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APPROVED BLD - BLD2020-0763+STRUCTURAL CALCS+11.18.2020_5.23.15_PMRESUB Nov 19 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Prepared By: BLD2020-0763 ..,.,...,.,.,............................... REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT Richard Residence Garage Addition Structural Calculations 6820 174t" Street S.W. Edmonds, WA 98026 Snohomish County Sidesway Project No. 20092.01 SIDESWAY ENGINEERING Richard Residence Garage Addition November 16, 2020 Project No. 20092.01 Project Description Sidesway Engineering was retained by the homeowner to perform analysis and design as necessary to obtain a building permit for the proposed garage addition to the existing single family residence located at 6820 174th Street S.W. in Edmonds. The proposed addition will add living space and a garage west of the existing structure and will be conventionally wood framed with pre -manufactured roof trusses spanning to beams and bearing wall lines. The living space is framed with sawn lumber joists over a crawl space while the garage floor is slab on grade. The lateral force resisting system consists of a sheathed roof diaphragm spanning to exterior wood stud shear walls and portal frames at the garage doors. The addition is designed to resist all lateral loads due to its' mass (seismic) and surface area (wind), thereby not loading the existing house lateral system. Because of this, a lateral analysis of the existing structure was excluded from our scope of work. All dimensions were provided to us from Ken Mattson & Associates drawing dated 7-10-2020. Sidesway did not perform an as -built to verify the accuracy of the provided information. Scope of Work Provide gravity and lateral calculations for the proposed structure as required to obtain a building permit. Redline structural framing requirements onto the drawing set as needed for permit. Design Criteria 2015 International Building Code (IBC) 2015 International Existing Building Code (IEBC) ASCE 7-10 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: 15psf (roof), 15psf (floor), 9psf (walls) Snow Load: 25psf Live Load: 40psf (residential) Wind Load: 110mph, Exposure B, KZT = 1.0 Seismic Load: R = 6.5 (wood s.w.), Site Class D, SDC D (refer to seismic loads) Project Summary The proposed garage addition as designed in the following calculations conforms to the 2015 IBC and IEBC. Refer to the calculations and Ken Mattson & Associates drawings for structural 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 87th Avenue W. 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REFER TO THE SHEAR WALL DETAIL IN THE TYPICAL WOOD FRAMING DETAILS. 2. THE VALUES IN THIS TABLE ARE BASED ON HF GRADE STUDS AND HF GRADE PLATES 8 RIMiBLOCKING, 3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT 4. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS, FIELD NAILING 12" OC MAXIMUM. 5. A T ALL SILL PLATE ANCHOR BOLTS 1N 2x6 WALLS, INSTALL 3 GA x 3" x 4 1!2"PLATE WASHERS WITH THE EDGE OF PLATE WASHER WITHIN 112" OF SHEATHED EDGE. FOR 2x4 STUD WALLS, INSTALL 3 GA. x 3`x 3" PLATE WASHERS. 6. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AS INTO FOUNDATION OR STEM WALL. 7. 7,'16" SHEATHING MAY BE USED IN PLACE OF 15132" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS. _____ • _•___•___•__ ___� __•_____..!_____ PANEL L-DGE NAN, I I jj-"-----n------- f-I------- n----- PER SHEAR wqu ING LI h� I ^ 1.1 1•I 1'I �•� SCHEDUt6. PROV,DF I I I I I I i t � I I I I I I ,StXiF NM11✓� £» I I I 11 i t 1 1 I I I I I HOEDOWN CHORDS STAGGER NAILS ON LA I I 1 1 1 1 I I I I I I S/VE OF "PANEL JOVVI ' II II 11 II III I I I WHERE R£OUIRLD ON I'I I•I I'I I•I I I'I SHi-AI"H7N(i PEH SH1-AH HEADER WITH CRIPPLE 1 III I I SHEAR WALL SCHLD I 6 I I I I I I I III WALL. SCHELWLE W I-ii e i STUDS PER PLAN I I I I I I I W/tERE AFPLICA6LEi I I•I I I I I{ FRAMINGATAU.tCxNINC I j I I'I NAiLINCi r2'UC 11 1 i t I I I. I I PANFI FDGFS PFR I.1` I I I•! I j'1 I'I .SHFAR WAII SCHFU-- I•I I I I f I I I I I I• � I I I I, � I I I I I - HOLUCWN CHORD PFN I II II If I. I� II II �� III SCHEDUI.t REFFR TO II I.1 I 1 1 I I I I I t I I I I 1 1 I I'I I1'PICAL suit T-UP r'ULL HEIGHT HOLDOWN I I I I I I l i I I I I I i t I I i I I I COI. UMN DFTAR. 1 IIII I-1 I I I 1• I I I,1 I.1 CHOADPER SCHEDULE. I, I•I I I I I I• I p1 I I I I I I I Ili PROVIDE PANEL SAGE A017MONAI. END Si'UD/F RFOUIRFD I j11 IIII LI I I j, 11I 11 1,1 I.1 /1 TO PROVIDE I 1•i 1 NI 1 1 1 l i I I I I '' 1'I i t I I { COUNTERSINK rOR I III I I I I I I I I '• t l I I r HOEDOWN BOt TS PT SILL PLATEN ANCHOR I I I I I I 11 11 1.1 1I I I I I I 11 BOLTS PER SHEAR WALL I I I I I I i i I I I I i I 1 1 i t 1 1 11I 1I SCHEDULE. PROVIDE I I.1 Id I, I Id I + I,I 1.1 'KJLDOWN ANC•+C.R 1'1r SIMPSON SP PL WASHERS 11'i I I I I I I I I j '� 1.1 I SCHEDULE WITHIN I2. OF SHEATHING. I j I f j• I I{ i 11 I I I PROVIDE PANEL EDGE I _ NAILING INTO SILL PL. - - SPAPJ.� N C O (` i I 1 1: I; NUT l 7-0mW I 1 I I I,1 II T,• • Ii II II II I� II HOLDOWNANCHORAGE II I II 11 11 II I 1 II 11 it II I l i I I I j 1 1 I I I I PROVIDE SOLID 6LKC CONCRETE STEMORFTG I I I I I I I'I i t I I EQUAL TO WIDTH OF I 1I I I HOLDOWN CHORD ABOV: __ It II I' it 11 I it 11 -�—+ '- A6 SIZF ANU SPACING FFH PIANANO SHEAR II II WALL. SCH 0011E. rYP 1 IIu' MUGUARD `S OR 6LOCKIW - cGNc sIFM Nares: I. REFFH rO STRUC IURAL NOIFS I -OH �� LYAI.t d Ll;? A11U1 riONA1 !N!