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HomeMy WebLinkAbout400130-156701_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: 156701 Site Address: 13085 Pettigru Drive, Carmel, IN, 46032-4436 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 67 Project No.:400127 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 2/14/2020 Amir Tabarestani 3/2/2020 *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. 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* Kanokjeth Praphansiri 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. 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.:06.00.156701 Cameron Bryant 08/Jan/2021 Client:JP Morgan & Chase Computed By:Kanokjeth Praphansiri Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:2 of 67 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 (156701)4 5.0 ROOF 2 LOAD ANALYSIS (156701-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 38 APPENDIX E: RACKING DESIGN REPORT 40 APPENDIX F: PITCHED ROOF CONNECTION DESIGN 50 APPENDIX G: DETAILED MEMBER CHECK 51 APPENDIX H: REFERENCE CATALOG / BROCHURE 52 Page No. 2/14/2020 Page No. Client:JP Morgan & Chase Computed By:Kanokjeth Praphansiri Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:3 of 67 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.UNIRAC Code Compliant Engineering Letter for IN State 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. 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:4 of 67 Load Comparison IBC 2018 Version:2.1 ROOF 1 LOAD ANALYSIS (156701) MAIN BUILDING Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:5 of 67 Load Comparison IBC 2018 Version:2.1 4.0.Site Information Building ID:156701 Project Name:Towne and West Main Address:13085 Pettigru Drive, Carmel, IN, 46032-4436 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: 20.0 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: 0.18 g Seismic Design Category: B Roof Characteristics Mean Roof Height: 15.00 ft Roof Angle: 0.0 degrees 6.0.Load Determination 6.1.Existing Roof Dead Load Roof Dead Load:Droof:15 psf Component:Membrane Insulation - 1 Insulation - 2 Deck Structure Utilities Ceiling - 1 Ceiling - 2 Other - 1 Other - 2 Total Dead Load (psf):0.7 6 2 1 4 1 14.7 Material: 6.2.Proposed Solar Array Dead Load Solar Array dead load including PV modules, racking, ballast (ref. Racking Design Report) Solar Array Dead Load:DPV:5.26 psf 6.3.Existing Roof Design Live Load Exist Design Roof Live Load:RLLexist:20.00 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 Standard, Mechanical duct allowances Acoustical Fiber board, "drop-ceiling" Single-ply, Waterproofing membranes Rigid insulation 2-in Deck, metal, 22 gauge Steel Joist (Assumption if specification is not known) Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:6 of 67 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:Gable 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:15.0 feet (ref. Drawings, Site Survey Data, Aurora Layout) Parapet height:hpt:1 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 :0 deg Ground Elevation above sea level:Zg:903.6 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:1200 ft 2 7. Zone dimension:a:9.00 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, C N (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 9 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 1200 -0.40 -1.00 -1.40 0.00 0.00 0.00 0.00 -1.40 0.00 0.00 0.00 0.20 0.20 0.20 0.20 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 1200 -1.00 -1.00 -1.10 0.00 0.00 0.00 -1.10 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 1200 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) 1200 -16.0 -19.6 -26.2 -26.2 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) 1200 -19.6 -19.6 -21.2 -21.2 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) 1200 Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:7 of 67 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:61 ft (ref. Drawings, Site Survey Data, Aurora Layout) Overall building width WS:60 ft (ref. Drawings, Site Survey Data, Aurora Layout) Building width normal to wind direction B:61 ft (ref. Drawings, Site Survey Data, Aurora Layout) Effective wind area of element:A:1200 ft 2 (ref. Drawings, Site Survey Data, Aurora Layout) Components and Cladding Zone dimension:a:9.00 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:8 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:0.97 Sec 29.4.3 gp=min(1.2,0.9+hpt/h) Chord factor:g c:0.80 Sec 29.4.3 gc=max(0.6+0.06Lp,0.8) Pressure equalization factor:g a: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)g E-_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)g E-_NonExp:1 gE=1.0 elsewhere for uplift loads. Edge factor for downward loads (all panels)g E+:1 gE=1.0 for all downward loads. Normalized wind area:An:5333.3 ft 2 Fig 29.4-7: An = [1000/max(Lb,15)2]A Height of gap between panel and roof at lower edge:h1:0.35 ft Sec 29.4.3 height limit - - -OK (ref. Applicable Racking Data) Height of gap between panel and roof at higher edge:h2:0.81 ft Sec 29.4.3 height limit - - -OK (ref. Applicable Racking Data) Normalized building length:Lb:12.10 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 1200 5333.3 0.15 0.22 0.25 -0.18 -0.25 -0.29 -0.12 -0.17 -0.19 0.12 0.17 0.19 16 21 95.0 0.74 0.98 1.14 -0.86 -1.14 -1.33 -0.57 -0.76 -0.88 0.57 0.76 0.88 17 13 57.8 0.84 1.12 1.31 -0.98 -1.30 -1.52 -0.65 -0.87 -1.01 0.65 0.87 1.01 18 9 38.8 0.92 1.23 1.44 -1.07 -1.43 -1.67 -0.71 -0.95 -1.11 0.71 0.95 1.11 19 20 21 A GCp1'-GCp1-GCp2-GCp2e-GCp2n-GCp2r-GCp2'-GCp3-GCp3e-GCp3r-GCp3'-GCp1'+GCp1+GCp2+, 2'+GCp3+, 3'+ (ft2) 22 1200 -0.40 -1.00 -1.40 0.00 0.00 0.00 0.00 -1.40 0.00 0.00 0.00 0.20 0.20 0.20 0.20 23 21 -0.90 -1.56 -2.13 0.00 0.00 0.00 0.00 -2.85 0.00 0.00 0.00 0.27 0.27 0.27 0.27 24 13 -0.90 -1.65 -2.24 0.00 0.00 0.00 0.00 -3.08 0.00 0.00 0.00 0.29 0.29 0.29 0.29 25 9 -0.90 -1.70 -2.30 0.00 0.00 0.00 0.00 -3.20 0.00 0.00 0.00 0.30 0.30 0.30 0.30 26 27 28 A Clear Wind Flow Obstructed Wind Flow (ft2)CN1-CN2-CN3-CN1+CN2+CN3+CN1-CN2-CN3-CN1+CN2+CN3+ 29 1200 30 21 31 13 32 9 33 34 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) 1200 5333.3 -2.9 -4.2 -4.7 -2.0 -2.8 -3.2 2.0 2.8 3.2 21.37 95.0 -14.3 -18.9 -22.0 -9.5 -12.6 -14.7 9.5 12.6 14.7 13 57.8 -16.2 -21.6 -25.2 -10.8 -14.4 -16.8 10.8 14.4 16.8 8.74 38.8 -17.7 -23.7 -27.7 -11.8 -15.8 -18.5 11.8 15.8 18.5 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) 1200 21 13 9 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) 1200 21 13 9 Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:8 of 67 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:0.0 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:20.0 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:20.00 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:20.00 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)*ls 1/2 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 * hd 2)/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 )*Is 1/2 width of snow drift, w:0.00 ft Sec. 7.7.1: w = (4 * hd), if hd≤hc, or, w = (4 * hd 2)/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:0.16 ft Fig. 7.7-2 Ratio of hc to hb, hc/hb:0.19 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 )*Is 1/2 width of snow drift, w:0.00 ft Sec. 7.7.1: w = (4 * hd), if hd≤hc, or, w = (4 * hd 2)/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 need not 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: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)*Is 1/2] 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 snow load need to be considered. See Ref. 9, Chapter 3. Height of panel at higher edge:hp:0.95 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:2.5 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:13.00 psf Eqn. 8.3-1: R = 5.2*(ds + dh) 2/14/2020 Kanokjeth Praphansiri Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:9 of 67 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 =0.29 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 =15.00 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 =0.036 Wpv Weight of PV array,Wpv =10.9 kip Weight of roof,Wroof =54.9 kip Wall + Other Weight tributary to N-S SFRS,WNS_Wall =23.7 kip Wall + Other Weight tributary to E-W SFRS,WEW_Wall =21.1 kip Exist Effective Seismic Weight (N/S Dir),WNS_exist =78.6 kip Exist Effective Seismic Weight (E/W Dir),WEW_exist =76.0 kip New Effective Seismic Weight (N/S Dir),WNS_new =89.5 kip >WNS_exist =86.5 kip New Effective Seismic Weight (E/W Dir),WEW_new =86.9 kip >WEW_exist =83.6 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):9.1 