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HomeMy WebLinkAbout2525 EL CAMINO REAL; 102; CBC2018-0502; PermitLr(cityof Carlsbad Tenant Improvement Print Date: 08/19/2019 Job Address: 2525 El Camino Real, 102 Permit Type: BLDG-Commercial Work Class: Parcel No: 1563020900 Lot #: Valuation: $ 39,419.00 Reference #: Occupancy Group: Construction Type # Dwelling Units: Bathrooms: Bedrooms: Orig. Plan Check #: Plan Check It: Permit No: CBC2018-0502 Status: Closed - Expired Applied: 08/30/2018 Issued: 10/30/2018 Permit Finaled: Inspector: Final Inspection: Project Title: Description: FOREVER 21: HIGH PILE STORAGE AND SHELVING IN 5,364 SF AREA Applicant: Owner: Contractor: HIPOLITO BAUTISTA R P I CARLSBAD LP BOGART CONSTRUCTION INC 1114 Avenue Of The Americas, Floor 45 9980 Irvine Center Dr, Ste 200 213-741-5114 New York, NY 10036-7700 Irvine, CA 92618-4364 214-660-5232 x215232 949-453-1400 FEE AMOUNT BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) FIRE High Piled Storage MANUAL BUILDING PLAN CHECK FEE 5B1473. GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL $342.00 $238.00- $733.00 $1.40 $2.00 $11.04 Total Fees: $ 1,327.44 Total Payments To Date : $ 1,327.44 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 tht 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 1• 760-602-2700 1 760-602-85-60 f I www.carlsbadca.gov gIHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING DENGINEERINO DBUILDING DFIRE DHEALTh [--] I Building Permit Application Plan Check No. (City f 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value 3 3'1, '1 I Ph: 760-602-2719 Fax: 760-602-8558 Cdr1sbad email: buildingcarlsbadca.gov Plan Ck. Deposit Date g /3O/ I Iswppp I www.carlsbadca.gov JOB ADDRESS 2525 El Camino Real, Carlsbad, CA 92008 lsuns#/SPAcE,/UNlTa I j 102 I 156 - 302 - 090 - 0 CT/PROJECT a LOTS PHASE C IS OF UNITS C BEDROOMS C BATHROOMS BUSI NS NAME CON STR. TYPE 0CC. GROUP J JymIANT FOREVER 21 I Il-B I M DESCRIPTION OF WORK. Include Square Feet of Affected Area(s) Pipe Rack System & Shelving for the Stock Room, Total Area5,364 Sq. Ft. Parts & Labor Valuation = $39,419.08 XIS11NG USE I PROPOSED USE GARAGE (SF) PATIOS(SF) DECKS(SF) FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS Retail I Retail I J NoE]I YES [Z]NOI:II YESIZINoC] APPLICANT NAME pitmary contact Hipolito Bautista PROPERlY OWNER NAME RPI Carlsbad,L.P.aDelawareLtdPartnership ADDRESS 3880 N. Mission Rd. ADDRESS 2525 El Camino Real #137 CITY STATE ZIP Los Angeles CA 90031 Cliv STATE ZIP Carlsbad CA 92008. PHONE 2137415114 / 2137418863 'FAX I PHONE 760.444.0620 FAX I 760.444.0619 EMAIL EMAIL hipolito.b(Forever21 .com mark.goforth(ärouseproperties.com DESIGN PROFESSIONAL Chulho Han CONTRACTOR BUS. NAME Bogart Construction, Inc. ADDRESS ADDRESS 3880 N. Mission Road 9980 Irvine Center Dr. #200 CrIy STATE ZIP Los Anoeles CA 90031 CITY STATE ZIP Irvine CA 92618 PHONE FAX PHONE IFAX 213.765.3756 949453-1400 I EMAIL EMAIL chuIho.hcForever21 .com namand@bogartconstruction.com UC.0 £TA1EUCJI Icify BUS. LIc.# C-331 15 I 4ssISTATE 707471 1 B I BL08003739-08-2018 (Soc. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, applicant for such permit to file a signed statement that he is licensed oursuantto the orovisions of alter, improve, demolish or repair any structure, prior to its Issuance, also requires the the Contractor's [Jeanne Law (Chnter, rnmmeraltnrradth Rn.41nn 7fltV .f flt.nn S uy any appnn or is pennir suojecra me appurcenr roe Workers' Compensalion Declaration:! here by affirm under penalty ofpeijwy one 0111,0 ftlbn*rg dec!asabons: Di have and will maintain a certificate of consent to self4nsure for workers! compensation as provided by Section 3700 of the Labor Code. for the perfonnance of the work forwiddi this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the won for wtjtth this permit is issued. My workers' compensation insurance corner and policy numberare:lnsuraneeCo,_MCQ? UA Inc.PolicyNo, \rjC. 0 Q'1 ExpirationDate 041 ()l I ZCACi lhiiisecticn need not be completed if the permit Is for one hund dollars ($100) or less. Certificate of Exemption: I certify that In the the work for which this permit is issued, I shall not employ any person In any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' rage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (4100,000), In addition to the cost of compensation, 77/a /IedZon 3706 of Labor code, Interest and attorney's Itres. CONTRACTOR SIGNATURE []AGENT DATE l'Lr. I -Zol 'c I hereby affirm that! am exempt from Contractor's License Law forthe following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If. however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the prupose of sale). 0 Las 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, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [J lam exempt under Section _Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials far construction of the proposed property improvement. Dyes [3N.- 2. 1 (have I have not) signed an application fora building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address/phone! contractors' license number): 4.1 plan to provide portions of thew* but I have hired the following person to coordinate, supervise and provide the major work (include name I address; ! phone/contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated(include name/address/phone / We of work): .gPROPERTY OWNER SIGNATURE DATE c COMPLETE THIS SECTION FOR O NLY 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? YS I No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes / No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes / No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address A PPLICANT - . . I car* Vol have mad the application and slatethatthe above information Iscoffectand Mtheirdonnation an the plans isaccuraft I agreetD comply with all Cityarifinanoes and State low rellatingto bulldingcoratrundon. I hereby authorize representative ofthe CityofCartsbad lo enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAYACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA-. An OSHA permit is required forescavations over 5'O' deep and demolition orconstniction of structures over 3stories in height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by Imitation and become null and void tithe building or work authorised by such permit is not commenced within 180 days from the dateofsuth permit or ifthe' bui r uthorized by such permit is suspended orabandoned at any time after the work is commenced fora period of l8o days (Section 106.4.4 Uniform Building Code). ..APPLICANT'S SIGNATURE DATE '- 241 — 2OI18 --' STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CE RTIFICATEOF . . Fax (760) 602-8560, Email buiIdina(äcasbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCU PANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On P. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL! FAX TO OTHER: CHANGE OF USE / NO CONSTRUCTION .APPLICANT'S SIGNATURE DATE Permit Type: BLDG-Commercial Application Date: 08/30/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 10/30/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Expired Expiration Date: 07/02/2019 Address: 2525 El Camino Real , 102 Carlsbad, CA 92008. IVR Number: 13565 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 11/07/2018 1110712018 BLDG-14 075477-2018 Failed Michael Collins Reinspection Complete - Frame/Steel/Bolting! . Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency See card for notes No 1110912018 1110912018 BLDG-14 075745-2018 Passed Michael Collins Complete FramélSteel!Bolting/ Welding (Decks) Checklist Item COMMENTS . Passed BLDG-Building Deficiency See card for notes No BLDG-Building Deficiency Racking ok, Ok to stock. Yes 01/03/2019 01/03/2019 BLDG-Final 080294-2019 Cancelled Michael Collins Reinspection Complete Inspection - Checklist Item COMMENTS . Passed BLDG-Building Deficiency Cancelled per contractor No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final . No BLDG-Electrical Final . No August 19, 2019 Page lofl ,(I7 Ac' t i o n SPECIAL INSPECTIONS 44444 Buena Vista Way Lancaster, CA 93536 (661) 202-4072 Office INSPECTION REPORT DEPARTMENT OF BUILDING AND SAFETY CITY OF COUNTY OF 'i'f-A) 'i9 C BUILDING PERMIT NO. JOB NO. DATE - I I JOB NAME/ADDRESS ,, GENERAL CONTRACTOR/ADDRESS ARCHITECT/ENGINEER ADDRESS T,q 4'. E. SUBCONTRACTOR/ADDRESS 14 WELDER/RECEIPTNO. C) Vft2.g,b 71-.A. S77( Nkk~ 7O)?( WELDER/RECEIPT NO. WELDING REINFORCED CONCRETE P.T. CONCRETE RD TRLL FIREPROOFING STRUCTURAL MASONRY EPDXYINJECTION OHER '.DESCRIPTIONOF WORK ... . : .. . ()))• F - L-c?/& othiilg I-&T/L,AJ ,rn3ik F #1 /(U A)Us1P(B i— 7lzU g - L c'/ 7EiD-?b P~1 C's' )c'/3 ,d9 i'/Ji g, )i,f7 /1pd &21,dc A6 Thi/ 2 g. i CONCRETE GROUT PRISMS DENSITY (MORTAR (BLOCK DAILY HOURS/TERMS: DAY SUNDAY I I LZA14 /gild All Inspectiam, based on a 4 hour mlnim= for oath hourl is an B hour minimum. In addition, any Inspections extending pastnoon will be an 8 hour minimum. Weekends, holidays, and hours between 6pm -6 am are paid at time and a half. There Is a 4-hour minimum charge iflob Is cancelled fbr on Invoice. TT"'? r?.: !c . -- !- •;.---- -.. f-n onFnrrp nr bifprnrpp php pprmv nfph.c Cnnp.,rP jaty iiuII be .1-I.-." ---- ;_"__•_• .-:-•-• CERTIFICATE OF COMPLIANCE INSPECTOR'S NAME ,k',l,A,' 9/ INSPECTOR'S SIGNATURE_ INSPECTOR'S ID/LIC. NO. / IZZW has been filed and it states that the above work to the best of his/her knowledge complies with the provisions 9&thUniform flilding Code and meets approved plans and specifications. APPROVED/AUTHORIZED BY: . Project Superintendent White=Oifice vellaw=Jobsite Pink=Inspector t A c t i o n SPECIAL INSPECTIONS 44444 Buena Vista Way Lancaster, CA 93536 (661) 202-4072 Office INSPECTION REPORT DEPARTMENT OF BUILDING AND SAFETY CITYOF C€Z/ZIS EAb COUNTY OF_____________ BUILDING PERMIT NO. . ; . 108 NO. DATE- C Z—,q'Z 75 Io/7r/f JOB NAME/ADDRESS 2 C.rnfrJni #f'- GENERAL CONTRACTOR/ADDRESS ARCHITECT/ENGINEER ADDRESSJ. Ak/s SUBCONTRACTOR/ADDRESS - WELDER/RECEIPT NO. Q /i16 /L .i'1 TD 357T( 3aiiv ?i i8 WELDER/RECEIPT NO. WELDING REINFORCED CONCRETE P.T. CONCRETE DRILLED-IN 4NçHOJ1S H.S. BOLT ASSEMBLY FIREPROOFING STRUCTURAL MASONRY 0 EPDXY INJECTION :9OTHER /3"f 7"/e&J)E RaP DESCRIPTION OF WORK - i)t) g,i F WP#LJ? iO//1/Z/9 /A1"(TIOft) . - W1-t'ift7 4hi1EMaJ00 A.A19- OF 4)/tj NE-iico 4 -i-4r.Li. - L i 16'.