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Home My WebLink AboutPV2022-099 - MiscP nom -0101 2n (A fib D*10I Loyd W. Martin Professional 01dW� 6 Engineer, Inc. 9924 Universal Boulevard #224-406 Orlando, FL 32819 Tel:1.310.464.1804 Email: loydwmartin@gmail.com www.loydwmartin.com Structural Calculations for a Roof Mounted Solar Photovoltaic System for: Suneel Shorey Residence 22 Cape Danbury, Newport Beach, CA 92660 Applicable Codes: BUILDING DIVISION BY. vr. Exp. 3-31-23 2019 California Building Code, 2019 California Electric Code, 2019 California Mechanical Code, American Society of Civil Engineers Standard ASCE 7-16 Minimum Design Loads for Buildings and Other Structures, American Wood Council 018 National Design Specification for Wood Construction, Local MunigiRa ode, and all other codes which are adopted by reference or enac . e!�' Assumed Design Parameters: The existing structure has be�orbpyi I d is in its original condition. The exisf 1 MR%c I required live load and the �naRfst (9Is has not been substantially i' y 1ya or 0 � 3ij dy i a0 y" of %bg H mold, or unauthorized modiii tft$��re. ergy a � o � r lw a SS �, Contractor shall make an inspectit �t�.� igg -em prior to installation of the roof mountd Q14"� s�ws ify that the existing roof is capable of supporting r%1t�iI,e. Assumed Design Parameters: All 2x members are grade Douglas Fir #2 or better All 4X members are grade Douglas Fir #1 or better All Roof Connectors are Simpson Strong -Tie or Equal All Concrete Foundations are f = 2500 psi or stronger Original Structure was built to the Type -V Wood Framed Standards of the Applicable Building Code at the time of Construction. Sht # 1 of 7 2022-1435 Effect Energy Suneel Shorey Residence Date: March 29, 2022 Loyd W. Martin Professional Engineer, Inc. 9924 Universal Boulevard #224-406 Orlando, FL 32819 Tel:1.310.464.1804 Email: loydwmartin@gmail.com www.loydwmartin.com Note to Building Official: Based upon a review of the proposed plans and information, the existing roof framing system is capable of safely supporting the additional loads caused by the new solar photovoltaic energy system. The contractor shall field verify that the existing roof structure is in its original permited condition and verify that it can support the normal code required roof live loads. Attached in this package are several calculations showing that the roof members can support the additional weight of the solar array. Furthermore, an analysis of the solar array's support for wind forces and a seismic analysis of the existing structure are also included. Check Existing 2x4 Roof Trusses A- 24" O.C.: No. C58724 * Exp, 3.31.23 W DL+LL W DL+LL = 30 psf x 2 ft.= 60 plf R1 22.2' R2 Total load on truss = 60 plf x 22.2 ft. = 1,332 lbs 'Note: Contractor to Field Verify Framing Sht # 2 of 7 2022-1435 Effect Energy Suneel Shorey Residence Date: March 29, 2022 Loyd W. Martin Professional Engineer, Inc. 9924 Universal Boulevard #224-406 Orlando, FL 32819 Tel: 1.310.464.1804 Email:loydwmartin@gmail.com www.loydwmartin.com Check Existing 2x4 Roof Trusses A 24" O.C.: P PP PP PP P WLL 6 66 66 66 f� I I R1 R2 W pL+LL = 30 psf x2 ft.= 60 plf 22.2' 19.8' 12.411 Total load on truss = 60 pif x 2.4 ft + 28 plf x 19.8 ft + (6'x 2.75'x 3 psf x 6 ) + (6'x 1.65'x 3 psf x 2 ) = 1,055 lbs < 1,332 lbs OK Check attachment of Support to Existing Structure for Wind Uplift CHECK SOLAR STRUCTURE ATTACHMENTS PER ASCE 7-16 WIND LOADS ON BUILDING APPURTENANCES AND OTHER STRUCTURES Section 29.4.4 THEREFORE CHECK ATTACHMENT FOR TYPICAL CRITICAL LOAD WHICH IS THE EDGE ZONE - ZONE 2. NOTE: PER DEFINITION ON SHEETS 246 & 247 OF ASCE 7-16 EFFECTIVE WIND AREA: "FOR ROOFTOP SOLAR ARRAYS, THE EFFECTIVE WIND AREA IN FIG. 29.4-7 IS EQUAL TO THE TRIBUTARY AREA FOR THE STRUCTURAL ELEMENT BEING CONSIDERED, EXCEPT THAT THE WIDTH OF THE EFFECTIVE WIND AREA NEED NOT BE LESS THAN ONE-THIRD ITS LENGTH." EFFECTIVE AREA = 15 SQ FT No. C58724 Exp. 3.31.23 Sht # 3 of 7 2022-1435 Effect Energy Suneel Shorey Residence Date: March 29, 2022 Loyd W. Martin Professional Engineer, Inc. 9924 Universal Boulevard #224-406 Orlando, FL 32819 Tel:1.310.464.1804 Email: loydwmartin@gmail.com www.loydwmartin.com Check attachment of Support to Existing Structure for Wind Uplift - Conrd Tributary Area to Each Solar Mount = 6 ft. x 2.75 ft. = 16.5 sq. ft. ( Max ) Calculate Design Wind Pressure at each support (Wind Speed 130 mph Exposure C): p= gh(GCp)(yE)(ya) Eq'n 29.4-7 ASCE 7-16 qh= 0. 