Appendix A - Computer Program Results
Section A3 - Opis Input
DECK GEOMETRY AND LOAD SUMMARY REPORT No. Girders: 6 Girder Spacing, in Bay No. Spacing ----------------- 1 116.004 2 116.004 3 116.004 4 116.004 5 116.004 Cantilevers: Left = 42.250 in Right = 42.230 in Deck Width = 664.500 in Slab Thickness = 8.000 in DECK GEOMETRY AND LOAD SUMMARY REPORT (continued) Travel Way Locations: Left Edge = 20.250 in Right Edge = 644.250 in Material Weights: Concrete (deck) = 0.1500 k/ft^3 Concrete (other) = 0.1500 k/ft^3 Wearing Surface = 0.3000E-01 k/ft^2 Line Loads: Line Load, k/ft Location, in Load Group ----------------------------------------------- 0.649 7.611 1 0.649 656.888 1 GIRDER LOADS SUMMARY REPORT Units: Loads are in k/ft. Girder Loads Due to Deck Components: Component Slab Soffit Curbs Median Topping Wearing Surface Stage 1 1 2 2 1 2 DL Type DC DC DC DC DC DW ------------------------------------------------------------------------------------------------------------ Girder No. 1 0.835 0.000 0.000 0.000 0.000 0.260 2 0.967 0.000 0.000 0.000 0.000 0.260 3 0.967 0.000 0.000 0.000 0.000 0.260 4 0.967 0.000 0.000 0.000 0.000 0.260 5 0.967 0.000 0.000 0.000 0.000 0.260 6 0.835 0.000 0.000 0.000 0.000 0.260 Girder Loads Due to Line and/or Uniform Loads: Load Group 1 2 3 4 Stage 1 2 N/A N/A DL Type DC DC N/A N/A ------------------------------------------------------------------------- Line Loads ------------------------------------------------------------------------- Girder No. 1 0.649 0.000 0.000 0.000 2 0.000 0.000 0.000 0.000 3 0.000 0.000 0.000 0.000 4 0.000 0.000 0.000 0.000 5 0.000 0.000 0.000 0.000 6 0.649 0.000 0.000 0.000 GIRDER LOADS SUMMARY REPORT (continued) Units: Loads are in k/ft. Girder of Interest: 2 Total Loads Due to Superimposed Dead Loads Stage 1 2 3 DL Type DC DW DC DW DC DW --------------------------------------------------------------------------------------------------------- Girder No. 1 0.835 0.000 0.000 0.260 0.000 0.000 => 2 0.967 0.000 0.000 0.260 0.000 0.000 3 0.967 0.000 0.000 0.260 0.000 0.000 4 0.967 0.000 0.000 0.260 0.000 0.000 5 0.967 0.000 0.000 0.260 0.000 0.000 6 0.835 0.000 0.000 0.260 0.000 0.000 Total Loads Due to Load Groups: Load Group 1 2 3 4 ------------------------------------------------------------------------- Girder No. 1 0.649 0.000 0.000 0.000 => 2 0.000 0.000 0.000 0.000 3 0.000 0.000 0.000 0.000 4 0.000 0.000 0.000 0.000 5 0.000 0.000 0.000 0.000 6 0.649 0.000 0.000 0.000 Total Loads: Stage 1 2 3 1 + 2 + 3 ------------------------------------------------------------------------- Girder No. 1 1.485 0.260 0.000 1.745 => 2 0.967 0.260 0.000 1.227 3 0.967 0.260 0.000 1.227 4 0.967 0.260 0.000 1.227 5 0.967 0.260 0.000 1.227 6 1.484 0.260 0.000 1.744 Self-Load Summary: Span Beginning of Load End of Load No. Distance, in Magnitude, k/in Distance, in Magnitude, k/in ------------------------------------------------------------------- 1 0.00 0.094184 1320.00 0.094184 2 0.00 0.094184 1320.00 0.094184 Distributed Dead Load Summary: Load Group No. 1: DC1 Load Group No. 2: DC2 Load Span Beginning of Load End of Load Group No. No. Distance, in Magnitude, k/in Distance, in Magnitude, k/in ------------------------------------------------------------------------------- DC1 All 0.08056 0.08056 DW2 All 0.02167 0.02167 