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STRUCTURAL CALCULATIONS - 17-00667-00682 - 430 W 2nd S - Providence Square #1-15
STRUCTURAL CALCULATIONS PROJECT: 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 SEAL: 3632 N. RANCHO DRIVE ApNAL F LAS VEGAS, NV 89130 �65 ��sENSFo cy Phone: (702)-616-3107 Fax: (702)-616-3725 148 5 srgPe of 0DP�° Q- �REG A. ME�� 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 (G12�00Q- 1" gyperete 8.3 -M�o W �CoNG O pS,F 3/4" plywood or OSB 2.5 c -tvPPINv wood 1 -joists at 24" o.c. 3.0 1/2"gypboard 2.2 6" batt Insulation (R•25) 1.8 mech./elec./misc. 2.2 = jCK::)� 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 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 GRAVITY ANALYSIS DESIGN PROVIDENCE APARTMENTS 15.2006 OF 03/04/2015 A Rag ���- pet(9 1�.py Pt.A►N . 01 . Project Name: Project #: Initials: Date: Sheet: PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 3 9COF- 'F"Gr ft J(,. Ot= 20 4 2 4,5 ' =1.190 PLF rnlb.,D: 35 Nr A 24.51 _ (556PLI- -T' Y ( 2)((o (ocF-4Z) 1�0—' 'tTzt1p, (5' D� 20 (tF Ot 5' = 100 A -F` e.FN 5' r k 5 eLF, '1(3) 2x10KI) FAz) -M- 20 F (2lq,93) 440 PLL It4-hNs 75v(mis +�6%PLt" Project Name: Project #: Initials: Date: Sheet: PROVIDENCE APARTMENTS 15.2006 OF 03/04/2015 4 Title Block Line 1 Project Tills: You can changes this area Engineer: Project ID: using the 'Settings" menu item Project Descr: and then using the 'Printing & Title Block' selection. Description: HU -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 ofElastfcfly Load Combinatjon ASCE 7-10 Fb-Compr 875.Opsi Ebend-xx 1,300.Oksl 2.500ft Location of maximum on span Fc -Prll 600.Opsi Eminbend -xx 470.Oksi Wood Species :Douglas Fir -Larch Fc - Perp 625.Opsi 1205 Wood Grade :No.2 Fv 170.Opsl Shear Values Ft 425.Opsl Density 32.210pcf Beam Bracing :Completely Unbraced Cd CFN CI 1)(0.49) Lr(0.49 Weser 3.2x10 Span -5.00 Applied Loads__ Beam self weight calculated and added to loads Uniform Load: D = 0.490, Lr = 0.490, S = 0.8580 , Tributary Width =1.0 ft 3ximum Bending Stress Ratio = Section used for this span fb : Actual = FB : 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 Service loads entered. Load Factors will be applied for calculations. 0.719 1 Maximum Shear Stress Ratio 3-2x10 Section used for this span 793.17 psi N Actual 1,103.75psi Fv: Allowable +D+S+H Load Combination 2.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.031 in Ratio = 1907 0.000 In Ratio = 0 <360 0.050 In Ratio = 1205 0.000 In Ratio = 0 <360 0.434 : 1 3-2x10 84.79 psi 195.50 psi +D+S+H = 0.000 It Span # 1 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 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 8 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 WHO +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0fl 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 =5.0f1 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 it 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+0.7508+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: Project ID: using the "Seftings' menu item Protect Descr: and then using the "Printing & Title Block" selection. Description: Re -1 Load Combination Max Stress Ratios Segment Length Span# M V MomenlValues Cd CFN Cl Cr Cm 0 CL M fb - Pb Shear Values Fv Length =5.0 It 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 2.167 +D+0.750L+0.750S+H 2.857 1.100 1.00 1.00 1.00 1.00 1.00 1.248 +D40.760Lr+0.760L+0.450W+H 0.00 0100 0.00 0.00 Length =5.Oft 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 S Only 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length =5.Oft 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 =5.0ft 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+0.750L4450W+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 0.330 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+0.7508+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.Oft 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+0.7508-0.5250E+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-O.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.Oft 1 0.114 U69 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 it 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. '+^ Deg Location in Span VerticalReactions Support notation: Far left is#1 Values in KIPS Load Combination Supportl Support 2 Overall MINimum 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 1.246 1.248 +D+0.70E+H 1.248 1.248 +D40.760Lr+0.760L+0.450W+H 2.167 2.167 +D+0.750L+0.750S+0.450W+H 2.857 2.857 +D+0.750L+0.7508+0.5250E+H 2.857 2.857 +O.60D+0.60W+0.60H 0.749 0.749 40.60D+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. File= W:ISMEP120151151423-1.2001155947-1.200102ENGI-11CALCUL-11STRUCT-11Gravity PROVID-LEC6 ENERCALC. INC. 1983-2015. Builds.15.1.19. Vec6.14.12.31 Description : 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.Opsi Ebend-xx 1,300.Oksi Load Combination Fc -Prll 600.Opsl Eminbend -xx 470.Oksi Wood Species :Douglas Fir- Larch Fc - Perp 625.Opsi 0.000 In Ratio= Wood Grade :No.2 Fv 170.Opsl 0.000 in Ratio= 0 <360 Ft 425.Opsi Density 32.210pcf Beam Bracing :Completely Unbraced Shear Values Segment Length Span # Applied Loads Beam self weight calculated and added to loads Uniform Load : D=0.10, Lr = 0.10, S=0.1750 Maximum Bending Stress Ratio Section used for this span fb : Actual FB: 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 5.0 R Tributary Width =1.0 it Service loads entered. Load Factors will be applied for calculations. = 0.151: 1 Maximum Shear Stress Ratio r10.1 _r(0.1 S 0.175) Section used for this span = 166.14psi fv:Actual = 1,103.75psi Fv:Allowable +D+S+H Load Combination = 2.500ft Location of maximum on span = Span # 1 Span # where maximum occurs 32x10 Applied Loads Beam self weight calculated and added to loads Uniform Load : D=0.10, Lr = 0.10, S=0.1750 Maximum Bending Stress Ratio Section used for this span fb : Actual FB: 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 5.0 R Tributary Width =1.0 it Service loads entered. Load Factors will be applied for calculations. = 0.151: 1 Maximum Shear Stress Ratio 3-2x10 Section used for this span = 166.14psi fv:Actual = 1,103.75psi Fv:Allowable +D+S+H Load Combination = 2.500ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.006 in Ratio= 9352 0.000 In Ratio= 0 <360 0.010 in Ratio= 5756 0.000 in Ratio= 0 <360 = 0.091 : 1 3-2x10 = 17.76 psi 195.50 psi +D+S+H = 0.000f1 = Span # 1 Maximum Forces & Stresses for Load 0orhbjnations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C 1 Cr C m C t C L M fib Fb V Iv 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 It 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.Ofl 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 it 1 0.102 0.062 125 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 If 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 0.00 0.00 0.00 Length =5.0It 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 +D40.760L+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: Project ID: using the 'Settings' menu item Project Descr: and Cheri using the 'Printing & Title Block' selection, Description : R8-2 Load Combination Max Stress Ratios 0.164 +D+H 0.273 0.273 +D+L+H 0.273 0.273 Moment Values 0.523 - Shear Values Segment Length Span# M V Cd CFn7 Ci Cr Cm C CL M fb Rb- V fv F'v Length =5.0ft 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 0.250 0.250 L 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-0.60W+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 0.042 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-0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 U0 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 =5.0ft 1 0.070 0.042 1.60 1.100 1.00 UO 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 it 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 it 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 =5.0ft 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.Oft 1 0.025 0.015 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.20 38.33 153382 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 =5.01t 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 =5.0It 1 0.025 0.015 1.60 1.100 UO 1.00 1.00 1.00 1.00 0.20 38.33 1533.82 0.11 4.10 272.00 OVerali Maximum Deflections Load Combination Span Max.'-' Den Location in Span Load Combination Max. '+' Den Location In Span +D+S+H 1 0.0104 2.518 0.0000 0.000 Vertical Reactions Support notation: Far left Is #1 Values In KIPS Load Combination Support 1- Support OverallMINimum 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+0.7505+H 0.601 0.601 +D460W+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+0.7508+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 8 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: Rea CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: IIr� Allowable Stress Design Fb- Tension 2400 psi E: Modulus of Elasticity = 2,741.95psi Load Combination ASCE 7-10 Fb-Compr 1850 psi Ebend-xx 1800ksi = Span # 1 Span # where maximum occurs Fc -Pdl 1650 psi Eminbend -xx 930ksi Wood Species DF/DF Fc - Perp 650 psi Ebend-yy 16001ksi Wood Grade :24F -V4 Fv 265 psi Eminbend -yy 830ksl Span# M Ft 1100 psi Density 32.21 pcf Beam Bracing :Completely Unbraced C t CL M fb WAS) Lr 8.49 S 0.858 5.125x12 Span = 10.0 n 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 =1.0it Section used for this span fb : Actual FB : 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 = 0.606 1 Maximum Shear Stress Ratio 5.125x12 Section used for this span = 1,660.68psi fv:Actual = 2,741.95psi Fv: Allowable +D+S+H Load Combination = 5.000ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.146 In Ratio = 820 0.000 In Ratio = 0 <360 0.232 in Ratio = 517 0.000 In Ratio = 0 <360 = 0.438 : 1 5.125x12 133.34 psi = 304.75 psi +D+S+H 0.000fl = Span # 1 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 Fv +D+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =10.01t 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 it 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 it 1 0.606 0.438 1.15 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 it 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 33125 +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 v` = �g3f-w- X 7 5 f '?.36. f ter_. Project NamePROVIDENCE APARTMENTS Prole15 2.itials:006 inOF Dat03/04/2015 Sheef: 10 Title Block Line 1 Project Title: You can changes this area EnIneer: Project ID: using the 'Settings' menu item Pro�act Descr: and then using the 'Printing & Title Block' selection. CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: Allowable Stress Design Fb- Tenslon 2400 psi E: Modulus of Elasticity Load Combination ASC E7-10 Fb-Compr 1850 psi Ebend-xx 1800ksi Moment Values Fc -Prll 1650psl 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 M Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling +D+H 0.135 Lr 0.135 