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HomeMy WebLinkAboutX2019-2384 - CalcsX,2olq-/3Su INoa9 br CORE STATES GROUP Structural Calculations for BATTERY ENERGY STORAGE SYSTEM 1 Hoag Dr. Newport Beach, CA 92663 Advanced Microgrid Solutions Structural Calculations for Anchors and Concrete Pad Carel Stevenson PE #68555 Prepared By: Core States Group 4240 E Jurupa St, Suite 402, Ontario, CA, 91671 September 5, 2019 AMS.26513 9/4/2019 ATC Hazards by Location + ATC Hazards by Location Search Information Address: 1 Hoag Dr, Newport Beach, CA 92663, USA Coordinates: 33.62474279999999, -117.93004680000001 Elevation: ft Timestamp: 2019-09-04T17:22:53.216Z Hazard Type: Wind ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category Ill Risk Category IV trlIma KEEP Anaheim a Long Beacha ine Catalina Island Essential Fish Habitat,.. o _sgle b Riverside 0 Temecula a C vista Nati. Map data 102019 Google, INEGI ASCE 7-10 ASCE 7-05 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed _ . 85 mph 72 mph MRI 25-Year 79 mph 77 mph MRI 50-Year 85 mph 82 mph MRI 100-Year 91 mph 89 mph Risk Category I 100 mph 96 mph Risk Category II 110 mph 102 mph Risk Category III -IV 115 mph 106 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the aovemina building code bodies responsible for buildina code aooroval and intemretation for the https://hazards.atcouncil.org/#/wind?lat=33.62474279999999&Ing=-117.93004680000001&address=1 Hoag Dr%2C Newport Beach%2C CA 92663%... 1/2 9/4/2019 ATC Hazards by Location building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/wind?lat=33.62474279999999&Ing=-117.93004680000001&address=l Hoag Dr%2C Newport Beach%2C CA 92663%... 2/2 9/4/2019 U.S. Seismic Design Maps 1 Hoag Dr, Newport Beach, CA 92663, USA Latitude, Longitude: 33.6247428, -117.93004680000001 •o L o,� aP� 09 dSr •oe Ln �u'Pet Goggle Date Hospital Rd OSHPD Chicken Coop gto Agape Art Collective9 Hoag Memoria 0 Hospital Presbyterian op Qa �� Design Code Reference Document Risk Category Site Class Type Value Description Ss 1.695 MCER ground motion. (for 0.2 second period) S1 SMS SM1 SDS SD1 0.626 MCER ground motion. (for 1.0s period) 1.695 Site -modified spectral acceleration value 0.939 Site -modified spectral acceleration value 1.13 Numeric seismic design value at 0.2 second SA 0.626 Numeric seismic design value at 1.0 second SA ca 55 �o\��ood0 Vasa 9/4/2019, 10:22:04 AM ASCE7-10 II D - Stiff Soil Type Value Description SDC D Seismic design category Fe 1 Site amplification factor at 0.2 second Fv 1.5 Site amplification factor at 1.0 second PGA 0.693 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.693 Site modified peak ground acceleration TL 8 Long -period transition period in seconds SsRT 1.695 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.871 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 3.336 Factored deterministic acceleration value. (0.2 second) S1 RT 0.626 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.678 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 1.146 Factored deterministic acceleration value. (1.0 second) PGAd 1.23 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.906 Mapped value of the risk coefficient at short periods CR1 0.923 Mapped value of the risk coefficient at a period of 1 s 6' co Map data ©2019 Google https://seismicmaps.org 1/2 9/4/2019 U.S. Seismic Design Maps MCER Response Spectrum 2.0 1.5 rn • 1.0 cn 0.5 0.0 0.0 1.5 1.0 0.5 0.0 2.5 5.0 Period, T (sec) — Sa(g) Design Response Spectrum 7.5 0 0 2.5 5.0 Period, T (sec) — Sa(g) 7.5 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. https://seismicmaps.org 2/2 CORE STATES GROUP Client AMS Job Name Hoag Hospital Job Number AMS.265 13 Unit Lable: Battery Unit Type Generators/Batteries Unit Location: Slab on Grade Occupancy category II Code Factors: Importance factor (Ir)= I .5 AP= I RP= 2.5 Sf5= 1 . 1 30 CI= 2.000 Unit Parameters: Height to roof (h)= I .0 ft L= 52.0 in UNIT HT. CURB HT. ANCHOR UNIT DIMENSIONS Per ACI 3 18 17.2.3.4.3(d) lit to anchors (z)= 0.0 ft Wr= 4765.0 lb Seismic Fp min= 4846.0 lb 0.35125lrWr) Eqn (I 3.3-3) Fp max= 25845.4 lb I .65DSIFWFO Erin (13.3-2) Fp = 2584.5 lb [.4AfS0sWr(I + 2(Z/h))/(Rr/lr)lC Eqn (13.3- I ) Fr used= 4846.0 lb W= 33.0 in lit. to C.M.= 45.0 in Wind = 22.4 psf = 0.00256K.KtKdV21 (Ib/ft2) F = 804 lb = q=GCfAf Kz = Kd = VT = 1= G= Cf= Af = 0.85 I.0 0.85 I I 0 mph 1.0 0.85 1.3 32.5 sf Overturn Moment= 2 18070 in -lb Overturn Moment= 36 I 68 in -lb Res. Moment (Min)= 70760 in -lb Anchor spacing= 36 in o.c. # Anchors Long Side (Nf)= 2 # Anchors Short Side (N5)= 2 Total Anchors (NT)= 4 Res. Moment (Min)= 70760 in -lb Net Uplift to Anchors= 250 I .2 lb [(Mot-Mres)/(W)/NJ + 0.2'SDs Wr/NT=(Uplift per anchor per side of the unit with added vertical seismic load per ASCE-7 where seismic governs) Net Uplift to Anchors(wmd)== No Net Uplift Due to Wind Shear per bolt= 12 I I .5 lb Anchor Type: 5/8" Diam Hilts KB-TZ 4" Embed (Minimum) Refer to Hiltf Profis for Anchor Capacity 1■I■111ITI Hilti PROFIS Engineering 3.0.48 www.hilti.com CORE STATES GROUP Company: Address: Phone I Fax: Design: Fastening point: Core States Group 4240 East Jurupa Street, Suite 402 9094678914 I - AMS-Newport Beach, CA- Anchor Design-Septemb Page: Specifier. E-Mail: Date: 1 Jose Arias jarias@core-states.com 9/4/2019 Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.1b] Kwik Bolt TZ - SS 304 5/8 (4) not available h,r, = 4.000 in., haGrr, = 4.438 in. AISI 304 ESR-1917 5/1/2019 15/1/2021 Design Method ACI 318-14 / Mech 7-00---11PItttYlltlllr a,llrs� cracked concrete, , fc' = 4,000 psi; h = 8.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Y Input data and results must be checked for conformity with the existing conditions and for plausibility) PROFIS Engineering (c) 2003-2018 HIS AG, FL-9494 Schwan Hilti is a registered Trademark of HIM AG, Schwan 1 1■4III.T1 Hilti PROFIS Engineering 3.0.48 www.hilti.com CORE STATES GROUP Company: Core States Group Page: 2 Address: 4240 East Jurupa Street, Suite 402 Specifier: Jose Arias Phone I Fax: 9094878914 I E-Mail: jarias@core-states.com Design: - AMS-Newport Beach, CA- Anchor Design-Septemb Date: 9/4/2019 Fastening point: 1.1 Design results Case Description Forces [Ib] / Moments [in.lb] Seismic Max. Util. Anchor [%1 1 Combination 1 N = 2,501; V. = 1,212; Vy = 0; yes 70 Mx=0;My=0;M.=0; 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,501 1,212 1,212 0 max. concrete compressive strain: - [%e] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension load Load Nua [Ib] Capacity 4) N. [Ib] Utilization I3N = NUa/. Nn Status Steel Strength* 2,501 13,410 19 OK Pullout Strength* 2,501 3,601 70 OK Concrete Breakout Failure** 2,501 4,193 60 OK * highest loaded anchor **anchor group (anchors in tension) 3.1 Steel Strength N. [Ib] 17,880 $ 0.750 $ New [lb] Nua [Ib] 13,410 2,501 3.2 Pullout Strength N. [Ib] (fc72500)0.5 X a + +seismic +nonductile • Npn, c [lb] Nua [Ib] 1 5,840 1.265 1.000 0.650 0.750 1.000 3,601 2,501 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c ) 2003-2018 Hilti AG, FL-9494 Schwan Hitti is a registered Trademark of HIS AG, Schwan I■■IIII�TI Hilti PROFIS Engineering 3.0.48 www.hilti.com CORE STATES •11/1111•11.10 GROUP Company: Core States Group Page: 3 Address: 4240 East Jurupa Street, Suite 402 Specifier. Jose Arias Phone I Fax: 9094678914 I E-Mail: jarias@core-states.com Design: - AMS-Newport Beach, CA- Anchor Design-Septemb Date: 9/4/2019 Fastening point: 3.3 Concrete Breakout Failure ANC [in.2] 144.00 A, [in.2] 144.00 ;on [in.] 8.000 cc [in.] 6.000 W c,N 1.000 ec1,N [in.] W ec1,N ed,N [in.] W ec2,N Wed,N Wcp,N 0.000 1.000 0.000 1.000 1.000 1.000 a.. Nb [Ib] + +seismic + Nebb [Ib] N. [Ib] 1.000 8,601 0.650 0.750 4,193 2,501 17 Input data and results must be checked for conformity with the existing conditions and for plauaibiltyl PROFIS Engineering (c ) 2003-2018 HIM AG, FL-9494 Schaan HIM Is a registered Trademark of Hilt AG, Schaan 3 1■411LIT1 Hilti PROFIS Engineering 3.0.48 www.hilti.com CORE STATES 2I111111l.. .....I.. GROUP Company: Core States Group Page: 4 Address: 4240 East Jurupa Street, Suite 402 Specifier: Jose Arias Phone I Fax: 9094678914 I E-Mail: jarias@core-states.com Design: - AMS-Newport Beach, CA- Anchor Design-Septemb Date: 9/4/2019 Fastening point: 4 Shear load Load V. [lb] Capacity + Vn [lb] Utilization Pv = Vua/+ Vn Status Steel Strength* 1,212 6,078 20 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 1,212 12,042 11 OK Concrete edge failure in direction y-** 1,212 10,936 12 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength V. [lb] Op Vea [lb] Vua [lb] 9,350 0.650 6,078 1,212 4.2 Pryout Strength AN. [in.2] 144.00 ect.V [in.] 0.000 ANbb [in.2] 144.00 ec1,V 1.000 Ca.min [in.] I4p cee [in.] W c,N 8.000 2 6.000 1.000 ea,v [In.] 0.000 W ec2,V Ved,N 1.000 1.000 Vcp,N 1.000 a e Nb [lb] 0 +seismic 0 Veaa [lb] V. [lb] 1.000 8,601 0.700 1.000 12,042 1,212 4.3 Concrete edge failure in direction y- le [in.] da [in.] cat [in.] Avc [in.2] Avco [in.2] 4.000 0.625 8.000 160.00 288.00 W ed,v Wparaliei,v ec,v [in.] W ec,v Vc,v Wh,v 1.000 2.000 0.000 1.000 1.000 1.225 A, a Vb [lb] + +seismic + Vac, [lb] V. [lb] 1.000 11,480 0.700 1.000 10,936 1,212 5 Combined tension and shear loads PN Pv Utilization I3N.V [%] Status 0.694 0.199 5/3 62 OK PN„=[3n,+P;<=1 kar 17 Input data and results must be checked for conformity with the existing conditions and for plausibility) PROFIS Engineering ( c ) 2003-2018 HIS AG, FL-9494 Schaan HIS lea registered Trademark of HIS AG, Schaen 4 Hilti PROFIS Engineering 3.0.48 www.hilti.com CORE STATES .1111115.. 