PLOTTED: 10:16:47 AM 9/19/2014 OPERATOR: kenneth.younger FILE PATH: P:\CDR BRIDGE\PROPOSALS\P3672.00-Folded_Steel_Plate_Girder\Design\USTN\AASHTO\FSPG General Notes.dgn COMMONWEALTH OF PENNSYLVANIA DEPARTMENT OF TRANSPORTATION DESIGNER CDR JOB #: CHECKED: DRAWN: DESIGNED: SCALE: DATE: SHEET OF 20 MJM KTY NOT TO SCALE RTE BUREAU OF PROJECT DELIVERY PITTSBURGH, PA 15212-5746 503 MARTINDALE STREET D.L. CLARK BUILDING, SUITE 610 WEB: www.cdrbridges.com F: 412-322-2138 P: 412-322-0313 PENNDOT DRAWING #14-604-BDTD REVISIONS Mark Description By Chk’d. Recm’d. Date FOLDED STEEL PLATE GIRDER SYSTEM CDR BRIDGE SYSTEMS, LLC Y N S E N P V A L N I A REGISTERED M C M O W O N H F O A E T L PROFESSIONAL ENGINEER PE-054712-E MATTHEW J. MACEY IS COVERED UNDER U.S. PATENT NUMBER 7,627,921 ORIGINALLY INTENDED. THIS FOLDED STEEL PLATE GIRDER SYSTEM DRAWING OTHER THAN THAT OF WHICH CDR BRIDGE SYSTEMS, LLC REPRESENTATION OR WARRANTIES AS TO ANY USE OF THIS BRIDGE SYSTEMS, LLC. CDR BRIDGE SYSTEMS, LLC MAKES NO WAY INJURIOUS TO AND/OR CONTRARY TO THE INTERESTS OF CDR LLC. NO USE IS TO BE MADE OF IT WHICH IS OR MAY BE IN ANY OTHERS WITHOUT THE EXPRESSED CONSENT OF CDR BRIDGE SYSTEMS, OF IT NOR INFORMATION DERIVED FROM IT IS TO BE GIVEN TO PLATE GIRDER PATENT. NEITHER THE DRAWING OR REPRODUCTION CDR BRIDGE SYSTEMS, LLC IS A LICENSEE OF THE FOLDED STEEL THIS DRAWING IS THE PROPERTY OF CDR BRIDGE SYSTEMS, LLC. 9/19/14 DESIGN SPECIFICATIONS STANDARD DETAILS FOLDED STEEL PLATE GIRDER SYSTEM 1.0 USE AND LIMITATIONS 2.0 TECHNICAL INFORMATION 3.0 GENERAL DESIGN DESIGN SPECIFICATIONS TM TM TM TM TM TM TM TM TM 1 TM RAISED SIDEWALKS ARE NOT CONSIDERED FOR THE DESIGN. ACCOMMODATED IN THE GIRDER HAUNCH. DEAD LOAD DEFLECTION AND CROSS SLOPE SHALL BE DUE TO COLD BENDING, THE GIRDERS CANNOT BE CAMBERED. 4.0 STRUCTURAL DESIGN A CONTRACTOR ALTERNATE. FOR USE IN PRELIMINARY ENGINEERING, FINAL DESIGN, OR AS THE FOLDED STEEL PLATE GIRDER SYSTEM MAY BE SPECIFIED INTO ANY PROJECT. UPON DEPARTMENT BRIDGE ENGINEER APPROVAL, INCORPORATING THE FOLDED STEEL PLATE GIRDER SYSTEM SECURE THE DEPARTMENT BRIDGE ENGINEER’S APPROVAL BEFORE DESIGN MANUAL, PART 4. PENNSYLVANIA DEPARTMENT OF TRANSPORTATION (PENNDOT) 503 MARTINDALE STREET, PITTSBURGH, PA 15212), AND GIRDER SYSTEM (D.L. CLARK BUILDING, SUITE 610, CDR BRIDGE SYSTEMS, LLC FOR THE FOLDED STEEL PLATE PER MANUFACTURER’S DESIGN SPECIFICATIONS PREPARED BY GIRDER DESIGN PARAMETERS AND OTHER LIMITATIONS ARE AS GUIDELINES SPECIFIED HEREIN. THE FOLDED STEEL PLATE STEEL PLATE GIRDER SYSTEM IN ACCORDANCE WITH THE CALCULATIONS AND CONTRACT DRAWINGS FOR THE FOLDED CDR BRIDGE SYSTEMS, LLC IS TO PREPARE DESIGN CONSTRUCTION SPECIFICATIONS. THE CONTRACT DOCUMENTS EITHER BY NEEDED DETAILS OR ENSURING THAT ALL DESIGN ASSUMPTIONS ARE VALIDATED IN ENGINEERING THEORY AND CALCULATION CORRECTNESS AND CDR BRIDGE SYSTEMS, LLC TAKES FULL RESPONSIBILITY FOR HOT DIP GALVANIZED OR PAINTED. GRADE 50 OR GRADE 50W. NON-WEATHERING STEEL SHALL BE STRUCTURAL STEEL FOR GIRDERS IS ASTM A709/A709M, GIRDER PLATE THICKNESS. INSIDE RADIUS USED FOR COLD BENDING IS 5 TIMES THE FABRICATION. SHOP WELDING