1 1 0.00 0.01458 1320.00 0.01458 1 2 0.00 0.01458 1320.00 0.01458 2 1 0.00 0.01800 1320.00 0.01800 2 2 0.00 0.01800 1320.00 0.01800 Note: A span number denoted as "*" indicates the distances reference the left end of the bridge and the load may extend over one or more spans. Beam Properties: General span segments variation. Construction Stage: 1 Span No. 1 Span Length = 110.000 (ft) Span Ratio = 1.000 E = 4696.0 (ksi) Input Dimensions and Cross-Section Geometry: (in) Span Dist Web Web Width Flange Thickness Flange Width Point (ft) Depth top bot top bot top bot ------------------------------------------------------------------------------------- 1.000 0.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.016 1.750 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.064 7.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.091 10.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.100 11.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.114 12.500 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.200 22.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.223 24.500 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.300 33.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.400 44.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.500 55.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.600 66.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.700 77.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.750 82.500 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.777 85.500 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.800 88.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.886 97.500 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.900 99.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.909 100.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.984 108.250 59.00 8.000 8.000 5.000 8.000 42.00 28.00 2.000 110.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 Calculated Properties: Span Dist A I X-bar Point (ft) (in^2) (in^4) (in) ------------------------------------------------------- 1.000 0.000 1085.0 733320.3 36.38 1.016 1.750 1085.0 733320.3 36.38 1.064 7.000 1085.0 733320.3 36.38 1.091 10.000 1085.0 733320.3 36.38 1.100 11.000 1085.0 733320.3 36.38 1.114 12.500 1085.0 733320.3 36.38 1.200 22.000 1085.0 733320.3 36.38 1.223 24.500 1085.0 733320.3 36.38 1.300 33.000 1085.0 733320.3 36.38 1.400 44.000 1085.0 733320.3 36.38 1.500 55.000 1085.0 733320.3 36.38 1.600 66.000 1085.0 733320.3 36.38 1.700 77.000 1085.0 733320.3 36.38 1.750 82.500 1085.0 733320.3 36.38 1.777 85.500 1085.0 733320.3 36.38 1.800 88.000 1085.0 733320.3 36.38 1.886 97.500 1085.0 733320.3 36.38 1.900 99.000 1085.0 733320.3 36.38 1.909 100.000 1085.0 733320.3 36.38 1.984 108.250 1085.0 733320.3 36.38 2.000 110.000 1085.0 733320.3 36.38 CONCRETE PROPERTIES: Unit Weight of Girder Concrete: 0.150 kcf Compressive Strengths (f'c): Prestressed Concrete : 6.000 ksi Non-prestressed Concrete : 4.000 ksi Prestressed Concrete at Release: 4.800 ksi Modulus of Elasticity (Ec) : Prestressed Concrete : 4695.982 ksi Non-prestressed Concrete : 3644.148 ksi Prestressed Concrete at Release: 4200.214 ksi PRESTRESSING STRAND PROPERTIES: Strand Ultimate Yield Point Modulus of Initial Strand Strand Type Area Strength Stress Elasticity Stress