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Deck Revision-Structural Calculations5920 100th Street, Suite 25, Lakewood, WA 98499 ' (253) 301-4157 beylerconsulting.com Date: 06/07/2020 B E Y L E R Plan. Design. Manage. Design by: JEB CONSULTING Project & Location: Structural calculations for Renovations to Existing Residence Structural Calculations for Teages Sebhatu Renovation I 7520 Ridge Way I Edmonds, WA 98026-5563 Client: Teages Sebhatu 7520 Ridge Way Edmonds, WA 98026-5563 (360) 932-8557 WaltasebeyAgmail.com Structural Engineer: Beyler Consulting, LLC. 5920 100" Street SW, Suite 25 Lakewood, WA 98499 Jordan Henke, S.E. jhenke@beylerconsulting.com Project Number: 20.00012 Code: 2015 IBC Loads: L Vertical Loads SIGNED 6/20/2021 25 PSF Roof Snow Load 15 PSF Floor and Roof Dead Load 40 PSF Live Load 60 PSF Live Deck Load 1500 psf Bearing 35 PCF Active, 300 PCF Passive 7H EQ, 0.35 Friction Coefficient II. Lateral Loads: per 2015 IBC Seismic: Ss: 1.296 SDS: 0.864 S1: 0.508 Shc: 0.508 Wind: 100 MPH — Exposure B, kzt=1.0 R=6.5 CS=0.093 (ASD) LOADS ONLY i h (3790 BEYLER CONSULTING Page: Corner Beam Deck Deck PSF Tributary PSF Tributary Wj - 4.00 ) + DL(Wall +DLL (60)( (25,( 0.00 SDL 4.00 4.00 L = 9.00 ft R, = DL 0.27 RZ = 0.27 LL 1.08 k 1.08 k SL 0.45 0.45 1.80 k 7 1.80 k Corner Beam Deck Deck PSF Tributary PSF Tributary DL( 0 +Wall DLL(15f W,= DLC25f 00..00 - 2.002.00 J+ 00) L = 9.00 ft R,= DL 0.14 RZ= 0.14 LL 0.54 k 0.54 k SL 0.23 0.23 0.90 k 0.90 k Post Vertical Loading Trib. Area 31 SF D 465 lb L 1860 lb S 775 lb Footing Diameter Soil Brng 1500 psf Area Req. 1.628 sf (D+0.75*L+0.75*S)/Soil Bearing Diameter 1.44 ft. 2*SQRT(Area req/pi) Use 1.5 ft. DCR 92% Reiforcement Caison Area 254.5 inA2 use A2*pi/4 Req. Reinforcment area 1.272 inA2 caison area * 0.5% amount of #5 4.104 PLF DL 60 LL 240 SL 1 100 PLF DL 30 LL 120 SL 1 50 X:\Projects\_2020 Projects\20.00012 Walker -Ridge Way SV\SStructural Engineering\Engineering Files\Gravity\Deck Calc\Beam Design Loads �w 5920 100th Street, Suite 25, Lakewood, WA 98499 (253) 984-2900 Job # 20.00012 B E Y L E R Designed: JEB CONSULTING Date: 6/7/21 Project. WIND ANALYSIS: IBC 2018 / ASCE 7-16 Risk Category II I, II, III or IV Figure 26.5-1 B IW= 1.00 (ASCE Table 1.5-2) 100 Typical Basic Wind Speed, V= 100 mph Section 26.5.1 Exposure Category: B Section 26.7.2 Mean Roof Height, h= 11.00 feet Alpha = 7 Parapet Height above roof, p= - feet Zg = 1200 Building Width, B= 50.00 feet Building Length, L= 44.00 feet Enclosed Building n Ground Elevation factor: 349 Elev. (ft) Section 26.9 GCpi =+/- 0.18 Table 26.13-1 G = 0.8500 gust effect factor defined in section 26.11.1 Kz = 2.01 (Z/2g) 2/alpha (ASCE 7-16 Table 27.3-1) Section 26.10.1 Kz( _ (1 + K1 K2 K3)2 = 1.00 (ASCE 7-16 Eq. 26.8-1) Section 26.8.2 K. = 0.99 (ASCE 7-16 Table 26.9-1) Section 26.9 Kd = 0.85 (ASCE 7-16 Table 26-1) Section 26.6 1 = 1.00 (ASCE 7-16 Table 1.5-2) Windward: P = gGCp - gi(GCpi) (ASCE 7-16) (Eq. 27.3-1) Cp = 0.8 (windward) Figure 27.3-1 Table 27.3-1 Eq. 27.3-1 Eq. 27.4-1 a Eq. 27.4-1 b Eq. 27.4-1 Eq. 27.4-1 h Sec.27.3.1 Sec.27.3.2 External Internal Total Total feet Kz qz (psf) gGGCp - gi(GCpi) q G Cp + gi(G(q G Cp - gi(GCpi) 15 0.57 12.35 8.40 2.03 10.43 6.36 11 0.53 11.30 7.69 2.03 9.72 5.65 11 q=qh=q 11.30 7.69 2.03 10.43 5.65 0 q=qP 0.00 - - - Parapet Leeward: P = gGCp - gi(GCpi) (ASCE 7-16) (Eq.27.3-1) External Internal Total Total qh (psf) gGGCp - gi(GCpi) q G Cp - gi(GC q