OF THE GIRDERS IS NOT REQUIRED FOR GIRDER FLANGES. FLANGE SEPARATORS ARE USED FOR BRACING OF THE BOTTOM BC-700 SERIES STANDARD DRAWINGS. DETAILS ARE IN ACCORDANCE WITH THE PENNDOT BD-600M AND STEEL DETAILS, APPROACH SLAB DETAILS, AND WATERPROOFING DECK SLAB DESIGN AND DETAILS, BARRIERS, MISCELLANEOUS BEARING STIFFENERS, BEARINGS, CONCRETE END DIAPHRAGMS, AND BC-700 SERIES STANDARD DRAWINGS CAN BE ACCOMMODATED. A TL-5 BARRIER IN ACCORDANCE WITH THE PENNDOT BD-600M NON-COMPOSITE GIRDER IS A NON-COMPACT SLENDER ELEMENT. THE COMPOSTIE GIRDER IS COMPACT. THE TOP FLANGE OF THE BY DESIGN. MAY BE MODIFIED BY CDR BRIDGE SYSTEMS, LLC AS REQUIRED ARE AVAILABLE FOR USE. INDIVIDUAL PLATE DIMENSIONS DESIGNATIONS WITH EITHER A " OR " PLATE THICKNESS ELEVEN (11) STANDARD FOLDED STEEL PLATE GIRDER CROSS FRAMES ARE NOT REQUIRED. SECTION. INTERMEDIATE STIFFENERS, DIAPHRAGMS, OR THE TRAPEZOIDAL SHAPED GIRDER IS ESSENTIALLY A BOX THE DESIGN IS APPLICABLE FOR SIMPLY SUPPORTED SPANS ONLY. PRECAST ON SITE. GIRDER SPACING CAN BE ACCOMMODATED IF DECK SLAB IS TO 12’-0" LANE WIDTH FOR SHIPPING. HOWEVER, GREATER THE MAXIMUM C/C GIRDER SPACING IS LIMITED TO 11’-4" DUE INFORMATION. BETWEEN 0 AND 45. SEE SHEET NO. 5 FOR ADDITIONAL SPAN LENGTHS BETWEEN 20 FT. AND 59 FT. AND BRIDGE SKEWS THE FOLDED STEEL PLATE GIRDER SYSTEM MAY BE USED FOR SLABS CAN BE ACCOMMODATED. ANY EXISTING OR PROPOSED SUBSTRUCTURE TYPES. APPROACH THE FOLDED STEEL PLATE GIRDER SYSTEM MAY BE USED ON CONVENTIONAL CONSTRUCTION. FOR USE IN ACCELERATED BRIDGE CONSTRUCTION AND THE FOLDED STEEL PLATE GIRDER SYSTEM IS ACCEPTABLE CONCRETE DECK PANEL AS SHOWN IN THE FOLLOWING DRAWINGS. COLD BENT STEEL PLATE GIRDER WITH A PRECAST COMPOSITE THE FOLDED STEEL PLATE GIRDER SYSTEM CONSISTS OF A REINFORCING STEEL: Fy = 60 ksi STRUCTURAL STEEL: Fy = 50 ksi BARRIER: f’c = 3.5 ksi (MIN.) DIAPHRAGM: f’c = 3.5 ksi (MIN.) DECK SLAB: f’c = 4 ksi (MIN.) DESIGN PARAMETERS: AND/OR LATEX MODIFIED CONCRETE (LMC) OVERLAY. INCLUDES PROVISIONS FOR UTILITIES, EPOXY OVERLAY, INCLUDES OPTIONAL 0.015 KSF FOR S.I.P. FORMS. WEARING SURFACE ON THE DECK SLAB. INCLUDES SURFACE AREA DENSITY OF 0.030 KSF FOR FUTURE DESIGN DEAD LOADS: STEEL STRUCTURES: DESIGN YEAR ADTT (ONE DIRECTIONAL) FATIGUE DESIGN IS BASED ON THE FOLLOWING: DESIGN LANE LOAD OR PERMIT VEHICLE HL-93 DESIGN TRUCK OR DESIGN TANDEM AND DESIGN LIVE LOADS: DESIGN IS IN ACCORDANCE WITH THE LRFD METHOD. FACTORS ARE USED FOR DESIGN. STEEL BOX GIRDERS. THE CONTROLLING DISTRIBUTION ARE CALCULATED FOR BOTH STEEL MULTI-GIRDERS AND OPEN DM-4 DISTRIBUTION FACTOR METHOD. DISTRIBUTION FACTORS AASHTO APPROXIMATE METHOD AS MODIFIED BY THE PENNDOT LIVE LOAD DISTRIBUTION TO GIRDERS IS BASED UPON THE ORDER OF PRECEDENCE TO BE USED. THE DEPARTMENT BRIDGE ENGINEER WILL PROVIDE THE INTERPRETATION OF THE DESIGN CANNOT BE RESOLVED, CANNOT BE ESTABLISHED, OR A DIFFERENCE IN E) IN THE EVENT THAT A CLEAR ORDER OF PRECEDENCE 5TH EDITION, 2010. D) AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, C) PENNDOT STANDARD DRAWINGS, CURRENT VERSIONS. REVISIONS, MAY 2012). B) PENNDOT DESIGN MANUAL, PART 4 (INCLUDING LATEST