8(0,236) Q 0.135 0.135 5 0 2 6.125x12 5.125x12 Span=aW ft Span =2.50 R 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 it Load for Span Number 2 Uniform Load: D = 0,1350, Lr = 0.1350, S = 0.2360 , Tributary Width =1.0 it Section used for this span fb : Actual FB: 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 Maximum 0.055: 1 5.125x12 117.30psi = 2,127.50psi +D+S+H = 0.000ft Span # 2 im Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.005 In Ratio= 16678 -0.002 In Ratio = 28678 0.008 in Ratio= 10230 -0.003 in Ratio= 17590 0.085 : 1 5.125x12 = 25.81 psi = 304.75 psi +D+S+H 5.520ft Span # 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C CL M fb Fb V fv Pv +D+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 it 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 0 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 it 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 it 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 1.00 1,00 0.00 0.00 0.00 0.00 PROVIDENCE APARTMENTS 15.2006 OF 03/04/2015 11 Title Black Line 1 Project Title: You can changes this area Engineer: Project ID: using the 'Settings' menu Item Project Descr: and Ifien using the "Printing & Title Block' selection. Load Combination 0.247 Max Stress Ratios +D+H 0,412 0.927 +D+L+H 0.412 0.927 4D+Lr+H Moment Values 1.768 +D+S+H Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb F'b V N F'v Length =6.50 It 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 =2.50It 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 it 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 =2.50ft 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+0.75OLr+0.75OL4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 it 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 UO 1.00 078 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 It 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 It 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 It 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 4D40.750Lr+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 It 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 It 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+0,7505+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 =2.50ft 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+0.7505+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 It 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 40.60D40.60W+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 It 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 It 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 40,60D+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 It 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 It 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. '= Dell Location in Span Load Combination Max. '+' Deg Location In Span +D+S+H 1 0.0076 3.050 0.0000 2.500 2 0,0000 3.050 +D4S+H -0.0034 2.500 Load Overall MINlmum 0.247 0.556 +D+H 0,412 0.927 +D+L+H 0.412 0.927 4D+Lr+H 0.786 1.768 +D+S+H 1.065 2,397 +D+0.75OLr+0.750L+H 0.692 1.558 +D+0.750L+0.760S+H 0,902 2.030 +D+O.60W+H 0.412 0.927 +D+0.70E+H 0.412 0.927 +D+0.75OLr+0.750L+0.450W+H 0.692 1.558 +D+0.750L+0,750S+0.450W+H 0.902 2.030 +D+0.750L+0.7505+0.5250E+H 0.902 2,030 +0.60D+0,60W+0.60H 0,247 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 Far left Is 91 Values In KIPS OF 03/04/2015 12 Title Block Line 1 Project Title: You can changes this area En ineer: Project ID: using the 'Settings' menu item Pro�ect Descr: and then using the 'Printing & Title Block' selection. Vertical Reactions Suppodnotation:Farleftl0i Values in KIPS H Only PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 13 7-1 IL Sheet: 'FLax2-3-0$v- DL- IR (SF + f110 �r = 2` P� LL.- 140c97—, beep =-.sots � Iq,2"06 1 F(3-1 31L1 Kr LLa Iil7 �Fkll, 5 e io(vf�P�F, rra "I 12LL = 1320 'F% -'Z DL- \off PAF Project Name: Project #: Initials: Date: iSheet: PROVIDENCE APARTMENTS 1 15.2006 11 OF 11 03/04/2015 15 W F O R T E a MEMBER REPORT Level, Floor: Joist I piece(s) 14" TX@ 360 0 19.2" OC Overall Length: 20'1" 0 e �s� 1ss" � 0 Al locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual La Location - Allowed Result LDF Load: Cambinaoon (Pattern) Member Reaction (Ibs) 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 @ So' 1/2" 7335 Passed (730/6) 1.00 1.0 D + 1.0 L (All Spans) Ove Load Defl, (In) 0.330 @ 10' 1/2" 0.492 Passed L/714 - 1.0 D + 1.0 L(Al Spans) Total Load Defl. (In) 0.570 @ 10' 1/2" 0.656 Passed L/414) - i.0 D + 1.0 L(All Spans) TJ -Prov" Rating 48 40 Passed - Deflection criteria: LL (4480) and TL (11360). Brading (Lu): All compression edges (top and bottom) must be braced at 3' 1011/16° o/c unless detailed otherwise. Proper attachment and positioning of lateral trading 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 considewons for the TJ -Pro'" Rating Include: None - Bearing Length. Leadsto Supports( Ibs) - Supports Total Available Required Floor Total Accessories SPadng -{0.90) .Dead Live Comments 1- SLIM wall - SPF3.50" 2.25" 466 643 1109 1 1/4" Rim Board 2 -Stud wall -SPF 3.50" 2.2S" 1.82" 466 643 1109 11/4' Rim Board Ilm Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. Member 'Notas Floor lolst Weyerhaeuser Notes Weyerhaeuser warrants that the si21 ,ng of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser oTressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser Inerm)m 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 )udsdlction. The designer of record, builder or framer Is responsible W assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are thlapparty certified to sustainable forestry standards. The product appilcatlon, Input design loads, dimensions and support Information have been provided by Forte Software operator PASSED System : Floor Member -Type : 3olst Building Use : Residential Building Code : IBC Design Methodology: ASD 0 SUSTAINABLE FORESTRY INMATIVE Forte Software Operator Job Notes 2/17/2015 4:26:00 PM Daniel r Forte v4.6, Design Engine: V6.1.1.5 Engineeeringng Sy System Solutions Providence Apartment Floor Joist.4te (916)760.2030 driguoma@es2eng.com Page 1 of 1 PROVIDEWE*PART� !TS i 5.2006 DF 03/04/2015 16 Dead - Floor Live Loads -Location SPadng -{0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 20' 1" 19.2" 29.0 40.0 Residential - Living Areas Member 'Notas Floor lolst Weyerhaeuser Notes Weyerhaeuser warrants that the si21 ,ng of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser oTressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser Inerm)m 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 )udsdlction. The designer of record, builder or framer Is responsible W assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are thlapparty certified to sustainable forestry standards. The product appilcatlon, Input design loads, dimensions and support Information have been provided by Forte Software operator PASSED System : Floor Member -Type : 3olst Building Use : Residential Building Code : IBC Design Methodology: ASD 0 SUSTAINABLE FORESTRY INMATIVE Forte Software Operator Job Notes 2/17/2015 4:26:00 PM Daniel r Forte v4.6, Design Engine: V6.1.1.5 Engineeeringng Sy System Solutions Providence Apartment Floor Joist.4te (916)760.2030 driguoma@es2eng.com Page 1 of 1 PROVIDEWE*PART� !TS i 5.2006 DF 03/04/2015 16 Title Block Line 1 You can changes this area using the 'Settings" menu item and then using the 'Printing & Title Block" selection. Project Title: Ensneer: Prosect Descr: Project ID: GQDE 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.Opsi E; Modulus of Elasticity Load Combination ASCE 7-10 Fb-Comer 875.0 psi Ebend-xx 1,300.Oksi 3-2x10 Fc - PHI 600.0 psi Eminbend -xx 470.Oksi Wood Species :Douglas Fir - Larch Fc - Perp 625.0 psi 0.000 in Ratio= Wood Grade : No -2 Fv 170.0 psi 0.000 In Ratio= 0 <240 Ft 425.0psl Density 32.210pcf Beam Bracing :Completely Unbraced Shear Values Segment Length Span# or 0.319 U0.66) 3-2x10 Section used for this span 367.75psi fv: Actual 960.64ps1 Fv: Allowable +D+L+H 3-2x10 2.000ft Span = 4.0 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 it Maximum Bending Stress Ratio Section used for this span fib : Actual FB: 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 0.383 1 Maximum Shear Stress Ratio 3-2x10 Section used for this span 367.75psi fv: Actual 960.64ps1 Fv: Allowable +D+L+H Load Combination 2.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.010 in Ratio= 4843 0.000 in Ratio= 0 <360 0.015 in Ratio= 3250 0.000 In Ratio= 0 <240 = 0.259 : 1 3.2x10 = 43.97 psi = 170.00 psi +D+L+H = 3.241 ft = Span # 1 MaRl0lUfn Foi & Stre_sses for Load Combinations= Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm 0 CL M fb Fb V tv Fv +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 It 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 It 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 =4.0It 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 1A0 1.00 0.00 0.00 0.00 0.00 Length =4.00 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 =4.0It 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 17 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. Load Combination Max Stress Ratios 0.388 +D+H 0.647 0.647 +D+L+H 1.967 1.967 Moment Values 0.647 0.647 Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb Fib V fv FIV Length =4.0it 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+0S0W+H L Only 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.OIt 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 1,100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 it 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 It 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 =4.0It 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 +O+0.750L+0.7505+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 It 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.OIt 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 +O.