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Home My WebLink About2714 W Carlton Pl - Plan2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 Project : Project Number: By : Date : UNIRAC 1411 Broadway Blvd, NE Albuquerque, NM 87102 RE: Solar Array Installation at 2714 W Carlton Pl, Santa Ana, CA 92704, USA To Whom it May Concern, CODE REFERENCES: BUILDING CODE: 2022 CALIFORNIA BUILDING CODE 2021 INTERNATIONAL BUILDING CODE ASCE 7-16 SCOPE OF WORK: DESIGN PARAMETERS RISK CATEGORY : DESIGN WIND SPEED :mph WIND EXPOSURE : GROUND SNOW LOAD :psf SEISMIC DESIGN CATEGORY : EXISTING ROOF STRUCTURE ROOF : 2x6 Rafters @ 24" O.C. ROOF MATERIAL : Comp Shingle CONNECTION TO ROOF STRUCTURE MOUNTING CONNECTION : (1) 5/16" SS LAG BOLT w/ MIN. 2.5" EMBEDMENT INTO (E) 2x FRAMING MEMBER @ MAX. 48" o.c. ALONG RAILS (2) RAILS PER ROW OF PANELS, EVENLY SPACED. PANEL LENGTH PERPENDICULAR TO RAIL NOT TO EXCEED 67.79" II 95 B 0 *null John Patrick Alcoran PE 17-02-2023 Roof structural framing plan has been reviewed for additional loading due to installation of the roof mounted solar PV addition. The structural review that follows, including plans and calculations, only apply to the section of the roof that is directly supporting the solar PV system and its supporting elements. 17 February 2023 Per your request, we have reviewed the existing structure at the above referenced site. The purpose of our review was to determine the adequacy of the existing structure to support the proposed installation of solar panels on the roof per layout plan. 2714 W Carlton Pl 04/04/23 OBSERVED CONDITIONS: CONCLUSIONS: LIMITATIONS: Praneet R Erusu, P.E. Principal Engineer Erusu Consultants US Inc. The observed roof framing is described below. If field conditions differ, the contractor shall notify the engineer prior to starting construction. The roof framing is supported by 2x6 Rafters @ 24" O.C are spanning between load bearing walls. The maximum allowed clear span of rafter is 12.5ft, to be verified in field by the contractor. Based upon our review, we conclude that the existing structure is adequate to support the proposed solar panel installation. In the area of the solar array, other live loads will not be present or will be greatly reduced (2022 CBC, Section 1607.14.4). The gravity loads and the stresses of the structural elements, in the area of the solar array are either decreased or increased by no more than 5%. Therefore, the requirements of Section 503.3 of the 2022 CEBC are met and the structure is permitted to remain unaltered. The solar array will be flush-mounted (no more than 6" above the roof surface) and parallel to the roof surface. Thus, we conclude that any additional wind loading on the structure related to the addition of the proposed solar array is negligible. The attached calculations verify the capacity of the connections of the solar array to the existing roof against wind (uplift), the governing load case. Regarding seismic loads, we conclude that any additional forces will be small. Conservatively neglecting the weight of existing wall materials, the installation of the solar panels represents an increase in the total weight (and resulting seismic load) of 2.3%. Because the increase in lateral forces is less than 10%, this addition meets the requirements of the exception in Section 503.4 of the 2022 CEBC. Thus the existing lateral force resisting system is permitted to remain unaltered. Installation of the solar panels must be performed in accordance with manufacturer recommendations. All work performed must be in accordance with accepted industry-wide methods and applicable safety standards. Existing Roof and structural members are assumed to be in good and serviceable condition. The contractor