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Specifications Zarosinski Engineering&Design 4 1 5V'v \�i �`Ck t"lid 1400 NW 155th Circle Vancouver,WA 98685 Phone:(360)513-2746 i 0 Email: dpzski@hotmail.com ZAROSINSKI ENGINEERING&DESIGN Structural Calculations for Covered Porch Legalization At RECEIVED 16312 SW 103' Ave. MAY 2 3 2018 Tigard, OR 97224 CITY OF IGARB .--- BUILDING DIVISION 00, P l ,,, 16118 l8 ' N 19°' c yA ZAR©5\ EXPIRES. Calculations by Dean P. Zarosinski PE May 8, 2018 Title Block Line 1 Project Title: Legalize Coverd Porch ,You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Punted 22 MAY 2018.830A Project Information = 120sPR-111 ,\p0511 ,.Fc6 ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver6.16.2.28 LI c.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Project Title :Legalize Coverd Porch Description : I.D. : PO511-1 MccAULLY pORCH Address : 16312 SW 103RD, TIGARD,OR Project Leader : DEAN P. ZAROSINSKI PE Phone : 360-513-2746 Fax : eMail : dpzski@hotmail.com Project Notes Title Block Line 1 Project Title: Legalize Coverd Porch \You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: PO511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 22 MAY 2018.5 05AM ASCE 7-10 Wind Forces Chpt 28, Pt2& Chpt 30, Pt2 File=Fr12018PR-11P0611-1 11-1.EC6 ENERCALC,,M.1983-2015,Bui1d:6.15.7.30,Ver6.16.2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: --None-- Analytical Values Calculations per ASCE 7-10 V:Basic Wind Speed per Sect 26.5-1 A,B or C 85.0 mph Roof Slope Angle 10 degrees Occupancy per Table 1.5-1 II All Buildings and other structures except those listed as Category I,III,and IV Exposure Category per 26.7 Exposure B MRH:Mean Roof Height 12.0 ft Lambda:per Figure 28.6-1,Page 305 1.00 Effective Wind Area of Component&Cladding 10.0 ft^2 Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt per 26.8 1.00 LHD:Least Horizontal Dimension ft a=max(0.04*LHD,3,min(0.10*LHD,0.4*MRH)) 0.00 ft max(0.04*LHD,3,min(0.10*LHD,0.4*MRH)) Design Wind Pressures Minimum Additional Load Case per 28.4.4=16 PSF on entire vertical plane Horizontal Pressures.. Zone: A = 21.60 psf Zone: C = 14.40 psf Zone: B = -10.00 psf Zone: D = -10.00 psf Vertical Pressures.. Zone: E = -23.10 psf Zone: G = -16.00 psf Zone: F = -14.10 psf Zone: H = -10.80 psf Overhangs... Zone: Eoh = -32.30 psf Zone: Goh = -25.30 psf Component&Cladding Design Wind Pressures Design Wind Pressure=Lambda*Kzt*Ps30 per Eq 30.5-1 Roof Zone 1: Positive: 10.000 psf Minimum Additional Load Case per 28.4.4=16 PSF Negative: -21.800 psf on entire vertical plane Roof Zone 2: Positive: 10.000 psf Negative: -36.500 psf Roof Zone 3: Positive: 10.000 psf Negative: -55.000 psf Wall Zone 4: Positive: 21.800 psf Negative: -23.600 psf Wall Zone 5: Positive: 21.800 psf Negative: -29.100 psf Roof Overhang Zone 2: -34.300 psf Roof Overhang Zone 3: -56.500 psf , Title Block Line 1 Project Title: Legalize Coverd Porch You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 MAY 2018,8 44A Wood Beam File•=FA2018PR-1P0511-^1CP051f-wt.EC6 ENERCALC,INC.1983-2015,Build:6.15.7.30, •Ver.6.162.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: OK-Existing 9.5 with 1.5 overhang roof rafters 2X6's 24"o-c. CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,000.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1,000.0 psi Ebend-xx 1,700.0 ksi Fc-Pill 1,500.0 psi Eminbend-xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi FBeam Bracing : Beam is Fully Braced against lateral-torsion bucklingt675.0 psi Repety 31.20 pcf Repetitive Member Stress Increase - - S 0.025.0 _ �-��r D(0.024}S(0.05) ♦ + D 0.024 S 0.05 to A A- 2x6 2x6 Span=9.50ft Span=1.50ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=2.0 ft,(roof loading) Varying Uniform Load: S(S,E)=0.0250->0.0 k/ft,Extent=0.0--»4.0 ft, Trib Width=1.0 ft,(DRIFT) Load for Span Number 2 Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=2.0 ft,(roof loading) DESIGN SUMMARY Design N.G. Maximum Bending Stress Ratio = 0.764 1 Maximum Shear Stress Ratio = 0.302 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 1,314.14 psi fv:Actual = 62.59 psi FB:Allowable = 1,719.25 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.511 ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.263 in Ratio= 433 Max Upward Transient Deflection -0.124 in Ratio= 290 <360 Max Downward Total Deflection 0.381 in Ratio= 299 Max Upward Total Deflection -0.180 in Ratio= 200 _j Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.304 0.120 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.26 408.46 1345.50 0.11 19.39 162.00 Length=1.50 ft 2 0.032 0.120 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 1345.50 0.03 19.39 162.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.273 0.108 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.26 408.46 1495.00 0.11 19.39 180.00 Length=1.50 ft 2 0.029 0.108 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 1495.00 0.03 19.39 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: Legalize Coverd Porch .You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 _ Printed;22 MAY 2x;18 8 44A WOOid Beam Re=F 12018PR-11P0511 11P0511--1.E(2i ENERCALC,INC.1983-2015,Buitd:6.15.7,30;Ver:6.16.2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: OK-Existing 9.5 with 1.5 overhang roof rafters 2X6's 24"o.c. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Pb V fv F'v Length=9.50 ft 1 0.219 0.086 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.26 408.46 1868.75 0.11 19.39 225.00 Length=1.50 ft 2 0.023 0.086 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 1868.75 0.03 19.39 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.764 0.302 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.83 1,314.14 1719.25 0.34 62.59 207.00 Length=1.50 ft 2 0.077 0.302 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.08 132.10 1719.25 0.08 62.59 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.219 0.086 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.26 408.46 1868.75 0.11 19.39 225.00 Length=1.50 ft 2 0.023 0.086 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 1868.75 0.03 19.39 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.633 0.249 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.69 1,087.69 1719.25 0.28 51.53 207.00 Length=1.50 ft 2 0.064 0.249 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.07 109.79 1719.25 0.06 51.53 207.00 +D+W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.171 0.067 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.26 408.46 2392.00 0.11 19.39 288.00 Length=1.50 ft 2 0.018 0.067 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 2392.00 0.03 19.39 288.00 +D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.171 0.067 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.26 408.46 2392.00 0.11 19.39 288.00 Length=1.50 ft 2 0.018 0.067 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 2392.00 0.03 19.39 288.00 +D+0.750Lr+0.750L+0.750W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.171 0.067 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.26 408.46 2392.00 0.11 19.39 288.00 Length=1.50 ft 2 0.018 0.067 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 2392.00 0.03 19.39 288.00 - +D+0.750L+0.750S+0.750W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.455 0.179 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.69 1,087.69 2392.00 0.28 51.53 288.00 Length=1.50 ft 2 0.046 0.179 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.07 109.79 2392.00 0.06 51.53 288.00 +D+0.750Lr+0.750L+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.171 0.067 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.26 408.46 2392.00 0.11 19.39 288.00 Length=1.50 ft 2 0.018 0.067 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 2392.00 0.03 19.39 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.455 0.179 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.69 1,087.69 2392.00 0.28 51.53 288.00 Length=1.50 ft 2 0.046 0.179 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.07 109.79 2392.00 0.06 51.53 288.00 +0.60D+W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.102 0.040 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.15 245.08 2392.00 0.06 11.63 288.00 Length=1.50 ft 2 0.011 0.040 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 25.71 2392.00 0.02 11.63 288.00 +0.60D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.102 0.040 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.15 245.08 2392.00 0.06 11.63 288.00 Length=1.50 ft 2 0.011 0.040 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 25.71 2392.00 0.02 11.63 288.00 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Deft Location in Span +D+S+H 1 0.3813 4.723 0.0000 0.000 2 0.0000 4.723 +D+S+H -0.1795 1.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 - Overall MAXimum 0.386 0.478 Overall MINimum 0.067 0.092 D Only 0.111 0.153 +D+L+H 0.111 0.153 +D+Lr+H 0.111 0.153 +D+S+H 0.386 0.478 +D+0.750Lr+0.750L+H 0.111 0.153 +D+0.750L+0.7505+H 0.317 0.397 +D+W+H 0.111 0.153 +D+0.70E+H 0.111 0.153 +0+0.750Lr+0.750L+0.750W+H 0.111 0.153 +D+0.750L+0.7505+0.750W+H 0.317 0.397 +D+0.750Lr+0.750L+0.5250E+H 0.111 0.153 +D+0.750L+0.7505+0.5250E+H 0.317 0.397 +0.60D+W+H 0.067 0.092 +0.60D+0.70E+H 0.067 0.092 D Only 0.111 0.153 Title Block Line 1 Project Title: Legalize Coverd Porch You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Punted 22 MAY 2018,8 44AM - Wood Beam File i.F:120 8PR—f 11-_1tiP051 -.LECs ENERCALC,INC.1983-2015,Bui1d6.15.7.30,Ver6.16.228 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: OK-Existing 9.5 with 1.5 overhang roof rafters 2X6's 24"o.c. Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Lr Only L Only S Only 0.275 0.325 W Only E Only H Only Title Block Line 1 Project Title: Legalize Coverd Porch You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 22 MAY 2018,844AM WOO4 Beam Fite=F_latePR-11P0511--t1P0511--1.E(i ENERCALCINC.1983-2015uId6.15:7:30Ver6:16.2.28 B : Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: NO GOOD Existing 13.5 with 1.5 overhang roof rafters 2X6's 24"o.c. CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,000.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1,000.0 psi Ebend-xx 1,700.0 ksi Fc-Prll 1,500.0 psi Eminbend-xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase i 50.0250 D 0.024 S 0.05 + +0.024 S 0.05 .„,. a a ...,,,, assn .. �. .. t j 5 C L`i x' ki tie • A 2x6 2x6 Span=13.50 ft Span=1.50 5 Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=2.0 ft,(roof loading) Varying Uniform Load: S(S,E)=0.0250->0.0 k/ft,Extent=0.0--»5.0 ft, Trib Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=2.0 ft,(roof loading) DESIGN SUMMARY Design N.G. (Maximum Bending Stress Ratio = 1.567 1 Maximum Shear Stress Ratio = 0.443 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 2,693.67 psi fv:Actual = 91.61 psi FB:Allowable = 1,719.25 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.561 ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 1.090 in Ratio= 148<360 - Max Upward Transient Deflection -0.372 in Ratio= 96 <360 Max Downward Total Deflection 1.587 in Ratio= 102 <180 Max Upward Total Deflection -0.543 in Ratio= 66 <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 Cm C t CL M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.629 0.172 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.53 846.26 1345.50 0.15 27.84 162.00 Length=1.50 ft 2 0.032 0.172 0.90 1.300 1.00 1.15 1.00 1.00 1,00 0.03 42.84 1345.50 0.03 27.84 162.