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Home My WebLink AboutIN240142 Structural Design Report.pdfSTRUCTURAL DESIGN OF PROPOSED GENERIC CALCULATION 2012 INTERNATIONAL BUILDING CODE SITE B&V PROJECT NO. 411370 PROJECT NAME: INSTALLATION OF ELECTRIC VEHICLE CHARGING EQUIPMENT SITE: IN240142 (CARMEL) SITE ADDRESS: MEIJER #130, 1424 W CARMEL DRIVE, CARMEL, IN 46032 PREPARED FOR ELECTRIFY AMERICA, LLC. 2003 EDMUND HALLEY, SUITE 200 RESTON, VA 20191 BLACK & VEATCH CORPORATION 11401 LAMAR AVENUE OVERLAND PARK, KS 66211 September 8, 2022 EQUIPMENT ANCHORAGE , EQUIPMENT FOUNDATION AND LIGHT POLE FOUNDATION 09/08/2022 Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: Date: 9/7/2022 Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/8/2022 BLACK & VEATCH EQUIPMENT ANCHORAGE , EQUIPMENT FOUNDATION AND LIGHT POLE FOUNDATION Equipment Anchorage and Foundation V.1.0.7 TABLE OF CONTENTS 1. PURPOSE 2. REFERENCES 3. ASSUMPTIONS 4. DESIGN PARAMETERS 5. STRESS RATIO RESULTS 6. ANALYSIS AND DESIGN 6.1 Structural Design of Proposed 350kW Signet Dispensers Anchorage and Foundation (Eccentric with Bollard) 6.2 Structural Design of Proposed 360kW Signet Power Units Anchorage 6.3 Structural Design of Proposed Switchboard Anchorage 6.4 Structural Design of Proposed Compound Concrete Slab 6.5 Structural Design of Proposed Light Pole Foundation 20' Pole, 3' Above Grade 6.6 Structural Design of Proposed Trex Fence Foundation 7. ATTACHMENTS GENERIC GENERIC Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: Date: 9/7/2022 Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/8/2022 BLACK & VEATCH EQUIPMENT ANCHORAGE , EQUIPMENT FOUNDATION AND LIGHT POLE FOUNDATION Equipment Anchorage and Foundation V.1.0.7 1. PURPOSE 2. REFERENCES A. 2014 Indiana Building Code B. International Building Code, IBC 2012 C. American Society of Civil Engineers, ASCE 7-10 D. American Concrete Institute, ACI 318-11 E. American Association of State Highway and Transportation Officials, AASHTO 2013 Edition Standard Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals Ref.: 1. American Society of Civil Engineers, ASCE 7-05 3. ASSUMPTIONS Assume light fixture EPA is 1.6 ft 2 All Assumptions as Listed within this Report GENERIC GENERIC The purpose of this calculation is to design/analyze the equipment anchorage, equipment foundation, and light pole foundation to resist wind and seismic loads. Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: Date: 9/7/2022 Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/8/2022 BLACK & VEATCH EQUIPMENT ANCHORAGE , EQUIPMENT FOUNDATION AND LIGHT POLE FOUNDATION Equipment Anchorage and Foundation V.1.0.7 4. DESIGN PARAMETERS Design Criteria based on: Wind Seismic Wind Speed: 115 mph Seismic Importance Factor: 1.0 Exposure Category: C Seismic SDS: 1.500g Topographic Factor Kzt: 1.00 Seismic Design Category: E Risk Category: II 5. STRESS RATIO RESULTS ANCHORAGE RESULTS Max. Stress Ratio on Equipment Anchorage in Tension: 58% Max. Stress Ratio on Equipment Anchorage in Shear: 13% Max. Stress Ratio on Equipment Anchorage in Tension/Shear Combination: 44% The Proposed Equipment Anchorage Result: SUFFICIENT FOUNDATION RESULTS Ratio of Max Bearing to Allowable Bearing: 61.7% Ratio of Overturning against Resisting Moment: 43.8% Ratio of Sliding against Resisting Force: 20.6% Max Stress Ratio of Reinforced Concrete Section: 4.2% The Proposed Equipment Foundation Result: SUFFICIENT Foundation Dimension: 5.00'L x 2.67'W x 3.25'D Foundation Reinforcement: #5 @ 8" O.C. EACH WAY TOP AND BOTTOM GENERIC GENERIC 2014 Indiana Building Code Use (6) 1/2" Dia. Hilti Kwik Bolt TZ2 SS 304/316 mechanical anchors with minimum effective embedment of 3 1/4" (ESR-4266) or engineer approved equal. Minimum anchorage concrete edge distance is 6 inches. 5.1 STRUCTURAL DESIGN OF PROPOSED 350KW SIGNET DISPENSERS ANCHORAGE AND FOUNDATION (ECCENTRIC WITH BOLLARD) Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: Date: 9/7/2022 Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/8/2022 BLACK & VEATCH EQUIPMENT ANCHORAGE , EQUIPMENT FOUNDATION AND LIGHT POLE FOUNDATION Equipment Anchorage and Foundation V.1.0.7 5. STRESS RATIO RESULTS (CONTINUED) 5.2 STRUCTURAL DESIGN OF PROPOSED 360KW SIGNET POWER UNITS ANCHORAGE ANCHORAGE RESULTS Max. Stress Ratio on Equipment Anchorage in Tension: 65.0% Max. Stress Ratio on Equipment Anchorage in Shear: 25.0% Max. Stress Ratio on Equipment Anchorage in Tension/Shear Combination: 58.0% The Proposed Equipment Anchorage Result: SUFFICIENT 5.3 STRUCTURAL DESIGN OF PROPOSED SWITCHBOARD ANCHORAGE ANCHORAGE RESULTS Max. Stress Ratio on Equipment Anchorage in Tension: 64.0% Max. Stress Ratio on Equipment Anchorage in Shear: 13.0% Max. Stress Ratio on Equipment Anchorage in Tension/Shear Combination: 51.0% The Proposed Equipment Anchorage Result: SUFFICIENT 5.4 STRUCTURAL DESIGN OF PROPOSED COMPOUND CONCRETE SLAB COMPOUND CONCRETE SLAB RESULTS Ratio of Max Bearing to Allowable Bearing: 11.0% Ratio of Overturning against Resisting Moment: 23.5% Ratio of Sliding against Resisting Force: 26.2% The Proposed Compound Concrete Slab Result: SUFFICIENT Compound Concrete Slab Dimension: 25.50'L x 12.50'W x 0.67'D Compound Concrete Slab Reinforcement: #5 @ 12" O.C. EACH WAY GENERIC GENERIC Use (4) 5/8" Dia. Hilti Kwik Bolt TZ2 SS 304/316 mechanical anchors with minimum effective embedment of 4" (ESR-4266) or engineer approved equal. Minimum anchorage concrete edge distance is 6 inches. Use (8) 1/2" Dia. Hilti Kwik Bolt TZ2 SS 304/316 mechanical anchors with minimum effective embedment of 3 1/4" (ESR-4266) or engineer approved equal. Minimum anchorage concrete edge distance is 9 inches. Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: Date: 9/7/2022 Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/8/2022 BLACK & VEATCH EQUIPMENT ANCHORAGE , EQUIPMENT FOUNDATION AND LIGHT POLE FOUNDATION Equipment Anchorage and Foundation V.1.0.7 5. STRESS RATIO RESULTS (CONTINUED) 5.5 STRUCTURAL DESIGN OF PROPOSED LIGHT POLE FOUNDATION 20' POLE, 3' ABOVE GRADE FOUNDATION RESULTS Ratio of soil vertical stress against vertical bearing capacity: 83.3% The Proposed Light Pole Foundation Result: SUFFICIENT FOUNDATION RESULTS Ratio of soil vertical stress against vertical bearing capacity: 44.2% The Proposed Fence Foundation Result: SUFFICIENT 5.6 STRUCTURAL DESIGN OF PROPOSED TREX FENCE FOUNDATION 8'W x 8'H Trex Seclusions fence with embedded pole foundation restrained condition: 2'-0" Dia x 4'- 0" deep concrete pier with (6) #6 at equal spacing and #3 hoops @ 12" O.C. Max. The minimum concrete compressive strength of 3000 psi. Reinforcement shall be ASTM specification A615 Grade 60. GENERIC GENERIC For light pole on pier foundation: 2'-0" diameter pier, extended 3' above grade and 5'-0" below grade. (6) #6 longitudinal bars with #3 hoops @ 6" o.c. Maintain 3" clear cover. Chamfer top edge with 1", 45 degree chamfer. Install light pole per manufacturer instructions. The minimum concrete compressive strength of 3000 psi. Reinforcement shall be ASTM specification A615 Grade 60. Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: Date: 9/7/2022 Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/8/2022 BLACK & VEATCH EQUIPMENT ANCHORAGE , EQUIPMENT FOUNDATION AND LIGHT POLE FOUNDATION Equipment Anchorage and Foundation V.1.0.7 6.1) GENERIC GENERIC STRUCTURAL DESIGN OF PROPOSED 350KW SIGNET DISPENSERS ANCHORAGE AND FOUNDATION (ECCENTRIC WITH BOLLARD) Client: ELECTRIFY AMERICA, LLC. Computed By: Thapakron L. Project Name: Site Name: GENERIC Date: 7/27/2022 Project/Phase: 411370 Verified By: Blake Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 7/27/2022 BLACK & VEATCH 350KW SIGNET DISPENSER ANCHORAGE AND FOUNDATION (ECCENTRIC WITH BALLARD) Equipment Anchorage and Foundation V.1.2.3 SEISMIC LOAD CALCULATION The equipment is considered a Non-Structural Component per section 13.3 of ASCE 7-10. Fp = 0.4 ap SDS Wp (1 + 2 z/h) / (Rp/Ip) eq. 13.3-1 = 0.4 x 1.00 x 1.50 (1 + 2 x 0.00) / (2.50 / 1.00) Fp = 0.24 Wp Fp = 1.6 SDS Ip Wp eq. 13.3-2 = 1.6 x 1.50 x 1.00 x Wp Fp = 2.40 Wp (maximum) Fp = 0.30 SDS Ip Wp eq. 13.3.3 = 0.30 x 1.50 x 1.00 x Wp Fp = 0.45 Wp (minimum) (Control) SDS = 1.500 g design spectral response at short period (0.2 seconds) SDC = E seismic design Category Ip = 1.00 component importance factor per Section 13.1.3 Rp = 2.50 component response modification factor per table 13.5-1/13.6-1 ap = 1.00 component amplification factor per table 13.5-1/13.6-1 z/h = 0.00 on ground Total Seismic Shear ; h = 8.00 ft (equipment height from ground) w = 1.33 ft (equipment width) l = 1.83 ft (equipment length) Wfull = 441 lbs Wempty = 441 lbs f Wfull = 0.45 x 441 lbs = 198.5 lbs f Wempty = 0.45 x 441 lbs = 198.5 lbs Eseis.H = Fp = GENERIC h w I Client: ELECTRIFY AMERICA, LLC. Computed By: Thapakron L. Project Name: Site Name: GENERIC Date: 7/27/2022 Project No. Project/Phase: 411370 Verified By: Blake Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 7/27/2022 BLACK & VEATCH 350KW SIGNET DISPENSER ANCHORAGE AND FOUNDATION (ECCENTRIC WITH BALLARD) Equipment Anchorage and Foundation V.1.2.3 WIND LOAD CALCULATION ASCE Section # a. Ultimate Velocity Pressure, qz or qh 29.3.2 qz = 0.00256 Kz Kzt Kd V 2 Basic Wind Speed, Vult = 115 mph Fig. 26.5.1A = 0.00256 x 0.85 x 1.00 x 0.85 x 115.00^2 qz = 24.43 psf Eq. 29.3-1 b. Velocity pressure coefficient, Kz 29.3.1 Kz = 2.01 (z/zg ) 2/α Exposure Category = C = 2.01 (15 / 900^(2/9.5) Kz = 0.85 Height above Ground Level, z = 15 ft Tab.29.3-1 α = 9.50 zg = 900.00 ft c. Topographic Factor, Kzt 26.8.2 µ = 0.00 H = 15 ft Fig. 26.8-1 γ = 0.00 Hill Shape K1 = 0.00 Crest Type K2 = (1 - x / µ Lh) Distance Upwind of crest, Lh = 0 ft = [1 - 15 / (0.0 x 0)] K2 = 0.00 Distance Upwind to Bldg Site, x = 0 ft K3 = e (γ z / Lh) Kzt = [ 1 + K1 K2 K3 ] 2 Eq. 26.8-1 = e^-(0.0 x 15 / 0) = [1 + 0.00 x 0.00 x 0.00]^2 K3 = 0.00 Kzt = 1.00 d. Wind Directionality Factor, Kd 26.6 Kd = 0.85 Tab. 26.6-1 e. Risk Category II Tab. 1.5-1 f. Gust Effect Factor, G G = 0.85 26.9 g. Structure Type / Force Coefficient Cf = 1.65 Min. Fig. 29.4-1 h. Design Wind Pressure, F = 24.43 x 0.85 x 1.65 = 34.26 psf (OK) Eq. 29.4-1 Min. Req'd : 16 psf 29.8 i. Total Wind Load On Equipment, Aopening = 0.00 s.f. Projected Wind Area on Equipment Af = 1.83 x 8.00 - 0 = 14.64 s.f. Client: ELECTRIFY AMERICA, LLC. Computed By: Thapakron L. Project Name: Site Name: GENERIC Date: 7/27/2022 Project No. Project/Phase: 411370 Verified By: Blake Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 7/27/2022 BLACK & VEATCH 350KW SIGNET DISPENSER ANCHORAGE AND FOUNDATION (ECCENTRIC WITH BALLARD) Equipment Anchorage and Foundation V.1.2.3 ANCHORAGE DESIGN Input Design Loads: Weight of Equipment: WEmpty = 441 lbs WFull = 441 lbs Wind Load Govern - (0.9D - W) Vertical Load on Equipment: 0.9D = 397 lbs Lateral Wind Load on Equipment: W = 502 lbs Moment at Base: Mu = W (0.55h) = 502 lbs x (0.55 x 8.00 ft x 12 in/ft) = 26489 lbs-in Note: If SDC = C or greater, seismic load cases should be included in anchor analysis Seismic Load Govern - {(0.9 - 0.2S DS )D - E} Case 1 - Empty Vertical Load on Equipment: (0.9 - 0.2SDS)D = 265 lbs, Empty Seismic Overstrength Factor: Ω = 2.50 Lateral Seismic Load on Equipment with overstrength factor : Eseis.H = 496 lbs, Empty Moment at Base: Mu = E (0.67h) = 496 lbs x (0.67 x 8.00 ft x 12 in/ft) = 31891 lbs-in, Empty Case 2 - Fully loaded Vertical Load on Equipment: (0.9 - 0.2SDS)D = 265 lbs, Fully Loaded Lateral Seismic Load on Equipment with overstrength factor : Eseis.H = 496 lbs, Fully Loaded Moment at Base: Mu = E (0.67h) = 496 lbs x (0.67 x 8.00 ft x 12 in/ft) = 31891 lbs-in, Fully Loaded GENERIC www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 350kW Signet Dispenser Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 1 Thapakorn L. 27/7/2022 Specifier's comments: Wind and Seismic Case - 350kW Signet Dispenser Anchorage 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (3 1/4 ) hnom3 Item number: 2210261 KB-TZ2 1/2x4 1/2 SS304 Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in. Material: AISI 304 Evaluation Service Report: ESR-4266 Issued I Valid: 17/12/2021 | 1/12/2023 Proof: Design Method ACI 318-14 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plateR : lx x ly x t = 18.820 in. x 10.630 in. x 0.250 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 8.000 in. Installation: hammer drilled hole, Installation condition: Water saturated Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 350kW Signet Dispenser Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 2 Thapakorn L. 27/7/2022 1.1 Load combination and design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Wind Case N = -397; Vx = 0; Vy = 502; Mx = -26,489; My = 0; Mz = 0; no 35 2 Seismic Case N = -265; Vx = 0; Vy = 496; Mx = -31,891; My = 0; Mz = 0; yes 58 Tension Compression 1 2 3 4 5 6 x y 2 Load case/Resulting anchor forces Controlling load case: 2 Seismic Case Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1,239 83 -0 83 2 1,238 83 -0 83 3 6 83 0 83 4 6 83 0 83 5 160 82 0 82 6 1,083 82 -0 82 max. concrete compressive strain: 0.07 [‰] max. concrete compressive stress: 318 [psi] resulting tension force in (x/y)=(0.023/-3.332): 3,731 [lb] resulting compression force in (x/y)=(0.021/4.869): 3,996 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb] Capacity f Nn [lb] Utilization b N = Nua/f Nn Status Steel Strength* 1,239 8,906 14 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure** 3,731 6,490 58 OK * highest loaded anchor **anchor group (anchors in tension) www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 350kW Signet Dispenser Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 3 Thapakorn L. 27/7/2022 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 f Nsa ³ Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N [in.2] futa [psi] 0.10 120,404 Calculations Nsa [lb] 11,875 Results Nsa [lb] f steel f nonductile f Nsa [lb] Nua [lb] 11,875 0.750 1.000 8,906 1,239 www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 350kW Signet Dispenser Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 4 Thapakorn L. 27/7/2022 3.2 Concrete Breakout Failure Ncbg = (ANc ANc0) y ec,N y ed,N y c,N y cp,N Nb ACI 318-14 Eq. (17.4.2.1b) f Ncbg ³ Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2 ef ACI 318-14 Eq. (17.4.2.1c) y ec,N = ( 1 1 + 2 e' N 3 hef) £ 1.0 ACI 318-14 Eq. (17.4.2.