The URL can be used to link to this page

Home My WebLink About1630 FARADAY AVE; ; CBC2021-0213; PermitPERMIT REPORT (city of Carlsbad Commercial Permit Print Date: 02/25/2022 Permit No: CBC2021-0213 Job Address: 1630 FARADAY AVE, CARLSBAD, CA 92008-7313 Status: Closed -Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: Valuation: Occupancy Group: #of Dwelling Units: 2121302200 Track#: $0.00 Lot#: Project#: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Plan Check#: Project Title: Description: ELAGO: HIGH PILE STOARGE RACKS Applicant: EDGAR PARRA 8963 COMPLEX DR, # E SAN DIEGO, CA 92123-1416-SAN DIEGO (626) 315-2621 FEE FIRES Occupancies< 50,000sq. ft. Tl STORAGE RACKS > 8 FT HIGH Property Owner: TERANUVO LLC 1630 FARADAY AVE CARLSBAD, CA 92008 SB1473 -GREEN BUILDING STATE STANDARDS FEE BUILDING PLAN CHECK FEE (manual) Total Fees: $1,781.47 Total Payments To Date: $1,781.47 Applied: 06/15/2021 Issued: 12/14/2021 Finaled Close Out: 02/25/2022 Inspector: Final Inspection: Contractor: CRenf 01/31/2022 CROWN EQUIPMENT CORPORATION 44 S WASHINGTON ST NEW BREMEN, OH 45869-1247 (619) 696-6747 Balance Due: AMOUNT $373.00 $1,141.00 $1.00 $266.47 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION 8-2 Plan Check~l -@\3 Est. Value PC Deposit -----r----- Date {p//5/~/ Job Address 1630 Faraday Ave Tenant Name: Elago Suite: APN: 212-130-22-00 ·-------- ----------------Lot#: Year Built:_19_9_3 ___ Occupancy:_8l_s_-1 __ _ 111B C!JD ~□ Construction Type_· _-____ fire Sprinklers: yes no A/C: yes no BRIEF DESCRIPTION OF WORK: D Addition/New:. ___________ New SF and Use,. ___________ New SF and Use, ___ Deck SF, Patio Cover SF (not including flatwork) ~ Tenant Improvement: 1.a1o(storage racks) SF, _____ SF, Existing Use_1_7_,2_0_0 ____ Proposed Use _1_7,_2_00 ___ _ Existing Use Proposed Use _____ _ D Pool/Spa:. _____ SF Additional Gas or Electrical Features? ___________ _ DD □□ □□ D Solar: ___ KW, ___ Modules,. ___ Mounted, Tilt: Yes/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No D Plumbing/Mechanical/Electrical Only: ------------------------- D Other: This permit is to be Issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process. PROPERTY OWNER APPLICANT O PROPERTY OWNERS AUTHORIZED AGENT APPLICANT liJ Name: Elago Name: Edgar Parra '-~--------------- Address: 1630 Faraday Ave Address: 113 W. G St. Ste. 434 City:Carlsbad State:._C_A __ ,Zip:92008 City:San Diego State:_C_A __ Zip:92101 Phone: Phone: 626-315-2621 ----------------Em a i I: edgar@thecitysolutions.com Email: edgar@thecitysolutions.com DESIGN PROFESSIONAL APPLICANT O CONTRACTOR BUSINESS APPLICANT 0 Name:Seizmic Inc. Engineering Name:Crown Lift Trucks Address: 1130 E. Cypress St. Address: 12725 Stowe Dr. City: Covina State:_C_A __ .Zip: 91724 City: Poway State:_C_A __ .Zip: 92064 Phone: 909-869-0989 Phone: 619-219-9542 Email: NPeck@seizmicinc.com Email: Brendan.Burke@crown.com Architect State License: Civil #25969 State License: 781358 Bus. License:BLOS1212510 ----------- 1635 Faraday Ave Carlsbad, CA 92008 B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 1 of 2 Email: Building@carlsbadca.gov ► • ... Rev. ,;8/20 IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW: (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No. ________________________ _ Ill I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _A_c _E_AM_ER_1_cA_1N_s_Ru_AN_c_E_c_o_. _________ _ Policy No. WLR66037393 Expiration Date: _1_0,_112_0_2_1 _________________ _ 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person In any manner so as to become subject to the workers' compensation Laws of california. WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: 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: ____________________ _ CONTRACTOR PRINT: ~-R"' SIGN,..S--DATE: 6 .... / .... 8__.__/_2 1 --- (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am 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). 0 I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: 0 "Owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. Proof of identification attached. 0 Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority ta obtain the permit on the owner' behalf. Proof of identification attached. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a capy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http://www.leginfo.ca.gov/calaw.html. OWNER PRINT: SIGN: _________ DATE: ______ _ APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL By my signature below, I certify that: I am the property owner or State of California licensed Contractor or authorized to act on the property owner or contractor's behalf. I certify that I have read the application and state that the above information is correct and that the Information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SA VE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABIUT/ES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. APPLICANT PRINT: _________ _ SIGN: _________ DATE: _____ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 8-2 Page 2 of 2 Rev. 08/20 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2021-0213) Application Date: 06/15/2021 Owner: TERANUVO LLC Permit Type: BLDG-Commercial Work Class: Tenant Improvement Issue Date: 12/14/2021 Subdivision: CARLSBAD TCT#85-24 UNIT#05 Status: Closed -Finaled Expiration Date: 08/01/2022 IVR Number: 33952 Scheduled Actual Inspection Type Inspection No. Inspection Date Start Date Status 01/31/2022 01/31/2022 BLDG-14 175596-2022 Passed Frame/Steel/Bolting/We ldlng (Decks) Checklist Item COMMENTS BLDG-Building Deficiency BLDG-Final Inspection 175597-2022 Passed Checklist Item COMMENTS BLDG-Building Deficiency BLDG-Structural Final BLDG-Electrical Final Friday, February 25, 2022 Address: 1630 FARADAY AVE CARLSBAD, CA 92008-7313 Primary Inspector Reinspection Chris Renfro Passed Yes Chris Renfro Passed Yes Yes Yes Inspection Complete Complete Page 1 of 1 SPECIAL PRODUCTS TANK SUPPORTS MACHINERY RACKBLDGS SHEDS WORK PLATFORMS FOOTINGS CONVEYORS TALL SUPPORTS HEADER STEEL ROBOTIC