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REVIEWED BLD-BLD2021-0869+Structural_Calculations+6.22.2021_2.10.09_PM+22633461 of 32 Structural Calculations for ADDITIONS & ALTERATIONS Jenkins Residence 18914 94th Ave W Edmonds, WA 98020 PERMIT SUBMITTAL prepared by: O.G. Engineering, PLLC 8645 22nd Ave SW Seattle, WA, 98106 (206) 290-4608 Job No. 21018 Date: 6/22/21 2of32 Vertical Design Loads Existing Roof Roofing 3 psf Sheathing 2 2x4 @24"o.c. 0.6 Insulation 0.2 Sum 5.8 psf Slope: 6 :12 Slope Correction Factor 1.12 Subtotal 6.5 psf M/E/P/misc. 1.5 psf DL= 8 psf SL= 25 psf RLL= 20 psf Addition Roof Roofing 3 psf 5/8" Plywood 2 Framing 2 Insulation 0.9 5/8" Gypsum Board 2.8 Sum 10.7 psf Slope: 6 :12 Slope Correction Factor 1.12 Subtotal 12 psf M/E/P/misc. 1 psf DL= 13 psf SL= 25 psf RLL= 20 psf Attic Subfloor 2 2x4 @16"o.c. 0.6 5/8" Gypsum Board 2.8 M/E/P/misc. 1.6 DL= 7 psf LL= 20 psf Roof Deck Built -Up Decking 8 psf 3/4" Plywood 2.4 Framing 3 5/8" Gypsum Board 2.8 M/E/P/misc. 1.8 DL= 18 psf SL= 25 psf LL= 60 psf Date: 6/22/2021 Job # 21018 Limited Storage Decks 3 of 32 Existing Floor Flooring 4 psf Subfloor 2 2x8 @16"o.c. 1.8 5/8" Gypsum Board 2.8 M/E/P/misc. 1.4 DL= 12 psf LL= 40 psf Existing Exterior Walls - Wood Wood Siding 2 psf Sheathing 2 2x4 @16"o.c. 0.9 Batt Insulation 0.2 1/2" Gypsum Board 2.2 M/E/P/misc. 2.7 DL=j 10 psf Existing Exterior Walls - Brick Brick Veneer 39 psf Sheathing 2 2x4 @16"o.c. 0.9 Batt Insulation 0.2 1/2" Gypsum Board 2.2 M/E/P/misc. 1.7 DL=j 46 psf Addition Exterior Walls Wood Siding 2 psf 1/2" Plywood 1.6 2x6 @16"o.c. 1.4 Batt Insulation 0.2 1/2" Gypsum Board 2.2 M/E/P/misc. 2.6 DL=j 10 psf Interior Walls 2 Layers 1/2" Gypsum Board 4.4 psf 2x4 @16"o.c. 0.9 M/E/P/misc. 1.7 DL= 7 psf Living Areas 4 of 32 Date: 6/22/2021 Job # 21018 Seismic Design Loads Seismic Design Parameters (ASCE 7-16 Section 12.8.1) Approximate Fundamental Period T = Ta = Cthnx where: Ct = 0.02 hn = 21 x = 0.75 T = 0.19 s Seismic Response Coefficient Ss = 1.30 S, = 0.46 Sds = 1.04 Sd, = 0.46 R = 6.5 p= 1 0 = 2.5 Cd = 4 le = 1 CS = Sds/(R/le) = 0.16 W TL = 6 s > T Cs,max = Sd,/[T(R/le)] = 0.37 Cs,min = 0.044Sdsle = 0.046 Cs,min = 0.01 S, < 0.6 Cs,min= 0.5S,/(R/le) = 0.035 Ignore Cs,min,gov — 0.046 CS o„ = 0.16 (LRFD) 5of32 Effective Seismic Weight Floor Area (sf) wfloor (psf) wwalls (psf)' W (Ibs) Roof 1620 15 10 40500 1st 1660 12 30 69720 Sum: 110220 Ibs 'Includes weight of interior/exterior walls as uniform area load Base Shear (includes p) - LRFD Level pV = pCsW = 0.160 W = 1 17635 Ibs Vertical Distribution of Base Shear (ASCE 7-16 Section 12.8.3) - LRFD Level Floor Wx (Ibs) hx (ft) wxhxk C X Fx (Ibs) Fx (psf) Roof 40500 21 850500 0.47 8211 5.1 1 st 69720 14 976080 0.53 9424 5.7 Sum: 1826580 17635 Where k = Diaphragm Forces (ASCE 7-16 Section 12.10.1.1) - LRFD Level Floor F; (Ibs) JF; W; (Ibs) yW; 2F;/jW; FPx (Ibs) Roof 1st 8211 9424 8211 17635 40500 69720 40500 110220 0.20 0.16 8211 11155 Floor FPX Min (Ibs) FPX Max (Ibs) FPX Gov (Ibs) FPX Gov (psf) Roof 1st 5897 10151 1 11794 20302 8211 L 11155 5.1 6.7 6/21/2021 ATC Hazards by Location L1TC Hazards by Location 6 of 32 Search Information 11-0 ;,r„, ,h IvSar;s;iilc Address: 18914 94th Ave W, Edmonds, WA 98020, USA 256 ft ett Coordinates: 47.8273051,-122.3594927 o T Elevation: 256 ft Timestamp: 2021-06-22TO6:34:57.829Z Se Hazard Type: Seismic tittle Reference Document: ASCE7-16 Go gle Renton Risk Category: II Site Class: C MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 1.40 1.20 0.80 1.00 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters pMap data ©2021 Google Name Value Description Ss 1.297 MCER ground motion (period=0.2s) S1 0.458 MCER ground motion (period=1.Os) SMs 1.556 Site -modified spectral acceleration value SM1 0.687 Site -modified spectral acceleration value SIDS 1.038 Numeric seismic design value at 0.2s SA SD1 0.458 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv 1.5 Site amplification factor at 1.0s CRs 0.908 Coefficient of risk (0.2s) CRt 0.895 Coefficient of risk (1.0s) PGA 0.554 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.665 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.297 Probabilistic risk -targeted ground motion (0.2s) https://hazards.atcouncil.org/#/seismic?lat=47.8273051&ing=-122.3594927&address=18914 94th Ave W%2C Edmonds%2C WA 98020%2C USA 1/2 O.G. Engineering, PLLC Project Title: 7 of 32 8645 22nd Ave SW Engineer: Seattle, WA 98106 Project ID: Project Descr: Printed: 22 JUN 2021, 12:19AM ASCE 7-16 Wind Forces, p Cha ter 27> Part I 21018_Jenkins.8 I Software copyright ENERCALC, INC. 4 1983-2020, BuiId:12.20.8.24 198 KW-06011183 O.G. DESCRIPTION: 18914 94th Ave W 18914 94th Ave W Basic Values Risk Category 2 per ASCE 7-16 Table 1.5-1 Horizontal Dim. in North -South Direction (B or L) = 49.0 ft V : Basic