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STRUCTURAL CALCS
fiviREED & ASSOCIATES, PS j Civil & Structural Engineering , 19626 76th Ave. W. #A, Lynnwood, WA 98036 Office (425)778-2793 wer@reed-assoc.com STRUCTURAL CALCULATIONS FOR: Vanvolkenburg Res.Garage Add. Structural Design of a (1)-story Garage Addition NOT VALID WITHOUT A WET SIGNATURE WENDELL E. REED, PE, CBO $tD20I R- 13.Z10 2015 IBC JOB # 19-163 Date I Eng I # Desc. tECEIVED OCT Z 4 2019 CITY COPY BUILDING T Lateral Analysis IBC 2015 R&A Job #: 19-163 Description: Vanvolkenburg Res.Garage Add. Engineer: WER Governing Code: 2015 International Building Code all references in right margin are 2015 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria [3531 Roof Walls Floors now Partitions Live Load (pso 25 60 25 Dead Load (pso 12 10 10 10 1603.1.4 Wind Design Criteria [3541 1. Nominal/Ultimate Wind Speed Vasd/Vult 85/110 mph F 1609.3(3) [3721 2. Risk Category II 1.00 ASCE 7-10 T 6-1 [771 3. Wind Exposure Category "B" 1609.4 [3731 4. Internal Pressure Coefficient +/- 55 ASCE 7-10 F 26.11-1 [2581 5. Components and Cladding design pressure +/- 16 psf ASCE 7-10 30.2.2 [316] 1603.1.5 Seismic Design Data [3541 1. Seismic Importance Factor 2. Short Period Acceleration 2. 1-Second Accelleration 3. Site Class 4. Spectral response coefficient 4. Spectral response coefficient 5. Seismic Design Category 6. Seis. Force Resisting System 7. Design Base Shear 8. Seismic Response Coefficient 9. Response Modification Factor 10. Analysis Procedure 11. Risk Category Table of Contents le 1.00 ASCE 7-10 T 1.5-2 [51 SS 1.25 USGS Seismic Design Map Online St 0.4 USGS Seismic Design Map Online D ASCE 7-10 T 20.3-1 [204] SoS 0.83 EQ 16-39 [387] Spy 0.43 EQ 16-40 [387] D T1613.3.5(1) and (2) [398] A.15. ASCE 7-10 T 12.2-1 [73] 1286 Ibs CS 0.13 R 6.5 Equivalent Lateral Force 11 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix ASCE 7-10 EQ 12.8-2 [89] ASCE 7-10 T 12.2-1 [73] ASCE 7-10 T 12.6-1 [88] ASCE 7-10 T 11.6-2 [69] Version 7.0 Pg 0.2 Wind Desian (MWFRS - Envelope Procedure) ASCE 7-10 Wind Load Method ASCE 7-10 28.1.1 (2) (297] Nominal/Ultimate Wind Speed 85/ 110 mph 1609.3 (373], F1609 [372] Wind Exposure Category B 1609.4 (3731 Height & Exposure Adjustment 21 = 1.00 ASCE 7-10 F 28.6-1 [304] Topographic Factor Kzt = 1.00 ASCE 7-10 F 26.8-1 (2521 Wind Pressures ASCE 7-10 28.6.3 [302] ps = X Kzt Ps30 ASCE 7-10 EQ 28.6-1 [306] Minimum pressures shall not be less than assuming the pressures for ASCE 7-10 28.6.4 [306] zones A and C equal +16 psf, B & D equal +8 psf, while zones E, F, G, & H all equal zero. Roof Pitch 1.2 :12 or 5.7106 degrees Ridge Elevation 13.3 ft Eave Height 12 ft Mean Roof Height, h 12.65 ft ASCE 7-10 26.2 [243] Zone Pressures, (A)(PSM) ASCE 7-10 F 28.6-1 (304I 110 Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F G H EoH GoH 1 21.96 -8.86 -10.08 -5.11 -23.10 -14.24 -16.00 -10.90 -32.30 -25.30 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Horizontal Zones Areas & Forces. Fx ASCE 7-10 F 28.6-1T303 End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal dimension (I.h.d.) or 0.4h, but not less than either 4 percent of Ihd or 3 feet. D F x- Z (p sx'X) x = A Diaphragm (x = 1) I.h.d. (ft) = 25 a (ft) = 3 Areas 2a (ft) = 6 Forces Front to Rear A B I C D 42 136 Fx = -449 Fxmin = 2848 Side to Side A B C D 42 136 Fx = -449 Fxmin = 2848 Version 7.0 Pg 1.3 a Seismic Design IBC 2015 Site Clasification. Criteria Selection, & Minimum Design Lateral Force Risk Category II ASCE 7-10 T 6-1 [473] Seismic Importance Factor IE 1.00 ASCE 7-10 T 1.5-2 [5] Seismic Design Category D T1613.3.5(1) and (2) [398] Site Class D ASCE 7-10 T 20.3 3-1[204] Short Period Acceleration Ss 1.25 F1613.3.1(1) [16-74] 1-Second Acceleration Si 0.4 F1613.3.1(2) [16-76] Seis. Force Resisting System A.15. ASCE 7-10 T 12.2-1 [73] Response Modification Factor R 6.5 ASCE 7-10 T 12.2-1 [73] Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.3.3(1) [387] Site Coeffiecient, Fv 1.6 T1613.3.3(2) [387] Substitute equations 16-37 & 16-38 into 16-39 & 16-40 respectively, S DS = • F a ' S S SIDS = 0.83 EQ 16-39 [387] 3 2 S D 1= 3. F v• S 1 Spi = 0.43 EQ 16-40 [387] Simplified analysis, Seismic base shear ASCE 7-10 12.14.8 [1081 V = (F Sos/R) W Where: F=1.0 for (1)--story ASCE 7-10 EQ 12.14-11 [108] Vertical Distribution, Forces at each level ASCE 7-10 12.14.8 [1081 Fx = (wx/W) V Fx = 0.128 x wx ASCE 7-10 EQ 12.14-.12 [109] FffartivP zAismir wairnht P. FnrrPs 11hs1 nt I PvPI Y Diaphragm (x = 1) Fx = 1385 roof area (ftZ) floor area (ft2) story height (ft) wall length (ft) `Nx 650 12 50 weight (lbs) 7800 0 3000 10800 Version 7.0 Pg 2.4 Allowable Stress Design Loads For Wood IBC 2015 a Design shall be in accordance with Sections 2304-2306. 2301.2 (1) I4731 Structures using wood shear walls and diaphragms to resist 2305.1 [488] wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305 - 2306. Design per Alternative Basic Load Combinations 1605.3.2 [3591 For worse case effect with wind load, L & S shall be zero. 1605.1 [357] Equations 16-18, 16-19and 16-20 become, D + CO W .0.6 Where w equals 1.3, W equals FX of the respective diaphragm, and 1605.3.2 [359] D shall be multiplied by two-thirds. For worse case effect with seismic load, L & S shall be zero. 1605.1 [357] Equation 16-22 controls, 0.9 D + E/1.4 substitute ASCE 7-10 EQ 12.14-5 for E ASCE 7-10 12.14.3.1.3 (7), EQ 12.14-5 [1041 0.9 D + (p Q E — 0.2 S IDS Di 1.4 simplify & arrange variables EQ 16-22 (0.9-0.14 SIDS) D+ P QE 1.4 Where QE equals FX of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Desian Loads. 1.3 Fx For Kzt = 1.00 Front to Rear Side to Side Diaphragm Force(Ibs) Force (Ibs x = 1 2221 2221 Seismic Design Loads, (p/1.4) F, p = 1.3 Diaphragm Force (Ibs) x = 1 1286 ASCE 7-10 12.3.4 [831 Version 7.0 Pg 3.5 Allowable Stress Design Loads For Wood - cont. Sum the moments about the base of a shearwall, overturning shall resist, (v.w) -h - 2 D •W + P •vv for wind 3 2 (v .w) •h - (0.9 - 0.14 S DS) D .W 2 + P •W1 for seismic J Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall I (VxI0 Version 7.0 Pg 3.6 Wall Line Level \���'��� p Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max 1 1 F-R 4.35 1 12 6 12 1 -329 -1503 7 Wind Seis VD(x+l) [Ibs] 4.47 12 6 12 -337 -1512 7 4.35 12 6 12 -329 -1503 7 % 50% 5% 6 VD(x) [Ibs] 1110.72 64.2857 VT(x) [Ibs] 1110.72 64.2857 L 13.17 13.17 V 84 5 2015 SDPWS SEISMIC .7 MAX TMAX(x) [Ibs] 2 1 F-R 18.25 12 -486 -993 Wind Seis VD(x+1) [Ibs] % 50% 1 50% VD(x) [Ibs] 1110.72 642.857 VT(x) [Ibs] 1110.72 642.857 L 18.25 18.25 V 61 35 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 3 1 F-R Wind Seis VD(x+1) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L V 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 4 1 F-R Wind Seis VD(x+1) [Ibs] % Vb(x) [Ibs] VT(x) [Ibs] L V 2015 SDPWS SEISMIC MAX TMAx(X) [Ibs] Version 7.0 Pg 4.7 Wall Line Level' d�o,�o p Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A 1 S-S 25.00 12 1 -1166 -1546 Wind Seis VD(x+1) [Ibs] 16.50 12 -825 -1148 % 50% 50°% VD(x) [Ibs] 1110.72 642.857 VT(x) [Ibs] 1110.72 642.857 L 41.50 41.50 V 27 15 2015 SDPWS SEISMIC MAX TMAx(x) [Ibs] ALL EXIST VERY SMALL ADDED LOAD OK AS IS . B F 1 S-S 1.83 12 3 12 1304 77 389 Wind Seis VD(x+1) [Ibs] 1.83 12 3 12 1304 77 389 1.75 12 3 12 1308 82 407 % 50% 50% VD(x) [Ibs]' 1110.72 642.857 VT(x) [Ibs] 1110.72 642.857 L 5.42 5.42 V 205 119 2015 SDPWS SEISMIC MAX 407 TMAx(X) [Ibs] 1308 82 RS C 1 S-S Wind Seis VD(x+1) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L V 2015 SDPWS SEISMIC MAX TMAx(X) [Ibs] D 1 S-S Wind Seis VD(x+1) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L V 2015 SDPWS SEISMIC MAX TMAx(X) [Ibs] Version 7.0 Page5.8 Shear Nall Summary 1 - 1 st 2-1st 3-1st 4-1st A -1st B-1st C-1st D-1st Sheathing Shear Flow Sheeting Reqm'ts Wind I Seis Max •1 �0 SWA SW-2 SW-3 Shear Transfer Wind Seismic SW-4 SW-5 Shear Transfer Connectors - Co = 1.6, Hem -Fir SW-6 Overturning Values Wind I Seismic 1308 Connector SWA SW-2 SW-3 Shear Transfer Wind Seismic SW-4 SW-5 Shear Transfer Connectors - Co = 1.6, Hem -Fir SW-6 Overturning Values Wind I Seismic 1308 Connector Z (Ibs) 16d Nails 195.2 Ibs 2015NDS T11N[105] 11.4 0.0 0.0 0.0 0.0 1 0.0 16d Slant Nails (v<150plf) 162 Ibs 2015 NDS T11N [1051 9.5 0.0 0.0 0.0 0.0 1 0.0 Simpson A35 Clip 600 Ibs Current Simpson Guide 35.1 0.0 1 0.0 1 0.0 J 0.0 10.0 Simpson H1 Truss Connector 415 Ibs Current Simpson Guide 24.3 0.0 0.0 0.0 0.0 1 0.0 Simpson DTC Clip 210 Ibs CurredntSimpson Guide 12.3 0.0 0.0 0.0 0.0 10.0 1 /2" Diameter Anchor Bolts (2x) 912 Ibs 2015NDS T11E [93] 5/8" Diameter Anchor Bolts (2x) 1328 Ibs 2015NDS T11 E [93] 77.7 1 0.0 0.0 0.0 0.0 1 0.0 5/8" Diameter Anchor Bolts (3x) 1664 Ibs 2015NDS T11E[93] 97.4 1 0.0 0.0 0.0 0.0 0.0 Page6.9 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item "Printing Project ID: Project Descr: and then using the & Title Block" selection. " Title Block Line 6 Printed- 2 AUG 2019, 10:39PM Wood Beam File =C:\Users\owner\Deskloplprojects12019\19-162-21VANVOL-1.EC6 Description 12' wind studs wl 16psf wind pressure CODE REFERENCES Calculations per NDS 2015, IBC 2015, CDC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E; Modulus of Elasticity Load Combination i BC 2018 Fb - 1,000.