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HomeMy WebLinkAboutPV2022-086 - CalcsC �VZo22-0�� /W611 i U St 2 McPherson Engineering Structural Analysis Report For Photovoltaic System Addition to Existing Structure At The Kerns Residence 2245 Aralia St Newport Beach, CA 92660 Digitally sealed by RJM on 4/5/22 Designed in Accordance with CBC 2019, ASCE 7-16, NDS 2018 Date: 4/5/22 Job #: 22-2697 E.O.R.: Ryan McPherson, P.E. 9240 Limonite Ave Jurupa Valley, CA 92509 Mobile: (909) 569-2244 Email: ryan@mcpherson.engineering 1 of 4/5/2022 1:58 PM @McPherson Engineering N McPherson Engineering By: A.L. Date: 4/5/22 Table Of Contents Info (Flat Gravity Loads (Flat Roof) 4 Lateral Loads Wind Uplift Design (Flat Roof) 7 Project Info (Slope Roof) Gravity Loads (Slope Roof) 8 Lateral Loads (Slope Roof) 9 Wind Uplift Design (Slope Roof) 10 Summary 11 2of7 4/5/2022 1:58 PM ©McPherson Engineering e E Location: McPherson Engineering 2245 Aralia St Newport Beach, CA 92660 Existing Structure Info: Number of Stories = 2 Aroof = 3000 sq. ft. A3rd_flr = 0 sq. ft. A2nd_flr = 3000 sq. ft. Site Properties: Lattitude = 33.634171 Longitude =-117.875601 Ss = 1.326 St = 0.472 Exposure Category = C Ult. Wind Speed = 130 m.p.h. P.V. Array Info: Projectlnfo Roof Square Footage Third Floor Square Footage (if applicable) Second Floor Square Footage (if applicable) Model = SPR-M435-H-AC Height of Panel = 73.70 in. Width of Panel = 40.60 in. Area of Panel = 20.8 ft' Number of New Panels= 44 Number of Exis. Panels= 0 Total Area of Array = 914.3 ft 2 Spacing of Anchors = 6.0 ft. max. on center rows of racks per panel = 2 Panel Tilt= 0-7 deg By: A.L. Date: 4/5/22 3of7 4/5/2022 1:58 PM ©McPherson Engineering / �� , ,P = � McPherson Engineering By: — / MSt Date: 4 Gravity Loads Existing Loads: Roof Design Loads: Roofing = 2.0 p.s.f. PVC Membrane roofing Sheathing = 1.5 p.s.f. 1/2" Plywood Framing = 1.5 p.s.f. 2x Rafter/Truss Framing Misc = 1.0 p.s.f. DLrt = 6.0 p.s.f. Roofing Dead Load (applied to top of rafters/trusses only) Ceiling = 2.0 p.s.f. Drywall and 2xframing DLr2 = 8.0 p.s.f. Total Existing Roof Dead Load 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: 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 A.L. Panels = 2.8 p.s.f. weight of panels including rack system DLrtyroposed = 8.8 p.s.f. Proposed Roof Dead Load (applied to top only) DLr2rroposed = 10.8 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) = 78.0 kips Total Proposed Roof Load Wprop = (DLrt + LLr) (Aroof' Aarray) + (DLnyroposed+ LLriproposed) (Aamay) = 62.3 kips Proposed Load Demand Wprop' We' =-20.15% wax 4/5/2022 1:58 PM TOTAL DECREASE IN GRAVITY LOADS, PANELS OKI 4of7 ©McPherson Engineering c L4 Seismic Design Parameters Risk Category = 2 Site Class = D Ss = 1.33 Si = 0.47 S.D.C. = D Fa = 1.20 Fv = 1.70 SMS = SDs Fa = 1.59 SM1 = SD1 Fv = 0.80 SDs = 2/3 (SMs) = 1.06 SD1 = 2/3 (SM1) = 0.53 McPherson Engineering 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 By: A.L. Date: 4/5/22 Response Modification Factor (Table 12-2.1) Seismic Importance Factor (Table 1.5-2) 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 Approximate Fundamental Period (Per 12.8.2.1) T = Ct (hn)x hn = 20 ft Ct = 0.02 x = 0.75 T = 0.19 sec TL = 8 sec Seismic Response Coefficient (Per 12.8.1.1) 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 Cs = (SDs le)/R = 0.16 Seismic Response Coefficient Per Eq. 12.8-2 Cs1 = 1.5'(SD1 le)/R T = 0.65 Max. Seismic Response Coefficient Per Eq. 12.8-3 if T 5 TL C12 = 0.01 Min. Seismic Response Coefficient Per Eq. 12.8-5 C12 = 0.044 SDs le = 0.05 Min. Seismic Response Coefficient Per Eq. 12.8-5 Cs3 = 0.5 S1 le/R = 0.04 Min. Seismic Response Coefficient Per Eq. 