-We- / Cj1rnL1j... 8/a/ j/6iit Th (GA N Bi/Pmi ip7&x 4S grt i'J: : -All wR p er,FtEj? WLJ,EiQ ' l7iu L ,p /tji tjô ic c tPP(EP -''- CONCRflE • GROUT-, j DENSITY :'.:1M00AR .1BLOCK•PRISMS DAILY HOURS/TERMS; MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY All inspection based on a 4 hour minimum for each bade inspected, and over 4 hours Is an 8 hour minimum. in addi t i o n , a n y i n s p e c t i o n s e x t e n d i n g past noon will be an 8 hour minimum. Weekends holidays and hours between 6 p -6 am are paid at t i m e a n d a h a l t T h e r e I s a 4 - h o u r minimum charge if job is cancelled for any reason, including rain, and Inspector is not notified in advance. Testing fees vary and will b e I n d i c a t e d o n I n v o i c e . ATTORNEY FEES: If any action at law or in equity is brought to enforce or interpret the terms of this Contract; the prevailing party shall be entitled to reasonable attorney's fees, costs and necessary disbursements in addition to any other reli e f t o which such party maybe entitled. . CERTIFICATE OF COMPLIANCE . INSPECTOR'S NAME £t'ii'J t./ INSPECFORS SIGNATURE_________________________________ INSPECTOR'S ID/LIC. NO. Ic_ff/"-P. 2.h* been flied and it states that the above work to the best of his/her knowledge complies with the projs of tl1Jl1iform Buildiqg Code and meets approved plans and specifications. APPROVED/AUTHORIZED BY: Superintendent Wbfte=Office Yellow=Jobsite Pink--Inspector A c t i o n SPECIAL INSPECTIONS 44444 Buena Vista Way Lancaster, CA 93536 (661) 202-4072 Office INSPECTION REPORT DEPARTMENT OF BUILDING AND SAFETY crry OF 64W9 ?,427 COUNTY OF &4A) S. JON 4 ' JOB NAME/ADDRESS F 21 -fl , ffE5 1q EL Ctt,rn, ft.4L GENERAL CONTRACTOR/ADDRESS ç ARCHITECr/ENGINEERADDRESS . /, )- 5TF, j ef y-1- Z:a~ ~25 SUBCONTRACTOR/ADDRESS WELDER/RECEIPT NO. I AM)/1PL12.f / 1,.,?. YO?S776 .5viq4w 701 WELDER/RECEIPT NO. WELDING REINFORCED CONCRETE , P.T.CONCRETE rj,DRILLED-IN ANCHORS OHS. BOLT ASSEMBLY U FIREPROOFING 0STRUCTURAL MASONRY EPDXY INJECrIoN. $OTHER /'2'. i1/Reiic'P- 126']) LO Rip t )PMf . /4JSP&! 1O&i. m- '7 J/9)/_7 ñ ILl +g, kWJ V. Z C€/A/ L 3X 3 / 1 7it1DEf7AW2 L( I? C//adA'L T ii &u 1P,,v9 IIO 9, S ?ii j4t( "OX Arx-Aw&nct7 Ov 68ir,Ftep W4P6,2. ,41! £2I is ,1v' ONCRE4r DAILY HOURS/TERMS: MONDAY TUESDAY, [WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY 7ft14f416 All inspections based on a 4 hour minimum for each bade Inspected, and over 4 hours is an 8 hour minimum. In addition, any Inspections extending past noon will be an 8 hour minimum. Weekends, hoIidays and hours between 6 p -6 am are paid at time and a WE There is a 4-hour minimum charge If Job Is cancelled for any reason, Including rain, and inspector is not notified in advance. Testing foes vary and will be indicated on Invoice. ArrORNEY FEES: If any action at law or in equity s brought to enforce or interpret the terms of this Contract, the prevailing party shall be entitled to reasonable attorney's fees, costs and necessary disbursements In addition to any other relief to which such party may be entitled. CERTIFICATE. OF COMPLIANCE ) INSPECTOR'S NAM E_4tJialI ('fl)/ INSPECTOR'S SIGNATURE_________________________________ INSPECTOR'S ID/LIC. NO. /1w... 23S 1i2R'has been filed and it states that the above work to the best of his/her knowledge complies with the pvisiops4 the Uhif9grm Building Code and meets approved plans and specifications. APPROVED/AUTHORIZED BY:*.'4-'e'i— Project Superintendent Wbite=Office Yellow=Jobsite Plink-Inspector. 47 A c t i o n SPECIAL INSPECTIONS 44444 Buena Vista Way Lancaster, CA 93536 (661) 202-4072 Office INSPECTION REPORT DEPARTMENT OF BUILDING AND SAFETY. cilyol. (Lsi4i? COUNTY OF c FJ ;iOBNo..: JOB NAME/ADDRESS lZ(cfC if ?AIZ( 10 /O2 GENERAL CONTRACTOR/ADDRESS ARCHITECT/ENGINEER ADDRESS V -GF1,()E frrj77/$' •.• SUBCONTRACTOR/ADDRESS WELDER/RECEIPT NO. (7 MvA ZLA /b~.776 • S -it' WELDER/RECEIPT NO. "SdWELDING REINFORCED CONCRETE P.T. CONCRETE DRILLED-IN CR0 U.S. BOLT ASSEMBLY FIREPROOFING STRUCTURAL MASONRY EPDXY INJECTION OTHEL '74't&t4 )7 /?EF>. trc fiz M49 M/s?emA) f. • 4 •. : .4/1• • LV w4!D R/)1 .&' /3 e#,1e4.'Q 1 E4i'p Li/Pin'7 ñW 6iP w as 4~ m'. Wh' P 1? ,Ztmtp Ci AED tOL P/2. ,y ,q/. WORK / 141 . CoNCE&M • S:- DAILY HOURS/TERM TUESDAY WEDNESDAY I THURSDAY FFRIDAY I.SATURDAY I SUNDAY _MONDAY All inspections basEd on a 4 hour minimum for each trade inspected, and over 4 hours lsan B hour minimum. In addition, any inspections extending past noon will beanS hour minimum. Weekends, holidays, and hours between 6 p -6 am are paid at time and a WE There Is a 4-hour minimum charge if Job Is cancelled for any reason, including rain, and Inspector Is not notified in advance. Testing fees vary and will be Indicated on invoice. ATTORNEY FEES: If any action at law or inequity Is brought to enforce or interpret the terms of this Contract the prevailing party shall be entitled to reasonable attorney's fees, costs and necessary disbursements in addition to any other relief-to which such party may be entitled. • CERTIFICATE OF COMPLIANCE * INSPECTOR'S NAME 14Y • INSPECTOR'S SIGNATURE________________________________ INSPECTOR'S IDiLlC. NO._(CI..Z24_fR.P./?7_3'has been filed and it states that the above work to-the best of his/her knowledge complies with the provisions, of Uniform juilding Code and meets approved plans and specifications. APPROVED/AUHORIZED BY: • • • Project Superintendent . • • • • White=Offlce YeIlow=jobslta Pink=lnspector A c t i o n SPECIAL INSPECTIONS 44444 Buena Vista Way Lancaster, CA 93536 (661) 202-4072 Office INSPECTION REPORT DEPARTMENT OF BUILDING AND SAFETY. CITY OF 4405 _R,ib COUNTY OF - 9MJ P'60 6 BUILDING PERMiT NO DATh jOs NO. 2Z. JE/ARESS O,, t1i'edO ROAL ?se 4 1ô2 GENERAL CONTRACTOR/ADDRESS ARCHITECT/ENGINEERADDRESS A6r)3', A)1. SUBCONTRACTOR/ADDRESS RWELDING BREINFORCED CONCRETE P.T.B CONCRETE DRILLED-IN 14CIiORS U.S. BOLT ASSEMBLY FIREPROOFING STRUCTURAL MASONRY EPDXY INJECTION 1oTHER_-i 'II P4A) &ct) sA4 DESCRIPTiONOFWORK..: , 'S •' .. .. . : : 0ALffrE 60A, 90 /f fA eaJ ?t1 f'L 'r CSHELVJ4/f iA)V 7k? P4K, /p) cThdiK AW01, k' (i jpt — 1 , F16o ,O iii.. , 4'zzrnas LU4jf vnu tLIf; ).j,fl 'k3 ' /41- &.. tt IV -VA ( uFI?L 2 iLT" .2p pj1. fiai) -'W 3Jg" A?M/6t4.) •AfrJf'7 tJr- P&OIRZ /?'i e7"45 )Ø 151Z IT (4/gIUc' ) .c nJ 05 ,ppiZv) 1.I4,i?6 CONCRETE . GROTJT - J5flJ . I(BWCKPRISMS DAILY HOURS/TERMS: MONDAY TUESDAY IWEDNESDAY ITHURSDAY FRIDAY SATURDAY I SUNDAY -, All Inspect1oM based on a 4 hour minimum for each bade Inspected, and over 4 hours is an 8 hour minimum. In addition, any Inspections extending past noon will beanS hour minimum. Weekends, holidays, and hours between 6pm —6 am are paid at time and a halt There is a 4-hour minimum charge if job Is cancelled for any reason. Including rain, and Inspector Is not notified in advance. Testing fees vary and will be indicated on Invoice. ATTORNEY FEES: If any action at law or inequity is brought to enforce or interpret the terms of this Contact, the prevailing party shall be entitled to reasonable attorney's fees, costs and necessary disbursements in addition to any other relief to which such party may be entitled. CERTIFICATE OF COMPLIANCE INSPECTORS NAME_/è,,ir1 INSPECTOR'S SIGNATURE f'z__ I r INSPECTOR'S ID/LlC. NO._I C.C. 'jI 13 has been filed and it states that the above work to the best of his/her knowledge complies with the provisiowWthe Unifor,Building Code and meets approved plans and specifications. uperintendent APPROVED/AUTHORIZED BY: YeUow=lohsite Pink-Inspector J/ 1 , , 7,Ac SPECIAL INSPECTIONS DEPARTMENT OF BUILDING AND SAFETY CITYOF frth 44444 Buena Vista Way COUNTY OF44J Lancaster, CA 93536 (661) 202-4072 Office INSPECTION REPORT BUiLDING PERMIT N . JOB NO. DATED 2M . -oz O/Z (5/42c' J?I XArSScL20" P1qe -_jW lo-2- GENERAL CONTRACTOR/ADDRESS ARCHITECT/ENGINEERADDRESS '74 is PO^/,/ A? i1FE)3', I#X. SUBCONTRACTOR/ADDRESS AL tFk5- HWELDING REINFORCED CONCRETE P.T. CONCRETE DRILLED-IN AJdCROS U.S. BOLT ASSEMBLY FIREPROOFING STRUCTURAL MASONRY EPDXY INJECTION NOTHER " *.A&k DESCRIP1ONOFWØRiC . . Ov 90 MAW4 ALz_AQL fri ;iionJ &(3L rcL SIELviivl9 4UD /0-14iiA/7. 7I 1Q(. i 1< 2AJ Li) (L MA1 JrU jZ12 100, F' OOK MID 44r,i2S iV4i vl4!tsi7i Ft4t/ot'7; )4/'ri k//- E it jg 2-4'F,, v, ek B, £r ?'r" j;z)G(J J' i" &' • fy-4" Ei:&Y P1- iA, iZ L ,it/ Jt1.IV7 ,45 r& tppizvJ C4iv6 CONCRETE -. GROUT MORTAR 1:BLOCKPRISMS ":j-DENSTY DAILY HOURS/TERMS: MONDAY TUESDAY WEDNESDAY THURSDAY I FRIDAY SATURDAY I SUNDAY 117ft 501 1 d All InspectionS based on a 4 hour minimum for each trade Inspected, and over 4 hours Is an B hour minimum. In addition, any Inspections extending past noon will bean B hour minimum. Weekends, holidays, and hours between 6pm -6 am a r e p a i d a t t i m e a n d a h a l t T h e r e I s a 4 - h o u r m i n i m u m charge If job is cancelled for any reason. Including rain, and inspector is not notified in advance. Te s t i n g f e e s v a r y a n d w i l l h e i n d i c a t e d o n I n v o i c e . ATTORNEY FEES: If any action at law or inequity is brought to enforce or interpret the t e r m s o f t h i s C o n t r a c t ; t h e p r e v a i l i n g p a r t y s h a l l b e entitled to reasonable attorney's fees, costs and necessary disbursements in addition to any other relie f t o w h i c h s u c h p a r t y m a y b e e n t i t l e d . CERTIFICATE OF COMPLIANCE i INSPECTOR'S NAME 6V INSPECTOR'S SIGNATURE__________________________________ INSPECTOR'S ID/LIC. NO, I CC, _',1//' 3 has been filed and it states that the above work to the best of his/her knowledge complies with the provisions the Uniforig Building Code and meets approved plans and specifications. APPROVED/AUTHORIZED BY: - Project Superintendent Whlte=Office Vellow=Jobsite Plnklnspector A c t i o n SPECIAL INSPECTIONS 44444 Buena Vista Way Lancaster, CA 93536 (661) 202-4072 Office INSPECTION REPORT DEPARTMENT OF BUILDING AND SAFETY. CFYOF COUNTY OF gJ ]WILDING PERMIT NO 108 NO JQME/ADirESS ~rlo PA e. 4 2 GENERAL CONTRACTOR/ADDRESS ARCHITECT/ENGINEER ADDRESS // SUBCONTRACTOR/ADDRESS F4)A WELDER/RECEIPT NO. WELDER/RECEIPT NO. R WELDING REINFORCED CONCRETE P.T. CONCRETE DRILLED-IN AJICUORS OHS. BOLT ASSEMBLY FIREPROOFING STRUCTURAL MASONRY EPDXY INJECTION NOTUER '! 44)&rdi t40L Ov 'S ii & golf c ij ? Wai i3'Lt cS'HEIvif ,wv 1e#L,1. i24K. I) 7'd &t Lifl (L M3-ru p12, JI)J /? ao jt*iO L,jALL Az..ti€02s - Li)41( viuu 6 Letvatlq; )1fLfl iP )Il1Jc' fliii 'Ø' 3J" Ai1ôt) .)qftvf p &7 /r T, Thts 7,v11iwZ ,pPzV2 ,PLI05 coNcRE'rE.: GRO*yr • ..MbRTAR . .18LoCcPR,S:i?DENS.' DAILY HOURS/TERMS: MONDAY TUESDAY I WEDNESDAY THURSDAY FRIDAY I SATURDAY I SUNDAY All Inspectiont based on a 4 hour minimum for each trade Inspected, and over 4 hours Is an 8 hour minimum. In addition, any Inspections extending past noon will be an 9 hour minimum. Weekends, holidays, and hours between 6pm -6 am are paid at time and a WE There Is a 4-hour mini m u m charge If Job Is cancelled for any reason, Including rain, and Inspector is not notified in advance. Testing fees vary and will be I n d i c a t e d o n i n v o i c e . ATTORNEY FEES: If any action at law or inequity is brought to enforce or interpret the terms of this Contract the prevailing party shall b e entitled to reasonable attorney's fees, costs and necessary disbursements in addition to any other relief to which such party may be entitled. CERTIFICATE OF COMPLIANCE. INSPECFOR'S NAME KE/J 1Y INSPECTOR'S SIGNATURE INSPECTOR'S ID/LIC. NO. I' 1 his/her knowledge complies with the APPROVED/AUTHORIZED BY: has been filed and it states that the above work to the best of ling Code and meets approved plans and specifications. Superintendent White--Office Yellow=Jobsite Pink=lnspector A c t i o n SPECIAL INSPECTIONS 44444 Buena Vista Way Lancaster, CA 93536 (661) 202-4072 Office INSPECTION REPORT DEPARTMENT OF BUILDING AND SAFETY. ciTy oi C0611TY01' M) ØO BUILDING PERMIT NO. JOBNo DATE: .:. Ci 2.f-6Z- JOB NAME/ADDRESS L eam,416 JZL. '6FAas 1c2 GENERAL CONTRACTOR/ADDRESS ARCHITECl/ENGINEERADDRESS SUBCONTRACTOR/ADDRESS F WELDER/RECEIPT NO. WELDER/RECEIPT NO. R WELDING REINFORCED CONCRETE P.T. CONCRETE DRILLED-IN 4CIOS OHS. BOLT ASSEMBLY FIREPROOFING STRUCTURAL MASONRY EPDXY INJECTION 19OTHER 0 VP4AJ&e.4) 41O2.. ..Y. . . :. .. .. 