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2495 FARADAY AVE; ; CBC2020-0146; Permit
Building Permit Finaled (bty of Carlsbad Commercial Permit Print Date: 08/18/2020 Permit No: CBC2020-0146 Job Address: 2495 FARADAY AVE, CARLSBAD, CA 92010-7225 Status: Closed - Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel #: 2090503300 Valuation: $85,000.00 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Track #: Lot #: Project #: Plan #: Construction Type: Orig. Plan Check #: Plan Check #: Applied: 04/10/2020 Issued: 05/28/2020 Finaled Close Out: Inspector: PBurn Final Inspection: 08/18/2020 Project Title: Description: FEDEX: INSTALLATION OF (16) EV CHARGERS Property Owner: Contractor: BH ENTERPRISES MAXGEN ENERGY SERVICES CORPORATION 2495 FARADAY AVE 1690 SCENIC AVE CARLSBAD, CA COSTA MESA, CA 92626-1410 (949) 629-8838 FEE AMOUNT BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL 5B1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL $561.05 $392.14 $60.00 $45.00 $4.00 $23.80 Total Fees: $1,086.59 Total Payments To Date: $1,086.59 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov ZA COMMERCIAL Plan ChecO O OiL/C4, CjY of kr:o BUILDING PERMIT ftkV - Cecrifsb ad APPLICATION B2 Est. Value PC Deposit Date Job Address 2495 Faraday Ave. Carlsbad, CA. 92010 Suite: APN: 209-050-33-00 Tenant Name: FedEx CT/Project #: CLDA Lot #:_________ Occupancy: B Construction Type: H Fire Sprinklers: 15 / no Air Conditioning: QB / no BRIEF DESCRIPTION OF WORK: Installation of (16) indoor EV chargers for FedEx fleet vehicle use and associated electrical equipment, breakers, subpanels, transformer and EVSE communication system. El Addition/New: New SF and Use, __New SF and Use, Deck SF, _________ Patio Cover SF (not including flatwork) l Tenant Improvement: 25 sq. ft. SF, Existing Use Shipping Center Proposed Use Same SF, Existing Use Proposed Use El Pool/Spa: SF Additional Gas or Electrical Features? El Solar: KW, Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No 0 Plumbing/Mechanical/Electrical Only: 0 Other: APPLICANT (PRIMARY) Name: Cahnje Energy I Doug Walkup Address: 1690 Scenic Ave. City: Costa Mesa State: CA Zip: 92626 Phone: 714-697-3494 Email: dwalkupmaxgen.com DESIGN PROFESSIONAL Name: Raoul Wood Address: 1690 Scenic Ave. City: Costa Mesa State: CA Zip: 92626 Phone: 909-477-1474 PROPERTY OWNER Name: Elva Mota Address: 1714 16th St. City: Santa Monica State: CA Zip: 90404 Phone: 310-314-0800 Email: CONTRACTOR BUSINESS Name: Maxgen Energy Services Address: 1690 Scenic Ave. City: Costa Mesa State: CA Zip: 92626 Phone: 714-697-3494 Email: rwood@maxgen.com Email: dwalkupmaxgen.com Architect State License: E14982 State License- 942587 Bus.J.jcense: 5 06~PW- (Sec. 7031.5 Business and Professions code: Any City or County which requires a permit to construct, alter, improve, demolish any structur , prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the contractor's License Law (chapter g, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Buildingccarlsbadca.gov 6-2 Pagel o1`2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby 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. 0 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: Zurich American insurance Co. Policy No. 7604166-00 Expiration Date: 9/812020 O 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 be come 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. - - - CONTRACTOR SIGNATURE: '' DAGENT DATE: 4/6/2020 (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: O 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). O 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). O I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes ONO I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address/ phone / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone! type of work): OWNER SIGNATURE: DAGENT DATE: 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: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYes ONO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes ONO 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. APPLICANT CERTIFICATION: 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 SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced fora period of 180 days ISection 106.4.4 Uniform Building Code). -. - - -. - APPLICANT SIGNATURE: LLJØ#'7/f DATE: 4I6/2020 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Build ingcarIsbadca.gov B-2 Page 2 of 2 Rev. 06/18 Building Permit Inspection History Finaled Csity of Carlsbad Permit Type: BLDG-Commercial Application Date: 04/10/2020 Owner: BH ENTERPRISES Work Class: Tenant Improvement Issue Date: 05/28/2020 Subdivision: PARCEL MAP NO 18416 Status: Closed - Finaled Expiration Date: 02/16/2021 Address: 2495 FARADAY AVE CARLSBAD, CA 92010-7225 IVR Number: 25859 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Complete 08/18/2020 08118/2020 BLDG-34 Rough 135936-2020 Passed Paul Burnette Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Final Inspection 135937-2020 Passed Paul Burnette Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final - No BLDG-Electrical Final Yes Complete LI p Tuesday, August 18,'2020 Page 1 of I V/ EsGil A SAFEbuitf Company / DATE: 4-27-20 L3 APPLICANT JURIS. JURISDICTION: City of Carlsbad / PLAN CHECK #.: ô2O2440146 PROJECT ADDRESS: 2945 Faraday Avenue PROJECT NAME: FedEx EV Chargers The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. fl 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. EJ The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 111 The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. IJ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. E EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted1f2.112O 41 ) Mail Telephone Fax In Person LI REMARKS: Telephone #: Email: By: Scott Humphrey Enclosures: EsGil 4-13-20 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 • City of Carlsbad CBC2020-0146 4-27-20 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2020-0146 PREPARED BY: Scott Humphrey DATE: 4-27-20 BUILDING ADDRESS: 2945 Faraday Avenue BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb JBy Ordinance Bldg. Permit Fee by Ordinance 'I - I !'" check fee by Ordinance - Fi Type of Review: IT Complete Review IT Structural Only IT Repetitive Fee FE Repeats r * Based on hourly rate IT Other 117 Hourly 1.51 Hrs. @ * EsGil Fee $90.00 I $135.001 Comments: Sheet of PZE structural ENGINEERS February 7, 2020 MaxGen Energy Services 1690 Scenic Ave Costa Mesa, CA 92626 TEL: (714) 454-0018 Attn.: Sage Lopez, Re: Job # FedEx-Carlsbad (CLDA) The following calculations are for the Structural Engineering Design of the Charging Station located at 2495 Faraday Ave., Carlsbad, CA 92010. If you have any questions on the above, please feel free to call. Prepared By: PZSE, Inc. - Structural Engineers Roseville, CA CBC2020-0146 2495 FARADAY AVE FEDEX: INSTALLATION OF (16) EV CHARGERS 2090503300 190, Roseville, CA 95661 4/10/2020 3965 W www.pzse.com 1/57 CBC2O 20-0146 I Empowerment PZ Project: MaxGen Energy Services EV Retrofit -- Job #: 2019-08803 Date: 2/7/2020 Engineer: EMG TABLE OF CONTENTS PAGE Existing Building 3 Equipment Loading 14 19 Equipment Connections 26 Rail Capacity 28 [ Drop Hangers 30 Breakaway Column 36 Support Assembly "1" Brace 39 System to Column 41 Cable Bracing :477:] (N) Members 54 DESIGN CRITERIA BUILDING CODE: A5CE7VERSION: RISK CATEGORY IMPORTANCE FACTOR= WIND SPEED = EXPOSURE CATEGORY = SEISMIC DESIGN CATEGORY = CBC 2019 ASCE 7-16 II See individual Calculations 97 B D 2/57 pzu Project: MaxGen Energy Services EV Retrofit -- Job #: 2019-08803 Date: 2/7/2020 Engineer: EMG PROJECT DIMENSIONS & LOADING CRITERIA Governing code: ASCE 7-16 Site Name: FedEx-Carlsbad (CLDA) Description Variable Value Unit Building Characteristics: Building Width (E/W) B = 350.00 ft Building Width (N/S) L = 207.00 ft Roof Pitch: 0.25 in 12 0 = 1.2 degrees Eave height he = 34.00 ft Eave overhang OH = 0.00 ft Parapet Height h = 2.00 ft Ridge height h = 36.16 ft Roof Dead Load 11.00 psf (See Attached Calculation) Roof Live Load 20.00 psf Snow Loading Inputs: Ground Snow Load Pg 0 Reductions allowed? Yes Wind and Seismic Inputs: Risk Category II Table 1.5-1 Wind Loading Parameters: Exposure Category B Basic Wind Speed V = 97 mph Topographic Factor K,t = 1.00 26.8 (Figure 26.8-1) Enclosure Classification = Enclosed Seismic Loading Parameters: httn://earthpuake.usgs.gov Mapped Acceleration Parameter S5 = 0.956 g 11.4.1 and USGS maps Mapped Acceleration Parameter S,= 0.35 g 11.4.1 and USGS maps 5DS = 0.765 g Site Classification 0 11.4.3 Site Coefficient Fa = 1.200 11.4.4 (Table 11.4-1) Site Coefficient F = 2.869 11.4.4 (Table 11.4-2) Calculation Loading Parameters: Mapped Acceleration Parameter SDS = 1.5 g Site Classification D 11.4.3 SITE SPECIFIC SOS IS LESS THAN 1.5 g, THEREFORE CALCULATION LOADING IS CONSERVATIVE ALL PROJECTS IN SCOPE CONSIST OF SINGLE-STORY WAREHOUSE TYPE FACILTIES W/TcCTL. THEREFORE, 12.8-4 IS NOT APPLICABLE. 3,57 P Project: MaxGen Energy Services EV Retrofit -- Job #: 2019-08803 Date: 2/7/2020 Engineer: EMG ROOF LOADING -- FedEx-Carlsbad (CLDA) Description Variable Value Unit Existing Roof: Roof Pitch: 0.25 in 12 0 = 1.2 degrees Pitch Adjustment Factor 1.00 Rafter Span 42.67 feet Rafter Spacing 10.0 feet Roof Dead Loads: Roofing: Asphalt _Composition Shingle . 3.00 psf Decking: 1/2" Plywood or OSB 1.30 psf [after or Top Chord: 2x6 @ 24 O.C. 0.89 psf Rafter Insulation: Fiberglass 4 "Thick 0.16 psf [Miscellaneous: -- N/A -- 0.00 psf ] Ceiling Directly Applied: -- N/A -- 0.00 psf Roof Pitch Adjustment: 0.00 psf Rafter Subtotal, Dr = 5.4 psf Beam/Purlin: 281H09 @ 120 "O.C. 0.45 psf Miscellaneous: Fire Sprinklers 3.00 psf [Miscellaneous: --N/A-- 0.00 psf j Ceiling Joist or Bot. Chord: 60G8N11.8K @ 120 "O.C. 1.50 psf Ceiling Insulation: -- N/A -- 876 "Thick 0.00 psf [Ceiling: -- N/A -- 0.00 psf Ceiling Subtotal, Dr = 5.0 psf Roof Design Dead Load Roundup? Yes Dr= 11.0 psf Roof Live Load Pitch reduction? No Ir = 20.0 psf Roof Snow Load Pf= 0.0 psf 4/57 PZE Project: MaxGen Energy Services EV Retrofit -- Job #: 2019-08803 Date: 2/7/2020 Engineer: EMG Building Gravity Check (IEBC 403): No gravity load is added to members smaller than or with lower Tributary Areas than the 60G8N11.8K @ 10' o.c. Specified Roof Live Load: Area supported by Beam Roof live load reduction (CBC 1607.12.2.1) Uniform Roof Snow Load: Existing Roof Dead Load: Roof Live Load Duration Factor (Wood): Dead Load Duration Factor (Wood): Existing Roof Load (Total including Duration Factors) Total Load Supported by Beam Allowable 5% increase per IBC 3403.3 Max Allowable Added Dead Load: Lo = 20.0 psf A= 427 sq. ft. R1= 0.77 R2= 1.00 Lr= 15.5 psf 10.0 psf 11.00 psf 1 (NDS Table 2.3.2) 1 (NDS Table 2.3.2) 26.5 psf 11292 lbs 565 lbs 565 lbs Load Replacement Check Max Allowable Added Dead Load: 565 lbs Approx. Length of System Attaching to Beam: 21 ft Number of Chargers per Beam: 1 Number of Vertical Drops per Beam: 1 Weight of System: 14.75 lb/ft Weight of Chargers: 370 lbs Weight per Drop: 135 lbs Max Reaction for DL: 821.00 lbs Rafters per Drop: 2.00 Percent Load to (1) Rafter: 60% Max Reaction per Drafter: 492.60 492.6 psf < 565 psf, Therefore OK Per CEBC 503.3 and by inspection, portions of the roof that are impacted by installation of the EV charging assembly will not be subject to a net increase in loading greater than 5%. Therefore, the existing structure may remain unaltered. 5/57 PZE Project: MaxGen Energy Services EV Retrofit -- Job #: 2019-08803 Date: 2/7/2020 Engineer: EMG Building Lateral Check (lEBC 402.4 & ASCE 7-16 11B.1): Weight of Existing Structure Roof Length (N/S) Width Area % Solid Weight (Dsf) Weight (lb) Existing Roof Dead Load 207 350 72450 100% 11.00 796950 Snow Load per lBC 2605.3.1 (2) 207 350 72450 100% 0.00 0 Walls (Parallel to N/S) Length Height Area % Solid Weight (psf) Weight (lb) Exterior: Concrete 414 19 7866 80% 75 471960 Walls (Parallel to E/W Length Height Area % Solid Weight (psf) Weight IN Exterior: Concrete 700 19 13300 80% 75 798000 Note: The wall height used for this analysis is equal to half of the top Weight of Existing Structure: I 2066910 lb story height plus the parapet height. 10% Check - Diaphragm (N/S Direction) Weight of Roof Diaphragm 796950 lb Weight of E/W Walls 79800011b 10% of Existing Weight 159495 lb Approx. Weight of EV System 11806 lb Percent Increase 0.74% <10% 159495 lb > 11806 lb, Therefore OK 10% Check - Diaphragm (E/W Direction) Weight of Roof Diaphragm 7969501b Weight of N/S Walls 471960 lb 10% of Existing Weight 126891 lb Approx. Weight of EV System 11806 lb Percent Increase 0.93% <10% 126891 lb > 11806 lb, Therefore OK Per CEBC 504.3, ASCE 7-16 11b.4, and by inspection; the increase in the lateral demand/capacity ratio of the existing structure due to the installation of the EV charging system is less than 10%. Therefore, the existing structure may remain unaltered. 6/57 Eff";&7E Project: MaxGen Energy Services EV Retrofit -- Job #: 2019-08803 Date: 2/7/2020 Engineer: EMG EXISTING CONDITION COLUMN LOADING TABLE - FedEx-Carisbad (CLDA) Applied POINT LOAD -VERTICAL Column Spacing (ft) I Column Grid I Spacing I F Point I DL I J!L Point U. (kips) I Point I SL Point I (kis) EQ (kips) I Distance I I from base I I_(ft) (pf) DL LL SL COLUMN NAME Height ..JL. 11.00 20.00 0.00 . HSS 8 x 8 x 3/8 1 36.16 70.67 42.67 33.17 60.30 0.00 DCR = 0.7446 (See attached Enercalc calculation) NEW CONDITION COLUMN LOADING TABLE - FedEx-Carlsbad (CLDA) Applied - POINT LOAD - VERTICAL I POINT LOAD - HORIZONTAL Column Spacing (ft) I Column Grid Spacing (ft) F Point DL [ (kips) Point IL (kips) I Point 1 SL (kips) J Bm Reaction I from System" (kips) Point ] I EQ (kips) I Distance from base (ft) IPSO DL LL SL COLUMN NAME Height (ft) 11.00 20.00 0.00 HSS8x8x3/8 36.16 70.67 42.67 33.17 60.30 0.00 1.64 I 1.097 12 OCR = 0.7552 (See attached Enercalc calculation) See "Building Gravity Check for Bm Reaction See "Horizontal Telestrut to Column Check for EQ load Per IBC 3403.3 and by inspection, the column will not be subject to a net increase in loading greater than 5%. Therefore, the existing structure may remain unaltered. II 7,57 Project Title: MaxGen - FedEx - Engineer: EMG Project ID: EV Retrofit RZE Project Descr: Carlsbad (CLDA) Steel Column File O:2019PrcectsFedEx- Casbad19O8803lENGRCadsbad (CLDA)jColumn Loading.ec6. h Software copyfohtENERCALC, INC. 1902019, BuiId:10.19.1.25 . I lit it'i'eI.1.DJ'4:se •I.(:h:f4:I DESCRIPTION: (E) Condition Column Check Code References Calculations perAlSC 360-16. IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Steel Section Name: HSS8x8x3I8 Overall Column Height 36.16 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top Pinned, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 36.16 it K = 0.80 V-V (depth) axis: Unbraced Length for budding ABOUT X-X Axis = 36.16 ft, K = 0.80 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 1,360.13 lbs * Dead Load Factor AXIAL LOADS... Roof Loading: Axial Load at 36.160 ft, D = 33.170, LR = 60.30 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7446 : I Maximum Load Reactions.. Load Combination +1.20D+1.60Lr lop along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... lop along V-V 0.0 k Pu 137.916 k Bottom along V-V 0.0k 0.9Pn 185.228 k Mu-x 0.0 k-ft Maximum Load Deflections... 