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Home My WebLink AboutCERTIFICATION LETTERRE: CERTIFICATION LETTER Project Address: APRIL HUNT Residence 6505 SANTA CLARA BOULEVARD FORT PIERCE, FL 34951 Design Criteria: - Applicable Codes =2020 7th Edition FBC, 2020 7th Edition FRC, 2018 IBC/IEBC ASCE 7-16, and 2018 NDS - Risk Category = II - Wind Speed = 152 mph, Exposure Category B, Partially/Fully Enclosed Method - Ground Snow Load = 0 psf - Roof 1&2: 2x4 @ 24" OC, Roof DL = 8 psf, Roof LL/SL = 20 psf (Non-PV), Roof LL/SL = 0 psf (PV) To Whom It May Concern, Sincerely, July 9, 2021 Yuri Yurianto S.E, P.E. A jobsite survey of the existing framing system of the address indicated above was provided. 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 12:48:16 AM, 7/10/2021 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 Solid‐Sheathing 2.5 psf Rafter Size and Spacing 2 x4 @ 24 in. O.C. 0.73 psf Vaulted ceiling No 0 psf Miscellaneous 1.5 psf Total Roof Dead Load R‐DL 8 psf Expression Roof Live Load Lo 20.0 psf Member Tributary Area At < 200 sf Roof 1&2 Roof Pitch 4/12 or 18° Trubutary Area Reduction R1 1 Slope Roof Reduction R2 1 Reduced Roof Live Load Lr = Lo (R1) (R2)20.0 psf Ground Snow Load pg 0 Effective Roof Slope 18° 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 0.87 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 9, 2021 21:24 PROJECT Roof 1&2 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area No 8.00(24.0") psf DL-PV1 Dead Partial Area No 9.89 13.03 3.00(24.0") psf RLL1 Roof live Partial Area No 0.00 9.89 20.00(24.0") psf RLL2 Roof live Partial Area No 13.03 15.80 20.00(24.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1.2'8.5' 1 6 .7 5 2 ' 15.779' Unfactored: Dead 68 163 55 Roof Live 176 257 73 Factored: Total 244 421 128 Bearing: F'theta 605 605 605 Capacity Joist 794 794 454 Support 398 586 398 Des ratio Joist 0.31 0.53 0.28 Support 0.61 0.72 0.32 Load comb #2 #2 #2 Length 0.50* 0.50* 0.50* Min req'd 0.50* 0.50* 0.50* Cb 1.75 1.75 1.00 Cb min 1.75 1.75 1.00 Cb support 1.25 1.25 1.25 Fcp sup 425 625 425 *Minimum bearing length setting used: 1/2" for end supports and 1/2" for interior supports Roof 1&2 Lumber n-ply, S. Pine, No. 1, 2x4, 1-ply (1-1/2"x3-1/2") Supports: 1,3 - Lumber n-ply Beam, S-P-F No.1/No.2; 2 - Timber-soft Beam, D.Fir-L No.2; Roof joist spaced at 24.0" c/c; Total length: 16.75'; Clear span: 1.243', 7.651', 7.629'; Volume = 0.6 cu.ft.; Pitch: 4/12 Lateral support: top = continuous, bottom = at end supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 2019 (Update 1)Roof 1&2 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 61 Fv' = 175 psi fv/Fv' = 0.35 Bending(+) fb = 861 Fb' = 1725 psi fb/Fb' = 0.50 Bending(-) fb = 1171 Fb' = 1364 psi fb/Fb' = 0.86 Live Defl'n 0.18 = L/515 0.51 = L/180 in 0.35 Total Defl'n 0.24 = L/382 0.77 = L/120 in 0.31 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 175 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1000 1.00 1.00 1.00 1.000 1.500 - 1.15 1.00 1.00 - 2 Fb'- 1000 1.00 1.00 1.00 0.790 1.500 - 1.15 1.00 1.00 - 2 Fcp' 565 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+Lr Bending(+): LC #2 = D+Lr 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 Support 3 – LC #2 = D+Lr D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 230, V design = 214 lbs; M(+) = 220 lbs-ft; M(-) = 299 lbs-ft EI = 8.57e06 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 = 15.38' Le = 23.00' RB = 20.7; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design 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. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. 7. The critical deflection value has been determined using maximum back-span deflection. Cantilever deflections do not govern design. Ultimate Wind Speed (mph) 152 Roof Pitch (degrees) 18 Risk Category II Roof Type Gable Exposure Category B Kd 0.85 Mean Roof Height (ft) 25 Kzt 1 PV DL (psf) 3 Kz 0.66 qh = 0.00256*Kz*Kzt*Kd*V^2 = 33.18 a (ft) = 3.20 array edge factor γE= 1.50 Solar panel pressure eq. factor γa= 0.8 Hardware Type Allowable Load (lb) 982.50 lbs for S.Pine 2.5" embedment Maximum X ‐ Spacing (ft) (Zone 1&2e) 4.00 Maximum Y ‐ Spacing (ft) (Zone 1&2e)3.28 Maximum X ‐ Spacing (ft) (Zone 2r‐3r) 3.00 Maximum Y ‐ Spacing (ft) (Zone 2r‐3r)3.28 Roof Zone GCp (‐) Uplift Uplift Pressure (psf) Pullout Force (lbs) 1, 2e ‐2.00 ‐46.07 604.42 2r, 2n, 3e ‐3.00 ‐69.96 688.40 3r ‐3.60 ‐84.29 829.45 * Wind Calculation is based on ASCE7‐16, 29.4 ‐ C&C 13.12 Effective Wind Area (ft2) 9.84 Site Information Design Calculations Design Wind Pressure Calculation for Solar Panel on Roof Effective Wind Area (ft2) SFM INFINITY MICRORAIL WITH UNIRAC