751.21 Prestressed Concrete Slab and Box Beams

751.21.1 General

EPG 751.21 Prestressed Concrete Slab and Box Beams illustrates the general design procedure for prestressed concrete slab and box beams using AASHTO LRFD Bridge Design Specifications except as noted.

751.21.1.1 Application

Spread beams shall be composite with a reinforced concrete slab in accordance with EPG 751.10.1 Slab on Girder.

Adjacent beams shall be composite with a reinforced concrete slab with the slab thickness replacing the slab haunch component of a typical slab on girder structure. The slab shall be a minimum of 6 inches preferably with the barrier reinforcement tied to the slab reinforcement. The slab may also be a minimum of 5½ inches with the barrier cast with the beam.

A 1¾-inch minimum asphalt wearing surface may be used with non-composite adjacent beams for roadways with low average daily traffic, usually less than 400 ADT.

751.21.1.2 Material Properties

Increasing Beam Capacity

The following allowable modification of material properties listed in order of increasing costs may be considered if required by design.

1. Increase concrete strength up to 8.0 ksi (f′_c = 6.5 ksi) (readily producible by fabricator)

2. Increase concrete strength greater than 8.0 ksi (readily producible by fabricator)

3. Modify geometric properties (most costly and inconvenient because of forming bed modifications required).

Class A-1 Concrete

Conventional concrete with the following compression strengths shall be used as required.

f′_c = 6.0 ksi (f′_ci = 4.5 ksi)   →   f′_c = 7.0 ksi (f′_ci = 5.0 ksi)    →     f′_c = 8.0 ksi (f′_ci = 6.5 ksi)

The lowest concrete strength satisfying the demand shall be used. High strength concrete with compressive strengths greater than 8 ksi may be used with the permission of the Structural Project Manager or Structural Liaison Engineer. High strength concrete may increase costs due to production modifications necessary to obtain the required strength.

Modulus of Elasticity,

E_c = 33,000K₁w_c^1.5√f′_c      (f′_c in ksi)

Where: K₁ = correction factor for source of aggregate = 1.0 unless determined by physical testing

w_c = 0.140 + 0.001f′_c        (f′_c in ksi)

Prestressing Strands

Prestressing strands shall be Grade 270 uncoated, low relaxation, seven-wire strands in accordance with AASHTO M 203 with the following design properties.

Ultimate tensile strength, fpu = 270 ksi	1/2-Inch Strand: Diameter, dps = 0.5 in. and Area, Aps = 0.153 in.2
Yield strength, fpy = 0.9fpu = 243 ksi	0.6-Inch Strand: Diameter, dps = 0.6 in. and Area, Aps = 0.217 in.2
Modulus of elasticity, Ep = 28,500 ksi	Maximum allowed force per strand,   fpbtAps = 30.98 kips (1/2-inch strands)   fpbtAps = 43.94 kips (0.6-inch strands)
Maximum allowed stress prior to transfer,   fpbt = 0.75fpu = 202.5 ksi

Total initial prestress force equals the number of strands multiplied by the required initial prestress force per strand.

Typically, the required initial prestress force per strand is the maximum allowed force per strand. Report on the plans the required number of strands by design and the total initial prestress force using EPG 751.50 Standard Detailing Notes H2c1.3.

Reinforcing Steel

Reinforcing Steel shall be Grade 60 deformed bars in accordance with AASHTO M 31 with the following design properties.

Yield strength, fy = 60.0 ksi

Modulus of elasticity, Es = 29,000 ksi

All bars extending into slab shall be epoxy coated.

751.21.1.3 Geometric Properties

The following standard sections shall be used preferably because of their familiarity to local precast plants. These sections have been entered into the beam section libraries of in-house design software. Sections may be increased in height and void diameters may be adjusted if required but any deviation from the sections shall be discussed with Structural Project Manager or Structural Liaison Engineer.

Adjacent beams may be alternated from 3 feet to 4 feet wide to get the fewest number of beams possible for the required roadway width.