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef) £ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac , 1.5hef cac ) £ 1.0 ACI 318-14 Eq. (17.4.2.7b) Nb = kc l a √f' c h1.5 ef ACI 318-14 Eq. (17.4.2.2a) Variables hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N 3.250 0.003 3.332 6.000 1.000 cac [in.] kc l a f' c [psi] 8.000 17 1.000 3,000 Calculations ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 350kW Signet Dispenser Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 5 Thapakorn L. 27/7/2022 4 Shear load Load Vua [lb] Capacity f Vn [lb] Utilization b V = Vua/f Vn Status Steel Strength* 83 5,426 2 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 496 31,234 2 OK Concrete edge failure in direction y+** 496 3,821 13 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4266 f Vsteel ³ Vua ACI 318-14 Table 17.3.1.1 Variables Ase,V [in.2] futa [psi] a V,seis 0.10 120,404 1.000 Calculations Vsa,eq [lb] 8,348 Results Vsa,eq [lb] f steel f nonductile f Vsa,eq [lb] Vua [lb] 8,348 0.650 1.000 5,426 83 www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 350kW Signet Dispenser Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 6 Thapakorn L. 27/7/2022 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0) y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-14 Eq. (17.5.3.1b) f Vcpg ³ Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2 ef ACI 318-14 Eq. (17.4.2.1c) y ec,N = ( 1 1 + 2 e' N 3 hef) £ 1.0 ACI 318-14 Eq. (17.4.2.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef) £ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac , 1.5hef cac ) £ 1.0 ACI 318-14 Eq. (17.4.2.7b) Nb = kc l a √f' c h1.5 ef ACI 318-14 Eq. (17.4.2.2a) Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 3.250 0.026 0.000 6.000 y c,N cac [in.] kc l a f' c [psi] 1.000 8.000 17 1.000 3,000 Calculations ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 350kW Signet Dispenser Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 7 Thapakorn L. 27/7/2022 4.3 Concrete edge failure in direction y+ Vcbg = (AVc AVc0) y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-14 Eq. (17.5.2.1b) f Vcbg ³ Vua ACI 318-14 Table 17.3.1.1 AVc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-14 Eq. (17.5.2.1c) y ec,V = ( 1 1 + 2e' v 3ca1) £ 1.0 ACI 318-14 Eq. (17.5.2.5) y ed,V = 0.7 + 0.3( ca2 1.5ca1) £ 1.0 ACI 318-14 Eq. (17.5.2.6b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-14 Eq. (17.5.2.8) Vb = (7 (le da)0.2 √da) l a √f' c c1.5 a1 ACI 318-14 Eq. (17.5.2.2a) Variables ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.] 6.000 6.000 1.301 1.000 8.000 le [in.] l a da [in.] f' c [psi] y parallel,V 3.250 1.000 0.500 3,000 1.000 Calculations AVc [in.2] AVc0 [in.2] y ec,V y ed,V y h,V Vb [lb] www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 350kW Signet Dispenser Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 8 Thapakorn L. 27/7/2022 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, 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 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! www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 350kW Signet Dispenser Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 9 Thapakorn L. 27/7/2022 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -6.930 -3.940 6.000 18.993 6.000 13.880 2 0.945 -3.940 13.875 11.118 6.000 13.880 3 -6.930 3.940 6.000 18.993 13.880 6.000 Anchor x y c-x c+x c-y c+y 4 0.945 3.940 13.875 11.118 13.880 6.000 5 6.063 2.950 18.993 6.000 12.890 6.990 6 6.063 -2.950 18.993 6.000 6.990 12.890 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (3 1/4 ) hnom3 Profile: no profile Item number: 2210261 KB-TZ2 1/2x4 1/2 SS304 Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 481 in.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.500 in. Recommended plate thickness: not calculated Hole depth in the base material: 4.250 in. Drilling method: Hammer drilled Minimum thickness of the base material: 5.500 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 3.75 in embedment, 1/2 (3 1/4 ) hnom3, Stainless steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer 1 2 3 4 5 6 x y 9.410 9.410 2.480 7.875 5.118 3.347 1.375 0.990 5.900 0.990 1.375 Client: ELECTRIFY AMERICA, LLC. Computed By: Thapakron L. Project Name: Site Name: GENERIC Date: 7/27/2022 Project No. Project/Phase: 411370 Verified By: Blake Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 7/27/2022 BLACK & VEATCH 350KW SIGNET DISPENSER ANCHORAGE AND FOUNDATION (ECCENTRIC WITH BALLARD) Equipment Anchorage and Foundation V.1.2.3 FOUNDATION DESIGN Design Loads for Foundation: Dynamic : NO Vertical Equipment Load: 1.0D = 441 lbs Wind Load Govern - (D + 0.6W) Lateral Wind Load: 0.6W = 301 lbs Seismic Load Govern - (D + 0.7E) Lateral Seismic Load: 0.7E = 139 lbs Governing Lateral Load 301 lbs Wind Control GENERIC Client: ELECTRIFY AMERICA, LLC. Computed By: Thapakron L. Project Name: Site Name: GENERIC Date: 7/27/2022 Project No. Project/Phase: 411370 Verified By: Blake Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 7/27/2022 BLACK & VEATCH 350KW SIGNET DISPENSER ANCHORAGE AND FOUNDATION (ECCENTRIC WITH BALLARD) Equipment Anchorage and Foundation V.1.2.3 DESIGN OF FOUNDATION 1.335 ft Soil Properties (IBC Table 1806.2) 1.09ft soil density = 115 pcf Fs Pd allowable bearing capacity = 1.5 ksf Grade friction coefficient = 0.35 Equipment Center to Edge Distance: 1.09 ft Foundation Center: 1.34 ft Equipment Eccentricity: 0.25 ft a. SOIL BEARING PRESSURE CHECK (1.0D + 0.6W) Soil Depth to Foundation: 0.00 ft Mat Width: 2.67 ft Mat Length: 5.00 ft Mat Depth: 3.25 ft Equipment Weight (Empty): 0.44 kips Equipment Weight (Fully Loaded): 0.44 kips Soil Weight Above Foundation: 0.00 kips Foundation Weight: 6.51 kips Equipment Lateral Force: 0.30 kips Equipment COM Height: 7.65 ft Total Weight, P: 1.0DL = 6.95 kips 0.6DL = 4.17 kips Mat Area, A: 13.35 sf P / A: 0.52 ksf Moment by Equipment Eccentricity: 0.11 kip-ft Total Moment, M: 2.41 kip-ft Section Modulus of Mat, S: 5.94 ft 3 M / S: 0.406 ksf Eccentricity, e: 0.347 ft B / 6 0.445 ft e <= B/6 OK P / A + M / S, qmax: 0.926 ksf P / A - M / S, qmin: 0.115 ksf qmax, past kern limit: NA ksf Ratio of Max Bearing to Allowable Bearing: 61.7% OK GENERIC Wind Control Client: ELECTRIFY AMERICA, LLC. Computed By: Thapakron L. Project Name: Site Name: GENERIC Date: 7/27/2022 Project No. Project/Phase: 411370 Verified By: Blake Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 7/27/2022 BLACK & VEATCH 350KW SIGNET DISPENSER ANCHORAGE AND FOUNDATION (ECCENTRIC WITH BALLARD) Equipment Anchorage and Foundation V.1.2.3 DESIGN OF FOUNDATION (cont) b. OVERTURNING STABILITY CHECK (0.6D + 0.6W) Note; Use empty weight Overturning Moment, OM = 2.41 kip-ft Resisting Moment, RM = 5.50 kip-ft Ratio of Overturning against Resisting Moment = 43.8% OK c. SLIDING STABILITY CHECK (0.6D + 0.6W) Note; Use empty weight Sliding, V = 0.30 kip Resisting Force, R = 1.46 kip Ratio of Sliding against Resisting Force = 20.6% OK d. STRENGTH DESIGN OF MAT Design parameters, As = 0.46 in 2 / ft (bottom rebar area per foot width of slab) b = 12.00 in (1 ft strip width of slab) d = 36.00 in (effective depth of slab) fc' = 3.00 ksi (concrete compressive strength) fy = 60.00 ksi (rebar yield strength) φv = 0.75 (reduction factor for shear) φb = 0.90 (reduction factor for bending) Section Layer of Rebar: 2 #5 @ 8 36.0 12.00 Bending Check of Mat qmax = 0.93 ksf (from soil bearing calculation) qu = 1.39 ksf (average load factor = 1.50) wuf = 0.44 klf wus = 1.39 klf wuf 0.44klf wuf 1.39klf wus Ru 1.58 GENERIC 3.0 39.0 Client: ELECTRIFY AMERICA, LLC. Computed By: Thapakron L. Project Name: Site Name: GENERIC Date: 7/27/2022 Project No. Project/Phase: 411370 Verified By: Blake Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 7/27/2022 BLACK & VEATCH 350KW SIGNET DISPENSER ANCHORAGE AND FOUNDATION (ECCENTRIC WITH BALLARD) Equipment Anchorage and Foundation V.1.2.3 d. STRENGTH DESIGN OF MAT (cont.) Vu = 1.50 kip/ft Mu = 1.19 kip-ft/ft a = As fy / (0.85 f'c b) = 0.90 in φMn = φb As fy (d - a / 2) / 12 = 73.62 kip-ft / ft > Mu = 1.19 kip-ft/ft OK SR = 1.6% One - Way Shear (Wide Beam Shear) Check of Mat φVc = φv 2 (f' c) 0.5 d b / 1000 = = 35.49 kip / ft > V u = 1.50 kip / ft OK SR = 4.2% Temperature and Shrinkage Reinforcement, Mat Ast = 0.0018 Ag = 0.0018 x 3.25 x 12 x 12 0.84 in 2 Use #5 @ 8 Mat Asprov = 0.31 x 1.50 x 2 = 0.92 in 2 > 0.84 in 2 OK Foundation Dimension: 5.00'L x 2.67'W x 3.25'D Foundation Reinforcement: #5 @ 8" O.C. EACH WAY TOP AND BOTTOM Vu = WL Mu = WL 2 /2 GENERIC B NO SCALE C PENDING NO SCALE .75" DIA. ASTM A325 HDG THREADED ROD W/ NUT AND WASHER (TYP, TOTAL OF 4) DISPENSER ANCHORAGE DETAIL 12.68" 4.405" 7" 1.4" 8" 9.295" CONDUIT AREA 10" MAX 1. OPERABLE PARTS OF DISPENSER TO FRONT OF CURB SHALL BE 10" MAX. 2. BOLLARDS ARE FOR WARNING PURPOSE ONLY. NOTES DISPENSER FOOTING DETAIL 2'-4" 5'-0" DISPENSER C.L. 1'-2" 6" (TYP) 6" (TYP) PLAN FRONT SIDE PROPOSED 6" COMPACTED GRANULAR BACKFILL CAR SIDE CAR SIDE BOLLARD (TYP) BOLLARD (TYP) D - TOP OF CURB EXISTING ASPHALT GRADE GRADE 3'-3" ASPHALT ASPHALT #5 @ 10" O.C. EACH WAY, TOP AND BOTTOM PENDING Page 4 ELAM Gen 4 DCFC - Design Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: Date: 9/7/2022 Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/8/2022 BLACK & VEATCH EQUIPMENT ANCHORAGE , EQUIPMENT FOUNDATION AND LIGHT POLE FOUNDATION Equipment Anchorage and Foundation V.1.0.7 6.2) GENERIC GENERIC STRUCTURAL DESIGN OF PROPOSED 360KW SIGNET POWER UNITS ANCHORAGE Client: ELECTRIFY AMERICA, LLC. Computed By: L. Thapakron Project Name: Site Name: GENERIC Date: 5/19/2022 Project/Phase: 411370 Verified By: B. Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 8/12/2022 BLACK & VEATCH 360KW SIGNET POWER UNIT ANCHORAGE Equipment Anchorage and Foundation V.1.2.3 SEISMIC LOAD CALCULATION The equipment is considered a Non-Structural Component per section 13.3 of ASCE 7-10. Fp = 0.4 ap SDS Wp (1 + 2 z/h) / (Rp/Ip) eq. 13.3-1 = 0.4 x 1.00 x 1.50 (1 + 2 x 0.00) / (2.50 / 1.00) Fp = 0.24 Wp Fp = 1.6 SDS Ip Wp eq. 13.3-2 = 1.6 x 1.50 x 1.00 x Wp Fp = 2.40 Wp (maximum) Fp = 0.30 SDS Ip Wp eq. 13.3.3 = 0.30 x 1.50 x 1.00 x Wp Fp = 0.45 Wp (minimum) (Control) SDS = 1.500 g design spectral response at short period (0.2 seconds) SDC = E seismic design Category Ip = 1.00 component importance factor per Section 13.1.3 Rp = 2.50 component response modification factor per table 13.5-1/13.6-1 ap = 1.00 component amplification factor per table 13.5-1/13.6-1 z/h = 0.00 on ground Total Seismic Shear ; h = 7.55 ft (equipment height from ground) w = 2.28 ft (equipment width) l = 3.30 ft (equipment length) Wfull = 1364 lbs Wempty = 1364 lbs f Wfull = 0.45 x 1,364 lbs = 613.8 lbs f Wempty = 0.45 x 1,364 lbs = 613.8 lbs Eseis.H = Fp = GENERIC h w I Client: ELECTRIFY AMERICA, LLC. Computed By: L. Thapakron Project Name: Site Name: GENERIC Date: 5/19/2022 Project No. Project/Phase: 411370 Verified By: B. Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 8/12/2022 BLACK & VEATCH 360KW SIGNET POWER UNIT ANCHORAGE Equipment Anchorage and Foundation V.1.2.3 WIND LOAD CALCULATION ASCE Section # a. Ultimate Velocity Pressure, qz or qh 29.3.2 qz = 0.00256 Kz Kzt Kd V 2 Basic Wind Speed, Vult = 115 mph Fig. 26.5.1A = 0.00256 x 0.85 x 1.00 x 0.85 x 115.00^2 qz = 24.43 psf Eq. 29.3-1 b. Velocity pressure coefficient, Kz 29.3.1 Kz = 2.01 (z/zg ) 2/α Exposure Category = C = 2.01 (15 / 900^(2/9.5) Kz = 0.85 Height above Ground Level, z = 15 ft Tab.29.3-1 α = 9.50 zg = 900.00 ft c. Topographic Factor, Kzt 26.8.2 µ = 0.00 H = 15 ft Fig. 26.8-1 γ = 0.00 Hill Shape K1 = 0.00 Crest Type K2 = (1 - x / µ Lh) Distance Upwind of crest, Lh = 0 ft = [1 - 15 / (0.0 x 0)] K2 = 0.00 Distance Upwind to Bldg Site, x = 0 ft K3 = e (γ z / Lh) Kzt = [ 1 + K1 K2 K3 ] 2 Eq. 26.8-1 = e^-(0.0 x 15 / 0) = [1 + 0.00 x 0.00 x 0.00]^2 K3 = 0.00 Kzt = 1.00 d. Wind Directionality Factor, Kd 26.6 Kd = 0.85 Tab. 26.6-1 e. Risk Category II Tab. 1.5-1 f. Gust Effect Factor, G G = 0.85 26.9 g. Structure Type / Force Coefficient Cf = 1.65 Min. Fig. 29.4-1 h. Design Wind Pressure, F = 24.43 x 0.85 x 1.65 = 34.26 psf (OK) Eq. 29.4-1 Min. Req'd : 16 psf 29.8 i. Total Wind Load On Equipment, Aopening = 0.00 s.f. Projected Wind Area on Equipment Af = 3.30 x 7.55 - 0 = 24.92 s.f. Client: ELECTRIFY AMERICA, LLC. Computed By: L. Thapakron Project Name: Site Name: GENERIC Date: 5/19/2022 Project No. Project/Phase: 411370 Verified By: B. Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 8/12/2022 BLACK & VEATCH 360KW SIGNET POWER UNIT ANCHORAGE Equipment Anchorage and Foundation V.1.2.3 ANCHORAGE DESIGN Input Design Loads: Weight of Equipment: WEmpty = 1364 lbs WFull = 1364 lbs Wind Load Govern - (0.9D - W) Vertical Load on Equipment: 0.9D = 1228 lbs Lateral Wind Load on Equipment: W = 854 lbs Moment at Base: Mu = W (0.55h) = 854 lbs x (0.55 x 7.55 ft x 12 in/ft) = 42555 lbs-in Note: If SDC = C or greater, seismic load cases should be included in anchor analysis Seismic Load Govern - {(0.9 - 0.2S DS )D - E} Case 1 - Empty Vertical Load on Equipment: (0.9 - 0.2SDS)D = 818 lbs, Empty Seismic Overstrength Factor: Ω = 2.50 Lateral Seismic Load on Equipment with overstrength factor : Eseis.H = 1535 lbs, Empty Moment at Base: Mu = E (0.67h) = 1,535 lbs x (0.67 x 7.55 ft x 12 in/ft) = 93147 lbs-in, Empty Case 2 - Fully loaded Vertical Load on Equipment: (0.9 - 0.2SDS)D = 818 lbs, Fully Loaded Lateral Seismic Load on Equipment with overstrength factor : Eseis.H = 1535 lbs, Fully Loaded Moment at Base: Mu = E (0.67h) = 1,535 lbs x (0.67 x 7.55 ft x 12 in/ft) = 93147 lbs-in, Fully Loaded GENERIC www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 360kW Signet Power Unit Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 1 L. Thapakorn 8/12/2022 Specifier's comments: Wind and Seismic Case - 360kW Signet Power Unit Anchorage 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 5/8 (4) hnom3 Item number: 2210279 KB-TZ2 5/8x6 SS304 Effective embedment depth: hef,act = 4.000 in., hnom = 4.500 in. Material: AISI 304 Evaluation Service Report: ESR-4266 Issued I Valid: 12/17/2021 | 12/1/2023 Proof: Design Method ACI 318-14 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plateR : lx x ly x t = 39.600 in. x 27.300 in. x 0.250 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 8.000 in. Installation: hammer drilled hole, Installation condition: Water saturated Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 360kW Signet Power Unit Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 2 L. Thapakorn 8/12/2022 1.1 Load combination and design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Wind Case N = -1,228; Vx = 0; Vy = 854; Mx = -42,555; My = 0; Mz = 0; no 16 2 Seismic Case N = -818; Vx = 0; Vy = 1,535; Mx = -93,147; My = 0; Mz = 0; yes 65 Tension Compression 1 2 3 4 x y 2 Load case/Resulting anchor forces Controlling load case: 2 Seismic Case Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1,742 384 0 384 2 1,742 384 0 384 3 110 384 0 384 4 110 384 0 384 max. concrete compressive strain: 0.03 [‰] max. concrete compressive stress: 128 [psi] resulting tension force in (x/y)=(0.000/-9.206): 3,705 [lb] resulting compression force in (x/y)=(0.000/13.054): 4,523 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb] Capacity f Nn [lb] Utilization b N = Nua/f Nn Status Steel Strength* 1,742 14,132 13 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure** 3,705 5,731 65 OK * highest loaded anchor **anchor group (anchors in tension) www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 360kW Signet Power Unit Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 3 L. Thapakorn 8/12/2022 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 f Nsa ³ Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N [in.2] futa [psi] 0.16 114,604 Calculations Nsa [lb] 18,843 Results Nsa [lb] f steel f nonductile f Nsa [lb] Nua [lb] 18,843 0.750 1.000 14,132 1,742 www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 360kW Signet Power Unit Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 4 L. Thapakorn 8/12/2022 3.2 Concrete Breakout Failure Ncbg = (ANc ANc0) y ec,N y ed,N y c,N y cp,N Nb ACI 318-14 Eq. (17.4.2.1b) f Ncbg ³ Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2 ef ACI 318-14 Eq. (17.4.2.1c) y ec,N = ( 1 1 + 2 e' N 3 hef) £ 1.0 ACI 318-14 Eq. (17.4.2.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef) £ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac , 1.5hef cac ) £ 1.0 ACI 318-14 Eq. (17.4.2.7b) Nb = kc l a √f' c h1.5 ef ACI 318-14 Eq. (17.4.2.2a) Variables hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N 4.000 0.000 9.206 6.000 1.000 cac [in.] kc l a f' c [psi] 9.000 17 1.000 3,000 Calculations ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 360kW Signet Power Unit Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 5 L. Thapakorn 8/12/2022 4 Shear load Load Vua [lb] Capacity f Vn [lb] Utilization b V = Vua/f Vn Status Steel Strength* 384 8,034 5 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 1,535 41,715 4 OK Concrete edge failure in direction y+** 1,535 6,393 25 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4266 f Vsteel ³ Vua ACI 318-14 Table 17.3.1.1 Variables Ase,V [in.2] futa [psi] a V,seis 0.16 114,604 1.000 Calculations Vsa,eq [lb] 12,360 Results Vsa,eq [lb] f steel f nonductile f Vsa,eq [lb] Vua [lb] 12,360 0.650 1.000 8,034 384 www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 360kW Signet Power Unit Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 6 L. Thapakorn 8/12/2022 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0) y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-14 Eq. (17.5.3.1b) f Vcpg ³ Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2 ef ACI 318-14 Eq. (17.4.2.1c) y ec,N = ( 1 1 + 2 e' N 3 hef) £ 1.0 ACI 318-14 Eq. (17.4.2.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef) £ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac , 1.5hef cac ) £ 1.0 ACI 318-14 Eq. (17.4.2.7b) Nb = kc l a √f' c h1.5 ef ACI 318-14 Eq. (17.4.2.2a) Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 4.000 0.000 0.000 6.000 y c,N cac [in.] kc l a f' c [psi] 1.000 9.000 17 1.000 3,000 Calculations ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 360kW Signet Power Unit Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 7 L. Thapakorn 8/12/2022 4.3 Concrete edge failure in direction y+ Vcbg = (AVc AVc0) y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-14 Eq. (17.5.2.1b) f Vcbg ³ Vua ACI 318-14 Table 17.3.1.1 AVc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-14 Eq. (17.5.2.1c) y ec,V = ( 1 1 + 2e' v 3ca1) £ 1.0 ACI 318-14 Eq. (17.5.2.5) y ed,V = 0.7 + 0.3( ca2 1.5ca1) £ 1.0 ACI 318-14 Eq. (17.5.2.6b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-14 Eq. (17.5.2.8) Vb = (7 (le da)0.2 √da) l a √f' c c1.5 a1 ACI 318-14 Eq. (17.5.2.2a) Variables ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.] 6.000 6.000 0.000 1.000 8.000 le [in.] l a da [in.] f' c [psi] y parallel,V 4.000 1.000 0.625 3,000 1.000 Calculations AVc [in.2] AVc0 [in.2] y ec,V y ed,V y h,V Vb [lb] www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 360kW Signet Power Unit Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 8 L. Thapakorn 8/12/2022 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, 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 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! www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | 360kW Signet Power Unit Anchorage ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 9 L. Thapakorn 8/12/2022 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -17.350 -10.450 6.000 40.700 6.000 26.900 2 17.350 -10.450 40.700 6.000 6.000 26.900 3 -17.350 10.450 6.000 40.700 26.900 6.000 4 17.350 10.450 40.700 6.000 26.900 6.000 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 5/8 (4) hnom3 Profile: no profile Item number: 2210279 KB-TZ2 5/8x6 SS304 Hole diameter in the fixture: df = 0.687 in. Maximum installation torque: 722 in.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.625 in. Recommended plate thickness: not calculated Hole depth in the base material: 4.750 in. Drilling method: Hammer drilled Minimum thickness of the base material: 6.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 4.5 in embedment, 5/8 (4) hnom3, Stainless steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer 1 2 3 4 x y 19.800 19.800 2.450 34.700 2.450 3.200 20.900 3.200 13.650 13.650 POWER UNIT DETAIL NO SCALE E NO SCALE F PENDING FRONT PLAN SIDE POWER UNIT ANCHORAGE AND CONDUIT ENTRY DETAIL 1. MINIMUM CONCRETE EDGE DISTANCE FOR PROPOSED ANCHORS SHALL BE 6". 2. MINIMUM CLEAR SPACING BETWEEN ANCHOR AND CONDUIT SHALL BE 3 INCHES. NOTES (4) 5/8" DIA. HILTI KWIK BOLT TZ SS 304/316 MECHANICAL ANCHOR WITH MINIMUM EFFECTIVE EMBEDMENT OF 4" OR ENGINEER APPROVED EQUAL (ESR #1917) FRONT SIDE 34.7" 20.9" 24.8" 9.8" 2" 7.5" 27.3" 39.6" 88.2" 27.3" 90.6" PENDING REFERENCE 참조 도번 모델 도면크기 SIZE A3 척도 SCALE 1/20 mm 단위 UNIT 도명 DRAWING NAME 날짜 설계 검도 승인 HPC350K MAIN ASS'Y LAYOUT HPC350K-PS - 2021. 06.01 SIGNET - 수정본 비 고 날 자 승 인 1 - - - 치수 허용공차 Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: Date: 9/7/2022 Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/8/2022 BLACK & VEATCH EQUIPMENT ANCHORAGE , EQUIPMENT FOUNDATION AND LIGHT POLE FOUNDATION Equipment Anchorage and Foundation V.1.0.7 6.3) GENERIC GENERIC STRUCTURAL DESIGN OF PROPOSED SWITCHBOARD ANCHORAGE Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: GENERIC Date: 9/7/2022 Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/7/2022 BLACK & VEATCH SWITCHBOARD ANCHORAGE Equipment Anchorage and Foundation V.1.2.3 SEISMIC LOAD CALCULATION The equipment is considered a Non-Structural Component per section 13.3 of ASCE 7-10. Fp = 0.4 ap SDS Wp (1 + 2 z/h) / (Rp/Ip) eq. 13.3-1 = 0.4 x 2.50 x 1.50 (1 + 2 x 0.00) / (6.00 / 1.00) Fp = 0.25 Wp Fp = 1.6 SDS Ip Wp eq. 13.3-2 = 1.6 x 1.50 x 1.00 x Wp Fp = 2.40 Wp (maximum) Fp = 0.30 SDS Ip Wp eq. 13.3.3 = 0.30 x 1.50 x 1.00 x Wp Fp = 0.45 Wp (minimum) (Control) SDS = 1.500 g design spectral response at short period (0.2 seconds) SDC = E seismic design Category Ip = 1.00 component importance factor per Section 13.1.3 Rp = 6.00 component response modification factor per table 13.5-1/13.6-1 ap = 2.50 component amplification factor per table 13.5-1/13.6-1 z/h = 0.00 on ground Total Seismic Shear ; h = 7.58 ft (equipment height from ground) w = 3.33 ft (equipment width) l = 5.83 ft (equipment length) Wfull = 1803 lbs Wempty = 1803 lbs f Wfull = 0.45 x 1,803 lbs = 811.4 lbs f Wempty = 0.45 x 1,803 lbs = 811.4 lbs Eseis.H = Fp = GENERIC h w I Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: GENERIC Date: 9/7/2022 Project No. Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/7/2022 BLACK & VEATCH SWITCHBOARD ANCHORAGE Equipment Anchorage and Foundation V.1.2.3 WIND LOAD CALCULATION ASCE Section # a. Ultimate Velocity Pressure, qz or qh 29.3.2 qz = 0.00256 Kz Kzt Kd V 2 Basic Wind Speed, Vult = 115 mph Fig. 26.5.1A = 0.00256 x 0.85 x 1.00 x 0.85 x 115.00^2 qz = 24.43 psf Eq. 29.3-1 b. Velocity pressure coefficient, Kz 29.3.1 Kz = 2.01 (z/zg ) 2/α Exposure Category = C = 2.01 (15 / 900^(2/9.5) Kz = 0.85 Height above Ground Level, z = 15 ft Tab.29.3-1 α = 9.50 zg = 900.00 ft c. Topographic Factor, Kzt 26.8.2 µ = 0.00 H = 15 ft Fig. 26.8-1 γ = 0.00 Hill Shape K1 = 0.00 Crest Type K2 = (1 - x / µ Lh) Distance Upwind of crest, Lh = 0 ft = [1 - 15 / (0.0 x 0)] K2 = 0.00 Distance Upwind to Bldg Site, x = 0 ft K3 = e (γ z / Lh) Kzt = [ 1 + K1 K2 K3 ] 2 Eq. 26.8-1 = e^-(0.0 x 15 / 0) = [1 + 0.00 x 0.00 x 0.00]^2 K3 = 0.00 Kzt = 1.00 d. Wind Directionality Factor, Kd 26.6 Kd = 0.85 Tab. 26.6-1 e. Risk Category II Tab. 1.5-1 f. Gust Effect Factor, G G = 0.85 26.9 g. Structure Type / Force Coefficient Cf = 1.55 Min. Fig. 29.4-1 h. Design Wind Pressure, F = 24.43 x 0.85 x 1.55 = 32.19 psf (OK) Eq. 29.4-1 Min. Req'd : 16 psf 29.8 i. Total Wind Load On Equipment, Aopening = 0.00 s.f. Projected Wind Area on Equipment Af = 5.83 x 7.58 - 0 = 44.23 s.f. Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: GENERIC Date: 9/7/2022 Project No. Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/7/2022 BLACK & VEATCH SWITCHBOARD ANCHORAGE Equipment Anchorage and Foundation V.1.2.3 ANCHORAGE DESIGN Input Design Loads: Weight of Equipment: WEmpty = 1803 lbs WFull = 1803 lbs Wind Load Govern - (0.9D - W) Vertical Load on Equipment: 0.9D = 1623 lbs Lateral Wind Load on Equipment: W = 1424 lbs Moment at Base: Mu = W (0.55h) = 1,424 lbs x (0.55 x 7.58 ft x 12 in/ft) = 71271 lbs-in Note: If SDC = C or greater, seismic load cases should be included in anchor analysis Seismic Load Govern - {(0.9 - 0.2S DS )D - E} Case 1 - Empty Vertical Load on Equipment: (0.9 - 0.2SDS)D = 1082 lbs, Empty Seismic Overstrength Factor: Ω = 2.50 Lateral Seismic Load on Equipment with overstrength factor : Eseis.H = 2028 lbs, Empty Moment at Base: Mu = E (0.67h) = 2,028 lbs x (0.67 x 7.58 ft x 12 in/ft) = 123670 lbs-in, Empty Case 2 - Fully loaded Vertical Load on Equipment: (0.9 - 0.2SDS)D = 1082 lbs, Fully Loaded Lateral Seismic Load on Equipment with overstrength factor : Eseis.H = 2028 lbs, Fully Loaded Moment at Base: Mu = E (0.67h) = 2,028 lbs x (0.67 x 7.58 ft x 12 in/ft) = 123670 lbs-in, Fully Loaded GENERIC www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | Switchboard Anchorage - Wind and Seismic ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 1 Tossaphol S. 9/7/2022 Specifier's comments: Wind and Seismic Case - Switchboard Anchorage 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (3 1/4 ) hnom3 Item number: 2210261 KB-TZ2 1/2x4 1/2 SS304 Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in. Material: AISI 304 Evaluation Service Report: ESR-4266 Issued I Valid: 12/17/2021 | 12/1/2023 Proof: Design Method ACI 318-14 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plateR : lx x ly x t = 70.000 in. x 40.000 in. x 0.250 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 8.000 in. Installation: hammer drilled hole, Installation condition: Water saturated Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | Switchboard Anchorage - Wind and Seismic (1) ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 2 Tossaphol S. 9/7/2022 1.1 Load combination and design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Wind Case N = -1,623; Vx = 0; Vy = 1,424; Mx = -71,271; My = 0; Mz = 0; no 20 2 Seismic Case N = -1,082; Vx = 0; Vy = 2,028; Mx = -123,670; My = 0; Mz = 0; yes 64 Tension Compression 1 2 3 4 5 6 7 8 x y 2 Load case/Resulting anchor forces Controlling load case: 2 Seismic Case Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 707 253 0 253 2 707 253 0 253 3 707 253 0 253 4 707 253 0 253 5 24 253 0 253 6 24 253 0 253 7 24 253 0 253 8 24 253 0 253 max. concrete compressive strain: 0.01 [‰] max. concrete compressive stress: 59 [psi] resulting tension force in (x/y)=(0.000/-15.770): 2,925 [lb] resulting compression force in (x/y)=(0.000/19.356): 4,007 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb] Capacity f Nn [lb] Utilization b N = Nua/f Nn Status Steel Strength* 707 8,906 8 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure** 2,925 4,572 64 OK * highest loaded anchor **anchor group (anchors in tension) www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | Switchboard Anchorage - Wind and Seismic (1) ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 3 Tossaphol S. 9/7/2022 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 f Nsa ³ Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N [in.2] futa [psi] 0.10 120,404 Calculations Nsa [lb] 11,875 Results Nsa [lb] f steel f nonductile f Nsa [lb] Nua [lb] 11,875 0.750 1.000 8,906 707 www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | Switchboard Anchorage - Wind and Seismic (1) ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 4 Tossaphol S. 9/7/2022 3.2 Concrete Breakout Failure Ncbg = (ANc ANc0) y ec,N y ed,N y c,N y cp,N Nb ACI 318-14 Eq. (17.4.2.1b) f Ncbg ³ Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2 ef ACI 318-14 Eq. (17.4.2.1c) y ec,N = ( 1 1 + 2 e' N 3 hef) £ 1.0 ACI 318-14 Eq. (17.4.2.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef) £ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac , 1.5hef cac ) £ 1.0 ACI 318-14 Eq. (17.4.2.7b) Nb = kc l a √f' c h1.5 ef ACI 318-14 Eq. (17.4.2.2a) Variables hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N 3.250 0.000 15.770 9.000 1.000 cac [in.] kc l a f' c [psi] 8.000 17 1.000 3,000 Calculations ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | Switchboard Anchorage - Wind and Seismic (1) ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 5 Tossaphol S. 9/7/2022 4 Shear load Load Vua [lb] Capacity f Vn [lb] Utilization b V = Vua/f Vn Status Steel Strength* 253 5,426 5 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 2,028 55,602 4 OK Concrete edge failure in direction y+** 2,028 15,631 13 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4266 f Vsteel ³ Vua ACI 318-14 Table 17.3.1.1 Variables Ase,V [in.2] futa [psi] a V,seis 0.10 120,404 1.000 Calculations Vsa,eq [lb] 8,348 Results Vsa,eq [lb] f steel f nonductile f Vsa,eq [lb] Vua [lb] 8,348 0.650 1.000 5,426 253 www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | Switchboard Anchorage - Wind and Seismic (1) ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 6 Tossaphol S. 9/7/2022 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0) y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-14 Eq. (17.5.3.1b) f Vcpg ³ Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2 ef ACI 318-14 Eq. (17.4.2.1c) y ec,N = ( 1 1 + 2 e' N 3 hef) £ 1.0 ACI 318-14 Eq. (17.4.2.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef) £ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac , 1.5hef cac ) £ 1.0 ACI 318-14 Eq. (17.4.2.7b) Nb = kc l a √f' c h1.5 ef ACI 318-14 Eq. (17.4.2.2a) Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 3.250 0.000 0.000 9.000 y c,N cac [in.] kc l a f' c [psi] 1.000 8.000 17 1.000 3,000 Calculations ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | Switchboard Anchorage - Wind and Seismic (1) ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 7 Tossaphol S. 9/7/2022 4.3 Concrete edge failure in direction y+ Vcbg = (AVc AVc0) y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-14 Eq. (17.5.2.1b) f Vcbg ³ Vua ACI 318-14 Table 17.3.1.1 AVc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-14 Eq. (17.5.2.1c) y ec,V = ( 1 1 + 2e' v 3ca1) £ 1.0 ACI 318-14 Eq. (17.5.2.5) y ed,V = 0.7 + 0.3( ca2 1.5ca1) £ 1.0 ACI 318-14 Eq. (17.5.2.6b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-14 Eq. (17.5.2.8) Vb = (7 (le da)0.2 √da) l a √f' c c1.5 a1 ACI 318-14 Eq. (17.5.2.2a) Variables ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.] 9.000 9.000 0.000 1.000 8.000 le [in.] l a da [in.] f' c [psi] y parallel,V 3.250 1.000 0.500 3,000 1.000 Calculations AVc [in.2] AVc0 [in.2] y ec,V y ed,V y h,V Vb [lb] www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | Switchboard Anchorage - Wind and Seismic (1) ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 8 Tossaphol S. 9/7/2022 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, 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 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! www.hilti.com Hilti PROFIS Engineering 3.0.79 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: Black & Veatch Corp. | Switchboard Anchorage - Wind and Seismic (1) ELECTRIFY AMERICA Page: Specifier: E-Mail: Date: 9 Tossaphol S. 9/7/2022 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -31.880 -16.880 9.000 72.760 9.000 42.760 2 -3.120 -16.880 37.760 44.000 9.000 42.760 3 3.120 -16.880 44.000 37.760 9.000 42.760 4 31.880 -16.880 72.760 9.000 9.000 42.760 Anchor x y c-x c+x c-y c+y 5 -31.880 16.880 9.000 72.760 42.760 9.000 6 -3.120 16.880 37.760 44.000 42.760 9.000 7 3.120 16.880 44.000 37.760 42.760 9.000 8 31.880 16.880 72.760 9.000 42.760 9.000 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (3 1/4 ) hnom3 Profile: no profile Item number: 2210261 KB-TZ2 1/2x4 1/2 SS304 Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 481 in.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.500 in. Recommended plate thickness: not calculated Hole depth in the base material: 4.250 in. Drilling method: Hammer drilled Minimum thickness of the base material: 5.500 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 3.75 in embedment, 1/2 (3 1/4 ) hnom3, Stainless steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer 1 2 3 4 5 6 7 8 x y 35.000 35.000 3.120 28.760 6.240 28.760 3.120 3.120 33.760 3.120 20.000 20.000 NO SCALE D HEAVY DUTY NUT PROPOSED CONCRETE SLAB 1/2" DIA HILTI KWIK BOLT TZ SS 304/316 MECHANICAL ANCHOR WITH MINIMUM EFFECTIVE EMBEDMENT OF 3 1/4", OR ENGINEER APPROVED EQUAL (ESR# 1917)(TYP OF Z) PROPOSED SWITCHBOARD ASSEMBLY CABINET SWITCHBOARD ANCHORAGE DETAIL BOTTOM VIEW SECTION 1 SEE NOTE 1 NOTES SEE NOTE 1 1. SEE FLOOR PLAN IN REFERENCED SWITCHBOARD ASSEMBLY DRAWINGS FOR MOUNTING HOLE LOCATION AND SWITCHBOARD BAY DIMENSIONS. 2. SEE ELEVATION IN REFERENCED SWITCHBOARD ASSEMBLY DRAWINGS FOR BASE CHANNEL DIMENSION. 3. MINIMUM 10 1/2" CONCRETE EDGE DISTANCE REQUIRED FOR PROPOSED ANCHORAGE. TYPICAL BOTTOM VIEW LAYOUT OF (1) SWITCHBOARD BAY. SEE NOTE 1 1 - BELLEVILLE WASHER 5/8" DIA. MOUNTING HOLES OFFSET 3" FROM SIDES (TYP) 2.94" SEE NOTE 2 BASE CHANNEL FRONT OF SWITCHBOARD BAY 3 1/4" MIN SwitchBoard / Device Information Circuit No. Device Amps Amps Poles Lugs/Cable Size Notes Trip Sensor Nameplates 1 FBN6 15 - 1 (1) - #14 - #10 AWG CU - Mech. AL 2 XT5H 600 - 3 (2) - 2/0 - 500 MCM AL - Mech. AL 16,17,18,19 3 XT5H 600 - 3 (2) - 2/0 - 500 MCM AL - Mech. AL 16,17,18,19 4 XT5H 600 - 3 (2) - 2/0 - 500 MCM AL - Mech. AL 16,17,18,19 5 XT5H 600 - 3 (2) - 2/0 - 500 MCM AL - Mech. AL 16,17,18,19 6 XT5H 600 - 3 (2) - 2/0 - 500 MCM AL - Mech. AL 16,17,18,19 7 XT5H 600 - 3 (2) - 2/0 - 500 MCM AL - Mech. AL 16,17,18,19 8 FBN6 15 - 1 (1) - #14 - #10 AWG CU - Mech. AL 22,23,26,27,28,29,30,31 Main E2.2SF 2000 2000 3 10,11,12,13,14,15,20,21, NOTES: 1. Switchboard furnished with a rainproof TYPE 3R (non-walk-in) enclosure. NOTE: See plan view for details.Need additonal 1 inch space clearance on top and 1.5 inch clearance on the rear of the swbd. 2. Equipment ground bus furnished with lugs. 3. Switchboard qualified for Seismic Ratings per publication DET-463 and OSP-0044-10. 4. Shipping splits between each section, ship each section separately. 5. Switchboard furnished with section space heaters. 6. Switchboard furnished with thermostat control for section space heaters. 7. Switchboard furnished with lightning arrestor. 8. Switchboard furnished with hinged gutter covers. 9. Switchboard furnished with fully rated panel. 10. Device is 100 percent rated. 11. Device furnished with 120V electric operator. 12. Device is furnished with integral ground fault protection. 13. Device is furnished with RELT (Reduced Energy Let Through). 14. Device requires RELT or ZSI feature if Authority having jurisdiction has adopted NEC 2014 code requirements. 15. Device Furnished with Ekip Hi-Touch (LSIG) Programmer. 16. Device Furnished with (1) Open/close 250V AC/DC Auxiliary Contact + (1) Trip Signaling 250V AC/DC Auxiliary Contact. 17. Device Furnished with Ekip Com Modbus RTU 18. Device Furnished with Pll Fixed Padlock - Open 19. Device Furnished with Thermal-Magnetic Adjustable Trip. 20. Device furnished with (4Q) Auxiliary Contacts - 24V 21. Device furnished with (YR) Remote Reset - 110V AC/DC 22. Device furnished with (YC) Closing Coil - 110-120V AC/DC 23. Device furnished with (YO) Opening Coil - 110-120V AC/DC 24. Estimated total factory connected wiring points for the lineup 89. 25. Estimated shipping weight for the lineup is 1866 lbs. 26. Device furnished with DC Supply - 24V - 48V 27. Device furnished with Ekip Com Modbus TCP/IP 28. Device furnished with RELT-Ekip Signalling 2K3 29. Device furnished with Charging motor/Ekip com actuator - 100-130V AC 30. Device furnished with Padlock in open position 31. Device furnished with 1% accuracy Measuring Package QUOTE NO: ITEM NO: MARKS: SHEET: DEV.MIN.INT.RATING (RMS SYM): BUS BRACING (RMS SYM): VOLTAGE: ACCESS TO: STYLE: LABEL: CLASS: RATING: PLATE: Switchboard / Device Information QUOTE NO: ITEM NO: MARKS: SHEET: DEV.MIN.INT.RATING (RMS SYM): BUS BRACING (RMS SYM): VOLTAGE: ACCESS TO: STYLE: LABEL: CLASS: RATING: PLATE: BUS MTL: AMPERE: PHASE: ReliaGear Switchboard PROJECT NAME : DRAWING NO: DATE: PRODUCT NAME: CUSTOMER: DRAWING TITLE: CREATED BY: REVISION NO.: Industrial Solutions 1 IN240142 CARMEL 2 of 4 ReliaGear Fully Rated 65000A 65000A 480/277V U/L SE 2 Front Only Tin Plate Al 2000A 750A/in² 3P4W UM5-00013267 EAC3 Electrify America - B&V - 240142 GLOBAL PROCUREMENT CORPORATION, OVERLAND PARK 05/31/2022 21:42:34 W2 Date:6/2/2022 4:08:06 PM Device Snider, Toni 55 Information 1 MOXA UC-3111-T-US-LX-QTC-ABB 1 SOLA POWER SUPPLY 1 1KVA UPS (needs 14H cover) 1 MOXA LPS69273NT-61SMAM antenna and RG58U-4-SMSF antenna cable 1 // ADD HUMISTAT TO HEATER CIRCUIT 33. Due to the presence of Miscellaneous Add-Ons, please review drawings with the factory to ensure accuracy. 34. Drawing Notes: NEMA 3R to have rearward sloping roof. Insect screens on NEMA 3R enclosure over vent openings Switchboard Doors: Open 90 degrees, can do split doors for 35 wide and wider sections Factory installed 120V GFI 20A receptacle, need wire rated for 20Amp, behind any NEMA 3R doors Ekip Com to be Modbus TCP/IP over CAT 5/6 cable, feeders STA 2000A M (8) 500 MCM AL MECHANICAL (2 HOLE) AL PER PHASE & NEUTRAL 2000A 2000A NO FUTURE EXTENSIONS PROVIDED 2000A 2000A BUSSING DIAGRAM G N QUOTE NO: ITEM NO: MARKS: SHEET: DEV.MIN.INT.RATING (RMS SYM): BUS BRACING (RMS SYM): VOLTAGE: ACCESS TO: STYLE: LABEL: CLASS: RATING: PLATE: BUS MTL: AMPERE: PHASE: ReliaGear Switchboard PROJECT NAME : DRAWING NO: DATE: PRODUCT NAME: CUSTOMER: DRAWING TITLE: CREATED BY: REVISION NO.: Industrial Solutions 1 IN240142 CARMEL 3 of 4 ReliaGear Fully Rated 65000A 65000A 480/277V U/L SE 2 Front Only Tin Plate Al 2000A 750A/in² 3P4W UM5-00013267 EAC3 Electrify America - B&V - 240142 GLOBAL PROCUREMENT CORPORATION, OVERLAND PARK 05/31/2022 21:42:34 W2 Date:6/2/2022 4:08:06 PM Front View/ 5 13 Conduit Area 20D x 21W 6 10 10 6 6 13 8 7 8 35 3 Conduit Area 30D x 20W 6 7 5 9 2 35 CONDUIT SPACE (TYPICAL ALL SECTIONS) 2.5 3.12 .625 DIA (TYP) QUOTE NO: ITEM NO: MARKS: SHEET: DEV.MIN.INT.RATING (RMS SYM): BUS BRACING (RMS SYM): VOLTAGE: ACCESS TO: STYLE: LABEL: CLASS: RATING: PLATE: BUS MTL: AMPERE: PHASE: ReliaGear Switchboard PROJECT NAME : DRAWING NO: DATE: PRODUCT NAME: CUSTOMER: DRAWING TITLE: CREATED BY: REVISION NO.: Industrial Solutions 1 IN240142 CARMEL 4 of 4 ReliaGear Fully Rated 65000A 65000A Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: Date: 9/7/2022 Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/8/2022 BLACK & VEATCH EQUIPMENT ANCHORAGE , EQUIPMENT FOUNDATION AND LIGHT POLE FOUNDATION Equipment Anchorage and Foundation V.1.0.7 6.4) GENERIC GENERIC STRUCTURAL DESIGN OF PROPOSED COMPOUND CONCRETE SLAB Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: GENERIC Date: 9/7/2022 Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/7/2022 BLACK & VEATCH COMPOUND CONCRETE SLAB Equipment Anchorage and Foundation V.1.2.3 SEISMIC LOAD CALCULATION The equipment is considered a Non-Structural Component per section 13.3 of ASCE 7-10. Fp = 0.4 ap SDS Wp (1 + 2 z/h) / (Rp/Ip) eq. 13.3-1 = 0.4 x 1.00 x 1.50 (1 + 2 x 0.00) / (2.50 / 1.00) Fp = 0.24 Wp Fp = 1.6 SDS Ip Wp eq. 13.3-2 = 1.6 x 1.50 x 1.00 x Wp Fp = 2.40 Wp (maximum) Fp = 0.30 SDS Ip Wp eq. 13.3.3 = 0.30 x 1.50 x 1.00 x Wp Fp = 0.45 Wp (minimum) (Control) SDS = 1.500 g design spectral response at short period (0.2 seconds) SDC = E seismic design Category Ip = 1.00 component importance factor per Section 13.1.3 Rp = 2.50 component response modification factor per table 13.5-1/13.6-1 ap = 1.00 component amplification factor per table 13.5-1/13.6-1 z/h = 0.00 on ground Total Seismic Shear ; h = 7.58 ft (equipment height from ground) w = 3.33 ft (equipment width) l = 15.73 ft (equipment length) Wfull = 5895 lbs Wempty = 5895 lbs f Wfull = 0.45 x 5,895 lbs = 2652.8 lbs f Wempty = 0.45 x 5,895 lbs = 2652.8 lbs Eseis.H = Fp = GENERIC h w I Equipment Load (3) 360kW Signet Power Unit, 1364 lbs each (1) Switchboard , 1803 lbs Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: GENERIC Date: 9/7/2022 Project No. Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/7/2022 BLACK & VEATCH COMPOUND CONCRETE SLAB Equipment Anchorage and Foundation V.1.2.3 WIND LOAD CALCULATION ASCE Section # a. Ultimate Velocity Pressure, qz or qh 29.3.2 qz = 0.00256 Kz Kzt Kd V 2 Basic Wind Speed, Vult = 115 mph Fig. 26.5.1A = 0.00256 x 0.85 x 1.00 x 0.85 x 115.00^2 qz = 24.43 psf Eq. 29.3-1 b. Velocity pressure coefficient, Kz 29.3.1 Kz = 2.01 (z/zg ) 2/α Exposure Category = C = 2.01 (15 / 900^(2/9.5) Kz = 0.85 Height above Ground Level, z = 15 ft Tab.29.3-1 α = 9.50 zg = 900.00 ft c. Topographic Factor, Kzt 26.8.2 µ = 0.00 H = 15 ft Fig. 26.8-1 γ = 0.00 Hill Shape K1 = 0.00 Crest Type K2 = (1 - x / µ Lh) Distance Upwind of crest, Lh = 0 ft = [1 - 15 / (0.0 x 0)] K2 = 0.00 Distance Upwind to Bldg Site, x = 0 ft K3 = e (γ z / Lh) Kzt = [ 1 + K1 K2 K3 ] 2 Eq. 26.8-1 = e^-(0.0 x 15 / 0) = [1 + 0.00 x 0.00 x 0.00]^2 K3 = 0.00 Kzt = 1.00 d. Wind Directionality Factor, Kd 26.6 Kd = 0.85 Tab. 26.6-1 e. Risk Category II Tab. 1.5-1 f. Gust Effect Factor, G G = 0.85 26.9 g. Structure Type / Force Coefficient Cf = 1.40 Min. Fig. 29.4-1 h. Design Wind Pressure, F = 24.43 x 0.85 x 1.40 = 29.07 psf (OK) Eq. 29.4-1 Min. Req'd : 16 psf 29.8 i. Total Wind Load On Equipment, Aopening = 0.00 s.f. Projected Wind Area on Equipment Af = 15.73 x 7.58 - 0 = 119.31 s.f. Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: GENERIC Date: 9/7/2022 Project No. Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/7/2022 BLACK & VEATCH COMPOUND CONCRETE SLAB Equipment Anchorage and Foundation V.1.2.3 COMPOUND CONCRETE SLAB DESIGN Design Loads for Foundation: Dynamic : NO Vertical Equipment Load: 1.0D = 5895 lbs Wind Load Govern - (D + 0.6W) Lateral Wind Load: 0.6W = 2081 lbs Seismic Load Govern - (D + 0.7E) Lateral Seismic Load: 0.7E = 1857 lbs Governing Lateral Load 2081 lbs Wind Control GENERIC Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: GENERIC Date: 9/7/2022 Project No. Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/7/2022 BLACK & VEATCH COMPOUND CONCRETE SLAB Equipment Anchorage and Foundation V.1.2.3 DESIGN OF FOUNDATION 6.25 ft Soil Properties (IBC Table 1806.2) 2.8ft soil density = 115 pcf Fs Pd allowable bearing capacity = 1.5 ksf Grade friction coefficient = 0.35 Equipment Center to Edge Distance: 2.80 ft See attachment for more INFO Foundation Center: 6.25 ft Equipment Eccentricity: 3.45 ft a. SOIL BEARING PRESSURE CHECK (1.0D + 0.6W) Soil Depth to Foundation: 0.00 ft Mat Width: 12.50 ft Mat Length: 25.50 ft Mat Depth: 0.67 ft Equipment Weight (Empty): 5.90 kips Equipment Weight (Fully Loaded): 5.90 kips Soil Weight Above Foundation: 0.00 kips Foundation Weight: 31.88 kips Equipment Lateral Force: 2.08 kips Equipment COM Height: 4.84 ft Total Weight, P: 1.0DL = 37.77 kips 0.6DL = 22.66 kips Mat Area, A: 318.75 sf P / A: 0.12 ksf Moment by Equipment Eccentricity: 20.34 kip-ft Total Moment, M: 30.40 kip-ft Section Modulus of Mat, S: 664.06 ft 3 M / S: 0.046 ksf Eccentricity, e: 0.805 ft B / 6 2.083 ft e <= B/6 OK P / A + M / S, qmax: 0.164 ksf P / A - M / S, qmin: 0.073 ksf qmax, past kern limit: NA ksf Ratio of Max Bearing to Allowable Bearing: 11.0% OK Wind Control GENERIC Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: GENERIC Date: 9/7/2022 Project No. Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/7/2022 BLACK & VEATCH COMPOUND CONCRETE SLAB Equipment Anchorage and Foundation V.1.2.3 DESIGN OF FOUNDATION (cont) b. OVERTURNING STABILITY CHECK (0.6D + 0.6W) Note; Use empty weight Overturning Moment, OM = 30.40 kip-ft Resisting Moment, RM = 129.43 kip-ft Ratio of Overturning against Resisting Moment = 23.5% OK c. SLIDING STABILITY CHECK (0.6D + 0.6W) Note; Use empty weight Sliding, V = 2.08 kip Resisting Force, R = 7.93 kip Ratio of Sliding against Resisting Force = 26.2% OK As = 0.31 in 2 / ft (bottom rebar area per foot width of slab) b = 12.00 in (1 ft strip width of slab) d = 4.00 in (effective depth of slab) fc' = 3.00 ksi (concrete compressive strength) fy = 60.00 ksi (rebar yield strength) φv = 0.75 (reduction factor for shear) φb = 0.90 (reduction factor for bending) Section Layer of Rebar: 1 #5 @ 12 4.0 12.00 d. Temperature and Shrinkage Reinforcement, Mat Ast = 0.0018 Ag = 0.0018 x 0.67 x 12 x 12 0.17 in 2 Use #5 @ 12 Mat Asprov = 0.31 x 1.00 x 1 = 0.31 in 2 > 0.17 in 2 OK Foundation Dimension: 25.50'L x 12.50'W x 0.67'D Foundation Reinforcement: #5 @ 12" O.C. EACH WAY GENERIC 8.0 4.0 NO SCALE A SEE PLAN #5 BARS @ 12" O.C. EACH WAY 8" PROPOSED CONCRETE PROPOSED COMPACTED GRANULAR BACKFILL UNDISTURBED SOIL CONCRETE PAD DETAIL GRADE 4" MIN X" PROPOSED 4" TYPE IV EXTRUDED POLYSTYRENE INSULATION 6" X" REV DATE DESCRIPTION CHECKED BY: DRAWN BY: PROJECT NO: IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. SHEET NUMBER SHEET TITLE NOT TO BE USED FOR CONSTRUCTION R BLACK & VEATCH 11401 LAMAR AVENUE OVERLAND PARK, KS 66211 (913) 458-2000 ELECTRIFY AMERICA, LLC. 2003 EDMUND HALLEY DRIVE SUITE 200 RESTON, VIRGINIA 20191 A 02/10/22 ISSUED FOR 50% REVIEW NMB DLG 411370 IN240142 CARMEL MEIJER #130 1424 W CARMEL DRIVE CARMEL, IN 46032 B 06/07/22 ISSUED FOR 90% REVIEW ENLARGED EQUIPMENT LAYOUT 12" 6" 0 1' 2' 3' C-4 3/4"=1'-0" ENLARGED EQUIPMENT LAYOUT INCOMING 3 2 1 25'-6" 9" (TYP) 12'-6" 9" (TYP) 1'-10" (TYP) 4" 10" (TYP) 1'-9" 1'-6" (TYP) PROPOSED POWER UNIT (TYP OF 3) E D-2 A D-1 PROPOSED EQUIPMENT ENCLOSURE A 2000A M (8) 500 MCM AL MECHANICAL (2 HOLE) AL PER PHASE & NEUTRAL 2000A 2000A NO FUTURE EXTENSIONS PROVIDED 2000A 2000A BUSSING DIAGRAM G N QUOTE NO: ITEM NO: MARKS: SHEET: DEV.MIN.INT.RATING (RMS SYM): BUS BRACING (RMS SYM): VOLTAGE: ACCESS TO: STYLE: LABEL: CLASS: RATING: PLATE: BUS MTL: AMPERE: PHASE: ReliaGear Switchboard PROJECT NAME : DRAWING NO: DATE: PRODUCT NAME: CUSTOMER: DRAWING TITLE: CREATED BY: REVISION NO.: Industrial Solutions 1 IN240142 CARMEL 3 of 4 ReliaGear Fully Rated 65000A 65000A 480/277V U/L SE 2 Front Only Tin Plate Al 2000A 750A/in² 3P4W UM5-00013267 EAC3 Electrify America - B&V - 240142 GLOBAL PROCUREMENT CORPORATION, OVERLAND PARK 05/31/2022 21:42:34 W2 Date:6/2/2022 4:08:06 PM Front View/ 5 13 Conduit Area 20D x 21W 6 10 10 6 6 13 8 7 8 35 3 Conduit Area 30D x 20W 6 7 5 9 2 35 CONDUIT SPACE (TYPICAL ALL SECTIONS) 2.5 3.12 .625 DIA (TYP) QUOTE NO: ITEM NO: MARKS: SHEET: DEV.MIN.INT.RATING (RMS SYM): BUS BRACING (RMS SYM): VOLTAGE: ACCESS TO: STYLE: LABEL: CLASS: RATING: PLATE: BUS MTL: AMPERE: PHASE: ReliaGear Switchboard PROJECT NAME : DRAWING NO: DATE: PRODUCT NAME: CUSTOMER: DRAWING TITLE: CREATED BY: REVISION NO.: Industrial Solutions 1 IN240142 CARMEL 4 of 4 ReliaGear Fully Rated 65000A 65000A REFERENCE 참조 도번 모델 도면크기 SIZE A3 척도 SCALE 1/20 mm 단위 UNIT 도명 DRAWING NAME 날짜 설계 검도 승인 HPC350K MAIN ASS'Y LAYOUT HPC350K-PS - 2021. 06.01 SIGNET - 수정본 비 고 날 자 승 인 1 - - - 치수 허용공차 WEIGHT = 620 KG = 1364 LBS Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: Date: 9/7/2022 Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/8/2022 BLACK & VEATCH EQUIPMENT ANCHORAGE , EQUIPMENT FOUNDATION AND LIGHT POLE FOUNDATION Equipment Anchorage and Foundation V.1.0.7 6.5) GENERIC GENERIC STRUCTURAL DESIGN OF PROPOSED LIGHT POLE FOUNDATION 20' POLE, 3' ABOVE GRADE Owner: ELECTRIFY AMERICA, LLC. Computed By: Thapakorn L. Zone: GENERIC Date: 9/2/2022 Project No. 411370 Site No. GENERIC (Rev. 0) Verified By: Blake Costello Title: STRUCTURAL ANALYSIS OF PROPOSED LIGHT POLE Date: 9/2/2022 BLACK & VEATCH FOUNDATION, 20' POLE, 3' ABOVE GRADE Steel Template Ver. 0 GENERAL DESIGN DATA POLE DATA Type of Material Steel - 55 ksi (N/A) Bottom Pole Diameter 4.5 in Top Pole Diameter 4.5 in Pole Thickness 0.12 in Height of Pole 23.00 ft Weight of Pole 129.2 lbs LAMP ARM DATA Type of Material Steel A500 Gr.B (N/A) Arm Diameter 0.000 in Arm Thickness 0.000 in Weight of Arm 0.0 lbs Horizontal Length of Arm 0.00 ft Total Length of Arm 0 ft WIND PRESSURE AASHTO 2013 From Equation: Pz = 0.00256(Kz)(G)(V 2 )Ir (Cd ) Sec. 3.8.1 Gust Effect Factor G = 1.14 Sec. 3.8.5 Basic Wind Speed V = 90 mph Figure 3.8.3-1 thru 3.8.3.4 Wind Importance Factor Ir = 0.87 Table 3.8.3-1 Exposure Category C α = 9.5 ASCE7-05; Table 6-2 zg = 900 ASCE7-05; Table 6-2 EQUIPMENT DATA W H D (lbs) Z-Dir X-Dir (ft) Luminaire - - - 26 1.60 1.60 23.00 3' Above Ground Concrete Pedestal 24 36 24 1414 6.00 6.00 1.50 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Existing or Proposed Elevation Equipment & Appurtenances Dimensions (in.) Weight Effective Projected Area (ft 2 ) Proposed Owner: ELECTRIFY AMERICA, LLC. Computed By: Thapakorn L. Zone: GENERIC Date: 9/2/2022 Project No. 411370 Site No. GENERIC (Rev. 0) Verified By: Blake Costello Title: STRUCTURAL ANALYSIS OF PROPOSED LIGHT POLE Date: 9/2/2022 BLACK & VEATCH FOUNDATION, 20' POLE, 3' ABOVE GRADE Steel Template Ver. 0 Design Loads Dead Load Pole 129.2 Luminaire 26.0 3' Above Ground Concrete Pedestal 1414.0 Total Dead Load = 1.57 kips Total Moment Due to Dead Load Eccentricties: = 0.00 kip-ft Wind Loads AASHTO Sec. 3.8.1 (psf) Z-Dir X-Dir Z-Dir X-Dir (K-ft) Pole 0.86 0.87 1.10 19.47 0.17 0.17 1.93 1.93 0.00 0.93 0.87 1.10 21.01 0.00 0.00 0.00 0.00 0.00 Luminaire 0.93 0.87 1.20 22.92 0.0367 0.0367 0.84 0.84 0.00 3' Above Ground Concrete Pedestal 0.86 0.87 1.20 21.24 0.1274 0.1274 0.19 0.19 0.00 Extreme Design Wind Loads Total Wind Force in Z Direction = 0.33 kips Total Moment due to Wind in Z Dir = 2.97 kip-ft Total Wind Force in X Direction = 0.33 kips Total Moment due to Wind in X Dir = 2.97 kip-ft Total Torsion = 0.00 kip-ft Moment @ Kz Ir Cd Pz 0.00 Pole Base (K-ft) Force (K) 0.00 Proposed 0.0 DL (lbs) 0.0 Extreme Design Wind Loads Moment @ Arm Connection (K-ft) Torsion @ Pole Base Moment (lbs-ft) 0.0 0.00 Existing or Proposed Eccentricity 0.00 0.00 from Pole (ft) Structural Members & Equipment Proposed Proposed Structural Members & Equipment Plan View Elevation Owner: ELECTRIFY AMERICA, LLC. Computed By: Thapakorn L. Site: GENERIC Date: 9/2/2022 Project No. 411370 File No. GENERIC Verified By: Blake Costello Title: STRUCTURAL DESIGN OF PROPOSED LIGHT POLE FOUNDATION Date: 9/2/2022 20' POLE, 3' ABOVE GRADE PIER FOUNDATION DESIGN (UNRESTRAINED CONDITION) Input Data and Design Summary: Lateral force P = 0.33 k Vertical Force V = 1.57 k Height of Lateral Force H = 9.00 ft. 2.97k.ft / 0.33k Diameter (width) of Pole ftg. B = 2.00 ft. Lateral Soil Bearing Capacity S = 0.10 ksf/ft. : Table 1806.2 Vertical Soil bearing Capacity, Qallow = 1.50 ksf : Table 1806.2 Transient Load factor F = 2.00 : Section 1806.3.4 Trial Depth Dtrial = 4.34 ft. Depth USE = 5.00 ft. Applicable Equations A = ( 2.34 x P ) / ( B x S1 ) D = ( A / 2 ) x [ 1 + ( 1 + ( 4.36 * H ) / A )^0.5 ] (IBC 2012/15 Eq. 18-1) P S1 = F x S (Dtrial / 3) = 0.29 ksf A = 1.33 kip/ft 3 Required Depth, Dreq'd = 4.34 ft. grade (3) - #3 hoops at 2" Vertical Soil bearing Check, (Section 1807.3.2.3) Qact = (1.57 + 3.14 x 5.00 x 0.15 ) / 3.14 = 1.25 ksf < 1.50 Ratio of soil vertical stress against vertical bearing capacity: 83.3% OK Minimum Reinforcement for Pier per ACI Code, The pier will require only minimum reinforcement which is half of 1% of the gross area of concrete, therefore ; Ag = 24.00 x 24.00 x 3.1416 / 4 = 452.39 in 2 (3.14 sq.ft) #3 hoops@6" max. spacing Asmin = 0.005 x 452.39 = 2.26 in 2 3" cover Try 6 - #6 Ab = 0.44 x 6 = 2.65 in 2 : steel provided by rebars Ap = 0.00 in 2 : steel provided by pipe section Total steel area provided, Asprov = 2.65 + 0.00 = 2.65 in 2 NO SCALE A LIGHT FIXTURE DETAIL NO SCALE B 25" 7 3/4" 13 1/4" LITHONIA LIGHTING/ KAX LED SIZE 1 LED AREA LUMINAIRE LITHONIA KAX1 LED P1 50K R3 MVOLT RPA PIR DNAXD PHOTOCELL: DLL127F 1.5 JU ELECTRICAL LOAD: 50W @120VAC LITHONIA LIGHTING ANCHOR BASE POLE RSS 15 4-5B DM19AS DNAXD FDL11-6B DBLXD 3000 PSI MINIMUM CONCRETE RUBBED FINISH ABOVE GRADE GALVANIZED STEEL ANCHOR BOLTS (SUPPLIED BY POLE MANUFACTURER) 1" CHAMFER 3" SECTION LIGHT POLE BASE DETAIL BOLT PROJECTION PER MFG REQUIREMENTS 3" #4 REBAR TIES @2" O.C., TOP (TYP OF 3) 3/4" SCHEDULE 40 PVC IN & OUT OF BASES (SEE NOTE 2) #4 BARE COPPER GROUND WIRE STUBBED UP THROUGH BASE 18" BOND #4 COPPER GROUND WIRE TO REBAR #4 HOOPS @ 6" O.C. 3'-0" 3" MIN GRADE 1'-8" 8 #6 VERTICAL BARS 4'-6" NOTES 1. LIGHT POLE AND ANCHORAGE DESIGNED AND PROVIDED BY OTHERS. 