PLATFORMS PICK MODULES ROOF VERIFICATION I 130 E. Cypress St * MATERIAL HANDLING ENGINEERING EST. 1985 STORAGE RACKS SELECTIVE DRIVE-IN PUSH BACK FLOW RACK CANTILEVER OTHER SERVICES SEISMIC ANALYSIS PERMIT AQUISITION EGRESS PLANS STATE APPROVALS PRODUCT TESTING TITLE24 Licensed in 50 States for Elago 1630 Faraday Ave , Carlsbad, CA Job No. 21-1426 EXPIRES 12-? ,_~_J21 Covina, CA 91724 SHELVING METAL METAUWOOD MOVABLE GONDOLAS LOCKERS CATWALKS SPECIAL PRODUCTS SHUTTLES VLM VRC itally ned by al Fateen Date: 2021.05.20 06:29:52 -07'00' * CAROUSELS FENCING SYSTEMS MODULAR OFFICES MINI-LOAD SYSTEMS (909) 869-0989 ---~13 > 1--0 t ' II TEL:(909)869-0989 1130 E, CYPRESS ST, COVINA, CA 91724 PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: I CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 20210430_17 Table of Contents Parameters ............................................................. 2 Components and Specifications. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Loads and Distributions. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Basic Load Combinations ................................................. 8 Longitudinal Analysis .................................................... 9 Column & Backer Analysis ................................................ 10 Beam Analysis .......................................................... 14 Beam to Column Analysis ................................................. 17 Bracing Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 Anchor Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 Overturning Analysis. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23 Baseplate Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24 Slab and Soil Analysis .................................................... 26 Scope: This storage system analysis is intended to determine its compliance with appropriate building codes with respect to static and seismic forces. The storage racks are prefabricated and are to be field assembled only, with no field welding. MATERIAL HANDLING ENGINE;RING EST. 198S TEL:(909)869-0989 1130 E. CYPRESS ST COVINA, CA 91724 PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 2 CALCULATED BY: rfarrow DA TE: 5/19/2021 PN: 20210430_17 The storage racks consist of several bays, interconnected in one or both directions,with the columns of the vertical frames being comon between adjacent bays. This analysis will focus on a tributary bay to be analyzed in both the longitudinal and transverse direction. Stability in the longitudinal direction is maintained by the beam to column moment resisting connections, while bracing acts in the transverse direction. CONCEPTUAL DRAWING Some components may not be used or may vary TRIBUTARY AREA Lep-end ___ / ____ I. Column I 2. Base Plate !I ! I ! I 3. Anchors 4. Bracing I I 5. Beam I ----------• TRANSVERSE 6. Connector LONGITUDINAL NOTE: ACTUAL CON FIGURA TlON SHOWN ON COMPONENTS & SPECIFICATIONS SHEET EST. 1965 TEL:(909)869-0989 1130 E CYPRESS ST COVINA CA 91724 PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 3 CALCULATED BY: rfarrow DA TE: 5/19/2021 PN: 20210430_17 COMPONENTS AND SPECIFICATIONS Configuration I: Type A H 1.7 Analysis per section 2209 of the 2019 CBC Levels: 3 Panels: 5 Load per Level 4100 lbs I 68" 4100 lbs 264" 68" 4100 lbs 68" I 96" FRONT VIEW FRAME COLUMN 3 x 3 -.I05 (IC3012) Steel = 55000 psi Stress = 36% (level 2) BACKER TO LEVEL I 3 x 3 -.105 (IC3012) Steel = 55000 psi Stress = 30% (level I) HORIZONTAL BRACE 1.5 X ( .5 X 0.25 -0.06 Stress = 46% (panel 2) DIAGONAL BRACE 1.5 X I .5 X 0.25 -0.06 Stress = 56% (panel 4) BOTTOM DIAGONAL 3 x 1.5 -.060 (tube) Stress = 46% Base Plate Steel = 36000 psi • J r 8 x 8 x 0.38 in. 4 anchors/plate Moment= 6568 in-lb. Stress = I 0% Notes: Bottom three diagonals to be tubes Seizmic Analyzer S = 1.08 F = 1.2 / = I S.=0.42 f.= 1.88 SDC =D r; tll------il w\ t 1--------i I ~/ t~ 35• V J--- i,-42"-+ SIDE VIEW BEAM 4.(25 X 2.75-.060 (411 60) V = 502 lbs. v:"g = 1836 lbs. P.,0,,c = 6300 lbs. P, .. ,.~. = 5659 lbs. CONNECTOR Steel = 55 ksi Max Static Cap. = 5350 lb. 3 Pin 2" cc Connector Stress =49% Stress = 78% Max stress = 78% (level I) Slab & Soil Slab = 5" x 2500 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 39% (S) version 20210106 Max stress = 49% (level I) Anchors 1-lilti Kwik BoltTZ 2 (KB-TZ2) ESR-4266 0.5 in. x 3 in. Embed. Pullout Capacity = 1327 lbs. Shear Capacity = 2857 lbs. Anchor stress = 62% C Copyright 1991-2020 Selzmic Inc. All rights reserved MATERIAL HANDLING ENGINEERING EST 1985 TEL:(909)869-0989 1130 E CYPRESS ST COVINA CA 91724 PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 4 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 20210430_17 COMPONENTS AND SPECIFICATIONS Configuration 2: Type B H 1.7 Analysis per section 2209 of the 2019 CBC Levels: 3 Panels: 5 216" 68" 68" ea· Load per Level 5000 lbs 5000 lbs 5000 lbs 'k-,---96" ----'I-, FRONT VIEW FRAME COLUMN 3 x 3 -.090 (IC3013) Steel = 55000 psi Stress = 48% (level 2) BACKER TO LEVEL 1 3 x 3 -.090 (JC3013) Steel = 55000 psi Stress= 43% (level I) HORIZONTAL BRACE I .5 x 1.5 x 0.25 -0.06 Stress = 55% (panel 2) DJAGONAL BRACE 1.5 X ( ,5 X 0.25 -0.06 Stress = 98% <nanel 2) Base Plate Steel = 36000 psi • 8 x 8 x 0.38 in. 4 anchors/plate Moment = 6568 in-lb. Stress = 11 % Notes: Seizmlc Analyzer S = I .08 F = 1.2 / = I s'. = 0.42 f . = 1.88 SDC = D t--42" -'I- SIDE VIEW BEAM 4.125 X 2.75 -.060 (411 60) ~J,ong = 609 lbs. v T--n., = 2225 lbs. P,1attc = 7650 lbs. P_.,,, .. , = 6840 lbs. CONNECTOR Steel= 55 ksi Max Static Cap. = 5350 lb. 3 Pin 2" cc Connector Stress= 63% Stress = 95% Max stress = 95% (level I) Slab & Soil Slab = 5" x 2500 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 48% (S) version 20210106 Max stress = 63% (level I) Anchors Hilti Kwik Bolt TZ 2 (KB-TZ2) ESR-4266 0.5 in. x 3 in. Embed. Pullout Capacity = 1327 lbs. Shear Capacity = 2857 lbs. Anchor stress = 74% C Copyright 1991-2020 Seizmic Inc. All rights reserved MATERIAL HANDLING ENGINEE;RING EST. 1965 TEL:(909)869-0989 !IJ0E CYPRESS ST COVINA CA91724 Loads and Distributions: PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 5 CALCULATED BY: rfarrow DA TE: 5/19/2021 PN: 20210430_17 Determines seismic base shear per Section 2.6 of the RMI & Section 2209. of the 2012 CBC EL, J.