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HomeMy WebLinkAbout2173 SALK AVE; STRUCT CALCS; CB060217; Structural CalculationsDC8 J-O O fe 03/27/06 08:40:51Code: AISC LRFDSSteel vl 0.0Margaret Coffey, PE; C-G EngineeringDataBase: Ventana RealJREV_6Building Code: UBCl4i UooP-*u- *s~> O ^ooo I a ! SI i S2H sBUI « 1SU . em ' 1 1 af bsU ' ^1 LEU- j i E9H j 61U S 1 SUV ! i ""'9m , 2001 I 1 L8U, fill " csu ! em, em i •* sm . om ^ SOOL i SOU | eotv '• •*i i' 9001 , zou '• i son | j ' P1 iOOl -* sou ; wu ; 9001 ! MU , •* SOU ! &ut •;• flix r i -M61 ' S8--=*- ssu, i ssm S i iSU. 99U! esu, ' 09U * i 9U'1' SU i E91-H 1 8wu «I 1 S9H! SfrOl. ^i 1 S9U! 1 i Se«BU. *STOH i ow) 1 08H ffizaoi-1 see 183U. ' 8 Z9UI •« 6901 6911-. ^ Dili. i E801-, ""' l HHj SZI.V 1 i 9iOLi I U! " P6E ^1 ! 1 1 ! ml \ X 9211 I 1 - QZQl . leu ' -1 i 1 1 oeu '1 iWl | i i sen. i A \ - - 8101. 1 " ! Kl1 ! 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Q Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof = W21X73 = 37.00 SPAN INFORMATION (ft): I-End (0.00,0.00) Minimum Depth specified = 11.90 in Beam Size (User Selected) Total Beam Length (ft) Mp(kip-ft) = 716.67 POINT LOADS (kips): Dist DL RedLL 26.000 8.02 0.00 Beam Number = 484 J-End (0.00,37.00) Fy - 50.0 ksi Red% 0.0 NonRLL StorLL 0.00 0.00 Red% 0.0 RootLL 6.66 Red% 0.0 LINE LOADS (k/ft): Load 1 2 3 4 Dist 0.000 37.000 0.000 37.000 0.000 37.000 0.000 37.000 DL 0.195 0.195 0.019 0.019 0.080 0.080 0.073 0.073 LL 0.000 0.000 0.019 0.019 0.080 0.080 0.000 0.000 Red% 0.0% 0.0% 0.0% Type Red Roof Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 25.34 kips 0.90Vn = 260.44 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 242.5 242.5 @ ft 26.0 26.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 645.00 645.00 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 9.18 3.81 17.12 Right 12.43 6.51 25.34 at at at 19.24ft = 19.42ft = 19.42ft = -0.583 -0.298 -0.881 L/D = L/D = L/D = 761 1491 504 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 2/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 493 SPAN INFORMATION (ft): I-End (0.00,26.00) Minimum Depth specified - 11.90 in Beam Size (Optimum) = W18X35 Total Beam Length (ft) = 32.00 Mp(kip-ft) = 277.08 POINT LOADS (kips): J-End (32.00,26.00) Fy = 50.0 ksi Dist 8.000 8.000 16.000 16.000 24.000 24.000 DL 2.69 2.29 2.69 2.29 2.69 2.29 RedLL 0.00 0.00 0.00 0.00 0.00 0.00 Red% NonRLL StorLL 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% RoofLL 0.0 0.0 0.0 0.0 0.0 0.0 2.36 2.08 2.36 2.08 2.36 2.08 Red% 0.0 0.0 0.0 0.0 0.0 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.035 0.000 32.000 0.035 0.000 Red%Type NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 20.28 kips 0.90Vn = 143.37 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 214.5 214.5 @ ft 16.0 16.0 Lb ft 8.0 8.0 Cb 1.11 1.11 Phi 0.90 0.90 Phi*Mn kip-ft 232.86 232.86 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 8.02 6.66 20.28 Right 8.02 6.66 20.28 16.00ft = 16.00ft = 16.00ft = -0.998 -0.841 -1.089 L/D = L/D = L/D = 385 457 353 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 3/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 394 SPAN INFORMATION (ft): I-End (0.00,37.00) Minimum Depth specified = 11.90 in Beam Size (User Selected) = W16X40 Total Beam Length (ft) = 18.50 J-End (0.00,55.50) Fy = 50.0 ksi Mp(kip-ft) - LINE LOADS (k/ft): 304,17 Load 1 2 3 4 Dist 0.000 18.500 0.000 18.500 0.000 18.500 0.000 18.500 DL 0.195 0.195 0.019 0.019 0.080 0.080 0.040 0.040 LL 0.000 0.000 0.019 0.019 0.080 0.080 0.000 0.000 Red% 0.0% 0.0% 0.0% Type Red Roof Roof NonR SHEAR (Ultimate): Max Vu (L2DL+L6LL) = 5.18 kips 0.90Vn = 131.76 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 24.0 24.0 @ ft 9.3 9.3 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 273.75 273.75 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 3.09 0.92 5.18 Right 3.09 0.92 5.18 at at at 9.25ft 9.25ft 9.25ft -0.059 -0.017 -0.076 L/D L/D L/D 3785 12760 2919 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 4/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 308 SPAN INFORMATION (ft): I-End (0.00,55.50) Minimum Depth specified = 11.90 in Beam Size (User Selected) = W21X62 Total Beam Length (ft) = 14.00 Mp(kip-ft) = 600.00 LINE LOADS (k/ft): Red% 0.0% 0.0% 0.0% J-End (0.00,69.50) Fy = 50.0 ksi Load 1 2 3 4 Dist 0.000 14.000 0.000 14.000 0.000 14.000 0.000 14.000 DL 0.195 0.195 0.019 0.019 0.080 0.080 0.062 0.062 LL 0.000 0.000 0.019 0.019 0.080 0.080 0.000 0.000 Type Red Roof Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 4.10 kips 0.90Vn = 226.80 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadComho 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 14.4 14.4 @ ft 7.0 7.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 540.00 540.00 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 2.49 0.69 4.10 Right 2.49 0.69 4.10 at at at 7.00ft 7.00ft 7.00ft -0.008 -0.002 -0.010 L/D L/D L/D 21032 75596 16454 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 5/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 475 SPAN INFORMATION (ft): I-End (0.00,55.50) Minimum Depth specified = 11.90 in J-End (32.00,55.50) Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 326.67 POINT LOADS (kips): W18X40 32.00 Fy = 50.0 ksi Dist 8.000 8.000 16.000 16.000 24.000 24.000 DL 3.37 2.69 3.37 2.69 3.37 2.69 RedLL 0.00 0.00 0.00 0.00 0.00 0.00 LINE LOADS (k/ft): Load 1 Dist 0.000 32.000 DL 0.040 0.040 Red% NonRLL StorLL 0.0 0.0 0.0 0.0 0.0 0.0 LL 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 Red% — 0.00 0.00 0.00 0.00 0.00 0.00 T: No Red% 0.0 0.0 0.0 0.0 0.0 0.0 RoofLL 2.96 2.36 2.96 2.36 2.96 2.36 Red% 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 24.44 kips 0.90Vn = 152.24 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 258.6 258.6 @ ft 16.0 16.0 Lb ft 8.0 8.0 Cb 1.11 1.11 Phi 0.90 0.90 Phi*Mn kip-ft 280.68 280.68 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 1) Dead load (in) Live load (in) Net Total load (in) Left 9.72 7.98 24.44 Right 9.72 7.98 24.44 at at at 16.00ft 16.00ft 16.00ft -1.009 -0.840 -0.849 L/D = L/D = L/D = 381 457 452 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 6/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1 SPAN INFORMATION (ft): I-End (0.00,92.50) Minimum Depth specified = 11.90 in J-End (24.00,92.50) Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 8.000 3.37 0.00 16.000 3.37 0.00 LINE LOADS (k/ft): W14X22 24.00 Fy = 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T: F R No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 12.55 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 92.8 92.8 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 97.70 97.70 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 6.20 3.19 12.55 Right 6.20 3.19 12.55 12.00ft 12.00ft 12.00ft -0.800 -0.460 -0.510 L/D - L/D = L/D = 360 627 565 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 7/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Beam Number = 1148 I-End (8.00,0.00) J-End (8.00,26.00) = W12X16 = 26.00 Fy - 50.0 ksi Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 39.5 39.5 @ ft 13.0 13.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 75.37 75.37 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 2.29 2.08 6.07 13.00ft 13.00 ft 13.00 ft Right 2.29 2.08 6.07 -0.606 -0.551 -1.157 L/D L/D L/D 515 566 270 Gravity Beam Design RAM Steel vlO.O Page 8/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1177 SPAN INFORMATION (ft): I-End (8.00,26.00) J-End (8.00,55.50) Beam Size (Optimum) = W14X22 Fy = 50.0ksi Total Beam Length (ft) = 29.50 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 2.69 2.69 Max +LL reaction 2.36 2.36 Max +total reaction (factored) 7.00 7.00 DEFLECTIONS: Dead load (in) at 14.75ft - -0.538 L/D = 658 Live load (in) at 14.75ft = -0.472 L/D - 749 Net Total load (in) at 14.75ft = -1.010 L/D = 350 Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Page 9/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REVj5 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1102 SPAN INFORMATION (ft): I-End (8.00,55.50) J-End (8.00,92.50) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 MTE^JATO-JAL Gravity Beam Design RAM Steel vlO.O Page 10/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code; UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1149 SPAN INFORMATION (ft): I-End (16.00,0.00) J-End (16.00,26.00) Beam Size (Optimum) = W12X16 Fy -50.0ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate); Span Cond Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 39.5 39.5 @ ft 13.0 13.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 75.37 75.37 Center Max + Controlling REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0,606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 11/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Beam Number =1176 Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 I-End (16.00,26.00) = W14X22 = 29.50 Red% 0.0% J-End (16.00,55.50) Fy - 50.0 ksi Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left 2.69 2.36 7.00 14.75 ft 14.75ft 14.75 ft Right 2.69 2.36 7.00 -0.538 -0.472 -1.010 L/D L/D L/D 658 749 350 Gravity Beam Design RAM Steel vlO.O Page 12/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1103 SPAN INFORMATION (ft): I-End (16.00,55.50) J-End (16.00,92.50) Beam Size (Optimum) = W14X22 Fy =50.0ksi Total Beam Length (ft) = 37.00 Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Totalload (in) at 18.50ft = -1.250 L/D = 355 Gravity Beam Design RAM Steel vlO.O Page 13/155 Margaret Coffey, PE; C-G Engineering DataBase; Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1016 SPAN INFORMATION (ft): I-End (24.00,0.00) J-End (24.00,26.00) Beam Size (Optimum) = W12X16 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 14/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 372 SPAN INFORMATION (ft): I-End (24.00,0.00) Minimum Depth specified = 11.90 in J-End (48.00,0.00) Beam Size (User Selected) Total Beam Length (ft) Mp(kip-ft) = 383.33 POINT LOADS (kips): Dist DL RedLL 8.000 2.29 0.00 16.000 2.29 0.00 LINE LOADS (k/ft): W16X50 24.00 Fy = 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.050 0.050 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T: i R No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 10.25 kips 0.90Vn = 167.24 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 73.6 73.6 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 322.49 322.49 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 5.46 2.31 10.25 Right 5.46 2.31 10.25 at at at 12.00 ft 12.00 ft 12.00ft -0.205 -0.100 -0.304 L/D = L/D = L/D = 1407 2887 946 Gravity Beam Design RAM Steel vlO.O Page 15/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV^6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1075 SPAN INFORMATION (ft): I-End (24.00,26.00) J-End (24.00,55.50) Beam Size (Optimum) = W14X22 Fy =50.0ksi Total Beam Length (ft) = 29.50 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 2.69 2.69 Max +LL reaction 2.36 2.36 Max +total reaction (factored) 7.00 7.00 DEFLECTIONS: Dead load (in) at 14.75ft = -0.538 L/D = 658 Live load (in) at 14.75ft = -0.472 L/D = 749 Net Total load (in) at 14.75ft = -1.010 L/D = 350 Gravity Beam Design RAM Steel vlO.O Page 16/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1008 SPAN INFORMATION (ft): I-End (24.00,55.50) J-End (24.00,92.50) Beam Size (Optimum) = W14X22 Fy = 50.0ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 Load 1 2 Dist 0.000 37,000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase; Ventana Real_REV_6 Building Code: UBC1 Page 17/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 2 SPAN INFORMATION (ft): I-End (24.00,92.50) Minimum Depth specified = 11.90 in Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 24.00 Mp(kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 8.000 3.37 0.00 16.000 3.37 0.00 LINE LOADS (k/ft): J-End (48.00,92.50) Fy = 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T: i R Nc Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 12.55 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate); Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 92.8 92.8 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 97.70 97.70 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 6.20 3.19 12.55 Right 6.20 3.19 12.55 12.00ft 12.00ft 12.00 ft -0.800 -0.460 -0.510 L/D L/D L/D 360 627 565 Gravity Beam Design RAM Steel vlO.O Page 18/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1146 SPAN INFORMATION (ft): I-End (32.00,0.00) J-End (32.00,26.00) Beam Size (Optimum) = W12X16 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0,160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Page 19/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1175 SPAN INFORMATION (ft): I-End (32.00,26.00) J-End (32.00,55.50) Beam Size (Optimum) = W14X22 Fy =50.0ksi Total Beam Length (ft) = 29.50 Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% ___ Type Roof NonR LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): Left Right DL reaction 2.69 2.69 Max +LL reaction 2.36 2.36 Max -Hotel reaction (factored) 7.00 7.00 DEFLECTIONS: Dead load (in) at 14.75ft = -0.538 L/D = 658 Live load (in) at 14.75ft = -0.472 L/D - 749 Net Total load (in) at 14.75ft = -1.010 L/D = 350 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 20/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 485 SPAN INFORMATION (ft): I-End (32.00,26.00) Minimum Depth specified - 11.90 in J-End (64.00,26.00) Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 277.08 POINT LOADS (kips): W18X35 32.00 Fy - 50.0 ksi Dist 8.000 8.000 16.000 16.000 24.000 24.000 DL 2.69 2.29 2.69 2.29 2.69 2.29 RedLL 0.00 0.00 0.00 0.00 0.00 0.00 Red% NonRLL StorLL 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% RoofLL 0.0 0.0 0.0 0.0 0.0 0.0 2.36 2.08 2.36 2.08 2.36 2.08 Red% 0.0 0.0 0.0 0.0 0.0 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.035 0.000 32.000 0.035 0.000 Red%Type NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 20.28 kips 0.90Vn = 143.37 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 214.5 214.5 @ ft 16.0 16.0 Lb ft 8.0 8.0 Cb 1.11 1.11 Phi 0.90 0.90 Phi*Mn kip-ft 232.86 232.86 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 8.02 6.66 20.28 Right 8.02 6.66 20.28 16.00ft 16.00ft 16.00ft -0.998 -0.841 -1.089 L/D L/D L/D 385 457 353 Gravity Beam Design RAM Steel vlO.O Page 21/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1104 SPAN INFORMATION (ft): I-End (32.00,55.50) J-End (32.00,92.50) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) - 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 81.2 81.2 @ ft 18.5 18.