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REVIEWED BLD BLD2021-1292+Calculations+9.17.2021_1.24.25_PM+2415851STRUCTURAL CALCUALTIONS for: Ghio 21714 92nd Avenue W Edmonds, WA 98020 PROJECT: Sandy Ridge Remodel 21714 92"d Avenue W Edmonds, WA 98020 Project #: 21-172 Date: 9/13/2021 ■ ��II all ,uu .nu Iu��lhlili Puget Sound Structural Engineering PO Box 5096, Tacoma WA (253)299-2554 Dtblt,- Puget Sound Structural Engineering PO Box 5096 Tacoma Washington 98415 (253) 298-2554 Project: Ghio Deck Sheet of Client• Job No.: 21-172 By: DJC Date:9/ 13/21 2015 NDS FOR SAWN LUMBER (TABLE 4A) Project: Ghio Deck Calculation #: 101 Section: 2x10 PT HF Moment: 1.283 k-ft Shear: 0.489 kips SECTION PROPERTYS Depth Thick Rough Flat (In) (In) Cut Use 10.0 2.0 NO NO )OD PROPERTYS TABLE VALUES Fb Ft Species / Grade (psi) (psi) HF#2 850 525 Ct Cf. C; Cr C, usted Values 1.00 1.00 1.10 1.10 1.00 1.00 1.00 1.00 1.00 - 0.80 0.80 1.15 - 1.00 - 860 462 ADJUSTMENT FACTORS Duration 10 Years Moisture NO Fv Span: 10.50 Ft Enter Loading or M & V Wp: 10 psf Moment (M)Bk-ft WL: 60 psf Shear (V) kips Trib Width: 1.33 ft Momentl 1.28 k-ft Shearl 0.491 kips Nom Nom Area Sx Ix )epth Thick I (In2) (In3) (In4) I Quantity 9.5 1.51 14.251 22.561 107.21 1 FcPerp (psi) Fc (psi) E (ksi) 405 1300 1,300 - 1.00 - - 1.00 - 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.95 4051 10401 1,235 Emin (ksi) 470 - Duration Factor - Size Factor 1.00 Moisture Factor 1.00 Temperature Factor - Flat Use Factor 0.95 Incising Factor Repetative Member Factor Beam Stability Factor 447 Temp > 100 F NO T>125 & T<=150 I NO Incising YES Repetative Member YES Beam Stability NO lu 126 Inches le 234 Inches STRESS CHECK Moment Capacity 1.62 k-ft C/D 1.26 OK Shear CaDacitvl 1.1401 kips C/D1 2.331 OK DEFLECTION CHECK Dead + Live Deflection 0.192 inches Roofl NO Span/Deflection 655 Unitless Allowable Span/Deflection 240 Unitless OK Deflection is less than Allowable Deflection Live Deflection 0.165 inches Span/Deflection 764 Unitless Allowable Span/Deflection 360 Unitless OK Deflection is less than Allowable Deflection Deflection is for a uniformly loaded simply supported member. FEM Beam Analysis 09/13/2021 14:32:24 Company Name: Puget Sound Structural Engineering Engineer: DJC Job Name: Ghio Deck Comments: Beam Descriptior Beam ID: 102 Beam Description: 4 x 10 PT HF Beam Length 20.000 ft Beam Propertie! Ix E From To in." ksi ft ft 250.0 1300 0.000 20.000 Supports support S Distance Type Value ft k/in 1 0.670 PINNED NA 2 5.000 PINNED NA 3 15.000 PINNED NA 4 19.330 PINNED NA Loads Distributed Load! Case Load Begin Load End Load Factor ft k/ft ft k/ft DEAD 1.000 0.000 0.065 20.000 0.065 LIVE 1.000 0.000 0.390 20.000 0.390 Maximums Maximum Moment: 3.170 k-ft Maximum Moment