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2415 N Bonnie Brae - Plan
PR O J E C T H I S T O R Y : 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. Bldg# 101120667 Elec# 20183867 APPROVAL: ELEC - MSmith 2415 N Bonnie Brae9/23/2024 PR O J E C T H I S T O R Y : 26 This item has been digitally signed and sealed on Aug 28, 2024 2415 N Bonnie Brae9/23/2024 PR O J E C T H I S T O R Y : 26 This item has been digitally signed and sealed on Jul 25, 2024 2415 N Bonnie Brae9/23/2024 SCALE: RAIL ATTACHMENT (PLAN VIEW) N.T.S.2 SCALE: RAIL ATTACHMENT (COMP ROOF) N.T.S.3 SCALE: ELECTRICAL EQUIPMENT ELEVATION N.T.S.1 PR O J E C T H I S T O R Y : 26 This item has been digitally signed and sealed on Jul 25, 2024 PV STRUCTURAL ONLY 2415 N Bonnie Brae9/23/2024 PR O J E C T H I S T O R Y : 2415 N Bonnie Brae9/23/2024 PR O J E C T H I S T O R Y : 2415 N Bonnie Brae9/23/2024 PR O J E C T H I S T O R Y : 2415 N Bonnie Brae9/23/2024 PR O J E C T H I S T O R Y : 2415 N Bonnie Brae9/23/2024 SCALE: INTEGRATED GROUNDING (OPTIMIZER/MICRO-INVERTER) N.T.S.5 SCALE: INTEGRATED GROUNDING (STRING INVERTER) N.T.S.4 PR O J E C T H I S T O R Y : 2415 N Bonnie Brae9/23/2024 PR O J E C T H I S T O R Y : 2415 N Bonnie Brae9/23/2024 2415 N Bonnie Brae9/23/2024 2415 N Bonnie Brae9/23/2024 2415 N Bonnie Brae9/23/2024 2415 N Bonnie Brae9/23/2024 2415 N Bonnie Brae9/23/2024 2415 N Bonnie Brae9/23/2024 2415 N Bonnie Brae9/23/2024 2415 N Bonnie Brae9/23/2024 2415 N Bonnie Brae9/23/2024 2415 N Bonnie Brae9/23/2024 2415 N Bonnie Brae9/23/2024 2415 N Bonnie Brae9/23/2024 Digitally sealed by RJM on Date: Job #: 7/25/24 7/25/24 24-04781 Mobile: (909) 569-2244 Structural Analysis Report For Photovoltaic System Addition to Existing Structure AT The Hoffman Residence 2415 Bonnie Brae Santa Ana, CA 92706 Designed in Accordance with CBC 2022, ASCE 7-16, NDS 2018 E.O.R.: Ryan McPherson, P.E. 9240 Limonite Ave, Jurupa Valley, CA 92509 Email: ryan@mcpherson.engineering 7/25/2024 5:22 PM 1 of 9 ©McPherson Engineering 2415 N Bonnie Brae9/23/2024 McPherson Engineering By:J.R. Date:7/25/24 Project Info 3 Gravity Loads 4 Lateral Loads 6 Wind Uplift Design 8 Summary 9 Battery Calc 10 -11 Table Of Contents *Note: This engineering report is limited to the information presented to Engineer via plans, site information, photos, and written correspondence as provided by Client. On-site structural observations and verification of site conditions are not included herein. Engineering for manufactured products such as photovoltaic modules or racking systems is excluded from this report. Please refer to the manufacturer's specifications, certifications, and pre-engineered packages for product engineering. Installations of solar modules and related equipment must be performed in accordance with manufacturer recommendations, local codes, local regulations, industry best practices, and applicable safety standards. Owner and/or Contractor shall notify Engineer should any damage, deterioration, or discrepancies between current condition of the structure or otherwise as this letter describes before proceeding with construction. This letter applies only to regions of the structure where solar modules will be supported and the supporting elements. 