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 Center Max + Controlling REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max+LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Deadload(in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft - -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 Gravity Beam Design RAM Steel vlO.O Page 22/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1147 SPAN INFORMATION (ft): I-End (40.00,0.00) J-End (40.00,26.00) Beam Size (Optimum) = W12X16 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) - 83.75 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 23/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft); Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Beam Number = 1174 Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 I-End (40.00,26.00) = W14X22 = 29.50 Red% 0.0% J-End (40,00,55.50) Fy = 50.0 ksi Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 2.69 2.36 7.00 Right 2.69 2.36 7.00 at at at 14.75ft = 14.75ft = 14.75ft = -0.538 -0.472 -1.010 L/D = L/D - L/D = 658 749 350 Gravity Beam Design RAM Steel vlO.O Page 24/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana ReaI_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1105 SPAN INFORMATION (ft): I-End (40.00,55.50) J-End (40.00,92.50) Beam Size (Optimum) = W14X22 Fy = 50.0ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft - -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Page 25/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1015 SPAN INFORMATION (ft): I-End (48.00,0.00) J-End (48.00,26.00) Beam Size (Optimum) - W12X16 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 39.5 13,0 0,0 1,00 0.90 75,37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Totalload (in) at 13.00ft = -1.157 L/D = 270 Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 NTESNATO-1AL Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 26/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 373 SPAN INFORMATION (ft): I-End (48.00,0.00) Minimum Depth specified = 11.90 in Beam Size (User Selected) = W14X30 Total Beam Length (ft) = 24.00 Mp(kip-ft) = 197.08 POINT LOADS (kips): Dist DL RedLL 8.000 2.29 0.00 16.000 2.29 0.00 LINE LOADS (k/ft): J-End (72.00,0.00) Fy = 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.030 0.030 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T:i Ri No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 9.96 kips 0.90Vn = 100.60 kipsi MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 71.9 71.9 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 161.41 161.41 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 5.22 2.31 9.96 12.00ft 12.00ft 12.00 ft Right 5.22 2.31 9.96 -0.446 -0.226 -0.672 L/D = L/D = L/D = 646 1275 429 Gravity Beam Design RAM Steel vl 0.0 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 27/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Beam Number = 1079 I-End (48.00,26.00) = W14X22 = 29.50 J-End (48.00,55.50) Fy = 50.0 ksi Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max -f Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 2.69 2.36 7.00 Right 2.69 2.36 7.00 at at at 14.75ft = 14.75ft = 14.75ft = -0.538 -0.472 -1.010 L/D = L/D = L/D = 658 749 350 Gravity Beam Design RAM Steel vlO.O Page 28/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1007 SPAN INFORMATION (ft): I-End (48.00,55.50) J-End (48.00,92.50) Beam Size (Optimum) = W14X22 Fy =50.0ksi Total Beam Length (ft) = 37.00 Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% ___ Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max+LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Totalload (in) at 18.50ft = -1.250 L/D = 355 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 29/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 3 SPAN INFORMATION (ft): I-End (48.00,92.50) Minimum Depth specified = 11.90 in Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 24.00 Mp (kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 8.000 3.37 0.00 16.000 3.37 0.00 LINE LOADS (k/ft): J-End (72.00,92.50) Fy - 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T:i R No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 12.55 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 92.8 92.8 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 97.70 97.70 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 6.20 3.19 12.55 Right 6.20 3.19 12.55 12.00ft = 12.00ft = 12.00ft = -0.800 -0.460 -0.510 L/D L/D L/D 360 627 565 Gravity Beam Design RAM Steel vlO.O Page 30/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1144 SPAN INFORMATION (ft): I-End (56.00,0.00) J-End (56.00,26.00) Beam Size (Optimum) = W12X16 Fy =50.0ksi Total Beam Length (ft) - 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 39.5 39.5 @ ft 13.0 13.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 75.37 75.37 Center Max+ Controlling REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft - -0.551 L/D = 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 31/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Beam Number = 1173 I-End (56.00,26.00) = W14X22 = 29.50 Red% 0.0% J-End (56.00,55.50) Fy = 50.0 ksi Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 2.69 2.36 7.00 Right 2.69 2.36 7.00 14.75ft = 14.75ft = 14.75ft = -0.538 -0.472 -1.010 L/D L/D L/D 658 749 350 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 32/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1106 SPAN INFORMATION (ft): I-End (56.00,55.50) J-End (56.00,92.50) Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 37.00 Mp(kip-ft) - 138.33 LINE LOADS (k/ft): Fy = 50.0 ksi Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 81.2 81.2 @ ft 18.5 18.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 3.37 2.96 8.78 18.50ft 18.50ft 18.50ft Right 3.37 2.96 8.78 1.330 1.169 1.250 L/D L/D L/D 334 380 355 Gravity Beam Design RAM Steel vlO.O Page 33/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1145 SPAN INFORMATION (ft): I-End (64.00,0.00) J-End (64.00,26.00) Beam Size (Optimum) = W12X16 Fy = 50.0ksi Total Beam Length (ft) = 26.00 Mp (kip-ft) = 83.75 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 NetTotalload(in) at 13.00ft = -1.157 L/D = 270 Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlQ.O Page 34/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number - 1172 SPAN INFORMATION (ft): I-End (64.00,26.00) J-End (64.00,55.50) Beam Size (Optimum) = W14X22 Fy =50.0ksi Total Beam Length (ft) = 29.50 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 Center Max + Controlling REACTIONS (kips): Left Right DL reaction 2.69 2.69 Max +LL reaction 2.36 2.36 Max +total reaction (factored) 7.00 7.00 DEFLECTIONS: Dead load (in) at 14.75ft - -0.538 L/D = 658 Live load (in) at 14.75ft = -0.472 L/D = 749 Net Totalload (in) at 14.75ft = -1.010 L/D = 350 Gravity Beam Design RAM Steel v 10.0 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 35/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 486 SPAN INFORMATION (ft): I-End (64.00,26.00) Minimum Depth specified = 11.90 in Beam Size (Optimum) = W18X35 Total Beam Length (ft) = 32.00 Mp(kip-ft) = 277.08 POINT LOADS (kips): J-End (96.00,26.00) Fy = 50.0 ksi Dist 8.000 8.000 16.000 16.000 24.000 24.000 DL 2.69 2.29 2.69 2.29 2.69 2.29 RedLL 0.00 0.00 0.00 0.00 0.00 0.00 Red% NonRLL StorLL 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% RoorLL 0.0 0.0 0.0 0.0 0.0 0.0 2.36 2.08 2.36 2.08 2.36 2.08 Red% 0.0 0.0 0.0 0.0 0.0 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.035 0.000 32.000 0.035 0.000 Red%Type NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 20.28 kips 0.90Vn = 143.37 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 214.5 214.5 @ ft 16.0 16.0 Lb ft 8.0 8.0 Cb 1.11 1.11 Phi 0.90 0.90 Phi*Mn kip-ft 232.86 232.86 DL reaction Max +LL reaction Max + total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 8.02 6.66 20.28 Right 8.02 6.66 20.28 16.00ft 16.00ft 16.00ft -0.998 -0.841 -1.089 L/D L/D L/D 385 457 353 Gravity Beam Design RAM Steel vlO.O Page 36/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real__REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1107 SPAN INFORMATION (ft): I-End (64.00,55.50) J-End (64.00,92.50) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D - 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 37/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 477 SPAN INFORMATION (ft): I-End (64.00,55.50) Minimum Depth specified = 11.90 in J-End (96.00,55.50) Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 326.67 POINT LOADS (kips): W18X40 32.00 Fy = 50.0 ksi Dist 8.000 8.000 16.000 16.000 24.000 24.000 DL 3.37 2.69 3.37 2.69 3.37 2.69 LINE LOADS (k/ft): Load Dist 1 0.000 32.000 RedLL 0.00 0.00 0.00 0.00 0.00 0.00 DL 0.040 0.040 Red% NonRLL StorLL I 0.0 0.0 0.0 0.0 0.0 0.0 LL 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 Red% — 0.00 0.00 0.00 0.00 0.00 0.00 Type NonR Red% 0.0 0.0 0.0 0.0 0.0 0.0 RoofLL 2.96 2.36 2.96 2.36 2.96 2.36 Red% 0.0 0.0 0.0 0.0 0.0 0.0 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 24.44 kips 0.90Vn = 152.24 kips MOMENTS (Ultimate): Span Cond Center Max -f Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 258.6 258.6 @ ft 16.0 16.0 Lb ft 8.0 8.0 Cb 1.11 1.11 Phi 0.90 0.90 Phi*Mn kip-ft 280.68 280.68 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 1) Dead load (in) Live load (in) Net Total load (in) Left 9.72 7.98 24.44 Right 9.72 7.98 24.44 at at at 16.00ft 16.00ft 16.00ft -1.009 -0.840 -0.849 L/D L/D L/D 381 457 452 Gravity Beam Design RAM Steel vlO.O Page 38/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Reai_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1014 SPAN INFORMATION (ft): I-End (72.00,0.00) J-End (72.00,26.00) Beam Size (Optimum) = W12X16 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp (kip-ft) = 83.75 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 39.5 39.5 @ ft 13.0 13.0 Lb ft 0.0 0.0 Cb 1.00 LOG Phi 0.90 0.90 Phi*Mn kip-ft 75.37 75.37 Center Max + Controlling REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max+LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 NIESNAnONAL Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 39/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 374 SPAN INFORMATION (ft): I-End (72.00,0.00) Minimum Depth specified = 11.90 in Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 24.00 Mp(kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 8.000 2.29 0.00 16.000 2.29 0.00 LINE LOADS (k/ft): J-End (96.00,0.00) Fy = 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T:i Ri No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 9.84 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 71.2 71.2 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 97.79 97.79 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left 5.12 2.31 9.84 12.00ft 12.00 ft 12.00ft Right 5.12 2.31 9.84 -0.642 -0.330 -0.972 L/D L/D L/D 449 872 296 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 40/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) - 138.33 LINE LOADS (k/ft): Beam Number = 1083 Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 I-End (72.00,26.00) = W14X22 = 29.50 Red% 0.0% J-End (72.00,55.50) Fy = 50.0 ksi Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 2.69 2.36 7.00 14.75 ft 14.75ft 14.75 ft Right 2.69 2.36 7.00 -0.538 -0.472 -1.010 L/D L/D L/D 658 749 350 Gravity Beam Design RAM Steel vlO.O Page 41/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real__REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1006 SPAN INFORMATION (ft): I-End (72.00,55.50) J-End (72.00,92.50) Beam Size (Optimum) = W14X22 Fy =50.0ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 37,000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00' 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max -Hotal reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft - -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D - 355 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 42/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 4 SPAN INFORMATION (ft): I-End (72.00,92.50) Minimum Depth specified = 11.90 in J-End (96.00,92.50) Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 8.000 3.37 0.00 16.000 3.37 0.00 LINE LOADS (k/ft): W14X22 24.00 Fy = 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T: i R. No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 12.55 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 92.8 92.8 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 97.70 97.70 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 6.20 3.19 12.55 Right 6.20 3.19 12.55 12.00ft 12.00ft 12.00ft -0.800 -0.460 -0.510 L/D L/D L/D 360 627 565 Gravity