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Home My WebLink AboutSTRUCTURAL CALCULATIONS - 18-00527 - 430 W 2nd S - Providence Square - ClubhouseSHEET INDEX Basis For Design……………………………………………………………………………………………………………………………………………………….B1 Gravity Design……………………………………………………………………………………………………………………………………………………….G1Lateral Design……………………………………………………………………………………………………………………………………………………….L1 Foundation Design……………………………………………………………………………………………………………………………………………………….F1 ……………………………. ENGINEER SEAL STRUCTURAL CALCULATIONS FOR NBW Architects Providence Square Clubhouse Rexburg, ID ES2 Project #: 18.2012 August 17, 2018 G RE A.M E Y E RG 14875 P R O FE S S I O N AL ENGIN E E R I D A H O O F S T A TE L I C ENSED 09/18/2018 Basis for DesignBasis for DesignBasis for DesignBasis for Design NOTES: DESIGN CODE:2015 IBC IBC Table 1604.5 Risk Category II DESIGN CRITERIA: wind speed 115 MPH Exp.C seismic category D allowable soil bearing pressure 1500 psf ground snow load 50 psf SLOPED ROOF: asphalt shingles o/felt 5.0 1/2" plywood or OSB 1.7 prefab wood trusses at 24" o.c.4.0 10" batt insulation (R-30)3.0 1/2" gypboard 2.2 mech./elec./misc.2.1 D.L.=18.0 psf L.L.=20 psf S.L.=35 psf EXTERIOR WALLS: Vinyl Panel Siding 4.0 1/2" plywood or OSB 1.7 2x wood studs at 16" o.c.1.7 6" batt insulation (R-25)2.0 1/2" gypboard 2.2 mech./elec./misc.3.4 15.0 psf Stone Veneer (where applicable)16.0 psf (Additional) MATERIALS: structural lumber Douglas Fir #2 connections Simpson reinforcing steel Grade 60 concrete 2500 psi DESIGN LOADS Providence Square Clubhouse Seismic AnalysisSeismic AnalysisSeismic AnalysisSeismic Analysis This is a beta release of the new ATC Hazards by Location website. 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Hazards by Location Search Information Address:430 S 2nd W, Rexburg, ID 83440, USA Coordinates:43.8171361, -111.78986989999998 Timestamp:2018-07-30T21:05:49.686Z Hazard Type:Seismic Reference Document:ASCE7-10 Risk Category:II Site Class:D Report Title:Providence Square Clubhouse Map Results Text Results Basic Parameters Name Value Description SS 0.444 MCER ground motion (period=0.2s) S1 0.157 MCER ground motion (period=1.0s) SMS 0.641 Site-modified spectral acceleration value SM1 0.34 Site-modified spectral acceleration value SDS 0.427 Numeric seismic design value at 0.2s SA SD1 0.227 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Map data ©2018 GoogleReport a map error 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.00 0.10 0.20 0.30 0.40 0.50 0.60 Sa(g) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 0.00 0.10 0.20 0.30 0.40 Sa(g) Fa 1.445 Site amplification factor at 0.2s Fv 2.174 Site amplification factor at 1.0s PGA 0.157 MCEG peak ground acceleration FPGA 1.487 Site amplification factor at PGA PGAM 0.233 Site modified peak ground acceleration TL 6 Long-period transition period (s) SsRT 0.444 Probabilistic risk-targeted ground motion (0.2s) SsUH 0.429 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.157 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.147 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the United States Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Notes: PROJECT NAME:Providence Square Clubhouse IE :1.00 R: 6.5 Fa:1.44 Risk Category: II Ct:0.02 Fv:2.17 Seismic Design Category: D SS:0.444 SDS:0.4277 (Eq. 11.4-1 & 11.4-3) Site Class:D S1:0.157 SDI:0.2273 (Eq. 11.4-2 & 11.4-4) k: 1.00 TL:6.0 sec. T: 0.189 sec. (12.8-7) Governs =>Cs= SDS/(R/I):0.066 (12.8-2) Max Cs= SDI/(R/I)T:0.185 (12.8-3) (T equal or less than TL ) Max Cs= SDI(TL)/(R/I)T2:-(12.8-4) (T greater than TL ) Min Cs=0.5S1/(R/I): - (12.8-6) (S1equal or greater than 0.6) Min Cs= 0.44SDSI:0.019 (12.8-5) Seismic Base Shear (V) =CsW:2.9 k (12.8-1) hx wx wx hxk Fx Vx Vx (ASD) E (ASD) Level ft kips kip-ft kips kips kips g Roof 20 44.3 886 2.9 2.9 2.0 0.046 W Totals: 44.3 886 2.9 hx wpx wi Fi Fpx Fpx (ASD) Level ft kips kips kips kips kips Roof 20 44.3 44.3 2.9 3.8 2.7 (Ultimate) (ASD) Fp =0.4IESDSWw or 0.1Ww out-of-plane wall design forces ==> Fp:0.17 Wp 0.12 Wp Fp =0.4IEkaSDSWp anchorage to flexible diaphragm force ==> Fp:0.34 Wp 0.24 Wp Fpmin =0.2kaIEWp ==> Fp(min):0.40 Wp 0.29 Wp Vertical Distribution of Seismic Forces (calculations per ASCE 7-10 Section 12.8.3) Out-of-Plane Forces and Diaphragm Anchorage (calculations per ASCE 7-10 Section 12.11) Diaphragm Design Forces (calculations per ASCE 7-10 Section 12.10.1.1) Seismic Lateral Analysis for building structures-asce 7-10 Equivalent Lateral Force Procedure Chp 12 Building Structures Zone 1 Notes: PROJECT NAME:Providence Square Clubhouse IE :1.00 R: 6.5 Fa:1.44 Risk Category: II Ct:0.02 Fv:2.17 Seismic Design Category: D SS:0.444 SDS:0.4277 (Eq. 11.4-1 & 11.4-3) Site Class:D S1:0.157 SDI:0.2273 (Eq. 11.4-2 & 11.4-4) k: 1.00 TL:6.0 sec. T: 0.224 sec. (12.8-7) Governs =>Cs= SDS/(R/I):0.066 (12.8-2) Max Cs= SDI/(R/I)T:0.156 (12.8-3) (T equal or less than TL ) Max Cs= SDI(TL)/(R/I)T2:-(12.8-4) (T greater than TL ) Min Cs=0.5S1/(R/I): - (12.8-6) (S1equal or greater than 0.6) Min Cs= 0.44SDSI:0.019 (12.8-5) Seismic Base Shear (V) =CsW:6.0 k (12.8-1) hx wx wx hxk Fx Vx Vx (ASD) E (ASD) Level ft kips kip-ft kips kips kips g Roof 25 90.8 2,270 6.0 6.0 4.2 0.046 W Totals: 90.8 2,270 6.0 hx wpx wi Fi Fpx Fpx (ASD) Level ft kips kips kips kips kips Roof 25 90.8 90.8 6.0 7.8 5.4 (Ultimate) (ASD) Fp =0.4IESDSWw or 0.1Ww out-of-plane wall design forces ==> Fp:0.17 Wp 0.12 Wp Fp =0.4IEkaSDSWp anchorage to flexible diaphragm force ==> Fp:0.34 Wp 0.24 Wp Fpmin =0.2kaIEWp ==> Fp(min):0.40 Wp 0.29 Wp Out-of-Plane Forces and Diaphragm Anchorage (calculations per ASCE 7-10 Section 12.11) Seismic Lateral Analysis for building structures-asce 7-10 Equivalent Lateral Force Procedure Chp 12 Building Structures Zone 2 Vertical Distribution of Seismic Forces (calculations per ASCE 7-10 Section 12.8.3) Diaphragm Design Forces (calculations per ASCE 7-10 Section 12.10.1.1) Notes: PROJECT NAME:Providence Square Clubhouse IE :1.00 R: 6.5 Fa:1.44 Risk Category: II Ct:0.02 Fv:2.17 Seismic Design Category: D SS:0.444 SDS:0.4277 (Eq. 11.4-1 & 11.4-3) Site Class:D S1:0.157 SDI:0.2273 (Eq. 11.4-2 & 11.4-4) k: 1.00 TL:6.0 sec. T: 0.160 sec. (12.8-7) Governs =>Cs= SDS/(R/I):0.066 (12.8-2) Max Cs= SDI/(R/I)T:0.219 (12.8-3) (T equal or less than TL ) Max Cs= SDI(TL)/(R/I)T2:-(12.8-4) (T greater than TL ) Min Cs=0.5S1/(R/I): - (12.8-6) (S1equal or greater than 0.6) Min Cs= 0.44SDSI:0.019 (12.8-5) Seismic Base Shear (V) =CsW:5.9 k (12.8-1) hx wx wx hxk Fx Vx Vx (ASD) E (ASD) Level ft kips kip-ft kips kips kips g Roof 16 89.3 1,429 5.9 5.9 4.1 0.046 W Totals: 89.3 1,429 5.9 hx wpx wi Fi Fpx Fpx (ASD) Level ft kips kips kips kips kips Roof 16 89.3 89.3 5.9 7.6 5.3 (Ultimate) (ASD) Fp =0.4IESDSWw or 0.1Ww out-of-plane wall design forces ==> Fp:0.17 Wp 0.12 Wp Fp =0.4IEkaSDSWp anchorage to flexible diaphragm force ==> Fp:0.34 Wp 0.24 Wp Fpmin =0.2kaIEWp ==> Fp(min):0.40 Wp 0.29 Wp Out-of-Plane Forces and Diaphragm Anchorage (calculations per ASCE 7-10 Section 12.11) Seismic Lateral Analysis for building structures-asce 7-10 Equivalent Lateral Force Procedure Chp 12 Building Structures Zone 3 Vertical Distribution of Seismic Forces (calculations per ASCE 7-10 Section 12.8.3) Diaphragm Design Forces (calculations per ASCE 7-10 Section 12.10.1.1) Notes: PROJECT NAME:Providence Square Clubhouse Ip :1.5 ap :1.0 Rp: 2.5 z (ft): 50 h (ft): 50 Weight (kip):100 SDS:0.4277 Cs Ultimate 0.308 Eqn 13.3-1 Fp Ultimate 30.8 k Eqn 13.3-1 ASCE 7-10 CHAPTER 13 Seismic Design requirements for nonstructural components Notes: Zone :1 Level :Roof Wall Type Exterior Interior Total Length (ft)89 38 Wall Height (ft)20 15 Parapet Height (ft)0 0 Wall (psf)16 10 Weight (k) :14.2 2.9 Total Area (ft^2)906 Dead load (psf)20 Snow Load (psf)50 % Snow (psf)20% Roof Top Equipment (lb)0 Weight (k) :27.2 Seismic Weight (k) :44.3 Zone :2 Level :Roof Wall Type Exterior Interior Total Length (ft)108 50 Wall Height (ft)25 20 Parapet Height (ft)0 0 Wall (psf)20 10 Weight (k) :27.0 5.0 Total Area (ft^2)1925 Dead load (psf)20 Snow Load (psf)50 % Snow (psf)20% Roof Top Equipment (lb)1000 Weight (k) :58.8 Seismic Weight (k) :90.8 Seismic Weight Calculations Wall Roof Wall Roof Notes: Zone :3 Level :Roof Wall Type Exterior Interior Total Length (ft)168 32 Wall Height (ft)16 12 Parapet Height (ft)0 0 Wall (psf)16 10 Weight (k) :21.5 1.9 Total Area (ft^2)2197 Dead load (psf)20 Snow Load (psf)50 % Snow (psf)20% Roof Top Equipment (lb)0 Weight (k) :65.9 Seismic Weight (k) :89.3 Zone : Level :Roof Wall Type Total Length (ft) Wall Height (ft) Parapet Height (ft) Wall (psf) Weight (k) :0.0 0.0 Total Area (ft^2) Dead load (psf) Snow Load (psf) % Snow (psf) Roof Top Equipment (lb) Weight (k) :#VALUE! Seismic Weight (k) :#VALUE! Roof Seismic Weight Calculations Wall Roof Wall Wind AnalysisWind AnalysisWind AnalysisWind Analysis This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. Hazards by Location Search Information Address:195 S. 5th W. Rexburg, ID Coordinates:43.8220958, -111.79731270000002 Timestamp:2018-08-16T22:39:05.694Z Hazard Type:Wind Map Results Text Results ASCE 7-16 MRI 10-Year 75 mph MRI 25-Year 81 mph MRI 50-Year 86 mph MRI 100-Year 91 mph Risk Category I 99 mph Risk Category II 106 mph Risk Category III 112 mph Risk Category IV 117 mph ASCE 7-10 MRI 10-Year 76 mph MRI 25-Year 84 mph MRI 50-Year 90 mph MRI 100-Year 96 mph Risk Category I 105 mph Risk Category II 115 mph Risk Category III-IV 120 mph ASCE 7-05 ASCE 7-05 Wind Speed 90 mph 110 4866 ft Map data ©2018 GoogleReport a map error 115115 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 115115 SR Engineering System Solutions JOB TITLE Providence Square Clubhouse JOB NO.18.2012 SHEET NO. CALCULATED BY KRH DATE 8/15/18 CHECKED BY DATE CS15 Ver 2016.12.28 www.struware.com STRUCTURAL CALCULATIONS FOR Providence Square Clubhouse Engineering System Solutions JOB TITLE Providence Square Clubhouse JOB NO.18.2012 SHEET NO. CALCULATED BY KRH DATE 8/15/18 CHECKED BY DATE www.struware.com Code Search Code: Occupancy: Occupancy Group =B 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) 120.0 ft Least width (B) 39.0 ft Mean Roof Ht (h)24.0 ft Parapet ht above grd 24.0 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 Floor: Typical Floor 50 psf Partitions 15 psf Lobbies & first floor corridors 100 psf Corridors above first floor 80 psf Balconies (exterior) - same as occupancy 50 psf International Building Code 2015 Business Engineering System Solutions JOB TITLE Providence Square Clubhouse JOB NO.18.2012 SHEET NO. CALCULATED BY KRH DATE 8/15/18 CHECKED BY DATE Wind Loads :ASCE 7- 10 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 0.937 Kh case 2 0.937 Type of roof Gable Topographic Factor (Kzt) Topography Flat Hill Height (H)80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh =0.80 Use H/Lh =0.50 Modified Lh = 160.0 ft From top of crest: x =50.0 ft Bldg up/down wind?downwind H/Lh=0.50 K1 =0.000 x/Lh =0.31 K2 =0.792 z/Lh =0.15 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 =24.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B =39.0 ft h/B =0.62 Rigid structure /z (0.6h) =15.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 Natural Frequency (η1) =0.0 Hz ℓ =500 ft Damping ratio (β) =0zmin =15 ft /b =0.65 c =0.20 /α =0.15gQ, 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 =24.0 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 G =0.000 Engineering System Solutions JOB TITLE Providence Square Clubhouse JOB NO.18.2012 SHEET NO. CALCULATED BY KRH DATE 8/15/18 CHECKED BY DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Input Test Ao 100000.0 sf Ao ≥ 1.1Aoi YES Ag 0.0 sf Ao > 4' or 0.01Ag YES Aoi 0.0 sf Aoi / Agi ≤ 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed ERROR: Ag must be greater than Ao Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog):0 sf Unpartitioned internal volume (Vi) :0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude = 0 feet Average Air Density = 0.0765 lbm/ft3 Constant = 0.00256 Engineering System Solutions JOB TITLE Providence Square Clubhouse JOB NO.18.2012 SHEET NO. CALCULATED BY KRH DATE 8/15/18 CHECKED BY DATE Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh (case 2) =0.94 h =24.0 ft GCpi =+/-0.18 Base pressure (qh) =27.0 psf ridge ht =28.9 ft G = 0.85 Roof Angle (θ) =26.6 deg L =120.0 ft qi = qh Roof tributary area - (h/2)*L:1440 sf B =39.0 ft (h/2)*B:468 sf Ultimate Wind Surface Pressures (psf) Wind Normal to Ridge Wind Parallel to Ridge B/L =0.33 h/L =0.62 L/B =3.08 h/L =0.20 Surface Cp qhGCp w/+qiGCpi w/-qhGCpi Dist.*Cp qhGCp w/ +qiGCpi w/ -qhGCpi Windward Wall (WW) 0.80 18.3 see table below 0.80 18.3 see table below Leeward Wall (LW) -0.50 -11.5 -16.3 -6.6 -0.25 -5.6 -10.5 -0.8 Side Wall (SW) -0.70 -16.0 -20.9 -11.2 -0.70 -16.0 -20.9 -11.2 Leeward Roof (LR) -0.60 -13.8 -18.6 -8.9 Included in windward roof Neg Windward Roof pressure -0.31 -7.1 -11.9 -2.2 0 to h/2*-0.90 -20.6 -25.5 -15.8 Pos/min Windward Roof press. 0.17 3.9 -1.0 8.7 h/2 to h*-0.90 -20.6 -25.5 -15.8 h to 2h*-0.50 -11.5 -16.3 -6.6 > 2h*-0.30 -6.9 -11.7 -2.0 Min press.-0.18 -4.1 -9.0 0.7 *Horizontal distance from windward edge Windward Wall Pressures at "z" (psf)Combined WW + LW Windward Wall Normal Parallel z Kz Kzt qzGCp w/+qiGCpi w/-qhGCpi to Ridge to Ridge 0 to 15'0.85 1.00 16.6 11.8 21.5 28.1 22.3 20.0 ft 0.90 1.00 17.6 12.8 22.5 29.1 23.3 h=24.0 ft 0.94 1.00 18.3 13.5 23.2 29.8 24.0 ridge =28.9 ft 0.97 1.00 19.1 14.2 23.9 30.5 24.7 NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z Kz Kzt qp (psf) 24.0 ft 0.94 1.00 27.0 Windward parapet:40.5 psf (GCpn = +1.5) Leeward parapet:-27.0 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) :18.3 psf (upward) Engineering System Solutions JOB TITLE Providence Square Clubhouse JOB NO.18.2012 SHEET NO. CALCULATED BY KRH DATE 8/15/18 CHECKED BY DATE Wind Loads - MWFRS h60' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) =0.94 Edge Strip (a) =3.9 ft Base pressure (qh) =27.0 psf End Zone (2a) =7.8 ft GCpi = +/-0.18 Zone 2 length =19.5 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 0.436E-0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 19.7 10.0 -7.3 -17.0 2 2.2 -7.5 -13.8 -23.5 3 -7.2 -16.9 -5.1 -14.8 4 -5.7 -15.4 -7.3 -17.0 5 15.6 5.9 6 -3.0 -12.7 1E 24.5 14.8 -8.1 -17.8 2E -0.3 -10.0 -24.0 -33.7 3E -10.9 -20.6 -9.4 -19.1 4E -9.6 -19.3 -8.1 -17.8 5E 21.3 11.66E-6.7 -16.5 Parapet Windward parapet = 40.5 psf (GCpn = +1.5)Windward roof Leeward parapet = -27.0 psf (GCpn = -1.0)overhangs =18.9 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 25.4 psf Roof 9.4 psf End Zone: Wall 34.1 psf Roof 10.6 psf Longitudinal direction (parallel to L) Interior Zone: Wall 18.6 psf End Zone: Wall 28.0 psf θ = 26.6 deg Engineering System Solutions JOB TITLE Providence Square Clubhouse JOB NO.18.2012 SHEET NO. CALCULATED BY KRH DATE 8/15/18 CHECKED BY DATE Location of MWFRS Wind Pressure Zones NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. ASCE 7 -02 and ASCE 7-05 Engineering System Solutions JOB TITLE Providence Square Clubhouse JOB NO.18.2012 SHEET NO. CALCULATED BY KRH DATE 8/15/18 CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) =0.94 h =24.0 ft Base pressure (qh) =27.0 psf a =3.9 ft Minimum parapet ht =0.0 ft GCpi =+/-0.18 Roof Angle (θ) =26.6 deg Type of roof =Gable Roof GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 100 sf Negative Zone 1 -1.08 -1.01 -0.98 -29.1 -27.2 -26.4 -26.8 -26.4 Negative Zone 2 -1.88 -1.53 -1.38 -50.7 -41.3 -37.2 -38.9 -37.2 Negative Zone 3 -2.78 -2.36 -2.18 -75.0 -63.7 -58.8 -60.8 -58.8 Positive All Zones 0.68 0.54 0.48 18.3 16.0 16.0 16.0 16.0 Overhang Zone 2 -2.20 -2.20 -2.20 -59.3 -59.3 -59.3 -59.3 -59.3 Overhang Zone 3 -3.70 -2.86 -2.50 -99.8 -77.2 -67.4 -71.5 -67.4 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 4.9 psf) Parapet qp =27.0 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 100 sf 500 sf 100 sf CASE A = pressure towards building (pos)CASE A : Interior zone: 0.0 0.0 0.0 0.0 CASE B = pressure away from bldg (neg) Corner zone: 0.0 0.0 0.0 0.0 CASE B : Interior zone: 0.0 0.0 0.0 0.0 Corner zone: 0.0 0.0 0.0 0.0 Walls GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 471 sf 100 sf Negative Zone 4 -1.28 -1.10 -0.98 -34.5 -29.8 -26.4 -26.6 -29.8 Negative Zone 5 -1.58 -1.23 -0.98 -42.6 -33.1 -26.4 -26.7 -33.1 Positive Zone 4 & 5 1.18 1.00 0.88 31.8 27.1 23.7 23.9 27.1 Engineering System Solutions JOB TITLE Providence Square Clubhouse JOB NO.18.2012 SHEET NO. CALCULATED BY KRH DATE 8/15/18 CHECKED BY DATE Ultimate Wind Pressures Location of C&C Wind Pressure Zones 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' Gravity DesignGravity DesignGravity DesignGravity Design Framing Key PlansFraming Key PlansFraming Key PlansFraming Key Plans P 2 P 2 P 2 P 2 P 1 P 1 P 2 P 2 P 2 P 2 P 2 P 2 P 2 P 2 P 2 P 2 P 2 P 2 1 0 5 1 0 6 108 108 1 1 7 1 1 7 112 1 0 9 110 111 1 0 9 112112 1 0 4 1 1 7 1 1 6 1 1 6 1 0 1 1 0 7 102 103 1 0 7 113 113 115115 115115 111 112 1 1 6 1 1 2 2 3 3 4 4 A A B B C C D D E E 113 113 113 113 113 113 114 114 114 114 P R O J E C T : P R O J E C T N U M B E R : D A T E : S H E E T N U M B E R : 1 6 7 7 E U R E K A R O A D S T E . # 1 0 1 R O S E V I L L E , C A 9 5 6 6 1 P H O N E : ( 9 1 6 ) 7 8 0 - 2 0 3 0 3 6 3 2 N R A N C H O D R I V E L A S V E G A S , N V 8 9 1 3 0 P H O N E : ( 7 0 2 ) 6 1 6 - 3 1 0 7 4 9 4 3 N O R T H 2 9 T H E A S T , S T E A I D A H O F A L L S , I D A H O 8 3 4 0 1 P H O N E : ( 2 0 8 ) 5 5 2 - 9 8 7 4 E N G I N E E R I N G S Y S T E M S O L U T I O N S 1 8 . 