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APPENDIX K. RECOMMENDED BRIDGE DESIGN GUIDE
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Secondary Route Bridge Design Plan Guidelines Introduction Background Approximately 7000 Michigan roadway bridges are owned by local agencies, and nearly 90% of these are managed by county highway agencies. Most local agency bridges are smaller structures that carry lower traffic volumes; about 60% of local agency bridges are single span structures less than 50 ft long, and average fewer than 1000 vehicles per day. About 70% of these structures have deck widths no greater than 40 ft. Over half of these bridges were built prior to 1980, while one-fourth were built prior to 1960. This advancing age leads to increasing maintenance concerns. 17% have superstructures and substructures rated less than satisfactory, and in the near future, many of these bridges will require replacement. MDOT has a variety of standard plans and details readily available for its structures. However, these existing plans are not always best suited for local agency use. As many MDOT bridges are built for higher traffic volume roads, they tend to be wider and longer than the typical local agency bridge, and may use girder types meant for larger spans. To address this concern, this document provides a set of bridge plans meant to facilitate construction of new structures suitable for local agency use. The designs specifically address common local agency road, span, and site conditions, to enable development of low cost, low maintenance, readily constructible bridges. The purpose of the plans is to provide design guidance. These plans are not meant to prescribe MDOT standards or requirements, but represent recommendations for design. They are meant to be used as templates for the designer, where some information can be used as-is, while other portions of the plans must be customized and developed by the engineer for the specific structure considered. Due to the variability of local site conditions, the plans address superstructure details only. Even here, not all elements can be used without adjustment, as local conditions will impact the design. Such details must be addressed by suitable engineering professionals. These plans were developed over a two year period based on input from a variety of sources, including MDOT bridge engineers, local agencies, designers, and contractors. They represent recommendations for best practices that are suitable for local agency use. Anticipated benefits from implementing the bridge plans include reduced design and construction uncertainties; bridges that are simpler and faster to design and construct; improved quality control; and lower life cycle costs. Design Considerations
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In general, a desirable structure is cost effective, constructible, functional, durable, and aesthetically appropriate. However, a large number of factors will influence bridge selection which are beyond the scope of this document to address. Some general site concerns include topography, horizontal and vertical road alignments, required horizontal and vertical clearances, the presence of utilities, and potential pedestrian traffic. Foundation design is a major component, but requirements vary greatly from one site to another. Other design considerations include potential for settlement, the presence of groundwater, the possibility for future bridge widening, and the need for a shallow or deep foundation. Additional geotechnical and foundation-related design items include how end and side slope overall stability, the abutment and wing wall design, construction staging, and required skew angle of the bridge. Hydraulic concerns occur both on the bridge, in terms of how deck drainage is handled, as well as below the bridge. The latter includes various issues of consideration including the presence of a waterway and required clearance; possible channel drift; the passage of debris and possible pier obstruction for some foundation types; and possible scour of the foundation. Construction concerns will also influence the bridge design. Prime among these is the availability and cost of the desired materials and workforce, though other concerns include the available space on-site and access to the site for personnel and equipment. How the construction will impact detoured traffic also bears consideration. Bridge Type Selection Design guidance provided by this document is summarized in the following steps: 1) Determine acceptable superstructure depth. 2) Estimate costs. 3) Consider alternatives. 4) Select bridge. 5) Prepare plans. 1) Determine acceptable superstructure depth. Necessary clearances are generally determined from a hydraulic analysis for bridges spanning waterways, or vertical clearance requirements for bridges spanning roadways. Once required clearances are determined and corresponding allowable bridge girder depths found, Table 1 or Figure 1 can be consulted to select initial bridge types that meet the required girder depth limit. The girder depths presented in Table 1 and Figure 1 are based on the girder spacing, material strengths, and other assumptions described in the plan set accompanying this document.
Table 1.
Span (ft)20 30 40 50 60 70 80 90
100 110
*Althoughthese span
Figure 1.recommenspanning 2 Table 1 ahaunch m(includin6” for sidbeam hau
Typical Bea
) Bulb Te
36 36 42 48 48
h these depthslengths.
. Typical Beded for steel g
20’.
and Figure 1must be con
ng wearing sude by side bunch is typic
am Depth ReB
ee SBB 17 21 21 21 21 27 33 39 39 48
s are reasonabl
eam Depth Rgirders spannin
1 present girnsidered to urface) is 9ox beams (S
cally provide
equirements Beam Depth
SSBB17 17 17 17 21 21 27 27 33 39
ly achievable,
Requirementsng 30’ or more
rder depth odetermine t” for spread
SSBB), and ed and adds
h (in) by BridB Stee
14 14* 14*
21 33
a minimum gi
s for Bridge e, while a min
nly. In addtotal bridge
d box beam ( 8” for foldeadditional v
dge Type el Timb
14* 16* 20
irder depth of
Types. Notenimum depth o
dition to girddepth. Re
(SBB), bulb-ed plate type
variable dept
ber Fold P4 206 200 22
283135
f 21” for steel
e a minimum b
of 14” is recom
der depth, thecommended-tee, and stee steel tub-bth, depending
Plate 0 0 2 8 1 5
is recommend
beam depth of mmended for g
he deck and bd deck thickel girder bri
beam bridgesg on bridge
3
ded for
f 21” is girders
beam kness idges; s. A slope
4
and capacity requirements. Typical haunch depths range from 1-4”. The timber bridge depths provided are based on the assumption of a slab-bridge (i.e. a single deck spanning in the traffic direction) rather than a girder-deck configuration. This depth shown does not include an additional wearing surface. Culvert structures, not appearing on Figure 1, are not easily comparable as they often have a variable beam depth and may arch over the gap, providing more clearance than a typical prismatic girder bridge. Thus, these should be considered when structures shown in Figure 1 cannot meet depth requirements or if they can provide a more economic option. 2) Estimate costs. Costs are highly variable and depend on local conditions. Specific estimates can be obtained from the engineer and contractor. However, a preliminary estimation of superstructure costs for some bridge types is given in Figure 2. These costs include the construction of all superstructure elements, including beams, deck, diaphragms, and railings. Figure 3 represents an estimate of superstructure costs in addition to substructure costs (abutment and wing wall elements). In the figures, solid lines indicate a 34 ft clear bridge width; top and bottom dashed lines indicate costs for 40 and 30 ft clear widths, respectively. These estimates do not include foundation costs, which are usually substantial. Although foundation cost varies considerably according to site conditions, for a particular site, it is unlikely to vary significantly among the different bridge types shown in the Figures. Assumptions used to estimate these costs are given in MDOT Research Report SPR-1669, which is available on-line. Alternative structure types not appearing on the figures, including folded plate girders, timber, and culverts, are often sold as an assembly for which initial costs can be obtained directly from suppliers. At the time of publication of this document (March 2018), not including roadway surfacing, traffic control, and other associated costs, prefabricated culverts may be roughly estimated at $350/SF of deck area, while material-only costs (not including installation, traffic control, wearing surface, barriers, substructure and foundation) for folded plate girder superstructures range from approximately $60/SF for spans up to 50’ and $70/SF for spans up to 70’ , while material-only costs of timber superstructures range from approximately $90/SF for a 20’ span to $180/SF for a 40’ span. Note that these costs are rough approximations and should be obtained from the specific manufacturer considered. Figures 4 and 5 illustrate life cycle cost (LCC) estimates, which account for the costs of expected maintenance over the lifetime of the structure. The LCC includes costs for initial construction, inspection, repair and maintenance, demolition, and replacement. Assumptions used to estimate these costs are given in MDOT Research Report SPR-1669.
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Figure 2. Estimate of Initial Superstructure Cost.
Figure 3. Estimate of Initial Superstructure + Substructure Cost.
0
100,000
200,000
300,000
400,000
500,000
600,000
700,000
0 20 40 60 80 100 120
Cost ($)
Span (ft)
Initial Cost
500,000
600,000
700,000
800,000
900,000
1,000,000
1,100,000
0 20 40 60 80 100 120
Cost ($)
Span (ft)
Initial Cost
40’ deck width 34’ deck width 30’ deck width
Galvanized Steel
Spread Box
Side by Side Box
Bulb Tee
40’ deck width 34’ deck width 30’ deck width
Galvanized Steel
Spread Box
Side by Side Box
Bulb Tee
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Figure 4. Estimate of Superstructure Life Cycle Costs.
Figure 5. Estimate of Superstructure + Substructure Life Cycle Costs.
200,000
400,000
600,000
800,000
1,000,000
1,200,000
1,400,000
0 20 40 60 80 100 120
Cost ($)
Span (ft)
Life Cycle Cost
900,000
1,100,000
1,300,000
1,500,000
1,700,000
1,900,000
2,100,000
0 20 40 60 80 100 120
Cost ($)
Span (ft)
Life Cycle Cost
40’ deck width 34’ deck width 30’ deck width
Galvanized Steel
Spread Box
Side by Side Box
Bulb Tee
40’ deck width 34’ deck width 30’ deck width
Galvanized Steel
Spread Box
Side by Side Box
Bulb Tee
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7
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4) Select bridge. Based on considerations such as those summarized above, along with feedback from an engineer, an appropriate bridge type can be selected. Determining the best choice may also involve a more detailed economic analysis of viable alternatives. 5) Prepare plans. For culverts, timber, folded plate, or other types of structures for which standard plans exist, regional suppliers of these specific structures can be consulted for guidance. For spread box, side-by-side box, steel, or bulb tee girder bridges, design guidance is provided in the accompanying documents. For these bridge types, a set of superstructure plan templates is available, and are described below. Bridge Plan Recommendations Plan Assumptions The plans provided with this document present design information for simple span structures of three widths and variable lengths in 10’ increments designed to the 7th Edition of the AASHTO LRFD Specifications (2014), but using the HL-93-mod live load. Decks are designed using the strip method, while girder shear design is based on the General Procedure. The designs are valid for skews from 0-30 degrees (i.e. angle of crossing from 60-90 degrees), and satisfy Strength I, Service I and III (for prestressed concrete), Service II (for steel), and Fatigue I limit states, and meet a deflection limit of L/800. Note that these plans are for superstructures only and will require design for the substructure, foundation, and potentially other components as needed. Clear widths are based on AASHTO 2011 (A Policy on Geometric Design of Highways and Streets), as a function of average daily traffic (ADT). Width requirements are based on design speed (assumed to be 55 MPH) and ADT. Although very low ADT roads (<400) can use a two-lane bridge width of 26’, most local agencies specify a minimum deck width of 30’ to accommodate agricultural equipment; this width assumes two 11’ lanes with 4’ shoulders, and can be used for ADT up to 1500. From ADT of 1500-2000, the minimum bridge width is 34’ (two 11’ lanes and 6’ shoulders); for ADT over 2000, a width of 40’ is specified (12’ lanes and 8’ shoulders). All girder bridges have approximately 2.5’ overhang, except the 30’ clear steel beam bridge (all spans) and the 40’ clear, 110’ span bulb tee, which have approximately 3.5’ overhang, measured from the center of the girder to edge of the deck. Designs are provided for span lengths in increments of 10’ within the range given in Table 1 shown for each bridge type. For spans between the increments provided, it is generally conservative to use the beam design provided for the upper span increment. It is suggested that both the lower and upper span increment section designs presented are checked for applicability, in order to select a more optimally sized section. Such cases must be verified by the design engineer.
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When specifying beam sizes and girder spacing, the plans were prepared to provide a balance between economy and maximizing vertical clearance. The latter is often a critical consideration for Michigan local agency bridges, for which the large majority pass over waterways and must meet design flood flow capacity requirements. Maximizing economy and clearance generally align for side-by-side box beam structures, for which the minimum feasible beam depth is provided based on the material strengths specified. For spread box and bulb tee structures, the most economic sections also generally aligned with those of minimum depth. In a few cases, moving to a slightly larger section allowed widening girder spacing and use of one less beam in the design, resulting in a more economic outcome. These resulted in spread box beam designs with 4-6 beams spaced from approximately 6.9-9.4’ and bulb tee designs with 4-5 beams spaced from 7.9-9.4’, depending on bridge span and width. For steel girder bridges, cost was directly influenced by girder spacing as a function of girder weight, and final designs used 5-7 beams spaced at approximately 6.3’. Beam sizes and material strengths are based on commonly available selections. Steel girder sizes range from W14x120 - 36x170 (30x173 heaviest). Spread box beam sizes are 21” x 36” for spans from 20-40’ and have a width of 48” and range from depths of 21”, 27”, 33”, 39”, and 48” for greater spans. Side by side box beam designs have beam sizes of 17” x 36” for spans from 20-50’ and are 48” wide with the same depths given for spread box for longer spans. Bulb tees are 42” x 49” for spans from 70-90’ and 48” x 49” for spans from 100-110’. Steel diaphragms are used throughout, which contractors have often found to be more convenient to install than pouring concrete. No diaphragms are specified for spread box beam bridges, which are not required for the geometries considered. All bridges have a reinforced concrete composite deck with f’c = 4 ksi, that is 7.5” thick, with an additional 1.5” wearing surface (9” total depth), except for side by side box beam bridges, which have a 4.5” deck thickness with an additional 1.5” wearing surface (6” total depth). For girder design, a beam haunch of 4” is assumed for dead load, but no haunch was included in calculation of composite beam section properties. Decks are reinforced with 60 ksi, #5 bars throughout, where top bars are spaced 12” and bottom bars are spaced 8” on center. All bars are assumed to be epoxy coated. For prestressed concrete girders, f’c = 7 ksi at release and 8 ksi in service. Prestress tendons are taken as 0.6” nominal diameter low relaxation strands, with ultimate strength 270 ksi. Stirrups are #4, and were designed as 40 ksi steel in 17” and 21” box beam sections in order to meet lap length requirements. Recognizing that the availability of 40 ksi bars is limited, it is common practice to allow the use of 60 ksi bars in construction; however, such changes must be reviewed and approved by the design engineer. Reactions are supplied on the plans to aid substructure design. Dead loads are given per beam, while live loads are given per AASHTO LRFD design lane. For a particular span and structure type, reactions represent the highest values of the different bridge widths shown in the plans. Caution must be used if referencing reaction values in the tables for beam lengths not corresponding to the span increments shown; in such cases, a more precise analysis is recommended.
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Plan Use Details presented in the plans may be used as a guide, or directly as a template for the bridge designer, where information applicable for the structure considered may be extracted as used if deemed appropriate. Much of the design information presented on the plans, such as some geometric dimensions and material properties, are constant values; these details were designed to be applicable throughout the range of structures considered. Other information is given as a variable which will depend on the specific structure considered and must be input by the designer. Many of the values for these variables may be read from tables given on the plans. However, as the information presented cannot cover all possibilities, modification may be necessary to meet the requirements of a particular site and structure. Once a given structure type, span, skew, and width is selected, the specific information relevant to those selections can be extracted from the plans, and the remaining information discarded. To avoid confusion during construction, it is important that unused information does not appear on the construction drawings, and that other necessary information, such as that within the title of each sheet, is provided by the designer. The sheet numbers that are needed for a particular bridge type can be found in the lower right of the sheet title block and are given in Table 2. Each structure is documented with 10-11 sheets, depending on type, as shown below. Table 2. Sheet Numbers Per Bridge Type.
Sheet Number: Bridge Type Sheet Name Steel Spread Box SBS Box Bulb Tee
Deck plan & haunch detail DECK 001 DECK 001 DECK 001 DECK 001 Abutment back wall DECK 002 DECK 002 n/a DECK 002 Approach slab DECK 003 DECK 003 DECK 003 DECK 003 Barrier & end walls DECK 004 DECK 004 DECK 004 DECK 004 Bridge section DECK 008 DECK 005 DECK 006 DECK 007 Erection diagram STEEL 001 SBB 001 SSBB 001 BTB 001
Shear reinforcement STEEL 002 SBB 002 SSBB 002 BTB 002 Beam sections & strands* STEEL 004 SBB 003, 004 SSBB 003,
004, 005 BTB 002
Diaphragms STEEL 003 n/a n/a BTB 003 Bearings BRG 003 BRG 001 BRG 001 BRG 002 Expansion joint EXPJT 001 EXPJT 001 EXPJT 001 EXPJT 001 *For steel, a deflection diagram is given in place of beam section & strand diagram. Below, a list of information is provided summarizing what each plan sheet contains, which items are variable parameters that need input from the designer, and any additional explanatory notes. A set of plans where input parameters that are represented as variables are highlighted is given in Appendix A. As the plans also contain multiple selections of details and other generic diagrams not explicitly represented as variables, the highlighted items do not represent all items which must be removed, changed, or modified. An example of a steel bridge design using the plans is given in Appendix B.
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DECK 001: Deck Plan This sheet is applicable to all structure types. Contains: Deck plan, haunch detail. Variable items: Span length (L), out-to-out bridge width (a), angle of crossing, fascia depth (F), haunch detail. Note that the bridge span length is measured between construction reference lines, which are typically taken from the back walls of the abutments; bridge span length is not the same as the beam span length, taken center to center of the bearings. Select: Haunch detail (for concrete or steel beams), angle of crossing case, deck reinforcement case. Notes: The left side of the deck plan applies to angles of crossing from 70-90˚, while the right side applies to angles of crossing from 60-70˚. Deck plan should be redrawn to appropriately match the required angle of crossing. Redraw north arrow direction to correspond to correct orientation. DECK 002: Abutment Backwall This sheet is applicable to all structure types except side by side box. Contains: Abutment backwall elevation and section. Variable items: Backwall width (D). Select: Backwall type (spread box, steel beam, or bulb tee beam) and fixity (fixed or expansion). Notes: Aesthetic parapet shown. Alternatives are possible as detailed in MDOT Standard Plan B-25 Series. For concrete girders spanning up to 50’ or steel girders spanning up to 25’, fixed abutments generally may be used. For longer girders, one abutment is generally taken as fixed while the other abutment is an expansion type. DECK 003: Approach Slab This sheet is applicable to all structure types. Contains: plan and section of approach and sleeper slab. Variable items: Approach slab width (a), angle of crossing. Select: Plan and section type for approach slab and sleeper slab (HMA or concrete); angle of crossing case.
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Notes: Details are limited to angles of crossing 60-90˚. Bridge spans contributing to expansion at an abutment that are less than 50 ft for concrete beam bridges and less than 25 ft for steel beam bridges should refer to MDOT Standard Road Plan No. R-45-1. Approach slab plan should be redrawn to appropriately match the required angle of crossing. DECK 004: Barrier and End Wall This sheet is applicable to all structure types. Contains: Barrier plan, end wall elevation and plan. Variable items: Barrier length (LB). Select: Barrier plan (based on angle of crossing), end wall elevation (for side by side box beam or all other beam types). Notes: Typical details for aesthetic parapet are shown. Alternatives are possible as detailed in MDOT Standard Plan B-25 Series. The left side of the deck plan applies to an angle of crossing of 90˚, while the right side applies to angles of crossing from 60-89˚. Barrier plan should be redrawn to appropriately match the required angle of crossing. Other options are possible. Post locations to be redrawn to match that needed. DECK 005: Bridge Section for Spread Box Beams This sheet is only applicable to a spread box beam bridge. Discard for other bridge types. Contains: Bridge section, deck section, railing section, beam size and spacing table. Variable items: Bridge span, out-to-out bridge width (a), clear roadway width (b), half of roadway clear width (c), number of beam bays (d), beam spacing (e), bridge width center-to-center of edge beams (f), beam size (g), center of edge beam to bridge fascia (h), edge of beam to edge of fascia (j). Select: Bridge span, bridge width. Notes: Based on a bridge span and width selection, the beam dimension table can be consulted to select an applicable beam size and beam spacing; variables a-j are specified in the selection tables. The selection table is for reference only and should not appear on the construction plans. Beam size and spacing selections may be used for spans less than or equal to the provided span increment. The section should be redrawn to match the beam size, spacing, and number of beams selected. Typical details for an aesthetic parapet are shown. Other options are possible. DECK 006: Bridge Section for Side by Side Box Beams This sheet is only applicable to a side by side box beam bridge. Discard for other bridge types.
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Contains: Bridge section, deck section, railing section, beam size and spacing table. Variable items: Bridge span, out-to-out bridge width (a), clear roadway width (b), half of roadway clear width (c), number of beams (d), beam width (e), bridge width center-to-center of edge beams (f), center of edge beam to bridge fascia (g), edge of beam to edge of fascia (h). Select: Bridge span, bridge width. Notes: Based on a bridge span and width selection, the beam dimension table can be consulted to select an applicable beam size and beam spacing; variables a-h are specified in the selection tables. The selection table is for reference only and should not appear on the construction plans. Beam size selections may be used for spans less than or equal to the provided span increment. The section should be redrawn to match the beam size, spacing, and number of beams selected. Typical details for an aesthetic parapet are shown. Other options are possible. DECK 007: Bridge Section for Bulb Tee Girders This sheet is only applicable to a bulb tee girder bridge. Discard for other bridge types. Contains: Bridge section, deck section, railing section, beam size and spacing table. Variable items: Bridge span, out-to-out bridge width (a), clear roadway width (b), half of roadway clear width (c), number of beam bays (d), beam spacing (e), bridge width center-to-center of edge beams (f), beam size (g), center of edge beam to bridge fascia (h), edge of beam to edge of fascia (j). Select: Bridge span, bridge width. Notes: Based on a bridge span and width selection, the beam dimension table can be consulted to select an applicable beam size and beam spacing; variables a-j are specified in the selection tables. The selection table is for reference only and should not appear on the construction plans. Beam size and spacing selections may be used for spans less than or equal to the provided span increment. The section should be redrawn to match the beam size, spacing, and number of beams selected. Typical details for an aesthetic parapet are shown. Other options are possible. DECK 008: Bridge Section for Steel Beams This sheet is only applicable to a steel beam bridge. Discard for other bridge types. Contains: Bridge section, deck section, railing section, beam size and spacing table. Variable items: Out-to-out bridge width (a), clear roadway width (b), half of roadway clear width (c), number of beam bays (d), beam spacing (e), bridge width center-to-center of edge beams (f), beam size (g), center of edge beam to bridge fascia (h). Select: Bridge span, bridge width.