--_J._ / Fn # of Levels: 3 SOC: D RL: 6 Ss: 1.08 ELS / F5 Pallets Wide: 2 WP!,: 12300 R,.: 4 SI: 0.42 -V - Pallets Deep: I WDL: 300 lbs Fa: 1.2 Ip: 1 EL< F• Pallet Load: 2050 Fv: 1.88 Tl: 1.5 EL3 -F3 Total Frame Load: 12600 lbs EL 2 -F2 SDS = 2/3 · s.-F. = 0.86 SI), = 2/3 · S, · F. = 0.53 EL 1 I/ F1 w , = 0.67· WPL + WDI, = 8541 lbs " .. I-. --l Seismii. Shear 12er RMI 2012 2,6.J; Longitudinal Transverse v,oos1 =C ·I ·W • p • = sl), 1 (TL·~)· 1.-w , = 0.53 I (1.5 · 6) · I · 8541 = 502.97 lbs V,... need not be greater than: V _ need not be greater than: v,o,., =C,-Jp·W, v . .,,., =C,-Ip·W, = sl), 1 R,,-r.-w, = SDS I R,. · 1,, · w , = 0.86 I 6 · l · 8541 = 1224.21 lbs = 0.86 I 4 · I · 854 I = 1836.32 lbs If S1 >= 0.6, then V,... shall not be less than: If S1 >= 0.6, then V _ shall not be less than: v,_, = C,· [v·W, v tra,u2 =C,·I"·W. = 0.5 · S, I ~· I,,· W, = 0.5 · S, I Rr · I, W, = 0.5 · 0.42 I 6 · 1 · 8541 = 298.93 lbs = 0.5·0.42 I 4 · I ·8541 =448.4lbs V,... shall not be less than: V _ shall not be less than: V tons• =C ·J..·W . . V ,,..., = C,·I.·W, = Max[0.044 · S0,, 0.03] ·I,,· W, = Max[0.044 · S0s , 0.5 · S, I R,. , 0.03] ·I,,· W, = Max[0.04, O.oJ, 0.03] · I · 8541 = 323.19 lbs = Max[0.04, 0.05, 0.03] · 1 · 8541 = 448.4 lbs Since: 502.97 ~ 1224.2 1 Since: I 836.32 ~ 448.4 & 502.97 ~ 298.93 & 1836.32 ~ 448.4 & 502.97 ~ 323.19 V,.._=502 lbs v_= t836lbs MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 Loads and Distributions: (Page 2) Level h, w, I 68 2100 2 136 2100 3 204 2100 PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 6 CALCULATED BY: rfarrow W:H; t;=V---EW;H; Longitudinal wxhx t; 142800 83.67 285600 167.33 428400 251 DA TE: 5/19/2021 PN: 20210430_1.7 Transverse w, w,h, t; 2100 142800 306 2100 285600 612 2100 428400 918 PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 7 MATERIAL HANDLING _ENGINE EST. 1965 CALCULATED BY: rfarrow DATE: 5/19/2021 TEL:(909)869-0989 1130 E CYPRESS ST COVINA CA 91724 PN: 202 10430_17 Fundamental Period of Vibration (Longitudinal) Per FEMA 460 Appendix A -Development of An Analytical Model for the Displacement Based Seismic Design of Storage Racks in Their Down Aisle Direction Where: w., = the weight of the ith pallet supported by the storage rack h,. = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack g = the acceleration of gravity NL = the number of loaded levels k. = the rotational stiffness of the connector ~ = the flexural rotational stiffness of the beam-end kb = the rotational stiffness of the base plate k., = the flexural rotational stiffness of the base upright-end N, = the number of beam-to-upright connections Nb = the number of base plate connections k = 6Elb "' L k"'= 4EI. H k = El, b H L = the clear span of the beams H = the clear height of the upright lb = the moment of inertia about the bending axis of each beam I, = the moment of inertia of each base upright E = the Young's modulus of the beams Calculated T = 3.27 Since the calculated Tis greater than 1.5, the more conservative value of 1.5 is used in the calculations (A-7) # oflevels 3 min.# of bays 3 N, 36 k, 300 kip-in/rad ~ 3158 kip-in/rad k,, 223 kip-in/rad k"' 894 kip-in/rad lb 1.71 in• L 96 in 1. 1.55 in' H 204 in E 29500 ksi Level h"' w "' I 99in 4 kip 2 167 in 4kip 3 236 in 4 kip PROJECT: Elago FOR: Sei:zmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 8 MATERIAL HANDLING J:NGINEERING CALCULATED BY: rfarrow EST 1985 TEL:(909)869-0989 I I 30 E. CYPRESS ST COVINA CA 91724 LRFD Basic Load Combinations: 2019 CBC& RMI I ANSI MH 16.1 V r, .... = 1,836 lbs V t.o."' = 502 lbs DATE: 5/19/2021 PN: 20210430 17 M,..,. = l:fT..,. · h, = 291,312 in-lbs ~ = 0.7 Er.... = MT..,. / frame depth = 6,936 lbs ~ = I . 0 (Uplift combinmion onl)') P = Product Load / 2 = 6,150 lbs D = Dead Load · 0.5 = 150 lbs P = 1 SDS = .86 L = Live Load = 0 lbs S = Snow Load = 0 lbs R = Rain Load = 0 lbs Basic Load Combinations 1. Dead Load 2. Gravity Load 3. Snow/Rain 4. WindLoad SA. Seismic Load SB. Seismic Load 6. Wind Uplift 7. Seismic Uplift g_ Product/Live/Impact Lr = Live Roof Load = 0 lbs W = Wind Load = 0 lbs = 1.4 D + 1.2 P = (1.4' 150)+ (J.2·6,150)= 7,590lbs = 1.2 D + 1.4 P + 1.6 L + 0.5 (L, or S or R) = (1.2 · 150) + (1.4· 6,150) + (1.6· 0) + (0.5 ·0)= 8,790 lbs = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(L, or S or R) = ( 1.2 · 150) + (0.85 · 6,150) + (0_5 · 0) + ( 1.6 · 0)= 5,407 lbs = 1.20 + 0.85P + 0.5L + I .OW + 0.5(L, or Sor R) = (1.2 · 150) + (0.85 · 6, l 50) + (0.5 · 0) + ( 1.0 · 0) + (0.5 · 0)= 5,407 lbs (Transverse)= ( 1.2 + 0.2S05)0 + ( 1.2 + 0.2S05)~P + 0.5L + pc,...,.+ 0.2S = (1.2 + 0.2 · .86)· 150 + (1.2 + 0.2 · .86)· 0.7·6, 150 + 0.5 ·0 + 1 · 6,936 + 0.2 · 0= 13,048 lbs (Longitudinal) = (1.2 + 0.2S0s)D + ( 1.2 + 0.2S05)~P + 0.5L + pEL•ns + 0.2S = (1.2 + 0.2· .86)· 150 + (1.2 + 0.2 · .86)·0.7·6,150 + 0.5 ·0 + I ·0 + 0.2·0= 6,112lbs = 0.9D + 0.9P,.,,, + 1 .OW = 0.9· 150 + 0.9·6,150 + 1.0 · 0 = 135 lbs = (0.9 • 0.2SDS)D + (0.9 -0.2SDS)~P,pp -PS..,. = (0.9 -0.2 · .86) · 150 + (0.9 -0.2 · .86) · I · 6,150 -1 · 6,936= -2,349 lbs For a single beam, D = 32 lbs P = 2,050 lbs I = 256 lbs See Base Plate tension Analysis for Over-Strength factor application. = 1.20 + l.6L + 0.5(SorR) + 1.4P + 1 .41 ( l.2 · 32) + ( 1.6 · 0) + (0.5 · 0) + ( I .4 · 2,050) + (1 .4' 256) = 3,266 lbs ASD Load Combinations for Slab Analysis I. (1 + 0.105S\,s)D + 0.75((1.4 + 0.14S05)~P + 0.7pE) = (I + 0.105 · .86)· 150 + 0.75((1.4 + 0.14 · .86)· 0.7 ·6,150 + 0.7 · 1 · 6,936)= 8,713 lbs 2. (1 + 0.14SJ)S)D + (0.85 + 0.14SDS)~P + 0.7pE = {I + 0.14 · .86)· 150 + (0.85 + 0.14 · .86)· 0.7 · 6,150 + 0.7 · 1 · 6,936= 9,200 lbs 3. D + P = 150 + 6,150 = 6,300 lbs TEL:(909)869-0989 1130E.CYPRESSST COVINA CA91724 Longitudinal Analysis: PROJECT: Elago FOR: Seizmic N ick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 