12.8-6 if S1 >_ 0.69 Cs = 0.16 Design Seismic Coefficient Check Additional Base Shear Wexisting = 129.0 kips Wpanels = 2.6 kips Vexisting = Cs Wexisting = 21.1 kips Vpanels = Cs Wpanels= 0.4 kips Vpanels = Vexisting 1.99% < 10% 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 OK! 5of7 4/5/2022 1:58 PM ©McPherson Engineering McPherson Engineering Wind Uplift Anchorage Rooftop Solar Panels Wind Pressures (Section 29.4, ASCE 7-16) Vult = 130 mph Kit = 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 0 = 0-7 deg Ka = 1.00 (sec 26.9) qh = 0.00256 K, Ka Kd Ke UZ qh = 33.10 (eq. 26.10-1) Flush Mounted Panels - ASCE Section Flat Roof Panels - ASCE Section 29.4.3 29.4.4 (where applicable) (where applicable) VE = 1.5 FIG 29.4-7) yc = 0.97 (fig 29.4-7) hPt = 0 ft Va = 0.69 (fig 29.4-8) yp = 0.9 (fig 29.4-7) W = 0.00 deg GPP = -2 uplift GC,, = 1.4 uplift p = qh (GPP) YE Ya (eq 29.4-7) P = -68.9 p.s.f. Check Anchorage to Existing Structure 0.6DL - 0.6W p = qh (GCrn) YE YC Yp (eq 29.4-6) p = 60.6 p.s.f. controlling load combination (eq. 16-15 for ASD) By: A. L. Date: 4/5/22 DL = 2.8 p.s.f. dead load of panel (inlcuding rack system) W = 68.9 p.s.f. wind load normal to face of panel Arealag = 18.4 sq. ft. area tributary to each anchor SPanc = 6.0 ft. spacing of anchors Paplift = Arealag (0.6DL - 0.6W) = 730.5 Ibs total uplift on anchor Material = DFL lumber anchor material Dialag = 5/16 in. diameter of screw Penlag = 2.5 in. min. penetration to existing framing Wiag = 266 lb/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 N oscrews = 1 number of screws in withdrawal Pallow = Penlag (Wlag CD Ct) * Noscrews = 851.2 Ibs total allowable withrawal on anchor Puplin = 0.86 < 1.00 Anchor is OK! Pallow Anchorage = USE (1) 5/161N. DIA. LAG SCREW(S) AT 6FT. MAX. O.C. W/ 2.51N. MIN. PENETRATION 6of7 4/5/2022 1:58 PM ©McPherson Engineering E � McPherson Engineering By: A.L. Date: 4/5/22 Location: 2245 Aralia St Newport Beach, CA 92660 Existing Structure Info: Number of Stories = 2 Aroof = 3000 sq. ft. A3rd_nr = 0 sq. ft. A2nd 9r = 3000 sq. ft. Site Properties: Lattitude = 33.634171 Longitude =-117.875601 Ss = 1.326 Sf = 0.472 Exposure Category = C UIt. Wind Speed = 130 m.p.h. P.V. Array Info: Project Info Roof Square Footage Third Floor Square Footage (if applicable) Second Floor Square Footage (if applicable) Model = SPR-M435-H-AC Height of Panel = 73.70 in. Width of Panel = 40.60 in. Area of Panel = 20.8 ft.2 Number of New Panels = 44 Number of Exis. Panels = 0 Total Area of Array = 914.3 ft. Spacing of Anchors = 6.0 ft. max. on center rows of racks per panel = 2 Panel Tilt= 7-27 deg 3of7 4/5/2022 1:57 PM ©McPherson Engineering A�, R ^ � McPherson Engineering By: t Date: 4 Gravity Loads Existing Loads: Roof Design Loads: Roofing = 4.0p.s.f. Composition roofing Sheathing = 1.5 p.s.f. 1/2"Plywood Framing = 1.5 p.s.f. 2x Rafter/Truss Framing Misc = 1.0 p.s.f. DLr1 = 8.0 p.s.f. Roofing Dead Load (applied to top of rafters/trusses only) Ceiling= 2.0 p.s.f. Drywall and 2xframing DLf2 = 10.0 p.s.f. Total Existing Roof Dead Load - LLr = 20.0 p.s.f. Roof Live Load (Per C.B.C, Table 1607.1) SL = 5.0 p.s.f. Snow Load Floor Design Loads: (if applicable) Flooring = 10.0 p.s.f. Weight of floor finish Sheathing = 2.2 p.s.f. 3/4"plywood Framing = 2.0 p.s.f. 2x framing or manufactured floor truss Interior Partitions = 15.0 p.s.f. 2x framed walls with drywall finish each side Ceiling = 5.0p.s.f. Drywall ceiling finish below Misc. = 0.8 p.s.f. DLf = 35.0 p.s.f. Total Existing Floor Dead Load Proposed Loads: A.L. Panels = 2.8 p.s.f. weight of panels including rack system DLr7,.proposed = 10.8 p.s.f. Proposed Roof Dead Load (applied to top only) DLr2 proposed = 12.8 