Nomenclature & Printout Explanation (LRFD) Dialog

Bridge Layout

Setting	Description
Overall width	Overall width of the bridge.
Left Curb/Right Curb	Width of the left and right curbs.
Curb-to-curb width	Overall width minus curb widths.
Number of spans	Total number of spans.
Number of lanes	Total number of lanes.
Lane width	Width of each lane.
Topping Thickness	Concrete thickness of deck.
Suppl. Thickness	Thickness of supplemental concrete layer added on top of the deck.
Haunch Thickness	Thickness of build up over each beam flange.
Haunch Width	Width of build up over each beam flange.

Concrete Properties

Setting	Description
C.I.P	Cast-in-place topping.
f'_c	28-day compressive strength of concrete.
W_c	Weight of concrete.

Setting	Description
E_c	Modulus of elasticity of 28-day strength concrete.
f'_ci	Compressive strength of concrete at release of prestress.
E_ci	Modulus of elasticity of concrete at release.

Span Data

Setting	Description
Span	Span number.
Pier-to-pier	Centerline of pier to centerline of pier.
Precast	Precast beam length.
Brg-to-brg	Centerline of bearing to centerline of bearing at final conditions.
Pier CL-Precast	Distance from centerline of left pier to left end of precast beam.
Release	Distance between centerlines of temporary supports at release.
Bridge c/s M.I.	Moment of inertia of the entire composite bridge cross-section.

Beam Data

Setting	Description
Span	Span for which the data is listed in the particular section.
No.	Beam line number.
ID	Beam identification.
Loc-prev	The distance to the centerline of a particular beam measured from the centerline of the previous beam to its left. For the first beam in a span, it is the distance between its centerline and the leftmost edge of bridge cross-section.
Area	Gross area of cross-section of precast girder.
M.I.	Gross moment of inertia of girder cross-section.
Height	Height of the girder.
Yb	Distance from bottom of girder to its center of gravity.
B-Topg	Width of precast top flange.
B-Trib	Tributary width over which loads will be calculated for design purposes.

Loads on Precast

Superimposed dead loads on precast beams.

Setting	Description
Span	Span number.
Beam	Beam number.
DC/DW	Load category. Either DC (Dead Load on Components) or DW (Dead Load on Wearing Surface).
Type	Load type, e.g., line load or point load.
Mag	Magnitude of line load or point load.
Loc	Location of point load measured from left bearing.

Diaphragm Loads

Superimposed dead loads of diaphragms on the precast beams.

Setting	Description
Span	Span number.
Beam	Beam number.
Mag	Magnitude of concentrated diaphragm load.
Loc	Location of point load measured from left bearing.

Loads on Composite/Supplemental

Superimposed dead loads on the composite/supplemental section.

Setting	Description
Span	Span number.
DC/DW	Load category. Either DC (Dead Load on Components) or DW (Dead Load on Wearing Surface).
Type	Load type, e.g., area load, line load, or point load.
Mag	Magnitude of area load, line load, or point load.
Loc	Location of point load measured from the left pier centerline.
Width	Width of area load.

Live Load Library

This section lists the details of the vehicular and pedestrian live loads acting on the composite section.

Setting	Description
ID	Identification name of the vehicular live load.
Description	Brief description of live load.
Type	Type of vehicular live load, e.g., lane, tandem, or truck.

Setting	Description
Lane Load Intensity	Adjustable lane load magnitude (UDL).
Lane Load Width	Lane load width (default = 10 ft.).

Setting	Description
Magnitude	Magnitude of axle load.
Max. spac	Maximum spacing between the axle and previous axle.
Min. spac	Minimum spacing between the axle and previous axle.
Increment	Indicated spacing increment between variable axles.
Truck Width	Transverse truck load width in land. See Art. 3.6.1.2.1 of code.
Wheel Spacing	Wheel spacing/gage width in transverse direction. (Standard Gage Width is 6'.)

Setting	Description
Preceding uniform load intensity	Magnitude of uniformly distributed load preceding the axle load.
Distance	Distance between first axle of truck and the end (closest point) of the preceding uniform load.
Length	Length of the uniform preceding load.
Trailing uniform load intensity	Uniformly distributed load behind the axle load.
Distance	Distance between the last axle of live load and the start (closest point) of the trailing uniform load.
Length	Length of the uniform trailing load.

Precast Data

Setting	Description
Section ID	Girder identification.
Type	Type of the girder.
Flng width: Top, Bot	Top and bottom flange width of specified girder.
Flng thick: Top, Bot	Thickness of top and bottom flanges of the specified girder.
Stems: No	Number of stems of girder cross-section.
Top	Stem width at its top.
Bot	Stem width at its bottom.
Shear width	Number of stems times average stem width.