Beam Design RAM Steel vlO.O Page 43/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1142 SPAN INFORMATION (ft): I-End (80.00,0.00) J-End (80.00,26.00) Beam Size (Optimum) - W12X16 Fy -SO.Oksi Total Beam Length (ft) - 26.00 Mp (kip-ft) - 83.75 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Red% 0.0% _— Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max+LL reaction 2.08 2,08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft - -0,551 L/D - 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 Gravity Beam Design RAM Steel vlO.O Page 44/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1171 SPAN INFORMATION (ft): I-End (80.00,26.00) J-End (80.00,55.50) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 29.50 Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85,08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): Left Right DL reaction 2.69 2.69 Max +LL reaction 2.36 2.36 Max +total reaction (factored) 7.00 7.00 DEFLECTIONS: Dead load (in) at 14.75ft = -0.538 L/D = 658 Live load (in) at 14.75ft = -0.472 L/D = 749 Net Total load (in) at 14.75ft = -1.010 L/D = 350 Gravity Beam Design RAM Steel vlO.O Page 45/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real__REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1108 SPAN INFORMATION (ft): I-End (80.00,55.50) J-End (80.00,92.50) Beam Size (Optimum) - W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 LOO' 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D - 380 Net Total load (in) at 18.50ft = -1.250 L/D - 355 Gravity Beam Design RAM Steel vlO.O Page 46/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1143 SPAN INFORMATION (ft): I-End (88.00,0.00) J-End (88.00,26.00) Beam Size (Optimum) = W12X16 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26,000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0,000 0.000 Red% 0.0% ___ Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+L6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max+LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D - 566 Net Total load (in) at 13.00ft = -1.157 L/D - 270 Gravity Beam Design RAM Steel vlO.O Page 47/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type; Roof Beam Number = 1170 SPAN INFORMATION (ft): I-End (88.00,26.00) J-End (88.00,55.50) Beam Size (Optimum) = W14X22 Fy =50.0ksi Total Beam Length (ft) = 29.50 Mp (kip-ft) - 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 2.69 2.69 Max +LL reaction 2.36 2.36 Max +total reaction (factored) 7.00 7.00 DEFLECTIONS: Dead load (in) at 14.75ft = -0.538 L/D - 658 Live load (in) at 14.75ft = -0.472 L/D = 749 Net Total load (in) at 14.75ft = -1.010 L/D = 350 Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Page 48/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1109 SPAN INFORMATION (ft): I-End (88.00,55.50) J-End (88.00,92.50) Beam Size (Optimum) = W14X22 Fy -SO.Oksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% ___ Type Roof NonR LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 81.2 81.2 @ ft 18.5 18.5 Lb ft 0,0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max+LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 Gravity Beam Design RAM Steel vlO.O Page 49/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana RealJlEV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1013 SPAN INFORMATION (ft): I-End (96.00,0.00) J-End (96.00,26.00) Beam Size (Optimum) = W12X16 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Mp (kip-ft) = 83.75 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft - -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft - -1.157 L/D - 270 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 50/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 460 SPAN INFORMATION (ft): I-End (96.00,0.00) Minimum Depth specified = 11.90 in Beam Size (Optimum) = W14X22 Total Beam Length (ft) - 24.00 Mp (kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 8.000 2.46 0.00 17.333 2.67 0.00 LINE LOADS (k/ft): J-End (120.00,0.00) Fy = 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 IX 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T: i R No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 10.67 kips 0.90Vn = 85,08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 70.8 70.8 @ ft 10.8 10.8 Lb ft 9.3 9.3 Cb 1.01 1.01 Phi 0.90 0.90 Phi*Mn kip-ft 90.10 90.10 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 5.22 2.31 9.96 12.00 ft 12.00 ft 12.00ft Right 5.58 2.48 10.67 -0.658 -0.324 -0.983 L/D L/D L/D 437 888 293 Gravity Beam Design RAM Steel vlO.O Page 51/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1047 SPAN INFORMATION (ft): I-End (96.00,26.00) J-End (96.00,55.50) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 29.50 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 Center Max+ Controlling REACTIONS (kips): Left Right DL reaction 2.69 2.69 Max +LL reaction 2.36 2.36 Max -Hotel reaction (factored) 7.00 7.00 DEFLECTIONS: Dead load (in) at 14.75ft = -0.538 L/D = 658 Live load (in) at 14.75ft = -0.472 L/D = 749 Net Total load (in) at 14.75ft = -1.010 L/D = 350 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 52/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 487 SPAN INFORMATION (ft): I-End (96.00,26,00) Minimum Depth specified = 11.90 in Beam Size (User Selected) = W16X26 Total Beam Length (ft) - 17.33 Mp(kip-ft) = 184,17 POINT LOADS (kips): Dist DL RedLL 8.000 2.88 0.00 8.000 2.46 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% 1 0.000 0.026 0.000 17.333 0.026 0.000 J-End (113.33,26.00) Fy = 50.0 ksi Red% NonRLL StorLL Red% RoofLL 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 2.56 2.25 Red% 0.0 0.0 Type NonR LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 61.9 61.9 • @ ft 8.0 8.0 Lb ft 9.3 9.3 Cb 1.66 1.66 Phi 0.90 0.90 Phi*Mn kip-ft 165.75 165.75 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.87 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at 8.49ft = -0.120 L/D Live load (in) at 8.49ft = -0.102 L/D Net Total load (in) at 8.49ft - -0.222 L/D Left 3.10 2.59 7.87 Right 2.69 2.22 6.78 1734 2029 935 Gravity Beam Design RAM Steel vlO.O Page 53/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1005 SPAN INFORMATION (ft): I-End (96.00,55.50) J-End (96.00,92.50) Beam Size (Optimum) = W14X22 Fy =50.0ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max+LL reaction 2.96 2.96 Max -Hotel reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft - -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D - 355 Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 54/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 478 SPAN INFORMATION (ft): I-End (96.00,55.50) Minimum Depth specified = 11.90 in J-End (113.33,55.50) Beam Size (User Selected) Total Beam Length (ft) Mp(kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL 8.000 3.69 0.00 8.000 2.88 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.026 17.333 0.026 W16X26 17.33 Fy = 50.0 ksi Red% NonRLL StorLL 0.0 0.0 0.00 0.00 0.00 0.00 Red% RoofLL 0.0 0.0 3.21 2.56 Red% 0.0 0.0 LL 0.000 0.000 Red%Type NonR LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 74.9 74.9 @ ft 8.0 8.0 Lb ft 9.3 9.3 Cb 1.66 1.66 Phi 0.90 0.90 Phi*Mn kip-ft 165.75 165.75 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 9.48 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at 8.49 ft - -0.146 L/D Live load (in) at 8.49ft - -0.123 L/D NetTotaIload(in) at 8.49ft = -0.269 L/D Left 3.77 3.10 9.48 Right 3.26 2.66 8.17 1423 1694 773 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 55/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 5 SPAN INFORMATION (ft): I-End (96.00,92.50) Minimum Depth specified = 11.90 in Beam Size (Optimum) = W16X26 Total Beam Length (ft) = 24.00 Mpfkip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL 8.000 3.69 0.00 17.333 4.22 0.00 LINE LOADS (k/ft): J-End (120.00,92.50) Fy = 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.026 0.026 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 IX 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T: i RJ No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 14.09 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 94.2 94.2 @ ft 10.6 10.6 Lb ft 9.3 9.3 Cb 1.01 1.01 Phi 0.90 0.90 Phi*Mn kip-ft 124.77 124.77 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 6.52 3.19 12.92 Right 7.16 3.44 14.09 at at at 12.12ft = 12.00ft - 12.00ft = -0.565 -0.298 -0.863 L/D = L/D = L/D - 510 966 334 Gravity Beam Design RAM Steel vlO.O Page 56/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type; Roof Beam Number = 1140 SPAN INFORMATION (ft): I-End (104.00,0.00) J-End (104.00,26.00) Beam Size (Optimum) = W12X16 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp (kip-ft) = 83.75 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.173 0.173 0.016 0.016 LL 0.173 0.173 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.56 kips 0.90Vn-71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 42.6 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 42.6 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.46 2.46 Max+LL reaction 2.25 2.25 Max +total reaction (factored) 6.56 6.56 DEFLECTIONS: Dead load (in) at 13.00ft - -0.652 L/D = 479 Live load (in) at 13.00ft = -0.597 L/D = 523 Net Total load (in) at 13.00ft - -1.248 L/D = 250 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 57/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Beam Number = 1169 I-End (104.00,26.00) = W14X22 = 29.50 J-End (104.00,55.50) Fy = 50.0 ksi Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.173 0.173 0.022 0.022 LL 0.173 0.173 0.000 0.000 Red% 0.0% Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.55 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 55.7 55.7 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max -Hotal reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 2.88 2.56 7.55 Right 2.88 2.56 7.55 at at at 14.75ft = 14.75ft = 14.75ft = -0.577 -0.512 -1.089 L/D = L/D = L/D = 614 692 325 Gravity Beam Design RAM Steel vlO.O Page 58/155 Margaret Coffey, PE; C-G Engineering DataBase; Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1110 SPAN INFORMATION (ft): I-End (104.00,55.50) J-End (104.00,92.50) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 37.00 Mp (kip-ft) = 184.17 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 9.56 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 88.4 18.5 0.0 1.00 0.90 165.75 Controlling 1.2DL+1.6LL 88.4 18.5 0.0 1.00 0.90 165.75 REACTIONS (kips): Left Right DL reaction 3.69 3.69 Max+LL reaction 3.21 3.21 Max +total reaction (factored) 9.56 9.56 DEFLECTIONS: (Camber = 3/4) Dead load (in) at 18.50ft - -0.964 L/D = 461 Live load (in) at 18.50ft = -0.837 L/D = 530 Net Total load (in) at 18.50ft = -1.051 L/D = 422 Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.173 0.173 0.026 0.026 LL 0.173 0.173 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Page 59/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1179 SPAN INFORMATION (ft): I-End (113.33,0.00) J-End (113.33,26.00) Beam Size (User Selected) - W16X45 Fy = 50.0ksi Total Beam Length (ft) = 26.00 Mp (kip-ft) = 342.92 LBVE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.53 kips 0.90Vn = 149.97 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 42.4 13.0 0.0 1.00 0.90 308.62 Controlling 1.2DL+1.6LL 42.4 13.0 0.0 1.00 0.90 308.62 REACTIONS (kips): Left Right DL reaction 2.67 2.67 Max +LL reaction 2.08 2.08 Max+total reaction (factored) 6.53 6.53 DEFLECTIONS: Dead load (in) at 13.00ft = -0.124 L/D = 2512 Live load (in) at 13.00ft - -0.097 L/D = 3223 Net Total load (in) at 13.00ft - -0.221 L/D = 1412 Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.045 0.045 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 60/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 488 SPAN INFORMATION (ft): I-End (113.33,26.00) Minimum Depth specified = 11.90 in Beam Size (Optimum) - Wl 6X31 Total Beam Length (ft) = 28.67 Mp (kip-ft) - 225.00 POINT LOADS (kips): J-End (142.00,26.00) Fy = 50.0 ksi Dist 6.667 6.667 14.000 14.000 21.333 21.333 DL 2.34 2.00 2.44 2.09 2.44 2.09 RedLL 0.00 0.00 0.00 0.00 0.00 0.00 Red% NonRLL StorLL 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% RoofLL 0.0 0.0 0.0 0.0 0.0 0.0 2.06 1.82 2.16 1.91 2.16 1.91 Red% 0.0 0.0 0.0 0.0 0.0 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.031 0.000 28.666 0.031 0.000 Red%Type NonR SHEAR (Ultimate): Max Vu(1.2DL+1.6LL) = 18.48 kips 0.90Vn = 118.06 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 171.2 171.2 @ ft 14.0 14.0 Lb ft 7.3 7.3 Cb 1.10 1.10 Phi 0.90 0.90 Phi*Mn kip-ft 191.99 191.99 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 7.26 6.10 18.48 Right 7.04 5.92 17.92 14.33 ft 14.33 ft 14.33 ft -0.864 -0.736 -0.849 L/D L/D L/D 398 468 405 Gravity Beam Design RAM Steel v 10.0 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 61/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 474 SPAN INFORMATION (ft): I-End (113.33,47.50) Minimum Depth specified - 11.90 in Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 8.00 Mp(kip-ft) = 184.17 LINE LOADS (k/ft): Red% 0.0% J-End (113.33,55.50) Fy - 50.0 ksi Load 1 2 Dist 0.000 8.000 0.000 8.000 DL 0.160 0.160 0.026 0.026 LL 0.160 0.160 0.000 0.000 Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1.92 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 3.8 3.8 @ ft 4.0 4.