PROVISIONS. SPECIAL DESIGN REQUIREMENTS" OF THE SPECIAL A) DESIGN REQUIREMENTS LISTED IN "SPECIAL DRAWINGS AND OF PRECEDENCE GOVERNS: SPECIFICATIONS ARE IN CONFLICT, THE FOLLOWING ORDER IN THE EVENT THAT CERTAIN DESIGN PARAMETERS OR (INCLUDING LATEST REVISIONS, MAY 2012). AS SUPPLEMENTED BY PENNDOT DESIGN MANUAL, PART 4 (D) BRIDGE DESIGN SPECIFICATIONS (A), 5TH EDITION, 2010, AND THE DESIGN IS IN ACCORDANCE WITH THE AASHTO LRFD DETAILS ON THESE DRAWINGS." ARE VALIDATED THROUGH EITHER NOTES TO THE CONTRACTOR OR PROFESSIONAL ENGINEER’S SEAL: "ALL DESIGN ASSUMPTIONS INCLUDE THE FOLLOWING STATEMENT PLACED ABOVE THE ON THE FIRST SHEET OF THE CONSTRUCTION DRAWINGS, ADDRESS, AND THE DATE. A VALID SIGNATURE IN INK, A BUSINESS NAME AND ENGINEER’S SEAL, LICENSED IN THE APPLICABLE STATE, DESIGN CALCULATIONS, PROVIDE A PROFESSIONAL ON THE FIRST SHEET OF THE CONSTRUCTION DRAWINGS AND REVIEW AND APPROVAL. FOLDED STEEL PLATE GIRDER SYSTEM TO THE ENGINEER FOR CONSTRUCTION DRAWINGS AND DESIGN CALCULATIONS FOR THE SUBMIT HARD COPIES OR AN ELECTRONIC COPY OF GRADE DH3 FOR WEATHERING STEEL PAINTED STEEL GRADE DH FOR GALVANIZED OR TYPE 3 FOR WEATHERING STEEL PAINTED STEEL TYPE 1 FOR GALVANIZED OR SEPARATOR PLATES SHALL BE SPACED BY DESIGN. ASTM F436/F436M, WASHERS: ASTM F436/F436M, ASTM A563/A563M, NUTS: ASTM A563/A563M, ANCHOR BOLTS: ASTM F1554, GRADE 55 WEATHERING STEEL ASTM A325, TYPE 3 FOR GALVANIZED OR PAINTED STEEL HIGH STRENGTH BOLTS: ASTM A325, TYPE 1 FOR GALVANIZED, PAINTED, OR WEATHERING, AS APPLICABLE: ALL STRUCTURAL STEEL HARDWARE SHALL BE HOT DIP GRADE 50W SHALL BE HOT DIP GALVANIZED OR PAINTED. OTHERWISE. ALL STRUCTURAL STEEL WHICH IS NOT GRADE 50 OR GRADE 50W) DESIGNATION, EXCEPT WHEN NOTED 270M, GRADE 50 OR GRADE 50W (ASTM A 709/A 709M, PROVIDE STRUCTURAL STEEL CONFORMING TO AASHTO M 270/M SURFACE, EPOXY OVERLAY, OR LMC OVERLAY. DECK SLAB THICKNESS INCLUDES A IN. INTEGRAL WEARING GIRDER SECTION PROPERTIES. HAUNCH AND BARRIER ARE EXCLUDED FROM THE COMPOSITE DESIGN BEARINGS PER A 14.7.6 AND D 14.7.6. DESIGN BEARING STIFFENERS PER A 6.10.11.2 AND D 6.10.11.2. CALCULATE LIVE LOAD RATINGS. DESIGN SHEAR CONNECTORS PER A 6.10.10 AND D 6.10.10. CHECK FATIGUE PER A 6.6.1 AND D 6.6.1. CHECK PERMANENT DEFORMATIONS PER A 6.10.4.2. CHECK ELASTIC LIVE LOAD DEFLECTION PER D 2.5.2.6.2. A 6.10.7.1, A 6.10.7.3 AND A 6.11.9. SECTION FOR THE STRENGTH LIMIT STATE PER A 6.10.6.2.2, CHECK THE MOMENT AND SHEAR RESISTANCE OF THE COMPOSITE NON-COMPOSITE GIRDER PER A 6.10.3.2 AND A 6.10.3.3. CHECK THE UNCURED DECK SLAB STRESS ON THE A 6.10.9 AND A 6.11.9. COMPOSITE GIRDER SECTION PER A 6.10.7.1.2, CALCULATE THE FLEXURAL AND SHEAR RESISTANCE OF THE A 6.10.3.3. NON-COMPOSITE GIRDER SECTION PER A 6.12.2.2.2. AND CALCULATE THE FLEXURAL AND SHEAR RESISTANCE OF THE PROPERTIES. CALCULATE NON-COMPOSITE AND COMPOSITE GIRDER SECTION A 3.4 & D 3.4. FACTOR DEAD AND LIVE LOADS INTO LOAD COMBINATIONS PER WITH A 3.6 & D 3.6. AND SHEARS FOR ALL LIVE LOAD VEHICLES IN ACCORDANCE CALCULATE APPLIED MAXIMUM UNFACTORED LIVE LOAD MOMENTS MOMENT AND SHEAR IN ACCORDANCE WITH A 3.5 & D 3.5. CALCULATE THE APPLIED