15
Notes: Based on a bridge span and width selection, the beam dimension table can be consulted to select an applicable beam size and beam spacing; variables a-h are specified in the selection tables. The selection table is for reference only and should not appear on the construction plans. Beam size and spacing selections may be used for spans less than or equal to the provided span increment. The section should be redrawn to match the beam size, spacing, and number of beams selected. Typical details for an aesthetic parapet are shown. Other options are possible. SBB 001: Erection Diagram for Spread Box Beams This sheet is only applicable to a spread box beam bridge. Discard for other bridge types. Contains: Erection diagram, superstructure reactions, lifting device detail, strand detail table for lifting device. Variable items: Bridge span (L), angle of crossing (θ), number of beam bays (d), beam spacing (e), bridge width center-to-center of edge beams (f), beam size (g), center of bearing to reference line (X), distance from center of nearest beams to bridge construction centerline (A, B), multiple values within notes, strand size and number for lifting device. Select: Angle of crossing case, strand size and number for lifting device. Notes: The left side of the erection plan applies to a 90˚ angle of crossing, while the right side applies to angles of crossing from 60 ˚ ≤ θ < 90˚. Erection plan should be redrawn to appropriately match the number of beams and required angle of crossing. Reactions are given per beam for dead load and per lane for live load and are intended to be used to aid substructure
design. Values given as: are to be filled in by the designer. SBB 002: Shear Reinforcement for Spread Box Beams This sheet is only applicable to a spread box beam bridge. Discard for other bridge types. Contains: Stirrup plan, slab tie plan, beam section, end block section, beam dimension table. Variable items: Length of beam (W), number of stirrups near beam center (g), stirrup spacing near beam center (k), total length of stirrup region near beam center (h), number of stirrups in skew-to-normal transition zone (m), total length of stirrup region in skew-to-normal transition zone (n), number of slab ties (s), total length of slab tie region (u), angle of crossing (θ). Select: Beam size, angle of crossing. Notes: The left side of the stirrup and slab tie plan applies to a 90˚ angle of crossing, while the right side applies to angles of crossing from 60 ˚ ≤ θ < 90˚. Once a spread box beam size is selected, the beam dimension table can be consulted to select appropriate stirrup spacing and slab tie input parameters g-W. The selection table is for reference only and should not appear on
XX
16
the construction plans. The beam plan should be redrawn to appropriately match the angle of crossing. SBB 003: Spread Box Beam Sections This sheet is only applicable to a spread box beam bridge. Discard for other bridge types. Contains: Spread box beam sections. Variable items: Beam size, strand location and number. Select: Beam cross-section. Notes: The required beam section is selected on DECK 005. Then, SBB 004 is consulted to determine the required strand layout. Once the beam size and strand layout is known, the appropriate section can be redrawn with the correct number of strands and placement. Only the beam section(s) used should appear on the construction plans. SBB 004: Spread Box Beam Strand Layout This sheet is only applicable to a spread box beam bridge. Discard for other bridge types. Contains: Strand layout and debonding table, corner blocking detail, beam end detail. Variable items: Backwall thickness (D), angle of crossing (θ), strand layout and debonding, location of backwall inserts. Select: Strand layout case (from table). Notes: The strand/debonding table is consulted for the bridge span and beam size used. The table provides the number of strands per layer, the number of debonding strands, and the length of debonding. The debonding length is given in the format: (n1)x1, (n2)x2, ... ni(xi), and/or [n1]x1, [n2]x2, ... ni[xi], where ni refers to the number of strands debonded and xi is the debonding length (ft); ( ) refers to strands in the first layer while [ ] refers to strands in the second layer. The selection table is for reference only and should not appear on the construction plans. SSBB 001: Erection Diagram for Side by Side Box Beams This sheet is only applicable to a side by side box beam bridge. Discard for other bridge types. Contains: Erection diagram, superstructure reactions, lifting device detail, strand detail table for lifting device, location of transverse post-tensioning strands. Variable items: Bridge span (L), angle of crossing (θ), number of beams (d), beam size (e), bridge width edge to edge of exterior beams (f), center of bearing to reference line (X), distance
17
from center of nearest beams to bridge construction centerline (A, B), post-tensioning strand location, multiple values within notes, strand size and number for lifting device. Select: Angle of crossing case, post tensioning strand locations, size and number for lifting device. Notes: The left side of the erection plan applies to a 90˚ angle of crossing, while the right side applies to angles of crossing from 60 ˚ ≤ θ < 90˚. Erection plan should be redrawn to appropriately match the number of beams and required angle of crossing. Reactions are given per beam for dead load and per lane for live load and are intended to be used to aid substructure
design. Values in the notes given as: are to be filled in by the designer. SSBB 002: Shear Reinforcement for Side by Side Box Beams This sheet is only applicable to a side by side box beam bridge. Discard for other bridge types. Contains: Stirrup plan, slab tie plan, beam section, end block section, beam dimension table. Variable items: Length of beam (W), number of stirrups near beam center (g), stirrup spacing near beam center (k), total length of stirrup region near beam center (h), number of stirrups in skew-to-normal transition zone (m), total length of stirrup region in skew-to-normal transition zone (n), number of slab ties (s), total length of slab tie region (u), angle of crossing (θ). Select: Beam size, angle of crossing. Notes: The left side of the stirrup and slab tie plan applies to a 90˚ angle of crossing, while the right side applies to angles of crossing from 60 ˚ ≤ θ < 90˚. Once a spread box beam size is selected, the beam dimension table can be consulted to select appropriate stirrup spacing and slab tie input parameters g-W. Beam plan should be redrawn to appropriately match the angle of crossing. The selection table is for reference only and should not appear on the construction plans. SSBB 003 & SSBB 004: Side by Side Box Beam Sections These sheets are only applicable to a side by side box beam bridge. Discard for other bridge types. Contains: Side by side box beam sections. Variable items: Beam size, strand location and number. Select: beam cross-section. Notes: The required beam section is selected on DECK 6. Then, SSBB 005 is consulted to determine the required strand layout. Once the beam size and strand layout is known, the
XX
18
appropriate section can be redrawn with the correct number of strands and placement. Only the beam section(s) used should appear on the construction plans. SSBB 005: Side by Side Box Beam Strand Layout This sheet is only applicable to a side by side box beam bridge. Discard for other bridge types. Contains: Strand layout and debonding table, corner blocking detail, post-tensioning details. Variable items: location of post-tensioning tendon (X), strand layout and debonding, angle of crossing (θ). Select: Post tensioning detail. Notes: The strand/debonding table is consulted for the bridge span and beam size used. The table provides the number of strands (all in one layer), the number of debonding strands, and the length of debonding. The debonding length is given in the format: (n1)x1, (n2)x2, ... ni(xi), where ni refers to the number of strands debonded and xi is the debonding length (ft); The post tensioning detail (single or multiple duct) is to be selected based on the requirements determined from the tendon location tables on SSBB 001. Stress pocket and corner blocking details should be redrawn to appropriately match the angle of crossing. BTB 001: Erection Diagram for Bulb Tee Girder This sheet is only applicable to a bulb tee girder bridge. Discard for other bridge types. Contains: Erection diagram, superstructure reactions, lifting device detail, strand detail table for lifting device. Variable items: Bridge span (L), angle of crossing (θ), number of beam bays (d), beam spacing (e), bridge width center-to-center of edge beams (f), beam size (g), center of bearing to reference line (X), distance from center of nearest beams to bridge construction centerline (A, B), multiple values within notes, strand size and number for lifting device. Select: Angle of crossing case, strand size and number for lifting device. Notes: The left side of the erection plan applies to a 90˚ angle of crossing, while the right side applies to angles of crossing from 60 ˚ ≤ θ < 90˚. Erection plan should be redrawn to appropriately match the number of beams and required angle of crossing. Reactions are given per beam for dead load and per lane for live load and are intended to be used to aid substructure design. BTB 002: Bulb Tee Girder Sections This sheet is only applicable to a bulb tee girder bridge. Discard for other bridge types.
19
Contains: Bulb tee girder sections, draped strand layout. Variable items: number of EL05 bars near beam center (c), number of EA04 bars near beam center (c1), left end of beam to center of bearing (E), right end of beam to center of bearing (G), left end beam slope offset (L), right end beam slope offset (L’), left end of beam to pipe sleeves (M), right end of beam to pipe sleeves (N), position of strand hold down points (R), distance, center to center of bearings (T), number of EF03 bars near beam center (g), length of region of EF03 bars (U), vertical position of insert/sleeves (A, B), total beam length (Y). Select: Beam cross-section. Notes: The required beam section is selected on DECK 007. Then, BTB 003 is consulted to determine the required strand layout. Once the beam size and strand layout is known, the appropriate section can be redrawn with the correct number of strands and placement. The sole plate tilt table is to be filled in by the designer. BTB 003: Bulb Tee Girder Strand Layout and Diaphragms This sheet is only applicable to a bulb tee girder bridge. Discard for other bridge types. Contains: Strand layout and debonding table, diaphragm details. Variable items: strand layout and debonding, diaphragm support height (C), center-to-center distance of support bolt holes (B), angle of crossing (θ), vertical position of first (A) diaphragm support bolt. Select: Diaphragm connection detail, diaphragm plan, concrete insert detail, diaphragm type. Notes: The strand table is consulted for the bridge span and beam size used. The table provides the number of strands per layer, the number of strands, the number of draped strands, and the height of the draped strands. The draped strand height is given in the format: n1, (m1), [e1]; n2, (m2), [e2];... ni, (mi), [ei], where i is the strand layer, ni refers to the number of draped strands, (mi) is the height of the strand at midspan, and [ei] is the height of the strand at the beam end (inches). The diaphragm connection detail, plan, and concrete insert detail is selected based on skew angle (either θ ≤ 10˚ or θ > 10˚). Diaphragm shape type is either an angle (shown in Section A-A) or channel (shown in the Alternate Diaphragm detail). Either alternative diaphragm types may be used, at the preference of the contractor. STEEL 001: Erection Diagram for Steel Beam This sheet is only applicable to a steel beam bridge. Discard for other bridge types. Contains: Erection diagram, superstructure reactions. Variable items: Bridge span (L), beam span center-to-center of bearings (S), angle of crossing (θ), number of beam bays (d), beam spacing (e), bridge width center-to-center of edge beams (f),
20
beam size (g), center of bearing to reference line (X), distance from center of nearest beams to bridge construction centerline (A, B). Select: Angle of crossing case. Notes: The left side of the erection plan applies to a 90˚ angle of crossing, while the right side applies to angles of crossing from 60 ˚ ≤ θ < 90˚. Erection plan should be redrawn to appropriately match the number of beams and required angle of crossing. Reactions are given per beam for dead load and per lane for live load and are intended to be used to aid substructure design. Quantity of structural steel is to be specified by the designer in the construction notes. STEEL 002: Steel Beam Dimensions and Shear Studs This sheet is only applicable to a steel beam bridge. Discard for other bridge types. Contains: Beam elevation and shear stud plan and elevation details, beam dimensions table. Variable items: Beam length (W), number of shear studs (a), total length of region with studs (b), number of spacings of beam end holes (c), spacing of beam end holes (d), total length of end holes (e), distance from beam end to center of bearing (f). Select: Beam size, shear stud developer plan. Notes: Girder size is selected based on bridge span, as given in the Beam dimension table. Shear stud details are selected based on beam size and angle of crossing (based on either a 90˚ angle of crossing or angles of crossing < 90˚). Shear stud plan should be redrawn to appropriately match the required angle of crossing. STEEL 003: Steel Beam Diaphragm This sheet is only applicable to a steel beam bridge. Discard for other bridge types. Contains: Diaphragm details, stiffener detail. Variable items: Beam spacing (a), number of spaces between holes (# of holes -1) (b); vertical hole spacing (c); total distance between holes (d), diaphragm depth (e), angle of crossing (θ). Select: Diaphragm size and type (typical, alternate, or both). Notes: Diaphragm size and fastener hole locations are based on girder type, as given in the Diaphragm dimension table. Section and elevations should be redrawn to match the specified bridge geometry and diaphragm size. STEEL 004: Deflection Diagram This sheet is only applicable to a steel beam bridge. Discard for other bridge types.
21
Contains: Camber diagram, camber value tables. Variable items: Number of ordinates (a), ordinate spacing (b), length of beam (c), camber values. Select: Bridge span. Notes: Based on bridge span, ordinate location and camber values are read from the Ordinate dimension and Theoretical camber tables. BRG 001: Box Beam Bearing Pads This sheet is only applicable to a box beam bridge. Discard for other bridge types. Contains: Bearing plan, bearing section, bearing pad dimension table. Variable items: Bearing pad width (W), bearing pad length (L), bearing pad thickness (J), number of shim plates (s), number of interior elastomer layers (n), interior elastomer layer thickness (t). Select: Angle of crossing case, bearing type (fixed or expansion). Notes: Based on bridge span, bearing pad parameters are read from the Bearing pad dimension table. Plan and section should be redrawn to match the specified beam width, angle of crossing, and bearing pad dimensions. BRG 002: Bulb Tee Bearing Pads This sheet is only applicable to a bulb tee bridge. Discard for other bridge types. Contains: Bearing plan, bearing section, bearing pad dimension table. Variable items: Bearing pad width (W), bearing pad length (L). Select: -- Notes: Based on bridge span, bearing pad parameters are read from the Bearing pad dimension table. Plan and section should be redrawn to match the specified beam width and bearing pad dimensions. BRG 003: Steel Beam Bearing Pads This sheet is only applicable to a steel beam bridge. Discard for other bridge types. Contains: Bearing pad and sole plate details, bearing pad dimension table.
22
Variable items: width of bearing pad (B), sold plate width (D), distance from retainer bolt to center of beam (E), length of bearing pad (G), length of sole plate (H), bearing pad thickness (J), number of shim plates (s), number of interior elastomer layers (n), interior elastomer layer thickness (t), height of side retainer (L), thickness of sole plate (N). Select: Bearing type (expansion or fixed). Notes: Based on bridge span, bearing pad parameters are read from the Bearing pad dimension table. Bearing type (expansion or fixed) should match the abutment type, as selected on DECK 002. EXPJT 001: Expansion Joints This sheet is applicable to all structure types. Contains: Expansion joint plan and sections. Variable items: -- Select: -- Notes: The designer must select an appropriate expansion joint type to accommodate the total bridge movement. These selections are not provided on this sheet. Values in the table within the Notes section are to be filled in by the designer.
23
Appendix A: Highlighted Plans The set of plans in Appendix A has all variable terms highlighted in yellow for identification.
Deck_001.dgn
DECK
SUPERSTRUCTURE DETAILS
001
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
05/09/18
LESS THAN 70°
ANGLE OF CROSSING
BETWEEN 70°-90°
ANGLE OF CROSSING
BRIDGE CONSTRUCTION É
(ANGLE OF CROSSING LESS THAN 70°)
DECK FASCIA
DECK FASCIA
(TYP)
REINFORCEMENT
LONGITUDINAL
(ANGLE OF CROSSING 70° OR GREATER)
SPAN LENGTH (L)
PLAN OF DECK PLAN OF DECK
EB06 BARS SPACED BETWEEN TRANSVERSE BARS IN OVERHANG (6" DECK)
ED06 BARS SPACED BETWEEN TRANSVERSE BARS IN OVERHANG (9" DECK)
(OMIT FOR SPAN LENGTHS OF 40' OR LESS)
2'-7" LAP (TYP) EA05 BARS
EA05
BA
RS (T
OP
&
BO
TT) (S
TE
EL
BE
AM
S)
EA04
BA
RS (T
OP
&
BO
TT) (S
PR
EA
D
BO
X
BE
AM
S
&
BU
LB
TE
E
BE
AM
S)
ED05 BARS (TOP) & EA05 BARS (BOTT) @ 7•" (BULB TEE BEAMS)
ED05 BARS (TOP) & EA05 BARS (BOTT) @ 9" (SPREAD BOX BEAMS)
ED05 BARS (TOP) & EA05 BARS (BOTT) @ 7•" (BULB TEE BEAMS)
ED05 BARS (TOP) & EA05 BARS (BOTT) @ 9" (SPREAD BOX BEAMS)
EA04 BARS @ 6" (SIDE BY SIDE BOX BEAMS)
ED06 BARS (TOP) & EA06 BARS (BOTT) @ 8•" (STEEL BEAMS)
EA03
BA
RS
@ 10•
" M
AX SP
A (SID
E
BY SID
E
BO
X
BE
AM
S)
EA04 BARS @ 6" (SIDE BY SIDE BOX BEAMS)
ED06 BARS (TOP) & EA06 BARS (BOTT) @ 8•" (STEEL BEAMS)
(TYP)
REINFORCEMENT
TRANSVERSE
3'-
1"
LA
P (T
YP)
ED06
BA
RS
2'-
7"
LA
P (T
YP)
ED05
BA
RS
EA04 BARS @ 6" (SIDE BY SIDE BOX BEAMS)
EA06 BARS (TOP & BOTT) @ 8•" (STEEL BEAMS)
EA05 BARS (TOP & BOTT) @ 7•" (BULB TEE BEAMS)
EA05 BARS (TOP & BOTT) @ 9" (SPREAD BOX BEAMS)
ED05 BARS (TOP) & EA05 BARS (BOTT) @ 7•" (BULB TEE BEAMS)
ED05 BARS (TOP) & EA05 BARS (BOTT) @ 9" (SPREAD BOX BEAMS)
EA04 BARS @ 6" (SIDE BY SIDE BOX BEAMS)
ED06 BARS (TOP) & EA06 BARS (BOTT) @ 8•" (STEEL BEAMS)
(TYP)
REINFORCEMENT
TRANSVERSE
(TYP)
EDGE OF DECK
PARAPET SPA @ 6" (6" DECK)
EL04 BARS IN SIDE BY SIDE BOX BEAM, DECK AND
EL040504 IN DECK AND PARAPET SPA @ 6" (6" DECK)
RAILING SPA @ 6" (6" DECK)
EL04 BARS IN SIDE BY SIDE BOX BEAM, DECK AND
EL040504 IN DECK AND RAILING SPA @ 6" (6" DECK)
HA
UN
CH
2"
MIN
ƒ" Ë MOLDING
9"
1•
"
HAUNCH DETAIL
ƒ" Ë MOLDING
9"
1•
"
HAUNCH DETAIL
STEEL BEAMS
PLACE FORMS
METAL STAY IN
3"
FOR FORM REMOVAL
SLOPE AS REQUIRED
SEE RAILING
EL040707 SPA @ 8" (9" DECK)
REINFORCEMENT
DETAILS FOR
IN END BLOCK
SEE BARRIER
IN END BLOCK
EL040707 SPA @ 8" (9" DECK)
REINFORCEMENT
DETAILS FOR
2'-1" LAP (TYP) EA04 BARS
1'-7" LAP (TYP) EA03 BARS
*
ƒ" BEVELƒ" BEVEL
FOR FORM REMOVAL
SLOPE AS REQUIRED
"a"
OU
T
TO
OU
T
DE
CK F
AS
CIA
"a"/
2
"a"/
2
F
F**
REF PT A
LINE A
REF
N
REF LINE B
LINE
TRANSVERSE BARS PARALLEL TO REF
LENGTH < DECK WIDTH, PLACE
ANGLE OF CROSSING < 70° AND SPAN
* FOR SIDE BY SIDE BOX BEAMS WHERE
REF PT B
CLR
3"
CLR
3"
CONCRETE SPREAD BOX BEAMS & BULB TEE BEAMS
FOR INFORMATION ONLY:
HA
UN
CH
1"
MIN
**
*
THICKNESS AT CURB LINE.
FASCIA BEAM DROP REQUIRED TO MAINTAIN MINIMUM SLAB
** FASCIA THICKNESS (F) = 9" + HAUNCH + •" + AMOUNT OF
LINE.
REQUIRED TO MAINTAIN MINIMUM SLAB THICKNESS AT CURB
BEAM FLANGE + •" + AMOUNT OF FASCIA BEAM DROP
*** FASCIA THICKNESS (F) = 9" + HAUNCH + THICKEST FASCIA
BE INCLUDED ON THIS SHEET.
THE ABOVE NOTES ARE FOR INFORMATION ONLY AND SHOULD NOT
EXCESSIVE.
IN THE AREA OVER THE BEAM FLANGE IF THE HAUNCH BECOMES
THE INTERIOR SIDE. ADDITIONAL REINFORCEMENT MAY BE REQUIRED
FASCIA SIDE OF THE BEAM SIMILAR TO THE HAUNCH DETAIL ON
IF "F" BECOMES GREATER THAN 12" USE A HAUNCH DETAIL ON THE
SEAT (TYP)
6" PAV'T
Ë
Ë 5" FOR SIDE BY SIDE BOX BEAM ONLY
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
DECK
SUPERSTRUCTURE DETAILS
002Deck_002.dgn
05/09/18
JT FILLER
BEAM (TYP)
CONCRETE BOX
PRESTRESSED
BEARING (TYP)
ELASTOMERIC
(TYP EACH BEAM)
ELASTOMERIC BEARINGS
BLOCKOUT CONCRETE AT
3" 3"
BOTT)
(TOP &
BARS
1'-
0"
MIN2"
JWP
•" JT FILLER
1•" BEVEL
UNDER BEAM FLANGE
BLOCK OUT CONCRETE
CONST JT (OPT)
JWP
EDGE
REF LINE
BEAM
THE BACKWALL PRIOR TO PLACING DECK REINFORCEMENT.
IF A CONSTRUCTION JOINT IS USED, CAST THE LOWER PORTION OF
REINFORCEMENT. (USE WITH MANDITORY JOINT)
CAST LOWER PORTION OF THE BACKWALL PRIOR TO PLACING DECK
HA
UN
CH
DE
CK
9"
THE BACKWALL PRIOR TO PLACING DECK REINFORCEMENT.
IF A CONSTRUCTION JOINT IS USED, CAST THE LOWER PORTION OF
REINFORCEMENT. (USE WITH MANDITORY JOINT)
CAST LOWER PORTION OF THE BACKWALL PRIOR TO PLACING DECK
TYPICAL BACKWALL SECTION (FIXED) TYPICAL BACKWALL SECTION (EXPANSION)
PARAPET TUBE
AESTHETIC
BRIDGE RAILING,
EM04 BARS
TYPICAL ABUTMENT BACKWALL - SPREAD BOX BEAM
JT FILLER
BEARING (TYP)
ELASTOMERIC
(TYP EACH BEAM)
ELASTOMERIC BEARINGS
BLOCKOUT CONCRETE AT
3" 3"
PARAPET TUBE
AESTHETIC
BRIDGE RAILING,
TYPICAL ABUTMENT BACKWALL - BULB TEE BEAM
(TYP EACH BAY)
EM04 BARS
TOP OF DECK
TOP OF DECK
OF DECK (TYP)
MATCH SLOPE
SLEEVES TO
SLOPE PIPE
TEE BEAM (TYP)
CONCRETE BULB
PRESTRESSED
(TYP EA FASCIA)
EK04 BAR
THRU BEAM WEB (TYP)
1•" Ø PIPE SLEEVE
EA08 BAR (ES)
EA08 BAR (FS)
JT FILLER
LIMITS OF PAVEMENT SEAT
TOE OF BARRIER
BEARING (TYP)
ELASTOMERIC
(TYP EACH BEAM)
ELASTOMERIC BEARINGS
BLOCKOUT CONCRETE AT
PARAPET TUBE
AESTHETIC
BRIDGE RAILING,
DE
CK
9"
TOP OF DECK
TYPICAL ABUTMENT BACKWALL - ROLLED STEEL BEAM
BEAM (TYP)
ROLLED STEEL
3" 3"
(TYP EACH BAY)
EM04 BARS
HOLES IN BEAM WEB)
(INSERT NS BARS THRU
EA04 BARS (ES)
(TYP EA FASCIA)
EK04 BAR
D
D-6"6"
1•"
EA04
D-9‚"
1ƒ"
ED BARS
EA BARS
EA04 BARS
EA04 BARS
BOTT)
(TOP &
BARS
MIN2"
JWP
1" JT FILLER
1•" BEVEL
UNDER BEAM FLANGE
BLOCK OUT CONCRETE
REF LINE
BEAM
D
D-6"6"
1•"
EA04
D-9‚"
1ƒ"
ED BARS
EA BARS
3•"
EA08 BARS
FASCIA)
(TYP EACH
EK04 BARS
JT (TYP)
OPTIONAL CONST
(TYP)
OPTIONAL CONST JT
EM
BE
DM
EN
T
2'-
0"
EM
BE
DM
EN
T
2'-
0"
* *
COSINE ANGLE OF CROSSING - (FOR SKEWED CROSSINGS)
2) 1'-8" OR THE BEARING DIMENSION PLUS THE PRODUCT OF • FLANGE WIDTH AND
1) 1'-8" OR THE BEARING DIMENSION PLUS • THE BEARING WIDTH - (FOR 90° CROSSINGS)
* THE BACKWALL THICKNESS "D" IS THE GREATER OF:
3" 3"
(TYP EACH BAY)
EM04 BARS
HOLES IN BEAM WEB)
(INSERT NS BARS THRU
EA08 BARS (ES)
OPTIONAL CONST JT
EA06 BARS (TYP EACH BAY)
LIMITS OF PAVEMENT SEAT
TOE OF BARRIER
JWP DENOTES JOINT WATERPROOFING.
ES DENOTES EACH SIDE.
FS DENOTES FAR SIDE.
NS DENOTES NEAR SIDE.
EA06 BARS
FOR FIXED ABUTMENT
TYP REINFORCEMENT EACH BAYFOR EXPANSION ABUTMENT
TYP REINFORCEMENT EACH BAY
FOR FIXED ABUTMENT
TYP REINFORCEMENT EACH BAY FOR EXPANSION ABUTMENT
TYP REINFORCEMENT EACH BAY
DE
CK
9"
EA08 BARS (NS)
4'-0" LAP
3"
EM04 BARS3"
THREADED EA04
BARS (NS)
THREADED EA04
BARS (NS)
THREADED EA08
BARS (NS)
THREADED EA08
BARS (NS)
LIMITS OF PAVEMENT SEAT
TOE OF BARRIER
DE
CK
9"
(FS)
BARS
EA04
(FS)
BARS
EA08
EA06 BARS
FOR FIXED ABUTMENT
TYP REINFORCEMENT EACH BAYFOR EXPANSION ABUTMENT
TYP REINFORCEMENT EACH BAY
3"
(TYP EACH BAY)
EM04 BARS3"
EA04 BAR (NS)EA08 BAR (NS)
EA04 BAR (ES)
EA04 BAR (FS)
3"
SP
A
@ 1'-
0" (M
AX)
EA04
BA
RS (E
S)
3"
SP
A
@ 1'-
0" (M
AX)
EA08
BA
RS (E
S)
(MAX)
SPA @ 1'-6"
EM04 BARS
(MAX)
SPA @ 1'-6"
EM04 BARS
FOR INFORMATION ONLY:
THE ABOVE NOTES ARE FOR INFORMATION ONLY AND SHOULD NOT BE INCLUDED ON THIS SHEET.
3"
3" 3"
3"
9"
MIN
MA
TC
H
RO
AD
APP
RO
AC
H
SL
AB
THIC
KN
ESS
(BOTT ONLY)
APPROACH SLAB
DECK REINF INTO
2'-0" MIN LAP
NOTES:
WITH POLYURETHANE OR POLYURETHANE HYBRID SEALANT.
THE CURING AND IS TO BE FILLED TO •" BELOW TOP OF CONCRETE
USED, THE JOINT IS TO BE SAWED WITHIN 24 HOURS OF PLACING
JOINTS OVER THE BACKWALL. IF A CONSTRUCTION JOINT IS NOT
WIDE (MINIMUM) IN THE TOP OF SLAB AT TRANSVERSE CONSTRUCTION
DECK SLAB THICKNESS)" DEEP BY ‚" 31PROVIDE A SAWED JOINT (
IF A CONSTRUCTION JOINT IS NOT USED, THE CONTRACTOR IS TO
** SEE NOTE
**
REINFORCEMENT)
PLACING DECK
OF BACKWALL PRIOR TO
CAST LOWER PROTION
(IF CONST JT IS USED,
OPTIONAL CONST JTBARS
EA08
DE
CK
9"
HA
UN
CH
(MANDATORY)
2" BEVEL
(STEEL BEAMS ONLY)
ALONG BEAM BEARING É
EA06 BARS SPA. @ 2'-0"
2'-0" (MIN.)
1'-10" (MIN.)
D-11‚"
2•"
3‚"
1'-8" (MIN.)
2'-0" (MIN.)
