Dsgnr: Date: 9:01AM, 12 MAR 10 (c)1983-2009 ENERCALC Engeerg Soware B2 check @ wdnw "6" General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W6X15 Fy ksi Center Span Le Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location 7.00 7.00 Pned-Pned Bm Wt. Added to Loads LL & ST Act Together 36.00 Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. # 1 # 2 # 3 # 4 # 5 # 6 # 7 0.350 7.000 7.000 Usg: W6X15 section, Span = 7.00, Fy = 36.0ksi End Fixity = Pned-Pned, Lu = 7.00, LDF = 1.000 Actual Allowable Moment 2.236 k- 17.586 k- Max. Deflection -0.023 fb : Bendg Stress 2.746 ksi 21.600 ksi Length/DL Defl 3,619.4 : 1 fb / Fb 0.127 : 1 Length/(DL+LL Defl) 3,619.4 : 1 Shear 1.278 k 19.839 k fv : Shear Stress 0.927 ksi 14.400 ksi fv / Fv 0.064 : 1 Force & Stress k/ k/ k/ Beam OK Static Load Case Governs Stress <<-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 2.24 k- 2.24 k- Max. M - k- Max. M @ Le k- Max. M @ Right k- Shear @ Le 1.28 k 1.28 k Shear @ Right 1.28 k 1.28 k Center Defl. -0.023-0.023 0-0.023 0 0 Le Cant Defl 0 0 0 0 0 0 Right Cant Defl 0 0 0 0 0 0...Query Defl @ 0 0 0 0 0 0 Reaction @ Le Reaction @ Rt 1.28 1.28 1.28 k 1.28 1.28 1.28 k
Dsgnr: Date: 9:01AM, 12 MAR 10 (c)1983-2009 ENERCALC Engeerg Soware B2 check @ wdnw "6" Page 2 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design... W6X15 5.990 0.230 5.990 0.260 4.43 2 1.610 15.05 29.300 9.320 9.770 3.110 2.560 1.450 J 0.100 Zx 10.800 Cw 76.50 6 Zy K Weight Ixx Iyy Sxx Syy R-xx R-yy #/ 4.750 0.559
(c)1983-2009 ENERCALC Engeerg Soware B2 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W6X15 Fy ksi Center Span Le Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location 9.00 4.00 Pned-Pned Bm Wt. Added to Loads LL & ST Act Together 36.00 Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. # 1 # 2 # 3 # 4 # 5 # 6 # 7 0.111 0.126 0.184 9.000 9.000 Usg: W6X15 section, Span = 9.00, Fy = 36.0ksi End Fixity = Pned-Pned, Lu = 4.00, LDF = 1.000 Actual Allowable Moment 4.415 k- 17.586 k- Max. Deflection -0.076 fb : Bendg Stress 5.423 ksi 21.600 ksi Length/DL Defl 2,466.4 : 1 fb / Fb 0.251 : 1 Length/(DL+LL Defl) 1,425.7 : 1 Shear 1.962 k 19.839 k fv : Shear Stress 1.424 ksi 14.400 ksi fv / Fv 0.099 : 1 Force & Stress k/ k/ k/ Beam OK Static Load Case Governs Stress <<-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 4.41 k- 2.55 4.41 k- Max. M - k- Max. M @ Le k- Max. M @ Right k- Shear @ Le 1.96 k 1.13 1.96 k Shear @ Right 1.96 k 1.13 1.96 k Center Defl. -0.076-0.044-0.076-0.076 0 0 Le Cant Defl 0 0 0 0 0 0 Right Cant Defl 0 0 0 0 0 0...Query Defl @ 0 0 0 0 0 0 Reaction @ Le Reaction @ Rt 1.96 1.13 1.96 1.96 k 1.96 1.13 1.96 1.96 k
(c)1983-2009 ENERCALC Engeerg Soware B2 Page 2 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design... W6X15 5.990 0.230 5.990 0.260 4.43 2 1.610 15.05 29.300 9.320 9.770 3.110 2.560 1.450 J 0.100 Zx 10.800 Cw 76.50 6 Zy K Weight Ixx Iyy Sxx Syy R-xx R-yy #/ 4.750 0.559
