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HomeMy WebLinkAboutENGINEERING CALCS REDLINED - 21-00013 - 1362 Clover Court - New SFRAuthor Name Author Email Author Phone No.: Larry Beesley Larry.Beesley@rexburg.org 208-372-2176 Description : 1362 Clover Court - New SFRAddress : Record Type : New Single Family ResidenceDocument Filename : 210118 1378 Clover Ct Fitzgerald Shear Calcs.pdf Comment Author Contact Information: Corrections in the following table need to be applied before a permit can be issued Review Report Approved # 21-00013 New Single Family Residence This house plan has been reviewed for code compliance and will be inspected following the 2018 IRC code. You must follow the engineers speck and red lines plans. Approval of plans does not constitute approval of variance from code Powered by TCPDF (www.tcpdf.org) Date: Subject: 2021‐005 1378 Clover Ct Fitzgerald Shear Rexburg, Madison County, Idaho Materials:  Dimensional Lumber – NDS 2018 design values Concrete:  3000 psi @ 28 days Reinforcing Steel ‐ Grade 60 Design Notes: Ground Snow load –  50 psf Flat Roof Snow load –  35 psf Snow Load Importance Factor –  1.0 Snow Exposure Factor –  1.0 Thermal Factor –  1.0 Occupancy Category – II Soil Bearing Capacity – 1500 psf Ultimate Wind Speed – 115 mph, Exp B Wind Importance Factor – 1.0 Seismic Design Category – D Seismic Site Class – D Risk Category – II Seismic Coefficients –       Sds: 0.828 Sd1: 0.443 R: 6.5 Cs: 0.13 Seismic Analysis Procedure –      Equivalent Lateral Force Method Floor Live Load – 40 psf Floor Dead Load – 15 psf Roof Dead Load – 15 psf Summary:   All beam sizes and footing sizes are noted on the drawings. Ver: 2021.0 Kris Bennett, P.E.Eng: KRB Check: JDW Design Intelligence, LLC Engineering Calculations Summary            PHONE 208.359.1461            DESIGNINTEL.COM            1037 ERIKSON DRIVE            REXBURG, ID 83440 Designed By: Date: 01/18/21 January 18, 2021 Abstract This analysis uses the design criteria required by the local jurisdiction and the IRC 2018 as the basis for the calculations. These calculations and included details are  for this location and customer only and not  to be reused in any manner without the  written consent of Design Intelligence. 01/18/21 Design Intelligence, LLC 2021-005 1378 Clover Ct Fitzgerald Shear Calcs 1/18/2021 Design Parameters Building Code = IRC 2018 Occupancy Category = II ASCE 7 Project Location = REXBURG, MADISON COUNTY, IDAHO Snow Fully Partial Sheltered Ce = Exposure Factor 0.9 1 1.2 = 1.0 Above Freezing Freezing Heated Ct = Thermal Factor 1.2 1.1 1 = 1.0 I = Importance Factor =1.0 pg = Ground Snow Load (20 psf min)=50psf pf = Flat Roof Snow Load (slope less than 1/12)=35psf Gamma = Density of Snow = 20.5 pcf Roof Pitch (units Vertical per 12 units Horizontal) = 6 Slippery Non‐Slippery Pitch Warm Curved Barrel Pitch Warm Curved Barrel 3/12 0.87 0.87 1 3/12 1 1 1 4/12 0.81 0.81 1 4/12 1 1 1 5/12 0.73 0.73 1 5/12 1 1 1 6/12 0.68 0.68 1 6/12 1 1 1 7/12 0.63 0.63 1 7/12 1 1 1 8/12 0.58 0.58 