Wind Speed 98.0 Horizontal Dim. in East-West Direction (B or L) = 54.0 ft Kd : Directionality Factor 0.850 per ASCE 7-16 Table 26.6-1 In : Mean Roof height = 21.0 ft Exposure Category per ASCE 7-16 Section 26.7 Topographic Factor per ASCE 7-16 Sec 26.8 & Figure 26.8-1 North : Exposure B East : Exposure B North : K1 = 0.00010 K2 = 1.0 K3 = 1.0 Kzt = 1.000 South : Exposure B West: Exposure B South: K1 = 0.00010 K2 = 1.0 K3 = 1.0 Kzt = 1.000 East : K1 = 0.00010 K2 = 1.0 K3 = 1.0 Kzt = 1.000 Building Period & Flexibility Category West: K1 = 0.00010 K2 = 1.0 K3 = 1.0 Kzt = 1.000 User has specified the building frequency is -1 Hz, therefore considered RIGID for both North -South and East-West directions. Building Story Data hi Story Ht ER : X ER : X Level Description ft ft ft ft Roof 21.00 12.00 0.000 0.000 1 st 9.00 9.00 0.000 0.000 Gust Factor For wind coming from direction indicated North = 0.850 South = 0.850 East = 0.850 West = 0.850 Enclosure Check if Building Qualifies as "Open" North Wall South Wall East Wall West Wall Roof Total Agross 1.0 ft^2 1.0 ft"2 1.0 ft^2 1.0 ft^2 1.0 ft"2 5.0 ft"2 Aopenings ft^2 ft^2 ft^2 ft^2 ft^2 0.0 ft^2 Aopenings - 0.8 * Agross ? No No No No All four Agross values must be non -zero Building does NOT qualify as "Open" User has specified the Building is to be considered Enclosed when NORTH elevation receives positive external pressure User has specified the Building is to be considered Enclosed when SOUTH elevation receives positive external pressure User has specified the Building is to be considered Enclosed when EAST elevation receives positive external pressure User has specified the Building is to be considered Enclosed when WEST elevation receives positive external pressure Velocity Pressures When the following walls experience leeward or sidewall pressures, the value of Kh shall be (per Table 26.10-1) : North Wall = 0.6327 psf South Wall = 0.6327 psf East Wall = 0.6327psf West Wall = 0.6327 psf When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Table 26.10-1) : North Wall = 13.225 psf South Wall = 13.225 psf East Wall = 13.225psf West Wall = 13.225 psf qz : Windward Wall Velocity Pressures at various heights per Eq. 26.10.1 North Elevation South Elevation East Elevation West Elevation Height Above Base (ft) Kz qz Kz qz Kz qz Kz qz 0.00 0.575 12.01 0.575 12.01 0.575 12.01 0.575 12.01 4.00 0.575 12.01 0.575 12.01 0.575 12.01 0.575 12.01 8.00 0.575 12.01 0.575 12.01 0.575 12.01 0.575 12.01 12.00 0.575 12.01 0.575 12.01 0.575 12.01 0.575 12.01 O.G. Engineering, PLLC Project Title: 8 Of 32 8645 22nd Ave SW Engineer: Seattle, WA 98106 Project ID: Project Descr: Printed: 22 JUN 2021, 12:19AM ASCE 7-16 Wind Forces, p Cha ter 27> Part I 198 21018_Jenkins.8 4 Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 I KW-06011183 O.G. DESCRIPTION: 18914 94th Ave W 16.00 0.585 12.24 0.585 20.00 0.624 13.04 0.624 Pressure Coefficients GCpi : Internal pressure coefficient, per sec. 26.13 and Table 26.13-1 North South East 12.24 0.585 12.24 0.585 12.24 13.04 0.624 13.04 0.624 13.04 GCpi Values when elevation receives positive external pressure West +/- 0.180 +/- 0.180 +/- 0.180 +/- 0.180 Specify Cp Values from Figure 27.3-1 for Windward, Leeward & Side Walls Cp Values when elevation receives positive external pressure North South East West Windward Wall 0.80 0.80 0.80 0.80 Leeward Wall -0.50 -0.50 -0.50 -0.50 Side Walls -0.70 -0.70 -0.70 -0.70 Wind Pressures Wind Pressures when NORTH Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -8.001 psf -3.240 psf Side Wall Pressures -10.250 psf -5.488 psf Windward Wall Pressures ... Positive Internal Negative Internal Height Above Base (ft) Pressure (pso Pressure (pso 0.00 5.79 10.55 4.00 5.79 10.55 8.00 5.79 10.55 12.00 5.79 10.55 16.00 5.94 10.70 20.00 6.49 11.25 Wind Pressures when SOUTH Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -8.001 psf -3.240 psf Side Wall Pressures -10.250 psf -5.488 psf Windward Wall Pressures ... Positive Internal Negative Internal Height Above Base (ft) Pressure (pst Pressure (pso 0.00 5.79 10.55 4.00 5.79 10.55 8.00 5.79 10.55 12.00 5.79 10.55 16.00 5.94 10.70 20.00 6.49 11.25 Wind Pressures when EAST Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -8.001 psf -3.240 psf Side Wall Pressures -10.250 psf -5.488 psf Windward Wall Pressures ... Positive Internal Negative Internal Height Above Base (ft) Pressure (pso Pressure (pso 0.00 5.79 10.55 4.00 5.79 10.55 8.00 5.79 10.55 O.G. Engineering, PLLC Project Title: 9 of 32 8645 22nd Ave SW Engineer: Seattle, WA 98106 Project ID: Project Descr: Printed: 22 JUN 2021, 12:19AM ASCE 7-16 Wind Forces, p Cha ter 27> Part I 21018_Jenkins.8 I Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 198 4 KW-06011183 O.G. DESCRIPTION: 18914 94th Ave W 12.00 5.79 10.55 16.00 5.94 10.70 