2 0 1 2 K P - G 1 . 0 1 P R O J E C T N A M E J U L Y 2 0 1 8 S T R E E T A D D R E S S G R A V I T Y - R O O F F R A M I N G P L A N Joist DesignJoist DesignJoist DesignJoist Design ES2 KRH 18.2012 Providence Square Clubhouse Entry Truss Truss Members SK - 1 Aug 21, 2018 at 2:01 PM Entry Truss Design.r3d N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 M1 M 2 M 3 M4 M5 M 6 M7 M 8 Y XZ ES2 KRH 18.2012 Providence Square Clubhouse Entry Truss Top Chord Gravity SK - 2 Aug 21, 2018 at 2:00 PM Entry Truss Design.r3d N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 .11 . 0 2 . 0 2 .1 7 .17 . 0 4 .13 .1 3 -.144k/ft -.144k/ft Y XZ Member Code Checks DisplayedLoads: BLC 1, Roof Dead Results for LC 1, LC1 Wood Beam ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Licensee : ES2Lic. # : KW-06006177 File = W:\SMEP\2018\188073~1.200\186321~1.201\02ENGI~1\CALCUL~1\STRUCT~1\PROVID~1.EC6 Description :Main Outlooker CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900900 1350 625 1600 580 180 575 31.2 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0240, Lr = 0.02670, S = 0.04670 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.999: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 6.200ft 54.72 psi= = FB : Allowable 1,242.00psi Fv : Allowable 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H= = = 207.00 psi== Section used for this span 2x8 fb : Actual Maximum Shear Stress Ratio 0.264 : 1 11.812 ft= = 1,240.90psi fv : Actual Maximum Deflection 0<360 299Ratio =0<240 Max Downward Transient Deflection 0.328 in 453Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.496 in Ratio =>=240Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 12.40 ft 1 0.433 0.115 0.90 1.200 1.00 1.00 1.00 0.46 421.24 972.00 0.13 162.001.00 18.581.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.40 ft 1 0.390 0.103 1.00 1.200 1.00 1.00 1.00 0.46 421.24 1080.00 0.13 180.001.00 18.58 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 12.40 ft 1 0.659 0.174 1.25 1.200 1.00 1.00 1.00 0.97 889.87 1350.00 0.28 225.001.00 39.241.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.40 ft 1 0.999 0.264 1.15 1.200 1.00 1.00 1.00 1.36 1,240.90 1242.00 0.40 207.001.00 54.72 1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 12.40 ft 1 0.572 0.151 1.25 1.200 1.00 1.00 1.00 0.85 772.71 1350.00 0.25 225.001.00 34.08 Wood Beam ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Licensee : ES2Lic. # : KW-06006177 File = W:\SMEP\2018\188073~1.200\186321~1.201\02ENGI~1\CALCUL~1\STRUCT~1\PROVID~1.EC6 Description :Main Outlooker Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.40 ft 1 0.834 0.221 1.15 1.200 1.00 1.00 1.00 1.13 1,035.99 1242.00 0.33 207.001.00 45.69 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.40 ft 1 0.244 0.065 1.60 1.200 1.00 1.00 1.00 0.46 421.24 1728.00 0.13 288.001.00 18.581.00+D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.40 ft 1 0.244 0.065 1.60 1.200 1.00 1.00 1.00 0.46 421.24 1728.00 0.13 288.001.00 18.58 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 12.40 ft 1 0.447 0.118 1.60 1.200 1.00 1.00 1.00 0.85 772.71 1728.00 0.25 288.001.00 34.08 1.00+D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.40 ft 1 0.600 0.159 1.60 1.200 1.00 1.00 1.00 1.13 1,035.99 1728.00 0.33 288.001.00 45.69 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 12.40 ft 1 0.600 0.159 1.60 1.200 1.00 1.00 1.00 1.13 1,035.99 1728.00 0.33 288.001.00 45.69 1.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.40 ft 1 0.146 0.039 1.60 1.200 1.00 1.00 1.00 0.28 252.74 1728.00 0.08 288.001.00 11.151.00+0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.40 ft 1 0.146 0.039 1.60 1.200 1.00 1.00 1.00 0.28 252.74 1728.00 0.08 288.001.00 11.15 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.4963 6.245 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.438 0.438 Overall MINimum 0.290 0.290 +D+H 0.149 0.149 +D+L+H 0.149 0.149 +D+Lr+H 0.314 0.314 +D+S+H 0.438 0.438 +D+0.750Lr+0.750L+H 0.273 0.273 +D+0.750L+0.750S+H 0.366 0.366 +D+0.60W+H 0.149 0.149 +D+0.70E+H 0.149 0.149 +D+0.750Lr+0.750L+0.450W+H 0.273 0.273 +D+0.750L+0.750S+0.450W+H 0.366 0.366 +D+0.750L+0.750S+0.5250E+H 0.366 0.366 +0.60D+0.60W+0.60H 0.089 0.089 +0.60D+0.70E+0.60H 0.089 0.089 D Only 0.149 0.149 Lr Only 0.166 0.166 L Only S Only 0.290 0.290 W Only E Only H Only Wood Beam ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Licensee : ES2Lic. # : KW-06006177 File = W:\SMEP\2018\188073~1.200\186321~1.201\02ENGI~1\CALCUL~1\STRUCT~1\PROVID~1.EC6 Description :Main Outlooker 2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.2 900.0900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0360, Lr = 0.040, S = 0.070 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.0360, Lr = 0.040, S = 0.070 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.312: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 5.000ft 39.68 psi= = FB : Allowable 1,242.00psi Fv : Allowable 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H= = = 207.00 psi== Section used for this span 2x8 fb : Actual Maximum Shear Stress Ratio 0.192 : 1 4.413 ft= = 387.63psi fv : Actual Maximum Deflection 0<360 2328Ratio =0<240 Max Downward Transient Deflection 0.019 in 3526Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.029 in Ratio =>=240Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 5.0 ft 1 0.135 0.083 0.90 1.200 1.00 1.00 1.00 0.14 131.65 972.00 0.10 162.001.00 13.481.00Length = 2.830 ft 2 0.135 0.083 0.90 1.200 1.00 1.00 1.00 0.14 131.65 972.00 0.08 162.001.00 13.48 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.122 0.075 1.00 1.200 1.00 1.00 1.00 0.14 131.65 1080.00 0.10 180.001.00 13.48 Wood Beam ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Licensee : ES2Lic. # : KW-06006177 File = W:\SMEP\2018\188073~1.200\186321~1.201\02ENGI~1\CALCUL~1\STRUCT~1\PROVID~1.EC6 Description :Main Outlooker 2 Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 2.830 ft 2 0.122 0.075 1.00 1.200 1.00 1.00 1.00 0.14 131.65 1080.00 0.08 180.001.00 13.48 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.206 0.126 1.25 1.200 1.00 1.00 1.00 0.30 277.92 1350.00 0.21 225.001.00 28.45 1.00Length = 2.830 ft 2 0.206 0.126 1.25 1.200 1.00 1.00 1.00 0.30 277.92 1350.00 0.17 225.001.00 28.451.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.312 0.192 1.15 1.200 1.00 1.00 1.00 0.42 387.63 1242.00 0.29 207.001.00 39.68 1.00Length = 2.830 ft 2 0.312 0.192 1.15 1.200 1.00 1.00 1.00 0.42 387.63 1242.00 0.24 207.001.00 39.681.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.179 0.110 1.25 1.200 1.00 1.00 1.00 0.26 241.35 1350.00 0.18 225.001.00 24.71 1.00Length = 2.830 ft 2 0.179 0.110 1.25 1.200 1.00 1.00 1.00 0.26 241.35 1350.00 0.15 225.001.00 24.71 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 5.0 ft 1 0.261 0.160 1.15 1.200 1.00 1.00 1.00 0.35 323.63 1242.00 0.24 207.001.00 33.13 1.00Length = 2.830 ft 2 0.261 0.160 1.15 1.200 1.00 1.00 1.00 0.35 323.63 1242.00 0.20 207.001.00 33.13 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 5.0 ft 1 0.076 0.047 1.60 1.200 1.00 1.00 1.00 0.14 131.65 1728.00 0.10 288.001.00 13.48 1.00Length = 2.830 ft 2 0.076 0.047 1.60 1.200 1.00 1.00 1.00 0.14 131.65 1728.00 0.08 288.001.00 13.48 1.00+D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 5.0 ft 1 0.076 0.047 1.60 1.200 1.00 1.00 1.00 0.14 131.65 1728.00 0.10 288.001.00 13.481.00Length = 2.830 ft 2 0.076 0.047 1.60 1.200 1.00 1.00 1.00 0.14 131.65 1728.00 0.08 288.001.00 13.48 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.140 0.086 1.60 1.200 1.00 1.00 1.00 0.26 241.35 1728.00 0.18 288.001.00 24.711.00Length = 2.830 ft 2 0.140 0.086 1.60 1.200 1.00 1.00 1.00 0.26 241.35 1728.00 0.15 288.001.00 24.71 1.00+D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.187 0.115 1.60 1.200 1.00 1.00 1.00 0.35 323.63 1728.00 0.24 288.001.00 33.131.00Length = 2.830 ft 2 0.187 0.115 1.60 1.200 1.00 1.00 1.00 0.35 323.63 1728.00 0.20 288.001.00 33.131.00+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.187 0.115 1.60 1.200 1.00 1.00 1.00 0.35 323.63 1728.00 0.24 288.001.00 33.13 1.00Length = 2.830 ft 2 0.187 0.115 1.60 1.200 1.00 1.00 1.00 0.35 323.63 1728.00 0.20 288.001.00 33.131.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.046 0.028 1.60 1.200 1.00 1.00 1.00 0.09 78.99 1728.00 0.06 288.001.00 8.09 1.00Length = 2.830 ft 2 0.046 0.028 1.60 1.200 1.00 1.00 1.00 0.09 78.99 1728.00 0.05 288.001.00 8.091.00+0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 5.0 ft 1 0.046 0.028 1.60 1.200 1.00 1.00 1.00 0.09 78.99 1728.00 0.06 288.001.00 8.09 1.00Length = 2.830 ft 2 0.046 0.028 1.60 1.200 1.00 1.00 1.00 0.09 78.99 1728.00 0.05 288.001.00 8.09 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H+D+S+H 1 0.0052 1.872 -0.0007 4.581 +D+S+H 2 0.0292 2.830 0.0000 4.581 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.180 0.650 Overall MINimum 0.119 0.429 +D+H 0.061 0.221 +D+L+H 0.061 0.221 +D+Lr+H 0.129 0.466 +D+S+H 0.180 0.650 +D+0.750Lr+0.750L+H 0.112 0.405 +D+0.750L+0.750S+H 0.150 0.543 +D+0.60W+H 0.061 0.221 +D+0.70E+H 0.061 0.221 +D+0.750Lr+0.750L+0.450W+H 0.112 0.405 +D+0.750L+0.750S+0.450W+H 0.150 0.543 +D+0.750L+0.750S+0.5250E+H 0.150 0.543 +0.60D+0.60W+0.60H 0.037 0.132 +0.60D+0.70E+0.60H 0.037 0.132 D Only 0.061 0.221 Lr Only 0.068 0.245 L Only Wood Beam ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Licensee : ES2Lic. # : KW-06006177 File = W:\SMEP\2018\188073~1.200\186321~1.201\02ENGI~1\CALCUL~1\STRUCT~1\PROVID~1.EC6 Description :Main Outlooker 2 Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS S Only 0.119 0.429 W Only E Only H Only Beam & Header DesignBeam & Header DesignBeam & Header DesignBeam & Header Design WOOD BEAM ALLOWABLE STRESS DESIGN - 2012 IBC Notes: BM MARK: 101 Span (ft):21.0 wTL (plf)wLL (plf)Left Right Lu (ft):21.0 roof 212 140 1386 1386 DL TL def. < L/240 roof/flr 0 0 1470 1470 LL LL def. < L/360 floor 0 0 2856 2856 TL CD:1.25 wall/misc.60 0 K:1.0 w UNIFORM LOAD (plf):272 140 M (lb-ft):14994 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:3 P PT. LOAD (lbs):from left end:0.0 bm# 3-1/8 x 13 1/2 5-1/8 x 12 6-3/4 x 10 1/2 (3) 1-3/4x 11.250 fv (psi) @ d:91 63 55 66 fb (psi):1896 1463 1451 1625 D TL(in):1.03 0.90 1.02 0.96 D DL(in):0.50 0.43 0.49 0.46 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:Solid Sawn:F BM MARK: 102 Span (ft):8.8 wTL (plf)wLL (plf)Left Right Lu (ft):2.0 roof 1166 770 1908 1908 DL TL def. < L/240 roof/flr 0 0 3369 3369 LL LL def. < L/360 floor 0 0 5276 5276 TL CD:1.25 wall/misc.40 0 K:1.0 w UNIFORM LOAD (plf):1206 770 M (lb-ft):11542 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:2 P PT. LOAD (lbs):from left end:0.0 bm# 3-1/8 x 10 1/2 5-1/8 x 9 (2) 1-3/4x 9.250 fv (psi) @ d:193 142 201 fb (psi):2412 2002 2775 D TL(in):0.29 0.28 0.34 D DL(in):0.11 0.10 0.12 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:Solid Sawn:F BM MARK: 103 Span (ft):9.5 wTL (plf)wLL (plf)Left Right Lu (ft):2.0 roof 265 175 713 713 DL TL def. < L/240 roof/flr 0 0 831 831 LL LL def. < L/360 floor 0 0 1544 1544 TL CD:1.25 wall/misc.60 0 K:1.0 w UNIFORM LOAD (plf):325 175 M (lb-ft):3666 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:2 P PT. LOAD (lbs):from left end:0.0 bm# (2) 2x 10 (3) 2x 8 4x 8 6x 8 3-1/8 x 7 1/2 (2) 1-3/4x 7.250 fv (psi) @ d:86 80 fb (psi):1502 1435 D TL(in):0.30 0.27 D DL(in):0.14 0.12 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:B Solid Sawn:D Douglar Fir #2, 264/512 <-----Reactions (lbs)----->| Comments |<--------------------------------------Loads-------------------------------------->| F G H 244/474 281/546 E USE: 248/482 DL (psf)SL (psf)Red.LL (psf) 5-1/8 x12 GLB 70 62 ALLOWABLE STRESS DESIGN - 2012 IBC |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| 358/561 370/579 305/477 ALLOWABLE STRESS DESIGN - 2012 IBC |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| 1028 1116 425/790 0.19 0.26 0.09 0.12 606/1,125 438/813 DL (psf) 18.0 0 0 10.0 SL (psf) 35.0 0 0 0 Red.LL (psf) --- --- --- --- trib (ft) 4.0 0 0 6.0 DL 0 0 LL 0 0 trib (ft) 18.0 35.0 ---22.0 0 0 ---0 0 0 ---0 10.0 0 ---4.0 DL LL Comments 0 0 0 0 E F H USE:5-1/8 x9 GLB DL (psf)SL (psf)Red.LL (psf)trib (ft) 18.0 35.0 ---5.0 0 0 ---0 0 0 ---0 15.0 0 ---4.0 DL LL Comments 0 0 0 0 A B C D E H 80 51 1435 913 USE:(3) 2x8 OR 6x8 0.33 0.26 0.15 0.12 340/632 435/807 379/703 WOOD BEAM ALLOWABLE STRESS DESIGN - 2012 IBC Notes: BM MARK: 104 Span (ft):28.0 wTL (plf)wLL (plf)Left Right Lu (ft):28.0 roof 212 140 1568 1568 DL TL def. < L/240 roof/flr 0 0 1960 1960 LL LL def. < L/360 floor 0 0 3528 3528 TL CD:1.25 wall/misc.40 0 K:1.0 w UNIFORM LOAD (plf):252 140 M (lb-ft):24696 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:3 P PT. LOAD (lbs):from left end:0.0 bm# 3-1/8 x 21 5-1/8 x 15 6-3/4 x 13 1/2 (3) 1-3/4x 16.000 fv (psi) @ d:71 63 53 57 fb (psi):1290 1542 1445 1323 D TL(in):0.80 1.34 1.40 0.97 D DL(in):0.36 0.60 0.62 0.43 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:Solid Sawn:F BM MARK: 105 Span (ft):9.5 wTL (plf)wLL (plf)Left Right Lu (ft):9.5 roof 212 140 532 532 DL TL def. < L/240 roof/flr 0 0 665 665 LL LL def. < L/360 floor 0 0 1197 1197 TL CD:1.25 wall/misc.40 0 K:1.0 w UNIFORM LOAD (plf):252 140 M (lb-ft):2843 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:2 P PT. LOAD (lbs):from left end:0.0 bm# (2) 2x 8 (3) 2x 8 4x 8 6x 8 (2) 1-3/4x 7.250 fv (psi) @ d: 62 fb (psi): 1113 D TL(in):0.21 D DL(in):0.09 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:B Solid