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HomeMy WebLinkAbout400130-512459_STRUCTURAL_CALCULATION-REV00BLACK & VEATCH CORPORATION 175 REGENCY WOODS PLACE, SUITE 300 CARY, NC 27518 +1 919-462-7322 | BRYANTCL@BV.COM www.bv.com 08 January 2021 Site ID: 512459 Site Address: 10495 N Michigan Rd, Carmel, IN, 46032-7939 To Whom It May Concern: The purpose of this letter is to certify that a structural analysis was performed for the existing roof members that are to support the solar PV panels, racking, and ballast weight, if applicable, as shown in the attached calculation document. The calculations were performed in accordance with the editions of the Indiana Building Code, International Building Code and International Existing Building Code that are currently in effect in the jurisdiction where the noted site is located. The design criteria upon which the calculations are based can be found within the attached calculation document. Based on the results and findings of this structural analysis, it can be certified that the individual existing roof members that support the PV panels, and the individual roof members as described in the attached report, are adequate to support the design loads as required by the applicable building code and design standards. Should you have any questions or comments, please feel free to contact Black & Veatch. Very truly yours, BLACK & VEATCH CORPORATION Cameron L. Bryant, P.E.* Civil/Structural Engineer * Registered in Indiana cc: JP Morgan Page 1 of 47 Project No.:400130 Objective: No.Date Refer to Page of this calculation for additional assumptions Microsoft Excel 2016, Mathcad Prime 5.0.0.0 Revision Date Date Date 0 2/7/2020 Project Name:Rooftop Solar Program CALCULATION RECORD Confidential and Proprietary Business Information of Black & Veatch Client Name:JP Morgan & Chase Unverified Assumptions Requiring Subsequent Verification Assumption Verified By Calculation Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Calculation No./File No.:06.00.512459 Verification Method:Check and Review Alternate Calculations The purpose of this calculation is to evaluate existing building structure for addition of rooftop PV solar module. Kijja Ketprechasawat If a nonstandard B&V application is used, the approved deviation permit number shall be listed below and the approved deviation permit attached to the calculation as a reference. This Section Used for Software-Generated Calculations Program Name/Version: Review and Approval Prepared By*Verified By*Approved By* *Signature required. Company policy requires that copyright permissions for use of published materials be verified using Copyright Clearance Center’s online resource at www.copyright.com, and private materials like vendor publications be verified by contacting the owner of the material and obtaining written permission, or verifying permission through previous contractual agreement. Turner Gruenewald 2/12/2020 Cameron Bryant 08/Jan/2021 Client:JP Morgan & Chase Computed By:Kijja Ketprechasawat Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:2 of 47 Load Comparison IBC 2018 Version:2.1 TABLE OF CONTENTS 1.0 PURPOSE OF CALCULATION 3 2.0 SUMMARY OF CONCLUSIONS 3 3.0 REFERENCES 4 4.0 ROOF 1 LOAD ANALYSIS (512459)4 5.0 ROOF 2 LOAD ANALYSIS (512459-DTC)14 LIST OF APPENDICES APPENDIX A: ASCE7 HAZARDS REPORT 24 APPENDIX B: AURORA SHADE REPORT (SOLAR PANEL LAYOUT)29 APPENDIX C: REFERENCE DRAWINGS 33 APPENDIX D: SITE INSPECTION DATA 41 APPENDIX E: RACKING DESIGN REPORT 43 APPENDIX F: PITCHED ROOF CONNECTION DESIGN 44 APPENDIX G: DETAILED MEMBER CHECK 45 APPENDIX H: REFERENCE CATALOG / BROCHURE 46 Page No. 2/7/2020 Page No. Client:JP Morgan & Chase Computed By:Kijja Ketprechasawat Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:3 of 47 Load Comparison IBC 2018 Version:2.1 1.0.PURPOSE OF CALCULATION 2.0.SUMMARY OF CONCLUSIONS 3.0.REFERENCES 1.Local Building Code: Indiana Building Code 2014 2.International Building Code: International Building Code 2018 3.International Existing Building Code 2018 4.International Fire Code 2018 5.Everest CrossRail Shared Rail [48-X,48-XL,80] IN Engineering Letter 6.ASCE7-16, Minimum Design Loads for Buildings and Other Structures 7.Report SEAOC PV2-2017, Wind Design for Solar Arrays 8.Report SEAOC PV1-2012, Structural Seismic Requirements and Commentary for Rooftop Solar Photovoltaic Arrays 9.2016 SEAOC Convention Proceedings Page 922 to 929, Wind Loads on Rooftop Photovoltaic Panel Systems Installed Parallel to Roof Planes 10.Michael O'Rourke et.al, Snow Loads on Solar-Paneled Roofs 11.NDS 2018, National Design Specification for Wood Construction 12.Supplement NDS 2018, National Design Specification Design Values for Wood Construction 13.Design of Wood Structures, 6th Edition 14.AISC Steel Construction manual, 14th Edition, 2011 15.75 Year Steel Joist Manual by Steel Joist Institute 16.B&V Calculation 284980.01.01.862084.03 Standard Pitched Roof Racking Plus Module Dead Load Rev. 0 17.(Not Used) 18.S-5-U & S-5-U Mini S5! Clamp Load Test Results 19.Versabracket S5! Load Test Results 20.Portland Bolt Website - ASTM F593, https://www.portlandbolt.com/technical/specifications/astm-f593/ 21.National Design Specification for Wood Construction, 2018 Edition 22.Supplement NDS - Design Values for Wood Construction, 2018 Edition 23.Quick Mount PV Tile Replacement Mount State Compliance Letters 24.Quick Mount PV TRM System for use with Everest CrossRail 48 PV Panel Mounting System 25.Quick Mount PV Tile Replacement Mount Installation Instructions 26.Quick Mount PV QBase Mount System State Compliance Letters 27.Quick Mount PV QBase Mount System for use with Everest CrossRail 48 PV Panel Mounting System 28.Quick Mount PV QBase Universal Tile Mounting Installation Instructions 29.Quick Mount PV QHook Mount System State Compliance Letters 30.Quick Mount PV QHook Mount System for use with Everest CrossRail 48 PV Panel Mounting System 31.Quick Mount PV QHook Mounting Installation Instructions 32.Laboratory Load Test of the QMHLS with 6061 Base Plate 33.Laboratory Load Test of the QMHSS with 6061 Base Plate 34.Laboratory Load Test of the QMHLB with 6061 Base Plate 35.Laboratory Load Test of the QMHSB with 6061 Base Plate 36.U-Anchor Testing & Engineering Reports (U-Anchor 2400 & 2600) 37.Structural Certification of IronRidge Knockout Tile Roof Attachment The purpose of this calculation is to evaluate the existing building structure for addition of rooftop PV solar array. Per IEBC 2018 "Section 502.4 - Existing structural elements carrying gravity load" and "Section 502.5 - Existing structural elements carrying lateral load", the gravity and lateral structural systems are permitted to remain unaltered. Addition of Rooftop PV Solar Array is acceptable. 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:4 of 47 Load Comparison IBC 2018 Version:2.1 ROOF 1 LOAD ANALYSIS (512459) MAIN BUILDING Kijja Ketprechasawat 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:5 of 47 Load Comparison IBC 2018 Version:2.1 4.0.Site Information Building ID:512459 Project Name:Michigan Rd and 106th Address:10495 N Michigan Rd, Carmel, IN, 46032-7939 5.0.Building Code and Design Parameters International Building Code: International Building Code 2018 Local Building Code: Indiana Building Code 2014 Structural Risk Category: II Wind Load Data Wind Speed, V: 106 mph Exposure Category: B Topographic Factor Kzt: 1.0 Roof Snow Load Data Ground Snow Load, Pg: 20.0 psf Flat-roof Snow Load, Pf: 14.0 psf Snow Exposure Factor, Ce: 1.0 Snow Thermal Factor, Ct: 1.0 Snow Load Importance Factor, Is: 1.0 Seismic Load Data Spectral acceleration, SDS: 0.184 g Seismic Design Category: B Roof Characteristics Mean Roof Height: 22.38 ft Roof Angle: 26.5 degrees 6.0.Load Determination 6.1.Existing Roof Dead Load Roof Dead Load:Droof:18 psf Component:Membrane Insulation - 1 Insulation - 2 Deck Structure Utilities Ceiling - 1 Ceiling - 2 Other - 1 Other - 2 Total Dead Load (psf):2 0.24 2 1.875 4 1 2.75 13.865 Material: 6.2.Proposed Solar Array Dead Load Solar Array dead load including PV modules, racking (ref. Everest Racking Dead Load Calculation 284980.01.01.862084.03) Solar Array Dead Load:DPV:2.797276631 psf 6.3.Existing Roof Design Live Load Exist Design Roof Live Load:RLLexist:25.00 psf 6.4.New Design Live Load in Area Occupied by Solar Array Live load need not be applied in area occupied by solar array. New Design Roof Live Load:RLLnew:0 psf Kijja Ketprechasawat 2/7/2020 Asphalt shingles Batt insulation 6-in, Fiberglass (R-19) Plywood 5/8-in (5/8) Wood Joist (Assumption if specification is not known) Standard, Mechanical duct allowances Acoustical Fiber board, "drop-ceiling" Gypsum board 5/8-in (5/8) Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:6 of 47 Load Comparison IBC 2018 Version:2.1 6.5.Wind Load on Roof Components and Cladding ASCE 7-16 WIND LOADS Referenced sections, equations, and tables are found in ASCE 7-16. Roof Type:Hip Roof (ref. Drawings, Site Survey Data, Aurora Layout) 1.Risk Category:II Table 1.5-1 2.Basic Wind Speed:V:106 mph Figures 26.5-1A, B, C & D 3.Wind Load Parameters 3a.Directionality Factor:Kd:0.85 Table 26.6-1 3b.Exposure Category:B Section 26.7 3c.Topographic Factor:Kzt:1 Section 26.8, Table 26.8-1 3d. Gust-effect Factor:G:0.85 Section 26.11 3e. Enclosure Classification:Enclosed Section 26.12 Wind Flow