Difference between revisions of "751.23 Prestressed Concrete Double Tee Girders"
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|align="right"|<math>\, f'_c = 7.0 ksi</math> | |align="right"|<math>\, f'_c = 7.0 ksi</math> | ||
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− | |colspan=" | + | |colspan="2"|Modulus of Elasticity, |
+ | |align="right"|<math>E_c = 33,000\ K_1 \ (w_c^{1.5}) \sqrt{f^'_c}</math> | ||
|- | |- | ||
− | | | + | | |
+ | |Where, | ||
+ | | | ||
|- | |- | ||
− | | | + | | |
+ | |f'<sub>c</sub> in ksi | ||
|- | |- | ||
− | |colspan=" | + | | |
+ | |colspan="2"|K<sub>1</sub> = correction factor for source of aggregate<br> <font color = "white">aa</font color="white"> = 1.0 unless determined by physical testing | ||
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− | |colspan="2"|= | + | |colspan="2"|<math>w_c = 0.145 kcf\ \mbox{for}\ f'_c\le 5.0 ksi</math> |
+ | |- | ||
+ | | | ||
+ | |colspan="2"|'''<math>w_c = 0.140 + 0.001 f'_c\ \mbox{for}\ f'_c>5.0 ksi </math>''' | ||
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|Strand area, | |Strand area, | ||
− | |align="right"|<math>\, A_{ps} = 0. | + | |align="right"|<math>\, A_{ps} = 0.217 in^2</math> |
+ | |- | ||
+ | | ||colspan="2"|Maximum allowed initial prestress force (immediately prior to transfer)<br/> | ||
+ | = ''f<sub>pbt</sub>'' = 0.75''f<sub>pu</sub>'' kips LRFD table 5.9.3-1 | ||
+ | |- | ||
+ | | ||colspan="2"|Maximum allowed initial prestress force per strand <br/> | ||
+ | = ''A<sub>ps</sub> x f<sub>pbt</sub>'' kips | ||
+ | |- | ||
+ | | ||colspan="2"|Maximum allowed initial force = '''30.98''' kips for '''0.5''' inch diameter strand<br/> | ||
+ | '''43.94''' kips for '''0.6''' inch diameter strand | ||
+ | |- | ||
+ | | ||colspan="2"|Total initial prestress force = (# of strands) x (required* initial prestress force per strand) | ||
+ | |- | ||
+ | | ||colspan="2"|* Typically the required prestress force per strand is the maximum allowed prestress force. | ||
+ | |- | ||
+ | | ||colspan="2" width="500"|Note: Report on the girder plans the required number of strands by design and the total initial prestress force using [[751.50 Standard Detailing Notes#H2c. Prestressed Girders and Beams|EPG 751.50 Standard Detailing Notes H2c1.3.]] | ||
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|colspan="3"| | |colspan="3"| | ||
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=== 751.23.1.2 Girder and Slab Design === | === 751.23.1.2 Girder and Slab Design === | ||
− | The cast-in-place slab is designed to carry only the live | + | The cast-in-place slab is designed to carry only the live load of the bridge. One layer of steel is used in each direction of the cast-in-place slab with one-inch clearance from bottom of slab. A one-inch integral wearing surface is deducted from effective slab depth for design. |
− | load of the bridge. One layer of steel is used in each | + | |
− | direction of the cast-in-place slab with | + | The double tee girder flange is designed to carry the load of the cast-in-place slab, the flange weight and a construction dead load of 50 pounds per square foot (or a 300-pound concentrated construction load per OSHA). |
− | bottom of slab. A | ||
− | from effective slab depth for design. | ||
− | |||
− | The double tee girder flange is designed to carry the load | ||
− | of the cast-in-place slab, the flange weight and a | ||
− | |||
− | construction load per OSHA). | ||
− | When determining the section properties of the double tee | + | When determining the section properties of the double tee girder the center of gravity is based upon the total area (excluding corner fillets) of the entire exterior or interior girder and not on the individual stems. Moment of inertia and dead loads to each stem are figured to the center of the flange between the stems. The non-composite dead load of the external double tee girder is divided according to the following sketch. |
− | girder the center of gravity is based upon the total area | ||
− | (excluding corner fillets) of the entire exterior or interior | ||
− | girder and not on the individual stems. Moment of inertia | ||
− | and dead loads to each stem are figured to the center of the | ||
− | flange between the stems. The non-composite dead load of | ||
− | the external double tee girder is divided according to the | ||
− | following sketch. | ||
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− | The | + | The cast-in-place slab is designed to carry only the live load of the bridge. One layer of steel is used in each direction of the cast-in-place slab with one-inch clearance from bottom of slab. A one-inch integral wearing surface is deducted from effective slab depth for design. |
− | is | + | |
− | + | The double tee girder flange is designed to carry the load of the cast-in-place slab, the flange weight and a construction dead load of 50 pounds per square foot (or a 300-pound concentrated construction load per OSHA). | |
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− | |||
− | |||
− | The | ||
− | to the | ||
− | |||
− | |||
− | |||
− | |||
− | |||
− | |||
− | The live load design is based on HL93. The live load | + | The live load design is based on HL93. The live load distribution factors are figured separate for exterior and interior Double Tee Girders. The assumption, that if the bridge is widened in the future the exterior girder then becomes an interior girder should be investigated. |