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,000.0 psi Eminbend - xx 1,300.0 ksi Wood Species Fc - Perp 1,000.0 psi Wood Grade Fv 65.0 psi Ft 65.0psi Density 34.Opcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase W(0.02) 2x6 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : W = 0.020 ; Tributary Width =1.0 ft DESIGN SUMMARY c s Maximum Bending Stress Ratio = 0.186 1 Maximurn Shear Stress Ratio = '0.117 :.1 Section used for this span 2x6 Section used for this span 2x6 fb :Actual = 342.74psi fv : Actual = 12.14 psi FB : Allowable 1,840.00psi Fv : Allowable 104.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 I Maximum Deflection Max Downward Transient Deflection 0.347 in Ratio = 414>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.208 in Ratio = 691 >=180 Max Upward Total Deflection 0.000 In Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.90 1.000 1.00 1.15 1.00 1.00 1.00 1035.00 0.00 0.00 58.50 +D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1150.00 0.00 0.00 65.00 +D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 HO 0.00 0.00 Length = 12.0 It 1 1.25 1.00Q 1.00 1.15 1.00 1.00 1.00 1437.50 0.00 0.00 81.25 +D+S+H 1.000 1.00 1.15 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1322.50 0.00 0.00 74.75 +D+0.75OLr+0.750L+ft 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1437.50 0.00 0.00 81.25 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & "Title Block" selection. Wood Beam Project Title: Engineer: Project ID: Project Descr: Printed: 2 AUG 2019. 10:39PM File = C:1UserslOwnerlDesktoplprojects12019119-162-21VANVOL-1.EC6 Description : 12' wind studs wl 16psf wind pressure Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L +D+0.750L+0.750S+H Length = 12.0 It 1 +D+0.60W+H Length = 12.0 ft 1 0.186 0 +D+0.70E+H Length = 12.0 ft 1 +D+0.750Lr+0.750L+0.450W+H Length = 12.0 ft 1 0.140 +D+0.750L+0.750 S+0.450W+H Length = 12.0 ft 1 0.140 +D+0.750L+0.750S+0.5250 E+H Length = 12.0 ft 1 +0.60D-460W+0.60H Length = 12.0 ft 1 0.186 +0.60D+0.70E+0.60H Length = 12.0 ft 1 Overall Maximum Deflections Load Combination Span W Only 1 Vertical Reactions Load Combination Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +0+0.750L+0.750S+0.450 W+H +D+0.750 L+0.750 S+0.5 250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.088 0.088 0.117 1.000 1.00 1.15 1.00 1.00 1.00 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.000 1.00 1.15 1.00 1.00 1.00 .117 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.60 1.000 1.00 1.15 1.00 1.00 1.00 Max. '-" Defl Location in Span Load Combination 0.3472 6.044 Support notation : Far left is #1 Support 1 Support 2 0,120 0.120 0.120 0.120 0.072 0.072 0.054 0.054 0.054 0.054 0.072 0.072 0.120 0.120 Moment Values M 0.22 0.16 0.16 0.22 lb F'b 0.00 1322.50 0.00 342.74 1840.00 0.00 1840.00 0.00 257.06 1840.00 0.00 257.06 1840.00 0.00 1840.00 0.00 342.74 1840.00 0.00 1840.00 Shear Values V tv 0.00 0.00 0.00 0.00 0.00 0.00 0.07 12.14 0.00 0.00 0.00 0.00 0.00 0.00 0.05 9.10 0.00 0.00 0.05 9.10 0.00 0.00 0.00 0.00 0.00 0.00 0.07 12.14 0.00 0.00 0.00 0.00 F'v 0.00 74.75 0.00 104.00 0.00 104.00 0.00 104.00 0.00 104.00 0.00 104.00 0.00 104.00 0.00 104.00 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the Printing & 'Title Block" selection. Title Block Line 6 Printed* 2 AUG 2019, 9.38PM � Wood Beam L File = C:1Users\OwnerlDesktoplprojects12019119-162-21VANVOL-1.EC6 - - - IfE PLicensee.. REE&& ASSOCIATES Description : Ctr Ridge Bm 0/ Garage CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination iBC.2018 Fb - 1850 psi Ebend- xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 950 ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600 ksi Wood Grade 24F - V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.180, L = 0.480 , Tributary Width =1.0 ft 18) L(0.4 6.75x15 Span = 22.0 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY e - Maximum Bending Stress Ratio = 0.909 1 Maximum Shear Stress Ratio = 0.373 : 1 Section used for this span 6.75x15 Section used for this span 6.75x15 fb : Actual 1,955.90psi fv : Actual = 98.96 psi FB : Allowable 2,152.12psi Fv : Allowable 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 11.000ft Location of maximum on span = 20.796 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.745 in Ratio = 354>=350 Max Upward Transient Deflection 0.000 in Ratio = 0 <350 Max Downward Total Deflection 1.058 in Ratio = 249>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.299 0.123 0.90 0.947 1.00 1.00 1.00 1.00 1.00 12.22 579.19 1936.91 1.98 29.31 238.50 +D+L+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0,909 0.373 1.00 0.947 1.00 1.00 1.00 1.00 1.00 41.26 1,955.90 2152.12 6.68 98.96 265.00 +D+Lr+H 0,947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0:00 Length = 22.0 ft 1 0,215 0.088 1.25 0.947 1.00 1.00 1.00 1.00 1.00 12.22 579.19 2690.15 1.98 29.31 331.25 +D+S+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.234 0.096 1.15 0.947 1.00 1.00 1.00 1.00 1.00 12.22 579.19 2474.94 1.98 29.31 304.75 +D+0.750Lr+0.750L+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item "Printing Project ID: Project Descr: and then using the & Title Block" selection. Title Block Line 6 Printed: 2 AUG 2019, 9.38PM Wood Beam File =C:\Users\Owner\Desktop\projects\2019\19-162-2\VANVOL-i.EC6 Description : Ctr Ridge Bm 0/ Garage Load Combination Max Stress Ratios Moment_ Values, Shear Values Segment Length Span # M V C d C FN C I Cr C m C t C L M fb F'b V. fv F'v Length = 22.0 ft 1 0.599 0.246 1.25 0.947 1.00 1.00 1.00 1.00 1.00 34.00 1,611.72 2690.15 . 5.50 81.55 331.25 +D+0.750L+0.750S+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.651 0.268 1.15 0.947 1.00 1.00 1.00 1.00 1.00 34.00 1,611.72 2474.94 5.50 81.55 304.75 +D+0.60W+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.168 0.069 1.60 0.947 1.00 1.00 1.00 1.00 1.00 12.22 579.19 3443.39 1.98 29.31 424.00 +D+0.70E+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.168 0.069 1.60 0.947 1.00 1.00 1.00 1.00 1.00 12.22 579.19 3443.39 1.98 29.31 424.00 +D+0.750Lr+0.750L+0.450W+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.468 0,192 1.60 0.947 1.00 1.00 1.00 1.00 1.00 34.00 1,611.72 3443.39 5.50 81.55 424.00 +D+0.750L+0.750S+0.450W+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.468 0.192 1.60 0.947 1.00 1.00 1.00 1.00 1.00 34.00 1,611.72 3443.39 5.50 81.55 424,00 +D+0.750L+0.750S+0.5250E+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.468 0.192 1.60 0.947 1.00 1.00 1.00 1.00 1.00 34.00 1,611.72 3443.39 5.50 81.55 424.00 +0.60D+0.60W+0.60H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.101 0.041 1.60 0.947 1.00 1.00 1.00 1.00 1.00 7.33 347.51 3443.39 1.19 17.58 424.00 +0.60D+0.70E+0.60H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.101 0.041 1.60 0.947 1.00 1.00 1.00 1.00 1.00 7.33 347.51 3443.39 1.19 17.58 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+L+H 1 1.0580 11.080 0,0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0,750L+H +D+0.750L+0.750S+H +D+0.601N+H +D+0.70E+H +D+0.750Lr+0.750L+0.450 W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.601)+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support 1 Support 2 7.501 7.501 5.280 5,280 2.221 2.221 7.501 7.501 2.221 2.221 2.221 2,221 6.181 6.181 6.181 6.181 2.221 2.221 2.221 2.221 6.181 6.181 6.181 6.181 6.181 6.181 1.333 1.333 1.333 1.333 2.221 2.221 5.280 5.280 Title Block Line 1 Project Title: ,You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 2 AUG 2019, 10;25PM General Footing File=C:\UserslownerlDeskloplprojects12019119-162-21VANVOL-LEC6 �ftg Description : at South end ridge bm Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values f'c Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.3.0 q) Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding 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 = 0.0 ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = 0.0 ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 2.250 ft Length parallel to Z-Z Axis = 2.250 ft z Footing Thickness = 10.0 in Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis = Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcin Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load = OB : Overburden = M-xx = M-zz = V-x = V-z = 0.0 in 0.0 in 0.0 in 3.0 in 3 V 4 a.a.e.w:.,::««a :.