General Bridge Data

Setting	Description
Bridge width	Overall bridge width.
Curb-to-curb	Bridge width minus curb widths.
Beam Spac. Lt/Rt	Beam spacing. Distance from centerline of beam on left, Lt, and distance from centerline of beam on right, Rt.
Lane Width	Design lane width.
No. of lanes	Number of lanes across the bridge width.
Interior/Exterior	Indicates if the beam is considered as exterior or interior beam for the purpose of calculating the live load distribution factor.
Skew Angle	For skewed bridges, angle measured from centerline of pier to the normal to bridge centerline.

Topping Data

Setting	Description
Deck Thickness	Concrete thickness of deck.
Haunch	Thickness of build-up over the beam flange.
Thickness	Haunch thickness.
Width	Haunch width.
Effective Width	Effective flange width of the section composed of precast beam and topping. Calculation as per LRFD Art. 4.6.2.6.

General Load Data

Setting	Description
Dead Loads on Precast	Dead loads applied to the precast girder.
Type	Load type, e.g., line or point load.
Mag	Magnitude of line or point load.
Loc	Location of diaphragm point load measured from left bearing.
Dead Load on Composite/Supplemental	See Loads on Composite/Supplemental.
Truck Impact	Vehicular dynamic load allowance factor for truck loads. LRFD Art. 3.6.2.
Lane Impact	Vehicular dynamic load allowance factor for lane loads. LRFD Art. 3.6.2.

Load Factors

Load factors for different load components in selected load combinations. Refer to LRFD Tables 3.4.1-1 and 3.4.1-2.

Setting	Description
Service I/III, Strength I/II	Selected load combination.
Live	Load factor for live load.
DC (max), DC (min)	Maximum and minimum load factor for component dead load.
DW (max), DW (min)	Maximum and minimum load factor for wearing surface.

General Span Data

Setting	Description
Overall Length	Overall length of precast girder.
Release Length	Distance between temporary supports at release.
Design Length	Bearing to bearing distance between girder supports at final.

Miscellaneous

Setting	Description
Kern pts	Upper and lower kern points of the cross-section measured from the bottom of the beam.
Trans len mult	Transfer length multipliers for bonded and debonded prestressing strands.
Dev len mult	Development length multipliers for bonded and debonded prestressing strands.

Distribution Factors

Setting	Description
Live Moment (2+ lanes loaded)	The DF for moment assuming two or more design lanes loaded.
Live Moment (1 lane loaded)	The DF for moment assuming one design lane loaded.
Live Shear (2+ lanes loaded)	The DF for shear assuming two or more design lanes loaded.
Live Shear (1+ lane loaded)	The DF for shear assuming one design lane loaded.
Dead Load	Dead load distribution factor. (Listed separately for each of the Composite DC, Composite DW, Supplemental DC, Supplemental DW, and Supplemental Self weight loads).
Pedestrian	Pedestrian load distribution factor (same as dead load DF).
Calculated or Manual	Specifies whether the values were calculated by the program or user-defined. If any factors are calculated using the Lever rule, then those factors have an asterisk (*) next to them.

Section Properties

Setting	Description
Precast	Section properties of precast beam alone.
Composite	Section properties of precast beam plus topping. Same as Precast if no topping is used. If topping is used, results are for effective width of topping.
Supplemental	Section properties of composite section (defined above) plus supplemental layer. This output is not reported if no supplemental layer is present.
Area	Area of Precast/Composite/Supplemental.
Total Height	Total height of Precast/Composite/Supplemental.
Mom of Inertia	Moment of inertia about center of gravity of Precast/Composite/Supplemental.
Ht. of c.g.	Height of center of gravity of Precast/Composite/Supplemental measured from the bottom of the precast.
Density	Density of concrete.
Self-weight	Self-weight of Precast/Composite/Supplemental.
Stresses at Release before Losses Strength	Strength, stresses, and elasticity of concrete at release.
Strength	Specified compressive strength of precast concrete, f'c, and topping, f'ct.
Max. comp	Maximum allowable compressive stress at release (Service I).
Max tens	Maximum allowable tensile stress at release (Service III).
Max tens, w/reinf	Maximum allowable tensile stress with bonded reinforcement at release (Service III).
Elasticity	Modulus of elasticity of Precast concrete at release, E_ci.
Stresses after Losses	Strength, stresses, and elasticity of concrete after losses at Service limit state.
Strength	Specified compressive strength of precast concrete, f'_c, and deck concrete, f'_ct.
Elasticity	Modulus of elasticity of Precast/Topping.
Max comp at Final 1	Maximum allowable compressive stress for precast and deck due to Final 1 load stage (P/S + DL + LL) under Service I.
Max comp at Final 2	Maximum allowable compressive stress for precast and deck due to Final 2 load stage (P/S + DL) under Service I.
Max comp at Final 3	Maximum allowable compressive stress for precast and deck due to Final 3 load stage (1/2(P/S + DL) + LL) under Service I.
Max tens at Service III	Maximum allowable tensile stress for precast under Service III.
Use transformed strand and rebar	"No" means strand and rebar is not transformed into equivalent concrete properties. "Yes" means strand and rebar are transformed into concrete section properties. An area and height of rebar to be transformed can be specified.