− | distribution factors are figured separate for exterior and | ||
− | interior Double Tee Girders. The assumption, that if the | ||
− | bridge is widened in the future the exterior girder then | ||
− | becomes an interior girder should be investigated. | ||
Composite sections are adjusted for the difference in | Composite sections are adjusted for the difference in | ||
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− | [[Category:751 LRFD | + | [[Category:751 LRFD Bridge Design Guidelines]] |
Latest revision as of 08:59, 2 April 2021
Contents
751.23.1 General
751.23.1.1 Material Properties
Concrete | ||
---|---|---|
Standard compressive strength for P/S Double Tee Girder shall be: | ||
Optional concrete strength shall be: | ||
Modulus of Elasticity, | ||
Where, | ||
f'_{c} in ksi | ||
K_{1} = correction factor for source of aggregate aa = 1.0 unless determined by physical testing | ||
Prestressing strand | ||
Type of strand: | ||
AASHTO M203 (ASTM A416) Grade 270 | ||
Uncoated, seven-wire, low-relaxation strand | ||
Ultimate tensile strength, | ||
Yield strength, | ||
Strand modulus of elasticity, | ||
For standard concrete: | ||
Strand diameter, | ||
Strand area, | ||
For optional concrete: | ||
Strand diameter, | ||
Strand area, | ||
Maximum allowed initial prestress force (immediately prior to transfer) = f_{pbt} = 0.75f_{pu} kips LRFD table 5.9.3-1 | ||
Maximum allowed initial prestress force per strand = A_{ps} x f_{pbt} kips | ||
Maximum allowed initial force = 30.98 kips for 0.5 inch diameter strand 43.94 kips for 0.6 inch diameter strand | ||
Total initial prestress force = (# of strands) x (required* initial prestress force per strand) | ||
* Typically the required prestress force per strand is the maximum allowed prestress force. | ||
Note: Report on the girder plans the required number of strands by design and the total initial prestress force using EPG 751.50 Standard Detailing Notes H2c1.3. | ||
Mild reinforcing steel | ||
Minimum yield strength, | ||
Steel modulus of elasticity, |
751.23.1.2 Girder and Slab Design
The cast-in-place slab is designed to carry only the live load of the bridge. One layer of steel is used in each direction of the cast-in-place slab with one-inch clearance from bottom of slab. A one-inch integral wearing surface is deducted from effective slab depth for design.
The double tee girder flange is designed to carry the load of the cast-in-place slab, the flange weight and a construction dead load of 50 pounds per square foot (or a 300-pound concentrated construction load per OSHA).
When determining the section properties of the double tee girder the center of gravity is based upon the total area (excluding corner fillets) of the entire exterior or interior girder and not on the individual stems. Moment of inertia and dead loads to each stem are figured to the center of the flange between the stems. The non-composite dead load of the external double tee girder is divided according to the following sketch.
The cast-in-place slab is designed to carry only the live load of the bridge. One layer of steel is used in each direction of the cast-in-place slab with one-inch clearance from bottom of slab. A one-inch integral wearing surface is deducted from effective slab depth for design.
The double tee girder flange is designed to carry the load of the cast-in-place slab, the flange weight and a construction dead load of 50 pounds per square foot (or a 300-pound concentrated construction load per OSHA).
The live load design is based on HL93. The live load distribution factors are figured separate for exterior and interior Double Tee Girders. The assumption, that if the bridge is widened in the future the exterior girder then becomes an interior girder should be investigated.
Composite sections are adjusted for the difference in modulus of elasticity of slab and girder by multiplying by the factor (Eslab/Egirder). A 1" integral wearing surface is deducted for effective slab design.
Negative moment reinforcement is based on the amount required for the entire roadway width and not the amount required for each stem. The continuous span lengths are based on the distance from the Ë Bearing at End Bents to the Ë Interior Bent. The area of reinforcing bars is provided by adding bars between the normal longitudinal bars.
Continuity is obtained at intermediate supports by extending and bending all strands to form interlocking right angle hooks and pouring a concrete diaphragm monolithic with deck slab encasing the prestressed girders with the flange cut back at diaphragm.
Camber is based on simple spans. A transformed moment of inertia is figured for the total exterior or interior double tee girder since the total girder is cambered at the same rate.
Maximum horizontal curvature for Double-Tee structures is 3^. Outside flange edge of exterior girders on curved bridges is to be curved.
751.23.2 Details
751.23.2.1 Girder Dimensions
751.23.2.2 Vent Holes
Part Elevation of Girder Stem |
751.23.2.3 Diaphragm Reinforcement
End Bent | Int. Bent |
Skew Thru 30 ø | Skew Over 30 ø |
751.23.2.4 Detail of Optional Construction Joint
Place Const. Joint 6" from negative reinforcement in slab.
Note: Const. Joint placement will be determined by direction of slab pour.