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 165.75 165.75 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 0.74 0.64 1.92 Right 0.74 0.64 1.92 at at at 4.00ft = 4.00ft = 4.00ft = -0.002 -0.002 -0.004 L/D = L/D = L/D = 48850 56829 26269 Gravity Beam Design RAM Steel vlO.O Page 62/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBCl Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1178 SPAN INFORMATION (ft): I-End (113.33,55.50) J-End (113.33,92.50) Beam Size (User Selected) = W16X67 Fy = 50.0ksi Total Beam Length (ft) = 37.00 Mp (kip-ft) = 550.00 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 9.80 kips 0.90Vn = 173.84 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 90.6 18.5 0.0 1.00 0.90 495.00 Controlling 1.2DL+1.6LL 90.6 18.5 0.0 1.00 0.90 495.00 REACTIONS (kips): Left Right DL reaction 4.22 4.22 Max +LL reaction 2.96 2.96 Max +total reaction (factored) 9.80 9.80 DEFLECTIONS: Dead load (in) at 18.50ft = -0.342 L/D = 1299 Live load (in) at 18.50ft = -0.240 L/D = 1851 Net Total load (in) at 18.50ft = -0.582 L/D = 763 Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.068 0.068 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 63/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 479 SPAN INFORMATION (ft): I-End (113.33,55.50) Minimum Depth specified = 11.90 in Beam Size (Optimum) = W18X35 Total Beam Length (ft) = 28.67 Mp (kip-ft) = 277.08 POINT LOADS (kips): J-End (142.00,55.50) Fy = 50.0 ksi Dist 6.667 6.667 14.000 14.000 21.333 21.333 DL 3.00 2.34 3.12 2.44 3.12 2.44 RedLL 0.00 0.00 0.00 0.00 0.00 0.00 Red% NonRLL StorLL 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% RoofLL 0.0 0.0 0.0 0.0 0.0 0.0 2.59 2.06 2.71 2.16 2.71 2.16 Red% 0.0 0.0 0.0 0.0 0.0 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.035 0.000 28.666 0.035 0.000 Red%Type NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 22.35 kips 0.90Vn - 143.37 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 207.2 207.2 @ ft 14.0 14.0 Lb ft 7.3 7.3 Cb 1.10 1.10 Phi 0.90 0.90 Phi*Mn kip-ft 239.57 239.57 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 8.87 7.31 22.35 Right 8.60 7.09 21.67 14.33 ft = 14.33ft = 14.33ft = -0.777 -0.648 -0.675 L/D L/D L/D 443 531 510 Gravity Beam Design RAM Steel vlO.O Page 64/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1042 SPAN INFORMATION (ft): I-End (120.00,0.00) J-End (120.00,26.00) Beam Size (Optimum) = W12X14 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp (kip-ft) = 72.50 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 5.32 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 34.6 13.0 0.0 1.00 0.90 65.25 Controlling 1.2DL+1.6LL 34.6 13.0 0.0 1.00 0.90 65.25 REACTIONS (kips): Left Right DL reaction 2.00 2.00 Max +LL reaction 1.82 1.82 Max -Hotal reaction (factored) 5.32 5.32 DEFLECTIONS: Dead load (in) at 13.00ft = -0.617 L/D = 506 Live load (in) at 13.00ft = -0.560 L/D = 557 Net Total load (in) at 13.00ft = -1.177 L/D = 265 Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.140 0.140 0.014 0.014 LL 0.140 0.140 0.000 0.000 Gravity Beam Design Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 65/155 03/27/0608:40:51 Steel Code: AISC LRFD Fy = 50.0 ksi Floor Type: Roof Beam Number = 461 SPAN INFORMATION (ft): I-End (120.00,0.00) J-End (142.00,0.00) Minimum Depth specified = 11.90 in Beam Size (User Selected) = Wl 6X36 Total Beam Length (ft) = 22.00 Mp(kip-ft) - 266.67 POINT LOADS (kips): Dist DL RedLL 7.333 2.09 0.00 14.667 2.09 0.00 LINE LOADS (k/ft): Load 1 2 3 Dist 0.000 22.000 0.000 22.000 0.000 22.000 DL 0.195 0.195 0.019 0.019 0.036 0.036 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T:i R No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 9.20 kips 0.90Vn = 126.64 kips; MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 60.8 60.8 @ ft 11.0 11.0 Lb ft 7.3 7.3 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 225.08 225.08 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left 4.84 2.12 9.20 11.00ft 11.00ft 11.00ft Right 4.84 2.12 9.20 -0.207 -0.104 -0.310 L/D L/D L/D 1278 2548 851 Gravity Beam Design RAM Steel vlO.O Page 66/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1069 SPAN INFORMATION (ft): I-End (120.00,26.00) J-End (120.00,55.50) Beam Size (Optimum) = W12X19 Fy = 50.0ksi Total Beam Length (ft) = 29.50 Mp(kip-ft) = 102.92 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.12 kips 0.90Vn = 77.41 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): Left Right DL reaction 2.34 2.34 Max+LL reaction 2.06 2.06 Max +total reaction (factored) 6.12 6.12 DEFLECTIONS: Dead load (in) at 14.75ft = -0.718 L/D = 493 Live load (in) at 14.75ft = -0.633 L/D = 559 Net Total load (in) at 14.75ft = -1.351 L/D = 262 Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.140 0.140 0.019 0.019 LL 0.140 0.140 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 45.1 45.1 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 92.62 92.62 Gravity Beam Design RAM Steel vlO.O Page 67/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1154 SPAN INFORMATION (ft): I-End (120.00,55.50) J-End (120.00,92.50) Beam Size (Optimum) = W14X22 Fy =50.0ksi Total Beam Length (ft) = 37.00 Mp (kip-ft) - 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.74 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.140 0.140 0.022 0.022 LL 0.140 0.140 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+L6LL Mu kip-ft 71.6 71.6 @ ft 18.5 18,5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 Center Max + Controlling REACTIONS (kips): Left Right DL reaction 3.00 3.00 Max +LL reaction 2.59 2.59 Max -Hotel reaction (factored) 7.74 7.74 DEFLECTIONS: (Camber = 1) Dead load (in) at 18.50ft = -1.184 L/D = 375 Live load (in) at 18.50ft = -1.023 L/D - 434 Net Total load (in) at 18.50ft = -1.207 L/D = 368 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 68/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 453 SPAN INFORMATION (ft): I-End (120.00,92.50) Minimum Depth specified = 11.90 in J-End (142.00,92.50) Beam Size (Optimum) Total Beam Length (ft) Mp (kip-ft) - 138.33 POINT LOADS (kips): Dist DL RedLL 7.333 3.12 0.00 14.667 3.12 0.00 LINE LOADS (k/ft): W14X22 22.00 Fy = 50.0 ksi Load 1 2 3 Dist 0.000 22.000 0.000 22.000 0.000 22.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T: i R No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 11.54 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 78.3 78.3 @ ft 11.0 11.0 Lb ft 7.3 7.3 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 101.88 101.88 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 5.72 2.92 11.54 Right 5.72 2.92 11.54 at at at 11.00ft = 11.00ft = 11.00ft - -0.569 -0.325 -0.894 L/D = L/D = L/D = 464 813 295 Gravity Beam Design RAM Steel vlO.O Page 69/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1138 SPAN INFORMATION (ft): I-End (127.33,0.00) J-End (127.33,26.00) Beam Size (Optimum) = W12X14 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 72.50 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 5.56 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): Left Right DL reaction 2.09 2.09 Max+LL reaction 1.91 1.91 Max +total reaction (factored) 5.56 5.56 DEFLECTIONS: Dead load (in) at 13.00ft = -0.644 L/D = 485 Live load (in) at 13.00ft = -0.587 L/D = 532 Net Total load (in) at 13.00ft = -1.230 L/D = 254 Load 1 2 Dist 0.000 26.000 0,000 26.000 DL 0.147 0.147 0.014 0.014 LL 0.147 0.147 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 36.1 36.1 @ ft 13.0 13.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 65.25 65.25 Gravity Beam Design RAM Steel vlO.O Page 70/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1167 SPAN INFORMATION (ft): I-End (127.33,26.00) J-End (127.33,55.50) Beam Size (Optimum) = W12X19 Fy - 50.0 ksi Total Beam Length (ft) = 29.50 Mp(kip-ft) = 102.92 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.39 kips 0.90Vn = 77.41 kips MOMENTS (Ultimate): Span Cond Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.147 0.147 0.019 0.019 LL 0.147 0.147 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 47.1 47.1 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 92.62 92.62 Center Max + Controlling REACTIONS (kips): Left Right DL reaction 2.44 2.44 Max +LL reaction 2.16 2.16 Max +total reaction (factored) 6.39 6.39 DEFLECTIONS: Dead load (in) at 14.75ft - -0.749 L/D - 473 Live load (in) at 14.75ft = -0.663 L/D = 534 Net Total load (in) at 14.75ft = -1.412 L/D = 251 Gravity Beam Design RAM Steel vlO.O Page 71/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1112 SPAN INFORMATION (ft): I-End (127.33,55.50) J-End (127.33,92.50) Beam Size (Optimum) = W14X22 Fy = 50.0ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.09 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 74.8 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 74.8 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.12 3.12 Max +LL reaction 2.71 2.71 Max +total reaction (factored) 8.09 8.09 DEFLECTIONS: (Camber = 1) Dead load (in) at 18.50ft - -1.233 L/D = 360 Live load (in) at 18.50ft = -1.072 L/D = 414 Net Total load (in) at 18.50ft = -1.305 L/D = 340 Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.147 0.147 0.022 0.022 LL 0.147 0.147 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Page 72/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1139 SPAN INFORMATION (ft): I-End (134.67,0.00) J-End (134.67,26.00) Beam Size (Optimum) = W12X14 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) - 72.50 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.147 0.147 0.014 0.014 LL 0.147 0.147 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 5.56 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 36.1 13.0 0.0 1.00 0.90 65.25 Controlling 1.2DL+1.6LL 36.1 13.0 0.0 1.00 0.90 65.25 REACTIONS (kips): Left Right DL reaction 2.09 2.09 Max +LL reaction 1.91 1.91 Max -Hotal reaction (factored) 5.56 5.56 DEFLECTIONS: Dead load (in) at 13.00ft = -0.644 L/D - 485 Live load (in) at 13.00ft = -0.587 L/D = 532 Net Total load (in) at 13.00ft = -1.230 L/D = 254 Gravity Beam Design RAM Steel vl 0.0 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 73/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 102.92 LINE LOADS (k/ft): Beam Number = 1168 I-End (134.67,26.00) = W12X19 = 29.50 J-End (134.67,55.50) Fy = 50.0 ksi Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.147 0.147 0.019 0.019 LL 0.147 0.147 0.000 0.000 Red% 0.0% Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.39 kips 0.90Vn = 77.41 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 47.1 47.1 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 92.62 92.62 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left 2.44 2.16 6.39 14.75 ft 14.75 ft 14.75 ft Right 2.44 2.16 6.39 -0.749 -0.663 -1.412 L/D L/D L/D 473 534 251 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real__REV_6 Building Code; UBC1 Page 74/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1113 SPAN INFORMATION (ft): I-End (134.67,55.50) J-End (134.67,92.50) Beam Size (Optimum) Total Beam Length (ft) Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.147 0.147 0.022 0.022 LL 0.147 0.147 0.000 0.000 W14X22 37.00 Red% 0.0% Fy = 50.0 ksi Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.09 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 74.8 74.8 @ ft 18.5 18.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 1) Dead load (in) Live load (in) Net Total load (in) at at at Left 3.12 2.71 8.09 18.50ft 18.50ft 18.50ft Right 3.12 2.71 8.09 -1.233 -1.072 -1.305 L/D L/D L/D 360 414 340 Gravity Beam Design RAM Steel v 10.0 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 75/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 348 SPAN INFORMATION (ft): I-End (142.00,0.00) Minimum Depth specified = 11.90 in Beam Size (Optimum) = W12X14 Total Beam Length (ft) = 7.50 Mp(kip-ft) = 72.50 LINE LOADS (k/ft): Red% 0.0% J-End (142.00,7.50) Fy = 50.0 ksi Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1.74 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Load 1 2 Dist 0.000 7.500 0.000 7.500 DL 0.160 0.160 0.014 0.014 LL 0.160 0.160 0.000 0.000 Cond Max +Center Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 3.3 3.3 @ ft 3.8 3.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 65.25 65.25 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 0.65 0.60 1.74 Right 0.65 0.60 1.74 at at at 3.75ft = 3.75ft = 3.75ft = -0.005 -0.004 -0.009 L/D - L/D - L/D = 18651 20301 9721 Gravity Beam Design RAM Steel vlO.O Page 76/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1043 SPAN INFORMATION (ft): I-End (142.00,7.50) J-End (142.00,26.00) Beam Size (User Selected) - W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 18.50 Mp(kip-ft) = 72.50 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 4.30 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond Load 1 2 Dist 0.000 18.500 0.000 18.500 DL 0.160 0.160 0.014 0.014 LL 0.160 0.160 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 19.9 19.9 @ ft 9.3 9.3 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 65.25 65.25 Center Max+ Controlling REACTIONS (kips): Left Right DL reaction 1.61 1.61 Max +LL reaction 1.48 1.48 Max +total reaction (factored) 4.30 4.30 DEFLECTIONS: Dead load (in) at 9.25ft = -0.179 L/D = 1243 Live load (in) at 9.25ft - -0.164 L/D = 1353 Net Total load (in) at 9.25ft = -0.343 L/D = 648 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 77/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 350 SPAN INFORMATION (ft): I-End (142.00,26.00) Minimum Depth specified = 11.90 in Beam Size (Optimum) = W14X22 Total Beam Length (ft) - 29.50 Mp(kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL Red% 21.500 2.44 0.00 0.0 LINE LOADS (k/ft): J-End (142.00,55.50) Fy = 50.0 ksi NonRLL StorLL Red% 0.00 0.00 0.0 RoofLL 0.76 Red% 0.0 Load 1 2 3 4 Dist 0.000 29.500 0.000 21.500 21.500 29.500 0.000 29.500 DL 0.073 0.073 0.050 0.050 0.051 0.051 0.022 0.022 LL 0.073 0.073 0.050 0.050 0.051 0.051 0.000 0.000 Red% 0.0% 0.0% 0.0% Type Roof Roof Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.52 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 58.7 58.7 @ ft 17.8 17.