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HomeMy WebLinkAboutBLD2014-00453 Gravity and Lateral Analysis - BLD Engineering / Geo-tech Reports - 5/30/2014 Gravity and Lateral Analysis for Parcell # 223305000314 Tahuya, WA 98588 for Don and Bonnie Ninneman 381 NE Haven Lake Drive Tahuya, WA 98588 by N.L. Olson & Associates, Inc. 2453 Bethel Avenue Port Orchard, WA 98366 360-876-2284 NLO #8349-14 May-14 Scope of Work: Engineering for new two garage with living space on second floor Analysis was done using the 2012 International Building Code Materials: Framing: HF#2 or better Beams: DF#2 or better Glulam: Douglas Fir 24F-V4 for simple supported and 24F-V8 for continuous or cantilevered beams Reinforcing Steel:ASTM A615 Grade 60 Concrete:fc=2500 psi Design Assumptions: Soil Properties: 1500 psf Bearing Capacity, 250 psf/ft lateral capacity(assumed) Design Wind: 110 MPH 3 sec gust Seismic Zone D SS= 160% S, = 60.0% Snow Load: 30 psf Ground CONTENTS: Page 1 Gravity and Lateral Loads Page 2 Building Layout Page 3-5 Lateral Load Analysis Page 6-17 Shear wall and Diaphragm Analysis Page 18-20 Beam and Joist Analysis Page 21-24 Critical footing pad analysis Page 25-37 Appendix Dead Loads Floor= 12 psf(3 Joists,3 subfloor,4 coverings) Wall = 10 psf(1.5 studs,2.5 sheathing,0.5 insul. 3 paneling) Roof= 15 psf(2 psf truss, 1 insulation, 3 ceiling, 5, roofing) Live Loads Floor, Lf= 40 psf Roof, Lr= 25 psf Snow Loads Exposure Category C (ASCE 7-10 26.7.3) Risk Category 11 (ASCE 7-10 1.5-1) Ct= 1.1 (ASCE 7-10 Table 7-3) Ce= 0.9 (ASCE 7-10 Table 7-2) Is = 1 (ASCE 7-10 Table 1.5-2) Cs = 1 (ASCE 7-10 Figure 7-2) Pg = 30 psf (ASCE 7-10 Figure 7-1) Pf=0.7Ce*Ct*Is*Pg Pf= 20.79 psf (ASCE 7-10 7.3-1) Ps =Cs*Pf Ps = 20.79 psf (ASCE 7-10 7.4-1) Use 25 psf for design Wind Loads Vult= 110 mph(3 Sec. Gust) Exposure C Seismic Loads Site Class D (Assumed) Ss = 1.6 (USGS) S1 = 0.6 (USGS) Building Layout Storage Bedroom North(Assumed) Living Garage Room Wind Loads (Simplified Envelope Method) (Per ASCE 7-10 Section 28.2-1) hr= 10 2 ft h2 = 9 F ft h1 = 9 ft F b = 60.00 ft ht = 18 Case A- East-West Wind hr= 10 F2 I ft h2 = 9 Fl ft h1 = 9 FW ft b= 40.00 ft ht= 18 ft Case B- North-South Wind Roof Angle 6:12 or 26.56 degrees V= 110 mph ASCE 7-10 Figure 26.5-1 p ( 9 ) a = 4ft x= 1.32 A= 24.1 psf (ASCE 7-10 Figure 28.6-1) B = 3.9 psf C = 17.4 psf D = 4 psf Case A F2= 5503lbs F1= 8905lbs Base Shear= 18861 Ibs Case B F2= 8098lbs F1= 13039 Ibs Base Shear= 27658 Ibs Seismic Loads Site Class D Risk Category II Ss = 1.6 Fa = 1 (ASCE 7-10 Table 11.4-1) Sms = Fa*Ss = 1.6 Sds =(2/3)*Sms = 1.067 Design Category D (ASCE 7-10 Table 11.6-1) S1 = 0.6 Fv= 1.5 (ASCE 7-10 Table 11.4-2) Sm1 =S1*Fv= 0.9 Sd1 =(2/3)*Sm1 = 0.6 ♦Design Category D (ASCE 7-10 Table 11.6-2) R= 6.5 (ASCE 7-10 Table 12.2-1) O = 3 (ASCE 7-10 Table 12.2-1) Cd = 4 (ASCE 7-10 Table 12.2-1) le = 1 (ASCE 7-10 Table 1.5-2) Approximate period per ASCE 7-10 Section 12.8.2.1 Ct= 0.02 x = 0.75 TL = 6 T = 0.1748 seconds Cs = (Sds)/(R/le) = 0.1641 Csmax= 0.5281 Csmin = 0.0469 Use Cs= 0.164 Weight of the Structure Weight @ Roof= 45000 Ibs Weight @ Floor= 46800 lbs Wtotal = 91800 Ibs V=CsW = 15065 Ibs Total applied earthquake load K= 1 (ASCE 7-10 12.8.3) Cv2 = 0.65789474 Cv1 = 0.34210526 F2 = 9911 Ibs (Includes 1/2 walls and roof) F1= 5154 Ibs (Includes 1/2 walls and upper floor) Base Shear= 15065 Ibs West Wall (Upper Floor) (Segmented Method)(Seismic) H = 18 ft (Wall height) W = 40 ft (Wall width) Wf= 40 ft (Wall width w/full height sheathing) F = 4955.5 Ibs (Horizontal