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2022.02.10 NHD 2565 Structural AnalysisLateral and Gravity Analysis for NHD 2565 BH Plan 15426 Prairie Wind Ct SE Yelm, WA 98597 for C&E Development P.O. Box 2983 Yelm,WA 98597 by N.L. Olson & Associates, Inc. 2453 Bethel Avenue Port Orchard, WA 98366 360-876-2284 NLO #10006-17 February-22 Scope of Work: Engineering for two story SFR based on NHD 2565 BH plan. Analysis was done using the 2018 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 Beanng Capacity, 250 psf/ft lateral capacity (assumed) Design Wind: 110 MPH 3 sec gust Seismic Zone D S. = 160% Sr = 60.0% Snow Load: 45 psf Ground CONTENTS: Page 1 Gravity and Lateral Loads Page 2 Building Layout and Wind Load Analysis Page 3 Seismic Load Analysis Page 4-16 Shear wall and Diaphragm Analysis Page 17-20 Beam and Joist Analysis Page 21-27 Critical Footing Pad Analysis Page 28-31 Appendix Dead Loads Live Loads Snow Loads Wind Loads Seismic Loads Foundation Footin Floor= 12 psf(3 Joists,3 sub600r, 4coverings) 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) Floor, L,= 40 psf Roof, L, = 25 psf Exposure Category C Risk Category II Ct = Ce = Is= Cs= Pg = Pf = 0.7Ce'CCis'Pg Pf = 34.65 psf (ASCE 7-16 7.3-1) Ps = Cs'Pf Ps = 34.65 psf (ASCE 7-16 7.4-1) Use 45 psf for design Vult = 110 mph (3 Sec. Gust) Exposure R Site Class D (Assumed) Ss = 1.6 (USGS) S1= 0.6 (USGS) Roof Dead Load= (ASCE 7-16 26.7.3) Roof Live Load= (ASCE 7-16 1.5-1) 1.1 (ASCE 7-16 Table 7-3) 1 (ASCE 7-16 Table 7-2) 1 (ASCE 7-16 Table 1.5-2) 1 (ASCE 7-16 Figure 7-2) 45 psf (ASCE 7-16 Figure 7-1) Pf = 34.65 psf (ASCE 7-16 7.3-1) Ps = Cs'Pf Ps = 34.65 psf (ASCE 7-16 7.4-1) Use 45 psf for design Vult = 110 mph (3 Sec. Gust) Exposure R Site Class D (Assumed) Ss = 1.6 (USGS) S1= 0.6 (USGS) Roof Dead Load= 270 Ib/ft Roof Live Load= 810 IWft Floor Dead Load= 108 IWft Floor Live Load= 360 IWft Footing Width = 1.032 ft Use 16" footing width Building Layout 34 ft Assumed North 42ftI Wind Loads (Simulfied Envelope Methodl (Per ASCE 7-16 Section 28.2-11 Ehr= 9.5 F1 ft h1=8 -Ei ft h2= 9 F ft b = 42.00 ft Case A - East-West Wind hr= 9.5 Fl b = 34.00 1 ft Case B - North-South Wind Roof Angle 1 ht = 6 degrees V= 110 mph ft JF2: 4.2 ft A= 11 h2= 9 ft b = 34.00 ft Case B - North-South Wind Roof Angle 6:12 or 26.56 degrees V= 110 mph (ASCE 7-16 Figure 26.5-1) a= 4.2 ft A= 1 A = 24.1 psf (ASCE 7-16 Figure 28.6-1) B = 8 psf C = 17.4 psf D = 8 psf Case A F1= 5423 lbs F2 = 7363 lbs Case B F1= 6641 lbs F2= 6830 lbs Seismic Loads Site Class 0 29020 lbs Risk Category II Weight @ Floor = Ss= 1.6 Fa = 1.2 (ASCE 7-16 Table 11.4-1) Sms = Fa'Ss = 1.92 V = CsW = 12457 Sds = (2/3)'Sms = 1.280 • Design Category D (ASCE 7-16 Table 11.6-1) S1=0.6 Fv = 1.7 (ASCE 7-16 Table 11.4-2) Sm1 = S1 •Fv = 1.02 SO=(2/3)'Smt = 0.5 *Design Category D (ASCE 7-16 Table 11.6-2) R = 6.5 (ASCE 7-16 Table 12.2-1) 0=3 (ASCE 7-16 Table 12.2-1) Cd = 4 (ASCE 7-16 Table 12.2-1) Is= 1 (ASCE 7-16 Table 1.5-2) Approximate period per ASCE 7-16 Section 12.8.2.1 Ct= 0.02 x = 0.75 TIL =6 T = 0.2169 seconds Cs = (Sdsy(R/le) = 0.1969 Csmax = 0.3547 Csmin = 0.0563 Use Cs = 0.197 Weight of the Structure Weight @ Roof = 29020 lbs Weight @ Floor = 34236lbs Wtotal = 63256 lbs V = CsW = 12457 Itis Total applied earthquake load K = 1 (ASCE 7-16 12.8.3) Cv1 = 0.616 Cv2 = 0.384 F1 = 9201 lbs (Includes 1/2 upper walls and roof) F2 = 5747 lbs (Includes 1/2 walls and floor) North Wall Wooer Floor) (Perforated Method) (Seismic H = 8 It (Wall height) W = 34 ft (Wall width) Wf= 2166 ft (Wall width wl full height sheathing) F= 4601 be (Horizontal bad) w = 56 Wit (Vertical load) ft = 208.27 psi Ft' = 1260 psi Works W (Attatchment) Check Shear p = 1.3 v = 438 Ib/ft vs = 560 Ib/ft (SDPWS Table 4.3A) 0.8 Use 7/16in sheathing w/ 8d nails@ 4in edge spacing Check Studs Cc = 63.0% T=C=1718.23 lb Try2"x6" A=8.25 in -2 k = 208.27 psi Fc' = 2080 psi Works ft = 208.27 psi Ft' = 1260 psi Works Use No.2 HF 2x8 @ wall ends Check Holddowns Flo = 130 Itis Net Uplift Use MSTC28 Check Deflections Ga = 15 Cd = 4 (ASCE 7-16 12.8.6) Wall Deflection = 1.19 in Allowable Deflection =.02H = 1.92 in Meets deflection crHeria South Wall !Upper Floor) (Perforated Method) (Seismic H = 8 ft (Wall height) W = 34 ft (Wall width) Wf= 18.25 ft (Wall width w/ full height sheathing) F= 4601 Itis (Horizontal load) w= 661b/ft (Vertical load) W (Attatchment) Check Shear p = 1.3 v = 655 Ib/ft vs = 720 Ib/ft (SDPWS Table 4.3A) 0.8 Use 7116in sheathing w/ Sd nails@ Sin edge spacing Check Studs Co = 50.0% T=C=2164.98 lb Try 2SB" A=8.25 in -2 fc = 262.42 psi FC = 2080 psi Works ft = 262.42 psi Ft = 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Holddowns Fto = 130 lbs Net Uplift No Holdown Required Check Deflections Ga = 22 Cd = 4 (ASCE 7-16 12.8.6) Wall Deflection = 1.22 in Allowable Deflection =.02H = 1.92 in Meets deflection criteria East Wall (Upper Floor) (Perforated Method)(Seismic H = 8 ft (Wall height) W = 38 ft (Wall width) Wf= 28 ft (Wall widthw/full height sheathing) F= 4601 lbs (Horizontal load) w= 56 lb/ft (Vertical load) T=C=1614.24 lb Try 2"x6" A=8.25 W (Attatchment) Check Shear /, = 1.3 v= 356 Ib/ft vs = 384 Ib/ft (SDPWS Table 4.3A) 0.8 Use 7M6in sheathing wl 8d nails@ Sin edge spacing Check Studs Co = 60.0% T=C=1614.24 lb Try 2"x6" A=8.25 in -2 h = 195.66 psi Fc' = 2080 psi Works ft = 195.66 psi Ft' = 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Helddowns Fto = -95 lbs No Net Uplift No Holdown Required Check Deflections Ga = 15 Cd = 4 (ASCE 746 12.8.6) Wall Deflection = 0.98 in Allowable Deflection =.02H = 1.92 in Meets deflection criteria West Wall (Upper Floorl (Perforated Method) (Seismic H = 8 ft (Wall height) W = 38 ft (Wall width) Wf= 34 ft (Wall width w/ full height sheathing) F= 46011bs (Horizontal load) w= 561b/ft (Vertical load) ft = 146.75 psi Ft' = 1260 psi Works W (Attatchment) Check Shear p = 1.3 v= 220 Ib/ft vs = 384 Ib/ft (SDPWS Table 4.3A) 0.8 Use 7/16in sheathing w/ 8d nails@ Sin edge spacing Check Studs Co = 80.0% T=C=1210.68 lb Try 2"x6' A=8.25 in A2 fc = 146.75 psi Fc' = 2080 psi Works ft = 146.75 psi Ft' = 1260 psi Works Use No.2 HF 2xfi @ wall ends Check Holddowns Fto = -95 lbs No Net Uplift No Holdown Required Check Deflections Ga = 15 Cd = 4 (ASCE 7-16 12.8.6) Wall Deflection = 0.69 in Allowable Deflection =.02H = 1.92 in Meets deflection criteria North Wall (Main Floor) (Segmented Method) (Seismic H = 9 ft (Wall height) W = 6.75 ft (Wall width) Wf= 6,75 ft (Wall width w/ full height sheathing) F= 6037.3 Itis (Horizontal load) w= 194.6 lb/ft (Vertical load) ft = 975.72 psi Ft = 1260 psi Works F (Attatchment) Check Shear