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.566 0.155 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.53 846.26 1495.00 0.15 27.84 180.00 Length=1.50 ft 2 0.029 0.155 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 1495.00 0.03 27.84 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: Legalize Coverd Porch .You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Panted22 MAY 201$.8 44A WOOd B@al11 File=F:42018FR-V0511:-11P0511--LEC6 ENERCALC,INC.1983-2016,Build:615.7.30,Ver.6.16.2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: NO GOOD Existing 13.5 with 1.5 overhang roof rafters 2X6's 24"o.c. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN C 1 Cr Cm C t CL M fb Pb V fv F'v Length=13.50 ft 1 0.453 0.124 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.53 846.26 1868.75 0.15 27.84 225.00 Length=1.50 ft 2 0.023 0.124 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 1868.75 0.03 27.84 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 1.567 0.443 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.70 2,693.67 1719.25 0.50 91.61 207.00 Length=1.50 ft 2 0.077 0.443 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.08 132.10 1719.25 0.08 91.61 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.453 0.124 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.53 846.26 1868.75 0.15 27.84 225.00 Length=1.50 ft 2 0.023 0.124 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 1868.75 0.03 27.84 225.00 +D+0.750L+0.7505+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 1.298 0.365 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.41 2231.77 1719.25 0.42 75.48 207.00 Length=1.50 ft 2 0.064 0.365 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.07 109.79 1719.25 0.06 75.48 207.00 +D+W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.354 0.097 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.53 846.26 2392.00 0.15 27.84 288.00 Length=1.50 ft 2 0.018 0.097 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 2392.00 0.03 27.84 288.00 +D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.354 0.097 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.53 846.26 2392.00 0.15 27.84 288.00 Length=1.50 ft 2 0.018 0.097 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 2392.00 0.03 27.84 288.00 +D+0.750Lr+0.750L+0.750W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.354 0.097 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.53 846.26 2392.00 0.15 27.84 288.00 Length=1.50 ft 2 0.018 0.097 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 2392.00 0.03 27.84 288.00 +D+0.750L+0.7505+0.750W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.933 0.262 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.41 2,231.77 2392.00 0.42 75.48 288.00 Length=1.50 ft 2 0.046 0.262 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.07 109.79 2392.00 0.06 75.48 288.00 +D+0.750Lr+0.750L+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.354 0.097 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.53 846.26 2392.00 0.15 27.84 288.00 Length=1.50 ft 2 0.018 0.097 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.84 2392.00 0.03 27.84 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.933 0.262 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.41 2,231.77 2392.00 0.42 75.48 288.00 Length=1.50 ft 2 0.046 0.262 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.07 109.79 2392.00 0.06 75.48 288.00 +0.600+W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.212 0.058 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.32 507.76 2392.00 0.09 16.71 288.00 Length=1.50 ft 2 0.011 0.058 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 25.71 2392.00 0.02 16.71 288.00 +0.60D0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.212 0.058 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.32 507.76 2392.00 0.09 16.71 288.00 Length=1.50 ft 2 0.011 0.058 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 25.71 2392.00 0.02 16.71 288.00 Overall Maximum Deflections Load Combination Span Max ""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 1.5872 6.712 0.0000 0.000 2 0.0000 6.712 +D+5+H -0.5429 1.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 - Overall MAXimum 0.548 0.624 Overall MINimum 0.096 0.120 D Only 0.160 0.200 +D+L+H 0.160 0.200 - +D+Lr+H 0.160 0.200 +D+S+H 0.548 0.624 +D+0.750Lr+0.750L+H 0.160 0.200 +D+0,750L+0.7505+H 0.451 0.518 +D+W+H 0.160 0.200 +D+0.70E+H 0.160 0.200 +D+0.750Lr+0.750L+0.750W+H 0.160 0.200 +D+0.750L+0.7505+0.750W+H 0.451 0.518 +D+0.75OLr+0.750L+0.5250E+H 0.160 0.200 +D+0.750L+0.7505+0.5250E+H 0.451 0.518 +0.60D+W+H 0.096 0.120 +0.60D+0.70E+H 0.096 0.120 D Only 0.160 0.200 Title Block Line 1 Project Title: Legalize Coverd Porch .You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed'22 MAY 2018.8-4441 Wood E3@1f!11F =F:12018PR-11P0511.-1180511-.-1:EC8 ENERCALC,ING.1983-2015.Build 8.15.7.30,Ver 6.16.2 28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: NO GOOD Existing 13.5 with 1.5 overhang roof rafters 2X6's 24"o.c. Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Lr Only L Only S Only 0.388 0.424 W Only E Only H Only Title Block Line 1 Project Title: Legalize Coverd Porch .You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnted 22 MAY 2018.848AM Wood Beam File=f:�oasprwl, 1t--11P0511--1Fcfi ENERCALC,INC.I'43-2015,Bui1015:7.30,Ver6.16.2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: 13.5 with 1.5 overhang roof rafters 2X6's 24"o.c.with addition joist dded for 1'on center rafter spacing CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,000.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1,000.0 psi Ebend-xx 1,700.0ksi Fc-Pill 1,500.0 psi Eminbend-xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase �� • 0.0'50 D 0.012 S OA25 00 .012 S0.025 V re � 1 � _.a is . .......�-_ €. A A 2x6 2x6 Span=13.50 ft Span=1.50 ft i Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=1.0 ft,(roof loading) Varying Uniform Load: S(S,E)=0.0250->0.0 k/ft,Extent=0.0-->>5.0 ft, Trib Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=1.0 ft,(roof loading) DESIGN SUMMARY Design N.G. 1Maximum Bending Stress Ratio = 0.806 1 Maximum Shear Stress Ratio = 0.241 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 1,389.60 psi fv:Actual = 49.80 psi FB:Allowable = 1,719.25 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.486ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.573 in Ratio= 282 Max Upward Transient Deflection -0.194 in Ratio= 184 <280 Max Downward Total Deflection 0.821 in Ratio= 197 Max Upward Total Deflection -0.280 in Ratio= 128 <180 - 1 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V cd C EN C i C r cm C t CI_ M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.314 0.086 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.27 423.13 1345.50 0.08 13.92 162.00 Length=1.50 ft 2 0.016 0.086 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.01 21.42 1345.50 0.01 13.92 162.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.283 0.077 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.27 423.13 1495.00 0.08 13.92 180.00 Length=1.50 ft 2 0.014 0.077 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.01 21.42 1495.00 0.01 13.92 180.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: Legalize Coverd Porch . You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnted 22 MAY 2018 8 48A Woad Beare Fite=FAA.18PR-AP0511--1\P0511=1.EC6 tic.#: KW 46449383 EI ERcALC;INC.1983-2015,8uild.;615.7.30,Ver.6.162.28 Licensee:Zarosinski Engineering and Design,Inc. Description: 13.5 with 1.5 overhang roof rafters 2X6's 24"o.c.with additiona joist dded for 1'on center rafter spaang Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V iv F'v Length=13.50 ft 1 0226 0.062 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.27 423.13 1868.75 0.08 13.92 225.00 Length=1.50 ft 2 0.011 0.062 125 1.300 1.00 1.15 1.00 1.00 1.00 0.01 21.42 1868.75 0.01 13.92 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.808 0.241 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.88 1,389.60 1719.25 0.27 49.80 207.00 Length=1.50 ft 2 0.038 0.241 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.04 66.05 1719.25 0.04 49.80 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.226 0.062 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.27 423.13 1868.75 0.08 13.92 225.00 Length=1.50 ft 2 0.011 0.062 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.01 21.42 1868.75 0.01 13.92 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 Length=13.50 ft 1 0.668 0.197 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.72 1,147.91 1719.25 0.22 40.74 2077.00 Length=1.50 ft 2 0.032 0.197 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.03 54.89 1719.25 0.03 40.74 207.00 +D+W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.177 0.048 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.27 423.13 2392.00 0.08 13.92 288.00 Length=1.50 ft 2 0.009 0.048 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 21.42 2392.00 0.01 13.92 288.00 +D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.177 0.048 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.27 423.13 2392.00 0.08 13.92 288.00 Length=1.50 ft 2 0.009 0.048 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 21.42 2392.00 0.01 13.92 288.00 +D+0.750Lr+0.750L+0.750W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.177 0.048 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.27 423.13 2392.00 0.08 13.92 288.00 Length=1.50 ft 2 0.009 0.048 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 21.42 2392.00 0.01 13.92 288.00 +D+0.750L+0.750S+0.750W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.480 0.141 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.72 1,147.91 2392.00 0.22 40.74 288.00 Length=1.50 ft 2 0.023 0.141 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 54.89 2392.00 0.03 40.74 288.00 +D+0.750Lr+0.750L+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.177 0.048 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.27 423.13 2392.00 0.08 13.92 288.00 Length=1.50 ft 2 0.009 0.048 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 21.42 2392.00 0.01 13.92 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.480 0.141 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.72 1,147.91 2392.00 0.22 40.74 288.00 Length=1.50 ft 2 0.023 0.141 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 54.89 2392.00 0.03 40.74 288.00 +0.600+W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.106 0.029 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.16 253.88 2392.00 0.05 8.35 288.00 Length=1.50 ft 2 0.005 0.029 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 12.85 2392.00 0.01 8.35 288.00 +0.60D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.106 0.029 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.16 253.88 2392.00 0.05 8.35 288.00 Length=1.50 ft 2 0.005 0.029 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.01 12.85 2392.00 0.01 8.35 288.00 Overall Maximum Deflections Load Combination Span Max ""Defl Location in Span Load Combination Max."+"Deft Location in Span +D+S+H 1 0.8214 6.712 0.0000 0.000 2 0.0000 6.712 +D+S+H -0.2797 1.