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HomeMy WebLinkAboutSTRUCTURAL CALCS - 23-00874 - 893 Oak Hill Way - New SFRFROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project: Jacobs Residence Client: Bridger Jacobs Project No.: IF23-522 Date: Engineer : SEAL: FSE STRUCTURAL CALCULATIONS AEM December 14, 2023 BASIS FOR DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSEJACOBS RESIDENCE IF23-522 AEM 12/14/23 1 of 20 Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Roof Loads: asphalt shingles o/ felt 5.0 1/2" plywood or OSB 1.7 10" batt insulation (R-30)1.0 prefab wood trusses at 24" o.c.3.5 1/2" gypboard 2.2 mechanical/miscellaneous 2.6 DL =16.0 psf LL joist LL beam TL Roof Snow Load, SL =35 psf L/360 L/360 L/240 Roof Live Load, Lr =20 psf L/360 L/360 L/240 Exterior Walls: siding 4.0 1/2" plywood or OSB 1.7 2x wood studs at 16" o.c.1.2 6" batt insulation (R-25)1.5 5/8" gypboard 2.8 miscellaneous 3.8 DL = 15.0 psf L/240 brick veneer 40.0 (where brick veneer occurs) DL =50.0 psf L/360 Interior Walls: 5/8" gypboard 2.8 1/2" plywood or OSB (where occurs)1.7 2x wood studs at 16" o.c.1.2 5/8" gypboard 2.8 miscellaneous 1.5 DL = 10.0 psf L/240 Design Gravity Loads deflection limits deflection limits deflection limits Desig in ConC d:2018I1tt I18 I I Di0JACOBS RESIDENCE IF23-522 AEM 12/14/23 2 of 20 Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Seismic Loads: Equivalent Lateral Force Procedure 1.00 D Mapped Spectral Response Accelerations: S1 .................0.156 g SS .................0.429 g Design Spectral Response Accelerations: SD1 .................0.238 g SDS .................0.417 g D Seismic Force-Resisting System(s): ................. R .................6.5 Ωo .................3 Cd .................4 Cs .................0.064 Wind Loads: 115 MPH C Enclosed 0.18 Component & Cladding Pressures: Roof (uplift-zone 1).................29.9 psf Roof (net uplift-zone 1).................15.5 psf Roof (uplift-zone 2).................35.4 psf Roof (net uplift-zone 2).................21.0 psf Walls (zone 4).................31.0 psf Walls (zone 5).................37.2 psf Design Wind Speed (ultimate) ............................... Wind Exposure ...................................................... Enclosure Classification ......................................... Internal Pressure Coefficient ................................. Seismic Design Category ....................................... Lateral System Design Lateral Loads Light-frame (wood) walls sheathed with wood structural panels rated Analysis Procedure: ............................................... Importance Factor .................................................. Site Class ............................................................... Desig in ConC d:2018I1tt I18 I I Di0JACOBS RESIDENCE IF23-522 AEM 12/14/23 3 of 20 REF. DW UP 3' - 9 " 1' - 5 " 068 3068 2668 3' x 9' Laundry / Mud 7'-0" x 13'-10" Great Room 16'-11" x 16'-10" Nook 13'-0" x 9'-4" Pantry 3068 3050 3050 4' - 0" 068 4' - 0 " 2 7' - 11"3' - 6" Handrail 3' - 9 " S=3.0K W=9.0K S=3.0K W=9.5K 1 E=1.5K W=4.8K 2 E=3.0K W=9.5K E=1.5K W=4.5K A E=1.5K W=4.5K B FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSEJACOBS RESIDENCE IF23-522 AEM 12/14/23 4 of 20 LATERAL DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSEJACOBS RESIDENCE IF23-522 AEM 12/14/23 5 of 20 Wind Results: Wind Speed 105 Vmph 10-year MRI 75 Vmph 25-year MRI 81 Vmph 50-year MRI 86 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Wed Dec 13 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. ASCE 7 Hazards Report Address: Madison County Idaho, Standard:ASCE/SEI 7-16 Latitude:43.784187 Risk Category:II Longitude:-111.659189 Soil Class:D - Default (see Section 11.4.3) Elevation:5384.276955357881 