MAXIMUM UNFACTORED DEAD LOAD CONTROLLING DISTRIBUTION FACTORS FOR DESIGN. MULTI-GIRDERS AND STEEL BOX GIRDERS. UTILIZE THE DESIGN MANUAL, PART 4 (D) SECTION 4.6.2 FOR STEEL CALCULATE DISTRIBUTION FACTORS PER AASHTO (A) AND GIVEN SPAN LENGTH AND SKEW. ASSUME C/C GIRDER SPACING AND OVERHANG WIDTH FOR A REFINED ANALYSIS: AND RERUN THE ANALYSIS. PENNDOT STLRFD OR SIMILAR GIRDER ANALYSIS SOFTWARE FOR STLRFD" FROM THE GIRDER TABLE DRAWINGS INTO ALTERNATIVELY, INPUT THE "EQUIVALENT PLATE GIRDER LIVE LOADS. CALCULATE INVENTORY AND OPERATING RATINGS FOR ALL LIMIT STATES AND LIVE LOAD DEFLECTION. VERIFY GIRDER STRESSES AT THE STRENGTH AND SERVICE GIRDER DEPTH. SECTION PROPERTIES, NOMINAL MOMENT CAPACITY, AND MINIMUM REQUIRED NON-COMPOSITE AND COMPOSITE DESIGNATIONS FROM THE GIRDER TABLE DRAWINGS BASED ON SELECT APPLICABLE FOLDED STEEL PLATE GIRDER AND SKEW. GIVEN C/C BEAM SPACING, OVERHANG WIDTH, SPAN LENGTH, SOFTWARE, OR SIMILAR GIRDER ANALYSIS SOFTWARE FOR A LOADS BY HAND CALCULATION, PENNDOT STLRFD DESIGN DETERMINE DISTRIBUTION FACTORS, DEAD LOADS, AND LIVE APPROXIMATE METHOD USING GIRDER TABLES:
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COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
DESIGNER
CDR JOB #:
CHECKED:
DRAWN:
DESIGNED:
SCALE:
DATE:
SHEET OF 20
MJM
KTY
NOT TO SCALE
RTE
BUREAU OF PROJECT DELIVERY
PITTSBURGH, PA 15212-5746
503 MARTINDALE STREET
D.L. CLARK BUILDING, SUITE 610
WEB: www.cdrbridges.com
F: 412-322-2138
P: 412-322-0313
PENNDOT DRAWING #14-604-BDTD
REVISIONS
Mark Description By Chk’d. Recm’d. Date
FOLDED STEEL PLATE GIRDER SYSTEM
CDR BRIDGE SYSTEMS, LLC
YN
S
E
N
P
VAL
N
IA
REGISTERED
M
CM
O
WO
NH
FO
AETL
PROFESSIONAL
ENGINEER
PE-054712-E
MATTHEW J. MACEY
IS COVERED UNDER U.S. PATENT NUMBER 7,627,921
ORIGINALLY INTENDED. THIS FOLDED STEEL PLATE GIRDER SYSTEM
DRAWING OTHER THAN THAT OF WHICH CDR BRIDGE SYSTEMS, LLC
REPRESENTATION OR WARRANTIES AS TO ANY USE OF THIS
BRIDGE SYSTEMS, LLC. CDR BRIDGE SYSTEMS, LLC MAKES NO
WAY INJURIOUS TO AND/OR CONTRARY TO THE INTERESTS OF CDR
LLC. NO USE IS TO BE MADE OF IT WHICH IS OR MAY BE IN ANY
OTHERS WITHOUT THE EXPRESSED CONSENT OF CDR BRIDGE SYSTEMS,
OF IT NOR INFORMATION DERIVED FROM IT IS TO BE GIVEN TO
PLATE GIRDER PATENT. NEITHER THE DRAWING OR REPRODUCTION
CDR BRIDGE SYSTEMS, LLC IS A LICENSEE OF THE FOLDED STEEL
THIS DRAWING IS THE PROPERTY OF CDR BRIDGE SYSTEMS, LLC.
9/19/14
DESIGN SPECIFICATIONS
STANDARD DETAILSFOLDED STEEL PLATE GIRDER SYSTEM
1.0 USE AND LIMITATIONS
2.0 TECHNICAL INFORMATION
3.0 GENERAL DESIGN
DESIGN SPECIFICATIONS
TM
TM
TM
TM
TM
TM
TM
TM
TM
1
TM
RAISED SIDEWALKS ARE NOT CONSIDERED FOR THE DESIGN.
ACCOMMODATED IN THE GIRDER HAUNCH.
DEAD LOAD DEFLECTION AND CROSS SLOPE SHALL BE
DUE TO COLD BENDING, THE GIRDERS CANNOT BE CAMBERED.
4.0 STRUCTURAL DESIGN
A CONTRACTOR ALTERNATE.
FOR USE IN PRELIMINARY ENGINEERING, FINAL DESIGN, OR AS
THE FOLDED STEEL PLATE GIRDER SYSTEM MAY BE SPECIFIED
INTO ANY PROJECT. UPON DEPARTMENT BRIDGE ENGINEER APPROVAL,
INCORPORATING THE FOLDED STEEL PLATE GIRDER SYSTEM
SECURE THE DEPARTMENT BRIDGE ENGINEER’S APPROVAL BEFORE
DESIGN MANUAL, PART 4.