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.301 0.316 Overall MINimum 0.048 0.060 D Only 0.080 0.100 +D+L+H 0.080 0.100 +D+Lr+H 0.080 0.100 +D+S+H 0.301 0.316 +D+0.750Lr+0.750L+H 0.080 0.100 +D+0.750L+0.750S+H 0.246 0.262 +D+W+H 0.080 0.100 +D+0.70E+H 0.080 0.100 +D+0.750Lr+0.750L+0.750W+H 0.080 0.100 +D+0.750L+0.750S+0.750W+H 0.246 0.262 +D+0.750Lr+0.750L+0.5250E+H 0.080 0.100 +D+0.750L+0.7505+0.5250E+H 0.246 0.262 +0.60D+W+H 0.048 0.060 +0.60D+0.70E+H 0.048 0.060 D Only 0.080 0.100 Title Block Line 1 Project Title: Legalize Coverd Porch . You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 MAY 2018.8 48AM Wood Beam Fid=F: 1$PR-11P0511--91P0511 1.E( Lic.#:KW-06009383 ENERCALC,INC.1983-2015,Build:6.151.30,Ver.6.16.228 Licensee:Zarosinski Engineering and Design,Inc. Description: 13.5 with 1.5 overhang roof rafters 2X6's 24"o.c.with additiona joist dded for 1'on center rafter spaang Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Lr Only L Only S Only 0.221 0.216 W Only E Only H Only • Title Block Line 1 Project Title: Legalize Coverd Porch You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 22 MAY 2018 849AM Fie=F:12O18PR-11P051 +-110511-1.EC6W©Od Beam l5ENERCALC,INC.1983- 5,M : •. .7. ,Ver .162.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: EAVE BEAM CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 850.0 psi Ebend-xx 1,300.0 ksi Fc-Pill 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling � � oto.tl�to-2zt � i � � � *oto.u�ta221 oio.11�ta.22t * . A 6x10 A 6x10 A A 6x10 A Span=10.0ft Span=10.0ft Span=10.0ft i I _ I Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.10, S=0.220, Tributary Width=1.0 ft,(ROOF LOAD) Load for Span Number 2 Uniform Load: D=0.10, S=0.220, Tributary Width=1.0 ft,(ROOF LOAD) Load for Span Number 3 Uniform Load: D=0.10, S=0.220, Tributary Width=1.0 ft,(ROOF LOAD) DESIGN SUMMARY Design OK 'Maximum Bending Stress Ratio = 0.475 1 Maximum Shear Stress Ratio = 0.279 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual 464.17 psi fv:Actual 48.17 psi FB:Allowable = 977.50 psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.000ft Location of maximum on span = 10.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#2 Maximum Deflection • Max Downward Transient Deflection 0.052 in Ratio= 2307 Max Upward Transient Deflection -0.003 in Ratio= 35647 Max Downward Total Deflection 0.076 in Ratio= 1586 Max Upward Total Deflection -0.005 in Ratio= 24507 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t C L M fb Fb V fv F'v D Only 0.00 0-00 0.00 0.00 Length=10.0 ft 1 0.190 0.112 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 765.00 0.52 15.05 135.00 Length=10.0 ft 2 0.190 0.112 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 765.00 0.52 15.05 135.00 Length=10.0 ft 3 0.190 0.112 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 765.00 0.52 15.05 135.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.171 0.100 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 850.00 0.52 15.05 150.00 • Title Block Line 1 Project Title: Legalize Coverd Porch .You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 MAY 2618.&4941 Wood Q@a(T� Fie=F42018PR-11130511--IkP0511--1.EC8 ENERCALC.INC 1983-2015$uiId6.15.7.30,Ver6.18228 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: EAVE BEAM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Pb V fv Fly Length=10.0 ft 2 0.171 0.100 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 850.00 0.52 15.05 150.00 Length=10.0 ft 3 0.171 0.100 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 850.00 0.52 15.05 150.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.137 0.080 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1062.50 0.52 15.05 187.50 Length=10.0 ft 2 0.137 0.080 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1062.50 0.52 15.05 187.50 Length=10.0 ft 3 0.137 0.080 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1062.50 0.52 15.05 187.50 +13+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.475 0.279 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.20 464.17 977.50 1.68 48.17 172.50 Length=10.0 ft 2 0.475 0.279 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.20 464.17 977.50 1.68 48.17 172.50 Length=10.0 ft 3 0.475 0.279 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.20 464.17 977.50 1.68 48.17 172.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.137 0.080 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1062.50 0.52 15.05 187.50 Length=10.0 ft 2 0.137 0.080 125 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1062.50 0.52 15.05 187.50 Length=10.0 ft 3 0.137 0.080 125 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1062.50 0.52 15.05 187.50 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.393 0.231 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.65 384.39 977.50 1.39 39.89 172.50 Length=10.0 ft 2 0.393 0.231 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.65 384.39 977.50 1.39 39.89 172.50 Length=10.0 ft 3 0.393 0.231 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.65 384.39 977.50 1.39 39.89 172.50 +D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.107 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1360.00 0.52 15.05 240.00 - Length=10.0 ft 2 0.107 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1360.00 0.52 15.05 240.00 Length=10.0 ft 3 0.107 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1360.00 0.52 15.05 240.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.107 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1360.00 0.52 15.05 240.00 Length=10.0 ft 2 0.107 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1360.00 0.52 15.05 240.00 Length=10.0 ft 3 0.107 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1360.00 0.52 15.05 240.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.107 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1360.00 0.52 15.05 240.00 Length=10.0 ft 2 0.107 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1360.00 0.52 15.05 240.00 Length=10.0 ft 3 0.107 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1360.00 0.52 15.05 240.00 +D+0.750L+0.7505+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0283 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.65 384.39 1360.00 1.39 39.89 240.00 Length=10.0 ft 2 0.283 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.65 384.39 1360.00 1.39 39.89 240.00 Length=10.0 ft 3 0.283 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.65 384.39 1360.00 1.39 39.89 240.00 +D+O.750Lr+0.750L+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.107 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1360.00 0.52 15.05 240.00 Length=10.0 ft 2 0.107 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1360.00 0.52 15.05 240.00 Length=10.0 ft 3 0.107 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 145.05 1360.00 0.52 15.05 240.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.283 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.65 384.39 1360.00 1.39 39.89 240.00 Length=10.0 ft 2 0.283 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.65 384.39 1360.00 1.39 39.89 240.00 Length=10.0 ft 3 0.283 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.65 384.39 1360.00 1.39 39.89 240.00 +0.60D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.064 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.60 87.03 1360.00 0.31 9.03 240.00 Length=10.0 ft 2 0.064 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.60 87.03 1360.00 0.31 9.03 240.00 Length=10.0 ft 3 0.064 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.60 87.03 1360.00 0.31 9.03 240.00 +0.600+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.064 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.60 87.03 1360.00 0.31 9.03 240.00 Length=10.0 ft 2 0.064 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.60 87.03 1360.00 0.31 9.03 240.00 Length=10.0 ft 3 0.064 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.60 87.03 1360.00 0.31 9.03 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span +D+S+H 1 0.0757 4.538 0.0000 0.000 +D+S+H 2 0.0053 5.042 +D+S+H -0.0049 1.176 +D+S+H 3 0.0749 5.546 0.0000 1.176 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.280 3.520 3.520 1.280 Title Block Line 1 Project Title: Legalize Coverd Porch .You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 22 MAY 2018 8 49AM Woad$eaim ae=F-12016PR-t\P0511--11P0511--1.Ec6 Lic.#: !CW-06009383 ENERCAIC,INC.1983-2015,Buiu1:6.151.30,Ver..6.16.2.28 Description: EAVE BEAM Licensee:Zarosinski Engineering and Design,Inc. Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MlNimum 0.240 0.660 0.660 0.240 D Only 0.400 1.100 1.100 0.400 +D+L+H 0.400 1.100 1.100 0.400 +D+Lr+H 0.400 1.100 1.100 0.400 +D+S+H 1.280 3.520 3.520 1.280 +D+0.750Lr+0.750L+H 0.400 1.100 1.100 0.400 +D+0.750L+0.750S+H 1.060 2.915 2.915 1.060 +D+W+H 0.400 1.100 1.100 0.400 +D+0.70E+H 0.400 1.100 1.100 0.400 +D+0.750Lr+0.750L+0.750W+H 0.400 1.100 1.100 0.400 +D+0.750L+0.750S+0.750W+H 1.060 2.915 2.915 1.060 +D+0.750Lr+0.750L+0.5250E+H 0.400 1.100 1.100 0.400 +D+0.750L+0.7505+0.5250E+H 1.060 2.915 2.915 1.060 +0.60D+W+H 0.240 0.660 0.660 0.240 +0.600+0.70E+H 0.240 0.660 0.660 0.240 D Only 0.400 1.100 1.100 0.400 Lr Only L Only S Only 0.880 2.420 2.420 0.880 W Only E Only H Only Title Block Line 1 Project Title: Legalize Coverd Porch .You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnted 22 MAY 2018 8 52AM Wood Column File=F'12018PR-NPO511-11P0511--1 EC6 ENERCALG,INC.1983.2015,Build:fi 15:7.30,Ver6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc, Description: POST SUPPORTING BEAM IN MIDDLE SPAN Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Hem Fir Exact Width 5.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb Tension 850.0 psi Fv 150.0 psi Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb-Compr 850.0 psi Ft 525.0 psi Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fc-PrIl 1,300.0 psi Density 26.830 pcf ly 76.255 inA4 Cm:Wet Use Factor 1.0 Fc-Perp 405.0 psi Ct:Temperature Factor 1.0 E:Modulus of Elasticityx x BendingCfu:Flat Use Factor 1.0 ... y y Bending Axial Kf:Built-up columns 1.0 /vDs?532 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No r,,orF- b Ow y, Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=10.0 ft,K=1.0 - Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:56.362 lbs*Dead Load Factor AXIAL LOADS. .. Axial Load at 10.0 ft,D=1.10,S=2.420 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1766:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S+H 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 X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Applied Axial Along Y-Y 0.0 in at 0.0 ft above base 3.576 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 669.44 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+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 150.0 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 1.000 0.515 0.05710 PASS 0.0 ft 0.0 PASS 10.0 ft +D+L+H 1.000 0.515 0.05710 PASS 0.0 ft 0.0 PASS 10.0 ft +D+Lr+H 1.000 0.515 0.05710 PASS 0.0 ft 0.0 PASS 10.0 ft +D+S+H 1.000 0.515 0.1766 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+H 1.000 0.515 0.05710 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.7505+H 1.000 0.515 0.1467 PASS 0.0 ft 0.0 PASS 10.0 ft +D+W+H 1.000 0.515 0.05710 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.70E+H 1.000 0.515 0.05710 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+0.750W+H 1.000 0.515 0.05710 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.7505+0.750W+H 1.000 0.515 0.1467 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+0.5250E+H 1.000 0.515 0.05710 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.7505+0.5250E+H 1.000 0.515 0.1467 PASS 0.0 ft 0.0 PASS 10.0 ft Title Block Line 1 Project Title: Legalize Coverd Porch You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Wood Column Fie=F:t2018PR-1wo5 dl?atp0511._1 Ecs ENERCALC,INC 1983-2015 Bullet 15.7.30,Ver6.16.2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: POST SUPPORTING BEAM IN MIDDLE SPAN 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+W+H 1.000 0.515 0.03426 PASS 0.0 ft 0.0 PASS 10.0 ft +0.60D+0.70E+H 1.000 0.515 0.03426 PASS 0.0 ft 0.0 PASS 10.