8 9.1 8 9.1 0 9.1 8 11.7 11.7 Total Area (ft2): % Area:0.956 0.044 0.9532 0.0468 0.0468 0.0468 0.92 0.08 Material:Windows, Glass, Frame, Sash Windows, Glass, Frame, Sash W Shapes W Shapes 2/14/2020 Kanokjeth Praphansiri Metal stud wall with drywall, insulation, and light weight stucco Windows, Glass, Frame, Sash Metal stud wall with drywall, insulation, and light weight stucco Windows, Glass, Frame, Sash Metal stud wall with drywall, insulation, and light weight stucco 683.4 642 488 547.7 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:10 of 67 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 15.00 20.26 Effective Seismic Weight (N/S Dir)13.9 Roof Live Load 20.00 0.00 Effective Seismic Weight (E/W Dir)14.4 Rain Load 13.00 13.00 Max:14.4 Snow Load 20.00 20.00 Wind (downward - Zone 1)16.00 16.00 Allowable PV Array Weight (kip)7.60 Wind (downward - Zone 2)16.00 16.00 Wind (downward - Zone 3)16.00 16.00 Without Overhang:Lateral Check: Wind (uplift - Zone 1)-19.56 -19.56 Wind (uplift - Zone 2)-26.19 -26.19 Wind (uplift - Zone 3)-26.19 -26.19 With Overhang: Wind (uplift - Zone 1)-19.56 -19.56 Wind (uplift - Zone 2)-21.22 -21.22 Wind (uplift - Zone 3)-21.22 -21.22 Panel Pressure Load Check Vertical Seismic Load 0.54 0.73 Max Wind Lod:14.7 psf Max Snow Load:20.00 psf ASD Load Combinations Before PV Array (psf)After PV Array (psf)% Increase Downward Load Cases (Gravity direction) D+ (RLL or R)35.00 33.26 D+S 35.00 40.26 D+0.6W (Zone 1)24.60 29.86 D+0.6W (Zone 2)24.60 29.86 D+0.6W (Zone 3)24.60 29.86 D+0.45W+0.75(RLL or R)-Zone 1 37.20 37.21 D+0.45W+0.75(RLL or R)-Zone 2 37.20 37.21 D+0.45W+0.75(RLL or R)-Zone 3 37.20 37.21 D+0.45W+0.75S (Zone 1)37.20 42.46 D+0.45W+0.75S (Zone 2)37.20 42.46 D+0.45W+0.75S (Zone 3)37.20 42.46 D+0.7E 15.38 20.77 D+0.525E+0.75S 30.28 35.64 Uplift Load Cases (Gravity Direction) Without Overhang: 0.6D+0.6W (Zone 1)-2.74 0.42 0.6D+0.6W (Zone 2)-6.72 -3.56 0.6D+0.6W (Zone 3)-6.72 -3.56 With Overhang: 0.6D+0.6W (Zone 1)-2.74 0.42 0.6D+0.6W (Zone 2)-3.73 -0.58 0.6D+0.6W (Zone 3)-3.73 -0.58 0.6D+0.7E 8.62 11.65 Governing LC (downward)37.20 42.46 14.14 Governing LC (uplift case)-6.72 -3.56 -47.0 Allowable PV Array (psf)1.86 Gravity Check:New governing design load exceeds existing design load. Further analysis is required. Kanokjeth Praphansiri 2/14/2020 89.54 86.92 After PV Array (kip) 78.60 75.98 Before PV Array (kip) The increase in seismic demand-capacity due to addition of PV arrays is more than 10% of the existing demand-capacity. Further sesimic lateral analysis is required. Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:11 of 67 Load Comparison IBC 2018 Version:2.1 8.0.Connection Design Loads (Not Applicable) 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 Non-Exposed Exposed Non-Exposed Exposed Non-Exposed Exposed Non-Exposed Exposed Non-Exposed Exposed Non-Exposed 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 Non-Exposed Exposed Non-Exposed Exposed Non-Exposed Exposed Non-Exposed Exposed Non-Exposed Exposed Non-Exposed Roof Coefficient of Friction, m = Summary of Connection Design Loads Effective Area, A (ft2) Load (lb)Max Value Maximum Tension (Exposed module) Maximum Tension (Non-Exposed module) Maximum Compression Maximum Shear Maximum Combined Tension/Shear (Exposed module) Maximum Combined Tension/Shear (Non-Exposed module) Maximum Combined Compression/Shear Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:12 of 67 Load Comparison IBC 2018 Version:2.1 9.0.Connection Design Capacity (Not Applicable) Connection Design Loads Connection Type Connection Effective Area, A ft 2 Tension Capacity lb Maximum Tension (Exposed module) lb Compression Capacity lb Maximum Tension (Non-Exposed module) lb Shear Capacity lb Maximum Compression lb Comb. Tension / Shear Capacity (Exposed Module) lb Maximum Shear lb Comb. Tension / Shear Capacity (Non-Exposed Module) lb Maximum Combined Tension/Shear (Exposed module) lb Comb. Compression / Shear Capacity lb Maximum Combined Tension/Shear (Non-Exposed module) lb Geometry Check Maximum Combined Compression/Shear lb Allowable Connection Spacing (based on Tension Capacity), S 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: in Decking (side member), Decking (side member) Thickness,ddeck: in Embedment Length in Main Member,pt: in (in 1/2" increments. 2" min, not to exceed member depth) Specific Gravity of Rafter Species,Gtruss:Table 12.3.3A (Use G=0.42 for unknown species) Specific Gravity of Deck Species,Gdeck:Table 12.3.3B (Use G=0.42 for unknown species. Lag Screw Diameter,D: in Table L2 Lag Screw Root Diameter,Dr: in Table L2 Lag Screw Bending Yield Strength,Fyb: psi Portland Bolt - ASTM F593, https://www.portlandbolt.com/technical/specifications/astm-f593/ Length of Lag Screw Tappered Tip,E: in Table L2 Design Embedment Length in Main Member lm: in Embedment Length in Side Member,ls: in Dowel Bearing Strength of Main Member,Fem: psi Table 12.3.3, Fem = 11200*Gtruss Dowel Bearing Strength of Side Member,Fes: psi Table 12.3.3, Fes = 6100*Gpanel1.45/sqrt(D) Yield Limit Equations for Single Shear Dowel Type Connections Diameter Coefficient,KD:Table 12.3.1B, KD = 10D+0.5 for 0.17"<D<0.25" Angle to Grain Coefficient,Kq: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:Table 12.3.1B, Rd = KD*Kq Re:Table 12.3.1A, Re = Fem/Fes Rt:Table 12.3.1A, Rt = lm/ls , k1:Table 12.3.1A, k1 = (sqrt(Re+2*Re^2*(1+Rt+Rt^2)+Rt^2*Re^3)-Re*(1+Rt))/(1+Re) , k2: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: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: lb Eqn. 12.3-1, Sec. 12.3.7, Z = Dr*lm*Fem/(RD) Yield Mode Is Z: lb Eqn. 12.3-2, Sec. 12.3.7, Z = Dr*ls*Fes/(R D) Yield Mode II Z: lb Eqn. 12.3-3, Sec. 12.3.7, Z = k1*Dr*ls*Fes/(RD) Yield Mode IIIm Z: lb Eqn. 12.3-4, Sec. 12.3.7, Z = k2*Dr*lm*Fem/((1+2*Re)*RD) Yield Mode IIIs Z: lb Eqn. 12.3-5, Sec. 12.3.7, Z = k3*Dr*ls*Fem/((2+Re)*RD) Yield Mode IV Z: lb Eqn. 12.3-6, Sec. 12.3.7, Z = Dr2/(RD)*sqrt(2*Fem*Fyb/(3*(1+Re))) Governing Mode Z: lb Load Duration Factor,CD:Table 2.3.2, (1.15 if governed by snow, 1.6 if governed by seismic) Wet Serive Factor,CM:Table 10.3.3 Temperature Factor,Ct:Table 11.3.4 Geometry Factor,CD:Sec. 12.5.1 Adjusted Shear Capacity,Z': lb Sec. 12.3.2, Table 11.3.1, Z' = Z*CD*DM*Ct*DD Withdrawal Capacity Reference Withdrawal Capacity,W: lb/in Eqn. 12.2-1, W = 1800*G^(3/2)*D^(3/4) Load Duration Factor,CD:Table 2.3.2 (1.6 because uplift is governed by Wind or Seismic) Wet Serive Factor,CM:Table 10.3.3 Temperature Factor,Ct:Table 11.3.4 Geometry Factor,CD:Sec. 12.5.1 Adjusted Withdrawal Capacity per inch,W': lb/in Sec. 12.2.1, Table 12.2A, W' = W*CD*DM*Ct*DD Adjusted Withdrawal Capacity,W': 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: deg Angle Between Load and Wood Surface (Non-Exposed Edge),aNExp: deg Adjusted Comb. Shear & Withdrawal Capacity (Exposed Edge),Z'a_EXP: 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: lb Eqn. 12.4-1, Z'aNExp = W'*pt*Z'*(0.9/CD)/(W'*pt)*cos2aNExp+Z'*(0.9/CD)*Sin2aNExp) Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:13 of 67 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: in 2 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,W brg: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: in 4 Iflange = beff*tf 3/12 Plastic Section Modulus,Zflange: in 3 Zflange = beff*df 2/4 ASD Bending Reduction Factor,W bnd: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 Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:14 of 67 Load Comparison IBC 2018 Version:2.1 ROOF 2 LOAD ANALYSIS (156701-DTC) MAIN BUILDING Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:15 of 67 Load Comparison IBC 2018 Version:2.1 4.0.Site Information Building ID:156701-DTC Project Name:Towne and West Main Address:13085 Pettigru Drive, Carmel, IN, 46032-4436 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: 20.0 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: 0.18 g Seismic Design Category: B Roof Characteristics Mean Roof Height: 13.90 ft Roof Angle: 0.0 degrees 6.0.Load Determination 6.1.Existing Roof Dead Load Roof Dead Load:Droof:15 psf Component:Membrane Insulation - 1 Insulation - 2 Deck Structure Utilities Ceiling - 1 Ceiling - 2 Other - 1 Other - 2 Total Dead Load (psf):0.7 2 1 0.5 2.75 6.95 Material: 6.2.Proposed Solar Array Dead Load Solar Array dead load including PV modules, racking, ballast (ref. Racking Design Report) Solar Array Dead Load:DPV:6.28 psf 6.3.Existing Roof Design Live Load Exist Design Roof Live Load:RLLexist:20.00 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 Utilities, Standard for drive through