< i2ti ill ''�1' j�Y �..� F� +>• s !'r i #4 "UM s` "�i•%�°s�at; ...,`'.°.'�4�.,t ,...-.,;t- y, ��;r-��"i�.!:�::..,:F-.u�:::-.t�..-�r.t;?Qs=e:t.iR' isa?sa,�:rK�i1S>;u%.`u.,,.�^.,a�:��5»"',din:Cat,•+'.Fis:'w»::':.�^,:`?:;�.�1 n/a X-X Sechen L-Wg to ♦Z n/a n/a D Lr L S W E H 2.20 0.0 5.30 0.0 0.0 0.0 0.0 k 0.0 _._.._.._. 0.0 _...... ..._.... 0.0 _- ................-... 0.0 _._............_....._.... 0.0 - 0.0 ........................... 0.0 ksf 0.0 0.0 0.0 0.0 . 0.0 .............. 0.0 ........ 0.0 k-ft 0.0 _.........-__............ 0.0 � .__......_.._.. 0.0 ..........................__.. 0.0 .._.._...._.... 0.0 ............_..`..................................._........._......_..- 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 2 AUG 2019, 10:25PM General Footing File =C:\Users\Owner\Desktop\projects\2019119-162-2\VANVOL-1.EC6 Description : ftg at South end ridge bm DESIGN SUMMARY m Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8105 Soil Bearing 1.621 ksf 2.0 ksf +D+L+H about Z-Z axis 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 0.0 k 0.0 k 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 0.1719 Z Flexure (+X) 1.390 k-ft/ft 8.086 k-fl/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1719 Z Flexure (-X) 1.390 k-ft/ft 8.086 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.1719 X Flexure (+Z) 1.390 k-ft/ft 8.086 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1719 X Flexure (-Z) 1.390 k-ft/ft 8.086 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.1719 1-way Shear (+X) 14.121 psi 82,158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1719 1-way Shear (-X) 14.121 psi 82.158 psi +1.20D+0.50Lr+1,60L+1.60H PASS 0.1719 1-way Shear (+Z) 14.121 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1719 1-way Shear (-Z) 14.121 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3219 2-way Punching 52.899 psi 164.317 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 2.0 n/a 0.0 0.5737 0,5737 n/a n/a 0.287 X-X. +D+L+H 2.0 n/a 0.0 1.621 1.621 n/a n/a 0.811 X-X. +D+Lr+H 2.0 n/a 0.0 0.5737 0.5737 n/a n/a 0.287 X-X. +D+S+H 2.0 n/a 0.0 0.5737 0.5737 n/a n/a 0.287 X-X. +D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.359 1.359 n/a n/a 0.680 X-X. +D+0.750L+0.750S+H 2.0 n/a 0.0 1.359 1.359 n/a n/a 0.680 X-X. +D+0.60W+H 2.0 n/a 0.0 0.5737 0.5737 n/a n/a 0.287 X-X. +D+0.70E+H -2.0 n/a 0.0 0.5737 0.5737 n/a n/a 0.287 X-X. +D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.359 1.359 n/a n/a 0.680 X-X.+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.359 1,359 n/a n/a 0.680 X-X. +D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.359 1,359 n/a n/a 0.680 X-X, +0.60D+0.60W+0.60H 2.0 n/a 0.0 0.3442 0,3442 n/a n/a 0.172 X-X.+0.60D+0.70E+0.60H 2.0 n/a 0.0, 0,3442 0,3442 n/a n/a 0.172 Z-Z. +D+H 2.0 0.0 n/a n/a n/a 0.5737 0.5737 0.287 Z-Z. +D+L+H 2.0 0.0 n/a n/a n/a 1.621 1.621 0,811 Z-Z. +D+Lr+H 2.0 0.0 n/a n/a n/a 0.5737 0.5737 0.287 Z-Z. +D+S+H 2.0 0.0 n/a n/a n/a 0.5737 0.5737 0.287 Z-Z, +D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.359 1.359 0,680 Z-Z. +D+0.750L+0,750S+H 2.0 0.0 n/a n/a n/a 1.359 1,359 0.680 Z-Z, +D+0.60W+H 2.0 0.0 n/a n/a n/a 0.5737 0.5737 0.287 Z-Z. +D+0.70E+H 2.0 0.0 n/a n/a n/a 0.5737 0.5737 0.287 Z-Z, +D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.359 1.359 0.680 Z-Z. +D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.359 1.359 0,680 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.359 1.359 0,680 Z-Z, +0.60D460W+0.60H 2.0 0.0 n/a n/a n/a 0.3442 0.3442 0.172 Z-Z, +0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.3442 0.3442 0.172 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Title Block Line 1 -You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description : ftg at South end ridge bm Footing Flexure Project Title: Engineer: Project ID: Project Descr: Flexure Axis &Load Combination Mu k-ft Side Tension Surface As Req'd in12 Gvrn. As inA2 Actual As in12 Phi*Mtn k-ft Status X-X. +1.40D+1.60H 0.3850 +Z Bottom 0.216 Min TemD % 0.2667 8,086 OK X-X. +1.40D+1.60H 0.3850 -Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 1.390 +Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 1.390 -Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X. +1.20D+1.60L+0.50S+1.60H 1.390 +Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X. +1.20D+1.60L+0.50S+1.60H 1.390 -Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 0.6613 +Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X. +1.20D+1.60Lr+0.50L+1.60H 0,6613 -Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.330 +Z Bottom 0,216 Min TemD % 0.2667 8.086 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.330 -Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X. +1.20D-450L+1.60S+1.60H 0.6613 +Z Bottom 0,216 Min TemD % 0.2667 8.086 OK X-X. +1.20D+0.50L+1.60S+1.60H 0.6613 -Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.330 +Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X. +1.20D+1.60S+0.50W+1.60H 0.330 -Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X• +1.20D+0.50Lr+0.50L+W+1.60H 0.6613 +Z Bottom 0.216 Min TemD % 0,2667 8.086 OK X-X. +1.20D+0.50Lr+0.50L+W+1.60H 0.6613 -Z Bottom 0,216 Min TemD % 0.2667 8.086 OK X-X. +1.20D+0.50L+0.50S+W+1.60H 0.6613 +Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 0.6613 -Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X. +1.20D+0.50L+0.70S+E+1.60H 0.6613 +Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X. +1.20D+0.50L+0.70S+E+1.60H 0.6613 -Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X. +0.90D+W+0,90H 0.2475 +Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X. +0.90D+W+0.90H 0,2475 -Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X. +0.90D+E+0.90H 0.2475 +Z Bottom 0.216 Min TemD % 0.2667 8.086 OK X-X• +0.90D+E+0.90H 0.2475 -Z Bottom 0.216 Min Temo % 0.2667 8,086 OK Z-Z, +1.40D+1.60H 0.3850 -X Bottom 0.216 Min Temp % 0.2667 8.086 OK Z-Z. +1.40D+1.60H 0.3850 +X Bottom 0.216 Min TemD % 0.2667 8.086 OK Z-Z. +1.20D+0.50Lr+1.60L+1.60H 1.390 -X Bottom 0.216 Min TemD % 0.2667 8.086 OK Z-Z. +1.20D+0.50Lr+1.60L+1.60H 1.390 +X Bottom 0.216 Min TemD % 0.2667 8.086 OK Z-Z. +1.20D+1.60L+0.50S+1.60H 1.390 -X Bottom 0.216 Min TemD % 0.2667 8.086 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.390 +X Bottom 0.216 Min Temo % 0,2667 8,086 OK Z-Z. +1.20D+1.60Lr+0.50L+1.60H 0.6613 -X Bottom 0.216 Min TemD % 0,2667 8.086 OK Z--Z, +1.20D+1.60Lr+0.50L+1.60H 0.6613 +X Bottom 0.216 Min TemD % 0.2667 8.086 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 0.330 -X Bottom 0,216 Min TemD % 0,2667 8,086 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 0.330 +X Bottom 0.216 Min Temo % 0.2667 8.086 OK Z-Z. +1.20D+0.50L+1.60S+1.60H 0.6613 -X Bottom 0.216 Min TemD % 0.2667 8.086 OK Z-Z. +1.20D+0.50L+1.60S+1.60H 0.6613 +X Bottom 0.216 Min TemD % 0.2667 8.086 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 0.330 -X Bottom 0.216 Min Temo % 0.2667 8.086 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 0.330 +X Bottom 0,216 Min TemD % 0.2667 8.086 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.6613 -X Bottom 0.216 Min TemD % 0.2667 8.086 OK Z-Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.6613 +X Bottom 0.216 Min TemD % 0.2667 8.086 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.6613 -X Bottom 0.216 Min TemD % 0.2667 8.086 OK Z-Z. +1.20D+0.50L+0.50S+W+1.60H 0.6613 +X Bottom 0,216 Min Temo % 0.2667 8.086 OK Z-Z. +1.20D+0.50L+0.70S+E+1.60H 0.6613 -X Bottom 0.216 Min TemD % 0.2667 8.086 OK Z-Z, +1.20D+0.50L+0.70S+E+1.60H 0.6613 +X Bottom 0.216 Min TemD % 0.2667 8.086 OK Z-Z +0.90D+W+0,90H 0.2475 -X Bottom 0.216 Min TemD % 0.2667 8.086 OK Z-Z. +0.90D+W+0.90H 0.2475 +X Bottom 0,216 Min TemD % 0.2667 8.086 OK Z-Z. +0.90D+E+0.90H 0.2475 -X Bottom 0.216 Min Temo % 0.2667 8.086 OK Z-Z. +0.90D+E+0.90H 0.2475 +X Bottom 0.216 Min Temo % 0.2667 8.086 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max - Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 3.91 Dsi 3.91 Dsi 3.91 Dsi 3.91 Dsi 3.91 Dsi 82.16 Dsi 0.05 0.00 +1.20D+0.50Lr+1.60L+1.60H 14.12 Dsi 14.12 Dsi 14.12 Dsi 14.12 Dsi 14.12 Dsi 82.16 Dsi 0.17 0.00 +1.20D+1.60L+0.50S+1.60H 14.12 Dsi 14.12 Dsi 14.12 osi 14.12 psi 14.12 Dsi 82.16 osi 0.17 0.00 +1.20D+1.60Lr+0.50L+1.60H 6,72 Dsi 6.72 osi 6.72 psi 6.72 osi 6.72 Dsi 82.16 DSi 0.08 0.00 +1.20D+1.60Lr+0.50W+1.60H 3.35 Dsi 3.35 psi 3.35 osi 3.35 Dsi 3,35 psi 82.16 Dsi 0.04 0.00 +1.20D+0.50L+1.60S+1.60H 6,72 Dsi 6.72 osi 6.72 psi 6.72 Dsi 6,72 osi 82.16 Dsi 0.08 0.00 +1.20D+1.60S+0.50W+1.60H 3.35 Dsi 3.35 osi 3.35 Dsi 3.35 Dsi 3.35 Dsi 82.16 Dsi 0.04 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 6.72 Dsi 6.72 Dsi 6.72 Dsi 6.72 Dsi 6.72 Dsi 82.16 Dsi 0.08 0.00 +1.20D+0.50L+0.50S+W+1.60H 6.72 osi 6.72 Dsi 6.72 Dsi 6.72 osi 6.72 Dsi 82.16 Dsi 0.08 0.00 +1.20D+0.50L+0.70S+E+1.60H 6.72 Dsi 6.72 Dsi 6.72 osi 6.72 Dsi 6.72 Dsi 82.16 Dsi 0.08 0.00 +0.90D+W+0,90H 2.51 Dsi 2.51 Dsi 2.51 Dsi 2.51 Dsi 2.51 osi 82.16 Dsi 0.03 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 2 AUG 2019, 10:25PM General Footing File =C:\Users\OwnerlDesktop\projectsQO19\19-162-2\VANVOL-l.EC6 Description : ftg at South end ridge bm One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 2.51 osi 2,51 osi 2,51.Dsi 2.51 Dsi 2.51 psi 82.16 Dsi 0.03 0.00 Two -Way "Punching" Shear All units k Load Combination... VU Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 14.65 osi 164.32osi 0.08917 OK +1.20D+0.50Lr+1.60L+1.60H 52.90 osi 164.32Dsi 0.3219 OK +1.20D+1.60L+0.50S+1.60H 52.90 Dsi 164.32Dsi 0.3219 OK +1.20D+1.60Lr+0.50L+1.60H 25.17 Dsi 164.32Dsi 0.1532 OK +1.20D+1.60Lr+0,50W+1.60H 12.56 Dsi 164.32osi 0.07643 OK +1.20D+0.50L+1.60S+1.60H 25.17 Dsi 164.32osi 0,1532 OK +1.20D+1.60S+0.50W+1.60H 12.56 Dsi 164,32osi 0.07643 OK +1.20D+0.50Lr+0,50L+Nt+1.60H 25.17 Dsi 164.32osi 0.1532 OK +1.20D+0.50L+0.50S+W+1.60H 25.17 Dsi 164.32osi 0.1532 OK +1.20D+0.50L+0.70S+E+1.60H 25.17 Dsi 164.32Dsi 0.1532 OK +0.90D+W+0.90H 9.42 Dsi 164.32osi 0.05732 OK +0.90D+E+0.90H 9.42 Dsi 164.32Dsi 0.05732 OK Title Block Line 1 • You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Wood Beam Project Title: Engineer: Project ID: Project Descr: Printed: 2 AUG 2019. 9:42PM File = C:1Users\OwnerlDesktoplprojects12019119-162-21VANVOL-1.EC6 Description : Rf/Deck Joists 0/ Garage CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb+ 850 psi E: Modulus of Elasticity Load Combination i BC 2018 Fb - 850 psi Ebend- xx 1300 ksi Fc - Prll 1300 psi . Eminbend - xx 470 ksi Wood Species ; Hem Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525 psi Density 26.83pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0.016) L(0.0533) 2x 10 Span = 12.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0160, L = 0.05330 , Tributary Width =1.0 ft _..._._..__..._-...__............... _._....... --- ---- ,Maximum Bending Stress Ratio = ---- ... ....... _ 0.687: 1 ............:..........................................._...__...:....................................:._......._..-...............................:.................. Maximum Shear Stress Ratio = 0.270 : 1 Section used for this span 2x10 Section used for this span 2x10 fb : Actual = 738.80psi fv : Actual 40.46 psi FB : Allowable = 1,075.25 psi Fv : Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H 1 Location of maximum on span = 6.165ft Location of maximum on span = 11.565ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.217 In Ratio = 682>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 j Max Downward Total Deflection 0.282 in Ratio = 524>=180 Max Upward Total Deflection i 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 12.330 ft 1 0.176 0.069 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.30 170.57 967.73 0.09 9.34 135.00 +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.330 ft 1 0.687 0.270 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.32 738.80 1075.25 0.37 40.46 150.00 +D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.330 ft 1 0.127 0.050 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.30 170.57 1344.06 0.09 9.34 187.50 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.330 ft 1 0.138 0.054 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.30 170.57 1236.54 0.09 9.34 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.330 ft 1 0.444 0.174 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.06 596.74 1344.06 0.30 32.68 187.50 .Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Description : Rf/Deck Joists O/ Garage Load Combination Max Stress Ratios Moment Values- Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v V Length = 12.330 ft 1 0.483 0.189 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.06 596.74 1236.54 0.30 32.68 172.50 +D+0.60W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.330 ft 1 0.099 0.039 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.30 170.57 1720.40 0.09 9.34 240.00 +D+0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.330 ft 1 0.099 0.039 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.30 170.57 1720.40 0.09 9.34 240.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.330 ft 1 0.347 0.136 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.06 596.74 1720.40 0.30 32.68 240.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.330 ft 1 0.347 0.136 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.06 596.74 1720.40 0.30 32.68 240.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.330 ft 1 0.347 0.136 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.06 596.74 1720.40 0.30 32.68 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.330 ft 1 0.059 0.023 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.18 102.34 1720.40 0.05 5.60 240.00 +0.60D+0.70E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.330 ft 1 0.059 0.023 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.18 102.34 1720.40 0.05 5.60 240.00 Overall Maximum Deflections Load Combination • Span Max. "" Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+L+H 1 0.2818 6.210 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXtmum 0.427 0.427 Overall MINimum 0.329 0.329 +D+H 0.099 0.099 +D+L+H 0.427 0.427 +D+Lr+H 0.099 0.099 +D+S+H 0.099 0.099 +D+0.750Lr+0.750L+H 0.345 0.345 +D+0.750L+0.750S+H 0.345 0.345- +D+0.60W+H 0.099 0.099 +D+0.70E+H 0.099 0.099 +D+0.750Lr+0.750L+0.450W+H 0.345 0.345 +D+0.750L+0.750S+0.450W+H 0.345 0.345 +D+0.750L+0.750S+0.5250E+H 0.345 0.345 +0.60D+0.60W+0.60H 0.059 0.059 +0.60D+0.70E+0.60H 0.059 0.059 D Only 0.099 0.099 Lr Only L Only 0.329 0.329 S Only W Only E Only H Only -Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : Hdr @ ne.mandoor garage rear, Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination iBC 2018 Fb - Wood Species Wood Grade Beam Bracing Fc - Prll Hem Fir Fc - Perp No-2 Fv Ft Beam is Fully Braced against lateral -torsional buckling _....... D(0.03) L(0.08) 4x6 Span = 3.60 ft Printed: 2 AUG 2019, 9:47PM File = C:\Users\Owner\Desktop\projects\2019\19-162-2\VANVOL-1.EC6 850 psi E : Modulus of Elasticity 850 psi Ebend- xx 1300 ksi 1300 psi Eminbend - xx 470 ksi 405 psi 150 psi 525 psi Density 26.83 pcf .... _....... _.... .... ....._-_- ............ -..