No. (in^2) (ksi) (ksi) (ksi) (ksi) --------------------------------------------------------------------------------------------------- 1 Low-relaxation - Pretensioned 0.153 270.0 243.0 28500.0 202.5 PRETENSIONED STRANDS POST-TENSIONED STRANDS -------------------------------- ------------------------------------------------------------------------- Strand Strand Nominal Transfer Coefficients End Anchorage Loss Elastic No. Ends Diameter Length Bond Wobble Friction Strand Loss Length Shortening (in) (in) (1/in) (1/rad) Tensioned (ksi) (in) Factor ------ -------------------------------- ------------------------------------------------------------------------- 1 Free 0.5000 30.00 N/A N/A N/A N/A N/A N/A N/A Notes: => Debond, transfer, and/or development lengths are measured from the end of the beam. => Search for the report header "Suggested Development Length Commands" for generated commands containing the development lengths computed by BRASS for each prestress row. This report is only available if a mid-span point of interest is entered in the data file. SUMMARY OF BEAM OVERHANGS: Span Beam Overhangs (in) No. Left End Right End ------------------------------- 1 9.000 9.000 2 9.000 9.000 PRESTRESS LOSS INPUT DATA: AASHTO LRFD 5.9.5 Relative Humidity = 70.00% Strand Steel Relaxation Loss Coefficients % of DL Applied No. Base FR ES SR & CR Time of Release ----------------------------------------------------------------- 1 20.0 0.00 0.40 0.20 0.00 STRAND PROPERTIES: (cont.) Strand Stage No. Debond Length Development Span Row Type No. Strand Debonded Left Right Length No. No. Path Type No. Strands Tensioned Strands (in) (in) (in) ----------------------------------------------------------------------------------------------------------- 1 1 Straight 1 8 1 N/A N/A N/A 82.500 1 2 Straight 1 2 1 2 129.000 129.000 82.500 1 3 Straight 1 2 1 2 273.000 273.000 82.500 1 4 Straight 1 8 1 N/A N/A N/A 82.500 1 5 Straight 1 2 1 2 129.000 129.000 82.500 1 6 Straight 1 2 1 2 273.000 273.000 82.500 1 7 Straight 1 6 1 N/A N/A N/A 82.500 1 8 Straight 1 2 1 2 129.000 129.000 82.500 1 9 Straight 1 2 1 2 273.000 273.000 82.500 1 10 Straight 1 6 1 N/A N/A N/A 82.500 1 11 Straight 1 4 1 N/A N/A N/A 82.500 2 1 Straight 1 8 1 N/A N/A N/A 82.500 2 2 Straight 1 2 1 2 129.000 129.000 82.500 2 3 Straight 1 2 1 2 273.000 273.000 82.500 2 4 Straight 1 8 1 N/A N/A N/A 82.500 2 5 Straight 1 2 1 2 129.000 129.000 82.500 2 6 Straight 1 2 1 2 273.000 273.000 82.500 2 7 Straight 1 6 1 N/A N/A N/A 82.500 2 8 Straight 1 2 1 2 129.000 129.000 82.500 2 9 Straight 1 2 1 2 273.000 273.000 82.500 2 10 Straight 1 6 1 N/A N/A N/A 82.500 2 11 Straight 1 4 1 N/A N/A N/A 82.500 STRAIGHT STRAND DETAILS: Span Row Distance from Top of Girder No. No. to Centroid of Strand (in) Continuity --------------------------------------------------------------------------------- 1 1 70.000 Not Continuous Over Either Support 1 2 70.000 Not Continuous Over Either Support 1 3 70.000 Not Continuous Over Either Support 1 4 68.000 Not Continuous Over Either Support 1 5 68.000 Not Continuous Over Either Support 1 6 68.000 Not Continuous Over Either Support 1 7 66.000 Not Continuous Over Either Support 1 8 66.000 Not Continuous Over Either Support 1 9 66.000 Not Continuous Over Either Support 1 10 64.000 Not Continuous Over