0.9*Mn.x: 101.430 k-ft Along V-V 0.0 in at 0.0ft above base Mu-y 0.0 k-ft for load combination: 0.9 * Mn-y: 101.430 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 0.0 k VnPhi:Allowable 0.0 k Load Combination Results -- Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLxJRx KyLy/Ry Stress Ratio Status Location +1.400 0.261 PASS 0.00 ft 1.00 1.00 111.98 111.98 0.000 PASS 0.00 ft +1.20D40.50Lr 0.386 PASS 0.00 ft 1.00 1.00 111.98 111.98 0.000 PASS 0.00 ft +1.20D 0.224 PASS 0.00 ft 1.00 1.00 111.98 111.98 0.000 PASS 0.00 ft +1.20D+1.6QLr 0.745 PASS 0.00 ft 1.00 1.00 111.98 111.98 0.000 PASS 0.00 It .'OgOD 0.168 PASS 0.00 It 1.00 1.00 111.98 111.98 0.000 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Aids Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ lop @ Base @ Top @ Base @ lop @ Base @ lop D Only 34.530 94.830 +D.0.750Lr 79.755 .0.600 20.718 Li Only 60.300 Extreme Reactions Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ lop @ Base @ Top @ Base @ lop @ Base @ Top Axial @ Base Maximum 94.830 8/57 Project Title: MaxGen - FedEx Engineer: EMG Project ID: EV Retrofit Project Descr: Carlsbad (CLDA) Steel Column File Q:2019 ProjectsFedEx - Casbad19_08803tENGRCadsbad (CWALICoIumn LoadIng.6 Software copydghtENERCALC, INC. 1983-2019, Buld:10.19.1.25 ILic. # : KW-0600284-4 •I1•J DESCRIPTION: (E) Condition Column Check Extreme Reactions Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Minimum 20.718 Reaction, X-X Axis Base Maximum 34.530 Minimum 34.530 Reaction, V-V Axis Base Maximum 34.530 Minimum 34.530 Reaction, X-X Axis Top Maximum 34.530 0 Minimum 34.530 Reaction, V-V Axis Top Maximum 34.530 Minimum 34.530 Moment X-X Axis Base Maximum 34.530 0 Minimum 34.530 Moment. V-V Axis Base Maximum 34.530 Minimum 34.530 Moment, X-X Axis Top Maximum 34.530 0 Minimum 34.530 Moment, V-V Axis Top Maximum 34.530 Minimum 34.530 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance O Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft +040.750Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft .0.600 0.0000 in 0.000 ft 0.000 in 0.000 It Li Only 0.0000 in 0.000 ft 0.000 in 0.000 It Steel Section Properties : HSS8x8x3!8 Depth = 8.000 in lxx = 100.00 in4 J = 160.000 mM Design Thick 0.349 in S xx = 24.90 in3 Width 8.000 in Rxx = 3.100 in Wall Thick = 0.375 in Zx = 29.400 in3 Area 10.400 in2 I yy = 100.000 ina4 C = 40.700 inA3 Weight = 37.614 pIt S yy 24.900 in3 Ryy 3.100 in Vcg 0.000 in 9/57 Project Title: MaxGen - FedEx Engineer: EMG Project ID: EV Retrofit Pm' Project Descr: Carlsbad (CLDA) Steel Column File Q:2Ol9 PolectsiFedEx - Cadsbad1LO8803ENGRCai1sbad (CLDALlColumn Loading.ec6. Software copyright ENERCAIC, INC. 1983-2019, Btdld:10.19.1.25. U IUT.'o'EuIiIiP.l;!! U I.fkiP.I DESCRIPTION: (E) Condition Column Check Sketches 934709 034709 +Y +x 10/57 Ws Project Title: MaxGen - FedEx Engineer: EMG Project ID: EV Retrofit Project Descr: Carlsbad (CLDA) Steel Column File = 0:2019 PmjectsFedEx - Carlsbadl9_08803\ENGRtCastsbad (Cl.DA)JCciumn Loading.ec6. 1 Software copyiight ENERCALC, INC. 1902019, Build:10.19.1.25. IITt'a'fiItuI')!l.e! Licensee . DESCRIPTION: (N) Condition Column Check Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Steel Section Name: HSS8x8x3I8 . Overall Column Height 36.16 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top Pinned, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT V-V Axis = 36.16 ft, K = 0.80 Y-Y (depth) axis: Unbraced Length for budding ABOUT X-X Axis = 36.16 ft. K = 0.80 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 1,360.13 lbs * Dead Load Factor AXIAL LOADS Roof Loading: Axial Load at 36.160 ft, D = 33.170, LR = 60.30 k System Load: Axial Load at 36.160 ft, 0 = 1.640k BENDING LOADS... Lat. Point Load at 12.0 ft creating Mx-x, E = 1.097k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7552 : 1 Maximum Load Reactions - Load Combination +1.200+1.60Lr Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.1612 k Pu 139.884 k Bottom along V-V 0.9358 k 0.9Pn 185.228 k Mu-x 0.0 k-ft Maximum Load Deflections... 0.9*Mnx: 101.430 k-ft Along Y-Y 0.1897 in at 18.201ft above base Mu-y 0.0 k-ft for load combination : E Only 0.9 * Mn-y: 101.430 k-ft Along X-X 0.0 in at O.Oft above base for load combination: PASS Maximum Shear Stress Ratio = 0.009315 : 1 Load Combination +1.20D+E Location of max.above base 0.0 ft At maximum location values are... Vu: Applied 0.9358 k Vn Phi: Allowable 100.461 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLxIRx KyLyIRy Stress Ratio Status Location +1.40D 0.273 PASS 0.00 ft 2.45 1.00 111.98 111.98 0.000 PASS 0.00 ft +1.20D+.5OLr 0.397 PASS 0.00 ft 2.45 1.00 111.98 111.98 0.000 PASS 0.00 ft +1.20D 0.234 PASS 0.00 ft 2.45 1.00 111.98 111.98 0.000 PASS 0.00 ft +1.20D+1.6OLr 0.755 PASS 0.00 ft 2.45 1.00 111.98 111.98 0.000 PASS 0.00 ft 40.90D 0.176 PASS 0.00 ft 2.45 1.00 111.98 111.98 0.000 PASS 0.00 ft +1.200*E 0.299 PASS 0.00 ft 2.45 1.00 111.98 111.98 0.009 PASS 0.00 ft '0.90D4E 0.176 PASS 36.16 ft 2.45 1.00 111.98 111.98 0.009 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ lop @ Base @ Top @ Base @ Top O Only 36.170 .*04r 96.470 '0*0.750Lr 81.395 40.60D 21.702 +O+0.70E 36.170 0.655 0.113 -5.135 11/57 Project Title: MaxGen - FedEx Engineer: EMG Project ID: EV Retrofit Project Descr: Carlsbad (CLDA) I Steel Column File Q:t2019 ProjectsFedEx - Caitsbad19_08803ENGR\CarIsbad (CLDA)JColumn Loading.ec6. Software coyrIgtitENERCALC, INC. 1983-2019, Build:10.19.1.25. DESCRIPTION: (N) Condition Column Check Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ lop .D+0.5250E 36.170 0.491 0.085 -3.851 .0.60D.0.70E 21.702 0.655 0.113 -5.135 Lr Only 60.300 E Only 0.936 0.161 -7.336 Extreme Reactions Axial Reaction X-X Axis Reaction It V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ lop @ Base @ lop @ Base @ lop Axial @ Base Maximum 96.470 Minimum 0.936 0.161 -7.336 Reaction, X-X Axis Base Maximum 36.170 Minimum 36.170 Reaction, V-V Axis Base Maximum 0.936 0.161 -7.336 Minimum 36.170 Reaction, X-X Axis Top Maximum 36.170 Minimum 36.170 Reaction, V-V Axis Top Maximum 36.170 Minimum 36.170 Moment, X-X Axis Base Maximum 36.170 Minimum -7.336 0.936 0.161 -7.336 Moment, V-V Axis Base Maximum 36.170 Minimum 36.170 Moment, X-X Axis Top Maximum 36.170 Minimum 36.170 Moment, V-V Axis Top Maximum 36.170 Minimum 36.170 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance D Only 0.0000 in 0.000 It 0.000 in 0.000 It 0.0000 in 0.000 It 0.000 in 0.000 It .040.750Lr 0.0000 in 0.000 It 0.000 in 0.000 It 40.60D 0.0000 in 0.000 It 0.000 in 0.000 It +O.0.70E 0.0000 in 0.000 It 0.133 in 18.201 It 4040.5250E 0.0000 in 0.000 It 0.100 in 18.201 It .0.60D+0.70E 0.0000 in 0.000 It 0.133 in 18.201 It Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 It E Only 0.0000 in 0.000 ft 0.190 in 18.201 It Steel Section Properties : HSS8x8x3i8 Depth 8.000 in I xx = 100.00 ina4 J = 160.000 inA4 Design Thick = 0.349 in S xx = 24.90 ine3 Width = 8.000 in Rxx = 3.100 in Wall Thick 0.375 in Zx = 29.400 ine3 Area = 10.400 in2 I yy = 100.000 mM c 40.700 inA3 Weight 37.614 pIt Syy 24.900 ine3 Ryy = 3.100 in Vcg 0.000 in 12/57 Ws Steel Column Project Title: MaxGen - FedEx Engineer: EMG Project ID: EV Retrofit Project Descr: Carlsbad (CLDA) File = 0:2019 ProjectsFedEx - Casbad19_08803ENGRCartsbad (CL)A)JCctumn Loading.ec6 DESCRIPTION: (N) Condition Column Check Sketches +Y C 0 0 13/57 P Project: MaxGen - FedEx --Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Equipment Attachment Loading for Dispenser Unit - (Seismic Force) Chapter 13 Equipment Properties: Mechanical or Electrical Component W, = 270 lbs Component Operating Weight ASCE 7-16: 13.6 Seismic Design Coefficients: SDS = 1.5 l = 1.0 Component Design Coefficients: a = 1.0 R = 2.5 00 = 1.0 Short Period Spectral Response Acceleration Component Importance Factor Component Amplification Factor Component Response Modification Factor Overstrength Factor ASCE 7-16 Section 11.4.5 ASCE 7-16 Section 13.1.3 ASCE 7-16 Table 13.6-1 ASCE 7-16 Table 13.6-1 ASCE 7-16 Table 13.6-1 Attachment Conditions: h = 30 ft Average Roof Height of Structure with Respect to Base Z = 30 ft Height in Structure of Point of Attachment of Component Horizontal Seismic Force Calculation: FPH = (0.4)apSDsWP*[1+2(z/h)] / (R/I) ASCE 7-16 Equation 13.3-1 F H = 0.720 W, <=Governing Force Fp,H(max) = (1.6)S05lW ASCE 7-16 Equation 13.3-2 FpH(max) = 2.400 WP Fp.H(mln) = (0.3)S05IW ASCE 7-16 Equation 13.3-3 FpH(min) = 0.450 W Vertical Seismic Load Effect: FP,V= ±(0.2)SDSWP ASCE 7-16 Equation 12.14-6 FP.v = 0.300 W Seismic Force Summary - with 0 Horizontal Force: F H = 0.72*Wp*0.= 194 lbs Vertical Force: Fv = 0.3*Wp= 81 lbs 14/57 [7 Project: MaxGen - FedEx --Job #: EV Retrofit IfLN Date: 2/7/2020 Engineer: PZSE Equipment Attachment Loading for Cable Retractor -(Seismic Force) Chapter 13 Equipment Properties: Mechanical or Electrical Component ASCE 7-16: 13.6 W, = 50 lbs Component Operating Weight Seismic Design Coefficients: SOS = 1.5 Ip = 1.0 Component Design Coefficients: ap = 1.0 R = 2.5 00 = 1.0 Short Period Spectral Response Acceleration Component Importance Factor Component Amplification Factor Component Response Modification Factor Overstrength Factor ASCE 7-16 Section 11.4.5 ASCE 7-16 Section 13.1.3 ASCE 7-16 Table 13.6-1 ASCE 7-16 Table 13.6-1 ASCE 7-16 Table 13.6-1 Attachment Conditions: h = 30 ft Average Roof Height of Structure with Respect to Base Z = 30 ft Height in Structure of Point of Attachment of Component Horizontal Seismic Force Calculation: FP H = (0.4)aSosW*[1+2(z/h)] / (R/I) ASCE 7-16 Equation 13.3-1 FP.H = 0.720 W, <=Governing Force Fp,H(max) = (1.6)S05lW ASCE 7-16 Equation 13.3-2 FpH(max) = 2.400 WP Fp.H(min) = (0.3)S05lW ASCE 7-16 Equation 13.3-3 FpH(min) = 0.450 WP Vertical Seismic Load Effect: FP,V = ±(0.2)S0 Wp ASCE 7-16 Equation 12.14-6 FP,v = 0.300 W Seismic Force Summary - with C). Horizontal Force: FH = 0.72*Wp*0= 36 lbs Vertical Force: FP V = 0.3*Wp= 15 lbs 15/57 PZE Equipment Loading for Dispenser Unit - (Seismic Force) Chapter 15 Project: MaxGen - FedEx --Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Equipment Properties: Mechanical or Electrical Component ASCE 7-16: 15.4 W,, = 270 lbs Supporting Frame is a non-building structure similar to a building and is OCBF per table 15.4-1 Seismic Design Coefficients: SOS = 1.5 'p = 1.0 Comoonent Design Coefficients: R = 3.25 n.= 2.0 Horizontal Seismic Force Calculation: C. = SOS /(/le) C. = 0.462 W, Vertical Seismic Load Effect: FP,V = ±(0.2)S05W FP,v = 0.300 W,, Short Period Spectral Response Acceleration Component Importance Factor Component Response Modification Factor overstrength Factor ASCE 7-16 Section 11.4.5 ASCE 7-16 Section 13.1.3 ASCE 7-16 Table 15.4-1 ASCE 7-16 Table 15.4-1 ASCE 7-16 Equation 12.8-2 ASCE 7-16 Equation 12.14-6 Seismic Force Summa Members - without fib Horizontal Force: C3 = 0.462Wp= Vertical Force: FP V = 0.3*Wp Connections - with fib Horizontal Force: C. = 0.462*Wp*().= Vertical Force: Fv = 0.3*Wp 125 lbs 81 lbs 249 lbs 81 lbs 16/57 Project: MaxGen - FedEx --Job #: EV Retrofit PZN Date: 2/7/2020 Engineer: PZSE Equipment Loading for Cable Retractor -(Seismic Force) Chapter 15 Equipment Properties: Mechanical or Electrical Component ASCE 7-16: 15.4 W,, = 50 lbs Supporting Frame is a non-building structure similar to a building and is OCBF per table 15.4-1 Seismic Design Coefficients: 5DS = 1.5 l = 1.0 Comoonent Design Coefficients: R = 3.25 D. = 2.0 Horizontal Seismic Force Calculation: C. = 5D5 / (R/le) C, = 0.462 W, Vertical Seismic Load Effect: FP,V = ±(0.2)SDsWP FP,V = 0.300 W, Short Period Spectral Response Acceleration ASCE 7-16 Section 11.4.5 Component Importance Factor ASCE 7-16 Section 13.1.3 Component Response Modification Factor ASCE 7-16 Table 15.4-1 Overstrength Factor ASCE 7-16 Table 15.4-1 ASCE 7-16 Equation 12.8-2 ASCE 7-16 Equation 12.14-6 Seismic Force Summary Members - without Do Horizontal Force: C, = 0.462*Wp= 23 lbs Vertical Force: FP,v = 0.3*Wp= 15 lbs Connections - with Do Horizontal Force: C = 0.462*Wp*D.= 46 lbs Vertical Force: FP V = 0.3*Wp= 15 lbs 17/57 Project: MaxGen - FedEx --Job #: EV Retrofit PZN Date: 2/7/2020 Engineer: PZSE Equipment Loading for Support Frame - (Seismic Force) Chapter 15 Equipment Properties: Mechanical or Electrical Component ASCE 7-16: 15.4 W, = 14.75 plf Supporting Frame is a non-building structure similar to a building and is OCBF per table 15.4-1 Seismic Design Coefficients: SDS = 1.5 I,, = 1.0 Comoonent Design Coefficients: R = 3.25 = 2.0 Horizontal Seismic Force Calculation: C5 = SDS /(R/le) C, = 0.462 W, Short Period Spectral Response Acceleration ASCE 7-16 Section 11.4.5 Component Importance Factor ASCE 7-16 Section 13.1.3 Component Response Modification Factor ASCE 7-16 Table 15.4-1 overstrength Factor ASCE 7-16 Table 15.4-1 ASCE 7-16 Equation 12.8-2 Vertical Seismic Load Effect: FP,V = FP,V = 0.300 W, Seismic Force Summary Members - without Do Horizontal Force: C. = 0.462*Wp= 6.81 plf Vertical Force: Fxv = 0.3*Wp= 4.43 plf Connections - with fib Horizontal Force: C. = 0.462*Wp*Q= 13.62 plf Vertical Force: FP,v = 0.3*Wp= 4.43 plf ASCE 7-16 Equation 12.14-6 18/57 P17 Project: MaxGen FedEx -- Job #: EV Retrofit If'L_ -: Date: 2/7/2020 Engineer: PZSE System Loading and Reactions DL LL ELX ELZ ELY I ASCE ASD I 1 0 0 0 0 2 ASCE ASD 2 1 1 0 0 0 3 ASCE ASD 5 1.21 0 0.7 0 0.3 4 ASCE ASD 5 1.21 0 0 0.7 0.3 5 JASCE ASD 5 1.21 0 1 0.7 0.21 0.3 6 ASCE ASD 5 1.21 0 0.21 0.7 0.3 7 ASCE ASD 6b 1.157 0.75 0.525 0 0.3 8 ASCE ASD 6b 1.157 0.75 0 0.525 0.3 9 ASCE ASD 6b 1.157 0.75 0.525 0.158 0.3 10 JASCE ASD 6b 1.157 0.75 0.158 0.525 0.3 11 ASCE ASD 8 0.39 0 1 0.7 0 0.3 12 ASCE ASD 8 0.39 0 0 0.7 0.3 13 ASCE ASD 8 0.39 0 0.7 0.21 0.3 14 ASCE ASD 8 (d) 0.39. 0 0.21 0.7 0.3 19/57 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE System Loading Description Value Unit Details Support Frame: 14.75 plf Dispenser Unit: 270 lbs Cable Retractor: 50 lbs Live Load at Dispenser Unit: 150 lbs Hanger Loading: Tributary Length = 20 If Dispensers = 1.0 ea Retractors = 2 ea Member Forces Max Vertical Member Force 844 lbs ASCE ASD 6b Connection Forces Max Vertical Connection Force 844 lbs ASCE ASD 6b Drops from rafters are spaced at 20 O.C. Dispensers spacing at 10' O.C. (tributary quantity rounded up) Dispensers include (2) retractors each. 20/57 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE System Loading Description Value Unit Details Support Frame: 14.75 plf Dispenser Unit: 270 lbs Cable Retractor: 50 lbs Live Load at Dispenser Unit: 150 lbs Connection at Column Loading: Tributary Length = 20 If Dispensers = 1.0 ea Retractors = 2 ea Member Forces Max In-Plane Member Force 75 lbs ASCE ASD 6b Max Vertical Member Force 844 lbs ASCE ASD 6b Max Out of Plane Member Force 236 lbs ASCE ASD 6b Connection Forces Max In-Plane Connection Force 129 lbs ASCE ASD 5 Max Vertical Connection Force 805 lbs ASCE ASD 5 Max Out of Plane Connection Force 430 lbs ASCE ASD 5 Connections to columns are spaced at 20 O.C. Dispensers spacing at 10 O.C. (tributary quantity rounded up) Dispensers include (2) retractors each. ) 21/57 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE System Loading Description Value Unit Details Support Frame: 14.75 plf Dispenser Unit: 270 lbs Cable Retractor: 50 lbs Live Load at Dispenser Unit: 150 lbs In-Plane Brace Loading: Tributary Length = 40 If Dispensers = 2.0 ea Retractors = 4 ea Member Forces Max In-Plane Member Force 472 lbs ASCE ASD 6b Max Vertical Member Force 549 lbs ASCE ASD 6b Max Out of Plane Member Force 150 lbs ASCE ASD 6b Connection Forces Max In-Plane Connection Force 795 lbs ASCE ASD 6b Max Vertical Connection Force 549 lbs ASCE ASD 6b Max Out of Plane Connection Force 150 lbs ASCE ASD 6b In-Plane bracing max tributary length is 40. Dispensers spacing at 10' O.C. Dispensers include (2) retractors each. 22/57 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE System Loading Description Value Unit Details Support Frame: 14.75 plf Dispenser Unit: 270 lbs Cable Retractor: 50 lbs Live Load at Dispenser Unit: 150 lbs Out of Plane Brace Loading: Tributary Length = 20 If Dispensers = 1.0 ea Retractors = 2 ea Member Forces Max In-Plane Member Force 75 lbs ASCE ASD 6b Max Vertical Member Force 275 lbs ASCE ASD 6b Max Out of Plane Member Force 236 lbs ASCE ASD 6b Connection Forces Max In-Plane Connection Force 75 lbs ASCE ASD 6b Max Vertical Connection Force 275 lbs ASCE ASD 6b Max Out of Plane Connection Force 397 lbs ASCE ASD 6b Out of Plane bracing max tributary length is 20. Out of Plane loading can be doubled due to parallel systems bracing one another. Dispensers spacing at 10' O.C. Dispensers include (2) retractors each. 23/57 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE System Loading Description Value Unit Details Support Frame: 14.75 plf Dispenser Unit: 270 lbs Cable Retractor: 50 lbs Live Load at Dispenser Unit: 150 lbs Out of Plane to Main Structure Loading: Tributary Length = 20 If Dispensers 1.0 ea Retractors = 2 ea Member Forces Max In-Plane Member Force 75 lbs ASCE ASD 6b Max Vertical Member Force 275 lbs ASCE ASD 6b Max Out of Plane Member Force 236 lbs ASCE ASD 6b Connection Forces Max In-Plane Connection Force 75 lbs ASCE ASD 6b Max Vertical Connection Force 275 lbs ASCE ASD 6b Max Out of Plane Connection Force 397 lbs ASCE ASD 6b Out of Plane bracing max tributary length is 20. Out of Plane loading can be doubled due to parallel systems bracing one another. Dispensers spacing at 10 O.C. Dispensers include (2) retractors each. 24/57 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE System Loading Description Value Unit Details Support Frame: 14.75 plf Dispenser Unit: 270 lbs Cable Retractor: 50 lbs Live Load at Dispenser Unit: 150 lbs Brace to Column Loading: Tributary Length = 20 If Dispensers = 1.0 ea Retractors = 2 ea Member Forces Max In-Plane Member Force 75 lbs ASCE ASD 6b Max Vertical Member Force 275 lbs ASCE ASD 6b Max Out of Plane Member Force 236 lbs ASCE ASD 6b Connection Forces Max In-Plane Connection Force 75 lbs ASCE ASD 6b Max Vertical Connection Force 275 lbs ASCE ASD 6b Max Out of Plane Connection Force 397 lbs ASCE ASD 6b Beracing to columns are spaced at 20 O.C. Dispensers spacing at 10 O.C. (tributary quantity rounded up) Dispensers include (2) retractors each. 25/57 P Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Equipment Connections ¶ OF PARKING STALLS Il I I'll VARIES - SEE PLAN IMIN, 2MAX 1;t P1000 © RETRACTOR PER MANFR I <25# CKNJE DISP NSER WI 1265# ---1---- BRACING PER SD-i WHERE OCCURS SEE PLAN 11,-I 114" - ii12 MAX f Ya SITE STALL WIDTH IE ABOVE FF AIR HANGER RAIL STIFFENER (2) #12 SDSTS, DISPENSER TO TOP RAIL, INSTALLED PER MNFR SPECS BY OTHERS RTRCTR CHANJE DISPENSER SECTION RAIL 26/57 L9I Project: MaxGen - FedEx -- Job #: EV Retrofit r'_ Date: 2/7/2020 Engineer: PZSE Dispenser to Support Assembly Loading Description Value Unit Reference Horizontal Force: 0.266 kips Vertical Force: 0.111 kips Connection to Support Assembly Description Value Unit Reference Connection Description and Fastener Type: Dispenser Unit to Support Frame (4) #12 SDST Screws Fastener Diameter: #12 Fastener Quantity: 4 Shear Capacity Shear Demand: 0.377 kips Shear Capacity (Per Screw): 0.280 kips OSHPD Shear Capacity (Total): 1.120 kips DCR: 0.337 <1, Therefore O.K. Tensile Capacity Tension Demand: 0.266 kips Tension Capacity (Per Screw): 0.124 kips OSHPD Tension Capacity (Total): 0.496 kips DCR: 0.537 <1, Therefore O.K. 27/57 PZE Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Support Assembly Rail 1• #IOSDST@ IT CC EA SIDE & (3)#1O @ T CC EA SIDE @ ENDS BACK-TO-BACK UNPUNCKED CONT 800S200-54 TOP RAIL STIFFENER TOP RAIL _J '- 1/2"0 MB WITH CHANNEL II II NUTS © 24" MAX II II BETWEEN HANGERS & (2) II II 1/20 MB © 6 OC © EA J END OF STUD SECTION TOP RAIL STIFFENER BOTTOM RAIL 1I2'0 MB WITH CHANNEL NUTS © 24" MAX ALONG LENGTH OF BOTTOM RAIL .i•iui ii 28/57 L9I Project: MaxGen - FedEx -- Job•#: EV Retrofit Ir'_ Date: 2/7/2020 Engineer: PZSE Dispenser to Support Assembly Loading Description Value Unit Reference Self Weight of Support Assembly: 14.75 plf Weight of Dispenser and Retractors: 370 lbs Uniform Load Along Top Rail: 4.54 plf Uniform Load Along Bottom Rail: 2.27 plf Equipment Load at Dispenser: 171 lbs Top Rail of Support Assembly Description Value Unit Reference Description: Top Rail Vertical Loading P5001 Maximum Span: 20 ft Moment Capacity Maximum Moment Demand (Midpoint): 31.050 kip-in Moment Capacity: 48.180 kip-in Unistrut DCR: 0.644 <1, Therefore O.K. Description Value Unit Reference Description: Top Rail Out of Plane Loading 800S200-54 Back to Back Maximum Span: 24 ft Moment Capacity Maximum Moment Demand (Midpoint): 10.069 kip-in Moment Capacity: 43.400 kip-in SSMA OCR: 0.232 <1, Therefore O.K. Bottom Rail of Support Assembly Description Value Unit Reference Description: Bottom Rail Out of Plane Loading P5000 Maximum Span: 24 ft Material Capacity Maximum Moment Demand (Midpoint): 8.108 kip-in Section Modulus: 0.533 in Unistrut Maximum Stress in Strut: 15.213 ksi Yield Strength of Strut: 33.000 ksi Unistrut Factor of Safety: 0.600 Capacity of Strut: 19.800 kip-in Unistrut DCR: 0.768 <1, Therefore O.K. 29/57 (E o`14 x3 112 L6x4x3I8 L6x4x3/8 xO'-4 LLV W (4) 5/16"0 HOLES AT VERT LEG & 9116" 0 HOLE FOR IlANGEF P1498 WI 5/16" PRE-STRETCHED AIRCRAFT CABLE WI CRIMP, TYP 314- PZE Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Hanger from Wood Member WOOD MEMBER 30/57 PZE Project: MaxGen - FedEx -- Job#: EV Retrofit Date: 2/712020 Engineer: PZSE Hanger to Wood Member Loading Description Value Unit Reference Horizontal Force (Members): 0.000 kips Horizontal Force (Connections): 0.000 kips Vertical Force (Members): 0.844 kips Vertical Force (Connections): 0.844 kips Connection to Support Assembly Description Value Unit Reference Connection Description and Fastener Type: Hanger to DF#1 Rafter (6) #12 SDST Screws Fastener Diameter: #12 Embedment Depth: 3.5 in Fastener Quantity: 6 Lumber Grade: DF#1 Load Duration Factor, CD: 1.6 NDS 18 Table 2.3.2 Shear Capacity Shear Demand: Shear Capacity (Per Screw): Embedment Reduction Factor: Shear Capacity (Total): DCR: 0.844 kips 0.201 kips NDS 18 Table 12K 1.000 NDS 18 Eq. 12.2-2 1.930 kips 0.438 <1, Therefore O.K. Withdrawal Capacity Ttoperew = (V * X / Y) / (# of screws at top) 2.5 in 5.25 in # of Screws at Top: 2.0 Tension Demand - T 0 : 0.201 kip Withdrawal Capacity (Per Inch, Per Screw): 0.154 kips/in NDS 18 Eq. 12.2-2 Withdrawal Capacity (Total): 1.724 kips DCR: 0.117 <1, Therefore O.K. Hankinson Formula Ze = Zparr' * Zperpi (Zparr * sin2O + Zperp' * cos20) Shear per Screw: 0.141 kips Tension per Screw: 0.201 kips 8: 34.99 Z91: 0.71 kips Resultant Force: 0.245 kips DCR: 0.347 <i Therefore O.K. 31/57 PZ Project: MaxGen - FedEx --.Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Hanger at Bottom Flange -------------------------------- I -- - - - - -- - - ------------------ / I I I I / I I "S- (E) OWSJ GIRDER I I / I =r Up F = ----------------------- 5S / •5, I P2785, P1000 TO (E) OWSJ BOTTOM CHORD HANG AT VERTICAL MEMBER P50 -01 1/2"ø ATR WI P5001 PLATE WASHER OWSJ TYP AND HEX NUT, TYP P1498 W/ 5/16" PRE-STRETCHED AIRCRAFT CABLE WI CRIMP. TYP owSJ P2785 EA SIDE, U BOLT SNUG TO (E) OWSJ 3 MIN LD' PREDRILL 9116" 0 HOLE AND—/ '—P5001 0 ATR ATTACH ATR HANGER 'S —PLATE WASHER BEFORE INSTALLING P2785 P5001 AND 112"0 HEX NUT & oWSJ SECTION A-A 32/57 Project: MaxGen - FedEx -- Job #: EV Retrofit ir Date: 2/7/2020 Engineer: PZSE Hanger at Bottom Flange of Member Loading Description Value Unit Reference Horizontal Force (Members): 0.000 kips Horizontal Force (Connections): 0.000 kips Vertical Force (Members): 0.844 kips Vertical Force (Connections): 0.844 kips P5001 Span Description Value Unit Reference Connection Description and Fastener Type: Strut Spanning from Clamp to Clamp 135001 Maxiumum Span Between Clamps: 8 ft Strut Capacity Lateral Demand: 0.844 kip Maximum Allowable Load: 4.020 kips/ft Unistrut Point Load Reduction: 0.500 Unistrut Capacity: 2.010 kips DCR: 0.420 <.1, Therefore O.K. P1000 Span Description Value Unit Reference Connection Description and Fastener Type: Strut Spanning at Clamp P1000 Maxiumum Span Between Clamps: 1 ft Strut Capacity Lateral Demand: 0.844 kip Maximum Allowable Load: 1.690 kips/ft Unistrut Point Load Reduction: 0.500 Unistrut Capacity: 0.845 kips If DCR: 0.999 <1, Therefore O.K. P2785 Clamp Description Value Unit Reference Connection Description and Fastener Type: Clamp at Bottom of Beam P2785 Clamp Capacity Lateral Demand: 0.844 kip Maximum Allowable Load: 1.000 kips Unistrut OCR: 0.844 <1, Therefore O.K. 33/57 PZ Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Cable Hanger LE04Ir 04 LLVW (415#116' 0 HOLES AT VERT LEG & SilE0 HOLE FOR IOANGEE P 149 WI 5116" PIlE-STRETCHED AIRCRAFT CABLE WI CRIMP, TYP IN-PLANE BRACING PER P1941 ATEACI4 AIR TYP HANGER TO TOP .V7 ItJI ,f7RAILFTP S S• 1VP kP50W B P5001 TOP RAIL - - BOTTOM BRACE BETWEEN TOP AND 51 RAIL P2345. VERTICAL ROD fTVP AT OUT OF P1000 VERTICAL ROD LOCATIONS BOTTOM RAILS. FTP 5 BRACE TO TOP AND BOTTOM RAIL. TYP SD-I 0 J ABOVE FF PLANE BRACING SEE PLAN FOR lI..0. SECTION B-B 34/57 Project: MaxGen - FedEx -- Job #: EV Retrofit PZE Date: 2/7/2020 Engineer: PZSE Cable Hanger Loading Description Value Unit Reference Horizontal Force (Members): 0.000 kips Horizontal Force (Connections): 0.000 kips Vertical Force (Members): 0.844 kips Vertical Force (Connections): 0.844 kips Cable Description Value Unit Reference Connection Description and Fastener Type: Cable Bracing (1) 5/16" 7-19 Pre-stretched Aircraft Cable Cable Diameter: 5/16 in Cable Material: ASTM A1023 / A1023M-15 ASCE 19-16 Section 3.3.1 0.844 kips 4.200 kips 0.95 ASCE 19-16 Table 3-1 0.75 ASCE 19-16 Table 3-2 2.20 ASCE 19-16 Section 3.3.1 1.43 kips 0.590 <1, Therefore O.K. Cable Capacity S. (smaller of) = (Smin * Nf)/C) or (min * Nd)/O Tension Demand: Minimum Breaking Strength, Smin Fitting Reduction Factor, Nf: Deflector Reduction Factor, Nd: a: DCR: 35/57 HSS COLUMN. COLUMN CAP AND BOTTOM RAIL VERTICAL BRACE -N NOT SHOWN F0 CLARIT P1737 CLAM BOTTOM RAIL I COLUMN CAP, fl COLUMN CAP HSS 3x3x318 COLUMN Pza Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Breakaway Column VERTICAL BRACE ABOVE HS COLUMN, SEE DETAIL SD- P2227, VERTICAL BRACE TO BOTTOM RAIL AND HORIZONTAL BRACE BOTTOM RAIL - HORIZONTAL BRACE (WHERE OCCURS) 1 i 112"0 ThUR-BOLT WITH 24018 PLATE WASHER I EACH SIDE, COLUMN CAP TO COLUMN ! P1737 CLAMP, BOTTOM RAIL TO COLUMN CAP, TYP BOTTOM RAIL 11r 0 BOLT. •rvp SECTION B-B COLUMN CAP SIDE 4SS 3x3x318 COLUMN 00 NOT WELD HSS TO BASE PLATE TffENANCHOR IiE bz #6 MACHINE SCREW BASE PLATE SLAB ON GRADE (5' MIN) 11-111— 36/57 Ii r Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Breakaway Column Loading Description Value Unit Reference Vertical Force (Members): 0.844 kips Vertical Force (Connections): 0.844 kips In-Plane Loading - Normal to Rail (Members): 0.472 kips In-Plane Loading - Normal to Rail (Connections): 0.795 kips Out of Plane Loading - Normal to Rail (Members): 0.472 kips Loading for I I Systems Out of Plane Loading - Normal to Rail (Connections): 0.795 kips Loading for II Systems Connection at Column to Cap Description Value Unit Reference Connection Description and Fastener Type: Column to Cap (1) 1/2 Through Bolt Diameter: 1/2 in Grade: A307 Quantity: 1 Shear Capacity Shear Demand: 1.639 kips F: 27.000 ksi R: 10.603 kips 0: 2 Table J3.2- AISC MANUAL Double Shear Ra: 5.301 kips DCR: 0.309 <1, Therefore O.K. Tensile Capacity Tension Demand: 0.000 kips F: 45.000 ksi Table .13.2-AISC MANUAL R: 8.836 kips 0: 2 Ra: 4.418 kips DCR: 0.000 <1, Therefore O.K. Combined Shear and Tension Check Check Combined Loading: Check Required Section J3.7 - AISC Manual Nominal Tensile Stress Modified for Shear Effect, F: 30.676 kips R: 6.023 kips 0: 2 Ra: 3.012 kips Maximum Tension Load: 0.795 kips DCR: 0.53 <1, Therefore O.K. 37/57 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Column Description Value Unit Reference Connection Description and Fastener Type: Column Under System Rail HSS 3 x 3 x 3/8 Column: HSS 3x3x3/8 Yield: 50.000 ksi Bumper Deformation, : 3.000 in Bumper Deformation, & 0.250 ft Weight of Truck, w: 6.000 kips Velocity of Truck, V: 3.000 mph Velocity of Truck, V: 4.400 ft/sec Truck Deceleration Time, t: 0.250 sec Gravity, g: 32.2 ft/sec' Column Check = V, * t - 1/2 * a * t2 F=w* a/g M = F * a *b / I Acceleration, a: 27.200 ft/sec2 F: 5.068 kips Ground to Bumper, a: 3.000 ft Bumper to Frame, b: 8.000 ft Length of Column, I: 11.000 ft M: 11.058 kip-ft ZREQ =M/(.75* F,) ZREQ: 3.539 in' Z HSS 3x3x3/8: 3.250 in' Connection to Base Plate Description Value Unit Reference Connection Description and Fastener Type: Column to Base Plate (4) #6 SDST Screws Fastener Diameter: #6 Area: 0.0150 in Fastener Quantity: 4 Fastener Capacity Z/ZREQ: 0.918 Design to Shear Screws: 0.900 FOESIGN: 4.561 kips F,: 100.000 ksi 1554 Gr105 F: 120.000 120% of F. 72.000 60% of F F. DESIGN: 79.200 110% of AREQ: 0.058 in AT.",: 0.060 in Column Equivalent Description Value Unit Reference F(Q: 4.738 kips ZREQ: 3.308 in' Therefor a HSS 3 x 3 x 3/8 works 38/57 Project: MaxGen - FedEx -- Job #: EV Retrofit rL Date: 2/7/2020 Engineer: PZSE Support Assembly Line to Line or Line to Column Brace P1953 PLATE WITH END HOLES FILLED, TOPI BOTTOM RAIL-\ -. TOP RAIL TO HORIZONTAL BRACE I I -=--=--=--=--=-- rt LnLu BRACE 112 0 BOLT, TYP P2227 CLIP, VERTICAL ROD VERTICAL ROD BRACE II I - BRACE TO TOP RAIL. 1/2'0 BOLT TYP FRONT ELEVATION AiR HANGER j- P1953 PLATE TOP RAIL -vi HORIZONTAL BRACE - P2227 CLIP jj' II - VERTICAL ROD BRACE SIDE ELEVATION A 39/57 PZE Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Support Assembly Line to Line or Line to Column Brace Loading Description Value Unit Reference Horizontal Force at Roof (Members): 0.000 kips Horizontal Force at Roof (Connections): 0.000 kips Vertical Force (Members): 0.844 kips Vertical Force (Connections): 0.844 kips In-Plane Loading - Normal to Rail (Members): 0.472 kips In-Plane Loading - Normal to Rail (Connections): 0.795 kips Out of Plane Loading - Normal to Rail (Members): 0.472 kips Loading for II Systems Out of Plane Loading - Normal to Rail (Connections): 0.795 kips Loading for II Systems Top Rail Loading at Brace Description Value Unit Reference Description: Top Rail Loading P5001 Maximum Span: 12 ft In-Plane Loaidng Capacity (Normal to Brace Rail) Maximum Demand: 0.315 kips Maximum Allowable Load: 4.390 kips Unistrut OCR: 0.072 <1, Therefore O.K. Bottom Rail Loading at Brace Description Value Unit Reference Description: Bottom Rail Loading P5000 Maximum Span: 12 ft In-Plane Loaidng Capacity (Normal to Brace Rail) Maximum Demand: 0.157 kips Maximum Allowable Load: 0.980 kips Unistrut OCR: 0.161 <1, Therefore O.K. 40/57 PZH Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Brace to Column Assembly - -. (E) COLUMN TOP AND BOTTOM RAIL-' P1359-J RAIL TO (E) COLUMN. TOP & BOTTOM (TOTAL 2 PER RAIL) SECTION A-A M14x75 BLINDBOLT. TYP TO COLUMN 1W 0 BOLT TYP N-- RAIL TO (E) COLUMN, TOP & BOTTOM (TOTAL 2 PER RAIL) TOP AND BOTTOM RAIL - 1(20 BOLT, M14x75 BLINOBOLT, TVP TO COLUMN ELEVATION 41/57 PZE Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Brace to Column Loading Description Value Unit Reference Vertical Force (Members): 0.275 kips Vertical Force (Connections): 0.275 kips In-Plane Loading - Normal to Rail (Members): 0.075 kips In-Plane Loading - Normal to Rail (Connections): 0.075 kips Out of Plane Loading - Normal to Rail (Members): 0.236 kips Out of Plane Loading - Normal to Rail (Connections): 0.397 kips Connection to Column Description Value Unit Reference Connection Description and Fastener Type: Support Assembly to Column (4) M14 Blind Bolts Diameter: 14 mm Quantity: 4 Shear Capacity Shear Demand: 0.275 kips 4.820 kips The Blind Bolt C)R: (Total): 19.280 kips DCR: 0.014 ci, Therefore O.K. Tensile Capacity Tension Demand: 0.397 kips 3.680 kips The Blind Bolt OR, (Total): 14.720 kips DCR: 0.027 <1, Therefore O.K. 42/57 PLU Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Connection to Support Frame Description Value Unit Reference Connection Description and Fastener Type: Support Assembly to Column (4) 1/2" Bolts Diameter: 1/2 in Grade: A307 Quantity: 4 Shear Capacity - Bolt Shear Demand: 0.397 kips F: 27.000 ksi Table J3.2- AISC MANUAL R: 5.301 kips 0: 2 Ra: 2.651 kips R. (Total): 10.603 kips DCR: 0.037 <1, Therefore O.K. Tensile Capacity - Bolt Tension Demand: 0.275 kips F: 45.000 ksi Table J3.2- AISC MANUAL R: 8.836 kips C): 2 Ra 4.418 kips Ra (Total): 17.671 kips DCR: 0016 <1, Therefore O.K. Combined Shear and Tension Check- Bolt Check Combined Loading: No Check Required Section J3.7 - AISC Manual Slip Capacity - Nut Slip Demand: 0.397 kips Slip Resistance: 1.500 ksi Unistrut Slip Resistance (Total): 6.000 kips DCR: 0.066 <1, Therefore O.K. 43,57 Pza Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Suporrt Assembly to Column Connection P1934 TYP M14x75 BLIND BOLT TYP WO ATTACHMENT BOLTS PER STh DETAILS P1001 " 0 ATTACHMENT BOLTS TYP 800S200-54 BACK-TO-BACK STOP 800S200-54 AT COLUMNS P1001 ir II COLUMN II II SECTION A-A 44/57 PZE Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Support Assembly Direct Connection to Column Loading Description Value Unit Reference Vertical Force (Members): 0.844 kips Vertical Force (Connections): 0.805 kips In-Plane Loading - Normal to Rail (Members): 0.075 kips In-Plane Loading - Normal to Rail (Connections): 0.129 kips Out of Plane Loading - Normal to Rail (Members): 0.472 kips Loading for II Systems Out of Plane Loading - Normal to Rail (Connections): 0.859 kips Loading for I I Systems Connection to Column Description Value Unit Reference Connection Description and Fastener Type: Support Assembly to Column (4) M14 Blind Bolts Diameter: 14 mm Quantity: Shear Capacity Shear Demand: 0.934 kips ORB: 4.820 kips The Blind Bolt ORB: (Total): 19.280 kips OCR: 0.048 <1, Therefore O.K. Tensile Capacity Tension Demand: 0.859 kips 3.680 kips The Blind Bolt OR (Total): 14.720 kips OCR: 0.058 <1, Therefore O.K. 45/57 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Connection to Support Frame Description Value Unit Reference Connection Description and Fastener Type: Support Assembly to Column (4) 1/2" Bolts Diameterf 1/2 in Grade: A307 Quantity: 