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RVWD BLD RESUB 1-BLD2024-1276+Sturctural Calclulations+12.4.2024BTL......................IEWE................4 REVIEWED 19125 North Creek Parkway, Suite 203 Bothell, WA 98011 BY Phone: (425) 814-8448 I.�GINI.I :RINCr CITY OF EDMONDS BUILDING DEPARTMENT RESUB ................................................ Dec 042024 Structural Calculations BLD2024-1276 For Schrader Residence Residential Remodel 20315 84th Place West Edmonds, WA 98026 November 27th, 2024 19125 North Creek Parkway, Suite 203 BTL Bothell, WA 98011 Phone: (425) 814-8448 Calculations IRV-FIL ENGINEERING 19125 North Creek Parkway, Suite 203 Bothell, WA 98011 Phone: (425) 814-8448 Fax:425-821-2120 Code: IBC 2021 Soil Bearing: 1500-psf Allowable Soil Bearing Pressure Concrete: 2500-psi Concrete Strength Higher strength may be used, but special inspection and testing reports not req'd Nails: Sheathing 8d common (2'/z" x 0.131") Framing 12d box (3'/4" x 0.131") Floor Framing: Live Load Residential 40 psf Dead Load Concrete Topping, 4" 48.0 psf Finish Floor - Carpet/Vinyl 2.0 psf Sheathing - 3/4 Plywood/Edge Gold 2.5 psf Framing - 2.7 psf Ceiling - 5/8 GWB 2.8 psf Misc. 2.0 psf Total 60 psf Deflection L/480 Live Load, L/240 Total Load Date: 6/24/2024 Page: _ C-1 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA98072-4436 Phone:425-814-8448 ENGINEERING www.bUeng.net � � Q Coo *, w NM RFZMTA C*id T8 ! (Gastnq= ON veca'U I .. . _% L � ON9Y Yxa° SMFAGE- FX 2 IO _ FLRMTS _ _ DL bt10 - • 6" oa. � �T� _ MOMTM ILK OFTMNG • 16" oa. p- ;D I h NF rK 6. TO MATCH YC6 A 46) (-J _ 2. cal K �,F T-� 5 ET`l - to 3f�� G�6 J. 1 � IoG S PAb C� 3&o Project: Designed By: Project Number: Client: Scale: Date: OUGLAS FIR 24F - V4 Fy = 2400 psi F = 265 psi E = 1800 ksi Fu= 650 psi b x tl (in) (in) JJCD Mau,,., (fMc)=Fy `S V.I0 (k)=213'Fv"b'd El (lb -in` x 1W) I (in') S (in") Cva = 1.0 1 = 1.15 = 1.3311CD = 1 01 1,15 = 1.33 3 112 x 6 1 4.201 4MI 5.60 3.71 4,271 4.9511 113,40 63.00 21.06 1.00 3112 8.7 4.64 1 i 1.00 31/2 x 9.45 10.87 12.60 .57 6.40 7.42 38 .63 47.25 1.0 3112 x 10112 11 12,861 14.79117.1511 6.491 7.47 607,75 1 337.64 31/2 x 12 16.80 19.32 2, 7.42 8.53 9.89 907.20 504.00 84.00 1.00 3 1/2 x 13 1/2 21.26 24.45 28.35 8.35 9.60 11.13 1,291.70 717.61 106.31 1.00 3 112 x 15 26.25 30.19 3&00 9.28 10.67 12.37 1,771.88 984.38 131.25 1.00 3 112 x 16 1/2 30.84 35.47 41.12 10.20 11.73 13.60 2,358.371 1310.201 158.81 0.97 3 1/2 x 18 1 36391 41 851 48.52 11.13 12.80 14.84 3,061.80 1701.00 189.00 0.96 3 1/2 x 19 1/2 42.1 48.72 56.49 12.06 13.87 16.08 3,892.81 2,62.67 221.81 0.95 3 1/2 x 21 48.77 56.09 65.03 12.99 14.93 17.31 4,862.03 2701.13 '57.25 0.95 3 112 x 22 1/2 55.60 63.94 74.13 13.91 16.00 18.55 5,980.08 3322.27 2" 31 0,94 2 x 24 6253 8381 14.84 17.07 19.79 7,257.60 4032.00 336.009131/2 x 2512 37 15.77 18.13 2t02 8,705.22 . 483623 379.331l2 x 27 76.39 87.85 101.85 1670 19.20 22.26 10,333.58 5740.88 4252 V.94)31/ 0.90 3112 x 28112 84.65 97.35 112.87 0 12,153.29 6751.83 473.81 0.89 3112 x 30 93.32 107.32 124.43 18.55 21.33 24.73 14,175.00 7875.00 525.00MO.8 3 1/2 x 31 112 102.38 117.74 136.51 19.48 22.40 25.97 16,409.33 9116.30 578.81 3 1/2 x 33 109.38 125.78 145.84 20.41 23.47 27.21 18,866.93 10481.63 635.25 31/2 x 341/2 119.02 136-87 158.69 21.33 24.53 28.44 21,558.40 11976.89 694-31 3 112 x 36 129.04 148.40 172.05 22.26 25,60 29.68 24,494.40 13608.00 756.00 Me preceding table assumes the following values. Refer to 2001 NDS 5.3.2 to determine actual Cv. x= 10 L < 20' for depths up to 15" 20' < L < 30' for depths up to 24" 30' < L s 40' for depths up to 31 W' C-3 Fp = 2400 psi F = 265 psi E = 1800 ksi Fri = 650 psi b x d (in) (in) Maim (11-k) = Fe ' S V,. (k) = 213' Fv" b * d El (lb -in' z 10") I (in") S (in') Cv' CD = 1.0 = 1.15 = 1.33 Co = 1.0 = 1.15 = 1.33 51/2 x 6 6.60 7.59 8.80 5.831 6.701 7.77 178.20 99.00 33.00 1.00 5 112 - 7 1/2 10.31 11. 