must notify Erusu Consultants US Inc. should any damage, deterioration or discrepancies between the as-built condition of the structure and the condition described in this letter be found. The use of solar panel support span tables provided by others are allowed only where the building type, site conditions, site-specific design parameters, and solar panel configuration match the description of the span tables. The design of the solar panel racking (mounts, rails, etc.) and electrical engineering is the responsibility of others. Waterproofing around the roof penetrations is the responsibility of others. Erusu Consultants US Inc. assumes no responsibility for improper installation of the solar array. 17 Feb 2023 EXP : 30 Sep 2023 2714 W Carlton Pl 04/04/23 Project : Project Number: By : Date : Address : Site Plan: John Patrick Alcoran PE 17-02-2023 2714 W Carlton Pl, Santa Ana, CA 92704, USA 2714 W Carlton Pl 04/04/23 Project : Project Number: By : Date : Roof Dead Load Roof Slope =: Angle = Roof Live Load Roof Live Load = psf (Refer ASCE 7-16, Table 4.3-1) Roof Live Load with PV Array = psf 2022 CBC, Section 1607.14.4 (Ceiling load and MEP is assumed to be not supported by rafter) 20 0 PV Array 3 1.05 2.2 1.05 MEP & Misc.1.5 Comp Shingle 4 1.05 4 12 18 Material Material Weight (psf) 2.32 1.50 12.88 1/2" Plywood 1.1 1.05 Framing 3 1.05 3.16 1/2" Gypsum Ceiling John Patrick Alcoran PE 17-02-2023 DL = Increase due to Roof Slope Plan Projected Material Weight (psf) 4.22 1.16 3.16 0.53Insulation0.5 1.05 2714 W Carlton Pl 04/04/23 Project : Project Number: By : Date : John Patrick Alcoran PE 17-02-2023 Summary of Gravity Loads Dead Load, D =psf Roof Live Load, Lr =psf Gravity Load Comparison (D + Lr)/Cd =psf (Cd = 0.9 for D, 1.15 for S, 1.25 for Lr) Max Loading =psf Proposed to Current Loading Ratio =O.K. Gravity Loading with PV Array is not stressing the current framing system by more that 5% of the original configuration. Per Section 503.3 of 2022 California Existing Building Code the structure is allowed to remain unaltered for gravity loading 30.32 17.83 59% < 105% 30.32 17.83 20.00 0.00 Existing With PV Array Existing With PV Array 12.88 16.05 2714 W Carlton Pl 04/04/23 Wood Beam LIC# : KW-06014559, Build:20.22.12.28 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 DESCRIPTION: 2x6 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check) Project File: 2x6 Joist @ 24 O.C_ Copy.ec6 Project Title: Engineer: Project ID: Printed: 17 FEB 2023, 12:39PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.00810, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 2.0 ft, (Existing Roof Load) Load for Span Number 2 Uniform Load : D = 0.00810 ksf, Tributary Width = 2.0 ft, (Existing Roof Dead Load) Point Load : D = 0.0340, W = 0.1810 k @ 3.70 ft, (Solar Panel Load) Point Load : D = 0.0340, W = 0.1810 k @ 7.0 ft, (Solar Panel Load) Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 2.70 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.942: 1 Load Combination +D+0.60W+H Span # where maximum occurs Span # 2 Location of maximum on span 6.983 ft 59.01 psi= = 1,656.00 psi 2x6 Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750Lr+0.750L+0.450W+H = = = 288.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.205 : 1 2.000 ft= = 1,559.34 psi Maximum Deflection 134 >=134 186 Ratio =118 >=117 Max Downward Transient Deflection 0.706 in 212 Ratio =>=134 Max Upward Transient Deflection -0.357 in Ratio = Max Downward Total Deflection 0.805 in Ratio =>=117 Max Upward Total Deflection -0.400 in fb: Actual F'b fv: Actual F'v Span: 2 : W Only Span: 1 : W Only Span: 2 : +D+0.60W+H Span: 1 : +D+0.60W+H .