4 Shear Capacity - Bolt Shear Demand: 0.988 kips F: 27.000 ksi Table J3.2- AISC MANUAL R: 5.301 kips C]: 2 Ra: 2.651 kips R. (Total): 10.603 kips OCR: 0.093 <1, Therefore O.K. Tensile Capacity - Bolt Tension Demand: 0.805 kips F: 45.000 ksi Table J3.2- AlSC MANUAL R: 8.836 kips 0: 2 Ra: 4.418 kips R. (Total): 17.671 kips DCR: 0.046 <1, Therefore O.K. Combined Shear and Tension Check - Bolt Check Combined Loading: No Check Required Section J3.7 - AlSC Manual Slip Capacity - Nut Slip Demand: 0.129 kips Slip Resistance: 1.500 ksi Unistrut Slip Resistance (Total): 6.000 kips OCR: 0.021 <1, Therefore O.K. 46/57 Pl000x0'-r PZ Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Cable Brace Connection - Parallel to Roof Member - 5 7-19 PRE-STRETCHED AIRCRAFT CABLE W/ CRIMP & THIMBLE 114" x 2" SOS SCREW THROUGH 5116" - PREDRILLED HOLE IN P1000 (TOTAL 3) (2) Y7 A307 BOLT 1 LN EMBER SECTION A-A 47,57 ZUn Project: MaxGen - FedEx -- Job #: EV Retrofit 1 Date: 2/7/2020 Engineer: PZSE Cable Brace Parallel to Roof Member Connection Loading Description Value Unit Reference Vertical Force (Members): 0.549 kips Envelope Loading Vertical Force (Connections): 0.549 kips Envelope Loading Horizontal Force (Members): 0.472 kips Envelope Loading Horizontal Force (Connections): 0.795 kips Envelope Loading Loading Along Brace Angle T = F * sin(0) + FH * cos(0) Angle (Max): 53.13° Angle (Mm): 26.57° TOM (Members): 0.723 kips TOMM (Connections): 0.916 kips TOMIN (Members): 0.668 kips TOMIN (Connections): 0.956 kips Connection to Roof Member Description Value Unit Reference Connection Description and Fastener Type: Brace to DF#2 Rafter (3) 1/4 SDST Screws Fastener Diameter: 1/4 in Embedment Depth: 2.5 in Fastener Quantity: 3 Lumber Grade: DF#2 Load Duration Factor, CD: 1.6 NDS 18 Table 2.3.2 Shear Capacity Shear Demand: 0.956 kips Shear Capacity (Per Screw): 0.222 kips NDS 18 Table 12K Embedment Reduction Factor: 1.000 NOS 18 Eq. 12.2-2 Shear Capacity (Total): 1.066 kips DCR: 0.897 <1, Therefore O.K. 48/57 Project: MaxGen - FedEx -- Job #: EV Retrofit PZE Date: 2/7/2020 Engineer: PZSE Connection to P1000 Description Value Unit Reference Connection Description and Fastener Type: Brace to P1000 (2) 1/2" Bolts Diameter: 1/2 in Grade: A307 Quantity: 2 Shear Capacity - Bolt Shear Demand: 0.956 kips F: 27.000 ksi Table J3.2- AISC MANUAL R: 5.301 kips C): 2 Ra 2.651 kips R. (Total): 5.301 kips DCR: 0.180 <1, Therefore O.K. Combined Shear and Tension Check - Bolt Check Combined Loading: No Check Required Section J3.7 - AISC Manual Slip Capacity - Nut Slip Demand: 0.956 kips Slip Resistance: 1.500 ksi Unistrut Slip Resistance (Total): 3.000 kips DCR: 0.319 <1, Therefore O.K. 49/57 j ) PZ Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Cable Brace Connection - Connection to Frame 5116"7-19 PRE-STRETCHED 1 L- AIRCRAFT CABLE W/ CRIMP THIMBLE ® LOOP, TYP 314 MIN SPF 200 AT LONGITUDINAL 3RACING :OR CLARITY SKEWED 2MAX BRACING (WHERE OCCURS) 11 OPRAIL fj_ - SPLICE WHERE OCCURS PER IL 3/4 MIN 2 MAX oo VERTICAL ROD BRACE P2325, CABLE BRACE TO VERTICAL ROD BRACE 50/57 Project: MaxGen - FedEx -- Job #: EV Retrofit PZE Date: 2/7/2020 Engineer: PZSE Cable Brace Perpendicular to Roof Member Connection Loading Description Value Unit Reference Vertical Force (Members): 0.549 kips Envelope Loading Vertical Force (Connections): 0.549 kips Envelope Loading Horizontal Force (Members): 0.472 kips Envelope Loading Horizontal Force (Connections): 0.795 kips Envelope Loading Loading Along Brace Angle T = F * sin(0) + FH * cos(C) Angle (Max): 53.13° Angle (Mm): 26.57° TOMAX (Members): 0.723 kips TOM (Connections): 0.916 kips TOMIN (Members): 0.668 kips TOMIN (Connections): 0.956 kips Connection at Top Rail Description Value Unit Reference Connection Description and Fastener Type: Brace to Support Frame at ATR Hanger (1) 1/2" Bolt Diameter: 1/2 in Grade: A307 Quantity: 1 Shear Capacity Shear Demand: 0.549 kips F: 27.000 ksi Table J3.2- AISC MANUAL R: 5.301 kips C]: 2 Ra: 2.651 kips DCR: 0.207 <1, Therefore O.K. Tensile Capacity Tension Demand: 0.795 kips F: 45.000 ksi Table J3.2- AISC MANUAL R: 8.836 kips Cl: 2 Ra 4.418 kips DCR: 0.180 <1, Therefore O.K. Combined Shear and Tension Check Check Combined Loading: No Check Required Section J3.7 - AISC Manual Nominal Tensile Stress Modified for Shear Effect, F': 49.180 kips R: 9.656 kips C]: 2 Ra: 4.828 kips Maximum Tension Load: 0.956 kips DCR: 0.30 <1, Therefore O.K. 51/57 AFSVEI Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Connection at Top to Bottom Rail Strut Description Value Unit Reference Connection Description and Fastener Type: Connection to Strut 1/2" A307 Bolt Diameter: 1/2 in Grade: A307 Quantity: 1 Shear Capacity - Bolt Shear Demand: 0.956 kips F: 27.000 ksi Table J3.2- AISC MANUAL R: 5.301 kips 0: 2 Ra 2.651 kips R. (Total): 2.651 kips OCR: 0.361 <1, Therefore O.K. Combined Shear and Tension Check - Bolt Check Combined Loading: No Check Required Section J3.7 - AISC Manual Strut Check Description: Bracing Connector 121000 Maximum Span: 2 ft Material Capacity Maximum Moment Demand (Midpoint): 2.834 kip-in Section Modulus: 0.290 in' Unistrut Maximum Stress in Strut: 9.771 ksi Yield Strength of Strut: 33.000 ksi Unistrut Factor of Safety: 0.600 Capacity of Strut: 19.800 kip-in Unistrut DCR: 0.493 <1, Therefore O.K. 52/57 PLU Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Cable Brace Loading Description Value Unit Reference Vertical Force (Members): 0.549 kips Envelope Loading Vertical Force (Connections): 0.549 kips Envelope Loading Horizontal Force (Members): 0.472 kips Envelope Loading Horizontal Force (Connections): 0.795 kips Envelope Loading Loading Along Brace Angle T = Fv * sin(0) + Fm * cos(0) Angle (Max): 53.13° Angle (Mm): 26.57° TeMAX (Members): 0.723 kips TOM (Connections): 0.916 kips TeMIN (Members): 0.668 kips TOMIN (Connections): 0.956 kips Cable Description Value Unit Reference Connection Description and Fastener Type: Cable Bracing (1) 5/16 7-19 Pre-stretched Aircraft Cable Cable Diameter: 5/16 in Cable Material: ASTM A1023 / A1023M-15 Cable Capacity S. (smaller of) = (5mm * Nf)/C) or (S In * Nd)/Q Tension Demand: Minimum Breaking Strength, 5mm: Fitting Reduction Factor, N,: Deflector Reduction Factor, Nd: C): Sa DCR: ASCE 19-16 Section 3.3.1 0.723 kips 4.200 kips 0.95 ASCE 19-16 Table 3-1 0.75 ASCE 19-16 Table 3-2 2.20 ASCE 19-16 Section 3.3.1 1.43 kips 0.505 <1, Therefore O.K. 53/57 I I, Pzu Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 2/7/2020 Engineer: PZSE Nailer to Roof SEE PLANS FOR SIZE AND SPACING RAILS BELOW 1 1'IuIIN COUNTERSINK I 2" I SCREWS® (N) 4x12 (E)SUBPURLIN \ f(E)PURLIN -: - (2)16(E) - SUB-PURIJN TO - BLOCKING. EACH END Am- \-(E)PURLIN 114"x31I2SDS NOT SHOWN SCREWS @4" OC j STAGGERED (TOTAL 8) P2324. IN- PLANE--'--BRACING AT (N) 4x12, SEEfj\ 6"CLR MIN "'*"BRACING 114x I 112" SOS SCREWS @2" OC THROUGH 5116" PREDRILLED HOLES BRACING MAY LEAN UP TO 1:6 TO ACHIEVE W MIN CLR 54/57 Project: MaxGen - FedEx -- Job #: EV Retrofit PZ-H Date: 2/7/2020 Engineer: PZSE Nailer to Existing Roof Loading Description Value Unit Reference Vertical Force (Members): 0.549 kips Envelope Loading Vertical Force (Connections): 0.549 kips Envelope Loading Horizontal Force (Members): 0.472 kips Envelope Loading Horizontal Force (Connections): 0.795 kips Envelope Loading Loading Along Brace Angle T = F * sin(0) + FM * cos(0) Angle (Max): 53.13° Angle (Mm): 26.57° TOMAX (Members): 0.723 kips Tom (Connections): 0.916 kips TOMIN (Members): 0.668 kips TOMIN (Connections): 0.956 kips Connection to Roof Member Description Value Unit Reference Connection Description and Fastener Type: LVL Nailer to (E) DF#1 Rafter (8) 1/4 SDST Screws Fastener Diameter: 1/4 in Embedment Depth: 2.5 in Fastener Quantity: 8 Lumber Grade: DF#1 Load Duration Factor, CD: 1.6 NDS 18 Table 2.3.2 Shear Capacity Shear Demand: 1.344 kips Shear Capacity (Per Screw): 0.222 kips NDS 18 Table 12K Embedment Reduction Factor: 1.000 NDS 18 Eq. 12.2-2 Shear Capacity (Total): 2.842 kips DCR: 0.473 <1, Therefore O.K. 55,57 P11 Wood Beam Ie Project Title: MaxGen - Fedex Engineer: PZSE Project ID: Project Descr: EV Retrofit Software copyñqhtENERCALC. INC. 1983-2019. Build:10.19.1.25 DESCRIPTION: (N) 4x12 Purlin (8) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,600.0 psi Ebend- xx 1,600.0 ksi Fc - Pill 1,100.0 psi Eminbend - xx 580.0ksi Wood Species :Douglas Fir- Larch Fc - Perp 625.0 psi Wood Grade : Select structural Fv 170.0 psi Ft 950.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 4x12 Span =8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: 0 = 0.8440 k @4.0 ft, (Hanger Load) Point Load: E = 0.4120 k @4.0 ft, (Brace Loading) aximum Bending Stress Ratio = 0.1801 Maximum Shear Stress Ratio = 0.112:1 Section used for this span 4x12 Section used for this span 4x12 lb : Actual = 285.46ps1 fv : Actual = 17.07 psi FB : Allowable = 1,584.00psi Fv: Allowable = 153.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 4.000ft Location of maximum on span 7.066 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio = 8354 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.033 in Ratio = 2929 >=180 Max Upward Total Deflection 0.000 in Ratio = 0080 56/57 Project Title: MaxGen - Fedex Engineer: PZSE Project ID: PZE Project Descr: EV Retrofit Wood Beam le 012019 P,ojectsedEx- Hawthorne (HHRA)19j6215lENGRtfI) 8 Nailer and 6' Connector_2020.1.13.ec6. I Software cooyrIqhtENERCALC. INC. 1983-2019. Build:10.19.1.25 DESCRIPTION: (N) 48 Purlin (6') CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,600.0 psi Ebend- xx 1,600.0ksi Fc - PrIl 1,100.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : Select structural Fv 170.0 psi Ft 950.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 4x8 Span =6.oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D = 0.8440 k @ 3.0 ft, (Hanger Load) Point Load: E = 0.4120 k @ 3.0 ft, (Brace Loading) ilximum Bending Stress Ratio = Section used for this span fb:Actual = FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.270 1 Maximum Shear Stress Ratio 4x8 Section used for this span 505.16psi fv: Actual 1,872.00 psi Fv: Allowable D Only Load Combination 3.000ft Location of maximum on span Span 111 1 Span # where maximum occurs 0.018 in Ratio= 3974 >=360 0.000 in Ratio= 0<360 0.051 in Ratio= 1420'=180 0.000 in Ratio= 0<180 = 0.168:1 4x8 = 25.73 psi = 153.00 psi DOnly = 0.000 ft = Span #1 57/57 ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenida Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControIencinajpa.com %%cSTCWATtN AUOR0V t-. Date: 41612020 Business Name: FedEx Street Address:2495 Faraday Ave. Carlsbad, CA. 92010 Email Address:dwalkupcmaxgen.com PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) EJ Check all below that are present at your facility: o Acid Cleaning o Assembly o Automotive Repair o Battery Manufacturing o Biofuel Manufacturing o Biotech Laboratory o Bulk Chemical Storage o Car Wash o Chemical Manufacturing o Chemical Purification o Dental Offices Dental Schools Dental Clinics o Dry Cleaning o Electrical Component Manufacturing o Fertilizer Manufacturing o Film/X-ray Processing Food Processing Glass Manufacturing Industrial Laundry Ink Manufacturing Laboratory Machining/Milling Membrane manufacturing (i.e. water filter membranes) Metal Casting/Forming Metal Fabrication Metal Finishing Electroplating Electroless Plating Anodizing Coating (i.e. phosphating) Chemical Etching/Milling Printed Circuit Board Manufacturing Metal Powders Forming Nutritional Supplement/Vitamin Manufacturing Painting/Finishing Paint Manufacturing Personal Care Products Manufacturing Pesticide Manufacturing/ Packaging Pharmaceutical Manufacturing (including precursors) Porcelain Enameling Power Generation Print Shop Research and Development Rubber Manufacturing Semiconductor Manufacturing Soap/Detergent Manufacturing Waste Treatment/Storage New Business? Yes j No @ SIC Code(s) if known: Date operation began/will begin:__________________ Tenant Improvement? Yes El No[] If yes, briefly describe improvement: Installation of indoor EV chargers for FedEx fleet vehicle use and associated electrical eauiøment. Description of operations generating wastewater (discharged to sewer, hauled or evaporated): None Estimated volume of industrial wastewater to be discharged (gal/ day): 0 List hazardous wastes generated (type/volume): None Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes 0 Date: No 1l Page 1 of 2 ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenida Encinas, Carlsbad CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com The commercial enterprises listed below are a partial listing of businesses that are exempt from industrial wastewater discharge permitting under normal operating conditions. They are exempt because (a) they discharge no process wastewater (i.e., they only discharge sanitary wastewater with no pollutants exceeding any local limits), and (b) they have no potential to negatively impact the EWPCF or other wastewater treatment plants in the ESS. Any questions regarding exemptions should be referred to EWA Source Control staff. Automobile Detailers Barber/Beauty Shops Business/Sales Offices Cleaning Services Carpet/Upholstery Childcare Facilities Churches Community Centers Consulting Services Contractors Counseling Services Educational Services (no auto repair/film developing) Financial Institutions/Services Fitness Centers Gas Stations (no car wash/auto repair) Grocery Stores (no film developing) Residential based Businesses Hotels/Motels (no laundry) Laundromats Libraries Medical Offices (no x-ray developing) Mortuaries Museums Nail Salons Nursing Homes Office Buildings (no process flow) Optical Services Pest Control Services (no pesticide repackaging for sale) Pet Boarding/Grooming Facilities Postal Services (no car wash/auto repair) Public Storage Facilities Restaurants/Bars Retail/Wholesale Stores (no auto repair/film developing) Theaters (Movie/Live) CERTIFICATION STATEMENT I certify that the information above is true and correct to the best of my knowledge. Signature; -- ______________ Print Name: Douglas Walkup DATE:. 4/6/2020 Facility Contact:___ Title: ENCINA WASTEWATER AUTHORITY 6200 AVENIDA ENCINAS, CARLSBAD, CA Phone: 760-438-3941 Fax: 760-476-9852 SourceControItencinaipa.com Page 2 of 2 SAN DIEGO REGIONAL I OFFICE USE ONLY HAZARDOUS MATERIALS 'PLAN 'RECORD ID #_______________________________ CHECK #___________________ QUESTIONNAIRE SP DATE I I Business Name Business Contact Telephone # Maxgen Energy Services Project Address City State Zip Code I APN# 1209-050-33-00 Mailing Address City State Zip Code I Plan File# 1690 Scenic Ave. Costa Mesa CA 92010 Project Contact Applicant E-mail Telephone # 714-697-3494 771 Doug Walkup dwalkup@maxgen.com me following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): 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: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives Compressed Gases 6. Oxidizers 10. Cryogenics Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials Flammable Solids 8. Unstable Reactives 12. Radloactives Corrosives Other Health Hazards None of These. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES ,9 (for new construction or remodeling projects) 0 Is your business listed on the reverse side of this form? (check all that apply). 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 MII your business use an existing or install an underground storage tank? 0 Will your business store or handle Regulated Substances (CalARP)? 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 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). If the answer to any of the Diego, CA 92123. CalARP Exempt Date Initials CalARP Required Date Initials CalARP Complete Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 aocdcomp(sdcountv.ca.gov (858) 586-2650). [*No stamp required if 01 Yes and 03 Yes and 04-06 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate bums; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES N9 0 Will the project disturb 160 square feet or more of existing building materials? 0 Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (w.sdapcd.orp/info/facts/ermits.odfl for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school Briefly describe business activities: Briefly describe proposed project: Shipinq wharehouse I Installation of indoor EV chargers for FedEx fleet vehicle use and associated electrical equipment. I declare under penalty of perjury that to the best of my knowledge and belief tIle respnqsPs_rV. 