load) w= 60 lb/ft (Vertical load) F (Attatchment) Check Shear p = 1.3 v= 161.05 lb/ft vs = 384 lb/ft(SDPWS Table 4.3A) �o 0.8 Use 7/16in sheathing w/8d nails@ 6in edge spacing Check Studs Co = 100.0% T =C = 2229.96 lb Try 2"x6" A= 8.25 inA2 fc= 270.30 psi Fc'= 2080 psi Works ft= 270.30 psi Ft'= 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Holddowns Fto = 1030 Ibs Net Uplift Use HDU2 to double stud Check Deflections Ga = 15 Cd = 4 (ASCE 7-10 12.8.6) Wall Deflection = 1.29 in Allowable Deflection =.02H = 4.32 in Meets deflection criteria i East Wall (Upper Floor)(Segmented Method) (Seismic) H = 8 ft (Wall height) W = 18 ft (Wall width) Wf= 18 ft (Wall width w/full height sheathing) F = 4955.5 Ibs (Horizontal load) w= 60 Ib/ft (Vertical load) W (Attatchment) Check Shear p = 1.3 v= 357.89 Ib/ft vs = 384 Ib/ft(SDPWS Table 4.3A) co = 0.8 Use 7/16in sheathing w/8d nails@ 6in edge spacing Check Studs Co = 100.0% T =C = 2202.43 lb Try 2"x6" A= 8.25 in12 fc= 266.96 psi Fc'= 2080 psi Works ft= 266.96 psi Ft'= 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Holddowns Fto = 1662 Ibs Net Uplift Use MSTC40 Check Deflections Ga = 15 Cd = 4 (ASCE 7-10 12.8.6) Wall Deflection = 1.24 in Allowable Deflection =.02H = 1.92 in Meets deflection criteria North Wall (Upper Floor)(Segmented Method)(Seismic) H = 8 ft (Wall height) W = 57 ft (Wall width) Wf= 57 ft (Wall width w/full height sheathing) F = 4955.5 Ibs (Horizontal load) w= 240 lb/ft (Vertical load) W (Attatchment) Check Shear p = 1.3 v= 113.02 lb/ft vs = 384 lb/ft(SDPWS Table 4.3A) cp = 0.8 Use 7/16in sheathing w/8d nails@ 6in edge spacing Check Studs Co = 100.0% T=C = 695.50 lb Try 2"x6" A= 8.25 inA2 fc= 84.30 psi Fc' = 2080 psi Works ft= 84.30 psi Ft'= 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Holddowns Fto = -6144 Ibs No Net Uplift No hold down required Check Deflections Ga = 15 Cd = 4 (ASCE 7-10 12.8.6) Wall Deflection = 0.38 in Allowable Deflection =.02H = 1.92 in Meets deflection criteria South Wall (Upper Floor) (Segmented Method)(Seismic) H = 8 ft (Wall height) W = 45 ft (Wall width) Wf= 45 ft (Wall width w/full height sheathing) F = 4955.5 Ibs (Horizontal load) w= 240 lb/ft (Vertical load) W (Attatchment) Check Shear p = 1.3 v= 185.92 lb/ft vs = 384 lb/ft(SDPWS Table 4.3A) co = 0.8 Use 7/16in sheathing w/8d nails@ 6in edge spacing Check Studs Co= 77.0% T=C = 1144.12 lb Try 2"x6" A= 8.25 inA2 fc= 138.68 psi Fc'= 2080 psi Works ft= 138.68 psi Ft'= 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Holddowns Fto = 647 Ibs Net Uplift Use MSTC28 Check Deflections Ga = 15 Cd = 4 (ASCE 7-10 12.8.6) Wall Deflection = 0.58 in Allowable Deflection =.02H = 1.92 in Meets deflection criteria East Wall (Main Floor)(Segemented Method)(Wind) H = 9 ft (Wall height) W = 40 ft (Wall width) Wf= 40 ft (Wall width w/full height sheathing) F = 10569 Ibs (Horizontal load) w= 60 lb/ft (Vertical load) F (Attatchment) Check Shear p = 1 v = 264.22 lb/ft vs = 536 lb/ft(SDPWS Table 4.3A) co = 0.8 Use 7/16in sheathing w/8d nails@ 6in edge spacing Check Studs Co = 100.0% T=C = 2378.02 lb Try 2"x6" A = 8.25 inA2 fc= 288.24 psi Fc'= 2080 psi Works ft= 288.24 psi Ft' = 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Holddowns Fto = 1298 Ibs Net Uplift Use HDU2 to double stud Check Anchors z= 1922.4 lb/bolt (NDS Table 11 E, is=1 1/2in, 5/8", HF) S = 7.28 ft Use 5/8in anchor bolts @ 48in Check Deflections Ga = 15 Cd = 4 (ASCE 7-10 12.8.6) Wall Deflection = 0.87 in Allowable Deflection =.02H = 2.16 in Meets deflection criteria _ I North Wall (Main Floor) (Segmented Method) (Seismic H = 9 ft (Wall height) W = 60 ft (Wall width) Wf= 60 ft (Wall width w/full height sheathing) F = 7532 Ibs (Horizontal load) w= 240 lb/ft (Vertical load) F (Attatchment) Check Shear p = 1.3 v= 163.20 lb/ft vs= 384 lb/ft(SDPWS Table 4.3A) 0.8 Use 7/16in sheathing w/8d nails@ 6in edge spacing Check Studs Co= 100.0% T =C = 1129.85 lb Try 2"x6" A= 8.25 inA2 fc= 136.95 psi Fc' = 2080 psi Works ft= 136.95 psi Ft' = 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Holddowns Fto = -6070 Ibs No Net Uplift No hold down required Check Anchors z= 1922.4 lb/bolt (NDS Table 11 E, is=1 1/2in, 5/8", HF) S = 11.78 ft Use 5/8in anchor bolts @ 48in Check Deflections Ga= 15 Cd = 4 (ASCE 7-10 12.8.6) Wall Deflection = 0.55 in Allowable Deflection =.02H = 2.16 in Meets deflection criteria South Wall (Main Floor)(Segmented Method) (Seismic) H = 9 ft (Wall height) W = 21 ft (Wall width) Wf= 21 ft (Wall width w/full height sheathing) F = 7532 Ibs (Horizontal load) w= 367.2 lb/ft (Vertical load) F (Attatchment) Check Shear p = 1.3 v = 466.29 lb/ft vs = 560 lb/ft(SDPWS Table 4.3A) 0.8 Use 7/16in sheathing w/8d nails@ 4in edge spacing Check Studs Co = 100.0% T =C = 3228 lb Try 6"x6" A= 8.25 inA2 fc= 195.64 psi Fc' = 2080 psi Works ft = 195.64 psi Ft' = 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Holddowns Fto = 3600 Ibs Net Uplift Use HDU5 to double stud Check Anchors z= 1922.4 lb/bolt (NDS Table 11 E, is=1 1/2in, 5/8", HF) S = 4.12 ft Use 5/8in anchor bolts @ 48in Check Deflections Ga = 22 Cd = 4 (ASCE 7-10 12.8.6) Wall Deflection = 1.24 in Allowable Deflection =.02H = 2.16 in Meets deflection criteria Interior Garage Wall (Main Floor) (Segmented Method) (Wind) H = 9 ft (Wall height) W = 20.5 ft (Wall width) Wf= 20.5 ft (Wall width w/full height sheathing) F = 6519.7 Ibs (Horizontal load) w= 0 lb/ft (Vertical load) F (Attatchment) Check Shear p = 1 v= 318.04 lb/ft vs = 536 lb/ft(SDPWS Table 4.3A) co = 0.8 Use 7/16in sheathing w/8d nails@ 6in edge spacing Check Studs Co= 100.0% T =C = 2862.33 lb Try 2"x6" A= 8.25 inA2 fc= 346.95 psi Fc' = 2080 psi Works ft= 346.95 psi Ft' = 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Holddowns Fto = 2862 Ibs Net Uplift Use HDU4 to double stud Check Anchors z= 1922.4 lb/bolt (NDS Table 11 E, is=1 1/2in, 5/8", HF) S = 6.04 ft Use 5/8in anchor bolts @ 48in Check Deflections Ga = 15 Cd = 4 (ASCE 7-10 12.8.6) Wall Deflection = 1.24 in Allowable Deflection =.02H = 2.16 in Meets deflection criteria Roof Diaphragm (Case 1) Fr= 12884 Ibs (From Seismic Analysis) Frmin =0.2*le*Sds*W = 9600 Ibs (ASCE 7-10 Equation 12.10-2) Frmax =0.4*le*Sds*W = 19200 Ibs (ASCE 7-10 Equation 12.10-3) w= 215 1 b/ft 40 ft N t (Case 1) 60 ft E-W Shear Force = 12884 Ibs E-W Shear Load = 215 lb/ft Mmax = 96632 lb-ft Tension in Chord = 2416 Ibs 161 lb/ft 161 lb/ft v = 161.05 vs = 408 Ib/ft (SPDWS Table 4.26) ;o -= 0.8 Use 7/16" Sheathing w/8d nails @ 6in (Unblocked) Roof Diaphragm (Case 3) Fr= 12884 Ibs (From Seismic Analysis) Frmin =0.2*le*Sds*W = 9600 Ibs (ASCE 7-10 Equation 12.10-2) Frmax =0.4*le*Sds*W = 19200 Ibs (ASCE 7-10 Equation 12.10-3) w= 322 Ib/ft 40 ft N ? (Case 3) 60 ft E-W Shear Force= 12884 Ibs E-W Shear Load = 322 lb/ft Mmax = 144947 lb-ft Tension in Chord = 3624 Ibs 242 lb/ft 242 lb/ft v= 241.58 vs = 408 Ib/ft (SPDWS Table 4.213) co = 0.8 Use 7/16" Sheathing w/8d nails @ 6in (Unblocked) Floor Diaphragm (Case 1) Fr= 13039 Ibs (From Wind Analysis) Frmin =0.2'le"Sds*W = 9984 Ibs (ASCE 7-10 Equation 12.10-2) Frmax=0.4'Ie*Sds*W = 19968 