1M111111e►\ GROUP Company: Core States Group Page: 5 Address: 4240 East Jurupa Street, Suite 402 Specifier: Jose Arias Phone I Fax: 9094678914 I E-Mail: jarias@core-states.com Design: - AMS-Newport Beach, CA- Anchor Design-Septemb Date: 9/4/2019 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength govems. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and nitwits must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2018 HIS AG, FL-9494 Schaen Hiki is a registered Trademark of HIM AG, Schwan 5 Hilti PROFIS Engineering 3.0.48 www.hilti.com CORE STATES I®e• GROUP Company: Core States Group Page: 6 Address: 4240 East Jurupa Street, Suite 402 Specifier. Jose Arias Phone I Fax: 9094678914 I E-Mail: jarias@core-states.com Design: - AMS-Newport Beach, CA- Anchor Design-Septemb Date: 9/4/2019 Fastening point: 7 Installation data Profile: - Hole diameter in the fixture: - Plate thickness (input): - Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Anchor type and diameter. Kwik Bolt TZ - SS 304 5/8 (4) Item number: not available Installation torque: 720 in.lb Hole diameter in the base material: 0.625 in. Hole depth in the base material: 4.750 in. Minimum thickness of the base material: 8.000 in. Hilti KB-TZ stud anchor with 4.43752 in embedment, 5/8 (4), Stainless steel, installation per ESR-1917 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit Coordinates Anchor in. Anchor x y c-x C+x C_Y c+y 1 0.000 0.000 8.000 8.000 • Torque controlled cordless impact tool • Torque wrench • Hammer Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2018 HiltI AG, FL-9494 Schoen HIS is a registered Trademark of HIM AG, Schwan 6 CORE STATES Hilti PROFIS Engineering 3.0.48 www.hilti.com GROUP Company: Core States Group Page: 7 Address: 4240 East Jurupa Street, Suite 402 Specifier. Jose Arias Phone I Fax: 9094678914 I E-Mail: jarias@core-states.com Design: - AMS-Newport Beach, CA- Anchor Design-Septemb Date: 9/4/2019 Fastening point: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2018 HIIti AG, FL-9494 Schoen Hilt! is a registered Trademark of Hild AG, Schaan 7 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW-06008835 DESCRIPTION: -Concrete Pad - Code References Project Title: Engineer: Project ID: Project Descr: Printed: 4 SEP 2019. 11:03AM File = P:WUTDD-VWYDFKF-OVIMEPSISEVIOW-KICaI ssConcrete pad ec6 Software copyright ENERCALC, INC 963-20t9; Bu 10.t9_f,.30 . CORE STATES GROUP Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties Pc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density W Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions = 4.0 ksi = 60.0 ksi • 3,122.0 ksi = 150.0 pcf • 0.90 • 0.750 = 0.00180 1.0 :1 1.0:1 Yes Yes No No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than • 1.50 ksf = No = 250.0 pcf • 0.350 = 0.50 ft 0.0 ksf = 0.0 ft 0.0 ksf = 0.0 ft Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads 5.0 ft 5.0 ft 8.0 in 0.0 in 0.0 in 0.0 in 3.0 in 5 # 5 5 # 5 n/a n/a n/a x • 5, P : Column Load OB : Overburden M-xx M-zz V-x V-z D 4.847 0.0 0.0 0.0 0.0 0.0 Lr 0.0 0.0 0.0 0.0 0.0 0.0 L S W 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E H 0.0 0.0 8.962 0.0 0.0 2.423 0.0 k 0.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing, Lic. # : KW-06008835 DESCRIPTION: -Concrete Pad - DESIGN SUMMARY Project Title: Engineer: Project ID: Project Descr: Printed: 4 SEP 2019, 11:03AM File = P:IAIUTQD-VWYDFKF-01AMEPS\SEV.1OW: KtCalcs\Concrete,pad,ecS SoftwarecopyrightENERCAL€ INC.1983-2019FBulld 10,19.1.30 CORE STATES GROUP Design OK Min, Ratio Item Applied Capacity Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.4728 1.488 n/a n/a 1.002 n/a 0.1274 0.1274 0.2774 0.1274 0.1001 0.1001 0.1995 0.1001 0.3554 Detailed Results Soil Bearing Overturning - X-X Overturning - Z-Z Sliding - X-X Sliding - Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching 0.7092 ksf 7.404 k-ft 0.0 k-ft 0.0 k 1.696 k 0.0 k 0.8482 k-ft/ft 0.8482 k-ft/ft 1.847 k-ft/ft 0.8482 k-ft/ft 9.50 psi 9.50 psi 18.925 psi 9.50 psi 67.424 psi 1.50 ksf 11.021 k-ft 0.0 k-ft 0,0 k 1.699 k 0.0 k 6.657 k-ft/ft 6.657 k-ft/ft 6.657 k-ft/ft 6.657 k-ft/ft 94.868 psi 94,868 psi 94.868 psi 94.868 psi 189.737 psi +0,60D+0.70E+H about X-X axis +0.60D+0,70E+H No Overturning No Sliding +0.60D+0.70E+H No Uplift +1.40D+1.60H +1,40D+1.60H +1.20 D+L+0.20 S+E+1.90 H +1.40D+1,60H +1.40D+1.60H +1.40D+1.60H +1.20 D+L+0, 20 S+E+1.90 H +1,40D+1,60H +1.40D+1.60H Soil Bearing Rotation Axis & Load Combination... X-X, +D+H X-X, +D+L+H X-X, +D+Lr+H X-X, +D+S+H X-X. +D+0.750Lr+0.750L+H X-X, +D+0.750L+0.750S+H X-X, +D+0.60W+H X-X, +D+0.750Lr+0.450W+H X-X, +D+0.7505+0,450W+H X-X, +0,60D+0.60W+0.60H X-X. +D+0,70E+0.60H X-X, +D+0.750L+0,7505+0.5250E+H X-X. +0,60D+0.70E+H Z-Z, +D+H Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+S+H Z-Z, +D+0.750Lr+0.750L+H Z-Z, +D+0.750L+0.750S+H Z-Z, +D+0.60W+H Z-Z, +0+0.750Lr+0.450W+H Z-Z, +D+0.750S+0.450W+H Z-Z, +0.60D+0.60W+0,60H Z-Z, +D+0.70E+0.60H Z-Z, +D+0.750L+0.750S+0.5250E+H Z-Z, +0.60D+0.70E+H Overturning Stability Gross Allowable 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1,50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Xecc Zecc Actual Soil Bearing Stress @ Location (in) Bottom, -Z Top, +Z Left, -X Right, +X n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12.093 9,070 20.156 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.2939 0.2939 n/a n/a 0.2939 0.2939 0.2939 0.2939 0.2939 0.2939 0.2939 0.2939 0.1763 0.0 0.030 0.0 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.2939 0.2939 0.2939 0.2939 0.2939 0.2939 0.2939 0.2939 0,1763 0.6528 0,5578 0.7092 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.2939 0.2939 0.2939 0.2939 0.2939 0.2939 0.2939 0.2939 0.2939 0.1763 0.2939 0,2939 0.1763 Actual 1 Allow Ratio 0.196 n/a 0.196 n/a 0.196 n/a 0.196 n/a 0.196 n/a 0.196 n/a 0.196 n/a 0.196 n/a 0.196 n/a 0.118 n/a 0.435 n/a 0.372 n/a 0.473 0.2939 0.196 0.2939 0.196 0.2939 0.196 0.2939 0.196 0.2939 0.196 0.2939 0.196 0.2939 0.196 0.2939 0.196 0.2939 0.196 0.1763 0.118 0.2939 0.196 0.2939 0.196 0.1763 0.118 Rotation Axis & Load Combination... X-X, +D+H X-X, +D+L+H X-X, +D+Lr+H X-X,+D+S+H X-X, +D+0,750Lr+0,750L+H X-X, +D+0.750L+0.750S+H X-X, +D+0.60W+H X-X, +D+0,750Lr+0.450W+H X-X, +D+0.7505+0.450W+H X-X, +0.60D+0.60W+0.60H Overturning Moment None None None None None None None None None None Resisting Moment Stability Ratio Status 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW-06008835 DESCRIPTION: -Concrete Pad - Overturning Stability Project Title: Engineer: Project ID: Project Descr: Printed: 4 SEP 2019, 11:03AM File = P:tAIUTQD-VWYDFKF-01AMEPSlSEV10W-K(Cal s1Concrete pad.ec6 Software copyright ENERCALC,INC4983-201g Bold 10..19t30 CORE STATES GROUP Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, +D+0,70E+0.60H 7.404 k-ft 18.368 k-ft 2.481 OK X-X, +D+0.750L+0.750S+0,5250E+H 5.553 k-ft 18.368 k-ft 3.308 OK X-X, +0.600+0.70E+H 7.404 k-ft 11.021 k-ft 1.488 OK Z-Z, +D+H None 0.0 k-ft nfinitv OK Z-Z, +D+L+H None 0.0 k-ft nfinity OK Z-Z, +D+Lr+H None 0.0 k-ft nfinity OK Z-Z, +D+S+H None 0.0 k-ft nfinity OK Z-Z, +D+0.750Lr+0.750L+H None 0.0 k-ft nfinity OK Z-Z, +D+0.750L+0.750S+H None 0.0 k-ft nfinity OK Z-Z, +D+0.60W+H None 0.0 k-ft nfinity OK Z-Z, +D+0.750Lr+0.450W+H None 0.0 k-ft nfinity OK Z-Z, +D+0.750S+0.450W+H None 0.0 k-ft nfinity OK Z-Z, +0,60D+0.60W+0.60H