Standard sonovoids for voided slab beams are available with the following outside diameters: 8, 8.5, 9, 10, 10.5, 11, 12, 12.5, 14, 15.7 and 18 inches. Special sizes may be made if required. AASHTO minimum concrete thickness and cover shall be maintained.

Spread Box Beams

Adjacent Box Beams (4 feet wide)

Adjacent Box Beams (3 feet wide):

Spread Voided Slab Beams

Adjacent Voided Slab Beams (4 feet wide):

See the end of this article for shear key details.

Adjacent Voided Slab Beams (3 feet wide)

See the end of this article for shear key details.

Solid Slab Beams

Shear Keys

751.21.1.4 Span and Structure Lengths

The span and structure lengths for prestressed beams shall be in accordance with EPG 751.22.1.4 Span and Structure Lengths, except that skewed ends of prestressed beams shall be in accordance with EPG 751.21.3.2 Skewed Ends instead of the coping requirements used for the I-Girders.

751.21.1.5 Constant and Varied Joint Filler Loads

The constant and varied joint filler loads for spread beam structures shall be in accordance with EPG 751.22.1.5 Constant and Varied Joint Filler Loads.

751.21.2 Design

The design shall be in accordance with the appropriate design guidance found in EPG 751.22.2 Design except as specified in this article.

751.21.2.1 Distribution Factors

Deck Superstructure Type (LRFD 4.6.2.2.1)

Spread beams (including voided slab beams) are considered as precast concrete boxes supporting components with a cast-in-place concrete slab deck, typical cross-section (b).

Adjacent beams composite with a reinforced concrete slab are considered as precast solid, voided, or cellular concrete boxes with shear keys supporting components with a cast-in-place concrete overlay deck, typical cross-section (f).

Adjacent beams with an asphalt wearing surface shall be considered as precast solid, voided, or cellular concrete box with shear keys and with or without transverse post-tensioning supporting components with an integral concrete deck, typical cross-section (g).

LRFD Exception for Shallow Spread Beams

The live load distribution factor for moment in interior beams specified for spread beams greater than or equal to 18 inches may be used for the 15- and 17-inch spread beams.

751.21.2.2 Pretensioned Anchorage Zones

The bursting and spalling resistance in the ends of box beams shall be provided by vertical reinforcement (U1, S4 and S5 bars). The bursting and spalling resistance shall be based on LRFD 5.9.4.4.1 splitting resistance but modified based on strut-and-tie modeling developed by Davis, Buckner and Ozyildirimon (Dunkman et al. 2009).

The bursting and spalling resistance (Pr) at the service limit state shall meet both of the following:

Within h/3 from the end of beam:

P_r = f_sA_s ≥ 0.0375f_pbt

Within 3h/4 from the end of beam:

P_r = f_sA_s ≥ 0.06f_pbt

Where:

f_s = Stress in mild steel not exceeding 20 ksi

A_s = Total area of vertical reinforcement within specified distances; where h is overall beam height.

f_pbt = Prestressing force immediately prior to transfer

Confinement Reinforcement

In accordance with LRFD Article 5.9.4.4.2 confinement reinforcement is not required for box beams and voided and solid slab beams. Rather the provided top and bottom transverse reinforcement shall be anchored into the web of the beam.

751.21.2.3 Temporary Tensile Stress Reinforcement

The #5-A1 and #4-A2 bars shall resist the tensile force in a cracked section computed on the basis of an uncracked section.

Required Steel Area: A1 + A2 = T_f/f_s

Where:

f_s = 0.5fy =≤ 30 ksi, allowable tension stress of mild steel, (ksi)

T_f = Resultant of total tensile force computed on the basis of an uncracked section, (kips)

Designer shall verify the A2 bars are actually in tension before including them in the check. Additional A1 bars may be needed where there isn’t enough deadload to put the top of the beam into compression.

Reinforcement shall be designed and spliced using f’ci in accordance with EPG 751.5.9.2.8 Development and Lap Splices.