Ibs (ASCE 7-10 Equation 12.10-3) w= 309 Ib/ft 20 40 ft ft N t (Case 1) 42.25 ft E-W Shear Force = 13039 Ibs E-W Shear Load = 309 lb/ft Mmax = 68865 lb-ft Tension in Chord = 3443 Ibs 93 lb/ft 162 Ib/ft 116 lb/ft v= 211 vs = 408 Ib/ft (SPDWS Table 4.2B) ;o = 0.8 Use 15/32" Sheathing w/10d nails @ 6in (Unblocked) Floor Diaphragm (Case 3) Fr= 13039 Ibs (From Seismic Analysis) Frmin =0.2*le*Sds*W = 9984 Ibs (ASCE 7-10 Equation 12.10-2) Frmax =0.4*le*Sds*W = 19968 Ibs (ASCE 7-10 Equation 12.10-3) 42 ft w= 435 lb/ft 36 ft N 1 (Case 3) 30 ft E-W Shear Force= 13039 Ibs E-W Shear Load = 435 lb/ft Mmax = 48898 lb-ft Tension in Chord = 1358 Ibs 186 lb/ft 261 lb/ft 261 lb/ft v = 260.79 vs = 408 Ib/ft (SPDWS Table 4.2B) :o 0.8 Use 15/32" Sheathing w/ 10d nails @ 6in (Unblocked) NIL Olsons&Associates, Inc. Project Title: 2453 Bethel Ave Engineer: Project ID: X!l Port Orchard,WA 98366 Project Descr: (360)876-2284 Printed:5 MAY 2014,3:39PM File=R-MLEVEN-1\8349-1-1\a349N1-1.Ec6 Multiple Simple BeamNERCALC,INC.INC1983-2013,Build:6.13.6.21,Ver.6.13.7.31 Description : - Wood Beam Design : Floor Beam BEAM Size : 5.5x18, GLB, Fully Braced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summary Max fb/Fb Ratio = 0.631 • 1 D 0.1950 L 0.520 fb:Actual: 2,488.68 psi at 10.750 ft in Span#1 Fb:Allowable: 3,945.09 psi „ •. w. Load Comb: +1.20D+0.50Lr+1.60L+1.60H - Max fv/FvRatio= 0.329: 1 21.50 ft, 5.5x18 fv:Actual: 150.48 psi at 20.067 ft in Span#1 Fv:Allowable: 457.92 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.522 in Downward Total 0.718 in Left Support 2.10 5.59 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.10 5.59 Live Load Defl Ratio 493 >360 Total Defl Ratio 359 >240 Wood Beam Design : Floor Beam BEAM Size : 5.5x18, GLB, Fully Braced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Point: D=2.10, L=5.590 k @ 6.250 ft Design Summary Max fb/Fb Ratio = 0.349. 1 fb:Actual: 1,447.47 psi at 6.250 ft in Span#1 Fb:Allowable: 4,147.20 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio= 0.190: 1 fv:Actual: 86.85 psi at 0.000 ft in Span#1 Fv:Allowable: 457.92 psi 12.50 ft, 5.5x18 Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.082 in Downward Total 0.113 in Left Support 1.05 2.80 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.05 2.80 Live Load Defl Ratio 1827 >360 Total Defl Ratio 1328 >240 Wood Beam Design : Garage Door HDR BEAM Size : 5.5x18,GLB, Fully Braced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0,040 k/ft,Trib=6.50 ft Unif Load: D=0.0120, Lr=0.0250, S=0.0250 k/ft,Trib=20.0 ft Design Summary o . 4 0 Max fb/Fb Ratio = 0.425: 1 fb:Actual: 1,726.06 psi at 8.000 ft in Span#1 Fb:Allowable: 4,063.39 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fv/FvRatio= 0.287: 1 fv:Actual: 131.61 psi at 0.000 ft in Span#1 16.o ft, 5.5x18 Fv:Allowable: 457.92 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max Deflections Max Reactions (k) g L Lr S W E H Downward L+Lr+S 0.234 in Downward Total 0.412 in Left Support 2.70 2.08 4.00 4.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.70 2.08 4.00 4.00 Live Load Defl Ratio 819 >360 Total Defl Ratio 465 >240 NL Olsons&Associates, Inc. Project Title: 2453 Bethel Ave Engineer: Project ID: Port Orchard,WA 98366 Project Descr: 1 (360)876-2284 Printed:5 MAY 2014.3:39PM File=R:\NLEVEN-1\8349.1-1\8349NI-1.EC6 Multiple Stemple Beam ENERCALC,INC.1983-2013,Build:6.13.6.21,Ver.6.13.7.31 �,�r • • • Wood Beam Design : Garage Door HDR BEAM Size : W, Sawn, Fully Braced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Prll 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Tdb=6.50 ft Unif Load: D=0.0120, Lr=0.0250, S=0.0250 k/ft,Trib=20.0 ft Design Summary 0 8< y� e Max fb/Fb Ratio = 0.308. 