At: 15.000 ft Maximum Shear: 2.275 kips Maximum Shear At: 5.000 ft Max Deflection: -0.104 in Max Deflection At: 10.000 ft Deflectior Case Allowable Deflection Actual Deflection Ix Span Delta Span Delta Required Ratio in Ratio in in.' Dead + Live L/240 0.500 L/1150 -0.104 52 Live L/360 0.333 L/1342 -0.089 67 Global Reaction Support S 1 2 3 4 Distance (ft) 0.670 5.000 15.000 19.330 DEAD(kips) 0.083 0.567 0.567 0.083 LIVE(kips) 0.498 3.402 3.402 0.498 Total(kips) 0.581 3.969 3.969 0.581 Nodal Output Node # Distance Displacement Shear Moment Rotation feet inches kips k-ft Radians 1 0.000 -0.003 0.000 0.000 0.0004 2 0.670 0.000 -0.305 -0.102 0.0004 3 0.670 0.000 0.277 -0.102 0.0004 4 1.151 0.002 0.058 -0.022 0.0004 5 1.632 0.004 -0.161 -0.047 0.0004 6 2.113 0.007 -0.380 -0.177 0.0004 7 2.594 0.009 -0.599 -0.412 0.0003 8 3.076 0.010 -0.818 -0.753 0.0002 9 3.557 0.010 -1.037 -1.199 0.000e 10 4.038 0.009 -1.256 -1.751 -0.0003 11 4.519 0.006 -1.475 -2.408 -0.0008 12 5.000 0.000 -1.694 -3.170 -0.0014 13 5.000 0.000 2.275 -3.170 -0.0014 14 5.500 -0.010 2.048 -2.089 -0.0026 15 6.000 -0.023 1.820 -1.122 -0.0023 16 6.500 -0.037 1.593 -0.269 -0.0025 17 7.000 -0.052 1.365 0.470 -0.0024 18 7.500 -0.066 1.138 1.096 -0.0023 19 8.000 -0.079 0.910 1.608 -0.0026 20 8.500 -0.090 0.682 2.006 -0.0016 21 9.000 -0.098 0.455 2.290 -0.0011 22 9.500 -0.103 0.228 2.461 -0.0006 23 10.000 -0.104 0.000 2.518 0.000e 24 10.500 -0.103 -0.228 2.461 0.0006 25 11.000 -0.098 -0.455 2.290 0.0011 26 11.500 -0.090 -0.682 2.006 0.0016 27 12.000 -0.079 -0.910 1.608 0.002e 28 12.500 -0.066 -1.138 1.096 0.0023 29 13.000 -0.052 -1.365 0.470 0.0024 30 13.500 -0.037 -1.592 -0.269 0.0025 31 14.000 -0.023 -1.820 -1.122 0.0023 32 14.500 -0.010 -2.047 -2.089 0.002e 33 15.000 0.000 -2.275 -3.170 0.0014 34 15.000 0.000 1.694 -3.170 0.0014 35 15.481 0.006 1.475 -2.408 0.0008 36 15.962 0.009 1.256 -1.751 0.0003 37 16.443 0.010 1.037 -1.199 0.000e 38 16.924 0.010 0.818 -0.753 -0.0002 39 17.406 0.009 0.599 -0.412 -0.0003 40 17.887 0.007 0.380 -0.177 -0.0004 41 18.368 0.004 0.161 -0.047 -0.0004 42 18.849 0.002 -0.058 -0.022 -0.0004 43 19.330 0.000 -0.277 -0.102 -0.0004 44 19.330 0.000 0.305 -0.102 -0.0004 45 20.000 -0.003 0.000 0.000 -0.0004 2015 NDS FOR SAWN LUMBER (TABLE 4A) Project: Ghio Deck Calculation #: 102 Section: 4x10 PT HF Moment: 3.170 k-ft Shear: 2.275 kips SECTION PROPERTYS Depth Thick Rough Flat (In) (In) Cut Use 10.0 4.0 NO NO )OD PROPERTYS TABLE VALUES Fb Ft Species / Grade (psi) (psi) HF#2 850 525 Ct Cr usted Values ADJUSTMENT FACTORS 1.00 1.00 1.20 1.10 1.00 1.00 1.00 1.00 1.00 - 0.80 0.80 1.00 - 1.00 - 816 462 Span: 10.00 Ft Enter Loading or M & V Wp: 0 psf Moment (M) 3.17 k-ft WL: 0 psf Shear (V) 2.275 kips Trib Width: ft Momentl 3.17 k-ft Shearl 