOAOS AXIAL OL= 150 lb AXIAL LL= 6,000 lb SEISMIC AXIAL Ps=+/· 7,S77 lb BASE MOMENT= 8,000 in-lb ,f--------144" --,V ,r-42" -,r Seismic Criteria Ss=l.032, Fa=l.087 Component Column Column & Backer Beam Beam Connector Brace-Horizontal Brace-Diagonal Base Plate Anchor Slab &Soil Level I Load** 1 2 3 4 Per Level 3,000 lb 3,000 lb 3,000 lb 3,000 lb # Bm Lvls 4 Fy=55 ksi None "'•=55 ksi Fy=55 ksi Fv-55 ksi FV=55 ksi Fy=36 ksi 2 per Base Beam Spca 60.0 in 60.0 in 60.0 in 60.0 in ** Load defined as product weight per pair of beams Notes I AMS FIREPLACE TYFE I Frame Depth Frame Height # Dia onals Beam Length Frame Type 42 in 240.0 in 5 144in Single Row Description Hannibal IF3014-3x3x14ga P=6150 lb, M=l4572 in-lb None None HMH 44160/4.5" Face x 0.06" thk Lu-144in I Capacity: 3041 lb/pr Lvl 1: 3 pin OK I Mconn=l1186 in-lb I Mcap=l2691 in-lb Hannibal l • l/2xl -1/2xl 6ga Hannibal l-1/2xl -l/2xl6ga 8x5x0.375 I Fixity= 8000 in-lb 0.5" x 3.25" Embed HILTI KvVIKBOLT 1Z ESR 1917 Inspection Reqd (Net Seismic Uplift=4448 lb) 6" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure Brace 36.0 in 48.0 in 48.0 in 48.0 in 48.0 in Total: J Story Force J Story Force Transv Longit. 1561b 312 lb 4681b 6241b 1,560 lb 79 lb 158 lb 238 lb 317 lb 7921b Fage l(-of 11 Column Axial 6,150 lb 4,613 lb 3,075 lb 1,538 lb I Column I Conn. Moment Moment 14,572 "# 11,186 "# 10,692 "# 8,996 "# 8,316 "# 6,917 "# 4,752 "# 4,007 "# STRESS 0.76-0K N/A 0.99-0K 0.88-0K 0.21-0K 0.32-0K 0.8-0K 0.983-0K 0.53-0K Beam Connector 3 pin OK 3 pin OK 3 pin OK 3 pin OK 5/1/2018 Structural Engineering & Design Inc. 1815 Wriaht Ave La Verne CA 91750 Tel· 909.596.1351 fax: 909.596 7186 By: BEN Project: AMS FIREPLACE Project#: LV-042718-7 seismic Forces Configuration: 1YPE 1 SELECTIVE RACK Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16,1-2012 Sec 2.6 &ASCE 7-10 sec 15.5.3 Transverse (Cross Aisle) Seismic Load V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) Csl= Sds/R = 0.1870 Cs-max* Ip= 0.1870 Vmin= 0.015 Eff Base Shear=Cs= 0.1870 Cs2= 0.044*Sds = 0.0329 Cs3= 0.5*51/R = 0.0501 Cs-max= 0.1870 Ws= (0.67*PL,," * PL)+DL (RMI 2.6.2) = 8,340 lb Base Shear Coeff=Cs= 0.1870 Level PRODUCT LOAD P P*0.67*PRF1 1 3,000 lb 2,010 lb 2 3,000 lb 2,010 lb 3 3,000 lb 2,010 lb 4 3,000 lb 2,010 lb sum: P=120001b 8,040 lb Lonaitudinal fDownaisle' Seismic Load Vtransv=vt= 0.187 * (300 lb+ 8040 lb) Etransverse= 1,560 lb Umit SUtas Level Transvarse seismk shear JMT upright DL hi W1*h1 75 lb 60in 125,100 751b 120 in 250,200 75 lb 180 in 375,300 751b 240in 500,400 300 lb W=8340 lb 1,251,000 Similarly for longitudinal seismic loads, uslng R-6.0 Ws-(0.67 * PL,,, * P) + DL PRF2- Ss= 1.032 51= 0.401 Fa= 1.087 F\/= 1.599 Sds=2/3*Ss*Fa= 0.748 Sd1=2/3*S1*F\/= 0.428 Ce=0.4*2/3*Ss*Fa= 0.2991 (Transverse, Braced Frame Dir.) R= 4.0 1.0 Ip= 1.0 PRFl = 1.0 Pallet Heght=hp= 48.0 in DL per Beam Lvl= 75 lb Fl R*(hi+hp/2) 156.0 lb 13,104-# 312.0 lb 44,928-# 468.0 lb 95,472-# 624.0 lb 164,736-# 1,560 lb 1=318,240 "-'·''"J E-...-.. ,.._. .. J '"""~ k,,,<J Csl=Sdl/(T*R)= 0.0950 = 8,340 lb (Longitudinal, Unbraced Dir.) R: 6.0 !"''''"''') F'·"" /'"""1 'f,,,,·'j Cs2= 0.0329 Cs3= 0.0334 Cs-max= 0.0950 Level 1 2 3 4 PRODUC LOAD P 3,000 lb 3,000 lb 3,000 lb 3,000 lb Cs=Cs-max*lp= 0.0950 T= 0.75 sec I Vlong= 0.095 * (300 lb + 8040 lb) I Elongitudinal = 79 2 lb Limit srat« u ... u ... 1191L Nismk ,,,,,.., per 11prJgllt P*0.67*PRF2 2,010 lb 2,010 lb 2,010 lb 2,010 lb DL 751b 751b 751b 751b hi 60 in 120 in 180in 240in W1*h1 125,100 250,200 375,300 500,400 !'·'''''] r,~ f'·~"·':l Fi 79.21b 158.4 lb 237.6 lb 316.8 lb Front View r~~~~1 sum: 8 040 lb 300 lb W=8340 lb 1 251 000 792 lb ~~~~=====~======~=======~====f=====~~=====~~~~~ AM5 FIREPLACE TYPE I Page ~ of l 'f 5/1/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel· 909.596.1351 Fax-909 596.7186 By: BEN Project: AMS FIREPLACE Project#: LV-042718-7 Downaisle Seismic Loads Configuration: TYPE 1 SELECTIVE RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. seismic Story Forces Vlong= 792 lb Vcol=Vlong/2= 396 lb Fl= 791b F2= 158 lb F3= 238 lb Seismic Story Moments Typiql fF,Jme mit4c: of two columns C7"l r:::J. = : = cc:, : rc::::J ... ~ L.::::r ~ I L..2:::r' i==..::J I~ -~ C3 E:J:Q E:J:CB r-96'--, ' ' Conceptual System Typiq/ Ft;ime made ,,;::::. of two columns Mbase-max= 8,000 in-lb <=== Default capacity hl-eff= hl -beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 57in = 11,286 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000 in~b M 1-1= (Vcol * hleff]-Mbase-eff = (396 lb• 57 in)-8000 in-lb = 14,572 in-lb Mseis= (Mupper+Mlower)/2 Mseis(l-1)= (14572 in-lb+ 10692 in-lb)/2 -12,632 in-lb LEVEL hi Axial Load 1 60in 6,150 lb 2 60in 4,613 lb 3 60in 3,075 lb 4 60in 1,538 lb M 2-2= [Vcol-(Fl)/2] * h2 = [396 lb -79.2 lb]*60 in/2 = 10,692 in-lb Mseis(2-2)= (10692 in-lb+ 8316 in-lb)/2 -9,504 in-lb Summary of Forces Column Moment** Mseismic** Mend-fixity 14,572 in-lb 12,632 in-lb 3,348 in-lb 10,692 in-lb 9,504 in-lb 3,348 in-lb 8,316 in-lb 6,534 in-lb 3,348 in-lb 4,752 in-lb 2,376 in-lb 3,348 in-lb Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 12,691 in-lb **all moments based on limit states level loading Vcol h2 h1 h1eff Beam to Column Elevation rho-1.0000 