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 it 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. '2 Deft Location In Span Load Combination Max. '+" Dell Location in Span +D+L+H 1 0.0148 2.015 0.0000 0.000 Vertical Reactions _ Support notation: Far left Is#1 Values In KIPS Load Combination Support i Support2 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+0.150L+0.7508+0.450W+H 1.637 1.637 +D+0.750L+0.7508+0.5250E+H 1.637 1.637 +0.60D+0.60W+0,60H 0.388 0.388 +0.60O+0.70E+O.60H 0.388 0.388 D Only 0.647 0.647 Lr Only L Only 1.320 1.320 6 Only 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. uescription : t -b -z CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Pronerties Analysis Method: Allowable Stress Design Fb- Tension 875.0 psi E: Modulus ofElastic#y Load Combination ASC E7-10 Fb -Compr 875.0 psi Ebend-xx 1,300.Oksi Load Combination Fc -Prll 600.Opsl Eminbend -xx 470.Oksl Wood Species ;Douglas Fir - Larch Fc - Perp 625.0 psi 0.000 in Ratio = Wood Grade No.2 Fv 170.0 psi 0.000 in Ratio = Beam Bracing ;Completely Unbraced Ft 425.0 psi Density 32.210pcf D(0.128140.271 Spen • 5.00 Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D4.1280, 0.1280, L=0.270, Tributary Width =1.0 if Section used for this span fb : Actual FB: 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 = 0.2481 Maximum Shear Stress Ratio 3-2x10 Section used for this span = 238.02 psi fv:Actual = 960.15psi Fv: Allowable +D+L+H Load Combination 3-2x10 Location of maximum on span Spen • 5.00 Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D4.1280, 0.1280, L=0.270, Tributary Width =1.0 if Section used for this span fb : Actual FB: 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 = 0.2481 Maximum Shear Stress Ratio 3-2x10 Section used for this span = 238.02 psi fv:Actual = 960.15psi Fv: Allowable +D+L+H Load Combination = 2.500ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.010 in Ratio = 6061 0.000 in Ratio = 0 <360 0.015 in Ratio = 4018 0.000 in Ratio = 0 <240 = 0.150 : 1 3-2x10 = 25.45 psi 170.00 psi +D+L+H = O.000ft = Span # 1 Wa jffuff Forces & Stresses for Load Corrlbinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN CI Cr Cm C CL M fb F'b V 1v 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 0.093 0.056 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.43 60.24 864.36 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 =5.0ft 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 fl 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+0.7508+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the 'Settings" menu item Protect Descr: and than using the "Printing & Title Block" selection. Load Combination Max Stress Ratios 0.206 +D+H 0.343 0.343 +D+L+H 1.018 1.018 Moment Values 0.343 0.343 Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb F'b V fv F'v Length = 5.0 it 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 L Only 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0ft 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+0.750L40.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length =5.0It 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 It 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 =&0It 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 +0.60DQ.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0It 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 It 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 MaAmu_m Deflections Load Combination Span Max.' Deft Location In Span Load Combination Max. "+• Deg Location In Span +D+L+H 1 0.0149 2.518 0.0000 0.000 Verttcal%ktions Support nolallon: Far left is#1 Values In KIPS Load Combination Support 1 Su000rt 2 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+0.750Lw0,750L+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+0.7501-4460W+H 0.850 0.850 +D+0.750L+0.750S+0.450W+H 0.850 0.850 +D+0.750L+0.750S40.5250E+H 0.850 0.850 +0.600+0,60W40.60H 0.206 0.206 +0.60D40.70E+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 MAN w PLL= toi:>P8FN)= &>0 o -F-. VSF 3 = `PrJPLS �...��.-�.-...yam.✓-� I`(pn! �(ZK626L(s. I� Psi Cl • ��'r 133 eLF- A I �JZi eSF( Project Name: Project #: IInitials: Date: Sheet: — PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 21 Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the 'Settings' menu item Protect Descr: and then using the 'Printing & Title Block' selection. Description: FB -3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 0.198 : 1 Section used for this span 5.125x12 fv : Actual = Load Combination Set: ASCE 7-10 Fv : Allowable 265.00 psi Load Combination +D+L+H Material Properties 0.000ft Span # where maximum occurs = Span # 1 unearyaiues Analysis Method: Allowable Stress Design Fb- Tension 2400 psi E: Modulus of Elasticity Cd Load Combination ASCE 7-10 Flo -Compr 1850 psi Ebend-xx 1800ksi CL 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 830ksi 1.00 Ft 1100 psi Density 32.21 pcf Beam Bracing :Completely Unbraced 0.00 0.00 0.00 Length =10.0 it =r0.oa Annlied 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 =l.0ft Section used for this span fb : Actual FB : 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 = 0.2731 5.125x12 652.14psi 2,386.56psi +D+L+H 5.000ft Span # 1 Maximum Shear Stress Ratio = 0.198 : 1 Section used for this span 5.125x12 fv : Actual = 52.36 psi Fv : Allowable 265.00 psi Load Combination +D+L+H Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 0.051 In Ratio = 2347 0.000 In Ratio= 0 <360 0.091 In Ratio = 1317 0.000 In Ratio= 0 <360 Load Combination Max Stress Ratios Momentyaiues unearyaiues Segment Length Span # M V Cd CFN CI Cr Cm C t CL M fib F'b V Iv F'v +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 it 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 +O+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0It 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 it 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 It 1 0.104 0.075 1.15 1.000 1.00 1.00 1.00 1.00 0.99 2.93 286.29 2141.95 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 It 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+0.750L40.750S+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 Project Title: You can changes this area Engineer: Project ID: using the "Settings' menu Item Prolecl Descr: and then using the 'Printing & Title Block' selection, Load Combination Max Stress Ratios 0.704 +D+H 1.174 1,174 +D+L+H 2.674 2.674 Moment Values 1.174 1.174 Shear Values Segment Length Span# M V Cd' CFIV CI Cr Cm C t CL M fb Fb V fv Fv 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 L Only 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 380340 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 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+0.750Lr+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 5.75 560.66 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 H 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 =10,0It 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 1.00 140 0.99 1.76 171.77 3803.40 0.57 13,79 424,00 Overall Maximum Deflections Load Combination Span Max.'-' Dell Location In Span Load Combination Max.'+° Deg Location in Span +D+L+H 1 0.0911 5.036 0.0000 0.000 notation : Far left is #1 Values in KIPS OverallMINimum 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 +M,750Lr+0.75OL4450W+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 DOnly 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 You can changes this area using the 'Settings' menu Item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Protect Descr: Project ID: Description: F84 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties 0.5431 Maximum Shear Stress Ratio = 0.303 : 1 Section used for this span 3.5x12 Analysis Method: Allowable Stress Design Fb- Tension 2400 psi E: Modulus of Elasticity fv:Actual = Load Combination ASCE 7-10 Fb -Compr 1850 psi Ebend-xx 1800ksi Load Combination Fc -Prll 1650 psi Eminbend -xx 930ksl Wood Species ;DF/DF Fc - Perp 650 psi Ebend-yy 1600ksi Wood Grade 24F - V4 Fv 265 psi Eminbend -yy 830ksl 0.00 Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0.000 In Ratio = 0 <360 1.00 1)(0.06 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 it aximum Bending Stress Ratio = 0.5431 Maximum Shear Stress Ratio = 0.303 : 1 Section used for this span 3.5x12 Section used for this span 3.5x12 lb: 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+,y Location of maximum on span = 7,00011 Location of maximum on span = 13.029ft Span #where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 0.00 0.00 0.00 Max Downward Transient Deflection 0.288 In Ratio= 584 0.117 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 1.00 Max Downward Total Deflection 0.357 In Ratio= 470 1.00 Max Upward Total Deflection 0.000 In Ratio= 0 <180 0.44 Load Combination Segment Length Span Max Stress M Ratios V Cd CFN CI Cr Cm C CL Moment Values M fb Pb V Shear Values N Fv +D+H 1.000 1.0D 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length =14.0 it 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 it 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 2,25 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 +DA,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 it 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 PROVI DENCE APARTM ENTS 15.2006 DF 03/04/2015 24 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: FBA Load Combination Max Stress Ratios 0.304 +D+H 0.507 0.507 +D+L+H 2.607 2.607 Moment Values 0.507 0.507 Shear Values Segment Length Span# M V Cd CFV CI Cr Cm 0 CL M fb Fb V fv Fv Length =14.0 it 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 +D40.60W+H L Only 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.08 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 8 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 =14.08 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+0.750L40.750S+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 8 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 1A0 1.00 0.00 0.00 0.00 0.00 Length =14.0 8 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 8 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 +0.600+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 =14,0 8 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. "Dail Location in Span Load Combination Max. '-t' Dell Local on in Span +D+L+H 1 0.3569 7.051 0.0000 0.000 Support notation: Far left Is #1 Values In KIPS 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+0.7508+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 OF 03/04/2015 25 Title Block Line 1 You can changes this area usingg the 'Settings' menu item and Cri using the 'Printing & Title Block' selection. Project Title: En ineer: Pro act Descr: Project ID: CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material 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 FB : Allowable = Fc -Pdl 600.0 psi Eminbend -xx 470.0ksl Wood Species : Douglas Fir - Larch Fc- Perp 625.0 psi 3.750ft Wood Grade No.2 Fv 170.0psi Span # where maximum occurs Maximum Deflection Ft 425.Opsl Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 1215 Max Upward Transient Deflection 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 Wdlh = 1.0 ft 3ximum Bending Stress Ratio = 0.88G 1 Maximum Shear Stress Ratio Section used for this span 2x10 Section used for this span to : Actual = 852.42psi fv : Actual FB : Allowable = 962.50psl Fv : Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 3.750ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Cr Cm Max Downward Transient Deflection 0.074 in Ratio= 1215 Max Upward Transient Deflection 0.000 In Ratio= 0 <360 Max Downward Total Deflection 0.120 In Ratio= 748 Max Upward Total Deflection 0.000 in Ratio= 0 <360 = 0.410 : 1 2x10 = 69.70 psi 170.00 psi +D+L+H 6.734 ft Span It 1 LoadCombination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL 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 =7.50 it 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 it 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 It 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 +p+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 i1 1 0.296 0.137 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.68 327.80 1106.88 0.25 26.80 195,50 +D+0,7501_r+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0100 0.00 0.00 0.00 Length =7.50 it 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 En ineer: Project ID: using the 'Settings' menu item Pro�act Descr: and Then using the'Printing & Title Block' selection. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFM CI Cr Cm C CL M fb Pb V fv Fv Length =7.50 it 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 It 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 CAO 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50 it 1 0.213 0.099 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 327.80 1540.00 025 26.80 272.00 +D+0.7501-r+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+0.75OL+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 it 1 0.468 0.217 1.60 1.100 UO 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 COO 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50 it 1 0,468 0,217 CAO 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 it 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 it 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.' ° Deg Location In Span Load Combination Max.'+° Deg Location In Span Load Combination Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.75OLr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.7OE+H +D+0.750Lr+0.7501-+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.7501-+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support 0.187 0,312 0.810 0.312 0.312 0.686 0.686 0.312 0.312 0.686 0.686 0.666 0.187 0.187 0.312 0.499 Support 0.187 0.312 0.810 0.312 0.312 0.686 0.686 0.312 0.312 0.686 0.686 0.686 0.187 0.187 0.312 0.499 Support notation: Far left Is#1 Values In KIPS PROVI DENCE APARTM ENTS 15.2006 DF 03/04/2015 27 l�n� �(oo.PsF 3 = (60 (,LF W,I'Lc lno(SFp,3'v `0-0i itf 2 G Project Name: Project #: Initials: Date: Sheet: PROVIDENCE APARTMENTS 15.2006 11 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. CODE REFERENCES' Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Analysis Method: Allowable Stress Design Fb- Tension 2,400.0 psi E: Modulus of Elasticity fv:Actual Load Combination ASCE 7-10 Fb-Compr 1,850.0psi Ebend-xx 1,800.Oksi Location of maximum on span Fc -Prll 1,650.Opsl Eminbend -xx 930.Oksl Wood Species :DF/DF Fc - Perp 650.Opsi Ebend-yy 1,600.Oksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 830.Oksi Fl 1,100.0psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Cd C FN C i 0. ]LOX IL =11.0 n _-Applied Loads 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 it Point Load : D=1.260, L = 2.10 k na 5.0 fl aximum Bending Stress Ratio Section used for this span fb : Actual FB : 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 = 0.6731 Maximum Shear Stress Ratio 5.125x12 Section used for this span = 1,614.30psi fv:Actual = 2,400.00psi Fv: Allowable +D+L+H Load Combination = 5.018ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.150 in Ratio= 879 0.000 in Ratio= 0 <360 0.244 in Ratio = 541 0.000 in Ratio= 0 <180 0.375 : 1 5.125x12 99.33 psi 265.00 psi +D+L+H 0.000ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rados MomenlValues Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t CL M fb Fb V fv Pv +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 it 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=11.01t 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 +0+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 it 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 "t -p Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the 'Settings' menu item Project Descr: and than using the "Printing & Title Block" selection. Load Combination Max Stress Ratios 0.983 +D+H 1.753 1.638 +D+L+H 4.548 4.243 Moment Values 1.753 1.638 Shear Values Segment Length Span # M V Cd 0 FN C I Cr C In 0 t C L M fb Pb V fv Pv +D+0.750L+0.750S+H +D+O.750L+O.750S+0.450W+H 3.850 3.592 1.000 1.00 1.00 1.00 1.00 1.00 -460D+0.70E+0.60H 1.052 0.00 D Only -0.000.00 0.00 Length= IUft 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+O.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 It 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 +0+O.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+O.750Lr+0.750L40.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 It 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+O.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.OIt 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 It 1 0.356 0.198 1.60 1.000 1.00 1.00 1.00 1.00 U0 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 0100 0.00 0.00 Length =11.0 It 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 +0.60O+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. "-° Dell Location in Span Load Combination Max. "+" Der Location in Span +D+L+H 1 0.2436 5.420 0.0000 0.000 Vertical Reactions Support notation: Far left Js #1 Values In KIPS Load Combination Support 1 Support 2 Overall MlNimum 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+O.750L+H 3.850 3.592 +D+0.750L+0.7508+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+O.450W+H 3.850 3.592 +D+O.750L+O.750S+0.450W+H 3.850 3.592 +D+0.750L+0.7505+0.5250E+H 3.850 3.592 +O,60D+0.60W+0.60H 1.052 0.983 -460D+0.70E+0.60H 1.052 0.983 D Only 1.753 1.638 Lr Only LOnly 2.795 2.605 S Only W Only E Only H Only 3Z) WOOD POST DESIGN DOUBLAS FIR LARCH 2006IBC -ALLOWABLE STRESS DESIGN ALLOWAOLE LOADS (KIPS) LOA. DURATION, Co = 1.00 ALLOWAMLE LOADS (KIPS) LOAD DURATION, Co = 1,15 HNBRACED HEIGHT OF POST, LE (FT) ALLOWABLE POST 8 9 10 12 14 16 18 20 BEAM BEARING 2 x 4 stud * 2.4 2.0 1.7 1.2 0.9 ... ... ... 3.3 2 x 4 no. 2 3.1 -:2,5 2.0 1:4 - 1.1 _ .... - .. ... -- 3:3 --- 2 x 6 stud " 5.8 5.4 4.9 4.0 3.2 2.5 2.1 1.7 5.2 2 x 6 no. 2 *.. 9.4 -8 1 '7:0 - 5:2 ' 3.9 3:1 2.5 2.0 5.2 4x4 no.2 7.2 5.8 4.7 3.3 2.5 ... ... .. 7.7 4 x 6 no, 2 11.1 -9.0 ` .7.4 5.2. 39 ... . - 120 '- 4x8 no.2 14.6 118 9.7 6.9 5.1 ... .. ... 15.9 6x6 no. 2: 18.0 169 '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 '.8x8 no.1- -.'51.5 '50.0 -48,1 43.4- 37.9r 32.3.- 27.2 23.0. 35.2 '. ALLOWAMLE LOADS (KIPS) LOAD DURATION, Co = 1,15 "Wall sheathing braces stud in weak axis bending PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 31 UNGRADED HEIGHT OF POST, LE (FT) ALLOWABLE POST 8 9 10 12 14 16 18 20 BEAM SEARING 2 x 4 stud * 2.5 2.1 1.7 1.2 0.9 ... ... 3.3 2x4'no. 2 3.1 -2.5 ... 2.0 1.4.: 1:1 - - 3.3. 2 x 6 stud* 6.4 59 5.3 4.2 3.3 2.6 2.1 1.7 5.2 2x6 no, 2* ' 10.0 '8.5 7.2 5.3 4.0--- 3.1 2:5- 20. -... 5.2. 4 x 4 no. 2 7.3 5.8 4.8 3.4 2.5 -- ... 7.7 4x6 no.2 11.3 9.1 -7.5 5.3' 3.9 12.0 4x8 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 6x8no. 2J .27.3 -:25.3 -23.0 :18.6 14.7.. 11.8 . 9.6 7.9' 25.8 -. 68 8 no. 1 37.3 33.9 30.4 23.9 18.7 14.8 11.9 9.8 25.8 8 x 8 no, 1 . - 58.3 -56.1 53.5 47.2 40,2 ' 33.6 28.0 - 23.5 35.2 - "Wall sheathing braces stud in weak axis bending PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 31 TRIMMER' KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical Iliad ... King stud supports only bending ... Pcap (Ibs) = 5156 Mcap (lb -ft) = 1593 trib width capacity (ft) = 9.79 for M < Mcap trib width capacity (ft) = 5.41 for d < L 1360 (governs) KING STUD WIND END ZONE: King stud supports only bending... Mcap (Ib -ft) = 1593 trib width capacity (ft) = 6.49 for M < Mcap trib width capacity (ft) = 3.59 for A < L 1360 (governs) Int KING STUD EARTHQUAKES King stud supports only bending... Mcap (Ib -ft) = 1357 trib width capacity (ft) = 15.51 trib width capacity (ft) = 7.04 for M < Mcap for A < L / 360 (governs) erior Zone 2x6 Wall Ext Firs USE: 2 X 6 Q 16 " O.C. ALLOWABLESrRESS 1D+1L+IS DESIGN 2012 NOS OPENING WIDTH 11)+0.7EQ FcE (psi) = 1002 1002 DEMORIPTIONI 2x6 Wall Ext Firs Axial 1002 1002 Loads to Wall: 894 w Load Combinations 894 894 Height, le (ft) : 10.0 a (in) 229 OK DL LL trib 1 2&S 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 16 3 2 w (plf)= 1417 792 1261 1182 792 Built Up Stud? (Y/N): n w_e (pM= 0 0 0 0 0 Species Reference #: 2 ( DF No. 2 ) NDS 2012 Interior Wall? (YIN): n TRIMMER' KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical Iliad ... King stud supports only bending ... Pcap (Ibs) = 5156 Mcap (lb -ft) = 1593 trib width capacity (ft) = 9.79 for M < Mcap trib width capacity (ft) = 5.41 for d < L 1360 (governs) KING STUD WIND END ZONE: King stud supports only bending... Mcap (Ib -ft) = 1593 trib width capacity (ft) = 6.49 for M < Mcap trib width capacity (ft) = 3.59 for A < L 1360 (governs) Int KING STUD EARTHQUAKES King stud supports only bending... Mcap (Ib -ft) = 1357 trib width capacity (ft) = 15.51 trib width capacity (ft) = 7.04 for M < Mcap for A < L / 360 (governs) erior Zone 2x6 Wall Ext Firs USE: 2 X 6 Q 16 " O.C. Load Combinations 1D+1L+IS 1D+ 0.6Wend 1D+0.75L+0.45Wend+0.755 OPENING WIDTH 11)+0.7EQ FcE (psi) = 1002 1002 1002 1002 1002 F'c (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 ft, (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 6.. (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 Iliad ... King stud supports only bending ... Pcap (Ibs) = 5156 Mcap (lb -ft) = 1593 trib width capacity (ft) = 9.79 for M < Mcap trib width capacity (ft) = 5.41 for d < L 1360 (governs) KING STUD WIND END ZONE: King stud supports only bending... Mcap (Ib -ft) = 1593 trib width capacity (ft) = 6.49 for M < Mcap trib width capacity (ft) = 3.59 for A < L 1360 (governs) Int KING STUD EARTHQUAKES King stud supports only bending... Mcap (Ib -ft) = 1357 trib width capacity (ft) = 15.51 trib width capacity (ft) = 7.04 for M < Mcap for A < L / 360 (governs) erior Zone 2x6 Wall Ext Firs USE: 2 X 6 Q 16 " O.C. End Zone 2x6 Wall Ext Firs USE: 2 X 6 @ 16 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): EQ OPENING WIDTH NO. OF TRIMMERS NO.OF KING NO. OF KING STUDS END ZONE NO. OF KING 4 1 (IT) 1 STUDS INT ZONE 5 STUDS 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 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 32 EQ 3 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 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 32 WOOD STUD WALL DESIGN TRIMMER: KING GTUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Poop (lbs) = 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! KIND STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 13.78 for M < Mcap trib width capacity (ft) = 36.23 trib width capacity (ft) = 3.78 for A < L / 360 (governs) trib width capacity (ft) = 9.07 Int! X 4 @ 12 Ad Zone 2x4 Wall Int Roof USE: 2 X 4 @ 12 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENINGWIDTH (FT) ALLOWABLE III +1L+1S STRESS DESIGN - 2012 NOS 3 1D+0.7EQ FcE (psi) = 406 406 DEGDRIPTION: 2x4 Wall Int Roof Axial 406 406 Loads to Wall: 384 w Load Combinations 391 391 Height, le (ft) : 10.0 a (in) fc (psi) = 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 (psQ: 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 1 16 1 7 w (pif)= 1611 968 1450 1148 968 Built Up Stud? (Y/N): IT w_e 010= 0 0 0 0 0 Species Reference #: 2 (DF No. 2) NDS 2012 Interior Wall? (Y/N): n TRIMMER: KING GTUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Poop (lbs) = 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! KIND STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 13.78 for M < Mcap trib width capacity (ft) = 36.23 trib width capacity (ft) = 3.78 for A < L / 360 (governs) trib width capacity (ft) = 9.07 Int! X 4 @ 12 Ad Zone 2x4 Wall Int Roof USE: 2 X 4 @ 12 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENINGWIDTH (FT) Load Combinations III +1L+1S I D + 0.6Wend 1D+0.751.