p = 1.3 v = 1163 Ib/ft vs = 1344 Ib/ft (SDPWS Table 4.3A) 0.8 Use 15/32in sheathing w/ 10d nai Sin edge spacing Check Studs Cc= 100.0% T=C=8049.67 It, Try 2"x6' A=8.25 W2 fc = 975.72 psi Fc' = 2080 psi Works ft = 975.72 psi Ft = 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Anchors z = 1922.4 Ibbolt (NOS Table 11 E, is=1 12in, 5/8", HF) S= 1.65 ft Use 5181 anchor bolts @ 30in Check Holddowns Flo = 28510 lbs Net Uplift Use HDU14 Check Deflections Ga = 36 Cd = 4 (ASCE 7-16 12.8.6) Wall Deflection = 2.15 in Allowable Deflection =.02H = 2.16 in Meets deflection criteria East Wall (Main Floor) (Perforated Methodl (Seismic H = 9 ft (Wall height) W = 36 It (Wall width) Wf= 23.5 it (Wall width w/full height sheathing) F= 7473.9 lbs (Horizontal load) w= 153 Will (Vertical load) ft = 348.44 psi FY = 1260 psi Works F (Attatchment) Check Shear /, = 1.3 v= 636 Ib/ft vs = 720 Wit (SDPWS Table 4.3A) 0.8 Use 7116in sheathing w/ Bd nails@ Sin edge spacing Check Studs Co = 65.0% T = C = 2874.59 Ib Try 2"x6" A= 8.25 in -2 fc = 348.44 psi Fc = 2080 psi Works ft = 348.44 psi FY = 1260 psi Works Use Not HF 2x8 @ wall ends Check Anchors z = 1922.4 Ib/boh (NDS Table 11E, is=1 12in, 518", HF) S = 3.02 ft Use 5/8in anchor bolts @ 30in Check Holddowns Fto = -886 lbs No Net Uplift No Holdown Required Check Deflections Ga = 22 Cd = 4 (ASCE 7-16 12.8.6) Wall Deflection = 1.33 in Allowable Deflection =.02H = 2.16 in Meets deflection criteria West Wall (Main Floor) (Segmented Method) (Seismic H = 9 ft (Wall height) W = 22 it (Wall width) Wf= 22 It (Wall width w/ full height sheathing) F= 7474 lbs (Horizontal bad) w= 153 lb/ft (Vertical load) F (Attatchment) Check Shear p = 1.3 v = 442 Ib/ft vs = 560 Ib/ft (SDPWS Table 4.3A) 0.8 Use 7116in sheathing w/ fid nails@ Alin edge spacing Crack Studs Cc= 100.0% T=C=3057.52 lb Try 7'x6" A=8.25 in -2 k = 370.61 psi Fc' = 2080 psi Works ft = 370.61 psi Ft' = 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Holddowns Flo = 1375 Itis Net Uplift No Holdowm Requried Check Deflections Ga = 15 Cd = 4 (ASCE 7-16 12.8.6) Wall Deflection = 1.51 in Allowable Deflection =.02H = 2.16 in Meeh deflection criteria South Wall (Main Floor) (Segmented Methodl (Wind H = 9 ft (Wall height) W = 5 it (Wall width) Wf= 5 f (Wall width w/ full height sheathing) F= 2841 Itis (Horizontal load) w= 153 Wit (Vertical load) ft= 619.90 psi Ft' = 1260 psi Works F (Attatchment) Check Shear p = 1 Actual Width of Portal = 24 v = 568 Ib/ft vs = 720 Ib/ft (SDPWS Table 4.3A) Interpolated Allowable Shear = 1960 0.8 #segments= 2 Use 7/16in sheathing wl 8d nails@ Sin edge spacing Check Studs Cc = 100.0% V = 6613 T = C = 5114.16 1b Try 2"x6" A= 8.25 in -2 fc = 619.90 psi Fc' = 2080 psi Works ft= 619.90 psi Ft' = 1260 psi Works Use Not HF 2x6 @ well ends Check Anchors z=1922.4 lb/bolt (NDS Table 11 E, ts=11/2in, 5/8", HF) S = 3.38 It Use 5181n anchor bolts @ 30in Check Holddowns Flo= 1498 lbs Net Uplift Use STHD14RJ Check Deflections Ga = 36 Cd = 4 (ASCE 7-1612.8.6) Wall Deflection = 2.29 in Alkwrable Deflection =.02H = 2.16 in Use Portal Frame for south wall per APA report TT -100 Wall Height= 9 It Actual Width of Portal = 24 inches Interpolated Allowable Shear = 1960 Ibs #segments= 2 Total Resistance = 3920 Itis V = 6613 lbs (from Seismic cal s) Interior Wall (Main Floor) (Segmented Method) (Seismic H = 9 ft (Wall height) W = 19 it (Wall width) Wf= 19 ft (Wall width w/ full height sheathing) F = 1437 lbs (Horizontal bad) w= 153 lb/ft (Vertical load) ft = 82.49 psi Ff = 1260 psi Works F (Attatchment) Check Shear p = 1.3 V= 98 Wit vs = 384 Ib/ft (SDPWS Table 4.3A) 0.8 Use 7/16in sheathing w/ 8d nails@ Gin edge spacing Check Studs Co= 100.0% T=C=680.53 Ib Try 2-4" A=8.25 inA2 fc = 82.49 psi Fc' = 2080 psi Works ft = 82.49 psi Ff = 1260 psi Works Use No.2 HF 2x6 @ wall ends Check Anchors z = 1922.4 Ib/boft (NDS Table 11E, is=1 12in, 5/8", HF) S= 19.56 ft Use 518in anchor bolts @ 48in Check Holddowns Fto = 655 lbs Net Uplift 11,71.1 rlln Check Deflections Ga = 15 Cd = 4 (ASCE 7-16 12.8.6) Wall Deflection = 0.63 in Aflomble Deflection =.02H = 2.16 in Meets deflection criteria Roof Diaphragm (Case 11 Fr= 11961 Itis (From Seismic Analysis) Firmin =0.2•le'Sds'W = 7429 lbs (ASCE 7-16 Equation 12.10-2) Frmax=0.4'fe'Sds'W = 14858 lbs (ASCE 7-16 Equation 12.10-3) E -W Shear Force = 11961 lbs E -W Shear Load = 315 Ib/ft Mmax = 56817 lb -ft Tension in Chord = 1671 Itis 176 Ib/ft ICMI (Case 1) V 176 Wit V= 0 Ib/ft vs = 272 Ib/ft (SPDWS Table 4 2B) 08 Use 7/16" Sheathing w/ 8d nails @ 6in (Unblocked) Roof Diaohraam (Case 3) Fr= 11961 lbs (From Seismic Analysis) Firmin =0.2`le'Sds'W = 7429 lbs (ASCE 7-16 Equation 12.10-2) Fnnax=0.4`le'Sds'W = 14858 lbs (ASCE 7-16 Equation 12.10-3) 34 ft E -W Shear Force = E -W Shear Load = Mmax = Tension in Chord = 157 Wit v = 157 Wit vs=272 Wit 11961 lbs 352 Ib/ft 50836 Ib -ft 1338 lbs 157 Ib/ft 0.8 Use 7116" Sheathing w/ 6d nails @ Bin (Unblocked) 38 ft} N (Case 1) (SPDWS Table 4.21B) NL Olson S Associates, Inc. Project Tide: 2453 Bethel Ave. Engineer PO Box 637 Project ID: Pon Orchanl, WA 98366 Project Descr: (360) 8762284 Wood Gade'. 24F -V4 Muldpk Simple Beam - LILY 1007-05015858. BUI4202226 OLSON&AS60CATE5 M ENERCALC INC 198}2022 Description Wood Beam Design: Garage Door Header Calculations; per NDS 2818, IBC 2818, CBC 2019, ASCE 746 BEAM Size: 3.5x12, GLB, Fully Braced Lisirg Load Resistance Factior Design w4h IBC 2018 Load Combinations, Major Nus Bending Un# Load: D = 0.0150, Lr= 0.030, 5 = 0.0450 lint, Tnb= 12.0 It Wood Species: DF/DF Wood Gade'. 24F -V4 Design Summary Fb- Tension 2.400.0 psi Fc - PHI 1,650.0 psi Fv 265.0 psi Ebmd-xx 1,800.0ksi Density 32.210 pct Fb-Compr 1,850.0 psi Fc -Pery 650.0 psi Ft 1,100.0 psi Eminttend-xx 930.0 bi ApMed Loads fb Actual- Unp Load: D=0.0150, 1r=0,030. 5= 0.0450 k/fl, 0.0 It to 100 ft, Trib=2.OIt UnR Load: D=0.0150, Lr=0.030, 5= 0.0450 M, 10.0 m 16.0 ft, Tdb= 3.0 It Fb : Allowable: Design Summary - Max Ratio = 1 D(O g3gf LgpO6g) S(g.g90 0(0.0750) Lng.08n) S(0.1350) - --- Achna In. Adral : psi at 8.58] fl in Sloan # t 63 pa Fib :Allowable 4,147.20 psi 147 20 Load Comb: 1.200«1.605 Ik 15x12 � Max tv/FvRafio= 0.126:1 1e.on N : Actual : 5784 psi at 15.044]1 It in Span # 1 - Fv Allowable : 457.92 psi Load Comb: +1200 1605 Load Comb -1.200«1.60S Deflective Max Reactions (k) Q L Lr a IN € H Transient Dowwwad 0.170 in Total Downward 0126 in Left Support 0.26 0.51 O ]] Ratio 1132 Ratio 849 Right Support 0.31 063 0.94 LC: S Only LC:+NS Ratio 1305 Right Support Transient Upward 0.000 in Total Upwad 0.000 in LC: S Only Ratio 9999 Ratio 9899 LC: LC: Wood Beam Design: 3rd Car Garage Door Header Ratio 9999 CalcuMtiona per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x12, GLB, Fully Braced LC'. Using Load ReaisMnce Factor Design with IBC 2018 LOW Combinations, Miller Alis Bending LC Wood Spaces: DF/DF Wood Grade : 24F - V4 Fb- Tension 2,400.0 psi Fc -P#1 1,650.0 psi Fv 2650 psi Ebert -Ice lagoons Density 32.210pd Fb-Comer 1,850.0 psi Fc - Peep 650.0 psi Ft 1, 1000 psi Eminbend -xx 930.Oou Aooliel Loads Un# Load: D = 0.0150, Lr= 0.030, 5 = 0.0450 lint, Tnb= 12.0 It Design Summary _ o) .tact 0.aeo�sLsw� Max fb/Fb Ratio = 0.298. 