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Home My WebLink AboutX2019-3448 - CalcsN N%VATIVE S T R U C T U R A L E N G I N E E R I N G www.ISEengineers.com 7 V)� 1 te Lao STRUCTURAL CALCULATIONS Xwq-3t-Mq ype�e OCectn "f�lYd Tasman Residence 2016 E Ocean Blvd Newport Beach, CA 92661 Prepared for: Workshop 315 This calculation package is intended for Delta 5 revision items only. Prepared by: Innovative Structural Engineering, Inc. 40810 County Center Drive, Suite 110 Temecula, CA 92591 ATF OF CAt-\FCP Date: October 28, 2020 ISE Project # 19-6297 BUILDING DIVISION BY: CHO SoCal - HQ NorCal 40810 County Center Drive, Suite 110 131A Stony Circle, Suite 500 Temecula, CA 92591 Santa Rosa, CA 95401 P: (951) 600-0032 P: (707) 633-4074 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: B11.1 - (N) Hdr at Stairs CODE REFERENCES uamulations per NU5 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Analysis Method: Allowable Stress Design Fb+ 900 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900 psi Ebend- xx 1600 ksi Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (Int Wall) Fc-Prll 1350 psi Eminbend -xx 580ksi Wood Species : Douglas Fir -Larch Fc - Perp 625 psi 0.174: 1 Wood Grade No.2 Fv 180 psi fb: Actual = Beam Bracing : Ft Beam is Fully Braced against lateral -torsional buckling 575 psi Density 31.21 pcf 46 Span = 3.083 ft Appuea Loaas Cr Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads CL Segment Length Span # Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft, (Floor) Cd C FN Uniform Load: D = 0.010 ksf, Tributary Width = 9.0 ft, (Int Wall) DESIGN SUMMARY Length = 3.083 It a - Maximum Bending Stress Ratio = 0.2551 Maximum Shear Stress Ratio = 0.174: 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 298.28psi fv: Actual = 31.40 psi Fb: Allowable = 1,170.00psi Fv: Allowable - 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.542ft Location of maximum on span = 2.633ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Length = 3.083 ft 1 0.044 0.030 Max Downward Transient Deflection 0.005 in Ratio = 7024>=360 31.40 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span Max Downward Total Deflection 0.010 in Ratio = 3805>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 0.00 Maximum Forces & Stresses for Load Comhinnflnna 1.00 J Load Combination Cr Max Stress Ratios C t CL Segment Length Span # M V Cd C FN D Only Length = 3.083 It 1 0.130 0.089 0.90 1.300 +D+L 1.00 1.00 1.00 1.300 Length = 3.083 ft 1 0.255 0.174 1.00 1.300 +D+0.750L 1.00 1.00 1.00 1.300 Length = 3.083 ft 1 0.176 0.121 1.25 1.300 +0.60D 0.00 1.00 1.00 1.300 Length = 3.083 ft 1 0.044 0.030 1.60 1.300 Overall Maximum Deflections 31.40 180.00 Load Combination 1.00 Span Max. -2 Defl +D+L 1 0.0097 Ci Cr Cm C t CL vioment values M to FbV Shear Values fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.20 136.69 1053.00 0.18 14.39 162.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.44 298.28 1170.00 0.40 31.40 180.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.38 257.88 1462.50 0.35 27.14 225.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.12 82.01 1872.00 0.11 8.63 288.00 �cahon m Span Load Combination Max. Y' Dell Location in Span Project Title: Engineer: Project ID: Project Descr: Wood Beam File:6297.ec6 r.i r:r Software copyright Innovative Structural tural83-2020, aui1d:12.20.e.i7 DESCRIPTION: B11.1 - (N) Hdr at Stairs Vertical Reactions Support notation : Far left is 91 Values in KIPS -oad Combination Support 1 Support 2 Overall MAXimum 0.569 0.569 Overall MINimum 0.308 0.308 D Only 0.261 0.261 +D+L 0.569 0.569 +D+0.750L 0.492 0.492 +0.60D 0.156 0.156 L Only 0.308 0.308 Project Title: Engineer: Project ID: Project Descr: General Footing11e Software copyright ENERCALC, INC: 1983-2020, 9uiId:12.20.8.17 Point Load at (E) Slab Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Material Properties Soil Design Values f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 W Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footingbase depth below soil surface = 0.3330 ft Min Steel % Bending Reinf. = Allow ress. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00150 when footing base is below = ft Min. Overturning Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis = 1.667 ft Length parallel to Z -Z Axis = 1.667 ft Footing Thickness = 5.0 in Pedestal dimensions px:parallel toX-X Axis = 3.50 in pz:parallel toZ-Z Axis = 3.50 in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone. # Bars required on each side of zone 1pplied Loads P: Column Load OB : Overburden M-xx M-zz V -x V -z = 1.250 n/a X -X Section Looking to +Z n/a n/a 1.40 ing LZ Section L.Wl loax k ksf k -ft k -ft k k Project Title: Engineer: Project ID: Checking capacity of (E) 5" thk. slab Project Descr: to support (N) post w/out pad req'd General Footing DESCRIPTION: Point Load at (E) Slab DESIGN SUMMARY Load Combination... • Min. Ratio Item Applied Status Capacity Governing Load Combination PASS 0.6773 Soil Bearing 1.016 ksf 1.50 ksf +D+L+H about Z -Z axis Footing Flexure PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft Side 0.0 k -ft No Overturning Gvrn. As Actual As Phi*Mn PASS n/a Uplift 0.0 k 0.0 k No Uplift in A2 PASS 0.1716 Z Flexure (+X) 0.3182 k-fUft X -X, +1.40D+1.60H 1.855 k-ft/ft +1.20D+1.60L+0.50S+1.60H Bottom PASS 0.1716 Z Flexure (-X) 0.3182 k-fUft 1.855 1.855 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H 0.1489 PASS 0.1716 X Flexure (+Z) 0.3182 k-ft/ft Min Temp % 1.855 k-ft/ft +120D+1.60L+0.505+1.60H OK PASS 0.1716 X Flexure (-Z) 0.3182 k-ft/ft Bottom 1.855 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H 0.240 PASS 0.3864 1 -way Shear (+X) 28.979 psi 0.3182 75.0 psi +1.20D+0.50Lr+1.60L+1.60H 0.090 PASS 0.3864 1 -way Shear (-X) 28.979 psi OK 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3864 1 -way Shear (+Z) 28.979 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3864 1 -way Shear (-Z) 28.979 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.5222 2 -way Punching 78.336 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X -X, +D+H 1.50 n/a 0.0 0.5123 0.5123 n/a n/a 0.342 X -X, +D+L+H 1.50 n/a 0.0 1.016 1.016 n/a n/a 0.677 X-X,+D+Lr+H 1.50 n/a 0.0 0.5123 0.5123 n/a n/a 0.342 X -X, +D+S+H 1.50 n/a 0.0 0.5123 0.5123 n/a n/a 0.342 X -X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.8902 0.8902 n/a n/a 0.594 X -X, +D+0.750L+0.750S+H 1.50 n/a 0.0 0.8902 0.8902 n/a n/a 0.594 X-X,+D+0.60W+H 1.50 n/a 0.0 0.5123 0.5123 n/a n/a 0.342 X -X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.8902 0.8902 n/a n/a 0.594 X-X,+D+0.750L+0.7505+0.450W+H 1.50 nla 0.0 0.8902 0.8902 n/a n/a 0.594 X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.3074 0.3074 n/a n/a 0.205 X-X,+D+0.70E+0.60H 1.50 n/a 0.0 0.5123 0.5123 n/a n/a 0.342 X -X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.8902 0.8902 n/a n/a 0.594 X -X, +0.60D+0.70E+H 1.50 n/a 0.0 0.3074 0.3074 n/a n/a 0.205 Z -Z, +D+H 1.50 0.0 n/a n/a n/a 0.5123 0.5123 0.342 Z -Z, +D+L+H 1.50 0.0 n/a n/a n/a 1.016 1.016 0.677 Z -Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.5123 0.5123 0.342 Z -Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.5123 0.5123 0.342 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.8902 0.8902 0.594 Z -Z, +D+0.750L+0.7505+H 1.50 0.0 n/a n/a n/a 0.8902 0.8902 0.594 Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.5123 0.5123 0.342 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.8902 0.8902 0.594 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.8902 0.8902 0.594 Z-Z,+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.3074 0.3074 0.205 Z -Z, +D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.5123 0.5123 0.342 Z-Z,+D+0.750L+0.7505+0.5250E+H 1.50 0.0 n/a n/a n/a 0.8902 0.8902 0.594 Z-Z,+0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 0.3074 0.3074 0.205 Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k -ft Surface inA2 in A2 in A2 k -ft X -X, +1.40D+1.60H 0.1489 +Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +1.40D+1.60H 0.1489 -Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 0.3182 +Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 0.3182 -Z Bottom 0.090 Min Temp % 0.240 1.855 OK 1 Project Title: Engineer: Project ID:1 Project Descr: General Footing Software copyright ENERCALC, INC. 1983-2020,Su-Hd.;2.20.8.17 ' DESCRIPTION: Point Load at (E) Slab Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k -ft Surface inA2 W2 inA2 k -ft X -X, +1.20D+1.60L+0.50S+1.60H 0.3182 +Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +120D+1.60L+0.50S+1.60H 0.3182 -Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +1.20D+1.60Lr+L+1.60H 0.2467 +Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +120D+1.60Lr+L+1.60H 0.2467 -Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +120D+1.60Lr+0.50W+1.60H 0.1276 +Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.1276 -Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +120D+L+1.60S+1.60H 0.2467 +Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +1.20D+L+1.60S+1.60H 0.2467 -Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +120D+1.60S+0.50W+1.60H 0.1276 +Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +120D+1.60S+0.50W+1.60H 0.1276 -Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +1.20D+0.50Lr+L+W+1.60H 0.2467 +Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +1.20D+0.50Lr+L+W+1.60H 0.2467 -Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +1.20D+L+0.50S+W+1.60H 0.2467 +Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +1.20D+L+0.50S+W+1.60H 0.2467 -Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +0.90D+W+1.60H 0.09572 +Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +0.90D+W+1.60H 0.09572 -Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +1.20D+L+0.20S+E+1.60H 0.2467 +Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +120D+L+0.20S+E+1.60H 0.2467 -Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +0.90D+E+0.90H 0.09572 +Z Bottom 0.090 Min Temp % 0.240 1.855 OK X -X, +0.90D+E+0.90H 0.09572 -Z Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +1.40D+1.60H 0.1489 -X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +1.40D+1.60H 0.1489 +X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 0.3182 -X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +120D+0.50Lr+1.60L+,1.60H 0.3182 +X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.3182 -X Bottom 0.090 Min Temp % 0,240 1.855 OK Z -Z, +120D+1.60L+0.505+1.60H 0.3182 +X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +120D+1.60Lr+L+1.60H 0.2467 -X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +120D+1.60Lr+L+1.60H 0.2467 +X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.1276 -X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.1276 +X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +1.20D+L+1.60S+1.60H 0.2467 -X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +1.20D+L+1.60S+1.60H 0.2467 +X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.1276 -X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +1.20D+1.605+0.50W+1.60H 0.1276 +X Bottom 0.090 Min Temp % 0.240 1.855 OK Z-Z,+1.20D+0.50Lr+L+W+1.60H 0.2467 -X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +1.20D+0.50Lr+L+W+1.60H 0.2467 +X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +120D+L+0.50S+W+1.60H 0.2467 -X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +1.20D+L+0.50S+W+1.60H 0.2467 +X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +0.90D+W+1.60H 0.09572 -X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +0.90D+W+1.60H 0.09572 +X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +1.20D+L+0.20S+E+1.60H 02467 -X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +1.20D+L+0.20S+E+1.60H 0.2467 +X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +0.90D+E+0.90H 0.09572 -X Bottom 0.090 Min Temp % 0.240 1.855 OK Z -Z, +0.90D+E+0.90H 0.09572 +X Bottom 0.090 Min Temp % 0.240 1.855 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 13.56 psi 13.56 psi 13.56 psi 13.56 psi 13.56 psi 75.00 psi 0.18 OK +1.20D+0.50Lr+1.60L+1.60H 28.98 psi 28.98 psi 28.98 psi 28.98 psi 28.98 psi 75.00 psi 0.39 OK +1.20D+1.60L+0.50S+1.60H 28.98 psi 28.98 psi 28.98 psi 28.98 psi 28.98 psi 75.00 psi 0.39 OK +120D+1.60Lr+L+1.60H 22.47 psi 22.47 psi 22.47 psi 22.47 psi 22.47 psi 75.00 psi 0.30 OK +120D+1.60Lr+0.50W+1.60H 11.62 Psi 11.62 psi 11.62 psi 11.62 psi 11.62 psi 75.00 psi 0.16 OK +1.20D+L+1.60S+1.60H 22.47 psi 22.47 psi 22.47 psi 22.47 psi 22.47 psi 75.00 psi 0.30 OK +1.20D+1.60S+0.50W+1.60H 11.62 psi 11.62 psi 11.62 psi 11.62 psi 11.62 psi 75.00 psi 0.16 OK +1.20D+0.50Lr+L+W+1.60H 22.47 psi 22.47 psi 22.47 psi 22.47 psi 22.47 psi 75.00 psi 0.30 OK +120D+L+0.50S+W+1.60H 22.47 psi 22.47 psi 22.47 psi 22.47 psi 22.47 psi 75.00 psi 0.30 OK +0.90D+W+1.60H 8.72 psi 8.72 psi 8.72 psi 8.72 psi 8.72 psi 75.00 psi 0.12 OK +1.20D+L+0.20S+E+1.60H 22.47 psi 22.47 psi 22.47 psi 22.47 psi 22.47 psi 75.00 psi 0.30 OK +0.90D+E+0.90H 8.72 psi 8.72 psi 8.72 psi 8.72 psi 8.72 psi 75.00 psi 0.12 OK Project Title: Engineer: Project ID: Project Descr: General Footing File: 6297.ec6 KW -0600807B Software copyright ENERCALC, INC.198&2020, Build:12.20.8.17 ,1 Engineering, Inc. (ISE) DESCRIPTION: Point Load at (E) Slab Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 36.66 psi 150.000si 0.2444 OK +1.20D+0.50Lr+1.60L+1.60H 78.34 psi 150.00psi 0.5222 OK +1.20D+1.60L+0.50S+1.60H 78.34 psi 150.00psi 0.5222 OK +1.20D+1.60Lr+L+1.60H 60.74 psi 150.00psi 0.4049 OK +1.20D+1.60Lr+0.50W+1.60H 31.42 psi 150.00psi 0.2095 OK +120D+L+1.60S+1.60H 60.74 psi 150.00psi 0.4049 OK +1.20D+1.605+0.50W+1.60H 31.42 psi 150.001psi 0.2095 OK +1.20D+0.50Lr+L+W+1.60H 60.74 psi 150.001psi 0.4049 OK +120D+L+0.50S+W+1.60H 60.74 psi 150.00psi 0.4049 OK +0.90D+W+1.60H 23.56 psi 150.001)si 0.1571 OK +1.20D+L+0.20S+E+1.60H 60.74 psi 150.00psi 0.4049 OK +0.90D+E+0.90H 23.56 psi 150.001psi 0.1571 OK INNOVATIVE S T R U C T U R A L E N G I N E E R N G www.ISEengineers.com STRUCTURAL CALCULATIONS DELTA 4 REVS Teaman Residence 2016 E Ocean Blvd Newport Beach, CA 92661 Prepared for: Workshop 315 � wwww uh , miilllw V�FVO �r Of cr^PIS^zT11A�1l � �p ;11 _ pp yy ,.� WII„' %qs cc 1 �n�� OlP CD l C �At To �scu� DATE'•-�_`.�—..'”' 40810 Counten wte110 uta Tennecula, CA 92591 p,y A tn� CIvt4 a`P 9TF OF C64 �FCP Date: October 7, 2020 ISE Project # 19-6297 SoCal - HQ NorCal 40810 County Center Drive, Suite 110 131A Stony Circle, Suite 500 Temecula, CA 92591 Santa Rosa, CA 95401 P: (951) 600-0032 P: (707) 633-4074 SK -7 Oct 7, 2020 at 3:27 PM Member & Joint Layout I untitled.r3d Z 'X SK -3 Oct 7, 2020 at 3:16 PM Boundary Conditions untitled.r3d X -20lb/ft -10lb/f� it �1 ITII 11111�lT,! I i `1 Loads: BLC 1, Dead SK-4 Oct 7, 2020 at 3:17 PM Dead Load nnened.r3d Y Z X -401b/ft i �I I� �pl¢in Loads: BLC 2, Roof Live Roof Live Load SK-5 Oct 7, 2020 at 3:17 PM untitled.r3d Z }}}��VVVVIII X i Yy�y �i r� -27.9lb/ft Loads: BLC 3, Wind SK-9 Oct 7, 2020 at 3:34 PM Wind Load untitled.r3d Company 111RISA ob Nnmher A NEMETSCHEK COMPANY Model Name (Globao Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (inA2) 144 Merge Tolerance (in) .12 P -Delta Analysis Tolerance 0.50% Include P -Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration fUsecA2) 32.2 Wall Mesh Size (in) 24 Ei ensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane Xz Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 15th(360-16): LRFD Adjust Stiffness? Yes(Iterative) RISAConnection Code AISC 15th(360-16): LRFD Cold Formed Steel Code AISI S100-16: LRFD Wood Code AWC NDS -18: ASD Wood Temperature 10OF to 125F Concrete Code ACI 318-14 Masonry Code TMS 402-16: Strength Aluminum Code None - Building Stainless Steel Code None Number of Shear Regions 4 Region Spacing Increment in) 4 Biaxial Column Method Exact Int ration Parme Beta Factor (P CA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? Yes Concrete Rebar Set REBAR_SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 Oct 7, 2020 3:34 PM Checked By RISA -31D Version 17.0.4 [C:\Users\Christian\Documents\RISA\Model Files\untitled. r3d] Page 1 Company Oct 7, 2020 as 3:34 P gner IIIRISA Job INumber Checked By A NEMETSCNEK COMPANY Model Name _(Globaq Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes Ct X .02 Ct Z .02 T X (sec) Not Entered T Z (sec) Not Entered R X 6.5 R Z 6.5 Ct Exp. X .75 Ct Ex . Z .75 SD1 .633 SDS 1.148 S1 .633 TL (sec) 12 Risk Cat III Drift Cat Other O m Z 2.5 O m X 2.5 dZ 4 Cd X 4 RhoZ 1 Rho X _ 1 1 .3 Wood Material Properties La hel Tvm DAtahasa Smc ias rrade Cm Po,M Nu Thar nsnar 1 DIF Solid Sawn Visually Graded Dou las Fir -Larch No, 1 .3 .3 .035 2 Sp iSolid Sawn VisuallyGraded Southern Pine _ No.1 1 .3 .3 .035 3 ---- HF Solid Sawn Visuall Graded Hem -Fir No.1 1 .3 .3 .035 4 SPF Solid Sawn Visually Graded Spruce -Pin fir No.1 1 .3 .3 .035 5 24F -1.8E DF Bal... Glulam Table 5A 24F -1.8E DF BAL na 1 .3 .3 .035 g 24F-tsE DF Un.. Glulam Table 5A 24F -1.8E DF UNBAL na 1 .3 .3 .035 7 24F -1.8E SP Bal... Glulam Table 5A 24F -1.8E SP BAL na 1 .3 .3 .035 8 24F -1.6E SP Un_ Glulam Table 5A 24F -1.8E SP UNBAL _ na 1 .3 .3 .035 9 1.3E-1600F_VIE. .. SCL Boise Cascade 1.3E -1600F VERSALAM na 1 .3 _ .3 .035 10 1.35E LSL Solid.. SCL Louisiana Pacific 1.35E LSL SolidStart na 1 .3 .3 .035 11 1.3E_RIGIDLAM... SCL Roseburg Forest Products 1.3E RIGIDLAM LVL na 1 .3 .3 .035 12 DE DFParalla.. SCL TrusJoist 2.0E DF Parallam PSL na 1 3 _ 3 035 13 LVL _PRL_1.5E_...Custom N/A LVL PRL 1.5E 2250F na 1 .3 .3 .035 14LVL_Microlam_1...CUstom N/A LVL_Microllem_1.9E_2600F na 1 .3 .3 .035 _ 15 PSL_Parallam 2.. Custom N/A PSL_Parallam_2.OE_2900F na 1 .3 .3 .035 16 LSL TimberStra.. CUStom N/A LSL TimberStrand 1.55E 23..I na 1 .3 .3 .035 Wood Section Sets Label Shane Tvne Des ion List Material De_cion Rul... A lin21 Ivv rin41 bz rin41 .1 rin41 1 Rafter 2X8 Beam Rectanqular DF Typical 10.875 1 2.039 47.635 7.093 2 Chord 2X8 Beam Rectangular I DF TYP-LCAII 10.875 2.039 147.635 1 7.093 3 Stud 2X6 Column_L Rectangular DF Typical 8.25 1.547 20.797 1 5.125 RISA -3D Version 17.0.4 [C:\Users\Christian\Documents\RISA\Model Files\untitled.r3d] Page 2 Company Oct 7, 2020 Des gner 11 RISA Job IN mber Check d By. A NEMETSCHEK COMPANY Model Name Joint Coordinates and Temperatures I ahol X fftl Y fftl 7 fffl TPmn rFl rletanh Frnm ninn 1 N1 0 0 0 Reaction Reaction 2N5 2 N2 18.667 0 0 0 N1 3 N3 9.333 3.5 0 0 byy 4 N4 0 -2 --0 2 5 N5 18.667 -2 0 0 Joint Boundary Conditions Anint I ahel X Ik/inl Y Ik Ant 7 fk/inl X Rnt fk-ft/rndl Y Rnt fk-ft1mril 7 Rnt rk-ff/radl 1 N4 Reaction Reaction Reaction Reaction Reaction Reaction 2N5 2 Reaction Reaction Reaction Reaction Reaction Reaction 3 N1 Lb Reaction Reaction _ 4 N3 byy Wind Reaction 5 N2 Lb_y 2 Reaction Wood Design Parameters Label Shane Length[... le2fftl let fftl le -bend to... le -pend bo... Kvv Kzz Cv Cr v swav z swav 1 M1 Stud 2 Y 20 20 0 0 L 2J 2 M2 Stud 2 20 -20 0 0 3 M5 3 M3 Rafter 9.968 0 Lb _ 4 M4 Rafter 9.969 0 byy Wind WL 5 M5 Chord 18.667 0 Lb_y 2 Member Distributed Loads (BLC 1: Dead) Mamher I ahel nirecfinn Start MAnnihideflh/ft F nsfl Fnd Mnnnihideflh/ft F nnfl Rtart I nnatinnfft Fnd I nrafinnfft 1 M3 Y 20 20 0 0 L 2J M4 Y 20 -20 0 0 3 M5 Y -10 1 -10 0 0 Member Distributed Loads (BLC 2: Roof Live) Member Distributed Loads (BLC 3: Wind) Basic Load Cases RI_C necrrintinn Catannry X (;ra Y (gra 7 Qra .Inint Pnint nistrihutPd ArealMPmh SNrfarer Plate/ 1 Dead DL 3 2 Roof Live RLL 2 3 Wind WL 2 RISA -3D Version 17.0.4 [C:\Users\Christian\Documents\RISA\Model Files\untitled.r3d] Page 3 Company Oct 7, 2 020 3:34 P Des gner IIIRISA Job INumber Checked By A NEMETSCMEK COMPANY Model Name Load Combination Design noc nrinfinn ASIF cn Condro I-Inf Rn Cnlrl Fnr IAlnnrl r.nn,afo Mnennni Ahiminum Rfninless Cnnnonfinn 1 Deflection 1 max Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 Deflection 2 2 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 Deflection 3 -0-1 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 ASCEASD 1 .9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 ASCE AS D 2 0 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 ASCEASD3 a 1.25 Yes Yes Yes 11 Yes Yes Yes Yes Yes 7 ASCE ASD 4 a 1.25 Yes Yes Yes _Yes Yes Yes Yes Yes _ Yes Yes 8 ASCE ASD 5 a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 ASCE ASD 6 a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 ASCE ASD 6 b 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 ASCE ASD 7 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions Anint X flbl LC Y flbl LC Z rbl LC mx fib-ftl LC MY fib-ftl LC MZ flb-ftl LC 1 N4 max 1.22.628 8 691.427 6 0 11 0 11 0 11 0 2 2 3 min 0 2_ -122.484 11 0 1 0 1 -0-1 min -245.255 8 3 N5 max 120.271 11 691.423 6 0 11 0 11 0 11 68.223 6 4 597 min -34.112 6 0 2 0 1 0 1 0 1-240.541 1.2 11 5 N1 max 0 11 0 11 0 11 0 11 0 11 0 11 6 .13 0 min 0 1 0 1 0 1 0 1 0 1 0 1 7 N3 max 0 11 0 11 0 11 0 11 0 11 0 11 8 _ min 0 1 0 1 0 1 0 1 0 1 0 1 9 N2 max 0 11 0 11 0 11 0 11 0 11 0 11 10 min 0 1 0 1 0 1 0 1 0 1 0 1 11 Totals: max 238.35 11 1382.849 6 0 11 12 min 0 1 0 2 0 1 Envelope Beam Deflections Member Lahal Scan Location fftl v' tint (nl L'/v' Ratio LC 1 M3 1 max 9.76 -.016 NC 9 2 1 2 1 min 4.984 -.186 698 6 3 M4 1 max 9.865 -.012 NC 5 4 1 2�1.651.s1a 1 min 4.984 -.195 660 9 5 M5 1 max 18.473 -.008 NC 11 6 .911 1 min 9.334 _ -.375 597 1 Envelope Wood Code Checks Mem... Shane Code Check Locrftl LC Shear _. Locfftl _ LC Fc' fksil Ft' f...Fbl...Fb2...Fv' _. RB CL CP Ean 1 U[I 2X6 .237 0_ 11 .097 0 Y 8 1.335 1 2 1.651.914 ,23 .659 .992 .632 3.9-1 2 M2 2X6 .232 0 11 .095 0 11 1.335 1 2�1.651.s1a ,23 .659 .992 .6323.9-3 3 M3 2X8 .562 4.984 6 .215 9.968 6 1.125 .911 1.2 1.38 .18 0 1 .714 3.9-3 4 M4 2X8 .562 4.984 6 .215 9.969 6 1.125 1.911 1.2 1.38 .18 0 1 .714 3.9-3 5 M5 2X8 .496 9.334 4 .099 0 4_1_429 .656.864.994 .13 0 1 .378 3.9-1 RISA -3D Version 17.0.4 [C:\Users\Christian\Documents\RISA\Model Files\un titled.r3d] Page ! NNOVATIVE S T R U C T U R A L E N G I N E E R I N G www.ISEengineers.com STRUCTURAL CALCULATIONS Tasman Residence -2016 E Ocean Blvd Newport Beach, c'.A 26.91 ° :DNlmme enssl of wnoadde Prepared by: Innovative Structural Engineering, Inc. 40810 County Center Drive, Suite 110 Temecula, CA 92591 �Pf A NT CIV It- qTF OF CA4�F0� Date: May 26, 2020 ISE Project # 19-6297 SoCal - HCI %X ` A -LC V `�--R0 J 5- NorCal 40810 County Center Drive, Suite 110, r y� A 131A Stony Circle, Suite 500 Temecula, CA 92591 W '- �,� 1, ��,�v,7 Santa Rosa, CA 95401 P:(951)600-0032 P:(707)633-4074 '1N9W3'J03'IPAONNOH S,33111'^'Nad L1NH cpl� i cMW6yJ„ I JNO 3H1 411N n 'p Lao iA4 'v 10 A LID 4 1 ' 01 AA - ' d )'N 3 i.J' Aa I `J O J Cill -i1 ;t H1 "Fi N!- �,,.� x3 IInIILi,. < N' f J!1 LN Md013n7(3) JpD HOV-I8] L 0dN'_ P .: iY1t3 Prepared by: Innovative Structural Engineering, Inc. 40810 County Center Drive, Suite 110 Temecula, CA 92591 �Pf A NT CIV It- qTF OF CA4�F0� Date: May 26, 2020 ISE Project # 19-6297 SoCal - HCI %X ` A -LC V `�--R0 J 5- NorCal 40810 County Center Drive, Suite 110, r y� A 131A Stony Circle, Suite 500 Temecula, CA 92591 W '- �,� 1, ��,�v,7 Santa Rosa, CA 95401 P:(951)600-0032 P:(707)633-4074 h E S 1' R U C T U R A_ E N G: N E E R I N G ROOF: 40810 County Center Dr. #110 Temecula, Ca 92591 Phone: (951) 600-0032 Fax: (951) 600-0036 Project Name:.TeaGn,.c,jjllj '�! , jlfil'`,ji; Project Address: 2016 E Ocean Bld Newport Beach, CA 92661 Latitude/Longitude: 133.5968, -117.8861 ISE Project Manager: IShawn Lothrop e-mail: IShawn@ISEengineers.com Applicable Building Code: 12016 California Building Code Project Description: Residential Single -Family Remodel Roofing Material: 19/32" APA Sheathing: Roof Framing: Batt Insulation: 5/8" Ceiling Drywall: Miscellaneous: 2.0 psf psf psf psf psf psf (Solar, Plumb„ Mech., Fire Sprinkler) psf psf 1.5 3.0 1.0 2.5 2.0 DEAD: (D) LIVE: (Lr) 12.0 20:0' FLOOR: Finish Floor Material: 23/32" APA Sheathing: Floor I -Joists: 5/8" Ceiling Drywall: Batt Insulation: Miscellaneous: 5.0 psf psf psf psf psf psf (Plumbing, Mechanical, Fire Sprinkler) psf psf 2.5 3.0 2.5 1.0 1.0 DEAD: (D) LIVE: (L) 15.0 40.0 SOIL DESIGN PARAMETERS: Geotechnical Engineer: Geotechnical Report Number: Report Date: Allowable Soil Bearing Pressure: Expansion Index (EI): Plasticity Index (PI): Differential Settlement: Soil Sulfate Content: Soil Corrosivity to Ferrous Metals: Allowable Passive Pressure: Active Pressure: SEISMIC DESIGN PARAMETERS N/A N/A 1500 psf (Assumed) N/A (5-13 per Report) 100 psf (Assumed) -- I psf Soil Site Class: D (Assumed) Period Spectral Acceleration, Ss : 1.722 USGS (2008 Map Data) Period Spectral Acceleration, S7 : 0.633 USGS (2008 Map Data) Occupancy Category: II Importance Factor, le: 1.0 WIND DESIGN PARAMETERS: Wind Design Speed, 3s Gust :110 mph (ASCE 7-10) Building Wind Exposure: C Importance Factor, Iw: 1 .0 Latitude, Longitude: 33.5968, -117.8861 n ,r. ice r+t Af aha def stir ro OCeRf7 .4 6aol A%1ramar Dr fr© E Ocean Blvd eo�R3/1r,Grt West Jetty View Park Gocigle Map data ©2019 Date 9/512019, 4:46:43 PM.. ....._ ..... i Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil '.. Type Value Description ',. SS 1.722 MCER ground motion. (for 0.2 second period) S1 0.633 MCER ground motion. (for 1.Os period) SMS 1.722 Site -modified spectral acceleration value '., SMI 0.95 Site -modified spectral acceleration value Sps 1.148 Numeric seismic design value at 0.2 second SA ',.. SD1 0.633 Numeric seismic design value at 1.0 second SA ,Type Value Description 'SDC D Seismic design category Fe 1 Site amplification factor at 0.2 second Fv 1.5 Site amplification factor at 1.0 second PGA 0.714 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA ''. PGAM 0.714 Site modified peak ground acceleration .,. T, 8 Long -period transition period in seconds ''. SsRT 1.722 Probabilistic risk -targeted ground motion. (0.2 second) SSUH 1.93 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SSD 3.221 Factored deterministic acceleration value. (0.2 second) '',.. SiRT 0.633 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.697 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 1.081 Factored deterministic acceleration value. (1.0 second) PGAd 1.178 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.892 Mapped value of the risk coefficient at short periods CRl 0.909 Mapped value of the risk coefficient at a period of 1 s Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: B1 - (E) 4x12 Ridge Bm CODE REFERENCES File= Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties = 0.414:1 Maximum Shear Stress Ratio = 0.253 : 1 Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.01ksi FB: Allowable Fc -Prll 1,350.0 psi Eminbend -xx 580.Oksi Wood Species :DouglasFir-Larch Fc - Perp 625.0 psi +D+Lr+H, LL Comb Run (LL*) Wood Grade : No.2 Fv 180.0 psi = 10.938 ft Span # where maximum occurs Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1.00 1.00 Length =10.0 ft Lr(0.1475 0.03751 D(0.0885) Lr(0.1475) D(0-088855)( .1�° L vo 4x12 Span = 11.833 ft 412 Span = 10.0 ft Lr(o.03�0002) 412 = 1.833 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 7.375 ft, (Roof) Load for Span Number 2 Uniform Load : D = 0.0120, Lr = 0.020 ksf, Extent = 0.0 -->> 1.50 ft, Tributary Width = 7.375 ft, (Roof) Uniform Load : D = 0.0120, Lr = 0.020 ksf, Extent = 1.50 -->> 7.50 ft, Tributary Width = 7.375->1.875 ft, (Roof) Load for Span Number 3 Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 1.875->0.010 ft, (Roof) aximum Bending Stress Ratio = 0.414:1 Maximum Shear Stress Ratio = 0.253 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 512.07psi fv : Actual = 56.92 psi FB: Allowable = 1,237.50psi Fv : Allowable = 225.00 psi Load Combination +D+Lr+H, LL Comb Run (LL*) Load Combination +D+Lr+H, LL Comb Run (LL*) Location of maximum on span = 11.833ft Location of maximum on span = 10.938 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.067 in Ratio= 2104>=360 -0.011 in Ratio= 4172>=360 0.104 in Ratio= 1362>=240 -0.010 in Ratio= 4218>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios F V fv F'v Segment Length Span # M V Cd C FN Cl Cr +D+H 0.40 22.61 162.00 891.00 0.01 22.61 162.00 Length =11.833 ft 1 0.230 0.140 0.90 1.100 1.00 1.00 Length =10.0 ft 2 0.230 0.140 0.90 1.100 1.00 1.00 Length = 1.833 ft 3 0.005 0.140 0.90 1.100 1.00 1.00 Moment Values Cm C C 1.00 1.00 1.00 1.26 204.58 1.00 1.00 1.00 1.26 204.58 1.00 1.00 1.00 0.03 4.40 Shear Values F V fv F'v 0.00 0.00 0.00 0.00 891.00 0.59 22.61 162.00 891.00 0.40 22.61 162.00 891.00 0.01 22.61 162.00 Nood Beam :r DESCRIPTION: B1 - (E) 4x12 Load Combination Segment Length Span # Max Stress Ratios M V +D+L+H, LL Comb Run ("L) C t CL Length =11.833 it 1 0.207 0.126 Length =10.0 it 2 0.207 0.126 Length =1.833 it 3 0.004 0.126 +D+L+H, LL Comb Run (*L*) 0.00 0.00 Length =11.833 it 1 0.207 0.126 Length =10.0 it 2 0.207 0.126 Length =1.833 ft 3 0.004 0.126 +D+L+H, LL Comb Run (*LL) 1.00 1.100 Length =11.833 it 1 0.207 0.126 Length =10.0 it 2 0.207 0.126 Length =1.833 it 3 0.004 0.126 +D+L+H, LL Comb Run (L") 1.00 1.00 Length =11.833 it 1 0.207 0.126 Length =10.0 it 2 0.207 0.126 Length =1.833 ft 3 0.004 0.126 +D+L+H, LL Comb Run (L*L) 1.00 Length =11.833 ft 1 0.207 0.126 Length =10.0 ft 2 0.207 0,126 Length = 1,833 it 3 OA04 0.126 +D+L+H, LL Comb Run (LL*) 990.00 0.59 Length = 11.833 it 1 0.207 0.126 Length = 10.0 it 2 0.207 0.126 Length = 1.833 it 3 0.004 0.126 +D+L+H, LL Comb Run (LLL) 180.00 1.00 Length = 11.833 it 1 0.207 0.126 Length = 10.0 it 2 0.207 0.126 Length = 1.833 it 3 0.004 0.126 +D+Lr+H, LL Comb Run (**L) 1.00 1.00 Length =11.833 it 1 0.165 0.100 Length =10.0 it 2 0.165 0.100 Length =1.833 it 3 0.006 0.100 +D+Lr+H, LL Comb Run ('L*) 1.00 1.00 Length =11.833 it 1 0.230 0.145 Length =10.0 it 2 0.230 0.145 Length =1.833 it 3 0.004 0.145 +D+Lr+H, LL Comb Run (*LL) 1.26 204.58 Length =11.833 ft 1 0.229 0.145 Length = 10.0 it 2 0.229 0.145 Length = 1.833 it 3 0.006 0.145 +D+Lr+H, LL Comb Run (1.