(c)1983-2009 ENERCALC Engeerg Soware B3 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W8X15 Fy ksi Center Span Le Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location 1 4.00 Pned-Pned Bm Wt. Added to Loads LL & ST Act Together 36.00 Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. # 1 # 2 # 3 # 4 # 5 # 6 # 7 0.210 0.350 0.263 10 10 Usg: W8X15 section, Span = 1, Fy = 36.0ksi End Fixity = Pned-Pned, Lu = 4.00, LDF = 1.000 Actual Allowable Moment 10.476 k- 23.364 k- Max. Deflection -0.135 fb : Bendg Stress 10.654 ksi 23.760 ksi Length/DL Defl 1,291.0 : 1 fb / Fb 0.448 : 1 Length/(DL+LL Defl) 885.9 : 1 Shear 4.190 k 28.612 k fv : Shear Stress 2.109 ksi 14.400 ksi fv / Fv 0.146 : 1 Force & Stress k/ k/ k/ Beam OK Static Load Case Governs Stress <<-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 10.48 k- 7.19 10.48 k- Max. M - k- Max. M @ Le k- Max. M @ Right k- Shear @ Le 4.19 k 2.88 4.19 k Shear @ Right 4.19 k 2.88 4.19 k Center Defl. -0.135-0.093-0.135-0.135 0 0 Le Cant Defl 0 0 0 0 0 0 Right Cant Defl 0 0 0 0 0 0...Query Defl @ 0 0 0 0 0 0 Reaction @ Le Reaction @ Rt 4.19 2.88 4.19 4.19 k 4.19 2.88 4.19 4.19 k
(c)1983-2009 ENERCALC Engeerg Soware B3 Page 2 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design... W8X15 8.110 0.245 4.015 0.315 4.44 2 1.030 15.08 48.000 3.410 11.800 1.700 3.290 0.876 J 0.140 Zx 13.600 Cw 51.80 6 Zy K Weight Ixx Iyy Sxx Syy R-xx R-yy #/ 2.670 0.615
(c)1983-2009 ENERCALC Engeerg Soware B4 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W12X26 Fy ksi Center Span Le Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location 2 4.00 Pned-Pned Bm Wt. Added to Loads LL & ST Act Together 36.00 Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. # 1 # 2 # 3 # 4 # 5 # 6 # 7 0.119 0.042 0.321 0.105 20 20 Usg: W12X26 section, Span = 2, Fy = 36.0ksi End Fixity = Pned-Pned, Lu = 4.00, LDF = 1.000 Actual Allowable Moment 30.649 k- 66.132 k- Max. Deflection -0.373 fb : Bendg Stress 11.012 ksi 23.760 ksi Length/DL Defl 2,109.3 : 1 fb / Fb 0.463 : 1 Length/(DL+LL Defl) 643.4 : 1 Shear 6.130 k 40.473 k fv : Shear Stress 2.181 ksi 14.400 ksi fv / Fv 0.151 : 1 Force & Stress k/ k/ k/ Beam OK Static Load Case Governs Stress <<-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 30.65 k- 9.35 30.65 k- Max. M - k- Max. M @ Le k- Max. M @ Right k- Shear @ Le 6.13 k 1.87 6.13 k Shear @ Right 6.13 k 1.87 6.13 k Center Defl. -0.373-0.114-0.373-0.373 0 0 Le Cant Defl 0 0 0 0 0 0 Right Cant Defl 0 0 0 0 0 0...Query Defl @ 0 0 0 0 0 0 Reaction @ Le Reaction @ Rt 6.13 1.87 6.13 6.13 k 6.13 1.87 6.13 6.13 k
(c)1983-2009 ENERCALC Engeerg Soware B4 Page 2 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design... W12X26 12.220 0.230 6.490 0.380 7.65 2 1.720 25.98 204.000 17.300 33.400 5.340 5.170 1.510 J 0.300 Zx 37.200 Cw 606.00 6 Zy K Weight Ixx Iyy Sxx Syy R-xx R-yy #/ 8.170 0.680
