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HomeMy WebLinkAboutSTRUCTURAL CALCS 3/5/15 - 17-00667-682,747,749 - 430 W 2nd S - Providence SquarePROJECT: PROVIDENCE SQUARE APARTMENTS REXBURG, IDAHO PROJECT NO: 15.2006 CLIENT: NBW ARCHITECTS DATE: MARCH 4, 2015 SHEET INDEX BASIS OF DESIGN 1 GRAVITY DESIGN ........................... 2-41 LATERAL DESIGN ........................... 42-66 ENGINEERING SYSTEM SOLUTIONS 3632 N. RANCHO DRIVE LAS VEGAS, NV 89130 Phone: (702)-616-3107 Fax: (702)-616-3725 �LCULATIONSFOR I DATE: I ENGINEER PROVIDENCE SQUARE APARTMENTS 03/04/2015 DF REXBURG, ID SEAL: �Ss\ONAL FN l� �\SENSFD 148 5 �TgrF OF GREG A. PROJECT NUMBER: I SHEET NUMBER: 15.2013 COVER BASIS FOR DESIGN DESIGN CODE: 2012 IBC DESIGN CRITERIA: wind speed 120 MPH Exp.0 seismic category D allowable soil bearing pressure 1500 psf DESIGN LOADS: SLOPED ROOF: asphalt shingles o/felt 6.0 3/4" plywood or OSB 2.5 prefab wood trusses at 24" o.c. 3.5 10" batt insulation (R-30) 3.0 1/2"gypboard 2.2 mech./elec./misc. 2.8 D.L.= 20.0 psf L.L.= 20 psf FLOOR: carpet and pad 1.0 1" gyperete 8.3 3/4" plywood or OSB 2.5 wood I -joists at 24" o.c. 3.0 1/2"gypboard 2.2 6" batt insulation (R-25) 1.8 mech./elec./misc. 2.2 D.L.= 21.0 psf L.L.= 40 psf EXTERIOR WALLS: stucco on wood lath 8.0 1/2" plywood or OSB 1.7 2x wood studs at 16" o.c. 1.2 1/2" gypboard 2.2 6" batt insulation (R-25) 1.8 mech./elec./misc. 2.1 17.0 psf MATERIALS: structural lumber Douglas Fir #2 connections Simpson reinforcing steel Grade 60 concrete 2500 psi -I-OPPIMG PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 1 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 M, Project Name: Project #: In!!1_2DF Date: Sheet: PROVIDENCE APARTMENTS 15.2006 03/04/2015 3 DL= ZO 4- 24, 1-19 0 P, F- �5 A 2tA-5-1 (558OLF- 11�/ (3) -2?-(O'K0 it A -,-) m -?-,Ow (,2q"5) -;:4 4qo NF g�5rLF (U,jS ) %- 6% QLD W60 Project Name: Project #: Initials: Date: PROVIDENCE APARTMENTS 1 15.2006 DF I � 03/04/201 4 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID; using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Description : RB -1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 875.0 psi Ebend-xx 1,3OO.Oksi Fc - Prll 600.0 psi Wood Species ; Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Beam Bracing : Completely Unbraced Span = 5.0 ft .............. ___-__ Eminbend -xx 47O.Oksi Density 32.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.490, Lr = 0.490, S = 0.8580 , Tributary Width = 1.0 ft Maximum Bending Stress Ratio = 0.719 1 Maximum Shear Stress Ratio = 0.434 : 1 Section used for this span 3-2x10 Section used for this span 3-2x10 fb : Actual = 793.17psi fv : Actual 84.79 psi FB: Allowable = 1,1O3.75psi Fv: Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Span # M V Max Downward Transient Deflection 0.031 in Ratio = 1907 Cr Max Upward Transient Deflection 0.000 in Ratio= 0 <360 M Max Downward Total Deflection 0.050 in Ratio= 1205 fv Max Upward Total Deflection 0.000 in Ratio= 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.338 0.204 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.56 291.78 864.36 0.87 31.19 153.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.304 0.183 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.56 291.78 960.15 0.87 31.19 170.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.482 0.291 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.09 578.12 1199.41 1.72 61.80 212.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.719 0.434 1.15 1.100 1.00 1.00 1.00 1.00 1.00 4.24 793.17 1103.75 2.35 84.79 195.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.422 0.255 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.71 506.54 1199.41 1.50 54.15 212.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 5 - Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Protect Descr: I File = W:ISMEP120151151423-1.2001155947-1.; Description : RB -1 Project ID: Printed: 4 MAR 2015, 1:52PM 11Gravity\PROVI D-1,EC6 1;6.15.1,19, Ver.6.14.12.31 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 5.0 ft 1 0.605 0.365 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.57 667.82 1103.75 1.98 71.39 195.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.190 0.115 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.56 291.78 1533.82 0.87 31.19 272.00 +D-0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.190 0.115 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.56 291.78 1533.82 0.87 31.19 272.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.190 0.115 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.56 291.78 1533.82 0.87 31.19 272.00 +D-0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.190 0.115 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.56 291.78 1533.82 0.87 31.19 272.00 +D+0.750Lr+0.750L+0,450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.330 0.199 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.71 506.54 1533.82 1.50 54.15 272.00 +D+0.750Lr+0.750L-0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.330 0.199 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.71 506.54 1533.82 1.50 54.15 272.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.435 0.262 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.57 667.82 1533.82 1.98 71.39 272.00 +D+0.750L+0.750S-0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.435 0.262 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.57 667.82 1533.82 1.98 71.39 272.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.435 0.262 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.57 667.82 1533.82 1.98 71.39 272.00 +D+0.750L+0.750S-0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.435 0.262 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.57 667.82 1533.82 1.98 71.39 272.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.114 0.069 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.94 175.07 1533.82 0.52 18.72 272.00 +0.60D-0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.114 0.069 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.94 175.07 1533.82 0.52 18.72 272.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.114 0.069 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.94 175.07 1533.82 0.52 18.72 272.00 +0.60D-0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.114 0.069 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.94 175.07 1533.82 0.52 18.72 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0498 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.393 3.393 Overall MlNimum 0.749 0.749 +D+H 1.248 1.248 +D+L+H 1.248 1.248 +D+Lr+H 2.473 2.473 +D+S+H 3.393 3.393 +D+0.750Lr+0.750L+H 2.167 2.167 +D+0.750L+0.750S+H 2.857 2.857 +D+0.60W+H 1.248 1.248 +D+0.70E+H 1.248 1.248 +D+0.750Lr+0.750L+0.450W+H 2.167 2.167 +D+0.750L+0.750S+0.450W+H 2.857 2.857 +D+0.750L+0.750S+0.5250E+H 2.857 2.857 +0.60D+0.60W+0.60H 0.749 0.749 +0.60D+0.70E+0.60H 0.749 0.749 D Only 1.248 1.248 Lr Only 1.225 1.225 L Only S Only 2.145 2.145 W Only E Only H Only I Title Block Line 1 Project Title; You can changes this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 4 MAR 2015, 1:54PM File= W.\SMEP120151151423-�1.20011559471.200102ENGI-i1\CALCUL-1\STRUCT-11Gravii \PROVID-l.EC6 Wood BeamENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver 6.14.12.31 Description : RB -2 ODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 875.0 psi Ebend-xx 1,300.Oksi Fc - Prll 600.0 psi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade ; No.2 Fv 170.0 psi Ft 425.0 psi Beam Bracing : Completely Unbraced Span = 5.0 ft Eminbend -xx 470.Oksi Density 32.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.10, Lr = 0,10, S = 0.1750 , Tributary Width =1.0 ft Maximum Bending Stress Ratio = 0.151: 1 Maximum Shear Stress Ratio = 0.091: 1 Section used for this span 3-2x10 Section used for this span 3-2x10 fb : Actual = 166.14psi fv : Actual = 17.76 psi FB: Allowable = 1,103.75psi Fv : Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Span # M V Max Downward Transient Deflection 0.006 in Ratio= 9352 Cr Max Upward Transient Deflection 0.000 in Ratio= 0 <360 M Max Downward Total Deflection 0.010 in Ratio= 5756 fv Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations,' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.074 0.045 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.34 63.88 864.36 0.19 6.83 153.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.067 0.040 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.34 63.88 960.15 0.19 6.83 170.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.102 0.062 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.65 122.31 1199.41 0.36 13.08 212.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.151 0.091 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.89 166.14 1103.75 0.49 17.76 195.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 HO 0.00 0.00 Length = 5.0 ft 1 0.090 0.054 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.58 107.71 1199.41 0.32 11.51 212.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 M Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project Descr: )od Beam File=W:1SMEP120151151423-1.20011559471.20010 EN Description : RB -2 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL Project ID: Printed: 4 MAR 2015, 1:54PM ALCUL-1ISTRUCT-11Grav4\PROVID-1.EC6 NC 1983-2015, Buildi6.15.1,19, Ver.6.14.12.31 Moment Values M fb F'b Shear Values F'v Length = 5.0 ft 1 0.127 0.077 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.75 140.58 1103.75 0.42 15.03 195.50 +D+0.60W+H 0.461 +D+0.750L+0.750S+H 0.601 1.100 1.00 1.00 1.00 1.00 1.00 0.273 +D+0.750Lr+0,750L+0.450W+H 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.042 0.025 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.34 63.88 1533.82 0.19 6.83 272.00 +D-0.60W+H S Only 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.042 0.025 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.34 63.88 1533.82 0.19 6.83 272.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Ho 0.00 Length = 5.0 ft 1 0.042 0.025 1.60 1.100 1.00 1.00 1,00 1.00 1.00 0.34 63.88 1533.82 0.19 6.83 272.00 +D-0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.042 0.025 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.34 63.88 1533.82 0.19 6.83 272.00 +D+0,750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.070 0.042 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 107.71 1533.82 0.32 11.51 272.00 +D+0.750Lr+0.750L-0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.070 0.042 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 107.71 1533.82 0.32 11.51 272.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.092 0.055 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.75 140.58 1533.82 0.42 15.03 272.00 +D+0.750L+0.750S-0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.092 0.055 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.75 140.58 1533.82 0.42 15.03 272.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.092 0.055 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.75 140.58 1533.82 0.42 15.03 272.00 +D+0.750L+0.750S-0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.092 0.055 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.75 140.58 1533.82 0.42 15.03 272.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.025 0.015 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.20 38.33 1533.82 0.11 4.10 272.00 +0.60D-0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.025 0.015 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.20 38.33 1533.82 0.11 4.10 272.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.025 0.015 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.20 38.33 1533.82 0.11 4.10 272.00 +0.60D-0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.025 0.015 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.20 38.33 1533.82 0.11 4.10 272.00 Werall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. W' Defl Location in Span 0.0104 2.518 0.0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MlNimum 0.164 0.164 +D+H 0.273 0.273 +D+L+H 0.273 0.273 +D+Lr+H 0.523 0.523 +D+S+H 0.711 0.711 +D+0.750Lr+0.750L+H 0.461 0.461 +D+0.750L+0.750S+H 0.601 0.601 +D+0.60W+H 0.273 0.273 +D+0.70E+H 0.273 0.273 +D+0.750Lr+0,750L+0.450W+H 0.461 0.461 +D+0.750L+0.750S+0.450W+H 0.601 0.601 +D+0.750L+0.750S+0.5250E+H 0.601 0.601 +0.60D+0.60W+0.60H 0.164 0.164 +0.60D+0.70E+0.60H 0.164 0.164 D Only 0.273 0.273 Lr Only 0.250 0.250 L Only S Only 0.438 0.438 W Only E Only H Only I Title Block Line 1 Project Title: Eminbend - xx You can changes this area Engineer: Project ID; using the "Settings" menu item Project Descr: Wood Grade :24F - V4 Fv and then using the "Printing & Eminbend - yy 830ksi Title Block" selection, 1100 psi Density Title Block Line 6 Beam Bracing : Completely Unbraced Printed: 17 FEB 2015, 4:12PM Wood BeamFile=w:ISMEP120151151423-12001155947-1.200102ENGI-11CALCUL-11STRUCT-11Gravit TROVID-1.EC6 Load Combination +D+S+H ENERCALC, INC. 1983-2015, Build:6.15.1 %Ver,6.14.12.31 +D+S+H Location of maximum on span = WE Description : RB3 0.000ft Span # where maximum occurs = CODE REFERENCES Span # where maximum occurs = Span # 1 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 CFN Ci Load Combination Set: ASCE 7-10 Max Downward Transient Deflection 0.146 in Ratio= Material Properties M Max Upward Transient Deflection Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb -Compr 1850 psi Ebend-xx 1800ksi Fc - PHI 1650 psi Eminbend - xx 930 ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600 ksi Wood Grade :24F - V4 Fv 265 psi Eminbend - yy 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Completely Unbraced Fv : Allowable = 304.75 psi Load Combination D(0.49) Lr 0.49 S 0.858 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.490, Lr = 0.490, S = 0.8580 , Tributary Width =1.0 ft DESIGN SUMMARY ®' Maximum Bending Stress Ratio = 0.606 1 Maximum Shear Stress Ratio = 0.438 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb : Actual = 1,660.68psi fv : Actual = 133.34 psi FB : Allowable = 2,741.95psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection CFN Ci Cr Max Downward Transient Deflection 0.146 in Ratio= 820 M Max Upward Transient Deflection 0.000 In Ratio = 0 <360 fv Max Downward Total Deflection 0.232 in Ratio= 517 Max Upward Total Deflection 0.000 In Ratio= 0 <360 1.00 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb Pb V fv Pv +D+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.286 0.207 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.30 614,34 2149.22 2.02 49.33 238.50 +D+L+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 It 1 0.257 0.186 1.00 1.000 1.00 1.00 1.00 1.00 0.99 6.30 614.34 2386.56 2.02 49.33 265.00 +D+Lr+H 1,000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.407 0.294 1.25 1.000 1.00 1.00 1.00 1.00 0.99 12.42 1,211.90 2978.46 3.99 97.31 331,25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.606 0.438 115 1.000 1.00 1.00 1.00 1.00 0.99 17.02 1,660.68 2741.95 5.47 133.34 304.75 +D+0,750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.357 0.258 1.25 1.000 1.00 1.00 1.00 1.00 0.99 10.89 1,062.51 2978.46 3.50 85.31 331.25 +D+0.750L+0,750S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 9 ------------ Project Name: Project #: PROVIDENCE APARTMENTS 11 15.2006 i Initials: Date: Sheet: DF 1 03/04/2015 1 10 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the 'Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 18 FEB 2015,10:33AM File = W:\SMEPQ015\151423-1.2001155947--1.200102ENGI-�11CALCUL-I\STRUCT-lAGravit \PROVID-1,EC6 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6,14.12.31 Description : RBA CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 D 0.135 Lr 0.135 S 0.236 5.125x12 5.125x12 Span = 6.50 ft Load Combination Set: ASCE 7-10 Shear Stress Ratio = 0.085 :1 Section used for this span 5.125x12 Material Properties 5.125x12 fb : Actual = 117.30psi fv : Actual = Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E: Modulus of Elasticity 304.75 psi Load Combination ASCE 7-10 Fb - Compr 1850 psi Ebend- xx 1800ksi 0.000ft Fc - Prll 1650 psi Eminbend - xx 930 ksi Wood Species : DF/DF Fc - Perp Fv 650 psi 265 psi Ebend- yy Eminbend - yy 1600 ksi 830 ksi Wood Grade :24F - V4 Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling -0.002 In Ratio= 28678 F'v D 0.135 Lr 0.1351 S 0.236 D 0.135 Lr 0.135 S 0.236 5.125x12 5.125x12 Span = 6.50 ft Span = 2.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1350, Lr = 0.1350, S = 0.2360 , Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: D = 0.1350, Lr = 0,1350, S = 0.2360 , Tributary Width =1,0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.055 1 Maximum Shear Stress Ratio = 0.085 :1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb : Actual = 117.30psi fv : Actual = 25.81 psi FB : Allowable = 2,127.50psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 0.000ft Location of maximum on span = 5.520 ft Span # where maximum occurs = Span #2 Span # where maximum occurs = Span # 1 Maximum Deflection C i Cr C m Max Downward Transient Deflection 0.005 In Ratio= 16678 fb Max Upward Transient Deflection -0.002 In Ratio= 28678 F'v Max Downward Total Deflection 0.008 in Ratio= 10230 Max Upward Total Deflection -0.003 In Ratio= 17590 1.00 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fV F'v +6+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.026 0.042 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.57 55.65 2160.00 0.41 9.98 238.50 Length = 2.50 ft 2 0.027 0.042 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.46 45.35 1665.00 0.22 9.98 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.023 0.038 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.57 55.65 2400,00 0.41 9.98 265.00 Length = 2.50 ft 2 0,025 0.038 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.46 45.35 1850.00 0.22 9.98 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 too 1.00 0.00 0.00 0.00 0.00 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 11 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 18 FEB 2015,10:33AM Wood Beam File =WASMER201R151423-1.2001155947-1.200102ENGI-1ICALCUL-IISTRUCT-11Gravit \PROVID-1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver,6.14.12.31 Description : RBA Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb Pb V fv F'v Length = 6.50 ft 1 0.035 0.057 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.09 106.15 3000.00 0.78 19.03 331.25 Length = 2.50 ft 2 0,037 0.057 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0,89 86.51 2312.50 0.43 19.03 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.052 0.085 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.48 143.93 2760.00 1.06 25.81 304.75 Length = 2.50 ft 2 0.055 0.085 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1,20 117.30 2127.50 0.58 25.81 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.031 0.051 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.96 93.52 3000.00 0.69 16.77 331.25 Length = 2.50 ft 2 0.033 0.051 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.78 76.22 2312.50 0.38 16.77 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.044 0.072 1,15 1.000 1.00 1.00 1.00 1.00 1.00 1.25 121.86 2760.00 0.90 21.85 304.75 Length = 2.50 ft 2 0.047 0.072 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1,02 99.32 2127.50 0.49 21.85 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.014 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.57 55.65 3840.00 0.41 9.98 424.00 Length = 2.50 ft 2 0.015 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.46 45.35 2960.00 0.22 9.98 424.00 +D+0,70E+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.014 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.57 55.65 3840.00 0.41 9.98 424.00 Length = 2.50 ft 2 0.015 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.46 45.35 2960.00 0.22 9.98 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.024 0,040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.96 93.52 3840.00 0.69 16.77 424.00 Length = 2.50 ft 2 0.026 0.040 1.60 1.000 1.00 1.00 1,00 1.00 1.00 0.78 76.22 2960.00 0.38 16.77 424.00 +D+0.750L+0,750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.032 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.25 121.86 3840.00 0.90 21.85 424.00 Length = 2.50 ft 2 0.034 0,052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.02 99.32 2960.00 0.49 21.85 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.032 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.25 121.86 3840.00 0.90 21.85 424.00 Length = 2.50 ft 2 0.034 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.02 99.32 2960.00 0.49 21.85 424,00 +0.60D+0.60W+0.601-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6,50 ft 1 0.009 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.34 33.39 3840.00 0.25 5.99 424.00 Length = 2.50 ft 2 0.009 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 27.21 2960.00 0.13 5.99 424.00 +0.60D+0.70E+0,60H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.009 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.34 33.39 3840.00 0.25 5.99 424.00 Length = 2.50 ft 2 0.009 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 27.21 2960.00 0.13 5.99 424.00 Overall.Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max, 'W' Defl Location in Span +D+S+H 1 0.0076 3.050 0.0000 2.500 2 0.0000 3.050 +D+S+H -0.0034 2.500 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support Support Support3 Overall MAXimum 1.065 2.397 Overall MINimum 0.247 0.556 +D+H 0.412 0.927 +D+L+H 0.412 0.927 +D+Lr+H 0.786 1.768 +D+S+H 1.065 2.397 +D+0.750Lr+0.750L+H 0.692 1.558 +D+0,750L+0.750S+H 0.902 2.030 +D+0.60W+H 0.412 0.927 +D+0.70E+H 0.412 0.927 +D+0.750Lr+0,750L+0,450W+H 0.692 1.558 +D+0.750L+0.750S+0.450W+H 0.902 2,030 +D+0.750L+0.750S+0.5250E+H 0.902 2.030 +0.60D+0.60W+0.60H O247 0,556 +0.60D+0.70E+0.60H 0.247 0.556 D Only 0.412 0.927 Lr Only 0.374 0.841 L Only S Only 0.654 1.470 W Only PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 12 Title Block Line 1 Project Title: You can changes this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam File=W:1SMEP120151151423-1.2001155947.1.2 o.��. Description : RB -4 Vertical Reacti0ns Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 E Only H Only Project ID; Printed: 18 FEB 2015,10:33AM ALCUL-IISTRUCT-11GravitylPROVID-1.EC6 INC. 1983-2015, Build:6.15,1,19, Vec6.14.12.31 Values in KIPS PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 13 E 41 7 Project Name: Project #: Initials: Date: Sheet: PRnVInFNCF APARTMFNTq -4-5- 14 IX, (q 'F-+ 10 �F- R�F- LL,-- 40(1517-1 bL Iii PSFAt65'c- 314 Nr LL LiO (0 (p C7wr �2U-= 1520 MW DL--- \0\ PSS rze PLF- I.CT IProject Name: Project #:itials: Date: Sheet: PROVIDENCE AP=ARTMENT=Sl 15,2006 ir DF 11 03/04/2015 11 15 - MEMBER REPORT Level, Floor: Joist 1 piece(s) 14" T1I@ 360 @ 19.2" OC + 0 Overall Length: 20' 1" r 19' 6"1 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1097 @ 21/2" 1202 (2.25") Passed (91%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 1076 @ 3 1/2" 1955 Passed (55%) 1.00 1.0 D + 1.0 L(All Spans) Moment (Ft -lbs) 5338 @ 10' 1/2" 7335 Passed (73%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.330 @ SO' 1/2" 0.492 Passed (L/714) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.570 @ 10' 1/2" 1 0.656 Passed (L/414) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 48 1 40 Passed Deflection criteria: LL (L/480) and TL (L/360). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 10 11/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 7/8" Weyerhaeuser Edge Gold'" Panel (32" Span Rating) that is glued and nailed down. Additional considerations for the TJ -Pro'" Rating Include: None • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length loads to Supports (16s) Dead Supports Total Available Required Dead Floor Total =Live Accessories I - Stud wall - SPF 3.50" 2.25" 1.82" 466 643 1109 11/4" Rim Board i - Stud wall - SPF 3.50" 2.25" 1.82" 466 643 1109 11/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. MemberNotes floor Joist Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator to software Operator I Job Notes Daniel Figueoa Engineering System Solutions (916)780-2030 dfiguema@es2eng.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE 2/17/2015 4:26:00 PM Forte v4.6, Design Engine: V6.1.1.5 Providence Apartment Floor Joist 4te Page 1 of 1 15.2006 DF 03/04/2015 16 Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 -Uniform (PSF) 0 to 20'1" 19.2" 29.0 40.0 Residential - Living Areas MemberNotes floor Joist Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator to software Operator I Job Notes Daniel Figueoa Engineering System Solutions (916)780-2030 dfiguema@es2eng.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE 2/17/2015 4:26:00 PM Forte v4.6, Design Engine: V6.1.1.5 Providence Apartment Floor Joist 4te Page 1 of 1 15.2006 DF 03/04/2015 16 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 4 MAR 2015, 1:58PM File= W:ISMEP120151151423-1,2001155947-1.200102ENGI-1ICALCUL-11STRUCT-1\GravityiPROVID-1.EC6 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15,1.19, Ver.6,14.12.31 lescription Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 875.0 psi Ebend- xx 1,300.Oksi Fc - Prll 600.0 psi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Beam Bracing Completely Unbraced =4.oft Eminbend - xx 470.0 ksi Density 32.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0,3140, L = 0,660, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio _ 0.383: 1 Maximurn Shear Stress Ratio = 0.259 :1 Section used for this span 3®2x10 Section used for this span 3-2x10 fb : Actual = 367.75psi fv : Actual = 43.97 psi FB : Allowable 960.64psi Fv : Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.000ft Location of maximum on span = 3,241 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection C d C FN C 1 Max Downward Transient Deflection 0.010 in Ratio= 4843 C L Max Upward Transient Deflection 0.000 in Ratio = 0 <360 V Max Downward Total Deflection 0.015 in Ratio= 3250 Max Upward Total Deflection 0.000 in Ratio= 0 <240 1.100 Maximum Forces & Stresses for Load Combinations' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C 1 Cr C m C t C L M fb Fb V fv F'v +D+H 1.100 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.140 0.094 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.65 120.92 864.75 0.40 14.46 153.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.383 0.259 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.97 367.75 960.64 1.22 43.97 170.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.101 0.068 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.65 120.92 1200.19 0,40 14.46 212.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.109 0.074 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.65 120.92 1104.40 0.40 14.46 195.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.255 0.172 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.64 306.04 1200.19 1.02 36.59 212.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 t7 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection, Description : F8-1 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN CI Cr Cm C t CL M Moment Values fb _ Shear Values F'b V fv F'v Length = 4.0 ft 1 0.277 0.187 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.64 306.04 1104.40 1.02 36.59 195.50 +D+0.60W+H 0.647 +D+S+H 0.647 1.100 1.00 1.00 1.00 1.00 1.00 1.637 +D+0.60W+H 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.079 0.053 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.65 120.92 1535.13 0.40 14.46 272.00 +D+0.70E+H 0.647 0.647 Lr Only 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.079 0.053 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.65 120.92 1535.13 0.40 14.46 272.00 +D+0.750Lr+0.750L+0,450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.199 0.135 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.64 306.04 1535.13 1.02 36.59 272.