•ORMArK>•N i 51 Ell i ITT= TYPICAL SHEAR WALL DETAIL Sl;A "? Description Shear Wall Schedule and Detail ]MD Project No. ------ — — ---- - - Date 11/11/20 20092.01 ID E WAY S 5 Project Richard Addition - Checked Sheet No. ENGINEERING Date EXTENT OF HEADER WITH (2) PORTAL FRAMES EXTENT OF HEADER WITH (1) PORTAL FRAME J J � 2 T 2' 18' ROUGH OPENING WIDTH FOR SINGLE OR DOUBLE PORTAL FRAME 4x 12 DFX2 MIN HEADER SIZE + ... +cc. (REFER TO FRAMING PLANS) = FASTEN SHEATHING TO HEADER WITH 0.131"Ox21,2' NAILSAT3'OCGRID PATTERN AS SHOWN 3 MINIMUM MST 27 STRAP FROM HEADER TO JACK 2 STUD ON EACH SIDE OF OPENING ON THE W T OPPOSITE SIDE OF THE SHEATHING (INSIDE FACE) p gMIN DOUBLE 2r STUD FRAMING WITH 7116" APA RATED SHEATHING WITH 0.131 "O x 2 1 2' NAIL SAT 3" OC IN N ^ ALL FRAMING (STUDS. BLOCKING, AND SILLS) TYP MIN LENGTH Of___ WALL PANEL PER PLAN h1 SIMPSON STHD14 STRAP HOLDOWN EACH END OF EACH WALL PANEL. (2) 84 BAR CONT AT TOP & SOT OF FOOTING u UNO ON FOUNDATION PLAN — -- — MIN FOOTING SIZE IS 16' WIDE x 12' DEEP. A 12" WIDE TURNED -DOWN SLAB IS PERMITTED AT THE DOOR OPENING. MIN (1) 518'0 ANCHOR BOLT WITH 3 GA x 3' x 4 1/2' PLATE. WASHER WITHIN 112" OF SHEATHING. SCALE.NTS �3Z+ f«5 I I I I I I I I I I I I I I I I I I I I i I I I I I MINIMUM MST 27 STRAP FROM HEADER TO JACK STUD STRAP ON EACH SIDE OF OPENING ON THE OPPOSITE SIDE OF THF_ SHEATHING (INSIDE FACE) FASTEN TOP PLATE TO HEADER WITH (2) ROWS OF 16d SINKER NAILS A T 3" OC. TYP MIN 7116"APA RATED SHEATHING IF NEEDED, SHEATHING PANEL EDGES SHALL OCCUR OVER AND BE NAILED TO COMMON BLOCKING WITHIN THE MIDDLE 24"OF THE PORTAL HEIGHT (1) ROW OF 3" OC NAILING IS REOD IN EACH PANEL EDGE. TYPICAL PORTAL FRAME CONSTRUCTION MIN DOUBLE 2x4 STUD FRAMING UNO ON THE FRAMING PLANS. SIMPSON LSTHDB STRAP HOLDOWN ON OPPOSITE SIDE OF SINGLE PORTAL FRAME Description portal Frame Detail BY JMD Project No. Date 11/11/20 20092.01 ID E WAY Project Richard Addition Checked Sheet No. ENGINEERING _ �� Date S�� iG-r l LoApl RAF 15 Psi (A) At PSE% N®L--�%Z5 PSr 'Fa-,g- 1 5F--,f UOWA BI-C Vie. BrARsN(,' ISCbFr,,F (,ASSu-vim 4) IMF t-to F(7"wr-o W�r"Nc..rAcTvf-r, Try r—O� ay, 'Fy lY�r I W = (I ` Ij�SF Prdp -f ZS P3'F5No-J) I S Trcu.55 y,.iTt��'o� � u PQov� (mil=,�fwt ", ao a/o � � _ � Z • � 15 I�SF DG�� -f do PSr= c� E 1 C rGC-rA Description By Project No. 5 Date ( ( /(t �zc7 ,�, Z, v I I D E WAY Project Checked/ Sheet No. f ENGINEERING I Date Cr cD r—oc> T-3--+i(r5 ��Lr7 (A) = /SGb� S r • � � l S� PLP � l � �lS f��- F � L � � 5 P��" �s� �' % �S �- � t -�- 3 • (I5 � F � �- f �G� � F �� f Lj S-( -pt-F r,>L- t 2 7S k 13 `�C rr � w1 (2X4t h' �N►7 r3�� ��'3 /K�T� =cam JJI c�• Q,/� Z � � � I ��NZ ✓ Descriptions By � ^ Project No. ... Caul..► p i � N,,l�,f Date 77����-�.?,� I 11 ll ?mac �""' I D E WAY Project Checked Sheet No. ��k ►.J ENGINEERING Date Jl� F ('Oulay County ►^stA patk 'A _,VV -VI Pa f A He twuc 16 8'h FZ S Map F""fk Lynnwood &f Edmonds Elevation 600 406 ly O(y zo. 2- J IMI, -1 �1� Mr tj- trT -( 67FFjPe-r Description BY Project No. Kzt Determination JMD Date 11/11/20 20092.01 ID E WAY Project Richard Addition Checked Sheet No. Date ENGINEERING ,,SCE ASCE 7 Hazards Report MAIM Address: Standard: ASC&SE.I 7-10 Elevation: 405.15 ft (NAVD 88) 6820 174th St SW Risk Category: II Latitude: 47.840754 Edmonds, Washington Soil Class: D - Stiff Sal Longitude: -122.324663 98026 ti. YF �i£ .x f f!