None 0.0 k-ft nfinity OK Z-Z, +D+0.70E+0.60H None 0.0 k-ft nfinity OK Z-Z, +D+0.750L+0.750S+0.5250E+H None 0.0 k-ft nfinity OK Z-Z, +0.60D+0.70E+H None 0.0 k-ft nfinity OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, +D+H 0.0 k 2.728 k No Sliding OK X-X, +D+L+H 0.0 k 2.728 k No Sliding OK X-X, +D+Lr+H 0.0 k 2.728 k No Sliding OK X-X, +D+S+H 0.0 k 2.728 k No Sliding OK X-X, +D+0.750Lr+0.750L+H 0.0 k 2.728 k No Sliding OK X-X. +D+0.750L+0.750S+H 0.0 k 2.728 k No Sliding OK X-X. +D+0.60W+H 0.0 k 2.728 k No Slidina OK X-X, +D+0.750Lr+0.450W+H 0.0 k 2.728 k No Sliding OK X-X, +D+0.750S+0.450W+H 0.0 k 2.728 k No Sliding OK X-X, +0.60D+0.60W+0.60H 0.0 k 1.699 k No Slidina OK X-X, +D+0.70E+0.60H 0.0 k 2.728 k No Sliding OK X-X, +D+0.750L+0.750S+0.5250E+H 0.0 k 2.728 k No Sliding OK X-X, +0,60D+0.70E+H 0.0 k 1.699 k No Sliding OK Z-Z, +D+H 0.0 k 2.728 k No Sliding OK Z-Z, +D+L+H 0.0 k 2.728 k No Sliding OK Z-Z, +D+Lr+H 0.0 k 2.728 k No Sliding OK Z-Z, +D+S+H 0.0 k 2.728 k No Sliding OK Z-Z, +D+0.750Lr+0.750L+H 0.0 k 2.728 k No Sliding OK Z-Z, +D+0.750L+0.750S+H 0.0 k 2.728 k No Sliding OK Z-Z, +0.60D+0,60W+0.60H 0.0 k 1.699 k No Sliding OK Z-Z, +D+0.70E+0.60H 1.696 k 2.728 k 1.608 OK Z-Z, +D+0.750L+0.750S+0.5250E+H 1.272 k 2.728 k 2.144 OK Z-Z, +0.60D+0.70E+H 1.696 k 1.699 k 1.002 OK Z-Z, +D+0.60W+H 0.0 k 2,728 k No Sliding OK Z-Z, +D+0.750Lr+0.450W+H 0.0 k 2.728 k No Sliding OK Z-Z, +D+0.750S+0.450W+H 0.0 k 2.728 k No Slidina OK Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn k-ft Surface inA2 in"2 inA2 k-ft Status X-X, +1.40D+1.60H 0.8482 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.40D+1.60H 0.8482 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1,20D+0.50Lr+1.60L+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1,20D+1.60L+0.505+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1,20D+1.60Lr+L+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1,20D+1.60Lr+L+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+1.60Lr+0.50W+1,60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+L+1.605+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+L+1.605+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW-06008835 DESCRIPTION: -Concrete Pad - Footing Flexure Project Title: Engineer: Project ID: Project Descr: Printed: 4 SEP 2019, 11:03AM File=PMIUTQD-VWYDFKF-01AMEPS1SEV10W-[ Calcs\Concretepad.ec6 Software copyright ENERCALC INC 1983-20t9; Budtl:1019.1.30 CORE STATES GROUP Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn k-ft Surface inA2 inA2 inA2 k-ft Status X-X, +1.20D+1.60S+0.50W+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+0.50Lr+L+W+1,60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+L+0.50S+W+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+L+0.50S+W+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +0.90D+W+1.60H 0.5453 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +0.90D+W+1.60H 0.5453 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+L+0.20S+E+1.90H 1.847 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+L+0.20S+E+1.90H 0.2688 -Z Too 0.1728 Min Temp % 0.310 6.657 OK X-X, +0.90D+E+0.90H 1.835 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +0.90D+E+0.90H 0.2807 -Z Top 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.40D+1.60H 0.8482 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.40D+1.60H 0.8482 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1,20D+1.60Lr+L+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+1,60Lr+0.50W+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+L+1.60S+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+L+1.60S+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+1.60S+0.50W+1,60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z. +1,20D+L+0.50S+W+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +0.90D+W+1.60H 0.5453 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +0.90D+W+1.60H 0.5453 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+L+0.20S+E+1.90H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+L+0.20S+E+1.90H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +0.90D+E+0.90H 0.5453 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +0.90D+E+0.90H 0.5453 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 9.50 psi 9.50 psi 9.50 psi 9.50 psi 9.50 psi 94.87 psi 0.10 OK +1.20D+0.50Lr+1.60L+1.60H 8.14 psi 8.14 psi 8.14 psi 8.14 psi 8.14 psi 94.87 psi 0.09 OK +1.20D+1.60L+0.50S+1.60H 8.14 psi 8.141)51 8.14 psi 8.14 psi 8.14 psi 94.87 psi 0.09 OK +1.20D+1.60Lr+L+1.60H 8.14 psi 8.14 psi 8.14 psi 8,14 psi 8.14 psi 94.87 psi 0.09 OK +1,20D+1.60Lr+0.50W+1.60H 8.14 psi 8.14 psi 8.14 psi 8.14 psi 8.14 psi 94.87 psi 0.09 OK +1.20D+L+1.60S+1.60H 8.14 psi 8.14 psi 8.14 psi 8.14 psi 8.14 psi 94.87 psi 0.09 OK +1.20D+1.608+0.50W+1.60H 8.14 psi 8.14 psi 8.14 psi 8.14 psi 8.14 psi 94.87 psi 0.09 OK +1.20D+0.50Lr+L+W+1.60H 8.14 psi 8.14 psi 8.14 psi 8.14 psi 8.14 psi 94.87 psi 0.09 OK +1.20D+L+0.50S+W+1,60H 8.14 psi 8.14 psi 8.14 psi 8.14 psi 8.14 psi 94.87 psi 0.09 OK +0.90D+W+1.60H 6.11 psi 6.11 psi 6.11 psi 6.11 psi 6.11 psi 94.87 psi 0.06 OK +1.20D+L+0.20S+E+1,90H 8.14 psi 8.14 psi 2.27 psi 18.93 psi 18.93 psi 94.87 psi 0.20 OK +0.90D+E+0.90H 6.11 psi 6.11 psi 3.15 psi 17.80 psi 17.80 psi 94.87 psi 0.19 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 67.42 psi 189.74psi 0.3554 OK +1.20D+0.50Lr+1.60L+1.60H 57.79 psi 189.74psi 0.3046 OK +1.20D+1.60L+0.50S+1.60H 57.79 psi 189.74psi 0.3046 OK +1.20D+1.60Lr+L+1.60H 57.79 psi 189.74psi 0.3046 OK +1,20D+1.60Lr+0.50W+1.60H 57.79 psi 189.74psi 0.3046 OK +1.20D+L+1.60S+1.60H 57.79 psi 189.74psi 0.3046 OK +1.20D+1.60S+0.50W+1.60H 57.79 psi 189.74psi 0.3046 OK +1.20D+0.50Lr+L+W+1.60H 57.79 psi 189.74psi 0.3046 OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Title Block Line 6 General Footing Project Title: Engineer: Project ID: Project Descr: Printed: 4 SEP 2019, 11:03AM File P:IAIUTQD-VINYDFKF-01AMEPSISEVIOW-K1CaI s\Coocretepad ec6 Software copyright,ENERCALC,INCH_498&2019,.Buifd:10.19.1.30 Lic. # : KW-06008835 CORE STATES GROUP DESCRIPTION: —Concrete Pad — Two•Way "Punching" Shear Load Combination... +1.20D+L+0.50S+W+1.60H +0.90D+W+1,60H +1.20D+L+0.20S+E+1.90H +0.90D+E+0.90H Vu 57.79 osi 43.34 osi 57.84 psi 43.65 psi Phi*Vn 189.74 osi 189.74 osi 189.74 psi 189.74 psi Vu I Phi*Vn 0.3046 0.2284 0.3048 0.2301 All units k Status OK OK OK OK Markus Solvang From: Sent: To: Subject: Li] RingCentral <support@ringcentral.com> Wednesday, September 25, 2019 9:55 AM Markus Solvang You have been added to your company's RingCentral business phone system 0 Welcome Dear Markus Solvang, Michael Keenan has added you as a user to the RingCentral business phone system. • Your company number is: (770) 242-9550 • Your extension number is: 2627 • Your direct line is: (909) 781-2627 • Your email address for login is: msolvang@core-states.com You can set up your account online in just a matter of minutes. 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RingCentral is a registered trademark of RingCentral, Inc., 20 Davis Drive, Belmont, CA 94002, USA. 1 CORE STATES MALAN Structural Calculations for BATTERY ENERGY STORAGE SYSTEM 1 Hoag Dr. Newport Beach, CA 92663 IL Advanced Microgrid Solutions Structural Calculations for Anchors and Concrete Pad GROUP Carel Stevenson PE #68555 Prepared By: Core States Group 4240 E Jurupa St, Suite 402, Ontario, CA, 91671 September 5, 2019 AMS.26513 9/4/2019 ATC Hazards by Location OTC Hazards by Location Search Information Address: 1 Hoag Dr, Newport Beach, CA 92663, USA Coordinates: 33.62474279999999, -117.93004680000001 Elevation: ft Timestamp: 2019-09-04T17:22:53.216Z Hazard Type: Wind ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category Ill Risk Category IV Beacho MP — Anaheim_ v tvine 0 CatalinaIsland Essential Fish Habitat: Google Riverside 0 Temecula 0 C Vi;CtA Nati, Map data ©2019 Google, INEGI ASCE 7-10 ASCE 7-05 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph 72 mph MRI 25-Year 79 mph 77 mph MRI 50-Year 85 mph 82 mph MRI 100-Year 91 mph 89 mph Risk Category I 100 mph 96 mph Risk Category II 110 mph 102 mph Risk Category III -IV 115 mph 106 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the aovemina buildina code bodies responsible for buildina code aooroval and interoretation for the https://hazards.atcouncil.org/#/wind?lat=33.62474279999999&Ing=-117.93004680000001&address=1 Hoag Dr%2C Newport Beach%2C CA 92663%... 