112r f r017, gOIfI7 p'ACRcL fA&abJ . ip) cTd*!I< 2OI4 1AJY(L. MiitT ru 142 i5O iiiJO LuItLL / 4Uiá7E2S W4i vt&r c tYr47; J41n 'k? k/I- Ez. i ,i , ?'" Pti( J!L1) NeL d .3 It" 4)vz15 t/ $ i'r TA, - jq,wflo,Z j'(I r?7 I'eAV" i 9zi 7P7 4 V pcs ;coNCEfl: ;5atow,.: I:4DENS1 MoRTAR . .jflLOC#CPR1SMS:• )AILY HOURS/TERMS: MONDAY ITUESDAY WEDNESDAY I THURSDAY I FRIDAY SATURDAY SUNDAY All Inspections based on a 4 hour minimum Ibr each trade Inspected, and over 4 hours Is an 8 hour minimum. In addition, any Inspections extending past noon will be an 8 hour minimum. Weekends, holidays, and hours between 6 p —6 am are paid at time and a WE There Is a 4-hour minimum charge [flab Is cancelled for any reason, Including rain. and Inspector Is not notified In advance. Testing (ees vary and will be indicated on Invoice. ATTORNEY FEES: if any action at law or inequity is brought to enforce or interpret the terms of this ConUact the prevailing party shall be entitled to reasonable attorney's fees, costs and necessary disbursements in addition to any other relief to which such party may be entitled. CERTIFICATE OF COMPLIANCE INSPECTOR'S NAME IøJ (IY INSPECTOR'S SIGNATURE WIAr_e INSPECTOR'S ID/LIC. NO.________ has been flied and it states that the above work to the best of his/her knowledge complies with the Building Code and meets approved plans and specifications. APPROVED/AUTHORIZED BY: Superintendent Whlte=Office Yellowajobslte Plnk=Inspector il/ Act i on DEPARTMENT OF BUILDING AND SAFETY. SPECIAL INSPECTIONS 44444 Buena Vista Way Lanaster, CA 93536 (661) 202-4072 Office INSPECTION REPORT BUILDI NG PERMTFN(L ThD*. C 2.1(g-o'oz i VO,Ji s' JIA!rESS '2526 GENERAL CONTRACTOR/ADDRESS ARCHITECT/ENGINEERADDRESS SUBCONTRACTOR/ADDRESS A WELDER/RECEIPT NO. WELDER/RECEIPT NO. R WELDING REINFORCED CONCRETE P.T.CONCRETE DRlLLED-INAflCIOBS OHS. BOLTASSEMBLY FIREPROOFING STRUCTURAL MASONRY EPDXY INJECTION 'K DRILLED- '' 0 iL DESC!UP11ON OF WORK - ? 1Ej 1'L4 . 4UD /24c'. & k1)(L Môt9- Piz , F'c o 14u. Ai4,t'cas , 1V411 r7j tL.v; )41r'fl 'X' k8-&. I i/i&4' s'ee 2,ir Fie ,F , . - H16 WbiK FFv'eQ /iJ S1TU 1260M 1 An) j? cd'i2'rnø 2 ñ7 fl('6 7 &ff4 A€4' jç, p1-. - fl- ?A, -p •jqwti,o,Z jiI ,c eoetii4'(p. - '45 1i ttPP'2 )7(i41)& CONR'. MowrAW: . DAILY HOURS/TERMS: MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY h All lospectiong based on a 4 hour minimum ibi each trade tnipectcd. and over 4 hours Is an 8 hour nilnhrnum. In addition, any Inspections extending past noon will bean 8 hour minimum. Weekends, hoildays, and hours between 6pm —6am are paid at time and a hai( There Is a 4-hour minimum charge if Job Is cancelled for any reason,.inciuding rain, and inspector is not notified In advance. Testing foes vary and will be indicated on invoice. ATTORNEY FEES: If any action at law or In equity is brought to enforce or interpret the terms of this Contract the prevailing party shall be entitled to reasonable attorney's fees, costs and necessary disbursements in addition to any other relief to which such party may be entitled. CERTIFICATE OF COMPLIANCE iNSPECTOR'S NAME /4'/) (#Y INSPECTOR'S SIGNATURE /(e_ INSPECTOR'S ID/LIC. NO._ICC 7-è5''4I has been flied and it states that the above work to the best of his/her knowledge complies with the provlsions r e Uniform uildmg Code and meets approved plans and specifications. APPROVED/AUTHORIZED BY: ___,;~VL Project Superintendent White=Office Yellow=Jobsite Pink4nspector April 16, 2019 city of Carlsbad R P I CARLSBAD LP 1114 AVENUE OF THE AMERICAS, FLOOR 45 NEW YORK, NY 10036-7700 PERMIT NUMBER: CBC2018-0502 ISSUE DATE: 10/30/2018 RE: BUILDING PERMIT EXPIRATION ADDRESS: 2525 ElCàthiñó Real, Suite 102 PERMIT TYPE: BLDG-Commercial, Tenant Improvement Carlsbad, Ca 92008-1206 Our records indicate that your building permit will expire by limitation of time on 05/08/2019. 18.04.030 Section 105.5 amended - Expiration: Every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 calendar days from the date of such permit, or if the building or work authorized by such permit is stopped at any time after the work is commenced for a period of 180 calendar days, or if the building or work authorized by such permit exceeds three calendar years from the issuance date of the permit. Work shall be presumed to have commenced if the permittee has obtained a required inspection approval of work, authorized by the permit by the Building official within 180 calendar days of the date of permit issuance. Work shall be presumed to be stopped if the permittee has not obtained a required inspection approval of work by the Building Official within each 180 day period upon the initial commencement of work authorized by such permit. Before such work can be recommenced, a new permit shall be obtained to do so, and the fee therefore shall be one half the amount required for a new permit for such work, and provided that no changes have been made or will be made in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exoeedd one year. In order to renew action on a permit after expiration, the permittee shall pay a new permit fee. Any permittee holding an unexpired permit may apply for an extension of time within which work may commence under that permitwhen the permittee is unable to commence work within the time period required by this section for good and satisfactory reasons. Please check below indicating your intentions and return this letter to us. 0 Project abandoned. A new permit will be obtained prior to commencing work. 0 Permit 180 day extension request, with written explanation including phone number and email address. Request will not be considered without explanation O Renewalpermit requested. If the project has been completed. and only a final inspection is needed, please call the inspection request line at (760) 602-2725. If you have any questions, please contact the Building Inspection Division at 760-602-2700. Community & Economic Development Building Division 1 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 1 I www.carlsbadca.gov 4LC 16ty of February 28, 2019 Carlsbad R P I CARLSBAD LP 1114 AVENUE OF THE AMERICAS, FLOOR 45 NEW YORK, NY 10036-7700 PERMIT NUMBER: CBC2018-0502 ISSUE DATE: 10/30/2018 RE: BUILDING PERMIT EXPIRATION ADDRESS: 2525 El Camino Real, Suite 102 PERMIT TYPE: BLDG-Commercial, Tenant Improvement Carlsbad, Ca 92008-1206 Our records indicate that your building permit will expire by limitation of time on, 05/08/2019..' 1804030 Section 105.5 amended -Expiration: Every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 calendar days from the date of such permilj, or if the building or work authorized by such permit is stopped at any time after the work is commenced for a period of 180 calendar days, or if the building or work authorized by such permit exceeds three calendar years from the issuance date of the permit. Work shall be presumed to have commenced if the pennittee has obtained a required inspection approval of work authorized by the permit by the Building official within 180 calendar days of the date of permit issuance. Work shalt be presumed to be stopped if the pérmittee has not obtained a required inspection approval of work by the Building Official within each 180 day period upon the initial commencement of work authorized by such permit. Before such work can be recommenced, a new permit shalt be Obtained to do so, and the fee therefore shall be one half the amount required for a new permit for such work, and provided that no changes have been made or will be made in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exceeded one year. in order to renew action on a permit after expiration, the permittee shall pay a: new permit. fee. Any permithe holding an unexpired permit may apply for an extension of time within which work may commence under that perrnit.when the permittee is unable to commence work within the time period required by this section for good and satisfactory reasons. Please check below indicating your intentions and return this letterto us. D Project abandoned. A new permit will be obtained prior tocommencingwoit D Permit 180 day extension request, with written explanation including phone numberand email address. Request will not beconsidered without explanation D Renewal permit requested. If the project has been completed and only a final inspection is needed, please call the inspection request line at (760) 602-2725. If you have any questions, please contact the Building inspection Division at 760-602-2700. Community & Economic Development Building Division 1 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov EsGil A SAFEbuiLtCompany DATE: 10/2912018 U APPLICANT U JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0502 SET: II PROJECT ADDRESS: 2525 El Camino Space #102 PROJECT NAME: Racks and Shelving for Forever 21 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 building codes when minor deficiencies identified below are resolved and checked by building department staff. E The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted Date contacted Mail Telephone Fax Telephone #: (by: t') Email: In Person REMARKS: 1. Please attach the existing sheets AO.O.O., AI.O.O., A2.0.3. and A2.0.4. (city set I) to City II set (at building department). 2. Obtain Fire Department approval. 3. City to field verify that the path of travel from the handicapped parking space to the rack area and the bathroom serving the rack area comply with all the current disabled access requirements. By: David Yao Enclosures: EsGil 10/23/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 V/ EsGil A SAFEbui1tCompany DATE: 9/13/2018 0 APPLICANT 0 JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0502 SET: I PROJECT ADDRESS: 2525 El Camino Space #102 PROJECT NAME: Racks and Shelving for Forever 21 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI 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: Hipolito Bautista 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: 1-Jipolito Bautista Telephone #: 213-741-5114 Date conta : 0/t, (by1 , ) Email: hipolito.b@forever2l.com Mail Telephon Fax In Person LIREMAR : By: David Yao Enclosures: EsGil 9/4/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2018-0502 9/13/2018 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0502 PROJECT ADDRESS: 2525 El Camino Space #102 DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 9/4/18 9/13/2018 REVIEWED BY: David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access: This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list?. El Yes 0 N City of Carlsbad CBC2018-0502 9/13/2018 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. Provide complete construction details of the racks and shelving (i.e. size of the beams, upright, bracings, connections.e.tc) with calculation to justify it. 