ft (NAVD 88) FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSEJACOBS RESIDENCE IF23-522 AEM 12/14/23 6 of 20 SS : 0.429 S1 : 0.156 F a : 1.456 F v : 2.288 SMS : 0.625 SM1 : 0.357 SDS : 0.417 SD1 : 0.238 T L : 6 PGA : 0.184 PGA M : 0.264 F PGA : 1.431 Ie : 1 C v : 0.986 Seismic Design Category:D Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a D - Default (see Section 11.4.3)Site Soil Class: Results: Data Accessed: Wed Dec 13 2023 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSEJACOBS RESIDENCE IF23-522 AEM 12/14/23 7 of 20 Key Plan Area =1 Risk Category =II Geotech Report Done? :No Site Class =D Seismic Design Category =D [per ASCE 7-16 tables 11.6-1 and 11.6-2] Importance Factor IE =1.00 [see ASCE 7-16 table 1.5-2] Seismic Force Resisting System (Table 12.2-1) = Structural System Height Limits (ft):65 Response Modification Coefficient, R =6.5 Overstrength factor, Ωο =3 Deflection Amplification Factor, Cd =4 Design Spectral Response Accelerations: Ss =42.9%S1 =15.6%[per ATC Hazard by Location Website] Fa = 1.46 Fv = 2.29 [per ASCE 7-16 table 11.4-1 & 11.4-2] SMS =0.625g SM1 =0.357g [ASCE 7-16 equation 11.4-1 & 11.4-2] SDS = 0.417g SD1 =0.238g [ASCE 7-16 equation 11.4-3 & 11.4-4] TL =6 CS =0.064 T = 0.152 T0 =0.114 Ct =0.020 Cs-max =0.240 Ta =0.152 TS =0.571 x =0.750 Cs-min =0.018 Tmax =0.213 Sa =0.417 CS (controls)=0.064 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =3.0 [per ASCE 7-16 equation 12.8-1] Vertical Distribution of Main Seismic Force Resisting System [per ASCE 7-16 section 12.8.3] Level hx (ft) wx (kip)wx hx k (kip-ft)Cvx Fx (kip) Vx (kip) Roof 15 47.2 707 1.000 3.0 3.0 Totals: 47 707 1.0 3.0 Transverse Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 15 40.3 40.3 2.6 3.4 6.7 3.4 Longitudinal Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 15 41.5 41.5 2.7 3.5 6.9 3.5 Design Seismic Lateral Loads Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-16 [ASCE 7-16 table 1.5-1] A.Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance Key P lanAlnar=1RiskiCCakis I I K RJACOBS RESIDENCE IF23-522 AEM 12/14/23 8 of 20 Level =Roof Area =1 Total Seismic Weight = 47.2 Long. Wall Length (ft) =76 0 Area (ft^2) =1600 0 Trans. Wall Length (ft) =92 0 Dead Load (psf) =15 0 Plate Height (ft) =10 10 Live / Snow Load (psf) =33 0 Parapet Height (ft) =0 0 % Live / Snow Load =20% 0% Wall Weight (psf) =15 10 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 5.7 0.0 Weight (k) = 34.6 0.0 Trans. Weight (k) = 6.9 0.0 Transverse Weight (k) =40.3 Longitudinal Weight (k) =41.5 Seismic Weights Walls Roof / Floor Key P lanAlnar=1RiskiCCakis Project Name:Project No. : Eng. : Date : Sheet :K RJACOBS RESIDENCE IF23-522 AEM 12/14/23 9 of 20 Code Search Code: Occupancy: Occupancy Group =R Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (θ) 6.00 / 12 26.6 deg Building length (L) 38.0 ft Least width (B) 46.0 ft Mean Roof Ht (h) 15.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 18 psf 200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12 psf International Building Code 2018 Residential w.str tuaecueaomOpny nGGa ny Code Sarch: O Code SarcdurO pnyurO Rha rO is arO wtpJACOBS RESIDENCE IF23-522 AEM 12/14/23 10 of 20 Wind Loads :ASCE 7- 16 Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category C Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Gable Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft \Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 =0.000 x/Lh = 0.00 K2 =0.000 z/Lh = 0.00 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h =15.0 ft If building h/B>4 then may be flexible and should be investigated. B = 46.0 ft h/B = 0.33 Rigid structure (low rise bldg) /z (0.6h) =15.