20.00 6.49 11.25 Wind Pressures when WEST Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -8.001 psf -3.240 psf Side Wall Pressures-10.250 psf -5.488 psf Windward Wall Pressures ... Positive Internal Negative Internal Height Above Base (ft) Pressure (psf) Pressure (psf) 0.00 5.79 10.55 4.00 5.79 10.55 8.00 5.79 10.55 12.00 5.79 10.55 16.00 5.94 10.70 20.00 6.49 11.25 Story Forces for Design Wind Load Cases Values below are calculated based on a building with dimensions B x L x h as defined on the "Basic Values" tab. Wind Shear Components (k) Eccentricity for (ft) Load Case Windward Wall Building level Ht. Range Trib. Height In "Y" Direction In "X" Directiol`iY" Shear "X" Shear Mt, (ft-k) CASE 1 North Level 2 15.00' -> 21.00' 6.00 -4.61 --- --- --- --- CASE 1 North Level 1 4.50' -> 15.00' 10.50 -7.82 --- --- --- --- CASE 1 South Level 2 15.00' -> 21.00' 6.00 4.61 --- --- --- --- CASE 1 South Level 1 4.50' -> 15.00' 10.50 7.82 --- --- --- --- CASE 1 East Level 2 15.00' -> 21.00' 6.00 --- -4.18 --- --- --- CASE 1 East Level 1 4.50' -> 15.00' 10.50 --- -7.09 --- --- --- CASE 1 West Level 2 15.00' -> 21.00' 6.00 --- 4.18 --- --- --- CASE 1 West Level 1 4.50' -> 15.00' 10.50 --- 7.09 --- --- --- CASE 2 North Level 2 15.00' -> 21.00' 6.00 -3.46 --- --- 8.10 +/ 28.0 CASE 2 North Level 1 4.50' -> 15.00' 10.50 -5.86 --- --- 8.10 +/ 47.5 CASE 2 South Level 2 15.00' -> 21.00' 6.00 3.46 --- --- 8.10 +/ 28.0 CASE 2 South Level 1 4.50' -> 15.00' 10.50 5.86 --- --- 8.10 +/ 47.5 CASE 2 East Level 2 15.00' -> 21.00' 6.00 --- -3.14 7.35 --- +/ 23.0 CASE 2 East Level 1 4.50' -> 15.00' 10.50 --- -5.32 7.35 +/ 39.1 CASE 2 West Level 2 15.00' -> 21.00' 6.00 --- 3.14 7.35 +/ 23.0 CASE 2 West Level 1 4.50' -> 15.00' 10.50 --- 5.32 7.35 +/ 39.1 CASE 3 North & East Level 2 15.00' -> 21.00' 6.00 -3.46 -3.14 --- --- --- CASE 3 North & East Level 1 4.50' -> 15.00' 10.50 -5.86 -5.32 --- --- --- CASE 3 North & West Level 2 15.00' -> 21.00' 6.00 -3.46 3.14 --- --- --- CASE 3 North & West Level 1 4.50' -> 15.00' 10.50 -5.86 5.32 --- --- --- CASE 3 South & West Level 2 15.00' -> 21.00' 6.00 3.46 3.14 --- --- --- CASE 3 South & West Level 1 4.50' -> 15.00' 10.50 5.86 5.32 --- --- --- CASE 3 South & East Level 2 15.00' -> 21.00' 6.00 3.46 -3.14 --- --- --- CASE 3 South & East Level 1 4.50' -> 15.00' 10.50 5.86 -5.32 --- --- --- CASE 4 North & East Level 2 15.00' -> 21.00' 6.00 -2.59 -2.35 7.35 8.10 +/ 38.3 O.G. Engineering, PLLC Project Title: 10 of 32 8645 22nd Ave SW Engineer: Seattle, WA 98106 Project ID: Project Descr: Printed: 22 JUN 2021, 12:19AM ASCE 7-16 Wind Forces, p Cha ter 27> Part I 21018_Jenkins.8 I Software copyright ENERCALC, 4 INC. 1983-2020, BuiId:12.20.8.24 198 KW-06011183 O.G. DESCRIPTION: 18914 94th Ave W CASE 4 North & East Level 1 4.50' -> 15.00' 10.50 -4.40 -3.99 7.35 8.10 +/ 65.0 CASE 4 North & West Level 2 15.00' -> 21.00' 6.00 -2.59 2.35 7.35 8.10 +/ 38.3 CASE 4 North & West Level 1 4.50' -> 15.00' 10.50 -4.40 3.99 7.35 8.10 +/ 65.0 CASE 4 South & West Level 2 15.00' -> 21.00' 6.00 2.59 2.35 7.35 8.10 +/ 38.3 CASE 4 South & West Level 1 4.50' -> 15.00' 10.50 4.40 3.99 7.35 8.10 +/ 65.0 CASE 4 South & East Level 2 15.00' -> 21.00' 6.00 2.59 -2.35 7.35 8.10 +/ 38.3 CASE 4 South & East Level 1 4.50' -> 15.00' 10.50 4.40 -3.99 7.35 8.10 +/ 65.0 Min per ASCE 27.1.5 North Level 2 15.00' -> 21.00' 6.00 -5.18 --- --- --- --- Min per ASCE 27.1.5 North Level 1 4.50' -> 15.00' 10.50 -9.07 --- --- --- --- Min per ASCE 27.1.5 South Level 2 15.00' -> 21.00' 6.00 5.18 --- --- --- --- Min per ASCE 27.1.5 South Level 1 4.50' -> 15.00' 10.50 9.07 --- --- --- --- Min per ASCE 27.1.5 East Level 2 15.00' -> 21.00' 6.00 --- -4.70 --- --- --- Min per ASCE 27.1.5 East Level 1 4.50' -> 15.00' 10.50 --- -8.23 --- --- --- Min per ASCE 27.1.5 West Level 2 15.00' -> 21.00' 6.00 --- 4.70 --- --- --- Min per ASCE 27.1.5 West Level 1 4.50' -> 15.00' 10.50 --- 8.23 --- --- --- Base Shear for Design Wind Load Cases North Values below are calculated based on a building with dimensions B x L x h as defined on the "General" tab. Wind Base Shear Components (k) West +X Load Case Windward Wall Leeward Wall In "Y" Direction In "X" Direction Mt, (ft-k) Case 1 North South -12.43 --- --- Case 1 South North 12.43 --- --- Case 1 East West --- -11.27 --- Case 1 West East --- 11.27 --- Case 2 North South -9.32 --- +/- 75.5 Case 2 South North 9.32 --- +/- 75.5 Case 2 East West --- -8.46 +/- 62.2 Case 2 West East --- 8.46 +/- 62.2 Case 3 North & East South & West -9.32 -8.46 --- Case 3 North & West South & East -9.32 8.46 --- Case 3 South & West North & East 9.32 8.46 --- Case 3 South & East North & West 9.32 -8.46 --- Case 4 North & East South & West -7.00 -6.35 +/- 103.3 Case 4 North & West South & East -7.00 6.35 +/- 103.3 Case 4 South & West North & East 7.00 6.35 +/- 103.3 Case 4 South & East North & West 7.00 -6.35 +/- 103.3 Min per ASCE 27.1.5 North South -14.26 --- --- Min per ASCE 27.1.5 South North 14.26 --- --- Min per ASCE 27.1.5 East West --- -12.94 --- Min per ASCE 27.1.5 West East --- 12.94 --- LQC-J� it O v �- '�` • O I 1 J—E_n>%.T�� 12of32 ------------- 3 i ATF-D�P_ qw�,- � rho r to r oL CA.