Prestressed Steel

Setting	Description
Prestressed Steel	Information about prestressing strands.
End Pattern	Location of strands at the end of the beam.
Mid Pattern	Location of strands at the middle of the beam.
Ycg	Center of gravity of strands measured from the bottom of the precast.
Strand Dia	Diameter of one prestressing strand.
Strand Area	Area of one prestressing strand.
Total strand area	Total area of strands.
Trans. len, basic	Basic transfer length (Art. 9.20.2.4).
Trans. len, bonded	Transfer length for bonded strands.
Trans. len, debonded	Transfer length for debonded strands.
Ult. strength (f's)	Ultimate strength of prestressing strands, f's.
Initial prestress	Jacking stress as a fraction of ultimate strength (Art. 9.15.1).
Initial pull	Initial prestress times total strand area. Note: Initial prestress is the prestress after fabrication loss.
Dev len, basic	Basic development length (Art. 9.2.7).
Dev len, bonded	Development length for bonded strands.
Dev len, debonded	Development length for debonded strands.

Reinforcing Steel

Reinforcing steel data (Art. 9.3.2).

Setting	Description
Tension steel	Characteristics of tension reinforcement steel.
f_y	Specified yield strength of tension reinforcement.
f_s	Tensile stress in tension reinforcement.
Shear steel	Characteristics of steel for shear reinforcement.
f_sy	Specified yield strength of shear reinforcement.
Modulus of elasticity	Modulus of elasticity of tension and shear steel.

Prestress Losses

Setting

Description

Str. area

Area of strands at midspan.

Ycg

Location at center of gravity of strands at midspan measured from the bottom of precast girder.

P-init

Initial pull force.

Ecc

Eccentricity of prestressing force from the centroid of the cross-section.

Days to release

Time between pouring of concrete and release of strands.

Rel. Humid (RH)

Mean annual ambient relative humidity.

E_s

Modulus of elasticity of prestressing steel strand.

E_ci

Modulus of elasticity of concrete, at release.

AASHTO Losses Interim 2005

Loss of prestress by AASHTO LRFD method .

Elastic shortening

Loss due to elastic shortening due to initial prestress and self weight, and due to superimposed loads and deck weight (Art. 5.9.5.2.3a-1) .

Fcgp

Sum of concrete stresses at the center of gravity of the prestressing tendons due to the prestressing force after jacking, and the self-weight of the member at the sections of maximum moment.

Elastic Gains

Gain due to strands elongation when subjected to external loads. It has a decreasing effect on loss value.

Elastic Gain Adjustments

Adjustments to elastic gains.

Time Dependent Losses

Approximate Method of computing losses as per Art. 5.9.5.3.

Initial

Losses of prestress at release.

Final

Final loss of prestress.

Steel relaxation

Loss due to concrete shrinkage of prestressing steel.

Concrete shrinkage

Loss of prestress due to concrete.

Concrete creep

Loss of prestress due to concrete.

Total Release

Loss of prestress at release stage.

Total Final

Loss of prestress at final stage (includes Elastic gains and adjustments).

Total Prestress Losses

Total loss of prestress at final (initial and long term).

Time Dependent Losses

Refined Method of computing losses. (Art. 5.9.5.4)

PSI beam

Setting	Description
Tid	Girder creep coefficient at time of deck placement due to loading introduced at transfer. (5.9.5.4.2b)
Tdf	Girder creep coefficient at final time due to loading at deck placement. (5.9.5.4.3b)
Tif	Girder creep coefficient at final time due to loading introduced at transfer (5.9.5.4.2a)

PSI deck

Setting	Description
Tdf	creep coefficient of deck concrete at final time due to loading introduced shortly after deck placement. (i.e., overlays, barriers, etc.)(5.9.5.4.3d)

K

Setting	Description
Kid	Transformed section coefficient that accounts for time-dependent interaction between concrete and bonded steel in the section being considered for time period between transfer and deck placement. (5.9.5.4.2a)
Kdf	Transformed section coefficient that accounts for time-dependent interaction between concrete and bonded steel in the section being considered for time period between deck placement and final time. (5.9.5.4.3a)

