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REVIEWED BLD BLD2021-1197+Structural_Analysis_or_Calculations+8.27.2021_11.01.49_AM+2380275RECEIVED bulEr Aug 30 2021 BLD2021-1197 E N G 1 N E E R 1 N G CITY OF EDMONDS LLC' DEVELOPMENT SERVICES DEPARTMENT Structural Calculations for: Sellstone Bliss Remodel 21410 96th Ave W, Edmonds, WA 98020 Client: Edge Design Build Code: 2018 International Building Code Table of Contents - C1-C2 - Design Criteria - F1-F8 - Framing Calculations Scope: Structural Design of Single -Family Residence Remodel August 25, 2021 Buker Engineering, Ilc PO Box 55124 Seattle, WA 98155 Ph: 206.258.6333 FOCIMEEKIMC? pnIEL .)TC Hazards by Location Search Information Coordinates: 47.805206918727045,-122.36173066931153 Elevation: 329 ft Ti mestam p: 2021-08-18T19:29:34.745Z Walnut St Yost -Park =_ shy!a'PRa 329 ft Spruce St dpitl waY 5 Sowda�n WaY nN 0 N 214th PI SW n Hazard Type: Seismic 21SOS1ID Vy � A Reference ASCE7-16 Pine st 216th Si SW Document: * 216th PI SW Go gfe J 277th St SW RMap data ©2021 Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.283 MCER ground motion (period=0.2s) S1 0.451 MCER ground motion (period=1.Os) SMS 1.54 Site -modified spectral acceleration value SM1 0.834 Site -modified spectral acceleration value SIDS 1.027 Numeric seismic design value at 0.2s SA SD1 0.556 Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC D Seismic design category Fa 1.2 Site amplification factor at 0.2s FV 1.85 Site amplification factor at 1.0s CRS 0.91 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.546 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.655 Site modified peak ground acceleration TL 6 Long -period transition period (s) C2 UPPER ROOF FRAMING KEY PLAN f _ LEA 2X6 CEILING JOISTS � & 2X6 RAFTERS @ 24" O.C. FLUSH BEAM FOR (E) CEILING JOISTS z I o - a ��a o� RB1 w RB21 uIw m w Ae°� I ------ ----------li----- I 2 UPPER ROOF FRAMING SCALE: a' = 1'-0" F1 V-aot FP -Am I FI ci (UkPPE P-a use. fix', m1t1 Gp = 11s Fe' = 1d:s tl 31 q'�D ybi = a = is rs� = 175 �6� ($ ,sort jz) Z- IIAA m = 3qx l� = 2-4 �� .► Yz� pit Cr = 1. F, ' = j.5 d q10 = 1350 p�c ry ' = }g p d Tor - 0, l +►n y L� $ is G bulc— rG -�CILLSTDHE RUSS aECIIEOO�R aroject F2 shcet LOW ROOF AND 2ND FLOOR FRAMING KEY PLAN HDF 2 LOWER ROOF AND SECOND FLOOR FRAMING SCALE: 4' = P-0" F3 Lo V,f UOF 1 2"1 r LYz-- ri2-A [Ylll-Y-, 2s35,5�L/Z) = 4�TD"h- U�SE1°l'12" C-It 13 m - Y9, 4 15 t), • R = t3 b �i >2 - (o1 l D lb �'� - 8 5 p%', Cn = 1.15 F-bi` = 7',366 rb7I Fv , = oZ 6-co5 Pvl) -- 3 0 � rs'� F-13 1 L = 1 1, 5 bL-: 15 t,C 3 t/?- x a t/-i LS L M = -foDa W -M �7&a= 10, 20 1� 1�ror - >r�� L : I l - -43ff bulc-r ENGINEERING D L LL_ -1 ?SL 11� 12 4 �t • lb. Mcu,(= l3► Q s5 4- Fi- Y?l _ ZA Z La W- \1 a _ (v A 30 1b. A-�,z - 0.�a'IY) ` L/ 2t j A 4L = IC) .3 S', n = ass o �, �� L= � -s�t b L = 15 fSk rl �J L.15 (1-jD r = �� 2 psi = 0.15 in = �� 4 k-L-A_ L- -3R llL= ISM%� tl-W&L = M = A 2 o tb/A p = (9 tto t CSEE V-6 '6) SELLS fib#-[E �_1.155 �.�.,la�l�1C� brojecr e pro�ecF�#.{ {7 rsi np Dat U F4 Sheet �1341 C ORT l E 11k (Ills" Ls L., 12, ZD (D Lb • k 1(A F 151 QI 5'5 �ti` 3�s�1e D H) �2 L-2h D L : IS psi 12 D te` use Cz) 2-Xli MIH m� �A1,D Im.