Sawn:D BM MARK: 106 Span (ft):6.5 wTL (plf)wLL (plf)Left Right Lu (ft):6.5 roof 212 140 1242 1242 DL TL def. < L/240 roof/flr 0 0 455 455 LL LL def. < L/360 floor 0 0 1697 1697 TL CD:1.25 wall/misc.310 0 K:1.0 w UNIFORM LOAD (plf):522 140 M (lb-ft):2757 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:2 P PT. LOAD (lbs):from left end:0.0 bm# (2) 2x 8 (3) 2x 6 4x 8 6x 8 (2) 1-3/4x 5.500 fv (psi) @ d: 114 fb (psi): 1875 D TL(in):0.22 D DL(in):0.16 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:B Solid Sawn:D 361/1,346 USE:(3) 2x6 OR 6x8 0.10 0.15 0.09 0.07 567/2,114 371/1,385 662/2,467 845/3,150 1259 1458 1079 687 0.14 0.21 0.12 0.09 H 95 88 82 52 0 0 A B C D DL LL Comments 0 0 0 0 ---0 31.0 0 ---10.0 18.0 35.0 ---4.0 0 0 ---0 ALLOWABLE STRESS DESIGN - 2012 IBC |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) 549/988 USE:(3) 2x8 OR 6x8 0.13 0.09 0.12 0.09 376/677 564/1,016 439/790 560/1,009 1298 865 1113 708 0.30 0.20 0.26 0.20 H 72 48 62 39 0 0 A B C D DL LL Comments 0 0 0 0 ---0 10.0 0 ---4.0 18.0 35.0 ---4.0 0 0 ---0 ALLOWABLE STRESS DESIGN - 2012 IBC |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) 419/753 250/450 240/432 346/622 USE:5-1/8 x15 GLB H 0 0 E F G DL LL Comments 0 0 0 0 ---0 10.0 0 ---4.0 18.0 35.0 ---4.0 0 0 ---0 Douglar Fir #2, |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) WOOD BEAM ALLOWABLE STRESS DESIGN - 2012 IBC Notes: BM MARK: 107 Span (ft):5.8 wTL (plf)wLL (plf)Left Right Lu (ft):5.8 roof 212 140 293 293 DL TL def. < L/240 roof/flr 0 0 403 403 LL LL def. < L/360 floor 0 0 696 696 TL CD:1.25 wall/misc.30 0 K:1.0 w UNIFORM LOAD (plf):242 140 M (lb-ft):1000 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:3 P PT. LOAD (lbs):from left end:0.0 bm# (2) 2x 6 (3) 2x 6 4x 6 6x 6 (3) 1-3/4x 5.500 40 fv (psi) @ d: 30 5 fb (psi): 453 47 D TL(in):0.04 0.00 D DL(in):0.02 0.00 span/D TL/LL:21,965/37,968 Beam Selection ( A - F ):Built-up Option:Solid Sawn:I BM MARK: 108 Span (ft):3.5 wTL (plf)wLL (plf)Left Right Lu (ft):3.5 roof 212 140 231 231 DL TL def. < L/240 roof/flr 0 0 245 245 LL LL def. < L/360 floor 0 0 476 476 TL CD:1.25 wall/misc.60 0 K:1.0 w UNIFORM LOAD (plf):272 140 M (lb-ft):417 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:2 P PT. LOAD (lbs):from left end:0.0 bm# (2) 2x 6 (3) 2x 6 4x 4 6x 6 (2) 1-3/4x 5.500 fv (psi) @ d: 27 fb (psi): 283 D TL(in):0.01 D DL(in):0.00 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:B Solid Sawn:D BM MARK: 109 Span (ft):3.5 wTL (plf)wLL (plf)Left Right Lu (ft):3.5 roof 212 140 231 231 DL TL def. < L/240 roof/flr 0 0 245 245 LL LL def. < L/360 floor 0 0 476 476 TL CD:1.25 wall/misc.60 0 K:1.0 w UNIFORM LOAD (plf):272 140 M (lb-ft):417 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:2 P PT. LOAD (lbs):from left end:0.0 bm# (2) 2x 6 (3) 2x 6 4x 4 6x 6 (2) 1-3/4x 5.500 fv (psi) @ d: 27 fb (psi): 283 D TL(in):0.01 D DL(in):0.00 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:B Solid Sawn:D 4,438/8,623 USE:(3) 2x6 OR 6x6 0.01 0.00 0.02 0.00 3,044/5,913 4,565/8,870 915/1,778 4,534/8,808 330 220 699 180 0.01 0.01 0.05 0.01 H 32 21 49 17 0 0 A B C D DL LL Comments 0 0 0 0 ---0 15.0 0 ---4.0 18.0 35.0 ---4.0 0 0 ---0 ALLOWABLE STRESS DESIGN - 2012 IBC |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) 4,438/8,623 USE:(3) 2x6 OR 6x6 0.01 0.00 0.02 0.00 3,044/5,913 4,565/8,870 915/1,778 4,534/8,808 330 220 699 180 0.01 0.01 0.05 0.01 H 32 21 49 17 0 0 A B C D DL LL Comments 0 0 0 0 ---0 15.0 0 ---4.0 18.0 35.0 ---4.0 0 0 ---0 ALLOWABLE STRESS DESIGN - 2012 IBC |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) 1,688/2,917 USE:12x12 0.04 0.03 0.03 0.03 771/1,334 1,157/2,000 900/1,556 1,149/1,986 794 529 680 433 0.09 0.06 0.08 0.06 H I 12x12 53 35 46 29 0 0 A B C D DL LL Comments 0 0 0 0 ---0 15.0 0 ---2.0 18.0 35.0 ---4.0 0 0 ---0 Douglar Fir #2, |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) WOOD BEAM ALLOWABLE STRESS DESIGN - 2012 IBC Notes: BM MARK: 110 Span (ft):6.3 wTL (plf)wLL (plf)Left Right Lu (ft):2.0 roof 106 70 1081 1081 DL TL def. < L/240 roof/flr 0 0 219 219 LL LL def. < L/360 floor 0 0 1300 1300 TL CD:1.25 wall/misc.310 0 K:1.0 w UNIFORM LOAD (plf):416 70 M (lb-ft):2031 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:3 P PT. LOAD (lbs):from left end:0.0 bm# (2) 2x 8 (3) 2x 6 4x 6 6x 6 (3) 1-3/4x 5.500 fv (psi) @ d: 58 fb (psi): 921 D TL(in):0.10 D DL(in):0.08 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:B Solid Sawn:D BM MARK: 111 Span (ft):15.5 wTL (plf)wLL (plf)Left Right Lu (ft):2.0 roof 1007 665 2961 2961 DL TL def. < L/240 roof/flr 0 0 5154 5154 LL LL def. < L/360 floor 0 0 8114 8114 TL CD:1.25 wall/misc.40 0 K:1.0 w UNIFORM LOAD (plf):1047 665 M (lb-ft):31443 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:2 P PT. LOAD (lbs):from left end:0.0 bm# 3-1/8 x 16 1/2 5-1/8 x 13 1/2 6-3/4 x 12 (2) 1-3/4x 16.000 fv (psi) @ d:194 150 131 180 fb (psi):2661 2424 2329 2527 D TL(in):0.65 0.72 0.78 0.57 D DL(in):0.24 0.26 0.28 0.21 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:Solid Sawn:F BM MARK: 112 Span (ft):6.3 wTL (plf)wLL (plf)Left Right Lu (ft):2.0 roof 1007 665 1256 1256 DL TL def. < L/240 roof/flr 0 0 2078 2078 LL LL def. < L/360 floor 0 0 3334 3334 TL CD:1.25 wall/misc.60 0 K:1.0 w UNIFORM LOAD (plf):1067 665 M (lb-ft):5210 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:2 P PT. LOAD (lbs):from left end:0.0 bm# (2) 2x 12 (3) 2x 10 4x 10 6x 10 3-1/8 x 7 1/2 (2) 1-3/4x 7.250 fv (psi) @ d:171 159 fb (psi):2134 2039 D TL(in):0.19 0.16 D DL(in):0.07 0.06 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:B Solid Sawn:D 405/650 455/730 USE:(3) 2x10 OR 6x10 0.02 0.03 0.04 0.03 1,166/1,871 972/1,560 756/1,213 965/1,549 988 974 1253 797 0.06 0.08 0.10 0.08 H 104 91 116 74 0 0 A B C D E DL LL Comments 0 0 0 0 ---0 15.0 0 ---4.0 18.0 35.0 ---19.0 0 0 ---0 ALLOWABLE STRESS DESIGN - 2012 IBC |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) 288/453 259/407 239/377 327/515 USE:5-1/8 x13.5 GLB H 0 0 E F G DL LL Comments 0 0 0 0 ---0 10.0 0 ---4.0 18.0 35.0 ---19.0 0 0 ---0 ALLOWABLE STRESS DESIGN - 2012 IBC |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) 764/4,543 USE:(3) 2x6 OR 6x6 0.08 0.12 0.15 0.12 800/4,757 524/3,115 408/2,423 521/3,094 927 1074 1381 879 0.09 0.14 0.18 0.14 H 72 67 86 55 0 0 A B C D DL LL Comments 0 0 0 0 ---0 31.0 0 ---10.0 18.0 35.0 ---2.0 0 0 ---0 Douglar Fir #2, |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) WOOD BEAM ALLOWABLE STRESS DESIGN - 2012 IBC Notes: BM MARK: 113 Span (ft):4.3 wTL (plf)wLL (plf)Left Right Lu (ft):2.0 roof 1007 665 870 870 DL TL def. < L/240 roof/flr 0 0 1440 1440 LL LL def. < L/360 floor 0 0 2310 2310 TL CD:1.25 wall/misc.60 0 K:1.0 w UNIFORM LOAD (plf):1067 665 M (lb-ft):2501 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:3 P PT. LOAD (lbs):from left end:0.0 bm# (2) 2x 8 (3) 2x 6 4x 8 6x 6 (3) 1-3/4x 5.500 fv (psi) @ d: 95 fb (psi): 1134 D TL(in):0.06 D DL(in):0.02 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:B Solid Sawn:D BM MARK: 114 Span (ft):3.5 wTL (plf)wLL (plf)Left Right Lu (ft):2.0 roof 1007 665 704 704 DL TL def. < L/240 roof/flr 0 0 1164 1164 LL LL def. < L/360 floor 0 0 1867 1867 TL CD:1.25 wall/misc.60 0 K:1.0 w UNIFORM LOAD (plf):1067 665 M (lb-ft):1634 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:2 P PT. LOAD (lbs):from left end:0.0 bm# (2) 2x 6 (3) 2x 6 4x 6 6x 6 (2) 1-3/4x 5.500 fv (psi) @ d: 107 fb (psi): 1111 D TL(in):0.04 D DL(in):0.01 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:B Solid Sawn:D BM MARK: 115 Span (ft):2.5 wTL (plf)wLL (plf)Left Right Lu (ft):2.0 roof 1007 665 503 503 DL TL def. < L/240 roof/flr 0 0 831 831 LL LL def. < L/360 floor 0 0 1334 1334 TL CD:1.25 wall/misc.60 0 K:1.0 w UNIFORM LOAD (plf):1067 665 M (lb-ft):834 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:2 P PT. LOAD (lbs):from left end:0.0 bm# (2) 2x 6 (3) 2x 6 4x 4 6x 6 (2) 1-3/4x 5.500 fv (psi) @ d: 66 fb (psi): 567 D TL(in):0.01 D DL(in):0.00 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:B Solid Sawn:D 3,105/4,982 USE:(3) 2x6 OR 6x6 0.01 0.00 0.02 0.00 2,129/3,416 3,193/5,124 640/1,027 3,171/5,088 661 441 1400 361 0.01 0.01 0.05 0.01 H 77 51 125 42 0 0 A B C D DL LL Comments 0 0 0 0 ---0 15.0 0 ---4.0 18.0 35.0 ---19.0 0 0 ---0 ALLOWABLE STRESS DESIGN - 2012 IBC |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) 1,131/1,815 USE:(3) 2x6 OR 6x6 0.02 0.01 0.02 0.01 776/1,245 1,164/1,867 905/1,452 1,156/1,854 1296 864 1111 707 0.05 0.04 0.05 0.04 H 125 84 107 68 0 0 A B C D DL LL Comments 0 0 0 0 ---0 15.0 0 ---4.0 18.0 35.0 ---19.0 0 0 ---0 ALLOWABLE STRESS DESIGN - 2012 IBC |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) 896/1,438 USE:(3) 2x6 OR 6x6 0.02 0.03 0.02 0.03 939/1,506 615/986 1,095/1,757 610/979 1142 1323 979 1082 0.06 0.08 0.05 0.09 H 115 110 98 90 0 0 A B C D DL LL Comments 0 0 0 0 ---0 15.0 0 ---4.0 18.0 35.0 ---19.0 0 0 ---0 Douglar Fir #2, |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) WOOD BEAM ALLOWABLE STRESS DESIGN - 2012 IBC Notes: BM MARK: 116 Span (ft):6.5 wTL (plf)wLL (plf)Left Right Lu (ft):6.5 roof 106 70 702 702 DL TL def. < L/240 roof/flr 0 0 228 228 LL LL def. < L/360 floor 0 0 930 930 TL CD:1.25 wall/misc.180 0 K:1.0 w UNIFORM LOAD (plf):286 70 M (lb-ft):1510 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:3 P PT. LOAD (lbs):from left end:0.0 bm# (2) 2x 6 (3) 2x 6 4x 6 6x 6 (3) 1-3/4x 5.500 fv (psi) @ d: 41 fb (psi): 685 D TL(in):0.08 D DL(in):0.06 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:B Solid Sawn:D BM MARK: 117 Span (ft):4.3 wTL (plf)wLL (plf)Left Right Lu (ft):4.3 roof 106 70 332 332 DL TL def. < L/240 roof/flr 0 0 149 149 LL LL def. < L/360 floor 0 0 480 480 TL CD:1.25 wall/misc.120 0 K:1.0 w UNIFORM LOAD (plf):226 70 M (lb-ft):510 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:2 P PT. LOAD (lbs):from left end:0.0 bm# (2) 2x 6 (3) 2x 6 4x 4 6x 6 (2) 1-3/4x 5.500 fv (psi) @ d: 29 fb (psi): 347 D TL(in):0.02 D DL(in):0.01 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:B Solid Sawn:D BM MARK: Span (ft):8.8 wTL (plf)wLL (plf)Left Right Lu (ft):1.3 roof 203 134 304 304 DL TL def. < L/240 roof/flr 0 0 592 592 LL LL def. < L/360 floor 0 0 896 896 TL CD:1.25 wall/misc.0 0 K:1.0 w UNIFORM LOAD (plf):203 134 M (lb-ft):1978 LL Red. (Y/N)?:N # Supported Floors:1 P PT. LOAD (lbs):from left end:0.0 No. of MICROLAMS:2 P PT. LOAD (lbs):from left end:0.0 bm# (2) 2x 8 (3) 2x 6 4x 6 6x 6 (2) 1-3/4x 5.500 fv (psi) @ d: 63 fb (psi): 1345 D TL(in):0.29 D DL(in):0.10 span/D TL/LL: Beam Selection ( A - F ):Built-up Option:Solid Sawn: 370/561 USE: 0.06 0.09 0.12 0.10 582/881 381/577 296/449 378/573 903 1046 1345 856 0.18 0.28 0.36 0.28 H 53 49 63 40 0 0 A B C D DL LL Comments 0 0 0 0 ---0 31.0 0 ---0 18.0 35.0 ---3.8 0 0 ---0 ALLOWABLE STRESS DESIGN - 2012 IBC |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) 2,984/9,632 USE:(3) 2x6 OR 6x6 0.02 0.01 0.06 0.01 2,046/6,605 3,069/9,908 615/1,986 3,047/9,839 405 270 857 221 0.02 0.02 0.08 0.02 H 34 23 51 19 0 0 A B C D DL LL Comments 0 0 0 0 ---0 10.0 0 ---12.0 18.0 35.0 ---2.0 0 0 ---0 ALLOWABLE STRESS DESIGN - 2012 IBC |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) 989/4,039 USE:(3) 2x6 OR 6x6 0.13 0.09 0.11 0.09 452/1,846 678/2,769 527/2,154 673/2,750 1198 799 1027 654 0.17 0.12 0.15 0.12 H 73 48 62 40 0 0 A B C D DL LL Comments 0 0 0 0 ---0 15.0 0 ---12.0 18.0 35.0 ---2.0 0 0 ---0 Douglar Fir #2, |<--------------------------------------Loads-------------------------------------->|<-----Reactions (lbs)----->| DL (psf)SL (psf)Red.LL (psf)trib (ft) Wood Beam ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Licensee : ES2Lic. # : KW-06006177 File = W:\SMEP\2018\188073~1.200\186321~1.201\02ENGI~1\CALCUL~1\STRUCT~1\PROVID~1.EC6 Description :118 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Douglas Fir - Larch No.2 900.0900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 Unbraced Lengths First Brace starts at 0.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 1.330 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.06890, Lr = 0.07660, S = 0.1340 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.988: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 4.415ft 80.59 psi= = FB : Allowable 1,122.50psi Fv : Allowable 2x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H= = = 207.00 psi== Section used for this span 2x10 fb : Actual Maximum Shear Stress Ratio 0.389 : 1 0.000 ft= = 1,109.36psi fv : Actual Maximum Deflection 0<360600Ratio =0<240 Max Downward Transient Deflection 0.116 in 909Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.176 in Ratio =>=240Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.000.99Length = 1.321 ft 1 0.217 0.169 0.90 1.100 1.00 1.00 1.00 0.34 191.74 881.96 0.25 162.001.00 27.36 0.99Length = 1.321 ft 1 0.358 0.169 0.90 1.100 1.00 1.00 1.00 0.56 316.00 881.96 0.21 162.001.00 27.36 0.99Length = 1.321 ft 1 0.423 0.169 0.90 1.100 1.00 1.00 1.00 0.66 372.78 881.96 0.12 162.001.00 27.360.99Length = 1.354 ft 1 0.427 0.169 0.90 1.100 1.00 1.00 1.00 0.67 376.71 881.70 0.06 162.001.00 27.360.99Length = 1.321 ft 1 0.409 0.169 0.90 1.100 1.00 1.00 1.00 0.64 360.98 881.96 0.15 162.001.00 27.36 0.99Length = 1.321 ft 1 0.319 0.169 0.90 1.100 1.00 1.00 1.00 0.50 281.15 881.96 0.24 162.001.00 27.36 Wood Beam ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Licensee : ES2Lic. # : KW-06006177 File = W:\SMEP\2018\188073~1.200\186321~1.201\02ENGI~1\CALCUL~1\STRUCT~1\PROVID~1.EC6 Description :118 Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.99Length = 0.8379 ft 1 0.151 0.169 0.90 1.100 1.00 1.00 1.00 0.24 133.85 885.62 0.25 162.001.00 27.36 1.00Length = 0.03223 ft 1 0.006 0.169 0.90 1.100 1.00 1.00 1.00 0.01 5.48 890.81 0.25 162.001.00 27.36 1.00+D+L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 1.321 ft 1 0.196 0.152 1.00 1.100 1.00 1.00 1.00 0.34 191.74 978.61 0.25 180.001.00 27.360.99Length = 1.321 ft 1 0.323 0.152 1.00 1.100 1.00 1.00 1.00 0.56 316.00 978.61 0.21 180.001.00 27.36 0.99Length = 1.321 ft 1 0.381 0.152 1.00 1.100 1.00 1.00 1.00 0.66 372.78 978.61 0.12 180.001.00 27.36 0.99Length = 1.354 ft 1 0.385 0.152 1.00 1.100 1.00 1.00 1.00 0.67 376.71 978.28 0.06 180.001.00 27.360.99Length = 1.321 ft 1 0.369 0.152 1.00 1.100 1.00 1.00 1.00 0.64 360.98 978.61 0.15 180.001.00 27.36 0.99Length = 1.321 ft 1 0.287 0.152 1.00 1.100 1.00 1.00 1.00 0.50 281.15 978.61 0.24 180.001.00 27.36 0.99Length = 0.8379 ft 1 0.136 0.152 1.00 1.100 1.00 1.00 1.00 0.24 133.85 983.28 0.25 180.001.00 27.36 1.00Length = 0.03223 ft 1 0.006 0.152 1.00 1.100 1.00 1.00 1.00 0.01 5.48 989.77 0.25 180.001.00 27.361.00+D+Lr+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 1.321 ft 1 0.332 0.257 1.25 1.100 1.00 1.00 1.00 0.72 404.90 1218.77 0.53 225.001.00 57.79 0.98Length = 1.321 ft 1 0.548 0.257 1.25 1.100 1.00 1.00 1.00 1.19 667.31 1218.77 0.45 225.001.00 57.790.98Length = 1.321 ft 1 0.646 0.257 1.25 1.100 1.00 1.00 1.00 1.40 787.21 1218.77 0.26 225.001.00 57.79 0.98Length = 1.354 ft 1 0.653 0.257 1.25 1.100 1.00 1.00 1.00 1.42 795.52 1218.19 0.13 225.001.00 57.79 0.98Length = 1.321 ft 1 0.625 0.257 1.25 1.100 1.00 1.00 1.00 1.36 762.29 1218.77 0.32 225.001.00 57.790.98Length = 1.321 ft 1 0.487 0.257 1.25 1.100 1.00 1.00 1.00 1.06 593.73 1218.77 0.52 225.001.00 57.790.99Length = 0.8379 ft 1 0.230 0.257 1.25 1.100 1.00 1.00 1.00 0.50 282.66 1226.67 0.53 225.001.00 57.79 1.00Length = 0.03223 ft 1 0.009 0.257 1.25 1.100 1.00 1.00 1.00 0.02 11.57 1237.14 0.53 225.001.00 57.79 