canopy Gypsum board 5/8-in (5/8) Single-ply, Waterproofing membranes Deck, metal, 22 gauge Steel Joist (Assumption if specification is not known) Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:16 of 67 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:13.9 feet (ref. Drawings, Site Survey Data, Aurora Layout) Parapet height:hpt:1 feet (ref. Drawings, Site Survey Data, Aurora Layout) Horizontal dimension of building:L:22.9 feet (measured along wind direction for open buildings. Ref. Fig 30.7-1, 30.7-2, 30.7-3) Roof Angle from Horizontal:q :0 deg Ground Elevation above sea level:Zg:903.6 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:175 ft 2 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, C N (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 9 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) 1 175 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) 1 175 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+ 8 175 -1.10 -1.10 -1.10 1.20 1.20 1.20 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) 175 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) 175 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) 175 -16.0 -16.0 -16.0 16.9 16.9 16.9 Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:17 of 67 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:43.33 ft (ref. Drawings, Site Survey Data, Aurora Layout) Overall building width WS:22.9 ft (ref. Drawings, Site Survey Data, Aurora Layout) Building width normal to wind direction B:43.33 ft (ref. Drawings, Site Survey Data, Aurora Layout) Effective wind area of element:A:175 ft 2 (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:8 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:0.97 Sec 29.4.3 gp=min(1.2,0.9+hpt/h) Chord factor:g c:0.80 Sec 29.4.3 gc=max(0.6+0.06Lp,0.8) Pressure equalization factor:g a: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)g E-_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)g E-_NonExp:1 gE=1.0 elsewhere for uplift loads. Edge factor for downward loads (all panels)g E+:1 gE=1.0 for all downward loads. Normalized wind area:An:776.9 ft 2 Fig 29.4-7: An = [1000/max(Lb,15)2]A Height of gap between panel and roof at lower edge:h1:0.35 ft Sec 29.4.3 height limit - - -OK (ref. Applicable Racking Data) Height of gap between panel and roof at higher edge:h2:0.81 ft Sec 29.4.3 height limit - - -OK (ref. Applicable Racking Data) Normalized building length:Lb:9.82 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) 15 175 776.9 0.36 0.46 0.53 -0.42 -0.53 -0.61 -0.28 -0.35 -0.41 0.28 0.35 0.41 16 21 95.0 0.74 0.98 1.14 -0.86 -1.14 -1.33 -0.58 -0.76 -0.89 0.58 0.76 0.89 17 13 57.8 0.84 1.12 1.31 -0.98 -1.31 -1.53 -0.65 -0.87 -1.02 0.65 0.87 1.02 18 9 38.8 0.92 1.23 1.44 -1.07 -1.44 -1.68 -0.72 -0.96 -1.12 0.72 0.96 1.12 19 20 21 A GCp1'-GCp1-GCp2-GCp2e-GCp2n-GCp2r-GCp2'-GCp3-GCp3e-GCp3r-GCp3'-GCp1'+GCp1+GCp2+, 2'+GCp3+, 3'+ (ft2) 22 175 23 21 24 13 25 9 26 27 28 A Clear Wind Flow Obstructed Wind Flow (ft2)CN1-CN2-CN3-CN1+CN2+CN3+CN1-CN2-CN3-CN1+CN2+CN3+ 29 175 -1.10 -1.10 -1.10 1.20 1.20 1.20 30 21 -1.10 -1.10 -1.10 1.20 1.20 1.20 31 13 -1.10 -1.70 -1.70 1.20 1.80 1.80 32 9 -1.10 -1.70 -1.70 1.20 1.80 1.80 33 34 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) 175 776.9 -7.0 -8.8 -10.2 -4.7 -5.9 -6.8 4.7 5.9 6.8 21.37 95.0 -14.3 -19.0 -22.1 -9.6 -12.6 -14.7 9.6 12.6 14.7 13 57.8 -16.3 -21.7 -25.3 -10.8 -14.5 -16.9 10.8 14.5 16.9 8.74 38.8 -17.8 -23.9 -27.9 -11.9 -15.9 -18.6 11.9 15.9 18.6 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) 175 21 13 9 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) 175 21 13 9 Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:18 of 67 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:2.0 ft (ref. Drawings, Site Survey Data, Aurora Layout) Length of higher roof parallel to drift,lu:60.0 ft (ref. Drawings, Site Survey Data, Aurora Layout) Length of lower roof parallel to drift,lL:43.4 ft (ref. Drawings, Site Survey Data, Aurora Layout) Roof eave to ridge horizontal distance,W:0.0 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:20.0 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:20.00 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:20.00 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: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:0.99 ft Fig. 7-8 Ratio of hc to hb, hc/hb:0.98 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:0.99 ft Sec. 7.7.1, Fig. 7.6-1: hd = (0.43 * (lu)1/3 * (pg + 10)1/4 - 1.5)*ls 1/2 but not greater than 0.6*lL width of snow drift, w:3.95 ft Sec. 7.7.1: w = (4 * hd), if hd≤hc, or, w = (4 * hd 2)/hc if hd > hc; w shall not exceed 8hc Maximum intensity of drift surcharge load,pd:16.40 psf Sec. 7.7.1: pd = hd * γ Windward Drift: height of drift, hd:1.53 ft Sec. 7.7.1, Fig. 7.6-1: hd = 0.75 * ( 0.43 * (lL)1/3 * (pg + 10)1/4 - 1.5 )*Is 1/2 width of snow drift, w:7.90 ft Sec. 7.7.1: w = (4 * hd), if hd≤hc, or, w = (4 * hd 2)/hc if hd > hc; w shall not exceed 8hc Maximum intensity of drift surcharge load,pd:16.40 psf Sec. 7.7.1: pd = hd * γ Drift Snow Loads from Parapet Height from top of balanced snow to parapet top,hc:-0.01 ft Fig. 7.7-2 Ratio of hc to hb, hc/hb:-0.01 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 )*Is 1/2 width of snow drift, w:0.00 ft Sec. 7.7.1: w = (4 * hd), if hd≤hc, or, w = (4 * hd 2)/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 need not 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: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)*Is 1/2] 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:0.95 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:2.5 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:13.00 psf Eqn. 8.3-1: R = 5.2*(ds + dh) 2/14/2020 Kanokjeth Praphansiri Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:19 of 67 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 =0.29 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 =13.90 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 =0.036 Wpv Weight of PV array,Wpv =1.1 kip Weight of roof,Wroof =14.7 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 =14.7 kip Exist Effective Seismic Weight (E/W Dir),WEW_exist =14.7 kip New Effective Seismic Weight (N/S Dir),WNS_new =15.8 kip <=WNS_exist =16.2 kip New Effective Seismic Weight (E/W Dir),WEW_new =15.8 kip <=WEW_exist =16.2 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): Total Area (ft2): % Area: Material: 2/14/2020 Kanokjeth Praphansiri Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:20 of 67 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 15.00 21.28 Effective Seismic Weight (N/S Dir)7.2 Roof Live Load 20.00 0.00 Effective Seismic Weight (E/W Dir)7.2 Rain Load 13.00 13.00 Max:7.2 Snow Load 20.00 20.00 Wind (downward - Zone 1)16.91 16.91 Allowable PV Array Weight (kip)1.47 Wind (downward - Zone 2)16.91 16.91 Wind (downward - Zone 3)16.91 16.91 Without Overhang:Lateral Check: Wind (uplift - Zone 1)-16.00 -16.00 Wind (uplift - Zone 2)-16.00 -16.00 Wind (uplift - Zone 3)-16.00 -16.00 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 0.54 0.77 Max Wind Lod:14.7 psf Max Snow Load:33.20 psf ASD Load Combinations Before PV Array (psf)After PV Array (psf)% Increase Downward Load Cases (Gravity direction) D+ (RLL or R)35.00 34.28 D+S 35.00 41.28 D+0.6W (Zone 1)25.15 31.43 D+0.6W (Zone 2)25.15 31.43 D+0.6W (Zone 3)25.15 31.43 D+0.45W+0.75(RLL or R)-Zone 1 37.61 38.64 D+0.45W+0.75(RLL or R)-Zone 2 37.61 38.64 D+0.45W+0.75(RLL or R)-Zone 3 37.61 38.64 D+0.45W+0.75S (Zone 1)37.61 43.89 D+0.45W+0.75S (Zone 2)37.61 43.89 D+0.45W+0.75S (Zone 3)37.61 43.89 D+0.7E 15.38 21.82 D+0.525E+0.75S 30.28 36.68 Uplift Load Cases (Gravity Direction) Without Overhang: 0.6D+0.6W (Zone 1)-0.60 3.17 0.6D+0.6W (Zone 2)-0.60 3.17 0.6D+0.6W (Zone 3)-0.60 3.17 With Overhang: 0.6D+0.6W (Zone 1)9.00 12.77 0.6D+0.6W (Zone 2)9.00 12.77 0.6D+0.6W (Zone 3)9.00 12.77 0.6D+0.7E 8.62 12.23 Governing LC (downward)37.61 43.89 16.70 Governing LC (uplift case)-0.60 3.17 0.0 Allowable PV Array (psf)1.88 Gravity Check:New governing design load exceeds existing design load. Further analysis is required. Kanokjeth Praphansiri 2/14/2020 15.80 15.80 After PV Array (kip) 14.73 14.73 Before PV Array (kip) 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. Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:21 of 67 Load Comparison IBC 2018 Version:2.1 8.0.Connection Design Loads (Not Applicable) 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 Non-Exposed Exposed Non-Exposed Exposed Non-Exposed Exposed Non-Exposed Exposed Non-Exposed Exposed Non-Exposed 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 Non-Exposed Exposed Non-Exposed Exposed Non-Exposed Exposed Non-Exposed Exposed Non-Exposed Exposed Non-Exposed Roof Coefficient of Friction, m = Summary of Connection Design Loads Effective Area, A (ft2) Load (lb)Max Value Maximum Tension (Exposed module) Maximum Tension (Non-Exposed module) Maximum Compression Maximum Shear Maximum Combined Tension/Shear (Exposed module) Maximum Combined Tension/Shear (Non-Exposed module) Maximum Combined Compression/Shear Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:22 of 67 Load Comparison IBC 2018 Version:2.1 9.0.Connection Design Capacity (Not Applicable) Connection Design Loads Connection Type Connection Effective Area, A ft 2 Tension Capacity lb Maximum Tension (Exposed module) lb Compression Capacity lb Maximum Tension (Non-Exposed module) lb Shear Capacity lb Maximum Compression lb Comb. Tension / Shear Capacity (Exposed Module) lb Maximum Shear lb Comb. Tension / Shear Capacity (Non-Exposed Module) lb Maximum Combined Tension/Shear (Exposed module) lb Comb. Compression / Shear Capacity lb Maximum Combined Tension/Shear (Non-Exposed module) lb Geometry Check Maximum Combined Compression/Shear lb Allowable Connection Spacing (based on Tension Capacity), S 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: in Decking (side member), Decking (side member) Thickness,ddeck: in Embedment Length in Main Member,pt: in (in 1/2" increments. 2" min, not to exceed member depth) Specific Gravity of Rafter Species,Gtruss:Table 12.3.3A (Use G=0.42 for unknown species) Specific Gravity of Deck Species,Gdeck:Table 12.3.3B (Use G=0.42 for unknown species. Lag Screw Diameter,D: in Table L2 Lag Screw Root Diameter,Dr: in Table L2 Lag Screw Bending Yield Strength,Fyb: psi Portland Bolt - ASTM F593, https://www.portlandbolt.com/technical/specifications/astm-f593/ Length of Lag Screw Tappered Tip,E: in Table L2 Design Embedment Length in Main Member lm: in Embedment Length in Side Member,ls: in Dowel Bearing Strength of Main Member,Fem: psi Table 12.3.3, Fem = 11200*Gtruss Dowel Bearing Strength of Side Member,Fes: psi Table 12.3.3, Fes = 6100*Gpanel1.45/sqrt(D) Yield Limit Equations for Single Shear Dowel Type Connections Diameter Coefficient,KD:Table 12.3.1B, KD = 10D+0.5 for 0.17"<D<0.25" Angle to Grain Coefficient,Kq: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:Table 12.3.1B, Rd = KD*Kq Re:Table 12.3.1A, Re = Fem/Fes Rt:Table 12.3.1A, Rt = lm/ls , k1:Table 12.3.1A, k1 = (sqrt(Re+2*Re^2*(1+Rt+Rt^2)+Rt^2*Re^3)-Re*(1+Rt))/(1+Re) , k2: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: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: lb Eqn. 12.3-1, Sec. 12.3.7, Z = Dr*lm*Fem/(RD) Yield Mode Is Z: lb Eqn. 12.3-2, Sec. 12.3.7, Z = Dr*ls*Fes/(R D) Yield Mode II Z: lb Eqn. 12.3-3, Sec. 12.3.7, Z = k1*Dr*ls*Fes/(RD) Yield Mode IIIm Z: lb Eqn. 12.3-4, Sec. 12.3.7, Z = k2*Dr*lm*Fem/((1+2*Re)*RD) Yield Mode IIIs Z: lb Eqn. 12.3-5, Sec. 12.3.7, Z = k3*Dr*ls*Fem/((2+Re)*RD) Yield Mode IV Z: lb Eqn. 12.3-6, Sec. 12.3.7, Z = Dr2/(RD)*sqrt(2*Fem*Fyb/(3*(1+Re))) Governing Mode Z: lb Load Duration Factor,CD:Table 2.3.2, (1.15 if governed by snow, 1.6 if governed by seismic) Wet Serive Factor,CM:Table 10.3.3 Temperature Factor,Ct:Table 11.3.4 Geometry Factor,CD:Sec. 12.5.1 Adjusted Shear Capacity,Z': lb Sec. 12.3.2, Table 11.3.1, Z' = Z*CD*DM*Ct*DD Withdrawal Capacity Reference Withdrawal Capacity,W: lb/in Eqn. 12.2-1, W = 1800*G^(3/2)*D^(3/4) Load Duration Factor,CD:Table 2.3.2 (1.6 because uplift is governed by Wind or Seismic) Wet Serive Factor,CM:Table 10.3.3 Temperature Factor,Ct:Table 11.3.4 Geometry Factor,CD:Sec. 12.5.1 Adjusted Withdrawal Capacity per inch,W': lb/in Sec. 12.2.1, Table 12.2A, W' = W*CD*DM*Ct*DD Adjusted Withdrawal Capacity,W': 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: deg Angle Between Load and Wood Surface (Non-Exposed Edge),aNExp: deg Adjusted Comb. Shear & Withdrawal Capacity (Exposed Edge),Z'a_EXP: 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: lb Eqn. 12.4-1, Z'aNExp = W'*pt*Z'*(0.9/CD)/(W'*pt)*cos2aNExp+Z'*(0.9/CD)*Sin2aNExp) Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:23 of 67 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: in 2 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,W brg: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: in 4 Iflange = beff*tf 3/12 Plastic Section Modulus,Zflange: in 3 Zflange = beff*df 2/4 ASD Bending Reduction Factor,W bnd: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 Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:24 of 67 Load Comparison IBC 2018 Version:2.1 APPENDIX A ASCE7 HAZARDS REPORT Kanokjeth Praphansiri 2/14/2020 ASCE 7 Hazards Report Address: 13085 Pettigru Dr Carmel, Indiana 46032 Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Default (see Section 11.4.3) Elevation:903.6 ft (NAVD 88) Latitude: Longitude: 39.97701 -86.205033 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 : 0.168 S1 : 0.082 F a : 1.6 F v : 2.4 SMS : 0.269 SM1 : 0.196 SDS : 0.18 SD1 : 0.131 T L : 12 PGA : 0.084 PGA M : 0.135 F PGA : 1.6 Ie : 1 C v : 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: 903.6 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: 6.37 in./h 60-minute Precipitation Intensity: 3.07 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. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. 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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:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:29 of 67 Load Comparison IBC 2018 Version:2.1 APPENDIX B AURORA SHADE REPORT (SOLAR PANEL LAYOUT) 2/14/2020 Kanokjeth Praphansiri Aurora Shade Report BatchJ JPMCTrancheIN Customer Kijja Ketprechasawat Designer Black and Veatch Organization 13085 Pettigru Drive Carmel, IN 46032-4436 Address (39.976894, -86.204708) Coordinates 2 March 2020 Date 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 2 270 8 88 100 88 2 2 90 8 88 100 88 3 43 270 8 88 98 86 4 43 90 8 88 99 87 Weighted average by panel count ----98.5 86.7 Summary Array Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 1 100 100 100 100 100 100 100 100 100 100 99 100 2 100 100 100 100 100 100 100 100 100 100 100 100 3 97 97 97 98 98 98 98 98 97 97 97 97 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 13085 Pettigru Drive Carmel, IN 46032-4436 Address (39.976894, -86.204708) Coordinates 2 March 2020 Date Zoomed out satellite view    36 ft 3D model 3D model with LIDAR overlay 2/3 BatchJ JPMCTrancheIN Customer Kijja Ketprechasawat Designer Black and Veatch Organization 13085 Pettigru Drive Carmel, IN 46032-4436 Address (39.976894, -86.204708) Coordinates 2 March 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 13085 Pettigru Dr Carmel, Indiana Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:33 of 67 Load Comparison IBC 2018 Version:2.1 APPENDIX C REFERENCE DRAWINGS Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:38 of 67 Load Comparison IBC 2018 Version:2.1 APPENDIX D SITE INSPECTION DATA Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:40 of 67 Load Comparison IBC 2018 Version:2.1 APPENDIX E RACKING DESIGN REPORT 2/14/2020 Kanokjeth Praphansiri LEGEND: Base System Part AccessoryBILL OF MATERIALS PART NUMBER PART TYPE DESCRIPTION QUANTITY SUGGESTED QUANTITY UNIT PRICE (USD) TOTAL LIST PRICE (USD) UserSuppliedBallast Block Ballast Block 208 208 0.00 0.00 310802 Ballast Bay RMDT Valley Bay 67 67 26.19 1754.73 310825 Mid Clamp RMDT Mid Clamp 36-40mm 110 110 2.05 225.50 310820 End Clamp RM End Clamp 32-40mm 220 220 1.94 426.80 310860 Nut Kit 1/4 20 Clip On Nut SS 18-8 330 330 0.32 105.60 310801 Ballast Bay (Ridge)RMDT Ridge Bay 55 55 29.43 1618.65 008002S Grounding Lug (Weeb)GROUND WEEBLUG #1 3 3 6.44 19.32 This design is to be evaluated to the product appropriate Unirac Code Compliant Installation Manual which references International Building Code 2009, 2012, 2015, 2018 and ASCE 7-05, ASCE 7-10, ASCE 7-16 and California Building Code 2010, 2016. The installation of products related to this design is subject to requirements in the above mentioned installation manual. U-BUILDER PROJECT REPORT VERSION: 1.0 PROJECT TITLE IN-156701 PROJECT ID B338658B CREATED Sept. 20, 2019, 2:35 p.m. NAME Black & Veatch ADDRESS 13085 Pettigru Dr CITY, STATE Carmel, IN MODULE Mission MSE375SQ9S Designed by JPMCRooftopSolar@bv.com ROOFMOUNT RMDT Mission 90 - MSE375SQ9S 1922.99 ft 33.75 KW 2 BASE SYSTEM PRICE $4131.28 $0.122 PER WATT ACCESSORIES PRICE $19.32 $0.001 PER WATT TOTAL PRICE $4150.60 $0.123 PER WATT QTYDETAILED PARTS DESCRIPTION Ballast Block UserSupplied Ballast Block Standard 4x8x16 inch cap blocks. Nationwide availability. Please confirm the weight of your ballast block as this will affect the total blocks required for your installation. 