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.199 0.135 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.64 306.04 1535.13 1.02 36.59 272.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.199 0.135 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.64 306.04 1535.13 1.02 36.59 272.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.047 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.39 72.55 1535.13 0.24 8.67 272.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.047 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.39 72.55 1535.13 0.24 8.67 272.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.967 1.967 Overall MINimum 0.388 0.388 +D+H 0.647 0.647 +D+L+H 1.967 1.967 +D+Lr+H 0.647 0.647 +D+S+H 0.647 0.647 +D+0.750Lr+0.750L+H 1.637 1.637 +D+0.750L+0.750S+H 1.637 1.637 +D+0.60W+H 0.647 0.647 +D+0.70E+H 0.647 0.647 +D+0.750Lr+0.750L+0.450W+H 1.637 1.637 +D+0.750L+0.750S+0.450W+H 1.637 1.637 +D+0.750L+0.750S+0.5250E+H 1.637 1.637 +0.60D+0.60W+0.60H 0.388 0.388 +0.60D+0.70E+0.60H 0.388 0.388 D Only 0.647 0.647 Lr Only L Only 1.320 1.320 S Only W Only E Only H Only 2 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Printed: 4 MAR 2015, 1:59PM File=W:1SMEP120151151423-1.20011559471.200102ENGI-1ICALCUL--11STRUCT� 11Gravity\PROVID-1,EC6 IN Wood BeamENERCALC, INC. 1983-2015. Build:6.15.1,19, Ver 6.14.12.31 Description : F8-2 CDDE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 875.0 psi Ebend- xx 1,300.Oksi Fc - Prll 600.0 psi Wood Species ; Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade ; No.2 Fv 170.0 psi Ft 425.0 psi Beam Bracing ; Completely Unbraced Span =5.0R Eminbend -xx 470.Oksi Density 32.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1280, L = 0.270, Tributary Width =1.0 ft Maximum Bending Stress Ratio = 0.248 1 Maximum Shear Stress Ratio = 0.150 : 1 Section used for this span 3.2x10 Section used for this span 3®2x10 fb : Actual = 238.02 psi fv : Actual = 25.45 psi FB: Allowable = 960.15psi Fv: Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.500ft Location of maximum on span = 0,000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span It 1 Maximum Deflection M V C d Max Downward Transient Deflection 0.010 in Ratio= 6061 C m Max Upward Transient Deflection 0.000 in Ratio= 0 <360 fb Max Downward Total Deflection 0.015 in Ratio= 4018 Fv Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stressesfor Lead Combinations'' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 HO 0,00 0.00 Length = 5.0 ft 1 0.093 0.056 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.43 80.24 864.36 0.24 8.58 153.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.248 0.150 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.27 238.02 960.15 0.71 25.45 170.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.067 0.040 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.43 80.24 1199.41 0.24 8.58 212.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.073 0.044 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.43 80.24 1103.75 0.24 8.58 195.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.166 0.100 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.06 198.57 1199.41 0.59 21.23 212.50 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can changes this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & 1.00 Title Block" selection. 1.06 Title Block Line 6 1103.75 Wood Beam File =W:1SMEP120151151423-1.20011559471: Description : FB -2 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Cm C t C L Moment Values M fb F'b Project ID: Printed: 4 MAR 2015, 1:59PM 1IGravity\PR0VID-1.EC6 1:6.15.1.19, Ver:6.14.12.31 Shear Values V fv F'v Length = 5.0 ft 1 0.180 0.109 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.06 198.57 1103.75 0.59 21.23 195.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.052 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.43 80.24 1533.82 0.24 8.58 272.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.052 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.43 80.24 1533.82 0.24 8.58 272.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.129 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.06 198.57 1533.82 0.59 21.23 272.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.129 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.06 198.57 1533.82 0.59 21.23 272.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.129 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.06 198.57 1533.82 0.59 21.23 272.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.031 0.019 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.26 48.14 1533.82 0.14 5.15 272.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.031 0.019 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.26 48.14 1533.82 0.14 5.15 272.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0149 2.518 0.0000 0.000 Vertical Reactions Support notation :Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.018 1.018 Overall MINimum 0.206 0.206 +D+H 0.343 0.343 +D+L+H 1.018 1.018 +D+Lr+H 0.343 0.343 +D+S+H 0.343 0.343 +D+0.750Lr+0.750L+H 0.850 0.850 +D+0.750L+0.750S+H 0.850 0.850 +D+0.60W+H 0.343 0.343 +D+0.70E+H 0.343 0.343 +D+0.750Lr+0.750L+0.450W+H 0.850 0.850 +D+0.750L+0.750S+0.450W+H 0.850 0.850 +D+0.750L+0.750S+0.5250E+H 0.850 0.850 +0.60D+0.60W+0.60H 0.206 0.206 +0.60D+0.70E+0.60H 0.206 0.206 D Only 0.343 0.343 Lr Only L Only 0.675 0.675 S Only W Only E Only H Only 2-1 PLL =; tL"D W (13) 100P ,py Q, Z_ ------------ 7.51 --- Project Name: Project #: Initials: J Date: I Sheet: PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 i 21 Title Block Line 1 Project Title; You can changes this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 18 FEB 2015, 7:58AN ®CI ill ' File= W:1SMEP120151151423-1.2001155947-1.200102ENGI-11CALCUL-flSTRUCT-11Gravii \PROVID-1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.14.12.31 Description ; FB -3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb -Tension 2400 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1850 psi Ebend-xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 930 ksi Wood Species ; DF/DF Fc - Perp Fv 650 psi 265 psi Ebend- yy Eminbend - yy 1600 ksi 830 ksi Wood Grade ; 24F - V4 Ft 1100 psi Density 32.21 pcf Beam Bracing : Completely Unbraced Fv: Allowable = 265.00 psi Load Combination D(0,22 L(0,3) Span= 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.2210. L = 0.30 , Tributary Width =1.0 ft ur-arum vvrrunnni Maximum Bending Stress Ratio = 0.273:1 Maximum Shear Stress Ratio = -,- a te= �- 0.198: 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb : Actual = 652.14psi fv : Actual = 52.36 psi F13: Allowable = 2,386.56psi Fv: Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection M V C d Max Downward Transient Deflection 0.051 in Ratio = 2347 C m Max Upward Transient Deflection 0.000 in Ratio = 0 <360 fb Max Downward Total Deflection 0.091 in Ratio = 1317 Fv Max Upward Total Deflection 0.000 in Ratio= 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C I Cr C m C t C L M fb Fb V fv Fv +6+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0,00 0.00 0.00 Length =10.0 ft 1 0.133 0.096 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.93 286.29 2149.22 0.94 22.99 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.273 0.198 1.00 1.000 1.00 1.00 1.00 1,00 0.99 6.68 652,14 2386.56 2.15 52.36 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.096 0.069 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.93 286.29 2978.46 0.94 22.99 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.104 0.075 1.15 1.000 1.00 1.00 1.00 1.00 0.99 2.93 286.29 2741.95 0.94 22.99 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.188 0.136 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.75 560.68 2978.46 1.85 45.02 331.25 +D+0.750L+0.750S+H 1.000 1.00 1,00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 22 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Title Block Line 6 Wood Beam File= Description : FB -3 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN CI Cr Project Title: Engineer: Project Descr: MEP20151151423-1.2001155947-1. Moment Values Cm C t CL M fb Project ID; Printed: 18 FEB 2015, 7:58AM ,LCUL-I ISTRUCT-11GravitylPROVID-I.EC6 C. 1983-2015, Build:6.15.1.19, Ver:6.14.12,31 Shear Values F'b V fv Pv Length =10.0 It 1 0.204 0.148 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.75 560.68 2741.95 1.85 45.02 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 It 1 0.075 0.054 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.93 286.29 3803.40 0.94 22.99 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.075 0.054 1,60 1.000 1.00 1.00 1.00 1.00 0.99 2.93 286.29 3803.40 0.94 22.99 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0,00 Length =10.0 It 1 0.147 0,106 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.75 560.68 3803.40 1.85 45.02 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0,00 Length =10.0 It 1 0.147 0.106 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.75 560.68 3803.40 1.85 45.02 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 It 1 0.147 0.106 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.75 560.68 3803.40 1.85 45.02 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.0 It 1 0.045 0.033 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.76 171.77 3803.40 0.57 13.79 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0,00 0.00 0.00 Length =10.0 It 1 0.045 0.033 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.76 171.77 3803.40 0.57 13.79 424.00 Overall Maximum Deflections Load Combination Span Max, "-" Defl Location in Span Load Combination Max. W Defl Location in Span +D+L+H 1 0.0911 5.036 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2,674 2.674 Overall MINimum 0.704 0.704 +D+H 1.174 1.174 +D+L+H 2.674 2.674 +D+Lr+H 1.174 1.174 +D+S+H 1.174 1.174 +D+0,750Lr+0.750L+H 2.299 2.299 +D+0.750L+0,750S+H 2.299 2.299 +D+0.60W+H 1.174 1.174 +D+0.70E+H 1.174 1.174 +D+0.750Lr+0,750L+0.450W+H 2.299 2.299 +D+0,750L+0.750S+0.450W+H 2.299 2.299 +D+0.750L+0,750S+0.5250E+H 2.299 2,299 +0.60D+0.60W+0.60H 0.704 0.704 +0.60D+0.70E+0.60H 0.704 0.704 D Only 1.174 1.174 Lr Only L Only 1,500 1.500 S Only W Only E Only H Only PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 1 23 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID; using the "Settings" menu item Project Descr and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 18 FEB 2015, 8:43AM File=WASMER20151151423-1.2001155947-1.200102ENGI-1ICALCUL-11STRUCT-11Gravit \PROVID-1.EC6 Wood earth ENERCALC, INC. 1983-2015, Build:6,15,1.19, Ver.6.14.12.31 Description : FBA CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 0.543 1 Maximum Shear Stress Ratio = 0.303: 1 Section used for this span 3.5x12 Load Combination Set: ASCE 7-10 3.5x12 fb : Actual = 1,303.38psi fv : Actual = Material Properties FB : Allowable = 2,400.00psi Fv: Allowable = 265.00 psi Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E: Modulus of Elasticity Location of maximum on span = Load Combination ASCE 7-10 Fb - Compr 1850 psi Ebend- xx 1800ksi Span # where maximum occurs = Fc - Prll 1650 psi Eminbend - xx 930ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F - V4 Fv 265 psi Eminbend - yy 830 ksi 0.357 In Ratio = Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.063 L 0.3 Span =14.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0630, L = 0.30 , Tributary Width =1.0 ft Maximum Bending Stress Ratio = 0.543 1 Maximum Shear Stress Ratio = 0.303: 1 Section used for this span 3.5x12 Section used for this span 3.5x12 fb : Actual = 1,303.38psi fv : Actual = 80.19 psi FB : Allowable = 2,400.00psi Fv: Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.000ft Location of maximum on span = 13.029ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Span # M V Max Downward Transient Deflection 0.288 in Ratio= 584 Cr Max Upward Transient Deflection 0.000 In Ratio= 0 <360 M Max Downward Total Deflection 0.357 In Ratio = 470 fv Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C I Cr C m C t C L M fb Pb V fv Fv +D+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.117 0.065 0.90 1,000 1.00 1.00 1.00 1.00 1.00 1.77 253.38 2160.00 0.44 15.59 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.543 0.303 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.12 1,303.38 2400.00 225 80.19 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.084 0.047 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.77 253.38 3000.00 0.44 15.59 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 It 1 0.092 0,051 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.77 253.38 2760.00 0.44 15.59 304.75 +D+0,750Lr+0,750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =14.0 ft 1 0.347 0.193 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.29 1,040.88 3000.00 1.79 64.04 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 PROVIDENCE APARTMENTS 15.2006 OF 03/04/2015 24 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Rearm Description : FBA Project Title: Engineer: Project Descr: File= VV:ISML:HVZUIb11bl41d-1.Z000bb94/-1.ZU Project ID: Printed: 18 FEB 2015, 8:43AM -11STRUCT-11GravitylPROVID-l.EC6 93-2015. Build:6.15.1.19. Ver.6.14.12,31 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C I Cr C m C t C L M fb F'b V fv F'v Length =14.0 ft 1 0.377 0.210 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.29 1,040.88 2760.00 1.79 64,04 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 It 1 0.066 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.77 253.38 3840.00 0.44 15.59 424.00 +D+0,70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 It 1 0.066 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.77 253.38 3840.00 0.44 15.59 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.271 0.151 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.29 1,040.88 3840.00 1.79 64.04 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 It 1 0.271 