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left 2.81 2.03 6.61 15.34ft 15.34ft 15.34ft Right 3.93 2.38 8.52 -0.718 -0.454 -1.171 L/D L/D L/D 493 780 302 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 78/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 384 W14X22 18.00 SPAN INFORMATION (ft): I-End (142.00,26.00) Minimum Depth specified = 11.90 in Beam Size (User Selected) Total Beam Length (ft) Mp(kip-ft) - 138.33 POINT LOADS (kips): Dist DL RedLL 5.000 3.85 0.00 8.667 2.55 0.00 10.167 2.88 0.00 J-End (160.00,26.00) Fy = 50.0 ksi Red% NonRLL StorLL 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 Red% RoofLL 0.0 0.0 0.0 1.09 2.34 2.12 Red% 0.0 0.0 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.022 0.000 18.000 0.022 0.000 Red%Type NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 11.34 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 74.0 74.0 @ ft 8.7 8.7 Lb ft 3.7 3.7 Cb 1.10 1.10 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 5.55 2.92 11.34 Right 4.12 2.63 9.15 at at at 8.82ft 8.82ft 8.82ft -0.309 -0.190 -0.499 L/D = L/D = L/D = 700 1138 433 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 79/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) Mp(kip-ft) = 72.50 POINT LOADS (kips): Dist DL RedLL 5.000 4.20 0.00 5.083 0.46 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.014 10.166 0.014 Beam Number = 949 I-End (142.00,47.50) = W12X14 = 10.17 J-End (152.17,47.50) Fy - 50.0 ksi Red% NonRLL StorLL 0.0 0.0 0.00 0.00 0.00 0.00 Red% RoofLL 0.0 0.0 1.09 0.41 Red% 0.0 0.0 LL 0.000 0.000 Red%Type NonR LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 20.5 20.5 @ ft 5.0 5.0 Lb ft 5.0 5.0 Cb 1.66 1.66 Phi 0.90 0.90 Phi*Mn kip-ft 65.25 65.25 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 4.14 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at 5.08ft = -0.070 L/D Live load (in) at 5.08ft - -0.022 L/D Net Total load (in) at 5.08ft = -0.092 L/D Left 2.44 0.76 4.14 Right 2.37 0.74 4.03 1746 5528 1327 Gravity Beam Design RAM Steel vlO.O Page 80/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1153 SPAN INFORMATION (ft): I-End (142.00,55.50) J-End (142.00,92.50) Beam Size (Optimum) = W14X22 Fy = 50.0ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 Gravity Beam Design RAM Steel vlO.O Page 81/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 351 SPAN INFORMATION (ft): I-End (142.00,55.50) J-End (160.00,55.50) Minimum Depth specified = 11.90 in Beam Size (User Selected) = W18X40 Fy - 50.0 ksi Total Beam Length (ft) = 18.00 Mp(kip-ft) = 326.67 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.083 0.46 0.00 0.0 0.00 0.00 0.0 0.41 0.0 8.667 3.81 0.00 0.0 0.00 0.00 0.0 3.33 0.0 10.167 3.96 0.00 0.0 0.00 0.00 0.0 2.45 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.040 0.000 — NonR 18.000 0.040 0.000 SHEAR (Ultimate); Max Vu (1.2DL+1.6LL) = 10.44 kips 0.90Vn = 152.24 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 82.4 8.7 3.6 1.18 0.90 294.00 Controlling 1.2DL+1.6LL 82.4 8.7 3.6 1.18 0.90 294.00 REACTIONS (kips): Left Right DL reaction 4.40 4.57 Max +LL reaction 3.09 3.10 Max -Hotel reaction (factored) 10.21 10.44 DEFLECTIONS: Dead load (in) at 9.09ft = -0.100 L/D = 2154 Live load (in) at 9.09ft = -0.071 L/D = 3031 Net Total load (in) at 9.09ft = -0.172 L/D = 1259 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 82/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 7 SPAN INFORMATION (ft): I-End (142.00,92.50) Minimum Depth specified = 11.90 in J-End (168.00,92.50) Beam Size (Optimum) Total Beam Length (ft) Mp (kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL 8.667 3.81 0.00 18.000 3.69 0.00 LINE LOADS (k/ft): W16X26 26.00 Fy = 50.0 ksi Load 1 2 3 Dist 0.000 26.000 0.000 26.000 0.000 26.000 DL 0.195 0.195 0.019 0.019 0.026 0.026 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T: i Ri No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 14.07 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 108.3 108.3 @ ft 11.9 11.9 Lb ft 9.3 9.3 Cb 1.01 1.01 Phi 0.90 0.90 Phi*Mn kip-ft 124.25 124.25 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 6.80 3.46 13.69 Right 6.95 3.58 14.07 13.00ft = 13.00ft = 13.00ft = -0.734 -0.416 -1.150 L/D L/D L/D 425 751 271 MTE3NATIONAL Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 83/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 955 SPAN INFORMATION (ft): I-End (147.00,26.00) Beam Size (User Selected) - W12X40 Total Beam Length (ft) = 21.50 Mp (kip-ft) = 237.50 J-End (147.00,47.50) Fy = 50.0 ksi POINT LOADS (kips): Dist DL RedLL 11.500 5.00 LINE LOADS (k/ft): Red% NonRLL StorLL Red% RooiLL Red% Load 1 2 Dist 0.000 21.500 0.000 21.500 DL 0.102 0.102 0.040 0.040 LL 0.102 0.102 0.000 0.000 Red% 0.0% Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.78 kips 0.90Vn = 94.78 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.2 51.2 @ ft 11.5 11.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 213.75 213.75 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 3.85 1.09 6.36 Right 4.20 1.09 6.78 at at at 10.96ft = 10.86ft = 10.86ft = -0.276 -0.055 -0.331 L/D = L/D = L/D = 935 4700 780 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 84/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) Beam Number = 1087 I-End (147.08,47.50) = W12X14 = 8.00 J-End (147.08,55.50) Fy = 50.0 ksi Mp (kip-ft) = LINE LOADS (k/ft): Load Dist 1 0.000 8.000 2 0.000 8.000 72.50 DL 0.102 0.102 0.014 0.014 LL 0.102 0.102 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+L6LL) = 1.21 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 2.4 2.4 @ ft 4.0 4.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 65.25 65.25 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 0.46 0.41 1.21 Right 0.46 0.41 1.21 at at at 4.00ft 4.00ft 4.00ft -0.004 -0.004 -0.008 L/D L/D L/D 23108 26326 12306 Gravity Beam Design RAM Steel vlO.O Page 85/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1136 SPAN INFORMATION (ft): I-End (150.67,0.00) J-End (150.67,26.00) Beam Size (Optimum) - W12X16 Fy = 50.0ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.80 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.180 0.180 0.016 0.016 LL 0.180 0.180 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 44.2 44,2 @ ft 13.0 13,0 Lb ft 0.0 0,0 Cb 1.00 1.00' Phi 0.90 0,90 Phi*Mn kip-ft 75.37 75.37 Center Max + Controlling REACTIONS (kips): Left Right DL reaction 2.55 2.55 Max+LL reaction 2.34 2.34 Max +total reaction (factored) 6.80 6.80 DEFLECTIONS: Dead load (in) at 13.00ft = -0.675 L/D = 462 Live load (in) at 13.00ft - -0.620 L/D = 504 Net Totalload (in) at 13.00ft = -1.294 L/D = 241 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 86/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 184.17 LINE LOADS (k/ft): Beam Number - 1114 I-End (150.67,55.50) = W16X26 = 37.00 J-End (150.67,92.50) Fy = 50.0 ksi Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.180 0.180 0.026 0.026 LL 0.180 0.180 0.000 0.000 Red% 0.0% Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 9.90 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+L6LL 1.2DL+L6LL Mu kip-ft 91.6 91.6 @ ft 18.5 18.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 165.75 165.75 DL reaction Max +LL reaction Max -Hotal reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 3.81 3.33 9.90 Right 3.81 3.33 9.90 18.50ft = 18.50ft = 18.50ft = -0.996 -0.870 -1.115 L/D = L/D = L/D = 446 511 398 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 87/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 21.500 2.37 0.00 LINE LOADS (k/ft): Beam Number = 948 I-End (152.17,26.00) = W14X22 = 29.50 J-End (152.17,55.50) Fy = 50.0 ksi Red% 0.0 Load 1 2 3 4 Dist 0.000 21.500 21.500 29.500 0.000 29.500 0.000 29.500 DL 0.052 0.052 0.051 0.051 0.078 0.078 0.022 0.022 LL 0.052 0.052 0.051 0.051 0.078 0.078 0.000 0.000 NonRLL 0.00 Red% 0.0% StorLL 0.00 Red% 0.0 RoofLL 0.74 Red% 0.0 Type Roof 0.0% Roof 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.68 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 60.1 60.1 @ ft 17.5 17.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 2.88 2.12 6.85 Right 3.96 2.45 8.68 15.34ft = 15.19ft = 15.19ft = -0,728 -0,471 -1,199 L/D L/D L/D 486 752 295 Gravity Beam Design RAM Steel vlO.O Page 88/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1182 SPAN INFORMATION (ft): I-End (160.00,0.00) J-End (160.00,26.00) Beam Size (Optimum) = W12X16 Fy - 50.0 ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.56 kips 0.90Vn = 71.28kips MOMENTS (Ultimate): Span Cond Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.173 0.173 0.016 0.016 LL 0.173 0.173 o.ooo o.ooo LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 42.6 42.6 @ ft 13.0 13.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 75.37 75.37 Center Max + Controlling REACTIONS (kips): Left Right DL reaction 2.46 2.46 Max +LL reaction 2.25 2.25 Max +total reaction (factored) 6.56 6.56 DEFLECTIONS: Dead load (in) at 13.00ft = -0.652 L/D = 479 Live load (in) at 13.00ft = -0.597 L/D = 523 Net Total load (in) at 13.00ft = -1.248 L/D = 250 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 89/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Beam Number = 1180 I-End (160.00,26.00) = W14X22 = 29.50 J-End (160.00,55.50) Fy = 50.0 ksi Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.158 0.158 0.022 0.022 LL 0.158 0.158 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.93 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.1 51.1 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 2.66 2.34 6.93 14.75 ft 14.75 ft 14.75 ft Right 2.66 2.34 6.93 -0.533 -0.468 -1.000 L/D L/D L/D 665 757 354 Gravity Beam Design Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code :UBC1 Page 90/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 489 SPAN INFORMATION (ft): I-End (160.00,26.00) Minimum Depth specified = 11.90 in Beam Size (Optimum) = W18X35 Total Beam Length (ft) = 32.00 Mp(kip-ft) - 277.08 POINT LOABS (kips): J-End (192.00,26.00) Fy = 50.0 ksi Dist 8.000 8.000 16.000 16.000 24.000 24.000 DL 2.63 2.29 2.58 2.29 2.69 2.29 RedLL 0.00 0.00 0.00 0.00 0.00 0.00 Red% NonRLL StorLL 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% RoofLL Red% 0.0 0.0 0.0 0.0 0.0 0.0 2.30 2.08 2.30 2.08 2.36 2.08 0.0 0.0 0.0 0.0 0.0 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.035 0.000 32.000 0.035 0.000 Red%Type NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 20.14 kips 0.90Vn = 143.37 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 212.2 212.2 @ ft 16.0 16.0 Lb ft 8.0 8.0 Cb 1.11 1.11 Phi 0.90 0.90 Phi*Mn kip-ft 232.58 232.58 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) Live load (in) Net Total load (in) Left 7.93 6.59 20.06 Right 7.96 6.62 20.14 at at at 16.00ft = 16.00ft = 16.00ft = -0.987 -0.833 -1.070 L/D = L/D = L/D = 389 461 359 Gravity Beam Design RAM Steel vlO.O Page 91/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1181 SPAN INFORMATION (ft): I-End (160.00,55.50) J-End (160.00,92.50) Beam Size (Optimum) - W16X26 Fy = 50.0ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 184.17 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 9.56 kips 0,90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 88.4 18.5 0.0 1.00 0.90 165.75 Controlling 1.2DL+1.6LL 88.4 18.5 0.0 1.00 0.90 165.75 REACTIONS (kips): Left Right DL reaction 3.69 3.69 Max +LL reaction 3.21 3.21 Max +total reaction (factored) 9.56 9.56 DEFLECTIONS: (Camber = 3/4) Dead load (in) at 18.50ft = -0.964 L/D = 461 Live load (in) at 18.50ft - -0.837 L/D = 530 Net Total load (in) at 18.50ft = -1.051 L/D - 422 Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.173 0.173 0.026 0.026 LL 0.173 0.173 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Page 92/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1044 SPAN INFORMATION (ft): I-End (168.00,0.00) J-End (168.00,26.00) Beam Size (Optimum) = W12X16 Fy = 50.0ksi Total Beam Length (ft) - 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max+LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft - -1.157 L/D = 270 Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 93/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 18 SPAN INFORMATION (ft): I-End (168.00,0.00) Minimum Depth specified = 11.90 in J-End (192.00,0.00) Beam Size (User Selected) Total Beam Length (ft) Mp(kip-ft) = 266.67 POINT LOADS (kips): Dist DL RedLL 8.000 2.29 0.00 16.000 2.29 0.00 LINE LOADS (k/ft): W16X36 24.00 Fy = 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.036 0.036 LL o.ooo o.ooo 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL o.ooo o.ooo 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T:i R Nc Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 10.05 kips 0.90Vn = 126.64 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 72.4 72.4 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 219.65 219.65 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 5.29 2.31 10.05 Right 5.29 2.31 10.05 at at at 12.00ft 12.00ft 12.00ft -0.293 -0.147 -0.440 L/D = L/D - L/D = 983 1963 655 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 94/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 13.917 0.03 0.00 16.917 0.03 0.00 Beam Number = 839 I-End (168.00,26.00) = W14X22 = 29.50 J-End (168.00,55.50) Fy = 50.0 ksi LINE LOADS (k/ft): Load 1 Dist 0.000 29.500 0.000 13.916 13.917 16.916 16.917 29.500 0.000 29.500 DL 0.080 0.080 0.080 0.080 0.021 0.021 0.080 0.080 0.022 0.022 Red% NonRLL StorLL I 0.0 0.0 LL 0.080 0.080 0.080 0.080 0.021 0.021 0.080 0.080 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% 0.0% 