EPS Beam

Setting	Description
Tid	åbid = concrete shrinkage strain of girder between transfer and deck placement (in./in.) (5.9.5.4.2a)
Tdf	åbdf = shrinkage strain of girder between time of deck placement and final time (in./in.) (5.9.5.4.3a)
Tif	Shrinkage strain of girder between time of transfer and final time

EPS deck

Setting	Description
Tif	åddf = shrinkage strain of deck concrete between placement and final time (in./in.) (5.9.5.4.3d)

V/S Ratio

Volume-to-surface ratio. (5.4.2.3.2)

Midspan

Setting	Description
Str. area	Area of strands at midspan.
Ycg	Location at center of gravity of strands at midspan measured from the bottom of precast girder.
P-init	Initial pull force.
Ecc	Eccentricity of prestressing force from the centroid of the cross-section.
Days to release	Time between pouring of concrete and release of strands.
Rel. Humid. (RH)	Mean annual ambient relative humidity.
E_s	Modulus of elasticity of prestressing steel strand.
E_ci	Modulus of elasticity of concrete, at release.
AASHTO Losses	Loss of prestress by AASHTO LRFD Method.
Release	Loss of prestress at release (Art. 5.9.5).
Steel relaxation	Loss due to relaxation of prestressing steel.
Elastic shortening	Loss due to elastic shortening. (Art. 5.9.5.2.3)
fcgp	Sum of concrete stresses at the center of gravity of the prestressing tendons due to the prestressing force after jacking and the self-weight of the member at the sections of maximum moment.
Total	Total loss of prestress at release.
Final	Final loss of prestress (Art. 5.9.5).
Steel relaxation	Loss due to relaxation of prestressing steel.
Elastic shortening	Loss of prestress due to elastic shortening.
fcgp	Concrete stress at center of gravity of prestressing steel at transfer.
Concrete shrinkage	Loss of prestress due to concrete shrinkage (Art. 5.9.5.4.2a/5.9.5.4.3a).
Concrete creep	Loss of prestress due to creep of concrete (Art. 5.9.5.4.2b/5.9.5.4.3b).
fcdp	Concrete stress at the center of gravity of the prestressing steel due to all dead loads except the dead load present at the time prestressing force is applied.
Total	Total loss of prestress at final.

Shielding and Reduced Initial Pulls

Setting	Description
Group	Number of a group composed of one or two strands.
Strands	Number of strands in a specified group.
Heights/End	Location of center of gravity of the group of strands at both ends of the precast.
Heights/Mid	Location of center of gravity of the group of strands at the midspan.
Shielding/End	Length of shielding at midspan. Shielding extends half the specified length on each side of midspan.
Initial Pull Frac	Initial pull fraction of strands represented as a fraction of ultimate strength of prestressing steel, f'_s.
Initial Pull/Str.	Initial prestress force per strand.

Shear and Moment Envelope

Moments and shears for Service and Strength load combinations.

Setting	Description
M	Maximum moment due to a particular load component at a section.
V	Corresponding shear associated with the above moment. This is the maximum absolute value for shear.
M+	Maximum positive moment due to live load, pedestrian load, or combined total maximum positive moment.
V	Shear corresponding to M+. This is the maximum absolute value for shear.
M-	Maximum negative moment due to live load, pedestrian load, or combined total maximum negative moment.
V	Shear corresponding to M-. This is the maximum absolute value for shear.
Vmax	Maximum absolute value of shear due to live load, pedestrian load, or combined total absolute maximum shear.
M	Moment corresponding to Vmax.
Bearing	Left and right bearing centerlines.
Trans	Transfer location of strands taken as fifty strand diameters from the end of the precast and measured from the centerline of bearing.
H/2	Half of the overall depth of the member measured from the inner face of the bearing pad.
0.xL	Point of 0.x of precast length measured from the left bearing.
Midspan	Midspan of the girder.
(Max)	Corresponding M and V values are computed using maximum load factor for that particular load (gamma-max). These load factors are printed in the Load Factors section on the printout.
(Min)	Corresponding M and V values are computing using minimum load factor for that particular load (gamma-min). These load factors are printed in the Load Factors section on the printout. These entries are for strength combinations only.
Self wt.	M and V due to self-weight of precast calculated for simply supported beam with "brg-to-brg" span length. Includes gamma factors.
DL-Prec DC	M and V due to superimposed dead load of components and attachments acting on bare precast calculated for simply supported beam with "brg-to-brg" span length. Includes gamma factors.
DL-Prec DW	M and V due to superimposed dead load of wearing surface and utilities acting on bare precast calculated for simply supported beam with "brg-to-brg" span length. Includes gamma factors.
Deck + Haunch	M and V due to deck and haunch weight acting on precast calculated for simply supported beam with "brg-to-brg" span length. Includes gamma and beta factors.
Supplement	M and V due to the weight of supplemental layer acting on the composite section.
DL-Comp DC	M and V due to superimposed dead loads of components and attachments acting on composite. Calculated for continuous beam model with "pier-to-pier" spans. Includes gamma factors and DL distribution factor.
DL-Comp DW	M and V due to superimposed dead loads of wearing surface and utilities acting on composite. Calculated for continuous beam model with "pier-to-pier" spans. Includes gamma factors and DL distribution factor.
DL-Supp DC	M and V due to superimposed dead loads acting on supplemental. Calculated for continuous beam model with "pier-to-pier" spans. Includes gamma and beta factors and DL tributary fraction.
DL-Supp DW	M and V due to superimposed dead loads of wearing surface and utilities acting on supplemental section. Calculated for continuous beam model with "pier-to-pier" spans. Includes gamma factors and DL distribution factor.
Restrain	Restraining moments, M, due to continuity at piers if the user has selected to use these moments in design.
LL + I	M and V envelopes due to selected truck and lane loads. Includes gamma, beta and impact factors.
Pedestrian	M and V envelopes due to pedestrian load. Includes gamma, beta and impact factors.
Total	Total M and V values due to all of the components listed above.

