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Client - SCE Charge Ready Date - <br />Project -Brixen EVCS Made By - <br />Location -2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By - <br />Proj. No. -Preliminary -1650605 <br />9/18/2024 <br />DSS <br />- <br />80% Review <br />Description -Design calculations for footing pad of switchboard, Transformer, Distribution <br />Panel, EV Charger & Gateway Final - 100% Review <br />1.1 Scope of work <br />This document covers load development and design calculation of concrete mat foundations to support Switchboard Panel, Transformer, Distribution <br />Panel, EV Charger & Gateway. <br />1.2 Reference Documents <br />CRP1650605 Brixen High Level Concept Plan REDLINE 8/9/2022 <br />1.2.1 Codes & References <br />Minimum Design Loads for Buildings and Other Structures ASCE/SEI 7 - 2016 <br />Building code requirements for structural concrete ACI318-19 <br />California Building Standards Code CBSC 2022 <br />1.2.2 Equipment Data <br />Title Date <br />Switchgear Equipments - <br />HC_JNT-EVC10-Hypercharge Charger - <br />6-Foot Pedestal Cut Sheet - <br />1.3 Material Specification <br />Characteristic compressive strength of concrete f'c = 2500 psi <br />Characteristic strength of reinforcement fy =60000 psi <br />Modulus of elasticity of concrete Ec = 2850.00 ksi <br />Modulus of elasticity of Steel Es = 29000.00 ksi <br />1.4 Basis of Design and Philosophy <br />1 No snow load is considered in the design as per ATC Hazard by location website. <br />2 Wind Exposure category is considered as C. <br />3 Allowable Bearing Capacity is considered to be 1500 psf. <br />4 Overstrength factor of 2.0 is considered for anchor bolt design. <br />5 Reduction in footing size due to conduit openings are neglected for foundation design and calculation of subgrade modulus. <br />6 Bottom cover to foundation is considered as 3" and top cover as 2". <br />7 Live Load of 60 psf over the Slab is considered in Risa Foundation as per Table 4.3-1 ASCE 7-16 for Elevated Platforms. <br />8 Subgrade Modulus is considered as 125 pci in absence of accurate data. <br />9 Characteristic compressive strength of the concrete is considered as 2500 psf conservatively. <br />10 Frost depth of the soil is neglected. <br />11 Pesudo dynamic forces as per ACI 351.3R-18 section 4.2.4 are not considered as the equipments are not heavy loaded. <br />12 Coefficient of friction is considered as 0.25 in absence of accurate data. <br />13 In absence of design basis, the seismic and the wind parameters are considered as per the "ATC Hazard by location" website. Reference <br />provided in subsequent pages. <br />14 In absence of weight of charger & pedestal in vendor cutsheets, the weight of charger & pedestal is assumed to be 40 lbs. <br />15 In absence of anchorage detail for chargers, the achor details are assumed as per "CPF50-anchorage details.pdf". Refer Annexure. <br />16 Chargepoint Gateway is considered to be supported on H-Frame. Similar structure is modelled in RISA 3D for footing, anchor and base plate design.