'therftio are true and correct. Douglas Walkup ( '5.4ti. 04 / 06 I 2020 Name of Owner or Authorized Agent Signature of uwner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:____________________________________________________________________ BY: DATE: / I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR occupcv COUNTY-HMD APCD COUNTY-HMD APCD COUNTY-HMD APCD A stamp in this box gj3jy exempts businesses from completing or updating a Hazardous materials business Plafl. Other permitting requirements may stuii apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division (City of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. NOTE: The following type of permits are not required to fill out this form •• Patio I + Decks 1 + PME (w/o panel upgrade) + Pool 4 If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. 4 Details on CAP ordinance requirements are available on the city's website. 4 A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form. Application Information Project Name/Building Permit No.: FedEx CDLA BP No.: Property Address/APN: 2495 Faraday Ave. Carlsbad, CA. 92010 Applicant Name/Co.: Doug Walkup I Chanje Energy Inc. Applicant Address: 12824 Cerise Ave. Hawthorne, CA. 90250 Contact Phone: 714-697-3494 Contact Email: dwalkup©maxgen .óom Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address: Contact Email: Applicant Signature: Date: 4/6/2020 B-50 Page 1 of 6 Revised 08/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, rattach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from workshee7t $_18,000 Construction Type Complete Section(s) Notes: I A high-rise residential building is 4 or more stories, including a E Residential Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor areaisresidentialuse 0 New construction 2A, 3A, 1B,2B, 4A 3B 4A 0 Additions and alterations: BPV < $60,000 N/A N/A All residential additions and alterations BPV 2! $60,000 1A 4A 4A 1-2 family dwellings and townhouses with attached garages O Electrical service panel upgrade only ' only *Multi-family dwellings only where interior finishes are removed BPV 2! $200,000 1A, 4A* 16, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed EZ Nonresidential 0 New construction 1B, 26, 313, 46 and 5 121 Alterations: Approximately 25 sq. ft for the installation of indoor overhead EV Chargers. 0 BPV ~! $200,000 or additions 2! 1,000 1B, 5 sauare feet BPV 2! $1,000,000 1 1B, 26, 5 Building alterations of 2! 75% existing gross floor area 2! 2,000 sq. ft. new roof addition I 26, 5 1 also applies if BPV 2! $200,000 CAP Ordinance Compliance Checklist Item Check the appropriate boxes, explain all not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) sections 1821.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for more information when completing this section. A. D Residential addition or alteration? $60,000 building permit valuation. 0 N/A___________________________ See CMC section 18.30.190. 0 Exception: Home energy score? 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements Before 1978 Select one: O Duct sealing 0 Attic insulation 0 Cool roof 0 Attic insulation 1978 and later Select one: Ughting package 0 Water heating Package Between 1978 and 1991 Select one: Duct sealing 0 Attic insulation 0 Cool roof 1992 and later Select one: Ughting package 0 Water heating package B. 0 Nonresidential* new construction or alterations? $200,000 building permit valuation, or additions? 1,000 square feet. 0 N/A___________________________ Updated 8/15/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix A5, Division A5.2 - Energy Efficiency. A5.203.1.1 Choose one: 0.1 Outdoor lighting 0.2 Warehouse dock seal doors .3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) 0 NIA_____________________________ 0.4 Daylight design PAFs 0.5 Exhaust air heat recovery A5.203.1.2.1 Choose one as applicable: 0.95 Energy budget 0.90 Energy budget o N/A_____________________________ A5.211.1 On-site renewable energy o N/A_____________________________ A5.211.3 0 Green power (if offered by local utility provider, 50% minimum renewable sources) o N/A___________________________ A5.212.1 Elevators and escalators 0 N/A___________________________ A5.213.1 Steel framing 0 N/A______________________ * Includes hotels/motels and high-rise residential buildings For alterations a $1,000,000 BPV and affecting >75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply with CMC 18.30.130 instead. 2. Photovoltaic Systems 0 Residential new construction (for low-rise residential building permit applications submitted after 111120). Refer to 2019 California Energy Code section 160.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (2B below) instead. 2) If project includes installation of an electric heat pump water heater pursuant to CMC 18.30.150(8) (high-rise residential) or 18.30.170(B) (low-rise residential), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional sheets if necessary) CFA #d.u. Calculated kWdc* Exception 0 0 Total System Size: kWdc kWdc (CFAx.572) /1,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. fl Nonresidential new construction or alterations ?$1,000,000 BPV and affecting 275% existing floor area, or addition that increases roof area by 22,000 square feet Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-rise residential and hotellmotel buildings. Choose one of the following methods: O Gross Floor Area (GFA) Method GFA: Mm. System Size: kWdc 0 If < 10,000s.f. Enter: 5 kWdc If a 10,000s.f. calculate: 15 kWdc x (GFA/1 0,000) ** **Round building size factor to nearest tenth, and round system size to nearest whole number. 0 Time- Dependent Valuation Method Updated 8/15/2019 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy Use:' X.80= Mm. system size: kWdc Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A 0 Residential and hotel/motel new construction Please refer to CIVIC sections 18.30.150 and 18.30.170 when completing this section. For systems serving individual dwelling units choose one: O Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) Heat pump water heater AND PV system .3 kWdc larger than required in CIVIC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) O Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors El Exception: For systems serving multiple dwelling units, install a central water-heating system with all of the following: Gas or propane water heating system Recirculation system per CIVIC 18.30.150(6) (high-rise residential, hotel/motel) or CIVIC 18.30.170(B) (low- rise residential) O Solar water heating system that is either: .20 solar savings fraction O .15 solar savings fraction, plus drain water heat recovery O Exception: B. 0 Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. Water heating system derives at least 40% of its energy from one of the following (attach documentation): - 0 Solar-thermal 0 Photovoltaics 0 Recovered energy Water heating system is (choose one): Heat pump water heater Electric resistance water heater(s) oSolar water heating system with .40 solar savings fraction 0 Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist 14. Electric Vehicle Charging A Residential New construction and major alterations* Please refer to Carlsbad Ordinance CIVIC section 18.21.140 when completing this section. 0 One and two-family residential dwelling or townhouse with attached garage: 0 One EVSE Ready parking space required 0 Exception: 0 Multi-family residential: 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculations: Total EVSE spaces .10 x Total parking (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces - EVSE Installed (EVSE other maybe "Capable," "Ready" or "Installed.") Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building pemift valuation ? $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), aerations have a building permit valuation 24200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B. 2 Nonresidential new construction (includes hotels/motels) Exception: Private use by FedEx fleet vehicles Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces 0-9 1 1 10-25 2 1 26-50 4 2 51-75 6 3 76-100 9 5 101-150 12 6 151-200 17 9 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 8/15/2019 City of Carlsbad Climate Action Plan Consistency Checklist 5. [1 Transportation Demand Management (TDM): Nonresidential ONLY An approved Transportation Demand Management (1DM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a 1DM plan. If 1DM is applicable to your permit, staff will contact the applicant to develop a site-specific 1DM plan based on the permit details. Employee ADT Estimation for Various Commercial Uses ii1?111? 31 Office (all)2 20 13 Restaurant 11 11 Retai13 8 4.5 Industrial 4 3.5 Manufacturing 4 3 Warehousing 4 1 i Unless otherwise noted, rates estimated from ITE Trip Generation Manual, lOmEdition 2 For all office uses, use SANDAG rate of 20 ADT/1 ,000 sf to calculate employee ADT Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses maybe subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/1000 x 20 = 409 Employee ADT Retail: 9,334 sf First 1,000 sf= 8ADT 9,334 sf - 1,000 sf = 8,334 sf (8,334 sf/1,000 x 4.5) + 8 = 46 Employee ADT Acknowledgment: I acknowledge that the plans submitted may be subject to the City of Cedsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a 1DM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: —________________ Date: 4/6/2020 Person other than Applicant to be contacted for TOM compliance (if applicable): Name (Printed): Phone Number Email Address: Updated 8/15/2019 PERMIT REPORT city of Carlsbad Print Date: 08/25/2020 Permit No: PREV2020-0095 Job Address: 2495 FARADAY AVE, CARLSBAD, CA 92010-7225 Status Closed - Finaled Permit Type: BLDG-Permit Revision Work Class Commercial Permit Revisi Parcel #: 2090503300 Valuation: $ 0.00 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Project Title: Description: FEDEX: FIELD CHANGES Track #: Lot #: Project #: Plan #: Construction Type: Orig. Plan Check #: CBC2020-0146 Plan Check #: Applied: Issued: Finaled Close Out: Inspector: Final Inspection: 06/30/2020 07/09/2020 08/25/2020 Property Owner: Contractor: BH ENTERPRISES MAXGEN ENERGY SERVICES CORPORATION 2495 FARADAY AVE 1690 SCENIC AVE CARLSBAD, CA COSTA MESA, CA 92626-1410 (949) 629-8838 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $168.75 Total Fees: $ 203.75 Total Payments To Date : $ 203.75 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov CCity of Carlsbad " I I . I I- , 4 1 1 PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number CBC2O2O-04'l 46 Plan Revision Number P)I2.o2oY Project Address 2495 Faraday Ave. General Scope of Revision/Deferred Submittal: Change in structural bracing to include removing the breakaway columns from the original submission and Electrical changes. Also included a letter outlining all changes. CONTACT INFORMATION: Name Doug Walkup Phone 714-697-3494 Address 1690 Scenic Ave. City Costa Mesa Zip 92626 Email Address dwalkupmaxgen.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. I. Elements revised: IUI Plans III Calculations LI Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Partially Location of equipment changed E-I DC Junction were added E-2.I Revised Single line diagram, conduit & wire schedule E3.1 Added new DC Junction box. E-5 Columns were removed, and bracing was added. S-I to S-5 New Bracing detail SD-1 to SD-3 New Notes added SN-I Does this revision, in any way, alter the exterior of the project? LI Yes II No Does this revision add ANY new floor area (s)? LI Yes LI No Does this revision affect any fire related issues? LI Yes Iii No Is this a complete set? I Yes £Signature Doug Walkup [:1 No A Digitally signed by Doug Walkup / Date: 2020.06.16 13:43:24 -0700 Date 6/16/2020 1635 Faraday Avenue, Carlsbad, CA 92008 th: 760-602- 2719 f: 760-602-8558 EM@Ibuilding@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuIttCompany ) DATE:. 7-8-20 APPLICANT /0 JURIS. JURISDICTION: City of Carlsbad ( PLAN CHECK #.: CBC2020-0146.PREV2020-0095 SET: I PROJECT ADDRESS: 2945 Faraday Avenue PROJECT NAME: FedEx EV Chargers (plan revision, electrical & structurer bracing) The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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. El 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. El 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. E EsGil staff did advisethe applicant that the plan check has been completed. Person contacted: Date contacted:1/J.O (byj/'1) Telephone #: Email: Mail Telephone Fax In Person LII REMARKS: By: Scott Humphrey EsGil 7-2-20 Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2020-0146.PREV2020-0095 7-8-20 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2020- 0 146.PREV2O2O-0095 PREPARED BY: Scott Humphrey DATE: 7-8-20 BUILDING ADDRESS: 2945 Faraday Avenue BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb 113y Ordinance Bldg. Permit Fee by Ordinance [] Plan Check Fee by Ordinance Type of Review: r :omplete Review rStructural Only E Repetitive Fee ' le peats IH F F w_Other Hourly I 1 Hrs. @ * Gill Fee I I F toLc I $135.001 Comments: Sheet of June 1, 2020 MaxGen Energy Services 1690 Scenic Ave Costa Mesa, CA 92626 TEL: (714) 454-0018 Attn.: Sage Lopez, Re: Job # FedEx-Carlsbad (CLDA) The following calculations are for the Structural Engineering Design of the Charging Station located at 2495 Faraday Ave., Carlsbad, CA 92010. U If you have any questions on the above, please feel free to call. Prepared By: PZSE, Inc. - Structural Engineers Roseville, CA 9MV 2000 . C%V1 1478 Stone Point Drive, Suite 190, Roseville, CA 95661 1 916.961.3960 F 916.961.3965 W www.pzse.com Page 1 of 55 Experience I Integrity I Empowerment P Project: MaxGen Energy Services EV Retrofit -- Job #: 2019-08803 Date: 6/1/2020 Engineer: EMG TABLE OF CONTENTS PAGE Design Loading 3 Existing Building 4 I Equipment Loading 14 LSystem Loading 19 Equipment Connections 26 L Rail Capacity 28 J Drop Hangers 31 Support Assembly "T" Brace to System 37 I Support Assembly hhlhl Brace to Column 39 System to Column 42 Cable Bracing 45 I i (N) Members 52 1 BUILDING CODE: CBC 2019 ASCE 7 VERSION: ASCE 7-16 RISK CATEGORY II IMPORTANCE FACTOR = See individual Calculations WIND SPEED = 97 EXPOSURE CATEGORY = B SEISMIC DESIGN CATEGORY = 0 Page 2 of 55 PZE Project: MaxGen Energy Services EV Retrofit --Job #: 2019-08803 Date: 6/1/2020 Engineer: EMG PROJECT DIMENSIONS & LOADING CRITERIA Governing code: ASCE 7-16 Site Name: FedEx-Carlsbad (CLDA) Description Variable Value Unit Building Characteristics: Building Width (E/W) B = 350.00 ft Building Width (N/S) L = 207.00 ft Roof Pitch: 0.25 in 12 0 = 1.2 degrees Eave height he = 34.00 ft Eave overhang OH = 0.00 ft Parapet Height h = 2.00 ft Ridge height h = 36.16 ft Roof Dead Load 11.00 psf (See Attached Calculation) Roof Live Load 20.00 psf Snow Loading Inputs: Ground Snow Load Pg 0 Reductions allowed? Yes Wind and Seismic Inputs: Risk Category II Table 1.5-1 Wind Loading Parameters: Exposure Category B Basic Wind Speed V = 97 mph Topographic Factor = 1.00 26.8 (Figure 26.8-1) Enclosure Classification = Enclosed Seismic Loading Parameters: http://earthpuake.usqs.gov Mapped Acceleration Parameter Ss = 0.956 g 11.4.1 and USGS maps Mapped Acceleration Parameter S = 0.35 g 11.4.1 and USGS maps 5D5 = 0.765 g Site Classification D 11.4.3 Site Coefficient Fa = 1.200 11.4.4 (Table 11.4-1) Site Coefficient F = 2.869 11.4.4 (Table 11.4-2) Calculation Loading Parameters: Mapped Acceleration Parameter SOS = 1.5 g Site Classification D 11.4.3 SITE SPECIFIC S05 IS LESS THAN 1.5 g, THEREFORE CALCULATION LOADING IS CONSERVATIVE ALL PROJECTS IN SCOPE CONSIST OF SINGLE-STORY WAREHOUSE TYPE FACILTIES W/Tc<TL. THEREFORE, 12.8-4 IS NOT APPLICABLE. Page 3 of 55 P7 Project: MaxGen Energy Services EV Retrofit -- Job #: 2019-08803 Date: 6/1/2020 Engineer: EMG ROOF LOADING -- FedEx-Carlsbad (CLDA) Description Variable Value Unit Existing Roof: Roof Pitch: 0.25 in 12 0 = 1.2 degrees Pitch Adjustment Factor 1.00 Rafter Span 42.67 feet Rafter Spacing 10.0 feet Roof Dead Loads: Roofing: Asphalt Composition Shingle 3.00 psf Decking: 1/2" Plywood or OSB 1.30 psf {after or Top Chord: 2x6 @ - 24 "O.C. 0.89 psf Rafter Insulation: Fiberglass 4 "Thick 0.16 psf [Miscellaneous: -- N/A-- 0.00 psf I Ceiling Directly Applied: -- N/A -- 0.00 psf Roof Pitch Adjustment: 0.00 psf Rafter Subtotal, Dr = 5.4 psf Beam/Purlin: 281-1-109 @ 120 "O.C. 0.45 psf Miscellaneous: Fire Sprinklers 3.00 Of Ceiling Joist or Bot. Chord: 60G8N11.8K @ 120 "O.C. 1.50 psf !Attic Floor: --N/A -- 000 psf 1 Ceiling Insulation: --N/A-- 876 "Thick 0.00 psf Roof Design Dead Load Roof Live Load Roof Snow Load Ceiling Subtotal, Dr = 5.0 psf Roundup? Yes Dr= 11.0 psf Pitch reduction? No Lr = 20.0 psf Pf = 0.0 psf Page 4 of 55 [f 7 Project: MaxGen Energy Services EV Retrofit -- Job #: 2019-08803 [ 1...EE Date: 6/1/2020 Engineer: EMG Building Gravity Check (IEBC 403): No gravity load is added to members smaller than or with lower Tributary Areas than the 60G8N11.8K @ 10' o.c. Specified Roof Live Load: Lo = 20.0 psf Area supported by Beam A = 427 sq. ft. Roof live load reduction (CBC 1607.12.2.1) R1= 0.77 R2= 1.00 Lr = 15.5 psf Uniform Roof Snow Load: 10.0 psf Existing Roof Dead Load: 11.00 psf Roof Live Load Duration Factor (Wood): 1 (NDS Table 2.3.2) Dead Load Duration Factor (Wood): 1 (NDS Table 2.3.2) Existing Roof Load (Total including Duration Factors) 26.5 psf Total Load Supported by Beam 11292 lbs Allowable 5% increase per IBC 3403.3 565 lbs Max Allowable Added Dead Load: 565 lbs Load Replacement Check Max Allowable Added Dead Load: 565 lbs Approx. Length of System Attaching to Beam: 21 ft Number of Chargers per Beam: 1 Number of Vertical Drops per Beam: 1 Weight of System: 14.75 lb/ft Weight of Chargers: 370 lbs Weight per Drop: 56 lbs Max Reaction for DL: 741.00 lbs Rafters per Drop: 2.00 Percent Load to (1) Rafter: 70% Max Reaction per Drafter: 518.70 518.7 psf < 565 psf, Therefore OK Per CEBC 503.3 and by inspection, portions of the roof that are impacted by installation of the EV charging assembly will not be subject to a net increase in loading greater than 5%. Therefore, the existing structure may remain unaltered. Page 5 of 55 PZ Project: MaxGen Energy Services EV Retrofit --Job #: 2019-08803 Date: 6/1/2020 Engineer: EMG Building Lateral Check (IEBC 402.4 & ASCE 7-16 11B.1): Weight of Existing Structure Roof Length (N/S) Width Area % Solid Weight (sfl Weight IN ffima Existing Roof Dead Load 207 350 72450 100% 11.00 796950 Snow Load per IBC 2605.3.1 (2) 207 350 72450 100% 0.00 0 Walls (Parallel to N/S) Length Height Area % Solid Weight (osfi Weight (lb) Exterior: Concrete 414 19 7866 80% 75 471960 Walls (Parallel to E/W) Length Height Area % Solid Weight (Dsfl Weight fib) Exterior: Concrete 700 19 13300 80% 75 798000 Note: The wall height used for this analysis is equal to half of the top Weight of Existing Structure: I 2066910 lb story height plus the parapet height. 