1 8/12 0.95 0.95 1 9/12 0.52 0.52 1 9/12 0.85 0.85 1 10/12 0.49 0.49 1 10/12 0.78 0.78 1 11/12 0.42 0.42 1 11/12 0.71 0.71 1 12/12 0.39 0.39 1 12/12 0.63 0.63 1 Cs = Roof Slope Factor =1.0 ps = Sloped Roof Snow Load =35psf Ridge Drift W = Distance from Ridge to Eave =N/Aft lu = Length of Roof upwind of the Drift =N/Aft hd = Height of the Drift =N/Aft Drift Surcharge Load =N/Apsf Length of Surcharge =N/Aft Unbalanced Uniform Snow Load ‐ Windward Side =N/Apsf Unbalanced Uniform Snow Load ‐ Leeward Side =N/Apsf Sliding Snow W (horizontal distance from eave to ridge of upper roof) =ft H (height between upper and lower roof)=ft Height of Calculated Sliding Snow (surcharge) =0psf Roof Snow Load Plus Sliding Snow =35 psf Design Intelligence, LLC 2021-005 1378 Clover Ct Fitzgerald Shear Calcs 1/18/2021 Wind ‐ Walls and Roofs Nominal Wind Speed 90 mph Ultimate Wind Speed 115 mph Importance Factor 1.0 Exposure  B Mean Roof Height 20 ft Adjustment Factor 1 1 Mean Roof Height Exposure  BCD 15 11.211.47 20 11.291.55 25 11.351.61 30 1 1.4 1.66 35 1.05 1.45 1.7 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 Factored Wind Pressures (psf) Vertical Overhang Ultimate Nominal Press+Suct Pressure 110 85 17.5 13.6 ‐13.8 ‐19.3 115 90 19.1 14.8 ‐15.2 ‐21.4 120 95 20.8 16.1 ‐15.9 ‐22.3 130 100 24.4 18.9 ‐19.2 ‐26.9 135 105 26.3 20.4 ‐21.0 ‐29.3 140 110 28.3 22.0 ‐22.8 ‐31.8 Design Wind Pressure for Lateral =19.1 psf Design Wind Pressure for Window Walls =14.8 psf Dead and Live Loads Residential Roof Dead 15 psf Floor Live 40 psf Floor Dead 15 psf Covered Deck Live/Snow 40 psf Deck Dead 15 psf Frame Wall Dead 15 psf Log Wall Dia in Log Wall Dead 0psf Soil Bearing Capacity 1500 psf Wind Speed (mph) Horizontal Design Intelligence, LLC 2021-005 1378 Clover Ct Fitzgerald Shear Calcs 1/18/2021 Seismic ‐ Equivalent Lateral Force Method Values for SDS, S1 are taken from ATC Website for this location Risk Category =  II Sds =  0.828 g S1 =  0.341 g Site Class =  D Fv =  1.95 SD1 = 2/3*S1*Fv = 0.443 g Design Cat =  D Basic Fundamental Period, T Ct =  0.02 x =  0.75 Mean Roof Height, Hn =  20 ft T = Ta = Ct*Hn^x = 0.19 sec Seismic Response Coefficient, Cs Response Mod. Factor R = 6.5 Occ. Importance Factor I = 1.0 1.5*Ts =  0.62 sec Cs = SDS/(R/I) =  0.13 if 1.5Ts >= T Cs = SD1/(T*R/I) =  0.54 if 1.5Ts < T Cs =  0.13 V=Cs*W Other Provisions: No (Utah Only) . Design Intelligence, LLC 2021-005 1378 Clover Ct Fitzgerald Shear Calcs 1/18/2021 KS1 KING STUD ALL OK Left OH (ft) Span (ft) Right OH (ft) Point Loads Load 1 Load 2 Load 3 Load 4 10 Distance (ft) Left React. Right React.Description 717 lb 717 Load (lb) Left React:0 lb Right React:0 lb Uniform Load Trib (ft) Wind (psf) Wind (plf) Wind 9.67 15 143 Repeating (Y/N)N Beam Type LVL (1.7, 2400Fb) Other Axis BSR Width (in) 6 Axial SR Depth (in) 3.5 CSR (D+L+0.75W) 0.55 OK KS1 = (4) 1.5x3.5 LVL (1.7, 2400Fb) Beam Properties Fb (psi) Fv (psi) E (psi) Ply Width Plies Cf (size) 2400 285 1700000 1.5 4 1 1 Moment Wind Load Moment =  1792 lb‐ft = 21509.3601 lb‐in