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REVIEWED BLD BLD2024-0863+Structural_Analysis_or_Calculations+7.1.2024_4.16.45_PM+4353561Structural Design Associates 3006 Rucker Ave. Everett, WA 98201-3774 Phone: (425) 339-0293 Email: admin@sdaeverett.com STRUCTURAL CALCULATIONS REAR NANA WINDOW & DOOR; INTERIOR STRONGBACK SDA Job # 10035 MAY 23, 2024 GUERRERO RESIDENCE 9138 186th PL SW EDMONDS, WA 98026 May 23, 2024 GUERRERO RESIDENCE I May 23, 2024 1 SDA Job # 10035 Scope of Work: REAR NANA WINDOW & DOOR; INTERIOR STRONGBACK Site Address: 9138 186th PL SW EDMONDS, WA 98026 Number of Stories: 1 Engineer: JIB Reviewed by: CCC Risk Category: II BLDGS EXCEPT I, III, & IV Construction Type: LOW RISE - RESIDENTIAL Roof Level Loading: Roofing Composition 3.0 Sheathing 15/32" Plywood 1.5 o O� �- a Uj D Insulation Ceiling Framing Miscellaneous Roll/Batt 5/8" GWB Trusses fixtures, mechanical, electrical, partitions etc. 3.0 2.8 2.2 2.5 T LIVE LOAD: 20.0 psf TOTAL DEAD LOAD: 15.0 psf u WALL DEAD LOAD: Level Loading: 10.0 psf ROOF SNOW LOAD: 25.0 psf Grade Floor Covering Sheathing Ceiling Joists Beams Miscellaneous WALL DEAD LOAD TOTAL DEAD LOAD: Level Loading: FLOOR LIVE LOAD: NA Floor Covering Sheathing Ceiling Joists Beams Miscellaneous WALL DEAD LOADII TOTAL DEAD LOAD: Level Loading: FLOOR LIVE LOAD: NA Floor Covering Sheathing Ceiling Joists Beams Miscellaneous NA WALL DEAD LOADII TOTAL DEAD LOAD: FLOOR LIVE LOAD: Soil Bearing Capacity: 1500 psf 18 in Frost Depth: GUERRERO RESIDENCE May 23, 2024 SDA Job # 10035 Type of construction: LOW RISE - RESIDENTIAL Applicable Building Codes: 2021 IBC, ASCE 7-16 Location: 9138 186th PL SW EDMONDS, WA 98026 Work performed : REAR NANA WINDOW & DOOR; INTERIOR STRONGBACK WIND DESIGN: Enclosure Classification: ENCLOSED - SIMPLE DIAPHRAGM PER ASCE 7-16, 26.2 Exposure : C Wind Exposure Category as set forth in 2021 IBC, Section 1609.4 Wind Speed = 110 MPH Basic Wind Speed as used in ASCE 7-16, Figure 26.5-1(A-D) VASD= 86 MPH Allowable Stress Design Wind Speed A = 1.21 Adjustment factor for building height and exposure from Figure28.5-1 of ASCE 7-16 KZT = 2.00 Adjustment factor for increased wind speed due to a hill or escarpment Front/Rear Slope = tan-1 ( rise Flat run / 12 ) = 0.0 degrees Left/Right Slope = tan-1 ( Flat / 12 ) = 0.0 degrees 15 ft Mean Elevation per ASCE 7-16 26.2 Ps30= Ps= Ps30= Ps= Simplified Design Wind Pressure (Ps) = APs30Kzt ASCE 7-16, 28.5.3 Average uplift (F/R)= -31.6 psf Based on wind zones'G' and'H' Average uplift (R/L)= -31.6 psf Based on wind zones'G' and'H' End zone of wall End zone of roof Front/Rear Left/Right Front/Rear Left/Right A = 19.2 psf 19.2 psf B = -10.0 psf -10.0 psf 46.5 psf 46.5 psf 8.0 psf 8.0 psf MODIFIED PER MODIFIED PER ASCE 7-16, 28.5.4 ASCE 7-16, 28.5.4 Interior zone of wall Interior zone of roof Front/Rear Front/Rear Left/Right Left/Right C = 12.7 psf 12.7 psf D = -5.9 psf -5.9 psf 30.8 psf 30.8 psf 8.0 psf 8.0 psf MODIFIED PER MODIFIED PER ASCE 7-16, 28.5.4 ASCE 7-16, 28.5.4 FRONT/REAR ZONES FV Roof = Number of floors: WIND ZONE A C AVE. HEIGHT 36.47 218.02 AVE. WIDTH 1 1 Ps 46.55 30.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 1698 6713 0 0 0 0 0 0 0 0 0 0 TOTAL :8,4101bs ------------- FV Grade = M 000000000000 FV NA = 1 11 1 11 1 11 • •• 1 11 • •• 1 11 1 11 • •• • •• 1 11 • •• Ell 000000000000 FV NA = • 000000000000 GUERRERO RESIDENCE May 23, 2024 SDA Job# 10035 FV Roof = LEFT/RIGHT ZONES WIND ZONE A AVE. HEIGHT 1 AVE. WIDTH 1 Ps 46.