(c)1983-2009 ENERCALC Engeerg Soware B5 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W6X25 Fy ksi Center Span Le Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location 13.50 2.00 Pned-Pned Bm Wt. Added to Loads LL & ST Act Together 36.00 Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. # 1 # 2 # 3 # 4 # 5 # 6 # 7 0.189 1.000 13.500 Usg: W6X25 section, Span = 13.50, Fy = 36.0ksi End Fixity = Pned-Pned, Lu = 2.00, LDF = 1.000 Actual Allowable Moment 27.655 k- 33.264 k- Max. Deflection -0.586 fb : Bendg Stress 19.753 ksi 23.760 ksi Length/DL Defl 1,569.2 : 1 fb / Fb 0.831 : 1 Length/(DL+LL Defl) 276.5 : 1 Shear 8.194 k 29.399 k fv : Shear Stress 4.014 ksi 14.400 ksi fv / Fv 0.279 : 1 Force & Stress k/ k/ k/ Beam OK Static Load Case Governs Stress <<-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 27.65 k- 4.87 27.65 k- Max. M - k- Max. M @ Le k- Max. M @ Right k- Shear @ Le 8.19 k 1.44 8.19 k Shear @ Right 8.19 k 1.44 8.19 k Center Defl. -0.586-0.103-0.586-0.586 0 0 Le Cant Defl 0 0 0 0 0 0 Right Cant Defl 0 0 0 0 0 0...Query Defl @ 0 0 0 0 0 0 Reaction @ Le Reaction @ Rt 8.19 1.44 8.19 8.19 k 8.19 1.44 8.19 8.19 k
(c)1983-2009 ENERCALC Engeerg Soware B5 Page 2 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design... W6X25 6.380 0.320 6.080 0.455 7.34 2 1.660 24.93 53.400 17.100 16.800 5.610 2.700 1.520 J 0.460 Zx 19.000 Cw 15 6 Zy K Weight Ixx Iyy Sxx Syy R-xx R-yy #/ 8.570 0.754
(c)1983-2009 ENERCALC Engeerg Soware B8 REVISED General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W6X9 Fy ksi Center Span Le Cant. Right Cant Lu : Unbraced Length Pot Loads Dead Load Live Load Short Term Location 21.00 21.00 Pned-Pned Bm Wt. Added to Loads LL & ST Act Together 36.00 Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. # 1 # 2 # 3 # 4 # 5 # 6 # 7 0.400 10.500 Usg: W6X9 section, Span = 21.00, Fy = 36.0ksi End Fixity = Pned-Pned, Lu = 21.00, LDF = 1.000 Actual Allowable Moment 2.602 k- 3.168 k- Max. Deflection -0.364 fb : Bendg Stress 5.615 ksi 6.837 ksi Length/DL Defl 692.0 : 1 fb / Fb 0.821 : 1 Length/(DL+LL Defl) 692.0 : 1 Shear 0.296 k 14.443 k fv : Shear Stress 0.295 ksi 14.400 ksi fv / Fv 0.020 : 1 Force & Stress k k k Beam OK Static Load Case Governs Stress <<-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 2.60 k- 2.60 k- Max. M - k- Max. M @ Le k- Max. M @ Right k- Shear @ Le 0.30 k 0.30 k Shear @ Right 0.30 k 0.30 k Center Defl. -0.364-0.364 0-0.364 0 0 Le Cant Defl 0 0 0 0 0 0 Right Cant Defl 0 0 0 0 0 0...Query Defl @ 0 0 0 0 0 0 Reaction @ Le Reaction @ Rt 0.30 0.30 0.30 k 0.30 0.30 0.30 k
(c)1983-2009 ENERCALC Engeerg Soware B8 REVISED Page 2 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design... W6X9 5.900 0.170 3.940 0.215 2.68 2 1.030 9.10 16.400 2.200 5.560 1.110 2.470 0.905 J 0.040 Zx 6.230 Cw 17.70 6 Zy K Weight Ixx Iyy Sxx Syy R-xx R-yy #/ 1.720 0.465
Rev: 580004 (c)1983-2009 ENERCALC Engeerg Soware B8 General Timber Beam General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defed Section Name MicroLam: 1.75x9.25 Center Span 21.00.....Lu 15.00 Beam Width 1.750 Le Cantilever.....Lu Beam Depth 9.250 Right Cantilever.....Lu Member Type Manuf/So.Pe Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.250 Fv Allow 285.0 psi Beam End Fixity P-P Fc Allow E 750.0 psi 1,900.0 ksi Pot Loads Dead Load 400.0 lbs lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs...distance 10 0 0 0 0 0 0 Beam Design OK Span= 21.00, Beam Width = 1.750 x Depth = 9.25, Ends are P-P Max Stress Ratio 0.894 : 1 Maximum Shear * 1.5 0.3 k Maximum Moment 2.1 k- Allowable 2.3 k- Allowable 5.8 k Max. Positive Moment 2.09 k- at 9.996 Max. Negative Moment k- at 21.000 Shear: @ Le 0.21 k @ Right 0.19 k Max @ Le Support k- Camber: @ Le 0 Max @ Right Support k- @ Center 0.909 Max. M allow 2.34 Reactions... @ Right 0 fb 1,007.10 psi fv 19.42 psi Le DL 0.21 k Max 0.21 k Fb 1,126.79 psi Fv 356.25 psi Right DL 0.19 k Max 0.19 k Deflections Center Span... Dead Load Total Load Deflection -0.606-0.606...Location 10.332 10.332...Length/Defl 415.7 415.65 Le Cantilever... Dead Load Total Load Deflection 0 0...Length/Defl 0.0 0.0 Right Cantilever... Deflection 0 0 Camber ( usg 1.5 * D.L. Defl )... @ Center 0.909...Length/Defl 0.0 0.0 @ Le 0 @ Right 0 Stress Calcs Bendg Analysis Ck 19.609 Le 27.589 Sxx 24.956 Area 16.188 2 Cf 1.000 Rb 31.628 Cl 0.347 Max Moment Sxx Req'd Allowable fb @ Center 2.09 k- 22.30 1,126.79 psi @ Le Support k- 3,25 psi @ Right Support k- 3,25 psi Shear Analysis @ Le Support @ Right Support Design Shear 0.31 k 0.29 k Area Required 0.882 2 0.802 2 Fv: Allowable 356.25 psi 356.25 psi Bearg @ Supports Max. Le Reaction 0.21 k Bearg Length Req'd 0.160 Max. Right Reaction 0.19 k Bearg Length Req'd 0.145
Rev: 580004 (c)1983-2009 ENERCALC Engeerg Soware B8 General Timber Beam Page 2 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = k- 0.21 k 00 @ Right Cant. Location = k- k 00 @ Le Cant. Location = k- k 00
Rev: 580008 (c)1983-2009 ENERCALC Engeerg Soware C1 Steel Column General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads Steel Section TS4X4X1/4 Fy Duration Factor 36.00 ksi 1.330 X-X Sidesway : Y-Y Sidesway : Column Height 10 Elastic Modulus 29,00 ksi End Fixity P-P X-X Unbraced 10 Kxx Live & Short Term Loads Combed Y-Y Unbraced 10 Kyy Axial Load... Dead Load k Ecc. for X-X Axis Moments 0.500 Live Load 3 k Ecc. for Y-Y Axis Moments 0.500 Short Term Load k Section : TS4X4X1/4, Height = 1, Axial Loads: DL =, LL = 3, ST = k, Ecc. = 0.500 Unbraced Lengths: X-X = 1, Y-Y = 1 Combed Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1-1 0.8544 0.8544 0.6144 AISC Formula H1-2 0.7248 0.7248 0.5450 AISC Formula H1-3 Restraed Restraed 1.000 1.000 Column Design OK Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 15.43 ksi 15.43 ksi 15.43 ksi 20.53 ksi fa : Actual ksi 8.36 ksi 8.36 ksi 8.36 ksi Fb:xx : Allow [F1-6] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi fb : xx Actual ksi 3.65 ksi 3.65 ksi 3.65 ksi Fb:yy : Allow [F1-6] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi Fb:yy : Allow [F1-7] & [F1-8] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi Analysis Values fb : yy Actual ksi 3.65 ksi 3.65 ksi 3.65 ksi F'ex : DL+LL 23,745 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 23,745 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 31,580 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 31,580 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -0.058 at 5.800 Max Y-Y Axis Deflection -0.058 at 5.800