1.00+D+S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 1.321 ft 1 0.503 0.389 1.15 1.100 1.00 1.00 1.00 1.01 564.64 1122.97 0.75 207.001.00 80.59 0.99Length = 1.321 ft 1 0.829 0.389 1.15 1.100 1.00 1.00 1.00 1.66 930.56 1122.97 0.63 207.001.00 80.59 0.99Length = 1.321 ft 1 0.978 0.389 1.15 1.100 1.00 1.00 1.00 1.96 1,097.77 1122.97 0.36 207.001.00 80.590.99Length = 1.354 ft 1 0.988 0.389 1.15 1.100 1.00 1.00 1.00 1.98 1,109.36 1122.50 0.18 207.001.00 80.590.99Length = 1.321 ft 1 0.947 0.389 1.15 1.100 1.00 1.00 1.00 1.89 1,063.02 1122.97 0.45 207.001.00 80.59 0.99Length = 1.321 ft 1 0.737 0.389 1.15 1.100 1.00 1.00 1.00 1.48 827.95 1122.97 0.72 207.001.00 80.59 0.99Length = 0.8379 ft 1 0.349 0.389 1.15 1.100 1.00 1.00 1.00 0.70 394.18 1129.45 0.75 207.001.00 80.591.00Length = 0.03223 ft 1 0.014 0.389 1.15 1.100 1.00 1.00 1.00 0.03 16.14 1138.19 0.75 207.001.00 80.59 1.00+D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 1.321 ft 1 0.288 0.223 1.25 1.100 1.00 1.00 1.00 0.63 351.61 1218.77 0.46 225.001.00 50.180.98Length = 1.321 ft 1 0.475 0.223 1.25 1.100 1.00 1.00 1.00 1.03 579.48 1218.77 0.39 225.001.00 50.180.98Length = 1.321 ft 1 0.561 0.223 1.25 1.100 1.00 1.00 1.00 1.22 683.61 1218.77 0.22 225.001.00 50.18 0.98Length = 1.354 ft 1 0.567 0.223 1.25 1.100 1.00 1.00 1.00 1.23 690.82 1218.19 0.11 225.001.00 50.18 0.98Length = 1.321 ft 1 0.543 0.223 1.25 1.100 1.00 1.00 1.00 1.18 661.96 1218.77 0.28 225.001.00 50.180.98Length = 1.321 ft 1 0.423 0.223 1.25 1.100 1.00 1.00 1.00 0.92 515.58 1218.77 0.45 225.001.00 50.18 0.99Length = 0.8379 ft 1 0.200 0.223 1.25 1.100 1.00 1.00 1.00 0.44 245.46 1226.67 0.46 225.001.00 50.18 1.00Length = 0.03223 ft 1 0.008 0.223 1.25 1.100 1.00 1.00 1.00 0.02 10.05 1237.14 0.46 225.001.00 50.181.00+D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 1.321 ft 1 0.420 0.325 1.15 1.100 1.00 1.00 1.00 0.84 471.41 1122.97 0.62 207.001.00 67.28 0.99Length = 1.321 ft 1 0.692 0.325 1.15 1.100 1.00 1.00 1.00 1.38 776.92 1122.97 0.52 207.001.00 67.28 0.99Length = 1.321 ft 1 0.816 0.325 1.15 1.100 1.00 1.00 1.00 1.63 916.52 1122.97 0.30 207.001.00 67.280.99Length = 1.354 ft 1 0.825 0.325 1.15 1.100 1.00 1.00 1.00 1.65 926.20 1122.50 0.15 207.001.00 67.28 0.99Length = 1.321 ft 1 0.790 0.325 1.15 1.100 1.00 1.00 1.00 1.58 887.51 1122.97 0.38 207.001.00 67.28 0.99Length = 1.321 ft 1 0.616 0.325 1.15 1.100 1.00 1.00 1.00 1.23 691.25 1122.97 0.60 207.001.00 67.280.99Length = 0.8379 ft 1 0.291 0.325 1.15 1.100 1.00 1.00 1.00 0.59 329.10 1129.45 0.62 207.001.00 67.281.00Length = 0.03223 ft 1 0.012 0.325 1.15 1.100 1.00 1.00 1.00 0.02 13.47 1138.19 0.62 207.001.00 67.28 1.00+D+0.60W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 1.321 ft 1 0.124 0.095 1.60 1.100 1.00 1.00 1.00 0.34 191.74 1550.89 0.25 288.001.00 27.360.98Length = 1.321 ft 1 0.204 0.095 1.60 1.100 1.00 1.00 1.00 0.56 316.00 1550.89 0.21 288.001.00 27.36 0.98Length = 1.321 ft 1 0.240 0.095 1.60 1.100 1.00 1.00 1.00 0.66 372.78 1550.89 0.12 288.001.00 27.36 0.98Length = 1.354 ft 1 0.243 0.095 1.60 1.100 1.00 1.00 1.00 0.67 376.71 1549.79 0.06 288.001.00 27.360.98Length = 1.321 ft 1 0.233 0.095 1.60 1.100 1.00 1.00 1.00 0.64 360.98 1550.89 0.15 288.001.00 27.36 0.98Length = 1.321 ft 1 0.181 0.095 1.60 1.100 1.00 1.00 1.00 0.50 281.15 1550.89 0.24 288.001.00 27.36 0.99Length = 0.8379 ft 1 0.086 0.095 1.60 1.100 1.00 1.00 1.00 0.24 133.85 1565.46 0.25 288.001.00 27.36 1.00Length = 0.03223 ft 1 0.003 0.095 1.60 1.100 1.00 1.00 1.00 0.01 5.48 1583.41 0.25 288.001.00 27.361.00+D+0.70E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 1.321 ft 1 0.124 0.095 1.60 1.100 1.00 1.00 1.00 0.34 191.74 1550.89 0.25 288.001.00 27.36 0.98Length = 1.321 ft 1 0.204 0.095 1.60 1.100 1.00 1.00 1.00 0.56 316.00 1550.89 0.21 288.001.00 27.360.98Length = 1.321 ft 1 0.240 0.095 1.60 1.100 1.00 1.00 1.00 0.66 372.78 1550.89 0.12 288.001.00 27.36 Wood Beam ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Licensee : ES2Lic. # : KW-06006177 File = W:\SMEP\2018\188073~1.200\186321~1.201\02ENGI~1\CALCUL~1\STRUCT~1\PROVID~1.EC6 Description :118 Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.98Length = 1.354 ft 1 0.243 0.095 1.60 1.100 1.00 1.00 1.00 0.67 376.71 1549.79 0.06 288.001.00 27.36 0.98Length = 1.321 ft 1 0.233 0.095 1.60 1.100 1.00 1.00 1.00 0.64 360.98 1550.89 0.15 288.001.00 27.36 0.98Length = 1.321 ft 1 0.181 0.095 1.60 1.100 1.00 1.00 1.00 0.50 281.15 1550.89 0.24 288.001.00 27.36 0.99Length = 0.8379 ft 1 0.086 0.095 1.60 1.100 1.00 1.00 1.00 0.24 133.85 1565.46 0.25 288.001.00 27.361.00Length = 0.03223 ft 1 0.003 0.095 1.60 1.100 1.00 1.00 1.00 0.01 5.48 1583.41 0.25 288.001.00 27.36 1.00+D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 1.321 ft 1 0.227 0.174 1.60 1.100 1.00 1.00 1.00 0.63 351.61 1550.89 0.46 288.001.00 50.180.98Length = 1.321 ft 1 0.374 0.174 1.60 1.100 1.00 1.00 1.00 1.03 579.48 1550.89 0.39 288.001.00 50.18 0.98Length = 1.321 ft 1 0.441 0.174 1.60 1.100 1.00 1.00 1.00 1.22 683.61 1550.89 0.22 288.001.00 50.18 0.98Length = 1.354 ft 1 0.446 0.174 1.60 1.100 1.00 1.00 1.00 1.23 690.82 1549.79 0.11 288.001.00 50.18 0.98Length = 1.321 ft 1 0.427 0.174 1.60 1.100 1.00 1.00 1.00 1.18 661.96 1550.89 0.28 288.001.00 50.180.98Length = 1.321 ft 1 0.332 0.174 1.60 1.100 1.00 1.00 1.00 0.92 515.58 1550.89 0.45 288.001.00 50.18 0.99Length = 0.8379 ft 1 0.157 0.174 1.60 1.100 1.00 1.00 1.00 0.44 245.46 1565.46 0.46 288.001.00 50.18 1.00Length = 0.03223 ft 1 0.006 0.174 1.60 1.100 1.00 1.00 1.00 0.02 10.05 1583.41 0.46 288.001.00 50.181.00+D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 1.321 ft 1 0.304 0.234 1.60 1.100 1.00 1.00 1.00 0.84 471.41 1550.89 0.62 288.001.00 67.28 0.98Length = 1.321 ft 1 0.501 0.234 1.60 1.100 1.00 1.00 1.00 1.38 776.92 1550.89 0.52 288.001.00 67.280.98Length = 1.321 ft 1 0.591 0.234 1.60 1.100 1.00 1.00 1.00 1.63 916.52 1550.89 0.30 288.001.00 67.280.98Length = 1.354 ft 1 0.598 0.234 1.60 1.100 1.00 1.00 1.00 1.65 926.20 1549.79 0.15 288.001.00 67.28 0.98Length = 1.321 ft 1 0.572 0.234 1.60 1.100 1.00 1.00 1.00 1.58 887.51 1550.89 0.38 288.001.00 67.28 0.98Length = 1.321 ft 1 0.446 0.234 1.60 1.100 1.00 1.00 1.00 1.23 691.25 1550.89 0.60 288.001.00 67.280.99Length = 0.8379 ft 1 0.210 0.234 1.60 1.100 1.00 1.00 1.00 0.59 329.10 1565.46 0.62 288.001.00 67.28 1.00Length = 0.03223 ft 1 0.009 0.234 1.60 1.100 1.00 1.00 1.00 0.02 13.47 1583.41 0.62 288.001.00 67.28 1.00+D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.98Length = 1.321 ft 1 0.304 0.234 1.60 1.100 1.00 1.00 1.00 0.84 471.41 1550.89 0.62 288.001.00 67.280.98Length = 1.321 ft 1 0.501 0.234 1.60 1.100 1.00 1.00 1.00 1.38 776.92 1550.89 0.52 288.001.00 67.28 0.98Length = 1.321 ft 1 0.591 0.234 1.60 1.100 1.00 1.00 1.00 1.63 916.52 1550.89 0.30 288.001.00 67.28 0.98Length = 1.354 ft 1 0.598 0.234 1.60 1.100 1.00 1.00 1.00 1.65 926.20 1549.79 0.15 288.001.00 67.280.98Length = 1.321 ft 1 0.572 0.234 1.60 1.100 1.00 1.00 1.00 1.58 887.51 1550.89 0.38 288.001.00 67.28 0.98Length = 1.321 ft 1 0.446 0.234 1.60 1.100 1.00 1.00 1.00 1.23 691.25 1550.89 0.60 288.001.00 67.28 0.99Length = 0.8379 ft 1 0.210 0.234 1.60 1.100 1.00 1.00 1.00 0.59 329.10 1565.46 0.62 288.001.00 67.281.00Length = 0.03223 ft 1 0.009 0.234 1.60 1.100 1.00 1.00 1.00 0.02 13.47 1583.41 0.62 288.001.00 67.281.00+0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 1.321 ft 1 0.074 0.057 1.60 1.100 1.00 1.00 1.00 0.21 115.04 1550.89 0.15 288.001.00 16.42 0.98Length = 1.321 ft 1 0.122 0.057 1.60 1.100 1.00 1.00 1.00 0.34 189.60 1550.89 0.13 288.001.00 16.420.98Length = 1.321 ft 1 0.144 0.057 1.60 1.100 1.00 1.00 1.00 0.40 223.67 1550.89 0.07 288.001.00 16.42 0.98Length = 1.354 ft 1 0.146 0.057 1.60 1.100 1.00 1.00 1.00 0.40 226.03 1549.79 0.04 288.001.00 16.42 0.98Length = 1.321 ft 1 0.140 0.057 1.60 1.100 1.00 1.00 1.00 0.39 216.59 1550.89 0.09 288.001.00 16.420.98Length = 1.321 ft 1 0.109 0.057 1.60 1.100 1.00 1.00 1.00 0.30 168.69 1550.89 0.15 288.001.00 16.420.99Length = 0.8379 ft 1 0.051 0.057 1.60 1.100 1.00 1.00 1.00 0.14 80.31 1565.46 0.15 288.001.00 16.42 1.00Length = 0.03223 ft 1 0.002 0.057 1.60 1.100 1.00 1.00 1.00 0.01 3.29 1583.41 0.15 288.001.00 16.42 1.00+0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.98Length = 1.321 ft 1 0.074 0.057 1.60 1.100 1.00 1.00 1.00 0.21 115.04 1550.89 0.15 288.001.00 16.42 0.98Length = 1.321 ft 1 0.122 0.057 1.60 1.100 1.00 1.00 1.00 0.34 189.60 1550.89 0.13 288.001.00 16.42 0.98Length = 1.321 ft 1 0.144 0.057 1.60 1.100 1.00 1.00 1.00 0.40 223.67 1550.89 0.07 288.001.00 16.420.98Length = 1.354 ft 1 0.146 0.057 1.60 1.100 1.00 1.00 1.00 0.40 226.03 1549.79 0.04 288.001.00 16.420.98Length = 1.321 ft 1 0.140 0.057 1.60 1.100 1.00 1.00 1.00 0.39 216.59 1550.89 0.09 288.001.00 16.42 0.98Length = 1.321 ft 1 0.109 0.057 1.60 1.100 1.00 1.00 1.00 0.30 168.69 1550.89 0.15 288.001.00 16.42 0.99Length = 0.8379 ft 1 0.051 0.057 1.60 1.100 1.00 1.00 1.00 0.14 80.31 1565.46 0.15 288.001.00 16.421.00Length = 0.03223 ft 1 0.002 0.057 1.60 1.100 1.00 1.00 1.00 0.01 3.29 1583.41 0.15 288.001.00 16.42 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.1764 4.447 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.896 0.896 Overall MINimum 0.592 0.592 +D+H 0.304 0.304 Wood Beam ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Licensee : ES2Lic. # : KW-06006177 File = W:\SMEP\2018\188073~1.200\186321~1.201\02ENGI~1\CALCUL~1\STRUCT~1\PROVID~1.EC6 Description :118 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+L+H 0.304 0.304 +D+Lr+H 0.642 0.642 +D+S+H 0.896 0.896 +D+0.750Lr+0.750L+H 0.558 0.558 +D+0.750L+0.750S+H 0.748 0.748 +D+0.60W+H 0.304 0.304 +D+0.70E+H 0.304 0.304 +D+0.750Lr+0.750L+0.450W+H 0.558 0.558 +D+0.750L+0.750S+0.450W+H 0.748 0.748 +D+0.750L+0.750S+0.5250E+H 0.748 0.748 +0.60D+0.60W+0.60H 0.183 0.183 +0.60D+0.70E+0.60H 0.183 0.183 D Only 0.304 0.304 Lr Only 0.338 0.338 L Only S Only 0.592 0.592 W Only E Only H Only Wood Beam ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Licensee : ES2Lic. # : KW-06006177 File = W:\SMEP\2018\188073~1.200\186321~1.201\02ENGI~1\CALCUL~1\STRUCT~1\PROVID~1.EC6 Description :119 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam bracing is defined as a set spacing over all spans Allowable Stress Design Douglas Fir - Larch No.2 900.0900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 Unbraced Lengths First Brace starts at 0.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 1.330 ft .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.06890, Lr = 0.07660, S = 0.1340 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.679: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 3.000ft 67.41 psi= = FB : Allowable 1,227.81psi Fv : Allowable 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H= = = 207.00 psi== Section used for this span 2x8 fb : Actual Maximum Shear Stress Ratio 0.326 : 1 0.000 ft= = 833.80psi fv : Actual Maximum Deflection 0<360922Ratio =0<240 Max Downward Transient Deflection 0.052 in 1396Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.078 in Ratio =>=240Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.000.99Length = 1.314 ft 1 0.201 0.141 0.90 1.200 1.00 1.00 1.00 0.21 193.70 963.83 0.17 162.001.00 22.89 0.99Length = 1.336 ft 1 0.290 0.141 0.90 1.200 1.00 1.00 1.00 0.31 279.28 963.68 0.12 162.001.00 22.89 0.99Length = 1.336 ft 1 0.294 0.141 0.90 1.200 1.00 1.00 1.00 0.31 283.14 963.68 0.07 162.001.00 22.890.99Length = 1.314 ft 1 0.262 0.141 0.90 1.200 1.00 1.00 1.00 0.28 252.59 963.83 0.16 162.001.00 22.891.00Length = 0.7007 ft 1 0.121 0.141 0.90 1.200 1.00 1.00 1.00 0.13 116.82 967.93 0.17 162.001.00 22.89 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Wood Beam ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Licensee : ES2Lic. # : KW-06006177 File = W:\SMEP\2018\188073~1.200\186321~1.201\02ENGI~1\CALCUL~1\STRUCT~1\PROVID~1.EC6 Description :119 Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.99Length = 1.314 ft 1 0.181 0.127 1.00 1.200 1.00 1.00 1.00 0.21 193.70 1069.75 0.17 180.001.00 22.89 0.99Length = 1.336 ft 1 0.261 0.127 1.00 1.200 1.00 1.00 1.00 0.31 279.28 1069.55 0.12 180.001.00 22.89 0.99Length = 1.336 ft 1 0.265 0.127 1.00 1.200 1.00 1.00 1.00 0.31 283.14 1069.55 0.07 180.001.00 22.89 0.99Length = 1.314 ft 1 0.236 0.127 1.00 1.200 1.00 1.00 1.00 0.28 252.59 1069.75 0.16 180.001.00 22.891.00Length = 0.7007 ft 1 0.109 0.127 1.00 1.200 1.00 1.00 1.00 0.13 116.82 1074.93 0.17 180.001.00 22.89 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 1.314 ft 1 0.307 0.215 1.25 1.200 1.00 1.00 1.00 0.45 409.04 1333.28 0.35 225.001.00 48.340.99Length = 1.336 ft 1 0.442 0.215 1.25 1.200 1.00 1.00 1.00 0.65 589.76 1332.94 0.25 225.001.00 48.34 0.99Length = 1.336 ft 1 0.449 0.215 1.25 1.200 1.00 1.00 1.00 0.65 597.92 1332.94 0.14 225.001.00 48.34 0.99Length = 1.314 ft 1 0.400 0.215 1.25 1.200 1.00 1.00 1.00 0.58 533.41 1333.28 0.33 225.001.00 48.34 0.99Length = 0.7007 ft 1 0.184 0.215 1.25 1.200 1.00 1.00 1.00 0.27 246.70 1341.91 0.35 225.001.00 48.340.99+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 1.314 ft 1 0.464 0.326 1.15 1.200 1.00 1.00 1.00 0.62 570.41 1228.09 0.49 207.001.00 67.41 0.99Length = 1.336 ft 1 0.670 0.326 1.15 1.200 1.00 1.00 1.00 0.90 822.42 1227.81 0.34 207.001.00 67.410.99Length = 1.336 ft 1 0.679 0.326 1.15 1.200 1.00 1.00 1.00 0.91 833.80 1227.81 0.20 207.001.00 67.41 0.99Length = 1.314 ft 1 0.606 0.326 1.15 1.200 1.00 1.00 1.00 0.81 743.84 1228.09 0.47 207.001.00 67.41 0.99Length = 0.7007 ft 1 0.279 0.326 1.15 1.200 1.00 1.00 1.00 0.38 344.02 1235.21 0.49 207.001.00 67.410.99+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 1.314 ft 1 0.266 0.187 1.25 1.200 1.00 1.00 1.00 0.39 355.20 1333.28 0.30 225.001.00 41.98 0.99Length = 1.336 ft 1 0.384 0.187 1.25 1.200 1.00 1.00 1.00 0.56 512.14 1332.94 0.21 225.001.00 41.98 0.99Length = 1.336 ft 1 0.390 0.187 1.25 1.200 1.00 1.00 1.00 0.57 519.22 1332.94 0.12 225.001.00 41.980.99Length = 1.314 ft 1 0.347 0.187 1.25 1.200 1.00 1.00 1.00 0.51 463.20 1333.28 0.29 225.001.00 41.98 0.99Length = 0.7007 ft 1 0.160 0.187 1.25 1.200 1.00 1.00 1.00 0.23 214.23 1341.91 0.30 225.001.00 41.98 0.99+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 1.314 ft 1 0.388 0.272 1.15 1.200 1.00 1.00 1.00 0.52 476.23 1228.09 0.41 207.001.00 56.280.99Length = 1.336 ft 1 0.559 0.272 1.15 1.200 1.00 1.00 1.00 0.75 686.64 1227.81 0.29 207.001.00 56.28 0.99Length = 1.336 ft 1 0.567 0.272 1.15 1.200 1.00 1.00 1.00 0.76 696.13 1227.81 0.17 207.001.00 56.28 0.99Length = 1.314 ft 1 0.506 0.272 1.15 1.200 1.00 1.00 1.00 0.68 621.03 1228.09 0.39 207.001.00 56.280.99Length = 0.7007 ft 1 0.233 0.272 1.15 1.200 1.00 1.00 1.00 0.31 287.22 1235.21 0.41 207.001.00 56.28 0.99+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 1.314 ft 1 0.114 0.079 1.60 1.200 1.00 1.00 1.00 0.21 193.70 1698.86 0.17 288.001.00 22.890.98Length = 1.336 ft 1 0.164 0.079 1.60 1.200 1.00 1.00 1.00 0.31 279.28 1698.23 0.12 288.001.00 22.890.98Length = 1.336 ft 1 0.167 0.079 1.60 1.200 1.00 1.00 1.00 0.31 283.14 1698.23 0.07 288.001.00 22.89 0.98Length = 1.314 ft 1 0.149 0.079 1.60 1.200 1.00 1.00 1.00 0.28 252.59 1698.86 0.16 288.001.00 22.89 0.99Length = 0.7007 ft 1 0.068 0.079 1.60 1.200 1.00 1.00 1.00 0.13 116.82 1714.34 0.17 288.001.00 22.890.99+D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 1.314 ft 1 0.114 0.079 1.60 1.200 1.00 1.00 1.00 0.21 193.70 1698.86 0.17 288.001.00 22.89 0.98Length = 1.336 ft 1 0.164 0.079 1.60 1.200 1.00 1.00 1.00 0.31 279.28 1698.23 0.12 288.001.00 22.890.98Length = 1.336 ft 1 0.167 0.079 1.60 1.200 1.00 1.00 1.00 0.31 283.14 1698.23 0.07 288.001.00 22.890.98Length = 1.314 ft 1 0.149 0.079 1.60 1.200 1.00 1.00 1.00 0.28 252.59 1698.86 0.16 288.001.00 22.89 0.99Length = 0.7007 ft 1 0.068 0.079 1.60 1.200 1.00 1.00 1.00 0.13 116.82 1714.34 0.17 288.001.00 22.89 0.99+D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.98Length = 1.314 ft 1 0.209 0.146 1.60 1.200 1.00 1.00 1.00 0.39 355.20 1698.86 0.30 288.001.00 41.98 0.98Length = 1.336 ft 1 0.302 0.146 1.60 1.200 1.00 1.00 1.00 0.56 512.14 1698.23 0.21 288.001.00 41.98 0.98Length = 1.336 ft 1 0.306 0.146 1.60 1.200 1.00 1.00 1.00 0.57 519.22 1698.23 0.12 288.001.00 41.980.98Length = 1.314 ft 1 0.273 0.146 1.60 1.200 1.00 1.00 1.00 0.51 463.20 1698.86 0.29 288.001.00 41.980.99Length = 0.7007 ft 1 0.125 0.146 1.60 1.200 1.00 1.00 1.00 0.23 214.23 1714.34 0.30 288.001.00 41.98 0.99+D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 1.314 ft 1 0.280 0.195 1.60 1.200 1.00 1.00 1.00 0.52 476.23 1698.86 0.41 288.001.00 56.280.98Length = 1.336 ft 1 0.404 0.195 1.60 1.200 1.00 1.00 1.00 0.75 686.64 1698.23 0.29 288.001.00 56.28 0.98Length = 1.336 ft 1 0.410 0.195 1.60 1.200 1.00 1.00 1.00 0.76 696.13 1698.23 0.17 288.001.00 56.28 0.98Length = 1.314 ft 1 0.366 0.195 1.60 1.200 1.00 1.00 1.00 0.68 621.03 1698.86 0.39 288.001.00 56.280.99Length = 0.7007 ft 1 0.168 0.195 1.60 1.200 1.00 1.00 1.00 0.31 287.22 1714.34 0.41 288.001.00 56.28 0.99+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 1.314 ft 1 0.280 0.195 1.60 1.200 1.00 1.00 1.00 0.52 476.23 1698.86 0.41 288.001.00 56.28 0.98Length = 1.336 ft 1 0.404 0.195 1.60 1.200 1.00 1.00 1.00 0.75 686.64 1698.23 0.29 288.001.00 56.280.98Length = 1.336 ft 1 0.410 0.195 1.60 1.200 1.00 1.00 1.00 0.76 696.13 1698.23 0.17 288.001.00 56.28 0.98Length = 1.314 ft 1 0.366 0.195 1.60 1.200 1.00 1.00 1.00 0.68 621.03 1698.86 0.39 288.001.00 56.28 0.99Length = 0.7007 ft 1 0.168 0.195 1.60 1.200 1.00 1.00 1.00 0.31 287.22 1714.34 0.41 288.001.00 56.280.99+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Wood Beam ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Licensee : ES2Lic. # : KW-06006177 File = W:\SMEP\2018\188073~1.200\186321~1.201\02ENGI~1\CALCUL~1\STRUCT~1\PROVID~1.EC6 Description :119 Span # Moment ValuesLoad Combination C i CLCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.98Length = 1.314 ft 1 0.068 0.048 1.60 1.200 1.00 1.00 1.00 0.13 116.22 1698.86 0.10 288.001.00 13.73 0.98Length = 1.336 ft 1 0.099 0.048 1.60 1.200 1.00 1.00 1.00 0.18 167.57 1698.23 0.07 288.001.00 13.73 0.98Length = 1.336 ft 1 0.100 0.048 1.60 1.200 1.00 1.00 1.00 0.19 169.88 1698.23 0.04 288.001.00 13.73 0.98Length = 1.314 ft 1 0.089 0.048 1.60 1.200 1.00 1.00 1.00 0.17 151.55 1698.86 0.10 288.001.00 13.730.99Length = 0.7007 ft 1 0.041 0.048 1.60 1.200 1.00 1.00 1.00 0.08 70.09 1714.34 0.10 288.001.00 13.73 0.99+0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 1.314 ft 1 0.068 0.048 1.60 1.200 1.00 1.00 1.00 0.13 116.22 1698.86 0.10 288.001.00 13.730.98Length = 1.336 ft 1 0.099 0.048 1.60 1.200 1.00 1.00 1.00 0.18 167.57 1698.23 0.07 288.001.00 13.73 0.98Length = 1.336 ft 1 0.100 0.048 1.60 1.200 1.00 1.00 1.00 0.19 169.88 1698.23 0.04 288.001.00 13.73 0.98Length = 1.314 ft 1 0.089 0.048 1.60 1.200 1.00 1.00 1.00 0.17 151.55 1698.86 0.10 288.001.00 13.73 0.99Length = 0.7007 ft 1 0.041 0.048 1.60 1.200 1.00 1.00 1.00 0.08 70.09 1714.34 0.10 288.001.00 13.73 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.0781 3.022 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.609 0.609 Overall MINimum 0.402 0.402 +D+H 0.207 0.207 +D+L+H 0.207 0.207 +D+Lr+H 0.437 0.437 +D+S+H 0.609 0.609 +D+0.750Lr+0.750L+H 0.379 0.379 +D+0.750L+0.750S+H 0.508 0.508 +D+0.60W+H 0.207 0.207 +D+0.70E+H 0.207 0.207 +D+0.750Lr+0.750L+0.450W+H 0.379 0.379 +D+0.750L+0.750S+0.450W+H 0.508 0.508 +D+0.750L+0.750S+0.5250E+H 0.508 0.508 +0.60D+0.60W+0.60H 0.124 0.124 +0.60D+0.70E+0.60H 0.124 0.124 D Only 0.207 0.207 Lr Only 0.230 0.230 L Only S Only 0.402 0.402 W Only E Only H Only Wall DesignWall DesignWall DesignWall Design Allowable Stress Design - 2012 NDS Notes: Description:Zone 2 WW3 Deflection limit:L/240 C&C Interior Zone:29.8 psf C&C End Zone:33.1 psf Earthquake pressure:0.17 psf Interior Wall:No Fire Assembly:No FRT Wood:No D L Lr S Trib (ft)Axial e (in)D Trib (ft) 1 20 18 20 35 22 0 15 10 Interior Zone Level No. of lams 1 1 1.75 x 5.5 at 12 '' O.C. End Zone Level No. of lams 1 2 1.75 x 5.5 at 12 '' O.C. Level fc<Fc' 1 0.149 <1.0 OK 0.929 0.011 <1.0 OK OKL/258 0.100 <1.0 OK CSR D (in.)CSRe CSRe2 Size Spacing Size Spacing Code Check - Governing Case Microllam LVL 2.0E Wood Stud Wall Design Level Height (ft)Roof / Floor (psf)Wall (psf)Species Wood Stud Wall Design - Trimmer and King Studs Allowable Stress Design - 2012 NDS Description:Zone 2 WW3 Wind end Earthquake 1 20 1.94 1.08 (wind int)(wind end)(earthquake)(wind int)(wind end)(earthquake) 3 4 5 6 7 8 10 12 14 25 (wind int)(wind end)(earthquake)(wind int)(wind end)(earthquake) 3 4 5 6 7 8 10 12 14 25 (wind int)(wind end)(earthquake) 3 1 2 2 4 1 3 2 5 1 3 2 6 1 4 2 7 1 4 3 8 1 5 3 10 2 6 3 12 2 7 4 14 2 7 4 25 3 13 7 7 13 3 4 4 5 6 7 Opening Width (ft) No. of Trimmers No. of King Studs 2 3 14 25 Level 1 8 10 12 5 6 7 No. of King Studs 3 4 25 Level Level Opening Width (ft) No. of Trimmers No. of King Studs Opening Width (ft) No. of Trimmers 10 12 14 6 7 8 3 4 5 Opening Width (ft) No. of Trimmers No. of King Studs Opening Width (ft) No. of Trimmers No. of King Studs 10 0.219 1.08 Level Level Level Height (ft)Height of highest header (ft) load / Trimmer capacity (/ft) King stud trib width per stud (ft) Wind interior Allowable Stress Design - 2012 NDS Notes: Description:Zone 2 WW2 Deflection limit:L/360 C&C Interior Zone:29.8 psf C&C End Zone:33.1 psf Earthquake pressure:0.17 psf Interior Wall:No Fire Assembly:No FRT Wood:No D L Lr S Trib (ft)Axial e (in)D Trib (ft) 1 16 18 20 35 22 0 31 10 Interior Zone Level No. of lams 1 2 2 x 6 at 12 '' O.C. End Zone Level No. of lams 1 2 2 x 6 at 12 '' O.C. Level fc<Fc' 1 0.091 <1.0 OK 0.308 0.002 <1.0 OK OK DF No. 2 Wood Stud Wall Design Level Height (ft)Species Roof / Floor (psf)Wall (psf) Size Spacing Size Spacing Code Check - Governing Case CSR D (in.)CSRe CSRe2 L/623 0.058 <1.0 OK Wood Stud Wall Design - Trimmer and King Studs Allowable Stress Design - 2012 NDS Description:Zone 2 WW2 Wind end Earthquake 1 16 1.73 1.73 (wind int)(wind end)(earthquake)(wind int)(wind end)(earthquake) 3 4 5 6 7 8 10 12 14 25 (wind int)(wind end)(earthquake)(wind int)(wind end)(earthquake) 3 4 5 6 7 8 10 12 14 25 (wind int)(wind end)(earthquake) 3 1 2 2 4 1 2 2 5 1 2 2 6 1 2 3 7 2 3 3 8 2 3 3 10 2 3 4 12 2 4 4 14 3 4 5 25 4 7 8 Level Height (ft)Height of highest header (ft) load / Trimmer capacity (/ft) King stud trib width per stud (ft) Wind interior 10 0.286 1.92 Level Level 3 4 5 Opening Width (ft) No. of Trimmers No. of King Studs Opening Width (ft) No. of Trimmers No. of King Studs 10 12 14 6 7 8 No. of King Studs 3 4 25 Level Level Opening Width (ft) No. of Trimmers No. of King Studs Opening Width (ft) No. of Trimmers 8 10 12 5 6 7 Opening Width (ft) No. of Trimmers No. of King Studs 2 2 14 25 Level 1 5 8 2 3 3 3 4 4 Allowable Stress Design - 2012 NDS Notes: Description:Zone 1 Deflection limit:L/240 C&C Interior Zone:29.8 psf C&C End Zone:33.1 psf Earthquake pressure:0.17 psf Interior Wall:No Fire Assembly:No FRT Wood:No D L Lr S Trib (ft)Axial e (in)D Trib (ft) 1 14 18 20 35 19 0 15 10 Interior Zone Level No. of lams 1 1 2 x 6 at 16 '' O.C. End Zone Level No. of lams 1 1 2 x 6 at 16 '' O.C. Level fc<Fc' 1 0.398 <1.0 OK 0.481 0.871 <1.0 OK OK DF No. 2 Wood Stud Wall Design Level Height (ft)Species Roof / Floor (psf)Wall (psf) Size Spacing Size Spacing Code Check - Governing Case CSR D (in.)CSRe CSRe2 L/349 0.193 <1.0 OK Wood Stud Wall Design - Trimmer and King Studs Allowable Stress Design - 2012 NDS Description:Zone 1 Wind end Earthquake 1 14 1.94 1.94 (wind int)(wind end)(earthquake)(wind int)(wind end)(earthquake) 3 4 5 6 7 8 10 12 14 25 (wind int)(wind end)(earthquake)(wind int)(wind end)(earthquake) 3 4 5 6 7 8 10 12 14 25 (wind int)(wind end)(earthquake) 3 1 2 2 4 1 2 2 5 1 2 2 6 1 2 2 7 1 2 3 8 1 3 3 10 2 3 3 12 2 4 4 14 2 4 4 25 3 7 7 Level Height (ft)Height of highest header (ft) load / Trimmer capacity (/ft) King stud trib width per stud (ft) Wind interior 9 0.224 2.15 Level Level 3 4 5 Opening Width (ft) No. of Trimmers No. of King Studs Opening Width (ft) No. of Trimmers No. of King Studs 10 12 14 6 7 8 No. of King Studs 3 4 25 Level Level Opening Width (ft) No. of Trimmers No. of King Studs Opening Width (ft) No. of Trimmers 8 10 12 5 6 7 Opening Width (ft) No. of Trimmers No. of King Studs 2 2 14 25 Level 1 4 7 2 2 3 3 3 4 Allowable Stress Design - 2012 NDS Notes: Description:Zone 3 Deflection limit:L/360 C&C Interior Zone:29.8 psf C&C End Zone:33.1 psf Earthquake pressure:0.17 psf Interior Wall:No Fire Assembly:No FRT Wood:No D L Lr S Trib (ft)Axial e (in)D Trib (ft) 1 11 18 20 35 19 0 15 10 Interior Zone Level No. of lams 1 1 2 x 6 at 16 '' O.C. End Zone Level No. of lams 1 1 2 x 6 at 16 '' O.C. Level fc<Fc' 1 0.252 <1.0 OK 0.184 0.211 <1.0 OK OK DF No. 2 Wood Stud Wall Design Level Height (ft)Species Roof / Floor (psf)Wall (psf) Size Spacing Size Spacing Code Check - Governing Case CSR D (in.)CSRe CSRe2 L/719 0.089 <1.0 OK Wood Stud Wall Design - Trimmer and King Studs Allowable Stress Design - 2012 NDS Description:Zone 3 Wind end Earthquake 1 11 2.66 2.66 (wind int)(wind end)(earthquake)(wind int)(wind end)(earthquake) 3 4 5 6 7 8 10 12 14 25 (wind int)(wind end)(earthquake)(wind int)(wind end)(earthquake) 3 4 5 6 7 8 10 12 14 25 (wind int)(wind end)(earthquake) 3 1 1 1 4 1 1 2 5 1 2 2 6 1 2 2 7 1 2 2 8 1 2 2 10 2 2 3 12 2 3 3 14 2 3 3 25 3 5 5 Level Height (ft)Height of highest header (ft) load / Trimmer capacity (/ft) King stud trib width per stud (ft) Wind interior 9 0.224 2.96 Level Level 3 4 5 Opening Width (ft) No. of Trimmers No. of King Studs Opening Width (ft) No. of Trimmers No. of King Studs 10 12 14 6 7 8 No. of King Studs 3 4 25 Level Level Opening Width (ft) No. of Trimmers No. of King Studs Opening Width (ft) No. of Trimmers 8 10 12 5 6 7 Opening Width (ft) No. of Trimmers No. of King Studs 1 2 14 25 Level 1 3 5 2 2 2 2 3 3 PROJECT :Providence Square Clubhouse WALL MARK:CW1 Notes: Wall and Opening Layout (ft) WALL DATA:Overall Wall Thick (in) :8.00 jamb T.O. parapet elev (ft) :3.00 Overall Jamb Thick (in) :8.00 Gravity Lateral width Lateral Gravity T.O. wall elev (ft) :3.00 Reveal Depth (in) :0.75 0.00 0.00 3.00 0.00 0.00 Base Elev (ft) :0.00 Vertical Rebar [#] :4 Vert. Reinf spacing :7 '' o.c. Calculated Max. Jamb Width (ft) :1.50 f'c (psi) :4000 Center Rebar? (Y/N) :Y Lateral Uniform Load Concentration :1.00 Fy (ksi) :60 Min As Horiz (in2/ft) :0.19 ( # 4 AT 12 '' o.c. )Gravity Uniform Load Concentration :1.00 Min As Vert (in2/ft) :0.12 Gravity Concentrated Load Distribution :0.67 Wall self wt (psf) :100 Equiv Vert As (in2/ft) :0.34 > As min. OK wall veneer wt (psf) :0 Total Wall wt (psf) :100 SEISMIC DESIGN DATA: WIND DESIGN DATA:CALCULATED WALL PROPERTIES: Precast Wall? (Y/N):N (ASCE 7-10) (ASCE 7-10)t (in) :7.3 Wall exposed to (Y/N):Y SDS :0.427 Ult Wall Wind Vert bar clear cover (in) :1.50 earth or weather? I E :1.25 C&C Pressure (psf) :29.8 d (in) :3.63 Fp :0.21 Ww (ASCE 12.11.1)Effec Area (ft2 ) :3 Ec (ksi) :3605 LOAD DATA:Fp (psf) :21.4 n :8.04 f1 :0.5 Ev :0.085 D (ASCE Eqn. 12.4-4)Ult Parapet b1 :0.85 f2 :0.2 C&C pressure (psf):40.0 Ag (in2/ft) :96.0 Snow Loads? (Y/N) :N Ig (in4/ft) :512 fr (psi) :474 SERVICE LOAD DATA:DL LL Trib (ft)d from face of wall (in)e (in)Bearing Width (ft)w D (klf)w L (klf)wLR (klf)wS (klf)f :0.9 Roof Ledger Load 1 (psf) :0.0 0.0 0.0 0.00 3.63 --0.00 --0.00 0.00 Roof Ledger Load 2 (psf) :0.0 0.0 0.0 0.00 3.63 --0.00 --0.00 0.00 Floor Ledger Load (psf) :0.0 0.0 0.0 0.00 3.63 --0.00 0.00 ---- Roof Concentric Load (psf) :18.0 20.0 22.0 ------0.40 --0.44 0.00 Floor Concentric Load (psf) :0.0 0.0 0.0 ------0.00 0.00 ---- Roof Concentrated Load (Kip) :0.0 0.0 --0.00 3.63 1.00 0.00 --0.00 0.00 Floor Concentrated Load (Kip) :0.0 0.0 --0.00 3.63 1.00 0.00 0.00 ---- Wall Self Wt :------------0.15 ------ 0.55 0.00 0.44 0.00 CODE CHECKS: Ult. Vert stress (psi) :14.2 <0.06 f'c (psi) :240 OK (ACI 11.8) (c/d) max:0.174 <(c/d) allowable:0.375 OK, Tension-Controlled Section (ACI 11.8) WALL ANALYSIS: 1 2 3 4 5 6 7 8Load Combos:1.4D 1.2D+1.6L+0.5Lr/S 1.2D+1.6Lr/S+f1L 1.2D+1.6Lr/S+0.5W 1.2D+1.0W+f1L+0.5Lr/S 1.2D+1.0E+f1L 0.9D+1.0E 0.9D+1.0W P service (k/ft) :0.55 0.99 0.99 0.99 0.99 0.55 0.55 0.55 Pu (k/ft) :0.76 0.88 1.36 1.36 0.88 0.70 0.44 0.49 Pu *e (k-ft/ft) :0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mu out-of-plane (k-ft/ft) :0.00 0.00 0.00 0.02 0.03 0.02 0.02 0.03 Mua (k-ft/ft) :0.00 0.00 0.00 0.02 0.03 0.02 0.02 0.03 (ACI 11.8) Ase (in2/ft) :0.36 0.36 0.37 0.37 0.36 0.35 0.35 0.351 d :1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Mu TOTAL (k-ft/ft) :0.00 0.00 0.00 0.02 0.03 0.02 0.02 0.03 Mcr (k-ft/ft) :5.06 < fMn. OK 5.06 < fMn. OK 5.06 < fMn. OK 5.06 < fMn. OK 5.06 < fMn. OK 5.06 < fMn. OK 5.06 < fMn. OK 5.06 < fMn. OK f Mn (k-ft/ft) :5.38 > Mu. OK 5.41 > Mu. OK 5.52 > Mu. OK 5.52 > Mu. OK 5.41 > Mu. OK 5.37 > Mu. OK 5.31 > Mu. OK 5.32 > Mu. OK WALL DEFLECTION CHECK: (ACI 11.8.4)D+0.5L+0.42W D+0.5L+0.7E Msa (k-ft/ft) :0.01 0.02 (ACI 11.8.4.3) D cr (in):0.00 0.00 Ma (k-ft/ft) :0.01 0.02 Ds(max) = L/150 (in) :0.24 0.24 (ACI 11.8.4) Ds (in) :0.00 OK 0.00 OK FOUNDATION ANALYSIS: Max Pservice (k/ft):0.99 at mid ht of wall Allowable soil bearing (psf) :1500 Add'l lower wall wt (k/ft) :0.15 Req'd wall ftg width (ft) :0.76 (Unless other foundation design calc included) Total at base of wall (k/ft) :1.14 excluding effects of openings as occur CONCRETE SLENDER WALL DESIGN All equations based on ACI 318 and verified with ACI 551.2R Left Opening Right Opening Concrete Slender Wall Design_2018.05.28 CW1 PROJECT :Providence Square Clubhouse WALL MARK:CW2 Notes: Wall and Opening Layout (ft) WALL DATA:Overall Wall Thick (in) :20.00 jamb T.O. parapet elev (ft) :3.00 Overall Jamb Thick (in) :20.00 Gravity Lateral width Lateral Gravity T.O. wall elev (ft) :3.00 Reveal Depth (in) :0.75 0.00 0.00 3.00 0.00 0.00 Base Elev (ft) :0.00 Vertical Rebar [#] :6 Vert. Reinf spacing :6 '' o.c. Calculated Max. Jamb Width (ft) :1.50 f'c (psi) :4000 Center Rebar? (Y/N) :Y Lateral Uniform Load Concentration :1.00 Fy (ksi) :60 Min As Horiz (in2/ft) :0.60 ( # 6 AT 8 '' o.c. )Gravity Uniform Load Concentration :1.00 Min As Vert (in2/ft) :0.36 Gravity Concentrated Load Distribution :0.67 Wall self wt (psf) :250 Equiv Vert As (in2/ft) :0.88 > As min. OK wall veneer wt (psf) :0 Total Wall wt (psf) :250 SEISMIC DESIGN DATA: WIND DESIGN DATA:CALCULATED WALL PROPERTIES: Precast Wall? (Y/N):N (ASCE 7-10) (ASCE 7-10)t (in) :19.3 Wall exposed to (Y/N):Y SDS :0.427 Ult Wall Wind Vert bar clear cover (in) :2.00 earth or weather? I E :1.25 C&C Pressure (psf) :29.8 d (in) :9.63 Fp :0.21 Ww (ASCE 12.11.1)Effec Area (ft2 ) :3 Ec (ksi) :3605 LOAD DATA:Fp (psf) :53.4 n :8.04 f1 :0.5 Ev :0.085 D (ASCE Eqn. 12.4-4)Ult Parapet b1 :0.85 f2 :0.2 C&C pressure (psf):40.0 Ag (in2/ft) :240.0 Snow Loads? (Y/N) :N Ig (in4/ft) :8000 fr (psi) :474 SERVICE LOAD DATA:DL LL Trib (ft)d from face of wall (in)e (in)Bearing Width (ft)w D (klf)w L (klf)wLR (klf)wS (klf)f :0.9 Roof Ledger Load 1 (psf) :0.0 0.0 0.0 0.00 9.63 --0.00 --0.00 