November 2, 2020 Attn: Mr. Peter Abou Chacra SunModo St .

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November 2, 2020Attn: Mr. Peter Abou ChacraSunModo14800 NE 65th St.Vancouver, WA 98682RE:SunModo – SMR100 RailPV Panel Racking SystemState of New Jersey Certification LetterSEI Project No.: 19498.00Dear Mr. Abou Chacra:Structural Enginuity Inc. (SEI) has completed its review of the SunModo – SMR100 Rail Systemfor typical installations of solar PV panels in the state of New Jersey. The SMR100 Rail iscompliant with the sections of the following design references and codes when installed per theconditions and design criteria delineated herein.Design References and Codes:- ASCE 7-16 – Minimum Design Loads for Buildings and Other Structures- 2015 Aluminum Design Manual, by the Aluminum Association- Materials information and section and details provided by SunModo asappendages to this letter- 2018 International Building Code- AC428, Acceptance Criteria for Modular Framing Systems Used to SupportPhotovoltaic (PV) Modules, November 2012 by ICC-ESGeneral Mounting System and Analysis Overview:The SMR100 Rail consists of 6005-T5 (acceptable alternative materials include 6005A-T61 and6061-T6) extruded aluminum per ASTM B221-08. The rails are used in pairs to supportphotovoltaic solar panels in order to span between points of attachment to the existing roofstructure. The following tables and information summarize the structural analysis performed bySEI in order to certify the SMR100 Rail for the state noted above.The analysis for certification included the following parameters for each rail system.SMR100 Rail:-Risk Category IIRoof Slopes up to 45 degreesPortrait & Landscape orientation of photovoltaic panelsMax Module Dimensions Varies, see tablesMax Mean Roof Height Varies, see tables (If roof slope 10 , use eaveheight)1815 W. Diehl Rd, Suite 100, Naperville, IL 60563630-219-1997 (P)www.structuralenginuityinc.com

---Wind Analysis:o Wind Category: B, C, and Do Roof Zones varies based on roof slope (See Tables)o Wind Directionality Factor (Kd) 0.85o Topographic Factor (Kzt) 1o Ground Elevation Factor (Ke): See table belowSnow Analysis:o Snow Exposure Factor (Ce) 1.0o Thermal Factor (Ct) 1.0o Slope Factor (Cs) per ASCE 7-16, Figure 7.4-1o Importance Factor (Is) 1Seismic Analysis:o Seismic Design Category E or less (Sds 2.0 max)o Importance Factor (Ip) 1o Amplification Factor (ap) 1.0 per ICC-AC428o Component Response Modification Factor (Rp) 1.5 per ICC-AC 428Per ASCE 7-16, for locations above sea level, an additional Ground Elevation Factor may beaccounted for. The provided tables take this into account by allowing the Wind Speed to beadjusted by a Wind Speed Velocity Multiplier as follows:Wind Speed Velocity Multiplier based on Ground Elevation Factor (ASCE 7-16, Table 26.9-1)Ground Elevation aboveSea Level (ft), Zg01,0002,0003,0004,0005,0006,000Ground Elevation Factor, Ke1.000.960.930.900.860.830.80Wind Speed VelocityMultiplier, Sqrt(Ke)1.000.980.960.950.930.910.89Notes:1. The Wind Speed Velocity Multiplier shall be determined from the above table usinginterpolation or from the following formula for all elevations:Sqrt(Ke) Sqrt(e-0.0000362*Zg)2. The Wind Speed Velocity Multiplier is permitted to be taken as 1.00 in all cases.3. The wind speed in the project’s region shall be multiplied by Wind Speed VelocityMultiplier. The resulting wind speed shall be rounded up to the nearest value provided inthe span tables.4. No interpolation between wind speeds is permitted.5. Refer to ASCE 7-16 for additional information about the ground elevation factor and itsuse in determining velocity pressure per Equation 26.10-1.1815 W. Diehl Rd, Suite 100, Naperville, IL 60563630-219-1997 (P)www.structuralenginuityinc.com