__._..._..._ _....... __... ......__.......... .......... I..-.._....... Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.030, L = 0.080 , Tributary Width = 1.0 ft :Maximum Bending Stress Ratio = Section used for this span fb : Actual = I FB : Allowable = Load Combination j 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 0.113 1 Maximum Shear Stress Ratio = 0.080 : 1 4x6 Section used for this span 4x6 125.14psi fv : Actual = 11.98 psi 1,105.00psi Fv : Allowable = 150.00 psi +D+L+H Load Combination +D+L+H 1.800ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.005 in Ratio = 8961 >=360 0.000 in Ratio = 0 <360 0.007 in Ratio = 6311 >=180 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 3.587 ft 1 0.037 0.026 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.05 37.00 994.50 0.05 3.54 135.00 Length = 0.01314 ft 1 0.001 0.026 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.54 994.50 0.05 3.54 135.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.587 ft 1 0.113 0.080 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.18 125.14 1105.00 0.15 11.98 150.00 Length = 0.01314 ft 1 0.002 0.080 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 1.82 1105.00 0.15 11.98 150.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3,587 ft 1 0.027 0.019 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.05 37.00 1381.25 0.05 3.54 187.50 Length = 0.01314 ft 1 0.000 0.019 1.25 1300 1.00 1.00 1.00 1.00 1.00 0.00 0.54 1381.25 0.05 3.54 187.50 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Engineer: Project ID: Project Descr: Description : Hdr @ ne mandoor garage rear, . Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C I Cr C m C t C L +D+S+H 1.300 Length = 3.587 ft 1 0,029 0.021 1.15 1.300 Length = 0.01314 ft 1 0.000 0.021 1.15 1.300 +D+0.750Lr+0.750L+H 1.300 Length = 3.587 ft 1 0.075 0.053 1.25 1.300 Length = 0.01314 ft 1 0.001 0.053 1.25 1.300 +D+0.750L+0.750S+H 1,300 Length = 3.587 ft 1 0.081 0.057 1.15 1.300 Length = 0.01314 ft 1 0.001 0.057 1.15 1.300 +D+0.60W+H 1.300 Length = 3.587 ft 1 0.021 0.015 1.60 1.300 Length = 0.01314 ft 1 0.000 0.015 1.60 1.300 +D+0.70E+H 1.300 Length = 3.587 ft 1 0.021 0.015 1.60 1.300 Length = 0.01314 ft 1 0.000 0.015 1.60 1.300 +D+0.750Lr+0.750L+0A50W+H 1.300 Length = 3,587 ft 1 0.058 0.041 1.60 1.300 Length = 0.01314 ft 1 0.001 0.041 1.60 1.300 +D+0.750L+0.750S+0.450W+H 1,300 Length = 3.587 ft 1 0.058 0,041 1.60 1.300 Length = 0.01314 ft 1 0.001 0.041 1.60 1.300 +D+0.750L+0.750S+0.5250E+H 1.300 Length = 3.587 ft 1 0.058 0.041 1.60 1.300 Length = 0.01314 ft 1 0.001 0.041 1.60 1.300 +0.60D+0.60W+0.60H 1.300 Length = 3.587 ft 1 0.013 0.009 1.60 1,300 Length = 0.01314 ft 1 0.000 0.009 1.60 1.300 +0.60D+0.70E+0.60H 1.300 Length = 3.587 ft 1 0.013 0.009 1.60 1.300 Length = 0.01314 ft 1 0.000 0.009 1.60 1.300 Overall Maximum Deflections Load Combination Span Max. "" Deft Vertical Reactions Printed: 2 AUG 2019, 9:47PM File = C:\Users\Owner\Desktop\projects\2019\19-162-2\VANVOL-1.EC6 Moment Values Shear Values M fb F'b V fv F'v 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 0.05 37.00 1270.75 0.05 3.54 172.50 1.00 1.00 1.00 1.00 1.00 0.00 0.54 1270.75 0.05 3.54 172.50 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 0.15 103.10 1381.25 0.13 9.87 187.50 1.00 1.00 1.00 1.00 1.00 0.00 1.50 1381.25 0.13 9.87 187.50 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 0.15 103.10 1270.75 0.13 9.87 172.50 1.00 1.00 1.00 1.00 1.00 0.00 1.50 1270.75 0.13 9.87 172,50 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 0.05 37.00 1768.00 0.05 3.54 240.00 1.00 1.00 1.00 1.00 1.00 0.00 0.54 1766.00 0.05 3.54 240.00 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 0.05 37.00 1768.00 0.05 3.54 240.00 1.00 1.00 1.00 1.00 1.00 0.00 0.54 1768.00 0.05 3.54 240.00 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 0.15 103.10 1768.00 0.13 9.87 240.00 1.00 1.00 1.00 1.00 1.00 0.00 1.50 1768.00 0.13 9.87 240.00 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 0.15 103.10 1768.00 0.13 9.87 240.00 1.00 1.00 1.00 1.00 1.00 0.00 1.50 1768.00 0.13 9.87 240.00 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 0.15 103.10 1768.00 0.13 9.87 240.00 1.00 1.00 1.00 1.00 1.00 0.00 1.50 1768.00 0.13 9.87 240,00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 100 1.00 1.00 1.00 1.00 0.03 22.20 1768.00 0.03 2.13 240.00 1.00 1.00 1.00 1.00 1.00 0.00 0.32 1768.00 0.03 2.13 240.00 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 0.03 22.20 1768.00 0.03 2.13 240.00 1.00 1.00 1.00 1.00 1.00 0.00 0.32 1768.00 0.03 2.13 240.00 Location in Span Load Combination Max. "+" Deft Location in Span 1.813 0.0000 0.000 Support notation : Far left is 41 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.204 0.204 Overall MINimum 0.144 0.144 +D+H 0.060 0.060 +D+L+H 0.204 0,204 +D+Lr+H 0.060 0.060 +D+S+H 0.060 0.060 +D+0.750Lr+0.750L+H 0.168 0.168 +D+0.750L+0.750S+H 0.168 0.168 +D+0.60W+H 0.060 0.060 +D+0.70E+H 0.060 0.060 +D+0.750Lr+0.750L+0.450W+H 0.168 0.168 +D+0.750L+0.750S+0.450W+H 0.168 0.168 +D+0.750L+0.750S+0.5250E+H 0.168 0.168 +0.60D+0.60W+0.60H 0.036 0.036 +0.60D+0.70E+0.60H 0.036 0.036 D Only 0.060 0.060 Lr Only L Only 0.144 0.144 S Only W Only E Only H Only •Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item "Printing Project ID: Project Descr: and then using the & Title Block" selection, Wood Beam Printed' 2 AUG 2019, 9:52PM File = C:\UsersiOvmer\Desktop\projects\2019\19-162-2\VANVOL-1.EC6 Description : bm to carry short joists by mandoor CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 850 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 850 psi Ebend- xx 1300 ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species : Hem Fir Fc - Perp 405 psi Wood Grade : No.2 si psi Ft 525 Density 26.83pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling __....._.._._ ....... _._............................................._..... _........ ......... .._...... D(0.05) L(0.135) I I i i._...:W._...._...._.................... ... ..... .............. _........ ..... -.......... .... ........ ..._....._. -- ... Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.050, L = 0.1350 , Tributary Width = 1.0 ft 3,0 X 9.0 Span = 3.50 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY - ;Maximum Bending Stress Ratio = 0.092 1 Maximum Shear Stress Ratio = 0.071 : 1 Section used for this span 3.0 X 9.0 Section used for this span 3.0 X 9.0 fb :Actual = 86.22 psi fv : Actual 10.65 psi FB :Allowable = 935.00psi Fv : Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.750ft Location of maximum on span = 2.759 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 In Ratio = 21704>=360 j Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.003 in Ratio = 15418>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 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 F'b V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.030 0,023 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.08 24.97 841.50 0.06 3.09 135.00 +D+L+H 1.100 1.00 1.00 1,00 1.00 1.00 0.00 0.00 &00 0.00 Length = 3.50 ft 1 0.092 0.071 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.29 86.22 935.00 0.19 10.65 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.021 0.016 1,25 1.100 1.00 1.00 1.00 1.00 1.00 0.08 24.97 1168.75 0.06 3.09 187.50 +D+S+H 1.100 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.023 0.018 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.08 24.97 1075.25 0.06 3.09 172.50 +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 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Wood Beam Description : bm to carry short joists by mandoor Load Combination Max Stress Ratios Segment Length Span # M V Length = 3.50 ft 1 0.061 0.047 +D+0.750L+0.750S+H Length = 3.50 ft 1 0,066 0.051 +D+0.60W+H Length = 3.50 ft 1 0.017 0.013 +D+0.70E+H Length = 3.50 ft 1 0.017 0.013 +D+0.750 L r+0.750 L+0.4 50 W+H Length = 3.50 ft 1 0.047 0.037 +D+0.750 L+0.750 S+0.4 50 W+H Length = 3.50 ft 1 0,047 0.037 +D+0.750 L+0.750 S+0.5250 E+H Length = 3.50 ft 1 0.047 0.037 +0.60D+0.60W+0.60H Length = 3.50 ft 1 0.010 0.008 +0.60D+0.70E+0.60H Length = 3.50 ft 1 0.010 0.008 Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: Printed: 2 AUG 2019, 9:52PM File = C:\Users\Owner\Desktoplprojects\2019\19-162-2\VANVOL-i.EC6 Cd CFN Ci Cr Cm C t CL Moment Values M` fb F'b V Shear Values fv F'v 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.24 70.91 1168.75 0.16 8.76 187.50 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 0.24 70.91 1075.25 0.16 8.76 172.50 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.08 24.97 1496.00 0.06 3.09 240.