Loading...
Bouvier -SE Stamped Letter (1)RE:CERTIFICATION LETTER Project Address: Bouvier Residence 60 Water St Leeds, MA 01053 Design Criteria: - Applicable Codes = 2018 IBC/IEBC W/(780 CMR) 9th Edition , 2018 IRC W/(780 CMR) 9th Edition, ASCE 7-16, and 2018 NDS - Risk Category = II - Wind Speed = 117 mph, Exposure Category B, Partially/Fully Enclosed Method - Ground Snow Load = 40 psf - Roof 1: 2x6 @ 24" OC, Roof DL = 7 psf, Roof LL/SL = 35 psf (Non-PV), Roof LL/SL = 23.3 psf (PV) - Roof 2: 2x6 @ 24" OC, Roof DL = 7 psf, Roof LL/SL = 35 psf (Non-PV), Roof LL/SL = 33.8 psf (PV) To Whom It May Concern, Sincerely, April 07, 2021 Humphrey Kariuki, P.E. A jobsite survey of the existing framing system of the address indicated above was performed . 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 Roof 1 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 Roof Pitch 7/12 or 30° Trubutary Area Reduction R1 1 Slope Roof Reduction R2 0.85 Reduced Roof Live Load Lr = Lo (R1) (R2)17.0 psf Ground Snow Load pg 40 Effective Roof Slope 30° 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 35 Flat Roof Snow Load pf 35 Roof Slope Factor Cs-roof 1.00 ps-roof 35.00 Roof Slope Factor Cs-pv 0.67 ps-pv 23.30 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 April. 07, 2021 16:11 PROJECT Bouvier Residence Roof 1 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 7.00(24.0") psf DL-PV Dead Partial Area No 0.00 10.00 3.00(24.0") psf SL-PV Snow Partial Area No 0.00 10.00 23.30(24.0") psf SL-RF1 Snow Partial Area No 10.00 11.50 35.00(24.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1.5' 13.581' 11.478'0' Unfactored: Dead 151 104 Snow 309 262 Factored: Total 460 367 Bearing: F'theta 518 518 Capacity Joist 680 389 Support 586 469 Des ratio Joist 0.68 0.94 Support 0.79 0.78 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.39** 0.47 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 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: 13.58'; Clear span: 1.712', 11.505'; Volume = 0.8 cu.ft.; Pitch: 7/12 Lateral support: top = continuous, bottom = at 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 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 52 Fv' = 155 psi fv/Fv' = 0.33 Bending(+) fb = 1331 Fb' = 1504 psi fb/Fb' = 0.88 Bending(-) fb = 125 Fb' = 1041 psi fb/Fb' = 0.12 Live Defl'n 0.46 = L/298 0.58 = L/240 in 0.80 Total Defl'n 0.80 = L/174 0.80 = L/174 in 1.00 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 135 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 - 2 Fb'- 875 1.15 1.00 1.00 0.692 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+S Bending(+): LC #2 = D+S Bending(-): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Bearing : Support 1 – LC #2 = D+S Support 2 – LC #2 = D+S 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 = 309, V design = 284 lbs; M(+) = 839 lbs-ft; M(-) = 78 lbs-ft EI = 29.12e06 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 = 11.56' Le = 18.00' RB = 23.0; 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. The critical deflection value has been determined using maximum back-span deflection. Cantilever deflections do not govern design. Roof 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 2 Roof Pitch 3/12 or 12° 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 40 Effective Roof Slope 12° 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 35 Flat Roof Snow Load pf 35 . Roof Slope Factor Cs-roof 1.00 ps-roof 35.00 Roof Slope Factor Cs-pv 0.97 ps-pv 33.80 Snow Load Value Slope Roof Snow Load on Roof (All other surfaces) Sloped Roof Snow Load on PV (Unobstructed slippery surfaces) Reduced Roof Live Load (Lr)Value PV System Dead Load (PV-DL) Roof Dead Load (R-DL)Material Panel Area Barun Corp | Design and Engineering | 610.202.4506 | chrisk@barun-corp.com | www.barun-corp.com COMPANY Apr. 7, 2021 18:16 PROJECT Bouvier Residence Roof 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 7.00(24.0") psf DL-PV Dead Partial Area No 1.00 6.50 3.00(24.0") psf SL-PV Snow Partial Area No 1.00 6.50 33.80(24.0") psf SL-RF1 Snow Partial Area No 0.00 1.00 35.00(24.0") psf SL-RF2 Snow Partial Area No 6.50 9.15 35.00(24.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1' 9.546' 9.089'0' Unfactored: Dead 96 70 Snow 348 279 Factored: Total 445 349 Bearing: F'theta 443 443 Capacity Joist 582 665 Support 586 937 Des ratio Joist 0.76 0.52 Support 0.76 0.37 Load comb #2 #2 Length 0.50* 1.00 Min req'd 0.38 0.52 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 interior supports Roof 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: 9.55'; Clear span: 1.009', 8.293'; Volume = 0.5 cu.ft.; Pitch: 3/12 Lateral support: top = continuous, bottom = at 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 2 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 56 Fv' = 155 psi fv/Fv' = 0.36 Bending(+) fb = 1101 Fb' = 1504 psi fb/Fb' = 0.73 Bending(-) fb = 67 Fb' = 1251 psi fb/Fb' = 0.05 Live Defl'n 0.23 = L/434 0.42 = L/240 in 0.55 Total Defl'n 0.33 = L/304 0.57 = L/174 in 0.57 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 135 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 - 2 Fb'- 875 1.15 1.00 1.00 0.831 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+S Bending(+): LC #2 = D+S Bending(-): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Bearing : Support 1 – LC #2 = D+S Support 2 – LC #2 = D+S 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 = 350, V design = 310 lbs; M(+) = 694 lbs-ft; M(-) = 42 lbs-ft EI = 29.12e06 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 = 8.31' Le = 13.38' RB = 19.8; 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. The critical deflection value has been determined using maximum back-span deflection. Cantilever deflections do not govern design.