2.28 kips Nom Nom Area Sx Ix )epth Thick I (In2) (In3) (In4) I Quantity 9.5 3.51 33.251 52.651 250.11 1 Fv psi) FcPerp (psi) Fc (psi) E (ksi) 150 405 1300 1,300 1.00 - 1.00 - - - 1.00 - 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 1.00 0.80 0.95 120 4051 1040 1,235 Emin (ksi) 470 - Duration Factor - Size Factor 1.00 Moisture Factor 1.00 Temperature Factor - Flat Use Factor 0.95 Incising Factor Repetative Member Factor Beam Stability Factor 447 Duration 10 Years Moisture NO Temp > 100 F NO T>125 & T<=150 I NO Incising YES Repetative Member NO Beam Stability NO lul 120 Inches le 224 Inches STRESS CHECK Moment Capacity 3.58 k-ft C/D 1.13 OK Shear CaDacitvl 2.6601 kips C/D1 1.171 OK DEFLECTION CHECK Dead + Live Deflection 0.000 inches Roof NO Span/Deflection ###### Unitless Allowable SDan/Deflection 240 Unitless I ###### #DIV/0! Live Deflection 0.000 inches Span/Deflection ###### Unitless Allowable Span/Deflection 360 Unitless ###### I #DIV/0! Deflection is for a uniformly loaded simply supported member. 2015 NDS FOR SAWN LUMBER (TABLE 4A) Project: Ghio Deck Span: 3.00 Ft Enter Loading or M & V Calculation #: 103 Wp: 0 psf Moment (M) 0.15 k-ft Section: 2x12 PT HF FLAT WL: 0 psf Shear (V) 0.1 kips Moment: 0.150 k-ft Trib Width: ft Shear: 0.100 kips Momentl 0.15 k-ft Shearl 0.10 kips SECTION PROPERTYS Depth Thick Rough Flat Nom Nom Area Sx Ix (In) (In) Cut Use Depth Thick (In2) (In3) (In4) Quantity 12.0 2.0 NO I YES 1.5 11.51 17.25 4.311 3.2 1 WOOD PROPERTYS TABLE VALUES Fb Ft Fv FcPerp Fc E Emin Species / Grade (psi) (psi) (psi) (psi) (psi) (ksi) (ksi) HF#2 850 525 150 405 1300 1,300 470 CD 1.00 1.00 1.00 - 1.00 - - Duration Factor CF 1.00 1.00 - - 1.00 - - Size Factor CM 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moisture Factor Ct 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Temperature Factor Cf. 1.20 - - - - - - Flat Use Factor C; 0.80 0.80 0.80 1.00 0.80 0.95 0.95 Incising Factor Cr 1.00 - I- - - Repetative Member Factor CL 1.00 - - - - Beam Stability Factor Adjusted Values 816 420 120 405 1040 1,235 447 ADJUSTMENT FACTORS Duration 10 Years Moisture NO Temp > 100 F NO T>125 & T<=150 NO Incising YES Repetative Member NO Beam Stability NO lu 36 Inches le 63 Inches STRESS CHECK Moment Capacity 0.29 k-ft C/D 1.96 OK Shear Capacity 1.380 kips C/D 13.80 OK DEFLECTION CHECK Dead + Live Deflection 0.000 inches Roof NO Span/Deflection ###### Unitless Allowable Span/Deflection 240 Unitless I ###### #DIV/O! Live Deflection 0.000 inches Span/Deflection ###### Unitless Allowable Span/Deflection 360 Unitless ###### I #DIV/O! Deflection is for a uniformly loaded simply supported member. Puget Sound Structural Engineering PO Box 5096 Tacoma Washington 98415 (253) 298-2554 Project: Ghio Deck Sheet