0.0% — 0.00 0.00 Type Roof Roof Roof Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.84 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 49.3 49.3 @ ft 14.4 14.4 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left 2.63 2.30 6.84 14.75 ft 14.75 ft 14.75 ft Right 2.62 2.30 6.83 -0.519 -0.454 -0.973 L/D L/D L/D 682 780 364 Gravity Beam Design RAM Steel viO.O Page 95/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1002 SPAN INFORMATION (ft): I-End (168.00,55.50) J-End (168.00,92.50) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00' 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Total load (in) at 18.50ft - -1.250 L/D = 355 Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 r-flieNATT.it JAL Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 96/155 03/27/0608:40:51 Steel Code: AISC LRFD W14X22 24.00 Floor Type: Roof Beam Number = 8 SPAN INFORMATION (ft): I-End (168.00,92.50) Minimum Depth specified = 11.90 in Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 8.000 3.37 0.00 16.000 3.37 0.00 LINE LOADS (k/ft): J-End (192.00,92.50) Fy = 50,0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T: F R No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 12.55 kips 0,90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 92.8 92.8 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 97.70 97.70 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) Live load (in) Net Total load (in) Left 6.20 3.19 12.55 Right 6.20 3.19 12.55 12.00ft 12.00ft 12.00 ft -0.800 -0.460 -0.510 L/D L/D L/D 360 627 565 Gravity Beam Design RAM Steel vlO.O Page 97/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1134 SPAN INFORMATION (ft): I-End (176.00,0.00) J-End (176.00,26.00) Beam Size (Optimum) = W12X16 Fy - 50.0 ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 39.5 39.5 @ ft 13.0 13.0 Lb ft 0.0 0.0 Cb 1.00' 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 75.37 75.37 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max+LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 98/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number =1188 SPAN INFORMATION (ft): I-End (176.00,26.00) J-End (176.00,55.50) Beam Size (Optimum) = W12X19 Total Beam Length (ft) = 29.50 Mp(kip-ft) = 102.92 POINT LOADS (kips): Dist DL RedLL 13.917 0.03 0.00 16.917 0.03 0.00 Fy = 50.0 ksi LINE LOADS (k/ft): Load 1 Dist 0.000 13.916 13.917 16.916 16.917 29.500 0.000 29.500 0.000 29.500 DL 0.080 0.080 0.020 0.020 0.080 0.080 0.080 0.080 0.019 0.019 Red% NonRLL StorLL 5 0.0 0.0 LL 0.080 0.080 0.020 0.020 0.080 0.080 0.080 0.080 0.000 0.00 0.00 Red% 0.0% 0.0% 0.0% 0.0% — 0.00 0.00 Type Roof Roof Roof Roof NonR 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.78 kips 0.90Vn = 77.41 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 48.9 48.9 @ ft 14.4 14.4 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 92.62 92.62 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 2.58 2.30 6.78 Right 2.58 2.30 6.77 at at at 14.75ft = 14.75ft = 14.75ft = -0.780 -0.694 -1.474 L/D = L/D - L/D = 454 510 240 Gravity Beam Design RAM Steel vlO.O Page 99/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1116 SPAN INFORMATION (ft): I-End (176.00,55.50) J-End (176.00,92.50) Beam Size (Optimum) = W14X22 Fy ^SO.Oksi Total Beam Length (ft) = 37.00 Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Load \ 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max+LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Deadload(in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 Gravity Beam Design RAM Steel vlO.O Page 100/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1135 SPAN INFORMATION (ft): I-End (184.00,0.00) J-End (184.00,26.00) Beam Size (Optimum) = W12X16 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) - 83.75 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D - 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel v 10.0 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV 6 Building Code: UBC1 Page 101/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Beam Number = 1166 I-End (184.00,26.00) = W14X22 = 29.50 Red% 0.0% J-End (184.00,55.50) Fy = 50.0 ksi Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left 2.69 2.36 7.00 14.75 ft 14.75 ft 14.75 ft Right 2.69 2.36 7.00 -0.538 -0.472 -1.010 L/D L/D L/D 658 749 350 Gravity Beam Design RAM Steel vlO.O Page 102/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1117 SPAN INFORMATION (ft): I-End (184.00,55.50) J-End (184.00,92.50) Beam Size (Optimum) = W14X22 Fy -50.0ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 Load I 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 81.2 81.2 @ ft 18.5 18.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 Gravity Beam Design RAM Steel vlO.O Page 103/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV^6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1018 SPAN INFORMATION (ft): I-End (192,00,0.00) J-End (192.00,26.00) Beam Size (Optimum) = W12X16 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6,07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D - 515 Live load (in) at 13.00ft - -0.551 L/D = 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 104/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number =19 SPAN INFORMATION (ft): I-End (192,00,0.00) Minimum Depth specified = 11.90 in J-End (216.00,0.00) Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 8.000 2.29 0.00 16.000 2.29 0.00 LINE LOADS (k/ft): W14X22 24.00 Fy = 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T: F Ri No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 9.84 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 71.2 71.2 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 97.79 97.79 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 5.12 2.31 9.84 Right 5.12 2.31 9.84 at at at 12.00ft = 12.00ft = 12.00ft = -0.642 -0.330 -0.972 L/D = L/D = L/D = 449 872 296 Gravity Beam Design RAM Steel vlO.O Page 105/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1045 SPAN INFORMATION (ft): I-End (192.00,26.00) J-End (192.00,55.50) Beam Size (Optimum) = W14X22 Fy - 50.0 ksi Total Beam Length (ft) = 29.50 Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Load I 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 2.69 2.69 Max+LL reaction 2.36 2.36 Max +total reaction (factored) 7.00 7.00 DEFLECTIONS: Dead load (in) at 14.75ft = -0.538 L/D = 658 Live load (in) at 14.75ft = -0.472 L/D = 749 Net Total load (in) at 14.75ft = -1.010 L/D - 350 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase; Ventana Real_REV_6 Building Code: UBC1 Page 106/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 490 SPAN INFORMATION (ft): I-End (192.00,26.00) Minimum Depth specified = 11.90 in J-End (224.00,26.00) Beam Size (Optimum) Total Beam Length (ft) Mp (kip-ft) = 277.08 POINT LOADS (kips): W18X35 32.00 Fy = 50.0 ksi Dist 8.000 8.000 16.000 16.000 24.000 24.000 DL 2.69 2.29 2.69 2.29 2.69 2.29 RedLL 0.00 0.00 0.00 0.00 0.00 0.00 Red% NonRLL StorLL 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% RoofLL 0.0 0.0 0.0 0.0 0.0 0.0 2.36 2.08 2.36 2.08 2.36 2.08 Red% 0.0 0.0 0.0 0.0 0.0 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.035 0.000 32.000 0.035 0.000 Red%Type NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 20.28 kips 0.90Vn = 143.37 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 214.5 214.5 @ ft 16.0 16.0 Lb ft 8.0 8.0 Cb 1.11 1.11 Phi 0.90 0.90 Phi*Mn kip-ft 232.86 232.86 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 8.02 6.66 20.28 Right 8.02 6.66 20.28 16.00ft 16.00ft 36.00ft -0.998 -0.841 -1.089 L/D L/D L/D 385 457 353 Gravity Beam Design RAM Steel vlO.O Page 107/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1001 SPAN INFORMATION (ft): I-End (192.00,55.50) J-End (192.00,92.50) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 37.00 Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 81.2 18.5 0.0 LOO 0.90 124.50 Controlling 1.2DL+L6LL 81.2 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max+LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Totalload (in) at 18.50ft = -1.250 L/D = 355 Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 INKEf-WOAL Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 108/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 481 SPAN INFORMATION (ft): I-End (192.00,55.50) Minimum Depth specified - 11.90 in J-End (224.00,55.50) Beam Size (Optimum) Total Beam Length (ft) Mp (kip-ft) = 326.67 POINT LOADS (kips): W18X40 32.00 Fy = 50.0 ksi Dist 8.000 8.000 16.000 16.000 24.000 24.000 DL 3.37 2.69 3.37 2.69 3.37 2.69 RedLL Red% NonRLL StorLL Red% RoofLL 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 2.96 2.36 2.96 2.36 2.96 2.36 Ked% 0.0 0.0 0.0 0.0 0.0 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.040 0.000 32.000 0.040 0.000 Red%Type NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 24.44 kips 0.90Vn = 152.24 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 258.6 258.6 @ ft 16.0 16.0 Lb ft 8.0 8.0 Cb 1.11 1.11 Phi 0.90 0.90 Phi*Mn kip-ft 280.68 280.68 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 1) Dead load (in) Live load (in) Net Total load (in) Left 9.72 7.98 24.44 Right 9.72 7.98 24.44 at at at 16.00ft 16.00ft 16.00ft -1.009 -0.840 -0.849 L/D L/D L/D 381 457 452 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 109/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 9 SPAN INFORMATION (ft): I-End (192.00,92.50) Minimum Depth specified = 11.90 in Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 24.00 Mp(kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 8.000 3.37 0.00 16.000 3.37 0.00 LINE LOADS (k/ft): J-End (216.00,92.50) Fy = 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T:i R No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 12.55 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 92.8 92.8 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 97.70 97.70 DL reaction Max +LL reaction Max -f-total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 6.20 3.19 12.55 Right 6.20 3.19 12.55 12.00ft 12.00ft 12.00ft -0.800 -0.460 -0.510 L/D L/D L/D 360 627 565 Gravity Beam Design RAM Steel vlO.O Page 110/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1132 SPAN INFORMATION (ft): I-End (200.00,0.00) J-End (200.00,26.00) Beam Size (Optimum) = W12X16 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp (kip-ft) = 83.75 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+L6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max+LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Page 111/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1165 SPAN INFORMATION (ft): I-End (200.00,26.00) J-End (200.00,55.50) Beam Size (Optimum) = W14X22 Fy = 50.0ksi Total Beam Length (ft) = 29.50 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max+ Controlling REACTIONS (kips): Left Right DL reaction 2.69 2.69 Max +LL reaction 2.36 2.36 Max +total reaction (factored) 7.00 7.00 DEFLECTIONS: Dead load (in) at 14.75ft = -0.538 L/D = 658 Live load (in) at 14.75ft = -0.472 L/D = 749 Net Total load (in) at 14.75ft = -1.010 L/D = 350 Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 LoadCombo L2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 112/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Beam Number = 1118 I-End (200.00,55.50) - W14X22 = 37.00 J-End (200.00,92.50) FY = 50.0 ksi Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 81.2 81.2 @ ft 18.5 18.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 3.37 2.96 8.78 Right 3.37 2.96 8.78 18.50ft = 18.50ft = 18.50ft - -1.330 -1.169 -1.250 L/D = L/D = L/D - 334 380 355 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 113/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) - 83.75 LEVE LOADS (k/ft): Beam Number = 1133 I-End (208.00,0.00) = W12X16 = 26.00 J-End (208.00,26.00) Fy = 50.0 ksi Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Red% 0.0% ___ Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 39.5 39.5 @ ft 13.0 13.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 75.37 75.37 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 2.29 2.08 6.07 13.00ft 13.00ft 13.00ft Right 2.29 2.08 6.07 -0.606 -0.551 -1.157 L/D L/D L/D 515 566 270 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 114/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Beam Number = 1164 I-End (208.00,26.00) = W14X22 = 29.50 Red% 0.0% J-End (208.00,55.50) Fy = 50.0 ksi Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb LOO LOO Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 2.69 2.36 7.00 14.75 ft 14.75 ft 14.75 ft Right 2.69 2.36 7.00 -0.538 -0.472 -1.010 L/D L/D L/D 658 749 350 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 115/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Beam Number =1119 I-End (208.00,55.50) - W14X22 = 37.00 J-End (208.00,92.50) Fv = 50.0 ksi Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 81.2 81.2 @ ft 18.5 18.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 3.37 2.96 8.78 18.50ft 18.50ft 18.50ft Right 3.37 2.96 8.78 -1.330 -1.169 -1.250 L/D L/D L/D 334 380 355 Gravity Beam Design RAM Steel vlO.O Page 116/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1017 SPAN INFORMATION (ft): I-End (216.00,0.00) J-End (216.00,26.00) Beam Size (Optimum) = W12X16 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 39.5 39.5 @ ft 13.0 13.