1/2 9/4/2019 ATC Hazards by Location building site described by latitude/longitude location in the report. https://hazards.atcounciLorg/#/wind?lat=33.62474279999999&Ing=-117.93004680000001&address=1 Hoag Dr%2C Newport Beach%2C CA 92663%... 2/2 9/4/2019 U.S. Seismic Design Maps 1 Hoag Dr, Newport Beach, CA 92663, USA Latitude, Longitude: 33.6247428, -117.93004680000001 T °O aP� 09 dd} doe in Hospital Rd Chicken Coop go Agape Art Collective Hoag Memoria n Hospital Presbyterian d9%.- P.� Q !o O( cuc- GohDgle-- - Date Design Code Reference Document Risk Category Site Class Type Value Description Ss 1.695 MCER ground motion. (for 0.2 second period) Si 0.626 MCER ground motion. (for 1.0s period) SMs 1.695 Site -modified spectral acceleration value SMt 0.939 Site -modified spectral acceleration value 1.13 Numeric seismic design value at 0.2 second SA 0.626 Numeric seismic design value at 1.0 second SA SDS SDI Type SDC Fa F� PGA FPGA PGAM TL SsRT SsUH SsD S1RT S1UH S1D PGAd CRS CR1 OSHPD oo0 yo\e' 9/4/2019, 10:22:04 AM ASCE7-10 II D - Stiff Soil Value Description D Seismic design category 1 Site amplification factor at 0.2 second 1.5 Site amplification factor at 1.0 second 0.693 MCEG peak ground acceleration 1 Site amplification factor at PGA 0.693 Site modified peak ground acceleration 8 Long -period transition period in seconds 1.695 Probabilistic risk -targeted ground motion. (0.2 second) 1.871 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration 3.336 Factored deterministic acceleration value. (0.2 second) 0.626 Probabilistic risk -targeted ground motion. (1.0 second) 0.678 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. 1.146 Factored deterministic acceleration value. (1.0 second) 1.23 Factored deterministic acceleration value. (Peak Ground Acceleration) 0.906 Mapped value of the risk coefficient at short periods 0.923 Mapped value of the risk coefficient at a period of 1 s o Ot 2 c°o 'o.,a c'. Sr �a .P om, Map data ©2019 Google https://seismicmaps.org 1/2 9;4/2019 U.S. Seismic Design Maps MCER Response Spectrum 2.0 - 1.5 - 1.0 0.5 0.0 0.0 1.5 1.0 0.5 0.0 2.5 5.0 Period, T (sec) - Sa(g) Design Response Spectrum 7.5 0 0 2.5 5.0 Period, T (sec) - Sa(g) 7.5 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. https://seismicmaps.org 2/2 CORE STATES wiri�rn�►� GROUP Client AMS Job Name Hoag hospital Job Number AMS.2651 3 Unit Lable: Battery Unit Type Generators/Batteries Unit Location: Slab on Grade Occupancy category II Code Factors: Importance factor (Ir)= I .5 Ar= l Rr= 2.5 505= 1.130 LI= 2.000 Unit Parameters: height to roof (h)= 1.0 ft L= 52.0 in UNIT DIMENSIONS Per ACI 3 18 17.2.3.4.3(d) ht to anchors (z)= 0.0 ft Wr= 4765.0 lb W= 33.0 in Ht. to C.M.= 45.0 in UNIT HT. CURB HT. ANCHOR Seismic Wind Fp min= 4846.0 lb 0.35pslpWpO qz = 22.4 psf = 0.002561czKrtK.V21 (Ib/ft2) Edn (13.3-3) F = 804 lb = .GCfAf Fp max= 25845.4 lb I .65pslpWrf! Kl = 0.85 Eqn (13.3-2) Krt = 1.0 Fp = 2584.5 lb [.4Ar5 sWr(I + Ke = 0.85 2(Z/h))/(Rr/IO2 VT = 110 mph Ecin (13.3-1) 1 = 1.0 G = 0.85 Fr used= 4846.0 lb Cf = I .3 Af = 32.5 sf Overturn Moment= 2 18070 in -lb Overturn Moment= 36 168 in -lb Res. Moment (Min)= 70760 in -lb Res. Moment (Min)= 70760 in -lb Anchor spacing= 36 in o.c. # Anchors Long Side (N1)= 2 # Anchors Short Side (N5)= 2 Total Anchors (NT)= 4 Net Uplift to Anchors= 2501 .2 lb [(Mot-Mres)/(W)/NL] + 0.2"Sp5"WF/NT=(Uplift per anchor per side of the unit with added vertical seismic load per ASCE-7 where seismic governs) Net Uplift to Anchors(wmd)== No Net Uplift Due to Wind Shear per bolt= 1 21 1 .5 lb Anchor Type: 5/8' Diam Hiltf KB-TZ 4" Embed (Minimum) Refer to Hilt' Profis for Anchor Capacity CORE STATES Hilti PROFIS Engineering 3.0.48 www.hilti.com GROUP Company: Address: Phone I Fax: Design: Fastening point: Core States Group 4240 East Jurupa Street, Suite 402 9094678914 I - AMS-Newport Beach, CA- Anchor Design-Septemb Page: Specifier. E-Mail: Date: 1 Jose Arias jarias@core-states.com 9/4/2019 Specifier's comments: 1 Input data Anchor type and diameter. Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Kwik Bolt TZ - SS 304 5/8 (4) not available hew = 4.000 in., h„o,„ = 4.438 in. AISI 304 ESR-1917 5/1/2019 15/1/2021 Design Method ACI 318-14 / Mech *".1111110111VOYMOIlitiF •IIIEli111 cracked concrete, , fc' = 4,000 psi; h = 8.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) z Y Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c ) 2003-2018 HIItl AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schwan 1 Hilti PROFIS Engineering 3.0.48 www.hilti.com CORE STATES ._.. ..I.I..101 GROUP Company: Core States Group Page: 2 Address: 4240 East Jurupa Street, Suite 402 Specifier: Jose Arias Phone I Fax: 9094678914 I E-Mail: jarias©core-states.com Design: - AMS-Newport Beach, CA- Anchor Design-Septemb Date: 9/4/2019 Fastening point: 1.1 Design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 2,501; Vx = 1,212; Vy = 0; yes 70 Mx=0;My=0;MZ=0; 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,501 1,212 1,212 0 max. concrete compressive strain: - [960] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load N. [Ib] Capacity + Nn [Ib] Utilization l N = NUJ+ Nn Status Steel Strength* 2,501 13,410 19 OK Pullout Strength* 2,501 3,601 70 OK Concrete Breakout Failure** 2,501 4,193 60 OK * highest loaded anchor **anchor group (anchors in tension) 3.1 Steel Strength N. [Ib] 4' 4) N. [lb] N. [Ib] 17,880 0.750 13,410 2,501 3.2 Pullout Strength NI, [Ib] (fn/2500)°'S A. a 4' 5,840 1.265 1.000 0.650 4seiamic 4nonductile "' Npvc jib] 0.750 1.000 3,601 Nua [lb] 2,501 Input data and results must be checked for conformity with the existing conditions and for plausibility) PROFIS Engineering (c ) 2003-2018 HIS AG, FL-9494 Schaan HIM is a registered Trademark of HIS AG, Schaan 2 Hilti PROFIS Engineering 3.0.48 www.hilti.com CORE STATES P101111141111111111111111 GROUP Company: Core States Group Page: 3 Address: 4240 East Jurupa Street, Suite 402 Specifier Jose Arias Phone I Fax: 9094678914 I E-Mail: jarias@core-states.com Design: - AMS-Newport Beach, CA- Anchor Design-Septemb Date: 9/4/2019 Fastening point: 3.3 Concrete Breakout Failure AN. [in.2] 144.00 ec1.N [in.] 0.000 A,o [in.2] 144.00 W ec1,N 1.000 Ca,mN [in.] 8.000 ecz,N [in.] 0.000 cac [in] 6.000 W ec2,N 1.000 a.. Nb [lb] *seismic 1.000 8,601 0.650 0.750 W c,N 1.000 Wed.N Wcp,N 1.000 1.000 * N., [lb] N a [lb] 4,193 2,501 ker 17 Input data and mulls must be checked for conformity with the existing conditions and for plausibility) PROFIS Engineering (c) 2003-2018 HIS AG, FL-9494 Schaan HIS Is a registered Trademark of HIS AG, Schaan 3 1■■IIIATI Hilti PROFIS Engineering 3.0.48 www.hilti.com CORE STATES C.� I.. ..Ill..i,. GROUP Company: Core States Group Page: 4 Address: 4240 East Jurupa Street, Suite 402 Specifier. Jose Arias Phone I Fax: 9094678914 I E-Mail: jarias@core-states.com Design: - AMS-Newport Beach, CA- Anchor Design-Septemb Date: 9/4/2019 Fastening point: 4 Shear load Load V. [lb] Capacity 4) V„ [Ib] Utilization fiv = Vca/$ V„ Status Steel Strength* 1,212 6,078 20 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength'" 1,212 12,042 11 OK Concrete edge failure in direction y 1,212 10,936 12 OK highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength V. [Ib] 9,350 4' 0.650 4, V. [Ib] 6,078 V. [lb] 1,212 4.2 Pryout Strength ANc [in.2] ANco [in 2] ;min [in.] I4a can [in.] W c,N 144.00 144.00 8.000 2 6.000 1.000 ec1,v [in.] W ecl,v en2.v [in.] W ec2,V Wed,N Wcp,N 0.000 1.000 0.000 1.000 1.000 1.000 a.. Nb [lb] 4' 0seismic 4) V= [Ib] Vaa [Ib] 1.000 8,601 0.700 1.000 12,042 1,212 4.3 Concrete edge failure in direction y- la [in.] da [in.] cal [in.] Avc [in.2] Avco [in.2] 4.000 0.625 8.000 160.00 288.00 'V ed,V Wparallel,v eav [in.] W ec,v Wc,V Wh,V 1.000 2.000 0.000 1.000 1.000 1.225 a.. Vb [Ib] 4 41seismic 4) Vcbo [Ib] Vb. [Ib] 1.000 11,480 0.700 1.000 10,936 1,212 5 Combined tension and shear loads [1N liv 4 Utilization pity [a/o] Status 0.694 0.199 5/3 62 OK �NV=13N+I3V<=1 17 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2018 Hillt AG, FL-9494 Schaan Hilti Is a registered Trademark of Hilti AG, Schwan 4 F■III..TI CORE STATES iiv�i� Hilti PROFIS Engineering 3.0.48 www.hilti.com GROUP Company: Core States Group Page: 5 Address: 4240 East Jurupa Street, Suite 402 Specifier: Jose Arias Phone I Fax: 9094678914 I E-Mail: jarias@core-states.com Design: - AMS-Newport Beach, CA- Anchor Design-Septemb Date: 9/4/2019 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by coo. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2018 HIM AG, FL-9494 Schaan is a registered Trademark of HIS AG, Schaan 5 Hilti PROFIS Engineering 3.0.48 www.hilti.com CORE STATES C:::`. GROUP Company: Core States Group Page: 6 Address: 4240 East Jurupa Street, Suite 402 Specifier. Jose Arias Phone I Fax: 9094678914 I E-Mail: jarias©core-states.com Design: - AMS-Newport Beach, CA- Anchor Design-Septemb Date: 9/4/2019 Fastening point: 7 Installation data Profile: - Hole diameter in the fixture: - Plate thickness (input): - Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Anchor type and diameter. Kwik Bolt TZ - SS 304 5/8 (4) Item number: not available Installation torque: 720 in.lb Hole diameter in the base material: 0.625 in. Hole depth in the base material: 4.750 in. Minimum thickness of the base material: 8.000 in. Hilti KB-TZ stud anchor with 4.43752 in embedment, 5/8 (4), Stainless steel, installation per ESR-1917 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit Coordinates Anchor in. Anchor x y cx c+x c-y c+y 1 0.000 0.000 8.000 8.000 • Torque controlled cordless impact tool • Torque wrench • Hammer Input data and results must be checked for conformity with the existing conditions and for plausibility) PROFIS Engineering (c) 2003-2018 HIS AG, FL-9494 Schaan Hilti Is a registered Trademark of HIS AG, Schaan 6 NI I CORE STATES ..1..... Hilti PROFIS Engineering 3.0.48 www.hilti.com GROUP Company: Core States Group Page: 7 Address: 4240 East Jurupa Street, Suite 402 Specifier. Jose Arias Phone I Fax: 9094678914 I E-Mail: jarias@core-states.com Design: - AMS-Newport Beach, CA- Anchor Design-Septemb Date: 9/4/2019 Fastening point 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility? PROFIS Engineering (c) 2003-2018 HiS AG, FL-9494 Schoen Hilti is a registered Trademark of HIS AG, Schwan 7 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General. Footing Lic. # : KW-06008835 DESCRIPTION: -Concrete Pad - Code References Project Title: Engineer: Project ID: Project Descr: Printed: 4 SEP 2019, 11:03AM File = P:4UUTQD-ANYDFKF-01AMEPSISEV10W-KKCalcs\Concrete pad.ec6 Software copyiighfENERCALC,.INC.1983=2o19, Build:10.19.1.30 . CORE STATES GROUP Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties Pc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions = 4.0 ksi • 60.0 ksi = 3,122.0 ksi • 150.0 pcf = 0.90 = 0.750 = 0.00180 = 1.0:1 1.0:1 Yes Yes No No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than • 1.50 ksf No • 250.0 pcf • 0.350 = 0.50 ft 0.0 ksf 0.0 ft = 0.0 ksf = 0.0 ft Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing 5.0 ft 5.0 ft 8.0 in 0.0 in 0.0 in 0.0 in 3.0 in Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads n/a n/a n/a in 5ip' P : Column Load OB : Overburden M-xx M-zz V-x V-z D 4.847 0.0 0.0 0.0 0.0 0.0 Lr 0.0 0.0 0.0 0.0 0.0 0.0 L S W 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E H 0.0 0.0 8.962 0.0 0.0 2.423 0.0 k 0.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW-06008835 DESCRIPTION: -Concrete Pad - DESIGN SUMMARY Project Title: Engineer: Project ID: Project Descr: Printed: 4 SEP 2019, 11:03AM File = P:1AILLTQD-V1NYDFKF-01AMEPSISEVI0W-K1Calcs\Colic ete pad:ec6'. Software copyright ENERCALC; INC':.1983=2019, Bullil:1D.19.1.30` CORE STATES GROUP Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.4728 Soil Bearing 0.7092 ksf PASS 1.488 Overturning - X-X 7.404 k-ft PASS n/a Overturning - Z-Z 0.0 k-ft PASS n/a Sliding - X-X 0.0 k PASS 1.002 Sliding - Z-Z 1.696 k PASS n/a Uplift 0.0 k PASS 0.1274 Z Flexure (+X) 0.8482 k-ft/ft PASS 0.1274 Z Flexure (-X) 0.8482 k-ft/ft PASS 0.2774 X Flexure (+Z) 1.847 k-ft/ft PASS 0.1274 X Flexure (-Z) 0.8482 k-ft/ft PASS 0.1001 1-way Shear (+X) 9.50 psi PASS 0.1001 1-way Shear (-X) 9.50 psi PASS 0.1995 1-way Shear (+Z) 18.925 psi PASS 0.1001 1-way Shear (-Z) 9.50 psi PASS 0.3554 2-way Punching 67.424 psi Detailed Results 1.50 ksf 11.021 k-ft 0.0 k-ft 0.0 k 1.699 k 0.0 k 6.657 k-ft/ft 6.657 k-ft/ft 6.657 k-ft/ft 6.657 k-ft/ft 94.868 psi 94.868 psi 94.868 psi 94.868 psi 189.737 psi +0.60D+0.70E+H about X-X axis +0.60D+0.70E+H No Overturning No Sliding +0.60D+0.70E+H No Uplift +1.40D+1.60H +1.40D+1.60H +1.20D+L+0.20S+E+1.90H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.20D+L+0.205+E+1.90H +1.40D+1.60H +1.40D+1.60H Soil Bearing Rotation Axis & Load Combination... X-X, +D+H X-X, +D+L+H X-X, +D+Lr+H X-X. +D+S+H X-X. +D+0.750Lr+0.750L+H X-X, +D+0.750L+0.750S+H X-X, +D+0.60W+H X-X, +D+0.750Lr+0.450W+H X-X, +D+0.750S+0.450W+H X-X, +0.60D+0.60W+0.60H X-X, +D+0.70E+0.60H X-X, +D+0.750L+0.750S+0.5250E+H X-X, +0.60D+0.70E+H Z-Z, +D+H Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+S+H Z-Z, +D+0.750Lr+0.750L+H Z-Z, +D+0.750L+0.750S+H Z-Z, +D+0.60W+H Z-Z, +D+0.750Lr+0.450W+H Z-Z, +D+0.750S+0.450W+H Z-Z, +0.60D+0.60W+0.60H Z-Z, +D+0.70E+0.60H Z-Z, +D+0.750L+0.750S+0.5250E+H Z-Z, +0.60D+0.70E+H Overturning Stability Gross Allowable Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio 1.50 n/a 0.0 0.2939 0.2939 n/a n/a 0.196 1.50 n/a 0.0 0.2939 0.2939 n/a n/a 0.196 1.50 n/a 0.0 0.2939 0.2939 n/a n/a 0.196 1.50 n/a 0.0 0.2939 0.2939 n/a n/a 0.196 1.50 n/a 0.0 0.2939 0.2939 n/a n/a 0.196 1.50 n/a 0.0 0.2939 0.2939 n/a n/a 0.196 1.50 n/a 0.0 0.2939 0.2939 n/a n/a 0.196 1.50 n/a 0.0 0.2939 0,2939 n/a n/a 0.196 1.50 n/a 0.0 0.2939 0.2939 n/a n/a 0.196 1.50 n/a 0.0 0.1763 0.1763 n/a n/a 0.118 1.50 n/a 12.093 0.0 0.6528 n/a n/a 0.435 1.50 n/a 9.070 0.030 0.5578 n/a n/a 0.372 1.50 n/a 20.156 0.0 0.7092 n/a n/a 0.473 1.50 0.0 n/a n/a n/a 0.2939 0.2939 0.196 1.50 0.0 n/a n/a n/a 0.2939 0.2939 0.196 1.50 0.0 n/a n/a n/a 0.2939 0.2939 0.196 1.50 0.0 n/a n/a n/a 0.2939 0.2939 0.196 1.50 0.0 n/a n/a n/a 0.2939 0.2939 0.196 1.50 0.0 n/a n/a n/a 0.2939 0.2939 0.196 1.50 0.0 n/a n/a n/a 0.2939 0.2939 0.196 1.50 0.0 n/a n/a n/a 0.2939 0.2939 0.196 1.50 0.0 n/a n/a n/a 0.2939 0.2939 0.196 1.50 0.0 n/a n/a n/a 0.1763 0.1763 0.118 1.50 0.0 n/a n/a n/a 0.2939 0.2939 0.196 1.50 0.0 n/a n/a n/a 0,2939 0.2939 0.196 1.50 0.0 n/a n/a n/a 0.1763 0,1763 0.118 Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, +D+H None 0.0 k-ft nfinitv OK X-X, +D+L+H None 0.0 k-ft nfinitv OK X-X, +D+Lr+H None 0.0 k-ft nfinitv OK X-X. +D+S+H None 0.0 k-ft nfinitv OK X-X, +D+0.750Lr+0.750L+H None 0.0 k-ft nfinitv OK X-X, +0+0.750L+0.750S+H None 0.0 k-ft nfinitv OK X-X, +D+0.60W+H None 0.0 k-ft nfinity OK X-X, +D+0.750Lr+0.450W+H None 0.0 k-ft nfinitv OK X-X, +D+0.750S+0.450W+H None 0.0 k-ft nfinitv OK X-X, +0.60D+0.60W+0,60H None 0.0 k-ft nfinitv OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Project Title: Engineer: Project ID: Project Descr: Printed: 4 SEP 2019, 11:03AM File P:IAIUTQD-VINYDFKF-01AMEPSISEVI0W-K1CaMs\Concrete pad.ec6 Software copyright ENERCALC; INC:1983 2019, Build:10.19.1.30 Lic. # : KW-06008835 CORE STATES GROUP DESCRIPTION: -Concrete Pad - Overturning Stability Rotation Axis & Load Combination... X-X, +D+0.70E+0.60H X-X, +D+0.750L+0,7505+0.5250E+H X-X, +0,60D+0.70E+H Z-Z, +D+H Z-Z, +D+L+H Z-Z, +D+Lr+H Z-Z, +D+S+H Z-Z. +D+0.750Lr+0.750L+H Z-Z, +D+0.750L+0.750S+H Z-Z, +D+0.60W+H Z-Z, +D+0.750Lr+0.450W+H Z-Z, +D+0.750S+0,450W+H Z-Z, +0.60D+0.60W+0.60H Z-Z, +D+0.70E+0.60H Z-Z, +D+0.750L+0.750S+0.5250E+H Z-Z, +0.60D+0.70E+11 Sliding Stability Overturning Moment 7.404 k-ft 5.553 k-ft 7.404 k-ft None None None None None None None None None None None None None Resisting Moment Stability Ratio Status 18.368 k-ft 2.481 OK 18.368 k-ft 3.308 OK 11.021 k-ft 1.488 OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK 0.0 k-ft nfinitv OK All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, +D+H 0.0 k 2.728 k No Sliding OK X-X, +D+L+H 0.0 k 2.728 k No Sliding OK X-X, +D+Lr+H 0.0 k 2.728 k No Sliding OK X-X, +D+S+H 0.0 k 2.728 k No Sliding OK X-X, +D+0.750Lr+0.750L+H 0.0 k 2.728 k No Sliding OK X-X, +D+0.750L+0.750S+H 0.0 k 2.728 k No Sliding OK X-X, +D+0.60W+H 0.0 k 2.728 k No Sliding OK X-X, +D+0.750Lr+0.450W+1-1 0.0 k 2.728 k No Sliding OK X-X, +D+0.750S+0.450W+H 0.0 k 2.728 k No Sliding OK X-X, +0.60D+0,60W+0.60H 0.0 k 1.699 k No Sliding OK X-X, +D+0.70E+0.60H 0.0 k 2.728 k No Sliding OK X-X, +D+0.750L+0.750S+0.5250E+H 0.0 k 2.728 k No Sliding OK X-X, +0.60D+0.70E+H 0.0 k 1.699 k No Sliding OK Z-Z, +D+H 0.0 k 2.728 k No Sliding OK Z-Z, +D+L+H 0.0 k - 2.728 k No Sliding OK Z-Z, +D+Lr+H 0.0 k 2.728 k No Sliding OK Z-Z, +D+S+H 0.0 k 2.728 k No Sliding OK Z-Z, +D+0.750Lr+0.750L+H 0.0 k 2.728 k No Sliding OK Z-Z, +D+0.750L+0.750S+H 0.0 k 2.728 k No Sliding OK Z-Z, +0.60D+0.60W+0.60H 0.0 k 1,699 k No Sliding OK Z-Z, +D+0.70E+0.60H 1.696 k 2.728 k 1.608 OK Z-Z, +D+0.750L+0.750S+0,5250E+H 1.272 k 2.728 k 2.144 OK Z-Z, +0.60D+0.70E+H 1.696 k 1.699 k 1.002 OK Z-Z, +D+0.60W+H 0.0 k 2.728 k No Sliding OK Z-Z, +D+0.750Lr+0.450W+H 0,0 k 2.728 k No Sliding OK Z-Z, +D+0.750S+0.450W+H 0.0 k 2.728 k No Sliding OK Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn k-ft Surface inA2 inA2 inA2 k-ft Status X-X, +1,40D+1.60H 0,8482 +Z Bottom 0.1728 Min Temp % 0,310 6.657 OK X-X, +1.40D+1.60H 0.8482 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1,20D+0.50Lr+1.60L+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+1.60L+0.505+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+1.60Lr+L+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1,20D+1.60Lr+L+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1,20D+1.60Lr+0.50W+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+L+1,605+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X. +1.20D+L+1.605+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 4 SEP 2019, 11:03AM General Footin File=P:1AIUTQD-VNYDFKF-01AMEPSISEV10W-K1Calcs'Concretepad.ec&.. 