751.21.3 Details

Green items shown in the details of this article are detailing guidance only and shall not be shown on the plans.

751.21.3.1 Standard Drawings

The following standard drawings have been developed.

Prestressed Box Beams

751.21.3.2 Beam Ends

751.21.3.2.1 Skewed Ends

Spread Beams

To eliminate the need to widen end bents or lessen the widening needed for highly skewed substructures a skewed-end beam may be used. Skewed ends shall be skewed at 15 degrees regardless of the skew of the substructure. The skew is set at 15 degrees to simplify fabrication and limited to 15 degrees to help prevent warping of the ends due to eccentric prestress forces.

The face of box beam voids shall be parallel to the skewed ends (also at 15 degrees) with a 4-inch chamfer at the acute corner. The face of voided slab beam voids shall not be skewed but the ends of each void shall be staggered to align with the skewed end.

Skewed-end beams are typically recommended for substructures skewed greater than 20 degrees.

Adjacent Beams

Skewed ends for adjacent beams shall be skewed to match the substructure (skewed no greater than 30 degrees).

751.21.3.2.2 End Blocks Lengths and Weights

End blocks are required for stress transfer to the bearings and to provide a location for the required lifting loops. The following minimum lengths shall be provided.

The following end block lengths shall be used in the part plan of beam and the following weights are provided for use in design. The weights provided are for the portion of the block that replaces the void(s) only.

		End Block Lengths (EBL) & Weights
		Squared Ends, EBL = 30"		15° Skewed Ends
Type	Beam Depth	4-ft Wide Weight	3-ft Wide Weight	EBL	4-ft Wide Weight	EBL	3-ft Wide Weight
Box Beams	17 in.	479 lb	323 lb	40 in.	639 lb	37 in.	398 lb
	21 in.	811 lb	552 lb	40 in.	1081 lb	37 in.	681 lb
	27 in.	1480 lb	979 lb	40 in.	1973 lb	37 in.	1208 lb
	33 in.	2043 lb	1354 lb	40 in.	2723 lb	37 in.	1669 lb
	39 in.	2605 lb	1730 lb	40 in.	3473 lb	37 in.	2134 lb
	42 in.	2886 lb	1916 lb	40 in.	3848 lb	37 in.	2363 lb
Voided Slab Beams	15 in.	444 lb	296 lb	40 in.	591 lb	37 in.	364 lb
	18 in.	743 lb	495 lb	40 in.	990 lb	37 in.	610 lb
	21 in.	866 lb	639 lb	40 in.	1154 lb	37 in.	788 lb
Three-foot wide beams are only used as adjacent beams. End block lengths and weights for skewed-end adjacent beams of different skews shall be calculated using specified formulas for minimum end-block length.

751.21.3.2.3 Bearing Plates

The following detail shall be provided on the plans.

The notes for bearing plates located in EPG 751.50 H2c. Prestressed Girders and Beams shall be placed near the detail as applicable.

751.21.3.2.4 Lifting Loops

The following detail shall be provided on the plans.

The note in EPG 751.50 H2c. Prestressed Girders and Beams specifying the fabricator’s responsiblity for the lifting devices shall be placed near the detail.

751.21.3.3 Beam Reinforcement

Concrete cover, minimum spacing and bend diameter shall be in accordance with EPG 751.22.3.1 Reinforcement Criteria.

The #5-S4 and S5 bars satisfy bursting and spalling requirements in accordance with EPG 751.21.2 Design for the strand arrangements shown is this article and on the Bridge Standard Drawings. Shear capacity shall be verified by design.

The size and spacing of S1 and S2 bars shall be determined by design. The use of #4 or #5 bars is at the discretion of the Structural Project Manager if both available diameters meet demand. No. 6 bars shall not be used for S1 and S2 bars due to interference with strands and other reinforcement.

751.21.3.3.1 Spread Box Beams

Bending Diagrams

Dimensions shown are out to out. Use symmetry for dimensions not shown. Use "ɑ" bars for squared-end beams. Use "b" bars for skewed-end beams.