0.151 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.29 1,040.88 3840.00 1.79 64.04 424.00 +D+0,750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 It 1 0.271 0.151 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.29 1,040.88 3840.00 1.79 64.04 424.00 +0,60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.040 0.022 1.60 1.000 1,00 1.00 1.00 1.00 1.00 1.06 152.03 3840.00 0.26 9.35 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1A0 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.040 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.06 152.03 3840.00 0.26 9.35 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.3569 7.051 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.607 2.607 Overall MINimum 0.304 0.304 +D+H 0.507 0.507 +D+L+H 2.607 2.607 +D+Lr+H 0.507 0.507 +D+S+H 0.507 0.507 +D+0.750Lr+0.750L+H 2.082 2.082 +D+0.750L+0,750S+H 2.082 2.082 +D+0,60W+H 0.507 0.507 +D+0.70E+H 0.507 0.507 +D+0.750Lr+0,750L+0.450W+H 2,082 2.082 +D+0.750L+0.750S+0.450W+H 2.082 2.082 +D+0,750L+0.750S+0.5250E+H 2.082 2.082 +0.60D+0.60W+0.60H 0.304 0.304 +0.60D+0,70E+0.60H 0.304 0.304 D Only 0.507 0.507 Lr Only L Only 2.100 2.100 S Only W Only E Only H Only PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 25 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the "Settings" menu item Project Descr: 2x10 and then using the "Printing & 2x10 fb : Actual = Title Block" selection. fv : Actual = 69.70 psi Title Block Line 6 962.50psi Printed: 4 MAR 2015,12:24PM File= W:\SMEP\2015M51423-1.2001155947-1.200\02ENGI-I\CALCUL-1\STRUCT-1\Gravity PROVID-1.EC6 Wood Beare Load Combination +D+L+H ENERCALC, INC. 1983-2015, Bulld:6.15.1.19, Ver:6.14.12.31 +D+L+H Location of maximum on span = 3.750ft Description : Corridor Framing 2x10 @ 16" o.c. 6.734ft Span # where maximum occurs = CODE REFERENCES Span # where maximum occurs = Span # 1 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 C FN C i Load Combination Set: ASCE 7-10 Max Downward Transient Deflection 0.074 in Ratio= Material Properties M Max Upward Transient Deflection Analysis Method: Allowable Stress Design Fb - Tension 875.0 psi E: Modulus of Elasticity Load Combination ASC E7-10 Fb -Compr 875.0 psi Ebend-xx 1,300.Oksi Fc - Prll 600.0 psi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade ; No.2 Fv 170.0 psi Ft 425.0 psi Beam Bracing Beam is Fully Braced against lateral -torsion buckling D 0.08 L 0.133 Eminbend -xx 470.Oksi Density 32.210 pcf Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.080, L = 0.1330 , Tributary Width =1.0 ft DESIGN SUMMARY NMEMM Maximum Bending Stress Ratio = 0.886 1 Maximum Shear Stress Ratio = 0.4,10: 1 Section used for this span 2x10 Section used for this span 2x10 fb : Actual = 852.42psi fv : Actual = 69.70 psi F13: Allowable = 962.50psi Fv : Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.750ft Location of maximum on span = 6.734ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection C FN C i Cr Max Downward Transient Deflection 0.074 in Ratio= 1215 M Max Upward Transient Deflection 0,000 In Ratio= 0 <360 fv Max Downward Total Deflection 0.120 in Ratio = 748 Max Upward Total Deflection 0.000 in Ratio = 0 <360 1.00 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Pb V fv Pv +D+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 7.50 ft 1 0.378 0.175 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.58 327.80 866.25 0.25 26.80 153.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.886 0.410 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.52 852.42 962.50 0.64 69.70 170.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0,272 0.126 1.25 1,100 1.00 1.00 1.00 1.00 1.00 0.58 327.80 1203.13 0.25 26.80 212.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 7,50 ft 1 0.296 0.137 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 327.80 1106.88 0.25 26.80 195.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.599 0.278 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.29 721.26 1203.13 0.55 58.98 212.50 +D+0.750L+0,750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 26 Title Block Line 1 Project Title: You can changes this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection, Wood Beam File=W:\SMEP12015\151423-1.200\155947-1.20 Description Load Combination Segment Length Corridor Framing 2x10 @ 16" o.c. Uav Rfraec Rafins Moment Values Project ID: Pdnted: 4 MAR 2015,12:24PM ,ALCUL-1 \STRUCT-1\GravitylPROVID-1.EC6 INC. 1983-2015. Build:6.15.1.19, Ver:6,14.12.31 Shear Values Span # M V Cd C FN C 1 C r C m C t C L M fb Pb V fv F'v Length = 7.50 ft 1 0.652 0.302 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.29 721.26 1106.88 0.55 58.98 195.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.213 0.099 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 327.80 1540.00 0.25 26.80 272.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.213 0.099 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 327.80 1540.00 0.25 26.80 272.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.468 0.217 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.29 721.26 1540.00 0.55 58.98 272.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.468 0.217 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.29 721.26 1540.00 0.55 58.98 272.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0,468 0.217 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.29 721.26 1540.00 0.55 58.98 272.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.128 0.059 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.35 196.68 1540.00 0.15 16.08 272.00 +0.60D+0,70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 7.50 ft 1 0.128 0.059 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.35 196.68 1540.00 0.15 16.08 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max, 'W Def! Location in Span +D+L+H 1 0,1203 3.777 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.810 0.810 Overall MINimum 0.187 0,187 +D+H 0.312 0.312 +D+L+H 0.810 0.810 +D+Lr+H 0.312 0.312 +D+S+H 0.312 0.312 +D+0.750Lr+0.750L+H 0.686 0.686 +D+0.750L+0,750S+H 0.686 0.686 +D+0,60W+H 0.312 0.312 +D+0.70E+H 0.312 0.312 +D+0.750Lr+0.750L+0.450W+H 0.686 0.686 +D+0.750L+0,750S+0.450W+H 0.686 0.686 +D+0.750L+0.750S+0.5250E+H 0.686 0.686 +0.60D+0.60W+0.60H 0.187 0.187 +0.60D+0.70E+0.60H 0.187 0.187 D Only 0.312 0.312 Lr Only L Only 0.499 0.499 S Only W Only E Only H Only PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 27 OLF Project Name: Project #: Initials: Date: Sheet: PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 28 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. 1 MAR 2015, 2:06PM Description : FB -5 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 WE Maximum Bending Stress Ratio = Load Combination Set: ASCE 7-10 Shear Stress Ratio = 0.375: 1 Section used for this span 5.125x12 Material properties 5.125x12 fb : Actual 1,614.30psi fv, : Actual Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity = 265.00 psi Load Combination ASCE 7-10 Fb -Compr 1,850.0 psi Ebend-xx 1,800.Oksi 5.018ft Fc - Prll 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi Max Upward Transient Deflection Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 541 Max Upward Total Deflection Q. 14DA IG Span = 11.0 ft Applied Leads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.180, L = 0,30 , Tributary Width =1.0 ft Point Load : D =1.260, L = 2.10 k (a) 5.0 ft DESIGN SUMMARY WE Maximum Bending Stress Ratio = 0.673 1 Maximum Shear Stress Ratio = 0.375: 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb : Actual 1,614.30psi fv, : Actual 99.33 psi FIB: Allowable = 2,400.00psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.018ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection C i Cr C m Max Downward Transient Deflection 0.150 in Ratio = 879 fb Max Upward Transient Deflection 0.000 in Ratio= 0 <360 F'v Max Downward Total Deflection 0.244 in Ratio= 541 Max Upward Total Deflection 0.000 in Ratio= 0 <180 1.00 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Pb V fv F'v +D+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.286 0.160 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.33 617.95 2160.00 1.57 38.20 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.673 0.375 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16.55 1,614.30 2400.00 4.07 99.33 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.206 0.115 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.33 617.95 3000.00 1.57 38.20 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =11.0 ft 1 0.224 0.125 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.33 617.95 2760.00 1.57 38.20 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.455 0.254 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.99 1,365.21 3000.00 3.45 84.05 331.25 M Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection, IM File= W:ISMEP20151151423-1,2001155947--1.2 Description : FB -5 Printed: 4 MAR 2015, 2:06PM y1PROVID-1.EC6 19, Ver:6,14.12.31 Load Combination Max Stress Ratios Support 2 Overall MAXimum 4.548 4.243 Overall MINimum 1.052 0.983 Moment Values 1.753 1.638 Shear Values Segment Length Span # M V C d C FN C I Cr C m C t C L M fb F'b V fv F'v +D+0.750L+0.750S+H +D+0.70E+H 1.753 1.638 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 3.850 0.00 0.00 0.00 0,00 Length =11.0 ft 1 0.495 0.276 1.15 1.000 1,00 1.00 1.00 1.00 1.00 13.99 1,365.21 2760.00 3.45 84.05 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.161 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.33 617,95 3840.00 1.57 38.20 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.161 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.33 617.95 3840.00 1.57 38.20 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.356 0.198 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.99 1,365.21 3840.00 3.45 84.05 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.356 0.198 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.99 1,365.21 3840.00 3.45 84.05 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.356 0.198 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.99 1,365.21 3840.00 3.45 84.05 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.097 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.80 370.77 3840.00 0.94 22.92 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.097 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.80 370.77 3840.00 0.94 22.92 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+L+H 1 0.2436 5.420 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.548 4.243 Overall MINimum 1.052 0.983 +D+H 1.753 1.638 +D+L+H 4.548 4.243 +D+Lr+H 1.753 1.638 +D+S+H 1.753 1.638 +D+0.750Lr+0.750L+H 3.850 3.592 +D+0.750L+0.750S+H 3.850 3.592 +D+0.60W+H 1.753 1.638 +D+0.70E+H 1.753 1.638 +D+0.750Lr+0.750L+0.450W+H 3.850 3.592 +D+0.750L+0.750S+0.450W+H 3.850 3.592 +D+0.750L+0.750S+0.5250E+H 3.850 3.592 +0.60D+0.60W+0.60H 1.052 0.983 +0.60D+0.70E+0.60H 1.052 0.983 D Only 1.753 1.638 Lr Only L Only 2,795 2.605 S Only W Only E Only H Only M WOOD POST DESIGN DOUGLAS FIR LARCH 2006 IBC -ALLOWABLE STRESS DESIGN ALLOWABLE LOADS (KIPS) LOAD DURATION, CD = 1.00 ALLOWABLE LOADS (KIPS) LOAD DURATION, CD = 1.15 POST UNBRACED HEIGHT OF POST, LE (FT) ALLOWABLE BEAM 8 9 10 12 14 16 18 20 POST BEARING 2 x 4 stud * 2.4 2.0 1.7 1.2 0.9 --• ••• 2 x 4 no. 2 3.3 2 x 4 no. 2 * 3.1 2.5 2.0 1.4 1.1 3.3 2 x 6 stud * 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 _ 2.5 •. 4 x 4 no. 2 7.2 5.8 4.7 3.3 ••• ••• 7.7 4 x 6 no. 2 11.1 9.0 7.4 5.2 3.9 12.0 4 x 8 no. 2 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 ALLOWABLE LOADS (KIPS) LOAD DURATION, CD = 1.15 POST UNBRACED HEIGHT OF POST, LE (FT) ALLOWABLE BEAM BEARING 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 6x 8 no. 2 273 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.1 583 1 56.1 53.5 47.2 40.2 33.6 28.0 23.5 35.2 *Wall sheathing braces stud in weak axis bending PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 31 WOOD STUD WALL DESIGN TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 5156 Mcap (Ib -ft) = 1593 trib width capacity (ft) = 9.79 for M < Mcap trib width capacity (ft) = 5.41 for A < L / 360 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 1593 Mcap (Ib -ft) = 1357 trib width capacity (ft) = 6.49 for M < Mcap trib width capacity (ft) = 15.51 trib width capacity (ft) = 3.59 for A < L / 360 (governs) trib width capacity (ft) = 7.04 Intl rior Zone 2x6 Wall Ext Firs USE: 2 X 6 @ 16 " O.C. End Zone 2x6 Wall Ext Firs USE: 2 X 6 @ 16 " O.C. (DFNo. 2) Framing at ooenines (unless noted otherwise on plan): OPENING WIDTH (FT) ALLOWABLE STRESS DESIGN -2012 NDS 1D+1L+1S 1D+ 0.6Wend 1 D + 0.75L + 0.45Wend + 0.75S 3 1D+0.7EQ DESCRIPTION: 2X6 Wall Ext Firs Axial 1002 1002 Loads to Wall: 1002 w Load Combinations Pc (psi) = 839 894 Height, le (ft) : 10.0 e (in) 894 DL LL trib 1 2&3 4 &5 6 7 deflection < L/ : 360 roof 20 35 3.0 165 60 139 60 60 C & C Interior Zone (psf): 21.7 floor 21 40 13.0 793 273 663 663 273 C & C End Zone (psf): 32.7 wall 17 0 27.0 459 459 459 459 459 earthquake pressure (psf): 10.0 misc 0 0 0 0 0 0 0 0 Snow Load? (Y/N): y 2 3 2 w (plf)= 1417 792 1261 1182 792 Built Up Stud? (Y/N): n w_e (plf)= 0 0 0 0 0 Species Reference #: 2 ( DF No. 2 ) NDS 2012 Interior Wall? (Y/N): n TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 5156 Mcap (Ib -ft) = 1593 trib width capacity (ft) = 9.79 for M < Mcap trib width capacity (ft) = 5.41 for A < L / 360 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 1593 Mcap (Ib -ft) = 1357 trib width capacity (ft) = 6.49 for M < Mcap trib width capacity (ft) = 15.51 trib width capacity (ft) = 3.59 for A < L / 360 (governs) trib width capacity (ft) = 7.04 Intl rior Zone 2x6 Wall Ext Firs USE: 2 X 6 @ 16 " O.C. End Zone 2x6 Wall Ext Firs USE: 2 X 6 @ 16 " O.C. (DFNo. 2) Framing at ooenines (unless noted otherwise on plan): OPENING WIDTH (FT) Load Combinations 1D+1L+1S 1D+ 0.6Wend 1 D + 0.75L + 0.45Wend + 0.75S 3 1D+0.7EQ FcE (psi) = 1002 1002 1002 1002 1002 Pc (psi) = 839 894 894 894 894 fc (psi) = 229 OK 128 OK 204 OK 191 OK 128 OK M (Ib -ft) = 0 327 245 88 117 Fb' (psi) = 1547 2527 2527 2153 2153 fb (psi) = 0 OK 519 OK 389 OK 139 OK 185 OK CSR = 0.07 OK 0.26 OK 0.25 OK 0.13 OK 0.12 OK Amax (in.) = 0.333 0.333 0.333 0.333 0.333 A (in.) = 0.000 OK 0.124 OK 0.123 OK 0.047 OK 0.063 OK TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 5156 Mcap (Ib -ft) = 1593 trib width capacity (ft) = 9.79 for M < Mcap trib width capacity (ft) = 5.41 for A < L / 360 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 1593 Mcap (Ib -ft) = 1357 trib width capacity (ft) = 6.49 for M < Mcap trib width capacity (ft) = 15.51 trib width capacity (ft) = 3.59 for A < L / 360 (governs) trib width capacity (ft) = 7.04 Intl rior Zone 2x6 Wall Ext Firs USE: 2 X 6 @ 16 " O.C. End Zone 2x6 Wall Ext Firs USE: 2 X 6 @ 16 " O.C. (DFNo. 2) Framing at ooenines (unless noted otherwise on plan): OPENING WIDTH (FT) N0. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUDS EQ 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 2 1 7 1 1 2 1 8 2 1 2 1 9 2 1 2 1 10 2 2 2 1 11 2 2 2 1 12 2 2 2 1 13 2 2 2 2 14 2 2 3 2 15 3 2 3 2 16 3 2 3 2 for M < Mcap for 0 < L / 360 (governs) PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 32 WOOD STUD WALL DESIGN Load Combinations 1D+11 -+1S 1D+ 0.6Wend 1 D + 0.751- + 0.45Wend + 0. 75S 3 1D+0.7EQ FcE (psi) = 406 406 406 ALLOWABLE STRESS DESIGN • 2012 NDS 406 Fc (psi) = 384 391 391 DESCRIPTION: 2x4 Wall Int Roof Axial 391 fc (psi) = Loads to Wall: 184 OK w Load Combinations 219 OK 184 OK Height, le (ft) : 10.0 e (in) 0 DL LL trib 1 2 & 3 4 &5 6 7 deflection < L/ : 360 roof 20 35 11.5 633 230 532 230 230 C & C Interior Zone (psf): 8.0 floor 21 40 6.0 366 126 306 306 126 C & C End Zone (psf): 8.0 wall 17 0 36.0 612 612 612 612 612 earthquake pressure (psf): 2.0 misc 0 0 0 0 0 0 0 0 Snow Load? (Y/N): y w (plf)= 1611 968 1450 1148 968 Built Up Stud? (Y/N): n w_e (plf)= 0 0 0 0 0 Species Reference #: 2 ( DF No. 2 ) NDS 2012 Interior Wall? (Y/N): n TRIMMER: KING STUD WIND INTERIOR ZONES Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 2018 Mcap (Ib -ft) = 827 trib width capacity (ft) = 13.78 for M < Mcap trib width capacity (ft) = 3.78 for A < L / 360 (governs) KING STUD WIND END ZONE: King stud supports only bending Mcap (Ib -ft) = 827 trib width capacity (ft) = 13.78 for M < Mcap trib width capacity (ft) = 3.78 for 0 < L / 360 Inte KING STUD EARTHQUAKE. King stud supports only bending ... Mcap (lb -ft) = 634 trib width capacity (ft) = 36.23 (governs) trib width capacity (ft) = 9.07 Int Roof USE: 2 X 4 @ 12 " O.C. Int Roof USE: 2 X 4 @ 12 " O.C. (DFNo. 2) Framine at ooenines (unless noted otherwise on plan): OPENING WIDTH (FT) Load Combinations 1D+11 -+1S 1D+ 0.6Wend 1 D + 0.751- + 0.45Wend + 0. 75S 3 1D+0.7EQ FcE (psi) = 406 406 406 406 406 Fc (psi) = 384 391 391 391 391 fc (psi) = 307 OK 184 OK 276 OK 219 OK 184 OK M (Ib -ft) = 0 60 45 13 18 Fb' (psi) = 1785 3240 3240 2484 2484 fb (psi) = 0 OK 235 OK 176 OK 51 OK 69 OK CSR = 0.64 OK 0.36 OK 0.67 OK 0.36 OK 0.27 OK Amax (in.) = 0.333 0.333 0.333 0.333 0.333 A (in.) = 0.000 OK 0.088 OK 0.088 OK 0.028 OK 0.037 OK TRIMMER: KING STUD WIND INTERIOR ZONES Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 2018 Mcap (Ib -ft) = 827 trib width capacity (ft) = 13.78 for M < Mcap trib width capacity (ft) = 3.78 for A < L / 360 (governs) KING STUD WIND END ZONE: King stud supports only bending Mcap (Ib -ft) = 827 trib width capacity (ft) = 13.78 for M < Mcap trib width capacity (ft) = 3.78 for 0 < L / 360 Inte KING STUD EARTHQUAKE. King stud supports only bending ... Mcap (lb -ft) = 634 trib width capacity (ft) = 36.23 (governs) trib width capacity (ft) = 9.07 Int Roof USE: 2 X 4 @ 12 " O.C. Int Roof USE: 2 X 4 @ 12 " O.C. (DFNo. 2) Framine at ooenines (unless noted otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUDS EQ 3 2 1 1 1 4 2 1 1 1 5 2 1 1 1 6 3 1 1 1 7 3 2 2 1 8 4 2 2 1 9 4 2 2 1 10 4 2 2 1 11 5 2 2 1 12 5 2 2 1 13 6 2 2 1 14 6 2 2 1 15 6 3 3 1 16 7 3 3 1 for M < Mcap for 0 < L / 360 (governs) PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 33 WOOD STUD WALL DESIGN Load Combinations 1D+1L+1S 1D+ 0.6Wend 1D+0.75L+0.45Wend+0.75S 3 1D+0.7EQ FcE(psi)= 1002 1002 1002 ALLOWABLE STRESS DESIGN -2012 NDS 1002 Fc (psi) = 839 894 894 DESCRIPTION: 2j6,Wall Ext Flrs Axial 894 fc (psi) = Loads to Wall: 481 OK w Load Combinations 233 OK M (Ib -ft) = Height, le (ft) : 10.0 e (in) 80 DL LL trib 1 2 & 3 4 &5 6 7 deflection < L/ : 360 roof 20 35 2.0 110 40 93 40 40 C & C Interior Zone (psf): 8.0 floor 21 40 49.5 3020 1040 2525 2525 1040 C & C End Zone (psf): 8.0 wall 10 0 36.0 360 360 360 360 360 earthquake pressure (psf): 5.0 misc 0 0 0 0 0 0 0 0 Snow Load? (Y/N): y w (plf)= 3490 1440 2977 2925 1440 Built Up Stud? (Y/N): n w_e (plf)= 0 0 0 0 0 Species Reference #: 2 ( DF No. 2 ) NDS 2012 Interior Wall? (Y/N): n TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 5156 Mcap (Ib -ft) = 1593 trib width capacity (ft) = 26.54 for M < Mcap trib width capacity (ft) = 14.67 for A < L / 360 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (lb -ft) = 1593 Mcap (Ib -ft) = 1357 trib width capacity (ft) = 26.54 for M < Mcap trib width capacity (ft) = 31.01 trib width capacity (ft) = 14.67 for A < L / 360 (governs) trib width capacity (ft) = 14.08 Interior Zone 2x4 Wall Ext Firs USE: 2 X 6 @ 16 " O.C. End Zone 2x4 Wall Ext Firs USE: 2 X 6 @ 16 " O.C. ( DIF No. 2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) Load Combinations 1D+1L+1S 1D+ 0.6Wend 1D+0.75L+0.45Wend+0.75S 3 1D+0.7EQ FcE(psi)= 1002 1002 1002 1002 1002 Fc (psi) = 839 894 894 894 894 fc (psi) = 564 OK 233 OK 481 OK 473 OK 233 OK M (Ib -ft) = 0 80 60 44 58 Fb' (psi) = 1547 2527 2527 2153 2153 fb (psi) = 0 OK 127 OK 95 OK 69 OK 93 OK CSR = 0.45 OK 0.13 OK 0.36 OK 0.34 OK 0.12 OK Amax (in.) = 0.333 0.333 0.333 0.333 0.333 A (in.) = 0.000 OK 0.030 OK 0.030 OK 0.024 OK 0.032 OK TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 5156 Mcap (Ib -ft) = 1593 trib width capacity (ft) = 26.54 for M < Mcap trib width capacity (ft) = 14.67 for A < L / 360 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (lb -ft) = 1593 Mcap (Ib -ft) = 1357 trib width capacity (ft) = 26.54 for M < Mcap trib width capacity (ft) = 31.01 trib width capacity (ft) = 14.67 for A < L / 360 (governs) trib width capacity (ft) = 14.08 Interior Zone 2x4 Wall Ext Firs USE: 2 X 6 @ 16 " O.C. End Zone 2x4 Wall Ext Firs USE: 2 X 6 @ 16 " O.C. ( DIF No. 2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE N0. OF KING STUDS END ZONE NO, OF KING STUDS EQ 3 2 1 1 1 4 2 1 1 1 5 2 1 1 1 6 3 1 1 1 7 3 1 1 1 8 3 1 1 1 9 4 1 1 1 10 4 1 1 1 11 4 1 1 1 12 5 1 1 1 13 5 1 1 1 14 5 1 1 1 15 6 1 1 1 16 6 1 1 1 1 for M < Mcap for A < L / 360 (governs) PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 34 WDDD STUD WALL DESIGN Load Combinations 1D+1L+1S 1D+ 0.6Wend 1D+0.751-+0.45Wend+0.75S 1D+0.7EQ FcE (psi) = 449 449 449 ALLOWABLE STRESS DESIGN -2012 NDS 449 Fc (psi) = 423 431 431 DESCRIPTION: 2x4 Wall Ext Firs Axial 431 fc (psi) = Loads to Wall: 126 OK w Load Combinations 252 OK 126 OK Height, le (ft) : 9.5 e (in) 0 DL LL trib 1 2&3 4 &5 6 7 deflection < L/ : 360 roof 20 35 2.0 110 40 93 40 40 C & C Interior Zone (psf): 8.0 floor 21 40 33.0 2013 693 1683 1683 693 C & C End Zone (psf): 8.0 wall 10 0 26.0 260 260 260 260 260 earthquake pressure (psf): 2.0 misc 0 0 0 0 0 0 0 0 Snow Load? (Y/N): y w (plf)= 2383 993 2036 1983 993 Built Up Stud? (Y/N): n w_e (plf)= 0 0 0 0 0 Species Reference #: 2 ( DF No. 2 ) NDS 2012 Interior Wall? (Y/N): In TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 2221 Mcap (Ib -ft) = 827 trib width capacity (ft) = 15.27 for M < Mcap trib width capacity (ft) = 4.41 for 4 < L / 360 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 15.27 for M < Mcap trib width capacity (ft) = 40.14 trib width capacity (ft) = 4.41 for 0 < L / 360 (governs) trib width capacity (ft) = 10.58 Int for M < Mcap for 0 < L / 360 (governs) erior Zone 2x4 Wall Ext Firs USE: 2 X 4 @ 8 " O.C. End Zone 2x4 Wall Ext Firs USE: 2 X 4 @ 8 " O.C. ( DF No. 2 ) Framing at openings (unless noted otherwise on plan): OPENING WIDTH N0. OF TRIMMERS N0. OF KING N0. OF KING STUDS END ZONE N0. OF KING (FT) STUDS INT ZONE STUDS EQ 3 2 1 1 1 4 3 1 1 1 5 3 1 1 1 6 4 1 1 1 7 4 1 1 1 8 5 1 1 1 9 5 2 2 1 10 6 2 2 1 11 6 2 2 1 12 7 2 2 1 13 7 2 2 1 14 8 2 2 1 15 9 2 2 1 16 9 2 2 1 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 35 Load Combinations 1D+1L+1S 1D+ 0.6Wend 1D+0.751-+0.45Wend+0.75S 1D+0.7EQ FcE (psi) = 449 449 449 449 449 Fc (psi) = 423 431 431 431 431 fc (psi) = 303 OK 126 OK 258 OK 252 OK 126 OK M (Ib -ft) = 0 36 27 8 11 Fb' (psi) = 1785 3240 3240 2484 2484 fb (psi) = 0 OK 141 OK 106 OK 31 OK 41 OK CSR = 0.51 OK 0.15 OK 0.44 OK 0.37 OK 0.11 OK Amax (in.) = 0.317 0.317 0.317 0.317 0.317 0 (in.) = 0.000 OK 0.048 OK 0.048 OK 0.015 OK 0.020 OK TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 2221 Mcap (Ib -ft) = 827 trib width capacity (ft) = 15.27 for M < Mcap trib width capacity (ft) = 4.41 for 4 < L / 360 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 15.27 for M < Mcap trib width capacity (ft) = 40.14 trib width capacity (ft) = 4.41 for 0 < L / 360 (governs) trib width capacity (ft) = 10.58 Int for M < Mcap for 0 < L / 360 (governs) erior Zone 2x4 Wall Ext Firs USE: 2 X 4 @ 8 " O.C. End Zone 2x4 Wall Ext Firs USE: 2 X 4 @ 8 " O.C. ( DF No. 2 ) Framing at openings (unless noted otherwise on plan): OPENING WIDTH N0. OF TRIMMERS N0. OF KING N0. OF KING STUDS END ZONE N0. OF KING (FT) STUDS INT ZONE STUDS EQ 3 2 1 1 1 4 3 1 1 1 5 3 1 1 1 6 4 1 1 1 7 4 1 1 1 8 5 1 1 1 9 5 2 2 1 10 6 2 2 1 11 6 2 2 1 12 7 2 2 1 13 7 2 2 1 14 8 2 2 1 15 9 2 2 1 16 9 2 2 1 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 35 OPENING WIDTH N0. OF TRIMMERS N0. OF KING N0. OF KING STUDS END ZONE N0. OF KING (FT) STUDS INT ZONE STUDS EQ 3 2 1 1 1 4 3 1 1 1 5 3 1 1 1 6 4 1 1 1 7 4 1 1 1 8 5 1 1 1 9 5 2 2 1 10 6 2 2 1 11 6 2 2 1 12 7 2 2 1 13 7 2 2 1 14 8 2 2 1 15 9 2 2 1 16 9 2 2 1 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 35 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 35 WOOD STUD WALL DES113N Load Combinations 1D+1L+1S 1D+ 0.6Wend 1D+0.75L+0.45Wend+0.75S 3 1D+0.7EQ FcE (psi) = 449 449 449 ALLOWABLE STRESS DESIGN - 2012 NDS 449 F'c (psi) = 423 431 431 DESCRIPTION: 2x4 Wall Int Dbl WII Axial 431 fc (psi) = Loads to Wall: 131 OK w Load Combinations 245 OK 131 OK M (Ib -ft) = Height, le (ft) : 9.5 e (in) 36 DL LL trib 1 2 & 3 4 &5 6 7 deflection < L/ : 360 roof 20 35 2.0 110 40 93 40 40 C & C Interior Zone (psf): 8.0 floor 21 40 30.0 1830 630 1530 1530 630 C & C End Zone (psf): 8.0 wall 10 0 36.0 360 360 360 360 360 earthquake pressure (psf): 2.0 misc 0 0 0 0 0 0 0 0 Snow Load? (Y/N): y w (plf)= 2300 1030 1983 1930 1030 Built Up Stud? (Y/N): n w_e (plf)= 0 0 0 0 0 Species Reference #: 2 ( DF No. 2 ) NDS 2012 Interior Wall? (Y/N): n TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 2221 Mcap (Ib -ft) = 827 trib width capacity (ft) = 15.27 for M < Mcap trib width capacity (ft) = 4.41 for A < L / 360 (governs) KING STUD WIND END ZONE: KING STUD EARTHWUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 15.27 for M < Mcap trib width capacity (ft) = 40.14 trib width capacity (ft) = 4.41 for 4 < L / 360 (governs) trib width capacity (ft) = 10.58 Interior Zone 2x4 Wall Int Dbl WII USE: 2 X 4 @ 8 " O.C. End Zone 2x4 Wall Int Dbl Wil USE: 2 X 4 @ 8 " O.C. I (DFNo. 2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) Load Combinations 1D+1L+1S 1D+ 0.6Wend 1D+0.75L+0.45Wend+0.75S 3 1D+0.7EQ FcE (psi) = 449 449 449 449 449 F'c (psi) = 423 431 431 431 431 fc (psi) = 292 OK 131 OK 252 OK 245 OK 131 OK M (Ib -ft) = 0 36 27 8 11 Fb' (psi) = 1785 3240 3240 2484 2484 fb (psi) = 0 OK 141 OK 106 OK 31 OK 41 OK CSR = 0.48 OK 0.15 OK 0.42 OK 0.35 OK 0.12 OK Amax (in.) = 0.317 0.317 0.317 0.317 0.317 A (in.) = 0.000 OK 0.048 OK 0.048 OK 0.015 OK 0.020 OK TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 2221 Mcap (Ib -ft) = 827 trib width capacity (ft) = 15.27 for M < Mcap trib width capacity (ft) = 4.41 for A < L / 360 (governs) KING STUD WIND END ZONE: KING STUD EARTHWUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 15.27 for M < Mcap trib width capacity (ft) = 40.14 trib width capacity (ft) = 4.41 for 4 < L / 360 (governs) trib width capacity (ft) = 10.58 Interior Zone 2x4 Wall Int Dbl WII USE: 2 X 4 @ 8 " O.C. End Zone 2x4 Wall Int Dbl Wil USE: 2 X 4 @ 8 " O.C. I (DFNo. 2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE N0. OF KING STUDS END ZONE NO. OF KING STUDS EQ 3 2 1 1 1 4 3 1 1 1 5 3 1 1 1 6 4 1 1 1 7 4 1 1 1 8 5 1 1 1 9 5 2 2 1 10 6 2 2 1 11 6 2 2 1 12 7 2 2 1 13 7 2 2 1 14 8 2 2 1 15 8 2 2 1 16 9 2 2 1 for M < Mcap for A < L / 360 (governs) PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 36 %�2 rG"i. 09,-, - �� Fsp-,- t4 NF— . vCC F- e w � -$$z l•., 5'(, PST - o l3.5 Project Name: Project #: Initials: Date: Sheet: PROVIDENCE APARTMENTS 15.2006 DF 1 03/04/2015 31 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the 'Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 4 MAR 2015, 1:20PM Wood BaCi1 File =W:1SMEP120151151423-1.2001155947-1.200102ENGI-11CALCUL-11STRUCT-11Gravity\PROVID-l.EC6 ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.14.12.31 Description : Stair Stringer Design CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Maximum Shear Stress Ratio = 0.292 : 1 5.125x12 Section used for this span Load Combination Set: ASCE 7-10 1,181.15psi fv : Actual = 61.36 psi 2,400.00psi Material Properties 210.00 psi +D+L+H Load Combination +D+L+H Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Span # where maximum occurs = Load Combination ASCE 7-10 Fb -Compr 1,450.0 psi Ebend-xx 1,700.Oksi Shear Values Fc - Prll 1,000.0 psi Eminbend - xx 880.0 ksi Wood Species : SP/SP Fc - Perp 650.0 psi Ebend- yy 1,300.0 ksi Wood Grade :24F - V4 Fv 210.0 psi Eminbend -yy 670.Oksi F'b Ft 875.0 psi Density 35.440pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D(0.12 L 0.2 Span = 17.