0.00 Roof Ledger Load 2 (psf) :0.0 0.0 0.0 0.00 9.63 --0.00 --0.00 0.00 Floor Ledger Load (psf) :0.0 0.0 0.0 0.00 9.63 --0.00 0.00 ---- Roof Concentric Load (psf) :18.0 20.0 22.0 ------0.40 --0.44 0.00 Floor Concentric Load (psf) :0.0 0.0 0.0 ------0.00 0.00 ---- Roof Concentrated Load (Kip) :0.0 0.0 --0.00 9.63 1.00 0.00 --0.00 0.00 Floor Concentrated Load (Kip) :0.0 0.0 --0.00 9.63 1.00 0.00 0.00 ---- Wall Self Wt :------------0.38 ------ 0.77 0.00 0.44 0.00 CODE CHECKS: Ult. Vert stress (psi) :6.8 <0.06 f'c (psi) :240 OK (ACI 11.8) (c/d) max:0.163 <(c/d) allowable:0.375 OK, Tension-Controlled Section (ACI 11.8) WALL ANALYSIS: 1 2 3 4 5 6 7 8Load Combos:1.4D 1.2D+1.6L+0.5Lr/S 1.2D+1.6Lr/S+f1L 1.2D+1.6Lr/S+0.5W 1.2D+1.0W+f1L+0.5Lr/S 1.2D+1.0E+f1L 0.9D+1.0E 0.9D+1.0W P service (k/ft) :0.77 1.21 1.21 1.21 1.21 0.77 0.77 0.77 Pu (k/ft) :1.08 1.15 1.63 1.63 1.15 0.99 0.63 0.69 Pu *e (k-ft/ft) :0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mu out-of-plane (k-ft/ft) :0.00 0.00 0.00 0.02 0.03 0.06 0.06 0.03 Mua (k-ft/ft) :0.00 0.00 0.00 0.02 0.03 0.06 0.06 0.03 (ACI 11.8) Ase (in2/ft) :0.90 0.90 0.91 0.91 0.90 0.90 0.89 0.892 d :1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Mu TOTAL (k-ft/ft) :0.00 0.00 0.00 0.02 0.03 0.06 0.06 0.03 Mcr (k-ft/ft) :31.62 < fMn. OK 31.62 < fMn. OK 31.62 < fMn. OK 31.62 < fMn. OK 31.62 < fMn. OK 31.62 < fMn. OK 31.62 < fMn. OK 31.62 < fMn. OK f Mn (k-ft/ft) :36.23 > Mu. OK 36.27 > Mu. OK 36.57 > Mu. OK 36.57 > Mu. OK 36.27 > Mu. OK 36.17 > Mu. OK 35.94 > Mu. OK 35.99 > Mu. OK WALL DEFLECTION CHECK: (ACI 11.8.4)D+0.5L+0.42W D+0.5L+0.7E Msa (k-ft/ft) :0.01 0.04 (ACI 11.8.4.3) D cr (in):0.00 0.00 Ma (k-ft/ft) :0.01 0.04 Ds(max) = L/150 (in) :0.24 0.24 (ACI 11.8.4) Ds (in) :0.00 OK 0.00 OK FOUNDATION ANALYSIS: Max Pservice (k/ft):1.21 at mid ht of wall Allowable soil bearing (psf) :1500 Add'l lower wall wt (k/ft) :0.38 Req'd wall ftg width (ft) :1.06 (Unless other foundation design calc included) Total at base of wall (k/ft) :1.59 excluding effects of openings as occur Left Opening Right Opening CONCRETE SLENDER WALL DESIGN All equations based on ACI 318 and verified with ACI 551.2R Concrete Slender Wall Design_2018.05.28 CW2 Column and Post DesignColumn and Post DesignColumn and Post DesignColumn and Post Design Notes: Load Duration, CD = 1.00 POST 8 9 10 12 14 16 18 20 2 x 4 stud *2.4 2.0 1.7 1.2 0.9 ---------3.3 2 x 4 no. 2 *3.1 2.5 2.0 1.4 1.1 ---------3.3 2 x 6 stud *5.8 5.4 4.9 4.0 3.2 2.5 2.1 1.7 5.2 2 x 6 no. 2 *9.4 8.1 7.0 5.2 3.9 3.1 2.5 2.0 5.2 4 x 4 no. 2 7.2 5.8 4.7 3.3 2.5 ---------7.7 4 x 6 no. 2 11.1 9.0 7.4 5.2 3.9 ---------12.0 4 x 8 no. 2 14.6 11.8 9.7 6.9 5.1 ---------15.9 6 x 6 no. 2 18.0 16.9 15.7 13.0 10.5 8.5 6.9 5.7 18.9 6 x 6 no. 1 24.8 23.0 20.9 16.8 13.3 10.7 8.7 7.1 18.9 6 x 8 no. 2 24.5 23.1 21.4 17.7 14.3 11.5 9.4 7.8 25.8 6 x 8 no. 1 33.8 31.3 28.5 22.9 18.2 14.6 11.8 9.7 25.8 8 x 8 no. 1 51.5 50.0 48.1 43.4 37.9 32.3 27.2 23.0 35.2 Load Duration, CD = 1.15 POST 8 9 10 12 14 16 18 20 2 x 4 stud *2.5 2.1 1.7 1.2 0.9 ---------3.3 2 x 4 no. 2 *3.1 2.5 2.0 1.4 1.1 ---------3.3 2 x 6 stud *6.4 5.9 5.3 4.2 3.3 2.6 2.1 1.7 5.2 2 x 6 no. 2 *10.0 8.5 7.2 5.3 4.0 3.1 2.5 2.0 5.2 4 x 4 no. 2 7.3 5.8 4.8 3.4 2.5 ---------7.7 4 x 6 no. 2 11.3 9.1 7.5 5.3 3.9 ---------12.0 4 x 8 no. 2 14.9 12.0 9.8 6.9 5.1 ---------15.9 6 x 6 no. 2 20.0 18.5 16.9 13.6 10.8 8.6 7.0 5.8 18.9 6 x 6 no. 1 27.3 24.9 22.3 17.5 13.7 10.9 8.8 7.2 18.9 6 x 8 no. 2 27.3 25.3 23.0 18.6 14.7 11.8 9.6 7.9 25.8 6 x 8 no. 1 37.3 33.9 30.4 23.9 18.7 14.8 11.9 9.8 25.8 8 x 8 no. 1 58.3 56.1 53.5 47.2 40.2 33.6 28.0 23.5 35.2 ALLOWABLE BEAM BEARING *Wall sheathing braces stud in weak axis bending UNBRACED HEIGHT OF POST, le (ft)ALLOWABLE BEAM BEARING UNBRACED HEIGHT OF POST, le (ft) WOOD POST DESIGN Douglas Fir Larch 2006 IBC - ALLOWABLE STRESS DESIGN Allowable Loads (kips) Allowable Loads (kips) Lateral Analysis & DesignLateral Analysis & DesignLateral Analysis & DesignLateral Analysis & Design 20' - 9" 43' - 9 1/2"53' - 7" 3 8 ' - 6 1 / 2 " 1 1 2 2 3 3 4 4 A A B B C C D D E E P R O J E C T : P R O J E C T N U M B E R : D A T E : S H E E T N U M B E R : 1 6 7 7 E U R E K A R O A D S T E . # 1 0 1 R O S E V I L L E , C A 9 5 6 6 1 P H O N E : ( 9 1 6 ) 7 8 0 - 2 0 3 0 3 6 3 2 N R A N C H O D R I V E L A S V E G A S , N V 8 9 1 3 0 P H O N E : ( 7 0 2 ) 6 1 6 - 3 1 0 7 4 9 4 3 N O R T H 2 9 T H E A S T , S T E A I D A H O F A L L S , I D A H O 8 3 4 0 1 P H O N E : ( 2 0 8 ) 5 5 2 - 9 8 7 4 E N G I N E E R I N G S Y S T E M S O L U T I O N S 1 5 . 2 1 0 1 K P - L 1 . 0 1 P R O J E C T N A M E J U L Y 2 0 1 8 S T R E E T A D D R E S S L A T E R A L - R O O F F R A M I N G P L A N Z O N E 1 Z O N E 2 Z O N E 3 Lateral LoadsLateral LoadsLateral LoadsLateral Loads Notes: Mark:East/West Direction Wind Pressures: Sloped Roof Wall 18.6 psf Wall End Zone 28.0 psf Roof 9.4 psf Gabled Roof Wall 25.4 psf Wall End Zone 34.1 psf Label 2nd Story Wall Height (ft) Total Wall Width (ft) End Zone Width (ft) Number of End Zones Gabled? (y/n) Avg Roof Ht Above Plates (ft) Resultant Wall Pressure (psf) Uniform Load (plf) 16 psf min Design Uniform Load (plf) Zone 1 14.0 39.0 9.0 2 y 8.0 29.4 441.2 240.0 441.2 Zone 2 20.0 48.0 9.0 2 y 9.0 28.7 544.6 304.0 544.6 Zone 3 11.0 39.0 9.0 2 y 8.0 29.4 397.1 216.0 397.1 Roof Diaphragm Lateral Forces W1 W2 2nd Story Wall Height Truss Height 1st Story Wall Height Avg Roof Height Avg Roof Height W1 W2 2nd Story Wall Height Truss Height 1st Story Wall Height Avg Roof Height Avg Roof Height Wall Width Wall Width Notes: Mark:North/South Direction Wind Pressures: Sloped Roof Wall 18.6 psf Wall End Zone 28.0 psf Roof 9.4 psf Gabled Roof Wall 25.4 psf Wall End Zone 34.1 psf Label 2nd Story Wall Height (ft) Total Wall Width (ft) End Zone Width (ft) Number of End Zones Gabled? (y/n) Avg Roof Ht Above Plates (ft) Resultant Wall Pressure (psf) Uniform Load (plf) 16 psf min Design Uniform Load (plf) Zone 1 14.0 25.0 9.0 2 n 11.0 25.4 281.0 288.0 288.0 Zone 2 20.0 45.0 9.0 2 n 12.5 22.4 341.1 360.0 360.0 Zone 3 11.0 56.0 9.0 2 n 11.0 21.6 222.3 264.0 264.0 Roof Diaphragm Lateral Forces W1 W2 2nd Story Wall Height Truss Height 1st Story Wall Height Avg Roof Height Avg Roof Height W1 W2 2nd Story Wall Height Truss Height 1st Story Wall Height Avg Roof Height Avg Roof Height Wall Width Wall Width Diaphragm DesignDiaphragm DesignDiaphragm DesignDiaphragm Design S:123 plf W:288 plf S:146 plf W:360 plf S:109 plf W:264 plf S : 1 5 5 p l f W : 3 9 7 p l f 1 1 2 2 3 3 4 4 A A B B C C D D E E S : 1 3 3 p l f W : 5 4 5 p l f S : 7 6 p l f W : 4 4 1 p l f P R O J E C T : P R O J E C T N U M B E R : D A T E : S H E E T N U M B E R : 1 6 7 7 E U R E K A R O A D S T E . # 1 0 1 R O S E V I L L E , C A 9 5 6 6 1 P H O N E : ( 9 1 6 ) 7 8 0 - 2 0 3 0 3 6 3 2 N R A N C H O D R I V E L A S V E G A S , N V 8 9 1 3 0 P H O N E : ( 7 0 2 ) 6 1 6 - 3 1 0 7 4 9 4 3 N O R T H 2 9 T H E A S T , S T E A I D A H O F A L L S , I D A H O 8 3 4 0 1 P H O N E : ( 2 0 8 ) 5 5 2 - 9 8 7 4 E N G I N E E R I N G S Y S T E M S O L U T I O N S 1 5 . 2 1 0 1 K P - D 1 . 0 1 P R O J E C T N A M E J U L Y 2 0 1 8 S T R E E T A D D R E S S D I A P H R A G M - R O O F F R A M I N G P L A N Min Specific Gravity:0.42 288 plf ASD Force (plf)Reaction (lbs)Unit Shear (plf) 123 plf Wind:173 2074 53 24 ft Seismic:86 1033 26 Depth:39 ft Governing Unit Shear:53 plf Framing Size (2x/3x):2x Aspect Ratio:0.62:1 OK Load Case (1-6):3 Governing Max Chord Force:0.32 k Thickness:3/8 15/32 3/8 7/16 15/32 19/32 Nail Size:8d 10d 8d 8d 10d 10d Blocking (ft):None None None None None None Boundary (in): Cont. Edge (in): Field (in): Capacity (plf): Edge (in):6 6 6 6 6 6 Field (in):12 12 12 12 12 12 Capacity (plf):230 276 207 221 244 276 Min Specific Gravity:0.42 288 plf ASD Force (plf)Reaction (lbs)Unit Shear (plf) 123 plf Wind:173 3370 140 39 ft Seismic:86 1679 70 Depth:24 ft Governing Unit Shear:140 plf Framing Size (2x/3x):2x Aspect Ratio:1.6:1 OK Load Case (1-6):3 Governing Max Chord Force:1.37 k Thickness:3/8 15/32 3/8 7/16 15/32 19/32 Nail Size:8d 10d 8d 8d 10d 10d Blocking (ft):None None None None None None Boundary (in): Cont. Edge (in): Field (in): Capacity (plf): Edge (in):6 6 6 6 6 6 Field (in):12 12 12 12 12 12 Capacity (plf):230 276 207 221 244 276 Use 15/32" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 10d nails w/ 1 5/8" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. Bl o c k e d Z o n e Structural 1 C-D, C-C, or Sheathing Span: DIAPHRAGM OPTIONS Ultimate Wind Force: Ultimate Seismic Force: Use 15/32" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 10d nails w/ 1 5/8" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. MARK:Y Directioon Bl o c k e d Z o n e Structural 1 C-D, C-C, or Sheathing Span: DIAPHRAGM OPTIONS Ultimate Seismic Force: Ultimate Wind Force: HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN MARK:X Direction Min Specific Gravity:0.42 360 plf ASD Force (plf)Reaction (lbs)Unit Shear (plf) 146 plf Wind:216 4536 101 42 ft Seismic:102 2146 48 Depth:45 ft Governing Unit Shear:101 plf Framing Size (2x/3x):2x Aspect Ratio:0.93:1 OK Load Case (1-6):3 Governing Max Chord Force:1.06 k Thickness:3/8 15/32 3/8 7/16 15/32 19/32 Nail Size:8d 10d 8d 8d 10d 10d Blocking (ft):None None None None None None Boundary (in): Cont. Edge (in): Field (in): Capacity (plf): Edge (in):6 6 6 6 6 6 Field (in):12 12 12 12 12 12 Capacity (plf):230 276 207 221 244 276 Min Specific Gravity:0.42 360 plf ASD Force (plf)Reaction (lbs)Unit Shear (plf) 146 plf Wind:216 4860 116 45 ft Seismic:102 2300 55 Depth:42 ft Governing Unit Shear:116 plf Framing Size (2x/3x):2x Aspect Ratio:1.1:1 OK Load Case (1-6):3 Governing Max Chord Force:1.30 k Thickness:3/8 15/32 3/8 7/16 15/32 19/32 Nail Size:8d 10d 8d 8d 10d 10d Blocking (ft):None None None None None None Boundary (in): Cont. Edge (in): Field (in): Capacity (plf): Edge (in):6 6 6 6 6 6 Field (in):12 12 12 12 12 12 Capacity (plf):230 276 207 221 244 276 Use 15/32" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 10d nails w/ 1 5/8" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. Bl o c k e d Z o n e Structural 1 C-D, C-C, or Sheathing Span: DIAPHRAGM OPTIONS Ultimate Wind Force: Ultimate Seismic Force: Use 15/32" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 10d nails w/ 1 5/8" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. MARK:Y Directioon Bl o c k e d Z o n e Structural 1 C-D, C-C, or Sheathing Span: DIAPHRAGM OPTIONS Ultimate Seismic Force: Ultimate Wind Force: HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN MARK:X Direction Min Specific Gravity:0.42 264 plf ASD Force (plf)Reaction (lbs)Unit Shear (plf) 109 plf Wind:158 4277 110 54 ft Seismic:76 2060 53 Depth:39 ft Governing Unit Shear:110 plf Framing Size (2x/3x):2x Aspect Ratio:1.4:1 OK Load Case (1-6):3 Governing Max Chord Force:1.48 k Thickness:3/8 15/32 3/8 7/16 15/32 19/32 Nail Size:8d 10d 8d 8d 10d 10d Blocking (ft):None None None None None None Boundary (in): Cont. Edge (in): Field (in): Capacity (plf): Edge (in):6 6 6 6 6 6 Field (in):12 12 12 12 12 12 Capacity (plf):230 276 207 221 244 276 Min Specific Gravity:0.42 264 plf ASD Force (plf)Reaction (lbs)Unit Shear (plf) 109 plf Wind:158 3089 57 39 ft Seismic:76 1488 28 Depth:54 ft Governing Unit Shear:57 plf Framing Size (2x/3x):2x Aspect Ratio:0.72:1 OK Load Case (1-6):3 Governing Max Chord Force:0.56 k Thickness:3/8 15/32 3/8 7/16 15/32 19/32 Nail Size:8d 10d 8d 8d 10d 10d Blocking (ft):None None None None None None Boundary (in): Cont. Edge (in): Field (in): Capacity (plf): Edge (in):6 6 6 6 6 6 Field (in):12 12 12 12 12 12 Capacity (plf):230 276 207 221 244 276 HORIZONTAL WOOD DIAPHRAGM ALLOWABLE STRESS DESIGN MARK:X Direction Ultimate Wind Force: Ultimate Seismic Force: Span: DIAPHRAGM OPTIONS Structural 1 C-D, C-C, or Sheathing Bl o c k e d Z o n e Use 15/32" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 10d nails w/ 1 5/8" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. MARK:Y Directioon Ultimate Wind Force: Ultimate Seismic Force: Span: DIAPHRAGM OPTIONS Structural 1 C-D, C-C, or Sheathing Use 15/32" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. No blocking is required. Use 10d nails w/ 1 5/8" min penetration. Nail boundaries and edges at 6" o.c. and in field at 12" o.c., max. Bl o c k e d Z o n e Chords & Collectors Design Line:2&3 Zone 1 Diaphragm Shear:288 plf Shear Wall Collector SW above Force (lbs) Shear type:4.17 -2112 14.67 2112 Wall Shear:795 plf SW shear above:0 plf 4.17 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Line:A Zone 1 Diaphragm Shear:441 plf Shear Wall Collector SW above Force (lbs) Shear type:11.50 5072 5.00 489 Wall Shear:1357 plf SW shear above:plf 14.83 7029 7.67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Wind Length (ft) Length (ft) Wind Collector Force Diagram -2500 -2000 -1500 -1000 -500 0 500 1000 1500 2000 2500 0 5 10 15 20 25Fo r c e ( l b s ) Length (ft) Collector Force Diagram 1000 2000 3000 4000 5000 6000 7000 8000 Fo r c e ( l b s ) Collector Force Diagram Line:B Zone 1 Diaphragm Shear:441 plf Shear Wall Collector SW above Force (lbs) Shear type:21.00 -9261 21.00 0 Wall Shear:882 plf SW shear above:0 plf 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Collector Force Diagram Length (ft) Wind -10000 -9000 -8000 -7000 -6000 -5000 -4000 -3000 -2000 -1000 0 0 10 20 30 40 50 Fo r c e ( l b s ) Length (ft) Collector Force Diagram Line:1 Zone 2 Diaphragm Shear:360 plf Shear Wall Collector SW above Force (lbs) Shear type:10.75 3870 6.17 -1470 Wall Shear:1226 plf SW shear above:0 plf 8.17 1470 6.17 -3870 10.75 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Line:B Zone 2 Diaphragm Shear:545 plf Shear Wall Collector SW above Force (lbs) Shear type:21.00 -11445 21.00 0 Wall Shear:1090 plf SW shear above:plf 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Collector Force Diagram Length (ft) Wind Length (ft) Wind -5000 -4000 -3000 -2000 -1000 0 1000 2000 3000 4000 5000 0 10 20 30 40 50Fo r c e ( l b s ) Length (ft) Collector Force Diagram -12000 -10000 -8000 -6000 -4000 -2000 0 0 10 20 30 40 50 Fo r c e ( l b s ) Collector Force Diagram Line:C Zone 2 Diaphragm Shear:545 plf Shear Wall Collector SW above Force (lbs) Shear type:28.00 15260 14.00 0 Wall Shear:1635 plf SW shear above:0 plf 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Collector Force Diagram Length (ft) Wind 0 2000 4000 6000 8000 10000 12000 14000 16000 18000 0 10 20 30 40 50 Fo r c e ( l b s ) Length (ft) Collector Force Diagram Line:2 Zone 3 Diaphragm Shear:264 plf Shear Wall Collector SW above Force (lbs) Shear type:6.58 1738 5.00 -86 Wall Shear:629 plf SW shear above:0 plf 4.00 970 3.50 -306 15.00 3654 7.00 1101 5.50 2553 7.