Moments and shears for Service and Factored load combinations.

Reactions

Note: Upward reactions are positive. Live load reactions are per lane with no distribution factor and no impact factor considered. Non-composite load types are per beam. Composite, Supplemental, and Pedestrian load types are per total bridge width. Individual reaction values (under both Service and Strength conditions) are reported at the Left and Right supports for the following load components: Self-wt, Deck + Haunch, Diaphragm, DL-Prec. (DC), DL-Prec. (DW), DL-Comp (DC), DL-Comp (DW), Supplemental, DL-Supp. (DC), DL-Supp. (DW), Live Loads, and Pedestrian Loads

Release Stresses

Note: Release stresses are shown for only half a beam due to the symmetry of prestress and self-weight. When the total stress exceeds the specified allowable stress, an asterisk is printed beside the exceeded value. Release stresses are computed and shown under both Service I and Service III limit states. Under Service I limit state, only compressive stresses are considered and under Service III limit state, only tensile stresses are considered.

Setting	Description
Beam-Self	Stress due to girder self-weight only (considering release span).
Beam-Self-Precast-Top	Stress at the top of the precast due to self-weight.
Beam-Self-Bottom	Stress at the bottom of the precast due to self-weight.
Prestress	Stress due to prestressing force only at transfer.
Prestress-Precast-Top	Stress at the top of the precast due to prestressing force.
Prestress-Bottom	Stress at the bottom of the precast due to prestressing force.
Total	Total stress at release (due to prestress and self-weight).
Total-Precast-Top	Total stress at the top of the precast due to prestress and self-weight.
Total-Bottom	Total stress at the bottom of the precast due to prestress and self-weight.
*(Asterisk)	Denotes stress is more than allowable.
As-top	Required area of steel at the top of precast to resist the total tension force in the concrete when the net top stress exceeds the allowable value.

Final Stresses: Positive Moment Envelope

Note: Final stresses are shown for half a beam only. See Full Beam and Half Beam LFD and LRFD for more information. Stresses are checked for both halves of the beam and the controlling stress is reported. Positive sign of the stress indicates compression and negative indicates tension. When the total stress exceeds the specified allowable stress, an asterisk is printed beside the exceeded value. Final 1, 2 and 3 refer to the conditions described in Art. 5.9.4.2.1. Final stresses are computed and shown under both Service I and Service III limit states. Under Service I limit state, only compressive stresses are considered, and under Service III limit state, only tensile stresses are considered.