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.120, L = 0.20 ksf, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.4921 Maximum Shear Stress Ratio = 0.292 : 1 5.125x12 Section used for this span 5.125x12 1,181.15psi fv : Actual = 61.36 psi 2,400.00psi Fv : Allowable 210.00 psi +D+L+H Load Combination +D+L+H 8,500ft Location of maximum on span = 0,000ft Span # 1 Span # where maximum occurs = Span # 1 0.301 in Ratio = 677 0.000 in Ratio= 0 <360 0.505 in Ratio= 404 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C I Cr C m C t C L M fb F'b V fv F'v +D+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.220 0.131 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.88 476.27 2160.00 1.01 24.74 189.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.492 0.292 1.00 1.000 1.00 1.00 1.00 1.00 1.00 12.11 1,181.15 2400.00 2.52 61.36 210.00 +D+Lr+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.159 0.094 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.88. 476.27 3000.00 1.01 24.74 262.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.173 0.102 1.15 1.000 1.00 1.00 1.00 1.00 1,00 4.88 476.27 2760.00 1.01 24.74 241.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.335 0.199 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.30 1,004,93 3000.00 2,14 52.21 262.50 +D+0.750L+0.750S+H 1.000 1.00 , 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 38 Title Block Line 1 Project Title: You can changes this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 File= W:ISMEP120151151423-1.2001155947-�1.200102ENGI-1` Wood beam ENERCALC Description : Stair Stringer Design Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN Ci Cr Cm C t C L M fb Project ID: Printed: 4 MAR 2015, 1:20PM ALCUL-1ISTRUCT711Gravit \PROVID-1.EC6 INC. 1983-2015, Build:6.15.1.19, Ver,6.14.12.31 F'b Shear Values V fv F'v Length =17.0 ft 1 0.364 0.216 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.30 1,004.93 2760.00 2.14 52.21 241.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.124 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.88 476.27 3840.00 1.01 24.74 336.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0,124 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.88 476.27 3840.00 1.01 24.74 336.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.262 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.30 1,004.93 3840.00 2.14 52.21 336.00 +D+0,750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.262 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.30 1,004.93 3840.00 2.14 52.21 336.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 It 1 0.262 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.30 1,004.93 3840.00 2.14 52,21 336.00 +0.60D+0.60W+0,60H 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.074 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.93 285.76 3840.00 0.61 14.85 336.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.0 ft 1 0.074 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.93 285.76 3840.00 0.61 14,85 336.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max, "+" Defl Location in Span +D+L+H 1 0.5049 8.562 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.849 2.849 Overall MlNimum 0.689 0.689 +D+H 1.149 1.149 +D+L+H 2.849 2.849 +D+Lr+H 1.149 1,149 +D+S+H 1.149 1.149 +D+0,750Lr+0,750L+H 2.424 2.424 +D+0.750L+0.750S+H 2.424 2.424 +D+0.60W+H 1.149 1,149 +D+0,70E+H 1.149 1.149 +D+0.750Lr+0,750L+0.450W+H 2.424 2.424 +D+0.750L+0.750S+0.450W+H 2.424 2.424 +D+0.750L+0.750S+0.5250E+H 2.424 2.424 +0,60D+0.60W+0.60H 0,689 0,689 +0.60D+0.70E460H 0.689 0.689 D Only 1.149 1.149 Lr Only L Only 1.700 1,700 S Only W Only E Only H Only PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 39 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the "Settings" menu item Project Descr; and then using the "Printing & Title Block" selection. Title Block Line 6 Pdnted: 4 MAR 2015, 1:13PM Concrete Beam File= W:1SMEP120151151423-1.2001155947--1.200102ENGI-11CALCUL-11STRUCT-11Gravit \PROVID-1,EC6 ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver,6.14.12,31 Description : Concrete Beam CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Support 1 Maximum Bending Stress Ratio = Material Properties Maximum Deflection 8.825 fc112 = 3.0 ksi Phi Values Flexure: 0.90 0,090 in Ratio = 800 Mu : Applied 31.050 k -ft fr = fc * 7.50 = 410.792 psi Shear: 0.750 31.941 k -ft Max Downward Tota; ^eflection 0.081 in Ratio= 884 yDensity = 145.0 pcf 131 = 0.850 Location of maximum on span 3,000ft 8.375 8.375 X LtWt Factor = 1.0 Span # 1 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi N fy -Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi 3 E - Main Rebar 29,000.0 ksi Stirrup Bar Size # = # Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-10 o wxiz n Span=6.0 ft Cross Section &Reinforcing Details Rectangular Section, Width = 8.0 in, Height =12,0 in Span #1 Reinforcing.... 345 at 3.0 in from Bottom, from 0.0 to 6,0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.3360, Lr = 0,060, L = 0.640 k/ft, Tributary Width =1.0 ft Uniform Load : D = 0.4590 k/ft, Tributary Width =1.0 ft Uniform Load : D = 0,40 klft, Tributary Width =1.0 ft Point Load: W =15,0 k na, 3.0 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Support notation : Far left is #1 Load Combination Support 1 Maximum Bending Stress Ratio = 0.972: 1 Maximum Deflection 8.825 Overall MINimum Section used for this span Typical Section Max Downward Transient Deflection 0,090 in Ratio = 800 Mu : Applied 31.050 k -ft Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Mn * Phi: Allowable 31.941 k -ft Max Downward Tota; ^eflection 0.081 in Ratio= 884 Load Combination +1.20D+0.50Lr+0,50L+W+1,60H Max Upward Total Dei tion 0.000 in Ratio = 999 Location of maximum on span 3,000ft 8.375 8.375 Span # where maximum occurs Span # 1 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 8.825 8.825 Overall MINimum 0.180 0.180 +D+H 3.875 3.875 +D+L+H 5.795 5,795 +D+Lr+H 4.055 4.055 +D+S+H 3.875 3.875 +D+0,750Lr+0.750L+H 5.450 5.450 +D+0.750L+0.750S+H 5.315 5.315 +D+0.60W+H 8.375 8.375 +D+0.70E+H V FN�F APAR TS 3'875 15.2006 DF 03/04/2015 40 +D+0750Lr+0.75�450NT+T1 �1 8.825 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID; using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Concrete Beam Description : Concrete Beam File = W:ISMEP120151151423-1.2001155947-1.200\02EI ENEF Vertical Reactions Support notation : Far left is #1 Printed: 4 MAR 2015, 1:13PM ALCUL-IISTRUCT-11Gravit \PROVID-1.EC6 INC. 1983-2015, Build:6.15.1.19, Ver.6.14.12.31 Load Combination Support 1 Support 2 +D+0.750L+0.750S+0,450W+H 8.690 8.690 +D+0.750L+0.750S+0.5250E+H 5.315 5.315 +0.60D+0.60W+0.60H 6.825 6.825 +0.60D+0,70E+0.60H 2.325 2.325 D Only 3.875 3.875 Lr Only 0.180 0.180 L Only 1.920 1.920 S Only Location (ft) Bending Stress Results ( k -ft ) W Only 7.500 7.500 E Only H Only in Span Mu: Max Phi*Mnx Shear Stirrup Requirements Between 0,00 to 0.00 ft, Vu > PhiVc, Req'd Vs = Vs > Vs:max per 11.4.7.9, use stirrups spaced at U.000 in Between 0.01 to 5.99 ft, PhiVc < Vu, Req'd Vs = 5.811, use stirrups spaced at 4.000 in Maximum Forces &Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k -ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 6.000 31.05 31.94 0.97 +1.40D+1.60H Span # 1 1 6.000 8.14 31.94 0.25 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 6.000 11.72 31.94 0.37 +1.20D+1.60L+0.50S+1.60H Span # 1 1 6.000 11.58 31.94 0.36 +1.20 D+1, 60 L r+0.50 L+1.60 H Span # 1 1 6.000 8.85 31.94 0.28 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 6.000 18.66 31.94 0.58 +1.20D+0.50L+1.60S+1.60H Span # 1 1 6.000 8.41 31.94 0.26 +1.20D+1.60S+0,50W+1.60H Span # 1 1 6.000 18.22 31.94 0.57 +1,20D+0.50Lr+0.50L+W+1.60H Span # 1 1 6.000 31.05 31.94 0.97 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 6.000 30.91 31.94 0.97 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 6.000 8.41 31.94 0.26 +0.90D+W+0.90H Span # 1 1 6,000 27.73 31.94 0.87 +0.90D+E+0.90H Span # 1 1 6.000 5.23 31.94 0.16 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. 'W Defl Location in Span W Only 1 0.0900 3.060 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest +1.20D+0.50Lr+0.50L+W+1.6( 1 0.00 3.00 13.20 13.20 0.00 1.00 1.87 Vu > Phi* Vs > Vs:ma 1.9 0.0 0.0 +1.20D+0.50Lr+0.50L+W+1,6( 1 0.01 9.00 13.17 13.17 0.18 1.00 7.36 PhiVc < Vu 5.811 22.2 4.5 4.0 +1.20D+0.50Lr+0.50L+W+1.6( 1 0.03 9.00 13.15 13.15 0.35 1.00 7.36 PhiVc < Vu 5.786 22.2 4.5 4.0 +1,20D+0.50Lr+0.50L+W+1.6( 1 0.04 9.00 13.12 13.12 0.53 1.00 7.36 Phi* < Vu 5.761 22.2 4.5 4.0 +1.20D+0.50Lr+0,50L+W+1.6( 1 0.05 9.00 13.10 13.10 0.70 1.00 7.36 PhiVc <Vu 5.735 22.2 4.5 4.0 +1.20D+0.50Lr+0.50L+W+1.6( 1 0,07 9.00 13.07 13.07 0,88 1.00 7.36 PhiVc<Vu 5.710 22.2 4.5 4.0 +1.20D+0.50Lr+0.50L+W+1,6( 1 0.08 9.00 13.05 13.05 1.05 1.00 7.36 PhiVc<Vu 5.685 22.2 4.5 4.0 +1.20D+0.50Lr+0.50L+W+1.6( 1 0.09 9.00 13.02 13.02 1.22 1.00 7.36 PhiVc<Vu 5.659 22.2 4.5 4.0 +1,20D+0.50Lr+0,50L+W+1.6( 1 0.11 9.00 13.00 13.00 1.40 1.00 7.36 PhiVc<Vu 5.634 22.2 4.5 4.0 +1.20D+0.50Lr+0.50L+W+1.6( 1 012 9.00 12.97 12.97 1,57 1.00 7.36 PhiVc<Vu 5.609 22.2 4.5 4.0 +1.20D+0.50Lr+0 ftlb+� +1�(.CE APAR-MNTS 9.00 12.95 8.9k06 1.74 1,00 7.3bF PhiVo<V�3/04/26-W 22.2 4.541 4.0 +1.20D+0.50Lr+0.5 + +1. ( 1 0.15 9.00 12.92 12.92 1.92 1.00 7.36 PhiVc<Vu 5.558 22.2 4.5 4.0 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 42 2/17/2015 Design Maps Summary Report ANUM Design Maps Summary Report User -Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 43.821850N, 111.79805°W Site Soil Classification Site Class D - "Stiff Soil' Risk Category I H III USGS-Provided Output Ss = 0.440 g SMS = 0.637 g SDs = 0.425 g Sl = 0.156 g 5,,11 = 0.339 g Sol = 0.226 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 0.70 0.63 0.56- r\\---. 0.49 0.42 LM 0.35- 0.22 0.2,-- 0.14-- 0,07-- 0.00 .210.140.070.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (see) Design Response Spectrum 0.50-- 0.45-- 0.40-- 0.25-- 0.20- 0.25 .500.450.400.350.300.25 th 0.20- 0.15-- 0.10-- 0.051- 0.00- 0.00 .200.1s0.10o.050.000.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (see) For PGA, Tc, CRs, and Cal values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 43 hdp:Hehp4-earthquake.or.usgs.gov/designm aps/us/sum mary.php?tem plate=m i ni mal&latitude=43.821846&longitude=-111.7980519&siteclass= 3&riskcategory=... 1/1 SEISMIC WEIGHT CALCULATIONS ZONE C 1 LEVEL Roof WALL Wall Type Total Length (ft) Wall Height (ft) Wall Above Height (ft) Wall (psf) ROOF Total Area (ft^2) Dead load (psf) Snow Load (psf) % Snow (psf) Roof Top Equipment (lb) Exterior Interior 240 0 10 0 0 0 17 0 Weight (k) : 20.4 0.0 3452 20 35 20% Weight (k): 93.7 SEISMIC WEIGHT (K) : 114.1 ZONE 7 1 LEVEL 3rd Floor WALL Wall Type Total Length (ft) Wall Height (ft) Wall Above Height (ft) Wall (psf) FLOOR Total Area (ft^2) Dead load (psf) Live Load (psf) % Live load (psf) Partition Load (psf) Weight (k) Exterior Interior 240 366 9.33 9.33 10 10 17 10 39.4 35.4 3452 21 40 0% Weight (k) : 107.0 SEISMIC WEIGHT (K) : 181.8 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 44 SEISMIC WEIGHT CALCULATIONS ZONE : 1 LEVEL : 2nd Floor WALL Wall Type Exterior Interior Total Length (ft) 240 366 Wall Height (ft) 9.33 9.33 Wall Above Height (ft) 9.33 9.33 Wall (psf) 17 10 1 Weight (k) : 38.1 34.1 FLOOR. Total Area (ft^2) 3452 Dead load (psf) 21 Live Load (psf) 40 % Live load (psf) 0% Partition Load (psf) 10 Weight (k) : 107.0 SEISMIC WEIGHT (K) 179.2 ZONE : 1 LEVEL : 1st Floor WALL Wall Type Exterior Interior Total Length (ft) 240 366 Wall Height (ft) 9.33 9.33 Wall Above Height (ft) 9.33 9.33 Wall (psf) 17 10 Weight (k) : 38.1 34.1 FLOOR Total Area (ft^2) 3452 Dead load (psf) 21 Live Load (psf) 40 % Live load (psf) 0% Partition Load (psf) 10 Weight (k) : 107.0 SEISMIC WEIGHT (K) 179.2 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 45 SEISMIC LATERAL ANALYSIS ASCE 7-10 Equivalent Lateral Force Procedure PROJECT NAME: Providence Apartments I E : 1.00 R: 6.5 Fa: 1.45 Risk Category: II Cr 0.02 Fv: 2.18 Seismic Design Category: D Ss: 0.440 SDs: 0.4247 (Eq. 11.4.1 & 11.4.3) Site Class: D Si: 0.156 SDI: 0.2263 (Eq. 11.4.2 & 11.4-4) k: 1.00 TL: 6.0 sec. T: 0.318 sec. (12.8-7) 28 Governs => CS= SDs/(R/1): 0.065 (12.8-2) 19.7 0.057 W Max CS= SDI/(R/I)T: 0.109 (12.8-3) (T equal or less than TL ) 3,346 9.7 Max C5= SDI(TL)/(R/I)T2: 26.5 (12.8-4) (T greater than TL ) 1st 9.33 Min Cs= 0.5S1/(R/1): 1,672 (12.8.6) (Slequal or greater than 0.6) 42.8 29.9 Min C5= 0.44SDSI: 0.019 (12.8-5) Seismic Base Shear (V) =CsW: 42.8 k (12.8.1) Vertical Distribution of Seismic Forces (calculations per ASCE 7-10 Section 12.8.3) Totals: 654.3 14,672 42.8 Diaphragm Design Forces (calculations per ASCE 7-10 Section 12.10.1.1) h, wpx EWI EFI Fp, Fpx (ASD) Level ft kips kips kips kips kips Roof hx wx w, hx' Fx V, V, (ASD) 3rd Level ft kips kip -ft kips kips kips E (ASD) Roof 40 114.1 4,564 13.3 13.3 9.3 0.082 W 3rd 28 181.8 5,090 14.8 28.1 19.7 0.057 W 2nd 18.67 179.2 3,346 9.7 37.9 26.5 0.038 W 1st 9.33 179.2 1,672 4.9 42.8 29.9 0.019 W Totals: 654.3 14,672 42.8 Diaphragm Design Forces (calculations per ASCE 7-10 Section 12.10.1.1) h, wpx EWI EFI Fp, Fpx (ASD) Level ft kips kips kips kips kips Roof 40 114.1 114.1 13.3 13.3 9.3 3rd 28 181.8 295.9 28.1 17.3 12.1 2nd 18.67 179.2 475.1 37.9 15.2 10.7 1st 9.33 179.2 654.3 42.8 15.2 10.7 Out -of -Plane Forces and Diaphragm Anchorage (calculations per ASCE 7-10 Section 12.11) (Ultimate) (ASD) Fp=0.41ESDSWI or 0.1Wn, out -of -plane wall design forces =_> Fp: 0.17 Wp 0.12 Wp Fp=0.4IEkaSoSWp anchorage to flexible diaphragm force =_> Fp. 0.34 Wp 0.24 Wp Fpmin=0.2kjEWp ==> Fp(min): 0.40 Wp 0.29 Wp PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 46 Company Address City, State Phone JOB TITLE 15.2006 JOB NO. CALCULATED BY CHECKED BY SHEET NO. DATE DATE CS 12 Ver 2013.05.18 www.struware.com FOR Rexburg, ID PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 47 Company JOB TITLE 15.2006 Address City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE CHECKED BY DATE Code Search Code: International Building Code 2012 Occupancy: Occupancy Group = B Business 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 (0) Building length (L) Least width (B) Mean Roof Ht (h) Parapet ht above grd Minimum parapet ht 6.00/12 26.6 deg 74.0 ft 49.8 ft 33.0 ft 0.0 ft 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 Partitions Corridors above first floor Lobbies & first floor corridors Balconies (exterior) 50 psf 15 psf 80 psf 100 psf 50 psf www.struware.com PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 48 Company JOB TITLE 15.2006 Address 93 mph City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE Enclosure Classif. CHECKED BY DATE Wind Loads: ASCE 7- 10 Ultimate Wind Speed 120 mph Nominal Wind Speed 93 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 1.002 Kh case 2 1.002 Type of roof Gable Topographic Factor (Kzt Topography - Flat Hill Height (H) 0.0 ft Half Hill Length (Lh) 0.0 ft Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K, = x/Lh = 0.00 K2 = z/Lh = 0.00 K3 = At Mean Roof Ht: 28.282 Kzt = (1 +K1 K2K3)^2 = Gust Effect Factor In = 33.0 ft B = 49.8 ft /z (0.6h) = 19.8 ft Riaid Structure Fa = 0.20 £ = 500 ft Zmin = 15 ft C = 0.20 9Q, 9V = 3.4 LZ = 451.4 ft Q = 0.91 IZ = 0.22 G = 0.88 use G = 0.85 PROVIDENCE APARTMENTS H< 15ft;exp C .