9 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 20210430_17 This analysis is based on the Portal Method, with the point of contra flexure of the columns assumed at mid-height between beams, except for the lowest portion, where the base plate provides only partial fixity and the contra flexure is assumed to occur closer to the base ( or at the base of pinned condition, where the base plate cannot carry moment). Mc:oon = ((Mu""',+ M1.o .... ) / 2) + MEnd, V eoi = V 1,o.,8 /#of columns = 251 lbs Ml).o., = 6568 in-lbs M1.o ..... = ((V oo1 • h) -M°""' (251 lbs · 66 in.) -6568 in-lbs = 9998 in-lbs Levels h; I 68 2 68 3 68 f; 42 84 126 /'--8-----.f llM II I }I J} I )JI J 711177 Axial Load Moment 6,300 9,998 4,200 9,998 2,100 9,998 Beam End Moment 3,694 3,694 3,694 FRONT ELEVATION Con.nector Moment 13,692 13,692 8,693 MATERIAL HANDLING ENGINEERING EST 1985 TEL:(909)869-0989 1130 E. CYPRESS ST COVINA, CA 91724 COLUMN WITH BACKER ANALYSIS: ( Level 1 ) Analyz.ed per RMI. AISI 2012 (LRFDl and the 2019 CBC. PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 10 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 20210430_17 Section subject to torsional or flexural-torsion buckling (Section C4.1.2) K.,·L,I R, =1.7·66/1.249 ~ · Ly I ~ = I · 36 / 1.862 KUR_ = 89.84 = 19.34 = 89.84 = ( 1.249' + 1.8622 + -2.8222)112 = 3.604 in. ~ = 1 -(Xolro)' = I -(-2.822/3.604)' = 0.387 F,,, = IPE I (K.Llr).,,.,' = 3. 141 · 29500 I 89 .84' = 36.071 ksi Fe2 =(l /2/J)((cr,, +crJ-(cr,... +crJ'-(4/Jo;,,a,))'12) = (I I (2 · 0.387)((36.071 + 86.1) -(36.071 + 86.1 )2 -(4 · 0.387 · 36.071 · 86. l))'ll)= 27.883 ksi where: er,. =IPE I (K,L, I R,)1 = 3 .142 • 29500 / 89 .842 = 36.071 ksi a, =11Ar0 2(GJ + (n2EC.) I (K,LJ') =I / l.982·3.604'(11300·0.007 + (3.142 · 29500 · 6.096) I (0.8 · 36)2) = 86.1 ksi F,, = Min(F,,,, F,,J =27.883 ksi P. = A,IT . F,. J..., =(FYI FJ112= (55 I 27.883)'/l = 1.404 Since A,< 1.5: F,, = (0.658/\(11,.2)) · F, = 24.088 Thus: P. = 40078 lbs P. = 34066 lbs (Eq. C3.1.2. l- 7) (Eq C4. J .2-3) (Eq C4.l.l-1 ) (Eq C4.1.2-l) (Eq C3.1.2-1 1) (Eq C3. I .2-9) (Eq C4.l-l) (Eq C4.1-4) (Eq C4.1-2) 3x3-.l05 SECTION PROPERTI ES Depth 6 in. Width 3 in. t 0.102 in. Radius 0.153 in. Area 1.982 in. 2 AreaNet 1.664 in.2 I,. 3.091 in.' S, 2.061 in.3 s,N<, 1.731 in.3 R, 1.249 in. I,, 6.868 in.' s, 2.131 in.3 ~ 1.862 in. J 0.007 in.' cw 6.096 in.6 1, 2.964 in. x. -2.822 in. K. 1.7 L, 66 in. ~ I L, 36 in. K, 0.8 F, SSlcsi F. 70ksi Q I a 11300 ksi E 29500 ksi Cm, 0.85 c, -1 Cb I c., I Phib 0.9 Phi, 0.85 MATERIAL HANDLING ENGINEl;RING EST. 1Q65 TEL:(909)869-0989 I 130E. CYPRESS ST COVINA, CA 91724 COLUMN WITII BACKER ANALYSIS: ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD_) and the 2019 CBC, Lateral-torsional buckling strength [Resistance] (Section C3. I .2) P,0 = P,.,¢, = 77782 lbs Where: P"° = Afy = 1.664 · 55 = 91509 lbs F. =Cbr,,A(cr,,,c;,)'12 I s,= 193.17 ksi F., = C,Aajj + C,(j2+r0 1(CJ,, I a,))'12) I (Cr,SJ = 116.004 ksi F, = (Cbn1EdJYJ I (S~L,)2 = 4492.431 ksi F..mm = 116.004 ksi Since: 0.56 F,, < 2. 78F,, F., = (J0/9)F,,(l -(JOF,, / 36FJ) = 53.1 ksi Reduced F.,o1r = 1 -((1 -Q) I 2) ·(F., I F,)0 ·F, = 53.1 ksi M,,, = 91905 in-lbs M,,,, = 113156 in-lbs M,, = M,._,,,,. M,,,¢. = 82714 in-lbs M,,,¢b = 101840 in-lbs P"" = n' EI, I (K,L,)1 = 71492 lbs P61 = n' E{ I (Kyl,)1= 1543000 lbs a , = (1 -(¢,PI P,J) = 0.923 a , =(1 -(¢,PIP.,))=0.996 P,,.,,, = 13,048 lbs P,""8 = 6,112 lbs M. = M, = 10030 in-lbs P._., = ( 1.2 · D) + (I .4-P) = 8790 lbs P0_., I P, = 8790 / 34066 = 0.26 Static Stress = 25% Since: P, I P,~ 0.15 Stress I = P, I P. + M, I (¢bM,,) + M, I (¢bMny) = ((6,112 / 34066) + (10030 / 82714) +(I / 101840)) = 30% PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 11 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 20210430_17 3 X 3 -.105 (Eq C3.l.2.1-1) (Eq 3. l.2.1-4) (Eq 3.1.2.1-10) (Eq C3.l.2.l-2) (Eq C5.2.2-6) (Eq C5.2.2-7) (Eq C5.2.2-4) (Eq C5.2.2-5) (Eq C5.2.2-2) (Eq C5.2.2-2) SECTION PROPERTIES Depth 6 in. Width 3 in. t 0.102 in. Radius 0.153 in. Area 1.982 in. 2 AreaNet 1.664 in. 2 l, 3.091 in.' S, 2.061 in. 3 s,,.,.. 1.731 in. 3 R. 1.249 in. [y 6.868 in.' Sr 2.131 in. 3 Ry 1.862 in. J 0.007 in.' cw 6.096 in. 6 1, 2.964in. x. -2.822 in. K,. 1.7 L, 66 in. ~ I LY 36 in. K, 0.8 FY 55 ksi F. 70ksi Q I G 11300 ksi E 29500ksi cmx 0.85 C, -1 Stress2 = P, I P .. + Cm,M. I (¢bM,,_,aJ + cm,M, I (¢.M,,p,,) (Eq C5.2.2-I) Cb I = (6, 112 / 77782) + (0.85 · 10030 / 82714 · 0.923)) + (0.85 · I / IO 1840 · 0.996))) = 19% c.,. I Stress3 P, / P .. = 13,048 / 77782 =16% Phib 0.9 Column Stress = Max(Stress I, Stress2, Stress3, Static)= 30% Phi. 0.85 MATERIAL HANDLING ENGIN6ERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA CA 91724 COLUMN ANALYSIS: ( Level 2 ) Analv7.ed per RMI. AISI 2012 CLRFD} and the 2019 CBC. PROJECT: Elago FOR: Sei:zmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 12 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 20210430 17 Section subject to torsional or flexural-torsion buckling (Section C4. I .2) K, ·L, I R,_ = I ·66 / 1.249 K, · Ly I 1\ = I · 56 / I. I 02 KLIR.,., = 52.85 =50.8 = 52.85 = (1 .2492 + 1.1022 + -2.8222)1a = 3.277 in. ~ = 1 -(Xo/ro)Z = I -(-2.822/3.277)' = 0.258 F,,, = n2E I (KL/r),,,,.,2 = 3. 142 · 29500 / 52.85' = 104.253 ksi F,2 =(I I 2{J)((u,, + uJ -(u,. + uJ'-(4/Ju.,u,))'12) = (I / (2 · 0.258X(J 04.253 + 45.155) -(104.253 + 45.155)' -(4 · 0.258 · 104.253 · 45.155))112)= 33.442 ksi where: u., =n'E I (K,L, I R.)2 = 3. 142·29500 / 52.85' = 104.253 ksi CJ, = 1 I Ar0 2(GJ + (n'ECJ I (K,LJ') = 1 /0.991 ·3.2772(11300·0.003 + (3.142 · 29500 · 3.048) / (0.8 · 56)2) = 45.155 ksi F,, = Min(F,,,, F-2) =33.442 ksi P. =A ..,..· F,, t-.., = (F,, I FJ 112 = (55 / 33.442)112 = 1.282 Since "-,< 1.5: F,, = (0.658"(11,/))· F, = 27.632 Thus: P. = 22987 lbs P, = 19538 lbs (Eq. C3. I.2.1- 7) (Eq C4. I .2-3) (Eq C4.l.1-1) (Eq C4.1 .2-1) (Eq C3. l.2-I I) (Eq C3. I .2-9) (Eq C4.1 -1) (Eq C4.I-4) (Eq C4.l-2) 3 X 3 · .105 SECTION PROPERTIES Depth 3 in. Width 3 in. t 0.102 in. Radius 0.153 in. Area 0.991 in.2 AreaNet 0.832 in.2 I, 1.546 in.