9 Software copyright ENERCALC, INC,1983-2019,, BuIId:10.19.1.30 Lic. # : KW-06008835 CORE STATES GROUP DESCRIPTION: -Concrete Pad - Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn k-ft Surface inA2 inA2 inA2 k-ft Status X-X, +1.20D+1,60S+0.50W+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+L+0.50S+W+1.60H 0.7271 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+L+0.50S+W+1.60H 0.7271 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +0.90D+W+1.60H 0.5453 +Z Bottom 0.1728 Min Temp % 0.310 6,657 OK X-X, +0.90D+W+1.60H 0.5453 -Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+L+0,20S+E+1.90H 1.847 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +1.20D+L+0.20S+E+1.90H 0.2688 -Z Too 0.1728 Min Temp % 0.310 6.657 OK X-X, +0.90D+E+0,90H 1.835 +Z Bottom 0.1728 Min Temp % 0.310 6.657 OK X-X, +0.90D+E+0.90H 0.2807 -Z Top 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.40D+1.60H 0.8482 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.40D+1.60H 0.8482 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+1.60L+0,50S+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0,310 6.657 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+1.60Lr+0,50W+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+L+1.60S+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+L+1.60S+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6,657 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+1.605+0.50W+1.60H 0.7271 +X Bottom 0,1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z. +1.20D+L+0.50S+W+1.60H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +0.90D+W+1.60H 0.5453 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +0.90D+W+1.60H 0.5453 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +1.20D+L+0.20S+E+1.90H 0.7271 -X Bottom 0.1728 Min Temp % 0.310 6,657 OK Z-Z, +1.20D+L+0.20S+E+1.90H 0.7271 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z, +0.90D+E+0.90H 0.5453 -X Bottom 0.1728 Min Temp % 0.310 6.657 OK Z-Z. +0.90D+E+0.90H 0.5453 +X Bottom 0.1728 Min Temp % 0.310 6.657 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 9.50 psi 9.50 psi 9.50 psi 9.50 psi 9.50 psi 94.87 psi 0.10 OK +1.20D+0.50Lr+1.60L+1.60H 8.14 psi 8.14 psi 8.14 psi 8.14 psi 8.14 psi 94.87 psi 0.09 OK +1.20D+1.60L+0.50S+1.60H 8.14 psi 8.14 psi 8.14 psi 8.14 psi 8.141361 94.87 psi 0.09 OK +1.20D+1.60Lr+L+1,60H 8.14 psi 8.14 psi 8.14 psi 8,14 psi 8.14 psi 94,87 psi 0.09 OK +1.20D+1.60Lr+0.50W+1.60H 8.14 psi 8.14 psi 8.14 psi 8.14 psi 8.14 psi 94.87 psi 0.09 OK +1.20D+L+1.605+1.60H 8.14 psi 8.14 psi 8.14 psi 8.14 psi 8.14 psi 94.87 psi 0.09 OK +1.20D+1.60S+0.50W+1.60H 8.14 psi 8.14 psi 8.14 psi 8.14 psi 8.14 psi 94.87 psi 0.09 OK +1.20D+0.50Lr+L+W+1.60H 8.14 psi 8.14 psi 8.14 psi 8.14 psi 8.14 psi 94.87 psi 0.09 OK +1.20D+L+0,50S+W+1,60H 8.14 psi 8.14 psi 8.14 psi 8.14 psi 8.14 psi 94.87 psi 0.09 OK +0,90D+W+1.60H 6.11 psi 6.11 psi 6.11 psi 6.11 psi 6.11 psi 94.87 psi 0.06 OK +1.20D+L+0.20S+E+1,90H 8.14 psi 8.14 psi 2.27 psi 18.93 psi 18.93 psi 94.87 psi 0.20 OK +0.90D+E+0.90H 6.11 psi 6.11 psi 3.15 psi 17.80 psi 17.80 psi 94.87 psi 0.19 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D+1.60H 67.42 psi 189.74psi 0.3554 OK +1.20D+0.50Lr+1.60L+1.60H 57.79 psi 189.74psi 0.3046 OK +1.20D+1.60L+0.50S+1.60H 57.79 psi 189.74psi 0.3046 OK +1.20D+1.60Lr+L+1.60H 57.79 psi 189.74psi 0.3046 OK +1.20D+1.60Lr+0.50W+1.60H 57.79 psi 189.74psi 0.3046 OK +1.20D+L+1.605+1.60H 57.79 psi 189.74psi 0.3046 OK +1.20D+1.6OS+0.50W+1.60H 57.79 psi 189.74psi 0.3046 OK +1.20D+0.50Lr+L+W+1.60H 57.79 psi 189,74psi 0.3046 OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW-06008835 DESCRIPTION: —Concrete Pad — Two -Way "Punching" Shear Load Combination... +1.20D+L+0.50S+W+1.60H +0.90D+W+1.60H +1.20D+L+0.20S+E+1.90H +0.90D+E+0.90H Vu 57.79 osi 43.34 osi 57.84 psi 43.65 psi Project Title: Engineer: Project ID: Project Descr: Phi*Vn 189.74 osi 189.74Dsi 189.74 osi 189.74osi Printed: 4 SEP 2019, 11:03AM Flle = P:IAIUTQD-VINY.DFKF-01AMEPSISEVI.QW-K1Calcs\Concrete pad.ec6 . Software copyrightENERCALC, INC, 1983-2019,:Bulld:10.19.1.30 CORE STATES GROUP Vu 1 Phi*Vn 0.3046 0.2284 0.3048 0.2301 All units k Status OK OK OK OK I`►2� 2°�l intertek Total Quality. Assured. AUTHORIZATION TO MARK This authorizes the application of the Certification Mark(s) shown below to the models described in the Product(s) Covered section when made in accordance with the conditions set forth in the Certification Agreement and Listing Report. This authorization also applies to multiple listee model(s) identified on the correlation page of the Listing Report. This document is the property of Intertek Testing Services and is not transferable. The certification mark(s) may be applied only at the location of the Party Authorized To Apply Mark. Applicant: Tesla Motors, Inc Manufacturer: Tesla Motors, Inc. Address: 3500 Deer Creek Road Palo Alto, California 94304 Address: Electric Avenue Sparks, Nevada 89434 Country: USA Country: USA Contact: Mr. Jonathan McCormick Contact: John Paul Jose Phone: 650-391-7144 Phone: 775-276-7604 FAX: na FAX: na Email: jmccormick@tesla.com Email: jojose@teslamotors.com Party Authorized To Apply Mark: Report Issuing Office: Control Number: 5005998 Same as Manufacturer Cortland, NY 13045 Authorized by: Intertek 24010.Aii aes# for Dean Davidson, Certification Manager This document supersedes all previous Authorizations to Mark for the noted Report Number. 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Intertek Testing Services NA Inc. 545 East Algonquin Road, Arlington Heights, IL 60005 Telephone 800-345-3851 or 847-439-5667 Fax 312-283-1672 Inverters, Converters, Controllers And Interconnection System Equipment For Use With Distributed Standard(s): Energy Resources [UL 1741:2010 Ed.2 +R:07Sep2016] Power Conversion Equipment [CSA C22.2#107.1:2016 Ed.4] Product: Industrial Inverter Models: 1095371- followed by two numbers; followed by -; followed by one letter$ 0 ATM for Report 102461822CRT-001 Page 1 of 1 ATM Issued: 31-Aug-2017 ED 16.3.15 (20-Apr-17) Mandatory NOTICE OF COMPLETION AND AUTHORIZATION TO APPLY THE UL MARK 03/31/2016 Panasonic Corporation Of North America Mr. Joseph Procopio Product Safety & Compliance Dept Two Riverfront Plaza 9th Fl Newark Nj 07102-5490, Us Our Reference: File MH12210, Vol. 1 Project Number 4787351418 Your Reference: PRB2-16-U005 Project Scope: UL1642 Component Recognition on the Rechargeable Li -Ion Cell NCR2170B. PRB2-16- U005 Dear Mr. Joseph Procopio: Congratulations! UL's investigation of your product(s) has been completed under the above Reference Number and the product was determined to comply with the applicable requirements. This letter temporarily supplements the UL Follow -Up Services Procedure and serves as authorization to apply the UL Mark at authorized factories under UL's Follow -Up Service Program. To provide your manufacturer(s) with the intended authorization to use the UL Mark, you must send a copy of this notice to each manufacturing location currently authorized under File MH12210, Vol. 1. Records in the Follow -Up Services Procedure covering the product are now being prepared and will be sent in the near future. Until then, this letter authorizes application of the UL Mark for 90 days from the date indicated above. Additional requirements related to your responsibilities as the