•. Kzt=1.0 ESCARPMEhlT V(Z) 0.000F } W.:. Pei>?.Sf'up 0.000 .((upwind) " ;z t (dowiwAnd) 1.000 3 >\.. H/2 1.00 .. . 2D RIDGE or 3D AXISYMMETRICAL MILL Flexible structure if natural frequency < 1 Hz (T > 1 second). However, if building h/B < 4 then probably rigid structure (rule of thumb). h/B = 0.66 Rigid structure G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure Natural Frequency (01) = 0.0 Hz Damping ratio (R) = 0 /b = 0.65 /a = 0.15 Vz = 105.8 N, = 0.00 Rn = 0.000 Rh = 28.282 n = 0.000 h = 33.0 ft RB = 28.282 n = 0.000 RL = 28.282 n = 0.000 gR = 0.000 R = 0.000 G = 0.000 15.2006 DF 03/04/2015 49 Company Address JOB TITLE 15.2006 City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE 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 z 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao > 1.1Aoi YES Ag 0.0 sf Ao > 4' or 0.01Ag NO Aoi 0.0 sf Aoi / Agi _< 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao z 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 Ibm/ft3 Constant = 0.00256 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 50 Company Wind Normal to Ridge B/L = 0.67 h/L = 0.66 Kzt Wind Parallel to Ridge L/B = 1.49 h/L = 0.45 JOB TITLE 15.2006 Address Windward Wall (WW) 0.80 21.4 see table below City, State 0.80 21 A see table below JOB NO. SHEET NO. Phone -13.3 -19.0 CALCULATED BY DATE 1.04 -0.40 -10.8 -16.4 -5.1 CHECKED BY DATE Wind Loads - MWFRS all h (Enclosed/partially -24.3 enclosed only) 20.1 Kh (case 2) = 1.00 h = 33.0 ft GCpi = +/-0.18 Base pressure (qh) = 31.4 psf ridge ht = 39.2 ft G = 0.85 Roof Angle (6) = 26.6 deg L = 74.0 ft qi = qh Roof tributary area - (h/2)*L: 1221 sf B = 49.8 ft -24.0 (h/2)*B: 822 sf 0.16 4.1 -1.5 9.8 h/2 to h* Ultimate Wind Surface Pressures (nsf) Surface Wind Normal to Ridge B/L = 0.67 h/L = 0.66 Kzt Wind Parallel to Ridge L/B = 1.49 h/L = 0.45 Cp ghGCp w/+gIGCp; w/-ghGCpi Dist.* Cp ghGCp w/ +q;GCpI w/ -ghGCp; Windward Wall (WW) 0.80 21.4 see table below 0.95 0.80 21 A see table below Leeward Wall (LW) -0.50 -13.3 -19.0 -7.7 1.04 -0.40 -10.8 -16.4 -5.1 Side Wall (SW) -0.70 -18.7 -24.3 -13.0 20.1 -0.70 -18.7 -24.3 -13.0 Leeward Roof (LR) -0.60 -16.0 -21.7 -10.4 34.3 31.7`• Included in windward roof Windward Roof neg press. -0.32 -8.6 -14.3 -3.0 0 to h/2* -0.90 -24.0 -29.7 -18.4 Windward Roof pos press. 0.16 4.1 -1.5 9.8 h/2 to h* -0.90 -24.0 -29.7 -18.4 h to 2h* -0.50 -13.3 -19.0 -7.7 > 2h* -0.30 -8.0 -13.7 -2.4 z I Kz Kzt 0 to 15' 0.85 1.00 20.0 ft 0.90 1.00 25.0 ft 0.95 1.00 30.0 ft 0.98 1.00 h= 33.0 ft 1.00 1.00 ridge = 39.2 ft 1.04 1.00 *Horizontal distance from windward edge psf) CombinedWW + LW Windward Wall Normal Parallel LR gZGCp w/+q GCp; WI-ghGCpi to Ridge to Ridge �WR 18.1 12.4 23.7 31.4 28.8 19.2 13.6 24.9 32.6 30.0 LW 20.1 14.5 25.8 33.5 30.9 `• 20.9 15.3 26.6 34.3 31.7`• -Wlw 21.4 15.7 27.0 34.7 32.1 22.1 16.5 27.8 35.5 32.9 L 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) 0.0 ft 0.85 1.00 0.0 Windward parapet: 0.0 psf (GCpn = +1.5) Leeward parapet: 0.0 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) 21.4 psf (upward) �DmE�»Tlox VIM NORMAL TO RIDGE WR SNR 11 WR LW.• -1 A ti' DIPECTION WIRD PARALLEL TO RIDGE +aatm ram Illki,,+� 1S IYPD"f LILMMLOKMM PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 51 Company Address City, State Phone JOB TITLE 15.2006 JOB NO. CALCULATED BY CHECKED BY • Load60'• - • • osed/parti ally enclosed • SHEET NO. DATE DATE Kz = Kh (case 1) = 1.00 Edge Strip (a) = 5.0 ft Base pressure (qh) = 31.4 psf End Zone (2a) = 10.0 ft GCpi = +/-0.18 Zone 2 length = 24.9 ft Wind Pressure Coefficients Parapet Windward parapet = 0.0 psf (GCpn = +1.5) Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0) overhangs = Horizontal MWFRS Simple Diaphragm Pressures (psf Transverse direction (normal to L) CASE A 29.5 psf Roof 1 CASE B -8.5 -19.8 2 e=26.6 deg -16.0 -27.3 3 -8.4 -19.7 -6.0 Surface GCpf w/-GCpi w/+GCpi -19.8 GCpf w/-GCpi w/+GCpi 1 0.55 0.73 0.37 -14.8 -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 4E -0.37 -0.19 -0.55 4 -0.39 -0.21 -0.57 24.8 -0.45 -0.27 -0.63 5 -7.9 -19.2 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 03/04/2015 52 -0.53 -0.35 -0.71 4E -0.53 -0.35 -0.71 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Parapet Windward parapet = 0.0 psf (GCpn = +1.5) Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0) overhangs = Horizontal MWFRS Simple Diaphragm Pressures (psf Transverse direction (normal to L) Ultimate Wind Surface Pressures (psf) 29.5 psf Roof 1 22.9 11.6 -8.5 -19.8 2 2.5 -8.8 -16.0 -27.3 3 -8.4 -19.7 -6.0 -17.3 4 -6.6 -17.9 -8.5 -19.8 5 18.2 6.9 6 -3.5 -14.8 1E 28.5 17.2 x MN -9.4 -20.7 2E -0.3 -11.6 -27.9 -39.3 3E -12.7 -24.0 -11.0 -22.3 4E -11.1 -22.5 -9.4 -20.7 5E w<MD WARD ROW 24.8 13.5 6E -7.9 -19.2 Parapet Windward parapet = 0.0 psf (GCpn = +1.5) Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0) overhangs = Horizontal MWFRS Simple Diaphragm Pressures (psf Transverse direction (normal to L) Interior Zone: Wall 29.5 psf Roof 10.9 psf End Zone: Wall 39.7 psf Roof 12.4 psf Longitudinal direction (parallel to L) Interior Zone: Wall 21.7 psf End Zone: Wall 32.7 psf PROVIDENCE APARTMENTS 15.2006 22.0 psf (upward) add to windward roof pressure sh`iNDW,zr .D 3 x MN - w<MD WARD ROW €��.... .. _.................. LE�SI,ra,R��J�_._�� r i,:?�•7�;i?`z't7�Stdr�S..�Z,FZd� T'�r�IT .......................................................................................... DF 03/04/2015 52 Company JOB TITLE 15.2006 Address City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE CHECKED BY DATE Location of MWFRS WindPressure one OHNE' les'sor:6f 0*; X-61-2215 i .... w✓d'.h?.,2.1wk'i.�.yy�� "3'.+•.�ltD {' Yyy�q ti ;X .K4 NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) E. 3E Nr r r F g MW VIRIVI'l '4. ASE* B NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. ASCE 7 -02 and ASCE 7-0 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 53 Company JOB TITLE 15.2006 Address City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE CHECKED BY DATE Ultimate Wind Pressures Kh (case 1) = 1.00 h = 33.0 ft Base pressure (qh) = 31.4 psf a = 5.0 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (8) = 26.6 deg Type of roof = Gable Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 2 Overhang Zone 3 GCp +/- GCpi Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 1 50 sf 100 sf 75 sf 1 500 sf -1.08 -1.01 -0.98 -33.9 -31.7 -30.8 -31.2 -30.8 -1.88 -1.53 -1.38 -59.0 -48.1 -43.3 -45.3 -43.3 -2.78 -2.36 -2.18 -87.3 -74.1 -68.5 -70.8 -68.5 0.68 0.54 0.48 21.4 17.0 16.0 16.0 16.0 -2.20 -2.20 -2.20 -69.1 -69.1 -69.1-69.1 -69.1 -3.70 1 -2.86 1 -2.50 -116.2 -89.8 -78.5 -83.2 -78.5 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 5.7 psf Para et qp = 0.0 psf Surface Pressure (psf) User input Solid Parapet Pressure 10 sf 100 sf 500 sf 40 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 0.01 0.0 Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 GCp +/- GCpi Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf -1.28 -1.10 -0.98 -40.2 -34.6 -30.8 -36.3 -33.0 -1.58 -1.23 -0.98 -49.6 -38.5 -30.8 -41.9 -35.2 1.18 1.00 0.88 37.1 31.5 27.6 33.2 29.8 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 54 Company JOB TITLE 15.2006 Address City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE CHECKED BY DATE Ultimate Wind Pressures Location of C&C Wind Pressure Zones Roofs w/ 0 <_ 10° and all walls h>60' Monoslope roofs 101 < 0 s 30° h <_ 60' & alt design h<90' FI Walls h:5 60' & alt design h<90' Multispan Gable & Gable 7° < 0 < 45° 2' i 3� ;----J_�. Gable, Sawtooth and Multispan Gable E):5 7 degrees & Monoslope roofs Monoslope <_ 3 degrees 3'< 0:5 10° h <_ 60' & alt design h<90' h:5 60'& alt design h<90' ri rT1 + Hip 7° < 0 <_ 27' Sawtooth 10° < e <_ 45° h:5 60'& alt design h<90' Stepped roofs 0 < 3° PROVIDENCE APARTMENTS h:5 60'& alt desfigrel3W' DF 03/04/2015 55 Company JOB TITLE 15.2006 Address 35.0 psf City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE Rain on Snow Surcharge = CHECKED BY DATE Snow Loads : ASCE 7-10 Roof slope = Horiz. eave to ridge dist (W) = Roof length parallel to ridge (L) = Type of Roof Ground Snow Load Pg = Risk Category = Importance Factor I = Thermal Factor Ct = Exposure Factor Ce = Pf = 0.7*Ce*Ct*I*Pg = Unobstructed Slippery Surface 26.6 deg 24.9 ft 74.0 ft Hip and gable w/ trussed systems 50.0 psf II 1.0 1.00 1.0 35.0 psf no Sloped -roof Factor Cs = 1.00 Balanced Snow Load Ps = 35.0 psf Rain on Snow Surcharge Angle 0.50 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 35.0 psf Minimum Snow Load Pm = 0.0 psf Uniform Roof Design Snow Load = 35.0 psf Unbalanced Snow Loads - for Hip & Gable roofs onl Nominal Snow Forces NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Required if slope is between 7 on 12 = 30.26 deg and 2.38 deg = 2.38 deg Unbalanced snow loads must be applied Windward snow load = 10.5 psf = 0.3Ps Leeward snow load from ridge to 7.54'= 64.0 psf = hdy / SIS + Ps Leeward snow load from 7.54' to the eave = 35.0 psf = Ps Windward Snow Drifts 1 - Against walls parapets, etc more than 15' Ion Upwind fetch lu = 25.0 ft Projection height h = 5.0 ft Snow density g = 20.5 pcf Balanced snow height hb = 1.71 ft hd = 1.50 ft he = 3.29 ft he/hb >0.2 = 1.9 Therefore, design for drift Drift height (hd) = 1.50 ft Drift width w = 6.00 ft he Surcharge load: pd = y*hd = 30.7 psf h Balanced Snow load: = 35.0 psf ` 65.7 psf Windward Snow Drifts 2 - Against walls, parapets, etc > 15' Upwind fetch lu = 220.0 ft Projection height h = 5.2 ft Snow density g = 20.5 pcf Balanced snow height hb = 1.71 ft hd = 4.29 ft he = 3.49 ft he/hb >0.2 = 2.0 Therefore, design for drift Drift height (hc) = 3.49 ft Drift width w = 21.11 ft Surcharge load: pd = y*hd = 71.6 psf Lu PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 56 Company Address JOB TITLE 15.2006 City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE CHECKED BY DATE Higher Roof Roof slope = 26.6 deg Horiz. eave to ridge dist (W) = 24.9 ft Roof length parallel to ridge (L) = 74.0 ft Projection height (roof step) h = Building separation s = Type of Roof Hip and gable w/ trussed systems Ground Snow Load Pg = 50.0 psf Risk Category = II Importance Factor 1 = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1.0 Pf = 0.7*Ce*Ct*I*Pg = 35.0 psf Unobstructed Slippery Surface no Sloped -roof Factor Cs = 1.00 Balanced Snow Load Ps = 35.0 psf Rain on Snow Surcharge Angle 0.50 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 35.0 psf Minimum Snow Load Pm = 0.0 psf Uniform Roof Design Snow Load = 35.0 psf Building Official Minimum = Leeward Snow Drifts - from adiacent higher roof Upper roof length lu = 8.5 ft Snow density g = 20.5 pcf Balanced snow height hb = 1.71 ft NOTE: Alternate spans of continuous beams and hd = 1.57 ft 0.0 psf he = 2.29 ft he/hb >0.2 = 1.3 Therefore, design for drift Adj structure factor = 1.00 Drift height (hd) = 1.75 ft Drift width w = 6.99 ft Surcharge load: pd = y*hd = 35.8 psf Balanced Snow load: = 35.0 psf 70.8 psf Windward Snow Drifts - from low roof against high roof Lower roof length lu = 27.0 ft Adj structure factor = 1.00 Drift height hd = 1.57 ft Drift width w = 6.27 ft Surcharge load: pd = y*hd = 32.1 psf Balanced Snow load: = 35.0 psf 67.1 psf Sliding Snow - onto lower roof Sliding snow = 0.4 Pf W = 348.6 pif Distributed over 15 feet = 23.2 psf hd+hb= 2.84 ft hd + hb < =h therefore sliding snow = 23.2 psf Balanced snow load = 35.0 psf Uniform snow load within 15' of higher roof = 58.2 psf ASCE 7-10 Lower Roof 6.00/12 = 26.6 deg 27.0 ft 12.0 ft 4.0 ft 0.0 ft Hip and gable w/ trussed systems 50.0 psf 11 1.0 1.00 1.0 35.0 psf no Nominal Snow Forces 1.00 35.0 psf 0.54 deg 5.0 psf 0.0 psf NOTE: Alternate spans of continuous beams and 35.0 psf other areas shall be loaded with half the design 0.0 psf roof snow load so as to -produce the greatest possible effect - see code. 35.0 psf Upper Roof Sliding Snow Load Balanced Snow Load W 1 ' w I Lower Roof PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 57 WIND DISTRIBUT10ft LOCATION: Providence Apartments Wind Speed: 120 Roof Press (psf): 12.4 Ridge Ht: 42 Exposure: C Wall Press (psf): 35.0 Eave Ht.: 29.5 Roof type (flat/sloped): sloped LATERAL LOADS: Story heights: Ht. of Force Story force Cumlative force (plf) Roof 29.75 ft @ 64.0 ft 676 pif 676 plf 3rd Floor 21.75 ft @ 34.3 ft 901 plf 1577 plf 2nd Floor 12.5 ft @ 12.5 ft 599 plf 2176 plf PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 58 edited 2113103 TOTAL ®ASE SHEAR COMPARISON Strength Design ROOF TRANSVERSE DIRECTION: Wind: 50,024 lbs <.... Wind Controls Design Seismic: 13,300 lbs LONGITUDINAL DIRECTION: Wind: 33,800 lbs <.... Wind Controls Design Seismic: 13,300 lbs 3RD FLOOR TRANSVERSE DIRECTION: Wind: 66,674 lbs <.... Wind Controls Design Seismic: 28,100 lbs LONGITUDINAL DIRECTION: Wind: 45,050 lbs <.... Wind Controls Design Seismic: 28,100 lbs 2ND FLOOR TRANSVERSE DIRECTION: Wind: 44,326 lbs <.... Wind Controls Design Seismic: 37,900 lbs LONGITUDINAL DIRECTION: Wind: 29,950 lbs Seismic: 37,900 lbs <.