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HomeMy WebLinkAboutPV2022-082 - Miscd81'U2— F 2022 -0 1�2 i' $ly W 6aibna &M.E AM4c P I McPherson Engineering Structural Analysis Report For Photovoltaic System Addition to Existing Structure At The Cafelia Residence 814 W Balboa Blvd Newport Beach, CA 92661 QRpFESS/q�\ MCP 'j� 82088 x .3/37/22 OP CAO� Digitally sealed by RJM on 3/11/22 Designed in Accordance with CBC 2019, ASCE 7-16, NDS 2018 Date: 3/11/22 Job #: 22-2278 E.O.R.: Ryan McPherson, P.E. 9240 Limonite Ave Jurupa Valley, CA 92509 Mobile: (909) 569-2244 Email: ryan@mcpherson.enginee ring SUILDIRG GTNlSll0'II APR '1 z 2022 BY: Y.T. 1of7 3/11/2022 1:32 PM @McPherson Engineering McPherson Engineering By: A.L. Date: 3/11/22 Table Of Contents Project Info 3 Loads Lateral Loads Wind Uplift Design 6 Summary 7 2of7 3/11/2022 1:32 PM ©McPherson Engineering Location: McPherson Engineering 814 W Balboa Blvd Newport Beach, CA 92661 Existing Structure Info: Number of Stories = 2 Arwf = 2700 sq. ft. A3rd_nr = 0 sq. ft. A2nd ar = 2400 sq. ft. Site Properties: Lattitude = 33.605091 Longitude = -117.911271 Ss = 1.392 S, = 0.494 Exposure Category = C Ult. Wind Speed = 130 m.p.h. P.V. Array Info: Projectinfo Roof Square Footage Third Floor Square Footage (if applicable) Second Floor Square Footage (if applicable) Model = Q.Peak DUO BLK-G6+ 340 Height of Panel = 68.50 in. Width of Panel = 40.60 in. Area of Panel = 19.3 ft 2 Number of New Panels = 10 Number of Exis. Panels = 0 Total Area of Array = 193.1 ft 2 Spacing of Anchors = 4.0 ft. max. on center rows of racks per panel = 2 Panel Tilt = 7-27 deg By: A.L. Date: 3/11/22 3of7 3/11/2022 1:32 PM ©McPherson Engineering E � McPherson Engineering By: A.L. Date: 3/11/22 Existing Loads: Roof Design Loads: Roofing = Sheathing = Framing = Misc = Uri = Ceiling= DL2 = 10.0 p.s.f. 1.5 p.s.f. 1.5 p.s.f. 1.0 p.s.f. 14.0 p.s.f. 2.0 p.s.f 16.0 p.s.f LLr = 20.0 p.s.f. SL = 5.0 p.s.f. Floor Design Loads: (if applicable) Flooring = 10.0 p.s.f. Sheathing = 2.2 p.s.f. Framing = 2.0 p.s.f. Interior Partitions = 15.0 p.s.f. Ceiling= 5.0 p.s.f. Misc. = 0.8 p.s.f. DLf = 35.0 p.s.f. Proposed Loads: Gravity Loads Concrete Tile roofing 1/2" Plywood 2x Rafter/Truss Framing Roofing Dead Load (applied to top of rafters/trusses only) Drywall and 2x framing Total Existing Roof Dead Load Roof Live Load (Per C.B.C, Table 1607.1) Snow Load Weight of floor finish 3/4" plywood 2x framing or manufactured floor truss 2x framed walls with drywall finish each side Drywall ceiling finish below Total Existing Floor Dead Load Panels = 2.7 p.s.f. weight of panels including rack system DLrtyroposed = 16.7 p.s.f. Proposed Roof Dead Load (applied to top only) DLr2yroposed = 18.7 p.s.f. Total Proposed Roof Dead Load LLr_proposed _ 0.0 p.s.f. Roof Live Load with panels no more than 24in above roof surface (panels cannot support live loads, including the weight of stacked materials or workers) Check Proposed Gravity Loads: Total Existing Roof Load Wax = (DLrt + LLr) (Aroof) = 91.8 kips Total Proposed Roof Load Wprop = (DL,t + LI -r) (Aroof - Army) + (DLrtyroposed+ LLryroposed) (Aarmy) = 88.5 kips Proposed Load Demand Wprop- Wax = -3.63% wax 3/11/2022 1:32 PM TOTAL DECREASE IN GRAVITY LOADS, PANELS OKI 4of7 ©McPherson Engineering E � McPherson Engineering - By: A.L. Date: 3/11/22 Seismic Design Parameters Risk Category = 2 Site Class = D Ss = 1.39 SI = 0.49 S.D.C. = D Fa = 1.20 Fv = 1.70 SMs = Sos Fa = 1.67 SM1 = So1 Fv = 0.84 SDs = 2/3 (SMs) = 1.11 SDI = 2/3 (SM1) = 0.56 Lateral Loads Per Table 1-5-1 R = 6.5 Per 11.4.2 le = 1 Short Period P.G.A. 1 -Sec Period P.G.A. Seismic Design Category Per 11.6 Site Coefficient