208 Ballast Bay 310802 RMDT Valley Bay Galvanized steel bay attaches to east and west module edges and provides ballast placement location. 67 Mid Clamp 310825 RMDT Mid Clamp 36-40mm Stainless steel mid clamp with ¼-20 stainless bolt, pairs with Ridge bay. 110 End Clamp 310820 RM End Clamp 32-40mm Stainless steel end clamp (32-40mm) with ¼-20 stainless bolt, pairs with Valley bay. 220 Nut 310860 Kit 1/4 20 Clip On Nut SS 18-8 Stainless steel clip-on 1/4-20 u-nut. 330 Ballast Bay (Ridge) 310801 RMDT Ridge Bay Galvanized steel bay attaches to east and west module edges and provides ballast placement location. 55 Grounding Lug (Weeb) 008002S GROUND WEEBLUG #1 For electrical bonding of PV modules and rails. Accepts one 14AWG to 6AWG or two 12 AWG to 10 AWG copper wires. Tin plated copper body, 1/4" stainless steel fasteners. 3 ENGINEERING REPORT AVERAGE PSF 5.50 psf 46032 Plan review TOTAL NUMBER OF MODULES 90 TOTAL KW 33.75 KW TOTAL AREA ~2183 ft TOTAL WEIGHT ON ROOF 12006 lbs RACKING WEIGHT 858 lbs MODULE WEIGHT 4284 lbs BALLAST WEIGHT 6864 lbs MAX BAY LOAD (DEAD)188 lbs Loads Used for Design BUILDING CODE ASCE 7-16 BASIC WIND SPEED 110.00 mph GROUND SNOW LOAD 20.00 psf SEISMIC (SS)0.16 ELEVATION 904.00 ft WIND EXPOSURE B MRI 50 Loads Determined by Zip CITY, STATE Carmel, IN BASIC WIND SPEED 100.00 mph GROUND SNOW LOAD 20.00 psf 2 Inspection PRODUCT ROOFMOUNT RMDT MODULE MANUFACTURER Mission MODEL MSE375SQ9S MODULE WATTS 375 watts MODULE LENGTH 78.23" MODULE WIDTH 39.33" MODULE THICKNESS 1.57" MODULE WEIGHT 47.60 lbs BALLAST BLOCK (CMU) WEIGHT 33.0 lbs BUILDING HEIGHT 20.00 ft ROOF TYPE Other PARAPET HEIGHT <= 1 Array Height (<= 10 inches) Array 1 Array 1 AVERAGE PSF 10.28 psf TOTAL NUMBER OF MODULES:4 TOTAL KW:1.50 KW TOTAL AREA:103 ft TOTAL WEIGHT ON ROOF:1062 lbs RACKING WEIGHT:80 lbs MODULE WEIGHT:190 lbs BALLAST WEIGHT:792 lbs 2 MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS) * ARRAY TO ARRAY:3 TO OBSTRUCTION OR PARAPET:6" TO ROOF EDGE (NO PARAPET):9" MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) * NS ROWS:26 EW COLUMNS:21 *In jurisdictions that follow SEAOC PV-1 methodology. AVERAGE PSF 5.26 psf TOTAL NUMBER OF MODULES:86 TOTAL KW:32.25 KW TOTAL AREA:2080 ft TOTAL WEIGHT ON ROOF:10944 lbs RACKING WEIGHT:779 lbs MODULE WEIGHT:4094 lbs BALLAST WEIGHT:6072 lbs 2 MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS) * ARRAY TO ARRAY:3 TO OBSTRUCTION OR PARAPET:6" TO ROOF EDGE (NO PARAPET):9" MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) * NS ROWS:28 EW COLUMNS:23 *In jurisdictions that follow SEAOC PV-1 methodology. RMDT U-BUILDER PRODUCT ASSUMPTIONS RMDT – Ballasted Flat Roof Systems Limitations of Responsibility: It is the user’s responsibility to ensure that inputs are correct for your specific project. Unirac is not the solar, electrical, or building engineer of record and is not responsible for the solar, electrical, or building design for this project. Building Assumptions 1. Risk Category II 2. Building Height ≤ 50 ft 3. Building Height > 50 ft: only where (longest length of building x building height)^0.5 ≤ 100 ft 4. Roof Slope ≥ 2.4° (1/2:12) and ≤ 3° (5/8:12) 5. Roofing Material Types: EDPM, PVC, TPO, or Mineral Cap 6. Surrounding Building Grade: Level Ballast Blocks The installer is responsible for procuring the ballast blocks (Concrete Masonry Units – CMU) and verifying the required minimum weight needed for this design. CMU should comply with ASM standard specification for concrete roof pavers designation (C1491 or C90 with an integral water repellant suitable for the climate it is placed. It is recommended that the blocks are inspected periodically for any signs of degradation. If degradation of the block is observed, the block should immediately be replaced. The CMU ballast block should have nominal dimensions of 4”x8”x16”. The actual block dimensions are 3/8” less than the nominal dimensions. Ballast blocks should have a weight as specified for the project in the “Inspection” section of this report. Design Parameters 1. Risk Category II 2. Wind Design a. Basic Wind Speed: 110-150 mph (ASCE 7-10) b. Exposure: B or C (ASCE 7-10) c. 25 year Design Life d. Elevation: Insertion of the project at - grade elevation can result in a reduction of wind pressure. If your project is in a special case study region or in an area where wind studies have been performed, please verify with your jurisdiction to ensure that elevation effects have not already been factored into the wind speed. If elevation effects have been included in your wind speed, please select 0 ft as the project site elevation. e. Wind Tunnel Testing: Wind tunnel testing coefficients have been utilized for design of the system. 3. Snow Design a. Ground Snow Load: 0-80 psf (ASCE 7-10) b. Exposure Factor: 0.9 c. Thermal Factor: 1.2 d. Roof Snow Load: Calculation per Section 7.3 (ASCE 7-10) e. Unbalanced/Drifting/Sliding: Results are based on the uniform snow loading and do not consider unbalanced, drifting, and sliding conditions 4. Seismic Design a. Report SEAOC PV1-2012 – Structural Seismic Requirements and Commentary for Rooftop Solar Photovoltaic Arrays b. Seismic Site Class: A, B, C, or D (ASCE 7-10) c. Importance Factor Array (lp): 1.0 d. Importance Factor Building (le): 1.0 e. Site Class: D Properties 1. Ridge Bay Weight: ~7.7 lbs 2. Valley Bay Weight: ~5.6 lbs 3. Module Gaps (N/S) = 0.25 in 4. Bays: East and west column bays overhang the module by ~7.9 inches. Testing 1. Coefficient of Friction 2. Wind Tunnel 3. UL 2703 4. Component Testing (Bay and Clamp) Setbacks For the wind tunnel recommendations in U-Builder to apply, the following setbacks should be observed/followed for U-Builder wind design: 1. Modules should be placed a minimum of 3 feet from the edge of the building in any direction. 2. If the array is located near an obstruction that is 3.5 feet wide and 3.5 feet high or larger, the nearest module of the array must be located a distance from the obstruction that is greater than or equal to the height of the obstruction. 3. Installations within the setbacks listed above require site specific engineering 4. The setbacks above are for wind. High seismic areas, fire access isles, mechanical equipment, etc., may require larger setbacks than listed above for wind. Site Specific Engineering Conditions listed below are beyond the current capabilities of U-Builder. Site specific engineering is required. 1. Wind designs for a project design life exceeding 25 years 2. Building assumptions and design parameters outside of U-Builder assumptions 3. Attachments 4. Risk Category III or IV projects (U-Builder can be adjusted for the correct wind, but not the seismic or snow design) 5. Wind tunnel testing reduction factors are not permitted by the Authority Having Jurisdiction (AHJ) 6. Seismic designs that fall outside SEAOC PV1-2012 recommendations (>3% roof slope, or AHJ’s that require shake table testing or non- linear site-specific response history analysis) 7. Signed and sealed site-specific calculations, layouts, and drawings Notes: Please contact info@unirac.com. Please contact EngineeringServices@unirac.com for more information. Please contact Theresa Allen with PZSE Structural Engineers at theresa@pzse.com. These items will require direct coordination with PZSE to complete the requested services. 2 1 2 2 2 3 3 3 1 2 3 INSTALLATION AND DESIGN PLAN Roof Area 1 / Array 1 Layout Dimensions ROW MODULES BAYS BALLAST BLOCKS (CMU)BALLAST WEIGHT (LBS) 1 4 6 12 396 2 0 6 12 396 LEGEND Module 1 Standard corner bay with CMU block count 4 Supplemental bay with CMU block count NOTE Bays in the space beside modules are supplemental bays. You can fit a maximum of 2 blocks in valley bays, and 5 blocks in ridge bays. If the number in these bays is greater, you will need to add an additional supplemental bay. NS DIMENSION ~ 6.52 ft EW DIMENSION ~ 22.50 ft Roof Area 2 / Array 1 Layout Dimensions ROW MODULES BAYS BALLAST BLOCKS (CMU)BALLAST WEIGHT (LBS) 1 12 13 28 924 2 14 15 20 660 3 14 15 28 924 4 16 17 21 693 5 14 17 24 792 LEGEND Module 1 Standard corner bay with CMU block count 4 Supplemental bay with CMU block count NOTE Bays in the space beside modules are supplemental bays. You can fit a maximum of 2 blocks in valley bays, and 5 blocks in ridge bays. If the number in these bays is greater, you will need to add an additional supplemental bay. NS DIMENSION ~ 45.76 ft EW DIMENSION ~ 59.00 ft 6 14 15 34 1122 7 2 15 23 759 8 0 3 6 198 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:50 of 67 Load Comparison IBC 2018 Version:2.1 APPENDIX F PITCHED ROOF CONNECTION DESIGN (NOT USED) Kanokjeth Praphansiri 2/14/2020 Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:51 of 67 Load Comparison IBC 2018 Version:2.1 APPENDIX G DETAILED MEMBER CHECK Kanokjeth Praphansiri 2/14/2020 Owner: JP Morgan & Chase Project: Rooftop Solar Program Tranche No.: 6 Cluster No.: X Project No. 400130 File No.: 06.00.156701 Title: Structural Evaluation of Existing Roof for Proposed Solar PV Array Detailed member check Prepared by: Kanokjeth Praphansiri Date: 02/14/2020 Verified by: Amir Tabarestani Date: 2/27/2020 Page No.: Instructions All yellow highlighted cells require user input. 