Mconn** Beam Connector 11,186 in-lb 3 pin OK 8,996 in-lb 3 pin OK 6,917 in-lb 3 pin OK 4,007 in-lb 3 pin OK COL AMS FIREPLACE T'r'PE I Pa,ae b of 1 'f 5/1/2018 Structural Engineering & Design Inc. 1815 Wriaht Ave La Verne CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: AMS FIREPLACE Project#: LV-042718-7 Column (Longitudinal Loads) Configuration: TYPE 1 SELECllVE RACK Section Properties Section: Hannibal IF3014-3x3xl4ga Aeff = 0.643 inA 2 Ix = 1.130 inA4 Sx = 0.753 inA 3 rx = 1.326 in Qf= 1.67 Iy = 0.749 inA4 Sy = 0.493 inA 3 ry = 1.080 in Fy= 55 ksi Kx = 1.7 Lx = 57.8 in Ky= 1.0 Ly= 36.0 in Cb= 1.0 r····:i·-, i y-·-·r·-·-y 3.000in Cmx= 0.85 E= 29,500 ksi Loads Considers loads at level 1 COLUMN DL= 150 lb Critical load cases are: RMI Sec 2.1 10.075 in " ~.75in _J_ COLUMN PL= 6,000 lb Load Case 5:: (J+0.105*5ds)D + 0.75*(1.4+0.14Sds)*B*P + 0.75*(0.7*rho*E}<= 1.0, ASD Method Mcol= 14,572 in-lb axial load coeff: 0.78997065 • P seismic momentcoeff: 0.5625 • Meo/ Sds= 0.7479 Load Case 6:: (J+0.14*Sds)D + (0.85+0.14Sds)*8*P + (0.7*rflo*E}<= 1.0, ASD Method 1 +0.105*Sds= 1.0785 axial load coeff: 0.66829 seismic moment coeff: 0.7 * Meo/ By analysis, Load case 6 governs utilizing loads as such Moment=Mx= 0.7*rho*Mcol l.4+0.14Sds= 1.5047 l+0.14Sds= 1.1047 0.85+0.14*Sds= 0.9547 B= 0.7000 rho= 1.0000 Axial Ana sis Axial Load=Pax= 1.104706*1501b + o.954706*0.7*60001b = 4,175 lb = 0.7 * 14572 in-lb = 10,200 in-lb KxLx/rx = 1.7*57.75"/1.326" = 74.0 Fe= nA 2E/(Kl/r)maxA 2 = 53.lksi Pn= Aeff*Fn = 26,210 lb P/Pa= 0.31 > 0.15 Bending Analysis KyLy/ry = 1*36"/1.08" = 33.3 Fy/2= 27.5 ksi Qc= 1.92 Check: Pax/Pa+ (Cmx*Mx)/(Max*µx) :5 1.0 P/Pao + Mx/Max :5 1.0 Pno= Ae*Fy = 0.643 inA2 *55000 psi = 35,365 lb Pao= Pno/Qc = 353651b/1.92 = 18,419 lb Fe > Fy/2 Fn= Fy(l-Fy/4Fe) = 55 ksi*[l-55 ksi/(4*53.1 ksi)) = 40.8 ksi Pa= Pn/Qc = 26210 lb/1.92 = 13,651 lb Myield=My= Sx*Fy = 0.753 inA 3 * 55000 psi = 41,415 in-lb Max= My/Qf Per= nA2El/(KL)maxA2 = 41415 in-lb/1.67 = 24,799 in-lb µx= {l/[l-(Qc*P/Pcr)]Y-1 = {1/[l-(l.92*4175 lb/34!351b)JY-1 = 0.77 Combined Stresses = nA2*29500 ksi/(l.7*57.75 in)A2 = 34,135 lb (4175 lb/13651 lb)+ (0.85*10200 in-lb)/(24799 in-lb*0.77) = (4175 lb/18419 lb)+ (10200 in-lb/24799 in-lb)= 0.76 0.64 < 1.0, OK < 1.0, OK (EQ C5-1) (EQ C5-2) ** For comparison, total column stress computed for load case 5 is: 72.0% q loads 4901.603325 lb Axial and M= 7650 in-lb AMS FIREPLACE TYPE I Page 1 of f 'f 5/1/2018 Structural Engineering & Design Inc. 1 a15 Wright Aye La Verne CA 91759 Jel 909 596 1351 fax· 909 596 7186 By: BEN Project: AMS Fl REPLACE BEAM configuration: TYPE 1 SELECTNE RACK DITTRMINE ALLOWABLE MOMENT CAPACITY Al Check compression flange for local bucking (82.11 w= c -2*t -2*r = 1.75 in -2*0.06 in -2*0.06 in = 1.510 in w/t= 25.17 !=lambda= [1.052/(k)A0.5] * (w/t) * (Fy/E)A0.5 = [1.052/(4)A0.5] * 25.17 * (55/29500)A0.5 = 0.572 < 0.673, Flange is fully effective Bl check web for local buckling per section b2. 3 fl(comp)= Fy*(y3/y2)= 50.69 ksi f2(tension)= Fy*{yl/y2)= 102.45 ksi Y= f2/fl = -2.021 k= 4 + 2*(1-Y)A3 + 2*(1-Y) = 65.18 flat depth=w= yl +y3 Eq. B2.3-5 Eq. B2.3-4 Eq. B2.1-4 Eq. B2.l-1 = 4.260 in w/t= 71 OK !=lambda= [1.052/(k)A0.5] * (w/t) * (fl/E)A0.5 = [1.052/(65.!8)A0.5] * 4.26 * (50.69/29500)A0.5 = 0.384 < 0.673 be=w= 4.260 in bl= be(3-Y) = 0.848 b2= be/2 = 2.13 in bl+b2= 2.978 in > 1.41 in, Web is fully effective Determine effect of cold working on steel yield point {Fyal per section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2) * (r + t/2) 0.141 in Lftange-top=Lf= 1.510 in m= 0. !92*(Fu/Fy) -0.068 = 0.1590 C= 2*Lc/(Lf+2*Lc) = 0.157 in (EQ A7.2-4) Be= 3.69*(Fu/Fy) -0.8!9*(Fu/Fy)A2 -1.79 = 1.427 since fu/Fv= 1.18 < 1.2 and r/t= 1 < 7 OK then Fye= Be * Fy/(R/t)Am (EQ A7.2-2) = 78.485 ksi Thus, Fya-top= 58.70 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 113.94 ksi (tension stress at bottom) Check allowable tension stress for bottom flange Lftange-bot=Lfb= Lbottom -2*r*-2*t = 2.510 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.101 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.37 ksi Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.56 ksi Eq B2.3-2 (EQ A7.2-3) if F= 0.95 Then F*Mn=F*Fya*Sx=j 25.07 in-k 8./ Project#: LV-042718-7 2.751n ts,n { T 4.500 in 1.625 In _J_ l= 0.060 in Beam= HMH 44160/4 5" Face x O 06" thk y1 Yog j_ Ix= 2.132 inA4 Sx= 0.893 inA3 Ycg= 2.970 in t= 0.060 in Bend Radius=r= 0.060 in Fy=Fyv= 55.00 ksi Fu=Fuv= 65.00 ksi E= 29500 ksi top flange=b= 1.750 in bottom flange= 2.750 in Web depth= 4 c:nn in ......:.: Fy - f1(comp) f2(1ension) yl= Ycg-t-r= 2.850 in y2= depth-Ycg= 1.530 in y3= y2-t-r= 1.410 in Structural Engineering & Design Inc. =======================:=!1ga~1s!!d!,1N~r~i9~b~t~A~y~edl~a~Y~e~r~n~e=cl,;!1A~9~1~Zg5gQdJ~e~1·~9~0~9~5~95l,!,,!1~3~s~1~f~a~x·~g~o~g~5~9~5~zk1ga~61======================= By: BEN Project: AMS FIREPLACE BEAM configuration: TYPE 1 SELECTIVE RACK RMI Section 5.2, PT II Section Beam= HMH 44160/4.5" Facex 0.06" thk Ix=Ib= 2.132 inA4 Sx= 0.893 inA 3 t= 0.060 in Fy= Fyv= 55 ksi Fu= Fuv= 65 ksi Fya= 58.7 ksi E= 29500 ksi F= 200.0 L= 144in Beam Level= 1 P=Product Load= 3,000 lb/pair D=Dead Load= 75 lb/pair 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L *W*Rm/8 W=LRfD Load Factor= 1.2*0 + 1.4*P+l.4*(0.125)*P FOR DL=20/o of PL, W= 1.599 Rm= 1 -[(2*F*L)/(6*E*lb + 3*F*L)] RMI 2.2, item 8 1-(2*200*144 in)/[(6*29500 ksi*Z.132 inA3)+(3*200*144 in)] = 0.876 if F= 0.95 Then F*Mn=F*Fya*Sx= 49.79 in-k Thus, allowable load per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W) = 49.79 in-k * 8 • 2/(144in * 0.876 • 1.599) = 3,950 lb/pair allowable load based on bending stress Mend= W*L*(l-Rm)/8 = (3950 lb/2) • 144 in• (1-0.876)/8 = 4,408 in-lb @ 3950 lb max allowable load = 3,348 in-lb @ 3000 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss* Rd Rd= 1 -(4*F*L)/(5*F*L + lO*E*lb) = 1 -(4*200*144 in)/[(5*200*144 in)+(10*29500 ksi*Z.132 inA4)] = 0.851 in if Dmax= L/ 180 Based on 1/180 DeRection Criteria and Dss= 5*W*L A3/(384*E*Ib) L/180= 5*W*LA3*Rd/(384*E*lb*# of beams) solving for W yields, W= 384*E*I*2/(180*5*L A2*Rd) = 384*2.132 inA4*2/[180*5*(144 in)A2*0.851) = 3,041 lb/pair allowable load based on deflection limits 4,500 In Pr,.-<h,..,t Project#: LV-042718-7 1.625 in _J_ 0.060 in ----- Beam Length . " Allowable Deflection= L/180 = 0.800 in Deflecton at imposed Load= 0.789 in Thus, based on the least capacity of item 1 and 2 above: Allowable load= 3,041 lb/pair Imposed Product Load= 3,000 lb/pair Beam Stress= . Beam at Level 1 StruGtural Engineering & Design Inc. 1815 Wright Ave I a Verne CA 91750 Tel· 909 5961351 Fax· 909 596 7186 By: BEN Project: AMS FIREPLACE Proiect #: LV-042718-7 3 Pin Beam to Column Connection TYPE 1 SELECTIVE RACK l he beam end moments ShOwn hefein show the result of the maximum lriduced fixed end rrohehts form S€1sffi1C + stat1C loads and the code mandated minimum value or l.5%(DL+PLJ Mconn max= (Mseismic + Mend-fixity)*0.70*Rho = 11,186 in-lb Load at level 1 Connector Type= 3 Pin Shear capacity of Pin Pin Diam= 0.44 in Ashear= (0.438 in)A2 * Pi/4 = 0.1SQ7inA2 Pshear= 0.4 * FY* Ashear = 0.4 * 55000 psi * 0.1507inA2 = 3,315 lb Bearing capacity of Pin teal= 0.075 in Omega= 2.22 FY= 55,UUU psi Fu= 65,000 psi a= 2.22 Pbearing= alpha * Fu * diam "' tcol/Omega = l.LL * oSUUU ps, • U.43B in • U.075 ln/Lll = 2,135 lb < 3315 lb Moment capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= Pl+P2+P3 tdip= 0.18 in = Pl +Pl *(2.5"/4.S")+Pl *(0.5"/4.5") = 1.667 * Pl Mcap= Sclip * Fbending = 0.127 inA3 * 0.66 * FY = 4,610 in-lb Pclip= Mcap/(1.667 * d) C*d= Mcap = 1.667 = 4610.1 in-lb/(1.667 * 0.5 in) = 5,531 lb Thus, Pl= 2,135 lb Mconn-allow= [Pl '4.S"+Pl *(2.5"/4.5")'2.S"+Pl *(0.5"/4.5")*0.5"] = 2135 LB'[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"] = 12,691 in-lb > Mconn max, OK AMS FIREFUICE TYPE I Page ~ of l 'f FY= ss,ooo psi Sclip= 0.127 inA3 d= E/2 = 0.50 in rho= 1.0000 5/ f/2018 Structural Engineering & Design Inc. 1815 Wriaht Ave La Verne CA 91750 Tel: 909.596.1351 Fax: 909 5967186 By: BEN Project: AMS FIREPLACE Project#: LV-042718-7 Transverse Brace Configuration: TYPE I SELECTIVE RACK Section Properties Diagonal Merr/Jer= Hannibal 1-1/2xl-l/2xl6ga Horizontal Member= Hannibal 1-1/2xl-l/2xl6ga Area= 0.273 inA 2 j--1·500 in 1 r min= 0.496 in Fy= 55,000 psi K= 1.0 Qc= 1.92 n~Oin Area= 0.273 inA 2 r min= 0.496 in Fy= 55,000 psi K= 1.0 -.,J I-,-0.250 in Frame Dimensions Diagonal Member Bottom Panel Helght=H= 48.0 in Frame Depth=D= 42.0 in Column Wldth=B= 3.0 in Clear Depth=D-8*2= 36.0 in X Brace= NO rho= 1.00 '±.-fLJ.04'16"&.rjf)"rJ~is+o.i~~· 0 I Load Case 6: : (.[±Q l04<SthjB + L(0.8S+0.14Sds)*B*P + [0.7*rho*E]<= J.O, ASD Method Vtransverse= 1,560 lb Vb=vtransv*0.7*mo= 1560 lb* 0.7 * 1 = 1,0921b Ldiag= [(D-B*2)A 2 + (H-6'')A 2)A 1/2 = 55.3 in Pmax= V*(Ldiag/D) * 0.75 = 1,0781b Vb (kl/r)= (k * Ldiag)/r min = (! x 55.3 in /0.496 in ) = 111.5 in fe: piA2*E/(kJ/r)A2 = 23,419 psi axial load on diagonal brace member Since Fe<Fy/2, Fn= Fe Pn= AREA*Fn : 0.273 inA2 * 23419 psi = 6,393 lb Pallow= Pn/Q = 6393 lb /1. 92 = 3,330 lb Pn/Pallow= 0.32 Horizontal brace Vb=Vtransv*0.7*rho= 1,092 lb (kl/r)= (k * Lhoriz)/r min = (! x 42 in) /0.496 in = 84.7 in Since Fe>Fy/2, Fn=Fy*(l-fy/4fe) = 36,366 psi Pn/Pallow= 0.21 AMS FIREPLACE TYPE I <= 1.0 OK <= 1.0 OK Fe= piA2*E/(kl/r)A2 = 40,584 psi Pn= AREA*Fn : 0.273inA 2*36366 psi = 9,928 lb Page f O of l 'f = 23,419 psi B # Typical Panel Confiquration 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 T l 5/1/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909 596 1351 Fax: 909.596.7186 By: BEN Project: AMS Fl REPLACE Single Row Frame Overturning Configuration: TYPE 1 SELECTIVE RACK Loads Critical Load case(s): 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp · E*rho Vtrans=V=E=Qe= 1,560 lb DEAD LOAD PER UPRJGHT=D= 300 lb PRODUCT LOAD PER UPRIGHT=?