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 47 0 0 0 0 0 0 0 0 0 0 0 TOTAL -TV Grade = ;471bs WIND ZONE AVE. HEIGHT AVE. WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL -TV NA = :0lbs WIND ZONE AVE. HETGTrF AVE. WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL FV NA = :0lbs -------------------------------------- WIND ZONE AVE. HEIGHT AVE. WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL :0lbs GUERRERO RESIDENCE I May 23, 2024 1 SDA Job# 10035 1 3 SEISMIC LOAD: (ASCE7-16 §12.8) httos://hazards.atcounciI.org/ Flexiable Diaph.? YES V=C,W Irregularities? I NO C SDs/(R/le) Risk Category =1 II Risk Category CS MIN CASE2=0.5S1/(R/Ie) CS MIN CASE1=0.044SD11e>0.011 Site Class = D - DEFAULT C,_MAX=SDI/(T(R/1e) IE= 1 (Table1.5.1) T<TL, CS=SD1/R(R/le) hn = 15 Structural Height T>TL, Cs=SD,TL/T2(R/le) SITE RESPONSE ANALYSIS REQUIREMENT (11.4.71 DESIGN WITH SEISMICALLY ISOLATED STRUCTURE? NO DESIGN STRUCTURE WITH DAMPING SYSTEM? NO NOT REQUIRED: 11.4.8.E.2, Cs MODIFIED AS REQUIRED BY EXCEPTION E=Csp §11.4.4 Ss = 129.9% TYPE: (T12.2-11 Ta (sl R no Cd Cs SMs=F.Ss SDS=2/3SMS SDS'=SDS = SMl=F�S1 SDI-2/3SM1 Ts=SD1/SDS = 155.9% = 103.9% 103.9% = 89.6% = 59.8% = 57.5% §11.4.4 §11.4.4 §12.8.1.3 §11.4.5 §11.4.5 §11.4.6 Fa = S1 = Fv = SDC = TL = 1.20 1) 2) 3) 4) s 45.9% 1.95 D 6 W (ROOF) = W (FLOOR) = W (WALL) = Roof Level Diaphragm Loading: LENGTH WIDTH COEFF LOAD TOTAL 1095 1 1.1 15.0 17246 1.0 15.0 0 1.0 15.0 0 1.0 15.0 0 1.0 15.0 0 Area= 1U9b Sub-lotal= 172461b LENGTH WIDTH LOAD TOTAL 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 Area = U Sub- I otal= lb NUMBER LENGTH TRIB. HT. LOAD I TOTAL 2 30 4 10.0 2400 1 29.125 4 10.0 1165 10.0 0 Area= 2:5f Sub- total= 3bbb TOTAL = 20811 lb A15 - WSW 0.15 6.50 2.50 4.00 0.160 GUERRERO RESIDENCE I May 23, 2024 1 SDA Job# 10035 1 4 SEISMIC DISTRIBUTION FOR: A15 - WSW. R=6.5 EV height FV x height IV ROOF = 3327lb 15 49909lb IV = lb lb IV = lb lb IV = lb lb BASE SHEAR = 3327 lb BASE SHEAR = BASE SHEAR = BASE SHEAR = 49909 lb UNFACTORED LOAD SUMMARY: REDISTRIBUTE: EV x height x EV TOTAL = EV x height TOTAL E ( ) 3328 lb WIND SEISMIC LEVEL (Ft-Rr) I (Lt-Rr) A15 - WSW EV (Roof) = 8411 Ibs 47 Ibs 3328 Ibs NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE TOTAL BASE SHEAR=l 8411 Ibs 47 Ibs 3328 Ibs GUERRERO RESIDENCE I May 23, 2024 1 SDA Job# 10035 1 5 IRREGULARITY: Increase in force due to irregularities for seismic design categories D-F (per ASCE7-16, §12.3.3.4): Yes :. Seismic T 25% for collector & diaph. Affected Levels: Out -of -plane offset with discontinuity, including out -of -plane offset of at least one vertical elements (T12.3-1, Type 4) Yes :. Seismic x 00 for diaphragm loading Affected Levels: One or two-family dwelling of light frame construction: Yes :. 00=1.0 (§12.10.1.1) Q°=j 2.50 FLEXIBLE DIAPHRAGM DESIGN (ASD EV (Roof) = % of load transfer (Percentage of level load transferred through diaphragm) Total diaphragm length = 30.0 ft Sub -diaphragm length = 30.0 ft 0.6 x FV (Roof) = 5,047 Ibs FACTORED WIND (FRONT -REAR) ---> Location @ 253 PLF x S.G. = 0 ft. Diaphragm width = 29.0 ft 0.7 x FV (Roof) = 2,330 Ibs FACTORED SEISMIC / rho ---> Location @ 240 PLF x S.G. = 0 ft. Aspect Ratio = 1.0344828 V = ASDxEV(FLOOR) _ [5047 Ibs , 2330 Ibs] _ [WIND=94 PLF, SEISMIC=44 PLF] Wind Governs! (2)(width)(S.G.) 2 x 29 ft. x 0.93 2021 SDPWS T4.2A & T4.2C `NOTE: SEISMIC MAY GOVERN OVER WIND DUE TO HIGHER