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Home My WebLink AboutCertification Letter 11/15/22 BARUN CORP November 15,2022 RE: CERTIFICATION LETTER Project Address: PIERRE MERHI RESIDENCE 12 DENISE LANE SOUTH YARMOUTH,MA 02664 Design Criteria: -Applicable Codes=2015 IBC/IEBC W/(780 CMR)9th Edition,2015 IRC W/(780 CMR)9th Edition,ASCE 7-10 and 2015 NDS -Risk Category=II -Wind Speed=140 mph,Exposure Category C,Partially/Fully Enclosed Method -Ground Snow Load=30 psf -Roof 1:2 x 8 @ 24"OC,Roof DL=11 psf,Roof LL/SL=25 psf(Non-PV),Roof LL/SL=13.3 psf(PV) -Roof 2:2 x 8 @ 24"OC,Roof DL=11 psf,Roof LL/SL=25 psf(Non-PV),Roof LL/SL=24.6 psf(PV) To Whom It May Concern, A job site 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 Solar PV 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 Solar PV System meets the prescriptive compliance requirements of the applicable existing building and/or new building provisions adopted/referenced above. Additionally,the Solar PV System 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, � '�s Digitally signed o? • yG Avial by Avial i LUMAGUI Lumagui CIVIL L u m a g u i Date:2022.1,.,5 No, 57691 09:03:57-05'00' bNAttw' STRUCTURAL ONLY Barun Corp j Design and Engineering 1610.202.4506 I chrisk@baruncorp.com I www.baruncorp corn 1/7 BARU N CORP RESULTS SUMMARY PIERRE MERHI RESIDENCE,12 DENISE LANE,SOUTH YARMOUTH,MA 02664 MOUNTING PLANE STRUCTURAL EVALUATION MOUNTING PLANE ROOF PITCH RESULT GOVERNING ANALYSIS Roof 1 38° OK IEBC IMPACT CHECK Roof 2 11° OK MEMBER ANALYSIS STANDOFF HARDWARE EVALUATION FOR WIND UPLIFT MOUNTING PLANE WIND UPLIFT DCR Roof 1 69.1% Roof 2 98.8% Limits of Scope of Work and Liability: The existing structure has been reviewed based on the assumption that it has been originally designed and constructed per appropriate codes. The structural analysis of the subject property is based on the provided site survey data. The calculations produced for this structure's assessment are only for the roof framing supporting the proposed PV installation referenced in the stamped planset and were ( made according to generally recognized structural analysis standards and procedures. All PV modules, racking and attachment components shall be designed and installed per manufacturer's approved guidelines and specifications. These plans are not stamped for water leakage or existing damage to the structural component that was not accessed during the site survey.Prior to commencement of work,the PV system installer should verify that the existing roof and connections are in suitable condition and inspect framing noted on the certification letter and inform the Engineer of Record of any discrepancies prior to installation. The installer should also check for any damages such as water damage, cracked framing, etc. and inform the Engineer of Record of existing deficiencies which are unknown and/or were not observable during the time of survey and have not been included in this scope of work.Any change in the scope of the work shall not be accepted unless such change,addition,or deletion is approved in advance and in writing by the Engineer of Record. Barun Corp I Design and Engineering (610.202.4506 I chrisk@baruncorp.com i www.baruncorp.com 2/7 BARUN CORP LOAD CALCULATION Roof 1 PIERRE MERHI RESIDENCE,12 DENISE LANE,SOUTH YARMOUTH,MA 02664 PV PANELS DEAD LOAD(PV-DL) PV Panels Weight =2.50 psf Hardware Assembly Weight =0.50 psf Total PV Panels Weight PV-DL=3.00 psf ROOF DEAD LOAD(R-DL) Existing Roofing Material Weight Composite Shingle Roof 1 Layer(s) =2.50 psf Underlayment Weight =0.50 psf Plywood/OSB Sheathing Weight =1.50 psf Framing Weight 2 x 8 @ 24 