1 fb:Actual: 587.79 psi at 1.500 ft in Span#1 Fb:Allowable: 1,909.44 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fv/FvRatio= 0.274: 1 fv:Actual: 71.02 psi at 2.400 ft in Span#1 Fv:Allowable: 259.20 psi 3.0 n,4Xe Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.017 in Left Support 0.51 0.39 0.75 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 0.39 0.75 0.75 Live Load Defl Ratio 3735 >360 Total Defl Ratio 2122 >240 1 F O R T E ., MEMBER REPORT Level, Floor:Joist PASSED 1 piece(s) 11 7/8" T]I® 110 @ 16" OC Overall Length: 13'T" D o 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 490 @ 2 1/2" 1041(2.25") Passed(47%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 477 @ 3 1/2" 1560 Passed(31%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 1589 @ 6'9 1/2" 3160 Passed(50%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.128 @ 6'9 1/2" 0.329 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.176 @ 6'9 1/2" 0.658 Passed(L/897) 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating 52 40 Passed — Deflection criteria:LL(L/480)and TL(L/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 3'10 13/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser EdgeTM Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating include:None Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead dove Total Accessories 1-Stud wall-SPF 3.50" 2.25" 1.75" 136 362 498 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 136 362 1 498 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floar Live Loads Location Spacing (0.90) (1.00) �Commen�ts 1-Uniform(PSF) 0 to 13'7" 16" 15.0 1 40.0 1 Residential-Living Areas Weyerhaeuser Notes fi SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 2/25/2014 1:53:14 PM Nicholas Levengood Forte v4.1.Design Engine:V5.7.0.245 N.L.Olsons&Associates Inc. (360)876-2284 nlevengood@nlolson.com Page 1 of 1 NL Olsons&Associates,Inc. Project Title: 2453 Bethel Ave Engineer: Project ID: Port Orchard,WA 98366 Project Descr: (360)876-2284 -1 Printed:5 MAY 2014,3:38PM File=R:\NLEVEN-1\8349-1-118349NI-1.EC6 General Footing ENERCALC,INC.1983-2013,Build:6.13.6.21,Ver.6.13.7.31 r r r r &ASSOCIATES Description: Critical Footirg Pad Code References Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c: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 depi= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greaten ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Z Length parallel to Z-Z Axis = 2.50 ft Footing Thicknes = 12.0 in -------- � X Pedestal dimensions... px:parallel to X-X Axis = in N pz:parallel to Z-Z Axis = in Height = in m CL Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in fD Reinforcing 2 J w Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizf = # 4 h 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 = 2.10 5.590 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x _ k V-z = k NL Olsons&Associates,Inc. Project Title: 2453 Bethel Ave Engineer: Project ID: Port Orchard,WA 98366 Project Descr: x(i Printed:5 MAY 2014.3:38PM General Footin File=R:\NLEVEN-tte349.1-lT349N1-1.EC6 g ENERCALC,INC.1983-2013,Build:6.13.6.21,Ver.6.13.7,31 r,0r OLSON&ASSOCIATES Description: Critical Footing Pad DESIGN SUMMARY • Min.Ratio Item Applied Capacity Goveming Load Combination PASS 0.9167 Soil Bearing 1.375 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1254 