= 12,000 lb Papp=P*0.67= 8,040 lb Wst LC1=Wst1=(0.75042*D + 0.7S042*Papp*1)= 6,258 lb Product Load Top Level, Ptop= 3,000 lb DLJLvl= 75 lb Seismic Ovt based on E, l:{Fi*hi)= 318,240 in-lb t,e;nht/denth ratio-5.7 in A) Fullv Loaded Rack Load case 1: Movt= l:(Fi*hi)*E*rho = 318,240 in-lb Sds= 0.7479 (0.9-0.2Sds)= 0.7504 (0.9-0.2Sds)= 0.7504 B= 1.0000 rho= 1.0000 Frame Depth=Df= 42.0 in Htop-lvl=H= 240.0 in # Lev"s= 4 # Anchors/Base= 2 hn= 48.0 in h-H+hn/2-264.0 in Mst= Wstl * Df/2 = 6258 lb * 42 in/2 = 131,418 in-lb Project#: LV-042718-7 ~IIWI f j H h T SIDE ELEVATION T= (Movt-Mst)/Df = (318240 in-lb. -131418 in-lb)/42 in = 4,'148 lb Net Uplift per Column I Net seismic Uplift= 4.448 lb B\ Ton Level Loaded Onlv Load case 1: 0 VI =Vtop= Cs * Ip * Ptop >= 350 lb for H/D >6.0 Movt= [VI *h + V2 * H/2]*0.7*rho = 0.187 * 3000 lb = 108,385 in-lb = 561 lb T= (Movt-Mst)/Df Vleff= 561 lb Critical Lev"= 4 = (108385 in-lb -52004 in-lb)/42 in V2=VoL= Cs*Ip*D Cs*Ip= 0.1870 = 1,342 lb Net Uplift per Column = 561b Mst= (0.75042*D + 0.75042*Ptop*l) * 42 in/2 -52,004 in-lb I Net seismic Uplift= 1.342 lb Anchor Check {2) 0.5" x 3.25" Embed HILTI KWIKBOLTTZ anchor(s) per base plate. Special inspection is required per ESR 1917. Pullout capacity=Tcap= 2,150 lb LA City Jurisdiction? NO Shear capacity=Vcap= 2,600 lb Phi= 1 Fully Loaded: (2224 lb/2150 lbJAI + (390 lb/2600 lb)Al = 1.18 Top Level Loaded: (671 lb/2150 lbJAl + (140 lb/2600 lb)Al = 0.37 AMS FIREPLACE TYPE I Page l I of l't Tcap*Phi= 2,150 lb Vcap*Phi= 2,600 lb <= 1.2 OK <= 1.2 OK 5/1/2018 Structural Engineering & Design Inc. 1815 Wright Aye La Verne CA 91750 Tel: 909.596.1351 Fax: 909 596. 7186 By: BEN Project: AMS FIREPLACE Project#: LV--042718-7 Base Plate Configuration: lYPE 1 SELECTIVE RACK Section Baseplate= 8x5x0.375 Eff Vv1dth=W = 7.00 in p Mb Eff Depth=D = 5.00 in Column Width=b = 3.00 in Column Depth=dc = 3.00 in a = 2.50 in Anchor c.c. =2*a=d = 5.00 in N=# Anchor/Base= 2 Fy = 36,000 psi I b f+--L L = 2.00 in ---w Plate Thickness=t = 0.375 in Oownaisle Elevation Down Aisle Loads Load case 5: : (J+0.105*5ds/D + 0.75*[(1.4+0.145ds/*8*P + 0.75*!0.7"tflo*El<= 1.0. A5D Method COLUMN DL= 150 lb Axial=P= 1.0785295 * 150 lb+ 0.75 * (1.504706 * 0.7 * 6000 lb) COLUMN PL= 6,000 lb = 4,902 lb Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0.7*r1to 1 +O. !05*Sds= 1.0785 = 8000 in-lb * 0.75*0.7*rho 1.4+0.14Sds= 1.5047 = 4,200 in-lb ,----,...,....-----"'C.C.C~~----.,..,,----,,-,----,...,..---~ B= 0.7000 Axial Load P = 4,902 lb Mbase=Mb = 4,200 in-lb Axal stress=fa = P/A = P/(D*W) Ml= wl A2/2= fa*L A2/2 = 140 psi = 280 in-lb Moment Stress=fb = M/5 = 6*Mb/[(D*BA2J Moment Stress=fb2 = 2 * fb * L/W = 102.9 psi = 58.8 psi Moment Stress=fbl = fb-fb2 M2= fbl *LA 2)/2 = 44.1 psi = 88 in-lb M3 = (l/2)*fb2*L*(2/3)*L = (l/3)'fb2*LA2 Mtotal = Ml+M2+M3 = 78 in-lb = 447 in-lb/in 5-plate = (l)(tA2)/6 Fb = 0.75*Fy = 0.023 inA3/in = 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] Pp= 0.7*Pc 0.71 OK = 2,800 psi OK Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 2,150 lb OK = -2,289 lb No Tension Cross Aisle Loads Oil!cal load casekMISec 2.1, ltsn4: {1+0.lJSds}DL +(1+0.14SDS)'L"Q,75+a~J5 <~ LO, ASDM«ltad Check uplift load on Baseplate Eff, Effe, Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. Pstatic= 4,902 lb Movt*0.75*0.7*rho= 167,076 in-lb Frame Depth= 42.0 in P=Pstatic+Pseismic= 8,880 lb b =Column Depth= 3.00 in L =Base Plate Depth-Col Depth= 2.00 in fa = P/A = P/(D*W) = 254 psi Sbase/in = (l)(tA2)/6 = 0.023 inA3/in fb/Fb = M/[(S-plate)(Fb)] = 0.80 AMS FIREPLACE TYPE I OK Pseismic= Movt/Frame Depth = 3,978 lb M= wLA2/2= fa*LA2/2 = 507 in-lb/in Fbase = 0. 75* Fy = 27,000 psi Page {"2.. of \If 'When the base plate tonfiguralion consists of two anchor bolts located on either side the column and a net uplift force exists, the minimum base plate thickness all be determined based on a design bending moment In the plate equal the uplift force on one anchor times 1/2 the distance from e centerline of ttie anchor to ttie nearest edge of tt,e rack columnQ I· Uplift per Column= 4,448 lb Qty Anchor per BP= 2 Net Tension per anchor= Ta= 2,224 lb C= 2.00 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 2,224 in-lb Splate= 0.117 in"3 fb Fb *0.75= 0.527 OK 5/1/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel· 909 596.1351 Fax: 909 596.7186 By: BEN Project: AMS FIREPLACE Project#: LV-042718-7 Slab on Grade Configuration: TYPE 1 SELECTIVE RACK y L SLAB ELEVATION a .I Baseplate Plan View Concrete f'c= 4,000 psi tslab=t= 6.0 in teff= 6.0 in phi=0= 0.6 Soil fsoil= 750 psf Movt= 222,768 in-lb Frame depth= 42.0 in Sds= 0.748 0.2*Sds= 0.150 Base Plate Effec. Baseplatewidth=B"' 7.00 in Effec. Baseplate Depth::0= 5.00 in width=a= 3.00 in depth=b= 3.00 in 1,a 0.600 ~=B/D= 1.400 PcA0.5= 63.20 psi Column Loads DEAD LOAD=D= 150 lb per column unfactored ASD load PRODUCT LOAD=P= 6,000 lb per column unfactored ASD /o,Jd Papp= 4,020 lb per column P-seismic=E= (Movt/Frame depth) = 5,304 lb per column unfactored limit state /o,3d B= 0.7000 rho= 1.0000 Sds= 0.7479 1.2 + 0.2*Sds= 1.3496 o. 9 -0.20Sds= 0.7504 Puncture Apunct= [(c+t)+(e+t)]*2*t : 252.0 inA2 Fpunctl= [(4/3 + 8/(3*~)] *, *(F'cA0.5) = 122.8 psi Fpunct2= 2.66 * , * (F'cA0.5) = 100.9 psi Fpunct eff= 100.9 psi Slab Bendin Pse=DL+PL+E= 11,484 lb Asoil= (Pse*144)/(fsoil) = 2,205 inl'\.2 x= (L-y)/2 = 15.2 in Fb= 5*(phi)*(fc)A0.5 = 189.74 psi AMS FIREPLACE TYF'E I midway dist face of column to edge of plate=c= 5.00 in midway dist face of column to edge of ptate=e-4.00 in Load case 1) (1.2+0.2sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5 = 1.34958 * 150 lb + 1.34958 * 0.7 * 6000 lb + 1 * 5304 lb = 11,175 lb Load case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEc 2.2 EQTN, = 0.75042 * 