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Line:3 Zone 3 Diaphragm Shear:264 plf Shear Wall Collector SW above Force (lbs) Shear type:19.00 5016 5.00 3327 Wall Shear:602 plf SW shear above:plf 6.00 4911 5.00 3222 7.17 801 5.50 2253 6.67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Collector Force Diagram Length (ft) Wind Length (ft) Wind -1000 -500 0 500 1000 1500 2000 2500 3000 3500 4000 0 10 20 30 40 50 60 Fo r c e ( l b s ) Length (ft) Collector Force Diagram 1000 2000 3000 4000 5000 6000 Fo r c e ( l b s ) Collector Force Diagram Line:C Zone 3 Diaphragm Shear:397 plf Shear Wall Collector SW above Force (lbs) Shear type:27.00 10719 11.00 0 Wall Shear:1371 plf SW shear above:0 plf 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Line:D Zone 3 Diaphragm Shear:397 plf Shear Wall Collector SW above Force (lbs) Shear type:17.58 -8105 20.42 0 Wall Shear:858 plf SW shear above:plf 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Collector Force Diagram Length (ft) Wind Length (ft) Wind 0 2000 4000 6000 8000 10000 12000 0 10 20 30 40 Fo r c e ( l b s ) Length (ft) Collector Force Diagram -8000 -7000 -6000 -5000 -4000 -3000 -2000 -1000 0 0 10 20 30 40 Fo r c e ( l b s ) Collector Force Diagram Line:E Zone 3 Diaphragm Shear:397 plf Shear Wall Collector SW above Force (lbs) Shear type:24.00 9528 4.75 3242 Wall Shear:1720 plf SW shear above:0 plf 6.00 5624 4.25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Collector Force Diagram Length (ft) Wind 0 2000 4000 6000 8000 10000 12000 0 10 20 30 40 50 Fo r c e ( l b s ) Length (ft) Collector Force Diagram Shear Wall DesignShear Wall DesignShear Wall DesignShear Wall Design S : 1 . 4 5 K W : 3 . 3 8 K S : 4 . 4 4 K W : 1 0 . 7 6 K S : 5 . 2 0 K W : 1 2 . 7 2 K S : 3 . 0 0 K W : 7 . 2 6 K S : 0 . 7 9 K W : 1 . 9 2 K S: 2.95 K W: 7.54 K S: 2.95 K W: 7.54 K 1 1 2 2 3 3 4 4 A A B B C C D D E E S: 2.99 K W: 12.26 K S: 2.99 K W: 12.26 K S: 1.44 K W: 8.38 K S : 1 . 4 4 K W : 8 . 3 8 K P R O J E C T : P R O J E C T N U M B E R : D A T E : S H E E T N U M B E R : 1 6 7 7 E U R E K A R O A D S T E . # 1 0 1 R O S E V I L L E , C A 9 5 6 6 1 P H O N E : ( 9 1 6 ) 7 8 0 - 2 0 3 0 3 6 3 2 N R A N C H O D R I V E L A S V E G A S , N V 8 9 1 3 0 P H O N E : ( 7 0 2 ) 6 1 6 - 3 1 0 7 4 9 4 3 N O R T H 2 9 T H E A S T , S T E A I D A H O F A L L S , I D A H O 8 3 4 0 1 P H O N E : ( 2 0 8 ) 5 5 2 - 9 8 7 4 E N G I N E E R I N G S Y S T E M S O L U T I O N S 1 5 . 2 1 0 1 K P - S W 1 . 0 1 P R O J E C T N A M E J U L Y 2 0 1 8 S T R E E T A D D R E S S S W L O A D - R O O F F R A M I N G P L A N LINES:2 & 3 - Zone 1 FTAO :No SDS :0.428 Omega :2.5 d :7.63 in Shear wall construction:15/32 Structural I Sheathing w/ 8d nails Total Wall Length:0 ft ft ft ft ft 8 ft Short Wall Length:0 ft ft ft ft ft 4 ft Wall Height:0 ft ft ft ft ft 14 ft Aspect Ratio:0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 3.5 blocked Dead Load:0 psf psf psf psf psf 20 psf Live Load:0 psf psf psf psf psf 50 psf Tributary Width:0 ft ft ft ft ft 19 ft Wall Weight:0 psf psf psf psf psf 15 psf Seismic Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 1440 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1008 lbs ρ :1.00 1.00 Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1008 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1008 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 126 plf Seismic shear wall type:A A A A A A Wind Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 8380 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 5028 lbs Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 5028 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 5028 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 629 plf Seismic shear wall type:A A A A A C Governing SW Type:N/A N/A N/A N/A N/A C Resisting DL Moment, MR :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 4720 ft*lb Seismic Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 7056 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1651 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1651 lbs Wind Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 35196 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 11859 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 11859 lbs Governing uplift:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 11859 lbs Tie down:N/A N/A N/A N/A N/A HDU14 LL Moment, MLL :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 7600 ft*lb Seismic Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1651 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3380 lbs Wind Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 11859 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 13646 lbs Governing uplift, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 11859 lbs Governing compression, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 13646 lbs Boundary Member:N/A N/A N/A N/A N/A (4) 2X6 FRT Seismic w/ System Overstrength Factor Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 5529 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 7258 lbs Boundary Member Wall Uplift Anchorage Segmented Shear Wall Design 6th Floor Walls 5th Floor Walls 4th Floor Walls 3rd Floor Walls 2nd Floor Walls 1st Floor Walls LINES:A - Zone 1 FTAO :No SDS :0.428 Omega :2.5 d :7.63 in Shear wall construction:15/32 Structural I Sheathing w/ 8d nails Total Wall Length:0 ft ft ft ft ft 12.67 ft Short Wall Length:0 ft ft ft ft ft 5 ft Wall Height:0 ft ft ft ft ft 14 ft Aspect Ratio:0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 2.8 blocked Dead Load:0 psf psf psf psf psf 20 psf Live Load:0 psf psf psf psf psf 50 psf Tributary Width:0 ft ft ft ft ft 3 ft Wall Weight:0 psf psf psf psf psf 15 psf Seismic Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 1450 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1015 lbs ρ :1.00 1.00 Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1015 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1015 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 80 plf Seismic shear wall type:A A A A A A Wind Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 3380 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2028 lbs Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2028 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2028 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 160 plf Seismic shear wall type:A A A A A A Governing SW Type:N/A N/A N/A N/A N/A A Resisting DL Moment, MR :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 3375 ft*lb Seismic Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 5608 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1015 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1015 lbs Wind Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 11204 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2462 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2462 lbs Governing uplift:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2462 lbs Tie down:N/A N/A N/A N/A N/A HDU2 LL Moment, MLL :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 1875 ft*lb Seismic Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1015 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1867 lbs Wind Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2462 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3348 lbs Governing uplift, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2462 lbs Governing compression, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3348 lbs Boundary Member:N/A N/A N/A N/A N/A (2) 2X6 FRT Seismic w/ System Overstrength Factor Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3271 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4123 lbs Boundary Member Wall Uplift Anchorage Segmented Shear Wall Design 6th Floor Walls 5th Floor Walls 4th Floor Walls 3rd Floor Walls 2nd Floor Walls 1st Floor Walls LINES:B - Zone 1 FTAO :No SDS :0.428 Omega :2.5 d :7.63 in Shear wall construction:15/32 Structural I Sheathing w/ 8d nails Total Wall Length:0 ft ft ft ft ft 21 ft Short Wall Length:0 ft ft ft ft ft 21 ft Wall Height:0 ft ft ft ft ft 14 ft Aspect Ratio:0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 0.7 unblocked Dead Load:0 psf psf psf psf psf 20 psf Live Load:0 psf psf psf psf psf 50 psf Tributary Width:0 ft ft ft ft ft 3 ft Wall Weight:0 psf psf psf psf psf 15 psf Seismic Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 4440 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3108 lbs ρ :1.00 1.00 Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3108 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3108 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 148 plf Seismic shear wall type:A A A A A A Wind Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 10760 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 6456 lbs Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 6456 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 6456 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 307 plf Seismic shear wall type:A A A A A A Governing SW Type:N/A N/A N/A N/A N/A A Resisting DL Moment, MR :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 59535 ft*lb Seismic Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 43512 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 576 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 576 lbs Wind Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 90384 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2771 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2771 lbs Governing uplift:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2771 lbs Tie down:N/A N/A N/A N/A N/A HDU2 LL Moment, MLL :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 33075 ft*lb Seismic Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 576 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2391 lbs Wind Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2771 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4924 lbs Governing uplift, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2771 lbs Governing compression, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4924 lbs Boundary Member:N/A N/A N/A N/A N/A (2) 2X6 FRT Seismic w/ System Overstrength Factor Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3884 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 5877 lbs Boundary Member Wall Uplift Anchorage Segmented Shear Wall Design 6th Floor Walls 5th Floor Walls 4th Floor Walls 3rd Floor Walls 2nd Floor Walls 1st Floor Walls LINE:1 - Zone 2 FTAO :No SDS :0.428 Omega :2.5 d :7.63 in Shear wall construction:15/32 Structural I Sheathing w/ 8d nails Total Wall Length:0 ft ft ft ft ft 10 ft Short Wall Length:0 ft ft ft ft ft 5 ft Wall Height:0 ft ft ft ft ft 16 ft Aspect Ratio:0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 3.2 blocked Dead Load:0 psf psf psf psf psf 20 psf Live Load:0 psf psf psf psf psf 50 psf Tributary Width:0 ft ft ft ft ft 22.5 ft Wall Weight:0 psf psf psf psf psf 15 psf Seismic Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 3000 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2100 lbs ρ :1.00 1.00 Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2100 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2100 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 210 plf Seismic shear wall type:A A A A A B Wind Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 12260 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 7356 lbs Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 7356 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 7356 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 736 plf Seismic shear wall type:A A A A A C Governing SW Type:N/A N/A N/A N/A N/A C Resisting DL Moment, MR :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 8625 ft*lb Seismic l Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 16800 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3256 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3256 lbs Wind Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 58848 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 14393 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 14393 lbs Governing uplift:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 14393 lbs Tie down:N/A N/A N/A N/A N/A HDU14 LL Moment, MLL :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 14063 ft*lb Seismic Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3256 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 5434 lbs Wind Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 14393 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 16657 lbs Governing uplift, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 14393 lbs Governing compression, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 16657 lbs Boundary Member:N/A N/A N/A N/A N/A (4) 2X6 FRT Seismic w/ System Overstrength Factor Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 10013 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 12192 lbs Uplift Anchorage Boundary Member 2nd Floor Walls 1st Floor Walls5th Floor Walls Wall Segmented Shear Wall Design 6th Floor Walls 4th Floor Walls 3rd Floor Walls LINE:4 - Zone 2 FTAO :No SDS :0.428 Omega :2.5 d :7.63 in Shear wall construction:15/32 Structural I Sheathing w/ 8d nails Total Wall Length:0 ft ft ft ft ft 41.5 ft Short Wall Length:0 ft ft ft ft ft 41.5 ft Wall Height:0 ft ft ft ft ft 16 ft Aspect Ratio:0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 0.4 unblocked Dead Load:0 psf psf psf psf psf 20 psf Live Load:0 psf psf psf psf psf 50 psf Tributary Width:0 ft ft ft ft ft 22.5 ft Wall Weight:0 psf psf psf psf psf 15 psf Seismic Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 3000 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2100 lbs ρ :1.00 1.00 Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2100 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2100 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 51 plf Seismic shear wall type:A A A A A A Wind Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 12260 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 7356 lbs Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 7356 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 7356 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 177 plf Seismic shear wall type:A A A A A A Governing SW Type:N/A N/A N/A N/A N/A A Resisting DL Moment, MR :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 594176 ft*lb Seismic l Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 33600 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs -7142 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs -7142 lbs Wind Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 117696 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs -5936 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs -5936 lbs Governing uplift:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs -5936 lbs Tie down:N/A N/A N/A N/A N/A N/A LL Moment, MLL :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 968766 ft*lb Seismic Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 0 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 0 lbs Wind Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 0 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 0 lbs Governing uplift, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 0 lbs Governing compression, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 0 lbs Boundary Member:N/A N/A N/A N/A N/A (4) 2X6 FRT Seismic w/ System Overstrength Factor Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 0 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 0 lbs Boundary Member Wall Uplift Anchorage Segmented Shear Wall Design 6th Floor Walls 5th Floor Walls 4th Floor Walls 3rd Floor Walls 2nd Floor Walls 1st Floor Walls LINE:2 - Zone 3 FTAO :No SDS :0.428 Omega :2.5 d :7.63 in Shear wall construction:15/32 Structural I Sheathing w/ 8d nails Total Wall Length:0 ft ft ft ft ft 22.4167 ft Short Wall Length:0 ft ft ft ft ft 3.5 ft 22 Wall Height:0 ft ft ft ft ft 11 ft Aspect Ratio:0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 3.1 blocked Dead Load:0 psf psf psf psf psf 20 psf Live Load:0 psf psf psf psf psf 50 psf Tributary