Z Flexure(+X) 1.569 k-ft 12.508 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1254 Z Flexure(-X) 1.569 k-ft 12.508 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1254 X Flexure(+Z) 1.569 k-ft 12.508 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1254 X Flexure(-Z) 1.569 k-ft 12.508 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1132 1-way Shear(+X) 9.297 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1132 1-way Shear(-X) 9.297 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1132 1-way Shear(+Z) 9.297 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1132 1-way Shear(-Z) 9.297 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2145 2-way Punching 35.253 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio 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 Footing Flexure Mu Which Tension• As Req'd Gvm.As Actual As Phi*Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? 1n^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.5261 +Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X,+1.40D+1.60H 0.5261 -Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1.569 +Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1.569 -Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+1.20D+1.60L+0.50S+1.60H 1.569 +Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+1.20D+1.60L+0.50S+1.60H 1.569 -Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 0.8003 +Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.8003 -Z Bottom 0.2592 Min Temo% 0.320 12.508 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 0.4509 +Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 0.4509 -Z Bottom 0.2592 Min Temp% 0,320 12.508 OK 0 X-X,+1.20D+0.50L+1.60S+1.60H 0.8003 +Z Bottom 0.2592 Min Tem /0 p 0.320 12.508 OK X-X.+1.20D+0.50L+1.60S+1.60H 0.8003 -Z Bottom 0.2592 Min Tema% 0.320 12.508 OK X-X.+1.20D+1.60S+0.50W+1.60H 0.4509 +Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+1.20D+1.60S+0.50W+1.60H 0.4509 -Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 0.8003 +Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 0.8003 -Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 0.8003 +Z Bottom 0.2592 Min TemD% 0.320 12.508 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 0.8003 -Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.8003 +Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.8003 -Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+0.90D+W+0.90H 0.3382 +Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X,+0.90D+W+0.90H 0.3382 -Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+0.90D+E+0.90H 0.3382 +Z Bottom 0.2592 Min Temp% 0.320 12.508 OK X-X.+0.90D+E+0.90H 0.3382 -Z Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+1.40D+1.60H 0.5261 -X Bottom 0.2592 Min Temp% 0.320 12.508 OK r NL Olsons&Associates,Inc. Project Title: 2453 Bethel Ave Engineer: Project ID: Port Orchard,WA 98366 Project Descr: (360)876-2284 Printed:5 MAY 2014.3:38PM File=RALEVEN-M49.1-118349NIAEC6 General Footing ENERCALC,INC.1983.2013,Build:6.13.6.21,Vec6.13.7.31 0,00 i OLSON Description: Critical Footing Pad Z-Z,+1.40D+1.60H 0.5261 +X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 1.569 -X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 1.569 +X Bottom 0.2592 Min Temp% 0.320 12.508 OK NL Olsons&Associates,Inc. Project Title: 2453 Bethel Ave Engineer: Project ID: Port Orchard,WA 98366 Project Descr: A!