1 fb Actual- 1,234.29 Psi at 40004 in Span 01 Fb : Allowable: 4,147.20 psi two Comb : .1.20DL1 60S 3.5112 Max fv/FVRae0= 0.254:1 fv'. Actual : 116.23 psi at 0.000 ft in Span is 1 eon Fv Allowable : 457.92 psi _ Load Comb: +1200 1605 s Max Reactions (k) o y Lr $ w € H Transient Doe aad 0.055 in Total Downward 0.074 in Left Support 0.72 144 2.16 Ratio 1740 Ratio 1305 Right Support 0.72 144 2.16 LC: S Only LC +D.S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC'. LC NL Olson 8 Associates, Inc. Project Title: 2453 Bethel Ave. Engineer PO Box 637 Project ID: Port Orchard. WA 98366 Project Dew (36 0) 876-2284 Multiple Simple Beam L- LIC4 xW�MO15856 Bui1tl20.222.9 OLSON aA550CNTE5 fq ENBYGL 1 1Ba32022 Wood Beam Design Garage Floor Beam Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16 BEAM Size: 5.5x15, GLB, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Cantimations, Major Axis Sending Wood Species '. DF/DF Wood Grade: 24F -V4 Fe- Tension 2,400.00 Fc - PRI 1,650.0 psi Fv 2650 psi Eoeid-ori 1.800.0 ksi Dens" 32210 pcf Fb -Compr 1,850.0 psi Fc - Parry 650.0 psi Ft 1,100.0 psi Eminj-ia 930.0 is, Apposed Loaeds Unit Load: D=0.0120, L= 0.040 kI8, Tdb= 9.08 Unit Load: D=0.0150, U=0.030, S=0.0450 k/ft, 11.750 to 19.250 ft, Trio- 19.0ft 1Pomt: D=1.550, U=3.10, S=4.650k@11.330ft Design Summary - - Maxfb/FbRatio = 0.866 1 oo.roao Lp.aso ozaso o.s O sossso Po : Actual'. 3.452.64 Ps( st 11 358 ft in Span N I Ft. Allowable: 3,986.94 psi Load Comb. .110D.0 SOLO 60S ` 5.5i1a Max fv/FvRatio= 0.523:1 ts.zson fir. Actual 239.39 psi at 17.774 fl in Span 91 Ratio 329 Fv Allowable: 457.92 psi Taal Upw2id 0000 m Load Comb'. +1.20D+0.50L+1+60S -- fAuDelfections LC Max Reactions (k) D 1: Lr a W t R Transknt Downwad 0.422in Left Support 2.09 3.47 2.11 3.16 Rano 547 Right Support 3.67 3.47 5.27 7.90 LC: S Only Transient Upwind O.000m Ratio 9999 Actual' LC. Wood Beam Design: 3rd Car Garaqe Flwr Beam Taal Downward o700 in Ratio 329 LC:«D+O750L«0]50$ Taal Upw2id 0000 m Ratio 9999 - - LC Calculations par NDS 2918, IBC 2018, CBC 2819, ASCE 7-16 BEAM Size: 3.5x18, GLB, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: DFIOF Wood Grade: 20-V4 Fb- Tension 2,400.00 Fc - PRI 1,650.0 psi Fv 265.0 psi Ebend-xx 1,8000 kill Density 32,210 pcf Fb-Compr 1,850.0 psi Fc - Per, 650.0 psi Ft 1,100.0 psi Emintend-u 930.0 can Applied Loads Unit Load: D=0.0150, Lr=0.030, S=0.0450 k/fL 2.0 ft to 13.50 ft, Tnb=18.0ft 1Pant: 3=1.220, U=2.440, S=3.660k@2.Oft Casson $ummary fb/F R ' - Mex b abed - 0.656; 1 o O.zro o W) sled mo) Po: Actual: 2719.07 PWf at 6210ft in Span 91 - - Rb Allowable'. 4,147.20 psi Load Comb. .12011-1 60S Max tv/FvActual alio= asx n Actual' 39psi1 337.39 psi at OOOOfl in Span 9t ta.wrt F Fv : Allowable. 457.92 psi _ 1 Comb : Lx «1200«7.60.5 - Hr. ax De ions R Max Reactions (k) L U ¢ W E B Transknt DawrnvaN 0.235 in Total Downward 0.313 in Left Support 2.36 3.72 , 7.09 Ratio Ratio 518 Right Support 1.96 3.93 589 LC'. $Only my LC: «p+$ Transient Upward 0.000 in Total Upwnd O.ODO in Ratio 9999 Ratio 9999 LC LC NL Olson &Associates, Inc. Project Title: 2453 Bethel Ave. Engineer: PO Box 637 Protect ID: Port Orchani, WA 98366 Project Desc[ IWO) 876-2284 Fb- Tension 2,400.0 psi Fc -Pdl 1,650.0 psi Fv Multiple Simple Beam 32210 pct LIGN KWA6015858 Bu,id 202229 OLSON B ASSOCIATES 19) ENERCALC INC 19(321122 Wood Beam Design: Kitchen Floor Beam Calculations per NDS 2018, IBC 2018, CBC 2018, ASCE 7-16 BEAM Size: 5.5x12, GLB, Fully Braced Using Load Resistance Factor Design wan IBC 2018 Load Combinations, Major Axis Bending Wood Species DF/DF Wood Grade - 24F - V4 Fb- Tension 2,400.0 psi Fc -Pdl 1,650.0 psi Fv 2650 psi Ebend-xx 1,800.0 ksi Density 32210 pct Fb -Compr 1,850.0 psi Fc - Perp 650.0 psi Fl 1,100.0 psi Eminbend -xx 930.0 ksi Applied Loatls Unit Load D=0.0120, L=0.040 kM. Tito=1800 Design Summer Max tb/Fb Ratio = 0.705; 1 D1)slao L1o.T2o! - - It, Actual : 2,922.63 psi at 6.750 ft m Span 81 To Allowable: 4,14720 psi two Comb: 1.200+160L 5.5x12 A Max fv/FvRatio= 0.403:1 135an N: Actual'. 184.74 psi at 12.510 ft in Span 81 - - Fv : Allowable 457 92 psi Load Comb: +1.20D+160L Max Deflections Max Reactions (k) D L L+ 6 W E B TransientDownward 0.379 in Total Downward 0.493 in Left Support 1.46 4.86 Ratio 426 Rata 328 Right Support 146 4.86 LC:L Only LC:+Dl-L Transient Upward 0.000m Total Upward 0.000 in Ratio 9899 Ratio 9999 LC LC: Wood Beam Design: Kitchen Floor Beam calculations per NDS 2018, IBC 2018, CBC 2018, ASCE 7-16 BEAM Size: 5.5x15, GLB, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F -V4 Fb- Tension 2,400.0 psi Fc - Pill 1650.0ps1 Fv 265,00 Ebend-ia 1,800.0 fall Density 32210 pd Fb-Compr 1.850.0 psi Fc -Perp 650.0 psi Ft 1,100.0 psi Emirbend - or 930.Oksi Aochad Loatls Unit Load: D=0.0120, L= 0.040 Wit. Tob= 18.08 1Pdm: D=1840, L = 6.120 k @ C50 It Desitin Summerry Max lb/Fb Ratio = 0.906;1 IXp.21W) Llo.n01. to Actual'. 3,757.20 ON at 4.500 ft in Span i 1 — - Flb Allowable 4.147.20 psi Load Comb *1.20DN60L asxm Max fv/FvRatio= 0.628:1 lase a 4` H Actual 28247 psi at 0.000 ft in Span il 1 __ Fv Allowable 457.92 psi Load Comb. .1 20D+1 601 Mas, Dalliactions _ Max Reactions (k) D L L7 a w E tl Transient DownwaN 0362m Total Downward 0.471 in Left Support 2.68 8.94 Ratio 447 Ratio 3" Right Support 2.07 690 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0,000 in Ratio 9999 Ratio 99% LC LC: NL Olson 8 Associates. Inc. Project Title. 2453 Bethel Ave. Engineer: PO Box 637 Project ID: PortOrchartl. WA 98366 Project Desc[ (360)876-2284 Fb- Tension 900.0 psi Fc - PHI 1,350.0 psi Fv Muldple Simple Beam UCS MV -09015858. Build 20.2229 OLSON 6 ASSOCIATES (o) ENERCALC INC 19888022 Wood Beam Design: Patio Cover Beam NDS 2018, IBC 2018, CBC 2016. ASCE 746 BEAM Size: 6x8, Sawn, Fully Braced Using Load Resistance Factor Design with 18C 2018 Load Combinations, Major Axis Bending Wood Species Douglas Fir -Larch Wood Grace No Fb- Tension 900.0 psi Fc - PHI 1,350.0 psi Fv 180.0 psi Ebentl-xx 1,600.0 M, Density 32.210 pd Fb-Comer 900.0 psi Fc -Pejo 625.0 psi Ft 575.0 psi Eminbend -xx 580.0 M, Aodred Loads Un'If Load D=0.0150, U=0.030, S=0.0450 Mft, Thb=6.Oq Deakin Summery Max Ratio = 0.646 7 0090 0.150 S 0270 Po'. AMM Actual at 1000 fl in Span i 7 1:M005381,81 Allowable -. 