Obstruction:Fig. 30.7-1,2,3 Note 2 (for open buildings) 3f. Internal Pressure Coefficient:GCpi:0.18 Section 26.11, Table 26.13-1 4. Boundary Layer Height:zg:1200 feet Table 26.10-1 3-sec gust-speed exponent:a:7 Table 26.10-1 Mean Roof Height:h:22.4 feet (ref. Drawings, Site Survey Data, Aurora Layout) Parapet height:hpt:0 feet (ref. Drawings, Site Survey Data, Aurora Layout) Horizontal dimension of building:L:NA feet (measured along wind direction for open buildings. Ref. Fig 30.7-1, 30.7-2, 30.7-3) Roof Angle from Horizontal:q:26.5 deg Ground Elevation above sea level:Zg:892.8 feet Section 26.9 Ground Elevation Factor:Ke:0.97 Table 26.9-1: Ke = e-0.0000362*Zg (where Zg = ground elevation above sea level in ft) Velocity Pressure Exposure Coefficient:Kz:0.70 Table 26.10-1 and Table 26.11-1: Kz = 2.01*(z/zg)2/a (Exp B: z = 30 ft min, z = 15 ft min otherwise) 5. Velocity Pressure at height h:qh:16.58 psf Equation 26.10-1: qz = 0.00256KzKztKdKeV2 6. Effective Wind Area:A:1496 ft2 7. Zone dimension:a:6.70 feet For h<=60, a: 10% of least horizontal dimension or 0.4h, whichever is smaller, Risk Category but not less than either 4% of least horizontal dimension or 3 ft.I For h>60, a: 10% of least horizontal dimension but not less than 3 ft.II 8. External Pressure Coefficients, GCp (enclosed bldg) or Net Pressure Coefficients, CN (open bldg)Figure 30.3-1, 2A to 2H, 3, 4, 5A, 5B, 6, 7 (enclosed) or Figure 30.7-1,2,3 (open)III ###########Wind Pressure on Roof IV without overhang (use GCp or GCN):p:(see table)Equation 30.3-1, 30.5-1: p = qh(GCp - GCpi) [for enclosed and partially enclosed] with overhang (use GCp_oh):p_oh:(see table)Equation 30.9-1: p = qh(GCp - GCpi) [for overhangs] *GCp for roof overhangs include pressure contributions from both upper and lower surfaces Equation 30.7-1: p = qh(GCN) [for open buildings] Section 30.2.2, p >= 16 psf (acting in either direction normal to the surface) A GCp1'-GCp1-GCp2-GCp2e-GCp2n-GCp2r-GCp2'-GCp3-GCp3e-GCp3r-GCp3'-GCp1'+GCp1+GCp2+, 2'+GCp3+, 3'+ (ft2) 1 1496 0.00 -0.80 0.00 -1.00 0.00 -1.00 0.00 -1.00 0.00 0.00 0.00 0.30 0.30 0.30 0.30 2 3 4 5 6 7 A GCp_oh1'-GCp_oh1-GCp_oh2-GCp_oh2e-GCp_oh2n-GCp_oh2r-GCp_oh3-GCp_oh3e-GCp_oh3r- (ft2) 1 1496 0.00 -1.80 0.00 -2.00 0.00 -2.00 -1.50 0.00 0.00 2 3 4 5 6 7 A Clear Wind Flow Obstructed Wind Flow (ft2)CN1-CN2-CN3-CN1+CN2+CN3+CN1-CN2-CN3-CN1+CN2+CN3+ 8 1496 9 10 11 12 13 14 Enclosed or Partially Enclosed Buildings: A p1'-p1-p2-p2e-p2n-p2r-p2'-p3-p3e-p3r-p3'-p1'+p1+p2+, p2'+p3+, p3'+ (ft2)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf) 1496 -16.3 -19.6 -19.6 -19.6 16.0 16.0 16.0 16.0 A p_oh1'-p_oh1-p_oh2-p_oh2e-p_oh2n-p_oh2r-p_oh3-p_oh3e-p_oh3r- (ft2)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf) 1496 -32.8 -36.2 -36.2 -27.9 Open Buildings: Clear Wind Flow Obstructed Wind Flow A p1-p2-p3-p1+p2+p3+p1-p2-p3-p1+p2+p3+ (ft2)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf) 1496 Kijja Ketprechasawat 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:7 of 47 Load Comparison IBC 2018 Version:2.1 6.6.Wind Load on Solar Array This wind load calculation is for low profile arrays, with dimensions such that either ASCE7-16 Section 29.4.3, or ASCE7-16 Section 29.4.4 are applicable. Referenced sections, equations, and tables in this section are found in ASCE 7-16. Overall building Length WL:81.5 ft (ref. Drawings, Site Survey Data, Aurora Layout) Overall building width WS:67 ft (ref. Drawings, Site Survey Data, Aurora Layout) Building width normal to wind direction B:81.5 ft (ref. Drawings, Site Survey Data, Aurora Layout) Effective wind area of element:A:1496 ft2 (ref. Drawings, Site Survey Data, Aurora Layout) Components and Cladding Zone dimension:a:6.70 ft Figure 30.3-1, 2A to 2H, 3, 4, 5A, 5B, 6, 7 (enclosed) or Figure 30.7-1,2,3 (open) Basic Wind Speed (ASCE7-16):V:106 mph Figures 26.5-1A, B, C & D Velocity Pressure at height h:qh:16.58 psf Equation 26.10-1: qz = 0.00256KzKztKdKeV2 Angle of solar panel relative to roof:w:0 deg Sec 29.4.3 angle limit - - -OK (ref. Applicable Racking Data) Panel Chord Length:Lp:3.28 ft Sec 29.4.3 length limit - - -OK (ref. Applicable Racking Data) Parapet factor:gp:0.90 Sec 29.4.3 gp=min(1.2,0.9+hpt/h) Chord factor:gc:0.80 Sec 29.4.3 gc=max(0.6+0.06Lp,0.8) Pressure equalization factor:ga:0.40 Fig. 29.4-8: 0.8 for A<=10; 0.4 for A>=100; 1.2-0.4*LOG(A) otherwise. Edge factor for uplift loads (Exposed Panels)gE-_Exp:1.5 Sec 29.4.3:gE=1.5 for uplift loads on panels that are exposed and within 1.5Lp from exposed edge. Edge factor for uplift loads (Non Exposed Panels)gE-_NonExp:1 gE=1.0 elsewhere for uplift loads. Edge factor for downward loads (all panels)gE+:1 gE=1.0 for all downward loads. Normalized wind area:An:5128.5 ft2 Fig 29.4-7: An = [1000/max(Lb,15)2]A Height of gap between panel and roof at lower edge:h1:0.75 ft Sec 29.4.3 height limit - - -OK (ref. Applicable Racking Data) Height of gap between panel and roof at higher edge:h2:0.75 ft Sec 29.4.3 height limit - - -OK (ref. Applicable Racking Data) Normalized building length:Lb:17.08 ft Fig. 29.4-7: Lb =minimum of 0.4*(hWL)0.5 or h or WS Uplift Wind Pressure Eqn. 29.4-5: p = qhGCrn (for panels on flat roofs with q<=7deg) Exposed panels (use GCrn_Exp-):p_Exp-:(see table)psf Eqn. 29.4-7: p = qh(GCp)gEga (for panels parallel to roof surface) Non Exposed panels (use GCrn_Nexp-):p_NExp-:(see table)psf Downward Wind Pressure Eqn. 29.4-5: p = qhGCrn (for panels on flat roofs with q<=7deg) All panels (use GCrn+):p+:(see table)psf Eqn. 29.4-7: p = qh(GCp)gEga (for panels parallel to roof surface) Nominal Net Pressure coefficient:(GCrn)nom:(see table)Fig 29.4-7 Net Pressure Coefficient:(GCrn):(see table)Eqn. 29.4-6: (GCrn)=(gp)(gc)(gE)(GCrn)nom A An (GCrn)nom1 (GCrn)nom2 (GCrn)nom3 GCrn1_Exp-GCrn2_Exp-GCrn3_Exp-GCrn1_NExp-GCrn2_NExp-GCrn3_NExp-GCrn1+GCrn2+GCrn3+ (ft2)(ft2) 15 1496 5128.5 0.10 0.15 0.15 -0.11 -0.16 -0.16 -0.07 -0.11 -0.11 0.07 0.11 0.11 16 21 73.2 0.71 0.93 1.06 -0.76 -1.00 -1.14 -0.51 -0.67 -0.76 0.51 0.67 0.76 17 13 44.6 0.80 1.05 1.20 -0.86 -1.14 -1.30 -0.57 -0.76 -0.86 0.57 0.76 0.86 18 9 30.0 0.87 1.15 1.32 -0.94 -1.24 -1.42 -0.63 -0.83 -0.95 0.63 0.83 0.95 19 7 22.5 0.92 1.22 1.40 -1.00 -1.32 -1.51 -0.67 -0.88 -1.01 0.67 0.88 1.01 20 4 15.0 1.00 1.32 1.52 -1.08 -1.43 -1.64 -0.72 -0.95 -1.09 0.72 0.95 1.09 21 A GCp1'-GCp1-GCp2-GCp2e-GCp2n-GCp2r-GCp2'-GCp3-GCp3e-GCp3r-GCp3'-GCp1'+GCp1+GCp2+, 2'+GCp3+, 3'+ (ft2) 22 1496 0.00 -0.80 0.00 -1.00 0.00 -1.00 0.00 -1.00 0.00 0.00 0.00 0.30 0.30 0.30 0.30 23 21 0.00 -1.20 0.00 -1.75 0.00 -1.75 0.00 -1.75 0.00 0.00 0.00 0.57 0.57 0.57 0.57 24 13 0.00 -1.33 0.00 -1.91 0.00 -1.91 0.00 -1.91 0.00 0.00 0.00 0.65 0.65 0.65 0.65 25 9 0.00 -1.40 0.00 -2.00 0.00 -2.00 0.00 -2.00 0.00 0.00 0.00 0.70 0.70 0.70 0.70 26 7 0.00 -1.40 0.00 -2.00 0.00 -2.00 0.00 -2.00 0.00 0.00 0.00 0.70 0.70 0.70 0.70 27 4 0.00 -1.40 0.00 -2.00 0.00 -2.00 0.00 -2.00 0.00 0.00 0.00 0.70 0.70 0.70 0.70 28 A Clear Wind Flow Obstructed Wind Flow (ft2)CN1-CN2-CN3-CN1+CN2+CN3+CN1-CN2-CN3-CN1+CN2+CN3+ 29 1496 30 21 31 13 32 9 33 7 34 4 35 Sec. 29.4.3: Rooftop Solar Panels for Buildings of All Heights with Flat Roofs or Gable or Hip Roofs with Slopes Less Than 7 degrees A An p1_Exp-p2_Exp-p3_Exp-p1_NExp-p2_NExp-p3_NExp-p1+p2+p3+ (ft2)(ft2)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf) 1496 5128.5 21.37 73.2 13 44.6 8.74 30.0 6.56 22.5 4.37 15.0 Sec. 29.4.4: Rooftop Solar Panels Parallel to the Roof Surface on Buildings of All Heights and Roof Slopes A p1'_Exp-p1_Exp-p2_Exp-p2e_Exp-p2n_Exp-p2r_Exp-p2'_Exp-p3_Exp-p3e_Exp-p3r_Exp-p3'_Exp-p1'+p1+p2+, p2'+p3+, p3'+ (ft2)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf) 1496 0.0 -8.0 0.0 -10.0 0.0 -10.0 0.0 -10.0 0.0 0.0 0.0 2.0 2.0 2.0 2.0 21 0.0 -20.0 0.0 -29.0 0.0 -29.0 0.0 -29.0 0.0 0.0 0.0 6.3 6.3 6.3 6.3 13 0.0 -25.0 0.0 -35.9 0.0 -35.9 0.0 -35.9 0.0 0.0 0.0 8.2 8.2 8.2 8.2 9 0.0 -27.9 0.0 -39.8 0.0 -39.8 0.0 -39.8 0.0 0.0 0.0 9.3 9.3 9.3 9.3 7 0.0 -27.9 0.0 -39.8 0.0 -39.8 0.0 -39.8 0.0 0.0 0.0 9.3 9.3 9.3 9.3 4 0.0 -27.9 0.0 -39.8 0.0 -39.8 0.0 -39.8 0.0 0.0 0.0 9.3 9.3 9.3 9.3 A p1'_NExp-p1_NExp-p2_NExp-p2e_NExp-p2n_NExp-p2r_NExp-p2'_NExp-p3_NExp-p3e_NExp-p3r_NExp-p3'_NExp- (ft2)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf) 1496 0.0 -5.3 0.0 -6.6 0.0 -6.6 0.0 -6.6 0.0 0.0 0.0 21 0.0 -13.3 0.0 -19.4 0.0 -19.4 0.0 -19.4 0.0 0.0 0.0 13 0.0 -16.7 0.0 -23.9 0.0 -23.9 0.0 -23.9 0.0 0.0 0.0 9 0.0 -18.6 0.0 -26.5 0.0 -26.5 0.0 -26.5 0.0 0.0 0.0 7 0.0 -18.6 0.0 -26.5 0.0 -26.5 0.0 -26.5 0.0 0.0 0.0 4 0.0 -18.6 0.0 -26.5 0.0 -26.5 0.0 -26.5 0.0 0.0 0.0 Kijja Ketprechasawat 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:8 of 47 Load Comparison IBC 2018 Version:2.1 6.7.Snow Load This snow load calculation is in accordance with ASCE 7-16. Referenced sections, equations, and tables in this section are found in ASCE 7-16. Ground snow load,pg:20 psf Figure 7.2-1 (Table 7.2-1 for Alaska Locations) Exposure Factor,Ce:1 Table 7.3-1 Thermal Factor,Ct:1 Table 7.3-2 Risk Category of Building:II Table 1.5-1 Snow Importance Factor,Is:1.0 Table 1.5-2 Elevation Differential Between High Roof and Low roof,H:0.0 ft (ref. Drawings, Site Survey Data, Aurora Layout) Length of higher roof parallel to drift,lu:0.0 ft (ref. Drawings, Site Survey Data, Aurora Layout) Length of lower roof parallel to drift,lL:0.0 ft (ref. Drawings, Site Survey Data, Aurora Layout) Roof