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLx CCCM C F r t Shear ValuesMax Stress Ratios M CD V fb M fv F'b V F'v Segment Length Cfu +D+H 0.0 0.00 0.00.0 1.00 Length = 2.0 ft 1 0.055 0.153 0.90 1.300 1.15 1.00 1.00 0.03 51.4 931.5 0.14 162.01.00 24.7 1.00 1.00 Length = 12.50 ft 2 0.781 0.153 0.90 1.300 1.15 1.00 1.00 0.46 727.3 931.5 0.14 162.01.00 24.7 1.00 1.00 +D+L+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.050 0.137 1.00 1.300 1.15 1.00 1.00 0.03 51.4 1,035.0 0.14 180.01.00 24.7 1.00 2714 W Carlton Pl 04/04/23 Wood Beam LIC# : KW-06014559, Build:20.22.12.28 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 DESCRIPTION: 2x6 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check) Project File: 2x6 Joist @ 24 O.C_ Copy.ec6 Project Title: Engineer: Project ID: Printed: 17 FEB 2023, 12:39PM Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCM C F r t Shear ValuesMax Stress Ratios M CD V fb M fv F'b V F'vSegment Length Cfu 1.00 Length = 12.50 ft 2 0.703 0.137 1.00 1.300 1.15 1.00 1.00 0.46 727.3 1,035.0 0.14 180.01.00 24.7 1.00 1.00 +D+Lr+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.138 0.179 1.25 1.300 1.15 1.00 1.00 0.11 178.4 1,293.8 0.22 225.01.00 40.4 1.00 1.00 Length = 12.50 ft 2 0.601 0.179 1.25 1.300 1.15 1.00 1.00 0.49 777.0 1,293.8 0.22 225.01.00 40.4 1.00 1.00 +D+S+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.043 0.119 1.15 1.300 1.15 1.00 1.00 0.03 51.4 1,190.3 0.14 207.01.00 24.7 1.00 1.00 Length = 12.50 ft 2 0.611 0.119 1.15 1.300 1.15 1.00 1.00 0.46 727.3 1,190.3 0.14 207.01.00 24.7 1.00 1.00 +D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.113 0.162 1.25 1.300 1.15 1.00 1.00 0.09 146.6 1,293.8 0.20 225.01.00 36.4 1.00 1.00 Length = 12.50 ft 2 0.591 0.162 1.25 1.300 1.15 1.00 1.00 0.48 764.3 1,293.8 0.20 225.01.00 36.4 1.00 1.00 +D+0.750L+0.750S+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.043 0.119 1.15 1.300 1.15 1.00 1.00 0.03 51.4 1,190.3 0.14 207.01.00 24.7 1.00 1.00 Length = 12.50 ft 2 0.611 0.119 1.15 1.300 1.15 1.00 1.00 0.46 727.3 1,190.3 0.14 207.01.00 24.7 1.00 1.00 +D+0.60W+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.068 0.190 1.60 1.300 1.15 1.00 1.00 0.07 112.3 1,656.0 0.30 288.01.00 54.8 1.00 1.00 Length = 12.50 ft 2 0.942 0.190 1.60 1.300 1.15 1.00 1.00 0.98 1,559.3 1,656.0 0.30 288.01.00 54.8 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.116 0.205 1.60 1.300 1.15 1.00 1.00 0.12 192.3 1,656.0 0.32 288.01.00 59.0 1.00 1.00 Length = 12.50 ft 2 0.837 0.205 1.60 1.300 1.15 1.00 1.00 0.87 1,385.6 1,656.0 0.32 288.01.00 59.0 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.059 0.164 1.60 1.300 1.15 1.00 1.00 0.06 97.1 1,656.0 0.26 288.01.00 47.3 1.00 1.00 Length = 12.50 ft 2 0.816 0.164 1.60 1.300 1.15 1.00 1.00 0.85 1,351.1 1,656.0 0.26 288.01.00 47.3 1.00 1.00 +0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.055 0.156 1.60 1.300 1.15 1.00 1.00 0.06 91.8 1,656.0 0.25 288.01.00 44.9 1.00 1.00 Length = 12.50 ft 2 0.766 0.156 1.60 1.300 1.15 1.00 1.00 0.80 1,268.8 1,656.0 0.25 288.01.00 44.9 1.00 1.00 +D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.031 0.086 1.60 1.300 1.15 1.00 1.00 0.03 51.4 1,656.0 0.14 288.01.00 24.7 1.00 1.00 Length = 12.50 ft 2 0.439 0.086 1.60 1.300 1.15 1.00 1.00 0.46 727.3 1,656.0 0.14 288.01.00 24.7 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.031 0.086 1.60 1.300 1.15 1.00 1.00 0.03 51.4 1,656.0 0.14 288.01.00 24.7 1.00 1.00 Length = 12.50 ft 2 0.439 0.086 1.60 1.300 1.15 1.00 1.00 0.46 727.3 1,656.0 0.14 288.01.00 24.7 1.00 1.00 +0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.019 0.051 1.60 1.300 1.15 1.00 1.00 0.02 30.8 1,656.0 0.08 288.01.00 14.8 1.00 1.00 Length = 12.50 ft 2 0.264 0.051 1.60 1.300 1.15 1.00 1.00 0.28 436.4 1,656.0 0.08 288.01.00 14.8 1.00 . Location in SpanLoad CombinationMax. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.60W+H10.0000 0.000 -0.4005 0.000 +D+0.60W+H 2 0.8046 6.215 0.0000 0.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.471 0.223 Max Upward from Load Combinations 0.471 0.223 Max Upward from Load Cases 0.353 0.159 +D+H 0.175 0.128 +D+L+H 0.175 0.128 +D+Lr+H 0.358 0.133 +D+S+H 0.175 0.128 +D+0.750Lr+0.750L+H 0.312 0.132 +D+0.750L+0.750S+H 0.175 0.128 2714 W Carlton Pl 04/04/23 Wood Beam LIC# : KW-06014559, Build:20.22.12.28 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 DESCRIPTION: 2x6 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check) Project File: 2x6 Joist @ 24 O.C_ Copy.ec6 Project Title: Engineer: Project ID: Printed: 17 FEB 2023, 12:39PM Project Descr: Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 0.387 0.223 +D+0.750Lr+0.750L+0.450W+H 0.471 0.203 +D+0.750L+0.750S+0.450W+H 0.334 0.199 +0.60D+0.60W+0.60H 0.317 0.172 +D+0.70E+0.60H 0.175 0.128 +D+0.750L+0.750S+0.5250E+H 0.175 0.128 +0.60D+0.70E+H 0.105 0.077 D Only 0.175 0.128 Lr Only 0.183 0.005 W Only 0.353 0.159 H Only 2714 W Carlton Pl 04/04/23 Wood Beam LIC# : KW-06014559, Build:20.22.12.28 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 DESCRIPTION: 2x6 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check) Project File: 2x6 Joist @ 24 O.C_ Copy.ec6 Project Title: Engineer: Project ID: Printed: 17 FEB 2023, 12:39PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.00810, Lr = 0.020, W = -0.0350 ksf, Tributary Width = 2.0 ft, (Existing Roof Load) Load for Span Number 2 Uniform Load : D = 0.00810 ksf, Tributary Width = 2.0 ft, (Existing Roof Dead Load) Point Load : D = 0.0340, W = -0.3980 k @ 3.70 ft, (Solar Panel Load) Point Load : D = 0.0340, W = -0.3980 k @ 7.0 ft, (Solar Panel Load) Uniform Load : Lr = 0.020, W = -0.0350 ksf, Extent = 0.0 -->> 2.70 ft, Tributary Width = 2.0 ft, (Existing Wind & Roof Live Load) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.843: 1 Load Combination +0.60D+0.60W+0.60H Span # where maximum occurs Span # 2 Location of maximum on span 6.983 ft 40.35 psi= = 1,656.00 psi 2x6 Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.179 : 1 2.000 ft= = 1,395.64 psi Maximum Deflection 96 >=60 132 Ratio =213 >=120 Max Downward Transient Deflection 0.784 in 60 Ratio =>=60 Max Upward Transient Deflection -1.552 in Ratio = Max Downward Total Deflection 0.359 in Ratio =>=120 Max Upward Total Deflection -0.703 in fb: Actual F'b fv: Actual F'v Span: 2 : Lr Only Span: 2 : W Only Span: 2 : +D+Lr+H Span: 2 : +0.60D+0.60W+0.60H .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLx CCCM C F r t Shear ValuesMax Stress Ratios M CD V fb M fv F'b V F'v Segment Length Cfu +D+H 0.0 0.00 0.00.0 1.00 Length = 2.0 ft 1 0.055 0.153 0.90 1.300 1.15 1.00 1.00 0.03 51.4 931.5 0.14 162.01.00 24.7 1.00 1.00 Length = 12.50 ft 2 0.781 0.153 0.90 1.300 1.15 1.00 1.00 0.46 727.3 931.5 0.14 162.01.00 24.7 1.00 1.00 +D+L+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.050 0.137 1.00 1.300 1.15 1.00 1.00 0.03 51.4 1,035.0 0.14 180.01.00 24.7 1.00 2714 W Carlton Pl 04/04/23 Wood Beam LIC# : KW-06014559, Build:20.22.12.28 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 DESCRIPTION: 2x6 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check) Project File: 2x6 Joist @ 24 O.C_ Copy.ec6 Project Title: Engineer: Project ID: Printed: 17 FEB 2023, 12:39PM Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCM C F r t Shear ValuesMax Stress Ratios M CD V fb M fv F'b V F'vSegment Length Cfu 1.00 Length = 12.50 ft 2 0.703 0.137 1.00 1.300 1.15 1.00 1.00 0.46 727.3 1,035.0 0.14 180.01.00 24.7 1.00 1.00 +D+Lr+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.138 0.179 1.25 1.300 1.15 1.00 1.00 0.11 178.4 1,293.8 0.22 225.01.00 40.4 1.00 1.00 Length = 12.50 ft 2 0.601 0.179 1.25 1.300 1.15 1.00 1.00 0.49 777.0 1,293.8 0.22 225.01.00 40.4 1.00 1.00 +D+S+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.043 0.119 1.15 1.300 1.15 1.00 1.00 0.03 51.4 1,190.3 0.14 207.01.00 24.7 1.00 1.00 Length = 12.50 ft 2 0.611 0.119 1.15 1.300 1.15 1.00 1.00 0.46 727.3 1,190.3 0.14 207.01.00 24.7 1.00 1.00 +D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.113 0.162 1.25 1.300 1.15 1.00 1.00 0.09 146.6 1,293.8 0.20 225.01.00 36.4 1.00 1.00 Length = 12.50 ft 2 0.591 0.162 1.25 1.300 1.15 1.00 1.00 0.48 764.3 1,293.8 0.20 225.01.00 36.4 1.00 1.00 +D+0.750L+0.750S+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.043 0.119 1.15 1.300 1.15 1.00 1.00 0.03 51.4 1,190.3 0.14 207.01.00 24.7 1.00 1.00 Length = 12.50 ft 2 0.611 0.119 1.15 1.300 1.15 1.00 1.00 0.46 727.3 1,190.3 0.14 207.01.00 24.7 1.00 1.00 +D+0.60W+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.049 0.144 1.60 1.300 1.15 1.00 1.00 0.05 81.9 1,656.0 0.23 288.01.00 41.4 1.00 1.00 Length = 12.50 ft 2 0.667 0.144 1.60 1.300 1.15 1.00 1.00 0.70 1,105.1 1,656.0 0.23 288.01.00 41.4 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.028 0.042 1.60 1.300 1.15 1.00 1.00 0.03 46.7 1,656.0 0.07 288.01.00 12.0 1.00 1.00 Length = 12.50 ft 2 0.370 0.076 1.60 1.300 1.15 1.00 1.00 0.39 612.7 1,656.0 0.12 288.01.00 22.0 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.029 0.086 1.60 1.300 1.15 1.00 1.00 0.03 48.6 1,656.0 0.14 288.01.00 24.8 1.00 1.00 Length = 12.50 ft 2 0.393 0.086 1.60 1.300 1.15 1.00 1.00 0.41 650.1 1,656.0 0.14 288.01.00 24.8 1.00 1.00 +0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.062 0.178 1.60 1.300 1.15 1.00 1.00 0.06 102.4 1,656.0 0.28 288.01.00 51.3 1.00 1.00 Length = 12.50 ft 2 0.843 0.178 1.60 1.300 1.15 1.00 1.00 0.88 1,395.6 1,656.0 0.28 288.01.00 51.3 1.00 1.00 +D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.031 0.086 1.60 1.300 1.15 1.00 1.00 0.03 51.4 1,656.0 0.14 288.01.00 24.7 1.00 1.00 Length = 12.50 ft 2 0.439 0.086 1.60 1.300 1.15 1.00 1.00 0.46 727.3 1,656.0 0.14 288.01.00 24.7 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.031 0.086 1.60 1.300 1.15 1.00 1.00 0.03 51.4 1,656.0 0.14 288.01.00 24.7 1.00 1.00 Length = 12.50 ft 2 0.439 0.086 1.60 1.300 1.15 1.00 1.00 0.46 727.3 1,656.0 0.14 288.01.00 24.7 1.00 1.00 +0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.0 0.00 0.01.00 0.0 1.00 1.00 Length = 2.0 ft 1 0.019 0.051 1.60 1.300 1.15 1.00 1.00 0.02 30.8 1,656.0 0.08 288.01.00 14.8 1.00 1.00 Length = 12.50 ft 2 0.264 0.051 1.60 1.300 1.15 1.00 1.00 0.28 436.4 1,656.0 0.08 288.01.00 14.8 1.00 . Location in SpanLoad CombinationMax. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections W Only 1 0.7842 0.000 0.0000 0.000 W Only20.0000 0.000 -1.5525 6.145 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.358 0.133 Max Upward from Load Combinations 0.358 0.133 Max Upward from Load Cases 0.183 0.128 Max Downward from all Load Conditio -0.775 -0.350 Max Downward from Load Combinations -0.360 -0.133 Max Downward from Load Cases (Resis -0.775 -0.350 +D+H 0.175 0.128 +D+L+H 0.175 0.128 +D+Lr+H 0.358 0.133 2714 W Carlton Pl 04/04/23 Wood Beam LIC# : KW-06014559, Build:20.22.12.28 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 DESCRIPTION: 2x6 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check) Project File: 2x6 Joist @ 24 O.C_ Copy.ec6 Project Title: Engineer: Project ID: Printed: 17 FEB 2023, 12:39PM Project Descr: Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+S+H 0.175 0.128 +D+0.750Lr+0.750L+H 0.312 0.132 +D+0.750L+0.750S+H 0.175 0.128 +D+0.60W+H -0.290 -0.082 +D+0.750Lr+0.750L+0.450W+H -0.037 -0.026 +D+0.750L+0.750S+0.450W+H -0.174 -0.030 +0.60D+0.60W+0.60H -0.360 -0.133 +D+0.70E+0.60H 0.175 0.128 +D+0.750L+0.750S+0.5250E+H 0.175 0.128 +0.60D+0.70E+H 0.105 0.077 D Only 0.175 0.128 Lr Only 0.183 0.005 W Only -0.775 -0.350 H Only 2714 W Carlton Pl 04/04/23 Project : Project Number: By : Date : Wind Load Calculation Wind Loads - ASCE 7-16 Chapter 26 & 29 Width of the Building, B = ft (Approximate) V = mph Exposure = Average height of building, z = ft - avg (Approximate) ft (Refer ASCE 7-16, Table 26.10-1) α = Zg = ft (Refer ASCE 7-16, Table 26.11-1) Kh & Kz = 2.01(z/Zg)^(2/α) = Kzt =(Refer ASCE 7-16, Equation 26.8-1) Kd =(Refer ASCE 7-16, Table 26.6.1) Ke =(Refer ASCE 7-16, Table 26.9-1) qh ='.00256 KzKztKdKeV² =psf (Refer ASCE 7-16, Section 26.10-1) Building Classification = Solar Panel Components and Cladding p C&C = qh(GCp)(ϒe)(ϒa) ASCE 7-16 Chaper 29.4.4 Module Length = in Module Width = in Area of Module = ft2 Roof Pitch =: Slope = degrees Gable Roof = ϒe= ϒa=(Refer ASCE 7-16, Figure 29.4-8) 12 18 21.0 67.79 7° < θ ≤ 20° 1.5 11.29 4.0 44.64 95 B 15 0.57 Enclosed 0.8 zmin = 30 7 1 47.2 1 0.85 John Patrick Alcoran PE 17-02-2023 1200 2714 W Carlton Pl 04/04/23 Project : Project Number: By : Date : John Patrick Alcoran PE 17-02-2023 Zone 1 Uplift External Wind pressure coefficient GCp = External Wind pressure, qGCp = psf Zone 2 Uplift External Wind pressure coefficient GCp = External Wind pressure, qGCp = psf All Zone Downward External Wind pressure coefficient GCp = External Wind pressure, qGCp = psf Maximum Uplift Wind Pressure, p = psf Minimum Downward Wind Pressure ,p = psf Lag Screw / Bolt Connection Check (ASD) Tributary Width = in (Max Spacing of fasteners along Rails) Tributary Length = in (Half Panel Length) Tributary Area = ft2 Lag Screw/Bolt Size = Cd =(Refer NDS Table 2.3.2) Embedment = in Grade of Wood = #2 ( or better) G = Capacity = lb/in (Refer NDS Table 12.2A) Number of Screws in Tension = Prying Coefficient = Capacity of Fasteners = lb Demand Zone 1 Zone 2 0.31 Pressure ASD (0.6W)(psf) -16.3 -21.1 11.3 238.7 760 DCR 11.3 183.6 760 0.24 Capacity (lb)Tributary Area (ft2) Uplift (lb) Zone 0.5 266 1 1.4 760 48 0.5 6.8 (Measured from top of the framing member to tapered tip of lag screw, embedment in sheathing and tapered tip of screw is not included) DF -35.21 -2 -27.09 -35.21 16.0 33.895 11.3 5/16 1.6 2.5 -2.6 2714 W Carlton Pl 04/04/23 Project : Project Number: By : Date : Seismic Ground Motion Values John Patrick Alcoran PE 17-02-2023 2714 W Carlton Pl 04/04/23 Project : Project Number: By : Date : Seismic Design Force Seismic Loads - ASCE 7-16 Chapter 13 Seismic Force Component Amplification Factor, ap= (Refer ASCE 7-16, Table 13.6 -1) Overstrength Factor, Ωo =(Refer ASCE 7-16, Table 13.6 -1) Component Importance Factor, Ip= SDS = Average roof height of structure,h = ft z/h = z/h should not exceed 1 Frame Weight Wp = psf Seismic Design Force on Solar framing structure Max Fp =1.6 x SDS x Ip X Wp = psf Min Fp =0.3 x SDS x Ip X Wp = psf Seismic Design Load Fp = psf Vertical Seismic Design Load Fp = psf0.66 2.64 5.28 0.99 3.16 F P = ((0.4 x ap x SDS x Wp)/ (Rp / Ip)) x ((1+2(z/h)) =2.64 psf 15 1 Height in structure at point of attachment, z = 15 ft 1.00 1.50 1.04 1.00 Seismic Coefficients for Mechanical and Electrical components = Component Response Modification Factor, Rp= 1.50 John Patrick Alcoran PE 17-02-2023 12 Other mechanical or electrical components. (Refer ASCE 7-16, Table 13.6 -1) 2714 W Carlton Pl 04/04/23 Project : Project Number: By : Date : John Patrick Alcoran PE 17-02-2023 Check for Increase in overall seismic loads Array Area = ft2 Number of Arrays = Total Array Area = ft2 Array Load = psf Number of Existing Arrays = Exisitng Area = ft2 Total Array Wt. = lb Total Roof Area = ft2 DL of Roof = psf Total Wt of Roof = lb Increase in Seismic Wt = < 12.88 