1,555.20 psi Lo Com Load Comb +1.200+1.605 Al Max tv/FvRatio = 0.214: 1 a o n N : Actual : 66.50 psi at 0.000 ft in Span # l - Fv : Allowable, 311.040 Load Comb'. .1 20D+1.605 'ons Max Reactions (k) o L Lr ¢ w E tl Transient Downward 0.081 in Total Downward 0.108 in Left Support 0.36 0.72 1.08 Ratio 1187 Ratio 8go Right Support 0.36 072 1.08 LC:S Only LC:+O«S Transient Upward O.000in Total Upward O.DOO in Ratio 9989 Ratio 9899 LC LC' Wood Beam Design: Porch Cover Beam CalcuWa per NDS 2078, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 8x10, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Ares Bending Wood Species: 0ougks Fr - Larch Wood Gratle Not Flo -Tension 900.0 psi Fc - PHI 1,3500 psi Fv 180.0 psi Ebend-xx 1.600olao, DeiaBy 32210 Pa Fb-Connor 9000 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - x. 5WOksi A000ed Leeds Ung Load: D=0.0150, Lr=0.030, S= 0.0450 Will, Tnb= 3.0ft Desion Summary Max fb/Fb Ratio = 0.587; 1 D(aoa60) V(p_09o) s(0.1360) fb Actual 913.48 Pw at 6.830 ft m Span # 1 Fb: Allowable: 1,55520 psi exto Load Comb'. 1.20D+1.605 r Max fv/FvRatio = 0.151:1 13'560 n N : Actual -. 46.94 psi at 12.886 It in Span # 1 - - Fv Allowable : 311.04 psi _ Load Comb'. +1.20D+1.60S Max -Deflections Max Reactions (k) 12 L U 5 w E X Transknt Downward 0.169m Total Downward 0.225 in Left Support 0.31 061 0.92 Ratio 969 Ratio 727 Right Support 0.31 061 0.92 LC S Only LC'.+D+S Transient Upward 0.000 in Taal Upward 0000 in Ratio 9999 Ratio 9999 LC LC NL Olson 8 Associates, Inc. Project Title: 2453 Bethel Ave. Engine[ PO Bax 637 Project ID: Port Orchard. WA 0366 Project Descr: (360) 876-22M 2650 psi Ebxd-xx 1,800.0 ksi Deiwky Muplple Simple Beim PA*WF6:NLDMM*Lod8 LICA. KW -06015858. BUIB202229 OLSON B ASSOCATESIc)ENERLALC INC 180}2022 Wood Beam Design: Roof Header Cakub6ais Par NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.5x9, GLB, Fully Braced = 0.500; 1 b Actual Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Flb Allowable : Wood Specks: DFDF Wood Grade: 24F -V4 ♦1.20D.I60L FD - Tension 2,40 .0 psi Fc - Pal 1,650.0 psi Fv 2650 psi Ebxd-xx 1,800.0 ksi Deiwky 31.20 Pcr Fb-Comer 1,850.0 psi Fc - Perp 650.0 psi Ft 1,10.0 psi Eminbend -xx 950.0 ksi 31104 psi ApoOed Loads ♦1,20DO.5L Max Reactors (k) Unit Load D=0.0150, U=0.030, 5= 0.0450 kIit. Tn0= 18.00 Left Support 0.40 1.32 Desion Summery 040 1.32 Max fb/Fb Ratio = 0.639; 1 olono/Lgoz40)s(a eto) H Transient Dowmwartl 0,035m 2'. ACNal : 2,650.91 Psi at 4.50 6 in Span R 1 OMS in Fb Allowable 4, 147.20 psi 2051 Ratti Load Comb: i1.20D«1605 5.5x9 Max N/FVRatio= 0,405:1 90" LC: +WL N Actual "5560 at 8,280ft m Span a 1 Transient Upward 0.00in Fv Allowable -. 457.92 psi 000 in LoW Comb: «1200.1605 Miss Deflections Ratio Max Reactions (k) 4 L Lr S W E 11 Transient OPanrwald 0.20in Total Downward 0287 in Left Support 1.22 2.43 3.65 Ratio 540 Ratio 405 Right Suppod 1.22 2.43 3.65 LG S Only LC: -MS Transient Upward 0.00 in Total Upward 0.000 in Ratio 799 Ratio 9989 Wood Beam Design Wood Species'. DougasF Fb- Tension 90. Fb-Comer 90. Applied Loads Unit Load: D = 0.0120, L Oesion Summery CBC 2019, ASCE 7-16 Resistance FaL1m Design with IBC 2018 Load Combinations, Major Axis Banding - Larch Wood Grade No.2 psi Fc - Pal 1,35 .0 psi Fv IWO psi Elmnd-xx 1,60.0lest Density 32.210 per psi Fc - Perp 625.0 psi Ft 5750 psi Eneatend-nr 5800bi 0.040 kM, Tab= 11.00 Max fb/Fb Rata = 0.500; 1 b Actual 933.04 Psi at Flb Allowable : 1,866.24 psi Load Comb: ♦1.20D.I60L Max fv/FvRatio = 0.288: 1 N: Actual 89.5 psi at Fv Allowable: 31104 psi Load Comb: ♦1,20DO.5L Max Reactors (k) e L U Left Support 0.40 1.32 Right SupWa 040 1.32 DID.lszo L{o.Wpf 3.000 ft in Span ti 4.10 5.2400 in Span 91 F. soft Alai De ons $ W E H Transient Dowmwartl 0,035m Total Downwartl OMS in Ratio 2051 Ratti 1585 LCL Only LC: +WL Transient Upward 0.00in Total UPwartl 000 in Ratio 9999 Ratio 9999 LC LC: NL Olson 8 Associates, lnc. 2453 Bethel A" PO Box 637 Port Orchard, WA 983W (360)876-2260 Muldpie Simple Beam Project Title: Engineer: Project ID: Project Descr: P*dFb NW2009KOM LICIL xw436015858, Bu020.22.29 OLSON a ASSOCIATES (C) ENERCALC INC 191P-M2 Wood Beam Design: Crawl Floor Joist Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2:10, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species'. Hem Fir Wood Grade: Not Fb- Tension 850.0 psi Fc -PAI 1,300.0 psi Fir 150.0 psi Ebeilb xx 1,300.Oksi Density 2770 pct Fb -Compr 850.0 poi Fc -Perp 405.0 psi Ft 525.0 psi Eminbend -xx 470.Oksi Ag ied Loads Unit Load D=0.0120, L=0.040 k%L Trio= 1.330ft Design Summary Max tb/Fb Ratio = 0.771 1 0(001596)4(o.OW20 in Actual - 1,433.15 Psi st 7.000 ft in Span # 1 Flb Allowable. 1,858.03 psi Wad Comb'. a120D I60L Max fv/FvRabo = 0.272: 1 14 o a h: Actual'. 70.49 psi 913253ft in Span #1 Fv : Allowable : 259.20 psi Load Comb'. 020Da1601 Max DeBections Max Reactions (k) 12 5 Lr 5 w E H Transient Dowmwad 0.359 in Total Downlvwd 0.167 in Left Support 0.11 0.37 Ratio 187 Rett 359 Right $UPW 0.11 0.37 LC: L Only LC: +D+L Transient Upward 0.00Oin Total Upward 0.000 in Ratio 9899 Ratio 9999 LC, LC. Wood Beam Design: Critical Window header Cakuletiols per NDS 2018. IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: {x10, Sawn, Fully Braced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: Not Fb- Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Eberd-xx 1.300.011si Density 27.70 pct Fb-Compr 850.0 psi Fc -Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.011si Applied Loads UnBLoad: D=0.0120, L=O.MOkIR.Tdb=9.0R Unit Load: D=0.0150, U=0.030. S = 0.0450 k//L TN1=- 18.O ft Deskn Summery IXo.e )relB PL9aftpl_ Max ft)/Fa Ratio = 1.030 1 Actual'. 2,087S61151 at 3.000ft in Sean % 1 b Fb :Allowable: 2,02894 poi Load Comb'. a1.20.773: 410 1*1805 - Maxt o= 0.7]3:1 N. Actual. 