(!')1 (360)876-2284 Printed:5 MAY 2014.3:38PM General F00t111 RIe=R:1NLEVEN-118349-1-116349NI-1.EC6 g ENERCALC,INC.1983.2013,Build:6.13.6.21,Ver.6.13.7,31 i,i0 OLSON&ASSOCIATES Description: Critical Footing Pad Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvm.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft Z-Z.+1.20D+1.60L+0.50S+1.60H 1.569 -X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 1.569 +X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.8003 -X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.8003 +X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 0.4509 -X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 0.4509 +X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z,+120D+0.50L+1.60S+1.60H 0.8003 -X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 0.8003 +X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.4509 -X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.4509 +X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 0.8003 -X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.8003 +X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.8003 -X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.8003 +X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z,+1.20D+0.50L+020S+E+1.60H 0.8003 -X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.8003 +X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z,+0.90D+W+0.90H 0.3382 -X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z,+0.90D+W+0.90H 0.3382 +X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+0.90D+E+0.90H 0.3382 -X Bottom 0.2592 Min Temp% 0.320 12.508 OK Z-Z.+0.90D+E+0.90H 0.3382 +X Bottom 0.2592 Min Temp% 0.320 12.508 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 3.118 psi 3.118 psi 3.118 psi 3.118 psi 3.118 psi 82.158 psi 0.03795 OK +1.20D+0.50Lr+1.60L+1.60H 9.297 psi 9,297 psi 9.297 psi 9.297 psi 9.297 psi 82.158 psi 0.1132 OK +1.20D+1.60L+0.50S+1.60H 9.297 psi 9.297 psi 9.297 psi 9.297 psi 9.297 psi 82.158 psi 0.1132 OK +1.20D+1.60Lr+0.50L+1.60H 4.743 psi 4.743 psi 4.743 psi 4.743 psi 4.743 psi 82.158 psi 0.05773 OK +1.20D+1.60Lr+0.50W+1.60H 2.672 psi 2.672 osi 2.672 psi 2.672 psi 2.672 psi 82.158 psi 0.03253 OK +1.20D+0.50L+1.60S+1.60H 4.743 psi 4.743 psi 4.743 osi 4.743 psi 4.743 psi 82.158 osi 0,05773 OK +1.20D+1.60S+0.50W+1.60H 2.672 psi 2.672 osi 2.672 osi 2.672 osi 2.672 psi 82.158 psi 0.03253 OK +1.20D+0.50Lr+0.50L+W+1.60H 4.743 psi 4.743 osi 4.743 psi 4.743 osi 4.743 psi 82.158 psi 0.05773 OK +1.20D+0.50L+0.50S+W+1.60H 4.743 psi 4.743 osi 4.743 psi 4.743 psi 4.743 psi 82.158 psi 0.05773 OK +1.20D+0.50L+0.20S+E+1.60H 4,743 psi 4.743 psi 4.743 psi 4.743 psi 4.743 psi 82.158 psi 0.05773 OK +0.90D+W+0.90H 2.004 psi 2.004 osi 2.004 psi 2.004 psi 2.004 psi 82.158 psi 0.02439 OK +0.90D+E+0.90H 2.004 psi 2.004 psi 2.004 osi 2.004 osi 2.004 psi 82.158 osi 0.02439 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 11.821 psi 164.317osi 0.07194 OK +1.20D+0.50Lr+1.60L+1.60H 35.253 psi 164.317osi 0.2145 OK +1.20D+1.60L+0.50S+1.60H 35.253 psi 164.317psi 0.2145 OK +1.20D+1.60Lr+0.50L+1.60H 17.982 psi 164.317osi 0.1094 OK +1.20D+1.60Lr+0.50W+1.60H 10.132 psi 164.317psi 0.06166 OK +1.20D+0.50L+1.60S+1.60H 17.982 osi 164.317psi 0.1094 OK +120D+1.60S+0.50W+1.60H 10.132 psi 164.317osi 0.06166 OK +1.20D+0.50Lr+0.50L+W+1.60H 17.982 psi 164.317osi 0.1094 OK +1.20D+0.50L+0.50S+W+1.60H 17.982 psi 164.317osi 0.1094 OK +1.20D+0.50L+0.20S+E+1.60H 17.982 psi 164.317osi 0.1094 OK +0.90D+W+0.90H 7.599 psi 164.317osi 0.04625 OK +0.90D+E+0.90H 7.599 psi 164.317psi 0.04625 OK Appendix FastenMaster. Alk No Predrilling. Faster, Easier, Stronger JJ than 3/s" lags. • Stronger design shear values /{/, than 1/8" lags • IBC/IRC code compliant. ESR#1078 • Sharp point and aggressive ° thread penetrate the densest woods without predrilling • Unique tapered head Y �" countersinks easily into wood for flush appearance r �= • Variety of lengths, from 2'/2'to 10", to match every application • Proprietary three-step coating a . process protects against corrosion, even in pressure treated wood. ACQ approved44P • Free bit in every package w Photographs should not be used as a reference for { fastening patterns.