G Cp + gi(GCpi) 11.30 -4.54 2.03 -2.51 -6.58 Along L 11.30 -4.80 2.03 -2.77 -6.84 Along B Totals Windward + Leeward h Along B Along L feet 13.2 (7.9) 12.9 (7.8) 15 12.5 (7.5) 12.2 (7.3) 11 12.5 (7.5) 12.2 (7.3) 11 0.0 (0.0) 0.0 (0.0) Parapet ( ) values are ASD = LILT x 0.6 Figure 27.3-1 Cp =-0.472727 (Leeward along L) Cp = -0.50 (Leeward along B) Parapet: Pp = qp GCp (ASCE 7-16) (Eq. 27.3-3) Section 27.3.4 Windward Leeward GCpn = 1.5 (Windward Parapet) qp(psf) qpGCpn qpGCpn GCp = -1.0 (Leeward Parapet) 0.00 0.00 0.00 Walls: P = qh [(GCp)-(GCpi)] (ASCE 7-16) (Eq. 30.3-1) h < 60 ft Table 26.13-1 Area (ft2) GCp(4&5) Windward GCp(4) Leeward GCp(5) Leeward GCpi = 0.18 (Windward) 10 0.90 12.2 (7.3) -0.99 -13.2 (-7.9) -1.26 -16.3 (-9.8) GCpi = -0.18 (Leeward) 25 0.84 11.5 (6.9) -0.93 -12.5 (-7.5) -1.13 -14.8 (-8.9) gp(psf) = 11.30 50 0.79 11.0 (6.6) -0.88 -12.0 (-7.2) -1.04 -13.8 (-8.3) 200 0.69 9.9 (5.9) -0.78 -10.9 (-6.5) -0.85 -11.6 (-7.0) Job # 20.00012 Designed: JEB Date: 6/7/21 Project: 30.4 Component & Cladding (Low -Rise Buildings) Basic Wind Speed, V= 100 mph Section 26.5.1 Exposure Category: B Section 26.7.2 IW= 1.00 (ASCE Table 1.5-2) Risk Category II Mean Roof Height, h= 11.00 feet Parapet Height above roof, p= - feet Check pressures if over 3 Roof Slope, 9 = 0 Rise: 0 Run: 12 Mono Slope Kd = 0.85 (ASCE 7-16 Table 26-1) Section 26.6 Ke = 0.99 (ASCE 7-16 Table 26.9-1) Section 26.9 1 = 1.00 (ASCE 7-16 Table 1.5-2) KZT = (1+K1 K2 K3)2 = 1.23 (ASCE 7-16 Eq. 26.8-1) Section 26.8.2 KZ = 0.5260 (ASCE 7-16 Table 27.3-1) Section 26.10.1 qh = 13.9 = 0.00256(KZ)(KZT)(Kd)(Ke)V2 30.3-2 Component & Cladding (Low -Rise Buildings) Gable Roofs 0 < 7 qh= 0.00256 KzK2tKdV2 = 13.90106 psf h = 11.00 ft Parapet Not Around Perimeter K2 = 0.525982 Parapet h - ft K2t = 1.23 Kd = 0.85 V= ion G Exposure Roof Overhang B PRESSURE COEFFICIENTS ASD Pressures PRESSURE COEFFICIENTS ASD Pressures area ft GCpi (+) GCpi (-) zone GCp (+) GCp (-) H (-) Zone GCp (+) GCp (-) (+) (-) 10 0.18 -0.18 I' 0.30 -0.90 4.00 -9.01 1' NA -1.70 NA -15.68 100 0.18 -0.18 F 0.20 -0.90 3.17 -9.01 1 NA -1.60 NA -14.85 500 1 0.18 -0.18 1 Q 0.20 -0.55 3.17 -6.09 1' NA -1.00 NA -9.84 1000 0.18 -0.18 1' 0.20 -0.40 3.17 -4.84 1' NA -1.00 NA -9.84 10 0.18 -0.18 l 0.30 -1.70 4.00 -15.68 1 NA -1.70 NA -15.68 100 0.18 -0.18 1 0.20 1 -1.29 3.17 1 -12.24 1 NA -1.60 NA -14.85 200 0.18 -0.18 1 0.20 -1.16 3.17 -11.21 1 NA -1.34 NA -12.69 500 0.18 -0.18 1 0.20 -1.00 3.17 -9.84 1 NA -1.00 NA -9.84 10 0.18 -0.18 2 0.30 -2.30 4.00 -20.68 2 NA -2.30 NA -20.68 100 0.18 -0.18 2 0.20 -1.77 3.17 -16.27 2 NA -1.59 NA -14.79 200 0.18 -0.18 2 0.20 -1.61 3.17 -14.94 2 NA -1.38 NA -13.02 500 0.18 -0.18 z 0.20 -1.40 3.17 -13.18 2 NA -1.10 NA -10.68 10 0.18 -0.18 3 0.30 -3.20 4.00 -28.19 3 NA -3.20 NA -28.19 100 0.18 -0.18 1 3 0.20 -2.18 3.17 -19.65 3 NA -1.96 NA -17.88 200 0.18 -0.18 1 Q 0.20 -1.86 3.17 -16.99 1 3 NA -1.59 NA -14.78 500 0.18 1 -0.18 1 0 0.20 -1.40 3.17 -13.18 1 3 NA -1.10 NA -10.68 Diagrams 0.6� 3 0.2hjV T 30 0 1 OZi01i 1p i01i02 h 0.6h 1 0.6h7 7 ELEVATION 3 3 2 PLAN Notation B = Horizontal dimension of building measured normal to wind direction, in It (m). h = Eave height shall be used for 0 = 10°. 0 = Angle of plane of roof from horizontal, in degrees. External Pressure Coefficients -4.0 10 100 -5.0 10 100 3.8 4.8 -3A 4b -3A 4A _3 42 30 -4.0 ,6 38 a d.6 CJ -gq cU -2�7 d4 32 -20 � -3.0 za -1.6 -1A -1.4 '5t6 22 -1.0 -2.0 3s .0.6 -I.e 3 b -0.4 -0.4 -IA -02 2 IA w -1. � +02 -0.8 0. _a.6 +0. +0.3 a +0. 