30673 2.3% 10% Conservatively the Wt. of the Walls tributary to the roof is not included. Seismic weight increase is less than 10% and no seismic retrofit or evaluation of existing lateral system is required per Section 503.4 of 2022 CEBC. 21.0 11 231.16 2380.7 3.00 693.49 0 0.00 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 John Patrick Alcoran- Auth Letter Final Audit Report 2023-02-17 Created:2023-02-17 By:Empower Solar (mandy@mpwrsolar.com) Status:Signed Transaction ID:CBJCHBCAABAAlcMy0dNvlATL_fFPCMa9_mS-tAnkXQUM "John Patrick Alcoran- Auth Letter" History Document created by Empower Solar (mandy@mpwrsolar.com) 2023-02-17 - 7:47:50 PM GMT- IP address: 108.88.56.142 Document e-signed by Empower Solar (mandy@mpwrsolar.com) Signature Date: 2023-02-17 - 7:48:38 PM GMT - Time Source: server- IP address: 108.88.56.142 Document emailed to patrickalc27@gmail.com for signature 2023-02-17 - 7:48:39 PM GMT Email viewed by patrickalc27@gmail.com 2023-02-17 - 9:21:54 PM GMT- IP address: 172.226.184.20 Signer patrickalc27@gmail.com entered name at signing as John Patrick Alcoran 2023-02-17 - 9:42:57 PM GMT- IP address: 172.56.185.238 Document e-signed by John Patrick Alcoran (patrickalc27@gmail.com) Signature Date: 2023-02-17 - 9:42:59 PM GMT - Time Source: server- IP address: 172.56.185.238 Agreement completed. 2023-02-17 - 9:42:59 PM GMT 2714 W Carlton Pl 04/04/23 Signature: Email: Empower Solar (Feb 17, 2023 11:48 PST) Empower Solar mandy@mpwrsolar.com John Patrick Alcoran (Feb 17, 2023 13:42 PST) 02/17/2023 2714 W Carlton Pl 04/04/23 U-BUILDER PROJECT REPORT APPLICATION VERSION: 6.0.4 PROJECT VERSION: 0.0.27 PROJECT TITLE NXT UMOUNT PROJECT ID 2BD797E1 LAST UPDATED Mar. 29, 2023 ORIGINALLY CREATED Mar. 29, 2023 NAME John Patrick Alcoran ADDRESS 2714 West Carlton Place Santa Ana, California - 92704 CITY, STATE Santa Ana, CA MODULE JA Solar JAM54S31 390/MR Designed by parley@mpwrsolar.com NXT UMOUNT JA Solar 11 - JAM54S31 390/MR 231.16 ft 4.29 KW 2 NOTE: Installation of the project is intended to happen within the year of project designed in UBuilder. If it's past one year please rerun the design or contact Unirac Engineering Services. 2714 W Carlton Pl 04/04/23 ENGINEERING REPORT * Distributed Dead Load 2.51psf * Average Roof Point Dead Load 24.22 lbs Plan review TOTAL NUMBER OF MODULES 11 TOTAL KW 4.29 KW TOTAL AREA ~231 ft Loads Used for Design BUILDING CODE ASCE 7-16 BASIC WIND SPEED 95.00 mph GROUND SNOW LOAD 0.00 psf SEISMIC (SS)1.462 ELEVATION 55.00 ft WIND EXPOSURE B TOPOGRAPHICAL FACTOR KZT 1.00 RISK CATEGORY II VELOCITY PRESSURE, QZ 12.21 psf 2 Inspection PRODUCT NXT UMOUNT MODULE MANUFACTURER JA Solar MODEL 11 - JAM54S31 390/MR MODULE WATTS 390 watts MODULE LENGTH 67.79" MODULE WIDTH 44.64" MODULE THICKNESS 1.18" MODULE WEIGHT 47.39 lbs EXPANSION JOINTS Every 40' RAILS DIRECTION EW BUILDING HEIGHT 20.00 ft SHORTEST BUILDING LENGTH 20.00 ft ROOF TYPE Shingle ATTACHMENT TYPE StrongHold Att Kit Comp RAFTER SPACING 24.00" * TOTAL WEIGHT 581.37 lbs ROW SPACING 0.50" COLUMN SPACING 0.50" MID CLAMP NXT UMOUNT COMBO CLAMP END CLAMP NXT UMOUNT COMBO CLAMP * Calculated based on suggested quantity given on part list. 2714 W Carlton Pl 04/04/23 Roof Area 1: Array 1 Portrait Modules - Rails Running Across Slope Clamp Checks - Exposed zones ZONES 1, 2E 2N, 2R, 3E 3R CONNECTION-TYPE End-End End-Mid Mid-Mid End-End End-Mid Mid-Mid End-End End-Mid Mid-Mid Up Load N/A 268 268 N/A N/A N/A N/A N/A N/A Check OK OK OK OK OK OK OK OK OK Side Load N/A 268 268 N/A N/A N/A N/A N/A N/A Check OK OK OK OK OK OK OK OK OK Lateral Load N/A 268 268 N/A N/A N/A N/A N/A N/A NXT UMOUNT RAIL SPANS [IN] 1, 2E 2N, 2R, 3E 3R DESIGN SPAN (NON- EXPOSED) 48 48 48 DESIGN SPAN (EXPOSED)48 48 48 Max Cantilever (Non- Exposed) 