7/25/2024 5:22 PM 2 of 9 ©McPherson Engineering 2415 N Bonnie Brae9/23/2024 McPherson Engineering By:J.R. Date:7/25/24 Location: 2415 Bonnie Brae Santa Ana, CA 92706 Existing Structure Info: Number of Stories =1 Aroof =1600 sq. ft.Roof Square Footage A3rd_flr =0 sq. ft.Third Floor Square Footage (if applicable) A2nd_flr =1100 sq. ft.Second Floor Square Footage (above basement level garage) Adetached =380 sq. ft.Square Footage of roof on detatched structure Adetached2nd_flr =0 sq. ft.Square Footage of 2nd floor detatched structure (if applicable) Site Properties: Lattitude = Longitude = Ss = 1.328 S1 = 0.472 Exposure Category =C Ult. Wind Speed =110 m.p.h. P.V. Array Info: Model =,MEYER BURGER BLACK 390 Height of Panel =73.40 in. Width of Panel =40.90 in. Area of Panel = 20.8 ft.2 Number of Panels =18 no. of panels on main house (EVPV420HK2) 12 no. of panels on detatched structure (MEYER BURGER BLACK 390) 30 total no. of panels Total Area of Array = 625.4 ft.2 Spacing of Anchors =6.0 ft. max. on center rows of racks per panel =2 Panel Tilt =0.00 deg Project Info 33.768133 -117.872340 EVPV420HK2 7/25/2024 5:22 PM 3 of 9 ©McPherson Engineering 2415 N Bonnie Brae9/23/2024 McPherson Engineering By:J.R. Date:7/25/24 Existing Loads: Roof Design Loads: Roofing = 4.0 p.s.f.Composition roofing Sheathing =1.5 p.s.f.1/2" Plywood Framing =1.5 p.s.f.2x Rafter/Truss framing Misc =3.0 p.s.f. DLr1 =10.0 p.s.f.Roofing Dead Load (applied to top of rafters/trusses only) Ceiling =2.0 p.s.f.Drywall and 2x framing DLr2 =12.0 p.s.f.Total Existing Roof Dead Load LLr = 20.0 p.s.f.Roof Live Load (Table 1607.1) 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 =5.0 p.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: Panels =2.8 p.s.f.weight of panels including rack system DLr1_proposed =12.8 p.s.f.Proposed Roof Dead Load (applied to top only) DLr2_proposed =14.8 p.s.f.Total Proposed Roof Dead Load LLr_proposed = 0.0 p.s.f. Check Proposed Gravity Loads: Total Existing Roof Load Wex = (DLr1 + LLr) (Aroof) =48.0 kips Total Proposed Roof Load Wprop = (DLr1 + LLr) (Aroof - Aarray) + (DLr1_proposed + LLr_proposed) (Aarray) =41.5 kips Proposed Load Demand Wprop - Wex =-13.46%Wex TOTAL DECREASE IN GRAVITY LOADS, PANELS OK! Gravity Loads - Main Residence Roof Live Load (panels cannot support live loads, including the weight of stacked materials or workers) 7/25/2024 5:22 PM 4 of 9 ©McPherson Engineering 2415 N Bonnie Brae9/23/2024 McPherson Engineering By:J.R. Date:7/25/24 Existing Loads: Roof Design Loads: Roofing = 4.0 p.s.f.Composition roofing Sheathing =1.5 p.s.f.1/2" Plywood Framing =1.5 p.s.f.2x Rafter/Truss framing Misc =3.0 p.s.f. DLr1 =10.0 p.s.f.Roofing Dead Load (applied to top of rafters/trusses only) Ceiling =2.0 p.s.f.Drywall and 2x framing DLr2 =12.0 p.s.f.Total Existing Roof Dead Load LLr = 20.0 p.s.f.Roof Live Load (Table 1607.1) 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 =5.0 p.s.f.Drywall ceiling finish below Misc. = 0.8 p.s.f. DLf = 35.0 p.s.f.Total Existing Floor Dead Load L=120.0 ft Length of walls Proposed Loads: Panels =2.8 p.s.f.weight of panels including rack system DLr1_proposed =12.8 p.s.f.Proposed Roof Dead Load (applied to top only) DLr2_proposed =14.8 p.s.f.Total Proposed Roof Dead Load LLr_proposed = 0.0 p.s.f. Check Proposed Gravity Loads: Total Existing Roof Load Wex = (DLr1 + LLr) (Aroof) =11.4 kips Total Proposed Roof Load Wprop = (DLr1 + LLr) (Aroof - Aarray) + (DLr1_proposed + LLr_proposed) (Aarray) =7.1 kips Proposed Load Demand Gravity Loads - Detached Structure Roof Live Load (panels cannot support live loads, including the weight of stacked materials or workers) Wprop - Wex =-37.78% TOTAL DECREASE IN GRAVITY LOADS, PANELS OK!Wex 7/25/2024 5:22 PM 5 of 9 ©McPherson Engineering 2415 N Bonnie Brae9/23/2024 McPherson Engineering By:J.R. Date:7/25/24 Seismic Design Parameters Risk Category =2 Per Table 1-5-1 R =6.5 Response Modification Factor (Table 12-2.1) Site Class = D Per 11.4.2 Ie =1 Seismic Importance Factor (Table 1.5-2) Ss =1.33 Short Period