WIND CAPACITY USE: 15/32" SHEATHING WITH 2x HEM -FIR FRAMING; FASTEN AT PANEL EDGES WITH 8d @ 6" O/C (Percentage of level load transferred through diaphragm) f.AY.TiL.9�7�4�`iC�.1 «C�sry (Percentage of level load transferred through diaphragm) (Percentage of level load transferred through diaphragm) P.TiY.TiL.9U�� `iC�s1 �iC�sry GUERRERO RESIDENCE May 23, 2024 SDA Job# 10035 6 CHORD DESIGN: F-V (Roof) = Sub -diaphragm length = 30.0 ft Total -diaphragm length = 30.0 ft Design Load (critical case) = 67 PLF Sub -diaphragm width = 29.0 ft M "FV(unit shear) x (diaphragm length) 67 PLF x 30 ft. T = = 8 = 8 = 251 Ibs *SEE DIAPHRAGM DESIGN FOR FV(unit Top Plate Size: 2x6 Species/Grade: HF #2 shear) Area = 8.25 in Ft = 525 psi Load duration (CD) = 1.60 Tallowable = Area x CD x Ft = 6,930 Ibs Since T allowable is greater than T applied, OK. SHEAR CAPACITY OF 10d COMMON NAIL = 102 Ibs 102 x Cd x p = 163 Ibs 2018 NDS 251 Ibs USE: 2x6 HF #2 TOP PLATE w/ (8) 10d # OF NAILS PER 4FT. SPLICE = 163 Ibs = 2 NAILS COMMON NAILS PER SPLICE GUERRERO RESIDENCE I May 23, 2024 1 SDA Job# 10035 1 7 Lateral Calculation Key - for Shearwalls Only (See attached calcs for other lateral load resisting system designs) V� �P2 �v B_eff 4 T C V = Shear, Ibf H = Height of shearwall B_eff = Effective length of shearwall for overturning calculations, ft. --> B_eff for HDU = (3/2) Post width + HDU Offset --> B_eff for Strap = Post width B= Length of shearwall P1 = Weight of shearwall and connected framing P2 = Weight of adjacent wall "T = (V x H / B_eff) - 0.5P1 - P2 = Tension reaction to be resisted by holdown C = (V x H / B_eff) + 0.5P1 = Compression reaction `Holdown tension load supporting roof framing includes wind uplift from'Zone G' &'Zone H' ASD Basic Load Combinations For calculation of tension and compression forces in compliance with ASCE 7-16 2.4.1 Tension Eauations (UDlift 7. 0.6D +0.6 W 8—. (0.6-0.14SDS)D+0.7Emh 10. 0.6D-0.7Ev+0.7Eh 10*. 0.6 D-0.7 Ev+0. 7 E m h Compression Equations 5. D+0.6W 5"" (1+0.14SDS)D+0.7Emh 6. D+0.75L+0.75(0.6W)+0.75S 6b""(1+0.105SDS)D+0.525Emh+0.75L+0.75S 8. D+0.7Ev+0.7Eh 8" D+0.7Ev+0.7Emh 9 D+0.525Ev+0.525Eh+0.75L+0.75S 9" D+0.525Ev+0.525Emh+0.75L+0.75S LRFD Basic Load Combinations (Where Applicable) For calculation of tension and compression forces in compliance with ASCE 7-16 2.3.1 Tension Eauations (UDlift 5. 0.9D+W 7. 0.9D-Ev+Eh 7". 0.9D-Ev+Emh 7"". (0.9-0.2SDS)D+Emh Compression Equations 4. 1.2D+1.6W+L+0.5S 5". (1+0.2SDS)D+Emh+L+0.2S 6. 1.2D+Ev+Eh+L+0.2S 6". 1.2 D+ Ev+Emh+L+0.2 S Abbreviation Symbol Legend: HD - HOLDOWN Load Symbol Legend: D - Dead load L - Live load S - Snow load W - Wind load SDS - Design spectral response acceleration Eh - Effect of horizontal seismic forces Ev - Effect of vertical seismic forces Em - Effect of horizontal seismic forces, including overstrength Emh - Vertical seismic load effect Shear Wall Coefficient Legend: (see "SEGMENTED SHEAR WALL DESIGN" pages) WL FACTOR- Factor for increasing seismic capacity to wind load capacity per SDPWS-2015 T4.3A. ASPECT RATIO - Full -height segmented shear wall reduction factor per SDPWS-2015 4.3.3.4.1. Shear walls with similar stiffness per 4.3.4.2. TOTALADJ. LENGTH - Sumation of shear wall segments widths adjusted with aspect ratio (as required). S.G. - Specific Gravity Adjustment Factor for Hem -Fir Framing (may be increased to 1.0 for Douglas -Fir framing). ASD - Allowable Stress Design load combination factor. ALLOWED