16 16 16 Max Cantilever (Exposed) 16 16 16 Max Span (Non- Exposed) 86 86 81 Max Span (Exposed)85 74 69 ZONES 1, 2E 2N, 2R, 3E 3R NO OF RAILS(EXPOSED)2 2 2 NO OF RAILS(NON- EXPOSED) 2 2 2 DESIGN PRESSURES [PSF]1, 2E 2N, 2R, 3E 3R Up (Non-Exposed)-8.0 -12.2 -15.0 Up (Exposed)-12.6 -19.1 -23.3 Down (Non-Exposed)12.3 12.3 12.3 Down (Exposed)12.3 12.3 12.3 Downslope 2.4 2.4 2.4 Lateral 1.5 1.5 1.5 MAXIMUM POINT LOADS [LBS]1, 2E 2N, 2R, 3E 3R Up (Non-Exposed)-90.5 -138.2 -169.1 Up (Exposed)-142.2 -216.2 -262.7 Down (Non-Exposed)138.5 138.5 138.5 Down (Exposed)138.5 138.5 138.5 Downslope (Non-Exposed)27.5 27.5 27.5 Downslope (Exposed)27.5 27.5 27.5 Lateral (Non-Exposed)17.2 17.2 17.2 Lateral (Exposed)17.2 17.2 17.2 Tributary Area (Non-Exposed) [ft ] 11.3 11.3 11.3 Tributary Area (Exposed) [ft ] 11.3 11.3 11.3 ROOF PITCH:18° 2 2 2714 W Carlton Pl 04/04/23 Check OK OK OK OK OK OK OK OK OK Clamp Checks - Non-Exposed zones ZONES 1, 2E 2N, 2R, 3E 3R CONNECTION-TYPE End-End End-Mid Mid-Mid End-End End-Mid Mid-Mid End-End End-Mid Mid-Mid Up Load N/A N/A N/A N/A N/A N/A N/A N/A N/A Check OK OK OK OK OK OK OK OK OK Side Load N/A N/A N/A N/A N/A N/A N/A N/A N/A Check OK OK OK OK OK OK OK OK OK Lateral Load N/A N/A N/A N/A N/A N/A N/A N/A N/A Check OK OK OK OK OK OK OK OK OK N/A stands for not applicable 2714 W Carlton Pl 04/04/23 NXT UMOUNT U-BUILDER PRODUCT ASSUMPTIONS 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. Mean Roof Height = 0 – 60 ft unless otherwise speciﬁed. 2. Roof Pitch: 5° - 45° for ASCE 7-10 and 9° - 45° for ASCE 7-16 Wind Design Assumptions 1. Exposure Category B, C, or D 2. Basic Wind Speed 95 – 190 mph for ASCE 7-10, and 85-190 mph for ASCE 7-16. 3. Wind speeds are LRFD values 4. γE = 1.0 for ‘Interior’ spans, γE = 1.5 for ‘Exposed’ spans (ASCE 7-16 Sec. 29.4.3, Fig. 29.4-7) Snow and Seismic Design Assumptions 1. Ground Snow Load = 0-100 psf 2. Thermal Factor = 1.0 3. Results based on uniform snow load 4. 0.2-s Spectral Response Acceleration, SS ≤ 3 Array Assumptions 1. Dead Load ≤ 5 psf (including PV Modules and Racking) 2. Module orientation and Rail direction per user selection 3. Module height above roof surface 5” to 10” depending on attachment type 4. Gaps between module rows and columns is 0.25”-1.0” 5. Modules are parallel to the roof surface and within 10 in. of it. 6. ‘Exposed’ spans shall be used when any part of an exposed module or panel as is attributed to that span. 7. The most restrictive of all roof zone spans shall be used when any part of the module is attributed to that span. Intermediary Span Distances: Roof attachment point loads be reduced linearly if the installed distance between the attachments is less than the selected span. For example, if the spacing is half the amount shown in the results, then the point loads may also be reduced by half. Spans greater than 72 in.: While our products are valid for greater spans in many instances, we do not recommend this mounting conﬁguration. Typical residential roofs are not designed for the larger point loads that might result from such excessive spans and we recommend ﬁnal design by a licensed professional engineer of responsible charge. 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 Bldg permit 101114494 Elect permit #20179204 Issued on 4/3/23 ***The scope of the plans is for the installation of the solar photovoltaic system only and the approval is subject to compliance with all applicable city and state codes and regulations regarding construction. The approval of the plans does not constitute any certification of the accuracy, completeness, or building permit status of the existing buildings and structures as shown.*** 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23 2714 W Carlton Pl 04/04/23