*7 0.01 22.61 Length = 11.833 it 1 0.401 0.246 Length =10.0 it 2 0.349 0,246 Length =1.833 ft 3 0.004 0.246 +D+Lr+H, LL Comb Run (L*L) 1.00 1.100 Length =11.833 it 1 0.401 0.246 Length =10.0 it 2 0.348 0.246 Length =1.833 it 3 0.006 0.246 +D+Lr+H, LL Comb Run (LL*) 1.00 1.00 Length = 11.833 it 1 0.414 0.253 Length = 10.0 it 2 0.414 0.253 Length = 1.833 it 3 0.004 0.253 +D+Lr+H, LL Comb Run (LLL) 1.00 0.03 Length =11.833 it 1 0.413 0.253 Length =10.0 it 2 0.413 0.253 Length =1.833 it 3 0.006 0.253 +D+S+H 0.00 0.00 Length =11.833 it 1 0.180 0.109 Length = 10.0 it 2 0.180 0.109 Length = 1.833 it 3 0.004 0.109 Project Title: Engineer: Project ID: Project Descr: File =i Software Cd CFN CI Cr Cm C t CL Moment Values M fb F'b V Shear Values fv F'v 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 990.00 0.59 22.61 180.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 990.00 0.40 22.61 180.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 990.00 0.01 22.61 180.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 990.00 0.59 22.61 180.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 990.00 0.40 22.61 180.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 990.00 0.01 22.61 180.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 990.00 0.59 22.61 180.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 990.00 0.40 22.61 180.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 990.00 0.01 22.61 180.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 990.00 0.59 22.61 180.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 990.00 0.40 22.61 180.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 990.00 0.01 22.61 180.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 990.00 0.59 22.61 180.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 990.00 0.40 22.61 180.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 990.00 0.01 22.61 180.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 990.00 0.59 22.61 180.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 990.00 0.40 22.61 180.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 990.00 0.01 22.61 180.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 990.00 0.59 22.61 180.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 990.00 0.40 22.61 180.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 990.00 0.01 22.61 180.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.25 203.79 1237.50 0.59 22.60 225.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.25 203.79 1237.50 0.40 22.60 225.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.05 7.85 1237.50 0.02 22.60 225.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.75 284.65 1237.50 0.86 32.67 225.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.75 284.65 1237.50 0.86 32.67 225.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1237.50 0.01 32.67 225.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.75 283.86 1237.50 0.86 32.57 225.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.75 283.86 1237.50 0.86 32.57 225.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.05 7.85 1237.50 0.02 32.57 225.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.05 496.41 1237.50 1.45 55.33 225.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.66 432.00 1237.50 0.54 55.33 225.00 1.25 1.100 1.00 1.00 1.00 1.00 .1.00 0.03 4.40 1237.50 0.01 55.33 225.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.06 496.74 1237.50 1.45 55.32 225.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.65 431.21 1237.50 0.54 55.32 225.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.05 7.85 1237.50 0.02 55.32 225.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.15 512.07 1237.50 1.49 56.92 225.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.15 512.07 1237.50 1.00 56.92 225.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1237.50 0.01 56.92 225.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.15 511.28 1237.50 1.49 56.91 225.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.15 511.28 1237.50 0.99 56.91 225.00 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.05 7.85 1237.50 0.02 56.91 225.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.100 1.00 1.00 1.00 1.00 .1.00 1.26 204.58 1138.50 0.59 22.61 207.00 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.40 22.61 207.00 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1138.50 0.01 22.61 207.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: B1 - (E) 4x12 Ridge Bln Load Combination Segment Length Max Stress Span # M Ratios V Cd C FN C i Cr C m C t C L Moment Values M (b Fb V Shear Values fv Fv +D+0.750Lr+0.750L+H, LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 it 1 0.165 0.100 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.26 203.99 1237.50 0.59 22.60 225.00 Length =10.0 8 2 0.165 0.100 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.26 203.99 1237.50 0.40 22.60 225.00 Length =1.833 it 3 0.006 0.100 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.04 6.99 1237.50 0.02 22.60 225.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 ft 1 0.214 0.126 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.63 264.63 1237.50 0.74 28.33 225.00 Length = 10.0 it 2 0.214 0.126 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.63 264.63 1237.50 0.74 28.33 225.00 Length =1.833 it 3 0.004 0.126 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1237.50 0.01 28.33 225.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 8 1 0.213 0.126 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.62 264.04 1237.50 0.74 28.26 225.00 Length =10.0 ft 2 0.213 0.126 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.62 264.04 1237.50 0.74 28.26 225.00 Length =1.833 it 3 0.006 0.126 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.04 6.99 1237.50 0.02 28.26 225.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 it 1 0.338 0.210 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.57 418.07 1237.50 1.24 47.15 225.00 Length = 10.0 it 2 0.303 0.210 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.31 375.15 1237.50 0.51 47.15 225.00 Length =1.833 it 3 0.004 0.210 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1237.50 0.01 47.15 225.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 it 1 0.338 0.210 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.57 418.31 1237.50 1.24 47.14 225.00 Length =10.0 ft 2 0.303 0.210 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.30 374.55 1237.50 0.50 47.14 225.00 Length =1.833 it 3 0.006 0.210 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.04 6.99 1237.50 0.02 47.14 225.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 it 1 0.352 0.215 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.68 435.20 1237.50 1.27 48.34 225.00 Length =10.0 it 2 0.352 0.215 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.68 435.20 1237.50 0.85 48.34 225.00 Length = 1.833 it 3 0.004 0.215 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1237.50 0.01 48.34 225.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 it 1 0.351 0.215 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.67 434.61 1237.50 1.27 48.33 225.00 Length =10.0 it 2 0.351 0.215 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.67 434.61 1237.50 0.85 48.33 225.00 Length =1.833 it 3 0.006 0.215 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.04 6.99 1237.50 0.02 48.33 225.00 +D+0.750L+0.750S+H, LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 it 1 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.59 22.61 207.00 Length =10.0 it 2 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.40 22.61 207.00 Length =1.833 it 3 0.004 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1138.50 0.01 22.61 207.00 +D+0.750L+0.7505+H, LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.833 it 1 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.59 22.61 207.00 Length =10.0 it 2 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.40 22.61 207.00 Length =1.833 it 3 0.004 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1138.50 0.01 22.61 207.00 +D+0.750L+0.750S+H, LL Comb Rt 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 it 1 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.59 22.61 207.00 Length =10.0 it 2 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.40 22.61 207.00 Length =1.833 R 3 0.004 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1138.50 0.01 22.61 207.00 +D+0.750L+0.750S+H, LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 it 1 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.59 22.61 207.00 Length =10.0 it 2 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.40 22.61 207.00 Length =1.833 it 3 0.004 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1138.50 0.01 22.61 207.00 +D+0.750L+0.750S+H, LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 it 1 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.59 22.61 207.00 Length = 10.0 it 2 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.40 22.61 207.00 Length =1.833 it 3 0.004 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1138.50 0.01 22.61 207.00 +D+0.750L+0.7505+H, LL Comb RL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 it 1 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.59 22.61 207.00 Length =10.0 it 2 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.40 22.61 207.00 Length =1.833 it 3 0.004 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1138.50 0.01 22.61 207.00 +D+0.750L+0.7505+H, LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 it 1 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.59 22.61 207.00 Length =10.0 it 2 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1138.50 0.40 22.61 20700 Length =1.833 it 3 0.004 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1138.50 0.01 22.61 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.633 it 1 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.59 22.61 288.00 Length =10.0 it 2 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.40 22.61 286.00 Length =1.833 it 3 0.003 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1584.00 0.01 22.61 286.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: Load Combination Segment Length _ B1 - (E) 4x12 Ridge Bm Max Stress Ratios Span # M V Cd C FN C I Cr C m C t C L -.F118= G:IUee151GMM I-zluesxmpu nmrort v -..' SoftwarecopynghlENERCALC, INC. 1983-2019Build1019.1.30. Moment Values Shear Values M @ F -b V fv Fv +D+0.750Lr+0.450W+H, LL Comb F 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.833 ft 1 0.129 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 203.99 1584.00 0.59 22.60 288.00 Length =10.0 ft 2 0.129 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 203.99 1584.00 0.40 22.60 288.00 Length =1.833 It 3 0.004 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.04 6.99 1584.00 0.02 22.60 288.00 +D+0.750Lr+0.450W+H, LL Comb F 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 ft 1 0.167 0.098 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.63 264.63 1584.00 0.74 28.33 288.00 Length =10.0 ft 2 0.167 0.098 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.63 264.63 1584.00 0.74 28.33 288.00 Length =1.833 ft 3 0.003 0.098 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1584.00 0.01 28.33 288.00 +D+0.750Lr+0.450W+H, LL Comb F 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.833 ft 1 0.167 0.098 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.62 264.04 1584.00 0.74 28.26 288.00 Length =10.0 It 2 0.167 0.098 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.62 264.04 1584.00 0.74 28.26 288.00 Length =1.833 It 3 0.004 0.096 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.04 6.99 1584.00 0.02 28.26 288.00 +D+0.750Lr+0.450W+H, LL Comb F 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 ft 1 0.264 0.164 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.57 418.07 1584.00 1.24 47.15 288.00 Length = 10.0 It 2 0.237 0.164 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.31 375.15 1584.00 0.51 47.15 288.00 Length = 1.833 N 3 0.003 0.164 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1584.00 0.01 47.15 288.00 +D+0.750Lr+0.450W+H, LL Comb F 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 ft 1 0.264 0.164 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.57 418.31 1584.00 1.24 47.14 288.00 Length =10.0 It 2 0.236 0.164 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.30 374.55 1584.00 0.50 47.14 288.00 Length =1.833 ft 3 0.004 0.164 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.04 6.99 1584.00 0.02 47.14 288.00 +D+0.750Lr+0.450W+H, LL Comb F 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.833 ft 1 0.275 0.168 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.68 435.20 1584.00 1.27 48.34 288.00 Length = 10.0 ft 2 0.275 0.168 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.68 435.20 1584.00 0.85 48.34 288.00 Length =1.833 It 3 0.003 0.168 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1584.00 0.01 48.34 288.00 +D+0.750Lr+0.450W+H, LL Comb F 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 ft 1 0.274 0.168 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.67 434.61 1584.00 1.27 48.33 288.00 Length =10.0 It 2 0.274 0.168 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.67 434.61 1584.00 0.85 48.33 288.00 Length = 1.833 ft 3 0.004 0.168 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.04 6.99 1584.00 0.02 48.33 288.00 +D+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 ft 1 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.59 22.61 288.00 Length =10.0 It 2 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.40 22.61 288.00 Length =1.833 ft 3 0.003 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1584.00 0.01 22.61 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.833 ft 1 0.077 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.76 122.75 1584.00 0.36 13.57 288.00 Length =10.0 It 2 0.077 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.76 122.75 1584.00 0.24 13.57 286.00 Length =1.833 ft 3 0.002 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.02 2.64 1584.00 0.01 13.57 288.00 +D+1,750E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 ft 1 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.59 22.61 288.00 Length =10.0 It 2 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.40 22.61 288.00 Length =1.833 It 3 0.003 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1584.00 0.01 22.61 288.00 +D+0.750L+0.750S+1.313E+H, LL ( 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 ft 1 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.59 22.61 288.00 Length =10.0 It 2 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.40 22.61 288.00 Length =1.833 ft 3 0.003 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1584.00 0.01 22.61 288.00 +D+0.750L+0.750S+1.313E+H, LL ( 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 ft 1 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.59 22.61 288.00 Length =10.0 It 2 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.40 22.61 288.00 Length =1.833 ft 3 0.003 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1584.00 0.01 22.61 288.00 +D+0.750L+0.7503+1.313E+H, LL l 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.833 ft 1 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.59 22.61 288.00 Length =10.0 It 2 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.40 22.61 288.00 Length =1.833 ft 3 0.003 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1584.00 0.01 22.61 288.00 +D+0.759L+0.750S+1.313E+H, LL 1 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 ft 1 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.59 22.61 288.00 Length = 10.0 ft 2 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.40 22.61 288.00 Length =1.833 ft 3 0.003 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1584.00 0.01 22.61 288.00 +D+0.750L+0.7505+1.313E+H, LL I 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 It 1 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.59 22.61 288.00 Length = 10.0 ft 2 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.56 1584.00 0.40 22.61 288.00 Length =1.833 ft 3 0.003 0.079. 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1584.00 0.01 22.61 288.00 Wood Beam Bm Project Title: Engineer: Project ID: Project Descr: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M fb Pb V fv F'v +D+0.750L+0.750S+1.313E+H, LL ( 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.833 ft 1 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.59 22.61 288.00 Length = 10.0 ft 2 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.40 22.61 288.00 Length =1.833 it 3 0.003 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1584.00 0.01 22.61 288.00 +D+0.750L+0.750S+1.313E+H, LL I 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 ft 1 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.59 22.61 288.00 Length =10.0 It 2 0.129 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.26 204.58 1584.00 0.40 22.61 288.00 Length =1.833 ft 3 0.003 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.03 4.40 1584.00 0.01 22.61 288.00 +0.60D+1.750E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.833 ft 1 0.077 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.76 122.75 1584.00 0.36 13.57 288.00 Length = 10.0 it 2 0.077 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.76 122.75 1584.00 0.24 13.57 288.00 Length = 1.833 It 3 0.002 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.02 2.64 1584.00 0.01 13.57 288.00 Overall Maximum Deflections Load Combination Span Max. "" Dail Location in Span Load Combination Max. "+' Defl Location in Span +D+Lr+H, LL Comb Run (L*L) 1 0.1042 5.568 0.0000 0.000 2 0.0000 5.568 +D+Lr+H, LL Comb Run (L'L) -0.0271 3.866 +D+Lr+H, LL Comb Run (L*L) 3 0.0116 1.833 0.0000 3.866 Vertical Reactions Support notation: Far left is#1 Values in KIPS 1 Support2 Support3 Support4 Overall MlNimum 0.713 1.762 -0.140 +D+H 0.468 1.172 0.096 +D+L+H, LL Comb Run (*'L) 0.468 1.172 0.096 +D+L+H, LL Comb Run (*L") 0.468 1.172 0.096 +D+L+H, LL Comb Run ('LL) 0.468 1.172 0.096 +D+L+H, LL Comb Run (L'*) 0.468 1.172 0.096 +D+L+H, LL Comb Run (L*L) 0.468 1.172 0.096 +D+L+H, LL Comb Run (LL') - 0.468 1.172 0.096 +D+L+H, LL Comb Run (LLL) 0.468 1.172 0.096 +D+Lr+H, LL Comb Run ("'L) 0.468 1.169 0.133 +D+Lr+H, LL Comb Run ('L') 0.426 1.806 0.280 +D+Lr+H, LL Comb Run (*LL) 0.426 1.803 0.317 +D+Lr+H, LL Comb Run (L*) 1.222 2.303 -0.044 +D+Lr+H, LL Comb Run (CL) 1.223 2.300 -0.007 +D+Lr+H, LL Comb Run (LL') 1.181 2.937 0.140 +D+Lr+H, LL Comb Run (LLL) 1.181 2.934 0.177 +D+S+H 0.468 1.172 0.096 +D+0.750Lr+0.750L+H, LL Comb Run (' 0.468 1.170 0.124 +D+0.750Lr+0.750L+H, LL Comb Run (" 0.436 1.647 0.234 +D+0.750Lr+0.750L+H, LL Comb Run (' 0.437 1.645 0.262 +D+0.750Lr+0.750L+H, LL Comb Run (L 1.034 2.020 -0.009 +D+0.750Lr+0.750L+H, LL Comb Run (L 1.034 2.018 0.019 +D+0.750Lr+0.750L+H, LL Comb Run (L 1.002 2.495 0.129 +D+0.750Lr+0.750L+H, LL Comb Run (L 1.003 2.493 0.157 +D+0.750L+0.750S+H, LL Comb Run (*" 0.468 1.172 0.096 +D+0.750L+0.7505+H, LL Comb Run (*L 0.468 1.172 0.096 +D+0.750L+0.750S+H, LL Comb Run (*L 0.468 1.172 0.096 +D+0.750L+0.750S+H, LL Comb Run (L* 0.468 1.172 0.096 +D+0.750L+0.750S+H, LL Comb Run (L* 0.468 1.172 0.096 +D+0.750L+0.750S+H, LL Comb Run (LL 0.468 1.172 0.096 +D+0.750L+0.750S+H, LL Comb Run (LL 0.468 1.172 0.096 +D+0.60W+H 0.468 1.172 0.096 +D-0.60W+H 0.468 1.172 0.096 +D+0.750Lr+0.450W+H, LL Comb Run (' 0.468 1.170 0.124 +D+0.750Lr+0.450W+H, LL Comb Run (" 0.436 1.647 0.234 +D+0.750Lr+0.450W+H, LL Comb Run (' 0.437 1.645 0.262 +D+0.750Lr+0.450W+H, LL Comb Run (L 1.034 2.020 -0.009 +D+0.750Lr+0.450W+H, LL Comb Run (L 1.034 2.018 0.019 DESCRIPTION: B1 - (E) 4x12 Ridge Bln Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support4 +D+0.750Lr+0.450W+H, LL Comb Run (L 1.002 2.495 0.129 +D+0.750Lr+0.450W+H, LL Comb Run (L 1.003 2.493 0.157 +D+0.750Lr-0.450W+H, LL Comb Run (' 0.466 1.170 0.124 +D+0.750Lr-0.450W+H, LL Comb Run (' 0.436 1.647 0.234 +D+0.750Lr-0.450W+H, LL Comb Run (' 0.437 1.645 0.262 +D+0.750Lr-0.450W+H, LL Comb Run (L 1.034 2.020 -0.009 +D+0.750Lr-0.450W+H, LL Comb Run (L 1.034 2.018 0.019 +D+0.750Lr-0.450W+H, LL Comb Run (L 1.002 2.495 0.129 +D+0.750Lr-0.450W+H, LL Comb Run (L 1.003 2.493 0.157 +D+0.750S+0.450W+H 0.468 1.172 0.096 +D+0.750S-0.450W+H 0.468 1.172 0.096 +0.60D+0.60W+0.60H 0.281 0.703 0.058 +0.60D-0.60W+0.60H 0.281 0.703 0.058 +D+0.70E+0.60H 0.468 1.172 0.096 +D-0.70E+0.60H 0.468 1.172 0.096 +D+0.750L+0,7505+0.5250E+H, LL Comb 0.468 1.172 0.096 +D+0,750L+0.750S+0.5250E+H, LL Comb 0.466 1.172 0.096 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.468 1.172 0.096 +D+0.750L+0.7505+0.5250E+H, LL Comb 0.468 1.172 0.096 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.468 1.172 0.096 +D+0.750L+0,750S+0.5250E+H, LL Comb 0.468 1.172 0.096 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.468 1.172 0.096 +D+0.750L+0.750S-0.5250E+H, LL Comb 0.468 1.172 0.096 +D+0.750L+0.750S-0.5250E+H, LL Comb 0.468 1.172 0.096 +D+0.750L+0.7505-0.5250E+H, LL Comb 0.468 1.172 0.096 +D+0.750L+0.750S-0.5250E+H, LL Comb 0.468 1.172 0.096 +D+0.750L+0.750S-0.5250E+H, LL Comb 0.468 1.172 0.096 +D+0.750L+0.750S-0.5250E+H, LL Comb 0.468 1.172 0.096 +D+0.750L+0.750S-0.5250E+H, LL Comb 0.468 1.172 0.096 +0.60D+0.70E+H 0.281 0.703 0.058 +0.60D-0.70E+H 0.281 0.703 0.058 D Only 0.468 1.172 0.096 Lr Only, LL Comb Run ("L) 0.000 -0.003 0.037 Lr Only, LL Comb Run (`L') -0.042 0.634 0.184 Lr Only, LL Comb Run ('LL) -0.041 0.631 0.221 Lr Only, LL Comb Run (L") 0.754 1.131 -0.140 Lr Only, LL Comb Run (L'L) 0.755 1.128 -0.103 Lr Only, LL Comb Run (LL') 0.713 1.765 0.044 Lr Only, LL Comb Run (LLL) 0.713 1.762 0.081 L Only, LL Comb Run ("L) L Only, LL Comb Run ('L') L Only, LL Comb Run ('LL) L Only, LL Comb Run (L") " L Only, LL Comb Run (L'L) L Only, LL Comb Run (LL') L Only, LL Comb Run (LLL) S Only W Only -W E Only E Only' -1.0 H Only Project Title: Engineer: Project ID: Project Descr: Beam SFileOW )ESCRIPTION: B2- (E) 4x12 Ridge Bm CODE REFERENCES ec6 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties 0.698: 1 Maximum Shear Stress Ratio _ 0.540: 1 Section used for this span Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Flo- 900.0 psi Ebend-xx 1,600.Oksi 1,237.50psi Fc -Prll 1,350.0 psi Eminbend -xx 580.Oksi Wood Species :DouglasFir-Larch Fc - Perp 625.0 psi Location of maximum on span = Wood Grade : No.2 Fv 180.0 psi Span # where maximum occurs = Span # 1 Ft 575.Opsi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling +D+H Max Downward Transient Deflection D(0.1095) Lr(0.1825) Lr(0 14666 0 1825) -- a D(0.1095) Lr(0.1825) 4x12 Y 4x12 = 1.667 it Span = &0 it 412 Span = 9.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Point Load : D=0.750, Lr = 0.90 k @ 0.0 ft, (Valley/Ridge Bm) Point Load : D=0.680, Lr = 0.850 k @ 0.0 ft, (Valley/Ridge Bm) Load for Span Number 2 Uniform Load : D = 0.0120, Lr = 0.020 ksf, Extent = 0.0 -->> 3.833 ft, Tributary Width = 7.333->9.125 It, (Roof) Uniform Load : D = 0.0120, Lr = 0.020 ksf, Extent = 3.833 -->> 8.0 ft, Tributary Width = 9.125 ft, (Roof) Load for Span Number 3 Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 9.125 It, (Roof) Aaximum Bending Stress Ratio _ 0.698: 1 Maximum Shear Stress Ratio _ 0.540: 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 863.56psi fv : Actual = 121.45 psi FB: Allowable = 1,237.50psi Fv, : Allowable = 225.