• S, 1.03 in.3 s,,,., 0.865 in.3 R. 1.249 in. 1, 1.204 in.4 s, 0.699 in.3 I\ 1.102 in. J 0.003 in.' cw 3.048 in.6 -', 3.094 in. XO -2.822 in. K. I L, 66in. I\ I L, 56in. K, 0.8 F, 55 ksi F. 70 ksi Q I G 11300 ksi E 29500ksi cm, 0.85 c, -1 Cb I elf I Phib 0.9 Phi, 0.85 EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 COLUMN ANALYSIS: ( Level 2 ) Ana)md per RMI AISI 2012 CLRFPl and the 2019 CBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) P.. = P,.,'P. = 38891 lbs Where: P,,. = A.F, = 0.832 · 55 = 45754 lbs M,, = M,, = S.F. = Sm;.F, f'. =C0i;,A(o;,10-J'12 I S,= 216.248 ksi F,, = C,Au.,a + C,U2 + r/(u. I o;,))'12) I (CTFS,) = 67.927 ksi F, = (C0n2Edl,.J I (S/KyL,)2 = 325.561 ksi F..... = 67 .927 ksi Since: 0.56 F,, < 2. 78F,, F,, =(J0/9)F',(J -(J0F,,l36FJ)=41.4ksi Reduced F~.,r = I -((1 -Q) I 2) · (F, l F,)Q · F,, = 41.4 ksi M,,, = 41019 in-lbs M,,, = 33132 in-lbs M,A. = 36917 in-lbs M,,,'P. = 29819 in-lbs P Ex = n2 EIJ (K,.L,)2 = 103307 lbs P6, = n2 EI, I (~L,)2= 111819 lbs a , =(I -(ip.P /P"'))=0.964 a, = (1 -(ip.P I P.,))= 0.961 P..,., = 8,038 lbs P,.,., = 4,074 lbs M. = M, = 5706 in-lbs P._,, = (1.2 · D) + (I .4-P) = 5860 lbs M =M . c n,mm P._,, I P, = 5860 I 19538 = 0.3 Static Stress = 29% Since: P, I P,~ 0.15 Stress l = P, I P, + M, I ( ip0M,,,) + M,, I ( ip0M,,,) = (( 4,074 I 19538) + (5706 / 36917) + ( I / 29819)) = 36% PROJECT: Elago FOR: Seizmic_NickPeck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 13 CALCULATED BY: rfarrow DA TE: 5/19/2021 PN: 20210430_17 3 X 3 -.105 (Eq C3.l.2.1 -l) (Eq 3.1.2.1-4) (Eq 3.1.2.1-10) (Eq C3.l.2.l-2) (Eq C5.2.2-6) (Eq C5.2.2-7) (Eq C5.2.2-4) (Eq C5.2.2-5) (Eq C5.2.2-2) (Eq C5.2.2-2) SECTION PROPERTIES Depth 3 in. Width 3 in. t 0.102 in. Radius 0.153 in. Area 0.991 in. 2 AreaNet 0.832 in. 2 I . 1.546 in. 4 s, 1.03 in. 3 s."" 0.865 in.' R,. 1.249 in. [y 1.204 in.• s, 0.699 in. 1 ~ 1.102 in. J 0.003 in.' cw 3.048 in. 6 J, 3.094 in. x. -2.822 in. I<,. I L, 66in. ~ I LY 56 in. K, 0.8 FY 55 ksi F. 70 ksi Q I G 11300 ksi E 29500ksi cmx 0.85 C, -1 Stress2 = P, I P,.+ Cm,M, I (ip0Ma,a.J + Cm,M,, I (ip0M,,,a,) (Eq C5.2.2-1) Cb I = (4,074 I 38891) + (0.85 · 5706 / 36917 · 0.964)) + (0.85 · I / 29819 ·0.967))) = 24% elf I Stress3 P, / P '° = 8,038 / 38891 =20% Phib 0.9 Column Stress = Max(Stress I, Stress2, Stress3, Static)= 36% Phi ' 0.85 MATERIAL HANDLING ENGINHERING EST 1985 TEL:(909)869-0989 I 130 E CYPRESS ST COVINA CA 91724 BEAM ANALYSIS Determine allowable bending moment per AISI PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 14 CALCULATED BY: rfarrow DA TE: 5/19/2021 PN: 20210430 17 Check compression flange for local buckling (82.1) Effective width w = C -2t -2r = I. 75 -(2 · 0.06) -(2 · 0.15) = 1-33 in. w/t = 1.33 / 0.06 = 22.17 _., B ___ ..,,,,,, ')., = (1.052 / k112) • (w/t) ·(FYI £)112 = (1.052 I 2) · 22.167 · (55 / 29500)112 = 0.5 ')., <= 0.673: Flange is fully effective. Check web for local buckling (82.3) /,(comp) = FY· (y3 I Yi) = 55 • 1.98 / 2.19 = 49.72 ksi J;(tension) = FY· (y1 I Yi) = 55 • 1.73 / 2.19 = 43.5 ksi 'I' = -(/2 If,) = -(43.5 / 49.72) = -0.88 Buckling coefficient k = 4 + 2 · (I -'1')3 + 2 · (I -'I') = 4 + 2(1 --0.88)3 + 2(1 --0.88) = 20.93 Flat Depth w = y l + y3 = 1.73 + 1.98 = 3.705 w/t = 3.705/0.06 = 61.75 w/t <200: OK ')., = (1.052 / k112) • (w/t) · (f, I £)112 = (1.052 / 2) · 61.75 · (49.72 / 29500)112 = 0.58 bl = w · (3 -'I') = 4 · (3 --0.88) = 14.36 b2 =w/2= 1.85 bl + b2 = 14.36 + 14.36 = 16.21 Web is fully effective Determine effect of cold working on steel yield point (FY A) per section A 7 .2 Comer cross-sectional area Le = (TT / 2) · (r + I I 2) = (TT / 2) · (0.15 + 0.06 / 2) = 0.283 Lr = effective width = J.33 C = 2 · L. I Lr+ 2 · L. = 2 · 0.283 I 1.33 + 2 · L. = 0.2983 m = 0.192·(Fu!F)-0.068 = 0.192·(65/55)-0.068 = 0.1589 BC = 3.69 • (Fu f Fy) • 0.8(9 • (Fu f F)2 -J.79 = 3.69 · (65 I 55)-0.819 · (65 I 55)2 -1.79 = 1.43 Fu/Fy = 65 I 55 = J r/t = 0.15 / 0.06 = 2.5 < J.2 <=7=0K Fye = B.·Fyl(rltr = l.43·55/(2.5)'" = 68 F yo-lOp = C · F)C + (I -C) · FY = 0.298 · 68 + (I -0.298) · 55 = 59 Fyo-lxmom = F>".,0P· Ycg/(A-Ycg) = 59· 1.94 /(4.125-1.94) = 52 , ,L-C -f " A 4.125 X 2.75 · .060 Top flange width C = 1.75 in. Bottom width B = 2.75 in. Web depth A = 4.125 in. Beam thickness t = 0.06 in. Radius r = 0.15 in. Fy = 55 Fu = 65 Y I = 1.73 Y2= 2.19 Y3 = 1.98 Ycg= 1.94 Ix = 1.71 Sx= 0.78 E = 29500 FBeam F = 300 Beam Length L = 96 [ MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E CYPRESS ST COVINA CA 91724 BEAM ANALYSIS Check Allowable Tension Stress for Bottom Flange PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 15 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 202 10430_17 Ljlunge-lwr = B -(2 · r) -(2 · t) = 2.75 -(2 · 0.15)-(2 · 0.06) = 2.33 -~I/ __ B --..rl, cborrom = 2 · LC I (Ljlang,-lwr + 2 · LC) = 2 · 0.283 / (2.33 + 2 · 0.283) = 0.195 Fy-borrom = C00"0,,,·F>~+(I-C00rr0,,,)·FY = 0.195 ·68+(1-0.195)·55 = 57.51 F ya = F ya-1op = 58.83 ksi Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT 11) Check Bending Capacity Mc,nr,, = q> · M. = W · L · n · R,,, I 8 n = LRFD Load Factor = (1.2 · DL + 1.4 ·PL+ 1.4 · 0.125 · PL) I PL For DL = 2% of PL: n = 1.2 • 0.02 + t.4 + 1.4 • 0.125 = 1.6 R,,, = I -((2 · F · L) I (6 · E ·I,+ 3 · F · L)) = l -((2 · 300 · 96) / (6 · 29500 · 1.7 l + 3 · 300 · 96)) = 0.85 <I>· M. = <I>· F>"' · Sx = 43.75 in-kip W = <I>· M. · 8 · (# ofBeams) / (L · R,,, · !l) = (43.75 · 8 · 2) / (96 · 0.85 · 1.6) = 5350 lbs/pair Check Deflection Capacity il =il ·R mtJX ss d il,_ = LI 180 Rd = I -(4 · F · L) I (5 · F · L + 10 ·£·I,) = I -(4 · 300 · 96)/(5 · 300 · 96 + 10 · 29500 · 1.71) = 0.82 il,, = (5 · W · L3) I (384 · E · I.) LI 180 = (5 · W · L3 · Rd) I (384 · E ·Ix·(# ofBeams)) W = (384 · E ·I,· 2) / (180 · 5 · L2 · Rd) = (384 · 29500 · l.71 · 2) / ( 180 · 5 · 962 • 0.82) · I 000 = 5688 lbs/pair , -~ C --f A ' 4.125 X 2.75-.060 Top flange width C = 1.75 in. Bottom width B = 2.75 in. Web depth A = 4.125 in. Beam thickness t = 0.06 in. Radius r = 0.15 in. Fy = 55 Fu = 65 YI = 1.73 