10% Check -Diaphragm (N/S Direction) Weight of Roof Diaphragm 7969501b Weight of E/W Walls 7980001b 10% of Existing Weight 159495 lb Approx. Weight of EV System 11806 lb Percent Increase 0.74% <10% 159495 Ib> 11806 Ib, Therefore OK 10% Check - Diaphragm (E/W Direction) Weight of Roof Diaphragm 7969501b Weight of N/S Walls 471960 lb 10% of Existing Weight 126891 lb Approx. Weight of EV System 11806 lb Percent Increase 0.93% <10% 126891 Ib> 11806 lb. Therefore OK Per CEBC 504.3, ASCE 7-16 11b.4, and by inspection; the increase in the lateral demand/capacity ratio of the existing structure due to the installation of the EV charging system is less than 10%. Therefore, the existing structure may remain unaltered. Page 6 of 55 PZE Project: MaxGen Energy Services EV Retrofit --Job #: 2019-08803 Date: 6/1/2020 Engineer: EMG EXISTING CONDITION COLUMN LOADING TABLE - FedEx-Carlsbad (CLDA) Applied POINT LOAD - VERTICAL _________ _________ Column Column Grid r Point Point Distance (psf) Height Spacing Spacing I DL LL SL Point from base DL LL SL COLUMN NAME ffj_ (ft) (ft) (kips) (kips) EQ (kips) 11.00 20.00 0.00 HSS 8 x 8 a 3/8 1 36.16 70.67 42.67 33.17 60.30 0.00 DCR = 0.7446 (See attached Enercalc calculation) NEW CONDITION COLUMN LOADING TABLE - FedEx-Carlsbad (CLDA) Applied - POINT LOAD - VERTICAL DL LI SI COLUMN NAME Column Spacing (ft) F Column Grid Spacing (ft) POINT LOAD - HORIZONTAL (psf) F Point DL (kips) Point LI (kips) Point Height Point SI (kips) ERe EQb (kips) Distance from base (ft) 11.00 20.00 0.00 HSS8x8x3/8 36.16' 70.67 42.67 33.17 60.30 0.00 1.48 1.097 12 DCR = 0.7552 (See attached Enercaic calculation) See 'Building Gravity Check" for Bm Reaction See "Horizontal Telestrut to Column Check" for EQ load Per IBC 3403.3 and by inspection, the column will not be subject to a net increase in loading greater than 5%. Therefore, the existing structure may remain unaltered. Page 7 of 55 Project Title: MaxGen - FedEx Engineer: EMG Project ID: EV Retrofit P72 Project Descr: Carlsbad (CLDA) Steel Column - File 0:12019 ProjectslFedEx - Cadsbad19_O88O3lENGRlCañsbad (CLDA)JColumn Loadinec6. Software covñqhtENERCALC. INC. 1983-2019. Build:10.19.1.25. DESCRIPTION: (E) Condition Column Check Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Steel Section Name: HSS8x8X3I8 Overall Column Height 36.16 It Analysis Method: Load Resistance Factor Top & Bottom Fixity Top Pinned, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 36.16 ft, K = 0.80 V-V (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 36.16 ft, K = 0.80 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 1360.13 lbs * Dead Load Factor AXIAL LOADS... Roof Loading: Axial Load at 36.160 It, 0 = 33.170, LR = 60.30k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.7446 : 1 Maximum Load Reactions.. Load Combination +1.20D+1.60Lr Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along V-V 0.0 k Pu 137.916 k Bottom along V-V 0.0 k 0.9Pn 185.228 k Mu-x 0.0 k-ft Maximum Load Deflections 0.9Mn-x: 101.430 k-ft Along V-V 0.0 in at 0.0ft above base Mu-y 0.0 k-ft for load combination: 0.9 • Mn-y: 101.430 k-ft Along X-X 0.0 in at 0.0ff above base for load combination: PASS Maximum Shear Stress Ratio 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are... Vu : Applied 0.0 k Vn * Phi: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLxlRx KyLy/Ry Stress Ratio Status Location +1.40D 0.261 PASS 0.00 It 1.00 1.00 111.98 111.98 0.000 PASS 0.00 ft +1.20D+0.50Lr 0.386 PASS 0.00 It 1.00 1.00 111.98 111.98 0.000 PASS 0.00 It +1.20D 0.224 PASS 0.00 It 1.00 1.00 111.98 111.98 0.000 PASS 0.00 It +1.20D+1.60Lr 0.745 PASS 0.00 ft 1.00 1.00 111.98 111.98 0.000 PASS 0.00 It +0.90D 0.168 PASS 0.00 It 1.00 1.00 111.98 111.98 0.000 PASS 0.00 It Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My-End Moments Load Combination © Base @ Base @ Top © Base @ Top @ Base @ Top © Base © Top D Only 34.530 +D+Lr 94.830 +D+0.750Lr 79.755 +0.60D 20.718 Lr Only 60.300 Extreme Reactions Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base © Top © Base © Top Axial @ Base Maximum 94.830 Page 8 of 55 Project Title: MaxGen - FedEx Engineer: EMG Project ID: EV Retrofit Rza Project Descr: Carlsbad (CI-DA) Steel Column File 0:12019 ProjectslFedEx- Casbad19_08803lENGR\Cadsbad (CLDA)JColumn Loading.ec6. I Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.25 . I Lic. Licensee DESCRIPTION: (E) Condition Column Check Extreme Reactions Axial Reaction X-X Axis Reaction It V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top © Base @ Top Minimum 20.718 Reaction, X-X Axis Base Maximum 34.530 Minimum 34.530 Reaction, V-V Axis Base Maximum 34.530 Minimum 34.530 Reaction, X-X Axis lop Maximum 34.530 Minimum 34.530 Reaction, V-V Axis Top Maximum 34.530 Minimum 34.530 Moment, X-X Axis Base Maximum 34.530 Minimum 34.530 Moment, V-V Axis Base Maximum 34.530 0 Minimum 34.530 Moment, X-X Axis Top Maximum 34.530 0 Minimum 34.530 Moment, V-V Axis lop Maximum 34.530 0 Minimum 34.530 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr 0.0000 in 0.000 it 0.000 in 0.000 It +D+0.750Lr 0.0000 in 0.000 it 0.000 in 0.000 It +0.600 0.0000 in 0.000 It 0.000 in 0.000 It Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 It Steel Section Properties : HSS8x8x3i8 Depth = 8.000 in lxx = 100.00 inA4 J = 160.000 mM Design Thick 0.349 in S xx = 24.90 in A3 Width 8.000 in Rxx = 3.100 in Wall Thick 0.375 in Zx 29.400 inA3 Area = 10.400 inA2 I yy = 100.000 in"4 C = 40.700 1nA3 Weight = 37.614 plf Syy 24.900 inA3 Ryy = 3.100 in Vcg 0.000 in Page 9 of 55 Steel column IrT!a'eII.1IIuy4:e! DESCRIPTION: (E) Condition Column Check Sketches Project Title: MaxGen - FedEx Engineer: EMG Project ID: EV Retrofit Project Descr: Carlsbad (CLDA) File = 0:12019 PrectslFedEx - Cadsbad19_088031ENGRtarisbad Software copyright ENERCALC, IN a Page 10 of 55 'I Project Title: MaxGen - FedEx Engineer: EMG Project ID: EV Retrofit Project Descr: Carlsbad (CLDA) Steel Column Software (CLDA)Jcoiumn DESCRIPTION: (N) Condition Column Check Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Steel Section Name: HSS8x8x3I8 Overall Column Height 36.16 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top Pinned, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 36.16 ft, K = 0.80 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 36.16 ft, K = 0.80 Applied Loads . Service loads entered. Load Factors will be applied for calculations. Column self weight included: 1,360.13 lbs Dead Load Factor AXIAL LOADS... Roof Loading: Axial Load at 36.160 It, D = 33.170, LR = 60.30k System Load: Axial Load at 36.160 ft, D = 1.640k BENDING LOADS... Lat. Point Load at 12.0 ft creating Mx-x,E = 1.097k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio 0.7552 :1 Maximum Load Reactions.. Load Combination +1.20D+1.6OLr Top along X-X 0.0 k Location of max.above base 0.0 It Bottom along X-X 0.0 k At maximum location values are... Top along V-V 0.1612 k Pu 139.884 k Bottom along V-V 0.9358 k 0.9Pn 185.228 k Mu-x 0.0 k-ft Maximum Load Deflections 0.9Mn-x: 101.430 k-ft Along V-V 0.1897 in at 18.201ft above base Mu-y 0.0 k-ft for load combination: E Only 0.9 • Mn-y: 101.430 k-ft Along X-X 0.0 in at 0-Oft above base for load combination: PASS Maximum Shear Stress Ratio = 0.009315 :1 Load Combination +1.200+E Location of max.above base 0.0 ft At maximum location values are... Vu : Applied 0.9358 k Vn Phi: Allowable 100.461 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLxIRx KyLy/Ry Stress Ratio Status Location +1.40D 0.273 PASS 0.00 ft 2.45 1.00 111.98 111.98 0.000 PASS 0.00 It +1.20D+0.5OLr 0.397 PASS 0.00 It 2.45 1.00 111.98 111.98 0.000 PASS 0.00 ft +1.20D 0.234 PASS 0.00 ft 2.45 1.00 111.98 111.98 0.000 PASS 0.00 ft +1.20D+1.60Lr 0.755 PASS 0.00 It 2.45 1.00 111.98 111.98 0.000 PASS 0.00 It +0.90D 0.176 PASS 0.00 It 2.45 1.00 111.98 111.98 0.000 PASS 0.00 It +1.20D+E 0.299 PASS 0.00 It 2.45 1.00 111.98 111.98 0.009 PASS 0.00 It +0.90D+E 0.176 PASS 36.16 It 2.45 1.00 111.98 111.98 0.009 PASS 0.00 It Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k.ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ lop @ Base @ lop @ Base @ Top D Only 36.170 +D+Lr 96.470 +D+0.750Lr 81.395 +0.60D 21.702 +D+0.70E 36.170 0.655 0.113 -5.135 Page 11 of 55 WS Steel Column Project Title: MaxGen - FedEx Engineer: EMG Project ID: EV Retrofit Project Descr: Carlsbad (CLDA) Software copvriaht ENERcALc. INC. 1983-2019. Buitd:10.19.1.25 DESCRIPTION: (N) Condition Column Check Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base © Top @ Base © lop © Base @ Top +D+0.5250E 36.170 0.491 0.085 -3.851 +0.60D+0.70E 21.702 0.655 0.113 -5.135 Lr Only 60.300 EOnly 0.936 0.161 -7.336 Extreme Reactions Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value © Base © Base © Top © Base @ Top @ Base @ Top © Base © lop Axial @ Base Maximum 96.470 Minimum 0.936 0.161 -7.336 Reaction, X-X Axis Base Maximum . 36.170 Minimum 36.170 Reaction, V-V Axis Base Maximum 0.936 0.161 -7.336 Minimum 36.170 Reaction, X-X Axis lop Maximum 36.170 Minimum 36.170 Reaction, V-V Axis lop Maximum 36.170 Minimum 36.170 Moment, X-X Axis Base Maximum 36.170 Minimum -7.336 0.936 0.161 -7.336 Moment, V-V Axis Base Maximum 36.170 Minimum 36.170 Moment, X-X Axis Top Maximum 36.170 Minimum 36.170 Moment, V-V Axis Top Maximum 36.170 Minimum 36.170 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance O Only 0.0000 in 0.000 It 0.000 in 0.000 It +D+Lr 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.70E 0.0000 in 0.000 It 0.133 in 18.201 ft +D+0.5250E 0.0000 in 0.000 It 0.100 in 18.201 ft +0.60D+0.70E 0.0000 in 0.000 It 0.133 in 18.201 ft Ir Only 0.0000 in 0.000 It 0.000 in 0.000 It EOnly 0.0000 in 0.000 ft 0.190 in 18.201 It Steel Section Properties : HSS8x8x3I8 Depth = 8.000 in I xx = 100.00 inA4 J = 160.000 mM Design Thick = 0.349 in S xx = 24.90 inA3 Width 8.000 in Rxx 3.100 in Wall Thick = 0.375 in Zx = 29.400 1nA3 Area = 10.400 inA2 I yy = 100.000 inA4 C = 40.700 in A3 Weight = 37.614 plf Syy 24.900 inA3 Ryy 3.100 in Ycg 0.000 in Page 12 of 55 a. a I.10& Project Title: MaxGen - FedEx Engineer: EMG Project ID: EV Retrofit Project Descr: Carlsbad (CLDA) Steel Column - File 0:2019 PrcectslFedEx - Cau1sbad19_08803ENGRCadsbad (CL)A)JCotumn Loading.ec6. Software copyright ENERCALC, INC. 1983-2019, Build:10.19.115 I Lic. Licensee DESCRIPTION: (N) Condition Column Check Sketches Page 13 of 55 P79 Project: MaxGen - FedEx --Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Equipment Attachment Loading for Dispenser Unit -(Seismic Force) Chapter 13 EauiQment Properties: Mechanical or Electrical Component W, = 270 lbs Component Operating Weight Seismic Design Coefficients: ASCE 7-16: 13.6 SOS = 1.5 l, = 1.0 Comronent Design Coefficients: = 1.0 R = 2.5 C). = 1.0 Short Period Spectral Response Acceleration Component Importance Factor Component Amplification Factor Component Response Modification Factor Overstrength Factor ASCE 7-16 Section 11.4.5 ASCE 7-16 Section 13.1.3 ASCE 7-16 Table 13.6-1 ASCE 7-16 Table 13.6-1 ASCE 7-16 Table 13.6-1 Attachment Conditions: h = 30-ft Average Roof Height of Structure with Respect to Base z = 30 ft Height in Structure of Point of Attachment of Component Horizontal Seismic Force Calculation: FPH = (0.4)aPSDSWP [1+2(z/h)] / (R/l) ASCE 7-16 Equation 13.3-1 F H = 0.720 W <=Governing Force Fp,H(max) = (l.&)SDslpWp ASCE 7-16 Equation 13.3-2 FpH(max) = 2.400 W Fp.H(min) = (O.3)SDslpWP ASCE 7-16. Equation 13.3-3 FpH(min) = 0.450 WP Vertical Seismic Load Effect: FP.v = ±(0.2)SDSWP ASCE 7-16 Equation 12.14-6 FP'v = 0.300 W Seismic Force Summary - with CL. Horizontal Force: FPH = 0.72*Wp*a= - 194 lbs Vertical Force: Fv = 0.3*Wp= 81 lbs Page 14 of 55 Project: MaxGen - FedEx -- Job #: EV Retrofit PZE Date: 6/1/2020 Engineer: PZSE Equipment Attachment Loading for Cable Retractor - (Seismic Force) Chapter 13 EQuipment Properties: Mechanical or Electrical Component W,, = 50 lbs Component Operating Weight Seismic Design Coefficients: ASCE 7-16: 13.6 SOS = 1.5 Ip = 1.0 Component Design Coefficients: a = 1.0 R = 2.5 00 = 1.0 Short Period Spectral Response Acceleration Component Importance Factor Component Amplification Factor Component Response Modification Factor Overstrength Factor ASCE 7-16 Section 11.4.5 ASCE 7-16 Section 13.1.3 ASCE 7-16 Table 13.6-1 ASCE 7-16 Table 13.6-1 ASCE 7-16 Table 13.6-1 Attachment Conditions: h = 30 ft Average Roof Height of Structure with Respect to Base z = 30 ft Height in Structure of Point of Attachment of Component Horizontal Seismic Force Calculation: FP H = (0.4)aPSDSWPt[1+2(z/h)] / (R/l) ASCE 7-16 Equation 13.3-1 FPH = 0.720 W, <=Governing Force Fp.H(max) = (1.6)SDslpWp ASCE 7-16 Equation 13.3-2 FpH(max) = 2.400 WP FpH(min) = (0.3)SDslpWp ASCE 7-16 Equation 13.3-3 FpH(min) = 0.4S0 WP Vertical Seismic Load Effect: FP.v = ±(02)SDSWP ASCE 7-16 Equation 12.14-6 FP,v = 0.300 W,, Seismic Force Summary - with 0. Horizontal Force: F H = 0.72*Wp*0.= 36 lbs Vertical Force: Fp,v = 0.3*Wp= 15 lbs Page 15 of 55 PZE Equipment Loading for Dispenser Unit - (Seismic Force) Chapter 15 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: USE Equipment Properties: Mechanical or Electrical Component ASCE 7-16: 15.4 W = 270 lbs Supporting Frame is a non-building structure similar to a building and is OCBF per table 15.4-1 Seismic Design Coefficients: S's = 1.5 Short Period Spectral Response Acceleration l, = 1.0 Component Importance Factor Component Design Coefficients: R = 1.50 Component Response Modification Factor 00 = 1.0 Overstrength Factor P = 1.0 Redundancy Factor Horizontal Seismic Force Calculation: C. = 505 / (R/le) C = 1.000 W,, Vertical Seismic Load Effect: FP,v = ±(0.2)SDsWP FP.V = 0.300 W, Seismic Force Summary Members - without Do Horizontal Force: Eh = P*cs*wp= 270 lbs Vertical Force: Fv = 0.3*Wp= 81 lbs Connections - with 00 Horizontal Force: Eh = p*Cs*Wp*0.