Either Support 1 11 62.000 Not Continuous Over Either Support 2 1 70.000 Not Continuous Over Either Support 2 2 70.000 Not Continuous Over Either Support 2 3 70.000 Not Continuous Over Either Support 2 4 68.000 Not Continuous Over Either Support 2 5 68.000 Not Continuous Over Either Support 2 6 68.000 Not Continuous Over Either Support 2 7 66.000 Not Continuous Over Either Support 2 8 66.000 Not Continuous Over Either Support 2 9 66.000 Not Continuous Over Either Support 2 10 64.000 Not Continuous Over Either Support 2 11 62.000 Not Continuous Over Either Support Self-Load Summary: Span Beginning of Load End of Load No. Distance, in Magnitude, k/in Distance, in Magnitude, k/in ------------------------------------------------------------------- 1 0.00 0.094184 1320.00 0.094184 2 0.00 0.094184 1320.00 0.094184 Distributed Dead Load Summary: Load Group No. 1: DC1 Load Group No. 2: DC2 Load Span Beginning of Load End of Load Group No. No. Distance, in Magnitude, k/in Distance, in Magnitude, k/in ------------------------------------------------------------------------------- DC1 All 0.08056 0.08056 DW2 All 0.02167 0.02167 1 1 0.00 0.01458 1320.00 0.01458 1 2 0.00 0.01458 1320.00 0.01458 2 1 0.00 0.01800 1320.00 0.01800 2 2 0.00 0.01800 1320.00 0.01800 Note: A span number denoted as "*" indicates the distances reference the left end of the bridge and the load may extend over one or more spans. Beam Properties: General span segments variation. Construction Stage: 2 Span No. 1 Span Length = 110.000 (ft) Span Ratio = 1.000 E = 4696.0 (ksi) Input Dimensions and Cross-Section Geometry: (in) Span Dist Web Web Width Flange Thickness Flange Width Point (ft) Depth top bot top bot top bot ------------------------------------------------------------------------------------- 1.000 0.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.016 1.750 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.064 7.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.091 10.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.100 11.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.114 12.500 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.200 22.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.223 24.500 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.300 33.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.400 44.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.500 55.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.600 66.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.700 77.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.750 82.500 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.777 85.500 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.800 88.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.886 97.500 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.900 99.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.909 100.