00256 Kz Kzt KdKe r Eq'n 26.10-1 ASCE 7-16 Note: KZ = velocity pressure coefficient Section 29.10.1 ASCE 7-16 KZ = 0.9 (Exposure C, Height = 20 ft or less) KZr = Topographical Factor= 1.0 Kd = Wind Directionality Factor = 0.85 Ke = Ground Elevation Factor = 1.0 V = 130 mph; VASB= 101 mph Table 1609.3.1 2019 CBC/ qh = 0.00256 (0.9) (1.0) (0.85) (1.0) (101)2 qh = 20 psf GCp = -2.0 (Zone 2 ; Effective Area = 15 sq. ft. ) YE = Exposure Factor = 1.5 Ya = Solar Array Pressure Equalization Factor = 0.7 p = qh (GCp) (yE) (y.) p = 20 psf (-2.0) (1.5) (0.7) = 42 psf No. C58724 Exp. 3.31.23 Fig. 29.4-8 ASCE 7-16 Nominal (Unfactored) Uplift at each support = 42 psf x 16.5 sq. ft. = 693 lbs Note: Section 2.4.1 of ASCE 7-16, Basic Load Combinations for Allowable Stress Design. Note: Applicable Load Combination #5 (D + 0.6W) Design (Factored) Uplift at each support = 0.6 x 693 lbs = 416 lbs Load per lag screw = 416 lbs / 1 = 416 lbs Sht # 4 of 7 2022-1435 Effect Energy Suneel Shorey Residence Date: March 29, 2022 Loyd W. Martin Professional Engineer, Inc. 9924 Universal Boulevard #224-406 Orlando, FL 32819 Tel: 1.310.464.1804 Email: loydwmartin@gmail.com www.loydwmartin.com Check attachment of Support to Existing Structure for Wind Uplift - Cont'd Determine allowable load per 5/16" lag screw w/ 2.5" embedment into wood below according to the 2018 NDS. W ' = W x Cd x Ct Table 10.3.1 2018 NDS where: W = 266 lbs / in. of embedment per Table 12.2a Cd = 1.6 per Table 2.3.2 of 2018 NDS Ct =1.0 per Table 10.3.4 of 2018 NDS W' = 266 lbs/ in. x 2.5 in. x 1.6 x 1.0 = 1,064 lbs > 416 lbs OK Use Support connected to 2x Min. Roof Member w/ (1) 5/16" x 3.5" lag screws per connection minimum. No. C58724 Exp. 3.31-23 C Sht # 5 of 7 2022-1435 Effect Energy Suneel Shorey Residence Date: March 29, 2022 Loyd W. Martin Professional Engineer, Inc. 9924 Universal Boulevard #224-406 Orlando, FL 32819 Tel:1.310.464.1804 Email: loydwmartin@gmail.com www.loydwmartin.com Check Seismic load due to added dead load of photovoltaic system. Determine Seismic Weight of Existing Building: Effective Existing Seismic Weight Area of (E) Building = Approximately 3,700 Sq. ft. Approximate Effective = 3,700 sq. ft. x 30 psf ave. = 111,000 LBS Seismic Weight DETERMINE BASE SHEAR V = Cs W EQ'N 12.8-1 ASCE 7-16 Cs = SDS EQ'N 12.8-2 ASCE 7-16 fRl le R = THE RESPONSE MODIFICATION FACTOR IN TABLE 12.2-1 R = 6.5 WOOD SHEAR WALLS le = 1.0 IMPORTANCE FACTOR SDS = 2/3 x SMS EQ'N 11.4-3 ASCE 7-16 SMS = FAX SS EQ'N 11.4-1 ASCE 7-16 SMS= 1.2x1.5=1.8 SDS = 2/3 x 1.8 = 1.2 1.2 Cs = (6.51 = 0.185 L1 EQ'N 12.8-2 ASCE 7-16 No. C58724 Exp. 3.31-23 Sht # 6 of 7 2022-1435 Effect Energy Suneel Shorey Residence Date: March 29, 2022 Loyd W. Martin Professional Engineer, Inc. 9924 Universal Boulevard #224-406 Orlando, FL 32819 Tel:1.310.464.1804 Email: loydwmartin@gmail.com www.loydwmartin.com EXISTING BASE SHEAR V = 0.185 x 111,000 LBS = 20,535 LBS EQ'N 12.8-1 ASCE 7-16 DETERMINE NEW BASE SHEAR �QROFESS/p4 Determine Seismic Weight of Building with Solar Array: y o EXISTING o. C56724 SEISMIC = 111,000 LBS * Exp. 3.31-23 WEIGHT s� pivi. NEW SOLAR 9 OF CA1 \F - ARRAY = 3 PSF x 39 PANELS x 3.3'x 55= 2,124 LBS NEW SEISMIC = 111,000 LBS + 2,124 LBS = 113,124 LBS WEIGHT THEREFORE NEW BASE SHEAR: V = 0.185 x 113,124 LBS = 20,928 LBS EQ'N 12.8-1 ASCE 7-16 % CHANGE = 20,928 LBS - 20,535 LBS x100%=1.9%<10% OK 20,535 LBS OK. PER ASCE 7-16 SECTION 11.6.3 ALTERATIONS EXISTING LATERAL FORCE RESISTING SYSTEM IS EXEMPT FROM ANALYSIS SINCE NEW SEISMIC FORCE IS LESS THAN 10% GREATER THAN EXISTING SEISMIC FORCE. 'Alterations are permitted to be made to any structure without requiring the existing structure to comply with this standard provided the alterations comply with the requirements for a new structure. Alterations that increase the seismic force in any existing structural element by more than 10 percent or decrease the design strength of any existing structural element to resist seismic forces by more than 10 percent shall not be permitted unless the entire seismic force -resisting system is determined to comply with this standard fora new structure." End of Calculations Sht # 7 of 7 2022-1435 Effect Energy Suneel Shorey Residence Date: March 29, 2022