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.08 24.97 1496.00 0.06 3.09 240.00 1,100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.24 70.91 1496.00 0.16 8.76 240.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1,00 1.00 1.00 0.24 70.91 1496.00 0.16 8.76 240.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.24 70.91 1496.00 0.16 8.76 240,00 1,100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.05 14.98 1496.00 0.03 1.85 240.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.05 14.98 1496.00 0.03 1.85 240.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+° Dell Location in Span �D+L+H 1 0.0027 1.763 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.333 0.333 Overall MINimum 0.236 0.236 +D+H 0.096 0.096 +D+L+H 0.333 0.333 +D+Lr+H 0.096 0.096 +D+S+H 0.096 0.096 +D+0.750Lr+0.750L+H 0.273 0,273 +D+0.750L+0.750S+H 0.273 0.273 +D+0.60W+H 0.096 0.096 +D+0.70E+H 0.096 0.096 +D+0.750Lr+0.750L+0.450W+H 0.273 0.273 +D+0.750L+0.750S+0.450W+H 0.273 0,273 +D+0.750L+0.750S+0.5250E+H 0.273 0.273 +0.60D+0.60W+0.60H 0.058 0.058 +0.60D+0.70E+0.60H 0.058 0.058 D Only 0.096 0.096 Lr Only L Only 0.236 0.236 S Only W Only E Only H Only ,Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item "Printing Project ID: Protect Descr: and then using the & Title Block" selection. Title Slock Line 6 Printed' 2 AUG 2019, 9:57PM Wood Beam File =C:IUserslownerlDeskloplprojecls12019119-162-21VANVOL-1.EC6 Description : Joist carry perp. bm by man door CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination iBC 2018 Fb - 850 psi Ebend-xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470ksi Wood Species Hem Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.83 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1) L(0.24) D(0.02) L(0.06) Span = 12.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060 , Tributary Width = 1.0 ft Point Load : D = 0.10, L = 0.240 k @ 6.250 ft DESIGN SUMMARY ....................._.._...._..,_........._..............._..-......--..._....._._...__...-.. r = • ' ---_------------------ Maximum Bending Stress Ratio = ........._. ........._.._.._._.._._..-- 0.787: 1 .-._......_.._.._._._ Maximum Shear Stress Ratio = 0.220 : 1 Section used for this span 2-2xl0 Section used for this span 2-2x10 fb : Actual = 736.30psi fv : Actual = 33.06 psi FB : Allowable 935.00psi Fv: Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span =. 6.250ft Location of maximum on span = 11.770 ft Span # where maximum occurs = Span # 1 Span If where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.195 in Ratio = 769>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.265 in Ratio = 565>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations - - Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C 1 C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.234 0.064 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.70 197.22 841.50 0.16 8.67 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.787 0.220 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.63 736.30 935.00 0.61 33.06 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.169 0.046 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.70 197.22 1168.75 0.16 8.67 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.183 0.050 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.70 197.22 1075.25 0.16 8.67 172.50 .Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item "Printing Project ID: Protect Descr: and then using the & Title Block" selection. Title Block Line 6 • Printed: 2 AUG 2019, 9:57PM Wood Beam File =C:IUserslOwner\Desktoplprojecls12019119-162-21VANVOL-1.EC6 Description : Joist carry perp, bm by man door 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 F'b V fv F'v +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 = 12.50 ft 1 0.515 0.144 1.25 1.100 1.00 1.00 1,00 1.00 1.00 2.14 601.53 1168.75 0.50 26.96 187.50 +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 = 12.50 ft 1 0.559 0,156 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.14 601.53 1075.25 0.50 26.96 172.50 +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 = 12.50 ft 1 0.132 0.036 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.70 197.22 1496.00 0.16 8.67 240.00 +D+0.70E+H 1,100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.132 0.036 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.70 197.22 1496.00 0.16 8.67 240.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.402 0.112 1.60 1.100 1.00 1,00 1.00 1.00 1.00 2.14 601.53 1496.00 0.50 26.96 240.00 +D+0.750L+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 = 12.50 ft 1 0.402 0.112 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.14 601.53 1496.00 0.50 26.96 240.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.402 0.112 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.14 601.53 1496.00 0.50 26.96 240.00 +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 = 12.50 ft 1 0.079 0.022 1.60 1.100 1.00 1,00 1.00 1.00 1.00 0.42 118.33 1496.00 0.10 5.20 240.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.079 0.022 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.42 118.33 1496.00 0.10 5.20 240.00 Overall Maximum Deflections Load Combination Span Max. "" Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.2653 6,296 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.670 0.670 Overall MINimum 0.495 0.495 +D+H 0.175 0.175 +D+L+H 0.670 0.670 +D+Lr+H 0.175 0.175 +D+S+H 0.175 0.175 +D+0.750Lr+0.750L+H 0.546 0.546 +D+0.750L+0.750S+H 0.546 0.546 +D+0.60W+H 0.175 0.175 +D+0.70E+H 0.175 0.175 +D+0.750Lr+0.750L+0.450W+H 0.546 0.546 +D+0.750L+0.750S+0.450W+H 0.546 0.546 +D+0.750L+0.750S+0.5250E+H 0.546 0.546 +0.60D+0.60W+0.60H 0.105 0.105 +0.60D+0.70E+0.60H 0.105 0.105 D Only 0.175 0.175 Lr Only L Only 0.495 0.495 S Only W Only E Only H Only .Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item "Printing Project ID: Project Descr: and then using the & Title Block" selection, Wood Beam Description : hdrs @ east wall windows CODE REFERENCES Printed: 2 AUG 2019, 10:01 PM File = C:1UserslOwnerlDesktoplprojects12019119-162-21VANVOL-1.EC6 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 850 psi E: Modulus of Elasticity Load Combination i BC 2018 Fb - 850 psi Ebend- xx 1300 ksi Fc - PrII 1300 psi Eminbend - xx 470 ksi Wood Species Hem Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525 psi Density 26.83 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.090, L = 0.250 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.588 1 Maximurn Shear Stress Ratio = 0.339 : 1 Section used for this span 4x8 Section used for this span 4x8 fb :Actual 649.74psi fv :Actual = 50.89 psi FB : Allowable 1,105.00psi Fv : Allowable 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.125ft Location of maximum on span = 5.657 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.060 in Ratio = 1255>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 j Max Downward Total Deflection 0.081 In Ratio = 922>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 i Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb F'b V fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.173 0.100 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.44 171.99 994.50 0.23 13.47 135,00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6,250 ft 1 0.588 0.339 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.66 649.74 1105.00 0.86 50.89 150.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 It 1 0.125 0.072 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.44 171.99 1381.25 0.23 13.47 187.