= 270 lbs Vertical Force: FP,v = 0.3*Wp= 81 lbs ASCE 7-16 Section 11.4.5 ASCE 7-16 Section 13.1.3 ASCE 7-16 Table 15.4-1 ASCE 7-16 Table 15.4-1 ASCE 7-16 12.3.4 ASCE 7-16 Equation 12.8-2 ASCE 7-16 Equation 12.14-6 Page 16 of 55 Project: MaxGen - FedEx -- Job #: EV Retrofit PZE Date: 6/1/2020 Engineer: PZSE Equipment Loading for Cable Retractor -(Seismic Force) Chapter 15 Equipment Properties: Mechanical or Electrical Component ASCE 7-16: 15.4 W, = 50 lbs Supporting Frame is a non-building structure similar to a building and is OCBF per table 15.4-1 Seismic Design Coefficients: SOS = 1.5 Short Period Spectral Response Acceleration ASCE 7-16 Section 11.4.5 l, = 1.0 Component Importance Factor ASCE 7-16 Section 13.1.3 Component Design Coefficients: R = 1.50 Component Response Modification Factor ASCE 7-16 Table 15.4-1 00 = 1.0 Overstrength Factor ASCE 7-16 Table 15.4-1- P = 1.0 Redundancy Factor ASCE 7-16 12.3.4 Horizontal Seismic Force Calculation: C = S0 / (R/le) ASCE 7-16 Equation 12.8-2 C = 1.000W, Vertical Seismic Load Effect: FP,v = ±(0.2)S05W ASCE 7-16 Equation 12.14-6 FP,V = 0.300 W, Seismic Force Summary Members - without 0o Horizontal Force: Eh = p*Cs*Wp= 50 lbs Vertical Force: Fv = 0.3*Wp= 15 lbs Connections - with flo Horizontal Force: Eh = p*Cs*Wp*0.= 50 lbs Vertical Force: Fv = 0.3*Wp= 15 lbs Page 17 of 55 PZ Project: MaxGen - FedEx --Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Equipment Loading for Support Frame - (Seismic Force) Chapter 15 Equipment Properties: Mechanical or Electrical Component ASCE 7-16: 15.4 W, = 14.75 plf Supporting Frame is a non-building structure similar to a building and is OCBF per table 15.4-1 Seismic Design Coefficients: SDS = 1.5 'p = 1.0 Component Design Coefficients: R = 1.50 00 = 1.0 P = 1.0 Short Period Spectral Response Acceleration Component Importance Factor Component Response Modification Factor Overstrength Factor Redundancy Factor ASCE 7-16 Section 11.4.5 ASCE 7-16 Section 13.1.3 ASCE 7-16 Table 15.4-1 ASCE 7-16 Table 15.4-1 ASCE 7-16 12.3.4 Horizontal Seismic Force Calculation: C. = SOS / (R/le) C5 = 1.000 W, Vertical Seismic Load Effect: FP,v = ±(0.2)S05W FP,v = 0.300 W, Seismic Force Summary Members - without Do Horizontal Force: Eh = p*Cs*wp 14.75 plf Vertical Force: FP,v = 0.3*Wp= 4.43 plf Connections - with Do Horizontal Force: Eh = p*Cs*Wp*0.= 14.75 plf Vertical Force: FP.v= 0.3*Wp= 4.43 plf ASCE 7-16 Equation 12.8-2 ASCE 7-16 Equation 12.14-6 Page 18 of 55 L9I Project: MaxGen - FedEx -- Job #: EV Retrofit If_ Date: 6/1/2020 Engineer: PZSE System Loading and Reactions DL LL ELX ELZ ELY I ASCE ASD I 1 0 0 0 0 2 ASCE ASD 2 1 1 0 0 0 3 ASCE ASD 5 1.21 0 0.7 0 0.3 4 ASCE ASD 5 1.21 0 0 0.7 0.3 5 ASCE ASD 5 1.21 0 0.7 1 0.21 0.3 6 ASCE ASD 5 1.21 0 0.21 0.7 0.3 7 ASCE ASD 6b 1.157 0.75 0.525 0 0.3 8 ASCE ASD 6b 1.157 0.75 0 0.525 0.3 9 ASCE ASD6b 1.157 0:75 0.525 0.158 0.3 10 ASCE ASD 6b 1.157 0.75 0.158 0.525 0.3 11 ASCE ASD 8 0.39 0 0.7 0 0.3 12 ASCE ASD 8 0.39 1 0 0 0.7 0.3 13 ASCE ASD 8 0.39 0 0.7 0.21 0.3 14 ASCE ASD 8 (d) 0.39 0 0.21 0.7 0.3 Page 19 of 55 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE System Loading Description Value Unit Details Support Frame: 14.75 plf Dispenser Unit: 270 lbs Cable Retractor: 50 lbs Live Load at Dispenser Unit: 150 lbs Hanger Loading: Tributary Length = 20 If Dispensers = 1.0 ea Retractors = 2 ea Member Forces Max Vertical Member Force 844 lbs ASCE ASD 6b Connection Forces Max Vertical Connection Force 844 lbs ASCE ASD 6b Drops from rafters are spaced at 20 O.C. Dispensers spacing at 20' O.C. (tributary quantity rounded up) Dispensers include (2) retractors each. Page 20 of 55 Project: MaxGén - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE System Loading Description Value Unit Details Support Frame: 14.75 plf Dispenser Unit: 270 lbs Cable Retractor: 50 lbs Live Load at Dispenser Unit: 150 lbs Connection at Column Loading: Tributary Length = 20 If Dispensers = 1.0 ea Retractors = 2 ea Member Forces Max In-Plane Member Force 466 lbs ASCE ASD 5 Max Vertical Member Force 844 lbs ASCE ASD 6b Max Out of Plane Member Force 466 lbs ASCE ASD 5 Connection Forces Max In-Plane Connection Force 466 lbs ASCE ASD 5 Max Vertical Connection Force 844 lbs ASCE ASD 6b Max Out of Plane Connection Force 466 lbs ASCE ASD 5 Connections to columns are spaced at 20 O.C. Dispensers spacing at 20 O.C. (tributary quantity rounded up) Dispensers include (2) retractors each. Page 21 of 55 Project: MàxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE System Loading Description Value Unit Details Support Frame: 14.75 plf Dispenser Unit: 270 lbs Cable Retractor: 50 lbs Live Load at Dispenser Unit: 150 lbs In-Plane Brace Loading: Tributary Length = 40 If Dispensers = 2.0 ea Retractors = 4 ea Member Forces Max In-Plane Member Force 931 lbs ASCE ASD 5 Max Vertical Member Force 399 lbs ASCE ASD 5 Max Out of Plane Member Force 279 lbs ASCE ASD 5 Connection Forces Max In-Plane Connection Force 931 lbs ASCE ASD 5 Max Vertical Connection Force 399 lbs ASCE ASD 5 Max Out of Plane Connection Force 279 lbs ASCE ASD 5 In-Plane bracing max tributary length is 40. Dispensers spacing at 20' O.C. (tributary quantity rounded up) Dispensers include (2) retractors each. Page 22 of 55 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE System Loading Description Value Unit Details Support Frame: 14.75 plf Dispenser Unit: 270 lbs Cable Retractor: 50 lbs Live Load at Dispenser Unit: 150 lbs Out of Plane Brace Loading: Tributary Length = 20 If Dispensers = 1.0 ea Retractors = 2 ea Member Forces Max In-Plane Member Force 140 lbs ASCE ASD 5 Max Vertical Member Force 200 lbs ASCE ASD 5 Max Out of Plane Member Force 466 lbs ASCE ASD 5 Connection Forces Max In-Plane Connection Force 140 lbs ASCE ASD 5 Max Vertical Connection Force 200 lbs ASCE ASD 5 Max Out of Plane Connection Force 466 lbs ASCE ASD 5 Out of Plane bracing max tributary length is 20. Out of Plane loading can be doubled due to parallel systems bracing one another. Dispensers spacing at 20' O.C. (tributary quantity rounded up) Dispensers include (2) retractors each. Page 23 of 55 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/112020 Engineer: PZSE System Loading Description Value Unit Details Support Frame: 14.75 plf Dispenser Unit: 270 lbs Cable Retractor: 50 lbs Live Load at Dispenser Unit: 150 lbs Out of Plane to Main Structure Loading: Tributary Length = 20 If Dispensers = 1.0 ea Retractors = 2 ea Member Forces Max In-Plane Member Force 466 lbs ASCE ASD 5 Max Vertical Member Force 275 lbs ASCE ASD 6b Max Out of Plane Member Force 466 lbs ASCE ASD 5 Connection Forces Max In-Plane Connection Force 466 lbs ASCE ASD 5 Max Vertical Connection Force 275 lbs ASCE ASD 6b Max Out of Plane Connection Force 466 lbs ASCE ASD 5 Out of Plane bracing max tributary length is 20'. Out of Plane loading can be doubled due to parallel systems bracing one another. Dispensers spacing at 20' O.C. (tributary quantity rounded up) Dispensers include (2) retractors each. Page 24 of 55 Project: MaxGen - FedEx -- Job #: EV Retràfit PZE Date: 6/1/2020 Engineer: PZSE System Loading Description Value Unit Details Support Frame: 14.75 plf Dispenser Unit: 270 lbs Cable Retractor: 50 lbs Live Load at Dispenser Unit: 150 lbs Brace to Column Loading: Tributary Length = 20 If Dispensers = 1.0 ea Retractors = 2 ea Member Forces Max In-Plane Member Force 466 lbs ASCE ASD 5 Max Vertical Member Force 275 lbs ASCE ASD 6b Max Out of Plane Member Force 466 lbs ASCE ASD 5 Connection Forces Max In-Plane Connection Force 466 lbs ASCE ASD 5 Max Vertical Connection Force 275 lbs ASCE ASD 6b Max Out of Plane Connection Force 466 lbs ASCE ASD 5 Beracing to columns are spaced at 20' O.C. Dispensers spacing at 20' O.C. (tributary quantity rounded up) Dispensers include (2) retractors each. Page 25 of 55 PZ Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Equipment Connections OF PARKING STALLS VARIES - SEE PLAN 1 MIN, 2 MAX P1000 @ RETRACTOR PER MANFR RTRCTR <25# CHNJE OISP NSER WI 12650 BRACING PER @95) ERE OCCURS SEE PLAN - 11l2 MAX f SITE STALL WIDTH IE -- 11--WOL ABOVE FF HANGER RAIL STIFFENER (2) #12 SDST, DISPENSER TO TOP AND BOTTOM RAIL, INSTALLED PER MNFR BY OTHERS RAIL 11 11 RTRCTR 1 10 CHANJE DISPENSER I I SECTION Page 26 of 55 D72 Project: MaxGen - FedEx -- Job #: EV Retrofit E1L. Date: 6/1/2020 Engineer: PZSE Dispenser to Support Assembly Loading Description Value Unit Reference Horizontal Force: 0.266 kips Vertical Force: 0.111 kips Connection to Support Assembly Description Value Unit Reference Connection Description and Fastener Type: Dispenser Unit to Support Frame (4) #12 SOST Screws Fastener Diameter: #12 Fastener Quantity: 4 Shear Capacity Shear Demand: 0.377 kips Shear Capacity (Per Screw): 0.280 kips OSHPD Shear Capacity (Total): 1.120 kips DCR: 0.337 <1, Therefore O.K. Tensile Capacity Tension Demand: 0.266 kips Tension Capacity (Per Screw): 0.124 kips OSHPD Tension Capacity (Total): 0.496 kips DCR: 0.537 <1, Therefore O.K. Page 27 of 55 PZ Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Support Assembly Rail 1 . #IOSDST@ 12" CC EA SIDE & (3) #10 @ 2 OC EA SIDE @ ENDS BACK-TO-SACK UN PUNCHED CONT 800S200-54 TOP RAIL STIFFENER TOP RAIL II II '-112 0 MB WITH CHANNEL II II NUTS @ 24" MAX BETWEEN HANGERS & (2) II II 1120 MB @ 6 OC © EA END OF STUD SECTION TOP RAIL STiFFENER BOTTOM RAIL 112'0 MID WITH CHANNEL NUTS @ 24" MAX ALONG LENGTH OF BOTTOM RAIL i Page 28 of 55 PZE Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Dispenser to Support Assembly Loading Description Value Unit Reference Self Weight of Support Assembly (Top Rail): 11.40 plf Self Weight of Support Assembly (Bottom Rail): 3.36 Weight of Dispenser and Retractors: 370 lbs Uniform Horizontal Load Along Top Rail: 9.09 plf Uniform Horizontal Load Along Bottom Rail: 1.24 plf Uniform Vertical Load Along Top Rail: 2.07 plf Uniform Vertical Load Along Bottom Rail: 1.03 plf Horizontal Equipment Load at Dispenser: 259 lbs Vertical Equipment Load at Dispenser: 78 lbs Top Rail of Support Assembly Description Value Unit Reference Description: Top Rail Vertical Loading P5001 Maximum Span: 20 ft Maximum Distance from Charger to ATR: 10 ft Moment Capacity Maximum Moment Demand (Midpoint): 27.612 kip-in Moment Capacity: 48.180 kip-in Unistrut DCR: 0.573 (1, Therefore O.K. Description Value Unit Reference Description: Top Rail Out of Plane Loading 800S200-54 Back to Back Maximum Span: 20 ft Maximum Distance from Charger to ATR: 10 ft Moment Capacity Maximum Moment Demand (Midpoint): 15.812 kip-in Moment Capacity: 43.400 kip-in SSMA DCR: 0.364 <1, Therefore O.K. Page 29 of 55 L9I Project: MaxGen - FedEx -- Job #: EV Retrofit II'_ Date: 6/1/2020 Engineer: PZSE Bottom Rail of Support Assembly Description Value Unit Reference Description: Bottom Rail Vertical Loading P5000 Maximum Span: 20 ft Maximum Distance from Charger to AIR: 10 ft Material Capacity Maximum Moment Demand (Midpoint): 5.856 kip-in Capacity of Strut: 15.770 kip-in Unistrut DCR: 0.371 <1, Therefore O.K. Description Value Unit Reference Description: Bottom Rail Out of Plane Loading P5000 - Maximum Span: 20 ft Maximum Distance from Charger to ATR: 10 ft Material Capacity Maximum Moment Demand (Midpoint): 5.923 kip-in Section Modulus: 0.533 in Unistrut Maximum Stress in Strut: 11.113 ksi Yield Strength of Strut: 33.000 ksi Unistrut Factor of Safety: 0.600 Capacity of Strut: 19.800 kip-in DCR: 0.561 <1, Therefore O.K. DCR + DRCH: 0.933 <1, Therefore O.K. Page 30 of 55 X4- L6x44I8° xO-4 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Hanger from Wood Member ff., xj L6x4x3I8 x0-4 LIV WI (4) 5I16 0 HOLES AT VERT LEG & 9116' 0 HOLE FOR HANGER 1W 0 ALL-THREAD OR 1006-1010 HANGER THRU 9116"0 HOLE IN L60 AS SHOWN WI CUT WASHER & STO NUT T&B (E ROOF RAFTER - - 12 "WOOD SCREW I I I I I I I I j - I- -------1 I 10 L -------J I I I I U II r ------- I I I ------1 II I I P1000 ROD STIFFENER @ ALL HANGERS WI BRACING WOOD MEMBER Page 31 of 55 Project: MaxGen - FédEx -- Job #: EV Retrofit PZE Date: 6/1/2020 Engineer: PZSE Hanger to Wood Member Loading Description Value Unit Reference Horizontal Force (Connections): Vertical Force (Connections): 0.000 kips 0.844 kips Envelope Loading Connection to Support Assembly Description Value Unit Reference Connection Description and Fastener Type: Hanger to DF#1 Rafter (6) #12 SDST Screws Fastener Diameter: #12 Embedment Depth: 3.5 in Fastener Quantity: 6 Lumber Grade: DF#1 Load Duration Factor, C0: 1.6 NDS 18 Table 2.3.2 Shear Capacity Shear Demand: Shear Capacity (Per Screw): Embedment Reduction Factor: Shear Capacity (Total): DCR: 0.844 kips 0.201 kips NDS 18 Table 12K 1.000 NDS 18 Eq. 12.2-2 1.930 kips 0.438 <1, Therefore O.K. Withdrawal Capacity Ttop screw = (V * x / Y) / (# of screws at top) X: 2.5 in 5.25 in # of Screws at Top: 2.0 Tension Demand - T 0 : 0.201 kip Withdrawal Capacity (Per Inch, Per Screw): 0.154 kips/in NDS 18 Eq. 12.2-2 Withdrawal Capacity (Total): 1.724 kips DCR: 0.117 <1, Therefore O.K. Hankinson Formula Z0' = Zparr' * Zperp'/ (Zparr' * sinO + Zperp' * cos20) Shear per Screw: 0.141 kips Tension per Screw: 0.201 kips e: 34.99 Z01: 0.71 kips Resultant Force: 0.245 kips DCR: 0.347 <1, Therefore O.K. - Page 32 of 55 Project: MaxGen - FedEx -- Job #: EV Retrofit PZE Date: 6/1/2020 Engineer: PZSE Hanger at Bottom Flange I- ---------------------------------------I , \ --------4- - - - - - - - - - - - - - - - ----- , I ' "S (E) OWSJ = = P2785. P 1000 TO (E) OWSJ BOTTOM CHORD I P5001 —1I2"ø ATR Wl P5001 PLATE WASHER WSJ TYP AND HEX NUT, TVP A 1/2'0 ATR HANGER, SEE DETAIL (p owSJ P2785 EA SIDE, U BOLT SNUG TO (E) OWSJ 3" MIN 000 PREDRILL 9116" 0 HOLE AND -' ."'-i/2"Ø ATR BEFORE INSTALLING P2785 ATTACH ATR HANGER PLATE WASHER AND 112" 0 HEX NUT &owSJ SECTION A-A Page 33 of 55 9I Project: MaxGen - FedEx -- Job # EV Retrofit [f'1..... Date: 6/1/2020 Engineer: PZSE Hanger at Bottom Flange of Member Loading Description Value Unit Reference Horizontal Force (Connections): 0.000 kips Vertical Force (Connections): 0.844 kips Envelope Loading P5001 Span Description Value Unit Reference Connection Description and Fastener Type: Strut Spanning from Clamp to Clamp 135001 Maximum Span Between Clamps: 8 ft Strut Capacity Lateral Demand: 0.844 kips Maximum Allowable Uniform Load: 4.020 kips Unistrut Point Load Reduction: 0.500 Unistrut Capacity: 2.010 kips DCR: 0.420 <1, Therefore O.K. P1000 Span Description Value Unit Reference Connection Description and Fastener Type: Strut Spanning at Clamp P1000 Maximum Span Between Clamps: 1 ft Strut Capacity Lateral Demand: 0.844 kips Maximum Allowable Uniform Load: 1.690 kips Unistrut Point Load Reduction: 0.500 Unistrut Capacity: 0.845 kips DCR: 0.999 <1, Therefore O.K. P2785 Clamp Description Value Unit Reference Connection Description and Fastener Type: Clamp at Bottom of Beam P2785 Clamp Capacity Lateral Demand: 0.844 kips Maximum Allowable Load: 1.000 kips Unistrut OCR: 0.844 <1, Therefore O.K. Page 34 of 55 PZE Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE ATR Hanger 1 (N)ROOF RAFTER I I 111111 (6)SI43IIT WOOD SCREW I I L8x4x3Ir 10-4 LLV WI-I I L (4)9W 0 HOLES AT VENT LEG A 9180 HOLE FOR HANGER j -------i lIrO ALL-THREAD GRI008.IOIO HANGER ThRUBIIrOHOLE IN LEVI AS SHOWN WI CUT WASHER & 523 NUT TAB -------- II I P1000 ROD STIFFENER 50ALL II HANGERS WI BRACING I I!! ATR ROD r IN-PLANE BRACING PER (WHERE OCCURSI 7. P1841 AT EACH ATR HANGER TO TOP RAIL. TIP SIMPSON CNW COUPLER (I BACK-TO-BACK lIT 0 ATR UNPUNCHED CONT HANGER 8005200.54 TOP RAIL STIFFENER. TVI' P2488 CUP Ur EMS & P2008 NUT SECTION A-A P5001 TOP RAIL P2345. VERTICAL ROD BRACE TO TOP AND BOTTOM RAIL. TSP P1000 VERTICAL ROD -L BRACE BETWEEN TOP AND BOTTOM RAILS. TSP P2345 P5000 BOTTOM RAIL SECTION B-B I3.1 ABOVE PP TYP AT OUT OF PLANE BRACING SEE PLAN FOR LOCATIONS 1I'0• ABOVE PP Page 35 of 55 PZE Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE ATR Hanger Loading Description Value Unit Reference Horizontal Force (Connections): 0.000 kips Vertical Force (Connections): 0.844 kips Envelope Loading Connection to Support Assembly Description Value Unit Reference Connection Description and Fastener Type: Hanger to Support Frame (1) 1/2" All Thread Rod Diameter: 1/2 in Grade: Anchor Rods-N Quantity: Tensile Capacity Tension Demand: 0.844 kips F: 67.500 ksi Table J3.2- AISC MANUAL R: 13.254 kips ft 2 Ra: 6.627 kips DCR: 0.127 <1, Therefore O.K. Combined Shear and Tension Check Check Combined Loading: No Check Required Section J3.7 - AISC Manual Unistrut Bracing at ATR Hanger Description Value Unit Reference Connection Description and Fastener Type: Bracing at Hanger (1) 1/2" All Thread Rod w/ Unistrut Rod Bracing Diameter: 1/2 in Grade: Anchor Rods-N Quantity: 1 Tensile Capacity Tension Demand: 0.844 kips Maximum Safe Seismic Loads: 3.750 kips Unistrut DCR: 