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 1.984 108.250 59.00 8.000 8.000 5.000 8.000 42.00 28.00 2.000 110.000 59.00 8.000 8.000 5.000 8.000 42.00 28.00 Calculated Properties: Span Dist A I X-bar Point (ft) (in^2) (in^4) (in) ------------------------------------------------------- 1.000 0.000 1731.0 1363966.1 51.07 1.016 1.750 1731.0 1363966.1 51.07 1.064 7.000 1731.0 1363966.1 51.07 1.091 10.000 1731.0 1363966.1 51.07 1.100 11.000 1731.0 1363966.1 51.07 1.114 12.500 1731.0 1363966.1 51.07 1.200 22.000 1731.0 1363966.1 51.07 1.223 24.500 1731.0 1363966.1 51.07 1.300 33.000 1731.0 1363966.1 51.07 1.400 44.000 1731.0 1363966.1 51.07 1.500 55.000 1731.0 1363966.1 51.07 1.600 66.000 1731.0 1363966.1 51.07 1.700 77.000 1731.0 1363966.1 51.07 1.750 82.500 1731.0 1363966.1 51.07 1.777 85.500 1731.0 1363966.1 51.07 1.800 88.000 1731.0 1363966.1 51.07 1.886 97.500 1731.0 1363966.1 51.07 1.900 99.000 1731.0 1363966.1 51.07 1.909 100.000 1731.0 1363966.1 51.07 1.984 108.250 1731.0 1363966.1 51.07 2.000 110.000 1731.0 1363966.1 51.07 Slab Geometry and Reinforcement: (in, in^2) Span Dist Eff. Top Row Bottom Row Point (ft) Width Thickness Gap Area Dist Area Dist ---------------------------------------------------------------------------------- 1.000 0.000 111.00 7.50 0.00 2.00 4.25 3.72 1.94 1.016 1.750 111.00 7.50 0.00 2.00 4.25 3.72 1.94 1.064 7.000 111.00 7.50 0.00 2.00 4.25 3.72 1.94 1.091 10.000 111.00 7.50 0.00 2.00 4.25 3.72 1.94 1.100 11.000 111.00 7.50 0.00 2.00 4.25 3.72 1.94 1.114 12.500 111.00 7.50 0.00 2.00 4.25 3.72 1.94 1.200 22.000 111.00 7.50 0.00 2.00 4.25 3.72 1.94 1.223 24.500 111.00 7.50 0.00 2.00 4.25 3.72 1.94 1.300 33.000 111.00 7.50 0.00 2.00 4.25 3.72 1.94 1.400 44.000 111.00 7.50 0.00 2.00 4.25 3.72 1.94 1.500 55.000 111.00 7.50 0.00 2.00 4.25 3.72 1.94 1.600 66.000 111.00 7.50 0.00 2.00 4.25 3.72 1.94 1.700 77.000 111.00 7.50 0.00 2.00 4.25 3.72 1.94 1.750 82.500 111.00 7.50 0.00 2.00 4.25 3.72 1.94 1.777 85.500 111.00 7.50 0.00 0.00 0.00 14.52 3.03 1.800 88.000 111.00 7.50 0.00 0.00 0.00 14.52 3.03 1.886 97.500 111.00 7.50 0.00 0.00 0.00 14.52 3.03 1.900 99.000 111.00 7.50 0.00 0.00 0.00 14.52 3.03 1.909 100.000 111.00 7.50 0.00 0.00 0.00 14.52 3.03 1.984 108.250 111.00 7.50 0.00 0.00 0.00 14.52 3.03 2.000 110.000 111.00 7.50 0.00 0.00 0.00 14.52 3.03 ** LIVE LOAD DISTRIBUTION FACTORS SUMMARY ** Beam Distribution Factor Schedule: Shear Distances, in Span No. Start End mg(1-lane) mg(M-lanes) -------------------------------------------------------------- 1 0.000 1320.000 0.973 0.973 (USER) ( M,USER) 2 0.000 1320.000 0.973 0.973 (USER) ( M,USER) Beam Distribution Factor Schedule: Moment Distances, in Span No. Start End mg(1-lane) mg(M-lanes) -------------------------------------------------------------- 1 0.000 1320.000 0.796 0.796 (USER) ( M,USER) 2 0.000 1320.000 0.796 0.796 (USER) ( M,USER) Beam Distribution Factor Schedule: Deflection Distances, in Span No. Start End mg(1-lane) mg(M-lanes) -------------------------------------------------------------- 1 0.000 1320.000 0.667 0.667 (USER) ( M,USER) 2 0.000 1320.000 0.667 0.667 (USER) ( M,USER) Reaction Distribution Factors: One-Lane Loaded Multiple-Lanes Loaded --------------------------- --------------------------- Support No. Moment Shear Deflection Moment Shear Deflection ----------- --------------------------- --------------------------- 1 0.796 0.973 0.667 0.796 0.973 0.667 (USER) (USER) (USER) ( M,USER) ( M,USER) ( M,USER) 2 0.796 0.973 0.667 0.796 0.973 0.667 (USER) (USER) (USER) ( M,USER) ( M,USER) ( M,USER) 3 0.796 0.973 0.667 0.796 0.973 0.667 (USER) (USER) (USER) ( M,USER) ( M,USER) ( M,USER) Notes: => Below each distribution factor, the method used