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38A-034 JB-010795-Zivasatianrach Reva(1) Version #42.7 March 23, 2015 Project/Job # 010795 RE: CERTIFICATION LETTER Project: Zivasatianrach Residence 201 Grove St Northampton, MA 01060 To Whom It May Concern, Design Criteria: - Applicable Codes = MA Res. Code, 8th Edition, ASCE 7-05, and 2005 NDS - Risk Category = II - Wind Speed = 90 mph, Exposure Category C - Ground Snow Load = 40 psf - MP1: Roof DL = 9 psf, Roof LL/SL = 21.6 psf (Non-PV Areas), Roof LL/SL = 13.6 psf (PV Areas) - MP2: Roof DL = 9 psf, Roof LL/SL = 28 psf (Non-PV Areas), Roof LL/SL = 28 psf (PV Areas) - MP3: Roof DL = 9 psf, Roof LL/SL = 28 psf (Non-PV Areas), Roof LL/SL = 28 psf (PV Areas) Note: Per IBC 1613.1; Seismic check is not required because Ss = 0.22462 < 0.4g and Seismic Design Category (SDC) = B < D Sincerely, Nick Gordon, P.E. Professional Engineer Main: 888.765.2489 email: ngordon@solarcity.com A jobsite survey of the existing framing system was performed by a site survey team from SolarCity. Structural review was based on site observations and the design criteria listed below: I certify that the structural roof framing and the new attachments that directly support the gravity loading and wind uplift loading from PV modules have been reviewed and determined to meet or exceed structural strength requirements of the MA Res. Code, 8th Edition. Please contact me with any questions or concerns regarding this project. On the above referenced project, the components of the structural roof framing impacted by the installation of the PV assembly have been reviewed. After this review it has been determined that the existing structure is adequate to withstand the applicable roof dead load, PV assembly load, and live/snow loads indicated in the design criteria above. 03.23.2015Version #42.7 Project Name:AHJ: Job Number: Building Code: Customer Name: Based On: Address: 201 Grove St ASCE Code: City/State: Northampton,MA Risk Category: Zip Code Upgrades Req'd? Latitude / Longitude: 42.307941 -72.651529 Stamp Req'd? SC Office: PV Designer: Calculations: EOR: Certification Letter 1 Project Information, Table Of Contents, & Vicinity Map 2 Structure Analysis (Loading Summary and Member Check)3 Hardware Design (PV System Assembly)4 Note: Per IBC 1613.1; Seismic check is not required because Ss = 0.22462 < 0.4g and Seismic Design Category (SDC) = B < D Latitude: 42.307941, Longitude: -72.651529, Exposure Category: C 201 Grove St, Northampton, MA 01060 Ryan Atwell Nick Gordon, P.E. 1/2-MILE VICINITY MAP Springfield Northampton MA Res. Code, 8th Edition IRC 2009 / IBC 2009 Yes Zivasatianrach Residence Zivasatianrach, Navaporn ASCE 7-05 010795 James Turschmann No01060II PV System Structural Design Software PROJECT INFORMATION & TABLE OF CONTENTS COMPANY Mar. 19, 2015 13:28 PROJECT MP1 Upper.wwb Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area No 9.00 (24.0)* psf PV-DL Dead Full Area No 3.00 (24.0)* psf SL Snow Full Area No 27.20 (24.0)* psf *Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10'-2.1" 6'-6" 7'-6"0' Unfactored: Dead 101 134 Snow 175 234 Factored: Total 276 368 Bearing: F'theta 599 599 Capacity Joist 449 786 Supports 586 586 Anal/Des Joist 0.61 0.47 Support 0.47 0.63 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.75 Cb min 1.00 1.75 Cb support 1.25 1.25 Fcp sup 625 625 *Minimum bearing length setting used: 1/2" for end supports and 1/2" for interior supports MP1 Upper Lumber-soft, S-P-F, No.1/No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 10'-2.1"; Pitch: 10/12; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 10.1MP1 Upper.wwb Page 2 Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 35 Fv' = 155 fv/Fv' = 0.23 Bending(+) fb = 684 Fb' = 1504 fb/Fb' = 0.45 Bending(-) fb = 68 Fb' = 1243 fb/Fb' = 0.05 Live Defl'n 0.12 = L/846 0.56 = L/180 0.21 Total Defl'n 0.22 = L/454 0.85 = L/120 0.26 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 135 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2 Fb'- 875 1.15 1.00 1.00 0.826 1.300 1.00 1.15 1.00 1.00 - 2 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 219, V design = 195 lbs Bending(+): LC #2 = D+S, M = 431 lbs-ft Bending(-): LC #2 = D+S, M = 43 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 29e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. SLOPED BEAMS: level bearing is required for all sloped beams. 6. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. 7. The critical deflection value has been determined using maximum back-span deflection. Cantilever deflections do not govern design. COMPANY Mar. 19, 2015 13:29 PROJECT MP1 Lower.wwb Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area No 9.00 (24.0)* psf PV-DL Dead Full Area No 3.00 (24.0)* psf SL Snow Full Area No 27.20 (24.0)* psf DL-Upper Dead Point No 2.50 101 lbs SL-Upper Snow Point Yes 2.50 175 lbs *Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 3'-6" 1'2'-3" 2'-6"0' Unfactored: Dead 46 175 Snow 90 303 Factored: Total 136 478 Bearing: F'theta 603 603 Capacity Joist 792 478 Supports 586 619 Anal/Des Joist 0.17 1.00 Support 0.23 0.77 Load comb #3 #2 Length 0.50* 0.53 Min req'd 0.50* 0.53 Cb 1.75 1.00 Cb min 1.75 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimum bearing length setting used: 1/2" for interior supports MP1 Lower Lumber-soft, S-P-F, No.1/No.2, 2x4 (1-1/2"x3-1/2") Supports: All - Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 3'-6.0"; Pitch: 10/12; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 10.1MP1 Lower.wwb Page 2 Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 63 Fv' = 155 fv/Fv' = 0.41 Bending(-) fb = 281 Fb' = 1719 fb/Fb' = 0.16 Live Defl'n -0.00 = <L/999 0.11 = L/180 0.02 Total Defl'n -0.00 = <L/999 0.16 = L/120 0.02 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 135 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'- 875 1.15 1.00 1.00 0.991 1.500 1.00 1.15 1.00 1.00 - 2 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 228, V design = 221 lbs Bending(-): LC #2 = D+S, M = 72 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 8e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow…) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. SLOPED BEAMS: level bearing is required for all sloped beams. 6. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. 7. The critical deflection value has been determined using maximum back-span deflection. Cantilever deflections do not govern design. PV System Load PV Module Weight (psf)2.5 psf Hardware Assembly Weight (psf)0.5 psf PV System Weight (psf)3.0 psf Roof Dead Load Load Roof Category Description Existing Roofing Material ( 2 Layers ) 5.0 psf Re-Roof Underlayment 0.5 psf Plywood Sheathing 1.5 psf Board Sheathing Rafter Size and Spacing 2 x 4 @ 24 in. O.C. 0.7 psf Vaulted Ceiling Miscellaneous 1.3 psf Total Roof Dead Load 9.0 psf Reduced Roof LL Non-PV Areas ASCE 7-05 Roof Live Load Lo Table 4-1 Member Tributary Area At Roof Slope Tributary Area Reduction R1 Section 4.9 Sloped Roof Reduction R2 Section 4.9 Reduced Roof Live Load Lr Equation 4-2 Reduced Roof Live Load Lr 14.5 psf Code Ground Snow Load pg ASCE Table 7-1 Snow Load Reductions Allowed? Effective Roof Slope Horiz. Distance from Eve to RidgeW Snow Importance Factor Is Table 1.5-2 Eq: 7.3-1 70% ASCE Eq: 7.4-1 54% ASCE Eq: 7.4-1 34% Design Snow Load Over PV Modules ps-pv ps-pv = (Cs-pv) pf 13.4 psf ASCE Design Sloped Roof Snow Load Over PV Modules Surface Condition of PV Modules Cs -pv Unobstructed Slippery Surfaces Figure 7-20.5 Design Roof Snow Load Over Surrounding Roof ps-roof ps-roof = (Cs-roof) pf21.7 psf Figure 7-20.8 Flat Roof Snow Load pf pf = 0.7 (Ce) (Ct) (I) pg; pf ≥ pf-min 28.0 psf ASCE Design Sloped Roof Snow Load Over Surrounding RoofSurface Condition of Surrounding Roof Cs -roof All Other Surfaces 1.0 Minimum Flat Roof Snow Load (w/ Rain-on-Snow Surcharge)pf-min 28.0 psf 7.3.4 & 7.10 Snow Thermal Factor Ct All structures except as indicated otherwise Table 7-3 39° 16.6 ft 1.0 Snow Exposure Factor Ce Partially Exposed Table 7-21.0 Reduced Ground/Roof Live/Snow Loads 40.0 psf Yes 0.725 Lr = Lo (R1) (R2) 14.5 psf (MP1) 9 psf (MP1) Value 20.0 psf < 200 sf 10/12 1 Roofing Paper Yes None No Miscellaneous Items LOAD ITEMIZATION - MP1 Material MP1 Comp Roof No Roofing Material PV System Type Spanning Vents Standoff (Attachment Hardware) Roof Slope Rafter Spacing Framing Type / Direction Purlin Spacing X-X Purlins Only Tile Reveal Tile Roofs Only Tile Attachment System Tile Roofs Only Standing Seam/Trap Spacing SM Seam Only Wind Design Code Wind Design Method Basic Wind Speed V Fig. 6-1 Exposure Category Section 6.5.6.3 Roof Style Fig. 6-11B/C/D-14A/B Mean Roof Height h Section 6.2 Wind Pressure Exposure Kz Table 6-3 Topographic Factor Kzt Section 6.5.7 Wind Directionality Factor Kd Table 6-4 Importance Factor I Table 6-1 Ext. Pressure Coefficient (Up)GCp (Up)Fig. 6-11B/C/D-14A/B Ext. Pressure Coefficient (Down)GCp (Down)Fig. 6-11B/C/D-14A/B Design Wind Pressure p