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REVIEWED BLD2024-1525+Calculations+11.19.2024_9.25.04_PM+4629120BLD2024-1525 RECEIVEDNozozoz4 LUCIA ENGINEERING, INC. Lucia Residence 7712 183rd Place SW Edmonds, WA 98026 Attention: Joseph Lucia Reference: Deck Pergola Design Joseph Attached are the calculations for the deck pergola. Please call me if you have any questions. Joseph M. Lucia, PE 12527 Huckleberry Lane, Arlington, Washington 98223 155 Bovet Road, Suite 550, San Mateo, California 94402 (206) 790-8039 October 22, 2024 REVIEWED CITY OF EDMONDS Page 1 1 1 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. OSH Pr < Lucia Residence 7712 193rd PI SW, Edmonds, WA 98026, USA Latitude, Longitude: 47.8235064,-122.3376643 V 192nd p1 SW SDM Bookkeeping Q v =r < cs• � � errs Dr 3rd PI SW � V N a C. Pro Piano Move, Inc Q 'Q 194th St SW Go gle Map data ©2024 Date 11/17/2024, 10:22:31 AM Design Code Reference Document ASCE7-16 Risk Category I Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.298 MCER ground motion. (for 0.2 second period) S, 0.459 MCER ground motion. (for 1.0s period) SMS 1.558 Site -modified spectral acceleration value SM1 null -See Section 11.4.8 Site -modified spectral acceleration value SIDS 1.039 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.555 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.666 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.298 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.431 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.567 Factored deterministic acceleration value. (0.2 second) S1 RT 0.459 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.513 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 1.082 Factored deterministic acceleration value. (1.0 second) Type Value Description PGAd 0.908 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.555 Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRs 0.907 Mapped value of the risk coefficient at short periods CR1 0.895 Mapped value of the risk coefficient at a period of 1 s CV 1.36 Vertical coefficient DECK ROOF BEAM DESIGN: Assumptions: 1. DBL 1.5" x 11.25 Roof Joist 2. Maximum span: 16.42 feet (MAX) 197.04 inches 3. Support a simple span. Therefore: L = 197.04 inches 4. Roof Loads Supported b 6.04 feet o.c. = 72 inches 5. Minimum Bearing Area: 1.5" x 1.5" = 2.25 inches' 1.5" x 11.25" Beam Properties: ANSI Design Vain, Hem -Fir (North) A = 16.875 inchesZ E = 1,700,000 Psi I = 178.0 inches' S = 31.6 inches' FvA —bW = 150 Las FpA„ _bje = 405 Psi Fb = 1700 Psi Reactions: W = Floor Load x Span Supported 211.40 PLF Where W = Deck Dead Load = 10 PSF Deck Live Load = Snow 25 PSF 35 PSF V— = 0.5WL = 1,736 Ibs Pmax = 0.5WL = 1,736 lbs Mmax = (WL2 )/8 = 7,125 ft-Ibs Dmax = 0.013 WL4 / EI = 1.14 inches Check Shear: Fv = = 51.43 Psi FVA„.—bk = 150 Psi Check - O.K. Check Bearing: Fp = P.., / A = 385.69 Psi FPAII.—bk = 405 PSI Check - O.K. Check Bending: SReq,d = M—(12) / Fb = 25.15 inches' SF—ished = 31.6 inches' Check - O.K. Check Deflection: Dmax. = 0.57 inches DAilowable = L/350 = 0.57 inches Check - O.K. DECK ROOF JOIST DESIGN: Assumptions: 1. 1.5" x 11.25 Roof Joist 2. Maximum span: 12.08 feet (MAX) 144.96 inches 3. Support a simple span. Therefore: L = 144.96 inches 4. Roof Loads Supported b 2.00 feet o.c. = 24 inches 5. Minimum Bearing Area: 1.5" x 1.5" = 2.25 inches' 1.5" x 11.25" Beam Properties: ANSI Design Vain, Hem -Fir (North) A = 16.875 inchesZ E = 1,700,000 Psi I = 178.0 inches' S = 31.6 inches' FvA —bW = 150 Las FpA„ _bje = 405 Psi Fb = 1700 Psi Reactions: W = Floor Load x Span Supported 70.00 PLF Where W = Deck Dead Load = 10 PSF Deck Live Load = Snow 25 PSF 35 PSF V— = 0.5WL = 423 Ibs Pmax = 0.5WL = 423 ibs Mmax = (WL2 )/8 = 1,277 ft-Ibs Dmax = 0.013 WL4 / EI = 0.11 inches Check Shear: Fv = = 25.05 PSI FVA„.—bk = 150 Psi Check - O.K. Check Bearing: Fp = P.- / A = 187.91 Psi FPAII.—bk = 405 PSI Check - O.K. Check Bending: SReq,d = Mm-(12) / Fb = 9.01 inches' SF—ished = 31.6 inches' Check - O.K. Check Deflection: Dmax. = 0.11 inches DAilowable = L/350 = 0.41 inches Check - O.K. _UCIA ENGINEERING, INC. 12527 Huckleberry Lane nrlington, Washington 98223 Phone: = 1, 716 �����"/3�Lc,) p, 13�I- r Zx 1,Zly = Z'tZv > 1716_r ✓`f� t> '.-fA x6 l'vrs 1�SF i " x (0 4'� 7 1. 4 pn.s rr ! S73 __ r-� Ax (I;Zj