150 lb+ 0.75042 * 0.7 * 4020 lb+ 1 * 5304 lb = 7,528 lb Load case 3) l.2*D + 1.4*P = l.2*150 lb+ l.4*6000 lb = 8,580 lb Load Case 4) l.2*D + l.O*P + I.OE = 11,484 lb Effective Column Load=Pu= 11,484 lb per column L= (Asoil)A0.5 = 46.96 in M= w*x/\2/2 = (fsoil*xA2)/(144*2) = 605.0 in-lb Page /3 of If fv/Fv= Pu/(Apunct*Fpunct) 0.452 < 1 OK y= (c*e)AO.S + 2*t = 16.5 in 5-slab= 1 *teffA 2/6 = 6.0 in"3 lb/Fb= M/(S-slab*Fb) = 0.531 < 1, OK RMI SEC 2.2 EQ1N 1,2 Kl 3]8·1! Sec 9l l, Eq!n',-5 5/1/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: AMS FIREPLACE Project#: LV-042718-7 configuration & summary: TYPE 2 SELECTIVE RACK T 60" 2 + 40" 60" 240" + 60" ---t- 60" ' ~ T 48"" +1~----il 48" +1~1 48"" +1~----11 48" + I f-------------- 36'" -4--- **RACK COLUMN REACTIONS ASDLOADS AXl'AL DL= 150 lb AXIAL LL= 6,000 lb SEISMIC AXl'AL Ps=+/· 7,577 lb 84SE MOMENT= 8. 000 in-lb -+------96" -----,/"" .}-4Z' -,r Seismic Criteria Ss=l.032, Fa=l.087 Component Column Column & Backer Beam Beam Connector Brace-Horizontal Brace-Diagonal Base Plate Anchor Slab &Soil Level I Load** 1 2 3 4 Per Level 3,000 lb 3,000 lb 3,000 lb 3,000 lb # Bm Lvts 4 Fy=55 ksi None Fr55 ksi Fy=SS ksi "•-55 ksi Fy=S5 ksi Fv=36 ksi 2 =r Base Beam Spcg 60.0 in 60.0 in 60.0 in 60.0 in ** Load defined as product weight per pair of beams AM5 FIREPLACE lYPE 2 Frame Depth Frame Height # Diagonals Beam Length Frame Type 42 in 240.0 in 5 96in Single Row Desaiption Hannibal IF3014-3x3x14ga P=6150 lb, M=14572 in-lb None None HMH 36160/3.75" Face x 0.06" thk Lu-96 in I Capacity: 4364 lb/pr Lvl 1: 3 pin OK I Mconn=10468 in-lb I Mcap= 12691 in-lb Hannibal 1 • 1/2x1 -1/2x16ga Hannibal l·l/2x1-1/2x16ga SxSx0.375 I Rxity= 8000 in-lb 0.5" x 3.25" Embed HIL11 KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic UpUft-4448 lb) 6" thk x 4000 psi slab on grade. 7S0 psf Soil Bearing Pressure Brace 36.0 in 48.0 in 48.0 in 48.0 in 48.0 in I Story Force I Story Force Transv Longit. 1561b 312 lb 4681b 6241b 791b 1581b 2381b 317 lb Total: 1,560 lb 7921b Page { if,1 / 'f. COiumn Axial 6,150 lb 4,613 lb 3,075 lb 1,538 lb I Column I Conn. Moment Moment 14,572 "# 10,468 "# 10,692 "# 8,278 "# 8,316 "# 6,199 "# 4,752 "# 3,289 "# STRESS 0.77-0K N/A 0.69-0K 0.82-0K 0.21-0K 0.32-0K 0.8-0K 0.983-0K 0.53-0K Beam Connector 3 pin OK 3 pin OK 3 pin OK 3 pin OK 5/1/2018 ' ProActive Fire Design & Consulting AMS Fireplaces 2864 Whiptail Loop# I 00 et~O ~hO'l- Carlsbad, CA 920 I 0 43015 Blackdeer Loop #205, Temecula, CA 92590 Phone: (951) 296-FIRE / Fax: (951) 296-3473 Email: proactive.fd@verizon.net C-16#952372 HIGH PILE STORAGE TECHNICAL REPORT Junel,2018 Report Prepared By: Dancu.d., \.VaU-cm,, NICET CERT#70305 C-16#9523 73 CBC2018-0339 2864 WHIPTAIL LOOP AMS FIREPLACE: STORAGE RACKING # 100 2091201000 6/20/2018 CBC2018-0339 • TABLE OF CONTENTS 1. INTRODUCTION.............................................................................................................. 3 2. SUMMARY TABLE............................................................................................................ 4 3. BUILDING CONSTRUCTION, DESIGN, AND OCCUPANCIES................................. 5 3.1 BUILDING CONSTRUCTION & DESIGN....................................................................... 5 3.2 OCCUPANCIES.......................................................................................................... 5 3.3 COMMODITIES.................................................................................................................... 5 3.4 STORAGE ARRANGEMENT................................................................................................. 5 4. STORAGE REQUIREMENTS ...........................................•.....................•........................ 6 4.1 AUTOMATIC FIRE SPRINKLER SYSTEM .......................................................... 6 4.2 ALARM/MONITORING............................................................................................... 6 4.3 BUILDING ACCESS/DOORS ................................ ...................................... ................. 6 4.4 SMOKEANDHEATVENTS............................................. ....................................... 6 5. CONCLUSION ..........................•....................................................................................... 7 I ProActive Fire Design & Consulting I AMS Fireplaces Page 12 2864 Whiptail Loop #100 Carlsbad, CA 92010 INTRODUCTION The following is a high piled combustible storage code compliance report for AMS Fireplaces. This report does not include the office area or any hazardous materials. This report is intended to help both the owners and the fire department in expediting plan review and effectively determining the requirements necessary to meet the Fire Code. This report is based on the 2016 Edition of the California Fire Code and Building Code, and the 2016 Edition ofNFPA 13, Standard for the Installation of Fire Sprinkler Systems. DISCLAIMER This report is the property of ProActive Fire Design and Consulting and was prepared exclusively for use by AMS Fireplaces for the storage and occupancy conditions described in this report. AMS Fireplaces conditions and operations addressed herein are based on information provided to the report by AMS Fireplaces. Discrepancies between the information presented herein and actual conditions and conditions presented on plans are the sole responsibility of AMS Fireplaces. Copies of this report retained by AMS Fireplaces shall be utilized only by AMS Fireplaces for the storage and occupancy conditions and the 2016 California Fire Code conditions and requirements addressed in this report. This report shall not be used for the purpose of construction for this project or any other project or for any other purpose . .ffl. ProActive Fire Design & Consulting.ffl. AMS Fireplaces Page 13 2864 Whiptail Loop #100 Carlsbad, CA 92010 .) 