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 1.667ft Location of maximum on span = 0.939 it Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection N F'v +D+H Max Downward Transient Deflection 0.031 in Ratio= 1292>=360 Max Upward Transient Deflection -0.019 in Ratio= 5177>=360 Max Downward Total Deflection 0.057 in Ratio= 696>=240 0.00 Max Upward Total Deflection -0.035 in Ratio = 2746>=240 0.437 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C in C t C L M flu F'b V N F'v +D+H 0.00 0.00 0.00 0.00 Length =1.667 ft 1 0.437 0.338 0.90 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 891.00 1.44 54.78 162.00 Length = 8.0 It 2 0.437 0.338 0.90 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 891.00 0.58 54.78 162.00 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: B2 - (E) 4x12 Ridge Bm Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M ib Pic V fv, F'v Length = 9.50 It 3 0.192 0.338 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.72 891.00 0.52 54.78 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.667 It 1 0.393 0.304 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 990.00 1.44 54.78 180.00 Length = 8.0 ft 2 0.393 0.304 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 990.00 0.58 54.78 180.00 Length = 9.50 It 3 0.172 0.304 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.72 990.00 0.52 54.78 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.06 0.00 0.00 Length = 1.667 ft 1 0.698 0.540 1.25 1.100 1.00 1.00 1.00 1.00 1.00 5.31 863.56 1237.50 3.19 121.45 225.00 Length = 8.0 It 2 0.698 0.540 1.25 1.100 1.00 1.00 1.00 1.00 1.00 5.31 863.56 1237.50 1.34 121.45 225.00 Length = 9.50 It 3 0.341 0.540 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.60 421.90 1237.50 1.34 121.45 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.667 ft 1 0.342 0.265 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 1138.50 1.44 54.78 207.00 Length = 8.0 It 2 0.342 0.265 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 1138.50 0.58 54.78 207.00 Length = 9.50 It 3 0.150 0.265 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.72 1138.50 0.52 54.78 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 .0.00 0.00 0.00 Length =1.667 It 1 0.602 0.466 1.25 1.100 1.00 1.00 1.00 1.00 1.00 4.58 745.02 1237.50 2.75 104.78 225.00 Length = 8.0 It 2 0.602 0.466 1.25 1.100 1.00 1.00 1.00 1.00 1.00 4.58 745.02 1237.50 1.15 104.78 225.00 Length = 9.50 It 3 0.290 0.466 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.21 359.10 1237.50 1.14 104.78 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.667 It 1 0.342 0.265 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 1138.50 1.44 54.78 207.00 Length = 8.0 It 2 0.342 0.265 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 1138.50 0.58 54.78 207.00 Length = 9.50 ft 3 0.150 0.265 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.72 1138.50 0.52 54.78 207.00 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.667 It 1 0.246 0.190 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 1584.00 1.44 54.78 288.00 Length = 8.0 ft 2 0.246 0.190 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 1584.00 0.58 54.78 288.00 Length = 9.50 It 3 0.108 0.190 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.72 1584.00 0.52 54.78 288.00 +D+0.750Ln0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.667 It 1 0.470 0.364 1.60 1.100 1.00 1.00 1.00 1.00 1.00 4.58 745.02 1584.00 2.75 104.78 288.00 Length = 8.0 ft 2 0.470 0.364 1.60 1.100 1.00 1.00 1.00 1.00 1.00 4.58 745.02 1584.00 1.15 104.78 288.00 Length = 9.50 ft 3 0.227 0.364 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.21 359.10 1584.00 1.14 104.78 288.00 +D+0.7505+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.667 It 1 0.246 0.190 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 1584.00 1.44 54.78 288.00 Length = 8.0 ft 2 0.246 0.190 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 1584.00 0.58 54.78 288.00 Length = 9.50 It 3 0.108 0.190 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.72 1584.00 0.52 54.78 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.667 ft 1 0.147 0.114 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.44 233.63 1584.00 0.86 32.87 288.00 Length = 8.0 ft 2 0.147 0.114 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.44 233.63 1584.00 0.35 32.87 288.00 Length = 9.50 ft 3 0.065 0.114 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.63 102.43 1584.00 0.31 32.87 288.00 +D+1.750E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.667 ft 1 0.246 0.190 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 1584.00 1.44 54.78 288.00 Length = 8.0 ft 2 0.246 0.190 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 1584.00 0.58 54.78 288.00 Length =9.50 ft 3 0.108 0.190 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.72 1584.00 0.52 54.78 288.00 +D+0.750L+0.7505+1.313E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.667 ft 1 0.246 0.190 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 1584.00 1.44 54.78 288.00 Length = 8.0 ft 2 0.246 0.190 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.40 389.39 1584.00 0.58 54.78 288.00 Length = 9.50 it 3 0.108 0.190 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.05 170.72 1584.00 0.52 54.78 288.00 +0.60D+1.750E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.667 ft 1 0.147 0.114 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.44 233.63 1584.00 0.86 32.87 288.00 Length = 8.0 It 2 0.147 0.114 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.44 233.63 1584.00 0.35 32.87 288.00 Length = 9.50 ft 3 0.065 0.114 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.63 102.43 1584.00 0.31 32.87 288.00 Overall Maximum Deflections Load Combination Span Max. -' Deft Location in Span Load Combination Max. W Deli Location in Span +D+Lr+H 1 0.0574 0.000 0.0000 0.000 2 0.0000 0.000 +D+Lr+H -0.0349 3.160 +D+Lr+H 3 0.0588 5.029 0.0000 3.160 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 4.756 2.338 1.249 Overall MINimum 2.649 1.474 0.751 Vood Beam ME )ESCRIPTION: B2 - (E) 4x12 Ridge Bm Vertical Reactions Load Combination +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.7505+H +D+0.60W+H +D-0.60W+H +D+0.750Lr+0.450W+H +D+0.750Lr-0.450W+H +D+0.750S+0.450W+H +D+0.750S-0.450W+H +0.60D+0.60W+0.60H +0.60D-0.60W+0.60H +D+0.70E+0.60H +D-0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +D+0.750L+0.7505-0.5250E+H +0.60D+0.70E+H +0.60D-0.70E+H D Only Lr Only L Only S Only W Only -W E Only E Only" -1.0 H Only Project Title: Engineer: Project ID: Project Descr: Support notation : Far lett is #1 SupportI Support Support Support 2.107 0.864 0.498 4.756 2.338 1.249 2.107 0.864 0.498 4.094 1.970 1.061 2.107 0.864 0.498 2.107 0.864 0.498 2.107 0.864 0.498 4.094 1.970 1.061 4.094 1.970 1.061 2.107 0.864 0.498 2.107 0.864 0.498 1.264 0.518 0.299 1.264 0.518 0.299 2.107 0.864 0.498 2.107 0.864 0.498 2.107 0.864 0.498 2.107 0.864 0.498 1.264 0.518 0.299 1.264 0.518 0.299 2.107 0.864 0.498 2.649 1.474 0.751 Values in KIPS Project Title: Engineer: Project ID: Project Descr: B3 - (N) Hdr at Master Bath rnnC =C==O=BIC=R Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 _. _.. 0.850 1 _. _... _.... Maximum Shear Stress Ratio Load Combination Set: ASCE 7-16 0.635: 1 (Maximum used for this Section span Material Properties 4x6 Section used for this span Analysis Method: Allowable Stress Design Fb + 900.0 psi 900.0 E: Modulus of Elasticity Ebend-xx 1,600.Oksi Load Combination ASCE 7-16 Fb- Fc -Prll psi 1,350.0 psi Eminbend -xx 580.Oksi Wood Species :DouglasFir-Larch Fc - Perp Fv 625.0 psi 180.0 psi FB: Allowable = Wood Grade : No.2 Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling _.. _.. _... Applied Loads Beam self weight calculated and added to loads Point Load: D =1.370, Lr = 1.680 k @ 1.50 ft, (B1) Service loads entered. Load Factors will be for calculations. Lmo'v'Y avrvunnn r Bending Stress Ratio = _. _.. 0.850 1 _. _... _.... Maximum Shear Stress Ratio = 0.635: 1 (Maximum used for this Section span 4x6 Section used for this span = 4x6 142.86 psi f o : Actual = 1,243.59psi fv : Actual = 225.00 psi FB: Allowable = 1,462.50psi Fv : Allowable Load Combination = +D+Lr 1.496ft Load Combination- Location of maximum on span +D+Lr 2.044 It '.. Location of maximum on span = Span # 1 Span # where maximum occurs _ - Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio= 2586>=360 '.. Max Upward Transient Deflection IIS 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.021 in Ratio = 1421 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Max Stress Ratios Moment Values Shear Values Load Combination Span # M V Cd C FN C i Cr C on C t C L M to Fib V fv F'v Segment Length 0.00 0.00 0.00 0.00 D Only Length = 2.50 it 1 0.532 0.397 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.82 559.77 1053.00 0.83 64.31 162.00 +D+Lr 0.850 0.635 1.25 1.300 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.83 1,243.59 0.00 1462.50 0.00 1.83 0.00 0.00 142.86 225.00 Length = 2.50 it 1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.7501 -r Length =2.50 It 1 0.733 0.548 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.58 1,072.63 1462.50 1.58 123.22 225.00 +0.60D 0.134 1.60 1.300 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.49 335.86 0.00 1872.00 0.00 0.50 0.00 0.00 38.59 288.00 Length = 2.50 ft 1 0.179 Project Title: Engineer: Project ID: Project Descr: Wood Beam- rpe=WUSeMIUMMI-zweaxroputmrurc-i�ozanoear.eco..,.,a Software copyright ENERCALC, INC. 198&2019; Build:10.19.1.30 . r.ir:r DESCRIPTION: B3 - (N) Hdr at Master Bath Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. Y' Dell Location in Span Vertical Reactions Load Combination Support notation : Far left is #1 Values in KIPS I2 Overall MINimum 0.672 1.008 D Only 0.553 0.827 +D+Lr 1.225 1.835 +D+0.750Lr 1.057 1.583 +0.60D 0.332 0.496 Lr Only 0.672 1.008 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: B4 - (N) FI Bm at Master Bath CODE REFERENCES File= aoftmr, Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Ratio= Maximum Shear Stress Ratio = 0.075: 1 '... Analysis Method: Allowable Stress Design Fb+ 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.Oksi Location of maximum on span = Fc -Prll 1,350.0 psi Eminbend -xx 580.01ksi Wood Species :DouglasFir-Larch Fc - Perp 625.0 psi 0.080 Wood Grade : No.2 Fv 180.0 psi +D+Lr 1.00 Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Length = 5.083 ft 1 0.167 D(0.1) 4r(0.21)._.. 1.25 1.300 +D+0.750Lr Applied Loads Beam self weight calculated and added to loads Point Load: D=0.10, Lr=0.210k@1.667ft,(B1) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 46 Span = 5.083 it 0.167 1 4x6 244.08psi 1,462.50psi +D+Lr 1.670ft Span # 1 Service loads entered. Load Factors will be applied for calculations. 0.011 in Ratio= Maximum Shear Stress Ratio = 0.075: 1 '... Section used for this span 4x6 ''..... fv : Actual = 16.92 psi ''.... Fv, : Allowable = 225.00 psi '.. Load Combination +D+Lr Location of maximum on span = 0.000 ft ''..... Span # where maximum occurs = Span # 1 ''..... 0.011 in Ratio= 5567>=360 0.000 in Ratio= 0 <360 0.017 in Ratio= 3592>=240 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Com Load Combination Cr Max Stress Ratios C t CL Segment Length Span it M V Cd C FN D Only 0.00 Length = 5.083 it 1 0.080 0.037 0.90 1.300 +D+Lr 1.00 0.12 84.21 1053.00 1.300 Length = 5.083 ft 1 0.167 0.075 1.25 1.300 +D+0.750Lr 0.00 0.00 1.300 Length = 5.083 it 1 0.140 0.063 1.25 1.300 +0,60D 244.08 1462.50 0.22 16.92 1.300 Length = 5.083 it 1 0.027 0.012 1.60 1.300 Ci Cr Cm C t CL Moment Values M to Fb V Shear Values fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.12 84.21 1053.00 0.08 5.92 162.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.36 244.08 1462.50 0.22 16.92 225.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.30 204.11 1462.50 0.18 14.17 225.00 1.00 1.00 1.00 1.00 1A0 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.07 50.53 1872.00 0.05 3.55 288.00 Wood Beam B4 - (N) FI Ent at Master Bath Overall Maximum Deflections Load Combination Span Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Max. "" Detl Location in Span Load Combination Max. Y' Deft Location in Span Support notation: Far left is#1 Values in KIPS Overall MINimum 0.141 0.069 D Only 0.078 0.043 +D+Lr 0.219 0.112 +D+0.75OLr 0.184 0.095 +0.60D 0.047 0.026 Lr Only 0.141 0.069 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: B5 - (N) Hdr at Bed 2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 0.238 : 1 4x8 Section used for this span Load Combination Set: ASCE 7-16 765.38psi fv : Actual = 53.65 psi Material Properties Fv : Allowable = 225.00 psi +D+Lr Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.Oksi 0.006 in Ratio= Fc -Prll 1,350.0 psi Eminbend -xx 580.Oksi Wood Species :DouglasFir-Larch Fc - Perp 625.0 psi 3126>=240 Wood Grade : No.2 Fv 180.0 psi 1.00 +D+Lr Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1.300 1.00 Applied Loads Beam self weight calculated and added to loads Point Load : D = 2.170, Lr = 2.650 k @ 0.50 ft, (B2) Aaximum Bending Stress Ratio = Section used for this span fb : Actual = FB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be for calculations. 0.523 1 Maximum Shear Stress Ratio = 0.238 : 1 4x8 Section used for this span 4x8 765.38psi fv : Actual = 53.65 psi 1,462.50psi Fv : Allowable = 225.00 psi +D+Lr Load Combination +D+Lr 0.506ft Location of maximum on span = 2.064 ft Span # 1 Span # where maximum occurs = Span # 1 0.006 in Ratio= 5705>=360 1 0.000 in Ratio= 0<360 0.90 0.010 in Ratio = 3126>=240 1.00 0.000 in Ratio = 0 <240 1.00 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C m C t _ C L D Only 345.23 1053.00 0.41 24.29 162.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.328 0.150 0.90 1.300 1.00 1.00 1.00 1.00 1.00 +D+Lr 0.00 1.69 660.34 1462.50 1.300 1.00 1.00 1.00 1.00 1.00 Length = 2.667 ft 1 0.523 0.238 1.25 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 Length = 2.667 ft 1 0.452 0.206 1.25 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 2.667 ft 1 0.111 0.051 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Moment Values M fb Flb V Shear values fv F'v 0.00 0.00 0.00 0.00 0.88 345.23 1053.00 0.41 24.29 162.00 0.00 0.00 0.00 0.00 1.96 765.38 1462.50 0.91 53.65 225.00 0.00 0.00 0.00 0.00 1.69 660.34 1462.50 0.78 46.31 225.00 0.00 0.00 0.00 0.00 0.53 207.14 1872.00 0.25 14.57 288.00 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: B5 - (N) Hdr at Bed 2 Overall Maximum Deflections Load Combination Span Max.'=" Dell Location in Span Load Combination Max. "+" Oat Location in Span Vertical Reactions Load Combination Support notation : Far left is #1 Values in KIPS Supports Support Overall MINimum 2.153 0.497 D Only 1.771 0.414 +D+Lr 3.924 0.911 +D+0.750Lr 3.385 0.787 +0.60D 1.062 0.248 Lr Only 2.153 0.497 Project Title: Engineer: Project ID: Project Descr: Beam Software DESCRIPTION: B6 - (N) Hdr at Bath 2 CODE REFERENCES MENEMMEEM Maximum Shear Stress Ratio = Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Section used for this span 5.50 X 3.50 Load Combination Set: ASCE 7-16 27.57 psi Fv : Allowable = Material Properties Load Combination +D+Lr Analysis Method: Allowable Stress Design Fb+ 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.Oksi Fc -Prll 1,350.0 psi Eminbend -xx 580.01ksi Wood Species :DouglasFir-Larch Fc - Perp Fv 625.0 psi 180.0 psi Wood Grade : No.2 Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling _D(008625) 0.00 0.00 Lr(0.115) F s Length =4.08 ° 5.50 X 3.50 Span = 4.0 it Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 5.750 ft, (Roof) Aaximum Bending Stress Ratio = Section used for this span fb : Actual = FB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.395 1 5.50 X 3.50 439.04psi 1,110.37psi +D+Lr 2.00011 Span # 1 Service loads entered. Load Factors will be applied for calculations. 0.021 in MENEMMEEM Maximum Shear Stress Ratio = 0.123 : 1 '... Section used for this span 5.50 X 3.50 fv : Actual = 27.57 psi Fv : Allowable = 225.00 psi Load Combination +D+Lr Location of maximum on span = 3.723 ft Span # where maximum occurs = Span # 1 0.021 in Ratio= 2265>=360 0.000 in Ratio= 0 <360 0.038 in Ratio= 1268>=240 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C m C t C L Moment Values M @ F'b V Shear Values iv F'v D Only 0.00 0.00 0.00 0.00 Length =4.08 1 0.242 0.075 0.90 0.987 1.00 1.00 1.00 1.00 1.00 0.18 193.26 799.47 0.16 12.14 162.00 +D+Lr 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.0 ft 1 0.395 0.123 1.25 0.987 1.00 1.00 1.00 1.00 1.00 0.41 439.04 1110.37 0.35 27.57 225.00 +D+0.750Lr 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 it 1 0.340 0.105 1.25 0.987 1.00 1.00 1.00 1.00 1.00 0.35 377.60 1110.37 0.30 23.71 225.00 +0.60D 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.0 it 1 0.082 0.025 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.11 115.95 1421.28 0.09 7.28 288.00 B6 - (N) Hdr at Bath 2 Overall Maximum Deflections Load Combination Span Vertical Reactions Load Combination Max, '2 Det! Location in Span Project Title: Engineer: Project ID: Project Descr: Load Support notation : Far left is #1 Overall MINimum 0.230 0.230 D Only 0.181 0.181 +D+Lr 0.411 0.411 +D+0.750Lr 0.353 0.353 +0.60D 0.109 0.109 Lr Only 0.230 0.230 Values in KIPS Suild:10. 0.000 Project Title: Engineer: Project ID: Project Descr: !am File Softvrere DESCRIPTION: B7 - (N) Hdr at Office CODE REFERENCES may, ovr� INC 198&2019 Build 10.19.1;30 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 0.498 1 Maximum Shear Stress Ratio _ 0.744: 1 Section used for this span Load Combination Set: ASCE 7-16 Section used for this span 4x6 fib : Actual = Material Properties fv : Actual = 167.43 psi FB : Allowable = Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.Oksi 0.506ft Fc -Prll 1,350.0 psi Eminbend -xx 580.Oks! Wood Species :DouglasFir-Larch Fc - Perp 625.0 psi Maximum Deflection Wood Grade : No.2 Fv 180.0 psi Max Downward Transient Deflection 0.007 in Ratio = Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0 <360 1.00 Span = 2.667 ft I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D =1.160, Lr = 1.480 k @ 0.50 ft, (132) Vlaximum Bending Stress Ratio _ 0.498 1 Maximum Shear Stress Ratio _ 0.744: 1 Section used for this span 4x6 Section used for this span 4x6 fib : Actual = 728.85psi fv : Actual = 167.43 psi FB : Allowable = 1,462.50psI Fv: Allowable = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 0.506ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 0.00 0.00 0.00 Max Downward Transient Deflection 0.007 in Ratio = 4460>=360 0.455 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 1.00 Max Downward Total Deflection 0.013 in Ratio= 2488>=240 0.47 Max Upward Total Deflection 0.000 in Ratio = 0 <240 73.73 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C in C t C L Moment Values M fb Fib V Shear Values fv Fv D Only 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.305 0.455 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.47 321.12 1053.00 0.95 73.73 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.498 0.744 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.07 728.85 1462.50 2.15 167.43 225.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 it 1 0.429 0.640 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.92 626.92 1462.50 1.85 144.01 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.667 ft 1 0.103 0.154 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 192.67 1872.00 0.57 44.24 288.00 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: B7 - (N) Hdr at Office Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Detl Location in Span Vertical Support notation : Far left is #1 Values in KIPS .oad Combination Support 1 Support 2 Overall MAXimum 2.151 0.500 Overall MINimum 1.203 0.277 D Only 0.948 0.223 +D+Lr 2.151 0.500 +D+0.750Lr 1.850 0.431 +0.60D 0.569 0.134 Lr Only 1.203 0.277 Project Title: Engineer: Project ID: Project Descr: Beam DESCRIPTION: B8 - (N) LSL Floor Joists at CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - 800.0 psi _ 0.146:1 Fc - pill Wood Species : il-evel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv = 45.30 psi FB: Allowable Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2,325.0 psi E: Modulus of Elasticity 2,325.0 psi Ebend-xx 1,550.Oksi 2,050.0 psi Eminbend -xx 787.82ksi 800.0 psi _ 0.146:1 310.0 psi 3.5x7.25 1,070.0 psi Density 45.010pcf f o : Actual Repetitive Member Stress Increase Span = 8.0 ft Span = 20.0 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.0 ft, (Floor) Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.0 ft, (Floor/Deck) Point Load : D = 0.0440, Lr = 0.0730 k @ 6.833 ft, (Roof) Point Load : D = 0.1360 k @ 6.833 ft, (Ext Wall) Service loads entered. Load Factors will be applied for calculations. )ESIGN SUMMARY Ratio= 494>=360 -0.059 in aximum Bending Stress Ratio _ 0.416: 1 Maximum Shear Stress Ratio _ 0.146:1 Section used for this span 3.5x7.25 Section used for this span 3.5x7.25 f o : Actual = 1,005.66psi fv : Actual = 45.30 psi FB: Allowable = 2,418.00psi Fv : Allowable = 310.00 psi Load Combination +D+L+H, LL Comb Run (LL) Load Combination +D+L+H, LL Comb Run (LL) Location of maximum on span = 8.000ft Location of maximum on span = 8.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.485 in Ratio= 494>=360 -0.059 in Ratio= 1620>=360 0.797 in Ratio= 301 >=240 -0.095 in Ratio= 1011 >=240 Maximum Forces & Stresses for Load Combinations Load Combination C t CL Max Stress Ratios Moment Values M tb Fb Segment Length Span # M V Cd C FN C i Cr +D+H 2176.20 1.00 1.00 1.00 1.05 410.77 2176.20 Length =8.0ft 1 0.189 0.066 0.90 1.000 1.00 1.04 Length =20.0 ft 2 0.189 0.066 0.90 1.000 1.00 1.04 +D+L+H, LL Comb Run ('L) 1.000 1.00 1.04 Length = 8.0 ft 1 0.401 0.145 1.00 1.000 1.00 1.04 Length = 20.0 ft 2 0.401 0.145 1.00 1.000 1.00 1.04 C m C t CL Moment Values M tb Fb 0.00 1.00 1.00 1.00 1.05 410.77 2176.20 1.00 1.00 1.00 1.05 410.77 2176.20 1.00 1.00 1.00 0.00 1.00 1.00 1.00 2.48 969.88 2418.00 1.00 1.00 1.00 2.48 969.88 2418.00 V fv Fb 0.00 0.00 0.00 0.31 18.48 279.00 0.31 18.48 279.00 0.00 0.00 0.00 0.76 45.03 310.00 0.76 45.03 310.00 Project Title: Engineer: Project ID: Project Descr: Beam SofIwleare copyright ENE RICALC,INC. 118131-2V 1983-2019 Bw1tl 10.19.1.30. DESCRIPTION: 38 - (N) LSL Floor Joists at Garage Load Combination Max Stress Segment Length Span # M Ratios V Cd C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv Fv +D+L+H, LL Comb Run (L') 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0It 1 0.185 0.063 1.00 1.000 1.00 1.04 1.00 1.00 1.00 1.14 446.56 2418.00 0.33 19.55 310.00 Length =20.08 2 0.185 0.063 1.00 1.000 1.00 1.04 1.00 1.00 1.00 1.14 446.56 2418.00 0.32 19.55 310.00 +D+L+H, LL Comb Run (LL) 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.416 0.146 1.00 1.000 1.00 1.04 1.00 1.00 1.00 2.57 1,005.66 2418.00 0.77 45.30 310.00 Length = 20.0 ft 2 0.416 0.146 1.00 1.000 1.00 1.04 1.00 1.00 1.00 2.57 1,005.66 2418.00 0.77 45.30 310.00 +D+Lr+H, LL Comb Run CL) 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.161 0.057 1.25 1.000 1.00 1.04 1.00 1.00 1.00 1.24 486.89 3022.50 0.37 21.89 387.50 Length = 20.0 ft 2 0.161 0.057 1.25 1.000 1.00 1.04 1.00 1.00 1.00 1.24 486.89 3022.50 0.37 21.89 387.50 +D+Lr+H, LL Comb Run (L') 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.136 0.048 1.25 1.000 1.00 1.04 1.00 1.00 1.00 1.05 410.77 3022.50 0.31 18.48 387.50 Length = 20.0 ft 2 0.136 0.048 1.25 1.000 1.00 1.04 1.00 1.00 1.00 1.05 410.77 3022.50 0.31 18.48 387.50 +D+Lr+H, LL Comb Run (LL) 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.161 0.057 1.25 1.000 1.00 1.04 1.00 1.00 1.00 1.24 486.89 3022.50 0.37 21.89 387.50 Length = 20.0 ft 2 0.161 0.057 1.25 1.000 1.00 1.04 1.00 1.00 1.00 1.24 486.89 3022.50 0.37 21.89 387.50 +D+S+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.148 0.052 1.15 1.000 1.00 1.04 1.00 1.00 1.00 1.05 410.77 2780.70 0.31 18.48 356.50 Length = 20.0 ft 2 0.148 0.052 1.15 1.000 1.00 1.04 1.00 1.00 1.00 1.05 410.77 2780.70 0.31 18.48 356.50 +D+0.750Lr+0.750L+H, LL Comb RI 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.294 0.106 1.25 1.000 1.00 1.04 1.00 1.00 1.00 2.27 887.19 3022.50 0.69 40.95 387.50 Length = 20.0 ft 2 0.294 0.106 1.25 1.000 1.00 1.04 1.00 1.00 1.00 2.27 887.19 3022.50 0.69 40.95 387.50 +D+0.750Lr+0.750L+H, LL Comb RI 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.145 0.048 1.25 1.000 1.00 1.04 1.00 1.00 1.00 1.12 437.61 3022.50 0.32 18.68 387.50 Length = 20.0 ft 2 0.145 0.048 1.25 1.000 1.00 1.04 1.00 1.00 1.00 1.12 437.61 3022.50 0.32 18.68 387.50 +D+0.750Lr+0.750L+H, LL Comb RI 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.302 0.106 1.25 1.000 1.00 1.04 1.00 1.00 1.00 2.34 914.03 3022.50 0.70 41.15 387.50 Length = 20.0 ft 2 0.302 0.106 1.25 1.000 1.00 1.04 1.00 1.00 1.00 2.34 914.03 3022.50 0.70 41.15 387.50 +D+0,750L+0.750S+H, LL Comb RL 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.08 1 0.299 0.108 1.15 1.000 1.00 1.04 1.00 1.00 1.00 2.12 830.10 2780.70 0.65 38.39 356.50 Length = 20.0 ft 2 0.299 0.108 1.15 1.000 1.00 1.04 1.00 1.00 1.00 2.12 830.10 2780.70 0.65 38.39 356.50 +D+0.750L+0,750S+H, LL Comb RL 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.157 0.052 1.15 1.000 1.00 1.04 1.00 1.00 1.00 1.12 437.61 2780.70 0.32 18.68 356.50 Length = 20.0 It 2 0.157 0.052 1.15 1.000 1.00 1.04 1.00 1.00 1.00 1.12 437.61 2780.70 0.32 18.68 356.50 +D+0.750L+0.750S+H, LL Comb RL 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.308 0.108 1.15 1.000 1.00 1.04 1.00 1.00 1.00 2.19 856.94 2780.70 0.65 38.59 356.50 Length = 20.0 ft 2 0.308 0.108 1.15 1.000 1.00 1.04 1.00 1.00 1.00 2.19 856.94 2780.70 0.65 38.59 356.50 +D+0.60W+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.106 0.037 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.05 410.77 3868.80 0.31 18.48 496.00 Length = 20.0 ft 2 0.106 0.037 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.05 410.77 3868.80 0.31 18.48 496.00 +D+0.750Lr+0.450W+H, LL Comb F 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.121 0.042 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.20 467.86 3868.80 0.36 21.04 496.00 Length = 20.0 It 2 0.121 0.042 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.20 467.86 3868.80 0.36 21.04 496.00 +D+0.750Lr+0.450W+H, LL Comb F 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.106 0.037 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.05 410.77 3868.80 0.31 18.48 496.00 Length = 20.0 It 2 0.106 U37 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.05 410.77 3868.80 0.31 18.48 496.00 +D+0.750Lr+0.450W+H, LL Comb F 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 N 1 0.121 0.042 1.60 1.000 1.00 1.04 1.00 1.90 1.00 1.20 467.86 3868.80 0.36 21.04 496.00 Length = 20.0 it 2 0.121 0.042 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.20 467.86 3868.80 0.36 21.04 496.00 +D+0.750S+0.450W+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0 It 1 0.106 0.037 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.05 410.77 3868.80 0.31 18.48 496.00 Length = 20.0 ft 2 0.106 0.037 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.05 410.77 3868.80 0.31 18.48 496.00 +0.60D+0.60W+0.60H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.064 0.022 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.63 246.46 3868.80 0.19 11.09 496.00 Length = 20.0 it 2 0.064 0.022 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.63 246.46 3868.80 0.19 11.09 496.00 +D+1.750E+0.60H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.106 0.037 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.05 410.77 3868.80 0.31 18.48 496.00 Length = 20.0 ft 2 0.106 0.037 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.05 410.77 3868.80 0.31 18.48 496.00 +D+0.750L+0.750S+1.313E+H, LL 1 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.215 0.077 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.12 830.10 3868.80 0.65 38.39 496.00 Length = 20.0 ft 2 0.215 0.077 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.12 830.10 3868.80 0.65 38.39 496.00 Project Title: Engineer: Project ID: Project Descr: Beam tmr coDvdahtE ERCAIC. INC. 1983YVR" uild:1OL9.1.30 6 Soflvrere coovnaht ENERCALi:. INC. 1983-2019. Buid:10.19.1.30 . DESCRIPTION: B8 - (N) LSL Floor Joists at Garage Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C 1 Cr C m C t C L M fb F'b V fv F'v +D+0.750L+0.750S+1.313E+H, LL ( 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.113 0.038 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.12 437.61 3868.80 0.32 18.68 496.00 Length =20.0 R 2 0.113 0.038 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.12 437.61 3868.80 0.32 18.68 496.00 +D+0.750L+0.750S+1.313E+H, LL 1 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.221 0.078 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.19 856.94 3868.80 0.65 38.59 496.00 Length = 20.0 It 2 0.221 0.078 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.19 856.94 3868.80 0.65 38.59 496.00 +0.60D+1.750E+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = U ft 1 0.064 0.022 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.63 246.46 3868.80 0.19 11.09 496.00 Length = 20.0 It 2 0.064 0.022 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.63 246.46 3868.80 0.19 11.09 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. Y' Dell Location in Span 1 0.0000 0.000 +D+L+H, LL Comb Run (*L) -0.0949 4.693 +D+L+H, LL Comb Run (*L) 2 0.7972 10.726 0.0000 4.693 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support1 Support2 Support3 Overall MINimum -0.030 0.826 0.324 +D+H -0.071 0.512 0.159 +D+L+H, LL Comb Run (*L) -0.250 1.162 0.488 +D+L+H, LL Comb Run (1-1 0.077 0.688 0.154 +D+L+H, LL Comb Run (LL) -0.101 1.338 0.483 +D+Lr+H, LL Comb Run (*L) -0.096 0.594 0.174 +D+Lr+H, LL Comb Run (L*) -0.071 0.512 0.159 +D+Lr+H, LL Comb Run (1-1-) -0.096 0.594 0.174 +D+S+H -0.071 0.512 0.159 +D+0.750Lr+0.750L+H, LL Comb Run (* -0.223 1.061 0.417 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.040 0.644 0.156 +D+0.750Lr+0.750L+H, LL Comb Run (1- -0.112 1.193 0.413 +D+0.750L+0.7505+H, LL Comb Run (*1- -0.205 1.000 0.405 +D+0.750L+0,750S+H, LL Comb Run (L* 0.040 0.644 0.156 +D+0.750L+0.7505+H, LL Comb Run (1-L -0.094 1.132 0.402 +D+0.60W+H -0.071 0.512 0.159 +D-0.60W+H -0.071 0.512 0.159 +D+0.750Lr+0.450W+H, LL Comb Run (* -0.089 0.574 0.170 +D+0.750Lr+0.450W+H, LL Comb Run (L -0.071 0.512 0.159 +D+0.750Lr+0.450W+H, LL Comb Run (1- -0.089 0.574 0.170 +D+0.750Lr-0.450W+H, LL Comb Run (* -0.089 0.574 0.170 +D+0.750Lr-0.450W+H, LL Comb Run (L -0.071 0.512 0.159 +D+0.750Lr-0.450W+H, LL Comb Run (L -0.089 0.574 0.170 +D+0.750S+0.450W+H -0.071 0.512 0.159 +D+0.750S-0.450W+H -0.071 0.512 0.159 +0.60D+0.60W+0.60H -0.043 0.307 0.095 +0.60D-0.60W+0.60H -0.043 0.307 0.095 +D+0.70E+0.60H -0.071 0.512 0.159 +D-0.70E+0.60H -0.071 0.512 0.159 +D+0.750L+0.7505+0.5250E+H, LL Comb -0.205 1.000 0.405 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.040 0.644 0.156 +D+0.750L+0.750S+0.5250E+H, LL Comb - -0.094 1.132 0.402 +D+0.7501-+0.750S-0.5250E+H, LL Comb -0.205 1.000 0.405 +D+0.750L+0.750S-0.5250E+H, LL Comb 0.040 0.644 0.156 +D+0.7501-+0.750S-0.5250E+H, LL Comb -0.094 1.132 0.402 +0.60D+0.70E+H -0.043 0.307 0.095 +0.60D-0.70E+H -0.043 0.307 0.095 D Only -0.071 0.512 0.159 Lr Only, LL Comb Run (*L) -0.024 0.082 0.015 Lr Only, LL Comb Run (L*) Lr Only, LL Comb Run (LL) -0.024 0.082 0.015 L Only, LL Comb Run (*L) -0.179 0.650 0.329 Project Title: Engineer: Project ID: Project Descr: Wood <Beam DESCRIPTION: B8 - (N) LSL Floor Joists at Vertical Reactions Support notation: Far lett is#1 Values in KIPS Load Combination Supports Support Support L Only, LL Comb Run (LL) -0.030 0.826 0.324 S Only W Only -try E Only E Only' -1.0 H Only Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: B8.1 - (N) Aligned LSL Joists at Garage CODE REFERENCES 1.30 . Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties = 0.524.1 Maximum Shear Stress Ratio = 0.233 : 1 ''... Section used for this span Analysis Method: Allowable Stress Design Fb+ 2,325.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,325.0 psi Ebend-xx 1,550.Oksi = 2,418.00psi Fc - Pill 2,050.0 psi Eminbend -xx 787.82ksi Wood Species : iLevel Truss Joist Fc - Perp 800.0 psi = 8.000ft Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi = Span # 1 Span # where maximum occurs = Ft 1,070.0 psi Density 45.010pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0.00 Repetitive Member Stress Increase Span = 8.0 ft Span = 20.0 9 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.0 ft, (Floor) Point Load : D = 0.550, Lr = 0.970 k @ 5.750 ft, (B3) Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.0 fl, (Floor/Deck) Point Load : D = 0.0440, Lr = 0.0730 k @ 6.833 ft, (Roof) Point Load : D = 0.1360 k @ 6.833 ft, (Ext Wall) Point Load : D = 0.830, Lr =1.010 k @ 0.250 ft, (132) Service loads entered. Load Factors will be applied for calculations. ''.....Maximum Bending Stress Ratio = 0.524.1 Maximum Shear Stress Ratio = 0.233 : 1 ''... Section used for this span 3.5x7.25 Section used for this span 3.5x7.25 ''..... fb : Actual = 1,266.01 psi fv : Actual = 90.26 psi FB: Allowable = 2,418.00psi Fv: Allowable = 387.50 psi Load Combination +D+L+H, LL Comb Run (LL) Load Combination +D+0.750Lr+0.750L+H, LL Comb Run ( Location of maximum on span = 8.000ft Location of maximum on span = 7.419 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 0.00 0.00 Max Downward Transient Deflection 0.485 in Ratio = 494>=360 0.308 ''. Max Upward Transient Deflection -0.059 in Ratio = 1620>=360 1.00 ''.. Max Downward Total Deflection 0.850 in Ratio = 282>=240 1.00 ''.... Max Upward Total Deflection -0.073 in Ratio = 1307>=240 0.69 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C I Cr C m C t C L M Po Fb V +D+H 0.00 0.00 Length = 8.0 It 1 0.308 0.146 0.90 1.000 1.00 1.04 1.00 1.00 1.00 1.71 671.13 2176.20 0.69 Length = 20.0 It 2 0.308 0.146 0.90 1.000 1.00 1.04 1.00 1.00 1.00 1.71 671.13 2176.20 0.41 Shear Values N Fv 0.00 0.00 40.67 279.00 40.67. 279.00 Project Title: Engineer: Project ID: Project Descr: Beam DESCRIPTION: B8.1 - (N) Aligned LSL Joists at Garage Load Combination Max Stress Segment Length Span # M Ratios V Cd C FN C 1 Cr C m C t C L Moment Values M fb Fb V Shear Values fv Fv +D+L+H, LL Comb Run ('L) 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.Oft 1 0.509 0.165 1.00 1.000 1.00 1.04 1.00 1.00 1.00 3.14 1,230.23 2418.00 0.87 51.23 310.00 Length =20.Oft 2 0.509 0.165 1.00 1.000 1.00 1.04 1.00 1.00 1.00 3.14 1,230.23 2418.00 0.86 51.23 310.00 +D+L+H, LL Comb Run (1-1 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0It 1 0.292 0.159 1.00 1.000 1.00 1.04 1.00 1.00 1.00 1.81 706.91 2418.00 0.84 49.43 310.00 Length = 20.0 ft 2 0.292 0.159 1.00 1.000 1.00 1.04 1.00 1.00 1.00 1.81 706.91 2418.00 0.41 49.43 310.00 +D+L+H, LL Comb Run (LL) 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.524 0.194 1.00 1.000 1.00 1.04 1.00 1.00 1.00 3.23 1,266.01 2418.00 1.01 59.99 310.00 Length = 20.0 ft 2 0.524 0.194 1.00 1.000 1.00 1.04 1.00 1.00 1.00 3.23 1,266.01 2418.00 0.86 59.99 310.00 +D+Lr+H, LL Comb Run ('L) 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.Oft 1 0.270 0.112 1.25 1.000 1.00 1.04 1.00 1.00 1.00 2.09 816.52 3022.50 0.73 43.42 387.50 Length = 20.0 ft 2 0.270 0.112 1.25 1.000 1.00 1.04 1.00 1.00 1.00 2.09 816.52 3022.50 0.46 43.42 387.50 +D+Lr+H, LL Comb Run (L') 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.Oft 1 0.272 0.219 1.25 1.000 1.00 1.04 1.00 1.00 1.00 2.10 821.87 3022.50 1.43 84.73 387.50 Length = 20.0 ft 2 0.272 0.219 1.25 1.000 1.00 1.04 1.00 1.00 1.00 2.10 821.87 3022.50 0.43 84.73 387.50 +D+Lr+H, LL Comb Run (LL) 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.320 0.226 1.25 1.000 1.00 1.04 1.00 1.00 1.00 2.47 967.26 3022.50 1.46 87.48 387.50 Length = 20.0 ft 2 0.320 0.226 1.25 1.000 1.00 1.04 1.00 1.00 1.00 2.47 967.26 3022.50 0.48 87.48 387.50 +D+S+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.241 0.114 1.15 1.000 1.00 1.04 1.00 1.00 1.00 1.71 671.13 2780.70 0.69 40.67 356.50 Length =20.Oft 2 0.241 0.114 1.15 1.000 1.00 1.04 1.00 1.00 1.00 1.71 671.13 2780.70 0.41 40.67 356.50 +D+0,750Lr+0.750L+H, LL Comb Ri 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.397 0.131 1.25 1.000 1.00 1.04 1.00 1.00 1.00 3.06 1,199.49 3022.50 0.86 50.65 387.50 Length = 20.0 it 2 0.397 0.131 1.25 1.000 1.00 1.04 1.00 1.00 1.00 3.06 1,199.49 3022.50 0.79 50.65 387.50 +D+0.750Lr+0.750L+H, LL Comb Ri 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.266 0.207 1.25 1.000 1.00 1.04 1.00 1.00 1.00 2.07 811.02 3022.50 1.36 80.29 387.50 Length = 20.0 ft 2 0.268 0.207 1.25 1.000 1.00 1.04 1.00 1.00 1.00 2.07 811.02 3022.50 0.43 60.29 387.50 +D+0.750Lr+0.750L+H, LL Comb Ri 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.Oft 1 0.443 0.233 1.25 1.000 1.00 1.04 1.00 1.00 1.00 3.42 1,339.39 3022.50 1.53 90.26 387.50 Length =20.Oft 2 0.443 0.233 1.25 1.000 1.00 1.04 1.00 1.00 1.00 3.42 1,339.39 3022.50 0.81 90.26 387.50 +D+0.750L+0.750S+H, LL Comb RL 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.Oft 1 0.392 0.136 1.15 1.000 1.00 1.04 1.00 1.00 1.00 2.79 1,090.45 2780.70 0.82 48.59 356.50 Length = 20.0 ft 2 0.392 0.136 1.15 1.000 1.00 1.04 1.00 1.00 1.00 2.79 1,090.45 2780.70 0.75 48.59 356.50 +D+0.750L+0.7505+H, LL Comb RL 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.251 0.133 1.15 1.000 1.00 1.04 1.00 1.00 1.00 1.78 697.96 2780.70 0.80 47.24 356.50 Length = 20.0 ft 2 0.251 0.133 1.15 1.000 1.00 1.04 1.00 1.00 1.00 1.78 697.96 2780.70 0.41 47.24 356.50 +D+0.750L+0.750S+H, LL Comb RL 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.402 0.155 1.15 1.000 1.00 1.04 1.00 1.00 1.00 2.85 1,117.29 2780.70 0.93 55.16 356.50 Length =20.Oft 2 0.402 0.155 1.15 1.000 1.00 1.04 1.00 1.00 1.00 2.85 1,117.29 2780.70 0.75 55.16 356.50 +D+O.60W+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.173 0.082 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.71 671.13 3868.80 0.69 40.67 496.00 Length = 20.0 It 2 0.173 0.082 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.71 671.13 3868.80 0.41 40.67 496.00 +D+0.750Lr+0.450W+H, LL Comb F 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0 ft 1 0.202 0.086 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.99 780.17 3868.80 0.72 42.73 496.00 Length = 20.0 It 2 0.202 0.086 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.99 780.17 3868.80 0.45 42.73 496.00 +D+0.750Lr+0.450W+H, LL Comb F 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.203 0.149 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.00 784.18 3868.80 1.25 73.72 496.00 Length = 20.0 ft 2 0.203 0.149 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.00 784.18 3868.80 0.42 73.72 496.00 +D+0.750Lr+0.450W+H, LL Comb F 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.231 0.153 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.28 893.23 3868.80 1.28 75.78 496.00 Length = 20.0 ft 2 0.231 0.153 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.28 893.23 3668.80 0.47 75.78 496.00 +D+0.750S+0.450W+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.173 0.062 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.71 671.13 3868.80 0.69 40.67 496.00 Length = 20.0 ft 2 0.173 0.062 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.71 671.13 3668.80 0.41 40.67 496.00 +O.60D+0.60W+0.60H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.104 0.049 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.03 402.68 3668.80 0.41 24.40 496.00 Length = 20.0 ft 2 0.104 0.049 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.03 402.68 3668.80 0.25 24.40 496.00 +D+1.750E+O.60H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.173 0.082 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.71 671.13 3868.80 0.69 40.67 496.00 Length = 20.0 ft 2 0.173 0.082 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.71 671.13 3868.80 0.41 40.67 496.00 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: B8.1 - (N) Aligned LSL Joists at Garage rile=I Software Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C Ffv C i C r C m C t C L M lb F'b V fv F'v +D+0.750L+0.750S+1.313E+H, LL 1 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.282 0.098 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.79 1,090.45 3868.80 0.82 48.59 496.00 Length = 20.0 It 2 0.282 0.098 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.79 1,090.45 3868.80 0.75 48.59 496.00 +D+0.750L+0.750S+1.313E+H, LL ( 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.180 0.095 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.78 697.96 3868.80 0.80 47.24 496.00 Length = 20.0 ft 2 0.180 0.095 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.78 697.96 3868.80 0.41 47.24 496.00 +D+0,750L+0.750S+1.313E+H, LL ( 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.289 0.111 1.60 1.000 1.00 1.04 .1.00 1.00 1.00 2.85 1,117.29 3868.80 0.93 55.16 496.00 Length =20.Oft 2 0.289 0.111 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.85 1,117.29 3868.80 0.75 55.16 496.00 +0.60D+1.750E+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.104 0.049 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.03 402.68 3868.80 0.41 24.40 496.00 Length = 20.0 ft 2 0.104 0.049 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.03 402.68 3868.80 0.25 24.40 496.00 Overall Maximum Deflections Load Combination Span Max. "" Deg Location in Span Load Combination Max. Y Defl Location in Span 1 0.0000 0.000 +D+L+H, LL Comb Run ('L) -0.0734 4.916 +D+L+H, LL Comb Run ('L) 2 0.8505 10.838 0.0000 4.916 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support1 Support Support Overall MlNimum -0.030 0.826 0.324 +D+H 0.032 1.955 0.215 +D+L+H, LL Comb Run ("L) -0.147 2.605 0.544 +D+L+H, LL Comb Run (L') 0.181 2.131 0.211 +D+L+H, LL Comb Run (LL) 0.002 2.781 0.539 +D+Lr+H, LL Comb Run ("L) -0.014 3.065 0.234 +D+Lr+H, LL Comb Run (L') 0.257 2.719 0.196 +D+Lr+H, LL Comb Run (LL) 0.210 3.830 0.215 +D+S+H 0.032 1.955 0.215 +D+0.750Lr+0.750L+H, LL Comb Run (' -0.137 3.275 0.476 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.312 2.660 0.198 +D+0.750Lr+0,750L+H, LL Comb Run (L 0.143 3.980 0.458 +D+0.750L+0.750S+H, LL Comb Run ('L -0.102 2.442 0.462 +D+0.750L+0.750S+H, LL Comb Run (L" 0.143 2.087 0.212 +D+0.750L+0.7505+H, LL Comb Run (LL 0.010 2.574 0.458 +D+0.60W+H 0.032 1.955 0.215 +D-0.60W+H 0.032 1.955 0.215 +D+0.750Lr+0.450W+H, LL Comb Run (' -0.003 2.787 0.230 +D+0.750Lr+0.450W+H, LL Comb Run (L 0.201 2.528 0.201 +D+0.750Lr+0.450W+H, LL Comb Run (L 0.166 3.361 0.215 +D+0.750Lr-0.450W+H, LL Comb Run (" -0.003 2.787 0.230 +D+0.750Lr-0.450W+H, LL Comb Run (L 0.201 2.528 0.201 +D+0.750Lr-0.450W+H, LL Comb Run (L 0.166 3.361 0.215 +D+0.750S+0.450W+H 0.032 1.955 0.215 +D+0.750S-0.450W+H 0.032 1.955 0.215 +0.60D+0.60W+0.60H 0.019 1.173 0.129 +0.60D-0.60W+0.60H 0.019 1.173 0.129 +D+0.70E+0.60H 0.032 1.955 0.215 +D-0.70E+0.60H 0.032 1.955 0.215 +D+0.750L+0.7505+0.5250E+H, LL Comb -0.102 2.442 0.462 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.143 2.087 0.212 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.010 2.574 0.458 +D+0.750L+0.7505-0.5250E+H, LL Comb -0.102 2.442 0.462 +D+0.750L+0.7505-0.5250E+H, LL Comb 0.143 2.087 0.212 +D+0.750L+0.7505-0.5250E+H, LL Comb 0.010 2.574 0.458 +0.60D+0.70E+H 0.019 1.173 0.129 +0.60D-0.70E+H 0.019 1.173 0.129 D Only 0.032 1.955 0.215 Lr Only, LL Comb Run (`L) -0.046 1.110 0.019 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: 138.1- (N) Aligned LSL Joists at Garage Vertical Reactions Support notation: Far left is 41 Values in KIPS Load Combination Support 1 Support 2 Support 3 Lr Only, LL Comb Run (L) 0.225 0.7fi5 -0.019 Lr Only, LL Comb Run (LL) 0.178 1.875 -0.000 L Only, LL Comb Run ('L) -0.179 0.650 0.329 L Only, LL Comb Run (L') 0.149 0.176 -0.005 L Only, I.I. Comb Run (LL) -0.030 0.826 0.324 S Only W Only W E Only E Only' -1.0 H Only Project Title: Engineer: Project ID: Project Descr: Wood Beam 0.5791 Maximum Shear Stress Ratio DESCRIPTION: ' 68.2 - (N) Aligned FI Bm at Garage = 5.25x11.25 Section used for this span Section used for this span CODE REFERENCES fv : Actual fb : Actual FB: Allowable = 4,825.60psi Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination +1.161 D+1.750E+0.60H = 16.42511 Load Combination Location of maximum on span Load Combination Set: ASCE 7-16 = Span # 2 Span # where maximum occurs Max Upward Transient Deflection Material Properties Fb+ 2,900.Opsi E: Modulus of Elasticity Analysis Method: Allowable Stress Design Fb- 2,900.0 psi Ebend-xx 2,200.Oksi Load Combination ASCE 7-16 Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Fc - Perp 750.0 psi Wood Species : il-evel Truss Joist Fv 290.0 psi Wood Grade : Parallam PSL 2.2E Ft 2,025.0 psi Density 45.070pcf . Beam is Full against lateral -torsional buckling Beam Bracing Y Braced 9 g Repetitive Member Stress Increase 5.25x11.25 Span =8.0ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.333 it, (Floor) Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.333 ft, (Floor/Deck) Point Load : D = 0.0580, Lr = 0.0970 k @ 6.833 ft, (Roof) Point Load : D = 0.180 k @ 6.833 ft, (Ext Wall) Point Load: E = 5.280 k @ 16.50 ft, (SW1) 5.25x11.25 Span =20.0ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY occurs 0.5791 Maximum Shear Stress Ratio Maximum Bending Stress Ratio = 5.25x11.25 Section used for this span Section used for this span = 2,792.53psi fv : Actual fb : Actual FB: Allowable = 4,825.60psi Fv : Allowable Load Combination +1.161 D+1.750E+0.60H = 16.42511 Load Combination Location of maximum on span Location of maximum on span = Span # 2 Span # where maximum occurs ®- _._ ' 0.407 :1 5.25x17.25 = 189.02 psi = 464.00 psi +1.161 D+1.750E+0.60H = 19.106ft = Span # 2 !, Span # where maximum Maximum Deflection Max Downward Transient Deflection 0.081 in Ratio= 2951 >=360 Max Upward Transient Deflection -0.010 in Ratio= 9667>=360 Max Downward Total Deflection228 49 in in Ratio= Ratio= 687 >=240 1052>=240 Max Upward Total Deflection Maximum Forces & Stresses for Load Combinations Shear values Moment Values Load Combination Max Stress Ratios Cd C C i C r C m C t. C L M tb F'b lv Segment Length Span # M V FN 0.00 0.00 0 0.00 0.00 +D+H Length =8.0ft 1 0.084 0.060 0.90 1.000 1.00 1.04 1.00 1.00 1.00 2.10 227.16 227.16 2714.40 2714.40 0.61 0.61 15.54 15.54 261. 00 26 1.00 Length = 20.0 ft 2 0.084 0.060 0.90 1.00 1.00 1.00 210 0 00 0.00 0.00 0.00 +D+L+H, LL Comb Run ('L) 000 1.00 1.04 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: B8.2- (N) Aligned FI Bm at Garage Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Length =8.0ft 1 0.144 0.104 1.00 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.144 0.104 1.00 1.000 1.00 1.04 1.00 1.00 1.00 +D+L+H, LL Comb Run (LI 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.080 0.054 1.00 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.080 0.054 1.00 1.000 1.00 1.04 1.00 1.00 1.00 +D+L+H, LL Comb Run (LL) 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.148 0.105 1.00 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.148 0.105 1.00 1.000 1.00 1.04 1.00 1.00 1.00 +D+Lr+H, LL Comb Run ('L) 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.068 0.048 1.25 1.000 1.00 1.04 1.00 1.00 1.00 Length =20.Oft 2 0.068 0.048 1.25 1.000 1.00 1.04 1.00 1.00 1.00 +D+Lr+H, LL Comb Run (L-) 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 It 1 0.060 0.043 1.25 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.060 0.043 1.25 1.000 1.00 1.04 1.00 1.00 1.00 +D+Lr+H, LL Comb Run (LL) 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.068 0.048 1.25 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.068 0.048 1.25 1.000 1.00 1.04 1.00 1.00 1.00 +D+S+H 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.065 0.047 1.15 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.065 0.047 1.15 1.000 1.00 1.04 1.00 1.00 1.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.107 0.077 1.25 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.107 0.077 1.25 1.000 1.00 1.04 1.00 1.00 1.00 +D+0.750LT+0.750L+H, LL Comb R, 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.063 0.043 1.25 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.063 0.043 1.25 1.000 1.00 1.04 1.00 1.00 1.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.110 0.078 1.25 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.110 0.078 1.25 1.000 1.00 1.04 1.00 1.00 1.00 +D+0.750L+0.750S+H, LL Comb Ri 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.110 0.080 1.15 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.110 0.080 1.15 1.000 1.00 1.04 1.00 1.00 1.00 +D+0.750L+0.750S+H, LL Comb Ri 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.068 0.047 1.15 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.068 0.047 1.15 1.000 1.00 1.04 1.00 1.00 1.00 +D+0.750L+0.750S+H, LL Comb Ri 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.113 0.080 1.15 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.113 0.080 1.15 1.000 1.00 1.04 1.00 1.00 1.00 +D+0.60W+H 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.047 0.033 1.60 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.047 0.033 1.60 1.000 1.00 1.04 1.00 1.00 1.00 +D+0.750Lr+0.450W+H, LL Comb F 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.051 0.037 1.60 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.051 0.037 1.60 1.000 1.00 1.04 1.00 1.00 1.00 +D+0.750Lr+0.450W+H, LL Comb F 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.047 0.033 1.60 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.047 0.033 1.60 1.000 1.00 1.04 1.00 1.00 1.00 +D+0.750Lr+0.450W+H, LL Comb F 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.051 0.037 1.60 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.051 0.037 1.60 1.000 1.00 1.04 1.00 1.00 1.00 +D+0.7505+0.450W+H 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.047 0.033 1.60 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.047 0.033 1.60 1.000 1.00 1.04 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.028 0.020 1.60 1.000 1.00 1.04 1.00 1.00 1.00 Length = 20.0 ft 2 0.028 0.020 1.60 1.000 1.00 1.04 1.00 1.00 1.00 +1.161 D+1.750E+0.60H 1.000 1.00 1.04 1.00 1.00 1.00 Length = 8.0 ft 1 0.306 0.158 1.60 1.000 1.00 1.04 1.00 1.00 1.00 Length =20.0 It 2 0.579 0.407 1.60 1.000 1.00 1.04 1.00 1.00 1.00 +1.121 D+0.750L+0.7505+1.313E+h 1.000 1.00 1.04 1.00 1.00 1.00 Moment Values M tb Fb 4.00 433.51 3016.00 4.00 433.51 3016.00 2.22 2.22 4.12 4.12 2.35 2.35 2.10 2.10 2.35 2.35 2.10 2.10 3.72 3.72 2.19 2.19 3.81 3.81 3.52 3.52 2.19 2.19 3.62 3.62 2.10 2.10 2.29 2.29 2.10 2.10 2.29 2.29 2.10 2.10 1.26 1.26 13.63 25.77 0.00 240.37 3016.00 240.37 3016.00 0.00 446.72 3016.00 446.72 3016.00 0.00 255.17 3770.00 255.17 3770.00 0.00 227.16 3770.00 227.16 3770.00 0.00 255.17 3770.00 255.17 3770.00 0.00 227.16 3468.40 227.16 3468.40 0.00 402.93 3770.00 402.93 3770.00 0.00 237.07 3770.00 237.07 3770.00 0.00 412.83 3770.00 412.83 3770.00 0.00 381.92 3468.40 381.92 3468.40 0.00 237.07 3468.40 237.07 3468.40 0.00 391.83 3468.40 391.83 3468.40 0.00 227.16 4825.60 227.16 4825.60 0.00 248.17 4825.60 248.17 4825.60 0.00 227.16 4825.60 227.16 4825.60 0.00 248.17 4825.60 248.17 4825.60 0.00 227.16 4825.60 227.16 4825.60 0.00 136.30 4825.60 136.30 4825.60 0.00 1,476.90 4825.60 2,792.53 4825.60 0.00 Shear Values V tv Fv 1.19 30.29 290.00 1.19 30.29 290.00 0.00 0.00 0.00 0.62 15.70 290.00 0.62 15.70 290.00 0.00 0.00 0.00 1.20 30.44 290.00 1.20 30.44 290.00 0.00 0.00 0.00 0.69 17.49 362.50 0.69 17.49 362.50 0.00 0.00 0.00 0.61 15.54 362.50 0.61 15.54 362.50 0.00 0.00 0.00 0.69 17.49 362.50 0.69 17.49 362.50 0.09 0.00 0.00 0.61 15.54 333.50 0.61 15.54 333.50 0.09 0.00 0.00 1.11 28.07 362.50 1.11 28.07 362.50 0.00 0.00 0.00 0.62 15.66 362.50 0.62 15.66 362.50 0.00 0.00 0.00 1.11 28.18 362.50 1.11 28.18 362.50 0.00 0.00 0.00 1.05 26.60 333.50 1.05 26.60 333.50 0.00 0.00 0.00 0.62 15.66 333.50 0.62 15.66 333.50 0.00 0.00 0.00 1.05 26.72 333.50 1.05 26.72 333.50 0.00 0.00 0.00 0.61 15.54 464.00 0.61 15.54 464.00 0.00 0.00 0.00 0.67 17.00 464.00 0.67 17.00 464.00 0.00 0.00 0.00 0.61 15.54 464.00 0.61 15.54 464.00 0.00 0.00 0.00 0.67 17.00 464.00 0.67 17.00 464.00 0.00 0.00 0.00 0.61 15.54 464.00 0.61 15.54 464.00 0.00 0.00 0.00 0.37 9.32 464.00 0.37 9.32 464.00 0.00 0.00 0.00 2.89 73.32 464.00 7.44 189.02 464.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam 0.800 -2.044 -4.036 +D+H -0.108 1.062 0.361 +D+L+H, LL Comb Run ('L) Software copyright ENERCALC,, ING.1sds [o1n euuo. ivaa. i av . 