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. City to field verify that the path of travel from the handicapped parking space to the rack area and the bathroom serving the rack area comply with all the current disabled access requirements. Title 24, Part 2. Obtain Fire Department approval The following design loads shall be clearly indicated on the construction documents. - (Section 1603.1) Seismic design data. The following information should be provided. (Section 1603.1.5) Seismic importance factor, IE and occupancy category Mapped spectral response accelerations Ss and Si Site class Spectral response coefficients SDS and SW Seismic design category Basic seismic-force-resisting system(s) Design base shear Seismic response coefficient(s), Cs Response modification factor(s), R 19 I City of Carlsbad CBC2018-0502 9/13/2018 j) Analysis procedure used. Special inspection for seismic resistance shall be noted on the clans for the following conditions in accordance with Section 1707.6 Indicate the clearance from the new racks to the existing building walls and building columns. If the rack or shelving connect to existing walls, provide calculation to show the existing wall can resist the extra lateral force from the rack or shelving. Note on the plans that the rack design loads will be posted per Section 1.4.2 of RMI. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil. Thank you. d U City of Carlsbad CBC2018-0502 9/13/2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0502 PREPARED BY: David Yao DATE: 9/13/2018 BUILDING ADDRESS: 2525 El Camino Space #102 BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. FL) Valuation Multiplier Reg. Mod. VALUE ($) racks & shelving per city 39,419 I I Air Conditioning Fire Sprinklers TOTAL VALUE 399419 Jurisdiction Code Icb IBY Ordinance Bldg. Permit Fee by Ordinance IrI: Plan Check Fee by Ordinance I I I ti 2I Type of Review: [} Complete Review 0 Struôtural Only 0 Repetitive Fee 0 Other Repeats o Hourly Hr. ©LMI * EsGil Fee I $208921 Comments: / Sheet of RECEIVED AUG 30 2018 CITY OF CARLSBAD BUILDING DIVISION CALCULATIONS FOR KeeLamp Clothing Rack System at Forever 21 Carlsbad, California Prepared By: SPEAR & ASSOCIATES, LLC Engineers and Consultants Lancaster, Pennsylvania July 8, 2018 cf3C6l O5d SPEAR & ASSOCIATES, LLC 1742 SAFFIN CIRCLE LANCASTER, PA 17601 PHONE: (717) 898-2053 DATE: o j1o8hg •BY: 4AS JOB. NO: Z CLIENT: t4 -ry- S ' PRQJECT: j/. PAGE: 1111111 1 1 111111111111111 111111 .....................................2..:/.' c! z'P -r ......... ... ••••••• . LiR 4T.e- ii - (,.) -. ........... ....... _______________ k 1:T:T..1.,?k4! pZPzI 5 06 ___ -------.- i&-rL- LoMb i L vrI vg A D O.c &pt 60iA LL5ADok)?'P 3q4s.r SPEAR & ASSOCIATES, LLC 1742 SAFFIN CIRCLE LANCASTER, PA 17601 PHONE: (717) 898-2053 DATE: ° 2e>t oJ BY: JOB. NO:1 CLIENT: - AFn'rV A PROJECT: ci-r 21 OA P,", P*b, PAGE: -zOF: z- FOREVER 21 Racking System Fittings Detail 10 Single Socket Tee 10-2 10-75 10-3 10-76 10-4 10-78 10-5 10-8 10-6 10-87 10-65 10-9 10-67 10-98 10-7 Used on 22" arms to support horizontal runs 25 Top Supports to walls and horizontal runs that exceed 21' lengths (30 Extra Heavy Flange 60-5 60-7 60-6 60-8 All wall connections rn Single Swivel Socket C50-44 C50-77 C50-55 C50-88 C50-66 C50-99 Used to attach Diagonal bracing 15 900 Elbow I 15-4 15-7 15-5 15-8 15-6 15-9 Used only on top supports at end racks if support pipe does not pass through 45 Crossover 45-2 45-76 45-3 45-8 45-4 45-86 45-5 45-87 45-6 45-9 45-65 45-98 45-6 Connects upright post and horizontal arms 162 Standard Railing Flange 62-2 62-7 62-5 62-8 Base flange for all uprights Three Socket Tee 25-4 25-7 25-5 25-8 25-6 25-9 Steel pipe is an inherently efficient structural component. It is strong, has no sharp corners, and is readily available worldwide. The difficulty in using steel pipe to form structures arises when joining. Threaded pipe must be supplied in set lengths making for zero flexibility in installation. Welding is labor intensive, requires a highly skilled workforce, and specialized equipment. The answer is KEE KLAMP components. The underlying principle is simple but highly effective: use slip-on components to create versatile and rigid tubular structures. The KEE KLAMP principle has been developed and refined for more than 75 years resulting in an extensive range of components suited for any need. Engineering The engineering principle behind the KEE KLAMP component is the foundation of the most versatile pipe connection system available. We provide the versatility needed to achieve virtually any structure configuration. KEE KLAMP fittings are iron castings manufactured to the requirements of ASTM A47-77- 32510. We have engineered a range of components to suit eight different sizes of pipe. Hexagon set screws firmly lock the component to the pipe. Set screws are manufactured in case hardened steel and are protected against corrosion with our unique protectant called KEE KOAT. A KEE KLAMP component (size 5 to 9) can support an axial load of 2000 lbs. per set screw with the set screw tightened to a torque of 29 lbs./ft. (rating includes a safety factor of 2:1). This is' normally obtained when the set screw is fully tightened using a ratchet wrench. TUV Approval KEE SAFETY components are approved by TUV, Eu- fMMR%,r rope's leading indepen- IM DUCT SERVICE dent testing house. The maximum load of each fitting type is as stated on the TUV Certificate, a copy of which is avail- able upon request. For an up-to-date TUV listing see our website at www.keesafety.com. CERTIFICATE No. B 13 04 18894 042 Holder of Certificate: Kee Safety Ltd. Unit A2 Cradley Business Park Overend Road Cradley Heath West Midlands B64 7DW UNITED KINGDOM 0 Product Service Production Facility(ies): Certification Mark: 46030 Product: Model(s): Parameters: Pipe connector Kee Kiamp pipe joint connection Couplings: 10, 12, 14, 15, 16, 17, 19, 19-85, 20, 21 25, 26, 27, 28, 29, 30, 35, 40, 45, 46, 55, 56, 86, 87, 88, 89 F50, M50, M51, M52, 114, 121, 145, Ala, Al type B, Al2, A21 A26, A35, A40, A45, A45/type B, BC53 Flanges: M58, 60, 61, 62, S62, 63, 64, 65, 67, 68, 69, 70, 75, 115 Sizes: 5 - 9 for outside diameter of tube from 26.9 - 60.3 mm Range of application: Guard railings, racking, bracing Further technical dates see page 2 and 3 Tested according to: PPP 52175A:2001 The product was tested on a voluntary basis and complies with the essential requirements. The certification mark shown above can be affixed on the product. It is not permitted to alter the certification mark in any way. In addition the certification holder must not transfer the certificate to third parties. See also notes overleaf. Test report no.: 713021994 e~7 Date, 2013-04-26 (Edgar Harnisch) Page 1 o 3 TOy SOD Product Service GmbH . Zertifizierstelle . Ridlerstrale 65 . 80339 München . Germany TUVe CERTIFICATE Nr. B13 04 18894 042 TUV cD . Product Service Technical Data Material: Pipe joint Connection: Malleable cast iron EN-G-JMB-350-10 acc. EN 1562 SG cast irons EN-GJS-450-10 acc. EN 1563 Binding screw: Caseharding steel, organic zinc Scope/requirements: The permissible loads are based on tensile and bending tests with steel tube, with a minimum wall thickness 3,2 mm. Starting torque of the set screw: 40 Nm Safety factor: 2,0 Safety notes: The permissible working load of the set screws, fixings and building materials must be considered when selecting the type of mounting for the flanges of guard railings. Due to dynamic load influences screwed connections may loosen. The tight fit of all screw connections must be checked at regular intervals and tightened up if necessary. The interval depends on the respective use and must be laid down by the operator. The permissible tensile loads are differentiated between straight attachment of the tube with one and/or two set screws and with diagonal attachment of the tube. The following abbreviations are used in the table: I set screw, straight gripping of the tube: I ss-str-g-t. 2 set screws, straight gripping of the tube 2 ss-str-g-t. Diagonal gripping of the tube: diag.-g-t. Page 2 of 3 TÜV SOD Product Service GmbH . Zertifizierstelle . RidIerstra1e 65 . 80339 MUnchen . Germany 1tJV® CERTIFICATE Nr. B 13 04 18894 042 TW SOD Product Service type size max. bending load 1 ss-str-g-t. (KNm) (KN) 10 5-9 1,25 8,0 12 5-8 1,25 8,0 14 5-9 1,25 8,0 15 5-9 1,25 8,0 16 5-9 1,25 8,0/5,0 17 5-9 1,25 3,0 19 5-9 1,25 8,0/5,0 19-85 5-8 1,07 - 20 5-9 1,25 8,0 21 5-9 1,25 8,0 25 5-9 1,25 8,0 26 5-9 1,25 8,0 27 6-8 1,25 8,0 28 6-8 1,25 8,0 29 6-8 1,25 8,0 30 6-8 1,25 8,0 35 5-9 125 8,0 40 5-9 1,25 8,0 45 5-9 1,25 8,0 46 5-9 1,25 8,0 55 8 1,04 4,1 56 8 2,02 2,6 86 8 1,02 6,0 87 8 1,02 6,9 88 8 1,02 6,0 89 8 1,02 5,0 AIO 7,8 0,38 6,7 AlO Type B 7 0,42 4,4 AlO Type B 8 0,73 3,5 Al2 8 1,55 2,9 A21/A26 8 0,73 5,6 A35 8 1,09 7,8 A40 8 0,68 7,9 A45 7,8 0,50 6,1 A45/Type B 7 0,71 4,8 A45/Type B 8 0,80 4,8 8C53 8 - 5,9 F50 5-9 1,25 6,5 M50 5-9 1,25 8,0 M51 5-9 1,25 8,0 M52 5-8 1,25 8,0 114 6-8 1,25 8,0 121 7 1,25 8,0 145 7 1,25 8,0 M58 M58 1,25 8,0 60 5-8 1,25 8,0 61 5-9 1,25 8,0 62 5-9 1,25 - S62 7,8 1,25 - 63 6 1,25 - 64 6-8 0,90 - 65 6 0,40 - 67 8 1,25 - 68 6-8 1,25 - 69 6-8 1,25 - 70 5-8 0,40 8,0 75 5-8 - 8,0 115 6-8 1.25 - max. tensile load (axial) 2 ss-str-g-t. (KN) open gripping short gripping CE 7,65 16,0 16,0 5 16,0 16,0 10,5 16,0 16,0 10,5 16,0 8,0 10,0 Page 3 of 3 TOy SOD Product Service GmbH Zertifizierstelle . Ridlerstra6e 65 . 80339 MUnchen Germany diag.