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REVIWED BLD2023-1072+Calculations+8.18.2023_1.50.08_PM+3734908RECEIVED Aug 29 2023 DEVELOPMENT SERVICES Spencer Residence Deck Replacement Structural Calculations REVIEWED BY CITY OF EDMONDS Prepared By: 17706 691h Place W. Edmonds, WA 98026 Snohomish County Sidesway Project No. 23084.01 SIDESWAY ENGINEERING BLD2023-1072 ovz,�Z- v Spencer Residence August 17, 2023 Project No. 23084.01 Project Description Sidesway Engineering was retained by the homeowner to perform analysis and design as necessary to obtain a building permit for the proposed deck replacement at the existing single family residence located at 17706 69th Place W. in Edmonds. The new deck will be framed with pressure treated lumber spanning from a ledger to a beam line that bears on pier footings extending below frost depth for lateral resistance. All existing house framing and dimensions were provided by the homeowner, Sidesway did not visit the site to verify any information. Scope of Work Provide gravity & lateral calculations for the deck replacement as required to obtain a building permit. The guard rail system will be conventionally framed per IRC requirements or the homeowner will purchase a pre -manufactured system compliant with the IRC. The deck does not affect the lateral system of the house and therefore wind and seismic analysis for the house was excluded from our scope of work. Design Criteria 2018 International Building Code (IBC) ASCE 7-16 Minimum Design Loads for Buildings and Other Structures Applicable Material Reference Standards (ACI, MSJC, AISC, NDS) This is a Risk Category II structure designed for the following loads: Dead Loads: 20psf (deck) Snow Load: 25psf Live Load: 60psf (residential deck) Wind Load: V = 100mph, Exposure B Seismic Load: R = 1.5 (cantilevered columns), SDC D Project Summary The proposed deck as designed in the following calculations conforms to the provisions of the 2018 IBC. Refer to the following calculations and structural drawings for framing requirements. Disclaimer This calculation package is based on the documentation that was available to us. Sidesway Engineering did not perform an as -built to verify the accuracy of the provided data and we should be contacted if there are any discrepancies with the assumptions contained within these calculations. We assume the structure has no known deterioration or damage that would adversely affect capacity. 20305 871h Avenue W. I D E SWAY Edmonds, WA 98026 (425)673-4160 E NG I NE ER I I.G qw %Now (-T �-Y4 VMPM6 WN) vJ1 ri&a- Tj? CD v o LO (0 H"a X, (L-\Js "bwsfi � �� �x �� ) A To 1 V\ po- Sim(LS- PL �6-D- lc-- i � p F 44�- C-4 END Umo PNoylaHF-�a .�� ...r. w. V.�r...n ,.:......m� QC 3 SP OUPS CO I Orrin C I n W vmp� I Live W w J0,s Z.O 0 O` , ` - � ff 7 Jo kL to qp oC- fv (�� = 57z, flt, - ie-"3 l,(- = 2 fo(o Uss �z = qP D(, + 2-761 t--(- �-?O9 �-9S FT- 6 Cam 11-14 � O)ftb_� O/Juj V� Pul-f 7" t -� oo P� F `70 Z k U tX6, Zo x � y �P w e S r�S V = , -u rP F D 1 V (P6 PSF t-C F = %Zs` a 1,%" (JOXftDL,4- (O p�� L) r! SSE 06c, PT ?,x10 A% = 0/qte Fvlfv = 0, 3 ? v = 0. 29 1■ AMO z W«� loot,P" P., a kz� _ !,0 q,= 0,007-S� 0,5 7 - /,o - o,s 5 • (00 = la,`f PSF ©, 7 S�� S►��c � 'fps = o,��c� Wy ?-aPs� < <2- Zsr = G�ou�S �1�= � 5 (�aoo �� -- �'©� t�s Description � �' � � ��� � � By � Project No. t �-� Date I DE5WAY Project rep) Checked Sheet No. 5ENGINEERING Date I mjp�/ F�-coR- of J90vs C- A-00 F PLWti ar y(c- it6of- �' I2sofZ,S 4-qqg l'- ZOf3r s Mdo° � � Cad co vr« nJ = 3 7; l 3l? Ids f3) Cotu,.,,A►5 P -�-20q �As (;07 I�S A<,b) US& PT- -� k =- O,-1 5:::- 0,9(, II L) = 0/6� = �/15u -? tuft, rmg Deslw , seC-CH66-f- 3 Description R A . Q GSA � � By � Project No. .. ��t✓ Date Q',1 -J 2 M064,0 IDE WAY Project A Ir n Checked Sheet No. ENGINEERING Date Pier Embedment Analysis Design Parameters b = 1.67 ft Pier diameter 2.0 0s # of diameters that passive pressure acts over d' = 4.65 ft Estimated depth of embedment x = 0.0 ft Height of pier above grade y = 0.0 ft Depth of any soil neglected V = 307 lbs Applied shear force at top of pier M = 2150 ft-Ibs Applied moment at top of pier OTM = 2150 ft-lbs Total applied moment (M + Vz) h = 7.00 ft Distance from grade to application of shear force V S = 400.00 Ibs/ft2/ft Lateral bearing pressure (Table 1806.2 or per geotech) S1 = 620.00 Ibs/ft2 Allowable bearing pressure at depth Ld/3 Sd = 1860.00 Ibs/ft2 Allowable bearing pressure at depth Ld Conventional Static Analysis (Principles of Foundation Engineering, Braja Das): Required Embedment: d4 - (8V/beffS)d2 - (12Vh/beffS)d-(2V/beffS)2 = 0 d = 2.91 ft Depth to Maximum Moment: Z = {2V/(beffS)1112 z = 0.68 ft Maximum Pier Moment: Mmax = V(H+z) - (beffSZ3)/6 Mmax = 2.29 kip-ft Mint = 3.66 kip-ft Total Pier Depth Required: Description BY CAB Project No. •-• Cantilevered Column Pier Design _ ______--------------------------------------------------------------------------- Date 8/17/23 23084.01 IDEWAY Project Spencer checked sheet No. 5 - ---- - _ ---- - -----------�-- --- --- —------- ------ --- Dste-------- — - - 3 ENGINEERING