- J O c - AAAA.- U- � ,. �U3 �l/Y �ti fjL s f A - L-(I-t' IP14 of 32 i ��"� � ��-0 « W = t � +--i.� ^�-2S f'�f Vd� �JS �p2-t��I �� � ��0•c.µ�r 0 a F Q 2 to j LrJ -i-ql9 Ir" cO rl— J u P P p 2r T--4 15 of 32 11 l,*f- H�aY< !F n Wto I ev �- ®� Y2A.�r Q �t L1L- .P L X'Lk J ` � kN 1 Sh4�►= �� �o �1_� f��z��<< DQL�Yty�`% U,L 16 of 32 P� s L - c.t �)IL-J ctc A-- 3I—Ct" 4 f'� f cnrvr oc r� 2.1-�h OL- 4c t.., oc--4 . 11 i�J— c +- -r. PS4, d ���� ? tt �c .� ZZ 17 of 32 { ti SSY ®L U Wo P�J r th -�A11 �t� TSB (, l S +1 Q{ d G 1�i�/ie �c%� F JPL,.I—k �,A AAA4) JA- O.G. Engineering, PLLC Project Title: 8645 22nd Ave SW Engineer: 18 of 32 Seattle, WA 98106 Project ID: Project Descr: Printed: 21 JUN 2021, 11:24PM File: 21018_Jenkins ..ec6 8.24Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20' Description : Roof Framing Wood Beam Design : RR1 - Rafters o/ Livinq Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0130, Lr = 0.020, S = 0.0250 k/ft, Trib= 2.0 ft Design Summary Max fb/Fb Ratio = 0.803. 1 fb : Actual : 1,147.32 psi at 5.750 ft in Span # 1 Fb: Allowable: 1,428.30 psi Load Comb: +D+S Max fv/FvRatio = 0.262 : 1 fv : Actual : 54.25 psi at 0.000 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S Max Reactions (k) D L Lr S W E Left Support 0.15 0.23 0.29 Right Support 0.15 0.23 0.29 Wood Beam Design: RB2 - Roof Beam D(0.0260) Lr(0.040) S(0.050) 2x8 11.50 ft H Transient Downward 0.260 in Total Downward 0.395 in Ratio 531 Ratio 349 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 6x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : Select Structural Fb - Tension 1,600.0 psi Fc - Prll 1,100.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Fb - Compr 1,600.0 psi Fc - Perp 625.0 psi Ft 950.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0130, Lr = 0.020, S = 0.0250 k/ft, Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.594: 1 fb : Actual : 1,093.44 psi at 5.750 ft in Span # 1 Fb: Allowable: 1,840.00 psi Load Comb: +D+S Max fv/FvRatio = 0.334 : 1 fv : Actual : 65.24 psi at 0.000 ft in Span # 1 Fv: Allowable: 195.50 psi Load Comb: +D+S Max Reactions (k) D L Lr s W E Left Support 0.90 1.38 1.73 Right Support 0.90 1.38 1.73 D(0.1560) Lr(0.240) S(0.30) 6x10 11.50 ft Max Deflections H Transient Downward 0.189 in Total Downward 0.287 in Ratio 731 Ratio 480 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: O.G. Engineering, PLLC Project Title: 8645 22nd Ave SW Engineer: 19 Of 32 Seattle, WA 98106 Project ID: Project Descr: Printed: 21 JUN 2021, 11:24PM File: 21018_Jenkins ..ec6 8.24Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20' Wood Beam Design : AB1 -Attic Beam Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x14.0, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.2E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,200.0 ksi Density 45.070 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,118.19 ksi Applied Loads Unif Load: D = 0.050, Lr = 0.070, L = 0.070, S = 0.080 k/ft, Trib=1.0 ft Point: D = 0.90, Lr = 1.380, S =1.730 k @ 11.750 ft Design Summary Max fb/Fb Ratio = 0.521 : 1 D 0.05o Lr o.07o L o.070s o.oso fb : Actual : 1,709.06 psi at 11.750 ft in Span # 1 Fb: Allowable: 3,278.42 psi Load Comb: +D+S 5.25x14.0 Max fv/FvRatio = 0.173 : 1 fv : Actual : 57.75 psi at 0.000 ft in Span # 1 Fv: Allowable: 333.50 psi Load Comb: +D+0.750L+0.750S Max Reactions (k) D L Lr S W E H Left Support 1.04 0.82 1.51 1.81 Right Support 1.04 0.82 1.51 1.81 Wood Beam Design : AH2 - Attic Header 23.50 ft Max Deflections Transient Downward 0.517 in Total Downward 0.807 in Ratio 545 Ratio 349 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x9.25, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.2E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,200.0 ksi Density 45.070 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,118.19 ksi implied Loads Point: D = 0.90, Lr = 1.380, S =1.730 k @ 5.50 ft Design Summary Max fb/Fb Ratio = 0.348. 