ASCE 7-16 has several additional roof zones than previous codes. The zones are outlined inthe code and diagrams have been provided below to show wind zone locationsFigure 1: Roof Zones for Gable Roof Slopes Between 0 and 7 degreesFigure 2: Roof Zones for Gable Roof Slopes Between 7 and 45 degreesa 10% of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of leasthorizontal dimension or 3 ft. If an overhang exists, the edge distance shall be measured from the outsideedge of the overhang. The horizontal dimensions used to compute the edge distance shall not include theoverhang distance.1815 W. Diehl Rd, Suite 100, Naperville, IL 60563630-219-1997 (P)www.structuralenginuityinc.com

Figure 3: Roof Zones for Hip Roof Slopes Between 7 and 45 degreesa 10% of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of leasthorizontal dimension or 3 ft. If an overhang exists, the edge distance shall be measured from the outsideedge of the overhang. The horizontal dimensions used to compute the edge distance shall not include theoverhang distance.For Hip Roofs with a roof slope between 7 and 20 degrees, tables are broken up between buildings with aheight to width ratio (h/B) greater than 0.8 or less than 0.5. If the building the array is being mounted onfalls between these values, compare both tables and choose the higher value.Panels can be categorized as exposed or non-exposed based on their location within an arraywith exposed panels requiring the design wind load acting on them to be multiplied by anadditional edge factor. Exposed panels are defined as panels within a distance of 1.5 times thepanel chord length when the distance from the edge of the array to the roof edge is greater than0.5 times the mean roof height and if either d1 to an adjacent array is greater than 4 ft or d2 tothe next adjacent panel is greater than 4 ft as shown in Figure 4.Figure 4: Array Edge Factors1815 W. Diehl Rd, Suite 100, Naperville, IL 60563630-219-1997 (P)www.structuralenginuityinc.com

Applicable loading combinations consisting of dead, wind, snow, and seismic loads inaccordance with the governing code requirements were used to determine allowable rail spanlengths, based on bending stress capacity, shear capacity, axial capacity, and an assumption ofa single-span condition with an allowable deflection of L/60. Design wind pressures weredetermined using Components and Cladding calculations per ASCE 7-16, Chapters 26-30 inconjunction with the loading parameters noted above. Applicable roof snow load shall be basedon ground snow load maps, equations, and factors of ASCE 7-16, Chapter 7 and applicablesections of the 2018 International Building Code for the location of the project in combinationwith the loading parameters noted above.It should be noted that the analysis was limited to the capacity of the SMR100 Rail. Attachmentsof the rail to the roof structure and analysis of the roof structure itself shall be the responsibilityof the installer and should be reviewed and approved by a registered design professional whererequired by the local authority having jurisdiction.Installation Notes:The SMR100 Rail shall be installed with the following guidelines to be in compliance withattached span tables: Tables noted below assume two support rails are being used per each row ofphotovoltaic modules in a roof solar array. Rails shall be continuous and not spliced over a minimum of 2 supports except forspan lengths shaded withIn these cases it is acceptable to use a minimum of1 support per rail section as long as all supports are located at a maximum of 48” oncenter and the first and last rail sections have a minimum of 2 supports. Splices shallbe made with SunModo’s structural splice. System shall be mounted parallel to roof surface with a 2” to 10” gap between roofsurface and bottom of module. Installation over roof overhangs or within 10” of any roof edge is not recommended Maximum end cantilever of aluminum support rail shall not exceed 1/3 of allowablespan in the roof wind pressure zone of the cantilever. Tables attached are limited to structural capability of the support rails only; therefore,observe all local jurisdiction requirements regarding roof setback requirements whenlaying out support rails and solar array. Actual span lengths used must be within capacity of roof attachment and structuralcapacity of roof member supporting solar array.1815 W. Diehl Rd, Suite 100, Naperville, IL 60563630-219-1997 (P)www.structuralenginuityinc.com

Table of Contents60 Cell Module (Portrait Orientation, Max Length 67.5”)Mean Roof Height Less Than 15 Feet-Gable Roof, Roof Slope Between 0 and 7 degrees-Gable Roof, Roof Slope Between 7 and 20 degrees-Gable Roof, Roof Slope Between 20 and 27 degrees-Gable Roof, Roof Slope Between 27 and 45 degrees-Hip Roof, Roof Slope Between 7 and 20 degrees (h/B 0.8)-Hip Roof, Roof Slope Between 7 and 20 degrees (h/B 0.5)-Hip Roof, Roof Slope Between 20 and 27 degrees-Hip Roof, Roof Slope Between 27 and 45 degreesMean Roof Height Between 15 and 30 Feet-Gable Roof, Roof Slope Between 0 and 7 degrees-Gable Roof, Roof Slope Between 7 and 20 degrees-Gable Roof, Roof Slope Between 20 and 27 degrees-Gable Roof, Roof Slope Between 27 and 45 degrees-Hip Roof, Roof Slope Between 7 and 20 degrees (h/B 0.8)-Hip Roof, Roof Slope Between 7 and 20 degrees (h/B 0.5)-Hip Roof, Roof Slope Between 20 and 27 degrees-Hip Roof, Roof Slope Between 27 and 45 degrees72 Cell Module (Portrait Orientation, Max Length 82”)Mean Roof Height Less Than 15 Feet-Gable Roof, Roof Slope Between 0 and 7 degrees-Gable Roof, Roof Slope Between 7 and 20 degrees-Gable Roof, Roof Slope Between 20 and 27 degrees-Gable Roof, Roof Slope Between 27 and 45 degrees-Hip Roof, Roof Slope Between 7 and 20 degrees (h/B 0.8)-Hip Roof, Roof Slope Between 7 and 20 degrees (h/B 0.5)-Hip Roof, Roof Slope Between 20 and 27 degrees-Hip Roof, Roof Slope Between 27 and 45 degreesMean Roof Height Between 15 and 30 Feet-Gable Roof, Roof Slope Between 0 and 7 degrees-Gable Roof, Roof Slope Between 7 and 20 degrees-Gable Roof, Roof Slope Between 20 and 27 degrees-Gable Roof, Roof Slope Between 27 and 45 degrees-Hip Roof, Roof Slope Between 7 and 20 degrees (h/B 0.8)-Hip Roof, Roof Slope Between 7 and 20 degrees (h/B 0.5)-Hip Roof, Roof Slope Between 20 and 27 degrees-Hip Roof, Roof Slope Between 27 and 45 degrees1815 W. Diehl Rd, Suite 100, Naperville, IL 60563630-219-1997 C162C163-C168C169-C174C175-C180C181-C186C187-C192

Table of Contents ContinuedModule in Landscape Orientation (Max Width 42”)Mean Roof Height Less Than 15 Feet-Gable Roof, Roof Slope Between 0 and 7 degrees-Gable Roof, Roof Slope Between 7 and 20 degrees-Gable Roof, Roof Slope Between 20 and 27 degrees-Gable Roof, Roof Slope Between 27 and 45 degrees-Hip Roof, Roof Slope Between 7 and 20 degrees (h/B 0.8)-Hip Roof, Roof Slope Between 7 and 20 degrees (h/B 0.5)-Hip Roof, Roof Slope Between 20 and 27 degrees-Hip Roof, Roof Slope Between 27 and 45 degreesMean Roof Height Between 15 and 30 Feet-Gable Roof, Roof Slope Between 0 and 7 degrees-Gable Roof, Roof Slope Between 7 and 20 degrees-Gable Roof, Roof Slope Between 20 and 27 degrees-Gable Roof, Roof Slope Between 27 and 45 degrees-Hip Roof, Roof Slope Between 7 and 20 degrees (h/B 0.8)-Hip Roof, Roof Slope Between 7 and 20 degrees (h/B 0.5)-Hip Roof, Roof Slope Between 20 and 27 degrees-Hip Roof, Roof Slope Between 27 and 45 degrees1815 W. Diehl Rd, Suite 100, Naperville, IL 60563630-219-1997 C265-C270C271-C276C277-C282C283-C288

Max Rail Spans for SunModo SMR100 SystemTable 1aMean Roof Height:Roof Angle:Exposure Category:h 15 ft0 θ 7BdegreesPanel Orientation: PortraitNorth/South Support ƔE 1Roof Type : GableZone 3Zone 2Zone 1Zone 1'RoofGroundWind Speed (mph)WindSnow95100105110115120130140150160Zone Load (psf) 44444444444444904141414141414141414141Notes:1. Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-16and allowable design loads per the 2015 Aluminum Design Manual.2. Panels are assumed to be in portrait orientation with a maximum length of 67.5"1815 W Diehl Road, Naperville, IL 60504630-219-1997 111/3/2020C1

Max Rail Spans for SunModo SMR100 SystemTable 1bMean Roof Height:Roof Angle:Exposure Category:h 15 ft0 θ 7BdegreesPanel Orientation: PortraitNorth/South Support ƔE 1.5Roof Type : GableZone 3Zone 2Zone 1Zone 1'RoofGroundWind Speed (mph)WindSnow95100105110115120130140150160Zone Load (psf) 4904141414141414141414141Notes:1. Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-16and allowable design loads per the 2015 Aluminum Design Manual.2. Panels are assumed to be in portrait orientation with a maximum length of 67.5"1815 W Diehl Road, Naperville, IL 60504630-219-1997 1/3/2020C2

Max Rail Spans for SunModo SMR100 SystemTable 2aMean Roof Height:Roof Angle:Exposure Category:h 15 ft0 θ 7CdegreesPanel Orientation: PortraitNorth/South Support ƔE 1Roof Type : GableZone 3Zone 2Zone 1Zone 1'RoofGroundWind Speed (mph)WindSnow95100105110115120130140150160Zone Load (psf) 44904141414141414141414141Notes:1. Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-16and allowable design loads per the 2015 Aluminum Design Manual.2. Panels are assumed to be in portrait orientation with a maximum length of 67.5"1815 W Diehl Road, Naperville, IL 60504630-219-1997 1/3/2020C3

Max Rail Spans for SunModo SMR100 SystemTable 2bMean Roof Height:Roof Angle:Exposure Category:h 15 ft0 θ 7CdegreesPanel Orientation: PortraitNorth/South Support ƔE 1.5Roof Type : GableZone 3Zone 2Zone 1Zone 1'RoofGroundWind Speed (mph)WindSnow95100105110115120130140150160Zone Load (psf) 4141414141403835Notes:1. Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-16and allowable design loads per the 2015 Aluminum Design Manual.2. Panels are assumed to be in portrait orientation with a maximum length of 67.5"1815 W Diehl Road, Naperville, IL 60504630-219-1997 1/3/2020C4

Max Rail Spans for SunModo SMR100 SystemTable 3aMean Roof Height:Roof Angle:Exposure Category:h 15 ft0 θ 7DdegreesPanel Orientation: PortraitNorth/South Support ƔE 1Roof Type : GableZone 3Zone 2Zone 1Zone 1'RoofGroundWind Speed (mph)WindSnow95100105110115120130140150160Zone Load (psf) 9306

6061-T6) extruded aluminum per ASTM B221-08. The rails are used in pairs to support photovoltaic solar panels in order to span between points of attachment to the existing roof structure. The following tables and information summarize the structural analysis performed by SEI in order to certify the SMR100 Rail for the state noted above.

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