1.0 Purpose The purpose of this calculation is to check detail design of supporting members of flat roof. 2.0 References 1. 2. 3. 4. 5. 6. 7. 8. International Building Code 2018 ASCE 7-16: Minimum Design Loads for Buildings and Other Structures Existing bulding drawings (Architectural, Structural, and others) Manufacture's catalog: Load Tables and Weight Tables for Steel Joists and Joist Girders, 42nd Edition Standard Specification, Steel Joist Institute - 2005. 75 Year Steel Joist Manual (Published by Steel Joist Institute) AISC Steel Construction Manual, 14th Edition, 2011 Manufacture’s catalog: Truss Joist Corporation, TJI 25, 35 & Microllam LVL - 1988 National Evaluation report (NER) - 200 by Council of American Building officials BLACK & VEATCH Owner: JP Morgan & Chase Project: Rooftop Solar Program Tranche No.: 6 Cluster No.: X Project No. 400130 File No.: 06.00.156701 Title: Structural Evaluation of Existing Roof for Proposed Solar PV Array Detailed member check Prepared by: Kanokjeth Praphansiri Date: 02/14/2020 Verified by: Amir Tabarestani Date: 2/27/2020 Page No.: 3.0 Detailed analysis of Supporting steel structure 3.1 Design Loads After PV array (Refer Load comparision section 7.0 of main calculaiton) Main Building Drive thru Canopy Governing LC (V55 Load Comparison Tab):≔LCMB 42.46 psf ≔LCDTC 43.89 psf Roof Dead load including solar array load (V12 Load Comparison Tab): ≔DLMB 20.26 psf ≔DLDTC 21.28 psf Snow load(V15 Load Comparison Tab):≔SLMB 20 psf ≔SLDTC 20 psf 3.2 Steel Joist - Load carrying Capacity check and deflection check 3.2.1 Main Building 1. Steel Joist 30K 260/150 (See Steel Joist Note on Dwg S401 of Appendix B): Tributary width of applied load:≔Wtri +5 ft 7 in Maximum length of Supported steel Joist:≔Lmax +59 ft 2 in Joist self-weight:≔Wtsj 20 plf Estimated based on 30K12 (Ref. 5, Page LT-73) Load carrying Capacity check Total safe uniformly distributed load carrying capacity in pounds per linear ft:≔Safeloadtot 260 plf (Steel Joist 30K 260/150) ≔Check ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ | | | | | | | | | | | | | | | | if else ≤――――――+⎛⎝⋅LCMB Wtri⎞⎠Wtsj Safeloadtot 1.05 ‖‖“Supporting Steel Joist is adequate for given loads” ‖‖“Supporting Steel Joist is not adequate; do reanalysis” Where, =+⎛⎝⋅LCMB Wtri⎞⎠Wtsj 257.07 plf =Check “Supporting Steel Joist is adequate for given loads” Member deflection check Live load per liner foot of joist which is producing deflection of 1/360 of the span:≔∆_SafeloadLL 150 plf (Steel Joist 30K 260/150) ≔E 29000 ksi ≔I 817.8 in 4 Dead load + Live load per liner foot of joist which is producing deflection of 1/180 of the span: ≔∆_SafeloadDL&LL =―――――― ⋅⋅⋅――Lmax 180 384 E I ⋅5 ⎛⎝Lmax⎞⎠4 339.27 plf BLACK & VEATCH Owner: JP Morgan & Chase Project: Rooftop Solar Program Tranche No.: 6 Cluster No.: X Project No. 400130 File No.: 06.00.156701 Title: Structural Evaluation of Existing Roof for Proposed Solar PV Array Detailed member check Prepared by: Kanokjeth Praphansiri Date: 02/14/2020 Verified by: Amir Tabarestani Date: 2/27/2020 Page No.: Where,≔∆_Check ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ | | | | | | | | | | | | | | | | if else ∧≤―――――⋅SLMB Wtri ∆_SafeloadLL 1.0 ≤―――――――――+⋅⎛⎝+DLMB SLMB⎞⎠Wtri Wtsj ∆_SafeloadDL&LL 1.0 ‖‖“Supporting Steel Joist is adequate for given loads” ‖‖“Supporting Steel Joist is not adequate; do reanalysis” =⋅SLMB Wtri 111.67 plf =+⋅⎛⎝+DLMB SLMB⎞⎠Wtri Wtsj 244.79 plf =∆_Check “Supporting Steel Joist is adequate for given loads” 3.2.1 Drive thru Canopy 1. Steel Joist : 14K 250/125 (See Steel Joist Note on Dwg S401 of Appendix B): Tributary width of applied load:≔Wtri +5 ft 8 in Maximum length of Supported steel Joist:≔Lmax +12 ft 6 in Joist self-weight:≔Wtsj 9 plf Estimated based on 14K6 (Ref. 5, Page LT-70) Load carrying Capacity check Total safe uniformly distributed load carrying capacity in pounds per linear ft:≔Safeloadtot 250 plf Steel Joist : 14K 250/125 ≔Check ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ | | | | | | | | | | | | | | | | if else ≤―――――――+⎛⎝⋅LCDTC Wtri⎞⎠Wtsj Safeloadtot 1.05 ‖‖“Supporting Steel Joist is adequate for given loads” ‖‖“Supporting Steel Joist is not adequate; do reanalysis” Where, =+⎛⎝⋅LCDTC Wtri⎞⎠Wtsj 257.71 plf =Check “Supporting Steel Joist is adequate for given loads” Member deflection check Live load per liner foot of joist which is producing deflection of 1/360 of the span:≔∆_SafeloadLL 125 plf Steel Joist : 14K 250/125 ≔E 29000 ksi ≔I 6.0 in 4 Dead load + Live load per liner foot of joist which is producing deflection of 1/180 of the span: ≔∆_SafeloadDL&LL =―――――― ⋅⋅⋅――Lmax 180 384 E I ⋅5 ⎛⎝Lmax⎞⎠4 263.96 plf ‖| BLACK & VEATCH Owner: JP Morgan & Chase Project: Rooftop Solar Program Tranche No.: 6 Cluster No.: X Project No. 400130 File No.: 06.00.156701 Title: Structural Evaluation of Existing Roof for Proposed Solar PV Array Detailed member check Prepared by: Kanokjeth Praphansiri Date: 02/14/2020 Verified by: Amir Tabarestani Date: 2/27/2020 Page No.: Where,≔∆_Check ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ | | | | | | | | | | | | | | | | if else ∧≤―――――⋅SLDTC Wtri ∆_SafeloadLL 1.0 ≤―――――――――+⋅⎛⎝+DLDTC SLDTC⎞⎠Wtri Wtsj ∆_SafeloadDL&LL 1.0 ‖‖“Supporting Steel Joist is adequate for given loads” ‖‖“Supporting Steel Joist is not adequate; do reanalysis” =⋅SLMB Wtri 113.33 plf =+⋅⎛⎝+DLMB SLMB⎞⎠Wtri Wtsj 237.14 plf =∆_Check “Supporting Steel Joist is adequate for given loads” 3.3. Design of Supported Wide Flange Girder for flexure and deflection check 3.3.1 Main Building 1. Steel Girder B1 -W14x22 (Bending Check Assumes Member is Compact) Tributary width of applied load at Steel Joist Side: ≔Wtri_1 ―――――((+59 ft ⋅2 in)) 2 Tributary width of applied load at Beam Side:≔Wtri_2 +0 ft ⋅0 in Span length of member:≔L +16 ft 9 in Girder self-weight:≔wtbeam 22 plf Effective length of member in latral direction:≔Lb 5.58 ft Actual Maximum moment at centre of beam: Governing LC load and Grider self-weight:≔W1 +⋅⎛⎝+Wtri_1 Wtri_2⎞⎠LCMB wtbeam =W1 1278.11 plf Steel Joist self w.t.≔W2 =――――――⋅((⋅2 20 ))plf Wtri_1 L 70.65 plf where, 20 plf SJ self w.t per ft Steel Beam self w.t.≔W3 =――――――――――⋅((++⋅2 19 ⋅2 30 26 ))plf Wtri_2 L 0 plf Maximum moment at centre:≔M ―――――――⋅⎛⎝++W1 W2 W3⎞⎠L 2 8 =M 47.3 ⋅ft kip Member Properties: ≔E 29000 ksi ≔Fy 36 ksi (Ref. 7) ≔d 13.7 in ≔tw 0.23 in ≔bf 5.0 in ≔tf 0.335 in ≔Sx 29.0 in 3 ≔Ix 199 in 4 ≔Iy 7 in 4 ≔ry 1.04 in ≔ho =-d tf 13.37 in ≔rts = ‾‾‾‾‾ ――⋅Iy ho ⋅2 Sx 1.27 in ≔Zx =+⋅⋅bf tf ⎛⎝-d tf⎞⎠⋅⋅0.25 tw ⎛⎝-d ⋅2 tf⎞⎠ 2 32.15 in 3 ≔c 1 For doubly symmetric I-shape BLACK & VEATCH Owner: JP Morgan & Chase Project: Rooftop Solar Program Tranche No.: 6 Cluster No.: X Project No. 400130 File No.: 06.00.156701 Title: Structural Evaluation of Existing Roof for Proposed Solar PV Array Detailed member check Prepared by: Kanokjeth Praphansiri Date: 02/14/2020 Verified by: Amir Tabarestani Date: 2/27/2020 Page No.: ≔J =+⋅ ⎛ ⎜ ⎜⎝―――― ⎛⎝⋅bf ⎛⎝tf 3 ⎞⎠⎞⎠ 3 ⎞ ⎟ ⎟⎠2 ⎛ ⎜ ⎜⎝―――――― ⎛⎝⋅⎛⎝-d ⋅2 tf⎞⎠⎛⎝tw 3 ⎞⎠⎞⎠ 3 ⎞ ⎟ ⎟⎠0.18 in 4 ≔Lp =⋅⋅1.76 ry ‾‾‾ ―E Fy 4.33 ft (Ref. 6, Eq. F2-5) ≔Lr =⋅⋅⋅1.95 rts ―――E ⋅0.7 Fy ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾ +―――⋅J c ⋅Sx ho ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾ +⎛ ⎜⎝ ―――⋅J c ⋅Sx ho ⎞ ⎟⎠ 2 ⋅6.76 ⎛ ⎜⎝―――⋅0.7 Fy E ⎞ ⎟⎠ 2 12.49 ft (Ref. 6, Eq. F2-6) Check for Major Axis flexural design strength of member (Chapter F, ref. 6) Safety factor for flexure:≔Ωb 1.67 Lateral torsinal buckling modification factor:≔Cb 1 (Considered conservatively as "1" Ref.6, Fig. C-F1.2, page 16.1-303 ) Yielding: ≔Mp ⋅Fy Zx =Mp 96.45 ⋅ft kip ≔Mn1 Mp =Mn1 96.45 ⋅ft kip (Ref. 6, Eq. F2-1) Lateral-Torsional Buckling: ≔Fcr =⋅――――⋅⋅Cb π 2 E ⎛ ⎜ ⎜⎝ ―Lb rts ⎞ ⎟ ⎟⎠ 2 ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾ +1 ⋅⋅0.078 ―――⋅J c ⋅Sx ho ⎛ ⎜ ⎜⎝ ―Lb rts ⎞ ⎟ ⎟⎠ 2 107.98 ksi ≔Mn2 ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ | | | | | | | | | | | | | | | | | | | | | | | if else if else ≤Lb Lp‖ ‖‖Mp ≤<Lp Lb Lr‖ ‖ ‖‖ min ⎛ ⎜ ⎜⎝ ,⋅Cb ⎛ ⎜ ⎜⎝ -Mp ⋅⎛⎝-Mp ⋅⋅0.7 Fy Sx⎞⎠ ⎛ ⎜ ⎜⎝ ―――-Lb Lp -Lr Lp ⎞ ⎟ ⎟⎠ ⎞ ⎟ ⎟⎠ Mp ⎞ ⎟ ⎟⎠ ‖ ‖‖min ⎛⎝,⋅Fcr Sx Mp⎞⎠ =Mn2 91 ⋅ft kip Controlling Major Axis Bending Moment: Nominal Moment:≔Mnz min ⎛⎝,Mn1 Mn2⎞⎠=Mnz 91 ⋅ft kip Available Moment strength:≔ΩMn =――Mnz Ωb 54.49 ⋅ft kip ≔Check ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ | | | | | | | | | | | | | | | if else ≤――M ΩMn 1.05 ‖‖“Supporting Steel Beam is adequate for given loads” ‖‖“Supporting Steel Beam is not adequate; do reanalysis” Where, =M 47.3 ⋅ft kip =Check “Supporting Steel Beam is adequate for given loads” BLACK & VEATCH Owner: JP Morgan & Chase Project: Rooftop Solar Program Tranche No.: 6 Cluster No.: X Project No. 400130 File No.: 06.00.156701 Title: Structural Evaluation of Existing Roof for Proposed Solar PV Array Detailed member check Prepared by: Kanokjeth Praphansiri Date: 02/14/2020 Verified by: Amir Tabarestani Date: 2/27/2020 Page No.: Check for member deflection Total SL per linear foot load on member:≔WLL ⋅⎛⎝+Wtri_1 Wtri_2⎞⎠SLMB =WLL 591.67 plf Total DL + SL per linear foot load on member: ≔WDL&LL +++⋅⎛⎝+Wtri_1 Wtri_2⎞⎠⎛⎝+DLMB SLMB⎞⎠wtbeam W2 W3 =WDL&LL 1283.67 plf Maximum deflection due to SL at centre of beam: ≔∆LL ――――⋅⋅5 WLL L 4 ⋅⋅384 E Ix =∆LL 0.18 in Maximum deflection due to DL & SL at centre of beam: ≔∆DL&LL ―――――⋅⋅5 WDL&LL L 4 ⋅⋅384 E Ix =∆DL&LL 0.39 in ≔∆_Check ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ | | | | | | | | | | | | | | | if else ∧≥――L 360 ∆LL ≥――L 240 ∆DL&LL ‖‖“Supporting Steel Beam is adequate for given loads” ‖‖“Supporting Steel Beam is not adequate; do reanalysis” Where, =――L 360 0.56 in =――L 240 0.84 in =∆_Check “Supporting Steel Beam is adequate for given loads” 2. Steel Girder B2 -W18x35 (Bending Check Assumes Member is Compact) Tributary width of applied load at Steel Joist Side: ≔Wtri_1 ―――――((+59 ft ⋅2 in)) 2 Tributary width of applied load at Beam Side:≔Wtri_2 ―――――((+9 ft ⋅7.5 in)) 2 Span length of member:≔L +18 ft 0 in Girder self-weight:≔wtbeam 35 plf Effective length of member in latral direction:≔Lb 5.58 ft Actual Maximum moment at centre of beam: Governing LC load and Grider self-weight:≔W1 +⋅⎛⎝+Wtri_1 Wtri_2⎞⎠LCMB wtbeam =W1 1495.45 plf Steel Joist self w.t.≔W2 =――――――⋅((⋅2 20 ))plf Wtri_1 L 65.74 plf where, 20 plf SJ self w.t per ft Steel Beam self w.t.≔W3 =――――――――――⋅((++⋅2 19 ⋅2 30 26 ))plf Wtri_2 L 33.15 plf Maximum moment at centre:≔M ―――――――⋅⎛⎝++W1 W2 W3⎞⎠L 2 8 =M 64.57 ⋅ft kip BLACK & VEATCH Owner: JP Morgan & Chase Project: Rooftop Solar Program Tranche No.: 6 Cluster No.: X Project No. 400130 File No.: 06.00.156701 Title: Structural Evaluation of Existing Roof for Proposed Solar PV Array Detailed member check Prepared by: Kanokjeth Praphansiri Date: 02/14/2020 Verified by: Amir Tabarestani Date: 2/27/2020 Page No.: Member Properties: ≔E 29000 ksi ≔Fy 36 ksi (Ref. 7) ≔d 17.7 in ≔tw 0.3 in ≔bf 6.0 in ≔tf 0.425 in ≔Sx 57.6 in 3 ≔Ix 510 in 4 ≔Iy 15.3 in 4 ≔ry 1.22 in ≔ho =-d tf 17.28 in ≔rts = ‾‾‾‾‾ ――⋅Iy ho ⋅2 Sx 1.51 in ≔Zx =+⋅⋅bf tf ⎛⎝-d tf⎞⎠⋅⋅0.25 tw ⎛⎝-d ⋅2 tf⎞⎠ 2 65.35 in 3 ≔c 1 For doubly symmetric I-shape ≔J =+⋅ ⎛ ⎜ ⎜⎝―――― ⎛⎝⋅bf ⎛⎝tf 3 ⎞⎠⎞⎠ 3 ⎞ ⎟ ⎟⎠2 ⎛ ⎜ ⎜⎝―――――― ⎛⎝⋅⎛⎝-d ⋅2 tf⎞⎠⎛⎝tw 3 ⎞⎠⎞⎠ 3 ⎞ ⎟ ⎟⎠0.46 in 4 ≔Lp =⋅⋅1.76 ry ‾‾‾ ―E Fy 5.08 ft (Ref. 6, Eq. F2-5) ≔Lr =⋅⋅⋅1.95 rts ―――E ⋅0.7 Fy ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾ +―――⋅J c ⋅Sx ho ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾ +⎛ ⎜⎝ ―――⋅J c ⋅Sx ho ⎞ ⎟⎠ 2 ⋅6.76 ⎛ ⎜⎝―――⋅0.7 Fy E ⎞ ⎟⎠ 2 14.9 ft (Ref. 6, Eq. F2-6) Check for Major Axis flexural design strength of member (Chapter F, ref. 6) Safety factor for flexure:≔Ωb 1.67 Lateral torsinal buckling modification factor:≔Cb 1 (Considered conservatively as "1" Ref.6, Fig. C-F1.2, page 16.1-303 ) Yielding: ≔Mp ⋅Fy Zx =Mp 196.04 ⋅ft kip ≔Mn1 Mp =Mn1 196.04 ⋅ft kip (Ref. 6, Eq. F2-1) Lateral-Torsional Buckling: ≔Fcr =⋅――――⋅⋅Cb π 2 E ⎛ ⎜ ⎜⎝ ―Lb rts ⎞ ⎟ ⎟⎠ 2 ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾ +1 ⋅⋅0.078 ―――⋅J c ⋅Sx ho ⎛ ⎜ ⎜⎝ ―Lb rts ⎞ ⎟ ⎟⎠ 2 151.52 ksi ≔Mn2 ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ | | | | | | | | | | | | | | | | | | | | | | | if else if else ≤Lb Lp‖ ‖‖Mp ≤<Lp Lb Lr‖ ‖ ‖‖ min ⎛ ⎜ ⎜⎝ ,⋅Cb ⎛ ⎜ ⎜⎝ -Mp ⋅⎛⎝-Mp ⋅⋅0.7 Fy Sx⎞⎠ ⎛ ⎜ ⎜⎝ ―――-Lb Lp -Lr Lp ⎞ ⎟ ⎟⎠ ⎞ ⎟ ⎟⎠ Mp ⎞ ⎟ ⎟⎠ ‖ ‖‖min ⎛⎝,⋅Fcr Sx Mp⎞⎠ =Mn2 192.2 ⋅ft kip BLACK & VEATCH Owner: JP Morgan & Chase Project: Rooftop Solar Program Tranche No.: 6 Cluster No.: X Project No. 400130 File No.: 06.00.156701 Title: Structural Evaluation of Existing Roof for Proposed Solar PV Array Detailed member check Prepared by: Kanokjeth Praphansiri Date: 02/14/2020 Verified by: Amir Tabarestani Date: 2/27/2020 Page No.: Controlling Major Axis Bending Moment: Nominal Moment:≔Mnz min ⎛⎝,Mn1 Mn2⎞⎠=Mnz 192.2 ⋅ft kip Available Moment strength:≔ΩMn =――Mnz Ωb 115.09 ⋅ft kip ≔Check ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ | | | | | | | | | | | | | | | if else ≤――M ΩMn 1.05 ‖‖“Supporting Steel Beam is adequate for given loads” ‖‖“Supporting Steel Beam is not adequate; do reanalysis” Where, =M 64.57 ⋅ft kip =Check “Supporting Steel Beam is adequate for given loads” Check for member deflection Total SL per linear foot load on member:≔WLL ⋅⎛⎝+Wtri_1 Wtri_2⎞⎠SLMB =WLL 687.92 plf Total DL + SL per linear foot load on member: ≔WDL&LL +++⋅⎛⎝+Wtri_1 Wtri_2⎞⎠⎛⎝+DLMB SLMB⎞⎠wtbeam W2 W3 =WDL&LL 1518.67 plf Maximum deflection due to SL at centre of beam: ≔∆LL ――――⋅⋅5 WLL L 4 ⋅⋅384 E Ix =∆LL 0.11 in Maximum deflection due to DL & SL at centre of beam: ≔∆DL&LL ―――――⋅⋅5 WDL&LL L 4 ⋅⋅384 E Ix =∆DL&LL 0.24 in ≔∆_Check ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ | | | | | | | | | | | | | | | if else ∧≥――L 360 ∆LL ≥――L 240 ∆DL&LL ‖‖“Supporting Steel Beam is adequate for given loads” ‖‖“Supporting Steel Beam is not adequate; do reanalysis” Where, =――L 360 0.6 in =――L 240 0.9 in =∆_Check “Supporting Steel Beam is adequate for given loads” BLACK & VEATCH Owner: JP Morgan & Chase Project: Rooftop Solar Program Tranche No.: 6 Cluster No.: X Project No. 400130 File No.: 06.00.156701 Title: Structural Evaluation of Existing Roof for Proposed Solar PV Array Detailed member check Prepared by: Kanokjeth Praphansiri Date: 02/14/2020 Verified by: Amir Tabarestani Date: 2/27/2020 Page No.: 3.3.2 Drive thru Canopy 1. Steel Girder B1 -W10x49 (Bending Check Assumes Member is Compact) Tributary width of applied load:≔Wtri ――――+12 ft ⋅6 in 2 Span length of member:≔L +25 ft 0 in Girder self-weight:≔wtbeam 49 plf Effective length of member in lateral direction:≔Lb +5 ft 8 in Actual Maximum moment at centre of beam: Governing LC load and Grider self-weight:≔W1 +⋅Wtri LCDTC wtbeam =W1 323.31 plf Steel Joist self w.t.≔W2 =―――――⋅⋅4 ((9))plf Wtri L 9 plf where, 9 plf SJ self w.t per ft Maximum moment at centre:≔M ―――――⋅⎛⎝+W1 W2⎞⎠L 2 8 =M 25.96 ⋅ft kip Member Properties: ≔E 29000 ksi ≔Fy 36 ksi (Ref. 7) ≔d 10 in ≔tw 0.34 in ≔bf 10 in ≔tf 0.560 in ≔Sx 54.6 in 3 ≔Ix 272 in 4 ≔Iy 93.4 in 4 ≔ry 2.54 in ≔ho =-d tf 9.44 in ≔rts = ‾‾‾‾‾ ――⋅Iy ho ⋅2 Sx 2.84 in ≔Zx =+⋅⋅bf tf ⎛⎝-d tf⎞⎠⋅⋅0.25 tw ⎛⎝-d ⋅2 tf⎞⎠ 2 59.57 in 3 ≔c 1 For doubly symmetric I-shape ≔J =+⋅ ⎛ ⎜ ⎜⎝―――― ⎛⎝⋅bf ⎛⎝tf 3 ⎞⎠⎞⎠ 3 ⎞ ⎟ ⎟⎠2 ⎛ ⎜ ⎜⎝―――――― ⎛⎝⋅⎛⎝-d ⋅2 tf⎞⎠⎛⎝tw 3 ⎞⎠⎞⎠ 3 ⎞ ⎟ ⎟⎠1.29 in 4 ≔Lp =⋅⋅1.76 ry ‾‾‾ ―E Fy 10.57 ft (Ref. 6, Eq. F2-5) ≔Lr =⋅⋅⋅1.95 rts ―――E ⋅0.7 Fy ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾ +―――⋅J c ⋅Sx ho ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾ +⎛ ⎜⎝ ―――⋅J c ⋅Sx ho ⎞ ⎟⎠ 2 ⋅6.76 ⎛ ⎜⎝―――⋅0.7 Fy E ⎞ ⎟⎠ 2 40.69 ft (Ref. 6, Eq. F2-6) Check for Major Axis flexural design strength of member (Chapter F, ref. 6) Safety factor for flexure:≔Ωb 1.67 Lateral torsinal buckling modification factor:≔Cb 1 (Considered conservatively as "1" Ref.6, Fig. C-F1.2, page 16.1-303 ) BLACK & VEATCH Owner: JP Morgan & Chase Project: Rooftop Solar Program Tranche No.: 6 Cluster No.: X Project No. 400130 File No.: 06.00.156701 Title: Structural Evaluation of Existing Roof for Proposed Solar PV Array Detailed member check Prepared by: Kanokjeth Praphansiri Date: 02/14/2020 Verified by: Amir Tabarestani Date: 2/27/2020 Page No.: Yielding: ≔Mp ⋅Fy Zx =Mp 178.7 ⋅ft kip ≔Mn1 Mp =Mn1 178.7 ⋅ft kip (Ref. 6, Eq. F2-1) Lateral-Torsional Buckling: ≔Fcr =⋅――――⋅⋅Cb π 2 E ⎛ ⎜ ⎜⎝ ―Lb rts ⎞ ⎟ ⎟⎠ 2 ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾ +1 ⋅⋅0.078 ―――⋅J c ⋅Sx ho ⎛ ⎜ ⎜⎝ ―Lb rts ⎞ ⎟ ⎟⎠ 2 526.92 ksi ≔Mn2 ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ | | | | | | | | | | | | | | | | | | | | | | | if else if else ≤Lb Lp‖ ‖‖Mp ≤<Lp Lb Lr‖ ‖ ‖‖ min ⎛ ⎜ ⎜⎝ ,⋅Cb ⎛ ⎜ ⎜⎝ -Mp ⋅⎛⎝-Mp ⋅⋅0.7 Fy Sx⎞⎠ ⎛ ⎜ ⎜⎝ ―――-Lb Lp -Lr Lp ⎞ ⎟ ⎟⎠ ⎞ ⎟ ⎟⎠ Mp ⎞ ⎟ ⎟⎠ ‖ ‖‖min ⎛⎝,⋅Fcr Sx Mp⎞⎠ =Mn2 178.7 ⋅ft kip Controlling Major Axis Bending Moment: Nominal Moment:≔Mnz min ⎛⎝,Mn1 Mn2⎞⎠=Mnz 178.7 ⋅ft kip Available Moment strength:≔ΩMn =――Mnz Ωb 107.01 ⋅ft kip ≔Check ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ | | | | | | | | | | | | | | | if else ≤――M ΩMn 1.05 ‖‖“Supporting Steel Beam is adequate for given loads” ‖‖“Supporting Steel Beam is not adequate; do reanalysis” Where, =M 25.96 ⋅ft kip =Check “Supporting Steel Beam is adequate for given loads” Check for member deflection Total SL per linear foot load on member:≔WLL ⋅Wtri SLDTC =WLL 125 plf Total DL + SL per linear foot load on member: ≔WDL&LL ++⋅Wtri ⎛⎝+DLDTC SLDTC⎞⎠wtbeam W2 =WDL&LL 316 plf Maximum deflection due to SL at centre of beam: ≔∆LL ――――⋅⋅5 WLL L 4 ⋅⋅384 E Ix =∆LL 0.14 in Maximum deflection due to DL & SL at centre of beam: ≔∆DL&LL ―――――⋅⋅5 WDL&LL L 4 ⋅⋅384 E Ix =∆DL&LL 0.35 in ≔∆_Check ‖ ‖ ‖ ‖ ‖ ‖ ‖ ‖‖ | | | | | | | | | | | | | | | if else ∧≥――L 360 ∆LL ≥――L 240 ∆DL&LL ‖‖“Supporting Steel Beam is adequate for given loads” ‖‖“Supporting Steel Beam is not adequate; do reanalysis” Where, =――L 360 0.83 in =――L 240 1.25 in =∆_Check “Supporting Steel Beam is adequate for given loads” BLACK & VEATCH Owner: JPMC Project: JPMC Rooftop Installation Tranche No.: 5 Cluster No.: 0 Project No. 400129 File No.: 02.00.000001 Title: Existing Roof Structural Analysis Prepared by: Amir Tabarestani Date: 02-19-2020 Verified by: Date: Page No.: Revision: 1 Lateral Seismic vs. Lateral Wind Load Assesment BLACK & VEATCH Owner: JPMC Project: JPMC Rooftop Installation Tranche No.: 5 Cluster No.: 0 Project No. 400129 File No.: 02.00.000001 Title: Existing Roof Structural Analysis Prepared by: Amir Tabarestani Date: 02-19-2020 Verified by: Date: Page No.: Revision: 2 Table of Contents Page Number 1.0) Purpose . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 2.0) References . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 3.0) Original Dead Loads . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 4.0) Proposed Dead Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 5.0) Wind Loads . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 6.0) Earthquake Loads . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 7.0) Load Combination & Comparison . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 8.0) Conclusion. . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 List of Appendices Appendix A: Load Comparison Template Calculation Report. . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . 11 pages BLACK & VEATCH Owner: JPMC Project: JPMC Rooftop Installation Tranche No.: 5 Cluster No.: 0 Project No. 400129 File No.: 02.00.000001 Title: Existing Roof Structural Analysis Prepared by: Amir Tabarestani Date: 02-19-2020 Verified by: Date: Page No.: Revision: 3 1.0 Purpose The purpose of this calculation is to perform a Lateral Seismic vs Lateral Wind Load assessment to determine which loading governs design of Tranche 05 sites. 1.1 Design Approach 1. Check if new effective seismic weight is less than 10% of existing effective seismic weight at the roof diaphragm level. Only the top half of the exterior walls and partition walls are included in the effective weight calculation for diaphragm seismic load. If this check is positive, then PV Solar addition is acceptable per IEBC 2018, Section 503.4 and no further analysis is required. If this check is negative, then go to item 2. 2. Calculate the seismic base shear and overturning moment at the base level. The full height of the exterior walls and partition walls are included in the effective seismic weight calculation for base shear. 3. Calculate MWFRS lateral wind load and overturning moment due to wind load. 4. Check if base shear and overturning moment due to seismic are less than lateral wind load and overturning moment due to wind, respectively. If this check is positive, no further analysis is required. If this check is negative, then go to item 5. 5. Remove solar modules until either 1 or 4 is satisfied. Assumptions: a. It is assumed there is no eccentricity between center of mass and center of rigidity. So, no torsional moment. Where possible, site geometry and construction materials that yield conservative results are assumed in the caluclation below. Assumptions that are not conservative are noted in the calculation. b. It is assumed Simplified Lateral Force Analysis method (Sec 12.14.8) applies. That means all limitations listed in Section 12.14.1.1 are met. c. Wind load on roof is ignored: i. For flat roofs, this has no effect because the lateral component of roof pressure load is zero. ii. For pitched roofs with small roof angles, ignoring the roof pressure load is not conservative. However, the lateral component is not very significant due to the low slope. iii. For pitched roofs with large roof angles, ignoring the roof pressure is conservative. 6. Lateral Seismic vs Lateral Wind load comparison is based on ASCE 7-16 load combinations, section 2.3. The load factor for both Seismic ad Wind is 1.0 per code. 2.0 References 1. 2. 3. IBC 2018: International Building Code IEBC 2018: International Existing Building Code ASCE 7-16: Minimum Design Loads for Buildings and Other Structures 3.0 Building Data Roof Dead Load ≔Droof 15 psf Exterior Walls: "B Wide Wall" Dead Load (Wall normal to wind) ≔DWall_B 9 psf Table C3-1 (assume exterior stud walls with brick veneer.) "L Wide Wall" Dead Load (Wall parallel to wind) ≔DWall_L 9 psf Table C3-1 (assumed 8in CMU grouted @ 48in o.c.) Building Length normal to wind,≔B 60 ft (length of building selected at random. Building length varies from site to site.) Building Length parallel to wind,≔L 60 ft (length of building selected at random. Building length varies from site to site.) (assumed minimum possible height for wind loading)Mean Roof height:≔h 15 ft Table 26.6-1 BLACK & VEATCH Owner: JPMC Project: JPMC Rooftop Installation Tranche No.: 5 Cluster No.: 0 Project No. 400129 File No.: 02.00.000001 Title: Existing Roof Structural Analysis Prepared by: Amir Tabarestani Date: 02-19-2020 Verified by: Date: Page No.: Revision: 4 Interior Walls: Patrition Wall Dead Load (wall normal to wind) ≔DPWall_B 9 psf Table C3-1 Partition Wall Length normal to wind, ≔BP 15 ft (length of building selected at random. Building length varies from site to site.) Patrition Wall Dead Load (wall parallel to wind) ≔DPWall_L 9 psf Table C3-1 Building Length parallel to wind,≔LP 15 ft (length of building selected at random. Building length varies from site to site.) (assumed minimum possible height for wind loading)Partition Wall height:≔hP 15 ft Table 26.6-1 Seismic Design Parameters: Use Simplified Lateral Force Analysis (Sec 12.14.8). Mapped Seismic Parameter,≔SS 0.168 (Existing drawing S0.0) Site Coefficient,≔Fa 1.6 (ASCE 7 Hazard Tool) Story adjustment factor.≔F 1.0 (1.0 for one story, 1.1 for two stories, 1.2 for three stories and above) Response Modification Coefficient,≔R 6.5 (Existing drawing S0.0) Seismic Importance Factor.≔Ie 1.00 (Existing drawing S0.0) Wind Load Design Parameters: Basic wind speed in mph:≔V 106 (ASCE 7 Hazard Tool) Directionality Factor:≔Kd 0.85 Table 26.6-1 ≔z max ((,h 30 ft))Table 30.3-1 Boundary Layer Height:≔zg 900 ft Table 26.11-1 3-sec gust-speed exponent:≔α 9.5 Table 26.11-1 External Pressure Coefficients (Fig. 27.3-1): Windward Wall:≔Cp_WW 0.8 (0.8 for applies to all L/B values) Leeward Wall:≔Cp_LW -0.5 (Use value corresponding to L/B) 4.0 Proposed Dead Loads PV Array Dead Load ≔DPV 10.3 psf (assumed based on U-Builder output or Everest Shared Rail weight calculation) BLACK & VEATCH Owner: JPMC Project: JPMC Rooftop Installation Tranche No.: 5 Cluster No.: 0 Project No. 400129 File No.: 02.00.000001 Title: Existing Roof Structural Analysis Prepared by: Amir Tabarestani Date: 02-19-2020 Verified by: Date: Page No.: Revision: 5 =WindCheck “OK. Lateral design is governed by Wind Load.” ≔SDS =min ⎛⎝,SDS_B SDS_L⎞⎠0.895 ≔SS =――― ⋅3 SDS ⋅2 Fa 0.84 BLACK & VEATCH Client:JP Morgan & Chase Computed By: Project Name:Rooftop Solar Program Tranche No: 6 Date: Project No:400127 File No.:06.00.156701 Verified By: Title:Structural Evaluation of Existing Roof for Proposed Solar PV Array Date: BLACK & VEATCH Calculation Page No:52 of 67 Load Comparison IBC 2018 Version:2.1 APPENDIX H REFERENCE CATALOG / BROCHURE (NOT USED) Kanokjeth Praphansiri 2/14/2020