-g-t. (KN) 8,0 6,0 6,9 6,0 5,0 8,0 5,0 )-E, see catalogu 5,0 8,0 80 Z'op 00o-0 ET L PS E ECL I P S E - EN G IN EER ING C OM ENGINEERING RECEIVED AUG 30 2018 Structural Calculations CITY OF CARLSBAD BUILDING DIVISION Steel Storage Shelving By Mobile Media Storage Solutions P0 #1 924805C Forever 21 Shops at Carlsbad 2525 El Camino Real Carlsbad, California 92008 V4 84506 .1 NG fl Prepared For: Digitally signid by RQ VanCamp, PE Mobile Media Storage Solutions Location: Eclipseeering, Inc Contact Info: rvancamp@eeimt.com P0 Box 177 Date: 2018.O8.146.61:51-07'00 Pine Bush, NY 12566 Please note: The calculations contained within justify the seismic resistance of the shelving for both vertical and lateral forces as required by: the 2016 CBC, ASCE 7-10, and ANSI/RMI-MI16.1 (2012). These storage shelves are not accessible to the general public. MISSOULA WHITEFISH SPOKANE BEND PORTLAND fl3%5a1kMT52 S3t'.lAY8A5a 1M55dMT637 4nW0dWMdftk1L.Sft421WMVffi9M1 310SWOMMASIM&NAOR 0775 1119WCS77tS105,0'd.0R97201 (4)721.075Fac(4El)B2.07G8 P(45.Fa(45)6S247G0 FIB050S,731.Fac(40652.4768 501)389 59-F 4)5824788 R0033891FF38)524188 r3ccQ dJ 05P ETLIPSE Forever 21 8/10/2018 E N G I N E E R I N G Carlsbad, California 92008 RVC MOBILE MEDIA STORAGE SOLUTIONS STEEL STORAGE SHELVING - LIGHT RETAIL CODES: Current Editions of the: IBC & CBC & ASCE 7 & RMI Design Inputs: Steel Storage Shelving: Typical Shelf Unit Shelving Geometry - Height of Shelving Unit = 6.0 ft Steel Yield Stress = 33 ksi Width of Shelving Unit = 4.0 ft Modulus of Elast. = 29000 ksi Depth of Shelving Unit = 2.0 ft Number of Shelves/Unit = 4 Eff. Length Factor = 1.7 Vertical Shelf Spacing = 23.0 in Unbraced Length,x = 23.0 in Back to Back Units? NO Unbraced Length,y = 23.0 in Are There Mobile Units? YES Type of Post? 14ga Upright Posts Type of Beam? DRL Low Profile Shelvine Loadin Live Load per Shelf = 10 psf Display On Plaque Near Shelving Units Maximum Weight per Shelf = 80 lbs Per 2ft Wide Shelf Dead Load per Shelf = 1.5 psf Wire Grid Shelf Material Weight of Each Post = 4.5 lbs Weight of Mobile Carriage = 50 lbs Floor Load Calculations: Total Load on Each Post = 96 lbs Total Load On Each Unit = 436 lbs Floor Area Load = 8.0 ft2 Allowable Floor Loading = 100 psf For Main Floor Slab on Grade I Floor Load Under Shelf = 54 psf 10K FOR loopsf RETAIL FLOOR LOADING Seismic Information - Importance Factor - 1.0 Not Open to the Public SDC: D Site Class - D Worst Case Assumed Mapped Accel. Parameters: = 1.161 Fa = 1.035 Sms = 1.202 I Sds = 0.801 S1 = 0.445 F = 1.555 Smi = 0.692 I 5cji = 0.461 Structural System - ASCE 7 Section 15.5.3 Steel Storage Shelving: R = 4 a = 2.5 I = 1.0 Average Roof Height = 20 ft 0'-0" For Ground Floor Location Height of Base Attachment = 0 ft Ground Floor Shear Coeff Boundaries = Vmin = 0.035 Vmax = 0.200 I Design Base Shear Coeff = Vt 0.140 lAdjusted For ASD 1 E( U PS E Forever 21 8/10/2018 E N G I N E E R I N G Carlsbad, California 92008 RVC Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf = 16.5 lbs Total Live Load per Shelf = 80 lbs Lateral DL Force per Shelf = 2.3 lbs Lateral LL Force per Shelf = 11.2 lbs 67% of LL Force per Shelf = 7.5 lbs Total DL Base Shear = 9.3 lbs Total LL Base Shear = 44.9 lbs LC1: Each Shelf is Loaded to 67% of its Live Weight Cumulative Moment: 10514 in-lbs I Total Base Shear = 39.3 lbs iControlling Load Case By Inspection Height: Load: % Per Shelf: Lateral Force/Shelf: hl = 3 in 80 lbs 2.0% Fl = 0.8 lbs h2 = 26 in 80 lbs 17.3% F2 = 6.8 lbs h3 = 49 in 80 lbs 32.7% F3 = 12.8 lbs M = 72 in 80 lbs 48.0% F4 = 18.9 lbs h5 = 0 in 0 lbs 0.0% F5 = 0.0 lbs h6 = 0 in 0 lbs 0.0% F6 = 0.0 lbs h7 = 0 in 0 lbs 0.0% F7 = 0.0 lbs 118 = 0 in 0 lbs 0.0% F8 = 0.0 lbs h9 = 0 in 0 lbs 0.0% F9 = 0.0 lbs h10 = 0 in 0 lbs 0.0% F10 = 0.0 lbs hli = 0 in 0 lbs 0.0% Fil = 0.0 lbs h12 = 0 in 0 lbs 0.0% F12 = 0.0 lbs h13 = 0 in 0 lbs 0.0% F13 = 0.0 lbs h14 = 0 in 0 lbs 0.0% F14 = 0.0 lbs hiS = 0 in 0 lbs 0.0% F15 = 0.0 lbs Sum = 100% Total = 39.3 lbs IC 2: Top Shelf Only is Loaded to 100% of its Live Weight Total Base Shear = 20.5 lbs Does Not Control By inspection, the force distribution for intermediate shelves without live load (case 2) is negligible. Calculate the moment for each column based on the total seismic base shear for each shelf being loaded to 67% of it's allowable live weight. The column at the center of the shelving system is the worst case for this condition. Forever 21 8/10/2018 E( LI PS E E N G I N E E R I N G Carlsbad, California 92008 RVC Column Calculations - Combined Bending and Axial Post Type: Double Rivet "L" or "T" Post Width = 1.5 in r = 0.470 in Depth = 1.5 in S = 0.040 in3 Thickness = 0.075 in l = 0.060 in4 A= 0.220 in2 Column Bending Calculations - Max Column Moment = 9.2 ft-lbs Allowable Bending Stress = 19.8 ksi Bending Stress on Column = 2.8 ksi IBending Stress OK I Column Deflection Calculations - Max Deflection = 0.052 in At Top of Unit Deflection Ratio = 1386 L/,. Allowable Deflection = 3.6 in Max Deflection =5% of Height IDeflection OK I Shelf Rivet Connection - Diameter of Rivet = 0.25 in Shear on Each Rivet = 73.8 lbs Brg Capacity of Rivet = 519.8 lbs Allowable Shear Stress = 13.5 ksi Shear Stress on Rivet = 1.5 ksi Column Axial Calculations - Per t1L" Post DL+PL= 96 lbs DL+PL+EQ= 163 lbs Column Canacitv Calculations - Brg Stress OK I IShear Stress OK I RMI Load Combination #1 RMl Load Combination #6 Controlling Buckling Stress = 11.5 ksi Allowable Comp. Stress = 11.5 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity = 2486 lbs Allowable Column Capacity = 1381 lbs Static Axial Load on Column = 96 lbs lAxial Load OK I Combined Bending And Axial Forces - Critical Buckling Load = 11233 lbs Axial Stress Unity = 0.118 Magnification Factor = 0.985 Bending Stress Unity = 0.121 Cm = 0.85 I Combined Stress Unity = 0.238 I IColumn is Adequate I 3 `00E( LI PS E Forever 21 8/10/2018 E N G I N E E R I N G Carlsbad, California 92008 RVC Overturning and Anti-Tip Calculations Overturning Forces - Total Weight = 280 lbs Load Case 1: Dead Load + 67% Live Load Total Lateral Force = 39 lbs I Overturning Force = 181 ft*lbs iControlling Overturning Force Total Weight = 146 lbs Load Case 2: Dead Load + 100% Top Shelf Total Lateral Force = 20 lbs I Overturning Force = 113 ft*lbs IDoes Not Control Tension Force per Anchor = 22 lbs Per Side of Unit Shear Force per Anchor = 20 lbs USE: 'Hilti' HUS-EZ (or equivalent) POST INSTALLED ANCHOR BOLTS Allowable Tension Force = 736 lbs Allowable Shear Force = 1056 lbs Vertical Seismic Force = 15.7 lbs Overstrength Factor = 2 I Combined Loading = 0.060 Anti-Tip Track Design - Type of Anti-Tip Device = Arm and Track Tension per Side = 22 lbs Capacity of Screws to Carriage = 349 lbs Anti-Tip Yield Stress = 16 ksi Thickness Anti-Tip = 0.12 in Width of Anti-Tip = 0.43 in Section Modulus of Leg = 0.0092 in3 Allowable Stress on Leg = 16 ksi Bending Stress on Leg = 0.77 ksi Anti-Tip Stress Unity = 0.048 I Section Modulus of Track = 0.090 in3 Spacing of Track A.B's = 24 in Allowable Alumn. Stress = 16 ksi Bending Stress on Track = 0.73 ksi I Track Stress Unity = 0.046 I For 2500 psi Concrete 3/8" Diameter x 2.5" Embedment For Anchoring to Concrete Floor Anchors are Adequate I 1(2) #12 Screws Are Adequate I 6063-T5 IBending Stress OK I 6063-T5 Bending Stress OK I 4 DRH DRC 0.277 0 in2 0.219 0 in3 0.220 0 in4 Allowable Bending Stress = 19.8 ksi Allowable Shear Stress = 13.2 ksi E(LIPSE Forever 21 8/10/2018 E N G I N E E R I N G Carlsbad, California 92008 RVC Shelf Beam Calculations Shelf Beam Calculations: DRL Low Profile Steel Yield Stress = 33 ksi Shelf DL = 1.5 psf Modulus of Elast. = 29000 ksi Shelf LL= 10.00 psf Beam Type: DRL Area of Beam = 0.168 Section Modulus of Beam = 0.020 Moment of Inertia of Beam = 0.014 Shelf Width = 4.0 ft Shelf Depth = 2.0 ft Total Load/Shelf= 92 lbs Distributed Load = 11.5 plf Beam Type: DRL Maximum Design Moment = 23.0 Maximum Design Shear = 23.0 Beam Bending Stresses = 14.0 Beam Shear Stresses = 0.14 Bending Stress Unity = 0.708 Shear Stress Unity = 0.010 Max Allowable Deflection = 0.267 in Maximum Beam Deflection = 0.164 in DRH DRC ft-lbs lbs ksi ksi Bending Stress OK IShear Stress OK L/180 IDeflection OK I Shelf Beam Rivet Check: Diameter of Rivet = 0.25 in Post Moment Shear on Rivet = 73.8 lbs Beam Shear on Rivet = 23.0 lbs Resultant Shear = 77.3 lbs Brg Capacity of Rivet = 519.8 lbs Allowable Shear Stress = 9.6 ksi Shear Stress on Rivet = 1.6 ksi iBrg Stress OK I Ishear Stress OK I 5 E(LIPSE Forever 21 8/10/2018 E N G I N E E R I N G Carlsbad, California 92008 RVC Wall Supported Unit Calculations Seismic Force at Top of Units - Average Roof Height = 20.0 ft Height of Attachment = 6.0 ft Shear Coeff Boundaries = Vmjn = 0.240 Vmax = 1.282 I Design Base Shear Coeff = Vt = 0.229 lAdjusted For ASD Total Weight per Unit = 259 lbs Lateral Force at Top/Bottom = 30 lbs Standard Stud Spacing = 16 in Wall Connections per Unit = 3 Tek Screw Capacity = 84 lbs . Tension Cap. for #10 Screw in 20ga Stud Force Per Connection = 10 lbs Iscrew Capacity Seismic Uplift Force on Each Shelf Seismic Uplift on Shelves - Vertical Seismic Component = 14.7 lbs Vertical Dead Load per Shelf = 92.0 lbs Connection Points per Shelf = 4.0 Each Corner Net Uplift Load per Shelf = -40.5 lbs I Uplift Forcer per Connection = -10.1 lbs I I Rivet Connection OK 6 Forever 21 8/10/2018 EC LI PS E E N G I N E E R I N G Carlsbad, California 92008 RVC Light Gage Steel Stud Wall Framing Stud Design Data - Height of Wall Studs = 16.0 ft mt. Non-Brg - Worst Case Ht Assumed Location of Point Load = 6.0 ft Design Lateral Load = 9.9 lbs From Shelving Unit Additional Lateral Load = 5.0 psf Interior Seismic Force Design Axial Load = 85.3 lbs Dead Load of Wall Framing Spacing of Studs = 16.0 in TRY: 3-5/8" x 1-5/8" x 20ga Studs @ 16" o.c. (Worst Case Assumed) Width = 3.625 in rx = 1.450 in Depth = 1.625 in ry = 0.616 in Thickness = 0.035 in Sx = 0.268 in3 Fy = 33 ksi lx = 0.551 in4 E = 29000 ksi Ap = 0.262 in2 K = 1.0 Unbraced Length X = 16 ft Unbraced Length Y = 4 ft Stud Capacity - Buckling Stress, X = 16.32 ksi Buckling Stress, V = 47.14 ksi Allowable Buckling Stress = 16.32 ksi Nominal Axial Strength = 4277 lbs Factor of Safety = 1.92 Allowable Axial Load = 2228 lbs Maximum Design Moment = 250.3 ft-lbs Maximum Design Shear = 57.0 lbs Allowable Bending Stress = 21.78 ksi Actual Bending Stress = 11.21 ksi Allowable Shear Stress = 13.20 ksi Actual Shear Stress = 0.22 ksi Allowable Axial Stress = 8.50 ksi Actual Axial Stress = 0.33 ksi I Combined Stress Unity = 0.55 I IBending Stress OK I IShear Stress OK I lAxial Stress OK I ICombined Stress OK 7 :to E( LI PS E Forever 21 8/10/2018 E N G I N E E R I N G Carlsbad, California 92008 RVC Slab Bearing & Uplift Calculations Slab Design Properties - Minimum Concrete Strength = 2500 psi Assumed Thickness of Concrete Slab = 4 in Assumed Weight of Concrete Slab = 50 psf Allowable Bearing Pressure = 500 psf Assumed Bearing Loads On Post = 28 lbs Dead Load 160 lbs Live Load 90 lbs EQ. Load Uplift Loads on Post = 22 lbs Resultant Uplift Slab Bearing Capacity - Depth of Post on Slab = 1.5 in Factored Bearing Load = 419 lbs Required Bearing Area = 80.30 in2 8.96 inches per side Critical Section = 1.73 in For Bending Soil Pressure on Crit. Section = 751.8 plf Along Critical Length Section Modulus = 32.0 in3 Plain Concrete per Foot Shear Area = 22 in Conc. Shear Stress = 4.8 psi Allowable Shear Stress = 73.2 psi IShear Stress OK I Conc. Bending Stress = 2.9 psi Allowable Bending Stress = 137.5 psi IBending Stress OK I Slab Uolift Caoacit Required Area to Resist Uplift = 0.73 ft2 Length of Slab Req'd = 0.18 ft Assume Full Shelf Width x Req'd Length Worst Case Length of Slab = 4.00 ft Maximum of Width or Length Req'd Distance to Anchor Bolt = 2.00 ft Shear Force on lft Strip = 140.0 lbs Allowable Shear Force = 1760.0 lbs IShear OK I Bending Moment on lft Strip = 140.0 ft-lbs Allowable Bending Moment = 366.7 ft-lbs IBending OK I 8 www.hilti.us Profis Anchor 2.7.3 Company: Eclipse Engineering, Inc Page: 1 Specifier: Robert VanCamp Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 5131/2017 E-Mail: Specifiers comments: I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof. Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D. E. or F) Geometry [in.] & Loading (lb, in.lbl he ac 1.860 in., hnom = 2.500 in. Carbon Steel ESR-3027 21112016 1 1211/2017 Design method ACl 318-14/ Mech. - (Recommended plate thickness: not calculated) no profile cracked concrete. 2500. t = 2500 psi; h = 4.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No.4 bar Tension load: yes (17.23.43 (b)) Shear load: yes (17.2.3.5.3 (a)) Z NOTE: SHEAR AND TENSION FORCES ARE PROVIDED TO CALCULATE ANCHOR CAPACITY -REFERENCE THE CALCULATIONS i FOR ACTUAL V&TAND UNITY CHECK "S X Input data and results must be checked for agreement with the e4sling conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Milti AG. FL-9494 5chaan Mliii is a registered Trademark of Mliii AG. Schean www.hilti.us Prolis Anchor 2.7.3 Company: Eclipse Engineering, Inc Page: 2 Specifier: Robert VanCamp Project: Address: Sub-Project I P06. No.: Phone I Fax: I Date: 5/31/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values fib] Utilization Loading Proof Load Capacity on I l3v (%] Status Tension Concrete Breakout Strength 300 1051 29/- OK Shear Pryout Strength 100 111509 -17 OK Utilization am. 10/61 Status Convert to ASD = 3 Warnings Multiply by 0.7 Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Huh products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions. etc.. that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of eriors, the correctness and the relevance of the results or suitability for a specific application. - You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Huh Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the erdsting conditions and for plausibililyl PROMS Anchor ( C ) 2003-2009 Mliii AG. FL-9494 Schaan Mliii is a registered Trademark of HIS AG. Schean E C L I P S E ENGINEERING October 3, 2018 City of Carlsbad Dept of Building & Safety Attn: David Yao Re: Forever 21 2525 El Camino Real - Space #102 Plan Check Number = CBC2018-0502 ECLIPSE- ENGINEERING.COM This letter was prepared in response to the comments recently issued for the back of house shelving. Please note that Eclipse Engineering, Inc. is only re-submitting structural details and calculations for the shelving, all other submittal requirements shall be provided by the project architect or their consultants. Structural Corrections: We have provided calculations and details for the shelving. Noted. This shall be verified by others. This shall be provided by others. This information is already clearly indicated on sheet SH-1. We have already noted special inspection of the shelving anchor bolt is required. These units are attached to the wall (calculations provided) and therefore do not have separation. Note, that these units are also calculated as free-standing units as well to show they are adequate for either case. This is noted in the general notes. Eclipse Engineering, Inc. has only reviewed the structural components within our scope of services, and we do not take any responsibility for any other portion of the project or plan submittal. Please feel free contact us with any questions on this portion of the project —(541) 389-9659. Sincerely, Eclipse Engineering, Inc. Robert VanCamp, PE Project Engineer Enclosed: shelving calculations and details. V4S 84506,i7) C, • P Digitally signe,cLby1obert VanCrprP Location: Eclipse pnØeering, Inc Contact Info: rvancarnpeeimt.com Date: 2018.10.0334:57-0700 MISSOULA COLUMBIA FALLS SPOKANE BEND PORTLAND 7A51XLFa9T5e912 4UWed eje,eA 41Sok1xie.WA92O1 MSW8WMk%SWb8,8ffK0R 81702 mswcs3eSu31002P81nOa97Z01 Phw02(02)7a6733 Facflo6) 5074768 P8 4C8)802.3115.Fa (400) 552.4768 p55p(5Ø5)77.FaC(4O6)5574768 4130S1659 FaG (4555j.4755 3)355.1776 455) 552.47J ECLIPSE ECLIPSE- ENGIN EERING .COM ENGINEERING Structural Calculations Steel Storage Shelving By Mobile Media Storage Solutions P0 #1 92480SC Forever 21 Shops at Carlsbad 2525 El Camino Real Carlsbad, California vq 84506 C) 'NG Prepared For: Mobile Media Storage Solutions P0 Box 177 Pine Bush, NY 12566 Digitally signed by ljobe-j VanCamp. Location: Eclipse n)jneering, Inc Contact Info: rvancampjeeimtcom Date: 2O18.O8.146O1:51-O7OO Please note: The calculations contained within justify the seismic resistance of the shelving for both vertical and lateral forces as required by: the 2016 CBC, ASCE 7-10, and ANSI/RMl-MI16.1 (2012). These storage shelves are not accessible to the general public MISSOULA WHITEFISH SPOKANE BEND PORTLAND sI3WA,sa21s2sflsd1AMT5W 42IW.Ave.521fl5WA1 3msw5iDt subs. B1*OR l7*2 FI(4%)7ZL5T5Fac(4Z5247 Flg(45)231JF4S)B241 fl81Fac(4OGB478 w:64 3389 F(4c8)8$2.4768 i(E893385.1238FF%)5624789 E C L I P S E Forever 21 E N G I N E E R I N G Carlsbad, California 92008 8/10/2018 RVC MOBILE MEDIA STORAGE SOLUTIONS STEEL STORAGE SHELVING - LIGHT RETAIL CODES: Current Editions of the: IBC & CBC & ASCE 7 & RMI Design Inputs: Steel Storage Shelving: Typical Shelf Unit Shelving Geometry - Height of Shelving Unit = 6.0 ft Steel Yield Stress = 33 ksi Width of Shelving Unit = 4.0 ft Modulus of Elast. = 29000 ksi Depth of Shelving Unit = 2.0 ft Number of Shelves/Unit = 4 Eff. Length Factor = 1.7 Vertical Shelf Spacing = 23.0 in Unbraced Length,x = 23.0 in Back to Back Units? NO Unbraced Length,y = 23.0 in Are There Mobile Units? YES Type of Post? 14ga Upright Posts Type of Beam? DRL Low Profile Shelving Loading - Live Load per Shelf = 10 psf Display On Plaque Near Shelving Units Maximum Weight per Shelf = 80 lbs Per 2ft Wide Shelf Dead Load per Shelf = 1.5 psf Wire Grid Shelf Material Weight of Each Post = 4.5 lbs Weight of Mobile Carriage = 50 lbs Floor Load Calculations: Total Load on Each Post = 96 lbs Total Load On Each Unit = 436 lbs Floor Area Load = 8.0 ft2 Allowable Floor Loading = 100 psf For Main Floor Slab on Grade psf 10K FOR loopsf RETAIL FLOOR LOADING I Floor Load Under Shelf = 54 Seismic Information - Importance Factor- Site Class - Mapped Accel. Parameters: S= 1.161 Si = 0.445 1.0 Not Open to the Public D Worst Case Assumed Fa = 1.035 SMS = 1.202 F = 1.555 Smi = 0.692 SDC: D 5d1 = 0.801 5d1 = 0.461 Structural System - ASCE 7 Section 15.5.3 Steel Storage Shelving: R = 4 a= 2.5 I,= 1.0 Average Roof Height = 20 ft 0'-0" For Ground Floor Location Height of Base Attachment = 0 ft Ground Floor Shear Coeff Boundaries = Vmin = 0.035 Vmax = 0.200 I Design Base Shear Coeff = Vt = 0.140 lAdjusted For ASD 1 E(LIPSE Forever 21 8/10/2018 E N G I N E E R I N G Carlsbad, California 92008 RVC Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf = 16.5 lbs Total Live Load per Shelf = 80 lbs Lateral DL Force per Shelf = 2.3 lbs Lateral IL Force per Shelf = 11.2 lbs 67% of LL Force per Shelf = 7.5 lbs Total DL Base Shear = 9.3 lbs Total LL Base Shear= 44.9 lbs LC1: Each Shelf is Loaded to 67% of its Live Weight Cumulative Moment: 10514 in-lbs I Total Base Shear = 39.3 lbs IControlling Load Case By Inspection Height: Load: % Per Shelf: Lateral Force/Shelf: h1= 3 in 80 lbs 2.0% F1= 0.8 lbs h2 = 26 in 80 lbs 17.3% F2 = 6.8 lbs h3 = 49 in 80 lbs 32.7% F3 = 12.8 lbs M = 72 in 80 lbs 48.0% F4 = 18.9 lbs h5 = 0 in 0 lbs 0.0% F5 = 0.0 lbs h6 = 0 in 0 lbs 0.0% F6 = 0.0 lbs V = 0 in 0 lbs 0.0% F7 = 0.0 lbs h8 = 0 in 0 lbs 0.0% F8 = 0.0 lbs h9= 0in 01bs 0.0% F9= 0.0 lbs h10 = 0 in 0 lbs 0.0% F10 = 0.0 lbs hil = 0 in 0 lbs 0.0% Fii = 0.0 lbs h12 = 0 in 0 lbs 0.0% F12 = 0.0 lbs h13 = 0 in 0 lbs 0.0% F13 = 0.0 lbs h14 = 0 in 0 lbs 0.0% F14 = 0.0 lbs hiS = 0 in 0 lbs 0.0% F15 = 0.0 lbs Sum = 100% Total = 39.3 lbs IC 2: Top Shelf Only is Loaded to 100% of its Live Weight Total Base Shear = 20.5 lbs Does Not Control By inspection, the force distribution for intermediate shelves without live load (case 2) is negligible. Calculate the moment for each column based on the total seismic base shear for each shelf being loaded to 67% of it's allowable live weight. The column at the center of the shelving system is the worst case for this condition. 2 Combined Bending And Axial Forces - Critical Buckling Load = 11233 lbs Axial Stress Unity = 0.118 Bending Stress Unity = 0.121 I Combined Stress Unity = 0.238 I Magnification Factor = 0.985 Cm = 0.85 IColumn is Adequate I ETLIPSE Forever 21 8/10/2018 E N G I N E E R I N G Carlsbad, California 92008 RVC Column Calculations - Combined Bending and Axial Post Type: Double Rivet "1" or "1" Post Width = 1.5 in rx = 0.470 in Depth = 1.5 in S = 0.040 in3 Thickness = 0.075 in lx = 0.060 in4 A= 0.220 in2 Column Bending Calculations - Max Column Moment = 9.2 ft-lbs Allowable Bending Stress = 19.8 ksi Bending Stress on Column = 2.8 ksi IBending Stress OK I Column Deflection Calculations - Max Deflection = 0.052 in At Top of Unit Deflection Ratio = 1386 L/i Allowable Deflection = 3.6 in Max Deflection = 5% of Height IDeflection OK I Shelf Rivet Connection - Diameter of Rivet = 0.25 in Shear on Each Rivet = 73.8 lbs Brg Capacity of Rivet = 519.8 lbs Allowable Shear Stress = 13.5 ksi Shear Stress on Rivet = 1.5 ksi Column Axial Calculations - Per "L" Post DL+PL= 96 lbs DL+PL+EQ= 163 lbs Column Canacitv Calculations - Controlling Buckling Stress = 11.5 ksi Allowable Comp. Stress = 11.5 ksi Factor of Safety for Comp. = 1.80 Nominal Column Capacity = 2486 lbs Allowable Column Capacity = 1381 lbs Static Axial Load on Column = 96 lbs iBrg Stress OK I IShear Stress OK I RMI Load Combination #1 RMI Load Combination #6 lAxial Load OK I 3 Forever . 