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 1.156 k +D+L+H k k 1.156 k +D+Lr+H k k 1.156 k +D+S+H k k 3.576 k +D+0.750Lr+0.750L+H k k 1.156 k +D+0.750L+0.750S+H k k 2.971 k +D+W+H k k 1.156 k +D+0.70E+H k k 1.156 k +D+0.750Lr+0.750L+0.750W+H k k 1.156 k +D+0750L+0.750S+0.750W+H k k 2.971 k +D+0.750Lr+0.750L+0.5250E+H k k 1.156 k +D+0.750L+0.750S+0.5250E+H k k 2.971 k +0.60D+W+H k k 0.694 k - +0.60D+0.70E+H k k 0.694 k D Only k k 1.156 k Lr Only k L Only k k k k k S Only k k 2.420 k W Only E Only k k k k k H Only k k 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 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.750W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.750W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft _ +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft - Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Title Block Line 1 Project Title: Leaalize Coverd Porch ,.You can change this area Engineer: D N P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 MAY2018,8:52AM Wood Column =F:12018PR-1.00511--ItP0511--11C6 ENERCALC,INC.1983-2015,13iikt.615.7.30,Mer.1.18.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description• POST SUPPORTING BEAM IN MIDDLE SPAN Sketches 350k MigiffitIONIM11405045t4I5310S155335t rtikk031053,0333031.„021:m, PlIttaltiVit55055503F5 4532251053512315m043„„mir *33432012.153:5555035.021330 "'"-X3'0V,,,,,,055550:303535- 551::.'.14,t15MW`611492.3 atatifigiatAIMPHANAINETIfflegjE4Mr4 .„. ,Iiiiie701,1111bastadirmiS •E 1111"14-VARIOrie 'I31565.Ernt6611atilip 6x6 5.50 in Loads are total entered value.Arrows do not reflect absolute direction. Title Block Line 1 Project Title: Legalize Coverd Porch You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 MAY 2018.853A General Foot[ng F =r_�18PR-1w0511.-1 511--1.EC6 ENE C,INC.1983-2015,Build:615.7.30,Ver.6.162.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: FOOTING REQUIRED UNDER MID POST Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 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. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings = Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. Allowable pressure increase per foot of deptl== 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below 0.0 ft Min.Overtuming 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 dept= 0.0 ksf - Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater# 0.0 ft Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability,mom&shear : No - Dimensions Width parallel to X-X Axis = 1.75 ft Length parallel to Z-Z Axis = 1.75 ft Z Footing Thicknes = 16.0 in fi i ,it iS:ASS' ,: ie..PrESSSZ..SS Pedestal dimensions... �8 • i X 1 4 px:parallel to X-X Axis = 0.0 in °' A :.--pia::. �' ,.,` pz:parallel to Z-Z Axis = 0.0 in • 6.f Height - 0.0 in ° k s a Rebar Centerline to Edge of Concrete.. , a- , m at Bottom of footing = 3.0 in ". ..m...,:„..-4,;...,,4.,+ ildrat T . Reinforcing IIIEIIIIII `; Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 „:141:ro Bars parallel to Z-Z Axis Number of Bars = 4 Reinforcing Bar Size = # 4 ..t....4,,,,., it,„, ,-,?4,1e. .L.,442,04 Bandwidth Distribution Check (ACI 15.4.4.2) - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 1.10 0.0 0.0 2.420 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: Legalize Coverd Porch You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 MAY 2018..8 53AM General FOOt111C, File=F:12018PR-1\P0511--11p0511- 1.EC6 ENERCAIC,INC.1983-2015,Build:6.15.7.30,Ver.6.1&2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: FOOTING REQUIRED UNDER MID POST DESIGN SUMMARY Desi«n OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8953 Soil Bearing 1.343 ksf 1.50 ksf +D+S+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 0.02514 Z Flexure(+X) 0.6490 k-ft 25.821 k-ft +1.20D+0.50L+1.605 PASS 0.02514 Z Flexure(-X) 0.6490 k-ft 25.821 k-ft +1.20D+0.50L+1.60S PASS 0.02514 X Flexure(+Z) 0.6490 k-ft 25.821 k-ft +1.20D+0.50L+1.605 PASS 0.02514 X Flexure(-Z) 0.6490 k-ft 25.821 k-ft +1.20D+0.50L+1.60S PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 4.60 psi 82.158 psi +1.20D+0.50L+1.605 Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.50 n/a 0.0 0.5525 0.5525 n/a n/a 0.368 X-X.+D+L+H 1.50 n/a 0.0 0.5525 0.5525 n/a n/a 0.368 X-X,+D+Lr+H 1.50 n/a 0.0 0.5525 0.5525 n/a n/a 0.368 X-X.+D+S+H 1.50 n/a 0.0 1.343 1.343 n/a n/a 0.895 X-X.+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.5525 0.5525 n/a n/a 0.368 X-X.+D+0.750L+0.7505+H 1.50 n/a 0.0 1.145 1.145 n/a n/a 0.763 X-X.+D+W+H 1.50 n/a 0.0 0.5525 0.5525 n/a n/a 0.368 X-X.+D+0.70E+H 1.50 n/a 0.0 0.5525 0.5525 n/a n/a 0.368 X-X.+D+0.750Lr+0.750L+0.750W+H 1.50 n/a 0.0 0.5525 0.5525 n/a n/a 0.368 X-X.+D+0.750L+0.750S+0.750W+H 1.50 n/a 0.0 1.145 1.145 n/a n/a 0.763 X-X,+D+0.750Lr+0.750L+0.5250E+H 1.50 n/a 0.0 0.5525 0.5525 n/a n/a 0.368 X-X.+D+0.750L+0.7505+0.5250E+H 1.50 n/a 0.0 1.145 1.145 n/a n/a 0.763 X-X.+0.60D+W+H 1.50 n/a 0.0 0.3315 0.3315 n/a n/a 0.221 X-X.+0.60D+0.70E+H 1.50 n/a 0.0 0.3315 0.3315 n/a n/a 0.221 Z-Z.D Only 1.50 0.0 n/a n/a n/a 0.5525 0.5525 0.368 Z-Z.+D+L+H 1.50 0.0 n/a n/a n/a 0.5525 0.5525 0.368 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.5525 0.5525 0.368 Z-Z.+D+S+H 1.50 0.0 n/a n/a n/a 1.343 1.343 0.895 Z-Z.+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.5525 0.5525 0.368 Z-Z.+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.145 1.145 0.763 Z-Z.+D+W+H 1.50 0.0 n/a n/a n/a 0.5525 0.5525 0.368 . Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.5525 0.5525 0.368 Z-Z,+D+0.750Lr+0.750L+0.750W+H 1.50 0.0 n/a n/a n/a 0.5525 0.5525 0.368 Z-Z.+D+0.750L+0.750S+0.750W+H 1.50 0.0 n/a n/a n/a 1.145 1.145 0.763 Z-Z,+D+0.750Lr+0.750L+0.5250E+H 1.50 0.0 n/a n/a n/a 0.5525 0.5525 0.368 _ Z-Z.+D+0.750L+0.7505+0.5250E+H 1.50 0.0 n/a n/a n/a 1.145 1.145 0.763 Z-Z,+0.600+W+H 1.50 0.0 n/a n/a n/a 0.3315 0.3315 0.221 Z-Z.+0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 0.3315 0.3315 0.221 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 Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 Project Title: Legalize Coverd Porch . You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 _ Pnnted 22 MAY 2018.8 53AM General FootingFile=Pi2018PR-1 Ptiri1l 1 P0511 1,EC6 ENERCALC,INC.1983-2015,Btuid:615.7.30,Ver6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: FOOTING REQUIRED UNDER MID POST Footing Flexure Flexure Axis&Load Combination Mu Which Tension i As Req'd Gym.As Actual As Phi*Mn k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft Status X-X.+1.40D 0.1925 +Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X,+1.40D 0.1925 -Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.1650 +Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.1650 -Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+1.60L+0.505+1.60H 0.3163 +Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X,+1.20D+1.60L+0.505+1.60H 0.3163 -Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+1.60Lr+0.50L 0.1650 +Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X,+1.20D+1.60Lr+0.50L 0.1650 -Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+1.60Lr+0.80W 0.1650 +Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+1.60Lr+0.80W 0.1650 -Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+0.50L+1.605 0.6490 +Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+0.50L+1.605 0.6490 -Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+1.60S+0.80W 0.6490 +Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+1.60S+0.80W 0.6490 -Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+0.50Lr+0.50L+1.60W 0.1650 +Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+0.50Lr+0.50L+1.60W 0.1650 -Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+0.50L+0.505+1.60W 0.3163 +Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+0.50L+0.505+1.60W 0.3163 -Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+1.20D+0.50L+0.20S+E 0.2255 +Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X,+1.20D+0.50L+0.20S+E 0.2255 -Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+0.90D+1.60W+1.60H 0.1238 +Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X,+0.90D+1.60W+1.60H 0.1238 -Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+0.90D+E+1.60H 0.1238 +Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK X-X.+0.90D+E+1.60H 0.1238 -Z Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+1.40D 0.1925 -X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+1.40D 0.1925 +X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.1650 -X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.1650 +X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.3163 -X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z,+1.20D+1.60L+0.505+1.60H 0.3163 +X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+1.20D+1.60Lr+0.50L 0.1650 -X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z,+1.20D+1.60Lr+0.50L 0.1650 +X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+1.20D+1.60Lr+0.80W 0.1650 -X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z,+1.20D+1.60Lr+0.80W 0.1650 +X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z,+1.20D+0.50L+1.605 0.6490 -X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+1.20D+0.50L+1.60S 0.6490 +X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+1.20D+1.605+0.80W 0.6490 -X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z,+1.20D+1.60S+0.80W 0.6490 +X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+1.20D+0.50Lr+0.50L+1.60W 0.1650 -X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 0.1650 +X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+1.20D+0.50L+0.505+1.60W 0.3163 -X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+1.20D+0.50L+0.50S+1.60W 0.3163 +X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+1.20D+0.50L+0.20S+E 0.2255 -X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z,+1.20D+0.50L+0.205+E 0.2255 +X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+0.90D+1.60W+1.60H 0.1238 -X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+0.90D+1.60W+1.60H 0.1238 +X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+0.90D+E+1.60H 0.1238 -X Bottom 0.3456 Min Temp% 0.4571 25.821 OK Z-Z.