P.G.A. S1 =0.47 1-Sec Period P.G.A. S.D.C. =D Seismic Design Category Per 11.6 Fa =1.00 Site Coefficient per Table 11.4-1 ASCE 7-16 Supplement #1 Tables used for Fa and Fv Fv =1.70 Site Coefficient per Table 11.4-2 (note: section 11.4.8 Exception #2 calc used) SMS = SDS Fa =1.33 Short Period M.C.E. Per Eq. 11.4-1 SM1 = SD1 Fv =0.80 1-Sec Period M.C.E. Per Eq. 11.4-2 SDS = 2/3 (SMS) =0.89 Short Period Design Parameter Per Eq 11.4-3 SD1 = 2/3 (SM1) =0.53 1-Sec Period Design Parameter Per Eq 11.4-4 Approximate Fundamental Period (Per 12.8.2.1) per Eq. 12.8-7 hn = 15 ft Ct =0.02 (per table 12.8-2) x = 0.75 (per table 12.8-2) T =0.15 sec Approximate Fundamental Period TL =8 sec Long-Period Transition Period per Figure 22-12 Seismic Response Coefficient (Per 12.8.1.1) CS = (SDS Ie)/R = 0.14 Seismic Response Coefficient Per Eq. 12.8-2 Cs1 = (SD1 Ie)/R T = 0.54 Max. Seismic Response Coefficient Per Eq. 12.8-3 if T ≤ TL Cs2 =0.01 Min. Seismic Response Coefficient Per Eq. 12.8-5 Cs2 = 0.044 SDS Ie =0.04 Min. Seismic Response Coefficient Per Eq. 12.8-5 Cs3 = 0.5 S1 Ie/R =0.04 Min. Seismic Response Coefficient Per Eq. 12.8-6 if S 1 ≥ 0.6g CS =0.14 Design Seismic Coefficient Check Additional Base Shear Wexisting =57.7 kips Weight of Existing Structure Wpanels =1.0 kips Weight of Proposed Panels Vexisting = Cs Wexisting =7.9 kips Base Shear of Existing Structure Vpanels = Cs Wpanels =0.1 kips Base Shear of Proposed Panels Vpanels Vexisting Lateral Loads - Main Residence T = Ct (hn)x = 1.81% < 10%PER C.E.B.C. 502.5 EXCEPTION, STRUCTURE DOES NOT REQUIRE SEISMIC RETROFIT, PANELS OK! 7/25/2024 5:22 PM 6 of 9 ©McPherson Engineering 2415 N Bonnie Brae9/23/2024 McPherson Engineering By:J.R. Date:7/25/24 Seismic Design Parameters Risk Category =2 Per Table 1-5-1 R =6.5 Response Modification Factor (Table 12-2.1) Site Class = D Per 11.4.2 Ie =1 Seismic Importance Factor (Table 1.5-2) Ss =1.33 Short Period P.G.A. S1 =0.47 1-Sec Period P.G.A. S.D.C. =D Seismic Design Category Per 11.6 Fa =1.20 Site Coefficient per Table 11.4-1 ASCE 7-16 Supplement #1 Tables used for Fa and Fv Fv =1.70 Site Coefficient per Table 11.4-2 (note: section 11.4.8 Exception #2 calc used) SMS = SDS Fa =1.59 Short Period M.C.E. Per Eq. 11.4-1 SM1 = SD1 Fv =0.80 1-Sec Period M.C.E. Per Eq. 11.4-2 SDS = 2/3 (SMS) =1.06 Short Period Design Parameter Per Eq 11.4-3 SD1 = 2/3 (SM1) =0.53 1-Sec Period Design Parameter Per Eq 11.4-4 Approximate Fundamental Period (Per 12.8.2.1) per Eq. 12.8-7 hn = 15 ft Ct =0.02 (per table 12.8-2) x = 0.75 (per table 12.8-2) T =0.15 sec Approximate Fundamental Period TL =8 sec Long-Period Transition Period per Figure 22-12 Seismic Response Coefficient (Per 12.8.1.1) CS = (SDS Ie)/R = 0.16 Seismic Response Coefficient Per Eq. 12.8-2 Cs1 = (SD1 Ie)/R T = 0.54 Max. Seismic Response Coefficient Per Eq. 12.8-3 if T ≤ TL Cs2 =0.01 Min. Seismic Response Coefficient Per Eq. 12.8-5 Cs2 = 0.044 SDS Ie =0.05 Min. Seismic Response Coefficient Per Eq. 12.8-5 Cs3 = 0.5 S1 Ie/R =0.04 Min. Seismic Response Coefficient Per Eq. 12.8-6 if S 1 ≥ 0.6g CS =0.16 Design Seismic Coefficient Check Additional Base Shear Wexisting =11.8 kips Weight of Existing Structure Wpanels =0.7 kips Weight of Proposed Panels Vexisting = Cs Wexisting =1.9 kips Base Shear of Existing Structure Vpanels = Cs Wpanels =0.1 kips Base Shear of Proposed Panels Vpanels Vexisting Lateral Loads - Detatched Structure T = Ct (hn)x = < 10%PER C.E.B.C. 502.5 EXCEPTION, STRUCTURE DOES NOT REQUIRE SEISMIC RETROFIT, PANELS OK!5.92% 7/25/2024 5:22 PM 7 of 9 ©McPherson Engineering 2415 N Bonnie Brae9/23/2024 McPherson Engineering By:J.R. Date:7/25/24 Rooftop Solar