20026 psi at 5.240 R in Span # 1 - dual. eon Fv :Allowable 25920 psi F Load Comb *1.20Ds1.20D+050L+1805 Max Deflectors Max (k) g L k '�' E X DowrwaN 0.079 in Total Downward 0.123k Support . Leg Supped 1.13 1.08 1.62 2.43 Ratio Ratio BOB Ratio 587 Rgh15upport 1.13 1.08 1.62 243 LC: S Only LC: apW.]SOLa0]50S Transient Upward 0.000 in Total Upwind 0.000 in Ratio 9999 Ratio 9999 LC: LC: NL Olson 8 Associates. Inc. Project Tele: 2453 Bethel Ave. Engineer: PO Box 637 Project ID: Poe OrchaN, WA 98366 Project Del (360) 876.2284 "now vq�vftv P+gr[M4>Mase LIp:KW-00tl15050. au1k110222.9 OLSON a ASSOIcAns (d ENERGLC INCIW}2022 DESCRIPTION: Garage Footing Pad fc : Concrete 28 day strength = Code References Allowable Soil 8eamig = Calculations per ACI 318.14, IBC 2018, CBC 2019. ASCE 7-18 Load Combinations Used: IBC 2018 Reinforcing _ Genenl Information ra- - w Bars parallel to X -X Axis Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil 8eamig = 1.50 ksf fy : Rebar Yied = 80.0 mi Soil Density = pd Ec: Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pd Soil Passive Resistance (for Sliding) = 2%0 pd rp Values Flexure = 0.90 SoiVCon.w Friction Coef. = 0.30 Shear = 0750 Increases based on footing Depth 4 #6 Bars Analysis Settings Bandwidth Distribution Check (ACI 1544.2) Footing base depth below soil surface = It Min Steel % Sending Reinf. = Allow pressincrease per foot of depth = ksf Min Allow % Temp Reinf. = 0 00180 when bating base 6 below = If Min. Oveduming Safety Factor = 1.0:1 Min. Sliding Safety Factor = 1.0 - 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use Rg wt for stability, moments 8 shears Yes Applied Loads _ kid Add Pedestal Wt for Soil Pressure No when maxlength a width is greater than D V L S = fl Use Pedestal wt for staGIOY, mom 8 shear No 3.470 790 Dimensions OB: Overburden = Wath parallel to X -X Axis = 3.50 If W. = Length parallel to Z -Z Axis = 3.50 fl Z W. = Footing Thickness = 12.0 in k -fl Pedestal dimensions... x X px parallel to X -X Axis = in - - - - pz : pardlkel to Z -Z Axis'_ in Height in Rebar Centedine to Edge of Concrete_. at Bottom of footing = 3 0 in a z Reinforcing _ - ra- - w Bars parallel to X -X Axis Number of Bars - 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z Axis Number of Bars = 40 - Reinforcing Bar Size = Al 5 _j 4 #6 Bars q Bandwidth Distribution Check (ACI 1544.2) - DirectionRequiringCloserSeparatim X -X Section Looking to �Z— ------2YSecnan Loblilig to+X We # Bars required within zone n/a # Sam required on each side of zone We Applied Loads _ D V L S W E N P'. Column Load = 3 670 5.270 3.470 790 k OB: Overburden = off W. = k -f W. = k -fl V -X = k V -z = k NL Olson 8 Associates, Inc. Project Tile: 2453 Bethel Ave. Engineer: PO Box 637 Project ID: Port Orchard, WA 98366 Project Descr (MO)876-228E General Footing - Rood Fk: MID 2aMt9tkac8 LICA KW -06015858. Buik1202229 OLSON B ASSOCIATES (c) ENERCALC INC 19832022 DESCRIPTION: Garage Footing Pad DES/GNSUMMARY •- Min. Radio Itarn Applied Capsily Governing Load Combirutiw PASS 0.7607 solideari 1.141 Ind 1.50 Net .0+0 7501-+0,7505 about Z -Z axis PASS Na Overturning -X-X 0.0 k -R 0.0 kM No Overtuming PASS Na Overturning -Z-Z 0.0 k -R 0.0 k -fl No Overturning PASS n/a Sliding -X-X O.Ok 0.0k No Sliding PASS Na Sliding -Z-Z 0.0 k 00 k No Sliding PASS we Uplift 0.0 k 0.0 k No Uplift PASS 0.1715 Z Flexure (+X) 2.347 k-" 13684 k -Pott +1 200+0.501-+1 60S PASS 0.1715 Z Flexure (-X) 2.347 k4fl711 13.684 0VIL +120D+0.50L+1.605 PASS 0.1715 X Flexure (+Z) 2.347 k-R/ll 13.684 k-flM -1.20D+0.50L+1.605 PASS 0.1715 X Flexure (-Z) 2.347 k-8/8 13681 k-R/ft +1.20D+0.50L+1.605 PASS 0.1921 I-way Shear (+X) 14.407 psi 75.0 psi +1.2OD-0.SOLO 60S PASS 0.1921 1+4ay Shear (-X) 14.407 psi 75.0 psi +1.20D+0.50L+1 WS PASS 0.1921 1 -fray Shear (+Z) 14.407 psi 75.0 psi +1 20D+0 ML+1 WS PASS 0.1921 1 -way Shear (-Z) 14.407 psi 75.0 psi +1 20D+O.S0L+1.605 PASS 0.36T7 2- y Punching 55.155 psi 150.0 psi +1.20D+0.50L+1.605 Detailed Results Soil Bearing Rotation Axis a Actual SWI Boring Strem Q Location Actual I Alleve Load Comblrla8w... Gross Allowable (in) Bolton, -Z Top, +Z Left, -X RUM, +X Ratio X -X, DOnly 1.50 Na 00 04446 04446 Na Na 0296 X-X,+D+L 1.50 n/a 0.0 0.7279 07279 Na Na 0485 X -X, +D+Lr 1.50 Na 0,0 0.8748 08748 Na Na 0 583 X -X, +D+S 1.50 Na 0.0 1.089 1089 Na Na 0 726 X4, +D+0.75OLr+0.750L 1,50 Na 0,0 0,9797 0.9797 Na Na 0 653 X-X,+D+0.750L+0.750S 150 Na 0.0 1.141 1.141 Na Na 0751 X-X.+0.60D 1 S Na 0.0 02668 025M Na Na 0178 Z -Z, DOnly 150 0.0 we Na Na 04446 0446 0296 Z -Z, +D+I 1.50 0.0 Na We Na 07279 0.7279 0485 Z -Z, +D+U 1.50 0.0 Na Na We 06748 0.8748 0.583 Z -Z, +D+S 1.50 0.0 Na Na we 1.089 1.089 0 726 Z-Z,+D+0.7WLn0.7WL iW 0.0 Na Na Na 0.9797 0.9797 0653 Z -Z. +D+0.750L+0.750S 150 0.0 Na Na Iva 1.141 1.141 0 761 Z -Z. +0.60D 150 0.0 Na We Na 0.2688 0.2588 0 178 Overturning Stability Rotation Axis 6 Load Combinative... Overtumirg Momard RaisBng Moment Stability Ratio SMew FwOrlg this NO Overturning Sliding Stability All units k Force Applicatlw Axis Load Conbination... Sliding Force Rested" Force Stability Ratio status Fooling Has NO Sliding Footing Flexure Flexon Axis6Lwtl Combirwtive Mu Side Tension kReR'd Gvm. As AcWal As PM'Mn 6tatas k -fl Suffaw in"2 in'2 irrA2 k -fl X-X.+140D 0.6423 +Z Bottom 0.2592 Ashlin 0.3543 13684 OK X -X+1.400 0.6423 -Z Bottom 02592 AsMm 0.3543 13684 OK X-X,+1.20D+O.SOLr+1.60L 1.574 +Z Bottom 0.2592 Ashlin 03543 13.694 ON X-X,+1.20D+0S0Lr+1S0L 1.574 -Z Bottom 02592 AsMin 0.3543 13.684 OK X4,+1.20D+760L+O. SOS 1,738 +Z Bottom 02592 AsMin 0.3543 13,694 OK X-X,+1.20D+160L+0. SOS 1738 -Z Bottom 02592 AsMin 0.3543 13654 OK X-X,+1.200+16011+0.50L 1.821 +Z Bottom 02592 AsMin 0.3543 13694 OK X-X+1.20D+1WLr+O. 50L 1.821 -Z Bottom 02592 AsMin 0.3543 13684 OK X -X.+1.200+1 WLr 1,605 +Z Bottom 02592 AsMin 0.3543 13.684 OK X-X.+1.20D+1.SOL, 1.605 -Z Boom 02592 AsMin 03543 13.684 OK X -X, +120D+0 501+1,60S 2.347 H Bottom 0.2592 AsMin 0.3543 13.684 OK NL Olson 8 Assooales, Inc. Project Title: 2453 Bethel Ave. Engineer: PO Box 637 Project ID: Port OrchaN. WA 98366 Project Descr: (MO) 876-2284 k-8 General Footing Pstied Fit N D2585B14.acS JCP M-06015850.13UMM2229 01- 0NSA5 CNTE$ (c(ENERCALC INC 19032022 DESCRIPTION: Garage Footing Pad Footing Flexure Resume e Axis S, Load Combination Mu Skis Tension As Rood hm. b Actual As Phi•Mn 3.94 psi k-8 3.94 psi Surface ii in 2 W2 k-8 X-X,+1,20D+0.50L-160S 2.347 -Z Bottom 02592 ASMin 03543 13.BB4 X -X,+1.200+1.605 2.131 +Z Bottom 0.2592 ASMin 0.3543 13684 X-X.+120D+1.605 2.131 .Z Bottom 02592 ASMin 0.3543 13.684 X -X. +1.20D+0.50Lr+0.50L 1 097 +Z Bottom 0.2592 ASMin 0.3543 13.684 X-X.+1.20D+o.50Lr+0.50L 1.097 -Z Bottom 0.2592 MMin 0.3543 13.684 X-X,+120D+O.SOL+0.505 1.261 +Z Bottom 0.2592 ASMin 0.3543 13.684 X-X,+120D+0.50L+O.50S 1.261 -Z Bottom 0.2592 ASMin 0.3543 13.680 X -X, +1 20D+0 -50L+0 70S 1.459 +Z Sodium 0.2592 ASMin 03513 13.684 X-X,+120D+0-50L+O.70S 1459 -Z Bottom 0.2592 ASMin 0.3543 13.654 X -X,+0.901) 04129 +Z Bottom 0.2592 ASMin 0.3543 13654 X -X,+0.900 04129 -Z Bottom 0.2592 AsMin 0.3543 13634 Z2. +1,40D 0.6423 -X Bottom 02592 ASMin 03543 13.664 Z -Z,+1.401) 0.6423 +X Bottom 02592 ASMin 0.3543 13.684 Z-Z.+1.20D+O.SOLr+1.60L 1.574 -X Bottum 0.2592 ASMin 0.3543 13654 Z-Z,+1.20D+0-50Lr+1.60L 1.574 +X Bottom 0.2592 ASMin 0.3543 13.684 Z-Z,+1.20D+160Le0-50S 1.738 -X Bottom 0.2592 ASMin 0.3543 13.684 Z-Z,+1.20D+160L+0. 