in.O.C. =1.51 psf Vaulted Ceiling Weight =3.00 psf Miscellaneous =1.50 psf Total Roof Dead Load R-DL=10.50 psf REDUCED ROOF LIVE LOAD(Lr) Roof Live Load Lo=20.00 psf Member Tributary Area At<200 ft' Roof 1 Pitch 38*or 10/12 Tributary Area Reduction Factor R1=1.00 Roof Slope Reduction Factor R2=0.73 Reduced Roof Live Load,Lr=Lo(R1)(R2) Lr=14.50 psf SNOW LOAD Ground Snow Load pg=30.00 psf Effective Roof Slope 38. Snow Importance Factor Is=1.00 Snow Exposure Factor Ce=1.00 Snow Thermal Factor Ct=1.10 Minimum Flat Roof Snow Load pf-min=25.00 psf Flat Roof Snow Load pf=25.00 psf SLOPED ROOF SNOW LOAD ON ROOF(Non-Slippery Surfaces) Roof Slope Factor Cs-roof=0.98 Sloped Roof Snow Load on Roof ps-roof=24.60 psf SLOPED ROOF SNOW LOAD ON PV PANELS(Unobstructed Slippery Surfaces) Roof Slope Factor Cs-PV=0.53 Sloped Roof Snow Load on PV Panels ps-PV=13.30 psf Barun Corp I Design and Engineering 1 610.202.4506 chnsk@baruncorp.corn I www.baruncorp.corn 3/7 BARU N CORP IEBC IMPACT CHECK Roof 1 PIERRE MERHI RESIDENCE,12 DENISE LANE,SOUTH YARMOUTH,MA 02664 Roof Dead Load(DL)= 10.50 13.50 psf Roof Live Load(Lr)= 14.50 0.00 psf Roof Snow Load(SL)= 24.60 13.30 psf (DL+Lr)/Cd= 20.00 15.00 psf (DL+SL)/Cd= 30.52 23.30 psf Maximum Gravity Load= 30.52 23.30 psf Load Increase(%)= -23.65% OK The requirements of section 807.4 of 2015 IEBC are met and the structure is permitted to remain unaltered. iI Barun Corp I Design and Engineering 1610.202.4506 I chrisk@baruncorp.com i www.baruncorp.com 4/7 BARUN CORP WIND UPLIFT CALCULATION Roof 1 PIERRE MERHI RESIDENCE,12 DENISE LANE,SOUTH YARMOUTH,MA 02664 SITE INFORMATION Ultimate Wind Speed= 140.00 mph Roof Pitch= 38° Risk Category= II Roof Type= Gable Exposure Category= C Velocity Pressure Exposure Coefficient,Kz= 0.95 Mean Roof Height= 25.00 ft Topographic Factor,Kzt= 1.00 Solar Array Dead Load= 3.00 psf Wind Directionality Factor,Kd= 0.85 a= 3.00 ft Ground Elevation Factor,Ke= 1.00 DESIGN CALCULATIONS Wind Velocity Pressure,qh= 40.32 psf (0.00256*Kz*Kzt*Kd*Ke*(VA2)) Solar Array Pressure Equalization Factor,ya= 0.60 Allowable Load=I 982.50 lbs IS.Pine,5/16"Lag Screw x 1,2.5"Embedment Array Edge Factor,yE= 1.50 Exposed Condition Max.X-Spacing(Zone 1-2r)= 4.00 ft Effective Wind Area Max.Y-Spacing(Zone 1-2r)= 3.40 ft 13.60 ft2 Max.X-Spacing(Zone 2n&3r)= 4.00 ft Effective Wind Area Max.Y-Spacing(Zone 2n&3r)= 3.40 ft 13.60 ftz Max.X-Spacing(Zone 3e)= 4.00 ft Effective Wind Area Max.Y-Spacing(Zone 3e)= 3.40 ft 13.60 ft2 ROOF ZONE GCp(-)UPLIFT UPLIFT PRESSURE PULLOUT FORCE 1-2r -1.67 -34.87 psf 474.17 lbs 2n&3r -1.90 -39.89 psf 542.54 lbs 3e -2.36 -49.93 psf 679.04 lbs NOTE: •Wind calculation is based on ASCE 7-16,29.4-C&C,LC#7:0.6DL+0.6WL is used. Barun Corp I Design and Engineering 1610.202.4506 1 chrisk@baruncorp.com I www.baruncorp.com 5/7 BARU N CORP LOAD CALCULATION Roof 2 PIERRE MERHI RESIDENCE,12 DENISE LANE,SOUTH YARMOUTH,MA 02664 PV PANELS DEAD LOAD(PV-DL) PV Panels Weight = 2.50 psf Hardware Assembly Weight =0.50 psf Total PV Panels Weight PV-DL=3.00 psf ROOF DEAD LOAD(R-DL) Existing Roofing Material Weight Composite Shingle Roof 1 Layer(s) = 2.50 psf Underlayment Weight =0.50 psf Plywood/O5B Sheathing Weight = 1.50 psf Framing Weight 2 x 8 @ 24 in.O.C. = 1.51 psf Vaulted Ceiling Weight =3.00 psf Miscellaneous = 1.50 psf Total Roof Dead Load R-DL=10.50 psf REDUCED ROOF LIVE LOAD(Lr) Roof Live Load Lo= 20.00 psf Member Tributary Area At< 200 ft2 Roof 2 Pitch 11°or 3/12 Tributary Area Reduction Factor R1= 1.00 Roof Slope Reduction Factor R2= 1.00 Reduced Roof Live Load,Lr=Lo(R1)(R2) Lr= 20.00 psf SNOW LOAD Ground Snow Load pg= 30.00 psf Effective Roof Slope 11° Snow Importance