Setting	Description
Prest/Precast-Top	Final stress at the top of the precast due to prestressing force.
Prest/Bottom	Final stress at the bottom of the precast due to prestressing force.
Self wt/Precast-Top	Final stress at the top of the precast due to self-weight of the beam.
Self wt/Bottom	Final stress at the bottom of the precast due to self-weight of the beam.
DL-Prec (DC or DW)/Precast-Top	Final stress at the top of the precast due to dead loads (DC or DW) acting on the bare precast section.
DL-Prec ((DC or DW)/Bottom	Final stress at the bottom of the precast due to dead loads (DC or DW) acting on the bare precast section.
Diaphragm/Precast-Top	Final stress at the bottom of the precast due to diaphragm acting on the bare precast section.
Diaphragm/Bottom	Final stress at the bottom of the precast due to the weight of the topping on the bare precast section.
Topping/Precast-Top	Final stress at the top of the precast due to the weight of the topping on the bare precast section.
Topping/Bottom	Final stress at the bottom of the precast due to the weight of the topping on the bare precast section.
DL-Comp (DC or DW)	Final stress due to dead load on composite obtained for a model of multi-span continuous beam with "pier-to-pier" spans. Composite section is based on both precast girder and topping. The stresses are shown separately for the dead load of components (DC) and dead load of wearing surface (DW) loads.
DL-Comp/Topping-Top	Final stress at the top of the topping due to dead loads on the composite section.
DL-Comp/Precast-Top	Final stress at the top of the precast due to superimposed dead loads on the composite section.
DL-Comp/Bottom	Final stress at the bottom of the precast due to superimposed dead loads on the composite section.
PCA Stresses/Topping-Top	Final stress at the top of the topping due to PCA restraining moments on the composite section.
PCA Stresses/Precast-Top	Final stress at the top of the precast due to PCA restraining moments on the composite section.
PCA Stresses/Bottom	Final stress at the bottom of the precast due to PCA restraining moments on the composite section.
LL + I (+)	Final stress due to positive moments generated by live load.
Total	Total final stresses due to all of the components listed above.

Printout Explanation: Vertical Shear: General Method - Art. 5.8.3.4.2

Indicates if Beta-Theta were computed using equations or tables.

Setting	Description
V_u	Total factored shear force at section.
M_cor	Total corresponding factored moment at section.
a	Depth of equivalent rectangular stress block.
Theta	Angle of inclination of diagonal compressive stresses, degrees (Art. 5.8.3.3).
Beta	Factor relating effect of longitudinal strain on the shear capacity of concrete to transmit tension, specified in Art. 5.8.3.4.
bv	Effective web width for shear as determined in Art. 5.8.2.9.
de	Effective depth from extreme compression fiber to the centroid of the tensile force in the tensile reinforcement.
dv	Effective shear depth as determined in Art. 5.8.2.9.
Aps	Area of prestressing steel on the flexural tension side of the member, modified to include the effect of the gradual buildup of the strand force in the development length.
f_po	Stress in the prestressing steel, when the stress in the surrounding concrete is 0.0.
eps_x	The strain in the reinforcement on the flexural tension side of the member.
v/f_c	Ratio of factored shear stress (Eq. 5.8.2.9-1) to strength of concrete at 28 days.
V_p	Component in the direction of the applied shear of the effective prestressing force, positive if resisting the applied shear (Art. 5.8.3.3).
V_c-com	Nominal shear strength provided by concrete (Art. 5.8.2.4).
V_s-reqd	Nominal shear strength provided by transverse web reinforcement (Eq. 5.8.3.3-4).
Av/s	Area of transverse reinforcement within a distance of s =12 in (s = 1 m) (Eq. C5.8.3.3-1).
Phi*V_u/V_u	Ratio of Nominal Shear Resistance to factored shear at section. Flagged by asterisk (*) if less than 1.0.
Max spc	Maximum spacing of the stirrups (Art. 5.8.2.7).
Min Av/s	Minimum area of transverse reinforcement within a distance of s = 12 in (s = 1 m) (Art. 5.8.2.5-1).
Al_reqd	Required area of longitudinal reinforcement (Art. 5.8.3.5), computed as [(the right hand side of Equation 5.8.3.5-1) - Aps*fps]/fy.

Vertical Shear Art. 9.20

Setting	Description
*(Asterisk)	Denotes an AASHTO code violation.

Setting	Description
V_d	Shear force at section due to unfactored dead loads (Art. 9.20).
M_d	Total unfactored dead load moment.
M_I	Maximum live load moment at section.
V_u	Total factored shear force at section.
M_u	Total factored moment at section.
M_max	Maximum factored moment at section due to externally applied loads.
V_i	Factored shear force at section due to externally applied loads occurring simultaneously with Mmax.
f_cpe	Compressive stress in concrete due to effective prestress forces only (after allowance for all prestress losses) at extreme fiber of section where tensile stress is caused by externally applied loads.
f_d	Stress due to unfactored dead load at extreme fiber of section where tensile stress is caused by externally applied loads.
M_dnc	Total unfactored dead load moment acting on the non-composite section.
M_cre	Cracking moment. Moment causing flexural cracking at section due to externally applied loads.
dv	Effective depth. Distance from extreme compressive fiber to centroid of prestressing force if under positive moment, or to centroid of deck reinforcement if under negative moment. Deck steel is assumed to be located at the mid-height of the deck.
V_ci-com	Computed nominal shear strength (5.8.3.4.3-1).
V_ci-min	Minimum nominal shear strength.
V_ci	Nominal shear strength provided by concrete when diagonal-cracking results from combined shear and moment.
f_pc	Compressive stress in concrete (after allowance for all prestress losses) at centroid of composite cross-section or at junction of web and flange when the centroid lies within the flange.
V_p	Vertical component of effective prestress force at section. (included in Vcw2 calc).
V_cw	Nominal shear strength provided by concrete when diagonal cracking results from excessive principal tensile stress in web (5.8.3.4.3-3).
V_c	Nominal shear strength provided by concrete (lesser of Vci and Vcw).
V_s-reqd	Nominal shear strength required by web reinforcement.
V_s-max	Maximum allowable value of Vs.
Av-com	Computed area of web reinforcement within a distance of s = 12 inches.
Av-min	Minimum area of web reinforcement within a distance of s = 12 inches.
Av	Area of web reinforcement; the greater of Av-com and Av-min.
Av-prvd	Computed based on user provided area reinforcement.
Phi*V_u/V_u	Ratio of phi Vn (i.e. Phi * (Vc+Vs-provd)) over Vu.