For beams that have excessive haunch or beam steps, create new S2 bars and adjust heights in one-inch increments or provide #4 hairpin bars in accordance with EPG 751.10.1.14 Girder Haunch Reinforcement to ensure at least 2-inch embedment into slab.

751.21.3.4 Prestressing Strands

Strands shall not be placed over voids since it may impede formation of void.

Strands shall not be draped (harped).

Lower strands may be debonded at ends to reduce compressive stresses at the beam ends.

The support strands may be replaced by fully stressed ½ or 0.6 inch strands when required to control temporary stresses or camber.

Adjacent Beams Only

Strands shall avoid the anchor bolt wells and post-tensioning blockout.

The number of strands in the bottom row shall be equal to or less than the second row to provide for better redundancy against corrosion that is more prevalent in adjacent beams.

751.21.3.4.1 Arrangements

The following detail shall be provided on the plans.

Actual arrangement shall be determined by design. Remove symbols as needed.

Box Beams

(ɑ) Use 2½ inches for 24-inch beams and smaller (shape 52 bars required) when 0.6-inch strands are required at the top.

Voided Slab Beams

751.21.3.4.2 Instructions

Strand instructions shall be indicated in the strand arrangement detail.

(b) Use 2'-0" for 27-inch box beams and smaller. Use 2'-6" for 33-inch box beams and larger.

Required Number of Bent-Up Strands
Beam	1/2 inch	0.6 inch
17”, 21”, 27” Spread Box	14	10
33”, 39”, 42” Spread Box	12	8

If the number of strands available per design is less than the requirement for bent-up strands consider the following:

1. Add extra strands and re-check design stresses.

2. Add extra strands and reduce the jacking stress to keep a similar total design force.

3. Design bent-up strands using the actual project criteria.

The criteria for the specified number of bent-up strands:

1. 8½-inch thick deck slab

2. Maximum allowed haunch plus two ½-inch beam steps

3. 12-foot effective slab width.

The required number of bent-up strands shall be determined by design for other beam types or for spread box beams that exceed specified criteria.

The notes for strand instructions located in EPG 751.50 H2c. Prestressed Girders and Beams shall be placed near detail as applicable.

751.21.3.4.3 Beam Ends

The following detail shall be provided on the plans:

(ɑ) Use 2'-0" for 27-inch box beams and smaller. Use 2'-6" for 33-inch box beams and larger.

751.21.3.5 Camber, Haunching and Girder Steps

For spread beams the camber, haunch, and stepping and sloping of top flange shall be in accordance with EPG 751.22.3.8 Camber, Haunching, and Stepping and Sloping of Top Flange.

For adjacent beams a camber diagram is replaced with a slab thickness diagram.

751.21.3.6 Closed Intermediate Bent Diaphragms

The details in this article are applicable for continuous slab superstructures for fixed and expansion intermediate bents as specified.

751.21.3.6.1 Dimensions

Detailing Guidance: Green items are guidance only and shall not be shown on the plans.

For End Detail and Edge Detail, see EPG 751.21.3.6.4.

(ɑ) Minimum distance. Will need to be increased on one side of the bent for curved alignments. Will need to add "(Min.)" to dimension in the elevation detail or replace dimension with "Varies".

(b) Dimension based on a tangent alignment and minimum 7 inches between the ends of girders (along beam centerline for skewed-end beams). Will vary for curved alignments.

(c) Diaphragm shall be 2'-6" wide unless skew requires wider diaphragm to accommodate coil ties (6” increments).

(d) "W" is width of bearing and for 4-foot wide squared-end beams is equal to 3’-9" (width of box beam minus 3 inches). Width of bearing for 4-foot wide skewed-end beams is equal to 3’-8” for bearing lengths “L” less than 9 inches. Bearing length and thickness is by design. Bearings may vary on each side of bent.

(e) 3¾" minimum. Make diaphragm flush with substructure beams less than three feet wide.

(f) Remove thickness for tapered bearings or when bearings vary on each side of bent.