Factor Is= 1.00 Snow Exposure Factor Ce= 1.00 Snow Thermal Factor Ct= 1.10 Minimum Flat Roof Snow Load pf-min= 25.00 psf Flat Roof Snow Load pf= 25.00 psf SLOPED ROOF SNOW LOAD ON ROOF(Non-Slippery Surfaces) Roof Slope Factor Cs-roof= 1.00 Sloped Roof Snow Load on Roof ps-roof= 25.00 psf SLOPED ROOF SNOW LOAD ON PV PANELS(Unobstructed Slippery Surfaces) Roof Slope Factor Cs-PV= 0.98 Sloped Roof Snow Load on PV Panels ps-PV= 24.60 psf Barun Corp Design and Engineering 610 202 4506 I chrisk@baruncorp.com I www.baruncorp.com 6/7 COMPANY PROJECT 1 WoodWorks -' Nov. 15, 2022 18:31 Roof 2 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 2) Loads: Load 1 Type Distribution Pat- Location [ ft] Magnitude Unit tern Start End Start End DL Dead Full Area No 10 . 50 (24 . 0" ) psf DL-PV Dead Partial Area No 1 . 50 8 . 00 3 . 00 (24 . 0" ) psf SL-PV Snow Partial Area No 1 . 50 8 . 00 24 . 60 (24 . 0" ) psf SL-RF1 Snow Partial Area No 0 . 00 1 . 50 25 . 00 (24 . 0" ) psf SL-RF Snow Partial Area No 8 . 00 12 . 35 25 . 00 (24 . 0" ) psf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : —--_ 12.52' 1' 12.293' Unfactored: Dead 169 134 Snow 331 281 Factored: Total 500 415 Bearing : F' theta 433 433 Capacity Joist 568 650 Support 586 937 Des ratio Joist 0 . 88 0 . 64 Support 0 . 85 0 . 44 Load comb #2 #2 Length 0 . 50* 1 . 00 Min req ' d 0 . 44 0 . 64 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, 2x8 (1-1/2"x7-1/4") Supports: All - Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 12.63'; Clear span(horz): 1 .0', 11 .25'; Volume = 1 .0 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 Roof 2 WoodWorks®Sizer 2019 (Update 2) 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' = 0.34 Bending(+) fb = 1076 Fb' = 1389 psi fb/Fb' = 0.77 Bending(-) fb = 33 Fb' = 809 psi fb/Fb' = 0.04 Live Defl'n 0.27 = L/502 0.57 = L/240 in 0.48 Total Defl'n 0.49 = L/283 0.76 = L/180 in 0.64 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 1.200 - 1.15 1.00 1.00 - 2 Fb'- 875 1.15 1.00 1.00 0.582 1.200 - 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 S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 423, V design = 379 lbs; M(+) = 1178 lbs-ft; M(-) = 36 lbs-ft EIy = 66.69 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 = 11.44' Le = 18.31' RB = 26.6; 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. BARUN CORP WIND UPLIFT CALCULATION Roof 2 PIERRE MERHI RESIDENCE,12 DENISE LANE,SOUTH YARMOUTH,MA 02664 SITE INFORMATION Ultimate Wind Speed= 140.00 mph Roof Pitch= 11' Risk Category= 11 Roof Type= Gable Exposure Category= C Velocity Pressure Exposure Coefficient,Kz= 0.95 Mean Roof Height 25.00 ft Topographic Factor,Kzt= 1.00 Solar Array Dead Load= 3.00 psf Wind Directionality Factor,Kd= 0.85 a= 3.00 ft Ground Elevation Factor,Ke= 1.00 DESIGN CALCULATIONS Wind Velocity Pressure,qh= 40.32 psf (0.00256•Kz•Kzt•Kd•Ke•(V02)) Solar Array Pressure Equalization Factor,ya= 0.60 Allowable Load=I 982.50 lbs IS.Pine,5/16"Lag Screw x 1,2.5"Embedment Array Edge Factor,yE= 1.50 Exposed Condition Max.X-Spacing(Zone 1&2e)= 4.00 ft Effective Wind Area Max.Y-Spacing(Zone1&2e)= 3.40 ft 13.60 fit' Max.X-Spacing(Zone 2n-3e)= 4.00 ft Effective Wind Area Max.V.Spacing(Zone 2n-3e)= 3.40 ft 13.60 fit' Max.X-Spacing(Zone 3r)= 4.00 ft Effective Wind Area Max.V-Spacing(Zone 3r)= 3.40 ft 13.60 ft' ROOF ZONE GCp(-(UPLIFT UPLIFT PRESSURE PULLOUT FORCE 1&2e -2.00 -41.78 psf 568.19 lbs 2n-3e -2.81 -59.39 psf 807.73 lbs 3r -3.36 -71.38 psf 970.79 lbs NOTE: •Wind calculation is based on ASCE 7-16,29.4-C&C,LC 87:0.6DL 0.6WL is used. Barun Corp I Design and Engineering 610.202 4506 I chrisk@baruncorp.com www.baruncorp.corn 7/7