1 fb : Actual : 1,159.25 psi at 5.500 ft in Span # 1 Fb: Allowable: 3,335.00 psi - Load Comb: +D+S 5.25x9.25 Max fv/FvRatio = 0.122 : 1 11.0 ft fv : Actual : 40.62 psi at 0.000 ft in Span # 1 Fv: Allowable: 333.50 psi Load Comb: +D+S Max Reactions (k) D L Lr S W E H Left Support 0.45 0.69 0.87 Right Support 0.45 0.69 0.87 Transient Downward 0.109 in Ratio 1207 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.166 in Ratio 793 LC: +D+S Total Upward 0.000 in Ratio 9999 LC: O.G. Engineering, PLLC Project Title: 8645 22nd Ave SW Engineer: 20 Of 32 Seattle, WA 98106 Project ID: Project Descr: Printed: 21 JUN 2021, 11:24PM File: 21018_Jenkins ..ec6 8.24Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20' Wood Beam Design : AH3 - Attic Header Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 6x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 875.0 psi Fc - Prll 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.210 pcf Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Applied Loads Point: D = 1.040, Lr = 1.510, L = 0.820, S =1.810 k @ 3.750 ft Design Summary Max fb/Fb Ratio = 0.840 : 1 fb : Actual : 844.80 psi at 3.746 ft in Span # 1 Fb: Allowable: 1,006.25 psi Load Comb: +D+0.750L+0.750S Max fv/FvRatio = 0.228: 1 silo fv : Actual : 44.64 psi at 0.000 ft in Span # 1 7.750 ft Fv: Allowable: 195.50 psi Load Comb: +D+0.750L+0.750S Max Deflections Max Reactions (k) D L Lr S vV E H Transient Downward 0.060 in Total Downward 0.094 in Left Support 0.54 0.42 0.78 0.93 Ratio 1560 Ratio 991 Right Support 0.50 0.40 0.73 0.88 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : AB4 - Attic Beam Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x9.25, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 2.2E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,200.0 ksi Density 45.070 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,118.19 ksi Anplied Loads Unif Load: D = 0.140, Lr = 0.180 Design Summary L = 0.180, S = 0.230 k/ft, Trib=1.0 ft Max fb/Fb Ratio = 0.472. 1 fb : Actual : 1,574.07 psi at 6.625 ft in Span # 1 Fb: Allowable: 3,335.00 psi Load Comb: +D+0.750L+0.750S Max fv/FvRatio = 0.243 : 1 fv : Actual : 81.20 psi at 12.499 ft in Span # 1 Fv: Allowable: 333.50 psi Load Comb: +D+0.750L+0.750S Max Reactions (k) D L Lr S W E Left Support 0.93 1.19 1.19 1.52 Right Support 0.93 1.19 1.19 1.52 D(0.140) Lr(0.180) L(0.180) S(0.230) 5.25x9.25 13.250 ft Max Deflections H Transient Downward 0.211 in Total Downward 0.339 in Ratio 755 Ratio 469 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: O.G. Engineering, PLLC Project Title: 8645 22nd Ave SW Engineer: 21 of 32 Seattle, WA 98106 Project ID: Project Descr: Printed: 21 JUN 2021, 11:24PM File: 21018_Jenkins ..ec6 8.24Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20' Wood Beam Design : AJ5 - Ceilinq Joists Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2x4, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0070, L = 0.010 k/ft, Trib= 1.330 ft Design Summary Max fb/Fb Ratio = 0.170 : 1 fb : Actual : 224.25 psi at 2.250 ft in Span # 1 Fb: Allowable: 1,322.50 psi Load Comb: +D+L Max fv/FvRatio = 0.071 : 1 fv : Actual : 12.69 psi at 0.000 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L Max Reactions (k) D L Lr S W E Left Support 0.02 0.03 Right Support 0.02 0.03 Wood Beam Design : AH6 - Attic Header D 0.009310 L 0.01330 2x4 4.50 ft Max Deflections H Transient Downward 0.014 in Total Downward 0.024 in Ratio 3753 Ratio 2207 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x5.25, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 1.8E Fb - Tension 2400 psi Fc - Prll 2500 psi Fv 190 psi Ebend- xx 1800 ksi Density 45.07 pcf Fb - Compr 2400 psi Fc - Perp 425 psi Ft 1755 psi Eminbend - xx 914.88 ksi Anplied Loads Unif Load: D = 0.0130, Lr = 0.020, S = 0.0250 k/ft, Trib= 6.0 ft Design Summary Max fb/Fb Ratio = 0.351 • 1 fb : Actual : 969.17 psi at 3.375 ft in Span # 1 Fb: Allowable: 2,760.00 psi Load Comb: +D+S Max fv/FvRatio = 0.251 : 1 fv : Actual : 54.86 psi at 6.323 ft in Span # 1 Fv: Allowable: 218.50 psi Load Comb: +D+S Max Reactions (k) D L Lr S W E Left Support 0.26 0.41 0.51 Right Support 0.26 0.41 0.51 D(0.0780) Lr(0.120) S(0.150) 3.5x5.25 6.750 ft Max Deflections H Transient Downward 0.093 in Total Downward 0.141 in Ratio 873 Ratio 574 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: O.G. Engineering, PLLC Project Title: 8645 22nd Ave SW Engineer: 22 of 32 Seattle, WA 98106 Project ID: Project Descr: Printed: 21 JUN 2021, 8:20PM File: 21018_Jenkins ..ec6 8.24Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20' Description : Back Deck Framing Wood Beam Design : RDJ1 - Roof Deck Joists Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2-1.75x7.25, Microllam LVL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Microl-am LVL 2.0 E Fb - Tension 2,600.0 psi Fc - Prll 2,510.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 42.010 pcf Fb - Compr 2,600.0 psi Fc - Perp 750.0 psi Ft 1,555.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Unif Load: D = 0.0180, L = 0.060, S = 0.0250 k/ft, Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.396. 