per Table 11.4-1 ASCE 7-16 Supplement #1 Tables used for Fa and Fv Site Coefficient per Table 11.4-2 (note: section 11.4.8 Exception #2 calc used) Short Period M.C.E. Per Eq. 11.4-1 1 -Sec Period M.C.E. Per Eq. 11.4-2 Short Period Design Parameter Per Eq 11.4-3 1 -Sec Period Design Parameter Per Eq 11.4-4 Response Modification Factor (Table 12-2.1) Seismic Importance Factor (Table 1.5-2) Approximate Fundamental Period (Per 12.8.2.1) T = Ct (hn)x CS = (SDS Ie)/R = 0.17 hn = 20 ft Cr= 0.02 X = 0.75 T= 0.19 sec TL = 8 sec per Eq. 12.8-7 (per table 12.8-2) (per table 12.8-2) Approximate Fundamental Period Long -Period Transition Period per Figure 22-12 Seismic Response Coefficient (Per 12.8.1.1) CS = (SDS Ie)/R = 0.17 Seismic Response Coefficient Per Eq. 12.8-2 C51 = 1.5"(SDI le)/R T = 0.68 Max. Seismic Response Coefficient Per Eq. 12.8-3 if T5 TL C12 = 0.01 Min. Seismic Response Coefficient Per Eq. 12.8-5 Cs2 = 0.044 SDs le = 0.05 Min. Seismic Response Coefficient Per Eq. 12.8-5 Cs3 = 0.5 SI IJR = 0.04 Min. Seismic Response Coefficient Per Eq. 12.8-6 if S1 2 0.69 Cs = 0.17 Design Seismic Coefficient Check Additional Base Shear Wexisting = 127.2 kips Wpanels = 0.5 kips Vexisting = Cs Wexisting = 21.8 kips Vpanels=Cs Wpanels= 0.1 kips' Vpanels = 0.41% < 10% Vexisting Weight of Existing Structure Weight of Proposed Panels Roof Level Shear of Existing Structure Additional Roof Level Shear of Proposed Panels PER C.E.B.C. 502.5 EXCEPTION, STRUCTURE DOES NOT REQUIRE SEISMIC RETROFIT, PANELS OKI 5of7 3/11/2022 1:32 PM - ©McPherson Engineering 4 McPherson Engineering By: Date: Wind Uplift Anchorage Rooftop Solar Panels Wind Pressures (Section 29.4, ASCE 7-16) Vult = 130 mph K:t = 1.00 (sec 26.8.2) h = 20 ft Exposure Category = C K,= 0.90 (sec 26.10.1) Roof Zone = 2 Kd = 0.85 (sec 26.6) Panel B = 7-27 deg Ke = 1.00 (sec 26.9) qh = 0.00256 K, Kn Kd Ka VZ qh = 33.10 (eq. 26.10-1) Flush Mounted Panels - ASCE Section anchor material Flat Roof Panels - ASCE Section 29.4.3 29.4.4 (where applicable) diameter of screw (where applicable) YE = 1.5 FIG 29.4-7) yc = 0.94 (fig 29.4-7) hp, = 0 ft Ya = 0.78 (fig 29.4-8) yp = 0.9 (fig 29.4-7) w = 0.00 deg GPp= -2 uplift GC,a = 1.4 uplift p = qh (GPp) YE Ya (eq 29.4-7) p = -77.1 p.s.f. Check Anchorage to Existing Structure 0.6DL - 0.6W p = qh (GCrn) YE YC Yp (eq 29.4-6) p = 59.0 p.s.f. controlling load combination (eq. 16-15 for ASD) DL= 2.7 p.s.f. dead load of panel (inlcuding rack system) W = 77.1 p.s.f. wind load normal to face of panel Arealay = 11.4 sq. ft. area tributary to each anchor SPanc = 4.0 ft. spacing of anchors P„ pi;n = Arealay (0.6DL - 0.6W) = 509.8 lbs total uplift on anchor Material = DFL lumber anchor material Dialay = 5/16 in. diameter of screw Penlag = 2.5 in. min. penetration to existing framing wlag = 266 Ib/in. withdrawal load per in. of penetration per NDS Table 11.2A CD= 1.6 load duration factor for wind per NDS Table 2.3.2 Ct = 0.8 temperature factor per NDS Table 2.3.3 Noscrews = 2 number of screws in withdrawal Pallow = Penlag (Wlag CD Ct) * Noscrews = 1702.4 lbs total allowable withrawal on anchor PupliR = 0.30 < 1.00 Anchor is OK! Pallow A. L. Anchorage = USE (2) 5/161N. DIA. LAG SCREW(S) AT 4FT. MAX. O.C. W/ 2.51N. MIN. PENETRATION 6of7 3/11/2022 1:32 PM ©McPherson Engineering Summary Gravity Loads: DEMAND DECREASED BY 3.63%= OKI Lateral Loads: DEMAND INCREASED BY .41% < 10%= OKI Anchorage: DEMAND OF 509.81.8. < CAPACITY OF 1702.41.6. = OKI USE (2) 5/161N. DIA. LAG SCREW(S) AT 4FT. MAX. O.C. W/ 2.51N. MIN. PENETRATION Summary: STRUCTURE IS ADEQUATE FOR THE PROPOSED PV ARRAY ANCHORS ON EAVES/OVERHANGS ARE OKI 7of7 3/11/2022 1:32 PM ©McPherson Engineering