PENNSYLVANIA DEPARTMENT OF TRANSPORTATION (PENNDOT)
503 MARTINDALE STREET, PITTSBURGH, PA 15212), AND
GIRDER SYSTEM (D.L. CLARK BUILDING, SUITE 610,
CDR BRIDGE SYSTEMS, LLC FOR THE FOLDED STEEL PLATE
PER MANUFACTURER’S DESIGN SPECIFICATIONS PREPARED BY
GIRDER DESIGN PARAMETERS AND OTHER LIMITATIONS ARE AS
GUIDELINES SPECIFIED HEREIN. THE FOLDED STEEL PLATE
STEEL PLATE GIRDER SYSTEM IN ACCORDANCE WITH THE
CALCULATIONS AND CONTRACT DRAWINGS FOR THE FOLDED
CDR BRIDGE SYSTEMS, LLC IS TO PREPARE DESIGN
CONSTRUCTION SPECIFICATIONS.
THE CONTRACT DOCUMENTS EITHER BY NEEDED DETAILS OR
ENSURING THAT ALL DESIGN ASSUMPTIONS ARE VALIDATED IN
ENGINEERING THEORY AND CALCULATION CORRECTNESS AND
CDR BRIDGE SYSTEMS, LLC TAKES FULL RESPONSIBILITY FOR
HOT DIP GALVANIZED OR PAINTED.
GRADE 50 OR GRADE 50W. NON-WEATHERING STEEL SHALL BE
STRUCTURAL STEEL FOR GIRDERS IS ASTM A709/A709M,
GIRDER PLATE THICKNESS.
INSIDE RADIUS USED FOR COLD BENDING IS 5 TIMES THE
FABRICATION.
SHOP WELDING OF THE GIRDERS IS NOT REQUIRED FOR GIRDER
FLANGES.
FLANGE SEPARATORS ARE USED FOR BRACING OF THE BOTTOM
BC-700 SERIES STANDARD DRAWINGS.
DETAILS ARE IN ACCORDANCE WITH THE PENNDOT BD-600M AND
STEEL DETAILS, APPROACH SLAB DETAILS, AND WATERPROOFING
DECK SLAB DESIGN AND DETAILS, BARRIERS, MISCELLANEOUS
BEARING STIFFENERS, BEARINGS, CONCRETE END DIAPHRAGMS,
AND BC-700 SERIES STANDARD DRAWINGS CAN BE ACCOMMODATED.
A TL-5 BARRIER IN ACCORDANCE WITH THE PENNDOT BD-600M
NON-COMPOSITE GIRDER IS A NON-COMPACT SLENDER ELEMENT.
THE COMPOSTIE GIRDER IS COMPACT. THE TOP FLANGE OF THE
BY DESIGN.
MAY BE MODIFIED BY CDR BRIDGE SYSTEMS, LLC AS REQUIRED
ARE AVAILABLE FOR USE. INDIVIDUAL PLATE DIMENSIONS
DESIGNATIONS WITH EITHER A �" OR �" PLATE THICKNESS
ELEVEN (11) STANDARD FOLDED STEEL PLATE GIRDER
CROSS FRAMES ARE NOT REQUIRED.
SECTION. INTERMEDIATE STIFFENERS, DIAPHRAGMS, OR
THE TRAPEZOIDAL SHAPED GIRDER IS ESSENTIALLY A BOX
THE DESIGN IS APPLICABLE FOR SIMPLY SUPPORTED SPANS ONLY.
PRECAST ON SITE.
GIRDER SPACING CAN BE ACCOMMODATED IF DECK SLAB IS
TO 12’-0" LANE WIDTH FOR SHIPPING. HOWEVER, GREATER
THE MAXIMUM C/C GIRDER SPACING IS LIMITED TO 11’-4" DUE
INFORMATION.
BETWEEN 0° AND 45°. SEE SHEET NO. 5 FOR ADDITIONAL
SPAN LENGTHS BETWEEN 20 FT. AND 59 FT. AND BRIDGE SKEWS
THE FOLDED STEEL PLATE GIRDER SYSTEM MAY BE USED FOR
SLABS CAN BE ACCOMMODATED.
ANY EXISTING OR PROPOSED SUBSTRUCTURE TYPES. APPROACH
THE FOLDED STEEL PLATE GIRDER SYSTEM MAY BE USED ON
CONVENTIONAL CONSTRUCTION.
FOR USE IN ACCELERATED BRIDGE CONSTRUCTION AND
THE FOLDED STEEL PLATE GIRDER SYSTEM IS ACCEPTABLE
CONCRETE DECK PANEL AS SHOWN IN THE FOLLOWING DRAWINGS.
COLD BENT STEEL PLATE GIRDER WITH A PRECAST COMPOSITE
THE FOLDED STEEL PLATE GIRDER SYSTEM CONSISTS OF A
REINFORCING STEEL: Fy = 60 ksi
STRUCTURAL STEEL: Fy = 50 ksi
BARRIER: f’c = 3.5 ksi (MIN.)
DIAPHRAGM: f’c = 3.5 ksi (MIN.)
DECK SLAB: f’c = 4 ksi (MIN.)
DESIGN PARAMETERS:
AND/OR LATEX MODIFIED CONCRETE (LMC) OVERLAY.
INCLUDES PROVISIONS FOR UTILITIES, EPOXY OVERLAY,
INCLUDES OPTIONAL 0.015 KSF FOR S.I.P. FORMS.
WEARING SURFACE ON THE DECK SLAB.
