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REVIEWED BLD-BLD2021-0943+Calculations+7.7.2021_9.21.56_AM+2286677Nicolas E. Afeiche, P.E. CONSULTING STRUCTURAL ENGINEER .•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.. STRUCTURAL CALCULATIONS RECEIVED REVIEWED Jul 08 2021 BYCITY OF EDMONDS FOR DEVELOPMENT SERVICES CITY OF EDMONDS DEPARTMENT BUILDING DEPARTMENT ..,.,.,.,.,.,.,.,............................... DECK REPLACEMENT AT 1023 DALEY STREET EDMON DS WA 98020 SCOPE OF ENGINEERING SERVICES: Perform structural analysis and design, in accordance with the structural provisions of the adopted 2018 International Building Code, for the proposed one-story deck replacement. Recommendations for non-structural building systems, including: fire resistive assemblies, flashing, moisture protection, electrical, trims, finishes and water collection systems are not the responsibility of the Structural Engineer of Record. Investigation of soil and stability of ground at the project site are not part of this scope of engineering services. Design of foundation will assume the use of conventional footings and an allowable soils bearing pressure of 1,500 psf. SHEET SUBJECT 1 Ownership documents 1 Design criteria 2-3 Design of deck framing and foundation 3-7 Anchorage of deck to existing building -S AFF G F wns Project # 22138 iAL ] S�CNAL E� June 2021 1800 Cooper Point Rd. SW, Bldg. 10 Olympia, WA 98502 Tel (360) 556-4604 afeiche@comcast.net Nicolas E. Afeiche, P.E. Sheet i of CONSULTING STRUCTURAL ENGINEER OWNERSHIP DOCUMENTS All documents produced by the Structural Engineer of Record (SER), Nicolas E. Afeiche, P.E., for this work shall remain the property of the SER and may not be used by the Client for any other endeavor without the written consent of the SER. Contractor and Owner shall obtain from the Structural Engineer of Record (SER), Nicolas E. Afeiche, P.E., an updated and stamped letter of authorization for the re -use of these structural calculations and corresponding construction documents. DESIGN CRITERIA Design is in accordance with the structural provisions of the 2018 IBC. Design approach: Working stress design, UNO. Seismic loading: Seismic Design Category D R = 6.5 for existing bearing wall system of light framing with wood sheathing Floor live load: 60 psf (deck) Snow load: 25 psf Assumed: Maximum allowable soil bearing pressure = 1,500 psf Reinforced concrete: f'c = 3,000 psi minimum at 28 days (for serviceability); Grade 60 reinforcing. (Special inspection is not required) Wood framing: 2x- floor joists and beams: HF#2, P.T. All connectors and fasteners are "Simpson" products per Catalog C-C-2019. PROJECT NUMBER: 22139, Nicolas E. Afeiche, P.E. DATE: &l0,0Zi CONSULTING STRUCTURAL ENGINEER SHEET Z OF '] LV Gi O ®r- TXCK.-- FRAM 1 IJG zxCv Fea.+ de & y, 4 ps4. Z_ Yoo leoln 2,8 } 0,7 Flea Goro�S 'CAj t2XII) I+F42 PIT. AT D� R1 7�R A tl,*IAAX = I,3Z K-�,Ir -2 = 1,32x12 = 0,74kjt Izi = 6,41" z1,4 Izz _ O.&2K F%_ 0,g5D x 1,15 x 1,l x 9"s x /o = 6),86,lam' cR cF ee cM t Fb Cr e /r 50rs i 0,0541wi LTOT', 0,25111� Q�51� ✓ E� /,3oo�aaox ®,95xo,9 c� cM plvf bt,I w, , 15/,04 _ La �-Lr I' otk�rC TAAJ 4 x 9 OF WI: P,T �X 15 K/I _ D, 4 8 K/ 2,54102 : 0•ggks,C 30, 7 F't� DI 85r7 x 1, 3 x o,8 n 1, D D, 89 ksi <h. lint�va cF C� eM Fb eF 85b x /, ? I ID 5 P4 e' 115 Uri U5E 4410 1)F-#2 PIT PROJECT NUMBER: 221 3g Nicolas E. Afeiche, P.E. DATE: lo12D21 CONSULTING STRUCTURAL ENGINEER SHEET 3 OF ptE5I Gr 1 j or Fo UN rM -r/o N egg u" wA ax . a&vo ta l Uatl Mr�J, z=a��x2�o�x lD� L -r)6j E (L Nh7 G'j'/ b4J fKe a �G , GV aad 7a.4,& (shoe 4) 056 3DWg2-2400bf3 '0t6. Nw) dcckc eov, '�cergo 4'`.'i &4L. ,4,�W" y` Sns w : o 815q' w r 1322 VJ d 0 0 F z 0 to z u r LL 1e Simpson Strong -TV Fastening Systems E= Load Tables, Technical Data and Installation Instructions - -- - e Strong-Drivese 5p(HE FOX zplB /A� SDWS TIMBER Screw (co r . e SDWS Timber Screw — 2012 and 2015 IRC Compliant Spacing for a Sawn Lumber Deck Ledger to Rim Board �' GohdlBoD Size _ ()S0 1"LVL 14 10 8 7 6 5 5 40 list Live 2x SDWS2240ODB 1'/e" OSB 10 psi Dead 1 Via" LVL 16 12 10 8 7 6 5 1'/4" LSL 2x SP, DF-2x SPF, HF 22 16 13 11 9 8 7 1"OSB 1"LVL 10 / 6 b 4 4 -- LO'ppfLive px SDWS22400D6 sf Dead 1''A" OSB 1 Via" LVL 12 9 7 6 5 4 4 1'/P LSL �--- 2x SP, DF— 2x SPF, HF 15 12 9 8O 7 6 5 1" OSB 1"LVL - 15 12 9 8 7 _ 6 5 40 psf Live l2) 2x SDWS22500D8 