+0.45Wend+0.75S 3 1D+0.7EQ FcE (psi) = 406 406 406 406 406 F'c (psi) = 384 391 391 391 391 fc (psi) = 307 OK 184 OK 276 OK 219 OK 184 OK M (lb -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 A. (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 GTUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Poop (lbs) = 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! KIND STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 13.78 for M < Mcap trib width capacity (ft) = 36.23 trib width capacity (ft) = 3.78 for A < L / 360 (governs) trib width capacity (ft) = 9.07 Int! X 4 @ 12 Ad Zone 2x4 Wall Int Roof USE: 2 X 4 @ 12 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENINGWIDTH (FT) NO.OFTRIMMERS NO.OFKING STUDSINT 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 1 7 3 3 1 for M < Mcap for A < L / 360 (governs) PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 33 WOOD STUD WALL DESIGN TRIMMER: Trimmer supports only vertical load ... Pcap (lbs) = 5156 KING STUD WIND END ZnNE: King stud supports only bending... Mcap (Ib -ft) = 1593 trib width capacity (ft) = 26.54 for M < Mcap trib width capacity Int KING STUD WIND INTERIQR ZVNEI King stud supports only bending... Mcap (lb -ft) = 1593 trib width capacity (it) = 26.54 trib width capacity (H) = 14.67 KING STUD EARTHQUAKE: King stud supports only bending... Mcap (lb -ft)= 1357 trib width capacity (ft) = 31.01 for M < Mcap for A < L / 360 (governs) for M < Mcap (ft) = 14.67 for A < L / 360 (governs) trib width capacity (ft) = 14.08 for ALLOWMESFREES 1D+1L+1S DESIGN 2012 NDS 3 1D+0.7EQ FcE (psi) = 1002 1002 DEBDRIPTIONT 2K(uWall Ext Firs Axial 1002 1002 Loads to Wall: 839 w Load Combinations 894 894 Height, le (ft) : 10.0 e (in) to (psi) = DL LL trlb 1 2&3 4 &5 6 7 deflection < L/ : 360 roof 20 35 2.0 110 40 93 40 40 C & C Interior Zone (pst): 8,0 floor 21 40 49.5 3020 1040 2525 2525 1040 C & C End Zone (psf): 8.0 wail 10 0 36.0 360 360 360 360 360 earthquake pressure (psp: 5.0 mist 0 0 0 0 0 0 0 0 Snow Load? (Y/N): y 1 16 6 w (pif)= 3490 1440 2977 2925 1440 Built Up Stud? (Y/N): n w e 010= 0 0 0 0 0 Species Reference #: 2 ( DF No. 2 ) NDS 2012 Interior Wall? (Y/N): n TRIMMER: Trimmer supports only vertical load ... Pcap (lbs) = 5156 KING STUD WIND END ZnNE: King stud supports only bending... Mcap (Ib -ft) = 1593 trib width capacity (ft) = 26.54 for M < Mcap trib width capacity Int KING STUD WIND INTERIQR ZVNEI King stud supports only bending... Mcap (lb -ft) = 1593 trib width capacity (it) = 26.54 trib width capacity (H) = 14.67 KING STUD EARTHQUAKE: King stud supports only bending... Mcap (lb -ft)= 1357 trib width capacity (ft) = 31.01 for M < Mcap for A < L / 360 (governs) for M < Mcap (ft) = 14.67 for A < L / 360 (governs) trib width capacity (ft) = 14.08 for 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 F'c(psi)= 839 894 894 894 894 to (psi) = 564 OK 233 OK 481 OK 473 OK 233 OK M(lb-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 A.. (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: Trimmer supports only vertical load ... Pcap (lbs) = 5156 KING STUD WIND END ZnNE: King stud supports only bending... Mcap (Ib -ft) = 1593 trib width capacity (ft) = 26.54 for M < Mcap trib width capacity Int KING STUD WIND INTERIQR ZVNEI King stud supports only bending... Mcap (lb -ft) = 1593 trib width capacity (it) = 26.54 trib width capacity (H) = 14.67 KING STUD EARTHQUAKE: King stud supports only bending... Mcap (lb -ft)= 1357 trib width capacity (ft) = 31.01 for M < Mcap for A < L / 360 (governs) for M < Mcap (ft) = 14.67 for A < L / 360 (governs) trib width capacity (ft) = 14.08 for erlor Zone 2x4 Wall Ext Firs USE: 2 X 6 Q 16 " O.C. End Zone 2x4 Wall Ext Firs USE: 2 X 6 @16 " O.C. ( DF No. 2 ) Framing at openings (unless noted otherwise on plan): 3 OPENING WIDTH (FT) NO.OF TRIMMERS NO. OF KING NO.OF KING STU05 ENO ZONE NO. OF KING 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 A < L / 360 (governs) PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 34 STUDS INT ZONE 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 A < L / 360 (governs) PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 34 WDOD STUD WALL DESIGN TRIMMER: KIND STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 2221 Mcap (lb -ft) = 827 trib width capacity (ft) = 15.27 for M < Mcap trib width capacity (ft) = 4.41 for d < L / 360 (governs) KING STUD WIND END ZnNEI King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (it) = 15.27 for M < Mcap trib width capacity Int KING STUD EARTHgUAKEI King stud supports only bending... Mcap (lb -ft) = 634 trib width capacity (ft) = 40.14 for M < Mcap (ft) = 4.41 for A < L / 360 (governs) trio width capacity (ft) = 10.58 for ALLOWABLESTRESS DESIGN 2012 NOS 1D+0.75L+0.45Wend+0.755 1D+0.7EQ FcE(psi)= 449 DESDRIPTIGN: 2x4 Wall Ext Firs Axial 449 449 Loads to Wall: 423 w Load Combinations 431 431 Height, Is (it): 9.5 e (in) fc (psi) = 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 (psD: 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 1 16 9 w (plf)= 2383 993 2036 1983 993 Built Up Stud? (YIN): n w_e (plf)= 0 0 0 0 0 Species Reference #: 2 (DF No. 2) NDS 2012 Interior Wall? (Y/N); n TRIMMER: KIND STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 2221 Mcap (lb -ft) = 827 trib width capacity (ft) = 15.27 for M < Mcap trib width capacity (ft) = 4.41 for d < L / 360 (governs) KING STUD WIND END ZnNEI King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (it) = 15.27 for M < Mcap trib width capacity Int KING STUD EARTHgUAKEI King stud supports only bending... Mcap (lb -ft) = 634 trib width capacity (ft) = 40.14 for M < Mcap (ft) = 4.41 for A < L / 360 (governs) trio width capacity (ft) = 10.58 for Load Combinations 1D+1L+1S ID+0.6Wend 1D+0.75L+0.45Wend+0.755 1D+0.7EQ FcE(psi)= 449 449 449 449 449 Po (psi) = 423 431 431 431 431 fc (psi) = 303 OK 126 OK 258 OK 252 OK 126 OK M (lb -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 (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: KIND STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 2221 Mcap (lb -ft) = 827 trib width capacity (ft) = 15.27 for M < Mcap trib width capacity (ft) = 4.41 for d < L / 360 (governs) KING STUD WIND END ZnNEI King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (it) = 15.27 for M < Mcap trib width capacity Int KING STUD EARTHgUAKEI King stud supports only bending... Mcap (lb -ft) = 634 trib width capacity (ft) = 40.14 for M < Mcap (ft) = 4.41 for A < L / 360 (governs) trio width capacity (ft) = 10.58 for erlor Zone 2x4 Wall Ext Firs USE: 2 X 4 @8 " D.C. End Zone 2x4 Wall Ext Firs USE: 2 X 4 08 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (Fn NO. OF TRIMMERS NO. OF KING eTUOS INT ZONE NO. OF KING STUDS ENO ZONE NO, OF KING STUDS 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 30 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 A c L / 360 (governs) PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 35 EQ 2 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 30 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 A c L / 360 (governs) PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 35 WOOD STUD WALL DESIGN TRIMMERI ALLOWANESTRESSOESIG 1D+iL+1S 1D+0.6Wend 1D+0.751+0.45Wend+0.755 1D+0.7EQ Mcap (Ib -ft) = 827 DESGRIPTIONI 2x4 Wall Int Dbl Wit Axial trio width capacity (ft)= 15.27 for M <Mcap Loads to Wall: FcE (psi) = w Load Combinations 449 449 Height, Is (ft) : 9.5 a (in) 449 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 (psi): 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(pit)= 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): IT TRIMMERI Load Combinations 1D+iL+1S 1D+0.6Wend 1D+0.751+0.45Wend+0.755 1D+0.7EQ Mcap (Ib -ft) = 827 trio width capacity (ft)= 15.27 for M <Mcap 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 =I048 OK 0.15 OK 0.42 OK 0.35 OK 0.12 OK A..(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 TRIMMERI KIND STUD WIND INTERIOR ZGN6: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 2221 Mcap (Ib -ft) = 827 trio width capacity (ft)= 15.27 for M <Mcap trib width capacity (ft) = 4.41 for 0 < L / 360 (governs) KING STUD WIND END ZONE: KIND STUD EARTHRUAKEI King stud supports only bending ... King stud supports only bending... Mcap (lb -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 15.27 for M < Mcap trib width capacity (ft) = 40.14 for M < Mcap trib width capacity (it) = 4.41 for d < L / 360 (governs) trib width capacity (ft) = 10.58 for d < L / 360 (eoverns) Inters En or Zone 2x4 Wall Int Dbl Wit USE: 2 X 4 @ 8 " O.C. It Zone 2x4 Wall Int Dbl WII USE: 2 X 4 @ 8 " O.C. ( DF No. 2 ) Framing at openings (unless noted otherwise on plan): OPENING WIDTH NO. OF TRIMMERS NO.Of KING NO. OF KING STUDS END ZONE NO KING (m 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 30 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 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 36 KING (m 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 30 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 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 36 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 36 DZ�No Lonp Nb (t -tog Y/n�, J�ZoPs� t 4Ps e t3.5 ` el✓ ww. .6 O Project Name: Project #: IInitials: Date: Sheet: PROVIDENCE APARTMENTS 15.2006 DF I L 03/04/2015 1 1 37 Title Block Line 1 Project Title: You can changes this area En inner: Project ID: usirig the 'Settings' menu Item Prosect Descr: and then using the 'printing & Title Block' selection. CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 e a ' aximum Bending Stress Ratio = Load Combination Set: ASCE 7-10 0,292 :1 Section used for this span 5.125x12 Section used for this span Material Properties fib : Actual 1,181.15psi fv: Actual 61.36 psi Analysis Method: Allowable Stress Design Fb- Tension 2,400.0 psi E: Modulus of Elastic#y Load Combination ASCE 7-10 Fb-Compr 1,450.0 psi Ebend-xx 1,700.Oksl 8.500ft Fc -Prl 1,000.0 psi Eminbend -xx 880.Oksi Wood Species :SP/SP Fc - Perp 650.0 psi Ebend-yy 1,300.Oksl Wood Grade :24F - V4 Fv 210.0 psi Eminbend -yy 670.Oksi Max Upward Transient Deflection Ft 875.0psl Density 35.440pcf Beam Bracing ; Beam is Fully Braced against lateral -torsion buckling 404 Max Upward Total Deflection D 0.12 L 0.2 4 5.125x12 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 IESIGN SUMMARY e a ' aximum Bending Stress Ratio = 0.4921 Maximum Shear Stress Ratio = 0,292 :1 Section used for this span 5.125x12 Section used for this span 5.125x12 fib : Actual 1,181.15psi fv: Actual 61.36 psi FB: Allowable = 2,400,00psi Fv: Allowable = 210.