Y2 = 2.19 Y3 = 1.98 Ycg= 1.94 Ix = 1.71 Sx = 0.78 E= 29500 FBeam F = 300 Beam Length L = 96 [ MATERIAL HANDLING ENGINEERING EST 1865 TEL:(909)869-0989 I 130 E. CYPRESS ST COVINA CA 91724 PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 16 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 20210430_17 Allowable and Actual Bending Moment at Each Level M,,a,ic = Wf2 I 8 M =W ·/218 allow.staflc allow.static Level M SlaliC Mallow.static M !ielsmJc M allow.seismic Result I 25,200 32,100 5,781 32,100 Pass 2 25,200 32,100 3,278 32,100 Pass 3 25,200 32,100 1,851 32,100 Pass MATERIAL HANDLING ENGINEf;RING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST COVINA CA 91724 Beam to Column Analysis: 1. Shear Strength of Pin Pin Diameter = 0.35 in. F. = F,., = 54000 psi Ab= d2·n /4 =0.lin. P. = Ab· F. = 5195.41 lbs P5,_ = $P. = 0.75 · P. = 3896 lbs 2. Bearing Strength of Pin Column Thickness t. = 0.1 in. Since d I t, < IO C = 3 F. = 65000 psi P.= C·m1·d ·t;F.=6961.5lbs P a..n ... = $P. = 0.75 · 6961.5 = 5221 lbs 3. Moment Strength ofBracket Edge Dist. = 1 in. TCfip = 0.179 in. S Cl,p = 0.127 in.3 M. = S. · F, = 6985 in-lbs AJSI Table E3.4-I AISl Table £3.4-1 AJSI E3.3.l -1 AISI C3.1.l -I M • ._., = $M.. = 0.9 · M. = 0.9 ·Sc..,,· F, = 6286.5 in-lbs C = 1.67 d = Edge Dist. / 2 = 0.5 in. M8., ... ., = c·d ·Pcfip Pc1.., = M8., ... ., / (c·d) = 7542 lbs Minimum Value of PI Governs P1 = Min(P s,-, P a..""8, P ciip) = 3896 lbs PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 17 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 20210430_17 M Coru,.Aflow = {P, ·4.5)+ {P1 ·(2.5 / 4.5)•2.5) + {P, ·(0.5 / 4.5)·0.5)= 23159.56in-Jbs MATERIAL HANDLING ENGINEERING EST 1965 TEL:(909)869-0989 1130 ll, CYPRESS ST COVINA CA 91724 BRACE ANALYSIS (J>anel 4) Analyud per RMI, AISI 2012 ILRFPl and the 2019 CBC. PROJECT: E1ago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 18 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 20210430_17 Section subject to torsional or flexural-torsion buckling (Section C4.1.2) K, · L, I R. = 1 · 64 / 0.62 K,, · L,I R,, = 1 · 64 / 0.488 ~. = 103.23 = 131.17 = 131.17 = (0.62' + 0.488' + -I .0242)112 = 1.293 in. ~ = 1 -(Xolro)2 = 1 -(-1.024/1.293)' = 0.372 F., = n'E I (KL/r),,,.,2 = 3.14'·29500/ 131.17'= 16.921 ksi F., =(JI 2{J)((<r,, + aJ -(a,,+ a,)2-(4{Ja,,aJ)112) = ( I / (2 · 0.372)((27.324 + 12.861) -(27.324 + I 2.861 )' -(4·0.372 ·27.324· 12.861))112)= 9.599 ksi where: a,, =n2E I (K,L, I R,)2 = 3.14'·29500 / 103.232 = 27.324 ksi a, = 1 I Ar0 2(01 + (IPECJ I (K.LJ2) = 1 / 0.274· l.293'(11 300·0 + (3.142 · 29500 · 0.035) / (0.8 · 64)2) = 12.861 ksi F, = Min(F.,, F.,) =9.599 ksi "'· =(FYI F.J"'= (36 / 9.599)112 = 1.937 Since"'•~ 1.5: F,, = (0.877 / 1,./)· F,, = 8.418 Thus: P. =2304lbs P. = 1959 lbs (Eq. C3.l.2.l- 7) (Eq C4. I .2-3) (Eq C4.1.1-1) (Eq C4. I .2-1) (Eq C3. l.2-1 I) (Eq C3.1.2-9) (Eq C4.l-1) (Eq C4.1-4) (Eq C4.1-3) 1.5 X 1.5 X 0.25 -0.06 SECTION PROPERTlES Depth 1.5 in. Width 1.5 in. t 0.057 in. Radius 0.085 in. Area 0.274 in.2 AreaNet 0.274 in.2 l. 0.105 in.' s, 0.14 in,3 s,N,, 0.14 in.3 R, 0.62 in. I, 0.065 in.' s, 0.073 in.3 Ry 0.488 in. J 0 in.. cw 0.Q35 in.6 J, 1.231 in. x. -1.024 in. K., I L, 64in. K, I L, 64in. K, 0.8 F, 36 lcsi F. 42 lcsi Q I G 11300 lcsi E 29500ksi c.,., 0.85 c, -I Cb I c,, I Phib 0.9 Phi, 0.85 MATERIAL HANDLING ENGINEERING EST 1915 TEL:(909)869-0989 1130 E. CYPRESS ST COVINA CA 91724 BRACE ANALYSIS (Panel 4) Analyzed per RMI, AISI 2012 CLRFP} and the 2019 CBC, Lateral-torsional buckling strength [Resistance] (Section C3.1.2) P.., = P,,.¢, = 8378 lbs Where: P,,. = A,F, = 0.274 · 36 = 9856 lbs F. =Cbr.A( cr.,cr)'12 I S,= 41 .294 ksi F. = C,Acr,,(i + C,(i2 + r. 2(cr, I cr.,))'12) I (CrFS,) = 15.265 bi F, = (C,p 2EdJ,J I (S~L,)2 = 49.55 bi F..m,n = 15.265 ksi Since: F,, 5 0.56F, F, = F. = 15.265 bi Reduced F,,,,,.= 1 -((J -Q)/2)·(FJ F,)Q•F, = 15.3 bi M., = 2146 in-lbs M., = 1115 in-lbs M, = M..,,.. M.,¢b = 1931 in-lbs M,,,¢b = 1003 in-lbs P,,. = n1 EI, I (K..L,)2 = 7484 lbs P,, = n2 E~ I (KyL,)2 = 4634 lbs P, = 2304 lbs v~ =612lbs Lv.,, = ((L -6)' + (D -28)2)111 = 64.9 in. vv.., = (VT.,.. · 4 ,.) I D = 1103 lbs Brace Stress = V,,,q I P, = 56% PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 19 CALCULATED BY: rfarrow DA TE: 5/19/2021 PN: 20210430_17 1.5 X 1.5 X 0.25 --0.06 (Eq C3.l.2.l-1) (Eq 3.1.2.1-4) (Eq 3.1.2.1-10) (Eq C3.l.2.l-3) (Eq CS.2.2-6) (Eq CS.2.2-7) SECTION PROPERTIES Depth 1.5 in. Width 1.5 in. t 0.057 in. Radius 0.085 in. Area 0.274 in. 2 AreaNet 0.274 in. 2 1. 0.105 in.' s. 0.14 in. l s • ..,. 0.14 in. l R. 0.62 in. ~ 0.065 in.' SY 0.073 in. l I\ 0.488 in. J 0 . • m. c., 0.035 in. 6 J, 1.231 in. x. -1.024in. K. I L, 64 in. Ky I LY 64 in. K \ 0.8 F y 36ksi F . 42ksi Q I G 11300 ksi E 29500ksi c.,. 0.85 C, -I Cb I c,, I Phib 0.9 Phi, 0.85 MATERIAL HANDLINC3 ENGINEERING ' EST. 1985 TEL:(909)869-0989 1130 E CYPRESS ST COVINA CA 91724 PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 20 CALCULATED BY: rfarrow DATE: 5/19/202 I PN: 20210430_17 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318-14, CHAPTER 17 Configuration 1 Assumed ended concrete application Anchor Type 0.5" dia., 2.5 hef, 5" min, slab ICC Report Number ESR-4266 1.5 · h,, = 3.75 in. Slab Thickness (h) =Sin. c ., = 12 usec,,.adj =3.75 in. Min. Slab Thickness (h) = Sin. c ., = 12 useC.,_o<1; = 3.75 in. Concrete Strength (fJ =2500psi Diameter ( d,) =0.5 in. 3 · h,1 =7.5 in. Nominal Embedment (h,.,.,) = 3 in. Effective Embedment (h,r) =Hef s, =6in. UseS,.-i, =6in. Number of Anchors (n) =4 s2 =6in. Use S2.odi =6in. e'N =0 e'V =0 ,..--__ -From ICC ESR Report - c., s, 1.5her A .. = 0.099 sq.in. 1 ANc f .., = 114000psi 1.5he, I ~ -[!) S2 s min = 3 in. -++ c.2 I I ,· c ~· =2.75 in. I I CK =6in. .:iAfhc,,? N =9999 lbs p.a f I• •I • , I, , I 1.5C81 S1 1.5c81 ells.; ... ~ Adj. Strength Tension Capacity = 1769 lbs 0.75 1327 lbs Shear Capacity = 3810 lbs 0.75 2857lbs TEL:(909)869-0989 1130 E. CYPRESS ST COVINA CA 91724 PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 21 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 202 10430_17 ANCHOR ANALYSIS -TENSION STRENGTII Configuration 1 Steel Strength 4> = 0.75 4>N,. = 4>nA,.t;,.. = 0. 