2. SUMMARY TABLE TOPIC CODE SECTION CRITERIA/REQUIREMENTS Construction Type Existing Building-Open Steel Joist w/ Plywood Deck Square Footage High Pile Storage Area Approx. 5,100 sq. ft. Non-Public Accessible HazJMaterials NIA Not Annlicable. Not nart of the scone of this report. Storage Commodity NFPA Table AS.6.3 Commodities: Fireplaces, Firepits All products are non-encapsulated Occupancy Classified as a Class Il Max Stora2e Hei2ht to 25' -0" Commodity Class CFC Table 3206.2 Class I -IV 2,501 -12,000 sq. ft. Nonpublic Accessible Ootion #1 Storage Method NFPA 3.9.3.7.l Double Row Rack Open Shelfs w/ Minimum 11 '-0" Aisles NFPA 3.9.3.7.7 Sin~le Row Racks Ooen Shelfs w/ Minimum 11 '-0" Aisles Automatic Sprinkler CFC Table 3206.2 Required for Class I -JV 2,501 -12,000 sq. ft. Nonpublic Protection Accessible Ootion #1 Fire Detection System CFC Table 3206.2 Not Required for Class I -IV 2,501 -12,000 sq. ft. Nonpublic Accessible Ootion # I Building Access CFC Table 3206.2 Not Required for Class l -IV 2,501 -12,000 sq. ft. Nonpublic Accessible Ontion # l Smoke and Heat Removal CFC Table 3206.2 Not Required for Class I -IV 2,501 -12,000 sq. ft. Nonoublic Accessible Ontion #I 1( ProActive Fire Design & Consultingl( AMS Fireplaces Pagel4 2864 Whiptail Loop #100 Carlsbad, CA 92010 & 3. BUILDING CONSTRUCTION AND OCCUPANCY 3.1 BUILDING CONSTRUCTION AMS Fireplaces is tenant in a single story multi-tenant warehouse and office. The total high pile storage area is approximately 5,100 sq. ft. The building is an existing single-story concrete tilt up walls, with a plywood deck on open web steel bar joist framed onto open steel girders. 3.2 OCCUPANCIES AMS Fireplaces is a high-end fireplace company providing fireplaces. The finished products are received in the warehouse and stored on racks for shipping and distribution. 3.3 COMMODITIES The primary commodities are cartoned fireplaces. All commodities are non -encapsulated and classified as a Class II. The protection requirements will be based on a Class II Commodity. 3.4 STORAGE ARRANGMENT Area: Commodities: Method: Aisles: Shelves: Flue Spaces: Storage Height: AMS Fireplaces 2864 Whiptail Loop #100 Carlsbad, CA 92010 5,100 square feet Cartoned Class II Double Row Racks as defined by NFPA 3.9.3.7.1 Single Row Racks as defined by NFPA 3.9.3.7.7 Minimum 11'-0" Open Shelves CFC Table 3208.3 Storage .:s 25' Option #1 3" transverse flue spaces are required for single row racks. No longitudinal flue spaces are required for single row racks 6" transverse flue spaces are required for double row racks No longitudinal flue spaces are required for double row racks NFPA 13 Section 16.1.10 Flue Space Requirements: Section 16.1.10.1 No longitudinal flue space is required for double row racks Section 16.1.10.2 Nominal 6" transvers flue spaces between loads and at rack uprights are required for single and double row racks. 6" transverse flue spaces shall be provided as required for each rack. The proposed maximum storage height for Class II is 25'-0". I ProActive Fire Design & Consulting I Page 15 4. STORAGE REQUIREMENTS 4.1 AUTOMATIC FIRE SPRINKLER SYSTEM The existing system is supplied through an 12" backflow device with a 8" fire service that feeds a single 6" riser and a wet pipe grid system. The existing sprinklers are ESFR K-14.0 212° pendant sprinklers spaced at approximately 100 square feet. The hydraulic data card indicates that the system is designed for 12 K-14 ESFR at a 50 psi with 1193.1 gpm @ 134.81 psi required at the base of the riser. Storage Area Ceiling Sprinkler Design Class II Rack Storage np to 20'-0": Protection Criteria: Table 16.2.3.1 -ESFR protection Class I -IV Rack Storage up to 25'-0" Maximum Storage Height 25'-0" Maximum Roof Height 30'-0" Design Criteria: 12 ESFR K-14.0@50 psi. Hose Allowance: 250 gpm combined inside and outside per Table 12.8.6 The existing system design meets this design criteria. 4.2 FIRE DETECTION Per Table 3206.2 Fire Detection is Not Required for Class I -IV 2,50 I -12,000 sq. ft. Nonpublic Accessible Option #1. CFC 903.4, all valves and risers have existing monitoring and meet this standard and shall remain. 