UNIT SHEAR - Unit shear capacity per SDPWS-2015 T4.3A. Shear values adjusted with FACTOR OF SAFETY per 4.3.3. WIND CAPACITY- Ultimate shear value calculated per: WL FACTOR x S.G. x UNFACTORED SHEAR CAPACITY/ (FACTOR OF SAFETY x ASD). SEISMIC CAPACITY - Ultimate shear value caulated per: S.G. x UNFACTORED SHEAR CAPACITY / (FACTOR OF SAFETY x ASD). GUERRERO RESIDENCE I May 23, 2024 I SDA Job # 10035 I 8 ROOF -REAR A15 - WSW I FTAO (SEE ATTACHED CALCS) Floor Info ROOF Floor Level, e.g. Roof, 4TH, 3RD, 2ND Ft-Rr Load Direction, e.g. Left -Right, Front -Rear HF2 I Stud Wall Species/Grade Structural Panels -Sheathing I Sheathing type (T4.3A of SDPWS-2021) 1.00 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12.3.4) ROOF Resisting Dead Load Shearwall Segment Lengths: Ad'. Total Length = 10.9 ft 10.9 ft EV (ROOF) = 8411 lb EV (ROOF) = 3328 lb FV()= 0lb EV()= 0lb FV()= 0lb EV()= 0lb EV()= 0lb FV()= 0lb F (Wind) = 8,411 lb F (Smc) = 3,328 lb ULT. v = 386 PLF ULT. Vx p = 153 PLF 4,206 lb 1,664 lb SD SHEAR WALL DESIGN PER: SDPWS-2021 ULT. WIND CAPACITY: 1 x 0.93 x 1290 PLF / (2 x 0.6) = 1000 PLF ULT. SEISMIC CAPACITY: 1 x 0.93 x 1290 PLF / (2.8 x 0.7) = 612 PLF Tributary Area (ROOF) 1.0 tributary width 2.0 total width Tributary Area (NA) tributary width total width Tributary Area (NA) tributary width z 0 total width ¢o Tributary Area (NA) o tributary width z total width Height of Shearwall = 7.7 ft Length of Shearwall = 1 10.9 ft Aspect Ratio OK Holdown Above: 1 NO HOLDOWN ABOVE ASD C. TOTAL = (floor above) + (this floor) = 1856 Ibs Wind controls -C1 (ASD eq, 5): ASD T. TOTAL w/o 00 = (floor above) + (this floor) = 2555 Ibs Wind controls -T1 (ASD eq. 7): UNFACTORED OVERTURNING LOADING LOAD Ct] [C] WL -6393lbs 3093lbs EQ -1224lbs 1224lbs DL 2135lbs 2135lbs LUSL 2608lbs 2608lbs Chord Post/Holdown Info 4x HF2 Size/Species/Grade ASD Ductile Design Criteria/Anchor Failure 10.4 ft Calculated Effective Width No Manually Enter Effective Width? (Yes/No) Tributary Area (ROOF) 1.0 tributary area 2.0 total area Tributary Area (NA) tributary area total area Tributary Area (NA) Z tributary area total area TributaryArea (NA) c) 2 tributary area w total area Weight of Shearwall = 10.0 Ibs Tributary width for dead load = 14.0 ft Length of adjoining wall = 2.0 ft R = 6.5 no = 2.5 Wind controls shearwall design SHEARWALL TYPE: WSP Chord Post: 2-2x4 Ft'g Holdown, Use? Yes STHD14 Framing Strap, Use? Yes CMSTC16 Framing HDU, Use? Yes HDU4 Project Information Code: 20211BC Date: 5/22/2024 Project: SDA#10035 Wall Line: ROOF -REAR L2(ft) Lol(ft) L2(ft) `s 2 r 2 4.rlft) Shear Wall Calculation Variables 1. Hold-down forces: H = Vhw,ii/Lw,ii 3144 Ibf 2. Unit shear above + below opening First opening: val = vbl = H/(h,+hb) = 859 plf 3. Total boundary force above + below openings First opening: 01= val x (Lol) = 5154 Ibf 4. Corner forces F1= 01(L1)/(L1+L2) = 2752 Ibf F2 = 01(L2)/(Ll+L2) = 2402 Ibf 5. Tributary length of openings T1= (Ll*Lol)/(Ll+L2) = 3.20 ft T2 = (L2*Lol)/(L1+L2) = 2.80 ft 6. Unit shear beside opening v1= (V/L)(Ll+Tl)/L1= 855 plf v2 = (V/L)(T2+L2)/L2 = 855 plf Checkvl*Ll+v2*L2=V? 42061bf OK 7. Resistance to corner forces R1=v1*L1= 22461bf R2=v2*L2= 19601bf 8. Difference corner force + resistance R1-F1 =-5061bf R2-F2 = -442 Ibf 9. Unit shear in corner zones vcl = (RI-Fl)/L1= -193 plf vc2 = (R2-F2)/L2 = -193 plf ieck Summary of Shear Values for One Opening ie 1: vc1(h,+hb)+v1(ho)=H? -706 3850 3144lbf ie 2: va1(h,+hb)-vc1(h,+hb)-v1(ho)=0? 