INCLUDES SURFACE AREA DENSITY OF 0.030 KSF FOR FUTURE
DESIGN DEAD LOADS:
STEEL STRUCTURES: DESIGN YEAR ADTT (ONE DIRECTIONAL)
FATIGUE DESIGN IS BASED ON THE FOLLOWING:
DESIGN LANE LOAD OR PERMIT VEHICLE
HL-93 DESIGN TRUCK OR DESIGN TANDEM AND
DESIGN LIVE LOADS:
DESIGN IS IN ACCORDANCE WITH THE LRFD METHOD.
FACTORS ARE USED FOR DESIGN.
STEEL BOX GIRDERS. THE CONTROLLING DISTRIBUTION
ARE CALCULATED FOR BOTH STEEL MULTI-GIRDERS AND OPEN
DM-4 DISTRIBUTION FACTOR METHOD. DISTRIBUTION FACTORS
AASHTO APPROXIMATE METHOD AS MODIFIED BY THE PENNDOT
LIVE LOAD DISTRIBUTION TO GIRDERS IS BASED UPON THE
ORDER OF PRECEDENCE TO BE USED.
THE DEPARTMENT BRIDGE ENGINEER WILL PROVIDE THE
INTERPRETATION OF THE DESIGN CANNOT BE RESOLVED,
CANNOT BE ESTABLISHED, OR A DIFFERENCE IN
E) IN THE EVENT THAT A CLEAR ORDER OF PRECEDENCE
5TH EDITION, 2010.
D) AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS,
C) PENNDOT STANDARD DRAWINGS, CURRENT VERSIONS.
REVISIONS, MAY 2012).
B) PENNDOT DESIGN MANUAL, PART 4 (INCLUDING LATEST
PROVISIONS.
SPECIAL DESIGN REQUIREMENTS" OF THE SPECIAL
A) DESIGN REQUIREMENTS LISTED IN "SPECIAL DRAWINGS AND
OF PRECEDENCE GOVERNS:
SPECIFICATIONS ARE IN CONFLICT, THE FOLLOWING ORDER
IN THE EVENT THAT CERTAIN DESIGN PARAMETERS OR
(INCLUDING LATEST REVISIONS, MAY 2012).
AS SUPPLEMENTED BY PENNDOT DESIGN MANUAL, PART 4 (D)
BRIDGE DESIGN SPECIFICATIONS (A), 5TH EDITION, 2010, AND
THE DESIGN IS IN ACCORDANCE WITH THE AASHTO LRFD
DETAILS ON THESE DRAWINGS."
ARE VALIDATED THROUGH EITHER NOTES TO THE CONTRACTOR OR
PROFESSIONAL ENGINEER’S SEAL: "ALL DESIGN ASSUMPTIONS
INCLUDE THE FOLLOWING STATEMENT PLACED ABOVE THE
ON THE FIRST SHEET OF THE CONSTRUCTION DRAWINGS,
ADDRESS, AND THE DATE.
A VALID SIGNATURE IN INK, A BUSINESS NAME AND
ENGINEER’S SEAL, LICENSED IN THE APPLICABLE STATE,
DESIGN CALCULATIONS, PROVIDE A PROFESSIONAL
ON THE FIRST SHEET OF THE CONSTRUCTION DRAWINGS AND
REVIEW AND APPROVAL.
FOLDED STEEL PLATE GIRDER SYSTEM TO THE ENGINEER FOR
CONSTRUCTION DRAWINGS AND DESIGN CALCULATIONS FOR THE
SUBMIT HARD COPIES OR AN ELECTRONIC COPY OF
GRADE DH3 FOR WEATHERING STEEL
PAINTED STEEL
GRADE DH FOR GALVANIZED OR
TYPE 3 FOR WEATHERING STEEL
PAINTED STEEL
TYPE 1 FOR GALVANIZED OR
SEPARATOR PLATES SHALL BE SPACED BY DESIGN.
ASTM F436/F436M,
WASHERS: ASTM F436/F436M,
ASTM A563/A563M,
NUTS: ASTM A563/A563M,
ANCHOR BOLTS: ASTM F1554, GRADE 55
WEATHERING STEEL
ASTM A325, TYPE 3 FOR
GALVANIZED OR PAINTED STEEL
HIGH STRENGTH BOLTS: ASTM A325, TYPE 1 FOR
GALVANIZED, PAINTED, OR WEATHERING, AS APPLICABLE:
ALL STRUCTURAL STEEL HARDWARE SHALL BE HOT DIP
GRADE 50W SHALL BE HOT DIP GALVANIZED OR PAINTED.
OTHERWISE. ALL STRUCTURAL STEEL WHICH IS NOT
GRADE 50 OR GRADE 50W) DESIGNATION, EXCEPT WHEN NOTED
270M, GRADE 50 OR GRADE 50W (ASTM A 709/A 709M,
PROVIDE STRUCTURAL STEEL CONFORMING TO AASHTO M 270/M
SURFACE, EPOXY OVERLAY, OR LMC OVERLAY.
DECK SLAB THICKNESS INCLUDES A � IN. INTEGRAL WEARING
GIRDER SECTION PROPERTIES.
HAUNCH AND BARRIER ARE EXCLUDED FROM THE COMPOSITE
DESIGN BEARINGS PER A 14.7.6 AND D 14.7.6.
DESIGN BEARING STIFFENERS PER A 6.10.11.2 AND D 6.10.11.2.
CALCULATE LIVE LOAD RATINGS.
DESIGN SHEAR CONNECTORS PER A 6.10.10 AND D 6.10.10.
CHECK FATIGUE PER A 6.6.1 AND D 6.6.1.
CHECK PERMANENT DEFORMATIONS PER A 6.10.4.2.