13.75 7.29 8.38 348.05 19 .00 51/2 x 9 14.85 17.08 19.80 8.7 %06 11.66 601.43 334.13 74.25 1.00 x .95 51/2 x 12 26.34 30.29 35.12 11.66 13.41 15.55 1425.60 792.001 132.00 1.00 51/2 x 131/2 32.95 37.11 43.93 13.12 15.09 17.49 2:029.81 1127.67 167.06 0.99 5112 x 15 40.25 46.29 53.67 14.58 16.76 19.4311 2,784.38 1 1546.881 206.25 0.98 5 112 x 161/2 46.331 53.271 61.77 16.03 18.44 21.3811 3,706.00 1 2058.891 249.56 0.93 5 112 x 18 54.65 62.85 72.87 17.49 20.11 23.32 4,811.40 2673.00 297.00 0.92 51/2 x 19112 63.63 73.18 84.84 18.95 21.79 25.26 6,117.27 3398.48 348.56 0.91 51/2 x 21 73.25 84.24 97.67 20.41 23.47 27.21 7,640.33 4244.63 404.25 Uri 51/2 x 22 1/2 83.51 96.04 111.35 21.86 25.14 29.15 9,397.27 1 5220.70 464.06 0.90 51/2 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 25 112 102.93 118.37 137.24 24.78 28.49 33.04 13,679.63 7599.80 596.06 0.86 5 112 x 27 114.74 131.95 152.98 26.24 30.17 34.96 16.238.48 9021.38 668.25 0.86 51/2 x 281/2 127.15 146.22 169.53 27.69 31.85 36.9211 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 51/2 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 16471.13 998.25 0.82 51/2 x 341/2 178.76 205.58 238.35 33.52 38.55 44.70 33,877.49 18820.83 1091.06 0.82 5 1/2 x 36 193.821 222.891 258.421 34.981 40.231 46.64 38,491.20 21384.00 1188.00 0.82 OThe preceding table assumes the following values. Refer to 2001 NDS 5.32 to determine actual G,. x=10 L 5 20' for depths up to 15" 20' S L < 30' for depths up to ZV 30' < L < 40' for depths up to 31 h" BTL ENGINEERING Project: Continuous Strip Footing 12" wide x 8" thick Footing width, B = 16 in Footing Thickness, t = 8 in Stem Wall width, C = 6 in Stem Wall Height = 20 in 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax:425-821-2120 IBC Section 13.3.2: One-way shallow foundations Normalweight n ro = 2500 psi Uncoated n fy = 40000 psi Longintudinal Reinforcement: (2) #4 Bar Diameter = 0.500 in Bar Area = 0.20 in Strip footing As = 0.40 in Cover: 3 in Stem Wall Reinforcement: #4 @ 24 "oc Hook Dowels 11111" Bar Diameter = 0.500 in Bar Area = 0.20 in AS = 0.10 in Cover: 3 in b,,,, = 12 in (per ft) d = 4.75 in Footing + Stem Wall Weight - Weight of Displaced Soil = 161 plf One-way shear, no shear reinforcement [22.5.5.11 Vr = 2.1 f,'b,,,,d — 5700 # per foot length — [22.5.10.1] Vu < -PV, B —C Vr Vu=qubw 2 —d qu=b,, (B 2 C —d) qu = 51300 psf Max Uniform Load on Stem = 68400 plf [Ultimate] 42750 plf [Service] Moment: [22.2.1.11 Mn = Asfy(d — a/2) _ Mu < `75 Mu rB — Cl z au bw \ 2 l Mu = 2 1.557 k-ft per foot length 20Mn � qu b w(B—JClz 2 qu = 16145 psf Max Uniform Load on Stem = 21527 plf 13454 plf Development of Reinforcement s 3 Pf 0"P� 'P) [25.4.2.31 ld = db = ( ( ATdb /I Allowable Soil Bearing Pressure 1500 psf Max Uniform Load, Soil 1839 plf Max Uniform Load, Shear 42750 plf Max Uniform Load, Moment 13454 plf Max Uniform Load (Service) 1839 plf Max Uniform Load (Ultimate) 2943 plf Max Point Load (Service) Max Point Load (Ultimate) N/A AS fy a 0.85f,b — [Ultimate] [Service] 0.75 IM1111 0.16 in maximum point load 12.26 kips Date: 11 /26/2024 Page: C-5 BTL 19011 Woodinville -Snohomish Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Details BTL F(.00p 19125 North Creek Parkway, Suite 203 Bothell, WA 98011 Tl /A� — nA A n A An (z!IE C410 Project: Project Number: _ Client: Designed By: Scale: Date - Page: