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Home My WebLink About601 S Diamond St - Plan601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 1300 E. Shaw Ave, #173 Fresno, CA 93710 Empower Solar Inc 800-306-6953 CSLB: 1057693 Customer Acknowledgement I, ________________________________, have agreed to have solar installed by Empower Solar Inc. (CLSB# 1057693) I authorize them to submit and receive permit for my solar install on my behalf. I hereby revoke any other solar permits for the address listed below. Address: _____________________________________________________________ Phone #: _____________________________________________________________ Email Address: ________________________________________________________ Customer Installer Name: ___________________Name: _____________________ Signature: ________________ Signature: __________________ Date: ____________________Date: ______________________ Tracking numbers: 101109893 and 20175779 Javier Zepeda Villamar 601 South Diamond Street Santa Ana, California (714) 309-7736 javier.zepeda56@yahoo.com Javier Zepeda Villamar Javier zepeda (Sep 29, 2022 18:06 PDT) 09/29/22 601 S Diamond St 01/10/23 Empower Permit Acknowledgement (4) Final Audit Report 2022-09-30 Created:2022-09-22 By:Empower Solar (mandy@mpwrsolar.com) Status:Signed Transaction ID: CBJCHBCAABAAoXk1leN6np9y8Y2Ohg3cfs1oGv4MSsHC "Empower Permit Acknowledgement (4)" History Document created by Empower Solar (mandy@mpwrsolar.com) 2022-09-22 - 7:51:15 PM GMT- IP address: 108.64.108.13 Document emailed to javier.zepeda56@yahoo.com for signature 2022-09-22 - 9:21:29 PM GMT Email viewed by javier.zepeda56@yahoo.com 2022-09-23 - 10:23:13 AM GMT- IP address: 104.28.85.135 Email viewed by javier.zepeda56@yahoo.com 2022-09-30 - 1:03:43 AM GMT- IP address: 172.226.6.26 Signer javier.zepeda56@yahoo.com entered name at signing as Javier zepeda 2022-09-30 - 1:06:52 AM GMT- IP address: 68.126.219.62 Document e-signed by Javier zepeda (javier.zepeda56@yahoo.com) Signature Date: 2022-09-30 - 1:06:53 AM GMT - Time Source: server- IP address: 68.126.219.62 Agreement completed. 2022-09-30 - 1:06:53 AM GMT 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 BLDG. #101112366 ISS. 10/17/2022 ELEC. #20177641 ISS. 10/17/2022 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. 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 601 S Diamond St 01/10/23 Project : Project Number: By : Date : UNIRAC 1411 Broadway Blvd, NE Albuquerque, NM 87102 RE: Solar Array Installation at To Whom it May Concern, CODE REFERENCES: BUILDING CODE: 2018 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 : 2x4 Rafters @ 24" O.C. ROOF MATERIAL : CONNECTION TO ROOF STRUCTURE MOUNTING CONNECTION : Javier Zepeda Villamar PE 29-09-2022 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. 29 September 2022 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 601 Diamond St, Santa Ana, CA, 92703, USA 2019 CALIFORNIA BUILDING CODE (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 Asphalt Shingles 601 S Diamond St 01/10/23 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 2x4 Rafters @ 24" O.C are spanning between load bearing walls. The maximum allowed span of rafter is 9.5ft, 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 (2019 CBC, Section 1607.13.5). The glass surface of the solar panels allows for a lower slope factor per ASCE 7, resulting in reduced design snow load on the panels. 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 2019 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 2.8%. Because the increase in lateral forces is less than 10%, this addition meets the requirements of the exception in Section 503.4 of the 2019 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. 