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
DECK
SUPERSTRUCTURE DETAILS
003
EXP JT SIDE ONLY)
(SPA @ 3'-6" MAX
1" Ø WEEP HOLE
ED04 BAR
E3 JOINT
BARS
EA04
2 SPA @ 9"
3"
3"
5'-0"
1'-6" 1'-6"2'-0"
= 1'-6"3" 3"
10"
3" 3"
EA04 BARS (TOP & BOTT)
6 SPA @ 9" () =
DEVICE
EXP JT (TOP)
EA04 BARS
EM04 BARBARS
EA04
2 SPA @ 9"
3"
3"
3'-6"
= 1'-6"3" 3"
3" 3"
DEVICE
EXP JT (TOP)
EA04 BARS
(SPA @ 3'-6" MAX)
1" Ø WEEP HOLE
1'-6"2'-0"
Deck_003.dgn
WITH CONCRETE APPROACH
SECTION THRU SLEEPER SLAB
WITH HMA APPROACH
SECTION THRU SLEEPER SLAB
1'-
0"
9"
MIN
10"
9"
MIN
EA04 BARS (TOP & BOTT)
4 SPA @ 9" = 3'-0"
05/09/18
CONSTRUCTION É
BRIDGE
20'-0"
PLAN OF SLEEPER SLAB
BETWEEN 60°-90°
ANGLE OF CROSSING
FOOTING)
SLAB
(SLEEPER
5'-0"
17 EA04 BARS
APPROACH SLAB
EACH END)
ED04 BAR (TYP
UNDERDRAIN, FDN, 4 INCH
APPROACH SLAB
6"
FDN, 4 INCH
UNDERDRAIN,
EA06 BARS @ 1'-0" MAX (TOP & BOTT)
EA06
BA
RS
@ 1'-
0"
MA
X (T
OP
&
BO
TT)
PLAN OF APPROACH SLAB (EXPANSION SIDE)
CONSTRUCTION É
BRIDGE
MIN
2'-0"
REF LINE A OR B
SLEEPER SLAB
(TOP & BOTT)
EA06 BARS
É EXP JT DEVICE
1
1GEOTEXTILE SEPARATOR
UNDERDRAIN, FDN, 4 INCH
EJWP OR JWP
3'-
0"
MA
X
1'-
0"
MIN
APPROACH SECTION1'-6"
MIN9"
BACKWALL
1'-10" MIN
20'-0"
3" (T
YP)
9"
MIN
EA06 BARS @ 1'-0" MAX (TOP & BOTT)
3"
LAP
APPROACH PAVEMENT
E3 JOINT
NOTE:
(SLEEPER SLAB FOR CONCRETE APPROACH SHOWN)
(ANGLE OF CROSSING 60° OR GREATER)
(CONCRETE APPROACH)
(ANGLE OF CROSSING 60° OR GREATER)
(CONCRETE APPROACH)
END)
(TYP EACH
(TOP & BOTT)
EA04 BAR
PLAN OF SLEEPER SLAB
FOOTING)
SLAB
(SLEEPER
3'-6"
13 EA04 BARS
EACH END)
EM04 BAR (TYP
CONSTRUCTION É
BRIDGE
END)
(TYP EACH
(TOP & BOTT)
EA04 BAR
EA04
BA
RS
@ 1'-
0"
MA
X (T
OP
&
BO
TT)
ED04
BA
RS
@ 8"
MA
X
EA04
BA
RS
@ 1'-
0"
MA
X (T
OP
&
BO
TT)
EM04
BA
RS
@ 8"
MA
X
MIN
2'-0"
REF LINE A OR B
SLEEPER SLAB
(TOP & BOTT)
EA06 BARS
É EXP JT DEVICE
1
1GEOTEXTILE SEPARATOR
UNDERDRAIN, FDN, 4 INCH
EJWP OR JWP
3'-
0"
MA
X
1'-
0"
MIN
APPROACH SECTION1'-6"
MIN9"
BACKWALL
1'-10" MIN
20'-0"
3" (T
YP)
9"
MIN
EA06 BARS @ 1'-0" MAX (TOP & BOTT)
3"
LAP
(HMA APPROACH)
FDN, 4 INCH
UNDERDRAIN,
APPROACH HMA
5'-0" MIN 5'-0" MIN
FDN, 4 INCH
UNDERDRAIN,
PA
VE
ME
NT
THIC
KN
ESS
MA
TC
H
RO
AD
APP
RO
AC
H
(HMA APPROACH)
(ANGLE OF CROSSING 60° OR GREATER)
"a"
OU
T
TO
OU
T
DE
CK F
AS
CIA
"a"/
2
"a"/
2
REF PT A OR B
A OR B
REF LINE
** **
(FOR SIDE BY SIDE BOX BEAMS)
EA03 BARS (SINGLE LAYER)
(FOR STEEL BEAMS)
EA05 BARS (TOP & BOTT)
(FOR SPREAD BOX BEAM)
** EA04 BARS (TOP & BOTT)
GRADED DRAINAGE COURSE
AGGREGATE BASE OR OPEN
GRADED DRAINAGE COURSE
AGGREGATE BASE OR OPEN
STEEL TROWEL FINISH.
BOND BREAKER ON
0.025" POLYETHYLENE
* *
SLEEPER SLAB.
WHEN NECESSARY TO PROVIDE A MINIMUM OF 12" BELOW
EXTEND BELOW THE TOP OF ABUTMENT WALL EXCEPT
OF SLEEPER SLAB FOR A DEPTH OF 36" MAX., NOT TO
* OGDC OR AGGREGATE BASE SHALL EXTEND FROM BOTTOM
STEEL TROWEL FINISH.
BOND BREAKER ON
0.025" POLYETHYLENE
AND SHOULD NOT BE INCLUDED ON THIS SHEET.
THE ABOVE NOTE IS FOR INFORMATION ONLY
STEEL BRIDGES.
BRIDGES, AND LESS THAN 25 FEET FOR ROLLED
IS LESS THAN 50 FEET FOR CONCRETE BEAM
CONTRIBUTING TO EXPANSION AT AN ABUTMENT
PLAN R-45 SERIES WHEN LENGTH OF BRIDGE
USE APPROACH SLAB DETAILS ON STANDARD
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
Deck_004.dgn
DECK
SUPERSTRUCTURE DETAILS
004
05/09/18
REF LINE
REF LINE
*
*
BA
RS
(6)
EA04
TOE OF PARAPET
TOE OF PARAPET
PLAN OF BARRIER PLAN OF BARRIER3'-
8•
"
NOTES:
TYP POST SPACING
6'-8" MAX
5'-0" MAX
1'-8"
8'-0"
TYP POST SPACING
6'-8" MAX
5'-0" MAX
1'-8"
8'-0"
2'-11" LAP
L
5'-4"2'-8"2'-8"5'-4"
REF LINE
2'-11" LAP
(TYP)
RAILING POST
TYP POST SPACING
6'-8" MAX
5'-0" MAX
1'-8"
8'-0"
TYP POST SPACING
6'-8" MAX
5'-0" MAX
1'-8"
8'-0"
L
2'-8"5'-4"5'-4"2'-8"
REF LINE
(TYP)
RAILING POST
SEE DETAIL B
SEE DETAIL B
1'-
0"
1'-
0"
8'-0"
2'-8" 5'-4"
EL061101
7 SPA @ 8" = 4'-8"6"
EA040409 (NS)
EA040706 (FS)
EA04 (ES)
END WALL ELEVATION
REF LINE
DECK
É RAILING POST
DECK FASCIAEL04 BARS
RAILING
PARAPET
OUTLINE OF
DETAIL B
ADJUST SPACING OF ADJACENT REINFORCEMENT IF NECESSARY.
PLACE 2 ADDITIONAL EL04 BARS AT EACH RAILING POST AS SHOWN.
* OMIT LAP FOR SPANS 40'-0" OR UNDER(AESTHETIC PARAPET TUBE)
(ANGLE OF CROSSING 90°)
(AESTHETIC PARAPET TUBE)
(ANGLE OF CROSSING LESS THAN 90°)
(SPREAD BOX BEAM, BULB T BEAM, ROLLED STEEL BEAM)
EL061100
8" = 2'-0"
3 SPA @
6" 4"
(IN BARRIER)
EL04 BARS
10"
(TYP)
6"
3'-
8•
"
8'-0"
2'-8" 5'-4"
6"
EA040409 (NS)
EA040706 (FS)
EA04 (ES)
END WALL ELEVATION
REF LINE
DECK
6" 4"
(SIDE BY SIDE BOX BEAM)
CONC BOX BEAM
LAP W/EL06 BARS IN BOX BEAM
8 - EL060801
IN BOX BEAM
EL06 BARS
LAP W/EL04 BARS
EL04 BARS
10"
IN BOX BEAM
END WALL PLAN
8'-0"
DECK FASCIA
9"
1'-
0"
3"
2•
"
5'-4"2'-8"
8'-0"
REF LINE
RAILING DETAILS.
SEE STANDARD PLAN B-25 SERIES FOR ADDITIONAL
NS DENOTES NEAR SIDE.
FS DENOTES FAR SIDE.
ES DENOTES EACH SIDE.
B
B
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
DECK
SUPERSTRUCTURE DETAILS
005Deck_SBB_002.dgn
SPREAD BOX BEAM
05/09/18
TR
ANS
VE
RS
E
BA
R
1•
" T
O
É
TR
ANS
VE
RS
E
BA
R
3"
MIN
CLE
AR
CO
VE
R
DECK SECTION
BRIDGE CONSTRUCTION É
CROSS SLOPE CROSS SLOPEDE
CK
9"
NOTES:
PARTIAL DECK SECTION
CO
VE
R
9"
DE
CK
TOP/DECK
BOTTOM/DECK
REINFORCEMENT
TOP LONGITUDINAL
REINFORCEMENT
TOP TRANSVERSE
REINFORCEMENT
BOTTOM TRANSVERSE REINFORCEMENT
BOTTOM LONGITUDINAL
6"
CLE
AR
3"
1•
" T
O
É
BA
R
É BEAM (TYP)
TR
ANS
VE
RS
E
BA
R
5†
" T
O
É (TYP)
TOE OF BARRIER
(TYP)
LEVEL UNDER BARRIER
* (TYP)
SIDE OF SUPERELEVATED SECTIONS
NORMAL CROWN SECTION AND HIGH
* PERPENDICULAR TO PLANE OF SLAB -
(TYP)
PARAPET TUBE
AESTHETIC
BRIDGE RAILING,
(AESTHETIC PARAPET TUBE RAILING SHOWN)
ED05 BARS (TOP)
(TYP)
3"
(TYP)
1'-0"
(TYP)
1'-3"
CROWN PT & PG EA05 BARS (BOTT)
(TYP EACH BAY)
EA04 BARS @ 9" MAX SPA (TOP)
1'-0"
(TYP EACH BAY)
EA04 BARS @ 9" MAX SPA (BOTT)
1'-0"
DIMENSION
"a" OUT TO OUT DECK FASCIA
"b" CLEAR ROADWAY
"c""c"
"b"
CLR RDWY
"a"
OUT-TO-OUT
"g"
BEAM SIZEBEAM SPACING
40'-0"
34'-0"
30'-0"
20'-0"
17'-0"
15'-0"
9'-4•"
7'-10•"
9'-2"
DIMENSION
4
4
3
40
30
20
"b"
CLR RDWY
"a"
OUT-TO-OUT
"g"
BEAM SIZEBEAM SPACING
40'-0"
34'-0"
30'-0"
42'-6"
36'-6"
32'-6"
20'-0"
17'-0"
15'-0"
9'-4•"
7'-10•"
9'-2"
37'-6"
31'-6"
27'-6"
21" x 36"
21" x 36"
21" x 36"
21" x 36"
21" x 36"
21" x 36"
17" x 36"
17" x 36"
17" x 36"
110
100
90
80
70
60
50
CROSS SLOPE.
FOR SUPERELEVATED SECTIONS REFER TO MDOT DESIGN GUIDES FOR DETERMINING THE
THE DISTANCE BETWEEN THE END BARS AND THE BEAM É DOES NOT EXCEED 1'-0".
DISTRIBUTION STEEL FOR SPREAD BOX BEAMS SHALL BE EQUALLY SPACED SUCH THAT
"j" "j"
"h"
"g" PRESTRESSED CONCRETE SPREAD BOX BEAMS
"d" SPA @ "e" = "f"
"h"
2'-6"
2'-6"
2'-6"
2'-6'
2'-6"
2'-6"
42'-6"
36'-6"
32'-6"
1'-0"
1'-0"
1'-0"
6"
6"
6"
"c""d" "e" "f"
"h" "j"
"c""d" "e" "f"
"h" "j"
42'-6"
36'-6"
32'-6"
40'-0"
34'-0"
30'-0"
20'-0"
17'-0"
15'-0"
42'-6"
36'-6"
32'-6"
40'-0"
34'-0"
30'-0"
20'-0"
17'-0"
15'-0"
42'-6"
36'-6"
32'-6"
40'-0"
34'-0"
30'-0"
20'-0"
17'-0"
15'-0"
42'-6"
36'-6"
32'-6"
40'-0"
34'-0"
30'-0"
20'-0"
17'-0"
15'-0"
42'-6"
36'-6"
32'-6"
40'-0"
34'-0"
30'-0"
20'-0"
17'-0"
15'-0"
42'-6"
36'-6"
32'-6"
40'-0"
34'-0"
30'-0"
20'-0"
17'-0"
15'-0"
42'-6"
36'-6"
32'-6"
40'-0"
34'-0"
30'-0"
20'-0"
17'-0"
15'-0"
42'-6"
36'-6"
32'-6"
40'-0"
34'-0"
30'-0"
20'-0"
17'-0"
15'-0"
4
4
3
9'-4•"
7'-10•"
9'-2"
37'-6"
31'-6"
27'-6"
4
4
3
9'-4•"
7'-10•"
9'-2"
37'-6"
31'-6"
27'-6"
2'-6"
2'-6"
2'-6"
1'-0"
1'-0"
1'-0"
2'-6"
2'-6"
2'-6"
1'-0"
1'-0"
1'-0"
48" x 48"
48" x 48"
48" x 48"
39" x 48"
39" x 48"
39" x 48"
39" x 48"
39" x 48"
39" x 48"
33" x 48"
33" x 48"
33" x 48"
27" x 48"
27" x 48"
27" x 48"
21" x 48"
21" x 48"
21" x 48"
21" x 48"
21" x 48"
21" x 48"
5
4
4
5
4
4
5
4
4
5
4
4
5
4
4
5
4
4
4
4
3
7'-6"
7'-10•"
6'-10•"
7'-6"
7'-10•"
6'-10•"
7'-6"
7'-10•"
6'-10•"
7'-6"
7'-10•"
6'-10•"
7'-6"
7'-10•"
6'-10•"
7'-6"
7'-10•"
6'-10•"
37'-6"
31'-6"
27'-6"
37'-6"
31'-6"
27'-6"
37'-6"
31'-6"
27'-6"
37'-6"
31'-6"
27'-6"
37'-6"
31'-6"
27'-6"
37'-6"
31'-6"
27'-6"
37'-6"
31'-6"
27'-6"
2'-6'
2'-6"
2'-6"
6"
6"
6"
2'-6'
2'-6"
2'-6"
6"
6"
6"
2'-6'
2'-6"
2'-6"
6"
6"
6"
2'-6'
2'-6"
2'-6"
6"
6"
6"
2'-6'
2'-6"
2'-6"
6"
6"
6"
2'-6'
2'-6"
2'-6"
6"
6"
6"
DIMENSION TABLE - 36" WIDE BEAMS
DIMENSION TABLE - 48" WIDE BEAMS
(LOOKING ALONG BRIDGE CONST É)
(FT)
(É BRG-É BRG)
BEAM SPAN
(FT)
(É BRG-É BRG)
BEAM SPAN
TYPICAL RAILING SECTION
2'-
0"
1'-
4"
2"
3'-
6"
EA04
BA
RS
= 1'-
6"
3"
7"
EL04 BARS
(TYP)
ƒ" BEVEL
É FASCIA BEAM
EA05 BARS (BOTT)
EA04 BARS (TOP)
ADDITIONAL REINF
2 SP
A
@ 9"
** WATER STOP
BOTT TRANSVERSE
EA05 BARS
HA
UN
CH
TOP TRANSVERSE
ED05 BARS
(AESTHETIC PARAPET TUBE RAILING SHOWN)
DE
CK
9"
ED06 BAR
DECK FASCIA
1'-0"3"
1'-3"
Ë MLDG
STD ƒ"
CLR
2•
"
SECTION AT END WALL SECTION AT END WALL(TUBE CONNECTION AREA) (FULL CONCRETE AREA)
9"3"
4"
1'-0"
7"
9"
4•
"
1'-
8•
"
ƒ" BEVEL (TYP)
2•"
1'-0"
LEVEL UNDER RAILING
(TYP)
ƒ" BEVEL
EL06 BAR
LEVEL UNDER RAILING
EL04 BAR
BAR
EL06
2•"7"2•"
3"
9"
= 1'-
6"
2 SP
A
@
9•
"
9"
5"
3'-
8•
"
EA04
BA
RS
3"
9"
= 1'-
6"
2 SP
A
@
9•
"
9"
EA04
BA
RS
3'-
8•
"
BEAM
DECK FASCIA
BEAM
DECK FASCIA
RAILING
LEVEL UNDER
2•"
SPA
10" MAX
7"
CROWN
BEGIN RDWY
** WATER STOP ** WATER STOP
FORMING NOT REQUIRED
** 2" HIGH x 4" LONG (Í),
FOR INFORMATION ONLY:
NOT BE INCLUDED ON THIS SHEET.
THE ABOVE NOTE IS FOR INFORMATION ONLY AND SHOULD
SEE MDOT BRIDGE DESIGN GUIDE.
AESTHETIC PARAPET TUBE. OTHER RAILINGS ARE AVAILABLE.
DECK CROSS SECTION IS SHOWN WITH BRIDGE RAILING
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
DECK
SUPERSTRUCTURE DETAILS
Deck_SBS_002.dgn 006
SIDE BY SIDE BOX BEAM
05/09/18
PARTIAL DECK SECTION
CO
VE
R
6"
DE
CK
TOP/DECK
BOTTOM/DECK
3"
CLE
AR
3"
REINFORCEMENT
LONGITUDINAL
REINFORCEMENT
TRANSVERSE
NOTES:
BRIDGE CONSTRUCTION É
CROSS SLOPE CROSS SLOPE(TYP)
LEVEL UNDER BARRIER
DE
CK
6"
(TYP)
EA03 BARS EA04 BAR
(TYP)
1'-0"
(TYP)
3"
(TYP)
1'-3"
(TYP)
TOE OF BARRIER
(TYP)
PARAPET TUBE
AESTHETIC
BRIDGE RAILING,
(AESTHETIC PARAPET TUBE RAILING SHOWN)
CROWN PT & PG
(TYP)
OVERHANG
EB06 BARS IN
"a" OUT TO OUT DECK FASCIA
"b" CLEAR ROADWAY
"c""c"
DIMENSION
50
40
30
20
SIGNIFICANTLY.
BE REQUIRED IF CHAMBER FROM FINISHED BEAMS VARIES
POSSIBLE. PRELOADING OF FASCIA OR TYPICAL INTERIOR BEAMS MAY
DESIGNED TO MATCH TYPICAL INTERIOR BEAMS AS CLOSE AS
CAMBER FOR FASCIA BEAMS WITH THICKER TOP FLANGE SHALL BE
DETERMINING THE CROSS SLOPE.
FOR SUPERELEVATED SECTIONS REFER TO MDOT DESIGN GUIDES FOR
DECK SECTION
"a"
OUT-TO-OUT
"b"
CLR RDWY"c"
"d"
# OF BEAMS
"e"
BEAM SIZE"h"
WITH 1•" MIN FIT UP
("d") "e" SIDE BY SIDE CONCRETE BOX BEAMS = "f"
"f"
g g
17 x 36
17 x 36
17 x 36
17 x 36
17 x 36
17 x 36
17 x 36
17 x 36
17 x 36
17 x 36
17 x 36
17 x 36
12
10
9
12
10
9
12
10
9
12
10
9
DIMENSION
"a"
OUT-TO-OUT
"b"
CLR RDWY"c"
"d"
# OF BEAMS
"e"
BEAM SIZE"g""f"
110
100
90
80
70
60
9
8
7
2'-9"
2'-6"
2'-6"
39 x 48
39 x 48
39 x 48
33 X 48
33 X 48
33 X 48
27 X 48
27 X 48
27 X 48
27 X 48
27 X 48
27 X 48
21 x 48
21 x 48
21 x 48
21 x 48
21 x 48
21 x 48
SIDE OF SUPERELEVATED SECTIONS
NORMAL CROWN SECTION AND HIGH
* PERPENDICULAR TO PLANE OF SLAB -
* (TYP)
DIMENSION TABLE - 36" WIDE BEAMS DIMENSION TABLE - 48" WIDE BEAMS
(LOOKING ALONG BRIDGE CONST É)
(FT)
(É BRG-É BRG)
BEAM SPAN
(FT)
(É BRG-É BRG)
BEAM SPAN
TYPICAL RAILING SECTION
2'-
0"
1'-
4"
2"
3'-
6"
EA04
BA
RS
= 1'-
6"
3"
7"
É FASCIA BEAM
2 SP
A
@ 9"
CROWN
BEGIN RDWY
(AESTHETIC PARAPET TUBE RAILING SHOWN)
DE
CK
6"
TRANSVERSE
EA04 BARS
MIN7"
MIN9"
LENGTH OF BEAM)
EA04 BARS (ENTIRE
EXTRA EA03 BAR
1'-2•"
1'-0"2•"
UNDER BARRIER
BETWEEN EA04 BARS
PLACE EB06 BARS
EA03 LONG BARS
4"
CLR
1'-
3"
LA
P
EL04 BARS
EL040504
SECTION AT END WALL SECTION AT END WALL
(TUBE CONNECTION AREA) (FULL CONCRETE AREA)
9"3"
4"
1'-0"
7"
9"
4•
"
1'-
8•
"
ƒ" BEVEL (TYP)
2•"
1'-0"
(TYP)
ƒ" BEVEL
LEVEL UNDER RAILING
BAR
EL06
2•"7"2•"
3"
9"
= 1'-
6"
2 SP
A
@
9•
"
9"
5"
3'-
8•
"
EA04
BA
RS
3"
9"
= 1'-
6"
2 SP
A
@
9•
"
9"
EA04
BA
RS
3'-
8•
"
DECK FASCIA DECK FASCIA
BOX BEAM BOX BEAM
LEVEL UNDER RAILING
MIN7"
EA04 BARSEA04 BARS
BAR
EL06
MIN7"
7‚" 2…"2…"
RAILING
LEVEL UNDER
2•"
BOX BEAM DETAIL SHEET)
CONC BOX BEAM (SEE CONC
AND CAST IN PRESTRESSED
*** REINFORCEMENT EMBEDDED
FORMING NOT REQUIRED
** 2" HIGH x 4" LONG (Í),
******
***EL06 BAR
***
** WATER STOP
** WATER STOP
***EL04 BAR ** WATER STOP
FOR INFORMATION ONLY:
INCLUDED ON THIS SHEET.
THE ABOVE NOTE IS FOR INFORMATION ONLY AND SHOULD NOT BE
DESIGN GUIDE.
PARAPET TUBE. OTHER RAILINGS ARE AVAILABLE. SEE MDOT BRIDGE
DECK CROSS SECTION IS SHOWN WITH BRIDGE RAILING AESTHETIC
42'-6"
36'-6•"
32'-6"
42'-6"
36'-6•"
32'-6"
42'-6"
36'-6•"
32'-6"
42'-6"
36'-6•"
32'-6"
40'-0"
34'-0•"
30'-0"
20'-0"
17'-0‚"
15'-0"
40'-0"
34'-0•"
30'-0"
20'-0"
17'-0‚"
15'-0"
40'-0"
34'-0•"
30'-0"
20'-0"
17'-0‚"
15'-0"
37'-4•"
31'-1•"
28'-0"
37'-4•"
31'-1•"
28'-0"
37'-4•"
31'-1•"
28'-0"
37'-4•"
31'-1•"
28'-0"
40'-0"
34'-0•"
30'-0"
20'-0"
17'-0‚"
15'-0"
42'-6"
37'-10•"
33'-9"
40'-0"
35'-4•""
31'-3"
20'-0"
17'-8‚"
15'-7•"
42'-6"
37'-10•"
33'-9"
40'-0"
35'-4•""
31'-3"
20'-0"
17'-8‚"
15'-7•"
9
8
7
42'-6"
37'-10•"
33'-9"
40'-0"
35'-4•""
31'-3"
20'-0"
17'-8‚"
15'-7•"
9
8
7
42'-6"
37'-10•"
33'-9"
40'-0"
35'-4•""
31'-3"
20'-0"
17'-8‚"
15'-7•"
9
8
7
42'-6"
37'-10•"
33'-9"
40'-0"
35'-4•""
31'-3"
20'-0"
17'-8‚"
15'-7•"
9
8
7
42'-6"
37'-10•"
33'-9"
40'-0"
35'-4•""
31'-3"
20'-0"
17'-8‚"
15'-7•"
9
8
7
37'-0"
32'-10•"
28'-9"
37'-0"
32'-10•"
28'-9"
2'-9"
2'-6"
2'-6"
37'-0"
32'-10•"
28'-9"
2'-9"
2'-6"
2'-6"
37'-0"
32'-10•"
28'-9"
2'-9"
2'-6"
2'-6"
37'-0"
32'-10•"
28'-9"
2'-9"
2'-6"
2'-6"
37'-0"
32'-10•"
28'-9"
2'-9"
2'-6"
2'-6"
hh
"g"
2'-6ƒ"
2'-8•"
2'-3"
2'-6ƒ"
2'-8•"
2'-3"
2'-6ƒ"
2'-8•"
2'-3"
2'-6ƒ"
2'-8•"
2'-3"
"h"
1'-0ƒ"
1'-2•"
9"
1'-0ƒ"
1'-2•"
9"
1'-0ƒ"
1'-2•"
9"
1'-0ƒ"
1'-2•"
9"
1'-3"
1'-0"
1'-0"
1'-3"
1'-0"
1'-0"
1'-3"
1'-0"
1'-0"
1'-3"
1'-0"
1'-0"
1'-3"
1'-0"
1'-0"
1'-3"
1'-0"
1'-0"
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
DECK
SUPERSTRUCTURE DETAILS
Deck_BT_002.dgn 007
BULB-TEE BEAM
05/09/18
TR
ANS
VE
RS
E
BA
R
1•
" T
O
É
TR
ANS
VE
RS
E
BA
R
3"
MIN
CLE
AR
CO
VE
R
DECK SECTION
BRIDGE CONSTRUCTION É
(TYP)
3"
CROSS SLOPE CROSS SLOPE
(TYP)
1'-3"
(TYP)
1'-0"
DE
CK
9"
NOTES:
(TYP)
LEVEL UNDER BARRIER
É BEAM (TYP)
TR
ANS
VE
RS
E
BA
R
5†
" T
O
É
(TYP)
TOE OF BARRIER
(AESTHETIC PARAPET TUBE RAILING SHOWN)
(TYP)
PARAPET TUBE
AESTHETIC
BRIDGE RAILING,
EA05 BARS (BOTT.)