� � � � � •T ti w 1#}ij 'too Resufts: SS 1.308 S, 0.513 F. 1 F, : 1.5 S"r 1.308 S„• 0-77 Seismic Design Category D MCER Response Spectrum SG; : 0.872 S:,, : 0.513 T : 6 PGA: 0.537 PGA ,, : 0.537 F;.,-;A 1 I_ 1 Design Response Spectrum Sa(g)vs T(S) Data Accessed: Wed Nov 11 2020 Date Source: USGS Seismic Design Maps based on ASCEISEI 7-10. incorporating Supplement 1 and errata of March 31, 2013, and ASCEISEI 7-10 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch- 21 are available from USGS. Description Seismic Soil Data BY JMD Project No. --------------- ------- — ---- ------ ----- Date 11/11/20 20092.01 ID E WAY Project Richard Addition Checked Sheet No. ENGINEERING Date alep 9NIN33NION3 s 'oN 19a4S Pa3oa4o loalad AVM 3 Q I yy, 3� "Z�'Goz alep �l .... s 'oN loa/o-id A. I uo1141.11sa0 -!Pr4�-u0asrw (OHM --Y?v Sr-h�O`J rT(,)4--f-0 l S5Z• �.'0 �--4 # f SSZ =/ 'h11M ?Jf��'�-►5 QC3�'� 0/2Y �9 6� 1 N S •�,,, �9. sib +, 5 •as ; 5� 51 = 0 N ri s-) , -syvcn d�RJk�s�"r s�0p'► � --&-YJ)4g 35Ya -S iA Sc �q;q -3'j3gj�FF = z- JpLi • ��8 �' zya �1 ' ��s� 91 (r'1 "IJ 11, • 9 ;w N ��n � S0 N 'j-,_!� -5.j y (I =Q v��5"��71-7 ©=0 -1�sgz = Y� sad vr�� -1 S'+h.t1 .-7 N ar�� ►-v a_�-1� 'o ect G rj _Z� l �cr r y �II"`s sex3 y�i o Sz SA?yr/�f -7ntlJ, V-7 `5��vo"t �V 3'� V*7 �"Odyt.� �S�QZT �.cT�fJ L�-ka`cr-pca)_�> Lir�C®� l 0ZZ w D 1167-PF-wZia D uescnpnon Distribution of Lateral Loads °" JMD YfO�CtNO' Shear Wall Lengths Date 11/11/20 20092.01 ID E WAY Project Richard Addition Checked Sheet No. 1 5 ENGINEERING Data S 1-(C- A (2 wA-cam � yr1 � �; V=1o2� �� t,Jr--,�D �= �•66 � v= 133,'T t�LF S vGluaw Z r> tlL- F 5 / ADrU rr- �� 6, 6046t As �iEcz�� R-r�sD -r- q pu is or= l-�c,cb�Ns P-� 1 3� Go �Sw 6 OG�rQ� �fj •G4� I.O r w-(� . L(1Z < SOO�"L��%Gl�c,AJ o r-�P s Q- C- CeGC: 77��'r'o L �c7z0 1-3D 58,66 00 S a7-4 p R-C C 7 d �r `t5 wbRS-� LirS� `�,�3�4!?,PLt=-9— rzA7 �'�K <� Ffuf Es (5rC 5Hr -r 91 For- vac,u,�75) -��'� v9 rr677 = (9-7- v- �3 �s��F I D E WAY ENGINEERING Description w ' 1 „ By Project No. pt Date/�/�Z Project CheckedSheet No. Date c.ir��-v Z cast -r 1�1Fv r wrap (CSC 2� �� Description ` By /� Project No. _tO Daty �. I D E WAY Project Checked Sheet No. Date ENGINEERING i Minimum Width Maximum Haight Allowabi* D*sign (ASD) Values p*r From* S*gm*nt Sheoro �9 (Ibf) D*fI*ction (in.) Load Factor 8 850 0.33 309 16 10 625 044 297 8 1.575 0.38 2.88 24 10 1,125 051 3,42 r Foundation for Wind or Seismic Loadinglix.b.c.d) a' Design volues ate based on the use of Douglas -fir or Southern pint framing For other species of fromrng, multiply the above shear design volt'* by the specif.