29 Sep 2022 EXP : 30 Sep 2023 601 S Diamond St 01/10/23 Project : Project Number: By : Date : Address : Site Plan: Javier Zepeda Villamar PE 29-09-2022 601 Diamond St, Santa Ana, CA, 92703, USA 601 S Diamond St 01/10/23 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 2019 CBC, Section 1607.13.5 (Ceiling load and MEP is assumed to be not supported by rafter) 3.04 1/2" Gypsum Ceiling Javier Zepeda Villamar PE 29-09-2022 DL = Increase due to Roof Slope Plan Projected Materal Weight (psf) 4.06 1.12 3.04 0.51Insulation0.5 1.01 2.23 1.50 12.45 1/2" Plywood 1.1 1.01 Framing 3 1.01 Asphalt Shingles 4 1.01 2 12 9 Material Material Weight (psf) PV Array 3 1.01 2.2 1.01 MEP & Misc.1.5 20 0 601 S Diamond St 01/10/23 Project : Project Number: By : Date : Javier Zepeda Villamar PE 29-09-2022 Summary of Gravity Loads Dead Load, D =psf Roof Live Load, Lr =psf Gravity Load Comparision (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 = Existing With PV Array 12.45 15.49 29.83 17.21 20.00 0.00 Existing With PV Array 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 2019 California Existing Building Code the sturcure is allowed to remain unaltered for gravity loading 29.83 17.21 58% < 105% 601 S Diamond St 01/10/23 Wood Beam LIC# : KW-06014559, Build:20.22.4.16 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 DESCRIPTION: 2x4 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check) Project File: 2x4 Joist @ 24 O.C..ec6 Project Title: Engineer: Project ID: Printed: 29 SEP 2022, 5:24PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, 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 @ 2.0 ft, (Solar panel load) Point Load : D = 0.0340, W = 0.1810 k @ 5.60 ft, (Solar panel load) Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width = 2.0 ft, (Existing Roof live & wind load) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.940: 1 Load Combination +D+0.60W+H Span # where maximum occurs Span # 2 Location of maximum on span 5.573 ft 75.52 psi= = 2,484.00 psi 2x4 Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.60W+H = = = 288.00 psi== Section used for this span 2x4 Maximum Shear Stress Ratio 0.262 : 1 2.000 ft= = 2,335.76 psi Maximum Deflection 76 >=76 105 Ratio =68 >=67 Max Downward Transient Deflection 0.963 in 118 Ratio =>=76 Max Upward Transient Deflection -0.625 in Ratio = Max Downward Total Deflection 1.081 in Ratio =>=67 Max Upward Total Deflection -0.692 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable Span: 2 : W Only Span: 2 : Lr 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 C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 2.0 ft 1 0.091 0.206 0.90 1.500 1.15 1.00 1.00 0.03 126.96 1397.25 0.12 162.001.00 33.39 1.00Length = 9.50 ft 2 0.757 0.206 0.90 1.500 1.15 1.00 1.00 0.27 1,058.24 1397.25 0.12 162.001.00 33.39 1.00+D+L+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.082 0.185 1.00 1.500 1.15 1.00 1.00 0.03 126.96 1552.50 0.12 180.001.00 33.39 1.00Length = 9.50 ft 2 0.682 0.185 1.00 1.500 1.15 1.00 1.00 0.27 1,058.24 1552.50 0.12 180.001.00 33.39 1.00+D+Lr+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 601 S Diamond St 01/10/23 Wood Beam LIC# : KW-06014559, Build:20.22.4.16 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 DESCRIPTION: 2x4 Rafters @ 24" o.c. (Wind Condition_Downward) (Strength Check) Project File: 2x4 Joist @ 24 O.C..ec6 Project Title: Engineer: Project ID: Printed: 29 SEP 2022, 5:24PM Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 2.0 ft 1 0.227 0.194 1.25 1.500 1.15 1.00 1.00 0.11 440.42 