ED05 BARS (TOP)
CROWN PT & PG
* (TYP)
PARTIAL DECK SECTION
CO
VE
R
9"
DE
CK
TOP/DECK
BOTTOM/DECK
REINFORCEMENT
TOP LONGITUDINAL
REINFORCEMENT
TOP TRANSVERSE
REINFORCEMENT
BOTTOM TRANSVERSE REINFORCEMENT
BOTTOM LONGITUDINAL
6"
CLE
AR
3"
1•
" T
O
É
BA
R
SUPERELEVATED SECTIONS
SECTION AND HIGH SIDE OF
SLAB - NORMAL CROWN
* PERPENDICULAR TO PLANE OF
THE CROSS SLOPE.
FOR SUPERELEVATED SECTIONS REFER TO MDOT DESIGN GUIDES FOR DETERMINING
THE DISTANCE BETWEEN THE END BARS AND THE BEAM É DOES NOT EXCEED 1'-0".
DISTRIBUTION STEEL FOR BULB TEE BEAMS SHALL BE EQUALLY SPACED SUCH THAT
DIMENSION
"b"
CLR RDWY
"a"
OUT-TO-OUT
"g"
BEAM SIZEBEAM SPACING
40'-0"
34'-0"
30'-0"
42'-6"
36'-6"
32'-6"
20'-0"
17'-0"
15'-0"
37'-6"
31'-6"
27'-6"
2'-6'
2'-6"
2'-6"
(TYP EACH BAY)
EA04 BARS @ 7•" MAX SPA (TOP)
(TYP)
1'-0"
(TYP EACH BAY)
EA04 BARS @ 7•" MAX SPA (BOTT)
(TYP)
1'-0"
DIMENSION TABLE
110
100
90
80
70
"a" OUT TO OUT DECK FASCIA
"b" CLEAR ROADWAY
"c""c"
"h"
"g" CONCRETE BULB TEE BEAMS
"d" SPA @ "e" = "f"
"h"
"j""j"
"c"
4
4
4
36" x 49"
36" x 49"
36" x 49"
5•"
5•"
5•"
40'-0"
34'-0"
30'-0"
42'-6"
36'-6"
32'-6"
20'-0"
17'-0"
15'-0"
40'-0"
34'-0"
30'-0"
42'-6"
36'-6"
32'-6"
20'-0"
17'-0"
15'-0"
40'-0"
34'-0"
30'-0"
42'-6"
36'-6"
32'-6"
20'-0"
17'-0"
15'-0"
4
4
4
4
4
4
4
4
4
37'-6"
31'-6"
27'-6"
37'-6"
31'-6"
27'-6"
37'-6"
31'-6"
27'-6"
36" x 49"
36" x 49"
36" x 49"
42" x 49"
42" x 49"
42" x 49"
48" x 49"
48" x 49"
48" x 49"
48" x 49"
48" x 49"
48" x 49"
2'-6'
2'-6"
2'-6"
5•"
5•"
5•"
2'-6'
2'-6"
2'-6"
5•"
5•"
5•"
5•"
5•"
5•"
2'-6'
2'-6"
2'-6"
40'-0"
34'-0"
30'-0"
42'-6"
36'-6"
32'-6"
20'-0"
17'-0"
15'-0"
4
4
4
35'-6"
31'-6"
27'-6"
3'-6'
2'-6"
2'-6"
1'-5•"
5•"
5•"
"d" "e" "f""h" "j"
(LOOKING ALONG BRIDGE CONST É)
(FT)
(É BRG-É BRG)
BEAM SPAN
TYPICAL RAILING SECTION
1'-0"2•"
1'-2•"
2'-
0"
1'-
4"
2"
3'-
6"
(TYP)
ƒ" BEVEL
É FASCIA BEAM
EA05 BARS (BOTT)
EA04 BARS (TOP)
ADDITIONAL REINF
2 SP
A
@ 9"
BOTT TRANSVERSE
EA05 BARS
HA
UN
CH
(AESTHETIC PARAPET TUBE RAILING SHOWN)
DE
CK
9"
EL04 BARS
** WATER STOP
CROWN
BEGIN RDWY
ED06 BAR
TOP TRANSVERSE
ED05 BARS
SLAB FASCIA
SECTION AT END WALL SECTION AT END WALL
(TUBE CONNECTION AREA) (FULL CONCRETE AREA)
9"3"
4"
1'-0"
7"
9"
4•
"
1'-
8•
"
ƒ" BEVEL (TYP)
2•"
1'-0"
LEVEL UNDER RAILING
(TYP)
ƒ" BEVEL
EL06 BAR
LEVEL UNDER RAILING
EL04 BAR
BAR
EL06
2•"7"2•"
3"
9"
= 1'-
6"
2 SP
A
@
9•
"
9"
5"
3'-
8•
"
EA04
BA
RS
3"
9"
= 1'-
6"
2 SP
A
@
9•
"
9"
EA04
BA
RS
3'-
8•
"
BEAM
DECK FASCIA
BEAM
DECK FASCIA
CLR
2•
"
RAILING
LEVEL UNDER
2•"
3"
EA04
BA
RS
= 1'-
6"
3"
7"
h
SPA
10" MAX
7"
Ë MLDG
STD. ƒ"
FORMING NOT REQUIRED
** 2" HIGH x 4" LONG (Í),
** WATER STOP ** WATER STOP
FOR INFORMATION ONLY:
THIS SHEET.
THE ABOVE NOTE IS FOR INFORMATION ONLY AND SHOULD NOT BE INCLUDED ON
OTHER RAILINGS ARE AVAILABLE. SEE MDOT BRIDGE DESIGN GUIDE.
DECK CROSS SECTION IS SHOWN WITH BRIDGE RAILING AESTHETIC PARAPET TUBE.
9'-4•"
7'-10•"
6'-10•"
9'-4•"
7'-10•"
6'-10•"
9'-4•"
7'-10•"
6'-10•"
9'-4•"
7'-10•"
6'-10•"
8'-10•"
7'-10•"
6'-10•"
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
DECK
SUPERSTRUCTURE DETAILS
008Deck_RSB_002.dgn
ROLLED STEEL BEAM
05/09/18
TR
ANS
VE
RS
E
BA
R
1•
" T
O
É
TR
ANS
VE
RS
E
BA
R
3"
MIN
CLE
AR
CO
VE
R
DECK SECTION
BRIDGE CONSTRUCTION É
CROSS SLOPE CROSS SLOPEDE
CK
9"
É BEAM (TYP)
TR
ANS
VE
RS
E
BA
R
5†
" T
O
É
(TYP)
3"
(TYP)
1'-0"
(TYP)
1'-3"
(TYP)
TOE OF BARRIER
(TYP)
LEVEL UNDER BARRIER
* (TYP)
(AESTHETIC PARAPET TUBE RAILING SHOWN)
(TYP)
PARAPET TUBE
AESTHETIC
BRIDGE RAILING,
ED06 BARS (TOP)
NOTES:
DETERMINING THE CROSS SLOPE.
FOR SUPERELEVATED SECTIONS REFER TO MDOT DESIGN GUIDES FOR
(TYP EACH BAY)
EA05 BARS @ 9" MAX SPA (TOP)
(TYP)
9"
(TYP EACH BAY)
EA05 BARS @ 9" MAX SPA (BOTT)
(TYP)
9"
EA06 BARS (BOTT)
DIMENSION
"b"
CLR RDWY
"a"
OUT-TO-OUT
"g"
BEAM SIZEBEAM SPACING
40'-0"
34'-0"
30'-0"
42'-6"
36'-6"
32'-6"
20'-0"
17'-0"
15'-0"
2'-6"
2'-7•"
3'-6"
DIMENSION TABLE
"c"
6
5
4
40'-0"
34'-0"
30'-0"
42'-6"
36'-6"
32'-6"
20'-0"
17'-0"
15'-0"
40'-0"
34'-0"
30'-0"
42'-6"
36'-6"
32'-6"
20'-0"
17'-0"
15'-0"
40'-0"
34'-0"
30'-0"
42'-6"
36'-6"
32'-6"
20'-0"
17'-0"
15'-0"
"d" "e" "f""h"
SUPERELEVATED SECTIONS
SECTION AND HIGH SIDE OF
OF SLAB - NORMAL CROWN
* PERPENDICULAR TO PLANE
CROWN PT & PG
"a" OUT TO OUT DECK FASCIA
"b" CLEAR ROADWAY
"c""c"
6'-3"
6'-3"
6'-4•"
37'-6"
31'-3"
25'-6"
60
50
40
30
20
20'-0"
17'-0"
15'-0"
40'-0"
34'-0"
30'-0"
42'-6"
36'-6"
32'-6"
6
5
4
6'-3"
6'-3"
6'-4•"
37'-6"
31'-3"
25'-6"
6
5
4
6'-3"
6'-3"
6'-4•"
37'-6"
31'-3"
25'-6"
6
5
4
6'-3"
6'-3"
6'-4•"
37'-6"
31'-3"
25'-6"
6
5
4
6'-3"
6'-3"
6'-4•"
37'-6"
31'-3"
25'-6"
2'-6"
2'-7•"
3'-6"
2'-6"
2'-7•"
3'-6"
2'-6"
2'-7•"
3'-6"
2'-6"
2'-7•"
3'-6"
"h"
"g" ROLLED STEEL BEAMS (HOT-DIP GALVANIZED)
"d" SPA @ "e" = "f"
"h"
(FT)
(É BRG-É BRG)
BEAM SPAN
TYPICAL RAILING SECTION
1'-0"2•"
1'-2•"
2'-
0"
1'-
4"
2"
3'-
6"
(TYP)
ƒ" BEVEL
É FASCIA BEAM
EA05 BARS (BOTT)
EA04 BARS (TOP)
ADDITIONAL REINF
2 SP
A
@ 9"
BOTT TRANSVERSE
EA06 BARS
HA
UN
CH
(AESTHETIC PARAPET TUBE RAILING SHOWN)
DE
CK
9"
EL04 BARS
** WATER STOP
ED06 BAR
TOP TRANSVERSE
ED06 BARS
DECK FASCIA
Ë MLDG
STD ƒ"
CLR
2•
"
SECTION AT END WALL SECTION AT END WALL
9"3"
4"
1'-0"
7"
9"
4•
"
1'-
8•
"
ƒ" BEVEL (TYP)
2•"
1'-0"
LEVEL UNDER RAILING
(TYP)
ƒ" BEVEL
EL06 BAR
LEVEL UNDER RAILING
EL04 BAR
BAR
EL06
2•"7"2•"
3"
9"
= 1'-
6"
2 SP
A
@
9•
"
9"
5"
3'-
8•
"
EA04
BA
RS
3"
9"
= 1'-
6"
2 SP
A
@
9•
"
9"
EA04
BA
RS
3'-
8•
"
DECK FASCIA DECK FASCIA
(FULL CONCRETE AREA)(TUBE CONNECTION AREA)
ROLLED STEEL BEAM ROLLED STEEL BEAM
2•"
CROWN
BEGIN RDWY
3"
EA04
BA
RS
= 1'-
6"
3"
7"
SPA
10" MAX
7"
RAILING
LEVEL UNDER
h
FORMING NOT REQUIRED
** 2" HIGH x 4" LONG (Í),
** WATER STOP
** WATER STOP
FOR INFORMATION ONLY:
INCLUDED ON THIS SHEET.
THE ABOVE NOTE IS FOR INFORMATION ONLY AND SHOULD NOT BE
DESIGN GUIDE.
PARAPET TUBE. OTHER RAILINGS ARE AVAILABLE. SEE MDOT BRIDGE
DECK CROSS SECTION IS SHOWN WITH BRIDGE RAILING AESTHETIC
W36 x 170
W36 x 170
W36 x 170
W30 x 173
W30 x 173
W30 x 173
W24 x 117
W24 x 117
W24 x 117
W21 x 93
W21 x 93
W21 x 93
W21 x 93
W21 x 93
W21 x 93
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
PRESTRESSED BEAM DETAILS
001 prest_SBB_001.dgn
SPREAD BOX BEAM SBB
05/09/18
É BRG É BRG
PRESTRESSED CONCRETE BOX BEAM
ERECTION DIAGRAM
NOTES:PRESTRESSED CONCRETE BOX BEAM
do
do
do
A
B
D
E
C
DETAILS OF LIFTING DEVICE
PLAN ELEVATION SECTION A-A
A
A
5"
3"
SECURELY
CLAMP
TIE OR
BEAM
END OF
SIZE
STRAND
PER BEAM END
NO. OF STRANDS
WEIGHT (TONS)
ESTIMATED BEAM
54
40.5
30
36
27
20
•"
‹"
…"
•"
‹"
…"
3
3
3
2
2
2
LIFTING DEVICES
PRESTRESSING STRAND
BRIDGE CONSTRUCTION É
q
(TYP)
5" MIN
STRAND LOOPS (TYP)
PRESTRESSING
LIFTING DEVICE
STRAND LOOPS (TYP)
PRESTRESSING
LIFTING DEVICE
SPAN LENGTH (L)
LIFTING DEVICES SHALL BE REMOVED
LIFTING OF BEAM SHALL BE BY EQUAL LOADS TO EACH PAIR OF LIFTING DEVICES.
DC DW
110
100
90
80
70
60
50
40
30
20
LL+I
SERVICE BEAM REACTIONS (KIPS)
90°0'0"
VALUES TO BE DETERMINED BY DESIGNER
FOR INFORMATION ONLY:
FINAL DESIGN DRAWINGS
NOT BE INCLUDED ON THE
INFORMATION ONLY AND SHOULD
THIS TABLE IS FOR
DRAWINGS
ON THE FINAL DESIGN
ONLY APPLICABLE INFORMATION
THIS TABLE SHOULD INCLUDE
X
X
"g"
PR
ES
TR
ESS
ED
CO
NC
RE
TE SP
RE
AD
BO
X
BE
AM
S
"d"
SP
A
@ "e
" = "f
"
REF LINE A
REF PT A
REF LINE B
REF PT B
125
111
99
87
74
55
55
40
30
19
10
9
8
7
6
5
7
5
4
3
3'-0" MAX
7" MIN
3'-0" MAX
7" MIN
LL+I DENOTES SERVICE LIVE LOAD PLUS IMPACT REACTION PER LANE.
DW DENOTES SERVICE BEAM REACTION DUE TO FUTURE WEARING SURFACE.
& DIAPHRAGMS.
DC DENOTES SERVICE DEAD LOADS DUE TO BEAM SELF WEIGHT, DECK WEIGHT,
(FT)
(É BRG-É BRG)
BEAM SPAN
AB
AB
ON THIS SHEET.
THE ABOVE NOTES ARE FOR INFORMATION ONLY AND SHOULD NOT BE INCLUDED
"A" & "B" ARE MEASURED FROM BRIDGE CONST É TO ADJACENT BEAM É.
BOX BEAMS AND GRADE 60 KSI FOR ALL OTHER BEAM DEPTHS.
ALL VERTICAL "ED" STIRRUP BARS SHALL BE GRADE 40 KSI FOR 17" & 21" DEEP
BEAM DESIGNS DO NOT INCLUDE PRESTRESSING STRANDS IN THE TOP FLANGES.
ARE NOT INCLUDED TO PROVIDE ADDITIONAL CAPACITY.
THE LONGITUDINAL "EA" BARS IN THE TOP AND BOTTOM FLANGES OF THE BEAMS
EFFECTIVE DECK SECTION IS 7•" AND THE SACRIFICIAL DECK SECTION IS 1•".
A 9" DECK SECTION WAS USED FOR THE LOADING ON ALL BEAMS. THE
DESIGN OF THE BEAMS.
SECTION WAS NOT INCLUDED IN THE COMPOSITE SECTION PROPERTIES FOR THE
A 4" HAUNCH SECTION WAS USED FOR THE LOADING ON ALL BEAMS. THE HAUNCH
LENGTH.
PLUS DYNAMIC LOAD ALLOWANCE DEFLECTION DOES NOT EXCEED 1/800 OF SPAN
THIS 1.2 FACTOR. THE RESULTING LOAD IS DESIGNATED HL-93 MOD. LIVE LOAD
SHALL BE REPLACED BY A SINGLE 60 KIP AXLE LOAD BEFORE APPLICATION OF
EXCEPTION THAT THE DESIGN TANDEM PORTION OF THE HL-93 LOAD DEFINITION
AASHTO LRFD BRIDGE DESIGN SPECIFICATION HL-93 LOADING WITH THE
THE DESIGN OF THESE STRUCTURES IS BASED ON 1.2 TIMES THE CURRENT
SHALL BE GALVANIZED OR EPOXY COATED.
ITEMS CAST INTO STRUCTURAL PRECAST CONCRETE TO FACILITATE BRIDGE CONSTRUCTION (FORMING, FINISHING, ETC.)
ADHESIVE ANCHORS SHALL USE A NON-SHRINK GROUT (WHICH IS CEMENTIOUS) LISTED IN MDOT'S QUALIFIED PRODUCTS LIST.
INSERTS IS NOT ALLOWED.
ACCORDANCE WITH ASTM B633, SERVICE CONDITION 4. INSERTS SHALL BE CAST WITH THE BEAMS. FIELD INSTALLATION OF
BURKE, TYPE CT-2 OR TYPE CX-4; OR EQUAL. INSERTS (COIL OR FERRULE) MUST BE ELECTROPLATE GALVANIZED IN
ABUTMENT); DAYTON SUPERIOR, TYPE B-1 HEAVY OR TYPE B-18; WILLIAMS FORM, TYPE C 12 OR TYPE C -19; MEADOW
CONCRETE INSERTS FOR BACKWALLS SHALL BE 1" DIAMETER (AT EXPANSION ABUTMENT) & •" DIAMETER (AT FIXED
ALL LONGITUDINAL "EA" BARS IN THE TOP AND BOTTOM FLANGES SHALL BE GRADE 60 KSI.
CONTRACTOR'S EXPENSE AND APPROVED BY THE ENGINEER.
TRAFFIC & SAFETY SIGN SUPPORT SPECIAL DETAILS. ANY DAMAGE TO THE BEAMS SHALL BE REPAIRED AT THE
FIELD DRILLING SHALL BE ALLOWED FOR SIGN SUPPORT ANCHORS ONLY. LOCATION OF ANCHORS SHALL BE AS DETAILED ON
BEAM STIRRUPS, SHALL BE GRADE XX (ksi).
STEEL FOR SOLE PLATES AND OTHER BEARING COMPONENTS SHALL MEET THE REQUIREMENTS OF AASHTO M 270 GRADE 36.
PROVISION FOR CONCRETE SURFACE COATINGS. APPLY THE COATING ACCORDING TO THE SPECIAL PROVISION.
COAT THE ENTIRE OUTSIDE AND BOTTOM OF THE FASCIA BEAM USING A MATERIAL SELECTED FROM THE SPECIAL
GRADE 270, LOW RELAXATION STRAND.
PRESTRESSING STRAND SHALL BE 0.6" NOMINAL DIAMETER MEETING THE REQUIREMENTS OF AASHTO M203 (ASTM A416),
EPOXY COATED.
ITEMS CAST INTO THE BEAMS TO FACILITATE BRIDGE CONSTRUCTION (FORMING, FINISHING, ETC.) SHALL BE GALVANIZED OR
PAYMENT FOR PRESTRESSED CONCRETE BEAMS.
POSITION DOWELS SHALL BE HOT-DIP GALVANIZED ACCORDING TO AASHTO M 232. POSITION DOWELS ARE INCLUDED IN
BOX BEAM, ERECT, XX INCH"
LIFTING DEVICES SHALL BE REMOVED AFTER BEAMS ARE ERECTED. REMOVAL IS INCLUDED IN THE BID ITEM "PREST CONC
BOX BEAM, FURN, XX INCH"
THREADING OF REINFORCEMENT AND INSTALLATION INTO CONCRETE INSERTS IS INCLUDED IN THE BID ITEM "PREST CONC
THE COMPRESSIVE STRENGTH OF THE CONCRETE SHALL BE NOT LESS THAN 8000 psi AT 28 DAYS.
THAN 7000 psi.
THE COMPRESSIVE STRENGTH OF THE CONCRETE AT THE TIME OF PRESTRESSING FORCE RELEASE SHALL NOT BE LESS
0.6" DIA. - 44,000 lbs. PRESTRESS.
PRESTRESSING STRANDS SHALL BE GIVEN AN INITIAL PRESTRESS AS FOLLOWS:
TOTAL ESTIMATED CHANGE OF LENGTH OF BOTTOM FLANGE AT TRANSFER OF PRESTRESS FORCE IS X".
ONLY AND IS MEASURED IN THE ERECTED POSITION.
THE ESTIMATED BEAM CAMBER AT RELEASE IS XX". THIS CAMBER IS DUE TO PRESTRESS AND DEAD LOAD OF THE BEAM
THE TOP SURFACE OF THE BEAMS SHALL BE INTENTIONALLY ROUGHENED.
147
142
137
132
126
120
115
111
107
103
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
PRESTRESSED BEAM DETAILS
002prest_SBB_002.dgn
SPREAD BOX BEAM SBB
05/09/18
(SLAB TIE)
ED04 BAR
PREFORMED HOLES
É BEARING & É 2" Ø
PREFORMED HOLES
É BEARING & É 2" Ø
END BLOCK
3'-0"
HOLES (TYP)
É 2" Ø PREFORMED
É BEAM
A
A
SECTION THRU END BLOCK
REF LINE
(SLAB TIE)
ED04 BAR
(TYP)
•" BEVEL
6 EQ SPA - EA04 BARS OR 3 EQ SPA - EA06 BARS
4 EQ SPA - EA04 BARS OR 2 EQ SPA - EA06 BARS
(TYP)
3"
21"
BE
AM
1'-
6"
EM
BE
D
1'-
4"
EM
BE
D
27"-
48"
BE
AM
1'-
9"
LA
P
1'-
2"
LA
P21"
BE
AM
27"-
48"
BE
AM
2'-7" (TYP) (48" WIDE BEAM)
1'-7" (TYP) (36" WIDE BEAM)
48"
36"
ED05 BARS
36" WIDE BEAM
48" WIDE BEAM
HOLES IN ABUTMENTS
WITH 6" PROJECTION IN 2" Ø
1" Ø x 1'-6" POSITION DOWELS
POSITION DOWELS
2" Ø HOLE FOR
É BEARING & É
1‚"
1‚"
11 SPA @
DOUBLE ED05 BARS
3" = 2'-9"
(TOP & BOTT)
(TOP & BOTT)
ED05 BARS
(TOP & BOTT)
ED05 BARS
10 SPA @
DOUBLE ED05 BARS
3" = 2'-6"
(TOP & BOTT)
3"
(TOP & BOTT)
ED05 BARS
(TOP & BOTT)
ED05 BARS
(TOP & BOTT)
ED05 BARS
REF LINE
PREFORMED HOLES
É BEARING & É 2" Ø
REF LINE
PREFORMED HOLES
É BEARING & É 2" Ø
(SLAB TIES)
ED04 BARS
(SLAB TIES)
ED04 BARS
É BEAM
PLAN OF SLAB TIES
90° CROSSING SKEWED CROSSING
17 x 36 21 x 48 27 x 48 33 x 48 39 x 48
BEAM SIZE
EA04 OR EA06 BARS
BOX BEAM
CONCRETE
PRESTRESSED
SECTION A-A
(TYP)
POSITION DOWELS
É 2" Ø HOLE FOR
0.6" Ø STRANDS
DBL STIRUPS
ED05 BARS
(TOP & BOTT)
ED05 BARS
END BLOCK
3'-0"
90°0'0"
q
(EACH END OF VOID) (TYP)
•" TO 1" NON-METALLIC DRAIN
q90°0'0"
21 x 36
17"
BE
AM
1'-
0"
EM
BE
D
17"
BE
AM
10"
LA
P
48 x 48
(TOP & BOTT)
ED05 BARS
(TOP & BOTT)
ED05 BARS
m SPA @ 3" = n
8"
8"
g SPA @ k = h 8 SPA @ 6" = 4'-0" 5 SPA @ 3" = 1'-3"
W
g SPA @ k = h8 SPA @ 6" = 4'-0"5 SPA @ 3" = 1'-3"
g
k
h
m
n
s
u
W
TBD
TBD TBD
TBD
TBD
TBDTBD
TBD
TBD
TBD
TBD TBD
TBD
TBD
TBD
TBD
PLAN OF BEAM SHOWING 90° CROSSING PLAN OF BEAM SHOWING SKEWED CROSSING
FOR INFORMATION ONLY:
BEAM DIMENSIONS
BEAM SPAN
20'
BEAM SPAN
30'
BEAM SPAN
40'
BEAM SPAN
50'
BEAM SPAN
60'
BEAM SPAN
70'
BEAM SPAN
80'
BEAM SPAN
90'
BEAM SPAN
100'
BEAM SPAN
110'
21'-4" 31'-4" 41'-4" 51'-4" 61'-4" 71'-4" 81'-4" 101'-4" 111'-4"
s SPA @ 1'-0" (-) = u10" s SPA @ 1'-0" (-) = u 10"
19'-8" 29'-8" 39'-8"
TBD
49'-8" 59'-8" 69'-8" 79'-8" 89'-8" 99'-8" 109'-8"
TBD
5'-1•"
9" (-) 9" (-) 9" (+) 9" (-) 9" (-) 9" (+)
TBD
9" (-) 1'-0" (+)
7 20 34 47 60 74 87 100 114 95
17", 21", 27", 33", 39"
OR 48"
6"
THE FINAL DESIGN DRAWINGS.