Anchorage Zone Reinforcement: LRFD Art. 5.10.10.1

Setting	Description
F_pi	Force in strand, just before release.
F_s	Stress in steel.
Abrst-req	Required steel area to be provided within a distance d/4 from the end of the beam.
h/5	Distance (from end of beam) within which transverse reinforcement has to be provided.

Horizontal Shear Art. 5.8.4 (LRFD)

Setting	Description
V_u	Factored shear force at section.
V_nh-req	Ultimate horizontal shear stress.
de	Effective depth. Distance from extreme compressive fiber to centroid of prestressing force if under positive moment, or to centroid of deck reinforcement if under negative moment. Deck steel is assumed to be located at the midheight of the deck.
a	Depth of equivalent rectangular stress block for ultimate moment for same load combination.
dv	Effective depth. Distance from extreme compressive fiber to centroid of prestressing force if under positive moment, or to centroid of deck reinforcement if under negative moment. Deck steel is assumed to be located at the midheight of the deck.
s_max	Maximum spacing of the stirrups for vertical and horizontal shear.
Avh-min	Required minimum amount of horizontal shear reinforcement (Art. 5.8.4.1).
Avh-sm	Required amount of horizontal shear reinforcement if the contact surface is smooth, that is, not intentionally roughened (Art. 5.8.4.2).
Avh-rg	Required amount of horizontal shear reinforcement if the contact surface is intentionally roughened (Art. 5.8.4.2).

Camber and Deflections

Camber and deflections due to various loads, at the following stages:

Setting	Description
Release	Time at which the strands are cut in the prestressing bed.
Erection	30 to 60 days after release.
Final	Long term.
Mult	PCI camber and deflection multipliers.
Prestress	Camber for prestress girder due to prestress only.
Self Wt.	Deflection of girder under self-weight.
Deck + Haunch	Girder deflection due to deck and haunch weight.
Supplemental	Girder deflection due to supplemental layer weight.
DL-Prec (DC)	Deflection of girder due to superimposed dead load on DC on precast.
DL-Prec (DW)	Deflection of girder due to superimposed dead load DW on precast.
Diaphragm	Deflection of girder due to diaphragm loads.
DL-Comp (DC)	Girder deflection due to superimposed dead load DC applied on composite section.
DL-Comp (DW)	Girder deflection due to superimposed dead load DW applied on composite section.
DL-Supp (DC)	Girder deflection due to superimposed dead load DC applied on supplemental section.
DL-Supp (DW)	Girder deflection due to superimposed dead load DW applied on supplemental section.
Live Load	Deflection due to live load. This is shown only if the user has activated the option to calculate deflections.

Ultimate Capacity

Note: The ultimate capacity (Mr-provd) of the beam is computed and compared against the required capacity (Mu). Eq. 5.7.3.2.2-1 is used to compute the section capacity. The effect of any partially developed strands is accounted for by linearly reducing the nominal area of the strands at a given section along the beam in accordance with their development length. This is shown in the printout as the effective area of steel, Aps.

Setting	Description
M_u	Required factored moment capacity.
d_p	Distance from compression face to centroid of prestressing steel.
Aps	Effective cross-sectional area of prestressing steel.
fps	Average stress in prestressing steel at ultimate load (Art. 5.7.3.1.1).
c	Distance between the neutral axis and compressive face.
a	Approximate depth of compression block for ultimate capacity computations.
M_r-prvd	Nominal moment strength provided by the section. Must be greater than Mu-reqd.
eps_t	Net tensile strain in the extreme tension steel at nominal resistance (in./in.)
Phi	Resistance factor computed based on eps_t (Art. 5.5.4.2.1).
1.2 Mcr	1.2 times cracking moment.
Min Mr	Minimum resistance required (Art. 5.7.3.3.2).
min rein ratio	Minimum reinforcement ratio is equal to Mr-provd/Min Mr. This should be greater than or equal to 1.000 to satisfy Art. 5.7.3.3.2.
fr	Modulus of Rupture (AASHTO LRFD or User Defined).