1.929 0.799 +D+L+H, LL Comb Run (U) 0.090 1.297 0.355 +D+L+H, LL Comb Run (LL) -0.148 2.163 0.793 +D+Lr+H, LL Comb Run rl-) -0.140 1.171 0.382 DESCRIPTION: B8.2 - (N) Aligned FI Bm at Garage 1.062 0.361 +D+Lr+H, LL Comb Run (LL) -0.140 1.171 0.382 +D+S+H -0.108 1.062 0.361 Max Stress Ratios -0.311 1.794 0.705 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.040 1.238 0.357 Moment Values -0.162 1.970 Shear Values Load Combination -0.287 C C C i C C m C t C L M fb F'b V iv F'v Segment Length Span # M V d FN 1.062 r 1.00 1.00 1.00 12.17 1,319.23 4825.60 2.75 69.94 464.00 Length = 8.0 ft 1 0.273 0.151 0.326 1.60 1.60 1.000 1.000 1.00 1.00 1.04 1.04 1.00 1.00 1.00 20.51 2,222.30 4825.60 5.96 151.27 464.00 Length = 20.0 ft 2 0.461 +D+0.750S+0.450W+H 1.000 1.00 1.04 1.00 1.00 1.00 0.361 +0.60D+0.60W+0.60H 0.00 0.00 0.00 0.00 +1.121 D+0.750L+0.7505+1.313E+4 -0.065 0.637 1.000 1.00 1.04 1.00 1.00 1.00 10.84 1,174.37 4825.60 2.32 58.99 464.00 Length =8.0 It 1 0.243 0.127 1.60 1.60 1.000 1.00 1.04 1.00 1.00 1.00 19.57 2,120.96 4825.60 5.66 143.72 464.00 Length =20.0ft 2 0.440 0.310 0.165 1.000 1.00 1.04 1.00 1.00 1.00 -0.625 2.068 0.00 0.00 0.00 0.00 +1.1210+0.750L+0.750S+1.313E+1 -2.608 1.60 1.000 1.00 1.04 1.00 1.00 1.00 12.27 1,329.13 4825.60 2.76 70.06 464.00 Length = 8.0 It 1 0.275 0.151 0.460 0.326 1.60 1.000 1.00 1.04 1.00 1.00 1.00 20.49 2,220.53 4825.60 5.95 151.16 464.00 Length = 20.0 It 2 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +0.4393D+1.750E+H 0.272 0.134 1.60 1.000 1.00 1.04 1.00 1.00 1.00 12.12 1,313.01 4825.60 2.45 62.11 464.00 Length =8.0ft 1 0.562 0.394 1.60 1.000 1.00 1.04 1.00 1.00 1.00 25.02 2,710.77 4825.60 7.21 183.03 464.00 Length = 20.0 It 2 Overall Maximum Deflections Span Max. "" DeFl Location in Span Load Combination Max. ^+°Den Location in Span Load Combination 1 0.0000 0.000 +D+0.750L+0.7505+0.5250E+H, LLC -0.0334 4.693 +D+0.70E+0.60H 2 0.3489 12.179 0.0000 4.693 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Supports Support2 Support3 Overall MINimum 0.800 -2.044 -4.036 +D+H -0.108 1.062 0.361 +D+L+H, LL Comb Run ('L) -0.346 1.929 0.799 +D+L+H, LL Comb Run (U) 0.090 1.297 0.355 +D+L+H, LL Comb Run (LL) -0.148 2.163 0.793 +D+Lr+H, LL Comb Run rl-) -0.140 1.171 0.382 +D+Lr+H, LL Comb Run (U) -0.108 1.062 0.361 +D+Lr+H, LL Comb Run (LL) -0.140 1.171 0.382 +D+S+H -0.108 1.062 0.361 +1)+0.750Lr+0.750L+H, LL Comb Run (" -0.311 1.794 0.705 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.040 1.238 0.357 +D+0.750Lr+0.750L+H, LL Comb Run (L -0.162 1.970 0.700 +D+0.750L+0.750S+H, LL Comb Run ('L -0.287 1.712 0.690 +D+0.750L+0.7505+H, LL Comb Run (L' 0.040 1.238 0.357 +D+0.750L+0.750S+H, LL Comb Run (LL -0.138 1.888 0.685 +D+0.60W+H -0.108 1.062 0.361 +D-0.60W+H -0.108 1.062 0.361 +D+0.750Lr+0.450W+H, LL Comb Run (• -0.132 1.144 0.376 +D+0.750Lr+0.450W+H, LL Comb Run (L -0.108 1.062 0.361 +D+0.750Lr+0.450W+H, LL Comb Run (L -0.132 1.144 0.376 +D+0.750Lr-0.450W+H, LL Comb Run (' -0.132 1.144 0.376 +D+0.750Lr-0.450W+H, LL Comb Run (L -0.108 1.062 0.361 +D+0.750Lr-0.450W+H, LL Comb Run (L -0.132 1.144 0.376 +D+0.750S+0.450W+H -0.108 1.062 0.361 +D+0.7505-0.450W+H -0.108 1.062 0.361 +0.60D+0.60W+0.60H -0.065 0.637 0.217 +0.60D-0.60W+0.60H -0.065 0.637 0.217 +D+0.70E+0.60H -0.668 2.493 3.187 +D-0.70E+0.60H 0.452 -0.368 -2.464 +D+0.750L+0.750S+0.5250E+H, LL Comb -0.707 2.785 2.809 +D+0.750L+0.750S+0.5250E+H, LL Comb -0.379 2.311 2.476 +D+0.750L+0.7505+0.5250E+H, LL Comb -0.558 2.961 2.804 +O+0,750L+0.750S-0.5250E+H, LL Comb 0.133 0.639 -1.429 +D+0.750L+0.750S-0.5250E+H, LL Comb 0.460 0.165 -1.762 +0+0.750L+0.750S0.5250E+H, LL Comb 0.282 0.815 -1.434 +0.60D+0.70E+H -0.625 2.068 3.042 +0.600-0.70E+H 0.495 -0.793 -2.608 D Only -0.108 1.062 0.361 Lr Only, LL Comb Run ('L) -0.032 0.109 0.020 Lr Only, LL Comb Run (L') Project Title: Engineer: Project ID: Project Descr: Beam File= C:lUsemICHRIST-210esktoplTEMPOR ilb2y/IbZUt.ecb Wood Beam Software copyright ENERCALC, INC. 19832019 Bui1d:10.19.1.30 r B8.2 - (N) Aligned FI Bun at Garage Vertical Reactions Support notation :Far left is#1 Values in KIPS Load Combination Support1 Support Support Lr Only, LL Comb Run (LL) -0.032 0.109 0.020 L Only, LL Comb Run (*L) -0.238 0.866 0.438 L Only, LL Comb Run (L*) 0.198 0.235 -0.006 L Only, LL Comb Run (LL) -0.040 1.101 0.432 S Only W Only W E Only -0.800 2.044 4.036 E Only * -1.0 0.800 -2.044 -4.036 H Only Project Title: Engineer: Project ID: Project Descr: Wood Beam 0.80& 1 softwamcoppght ENERCALC, INC. 198&2019BuIId:10.19.1.3u. 2x10 Section used for this span fb : Actual = 1,150.44 psi DESCRIPTION: 68.3 -Aligned (E) 2x10 at Garage FB: Allowable = 1,423.13psi Fv. : Allowable CODE REFERENCES +D+Lr 5.660ft Load Combination Location of maximum on span Location of maximum on span #'. aximum occurs = Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Span # where maximum occurs Load Combination Set: ASCE 7-16 Material Properties Fb + 900.0 psi E. Modulus of Elasticity Analysis Method: Allowable Stress Design Fb- 900.OPSI Ebend-xx 1,600.Oksi Load Combination ASCE 7-16 Fc -Prll 1,350.0 psi Eminbend -xx 580.Oksi Max Downward Total Deflection Fc - Perp 625.0 psiFv Ratio= Wood Species : DouglasFir-Larch 777>=240 180.Opsi Wood Grade : No.2 Ft 575.0 psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase Ratio= 0 <240 D(0 01995 L(00532) o 2x10 Span = 7.833 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 It, (Floor) Point Load : D = 0.550, Lr = 0.670 k @ 5.667 ft, Jr) SUMMARY A Service loads entered. Load Factors will be applied for calculations. DESIGN Maximum Bending Stress Ratio = 1m 0.80& 1 Maximum Shear Stress Ratio Section used for this span 2x10 Section used for this span fb : Actual = 1,150.44 psi fv : Actual FB: Allowable = 1,423.13psi Fv. : Allowable Load Combination = +D+Lr 5.660ft Load Combination Location of maximum on span Location of maximum on span #'. aximum occurs = Span # 1 Span # where maximum occurs 7 �S = 0.462 : 1 2x10 = 103.88 psi = 225.00 psi +D+0.750Lr+0750L '... = 7.090 ft = Span # 1 Span ere Maximum Deflection Max Downward Transient Deflection 0.056 in Ratio= 1690>=480 ''.. Max Upward Transient Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.121 in Ratio= 777>=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations Moment values Shearyalues Load Combination Max Stress Ratios _M__V Cd C C i Cr C m C C t L M fb FibfvFv Segment Length Span # FN 0.00 0.00 0.00 0.00 0.0 D Only Length=7.83311 1 0.549 0.314 0.90 1.100 1.00 1.15 1.00 1.00 1.00 1.00 562.13 1024.65 0.47 0.00 50.89 0.00 162.00 0.00 +D+L 1.00 1.100 1.00 1.100 1.00 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.33 745.64 0.00 1138.50 0.64 69.14 180.00 Length =7.833 It 1 0.655 0.384 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+Lr 1 0.808 0.459 1.25 1.100 1.00 1.15 1.00 1.00 1.00 2.05 1,150.44 1423.13 0.96 103.30 225.00 Length = 7.833 ft 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750Lr+0.750L 0.802 0.462 1.25 2.03 1,141.00 1420.00 10000 225.00 Length =7.8331t 1 1100 1.00 115 1.00 1.00 1.00 0.00 0.00 +D+0.750L . Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 68.3 - Aligned (E) 2x10 at Garage 0.208 0.208 D Only 0.242 0.488 +D+L 0.450 Max Stress Ratios +D+Lr 0.427 0.973 +D+0.750Lr+0.750L 0.537 Moment Values +D+0.750L Shear Values Load Combination -w-V Cd C C i Cr C in C t C L M fb Flo V fv F'v Segment Length Span # ft 1 0.534 0.312 FN 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.25 699.77 1309.28 0.60 64.58 207.00 Length =7.833 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750Lr Length = 7.833 ft 1 0.551 0.313 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.79 1,003.36 1821.60 0.83 90.20 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +0.60D Length = 7.833 It 1 0.185 0.106 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.60 337.28 1821.60 0.28 30.54 288.00 Overall Maximum Deflections Load Combination Span Max. "" DeFl Location in Span Load Combination Max. "+^ Dell Location in Span +D+0.750Lr+0.750L 1 0.1208 4.231 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINIMUM 0.208 0.208 D Only 0.242 0.488 +D+L 0.450 0.696 +D+Lr 0.427 0.973 +D+0.750Lr+0.750L 0.537 1.008 +D+0.750L 0.398 0.644 +D+0.750Lr 0.381 0.851 +0.60D 0.145 0.293 Lr Only 0.185 0.485 L Only 0.208 0.208 Project Title: Engineer: Project ID: Project Descr: Wood Beam IN: B9- (N) Dr Bm at Garage Software 30 . Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 __. -_.. 0.9221 _ _. _.. Maximum Shear Stress Ratio Load Combination Set: ASCE 7-16 0.741 :1 Section used for this span Material Properties Section used for this span Analysis Method: Allowable Stress Design Fb+ Fb- 2,900.0 psi 2,900.0 psi E: Modulus of Elasticity Ebend-xx 2,200.Oksi Load Combination ASCE 7-16 Fc - Pill 2:900.0 psi Eminbend -xx 1,118.19ksi Woad Species : iLevel Truss Joist Fc - Perp Fv 750.0 psi 290.0 psi Wood Grade : Parallam PSL 2.2E Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling +D+L Load Combination _ D(1.72) Lr(0914), L(0.828) E(1.07) +D+L '.. 0.000ft Location of maximum on span = D(1.28)I Lr(1.8) 5.25x14.0 Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.6240, Lr = 0.0820, L = 0.8260 , Tributary Width =1.0 ft, (BB Line Load) Point Load : D =1.280, Lr = 1.80 k @ 11.917 ft, (B8.1) Point Load : D = 1.720, Lr = 0.9140, L = 0.8280, E = 1.070 k @ 2.330 ft, (B16) DESIGNJumfws+nr Maximum Bending Stress Ratio = __. -_.. 0.9221 _ _. _.. Maximum Shear Stress Ratio _._.. = 0.741 :1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 214.94 psi fb : Actual = 2,628.59psi fv, : Actual - = 290.00 psi FB: Allowable = 2,850.80psi Fv: Allowable Load Combination +D+L Load Combination = +D+L '.. 0.000ft Location of maximum on span = 6.553ft Location of maximum on span - San # 1 P Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.249 in Ratio = 650>=360 ''... Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.477 in Ratio = 339>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Max Stress Ratios Moment values Shear values Load Combination Span # -M--V Cd C FN C i Cr C m C t C L M @ Fb V fv Fv Segment Length 0.00 0.00 0.00 0.00 D Only Length =13.451 ft 1 0.485 0.407 0.90 0.983 1.00 1.00 1.00 1.00 1.00 17.77 1,243.59 2565.72 5.21 106.27 261.00 106.27 261.00 Length =0.04927 it 1 0.008 0.407 0.90 0.983 1.00 1.00 1.00 1.00 1.00 0.28 19.92 2565.72 0.00 5.06 0.00 0.00 0.00 +D+L 1 0.922 0.741 1.00 0.983 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 37.57 2,628.59 2850.80 10.53 214.94 290.00 Length =13.451 ft Length = 0.04927 ft 1 0.014 0.741 1.00 0.983 1.00 1.00 1.00 1.00 1.00 0.57 39.56 2850.80 9.84 214.94 290.00 0.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 +D+Lr Length =13.451 ft 1 0.434 0.409 1.25 0.983 1.00 1.00 1.00 1.00 1.00 22.12 1,547.75 3563.50 7.27 148.33 362.50 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 139 - (N) Dr Bm at Garage Overall MAXimum 12.201 11.808 Overall MINimum -0.885 -0.185 D Only 5.941 5.794 +D+L 12.201 11.512 +D+Lr 7.461 8.094 +D+0.750Lr+0.750L 11.777 11.808 +D+0.750L 10.636 10.083 +D+0.750Lr 7.081 7.519 Moment Values 3.476 +D+0.70E Shear Values Load Combination +D -0.70E Max Stress -W--v Ratios +D+0.750L+0.5250E 11.101 10.180 +D+0.750L-0.5250E 10.171 9.986 +0.60D+0.70E 4.184 to F'b V tv F'v Segment Length Span # L Only 6.261 Cd C FN C i Cr C m C t C L M Length=0.04927It 1 0.008 0.409 1.25 0.983 1.00 1.00 1.00 1.00 1.00 0.40 27.84 3563.50 7.27 148.33 362.50 0.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 +D+0.75DLr+0.750L 1.25 0.983 1.00 1.00 1. 00 1.00 1.00 35.88 2,50.43 3563.50 10.30 210.27 362.50 Length= 13.451 ft 1 0.704 0.580 0.983 1.00 1.00 1.00 1.00 1.00 0.58 40.59 4 3563.50 10.30 210.27 362.50 Length = 0.04927 ft 1 0.011 0.580 1.25 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750L 0.563 1.15 0.983 0.983 1.00 1.00 1.00 1.00 1.00 1.00 32.62 2,282.34 3278.42 9.20 187.77 333.50 Length =13.451 It 1 0.696 1.00 1.00 1.00 1.00 0.50 34.65 3278.42 8.65 187.77 333.50 Length = 0.04927 It 1 0.011 0.563 1.15 0.983 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750Lr 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 21.03 1,471.68 4561.28 6.72 137.07 464.00 Length =13.451 It 1 0.323 0.295 1.60 0.983 1.00 1.00 1.00 1.00 0.37 25.86 4561.28 6.72 137.07 464.00 Length = 0.04927 It 1 0.006 0.295 1.60 0.983 1.00 0.00 0.00 0.00 0.00 +0.601) 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.66 746.16 4561.28 3.12 63.76 464.00 Length =13.451 It 1 0.164 0.137 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.17 11.95 4561.28 3.04 63.76 464.00 Length = 0.04927 It 1 0.003 0.137 1.60 0.983 1.00 0.00 0.00 0.00 0.00 +D+1.750E 0.983 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 20.11 1,407.01 4561.28 6.76 137.89 464.00 Length =13.451 It 1 0.308 0.297 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.30 21.03 4561.28 5.38 137.89 464.00 Length = 0.04927 ft 1 0.005 0.297 1.60 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750L+1.313E 0.983 0.983 1.00 1.00 1.00 1.00 1.00 1.00 34.33 2,401.84 4561.28 10.36 211.48 464.00 Length =13.451 it 1 0.527 0.456 1.60 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.51 35.49 4561.28 8.89 211.48 464.00 Length = 0.04927 It 1 0.008 0.456 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +0.60D+1.750E 0.200 0.206 1.60 0.983 1.00 1.00 1.00 1.00 1.00 13.05 913.33 4561.28 4.67 95.38 464.00 Length =13.451 ft 1 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.19 13.07 4561.28 3.36 95.38 464.00 Length = 0.04927 It 1 0.003 0.206 Overall Maximum DeflectionsM + "" Deg Location in Span Load Combination Span Max. "" DeFl Location in Span Load Combination ax. ^ ^^^ Vertical Reactions Load Combination Support 1 Support notation: Far left is#1 Values in KIPS Support 2 Overall MAXimum 12.201 11.808 Overall MINimum -0.885 -0.185 D Only 5.941 5.794 +D+L 12.201 11.512 +D+Lr 7.461 8.094 +D+0.750Lr+0.750L 11.777 11.808 +D+0.750L 10.636 10.083 +D+0.750Lr 7.081 7.519 +0.601 3.564 3.476 +D+0.70E 6.560 5.923 +D -0.70E 5.321 5.665 +D+0.750L+0.5250E 11.101 10.180 +D+0.750L-0.5250E 10.171 9.986 +0.60D+0.70E 4.184 3.606 +0.60D -0.70E 2.945 3.347 Lr Only 1.521 2.300 L Only 6.261 5.718 E Only 0.885 0.185 E Only' -1.0 -0.885 -0.185 Project Title: Engineer: Project ID: Project Descr: Beam )ESCRIPTION: B10 -(N) FI Bm over Family CnnF RFFFRFNCFS Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties 0.930 1 Analysis Method: Allowable Stress Design Fb+ Fb- 2,900.0 psi 2,900.0 psi E: Modulus of Elasticity Ebend-xx 2,200.Oksi Load Combination ASCE 7-16 Fc -Prll 2,900.0 psi Eminbend -xx 1,118.19ksi Wood Species : Level Truss Joist Fc - Perp Fv 750.0 psi 290.0 psi Wood Grade : Parallam PSL 2.2E Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling fv : Actual = _D(0.31) Lr(0.38) 196.94 psi FB : Allowable = 3.5x11.875 Span = 13.333 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 7.250 ft, (Floor Left) Point Load : D=1.270, Lr = 0.830, L = 1.40 k @ 3.50 ft, (B11) Point Load : D=1.370, Lr =1.630 k @ 3.750 ft, (B12) Point Load: D=0.310, Lr=0.380k@6.50ft,(B12.1) NSUMMARY Service loads entered. Load Factors will be applied for calculations_ DESIG Maximum Bending Stress Ratio = 0.930 1 Maximum Shear Stress Ratio = 0.679 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x71.875 fb : Actual = 2,697.96psi fv : Actual = 196.94 psi FB : Allowable = 2,900.00psi Fv :Allowable = 290.00 psi Load Combination +D+L Load Combination- +D+L 0.000ft Location of maximum on span = 4.428ft Location of maximum on span _ - Span # 1 Span It where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.273 in Ratio = 585>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.601 in Ratio = 266>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 ',..... Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fib V fv Fv 0.00 0.00 0.00 0.00 D Only Length =13.284 ft 1 0.540 0.383 0.90 1.000 1.00 1.00 1.00 1.00 1.00 9.67 1,410.26 2610.00 2.77 100.09 261.00 Length = 0.04866 ft 1 0.005 0.383 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.08 11.92 2610.00 1.56 100.09 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.284 ft 1 0.930 0.679 1.00 1.000 1.00 1.00 1.00 1.00 1.00 18.49 2,697.96 2900.00 5.46 196.94 290.00 Length = 0.04866 ft 1 0.010 0.679 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 28.20 2900.00 3.58 196.94 290.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: B10 - (N) FI Bm over Family File = CAUserskuHNIs I-[luesKmp Software copyright ENERCALC,INC. Load Combination Support 1 Max Stress Ratios Overall MAXimum 6.600 4.053 Overall MINimum 2.966 2.301 D Only Moment Values 1.682 +D+L Shear Values Segment Length Span # M V Cd C RV C i C r C In C t C L M fib F'b V fv F'v Length =13.284 h 1 0.679 0.473 1.25 1.000 1.00 1.00 1.00 1.00 1.00 16.88 2,461.76 3625.00 4.75 171.49 362.50 Length = 0.04866 It 1 0.005 0.473 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.12 18.03 3625.00 2.42 171.49 362.50 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.284 ft 1 0.870 0.624 1.25 1.000 1.00 1.00 1.00 1.00 1.00 21.62 3,154.16 3625.00 6.27 226.28 362.50 Length = 0.04866 it 1 0.008 0.624 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.20 28.71 3625.00 3.72 226.28 362.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.284 it 1 0.711 0.518 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.26 2,371.32 3335.00 4.79 172.73 333.50 Length = 0.04866 it 1 0.007 0.518 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.17 24.13 3335.00 3.08 172.73 333.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.284 It 1 0.474 0.331 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.07 2,198.89 4640.00 4.26 153.64 464.00 Length = 0.04866 it 1 0.004 0.331 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.11 16.50 4640.00 2.21 153.64 464.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.284It 1 0.182 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.80 846.16 4640.00 1.66 60.05 464.00 Length = 0.04866 It 1 0.002 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 7.15 4640.00 0.94 60.05 464.00 Overall Maximum Deflections Load Combination Span Max. "" Deg Location in Span Load Combination Max. '+' Dell Location in Span +D+0.750Lr+0.750L 1 0.6005 6.277 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.600 4.053 Overall MINimum 2.966 2.301 D Only 2.892 1.682 +D+L 5.858 3.982 +D+Lr 4.870 2.543 +D+0.750Lr+0.750L 6.600 4.053 +D+0.750L 5.116 3.407 +D+0.750Lr 4.376 2.328 +0.601 1.735 1.009 Lr Only 1.978 0.862 L Only 2.966 2.301 Project Title: Engineer: Project ID: Project Descr: INOod Beam DESCRIPTION: B11 - (N) FI Bm at Stairs CODE REFERENCES Maximum Shear Stress Ratio Solime copyright ENERCALC, INC. 1983-2019 Build;10.19.1.30. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Section used for this span 1,351.44psi Load Combination Set: ASCE 7-16 2,325.00psi Fv : Allowable Material Properties Load Combination 5.978ft Analysis Method: Allowable Stress Design Fb+ Fb - 2325 psi 2325 psi E: Modulus of Elasticity Ebend- xx 1550ksi Load Combination ASCE 7-16 Fc -Prll 2050 psi Eminbend -xx 787.815ksi Wood Species : !Level Truss Joist Fc - Perp Fv 800 psi 310 psi 0.471 in Wood Grade : TimberStrand LSL 1.55E Ft 1070 psi Density 45.01 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling _._ M fib Fb D(0.95) Lr(12) fv _..._ _. D 0.075 L(0-2) 3.5x11.875 Span = 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 4.333 ft, Tributary Width = 5.0 ft, (Floor) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 4.333 -->> 12.833 ft, Tributary Width = 5.0 ft, (Floor) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent =12.833 -->> 14.0 ft, Tributary Width = 5.0 ft, (Floor) Point Load : D = 0.950, Lr =1.20 k @ 4.333 ft, (87) 1ximum Bending Stress Ratio = Section used for this span fb : Actual = FB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.581: 1 Maximum Shear Stress Ratio 3.5x11.875 Section used for this span 1,351.44psi fv:Actual 2,325.00psi Fv : Allowable +D+L Load Combination 5.978ft Location of maximum on span Span # 1 Moment Values Span # where maximum occurs 0.230 in Ratio = 731 >=360 0.000 in Ratio= 0<360 0.471 in Ratio= 356>=240 0.000 in Ratio= 0<240 0.279 : 1 3.5x11.875 86.34 psi 310.00 psi +D+L = 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Max Stress Ratios Moment Values Shear Values Load Combination M V Cd C C i Cr C m C t C L M fib Fb V fv Fv Segment Length Span # FN 0.00 0.00 0.00 0.00 D Only Length =14.0 It 1 0.327 0.153 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.68 683.39 2092.50 1.19 42.82 279.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+L Length =14.0 it 1 0.581 0.279 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.26 1,351.44 2325.00 2.39 86.34 310.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+Lr Length = 14.0 ft 1 0.415 0.186 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.27 1,206.60 2906.25 2.02 72.73 387.50 Project Title: Engineer: Project ID: Project Descr: file= BeamSoflwar DESCRIPTION: B11 - (N) FI Bm at Stairs Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C l C L M fi F'b V fv Fb +6+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 It 1 0.528 0.253 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.53 1,535.77 2906.25 2.71 97.89 387.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.440 0.212 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.07 1,177.34 2673.75 2.09 75.46 356.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.289 0.132 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.37 1,075.80 3720.00 1.81 65.25 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.110 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.81 410.03 3720.00 0.71 25.69 496.00 Overall Maximum Deflections Max. ^+ Den Location in span Load Combination Span Max. "-" Deft Location in Span Load Combination +D+0.750Lr+0.750L 1 0.4711 6.745 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 VvUlall vlry lllt.... 1.400 1.400 Overall MINimum 1.272 0.910 D Only 2.672 2.310 +D+L 2.101 1.281 +D+Lr 2.943 2.239 +D+0,750Lr+0.750L 2.322 1.960 +D+0.750L 1.893 1.189 +D+0.750Lr 0.763 0.546 +0.60D 0.829 0.371 Lr Only 1.400 1.400 L Only Project Title: Engineer: Project ID: Project Descr: Beam DESCRIPTION: B12 - (N) Aligned FJ under Wall 0.210 in Beam self weight calculated and added to loads Max Upward Transient Deflection CODE REFERENCES Point Load: D =1.770, Lr = 2.150 k @ 10.917 ft, (B5) Max Downward Total Deflection DESIGN SUMMARY Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Maximum Bending Stress Ratio = 0.556: 1 Section used for this span 3.5x11.875 Load Combination Set: ASCE 7-16 fb:Actual = 1,615.67psi FB: Allowable = Material Properties Fb + 2325 psi E: Modulus of Elasticity Analysis Method: Allowable Stress Design Fb - 2325 psi Ebend- xx 1550ksi Load Combination ASCE 7-16 Fc -Prll 2050 psi Eminbend -xx 787.815ksi Wood Species : Level Truss Joist Fc - Perp Fv 800 psi 310 psi 1.00 Wood Grade : TimberStrand LSL 1.55E Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.77)iLr(2.15) 1.00 3.5x11.875 Span = 14.417 ft Applied Loads 0.210 in Beam self weight calculated and added to loads Max Upward Transient Deflection Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.60 ft, (Floor) Point Load: D =1.770, Lr = 2.150 k @ 10.917 ft, (B5) Max Downward Total Deflection DESIGN SUMMARY Ratio = Maximum Bending Stress Ratio = 0.556: 1 Section used for this span 3.5x11.875 fb:Actual = 1,615.67psi FB: Allowable = 2,906.25psi Load Combination = +D+Lr 10.892ft Location of maximum on span = Span # 1 Span # where maximum occurs 1.00 Deflection +D+L Length =14.417 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max MUM Max Downward Transient Deflection 0.210 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.439 in Ratio = Max Upward Total Deflection 0.000 in Ratio= 823>=360 0 <360 394>=240 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Sooment Length Span # M V Cd C FN C i Cr C m C t C L Moment Va m D Only Length =14.417 ft 1 0.376 0.203 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.39 1.000 1.00 1.00 1.00 1.00 1.00 +D+L Length =14.417 ft 1 0.415 0.230 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.62 1.000 1.00 1.00 1.00 1.00 1.00 +D+Lr Length =14.417 ft 1 0.556 0.298 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.08 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length =14.417 ft 1 0.531 0.288 1.25 10.58 1,000 1.00 1+00 1.00 1.00 1.00 +D+0.750L = 0.298 : 1 3.5x11.875 = 115.49 psi = 387.50 psi +D+Lr 13.470 ft = Span # 1 0.00 786.34 2092.50 0.00 965.59 2325.00 0.00 1,615.67 2906.25 0.00 1,542.77 2906.25 0.00 V fv 0.00 0.00 1.57 56.73 0.00 0.00 1.97 71.19 0.00 0.00 3.20 115.49 0.00 0.00 3.09 111.65 0.00 0.00 Fv 0.00 279.00 0.00 310.00 0.00 387.50 0.00 367.50 0.00 Project Title: Engineer: Project ID: Project Descr: File=C:IUsemICHRIST-21DesktoplTEMPOR-11629716297.ec6 - Wood Beam Software copyright ENERCALC, INC. 1963-2019, Build:10.19.1.30. DESCRIPTION: B12 - (N) Aligned FJ under Wall 0.461 D Only 0.696 1.607 +D+L 1.158 2.068 +D+Lr 1.218 3.235 Load Combination Max Stress Ratios 3.174 +D+0.750L 1.042 1.953 +D+0.750Lr 1.088 2.828 Moment Values 0.418 0.964 Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M t Fin V fv F'v Length =14.417 ft 1 0.344 0.190 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.31 920.78 2673.75 1.87 67.58 356.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.417 it 1 0.379 0.203 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.65 1,408.34 3720.00 2.79 100.80 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.417 ft 1 0.127 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.23 471.81 3720.00 0.94 34.04 496.00 Overall Maximum Deflections Load Combination Span Maz. "" Deft Location in Span Load Combination Max. Y' Deft Location in Span +D+0.750Lr+0.750L 1 0.4389 7.893 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS --A r-ki.,=e„n SUDDort 1 Support 2 _ Overall MIN1mum 0.461 0.461 D Only 0.696 1.607 +D+L 1.158 2.068 +D+Lr 1.218 3.235 +D+0.750Lr+0.750L 1.434 3.174 +D+0.750L 1.042 1.953 +D+0.750Lr 1.088 2.828 +0.60D 0.418 0.964 Lr Only 0.522 1.628 L Only 0.461 0.461 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: B12.1 - (N) Aligned FJ under Wall 0.067 in Beam self weight calculated and added to loads Max Upward Transient Deflection CODE REFERENCES =1.60 ft, (Floor) Point Load : D = 0.410, Lr = 0.50 k @ 10.917 it, (B5) 0.147 in Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Max Upward Total Deflection Maximum Bending Stress Ratio = 0.553: 1 Load Combination Set: ASCE 7-16 2-204 fb : Actual = 448.24psi Material Properties 810.00psi Load Combination +D+L Analysis Method: Allowable Stress Design Fb + Fb- 900.0 psi 900.0 psi E: Modulus of Elasticity Ebend-xx 1,600.Oksi Load Combination ASCE 7-16 Fc -Prll 1,350.0 psi Eminbend -xx 580.Oksi Wood Species : Douglas Fir -Larch Fc - Perp Fv 625.0 psi 180.0 psi 1.00 Wood Grade : No.2 Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 0.149 1.25 0.900 1.00 D(0.41), Lr(0.5).. 2-2x14 Span = 14.417 ft Applied Loads 0.067 in Beam self weight calculated and added to loads Max Upward Transient Deflection Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.60 ft, (Floor) Point Load : D = 0.410, Lr = 0.50 k @ 10.917 it, (B5) 0.147 in DESIGN SUMMARY Max Upward Total Deflection Maximum Bending Stress Ratio = 0.553: 1 Section used for this span 2-204 fb : Actual = 448.24psi FB : Allowable = 810.00psi Load Combination +D+L Location of maximum on span = 8.261 It Span # where maximum occurs = Span # 1 Mm Deflection 1.00 Serviceloads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs aximu Max Downward Transient Deflection 0.067 in Ratio = Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.147 in Ratio= Max Upward Total Deflection 0.000 in Ratio= 2572>=360 0 <360 1180 >=240 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L D Only Length = 14.417 ft 1 +D+L Length = 14.417 ft 1 +D+Lr Length = 14.417 ft 1 +D+0.750Lr+0.750L Length=14.417 it 1 +D+0.750L 0.322 0.119 0.90 0.900 1.00 1.00 1.00 1.00 1.00 19.29 162.00 0.00 0.900 1.00 1.00 1.00 1.00 1.00 0.553 0.190 1.00 0.900 1.00 1.00 1.00 1.00 1.00 41.16 225.00 0.00 0.900 1.00 1.00 1.00 1.00 1.00 0.409 0.149 1.25 0.900 1.00 1.00 1.00 1.00 1.00 0.900 1.00 1.00 1.00 1.00 1.00 0.499 0.183 1.25 0.900 1.00 1.00 1.00 1.00 1.00 0.900 1.00 1.00 1.00 1.00 1.00 Moment mffiwB-� 0.190 : 1 I 2-2x14 = 34.16 psi 180.00 psi +D+L 13.365ft Span # 1 M fb F'b fv Fv 0.00 1.72 234.69 729.00 19.29 162.00 0.00 3.28 448.24 810.00 34.16 180.00 0.00 3.03 414.53 1012.50 33.58 225.00 0.00 3.69 504.91 1012.50 41.16 225.00 0.00 Shear Values V fv Fv 0.00 0.00 0.00 0.51 19.29 162.00 0.00 0.00 0.00 0.91 34.16 180.00 0.00 0.00 0.00 0.89 33.58 225.00 0.00 0.00 0.00 1.09 41.16 225.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Load Combination Max Stress Ratios Support2 Overall MAXimum 0.796 1.176 Overall MINimum 0.461 Moment Values D Only Shear Values Load Combination M V Cd C C i Cr C in C t C L M ib Ph V tv F'v Segment Length Span # 0.892 FN 0.426 0.830 +0.60D 0.201 0.327 Lr Only 0.121 0.379 Length = 14.417 ft 1 0.422 0.147 1.15 0.900 1.00 1.00 1.00 1.00 1.00 2.87 392.80 931.50 0.81 30.44 207.00 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750Lr Length =14.417 ft 1 0.285 0.104 1.60 0.900 1.00 1.00 1.00 1.00 1.00 2.70 369.35 1296.00 0.80 30.01 288.00 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +0.60D Length =14.417 ft 1 0.109 0.040 1.60 0.900 1.00 1.00 1.00 1.00 1.00 1.03 140.81 1296.00 0.31 11.58 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Detl Location in Span Load Combination Max. "+" Deft Location in Span +D+0.750Lr+0.750L 1 0.1465 7.577 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support Support2 Overall MAXimum 0.796 1.176 Overall MINimum 0.461 0.461 D Only 0.335 0.546 +D+L 0.796 1.007 +D+Lr 0.456 0.924 +D+0.750LT+0.750L 0.772 1.176 +D+0.750L 0.681 0.892 +D+0.750Lr 0.426 0.830 +0.60D 0.201 0.327 Lr Only 0.121 0.379 L Only 0.461 0.461 Project Title: Engineer: Project ID: Project Descr: d Beam DESCRIPTION: B13 - (N) Hdr at Family Room CODE REFERENCES Maximum Shear Stress Ratio Beam self weight calculated and added to loads Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 1 0.00 Uniform Load : Load Combination Set: ASCE 7-16 Lr = 0.020 ksf, Extent = 0.0 -->> 3.250 ft, Tributary Width = 4.750 ft, (Roof) Uniform Load : D = 0.0120, Material Properties Uniform Load : D = 0.0120, Lr = 0.020 ksf, Extent =11.250 -->> 11.917 ft, Tributary Width = 4.750 ft, (Roof) Analysis Method: Allowable Stress Design Fb+ Fb 2,325.0 psi 2,325.0 E: Modulus of Elasticity Ebend- xx 1,550.Oks! Load Combination ASCE 7-16 - Fc -Prll psi 2,050.0 psi Eminbend -xx 787.82ksi Wood Species : iLevel Truss Joist Fc - Perp Fv 800.0 psi 310.0 psi Ratio= Wood Grade : TimberStrand LSL 1.55E Fl 1,070.0 psi Density 45.010pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(006 Lr 0.1) D(0.087) Lr(0.145) '.. a D(0 075) L10.2) a a D o 135 noc, 3.5X11.25 Span= 11.917 ft A L d Service loads entered. Load Factors will be applied for calculations. Applte oa s Maximum Shear Stress Ratio Beam self weight calculated and added to loads Load for Span Number 1 0.00 Uniform Load : D = 0.0120, Lr = 0.020 ksf, Extent = 0.0 -->> 3.250 ft, Tributary Width = 4.750 ft, (Roof) Uniform Load : D = 0.0120, Lr = 0.020 ksf, Extent = 3.250 -->> 11.250 ft, Tributary Width = 5.750 ft, (Roof) Uniform Load : D = 0.0120, Lr = 0.020 ksf, Extent =11.250 -->> 11.917 ft, Tributary Width = 4.750 ft, (Roof) Uniform Load : D = 0.0150 ksf, Tributary Width = 9.0 ft, (Ext Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 3.250 ft, Tributary Width = 5.0 ft, (Floor) Uniform Load : D = 0.0120, Lr= 0.020 ksf, Extent = 3.250 -->> 11.250 ft, Tributary Width = 7.250 ft, (Roof) Uniform Load : D = 0.0120, Lr = 0.020 ksf, Extent =11.250 -->> 11.917 ft, Tributary Width = 5.0 ft, (Roof) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.531: 1 Maximum Shear Stress Ratio 3.5x11.25 F'b Section used for this span 1,543.31 psi 0.00 fv : Actual 2,906.25psi 2092.50 Fv, : Allowable +D+Lr 0.00 Load Combination 6.089ft Location of maximum on span Span # 1 Span # where maximum occurs 0.164 in Ratio= 871 >=360 0.000 in Ratio = 0 <360 0.376 in Ratio= 380>=240 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i C r D Only Length =11.917 ft 1 0.413 0.208 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Moment Values Cm C1 CL M fb 1.00 1.00 1.00 5.32 864.18 1.00 1.00 1.00 ®- . 