1 fb : Actual : 1,030.56 psi at 7.125 ft in Span # 1 Fb: Allowable: 2,600.00 psi Load Comb: +D+L Max fv/FvRatio = 0.141 : 1 fv : Actual : 40.20 psi at 0.000 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L Max Reactions (k) D L Lr S W E Left Support 0.17 0.57 0.24 Right Support 0.17 0.57 0.24 Wood Beam Design : RDB2 - Roof Deck Beam D 0.02394 L 0.07980 S 0.03325 2-1.75x725 14.250 ft Max Deflections H Transient Downward 0.335 in Total Downward 0.456 in Ratio 510 Ratio 374 LC: L Only LC: +D+0.750L+0.750S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2-1.75x7.25, Microllam LVL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Microl-am LVL 2.0 E Fb - Tension 2,600.0 psi Fc - Prll 2,510.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 42.010 pcf Fb - Compr 2,600.0 psi Fc - Perp 750.0 psi Ft 1,555.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Unif Load: D = 0.0180, L = 0.060, S = 0.0250 k/ft, Trib= 7.0 ft Design Summary Max fb/Fb Ratio = 0.536 : 1 fb : Actual : 1,393.58 psi at 3.600 ft in Span # 1 Fb: Allowable: 2,600.00 psi Load Comb: +D+L+H, LL Comb Run (L*) Max fv/FvRatio = 0.425 : 1 fv : Actual : 121.03 psi at 6.900 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H, LL Comb Run (LL) Max Reactions (k) D L Lr S W E Left Support 0.40 1.58 0.55 Right Support 0.93 3.09 1.29 D(0.1260) 2-1.75x725 7.50 ft Max Deflections H Transient Downward 0.143 in Ratio 502 L Only, LL Comb Run (*L) Transient Upward -0.172 in Ratio 418 L Only, LL Comb Run (L*) ) S(0.1750) 2-1.75x725 3.0 ft Total Downward 0.161 in Ratio 534 )+L+H, LL Comb Run (*L) Total Upward -0.181 in Ratio 398 )+L+H, LL Comb Run (L*) O.G. Engineering, PLLC Project Title: 8645 22nd Ave SW Engineer: 23 of 32 Seattle, WA 98106 Project ID: Project Descr: Printed: 21 JUN 2021, 8:20PM File: 21018_Jenkins ..ec6 8.24Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20' Wood Beam Design : RDB3 - Roof Deck Beam Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x9.25, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.2E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,200.0 ksi Density 45.070 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,118.19 ksi Applied Loads Unif Load: D = 0.20, L = 0.780, S = 0.180 k/ft, Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.187 : 1 fb : Actual : 541.18 psi at 2.625 ft in Span # 1 Fb: Allowable: 2,900.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.274 : 1 fv : Actual : 79.46 psi at 0.000 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 0.53 2.05 0.47 Right Support 0.53 2.05 0.47 Wood Beam Design : DJ4 - Deck Joists D 0.20 L 0.780 S 0.180 5.25x9.25 5.250 ft Max Deflections H Transient Downward 0.018 in Total Downward 0.022 in Ratio 3580 Ratio 2849 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Anplied Loads Unif Load: D = 0.010, L = 0.060, S = 0.0250 k/ft, Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.343. 1 fb : Actual : 321.48 psi at 3.750 ft in Span # 1 Fb: Allowable: 938.40 psi Load Comb: +D+L+H, LL Comb Run (LL) Max fv/FvRatio = 0.252 : 1 fv : Actual : 29.32 psi at 3.150 ft in Span # 1 Fv: Allowable: 116.40 psi Load Comb: +D+L+H, LL Comb Run (LL) Max Reactions (k) D L Lr S W E Left Support 0.01 0.15 0.03 Right Support 0.07 0.45 0.19 D(0.01330) L(0.07980) S(0.03325) 2x8 3.750 ft H Transient Downward 0.050 in Ratio 1324 L Only, LL Comb Run (*L) Transient Upward -0.015 in Ratio 4414 L Only, LL Comb Run (L*) 2x8 2.750 ft Total Downward 0.056 in Ratio 1186 )+L+H, LL Comb Run (*L) Total Upward -0.009 in Ratio 5070 )+L+H, LL Comb Run (*L) O.G. Engineering, PLLC Project Title: 8645 22nd Ave SW Engineer: 24 of 32 Seattle, WA 98106 Project ID: Project Descr: Printed: 21 JUN 2021, 8:20PM File: 21018_Jenkins ..ec6 8.24Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20' Wood Beam Design : DB5 - Deck Beam Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 6x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Fb - Tension 675.0 psi Fc - Prll 500.0 psi Fv 140.0 psi Ebend- xx 1,100.0 ksi Density 26.840 pcf Fb - Compr 675.0 psi Fc - Perp 405.0 psi Ft 350.0 psi Eminbend - xx 400.0 ksi Applied Loads Unif Load: D = 0.010, L = 0.060, S = 0.0250 k/ft, Trib= 4.750 ft Design SummarX Max fb/Fb Ratio = 0.494: 1 fb : Actual : 266.60 psi at 2.625 ft in Span # 1 Fb: Allowable: 540.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.283 : 1 fv : Actual : 31.74 psi at 0.000 ft in Span # 1 Fv : Allowable: 112.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 0.12 0.75 0.31 Right Support 0.12 0.75 0.31 D(0.04750) L(0.2850) S(0.1188) 6x8 5.250 ft Max Deflections H Transient Downward 0.023 in Total Downward 0.028 in Ratio 2736 Ratio 2225 LC: L Only C: +D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: O.G. Engineering, PLLC Project Title: 8645 22nd Ave SW Engineer: 25 of 32 Seattle, WA 98106 Project ID: Project Descr: Printed: 21 JUN 2021, 11:28PM File: 21018_Jenkins ..ec6 8.24Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20' Description : 1st Floor Framing Wood Beam Design : 1FB1 - 1st Floor Beam Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3-1.75x7.25, Microllam LVL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Microl-am LVL 2.0 E Fb - Tension 2600 psi Fc - Prll 2510 psi Fv 285 psi Ebend- xx 2000 ksi Density 42.01 pcf Fb - Compr 2600 psi Fc - Perp 750 psi Ft 1555 psi Eminbend - xx 1016.535 ksi Applied Loads Point: D = 0.540, Lr = 0.780, L = 0.420, S = 0.930 k @ 7.750 ft Design Summary Max fb/Fb Ratio = 0.277. 