50S 1738 +X Bottom 0.2592 MMin 0.3543 13,684 Z-Z,+120D+1.60Lr+0.50L 1.821 -X Bottom 0.2592 ASMin 0.3543 13.684 Z-Z,+1.20D+1.60Lr+0.WL 1.821 +X Bottom 0.2592 ASMin 03543 13.684 Z-4 +11011>0.601r 1.605 -X Bottom 0.2592 ASMin 03543 13.684 Z-Z,+1.20D+1.60Lr 1.605 +X Bottom 0.2592 ASMin 0.3543 13.684 Z4,+120D+0.50L+1.605 2.347 -X Bottom 0.2592 ASMin 0.3543 13.684 ZZ,+120D+0.50L+1.605 2.347 +X Bottom 0.2592 iismxn 03513 13.654 ZZ,+120D+1.60S 2.131 -X Bottom 0.2592 ASMin 0.3543 13684 Z2, +1 ZOD+1.60S 2.131 +X Bottom 02592 ASMIn 0.3543 13.6134 ZZ,+1.20D+0.50Lr+060L 1.097 A Bottom 02592 ASMIn 03543 13,684 Z-Z,+1.20D+0.50Lr+0.50L 1097 +X Bottom 02592 ASMIn 0.3543 13.664 ZZ,+1.20O+0.50L+0.505 1261 -X Bottom 0.2592 ASMin 0.3543 13.684 ZZ,+1.20D+O.WL+0.505 1261 +X Bolton 0.2592 ASMin 0.3543 13,684 Z-Z.+1.20D+0.50L+0JOS 1,459 -X Bottom 0.2592 ASMin 0.3543 13.684 ZZ,+120D+030L+0.70S 1.459 +X Bottom 0.2592 ASMin 0.3543 13.684 Z-4 +0,90D 04129 -X Bottom 02592 ASMin 0.3543 13.684 Z-Z,+0.90D 04129 +X Bottom 0.2592 ASMin 0.3543 13684 One Way Shear Status Load Combina0oa... Vu@ -X Vu@+X Vu6S Vue+Z Vu:Max Phi Vn Vu I PhrVn Stals +140D +1.400 3.94sid 3.94psi 3.94 psi 341 psi 3.94 psi 75.00 psi 0.05 OK +120D+O. SOLI+1.60L 9.Saw 966psi 966 psi 966 psi 9.66 psi 75.00 psi 0.13 ON +1.20D+160L+0.505 1067 psi 10.67 psi 1067 psi 1067 psi 1067psi 75.00 psi 0.14 OK +1200+1 60Lr+O.50L 11.18psi 11.18 psi 11 lapin 11A8psi 11.18psi 75.00 psi 0.15 OK +120D+i.601r 9.85mi 9.a5 psi 9.85 psi 985 psi 9.85psi 75.00 psi 0.13 ON +1.20D+0.50L+1.605 14.41 Psi 14.41 psi 14.41 psi 14.41 psi 14.41 psi 75.00 psi OAS OK +120D+160S 13.08 psi 13.08psi 13.08 psi 13 DB psi 13.08 psi 75.00 psi 0.17 OK +120D+0.50Lr+0.50L 6.73 Psi 6.73 psi 6.73 psi 6.73 psi 673psi 75.00 psi 0.09 OK +1.20D+0.50L+0-50S 774 PSI 7.74 psi 774 psi 7.74 psi 774psi 75.00 psi 0.10 OK +120D+0.50L+0.705 8.95 psi 8.95psi 8.95 psi 8.95 psi 895psi 75.00 psi 0.12 OK +090D 2.53 Psi 2.53 psi 2.53 psi 2.53 pv 2530 75.00 psi 0.03 ON Two -Way "Punching" Shear All units k Load Combina8on... Vu PMNn VU I P19Vn +140D 15.09 Pv 150.00Ps1 0.1006 +120D+O.SOLr+l60L 36.98 psl 150O0psi 02465 +1.201>0.60L+0.505 40.84 psi 150.00Psi 02723 +1.20D+1.60Lr+050L 42.80 psi 150.00psi 0.2853 +1.20D+1.60Lr 37.70 psi 150.00psi 02513 +1.20D+0.50L+1.605 55.16 psi 150.00psi 0.3677 +1.20D+1.60$ 50.06 psi 150.00m, 0.3337 +1.20D+0.50Lr+0.50L 25.77 psi 150.00psi 0.1718 +1.20D+0.50L+0.SOS 29.63 psi 150O0psi 0.1975 +1.20D+0.SOL+070S 34.27 psi 150.00ps1 02285 +0.90D 9.70 psi 150.00psi 0.06467 Sisbn OK OK OK OK OK OK OK OK OK OK OK NL Olson 8 Aesoaates. Inc. Na Project Title: 2453 Bethel Ave. 6.0 Engineer: 4 PO Box 637 Na Project ID: 6.0 Pod Orchard, WA 98366 4 Project Descr. (360) 8762284 D Lr L S W E H Lice -0r015r59, Bwd.2p.22.28 OLSON B ASSOCAnS lc1 ENERCALC INC 1aso 1p22 DESCRIPTION: Porch/Patio Cover Beam OB -. Overburden = Code Re/erences ksf W. = Calculations per ACI 318.14, IBC 2018, CBC 2019, ASCE 7-16 fl M-zz = Load Combinations Used: IBC 2018 kit V -x = General Infonnation k V -z = Material Properties Soil Design Values fc Concrete 28 day strength = 2.50 ksi Alkraabk Soil Bearing = 1.50 kid fy: Reber yield = 60.0 ksi Soil Density = pcf E. Conaete Elastic Modulus = 3,122.0 ou Increase Bearing By Footing Weight = No Concrete Density = 145.0 pof Soil Passive Resistance (for Sliding) = 250.0 pct W Values Flexure = 0.90 SoiXoncrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = fl Min Steel % Bending Reim. = Allow press increase per foot of depth = kat Min Allow % Temp Reed = 000180 when footing base is below = fl Min. Overturning Safety Factor = 1.0 : 1 Min. Siding Safety Factor = 1.0 :1 Increases based on foodng plan dimension Add Ftg Wt for Soil Pressure yes Allowable pressure increase per foot of depth Use flg wt for stability. moments 8 shears Yes = iter when max. length or width is greater than Add Pedestal Wt for Soil Pressure No = It Use Pedestal wl for stability, mom &shear No Dimensions Width paallel to X -X Axis = 2,0 It Length parallel to Z -Z Axis = 2.0 R Z Footing Thickness = 24.0 in Load location offset from footing center._ ez Pdl to Z -Z Axis = 6 in = in Pedestal dimensions ... px paralblto X -%Axis = in pz'. parallel to Z -Z Axis = in Height in Rebar Centerline W Edge of Conodite._ at Bottom of rooting = 3.0 in Reinforcing Na Be. paallel to X -X Axis Number of Ban - 6.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Na Number of Bars = 6.0 Reinforcing Bar Size = e 4 Bandwidth Distribution Check IACI 15.4.4.21 Direction Requiring Closer Separation D X x Z p ZV w O V 6-#4 Bars 6-#4Bars Na e Bars required within zone ma X -X Section Locliongto+Z Z -Z Section Looking to+X s Bars required on each side of zone Na Applied Loads --- D Lr L S W E H P: Column Load = 0.360 0 -20 1 080 -110 k OB -. Overburden = ksf W. = fl M-zz = kit V -x = k V -z = k NL Olson 8 Associates. Inc. Project Title. 2453 Bethel Ave. Engineer. PO Box 637 Project ID: Pon Orchard WA W366 Project Deur: (3601876-2284 MjMtRK.NM2MM OS L1Ca KW-06015858.euik1202229 OLSON S ASSOCIATES (q ENEKLLL INU Ivv3 P3 DESCRIPTION: Porch/Patio Cover Beam DESIGN SUMMARY • • • Min. Ratio Mem Applied Capacity Govarnhg Load Combination PASS 0.790 Soil Bearing 1.185 led 1.60 led -D-S about X -X axis PASS 1,030 overturning -X-X 0.990 k -ft 1020 k -ft -0 600+0 PASS Na Overturning -Z-Z 0.0 k -ft 0.0 k -ft No Overturning PASS Na Sliding -X-X OO I, 0.0k No Sliding PASS Na Sliding -Z-Z 00k 0.0 k No Siding PASS 1.382 uplift -0.660 k 0.9120 k +050D+O.6OW PASS 0.004928 Z Flexure (+X) 0.270 k-ft/ft 54.794 k-fVft +1,20D-1 60S PASS 0.004928 Z Flexure (-X) 0.270 1,41,111 54.794 k -BIM +120EW 60S PASS 0.002771 X Flexure (+Z) 0.1519 1,4e/11 54.794 k-ftft N 20D+l 60S PASS 0.005359 X Flexure (-Z) 02936 k-RHt 54.794 k-ftlft +OA0D+W PASS Na 1 -way Shear (+X) 0.0 psi 75.0 psi Na PASS 0.0 1.Nay Shear (-X) 0.0 psi 0.0 PSI Na PASS Na 1 -way Shear (+Z) 0.0 psi 75.0 psi Na PASS we 1- y Shear (-Z) 0.0 psi 75.0 psi we PASS Na 2 -way Punching 9.701 psi 75-0 psi +1A00 Detailed Results Soil Bearing Rotation Axis 8 Race Zboc Achsl Soil Bearing Senate III Location Actual / Albv Load Combination... Gross Allowable (n) Bell -Z Tap. +Z Left. -X Right +X Ratio X -X, D Only 1.50 Na 1 421 0.2464 0.5137 Na Na 0 343 X-X,+D+Lr 1.50 Na 2.893 0.1591 09610 Na Na 0641 X -X, +D+S 1.50 Na 3.323 0.1154 1.185 Na Na 0 790 X-X,+D+0.75OLr 1.50 Na 2621 0.1809 0.8491 Na Na 0.566 X -X. +D.O.750S 1.50 Na 3.013 0.1481 1,017 Na No 0678 X-X,+D+O.fiDW 1.50 Na -2.093 0.3264 0.1036 Na We 0218 X4,+D+0.750Lr+0.45OW 1.50 Na 1.553 0.2409 0.5416 Na Na 0361 X -X +D+0.7WS+045OW 1.50 Na 2207. 