1'h" OSB 10 psf Dead 1 Via" LVL 16 12 10 0 7 0 G 1%" LSL 2x SP, DF-2x SPF, HF 16 12 10 8 7 6 5 1" OSB 1"LVL 11 8 7 6 5 4 4 _ 60 psf Live (2) 2x SDWS2250ODB 1''A" OSB 10 psf Dead 1 %e' LVL 12 9 7 6 5 4 4 1'/4" LSL 2x SP, DF— 2x SPF IF 12 9 7 6 5 4 4 1. SDWS screw spacing values are equivalent to 2012/2015 IRC Table R507.2. The 4. Multiple ledger plies shall be fastened together per code independent table above also provides SDWS screw spacing for a wide range of materials of the SDWS screws. commonly used for Him board, and an alternate loading condition as required by 5. Rows of screws shall be vertically offset and evenly staggered. Screws shag be some jurisdictions. placed 1'h" to 2' from the top and bottom of the ledger or rim board with 3" 2. Sawn lumber rim board shall be Spruce-Pine-Rr, Hem -Fir, Douglas Fir -Larch, or minimum and 6" maximum between rows and spaced per the table. End screws Southern Pine species. Ledger shall be Hem -Fir, Douglas Fir -Larch, or Southern shall be located 6" from the end and at 1'h" to 2" from the bottom of the ledger. For Pine species, screws located at least 2" but less than 6' from the end, use 50% of the load per 3. Fastener spacings are based on the lesser of single fastener IOC -ES AC233 testing screw and 50% of the table spacing between the end screw and the adjacent screw, of the Strong -Drive^ SDWS Timber screw with a safety factor of 5.0 or 100-ES and for screws located between 2" and 4" from the and, predrill using a Yn" drill. AC13 assembly testing with a factor of safety of 5.0. Spacing Includes NDS wet 6. Structural sheathing between the ledger and rim board shall be a maximum of'h" service factor adjustment, thick and fastened per code. 7. See p. 299 for ledger -to -rim attachment with ye' gap. Wood structural ExlerloL11MOIng, panel sheathing Ledger fastener spacing may be swags nd gaot 'A" max. thickness offset up to 3" to avoidAntetl",.a shownity fastened per code with joal atlachment aim board per table r I'h" to 2" from top of ledger and rim board Floor joist or blocking SDWS wood screws stagger vertically spaced in accordance with table 2x deck ledger shown (double 2x ledger simllart Ledger -to -Rim Board Assembly (Wood -framed lower floor acceptable, concrete wall shown for illustration purposes) 3" minimum row spacing, 6" maximum I•T_ 1'h" to 2" from and rim 6" from COn-center bottom aof ledger antl of ledger spacing of and board SDWS wood screws SDWS Timber Screw Spacing Detail for Ledgers 293 6/29/2021 ATC Hazards by Location OTC Hazards by Location 5�.j Search Information leles Sequim Address: 1023 Daley St, Edmonds, WA 98020, USA Coordinates: 47.8138952,-122.3632957 6107 Elevation: 198 ft Timestamp: 2021-06-30T00:10:53.764Z Hazard Type: Seismic Reference ASCE7-16 Go, g'e Document: Risk Category: II Site Class; D Basic Parameters Name Value Description SS 1.288 MCER ground motion (period=0.2s) E71 0.454 MCER ground motion (pei iud-1.0s) SMS 1,288 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 0.859 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.909 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.549 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAM 0.604 Site modified peak ground acceleration Marysville W 1 8ft nett Redmond Seattle ° 0 Renton ° Map data ©2021 Google https:fhazards.atcouncil.org/#/seismic?lat=47.8138952&ing=-122.3632957&address=l023 Daley St%2C Edmonds%2C WA 98020%2C USA 112 6/29/2021 ATC Hazards by Location TL 6 Long -period transition period (s) SsRT 1.288 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.417 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.27 Factored deterministic acceleration value (0.2s) S1 RT 0.454 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.507 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.929 Factored deterministic acceleration value (1.0s) PGAd 0.8 Factored deterministic acceleration value (PGA) See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. hUps://hazards.atcouncii.org/#/seismic?lat=47.8138952&ing=-122.3632957&address=1023 Daley St%2C Edmonds%20 WA 98020%2C USA 2/2 PROJECT NUMBER: Z Z13 g Nicolas E. Afeiche, P.E. DATE:/Zo2� CONSULTING STRUCTURAL ENGINEER SHEET 7 OF 7 (0, r 322) (/ 2 iY, 49 ') ( 9 lase : 70b A&,a eg _ CDC V ( 7PO #) = 49n �# max, �-9 a Ti Z UAe D7T1 i @ Fnu, @ Cap jr4 ()Z v4ot.� cz, . 7-:: (4q D �c IZ ��) ` (,4