3144 -706 3850 0 ie 3: va1(h,+hb)-vc2(h,+hb)-v1(he)=0? 3144 -706 3850 0 ie 4: vc2(h,+hb)+v2(ho)=H? -706 3850 3144lbf Design Summary* Req. Sheathing Capacity1 859 plf 4-Term Deflection 3-Term Deflection Req. Strap Force 2752 Ibf 4-Term Story Drift % 3-Term Story Drift % Req. HD Force (H) 3144 Ibf Req. Shear Wall Anchorage Force N—A 385 If *The Design Summary assumes that the shear wall is designed as blocked. Project Title: Engineer: Project ID: Project Descr: Steel Beam LIC# : KW-06014008, Build:20.24.02.28 DESCRIPTION: SPAN OVER WINDOW SDA#10035 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: Bending Axis: Major Axis Bending Project File: 10035.ec6 50.0 ksi 29,000.0 ksi D(0.2187) S(0.3645) D(0.2187) S(0.3645) W6x9 Span = 11.0 ft Applied Loads Beam self weight NOT internally calculated and added Load for Span Number 1 W6x9 Span = 6.80 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 14.580 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 14.580 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.434: 1 Maximum Shear Stress Ratio = 0.190 Section used for this span W6x9 Section used for this span W6x9 Ma: Applied 6.739 k-ft Va : Applied 3.820 k Mn / Omega: Allowable 15.540 k-ft Vn/Omega : Allowable 20.060 k Load Combination +D+S Load Combination +D+S Location of maximum on span 11.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.140 in Ratio = 944 > 360 Span: 2: S Only Max Upward Transient Deflection -0.013 in Ratio = 6,443 > 360 Span: 2: S Only Max Downward Total Deflection 0.224 in Ratio = 591 > 180 Span: 2: +D+S Max Upward Total Deflection -0.020 in Ratio = 4027 > 180 Span: 2: +D+S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values bummary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 11.00 ft 1 0.163 0.071 2.16 -2.53 2.53 25.95 15.54 1.00 1.00 1.43 30.09 20.06 Dsgn. L = 6.80 ft 2 0.163 0.056 0.32 -2.53 2.53 25.95 15.54 1.00 1.00 1.12 30.09 20.06 +D+S Dsgn. L = 11.00 ft 1 0.434 0.190 5.77 -6.74 6.74 25.95 15.54 1.00 1.00 3.82 30.09 20.06 Dsgn. L = 6.80 ft 2 0.434 0.148 0.84 -6.74 6.74 25.95 15.54 1.00 1.00 2.97 30.09 20.06 +D+0.750S Dsgn. L = 11.00 ft 1 0.366 0.161 4.87 -5.69 5.69 25.95 15.54 1.00 1.00 3.22 30.09 20.06 Dsgn. L = 6.80 ft 2 0.366 0.125 0.71 -5.69 5.69 25.95 15.54 1.00 1.00 2.51 30.09 20.06 +0.60D Dsgn. L = 11.00 ft 1 0.098 0.043 1.30 -1.52 1.52 25.95 15.54 1.00 1.00 0.86 30.09 20.06 Dsgn. L = 6.80 ft 2 0.098 0.033 0.19 -1.52 1.52 25.95 15.54 1.00 1.00 0.67 30.09 20.06 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.2235 4.972 0.0000 0.000 2 0.0000 4.972 +D+S -0.0203 1.714 Project Title: Engineer: Project ID: Project Descr: Wood Column LIC# : KW-06014008, Build:20.24.02.28 DESCRIPTION: WOOD HDR POST Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information SDA#10035 Project File: 10035.ec6 Analysis Method Allowable Stress Design Wood Section Name 4x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn (Used for non -slender calculations) Exact Width i 3.n Allow Stress Modification Factors Wood Species Hem -Fir Exact Depth 5250 in Cf or Cv for Bending N/A Wood Grade No.2 Area .250 19.25 inA2 Cf or Cv for Compressioi N/A Fb + 850 psi Fv 150 psi Ix 266.93 inA4 Cf or Cv for Tension N/A Fb - 850 psi Ft 525 psi Iy 68.78 in 4 Cm :Wet Use Factor 1.0 Fc - Prll 1300 psi Density 26.84 pcf Ct : Temperature Fact 1.0 Fc - Perp 405 psi Cfu :Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf :Built-up columns 1.0 