0.2082 0.7093 Na Na 0473 X-X,+0.600+0.60W 1.50 Na -10.571 0,6858 0.0 Na Na 049 X-X.+0.60D 1.50 Na 1.421 0.1478 0.3082 Na Na 0206. Z -Z, D Only 1,50 0.0 Na Na Na 0.380 0.3W 0 253 Z-Z.+D+Lr 1.50 0.0 Na Na Na 0.560 0.560 0.373 Z-Z.+D+S 1.50 0.0 Na Na Na 0650 0.650 0433 Z -Z, +0+0.75OU 1.50 0.0 Na Na Na 0.5150 0.5150 0 343 ZZ,+D+0.750S 1.50 0.0 Na Na Na 0.5825 0.5825 0388 Z-Z,+D+0.60W 1.50 0.0 Na Na Na 0.2150 0.2150 0143 ZZ,+D+0.75OLr+0.45OW 1.50 00 Na Na Na 0.3913 0.3913 0261 Z-Z,+D+0.750S+045OW 1.50 0.0 we Na Na 04588 0.4588 0.306 Z-Z.+0-6OD-0.6DW 1.50 0.0 Na No Wa 0.0630 0.0630 0.042 ZZ. +040D 1.50 0.0 Na we Na 0.2280 0.2280 0 152 Overturning Stability Rotor Axle& Load Conbbatinn... OrMuming Moment Realsting Mnmerrt Stability Ratio Status X -X, D Only None 170 kA Infinity ON X-X.+D+Lr None 2.750 k -ft Infinity ON X-X,+D+S None 3.320 k-11 Infinity ON X-X,+D+0.750Lr None 2.510 k -ft Infinity OK X-X,+D+0750S None 2.915 k -ft Infinity ON X-X,+D+OA()W 0.990 k -ft 1.70 k -ft 1717 OK X-X,+D+0.75OLr+045OW 0.7425 k -ft 2.510 Irit 3.380 ON X -X, +D+0.750S+0 450W 0.7425 k -ft 2.915 k -ft 3.926 ON X -X. +0.60D+O.60W 0.990 k -ft 1.020 k -ft 1,030 OK X-X,+060D None 1.020 k -ft Infinity OK Z -Z. D Only None 00 k -ft Infinity OK Z-Z.+D+Lr None 0.0 k -ft Infinity OK Z-Z.+O+S None 0,10 k -ft Infinity OK Z-Z,+Io0.7WU None 00k -ft Infinity OK Z-Z,+D+0.750S None 00k -ft Infinity OK Z-Z,+D+0.60W None 0.0 k -ft Infinity OK NL Olson 8 Associates, Inc. Project Title 2453 Bethel Ave. Engineer PO Box 637 Project ID: Pod OrchaN, WA 98366 Project Descr. (360) 8762284 General Footing PraYrtro. UCa KW00015950. Build 202229 OLSON B ASSOCWTES (c)iaii CLC INC 190SX@2 DESCRIPTION: Porch/Patio Cover Beam Overturning Stability Rotation Axis & Load Combination... OverWming Moment Resisting Moment Still liry Ratio stt Z-Z.+D+0.7501-r.0450W None D.0 k-0 Indy OK Z-Z.+D+0.7505+0. 450W None 0.0 1,41 Infinity OK Z-Z,+0600+0.Bow None 0.0 k -d Infinity OK Z -Z, +040D None 0.0 kA Infinity OK Sliding Stability NI units k Force Application Axis Load Combination... Sliding Force Resle6ng Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis B Load Combination Mu Slide Tension AS Read Blind. As Actual As PhrMn SW Ws k -fl Surface irm iM2 m`2 kit X-X.+1.40D 0.03543 +Z Bottom 0.5184 AJ,in 050 54.794 OK X-X.+1.40D 0.03545 -Z Bottom 0.5184 ASMin 050 54.794 OK X-X.+1.20D+O. 501-r 0.05568 +Z eottom 0.5164 iMJAm 0.60 54.794 OK X-X.+1.20D+O.50Lr 0.05570 -Z Bottom 0.5184 ASMin O60 54.794 OK X-X,+1.20D+0. SDS 0.06834 +Z Bottom 0.5184 ASMin 060 54794 OK X-X,+120D+0.505 0.06836 -Z Bottom 0.5184 ASMin 060 54.794 OK X-X.+1.20O+1.60Lr 0,1114 +Z Bottom 0.5184 ASMin 0.60 54.794 OK X-X,+120D+1.60Lr 0.1114 -Z Bottom 0.5184 ASMin 060 54.794 OK X-X,+120D+1.6OLr+0.50W 007270 +Z Bottom 0.5184 ASMin 060 54.794 OK X-X,+1.20D+1.60Lr+0. 50W 0.07272 Z Bottom 0.5184 ASMin 060 54.794 OK X-X.+1.20D+1.605 0.1519 +Z Bottom 0.5184 ASMin 0.60 M.794 OK X-X,+1.20D+1.605 0.1519 -Z Bottom 0.5184 ASMin 0.60 54.794 OK X-X.+1.20D+1.605+0.50W 0.1132 +Z Bottom 0.5184 ASMin 0.60 54.794 OK X -X. +1 20D+1 lil WIN 0.1132 -Z Bottom 0.5184 ASMin 0.60 54.794 OK X-X,+1.200+0.50Lr+W 0.02165 +Z Top 0.5184 ASMin 0.60 54.794 OK X-X,+1.20D+0.50Lr+W 0.02166 -Z Top 0.5184 AsMin 0.60 54.794 OK X-X,+1200+0.50S+W 0.008999 +Z Top 0.5184 ASMin 0.60 54.794 OK X-X.+1.20D+0.50S+W 0.009002 Z Top 0.5184 ASMin 0.60 54.794 OK X-X,+120D+0.705 0.08352 +Z Bottom 0.5184 ASMin 0.60 54.794 OK X-X,+1.20D+O.70S 0.08355 -Z Bottom 0.5184 ASMin 0.60 54.794 OK X-X,+0.90D+W 0.03263 +Z Top 0.5184 ASMm 0.60 54794 OK X-X.+0.90D+W 0.2936 Z Top 0.5184 A Mhm 0.60 54.794 OK X-X.+0.90D 0.02278 +Z Bottum 0.5164 Mill 0.60 54194 OK X-X.+0.90D 0.02279 Z Bottom 0.5184 ASMm 060 54.794 OK Z -Z,+1.400 0.0630 -X Bottom 0.5184 ASMm 0.60 54.794 OK Z-Z,+1.40D 0.0630 +X Boom 0.5184 ASMIn 060 54.794 OK Z-Z.+1.20D+0.50Lr 0.0990 -X Bottom 0.5184 ASMm 0.60 54794 OK Z-Z..1.20D+0.50Lr 0.0990 +X Bottom 0.5184 ASMin 060 54J94 OK ZZ.-1.20D+O.50.S 0.1215 -X Bottom 0.5184 ASMin 0.60 54.794 OK Z-Z,+1.20D+0.50S 0.1215 +X Bottom 0.5184 ASMm 0.60 54.794 OK ZZ,+1.201W.60Lr 0.1980 A Boom 0.5180 ASMm 0.60 54,794 OK ZZ, +1.201>+1.601r 0.1980 +X Bottom 0.5184 ASMm 0.60 54.794 OK Z-Z,+1.20D+1.60Lr+0.50W 0.1293 -X Bottom 0.5154 AsMm 0.60 54.794 OK ZZ,+120D+1.60Lr+0.50W 0.1293 +X Bottom 0.5184 ASMin 060 54.794 OK ZZ,+120D+1.605 0.270 -X Bottom 0.5184 ASMin 060 54.794 OK ZZ,+120D+1.BDS 0.270 +X Bottom 0.5180 ASMm 060 54.794 OK ZZ,+1.200+1.605+0. SOW 0.2013 -X Booms 0.5184 ASMin 060 54.794 OK Z-Z,+1.20D+1.60S+OSDW 0.2013 +X Bottom 0.5184 ASMin 060 54794 OK ZZ,+1.20D+D.50Lr+W 0.03850 -X Top 0.5184 ASMin 060 54.794 OK Z-Z,+1.20D+0.50Lr+W 0.03050 +X Top 0.5184 ASMIn 060 54,794 OK Z-Z,+120D+0-SDS+W 0.0160 -% Top 0.5184 ASMm 060 54794 OK ZZ,+120D+0.50S+W 0.0160 +X Top 0.5184 ASMin 0.60 54.794 OK ZZ, +1.20D+0.705 0.1485 -X Bottom 0.5184 ASMm 060 54.794 OK ZZ +1.20D+0]0$ 0.1485 +X Bottom 05184 MMin 060 54.794 OK ZZ, +0.900+W 0.0970 -X Top 0.5164 A Mm 060 54-794 OK ZZ, +o.gaD+w 0.0970 +X Top 0.5184 ASMin 060 54.794 OK Z-Z,+0.90D 0.04050 -X Bottom 0.5184 ASMin 060 54.794 OK Z-Z,+0.90D 0.04050 +X Bottom 0.5184 ASMin 060 54.794 OK NL Olson 8 Associates. Inc. Project Tithe 2453 Bethel Ave. Engineer: PO Box 637 Project ID: Pod Orchard, WA 98366 Project Claim (360) 876-2284 0.00 psi [§ima1FootingP" JimFIKNID23NS ACO LICS KWN015058 BUAP20221.9 WSON a ASSOCATE (c) ENERCALC INC 19038022 DESCRIPTION: Porch/Patio Cover Beam One Way Shear Load Combination... Vue-X Vue+X Vue2 Vue+Z Vu:Msa Phi Vn Vu I PhPVn StNus +1.401) 0.001,91 0.00Psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 ON +12013+0 501-r 0.00mi O.00psi 0.00 psi 0,000 OOOpst 75.00 psi 0.00 OK +1.20Dio SOS O.00psi 0,00 psi 0.00 psi 0.000 0,00 psi 75.00 psi 0.00 OK +1.20D+1.601 -r 0.00 Psi 0.00psi 0.00 psi 0.00 pu 0,00 psi 75.00 psi 0.00 OK .1.2013+160Lr+0. 