Equation 6-22 Wind Pressure Up p(up)Wind Pressure Down p(down) Y-Direction Max Allowable Standoff Spacing Landscape 39''Max Allowable Cantilever LandscapeNA Standoff Configuration Landscape Max Standoff Tributary Area Trib PV Assembly Dead Load W-PV Net Wind Uplift at Standoff T-actual Uplift Capacity of Standoff T-allow Standoff Demand/Capacity DCR Y-Direction Max Allowable Standoff Spacing Portrait 65'' Max Allowable Cantilever Portrait NA Standoff Configuration Portrait Max Standoff Tributary Area Trib PV Assembly Dead Load W-PV Net Wind Uplift at Standoff T-actual Uplift Capacity of Standoff T-allow Standoff Demand/Capacity DCR 22 sf3.0 psf -313 lbs 500 lbs 62.5% 500 lbs 56.4% X-Direction 48'' 20'' Staggered Staggered 20 sf 3.0 psf-282 lbs 14.6 psf ALLOWABLE STANDOFF SPACINGS X-Direction 72'' 0.88 p = qh (GCp) -15.8 psf 24'' qh qh = 0.00256 (Kz) (Kzt) (Kd) (V^2) (I)Equation 6-1516.7 psf Wind Pressure -0.95 Wind Pressure Calculation Coefficients 0.95 1.00 0.85 1.0 Velocity Pressure 25 ft Wind Design Criteria ASCE 7-05 Partially/Fully Enclosed Method 90 mph NA C Gable Roof NA NA Y-Y Rafters NA No Comp Mount Type C 39° 24'' O.C. CALCULATION OF DESIGN WIND LOADS - MP1 Mounting Plane Information Comp Roof SolarCity SleekMount™ Overhang 1.16 ft Actual W 1.50'' Span 1 5.80 ft Actual D 3.50'' Number of Spans (w/o Overhang)2 Span 2 4.65 ft Nominal Yes Roofing Material Comp Roof Span 3 A 5.25 in.^2 Re-Roof No Span 4 Sx 3.06 in.^3 Plywood Sheathing Yes Span 5 Ix 5.36 in.^4 Board Sheathing None Total Span 11.61 ft TL Defl'n Limit 120 Vaulted Ceiling No PV 1 Start 1.75 ft Wood Species SPF Ceiling Finish 1/2" Gypsum Board PV 1 End 11.67 ft Wood Grade #2 Rafter Slope 24°PV 2 Start Fb 875 psi Rafter Spacing 24'' O.C.PV 2 End Fv 135 psi Top Lat Bracing Full PV 3 Start E 1400000 psi Bot Lat Bracing At Supports PV 3 End Emin 510000 psi Roof Pitch 6/12 Initial Pitch Adjust Non-PV Areas PV Areas Roof Dead Load DL 9.0 psf x 1.09 9.9 psf 9.9 psf PV Dead Load PV-DL 3.0 psf x 1.09 3.3 psf Roof Live Load RLL 20.0 psf x 0.93 18.5 psf Live/Snow Load LL/SL1,2 40.0 psf x 0.7 ǀ x 0.7 28.0 psf 28.0 psf Total Load (Governing LC) TL 37.9 psf 41.1 psf Governing Load Comb CD CL (+) CL (-) CF Cr D + S 1.15 1.00 0.94 1.5 1.15 Maximum Max Demand @ Location Capacity DCR Shear Stress 71 psi 1.2 ft. 155 psi 0.46 Bending (+) Stress 729 psi 3.6 ft. 1736 psi 0.42 Bending (-) Stress -1072 psi 7.0 ft. -1635 psi 0.66 (Governs) Total Load Deflection 0.14 in. | L/538 3.8 ft. 0.63 in. | L/120 0.22 Notes: 1. ps = Cs*pf; Cs -roof, Cs -pv per ASCE 7 [Figure 7-2] 2. pf = 0.7 (Ce) (Ct) (Is) pg ; Ce=Ct=Is=1.0 Member Design Summary (per NDS) Member Analysis Results Summary Roof System Properties Member Loading Summary STRUCTURE ANALYSIS - LOADING SUMMARY AND MEMBER CHECK - MP2 Member Properties Summary MP2 Horizontal Member Spans Rafter Properties PV System Load PV Module Weight (psf)2.5 psf Hardware Assembly Weight (psf)0.5 psf PV System Weight (psf)3.0 psf Roof Dead Load Load Roof Category Description