1 fb : Actual : 820.60 psi at 7.735 ft in Span # ' Fb: Allowable: 2,964.22 psi Load Comb: +D+0.750L+0.750S Max fv/FvRatio = 0.138 : 1 fv : Actual : 45.16 psi at 7.770 ft in Span # ' Fv: Allowable: 327.75 psi Load Comb: +D+0.750L+0.750S Max Reactions (k) D L Lr S W E Left Support 0.14 0.11 0.20 0.24 Right Support 0.40 0.31 0.58 0.69 Wood Beam Design : 1 FB2 - 1st Floor Beam 3-1.75x725 10.50 ft Max Deflections H Transient Downward 0.085 in Total Downward 0.141 in Ratio 1488 Ratio 891 LC: S Only LC: +D+0.750L+0.750S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4-1.75x7.25, Microllam LVL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Microl-am LVL 2.0 E Fb - Tension 2600 psi Fc - Prll 2510 psi Fv 285 psi Ebend- xx 2000 ksi Density 42.01 pcf Fb - Compr 2600 psi Fc - Perp 750 psi Ft 1555 psi Eminbend - xx 1016.535 ksi Applied Loads Point: D = 1.040, Lr = 1.510, L = 0.820, S =1.810 k @ 3.50 ft Design Summary Max fb/Fb Ratio = 0.526 : 1 fb : Actual : 1,561.20 psi at 3.528 ft in Span # 1 Fb: Allowable: 2,970.63 psi Load Comb: +D+0.750L+0.750S Max fv/FvRatio = 0.206 : 1 fv : Actual : 67.55 psi at 0.000 ft in Span # 1 Fv: Allowable: 327.75 psi Load Comb: +D+0.750L+0.750S Max Reactions (k) D L Lr S W E Left Support 0.79 0.62 1.15 1.37 Right Support 0.25 0.20 0.36 0.44 4-1.75x7.25 14.50 ft Max Deflections H Transient Downward 0.305 in Total Downward 0.481 in Ratio 569 Ratio 361 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: O.G. Engineering, PLLC Project Title: 8645 22nd Ave SW Engineer: 26 Of 32 Seattle, WA 98106 Project ID: Project Descr: Printed: 21 JUN 2021, 10:58PM File: 21018_Jenkins ..ec6 8.24Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20' Description: Entry Awning Framing Steel Beam Design : ER1 - Entry Awning Rafters Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : HSS4x2x1/8, Fully Unbraced Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 46.0 ksi E = 29,000.0 ksi implied Loads Unif Load: D = 0.010, Lr = 0.020, S = 0.0250 k/ft, Trib= 2.50 ft Design Summary Max fb/Fb Ratio = 0.103 : 1 D(0.0250) Lr(0.050) S(0.06250) Mu : Applied 0.394 k-ft at 3.000 ft in Span # 1 Mn / Omega: Allow 3.810 k-ft Load Comb: +D+S Max fv/FvRatio = 0.019 : 1 Vu : Applied 0.2625 k at 6.000 ft in Span # 1 6.0 ft Vn / Omega: Allow 14.003 k Load Comb: +D+S Max Reactions (k) D L Lr S w E H Max Deflections Left Support 0.08 0.15 0.19 Transient Downward 0.024 in Total Downward 0.033 in Right Support 0.08 0.15 0.19 Ratio 3019 2157 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Steel Beam Design : EB2 - Entry Awning Beam Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : HSS5x2x1/8, Fully Unbraced Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 46.0 ksi E = 29,000.0 ksi Applied Loads Unif Load: D = 0.010, Lr = 0.020, S = 0.0250 k/ft, Trib= 3.0 ft Design Summary Max fb/Fb Ratio = 0.110 : 1 D(0.030) Lr(0.060) S(0.0750) Mu : Applied 0.598 k-ft at 3.375 ft in Span # 1 Mn / Omega: Allow 5.440 k-ft Load Comb: +D+S Max fv/FvRatio = 0.020: 1 r n� Vu : Applied 0.3544 k at 0.000 ft in Span # 1 6.750 ft Vn / Omega: Allow 17.837 k Load Comb: +D+S Max Reactions (k) D L Lr S w E H Max Deflections Left Support 0.10 0.20 0.25 Transient Downward 0.026 in Total Downward 0.037 in Right Support 0.10 0.20 0.25 Ratio 3101 2215 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: O.G. Engineering, PLLC Project Title: 27 Of 32 8645 22nd Ave SW Engineer: Seattle, WA 98106 Project ID: Project Descr: Printed: 21 JUN 2021, 10:59PM Steel Column File: 21018_Jenkins.ec6 I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 i,i O.G. DESCRIPTION: Post Supporting E132 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS2x2x118 Overall Column Height 8 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 46 ksi X-X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 8 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 24.359 Ibs' Dead Load Factor AXIAL LOADS ... E62: Axial Load at 8.0 ft, D = 0.110, LR = 0.210, S = 0.260 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.04971 : 1 Maximum Load Reactions . . Load Combination +D+S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pa : Axial 0.3944 k Bottom along Y-Y 0.0 k Pn I Omega : Allowable 7.934 k Ma-x : Applied 0.0 k-ft Maximum Load Deflections ... Mn-x / Omega: Allowable 1.341 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination : Ma-y :Applied 