8/10/2018 E(LIPSE E N G I N E E R I N G Carlsbad, California 92008 RVC Overturning and Anti-Tip Calculations Overturning Forces - Total Weight = 280 lbs Load Case 1: Dead Load + 67% Live Load Total Lateral Force = 39 lbs I Overturning Force = 181 ft*lbs IControiiing Overturning Force Total Weight = 146 lbs Load Case 2: Dead Load + 100% Top Shelf Total Lateral Force = 20 lbs I Overturning Force = 113 ft*lbs ]Does Not Control Tension Force per Anchor = 22 lbs Per Side of Unit Shear Force per Anchor = 20 lbs USE: 'Hilti' HUS-EZ (or equivalent) POST INSTALLED ANCHOR BOLTS Allowable Tension Force = 736 lbs Allowable Shear Force = 1056 lbs Vertical Seismic Force = 15.7 lbs Overstrength Factor = 2 I Combined Loading = 0.060 Anti-Tip Track Design - Type of Anti-Tip Device = Arm and Track Tension per Side = 22 lbs Capacity of Screws to Carriage = 349 lbs Anti-Tip Yield Stress = 16 ksi Thickness Anti-Tip = 0.12 in Width of Anti-Tip = 0.43 in Section Modulus of Leg = 0.0092 in3 Allowable Stress on Leg = 16 ksi Bending Stress on Leg = 0.77 ksi I Anti-Tip Stress Unity = 0.048 Section Modulus of Track = 0.090 in3 Spacing of Track A.B's = 24 in Allowable Alumn. Stress = 16 ksi Bending Stress on Track = 0.73 ksi Track Stress Unity = 0.046 I For 2500 psi Concrete 3/8" Diameter x 2.5" Embedment For Anchoring to Concrete Floor Anchors are Adequate 1(2) #12 Screws Are Adequate I 6063-T5 Bending Stress OK I 6063-T5 Bending Stress OK 4 E(LIPSE Forever 21 8/10/2018 E N G I N E E R I N G Carlsbad, California 92008 RVC Shelf Beam Calculations Shelf Beam Calculations: DRL Low Profile Steel Yield Stress = 33 ksi Shelf DL = 1.5 psf Modulus of Elast. = 29000 ksi Shelf LL = 10.00 psf Beam Type: DRL DRH DRC Area of Beam = 0.168 0.277 0 in2 Section Modulus of Beam = 0.020 0.219 0 in3 Moment of Inertia of Beam = 0.014 0.220 0 in4 Shelf Width = 4.0 ft Allowable Bending Stress = 19.8 ksi Shelf Depth = 2.0 ft Allowable Shear Stress = 13.2 ksi Total Load/Shelf = 92 lbs Distributed Load = 11.5 plf Beam Type: DRL DRH DRC - Maximum Design Moment = 23.0 ft-lbs Maximum Design Shear = 23.0 lbs Beam Bending Stresses = 14.0 ksi Beam Shear Stresses = 0.14 ksi Bending Stress Unity = 0.708 113ending Stress OK Shear Stress Unity = 0.010 IShear Stress OK Max Allowable Deflection = 0.267 in L/180 Maximum Beam Deflection = 0.164 in IDeflection OK I Shelf Beam Rivet Check: Diameter of Rivet = 0.25 in Post Moment Shear on Rivet = 73.8 lbs Beam Shear on Rivet = 23.0 lbs Resultant Shear = 77.3 lbs Brg Capacity of Rivet = 519.8 lbs IBre Stress OK I Allowable Shear Stress = 9.6 ksi ___________ Shear Stress on Rivet = 1.6 ksi IShear Stress OK I 5 Forever 21 8/10/2018 E( LI PS E E N G I N E E R I N G Carlsbad, California 92008 RVC Wall Supported Unit Calculations Seismic Force at Top of Units - Average Roof Height = 20.0 ft Height of Attachment = 6.0 ft Shear Coeff Boundaries = Vmin = 0.240 Vmax = 1.282 I Design Base Shear Coeff = Vt = 0.229 lAdjusted For ASD Total Weight per Unit = 259 lbs Lateral Force at Top/Bottom = 30 lbs Standard Stud Spacing = 16 in Wall Connections per Unit = 3 Tek Screw Capacity = 84 lbs Tension Cap. for #10 Screw in 20ga Stud Force Per Connection = 10 lbs IScrew Capacity OK I Seismic Uplift Force on Each Shelf Seismic Uplift on Shelves - Vertical Seismic Component = 14.7 lbs Vertical Dead Load per Shelf = 92.0 lbs Connection Points per Shelf = 4.0 Each Corner Net Uplift Load per Shelf = -40.5 lbs I Uplift Forcer per Connection = -10.1 lbs I I Rivet Connection OK I 6 Forever 21 8/10/2018 E( L PS E E N G I N E E R I N G Carlsbad, California 92008 RVC Light Gage Steel Stud Wall Framing Stud Design Data - Height of Wall Studs = 16.0 ft Int. Non-Brg - Worst Case Ht Assumed Location of Point Load = 6.0 ft Design Lateral Load = 9.9 lbs From Shelving Unit Additional Lateral Load = 5.0 psf Interior Seismic Force Design Axial Load = 85.3 lbs Dead Load of Wall Framing Spacing of Studs = 16.0 in TRY: 3-5/8" x 1-5/8" x 20ga Studs @ 16" o.c. (Worst Case Assumed) Width = 3.625 in rx = 1.450 in Depth = 1.625 in ry = 0.616 in Thickness = 0.035 in Sx = 0.268 in3 Fy = 33 ksi Ix = 0.551 in4 E = 29000 ksi Ap = 0.262 in2 K= 1.0 Unbraced Length X = 16 ft Unbraced Length V = 4 ft Stud Capacity - Buckling Stress, X = 16.32 ksi Buckling Stress, V = 47.14 ksi Allowable Buckling Stress = 16.32 ksi Nominal Axial Strength = 4277 lbs Factor of Safety = 1.92 Allowable Axial Load = 2228 lbs Maximum Design Moment = 250.3 ft-lbs Maximum Design Shear = 57.0 lbs Allowable Bending Stress = 21.78 ksi Actual Bending Stress = 11.21 ksi Allowable Shear Stress = 13.20 ksi Actual Shear Stress = 0.22 ksi Allowable Axial Stress = 8.50 ksi Actual Axial Stress= 0.33 ksi Combined Stress Unity = 0.55 I Bending Stress OK I IShear Stress OK I lAxial Stress OK I ICombined Stress OK 7 E( LI PS E Forever 21 8/10/2018 M rz i N E E R I N G Carlsbad. California 92008 RVC Slab Bearing & Uplift Calculations Slab Design Prooerties - Minimum Concrete Strength = 2500 psi Assumed Thickness of Concrete Slab = 4 in Assumed Weight of Concrete Slab = 50 psf Allowable Bearing Pressure = 500 psf Assumed Bearing Loads On Post = 28 lbs Dead Load 160 lbs Live Load 90 lbs EQ Load Uplift Loads on Post = 22 lbs Slab Bearing Capacity - Depth of Post on Slab = 1.5 in Factored Bearing Load = 419 lbs Required Bearing Area = 80.30 in2 Critical Section = 1.73 in Soil Pressure on Crit. Section = 751.8 plf Section Modulus = 32.0 in3 Shear Area = 22 in Resultant Uplift 8.96 inches per side For Bending Along Critical Length Plain Concrete per Foot Conc. Shear Stress = 4.8 psi Allowable Shear Stress = 73.2 psi IShear Stress OK I Conc. Bending Stress = 2.9 psi ________ Allowable Bending Stress = 137.5 psi iBending Stress OK I Slab Uolift CaDacit Required Area to Resist Uplift = 0.73 ft2 Length of Slab Req'd = 0.18 ft Assume Full Shelf Width x Req'd Length Worst Case Length of Slab = 4.00 ft Maximum of Width or Length Req'd Distance to Anchor Bolt = 2.00 ft Shear Force on ift Strip = 140.0 lbs Allowable Shear Force = 1760.0 lbs IShear OK I Bending Moment on ift Strip = 140.0 ft-lbs Allowable Bending Moment = 366.7 ft-lbs IBending OK I 8 www.hilti.us Profis Anchor 2.7.3 Company: Eclipse Engineering. Inc Page: 1 Specifier: Robert VanCamp Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 5/31/2017 E-Mail: Specifier's comments: I Input data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 318 (2 112) Effective embedment depth: hf80( = 1.860 in., hoom = 2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 2/l/20161 1211/2017 Proof. Design method ACI 318-141 Mech. Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete. 2500. f,' = 2500 psi; h = 4.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No.4 bar Seismic loads (cat. C. D. E. or F) Tension load: yes (17.2.3.4.3 (b)) Shear load: yes (17.2.3.5.3 (a)) Geometry (in.] & Loading [lb. inib] Z NOTE: SHEAR AND TENSION FORCES ARE PROVIDED TO CALCULATE ANCHOR CAPACITY -REFERENCE THE CALCULATIONS A FOR ACTUAL V & T AND UNITY CHECK I., 8 co 3.00 * s X Input data and results must be chocked for agreement with the existing conditions and for plausibilityl PROMS Anchor Cc ) 2003-2009 14111i AG. FL-9494 5theari Mliii is a registered Trademark of HIM AG. Schean www.hiltius Profis Anchor 2.7.3 Company: Eclipse Engineering, Inc Page: Specifier: Robert VanCamp Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 5/31/2017 E-Mail: - 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity on I Pv (%] Status Tension Concrete Breakout Strength 300 1051 291- OK Shear Pryàut Strength 100 2li 509 -17 01< Utilization B , I%1 Status to ASD = 3 Warnings Multiply by 0.7 Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data.contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hllti's technical directions and operating, mounting and assembly instructions. etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of eriors. the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable. carry out the updates of the Software offered by HIlti on a regular basis. If you do not use the AutoUpdatefunction of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the e4sling conditions and for pløusibilityi PROFIS Anchor (c) 2003-2009 Hilki AG, FL-9494 5chaan Huh is a registered Trademark at Huh AG Schean Kee Safety, Inc. 100 Stradtman Street Buffalo, NY 14206 www.keesafety.com Tel: (716) 896 4949 Fax: (716) 896 5696 O (800) 8515181 info@keesafety.com October 16, 2018 EsGil David Yao 9320 Chesapeake Drive, Suite 208 San Diego, CA 92123 Re: City of Carlsbad Plan Check #CBC2018-0502 Dear David, Below are the responses to the specific items related to the Stock Room clothing racks as designed by Kee Safety, Inc. Provide complete construction details of the racks and shelving (i.e. size of the beams, upright, bracings, connections.e.tc) with calculation to justify it. Response Three pages with detailed drawings and stamped by a licensed engineer in the State of California, plus an additional three-page document, prepared specifically for this project with calculations and methods has been provided. Calculations contained therein demonstrate the justification for the design of the racking system. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. Response Completed as required. 5. The following design loads shall be clearly indicated on the construction documents. (Section 1603.1) Seismic design data. The following information should be provided. (Section 1603.1.5) Seismic importance factor, lE and occupancy category Mapped spectral response accelerations SS and Si C) Site class Spectral response coefficients SDS and SD1 Seismic design category Basic seismic-force-resisting system(s) Design base shear Seismic response coefficient(s), CS I) Response modification factor(s), R j) Analysis procedure used. Response Specific Data Block and Notes Block have been added to each sheet addressing the items listed above. 6. Special inspection for seismic resistance shall be noted on the plans for the following conditions in accordance with Section 1707.6 Periodic special inspection is required during the anchorage of storage racks 8 feet or greater in height in structural assigned to Seismic Design Category D, E, and F. Response This has been added to the Seismic Design Data block with underlined text. 8. Note on the plans that the rack design loads will be posted per Section 1.4.2 of RMI. Response This has been added to the Notes block as item #8. Sincerely, Mark Brockett Distribution Development Manager email: mbrockett@keesafetv.com Phone: 800-851-5181 ext. 145 Web: www.keesafetv.com 2 1 @O@V6O6ffi@ 009WOV§®O W0000,040@ —1 CALCULATIONS FOR KeeLamp Clothing Rack System at Forever 21 Carlsbad, California Prepared By: SPEAR & ASSOCIATES, LLC Engineers and Consultants Lancaster, Pennsylvania July 8, 2018 SPEAR & ASSOCIATES, LLC 1742 SAFFIN CIRCLE LANCASTER, PA 17601 PHONE: (717) 898-2053 DATE: BY: 4A JOB NO: lt CLIENT: f4 PFETY PROJECT: 2-!- PAGE: (1LoThc I z.øPr — 2,z ............ 1Zffi ....: . ..:.. . :............ : . . . . . ........ :. . ........ ... ........:... . 4i&- i.ti- c — c 1vi (, s') : -. 1 .75 Lr,L rz- : .. .................... ::.. tJ2c ....... .- _-- I — Zy-2496 :4jb LYc- 4o - L Ro o I(P'U g.4o &b è16CA ; /1 2Lct _:-s) SPEAR & ASSOCIATES, LLC 1742 SAFFIN CIRCLE LANCASTER, PA 17601 PHONE: (717) 898-2053 DATE: onjo)( BY: 4,4 JOB. NO: CLIENT: M,rrV PROJECT: ç' 2I -C2AP*b, PAGE: -&0 F: 2.- _6IM1 1m L- i4c x 4 9666 b4) ; /2. L,-~ua Ijzo -jq 1' ?Lcit U,LA-) LcAs1 - : STATEMENT OF SPECIAL INSPECTION VURIRCATHIIANBNNPESIRIR P BRNBVI HLfl IRISES IlISPROTEBBY OWWRSTWOCRIVPR H TtDIAUTLRIIO. crillamm ORITPRESSNSSTRAROTII RAISIURISESPOT TIIOWESS IO.ESSRAIETUR U SBDIAUZ.GrrLOIO. RAXIRAiWVI BARECTER QEVIDITOFIIDE RIJSASLINvINIT- RECTRAT1S TAPECTER IP2IThHJMMIOCRWROIRI H 52? 5WTO14E.1J.TASE2 RIIHRARED8TSIAR U RRCTORSA T.1SI.TABEB TISPECTER IAOANETIBEDIENT U Irr 4 4.12. TABLE 2.3 InSINKTOR TGIITETIRIGTRADLE H RRFT4RR NECTIRIT3TAAI22 11_52 WV GENERAL NOTES: DESIGN OF STEELSTORAGE SHELVING AS SHOWN BYSHESE DRAWINGS AND CALCULATIONS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE 2016 CBC. ASCE 7-I0. &ANWRMI-MHI6.I (2012) STEEL FOR ALL SHAPES IS Fy. 35 KSI (EXCEPT AS NOTED) ALL ANCHORS ARE HILTI HUG-ES (ESR-3027) OR APPROVED EQUAL (SPECIAL INSPECTION REQUIRED- REFERENCE TABLE BELOW) EXISTING CONCRETE SLAB. MIN. 4' THICK SLAB-ON-GRADE WITH rT • 2500 PSI AND 500 PSF SOIL REARING PRESSURE STORAGE SHELVING CAPACITY . 