+0.90D+E+1.60H 0.1238 +X Bottom 0.3456 Min Temp% 0.4571 25.821 OK One Way Shear Load Combination... Vu @-X Vu©+X Vu©-Z Vu©+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.50L 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.80W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+1.605 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1,20D+1.60S+0.80W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+0.50L+1.60W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.50S+1.60W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.205+E 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+1.60W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+E+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK I Title Block Line 1 Project Title: Legalize Coverd Porch . You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 22 MAY 2018 8 53AM G en@Cc"itI Footing =F:12018PR-1\P0511-1tPQ511--1.Ec6 ENERCALC,INC.1983-2015,Build6.157.30,Ver_6.16.2.213 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: FOOTING REQUIRED UNDER MID POST Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 1.364 psi 164.317osi 0.008303 OK +1.20D+0.50Lr+1.60L+1.60H 1.169 osi 164.317osi 0.007117 OK +1.20D+1.60L+0.50S+1.601-I 2.241 psi 164.317osi 0.01364 OK +1.20D+1.60Lr+0.50L 1.169 psi 164.317osi 0.007117 OK +1.20D+1.60Lr+0.80W 1.169 psi 164.317osi 0.007117 OK +1.20D+0.50L+1.605 4.6 psi 164.317osi 0.02799 OK +1.20D+1.60S+0.80W 4.6 psi 164.317osi 0.02799 OK +1.20D+0.50Lr+0.50L+1.60W 1.169 psi 164.317osi 0.007117 OK +1.20D+0.50L+0.50S+1.60W 2.241 psi 164.317osi 0.01364 OK +1.20D+0.50L+0.20S+E 1.598 psi 164.317osi 0.009726 OK +0.90D+1.60W+1.60H 0.8771 psi 164.317osi 0.005338 OK +0.90D+E+1.60H 0.8771 psi 164.317osi 0.005338 OK Title Block Line 1 Project Title: Legalize Coverd Porch . You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 22 MAY 2018.8 54AM - General FootingFile=FQa18PR-1 111w1\P0511--LECs ENERCALC,INC.1983-2015,Build:6.15.7,30,Ver.636.2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: FOOTING REQUIRED UNDER END POST Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksiIncrease 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. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= 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 dept= 0.0 ksf . Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater$ 0.0 ft Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability,mom&shear : No . Dimensions Width parallel to X-X Axis = 1.25 ft Length parallel to Z-Z Axis = 1.25 ft Z Footing Thicknes = 16.0 in Pedestal dimensions... x41 t i l ;, X px:parallel to X-X Axis = 0.0 in ' f'.._ 1 rLitt° etinpz:parallel to Z-Z Axis = 0.0 in r m Height - 0.0 in .i. eL Rebar Centerline to Edge of Concrete.. 1.7::::44,-1-- 1 1 CD at Bottom of footing = 3.0 in apr _ : '`. C/ zII Reinforcing 1 -3„ co Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis pAil ani Number of Bars = 3 mots, wliit": *WWI 3e1r-A4, Reinforcing Bar Siz€ = # 4 a.#4 earsa nae"ra irmg Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.550 0.0 0.0 1.10 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: Legalize Coverd Porch ,You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Panted 22 MAY 2018,8.54AM General Footing File=E:12018PR-1upo5t1--11po511--1.Ec6 ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver_6.1&228 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: FOOTING REQUIRED UNDER END POST DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8327 Soil Bearing 1.249 ksf 1.50 ksf +D+S+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 0.01118 Z Flexure(+X) 0.3025 k-ft 27.064 k-ft +1.20D+0.50L+1.605 PASS 0.01118 Z Flexure(-X) 0.3025 k-ft 27.064 k-ft +1.20D+0.50L+1.60S PASS 0.01118 X Flexure(+Z) 0.3025 k-ft 27.064 k-ft +1.20D+0.50L+1.605 PASS 0.01118 X Flexure(-Z) 0.3025 k-ft 27.064 k-ft +1.20D+0.50L+1.60S PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.8910 psi 82.158 psi +1.20D+0.50L+1.605 Detailed Results Soil Bearing • Rotation Axis& Actual Soil Bearing Stress Actual!Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.D Only 1.50 n/a 0.0 0.5453 0.5453 n/a n/a 0.364 X-X.+D+L+H 1.50 n/a 0.0 0.5453 0.5453 n/a n/a 0,364 X-X.+D+Lr+H 1.50 n/a 0.0 0.5453 0.5453 n/a n/a 0.364 X-X.+D+S+H 1.50 n/a 0.0 1.249 1.249 n/a n/a 0.833 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.5453 0.5453 n/a nia 0.364 X-X.+D+0.750L+0.7505+H 1.50 n/a 0.0 1.073 1.073 n/a n/a 0.715 X-X.+D+W+H 1.50 n/a 0.0 0.5453 0.5453 n/a n/a 0.364 X-X.+D+0.70E+H 1.50 n/a 0.0 0.5453 0.5453 n/a n/a 0.364 X-X,+D+0.750Lr+0.750L+0.750W+H 1.50 n/a 0.0 0.5453 0.5453 n/a n/a 0.364 X-X.+D+0.750L+0.7505+0.750W+H 1.50 n/a 0.0 1.073 1.073 n/a n/a 0.715 X-X,+0+0.750Lr+0.750L+0.5250E+H 1.50 n/a 0.0 0.5453 0.5453 n/a n/a 0.364 X-X.+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.073 1.073 n/a n/a 0.715 X-X.+0.60D+W+H 1.50 n/a 0.0 0.3272 0.3272 n/a n/a 0.218 X-X.+0.60D+0.70E+H 1.50 n/a 0.0 0.3272 0.3272 n/a n/a 0.218 Z-Z,D Only 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 Z-Z.+D+L+H 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 Z-Z.+D+S+H 1.50 0.0 n/a n/a n/a 1.249 1.249 0.833 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 Z-Z.+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.073 1.073 0.715 Z-Z,+D+W+H 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 _ Z-Z.+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 Z-Z,+D+0.750Lr+0.750L+0.750W+H 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 Z-Z.+D+0.750L+0.750S+0.750W+H 1.50 0.0 n/a n/a n/a 1.073 1.073 0.715 Z-Z,+D+0.750Lr+0.750L+0.5250E+H 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 Z-Z.+D+0.750L+0.7505+0.5250E+H 1.50 0.0 n/a n/a n/a 1.073 1.073 0.715 Z-Z,+0.60D+W+H 1.50 0.0 n/a n/a n/a 0.3272 0.3272 0.218 Z-Z.+0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 0.3272 0.3272 0.218 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 Sliding SafetyRatio Status Footing Has NO Sliding , Title Block Line 1 Project Title: Legalize Coverd Porch „You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnted 22 MAY 2018 8.5444 General Footing =fi:�2olsiPlz-91P0519--a 11- 1EC6 Lic.#: KW-06009383 ENERCALG,INC.t983 2095,BaIcct6:l�a 1.30„ver 6.16.228 Licensee:Zarosinski Engineering and Design,Inc. Description: FOOTING REQUIRED UNDER END POST Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Status X-X.+1.40D 0.09625 +Z Bottom 0.3456 Min Tema% 0.480 27.064 X-X,+1.40D 0.09625 -Z Bottom 0.3456 Min Temp% OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.08250 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.08250 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OOK K X-X.+1.20D+1.60L+0.50S+1.60H 0.1513 +Z Bottom 0.3456 Min Temp% 0.480 27.064 X-X.+1.20D+1.60L+0.50S+1.60H 0.1513 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+1.60Lr+0.50L 0.08250 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+1.60Lr+0.50L 0.08250 -Z Bottom 0.3456 Min Temp% OK X-X.+1.20D+1.60Lr+0.80W 0.08250 +Z Bottom 0.3456 Min . % 0.480 27.064 OK X-X,+1.20D+1.60Lr+0.80W 0.08250 -Z Bottom 0.3456 Min Temp% 0.480 27.064 0.480 27.064 OK OK X-X.+1.20D+0.50L+1.60S 0.3025 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50L+1.60S 0.3025 -Z Bottom 0.3456 Min Temp% 0.480 27.064 X-X.+1.20D+1.605+0.80W 0.3025 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+1.60S+0.80W 0.3025 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50Lr+0.50L+1.60W 0.08250 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50Lr+0.50L+1.60W 0.08250 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50L+0.50S+1.60W 0.1513 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK OK X-X.+1.20D+0.50L+0.50S+1.60W 0.1513 -Z Bottom 0.3456 Min Temp% 0.480 27.064 X-X.+1.20D+0.50L+0.20S+E 0.110 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50L+0.20S+E 0.110 -Z Bottom 0.3456 Min Temp% OK _ X-X.+0.90D+1.60W+1.60H 0.06188 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK 0.480 27.064 OK X-X.+0.90D+1.60W+1.60H 0.06188 -Z Bottom % X-X.+0.90D+E+1.60H 0.3456 Min Temp 0.480 27.064 OK 0.06188 +Z Bottom 0.3456 Min Temp ofo 0.480 27.064 OK X-X.+0.90D+E+1.60H 0.06188 -Z Bottom 0.3456 Min Temp% 0.480 27.064 Z-Z.+1.40D 0.09625 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.40D 0.09625 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.08250 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.08250 +X Bottom 0.3456 Min Temp% 0.480 27.064 OOK K Z-Z.+1.20D+1.60L+0.50S+1.60H 0.1513 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.1513 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+1.60Lr+0.50L 0.08250 -X Bottom 0.3456 Min Temp ofo 0.480 27.064 Z-Z,+1.20D+1.60Lr+0.50L 0.08250 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+1.60Lr+0.80W 0.08250 -X Bottom 0.3456 Min Temp% OK Z-Z.+1.20D+1.60Lr+0.80W 0.08250 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+0.50L+1.605 0.3025 -X Bottom 0.3456 Min Temp% OK Z-Z.+1.20D+0.50L+1.605 0.3025 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK 0.480 27.064 OK Z-Z.+1.20D+1.605+0.80W 0.3025 -X Bottom 0.3456 Min Temp% Z-Z,+1.20D+1.605+0.80W 0.3025 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+0.50Lr+0.50L+1.60W 0.08250 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 0.08250 +X Bottom 0.3456 Min Temp% OK Z-Z.+1.20D+0.50L+0.50S+1.60W 0.1513 -X Bottomp% 0.480 27.064 0.480 27.064 OK Z-Z.+1.20D+0.50L+0.50S+1.60W 0.1513 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+0.50L+0.20S+E 0.110 -X Bottom 0.3456 Min Temp% OK Z-Z,+1.20D+0.50L+0.20S+E 0.110 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+0.90D+1.60W+1.60H 0.06188 -X Bottom 0.3456 Min Temp% OK - Z-Z,+0.90D+1.60W+1.60H 0.06188 +X Bottom % 0.480 27.064 OK Z-Z.+0.90D+E+1.60H 0.3456 Min Temp 0.480 27.064 OK 0.06188 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+0.90D+E+1.60H 0.06188 +X Bottom 0.3456 Min Temp% 0.480 27 064 One Way Shear OK Load Combination... Vu @-X Vu @+X Vu©-Z Vu©+Z Vu:Max Phi Vn +1.40D Vu/Phi*Vn Status 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.50L 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.80W 0 psi 0 psi 0 psi 0 OK +1.20D+0.50L+1.60S 0 psi 0 psi 0 psi 0 osi 0 psi 82.158 psi 0 OK +1.20D+1.60S+0.80W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+0.50L+1.60W 0 psi 0 psi 0 osi 0 osi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.505+1.60W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.20S+E 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+1.60W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+E+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK ` Title BlocLine 1 �mu�u�n����� ProjectDEANLegalize P. . Engineer: ~^~,. ZAROSINSKI PE ProjectID: PO5 14 �:o�UL umng�e�o*�Ux menu item Pn��D000c ' ~~~`~^ and then using the"Phnting& Title Block"selection. Title Block Line 6 ' «�=,,��k�|� v�� K� ' ' � * mow ." uwm � /o�o ^m o �K�1�� ` ^ ' ��'� � uc���m�Oeouea8o ' ' ~ ~*��INC.' Description poonwoxs0umeouwocnewoposT Licensee Za«ainsmEngmee,ngand o=�go.Inc. ' Punching Shear All units k Load Combination... Vu Phi*Vn Vu/PhPVn Status ~1A0D0.2835 psi 164.317ovi 0.001725 OK +1="+05OLr+1VOL,1.0OH 0.243 psi 1V4.317nvi 0.001479 0O1479 OK+1.aoo~1�OL+0.50G~1.8OH 0.4455 psi 104317ooi 0.002711 OK~n�ou~1�o�~o—�L 0.243 psi 1m�v17pmi 0.001479 0<�2�+ "�� ���i 1��17oai 0.001479 OK+1�"-"^"L- .nv� 0.891 pvi 184.317ooi 0.005422 OK+12U"-`"""-v�v" 0.891 »si 164.317oai 0.005422 OK 0.243 DSi 164.817psi 0.001479 OK +1.20"-0.50L~0.50u~1.60W 0.4455ooi 104.317osi 0.002711 OK 0.324 psi 104.317ns1 800972 OK -"."""- .