eave to ridge horizontal distance,W:40.8 ft (ref. Drawings, Site Survey Data, Aurora Layout) Flat Roof Snow Load Flat snow load,pf:14.0 psf Eqn. 7.3-1: pf = 0.7*Ce*Ct*Is*pg Minimum snow load for low-slope, pm:0.0 psf Sec. 7.3.4: pm = Is*pg if pg<=20; pm = 20(Is) if pg>20. [pm need not be used in drift, sliding, unbalanced or partial loads] Design flat roof snow Load,pf:14.00 psf Sec. 7.3.4: pf = max(pf,pm) [can not be less than AHJ specified minimum design snow load] Roof Surface Type:Other Fig 7.4-1 Roof Slope Factor Cs:1.00 Fig 7.4-1 Sloped roof snow load,ps:14.00 psf Eqn. 7.4-1: ps = Cs*pf Snow density,γ:16.60 pcf Sec. 7.7: γ = 0.13*pg+14 < 30 pcf Height of balanced snow load,hb:0.84 ft Sec. 7.7.1: hb = (Cs*pf)/γ Drift Snow Loads from Higher Roof Height from top of balanced snow to upper roof,hc:0.00 ft Fig. 7-8 Ratio of hc to hb, hc/hb:0.00 Sec. 7.7.1: hc/hb must be greater than 0.2 in order for drift loads to be applied Drift loads need not be applied. Leeward Drift: Height of drift, hd:0.00 ft Sec. 7.7.1, Fig. 7.6-1: hd = (0.43 * (lu)1/3 * (pg + 10)1/4 - 1.5)*ls1/2 but not greater than 0.6*lL width of snow drift, w:0.00 ft Sec. 7.7.1: w = (4 * hd), if hd≤hc, or, w = (4 * hd2)/hc if hd > hc; w shall not exceed 8hc Maximum intensity of drift surcharge load,pd:0.00 psf Sec. 7.7.1: pd = hd * γ Windward Drift: height of drift, hd:0.00 ft Sec. 7.7.1, Fig. 7.6-1: hd = 0.75 * ( 0.43 * (lL)1/3 * (pg + 10)1/4 - 1.5 )*Is1/2 width of snow drift, w:0.00 ft Sec. 7.7.1: w = (4 * hd), if hd≤hc, or, w = (4 * hd2)/hc if hd > hc; w shall not exceed 8hc Maximum intensity of drift surcharge load,pd:0.00 psf Sec. 7.7.1: pd = hd * γ Drift Snow Loads from Parapet Height from top of balanced snow to parapet top,hc:0.00 ft Fig. 7.7-2 Ratio of hc to hb, hc/hb:0.00 Sec. 7.7.1: hc/hb must be > 0.2, and roof side length > 15ft for drift loads to be applied Drift loads need not be applied. Windward Drift: height of drift, hd:0.00 ft Sec. 7.7.1, Fig. 7-9: hd = 0.75 * ( 0.43 * (lL)1/3 * (pg + 10)1/4 - 1.5 )*Is1/2 width of snow drift, w:0.00 ft Sec. 7.7.1: w = (4 * hd), if hd≤hc, or, w = (4 * hd2)/hc if hd > hc; w shall not exceed 8hc Maximum intensity of drift surcharge load,pd:0.00 psf Sec. 7.7.1: pd = hd * γ Unbalanced Snow Loads Unbalanced loads must be considered: Unbalanced load on leeward side, Is*pg:0.00 psf Sec. 7.6.1, Fig. 7.6-2 Unbalanced load on leeward side, ps:14.00 psf Eqn. 7.4-1, Fig 7.6-1: ps = Cs*pf Unbalanced surcharge load on leeward side,hd*g/sqrt(S):23.01 psf Sec. 7.6.1, Fig. 7.6-1; [where: hd = (0.43 * (lu)1/3 * (pg + 10)1/4 - 1.5)*Is1/2] Unbalanced surcharge load width, (8/3)*sqrt(S)*hd:7.41 ft [lu is eave to ridge distance for widward portion of roof; S is roof slope run for a rise of one] Unbalanced load on windward side, 0.3*ps:4.20 psf Fig. 7-5: punb = 0 if W<20 ft; punb = 0.3*(Cs*pf) if W>=20ft: Rain-on-Snow Surcharge Load Rain-on-snow surcharge load need not be applied. Rain-on-snow surcharge load,prs:0.00 psf Sec. 7.10 Sliding Snow Loads from Solar Panel hp >= hb, sliding snow load need to be considered. See Ref. 9, Chapter 3. Height of panel at higher edge:hp:0.88 ft (hp = h2 plus 1.6" allowance for panel thickness) Drift Snow Loads from Solar Panel hp < 1.2hb, drift loads need not be considered. See Ref. 9, Chapter 3. 6.8.Rain Load This rain load calculation is in accordance with ASCE 7-16. Depth of Water upto inlet of secondary drainage,ds:0.0 ft (ref. Drawings, Site Survey Data, Aurora Layout) Depth of Water above inlet of secondary drainage,dh:0.0 ft Table C8.3-1 to C8.3-6 (Q = 0.0104*A*I, where A = roof area serviced by a single drainage system, i=design rainfall intensity) Rain Load,R:0.00 psf Eqn. 8.3-1: R = 5.2*(ds + dh) 2/7/2020 Kijja Ketprechasawat Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:9 of 47 Load Comparison IBC 2018 Version:2.1 6.9.Seismic Load This seismic load calculation is in accordance with ASCE 7-16. Per ASCE7-16 Section 13.6.12, rooftop solar panels and their attachments are designed for forces determined in section 13.3. Referenced sections, equations, and tables in this section are found in ASCE 7-16. Horizontal Seismic Design Force,Fp =0.4 ap SDS Wpv (1 + 2 z/h) / (Rp/Ip)Eqn. 13.3-1 =0.4 x 1.00 x 0.18 (1 + 2 x 1.00) / (1.50 / 1.00) Fp =0.15 Wpv (Controls) Max Horizontal Seismic Design Force,Fp =1.6 SDS Ip Wpv Eqn. 13.3-2 =1.6 x 0.18 x 1.00 x Wpv Fp =0.30 Wpv (maximum) Min Horizontal Seismic Design Force,Fp =0.30 SDS Ip Wpv Eqn. 13.3.3 =0.30 x 0.18 x 1.00 x Wpv Fp =0.06 Wpv (minimum) Short period spectral acceleration,SDS =0.18 Sec. 11.4.5, ASCE 7 Hazard Tool Seismic Design Category,SDC =B ASCE7 Hazard Tool Component Importance Factor Ip =1.00 Sec. 13.1.3 Component response modification factor,Rp =1.50 Table 13.5-1/13.6-1 Component amplification factor,ap =1.00 Table 13.5-1/13.6-1 Maximum z/h value,z/h =1.00 Seismic Shear: Height from grade,h =22.38 ft (ref. Drawings, Site Survey Data, Aurora Layout) Horizontal Seismic Load,Fp =0.15 x Wpv = =0.15 Wpv Vertical Seismic Load,Ev =+/- 0.2 SDS Wpv Sec. 13.3.1.2 =0.0368 Wpv Weight of PV array,Wpv =3.6 kip Weight of roof,Wroof =98.3 kip Wall + Other Weight tributary to N-S SFRS,WNS_Wall =37.3 kip Wall + Other Weight tributary to E-W SFRS,WEW_Wall =33.7 kip Exist Effective Seismic Weight (N/S Dir),WNS_exist =135.5 kip Exist Effective Seismic Weight (E/W Dir),WEW_exist =132.0 kip New Effective Seismic Weight (N/S Dir),WNS_new =139.2 kip <=WNS_exist =149.1 kip New Effective Seismic Weight (E/W Dir),WEW_new =135.6 kip <=WEW_exist =145.2 kip Component:North Wall - 1 North Wall - 2 South Wall - 1 South Wall - 2 East Wall - 1 East Wall - 2 West Wall - 1 West Wall - 2 Other - NS Other - EW Dead Load (psf):48 0 48 0 48 0 48 0 Total Area (ft2): % Area:0.8587 0 0.8471 0 0 0 0.5511 0 Material: 459.69 424.69 436.31 424.69 Brick Veneer Exterior wall Brick Veneer Exterior wall Brick Veneer Exterior wall 2/7/2020 Kijja Ketprechasawat Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:10 of 47 Load Comparison IBC 2018 Version:2.1 7.0.Load Comparison Before and After Solar PV Array Installation Summary of Loads on Roof (Gravity direction)Summary of Lateral Seismic Loads Load Type Before PV Array (psf)After PV Array (psf)Load Type % Increase Dead Load 18.00 20.80 Effective Seismic Weight (N/S Dir)2.7 Roof Live Load 22.37 0.00 Effective Seismic Weight (E/W Dir)2.8 Rain Load 0.00 0.00 Max:2.8 Snow Load 22.37 12.53 Wind (downward - Zone 1)14.32 14.32 Allowable PV Array Weight (kip)13.20 Wind (downward - Zone 2)14.32 14.32 Wind (downward - Zone 3)14.32 14.32 Without Overhang:Lateral Check: Wind (uplift - Zone 1)-14.55 -14.55 Wind (uplift - Zone 2)-17.51 -17.51 Wind (uplift - Zone 3)-17.51 -17.51 With Overhang: Wind (uplift - Zone 1)-29.39 -29.39 Wind (uplift - Zone 2)-32.36 -32.36 Wind (uplift - Zone 3)-24.93 -24.93 Panel Pressure Load Check Vertical Seismic Load 0.66 0.77 Max Wind Lod:6.3 psf Max Snow Load:37.01 psf ASD Load Combinations Before PV Array (psf)After PV Array (psf)% Increase Downward Load Cases (Gravity direction) D+ (RLL or R)32.30 23.11 D+S 35.11 28.98 D+0.6W (Zone 1)16.62 18.37 D+0.6W (Zone 2)16.62 18.37 D+0.6W (Zone 3)16.62 18.37 D+0.45W+0.75(RLL or R)-Zone 1 25.76 17.03 D+0.45W+0.75(RLL or R)-Zone 2 25.76 17.03 D+0.45W+0.75(RLL or R)-Zone 3 25.76 17.03 D+0.45W+0.75S (Zone 1)25.76 22.90 D+0.45W+0.75S (Zone 2)25.76 22.90 D+0.45W+0.75S (Zone 3)25.76 22.90 D+0.7E 11.54 13.33 D+0.525E+0.75S 0.00 0.00 Uplift Load Cases (Gravity Direction) Without Overhang: 0.6D+0.6W (Zone 1)1.30 2.34 0.6D+0.6W (Zone 2)0.18 1.23 0.6D+0.6W (Zone 3)0.18 1.23 With Overhang: 0.6D+0.6W (Zone 1)-4.27 -3.22 0.6D+0.6W (Zone 2)-5.38 -4.33 0.6D+0.6W (Zone 3)-2.60 -1.55 0.6D+0.7E 6.46 7.46 Governing LC (downward)35.11 28.98 -17.45 Governing LC (uplift case)-5.38 -4.33 -19.5 Allowable PV Array (psf)10.68 **Load combinations are adjusted by the load duration factor for wood, Cd (ref. NDS 2018, Table 2.3.2) Gravity Check: The increase in seismic demand-capacity due to addition of PV arrays is less than 10% of the existing demand-capacity. Per IEBC 2018 Section 502.5, Existing structure is permitted to remain unaltered. 139.19 135.64 After PV Array (kip) 135.54 131.99 Before PV Array (kip) Kijja Ketprechasawat 2/7/2020 New governing design load is less than existing design load. Per IEBC 2018 Section 502.4, structure is permitted to remain unaltered. Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:11 of 47 Load Comparison IBC 2018 Version:2.1 8.0.Connection Design Loads Balanced Snow Load Areas A Module Edge Maximum Tension (lb)Maximum Compression (lb)Max. Shear (lb)Max. Comb. Tension/Shear (lb)Max. Comb. Compression/Shear (lb) (ft2)Exposure Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 All Zones Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 Exposed -224.1 -340.1 -340.1 293.7 293.7 293.7 146.1 224.6 340.5 340.5 327.5 327.5 327.5 Non-Exposed -138.7 -216.0 -216.0 293.7 293.7 293.7 146.1 139.6 216.6 216.6 327.5 327.5 327.5 Exposed -175.4 -260.4 -260.4 189.8 189.8 189.8 88.9 175.7 260.6 260.6 202.5 202.5 202.5 Non-Exposed -110.4 -167.1 -167.1 189.8 189.8 189.8 88.9 110.9 167.4 167.4 202.5 202.5 202.5 Exposed -133.0 -195.6 -195.6 131.9 131.9 131.9 59.8 133.1 195.7 195.7 140.2 140.2 140.2 Non-Exposed -84.3 -126.0 -126.0 131.9 131.9 131.9 59.8 84.5 126.2 126.2 140.2 140.2 140.2 Exposed -99.8 -146.8 -146.8 99.0 99.0 99.0 44.9 99.9 146.9 146.9 105.2 105.2 105.2 Non-Exposed -63.3 -94.6 -94.6 99.0 99.0 99.0 44.9 63.4 94.7 94.7 105.2 105.2 105.2 Exposed -66.5 -97.8 -97.8 66.0 66.0 66.0 29.9 66.6 97.9 97.9 70.1 70.1 70.1 Non-Exposed -42.1 -63.0 -63.0 66.0 66.0 66.0 29.9 42.3 63.1 63.1 70.1 70.1 70.1 Exposed Non-Exposed *Connection Design loads are NOT adjusted by Cd (ref. NDS 2015, Table 2.3.2) Unbalanced / Drift Snow Load Areas A Module Edge Maximum Tension (lb)Maximum Compression (lb)Max. Shear (lb)Max. Comb. Tension/Shear (lb)Max. Comb. Compression/Shear (lb) (ft2)Exposure Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 All Zones Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 Exposed -224.1 -340.1 -340.1 686.9 686.9 686.9 342.5 224.6 340.5 340.5 767.6 767.6 767.6 Non-Exposed -138.7 -216.0 -216.0 686.9 686.9 686.9 342.5 139.6 216.6 216.6 767.6 767.6 767.6 Exposed -175.4 -260.4 -260.4 417.9 417.9 417.9 208.3 175.7 260.6 260.6 466.9 466.9 466.9 Non-Exposed -110.4 -167.1 -167.1 417.9 417.9 417.9 208.3 110.9 167.4 167.4 466.9 466.9 466.9 Exposed -133.0 -195.6 -195.6 280.9 280.9 280.9 140.1 133.1 195.7 195.7 313.9 313.9 313.9 Non-Exposed -84.3 -126.0 -126.0 280.9 280.9 280.9 140.1 84.5 126.2 126.2 313.9 313.9 313.9 Exposed -99.8 -146.8 -146.8 210.9 210.9 210.9 105.1 99.9 146.9 146.9 235.6 235.6 235.6 Non-Exposed -63.3 -94.6 -94.6 210.9 210.9 210.9 105.1 63.4 94.7 94.7 235.6 235.6 235.6 Exposed -66.5 -97.8 -97.8 140.5 140.5 140.5 70.0 66.6 97.9 97.9 157.0 157.0 157.0 Non-Exposed -42.1 -63.0 -63.0 140.5 140.5 140.5 70.0 42.3 63.1 63.1 157.0 157.0 157.0 Exposed Non-Exposed *Connection Design loads are NOT adjusted by Cd (ref. NDS 2015, Table 2.3.2) Roof Coefficient of Friction, m =0.000 Summary of Connection Design Loads Effective Area, A (ft2) Load (lb)Max Value 21.37 13 8.74 6.56 4.37 Maximum Tension (Exposed module)-340.1 -340.1 -260.4 -195.6 -146.8 -97.8 Maximum Tension (Non-Exposed module)-216.0 -216.0 -167.1 -126.0 -94.6 -63.0 Maximum Compression 686.9 686.9 417.9 280.9 210.9 140.5 Maximum Shear 342.5 342.5 208.3 140.1 105.1 70.0 Maximum Combined Tension/Shear (Exposed module)340.5 340.5 260.6 195.7 146.9 97.9 Maximum Combined Tension/Shear (Non-Exposed module)216.6 216.6 167.4 126.2 94.7 63.1 Maximum Combined Compression/Shear 767.6 767.6 466.9 313.9 235.6 157.0 6.56 4.37 13 21.37 21.37 13 8.74 4.37 6.56 8.74 Kijja Ketprechasawat 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:12 of 47 Load Comparison IBC 2018 Version:2.1 9.0.Connection Design Capacity Connection Design Loads Connection Type SS21-1: Lag Screw Connection Effective Area, A 13 ft2 Tension Capacity -593.86 lb Maximum Tension (Exposed module)-260.43 lb Compression Capacity NA lb Maximum Tension (Non-Exposed module)-167.11 lb Shear Capacity 163.02 lb Maximum Compression 417.88 lb Comb. Tension / Shear Capacity (Exposed Module)651.53 lb Maximum Shear 208.35 lb Comb. Tension / Shear Capacity (Non-Exposed Module)651.53 lb Maximum Combined Tension/Shear (Exposed module)260.61 lb Comb. Compression / Shear Capacity NA lb Maximum Combined Tension/Shear (Non-Exposed module)167.39 lb Geometry Check OK Maximum Combined Compression/Shear 466.94 lb Allowable Connection Spacing (based on Tension Capacity), S 14.09 ft SS21-1: Lag Screw Referenced sections, equations, and tables on this page are from NDS 2018, unless noted otherwise. Depth of Top Chord/Rafter (Main Member),drafter:4 in Decking (side member),Panel Decking (side member) Thickness,ddeck:0.63 in Embedment Length in Main Member,pt:2.0 in (in 1/2" increments. 2" min, not to exceed member depth) Specific Gravity of Rafter Species,Gtruss:0.42 Table 12.3.3A (Use G=0.42 for unknown species) Specific Gravity of Deck Species,Gdeck:0.42 Table 12.3.3B (Use G=0.42 for unknown species. Lag Screw Diameter,D:0.3125 in Table L2 Lag Screw Root Diameter,Dr:0.227 in Table L2 Lag Screw Bending Yield Strength,Fyb:65000 psi Portland Bolt - ASTM F593, https://www.portlandbolt.com/technical/specifications/astm-f593/ Length of Lag Screw Tappered Tip,E:0.1875 in Table L2 Design Embedment Length in Main Member lm:1.8125 in Embedment Length in Side Member,ls:0.625 in Dowel Bearing Strength of Main Member,Fem:4704 psi Table 12.3.3, Fem = 11200*Gtruss Dowel Bearing Strength of Side Member,Fes:4704 psi Table 12.3.3, Fes = 6100*Gpanel1.45/sqrt(D) Yield Limit Equations for Single Shear Dowel Type Connections Diameter Coefficient,KD:2.77 Table 12.3.1B, KD = 10D+0.5 for 0.17"<D<0.25" Angle to Grain Coefficient,Kq:1 Table 12.3.1B, Kq = 1+0.25(q/90) where q angle b/n load direction and grain direction (0<=q<=90) Reduction term,Rd:2.77 Table 12.3.1B, Rd = KD*Kq Re:1.000 Table 12.3.1A, Re = Fem/Fes Rt:2.900 Table 12.3.1A, Rt = lm/ls , k1:0.967 Table 12.3.1A, k1 = (sqrt(Re+2*Re^2*(1+Rt+Rt^2)+Rt^2*Re^3)-Re*(1+Rt))/(1+Re) , k2:1.106 Table 12.3.1A, Sec. 12.3.7, k2 = -1+SQRT(2*(1+Re)+(2*Fyb*(1+2*Re)*Dr^2)/(3*Femll*lm^2)) k3:1.765 Table 12.3.1A, Sec. 12.3.7, k3 = -1+SQRT(2*(1+Re)/Re+(2*Fyb*(2+Re)*Dr^2)/(3*Femll*ls^2)) Reference Single Shear Design Value, Z Yield Mode Im Z:698.70 lb Eqn. 12.3-1, Sec. 12.3.7, Z = Dr*lm*Fem/(RD) Yield Mode Is Z:240.93 lb Eqn. 12.3-2, Sec. 12.3.7, Z = Dr*ls*Fes/(RD) Yield Mode II Z:232.92 lb Eqn. 12.3-3, Sec. 12.3.7, Z = k1*Dr*ls*Fes/(RD) Yield Mode IIIm Z:257.49 lb Eqn. 12.3-4, Sec. 12.3.7, Z = k2*Dr*lm*Fem/((1+2*Re)*RD) Yield Mode IIIs Z:141.75 lb Eqn. 12.3-5, Sec. 12.3.7, Z = k3*Dr*ls*Fem/((2+Re)*RD) Yield Mode IV Z:187.80 lb Eqn. 12.3-6, Sec. 12.3.7, Z = Dr2/(RD)*sqrt(2*Fem*Fyb/(3*(1+Re))) Governing Mode Z:141.75 lb Load Duration Factor,CD:1.15 Table 2.3.2, (1.15 if governed by snow, 1.6 if governed by seismic) Wet Serive Factor,CM:1.00 Table 10.3.3 Temperature Factor,Ct:1.00 Table 11.3.4 Geometry Factor,CD:1.00 Sec. 12.5.1 Adjusted Shear Capacity,Z':163.02 lb Sec. 12.3.2, Table 11.3.1, Z' = Z*CD*DM*Ct*DD Withdrawal Capacity Reference Withdrawal Capacity,W:205 lb/in Eqn. 12.2-1, W = 1800*G^(3/2)*D^(3/4) Load Duration Factor,CD:1.60 Table 2.3.2 (1.6 because uplift is governed by Wind or Seismic) Wet Serive Factor,CM:1.00 Table 10.3.3 Temperature Factor,Ct:1.00 Table 11.3.4 Geometry Factor,CD:1.00 Sec. 12.5.1 Adjusted Withdrawal Capacity per inch,W':327.65 lb/in Sec. 12.2.1, Table 12.2A, W' = W*CD*DM*Ct*DD Adjusted Withdrawal Capacity,W':593.86 lb Sec. 12.2.1, Table 12.2A, W' = W'*lm Combined Shear and Withdrawal Capacity Angle Between Load and Wood Surface (Exposed Edge),aExp:87.86 deg Angle Between Load and Wood Surface (Non-Exposed Edge),aNExp:86.67 deg Adjusted Comb. Shear & Withdrawal Capacity (Exposed Edge),Z'a_EXP:651.53 lb Eqn. 12.4-1, Z'aExp = W'*pt*Z'*(0.9/CD)/(W'*pt)*cos2aExp+Z'*(0.9/CD)*Sin2aExp) Adjusted Comb. Shear & Withdrawal Capacity (Non-Exposed Edge),Z'a_NEXP:651.53 lb Eqn. 12.4-1, Z'aNExp = W'*pt*Z'*(0.9/CD)/(W'*pt)*cos2aNExp+Z'*(0.9/CD)*Sin2aNExp) Kijja Ketprechasawat 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:13 of 47 Load Comparison IBC 2018 Version:2.1 SS21-2: U-Anchor (U-Anchor 2400 or 2600 (F.O.S = 3)) Uplift Capacity,UAnchoruplift: lb Refs. 36 Shear Capacity,UAnchorshear: lb Refs. 36 SS21-3: S-5U (S-5U! Universal Clamp for Standing Seam Roofs) Uplift Capacity,S5Uuplift: lb Ref. 18 Shear Capacity,S5Ushear: lb Ref. 18 SS21-4: Versabracket (F.O.S = 1.5) Anchor Material, Uplift Capacity,Versabrktuplift: lb Ref. 19 Shear Capacity,Versabrktshear: lb Ref. 19 SS21-5: Bolt to Steel Referenced sections, equations, and tables are found in AISC 14th Edition, unless noted otherwise. Bot Diameter,db: in Nominal Shear Strength,Fnv_W: ksi Table 7-1 Nominal Tension Strength,Fnt_W: ksi Table 7-2 Nominal Bolt Area,Ab: in2 Bolt Shear Strength,rnv_W: lb J5.2,J3.6, Fnv_W = 0.85*Fnv*Ab Bolt Tension Strength,rnt_W: lb J5.2,J3.6, Fnv_W = Fnt*Ab Member Bearing Strength Steel Member Yield Strength,Fy: ksi Steel Member Ultimate Stregth,FU: ksi Member Flange Thickness,tf: in Member Flange Width,bf: in Member Web Thickness,tw: in k1 Dimension,kdes: in Workable Gauge,gauge: in Min. Allowable Clear Distance,lc: in Table J3.4, lc = db+1/4-db/2-1/32 (in) ASD Bearing Reduction Factor,Wbrg:Sec. J3.10 Bearing Strength,Rn_W: lb Sec. J3.10, Rn_W = min(1.2*lc*tf*Fu, 2.4*db*tf(Fu)/Wbrg Member Flange Bending Effective Flange Width,beff: in beff = (gage/2-kdes)*2 Moment of Inertia,Iflange: in4 Iflange = beff*tf3/12 Plastic Section Modulus,Zflange: in3 Zflange = beff*df2/4 ASD Bending Reduction Factor,Wbnd:Sec. F1 Flange Bending Strength,Mn_W: kip.in Mn_W = Fy*Sflange/Wbnd Maximum Tension for Moment,Tmax: lb Tmax = Mn_W / (gage/2 - kdes) Geometry and Member Capacity Checks Nut Diameter/Width,Gnut: in (Nut Width = 0.557" across corners) Nut Clearance Check,Clearance Check: Tile Roof Connections Load capacities are referenced in from Quick Mount PV State Compliance Letters. See Reference List in Section 3.0. Roof Deck Thickness,tdeck: in Specific Gravity of Wood,Gtruss: SS22-1: Quick Hook Side SS22-4: Quick Hook Bottom (Quick Mount PV Quick Hook Mount (QMHLB, QMHLS, QMHSB, QMHSS)) Uplift Capacity Reduction,Refs. 29 & 31, applied to adjust for deck thickness Compression Capacity of QHook,QMHcompression: lb Refs. 29 - 35 Uplift Capacity of QHook,QMHuplift: lb Refs. 29 - 35 Shear Capacity of QHook,QMHshear: lb Refs. 29 - 35 SS22-2: QBase (Quick Mount PV Qbase Universal Tile Mount (QMUTM)) Uplift Capacity Reduction,Refs. 26 & 28, applied to adjust for deck thickness Uplift Capacity of QBase,QBaseuplift: lb Refs. 26 & 27 Shear Capacity of QBase,QBaseshear: lb Refs. 26 & 27 SS22-3: Tile Replacement (Quick Mount PV Tile Replacement Mount (QMTRM)) Uplift Capacity Reduction,Refs. 23 & 25, applied to adjust for deck thickness per Note 6. Uplift Capacity of Tile Replacement Mount,QMTRMuplift: lb Refs. 23 & 24 Shear Capacity of Tile Replacement Mount,QMTRMshear: lb Refs. 23 & 24 SS22-5: IronRidge KO Tile (IronRidge Knockout Tile Roof Attachment) Uplift Capacity of KO Tile Assembly,Uplift: lb Ref. 37 Compression Capacity of KO Tile Assembly,Compression: lb Ref. 37 Downslope Shear Capacity of KO Tile Assembly,Downslope Shear: lb Ref. 37 Across Slope Shear Capacity of KO Tile Assembly,Across Slope Shear: lb Ref. 37 Kijja Ketprechasawat 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:14 of 47 Load Comparison IBC 2018 Version:2.1 ROOF 2 LOAD ANALYSIS (512459-DTC) MAIN BUILDING Kijja Ketprechasawat 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:15 of 47 Load Comparison IBC 2018 Version:2.1 4.0.Site Information Building ID:512459-DTC Project Name:Michigan Rd and 106th Address:10495 N Michigan Rd, Carmel, IN, 46032-7939 5.0.Building Code and Design Parameters International Building Code: International Building Code 2018 Local Building Code: Indiana Building Code 2014 Structural Risk Category: II Wind Load Data Wind Speed, V: 106 mph Exposure Category: B Topographic Factor Kzt: 1.0 Roof Snow Load Data Ground Snow Load, Pg: 20.0 psf Flat-roof Snow Load, Pf: 16.8 psf Snow Exposure Factor, Ce: 1.0 Snow Thermal Factor, Ct: 1.2 Snow Load Importance Factor, Is: 1.0 Seismic Load Data Spectral acceleration, SDS: 0.184 g Seismic Design Category: B Roof Characteristics Mean Roof Height: 16.75 ft Roof Angle: 25.0 degrees 6.0.Load Determination 6.1.Existing Roof Dead Load Roof Dead Load:Droof:18 psf Component:Membrane Insulation - 1 Insulation - 2 Deck Structure Utilities Ceiling - 1 Ceiling - 2 Other - 1 Other - 2 Total Dead Load (psf):2 2 1.875 0.5 2.2 2.5 11.075 Material: 6.2.Proposed Solar Array Dead Load Solar Array dead load including PV modules, racking (ref. Everest Racking Dead Load Calculation 284980.01.01.862084.03) Solar Array Dead Load:DPV:2.797276631 psf 6.3.Existing Roof Design Live Load Exist Design Roof Live Load:RLLexist:25.00 psf 6.4.New Design Live Load in Area Occupied by Solar Array Live load need not be applied in area occupied by solar array. New Design Roof Live Load:RLLnew:0 psf Kijja Ketprechasawat 2/7/2020 Asphalt shingles Plywood 5/8-in (5/8) Wood Joist (Assumption if specification is not known) Utilities, Standard for drive through canopy Gypsum board 1/2-in (4/8) Wood furring suspension system Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:16 of 47 Load Comparison IBC 2018 Version:2.1 6.5.Wind Load on Roof Components and Cladding ASCE 7-16 WIND LOADS Referenced sections, equations, and tables are found in ASCE 7-16. Roof Type:Pitched Free Roof (ref. Drawings, Site Survey Data, Aurora Layout) 1.Risk Category:II Table 1.5-1 2.Basic Wind Speed:V:106 mph Figures 26.5-1A, B, C & D 3.Wind Load Parameters 3a.Directionality Factor:Kd:0.85 Table 26.6-1 3b.Exposure Category:B Section 26.7 3c.Topographic Factor:Kzt:1 Section 26.8, Table 26.8-1 3d. Gust-effect Factor:G:0.85 Section 26.11 3e. Enclosure Classification:Open Section 26.12 Wind Flow Obstruction:Wind Flow:Clear Fig. 30.7-1,2,3 Note 2 (for open buildings) 3f. Internal Pressure Coefficient:GCpi:0 Section 26.11, Table 26.13-1 4. Boundary Layer Height:zg:1200 feet Table 26.10-1 3-sec gust-speed exponent:a:7 Table 26.10-1 Mean Roof Height:h:16.8 feet (ref. Drawings, Site Survey Data, Aurora Layout) Parapet height:hpt:0 feet (ref. Drawings, Site Survey Data, Aurora Layout) Horizontal dimension of building:L:22 feet (measured along wind direction for open buildings. Ref. Fig 30.7-1, 30.7-2, 30.7-3) Roof Angle from Horizontal:q:25 deg Ground Elevation above sea level:Zg:892.8 feet Section 26.9 Ground Elevation Factor:Ke:0.97 Table 26.9-1: Ke = e-0.0000362*Zg (where Zg = ground elevation above sea level in ft) Velocity Pressure Exposure Coefficient:Kz:0.70 Table 26.10-1 and Table 26.11-1: Kz = 2.01*(z/zg)2/a (Exp B: z = 30 ft min, z = 15 ft min otherwise) 5. Velocity Pressure at height h:qh:16.58 psf Equation 26.10-1: qz = 0.00256KzKztKdKeV2 6. Effective Wind Area:A:161 ft2 7. Zone dimension:a:3.00 feet For h<=60, a: 10% of least horizontal dimension or 0.4h, whichever is smaller, Risk Category but not less than either 4% of least horizontal dimension or 3 ft.I For h>60, a: 10% of least horizontal dimension but not less than 3 ft.II 8. External Pressure Coefficients, GCp (enclosed bldg) or Net Pressure Coefficients, CN (open bldg)Figure 30.3-1, 2A to 2H, 3, 4, 5A, 5B, 6, 7 (enclosed) or Figure 30.7-1,2,3 (open)III ###########Wind Pressure on Roof IV without overhang (use GCp or GCN):p:(see table)Equation 30.3-1, 30.5-1: p = qh(GCp - GCpi) [for enclosed and partially enclosed] with overhang (use GCp_oh):p_oh:(see table)Equation 30.9-1: p = qh(GCp - GCpi) [for overhangs] *GCp for roof overhangs include pressure contributions from both upper and lower surfaces Equation 30.7-1: p = qh(GCN) [for open buildings] Section 30.2.2, p >= 16 psf (acting in either direction normal to the surface) A GCp1'-GCp1-GCp2-GCp2e-GCp2n-GCp2r-GCp2'-GCp3-GCp3e-GCp3r-GCp3'-GCp1'+GCp1+GCp2+, 2'+GCp3+, 3'+ (ft2) 1 161 2 3 4 5 6 7 A GCp_oh1'-GCp_oh1-GCp_oh2-GCp_oh2e-GCp_oh2n-GCp_oh2r-GCp_oh3-GCp_oh3e-GCp_oh3r- (ft2) 1 161 2 3 4 5 6 7 A Clear Wind Flow Obstructed Wind Flow (ft2)CN1-CN2-CN3-CN1+CN2+CN3+CN1-CN2-CN3-CN1+CN2+CN3+ 8 161 -0.97 -0.97 -0.97 1.23 1.23 1.23 9 10 11 12 13 14 Enclosed or Partially Enclosed Buildings: A p1'-p1-p2-p2e-p2n-p2r-p2'-p3-p3e-p3r-p3'-p1'+p1+p2+, p2'+p3+, p3'+ (ft2)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf) 161 A p_oh1'-p_oh1-p_oh2-p_oh2e-p_oh2n-p_oh2r-p_oh3-p_oh3e-p_oh3r- (ft2)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf) 161 Open Buildings: Clear Wind Flow Obstructed Wind Flow A p1-p2-p3-p1+p2+p3+p1-p2-p3-p1+p2+p3+ (ft2)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf) 161 -16.0 -16.0 -16.0 17.4 17.4 17.4 Kijja Ketprechasawat 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:17 of 47 Load Comparison IBC 2018 Version:2.1 6.6.Wind Load on Solar Array This wind load calculation is for low profile arrays, with dimensions such that either ASCE7-16 Section 29.4.3, or ASCE7-16 Section 29.4.4 are applicable. Referenced sections, equations, and tables in this section are found in ASCE 7-16. Overall building Length WL:44 ft (ref. Drawings, Site Survey Data, Aurora Layout) Overall building width WS:22 ft (ref. Drawings, Site Survey Data, Aurora Layout) Building width normal to wind direction B:44 ft (ref. Drawings, Site Survey Data, Aurora Layout) Effective wind area of element:A:161 ft2 (ref. Drawings, Site Survey Data, Aurora Layout) Components and Cladding Zone dimension:a:3.00 ft Figure 30.3-1, 2A to 2H, 3, 4, 5A, 5B, 6, 7 (enclosed) or Figure 30.7-1,2,3 (open) Basic Wind Speed (ASCE7-16):V:106 mph Figures 26.5-1A, B, C & D Velocity Pressure at height h:qh:16.58 psf Equation 26.10-1: qz = 0.00256KzKztKdKeV2 Angle of solar panel relative to roof:w:0 deg Sec 29.4.3 angle limit - - -OK (ref. Applicable Racking Data) Panel Chord Length:Lp:3.28 ft Sec 29.4.3 length limit - - -OK (ref. Applicable Racking Data) Parapet factor:gp:0.90 Sec 29.4.3 gp=min(1.2,0.9+hpt/h) Chord factor:gc:0.80 Sec 29.4.3 gc=max(0.6+0.06Lp,0.8) Pressure equalization factor:ga:0.40 Fig. 29.4-8: 0.8 for A<=10; 0.4 for A>=100; 1.2-0.4*LOG(A) otherwise. Edge factor for uplift loads (Exposed Panels)gE-_Exp:1.5 Sec 29.4.3:gE=1.5 for uplift loads on panels that are exposed and within 1.5Lp from exposed edge. Edge factor for uplift loads (Non Exposed Panels)gE-_NonExp:1 gE=1.0 elsewhere for uplift loads. Edge factor for downward loads (all panels)gE+:1 gE=1.0 for all downward loads. Normalized wind area:An:717.0 ft2 Fig 29.4-7: An = [1000/max(Lb,15)2]A Height of gap between panel and roof at lower edge:h1:0.75 ft Sec 29.4.3 height limit - - -OK (ref. Applicable Racking Data) Height of gap between panel and roof at higher edge:h2:0.75 ft Sec 29.4.3 height limit - - -OK (ref. Applicable Racking Data) Normalized building length:Lb:10.86 ft Fig. 29.4-7: Lb =minimum of 0.4*(hWL)0.5 or h or WS Uplift Wind Pressure Eqn. 29.4-5: p = qhGCrn (for panels on flat roofs with q<=7deg) Exposed panels (use GCrn_Exp-):p_Exp-:(see table)psf Eqn. 29.4-7: p = qh(GCp)gEga (for panels parallel to roof surface) Non Exposed panels (use GCrn_Nexp-):p_NExp-:(see table)psf Downward Wind Pressure Eqn. 29.4-5: p = qhGCrn (for panels on flat roofs with q<=7deg) All panels (use GCrn+):p+:(see table)psf Eqn. 29.4-7: p = qh(GCp)gEga (for panels parallel to roof surface) Nominal Net Pressure coefficient:(GCrn)nom:(see table)Fig 29.4-7 Net Pressure Coefficient:(GCrn):(see table)Eqn. 29.4-6: (GCrn)=(gp)(gc)(gE)(GCrn)nom A An (GCrn)nom1 (GCrn)nom2 (GCrn)nom3 GCrn1_Exp-GCrn2_Exp-GCrn3_Exp-GCrn1_NExp-GCrn2_NExp-GCrn3_NExp-GCrn1+GCrn2+GCrn3+ (ft2)(ft2) 15 161 717.0 0.31 0.40 0.45 -0.34 -0.44 -0.48 -0.22 -0.29 -0.32 0.22 0.29 0.32 16 21 95.0 0.66 0.86 0.98 -0.71 -0.93 -1.06 -0.47 -0.62 -0.71 0.47 0.62 0.71 17 13 57.8 0.75 0.99 1.13 -0.81 -1.07 -1.22 -0.54 -0.71 -0.81 0.54 0.71 0.81 18 9 38.8 0.82 1.09 1.24 -0.89 -1.17 -1.34 -0.59 -0.78 -0.89 0.59 0.78 0.89 19 7 29.2 0.88 1.16 1.32 -0.95 -1.25 -1.43 -0.63 -0.83 -0.95 0.63 0.83 0.95 20 4 19.4 0.95 