Basic 1300 1300 1300 ksi Use Cr: Repetitive ? No Minimum 470 470 C I B kI C dt o mn c inig on ion uu. ABOUT X-X Axis: Lux = 8 ft, Kx = 1.0 ABOUT Y-Y Axis: Luy = 8 ft, Ky = 1.0 Applied Loads Column self weight included : 28.704 Ibs' Dead Load Factor AXIAL LOADS ... Axial Load at 8.0 ft, Yecc = 2.0 in, D = 0.970, S = 1.620 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4689 : 1 Load Combination +D+S Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 7.946 ft At maximum location values are. Applied Axial 2.619 k Applied Mx -0.4288 k-ft Applied My 0.0 k-ft Fc : Allowable 470.346 psi PASS Maximum Shear Stress Ratio = 0.02554 : 1 Load Combination +D+S Location of max.above base 8.0 ft Applied Design Shear 6.607 psi Allowable Shear 172.50 psi Load Combination Results Load Combination D Only +D+S +D+0.750S +0.60D Maximum Reactions Load Combination D Only +D+S +D+0.750S CD CP 0.900 0.389 1.150 0.315 1.150 0.315 1.600 0.233 X-X Axis Reaction k @ Base @ Top Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions. . Top along Y-N 0.05396 k Bottom along Y-Y 0.05396 k Top along X-� 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y-0.008902 in at 4.671 ft above base for load combination : +D+S Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bendina Compression Tension Maximum Axial + Bending Stress Ratio Stress Ratio Status Location 0.1799 PASS 8.0 ft 0.4689 PASS 7.946 ft 0.3769 PASS 7.946 ft 0.06750 PASS 7.946 ft Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base -0.020 0.020 0.999 -0.054 0.054 2.619 -0.046 0.046 2.214 s Maximum Shear Ratios Stress Ratio Status Location 0.01222 PASS 8.0 ft 0.02554 PASS 8.0 ft 0.02154 PASS 8.0 ft 0.004124 PASS 8.0 ft Note: Only non -zero reactions are listed. My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top Project Title: Engineer: Project ID: SDA#10035 Project Descr: Wood Column LIC# : KW-06014008, Build:20.24.02.28 DESCRIPTION: WOOD HDR POST Project File: 10035.ec6 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D -0.012 0.012 0.599 S Only -0.034 0.034 1.620 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000ft -0.003 in 4.671 ft +D+S 0.0000 in 0.000ft -0.009 in 4.671 ft +D+0.750S 0.0000 in 0.000ft -0.008 in 4.671 ft +0.60D 0.0000 in 0.000ft -0.002 in 4.671 ft S Only 0.0000 in 0.000ft -0.006 in 4.671 ft Sketches c 0 LO N LO ,Load 1 4 3.50 in +X 2.590k 2.590k Steel Column LIC# : KW-06014008, Build:20.24.02.28 DESCRIPTION: MIDDLE POST 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 : HSS3x2x1/4 Analysis Method : Allowable Strength Steel Stress Grade Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Applied Loads Project Title: Engineer: Project ID: Project Descr: SDA#10035 Project File: 10035.ec6 Overall Column Height 9.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition : Unbraced Length for buckling ABOUT X-X Axis = 9.0 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 9.0 ft, K = 1.0 Column self weight included : 63.690 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, Xecc = 1.750 in, D = 2.550, S = 4.250 k BENDING LOADS ... Lat. Uniform Load creating Mx-x, W = 0.0340 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7558 : 1 Load Combination +D+S Location of max.above base 8.940 ft At maximum location values are ... Pa: Axial 6.864 k Pn / Omega: Allowable 14.318 k Ma-x : Applied 0.0 k-ft Mn-x / Omega: Allowable 4.201 k-ft Ma-y : Applied -0.9850 k-ft Mn-y / Omega: Allowable 3.168 k-ft PASS Maximum Shear Stress Ratii 0.0110 : 1 Load Combination +D+S Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.1102 k Vn / Omega: Allowable 10.020 k Load Combination Results Load Combination D Only +D+S +D+0.750S +D+0.60W +D+0.450W +D+0.750S+0.450W +0.60D+0.60W +0.60D Maximum Reactions Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions. . Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 0.08213 in at for load combination : W Only Along X-X-0.2790 in at for load combination :+D+S 0.1102 k 0.1102 k 0.1530 k 0.1530 k 4.530ft above base 5.255ft above base Maximum Shear Ratios Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location 0.208 PASS 8.94 ft 1.14 1.66 103.85 0.756 PASS 8.94 ft 1.14 1.66 103.85 0.638 PASS 8.94 ft 1.14 1.66 103.85 0.217 PASS 7.19 ft 1.14 1.66 103.85 0.210 PASS 8.09 ft 1.14 1.66 103.85 0.639 PASS 8.94 ft 1.14 1.66 103.85 0.145 PASS 6.10 ft 1.14 1.66 103.85 0.125 PASS 8.94 ft 1.14 1.66 103.85 Axial Reaction X-X Axis Reaction Load Combination @ Base @ Base @ Top D Only 2.614 0.041 0.041 +D+S 6.864 0.110 0.110 +D+0.750S 5.801 0.093 0.093 +D+0.60W 2.614 0.041 0.041 +D+0.450W 2.614 0.041 0.041 +D+0.750S+0.450W 5.801 0.093 0.093 k Y-Y Axis Reaction @ Base @ Top 0.092 0.092 0.069 0.069 0.069 0.069 143.81 0.004 PASS 0.00 ft 143.81 0.011 PASS 0.00 ft 143.81 0.009 PASS 0.00 ft 143.81 0.005 PASS 9.00 ft 143.81 0.004 PASS 0.00 ft 143.81 0.009 PASS 0.00 ft 143.81 0.005 PASS 9.00 ft 143.81 0.002 PASS 0.00 ft Note: Only non -zero reactions are listed. Mx - End Moments k-ft My - End Moments @ Base @ Top @ Base @ Top Project Title: Engineer: Project ID: Project Descr: Steel Column LIC# : KW-06014008, Build:20.24.02.28 DESCRIPTION: MIDDLE POST Maximum Reactions SDA#10035 Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Load Combination @ Base @ Base @ Top @ Base @ Top +0.60D+0.60W 1.568 0.025 0.025 0.092 0.092 +0.60D 1.568 0.025 0.025 S Only 4.250 0.069 0.069 W Only 0.153 0.153 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Item Extreme Value @ Base @ Base @ Top @ Base @ Top Axial @ Base Maximum 6.864 0.110 0.110 " Minimum 0.153 0.153 Reaction, X-X Axis Base Maximum 6.864 0.110 0.110 " Minimum 0.153 0.153 Reaction, Y-Y Axis Base Maximum 0.153 0.153 " Minimum 2.614 0.041 0.041 Reaction, X-X Axis Top Maximum 6.864 0.110 0.110 " Minimum 0.153 0.153 Reaction, Y-Y Axis Top Maximum 4.250 0.069 0.069 " Minimum 2.614 0.041 0.041 Moment, X-X Axis Base Maximum 2.614 0.041 " Minimum 2.614 0.041 Moment, Y-Y Axis Base Maximum 2.614 0.041 0.041 " Minimum 2.614 0.041 0.041 Moment, X-X Axis Top Maximum 2.614 0.041 0.041 " Minimum 2.614 0.041 0.041 Moment, Y-Y Axis Top Maximum 2.614 0.041 0.041 " Minimum 2.614 0.041 0.041 Maximum Deflections for Load Combinations Project File: 10035.ec6 Note: Only non -zero reactions are listed. Mx - End Moments k-ft My - End Moments @ Base @ Top @ Base @ Top Mx - End Moments k-ft My - End Moments @ Base @ Top @ Base @ Top Load Combination Max. Deflection in X dir Distance Max. Deflection in Y dir Distance D Only -0.1046 in 5.255 ft 0.000 in 0.000 ft +D+S -0.2790 in 5.255 ft 0.000 in 0.000 ft +D+0.750S -0.2354 in 5.255 ft 0.000 in 0.000 ft +D+0.60W -0.1046 in 5.255 ft 0.049 in 4.530 ft +D+0.450W -0.1046 in 5.255 ft 0.037 in 4.530 ft +D+0.750S+0.450W -0.2354 in 5.255 ft 0.037 in 4.530 ft +0.60D+0.60W -0.0628 in 5.255 ft 0.049 in 4.530 ft +0.60D -0.0628 in 5.255 ft 0.000 in 0.000 ft S Only -0.1744 in 5.255 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.082 