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Home My WebLink AboutCERTIFICATION LETTER. RE:CERTIFICATION LETTER Project Address: Thomas Residence 2006 N 37th St Fort Pierce, FL 34947 Design Criteria: - Applicable Codes = 2020 7th Edition FBC, 2020 7th Edition FRC, ASCE 7-16, and 2018 NDS - Risk Category = II - Wind Speed = 160 mph, Exposure Category B, Partially/Fully Enclosed Method - Ground Snow Load = 0 psf - Roof 1&2: 2x6 @ 24" OC, Roof DL = 7 psf, Roof LL/SL = 20 psf (Non-PV), Roof LL/SL = 0 psf (PV) To Whom It May Concern, Sincerely, July 7, 2021 Yuri Yurianto, S.E., P.E. A jobsite survey of the existing framing system of the address indicated above was performed by Freedom Forever. All structural evaluation is based on the site inspection observations and the design criteria listed above. Existing roof structural framing has been reviewed for additional loading due to installation of PV Solar System on the roof. The structural review applies to the sections of roof that is directly supporting the solar PV system. Based on this evaluation, I certify that the alteration to the existing structure by installation of the PV system meets the requirements of the applicable existing building and/or new building provisions adopted/referenced above. Additionally, the PV module assembly including attachment hardware has been reviewed to be in accordance with the manufacturer’s specifications and to meet and/or exceed the requirements set forth by the referenced codes. Barun Corp | Design and Engineering | 610.202.4506 | chrisk@barun-corp.com | www.barun-corp.com By Yuri at 9:19:14 AM, 7/7/2021 Roof 1&2 PV module weight 2.5 psf Hardware assembly weight 0.5 psf PV-DL 3 psf Existing Roofing Material Comp Roof 1 layers 2.5 psf Underlayment 0.5 psf Plywood Sheathing 1.5 psf Rafter Size and Spacing 2 x 6 @ 24 in. O.C.1.15 psf Vaulted ceiling No 0 psf Miscellaneous 1.5 psf Total Roof Dead Load R-DL 7 psf Expression Roof Live Load Lo 20.0 psf Member Tributary Area At < 200 sf Roof 1&2 Roof Pitch 5/12 or 20° Trubutary Area Reduction R1 1 Slope Roof Reduction R2 0.975 Reduced Roof Live Load Lr = Lo (R1) (R2)19.5 psf Ground Snow Load pg 0 Effective Roof Slope 20° Snow Importance Factor Is 1.0 Snow Exposure Factor Ce 1.0 Snow Thermal Factor Ct 1.1 Minimum Flat Roof Snow Load pf-min 0 Flat Roof Snow Load pf 0 Roof Slope Factor Cs-roof 1.00 ps-roof 0.00 Roof Slope Factor Cs-pv 0.83 ps-pv 0.00 Snow Load Sloped Roof Snow Load on PV Slope Roof Snow Load on Roof Value Material Panel AreaRoof Dead Load (R-DL) Reduced Roof Live Load (Lr) PV System Dead Load (PV-DL) (All other surfaces) (Unobstructed slippery surfaces) Value Barun Corp | Design and Engineering | 610.202.4506 | chrisk@barun-corp.com | www.barun-corp.com COMPANY July 7, 2021 19:30 PROJECT Thomas Residence Roof 1&2 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 2) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area No 7.00(24.0") psf DL-PV Dead Partial Area No 3.00 11.50 3.00(24.0") psf RFL Roof live Partial Area No 0.00 3.00 19.50(24.0") psf RFL1 Roof live Partial Area No 11.50 12.50 19.50(24.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1.5' 1 3 .5 4 2 ' 12.467'0' Unfactored: Dead 134 111 Roof Live 118 38 Factored: Total 252 149 Bearing: F'theta 471 471 Capacity Joist 619 353 Support 586 469 Des ratio Joist 0.41 0.42 Support 0.43 0.32 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.21** 0.21 Cb 1.75 1.00 Cb min 1.75 1.00 Cb support 1.25 1.00 Fcp sup 625 625 *Minimum bearing length setting used: 1/2" for end supports and 1/2" for interior supports **Minimum bearing length governed by the required width of the supporting member. Roof 1&2 Lumber-soft, S-P-F, No.1/No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 13.75'; Clear span(horz): 1.5', 10.938'; Volume = 0.8 cu.ft.; Pitch: 5/12 Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 25 Fv' = 135 psi fv/Fv' = 0.18 Bending(+) fb = 495 Fb' = 1177 psi fb/Fb' = 0.42 Bending(-) fb = 97 Fb' = 981 psi fb/Fb' = 0.10 Live Defl'n 0.01 = < L/999 0.59 = L/240 in 0.02 Total Defl'n 0.41 = L/344 0.79 = L/180 in 0.52 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 2019 (Update 2) Roof 1&2 Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 135 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 0.90 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 - 1 Fb'- 875 1.00 1.00 1.00 0.750 1.300 - 1.15 1.00 1.00 - 2 Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + Lr Bending(+): LC #1 = D only Bending(-): LC #2 = D + Lr Deflection: LC #2 = D + Lr (live) LC #2 = D + Lr (total) Bearing : Support 1 – LC #2 = D + Lr Support 2 – LC #2 = D + Lr D=dead Lr=roof live All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 158, V design = 136 lbs; M(+) = 312 lbs-ft; M(-) = 61 lbs-ft EIy = 29.12 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.5 dead + "live" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Lateral stability(-): Lu = 11.88' Le = 18.50' RB = 23.3; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. SLOPED BEAMS: level bearing is required for all sloped beams. 6. The critical deflection value has been determined using maximum back-span deflection. Cantilever deflections do not govern design. Ultimate Wind Speed (mph)160 Roof Pitch (degrees) 20 Risk Category II Roof Type Gable Exposure Category B Kd 0.85 Mean Roof Height (ft)15 Kzt 1 PV DL (psf)3 Kz 0.57 qh = 0.00256*Kz*Kzt*Kd*V^2 = 32.02 a (ft) = 4.00 array edge factor γE= 1.00 Solar panel pressure eq. factor γa= 0.8 Hardware Type Allowable Load (lb) 982.50 lbs for S pine 2.5" Embed Maximum X - Spacing (ft) (Zone 1,2e) 4.00 Maximum Y - Spacing (ft) (Zone 1,2e)1.70 Maximum X - Spacing (ft) (Zone 2n-3r) 3.00 Maximum Y - Spacing (ft) (Zone 2n-3r)1.70 Roof Zone GCp (-) Uplift Uplift Pressure (psf) Pullout Force (lbs) 1,2e -2.00 -29.04 197.49 2n,2r,3e -3.00 -44.41 226.49 3r -3.60 -53.63 273.52 Site Information Design Calculations Design Wind Pressure Calculation for Solar Panel on Roof Effective Wind Area (ft2) for d1 < 0.5 h = 7.5 ft * Wind Calculation is based on ASCE7-16, 29.4 - C&C 6.80 Effective Wind Area (ft2) 5.10 PLAN