THIS TABLE IS FOR INFORMATION ONLY AND SHOULD NOT BE INCLUDED ON
REPLACE VARIABLES IN BEAM DIMENSIONS WITH VALUES FROM THIS TABLE.
20 30 40 50 60 70 80 90 110
SHOULD NOT BE INCLUDED ON THIS SHEET.
THE ABOVE NOTES ARE FOR INFORMATION ONLY AND
PARALLEL TO THE REFERENCE LINE.
THE ENDS OF THE BOX BEAMS SHALL BE SKEWED TO BE
ADJUSTED FOR SKEWED CROSSING.
TABLE ARE BASED ON 90° CROSSING AND SHALL BE
"g" & "h" VALUES SHOWN IN THE BEAM DIMENSIONS
BASED ON BEAM END SKEW.
NOTED "TBD" SHALL BE DETERMINED BY THE DESIGNER
VARIABLES IN BEAM DIMENSIONS TABLE WITH VALUES
USE HAUNCH REINFORCEMENT WHEN BEAM HAUNCH > 4".
8"
91'-4"
100
25'-1•"15'-1•" 35'-1•" 45'-1•" 55'-1•" 65'-1•" 75'-1•" 85'-1•" 95'-1•"
9" (+)
TBD
9" (-)
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
PRESTRESSED BEAM DETAILS
003prest_SBB_003.dgn
SPREAD BOX BEAM SBB
05/09/18
21" X 48" BEAM
27" X 48" OR 33" X 48" BEAM
(TYP)
2"
(TYP)
8"(TYP)
2"
(TYP)
2•"
(TYP)
5"
36"
ROW 2
ROW 1
2"
2"
2•
"
5"
USED (TYP)
STRAND NOT
IN CORNER IF
PLACE A04 BAR
DEPTH (MIN)
EQUAL TO THE BEAM
STRANDS FOR A LENGTH
SHALL ENCLOSE
AT ENDS, D05 BARS
(TYP)
2"
21"
2"
2"
(TYP)
8"(TYP)
2"
ROW 2
ROW 1
2•
"
6"
USED (TYP)
STRAND NOT
IN CORNER IF
PLACE A04 BAR
DEPTH (MIN)
EQUAL TO THE BEAM
STRANDS FOR A LENGTH
SHALL ENCLOSE
AT ENDS, D05 BARS
(TYP)
2•" 1'-
2"
MIN
LA
P
(TYP)
4"
(TYP)
2"
(TYP)
8"(TYP)
2"
ROW 2
ROW 1
2•
"
6"
USED (TYP)
STRAND NOT
IN CORNER IF
PLACE A04 BAR
DEPTH (MIN)
EQUAL TO THE BEAM
STRANDS FOR A LENGTH
SHALL ENCLOSE
AT ENDS, D05 BARS
(TYP)
2•"
(TYP)
4"
1'-
9"
MIN
LA
P
48"
48"
6"5"
6"
39" X 48" OR 48" X 48" BEAM
(TYP)
2"
2"
2"
(TYP)
8"(TYP)
2"
ROW 2
ROW 1
2•
"
6"
USED (TYP)
STRAND NOT
IN CORNER IF
PLACE A04 BAR
DEPTH (MIN)
EQUAL TO THE BEAM
STRANDS FOR A LENGTH
SHALL ENCLOSE
AT ENDS, D05 BARS
(TYP)
2•"
(TYP)
4"
1'-
9"
MIN
LA
P
39"
OR 48"
48"
6"
(TYP)
HOLES AT ENDS
É PREFORMED 2" Ø
(SLAB TIE)
ED04 BAR
(TYP)
1•"
2 EQ SPA - EA06 BARS
4 EQ SPA - EA04 BARS OR
(TYP)
3"
(TYP)
•" BEVEL
(TYP)
•" BEVEL
(TYP)
•" BEVEL
(TYP)
•" BEVEL
2"
3 EQ SPA - EA06 BARS
6 EQ SPA - EA04 BARS OR
(TYP)
3"
1'-
4"
EM
BE
D
2"
ED05 BARS
(SLAB TIE)
ED04 BAR
(TYP)
HOLES AT ENDS
É PREFORMED 2" Ø
(TYP)
1•"
3 EQ SPA - EA06 BARS
6 EQ SPA - EA04 BARS OR
(TYP)
3"
BOX BEAM ONLY (TYP)
USE WITH 33" SPREAD
(TYP)
2"
2"
(SLAB TIE)
ED04 BAR
(TYP)
HOLES AT ENDS
É PREFORMED 2" Ø
ED05 BARS
2"
(TYP)
3"
(TYP)
3"
3 EQ SPA - EA06 BARS
6 EQ SPA - EA04 BARS OR
(TYP)
3"
1'-
6"
EM
BE
D
6"
2•
"2"
6"
2•
"2"
1'-
6"
EM
BE
D
6"
2•
"2"
6"
2•
"2"
ED05 BARS
2"
(TYP)
HOLES AT ENDS
É PREFORMED 2" Ø
(TYP)
3"
(TYP)
3"
PLACED UNDER STRANDS)
IN CENTER (MAY BE
ED05 BARS @ 12" MAX
PLACED UNDER STRANDS)
IN CENTER (MAY BE
ED05 BARS @ 12" MAX
PLACED UNDER STRANDS)
IN CENTER (MAY BE
ED05 BARS @ 12" MAX
PLACED UNDER STRANDS)
IN CENTER (MAY BE
ED05 BARS @ 12" MAX
(TYP)
(IF REQUIRED)
CUT STRAND
(IF REQUIRED) (TYP)
"EA" BAR OR CUT STRAND
BARS
ED05
(TYP)
(IF REQUIRED)
CUT STRAND
(IF REQUIRED) (TYP)
"EA" BAR OR CUT STRAND
(TYP)
(IF REQUIRED)
CUT STRAND
(IF REQUIRED) (TYP)
"EA" BAR OR CUT STRAND
(IF REQUIRED) (TYP)
"EA" BAR OR CUT STRAND
(TYP)
(IF REQUIRED)
CUT STRAND
NOTES:
STRAND INFORMATION.
SEE DEBONDING TABLE ON DWG "SBB 004" FOR
17"
OR 21"
1'-
4"
EM
BE
D (2
1")
1'-
0"
EM
BE
D (1
7")
1'-
2"
MIN
LA
P (2
1")
10"
MIN
LA
P (1
7")
17" X 36" OR 21" X 36" BEAM
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
prest_SBB_004.dgn 004
PRESTRESSED BEAM DETAILS
SPREAD BOX BEAM
SBB
05/09/18
H (in)
110
100
90
80
70
60
50
40
30
20
W (in)
48
39
39
33
27
21
21
21
21
17
48
48
48
48
48
48
48
36
36
36
21
21
17
15
15
15
7
5
-
-
4
6
-
-
-
-
-
-
-
-
44
46
36
34
34
34
26
18
11
9
10
10
6
6
6
8
6
4
N/A
N/A
NO. OF STRANDS
DIMENSIONS
BEAM
BOTTOM
2" FROM
1ST LAYER,
BOTTOM
4" FROM
2ND LAYER,
BOTTOM
6" FROM
3RD LAYER,
OF STRANDS
TOTAL NO.
STRANDS
DEBONDING
NO. OF
(ft)
LAYER] DEBONDING LENGTHS
STRANDS-(1st LAYER)-[2nd
NO. OF DEBONDING
BE
VE
L
CORNER BLOCKING DETAIL
USE WHEN < 70°q
q
PLAN ELEV
EA04 BARS (TYP)
FOR THREADED
É •" Ø INSERTS
WITH •" JOINT FILLER
BLOCK OUT BOTTOM OF BEAM
É BEAM
END OF BEAM
É •" Ø INSERTS
BEAM
END OF
8"
1•
"
(TYP)
D-2ƒ"
(SEE DECK 002 FOR BACKWALL DETAILS)
WITH STRANDS. (5" FOR 21" BEAMS) (7" FOR >21" BEAMS)
7" UP FROM BOTTOM OF BEAM TO AVOID INTERFERENCE
** PLACE SPREAD BOX BEAM BACKWALL INSERTS AT 5" OR
STRANDS. (3•" FOR 21" BEAMS) (5•" FOR >21" BEAMS)
DOWN FROM TOP OF BEAM TO AVOID INTERFERENCE WITH
* PLACE SPREAD BOX BEAM BACKWALL INSERTS AT 3•" OR 5•"
STRAND/DEBONDING LAYOUT TABLE
"D" DENOTES BACKWALL THICKNESS.
FOR INFORMATION ONLY:
BE INCLUDED ON THIS SHEET.
THE ABOVE NOTES ARE FOR INFORMATION ONLY AND SHOULD NOT
(2)6, (2)10, (2)12, [2]2, [2]4
(2)12, (2)14, (2)30, [2]12, [2]20
(2)2, (4)4
(2)2, (4)4
(2)2, (2)4, (2)6
(2)2, (4)8, (2)12
(2)2, (4)4
(2)2, (2)4
N/A
N/A
19
19
19
19
19
19
19
13
11
9
DESIGN DRAWINGS
SHOULD NOT BE INCLUDED ON THE FINAL
THIS TABLE IS FOR INFORMATION ONLY AND
FROM EACH BEAM END
STRAND DEBONDING LENGTH IS MEASURED
(FT)
(É BRG-É BRG)
BEAM SPAN
PLAN ELEV
EA08 BARS (TYP)
FOR THREADED
É 1" Ø INSERTS
É BEAM
END OF BEAM
É 1" Ø INSERTS
BEAM
END OF
(TYP)
D-2ƒ"
(SEE DECK 002 FOR BACKWALL DETAILS)
INSERT DETAIL @ BEAM END (FIXED ABUTMENT)INSERT DETAIL @ BEAM END (EXPANSION ABUTMENT)
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
SSBB
PRESTRESSED BEAM DETAILS
prest_SBS_001.dgn 001
SIDE BY SIDE BOX BEAM
05/09/18
É BRG
ERECTION DIAGRAM
do F
SIZE
STRAND
PER BEAM END
NO. OF STRANDS
WEIGHT (TONS)
ESTIMATED BEAM
54
40.5
30
36
27
20
•"
‹"
…"
•"
‹"
…"
3
3
3
2
2
2
LIFTING DEVICES
PRESTRESSING STRAND
Edo
Ddo
Cdo
Bdo
do G
do H
do J
do K
do L
M
A
DETAILS OF LIFTING DEVICE
PLAN ELEVATION SECTION A-A
A
A
5"
3"
SECURELY
CLAMP
TIE OR
BEAM
END OF
(TYP)
5" MIN
STRAND LOOPS (TYP)
PRESTRESSING
LIFTING DEVICE
SPAN LENGTH (L)
POST TENSIONING TENDON LOCATIONS
LOCATIONS TOTAL
UP TO 50'
OVER 50' TO 62'
OVER 62' TO 100'
OVER 100'BETWEEN
1 AT EACH END OF BEAM WITH 5 EQUALLY SPACED
PERPENDICULAR FROM É OF BEARING
END OF BEAM LOCATIONS USUALLY 10"Í
4
5
6
7
POST TENSIONING FORCE PER DIAPHRAGM / END BLOCK
FORCE (ALL SITUATIONS)
120 KIPS
TOTAL
1
2
VERTICAL POST TENSIONING TENDON LOCATIONS
BEAM DEPTH AT EACH LOCATION
17", 21", 27" 1 TENDON AT MID-DEPTH OF BEAM
SPAN (11' APART)
1 AT EACH END OF BEAM WITH 2 AT CENTER OF
SPAN AND 1 AT EACH QUARTER POINT
1 AT EACH END OF BEAM WITH 1 AT CENTER OF
SPAN (11' APART) AND 1 AT EACH QUARTER POINT
1 AT EACH END OF BEAM WITH 2 AT CENTER OF
POINT OF BEAM DEPTH311 AT EACH
FOR NUMBER AND LOCATION OF DUCTS
SEE POST TENSIONING TENDON LOCATION TABLE
q
3'-0" MAX
7" MIN
3'-0" MAX
7" MIN
DC DW
110
100
90
80
70
60
50
40
30
20
LL+I
SERVICE BEAM REACTIONS (KIPS)
É BRG
90°0'0"
(TYP)
STRAND LOOPS
PRESTRESSING
LIFTING DEVICE
FINAL DESIGN DRAWINGS
NOT BE INCLUDED ON THE
INFORMATION ONLY AND SHOULD
THIS TABLE IS FOR
DRAWINGS
ON THE FINAL DESIGN
ONLY APPLICABLE INFORMATION
THIS TABLE SHOULD INCLUDE
LIFTING DEVICES SHALL BE REMOVED.
LIFTING OF BEAM SHALL BE BY EQUAL LOADS TO EACH PAIR OF LIFTING DEVICES.
LL+I DENOTES SERVICE LIVE LOAD PLUS IMPACT REACTION PER LANE
DW DENOTES SERVICE BEAM REACTION DUE TO FUTURE WEARING SURFACE
DC DENOTES SERVICE DEAD LOADS DUE TO BEAM SELF WEIGHT, DECK WEIGHT, & DIAPHRAGMS FOR INFORMATION ONLY:
NOTES:
VALUES TO BE DETERMINED BY DESIGNER
DRAWINGS
ON THE FINAL DESIGN
SHOULD NOT BE INCLUDED
INFORMATION ONLY AND
THESE TABLES ARE FOR CONSTRUCTION É
BRIDGE
TENDON (TYP)
É POST-TENSIONING
X
X
REF LINE A
REF PT A
REF LINE B
REF PT B
WIT
H 1•
" MIN FIT
UP
("d") "e
" SID
E
BY SID
E
CO
NC
RE
TE
BO
X
BE
AM
S = "f
"
PRESTRESSED CONCRETE BOX BEAM
PRESTRESSED CONCRETE BOX BEAM
33", 39"
95
81
71
63
52
46
37
23
17
11
7
7
6
5
5
4
3
2
2
1
(É BRG-É BRG)
BEAM SPAN
(FT)
(É BRG-É BRG)
BEAM SPAN
AB
AB
THIS SHEET.
THE ABOVE NOTES ARE FOR INFORMATION ONLY AND SHOULD NOT BE INCLUDED ON
"A" & "B" ARE MEASURED FROM BRIDGE CONST É TO ADJACENT BEAM É.
BOX BEAMS AND GRADE 60 KSI FOR ALL OTHER BEAM DEPTHS.
ALL VERTICAL "ED" STIRRUP BARS SHALL BE GRADE 40 KSI FOR 17" & 21" DEEP
BEAM DESIGNS DO NOT INCLUDE PRESTRESSING STRANDS IN THE TOP FLANGES.
ARE NOT INCLUDED TO PROVIDE ADDITIONAL CAPACITY.
THE LONGITUDINAL "EA" BARS IN THE TOP AND BOTTOM FLANGES OF THE BEAMS
DECK SECTION IS 4•" AND THE SACRIFICIAL DECK SECTION IS 1•".
A 6" DECK SECTION WAS USED FOR THE LOADING ON ALL BEAMS. THE EFFECTIVE
LENGTH.
DYNAMIC LOAD ALLOWANCE DEFLECTION DOES NOT EXCEED 1/800 OF SPAN
FACTOR. THE RESULTING LOAD IS DESIGNATED HL-93 MOD. LIVE LOAD PLUS
REPLACED BY A SINGLE 60 KIP AXLE LOAD BEFORE APPLICATION OF THIS 1.2
THAT THE DESIGN TANDEM PORTION OF THE HL-93 LOAD DEFINITION SHALL BE
AASHTO LRFD BRIDGE DESIGN SPECIFICATION HL-93 LOADING WITH THE EXCEPTION
THE DESIGN OF THESE STRUCTURES IS BASED ON 1.2 TIMES THE CURRENT
SHALL BE GALVANIZED OR EPOXY COATED.
ITEMS CAST INTO STRUCTURAL PRECAST CONCRETE TO FACILITATE BRIDGE CONSTRUCTION (FORMING, FINISHING, ETC.)
ADHESIVE ANCHORS SHALL USE A NON-SHRINK GROUT (WHICH IS CEMENTIOUS) LISTED IN MDOT'S QUALIFIED PRODUCTS LIST.
ALL LONGITUDINAL "EA" BARS IN THE TOP AND BOTTOM FLANGES SHALL BE GRADE 60 KSI.
CONTRACTOR'S EXPENSE AND APPROVED BY THE ENGINEER.
TRAFFIC & SAFETY SIGN SUPPORT SPECIAL DETAILS. ANY DAMAGE TO THE BEAMS SHALL BE REPAIRED AT THE
FIELD DRILLING SHALL BE ALLOWED FOR SIGN SUPPORT ANCHORS ONLY. LOCATION OF ANCHORS SHALL BE AS DETAILED ON
BEAM STIRRUPS, SHALL BE GRADE XX (ksi).
STEEL FOR SOLE PLATES AND OTHER BEARING COMPONENTS SHALL MEET THE REQUIREMENTS OF AASHTO M 270 GRADE 36.
PROVISION FOR CONCRETE SURFACE COATINGS. APPLY THE COATING ACCORDING TO THE SPECIAL PROVISION.
COAT THE ENTIRE OUTSIDE AND BOTTOM OF THE FASCIA BEAM USING A MATERIAL SELECTED FROM THE SPECIAL
GRADE 270, LOW RELAXATION STRAND.
PRESTRESSING STRAND SHALL BE 0.6" NOMINAL DIAMETER MEETING THE REQUIREMENTS OF AASHTO M203 (ASTM A416),
EPOXY COATED.
ITEMS CAST INTO THE BEAMS TO FACILITATE BRIDGE CONSTRUCTION (FORMING, FINISHING, ETC.) SHALL BE GALVANIZED OR
PAYMENT FOR PRESTRESSED CONCRETE BEAMS.
POSITION DOWELS SHALL BE HOT-DIP GALVANIZED ACCORDING TO AASHTO M 232. POSITION DOWELS ARE INCLUDED IN
BOX BEAM, ERECT, XX INCH"
LIFTING DEVICES SHALL BE REMOVED AFTER BEAMS ARE ERECTED. REMOVAL IS INCLUDED IN THE BID ITEM "PREST CONC
THE COMPRESSIVE STRENGTH OF THE CONCRETE SHALL BE NOT LESS THAN 8000 psi AT 28 DAYS.
THAN 7000 psi.
THE COMPRESSIVE STRENGTH OF THE CONCRETE AT THE TIME OF PRESTRESSING FORCE RELEASE SHALL NOT BE LESS
0.6" DIA. - 44,000 lbs. PRESTRESS.
PRESTRESSING STRANDS SHALL BE GIVEN AN INITIAL PRESTRESS AS FOLLOWS:
TOTAL ESTIMATED CHANGE OF LENGTH OF BOTTOM FLANGE AT TRANSFER OF PRESTRESS FORCE IS X".
THE INITIAL FORCE IN THE TRANSVERSE POST-TENSIONING TENDONS SHALL BE XX LBS EACH.
ONLY AND IS MEASURED IN THE ERECTED POSITION.
THE ESTIMATED BEAM CAMBER AT RELEASE IS XX". THIS CAMBER IS DUE TO PRESTRESS AND DEAD LOAD OF THE BEAM
THE TOP SURFACE OF THE BEAMS SHALL BE INTENTIONALLY ROUGHENED.
147
142
137
132
126
120
115
111
107
103
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
SSBB
PRESTRESSED BEAM DETAILS
prest_SBS_002.dgn 002
SIDE BY SIDE BOX BEAM
05/09/18
PREFORMED HOLES
É BEARING & É 2" Ø
PREFORMED HOLES
É BEARING & É 2" Ø
END BLOCK
3'-0"
END BLOCK
3'-0"
HOLES (TYP)
É 2" Ø PREFORMED
É BEAM
(EACH END OF VOID) (TYP)
•" TO 1" NON-METALLIC DRAINA
A
PLAN OF BEAM SHOWING 90° CROSSING PLAN OF BEAM SHOWING SKEWED CROSSING
1‚"
1‚"
11 SPA @
DOUBLE ED05 BARS
3" = 2'-9"
(TOP & BOTT)
10 SPA @
DOUBLE ED05 BARS
3" = 2'-6"
(TOP & BOTT)
3"
(TOP & BOTT)
ED05 BARS
SECTION THRU END BLOCK
REF LINE
HOLES IN ABUTMENTS
WITH 6" PROJECTION IN 2" Ø
1" Ø x 1'-6" POSITION DOWELS
POSITION DOWELS
2" Ø HOLE FOR
É BEARING & É
EA04 OR EA06 BARS
BOX BEAM
CONCRETE
PRESTRESSED
0.6" Ø STRANDS
DBL STIRUPS
ED05 BARS
(TOP & BOTT)
ED05 BARS
TENDON
É POST-TENSIONING
ED04 BAR (SLAB TIE)
*
TENDON
É POST-TENSIONING
TENDON
É POST-TENSIONING DIAPHRAGM (TYP)
1'-2" INTERNAL
7"7"
90°0'0"
q
(PARALLEL TO REF LINE)
AND POST-TENSIONING TENDON
É INTERMEDIATE DIAPHRAGM
(Ø AS REQUIRED)
É HOLE/DUCT**
FORCE
FOR BEAM SIZE AND POST TENSIONING
** USE 3" Ø, 4" Ø, OR 5" Ø AS REQUIRED
THE FINAL DESIGN DRAWINGS.
THIS TABLE IS FOR INFORMATION ONLY AND SHOULD NOT BE INCLUDED ON
REPLACE VARIABLES IN BEAM DIMENSIONS WITH VALUES FROM THIS TABLE.
17 x 36
BEAM SIZE
g
k
h
m
n
s
u
W
TBD
TBD
TBD
TBD
TBD
TBD
TBDTBD
TBD
TBD
TBD
TBD TBD
TBD
TBD
TBD
TBD
FOR INFORMATION ONLY:
BEAM DIMENSIONS
BEAM SPAN
20'
BEAM SPAN
30'
BEAM SPAN
40'
BEAM SPAN
50'
BEAM SPAN
60'
BEAM SPAN
70'
BEAM SPAN
80'
BEAM SPAN
90'
BEAM SPAN
100'
BEAM SPAN
110'
21'-4" 31'-4" 41'-4" 51'-4" 61'-4" 71'-4" 81'-4" 101'-4" 111'-4"
19'-8" 29'-8" 39'-8"
TBD
49'-8" 59'-8" 69'-8" 79'-8" 89'-8" 99'-8" 109'-8"
TBD TBD
1'-0" (+)
24 34 44 54 64 94
8"
8"
(TOP & BOTT)
ED05 BARS
(TOP & BOTT)
ED05 BARS
(TOP & BOTT)
ED05 BARS
g SPA @ k = h6 SPA @ 9" = 4'-6"5 SPA @ 3" = 1'-3"
m SPA @ 3" = n
(TOP & BOTT)
ED05 BARS
(TOP & BOTT)
ED05 BARS
(TOP & BOTT)
ED05 BARS
g SPA @ k = h 6 SPA @ 9" = 4'-6" 5 SPA @ 3" = 1'-3"
W
21 x 48 27 x 48 33 x 48 39 x 48
5 14 74 84
10" (-) 1'-0" (+) 1'-0" (+) 1'-0" (+) 1'-0" (+) 1'-0" (+) 1'-0" (+) 1'-0" (+) 1'-0" (+)
20 30 40 50 60 70 80 90 110
SHOULD NOT BE INCLUDED ON THIS SHEET.
THE ABOVE NOTES ARE FOR INFORMATION ONLY AND
PARALLEL TO THE REFERENCE LINE.
THE ENDS OF THE BOX BEAMS SHALL BE SKEWED TO BE
ADJUSTED FOR SKEWED CROSSING.
TABLE ARE BASED ON 90° CROSSING AND SHALL BE
"g" & "h" VALUES SHOWN IN THE BEAM DIMENSIONS
BASED ON BEAM END SKEW.