CHECK ELASTIC LIVE LOAD DEFLECTION PER D 2.5.2.6.2.
A 6.10.7.1, A 6.10.7.3 AND A 6.11.9.
SECTION FOR THE STRENGTH LIMIT STATE PER A 6.10.6.2.2,
CHECK THE MOMENT AND SHEAR RESISTANCE OF THE COMPOSITE
NON-COMPOSITE GIRDER PER A 6.10.3.2 AND A 6.10.3.3.
CHECK THE UNCURED DECK SLAB STRESS ON THE
A 6.10.9 AND A 6.11.9.
COMPOSITE GIRDER SECTION PER A 6.10.7.1.2,
CALCULATE THE FLEXURAL AND SHEAR RESISTANCE OF THE
A 6.10.3.3.
NON-COMPOSITE GIRDER SECTION PER A 6.12.2.2.2. AND
CALCULATE THE FLEXURAL AND SHEAR RESISTANCE OF THE
PROPERTIES.
CALCULATE NON-COMPOSITE AND COMPOSITE GIRDER SECTION
A 3.4 & D 3.4.
FACTOR DEAD AND LIVE LOADS INTO LOAD COMBINATIONS PER
WITH A 3.6 & D 3.6.
AND SHEARS FOR ALL LIVE LOAD VEHICLES IN ACCORDANCE
CALCULATE APPLIED MAXIMUM UNFACTORED LIVE LOAD MOMENTS
MOMENT AND SHEAR IN ACCORDANCE WITH A 3.5 & D 3.5.
CALCULATE THE APPLIED MAXIMUM UNFACTORED DEAD LOAD
CONTROLLING DISTRIBUTION FACTORS FOR DESIGN.
MULTI-GIRDERS AND STEEL BOX GIRDERS. UTILIZE THE
DESIGN MANUAL, PART 4 (D) SECTION 4.6.2 FOR STEEL
CALCULATE DISTRIBUTION FACTORS PER AASHTO (A) AND
GIVEN SPAN LENGTH AND SKEW.
ASSUME C/C GIRDER SPACING AND OVERHANG WIDTH FOR A
REFINED ANALYSIS:
AND RERUN THE ANALYSIS.
PENNDOT STLRFD OR SIMILAR GIRDER ANALYSIS SOFTWARE
FOR STLRFD" FROM THE GIRDER TABLE DRAWINGS INTO
ALTERNATIVELY, INPUT THE "EQUIVALENT PLATE GIRDER
LIVE LOADS.
CALCULATE INVENTORY AND OPERATING RATINGS FOR ALL
LIMIT STATES AND LIVE LOAD DEFLECTION.
VERIFY GIRDER STRESSES AT THE STRENGTH AND SERVICE
GIRDER DEPTH.
SECTION PROPERTIES, NOMINAL MOMENT CAPACITY, AND
MINIMUM REQUIRED NON-COMPOSITE AND COMPOSITE
DESIGNATIONS FROM THE GIRDER TABLE DRAWINGS BASED ON
SELECT APPLICABLE FOLDED STEEL PLATE GIRDER
AND SKEW.
GIVEN C/C BEAM SPACING, OVERHANG WIDTH, SPAN LENGTH,
SOFTWARE, OR SIMILAR GIRDER ANALYSIS SOFTWARE FOR A
LOADS BY HAND CALCULATION, PENNDOT STLRFD DESIGN
DETERMINE DISTRIBUTION FACTORS, DEAD LOADS, AND LIVE
APPROXIMATE METHOD USING GIRDER TABLES:
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COMMONWEALTH OF PENNSYLVANIADEPARTMENT OF TRANSPORTATION
DESIGNER
CDR JOB #:
CHECKED:
DRAWN:
DESIGNED:
SCALE:
DATE:
SHEET OF 20
MJM
KTY
NOT TO SCALE
RTE
BUREAU OF PROJECT DELIVERY
PITTSBURGH, PA 15212-5746
503 MARTINDALE STREET
D.L. CLARK BUILDING, SUITE 610
WEB: www.cdrbridges.com
F: 412-322-2138
P: 412-322-0313
PENNDOT DRAWING #14-604-BDTD
FOLDED STEEL PLATE GIRDER SYSTEM
CDR BRIDGE SYSTEMS, LLC
9/19/14
STANDARD DETAILSFOLDED STEEL PLATE GIRDER SYSTEM
10-20 OF 20
9 OF 20
8 0F 20
7 OF 20
6 OF 20
5 OF 20
4 OF 20
3 OF 20
2 OF 20
1 OF 20
SHEET
INDEX OF DRAWINGS
CONSTRUCTION SPECIFICATIONS
HS20
DIST. FACTOR
LOCATION
RATING
INVENTORY
(IR) LIMIT STATE
RATING FACTOR
RATING
OPERATING
(OR)
DIST. FACTOR
LOCATION
LIMIT STATE
RATING FACTOR
BRIDGE LOAD RATINGS
FOLDED STEEL PLATE GIRDER
GIRDER TABLES - 1 THRU 11
GIRDER TOLERANCES
GIRDER DETAILS
DIAPHRAGM DETAILS - 2
DIAPHRAGM DETAILS - 1
GIRDER PANEL LAYOUT
TYPICAL SECTIONS
GENERAL PLAN & ELEVATION
INDEX OF DRAWINGS & CONSTRUCTION SPECIFICATIONS
DESIGN SPECIFICATIONS
TITLE
INDEX OF DRAWINGS & CONSTRUCTION SPECIFICATIONS
2
SPAN NO.