Applicant can be found in the document "Applicant responsibilities related to Early Authorizations" that can be found at the following web -site: http://www.ul.com/EAResponsibilities Any information and documentation provided to you involving UL Mark services are provided on behalf of UL LLC (UL) or any authorized licensee of UL. We are excited you are now able to apply the UL Mark to your products and appreciate your business. Feel free to contact me or any of our Customer Service representatives if you have any questions. Very truly yours, Reviewed by: Kiran Shah Bruce A. Mahrenholz (847)6641797 847-664-3009 Project Engineer CPO Director Kiran.Shah@ul.com Bruce.A.Mahrenholz@ul.com NBKCC7D-41 FC1 D This is an electronically generated letter. Signatures are not required for this document to be valid. Page 1 of 1 Max rated reactive Power (capacitive, overexcited) (VAr) -65000 -650000 Max rated reactive Power (inductive, underexcited) (VAr) 65000 650000 Maximum slope (VArN) 11732.85 117328.5 Deadband Range (Vac) 0 - 55.4 0 - 55.4 Settling Time (sec) 1 - 90 1 - 90 SA14 Frequency -Watt Parameters Description Single power stage 10 power stages Output power rating (W) 65000 650000 AC frequency range with function enabled (Hz) 60.017 - 65 60.017 - 65 Manufacturer's stated frequency measurement accuracy (Hz) ±0.05 ±0.05 Manufacturer's state power accuracy (%) ±5 ±5 Settling Time (sec) 0.5 to 3 0.5 to 3 Adjustment range of the start of frequency droop (Hz) 60.017 - 65 60.017 - 65 Maximum slope of frequency droop (%Prated I Hz) 100 100 Minimum slope of frequency droop (%Prated/ Hz) 23.8 23.8 Slope of active power response to change in frequency (%) 100, 23.8 100, 23.8 Rate of return (%Prated/sec) 1% - 100% 1% - 100% Delay before return to full power (sec) 200 - 600 200 - 600 Use of hysteresis No hysteresis Hysteresis Hysteresis SA15 Volt -Watt Parameters Description Single power stage 10 power stages Output power rating (W) 65000 650000 AC voltage range with function enabled (Vac) 285.31 - 332.4 285.31 - 332.4 Nominal AC voltage (Vac) 277Vac 277Vac Manufacturer's stated AC voltage accuracy (Vac) ±5.54Vac ±5.54Vac Manufacturer's stated output power accuracy (%) ±5 ±5 Manufacturer's stated time accuracy (sec) Longer of ±0.lsec or 1% of set point Longer of ±0.lsec or 1% of set point Settling time (sec) 0.5 to 90 0.5 to 90 Adjustment range of the start of active power reduction (Vac) 285.31 - 332.4 285.31 - 332.4 Adjustment range of the stop of the curtailment function Vstop (Vac) 277 - 304.7 277 - 304.7 Adjustment range of the maximum of the curtailment function Vmax (Vac) 293.62 - 332.4 293.62 - 332.4 Maximum slope of active power reduction (%Prated / V) 12.03 12.03 Minimum slope of active power reduction (%Prated I V) 2.58 2.58 Adjustment range of delay before return to normal operation (sec) 200-600 200-600 Adjustment range of the rate of return to normal operation (%Prated/sec) 1-100 1-100 Use of hysteresis No hysteresis Hysteresis Hysteresis Slope of the active power response to changes in voltage (%Prated / V) 2.58 -12.03 ,s, �N0 2.58 -12.03 Active power rate of return to normal operation (%Prated/sec) 1 - 100 J�� -$ 1 - 100 c. www.intertek.com GFT-OP-11e (7-March-2017) Manufacturer's stated power factor accuracy ±0.03 ±0.03 Manufacturer's stated time accuracy (sec) Longer of ±0.1sec or 1% of set point Longer of ±0.1sec or 1% of set point Grid Support Function Parameters Tesla used the following parameters during the testing of the grid support functions according to UL1741 SA. The parameters that have N/A as their value are not applicable. SA11 Normal Ramp Parameters Description Single power stage 10 power stages Output current rating (Aac) 78.21 782.1 Minimum normal ramp -up rate (%Irated/ sec) 1 1 Maximum normal ramp -up rate (%Irated / sec) 100 100 Output current range of function (%Irated) 0% to 100% 0% to 100% Ramp rate accuracy (%Irated / sec) ±2% ±2% SA11 Soft -Start Ramp Parameters Description Single power stage 10 power stages Output current rating (Aac) 78.21 782.1 Minimum soft -start ramp -up rate (%Irated / sec) 0.1 0.1 Maximum soft -start ramp -up rate (%Irated/ sec) 100 100 Output current range of function (%Irated) 0% to 100% 0% to 100% Ramp rate accuracy (%Irated / sec) ±2% ±2% SA12 Specified Power Factor Parameters Description Single power stage 10 power stages Apparent power rating (VA) 65000 650000 Output power rating (W) 65000 650000 DC Input voltage range with SPF enabled (Vdc) 880-950 880-950 Nominal AC voltage (Vac) 277 277 AC voltage range with SPF enabled (Vac) 243.76-304.7 243.76-304.7 Manufacturer's stated AC voltage accuracy (Vac) ±5.54 ±5.54 Manufacturer's stated DC voltage accuracy (Vdc) ±10Vdc ±10Vdc Active power range of function ON) 0-65000 0-650000 Manufacturer's stated Power Factor accuracy ±0.03 ±0.03 Power factor settling time (sec) 0.04 0.04 Minimum Inductive (underexcited) Power Factor 0.85 0.85 Minimum Capacitive (overexcited) Power Factor 0.85 0.85 SA13 VoltNAr Parameters Description Single power stage 10 power stages Apparent power rating (VA) 65000 650000 Output power rating ON) 65000 650000 EUT Input voltage range with Q(V) function enabled (Vdc) 880-950 880-950 Nominal AC EPS voltage (V) 277 277 AC EPS voltage range with function enabled (Vac) 227.14 — 326.86 227.14 — 326.86 Reactive Power Accuracy (% or Var) ±3% ±3% Ramp Rate range (VAr/sec) 65000 — 722.22 650000 — 7222.2 www.intertek.com GFT-OP-11e (7-March-2017) Grid Support Function Tested Test Standard(s) and Section(s) Source Requirement Documents ANTI-ISLANDING PROTECTION - WITH GRID SUPPORT FUNCTIONS ENABLED UL 1741 SA8 Electric Rule No. 21 Hh.la According to Rule 14H According to UL 1741 SA8 LOW/HIGH VOLTAGE RIDE -THROUGH UL 1741 SA9 Electric Rule No. 21 Table Hh.1 SRD-UL-1741-SA- V1.1 (HECO) C Electric Rule No. 14H 4A.g (ii) LOW/HIGH FREQUENCY RIDE- THROUGH UL 1741 SA10 Electric Rule No. 21 Table Hh.2 SRD-UL-1741-SA- V1.1 (HECO) D Electric Rule No. 14H 4A.h (i) RAMP RATES UL 1741 SAll Electric Rule No. 21 Hh.2k SRD-UL-1741-SA- V1.1 (HECO) G Electric Rule No. 14H 4A.t SPECIFIED POWER FACTOR UL 1741 SA12 Electric Rule No. 21 Hh.2i SRD-UL-1741-SA- V1.1 (HECO) A.1 Electric Rule No. 14H 4A.m DYNAMIC VOLT/VAR OPERATIONS UL 1741 SA13 Electric Rule No. 21 Hh.2J SRD-UL-1741-SA- V1.1 (HECO) A.2 Electric Rule No. 14H 4A.s FREQUENCY -WATT UL 1741 SA14 Electric Rule No. 21 Hh.2.I SRD-UL-1741-SA- V1.1 (HECO) F Electric Rule No. 14H 4A.h (ii) VOLT -WATT UL 1741 SA15 Electric Rule No. 21 Hh.2.m SRD-UL-1741-SA- V1.1 (HECO) B Electric Rule No. 14H 4A.g (iii) REACTIVE POWER CAPABILITIES - - SRD-UL-1741-SA- V1.1 (HECO) A - Ratings: AC Input / Output Nominal Voltage 480V, 3phase Voltage Range 360-528V Max Continuous Output Current 782A Frequency Range/Nominal (Hz) 60 Max Continuous Power (kVA) 650kVA @ 480V Power Factor Range -1 to 1 Max Output Fault Current 1120A Max Utility Backfeed Current 2000A DC Input / Output Nominal Voltage 915V Voltage Range & Current Range 880 — 950V 0 - 766A Manufacturer's Stated Accuracy Tesla states the following accuracies according to the requirements of UL1741 SA. Manufacturer's Stated Accuracy Description Single power stage 10 power stages Manufacturer's stated AC voltage accuracy (Vac) ±5.54Vac ±5.54Vac Manufacturer's stated DC voltage accuracy (Vdc) ±10Vdc ±10Vdc Manufacturer's stated AC current accuracy (Aac) ±1.56A ±15.6A Manufacturer's stated frequency measurement accuracy (Hz or %Hz) ±0.05Hz ±0.05Hz Manufacturer's stated output power accuracy (W or %W) ±3250W ±32500W Manufacturer's stated reactive power accuracy (% or Var) ±1950Var ±19500Var www.intertek.com GFT-OP-11e (7-March-2017) Intertek Total Quality. Assured. Intertek 3933 US Route 11 Cortland, NY 13045 Telephone: 607-753-7311 www.intertek.com Verification of Conformity On the basis of the evaluations undertaken, the sample(s) of the below product have been found to comply with the requirements of the referenced specifications at the time the tests were carried out. Applicant Name & Address Product(s) Tested Ratings and principal characteristics Model(s) Brand name/Firmware version Relevant Standard(s)/Specification(s) Tesla Motors Inc. 3500 Deer Creek Road, Palo Alto, CA 94304 Grid Support Utility -Interactive Inverter See Page 2 Industrial Inverter model: 1095371-roc-y Tesla/c8cd4d8 : UL 1741 Supplement SA — Grid Support Utility Interactive Inverters and Converters, Sept. 7, 2016 With the source requirements document (SRD) v1.1—Hawaii Rule No. 14H