0.271 : 1 3.5x11.25 = 105.15 psi '... = 387.50 psi +D+Lr 11.004ft Span # 1 Shear Values F'b V fv F'v 0.00 0.00 0.90 9.00 2092.50 1.52 57.92 279.00 0.00 0.00 0.00 0.00 Wood Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: B13 - (N) Hdr at Family Room 2.974 3.205 0.561 0.089 1.739 1.771 Load Combination 1.860 Max Stress Ratios 3.205 2.974 2.913 2.160 1.838 2.553 2.847 Segment Length Span # M V C d C FN C i Cr C m C t C L Length = 11.917 it 1 0.409 0.229 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+Lr 1.77 67.36 356.50 1.000 1.00 1.00 1.00 1.00 1.00 Length =11.917 it 1 0.531 0.271 1.25 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L 0.00 3.19 518.51 1.000 1.00 1.00 1.00 1.00 1.00 Length =11.917 it 1 0.495 0.247 1.25 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length =11.917 R 1 0.348 0.189 1.15 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length =11.917 it 1 0.369 0.188 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length =11.917 it 1 0.139 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max.'-" Deg Location in Span Load Combination Vertical Reactions Overall MlNimum D Only +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +D+0.750Lr +0.60D Lr Only L Only Support notation : Far left is #1 Support Support 2.974 3.205 0.561 0.089 1.739 1.771 2.301 1.860 2.824 3.205 2.974 2.913 2.160 1.838 2.553 2.847 1.043 1.063 1.085 1.434 0.561 0.089 Moment Values Shear Values M Po F'b V N F'v 5.85 951.65 2325.00 1.86 70.96 310.00 0.00 0.00 0.00 0.00 9.49 1,543.31 2906.25 2.76 105.15 387.50 0.00 0.00 0.00 0.00 8.84 1,437.19 2906.25 2.52 95.87 387.50 0.00 0.00 0.00 0.00 5.72 929.39 2673.75 1.77 67.36 356.50 0.00 0.00 0.00 0.00 8.45 1,373.47 3720.00 2.45 93.34 496.00 0.00 0.00 0.00 0.00 3.19 518.51 3720.00 0.91 34.75 496.00 Max. Y Dail Values in KIPS 0.000 Project Title: Engineer: Project ID: Project Descr: Wood Beam - DESCRIPTION: B14- (N) Hdr at Living Room CODE REFERENCES Flle=G:IusaajumKls-[wesmoputmrun imanno m.cuo . Softmmcopydght ENERCALC, INC. 198&2019, Build 10197.90.. Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 0.458 : 1 Section used for this span Load Combination Set: ASCE 7-16 4x8 Section used for this span Material Properties fb : Actual = 1,191.64psi Analysis Method: Allowable Stress Design Fb+ 900 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900 psi Ebend-xx 1600ksi 225.00 psi Fc -Prll 1350 psi Eminbend -xx 580ksi Wood Species : Douglas Fir -Larch Fc - Perp Fv 625 psi 180 psi Location of maximum on span = Wood Grade : No.2 Fl 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Span # where maximum occurs = _._ _... _.. D(0 1))1402) Span # 1 D(0.75)L1(0.73) D(0.05625) L 0.15) D(0.045) Lr(0 075) 48 Span = 8 250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0120, Lr= 0.020 ksf, Tributary Width = 3.750 ft, (Roof) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 1.250 ft, Tributary Width = 3.750 ft, (Floor) Point Load: D = 0.450 k @ 1.250 ft, (Wall) Point Load : D = 0.20, Lr = 0.20 k @ 1.250 ft, (Roof Abv.) Point Load : D = 0.750, Lr = 0.730 k @ 6.50 it, (B18) Maximum Bending Stress Ratio _ 0.818 1 Maximum Shear Stress Ratio = 0.458 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 1,191.64psi fv : Actual = 102.99 psi FB : Allowable = 1,462.50psi Fv : Allowable = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr 7.648ft Location of maximum on span = 5.570ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.104 in Ratio = 947>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.220 in Ratio= 449>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C in C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length =8.250 it 1 0.574 0.336 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.54 604.42 1053.00 0.92 54.36 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 It 1 0.532 0.329 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.59 622.05 1170.00 1.00 59.27 180.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 it 1 0.815 0.458 1.25 1.300 1.00 1.00 1.00 1.00 1.00 3.04 1,191.64 1462.50 1.74 102.99 225.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: B14 - (N) Hdr at Living Room 0. 014 D Only 0.984 0.903 +D+L 1.157 0.917 +D+Lr 1.618 1.818 +D+0.750Lr+0.750L 1.589 1.600 +D+0.750L 1.114 0.914 +D+0.750Lr 1.459 1.589 +0.60D 0.590 Moment Values 0.634 0.915 Shear Values Load Combination Max Stress Ratios Cd C C i Cr C m C t C L M ro F'b V tv F'v Segment Length Span # M V FN 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750Lr+0.750L 0.722 0.403 1.25 1.300 1.300 1.00 1.00 1.00 1.00 1.00 1.00 2.70 1,056.19 1462.50 1.54 90.77 225.00 Length = 8.250 ft 1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750L 1 0.459 0.280 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.58 617.49 1345.50 0.98 58.04 207.00 Length = 8.250 ft 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750Lr 0.558 0.313 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.67 1,044.58 1872.00 1.52 90.14 288.00 Length = 8.250 ft 1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +0.60D Length = 8.250 It 1 0.194 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.93 362.65 1872.00 0.55 32.62 288.00 Overall Maximum Deflections '+' Deft Location in Span Load Combination Span Max. =" Deft Location in Span Load Combination n nnn Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MIN! mum 0.173 0. 014 D Only 0.984 0.903 +D+L 1.157 0.917 +D+Lr 1.618 1.818 +D+0.750Lr+0.750L 1.589 1.600 +D+0.750L 1.114 0.914 +D+0.750Lr 1.459 1.589 +0.60D 0.590 0.542 Lr Only 0.634 0.915 L Only 0.173 0.014 Project Title: Engineer: Project ID: Project Descr: file= DESCRIPTION: B15 - (N) Hdr at Garage, OOP Wind CODE REFERENCES Ratio= Maximum Shear Stress Ratio = 0.056 : 1 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 11.250 X 5.50 fv : Actual = 15.14 psi '.... Load Combination Set: ASCE 7-16 = 272.00 psi Load Combination +0.60W '.... Material Properties = 15.998 ft Span # where maximum occurs = Span # 1 '........ Analysis Method: Allowable Stress Design Fb+ Fb- 750 psi 750 psi E: Modulus of Elasticity Ebend-xx 1300ksi Load Combination ASCE 7-16 Fc - Prll 700 psi Eminbend - xx 470ksi Wood Species : Douglas Fir -Larch Fc - Perp Fv 625 psi 170 psi F'b Wood Grade No.2 Ft 475 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling )plied Loads Uniform Load : W = 0.02430 ksf, Tributary Width = 5.50 ft, (Wind) aximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span#where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 11.250 X 5.50 Span = 16.417 ft 0.366: 1 11.250 X 5.50 571.57psi 1,560.00psi +0.60W 8.209ft Span # 1 Service loads entered. Load Factors will be applied for calculations. 0.455 in Ratio= Maximum Shear Stress Ratio = 0.056 : 1 Section used for this span 11.250 X 5.50 fv : Actual = 15.14 psi '.... Fv : Allowable = 272.00 psi Load Combination +0.60W '.... Location of maximum on span = 15.998 ft Span # where maximum occurs = Span # 1 '........ 0.455 in Ratio= 432>=360 -0.455 in Ratio= 432>=360 0.000 in Ratio= 0<240 0.000 in Ratio= 0 <240 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C in C t C L M to F'b V fv F'v 0.00 0.00 0.00 0.00 Length =16.417 ft 1 0.90 1.300 1.00 1.00 1.00 1.00 1.00 877.50 0.00 0.00 153.00 +0.60W 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.417 ft 1 0.366 0.056 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.70 571.57 1560.00 0.62 15.14 272.00 +0.450W 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.417 ft 1 0,275 0.042 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.03 428.68 1560.00 0.47 11.36 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Del Location in Span Load Combination Max. "+^ Del Location in Span 1 0.0000 0.000 -0.420W -0.4551 8.268 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: B15 - (N) Hdr at Garage, OOP Wind Vertical Reactions Support notation: Far left is#1 Load Combination Support 1 Support 2 Overall MINimum -1.097 -1.097 +0.60W 0.658 0.658 -0.60W -0.656 -0.656 +0.450W 0.494 0.494 -0.450W -0.494 -0.494 W Only 1.097 1.097 -W -1.097 -1.097 Values in KIPS Project Title: Engineer: Project ID: Project Descr: WOOd B@8ql 0.462 in <rne= c:wserswnnio rauesnwpv CWIrvn I .. 1 Sof mre copyright ENERCALC INC. 1983-2019 Build:10.19.1.30 . Max Upward Transient Deflection -0.041 in Ratio = Max Downward Total Deflection DESCRIPTION: B16 - Aligned 2-1 314 x 7 114 under SW 4 Ratio= Max Upward Total Deflection -0.038 in CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + Fb- 2,325.0 psi 2,325.Opsi E: Modulus of Elasticity Ebend.xx 1,550.Oksi Load Combination ASCE 7-16 Fc - Pill 2,050.0 psi Eminbend -xx 787.82ksi Wood Species : !Level Truss Joist Fc - Perp Fv 800.0 psi 310.0 psi Wood Grade : TimberStrand LSL 1.55E Ft 1,070.0 psi Density 45.010pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Span = 7.750 It I Span = 20.0 It I Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D=0.0150, Lr= 0.020 ksf, Tributary Width= 2.0 ft, (Roof) Uniform Load : D=0.0150, L = 0.040 ksf, Tributary Wldth =1.0 ft, (Floor) Uniform Load : D = 0.0150 ksf, Tributary With= 9.0 ft, (ExtWall) Moment : E = 7.890 k -ft, Location = 3.875 It from left end of this span, (EQ) Point Load : D = 0.3330, Lr = 0.4440 k @ 1.750 ft, (817) Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.0 ft, (Deck) Point Load : D=0.3870, Lr = 0.5320 k @ 4.750 ft, (817) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.77Q 1 Section used for this span 3.5x7.25 fb : Actual = 2,864.82psi FB: Allowable = 3,720.00psi Load Combination +1.161 D+1.750E Location of maximum on span = 3.897ft Span # where maximum occurs = Span It 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.462 in Ratio = Max Upward Transient Deflection -0.041 in Ratio = Max Downward Total Deflection 0.877 in Ratio= Max Upward Total Deflection -0.038 in Ratio = 519>=360 2259>=360 273>=240 2443>=240 ■ 0.355 : 1 3.5x7.25 176.23 psi = 496.00 psi +1.161D+1.750E 7.187 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C in C t C L M fib Fb V fv Fv DOnly 0.00 0.00 0.00 0.00 Length =7.750 it 1 0.409 0.208 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.19 856.27 2092.50 0.98 57.93 279.00 Project Title: Engineer: Project ID: Project Descr: Beam File =.0 lUsemICHRIST-21DesktoplTEMPOR-11629T6297.ec6 . Solinne coovdahtENERCALCI INC. 1983-2019, 6uild:10.19.1.30 . DESCRIPTION: B16 -Aligned 2-13/4 x 7114 under SW 4 Load Combination 1.054 Max Stress Ratios 0.014 D Only 0.704 1.720 0.212 +D+L 0.662 Moment Values 0.536 +D+Lr Shear Values Segment Length Span # M V Cd C FN C I Cr C m C t C L M lb Flo V fv, F'v Length = 20.0 ft 2 0.409 0.208 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.19 856.27 2092.50 0.62 57.93 279.00 +D+L -0.315 1.779 0.117 +0.60D -0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.056 L Only 0.00 0.00 0.00 0.00 Length = 7.750 It 1 0.625 0.250 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.71 1,453.24 2325.00 1.31 77.39 310.00 Length = 20.0 ft 2 0.625 0.250 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.71 1,453.24 2325.00 1.07 77.39 310.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.485 0.213 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.60 1,408.36 2906.25 1.39 82.45 387.50 Length = 20.0 It 2 0.485 0.213 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.60 1,408.36 2906.25 1.10 82.45 387.50 +D+0.75OLr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.591 0.235 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.39 1,718.06 2906.25 1.54 90.92 387.50 Length = 20.0 ft 2 0.591 0.235 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.39 1,718.06 2906.25 1.32 90.92 387.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.488 0.203 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.33 1,304.00 2673.75 1.23 72.53 356.50 Length = 20.0 It 2 0.488 0.203 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.33 1,304.00 2673.75 0.96 72.53 356.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.341 0.154 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.25 1,270.34 3720.00 1.29 76.32 496.00 Length = 20.0 ft 2 0.341 0.154 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.25 1,270.34 3720.00 0.98 76.32 496.00 +0.601) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.138 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.31 513.76 3720.00 0.59 34.76 496.00 Length = 20.0 ft 2 0.138 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.31 513.76 3720.00 0.37 34.76 496.00 +1.161D+1.750E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.770 0.355 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.32 2,864.82 3720.00 2.98 176.23 496.00 Length =20.Oft 2 0.318 0.355 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.02 1,182.54 3720.00 0.74 176.23 496.00 +1.121 D+0.750L+1.313E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7,750 ft 1 0.557 0.325 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.29 2,070.41 3720.00 2.73 161.26 496.00 Length = 20.0 ft 2 0.416 0.325 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.96 1,548.70 3720.00 1.05 161.26 496.00 +0.4393D+1.750E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.750 ft 1 0.725 0.271 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.89 2,695.24 3720.00 2.27 134.44 496.00 Length = 20.0 ft 2 0.152 0.271 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.44 564.79 3720.00 0.30 134.44 496.00 Overall Maximum Deflections Load Combination Span Max. "" Deft Location in Span Load Combination Max. Y' Dell Location in Span +D -0.70E 1 0.0639 2.511 LOnly -0.0412 4.763 +D+0.750Lr+0.750L 2 0.8774 10.615 0.0000 4.763 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support Support Support3 Overall MINimum 1.054 -1.067 0.014 D Only 0.704 1.720 0.212 +D+L 0.662 2.548 0.536 +D+Lr 1.020 2.633 0.268 +D+0.75OLr+0.750L 0.910 3.026 0.496 +D+0.750L 0.672 2.341 0.455 +D+0.750Lr 0.941 2.405 0.254 +0.60D 0.422 1.032 0.127 +D+0.70E -0.034 2.467 0.202 +D -0.70E 1.441 0.972 0.221 +D+0.750L+0.5250E 0.119 2.901 0.447 +D+0.750L-0.5250E 1.226 1.780 0.462 +0.60D+0.70E -0.315 1.779 0.117 +0.60D -0.70E 1.160 0.285 0.137 Lr Only 0.317 0.913 0.056 L Only -0.042 0.828 0.324 E Only -1.054 1.067 -0.014 E Only' -1.0 1.054 -1.067 0.014 Project Title: Engineer: Project ID: Project Descr: )ESCRIPTION: B17 -(N) Hdrat(N)2F Wdw CnnF REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 0.125 in Beam self weight calculated and added to loads Max Upward Transient Deflection Load Combination Set: ASCE 7-16 Uniform Load : D = 0.0150, Lr = 0.020 , Tributary Width =1.0 ft, (Roof) DESIGN SUMMARY 0.213 in Material Properties 0.7251 Section used for this span 4x10 Analysis Method: Allowable Stress Design Fb + Fb - 900.0 psi 900.0 psi E: Modulus of Elasticity Ebend- xx 1,600.Oksi Load Combination ASCE 7-16 Fc -Prll 1,350.0 psi Eminbend -xx 580.01ksi Wood Species :DouglasFir-Larch Fc - Perp Fv 625.0 psi 180.0 psi 0.00 Wood Grade : No.2 Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1.00 1.00 _... 75) v 4X10 Span = 11.333 ft Applied Loads 0.125 in Beam self weight calculated and added to loads Max Upward Transient Deflection Point Load : D = 0.470, Lr = 0.750 k @ 6.330 ft, (Ridge Bm) Uniform Load : D = 0.0150, Lr = 0.020 , Tributary Width =1.0 ft, (Roof) DESIGN SUMMARY 0.213 in Maximum Bending Stress Ratio = 0.7251 Section used for this span 4x10 fb : Actual = 979.39psi FB: Allowable = 1,350.00psi Load Combination +D+Lr Location of maximum on span = 6.328ft Span # where maximum occurs = Span # 1 Maximum Deflection 0.00 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.125 in Ratio= Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.213 in Ratio= Max Upward Total Deflection 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span It M V Cd CFN Ci Cr 1085>=360 0 <360 637>=240 0 <240 Cm Ci C D Only Shear Values V fv F'v 0.00 0.00 0.00 0.37 17.18 162.00 Length =11.333 fl 0.00 0.00 0.106 0.90 1.200 1.00 1.00 1.00 1.00 1.00 +D+Lr 0.00 0.00 0.00 0.22 1.200 1.00 1.00 1.00 1.00 1.00 Length =11.333 ft 0.183 1.25 1.200 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr 1.200 1.00 1.00 1.00 1.00 1.00 Length =11.333 ft 0.156 1.25 1.200 1.00 1.00 1.00 1.00 1.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 Length =11.333 ft 0.036 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1 0.411 0.725 0.618 0.139 M 1.66 4.07 3.47 1.00 neCit'f�n C = 6.183: 1 4x10 = 41.15 psi = 225.00 psi +D+Lr = 10.588ft = Span # 1 Values fib F'b 0.00 399.50 972.00 0.00 979.39 1350.00 0.00 834.42 1350.00 0.00 239.70 1728.00 Shear Values V fv F'v 0.00 0.00 0.00 0.37 17.18 162.00 0.00 0.00 0.00 0.89 41.15 225.00 0.00 0.00 0.00 0.76 35.16 225.00 0.00 0.00 0.00 0.22 10.31 288.00 Project Title: Engineer: Project ID: Project Descr: B17 - (N) Hdr at (N) 2F Wdw Overall Maximum Deflections Load Combination Span Max. "=' Defl Location in Span Load Combination Max. "+^ Deft Location in Span Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.777 0.920 Overall MlNimum 0.444 0.532 D Only 0.332 0.387 +D+Lr 0.777 0.920 +D+0.750Lr 0.666 0.786 +0.60D 0.199 0.232 Lr Only 0.444 0.532 Project Title: Engineer: Project ID: Project Descr: cCF17FNrFi Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 fb F'b y Load Combination Set: ASCE 7-16 F'v Max Stress Ratios M Cd Material Properties C i Cr Point Load : D =1.170, Lr =1.450 k @ 7.208 it, Analysis Method: Allowable Stress Design Fb + 2325 psi 2325psi E: Modulus of Elasticity Ebend-xx 1550ksi Load Combination ASCE 7-16 Flo- Fc -Prll 2050 psi Eminbend -xx 787.815ksi Wood Species : Level Truss Joist Fc - Perp Fv 800 psi 310 psi 3.5x11.25 Wood Grade : TimberStrand LSL 1.55E Ft 1070 psi Density 45.01 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling _. _... _._ D(1A7),Lr(1.45) 3.5x1125 Span = 14.417 ft Service loads entered. Load Factors will be applied for calculations. Applied Loads fb F'b y Beam self weight calculated and added to loads F'v Max Stress Ratios M Cd Uniform Load : D = 0.0050 ksf, Tributary Width = 2.0 it, (Ceiling) C i Cr Point Load : D =1.170, Lr =1.450 k @ 7.208 it, (E Bm) CL Segment Length DESIGN SUMMARY v 279.00 FN Maximum Bending Stress Ratio = 0.561: 1 Maximum Shear Stress Ratio = Section used for this span 3.5x11.25 D Only Length =14.417 ft Section used for this span fb : Actual = 1,628.98psi 1.000 fv : Actual FB: Allowable = 2,906.25psi 1.00 Fv : Allowable = Load Combination +D+Lr 8.72 Load Combination Location of maximum on span = 7.209ft 1.00 Location of maximum on span Span # where maximum occurs = Span # 1 Length =14.417 ft Span # where maximum occurs - Maximum Deflection Max Downward Transient Deflection 0.244 in Ratio = 708>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.475 in Ratio= 363>=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations fb F'b y Load Combination F'v Max Stress Ratios M Cd C C i Cr C m C t CL Segment Length Span # v 279.00 FN 0.00 0.00 0.00 0.00 D Only Length =14.417 ft 1 0.373 0.099 0.90 1.000 1.00 1.00 1.00 1.00 1.00 +D+Lr 0.00 8.72 1,416.63 1.000 1.00 1.00 1.00 1.00 1.00 Length =14.417 ft 1 0.561 0.143 1.25 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length =14.417 ft 1 0.487 0.125 1.25 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length =14.417 ft 1 0.126 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.143 : 1 3.5x11.25 55.27 psi 387.50 psi +D+Lr 0.000 It Span # 1 M fb F'b y fv F'v 0.00 0.00 0.00 0.00 4.80 779.58 2092.50 0.73 27.65 279.00 0.00 0.00 0.00 0.00 10.02 1,628.98 2906.25 1.45 55.27 387.50 0.00 0.00 0.06 0.00 8.72 1,416.63 2906.25 1.27 48.37 387.50 0.00 0.00 0.00 0.00 2.88 467.75 3720.00 0.44 16.59 496.00 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: B18 - (N) FI Bm at Living Overall Maximum Deflections Load Combination Span Max."" Dell Location in Span Load Combination Max. Y' Dell Location in Span +D+Lr Vertical Reactions Load Combination Support notation: Far left is#1 Values in KIPS l2 Overall MINimum 0.725 0.725 0 Only 0.746 0.746 +D+Lr 1.471 1.471 +D+0.750Lr 1.290 1.289 +0.601) 0.448 0.447 Lr Only 0.725 0.725 EQ -ANALYSIS N hl OVATIV E 140810 Country Center Drive, Suite 11 xx Temecula, CA 92591 xx (951) 6o0-0032, (951)6 0o-oo 36 Fal xx Ii iI10l Ort41400; L d; 1 lyse off,, for guii ' 4 / P h Ili?., u� Short Period Spectral Response Acceleration, Ss = 1s Period Spectral Response Acceleration, S1= Soil Site Class = Risk Category of Building or Structure = Site Coefficient, Fa = Site Coefficient, Fv = Sms = Fa*Ss = Sm1 = Fv*S1= Sds = 2/3*Sms = Sd1 = 2/3*Sm1= Seismic Design Category = 1.722 Per USGS - 2oo8 Data o.633 Per USGS - 2oo8 Data D Per Geotech Engineer II Table 2.5-1 1.00 Table 11.4-1 1.50 Table 11.4-2 1.72 Equation 11.4-1 0.95 Equation 11.4-2 1.148 Equation 11.4-3 o.633 Equation 11.4-4 D Table 11.6-1&2 Building Structure - Seismic Equivalent Lateral Force Procedure - Section 12.8 Impotance Factor, le = Response Modification Factor, R = n= Ce = X= Approximate Fundamental Period, Ta = Ct (h„ )'_ Long Period Transition Period, T, = Average Height of Roof, h„ _ k= Cs = Sds / (R/le) = Cs = Sd1 / Ta(R/le) = Cs = Sd1 TL/ Ta'(R/le) Cs=0.044 Sds le= Cs = o.5 Si / (R/le) _ Seismic Base Shear, V = Cs W= Redundancy Factor„o (Strength Level) 1.oE h = p Qe (ASD Level) o.7Eh = pQe : 1.00 Table 1.5-2 6.5o Light Framed Shear Wall 2.5 Table 12.8-2 0.02 Table 12.8-2 0.75 Table 12.8-2 0.11 s, Equation 12.8-7 12 Figure 22-(12-16) 10.00 ft 1.00 Structural Period Factor o.18 Equation 12.8-2 o.87 Equation 12.8-3 92.39 Equation 12.8-4 0.05 Equation 12.8-5 0.05 Equation 12.8-6 o.18 W, Equation 12.8-1 1.00 Section 12.3.4.2 ;?, ..7iiiii1 W, Equation 12.4-3 w 4:'"! i W, Equation 12.4-3 Building Structure - Diaphragm Design Forces - Section 12.10 FP, = 0.25DSI^W =1 0.23 1w - Min per (12.10-2) FPx = o.4SDS"Wp, = 1 0.46 1w - Max per fable u.z-1 VIAX; T:< TL MAX; T > TL MIN > o.o1 MIN; S,> o.6 jJ111MEQ-ANALYSIS NVACountry Center Drive, Suiteii 2"NXUC "T IVE Temecula, CA 92591 OmXX 14o8io (953.) 6oO-0032,(953.) 600-0036 Fz Imam XX il i P ]�!lfl 1 k*10WAIA! "A iIIII6 '14"1' Oldi I Vertical Distribution of Seismic Forces - Section 3.2-8.3 & Diaphragm Forces 3.2 Fx= Use for Vertical Resisitng Elemeni Fpx= Use for Diaphragm Design Fpx*D= Use for Collector Design Except Light Framed Shear Wall 1 -Story Building - Vertical 0 "0 4 0 1 KIW, Roof Weight 12.0 psf 20.0 Top Floor Wall Weight= psf (Upper Half) 20.0 Mid Floor Wall Weight= psf 15.0 Floor Weight= psf Fx= Use for Vertical Resisitng Elemeni Fpx= Use for Diaphragm Design Fpx*D= Use for Collector Design Except Light Framed Shear Wall 1 -Story Building - Vertical Distribution (F.) & Diaphragm Forces (FP.) i,g )s NMI fElip,IIIIIIIINIll it P5 it I F. lill 1 1 kill, I !;I ij� 01!"I!q�,Nillll a �1 IIIII!,il 2 9-51 22.0 1 22.0 209.0 209. 0 1 1 3.89 1 3.89 1 5.05 22.63 2.72 3 54 8.84 0 - 22.0 22.0 407-0 209.0, 3.89 1 3.89 1 - - - 2 -Story Building - Vertical Distribution (Fx) & Diaphragm Forces (Fp,) )s NMI fElip,IIIIIIIINIll 054ill lm�l ME koll I l I !;I ij� 01!"I!q�,Nillll a �1 IIIII!,il :: 2 18.5 22.0 22.0 407-0 407.0 5.54 5.54 5.54 13-85 3.88 3.88 9.70 2 9. 35.0 57.0 332.5 739.5 4.53 10-07 8.04 20.09 3.17 5.63 24.o6 0 - 57.0 57.0 - 739.5 10-07 10-07 - - - - - I W -ANALYSIS N N CVT 11/ 40810 County Center Drive, Suite xx ITemecula, CA 92591 xx (951)600-0032,(95i)600-0036 now ME xx Building Risk Category = Basic Wind Speed, V = Building Enclosure Classification = Factor +/- GCpi = Building Flexibility= Gust Factor, G = Directionality Factor, Kd - Exposure Category = Topographic Factor, Kzt = Velocity Pressure Coefficients, Kz, Kh = Building Width, B = Building Length, L = LIB = Approximate Roof Area, A = Roof Pitch = D2 , n = h/L = II Table 2.5-3. 110 mph, Fig. 26.5-1A, B, C Enclosed Section 26.2 0.18 Table 26.11-1 Rigid n2> 1 Hz 0.85 Section 26.9.4 o.85 ITable 26.6-2,MWFRS C Section 26.7 1.0 Section 26.8.2 - FLAT 0.85 Table 26.6-1, MWFRS 65.3 ft 29.0 ft 0.4 1892.3 18.4 0.4 Isf idegrees i -Story Building Wind Analysis t i{ p��,,{{�pF i+„yy�� •.31..x'4 3.3{{Iy� Ridge Heighl 13 0.85 22.38 Mean Roof 11 0.85 22.38 1st Level 9.5 0.85 22.38 =qh Velocity Pressure, qz = 0.00256KzKztKdV2 Pressure on Building By Component (Roof Loads Normal to Roof Surface) �sh FF i luI � f gill IF46 Hr ''*+R�. ,,+;tU . •fl •, Windward Roof- (-Cr13 -0.46 qh 22.38 -8.79 4.0 -4.76 -3.2..82 Windward Roof - (+C 13 -0.03. qh 22.38 -0.28 4.0 3.85 -4.21 Leeward Roof 13 -0.57 qh 22.38 -10.82 4.0 -6.79 -3.4.85 Windward Wall 10 o.8 q2. 2.2.38 15.22 4.0 19.25 11.19 Leeward Wall 10 -0.50 h 22.38 -9.51 4.0 -5'48 -13.54 **To use t form. Built effects, an need to be Californi; by dvil Leewai L/B 1.0 2.0 4.0 Wind Loadina - Horizontal Components I 0 -T Ft" Ir 1 "I I P I M I1 I, I Windward Roof 23 1.22 -2.33 3.36 8 Leeward Roof 13 -2.15 -4-69 Windward Wall 3.0 19.25 11.3.9 24.73 16 !Leeward Wall 10 -5.48 -2354 GABLE END ties in tial and oes :his pdoes not havedr sponse charactensticds that make it subject to acro sow ndlloadinglorlother similar Jing re channeling effects of buffeting in the wake of upwind obstructions d it is not sited at a location whe considered. -- Wind Speed ° IPVc c�.•� - a Basic Kz, Kh Risk Category C D mph Height B 105 0.57 0.85 1.03 iso mph 15 o.6z o.go 1.08 mph 115 p 20 0.66 0.94 1.1z 115 mph 0.98. 1.115 30 0.J0 35 0.73 1.01 1.18 d Wall 0,76 1.04 1.22 40 Cp 45 0.79 1.07 1.25 -O'S° 0.81 1.09 1.27 5° -O'3° 0.83 1.11 1.2� -0.20 6o 0.85 1.13 1.3: -°'S0 Di i P 0.57 0.85 1.o Mean Roof 0. 