75 · 4 · 0.099 · 114000 = 33,858 lbs Concrete Breakout Strength 4>N,bs 4>=0.65 AN, = (C,1..i1 + sl.odJ + 1.sh,,) · (C.,_odJ + s2"" + 1.sh,,) = 182.25 sq.in. AN,o = 9h,r2 = 56.25 sq.in. 4' = 1 "'·N K, = 17 A,= 1 Nb= K,\(f,)0'(h,,)15 = 3360 lbs 0.65 · (182.25/56.25) · I · I · I · 1 · 3360 = 7,076 lbs Pullout Strength 4>N.,. 4>=0.65 4>N.,. = qi'!' "'Np_ .. (f/2500)0' = 25,997 lbs Steel Strength (4>N..) = 33,858 lbs Embedment Strength -Concrete Breakout Strength (4>N,bs) = 7,076 lbs Embedment Strength -Pullout Strength (4>N1.,) = 25,997 lbs 17.4.1 17.3.3.a i 17.4.1.2 17.4.2 17.3.3 c ii Category 1-B 17.4.2.4 17.4.2.5 17.4.2.6 17.4.2.2 d 17.4.2.7 17.4.2.1 17.4.3 17.3.3 c ii Category 1-B 17.4.3.6 17.4.3.1 MATERIAL HANDLING ENGIN6ERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST COVINA CA 91724 PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 22 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 20210430_17 ANCHOR ANALYSIS -SHEAR STRENGTH Configuration 1 Steel Strength cp V.. V .. =6,875 / Anchor --per report cp = 0.65 cpV .. = cpn · Y .. = 0.65 ·4·6,875 = 17,875 lbs Concrete Breakout Strength cp V ,bjj cp =0.7 Av.= (1.5C,, + S,..i; + 1.5C,,)h, = 210 sq.in. Av00 = 3C,,h, = 180 sq.in. '¥ = 1 ... v '¥ od,V = 0.9 '¥ C,V = 1 d, = 0.5 in. L. = 1 in. The smaller of7(L,I d.)02(d,)O-SA.,(f.}°'cal,., and 9"',(f,)OScal ,., = 11,818 lbs 0.7 ·(210/180) · I · 0.9 · I · 1.897 · 11,818 = 32,961 lbs Pryout Strength cp v""' K.v =2 N,bg = 10,886 lbs cpV""' = cpK,vN•"1! = 0.7 · 2 · I 0,886 = 15,240 lbs Steel Strength ( cp V .. ) = 17,875 lbs Embedment Strength -Concrete Breakout Strength (cpY,,,g) = 32,961 lbs Embedment Strength -Pryo ut Strength (cpV,,,.) = 15,240 lbs 17.5.1 17.3.3. Condition a ii 17.5.1.2a 17.5.2 17.3.3 ci-8 17.5.2.5 17.5.2.6 17.5.2.7 17.5.2.8 17.5.2.2 17.2.6 d 17.5.2.2 a, 17.5.2.2 b 17.5.2.1 17.5.3 17.3.3 Ci-8 17.5.3.1 EST. 1965 TEL:(909)869-0989 1130 E. CYPRESS ST COVINA CA 91724 OVERTURNING ANALYSIS Configuration! PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 23 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 202 10430_17 Per RMI Sec 2.6.9 and ASCE?-16. Sec 15.5.3.6. Weiibt of rack with all levels loaded to 67% CIP@City, & with only top level loaded FULLY LOADED W pl = 12,300 lbs W dJ = 300 lbs W pl· 67% = 12,300 · 0.67 = 8,241 lbs V r.. .. = ( I · 0.215 · I · ((0.67 · 8,24 I)+ 300)) = 1,251 lbs M • ., = V Tmu ·Ht = 1,25 1 · 190 = 237,690 in-lbs M,. = ((W., · 0.67) + W dJ) · d · Factor = (( 12,300 · 0.67) + 300) · 42 · 0.5 = 179,361 in-lbs P up1,n = I · (M0_, -M,J/d = (237,690 -179,361) / 42 = 1,388 lbs P .... 0own = I ·(M0., + M.,) / d = (237,690 + 179,361) / 42 = 9,929 lbs TOP SHELF LOADED Shear = 946 lbs M0_, = Yrop ·Ht= 946·(204 + ((68 -10)/ 2)) =220,418 in-lbs M,. =(I + w.,) · d = (4,100 + 300) · (42 ·0.5) = 92,400 in-lbs P optin = I · (M0"' -M,.)/d = (220,418 -92,400) I 42 = 3,048 lbs ANCHORS No. of Anchors (#Anchors): 4 Pull Out Capacity per Anchor (T ""'""'): 1,327 lbs Shear Capacity per Anchor: 2,857 lbs COMBINED STRESS Fully Loaded Top Shelf Loaded Seismic UpLift Critical (LC#7B) = ((1,388 / 4) / 1,327) + (( 1,251 / 8) / 2,857) = ((3,048 I 4) / 1,327) + ((946 I 8) I 2,857) = (2,350 / 4) / 1,327 = 0.316 = 0.616 =0.443 w CROSS AISLE ELEVATION MATERIAL HANDLING ENGINE~RING EST. 1985 TEL:(909)869•0989 1130 E. CYPRESS ST COVINA CA 91724 Base Plate Analysis: PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 24 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 20210430_17 The base plate will be analyzed with the rectangular stress resulting from the vertical load P, combined with the triangular stresses resulting from the moment Mb (if any). Three criteria are used in determining Mb: I. Moment capacity oftbe base plate 2. Moment capacity of the anchor bolts 3. V 001 • h/2 (full fixity) Mb is the smallest value obtained from these three criteria. FY= 36000 psi P'°' = 6491 lbs M0uo = 6568 in-lbs PIA = P 00/(D· B) = 6491 / (8· 8) = 101 psi fb = M,.,,. / (D · B2 / 6) = 6568 I (8 · 82 / 6) = 76.97 psi fb2 = f. · (2 · b, / B) = 76.97 · (2 · 2.5/8) = 48.11 psi r., = r. -r., = 76.97 -48. t 1 = 28.86 psi M. = wb,2 /2 = (b,2 / 2)·(f. + f., + 0.67·f.,) = (2.52 / 2)· (J OJ + 28.86 + 0.67 · 48.11) = 507.36 in-lbs S13o,. = (B · t2) / 6 = 0.19sq.in. Filo .. = 0.75 ·FY= 27,000psi f./ F• = MJ (S0uo·F~ = 507.36 / (0.19·27,000)= 0.1 Base Plate Tension analysis per ACB 18-14 17.2.3.4.3 (b ), ductile yield of base plate Lw = (S, -b) / 2 = 1.5 in. L. = (S, -b) / 2 = 1.5 in. Moment Arm (L) = Max(Lw,L.) = 1.5 in. Manoho< = T Toul / 2 · L = 3981 in-lbs S = D ·t2/6 = O.lllin3 M._,..,. = S · F, = 3,981 in-lbs $M...,,,, ... = 0.9 · M,, = 3,583 in-lbs $M...,,,,.., < M"""""' , Base plate will yield first. Since the base plate will yield before anchor getting full tension capacity, over-strength factor is not applicable. ! b1-t-:-+ b1t 111111 II ~I Iii Plate width B = 8 in. Plate depth D = 8 in. Plate thickness t = 0.38 in. Column width b = 3 in. Column depth d = 3 in. bl = 2.5 in. s = ' 6 in. s = y 6 in. TT...,= 5,308 lbs. T.= 0.29 in. TEL:(909)869-0989 1130 E. CYPRESS ST COVINA CA 91724 PROJECT: Elago FOR: Seizmic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 25 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 20210430_17 Egpation for Maximum Considered Earthquake Base Rotation Per RMI 2012 Commentary 2.6.4 a, -the first iteration of the second order amplification term computed using w .. from section 2.6.4 of the Commentary Where: W p; = the weight of the ith pallet supported by the storage rack h,,. = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack NL = the number of loaded levels k, = the rotational stiffness of the connector k,,. = the flexural rotational stiffness of the beam-end kb = the rotational stiffness of the base plate k'° = the flexural rotational stiffness of the base upright-end N, = the number of beam-to-upright connections N0 = the number of base plate connections 6Elb 4El, El, k,,.