4.3 BUILDING ACCESS/DOORS Per Table 3206.2 Building access is Not Required for Class I -IV 2,501 -12,000 sq. ft. Nonpublic Accessible Option# I. The building was recently built for high pile storage with access doors that will remain as is. 4.4 SMOKE AND HEAT VENTS Per Table 3206.2 Smoke and heat vents are Not Required for Class I -IV 2,501 -12,000 sq. ft. Nonpublic Accessible Option #1. There are existing smoke vents with operating links a minimum of 100 degrees higher than the fire sprinklers that will remain as is. AMS Fireplaces bf. ProActive Fire Design & Consulting bf. Page 16 2864 Whiptail Loop #100 Carlsbad, CA 92010 5. CONCLUSION Based on the existing fire protection system and the building features that meet the remaining requirements of CFC Chapter 32 no additional work should be required. Please feel free to call with any questions. 1n. ProActive Fire Design & Consultingln. AMS Fireplaces Page 17 2864 Whiptail Loop #100 Carlsbad, CA 92010 SAN DIEGO REGIONAL OFflCE USE ONLY . HAZARDOUS MATERIALS RECORD IOI . PLAN CHECK# -.-' QUESTIONNAIRE BP DATE ' ' • Business Name Business Contact Telephone# AMS Fireplace Mitchell Weaner '7t:.n "'5"-R:l"c: Prc;ect Address (ind.Ide suite) City State Zip Code I APN# 2a64 Whij>1ai1 L~ "l>tt, \llil a w1c Carlsbad ......J::A 92QIQ 209120 1000 Ma~ing Addreu. (R:tude suite) City St~e z;peo.. I Plan File# i'\ .. 2864 Whietail L~ :'!1h:, lbi) .l-\Q'l., Carlsbad CA 22QIQ i '" ' Project Contacl Applicant E-ma~ Telephone I Mitchell W"""ner Mitchelll@amsfireolace.com _O"!nc: HUN 2 0 2018 ~~,t..~!!Ell'cl~t.1!!!1!;~~~~~~~~~~~~~!9!!.!~~~~~~~~~!!l~~!!'!~~~~!!'cl!"i,1',~,~,L!lril!'!'\;~~~~~¥. C) > c~· /\: -~ i _ ::; r-3 ,i\ o The followlng questions represent the facility• adlvftles, NOT tho specific project desaiptlon- Occupancy Rating: Facility's Square Footage (includiog proposed project): 1 E11plosiole or Blasting Agents 2 Compressed Gases 5. Organic Peroltides 9. Water Reaclives 13. Corrosives 8 L.J It .L:. f·. ·-.~: r) /\J, ::::.JC'i ;,~ 3. Flammable/Combustible liquids 4 Flammable So~ds 6. Oxidizers io Cryogenics 7. Pyrophorics 11. Highly TolCiC or To1dc Malerials 8. Unstable Reactives 12. Radioactlves 14. Other Health Hazards 6' None of These PART U: SAN DIEGO COUNTY DEPARTMENT OF ~NVJRQNMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION (HMDI; lf the answer to any of the questions Is yes, apprrcant musl contact the County of an Diego Hazardous Materials Division, 5500 Overland Avenue. Suite 110. San Diego. CA 92123. Call (658) 505-6700 prior to the Issuance of a building pe,mit. FEES ARE REQUIRED Project Completion Date: Expected Date cl Occupancy· v 0 Es ~9 {for new construction or remodeling projects) 1. C!I Is your business listed on the reverse side of this form? {check aM that apply). 2. 0 ISi Win your business dispose of Hazardous SUbstances or Medical Waste in any amount? 3. D 31 Will your business store or handle Hazardous Substances in quantities greater than OC" equal to 55 gallons, 500 '· 5 6 ,. • pounds and/or 200 cubic feet? DD I Will yoot business store or handle carcinogens/reproductive loKJns In any quantity? WIii your business use an e1Cist1ng or instaU an undefground storage tank? 0 Will your business store or handle Regulated Substances (CalARP)? D WIii your business use or install a Hazartlous Waste Tank System (Tille 22, Artlc!e 1 O)? 0 E Will your buslnen store petroleum in tanks or containers at yout facility with a total facility storage capacity equal to or realer than 1,320 anons? Califomla'sAbov ound Petroleum Stor e Act. 0 C81ARP Exempt Initials 0 CalARP Requtred o,. lnitiills 0 CalARP Complete Date PART 111: SAN DIEGO COUNTV AIR POLLUTION CONTROL DISTRICT IAPCD~ The folloWing questions are intended to identify the majority ol air pollution issues at Iha planning stage. Your project may require additional measures not entified by these questions. Some residenlial pro}ects may be exempt from APCD requirements. For more compl"ehensive requirements, please cootact APCO at //(<~rJ_;.Q:!1·,1),.'!0<_1':001!:LS!...lli''{: {856) 586-2650; or 10124 Old Grove Road, San Diego. CA 92131. YES NO !· B I Will the project disturb 100 square feet or more of existing buUding malaria ls? Will any load supporting struch.lral members be removed? If yes, contact APCD prior to Issuance of a building or demolition permit. A notificalion may be required al least 10 working days prior to commencing demolition. ' 5 6. D D D D 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an osbostos survey been potforrned by an individu::r.1 thal has passed ao EPA.approw1d building inspector course? D (ANSWER ONLY IF QUESTION 1 ot 2 IS YES) Based on the sUNey results, will the project disturb any asbestos containing material? If yes, contact APCO prior to !he issuance ol a building or demolition permit A notification may be required at least 10 working days prior to commencing asbestos removal. · J) Will the project ot associated construction equipment emit air contaminants? See the reverse side of this form for typical equipment requiring an APCO permit. II yes, contact APCO priOC" to the Issuance of a buhding permit 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1.000 feet of a school bounda ? Brie Ry describe business activities: p,,tf'.~u:: S,.,t,-, BrieRy describe proposed project: _'1,'I:; ,,l;v, [l}r.