1st Level 1 0 7)-Windw gle>lodeg Roof Angle 1520 25 3° 35 45 6o 18. -0.50 -0.30 -0.20 -0.20 0.00 0.00 0.18 -0: -0.70 -0.40 -0.30 -o.zo -0.20 0.00 0.18 -o. -1.00 -0.70 -o.50 -0.30 -0.20 0.00 0.18 -o. Interpolated Negative CP = -0 \ Roof Angle 5 z0 25 30 35 .4 60 11 1 O.00 0.20 0.30 0.30 0.40 0.40 0.18 0 -0.18 O.00 0.20 0.20 0.30 0.40 0.18 -� a8 -0.18 O.00 0.20 0.20 0.30 0.18 - Interpolated positive CP = Values Values Values I Values 10 15 zo 10-L ° W -ANALYSIS W40820 �/ E 40810 County Center Drive, Suite 1 Temecula, CA 92591 _ F L " (951)600-0032, (951)600-0036 Building Risk Category = Basic Wind Speed, V = Building Enclosure Classification = Factor +/- GCpi = Building Flexibility= Gust Factor, 6 = Directionality Factor, Kd = Exposure Category = Topographic Factor, Kzt = Velocity Pressure Coefficients, Kz, Kh = Building Width, 8 = Building Length, L = L/8 - Approximate Roof Area, A = Roof Pitch = 54�:12 , n = h/L II Table 1.5-1 110 mph, Fig. 26.5-1A, B, C Enclosed Section 26.2 0.18 Table 26.11-1 Rigid n1> 1 Hz 0.85 Section 26.9.4 0.85 Table 26.6-1, MWFRS C Section 26.7 1.0 Section 26.8.2 - FLAT 0.90 Table 26.6-1, MWFRS 65.3 ft 29.0 ft 0.4 1892.3 18.4 0.7 sf degrees 2-5tory Building Wind Analysis moor Loauo ,YYI, C iliI��l Ridge Heigh 22 0.91 24.01 Mean Roof 20 0.90 23.70 2nd Level 18.5 o.89 2330 1st Level 9.5 0.85 22.38 =qh Velocity Pressure, qz = 0.00256KzKztKdV2 Pressure on Bu ding uy c.omponenc moor Loauo ,YYI, C p « -o.64 qh 24.01 -13.04 4.3 ii -8.71 -17.36 Windward Roof- (-Cl22 Windward Roof- (+C 22 -0.12 qh 24.01 -2.37 4.3 1.95 -6.69 Leeward Roof 22 -o.58 qh 24.01 -11.92 4.3 -7.59 -16.24 Windward Wall 19 0.8 qz 23.30 15.85 20.17 11.52 Leeward Wall 19 -o.5o h 2401 -10.21 E4-3 -5.88 -1453 Windward Wall 10 o.8 qz 22.38 15.22 19.54Leeward Wall 10 -0.50 h 2401 -10.21 -5.88 -1453 Wind Loading - Horizontal Components e5j, 2nd Fir 241 pif 85 pif kill 143 plf 1 1 I WIN 222 Dif I M111, M I WON( IN Windward Roof rLeeward 22 0.62 -2.22 3-02 8 Roof 22 -2.40 -5-13 W1 nd 29 20.17 11.52 26-05 16 Leeward Wall 29 -5.88 -14-53 Windward Wall 1 1019.54 02542 10.90 2542 26 1Leeward Wall I to 1 -5.88 -2453 WIND LOAD NORMAL TO RIDGE AT SLOPED ROOF 2nd Fir 241 pif 85 pif ist Fir 238 PIf J 143 plf 1 1 Base 379 Plf WIN 222 Dif LOAD NORMAL 067 kil 1111 t 2nd Fir 169 jpIf 1 202 jPIf ist FIr 238 E 407 aPil — 143 1 WIN Base P1f 44 l J 1 1131f W1 f "�'\ J� 40810 County Center Drive, Suite iio _ \Y) @I lVJ Temecula, CA 92592 - . , .. F _ .. (951) 600-0032, (951) 600-oo36 Fax - W1 15heet 53 - Bath 2 Total Seismic Load = ([[ii!• fy{ +`jji.' lbs Ii k�E=.i�t;ii��3i1�I{tE1' iii EiU,i� Strip Load Load Level (plf) ,p!?j6 ti It Length to Trib. Load % SW, ft to SW i!' ,ij1.11 F+'.,i{," t+E 1 Roof 16.75 5o I,,i 102 wt Unit Load 5o Diaphragm Dimensions Trib. Load% - (Psfl Load Level Length,ft Width, ft to SW Load (lbs) 3.88 Roof 15.5 .16.75 So 503 3.88 Roof 29.25 21.25 5o 1205 o -. O 0 50 0 o 0 0 50. 0 o - o o 50 0 o - o o 100— o Total Seismic Load = ([[ii!• fy{ +`jji.' lbs Ii k�E=.i�t;ii��3i1�I{tE1' iii EiU,i� Strip Load Load Level (plf) ,p!?j6 ti It Length to Trib. Load % SW, ft to SW (FI� +� i �� E Load (lbs) 85 Roof 16.75 5o 710 102 Roof 21.25 5o 1080 O - O 50 O O o 100 O Total Wind Load= �j{7j�;„ /E¢�j��j�Ei'3 lbs IL ho m= 9 ft haPett= 9 ft Lm;,,= 4.167 ft SL= y.167 ft h/Lm;n= 2.16 Aspect Ratio SDs = = v;=V/IL (plf) T=C= v; h / L; (lbs) W1 Cont. I Sheet S3 - Bath z l 4O€� }iglj i{ii�ti.ii�ll L(k.I.ilw(tlr t)ly:It ,{i�i3r �ta�4 i�,hr '.(irI r €€It i•t,i..... Load I V, lbs v(plf) vb(plf) SWTyp UseSWType: Seismic i7o8.8 410.08 480.21 3 '` 'F' i 1$111111kr'i 4i i, �1r Wind 17893 429.4 S21.86 4 Allowable Unit Shear Capacity, vb (plf) Load, Type psf Trib. Span, ft Adjuste SW End Td, lbs Above, T&,eek '{,';+ lid+�Il Kik ii �NpRd 0 od pcn�i iki iJ• ,; r{f Load V, lbs T=C, lbs 0 Tier, lbs 9 135 rn Nominal unit LL ASD allowable -o ¢ (kiplkt`iykl Ii�IIIt�Iik i; Ir { SW lbs n _� c Shear Capacity, c o unitshear >- 4 IrrFjdjurtrsUrtrt {fir+ ri Plan STHD14 ALT:HTT4 4x4 Wind 1789 3865 SDPWS-201 *' o -3571 g kf51 ,t {Ii( Type `—' = c TABLE 4.3A -'o capacity 433ln� ca acit r+il i N v f { i k ��i1ECIj }{ I' i 1171{til ua s�I,I m s v s E 0 m `^ v SEISMIC WIND SEISMIC WIND (" '. + , �t�'r�'•�r+"=+ri1 �.i!t�i V1 ut u w Q Ul Q t: i 6 3/8 CD 8d 6 520 730 26o 365 4 3/8 CD8d 4 76o 1o65 350 533 3 3/8 98o 1370 490 685 link jt €r r i! ;I 7�j t1I,.i z 3/8 1z8o 1790MIN 6yo 895 zA 8 3/4 ID 1 6o zo 45 0 102 73 3 ''I,I j'li I{ ;;6 r<;kI k1 5{ + 11i2B 1/z 1740 2435 870 1218=853 A' 1. Studs spaced at 16" o.c. 2. Adjustment Factor for Nails= [1 -(o.5 -SG)] -Table 4.3A Footnote Specific Gravity Studs = 0.5 1 DF/Southern Pine Adjusted Td = (Wind = o.6D, Seismic = o.6D-o.145 Ds) Resisting Dead Load, Td at SW End Load, Type psf Trib. Span, ft Adjuste SW End Td, lbs Above, T&,eek '{,';+ lid+�Il Kik ii �NpRd 0 od pcn�i iki iJ• ,; r{f Load V, lbs T=C, lbs 0 Tier, lbs 9 135 Strap Post HD Post d Td, lbs lbs lbs Seismic 1709 3691 215 -3476 o -3476 CMSTCI6 ALT: 3-CS16 4x4 STHD14 ALT:HTT4 4x4 Wind 1789 3865 294 -3571 o -3571 Adjusted Td = (Wind = o.6D, Seismic = o.6D-o.145 Ds) Resisting Dead Load, Td at SW End Load, Type psf Trib. Span, ft Uniform Load, plf SW End Td, lbs Roof zo 5- 100 208 Floor 15 ;. o 0 0 Wall 15 9 135 281 Total Dead Load = 1 490 TIV 40810 County Center Drive, Suite-jOVAuo Temecula, CA 92591 " c (951)600-0031, (g51)600-0036 Fax Wz 3/6/zolg Load I v, lbs I T=C, lbs Aajuste Tie„lbs Above, Tdj:, , d Td, lbs lbs lbs Seismic 1801 1936 335 -1602 o -1602 Wind 1 2484 1 2671 1 457 -2214 u -2234 vvu0o co vv000 Wood to Concrete Adjusted Td: Strap Post HD Post Wind=o.6D, 2-C$6 STHD1y Seismic=o.6D- 4x4 4x4 0.145os ei T. urr. 7�� w Wz �I Y VATI E 40810 County Center Drive, Suite zzo j! v iY{ Temecula, CA gzSgz , " '• _ 1, 1- c (951)600-oo32,(951)600-0036 Fax 3/6/zolg Opening Boundary Force( Corner Force( Corner Force( Tributary Length of Opening Tributary Length of Opening Unit Shear Adjacent to Opening ( Unit Shear Adjacent to Opening (I Resistance to Corner Force, R1(I Resistance to Corner Force, R2 (I (I Resist - Corner forces, R2- F2 -F3 (li (II Unit Shear in Corner Zones, vaz q Unit Shear in Corner Zones, vaz IF Unit Shear in Corner Zones, va3 IF 641 885 0 0 zo8z z878 0 0 0 0 0 0 SW o. a.0 Nominal unit Shear Capacity, "- ASD allowable 0.0 i322445 Plan Y 0 0 °—. unit shear - TYPe F r 0 0 capacity - -172 -241 -log -153 0 o -So 1 71 So 7- 0 a 0 0 0 0 0 o Seismic Wind 0.0 Tmax= 1274 1761 0.0 0 o USE: z-0516 Abv&Belo - - Openings 0 0 VOvmax=r]��4 44 vb=53SW Type 4Use SW Type: Table Notes: 1. Studs spaced at 16l' o.c. z. Adjustment Factorfor Nails = [1-(OSSG)] - Table 43A Footnote 3 Specific Gravity Studs: 0.5o DF/Sauthern Pine SW o. Nominal unit Shear Capacity, "- ASD allowable ¢, ' � t yli jS4i j;� Irli Plan Y z SDPWS-2015 °—. unit shear TYPe F r TABLE 4.3A t capacity E z 0 }} }{{ tk Ori kn v° 0 `^ SEISMIC WIND r 14,1 t e y xi k,'it3 w SEISMIC WIND 6 3/8 CD ed 6 5zo o 365 4 3/B CD ed 4 76o mh5 350 350 533 3 3/B CD ed 3 98o x370 j t r t 5 4 490 685 2 3/8 CD 6d z 1280 17go 2.0 540 895 730 1023 870 1za8 a o 9iS zA 3/8 52 ed z 146o zo45 zB z/z 51 1od z 174o z435 ,{`. �ya ,: Clt Table Notes: 1. Studs spaced at 16l' o.c. z. Adjustment Factorfor Nails = [1-(OSSG)] - Table 43A Footnote 3 Specific Gravity Studs: 0.5o DF/Sauthern Pine NNOVATIVE �7q'-LIAI IIIJ; I'll -'C IW3 ISheet S2 - Wall at Rear of Garage 4o810 County Center Drive, Suite iio Temecula, CA 92591 (951) 600-0032, (951) 600-oo36 Fax Fotal Seismic Load = lbs Y Strip Load Load Level Unit Load Trib. Load Diaphragm Dimensions Trib. Load Load (lbs) (Psf) Load Level Length, Width, ft to SW 16.75 3.88 Roof 15.5 16.75 50 503 3.88 Roof 29.25 21.25 88 2121 3.17 Floor 29.25 21-75 50 1008 3.17 Floor 29.25 14 50 649 2.72 Low Roof 15-25 21-75 50 244 0 1 0 0 100 0 Fotal Seismic Load = lbs Total Wind Load = lbs MffM NEM ORM No= EL Th.,. = 9 ft lh,.d = 9 ft Lmj� 7.083 ft SL= 7-o83 ft LMI =w SL= h/L.in Aspect Ratio SDS vi= V/2:L (plf) T=C= Vi h / Lj (lbs) Strip Load Load Level Length to Trib. Load Load (lbs) (plf) SW, ft to SW 85 Roof. 16.75 50 710 143 Floor 35-75 so 2552 %03 Low Roof 12-75 50 603 0 0 100 0 .. .............. Total Wind Load = lbs MffM NEM ORM No= EL Th.,. = 9 ft lh,.d = 9 ft Lmj� 7.083 ft SL= 7-o83 ft LMI =w SL= h/L.in Aspect Ratio SDS vi= V/2:L (plf) T=C= Vi h / Lj (lbs) W3 Cont. Sheet S2- Wall at Rearof Garage Load V, lbs v(plf) I vb(plf) JSWTyp UseSWType: Seismic 4525 i� 1; � , i � o "Cb 1,731 �� ¢ . o,t^onci" .: Strap Post HD iE'a, I`t y TliIjiill! G'j3 �Fy;lI'i ilf illjjE ' s11:'+1111!Ili £Vk Wind 3865 546 685 3 Allowable Unit Shear Capacity, vb (plf) V, lbs T=C, lbs Ad'uste ) d Td, lbs T,,, lbs Above, lbs Td.,,, lbs i li;l i I 7,}. }.. ;. 1. a.3k, �} N ",I' , tS i� 1; � , i � o "Cb 1,731 �� ¢ . o,t^onci" .: Strap Post HD ll'I k' l�'• Seismic 4525 5750 241 c' Nominal unit �i ASD allowable < ¢ ' ��S y'y� {'�i3�}�i!#il},l SW N m a -4582 0 Shear Capacity, o unit shear o :N s4 Plan s rn z vi SDPWS-2015 U capacity -4.3.3 > Type �+ 5 c m TABLE A 43 s E z a, w t; I i 11 9} t kII 4 I� 1 itll,kty�y�,��! N E 01 ¢ N Q Q S ISij±j), fij SEISMIC WIND SEISMIC WIND V) U0w iY,vp�;yi,]y;l 6 3/8 CD 8d 6 Sao 730 2 26o 365 10 100 :'. z6¢ : ii:•355;v;i 4 3/8 CD gd 4 760 1065 350 533 533` j 3 3/8 CD 8d 3 980 1370 490 685 Milli 9s13�a (' 3i�r ii 'Ie 2 3/8 CD 8d z 128o 1790 640 8955 2A 3/8 51 8d z 146o 2045 730 1023 2B 1/2 51 1od z 1740 2435 870 1218 1. Studs spaced at 16" o.c. z. Adjustment Factorfor Nails =[1 -(o.5 -SG)] - Table 4.3A Footnote Specific Gravity Studs= 0.5 `.DF/Southern Pine Load V, lbs T=C, lbs Ad'uste ) d Td, lbs T,,, lbs Above, lbs Td.,,, lbs i li;l i I 7,}. }.. ;. 1. a.3k, �} N ",I' , tS i� 1; � , i � o "Cb 1,731 �� ¢ . o,t^onci" .: Strap Post HD Post Seismic 4525 5750 241 -5509 0-5509 CMST14 - 4X4 HDUS 4x4 Wind 3865 4911 329 -4582 0 -4582 Adjusted Td = (Wind = o.6D, Seismic = o.613-0.14Sm) Resisting Dead Load, Td at SW End Load, Type psf Trib. Span, ft Uniform SW End Load, plf Td, lbs Roof 20.0 0.0 0 0 Floor 15.0 1.3. 20 71 Wall 15.0 9:0 135 478 Total Dead Load = 549 N VA�TiVE 14oM .1. CA925ter Ddve, Suite ai0 Temecula,CA9z59i (951)600-0032, (950)6o0-0036 Fax 1112 M t WW 4 ff t i " Diaphragm Dimensions ,�,._ Trlb. Load °� Load (lbs) Strip Load Lengthto Trib.LOad% Load(Ibs)to °° ° Length,ft Widthft SW t.2. (Plf) SW,ft toSW HD a8.z5 15 5°9 6 o 0` °50 NO STRAP vnds °o 50.. ° ° o o 50°0 50 o 0 5°0 0 ° 50 0 o zoo ° o o aoo Total Seismic Load, V 0 i(I a 91111' 1# Its Total Wind Load, V = �) ')�� UI f' TotalDeacII-oad=I 3013 2.00 Lz=r1531 LOz= L3= L03= L4= L=ha=ho= t T=C= Vh(L Unit Trib. Above, Type Load, psf Span, ft °° ° Roof 12.0 1.0 t.2. ff Floor 15.0 0.0 HD Past Wall 15.0 8.o 465 59 TotalDeacII-oad=I 3013 2.00 Lz=r1531 LOz= L3= L03= L4= L=ha=ho= t T=C= Vh(L Ad'uste Above, Tae:�sv WoOdta Woo °° ° Wind=o.6D, Load V, lbs T=C, Its T,,,v lbs d Td, lbs lbs lbs Strap Post HD Past Seismic=o.6D- 690 4o6 465 59 0 59 NO STRAP NO HD 0.i 5 4 os eismic Wind o 0 6o6 6o6 0 6o6 q, l VATI�I I4o8a°County Censer Drive, Suite ssoslid Temecula,CA 92591 (951)600-0032,(951)600-0036 Fax va=vb(plf) 15 152 0 0 Opening Boundary Farce (lbs) 68 1715 0 0 Corner Force (lbs) 84 857 0 0 Corner Force Obs) 84 857 0 0 Tributary Length of Opening (ft) 57 0.0 Tributary Length of Opening (ft) 5.7 0.0 Unit Shear Adjacentto Opening (plf) 173 ° 0 0 Unit Shear Adjacentto Opening(plf) 173 0 0 0 0 Resistance to Corner Force, R1(lbs) 345 Resistance to Corner Force, R2 (lbs) 34S 0 (lbs) 261 -857 - Resist - Cornerforces, R2 -F2+3 (lbs) 261 -857 0 0 0 (lbs) Unit Shear 1n Corner Zones, val(plf) 131 -429 " Unit Shear in Corner Zones, vaz (plf) 132 -4�9 - o Unit Shear in Corner Zones, va3 (plf) - 0 0 Nominal unit u- ASD allowable it Shear Capacity, SW N w _ � `o unit shear � 0 n PWS -201 SD5 'Y -i '« Plan Y r z ,0 capacity -4 3 3 17 � Type o= TABLE 43A v w G rn r E z � y p v n °' E m SEISMIC WIND Q SEISMIC WIND N a LA N U W 6 31g CD ed 8 520 730 260 365 4 318 CD ed 4 760 1065 350 533 3 318 CD 8d 3 980 1370 2 0 490 685 2 318 CD 8d z 1280 1790 640 89S zA 3j8 51 ed z 146o 2045 730 1023 26 112 S2 10d z 1740 2435 870 1218 j v az =73 °,b= z6o 365WTypese SW 6 TYpe Table Notes: 1. Studs spaced at 16"o.c. 2. Adjustment Factor for Nails=[1-(0.5-SG)j -Table 4.3A Footnote 3 Specific Gravity Studs: 0.90 DFISPuthern Pine VAT IVE 40810 County Center Dr. 4110 Temecula, Ca 92591 Phone: (951)6OO-0032 Design Values•. Allowable Soil Bearing Pressure (psf) = 1500 Maximum.Bearing Wall Load: * z 1 z + o ) = 500.0 Of Roof = 40 psf ( 5 Wall = 15 psf * ( 1s + o ) = 165.0 psf * ( z5 I z + o 'r) = 687.5 Floor = SS P + '. ,o ) = 0.0 Deck *= o psf * ( 0 1 z w= 1352.5 Plf * at Cant. Deck only. Continous Footing Design: 0.93 ft Required Footing Width .= 13531( 1500 - 50 )_ 2 --Story Footing: FSI.- x =,, wl Steel Reinforcing Per Plans Allowable Point Load at Footing P max = S.B.P. x S x Width 1144 S = z x (Depth + Slab Thickness) + Post Width Fpm—a, at z -Story = 6406 Ib PaM..8 MP.dF.otn9-1(5) Pmax= 5100 LBF14 a4 #5 BOT. EA WAYPmax= 7950 LBFHo 3d)#S BOT. EA WAYPmax1475LBF36 X36p.4t5BOT. EAWAY Project Title: Engineer: Project ID: Project Descr: Ft'g at (N) Pad Ffg at Ext Wall ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Calculations per Width parallel to X -X Axis = Load Combinations Used: ASCE 7-16 Length parallel to Z -Z Axis = 4.50 ft General Information 12.0 in Load location offset from footing center... ex: Prll to X -X Axis - Soil Design Values Material Properties_ fc : Concrete 28 day strength _ 2.50 ksi Allowable Soil Bearing Increase Bearing By Footing Weight fy: Rebar Yield - 60.0 ksi 3,122.0 Ike! Soil Passive Resistance (for Sliding) Ec : Concrete Elastic Modulus = 145.0 pcf Soil/Concrete Friction Coeff. Concrete Density _ 0.90 rp Values Flexure _ - 0.750 Increases based on footing Depth Shear Footing base depth below soil surface Analysis Settings- Allow press. increase per foot of depth Min Steel % Bending Reinf. Min Allow % Temp Reinf. = 0.00180 when footing base is below Min. Overturning Safely Factor = 1.0 : 1 = 1.0 : 1 Increases based on footing plan dimension Min. Sliding Safety Factor Yes Allowable pressure increase per foot of depth Add Fig Wt for Soil Pressure Use itg w4 for stability, moments &shears Yes when max. length or width is greater than Add Pedestal Wt for Soil Pressure & h r No No Use Pedestal wt for stability, mom s ea Dimensions Width parallel to X -X Axis = 3.50 ft Length parallel to Z -Z Axis = 4.50 ft Footing Thickness = 12.0 in Load location offset from footing center... ex: Prll to X -X Axis - 24.375 in = in Pedestal dimensions... _ in px : parallel to X -X Axis = in pz j parallel to Z -Z Axis = in Height Rebar Centerline to Edge of Concrete... 3.0 in at Bottom of footing - 1.50 ksf = No 100.0 pcf = 0.250 = 2.250 It = ksf = ft = ksf ft Reinforcing Bars parallel to X -X Axis = 6.0 Number of Bars , # 4 Reinforcing Bar Size = Bars parallel to Z -Z Axis - 6.0 F{�'t� t(� z•? s &a - Number of Bars _ # 4 Reinforcing Bar Size - „,. Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along X -X Axis # Bars required within zone 87.5% # Bars required on each side of zone 12.5% Applied Loads S W E H D Lr L k p: Column Load = 3.738ksf _. OB: Overburden = INPUT LOAD BASED ON __. -- k -ft _ DIFFERENCE BETWEEN k -ft M-xx POINT LOAD AT BEAM B9 _ _. - -- M-zz - - - & ALLOWABLE POINT k V -x = LOAD AT (E) FT -G PER k V -z = PREVIOUS SHEET 65 of 89 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY NENs G L Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9760 Soil Bearing 1.464 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z-. PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding -X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.0 Z Flexure (+X) 0.0 k-fdft OA k-ft/ft No Moment PASS Z Flexure (-X) 0.000127 k-ff/ft 10.424 k-ft/ft +1.40D+1.60H .0000120 PASS 0.06341 X Flexure (+Z) 0.8411 k-ft/ft 13.263 k-ft/ft +1.40D+1.60H PASS 0.06341 X Flexure (-Z) 0.8411 k-ft/ft 13.263 k-ft/ft +1.40D+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.06051 1 -way Shear (-X) 4.538 psi 75.0 psi +1.40D+1.60H PASS 0.06092 1 -way Shear (+Z) 4.569 psi 75.0 psi +1.40D+1.60H PASS 0.06092 1 -way Shear (-Z) 4.569 psi 75.0 psi +1.40D+1.60H PASS 0.08273 2 -way Punching 12.409 psi 150.0 psi +1.40D+1.60H Detailed Results Soil Bearing Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Rotation is & Load Combination... Gross Allowable (in) Bottom, -7 Top +Z Left, -X Right,+X Ratio X -X, +D+H 1.50 n/a 0.0 0.0 0.5196 0.5198 0.5198 0.5198 n/a n/a We n/a 0.347 0.347 X -X, +D+L+H 1.50 1.50 n/a n/a 0.0 0.5198 0.5198 We n/a 0.347 X -X, +D+Lr+H X -X, +D+S+H 1.50 n/a 0.0 0.5198 0.5198 nla n/a 0.347 0.347 X-X,+D+0.750Lr+0.750L+H 1.50 We 0.0 0.5198 0.5198 0.5198 0.5198 We n/a n/a We 0.347 X -X, +D+0.750L+0.750S+H 1.50 1.50 n/a 0.0 We 0.0 0.5198 0.5198 We n/a 0.347 X-X,+D+0.60W+H X-X,+D+0.750Lr+0.450W+H 1.50 n/a 0.0 0.5198 0.5198 n/a We We 0.347 0.347 X-X,+D+0.750S+0.450W+H 1.50 n/a 0.0 0.0 0.5198 0.3119 0.5198 0.3119 We n/a We 0.208 X-X,+0.60D+0.60W+0.60H 1.50 1.50 We n/a 0.0 0.5198 0.5198 n/a We 0.347 X-X,+D+0.70E+0.60H X -X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.5198 0.5198 n/a We We 0.347 0.208 X-X,+0.60D+0.70E+H 1.50 n/a 0.0 11.129 0.3119 n/a 0.3119 n/a n/a 0.0 1.464 0.976 Z-Z,+D+H 1.50 1.50 n/a 11.129 n/a We We 0.0 1.464 0.976 Z -Z, +D+L+H 1.50 11.129 n/a n/a n/a 0.0 1.464 0.976 Z -Z, +D+Lr+H 1.50 11.129 n/a n/a n/a 0.0 1.464 0.076 Z-Z,+D+S+H Z-Z,+D+0.750Lr+0.750L+H 1.50 11.129 n/a n/a n/a 0.0 0.0 1.464 1.464 0.976 0.976 Z-Z,+D+0.750L+0.750S+H 1.50 11.129 n/a We We n/a n/a n/a 0.0 1.464 0.976 Z-Z,+D+0.60W+H 1.50 1.50 11.129 11.129 n/a n/a n/a 0.0 1.464 0.976 Z -Z, +D+0.750Lr+0.450W+H Z -Z, +D+0.7505+0.450W+H 1.50 11.129 n/a n/a n/a 0.0 1.464 0.8784 0.976 0.586 Z-Z,+0.60D+0.60W+0.60H 1.50 11.129 We n/a We n/a 0.0 0.0 1.464 0.976 Z -Z, +D+0.70E+0.60H 1.50 Z-Z.+D+0.750L+0.750S+0.5250E+H 1.50 11.129 n/a 11.129 n/a n/a n/a n/a 0.0 1.464 0.976 0.586 Z-Z,+0.60D+0.70E+H 1.50 11.129 n/a n/a n/a 0.0 0.8784 Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding 66 of 89 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Offset Ft'g at (N) Footing Flexure Flexure Axis & Load Combination" Pad Ft'g at Ext Wall Mu Side k -x Tension Surface As Req'd in"2 Gvrn. As in^2 Actual As in -2 Phi"Mn Status X -X, +1.40D+1.60H 0.8411 +Z Bottom 0.2592 Min Temp % % 0.3429 0.3429 13.263 13.263 OK OK X -X, +1.40D+1.60H 0.8411 -Z Bottom 0.2592 0.2592 Min Temp Min Temp % 0.3429 13.263 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 0.720913.263 +Z Bottom Bottom 0.2592 Min Term) 0.3429 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 0.7209 0.720913.263 -Z +Z Bottom 0.2592 Min Temp %0 0.3429 13.263 OK X -X, +1.20D+1.60L+0.50S+1.60H 0.7209 -Z Bottom 0.2592 Min Temp % OK0.3429 X -X, +1.20D+1.60L+0.505+1.60H 0.7209 +Z Bottom 0.2592 %X Min Temp13.263 0.3429 13.263 OK X -X, +1.20D+1.60Lr+L+1.60H +1.20D+1.60Lr+L+1.60H 0.7209 -Z Bottom 0.2592 Min Temp % 0.3429 0.3429 13.263 OK OK -X, X -X, +1.20D+1.60Lr+0.50W+1.60H 0.7209 +Z Bottom 0.2592 0.2592 %X Min TempOK Min Temp % 0.3429 13.263 -X, +1.20D+1.60Lr+0.50W+1.60H 0.7209 -Z +Z Bottom Bottom 0.2592 %X Min Temp13.263 0.3429 13.263 OK X -X, +1.20D+L+1.605+1.60H 0.7209 0.7209 -Z Bottom 0.2592 Min Temp % 0.3429 OK -X, +1.20D+L+1.605+1.60H 0.7209 +Z Bottom 0.2592 Min Temp % 0.3429 13.263 OK X -X, +1.20D+1.605+0.50W+1.60H 0.7209 -Z Bottom 0.2592 Min Temp % 0.3429 3.263 OK X -X, +1.20D+1.605+0.50W+1.60H X +1.20D+0.50Lr+L+W+1.60H 0.7209 +Z Bottom 0.2592 Min Temp % 0.3429 0.3429 13.263 13.263 OK OK -X, X -X, +1.20D+0.5050+L+W+1H 0.7209 -Z Bottom 0.2592 0.2592 Min Term) Min Temp %° 0.3429 13.263 OK X -X, +1.20D+L+0.50S+W+1.6060H 0.7209 +Z Bottom 0.2592 Min Temp 0,3429 13.263 OK X -X, +1.20D+L+0.505+W+1.6+H 0.7209 0.5407 -Z +Z Bottom Bottom 0.2592 Min Temp %0 0.3429 13.263 OK X -X, +0.90D+W+1.60H 0.5407 -Z Bottom 0.2592 Min Temp % 0.3429 13.263 OK OK X -X, +0.900+W+1.60H X +1.20D+L+0.20S+E+1.90H 0.7209 +Z Bottom 0.2592 Min Temp % 0.3429 13.263 13.263 OK -X, X -X, +1.20D+L+0.0S+E+1.90H 0.7209 -Z Bottom 0.2592 0.2592 Min Temp % Min Temp 0.3429 13.263 OK X -X, +0.900+E+0.90H 0.5407 0.5407 +Z -Z Bottom Bottom 0.2592 Min Temp % 0.3429 13.263 OK X -X, +0.90D+E+0.90H 0.000127 -X Top 0.2592 Min Temp % 0.2667 10.424 10.424 OK OK Z -Z, +1.40D+1.60H Z -Z, +1.40D+1.60H 0.0 +X Top 0.2592 0.2592 Min Temp % Min Temp % 0.2667 0.2667 10.424 OK Z-Z,+1.200+0.50Lr+1.60L+1.60H 0.0001.0 -X +X Top Top 0.2592 Min Temp 0.2667 10.424 OK Z -Z, +1.200+0.5050+1.605+1.60H 0.0 0.000109 -X Top 0.2592 Min Temp % 0.2667 10.424 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.0 +X Top 0.2592 Min Temp % 0.2667 10.424 K OOK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.0001090 -X Top 0.2592 Min Temp % 0.2667 10.424 Z -Z, +1.20D+1.60Lr+L+1.60H 0 +X Top 0.2592 Min Temp % 02667 10.424 OK Z -Z, +1.20D+1.60Lr+L+1.60H 0.0001 -X Top 0.2592 Min Temp % 0.2667 10.424 10.424 OK OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H Z -Z, +1.200+1.6050+0.50W+1.60H 0.0.0 +X Top 0.2592 0.2592 Min Temp % Min Temo 0.2667 0.2667 10.424 OK Z -Z, +1.20D+L+1.60S+1.60H 0.000109.0 -X Top Top0.2592 0.2592 Min Temp %° 0.2667 10.424 OK Z -Z, +1.20D+L+1.600.50W+ 0.0 0.000109.0 +X -X Top Min Temo, %0 0.2667 10.424 10.424 OK OK Z -Z, +1.20D+1.60S+0.50W+1.60H Z-Z,+1.20D+1.605+0.50W+1.6+H 0.0 +X Top 0.2592 0.2592 Min Temp Min Temo 0.2667 0.2667 10.424 OK Z-Z,+1.200+0.50Lr+L+W+1.60H 0.0001.0 -X +X Top Top 0.2592 Min Temp % 0.2667 10.424 OK Z-Z,+120D+0.5050+L+W+160H 0.0 Top 0.2592 Min Temo 0.2667 10.424 OK Z -Z, +1.200+L+0.50S+W+1.60H 0.000109.0 +X Top 0.2592 Min Temp %° 0.2667 10.424 OK Z-Z,+1.20D+L+ Top 0,2592 Min Term) 0.2667 10.424 OK 1.60HW+1.60H Z -Z, +0.90D+W+1.60H 20 00008020 -X +X Top 0.2592 Min Temp %0 0.2667 10.424 OK Z-Z,+0.90D+W+1.60H Z +1.20D+L+0.205+E+1.90H 0.0001000 -X Top 0.2592 Min Temp % 0.2667 0.2667 10.424 10.424 OK OK -Z, Z -Z, +1200+L++.20S+E+1.90H +X Top 0.2592 0.2592 Min Temp % Min Temp % 0.2667 10.424 OK Z -Z, +0.90D+E+0.90H .0000820 0.0 -X +X Top Top 0.2592 Min Temp % 0.2667 10.424 OK Z -Z, +0.90D+E+0.90H One Way Shear Vu @ -X Vu @+X Vu @ -Z Vu @+Z Vu:Maz Phi Vn Vu 1 Phi"Vn Status Load Combination... 0.00 4.57 psi 4.57 psi 4.57 psi 75.00 psi 0.06 OK +1.400+1.60H 4.54 psi psi 0.00 3.92 psi 3.92 psi 3.92 psi 75.00 psi 0.05 OK +1.20D+0.5050+1.605+1.60H 3.89 psi psi 0.00 3.92 psi 3.92 psi 3.92 psi 75.00 psi 0.05 OK +1. +1.20D+1.60L++.SOS+1.6 H 3.89 psi psi 0.00 3.92 psi 3.92 psi 3.92 psi 75.00 psi 0.05 OK +1.20D+1.60L+0.50 3.89 psi psi 0.00 3.92 psi 3.92 psi 3.92 psi 75.00 psi 0.05 OK 0.50WH +1.20D+1.60Lr+L+I.60 1.60H 3.89 psi psi 0.00 3.92 psi 3.92 psi 3.92 psi 75.00 psi 0.05 OK +1.20D+L+1.6+ +1.60 3.89 psi psi 0.00 3.92 psi 3.92 psi 3.92 psi 75.00 psi 0.05 OK +1.20D+1.605+ 1.60H 3.89 psi psi 0.00 3.92 psi 3.92 psi 3.92 psi 75.00 psi 0.05 OK +1.20D+0.50Lr+L+W+1.600 3.89 psi psi 0.00 3.92 psi 3.92 psi 3.92 psi 75.00 psi 0.05 OK +1.20D+L+0.50++W+1.60H 3.89 psi psi 0.00 2.94 psi 2.94 psi 2.94 psi 75.00 psi 0.04 OK +0.90D+W+1.60H 2.92 Psi psi 0.00 3.92 psi 3.92 psi 3.92 psi 75.00 psi 0.05 OK +1.20D+L+0.205+E+1.90H 3.89 psi psi 67 of 89 One Way Shear Load Combinatic +0.90D+E+0.90H Ffg at (N) Pad Ffg at Ext Wall Vu@ -X Vu@+X Vu 2.92 psi 0.00 psi Project Title: Engineer: Project ID: Project Descr: Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn status 2.94 psi 2.94 Psi 2.94 psi 75.00 psi AI0.0 iOK s k Two -Way "Punching" Shear Vu I Phi*Vn Status Load Combination... Vu Phi*Vn 0.08273 OK +1.40D+1.60H 12.41 12.41 psi psi 150.00psi 150.psi 0.08273 OK OK +1.20D+0.50Lr+1.60L+1.60H 12.41 psi 150.0000nsi 0.08273 OK +1.20D+1.60L+0.50S+1.60H 12.41 psi 150.Opsi 0.08273 OK +1.20D+1.60Lr+L+1.60H 12.41 psi 150.00psi 0.08273 OK +1.20D+1.60Lr+0.50W+1.60H 12.41 psi 150.00psi 0.08273 OK +1.20D+L+1.60S+9.60H 12.41 psi 150.00psi 0 08273 OK +1.20D+1.605+0.50W+1.60H 12.41 psi 150.000si 0.08273 OK +1.20D+0.50Lr+L+W+1.60H 12.41 psi 150.0p si 0.08273 OK +1.20D+L+0.50S+W+1.60H 12.41 psi 150.00psi 0.08273 OK +0.90D+W+1.60H 12.41 psi 150.psi 0.08273 OK +1.20D+L+0.20S+E+1.90H 12.41 psi 150.0Opsi 0.08273 68 of 89 Anchor DesignerTIM Software r Version 2.7.6990.2 1.Proiect information Customer company: Customer contact name: Customer a -mail: Comment: 2. Inout Data & Anchor Parameters Company: Date: 10/23/2019 Engineer: Page: 1/5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: General Design method:ACI 318-14 Base Material Concrete: Normal -weight Units: Imperial units Concrete thickness, h (inch): 15.00 State: Cracked Anchor Information: Compressive strength, f (psi): 2500 Anchor type: Bonded anchor gtcv: 1.0 Reinforcement condition: B tension, B shear Material: F1554 Grade 36 Supplemental reinforcement: Not applicable Diameter (inch): 0.625 Effective Embedment depth, he (inch): 12.500 Reinforcement provided at corners: No Code report: ICC -ES ESR4057 Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Anchor category: - Anchor ductility: Yes Hole condition: Dry concrete hmm (inch): 13.88 Inspection: Periodic Temperature range, Short/Long: 150/110°F cae (inch): 36.23 Ignore 6do requirement: Not applicable Cmm (inch): 1.75 Smin (inch): 3.00 Build-up grout pad: No Recommended Anchor Anchor Name: SET -3G - SET -3G w/ 518"0 F1554 Gr. 36 Code Report: ICC -ES ESR -4057 t is i. �dl�l Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Posilas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 w .strongtie.com 0 Anchor Designer TIM Software ® Version 2.7.6990.2 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.3 (a) (iii) -(vi) is satisfied Ductility section for shear: 17.2.3.5.2 not applicable on factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nva [Ib]: 7161 Via. [Ib]: 0 V„, [lb]: 0 <Figure 1> X 01b Z 71611b i Y Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -fie Canpany Inc,. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com FMO Anchor Designer TIM r Software Version 2.7.6990.2 <Figure 2> Company: Date: 10/23/2019 Engineer: Page: 1315 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -fie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stronglie.com Anchor DesignerTM Software r Version 2.7.6990.2 8 Resulting Anchor Forces Anchor Tension load, .11 Company: Date: 10/23/2019 Engineer: IPage: I 4/5 Project: Address: Phone: E-mail: ._. _... Shear load x, Vue. (lb) Shear load y, 1 7161.0 0.0 0.0 0.0 Sum 7161.0 0.0 0.0 0.0 Maximum concrete compression strain (%e): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 7161 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, &N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4 Steel Strength of Anchor in Tension (Sec. 17.4.11 Nse (Ib) (Ib) 13110 0.75 9&33 5 Concrete Breakout Strength of Anchor in Tension (Sec 17.4.21 Ne=kcP 4fehal 6(Eq. 17.4.2.2a) ke ge f (psi) her (in) Nb (Ib) 17,0 1.00 2500 12.500 37565 0.75^, 17.3.1&Eq. 17.4.2.1a) ANe (int) ANe. (int ce,.o (in) YedN YqN 'Yeah Nb (Ib) 6 Adhesive Strength of Anchor in Tension (Sec. 17.4.51 n;,r,= nfn,,K..,(fo12,500)low. is n,,er (psi) fsbun-re,m K:,x aN.eei., fe (Psi) n zx,c, (Psi) 1356 1.00 1.00 1.00 2500 0.24 1356 Nbe = dezenrdeher(Eq. 17.4.5.2) Aa To' (psi) de (in) her (in) Nbe (Ib) 1.00 1356 0.63 12.500 33281 0.750Ne = 0.750 (ANe7 ANao) V�edNa Ycp.N.Nbe (Sec. 17.3.1 & Eq. 17.4.5.1a) ANe (In') ANeo (W) cNa (In) ca,min (In) P dNe Y�aNe Neo (Ib) 9n619 307.10 8.76 3.00 0.803 1.000 33281 0 load combined, EM 0.75^ Input data and results must be che11 cked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong- t ie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer'" Software r Version 2.7.6990.2 Page: 10/23/2019 5/5 ff1:ZDate: ._._. ... —. 