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 34Natural Frequency (η1) =0.0 Hz ℓ = 500 ft Damping ratio (β) = 0 zmin =15 ft /b =0.65 c = 0.20 /α = 0.15 gQ, gv =3.4 Vz =97.1 Lz =427.1 ft N1 =0.00 Q =0.92 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =15.0 ft G =0.88 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R = 0.000 Gf = 0.000 Wind nLoasLao:GutEfeEccoeEf ASCE 7-16Ul t ASCE 7-16Ci1t maei1t WU- 1t nd -1t ntJACOBS RESIDENCE IF23-522 AEM 12/14/23 11 of 20 Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings Kz = Kh (case 1) =0.85 Edge Strip (a) =3.8 ft Base pressure (qh) =24.4 psf End Zone (2a) =7.6 ft GCpi = +/-0.18 Zone 2 length =19.0 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.55 0.73 0.37 -0.45 -0.27 -0.63 2 -0.10 0.08 -0.28 -0.69 -0.51 -0.87 3 -0.45 -0.27 -0.63 -0.37 -0.19 -0.55 4 -0.39 -0.21 -0.57 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.73 0.91 0.55 -0.48 -0.30 -0.66 2E -0.19 -0.01 -0.37 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.53 -0.35 -0.71 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 17.8 9.0 -6.6 -15.4 2 2.0 -6.8 -12.5 -21.3 3 -6.5 -15.3 -4.6 -13.4 4 -5.1 -13.9 -6.6 -15.4 5 14.2 5.4 6 -2.7 -11.5 1E 22.2 13.4 -7.3 -16.1 2E -0.3 -9.0 -21.7 -30.5 3E -9.9 -18.7 -8.6 -17.3 4E -8.7 -17.5 -7.3 -16.1 5E 19.3 10.5 6E -6.1 -14.9 Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =17.1 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 23.0 psf Roof 8.5 psf End Zone: Wall 30.8 psf Roof 9.6 psf Longitudinal direction (parallel to L) Interior Zone: Wall 16.9 psf End Zone: Wall 25.4 psf θ = 26.6 deg Wind dLoasLao-MFRSh≤S66o≤Sh (Low-riseBwu (Low-risLliu dngliu )erwiu xcwwriu WdRJACOBS RESIDENCE IF23-522 AEM 12/14/23 12 of 20 Ultimate Wind Pressures Wind Loads - Components & Cladding : h ≤ 60' Kh (case 1) =0.85 h =15.0 ft Base pressure (qh) =24.4 psf a =3.8 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (θ) = 26.6 deg qi = qh = 24.4 psf Type of roof = Gable Roof Surface Pressure (psf)User input Area 2 sf 4 sf 10 sf 20 sf 50 sf 100 sf 150 sf 300 sf 350 sf 75 sf 300 sf Negative Zone 1 & 2e -41 -41 -41 -41 -35.3 -30.9 -28.3 -23.9 -23.9 -32.7 -23.9 Negative Zone 2n, 2r &3e -65.5 -65.5 -65.5 -57.3 -46.6 -38.5 -33.7 -33.7 -33.7 -41.8 -33.7 Negative Zone 3r -92.3 -92.3 -76.4 -64.3 -48.4 -48.4 -48.4 -48.4 -48.4 -48.4 -48.4 Positive All Zones 21.5 19.8 17.5 16 16.0 16.0 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1 & 2e -48.9 -48.9 -48.9 -48.9 -47.2 -46.0 -45.2 -44.0 -44.0 -46.5 -44.0 Overhang Zone 2n & 2r -73.3 -73.3 -73.3 -68.3 -61.7 -56.7 -53.7 -53.7 -53.7 -58.7 -53.7 Overhang Zone 3e -87.9 -87.9 -87.9 -76.1 -60.4 -48.5 -41.5 -41.5 -41.5 -53.4 -41.5 Overhang Zone 3r -114.8 -114.8 -93.5 -77.5 -56.2 -56.2 -56.2 -56.2 -56.2 -56.2 -56.2 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4.4 psf) Parapet qp =0.0 psf Surface Pressure (psf)User input Solid Parapet Pressure 4 sf 10 sf 20 sf 50 sf 150 sf 300 sf 500 sf 40 sf CASE A: Zone 2e : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Zone 2n, 2r & 3e : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Zone 3r : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CASE B : Interior zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Corner zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 10 sf 200 sf Negative Zone 4 -1.28 -1.10 -1.05 -0.98 -31.3 -27.0 -25.7 -23.9 -31.3 -25.7 Negative Zone 5 -1.58 -1.23 -1.12 -0.98 -38.6 -30.0 -27.4 -23.9 -38.6 -27.4 Positive Zone 4 & 5 1.18 1.00 0.95 0.88 28.8 24.5 23.2 21.5 28.8 23.2 User input Ultim iae Wa endPrsuKshheKsu Wind Loas-C m Wind Loasnpam et&pam l-o am g: oam UirJACOBS RESIDENCE IF23-522 AEM 12/14/23 13 of 20 Location of C&C Wind Pressure Zones - ASCE 7-10 & earlier Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27° 10° < θ ≤ 30° Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90' Ultim