«c./i.:vx. /-~«- I declare under penalty or perjury that to the best of my knowledge and belief ttie respooses made herein are true and correct ~dk1uY1 W<,;.z,~ -. · .r__.;,, ---· Name of Owner or Authorized A · nt Si a lure of owner or Authorized A nl FOR OFFICAL USE ONLY: Fl RE DEPARTMENT OCCUPANCY ClASSIFICA TlON· ·- BY: DATE: I --1-~-0ate EXEMPT OR NO FURTHERJNFORMATI0/11 REQUIRED RELl:ASEO FOi!. 8UILOUIIG PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUP,_,.CY COUNTY-HMO· APCO COUNTY-HMO Al'CO COUNTY.HMO APCO A stamp ln this box !2filY elCempls busmesses from complellng or updating a Hazardous Materials Bus mess Plan. Other permitting requirement$ may sllll apply HM-9171 (12117) County of San Diego -DEH -Hazardous Materials 01vls<on • UST OF BUSINESSES WHICH REQUIRE REVIEW AND APPROVAL FROM THE COUNTY OF SAN DIEGO DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION Check all that apply: AUTOMOTIVE D Battery ManufadurtnglRecycling D Boat Yard QcarWash 0 Dealership Mainl:enance/Paintmg 0 Mac!'liri&Shop D Pain1i,g 0 Ract.ator Shop 0 RMtal Yard Equipment 0 Repail'/Preveolive Maintenance 0 Spray Sooth D Transpottation Se1Vices 0 Wrecitin{VRecycling CHEMICAL HANDLING D Agricuttrna! supplier/dislfibutof D Chemical Manufacb.Jrer 0 Chemical SUpp!ier!Dlstribulor D Coatings/Adhesive D Com~ssed Gas SuppliedOlstributor D Ory Clear11ng 0 Fiberglass/Resin Application D Gas Station D Jndustrlal laundry 0 Laboratory 0 Laboratory Supplier/Oislr1buto, D Oil and Fuel Bulk Supply D Pesticide Operalof/Oistributot CHEMICAL HANDLING D Phoeographlc Processng D Poij Supplies/Ma\nlenanca D ?rinlill!JIBlue Printing D Road Coatings 0 Swimming Pad D TOKic Gas Handler 0 Toxic Gas Mallufacturer METAL WORKING 0Anoaizing D Chemical Millnw'Etching 0 Finish-Coating/Painting 0 Flame Spraying D Fourufry 0 Machine Shop-0rillin9fl.athes.lM~ls 0 Metal Plating 0 Metal Prepping/Chemical Coating 0 Precious Metal Recove,y 0 Sand BlastrigfGrlnding 0 Steel Fabricalor 0 Wroughl Iron Manufacturing AEROSPACE 0 Aerospace lnduslry D Aircraft Mainlenance D Aircraft Manufacturing MISCELLANEOUS 0 Aspnalt Plant 0 Biotechnology/Research 0 Co-Generdlion Planl D Denial Clink:JOffice 0 Dialysis Centar 0 Emergency Generator 0 Frozen Food Processng Facility 0 Haiaroous Waste Hauler 0 Hospitat/Convaloscent HOl'Thl 0 laboratory/Biological Lab 0 Meaical Ctmic/Office 0 Nitrous Oxfda (NO,) Coolrol System 0 Pharmaceuticals 0 Pubic.Utility 0 Refrigeration System D Rock Quarry 0 Ship RepairfC.Qnstruc6on 0 Telecommunicatloos Cell Sile 0 V&l.erinary CtinicJ1-lospital 0 Woodlfumrture Manufacturing/Refinishmg ELECTRONICS D Electronic Assembfy/Sub-Assembl) 0 Electronic Components Manufacturif'lg 0 Printed Circuit Board Manufacturing NOTE: THE ABOVE UST INCLUDES BUSINESSES, WHICH TYPICALLY USE, STORE, HANDLE, AND DISPOSE OF HAZARDOUS SUBSTANCES ANY BUSINESS NOT INCLUDED ON THIS UST, WHICH HANDLES, USES OR DISPOSES OF HAZARDOUS SUBSTANCES MAY STILL REQUIRE HAZARDOUS MATERIALS DIVISION (HMO) REVIEW OF BUSINESS PlANS. FOR MORE INFORMATION CAU. (858) 505-6880 LIST OF AIR POLLUTION CONTROL DISTRICT PERMIT CATEGORIES Businesses, which include any of the following operations or equipment, wil1 require clearance from the Air Pollution Control District CHEMICAL 47 -Organic Gas Sterila:ers 32 -Acid Chemical Milling 33 -Can & C01l ltAanufacturing 44 -Evaporalors. Dryers & Stills Processing Organic Materials 24 -Dry Chemical Mixing & Detergent Spray Towe~ 35 -Bulk Ory Chemicals Storage 55 -Chrome Electroplating Tanks COATINGS & ORGANIC SOLVENTS 27 -Coaling & Painting 37 -Plasma Arc & Ceramic Deposition Spray Booths 38 -Paint. Slain & Ink Mfg 27 -Printing 27 -Polyester Resin/Fiberglass Operations METALS 18 -Metal Melting Devices 19 " Oil Ouenclling & Sall Baths 32 -Hot Dip Galvanizing 39 -Precious Metals Refining ORGANIC COMPOLJND MARKETING (GASOLINE, ETC) 25 -Gasollne & Alcohol Bulk Pla11ts & Terminals 25 -lntwmadi.ita Refualers 26 -Gasoline & Alcohol Fuel Dispensing COMBUSTIQN ROCK AND MINERAL 34 -Piston Internal -Combustion Engines 04 -Hot Asphalt Baich Plants 13 -Ballers & Heaters (1 m~lion BTU/hr or larger) 05-Rock Drills 14-lncil\&ralors & Crematories 06 -Seteening Operations 15 -Burn OutOveos 07 -Sarni Rock & Aggregale Plants 16 -Core Ovens 08 -Concrele Balch. CTB, Conetete Mixers. Mixers 20 -Gas Turbines, am! Turbine Test Cells & Stands & Silos 46 -Landfill ancl,lor Digester Gas Flaf"es 10 -Brick Manufacturing ELECTRQNICS 29 -Automated Soldering 42 -Elecl10nlc Component Mfg fQQQ 12 -Fish Canneries 12 -Smoke Houses 50 -Coffee Roasters 35 -Bulk Flour & Powered Sugar Storage SOLVENT USE 28 -Vapor & Cold Degreasing JO -Solvent A Extract Driers 31 -Dry Cleaning OTHER 01 -Abrasive Blasting Equipment 03 -Asphalt Roofing Kettles & Tankers 46 -Reverse Osmosis Membrane Mfg 51 -Aqueous Waste Neutralization 11 -Tire Buffers 17 -Brake Debonders 23 -Bulk Grain A Ofy Chemical Transfer & Storage 45 -Rubber Mixers 21 -Waste Disposal & Reclamation Units 36 -Grinding Booths & Rooms 40 -Asphalt Pa11ement Heaters 43 -Ceramic Slip Casting 41 -Pel1ile Processing 40-Cooling Towers -Registration Only 91 -Fumigation Operations 56 -WWTP (1 million 93Vday or larger) & Pump Station NOTE: OTHER EQUIPMENT NOT USTEO HERE THAT IS CAPABLE OF EMITTING AIR CONTAMINANTS MAY REQUIRE AN AIR POLLUTION CONTROL DISTRICT PERMIT IF THERE ARE ANY QUESTIONS, CONTACT THE AIR POLLUTION CONTROL DISTRICT AT (858) 586-2600 HM-9171 (12117) County of San Diego -DEH -Hazardous Matenals Divis.on