0.0 k-ft Mn-y / Omega: Allowable 1.341 k-ft Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.0 k Vn / Omega: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location D Only 0.017 PASS 0.00 ft 1.00 1.00 126.15 126.15 0.000 PASS 0.00 ft +D+Lr 0.043 PASS 0.00 ft 1.00 1.00 126.15 126.15 0.000 PASS 0.00 ft +D+S 0.050 PASS 0.00 ft 1.00 1.00 126.15 126.15 0.000 PASS 0.00 ft +D+0.750Lr 0.037 PASS 0.00 ft 1.00 1.00 126.15 126.15 0.000 PASS 0.00 ft +D+0.750S 0.042 PASS 0.00 ft 1.00 1.00 126.15 126.15 0.000 PASS 0.00 ft +0.60D 0.010 PASS 0.00 ft 1.00 1.00 126.15 126.15 0.000 PASS 0.00 ft Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 0.134 +D+Lr 0.344 +D+S 0.394 +D+0.750Lr 0.292 +D+0.750S 0.329 +0.60D 0.081 Lr Only 0.210 S Only 0.260 O.G. Engineering, PLLC Project Title: 28 Of 32 8645 22nd Ave SW Engineer: Seattle, WA 98106 Project ID: Project Descr: Steel Column DESCRIPTION: Post Supporting EB2 Extreme Reactions Printed: 21 JUN 2021, 10:59PM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 0.394 " Minimum 0.081 Reaction, X-X Axis Base Maximum 0.134 " Minimum 0.134 Reaction, Y-Y Axis Base Maximum 0.134 " Minimum 0.134 Reaction, X-X Axis Top Maximum 0.134 " Minimum 0.134 Reaction, Y-Y Axis Top Maximum 0.134 " Minimum 0.134 Moment, X-X Axis Base Maximum 0.134 " Minimum 0.134 Moment, Y-Y Axis Base Maximum 0.134 " Minimum 0.134 Moment, X-X Axis Top Maximum 0.134 " Minimum 0.134 Moment, Y-Y Axis Top Maximum 0.134 " Minimum 0.134 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS2x2x118 Depth = 2.000 in I xx = 0.49 inA4 J = 0.796 inA4 Design Thick = 0.116 in S xx = 0.49 inA3 Width = 2.000 in R xx = 0.761 in Wall Thick = 0.125 in Zx = 0.584 inA3 Area = 0.840 inA2 lyy = 0.486 inA4 C = 0.817inA3 Weight = 3.045 plf S yy = 0.486 inA3 R yy = 0.761 in Yog = 0.000 in O.G. Engineering, PLLC Project Title: 29 Of 32 8645 22nd Ave SW Engineer: Seattle, WA 98106 Project ID: Project Descr: Steel Column KW-06011183 DESCRIPTION: Post Supporting EB2 Sketches c 0 0 N +Y +X Printed: 21 JUN 2021, 10:59PM File:21018 Jenkins.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 C.G. 0MOk EHDR StoryForces - ASD Level Floor F. (psf) Roof 1 st 3.5 4.0 Wall Mark Capacity (Grade Struct 1) Wall Mark Edge Nailing Capacity Of) 1 6"o. c. 340 2 4"o. c. 510 3 3"o.c. 665 4 2"o.c. 870 Dbl 2 4"o.c. Both Sides 1020 Dbl 3 3"o.c. Both Sides 1330 Dbl 4 2"o.c. Both Sides 1740 Plywood Shear Wall Design Refer to Shear Wall Key Plans Date: 6/22/2021 Job # 21018 PI wood Grade CD-X Struct 1 or CD-X 15132" Plywood, w/ 10d nails, min. 1-112" penetration into framing members Rd (Dead Load Resistance Factor) = 0.6-0.14Sds = Wall Mark Capacity (Grade CD-X) Wall Mark Edge Nailing Capacity (plf) 1 6"o.c. 310 2 4"o. c. 460 3 3"o.c. 600 4 2"o. c. 770 Dbl 2 4"o.c. Both Sides 920 Dbl 3 3"o.c. Both Sides 1200 Dbl 4 1 2"o.c. Both Sides 1540 Notes 1) Wallaby = Shear wall on story above that adds shear to subject wall 2) Vabv = Shear demand from wall on story above 3) Vc,r = Shear demand from current story = AT x FX 4) V = Total shear demand in wall = Vabv + Vcur 5) v = unit shear demand = V / L 6) Allowable shear reduction multiplier of 2xL/h for walls w/ h>2L (=1 if h<2L) 7) OTM = Wall overturning moment = V x h 8) wDL = Distributed resisting dead load on top of wall 9) PDL,END = Minimum resisting point dead load on end of wall 10) RM = Resisting Moment from wDL & PDL,END, mulitplied by Rd above 11) Tend = Tension at end of wall from current story shear = (OTM - RM) / L 12) Tabv = Tension from wall holdown on story above 13) T = Tend + Tabv 0.45 Holdown Schedule Holdown I Capacity (lb) HDU2 3075 HDU4 4565 HDU5 5645 HDU8 6970 MSTC28 1540 MSTC40 3080 MSTC52 4620 Roof Diaphragm Walls in North -South Direction Wall L (ft) h (ft) AT (sf) Wallabv1 Vabv2 (Ibs) V� "3 (Ibs) V (Ib) v (plf) Wall Mark h>2L? 2xL/h Capacity (plf) 1 F.A 6.25 9 240 none 0 852 852 136 1 no 1 310 1 F.B 2.33 8 120 none 0 426 426 183 2 yes 0.58 268 1 F.C.1 3.75 8 105 none 0 373 373 99 1 yes 0.94 291 1 F.C.2 3.75 8 105 none 0 373 373 99 1 yes 0.94 291 Holdowns for Walls in North -South Direction Wall OTM (lb-ft) wDL8 (plf) PDL,E119 (lb) RM (Ib-ft) Tend11 (Ib) Tabv12 (lb) T (Ib) Holdown Capacity 1 F.A 7664 90 360 1821 935 935 HDU2 3075 1 F.B 3406 110 440 602 1204 1204 HDU2 3075 1 F.C.1 2980 80 360 869 563 563 HDU2 3075 1 F.C.2 2980 80 360 869 563 563 HDU2 3075 Walls in East-West Direction Wall L (ft) h (ft) AT (sf) Wallabv1 Vabv2 (Ibs) Vc ,3 (Ibs) V (Ib) v (plf) Wall Mark h>2L? 2xL/h Capacity (plf) 1 F.1 4.75 8 240 none 0 852 852 179 1 no 1 310 1F.2 5 8 180 none 0 639 639 128 1 no 1 310 Holdowns for Walls in East-West Direction Wall OTM (lb-ft) wDL8 (plf) PDL,END9 (lb) RM (lb-ft) Tend11 (lb) Tabv12 (lb) T (lb) Holdown Capacity 1 F.1 1 F.2 6812 5109 80 80 360 360 1187 1272 1184 767 1184 767 HDU2 HDU2 3075 3075 W N O W N