Detensioning

Note: Simulation of strand cutting operation. Represents the state of stress at the top and bottom of the beam as each group of strands is cut or detensioned. Generally this is of importance only to fabricators or consulting engineers designing straight patterns with debonded strands.

Setting	Description
Groups	Number of group composed of one or two strands.
Loss	Loss of prestress at release.
Grp	Group number.
Str	Number of strands in the group.
Ys	Elevation of the center of gravity of the group of strands measured from the bottom of the beam.
E	Elevation of the group of strands at the end of the beam.
M	Elevation of the group of strands at the midspan of the beam.
F_t	Stress at the top of the girder at a particular location.
F_b	Stress at the bottom of the girder at a particular location.

Final Stresses: Negative Moment Envelope

Note: Final stresses are shown for half a beam only. Stresses are compared for both halves of the beam and the controlling stress is reported. Positive sign of the stress indicates compression and negative sign indicates tension. When the total stress exceeds the specified allowable stress, an asterisk is printed beside the exceeded value. For definition of individual terms, see Final Stresses: Positive Moment Envelope.

Reinforced Design

Note: The required quantity of negative moment reinforcement in the deck is computed based on loads, which act on the composite section only. The required amount of top (and bottom, if any) steel shown represents the amount of steel associated with the beam under consideration and should be provided within the effective flange width or 1/10 of the average of adjacent spans between bearings. Top steel is assumed to be located at the mid-height of the deck. Bottom steel, occasionally necessary to avoid over-reinforced condition, is assumed to be located at two inches from the bottom flange of the precast (compression face).

Setting	Description
Sec	Sections for which reinforcement is calculated.
Dist	Distance of the section measured from the left pier centerline.
M_u	Total factored negative moment for strength load combination at that section. (Of only those loads which cause negative moment and act on the composite section.)
b	Width of compression block.
hf	Thickness of flange under compression.
bw	Web width of the beam.
d	Effective depth. Distance from extreme compressive fiber to centroid of reinforcement in tension. Deck steel is assumed to be located at the midheight of the deck.
d'	Distance from compression fiber center of gravity to centroid of compression steel (computed if necessary), which is assumed to be located 2.00 inches from the bottom flange of the beam.
Phi	Resistance factor computed based on c/dt ratio (Art. 5.5.4.2.1).
Phi*Mn-r	Phi times nominal flexural resistance of section based on provided steel Asb or Ast-r.
c/dt	Ratio of the depth of neutral axis to distance from extreme compression fiber to centroid of extreme tension steel.
Asb	Required amount of compression steel (bottom) for negative moments. Precast/Prestressed Girder computes the required amount of tension steel (Ast) in the deck (top), but occasionally bottom steel, assumed to be located at 2.0 inches from the bottom of the lower flange, is required to avoid an over-reinforced condition.
Ast	Required amount of deck steel to resist total factored negative moment at a section. Amount required is only for the beam under consideration. It should be placed in effective flange width or 1/10 of the average of adjacent spans between bearings.
Ast-p	Area of steel provided by user in the Negative Moment Reinforcing tab on the Rebar dialog.
Phi*Mn-r	Moment Capacity computed based on user provided reinforcing steel only.

Setting	Description
Dist	Distance of the section measured from the left pier centerline.
Ms	Positive Design Moment. Includes restraining moment and live load.
b	Width of Compression block.
hf	Thickness of Flange under compression.
bw	Web Width of Beam.
d	Effective Depth. Distance from extreme compressive fiber to centroid of reinforcement in tension. Steel is assumed to be located at the 2 inches or 50 mm from the bottom flange of the beam.
d'	Distance from compression fiber center of gravity to centroid of compression steel (computed if necessary), which is assumed to be 2 inches or 50 mm from the top of the deck.
1.2Mcr	Cracking moment.
Asb	Required amount of positive moment steel to resist larger of 1.2Mcr or Ms moment at a section. Amount required is only for the beam under consideration.
Ast	Additional compression steel if required.

Design Summary

Note: A comprehensive summary of the entire design is reported at the end of the output file. The summary compiles all important information regarding Beam and Span information, Strand Data, Concrete Properties, Release Stresses, Ultimate Capacity, Debonding Percentages, Allowable and Computed Envelope Stresses, and Camber and Deflection values at mid-span.