10 PSF PER LEVEL ALL SHELVING INSTALLATIONS AND SHELVING MANUFACTURED IN CONFORMITY WITH THIS STANDASE SHALL DISPLAY IN ONE OR MOVE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE, EACH NOT LESS THAN 50 SQUARE INCHES IN AREA SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD PER LEVEL ALL SHELVING SHALL BE IN COMPLIANCE WITH THE RMI B) THE CLEAR SPACE BELOW SPRINKLERS SHALL RE A MINIMUM OF IA INDIES BETWEEN THE TOP OF THE STORED MATERIAL AND THE CEILING SPRINKLER DEFLECTORS H) THE SHELVING RACKS WILL NOT BE OPEN TO THE PUBLIC 10) SHELVING UNITS MAXIMUM OUT-DF-PWMSNESS SHALL BE 0.5 INCH IN SOFT -. 48 - 48 48 24 24 Ii NOTE: RS)B?MOSILE RETAIL SHELVES SHALL BE RESTOCKED BY HAND. DO NOT UREA FORKLIFT OR OTHER MEOWAIZED LOADER TO STOCK SHELVES. REGULARLY INSPECT SHELVING FOR DAMAGE. IF DAMAGE IS FOUND, IMMEDIATELY UNLOAD THE AFFECTED AREA AND REPLACE OR REPAIR ANY DAMAGED COLUMNS. BEAMS. OR OTHER STRUCTURAL COMPONENTS ENSURE THATSHELVING IS NOT MODIFIED OR RE-ARRANGED IN A MANNER NOT WITHIN THE ORIGINAL DESIGN CONFIGURATIONS . .. ......-'..4 ,....- * II •AM WALL—SUPPORTED FREE—STANDING L.4 FIXED SHELVING SIDE VIEWS PARTIAL FLOOR PLAN & SHELVING RACK LAYOUTS () ANTI—TIP TRACK ru 4 -— NOTE: CONTAIN ONLY THE PLANS AND SHELF CONFIGURATION (LENGTH. WIDTH. NUMBER OF SHELVES) VARIES PER UNIT: OF THE BACX-OF4IOIXIE BIDED AND MOBILE SHELVING RACK SYSTEMS. REFERENCE ARCHITECTURAL PLANS FOR FULL EXTENT OF WORK, THESE SHELVING UNITS ABS - REF. SHELVING CUT SHEETS AND FIXTURE PLAN NOT ACCESSIBLE TO THE GENERAL PUBLIC. -ALL SHELVING TO BE WIRE GRID SHELVING - BACETO BACK UNrIG. WHORE O1IIX. SNAIL BE BOLTED TOGETHER WITH 1/40 BOLTS AT 24 D.C. ALONG THE LENGTH OF THE POST. EARTHQUAKE DESIGN DATA: H) SHIRYTIR importance FRITHS. IE • 1 Risk Category ll - NOT Open BR the P115111 AS Mapped Spectral SHSpRIIHRAWHIRrIIIJRHS Ss • 1.161 51 • 0.445 C) Site Gan .D(AHRI.nRd) A) SITHASSI RHIPSYTH CRHWcIenlsI MR. 0.001 541 • 0.461 s) Seismic Design Category . D I) Basic SeNWIc-FBscB-EsBASI,lBSySSenT)B)1 NRn-BOIIdIBgSIBNCSI.WR. SBHHISIIHMRg Design Rase Shear. 4SIb 5) Seismic Response Coefficient: Vt .0.14 RHRPRflSH ModAkalIon FAITHS B • 4 )) Redundancy FaCIBS P • SO B) AHOIySIT PBRTHdA,H pynASct 7.1% Section 15.5.1 STOCKROOM AREA 1 NOTE: THE SHELVING 511*13. BE ATTACKED EXISTING WALL TO THE EXIST1NG WALL STUDS AND III I I 1COVOR CONCRETE DAB. NO NEW STUDS OR 11111 / WOOD OR STUD WAILS ARE REQUIRED. / r-T50QU. WALL STUD _______________ I - I6O.C. MAX 91413 TEE SCREW AT EACH WAIl. 01515 L.. REAM —TAP. —REF. DETAIL 2 SHELVING POST 2 S STUD WALL ISQ)ESL ITAL REF. DETAIL 2 ,INTO STUD W I. CONTRACTOR 054651. 150.0 VERIFY MINIMUM SIZE. SPAONG, AND WAGE OF EXISTING WALL STUDS. MIN MUM STEEL WALL STUD SIZE - 362S125-30 (3-5/8.I-1/4•20 GA.). MINIMUM WOOD WALL STUD SIZE - 2.4. - WALL ATTACHMENT DETAIL . SCOPE OF WORK ANCHORAGE OF FIXED AND MOBILE RETAIL SHELVING UNITS. THESE DRAWINGS PERTAINING TO PROPER ANCHORAGE cT, o cr, go 0 su1, ( r ( IQI 24 GA. '19' 24 GA. 1 UPRIGHT STEEL POSTS rim..II .1 rn imuiiuui ••"•.IiII liii III .1 I I I. (2) 3/8-* ANCHOR BOLTS n./ 2-1/2 (I) 3/8-e ANCHOR BOLT •/ 2-1/2- EMBEDMENT (SEE GENERAL NOTE 03) EMBEDMENT (SEE GENERAL NOTE 03) () BASE PLATE AND SLAB DETAILS LMA:EISpBRE*5I,, Ing.Ino f51( 845Can 06W. I LIEU I 3/32 sj 00 ww I/46 REACT -14 GA. VIA (1) 0 HIGH PROFILE SHELF REAM Ir w UJI ra Uj e 4RAECEIVE D IIIw R. I 1 OCT 2018 p LOW PROFILE SHELF REAM CITYOFARLS AD 2 SHELF BEAM CONNECTIONS BUILDING DIVIS O 00 A - NOTE: ANCHOR BOLTS SHALL BE 'PCI' I A MINIMUM OF 6" FROM ANY CONCRETE < 0) TS O OL — CO * NTR JOINTS — T—POST — 1 I - L, Cn kV cc J . '</#'4R' FASTEN W/ #14x 1. - LONG TEN SCREW SHELVING LOAD ON SLAB LONG TEK SCREW SI 100 PSF MAX STOCKROOM AREA 2 111111!::: SHEET SH-1 _j %._P LU 0 wZ --% LIJ5RE _j V)w LU V) 0 WE -- LU w LII LU I- < cc >0 ES 46 D. LU III Do M - 4...f - - WALL FURRIXG I /O83 j LLTh1C1flE$$ UWE M- ALL OMM-NAL ALL FOUR SAVS) PIFE / r°" (MOUNTHARD%MRE wrIrtCiu FOR SUPPOI!T Via. op vmt T,RFLR. if 9 -- _________ ________ IA91 01 VIAM è. r(orltFaJ. 1 31 / i i r L4_U . UvIiAD-sLiPRT pIpe, -I OUHTTOWALLRJRIUflG. (HOUR AROWRE tio (Ut WO!D) ( SIDE ELEVATION uOT 1•Ø iuE WftOEI WAU . ThCKNISS (TYP. O} TOP ELEVATION NOTE: I.) HUE RETRDAT4T IURflUIG STRiPE TO QE USIO WIIEH EQU(REOUY LOCAL COEJURISDICTION, .} 4DX lV It 7H011 BOLItESS 0iE1 RACK SHLVI'G Ft 1JRSS 10 EU ASU41II.ED OH EtTE PRt4AttUFACVURE'S ltRUC1IOri5, .) PIPE & jojvr mocutm RACK SIr[M TO BE ASSENU1.ED ON SITE PER MANUFACTURES IV4SflitJttIOt1S. 44 LOCKER(S) 70 NESSEt4ULED ON SITE AND sornE PZ DETAIl. IfA 3;COHFIRMLOCATtON wtfli S1ORE MANAGER Hi101t tO FIAI%I. (.00AflOri AND WSTALLAUOIO. 5) WALL STANDAPDS OVER nlMrttG STRIPS TO RE INSTALLED cI Stl. 4 AICNDRSSFEcUq5O U? OThI!tL 74MM LOAIiPACIW OF JIM PER 5?.OF H0R1Z014A1. CIOThItO PWE EtWEEN SPARS II) IQAt) C4PACIW StORAGE WELL BE AltO(E0 TO EACH c.OThlNG RACK )TI1UCA11KG RUTh 7 lOFt) CAPACITY. STOCK ROOM I SEISMIC DESIGN DATA ID QcjPArccYCATEGORY:GROUP £4 St 0.36114) Sos Onto Soi SITE ClASS: 1) SEISMIC OESIGU tATEGORY: D IIASiCR4ICFORcORESISIIRGSSWM:. TIAIOR MD WALL ArlCHORS DIAOOrAL IIM01I0 OEStIN BASE SHEAR = LOEtJ SUPPORT Cs G237 (USED 040) R 3.0 ANALYSIS PROCEI)UAS USBO; W(JIIJCIUG SINESS &SICN NEORAGE OPSTORASE EWIS 8 IREIOR GRATERJIIIIJE ZJ&I1JRALAONNIL1Q5EI$HIC0ESIGN CGORY0.-E ER'S 'INSTRUCTIONS FOR USE" & 10' I j4S.j ______ _____________ 'V _______ E I .j_._4!__q' ---1 U— '11/ia ruNRlucj —- FOR CLOTNENG 604 (mourn HARwi NOTINWINIO FAQ OF WALL IALI / OYRIEI) .FFCRt PIPE.I 7OUtiT TO WALL PURRNO. STOCK LI. FuRR1r ( it I rcuuivi £ S1I(tP,8II'ONI7. \ riOl lNcLbED) (MOtWTIll,RDWARE I- 9' '-.tar - RACK I $flOrItUL SEISMIC DESIGN DATA FRONT ELE - ----- — u le 1.11 M1CYGORY: GROUP M SS 0.1-1539 POST2 -tQ POS5.XO .1O—\ Ss=vug SO1=O.4Oat SITE CLAW: D POCT as, 4411 4 ] 4[[ flL F I,... N 50 rm WALL 25 - WM1IOCRZJDThIML5IUUUG FLOOR. AND o' -- - Ex,, (o o i it I *1 EO3J SUPPORT PflST7S-10 —11 0 -°- -- 0-I —o 'r Is, w r*io POST 25-1(posr MID . CAt USED WHEN -- rIAt.sIspREpuREusEo:womuIlGSUEs5csup1 r./i RIQUIREO 1W WCAtCGOEJWUDCWN pip.00iccciAi. JU5fgMgg [SREOURIO DURINGTHE ii i ___________________________ }Dx4v tss RIVET RACK SHELVING its STRVOMAL 1IcoEs pocIu7tS15ASSOo,1srrspEIlnAt1uMc,uRs I A140 F. 1 0 UHI 1../ cJ.O8 -m, I U Ii II itlwrRucTro 69L DTh W.tN - wu.mtoaiss \ Cn• o II I II II II II II 3.) PIN * JOINT r1ObVIAIt RAM SY5ff4 TO HE ASSEMBLED ON G W.IhGIW rmc ILl ILP1I 4.)LOE ASSEMBLED MIT AND S11 PER REVISION & SUBMI1TAL RECORD 0sr40-4J PcI5T2s4*- Posi-a-J U ,oT.w-4 •PCSr5-iO 05T25.ID-4 Posas.io VIETAIL II irii __Ml PRIOOINALLOCT1CNA?ID1NS1AUATh)N. - ' EE SAFETY INC - -- -- ONSItlI. , Kee ix STRDWM SEZI, MFAO kNY 14205 Satty F4CNE' 716-MB-4949 FAX 716-896-5696 - (i.JANCHORSECFIED&YOThER. - -. 7) MAX LOAD CAMCTTC 1031.5 PER 5'-d" OF HORZ*'L Oka CLOTHING PIPE EEiWEtl spm XEEILAMP EDGE PROTECTION NWIF SYSTEM INSTALLATION ORW1NG ______ TflD ELEVATION e.)tcADcAPAc1tYSnAGEWELL5EAFFixEDTOEAct --U-'-'- -- III••• V %.fl CtOTh1tIG RACJ{ INDICATING NOTE ,7 1.014) CAPACITY, 9opm At WIS110 - no i - ------------------ 754 Et fAM10 M 110 ALL FOLM SAW Tic Am Pul. Owuml W114 ciz-6 SIDE ELEVATION J1OT PCLUOCD) - js.I1• . - 7' U • —7 — A. FRONT ELEVATION I,) FIRE REThRPJINT FURRING STIUPSTO RE USED WHEI1 REQUIRED 1W LOCAL COIJE JWIJSDICWON. 2.) 4$WEI2HIGH EOMM ILIVEl' RACt SHELVING TOC1WESTO RE I.SSEMUED ON SI'EEPEft MANUFACTURES Il1S1RUcEIO* 3) PIPJOItff F4ODULAL RACK SYREN TO OF ASSEMBLED CII Si1'E PER MAr1PAtWlE'S NSRUCEION 4,) LOCEE(S) 10 RE AEI LED CM SLIT (INC SECUAA PER DETAIl. (I ).D3. CONRRM LOCATION WITH STORE MANAGER PRIOR TO FINAL LMATION Alit) U{STAUATIOII. .) WALL STANDARDS OVER FURRING SIRIPS'TO BE INSTALLEO OUSITR, IL) IcHORS SPECIFIED RVOThER..• *4AX LOM CAPACITY OP 105111 PER '0' OF HORI0N11AL CLOThING PIPE 01E1WEAN 5PAN5. 8.) LOAD CAP&M SIERAGE WILL BE AFFIXED 10 EAcH CLOTHING RA(X INDICATING N01T 7 tCADCAMCFIY 2F l it TOPELEVATION t'IAI,I, 4', 4'-4-*- 4- c 4 0-1-6 4' rOe' T- WALL FUMING gnup. — BORQONTAL PIPE FOR CLOTHING WAI.L FIOUNT WITH (MOUNT ItAIWWARE riO't' INCLUDED) u--FACE or WALl. r tool! W1 o.osa' 'llAUTh1I.5S (TYPICAL ALL OfAGOlIM ALL FOWL &AYS) mouNTWI'm —/ SIDE ELEVATION NGU7rIIAipWARE NOTINI2.JJDED) — -- ________________ ________________ ________________ ________________ ------•--•-- -- STOCK ROOM 2 OERt4EAD S?PCRT PIPE. — MGLTTO%'ThI.lflJRIWlG. WI so. CNOUTJ1AR1aWJIE for INOJIIThO WMLFUkRI4G STRIP, l$FWIII). LJLU U RACK 2 II FACE dF .è\_TOflI.FLR. SEISMIC DESIGN DATA 1€- 1.11 DGtUANcrA1GDRv: GROUP M Sns a wag SM-0.404 SLIT CLJ.SE: D SEISMIC DESIGN CATEGORY; 0 Mir. RIIOR AND VIALL AIMPn DIAGONAL BRACING DESIGN EASE ShEAR a most LWPORT Cs *.s, (USED 0.69) R a 3,0 ALSAI.YSIS PROCEDURE USED: WORKING SESSOLSEN PERIODIC RçIM. IN5PECTLOM IS REOI1IREI WRING WE AN1OAGEOP510RADE RAC$S.8 NErO_GREATWIW_IIELIIT 10 01 KI3flAL REVISION & SUBMITTAL RECORD mm"IKEE SAFETY, INC. Kee I 'CO sniv snIW, RJFFLO NY 14206 SafetyPWCNE 715-896-4949 FAX 716-896-5596 Miff 'WEO1t w,JEsA,vEy.caM ____ EEKIJtMP EVGE PROIECflON JDW SYS1EM INSTALLATION DRAWING 1 ME.EL3 1W90IRIUS AlC.UIISRID - RICk 2 5515 a C5W0I SF1.1, WiSE ioi I UDUI64? iPiAA 1ffi - CAUTION: REVIEW ALL MANUFACTURER'S "INSTRUCTIONS FOR USE" & INSTRUCTIONS ON THIS DRAWING BEFORE INSTALLATION AND USE. POST 15 10 POST 15-10-25 POST 15-25 . FLOOR MOUNT WALL MOUNT ELEVATION DETAIL ELEVATION DETAIL FITTINGS OVERHEAD SIiPORT FiFE. -. MOUNT 10 WALl. PURRING. ell I W1604 ,-.- 600LBOW , (K NOT 1 10-6 SINGLE SOCKET TEE r EXISTING WALL CROSSOVER 25.6/ .IT'STUD KEE SAFETY ITHREE SOCKET 'FEE HIELD L*j POST IS-10 JOIN PIPEL06NG—' -' El 25-5 kEESAPE1Y1— HORIZONTAL FIFE FOR TOc°GATORSHIELD ECT 1ØT HANGING CLOTHING. VALL U5VUC.6 T. KNESS 0 TU3= 03 15-6 900 ELBOW RANGE Do Uh XCRETE W.10 93 SCREWS r Low INTO ATTACHED TO WOOD EACH WALL STUD —1338 WMIWO#6 PLASTIC PLUG 62-6 STANDARD FLANGE POST PIPE TP P0512526 WIcIFIGCYP 624 POST I'-10 25 BOARD 0 / STANDARD RANGE 0) d %VOOD OR CONCRETE FLOOR 60-6 HEAVY DUTY FLANGE POST 25-10-25 POST 25-10 POST 25-25 DIAGONAL BRACING POST PIPE r- oER:(EAO SUPPORT PIPE. 256 -. MOUNT ID WALL FURRINGT\ • 45-6 CROSSOVER maos socooi \ ..- WI 604 TEE (NGIJNTSIARDWAR! NOT INCLUDED) ( •,—05546 . ' (AUGNONSI1S) V TUBE WIOABr /WALL ThICKN!sS 254 J II SINGLE SOCKET I L_ THREE SOCKET 104 TEE 10 tUSK WI 0.063 / (TYPICAL ALL OIACONUIS) II ,- I r / TEE SWOL0500CET WALLTHLOINESS / TEE I . POST 2S-25----. C50-66 - SINGLE SWIVEL SOCKET POSTFK— 13C 'P. I II K0RFZCLThING_\ I IOJNPIPEUS!NG _ I DLGFFOR SU 63LERAcI jIJ 4 GC4 TO CONNECT FE THICKNESS 0 (MOUNT HARMVARE MP. NO) NOT I J-1. cc: POST ZS-I045-7 I 11 REVON & SUBMITTAL RECORD POST 2S40 FLOOR MOUNT F1EE SAFETY, INC. WITH 624 / (I4OUHTINGHARDWARE o (' 111 I Kee' 1p ; SitiiMRI STRZ1. 6()TALC i 1 2O WI HOT INCLUDED) rr I ISafty HCIME : 7—!96-443 4X: 716-5-566 k Ex, Ø(Po I AMRSWELD COMM CK roor.r.t Op_CALI