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 75.37 75.37 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft - -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D - 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBCi Page 117/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 20 SPAN INFORMATION (ft): I-End (216.00,0.00) Minimum Depth specified = 11.90 in J-End (240.00,0.00) Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) - 138.33 POINT LOADS (kips): Dist DL RedLL 8.000 2.67 0.00 16.000 2.29 0.00 LINE LOADS (k/ft): W14X22 24.00 Fv = 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% ___ 0.00 0.00 T: F R No Red SHEAR (Ultimate): Max Vu (1.2DL+L6LL) = 10.15 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 73.1 73.1 @ ft 11.5 11.5 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 97.82 97.82 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 5.38 2.31 10.15 Right 5.25 2.31 10.00 at at at 12.00ft 12.00ft 12.00ft -0.670 -0.330 -1.000 L/D L/D L/D 430 872 288 BMKSNATOAl Gravity Beam Design RAM Steel v 10.0 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 118/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = LINE LOADS (k/ft): 138.33 Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Beam Number =1163 I-End (216.00,26.00) = W14X22 = 29.50 Red% 0.0% J-End (216.00,55.50) Fv = 50.0 ksi Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) - 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 2.69 2.36 7.00 14.75 ft 14.75 ft 14.75 ft Right 2.69 2.36 7.00 -0.538 -0.472 -1.010 L/D L/D L/D 658 749 350 JNTONATOAl Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 119/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Beam Number = 1152 I-End (216.00,55.50) = W14X22 = 37.00 Red% 0.0% J-End (216.00,92.50) Fy = 50.0 ksi Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 81.2 81.2 @ ft 18.5 18.5 Lb ft 0.0 0.0 Cb 1.00 LOO Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 3.37 2.96 8.78 18.50ft 18.50ft 18.50ft Right 3.37 2.96 8.78 -1.330 -1.169 -1.250 L/D L/D L/D 334 380 355 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 120/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 10 SPAN INFORMATION (ft): I-End (216.00,92.50) Minimum Depth specified = 11.90 in J-End (240.00,92.50) Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) - 138.33 POINT LOADS (kips): Dist DL RedLL 8.000 4.22 0.00 16.000 3.37 0.00 LINE LOADS (k/ft): W14X22 24.00 Fy - 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T:i R No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 13.23 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 97.1 97.1 @ ft 10.9 10.9 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 97.83 97.83 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 6.77 3.19 13.23 Right 6.49 3.19 12.89 11.88ft = 12.00ft = 12.00ft = -0.863 -0.460 -0.573 L/D = L/D = L/D = 334 627 503 INTESNATO-JAL Gravity Beam Design RAM Steel vlO.O Page 121/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1130 SPAN INFORMATION (ft): I-End (224.00,0.00) J-End (224.00,26.00) Beam Size (User Selected) = W16X45 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 342.92 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.045 0.045 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.53 kips 0.90Vn = 149.97 kips MOMENTS (Ultimate): Span Cond LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 42.4 42.4 @ ft 13.0 13.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 308.62 308.62 Center Max + Controlling REACTIONS (kips): Left Right DL reaction 2.67 2.67 Max+LL reaction 2.08 2.08 Max +total reaction (factored) 6.53 6.53 DEFLECTIONS: Dead load (in) at 13.00ft = -0.124 L/D = 2512 Live load (in) at 13.00ft = -0.097 L/D = 3223 Net Total load (in) at 13.00ft = -0.221 L/D = 1412 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 122/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 491 SPAN INFORMATION (ft): I-End (224.00,26.00) Minimum Depth specified = 11.90 in J-End (256.00,26.00) Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) - 277.08 POINT LOADS (kips): W18X35 32.00 Fy = 50.0 ksi Dist 8.000 8.000 16.000 16.000 24.000 24.000 DL 2.69 2.29 2.69 2.29 2.69 2.29 RedLL 0.00 0.00 0.00 0.00 0.00 0.00 Red% NonRLL StorLL 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% RoofLL 0.0 0.0 0.0 0.0 0.0 0.0 2.36 2.08 2.36 2.08 2.36 2.08 Red% 0.0 0.0 0.0 0.0 0.0 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.035 0.000 32.000 0.035 0.000 Red%Type NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 20.28 kips 0.90Vn = 143.37 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 214.5 214.5 @ ft 16.0 16.0 Lb ft 8.0 8.0 Cb 1.11 1.11 Phi 0.90 0.90 Phi*Mn kip-ft 232.86 232.86 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 8.02 6.66 20.28 Right 8.02 6.66 20.28 16.00ft 16.00ft 16.00ft -0.998 -0.841 -1.089 L/D L/D L/D 385 457 353 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana ReaI_REV_6 Building Code: UBC1 Page 123/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 116 SPAN INFORMATION (ft): I-End (224.00,47.50) Minimum Depth specified = 11.90 in Beam Size (User Selected) = W16X26 Total Beam Length (ft) = 8.00 J-End (224.00,55.50) Fy = 50.0 ksi Mp(kip-ft) - LINE LOADS (k/ft): 184.17 Load 1 2 Dist 0.000 8.000 0.000 8.000 DL 0.160 0.160 0.026 0.026 LL 0.160 0.160 0.000 0.000 Red% 0.0% Type Roof NonR LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 3.8 3.8 @ ft 4.0 4.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 165.75 165.75 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1.92 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at 4.00ft = -0.002 L/D Live load (in) at 4.00 ft = -0.002 L/D Net Total load (in) at 4.00 ft = -0.004 L/D Left 0.74 0.64 1.92 Right 0.74 0.64 1.92 48850 56829 26269 Gravity Beam Design RAM Steel vlO.O Page 124/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1120 SPAN INFORMATION (ft): I-End (224.00,55.50) J-End (224.00,92.50) Beam Size (User Selected) = W16X67 Fy =50.0ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 550.00 LINE LOADS (k/ft): Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.068 0.068 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 9.80 kips 0.90Vn = 173.84 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 90.6 18.5 0.0 1.00 0.90 495.00 Controlling 1.2DL+1.6LL 90.6 18.5 0.0 1.00 0.90 495.00 REACTIONS (kips): Left Right DL reaction 4.22 4.22 Max +LL reaction 2.96 2.96 Max -Kotal reaction (factored) 9.80 9.80 DEFLECTIONS: Dead load (in) at 18.50ft = -0.342 L/D = 1299 Live load (in) at 18.50ft = -0.240 L/D - 1851 Net Total load (in) at 18.50ft = -0.582 L/D = 763 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 125/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 482 SPAN INFORMATION (ft): I-End (224.00,55.50) Minimum Depth specified = 11.90 in Beam Size (Optimum) = W18X40 Total Beam Length (ft) = 32.00 Mp(kip-ft) = 326.67 POINT LOADS (kips): J-End (256.00,55.50) Fy = 50.0 ksi Dist 8.000 8.000 16.000 16.000 24.000 24.000 DL 3.37 2.69 3.37 2.69 3.37 2.69 RedLL 0.00 0.00 0.00 0.00 0.00 0.00 Red% NonRLL StorLL 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% RoofLL Red% 0.0 0.0 0.0 0.0 0.0 0.0 2.96 2.36 2.96 2.36 2.96 2.36 0.0 0.0 0.0 0.0 0.0 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.040 0.000 32.000 0.040 0.000 Red%Type NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 24.44 kips 0.90Vn = 152.24 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 258.6 258.6 @ ft 16.0 16.0 Lb ft 8.0 8.0 Cb 1.11 1.11 Phi 0.90 0.90 Phi*Mn kip-ft 280.68 280.68 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 1) Dead load (in) Live load (in) Net Total load (in) Left 9.72 7.98 24.44 Right 9.72 7.98 24.44 at at at 16.00ft = 16.00ft = 16.00ft = -1.009 -0.840 -0.849 L/D = L/D = L/D = 381 457 452 Gravity Beam Design RAM Steel vlO.O Page 126/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1131 SPAN INFORMATION (ft): I-End (232.00,0.00) J-End (232.00,26.00) Beam Size (Optimum) = W12X16 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp (kip-ft) = 83.75 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max -fLL reaction 2.08 2.08 Max -Hotal reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft = -1.157 L/D - 270 Gravity Beam Design RAM Steel vlO.O Page 127/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1162 SPAN INFORMATION (ft): I-End (232.00,26.00) J-End (232.00,55.50) Beam Size (Optimum) = W14X22 Fy =50.0ksi Total Beam Length (ft) = 29.50 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 2.69 2.69 Max+LL reaction 2.36 2.36 Max +total reaction (factored) 7.00 7.00 DEFLECTIONS: Dead load (in) at 14.75ft = -0.538 L/D = 658 Live load (in) at 14.75ft = -0.472 L/D = 749 Net Total load (in) at 14.75ft = -1.010 L/D = 350 Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 128/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Beam Number = 1121 I-End (232.00,55.50) = W14X22 = 37.00 J-End (232.00,92.50) Fy = 50.0 ksi Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 81.2 81.2 @ ft 18.5 18.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 3.37 2.96 8.78 18.50ft 18.50ft 18.50ft Right 3.37 2.96 8.78 -1.330 -1.169 -1.250 L/D L/D L/D 334 380 355 Gravity Beam Design RAM Steel vlO.O Page 129/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1161 SPAN INFORMATION (ft): I-End (240.00,0.00) J-End (240.00,26.00) Beam Size (Optimum) = W12X16 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 39.5 13.0 0.0 1.00' 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max+LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 130/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 21 SPAN INFORMATION (ft): I-End (240.00,0.00) Minimum Depth specified = 11.90 in Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 24.00 Mp(kip-ft) = 138.33 POINT LOADS (kips); Dist DL RedLL 8.000 2.29 0.00 16.000 2.29 0.00 LINE LOADS (k/ft): J-End (264.00,0.00) Fy = 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL F 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 Type Red Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 9.84 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 71.2 71.2 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 97.79 97.79 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 5.12 2.31 9.84 Right 5.12 2.31 9.84 at at at 12.00ft = 12.00ft = 12.00ft = -0.642 -0.330 -0.972 L/D = L/D = L/D = 449 872 296 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 131/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Beam Number =1160 I-End (240.00,26.00) - W14X22 - 29.50 Red% 0.0% J-End (240.00,55.50) Fy = 50.0 ksi Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 2.69 2.36 7.00 Right 2.69 2.36 7.00 at at at 14.75ft = 14.75ft = 14.75ft = -0.538 -0.472 -1.010 L/D = L/D = L/D = 658 749 350 Gravity Beam Design RAM Steel vlO.O Page 132/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LKFD Floor Type: Roof Beam Number = 1150 SPAN INFORMATION (ft): I-End (240.00,55.50) J-End (240.00,92.50) Beam Size (Optimum) - W14X22 Fy -50.0ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 81.2 81.2 @ ft 18.5 18.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 Center Max + Controlling REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max -Hotal reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 133/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 11 SPAN INFORMATION (ft): I-End (240.00,92.50) Minimum Depth specified = 11.90 in Beam Size (Optimum) - W14X22 Total Beam Length (ft) = 24.00 Mp(kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 8.000 3.37 0.00 16.000 3.37 0.00 LINE LOADS (k/ft): J-End (264.00,92.50) Fy - 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T: i R No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 12.55 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 92.8 92.8 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 97.70 97.70 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 6.20 3.19 12.55 Right 6.20 3.19 12.55 12.00ft = 12.00ft = 12.00ft = -0.800 -0.460 -0.510 L/D L/D L/D 360 627 565 Gravity Beam Design RAM Steel vlO.O Page 134/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1128 SPAN INFORMATION (ft): I-End (248.00,0.00) J-End (248.00,26.00) Beam Size (Optimum) = W12X16 Fy =50.0ksi Total Beam Length (ft) - 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 39.5 13.0 0.0 LOO 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 LOO 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D - 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Page 135/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana RealJREV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1159 SPAN INFORMATION (ft): I-End (248.00,26.00) J-End (248.00,55.50) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 29.50 Mp(kip-ft) - 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 Center Max + Controlling REACTIONS (kips): Left Right DL reaction 2.69 2.69 Max+LL reaction 2.36 2.36 Max +total reaction (factored) 7.00 7.00 DEFLECTIONS: Dead load (in) at 14.75ft = -0.538 L/D = 658 Live load (in) at 14.75ft = -0.472 L/D - 749 Net Total load (in) at 14.75ft = -1.010 L/D - 350 Gravity Beam Design RAM Steel vlO.O Page 136/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real__REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1122 SPAN INFORMATION (ft): I-End (248.00,55.50) J-End (248.00,92.50) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 37.00 Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 81.2 81.2 @ ft 18.5 18.