of Client: Job No.: 21-172 By: DJC Date:9/ 13/21 Lateral Analysis 9/13/21, 3:52 PM U.S. Seismic Design Maps �GNEf S U®O Ghio Deck Latitude, Longitude: 47.8019,-122.3566 216th St SW 216th St SW 216th PI SW 217th St SW 10 It •0 3 � L n C 218th PI SW 218th St SW w Q GoogW., Gw Date Design Code Reference Document Risk Category Site Class Type Value SS 1.281 St 0.45 SMs 1.537 SM1 null -See Section 11.4.8 SDS 1.025 SD1 null -See Section 11.4.8 Type Value SDC null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.545 FPGA 1.2 PGAM 0.654 TL 6 SsRT 1.281 SsUH 1.407 SsD 2.165 S1RT 0.45 S1UH 0.503 S1D 0.874 PGAd 0.76 CRS 0.911 CR1 0.896 9/13/2021, 3:52:33 PM ASCE7-16 11 D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA OSHPD 217th St SW Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s 00 rn 218th St SW Map data 02021 https://seismicmaps.org 1 /2 Puget Sound Structural Engineering PO Box 5096 Tacoma Washington 98415 (253) 298-2554 Project: Ghio Deck Sheet of Client: Job No.: 21-172 By: DJC Date:9/ 13/21 &LTacoma Public Works Facilities Manag ENGR. DJC FRAME ANALYSIS Job Name: Ghio Deck Company Name Puget Sound Structural Engineering Comments: Allowable Stress Design DI -FACTOR 1.00 LL FACTOR 1.00 GEOMETRY NODES NODE # X Y CONSTRAINTS DL (KIPS) LL (KIPS) DL m ILL m FT FT dx dy mz X Y X Y k-ft k-ft 1 0.00 0.00 0 0 1 2 0.00 5.00 1 1 1 3 0.00 6.50 1 1 1 4 2.18 6.50 1 1 1 5 4.36 6.50 1 1 1 6 4.36 5.00 1 1 1 7 4.36 0.00 0 0 1 0.08 Frame ID: Knee Brace Engineer: DJC MEMBERS MEM # I NODE ) NODE I E inA4 ksi 1 1 2 12 1300 2 2 3 12 1300 3 3 4 12 1300 4 4 5 12 1300 5 2 4 12 1300 6 6 4 12 1300 7 6 5 12 1300 8 7 6 12 1300 DISTRIBUTED LOADS DEAD LIVE A wi wj wi wj inA2 k/ft k/ft k/ft k/ft 12 12 12 12 12 12 12 12 &R1 2D FRAME ANALYSIS RUN TIME: 13/09/2021 16:19:56 ANALYSIS BY: Puget Sound Structural Engineering ENG: DJC JOB NAME: Ghio Deck TRUSS ID: Knee Brace COMMENTS: Allowable Stress Design DISPLACEMENTS AND FORCES NODAL DISPLACEMENT: IF X FORCES ARE ENTERED POSITIVE TO THE RIGHT THEN X DISPLACEMENTS ARE POSITIVE TO THE RIGHT. IF POSITIVE Y FORCES ARE UP, THEN POSITIVE Y DISPLACEMENTS ARE UP. GLOBAL REACTIONS: A MEMBER IN TENSION WILL CREATE A NEGATIVE REACTION FORCE. MEMBER AXIAL FORCES: A POSITIVE AXIAL FORCE IS TENSION. NODAL MEMBER FORCES DISPLACEMENTS REACTIONS i NODE j NODE NODE # DISP X DISP Y ROTATION Fx Fy MEM # AXIAL SHEAR MOMENT AXIAL SHEAR MOMENT INCHES INCHES RADIANS KIPS KIPS KIPS KIPS K-FT KIPS KIPS K-FT 1 0.0000 0.0000 -0.0052 -0.040 -0.119 1 -0.119 0.040 0.000 0.119 -0.040 0.200 2 0.2177 0.0005 -0.0006 0.000 0.000 2 0.026 -0.100 -0.121 -0.026 0.100 -0.029 3 0.2188 0.0004 0.0001 0.000 0.000 3 0.180 0.026 0.029 -0.180 -0.026 0.027 4 0.2185 0.0000 0.0001 0.000 0.000 4 -0.101 0.026 0.028 0.101 -0.026 0.030