in 4.530 ft Steel Section Properties HSS3x2x1/4 Depth = 3.000 in I xx = 2.13 in^4 J = 2.520 in14 Design Thick = 0.233 in S xx = 1.42 in^3 Cw = 2.23 in16 Width = 2.000 in R xx = 1.040 in Wall Thick = 0.250 in Zx = 1.830 inA3 Area = 1.970 inA2 1 yy = 1.110 inA4 C = 2.230 inA3 Weight = 7.077 plf S yy = 1.110 inA3 R yy = 0.751 in Zy = 1.380 inA3 Ycg = 0.000 in Steel Column Project Title: Engineer: Project ID: SDA#10035 Project Descr: Structural Design Associates DESCRIPTION: MIDDLE POST Sketches +y +X Load 1 o M 6,Wk Project File: 10035.ec6 (c) ENERCALC INC 1983-2023 6.Wk Wood Beam LIC# : KW-06014008, Build:20.24.02.28 S DESCRIPTION: STRONGBACK INTERIOR HDR CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Douglas Fir -Larch (North) Wood Grade No. 1/No. 2 Beam Bracing : Completely Unbraced Project Title: Engineer: Project ID: Project Descr: Fb + Fb - Fc - Prll Fc - Perp Fv Ft 46 Span = 3.660 ft SDA#10035 850.0 psi 850.0 psi 1,400.0 psi 625.0 psi 180.0 psi 500.0 psi Project File: 10035.ec6 E : Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend - xx 580.Oksi Density 30.590 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 14.830 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.534: 1 Maximum Shear Stress Ratio = 0.307 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 675.48psi fv: Actual = 63.60 psi F'b = 1,265.84 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.830ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio = 2264 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.031 in Ratio = 1415 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max rest s Ratios Moment a ues Shear Valdes Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 3.660 ft 1 0.255 0.147 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.37 253.3 991.5 0.31 23.8 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.660 ft 1 0.534 0.307 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.99 675.5 1,265.8 0.82 63.6 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.660 ft 1 0.450 0.259 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.84 569.9 1,265.8 0.69 53.7 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.660 ft 1 0.086 0.050 1.60 1.00 1.00 0.99 1.300 1.00 1.00 1.00 0.22 152.0 1,758.2 0.18 14.3 288.0 Project Title: Engineer: Project ID: SDA#10035 Project Descr: Wood Beam LIC# : KW-06014008, Build:20.24.02.28 Structural Design Associates DESCRIPTION: STRONGBACK INTERIOR HDR Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Project File: 10035.ec6 (c) ENERCALC INC 1983-2023 Max. °+° Defl Location in Span +D+S 1 0.0310 1.843 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.086 1.086 Max Upward from Load Combinations 1.086 1.086 Max Upward from Load Cases 0.678 0.678 D Only 0.407 0.407 +D+S 1.086 1.086 +D+0.750S 0.916 0.916 +0.60D 0.244 0.244 S Only 0.678 0.678 GUERRERO RESIDENCE I May 22, 2024 1 SDA Job # 10035 BEAM ID DL k L k SL k WL k E k R MAX R MIN SUPPORT SPAN OVER WINDOW [1] 0.97 1.62 ± ± 2.59 0.58 SPAN OVER WINDOW [2] 2.55 4.25 ± ± 6.80 1.53 SPAN OVER WINDOW [3] 0.37 0.62 ± ± 0.99 0.22 STRONG BACK 0.41 0.68 ± ± 1.09 0.25 FOUNDATION - ALLOWABLE SOIL BEARING PRESSURE = 1500 PSF BEAM ID DL k L k SL k WL k E k R MAX R MIN SUPPORT SPAN OVER WINDOW [2] 2.55 4.25 ± ± 6.80 1.53 AREA = 4.5333 SF B = 1.33 ft. L = 5.11 ft. HEIGHT NEEDED = 2.5564 ft. FT'G HEIGHT = 0.666 ft. STEM HEIGHT = 1.8904 ft. STRONG BACK 0.41 0.68 ± ± 1.09 0.25 AREA = 0.7267 SF B = W = 0.8524 ft.