~.,~/.nvn 0.1822 psi 104317csi 0001109 OK +uoou~e+1.00H 0.1822 psi 1 '3l7ou| 0.001109 OK ' - Title Block Line 1 Project Title: Legalize Coverd Porch ,You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 MAY 2618,931A General FootingF1ie=F:12018PR--11P0511--11P051t--1.EC6 ENERCALC,INC.1983-2015,Build:615.7.30,V�:6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: FOOTING REQUIRED UNDER MIDDLE DECK POST Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 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. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 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 dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater# ft Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability,mom&shear : No _ Dimensions Width parallel to X-X Axis = 1.250 ft Length parallel to Z-Z Axis = 1.250 ft Z Footing Thicknes = 16.0 in illiWt":0-1;.;..!ii:7:3141,14,I•i Pedestal dimensions... px:parallel to X X Axis = in �? 40 :° • `` t., pz:parallel to Z-Z Axis = in r- I }4 _� m Height - inin. 0- Height Centerline to Edge of Concrete.. co at Bottom of footing = 3.0 in _:': 0Ain5r 0 Reinforcing 11 3" u w Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 :5, Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizi _ # 4 Bandwidth Distribution Check (ACI 15.4.4.2) 3 * - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.550 1.10 k OB:Overburden = M-xx = ksf M-zz = k-ft V-x = k-ft V-z = k k a Title Block Line 1 Project Title: Legalize Coverd Porch ,You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnted 22 MAY2018,9 31A General Footing Fi(e=Fr12018PR 1 Q511--11Pt1r5l1- I.EC6 ENERCALC,INC 1983-2015,Btfd:615.7.30,VerS.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: FOOTING REQUIRED UNDER MIDDLE DECK POST DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8327 Soil Bearing 1.249 ksf 1.50 ksf +D+S+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 0.01118 Z Flexure(+X) 0.3025 k-ft 27.064 k-ft +1.20D+0.50L+1.605 PASS 0.01118 Z Flexure(-X) 0.3025 k-ft 27.064 k-ft +1.20D+0.50L+1.60S PASS 0.01118 X Flexure(+Z) 0.3025 k-ft 27.064 k-ft +1.20D+0.50L+1.605 PASS 0.01118 X Flexure(-Z) 0.3025 k-ft 27.064 k-ft +1.20D+0.50L+1.605 PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.8910 psi 82.158 psi +1.20D+0.50L+1.605 Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.50 nia 0.0 0.5453 0.5453 n/a n/a 0.364 X-X.+D+L+H 1.50 n/a 0.0 0.5453 0.5453 n/a n/a 0.364 X-X.+D+Lr+H 1.50 n/a 0.0 0.5453 0.5453 n/a n/a 0.364 X-X.+D+S+H 1.50 n/a 0.0 1249 1.249 n/a n/a 0.833 X-X.+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.5453 0.5453 n/a n/a 0.364 X-X.+D+0.750L+0.750S+H 1.50 n/a 0.0 1.073 1.073 n/a n/a 0.715 X-X.+D+W+H 1.50 n/a 0.0 0.5453 0.5453 n/a n/a 0.364 X.X.+D+0.70E+H 1.50 n/a 0.0 0.5453 0.5453 n/a n/a 0.364 X-X,+D+0.750Lr+0.750L+0.750W+H 1.50 n/a 0.0 0.5453 0.5453 n/a n/a 0.364 X-X.+D+0.750L+0.750S+0.750W+H 1.50 n/a 0.0 1.073 1.073 n/a n/a 0.715 X-X.+D+0.750Lr+0.750L+0.5250E+H 1.50 n/a 0.0 0.5453 0.5453 n/a n/a 0.364 X-X.+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.073 1.073 n/a n/a 0.715 X-X.+0.60D+W+H 1.50 n/a 0.0 0.3272 0.3272 n/a n/a 0.218 X-X.+0.60D+0.70E+H 1.50 n/a 0.0 0.3272 0.3272 n/a n/a 0.218 Z-Z,D Only 1.50 0.0 n/a n/a nia 0.5453 0.5453 0.364 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 Z-Z.+D+S+H 1.50 0.0 n/a n/a n/a 1.249 1.249 0.833 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 Z-Z.+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.073 1.073 0.715 Z-Z.+D+W+H 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 Z-Z.+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 Z-Z,+D+0.750Lr+0.750L+0.750W+H 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 Z-Z.+D+0.750L+0.7505+0.750W+H 1.50 0.0 n/a n/a n/a 1.073 1.073 0.715 Z-Z,+D+0.750Lr+0.750L+0.5250E+H 1.50 0.0 n/a n/a n/a 0.5453 0.5453 0.364 Z-Z.+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.073 1.073 0.715 Z-Z,+0.60D+W+H 1.50 0.0 n/a n/a n/a 0.3272 0.3272 0.218 Z-Z,+0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 0.3272 0.3272 0.218 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 Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 Project Title: Legalize Coverd Porch You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 MAY 2018,8:31 AM General Footing File=F:12Ci18PR-11P4511-�11P0511.-1.EC6 • ENERCALC,INC.1983-2015,Buld 6.15.7 30,Ver,6.16.2 28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: FOOTING REQUIRED UNDER MIDDLE DECK POST Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Status X-X.+1.40D 0.09625 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X,+1.40D 0.09625 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.08250 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.08250 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+1.60L+0.505+1.60H 0.1513 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X,+1.20D+1.60L+0.505+1.60H 0.1513 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.2QD+1.60Lr+0.50L 0.08250 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X,+1.20D+1.60Lr+0.50L 0.08250 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+1.60Lr+0.80W 0.08250 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X,+1.20D+1.60Lr+0.80W 0.08250 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50L+1.60S 0.3025 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X,+1.20D+0.50L+1.605 0.3025 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+1.605+0.80W 0.3025 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+1.605+0.80W 0.3025 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50Lr+0.50L+1.60W 0.08250 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50Lr+0.50L+1.60W 0.08250 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50L+0.505+1.60W 0.1513 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50L+0.50S+1.60W 0.1513 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50L+0.20S+E 0.110 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+1.20D+0.50L+0.20S+E 0.110 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+0.90D+1.60W+1.60H 0.06188 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X,+0.90D+1.60W+1.60H 0.06188 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+0.90D+E+1.60H 0.06188 +Z Bottom 0.3456 Min Temp% 0.480 27.064 OK X-X.+0.90D+E+1.60H 0.06188 -Z Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.40D 0.09625 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.40D 0.09625 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.08250 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.08250 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+1.60L+0.505+1.60H 0.1513 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.1513 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+1.6OLr+0.50L 0.08250 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z,+1.20D+1.60Lr+0.50L 0.08250 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+1.60Lr+0.80W 0.08250 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z,+1.20D+1.6OLr+0.80W 0.08250 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+0.50L+1.60S 0.3025 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+0.50L+1.605 0.3025 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+1.605+0.80W 0.3025 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z,+1.20D+1.60S+0.80W 0.3025 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+0.50Lr+0.50L+1.60W 0.08250 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 0.08250 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+0.50L+0.505+1.60W 0.1513 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+0.50L+0.50S+1.60W 0.1513 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+0.50L+0.20S+E 0.110 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+1.20D+0.50L+0.20S+E 0.110 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+0.90D+1.60W+1.60H 0.06188 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK - Z-Z.+0.90D+1.60W+1.60H 0.06188 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+0.90D+E+1.60H 0.06188 -X Bottom 0.3456 Min Temp% 0.480 27.064 OK Z-Z.+0.90D+E+1.60H 0.06188 +X Bottom 0.3456 Min Temp% 0.480 27.064 OK One Way Shear Load Combination... Vu @-X Vu Q+X Vu Q-Z Vu©+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60L+0.505+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +120D+1.6OLr+0.50L 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.80W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+1.60S 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60S+0.80W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+0.50L+1.60W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.50S+1.60W 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.205+E 0 psi 0 psi 0 osi 0 psi 0 psi 82.158 psi 0 OK +0.90D+1.60W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+E+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 82.158 psi 0 OK I Title Block Line 1 Project Title: Legalize Coverd Porch , You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 MAY 2018,9 31A Genet-al Footing =F:\2018PR-11P0511--11P0511--1.EC5 ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver6.16.228 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: FOOTING REQUIRED UNDER MIDDLE DECK POST Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D 0.2835 psi 164.317psi 0.001725 OK +1.20D+0.50Lr+1.60L+1.60H 0.243 psi 164.317psi 0.001479 OK +1.20D+1.60L+0.50S+1.60H 0.4455 psi 164.317psi 0.002711 OK +1.20D+1.60Lr+0.50L 0.243 psi 164.317psi 0.001479 OK +1.20D+1.60Lr+0.80W 0.243 psi 164.317psi 0.001479 OK +1.20D+0.50L+1.60S 0.891 psi 164.317psi 0.005422 OK +1.20D+1.60S+0.80W 0.891 psi 164.317psi 0.005422 OK +1.20D+0.50Lr+0.50L+1.60W 0.243 psi 164.317psi 0.001479 OK +1.20D+0.50L+0.50S+1.60W 0.4455 psi 164.317p51 0.002711 OK +1.20D+0.50L+0.20S+E 0.324 psi 164.317psi 0.001972 OK +0.90D+1.60W+1.60H 0.1822 psi 164.317psi 0.001109 OK +0.90D+E+1.60H 0.1822 psi 164.317psi 0.001109 OK Title Block Line 1 Project Title: Legalize Coverd Porch You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 MAY 2018,9 08A Wood Beam Fife=F12496PR 1iP0511--11P0591 tECS Lic.#: KW 06009383 ENERCALC,INC.1983.2015,8Ad:815.7.30,Ver6.15.2.28 Licensee:Zarosinski Engineering and Design,Inc. Description: DECK JOISTS CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 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 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 525 psi Density 26.83pcf i + 0(0.01596)L(0.0798) + + + 0(0.01596}L(0.0798) + + + 0(0.01596}L(0.0798) W • • 2x6 2x6 2x6 Span=4.0 ft Span=4.0 ft Span=4.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0120, L=0.060 ksf, Tributary Width=1.330 ft Load for Span Number 2 Uniform Load: D=0.0120, L=0.060 ksf, Tributary Width=1.330 ft Load for Span Number 3 Uniform Load: D=0.0120, L=0.060 ksf, Tributary Width=1.330 ft DESIGN SUMMARY Design OK 'Maximum Bending Stress Ratio = 0.22a 1 Maximum Shear Stress Ratio = 0.228 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 243.12 psi fv:Actual = 34.18 psi FB:Allowable = 1,105.00 psi Fv:Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 4.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 5259 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.011 in Ratio= 4382 Max Upward Total Deflection -0.001 in Ratio= 67721 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN Ci Cr Cm C C L M fb Fb V fv F'v D Only 0 0.00 Length=4.0 ft 1 0.041 0.042 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.03 40.52 994.50 0.03 5.770 135.00 Length=4.0 ft 2 0.041 0.042 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0-03 40.52 994.50 0.03 5.70 135.00 Length=4.0 ft 3 0.041 0.042 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0-03 40.52 994.50 0.03 5.70 135.