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Home My WebLink AboutCERTIFICATION LETTER BARUN CORP July 28,2021 RE: CERTIFICATION LETTER Project Address: DONNA GOUIN Residence 654 PONYTAIL LANE FORT PIERCE,FL 34982 Design Criteria: Applicable Codes=2020 7th Edition FBC,2020 7th Edition FRC,2018 IBC/IEBC ASCE 7-16,and 2018 NDS Risk Category=11 Wind Speed=152 mph,Exposure Category C,Partially/Fully Enclosed Method Ground Snow Load=0 psf Roof 1:2x4 @ 24"OC, Roof DL=7 psf, Roof LL/SL=19 psf(Non-PV),Roof LL/SL=0 psf(PV) To Whom It May Concern, 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. Sincerely, 11111111111� FL �`•��N1 O yU?, Yuri Yurianto S.E,P.E. �`�Q��P' C E IV Yurianto Y°9'a°°Y is°°Y - - DN:cn=Yurianto Yurianto *� No.86261+_•• * c=US o=Unaffiliated Yurianto u=A°141°D°°°o°176a0 = �' Reason Iamt1hea y Reason:I am the author of this document Date:Loca 2021-07-28 i�O. STATE OF Date: 13:22-05:00Ft0R10 P•'G�`` �SS��NALE \. '/I11111111111` By Yuri at 1:22:35 PM, 712812021 This item has been digitally signed and sealed by Yurianto Yurianto on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Barun Corp I Design and Engineering 1 610.202.4506 1 chrisk@barun-corp.com I www.barun-corp.com Roof 1 PV System Dead Load(PV-DL) PV module weight 2.5 psf Hardware assembly weight 0.5 psf PV-DL 3 psf Roof Dead Load(R-DL) Material Panel Area 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 4 @ 24 in.O.C. 0.73 psf Vaulted ceiling No 0 psf Miscellaneous 1.5 psf Total Roof Dead Load R-DLj 7 psf Reduced Roof Live Load(Lr) Expression Value Roof Live Load L. 20.0 psf Member Tributary Area At <200 sf Roof 1 Roof Pitch 5/12 or23' Trubutary Area Reduction Rl 1 Slope Roof Reduction Rz 0.95 Reduced Roof Live Load Lr=La(Rl)(Rz) 19.0 psf Snow Load Value Ground Snow Load pg 0 Effective Roof Slope 23' Snow Importance Factor IS 1.0 Snow Exposure Factor Ce 1.0 Snow Thermal Factor Ct 1.1 Minimum Flat Roof Snow Load pf_m;n 0 Flat Roof Snow Load Pf 0 Slope Roof Snow Load on Roof (All other surfaces) Roof Slope Factor Cs-roof 1.00 Ps-roof 0.00 Sloped Roof Snow Load on PV (Unobstructed slippery surfaces) Roof Slope Factor CS PV 0.78 Ps-Pv 0.00 Barun Corp I Design and Engineering 610.202.4506 chrisk@barun-corp.com www.barun-corp.com COMPANY PROJECT WoodWorks`�' SOFTWARE FOR WOOD OFSIGN July 28, 2021 13:44 Roof 1 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) 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-PV1 Dead Partial Area No 3. 68 18.87 3.00 (24.0") psf RLL1 Roof live Partial Area No 0.00 3. 68 19.00 (24.0") psf RLL2 Roof live Partial Area No 1 18.87 20.80 19.00 (24.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 22.533' 1' 7.5' 14.2' 20.779' Unfactored: Dead 61 149 155 49 Roof Live 118 23 10 61 Factored: Total 180 172 166 110 Bearing: F'theta 626 626 626 626 Capacity Joist 821 821 821 469 Support 398 586 586 398 Des ratio Joist 0.22 0.21 0.20 0.23 Support 0.45 0.29 0.28 0.28 Load comb #2 #2 #2 #2 Length 0.50* 0.50* 0.50* 0.50* Min req'd 0.50* 0 .50* 0.50* 0.50* Cb 1 .75 1 .75 1 .75 1.00 Cb min 1 .75 1 .75 1 .75 1.00 Cb support 1 .25 1 .25 1 .25 1.25 Fcp sup 425 625 625 425 *Minimum bearing length setting used: 1/2"for end supports and 1/2"for interior supports Roof 1 Lumber n-ply, S. Pine, No. 1, 2x4, 1-ply (1-1/2"x3-1/2") Supports: 1,4 - Lumber n-ply Beam, S-P-F No.1/No.2; 2,3 -Timber-soft Beam, D.Fir-L No.2; Roof joist spaced at 24.0" c/c; Total length: 22.63'; Clear span(horz): 1.0', 6.438', 6.688', 6.563'; Volume = 0.8 cu.ft.; Pitch: 5/12 Lateral support: top = continuous, bottom = at end supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. WARNING: Member length exceeds typical stock length of 18.0 ft ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Roof 1 WoodWorks®Sizer 2019 (Update 3) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 29 Fv' = 175 psi fv/Fv' = 0. 16 Bending(+) fb = 468 Fb' = 1725 psi fb/Fb' = 0.27 Bending(-) fb = 432 Fb' = 1084 psi fb/Fb' = 0.40 Live Defl'n 0.04 = < L/999 0.48 = L/180 in 0.08 Total Defl'n 0.12 = L/692 0.71 = L/120 in 0. 17 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. 628 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 Support 4 - LC #2 = D + Lr D=dead Lr=roof live All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 115, V design = 101 lbs; M(+) = 119 lbs-ft; M(-) = 110 lbs-ft EIy = 8.57 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 = 21.44 ' Le = 31.75' RB = 24.3; 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. 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. Design Wind Pressure Calculation for Solar Panel on Roof Ultimate Wind Speed (mph) 152 Roof Pitch (degrees) 23 Risk Category II Roof Type Gable Exposure Category C Kd 0.85 Mean Roof Height (ft) 15 Kzt 1 PV DL(psf) 3 jKz 0.85 qh =0.00256*Kz*Kzt*Kd*V^2 = 42.68 a (ft) = 4.14 array edge factor yE= 1.50 Solar panel pressure eq. factor ya= 0.8 Hardware Type Allowable Load (lb) 982.50 Ibs for S.Pine 2.5"embedment Maximum X-Spacing (ft) (Zone 1&2e) 4.00 Effective Wind Area (ftz) Maximum Y-Spacing (ft) (Zone 1&2e) 3.28 13.12 Maximum X-Spacing (ft) (Zone 2r-3r) 3.00 Effective Wind Area (ftz) Maximum Y-Spacing (ft) (Zone 2r-3r) 3.28 9.84 Roof Zone GCp (-) Uplift Uplift Pressure (psf) Pullout Force (Ibs) 1, 2e -1.50 -44.43 582.98 2r, 2n, 3e -2.50 -75.16 739.59 3r -2.80 -84.38 830.30 * Wind Calculation is based on ASCE7-16, 29.4-C&C -40 14 1' ` 3s - a a l l -3. �-3 •3.4 -}.2 I ) I I Z; .2.2 I I I I -20 I I I I � •1'g '='g I I I U -1.4 't 1 (D l(2r l� -1.0 •l.t -0.8 -03 I I I 4.4 a� •0.2 I I I w 0 I I I +0.2 *0 3 I I I +q b All 7.unes _ +0.7 +Q PLAN t 1D 2D 50 W 200 5001= fat 09) 0) (46) (93)(16) {4551fst9Y Effective Wiad Area,it 2(m2}