iae Wa endPrsuKshheKsu Wind Loas-C m Wind Loasnpam et&pam l-o am g: oam UirJACOBS RESIDENCE IF23-522 AEM 12/14/23 14 of 20 Location of C&C Wind Pressure Zones - ASCE 7-16 Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27° 10° < θ ≤ 30° Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90' Ultim iae Wa endPrsuKshheKsu Wind Loas-C m Wind Loasnpam et&pam l-o am g: oam UirJACOBS RESIDENCE IF23-522 AEM 12/14/23 15 of 20 Key Plan Area =1 Risk Category =II Wind Speed =115 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=38 Bldg/Area Width, W (ft)=46 Edge Strip (a) (ft)=3.8 End Zone (2a) (ft)= 7.6 Transverse Direction (normal to L): Roof Type (receiving wind) =Gable Slope Use Only End Zone Pressures =N Interior Pressure (psf) =23.0 Roof Interior Pressure (psf) =8.5 End Zone Pressure (psf) =30.8 Roof End Zone Pressure (psf) =9.6 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =20.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 10 1 215 271 168 237 9.0 Total: 237 9.0 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Gable End Use Only End Zone Pressures =N Interior Pressure (psf) =16.9 Roof Interior Pressure (psf) =8.5 End Zone Pressure (psf) =25.4 Roof End Zone Pressure (psf) =9.6 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =20.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 10 1 177 267 168 207 9.5 Total: 207 9.5 Wind Lateral Load Vertical Distribution for MWFRS <=60' Key P lanAlnar=1RiskiCCakis Wind Spe=Ex o Wind Spe=nseo urIseo mEp eo ta peo K RJACOBS RESIDENCE IF23-522 AEM 12/14/23 16 of 20 Shear Line :A VSEISMIC =1,500 lbs SDS = 0.417g E = 0.70 x V = 1,050 lbs S.D.C. =D WWIND =4,500 lbs F = 0.60 x W = 2,700 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)2.5 2.5 3.0 3.0 Floor DL (psf) =0 height (ft)8.0 8.0 10.0 10.0 Wall DL (psf) =15 roof trib. (ft)2.0 2.0 2.0 2.0 floor trib. (ft)0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 Stud Wall Thickness (in)6 6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete Concrete aspect ratio 3.2 3.2 3.3 3.3 aspect ratio factor 2w/l 0.63 0.63 0.60 0.60 Seismic F (lbs)244 244 281 281 shear (plf)98 98 94 94 allowable shear (plf)163 163 156 156 suggested shearwall type 5 5 5 5 Mot (ft-lbs)1952 1952 2810 2810 DL factor A =1.06 1.06 1.06 1.06 A x wDL (plf)159 159 191 191 End Post Compression(lbs)1305 1305 1544 1544 DL factor B 0.54 0.54 0.54 0.54 B x wDL (plf)81 81 97 97 End Post Uplift for Anchor Holdowns (lbs)919 919 1014 1014 End Post Uplift for Straps (lbs)766 766 876 876 Wind F (lbs)627 627 723 723 shear (plf)251 251 241 241 allowable shear (plf)333 333 319 319 suggested shearwall type 6 6 6 6 Mot (ft-lbs)5019 5019 7227 7227 wDL (plf)150 150 180 180 End Post Compression(lbs)2927 2927 3384 3384 DL factor C 0.60 0.60 0.60 0.60 C x wDL (plf)90 90 108 108 End Post Uplift for Anchor Holdowns (lbs)2542 2542 2855 2855 End Post Uplift for Straps (lbs)2118 2118 2466 2466 Maximum End Post Compression (lbs)2927 2927 3384 3384 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)2542 2542 2855 2855 Recommended Anchor Holdown HTT4 HTT4 HTT4 HTT4 Anchor at Midwall SSTB16 SSTB16 SSTB16 SSTB16 Anchor at Corner SSTB16 SSTB16 SSTB16 SSTB16 Anchor at Endwall SSTB16 SSTB16 SSTB16 SSTB16 Controlling Strap Holdown Uplift (lbs)2118 2118 2466 2466 Recommended Strap Holdown at Midwall LSTHD8 LSTHD8 LSTHD8 LSTHD8 Recommended Strap Holdown at Corner LSTHD8 LSTHD8 STHD10 STHD10 Recommended Strap Holdown at Endwall STHD10 STHD10 STHD10 STHD10 Line A SW6 SW6 SW6 SW6 Wood Stud Shear Walls 2018 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Shear aLin Lni:AV1,50,..i0,5 SEIMC=lbsD C.SEIMC=lbsIWb. NRoWb. fDlCb. L(CClb.Sa1JACOBS RESIDENCE IF23-522 AEM 12/14/23 17 of 20 Shear Line :B VSEISMIC =1,500 lbs SDS = 0.417g E = 0.70 x V = 1,050 lbs S.D.C. =D WWIND =4,500 lbs F = 0.60 x W = 2,700 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)14.5 10.6 Floor DL (psf) =0 height (ft)10.0 10.0 Wall DL (psf) =15 roof trib. (ft)2.0 2.