Panels Wind Pressures (Section 29.4, ASCE 7-16) Vult =110 mph Kzt =1.00 (sec 26.8.2)h = 15 ft Exposure Category =C Kz = 0.85 (sec 26.10.1) Roof Zone =2 Kd =0.85 (sec 26.6) Panel θ = 0.0 deg Ke =1.00 (sec 26.9) qh = 0.00256 Kz Kzt Kd Ke V2 qh =22.38 (eq. 26.10-1) γE =1.5 FIG 29.4-7)γc =0.80 (fig 29.4-7)hpt =0 ft γa =0.69 (fig 29.4-8)γp =0.9 (fig 29.4-7)ω =0.00 deg GPp =-2 uplift GCrn =-1.4 uplift p = qh (GPp) γE γa (eq 29.4-7)p = qh (GCrn) γE γC γp (eq 29.4-6) p =-46.6 p.s.f.p =-33.8 p.s.f. Check Anchorage to Existing Structure 0.6DL - 0.6W controlling load combination (eq. 16-15 for ASD) DL =2.8 p.s.f.dead load of panel (inlcuding rack system) W = 46.6 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 Puplift = Arealag (0.6DL - 0.6W) =482.8 lbs 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 W lag =205 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 Pallow = Penlag (Wlag CD Ct) * Noscrews =656 lbs total allowable withrawal on anchor Puplift Pallow Anchorage =USE (1) 5/16IN. DIA. LAG SCREW(S) AT 6FT. MAX. O.C. W/ 2.5IN. MIN. PENETRATION =0.74 < 1.00 Anchor is OK! Wind Uplift Anchorage Flush Mounted Panels - ASCE Section 29.4.4 (where applicable) Flat Roof Panels - ASCE Section 29.4.3 (where applicable) 7/25/2024 5:22 PM 8 of 9 ©McPherson Engineering 2415 N Bonnie Brae9/23/2024 McPherson Engineering By:J.R. Date:7/25/24 Gravity Loads: Main Structure DEMAND DECREASED BY 13.46% = OK! Detached Structure DEMAND DECREASED BY 37.78% = OK! Lateral Loads: Main Structure DEMAND INCREASED BY 1.81% < 10% = OK! Detached Structure DEMAND INCREASED BY 5.92% < 10% = OK! Anchorage: DEMAND OF 482.8LB. < CAPACITY OF 656.LB. = OK! USE (1) 5/16IN. DIA. LAG SCREW(S) AT 6FT. MAX. O.C. W/ 2.5IN. MIN. PENETRATION Summary: STRUCTURES ARE ADEQUATE FOR THE PROPOSED PV ARRAYS Summary 7/25/2024 5:22 PM 9 of 9 ©McPherson Engineering 2415 N Bonnie Brae9/23/2024 Rev: 7/15/2021 RESIDENTIAL PHOTOVOLTAIC CHECKLIST SOL-01 CBC 2019 Solar Photovoltaic (PV) Checklist for Detached SINGLE FAMILY RESIDENCES Only Instructions: The licensed contractor of record shall complete all sections, answer the ten questions and sign the certification section below. A copy of this form shall be attached to each of TWO sets of plans, of minimum 11” x 17” size. If answering NO to any of the questions, plan check shall be required. Project Address: Contractor Company Name: Contractor License Number: YES NO Are the following applicable to the proposed project? 1. Will the PV system layout provide the required three-foot wide clear access pathways per Section 605.11 of the California Fire Code, and is this shown on the roof plan? 2. Will the PV system be installed on a roof having only one roofing layer with no overlays? 3. Will the PV array be flush mounted to the existing roof so that the plane of the modules (panels) are parallel to the plane of the roof? 4. Will the PV system weigh maximum 4 pounds per square feet or less? 5. Will the PV system be installed where the modules do not overhang any roof edges (such as eaves, gabled ends, ridges and hips)? 6. Will the PV system be installed with a space of 2” minimum to 10” maximum between the underside of modules and the surface of the roof? 7. Will the PV system be installed without using any ballast system or counter-weight system? 8. Will the anchors be installed with a maximum horizontal anchor spacing of 6 feet and is this maximum horizontal spacing shown on the plans? 9. Will the minimum 5/16” lag screws be installed with a minimum of 2-1/2 inch embedment into roof rafters (with pre-drilled holes) and is this minimum embedment shown on the plans? 