1940.63 0.15 225.001.00 43.59 1.00Length = 9.50 ft 2 0.495 0.194 1.25 1.500 1.15 1.00 1.00 0.24 959.88 1940.63 0.15 225.001.00 43.59 1.00+D+S+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.071 0.161 1.15 1.500 1.15 1.00 1.00 0.03 126.96 1785.38 0.12 207.001.00 33.39 1.00Length = 9.50 ft 2 0.593 0.161 1.15 1.500 1.15 1.00 1.00 0.27 1,058.24 1785.38 0.12 207.001.00 33.39 1.00+D+0.750Lr+0.750L+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.187 0.182 1.25 1.500 1.15 1.00 1.00 0.09 362.06 1940.63 0.14 225.001.00 41.04 1.00Length = 9.50 ft 2 0.507 0.182 1.25 1.500 1.15 1.00 1.00 0.25 984.18 1940.63 0.14 225.001.00 41.04 1.00+D+0.750L+0.750S+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.071 0.161 1.15 1.500 1.15 1.00 1.00 0.03 126.96 1785.38 0.12 207.001.00 33.39 1.00Length = 9.50 ft 2 0.593 0.161 1.15 1.500 1.15 1.00 1.00 0.27 1,058.24 1785.38 0.12 207.001.00 33.39 1.00+D+0.60W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.112 0.262 1.60 1.500 1.15 1.00 1.00 0.07 277.42 2484.00 0.26 288.001.00 75.52 1.00Length = 9.50 ft 2 0.940 0.262 1.60 1.500 1.15 1.00 1.00 0.60 2,335.76 2484.00 0.26 288.001.00 75.52 1.00+D+0.750Lr+0.750L+0.450W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.191 0.252 1.60 1.500 1.15 1.00 1.00 0.12 474.91 2484.00 0.25 288.001.00 72.64 1.00Length = 9.50 ft 2 0.782 0.252 1.60 1.500 1.15 1.00 1.00 0.50 1,943.19 2484.00 0.25 288.001.00 72.64 1.00+D+0.750L+0.750S+0.450W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.097 0.226 1.60 1.500 1.15 1.00 1.00 0.06 239.80 2484.00 0.23 288.001.00 64.99 1.00Length = 9.50 ft 2 0.812 0.226 1.60 1.500 1.15 1.00 1.00 0.51 2,016.09 2484.00 0.23 288.001.00 64.99 1.00+0.60D+0.60W+0.60H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.091 0.216 1.60 1.500 1.15 1.00 1.00 0.06 226.64 2484.00 0.22 288.001.00 62.16 1.00Length = 9.50 ft 2 0.770 0.216 1.60 1.500 1.15 1.00 1.00 0.49 1,912.93 2484.00 0.22 288.001.00 62.16 1.00+D+0.70E+0.60H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.051 0.116 1.60 1.500 1.15 1.00 1.00 0.03 126.96 2484.00 0.12 288.001.00 33.39 1.00Length = 9.50 ft 2 0.426 0.116 1.60 1.500 1.15 1.00 1.00 0.27 1,058.24 2484.00 0.12 288.001.00 33.39 1.00+D+0.750L+0.750S+0.5250E+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.051 0.116 1.60 1.500 1.15 1.00 1.00 0.03 126.96 2484.00 0.12 288.001.00 33.39 1.00Length = 9.50 ft 2 0.426 0.116 1.60 1.500 1.15 1.00 1.00 0.27 1,058.24 2484.00 0.12 288.001.00 33.39 1.00+0.60D+0.70E+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.031 0.070 1.60 1.500 1.15 1.00 1.00 0.02 76.17 2484.00 0.07 288.001.00 20.03 1.00Length = 9.50 ft 2 0.256 0.070 1.60 1.500 1.15 1.00 1.00 0.16 634.94 2484.00 0.07 288.001.00 20.03 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.60W+H10.0000 0.000 -0.6918 0.000 +D+0.60W+H 2 1.0812 4.777 0.0000 0.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.392 0.185 Overall MINimum 0.318 0.140 +D+H 0.154 0.101 +D+L+H 0.154 0.101 +D+Lr+H 0.280 0.094 +D+S+H 0.154 0.101 +D+0.750Lr+0.750L+H 0.248 0.096 +D+0.750L+0.750S+H 0.154 0.101 +D+0.60W+H 0.345 0.185 +D+0.750Lr+0.750L+0.450W+H 0.392 0.159 +D+0.750L+0.750S+0.450W+H 0.297 0.164 +0.60D+0.60W+0.60H 0.283 0.144 +D+0.70E+0.60H 0.154 0.101 +D+0.750L+0.750S+0.5250E+H 0.154 0.101 +0.60D+0.70E+H 0.092 0.060 D Only 0.154 0.101 Lr Only 0.126 -0.006 W Only 0.318 0.140 H Only 601 S Diamond St 01/10/23 Wood Beam LIC# : KW-06014559, Build:20.22.4.16 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 DESCRIPTION: 2x4 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check) Project File: 2x4 Joist @ 24 O.C..ec6 Project Title: Engineer: Project ID: Printed: 29 SEP 2022, 