Existing Roofing Material ( 2 Layers ) 5.0 psf Re-Roof Underlayment 0.5 psf Plywood Sheathing 1.5 psf Board Sheathing Rafter Size and Spacing 2 x 4 @ 24 in. O.C. 0.7 psf Vaulted Ceiling Miscellaneous 1.3 psf Total Roof Dead Load 9.0 psf Reduced Roof LL Non-PV Areas ASCE 7-05 Roof Live Load Lo Table 4-1 Member Tributary Area At Roof Slope Tributary Area Reduction R1 Section 4.9 Sloped Roof Reduction R2 Section 4.9 Reduced Roof Live Load Lr Equation 4-2 Reduced Roof Live Load Lr 18.5 psf Code Ground Snow Load pg ASCE Table 7-1 Snow Load Reductions Allowed? Effective Roof Slope Horiz. Distance from Eve to RidgeW Snow Importance Factor Is Table 1.5-2 Eq: 7.3-1 70% ASCE Eq: 7.4-1 70% ASCE Eq: 7.4-1 70% Design Snow Load Over PV Modules ps-pv ps-pv = (Cs-pv) pf 28.0 psf ASCE Design Sloped Roof Snow Load Over PV Modules Surface Condition of PV Modules Cs -pv Unobstructed Slippery Surfaces Figure 7-21.0 Design Roof Snow Load Over Surrounding Roof ps-roof ps-roof = (Cs-roof) pf28.0 psf Figure 7-21.0 Flat Roof Snow Load pf pf = 0.7 (Ce) (Ct) (I) pg; pf ≥ pf-min 28.0 psf ASCE Design Sloped Roof Snow Load Over Surrounding RoofSurface Condition of Surrounding Roof Cs -roof All Other Surfaces 1.0 Minimum Flat Roof Snow Load (w/ Rain-on-Snow Surcharge)pf-min 28.0 psf 7.3.4 & 7.10 Snow Thermal Factor Ct All structures except as indicated otherwise Table 7-3 24° 12.8 ft 1.0 Snow Exposure Factor Ce Partially Exposed Table 7-21.0 Reduced Ground/Roof Live/Snow Loads 40.0 psf Yes 0.925 Lr = Lo (R1) (R2) 18.5 psf (MP2) 9 psf (MP2) Value 20.0 psf < 200 sf 6/12 1 Roofing Paper Yes None No Miscellaneous Items LOAD ITEMIZATION - MP2 Material MP2 Comp Roof No Roofing Material PV System Type Spanning Vents Standoff (Attachment Hardware) Roof Slope Rafter Spacing Framing Type / Direction Purlin Spacing X-X Purlins Only Tile Reveal Tile Roofs Only Tile Attachment System Tile Roofs Only Standing Seam/Trap Spacing SM Seam Only Wind Design Code Wind Design Method Basic Wind Speed V Fig. 6-1 Exposure Category Section 6.5.6.3 Roof Style Fig. 6-11B/C/D-14A/B Mean Roof Height h Section 6.2 Wind Pressure Exposure Kz Table 6-3 Topographic Factor Kzt Section 6.5.7 Wind Directionality Factor Kd Table 6-4 Importance Factor I Table 6-1 Ext. Pressure Coefficient (Up)GCp (Up)Fig. 6-11B/C/D-14A/B Ext. Pressure Coefficient (Down)GCp (Down)Fig. 6-11B/C/D-14A/B Design Wind Pressure p Equation 6-22 Wind Pressure Up p(up)Wind Pressure Down p(down) Y-Direction Max Allowable Standoff Spacing Landscape 39''Max Allowable Cantilever LandscapeNA Standoff Configuration Landscape Max Standoff Tributary Area Trib PV Assembly Dead Load W-PV Net Wind Uplift at Standoff T-actual Uplift Capacity of Standoff T-allow Standoff Demand/Capacity DCR Y-Direction Max Allowable Standoff Spacing Portrait 65'' Max Allowable Cantilever Portrait NA Standoff Configuration Portrait Max Standoff Tributary Area Trib PV Assembly Dead Load W-PV Net Wind Uplift at Standoff T-actual Uplift Capacity of Standoff T-allow Standoff