Dead Load Moment =  0 lb‐ft = 0 lb‐in Point Load Moment = 0lb‐ft = 0lb‐in Section Modulus Required =9.0 in3 BSR = 0.73 OK Section Modulus Provided =12.3 in3 Moment of Ineritia Provided =  21.4 in4 Deflection Designed (in) Allowed (in) Wind Load = 0.62 L/175 0.69 OK Dead Load = 0.00 Total = 0.62 L/175 0.69 OK Horizontal Shear fv Left (psi) 0 fv Right (psi) 0 OK . Design Intelligence, LLC 2021-005 1378 Clover Ct Fitzgerald Shear Calcs 1/18/2021 HD1 HEADER PLATES ALL OK Left OH (ft) Span (ft) Right OH (ft) Point Loads Load 1 Load 2 Load 3 Load 4 18 Distance (ft) Left React. Right React.Description 167 lb 167 Load (lb) Left React:0 lb Right React:0 lb Uniform Load Trib (ft) Wind (psf) Wind (plf) Wind 1.25 15 19 Repeating (Y/N)N Beam Type LVL (1.7, 2400Fb) Other Axis BSR Width (in) 6 Axial SR Depth (in) 3.5 CSR (D+L+0.75W) 0.23 OK HD1 = (4) 1.5x3.5 LVL (1.7, 2400Fb) Beam Properties Fb (psi) Fv (psi) E (psi) Ply Width Plies Cf (size) 2400 285 1700000 1.5 4 1 1 Moment Wind Load Moment =  751 lb‐ft = 9008.57376 lb‐in Dead Load Moment =  0 lb‐ft = 0 lb‐in Point Load Moment = 0lb‐ft = 0lb‐in Section Modulus Required =3.8 in3 BSR = 0.31 OK Section Modulus Provided =12.3 in3 Moment of Ineritia Provided =  21.4 in4 Deflection Designed (in) Allowed (in) Wind Load = 0.84 L/240 0.90 OK Dead Load = 0.00 Total = 0.84 L/240 0.90 OK Horizontal Shear fv Left (psi) 0 fv Right (psi) 0 OK . Design Intelligence, LLC 2021-005 1378 Clover Ct Fitzgerald Shear Calcs 1/18/2021 Shear Wall Analysis ‐ Perforated Wall Method Factored Cs*Roof Wt. Cs*Floor Wt. Wind Load 3.4 psf 3.2 psf 19.1 psf Horizontal Vertical Wall Roof WL = Total Length of the Wall corner to corner Area (sf) Length (ft) Length (ft) Height (ft) Height (ft) WH = Wall Height Third Floor ‐ 3 14.5 OL = Total Length of all Openings in the wall Second Floor ‐ 2 OH = Maximum Height of all openings Main Floor ‐ 1 2454 59.5 49.5 9 WL‐OL = Perforated Shear Wall Segments Basement ‐ 0 (WL‐OL)/WL = % of full‐height sheathing Wall Shear Wall / WL (ft) / WH (ft) / OL (ft) /  OH (ft) Tributary Stud Seismic Wind OH/WH / Wall Load / ID Hold Down Req. Add Len. (ft) Add Ht. (ft) Add Proj. (ft) Width (ft) Spacing Force (lb) Force (lb)(WL‐OL)/WL Co Roof Ht (ft): 14.5 H1‐1 S3 22 9 18 7.5 6.71 16"o.c. 1144 2435 0.8 1353 plf 12174 lb SUB 4.0 0.2 0.45 Roof Ht (ft): 14.5 H2‐1 S2 25 9 10 5 16.17 16"o.c. 2757 5867 0.6 551 plf 4958 lb ADD 4.0 0.6 0.71 Roof Ht (ft): 14.5 H3‐1 S2 54.67 9 27.5 6.67 26.62 16"o.c. 4538 9657 0.7 624 plf 5612 lb 0.5 0.57 Roof Ht (ft): 14.5 V1‐1 S1 49.33 9 0 0 24.46 16"o.c. 3470 8874 0.0 180 plf 1619 lb 1.0 1 Roof Ht (ft): 14.5 V2‐1 S1 18 9 0 0 8.93 16"o.c. 1266 3238 0.0 180 plf 1619 lb 1.0 1 Roof Ht (ft): 14.5 V3‐1 S1 10.67 9 0 0 5.29 16"o.c. 750 1919 0.0 180 plf 1619 lb 1.0 1 Roof Ht (ft): 14.5 V4‐1 S1 11.33 9 0 0 5.62 16"o.c. 797 2038 0.0 180 plf 1619 lb 1.0 1 Roof Ht (ft): 14.5 V5‐1 S1 17 9 4 1.5 8.43 16"o.c. 1196 3058 0.2 235 plf 2117 lb 0.8 1 Roof Ht (ft): 14.5 V6‐1 S1 13.67 9 0 0 6.78 16"o.c. 961 2459 0.0 180 plf 1619 lb 1.0 1 Seismic Data