5:25PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, 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 @ 2.0 ft, (Solar panel load) Point Load : D = 0.0340, W = -0.3980 k @ 5.60 ft, (Solar panel load) Uniform Load : Lr = 0.020, W = -0.0350 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width = 2.0 ft, (Existing Roof live & wind load) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.877: 1 Load Combination +0.60D+0.60W+0.60H Span # where maximum occurs Span # 2 Location of maximum on span 5.573 ft 72.55 psi= = 2,484.00 psi 2x4 Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +0.60D+0.60W+0.60H = = = 288.00 psi== Section used for this span 2x4 Maximum Shear Stress Ratio 0.252 : 1 2.000 ft= = 2,177.98 psi Maximum Deflection 53 >=34 74 Ratio =117 >=73 Max Downward Transient Deflection 1.374 in 34 Ratio =>=34 Max Upward Transient Deflection -2.118 in Ratio = Max Downward Total Deflection 0.634 in Ratio =>=73 Max Upward Total Deflection -0.969 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable Span: 1 : W Only Span: 2 : W Only Span: 2 : +D+H Span: 2 : +0.60D+0.60W+0.60H .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 2.0 ft 1 0.091 0.206 0.90 1.500 1.15 1.00 1.00 0.03 126.96 1397.25 0.12 162.001.00 33.39 1.00Length = 9.50 ft 2 0.757 0.206 0.90 1.500 1.15 1.00 1.00 0.27 1,058.24 1397.25 0.12 162.001.00 33.39 1.00+D+L+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.082 0.185 1.00 1.500 1.15 1.00 1.00 0.03 126.96 1552.50 0.12 180.001.00 33.39 1.00Length = 9.50 ft 2 0.682 0.185 1.00 1.500 1.15 1.00 1.00 0.27 1,058.24 1552.50 0.12 180.001.00 33.39 1.00+D+Lr+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 601 S Diamond St 01/10/23 Wood Beam LIC# : KW-06014559, Build:20.22.4.16 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2022 DESCRIPTION: 2x4 Rafters @ 24" o.c. (Wind Condition_Uplift) (Strength Check) Project File: 2x4 Joist @ 24 O.C..ec6 Project Title: Engineer: Project ID: Printed: 29 SEP 2022, 5:25PM Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 2.0 ft 1 0.227 0.194 1.25 1.500 1.15 1.00 1.00 0.11 440.42 1940.63 0.15 225.001.00 43.59 1.00Length = 9.50 ft 2 0.495 0.194 1.25 1.500 1.15 1.00 1.00 0.24 959.88 1940.63 0.15 225.001.00 43.59 1.00+D+S+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.071 0.161 1.15 1.500 1.15 1.00 1.00 0.03 126.96 1785.38 0.12 207.001.00 33.39 1.00Length = 9.50 ft 2 0.593 0.161 1.15 1.500 1.15 1.00 1.00 0.27 1,058.24 1785.38 0.12 207.001.00 33.39 1.00+D+0.750Lr+0.750L+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.187 0.182 1.25 1.500 1.15 1.00 1.00 0.09 362.06 1940.63 0.14 225.001.00 41.04 1.00Length = 9.50 ft 2 0.507 0.182 1.25 1.500 1.15 1.00 1.00 0.25 984.18 1940.63 0.14 225.001.00 41.04 1.00+D+0.750L+0.750S+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.071 0.161 1.15 1.500 1.15 1.00 1.00 0.03 126.96 1785.38 0.12 207.001.00 33.39 1.00Length = 9.50 ft 2 0.593 0.161 1.15 1.500 1.15 1.00 1.00 0.27 1,058.24 1785.38 0.12 207.001.00 33.39 1.00+D+0.60W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.081 0.206 1.60 1.500 1.15 1.00 1.00 0.05 202.19 2484.00 0.21 288.001.00 59.20 1.00Length = 9.50 ft 2 0.707 0.206 1.60 1.500 1.15 1.00 1.00 0.45 1,755.15 2484.00 0.21 288.001.00 59.20 1.00+D+0.750Lr+0.750L+0.450W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.046 0.095 1.60 1.500 1.15 1.00 1.00 0.03 115.20 2484.00 0.10 288.001.00 27.28 1.00Length = 9.50 ft 2 0.453 0.125 1.60 1.500 1.15 1.00 1.00 0.29 1,124.99 2484.00 0.13 288.001.00 35.95 1.00+D+0.750L+0.750S+0.450W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.048 0.125 1.60 1.500 1.15 1.00 1.00 0.03 119.90 2484.00 0.13 288.001.00 