p.s.f. Total Proposed Roof Dead Load LLrirroposed = 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 Wex = (DLr1 + LLr) (Amof) = 84.0 kips Total Proposed Roof Load Wprop = (DLr1 + LLr) (Aroof - Array) + (DLrl,proposed+ I-Lr proposed) (Aarray) = 68.3 kips Proposed Load Demand Wprop -Wex =-18.71% wax 4/5/2022 1:57 PM TOTAL DECREASE IN GRAVITY LOADS, PANELS OK! 4of7 ©McPherson Engineering C Seismic Design Parameters Risk Category = 2 Site Class = D Ss = 1.33 Si = 0.47 S.D.C. = D Fa = 1.20 Fv = 1.70 SMs = SDs Fa = 1.59 SMI = So, Fv = 0.80 SDS = 2/3 (SMS) = 1.06 SDI = 2/3 (SM7) = 0.53 McPherson Engineering 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 By: A.L. Date: 4/5/22 Response Modification Factor (Table 12-2.1) Seismic Importance Factor (Table 1.5-2) 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 Approximate Fundamental Period (Per 12.8.2.1) T = Ct (hn)x hn = 20 ft Ct = 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 la)/R = 0.16 Seismic Response Coefficient Per Eq. 12.8-2 Cs1 = 1.5`(SDI le)/R T = 0.65 Max. Seismic Response Coefficient Per Eq. 12.8-3 if T <_ TL Cs2 = 0.01 Min. Seismic Response Coefficient Per Eq. 12.8-5 C12 = 0.044 SDS le = 0.05 Min. Seismic Response Coefficient Per Eq. 12.8-5 Cs3 = 0.5 SI le/R = 0.04 Min. Seismic Response Coefficient Per Eq. 12.8-6 if SI 2 0.6g Cs = 0.16 Design Seismic Coefficient Check Additional Base Shear Wexisting = 135.0 kips Wpanels = 2.6 kips Vexisting = Cs Wexisting = 22.0 kips Vpanels = Cs Wpanels= 0.4 kips Vpanels = Vexisting 1.90% < 10% 4/5/2022 1:57 PM 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 ©McPherson Engineering McPherson Engineering 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 0 = 7-27 deg Ke = 1.00 (sec 26.9) qh = 0.00256 K, K,t Kd Ke VZ qh = 33.10 (eq. 26.10-1) Flush Mounted Panels - ASCE Section Flat Roof Panels - ASCE Section 29.4.3 29.4.4 (where applicable) (where applicable) YE = 1.5 FIG 29.4-7) Y<= 0.97 (fig 29.4-7) hp, = 0 ft V. = 0.69 (fig 29.4-8) Yp = 0.9 (fig 29.4-7) w = 0.00 deg GPp = -2 uplift GC,m = 1.4 uplift p = qh (GPp) YE Ya (eq 29.4-7) p = -68.9 p.s.f. Check Anchorage to Existing Structure 0.6DL - 0.6W p = qh (GCrn) YE YC Yp (eq 29.4-6) p = 60.6 p.s.f. controlling load combination (eq. 16-15 for ASD) By: A.L. Date: 4/5/22 DL = 2.8 p.s.f. dead load of panel (inlcuding rack system) W = 68.9 p.s.f. wind load normal to face of panel Arealag = 18.4 sq. ft. area tributary to each anchor Sparc = 6.0 ft. spacing of anchors Puplift = Arealag (0.6DL - 0.6W) = 730.5 Ibs total uplift on anchor Material = DFL lumber anchor material Dialog = 5/16 in. diameter of screw Penlag = 2.5 in. min. penetration to existing framing wlag = 266 lb/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 = 1 number of screws in withdrawal Fallow = Penlag (Wlag CD Ct) * Noscrews = 851.2 Ibs total allowable withrawal on anchor PupliR = 0.86 < 1.00 Anchor is OK! Pallow Anchorage = USE (1) 5/161N. DIA. LAG SCREW(S) AT 6FT. MAX. O.C. W/ 2.51N. MIN. PENETRATION 6of7 4/5/2022 1:57 PM ©McPherson Engineering E McPherson Engineering By: A.L. Date: 4/5/22 Summary Gravity Loads: (Flat) DEMAND DECREASED BY 20.15%= OKI (Slope) DEMAND DECREASED BY 18.71% = OKI Lateral Loads: (Flat) DEMAND INCREASED BY 1.99% < 10% = OKI (Slope) DEMAND INCREASED BY % < 10%= OKI Anchorage: (Flat) DEMAND OF 730.5LB. < CAPACITY OF 851.2LB. = OKI USE (1) 5/161N. DIA. LAG SCREW(S) AT 6FT. MAX. O.C. W/ 2.51N. MIN. PENETRATION (Slope) DEMAND OF 730.5LB. < CAPACITY OF 851.21-B. = OKI USE (1) 5/161N. DIA. LAG SCREW(S) AT 6FT. MAX. O.C. W/ 2.51N. MIN. PENETRATION Summary: STRUCTURE IS ADEQUATE FOR THE PROPOSED PV ARRAY ANCHORS ON EAVES/OVERHANGS ARE OKI 7of7 4/5/2022 1:58 PM ©McPherson Engineering