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REVIEWED BLD2023-0954+Structural_Analysis_or_Calculations+7.28.2023_2.24.44_PM+3695552BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Structural Calculations For RECEIVED Jul 31 2023 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 1.31ONOA]to] x, 1l Knight Residence Remodel 8525 186th St SW Edmonds, WA 98026 July 28th, 2023 REVIEWED BY CITY OF EDMONDS BTL ENGINEERING 19011 Woodinville -Snohomish Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax:(425) 821-2120 Calculations BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 www.btleng.net . . ........................... ..... . .................................. ................ 16 to 5' q? .............. ... ... ........ ...... ...... ------ . ....... . ......... .. .. ...... ... .... ... .... a �J P4 ................ ............................. .... - (01ij 00- 1 1pr ............................ A'pJ -P r> te- 1.Ptk . ...... Project: — Project Number: Client: Designed By: Date: Scale: Page: 6— 1 1 .-..- . l - - .H- Fb = 2400 psi F„ = 265 psi E = 1800 ksi FC1= 650 psi b x d (in) (in) M.11. (ft-k) = Fb "` S Va11ow (k) = 2/3 * Fv' " b " d Ell (lb' x 10") I (in") S (in") Cva CD = 1.0 = 1.15 = 1.33 Cp = 1.0 = 1.15 = 1.33 5 1 /2 x 6 6.60 7.59 8.80 5.83 6.70 7.77 178.20 99.00 33.00 1.00 5 1 /2 x 7 1/2 10.31 11.86 13.75 7.29 8.38 9.72 348.05 193.36 51.56 1.00 5 1 /2 x 9 14.85 17.08 19.80 8.75 10.06 11.66 601.43 334.13 74.25 1.00 5 1 /2 x 10 1 /2 20.21 23.24 26.95 10.20 11.73 13.60 955.04 530.58 101.06 1.00 5 1 /2 x 12 26.34 30.29 35.12 11.66 13.41 15.55 1,425.60 792.00 132.00 1.00 5 1/2 x 13 1/2 32.95 37.89 43.93 13.12 15.09 17.49 2,029.81 1127.67 167.06 0.99 5 1/2 x 15 40.25 46.29 53.67 14.58 16.76 19.43 2,784.38 1546.88 206.25 0.98 5 1 /2 x 16 1 /2 46.33 53.27 61.77 16.03 18.44 21.38 3,706.00 2058.89 249.56 0.93 5 1/2 x 18 54.65 62.85 72.87 17.49 20.11 23.32 4,811.40 2673.00 297.00 0.92 5 1 /2 x 19 1 /2 63.63 73.18 84.84 18.95 21.79 25.26 6,117.27 3398.48 348.56 0.91 5 1/2 x 21 73.25 84.24 97.67 20.41 23.47 27.21 7,640.33 4244.63 404.25 0.91 5 1 /2 x 22 1/2 83.51 96.04 111.35 21.86 25.14 29.15 9,397.27 5220.70 464.06 0.90 5 1/2 x 24 94.41 108.57 125.88 23.32 26.82 31.09 11,404.80 6336.00 528.00 0.89 5 1/2 x 25 1/2 102.93 118.37 137.24 24.78 28.49 33.04 13,679.63 7599.80 596.06 0.86 5 1/2 x 27 114.74 131.95 152.98 26.24 30.17 34.98 16,238.48 9021.38 668.25 0.86 5 1 /2 x 28 1/2 127.15 146.22 169.53 27.69 31.85 36.92 19,098.03 10610.02 744.56 0.85 5 1/2 x 30 140.16 161.19 186.89 29.15 33.52 38.87 22,275.00 12375.00 825.00 0.85 5 1/2 x 31 1/2 153.78 176.85 205.04 30.61 35.20 40.81 25,786.10 14325.61 909.56 0.85 5 1/2 x 33 164.28 188.93 219.04 32.07 36.87 42.75 29,648.03 16471.13 998.25N.J51/2 x 34 1/2 178.76 205.58 238.35 33.52 38.55 44.70 33,877.49 18820.83 1091.0651/2 x 36 193.82 222.89 258.42 34.98 40.23 46.64 38,491.20 21384.00 1188.00 aThe preceding table assumes the following values. Refer to 2001 NDS 5.3.2 to determine actual Cv. Cv = (21 /L) "" (12/d) "" (5.125/b) - <_ 1.0 x= 10 L <_ 20' for depths up to 15" 20' <_ L <_ 30' for depths up to 24" 30' <_ L <_ 40' for depths up to 31 W 40' <_ L <_ 50' for depths up to 36" C,Orl E 1`1GIntEE-Rlll'� � Project: Typical Footing Footing„ 24" x 24" x 8" thick Footing B = 2.00 ft t=8ill _ Reinforcement R = (2) #4 A s1 = 0.40 in d = 4.25 in Cover: 3 in Column C, = 3.50 in C2 = 3.50 it Materials f = 2500 psi Normalweight n A = 1.00 fy = 40000 psi Uncoated 1.00 Net Footing Weight PFTc = 0.11 k Soil Pressure: PASo = gaBZ - PFTc = One-way shear- 0 = 0.75 V, = 2d f,'Bd W 10.20 k Vuc0V, oV,= 7.65k _ (B -- C2 _ 0VI Vu -quB 2 d � qu B- B(�C_.d) qu = 7650 psf or Two-way shear.- 0 = 0.75 [22.6.5.2(a)] vc = 4.1 f, _ [22.6.5.2(b)] vc = (2 + R) fc = [22.6.5.2(c)] vc = (2 + ti d) d f� _ 0 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 Isolated footing B — Cl 0Vc Vu=quB 2 —d —4 qu B(B 2Ci—d) 7650 psf Pu = quBZ = 30600 # 200 psi G 300 psi '8 = 1.00 aX = 40 374 psi bo = 2(Ci+d)+2(C2+d) 31 Vu<_(AVc OVc=ovcbod= 19.76k 0 Vc Vu = qu[B2 - (Cl + d)(C2 + d)] qu = [BZ - (Cl + d)(Cz + d)] qu = 5516 psf Pu = quBZ = 22063 # Moment: 0 = 0.90 Mn = Asfy(d - a/2) = 5.5 k-ft a=A,fy/(0.85f�B)= 0.31 in Mu < oMn 0114u = 4.9 k-ft quB (e-CZ 2 2 ) _ 20Mu Mu 2 qu B((B — C2)/2)2 Mu = qu = 6732 psf or 6732 psf Development of Reinforcement: 3 fv r L ?h d),d) quB ()B—C Z 20Mn 2 �qu= B((B — C) 2)2 Pu = quBZ = 2692� Id = — s db = 7 in ...7 in available OK 40 A cam,. C ) (IL Adjusted Soil Bearing Pressure 1500 psf 2000 psf 2500 psf Max Load (lbs), Soil 5893 7893 9893 Max Load (lbs), One -Way Shear 19125 19125 19125 Max Load (lbs), Two -Way Shear 13789 13789 13789 Max Load (lbs), Moment 16830 16830 16830 Max Load (ASD) 5893 7893 9893 Max Load (Factored) 9429 12629 15829 3000 psf 3500 psf 4000 psf 11893 13893 15893 19125 19125 19125 13789 13789 13789 16830 16830 16830 11893 12710 12710 19029 20337 20337 Date: 1 23 2023 Page: 4(f - 3 B TL 19011 Woodinville -Snohomish Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Details NQS�, s (�-3 N � f'o y r 0 0 0 o a a � ' K o m 0 � o Paz � Cc C� A N o 000�o