Width:0 ft ft ft ft ft 19 ft Wall Weight:0 psf psf psf psf psf 15 psf Seismic Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 2950 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2065 lbs ρ :1.00 1.00 Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2065 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2065 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 92 plf Seismic shear wall type:A A A A A A Wind Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 7540 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4524 lbs Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4524 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4524 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 202 plf Seismic shear wall type:A A A A A A Governing SW Type:N/A N/A N/A N/A N/A A Resisting DL Moment, MR :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 3338 ft*lb Seismic Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 3547 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 782 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 782 lbs Wind Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 7770 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2587 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2587 lbs Governing uplift:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2587 lbs Tie down:N/A N/A N/A N/A N/A HDU4 LL Moment, MLL :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 5819 ft*lb Seismic Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 782 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2325 lbs Wind Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2587 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4178 lbs Governing uplift, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2587 lbs Governing compression, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4178 lbs Boundary Member:N/A N/A N/A N/A N/A (2) 2X6 FRT Seismic w/ System Overstrength Factor Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3169 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4712 lbs Boundary Member Wall Uplift Anchorage Segmented Shear Wall Design 6th Floor Walls 5th Floor Walls 4th Floor Walls 3rd Floor Walls 2nd Floor Walls 1st Floor Walls LINE:E - Zone 3 FTAO :No SDS :0.428 Omega :2.5 d :7.63 in Shear wall construction:15/32 Structural I Sheathing w/ 8d nails Total Wall Length:0 ft ft ft ft ft 9 ft Short Wall Length:0 ft ft ft ft ft 4.25 ft Wall Height:0 ft ft ft ft ft 11 ft Aspect Ratio:0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 2.6 blocked Dead Load:0 psf psf psf psf psf 20 psf Live Load:0 psf psf psf psf psf 50 psf Tributary Width:0 ft ft ft ft ft 3 ft Wall Weight:0 psf psf psf psf psf 15 psf Seismic Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 790 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 553 lbs ρ :1.00 1.00 Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 553 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 553 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 61 plf Seismic shear wall type:A A A A A A Wind Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 1920 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1152 lbs Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1152 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1152 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 128 plf Seismic shear wall type:A A A A A A Governing SW Type:N/A N/A N/A N/A N/A A Resisting DL Moment, MR :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 2032 ft*lb Seismic Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 2873 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 596 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 596 lbs Wind Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 5984 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1599 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1599 lbs Governing uplift:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1599 lbs Tie down:N/A N/A N/A N/A N/A HDU2 LL Moment, MLL :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 1355 ft*lb Seismic Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 596 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1267 lbs Wind Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1599 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2295 lbs Governing uplift, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1599 lbs Governing compression, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2295 lbs Boundary Member:N/A N/A N/A N/A N/A (2) 2X6 FRT Seismic w/ System Overstrength Factor Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2042 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2714 lbs Boundary Member Wall Uplift Anchorage Segmented Shear Wall Design 6th Floor Walls 5th Floor Walls 4th Floor Walls 3rd Floor Walls 2nd Floor Walls 1st Floor Walls LINE:D - Zone 3 FTAO :No SDS :0.428 Omega :2.5 d :7.63 in Shear wall construction:15/32 Structural I Sheathing w/ 8d nails Total Wall Length:0 ft ft ft ft ft 17.583 ft Short Wall Length:0 ft ft ft ft ft 17.583 ft Wall Height:0 ft ft ft ft ft 11 ft Aspect Ratio:0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 0.6 unblocked Dead Load:0 psf psf psf psf psf 20 psf Live Load:0 psf psf psf psf psf 50 psf Tributary Width:0 ft ft ft ft ft 4 ft Wall Weight:0 psf psf psf psf psf 15 psf Seismic Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 3000 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2100 lbs ρ :1.00 1.00 Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2100 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2100 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 119 plf Seismic shear wall type:A A A A A A Wind Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 7260 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4356 lbs Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4356 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4356 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 248 plf Seismic shear wall type:A A A A A A Governing SW Type:N/A N/A N/A N/A N/A A Resisting DL Moment, MR :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 37874 ft*lb Seismic Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 23100 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 162 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 162 lbs Wind Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 47916 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1544 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1544 lbs Governing uplift:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1544 lbs Tie down:N/A N/A N/A N/A N/A HDU2 LL Moment, MLL :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 30917 ft*lb Seismic Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 162 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1584 lbs Wind Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1544 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3249 lbs Governing uplift, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1544 lbs Governing compression, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3249 lbs Boundary Member:N/A N/A N/A N/A N/A (2) 2X6 FRT Seismic w/ System Overstrength Factor Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2286 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3870 lbs Boundary Member Wall Uplift Anchorage Segmented Shear Wall Design 6th Floor Walls 5th Floor Walls 4th Floor Walls 3rd Floor Walls 2nd Floor Walls 1st Floor Walls LINE:C - Zone 3 FTAO :No SDS :0.428 Omega :2.5 d :7.63 in Shear wall construction:15/32 Structural I Sheathing w/ 8d nails Total Wall Length:0 ft ft ft ft ft 14.000 ft Short Wall Length:0 ft ft ft ft ft 14.000 ft Wall Height:0 ft ft ft ft ft 11 ft Aspect Ratio:0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 0.8 unblocked Dead Load:0 psf psf psf psf psf 20 psf Live Load:0 psf psf psf psf psf 50 psf Tributary Width:0 ft ft ft ft ft 4 ft Wall Weight:0 psf psf psf psf psf 15 psf Seismic Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 5200 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3640 lbs ρ :1.00 1.00 Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3640 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3640 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 260 plf Seismic shear wall type:A A A A A A Wind Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 12720 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 7632 lbs Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 7632 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 7632 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 545 plf Seismic shear wall type:A A A A A B Governing SW Type:N/A N/A N/A N/A N/A B Resisting DL Moment, MR :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 24010 ft*lb Seismic Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 40040 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2127 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2127 lbs Wind Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 83952 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 5464 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 5464 lbs Governing uplift:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 5464 lbs Tie down:N/A N/A N/A N/A N/A HDU5 LL Moment, MLL :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 19600 ft*lb Seismic Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2127 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3476 lbs Wind Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 5464 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 6907 lbs Governing uplift, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 5464 lbs Governing compression, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 6907 lbs Boundary Member:N/A N/A N/A N/A N/A (2) 2X6 FRT Seismic w/ System Overstrength Factor Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 6845 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 8194 lbs Boundary Member Wall Uplift Anchorage Segmented Shear Wall Design 6th Floor Walls 5th Floor Walls 4th Floor Walls 3rd Floor Walls 2nd Floor Walls 1st Floor Walls LINE:3 - Zone 3 FTAO :No SDS :0.428 Omega :2.5 d :7.63 in Shear wall construction:15/32 Structural I Sheathing w/ 8d nails Total Wall Length:0 ft ft ft ft ft 23.830 ft Short Wall Length:0 ft ft ft ft ft 5.000 ft Wall Height:0 ft ft ft ft ft 11 ft Aspect Ratio:0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 0.0 unblocked 2.2 blocked Dead Load:0 psf psf psf psf psf 20 psf Live Load:0 psf psf psf psf psf 50 psf Tributary Width:0 ft ft ft ft ft 19 ft Wall Weight:0 psf psf psf psf psf 15 psf Seismic Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 2950 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2065 lbs ρ :1.00 1.00 Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2065 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2065 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 87 plf Seismic shear wall type:A A A A A A Wind Lateral Force (LRFD):0 lbs lbs lbs lbs lbs 7540 lbs Lateral Force (ASD):0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4524 lbs Force ith level, Fi:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4524 lbs Force total, FT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 4524 lbs Total shear, VT :0 plf 0 plf 0 plf 0 plf 0 plf 190 plf Seismic shear wall type:A A A A A A Governing SW Type:N/A N/A N/A N/A N/A A Resisting DL Moment, MR :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 6813 ft*lb Seismic Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 4766 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 291 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 291 lbs Wind Overturning Moment, MOT:0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 10441 ft*lb Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1704 lbs Total Uplift, PT :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1704 lbs Governing uplift:0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1704 lbs Tie down:N/A N/A N/A N/A N/A HDU2 LL Moment, MLL :0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 0 ft*lb 11875 ft*lb Seismic Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 291 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1652 lbs Wind Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1704 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3493 lbs Governing uplift, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 1704 lbs Governing compression, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3493 lbs Boundary Member:N/A N/A N/A N/A N/A (2) 2X6 FRT Seismic w/ System Overstrength Factor Uplift at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 2208 lbs Compression at level, Pi :0 lbs 0 lbs 0 lbs 0 lbs 0 lbs 3929 lbs Boundary Member Wall Uplift Anchorage Segmented Shear Wall Design 6th Floor Walls 5th Floor Walls 4th Floor Walls 3rd Floor Walls 2nd Floor Walls 1st Floor Walls Foundation DesignFoundation DesignFoundation DesignFoundation Design Wall Footing DesignWall Footing DesignWall Footing DesignWall Footing Design DESCRIPTION:Providence Square Clubhouse SOIL BEARING (SB)=1500 PSF F'c=2500 PSI MAXIMUM UNIFORM LOADING:Trib. Lt. ROOF =(53 PSF )*(22 FT) =1166.00 PLF WALL =(31 PSF )*(16 FT) =496.00 PLF FLOOR =(0 PSF )*(0 FT) =0.00 PLF FOOT'G =(150 PSF )*(2 FT) =300.00 PLF TOTAL W=1962.00 PLF 15.70 IN WF 1.5 18 " WIDE X 36 " EMBEDMENT WF 2.0 24 " WIDE X 36 " EMBEDMENT WF 3.0 36 " WIDE X 36 " EMBEDMENT TYP COL WIDTH (CW)=6 IN SLAB OR STEM (T)= 3.50 IN MAXIMUM ALLOWABLE POINT LOAD (BEARING): WF 1.5 Pmax = (2(D+T)+CW)*W/144000*SB=15.94 KIPS WF 2.0 Pmax = (2(D+T)+CW)*W/144000*SB=21.25 KIPS WF 3.0 Pmax = (2(D+T)+CW)*W/144000*SB=31.88 KIPS MAXIMUM ALLOWABLE POINT LOAD (CONCRETE SHEAR): j Vn = j(2(f'c)^1/2bwd )j =0.75 WF 1.5 j Vn = 44.55 KIPS Pmax=28.74 KIPS WF 2.0 j Vn = 59.40 KIPS Pmax=38.32 KIPS WF 3.0 j Vn = 87.75 KIPS Pmax=56.61 KIPS Width Req'd = W/SB*12= CONTINUOUS SPREAD FOOTING DESIGN Notes: Spread Footing DesignSpread Footing DesignSpread Footing DesignSpread Footing Design SPREAD FOOTING Notes: FOOTING MARK:F2.0 Vertical Loads:Moments:Properties: PDL (k):2 MDL (k-ft):34 COL.L (in):6 f'c (psi):2,500 b1:0.85 PLL (k):2 MLL (k-ft):0 COL.W (in):6 fy (psi):60,000 Pu (k):5.6 Mu (k-ft):40.8 b:1.00 qa (psf):1,500 FOOTING DIMENSIONS:BEARING AND SHEAR CALCULATIONS: Long (ft):2 Ult. Ratio:1.40 Allowable qu (psf) > qmax (psf) Short (ft):2 e (ft):7.29 2,100 >-297 N.G. Footing Depth (in):36 qmin (psf):0 qf (psf):-186 Vol. (yd 3 ):0.44 Punching Vc (psi):150.0 Punching Shear Resistance (k) > Applied Force (k) Depth of Steel, d (in):32.38 745.4 >-15.9 OK Wide Bm Vc (psi):75.0 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) 2428.1 >71.7 OK STEEL IN LONG DIRECTION: bar size:#5 L' long (ft):0.75 Check r:Check development length: area of bar:0.31 Mu (k-ft):-0.07 Req r:0.0020 Calc'd Ld (in):30 b dia:0.625 As req(in2/ft):0.78 Min r:0.0033 No. of bars req:3 As pro(in2/ft):0.47 Max r:0.0134 Min Ld (in):12 No. of bars provided:3 Use r:0.0027 Available Ld (in) >= Req Ld (in) Less than pmax, OK 12 <30 N.G. STEEL IN SHORT DIRECTION: bar size:#5 L' short (ft):0.75 Check r:Check development length: area of bar:0.31 Mu (k-ft):-0.04 Req r:0.0020 Calc'd Ld (in):30 b dia:0.625 As req(in2/ft):0.78 Min r:0.0033 No. of bars req:3 As pro(in2/ft):0.47 Max r:0.0134 Min Ld (in):12 No. of bars provided:3 Use r:0.0027 Available Ld (in) >= Req Ld (in) Less than pmax, OK 12 <30 N.G.