50W 0.001,61 OOOpsi 0.00 psi 0000 000psi 75.00 psi 000 OK +1.20D+1.605 0.00psi 0.00 psi 0.00 psi 0,000 000psi 75.00 psi 0.00 OK +1.20D+1.605+0.50W 0.00 Psi OOOpsi 0.00 psi 0.0ow 0.00 psi 75.00 psi 0.00 OK +1.20D+O.SOLr+W 0.00 psi 0.00psi 0.00 psi 0.00 pu O.00psi 75.00 psi 0.00 OK +1.nD+0.50S+W 0.00psi O.00psi 000 psi 0.00 psi 0Oopsi 75.00 psi 0.00 OK +1.20D+0.705 0.00 Psi O.00psi 0.00 psi 0.00 pili O.00psi 75.00 psi 0.00 OK +0.90D+W 0.00 psi 0.00 psi 0.00 Psi 0000 O.00psi 75.00 psi 0.00 OK +0.90D 0.00psi OOOpsi 000 psi 0.00 psi OOOpsi 75.00 psi 0.00 ON Two�V ay "Punching" Shear Ail units K Load Combination... Vu Ph"n Vu PNNn St3Ws +1.400 970 psi 150.00psi 008167 OK +1.20D+O.5OLr 970 psi 150.00PV 006467 OK +1.20D+0.50S 9.70 psi 15060psi 006467 OK +1.20D+1.60Lr 9.70 psi 150.00psi 0.06467 OK +1.20D+1.60Lr+0.50W 9.70 psi 150.00psi 0.06167 OK +1.2013+1605 970 psi 150.00psi 0.06167 ON +1.2013+1 605+0.50W 9.70 psi 150.00psi 0.06467 OK +1.2013+0.50Lr+W 9.70 psi 150.00psi 0.0&67 ON -1.20D+0.50S+W 970 psi 150.00psi 006467 OK +1 20D+0 970 psi 15000psi 0.06467 ON +0.901)+W 9.70 psi 150.00psi 0.00007 OK +0.901) 9.70 psi 150.00psi 006467 OK Appendix Technical Topics A Portal Frame for Engineered with Hold Downs Applications The APA portal -frame design, as shown in Figure 1, was envisioned primarily for use as bracing in conventional light -frame construction. However, it can also be used in engineered applications, as described in this technical topic. The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid, moment -resisting frame. The extended header is integral in the function of the portal frame, thus, the effective frame width is more than just the wall segment, but includes the header length that extends beyond the wall segment. For this shear transfer mechanism, the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. FIGURE 1 CONSTRUCTION DETAILS FOR APA PORTAL -FRAME DESIGN WITH HOLD DOWNS FRONT ELEVATION SECTION Headw ro Iwk still fiknt of Moder wit double ponol komes (leo braced wall porclsl slog or wind do n mot 10001bf on both Faem of Fodef wit sm9k porrol home (ore sides al;rio apposrk ude o� 8 oi,,wall ifn of o 2ro IB'rougowidlMW opening shevihmg ' no, sirpk or doble pwnl Foden kinge sled to Fo�vE`)a - Modef wiMb160 wall 4;=' neigh, _ FPdo .P PIa1e ro I - h(=' with lwo rows of Ibd dnkc noBz of min. 3oI wood - Fonen sheodr�rig ro Faader wit ad woman or fol panel 12 gol.onrsed bas nails m 3' grid Patlern os shown sMeotMinp rMoi to or Moder b wbznd sn p per wind dmipn. i If needed, pool splice -11 o Min 1000 �bl on hot s des of opening pposite dyes shall or- ov er height sided sheothmg, o and be oikdn on bbcl,mp 10' - Min double 2r4 homing covered with in 3/8' +thin miLdk 26' of height. One pow Mirk woad sm,tlural pool sMelhrng w'^F - - .... al.leg ' heght .. - U ori or gdmmzad bw node of 3'. rsfooved in godg C. .. in all Mi (dada, Iii -king, ort vIkl Irp. poral edge. Twical ponol Mni. - Min knpM of pone) per route 1 condf.ble _ mind. 2a.d) - Ikng aM iok dud) '�- Min 2135o01b strap-e/pe 1wldxdor.m number of I -ark sNds (embdded iMo <onnele and oAed inro i,—NI o6 IRC biles R602.)I(6(2)- ,1, r Min offs, Ldc �cr a" <J bni 1 ndlorting iaP and bosom cl L .. . ;i.... I The tb: Mold -down I I may be Doled on M,e 1 I I bpduide of Me pwrol.home bating. Mid-cicnini dei lob - emhdernnin Min, 1) bmeon0or saper IRC R403 b - fee and so wM 2+2. 3/I6' Piro,wosM1e. ran Fomingl _ A Poral Frama with Hold Downs far Engineered Applications TABLE 1 RECOMMENDED ALLOWABLE DESIGN VALUES FOR A SINGLE LEG OF AN APA PORTAL FRAME USED ON A RIGID -MSE FOUNDATION FOR WIND OR SEISMIC LOADING `4 Allowable Design (ASD( Values Minimum Partial Maximum Portal per Frame segment Width (in.) Height (/) Shear' (Ibf) DeBedion (in.) Load Factor 16 8 850 _ 0.33 3.09 10 625 0.44 2.97 24 8 1,675 0.38 2.88 _ 10 1,125 0.51 3.42 a. Design volues are based on the use of Doug9las-fir w Southam ria ham- ii For other spades of framing, mulbply the above hear design lue by the spedfic 9 avity pdiustment factor = (1 -10.5 - SG)), where SG = spedfic gmvM of the actual framing. This odiusTment shall not ba grimhu than 1.0. It. For construction as shown in Figure 1. c Values ore for o single portal -home segment done mriml leg and o pportion of The hinder). For mull ple portoldrome segments, the allowable shear design values are permitted to be multiplied by the number of frame segments. d. Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, Is permitted. e. The allowable shear design value is permitted to be multiplied by a factor of l e for wind design. f a stay drift is not a design consideration, the tabulated design shear values are permitted b be multiplied by a factor of 1.15. This factor is perinned to be used wmulotively with the with -design adjustment foan in Foalnote (e) abowa. Recommended design values for engineered use of the portal frames are provided in Table 1 considering both strength and stiffness. The Table 1 values were developed using the CUREE cyclic test protocol (ASTM E2126) with a flexible load head to ensure that the code (1130) drift limit, ductility and safety factor are maintained. For seismic design, APA recommends using the design coefficients and factors for light -frame (wood) walls sheathed with wood structural panels rated for shear resistance (Item 15 of Table 12.2-1 of ASCE 7-16). See APA Report T2004-59 for more details. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap -type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid -base foundations, such as a concrete foundation, stem wall or slab, and using a similar embedded strap -type hold down. Form No. 7.10011 • s 7020 PPA- The E,in d Wood Avs-amn • w. w..opowooala, 2 — A Pw f Frame with Hold Downs for Engineered Applications References APA. 2004. Confirmation of Seismic Design Coefftcients for the APA Portal Frame. APA Report T2004-59. Tacoma, WA. APA. 2012. Effect of Hold -Down Capacity on IRC Bracing Method PFH and IBC Alternate Method. APA Report T2012L-24. Tacoma, WA. American Society of Civil Engineers. 2016. Minimum Design Load and Associated Criteria for Buildings and Other Structures. ASCE 7. Reston, VA. ASTM International. 2001. Standard Test Methods (or Cyclic (Reversed) Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings. ASTM E2126. West COn5hohocken,PA. We hnre field rep,eumeeve: in mon, major U.S. ciMs wd In Conode r+ho mn help or—, 9—sr—,—lo., APA fiode 6,.d produ[Is. For oddiMo.l epeofYrn6 er,nrooW wood produns, mmmri vs. APA HEADQUARTERS: 7011 So. 19M Sr. aT... Woe .r,,on 98166.[2531565 6600 • Po.. (2531565 7265 AIA PRODUCT SUPPORT HEV DESK: P531620-7400 • EEmod. belp@opowood.org DISCLAIMER: a m(o.morbn conbrned Mmn is hosed an APA -The Enp�neered Wood Asmoal�on's cannmm,9 pmproms of laborolory msnrg, product mreoN, and compre rsr.e held a reoce. Nei , APA nor ds members moke any warronto r, ,rd w i ophod, w Daum¢ or 1e9o1 Ib61iry or mepamib0r, for the vee. oPok-noo of, oM/or reference ro opinions, f rd,,, , con 1--, m recommendonovs includedin Mir pabhr.roo C-01 put burl I�nrdmrlon or d-,prof-oo-1 M or, re campf.Mo wen code mnsrmclion, and pedarmorce regwre ,. Bemuse APA hm no mnMJ mer ay.11te of workmanship .1 6. mrbnw+s ur der which e,,neemd wood prodvcn are uud, n cannot omepr rerponvblllry (wpradml peHormorce ac despns as admll, connrucred. T 2020 APA- The Engineered Wod Ass ,00 Form No. M 100H Rr,os dMa, 2020 APA