Interconnection of Distributed Generating Facilities with the Company's Distribution System Electric Rule No.21 Generating Facility Interconnections Verification Issuing Office Name & Intertek, 3933 US Route 11, Cortland, NY 13045, USA Address Date of Test(s) : 09/11/2017 to 12/05/2017 Verification/Report Number(s) : 102591059CRT-036b NOTE: This verification is part of the full test report(s) and should be read in conjunction with it. This Verification is for the exclusive use of Intertek's client and is provided pursuant to the agreement between Intertek and its Client. Intertek's responsibility and liability are limited to the terms and conditions of the agreement. Intertek assumes no liability to any party, other than to the Client in accordance with the agreement, for any loss, expense or damage occasioned by the use of this Verification. Only the Client is authorized to permit copying or distribution of this Verification. Any use of the Intertek name or one of its marks for the sale or advertisement of the tested material, product or service must first be approved in writing by Intertek. The observations and test/inspection results referenced in this Verification are relevant only to the sample tested/inspected. This Verification by itself does not imply that the material, product, or service is or has ever been under an Intertek certification program. Signature Name: Howard Liu Position: Engineering Team Leader Date: Dec. 07, 2017 www.intertek.com GFT-OP-11e (7-March-2017) Certificate Certificate no. 4heinlan®d cu .72163 42 a3 License Holder: Manufacturing Plant: Tesla Motors Tesla Motors, Inc. 3500 Deer Creek Rd 45500 Fremont Blvd. Palo Alto CA 94304 Fremont CA 94538 USA USA Test report no.: USA-ZZ 31683756 001 Client Reference: Jonathan McCormick Tested to: UL 17 41: 2 010 R9.16 UL 1973:2013 R6.16 CSA C22.2.107.1-01 Subject 9540 No. 1 (6-30-2014) Certified Product: Energy Storage System Powerpack License Fee - Units contd. (Special Remarks) The DC HV cable and wireways between powerpacks were evaluated as system of Powerpack and for dry/damp location, where suitability is to be determined in the end application To be installed according to the licensee's installation instructions. Licensed Test mark: Date of Issue 4 (day/mo/yr) <b.y, 12/12/2016 A TUVRheinland C us TUV Rheinland of North America, Inc.. 12 Commerce Road, Newtown, CT 06470. Tel (203) 426-0888 Fax (203) 426-4009 Certificate Certificate no. CU . 72163042 02 ............................................................. ....................................................... . TUVRheinland License Holder: Tesla Motors 3500 Deer Creek Rd Palo Alto CA 94304 USA Manufacturing Plant: Tesla Motors, Inc. 45500 Fremont Blvd. Fremont CA 94538 USA Test report no.: USA-ZZ 31683756 001 Tested to: Client Reference: Jonathan McCormick UL 1741:2010 R9.16 UL 1973:2013 R6.16 CSA C22.2.107.1-01 Subject 9540 No. 1 (6-30-2014) Certified Product: Energy Storage System Powerpack License Fee - Units contd. (Special Remarks) Manual disconnects on the Tesla Industrial Inverter for the DC line between inverter and output of Powerpack and for the AC line between the Tesla Industrial Inverter and utility connection is required for final installation. The Powerpack output overcurrent protection is to be provided by the Tesla Industrial Inverter, where suitability is to be determined i end application and shall be in accordance with NEC/CEC and local codes. contd. Additional Manufacturing Plant: see above (K50006939) Licensed Test mark: Date of Issue (day/mo/yr) 12/12/2016 TUV Rheinland of North America. Inc , 12 Commerce Road, Newtown, CT 06470. Tel (203) 426-0888 Fax (203) 426-4009 Certificate Certificate no. TUVRheinIan®d CU. 7216304 o� License Holder: Manufacturing Plant: Tesla Motors Tesla Motors 3500 Deer Creek Rd Electric Avenue Palo Alto CA 94304 Sparks NV 89434 USA USA Test report no.: USA-ZZ 31683756 001 Client Reference: Jonathan McCormick Tested to: UL 17 41 : 2 010 R9.16 UL 1973:2013 R6.16 CSA C22.2.107.1-01 Subject 9540 No. 1 (6-30-2014) Certified Product: Energy Storage System Powerpack License Fee - Units Model Designation: 1) Powerpack 1.5: 1089288-XX-Y, 7 2) Powerpack 2.0: 1083931-XX-Y (XX = 00-99, Y = A-Z) Rated Voltage: DC 950V max. Battery Capacity: 1) 100kWh, 2) 215kWh Protection Class: I Output Ratings: 66A (57kW) Operating Temperature Range: -30°C to 50°C Special Remarks: This system includes Powerpack and Power - pack Wireway. It is intended to be used in conjunction with Tesla Industrial Inverter, where suitability is to be determined in the end application. contd. -) 7 Appendix: 1, 1-11 `)� Licensed Test mark: t(,• Date of Issue C)-y. (day/mo/yr) 12/12/2016 A TUVRheinland C Us TUV Rheinland of North America. Inc.. 12 Commerce Road. Newtown. CT 06470. Tel (203) 426-0888 Fax (203) 426-4009 egislered trademarks. Any use or application requires prior approval. Business Stream Products Certification Services Tesla Motors 3500 Deer Creek Rd Palo Alto CA 94304 USA Attn: Jonathan McCormick Re. : CU US + Canada Certificate Type of Equipment Model Designation Certificate No. File No. Engineer/Contact Standard(s) Dear Mr. McCormick, Date ,► TUVRheinland`"' Precisely Right. : 12/13/2016 Energy Storage System Powerpack See Certificate CU 72163042 0001 31683756 001 Zhiwang Zhu UL 1741:2010 R9.16 UL 1973:2013 R6.16 CSA C22.2.107.1-01 Subject 9540 No. 1 (6-30-2014) The above referenced technical equipment has been tested and was found to be in compliance with the listed test requirement(s). Enclosed, please find the TUV Rheinland approval document No. CU 72163042 0001. It authorizes you to label the listed product(s) with the TUV Rheinland Mark identified in the approval document. For compliance, the Test Mark must be on the approved unit. Your product is subject to regular factory follow-up inspections as well as annual certificate and factory registration fees. In using the TUV Rheinland Mark you are obligated to comply with the TUV Rheinland of North America Service Agreement. If we can be of any further assistance to you, please do not hesitate to contact us. Sincerely yours, Certif irati7 lBpdy • Dipl.-Ing. M. Glagla QA Certification Officer Enclosure TUV Rheinland of North America, Inc. North American Headquarters 12 Commerce Road Newtown, CT 06470 Tel 203-426-0888 Fax 203-426-4009 Toll Free TUV-RHEINLAND Mail infoatuv.com Web www.tuv.com Member of TUV Rheinland Group { Certificate Certificate no. TOVRheinland License Holder: Manufacturing Plant: Tesla, Inc. Tesla, Inc. 3500 Deer Creek Rd Electric Avenue Palo Alto CA 94304 Sparks NV 89434 USA USA Test report no.: USA-LL 31781986 001 Tested to: ANSI/CAN/UL-9540 : 2016 Client Reference: Jonathan McCormick Certified Product: Energy Storage System License Fee - Units Model Designation: Powerpack 2 System 7 Rated Voltage: AC 480V max., 50/60Hz Rated Current: 800A max. Protection Class: I Rated Ambient Temperature: -30°C to +50°C Output Ratings: AC 480V max., 800A max. Special Remarks: To be installed according to the licensee's installation instructions. Solely assessed to standards listed above. The ratings are derived from dedicated Tesla inverter and the marking plate is relied upon as the ratings of the Powerpack 2 System. Appendix: 1, 1-4 Licensed Test mark: T(1VRheinland CERTIFIED44, ID 0007000000 ANSI/CAN/UL -9540 www.tuv.com 7 'Date of Issue (day/mo/yr) 30/01/2018 c. d TUV Rheinland of North America, Inc., 12 Commerce Road, Newtown, CT 06470, Tel (203) 426-0888 Fax (203) 426 4009 Certificate Certificate no. TUVRheinland License Holder: Tesla, Inc. 3500 Deer Creek Rd Palo Alto CA 94304 USA Manufacturing Plant: Tesla, Inc. Electric Avenue Sparks NV 89434 USA Test report no.: USA-LL 31781986 002 Tested to: UL 9 5 4 0: 2 016 Client Reference: Jonathan McCormick Certified Product: Energy Storage System License Fee - Units Model Designation: Powerpack 2 System Rated Voltage: AC 480V max., 50/60Hz Rated Current: 800A max. Protection Class: I Rated Ambient Temperature: -30°C to +50°C Output Ratings: AC 480V max., 800A Special Remarks: To be installed according to installation instructions. The ratings are derived from dedicated Tesla inverter and the marking plate is relied upon of the Powerpack 2 System. Appendix: 1, 1-4 max. the licensee's as the ratings 7 7 Licensed Test mark: Date of Issue (day/mo/yr) 05/02/2018 TUV Rheinland of North America, Inc., 12 Commerce Road, Newtown, CT 06470, Tel (203) 426-0888 Fax (203) 426-4009