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 0.7 0.9 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)607 443 shear (plf)42 42 allowable shear (plf)156 156 suggested shearwall type 4 4 Mot (ft-lbs)6066 4434 DL factor A =1.06 1.06 A x wDL (plf)191 191 End Post Compression(lbs)1034 1052 DL factor B 0.54 0.54 B x wDL (plf)97 97 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Wind F (lbs)1560 1140 shear (plf)108 108 allowable shear (plf)218 218 suggested shearwall type 4 4 Mot (ft-lbs)15598 11402 wDL (plf)180 180 End Post Compression(lbs)1688 1717 DL factor C 0.60 0.60 C x wDL (plf)108 108 End Post Uplift for Anchor Holdowns (lbs)neglect neglect End Post Uplift for Straps (lbs)neglect neglect Maximum End Post Compression (lbs)1688 1717 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line B SW4 SW4 Wood Stud Shear Walls 2018 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Shear aLin Lni:AV1,50,..i0,5 SEIMC=lbsD C.SEIMC=lbsIWb. NRoWb. fDlCb. L(CClb.Sa1JACOBS RESIDENCE IF23-522 AEM 12/14/23 18 of 20 Shear Line :1 VSEISMIC =1,500 lbs SDS = 0.417g E = 0.70 x V = 1,050 lbs S.D.C. =D WWIND =4,800 lbs F = 0.60 x W = 2,880 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)15.8 23.7 Floor DL (psf) =0 height (ft)10.0 10.0 Wall DL (psf) =15 roof trib. (ft)20.0 20.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 0.6 0.4 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)419 631 shear (plf)27 27 allowable shear (plf)156 156 suggested shearwall type 4 4 Mot (ft-lbs)4192 6308 DL factor A =1.06 1.06 A x wDL (plf)476 476 End Post Compression(lbs)1765 1741 DL factor B 0.54 0.54 B x wDL (plf)244 244 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Wind F (lbs)1150 1730 shear (plf)73 73 allowable shear (plf)218 218 suggested shearwall type 4 4 Mot (ft-lbs)11498 17302 wDL (plf)450 450 End Post Compression(lbs)2166 2136 DL factor C 0.60 0.60 C x wDL (plf)270 270 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Maximum End Post Compression (lbs)2166 2136 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 1, Use:SW4 SW4 Wood Stud Shear Walls 2018 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Shear aLin Lni:AV1,50,..i0,5 SEIMC=lbsD C.SEIMC=lbsIWb. NRoWb. fDlCb. L(CClb.Sa1JACOBS RESIDENCE IF23-522 AEM 12/14/23 19 of 20 Shear Line :2 VSEISMIC =3,000 lbs SDS = 0.417g E = 0.70 x V = 2,100 lbs S.D.C. =D WWIND =9,500 lbs F = 0.60 x W = 5,700 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)21.5 14.0 Floor DL (psf) =0 height (ft)10.0 10.0 Wall DL (psf) =15 roof trib. (ft)20.0 20.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 0.5 0.7 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)1272 828 shear (plf)59 59 allowable shear (plf)156 156 suggested shearwall type 4 4 Mot (ft-lbs)12718 8282 DL factor A =1.06 1.06 A x wDL (plf)476 476 End Post Compression(lbs)2081 2115 DL factor B 0.54 0.54 B x wDL (plf)244 244 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Wind F (lbs)3452 2248 shear (plf)161 161 allowable shear (plf)218 218 suggested shearwall type 4 4 Mot (ft-lbs)34521 22479 wDL (plf)450 450 End Post Compression(lbs)3044 3094 DL factor C 0.60 0.60 C x wDL (plf)270 270 End Post Uplift for Anchor Holdowns (lbs)0 0 End Post Uplift for Straps (lbs)0 0 Maximum End Post Compression (lbs)3044 3094 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 2, Use:SW4 SW4 Wood Stud Shear Walls 2018 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Shear aLin Lni:AV1,50,..i0,5 SEIMC=lbsD C.SEIMC=lbsIWb. NRoWb. fDlCb. L(CClb.Sa1JACOBS RESIDENCE IF23-522 AEM 12/14/23 20 of 20