CUMULATIVE ADTT (AT THE TIME OF REHABILITATION)
ADTT (AT THE TIME OF DESIGN)
TM
1.0 GENERAL
2.0 NOTES FOR STEEL GIRDERS
3.0 WELDING NOTES
UNLESS OTHERWISE INDICATED.
ACCORDANCE WITH PENNDOT STANDARD DRAWING BC-736M,
PROVIDE MINIMUM EMBEDMENT AND SPLICE LENGTHS IN
TEMPERATURE OF 68°F.
SUPERSTRUCTURE DIMENSIONS SHOWN ARE FOR A NORMAL
OVERLAY.
SURFACE, EPOXY OVERLAY, OR LATEX MODIFIED CONCRETE (LMC)
DECK SLAB THICKNESS INCLUDES A � IN. INTEGRAL WEARING
TO CONSTRUCT THE DECK SLAB.
USE EITHER PERMANENT METAL FORMS OR REMOVABLE FORMS
ALL DIMENSIONS SHOWN ARE HORIZONTAL, EXCEPT AS NOTED.
HL-93LOAD
PERMIT
GRADE DH3 FOR WEATHERING STEEL
PAINTED STEEL
GRADE DH FOR GALVANIZED OR
TYPE 3 FOR WEATHERING STEEL
PAINTED STEEL
TYPE 1 FOR GALVANIZED OR
CONSTRUCTION LOADS.
ALL TORSIONAL OR LATERAL FORCES RESULTING FROM
NECESSARY TO SUPPORT THE GIRDER WEB AND FLANGES AGAINST
THE CONTRACTOR MUST PROVIDE ANY TEMPORARY BRACING
OR LATERAL FORCES DUE TO TEMPORARY CONSTRUCTION LOADS.
THE GIRDERS ARE NOT DESIGNED TO RESIST ANY TORSIONAL
ERECTION.
ALL BEARING STIFFENERS SHALL BE VERTICAL AFTER FINAL
MEMBERS DURING ANY STAGE OF ERECTION.
STABILITY, STRESSES, AND DEFLECTIONS ON THE STEEL
EFFECTS ARE TO BE EVALUATED BY THE CONTRACTOR FOR
DECK, WIND LOADING, AND CONSTRUCTION LIVE LOADING
INCLUDING SELF WEIGHT OF THE STEEL MEMBERS AND PRECAST
CLOSURE POURS ARE PROPERLY INSTALLED. ERECTION LOADS
UNTIL ALL GIRDER UNITS ARE IN-PLACE AND ALL BOLTS AND
IS TO BE MAINTAINED BY THE CONTRACTOR DURING ERECTION,
STABILITY OF PARTIAL GIRDERS AND COMPLETE GIRDER UNITS
CHARPY V-NOTCH (CVN) REQUIREMENTS FOR ZONE 2.
SECTIONS 1105.02(a)5 AND 1105.03(m)9. MEET THE BASE METAL
SPECIFICATIONS, ARTICLE 6.6.2, AND PENNDOT PUBLICATION 408,
SECTION 6.6.2, AND AASHTO LRFD BRIDGE DESIGN
REQUIREMENTS OF PENNDOT DESIGN MANUAL, PART 4,
AS FRACTURE-CRITICAL MEMBERS (FCM) TO CONFORM TO THE
FABRICATE ALL MEMBERS OR MEMBER COMPONENTS DESIGNATED
GALVANIZED, OR PAINTED.
FABRICATED STRUCTURAL STEEL SHALL BE WEATHERING STEEL,
CONFORMING TO PENNDOT PUBLICATION 408, SECTION 705.8.
PLATES WITH APPROVED NON-HARDENING CAULKING COMPOUND
CLEARANCE BETWEEN ANCHOR BOLTS AND HOLES IN MASONRY
THE PREFORMED HOLES WITH NON-SHRINK GROUT. FILL THE
NOT DRILL UNLESS SPECIFICALLY INDICATED ON PLANS. FILL
SET ANCHOR BOLTS TO TEMPLATE OR IN PREFORMED HOLES. DO
STEEL CONFORMING TO ASTM A 108.
PROVIDE WELDED STUD SHEAR CONNECTORS MANUFACTURED FROM
CONSTRUCTION IS NOT PERMITTED UNLESS SPECIFIED.
WELDING OF REINFORCEMENT BARS DURING FABRICATION OR
PROCESS AS THE SHEAR STUDS.
THE THREADED STUD IS ATTACHED WITH THE SAME WELDING
OVERHANG DECK FORMING BRACKET IS PERMITTED PROVIDED
PLANS.) THREADED STUDS FOR THE SUPPORT OF THE
(TENSION AREAS OF TOP FLANGES ARE DESIGNATED ON THE
ATTACHMENTS TO GIRDER TOP FLANGES IN TENSION AREAS.
DO NOT WELD PERMANENT METAL DECK FORMS OR OTHER
PUBLICATION 408, SECTION 1001.3(k)9.
PREPARE BEARING AREAS AS SPECIFIED IN PENNDOT
AS NOTED.
ALL FASTENERS ARE � IN. DIAMETER HS BOLTS, EXCEPT
BRIDGE MEMBERS.
UNACCEPTABLE OVERSTRESS OR DEFORMATION TO PERMANENT