1.26 1.44 -1.03 -1.36 -1.56 -0.68 -0.91 -1.04 0.68 0.91 1.04 21 A GCp1'-GCp1-GCp2-GCp2e-GCp2n-GCp2r-GCp2'-GCp3-GCp3e-GCp3r-GCp3'-GCp1'+GCp1+GCp2+, 2'+GCp3+, 3'+ (ft2) 22 161 23 21 24 13 25 9 26 7 27 4 28 A Clear Wind Flow Obstructed Wind Flow (ft2)CN1-CN2-CN3-CN1+CN2+CN3+CN1-CN2-CN3-CN1+CN2+CN3+ 29 161 -0.97 -0.97 -0.97 1.23 1.23 1.23 30 21 -0.97 -0.97 -0.97 1.23 1.23 1.23 31 13 -0.97 -1.50 -1.50 1.23 1.90 1.90 32 9 -0.97 -1.50 -1.50 1.23 1.90 1.90 33 7 -0.97 -1.50 -1.93 1.23 1.90 2.47 34 4 -0.97 -1.50 -1.93 1.23 1.90 2.47 35 Sec. 29.4.3: Rooftop Solar Panels for Buildings of All Heights with Flat Roofs or Gable or Hip Roofs with Slopes Less Than 7 degrees A An p1_Exp-p2_Exp-p3_Exp-p1_NExp-p2_NExp-p3_NExp-p1+p2+p3+ (ft2)(ft2)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf) 161 717.0 21.37 95.0 13 57.8 8.74 38.8 6.56 29.2 4.37 19.4 Sec. 29.4.4: Rooftop Solar Panels Parallel to the Roof Surface on Buildings of All Heights and Roof Slopes A p1'_Exp-p1_Exp-p2_Exp-p2e_Exp-p2n_Exp-p2r_Exp-p2'_Exp-p3_Exp-p3e_Exp-p3r_Exp-p3'_Exp-p1'+p1+p2+, p2'+p3+, p3'+ (ft2)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf) 161 -8.2 -8.2 -8.2 7.0 7.0 7.0 21 -13.7 -13.7 -13.7 11.6 11.6 11.6 13 -15.4 -23.9 -23.9 13.1 20.2 20.2 9 -16.4 -25.4 -25.4 13.9 21.4 21.4 7 -16.4 -25.4 -32.7 13.9 21.4 27.8 4 -16.4 -25.4 -32.7 13.9 21.4 27.8 A p1'_NExp-p1_NExp-p2_NExp-p2e_NExp-p2n_NExp-p2r_NExp-p2'_NExp-p3_NExp-p3e_NExp-p3r_NExp-p3'_NExp- (ft2)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf)(psf) 161 -5.5 -5.5 -5.5 21 -9.1 -9.1 -9.1 13 -10.3 -16.0 -16.0 9 -10.9 -16.9 -16.9 7 -10.9 -16.9 -21.8 4 -10.9 -16.9 -21.8 Kijja Ketprechasawat 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:18 of 47 Load Comparison IBC 2018 Version:2.1 6.7.Snow Load This snow load calculation is in accordance with ASCE 7-16. Referenced sections, equations, and tables in this section are found in ASCE 7-16. Ground snow load,pg:20 psf Figure 7.2-1 (Table 7.2-1 for Alaska Locations) Exposure Factor,Ce:1 Table 7.3-1 Thermal Factor,Ct:1.2 Table 7.3-2 Risk Category of Building:II Table 1.5-1 Snow Importance Factor,Is:1.0 Table 1.5-2 Elevation Differential Between High Roof and Low roof,H:5.6 ft (ref. Drawings, Site Survey Data, Aurora Layout) Length of higher roof parallel to drift,lu:81.5 ft (ref. Drawings, Site Survey Data, Aurora Layout) Length of lower roof parallel to drift,lL:44.0 ft (ref. Drawings, Site Survey Data, Aurora Layout) Roof eave to ridge horizontal distance,W:11.0 ft (ref. Drawings, Site Survey Data, Aurora Layout) Flat Roof Snow Load Flat snow load,pf:16.8 psf Eqn. 7.3-1: pf = 0.7*Ce*Ct*Is*pg Minimum snow load for low-slope, pm:0.0 psf Sec. 7.3.4: pm = Is*pg if pg<=20; pm = 20(Is) if pg>20. [pm need not be used in drift, sliding, unbalanced or partial loads] Design flat roof snow Load,pf:16.80 psf Sec. 7.3.4: pf = max(pf,pm) [can not be less than AHJ specified minimum design snow load] Roof Surface Type:Other Fig 7.4-1 Roof Slope Factor Cs:1.00 Fig 7.4-1 Sloped roof snow load,ps:16.80 psf Eqn. 7.4-1: ps = Cs*pf Snow density,γ:16.60 pcf Sec. 7.7: γ = 0.13*pg+14 < 30 pcf Height of balanced snow load,hb:1.01 ft Sec. 7.7.1: hb = (Cs*pf)/γ Drift Snow Loads from Higher Roof Height from top of balanced snow to upper roof,hc:4.61 ft Fig. 7-8 Ratio of hc to hb, hc/hb:4.56 Sec. 7.7.1: hc/hb must be greater than 0.2 in order for drift loads to be applied Drift loads must be applied: Leeward Drift: Height of drift, hd:2.86 ft Sec. 7.7.1, Fig. 7.6-1: hd = (0.43 * (lu)1/3 * (pg + 10)1/4 - 1.5)*ls1/2 but not greater than 0.6*lL width of snow drift, w:11.45 ft Sec. 7.7.1: w = (4 * hd), if hd≤hc, or, w = (4 * hd2)/hc if hd > hc; w shall not exceed 8hc Maximum intensity of drift surcharge load,pd:47.53 psf Sec. 7.7.1: pd = hd * γ Windward Drift: height of drift, hd:1.54 ft Sec. 7.7.1, Fig. 7.6-1: hd = 0.75 * ( 0.43 * (lL)1/3 * (pg + 10)1/4 - 1.5 )*Is1/2 width of snow drift, w:6.16 ft Sec. 7.7.1: w = (4 * hd), if hd≤hc, or, w = (4 * hd2)/hc if hd > hc; w shall not exceed 8hc Maximum intensity of drift surcharge load,pd:25.55 psf Sec. 7.7.1: pd = hd * γ Drift Snow Loads from Parapet Height from top of balanced snow to parapet top,hc:0.00 ft Fig. 7.7-2 Ratio of hc to hb, hc/hb:0.00 Sec. 7.7.1: hc/hb must be > 0.2, and roof side length > 15ft for drift loads to be applied Drift loads need not be applied. Windward Drift: height of drift, hd:0.00 ft Sec. 7.7.1, Fig. 7-9: hd = 0.75 * ( 0.43 * (lL)1/3 * (pg + 10)1/4 - 1.5 )*Is1/2 width of snow drift, w:0.00 ft Sec. 7.7.1: w = (4 * hd), if hd≤hc, or, w = (4 * hd2)/hc if hd > hc; w shall not exceed 8hc Maximum intensity of drift surcharge load,pd:0.00 psf Sec. 7.7.1: pd = hd * γ Unbalanced Snow Loads Unbalanced loads must be considered: Unbalanced load on leeward side, Is*pg:20.00 psf Sec. 7.6.1, Fig. 7.6-2 Unbalanced load on leeward side, ps:0.00 psf Eqn. 7.4-1, Fig 7.6-1: ps = Cs*pf Unbalanced surcharge load on leeward side,hd*g/sqrt(S):0.00 psf Sec. 7.6.1, Fig. 7.6-1; [where: hd = (0.43 * (lu)1/3 * (pg + 10)1/4 - 1.5)*Is1/2] Unbalanced surcharge load width, (8/3)*sqrt(S)*hd:0.00 ft [lu is eave to ridge distance for widward portion of roof; S is roof slope run for a rise of one] Unbalanced load on windward side, 0.3*ps:0.00 psf Fig. 7-5: punb = 0 if W<20 ft; punb = 0.3*(Cs*pf) if W>=20ft: Rain-on-Snow Surcharge Load Rain-on-snow surcharge load need not be applied. Rain-on-snow surcharge load,prs:0.00 psf Sec. 7.10 Sliding Snow Loads from Solar Panel hp < hb, sliding loads need not be considered. See Ref. 9, Chapter 3. Height of panel at higher edge:hp:0.88 ft (hp = h2 plus 1.6" allowance for panel thickness) Drift Snow Loads from Solar Panel hp < 1.2hb, drift loads need not be considered. See Ref. 9, Chapter 3. 6.8.Rain Load This rain load calculation is in accordance with ASCE 7-16. Depth of Water upto inlet of secondary drainage,ds:0.0 ft (ref. Drawings, Site Survey Data, Aurora Layout) Depth of Water above inlet of secondary drainage,dh:0.0 ft Table C8.3-1 to C8.3-6 (Q = 0.0104*A*I, where A = roof area serviced by a single drainage system, i=design rainfall intensity) Rain Load,R:0.00 psf Eqn. 8.3-1: R = 5.2*(ds + dh) 2/7/2020 Kijja Ketprechasawat Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:19 of 47 Load Comparison IBC 2018 Version:2.1 6.9.Seismic Load This seismic load calculation is in accordance with ASCE 7-16. Per ASCE7-16 Section 13.6.12, rooftop solar panels and their attachments are designed for forces determined in section 13.3. Referenced sections, equations, and tables in this section are found in ASCE 7-16. Horizontal Seismic Design Force,Fp =0.4 ap SDS Wpv (1 + 2 z/h) / (Rp/Ip)Eqn. 13.3-1 =0.4 x 1.00 x 0.18 (1 + 2 x 1.00) / (1.50 / 1.00) Fp =0.15 Wpv (Controls) Max Horizontal Seismic Design Force,Fp =1.6 SDS Ip Wpv Eqn. 13.3-2 =1.6 x 0.18 x 1.00 x Wpv Fp =0.30 Wpv (maximum) Min Horizontal Seismic Design Force,Fp =0.30 SDS Ip Wpv Eqn. 13.3.3 =0.30 x 0.18 x 1.00 x Wpv Fp =0.06 Wpv (minimum) Short period spectral acceleration,SDS =0.18 Sec. 11.4.5, ASCE 7 Hazard Tool Seismic Design Category,SDC =B ASCE7 Hazard Tool Component Importance Factor Ip =1.00 Sec. 13.1.3 Component response modification factor,Rp =1.50 Table 13.5-1/13.6-1 Component amplification factor,ap =1.00 Table 13.5-1/13.6-1 Maximum z/h value,z/h =1.00 Seismic Shear: Height from grade,h =16.75 ft (ref. Drawings, Site Survey Data, Aurora Layout) Horizontal Seismic Load,Fp =0.15 x Wpv = =0.15 Wpv Vertical Seismic Load,Ev =+/- 0.2 SDS Wpv Sec. 13.3.1.2 =0.0368 Wpv Weight of PV array,Wpv =0.6 kip Weight of roof,Wroof =17.4 kip Wall + Other Weight tributary to N-S SFRS,WNS_Wall =0.0 kip Wall + Other Weight tributary to E-W SFRS,WEW_Wall =0.0 kip Exist Effective Seismic Weight (N/S Dir),WNS_exist =17.4 kip Exist Effective Seismic Weight (E/W Dir),WEW_exist =17.4 kip New Effective Seismic Weight (N/S Dir),WNS_new =18.0 kip <=WNS_exist =19.2 kip New Effective Seismic Weight (E/W Dir),WEW_new =18.0 kip <=WEW_exist =19.2 kip Component:North Wall - 1 North Wall - 2 South Wall - 1 South Wall - 2 East Wall - 1 East Wall - 2 West Wall - 1 West Wall - 2 Other - NS Other - EW Dead Load (psf):0 0 0 0 0 0 0 0 Total Area (ft2): % Area:0 0 0 0 0 0 0 0 Material: 0 0 0 0 2/7/2020 Kijja Ketprechasawat Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:20 of 47 Load Comparison IBC 2018 Version:2.1 7.0.Load Comparison Before and After Solar PV Array Installation Summary of Loads on Roof (Gravity direction)Summary of Lateral Seismic Loads Load Type Before PV Array (psf)After PV Array (psf)Load Type % Increase Dead Load 18.00 20.80 Effective Seismic Weight (N/S Dir)3.4 Roof Live Load 22.66 0.00 Effective Seismic Weight (E/W Dir)3.4 Rain Load 0.00 0.00 Max:3.4 Snow Load 22.66 15.23 Wind (downward - Zone 1)15.76 15.76 Allowable PV Array Weight (kip)1.74 Wind (downward - Zone 2)15.76 15.76 Wind (downward - Zone 3)15.76 15.76 Without Overhang:Lateral Check: Wind (uplift - Zone 1)-14.50 -14.50 Wind (uplift - Zone 2)-14.50 -14.50 Wind (uplift - Zone 3)-14.50 -14.50 With Overhang: Wind (uplift - Zone 1)0.00 0.00 Wind (uplift - Zone 2)0.00 0.00 Wind (uplift - Zone 3)0.00 0.00 Panel Pressure Load Check Vertical Seismic Load 0.66 0.77 Max Wind Lod:11.6 psf Max Snow Load:64.33 psf ASD Load Combinations Before PV Array (psf)After PV Array (psf)% Increase Downward Load Cases (Gravity direction) D+ (RLL or R)32.53 23.11 D+S 35.35 31.32 D+0.6W (Zone 1)17.16 18.91 D+0.6W (Zone 2)17.16 18.91 D+0.6W (Zone 3)17.16 18.91 D+0.45W+0.75(RLL or R)-Zone 1 26.30 17.43 D+0.45W+0.75(RLL or R)-Zone 2 26.30 17.43 D+0.45W+0.75(RLL or R)-Zone 3 26.30 17.43 D+0.45W+0.75S (Zone 1)26.30 24.57 D+0.45W+0.75S (Zone 2)26.30 24.57 D+0.45W+0.75S (Zone 3)26.30 24.57 D+0.7E 11.54 13.33 D+0.525E+0.75S 0.00 0.00 Uplift Load Cases (Gravity Direction) Without Overhang: 0.6D+0.6W (Zone 1)1.31 2.36 0.6D+0.6W (Zone 2)1.31 2.36 0.6D+0.6W (Zone 3)1.31 2.36 With Overhang: 0.6D+0.6W (Zone 1)6.75 7.80 0.6D+0.6W (Zone 2)6.75 7.80 0.6D+0.6W (Zone 3)6.75 7.80 0.6D+0.7E 6.46 7.46 Governing LC (downward)35.35 31.32 -11.40 Governing LC (uplift case)1.31 2.36 0.0 Allowable PV Array (psf)8.59 **Load combinations are adjusted by the load duration factor for wood, Cd (ref. NDS 2018, Table 2.3.2) Gravity Check: The increase in seismic demand-capacity due to addition of PV arrays is less than 10% of the existing demand-capacity. Per IEBC 2018 Section 502.5, Existing structure is permitted to remain unaltered. 18.02 18.02 After PV Array (kip) 17.42 17.42 Before PV Array (kip) Kijja Ketprechasawat 2/7/2020 New governing design load is less than existing design load. Per IEBC 2018 Section 502.4, structure is permitted to remain unaltered. Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:21 of 47 Load Comparison IBC 2018 Version:2.1 8.0.Connection Design Loads Balanced Snow Load Areas A Module Edge Maximum Tension (lb)Maximum Compression (lb)Max. Shear (lb)Max. Comb. Tension/Shear (lb)Max. Comb. Compression/Shear (lb) (ft2)Exposure Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 All Zones Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 Exposed -142.6 -142.6 -142.6 387.0 387.0 387.0 162.8 143.4 143.4 143.4 407.8 407.8 407.8 Non-Exposed -84.2 -84.2 -84.2 387.0 387.0 387.0 162.8 85.6 85.6 85.6 407.8 407.8 407.8 Exposed -100.5 -166.9 -166.9 244.2 285.7 285.7 99.0 100.9 167.1 167.1 256.4 296.2 296.2 Non-Exposed -60.4 -104.7 -104.7 244.2 285.7 285.7 99.0 61.1 105.1 105.1 256.4 296.2 296.2 Exposed -72.5 -119.8 -119.8 167.3 196.9 196.9 66.6 72.7 119.9 119.9 175.4 203.8 203.8 Non-Exposed -43.9 -75.4 -75.4 167.3 196.9 196.9 66.6 44.3 75.7 75.7 175.4 203.8 203.8 Exposed -54.4 -89.9 -118.7 125.6 147.8 166.6 50.0 54.6 90.0 118.8 131.6 152.9 171.2 Non-Exposed -32.9 -56.6 -75.8 125.6 147.8 166.6 50.0 33.3 56.8 76.0 131.6 152.9 171.2 Exposed -36.2 -59.9 -79.1 83.7 98.4 111.0 33.3 36.4 60.0 79.2 87.7 101.9 114.1 Non-Exposed -21.9 -37.7 -50.5 83.7 98.4 111.0 33.3 22.2 37.8 50.6 87.7 101.9 114.1 Exposed Non-Exposed *Connection Design loads are NOT adjusted by Cd (ref. NDS 2015, Table 2.3.2) Unbalanced / Drift Snow Load Areas A Module Edge Maximum Tension (lb)Maximum Compression (lb)Max. Shear (lb)Max. Comb. Tension/Shear (lb)Max. Comb. Compression/Shear (lb) (ft2)Exposure Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 All Zones Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 Exposed -142.6 -142.6 -142.6 1183.3 1183.3 1183.3 551.8 143.4 143.4 143.4 1305.7 1305.7 1305.7 Non-Exposed -84.2 -84.2 -84.2 1183.3 1183.3 1183.3 551.8 85.6 85.6 85.6 1305.7 1305.7 1305.7 Exposed -100.5 -166.9 -166.9 719.9 719.9 719.9 335.7 100.9 167.1 167.1 794.3 794.3 794.3 Non-Exposed -60.4 -104.7 -104.7 719.9 719.9 719.9 335.7 61.1 105.1 105.1 794.3 794.3 794.3 Exposed -72.5 -119.8 -119.8 484.0 484.0 484.0 225.7 72.7 119.9 119.9 534.0 534.0 534.0 Non-Exposed -43.9 -75.4 -75.4 484.0 484.0 484.0 225.7 44.3 75.7 75.7 534.0 534.0 534.0 Exposed -54.4 -89.9 -118.7 363.3 363.3 363.3 169.4 54.6 90.0 118.8 400.8 400.8 400.8 Non-Exposed -32.9 -56.6 -75.8 363.3 363.3 363.3 169.4 33.3 56.8 76.0 400.8 400.8 400.8 Exposed -36.2 -59.9 -79.1 242.0 242.0 242.0 112.8 36.4 60.0 79.2 267.0 267.0 267.0 Non-Exposed -21.9 -37.7 -50.5 242.0 242.0 242.0 112.8 22.2 37.8 50.6 267.0 267.0 267.0 Exposed Non-Exposed *Connection Design loads are NOT adjusted by Cd (ref. NDS 2015, Table 2.3.2) Roof Coefficient of Friction, m =0.000 Summary of Connection Design Loads Effective Area, A (ft2) Load (lb)Max Value 21.37 13 8.74 6.56 4.37 Maximum Tension (Exposed module)-166.9 -142.6 -166.9 -119.8 -118.7 -79.1 Maximum Tension (Non-Exposed module)-104.7 -84.2 -104.7 -75.4 -75.8 -50.5 Maximum Compression 1183.3 1183.3 719.9 484.0 363.3 242.0 Maximum Shear 551.8 551.8 335.7 225.7 169.4 112.8 Maximum Combined Tension/Shear (Exposed module)167.1 143.4 167.1 119.9 118.8 79.2 Maximum Combined Tension/Shear (Non-Exposed module)105.1 85.6 105.1 75.7 76.0 50.6 Maximum Combined Compression/Shear 1305.7 1305.7 794.3 534.0 400.8 267.0 6.56 4.37 13 21.37 21.37 13 8.74 4.37 6.56 8.74 Kijja Ketprechasawat 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:22 of 47 Load Comparison IBC 2018 Version:2.1 9.0.Connection Design Capacity Connection Design Loads Connection Type SS21-1: Lag Screw Connection Effective Area, A 13 ft2 Tension Capacity -593.86 lb Maximum Tension (Exposed module)-166.87 lb Compression Capacity NA lb Maximum Tension (Non-Exposed module)-104.65 lb Shear Capacity 163.02 lb Maximum Compression 719.86 lb Comb. Tension / Shear Capacity (Exposed Module)647.14 lb Maximum Shear 335.68 lb Comb. Tension / Shear Capacity (Non-Exposed Module)647.14 lb Maximum Combined Tension/Shear (Exposed module)167.12 lb Comb. Compression / Shear Capacity NA lb Maximum Combined Tension/Shear (Non-Exposed module)105.06 lb Geometry Check OK Maximum Combined Compression/Shear 794.28 lb Allowable Connection Spacing (based on Tension Capacity), S 22.50 ft SS21-1: Lag Screw Referenced sections, equations, and tables on this page are from NDS 2018, unless noted otherwise. Depth of Top Chord/Rafter (Main Member),drafter:4 in Decking (side member),Panel Decking (side member) Thickness,ddeck:0.63 in Embedment Length in Main Member,pt:2.0 in (in 1/2" increments. 2" min, not to exceed member depth) Specific Gravity of Rafter Species,Gtruss:0.42 Table 12.3.3A (Use G=0.42 for unknown species) Specific Gravity of Deck Species,Gdeck:0.42 Table 12.3.3B (Use G=0.42 for unknown species. Lag Screw Diameter,D:0.3125 in Table L2 Lag Screw Root Diameter,Dr:0.227 in Table L2 Lag Screw Bending Yield Strength,Fyb:65000 psi Portland Bolt - ASTM F593, https://www.portlandbolt.com/technical/specifications/astm-f593/ Length of Lag Screw Tappered Tip,E:0.1875 in Table L2 Design Embedment Length in Main Member lm:1.8125 in Embedment Length in Side Member,ls:0.625 in Dowel Bearing Strength of Main Member,Fem:4704 psi Table 12.3.3, Fem = 11200*Gtruss Dowel Bearing Strength of Side Member,Fes:4704 psi Table 12.3.3, Fes = 6100*Gpanel1.45/sqrt(D) Yield Limit Equations for Single Shear Dowel Type Connections Diameter Coefficient,KD:2.77 Table 12.3.1B, KD = 10D+0.5 for 0.17"<D<0.25" Angle to Grain Coefficient,Kq:1 Table 12.3.1B, Kq = 1+0.25(q/90) where q angle b/n load direction and grain direction (0<=q<=90) Reduction term,Rd:2.77 Table 12.3.1B, Rd = KD*Kq Re:1.000 Table 12.3.1A, Re = Fem/Fes Rt:2.900 Table 12.3.1A, Rt = lm/ls , k1:0.967 Table 12.3.1A, k1 = (sqrt(Re+2*Re^2*(1+Rt+Rt^2)+Rt^2*Re^3)-Re*(1+Rt))/(1+Re) , k2:1.106 Table 12.3.1A, Sec. 12.3.7, k2 = -1+SQRT(2*(1+Re)+(2*Fyb*(1+2*Re)*Dr^2)/(3*Femll*lm^2)) k3:1.765 Table 12.3.1A, Sec. 12.3.7, k3 = -1+SQRT(2*(1+Re)/Re+(2*Fyb*(2+Re)*Dr^2)/(3*Femll*ls^2)) Reference Single Shear Design Value, Z Yield Mode Im Z:698.70 lb Eqn. 12.3-1, Sec. 12.3.7, Z = Dr*lm*Fem/(RD) Yield Mode Is Z:240.93 lb Eqn. 12.3-2, Sec. 12.3.7, Z = Dr*ls*Fes/(RD) Yield Mode II Z:232.92 lb Eqn. 12.3-3, Sec. 12.3.7, Z = k1*Dr*ls*Fes/(RD) Yield Mode IIIm Z:257.49 lb Eqn. 12.3-4, Sec. 12.3.7, Z = k2*Dr*lm*Fem/((1+2*Re)*RD) Yield Mode IIIs Z:141.75 lb Eqn. 12.3-5, Sec. 12.3.7, Z = k3*Dr*ls*Fem/((2+Re)*RD) Yield Mode IV Z:187.80 lb Eqn. 12.3-6, Sec. 12.3.7, Z = Dr2/(RD)*sqrt(2*Fem*Fyb/(3*(1+Re))) Governing Mode Z:141.75 lb Load Duration Factor,CD:1.15 Table 2.3.2, (1.15 if governed by snow, 1.6 if governed by seismic) Wet Serive Factor,CM:1.00 Table 10.3.3 Temperature Factor,Ct:1.00 Table 11.3.4 Geometry Factor,CD:1.00 Sec. 12.5.1 Adjusted Shear Capacity,Z':163.02 lb Sec. 12.3.2, Table 11.3.1, Z' = Z*CD*DM*Ct*DD Withdrawal Capacity Reference Withdrawal Capacity,W:205 lb/in Eqn. 12.2-1, W = 1800*G^(3/2)*D^(3/4) Load Duration Factor,CD:1.60 Table 2.3.2 (1.6 because uplift is governed by Wind or Seismic) Wet Serive Factor,CM:1.00 Table 10.3.3 Temperature Factor,Ct:1.00 Table 11.3.4 Geometry Factor,CD:1.00 Sec. 12.5.1 Adjusted Withdrawal Capacity per inch,W':327.65 lb/in Sec. 12.2.1, Table 12.2A, W' = W*CD*DM*Ct*DD Adjusted Withdrawal Capacity,W':593.86 lb Sec. 12.2.1, Table 12.2A, W' = W'*lm Combined Shear and Withdrawal Capacity Angle Between Load and Wood Surface (Exposed Edge),aExp:86.84 deg Angle Between Load and Wood Surface (Non-Exposed Edge),aNExp:84.96 deg Adjusted Comb. Shear & Withdrawal Capacity (Exposed Edge),Z'a_EXP:647.14 lb Eqn. 12.4-1, Z'aExp = W'*pt*Z'*(0.9/CD)/(W'*pt)*cos2aExp+Z'*(0.9/CD)*Sin2aExp) Adjusted Comb. Shear & Withdrawal Capacity (Non-Exposed Edge),Z'a_NEXP:647.14 lb Eqn. 12.4-1, Z'aNExp = W'*pt*Z'*(0.9/CD)/(W'*pt)*cos2aNExp+Z'*(0.9/CD)*Sin2aNExp) Kijja Ketprechasawat 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:23 of 47 Load Comparison IBC 2018 Version:2.1 SS21-2: U-Anchor (U-Anchor 2400 or 2600 (F.O.S = 3)) Uplift Capacity,UAnchoruplift: lb Refs. 36 Shear Capacity,UAnchorshear: lb Refs. 36 SS21-3: S-5U (S-5U! Universal Clamp for Standing Seam Roofs) Uplift Capacity,S5Uuplift: lb