11. Results 11 Interaction of Tensile and Shear Forces (Sec D.7)7 Tension Factored Load, Wu (Ib) Design Concrete breakout 7161 Adhesive 7161 ON, (lb) Ratio Status 7945 0.90 Pass (Governs) 8741 082 Pass SET -3G w/ 5/8"0 F1554 Gr. 36 with her = 12.500 inch meets the selected design criteria. ACI 318-14 Section 17 2 3 4 3(a) (il & (ii) Calculations for Ductility requirement for tension load Steel Factored Load, N.. (Ib) 1.2 x Nominal Strength, W (lb) Ratio Steel 7161 15732 Concrete Factored Load, No. (lb) Nominal Strength, N, Concrete breakout 7161 16297 Adhesive 7161 17931 Ratio 39.9% ACI 318-14 Section 17.2.3.4.3(a) (i) & (ii) satisfied since steel ratio governs and the steel element is ductile. 12 Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in-place anchor is waived per designer option. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied — designer to verify. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strung -Tie Company Inc.. 5955 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stronglie.com v tlu 5 1H ft ROVATIVE NN f R U C- 6' R A_ E N G. N E E. R I 'J f N i 0 C C U N 1 V C E N E R C R U t 0 T E id E C U L A C A 9 2 5 9 I S E E N G I N C E R S C O M PROJECT: nIL CCrn.n JOB NO: Iol 6 A2 CALCULATED BY: / DATE: k_«/ Ij-- SHEET NO. OF PROJECT: 2,otL Octan NNOVATIVEJO. NO: S T R 0 C I U R A t, p N G 1 N c E R I N G 4 0 8 1 () C 0 L: N{ y G !e N I E R CALCULATED BY: I FNIFCULA, CA sz;r,1 1 S E F N G I N L L iR s. C ors DATE: Wil A SHEET NO. OF &#%hvk& V. JLo� AA Per 2 5 NVj, I.V6 iI2F% Imo s K� i (�, Approved. Sealed. Code Compliant. Technical Evaluation Report TER 1509-03 Shear -XT" Bracket and RidgeVentTM Garwood Manufacturing Co. Inc. Product: Shear-XTM and RidgeVentTM Issue Date: January 14, 2016 Revision Date: September 4, 2019 Subject to Renewal: April 1, 2020 man For the most recent version or a sealed copy of this Technical Evaluation Report (TER). visit drjcertificotion.org. MEMBER W 6rgineering, LLC 6300 Enterprise Lane Madison, WI 53719 Technical Evaluation Report (TER) Shear-XTm Bracket and RidgeVentTM Garwood Manufacturi 115 Lismore Ave. Glenside, PA 19038 215-887-6600 Co. Inc. DIVISION: 05 00 00 - METALS Section: 05 50 00 - Metal Fabrications DIVISION: 06 00 00 - WOOD, PLASTICS AND COMPOSITES Section: 06 02 00 - Design Information 1. Product(s) Evaluated: 1.1. Shear-XTM TER No. 1509-03 Issue Date: January 14, 2016 Updated: September 4, 2019 to Renewal: April 1, 2020 1.2. RidgeVentT^" 1.2.1. Unless otherwise noted, "RidgeVent" is used throughout this Technical Evaluation Report (TER) to mean any of the profiles listed herein. For a complete list of covered products, refer to Appendix A. 1.3. For the most recent version of this Technical Evaluation Report (TER), visit ddengineering.org. For more detailed state professional engineering and code compliance legal requirements and references, visit driengineering.org/statelaw. DrJ is fully compliant with all state professional engineering and code compliance laws. 1.4. This TER can be used to obtain product approval in any country that is an IAF MLA Signatory (all countries found here) and covered by an IAF MLA Evaluation per the Purpose of the MLA (as an example, see letter to ANSI from the Standards Council of Canada). Manufacturers can go to jurisdictions in the U.S., Canada and other IAF MLA Signatory Countries and have their products readily approved by authorities having jurisdiction using DrYs ANSI accreditation. 1.5. Building code regulations require that evaluation reports are provided by an approved agency meeting specific requirements, such as those found in IBC Section 1703. Any agency accredited in accordance with ANSI ISO/IEC 17065 meets this requirement within ANSI's scope of accreditation. For a list of accredited agencies, visit ANSI's website. For more information, see dricertification.org. 1.6. Requiring an evaluation report from a specific private company (i.e. ICC -ES, IAPMO, CCMC, DrJ, etc.) can be viewed as discriminatory and is a violation of international, federal, state, provincial and local anti-trust and free trade regulations. 1.7. DrYs code compliance work: 1.7.1. Conforms to code language adopted into law by individual states and any relevant consensus based standard such as an ANSI or ASTM standard. 1.7.2. Complies with accepted engineering practice, all professional engineering laws and by providing an engineer's seal DrJ takes professional responsibility for its specified scope of work. TER No. 1509-03 77 of 89 Page 1 of 16 Shear -X- Bracket and RidgeVent' Copyright ©2019 Technical Evaluation Report (TER) 2. Applicable Codes and Standards:' 2.1. 2012, 2015 and 2018 International Building Code (IBC) 2.2. 2012, 2015 and 2018 International Residential Code (IRC) 2.3. 2014 and 2017 Florida Building Code (FBC) 2.4. AISI S100 — North American Specification for the Design of Cold -Formed Steel Structural Members 2.5. ANSI/AWC NDS — National Design Specification® for Wood Construction 2.6. ASCE 7 — Minimum Design Loads for Buildings and Other Structures 2.7. ASTM A653 — Standard Specification for Steel Sheet, Zinc -Coated (Galvanized) or Zinc -Iron Alloy -Coated (Galvannealed) by the Hot -Dip Process 2.8. ASTM D1929 — Standard Test Method for Determining Ignition Temperature of Plastics 2.9. ASTM D2843 — Standard Test Method for Density of Smoke from the Burning or Decomposition of Plastics 2.10. ASTM D635 —Standard Test Method for Rate of Burning and/or Extent and Time of Burning of Plastics in a Horizontal Position 2.11. ASTM D7147 —Standard Sspecification for Testing and Establishing Allowable Loads of Joist Hangers 2.12. ASTM E2126 —Standard Test Methods for Cyclic (Reversed) Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings 2.13. ASTM F1667 — Standard Specification for Driven Fasteners: Nails, Spikes, and Staples 2.14. TAS 100(A)-95— Test Procedure for Wind and Wind Driven Rain Resistance and/or Increased Windspeed Resistance of Soffit Ventilation Strip and Continuous or Intermittent Ventilation System Installed at the Ridge Area 3. Performance Evaluation: 3.1. Shear -X was evaluated to determine the ability to resist shear forces for the following conditions: 3.1.1. Performance of Shear -X used on light -frame wood construction roof assemblies using rafter or truss framing and wall assemblies to resist wind and seismic loads in accordance with IBC Section 1609 and IBC Section 1613 and ASCE 7-10 Chapters 11 and 26. 3.2. RidgeVent was evaluated to determine: 3.2.1. Self -ignition temperature and flash ignition temperature performance in accordance with ASTM D1929. 3.2.2. Average smoke density rating performance in accordance with ASTM D2843. 3.2.3. Linear rate of burn performance in accordance with ASTM D635. 3.2.4. Wind -driven rain performance in accordance with Florida Building Code Test Protocol for High Velocity Hurricane Zone, TAS 100(A) and FBC 1523.6.5.2.13. 3.3. Any code compliance issues not specifically addressed in this section are outside the scope of this TER. 4. Product Description and Materials: 4.1. Description 4.1.1. Shear -X Unless otherwise noted, all references in this code compliant technical evaluation report (TER) are from the 2018 version of the codes and the standards referenced therein, including, but not limited to, ASCE 7, SDPWS and WFCM. This product also complies with the 2000-2015 versions of the IBC and IRC and the standards referenced therein. As required bylaw, where this TER is not approved, the building official shall respond in writing, stating the reasons this TER was not approved. For variations in slate and local codes, if any see Section 8. TER No. 1509-03 78 of 89 Page 2 of 16 Shear -X" Bracket and RidgeVent' Copyright ©2019 Technical Evaluation Report (TER) 4.1.1.1. Shear -X is a galvanized steel bracket designed to transfer shear forces in roof diaphragms across the vented ridge accommodating framing members spaced 16" and 24" on center (o.c.), see Figure 1. Figure 1: Shear -X 4.1.1.2. A continuous ridge vent requires the removal of 1" to 11/2" of sheathing on both sides of the ridge, leaving 6" to 12" at each end of the ridge uncut. This prevents the sheathing from transferring forces from one side of the ridge to the other side. Shear -X is designed to connect the sheathing across the ridge of a vented roof. 4.1.1.3. The bracket can be bent to accommodate any roof pitch from 0:12 to 12:12. Shear -X is connected to the roof framing members with 10d (0.131" x 3") nails installed in holes pre -punched in the metal bracket (see Figure 2a and Figure 2b). 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0 00 oO o" o" oO 00 00 00 Figure 2a: Shear -X 16" Bracket Dimension Details TER No. 1509-03 79 of 89 Page 3 of 16 Shear -X"" Bracket and RidgeVenf" Copyright ©2019 Technical Evaluation Report (TER) Figure 2b: Shear -X 24" Bracket Dimension Details 4.1.1.4. Use in other applications where shear resistance is required such as braced wall design is permissible provided the building designer provides appropriate detailing. 4.1.2. RidgeVent 4.1.2.1. RidgeVent is a low profile attic vent that is installed on vented -ridge roof systems. 4.2. Materials 4.2.1. Shear -X 4.2.1.1. Shear -X brackets are made from 29 mil ASTM A653 SS Grade 33 steel with a G90 zinc coating for corrosion resistance. 4.2.1.2. Available sizes 4.2.1.2.1. 16" Bracket Thickness — 29 mil 4.2.1.2.2. 24" Bracket Thickness — 29 mil TER No. 1509-03 so of 89 Page 4 of 16 Shear -X"" Bracket and RidgeVent"" copynghi©2019 Technical Evaluation Report (TER) 4.2.2. RidgeVent 4.2.2.1. RidgeVent is made of Class A fire -rated, non -woven polymer mat that is available in various profiles and product names. 4.2.2.1.1. RidgeVent is produced in a number of profiles to fit most roofing types (e.g. slate, fiberglass shingle, cedar, metal and tile). These profiles are sold under the following category names: Shear -X RidgeVent, Mongoose® RidgeVent, ProfileVent®, TileVente, RidgeVent for Shingle Roofs, and Hip & RidgeVent. 4.2.2.2. Additionally, various profiles are available within each of these categories to address specific profile shapes. See Appendix A for complete product listing of all available profiles and sizes. 5. Applications: 5.1. Shear -X 5.1.1. General 5.1.1.1. Shear -X can be used to resist shear forces from both wind and seismic loading when used in vented ridge roofing applications with pitches from 0:12 to 12:12. 5.1.1.2. Shear -X brackets have a minimum yield stress of 33 ksi and ultimate stress of 45 ksi. 5.1.1.3. Where the application exceeds the limitations set forth herein, design shall be permitted in accordance with accepted engineering procedures, experience and technical judgment. 5.1.2. Load Capacity 5.1.2.1. Shear -X provides the resistance capacities as listed in Table 1 when installed in accordance with the requirements of this TER. Table 1: Average Ultimate Load and Allowable Load of Shear -X Brackett z Connector Framing Spacing (in.) Framing Method Pitch Average Ultimate Load (lbs.) Allowable Load (lbs.)3 Shear -X 16029 16" Rafter45 0112 5445 1945 12112 5100 1820 Truss46 0112 5445 1945 12112 5100 1820 Truss 0112 5030 1795 P4" Rafter4•a 5740 2050 5655 2020Shear-X 5740 205024029 al�/ 5655 2020 5535 1975tA 2960 1055 1 Interpolation between pitches is permitted. 2. Joists, rafters and trusses must be minimum No. 2 Spruce -Pine -Fir (SPF) 2x4 or better. 3. For Wind design, allowable loads may be increased 40%. 4. The connection of the joistlrafter to the ridge beamlboard and the truss to the blocking must be with a minimum of three (3)12d (0:131" x 3'/:') Smooth Shank Nails. 5. The size of the ridge beam/board used with jolstlrafter construction shall be determined by the building designer but must be minimum No. 2 SPF 24. 6. The blocking installed between the trussesat the rid eline shall be minimum No.2 SPF 2x4. 5.1.3. When using Shear -X brackets in flat applications, use the resistance values shown for 0/12 pitch. 5.2. RidgeVent 5.2.1. General 5.2.1.1. RidgeVent is designed to be compatible with Shear -X roof brackets. 5.2.1.2. RidgeVent can be used on roof designs with a minimum slope of 3:12. TER No. 1509-03 81 of 89 Page 5 of 16 Shear -X' Bracket and RidaeVentTM Copyright @ 2019 Technical Evaluation Report (TER) 5.2.2. Fire Resistance Properties 5.2.2.1. Self -Ignition and Flash Ignition 5.2.2.1.1. RidgeVent has the self -ignition and flash ignition characteristics shown in Table 2. Table 2: Ignition Indexes of RidgeVent RidgeVent' Self -ignition Temperature Required Temperature 968°F(520°C) >650°F(3430C) Flash Ignition Temperature Required Temperature 950-F (510°C) 1 Tested in accordance with ASTM D1929. 5.2.2.2. Smoke Density 5.2.2.2.1. RidgeVent has the smoke density characteristics shown in Table 3. Table 3: Smoke Density of RidgeVent RidgeVent' Average Smoke Density Rating Required Average Density 40.9 <75 1. Tested in accordance with ASTM D2843 5.2.2.3. Rate of Burning 5.2.2.3.1. RidgeVent exhibited no sustained burn and is therefore considered a Class CC1 product in accordance with ASTM D635. 5.2.3. Wind and Rain Resistance 5.2.3.1. RidgeVent was tested using wind speeds up to 110 mph for wind and wind driven rain resistance and meets all requirements for product resistance in accordance with TAS 100(A)-95. 6. Installation: 6.1. Installation shall comply with the manufacturer's installation instructions and this TER. In the event of a conflict between the manufacturer's installation instructions and this TER, the more restrictive shall govern. 6.2. Shear X 6.2.1. Selection of the 16" or 24" Shear -X bracket will be determined by the distance between the roof framing members. 6.2.2. The size of the ridge beam/board used with joist/rafter construction shall be specified by the building designer but must be minimum No. 2 SPF 2x6. When metal plate connected wood trusses are used as the roof framing members, ridge blocking shall be minimum No. 2 SPF 2x4 members cut to fit tight between the trusses. The minimum attachment of the joists/rafters to the ridge beam/board and the blocking to the trusses shall be three (3) 12d (0.131"x 3'/4") nails. 6.2.3. Use the pre -punched nail holes as guides for nailing to the roof framing. Shear -X brackets must be positioned such that all nails are driven into the joists/rafters, ridge beam/board, trusses and blocking. 6.2.4. The number and spacing of Shear -X brackets is determined by the loads to be resisted in accordance with ASCE 7 and is dependent on the building configuration and its location. The building designer shall identify the loads to be resisted and the spacing of the Shear -X brackets. In no case shall the brackets be spaced greater than 25' o.c. TER No. 1509-03 82 of 89 Page 6 of 16 Shear -X'" Bracket and RidgeVent'" Copydghl©2019 Technical Evaluation Report (TER) 6.2.5. Step -by -Step Instructions 6.2.5.1. The following instructions are shown with a ridge board and rafter construction. Installation with truss construction and ridge blocking is similar. 6.2.5.1.1. Prior to installing the Shear -X brackets, the installer must remove 1" to 1'/" of sheathing on both sides of the ridge leaving 6" to 12" at each end of the ridge uncut (Figure 3). Figure 3: Preparing Ridge for Shear -X Installation 6.2.5.1.2. Center the Shear -X bracket on the ridge line. Each end of the bracket must line up over the rafters/trusses below. Attach the bracket with 10d (0.131 "x 3") nails in each pre -punched hole along the ridge line (Figure 4). Figure 4: Shear -X Pre -punched Holes at Ridge Line 6.2.5.1.3. Bend the bracket tightly to the top of the roof sheathing to conform to the pitch of the roof. Secure each end of the bracket through the sheathing to the rafters/trusses with a minimum of four (4) 10d (0.131" x3") nails. Install the nails in the pre -punched holes closest to the ridge. Make sure the bracket remains flat against the sheathing (Figure 5). Figure 5: Shear -X Pre -punched Holes TER No. 1509-03 83 of e9 Page 7 of 16 Shear -X" Bracket and RidgeVent' Copyright©2019 Technical Evaluation Report (TER) 6.2.5.1.4. Complete the attachment of the bracket by installing the remaining nails (Figure 6). Be sure to nail directly into the rafters/trusses and NOT just into the sheathing. Figure 6: Shear -X Final Attachment 6.2.5.1.5. Roll out and install ridge vent along ridge line of roof according to manufacturer's installation instructions (Figure 7). Note, the ridge vent profile will vary from that shown based on the roof type and profile. Figure 7: RidgeVent Installed Over Shear -X 6.2.5.1.6. Install the ridge cap shingles according to shingle manufacturer's instructions (Figure 8). Figure 8: Ridge Cap Shingles Installed Post Shear -X Installation 6.3. RidgeVent 6.3.1. RidgeVent shall not be installed on roofs with a mean roof height greater than 33 ft. 6.3.2. RidgeVent shall be installed over approved roofing materials only. 6.3.3. Refer to manufacturer's installation instructions for the specific profile selected. TER No. 1509-03 84 of 89 Page 8 of 16 Shear -X— Bracket and RidgeVent'" Copyright ©2019 Technical Evaluation Report (TER) 7. Test and Engineering Substantiating Data: 7.1. Cyclic Testing of Shear -X"' Brackets, in accordance with ASTM D7147 and ASTM E2126, performed by SBCRI. 7.2. Ignition Temperature of Plastics testing, in accordance with ASTM D1929, performed by Intertek. 7.3. Density of Smoke from the Burning or Decomposition of Plastics, in accordance with ASTM D2843, performed by Intertek. 7.4. Rate of Burning and/or Extent of Time of Burning of Plastics in a Horizontal Position, in accordance with ASTM D635, performed by Intertek. 7.5. Wind and Wind Driven Rain Resistance and/or Increased Windspeed Resistance of Soffit Ventilation Strip and Continuous or Intermittent Ventilation System Installed at the Ridge Area testing, in accordance with TAS 100(A)-95, performed by Architectural Testing, Inc. 7.6. The product(s) evaluated by this TER fall within the scope of one or more of the model, state or local building codes for building construction. The testing and/or substantiating data used in this TER is limited to buildings, structures, building elements, construction materials and civil engineering related specifically to buildings. 7.7. The provisions of model, state or local building codes for building construction do not intend to prevent the installation of any material or to prohibit any design or method of construction. Alternatives shall use consensus standards, performance-based design methods or other engineering mechanics based means of compliance. This TER assesses compliance with defined standards, accepted engineering analysis, performance-based design methods, etc. in the context of the pertinent building code requirements. 7.8. Some information contained herein is the result of testing and/or data analysis by other sources, which DrJ relies on to be accurate, as it undertakes its engineering analysis. 7.9. DrJ has reviewed and found the data provided by other professional sources are credible. The information in this TER conforms with DrYs procedure for acceptance of data from approved sources. 7.10. DrYs responsibility for data provided by approved sources conforms with IBC Section 1703 and any relevant professional engineering law. 7.11. Where appropriate, DrTs analysis is based on design values that have been codified into law through codes and standards (e.g., IRC, WFCM, IBC, SDPWS, NDS, ACI, AISI, PS -20, PS -2, etc.). This includes review of code provisions and any related test data that aids in comparative analysis or provides support for equivalency to an intended end-use application. Where the accuracy of design values provided herein is reliant upon the published properties of commodity materials (e.g. lumber, steel, concrete, etc), DrJ relies upon grade/properties provided by the raw material supplier to be accurate and conforming to the mechanical properties defined in the relevant material standard. 8. Findings: 8.1. When installed in accordance with the manufacturer's installation instructions and this TER, Shear -X complies with the applicable sections of the codes listed in Section 2 for the following applications: 8.1.1. Capacity to resist shear forces in light -frame wood construction roof assemblies using rafter or truss framing and wall assemblies in accordance with IBC Section 1609, IBC Section 1613 and ASCE 7 Chapters 11 and 26. 8.2. When installed in accordance with the manufacturer's installation instructions and this TER, RidgeVent complies with the applicable sections of the codes listed in Section 2 for the following applications: 8.2.1. Self -ignition temperature and flash ignition temperature performance in accordance with ASTM D1929. 8.2.2. Average smoke density rating performance in accordance with ASTM D2843. 8.2.3. Linear rate of burn performance in accordance with ASTM D635. 8.2.4. Wind -driven rain performance in accordance with Florida Building Code Test Protocol for High Velocity Hurricane Zone, TAS 100(A)-95. TER No. 1509-03 85 of 89 Page 9 of 16 Shear -X" Bracket and RidgeVent"'' Copyright ©2019 Technical Evaluation Report (TER) 8.3. IBC Section 104.11 (IRC Section R104.11 and /FC Section 104.9 are similar) states: 104.11 Alternative materials, design and methods of construction and equipment. The provisions of this code are not intended to prevent the installation of any material or to prohibit any design or method of construction not specifically prescribed by this code, provided that any such alternative has been approved. An alternative material, design or method of construction shall be approved where the building official finds that the proposed design is satisfactory and complies with the intent of the provisions of this code, and that the material, method or work offered is, for the purpose intended, not less than the equivalent of that prescribed in this code.... Where the alternative material, design or method of construction is not approved, the building official shall respond in writing, staling the reasons the alternative was not approved. 8.4. This product has been evaluated in the context of the codes listed in Section 2, and is compliant with all known state and local building codes. Where there are known variations in state or local codes that are applicable to this evaluation, they are listed here: 8.4.1. No known variations 8.5. This TER uses professional engineering law, the building code, ANSI/ASTM consensus standards and generally accepted engineering practice as its criteria for all testing and engineering analysis. DrYs professional engineering work falls under the jurisdiction of each state Board of Professional Engineers, when signed and sealed. 9. Conditions of Use: 9.1. Where required by the authority having jurisdiction (AHJ) in which the project is to be constructed, this TER and the installation instructions shall be submitted at the time of permit application. 9.2. Any generally accepted engineering calculations needed to show compliance with this TER shall be submitted to the code official for review and approval. 9.3. Design loads shall be determined in accordance with the building code adopted by the jurisdiction in which the project is to be constructed and/or by the Building Designer (e.g., Owner, Registered Design Professional, etc.). 9.4. Do not make cuts, notches or holes in any way to alter Shear -X brackets. Shear -X brackets may be bent in accordance with Section 6 to conform to the roof pitch or other applications as applicable. 9.5. Shear -X brackets are intended to be bent only one time. Never bend the brackets in opposite directions as this will cause fatigue in the steel. 9.6. The number of brackets needed will vary and depend on the design of the building, applicable shear loads, and wind or seismic conditions. The Building Designer and Professional Engineer are responsible for calculating all necessary loads when designating the number of brackets needed based on those variables stated above. 9.7. Never space the brackets at greater than 25' o.c. 9.8. Design 9.8.1. Building Designer Responsibility 9.8.1.1. Unless the AHJ allows otherwise, the Construction Documents shall be prepared by a Building Designer for the Building and shall be in accordance with IRC Section R106 and IBC Section 107. 9.8.1.2. The Construction Documents shall be accurate and reliable and shall provide the location, direction and magnitude of all applied loads and shall be in accordance with IRC Section R301 and IBC Section 1603. 9.8.2. Construction Documents 9.8.2.1. Construction Documents shall be submitted to the Building Official for approval and shall contain the plans, specifications and details needed for the Building Official to approve such documents. 9.9. Responsibilities 9.9.1. The information contained herein is a product, material, detail, design and/or application TER evaluated in accordance with the referenced building codes, testing and/or analysis through the use of accepted engineering practice, experience and technical judgment. TER No. 1509-03 e6 of 89 Page 10 of 16 Shear -X' Bracket and RldgeVentTM Copyright ©2019 Technical Evaluation Report (TER) 9.9.2. DrJ TERs provide an assessment of only those attributes specifically addressed in the Products Evaluated or Code Compliance Process Evaluated sections. 9.9.3. The engineering evaluation was performed on the dates provided in this TER, within DrXs professional scope of work. 9.9.4. This product is manufactured under a third -party quality control program in accordance with IRC Section R104.4 and R109.2 and IBC Section 104.4 and 110.4. 9.9.5. The actual design, suitability and use of this TER, for any particular building, is the responsibility of the Owner or the Owner's authorized agent, and the TER shall be reviewed for code compliance by the Building Official. 9.9.6. The use of this TER is dependent on the manufacturer's in -plant QC, the ISO/IEC 17020 third -party quality assurance program and procedures, proper installation per the manufacturer's instructions, the Building Official's inspection and any other code requirements that may apply to demonstrate and verify compliance with the applicable building code. 10. Identification: 10.1. Shear -X and RidgeVent described in this TER are identified by a label on the bracket or packaging material bearing the manufacturer's name, product name, TER number, and other information to confirm code compliance. 10.2. For additional technical information, contact Garwood Manufacturing Co. Inc. directly at 215-887-6600. 11. Review Schedule: 11.1. This TER is subject to periodic review and revision. For the most recent version of this TER, visit driengineering.org. 11.2. For information on the current status of this TER, contact DrJ Engineering. • Mission and Professional Responsibilities • Product Evaluation Policies • Product Approval - Building Code Administrative Law and P E Law TER No. 1509-03 87 of 89 Page 11 of 16 Shear -X" Bracket and RidgeVent'" Copynght©2019 CJ rJ CJ o f? C> C+ b b N M N M N M " M N M Z ;� � Z Z z Z z Z a z pp ep =`bo, CJ rJ CJ o f? C> C+ b b N M N M N M " M N M PROJECT: lei �2 -11 141INNOVATIVEJ., NO: S T R U C T IJ R A L N G I 'I E E f N G AA 4 0 8 e c o 1, 1%1 j y N; - E R 0 CALCULATED BY: i is 61 L C U I- A C A 9 2 E 11 S. C 0 biDATE: SHEET NO.