-c gravity odjustnsent factor >-- ) f - fp 5 - SGII, where SG - specific gravity of the actual framing This odjustmilim sholl no! be greoier than 1.0. b; for construction as shown in figure 1. ;cj Volut-s are for a single portol.frome segneent (one vertical leg and a portion of the heodedj For rnultiple pafto'-frame segmen's. the alEowoble shear design values are permitted to be mulfiphed by the number of fronie segments ;e.g, two .• 2x, three ., 3x, etc d Interpolation of design values for heights between 8 oixd 10 feet. and for pofta€ widths between 16 and 24inches, is permitted. ;e) The alsowabie shear design volue is permitted to be multiplied by a factor of 1.4 for wind design. ,f;t If story drift is not a design considefation, the tabulated design shear values ore permitted to be multiplied by a factor of 1.15. This factor is permitted to be used cumulatively with the wind -design adjustment factor an Footnote(e) obove. Figure 1. Construction Details for AM Portal -Frame Design with Head Downs Extent of header with double portal frames It-o braced wall panelsl - Extent of header with single portal fxome _.. lone braced +nail paneisl tdeader to lock -stud strap --^------ 2 to 18' rov�tr width of opening per wind design min 1000 lbf On both sides of opening far single co double portal = = opposite side of sheoth;r,g Pony , wolf height • ... MAim 3" x I I.114* neA header s • .. Fasten top f"-e'v heade, with two rows of 16d • • • steel header not oliowec! • s raker nails at 3" o.c. typ Fmtcotrn sheathing to header -th 8d common Or Min- woad srructurod 12. golvonaed box nails at 3' grid pattern as shown sl paf4el ftectlhing ntax iota" Header to lo6-stud strap pe• wand desigro. wall Mn 1000 lbf on both sides of opening apposite tt tit side of sheathing If n ceded. panel space edges shot occur 0..*1 and be 10 Men- double 2x4 homing eorered with min 3J8' trailed to coninnon blocking , rnax l l< wood structural panel sheotfung with �> t -thin middle 24' of pareol dtei tt 8d contnaon ar gofvanaed fox nails of 3' o.c. ' ''' height. One row of 3' a c. rn all framing !studs, blocking, and silts) typ. nailing is required in each panel edge- Min lengxh of panel per sable 1 4 Typicoi portal )fame p 1•4 1.4 constfuct:an Man i2: 3500 lb stop -type hold-downs 'I P4 1,,4 iembedded into concrete and nailed into horning) ____._._ ..--.._.-._ Min doable 2x4 post ;king and tack stud;). Number of �}>•d ' Men reinforcing oifouendtlt:'on, Otte ;tti bat 'l l•+i_�.,_�i r Mir tack studs per 3RC tables - top and bottann o. looting. lop boos I S' min. R502.5;1 i 8 lqi. r E a t t Min foal:n s ze under o:e pe.rag Ks 12` x 12'. A t.med•dowo - -d----.--- -- M;n 1000 lb hold-down slob shall permitted of door openings device (embedded w1c, concrete and mailed Min itj 5,8' diameter anchor butt installed pet WC R403.1 b - into feomirrgl with 2' x 2" x 3 16' plate woshei Description APA Rated Portal Frame By ]MD Project No. Design Values 20092.01 Date 11/11/20 ID E WAY Project Richard Addition Checked Sheet No. ENGINEERING Date -