0.225 c 1, Therefore O.K. Compression Capacity Compression Demand: 0.000 kips Maximum Safe Seismic Load: 1.500 kips Unistrut KL/r: 197.6 Clip Spacing Reduction: 35% Unistrut Maximum Safe Seismic Loads: 0.525 kips DCR: 0.000 <1, Therefore O.K. Page 36 of 55 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Support Assembly Line to Line or Line to Column Brace 1-P1953 PLATE WITH END HOLES FILLED, TOP/ BOTTOM RAIL-\ - j TOP RAIL TO HORIZONTAL BRACE I - - - - _• BRACE ur 0 BOLT, TYP VERTICAL ROD BRACE-"----- RACE P2227 CLIP. VERTICAL RODHI - BRACE TO TOP RAIL. 1W 0 BOLT TYP FRONT ELEVATION ATh HANGER ,- P1953 PLATE TOP RAIL '- HORIZONTAL BRACE P2227 CLIP LY II - VERTICAL ROD BRACE SIDE ELEVATION A Page 37 of 55 PZE Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Support Assembly Line to Line or Line to Column Brace Loading. Description Value Unit Reference Vertical Force (Members): 0.844 kips Envelope Loading In-Plane Loading - Normal to Rail (Members): 0.931 kips Envelope Loading Out of Plane Loading - Normal to Rail (Members): 0.931 kips Envelope Loading - II Systems Top Rail Loading at Brace Description Value Unit Reference Description: Top Rail Loading 135001 Maximum Span: 12 ft In-Plane Loading Capacity (Normal to Brace Rail) Maximum Demand: 0.621 kips Maximum Allowable Load: 4.390 kips Unistrut DCR: 0.141 <1, Therefore O.K. Bottom Rail Loading at Brace Description Value Unit Reference Description: Bottom Rail Loading P5000 Maximum Span: 12 ft In-Plane Loading Capacity (Normal to Brace Rail) Maximum Demand: 0.310 kips Maximum Allowable Load: 0.980 kips Unistrut DCR: 0.317 <1, Therefore O.K. Page 38 of 55 eam6nTO P1821 PZE Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Brace to Column Assembly PLAN VIEW (2) #12-26 SDST SCREWS WI NO.5 DRILL PTS T&B (4 TOTAL). TYP TOP RAIL HORIZONTAL BRACING (WHERE OCCURS) ,k1 3-V ______ ___________ ABOVE FF I re 0 BOLT TOP AND BOTTOM RAIL TO LEDGER i (E) SQUARE 'U COLUMN, TYP II II II I'll,' ii II II II II II II II II II II I II II II I I II II II II II II II II II II II II II Ill O©O©O III II II II II II II II II _ II II II II 'I II II II II - II P1821 WI 114"0 PREDRILLED HOLES FOR SCREWS, TYP SEE "D FOR FABRICATED ALTERNATIVE OB TOP RAIL ELEVATION VIEW BOTTOM RAIL HORIZONTAL BRACING (WHERE OCCURS) OC TOP RAIL SECTION VIEW ABOVE FF O BOTTOM RAIL B ELEVATION VIEW Page 39 of 55 Project: MaxGen - FedEx -- Job #: EV Retrofit PZE'' Date: 6/1/2020 Engineer: PZSE Brace to Column Loading Description Value Unit Reference Vertical Force (Connections): 0.055 kips In-Plane Loading - Normal to Rail (Connections): 0.000 kips Out of Plane Loading - Normal to Rail (Connections): 0.466 kips Envelope Loading Connection to Column Description Value Unit Reference Connection Description and Fastener Type: Brace to Column (6) #14 SDST Fasteners Diameter: #12 mm Quantity: 6 Shear Capacity Shear Demand: 0.055 kips Shear Capacity (Per Screw): 0.280 kips OSHPD Shear Capacity (Total): 1.680 kips DCR: 0.033 <1, Therefore O.K. Tensile Capacity Tension Demand: 0.466 kips Tension Capacity (Per Screw): 0.124 kips OSHPD Tension Capacity (Total): 0.744 kips DCR: 0.626 <1, Therefore O.K. Page 40 of 55 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Connection to Support Frame Description Value Unit Reference Connection Description and Fastener Type: Support Assembly to Column (4) 1/2' Bolts Diameter: 1/2 in Grade: A307 Quantity: 3 Shear Capacity - Bolt Shear Demand: 0.466 kips F: 27.000 ksi Table J3.2- AISC MANUAL R: 5.301 kips 0: 2 Ra: 2.651 kips Ra (Total): 7.952 kips DCR: 0.059 <1, Therefore O.K. Tensile Capacity - Bolt Tension Demand: 0.055 kips F: 45.000 ksi Table J3.2- AISC MANUAL R: 8.836 kips 0: 2 Ra: 4.418 kips Ra (Total): 13.254 kips DCR: 0.004 <1, Therefore O.K. Combined Shear and Tension Check - Bolt Check Combined Loading: No Check Required Section J3.7 - AISC Manual Slip Capacity - Nut Slip Demand: 0.466 kips Slip Resistance: 1.500 kips Unistrut Slip Resistance (Total): 4.500 kips DCR: 0.103 <1, Therefore O.K. Page 41 of 55 PZE Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Support Assembly to Column Connection SPLICE WHERE OCCURS. PER I& 112"0 BOLTS, SEE I I I I I I II II II I I •I I II II r II II 6" PLAN VIEW I Jl/ ft : -' SQUARE COLUMN. TYP 4J 'I _ II 11 II - II II I I I'111f I I II II II 11/4"ØMAX II II ACCESS I iN AT SCSi". i'P I II A II II OB TOP RAIL ELEVATION VIEW TOP RAIL C SECTION VIEW O BOTTOM RAIL B ELEVATION VIEW 012-28 SOST SCREWS WINO. 5 DRILL PTS TSB (4 TOTAL). TYP TOP RAIL ACCESS HOLE AT SDST. TYP 13-f 1' ABOVE FF P1934 WI 1/4"0 PREDRILLED—' HOLES FOR SCREWS, TYP 112"0 BOLT TOP AND BOTTOM---' RAIL TO LEDGER, TYP aorro ACCESS ATSDS1 (b ' ABOVE FF Page 42 of 55 Project: MaxGen - FedEx -- Job #: EV Retrofit PZH Date: 6/112020 Engineer: PZSE Support Assembly Direct Connection to Column Loading Description Value Unit Reference Vertical Force (Connections): 0.844 kips Envelope Loading In-Plane Loading - Normal to Rail (Connections): 0.466 kips' 'Envelope Loading Out of Plane Loading - Normal to Rail (Connections): 0.466 kips Envelope Loading Connection to Column Description Value Unit Reference Connection Description and Fastener Type: Support Assembly to Column (6) #14 SDST Fasteners Diameter: #12 mm Quantity: 6 Shear Capacity Shear Demand: 1.310 kips Shear Capacity (Per Screw): 0.280 kips OSHPD Shear Capacity (Total): 1.680 kips DCR: 0.780 <1, Therefore O.K. Tensile Capacity Tension Demand: 0.466 kips Tension Capacity (Per Screw): 0.124 kips OSHPD Tension Capacity (Total): 0.744 kips DCR: 0.626 <1, Therefore O.K. Page 43 of 55 PZE Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Connection to Support Frame Description Value Unit Reference Connection Description and Fastener Type: Support Assembly to Column (6) 1/2" Bolts Diameter: 1/2 in Grade: A307 Quantity: 6 Shear Capacity - Bolt Shear Demand: 0.931 kips F: 27.000 ksi Table J3.2- AISC MANUAL. R: 5.301 kips C]: 2 Ra: 2.651 kips Ra (Total): 15.904 kips DCR: 0.059 <1, Therefore O.K. Tensile Capacity - Bolt Tension Demand: 0.844 kips F: 45.000 ksi Table J3.2-AISC MANUAL R: 8.836 kips C): 2 Ra: 4.418 kips Ra (Total): 26.507 kips DCR: 0.032 <1, Therefore O.K. Combined Shear and Tension Check - Bolt Check Combined Loading: No Check Required Section J3.7 - AISC Manual Slip Capacity - Nut Slip Demand: 0.466 kips Slip Resistance: 1.500 kips Unistrut Slip Resistance (Total): 9.000 kips DCR: 0.052 <1, Therefore O.K. Page 44 of 55 P1000xO-8" I- PZE Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Cable Brace Connection - Parallel to Roof Member 5" 7-19 PRE-STRETCHED AIRCRAFT CABLE W/ CRIMP & THIMBLE 114" x ZS DS SCREW THROUGH 5/16" - PREDRILLEO HOLE IN P1000 (TOTAL 3) - 1 2A307BOLT MBER SECTION A-A Page 45 of 55 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Cable Brace Parallel to Roof Member Connection Loading Description Value Unit Reference Vertical Force (Members): 0.399 kips Envelope Loading Vertical Force (Connections): 0.399 kips Envelope Loading Horizontal Force (Members): 0.931 kips Envelope Loading Horizontal Force (Connections): 0.931 kips Envelope Loading Loading Along Brace Angle T = F * sin(0) + FH * cos(G) Angle (Max): 53.13 Angle (Mm): 26.57 TOM (Members): 0.878 kips TOM (Connections): 0.878 kips TOMIN (Members): 1.011 kips ToMIN (Connections): 1.011 kips Connection to Roof Member Description Value Unit Reference Connection Description and Fastener Type: Brace to DF#2 Rafter (3) 1/4" SDST Screws V Fastener Diameter: 1/4 in Embedment Depth: 2.5 in Fastener Quantity: 3 Lumber Grade: DF#2 Load Duration Factor, C0: 1.6 NDS 18 Table 2.3.2 Shear Capacity Shear Demand: Shear Capacity (Per Screw): Embedment Reduction Factor: Shear Capacity (Total): DCR: 1.011 kips 0.222 kips NDS 18 Table 12K 1.000 NDS 18 Eq. 12.2-2 1.066 kips 0.949 <1, Therefore O.K. Page 46 of 55 Project: MaxGen - FedEx -- Job #: EV Retrofit PZE Date: 6/1/2020 Engineer: PZSE Connection to P1000 Description Value Unit Reference Connection Description and Fastener Type: Brace to P1000 (2) 1/2" Bolts Diameter: 1/2 in Grade: A307 Quantity: 2 Shear Capacity - Bolt Shear Demand: 1.078 kips F: 27.000 ksi Table J3.2- AISC MANUAL R: 5.301 kips 0: 2 Ra: 2.651 kips Ra (Total): 5.301 kips DCR: 0.203 <1, Therefore O.K. Combined Shear and Tension Check - Bolt Check Combined Loading: No Check Required Section J3.7 - AISC Manual Slip Capacity - Nut Slip Demand: 1.078 kips Slip Resistance: 1.500 kips Unistrut Slip Resistance (Total): 3.000 kips DCR: 0.359 <1, Therefore O.K. Page 47 of 55 P2325. CABLE BRACE TO ) BRACE VERTICAL ROD BRACE PZ8 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Cable Brace Connection - Perpendicular to Roof Member 5/16" 7.19 PRE-STRETCHED c AIRCRAFT CABLE WI CRIMP THIMBLE 0 LOOP. TYP 3/4 MIN 2 MAX SPF 200.50 AT LONGITUDINAL 3RACING SKEWED BRACING (WHERE OCCURS) OR CLARITY III II = = = = = = I4 = II - III SPLICE WHERE OCCURS PER rOP RAIL Page 48 of 55 It PZ Project: MaxGen - FedEx -- Job#: EV Retrofit Date: 6/1/2020 Engineer: PZSE Cable Brace Perpendicular to Roof Member Connection Loading Description Value Unit Reference Vertical Force (Members): 0.549 kips Envelope Loading Vertical Force (Connections): 0.549 kips Envelope Loading Horizontal Force (Members): 0.931 kips Envelope Loading Horizontal Force (Connections): 0.931 kips Envelope Loading Loading Along Brace Angle T = F * sin(0) + FH * cos(0) Angle (Max): 53.13 Angle (Mm): 26.57e TOMM (Members): 0.998 kips TOMJ((ConnectiOns) 0.998 kips TOMIN (Members): 1.078 kips TOMIN (Connections): 1.078 kips Connection at All Thread Rod Description Value Unit Reference Connection Description and Fastener Type: Brace to Support Frame at ATR Hanger (1) 1/2" All Thread Rod Diameter: 1/2 in Grade: Anchor Rods-N Quantity: 1 Shear Capacity Shear Demand: 0.549 kips F: 40.500 ksi Table J3.2- AISC MANUAL R: 7.952 kips 0: 2 Ra 3.976 kips DCR: 0.138 <1, Therefore O.K. Tensile Capacit Tension Demand: 0.931 kips F: 67.500 ksi Table J3.2- AISC MANUAL 13.254 kips C): 2 Ra: 6.627 kips DCR: 0.140 <1, Therefore O.K. Combined Shear and Tension Check Check Combined Loading: No Check Required Section J3.7 - AISC Manual Nominal Tensile Stress Modified for Shear Effect, F': 78.430 kips R: 15.400 kips C): 2 Ra: 7.700 kips Maximum Tension Load: 1.078 kips DCR: 0.13 <1, Therefore O.K. Page 49 of 55 UI' WSE Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Connection at Top to Bottom Rail Strut Description Value Unit Reference Connection Description and Fastener Type: Connection to Strut 1/2 A307 Bolt Diameter: 1/2 in Grade: A307 Quantity: 1 Shear Capacity - Bolt Shear Demand: 1.078 kips F: 27.000 ksi Table J3.2- AISC MANUAL R: 5.301 kips ft 2 Ra 2.651 kips R. (Total): 2.651 kips DCR: 0.407 <1, Therefore O.K. Combined Shear and Tension Check - Bolt Check Combined Loading: No Check Required Section J3.7 - AISC Manual Strut Check Description: Bracing Connector P1000 Maximum Span: 2 ft Material Capacity Maximum Moment Demand (Midpoint): 5.586 kip-in Section Modulus: 0.290 in Unistrut Maximum Stress in Strut: 19.262 ksi Yield Strength of Strut: 33.000 ksi Unistrut Factor of Safety: 0.600 Capacity of Strut: 19.800 ksi Unistrut DCR: 0.973 <1, Therefore O.K. Page 50 of 55 PZ8 Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Cable Brace Loading Description Value Unit Reference Vertical Force (Members): 0.549 kips Envelope Loading Vertical Force (Connections): 0.549 kips Envelope Loading Horizontal Force (Members): 0.931 kips Envelope Loading Horizontal Force (Connections): 0.931 kips Envelope Loading Loading Along Brace Angle T = F,, * sin(0) + FH * cos(0) Angle (Max): 53.13 Angle (Mm): 26.57 TOMAJ((Members). 0.998 kips TOM (Connections): 0.998 kips TOMIN (Members): 1.078 kips TOMIN (Connections): 1.078 kips Cable Description Value Unit Reference Connection Description and Fastener Type: Cable Bracing (1) 5/16" 7-19 Pre-stretched Aircraft Cable Cable Diameter: 5/16 in Cable Material: ASTM A1023 / A1023M-15 Cable Capacity S. (smaller of) = (S in * N)/C) or (S in * Nd)/C) Tension Demand: Minimum Breaking Strength, Smmn: Fitting Reduction Factor, Nf: Deflector Reduction Factor, Nd: C): Sn: DCR: ASCE 19-16 Section 3.3.1 1.078 kips 4.200 kips 0.95 ASCE 19-16 Table 3-1 0.75 ASCE 19-16 Table 3-2 2.20 ASCE 19-16 Section 3.3.1 1.43 kips 0.753 <1, Therefore O.K. Page 51 of 55 Pzu Project: MaxGen - FedEx -- Job #: EV Retrofit Date: 6/1/2020 Engineer: PZSE Nailer to Roof SEE PLANS FOR SIZE AND SPACING rt RAILS BELOW 1 1"MIN COUNTERSINK I 2" ' 2" I SCREWS@(N)4x12 (E) SUB-PURLIN ' I (E) PURLIN NAILER c I - .- - ' i ---: 'r - (2)lBd,(E)_T. - - - SUB-PURLIN TO BLOCKING, EACH END I \-(E) 114"x31I2SDS PURLIN NOT SHOWN SCREWS @ 4 OC STAGGERED (TOTAL 8) P2324. IN-PLANE-"" BRACING AT (N) 4x12, SEE(\ P1000--ox rCLRMIN \-(3)1/4*x11ITSDSSCREWSt2"OC N HANGER THROUGH 5116" PREORILLED HOLES BRACING MAY LEAN UP TO 1:GTO ACHIEVE 6MIN CLR Page 52 of 55 07H.Project: MaxGen - FedEx -- Job #: EV Retrofit IF L— Date: 6/1/2020 Engineer: PZSE Nailer to Existing Roof Loading Description Value Unit Reference Vertical Force (Members): 0.549 kips Envelope Loading Vertical Force (Connections): 0.549 kips Envelope Loading Horizontal Force (Members): 0.931 kips Envelope Loading Horizontal Force (Connections): 0.931 kips Envelope Loading Loading Along Brace Angle T = F * sin(0) + FH * cos(0) Angle (Max): 53.13 Angle (Mm): 26.57 TOM (Members): 0.998 kips TOM (Connections): 0.998 kips TOMIN (Members): 1.078 kips TOMIN (Connections): 1.078 kips Connection to Roof Member Description Value Unit Reference Connection Description and Fastener Type: LVL Nailer to (E) DF#1 Rafter (8) 1/4" SDST Screws Fastener Diameter: Embedment Depth: Fastener Quantity: Lumber Grade: Load Duration Factor, CD: 1/4 in 2.5 in 8 DF#1 1.6 NDS 18 Table 2.3.2 Shear Capacity Shear Demand: Shear capacity (Per Screw): Embedment Reduction Factor: Shear Capacity (Total): DCR: 1.480 kips 0.222 kips NDS 18 Table 12K 1.000 NDS 18 Eq. 12.2-2 2.842 kips 0.521 <1, Therefore O.K. Page 53 of 55 I J . Project Title: MaxGen - Fedex Engineer: PZSE PZ2 Project ID: Project Descr: EV Retrofit I Wood Beam le = 0:12019 ProjectslFedEx- Hawthorne (HHRA)19..06215ENGR(N) 8 Nailer and 6'Connector_2020-1-13.ec6. I Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.25 DESCRIPTION: (N) 402 Purlin (8') CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,600.0 psi Ebend- xx 1,600.0 ksi Fc-Pi1l 1,100.0psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : Select structural Fv 170.0 psi Ft 950.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 4x12 Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to loads Point Load: D = 0.8440 k @4.0 ft, (Hanger Load) Point Load: E = 0.4120k @4.0 ft, (Brace Loading) Maximum Bending Stress Ratio = 0.1801 Maximum Shear Stress Ratio = 0.112: 1 Section used for this span 4x12 Section used for this span 4x12 ft : Actual = 285.46 psi fv : Actual 17.07 psi FB : Allowable = 1,584.00 psi Fv : Allowable = 153.00 psi Load Combination D Only Load Combination 0 Only Location of maximum on span 4.000 ft Location of maximum on span = 7.066 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio = 8354 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.033 in Ratio = 2929>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Page 54 of 55 Project Title: MaxGen - Fedex Engineer: PZSE Project ID: Project Descr: EV Retrofit I Wood Beam - le Q:2019 ProjectsWedEx- Hawthorne (HHRA)19..06215\ENGR(N) 8 Nailer and 6 Connector_2020-1-13.ec6. I Software coovrloht ENERCALC. INC. 1983-2019. Bulld:10.19.1.25. DESCRIPTION: (N) 4x8 Purlin (6') CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,600.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,600.0 psi Ebend- xx 1,600.0 ksi Fc - PHI 1,100.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Pep 625.0 psi Wood Grade : Select structural Fv 170.0 psi Ft 950.0 psi Density 31.210pc1 Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 4x8 Span =6.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D = 0.8440 k @ 3.0 ft, (Hanger Load) Point Load: E = 0.4120 k @3.0 ft, (Brace Loading) Maximum Bending Stress Ratio = 0.27Q 1 Maximum Shear Stress Ratio = 0.168 :1 Section used for this span 4x8 Section used for this span . 4x8 ft : Actual = 505.16 psi fv : Actual = 25.73 psi FB : Allowable = 1,872.00psi Fv : Allowable = 153.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 3.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection • 0.018 in Ratio = 3974 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.051 in Ratio = 1420>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 ( Page 55 of 55