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.220 0.228 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.15 243.12 1105.00 0.19 34.18 150.00 4 Title Block Line 1 Project Title: Legalize Coverd Porch \You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 MAY 2018.9 08A ©d Beam File F:12018PR-11P0511--1\P0511--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.7.30,Ver:6162.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: DECK JOISTS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FiV C i Cr Cm C t C L M fb Fb V fv F'v Length=4.0 ft 2 0220 0228 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.15 243.12 1105.00 0.19 34.18 150.00 Length=4.0 ft 3 0.220 0.228 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.15 243.12 1105.00 0.19 34.18 150.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.029 0.030 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.03 40.52 1381.25 0.03 5.70 187.50 Length=4.0 ft 2 0.029 0.030 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.03 40.52 1381.25 0.03 5.70 187.50 Length=4.0 ft 3 0.029 0.030 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.03 40.52 1381.25 0.03 5.70 187.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.032 0.033 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.03 40.52 1270.75 0.03 5.70 172.50 Length=4.0 ft 2 0.032 0.033 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.03 40.52 1270.75 0.03 5.70 172.50 Length=4.0 ft 3 0.032 0.033 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.03 40.52 1270.75 0.03 5.70 172.50 +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=4.0 ft 1 0.139 0.144 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1381.25 0.15 27.06 187.50 Length=4.0 ft 2 0.139 0.144 125 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1381.25 0.15 27.06 187.50 Length=4.0 ft 3 0.139 0.144 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1381.25 0.15 27.06 187.50 +D+0.750L+0.7505+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.151 0.157 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1270.75 0.15 27.06 172.50 Length=4.0 ft 2 0.151 0.157 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1270.75 0.15 27.06 172.50 Length=4.0 ft 3 0.151 0.157 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1270.75 0.15 27.06 172.50 +D+W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.023 0.024 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.03 40.52 1768.00 0.03 5.70 240.00 Length=4.0 ft 2 0.023 0.024 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.03 40.52 1768.00 0.03 5.70 240.00 Length=4.0 ft 3 0.023 0.024 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.03 40.52 1768.00 0.03 5.70 240.00 +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=4.0 ft 1 0.023 0.024 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.03 40.52 1768.00 0.03 5.70 240.00 Length=4.0 ft 2 0.023 0.024 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.03 40.52 1768.00 0.03 5.70 240.00 Length=4.0 ft 3 0.023 0.024 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.03 40.52 1768.00 0.03 5.70 240.00 +D+0.750Lr+0.750L+0.750W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.109 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1768.00 0.15 27.06 240.00 Length=4.0 ft 2 0.109 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1768.00 0.15 27.06 240.00 Length=4.0 ft 3 0.109 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1768.00 0.15 27.06 240.00 +D+0.750L+0.750S+0.750W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.109 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1768.00 0.15 27.06 240.00 Length=4.0 ft 2 0.109 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1768.00 0.15 27.06 240.00 Length=4.0 ft 3 0.109 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1768.00 0.15 27.06 240.00 +D+0.750Lr+0.750L+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.109 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1768.00 0.15 27.06 240.00 Length=4.0 ft 2 0.109 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1768.00 0.15 27.06 240.00 Length=4.0 ft 3 0.109 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1768.00 0.15 27.06 240.00 +D+0.750L+0.7505+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.109 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1768.00 0.15 27.06 240.00 Length=4.0 ft 2 0.109 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1768.00 0.15 27.06 240.00 Length=4.0 ft 3 0.109 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 192.47 1768.00 0.15 27.06 240.00 +0.60D+W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length=4.0 ft 1 0.014 0.014 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.02 24.31 1768.00 0.02 3.42 240.00 Length=4.0 ft 2 0.014 0.014 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.02 24.31 1768.00 0.02 3.42 240.00 Length=4.0 ft 3 0.014 0.014 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.02 24.31 1768.00 0.02 3.42 240.00 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.014 0.014 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.02 24.31 1768.00 0.02 3.42 240.00 Length=4.0 ft 2 0.014 0.014 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.02 24.31 1768.00 0.02 3.42 240.00 Length=4.0 ft 3 0.014 0.014 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.02 24.31 1768.00 0.02 3.42 240.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.0110 1.815 0.0000 0.000 +D+L+H 2 0.0008 2.017 +D+L+H -0.0007 0.471 +D+L+H 3 0.0108 2.218 0.0000 0.471 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.153 0.421 0.421 0.153 Title Block Line 1 Project Title: Legalize Coverd Porch AYou can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 MAY 2018,9 08AM " Wood Beam File=F ar -14P0511-11Pi1511-�.Ec ENERCALC,INC.1983-2015..Build6.15 7.30,Ver:616.2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: DECK JOISTS Vertical Reactions Support notation:Far left BC Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MINimum 0.015 0.042 0.042 0.015 D Only 0.026 0.070 0.070 0.026 +D+L+H 0.153 0.421 0.421 0.153 +D+Lr+H 0.026 0.070 0.070 0.026 +D+S+H 0.026 0.070 0.070 0.026 +D+0.750Lr+0.750L+H 0.121 0.334 0.334 0.121 +D+0.750L+0.7505+H 0.121 0.334 0.334 0.121 +D+W+H 0.026 0.070 0.070 0.026 +D+0.70E+H 0.026 0.070 0.070 0.026 +D+0.750Lr+0.750L+0.750W+H 0.121 0.334 0.334 0.121 +D+0.750L+0.750S+0.750W+H 0.121 0.334 0.334 0.121 +D+0.750Lr+0.750L+0.5250E+H 0.121 0.334 0.334 0.121 +D+0.750L+0.750S+0.5250E+H 0.121 0.334 0.334 0.121 +0.60D+W+H 0.015 0.042 0.042 0.015 +0.600+0.70E+H 0.015 0.042 0.042 0.015 D Only 0.026 0.070 0.070 0.026 Lr Only L Only 0.128 0.351 0.351 0.128 - S Only W Only E Only H Only Title Block Line 1 Project Title: Legalize Coverd Porch *You can change this area Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULI using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 22 MAY 2018,9 10AM Wood Beam File=F:12018PR-11P4511--11P0511-:1.EC6 ENERCALC,INC_1983-2015,8uild6.15v7.30,Ver.6;16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: DECK SUBFRAMING BEAM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=4.0 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1360.00 0.00 0.00 240.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1360.00 0.00 0.00 240.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1360.00 0.00 0.00 240.00 +D+0.750L+0.750S+0.750W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1360.00 0.00 0.00 240.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1360.00 0.00 0.00 240.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1360.00 0.00 0.00 240.00 +0.60D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1360.00 0.00 0.00 240.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1360.00 0.00 0.00 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span • 1 0.0000 0.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.7505+H +D+W+H +D+0.70E+H +D+0.750Lr+0.750L+0.750W+H +D+0.750L+0.750S+0.750W+H +D+0.750Lr+0.750L+0.5250E+H +D+0.750L+0.7505+0.5250E+H +0.60D+W+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only Zarosinski Engineering and Design Project Title: Legalize Coverd Porch 1400 NW 155th Circle Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULL Vancouver,WA 98685 Project Descr: dpzski@hotmail.com Terrapin CO2 Check R=3.0,Omega 3. Printed:27 MAY 2018,9:20AM File=F:12018PR-11P0511-1\P0511=3.EC6 Wood Beam ENERCALC;INC.1983-2018,Build:10.18.1.31,Ver..10.18.1.31 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. I - Description: OK-Existing 9.5 with 1.5 overhang roof rafters 2X6's 24"o.c. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv Fly +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.127 0.059 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.26 144.41 1138.50 0.10 10.70 180.00 Length=1.50 ft 2 0.013 0.059 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1138.50 0.02 10.70 180.00 +D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.101 0.048 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.26 144.41 1423.13 0.10 10.70 225.00 Length=1.50 ft 2 0.011 0.048 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1423.13 0.02 10.70 225.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.355 0.164 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.83 464.60 1309.28 0.31 33.93 207.00 Length=1.50 ft 2 0.036 0.164 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.08 46.70 1309.28 0.05 33.93 207.00 +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=9.50 ft 1 0.101 0.048 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.26 144.41 1423.13 0.10 10.70 225.00 Length=1.50 ft 2 0.011 0.048 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1423.13 0.02 10.70 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.294 0.135 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.69 384.55 1309.28 0.26 28.00 207.00 Length=1.50 ft 2 0.030 0.135 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.07 38.81 1309.28 0.05 28.00 207.00 +D+W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.079 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.26 144.41 1821.60 0.10 10.70 288.00 Length=1.50 ft 2 0.008 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1821.60 0.02 10.70 288.00 +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=9.50 ft 1 0.079 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.26 144.41 1821.60 0.10 10.70 288.00 .. Length=1.50 ft 2 0.008 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1821.60 0.02 10.70 288.00 +D+0.750Lr+0.750L+0.750W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.079 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.26 144.41 1821.60 0.10 10.70 288.00 Length=1.50 ft 2 0.008 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1821.60 0.02 10.70 288.00 +D+0.750L+0.750S+0.750W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.211 0.097 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.69 384.55 1821.60 0.26 28.00 288.00 Length=1.50 ft 2 0.021 0.097 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.07 38.81 1821.60 0.05 28.00 288.00 •• +D+0.750Lr+0.750L+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.079 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.26 144.41 1821.60 0.10 10.70 288.00 Length=1.50 ft 2 0.008 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1821.60 0.02 10.70 288.00 +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=9.50 ft 1 0.211 0.097 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.69 384.55 1821.60 0.26 28.00 288.00 Length=1.50 ft 2 0.021 0.097 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.07 38.81 1821.60 0.05 28.00 288.00 +0.600+W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.048 0.022 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.15 86.65 1821.60 0.06 6.42 288.00 Length=1.50 ft 2 0.005 0.022 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.02 9.09 1821.60 0.01 6.42 288.00 +0.60D+0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.048 0.022 1.60 1.1001.00 1.15 1.00 1.00 1.00 0.15 86.65 1821.60 0.06 6.42 288.00 Length=1.50 ft 2 0.005 0.022 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.02 9.09 1821.60 0.01 6.42 288.00 Overall Maximum Deflections Load Combination Span Max.""DeflLocation in Span Load Combination Max."