` y w i Y ♦�r r V97=' "jILLUa For more information or free samples, call FastenMaster at 800.518.3569. FASTENMASTER, 153 BOWLES ROAD, AGAWAM, MA 01001 WWW.FASTENMASTER.COM TimberLok HEAVY DUTY • •D SCREW INSTALLATION • PRODUCT FEATURES TimberLok should be installed using a high torque,%"variable speed drill(18V if cordless).Choose the proper length so that threads fully engage the main member or bottom piece.Bring washer head flush to wood surface or countersink head flush. Guaranteed Corrosion Resistance HEAD STYLE TimberLok is guaranteed not to rust or streak for the life of the project.The fastener has also been tested and COUNTERSINKS approved for use in ACO.A guarantee regarding this can be found on www.FastenMoster.com.TimberLok is not ITSELF DURING recommended for saltwater applications. INSTALLATION DesignLateral Loaded Perpendicular to Grain Specific FastenMaster Nails Logs Wood Gravi * TimberLok lOD 16D 20D '/�" Red Oak 0.67 154 184 222 140 r MADE OF HEAT - Southern Pine 0.55 128 154 185 120 r TREATED STEEL FOR Doug.Fir-L,SCL* 0.50 r 118 141 170 110 r DRAMATICALLY Doug.Fr-S 0.46 109 131 157 100 r INCREASED Hem.Fr 0.43 102 122 147 100 r STRENGTH AND E.Spruce,W.Cedar 0.36 87 104 126 90 r r DRIVABILITY *SCL=Structural Composite Lumber(LVL,PSL and LSL) **Wood species indentified typically have average specific gravity similar to the values shown on this table. All design values based on 1'Fi"side member thickness and penetration into main member as follows: TimberLok 2",Nails 1 Ox diameter,Lags 8x diameter.Design values may be subject to adjustment factors (section 10.3 in NOS)based on conditions existing during installation as well as those expected during ULTRA-COATED service life. � FOR UNMATCHED The lag screw and nail design values included in these tables are compiled directly from the 2005 National Design Specification for Wood Construction(2005 NDS). CORROSION RESISTANCE. When using in critical applications,please consult a design professional or refer to our technical bulletins for ACO APPROVED the proper spacing and fastening patterns. The statement"Faster,Easier,Stronger than 3A"lag screws"refers to the comparison of TimberLok design values in ICC-ES Report#1078 and ma"lag screws as published in the current NDS. For technical assistance or questions regarding proper use of this fastener,please contact FastenMaster Technical Support at 800.518.3569 or visit www.FastenMoster.com. AGRESSIVE THREAD FOR ULTIMATE Item# Screw Length Quantity per Pack PULL-DOWN POWER ` FMTLOK04-12 Al" 12 FMTLOK06-12 6" 12 FMTLOK08-12 8" 12 FMTLOKIO-12 10" 12 FMTLOK212-50 2'/i" 50 FMTLOK04-50 4" 50 FMTLOK06-50 6" 50 FMTLOK08-50 8" 50 FMTLOKI0-50 10" 50 FMTLOK212-500 2'/r" 500 FMTLOK04-250 4" 250 FMTLOK06-250 6" 250 x FMTLOK08-250 8" 250 0 f FMTLOKIO-250 1 10" 250 FASTENMASTER, INC., 153 BOWLES ROAD,AGAWAM,MA 01001 FastenMaster. 800.518.3569 WWW.FASTENMASTER.COM FASTER EASIER STRONGER FastenMaster®and TimberLok®ore trademarks of OMG,Inc.Copyright©2010 OMG,Inc.All rights reserved.