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 -0.00 0.00 0.00 Length = 6.250 ft 1 0.185 0.078 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.44 171.99 1270.75 0.23 13.47 172.50 +D+0,750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.384 0.222 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.35 530.30 1381.25 0.70 41.53 187.50 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Description : hdrs @ east wall windows Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.250 ft 1 0.417 0.241 1.15 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.250 ft 1 0.097 0.056 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.250 ft 1 0.097 0.056 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0,750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.250 ft 1 0.300 0.173 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.250 ft 1 0.300 0.173 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.250 ft 1 0.300 0.173 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.250 ft 1 0.058 0.034 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.250 ft 1 0.058 0.034 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L+H 1 0.0813 3.148 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.063 1.063 Overall MlNimum 0.781 0.781 +D+H 0.281 0.281 +D+L+H 1.063 1.063 +D+Lr+H 0.281 0.281 +D+S+H 0.281 0.281 +D+0.750Lr+0.750L+H 0.867 0.867 +D+0.750L+0.750S+H 0.867 0.867 +D+0.60W+H 0.281 0.281 +D+0.70E+H 0.281 0.281 +D+0.750Lr+0.750L+0.450W+H 0.867 0.867 +D+0.750L+0.750S+0.450W+H 0.867 0.867 +D+0.750L+0.750S+0.5250E+H 0.867 0.867 +0.60D+0.60W+0.60H 0.169 0.169 +0.60D+0.70E+0.60H 0.169 0.169 D Only 0.281 0.281 Lr Only L Only 0.781 0.781 S Only W Only E Only H Only Printed: 2 AUG 2019. 10:01 PM Moment Values Shear Values M fb Pb V fv Pv 0.00 0.00 0.00 0.00 1.35 530.30 1270.75 0.70 41.53 172.50 0.00 0.00 0.00 0.00 0.44 171.99 1768.00 0.23 13.47 240.00 0.00 0.00 0.00 0.00 0.44 171.99 1768.00 0.23 13.47 240.00 0.00 0.00 0.00 0.00 1.35 530.30 1768.00 0.70 41.53 240.00 0.00 0.00 0.00 0.00 1.35 530.30 1768.00 0.70 41.53 240.00 0.00 0.00 0.00 0.00 1.35 530.30 1768.00 0.70 41.53 240.00 0.00 0.00 0.00 0.00 0.26 103.19. 1768.00 0.14 8.08 240.00 0.00 0.00 0.00 0.00 0.26 103.19 1768.00 0.14 8.08 240.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS .Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item "Printing Project ID: Project Descr: and then using the & Title Block" selection. Title Block Line 6 Printed: 2 AUG 2019, 10:06PM Wood Beam File =C:\Users\Owner\Desklop\projects\2019\19-162-2\VANVOL-1.EC6 Description : hdrs @ west wall man door CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination iBC 2018 Fb - 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 si psi Ft 5255.0 Density 26.830pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x6 Span = 3.250 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.090, L = 0.250 , Tributary Width = 1.0 If DESIGN SUMMARY Maximum Bending Stress Ratio = 0:276 1 Maximum Shear Stress Ratio = 0.207 : 1 Section used for this span 4x6 Section used for this span 4x6 fb : Actual = 305.28psi fv : Actual = 31.11 psi FB : Allowable 1,105.00psi Fv : Allow4ble = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.625ft Location of maximum on span = 2.799 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio = 3897>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.014 in Ratio = 2865>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C F/V C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.081 0.061 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.12 80.81 994.50 0.11 8.24 135.00 +D+L+H 1.300 1.00 1.00 1.00. 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.276 0.207 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.45 305.28 1105.00 0.40 31.11 150.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.059 0.044 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.12 80.81 1381.25 0.11 8.24 187.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.064 0.048 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.12 80.81 1270.75 0.11 8.24 172.50 +D+0,750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.180 0.135 1.25 1,300 1.00 1.00 1.00 1.00 1.00 0.37 249.16 1381.25 0.33 25.39 187.50 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: ,.and then using the "Printing & Protect Descr: Title Block" selection. Title Block Line 6 Printed: 2 AUG 2019, 10:06PM Wood Beam File =C:IUsers\DwnerlDesktoplprojects12019119-162-21VANVOL-1.EC6 Description : hdrs @ west wall man door Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C t Cr C m C t C L M fb F'b V fv F'v +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.196 0.147 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.37 249.16 1270.75 0.33 25.39 172.50 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.046 0.034 1.60 1,300 1.00 1.00 1.00 1.00 1.00 0.12 80.81 1768.00 0.11 8.24 240.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.046 0.034 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 80.81 1768.00 0.11 8.24 240.00 +D+0.7501-r+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.141 0.106 1.60 1,300 1.00 1.00 1.00 1.00 1.00 0.37 249.16 1768.00 0.33 25.39 240.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 .0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.141 0.106 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 249.16 1768.00 0.33 25.39 240.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.141 0.106 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 249.16 1768.00 0.33 25.39 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.027 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 48.49 1768.00 0.06 4.94 240.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.027 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 48.49 1768.00 0.06 4.94 240.00 Overall Maximum Deflections Load Combination Span Max. "" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+L+H 1 0.0136 1.637 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.553 0.553 Overall MINimum 0.406 0.406 +D+H 0.146 0.146 +D+L+H 0.553 0.553 +D+Lr+H 0.146 0.146 +D+S+H 0.146 0.146 +D+0.750Lr+0.750L+H 0.451 0.451 +D+0.750L+0.750S+H 0.451 0.451 +D+0.60W+H 0.146 0.146 +D+0.70E+H 0.146 0.146 +D+0.750Lr+0,750L+0.450W+H 0.451 0.451 +D+0.750L+0.750S+0.450W+H 0.451 0.451 +D+0.750L+0.750S+0.5250E+H 0.451 0.451 +0.60D+0.60W+0.60H 0,088 0.088 +0.60D+0.70E+0.60H 0.088 0.088 D Only 0.146 0.146 Lr Only L Only 0.406 0.406 S Only W Only E Only H Only .Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed. 2 AUG 2019, 10:04PM Wood Beam File=C:\Users\Owner\Desktop\projects\2019\19-162-2\VANVOL-1.EC6 KW-06D03603 LICensee . REED &ASSOCIATE) Description : bms 0/ garage doors CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination iBC 2018 Fb - 850 psi Ebend- xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470ksi Wood Species Hem Fir Fc Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525 psi Density 26.83pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.03) L(0.08) o S 4x8 Span = 10.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.030, L = 0.080 , Tributary Width = 1.0 ft DESIGN SUMMARY laximum 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 ....................._.......:............ --._..... .............. 0.512 1 Maximum Shear Stress Ratio = 0.196 : 1 4x8 Section used for this span 4x8 565.38psi fv : Actual = 29.43 psi 1,105.00psi Fv: Allowable 150.00 psi +D+L+H Load Combination +D+L+H 5.125ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.138 in Ratio = 889>=360 0.000 in Ratio = 0 <360 0.190 in Ratio = 646>=180 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C F/V C i Cr C m C t C L +D+H Length = 10.250 ft 1 0.155 0.059 0.90 1.300 1.00 1.00 1.00 1.00 1.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 10,250 ft 1 0.512 0.196 1.00 1.300 1.00 1.00 1.00 1.00 1.00 +D+Lr+H 1,300 1.00 1.00 1.00 1.00 1.00 Length = 10,250 ft 1 0.112 0.043 1.25 1.300 1.00 1.00 1.00 1.00 1.