751.21.3.6.2 Coil Tie Rods

751.21.3.6.3 Reinforcement

 

751.21.3.6.4 End and Edge Details

For location of End Detail and Edge Detail, see EPG 751.21.3.6.1 Dimensions.

751.21.3.7 Coil Ties

The following detail shall be provided on the plans for spread beams.

Detail shown is for integral end bents. Revise subheadings accordingly for non-integral end bents.

Include underline portion with end spans when both interior and exterior beams are detailed on the same sheet and the 2’-6” long tie rod will not fit in the exterior diaphragm portion.

The coil tie notes located in EPG 751.50 H2c. Prestressed Girders and Beams shall be placed near detail as applicable.

751.21.3.8 Vent Pipes for Stream Crossings

Due to the buoyancy of the voids, adjacent box or voided beam bridges shall not be used where the structure will be submerged.

Spread beam bridges may be used with the approval of the SPM or SLE in situations where the structure will be submerged. In these situations, a vent pipe shall be provided through an internal diaphragm at the midpoint of each beam in order to vent the bay area between the spread beams.

The vent pipe and internal diaphragm shall not be provided when not required.

Do not place a set of S bars at centerline of beam at midpoint when vent pipes are provided.

751.21.3.9 Top Surface Preparation for Adjacent Beams

Adjacent beams shall be protected with a reinforced concrete wearing surface (preferred) or an asphalt wearing surface (roadways with low average daily traffic, usually less than 400 ADT).

For concrete wearing surfaces, the top surface of the beams shall be roughened to improve bond between the wearing surface and the beam.

For asphalt wearing surfaces, the top surface of the beams shall be float finished and protected with a waterproof membrane. Such a finish minimizes the following:

1. Amount of preparation and material needed for the membrane

2. Potential puncture of the membrane due to unforeseen thin spots

3. Movement of the membrane (particularly those with a membrane applied over an asphalt binder) during paving operations.

The bridge special provision for waterproof membranes shall be required with asphalt wearing surfaces.

Whichever wearing surface is proposed, instructions for preparing the top surface of the beams shall be noted on the plans. This is necessary because Sec 1029 does not give any surface finish requirements for precast concrete box and voided slab beams at this time.

751.21.3.10 Exterior Beam Bevel at Slab Edge and Drip Bevel

Show adjacent detail on the plans for spread and adjacent beams where the outside face of slab is flush with the outside face of the exterior beam.

The plans for slab and barrier shall be modified appropriately.

Detail beveled edges to run continuous across diaphragms that are flush with outside face of exterior beams at intermediate bents, otherwise terminate bevel at protruding diaphragms.

If side mounted guardrail is used, the contractor may modify within the intent of the details to be shown on the plans.

751.21.3.11 Dowel Bars and Shear Blocks

Dowel bars for fixed intermediate bents shall be in accordance with EPG 751.22.3.15 Dowel Bars.

Shear blocks for open diaphragm bent caps shall be in accordance with EPG 751.22.3.17 Shear Blocks.

751.21.3.12 Miscellaneous

Post Tension Rods

Tension rods for post tensioning if required should be placed at the beam ends and at midpoints for spans less than 40 feet. Tension rods may be placed at one-third points for spans 40 feet or greater.

Anchor Dowel Bars

Anchor dowel bars required for adjacent beams shall be cast in place preferably but may be drilled into the beam cap. Typically the drilled holes are 2 inches in diameter for a one-inch diameter anchor dowel.

Anchor dowels are typically located at 9 inches (center) from side of beam for 36-inch wide beams and 10 inches for 48 and 52-inch wide beams.

Void Drains

Three-quarter-inch drains shall be provided near ends of each void, one near each side of the void for box beams.

Optional Void Vent Holes

Optional one-quarter-inch vent holes shall be allowed for box beams near ends of each void located at the centerline of the beam.

Other Miscellaneous

Other miscellaneous details shall be in accordance with EPG 751.22.3.18 Miscellaneous.