36.05 1.00Length = 9.50 ft 2 0.424 0.130 1.60 1.500 1.15 1.00 1.00 0.27 1,052.10 2484.00 0.13 288.001.00 37.30 1.00+0.60D+0.60W+0.60H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.102 0.252 1.60 1.500 1.15 1.00 1.00 0.06 252.97 2484.00 0.25 288.001.00 72.55 1.00Length = 9.50 ft 2 0.877 0.252 1.60 1.500 1.15 1.00 1.00 0.56 2,177.98 2484.00 0.25 288.001.00 72.55 1.00+D+0.70E+0.60H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.051 0.116 1.60 1.500 1.15 1.00 1.00 0.03 126.96 2484.00 0.12 288.001.00 33.39 1.00Length = 9.50 ft 2 0.426 0.116 1.60 1.500 1.15 1.00 1.00 0.27 1,058.24 2484.00 0.12 288.001.00 33.39 1.00+D+0.750L+0.750S+0.5250E+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.051 0.116 1.60 1.500 1.15 1.00 1.00 0.03 126.96 2484.00 0.12 288.001.00 33.39 1.00Length = 9.50 ft 2 0.426 0.116 1.60 1.500 1.15 1.00 1.00 0.27 1,058.24 2484.00 0.12 288.001.00 33.39 1.00+0.60D+0.70E+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.0 ft 1 0.031 0.070 1.60 1.500 1.15 1.00 1.00 0.02 76.17 2484.00 0.07 288.001.00 20.03 1.00Length = 9.50 ft 2 0.256 0.070 1.60 1.500 1.15 1.00 1.00 0.16 634.94 2484.00 0.07 288.001.00 20.03 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections W Only 1 1.3744 0.000 0.0000 0.000 W Only20.0000 0.000 -2.1184 4.777 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -0.699 -0.307 Overall MINimum 0.126 -0.006 +D+H 0.154 0.101 +D+L+H 0.154 0.101 +D+Lr+H 0.280 0.094 +D+S+H 0.154 0.101 +D+0.750Lr+0.750L+H 0.248 0.096 +D+0.750L+0.750S+H 0.154 0.101 +D+0.60W+H -0.266 -0.084 +D+0.750Lr+0.750L+0.450W+H -0.066 -0.042 +D+0.750L+0.750S+0.450W+H -0.161 -0.038 +0.60D+0.60W+0.60H -0.327 -0.124 +D+0.70E+0.60H 0.154 0.101 +D+0.750L+0.750S+0.5250E+H 0.154 0.101 +0.60D+0.70E+H 0.092 0.060 D Only 0.154 0.101 Lr Only 0.126 -0.006 W Only -0.699 -0.307 H Only 601 S Diamond St 01/10/23 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) Javier Zepeda Villamar PE 29-09-2022 1200 zmin = 30 7 1 65.45 1 0.85 11.29 2.0 44.64 95 B 15 0.57 Enclosed 0.8 21.0 67.79 7° < θ ≤ 20° 1.5 12 9 601 S Diamond St 01/10/23 Project : Project Number: By : Date : Javier Zepeda Villamar PE 29-09-2022 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 fastners 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 -2.6 (Measured from top of the framing member to tapered tip of lag screw, embeddment in sheathing and tapered tip of screw is not included ) DF -35.21 -2 -27.088 -35.21 16.0 33.895 11.3 5/16 1.6 2.5 48 0.5 6.8 Uplift (lb) Zone 0.5 266 1 1.4 760 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) 601 S Diamond St 01/10/23 Project : Project Number: By : Date : Seismic Ground Motion Values Javier Zepeda Villamar PE 29-09-2022 601 S Diamond St 01/10/23 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 = psf Seismic Coefficients for Mechanical and Electrical components = Component Response Modification Factor, Rp= 1.50 Javier Zepeda Villamar PE 29-09-2022 12 Other mechanical or electrical components. (Refer ASCE 7-16, Table 13.6 -1) Height in structure at point of attachement, z = 15 ft 1.00 1.50 1.04 1.00 F P = ((0.4 x ap x SDS x Wp)/ (Rp / Ip)) x ((1+2(z/h)) =2.53 psf 15 1 2.53 5.07 0.95 3.04 0.63 601 S Diamond St 01/10/23 Project : Project Number: By : Date : Javier Zepeda Villamar PE 29-09-2022 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 = < 10% Conservativelsy the Wt. of the Walls tributary to the roof is not included. Seismic weight increase is less thaan 10% and no seismic retrofit or evaluation of existing lateral system is required per Section 503.4 of 2019 CEBC. 21.0 11 231.16 1956.2 3.00 693.49 0 0.00 12.45 24353 2.8% 601 S Diamond St 01/10/23