+"Dell Location in Span +D+S+H 1 0.0852 4.723 0.0000 0.000 2 0.0000 4.723 +D+5+H -0.0401 1.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.386 0.478 Overall MINimum 0.275 0.325 D Only 0.111 0.153 +D+L+H 0.111 0.153 +D+Lr+H 0.111 0.153 +D+S+H 0.386 0.478 +D+0.750Lr+0.750L+H 0.111 0.153 +D+0.750L+0.750S+H 0.317 0.397 +D+W+H 0.111 0.153 .. +D+0.70E+H 0.111 0.153 +D+0.750Lr+0.750L+0.750W+H 0.111 0.153 +D+0.750L+0.750S+0.750W+H 0.317 0.397 +D+0.750Lr+0.750L+0.5250E+H 0.111 0.153 Zarosinski Engineering and Design Project Title: Legalize Coverd Porch 1400 NW 155th Circle Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MCCAULL' Vancouver,WA 98685 Protect Descr: dpzski@hotmail.com Terrapin CO2 Check Printed:27 MAY 2018,9:20AM R=3.0,Omega 3. File=F:\2018PR-11P0511-11P0511=3.EC6 Wood Beam ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver.10.18.1.31 Licensee:Zarosinski Engineering and Design,Inc. I Lic.#: KW-06009383 Description: OK-Existing 9.5 with 1.5 overhang roof rafters 2X6's 24"o.c. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t CL M fb F'b V fv Fv +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.127 0.059 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.26 144.41 1138.50 0.10 10.70 180.00 Length=1.50 ft 2 0.013 0.059 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1138.50 0.02 10.70 180.00 +D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.101 0.048 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.26 144.41 1423.13 0.10 10.70 225.00 Length=1.50 ft 2 0.011 0.048 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1423.13 0.02 10.70 225.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.355 0.164 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.83 464.60 1309.28 0.31 33.93 207.00 Length=1.50 ft 2 0.036 0.164 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.08 46.70 1309.28 0.05 33.93 207.00 +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=9.50 ft 1 0.101 0.048 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.26 144.41 1423.13 0.10 10.70 225.00 Length=1.50 ft 2 0.011 0.048 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1423.13 0.02 10.70 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.294 0.135 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.69 384.55 1309.28 0.26 28.00 207.00 Length=1.50 ft 2 0.030 0.135 1.15 1.100 1.00 145 1.00 1.00 1.00 0.07 38.81 1309.28 0.05 28.00 207.00 +D+W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.079 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.26 144.41 1821.60 0.10 10.70 288.00 Length=1.50 ft 2 0.008 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1821.60 0.02 10.70 288.00 +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=9.50 ft 1 0.079 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.26 144.41 1821.60 0.10 10.70 288.00 Length=1.50 ft 2 0.008 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1821.60 0.02 10.70 288.00 +D+0.750Lr+0.750L+0.750W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.079 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.26 144.41 1821.60 0.10 10.70 288.00 Length=1.50 ft 2 0.008 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1821.60 0.02 10.70 288.00 +D+0.750L+0.750S+0.750W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.211 0.097 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.69 384.55 1821.60 0.26 28.00 288.00 Length=1.50 ft 2 0.021 0.097 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.07 38.81 1821.60 0.05 28.00 288.00 • +D+0.750Lr+0.750L+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.079 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.26 144.41 1821.60 0.10 10.70 288.00 Length=1.50 ft 2 0.008 0.037 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1821.60 0.02 10.70 288.00 +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=9.50 ft 1 0.211 0.097 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.69 384.55 1821.60 0.26 28.00 288.00 Length=1.50 ft 2 0.021 0.097 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.07 38.81 1821.60 0.05 28.00 288.00 +0.60D+W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.048 0.022 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.15 86.65 1821.60 0.06 6.42 288.00 Length=1.50 ft 2 0.005 0.022 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.02 9.09 1821.60 0.01 6.42 288.00 +0.600+0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.048 0.022 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.15 86.65 1821.60 0.06 6.42 288.00 Length=1.50 ft 2 0.005 0.022 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.02 9.09 1821.60 0.01 6.42 288.00 Overall Maximum Deflections Max."+"Defl Location in Span Load Combination Span Max."2Defl Location in Span Load Combination +D+S+H 1 0.0852 4.723 0.0000 0.000 2 0.0000 4.723 +D+S+H -0.0401 1.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.386 0.478 Overall MINimum 0.275 0.325 D Only 0.111 0.153 +D+L+H 0.111 0.153 +D+Lr+H 0.111 0.153 +D+S+H 0.386 0.478 +D+0.750Lr+0.750L+H 0.111 0.153 +0+0.750L+0.750S+H 0.317 0.397 +D+W+H 0.111 0.153 +D+0.70E+H 0.111 0.153 +D+0.750Lr+0.750L+0.750W+H 0.111 0.153 +D+0.750L+0.750S+0.750W+H 0.317 0.397 +D+0.750Lr+0.750L+0.5250E+H 0.111 0.153 Zarosinski Engineering and Design Project Title: Legalize Coverd Porch 1400 NW 155th Circle Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULL` Vancouver,WA 98685 Project Descr: dpzski@hotmail.com Terrapin CO2 Check R=3.0,Omega 3. Printed:27 MAY 2018,9:21AM Wood Beam File=F:12018PR-11P0511-11P0511-3.EC6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver.10.18.1.31 1 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Existing 13.5 with 1.5 overhang roof rafters 2X6's 24"o.c. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.263 0.088 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.53 299.19 1138.50 0.15 15.77 180.00 Length=1.50 ft 2 0.013 0.088 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1138.50 0.02 15.77 180.00 +D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.210 0.070 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.53 299.19 1423.13 0.15 15.77 225.00 Length=1.50 ft 2 0.011 0.070 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1423.13 0.02 15.77 225.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.727 0.248 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.70 952.33 1309.28 0.47 51.34 207.00 Length=1.50 ft 2 0.036 0.248 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.08 46.70 1309.28 0.05 51.34 207.00 +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=13.50 ft 1 0.210 0.070 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.53 299.19 1423.13 0.15 15.77 225.00 Length=1.50 ft 2 0.011 0.070 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1423.13 0.02 15.77 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.603 0.205 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.41 789.03 1309.28 0.39 42.34 207.00 Length=1.50 ft 2 0.030 0.205 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.07 38.81 1309.28 0.05 42.34 207.00 +D+W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.164 0.055 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.53 299.19 1821.60 0.15 15.77 288.00 Length=1.50 ft 2 0.008 0.055 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1821.60 0.02 15.77 288.00 +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=13.50 ft 1 0.164 0.055 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.53 299.19 1821.60 0.15 15.77 288.00 Length=1.50 ft 2 0.008 0.055 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1821.60 0.02 15.77 288.00 +D+0.750Lr+0.750L+0.750W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.164 0.055 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.53 299.19 1821.60 0.15 15.77 288.00 Length=1.50 ft 2 0.008 0.055 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1821.60 0.02 15.77 288.00 +D+0.750L+0.7505+0.750W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.433 0.147 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.41 789.03 1821.60 0.39 42.34 288.00 Length=1.50 ft 2 0.021 0.147 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.07 38.81 1821.60 0.05 42.34 288.00 • +D+0.750Lr+0.750L+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.164 0.055 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.53 299.19 1821.60 0.15 15.77 288.00 Length=1.50 ft 2 0.008 0.055 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.15 1821.60 0.02 15.77 288.00 +D+0.750L+0.7505+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.433 0.147 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.41 789.03 1821.60 0.39 42.34 288.00 Length=1.50 ft 2 0.021 0.147 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.07 38.81 1821.60 0.05 42.34 288.00 +0.60D+W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.099 0.033 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.32 179.51 1821.60 0.09 9.46 288.00 Length=1.50 ft 2 0.005 0.033 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.02 9.09 1821.60 0.01 9.46 288.00 +0.600+0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.099 0.033 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.32 179.51 1821.60 0.09 9.46 288.00 Length=1.50 ft 2 0.005 0.033 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.02 9.09 1821.60 0.01 9.46 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5+H 1 0.3545 6.712 0.0000 0.000 - 2 0.0000 6.712 +D+5+H -0.1213 1.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.548 0.624 Overall MINimum 0.388 0.424 D Only 0.160 0.200 +D+L+H 0.160 0.200 +D+Lr+H 0.160 0.200 +D+S+H 0.548 0.624 +D+0.750Lr+0.750L+H 0.160 0.200 +D+0.750L+0.7505+H 0.451 0.518 +D+W+H 0.160 0.200 +D+0.70E+H 0.160 0.200 +D+0.750Lr+0.750L+0.750W+H 0.160 0.200 4il+0.750L+0.750S+0.750W+H 0.451 0.518 +D+0.750Lr+0.750L+0.5250E+H 0.160 0.200 • Zarosinski Engineering and Design Project Title: Legalize Coverd Porch 1400 NW 155th Circle Engineer: DEAN P.ZAROSINSKI PE Project ID: P0511-1 MccAULL Vancouver,WA 98685 Project Descr: dpzski@hotmail.com Terrapin CO2 Check R=3.0,Omega 3. Printed:27 MAY 2018,9:2tAM File=F:12018PR-11P0511—11P0511—3.EC6 Wood Beam ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Existing 13.5 with 1.5 overhang roof rafters 2X6's 24"o.c. Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S+0.5250E+H 0.451 0.518 +0.60D+W+H 0.096 0.120 +0.60D+0.70E+H 0.096 0.120 D Only 0.160 0.200 Lr Only L Only S Only 0.388 0.424 W Only E Only H Only