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 •u TM! Gravity Beam Design Wlvl RAMS*66^10-0 Pa£e 137/155 * I \S Margaret Coffey, PE; C-G Engineering RANII DataBase: Ventana Real_REV_6 03/27/06 08:40:51 urcsNATa^l Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1129 SPAN INFORMATION (ft): I-End (256.00,0.00) J-End (256.00,26.00) Beam Size (Optimum) = W12X16 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) - 83.75 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Totalload (in) at 13.00ft = -1.157 L/D = 270 Gravity Beam Design RAM Steel vlO.O Page 138/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1158 SPAN INFORMATION (ft): I-End (256.00,26.00) J-End (256.00,55.50) Beam Size (Optimum) = W14X22 Fy =50.0ksi Total Beam Length (ft) = 29.50 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ L2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 2.69 2.69 Max +LL reaction 2.36 2.36 Max +total reaction (factored) 7.00 7.00 DEFLECTIONS: Dead load (in) at 14.75ft = -0.538 L/D = 658 Live load (in) at 14.75ft = -0.472 L/D - 749 Net Total load (in) at 14.75ft = -1.010 L/D = 350 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 139/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 277.08 POINT LOADS (kips): Beam Number = 954 I-End (256.00,26.00) = W18X35 = 32.00 J-End (288.00,26.00) Fy = 50.0 ksi Dist 8.000 8.000 16.000 16.000 24.000 24.000 DL 2.69 2.29 2.69 2.29 2.69 2.29 RedLL Red% NonRLL StorLL Red% RoofLL 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 2.36 2.08 2.36 2.08 2.36 2.08 Red% 0.0 0.0 0.0 0.0 0.0 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.035 0.000 32.000 0.035 0.000 Red%Type NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 20.28 kips 0.90Vn = 143.37 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 214.5 214.5 @ ft 16.0 16.0 Lb ft 8.0 8.0 Cb 1.11 1.11 Phi 0.90 0.90 Phi*Mn kip-ft 232.86 232.86 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 8.02 6.66 20.28 Right 8.02 6.66 20.28 16.00ft = 16.00ft = 16.00ft = -0.998 -0.841 -1.089 L/D L/D L/D 385 457 353 Gravity Beam Design RAM Steel vlO.O Page 140/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Reai_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1123 SPAN INFORMATION (ft): I-End (256.00,55.50) J-End (256.00,92.50) Beam Size (Optimum) - W14X22 Fy = 50.0ksi Total Beam Length (ft) = 37.00 Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% ___ Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D - 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 141/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) - 326.67 POINT LOADS (kips): Beam Number = 953 I-End (256.00,55.50) = W18X40 = 32.00 J-End (288.00,55.50) Fy = 50.0 ksi Dist 8.000 8.000 16.000 16.000 24.000 24.000 DL 3.37 2.69 3.37 2.69 3.37 2.69 RedLL 0.00 0.00 0.00 0.00 0.00 0.00 Red% NonRLL StorLL 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Red% RoofLL 0.0 0.0 0.0 0.0 0.0 0.0 2.96 2.36 2.96 2.36 2.96 2.36 Red% 0.0 0.0 0.0 0.0 0.0 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0.000 0.040 0.000 32.000 0.040 0.000 Red%Type NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) MOMENTS (Ultimate): Span Cond Center Max + Controlling 24.44 kips 0.90Vn = 152.24 kips LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 258.6 258.6 @ ft 16.0 16.0 Lb ft 8.0 8.0 Cb 1.11 1.11 Phi 0.90 0.90 Phi*Mn kip-ft 280.68 280.68 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 1) Dead load (in) Live load (in) Net Total load (in) Left 9.72 7.98 24.44 Right 9.72 7.98 24.44 at at at 16.00ft 16.00ft 16.00 ft -1.009 -0.840 -0.849 L/D L/D L/D 381 457 452 Gravity Beam Design RAM Steel vlO.O Page 142/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 SteeJ Code: AISC LRFD Floor Type: Roof Beam Number = 1020 SPAN INFORMATION (ft): I-End (264.00,0.00) J-End (264.00,26.00) Beam Size (Optimum) = W12X16 Fy = 50.0 ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Red% 0.0% ___ Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 Controlling 1.2DL+1.6LL 39.5 13.0 0.0 1.00 0.90 75.37 REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max+LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D - 566 Net Total load (in) at 13.00ft = -1.157 L/D - 270 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 143/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 22 SPAN INFORMATION (ft): I-End (264.00,0.00) Minimum Depth specified — 11.90 in Beam Size (Optimum) = W14X22 Total Beam Length (ft) - 24.00 Mp(kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 8.000 2.29 0.00 16.000 2.29 0.00 LINE LOADS (k/ft): J-End (288.00,0.00) Fy = 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% ___ 0.00 0.00 T:i R No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 9.84 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 71.2 71.2 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 97.79 97.79 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 5.12 2.31 9.84 12.00ft 12.00 ft 12.00ft Right 5.12 2.31 9.84 -0.642 -0.330 -0.972 L/D = L/D = L/D = 449 872 296 Gravity Beam Design RAM Steel vlO.O Page 144/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1157 SPAN INFORMATION (ft): I-End (264.00,26.00) J-End (264.00,55.50) Beam Size (Optimum) - W14X22 Fy =50.0ksi Total Beam Length (ft) = 29.50 Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7,00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 2.69 2.69 Max+LL reaction 2.36 2.36 Max +total reaction (factored) 7.00 7.00 DEFLECTIONS: Dead load (in) at 14.75ft = -0.538 L/D = 658 Live load (in) at 14.75ft = -0.472 L/D = 749 Net Total load (in) at 14.75ft = -1.010 L/D = 350 Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Page 145/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1151 SPAN INFORMATION (ft): I-End (264.00,55.50) J-End (264.00,92.50) Beam Size (Optimum) - W14X22 Fy = 50.0ksi Total Beam Length (ft) - 37.00 Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max -ftotal reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Deadload(in) at 18.50ft = -1.330 L/D = 334 Liveload(in) at 18.50ft = -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 NTKNAFOMAL Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 146/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 12 SPAN INFORMATION (ft): I-End (264.00,92.50) Minimum Depth specified = 11.90 in J-End (288.00,92.50) Beam Size (Optimum) Total Beam Length (ft) Mp(kip-ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 8.000 3.37 0.00 16.000 3.37 0.00 LINE LOADS (k/ft): W14X22 24.00 Fy - 50.0 ksi Load 1 2 3 Dist 0.000 24.000 0.000 24.000 0.000 24.000 DL 0.195 0.195 0.019 0.019 0.022 0.022 LL 0.000 0.000 0.019 0.019 0.000 0.000 Red% NonRLL StorLL 0.0 0.0 LL 0.000 0.000 0.019 0.019 0.000 0.000 0.00 0.00 Red% 0.0% 0.0% — 0.00 0.00 T: F R No Red SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 12.55 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 92.8 92.8 @ ft 12.0 12.0 Lb ft 8.0 8.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 97.70 97.70 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Dead load (in) at Live load (in) at Net Total load (in) at Left 6.20 3.19 12.55 Right 6.20 3.19 12.55 12.00ft 12.00ft 12.00ft -0.800 -0.460 -0.510 L/D = L/D = L/D = 360 627 565 Gravity Beam Design RAM Steel vlO.O Page 147/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code; UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1126 SPAN INFORMATION (ft): I-End (272.00,0.00) J-End (272.00,26.00) Beam Size (Optimum) = W12X16 Fy - 50.0 ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6,07 kips 0.90Vn = 71.28 kips MOMENTS (Ultimate); Span Cond LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 39.5 39.5 @ ft 13.0 13.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 75.37 75.37 Center Max+ Controlling REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft - -1.157 L/D = 270 NTEBMWIGNAL Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 148/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Mp (kip-ft) = 138.33 LINE LOADS (k/ft): Beam Number =1156 I-End (272.00,26.00) = W14X22 - 29.50 J-End (272.00,55.50) Fy = 50.0 ksi Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 51.6 51.6 @ ft 14.8 14.8 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 124.50 124.50 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left 2.69 2.36 7.00 14.75 ft 14.75 ft 14.75 ft Right 2.69 2.36 7.00 -0.538 -0.472 -1.010 L/D L/D L/D 658 749 350 Gravity Beam Design RAM Steel vlO.O Page 149/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1124 SPAN INFORMATION (ft): I-End (272.00,55.50) J-End (272.00,92.50) Beam Size (Optimum) = W14X22 Fy =50.0ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Red% 0.0% ___ Type Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 Gravity Beam Design RAM Steel vlO.O Page 150/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1127 SPAN INFORMATION (ft): I-End (280.00,0.00) J-End (280.00,26.00) Beam Size (Optimum) = W12X16 Fy =50.0ksi Total Beam Length (ft) = 26.00 Mp(kip-ft) = 83.75 LINE LOADS (k/ft): Load 1 2 Dist 0.000 26.000 0.000 26.000 DL 0.160 0.160 0.016 0.016 LL 0.160 0.160 0.000 0.000 Red% 0.0% — Type Roof NonR LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 39.5 39.5 @ ft 13.0 13.0 Lb ft 0.0 0,0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 75.37 75.37 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.07 kips 0.90Vn = 71.28kips MOMENTS (Ultimate): Span Cond Center Max+ Controlling REACTIONS (kips): Left Right DL reaction 2.29 2.29 Max +LL reaction 2.08 2.08 Max +total reaction (factored) 6.07 6.07 DEFLECTIONS: Dead load (in) at 13.00ft = -0.606 L/D = 515 Live load (in) at 13.00ft = -0.551 L/D = 566 Net Total load (in) at 13.00ft = -1.157 L/D = 270 Gravity Beam Design RAM Steel vlO.O Page 151/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1155 SPAN INFORMATION (ft): I-End (280.00,26.00) J-End (280.00,55.50) Beam Size (Optimum) - W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 29.50 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (L2DL+1.6LL) = 7.00 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 51.6 14.8 0.0 1.00 0.90 124.50 REACTIONS (kips); Left Right DL reaction 2.69 2.69 Max +LL reaction 2.36 2.36 Max +total reaction (factored) 7.00 7.00 DEFLECTIONS: Dead load (in) at 14.75ft = -0.538 L/D = 658 Live load (in) at 14.75ft - -0.472 L/D = 749 Net Total load (in) at 14.75ft - -1.010 L/D = 350 Load 1 2 Dist 0.000 29.500 0.000 29.500 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Page 152/155 Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 03/27/06 08:40:51 Building Code: UBC1 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 1125 SPAN INFORMATION (ft): I-End (280.00,55.50) J-End (280.00,92.50) Beam Size (Optimum) = W14X22 Fy =50.0ksi Total Beam Length (ft) = 37.00 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Red% Type 0.0% Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.78 kips 0.90Vn = 85.08 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 81.2 18.5 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 3.37 3.37 Max +LL reaction 2.96 2.96 Max +total reaction (factored) 8.78 8.78 DEFLECTIONS: (Camber = 1-1/4) Dead load (in) at 18.50ft = -1.330 L/D = 334 Live load (in) at 18.50ft = -1.169 L/D = 380 Net Total load (in) at 18.50ft = -1.250 L/D = 355 Load 1 2 Dist 0.000 37.000 0.000 37.000 DL 0.160 0.160 0.022 0.022 LL 0.160 0.160 0.000 0.000 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 153/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 13 SPAN INFORMATION (ft): I-End (288.00,0.00) Minimum Depth specified = 11.90 in Beam Size (User Selected) = W16X45 Total Beam Length (ft) - 26.00 Mp(kip-ft) = 342.92 LINE LOADS (k/ft): Red% 0.0% 0.0% 0.0% J-End (288.00,26.00) Fy = 50.0 ksi Load 1 2 3 4 Dist 0.000 26.000 0.000 26.000 0.000 26.000 0.000 26.000 DL 0.195 0.195 0.080 0.080 0.019 0.019 0.045 0.045 LL 0.000 0.000 0.080 0.080 0.019 0.019 0.000 0.000 Type Red Roof Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.36 kips 0.90Vn = 149.97 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 47.8 47.8 @ ft 13.0 13.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 308.62 308.62 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at Left 4.41 1.29 7.36 13.00 ft 13.00ft 13.00ft Right 4.41 1.29 7.36 -0.205 -0.060 -0.265 L/D L/D L/D 1519 5200 1176 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 154/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) Mp(kip-ft) = 184.17 LINE LOADS (k/ft): Load 1 Dist 0.000 8.000 0.000 8.000 0.000 8.000 0.000 8.000 DL 0.195 0.195 0.080 0.080 0.019 0.019 0.026 0.026 LL 0.000 0.000 0.080 0.080 0.019 0.019 0.000 0.000 Beam Number = 952 I-End (288.00,47.50) = W16X26 = 8.00 Red% 0.0% 0.0% 0.0% J-End (288.00,55.50) Fy = 50.0 ksi Type Red Roof Roof NonR LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 4.3 4.3 @ ft 4.0 4.0 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 165.75 165.75 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 2.17 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) at 4.00ft = -0.003 L/D Live load (in) at 4.00ft = -0.001 L/D Net Total load (in) at 4.00ft = -0.004 L/D Left 1.28 0.40 2.17 Right 1.28 0.40 2.17 28388 91691 21677 Gravity Beam Design RAM Steel vlO.O Margaret Coffey, PE; C-G Engineering DataBase: Ventana Real_REV_6 Building Code: UBC1 Page 155/155 03/27/0608:40:51 Steel Code: AISC LRFD Floor Type: Roof Beam Number = 15 SPAN INFORMATION (ft): I-End (288.00,55.50) Minimum Depth specified = 11.90 in Beam Size (User Selected) - W16X67 Total Beam Length (ft) = 37.00 Mp(kip-ft) = 550.00 LINE LOADS (k/ft): Red% 0.0% 0.0% 0.0% J-End (288.00,92.50) Fy = 50.0 ksi Load 1 2 3 4 Dist 0.000 37.000 0.000 37.000 0.000 37.000 0.000 37.000 DL 0.195 0.195 0.080 0.080 0.019 0.019 0.068 0.068 LL 0.000 0.000 0.080 0.080 0.019 0.019 0.000 0.000 Type Red Roof Roof NonR SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 10.98 kips 0.90Vn = 173.84 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL Mu kip-ft 101.5 101.5 @ ft 18.5 18.5 Lb ft 0.0 0.0 Cb 1.00 1.00 Phi 0.90 0.90 Phi*Mn kip-ft 495.00 495.00 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 6.70 1.83 10.98 Right 6.70 1.83 10.98 at at at 18.50ft 18.50ft 18.50ft -0.543 -0.149 -0.692 L/D = L/D - L/D = 818 2987 642