••• Seismic Controls Design PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 59 edited 613102 -Z!5 CIE: Projectrn'Dateb NaePROVIDENCE APARTMENTS qt5#2006 Initials: DF 3/04/2015 Sheet: 60 — — peg- Oomue S LS o�wm 6, -lit Initials: Sheet: Project Name:PROVIDENCE APARTMENTS roj,q 5#2006 Initials: 3/04/2015 61 (D,A -- tl, F-,N�A+ z, Project Name PROVIDENCE APARTMENTS ProjeT6006 Initials: DF Date63/04/2015 Sheet: 62 3- STORY WOOD SHEARWALL 2006 IBC, ASCEM5&2005 Nos LINE: 1 3rd Floor Walls 2nd Floor Walls 1st Floor Walls 3rd Floor Walls Lateral Force: 2nd Floor Walls Lateral Force: 1st Floor Walls Lateral Force: Lateral Force: 7504 plf Trib. Length: Lateral Force: 10001 plf Trib. Length: Lateral Force: 6649 plf Trib. Length: Trib. Length: 1 ft Less due to geo: Trib. Length: 1 ft Less due to geo: Trio. Length: 1 ft Less due to geo: Less due to geo: 0 Ib P : Less due to geo: 0 pif p : Less due to geo: 0 plf p : p: 1.00 Total Wall Length: p: 1.00 Total Wall Length: p: 1.00 Total Wall Length: Total Wall Length: 33.5 ft Short Wall Length: Total Wall Length: 33.5 ft Short Wall Length: Total Wall Length: 33.5 ft Short Wall Length: Short Wall Length: 4 ft Wall Height: Short Wall Length: 4 ft ft Wall Height: Short Wall Length: 4 ft 1 It Wall Height: Wail Height: 9.5 ft Fir Depth: 1 It Wall Height: 9.5 ft Fir Depth: 1 ft Wall Height: 9.5 ft Floor DL: Roof DL: 20 psf Trib. Width: Floor DL: 21 psf Trib. Width: Floor DL: 21 psf Trib. Width: Trib. Width: 2 ft Wall Weight: Trio. Width: 6.75 ft Wall Weight: Trib. Width: 6.75 ft Wall Weight: Wall Weight: 15 psf DL factor: Wall Weight: 15 psf DL factor: Wall Weight: 15 psf DL factor: DL factor: 0.60 Force ith level, F3: DL factor: 0.60 F2: DL factor: 0.60 FI : Force ith level, F3: 7504 Ib Force total, FT: F2: 10001 Ib FT: Fl : 6649 Ib FT: Force total, FT : 7504 Ib Shear @ level, V3 : FT : 17505 Ib V2: FT : 24154 Ib Vl : Shear @ level, V3 : 224 plf Wall V2: 299 plf Wall V1: 198 plf Wall Total shear, VT: 224 plf A VT: 523 plf B VT: 721 plf D Total O.T.M3: 71288 ft*ib Short Wall O.T.M3: Total O.T.M2: 183802.5 ft*Ib Short Wall O.T.M2: Total O.T.MI: 253617 ft*Ib Short Wall O.T.M1: Short Wall O.T.M3: 8512 ft*Ib Short Wall MR3: Short Wall O.T.M2: 21947 ft*Ib Short Wall MR2: Short Wall O.T.MI: 30282.627 ft*Ib Short Wall MRI: Short Wall MR3: 1460 ft*Ib Uplift @ level, P3: Short Wall MR2: 2274 ft*Ib Uplift @ level P2: Short Wall MR1: 2274 ft*Ib Uplift @ level PI : Uplift @ level, P3: 1909 ib Strap Uplift @ level P2: 5146 Ib Holdown Uplift @ level PI : 7230 Ib Holdown Total Uplift, PT : 1909 Ib CMST14 Total Uplift, PT : 7055 Ib CMST12 Total UPIA PT : 14284 Ib HDU14 LINE: 2 3rd Floor Walls 2nd Floor Walls 1st Floor Walls Lateral Force: 7500 plf Lateral Force: 10000 plf Lateral Force: 6649 plf Trib. Length: 1 ft Trib. Length: 1 It Trib. Length: 1 ft Less due to geo: 0 Ib Less due to geo: 0 plf Less due to geo: 0 plf P : 1.00 p : 1.00 p : 1.00 Total Wall Length: 44 ft Total Wall Length: 44 ft Total Wall Length: 44 ft Short Wall Length: 20.5 ft Short Wall Length: 20.5 ft Short Wall Length: 20.5 ft Wall Height: 9.5 ft Fir Depth: 1 ft Wall Height: 9.5 ft Fir Depth: 1 ft Wall Height: 9.5 ft Roof DL: 20 psf Floor DL: 21 psf Floor DL: 21 psf Trib. Width: 2 ft Trib. Width: 10 ft Trib. Width: 10 ft Wall Weight: 10 psf Wall Weight: 10 psf Wall Weight: 10 psf DL factor: 0.60 DL factor: 0.60 DL factor: 0.60 Force ith level, F3: 7500 Ib F2: 10000 Ib FI: 6649 Ib Force total, FT: 7500 Ib FT: 17500 Ib FT: 24149 Ib Shear @ level, V3 : 170 plf Wall V2: 227 plf Wali Vl : 151 plf Wall Total shear, VT: 170 plf A VT: 398 plf B VT: 549 plf C TotalO.T.M3: 71250 ft*Ib TotalO.T.M2: 183750 ft*Ib TotalO.T.M1: 253564.5 ft*Ib Short Wall O.T.M3: 33196 ft*Ib Short Wall O.T.M2: 85611 ft*Ib Short Wall O.T.MI: 118138.01 ft*ib Short Wall MR3: 28366.9 ft*Ib Short Wall MR2: 64088 ft*Ib Short Wall MR,: 64088 ft*Ib Uplift @ level, P3: 789 Ib Strap Uplift @ level P2: 2300 Ib Holdown Uplift @ level P1: 3887 Ib Holdown Total Uplift, PT : 789 Ib CS16 Total Uplift, PT : 3089 Ib CMSTC16 Total Uplift, PT : 6977 Ib CMST12 LINE: 3 3rd Floor Walls 2nd Floor Walls 1st Floor Walls Lateral Force: 7504 plf Lateral Force: 10001 plf Lateral Force: 6649 plf Trib. Length: 1 ft Trib. Length: 1 ft Trib. Length: 1 ft Less due to geo: 0 Ib Less due to geo: 0 plf Less due to geo: 0 plf P : 1.00 p : 1.00 p : 1.00 Total Wall Length: 33.5 ft Total Wall Length: 33.5 ft Total Wall Length: 33.5 ft Short Wall Length: 4 ft Short Wall Length: 4 ft Short Wall Length: 4 ft Wall Height: 9.5 ft Fir Depth: 1 ft Wall Height: 9.5 ft Fir Depth: 1 It Wall Height: 9.5 ft Roof DL: 20 psf Floor DL: 21 psf Floor DL: 21 psf Trib. Width: 2 ft Trib. Width: 6.75 ft Trib. Width: 6.75 ft Wall Weight: 15 psf Wall Weight: 15 psf Wall Weight: 15 psf DL factor: 0.60 DL factor: 0.60 DL factor: 0.60 Force ith level, F3: 7504 Ib F2: 10001 Ib FI : 6649 Ib Force total, FT: 7504 Ib FT: 17505 Ib FT: 24154 Ib Shear @ level, V3 : 224 plf Wail V2: 299 plf Wall Vl : 198 plf Wall Total shear, VT: 224 plf A VT: 523 pif B VT: 721 plf D Total O.T.M3: 71288 ft*Ib Total O.T.M2: 183802.5 ft*Ib Total OJAI: 253617 ft*Ib Short Wall O.T.M3: 8512 ft*Ib Short Wall O.T.M2: 21947 ft*Ib Short Wall O.T.M1: 30282.627 ft*Ib Short Wall MR3: 1460 ft*Ib Short Wall MR2: 2274 ft*Ib Short Wall MRI: 2274 ft*Ib Uplift @ level, P3: 1909 Ib Strap Uplift @ level P2: 5146 Ib Holdown Uplift @ level PI : 7230 Ib Holdown Total Uplift, PT : 1909 Ib CMST14 Total Uplift, PT : 7055 Ib CMST12 Total Uplift, PT : 14284 Ib HDU14 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 63 3- STORY WOOD 8HEARWALL 2006180, ASCE7-05 & 2005 Nos LINE: A 3rd Floor Walls 2nd Floor Walls 3rd Floor Walls Floor Walls 2nd Floor Walls plf plf 1st Floor Walls 6800 pif Lateral Force: 5100 plf plf Lateral Force: 6800 plf ft Lateral Force: 4490 plf ft Trib. Length: 1 ft ft Trib. Length: 1 ft Ib Trib. Length: 1 ft plf Less due to geo: 0 Ib pif Less due to geo: 0 pif 1.00 Less due to geo: 0 plf 1.00 p: 1.00 1.00 1.00 p: 1.00 55.5 ft p: 1.00 55.5 ft Total Wall Length: 37 ft ft Total Wall Length: 37 it ft Total Wall Length: 37 ft ft Short Wall Length: 4 ft ft Short Wall Length: 4 ft ft Short Wall Length: 4 ft ft Wall Height: 9.5 ft Fir Depth: 1 ft Wall Height: 9.5 ft Fir Depth: 1 ft Wall Height: 9.5 it psf Roof DL: 20 psf psf Floor DL: 21 psf ft Floor DL: 21 psf ft Trib. Width: 12.5 ft ft Trib. Width: 2 ft psf Trib. Width: 2 ft psf Wall Weight: 15 psf psf Wall Weight: 15 psf 0.60 Wall Weight: 15 psf 0.60 DL factor: 0.60 0.60 0.60 DL factor: 0.60 5100 Ib DL factor: 0.60 6800 Ib Force ith level, F3: 5100 Ib Ib F2: 6800 Ib Ib F,: 4490 ib Ib Force total, FT: 5100 ib Ib FT: 11900 Ib pif FT: 16390 Ib plf Shear @ level, V3 : 138 plf Wall V2: 184 plf Wali V, : 121 pif Wall Total shear, VT: 138 plf A VT: 322 pif B VT: 443 pif C TotalO.T.M3: 48450 ft*Ib ft*Ib TotalOJAI,: 124950 ft*Ib ft*Ib TotalO.T.M1: 172095 ft*Ib ft*Ib Short Wall O.T.%: 5238 ft*Ib ft*Ib Short Wall O.T.M2: 13508 ft*Ib ft*Ib Short Wall O.T.MI: 18604.865 ft*Ib ft*Ib Short Wall MR3: 3140 ft*Ib ft*lb Short Wail MR2: 1476 ft*Ib Ib Short Wall MRI: 1476 ft*Ib Ib Uplift @ level, P3: 838 Ib Strap Uplift @ level P2: 3156 Ib Holdown Uplift @ level PI : 4430 Ib Holdown Total Uplift, PT : 838 Ib C$16 Total Uplift, PT : 3994 Ib CMST14 Total Uplift, PT : 8424 Ib HDU11 LINE: B 3rd Floor Walls 2nd Floor Walls 1st Floor Walls Floor Walls Lateral Force: 5100 ' plf plf Lateral Force: 6800 pif plf Lateral Force: 4490 plf pif Trio. Length: 1 ft ft Trio. Length: 1 ft ft Trib. Length: 1 ft ft Less due to geo: 0 Ib Ib Less due to geo: 0 plf plf Less due to geo: 0 pif plf P : 1.00 1.00 p : 1.00 1.00 p : 1.00 1.00 Total Wall Length: 55.5 ft ft Total Wall Length: 55.5 ft ft Total Wall Length: 55.5 ft it Short Wall Length: 27.5 ft ft Short Wall Length: 27.5 ft ft Short Wall Length: 27.5 ft ft Wall Height: 9.5 ft Fir Depth: 1 ft Wall Height: 9.5 ft Fir Depth: 1 ft Wall Height: 9.5 ft ft - Roof DL: 20 psf psf Floor DL: 21 psf psf Floor DL: 21 psf psf Trib. Width: 12.5 ft It Trib. Width: 2 ft ft Trib. Width: 2 ft ft Wall Weight: 10 psf psf Wall Weight: 10 psf psf Wall Weight: 10 psf psf DL factor: 0.60 0.60 DL factor: 0.60 0.60 DL factor: 0.60 0.60 Force ith level, F3 : 5100 Ib Ib F2: 6800 Ib Ib Fl : 4490 Ib Ib Force total, FT: 5100 Ib Ib FT: 11900 Ib Ib FT: 16390 Ib Ib Shear @ level, V3 ; 92 pif Wall V2: 123 plf Wall VI : 81 pif Wall Total shear, VT: 92 pif A VT: 214 pif A VT: 295 plf B TotalO.T.%: 48450 ft*Ib ft*Ib Total O.T.M2: 124950 ft*Ib ft*Ib TotalO.T.M1: 172095 ft*Ib ft*Ib Short Wall O.T.M3: 24007 ft*Ib ft*ib Short Wall O.T.M2: 61912 ft*Ib ft*Ib Short Wall O.T.MI: 85272.297 ft*Ib ft*Ib Short Wall MR3: 130453 ft*Ib ft*Ib Short Wali MR2: 51803 ft*Ib ft*Ib Short Wail MRI: 51803 ft*lb ft*Ib Uplift @ level, P3: 0 Ib Strap Uplift @ level P2: 1121 Ib Holdown Uplift @ level PI: 1971 Ib Holdown Total Uplift, PT : 0 Ib N/A Total Uplift, PT : 1121 Ib CS16 Total Uplift, PT : 3092 Ib CMSTCI6 LINE: C 3rd Floor Walls 2nd Floor Walls 1st Floor Walls Lateral Force: 5100 plf Lateral Force: 6800 plf Lateral Force: 4490 pif Trib. Length: 1 ft Trio. Length: 1 ft Trib. Length: 0 ft Less due to geo: 0 Ib Less due to geo: 0 plf Less due to geo: 1 plf P : 1.00 p : 1.00 p : 1.00 Total Wall Length: 41 ft Total Wall Length: 41 ft Total Wall Length: 41 it Short Wail Length: 8 ft Short Wall Length: 8 ft Short Wall Length: 8 ft Wall Height: 9.5 ft Fir Depth: 1 ft Wall Height: 9.5 ft Fir Depth: 1 ft Wall Height: 9.5 ft Roof DL: 20 psf Floor DL: 21 psf Floor DL: 21 psf Trib. Width: 12.5 It Trib. Width: 2 ft Trib. Width: 2 ft Wall Weight: 15 psf Wall Weight: 15 psf Wall Weight: 15 psf DL factor: 0.60 DL factor: 0.60 DL factor: 0.60 Force ith level, F3 : 5100 Ib F2: 6800 Ib FI : 1 Ib Force total, FT : 5100 Ib FT: 11900 Ib FT: 11901 Ib Shear @ level, V3 : 124 plf Wall V2: 166 plf Wall VI : 0 plf Wall Total shear, VT: 124 pif A VT: 290 plf A VT: 290 plf B TotalO.T.M3: 48450 ft*Ib Total O.T.M2: 124950 ft*Ib TotalO.T.M1: 124960.5 ft*Ib Short Wall O.T.M3: 9454 ft*ib Short Wall O.T.M2: 24380 ft*Ib Short Wall OJAI: 24382.537 ft*Ib Short Wall MR3: 12560 ft*Ib Short Wall MR2: 5904 ft*Ib Short Wall MRI: 5904 ft*Ib Uplift @ level, P3: 240 Ib Strap Uplift @ level P2: 2605 Ib Holdown Uplift @ level PI : 2605 Ib Holdown Total Uplift, PT : 240 Ib CS16 Total Uplift, PT : 2844 Ib CMSTCI6 Total Uplift, PT : 5449 Ib HDU8 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 64 HORIZONTAL WOOD DIAPHRAGM Thickness: 3/8 MARK: 3rd Floor 3/8 7/16 15/32 19/32 Lateral Force: 541 plf Loading (W/E): W 10d Span: 37 ft Reaction: 10009 Ib Depth: 49.75 ft Unit Shear: 201 plf Framing Size (2x/3x): 2x Aspect Ratio: 0.74:1 OK Load Case (1.6): 1 Max Chord Force: 1.86 k Max Chord Force: DIAPHRAGM OPTIONS Edge (in): 6 Structural 1 C -D, C -C, or Sheathing MARK, •- Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 plf Loading (W/E): Nail Size: 8d 10d 8d 8d 10d 10d Ib Blocking (ft): None None None None None None C N Boundary (in): 0.31:1 OK (if blocked) Load Case (1.6): 1 Max Chord Force: a a� Edge (in): 6 6 DIAPHRAGM OPTIONS 6 6 6 o Field (In): 6 6 6 6 6 6 o Field (in): 12 12 12 12 12 12 ca Capacity (plf): 380 450 335 355 405 450 Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 Capacity (plf): 335 400 300 320 355 400 Use 19/32" 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, •- Structural 1 Lateral Force: 541 plf Loading (W/E): W 3/8 Span: 23 ft Reaction: 6222 Ib Depth: 74 ft Unit Shear: 84 plf Framing Size (2x/3x): 2x Aspect Ratio: 0.31:1 OK (if blocked) Load Case (1.6): 1 Max Chord Force: 0.48 k 6 6 DIAPHRAGM OPTIONS 6 6 6 Use 19/32" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. Block the entire diaphragm. Use 10d nails w/ 1 5/8" min penetration. Nail boundaries at 6" o.c., edges at 6' o.c., and in field at 12" o.c., max. PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 65 Structural 1 C -D, C -C, or Sheathing Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 Nail Size: 8d 10d 8d 8d 10d 10d C Blocking (ft): Full Full Full Full Full Full N Boundary (in): 6 6 6 6 6 6 ami Edge (in): 6 6 6 6 6 6 o Field (in): 12 12 12 12 12 12 m Capacity (plf): 380 450 335 355 405 450 Edge (in): Field (in): Capacity (plf): N/A N/A N/A N/A N/A N/A Use 19/32" thick C-D,C-C, or Sheathing panels and 2x minimum framing members. Block the entire diaphragm. Use 10d nails w/ 1 5/8" min penetration. Nail boundaries at 6" o.c., edges at 6' o.c., and in field at 12" o.c., max. PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 65 BASEMENT WALL ULTIMATESTRENGTH DESIGN (Act 318) DESCRIPTION: Basement Wall WALL PROPERTIES: ft : 2500 psi cvr. soil side : 2.0 in horiz. rebar : #4 pi: 0.85 Fy ; 60 ksi cvr. inside : 2.0 in vert. rebar : #5 pmin : 0.0033 (oro/3 pcalculated) wall thickness : 8 in center (Y/N) : Y pmax ; 0.0134 wall height : 8 ft d : 4 in pactual : 0.00826 rebar ea. face (YIN) : N ANALYSIS: soil height above top of wall : 0.0 ft force @ top of wall (Ib/ft) : 1067 Ka : 100 pcf force @ bot of wall (Ib/ft) : 2133 pressure @ top of wall (psf) : 0 Mu (kip•ft/ft) : 6.30 Vert. Asreq'd (int/ft) : 0.40 pressure @ bot of wall (psf) : 800 Vumax (kips) : 3.17 Horiz. Asreq'd (int/ft) : 0.192 �Vc (kips) : 4.08 OK WALL SUMMARY: I Wall Thickness: 8 in Vertical Reinforcing: #5 at Horizontal Reinforcing: #4 at U f- S O � TOP OF WALL SOIL HEIGHT v 3 3 0 SOIL PRESSURE 9 in ox. 12 in o.c. FORCE AT BOTTOM OF WALL PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 66