0. +] 1 10 20 50 100 200 5001000 7 10 20 50 100 200 5001000 010 (09) (IQ (40 (93) (186) ("(Da) (01) (a9) 49) (46) 0 (08) (46b)(929) Effective Wind Area, ft 2(m2) Effective Wind Area, ft 2(m2) Notes 1. Vertical scale denotes (GCp) to be used with qh. 2. Horizontal scale denotes effective wind area, in ft2 (m2). 3. Plus and minus signs signify pressures acting toward and away from the surfaces, respectively. 4. Each component shall be designed for maximum positive and negative pressures. 5. If a parapet equal to or higher than 3 ft (0.9 m) is provided around the perimeter of the roof with 0 <_ 7°, the negative values of (GCp) in Zone 3 shall be equal to those for Zone 2, and positive values of (GCp) in Zones 2 and 3 shall be set equal to those for wall Zones 4 and 5, respectively, in Fig. 30.3-1. 6. Values of (GCp) for roof overhangs include pressure contributions from both upper and lower surfaces. 7. If overhangs exist, the lesser horizontal dimension of the building shall not include any overhang dimension, but the edge distance, a, shall be measured from the outside edge of the overhang. (➢(lam© ��� FIGURE 30.3-2A Components and Cladding [h < 80 ft (h < 18.3 m)]: External Pressure Coefficients, (GCp), for Enclosed and Partially -_ Enclosed Buildings -Gable Roofs, 0 5 7° am* BEYLER CONSULTING CORPORATE OFFICE 5920 100th St SW, Suite 25 Lakewood, WA 98499 (253)984-2900 beylerconsulting.com ENGINEERING SURVEYING CIVIL & STRUCTURAL ENGINEERING I LAND SURVEYING PLANNING & FEASIBILITY I PROJECT MANAGEMENT PERMITTING SERVICES I SITE DEVELOPMENT i I -I c Posy b� �- �� �• �,�r — � Y . z �� -� � - �_ ' � i I F— L —LW r r�e yIV I I IT — �—�— �(8di—E�t — — — --F --- - — -- —� - -- - r - — --- - PROJECT DATE SUBJECT PROJECT No. PHONE BY ADDRESS ❑ PAGE OF ❑ CALCULATIONS ❑ FAX / EMAIL ❑ MEMORANDUM ❑ MEETING MINUTES ❑ TELEPHONE MEMO BEYLER CONSULTING SEISMIC LOADS 5920 100TH ST SW #25 LAKEWOOD, WA 98499 (253) 984-2900 SEISMIC: PER ASCE 7-10. 12.8 EQUIVALENT LATERAL FORCE PROCEDURE SDS: 0.864 Spy: 0.508 RHO (p): 1.0 -1 SS: 1.296 S1. 0.508 SOIL SITE CLASS: c FA: 1.000 Fv: 1.500 SEISMIC DESIGN CAT: D R: 1.50 I: 1.0 Cs = SDS*I/R = 0.576 V = pCsW = 0.576W (LRFD) V = pCsW/1.4= 0.411 W (ASD) WEIGHT OF STRUCTURE. W: Deck Diaphragm I - 8685 LB VSEISMIC: 5003 LB Deck Diaphragm WPSF: 15 PSF AREA: 579 SF WRooF: 15' 579 = 8685 LB (unfactored) V Unfactored Diaphragm A # posts V (ea way) 3534 11 321 Controls Design Diaphragm B 1469 5 294 11 EO BEYLER is?>ti fi:'I "I?:L: Project Title: Engineer: Project ID: Project Descr: Printed: 7 JUN 2021, 10:04AM Multiple Simple Beam File: Footing.ec6 p p Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Description : Corner Beam Wood Beam Design : Corner Beam Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Hem -Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D= 0.060-4.0, L = 0.240->0.0, S = 0.10-4.0 k/ft, 0.0 to 9.0 ft Unif Load: D= 0.030-4.0, L = 0.120->0.0, S = 0.050->0.0 k/ft, 0.0 to 9.0 ft Desian Summa Max fb/Fb Ratio = 0.699. 1 fb : Actual : 562.18 psi at 3.810 ft in Span # 1 Fb: Allowable: 804.68 psi Load Comb: +D+L+H Max fv/FvRatio = 0.396 : 1 fv : Actual : 47.56 psi at 0.000 ft in Span # 1 Fv : Allowable: 120.