NOTED "TBD" SHALL BE DETERMINED BY THE DESIGNER
VARIABLES IN BEAM DIMENSIONS TABLE WITH VALUES
8"
91'-4"
100
4'-1•" 14'-1•" 24'-1•" 34'-1•" 44'-1•" 54'-1•" 64'-1•" 74'-1•" 84'-1•" 94'-1•"
1'-6" Í
5"
END BLOCK
3'-0"
(FASCIA BEAMS ONLY)
7 - EK04 BARS (4' WIDE BOX BEAM)
5 - EK04 BARS (3' WIDE BOX BEAM)
JT FILLER
TO REF LINE
8"
JWP
JWP
(TYP)
ED05 BAR
6"
Ë
Ë AT FIXED ABUTMENT ONLY
17" BEAM)
(EW06 BAR FOR
SIDE)
EA06 BAR (EACH
8"
FOR 17", 21" & 27" BOX BEAMS
REF LINE
PREFORMED HOLES
É BEARING & É 2" Ø
REF LINE
PREFORMED HOLES
É BEARING & É 2" Ø
(SLAB TIES)
ED04 BARS
(SLAB TIES)
ED04 BARS
É BEAM
PLAN OF SLAB TIES
90° CROSSING SKEWED CROSSING
q90°0'0"
s SPA @ 1'-0" (-) = u10" s SPA @ 1'-0" (-) = u 10"1'-2"
7"7"
É BEAM
DRAIN (TYP)
NON-METALIC
OUTSIDE OF FASCIA BEAM1•" x 7•" x 7•" Ì
(EA
CH
TE
ND
ON)
FASCIA BEAM DIAPHRAGM DETAIL
TENSIONING TENDONS
HOLES FOR POST
É DIAPHRAGM & É 4" Ø
7•"
END BLOCK DETAIL SIMILAR
EK040401
BA
RS
6 SP
A
@ 7"
= 3'-
6"
3"
3"
(EA
CH
TE
ND
ON)
EK040401
BA
RS
5 SP
A
@ 6"
= 2'-
6"
WID
E
BE
AM
FO
R 48"
WID
E
BE
AM
FO
R 36"
(SLAB TIE)
ED04 BAR
(TYP)
•" BEVEL
6 EQ SPA - EA04 BARS OR 3 EQ SPA - EA06 BARS
4 EQ SPA - EA04 BARS OR 2 EQ SPA - EA06 BARS
(TYP)
3"
21"
BE
AM
1'-
6"
EM
BE
D
1'-
4"
EM
BE
D
27"-
48"
BE
AM
1'-
9"
LA
P
1'-
2"
LA
P21"
BE
AM
27"-
48"
BE
AM
2'-7" (TYP) (48" WIDE BEAM)
1'-7" (TYP) (36" WIDE BEAM)
48"
36"
ED05 BARS
36" WIDE BEAM
48" WIDE BEAM
SECTION A-A
17"
BE
AM
1'-
0"
EM
BE
D
17"
BE
AM
10"
LA
P
17", 21", 27", 33"
OR 39"
2ƒ
" (TYP)
POSITION DOWELS
É 2" Ø HOLE FOR
SECTION THRU END BLOCK
REF LINE
HOLES IN ABUTMENTS
WITH 6" PROJECTION IN 2" Ø
1" Ø x 1'-6" POSITION DOWELS
POSITION DOWELS
2" Ø HOLE FOR
É BEARING & É
EA04 OR EA06 BARS
BOX BEAM
CONCRETE
PRESTRESSED
0.6" Ø STRANDS
DBL STIRUPS
ED05 BARS
(TOP & BOTT)
ED05 BARS
TENDON
É POST-TENSIONING
ED04 BAR (SLAB TIE)
*
1'-6" Í
5"
END BLOCK
3'-0"
JT FILLER
TO REF LINE
JWP
JWP
(TYP)
ED05 BAR
6"
Ë
8"
FOR 33" & 39" BOX BEAMS
(EACH SIDE)
(EW06 BAR
(FASCIA BEAMS ONLY)
7 - EK04 BARS (TYP)
XX
X
SSBB 005
FOR "X", SEE DIMENSION TABLE DWG
001
LOCATIONS TABLE ON DWG SSBB
* SEE POST TENSIONING TENDON
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
SSBB
PRESTRESSED BEAM DETAILS
prest_SBS_003.dgn 003
SIDE BY SIDE BOX BEAM
05/09/18
(TYP)
2"
(TYP)
8"(TYP)
2"
(TYP)
2•"
(TYP)
5"
36"
ROW 2
ROW 1
2"
2"
2•
"
5"
USED (TYP)
STRAND NOT
IN CORNER IF
PLACE A04 BAR
(TYP)
2"
21"
2"
2"
(TYP)
8"(TYP)
2"
ROW 2
ROW 1
2•
"
6"
USED (TYP)
STRAND NOT
IN CORNER IF
PLACE A04 BAR
(TYP)
2•" 1'-
2"
MIN
LA
P
(TYP)
4"
(TYP)
2"
(TYP)
8"(TYP)
2"
ROW 2
ROW 1
2•
"
6"
USED (TYP)
STRAND NOT
IN CORNER IF
PLACE A04 BAR
(TYP)
2•"
(TYP)
4"
1'-
9"
MIN
LA
P
48"
48"
6"
5"
6"
ED05 BARS
(SLAB TIE)
ED04 BAR
(TYP)
1•"1'-
0"
EM
BE
D
2 EQ SPA - EA06 BARS
4 EQ SPA - EA04 BARS OR
(TYP)
3"
(TYP)
•" BEVEL
(TYP)
•" BEVEL
(TYP)
•" BEVEL
2"
3 EQ SPA - EA06 BARS
6 EQ SPA - EA04 BARS OR
(TYP)
3"
1'-
4"
EM
BE
D
2"
ED05 BARS
(SLAB TIE)
ED04 BAR
(TYP)
HOLES AT ENDS
É PREFORMED 2" Ø
(TYP)
1•"
3 EQ SPA - EA06 BARS
6 EQ SPA - EA04 BARS OR
(TYP)
3"
(TYP)
2"
2"
(SLAB TIE)
ED04 BAR
(TYP)
HOLES AT ENDS
É PREFORMED 2" Ø
ED05 BARS2"
(TYP)
3"
(TYP)
3"
2ƒ
"2•
"2"
2ƒ
"2•
"2"
1'-
6"
EM
BE
D
2ƒ
"2•
"2"
PLACED UNDER STRANDS)
IN CENTER (MAY BE
ED05 BARS @ 12" MAX
PLACED UNDER STRANDS)
IN CENTER (MAY BE
ED05 BARS @ 12" MAX
27"
OR 33"
17"
10"
MIN
LA
P
4"
3"
*
ENDS (TYP)
Ø HOLES AT
É PREFORMED 2"
(TYP)
(IF REQUIRED)
CUT STRAND
(TYP)
(IF REQUIRED)
CUT STRAND
(TYP)
(IF REQUIRED)
CUT STRAND
NOTES:
REQUIRED) (TYP)
CUT STRAND (IF
"EA" BAR OR
REQUIRED) (TYP)
CUT STRAND (IF
"EA" BAR OR
REQUIRED) (TYP)
CUT STRAND (IF
"EA" BAR OR
(MIN)
THE BEAM DEPTH
LENGTH EQUAL TO
STRANDS FOR A
SHALL ENCLOSE
AT ENDS, D05 BARS
(MIN)
THE BEAM DEPTH
LENGTH EQUAL TO
STRANDS FOR A
SHALL ENCLOSE
AT ENDS, D05 BARS
(MIN)
THE BEAM DEPTH
LENGTH EQUAL TO
STRANDS FOR A
SHALL ENCLOSE
AT ENDS, D05 BARS
(TYP)
BEAM ONLY
SPREAD BOX
USE WITH 33"
(TYP)
2"
(TYP)
8"(TYP)
2"
(TYP)
2•"
36"
ROW 2
ROW 1
2•
"
USED (TYP)
STRAND NOT
IN CORNER IF
PLACE A04 BAR
(TYP)
2"
21"
(TYP)
8"(TYP)
2"
ROW 2
ROW 1
2•
"
6"
USED (TYP)
STRAND NOT
IN CORNER IF
PLACE A04 BAR
(TYP)
2•"
1'-
2"
MIN
LA
P
(TYP)
4"
(TYP)
2"
(TYP)
8"(TYP)
2"
ROW 2
ROW 1
2•
"
6"
USED (TYP)
STRAND NOT
IN CORNER IF
PLACE A04 BAR
(TYP)
2•"
(TYP)
4"
1'-
9"
MIN
LA
P
48"
48"
9"
9"
ED05 BARS
(SLAB TIE)
ED04 BAR
2 EQ SPA - EA06 BARS
4 EQ SPA - EA04 BARS OR
(TYP)
3"
(TYP)
•" BEVEL (TYP)
•" BEVEL
(TYP)
•" BEVEL
2"
3 EQ SPA - EA06 BARS
6 EQ SPA - EA04 BARS OR
(TYP)
3"
2"
ED05 BARS
(SLAB TIE)
ED04 BAR
(TYP)
HOLES AT ENDS
É PREFORMED 2" Ø
(TYP)
1•"
3 EQ SPA - EA06 BARS
6 EQ SPA - EA04 BARS OR
(TYP)
3"
(SLAB TIE)
ED04 BAR
(TYP)
HOLES AT ENDS
É PREFORMED 2" Ø
ED05 BARS2"
(TYP)
3"
(TYP)
3"
2ƒ
"2•
"2"
2ƒ
"2•
"2"
2ƒ
"2•
"2"
PLACED UNDER STRANDS)
IN CENTER (MAY BE
ED05 BARS @ 12" MAX
PLACED UNDER STRANDS)
IN CENTER (MAY BE
ED05 BARS @ 12" MAX
27"
OR 33"
10"
MIN
LA
P
*
ENDS (TYP)
Ø HOLES AT
É PREFORMED 2"
(TYP)
(IF REQUIRED)
CUT STRAND
(TYP)
(IF REQUIRED)
CUT STRAND (TYP)
(IF REQUIRED)
CUT STRAND
REQUIRED) (TYP)
CUT STRAND (IF
"EA" BAR OR
REQUIRED) (TYP)
CUT STRAND (IF
"EA" BAR OR
REQUIRED) (TYP)
CUT STRAND (IF
"EA" BAR OR
(MIN)
THE BEAM DEPTH
LENGTH EQUAL TO
STRANDS FOR A
SHALL ENCLOSE
AT ENDS, D05 BARS
(MIN)
THE BEAM DEPTH
LENGTH EQUAL TO
STRANDS FOR A
SHALL ENCLOSE
AT ENDS, D05 BARS
(MIN)
THE BEAM DEPTH
LENGTH EQUAL TO
STRANDS FOR A
SHALL ENCLOSE
AT ENDS, D05 BARS
(TYP)
BEAM ONLY
SPREAD BOX
USE WITH 33"
17" X 36" BEAM (INTERIOR) 21" X 48" BEAM (INTERIOR)
27" X 48" OR 33" X 48" BEAM (INTERIOR)
17" X 36" BEAM (FASCIA) 21" X 48" BEAM (FASCIA)
27" X 48" OR 33" X 48" BEAM (FASCIA)
2"
2"
2"
2"
2"
2"
= 8"
4 SP
A
@ 2"
2"
1'-
6"
EM
BE
D
1'-
4"
EM
BE
D
1'-
0"
EM
BE
D
17"
7" OMIT SHEAR KEY
7"
OMIT SHEAR KEY
7"
OMIT SHEAR KEY
UNDER STRANDS)
CENTER (MAY BE PLACED
* ED05 BARS @ 12" MAX IN
UNDER STRANDS)
CENTER (MAY BE PLACED
* ED05 BARS @ 12" MAX IN
EA04 BARS
EA04 BARS
EA04 BARS
FOR STRAND INFORMATION.
SEE DEBONDING TABLE ON DWG "SSBB 005"
EL04 BARS
EL04 BARS
EL04 BARS
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
SSBB
PRESTRESSED BEAM DETAILS
prest_SBS_004.dgn 004
SIDE BY SIDE BOX BEAM
05/09/18
(TYP)
2"
(TYP)
8"(TYP)
2"
ROW 2
ROW 1
2•
"
6"
USED (TYP)
STRAND NOT
IN CORNER IF
PLACE A04 BAR
DEPTH (MIN)
EQUAL TO THE BEAM
STRANDS FOR A LENGTH
SHALL ENCLOSE
AT ENDS, D05 BARS
(TYP)
2•"
(TYP)
4"
1'-
9"
MIN
LA
P
48"
6"
(TYP)
•" BEVEL
3 EQ SPA - EA06 BARS
6 EQ SPA - EA04 BARS OR
(TYP)
3"
1'-
6"
EM
BE
D
2ƒ
"2•
"2"
ED05 BARS2"
(TYP)
HOLES AT ENDS
É PREFORMED 2" Ø
(TYP)
3"
(TYP)
3"
PLACED UNDER STRANDS)
IN CENTER (MAY BE
ED05 BARS @ 12" MAX
39"
(TYP)
(IF REQUIRED)
CUT STRAND
(IF REQUIRED) (TYP)
"EA" BAR OR CUT STRAND
(SLAB TIE)
ED04 BAR
NOTES:
STRAND INFORMATION.
SEE DEBONDING TABLE ON DWG "SSBB 005" FOR
(TYP)
2"
(TYP)
8"(TYP)
2"
ROW 2
ROW 1
2•
"
6"
USED (TYP)
STRAND NOT
IN CORNER IF
PLACE A04 BAR
DEPTH (MIN)
EQUAL TO THE BEAM
STRANDS FOR A LENGTH
SHALL ENCLOSE
AT ENDS, D05 BARS
(TYP)
2•"
(TYP)
4"
1'-
9"
MIN
LA
P
48"
7"
(TYP)
•" BEVEL
3 EQ SPA - EA06 BARS
6 EQ SPA - EA04 BARS OR
(TYP)
3"
1'-
6"
EM
BE
D
2ƒ
"2•
"2"
ED05 BARS2"
(TYP)
HOLES AT ENDS
É PREFORMED 2" Ø
(TYP)
3"
(TYP)
3"
PLACED UNDER STRANDS)
IN CENTER (MAY BE
ED05 BARS @ 12" MAX
39"
(TYP)
(IF REQUIRED)
CUT STRAND
(IF REQUIRED) (TYP)
"EA" BAR OR CUT STRAND
(SLAB TIE)
ED04 BAR
39" X 48" BEAM (INTERIOR) 39" X 48" BEAM (FASCIA)
= 8"
4 SP
A
@ 2"
2"
2"
= 6"
3 SP
A
@
2"
9"
OMIT SHEAR KEY
EA04 BARS
EL04 BARS
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
prest_SBS_005.dgn
PRESTRESSED BEAM DETAILS
SIDE BY SIDE BOX BEAM SSBB
005
05/09/18
D (in)
110
100
90
80
70
60
50
40
30
20
W (in)
39
33
27
27
21
21
17
17
17
17
48
48
48
48
48
48
36
36
36
36
15
15
17
9
11
-
3
-
-
-
19
19
19
19
19
20
13
9
7
7
-
-
-
-
-
-
-
-
-
-
34
34
36
28
30
20
16
9
7
7
NO. OF STRANDS
DIMENSIONS
BEAM
BOTTOM
2" FROM
1ST LAYER,
BOTTOM
4" FROM
2ND LAYER,
BOTTOM
6" FROM
3RD LAYER,
OF STRANDS
TOTAL NO.
STRANDS
DEBONDING
NO. OF
(ft)
LAYER] DEBONDING LENGTHS
STRANDS-(1st LAYER)-[2nd
NO. OF DEBONDING
POST-TENSIONING DETAIL
AS REQUIRED FOR THE POST-TENSIONING SYSTEM PROVIDED.
NOTE: STRESS POCKETS, ANCHOR PLATES AND TENDON COUPLERS SHALL BE
AFTER GROUT CURES (TYP)
TYPE R-2 GROUT. REMOVE
FORM AS REQ'D TO CONTAIN
FASCIA BEAM
POST-TENSIONING (TYP)
FILL W/ TYPE H-1 MORTAR AFTER
REQUIRED FOR POST-TENSIONING.
PERPERDICULAR TO TENDONS AS
STRESS POCKETS, PLACE
(SEE DETAIL A)
SEAL WASHER
FACE OF BEAM
CROSSING
ANGLE OF
CUT OFF AFTER GROUTING
GROUT TUBE (ƒ" Ø PIPE)
(TYP)
1•" (+)
(TYP)
2‚" (+)
4•
"
CUT OFF AFTER GROUTING
GROUT TUBE (ƒ" Ø PIPE)
CUT OFF AFTER GROUTING
GROUT TUBE (ƒ" Ø PIPE)
POST-TENSIONING (TYP)
FILL W/ TYPE H-1 MORTAR AFTER
REQUIRED FOR POST-TENSIONING.
PERPERDICULAR TO TENDONS AS
STRESS POCKETS, PLACE
AFTER GROUT CURES (TYP)
TYPE R-2 GROUT. REMOVE
FORM AS REQ'D TO CONTAIN
(TYP)
1•" (+)
POST-TENSIONING DETAIL
AS REQUIRED FOR THE POST-TENSIONING SYSTEM PROVIDED.
NOTE: STRESS POCKETS, ANCHOR PLATES AND TENDON COUPLERS SHALL BE
(SEE DETAIL A)
SEAL WASHER
(TYP)
2‚" (+)
FASCIA BEAM
MEETING ASTM C509
GASKET GRADE 1,
SPONGE NEOPRENE
10" Ø
DETAIL A
2
4
6
2
6
2
2
-
-
-
STRAND/DEBONDING LAYOUT TABLE
BE
VE
L
CORNER BLOCKING DETAIL
USE WHEN < 70°q
q
WITH •" JOINT FILLER
BLOCK OUT BOTTOM OF BEAM
8"
1•
"
5" Ø
90°
ABUTMENTS BEFORE GROUTING.
POST-TENSIONING. PLUG ENDS AT
GROUT FULL DEPTH OF BEAMS PRIOR TO
ABUTMENTS BEFORE GROUTING.
POST-TENSIONING. PLUG ENDS AT
GROUT FULL DEPTH OF BEAMS PRIOR TO
2•" THICK SEAL WASHER
NORMAL TO POST TENSIONING TENDONS
1•" x 7•" x 7•" Ì WASHER
TOP VIEW STRESS POCKET
É POST-TENSIONING TENDON
É 4" Ø HOLE/DUCT (MAX) &
Ì WASHER (TYP)
1•" x 7•" x 7•"
Ì WASHER
1•" x 7•" x 7•"
(TYP)
EK04 BARS
(TYP)
EK04 BARS
AFTER POST TENSIONING)
(FILL W/ TYPE E-1 GROUT
4" Ø TENSIONING CONDUIT
TENDON
& É POST-TENSIONING
É 4" Ø HOLE/DUCT (MAX)
TENDON
& É POST-TENSIONING
É 4" Ø HOLE/DUCT (MAX)
AFTER POST TENSIONING)
(FILL W/ TYPE E-1 GROUT
4" Ø TENSIONING CONDUIT
(USE FOR 33" & 39" DEEP BEAMS)
(USE FOR 17", 21" & 27" DEEP BEAMS)
XX
X
DIMENSION TABLE
"X"BEAM DEPTH (in)
39
33
27
21
17
1'-1"
11"
1'-1•"
10•"
8•"
FINAL DESIGN DRAWINGS
NOT BE INCLUDED ON THE
INFORMATION ONLY AND SHOULD
THIS TABLE IS FOR
FINAL DESIGN DRAWINGS
NOT BE INCLUDED ON THE
INFORMATION ONLY AND SHOULD
THIS TABLE IS FOR
(2)4
(2)2, (2)4
(2)2, (2)4, (2)10
(2)2
(2)2, (4)4
(2)2
(2)2
-
-
-
(FT)
(É BRG-É BRG)
BEAM SPAN
FROM EACH BEAM END
STRAND DEBONDING LENGTH IS MEASURED
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
PRESTRESSED BEAM DETAILS
001 prest_BT_001.dgn
BULB-TEE BEAM BTB
05/09/18
É BRG É BRG
ERECTION DIAGRAM
NOTES:
3 - •"
do
do
do
A
B
D
E
C
D1
D1
D1
D1
DETAILS OF LIFTING DEVICE
PLAN ELEVATION SECTION A-A
A
A
9"
SECURELY
CLAMP
TIE OR
BEAM
END OF
BRIDGE CONSTRUCTION É
q
STRAND LOOPS (TYP)
PRESTRESSING
LIFTING DEVICE
SPAN LENGTH (L)
**
** INCREASE AS REQUIRED TO MAKE BEAM LATERALLY STABLE DURING HANDLING.
LIFTING DEVICE
DOUBLE LOOP
STRANDS FOR
SECOND SET OF
(TYP)
STRAND LOOPS
PRESTRESSING
LIFTING DEVICE
PRESTRESSED CONCRETE BULB TEE BEAM
PRESTRESSED CONCRETE BULB TEE BEAM
5"
PRESTRESSING STRAND LIFTING DEVICES
(INCHES)
DEPTH
BEAM NUMBER OF STRANDS AND SIZE
3 - 0.6" 4 - •" 4 - 0.6" 6 - •" 6 - 0.6"
BEAM WEIGHT (TONS)
42
48
39
45
47
54
49
57
60
68
78
90
94
108
**MAX
**
LIFTING DEVICES SHALL BE REMOVED.
LIFTING OF BEAM SHALL BE BY EQUAL LOADS TO EACH PAIR OF LIFTING DEVICES.
MAX**3'-0"
7" MIN
DC DW LL+I
SERVICE BEAM REACTIONS (KIPS)
110
100
90
80
70
D1
D1
D1
D1
L/2 L/2
90°0'0"
>
LL+I DENOTES SERVICE LIVE LOAD PLUS IMPACT REACTION PER LANE
DW DENOTES SERVICE BEAM REACTION DUE TO FUTURE WEARING SURFACE
& DIAPHRAGMS
DC DENOTES SERVICE DEAD LOADS DUE TO BEAM SELF WEIGHT, DECK WEIGHT,
X
X
"g"
PR
ES
TR
ESS
ED
CO
NC
RE
TE
BU
LB
TE
E
BE
AM
S
"d"
SP
A
@ "e
" = "f
"
REF PT A
REF LINE A
REF LINE B
REF PT B
FINAL DESIGN DRAWINGS
NOT BE INCLUDED ON THE
INFORMATION ONLY AND SHOULD
THIS TABLE IS FOR
FINAL DESIGN DRAWINGS
INFORMATION ON THE
INCLUDE ONLY APPLICABLE
THIS TABLE SHOULD
FOR INFORMATION ONLY:
VALUES TO BE DETERMINED BY DESIGNER
MIN
3'-0"
3'-0"
7" MIN
MIN
3'-0"
ANGLE OF LIFT
60Ê MIN
36
Ë Ë
Ë DOUBLE LOOPS WITH 3 STRANDS EACH
32 39 41 49 64 78
140
130
115
98
86
14
13
11
10
9
(FT)
(É BRG-É BRG)
BEAM SPAN
AB
AB
*
DIAPHRAGMS SHALL BE STAGGERED.
SHALL BE INLINE. FOR ANGLE OF CROSSING < 80°,
* FOR ANGLE OF CROSSING 80°, DIAPHRAGMS
THIS SHEET.
THE ABOVE NOTES ARE FOR INFORMATION ONLY AND SHOULD NOT BE INCLUDED ON
"A" & "B" ARE MEASURED FROM BRIDGE CONST É TO ADJACENT BEAM É.
BEAM DESIGNS DO NOT INCLUDE PRESTRESSING STRANDS IN THE TOP FLANGES.
ARE NOT INCLUDED TO PROVIDE ADDITIONAL CAPACITY.
THE LONGITUDINAL "EA" BARS IN THE TOP AND BOTTOM FLANGES OF THE BEAMS
DECK SECTION IS 7•" AND THE SACRIFICIAL DECK SECTION IS 1•".
A 9" DECK SECTION WAS USED FOR THE LOADING ON ALL BEAMS. THE EFFECTIVE
DESIGN OF THE BEAMS.
SECTION WAS NOT INCLUDED IN THE COMPOSITE SECTION PROPERTIES FOR THE
A 4" HAUNCH SECTION WAS USED FOR THE LOADING ON ALL BEAMS. THE HAUNCH
ALLOWANCE DEFLECTION DOES NOT EXCEED 1/800 OF SPAN LENGTH.
RESULTING LOAD IS DESIGNATED HL-93 MOD. LIVE LOAD PLUS DYNAMIC LOAD
BY A SINGLE 60 KIP AXLE LOAD BEFORE APPLICATION OF THIS 1.2 FACTOR. THE
THE DESIGN TANDEM PORTION OF THE HL-93 LOAD DEFINITION SHALL BE REPLACED
LRFD BRIDGE DESIGN SPECIFICATION HL-93 LOADING WITH THE EXCEPTION THAT
THE DESIGN OF THESE STRUCTURES IS BASED ON 1.2 TIMES THE CURRENT AASHTO
SHALL BE GALVANIZED OR EPOXY COATED.
ITEMS CAST INTO STRUCTURAL PRECAST CONCRETE TO FACILITATE BRIDGE CONSTRUCTION (FORMING, FINISHING, ETC.)
COST OF PIPE SLEEVES IS INCLUDED IN THE BID ITEM "PREST CONC BULB-TEE BEAM, FURN, XX INCH BY XX INCH".