= --k,.= --kb= --L H H L = the clear span of the beams H = the clear height of the upright lb = the moment of inertia about the bending axis of each beam I. = the moment of inertia of each base upright E = the Young's modulus of the beams a,=0.73 Per RMI 2012 7.1.3 Per RMI 2012 2.6.6, Cd= the deflection amplification factor per section 2.6.6 Mb= the base moment from analysis e b= 0.28 in unbraced direction, seismic separation for rack structure is 0.05 h,0 .. 1• Therefore tane .,.,=0.5 e..., =2.862 rad e b ok Maximum moment in base plate # oflevels 3 min. # of bays 3 N, 36 Nb 8 k, 300 kip-in/rad ~ 3158 kip-in/rad k,, 223 kip-in/rad k,. 894 kip-in/rad lb 1.7l in' L 96 in 1. 1.55 in' H 204 in E 29500 ksi Level h'" w .. I 99 in 4 kip 2 167 in 4 kip 3 236 in 4 kip Mm.,= ifone anchor, then 0 OR(# of anchors / 2) * anchor pull out capacity * spacing of anchor(Sx) M""" = 15,924 kip-in ~ Mb OK MATERIAL HANDLING ~NGINEl;RING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA CA 91724 SLAB AND SOIL ANALYSIS (LRFD) PROJECT: Elago FOR: Seizrnic_Nick Peck ADDRESS: 1630 Faraday Ave Carlsbad, CA SHEET#: 26 CALCULATED BY: rfarrow DATE: 5/19/2021 PN: 20210430_17 Base Plate P.,., = Gravity_Load (see Basic Load Combinations)= 13,048 lbs 1', = 7.5 · (f.)'n = 375 psi Width B 8 in. d,req'd = (P ..,./($· 1.72·((K,·r, I E.)· 10' + 3.6)·f ,))'n =2.8in. b = (E. · d,req'd1 / ( 12 · (1 -µ2) • k.))'" = 18.07 in. b,req'd = 1.5 · b = 27 in. P. = I. 72[(k,. r, / E.) · Io•+ 3.6]. f,. t2 = 69,366 lbs P. = $· P, = 41,619 lbs P0,., I P. = 0.31 SLAB AND SOIL ANALYSIS (ASD) P.,.. = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) = 9,201 lbs 1', = 7.5 · (f.)!'2 = 375 psi P" = 1.72[(k,-r,I E.) · 10' + 3.6] · f, · t2 = 69,366 lbs d,req'd = (P ..,./($· 1.72·((K,-r, IE.)· JO'+ 3.6)·f,))'n =2.8 in. b =(E;d,req'd1 /(12·(1 -µ2)·k.))11•= 18.07in. b,req'd = 1.5 · b = 27 in. f'. = PJn=23,122lbs P.,., I P. = 0.4 Depth W 8 in. Frame Frame depth d 42 in. ~oncretc Thickness t 5 in. fc 2,500 psi $ 0.6 n 3 A. k, 50 pci r, 4 in E. 2,850,000 psi OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD ID # _________________ 1 PLAN CHECK# __________________ 1 Business Name Elago Business Contact Michael Limm BP DATE Telephone# Project Address (include suite) 1630 Faraday Ave City State Carlsbad CA Zip Code 92008 APN# 212-130-22-00 Mailing Address (Include suite) Project Contact Edgar Parra City State Zip Code Plan File# San Diego CA Applicant E-mail Telephone# edgar@thecitysolutions.com 626-315-2621 The following questions represent the faclllty's activities, NOT the specific project description. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: lnot required for projects within the City of San ~: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Faclllty's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None ofThese. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVISION : If the answer to any of the =q-:-:ue=:s:.t!".:10-=n'="s'!:1s:-:y-:-:e:-:s:--, -=-ap::-:p:-r1t:ca-=-n:::1t~m=-u~s=-t-::co=nta=ct"t=e'?<'::o~u::cnty.:7':ont:a::-n-j,i;f1e::':g=:o:-it=:-::::t=:'T'r±'::!::1-::-iorr.":!:t::"'2'?'ii:ir?c'::::=:-:r'X'.v:::e::n::-u:::e-, 7'c:-:u1i;:te::-:r<,,,,...~n Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 1. 2. 3. 4. 5. 6. 7. 8. YES NO (for new construction or remodeling projects) § I Is your business listed on the reverse side of this form? (check all that apply). . Will your business dispose of Hazardous Substances or Medical Waste in any amount? • Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? ~ I Will your business store or handle carcinogens/reproductive toxins in any quantity? · Will your business use an existing or install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? ~ Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). 0 CalARP Exempt I Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete 1118121 / Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT IAPCD): The following questions are intended to identify the majority of air pollution issues at the planning stage. Your project may require additional measures not identified by these questions. Some residential projects may be exempt from APCD requirements. If yes is answered for either questions 1, 2 or 5 or for more comprehensive requirements, ~~crtact APCD at apcdcomp@sdcounty.ca.gov; (858) 586-2650; or 10124 Old Grove Road, San Diego, CA 92131. f"'{ t:_ t'.':::'' ·, 't:•o YES NO r' i- 1. ~ Cl Will the project disturb 100 square feet or more of existing building materials? 2. l!I Will any load supporting structural members be removed? JUN 1 ti ?n?t 3. □ (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by an individuaithatttJ.i passed an EPA-approved building inspector course? i]j' V nc 4. □ □ (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Based on the survey results, will the pr d1sttll'H a.(;~~ning material? If yes, a notification may be required at least 10 working days prior to commencing asbestos re ~i.J0JN:(!rllf) a ~liAn may be required prior to the removal of a load supporting structural member(s) regardless of the presence of asbestos. 1 v l.;)IUl'f 5. □ El Will the project or associated construction equipment emit air contaminants? See the reverse side of this form for typical equipment requiring an APCD permit. If yes, contact APCD prior to the issuance of a building permit. 6. □ 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school bounda Briefly describe business activities: Briefly describe proposed project: Warehouse Storage Installation of storage racks Si nature of Owner Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: _______________________________ _ BY· DATE· I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMrr BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO• APCD COUNTY-HMO APCD COUNTY-HMO APCD .. *A stamp m this box only exempts businesses from completing or updating a Hazardous Matenals Business Plan. Other perm1tt1ng requirements may still apply HM-9171 (9/18) County of San Diego -DEH -Hazardous Materials Division