10. Are ALL the structural pages of the plans stamped and signed by a California licensed professional engineer? (including project specific site plan, PV layout, anchorage spacing, anchorage details and manufacturer’s PV support information.) I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name: Signature: Phone Number: Date: Email Address: Planning & Building Agency Building Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 www.santa-ana.org 2415 N Bonnie Brae9/23/2024 To Whom It May Concern: I, Elizabeth Hoffman, as the homeowner of 2415 Bonnie Brae. give Infinity Solar/TLP Electric Integrations permission to install solar to my home. Please call me with any questions. Thank you. Sincerely, Elizabeth Hoffman (714) 227-2126 2415 N Bonnie Brae9/23/2024 PR O J E C T H I S T O R Y : ***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. *** Bldg#: 101121478 Elec#: 20184430 Rev to: Bldg# 101120667 Elec#: 20183867 Approvals: Elec: M Smith 2415 N Bonnie Brae11/18/2024 PR O J E C T H I S T O R Y : 2415 N Bonnie Brae11/18/2024 PR O J E C T H I S T O R Y : 2415 N Bonnie Brae11/18/2024 PR O J E C T H I S T O R Y : 2415 N Bonnie Brae11/18/2024 PR O J E C T H I S T O R Y : 2415 N Bonnie Brae11/18/2024 PR O J E C T H I S T O R Y : 2415 N Bonnie Brae11/18/2024 PR O J E C T H I S T O R Y : 2415 N Bonnie Brae11/18/2024 PCC-13 Rev. 06-17-2019 White-Plan Check Yellow-Applicant REVISION /SUPPLEMENTAL PLAN CHECK REQUEST PCC-13 CBC 2022 Rev 6-17-2024 Planning & Building Agency Building Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 www.santa-ana.org Project Address: _________________________________________ Suite #_______________________________ New Plan Check No.____________________________________________________________________________ Original Plan Check No.:__________________________________ Permit Issuance Date:____________________ Original Plan Checker: __________________________________________________________________________ Amount Paid: $__________________________________________ Misc. Receipt #: ________________________ Processed by: ___________________________________________ Date: ________________________________ Plan Checker Approval: ___________________________________ Date: ________________________________ Additional Hours:________________________________________ @ $269.90 = $ _________________________ Print Name:_____________________________________________ Signature: ____________________________ Representing: ________________________________________________________________________________ Telephone: ( ) ____________________________________ Fax: ( ) __________________________________ Contact Person: ________________________________________ Telephone: ( ) ________________________ E-mail (Strongly Recommended): _________________________________________________________________ PLANS PREPARED BY AN ARCHITECT OR ENGINEER MUST BE SIGNED BY THE PROFESSIONAL WHO PREPARES THEM. PLEASE WRITE A BRIEF DESCRIPTION OF THE REVISION/SUPPLEMENT AND IF POSSIBLE AREA OF WORK. ALL REVISIONS ARE TO BE CLOUDED AND PROPERLY IDENTIFIED: (i.e. Deltas, . . Electrical, Plumbing and/or Mechanical plans – stamped job set shall accompany revised plans. ______________________________________________________________________________________ ______________________________________________________________________________________ ______________________________________________________________________________________ ______________________________________________________________________________________ ______________________________________________________________________________________ 2415 N Bonnie Brae11/18/2024