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.500ft Location of maximum on span = 0.000f1 Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Ci Cr Cm Max Downward Transient Deflection 0.301 In Ratio= 677 fb Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Fv Max Downward Total Deflection 0.505 In Ratio = 404 Max Upward Total Deflection 0.000 In Ratio = 0 <240 1.00 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segmentlength Span# M V Cd CFN Ci Cr Cm C 1 CL M fb Fb 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 =17.0 It 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 it 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 =17A it 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 =17.0It 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 it 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 0100 0.00 0.00 PROVIDENCE APARTMENTS 15.2006 OF 03/04/2015 38 Title Block Line 1 Project Title: You can changes this area Engineer: Prolecl ID: using the 'Settings' menu item Protect Descr: and then using the 'Printing & Title Block' selection. Load Combination Max Stress Ratios 0.689 +D+H 1.149 1.149 +D+L+H 2.849 2.849 Moment Values 1.149 1.149 Shear Values Segment Length Span # M V Cd CFN Cl Cr Cm C t CL M fb F'b V fv F'v Length =17.0 It 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 L Only 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 0.124 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 It 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 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 +D+0.750L+0.750S40.450W+HI U00 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 4D+0.750L+0.750S40.5250E+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 9A0 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 40.60D+0,70E4601-1 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. 'Dell Location In Span Load Combination Max. '+' Deft Location In Span +D+L+H 1 0.5049 8.562 0.0000 0.000 Supportnotaton: Far left Is #1 Values In KIPS Load Combination Overall MINimum 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 +040.60W+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+0.7505+0.450W+H 2.424 2.424 +D+0.750L+0.7505+0.5250E+H 2.424 2.424 +0.60D40.60W+0.60H 0.689 0.689 +0.60D+0.70E+0.60H 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 You can changes this area using the 'Settings' menu Item and then using the'Printing & Title Block' selection. Project Tllle: Enineer: pro ?act Descn Project ID: CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 fc 1123.0 "7.50 ksl Phi Values Flexure: 0.90 fr=fc = 410.792 psi Shear: 0.750 W Density = 145.0 pcf p 1 = 0.850 �, LtWI Factor = 1.0 884 Load Combination +1,20D+0,50Lr+0,50L+W+1,60H Elastic Modulus = 3,122.0 ksl Fy- Stirrups 40.0 ksl fy - Main Rebar = 60.0 ksl E - Stirrups = 29,000.Oksi E - Main Rebar = 29,000.0 ksl Stirrup Bar Size # = # 3 +D+0.750L+0.750S+H Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-10 spn�.o a 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 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 = 0.3360, Lr = 0.060, L = 0.640 klft, Tributary Width =1.0 ft Uniform Load : D = 0.4590 kHt, Tributary Width =1.0 fl Uniform Load: D = 0.40 k/ft, Tributary Width =1.0 ft Point Load: W=15.0kno,3.0ft 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 MnPhi : Allowable 31.941 k -ft Max Downward Totar ^iflection 0.081 In Ratio= 884 Load Combination +1,20D+0,50Lr+0,50L+W+1,60H 5.795 Max Upward Total Dei ;bon 0.000 in Ratio = 999 Location of maximum on span 3.000ft 3.875 3.875 +D+0.750Lr+0,750L+H Span # where maximum occurs Span # 1 +D+0.750L+0.750S+H 5.315 5.315 Vertical Reactions Support notation: Far left is A Load Combination Support 1 Support2 Overall Ximurn 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+[ P nV FNS APAR �ITS 3.875 15.2006 DF 03/04/2015 40 +D+0750Lr+0.�5oL5oW+fii 5" 8.825 Title Block Line 1 Project Title: You can changes this area Enineer Project ID: using the'Setfings' menu item Pro act Descr: and then using the 'Printing & Title Block' selection. Uescnptlon : concrete ream Vertical Reactions. ... Support notation: Far left Is #1 Load Combination Support t Suppod2 - -- +D .750 +O.750S+0,450W+H 8.690 8.690 +D+D.750L+0.7505+O.5250E+H 5.315 5.315 +040 460W+O60H 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 W Only 7.500 7.500 E Only H Only oetween u.uu to u.uu n, Vu > RmVc, Req'd Vs = Vs> ftmax per 11,4.7.9, use stirrups: Between 0.01 to 5.99 ft, PhIVc < Vu, Req'd Vs = 5.811, use stirrups spaced at 4.000 In for Load comoinauon Location (ft) Bending Stress Results (k -ft) Segment Length Span# In Span Mu: Max Phi'Mnx Stress Ratio MAXlmum 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 +120D+1.60L+O.50S+1.60H Span # 1 1 6.000 11.58 31.94 0.36 +120D+1,60Lr+0,50L+1.60H 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+O.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 +120D+0.50Lr+0.50L+W+1.60H Span # 1 1 6.000 31.05 31.94 0.97 +120D+0.50L+0.508+W+1.60H Span # 1 1 6.000 30.91 31.94 0.97 +1.20D+0.50L+0208+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. 'De8 Location In Span Load Combination Max, '+' Deg Location in Span W Only 1 0.0900 3.060 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'VulMu Phi'Vc Comment Phi% Phl'Vn Spacing (in) Load Combination Number (ft) (In) Actual Design (k -ft) (k) (k) (k) Req'd Suggest +1 20D .50Lr+0.50L+W+ ( 1 0.00 3.00 13.20 13.20 0.00 1.00 1.87 Vu> PhiVc Vs> Vs:ma 1,9 0.0 0.0 +1.20D+O.50Lr+O.50L+W+1.61 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+O.50Lr+0.50L+W+1,61 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 +120D+O.50Lr+0.50L+W+1.6( 1 0.04 9.00 13.12 13.12 0.53 1.00 7,36 PhiVe<Vu 5.761 22.2 4.5 4.0 +120D+O.50Lr+0.50L+W+1.6( 1 0.05 9.00 13.10 13.10 0.70 1.00 7,36 PhiVc<Vu 5.735 222 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+O.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 +120D+0.50Lr+O.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 +120D+0.50Lr+O.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 +1,200+O.50Lr+0,50L+W+1.6( 1 0.12 9,00 12.97 12.97 1.57 1.00 7.36 PhIVc<Vu 5.609 22.2 4.5 4.0 +1.20IX.50Lr+0((lp +(CEAPARTMENTS9.00 12.95 113..006 1,74 1.00 7.3pF PhIVc < Vb3/04/2&fP 222 4.541 4.0 +1.20D+0.50Lr+0.5 + +, (`` 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 LATERAL ANALYSIS DESIGN PROVIDENCE APARTMENTS 15.2006 OF 03/04/2015 42 2/17/2015 Design Maps Summary Report MJS 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/II/III USGS-Provided Output Ss = 0.440 g SMs = 0.637 g 5❑s = 0,425 g S, = 0,156 g SM, = 0.339 g S❑, = 0.226 g For Information on how the SS and S3 values above have been calculated from probabilistic (rlsk-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, MCEs Response Spectrum Period, T (sec) Design Response Spectrum For PGAM, Ti, Cas, and Car values, please view the detailed report. Period, T (sec) 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. 00 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 43 hUp://ehp4-earthquake.or.usgs.gov/designm aps/us/sum m ery.php?tem plate=ml nl mal&I atitude=43.821846&longi tude=-111.7980519&siteclass=3&riskcategory=... 1/1 SEISMIC WEIGHT CALCULATIONS ZONEi 1 LEVEL Roof WALL Wall Type Total Length (ft) Wall Height (ft) Wall Above Height (ft) Wall (psf) ROOF Exterior Interior 240 0 10 0 0 0 17 0 Weight (k) : 20.4 0.0 Total Area (ft^2) 3452 Dead load (psf) 20 Snow Load (psf) 35 %, Snow (psf) 20%, Roof Top Equipment (lb) 500 Weight (k) : 93.7 SEIGMIO WEIGHT (K) : 1.14.1. WALL Wall Type Total Length (ft) Wall Height (ft) Wall Above Height (ft) Wall (psf) FLOOR ZONE 1 LEVEL : 3rd Floor Exterior Interior 240 366 9.33 9.33 10 10 17 10 Weight (k) : 39.4 35.4 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 SEIe MIO WEIGHT (K) : 181.8 PROVIDENCE APARTMENTS 15.2006 OF 03/04/2015 44 SEISMIC WEIGHT CALCULATIONS ZONE 1 1 LEVEL : Gnd rioor WALL Wall Type Exterior Interior Total Length (ft) 240 366 Wali 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 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) 345; 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 9E19MIO LATERAL ANALYSIS E 710 Equivalent lateral Force Procedure PROJECT NAMEI Providence Apartments IE: 1.00 R: 6.5 F,: 1.45 Risk Category: II Ci: 0.02 Fv: 2.18 ' Seismic Design Category: D Ss: 0.440 S05: 0.4247 (Eq. 11.4.1 & 11.43) Site Class: D S1: 0.156 SDf 0.2263 (Eq. 11.4.2 & 11.4.4) k: 1.00 TE: 6.0 sec. T: 0.318 sec. (12.87) 28 Governs => C:= SDI/(R/1): 0.065 (12.8.2) 19.7 0.057 W Max Ce= SDI/(R/I)T: 0.109 (12.83) (T equal or less than TE ) 3,346 9.7 Max Ci= SDi(T,)/(R/IW: 26.5 (12.8-4) (T greater than TL ) 1st 9.33 Min C,= 0.5S1/(R/1): 1,672 (12.8.6) (Slequal or greater than 0.6) 42.8 29.9 Min C,= 0.44Sos1: 0.019 (12.8.5) Seismic Base Shear (V)=C:W: 42.8k (12.81) 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 7.30 Section 12.10.1.1) h, w, w, h," F, V, V, (ASD) Level Level ft kips kip -it 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 7.30 Section 12.10.1.1) Out -of -Plane Forces and Diaphragm Anchorage (calculations per ASCE 7.10 Section 12.11) (Ultimate) (ASD) Fp=0.41ESosWw or CAW, out-of-ptane wall design forces =_> Fp: 0.17 Wp 0.12 Wp Fp mD.41Ek.SWWp anchorage to flexible diaphragm force =_> Fp: 0.34 Wp 0.24 Wp F,Wn=0.2kalEWp =_> Fp(min): 0.40 Wp 0.29 Wp PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 46 In, wP, TW+I IF, Fp,, Fp,(ASD) Level it 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=0.41ESosWw or CAW, out-of-ptane wall design forces =_> Fp: 0.17 Wp 0.12 Wp Fp mD.41Ek.SWWp anchorage to flexible diaphragm force =_> Fp: 0.34 Wp 0.24 Wp F,Wn=0.2kalEWp =_> 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 OS12 Ver 2013.05.18 www.struware.com STRUCTURAL CALCULATIONS 7.31.1 Providence Square Multi -Family Rexburg, ID PROVIDENCE APARTMENTS 15.2006 OF 03/04/2015 47 a Company JOSTITLE 15.2006 Address City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE CHECKED BY DATE www.struware.com 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 It 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) PROVIDENCE APARTMENTS 15.2006 50 psf 15 psf 80 psf 100 psf 50 psf DF 03/04/2015 48 0 Company Address City, State Phone 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 ToDOaraDhic 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: 0.20 9Q, 9v = Kzt = (1+K1K2K.3)"2 = Gust Effect Factor h = 33.0 ft B = 49.8 ft /z (0.6h) = 19.8 ft Rigid Structure 6 = 0.20 t = 500 ft Zmin = 15 ft C = 0.20 9Q, 9v = 3,4 L2 = 451.4 ft Q = 0.91 12 = 0.22 G = 0.88 use G = 0.85 PROVIDENCE APARTMENTS 0.000 0.000 1.000 1.00 JOBTITLE 15.2006 JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Flexible structure if natural frequency < 1 Hz (T > 1 second), However, K 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 (qj) = 0.0 Hz Damping ratio ((i) = 0 /b = 0.65 /a = 0.15 VZ = 105.8 Nt = 0.00 Rn = 0.000 Rh = 28,282 0 = 0.000 h = 33.0 ft RB = 28.282 rl = 0.000 RL = 28.282 rl = 0.000 9R = 0.000 R = 0.000 G = 0.000 15.2006 DF 03/04/2015 49 Company Address City, State Phone Enclosure Classification JOB TITLE 15.2006 JOB NO. SHEET NO. CALCULATED BY DATE CHECKEDBY DATE 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 Partlally Enclosed Building: Input Test Ao ]00 sf Ao z 1.1Aoi YES Ag sf Ao > 4'or 0.01Ag NOAoi sf Aoi / Agl s 0.20 NO Building is NOT Agi sf . Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao z 1.1Ao1 Ao > smaller of 4' or 0.01 Ag Aoi / Agi 5 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 of RI = 1.00 Altitude adiustment 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 I Company Address City, State Phone JOB TITLE 15.2006 JOB NO. CALCULATED BY CHECKED BY Wind Loads - MWFRS all h (Enclosed/i3artlally enclosed onl Kh (case 2) = 1.00 If = 33.0 a 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 (h/2)*B: 822 sf 4.7 23.7 -0.40 -10.8 Ultimate Wind Surface Pressures (osf) SHEET N0. DATE DATE Surface Wind Normal to Ridge B/L = 0.67 h/L = 0.66 Windward Wall Wind Parallel to Ridge L/B = 1.49 h/L = 0.45 Cp ghGCP W/+gIGCoi w/-ghGCpi Dist* Cp ghGCP W/+q;GCpl W/-ghGCpi Windward Wall (WW) 0.80 21.4 see table below w/+glGCpl 0.80 21.4 see table below Leeward Wall (LW) -0.50 -13.3 -19.0 4.7 23.7 -0.40 -10.8 -16.4 -5.1 Side Wall (SW) -0.70 -18.7 -24.3 -13.0 32.6 -0.70 -18.7 -24.3 -13.0 Leeward Roof (LR) -0.60 -16.0 -21.7 -10.4 30.9 30.0 ft 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 27.8 35.5 32.9 If to 2h* -0.50 -13.3 -19.0 -7.7 > 2h* -0.30 -8.0 -13.7 -2.4 'Horizontal olstance from windward edge Windward Wall Pressures at "z" (osf) Windward Wall Combined WW Normal + LW Parallel z I Kz I Kzt q�GCp w/+glGCpl w/-ghGCPI to Ridge to Ridge 0 to 15' 0.85 1.00 18.1 12.4 23.7 31.4 28.8 20.0 ft 0.90 1.00 19.2 13.6 24.9 32.6 30.0 25.0 ft 0.95 1.00 20.1 14.5 25.8 33.5 30.9 30.0 ft 0.98 1.00 20.9 15.3 26.6 34.3 31.7 h= 33.0 ft 1.00 - 1.00 21.4 15.7 27.0 34.7 32.1 ridge = 39.2 ft 1.04 1.00 22.1 16.5 27.8 35.5 32.9 NOTE: See figure In ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Para et z Kz IKzt 9P (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) PROVIDENCE APARTMENTS 15.2006 ViDID NOan*Ar To TOE YMMPAE LFLTO MOK � SYP➢;htw¢rDL]nODtO DF 03/04/2015 51 Company Address City, State Phone JOB TITLE 15.2006 JOB NO, SHEET NO. CALCULATED BY _ DATE CHECKED BY _ DATE _ Wind Loads - MWFRS KS60' (Low-rise Buildings) Enclosed/partially enclosed only 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 Ultimate Wind Surface Pressures (psf) 1 CASE A -8.5 -19.8 2 CASE B -16.0 -27.3 3 e - 26.6 deg -6.0 -17.3 4 -6.6 -17.9 Surface GC fw/-GCpi w/+GCpi 18.2 6.9 GCpi w/-GCpi w/+GCpi 1 0.55 0.73 0.37 -9.4 -20.7 -0.45 -0.27 -0.63 2 -0.10 0.08 -0.28 -11.0 -22.3 -0.69 -0.51 -0.87 3 -0.45 -0.27 -0.63 24.8 13.5 -0.37 -0.19 -0.55 4 -0.39 -0.21 -0.57 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.73 0.91 0.55 -0.48 -0.30 -0.66 2E -0.19 -0.01 -0.37 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.53 -0.35 -0.71 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 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 -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 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) ct�' rAxn Transverse direction (normal to L) a Xj-0 Interior Zone: Wall 29.5 psf Roof 10.9 psf End Zone: Wall 39.7 psf` Roof 12.4 psf s Longitudinal direction (parallel to L) Interior Zone: Wall 21.7 psf End Zone: Wall 32.7 psf 22.0 psf (upward) add to windward roof pressure 13.ATTSt7FRS k.1.„8V.ATT.b1:T LQTGTTt11TAL9jK WD PROVIDENCE APARTMENTS 15.2006 OF 03/04/2015 52 Company JOBTITLE 15.2006 Address City, State JOB NO. SHEET NO, Phone CALCULATED BY DATE CHECKED BY DATE Location of MWFRS Wind Pressure Zones ZOM2iessorof 0.5 B or 2,31i' r if is negwvi �s 2F3. N.- GASE ,rs i4i�i? DiR$C ITfl`!ZASE B . ........ WT� T£) I?]itE:Ci`tQ\ XANvGE a?��'G1b NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) �S�r?eisa:t�ii�ectiol: txsx� itlitisat ili�ti�isi: . NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. ASCE 7 -02 and ASCE 7-05 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 53 Company Address City. State Phone Wind Loads - Components & Claddinq : h <= 60' JOB TITLE 15.2008 JOB N0, CALCULATED BY CHECKED BY Kh (case 1) = 1.00 h = 33.0 It Base pressure (qh) = 31.4 psf a = 5.0 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (e) = 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 SHEET NO. DATE DATE Ultimate Wind Pressures GCp +/- GCpi Surface Pressure (psf) User Input 10 sf 50 sf 100 sf 10 sf 50 sf 100 at 75 sf 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 -2.86 -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 Paraaet qp = 0.0 psf CASE A = pressure towards building (pos) CASE B = pressure away from bldg (neg) Walls Are• Negative Zone d Negative Zone f Positive Zone 4 & E iolid Parapet Pressure Surface Pressure s userinpue 10 sf 100 sf 500 sf 40 sf 'ASE A:Interior zone: Corner zone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ;ASE B: Interior zone: Corner zone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 GCp +/- GCpi Surface Pressure (psf) I User Input 10 at 100 sf 500 at 10 sf 100 sf 500 sf 1 50_ 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 0 Company JOB TITLE 15.2006 Address City, Stale JOB NO. SHEET NO. ' Phone CALCULATED BY DATE CHECKEDBY DATE Ultimate Wind Pressures Location of C&C Wind Pressure Zones WALL Roofs w/ 0 510° and all walls h>60' Monoslope roofs 106 < e 5 30° h <_ 60' & alt design h<90' 6 Walls h5 60' & alt design h<90' Gable, Sawtooth and Multispan Gable 0:5 7 degrees & Monoslope 5 3 degrees h 5 60'& alt design h<90' Monoslope roofs 3° < 0.5 100 hs 60'& alt design h<90' Multispan Gable & Gable 70 < 0 s 450 Hip 7' < e s 270 Stepped roofs 0 5 3° PROVIDENCE APARTMENTS In 5 60'& aft dGA6teb9®0' Sawtooth 10° < 6 5 45° h:5 60'& alt design h<90' OF 03/04/2015 55 Company JOB TITLE 15.2006 Address City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE CHECKED BY DATE Snow Loads : ASCE 7-10 Roof slope = 26.6 deg Horiz. save to ridge dist (W) = 24.9 it Roof length parallel to ridge (L) = 74.0 ft 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*CCI*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 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 / 4S + Ps Leeward snow load from 7.54' to the save = 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 pd Balanced snow height hb = 1.71 it hd = 1.50 R he = 3.29 ft hc/hb >0.2 = 1.9 Therefore, design for drift Drift height (hd) = 1.50 ft Drift width w = 6.00 It hC 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 It Projection height h = 5.2 ft Snow density g = 20.5 pd Balanced snow height hb = 1.71 it hd - 4.29 ft he = 3.49 ft he/hb >0.2 = 2.0 Therefore, design for drift Drift height (hc) = 3.49 It Drift width w = 21.11 it Surcharge load: pd = y*hd = 71.6 psf PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 56 Company Address City, State Phone Snow Loads - from adjacent building or roof: Higher Roof Roof slope = 26.6 deg Horiz. save 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*Cl*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 adjacent hi0her roof Upper roof length lu = 8.5 ft Snow density g = 20.5 pcf Balanced snow height hb = 1.71 ft roof snow load so as to.produce the greatest hd = 1.57ft 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 It 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 pit Distributed over 15 feet = 23.2 psf hd+hb= 2.84 ft hd + hb <=h therefore sliding snow = 23.2 psf Balanced snow load = 35.01ps Uniform snow load within 15' of higher roof = 58.2 psf JOB TITLE 15.2006 JOB NO. CALCULATED BY CHECKED BY ASCE 7-10 Lower Roof 6.00/12 = 26.6 deg 27.0 ft 12.0 it 4.0 It 0.0 ft Hip and gable w/ trussed systems 50.0 psf II 1.0 1.00 1.0 35.0 psf no 1.00 35.0 psf SHEET NO. DATE DATE Nominal Snow Forces 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 Roof 15' Sliding Snow Load Balanced Snow Load S Lower Roof X3 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 57 WIND DISTRIBUTION LODATION: 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 Cunrlative force (pit) Roof 29.75 It @ 64.0 ft 676 pit 676 plf 3rd Floor 21.75 It @ 34.3 ft 901 plf 1577 plf 2nd Floor 12.5 it @ 12.5 it 599 plf 2176 plf PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 58 ediW2/13/03 TOTAL SASE 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 c.-. Wind Controls Design Seismic: 28,100 lbs ZND FLOOR TRANSVERSE DIRECTION: Wind: 44,326 Ibs <.__. Wind Controls Design Seismic: 37,900 Ibs LONGITUDINAL DIRECTION: Wind: 29,950 Ibs Seismic: 37,900 Ibs <_.._ Seismic Controls Design PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 59 edited 613102 \ t' lO,dNlc �5b" 49% 161* u escavtct 2!5k -(WINO). ..15,E e,s0RU c� I 1.'j"lGI2w^nn.S = `�• 5 -IL �ATPz,"t— ANS '\ Lwvc t5 Project NamePROVIDENCE APARTMENTSProle42006 initials: DF Dafe03/04/2015 Sheet: 60 D ' _s C19- �.tP7l� e sem« Project Name:PROVIDENCE APARTMENTS Sheet: 61 %1S LS C�OIc"'QM N� LU/c'nS Project Name:PROVIDENCE APARTMENTS Sheet: 61 �� L%~ ifC(le, 0 -2ulck5, y�ht'nr�„f,'• VHu& r , Oovv4 LC. w") LL' t I,II�Gwr yl, C pp�vs c v✓Vw)- LA--Q-� G 2" F�61DP- NamoPROVIDENCE APARTMENTS Initials: DF Date03/04/2015 Sheat: 62 3• STORY WOOD 9HEARWALL 2006 Is., reo;T-osa 2005 noS LINE: 1 3rd Floor Walls 2nd Floor Walls 3rd Floor Walls 1st Floor Walls 2nd Floor Walls Lateral Force: 1st Floor Walls Lateral Force: Lateral Force: 7504 pit Lateral Force: Lateral Force: 10001 pit Trib. Length: Lateral Force: 6649 pit Trib. Length: Trio. Length: 1 it Trib. Length: Trib. Length: 1 it Less due to geo: Trib. Length: 1 it Less due to geo: Less due to geo: 0 Ib Less due to geo: Less due to goal 0 pit p : Less due to goal 0 pit p : p : 1.00 p : p : 1.00 Total Wall Length: p : 1.00 Total Wall Length: Total Wall Length: 33.5 it Total Wall Length: Total Wall Length: 33.5 ft Short Wall Length: Total Wall Length: 33.5 It Short Wall Length: Short Wall Length: 4 it Short Wall Length: Short Wall Length: 4 It Wall Height: Short Wall Length: 4 it it Wall Height: Wall Height: 9.5 ft Fir Depth: 1 1t Wall Height: 9.5 it Fir Depth: I ft Wall Height: 9.5 it Floor DL: Roof DL: 20 pal Floor DL: Floor DL: 21 psi Trib. Width: Floor DL: 21 psi Trib. Width: Trib. Width: 2 ft Trib. Width: Trib. Width; 6.75 ft Wall Weight: Trib. Width: 6.75 it Wali Weight: Wall Weight: 15 psi Wall Weight: Wali Weight: 15 psi DL factor: Wall Weight: 15 psi DL factor: DL factor: 0.60 DL factor: DL factor: 0.60 Force ith level, Fe: DL factor: 0.60 F2: Farce Ith level, Fa: 7504 Ib Fa: F2: 10001 Ib Force total, IF,: FI: 6649 Ib FT: Force total, Fr: 7504 Ib Fs: Fr: 17505 Ib Shear@ level, Vs: Fr: 24154 Ib Vs: Shear @ level, Vs : 224 pit Wall V2: 299 pit Wall V': 198 pit Wall Total shear, VT: 224 pit A VT: 523 pit B VT: 721 pit D Total O.T.Ms: 71288 ft -lb Total OJAI: Total OJAI: 183802.5 ft -lb Short Wall O.T.Ms: Total O.T.MI: 253617 ft -lb Short Wall O.T.Ma: Short Wall O.T.Ma: 8512 ft -lb Short Wall O.T.Ma: Short Wail O.T.