Demand/Capacity DCR 22 sf3.0 psf -248 lbs 500 lbs 49.6% 500 lbs 44.7% X-Direction 48'' 19'' Staggered Staggered 20 sf 3.0 psf-224 lbs 10.0 psf ALLOWABLE STANDOFF SPACINGS X-Direction 72'' 0.45 p = qh (GCp) -13.1 psf 24'' qh qh = 0.00256 (Kz) (Kzt) (Kd) (V^2) (I)Equation 6-1515.0 psf Wind Pressure -0.88 Wind Pressure Calculation Coefficients 0.85 1.00 0.85 1.0 Velocity Pressure 15 ft Wind Design Criteria ASCE 7-05 Partially/Fully Enclosed Method 90 mph NA C Gable Roof NA NA Y-Y Rafters NA No Comp Mount Type C 24° 24'' O.C. CALCULATION OF DESIGN WIND LOADS - MP2 Mounting Plane Information Comp Roof SolarCity SleekMount™ Overhang 1.16 ft Actual W 1.50'' Span 1 5.77 ft Actual D 3.50'' Number of Spans (w/o Overhang)2 Span 2 4.67 ft Nominal Yes Roofing Material Comp Roof Span 3 A 5.25 in.^2 Re-Roof No Span 4 Sx 3.06 in.^3 Plywood Sheathing Yes Span 5 Ix 5.36 in.^4 Board Sheathing None Total Span 11.60 ft TL Defl'n Limit 120 Vaulted Ceiling No PV 1 Start 1.67 ft Wood Species MSR Ceiling Finish 1/2" Gypsum Board PV 1 End 11.67 ft Wood Grade Rafter Slope 24°PV 2 Start Fb 1650 psi Rafter Spacing 24'' O.C.PV 2 End Fv 160 psi Top Lat Bracing Full PV 3 Start E 1500000 psi Bot Lat Bracing At Supports PV 3 End Emin 766000 psi Roof Pitch 6/12 Initial Pitch Adjust Non-PV Areas PV Areas Roof Dead Load DL 9.0 psf x 1.09 9.9 psf 9.9 psf PV Dead Load PV-DL 3.0 psf x 1.09 3.3 psf Roof Live Load RLL 20.0 psf x 0.93 18.5 psf Live/Snow Load LL/SL1,2 40.0 psf x 0.7 ǀ x 0.7 28.0 psf 28.0 psf Total Load (Governing LC) TL 37.9 psf 41.1 psf Governing Load Comb CD CL (+) CL (-) CF Cr D + S 1.15 1.00 0.96 1 1.15 Maximum Max Demand @ Location Capacity DCR Shear Stress 71 psi 1.2 ft. 184 psi 0.39 Bending (+) Stress 718 psi 3.6 ft. 2182 psi 0.33 Bending (-) Stress -1068 psi 6.9 ft. -2090 psi 0.51 (Governs) Total Load Deflection 0.13 in. | L/590 3.8 ft. 0.63 in. | L/120 0.20 Notes: 1. ps = Cs*pf; Cs -roof, Cs -pv per ASCE 7 [Figure 7-2] 2. pf = 0.7 (Ce) (Ct) (Is) pg ; Ce=Ct=Is=1.0 Member Design Summary (per NDS) Member Analysis Results Summary Roof System Properties Member Loading Summary STRUCTURE ANALYSIS - LOADING SUMMARY AND MEMBER CHECK - MP3 Member Properties Summary MP3 Horizontal Member Spans Rafter Properties PV System Load PV Module Weight (psf)2.5 psf Hardware Assembly Weight (psf)0.5 psf PV System Weight (psf)3.0 psf Roof Dead Load Load Roof Category Description Existing Roofing Material ( 2 Layers ) 5.0 psf Re-Roof Underlayment 0.5 psf Plywood Sheathing 1.5 psf Board Sheathing Rafter Size and Spacing 2 x 4 @ 24 in. O.C. 0.7 psf Vaulted Ceiling Miscellaneous 1.3 psf Total Roof Dead Load 9.0 psf Reduced Roof LL Non-PV Areas ASCE 7-05 Roof Live Load Lo Table 4-1 Member Tributary Area At Roof Slope Tributary Area Reduction R1 Section 4.9 Sloped Roof Reduction R2 Section 4.9 Reduced Roof Live Load Lr Equation 4-2 Reduced Roof Live Load Lr 18.5 psf Code Ground Snow Load pg ASCE Table 7-1 Snow Load Reductions Allowed? Effective Roof Slope Horiz. Distance from Eve to RidgeW Snow