to determine the distribution factor is included in parenthesis. USER = User Input LR-T = Lever Rule Specified in AASHTO LRFD Table LRFD = AASHTO LRFD Formulas LR-O = Lever Rule Override RG-O = Rigid Method Override => Additionally, for multiple-lanes loaded, the number of lanes loaded is shown. An 'M' is used with the USER and LRFD methods because the number of multiple lanes is unknown. => The Lever Rule Override is invoked when the ranges of applicability are not satisfied for the AASHTO LRFD distribution factor formulas. LIVE LOAD SETTINGS SUMMARY: Scale Percent Fixed Live Load Rating No. Name Description Factor Impact Impact Type Procedure ----------------------------------------------------------------------------------------------------------- 1 DTK_HL-93_~1 Truck: AASHTO LRFD Live Load - US unit s 1.000 100.000 0.33 DTK Design Load 2 DTM_HL-93_~2 Tandem: AASHTO LRFD Live Load - US unit 1.000 100.000 0.33 DTM Design Load 3 TKT_HL-93_~3 Truck Train: AASHTO LRFD Live Load - US 1.000 100.000 0.33 TKT Design Load 4 DLN_HL-93_~5 Lane: AASHTO LRFD Live Load - US unit sy 1.000 100.000 0.00 DLN Design Load LIVE LOAD COMBINATIONS SUMMARY: Comb. Truck Lane Combination Factors No. Name Description No. No. Truck Lane --------------------------------------------------------------------------------------------- 1 DTK_HL-93_~1 DTK_HL-93_~1 + DLN_HL-93_~5 1 4 1.000 1.000 2 DTM_HL-93_~2 DTM_HL-93_~2 + DLN_HL-93_~5 2 4 1.000 1.000 3 TKT_HL-93_~3 TKT_HL-93_~3 + DLN_HL-93_~5 3 4 0.900 0.900 LOAD FACTORS SUMMARY: Limit State eta D eta R eta I eta T eta T MAX MIN ==================================================== STRENGTH I 1.00 1.00 1.00 1.00 1.00 STRENGTH II 1.00 1.00 1.00 1.00 1.00 STRENGTH III 1.00 1.00 1.00 1.00 1.00 STRENGTH IV 1.00 1.00 1.00 1.00 1.00 ---------------------------------------------------- SERVICE I 1.00 1.00 1.00 1.00 1.00 SERVICE II 1.00 1.00 1.00 1.00 1.00 SERVICE III 1.00 1.00 1.00 1.00 1.00 ---------------------------------------------------- FATIGUE 1.00 1.00 1.00 1.00 1.00 Limit State DC DW LL MAX MIN MAX MIN ================================================= STRENGTH I 1.25 0.90 1.50 0.65 1.75 STRENGTH II 1.25 0.90 1.50 0.65 1.35 STRENGTH III 1.25 0.90 1.50 0.65 0.00 STRENGTH IV 1.50 1.50 1.50 0.65 0.00 ------------------------------------------------- SERVICE I 1.00 1.00 1.00 1.00 1.00 SERVICE II 1.00 1.00 1.00 1.00 1.30 SERVICE III 1.00 1.00 1.00 1.00 0.80 ------------------------------------------------- FATIGUE 1.00 1.00 1.00 1.00 0.75 Limit State TU SE PS DS MAX MIN MAX MIN MAX MIN MAX MIN ===================================================================== STRENGTH I 1.20 1.20 1.00 1.00 1.00 1.00 1.00 1.00 STRENGTH II 1.20 1.20 1.00 1.00 1.00 1.00 1.00 1.00 STRENGTH III 1.20 1.20 1.00 1.00 1.00 1.00 1.00 1.00 STRENGTH IV 1.20 1.20 0.00 0.00 1.00 1.00 1.00 1.00 --------------------------------------------------------------------- SERVICE I 1.20 1.20 1.00 1.00 1.00 1.00 1.00 1.00 SERVICE II 1.20 1.20 0.00 0.00 1.00 1.00 1.00 1.00 SERVICE III 1.20 1.20 1.00 1.00 1.00 1.00 1.00 1.00 --------------------------------------------------------------------- FATIGUE 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 RESISTANCE FACTORS SUMMARY: Resistance Type phi =================== Flexure 1.00 Flx/Tens (R/C) 0.90 Shear 0.90 Fatigue 1.00