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Left Support 0.27 1.08 0.45 Right Support 0.14 0.54 0.23 nnc Transient Downward 0.089 in Ratio 1210 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.117 in Ratio 922 .C: +D+0.750L+0.750S+H Total Upward 0.000 in Ratio 9999 LC: I C BEYLER CONSULTING Project Title: Engineer: Project ID: Project Descr: Printed: 7 JUN 2021, 10:02AM File: Fo12.20.ec6 Wood Column Software copyright ENERCALC, INC. 1983-2020, BuiId:2.20.8.24 0.0 DESCRIPTION: Kicker Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-10 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x4 End Fixities Top Fixed, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 1.41 ft Wood Member Type Sawn ( Used for non -slender calculations ) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Hem -Fir Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.250 in^2 Cf or Cv for Compression 1.150 Fb + 850.0 psi Fv 150.0 psi Ix 12.505 in^4 Cf or Cv for Tension 1.50 Fb - 850.0 psi Ft 525.0 psi ^ Cm : Wet Use Factor y 12.505 in 4 1.0 Fc - Prll 1,300.0 psi Density 26.840 pcf Ct :Temperature Factor 1.0 Fc - Perp 405.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1 ,0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr : Repetitive ? No Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 3.219 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 1.410 ft, E = 0.2270 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.005533 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.70E Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections.. . At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.1621 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 2,392.0 psi for load combination : n/a Other Factors used to calculate allowable stresses .. . PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D+0.70E Location of max.above base 1.410 ft Applied Design Shear 0.0 psi Allowable Shear 240.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 1.000 0.000195 PASS 0.0 ft 0.0 PASS 1.410 ft +D+0.70E 1.600 1.000 0.005533 PASS 0.0 ft 0.0 PASS 1.410 ft +D+0.5250E 1.600 1.000 0.004177 PASS 0.0 ft 0.0 PASS 1.410 ft +0.60D 1.600 1.000 .0000660 PASS 0.0 ft 0.0 PASS 1.410 ft +0.60D+0.70E 1.600 1.000 0.005489 PASS 0.0 ft 0.0 PASS 1.410 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.003 +D+0.70E 0.162 Project Title: I C Engineer: Project ID: B E Y L E R Project Descr: CONSULTING Printed: 7 JUN 2021, 10:02AM Wood Column File: Footing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: Kicker Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.5250E 0.122 +0.60D 0.002 +0.60D+0.70E 0.161 E Only 0.227 Maximum Deflections for Load Combinations Load Combination D Only +D+0.70E +D+0.5250E +0.60D +0.60D+0.70E E Only Sketches c 0 ce) Max. X-X Deflection Distance Max. Y-Y Deflection Distance 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 3.50 in 1 0.2270k 0.2270k lk i(37!0 BEYLER C;01%tU["_ INN Project Title: Engineer: Project ID: Project Descr: Printed: 8 JUN 2021, 1:54PM Wood Column File: Footing.ec6 ` Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 0.0 DESCRIPTION: Post conservatively analyzed as a cantilever with applied moment at the bottom. Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Analysis Method : Allowable Stress Design Wood Section Name 6x6 End Fixities Top Fixed, Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 10 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Exact Depth p 5.50 in Cf or Cv for Bending 1.0 Wood Grade Area 30.250 in12 Cf or Cv for Compression 1.0 Fb + 1,500.0 psi Fv 150.0 psi Ix 76.255 in14 Cf or Cv for Tension 1.0 Fb - 1,500.0 psi Ft 1,000.0 psi y 76.255 in 4 Cm : Wet Use Factor 1.0 Fc - Prll 1,000.0 psi Density 33.0 pcf Ct :Temperature Factor 1.0 Fc - Perp 1,000.