%: 21947 ft -lb Short Wall Mea: Short Wall OJAI,: 30282.627 ft -ib Short Wall Mea: Short Wall Mia: 1460 ft -lb Short Wall Me,: Short Wall Mas: 2274 ft*Ib Uplift @ level, Pa: Short Wall Mnl: 2274 tt*lo Uplift @ level P2: Uplift @ level, Ps: 1909 Ib Strap Uplift @ level Pa: 5146 Ib Holdown Uplift @ level PI: 7230 Ib Holdown Total Uplift, Pr: 1909 ib CMST14 Total Uplift, Ps: 7055 Ib CMST12 Total Uplift, Pr: 14284 Ib HDU14 LINE: 2 3rd Floor Wells 2nd Floor Walls lot Floor Walls Lateral Force: 7500 pit Lateral Force: 10000 pit Lateral Force: 6649 pit Trib. Length: 1 ft Trib. Length: 1 ft Trib. Length: 1 It Less due to geo: 0 It Less due to geo: 0 pit Less due to geo: 0 pit p: 1.00 p: 1.00 p: 1.00 Total Wall Length: 44 ft Total Wall Length: 44 ft Total Well Length: 44 ft Short Wall Length: 20.5 ft Short Wall Length: 20.5 It Short Wall Length: 20.5 it Wall Height: 9.5 ft Fir Depth: 1 ft Wall Height: 9.5 R Fir Depth: 1 It Wall Height: 9.5 ft Roof DL: 20 psi Floor OL: 21 psf Floor DL: 21 psi Trib. Width: 2 9 Trib, Width: 10 It Trib. Width: 10 ft Wall Weight: 30 psi Wall Weight: 10 psi Wall Weight: 10 psi DL factor: 0.60 DL factor; 0.60 DI -factor; 0.60 Force ith level, Fs: 7500 Ib Fs: 10000 to Fa: 6649 to Force total, Fr: 7500 Ib FT: 17500 Ib Fr: 24149 to Shear @ level, Vs : 170 pit Wall Vs: 227 pit Wall V': 151 pit Wall Total shear, VT: 170 pit A VT: 398 pit B VT: 549 pit C Total O.T.Ms: 71250 ft -lb Total O.T.M2: 183750 Wib Total O.T.MI: 253564.5 ft*ib Short Wall O.T.Me: 33196 ft -lb Short Wall O.T.Ms: 85611 It -ib Short Wall OJAI: 118138.01 ft -lb Short Wall Mea: 28366.9 ft*ib Short Wall Mea: 64088 ft*Ib Short Wall Mas: 64088 ft -lb Uplift 0 level, Pa: 789 Ib Strap Uplift ®level Ps: 23W Ib Holdown Uplift@ al level Pl: 3887 Ib Holdown Total Uplift, Pa: 789 Ib CS16 Total Uplift, PT: 3089 Ib CMSTC16 Total Uplift, PT: 6977 Ib CMST32 LINE: 3 3rd Floor Walls 2nd Floor Walls 1st Floor Walls Lateral Force: 7504 pit Lateral Force: 10001 pit Lateral Force: 6649 pit Trib. Length: 1 fl Trib. Length: 1 it Trib. Length: I it Less due to geo: 0 Ib Less due to geo: 0 pit Less due to geo: 0 pit p : 1.00 p : 1.00 p : 1.00 Total Wall Length: 33.5 It 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 It Wall Height: 9.5 It Fir Depth: 1 it Wall Height: 9.5 ft Fir Depth: 1 It Wall Height: 9.5 R Roof DL: 20 psi Floor DL: 21 psi Floor DL: 21 psi Trib. Width: 2 ft Trib. Width: 6.75 ft Trib. Width: 6.75 ft Wall Weight: 15 psi Wali Weight: 15 psi Wall Weight: 15 psi DL factor: 0.60 DL factor: 0.60 DL factor: 0.60 Force ith level, Fe: 7504 Ib F2: 10001 Ib Fa: 6649 Ib Force total, IF,: 7504 Ib FT: 17505 to Fs: 24154 Ib Shear@ level, Vs: 224 pit Wall Vs: 299 pit Wall Vs: 198 pit WaII Total shear, VT: 224 pit A VT: 523 pit B VT; 721 pit D Total O.T.Ma: 71288 ft -lb Total O.T.%: 183802.5 ft -lb Total OJAI: 253617 tt*Ib Short Wall O.T.Ms: 8512 ft*Ib Short Wall O.T.Ma: 21947 ft -lb Short Wall O.T.Ma: 30282.627 ft9b Short Wall Mea: 1460 ft -lb Short Wall Mea: 2274 ft*ib Short Wall Me,: 2274 ft -lb Uplift @ level, Pa: 1909 to Strap Uplift @ level P2: 5146 Ib Holdown Uplift @ level PI: 7230 Ib Holdown Total Uplift, PT : 1909 ib CMST14 Total Uplift, PT: 7055 to CMST32 Total Uplift, PT : 14284 Ib HDU34 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 63 3• STORY WOOD 9HEARWALL SONS Iac, ASWAS a 205 NNS LINE, A 3rd Floor Walls 2nd Floor Walls 3rd Floor Walls Floor Walls 2nd Floor Walls Lateral Force: 5100 1st Floor Walls Lateral Force: 6800 Lateral Force: 5100 pit 4490 Lateral Force: 6800 pit 1 Lateral Force: 4490 plf 1 Trib. Length: 1 it 1 Trib. Length: I It 0 Trib. Length: 1 ft 0 Less due to geo: 0 Ib 0 Less due to geo: 0 pit 1.00 Less due to geo: 0 pit 1.00 p: 1.00 p : 1.00 P: 1.00 Total Wall Length: 55.5 P; LOD Total Wall Length: 55.5 Total Wall Length: 37 It 55.5 Total Wall Length: 37 It 27,5 Total Wall Length: 37 it 27.5 Short Wall Length: 4 ft 27.5 Short Wall Length: 4 it 9.5 Short Wall Length: 4 it 9.5 Wall Height: 9.5 R Fir Depth: I ft Wall Height: 9.5 ft Fir Depth: 1 it Wall Height: 9.5 B 21 Roof DL: 20 psi 21 Floor DL: 21 pat 12.5 Floor DL: 21 psf 2 Trib. Width: 12.5 It 2 Trlb. Width: 2 ft 10 Trib. Width: 2 to 10 Wall Weight: 15 psf 10 Wall Weight: 15 psf 0,60 Wall Weight: 15 psf 0.60 DL factor: 0.60 DL factor 0.60 DL factor: 0.60 Force Ith level, Fe: 5100 DL tactor: 0.60 F2: 6800 Force ith level, Fa: 5100 Ib 4490 F2: 6800 Ib 5100 Fr: 4490 Ib 11900 Force total, FT: 5100 Ib 16390 FT: 11900 Ib 92 Fs: 16390 Ib 123 Shear 0 level, Vs: 138 pit Wall V2: 184 pit Wall Vr: 121 pit Wall Total shear, VT: - 138 pit A VT: 322 pit -B Vr: 443 pit C Total O.T.MS: 48450 ft*Ib 172095 Total O.T.MS: 124950 ft*Ib 24007 Total OJAI,: 172095 ft -lb 61912 Short Wall O.T.Ms: 5238 ft -lb 85272.297 Short Wall O.T.M2: 13508 ft -lb 130453 Short Wail OJAI,: 18604.865 WHO 51803 Short Wall Mas: 3140 ft -ib 61803 Short Wall Mae: 1476 ft*Ib 0 Short Wall Mer: 1476 ft*Ib 1121 Uplift ®level, Pa: 838 Ib Strap Uplift ®level Ps: 3156 IN Holdown Uplift @level P,: 4430 Ib Holdown Total Uplift, PT: 838 to CS36 Total Uplift, PT : 3994 Ib CMST14 Total Uplift, Pr: 8424 16 HDUll LINE. B 3rd Floor Walls 2nd Floor Walls 1st Floor Walls Lateral Force: 5100 pit Lateral Force: 6800 pit Lateral Force: 4490 pit Trib, Length: 1 it Trib. Length: 1 It Trib. Length: 1 ft Less due to geo: 0 Ib Less due to geo: 0 pit Less due to geo: 0 pit p : 1.00 P : 1.00 p : 1.00 Total Wall Length: 55.5 R Total Wall Length: 55.5 R Total Wall Length: 55.5 It Short Wail Length: 27,5 ft Short Wall Length: 27.5 it Short Wall Length: 27.5 it Wall Height: 9.5 it Fir Depth: 1 ft Wall Height: 9.5 R Fir Depth: 1 It Wall Height: 9.5 ft Roof DL: 20 psf Floor DL: 21 PSI Floor DL: 21 psf Trib. Width: 12.5 ft Trib. Width: 2 it Trib. Width: 2 ft Wall Weight: 10 pst Wall Weight: 10 psI Wall Weight: 10 psI DL factor: 0,60 DL factor: 0.60 DL factor 0.60 Force Ith level, Fe: 5100 Ib F2: 6800 Ib Fr: 4490 Ib Force total, FT: 5100 Ib Fr: 11900 Ib Fr: 16390 Ib Shear ® level, Vs : 92 pit Wall V2: 123 pit Wall Vr: 81 pit Wall Total shear, Vr: 92 pit A VT: 214 pit A VT: 295 plf 8 Total O.T.%: 48450 ft -lb Total O.T.MS: 124950 ft -lb Total O.T.M,: 172095 ft*ib Short Wall O.T.Ms: 24007 ft -lb Short Wall O,T.MO: 61912 ft -lb Short Wall O.T.M,: 85272.297 ft -lb Short Wall M.: 130453 ft -lb Short Wali Mae: 51803 ft -lb Short Wall Mar: 61803 (Min Uplift @ level, Pa: 0 Ib Strap Uplift @level Pa: 1121 Ib Holdown Uplift di] level Pr: 1971 Ib Holdown Total Uplift, Pr: 0 Ib N/A Total Uplift, Pr : 1121 Ib C816 Total Uplift, Pr: 3092 Ib CMSTC16 LINE: C 3rd Floor Walls 2nd Floor Walls 1st Floor Walls Lateral Force: 5100 pit Lateral Force: 6800 pit Lateral Force: 4490 pit Trib. Length: 1 It Trib. Length: 1 R Trib. Length: 0 ft Less due to geo: 0 Ib Less due to geo: 0 pit Less due to geo: 1 pit P : 1.00 IF : 1.00 P : 1.00 Total Wall Length: 41 ft Total Wall Length: 41 It Total Wall Length: 41 it Short Wall Length: 8 It Short Wall Length: 8 ft Short Wali Length: 8 ft Wall Height: 9.5 it Fir Depth: 1 It 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: 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 OL factor: 0.60 DL factor: 0.60 Force Ith level, Fa: 5100 Ib F2: 6800 Ib Fr: 1 Ib Force total, FT: 5100 Ib Fr: 11900 Ib Fr: 11901 Ib Shear C level, Va: 124 pit WaII V2: 166 pit Walt Vr: 0 pit Wall Total Shear, VT: 124 pit A Vr: 290 pit A VT: 290 pit e Total O,T,Ms: 48450 ft -lb Total O.T.W 124950 ft -lb Total 0.T.141: 124960.5 It -lb Short Wall O.T.MS: 9454 ft -lb Short Wall O.T.M,! 24380 Wit, Short Wall O.T.M,: 24382.537 ft -lb Short Wall Moa: 12560 ft -lb Short Wall Mee: 5904 ft9b Short Wall Me,: 5904 ft -lb Uplift @ level, Pa: 240 to Strap Uplift ® level P2: 2605 Ib Holdown Uplift @ level PI: 2605 Ib Holdown Total Uplift, Pr : 240 Ib CS36 Total Uplift, PT t 2844 IN CMSTCI6 Total Uplift, PT: 5449 Ib HOU8 PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 64 I' . HORIZONTAL WOOD DIAPHRAGM MARK: 3rd Floor Structural 1 C -D, C -C, or Sheathing Lateral Force: 541 plf Loading (W/E): w 3/8 Span: 37 ft Reaction: 10009 Ib Depth: 49.75 ft Unit Shear: 201 plf Framing Size (2x/3x): 2x None Aspect Ratio: 0.74:1 OK Load Case (1.6): 1 plf Max Chord Force: 1.86 k y Edge (in): DIAPHRAGM OPTIONS OK (if blocked) MARK: Structural 1 C -D, C -C, or Sheathing Thickness: 3/8 15/32 3/8 7/16 15/32 19/32 Nall Size: 8d 10d 8d 8d 10d 10d c Blocking (ft): None None None None None None N Boundary (in): plf Framing Size (2x/3x): 2x y Edge (in): 0.31:1 OK (if blocked) Load Case (1.6): o Field (in): Max Chord Force: 0.48 k DIAPHRAGM OPTIONS E Capacity (plf): Structural 1 C -D, C -C, or Sheathing Edge (in): 6 6 6 6 6 6 15/32 Field (in): 12 12 12 12 12 12 8d Capacity (plo: 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. N Boundary (in); MARK: Lateral Force: 541 plf Loading(W/E): W Spam 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 DIAPHRAGM OPTIONS 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 Blocking (ft); Full Full Full Full Full Full N Boundary (in); 6 6 6 6 6 6 Edge (in): 6 6 6 6 6 6 Field (in): 12 12 12 12 12 12 o Fn 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/ 15/8" 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 ULTIMATFSTREWTNOES M(AC1318) D"DRIPTION: Basement Wall WALL PROPERTIES, fc: 2500 psi cvr. soil side: 2.0 In horiz, rebar:#4 pt: 0.85 Fy: 60 kill cvr. inside: 2.0 In vert. labor: #5 pmin: 0.0033 (arWpcalcelated) wall thickness: 8 in center (Y/N): Y pmax: 0.0134 wall height: 8 I d: 41n pactual: 0.00826 rebar ea. face (YIN): N ANALYSISI soil height above top of wall : 0.0 ft Ka : 100 pcf pressure @ top of wall (psf): 0 pressure @bot of wall (psf): 800 WALL SOMMARYI Wall Thickness Vertical Reinforcing Horizontal Reinforcing force @ top of wall (lb/ft): 1067 force @ bot of wall (Ib/ft) : 2133 Mu (kip-ft/ft) : 6.30 Vumax (kips) : 3.17 @Vc(kips); 4.08 OK 81n #5 at 91n o.c. #4 at 121n o.c. 3 TOP AW AIL 3 Vert. Asreq'd (In"At): 0.40 Horiz. Asreq'd (in'/ft): 0.192 1`09 OAT WnOOM ,WALL PROVIDENCE APARTMENTS 15.2006 DF 03/04/2015 66