�l N Z, �3 t i OD 33 Flo = l lI "d L/I01:- D no 9-3 L - 11.5 Vt = 1s r = z.5 r U-) = 051str255�4)02.5�A f2 T 2-M z 33b] SASE 3�� " x J'l2 "- LSL I M I i 455 lb •�( 11)CUL = I�iA 7 11 1$ II lb V Ca = IoB fiD l� L 101- = 0 ,3 t ~ --y O v- 5 l �T O�4E DL SS , gf., [KE - IC C b u�� Project - Qes ENGINEERING Qat 171 F5 Sheet BEAMBOY V2.2 REPORT FB1 BEAM PROPERTIES Beam Length = 11.5 ft. Moment of Inertia = 250 in^4 Modulus of Elasticity = 1550000 psi Distance From Neutral Axis to Furthest Fiber = 4.75 in. LOAD CONFIGURATION --------------------------------- Point Loads ------------------ Distributed Loads Start=330 lb./ft., x=0 ft.; End=330 lb./ft., x=11.5 ft. Start=193 lb./ft., x=6 ft.; End=193 lb./ft., x=11.5 ft. Moments Supports Simple support; 0 ft., Reaction=2150 lb. Simple support; 11.5 ft., Reaction=2710 lb. MAXIMUM VALUES Maximum Bending Moment = 7000 lb.-ft. at x=6.33 ft. Maximum Bending Stress = 1590 psi at x=6.33 ft. Maximum Deflection = -0.426 in. at x=5.86 ft. Maximum Slope = 0.583 degrees at x=11.5 ft. 8/19/2021 F6 BEAMBOY V2.2 REPORT R B4 BEAM PROPERTIES Beam Length = 7 ft. Moment of Inertia = 488 in^4 Modulus of Elasticity = 1550000 psi Distance From Neutral Axis to Furthest Fiber = 5.94 in. LOAD CONFIGURATION Point Loads ------------------ 6110 lb., x=2.5 ft. Distributed Loads --------------------------- Start=420 lb./ft., x=0 ft.; End=420 lb./ft., x=7 ft. Moments Supports Simple support; 0 ft., Reaction=5400 lb. Simple support; 7 ft., Reaction=3650 lb. MAXIMUM VALUES Maximum Bending Moment = 12200 lb.-ft. at x=2.5 ft. Maximum Bending Stress = 1780 psi at x=2.5 ft. Maximum Deflection = -0.119 in. at x=3.29 ft. Maximum Slope = -0.271 degrees at x=0.0007 ft. 8/19/2021 F7 DESIGN PROPERTIES Allowable Design Properties(1) (100% Load Duration) Grade Width Design Property Depth 43/e" 5I/z" 51/2" Plank Orientation 71/4" 91/4" 91/2" 111/4 117/s" 14" 16" 18" 20" Moment (ft-Ibs) 1,735 2,685 1,780 d© 4,550 LSL Shear (Ibs) 4,340 5,455 1,925 7,190 _ 1.3E 31/2" Moment of Inertia (in.4) 24 49 20 ill Weight (plf) 4.5 5.6 5.6 7.4 Moment (ft-Ibs) 5,210 7,975 10,920 14,090 Shear (Ibs) 3,435 4,295 5,065 5,785 13/4„ Moment of Inertia (in.4) 125 1 244 400 597 Weight (plf) 5.2 1 6.5 7.7 8.8 1.55E Moment (ft-Ibs) 10,420 15,955 21,840 28,180 Shear (Ibs) 6,870 8,590 10,125 11,575 31/2„ Moment of Inertia (in.4) 250 488 800 1,195 Weight (plf) 10.4 13 15.3 17.5 12,130 1 15,555 Moment (ft-Ibs) 2,125 3,555 5,60 1 5,885 8,070 8,925 1 19,375 23,580 Shear (Ibs) 1,830 2,410 3,075 1 3,160 3,740 3,950 4,655 5,320 5,985 6,650 2.0E 13/4" Moment of Inertia (in.4) 24 56 115 125 208 244 400 597 851 1,167 Weight (plf) 2.8 Parallam@ 3.7 4.7 4.8 5.7 6.1 7.1 8.2 9.2 10.2 Moment (ft-Ibs) 12,415 13,055 17,970R12,05514,210 0 34,955 43,665 Shear (Ibs) 6,260 6,430 7,6155 10,825 12,180 31/2" Moment of Inertia (in.4) 231 250 4150 1,195 1,701 Weight (plf) 10.1 10.4 12.33 17.5 19.7 Moment(ft-Ibs) 18,625 19,585 26,95540 52,430 65,495 Shear (Ibs) 9,390 9,645 11,42010 16,240 18,270 2.0E 5 /4" Moment of Inertia (in.4) 346 375 623 733 1,201 1 1,792 2,552 Weight (plf) 15.2 15.6 18.5 19.5 23.0 26.3 29.5 Moment (ft-Ibs) 24,830 26,115 35,940 39,805 54,325 69,905 87,325 Shear(Ibs) 12,520 12,855 15,225 16,070 18,945 21,655 24,360 711 Moment of Inertia (in.4) 462 500 831 977 1,601 2,389 3,402 Weight (plf) 20.2 20.8 24.6 26.0 30.6 35.0 39.4 (1) For product in beam orientation, unless otherwise noted. PRODUCT STORAGE Some sizes may not be available in your region. Protect product from sun and water CAUTION. Wrap is slippery when wet or icy Align stickers (24 or larger) directly over support blocks Use support blocks (6x6 or larger) at 19' on -center to keep bundles out of mud and water Trus Joist® Beam, Header and Column Specifier's Guide TJ-9000 I June 2019 4