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1 ,0 NDS 15.3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr : Repetitive ? No Minimum 1,400.0 1,400.0 Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis =10 ft, K = 2.1 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis =10 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 69.323 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 0.4650, L = 1.860, S = 0.7750 k BENDING LOADS ... Lat. Point Load at 0.0 ft creating Mx-x, E = 3.210 k Moment acting about X-X axis at 0.0 ft, E = 3.210 k-ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4199 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.70E Top along Y-Y 0.4815 k Bottom along Y-Y 0.4815 k Governing NDS Foruml4 1 Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections.. . At maximum location values are ... Along Y-Y -0.1968 in at 3.356 ft above base Applied Axial 0.5343 k for load combination: E Only Applied Mx -2.247 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 502.23 psi for load combination : n/a Other Factors used to calculate allowable stresses .. . PASS Maximum Shear Stress Ratio = 0.06964 :1 Bendino Compression Tension Load Combination +D+0.70E Location of max.above base 10.0 ft Applied Design Shear 16.713 psi Allowable Shear 240.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.506 0.03881 PASS 0.0 ft 0.0 PASS 10.0 ft +D+L 1.000 0.467 0.1696 PASS 0.0 ft 0.0 PASS 10.0 ft +D+S 1.150 0.417 0.09025 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L 1.250 0.389 0.1312 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.750S 1.150 0.417 0.1731 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.70E 1.600 0.314 0.4199 PASS 0.0 ft 0.06964 PASS 10.0 ft +D+0.750L+0.750S+0.5250E 1.600 0.314 0.3854 PASS 0.0 ft 0.05223 PASS 10.0 ft +0.60D 1.600 0.314 0.02110 PASS 0.0 ft 0.0 PASS 10.0 ft Project Title: I C Engineer: Project ID: B E Y L E R Project Descr: CONSULTING Printed: 8 JUN 2021, 1:5, WFile: Footing.ec6 Wood Column Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: Post conservatively analyzed as a cantilever with applied moment at the bottom. Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E 1.600 0.314 0.4136 PASS 0.0 ft 0.06964 PASS 10.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.534 +D+L 2.394 +D+S 1.309 +D+0.750L 1.929 +D+0.750L+0.750S 2.511 +D+0.70E 0.337 -0.337 0.534 1.123 +D+0.750L+0.750S+0.5250E 0.253 -0.253 2.511 0.843 +0.60D 0.321 +0.60D+0.70E 0.337 -0.337 0.321 1.123 L Only 1.860 S Only 0.775 E Only 0.481 -0.481 1.605 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L+0.750S 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.70E 0.0000 in 0.000 ft -0.1378 in 3.356 ft +D+0.750L+0.750S+0.5250E 0.0000 in 0.000 ft-0.1033 in 3.356 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D+0.70E 0.0000 in 0.000 ft-0.1378 in 3.356 ft L Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft E Only 0.0000 in 0.000 ft -0.1968 in 3.356 ft I C BEYLER CONSULTING Project Title: Engineer: Project ID: Project Descr: Printed: 8 JUN 2021, 1:54PM Wood Column File: Footing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 KW-06011448 Beyler Consulting, LUI DESCRIPTION: Post conservatively analyzed as a cantilever with applied moment at the bottom. Sketches .C: 0 5.50 in Load 1 +X 3.10k 3.10k