Ref. 18 Shear Capacity,S5Ushear: lb Ref. 18 SS21-4: Versabracket (F.O.S = 1.5) Anchor Material, Uplift Capacity,Versabrktuplift: lb Ref. 19 Shear Capacity,Versabrktshear: lb Ref. 19 SS21-5: Bolt to Steel Referenced sections, equations, and tables are found in AISC 14th Edition, unless noted otherwise. Bot Diameter,db: in Nominal Shear Strength,Fnv_W: ksi Table 7-1 Nominal Tension Strength,Fnt_W: ksi Table 7-2 Nominal Bolt Area,Ab: in2 Bolt Shear Strength,rnv_W: lb J5.2,J3.6, Fnv_W = 0.85*Fnv*Ab Bolt Tension Strength,rnt_W: lb J5.2,J3.6, Fnv_W = Fnt*Ab Member Bearing Strength Steel Member Yield Strength,Fy: ksi Steel Member Ultimate Stregth,FU: ksi Member Flange Thickness,tf: in Member Flange Width,bf: in Member Web Thickness,tw: in k1 Dimension,kdes: in Workable Gauge,gauge: in Min. Allowable Clear Distance,lc: in Table J3.4, lc = db+1/4-db/2-1/32 (in) ASD Bearing Reduction Factor,Wbrg:Sec. J3.10 Bearing Strength,Rn_W: lb Sec. J3.10, Rn_W = min(1.2*lc*tf*Fu, 2.4*db*tf(Fu)/Wbrg Member Flange Bending Effective Flange Width,beff: in beff = (gage/2-kdes)*2 Moment of Inertia,Iflange: in4 Iflange = beff*tf3/12 Plastic Section Modulus,Zflange: in3 Zflange = beff*df2/4 ASD Bending Reduction Factor,Wbnd:Sec. F1 Flange Bending Strength,Mn_W: kip.in Mn_W = Fy*Sflange/Wbnd Maximum Tension for Moment,Tmax: lb Tmax = Mn_W / (gage/2 - kdes) Geometry and Member Capacity Checks Nut Diameter/Width,Gnut: in (Nut Width = 0.557" across corners) Nut Clearance Check,Clearance Check: Tile Roof Connections Load capacities are referenced in from Quick Mount PV State Compliance Letters. See Reference List in Section 3.0. Roof Deck Thickness,tdeck: in Specific Gravity of Wood,Gtruss: SS22-1: Quick Hook Side SS22-4: Quick Hook Bottom (Quick Mount PV Quick Hook Mount (QMHLB, QMHLS, QMHSB, QMHSS)) Uplift Capacity Reduction,Refs. 29 & 31, applied to adjust for deck thickness Compression Capacity of QHook,QMHcompression: lb Refs. 29 - 35 Uplift Capacity of QHook,QMHuplift: lb Refs. 29 - 35 Shear Capacity of QHook,QMHshear: lb Refs. 29 - 35 SS22-2: QBase (Quick Mount PV Qbase Universal Tile Mount (QMUTM)) Uplift Capacity Reduction,Refs. 26 & 28, applied to adjust for deck thickness Uplift Capacity of QBase,QBaseuplift: lb Refs. 26 & 27 Shear Capacity of QBase,QBaseshear: lb Refs. 26 & 27 SS22-3: Tile Replacement (Quick Mount PV Tile Replacement Mount (QMTRM)) Uplift Capacity Reduction,Refs. 23 & 25, applied to adjust for deck thickness per Note 6. Uplift Capacity of Tile Replacement Mount,QMTRMuplift: lb Refs. 23 & 24 Shear Capacity of Tile Replacement Mount,QMTRMshear: lb Refs. 23 & 24 SS22-5: IronRidge KO Tile (IronRidge Knockout Tile Roof Attachment) Uplift Capacity of KO Tile Assembly,Uplift: lb Ref. 37 Compression Capacity of KO Tile Assembly,Compression: lb Ref. 37 Downslope Shear Capacity of KO Tile Assembly,Downslope Shear: lb Ref. 37 Across Slope Shear Capacity of KO Tile Assembly,Across Slope Shear: lb Ref. 37 Kijja Ketprechasawat 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:24 of 47 Load Comparison IBC 2018 Version:2.1 APPENDIX A ASCE7 HAZARDS REPORT Kijja Ketprechasawat 2/7/2020 ASCE 7 Hazards Report Address: 10495 N Michigan Rd Carmel, Indiana 46032 Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Default (see Section 11.4.3) Elevation:892.84 ft (NAVD 88) Latitude: Longitude: 39.938053 -86.235469 Wind Results: Data Source: Date Accessed: Wind Speed: 106 Vmph 10-year MRI 74 Vmph 25-year MRI 81 Vmph 50-year MRI 85 Vmph 100-year MRI 94 Vmph ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4 Mon Jul 08 2019 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 7-16 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 7-16 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. Page 1 of 4https://asce7hazardtool.online/Mon Jul 08 2019 SS : 0.173 S1 : 0.082 Fa : 1.6 Fv : 2.4 SMS : 0.276 SM1 : 0.198 SDS : 0.184 SD1 : 0.132 TL : 12 PGA : 0.087 PGA M : 0.139 FPGA : 1.6 Ie : 1 Cv : 0.7 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Default (see Section 11.4.3) B Data Accessed: Date Source: Mon Jul 08 2019 USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. Page 2 of 4https://asce7hazardtool.online/Mon Jul 08 2019 Ice Results: Data Source: Date Accessed: Ice Thickness: 2.00 in. Concurrent Temperature: 5 F Gust Speed: 40 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Mon Jul 08 2019 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 500-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. Snow Results: Ground Snow Load, p : 20 lb/ftg 2 Elevation: 892.8 ft Data Source: ASCE/SEI 7-16, Table 7.2-8 Date Accessed: Mon Jul 08 2019 Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered. Page 3 of 4https://asce7hazardtool.online/Mon Jul 08 2019 Rain Results: Data Source: Date Accessed: 15-minute Precipitation Intensity: 6.39 in./h 60-minute Precipitation Intensity: 3.08 in./h NOAA National Weather Service, Precipitation Frequency Data Server, Atlas 14 (https://www.nws.noaa.gov/oh/hdsc/) Mon Jul 08 2019 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. 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Page 4 of 4https://asce7hazardtool.online/Mon Jul 08 2019 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:29 of 47 Load Comparison IBC 2018 Version:2.1 APPENDIX B AURORA SHADE REPORT (SOLAR PANEL LAYOUT) 2/7/2020 Kijja Ketprechasawat Aurora Shade Report BatchJ JPMCTrancheIN Customer Kijja Ketprechasawat Designer Black and Veatch Organization 10495 N Michigan Rd Carmel, IN 46032-7939 Address (39.938285, -86.234706) Coordinates 11 February 2020 Date DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCACDCACDCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCACDCACDCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCACDCAC DCAC DCACDCACDCACDCACDCAC DCAC DCACDCAC DCACDCACDCACDCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC DCAC 1 2 3 4 Annual irradiance 2,450 or more 2,100 1,750 1,400 1,050 700 350 0 kWh/m /year2 Array Panel Count Azimuth (deg.)Pitch (deg.)Annual TOF (%)Annual Solar Access (%)Annual TSRF (%) 1 29 162 26 99 97 96 2 20 72 26 79 100 79 3 10 162 25 99 99 98 4 12 162 26 99 99 98 Weighted average by panel count ----98.5 91.8 Summary Array Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 1 95 97 98 98 98 98 98 98 98 97 95 95 2 99 99 100 100 100 100 100 100 100 100 99 99 3 97 98 99 99 99 99 99 99 99 98 96 96 4 99 99 99 99 99 99 99 99 99 99 99 99 Monthly solar access (%) across arrays 1/3 BatchJ JPMCTrancheIN Customer Kijja Ketprechasawat Designer Black and Veatch Organization 10495 N Michigan Rd Carmel, IN 46032-7939 Address (39.938285, -86.234706) Coordinates 11 February 2020 Date Zoomed out satellite view    50 ft 3D model 3D model with LIDAR overlay 2/3 BatchJ JPMCTrancheIN Customer Kijja Ketprechasawat Designer Black and Veatch Organization 10495 N Michigan Rd Carmel, IN 46032-7939 Address (39.938285, -86.234706) Coordinates 11 February 2020 Date Street view and corresponding 3D model I, Kijja Ketprechasawat, certify that I have generated this shading report to the best of my abilities, and I believe its contents to be accurate. 3/3 © 2020 Google Carmel, Indiana Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:33 of 47 Load Comparison IBC 2018 Version:2.1 APPENDIX C REFERENCE DRAWINGS Kijja Ketprechasawat 2/7/2020 65'8"60'8"60'8"62'4" 25.625'8'4"8'4" 9'-5"4'4"9'-5"4'4" Tributary Height of Wall = 14 ft / 2 = 7 ft West Side Wall area = 60.67'x7' = 424.69 ft^2 Glass area = (25.625'x5.75') + (2x4.33'x5') = 190.64 ft^2 or = (190.64/424.69)x100 = 44.89% Brick area = 100-44.89 = 55.11%12'-8"5'-0"5'-9"7'-0"4'4"5'-0"7'North Side Wall area = 65.67'x7' = 459.69 ft^2 Glass area = (3x4.33'x5') = 64.95 ft^2 or = (64.95/459.69)x100 = 14.13% Brick area = 100-14.13 = 85.87% Tributary Height of Wall = 14 ft / 2 = 7 ft East Side Wall area = 62.33'x7' = 436.31 ft^2 Brick area = 100%7'-0"7'-0"4'4"5'-0"South Side Wall area = 60.67'x7' = 424.69 ft^2 Glass area = (3x4.33'x5') = 64.95 ft^2 or = (64.95/424.69)x100 = 15.29% Brick area = 100-15.29 = 84.71% Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:41 of 47 Load Comparison IBC 2018 Version:2.1 APPENDIX D SITE INSPECTION DATA Kijja Ketprechasawat 2/7/2020 MEASURED ROOF SLOPE =26 degrees 1A WOOD TRUSS: DEPTH = SPAN = SPACING =2 ft TOP CHORD SIZE =2x4 BOTTOM CHORD SIZE = WEB MEMBER SIZE(S) = PANEL POINT LOCATION (on sketch) WEB MEMBER ANGLE (on sketch) BRACE LOCATION (on sketch) 1B DTC 1 DTC 2 WOOD TRUSS: DEPTH = SPAN = SPACING =2 ft TOP CHORD SIZE =2x4 BOTTOM CHORD SIZE = WEB MEMBER SIZE(S) = PANEL POINT LOCATION (on sketch) WEB MEMBER ANGLE (on sketch) BRACE LOCATION (on sketch) Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:43 of 47 Load Comparison IBC 2018 Version:2.1 APPENDIX E RACKING DESIGN REPORT (NOT USED) 2/7/2020 Kijja Ketprechasawat Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:44 of 47 Load Comparison IBC 2018 Version:2.1 APPENDIX F PITCHED ROOF CONNECTION DESIGN (NOT USED) Kijja Ketprechasawat 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:45 of 47 Load Comparison IBC 2018 Version:2.1 APPENDIX G DETAILED MEMBER CHECK (NOT USED) Kijja Ketprechasawat 2/7/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400130 File No.:06.00.512459 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:46 of 47 Load Comparison IBC 2018 Version:2.1 APPENDIX H REFERENCE CATALOG / BROCHURE Kijja Ketprechasawat 2/7/2020