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 10.250 ft 1 0.121 0.047 1.15 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 10.250 ft 1 0.335 0.128 1.25 1.300 1.00 1.00 1.00 1.00 1.00 Moment Values Shear Values M fb Fb V fv Fv 0.00 0.00 0.00 0.00 0.39 154.19 994.50 0.14 8.03 135.00 0.00 0.00 0.00 0.00 1.44 565.38 1105.00 0.50 29.43 150.00 0.00 0.00 0.00 0.00 0.39 154.19 1381.25 0.14 8.03 187.50 0.00 0.00 0.00 0.00 0.39 154.19 1270.75 0.14 8.03 172.50 0.00 0.00 0.00 0.00 1.18 462.58 1381.25 0.41 24.08 187.50 ,Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 2 AUG 2019, 10:04PM Wood Beam File =C:lUsersl0wnerlDesktoplprojects12019119-162-21VANVOL-1.EC6 Description : bms 0/ garage doors Load Combination Max Stress Ratios Segment Length Span # M V +D+0.750L+0.750S+H Length = 10.250 ft 1 0.364 0.140 +D+0.60W+H Length = 10.250 ft 1 0,087 0.033 +D+0.70E+H Length = 10.250 ft 1 0.087 0.033 +D+0.750Lr+0.750L+0.450W+H Length = 10.250 ft 1 0.262 0.100 +D+0.750L+0.750S+0.450W+H Length = 10.250 ft 1 0.262 0.100 +D+0.750L+0.750S+0.5250 E+H Length = 10.250 ft 1 0,262 0.100 +0.60D+0.60W+0.60H Length = 10.250 ft 1 0.052 0.020 +0.60D+0.70E+0.60H Length = 10.250 ft 1 0.052 0.020 Overall Maximum Deflections Load Combination Span +D+L+H 1 Vertical Reactions Moment Values Shear Values C d C FN C i Cr -Cm C t C L M fb F'b V fv Pv 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.18 462.58 1270.75 0.41 24.08 172.50 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.39 154.19 1768.00 0.14 8.03 240.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.39 154.19 1768.00 0.14 8.03 240.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.18 462.58 1768.00 0.41 24.08 240.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.18 462.58 1768.00 0.41 24.08 240.00 1,300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.18 462.58 1768.00 0.41 24.08 240.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 92.52 1768.00 0.08 4.82 240.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 92.52 1768.00 0.08 4.82 240.00. Max. "-" Deft Location in Span Load Combination Max. "+" Deft Location in Span 0.1902 5.162 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.564 0.564 Overall MINimum 0.410 0.410 +D+H 0.154 0.154 +D+L+H 0.564 0.564 +D+Lr+H 0.154 0.154 +D+S+H 0.154 0,154 +D+0.750Lr+0.750L+H 0.461 0.461 +D+0.750L+0.750S+H 0.461 0.461 +D+0.60W+H 0.154 0.154 +D+0.70E+H 0.154 0,154 +D+0.750Lr+0.750L+0.450W+H 0.461 0.461 +D+0.750L+0.750S+0.450W+H 0.461 0.461 +D+0.750L+0.750S+0.5250E+H 0.461 0,461 +0.60D+0.60W+0.60H 0.092 0.092 -+0.60D+0.70E+0.60H 0.092 0.092 D Only 0.154 0,154 Lr Only L Only 0.410 0.410 S Only W Only E Only H Only emoREED & ASSOCIATES, Ps Civil & Structural Engineering 19626 76th Ave. W. #A, Lynnwood, WA 96036 Office (425) 778-2793 wsr@reed-assoc.com GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE V-6" MINIMUM BELOW OUTSIDE FINISHED GRADE. t_. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE fc = 2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6 — W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4x_ AND GREATER): DF-L#2 JOISTS / STUDS (2x_): HF#2 / STUD GLUE LAMINATED BEAMS (GLB) 24F-V4 (24F-V8 AT CANTILEVERS) PSL BEAMS 2.0E 2x_ TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.10.1. PLATE WASHERS TO BE 3" X 3" BY %" AND SHALL EXTEND TO WITHIN 1/2 INCH OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE(S) WITH SHEATHING. ANSI/AF&PA SDPWS 2015 - 4.3.6.4.3 - ROOF DIAPHRAGM INSTALL MINIMUM 1/2" CDX PLYWOOD (32/16) OR 7/16" OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6" O.C, AND INTERIOR SUPPORTS WITH 8d AT 12" O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32" T&G STURD-I-FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6" O.C.; AND INTERIOR SUPPORTS WITH 10d AT 12" O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WI"JD DESIGN CRITERIA: RISK CATEGORY: II ULTIMATE/NOMINAL DESIGN WIND SPEED: 110 MPH/ 85 MPH NOMINAL WIND EXPOSURE: B INTERNAL PRESSURE COEF. +/- .55 COMPONENTS & CLADDING: 16 PSF (min) METHOD: ASCE 7-10, MWFRS ENVELOPE PROCEDURE OCCUPANCY CATEGORY: II Kzt: 1.0 SEISIMIC DESIGN CRITERIA: PROCEDURE USED:SIMPLIFIED (ASCE 7-10, 12.14.8) IMPORTANCE FACTOR, 1 RISK CATEGORY, II R=6.5 OCCUPANCY CATEGORY: II Ss = 1.25 (CURRENT USGS) SITE CLASS, D S1 = 0.40 (CURRENT USGS) SEISMIC DESIGN CAT., D SDs = 0.83 SEISMIC FORCE RES. SYS, A.15. SDI = 0.43 DESIGN BASE SHEAR = 1,286 Ibs Cs = 0.13 ROOF SNOW LOAD CRITERIA: FLAT -ROOF SNOW LOAD= 25PSF SNOW EXPOSURE FACTOR= 1.0 SNOW LOAD IMPORTANCE FACTOR= .80 THERMAL FACTOR= 1.0 I II REED & ASSOCIATES, PS E CivilS76thA al EnZk Lyq iB616(. h A W. RA, Lynrn aad, WA 98036 OThe (a25) TTana3 j r I SHEARWALL & HOLDOWN NOTES (U.N.O.) : (1) Simpson or =. Locate at end of( SW) u.n.o. Install per manufacturer recommendations for foundation minimum end distance and embedment, deepen foundation as required. (2) Construct cripple wall same as shearwall (SW) above, and gable -end same as shearwall (SW) below. (3) Requires 3x or (2) 2x foundation sill plate (4) Threaded rod and coupler as required. (5) Common nails, UNO: 8d=0.131"x2Y2", 10d=0.148"x3", 12d=0.148"01W', 16d=0.162"x3Yz", 16d sinker=0.148"x3%". (6) Install H1's on all trusses/rafters, A35's at 24"o/c on gables & rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When specified spacing is less than 24"o/c, install A35's at roof solid blk'ing to SW top plate, and install H1 or H2.5 on all trusses/rafters. LTP4, LTP5 or LS50 can be substituted for A35. Conn. per Simpson Strong -Tie or equal. (7) Minimum 3x or dbl-2x stud lam'd w/ (2)-16d @ 6" o/c at abutting panel edges. (8) Anchor bolts shall be embedded at least 7" into concrete, there shall be a minimum of two bolts per piece with one bolt located not more than 12" or less than seven bolt diameters from each end of the piece. 2x min PT, u.n.o. (9) All sheathing must be Structural I sheathing U.N.O. HOLDOWN SCHEDULE Date: . Job #: 19-163 MARK HOLDOWN / STRAP'(1) FASTENERS TO (2)-STUDS MIN U.N.O. FOUNDATION ANCHOR'(1)(4) COMMENTS T-1 STHD14/14RJ (30) - 16d sinkers N/A i SHEARWALL SCHEDULE Date: 1/0/1900 Job #: 19-163 MARK *(2) SHEATHING - APPLY TO 2x HF STUDS @ 16"o/c U.N.O. BELOW'(9) SHEATHING EDGE NAILS '(5) ALL EDGES BLOCKED (do not penetrate past flush) BASE PLATE NAILS '(5) ROOF TO TOP PLATE, FLOOR TO TOP PLATE & SILL PLATE '(6) SILL PLATE ANCHORS w/ 3" x 3" x 1/4" WASHERS '(8) SW-1 7/16" OSB 8d @ 6" o/c (12" o/c field) 16d @ 6 " o/c A35 @ 16 " o/c 5/8" 0x10" AB's @ 48 ' o/c REED ASSOCIATES, PS .., Civil & Structural Engineering 19626 76th Ave. W. #A, Lynnwood, WA 98036 Office (425) 778-2793 wsr@rned-assoc.com GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE V-6" MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE fc = 2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6 — W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4x_ AND GREATER): DF-L#2 JOISTS / STUDS (2x_): HF#2 / STUD GLUE LAMINATED BEAMS (GLB) 24F-V4 (24F-V8 AT CANTILEVERS) PSL BEAMS 2.0E 2x TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.10.1. PLATE WASHERS TO BE 3" X 3" BY'/<" AND SHALL EXTEND TO WITHIN 1/2 INCH OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE(S) WITH SHEATHING. ANSI/AF&PA SDPWS 2015 - 4.3.6.4.3 - ROOF DIAPHRAGM INSTALL MINIMUM 1/2" CDX PLYWOOD (32/16) OR 7/16" OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6" O.C, AND INTERIOR SUPPORTS WITH 8d AT 12" O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32" T&G STURD-I-FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6" O.C.; AND INTERIOR SUPPORTS WITH 10d AT 12" O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE, THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND 19TIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO BE HANDLED.AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WIND DESIGN CRITERIA: RISK CATEGORY: II ULTIMATE/NOMINAL DESIGN WIND SPEED: 110 MPH/ 85 MPH NOMINAL WIND EXPOSURE: B INTERNAL PRESSURE COEF. +/- .55 COMPONENTS & CLADDING: 16 PSF (min) METHOD: ASCE 7-10, MWFRS ENVELOPE PROCEDURE OCCUPANCY CATEGORY: II Kzt: 1.0 SEISIMIC DESIGN CRITERIA: PROCEDURE USED:SIMPLIFIED (ASCE 7-10, 12.14.8) IMPORTANCE FACTOR, 1 RISK CATEGORY, II R=6.5 OCCUPANCY CATEGORY: II Ss = 1.25 (CURRENT USGS) SITE CLASS, D S1 = 0.40 (CURRENT USGS) SEISMIC DESIGN CAT., D SDs = 0.83 SEISMIC FORCE RES. SYS, A.15. SD1 = 0.43 DESIGN BASE SHEAR = 1,286 Ibs Cs = 0.13 ROOF SNOW LOAD CRITERIA: FLAT -ROOF SNOW LOAD= 25PSF SNOW EXPOSURE FACTOR= 1.0 SNOW LOAD IMPORTANCE FACTOR= .80 THERMAL FACTOR= 1.0 4, C:-- .. 2 - _>