AASHTO M270 GRADE 36.
STEEL FOR DIAPHRAGMS, SOLE PLATES, AND OTHER BEARING COMPONENTS SHALL MEET THE REQUIREMENTS OF
ADDITIONAL DETAILS.
SURFACE COATINGS. APPLY THE COATING ACCORDING TO THE SPECIAL PROVISION. SEE AESTHETIC DETAILS FOR
COAT ALL BEAMS EXCEPT BEAM TOPS USING A MATERIAL SELECTED FROM THE SPECIAL PROVISION FOR CONCRETE
COATED WITH A BOND BREAKER AS SPECIFIED IN SECTION 708 OF THE STANDARD SPECIFICATIONS.
THE OUTER 6" OF THE TOP SURFACE OF THE BEAM SHALL BE FABRICATED TO A SMOOTH TROWEL FINISH, AND THEN
ANY HOLES CAST OR FORMED IN THE BEAM SHALL BE FILLED WITH NON-SHRINKING GROUT.
BEAM STEEL REINFORCEMENT, INCLUDING STIRRUPS, SHALL BE GRADE 60 (KSI).
A416), GRADE 270, LOW RELAXATION STRAND.
PRESTRESSING STRAND SHALL BE 0.6" NOMINAL DIAMETER MEETING THE REQUIREMENTS OF AASHTO M203 (ASTM
GALVANIZED OR EPOXY COATED.
ITEMS CAST INTO THE BEAMS TO FACILITATE BRIDGE CONSTRUCTION (FORMING, FINISHING, ETC.) SHALL BE
THE COMPRESSIVE STRENGTH OF THE CONCRETE SHALL BE NOT LESS THAN 8000 psi AT 28 DAYS.
THAN 7000 psi.
THE COMPRESSIVE STRENGTH OF THE CONCRETE AT THE TIME OF PRESTRESSING FORCE RELEASE SHALL NOT BE LESS
ACCORDANCE WITH AASHTO M 111, AS POSITION DOWELS FOR PRECAST BEAMS.
USE NON-DEFORMED STEEL RODS IN ACCORDANCE WITH AASHTO M 270 GRADE 36 AND HOT-DIP GALVANIZED IN
CONC BULB-TEE BEAM, ERECT, XX INCH BY XX INCH".
LIFTING DEVICES SHALL BE REMOVED AFTER BEAMS ARE ERECTED. REMOVAL IS INCLUDED IN THE BID ITEM "PREST
TOTAL ESTIMATED CHANGE OF LENGTH OF BOTTOM FLANGE AT TRANSFER OF PRESTRESS FORCE IS X".
0.6" DIA. - 44,000 lbs. PRESTRESS.
PRESTRESSING STRANDS SHALL BE GIVEN AN INITIAL PRESTRESS AS FOLLOWS:
THE ESTIMATED CHANGE OF LENGTH OF BOTTOM FLANGE AT TRANSFER OF PRESTRESS FORCE IS XX".
BEAM ONLY AND IS MEASURED IN THE ERECTED POSITION.
THE ESTIMATED BEAM CAMBER AT RELEASE IS XX". THIS CAMBER IS DUE TO PRESTRESS AND DEAD LOAD OF THE
AND SHALL BE HOT-DIPPED GALVANIZED.
ALL STEEL FOR DIAPHRAGMS SHALL BE COATED ACCORDING TO SUBSECTION 716 OF THE STANDARD SPECIFICATIONS
FIELD INSTALLATION OF INSERTS IS NOT ALLOWED.
GALVANIZED IN ACCORDANCE WITH ASTM B633, SERVICE CONDITION 4. INSERTS SHALL BE CAST WITH THE BEAMS.
MEADOW BURKE, TYPE CT-2 OR TYPE CX-4; OR EQUAL. INSERTS (COIL OR FERRULE) MUST BE ELECTROPLATE
ABUTMENT); DAYTON SUPERIOR, TYPE B-1 HEAVY OR TYPE B-18; WILLIAMS FORM, TYPE C 12 OR TYPE C -19;
CONCRETE INSERTS FOR BACKWALLS SHALL BE 1" DIAMETER (AT EXPANSION ABUTMENT) & •" DIAMETER (AT FIXED
CONDITION 4. INSERTS SHALL BE CAST WITH THE BEAMS. FIELD INSTALLATION OF INSERTS IS NOT ALLOWED.
INSERTS (COIL OR FERRULE) MUST BE ELECTROPLATE GALVANIZED IN ACCORDANCE WITH ASTM B633, SERVICE
TYPE B-18; WILLIAMS FORM, TYPE C 12 OR TYPE C -19; MEADOW BURKE, TYPE CT-2 OR TYPE CX-4; OR EQUAL.
CONCRETE INSERTS FOR INTERMEDIATE DIAPHRAGMS SHALL BE ‡" DIAMETER; DAYTON SUPERIOR, TYPE B-1 HEAVY OR
147
142
137
132
126
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
PRESTRESSED BEAM DETAILS
002prest_BT_002.dgn
BULB-TEE BEAM BTB
05/09/18
-y
+y
SOLE Ì TILT
LEVEL
SOLE Ì TILT
+y'
-y'
LEVEL
SOLE Ì TILT TABLE
BEAMS A-E
SOLE Ì TILT TABLE
LINE
BEAMSPAN 1
y
ABUT A
y'
ABUT B
END VIEW SIDE VIEW ISOMETRIC VIEW
EL05 BAREF030608 BARED041205 BAR
EC030206 BAR
EA040310 BAR
B
B
24 SPA4'-1"
4•
"Í
2"
CLR
EA040310
EC030206
1'-
2•
"
ED041205
2
EQ SP
A
11"
EF030608
SECTION A-A
c
c1
E
g
G
R
T
U
BEAM DIMENSIONS
& +1/2" USE L=0 OR L'=0.
IS COMPUTED TO BE BETWEEN -1/2"
FORMING DIMENSION. IF L OR L'
MEASURED ALONG BEAM É.
4'-1"
4•
"Í
2"
CLR
EA040310
EC030206
EL05 BAR
EF030608
SECTION B-B
1'-
2•
"
EA04
BA
RS
2
EQ SP
A
11"
ELEVATION
100' 110'
DEPTH
BEAM
70' 80' 90'
36" 36" 42" 48" 48"
SHOWING REINFORCEMENT LAYOUT AT END SECTION SHOWING REINFORCEMENT LAYOUT AT MIDSPAN
4'-1"
5"
3"
3"
5"
2"
1'-2"
3"1'-5•"
3'-4"
8"
3"1'-5•"
3"
3"
5"
4'-1"
8"
(TYP)
2"
7"
5•
"2"
18 SPA @ 2" = 3'-0" 2"2"(TYP)
ƒ" BEVEL
2"
= 1'-
2"
7 SP
A
@ 2"
2"
1'-2"
2"
= 1'-
2"
7 SP
A
@ 2"
3'-4"
18 SPA @ 2" = 3'-0" 2"2"(TYP)
ƒ" BEVEL
SHOWING STRAND ARRANGEMENT AT END SECTION
SECTION A-A SECTION B-B
5•
"7"
2"
SHOWING STRAND ARRANGEMENT AT MIDSPAN
COMPRESSION FORCES OR BEAM STABILITY
* REMOVE BLOCKOUT IN FORM IF REQUIRED FOR
@ 3"
3"
3"
LEA06
ED04
M
E
4"
R
DRAPED STRANDS
TOP ROW
DOWN POINTS
STRAND HOLD
Y
R
4"
G
DIAPHRAGM
É END
N
ED04
3"
3"
L'
CLR
1•"
WEB **
SLEEVES THRU
É 1•" Ø PIPE
CLR
1•"
CLR
1•"
CLR
1•
"
CLR
1‚
"
CLR
1‚
"
CLR
1•
"
CLR
1‚"
CLR
1‚"
EA06 BAR
CONTINUOUS
EL05 BAR
EA06 BAR
CONTINUOUS CLR
1•"
OR 1‚" Ø SLEEVES
É ‡" Ø INSERTS
REINFORCEMENT IN BACKWALL
** SLOPE PIPE SLEEVES TO MATCH SLOPE OF
A
A
ANGLE OF CROSSING > 80°
SLEEVES
PIPE
3'-
0", 3'-
6"
OR 4'-
0"
3'-
0", 3'-
6"
OR 4'-
0"
3'-
0", 3'-
6"
OR 4'-
0"
3'-
0", 3'-
6"
OR 4'-
0"
32
(TONS)
WEIGHT
APPROX
36.6 43.4
DRAPED STRANDS AT ENDS DRAPED STRANDS AT MIDSPAN
FOR ANGLE OF CROSSING < 80°
FOR INFORMATION ONLY:
48" (F
OR 48"
BE
AM
DEP
TH)
42" (F
OR 42"
BE
AM
DEP
TH)
36" (F
OR 36"
BE
AM
DEP
TH)
4•" Ø
3" Ø
5ƒ"
4•
"
5'-11"
3•" Ø
7"
5•"
1'-0
"
5•
"
10•"
27°
63°
1'-4ˆ"
3'-1"
1'-6
"
8‰
"3•
"
Y
(ENCLOSE STRANDS)
EC03 & EF03 BARS EF03 BARS
(ENCLOSE STRANDS)
EC03 & EF03 BARS
EA04 BARS
24 SPA
@ 3"
3'-10"
*
* BAR LENGTH = Y-3"
**
ON OUTSIDE OF FASCIA BEAMS
OMIT FERRULE LOOP INSERTS
É PIPE SLEEVES (INTERIOR BEAM)
É INSERTS (EXTERIOR BEAM) &
** É INTERMEDIATE DIAPHRAGM &
T (FINAL CENTER TO CENTER OF BEARING)
3" (TYP) 3" (TYP)
BA
BA
SHOULD NOT BE INCLUDED ON THIS SHEET.
THE ABOVE NOTES ARE FOR INFORMATION ONLY AND
BASED ON BEAM PROFILE AND BEAM CAMBER.
"L" & "L'" IN BEAM DIMENSIONS TABLE ARE DETERMINED
BASED ON THE ACTUCAL BEAM LENGTH.
NOTED "TBD" SHALL BE DETERMINED BY THE DESIGNER
VARIABLES IN BEAM DIMENSIONS TABLE WITH VALUES
FOR DIMENSIONS "A" & "B", SEE DWG "BTB 003".
USE HAUNCH REINFORCEMENT WHEN BEAM HAUNCH > 3".
PROFILE.
TAKING INTO CONSIDERATION BEAM CAMBER AND BRIDGE
SOLE PLATE TILT TO BE DETERMINED BY THE DESIGNER
BEVEL EXCEEDS 1%.
TILT SOLE PLATE AS REQUIRED WHEN THE CALCULATED
50.8 55.8
16 SPA @ 6" 16 SPA @ 6"
20 SPA @ 6" 20 SPA @ 6"
c1 SPA @ 1'-6" (-)
c SPA @ 1'-0" (-)
g SPA @ 1'-6" (-) = U
42
47
7"
32
7"
TBD
TBD
TBD
TBD
28
70'-0"
47'-4"
71'-2"
52
53
39
7•"
TBD
TBD
TBD
TBD
32
80'-0"
57'-4"
81'-3"
62
60
8"
45
8"
TBD
TBD
TBD
TBD
36
90'-0"
67'-4"
91'-4"
72
67
8"
52
8"
TBD
TBD
TBD
TBD
40
100'-0"
77'-4"
101'-4"
82
73
8•"
59
8•"
TBD
TBD
TBD
TBD
44
110'-0"
87'-4"
111'-5"
1'-0" 1'-0"
***
L
L'
***
***
M
N
(É BRG-É BRG)
BEAM SPAN
MARK THIS END
EL05 BARS EL05 BARS EL05 BARS EL05 BARS EL05 BARS
7•"
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
prest_BT_003.dgn 003
PRESTRESSED BEAM DETAILS
BULB-TEE BEAM BTB
05/09/18
D (in)
70
80
90
100
110
W (in)
36
36
42
48
48
49
49
49
49
49
11
19
19
19
19
17
17
17
17
17
-
3
3
7
15
28
39
41
43
54
NO. OF STRANDS
DIMENSIONS
BEAM
BOTTOM
2" FROM
1ST LAYER,
BOTTOM
4" FROM
2ND LAYER,
BOTTOM
6" FROM
3RD LAYER,
OF STRANDS
TOTAL NO.
(D1) ELEVATION
INTERMEDIATE DIAPHRAGM
ANGLE (TYP)
6" x 6" x …"
TOP OF DECK
SECTION A-A
DIAPHRAGM
EQUAL
WIRE) OR APPROVED
(MEDIUM HIGH CARBON
FERRULE LOOP INSERT
‡" Ø ELECTROPLATED
É BOLT ANCHORAGE
3•
"
ANGLE
6" x 6" x …"
INSERT (TYP)
FERRULE LOOP
(TYP)
BEAM STIRRUPS
BEAM STIRRUPS
LONG. FASTEN TO
#4 TIE BARS x 3'-0"
6"6"
C B
2•"1•
"2„
"
6" x 6" x …" ANGLE
DIAPHRAGM SUPPORT
(TYP)
SLOTTED HOLE
•" x 2‰"
(TYP)
SLOTTED HOLE
•" x 2‰"
6"
D
1•" RADIUS
…" PLATE
ALTERNATE DIAPHRAGM
36"
DIMENSION TABLE
BEAM HEIGHT
48"
A B C
AA
CONNECTION DETAIL(INTERIOR BEAMS)
INTERIOR BEAM
IN DIAPHRAGM SUPPORT
•" x 2‰" SLOTTED HOLE
C/2
2"
IN CHANNEL
1ˆ" Ø HOLE
3
6
8
6
12
[HEIGHT AT END] (IN)
(HEIGHT AT MIDSPAN) -
NO. OF DRAPED STRANDS-
AB
USE WHEN < 60°q
q
*
* CLIP CAN BE INCREASED TO É OF BEAM
STRAND/DEBONDING LAYOUT TABLE
(FOR A CONTINUOUS LINE OF DIAPHRAGMS)
É BEAMS
DIAPHRAGM
OFFSET
PLAN FOR SKEW ANGLE 10°
É BEAMS
DIAPHRAGM
OFFSET
PLAN FOR SKEW ANGLE > 10°
SIDE
WASHER ON SLOTTED
x 3•" x Š" PLATE
TWO WASHERS AND 3•"
BOLTS WITH HEX NUT,
‡" Ø HIGH STRENGTH
CONNECTION DETAIL(INTERIOR BEAMS)
(FOR DIAPHRAGMS WITH SKEW ANGLES >10°)
SIDE
WASHER ON SLOTTED
x 3•" x Š" PLATE
TWO WASHERS AND 3•"
BOLTS WITH HEX NUT,
‡" Ø HIGH STRENGTH
3•" x Š" PLATE WASHERS
NUT, TWO WASHERS AND 3•" x
STRENGTH BOLTS WITH HEX
WITH PIPE SLEEVE, ‡" Ø HIGH
FORM 1‚" Ø HOLES IN WEB
DIAPHRAGM
CENTER OF
É REINF
1•" Ø
PIPE SLEEVE
CONCRETE INSERT DETAILS
SKEW ANGLE 10° SKEW ANGLE > 10°
É REINF
AT DIAPHRAGM
TYP FASCIA BEAM
AT DIAPHRAGM
TYP INTERIOR BEAM
AT ABUTMENT BEAM ENDS AT ABUTMENT BEAM ENDS
AT DIAPHRAGM
TYP FASCIA BEAM
AT DIAPHRAGM
TYP INTERIOR BEAM
(TYP)
2•"
Š" PLATE WASHER
FT LBS 3•" x 3•" x
WASHER. TORQUE TO 80
SCREW WITH LOCK
ELECTROPLATED CAP
‡" Ø x 3" LONG
TWO WASHERS AND 3•" x 3•" x Š" PLATE WASHERS
‡" Ø HIGH STRENGTH BOLTS WITH HEX NUT,
FORM 1‚" Ø HOLES IN WEB WITH PIPE SLEEVE,
FLANGE CLIP DETAIL
(FASCIA BEAMS)
FASCIA BEAM
2•
"
2•
"
q
q
(TYP)q
(TYP)q
CAP SCREW
É ‡" Ø ELECTROPLATED
INSERT
LOOP
FERREL
(FOR A CONTINUOUS LINE OF DIAPHRAGMS)
1‚" Ø
PIPE SLEEVE
1•" Ø
PIPE SLEEVE
É ‡" Ø H.S. BOLTSCAP SCREW
É ‡" Ø ELECTROPLATED É ‡" Ø H.S. BOLTS
INSERT
LOOP
FERREL 1‚" Ø
PIPE SLEEVES
(FOR STAGGERED DIAPHRAGMS)
SLOPE INSERTS AND HOLES IN BEAM WEBS TO MATCH SLOPE OF DECK.
OMIT INSERTS ON OUTSIDE OF FASCIA BEAMS.
CONTINUOUS HOLES IN BEAM WEB SHALL BE AS SHOWN ABOVE.
2•
"
2•
"
2•
"
2•
"
FINAL DESIGN DRAWINGS
AND SHOULD NOT BE INCLUDED ON THE
THIS TABLE IS FOR INFORMATION ONLY
42" 11…"
-
-
2
-
3
BOTTOM
8" FROM
4TH LAYER,
3,(4),[31]
3,(4),[29]; 3,(6),[31]
3,(4),[25]; 3,(6),[35]; 2,(8),[37]
3,(4),[41]; 3,(6),[43]
3,(2),[31]; 3,(4),[39]; 3,(6),[41]; 3,(8),[43]
1'-5ˆ"
1'-5ˆ" 1'-5…"
1'-5ˆ"
MC18 x 42.7 (48" DEEP BEAM)
C15 x 33.9 (42" DEEP BEAM)
C12 x 20.7 (36" DEEP BEAM)
D
18"
15"
12"
1'-9"
ALONG BEAM ALONG DIAPHRAGM
C
1'-3"
9"5…"
7" MIN (BOTT FLANGE)
9•" MIN (TOP FLANGE)
*
STRANDS
DRAPED
NO. OF
* *
** MEASURED FROM BOTTOM OF BEAM
(FT)
(É BRG-É BRG)
BEAM SPAN
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
steel_001.dgn
STEEL
STRUCTURAL STEEL DETAILS
001
ROLLED STEEL BEAM
05/09/18
É BRG
É BRG
ERECTION DIAGRAM
NOTES:
do
do
do
A
B
D
E
C
D1
D1
D1
D1
BRIDGE CONSTRUCTION É
q
SPAN LENGTH (L)
ROLLED STEEL BEAM
ROLLED STEEL BEAM
DC DW LL+I
SERVICE BEAM REACTIONS (KIPS)
D1
D1
D1
D1
90°0'0"
X
X
REF PT A
REF LINE A
REF PT B
REF LINE B
FOR INFORMATION ONLY:
"g"
RO
LLE
D S
TE
EL
BE
AM
S (H
OT-
DIP
GA
LV
ANIZ
ED)
"d"
SP
A
@ "e
" = "f
"
60
50
40
30
20
37
31
25
19
13
4
4
3
3
2
FINAL DESIGN DRAWINGS
NOT BE INCLUDED ON THE
INFORMATION ONLY AND SHOULD
THIS TABLE IS FOR
(FT)
(É BRG-É BRG)
BEAM SPAN
AB
AB
THIS SHEET.
THE ABOVE NOTES ARE FOR INFORMATION ONLY AND SHOULD NOT BE INCLUDED ON
"A" & "B" ARE MEASURED FROM BRIDGE CONST É TO ADJACENT BEAM É.
NO INTERMEDIATE DIAPHRAGMS REQUIRED FOR 20' SPANS.
PLACE DIAPHRAGMS PARALLEL TO REF LINES.
LENGTH.
DYNAMIC LOAD ALLOWANCE DEFLECTION DOES NOT EXCEED 1/800 OF SPAN
FACTOR. THE RESULTING LOAD IS DESIGNATED HL-93 MOD. LIVE LOAD PLUS
REPLACED BY A SINGLE 60 KIP AXLE LOAD BEFORE APPLICATION OF THIS 1.2
THAT THE DESIGN TANDEM PORTION OF THE HL-93 LOAD DEFINITION SHALL BE
AASHTO LRFD BRIDGE DESIGN SPECIFICATION HL-93 LOADING WITH THE EXCEPTION
THE DESIGN OF THESE STRUCTURES IS BASED ON 1.2 TIMES THE CURRENT
"S" = BEAM SPAN (É BRG - É BRG)
LL+I DENOTES SERVICE LIVE LOAD PLUS IMPACT REACTION PER LANE
DW DENOTES SERVICE BEAM REACTION DUE TO FUTURE WEARING SURFACE
& DIAPHRAGMS
DC DENOTES SERVICE DEAD LOADS DUE TO BEAM SELF WEIGHT, DECK WEIGHT,
ERECTION DIAGRAMq qFOR < 70°
(TYP EACH END)
S/3 (FOR S = 60')
(TYP EACH END)
S/3 (FOR S = 60')
(TYP EACH END)
S/2 (FOR S = 30', 40' OR 50')
(TYP EACH END)
S/2 (FOR S = 30', 40' OR 50')
FIELD CONNECTIONS SHALL BE BOLTED WITH ƒ" HIGH-STRENGTH BOLTS (EXCEPT AS NOTED).
DIAPHRAGMS (EXCEPT CONNECTION PLATES).
50W. AASHTO M270, GRADE 36, STEEL MAY BE USED IN LIEU OF THESE STEELS FOR THE
STRUCTURAL STEEL SHALL CONFORM TO AASHTO M270, GRADE 50, OR AASHTO M270, GRADE
SPECIFICATIONS.
ALL STRUCTURAL STEEL SHALL BE HOT-DIPPED GALVANIZED ACCORDING TO THE STANDARD
BEAM LYING ON IT'S SIDE.
SPECIFIED IN THE AWS SPECIFICATIONS. THE CAMBER SHOWN IS TO BE MEASURED WITH THE
HEATING IS TO BE USED, IF NECESSARY, TO PROVIDE THE CAMBER WITHIN THE TOLERANCE
THE BEAMS SHALL BE CAMBERED WITH ORDINATES AS SHOWN ON THE CAMBER DIAGRAM.
SHEAR DEVELOPERS SHALL BE ƒ" DIAMETER STUDS.
ALL HOLES SHALL BE Ž" Ø FOR ƒ" Ø H.S. BOLTS.
NOTED).
FIELD CONNECTIONS SHALL BE BOLTED WITH ƒ" Ø HIGH STRENGTH BOLTS (EXCEPT AS
FOR = 70° TO 90°
120
115
111
107
103
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
3"
ƒ" Ø STUD
1‚" Ø FOR
STUD
ƒ" Ø
TOP OF FLANGE
MIN
…"
6" 6"
É BRG É BRG
BEAM DIMENSION TABLE
c d e
PLAN
TO TRANSVERSE REINFORCEMENT.
ROWS OF STUDS SHALL BE SET PARALLEL
(TYP)
1" Ø HOLE
= e
c SPA @ d
(ANGLE OF CROSSING < 90°) (ANGLE OF CROSSING = 90°)
steel_002.dgn
STRUCTURAL STEEL DETAILS
ROLLED STEEL BEAM STEEL
002
05/09/18
DIAPHRAGM (TYP)
É INTERMEDIATE
TYPE
BEAM
É BEAM
60'
50'
40'
30'
20'
AT DIAPHRAGM
INTERMEDIATE STIFFENER
AT DIAPHRAGM
INTERMEDIATE STIFFENER
AT DIAPHRAGM
INTERMEDIATE STIFFENER
*
(1" INCREMENTS)
2" MINIMUM PENETRATION OF STUD INTO DECK SLAB.