2. CONDUIT OUT OF LIGHT POLE BASE ONLY REQUIRED IF MORE THAN ONE LIGHT POLE IS BEING INSTALLED. STUB UP PVC 1/2" INTO HOLE BOND TO POLE 1'-8" DRILLED PIER L W H One Lithonia Way • Conyers, Georgia 30012 • Phone: 800.279.8041 • www.lithonia.com © 2011-2017 Acuity Brands Lighting, Inc. All rights reserved. KAX1-LED Rev. 10/05/17 Page 1 of 4 KAX LED Size 1 LED Area Luminaire Catalog Number Notes Type Hit the Tab key or mouse over the page to see all interactive elements. Ordering Information EXAMPLE: KAX1 LED P4 40K R3 MVOLT SPA DDBXD Specifications EPA: 0.7 ft 2 (0.07 m 2) Length: 25” (64 cm) Width: 13-1/4” (34 cm) Height: 7-3/4” (20 cm) Weight (max): 26 lbs (11.8 kg) Control options Other options Finish (required) Shipped installed PER NEMA twist-lock receptacle only (Controls order separate) 4,5,6 PER5 Five-wire receptacle only (Controls order separate) 4,5,6 PER7 Seven-wire receptacle only (Controls order separate) 4,5,6 PIR Bi-level, motion/ambient sensor, 8-15’ mounting height, ambient sensor enabled at 5fc 7,8 PIRH Bi-level, motion/ambient sensor, 15-30’ mounting height, ambient sensor enabled at 5fc 7,8 PIR1FC3V Bi-level, motion/ambient sensor, 8-15’ mounting height, ambient sensor enabled at 1fc 7,8 PIRH1FC3V Bi-level, motion/ambient sensor, 15-30’ mounting height, ambient sensor enabled at 1fc 7,8 FAO Field adjustable output 9 Shipped installed HS House-side shield 10 SF Single fuse (120, 277, 347V) 2 DF Double fuse (208, 240, 480V) 3 TILT Tilt arm Shipped separately BS Bird spikes 10 EGS External glare shield 10 DDBXD Dark bronze DBLXD Black DNAXD Natural aluminum DWHXD White DDBTXD Textured dark bronze DBLBXD Textured black DNATXD Textured natural aluminum DWHGXD Textured white KAX1 LED One Lithonia Way • Conyers, Georgia 30012 • Phone: 800.279.8041 • www.lithonia.com © 2011-2017 Acuity Brands Lighting, Inc. All rights reserved. KAX1-LED Rev. 10/05/17 Page 2 of 4 Tenon O.D. Single Unit 2 at 180° 2 at 90° *3 at 120° 3 at 90° 4 at 90° 4” AST35-190 AST35-280 AST35-290 AST35-320 AST35-390 AST35-490 *3@120º is Round Pole only. DM19AS DM28AS DM29AS DM32AS DM39AS DM49AS 1 @ 90° 2 @ 280° 2 @ 90° 3 @ 120° 3 @ 90° 4 @ 90° Side B Side B & D Side B & C Round pole only Side B, C, & D Sides A, B, C, D Note: Review luminaire spec sheet for specific nomenclature Pole top or tenon O.D. 4.5" @ 90° 4" @ 90° 3.5" @ 90° 3" @ 90° 4.5" @ 120° 4" @ 120° 3.5" @ 120° 3" @ 120° KAX SPA N N N N - - - - KAX RPA N N N N Y Y Y N *3 fixtures @120 require round pole top/tenon. Tenon Mounting Slipfitter Pole drilling nomenclature: # of heads at degree from handhole (default side A) Drilling Top of Pole 0.563” 2.650” 1.325” 0.400” (2 PLCS) Template #8 Photometric Diagrams To see complete photometric reports or download .ies files for this product, visit Lithonia Lighting’s KAX1 Area Light homepage. Isofootcandle plots for the KAX1 LED P4 40K. Distances are in units of mounting height (30’). LEGEND 0.1 fc 0.5 fc 1.0 fc 2.0 fc 0 0 4 34 23 12 1 -1 -2 -3 -4 1 2 3 4 0 0 4 34 23 12 1 -1 -2 -3 -4 1 2 3 4 0 0 4 34 23 12 1 -1 Catalog Number Notes Type OUTDOOR POLE-RSS Anchor Base Poles RSS ROUND STRAIGHT STEEL FEATURES & SPECIFICATIONS INTENDED USE — Round Straight Steel is a general purpose light pole for up to 30-foot mounting heights. This pole provides a robust yet cost effective option for mounting area lights and floodlights. CONSTRUCTION — Pole Shaft: The pole shaft is of 0.120” uniform wall thickness and is made of a weldable- grade, hot-rolled, commercial-quality steel tubing with a minimum yield of 42,000 psi. Shaft is one-piece with a full-length longitudinal high-frequency electric resistance weld. Uniformly round in cross-section down length of shaft with no taper. Standard shaft diameters are 3”, 4”, 4.5” and 5”. 6" diameter shaft available by quote. Shaft wall thickness of .180" and .250" are available with certain tube diameters. Pole Top: Options include tenon top, drilled for side mount fixture, tenon with drilling (includes extra handhole) and open top. Side drilled and open top poles include a removable press-fit, black, low density polyethylene top cap Handhole: A reinforced handhole with grounding provision is provided at 12” from the base end of the pole assembly. Every handhole includes a cover and cover attachment hardware. 2.5” x 5” rectangular handhole is provided on pole Base Cover: A two-piece ABS plastic full base cover is provided with each pole assembly. Additional base cover options are available upon factory request. Options include fabricated two-piece sheet steel or heavy duty two-piece cast aluminum full base cover. All base covers are finished to match pole. Anchor Base/ Bolts: Anchor base is fabricated from hot-rolled carbon steel plate that conforms with ASTM A36. Anchor bolts conform to ASTM F1554 Grade 55 and are provided with two hex nuts and two flat washers. Bolts have an “L” blend on one end. All anchor bolts are hot-dipped galvanized a minimum of 12” nominal on the threaded end. Anchor bolts are made of steel rod having a minimum yield strength of 55,000 psi and a yield strength of 75,000 psi to 95,000 psi. Hardware – All structural fasteners are high-strength galvanized carbon steel. All non-structural fasteners are galvanized or zinc-plated carbon steel or stainless steel. Finish – Standard powder-coat finishes include Dark Bronze, White, Black, Medium Bronze and Natural Aluminum colors. Classic finishes include Sandstone, Charcoal Gray, Tennis Green, Bright Red and Steel Blue colors. Architectural Colors and Special Finishes are available by quote and include, but are not limited to Hot-dipped Galvanized, Paint over Hot-dipped Galvanized, RAL Colors, Custom Colors and Extended Warranty Finishes. Factory-applied primer paint finish is available for customer field-paint applications. WARRANTY — 1-year limited warranty. Complete warranty terms located at: www.acuitybrands.com/CustomerResources/Terms_and_conditions.aspx NOTE: Actual performance may differ as a result of end-user environment and application. Specifications subject to change without notice. POLE-RSS OUTDOOR: One Lithonia Way Conyers, GA 30012 Phone: 770-922-9000 www.lithonia.com © 1998-2017 Acuity Brands Lighting, Inc. All rights reserved. Rev. 11/14/17 RSS Round Straight Steel Pole NOTES: 1. Wall thickness will be signified with a "C" (11 Gauge) or a "G" (7-gauge) in nomenclature. "C" - 0.1196" | "G" - 0.1793 2. PT open top poles include top cap. When ordering tenon mounting and drill mounting for the same pole, follow this example: DM28/ T20. The combination includes a required extra handhole. 3. Refer to the fixture spec sheet for the correct drilling template pattern and orientation compatibility. 4. Insert "1" or "2" to designate fixture size; e.g. DM19AST2. 5. Specify location and orientation when ordering option. For "x": Specify the height above the base of pole in feet or feet and inches; separate feet and inches with a "-". Example: 5ft = 5 and 20ft 3in = 20-3 For "y": Specify orientation from handhole (A,B,C,D) Refer to the Handhole Orientation diagram below. Example: 1/2" coupling at 5' 8 ", orientation C = CPL12/5-8C 6. Horizontal arm is 18" x 2-3/8" O.D. tenon standard with radius curve providing 12' rise. 7. Combination of tenon-top and drill mount includes extra handhole. 8. Must add original order number of existing pole(s). 9. Use when mill certifications are required. 10. 1Provides enhanced corrosion resistance. 11. Additional colors available; see www.lithonia.com/archcolors or Architectural Colors brochure (Form No. 794.3). Available by formal quote only, consult factory for details. RSS Series Nominal fixture mounting height Nominal shaft base size/wall thickness 1 Mounting 2 Options Finish 11 RSS (See technical information table for complete ordering information.) 8'-30 ' (for 1/2 ft increments, add -6 to the pole height. Ex: 20-6 equals 20ft 6in.) (See technical information table for complete ordering information.) 3B 3" (.120") 4B 4" (.120") 4-5B 4 1/2" (.120") 5B 5" (.120") Tenon mounting PT Open top T20 2-3/8" O.D. (2" NPS) T25 2-7/8" O.D. (2-1/2" NPS) T30 3-1/2" O.D. (3" NPS) 2 T35 4" O.D. (3-1/2" NPS) 2 KAC/KAD/KSE/KSF/KVR/KVF Drill mounting 3 DM19 1 at 90° DM28 2 at 180° DM28PL 2 at 180° with one side plugged DM29 2 at 90° POLE-RSS OUTDOOR: One Lithonia Way Conyers, GA 30012 Phone: 770-922-9000 www.lithonia.com © 1998-2017 Acuity Brands Lighting, Inc. All rights reserved. Rev. 11/14/17 RSS Round Straight Steel Pole TECHNICAL INFORMATION — EPA (ft2) WITH 3-SECOND GUST PER AASHTO 2013 Series Mounting Height (ft)* Shaft Base Size 90 MPH Max. weight 100 MPH Max. weight 110 MPH Max. weight 120 MPH Max. weight 130 MPH Max. weight 140 MPH Max. weight 150 MPH Max. weight Approximate ship weight (lbs.) RSS 8 4-5B 18.5 463 15 375 13 325 11 275 9.5 238 8 200 7 175 55 RSS 10 3B 6 150 5 125 4 100 3.5 88 2.5 63 2 50 2 50 55 RSS 10 4B 12 300 9.5 238 8 200 6.5 163 5.5 138 5 125 4.5 113 70 RSS 10 4-5B 15.5 388 12.5 313 10.5 263 9 225 7.5 188 6.5 163 6 150 75 RSS 12 3B 5 125 4 100 3 75 2.5 63 2 50 1.5 38 1 25 60 RSS 12 4B 10 250 8 200 6.5 163 5.5 138 4.5 113 4 100 3.5 88 80 RSS 12 4-5B 13 325 10.5 263 9 225 7.5 188 6.5 163 5.5 138 4.5 113 85 RSS 14 3B 4 100 3 75 2.5 63 2 50 1.5 38 1 25 0.5 13 70 RSS 14 4B 8.5 213 6.5 163 5.5 138 4 100 3.5 88 3 75 2.5 63 90 RSS 14 4-5B 11 275 9 225 7 175 6 150 5 125 4.5 113 4 100 95 RSS 15 4-5B 10 250 8 200 6.5 163 5.5 138 4.5 113 4 100 3.5 88 96 RSS 16 3B 3 75 2.5 63 1.5 38 1 25 0.5 13 0.5 13 - - 80 RSS 16 4B 7 175 5.5 138 4 100 3 75 2.5 63 2 50 2 50 100 RSS 16 4-5B 9 225 7 175 6 150 5 125 4 100 3.5 88 3 75 105 RSS 18 3B 2.5 63 1.5 38 1 25 0.5 13 - - - - - - 90 RSS 18 4B 5.5 138 4 100 3 75 2.5 63 2 50 1.5 38 1 25 110 RSS 18 4-5B 7.5 188 6 150 4.5 113 4 100 3 75 2.5 63 2 50 115 RSS 20 3B 2 50 1 25 0.5 13 - - - - - - - - 100 RSS 20 4B 4.5 113 3 75 2 50 1.5 38 1 25 1 25 0.5 13 120 RSS 20 4-5B 6 150 4.5 113 3.5 88 3 75 2.5 63 2 50 1.5 38 130 RSS 20 5B 8 200 6.5 163 5.5 138 4.5 113 3.5 88 3 75 2.5 63 145 RSS 22 4-5B 5 125 3.5 88 2.5 63 2 50 1.5 38 1 25 1 25 134 RSS 25 4B 2.5 63 1 25 0.5 13 - - - - - - - - 145 RSS 25 4-5B 3.5 88 2 50 1.5 38 1 25 0.5 13 - - - - 145 RSS 25 5B 5 125 3.5 88 3 75 2 50 1.5 38 1.5 38 1 25 180 RSS 30 4-5B 1.5 38 - - - - - - - - - - - - 185 RSS 30 5B 2.5 63 1.5 38 1 25 0.5 13 - - - - - - 210 AASHTO 2013 criteria is the most conservative existing EPA calculation. For poles not showing EPA values under AASHTO 2013, EPA values may exist under commercial criteria (see table below). *For 1/2 ft increments, add -6 to the pole height. Ex: 20-6 equals 20ft 6in. POLE-RSS OUTDOOR: One Lithonia Way Conyers, GA 30012 Phone: 770-922-9000 www.lithonia.com © 1998-2017 Acuity Brands Lighting, Inc. All rights reserved. Rev. 11/14/17 RSS Round Straight Steel Pole TECHNICAL INFORMATION — EPA (ft2) with 1.3 gust Catalog number Nominal shaft length (ft)* Pole shaft size (in x ft) Wall thickness (in) 80 mph Max weight 90 mph Max weight 100 mph Max weight Bolt size (in. x in. x in.) Approximate ship weight (lbs.) RSS 8 4-5B 8 4.5 x 8.0 0.120 24.7 630 19.7 495 16.0 430 3/4 x 18 x 3 55 RSS 10 3B 10 3.0 x 10.0 0.120 10.0 250 7.7 190 6.0 175 3/4 x 18 x 3 55 RSS 10 4B 10 4.0 x 10.0 0.120 19.1 480 15 375 12.2 305 3/4 x 18 x 3 70 RSS 10 4-5B 10 4.5 x 10.0 0.120 24.5 615 19.5 490 15.8 395 3/4 x 18 x 3 75 RSS 12 3B 12 3.0 x 12.0 0.120 7.7 195 5.8 145 4.4 130 3/4 x 18 x 3 60 RSS 12 4B 12 4.0 x 12.0 0.120 15.0 390 11.8 300 9.5 240 3/4 x 18 x 3 80 RSS 12 4-5B 12 4.5 x 12.0 0.120 19.8 495 15.7 395 12.7 320 3/4 x 18 x 3 85 RSS 14 3B 14 3.0 x 14.0 0.120 6.0 175 4.4 130 3.3 90 3/4 x 18 x 3 70 RSS 14 4B 14 4.0 x 14.0 0.120 12.2 305 9.4 250 7.6 195 3/4 x 18 x 3 90 RSS 14 4-5B 14 4.5 x 14.0 0.120 16.2 405 12.8 320 10.3 260 3/4 x 18 x 3 95 RSS 15 4-5B 15 4.5 x 15.0 0.120 12.0 300 9.5 250 7.5 200 3/4 x 18 x 3 96 RSS 16 3B 16 3.0 x 16.0 0.120 4.6 125 3.2 100 2.3 60 3/4 x 18 x 3 80 RSS 16 4B 16 4.0 x 16.0 0.120 9.6 250 7.4 185 5.9 150 3/4 x 18 x 3 100 RSS 16 4-5B 16 4.5 x 16.0 0.120 13.1 330 10.2 265 8.2 205 3/4 x 18 x 3 105 RSS 18 3B 18 3.0 x 18.0 0.120 3.4 90 2.3 60 1.4 70 3/4 x 18 x 3 90 RSS 18 4B 18 4.0 x 18.0 0.120 7.6 190 5.7 180 4.5 130 3/4 x 18 x 3 110 RSS 18 4-5B 18 4.5 x 18.0 0.120 10.5 265 8.2 210 6.5 165 3/4 x 18 x 3 115 RSS 20 3B 20 3.0 x 20.0 0.120 2.4 100 1.4 75 -- -- 3/4 x 18 x 3 100 RSS 20 4B 20 4.0 x 20.0 0.120 6.0 150 4.45 150 3.45 125 3/4 x 18 x 3 120 RSS 20 4-5B 20 4.5 x 20.0 0.120 8.5 215 6.6 165 5.2 130 3/4 x 18 x 3 130 RSS 20 5B 20 5.0 x 20.0 0.120 11.75 300 9.1 230 7.25 180 3/4 x 18 x 3 145 RSS 22 4-5B 22 4.5 x 22.0 0.120 6.0 150 4.5 125 3.75 100 3/4 x 18 x 3 134 RSS 25 4B 25 4.0 x 25.0 0.120 2.85 100 1.95 75 1.35 75 3/4 x 18 x 3 145 RSS 25 4-5B 25 4.5 x 25.0 0.120 4.8 130 3.6 90 2.7 90 3/4 x 18 x 3 145 RSS 25 5B 25 5.0 x 25.0 0.120 7.25 180 5.5 150 4.25 150 3/4 x 18 x 3 180 RSS 30 4-5B 30 4.5 x 30.0 0.120 2.3 80 1.5 75 1.0 60 3/4 x 18 x 3 185 RSS 30 5B 30 5.0 x 30.0 0.120 4.2 150 3 125 2.25 100 3/4 x 18 x 3 210 IMPORTANT INSTALLATION NOTES: • Do not erect poles without having fixtures installed. • Factory-supplied templates must be used when setting anchor bolts. Lithonia Lighting will not accept claim for incorrect anchorage placement due to failure to use factory template. • If poles are stored outside, all protective wrapping must be removed immediately upon delivery to prevent finish damage. • Lithonia Lighting is not responsible for the foundation design. POLE DATA Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: Date: 9/7/2022 Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/8/2022 BLACK & VEATCH EQUIPMENT ANCHORAGE , EQUIPMENT FOUNDATION AND LIGHT POLE FOUNDATION Equipment Anchorage and Foundation V.1.0.7 6.6) GENERIC GENERIC STRUCTURAL DESIGN OF PROPOSED TREX FENCE FOUNDATION Owner: ELECTRIFY AMERICA Computed By: Thapakorn L. Plant: GENERIC Date: 5/30/22 Project No. 411370 File No. GENERIC Verified By: B. Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 6/3/22 BLACK & VEATCH TREX FENCE FOUNDATION 6. ANALYSIS AND DESIGN SEISMIC LOAD CALCULATION The fence is considered a Non-Structural Component per section 13.3 of ASCE 7-10. Fp = 0.4 ap SDS Wp (1 + 2 z/h) / (Rp/Ip) eq. 13.3-1 = 0.4 x 1.00 x 1.50 (1 + 2 x 0.00) / (2.50 / 1.00) Fp = 0.24 Wp Fp = 1.6 SDS Ip Wp eq. 13.3-2 = 1.6 x 1.50 x 1.00 x Wp Fp = 2.40 Wp (maximum) Fp = 0.30 SDS Ip Wp eq. 13.3.3 = 0.30 x 1.50 x 1.00 x Wp Fp = 0.45 Wp (minimum) (control) SDS = 1.500g design spectral response at short period (0.2 seconds) SDC = E seismic design Category Ip = 1.0 component importance factor per Section 13.1.3 Rp = 2.5 component response modification factor per table 13.5-1 ap = 1.0 component amplification factor per table 13.5-1 z/h = 0.0 on grade h = 8.00 ft fence height from grade w = 8.00 ft effective fence width opening = 0.00 ft 2 fence hole A = 64.00 ft 2 projected wind area DL = 199.00 lbs (8'x8' Trex seclusions fence panel kit, see attached) 1.2DL = 238.80 lbs Seismic Shear: Ehoriz = 0.45 Wp = 0.45 x 199.00 lbs 90 lbs with service load conversion factor, 0.7 0.7Ehoriz = 0.7 x 90 lbs = 63 lbs with Ultimate load conversion factor, 1.0 1.0Ehoriz = 1.0 x 90 lbs = 90 lbs Wind Shear: (For wind pressure calcs, see next page) W = 30.11 psf x 64 ft^2 = 1927 lbs with service load conversion factor, 0.6 0.6W = 0.6 x 1927 lbs = 1157 lbs with Ultimate load conversion factor, 1.0 1.0W = 1.0 x 1927 lbs = 1927 lbs Therefore , Wind Load Governs ! Owner: ELECTRIFY AMERICA Computed By: Thapakorn L. Plant: GENERIC Date: 5/30/22 Project No. 411370 File No. GENERIC Verified By: B. Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 6/3/22 BLACK & VEATCH TREX FENCE FOUNDATION BASIC WIND LOAD PER ASCE 7-10 / IBC 2012 / IBC 2015 a. Ultimate Velocity Pressure, qz or qh 29.3.2 qz = 0.00256 Kz Kzt Kd V 2 Basic Wind Speed, Vult = 115 mph Fig. 26.5.1A = 0.00256 x 0.85 x 1.00 x 0.85 x 115.00^2 qz = 24.43 psf Eq. 29.3-1 b. Velocity pressure coefficient, Kz 29.3.1 Kz = 2.01 (z/zg ) 2/α Exposure Category = C = 2.01 (15 / 900^(2/9.5) Kz = 0.85 Height above Ground Level, z = 15 ft Table 29.3-1 α = 9.50 zg = 900.00 ft c. Topographic Factor, Kzt 26.8.2 H = 15 ft µ = 0.00 Fig. 26.8-1 γ = 0.00 Hill Shape K1 = 0.00 Crest Type K2 = (1 - x / µ Lh) Distance Upwind of crest, Lh = 0 ft = [1 - 15 / (0.0 x 0)] K2 = 0.00 Distance Upwind to Bldg Site, x = 15 ft K3 = e (γ z / Lh) Kzt = [ 1 + K1 K2 K3 ] 2 Eq. 26.8-1 = e^-(0.0 x 15 / 0) = [1 + 0.00 x 0.00 x 0.00]^2 K3 = 0.00 Kzt = 1.00 d. Wind Directionality Factor, Kd 26.6 Kd = 0.85 Tab. 26.6-1 e. Risk Category II Table 1.5-1 f. Gust Effect Factor, G G = 0.85 26.9 g. Structure Type / Force Coefficient Cf = 1.45 Fig 29.4-1 h. Total Wind Pressure Fw = 24.43 psf x 0.85 x 1.45 = 30.11 psf ASCE 7-10 Flat Terrain Downwind Solid Sign Solid Freestanding Walls & Signs REVISED, SUPERSEDED, AND VOID CALCULATIONS MUST BE CLEARLY IDENTIFIED, INITIALED, AND DATED BY THE RESPONSIBLE INDIVIDUAL. Owner: ELECTRIFY AMERICA Computed By: Thapakorn L. Plant: GENERIC Date: 5/30/22 Project No. File No. Verified By: B. Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 6/3/22 BLACK & VEATCH TREX FENCE FOUNDATION LOADING CALCULATION Fence Height h = 8.00 ft Height at Force Center 0.55h = 4.40 ft Worst (ASD) Load Combination: Vertical Load 1.0DL = 0.20 kip Total Lateral Load 0.6WL = 1.16 kip Worst (LRFD) Load Combination: Vertical Load 1.2DL = 0.24 kip Total Lateral Load 1.0WL = 1.93 kip Maximum Moment 1.0WL x 0.55h = 8.48 kip-ft 1.0DL + 0.6WL 1.2DL + 1.0WL 411370 GENERIC REVISED, SUPERSEDED, AND VOID CALCULATIONS MUST BE CLEARLY IDENTIFIED, INITIALED, AND DATED BY THE RESPONSIBLE INDIVIDUAL. Owner: ELECTRIFY AMERICA Computed By: Thapakorn L. Site: GENERIC Date: 5/30/22 Project No. 411370 File No. GENERIC Verified By: B. Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 6/3/22 TREX FENCE FOUNDATION Pier with Lateral Load, based on Chapter 18 of IBC 2012/2015 (restrained condition) Design Parameters Lateral Force P = 1.16 k Vertical Force V = 0.20 k Height above grade of Lateral Force H = 4.40 ft. (0.55 x 8ft) Diameter of Pier B = 2.00 ft. Lateral Soil Bearing Capacity S = 0.10 ksf/ft. : Table 1806.2 Vertical Soil bearing Capacity Qallow = 1.50 ksf : Table 1806.2 Transient Load factor F = 2.00 : Section 1806.3.4 Trial Depth Dtrial = 3.78 ft. Duse = 4.00 ft. Applicable Equation Dreq'd = ( 4.25 P H / S3 B ) 0.5 (IBC 2012/2015 Eq. 18-2) Lateral Soil Bearing Capacity F x S = 0.20 ksf/ft. P Allowable lateral pressure at "D", S3 = F x S x D = 0.76 ksf Required Calculated Depth Dreq'd = 3.78 ft. Vertical Soil bearing Check, (Section 1807.3.2.3) Qact = (0.20 + 3.14 x 4.00 x 0.15 ) / 3.14 (3) - #3 hoops at 2" = 0.66 ksf <= 1.50 ksf spacing SR = 44.2% OK Minimum Reinforcement for Pier per ACI Code, The pier will require only minimum reinforcement which is half of 1% of the gross area of concrete, therefore ; Ag = 24.00 x 24.00 x 3.1416 / 4 = 452.39 in 2 (3.14 sq.ft) Asmin = 0.005 x 452.39 #3 hoops@12" = 2.26 in 2 max. spacing Try 6 - #6 3" cover Ab = 0.60 x 4 : steel provided by rebars = 2.41 in 2 Ap = 0.00 in 2 : steel provided by pipe section Total steel area provided, Asprov = 2.65 + 0.00 Asprov = 2.65 in 2 > 2.26 in 2 Owner: ELECTRIFY AMERICA Computed By: Thapakorn L. Plant: GENERIC Date: 5/30/22 Project No. File No. Verified By: B. Costello Title: STRUCTURAL DESIGN OF PROPOSED Date: 6/3/22 BLACK & VEATCH TREX FENCE FOUNDATION 7. ATTACHMENTS 411370 GENERIC 6'-0" MAX *48" MIN 8'-0" MAX 7'-7" 6' COMPOSITE FENCE SCALE: NTS ELEVATION VIEW ALUMINUM BOTTOM RAIL 1"X53 4" BOTTOM RAIL COVER 4"X4.9" TOP RAIL 5"X5" POST POST CAP 1"X53 4" INTERLOCKING PICKETS 3 KSI CONCRETE IN WELL COMPACTED SOIL, TYP. 1" MAX MATERIAL NEEDED FOR 8' SECTION 5 x 5 x 5/8" Post 5 x 5 Post Cap Pyramid or Flat Top Rail 4 x 4.9 x 1/2" Aluminum Bottom/Intermediate Rail Bottom/Intermediate Rail Cover 1 x 5.75 6' TREX SECLUSIONS Interlocking Picket 1 x 5.75 1 1/4" x 3 1/8" x 1/8" Rail Bracket GRADE RAIL BRACKET ALUMINUM BOTTOM RAIL BOTTOM RAIL COVERS BOTTOM RAIL SCALE: NTS SECTION VIEW 6'-8' TREX SECLUSIONS COMPOSITE FENCE AT GRADE MPS (NON-STRUCTURAL DECORATIVE AT-GRADE BARRIER) **REQUIRED WINDSPEED IF WITHIN HVHZ * WHEN USED FOR POOL APPLICATIONS 12" MIN. POST EMBED SEE MANUFACTURER SPECS 3" 6" MIN. 12"W X 30"D FOOTER REQUIRED FOR INSTALLATION ONLY. FOR STRUCTURAL WIND ARCHITECTURAL DRAWING: TREX SECLUSIONS FENCING 8' TALL x 8' WIDE Publication date April 6, 2016 1015 -Trex Fence Seclusions 8ft.dwg &RS\ULJKW7UH[)HQFLQJ 96" O.C. 91" Concrete Fill Post Profile: Cut View / Elevation View 21 4" 53 4" NOTES: 1. INSTALLATION TO BE COMPLETED PER MANUFACTURER'S SPECIFICATION. 2. THIS DRAWING IS PROVIDED FOR PLANNING PURPOSES. REFER TO MANUFACTURER'S INSTALLATIONS FOR CONSTRUCTION DETAILS. 3. REFER TO MANUFACTURER'S WEBSITE FOR PRODUCT INFORMATION. 4. DRAWING NOT TO SCALE. * Length may vary QUANTITY COMPONENTS LENGTH Top Rail Interlocking Picket Post Cap Aluminum Bottom Rail Fence Bracket Bottom Rail Cover 3 8" Concrete Fill 3 8" Post Profile: Elevation View 96" 36" Typ. Consult local conditions, codes, and standard building practices for post depth 12" Typ 975 8" 981 4" 1"x5.75" Interlocking Picket 19 91" * 1 5/8" (Typ) Exterior Wood Screws 24 4" x 4.9" Top Rail Piece Weight (lbs.) Product Description Quantities in Full Units Total Unit Weight (with pallet/box) 32 5X5X8 TREX SECLUSIONS COMPOSITE POST 36 1217 36 5X5X9 TREX SECLUSIONS COMPOSITE POST 36 1440 48 5X5X12 TREX SECLUSIONS COMPOSITE POST 27 1440 0.8 5X5 TREX SECLUSIONS POST CAP FLAT TOP 12 12 0.8 5X5 TREX SECLUSIONS POST CAP PYRAMID 12 12 27 TREX SECLUSIONS TOP RAIL 52 1500 11 TREX SECLUSIONS ALUMINUM BOTTOM RAIL 52 640 8 91" TREX SECLUSIONS BOTTOM RAIL COVER / PICKET 154 1150 6 67" TREX SECLUSIONS PICKET 154 1000 0.2 TREX SECLUSIONS FENCE BRACKET 96 13 149 6X8 TREX SECLUSIONS FENCE PANEL KIT 199 8X8 TREX SECLUSIONS FENCE PANEL KIT 92 4X6 TREX SECLUSIONS GATE PANEL 115 5X6 TREX SECLUSIONS GATE PANEL 36 GATE POST STIFFENER 73 GATE POST STIFFENER HEAVY DUTY 0.1 TREX SECLUSIONS ANGLE BRACKET Page 18 Client: ELECTRIFY AMERICA, LLC. Computed By: Tossaphol S. Project Name: Site Name: Date: 9/7/2022 Project/Phase: 411370 Verified By: Thapakorn L. Title: STRUCTURAL DESIGN OF PROPOSED Date: 9/8/2022 BLACK & VEATCH EQUIPMENT ANCHORAGE , EQUIPMENT FOUNDATION AND LIGHT POLE FOUNDATION Equipment Anchorage and Foundation V.1.0.7 7. ATTACHMENTS GENERIC GENERIC ASCE 7 Hazards Report Address: No Address at This Location Standard: ASCE/SEI 7-10 Risk Category: II Soil Class: D - Stiff Soil Elevation: 858.97 ft (NAVD 88) Latitude: Longitude: 39.971925 -86.152147 Wind Results: Wind Speed 115 Vmph 10-year MRI 76 Vmph 25-year MRI 84 Vmph 50-year MRI 90 Vmph 100-year MRI 96 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1–CC-4, and Section 26.5.2, incorporating errata of March 12, 2014 Date Accessed: Wed Sep 07 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Wed Sep 07 2022 SS : 0.147 S1 : 0.082 Fa : 1.6 Fv : 2.4 SMS : 0.236 SM1 : 0.196 SDS : 0.157 SD1 : 0.131 TL : 12 PGA : 0.067 PGA M : 0.108 FPGA : 1.6 Ie : 1 Design Response Spectrum S a (g) vs T(s) MCE R Response Spectrum S a (g) vs T(s) Seismic Site Soil Class: Results: Seismic Design Category D - Stiff Soil B Data Accessed: Wed Sep 07 2022 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https://asce7hazardtool.online/ Page 2 of 3 Wed Sep 07 2022 Ice Results: Data Source: Date Accessed: Ice Thickness: 1.00 in. Concurrent Temperature: 5 F Gust Speed 40 mph Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Wed Sep 07 2022 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Wed Sep 07 2022 IN240142 Exposure C Legend 39.971925,-86.152147 Circle Radius=3250' 4000 ft N ➤➤ N 1 91" * Fence Bracket 4 Aluminum Bottom Rail 1 90 1/2" 1" x 5.75" Bottom Rail Cover 2 91" * 5" x 5" Post 1 144" * Post Cap: Pyramid, Flat, or Crown 1 Page 17 LOADS, FOOTING TO BE DESIGNED BY OTHERS PER LOCAL CONDITIONS 8'-0" MAX. 8'-0" MAX 7'-7" ALUMINUM BOTTOM RAIL 1"X53 4" BOTTOM RAIL COVER 4"X4.9" TOP RAIL 5"X5" POST POST CAP 1"X53 4" INTERLOCKING PICKETS 3 KSI CONCRETE IN WELL COMPACTED SOIL, TYP. BRACKET TO POST W/ (4) #14 SMS (IF INTO STEEL INSERT) OR (4) #12 WOOD SCREWS (IF INTO COMPOSITE ONLY) 1" MAX GRADE INT. RAIL (OPTIONAL) CAN BE OFFSET AT ANY DISTANCE BETWEEN TOP AND BOTTOM RAIL 3" 6" MIN. 12"W X 36"D FOOTER REQUIRED FOR INSTALLATION ONLY. FOR STRUCTURAL WIND LOADS, FOOTING TO BE DESIGNED BY OTHERS PER LOCAL CONDITIONS 31 2"x3 1 2"x 3 16" A36 STEEL TUBE INSERT, SEE SCHEDULE FOR REQUIREMENTS 12" MIN. INSERT EMBED 36" MIN. 8' COMPOSITE FENCE SCALE: NTS ELEVATION VIEW (6063-T6) DESIGN PRESSURE & REQUIRED FOOTER MOMENT POST HEIGHT (FT) POST SPACING (FT) VULT (MPH) DP (PSF) INSERT REQUIRED? REQ MOMENT (LB-FT) 6 8 110 16.3 NO INSERT 2347.2 68 115** 19 NO INSERT 2736 6 8 130 22.8 NO INSERT 3283.2 68145 28.4 NO INSERT 4089.6 6 8 165 36.8 INSERT 5299.2 6 8 180 43.8 INSERT 6307.2 7'-7" 24" MIN. 31 2"x3 1 2"x 3 16" A36 STEEL TUBE INSERT, SEE SCHEDULE FOR REQUIREMENTS POST INSERT, FOOTER MOMENT & INTERMEDIATE RAIL REQUIREMENTS POST HEIGHT (FT) POST SPACING (FT) VULT (MPH) DP (PSF) NO. OF INT. RAILS REQUIRED INSERT REQUIRED? POST REQ MOMENT (LB-FT) 8 8 110 16.5 0 NO INSERT 4224 8 8 115 18.1 0 NO INSERT 4634 8 8 130 23.1 0 INSERT 5914 8 8 145 28.7 0 INSERT 7347 8 8 165 37.2 0 INSERT 9523 8 7.2 180 44.3 0 INSERT 10207 12" MIN. INSERT EMBED BRACKET TO POST W/ (4) #14 SMS (IF INTO STEEL INSERT) OR (4) #12 WOOD SCREWS (IF INTO COMPOSITE ONLY) 12" MIN. POST EMBED SEE MANUFACTURER SPECS GENERAL NOTES 1. THIS STRUCTURE HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF THE FLORIDA BUILDING CODE FIFTH EDITION (2014). STRUCTURE SHALL BE FABRICATED IN ACCORDANCE WITH ALL GOVERNING CODES. CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING CODE AMENDMENTS WHICH MAY APPLY AND GOVERN. DESIGN CRITERIA OR SPANS BEYOND STATED HEREIN MAY REQUIRE ADDITIONAL SITE SPECIFIC SEALED ENGINEERING. 2. DESIGN BASED ON ASCE 7-10 USING V ult = SEE DESIGN PRESSURE TABLES (3 SEC GUST), EXPOSURE 'C', RISK CATEGORY I, USING THE SOLID SIGN METHOD, 0% OPEN USED IN CALCULATIONS. 3. THIS FENCE DESIGN TO BE USED AT GROUND SURFACE ONLY, WITH USE LIMITED TO DECORATIVE BARRIER PURPOSES ONLY. THIS FENCE IS NOT INTENDED TO MEET CODES GOVERNING ELEVATED BALCONIES OR STRUCTURAL RAILINGS. 4. COMPOSITE WOOD MATERIAL INFORMATION : ALL COMPOSITE WOOD MATERIAL TO HAVE A FLEX STR. OF 4000PSI MIN. 5. ALL CONCRETE AND EPOXY TO REACH A MIN. COMPRESSIVE STRENGTH OF 3000 PSI IN 7 DAYS. CONCRETE FOOTERS SHALL CONTAIN MINIMUM 0.1% FIBERMESH CONTENT PER CUBIC YARD. 6. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 7. SURROUNDING SOIL TO BE COMPACTED TO 98% OPTIMUM DENSITY, 2500 PSF MIN AND SHALL BE CLASSIFIED OR VERIFIED BY OTHERS PRIOR TO CONSTRUCTION PER FBC 1806.2 AND SHALL BE SANDY GRAVEL CLASS ONLY. 8. PER FBC 454.2.17.1.8: POOL ACCESS GATES WHEN PROVIDED SHALL COMPLY WITH FBC 454.2 AND MUST BE AT LEAST 48" ABOVE GRADE & EQUIPPED WITH A SELF CLOSING, SELF LATCHING LOCKING DEVICE NOT LESS THAN 54" FROM BOT OF GATE. GATE MUST OPEN OUTWARD AWAY FROM POOL & MUST HAVE NO OPENING >1/2" WITHIN 18" OF RELEASE MECHANISM. 9. ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED & INSTALLED BY OTHERS. 10. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN AS SHOWN ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR, et. al. INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL COST & DAMAGES INCLUDING LEGAL FEES & APPELLATE FEES RESULTING FROM MATERIAL FABRICATION, SYSTEM ERECTION, CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY LOCAL, STATE, & FEDERAL CODES & FROM DEVIATIONS OF THIS PLAN. 11. THIS DOCUMENT IS GENERIC AND DOES NOT PERTAIN TO ANY SPECIFIC PROJECT SITE. INFORMATION CONTAINED HEREIN IS BASED ON CONTRACTOR-SUPPLIED DATA AND MEASUREMENTS. ENGINEERING EXPRESS SHALL NOT BE HELD RESPONSIBLE OR LIABLE IN ANY WAY FOR ERRONEOUS OR INACCURATE DATA OR MEASUREMENTS. DIMENSIONS ARE SHOWN TO ILLUSTRATE DESIGN FORCES AND OTHER DESIGN CRITERIA. THEY MAY VARY SLIGHTLY, BUT MUST REMAIN WITHIN THE LIMITATIONS SPECIFIED HEREIN. WORK SHALL BE FIELD VERIFIED BY OTHERS PRIOR TO CONSTRUCTION. ENGINEERING EXPRESS SHALL BE NOTIFIED AND GIVEN AN OPPORTUNITY TO REEVALUATE OUR WORK UPON DISCOVERY OF ANY INACCURATE INFORMATION PRIOR TO MODIFICATION OF EXISTING FIELD CONDITIONS AND FABRICATION AND INSTALLATION OF MATERIALS. ALTERATIONS OR ADDITIONS TO THIS DOCUMENT ARE NOT PERMITTED AND INVALIDATE OUR CERTIFICATION. 12. ANYTHING LESS THAN THE HEIGHT AND POST SPACING SHOWN HEREIN MAY BE AS PER MANUFACTURER PLANS FOR DIMENSIONAL CONFORMITY, PROVIDED COMPONENTS AND EXTRUSIONS ARE PER THIS DESIGN AND THERE ARE NO INCREASED TRIBUTARIES. 13. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. FL COPYRIGHT ENGINEERING EXPRESS © * W POO 8 8 8 8 ONS POST INSERT, FOO ST HT PO SPACING (FT) VULT (MPH) 8 110 8 115 8 8 8 7.2 31 2"x3 1 2"x TUBE INSER FOR REQUIRE COMPOSITE E: NTS MENT & DP (PS LUMINUM OM RAIL OTTOM OVER MAX A36 S SEE MIN. EMBED 6"" L O O CO M A36 ST SEE M T S O 1 x3 ER REM COMPOSITE E OTER MOMENT & ST H DP (PS 8 8 115 8 8 8 7.2 M T INSER OS CIN W OO 8 8 Page 16 OK Notes : 6 - #6 (1) "Trial Depth, Dtrial " and "Required Depth, Dreq'd " shall be almost the same. (2) The single rebar shown section "1" is for illustration purposes only. B = 2.00' Section"1" (equally spaced) "1" "1" BLACK & VEATCH V H =4.40' rigid pavement D = 4.00' REVISED, SUPERSEDED, AND VOID CALCULATIONS MUST BE CLEARLY IDENTIFIED, INITIALED, AND DATED BY THE RESPONSIBLE INDIVIDUAL. (Template Version 0.0) Shaft base size Bolt circle A Bolt projection B Base plate diameter Template description Anchor bolt description 3" 7.5" - 8.5" 3.50"-3.75" 10.50" ABTEMPLATE PJ50041 AB18-0 4" 7.5" - 8.5" 3.50"-3.75" 10.50" ABTEMPLATE PJ50041 AB18-0 4.5" 7.5" - 8.5" 3.50"-3.75" 10.50" ABTEMPLATE PJ50041 AB18-0 5" 7.5" - 8.5" 3.50"-3.75" 10.50" ABTEMPLATE PJ50041 AB18-0 B C D HANDHOLE ORIENTATION A Handhole A C 18" A C B BASE DETAIL Default DM19 is on side B. *For 1/2 ft increments, add -6 to the pole height. Ex: 20-6 equals 20ft 6in. DM32 3 at 120° DM49 4 at 90° CSX/DSX/AERIS™/OMERO™/HLA/KAX Drill mounting 2 DM19AS 1 at 90° DM28AS 2 at 180° DM29AS 2 at 90° DM32AS 2 at 120° DM39AS 3 at 90° DM49AS 4 at 90° AERIS™ Suspend drill mounting 3, 4 DM19AST_ 1 at 90° DM28AST_ 2 at 180° DM29AST_ 2 at 90° DM39AST_ 3 at 90° DM49AST_ 4 at 90° OMERO™ Suspend drill mounting 3, 4 DM19AST_ 1 at 90° DM28AST_ 2 at 180° DM29AST_ 2 at 90° DM39AST_ 3 at 90° DM49AST_ 4 at 90° Shipped installed L/AB Less anchor bolts (Include when anchor bolts are not needed) VD Vibration damper TP Tamper resistant handhole cover fasteners HAxy Horizontal arm bracket (1 fixture) 5, 6 FDLxy Festoon outlet less electrical 5 CPL12/xy 1/2" coupling 5 CPL34/xy 3/4" coupling 5 CPL1/xy 1" coupling 5 NPL12/xy 1/2" threaded nipple 5 NPL34/xy 3/4" threaded nipple 5 NPL1/xy 1" threaded nipple 5 EHHxy Extra handhole 5, 7 MAEX Match existing 8 USPOM United States point of manufacture 9 IC Interior coating10 UL UL listed with label (Includes NEC compliant cover) NEC NEC 410.30 compliant gasketed handhole (Not UL Labeled) Shipped separately (replacement kit available) (blank) FBC Full base cover (plastic) (blank) TC Top cap (blank) HHC Handhole cover Standard colors DDB Dark bronze DWH White DBL Black DMB Medium bronze DNA Natural aluminum GALV Galvanized finish Classic colors DSS Sandstone DGC Charcoal gray DTG Tennis green DBR Bright red DSB Steel blue Architectural colors (powder finish) 11 Galvanized, Paint over Galvanized, RAL Colors, Custom Colors and Extended Warranty Finishes available. ORDERING INFORMATION Lead times will vary depending on options selected. Consult with your sales representative. Example: RSS 20 4-5B DM19 DDB -2 -3 -4 1 2 3 4 0 0 4 34 23 12 1 -1 -2 -3 -4 1 2 3 4 Test No. ISF 30458P11. Tested in accordance with IESNA LM-79-08. Test No. ISF 30383P11. Tested in accordance with IESNA LM-79-08. Test No. ISF 30384P11. Tested in accordance with IESNA LM-79-08. Test No. ISF 30460P11. Tested in accordance with IESNA LM-79-08. R3 R4 R4 HS R5 Ordering Information Cont. NOTES 1 MVOLT driver operates on any line voltage from 120-277V (50/60 Hz). 2 Must specify 120, 277, or 347V when ordering SF option. 3 Must specify 208, 240, or 480V when ordering DF option. 4 See PER Table on page 3. 5 Photocell ordered and shipped as a separate line item from Acuity Brands Controls. See accessories. Shorting Cap included. 6 If ROAM node required, it must be ordered and shipped as a separate line from Acuity Brands Controls. Shorting Cap included. 7 Reference Motion Sensor Table on page 3. 8 Reference PER Table on page 3 to see functionality. 9 Not available with other controls option. 10 Also available as a separate accessory; see Accessories information. 11 Requires luminaire to be specified with PER option. See PER Table on page 3. 12 For use with 2-3/8” mast arm (not included). Accessories Ordered and shipped separately. DLL127F 1.5 JU Photocell - SSL twist-lock (120-277V) 11 DLL347F 1.5 CUL JU Photocell - SSL twist-lock (347V) 11 DLL480F 1.5 CUL JU Photocell - SSL twist-lock (480V) 11 DSHORT SBK U Shorting cap 11 KMA DDBXD U Mast arm mounting bracket adaptor (specify finish) 12 KAX1HS P1/P2 U House-side shield (P1, P2) KAX1HS P3/P4 U House-side shield (P3, P4) KAXBS U Bird spikes KAX1EGS U External glare shield RK1 KAX1WBA (FINISH) U Wall mount bracket HANDHOLE ORIENTATION A Handhole B C D For more control options, visit DTL and ROAM online. Series Performance package Color temperature Distribution Voltage Mounting KAX1 LED P1 P2 P3 P4 30K 3000 K 40K 4000 K 50K 5000 K R3 Type 3 R4 Type 4 R5 Type 5 MVOLT 1 120 2 208 3 240 3 277 2 347 2 480 3 Shipped included SPA Square pole mounting RPA Round pole mounting (includes round and square mounting) A+ Capable options indicated by this color background. Capable Luminaire This item is an A+ capable luminaire, which has been designed and tested to provide consistent color appearance and system-level interoperability. • All configurations of this luminaire meet the Acuity Brands’ specification for chromatic consistency • This luminaire is A+ Certified when ordered with DTL® controls marked by a shaded background. DTL DLL equipped luminaires meet the A+ specification for luminaire to photocontrol interoperability1 • This luminaire is part of an A+ Certified solution for ROAM® or XPoint™ Wireless control networks, providing out-of-the-box control compatibility with simple commissioning, when ordered with drivers and control options marked by a shaded background1 To learn more about A+, visit www.acuitybrands.com/aplus. 1. See ordering tree for details. 2. A+ Certified Solutions for ROAM require the order of one ROAM node per luminaire. Sold Separately: Link to Roam; Link to DTL DLL >= 2.26 in 2 OK 6 - #6 Notes : (1) "Trial Depth, Dtrial " and "Required Depth, Dreq'd " shall be almost the same. (2) The single rebar shown section "1" is for illustration purposes only. B = 2.00' Section"1" BLACK & VEATCH V H =9.00' D = 5.00' "1" "1" REVISED, SUPERSEDED, AND VOID CALCULATIONS MUST BE CLEARLY IDENTIFIED, INITIALED, AND DATED BY THE RESPONSIBLE INDIVIDUAL. (Template Version 0.0) Proposed 480/277V U/L SE 2 Front Only Tin Plate Al 2000A 750A/in² 3P4W UM5-00013267 EAC3 Electrify America - B&V - 240142 GLOBAL PROCUREMENT CORPORATION, OVERLAND PARK 05/31/2022 21:42:34 W2 Date:6/2/2022 4:08:06 PM Conduit View Snider, Toni 55 Top Conduit Area Front Plan View Bottom Conduit Area Front Plan View 40 40 70 70 5 5" Overhang 35 Section 1 10 Conduit Area 27D x 23W 3 8 8TYP 3 9 5" Overhang 35 Section 2 Preliminary Drawings - Not For Construction Snider, Toni 55 Bussing FRONT VIEW 70 4 16 2 6 90 737 lbs (Est.) 35 2000A E2.2SF 24 Main Heater Control 8 Power Supply 8 Plate Power Supply 8 Plate Control Power 8 Transformer 1 UL E SE 6 14 1066 lbs (Est.) 35 2 UL E B U S S T A C K RG1S 3X FILLER 3X FILLER H I N G E D 64 1 2 ACCESSORIES FILLER 3 ACCESSORIES FILLER 4 ACCESSORIES FILLER 5 ACCESSORIES FILLER 6 ACCESSORIES FILLER 7 ACCESSORIES FILLER 8 40X 1 Preliminary Drawings - Not For Construction Total Weight = 1803 lbs D-2 PROPOSED CONCRETE PAD C D-1 PROPOSED SINGLE GATE (TYP OF 2) D D-3 PROPOSED SWITCHBOARD ASSEMBLY F D-2 A D-1 PROPOSED FENCE POST (TYP) FOR REFERENCE ONLY (1)Switchboard ‐ 40''W x 70''L x 91''H x 1803lbs (3)Power Unit ‐ 27.3''W x 39.6''L x 90.6''H x 1364lbs Total Weight = 5895lbs Equipment Group CL = (1803*38 + 1364*3*31.65)/5895 = 33.59" from bottom edge of proposed concrete pad 1*12+6+27.3/2 = 31.65" 1*12+6+40/2 = 38" Fwind = 29.07 psf x 119.31 s.f. = 3468.4 lbs (8) Solid Sign (1) Solid Freestanding Signs / Walls Flat Terrain Downwind GENERIC 480/277V U/L SE 2 Front Only Tin Plate Al 2000A 750A/in² 3P4W UM5-00013267 EAC3 Electrify America - B&V - 240142 GLOBAL PROCUREMENT CORPORATION, OVERLAND PARK 05/31/2022 21:42:34 W2 Date:6/2/2022 4:08:06 PM Conduit View Snider, Toni 55 Top Conduit Area Front Plan View Bottom Conduit Area Front Plan View 40 40 70 70 5 5" Overhang 35 Section 1 10 Conduit Area 27D x 23W 3 8 8TYP 3 9 5" Overhang 35 Section 2 Preliminary Drawings - Not For Construction Snider, Toni 55 Bussing FRONT VIEW 70 4 16 2 6 90 737 lbs (Est.) 35 2000A E2.2SF 24 Main Heater Control 8 Power Supply 8 Plate Power Supply 8 Plate Control Power 8 Transformer 1 UL E SE 6 14 1066 lbs (Est.) 35 2 UL E B U S S T A C K RG1S 3X FILLER 3X FILLER H I N G E D 64 1 2 ACCESSORIES FILLER 3 ACCESSORIES FILLER 4 ACCESSORIES FILLER 5 ACCESSORIES FILLER 6 ACCESSORIES FILLER 7 ACCESSORIES FILLER 8 40X 1 Preliminary Drawings - Not For Construction Total Weight = 1803 lbs Breaker logic needs to be outage resilient, meaning breakers need to be able to communicate status even in the event of an outage or after opening or trip. Provide UPS to accomplish. Use UPS for control power ride through on utility main due to reverse power shut off. Provide dual rated CU/AL lugs on the branch breakers. All doors to be split doors Depth: 2000A depth 35" Please consolidate all X filler to the top of the distribution panel 35. As a result of Drawing Notes, this product may require modification to reflect correct footprint, price, cycle or UL certification. Preliminary Drawings - Not For Construction BUS MTL: AMPERE: PHASE: ReliaGear Switchboard PROJECT NAME : DRAWING NO: DATE: PRODUCT NAME: CUSTOMER: DRAWING TITLE: CREATED BY: REVISION NO.: Industrial Solutions 1 IN240142 CARMEL 1 of 4 ReliaGear Fully Rated 65000A 65000A 480/277V U/L SE 2 Front Only Tin Plate Al 2000A 750A/in² 3P4W UM5-00013267 EAC3 Electrify America - B&V - 240142 GLOBAL PROCUREMENT CORPORATION, OVERLAND PARK 05/31/2022 21:42:34 W2 Date:6/2/2022 4:08:06 PM Device Snider, Toni 55 Information 32. Miscellaneous Add-Ons: DE BU VO AC ST LA CL PR CU EA GL W2 1 1 1 1 1 3 3 N S F E B s U P A D P 3 Preliminary Drawings - Not For Construction 654.08 364.50 1.000 0.900 1.299 10,644 Results Vcbg [lb] f concrete f seismic f nonductile f Vcbg [lb] Vua [lb] 22,330 0.700 1.000 1.000 15,631 2,028 5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status 0.640 0.130 5/3 51 OK bNV = bz N + bz V <= 1 692.06 95.06 1.000 1.000 1.000 1.000 5,455 Results Vcpg [lb] f concrete f seismic f nonductile f Vcpg [lb] Vua [lb] 79,432 0.700 1.000 1.000 55,602 2,028 cp,N Nb [lb] 692.06 95.06 1.000 0.236 1.000 1.000 5,455 Results Ncbg [lb] f concrete f seismic f nonductile f Ncbg [lb] Nua [lb] 9,378 0.650 0.750 1.000 4,572 2,925 Fwind = 32.19 psf x 44.23 s.f. = 1423.7 lbs (8) Solid Sign (1) Solid Freestanding Signs / Walls Flat Terrain Downwind GENERIC 240.00 162.00 1.000 0.900 1.061 6,457 Results Vcbg [lb] f concrete f seismic f nonductile f Vcbg [lb] Vua [lb] 9,132 0.700 1.000 1.000 6,393 1,535 5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status 0.646 0.240 5/3 58 OK bNV = bz N + bz V <= 1 576.00 144.00 1.000 1.000 1.000 1.000 7,449 Results Vcpg [lb] f concrete f seismic f nonductile f Vcpg [lb] Vua [lb] 59,592 0.700 1.000 1.000 41,715 1,535 cp,N Nb [lb] 576.00 144.00 1.000 0.395 1.000 1.000 7,449 Results Ncbg [lb] f concrete f seismic f nonductile f Ncbg [lb] Nua [lb] 11,757 0.650 0.750 1.000 5,731 3,705 Fwind = 34.26 psf x 24.92 s.f. = 853.6 lbs (8) Solid Sign (1) Solid Freestanding Signs / Walls Flat Terrain Downwind GENERIC 5.315 5.315 183.00 162.00 0.874 0.900 1.061 5,794 Results Vcbg [lb] f concrete f seismic f nonductile f Vcbg [lb] Vua [lb] 5,458 0.700 1.000 1.000 3,821 496 5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status 0.575 0.130 5/3 44 OK bNV = bz N + bz V <= 1 390.83 95.06 0.995 1.000 1.000 1.000 5,455 Results Vcpg [lb] f concrete f seismic f nonductile f Vcpg [lb] Vua [lb] 44,620 0.700 1.000 1.000 31,234 496 cp,N Nb [lb] 390.83 95.06 0.999 0.594 1.000 1.000 5,455 Results Ncbg [lb] f concrete f seismic f nonductile f Ncbg [lb] Nua [lb] 13,313 0.650 0.750 1.000 6,490 3,731 Fwind = 34.26 psf x 14.64 s.f. = 501.5 lbs (8) Solid Sign (1) Solid Freestanding Signs / Walls Flat Terrain Downwind GENERIC