Importance Factor Is Table 1.5-2 Eq: 7.3-1 70% ASCE Eq: 7.4-1 70% ASCE Eq: 7.4-1 70% Design Snow Load Over PV Modules ps-pv ps-pv = (Cs-pv) pf 28.0 psf ASCE Design Sloped Roof Snow Load Over PV Modules Surface Condition of PV Modules Cs -pv Unobstructed Slippery Surfaces Figure 7-21.0 Design Roof Snow Load Over Surrounding Roof ps-roof ps-roof = (Cs-roof) pf28.0 psf Figure 7-21.0 Flat Roof Snow Load pf pf = 0.7 (Ce) (Ct) (I) pg; pf ≥ pf-min 28.0 psf ASCE Design Sloped Roof Snow Load Over Surrounding RoofSurface Condition of Surrounding Roof Cs -roof All Other Surfaces 1.0 Minimum Flat Roof Snow Load (w/ Rain-on-Snow Surcharge)pf-min 28.0 psf 7.3.4 & 7.10 Snow Thermal Factor Ct All structures except as indicated otherwise Table 7-3 24° 12.7 ft 1.0 Snow Exposure Factor Ce Partially Exposed Table 7-21.0 Reduced Ground/Roof Live/Snow Loads 40.0 psf Yes 0.925 Lr = Lo (R1) (R2) 18.5 psf (MP3) 9 psf (MP3) Value 20.0 psf < 200 sf 6/12 1 Roofing Paper Yes None No Miscellaneous Items LOAD ITEMIZATION - MP3 Material MP3 Comp Roof No Roofing Material PV System Type Spanning Vents Standoff (Attachment Hardware) Roof Slope Rafter Spacing Framing Type / Direction Purlin Spacing X-X Purlins Only Tile Reveal Tile Roofs Only Tile Attachment System Tile Roofs Only Standing Seam/Trap Spacing SM Seam Only Wind Design Code Wind Design Method Basic Wind Speed V Fig. 6-1 Exposure Category Section 6.5.6.3 Roof Style Fig. 6-11B/C/D-14A/B Mean Roof Height h Section 6.2 Wind Pressure Exposure Kz Table 6-3 Topographic Factor Kzt Section 6.5.7 Wind Directionality Factor Kd Table 6-4 Importance Factor I Table 6-1 Ext. Pressure Coefficient (Up)GCp (Up)Fig. 6-11B/C/D-14A/B Ext. Pressure Coefficient (Down)GCp (Down)Fig. 6-11B/C/D-14A/B Design Wind Pressure p Equation 6-22 Wind Pressure Up p(up)Wind Pressure Down p(down) Y-Direction Max Allowable Standoff Spacing Landscape 39''Max Allowable Cantilever LandscapeNA Standoff Configuration Landscape Max Standoff Tributary Area Trib PV Assembly Dead Load W-PV Net Wind Uplift at Standoff T-actual Uplift Capacity of Standoff T-allow Standoff Demand/Capacity DCR Y-Direction Max Allowable Standoff Spacing Portrait 65'' Max Allowable Cantilever Portrait NA Standoff Configuration Portrait Max Standoff Tributary Area Trib PV Assembly Dead Load W-PV Net Wind Uplift at Standoff T-actual Uplift Capacity of Standoff T-allow Standoff Demand/Capacity DCR 22 sf3.0 psf -280 lbs 500 lbs 56.0% 500 lbs 50.5% X-Direction 48'' 19'' Staggered Staggered 20 sf 3.0 psf-253 lbs 10.0 psf ALLOWABLE STANDOFF SPACINGS X-Direction 72'' 0.45 p = qh (GCp) -14.6 psf 24'' qh qh = 0.00256 (Kz) (Kzt) (Kd) (V^2) (I)Equation 6-1516.7 psf Wind Pressure -0.88 Wind Pressure Calculation Coefficients 0.95 1.00 0.85 1.0 Velocity Pressure 25 ft Wind Design Criteria ASCE 7-05 Partially/Fully Enclosed Method 90 mph NA C Gable Roof NA NA Y-Y Rafters NA No Comp Mount Type C 24° 24'' O.C. CALCULATION OF DESIGN WIND LOADS - MP3 Mounting Plane Information Comp Roof SolarCity SleekMount™