* INCREASE LENGTH OF STUD AS NEEDED TO MAINTAIN
SECTION
3"
MIN
MIN2"
TOP OF SLAB
(TYP)
PLACE FORMS
METAL STAY IN
É BEAM
3" MIN
3
2
2
2
2
STUD SPA
2'-0" (MAX)
STUD SPA
2'-0" (MAX)
a SPA @ 2'-0" (MAX) = b
W36 x 170
W30 x 173
W24 x 117
W21 x 93
W21 x 93
10"
12"
9"
7•"
7•"
2'-6"
2'-0"
1'-6"
1'-3"
1'-3"
(É BRG-É BRG)
BEAM SPANa b f W
8•"
8•"
7•"
7"
7"
61'-5"
51'-5"
41'-3"
31'-2"
21'-2"
31
26
21
16
11
60'-5"
50'-5"
40'-3"
30'-2"
20'-2"
BEAM ELEVATION
SHEAR STUD DEVELOPER DETAILS
DETAIL OF STUD
16" (M
AX)
4" (MIN
***** ***
HA
UN
CH
SL
AB
9"
(TYP)
1•" MIN
ON THE FINAL DESIGN DRAWINGS
ONLY AND SHOULD NOT BE INCLUDED
THIS TABLE IS FOR INFORMATION
*** FOR 60' SPAN
** FOR 30', 40' OR 50' SPANS
ff
W
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
steel_003.dgn
STEEL
STRUCTURAL STEEL DETAILS
003
Ì …"A
A
(TYP)
(TYP)
4"
3" (T
YP)
3" (T
YP)
STIFFENER (TYP)
INTERMEDIATE
DIAPHRAGM D1
INTERMDEIATE
(PARALLEL TO REF LINES)
INTERMEDIATE DIAPHRAGM D1
b c d e
(TYP)
H.S. BOLTS
É ƒ" Ø A325
(TYP)
H.S. BOLTS
É ƒ" Ø A325
STIFFENER (TYP)
INTERMEDIATE
DIAPHRAGM DIMENSION TABLE
ROLLED STEEL BEAM
c = d
b SP
A
@
É BEAM
(MIN)
2"
(MIN)
2"
É BEAM
05/09/18
É BEAM
É BEAM
TYPE
BEAM
MEASURED PARALLEL TO REF LINES
a *
* "a" SHALL BE DETERMINED BASED ON ACTUAL BRIDGE SKEW
(TYP)
2"
6
4
3
2
-
3"
3"
2"
2"
-
18"
12"
6"
4"
-
W36 x 170
W30 x 173
W24 x 117
W21 x 93
W21 x 93
24"
18"
12"
10"
-
BASED ON ABUTMENT AND BEARING GEOMETRY
É BEAM
(MIN)
2"
(MIN)
2"
É BEAM
(TYP)
2"
(TYP)
H.S. BOLTS
É ƒ" Ø A325
(NORMAL TO BRIDGE CONST É)
INTERMEDIATE DIAPHRAGM D1
90°(TYP)
STIFFENER
INTERMEDIATE
FOR ANGLE OF CROSSING 70° TO 90°
FOR ANGLE OF CROSSING < 70°
(FT)
(É BRG TO É BRG)
BEAM SPAN
60
50
40
30
20
ALTERNATE
1‚" R
-„"
+‚"
TYP
e
3•"
Ì …" Ì …"
(TYP)
± 3" x 3" x …"
q
SEE NOTE 1
SEE NOTES 1 & 2
TYP TOP & BOTT
Š
3"
(TYP)
1•"
TIGHT FIT (TYP)
Š
(TYP)
1•"
STIFFENER DETAIL @ CROSSFRAME
INTERMEDIATE TRANSVERSE
‹" MIN THICKNESS
NOTE 2: WRAP WELD AROUND OUTSIDE EDGE
NOTE 1: STOP WELD ‚" SHORT OF CORNER CLIPS
MIN
‹"
(TYP)
TIGHT FIT
BOLT HOLES NOT SHOWN FOR CLARITY
É BRG
REF LINE
CLIP TOP FLANGE
q
TYPICAL INTERMEDIATE DIAPHRAGM
INTERMEDIATE DIAPHRAGM D1 ELEVATION
SECTION A-A
TOP FLANGE CLIP DETAIL
10"
10"
1'-5"
É BEAM
1" R (MIN)
ALTERNATE DETAIL
(TYP)
•"
FINAL DESIGN DRAWINGS
AND SHOULD NOT BE INCLUDED ON THE
THIS TABLE IS FOR INFORMATION ONLY
SECTION A-A
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
steel_004.dgn
STEEL
STRUCTURAL STEEL DETAILS
004
THEORETICAL CAMBER TABLE
BEAM LYING ON IT'S SIDE ERECTED POSITION, NO OTHER LOADS APPLIED
DEFLECTED BEAM AND DIAPHRAGMS IN
ROLLED STEEL BEAM
1-01-10
DEF
LE
CTIO
N
Ë
AT
MID
SP
AN
ORDINATE DIMENSION TABLE
1-0 1-1 1-2 1-3 1-4 1-5 1-6 1-7 1-8 1-9 1-10BEAM
05/09/18
TYPE
BEAM
60'
50'
40'
30'
20'
6'
5'
4'
3'
2'
a b c
60'
50'
40'
30'
20'
60'
50'
40'
30'
20'
0
0
0
0
0
0
0
0
0
0
0.30
0.17
0.15
0.08
0
0.56
0.33
0.28
0.15
0
0.76
0.45
0.39
0.20
0
0.90
0.52
0.46
0.24
0
0.94
0.55
0.48
0.25
0
0.90
0.52
0.46
0.24
0
0.76
0.45
0.39
0.20
0
0.56
0.33
0.28
0.15
0
0.30
0.17
0.15
0.08
0
*
ACCOUNT FOR THE ROADWAY PROFILE.
BARRIERS. ADJUSTMENTS TO THE VALUES SHALL BE MADE TO
TO BEAM SELF WEIGHT, DECK & HAUNCH WEIGHT, DIAPHRAGMS AND
* CAMBER TABLE VALUES ONLY ACCOUNT FOR BEAM DEFLECTION DUE
CAMBER ORDINATES (in)
W36 x 170
W30 x 173
W24 x 117
W21 x 93
W21 x 93
W36 x 170
W30 x 173
W24 x 117
W21 x 93
W21 x 93
(É BRG-É BRG)
BEAM SPAN
(É BRG-É BRG)
BEAM SPAN
10
10
10
10
10
CAMBER DIAGRAM
a EQ SPA @ b = c
LEVEL BASELINE
É BRG É BRG
1-1
1-2
1-3
1-4
1-5
1-9
1-8
1-7
1-6
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
prest_SBB_005.dgn 001
BRG
PRESTRESSED BOX BEAM BEARING DETAILS
05/09/18
ƒ" SOLE Ì
OF SOLE Ì)(TYP ALONG SIDES
ƒ" BEVEL (OPTIONAL)
ABUTTOP OF
PAD
ELASTOMERIC
J
@ „" THICK EACH
"s" SHIM PLATES
@ "t" THICK EACH
"n" INTERIOR ELASTOMER LAYERS
SECTION A-A
BEAM
END OF
É BRG
BOTT OF BEAM
4"
1‚
"1ƒ
"1"
(ƒ")
SOLE Ì
NOTES:
BEAM
END OF
É BRG
BOTT OF BEAM
1•"
WITH HEAD
•" Ø SHEAR STUD
4"
MIN
WITH 1‚" Ø HOLES
Ì ‚" x 2" x 4"
REINFORCEMENT
WITHOUT INTERFERENCE TO
HIGHEST ROW OF STRANDS
** EXTEND SHEAR STUDS ABOVE
W L
‚TYP
‚TYP
B
B (SEE SECTION B-B)
SHEAR STUD ANCHOR (TYP)
SECTION B-B
A
A
A-A)
(TYP) (SEE SECTION
WITH 1‚" Ø HOLES
Ì ‚" x 2" x 4"
É BEAM
W
L
É BRG
L/2
L/2
L + 2"
PLAN OF SOLE PLATE
PLAN OF ELASTOMERIC PAD
É BEAM
PAD
ELASTOMERIC
PAD
ELASTOMERIC
1"
L
1"
1"
L
1"
SECTION C-C
ON THE FINAL DESIGN DRAWINGS
ONLY AND SHOULD NOT BE INCLUDED
THIS TABLE IS FOR INFORMATION
‚"
‚"
(TYP)
„"
(TYP)
2" Ø HOLE (TYP)
6•"
4'-0" (FOR 48" WIDE BEAM)
3'-0" (FOR 36" WIDE BEAM)
3"
3"
8"
6"
8"
6"
10"
6"
8"
6"
8"
6"
3"
3" FOR 36" WIDE BEAM
FOR 48" WIDE BEAM
C C
1"
WITH 6" PROJECTION
1'-6" POSITION DOWEL
É BEARINGS, É 1" Ø x
(TYP)
6•"
(TYP)
2" Ø HOLE
110
100
90
80
70
60
50
40
30
20
SPREAD BOX BEAM BEARING DIMENSION TABLE
J s n t
3'-9"
3'-9"
3'-9"
3'-9"
3'-9"
3'-9"
3'-9"
2'-9"
2'-9"
2'-9"
9"
9"
8"
7"
7"
7"
7"
6"
4"
4"
2…"
2…"
2„"
2„"
1‡"
1•"
1•"
1‚"
1"
1"
2
2
2
2
2
1
1
1
0
0
3
3
3
3
3
2
2
2
0
0
ƒ"
ƒ"
†"
†"
•"
ƒ"
ƒ"
•"
0"
0"
W L
ON THE FINAL DESIGN DRAWINGS
ONLY AND SHOULD NOT BE INCLUDED
THIS TABLE IS FOR INFORMATION
110
100
90
80
70
60
50
40
30
20
J s n t
3'-9"
3'-9"
3'-9"
3'-9"
3'-9"
3'-9"
2'-9"
2'-9"
2'-9"
2'-9"
9"
9"
8"
7"
7"
7"
6"
6"
4"
4"
2…"
2…"
2„"
2„"
2„"
1•"
1•"
1•"
1"
1"
2
2
2
2
2
1
1
1
0
0
3
3
3
3
3
2
2
2
0
0
ƒ"
ƒ"
†"
†"
†"
ƒ"
ƒ"
ƒ"
0"
0"
SIDE BY SIDE BOX BEAM BEARING DIMENSION TABLE
*
* 0" FOR L = 4"
FOR INFORMATION ONLY:
(FT)
(É BRG-É BRG)
BEAM SPAN
(FT)
(É BRG-É BRG)
BEAM SPAN
8"
(ƒ")
SOLE Ì
8"
REQUIRED IN ALL BEAM ENDS.
THE REQUIREMENTS OF AASHTO M 270 GRADE 36. SOLE PLATES ARE
STEEL FOR SOLE PLATES AND OTHER BEARING COMPONENTS SHALL MEET
CONCRETE BEAMS.
M 232. POSITION DOWELS ARE INCLUDED IN PAYMENT FOR PRESTRESSED
POSITION DOWELS SHALL BE HOT-DIP GALVANIZED ACCORDING TO AASHTO
1%.
TILT SOLE PLATE AS REQUIRED WHEN THE CALCULATED BEVEL EXCEEDS
BLOCK OUT CONCRETE AT ELASTOMERIC BEARINGS.
INCLUDED ON THIS SHEET.
THE ABOVE NOTES ARE FOR INFORMATION ONLY AND SHOULD NOT BE
CONSIDERATION BEAM CAMBER AND BRIDGE PROFILE.
SOLE PLATE TILT TO BE DETERMINED BY THE DESIGNER TAKING INTO
EXCEEDS 1%.
TILT SOLE PLATE AS REQUIRED WHEN THE CALCULATED BEVEL
PADS WITH NO SHIMS PLATES.
ELASTOMERIC BEARINGS FOR BEAM SPANS 20' AND 30' ARE PLAIN
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
prest_BT_004.dgn 002
BRG
PRESTRESSED BULB-TEE BEAM BEARING DETAILS
05/09/18
@ ƒ" THICK EACH
3 ELASTOMER LAYERS
ƒ" SOLE Ì
@ „" THICK EACH
4 SHIM PLATES
OF SOLE Ì)(TYP ALONG SIDES
ƒ" BEVEL (OPTIONAL)
ABUTTOP OF
PAD
ELASTOMERIC
3‚
"
SECTION A-A
BEAM
END OF
É BRG
BOTT OF BEAM
4"
1‚
"1ƒ
"1"
(ƒ")
SOLE Ì
NOTES:
5"
BEAM
END OF
É BRG
BOTT OF BEAM
(ƒ")
SOLE Ì
5"
1•"
WITH HEAD
•" Ø SHEAR STUD
4"
MIN
•"
•"
WITH 1‚" Ø HOLES
Ì ‚" x 2" x 4"
REINFORCEMENT
WITHOUT INTERFERENCE TO
HIGHEST ROW OF STRANDS
** EXTEND SHEAR STUDS ABOVE
110
100
90
80
70
W
2'-0"
2'-1"
2'-0"
2'-0"
2'-0"
L
1'-3"
1'-2"
1'-2"
1'-1"
1'-0"
DIMENSION TABLE
3'-4"
2•"3 EQ SPA = 2'-11"2•"
‚TYP
‚TYP
B
B (SEE SECTION B-B)
SHEAR STUD ANCHOR (TYP)
SECTION B-B
A
A
A-A)
(TYP) (SEE SECTION
WITH 1‚" Ø HOLES
Ì ‚" x 2" x 4"
Ì „" x 3" x 5"
É BEAM
‚
ELASTOMERIC PAD
1†" x 4" SLOT IN
W
L
É BRG
L/2
L/2
L + 2"
PLAN OF SOLE PLATE
PLAN OF ELASTOMERIC PAD
É BEAM
PAD
ELASTOMERIC
PAD
ELASTOMERIC
1"
L
1"
1"
L
1"
SECTION C-C
AND ELASTOMERIC PAD
x 4" SLOT IN SOLE Ì
PROJECTION, & É 1†"
DOWEL WITH 3ƒ"
x 1'-2" POSITION
É BEARINGS, É 1•" Ø
AASHTO M 270 GRADE 36. SOLE PLATES ARE REQUIRED IN ALL BEAM ENDS.
STEEL FOR SOLE PLATES AND OTHER BEARING COMPONENTS SHALL MEET THE REQUIREMENTS OF
ARE INCLUDED IN PAYMENT FOR PRESTRESSED CONCRETE BEAMS.
POSITION DOWELS SHALL BE HOT-DIP GALVANIZED ACCORDING TO AASHTO M 232. POSITION DOWELS
BLOCK OUT CONCRETE AT ELASTOMERIC BEARINGS.
ON THE FINAL DESIGN DRAWINGS
ONLY AND SHOULD NOT BE INCLUDED
THIS TABLE IS FOR INFORMATION
‚"
‚"
(TYP)
„"
C C
(FT)
(É BRG-É BRG)
BEAM SPAN
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
steel_005.dgn 003
TYP
2" 2"
É OF BRG
SOLE Ì
ELASTOMERIC BEARING
•"
•"
3•
"3•
"
(4 REQUIRED PER BEARING)
W/ FLAT WASHER & HEX NUT
ƒ" Ø THREADED STUD
"E""E"
"N"
"J"
"G"
"H"
8"
2„"
4"
"L"
ANCHOR BOLT (TYP)
É 1" Ø F1554 GR. 55
(TYP)
SIDE RETAINER
(TYP ES)
‚"
ANCHOR BOLT
1" Ø F1554 GR. 55
É 1‚" Ø HOLE FOR
ANCHOR BOLT
1" Ø F1554 GR. 55
É 1‚" Ø HOLE FOR
(TYP)
•"
1"
(TYP)
†" Ø TAPPED HOLE IN SOLE Ì
É ƒ" Ø THREADED STUD &
2" 2"
(TYP)
(TYP)
É OF THREADED STUD
IN BOTTOM FLANGE
É ‡" Ø HOLES
BEARING ASSEMBLY DIMENSIONS
SOLE Ì
"B"
"B"/2"B"/2
"G"
"G"/2"G"/2
BONDED
BONDED
1'-4"
É BEAM
END VIEW
@ ABUTMENTS
END OF BEAM
SIDE VIEW
SIDE VIEW
SIDE VIEW
BEAM SIZE
NUT AND WASHER (TYP)
ANCHOR BOLT WITH HEX
1" Ø F1554 GR. 55
BRG
ROLLED STEEL BEAM BEARING DETAILS
05/09/18
14"
14"
12"
11"
11"
‚"
60
50
40
30
20
17"
17"
17"
10"
10"
ABUTMENT SEAT
FL
AN
GE
THIC
KN
ESS + 1ƒ
"
(TYP)
1"
1"
SEE DETAIL X
DOWEL & HOLE
É POSITION
"H"
"G"
"G"/2"G"/2
"B"
"B"/2"B"/2
"J"
"N"
ELASTOMERIC BEARING
ELASTOMERIC BEARING
SOLE Ì
2" 2"
(TYP)
†" Ø TAPPED HOLE IN SOLE Ì
É ƒ" Ø THREADED STUD &
2"2"
ELASTOMERIC PAD & SOLE Ì
DOWELS & É 1‚" Ø HOLE IN
É 1" Ø x 1'-9" POSITION
(TYP)
‡" Ø HOLES IN BOTT0M FLANGE
BONDED
(TYP ES)
SOLE Ì
(TYP)
•"
PR
OJ
EDGE COVER
„"
1" Ø POSITION DOWEL
É 1‚" Ø HOLE
END OF BEAM
(TYP)
•"
W36 x 170
W30 x 173
W24 x 117
W21 x 93
W21 x 93
15"
15"
15"
8"
8"
"D"
10ƒ"
10ƒ"
10ƒ"
7‚"
7‚"
"D"
Ì N" x H" x D"15"
15"
13"
12"
12"
2"
2"
2"
1•"
1•"
4‡"
4‡"
4‡"
3"
3"
@ „" THICK EACH
"s" SHIM PLATES LAYERS @ "t" THICK EACH
"n" INTERIOR ELASTOMER
B D E G H J L N
3
3
3
0
0
s
2
2
2
0
0
n
ƒ
ƒ"
ƒ
0"
0"
t
‚"
@ „" THICK EACH
"s" SHIM PLATES
2…"
2…"
2…"
1"
1"
(FT)
(É BRG-É BRG)
BEAM SPAN
@ "t" THICK EACH
ELASTOMER LAYERS
"n" INTERIOR
(TYP)
EXPANSION BEARING
ELASTOMERIC
EXPANSION BEARING
ELASTOMERIC
END VIEW SIDE VIEW
ELASTOMERIC BEARING DETAILS - FIXED
DETAIL XSOLE PLATE DETAILS
ELASTOMERIC BEARING DETAILS
ELEVATION
SIDE RETAINER
PLAN
ANCHOR BOLT DETAIL
2" 2"
(TYP)
1"
EDGE COVER
„"
„" CLR
•"
•"
•"
•"
1"
NOTES:
1'-4"
1"
Ø
DOWEL DETAIL
POSITION
FOR INFORMATION ONLY:
ANCHOR BOLTS SHALL BE INSTALLED AFTER BEAMS ARE ERECTED IN PLACE.
ANCHOR BOLTS SHALL CONFORM TO SECTION 908.15.
TO MDOT STANDARD SPECIFICATION 707.03.C.16.
AT NO ADDITIONAL COST. ANCHOR BOLTS AND POSITION DOWELS SHALL BE GALVANIZED ACCORDING
ANCHOR BOLT LENGTHS SHOWN ARE MINIMUM. BOLTS LONGER THAN THAT SHOWN MAY BE FURNISHED
AASHTO M 270 GRADE 36.
STEEL FOR SOLE PLATES AND OTHER BEARING COMPONENTS SHALL MEET THE REQUIREMENTS OF
GALVANIZED IN ACCORDANCE WITH AASHTO M 111, AS POSITION DOWELS FOR PRECAST BEAMS.
USE NON-DEFORMED STEEL RODS IN ACCORDANCE WITH AASHTO M 270 GRADE 36 AND HOT-DIP
ES DENOTES EACH SIDE.
ON THE FINAL DESIGN DRAWINGS
ONLY AND SHOULD NOT BE INCLUDED
THIS TABLE IS FOR INFORMATION
THE ABOVE NOTES ARE FOR INFORMATION ONLY AND SHOULD NOT BE INCLUDED ON THIS SHEET.
SOLE PLATES ARE TO BE BEVELED WHEN THE CALCULATED BEVEL IS GREATER THAN 0.5%.
ELASTOMERIC BEARINGS FOR BEAM SPANS 20' AND 30' ARE PLAIN PADS WITH NO SHIMS PLATES.
REQUIRED IN THE DESIGN OF THE ELASTOMERIC BEARING PADS.
FOR SINGLE SPAN STRUCTURES 25'-0" OR LESS IN LENGTH, ALLOWANCE FOR EXPANSION IS NOT
CS:
JN:
TSC:
DATE:
DESIGN UNIT:
DRAWING SHEET
NO SCALE SECTDESCRIPTIONAUTH
DESCRIPTIONAUTH
DATE NO. DATENO.
FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )
FILE:
expjt_001.dgn
EXPJT
001
1•"
PARAPET
RAILING
CURB LINE
EXPANSION JOINT DEVICE
PAY LIMITS FOR
8"
UP
BE
ND
JOINT DEVICE
EXPANSION
NEAREST 10°
CROSSING TO
ANGLE OF
NUMBER
STRUCTUREOF JOINT
LOCATION
JOINT DEVICE
OF EXPANSION
REQUIRED LENGTH
A A
EXPANSION JOINT DETAILS
(TOOL/GRIND FINISH)
‚" RADIUS/BEVEL
TOP OF CONCRETE
‚" - …" BELOW
PLACE STEEL FRAME
JOINT TYPES
NOTES:
DEVICE MANUFACTURER
FABRICATION AND INSTALLATION
DETAILS AT CURBS OR BARRIERS
MATERIALS
BELOW:
THE PLANS, THE CONTRACTOR HAS THE OPTION OF USING ANY OF THE DEVICES LISTED
NEOPRENE (OR EQUIVALENT) SEAL ACROSS THE DECK. UNLESS OTHERWISE NOTED ON
THE EXPANSION JOINT DEVICE SHALL BE OF A TYPE THAT INCLUDES A CONTINUOUS
THE TOTAL MOVEMENT NOTED ON THE PLANS.
THE MODEL OF THE JOINT TYPE SELECTED SHALL BE SUITABLE TO ACCOMMODATE
STANDARD INSTALLATION DETAILS CAN BE OBTAINED FROM THE DESIGN DIVISION.
DEVICES FOR WHICH A SET OF STANDARD INSTALLATION DETAILS HAS BEEN APPROVED.
SPECIFICATION 104.02. THIS REQUIREMENT IS WAIVED FOR EXPANSION JOINT
JOINT DEVICE SHALL BE SUBMITTED FOR REVIEW IN ACCORDANCE WITH STANDARD
COMPLETE WORKING DRAWINGS OF ALL DETAILS OF FABRICATION OF THE EXPANSION
APPROVAL OF THE ENGINEER.
WITH MANUFACTURER'S RECOMMENDATIONS SUBJECT TO NOTES HEREIN AND THE
OF THE BRIDGE DECK, BARRIERS, ETC. IT SHALL BE INSTALLED IN ACCORDANCE
THE EXPANSION JOINT SHALL BE SHOP FABRICATED TO CONFORM TO THE CONTOUR
PRACTICABLE WITHOUT DAMAGING GALVANIZED OR EPOXY COATINGS.
TIE DECK REINFORCING STEEL TO STEEL FRAME ANCHORS TO MAXIMUM EXTENT
ACCORDANCE WITH SUBSECTION 707.03C.17 OF THE STANDARD SPECIFICATIONS.
THE STEEL ANCHORAGE FOR STRIP SEAL GLANDS SHALL BE HOT DIP GALVANIZED IN
TOLUENE OR OTHER APPROVED SOLVENT.
CONTACT WITH A SEALANT, OR LUBRICANT-ADHESIVE SHALL BE CLEANED WITH
THE AREA OF THE STEEL ANCHORAGE AND SEALING GLAND WHICH WILL BE IN
OR BARRIERS IS INCLUDED IN THE PAYMENT FOR THE EXPANSION JOINT DEVICE.
THE EXPANSION JOINT AND THE TERMINAL ASSEMBLIES AT THE CURBS, SIDEWALKS,
THE COST OF ALL MATERIALS AND LABOR REQUIRED FOR PROPER INSTALLATION OF
SCHEMES WILL BE CONSIDERED AND MAY BE USED IF APPROVED BY THE ENGINEER.
EXPANSION JOINT DEVICE AT CURBS OR BARRIERS. VARIATIONS OR ALTERNATIVE
THE DETAILS ON THIS SHEET SHOW AN APPROVED MEANS OF TERMINATING THE
BY A TRAINED REPRESENTATIVE OF THE MANUFACTURER.
IT SHALL BE SPLICED BY AN APPROVED METHOD (SUCH AS COLD VULCANIZATION)
IN THE EVENT THAT SPLICING IS REQUIRED OF THE SEALING GLAND,
ONFLEX 40 SSA ..................................... STRUCTURAL RUBBER PRODUCTS CO.
ONFLEX 40 SS ....................................... STRUCTURAL RUBBER PRODUCTS CO.
STEELFLEX-SSCM ................................... D.S. BROWN
STEELFLEX-SSA2 ................................... D.S. BROWN
WABO STRIP SEAL - TYPE A ............... WATSON-BOWMAN & ACME, INC.
WABO STRIP SEAL - TYPE M ............... WATSON-BOWMAN & ACME, INC.
CONCRETE SLAB (PAVEMENT).
THE TOP OF THE EXPANSION JOINT DEVICE SHALL BE SET ‚" - …" BELOW THE
REMOVE SHIPPING BOLTS PRIOR TO PLACEMENT OF CONCRETE.
OF BRIDGE
ALONG CENTERLINE
MIN. TOT. TRAVEL
MAX
4•"
MIN
•"
05/09/18
ABUT A OR B
SLEEPER SLAB AT
B
B
PLAN AT FLUSH MOUNT PARAPET RAILING
SECTION A-A
SECTION B-B
EXPANSION JOINT DEVICE
SLAB FASCIA
ROAD PLANS)
PAVT (SEE
FOR JOINT, SEE ROAD PLANS
EXP JOINT DEVICEREQUIREMENTS
MANUFACTURER'S
BLOCKOUT PER
APPROACH SLAB
SLEEPER SLAB
UNDERDRAIN, FDN, 4 INCH
SECTION THROUGH EXPANSION JOINT
FOR INFORMATION ONLY:
BE INCLUDED ON THIS SHEET.
THE ABOVE NOTE IS FOR INFORMATION ONLY AND SHOULD NOT
FOR ROLLED STEEL BRIDGES.
50 FEET FOR CONCRETE BEAM BRIDGES AND LESS THAN 25 FEET
CONTRIBUTING TO EXPANSION AT AN ABUTMENT IS LESS THAN
EXPANSION JOINTS ARE NOT REQUIRED WHEN LENGTH OF BRIDGE