Rev: 580008 (c)1983-2009 ENERCALC Engeerg Soware C1 Steel Column Page 2 Section Properties TS4X4X1/4 Depth 4.000 Weight 12.19 #/ Thickness 0.250 Ixx 8.220 Width 4.000 Iyy 8.220 Sxx 4.110 Area 3.59 2 Syy 4.110 Rt 2.000 Rxx 1.510 Ryy 1.510 Section Type = TS-Square Values for LRFD Design... J 13.500 Zx 4.970 Zy 4.970 0
Dsgnr: Date: 9:03AM, 12 MAR 10 Rev: 580000 (c)1983-2009 ENERCALC Engeerg Soware P2 Square Footg Design General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Note: Dead Load 0 k Footg Dimension 3.500 Live Load 16.200 k Thickness 12.00 Short Term Load 0 k # of Bars 3 Seismic Zone 1 Bar Size 5 Overburden Weight 0 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 3,000.0 psi LL & ST Loads Combe Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension Allowable Soil Bearg 1,50 psf Reforcg Load factorg supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factorg of entered loads to ultimate loads with this program is accordg to ACI 318-02 C.2 Rebar Requirement Actual Rebar "d" depth used 8.438 200/Fy 50 As Req'd by Analysis 15 2 M. Ref % to Req'd 20 % 3.50 square x 12.0 thick with 3- #5 bars As to USE per foot of Width 0.259 2 Total As Req'd 0.907 2 M Allow % Ref 14 Max. Static Soil Pressure 1,467.45 psf Vu : Actual One-Way 25.34 psi Allow Static Soil Pressure 1,50 psf Vn*Phi : Allow One-Way 93.11 psi Max. Short Term Soil Pressure 1,467.45 psf Vu : Actual Two-Way 101.19 psi Allow Short Term Soil Pressure 1,995.00 psf Vn*Phi : Allow Two-Way 186.23 psi Mu : Actual 3.75 Mn * Phi : Capacity 6.59 Footg OK Alternate Rebar Selections... 5 # 4's 3 # 5's 3 # 6's 2 # 7's 2 # 8's 1 # 9's 1 # 10's
Dsgnr: Date: 9:03AM, 12 MAR 10 Rev: 580000 (c)1983-2009 ENERCALC Engeerg Soware P1 Square Footg Design General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Note: Dead Load 0 k Footg Dimension 2.500 Live Load 8.100 k Thickness 12.00 Short Term Load 0 k # of Bars 3 Seismic Zone 1 Bar Size 5 Overburden Weight 0 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 3,000.0 psi LL & ST Loads Combe Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension Allowable Soil Bearg 1,50 psf Reforcg Load factorg supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factorg of entered loads to ultimate loads with this program is accordg to ACI 318-02 C.2 Rebar Requirement Actual Rebar "d" depth used 8.438 200/Fy 50 As Req'd by Analysis 07 2 M. Ref % to Req'd 14 % 2.50 square x 12.0 thick with 3- #5 bars As to USE per foot of Width 0.259 2 Total As Req'd 0.648 2 M Allow % Ref 14 Max. Static Soil Pressure 1,441.00 psf Vu : Actual One-Way 13.00 psi Allow Static Soil Pressure 1,50 psf Vn*Phi : Allow One-Way 93.11 psi Max. Short Term Soil Pressure 1,441.00 psf Vu : Actual Two-Way 48.63 psi Allow Short Term Soil Pressure 1,995.00 psf Vn*Phi : Allow Two-Way 186.23 psi Mu : Actual 1.88 Mn * Phi : Capacity 9.14 Footg OK Alternate Rebar Selections... 4 # 4's 3 # 5's 2 # 6's 2 # 7's 1 # 8's 1 # 9's 1 # 10's