COMMONWEALTH OF PENNSYLVANIA DEPARTMENT OF TRANSPORTATION BUREAU OF PROJECT DELIVERY

Transcription

1 GENERAL NOTES (FOR CONTRACT DRAWINGS) 1. PROVIDE MATERIALS AND PERFORM WORK IN ACCORDANCE WITH SPECIFICATIONS PUBLICATION 408, AASHTO/AWS D1.5 BRIDGE WELDING CODE AND THE SPECIAL PROVISIONS. 2. DESIGN SPECIFICATIONS: AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS AS SUPPLEMENTED BY DESIGN MANUAL PART 4, STRUCTURES. 3. USE CLASS A CEMENT FOR EMBEDMENT,,, S, AND CORBELS. 4. FOR PRECAST FOLLOW SECTION 714 OF PUB 408 AND USE 4000 PSI. CHAMFER EXPOSED EDGES ƒ " x ƒ " WHERE NOTED. 5. PROVIDE GRADE 60 REINFORCING BARS THAT MEET THE REQUIREMENTS OF ASTM A 615, A 996, OR A 706. DO NOT WELD GRADE 60 REINFORCING BARS UNLESS SPECIFIED. GRADE 40 REINFORCING STEEL BARS MAY BE SUBSTITUTED WITH A PROPORTIONAL INCREASE IN CROSS-SECTIONAL AREA IF APPROVED BY THE. DO NOT USE RAIL STEEL ASTM A 996 WHERE BENDING OR WELDING OF THE REINFORCEMENT BARS IS INDICATED. 6. PROVIDE STRUCTURAL STEEL CONFORMING TO AASHTO M270 (ASTM A709) GRADE 36 OR 50. PIPE CONFORMING TO API GRADE N-80 OR ASTM A53 MAY BE USED AS PERMANENT CASING. 7. PROVIDE WELDED STUD SHEAR CONNECTORS MANUFACTURED FROM STEEL CONFORMING TO ASTM A IF REQUIRED, PROVIDE PERMANENT CASING CONFORMING TO ASTM A 53 AT THE HEAD. API GRADE N-80 CASING WITH FLUSH JOINT THREADED CONNECTION TO ASTM A 53 PIPE MAY BE USED FOR THE REMAINDER OF THE CASING. [USE FOR LATENT SYSTEMS WHERE STRUCTURAL WELDS ARE REQUIRED.] 9. PROVIDE PERMANENT CASING IN THE WHEN CONSTRUCTING A FROM THE BOTTOM UP. SPLICING OF S IS DISCOURAGED. IF CONDITIONS DICTATE, PROVIDE SPLICE A MINIMUM OF 5' BELOW IN FRONT OF THE. USE SPLICE DETAIL IN ACCORDANCE WITH BC-757M. 10. CONTROL DRIVING BY THE WAVE EQUATION ANALYSIS. DRIVE TEST S TO ABSOLUTE REFUSAL. THE ENGINEER SHALL VERIFY FROM THE TEST DRIVING RESULTS THE CAPABILITY OF THE HAMMER SELECTED BY THE CONTRACTOR. DRIVE BEARING S TO ABSOLUTE REFUSAL INTO THE STRATUM DEFINED BY A TIP ELEVATION WHICH IS PREDETERMINED BY THE ENGINEER FROM TEST S. THE STRUCTURE CONTROL ENGINEER SHALL DETERMINE THE ACCEPTABILITY OF THE BEARING S WHICH ATTAIN ABSOLUTE REFUSAL ABOVE THE PREDETERMINED TIP ELEVATIONS. 11. PROVIDE TIP REINFORCEMENT FOR DRIVEN S. 12. FOR S DRIVE OR PLACE S TO WITHIN 2" IN 10' OF VERTICAL. DRIVE OR PLACE EACH TO WITHIN OF THE INDICATED LOCATION AT IN FRONT OF THE. 13. FOR PRECAST DRIVE OR PLACE S TO WITHIN 1" IN 10'OF VERTICAL, BUT DO NOT ALLOW AN OUT-OF-PLANE OFFSET OF MORE THAN 1" IN 10" WITH RESPECT TO ADJACENT S. DRIVE OR PLACE EACH WITHIN 2" HORIZONTALLY OF THE INDICATED LOCATION AT. PROVIDE MINIMUM BEARING DISTANCE FOR PRECAST AT EDGE OF FLANGEAS INDICATED IN PRECAST DETAILS. IF NECESSARY, FABRICATE PRECAST AFTER DRIVING OR PLACING S TO ENSURE PROPER FIT AND BEARING DISTANCE. 14. PROVIDE TENDONS CONSISTING OF 7-WIRE UNCOATED STRANDS CONFORMING TO AASHTO M 203 (ASTM A 416) WITH LOW-RELAXATION WIRE CONFORMING TO ASTM A 421, GRADE 270. [FOR S CONSISTING OF STRANDS] 17. PROVIDE NO. 57 COARSE AGGREGATE FOR STRUCTURAL. PLACE IN ACCORDANCE WITH SECTION (q)2b OF PUB FOR AS-DESIGNED PERMANENT - THE CONTRACTOR IS RESPONSIBLE FOR THE FINAL DESIGN AND DETAILED DESIGN OF THE FOLLOWING: STRAND DESIGN TRUMPET DESIGN BOND LENGTH DESIGN EMBEDMENT LENGTH [LATENT S ONLY] HEADS CORROSION PROTECTION SYSTEM ING PROCEDURE DESIGN JACKING ASSEMBLY - HYDRAULIC JACK AND PUMP, STRESSING AGE, PRESSURE GAGES/LOAD CELLS, DIALS T0 MEASURE MOVEMENT AND JACK CHAIR 19. FOR CONTRACTOR DESIGNED PERMANENT - THE CONTRACTOR IS RESPONSIBLE FOR THE FULL DESIGN, DETAILING, FABRICATION AND CONSTRUCTION OF THE PERMANENTLY ED IN ACCORDANCE WITH THE SPECIAL PROVISION PERMANENT ED. 20. PROVIDE PERFORMANCE, PROOF, AND CREEP TESTING OF S AND INDICATE TESTING REQUIREMENTS AND RESULTS IN ACCORDANCE WITH THE SPECIAL PROVISIONS. FOR S THAT FAIL TEST REQUIREMENTS, REPLACE S OR MODIFY THE STRUCTURE TO MEET ALL DESIGN CODES AND REQUIREMENTS IN ACCORDANCE WITH THE SPECIAL PROVISION. 21. SUBMIT FINAL DESIGN CALCULATIONS AND DESIGN DETAILS IN ACCORDANCE WITH THE SPECIAL PROVISIONS. 22. CHAMFER EXPOSED EDGES 1" X 1" EXCEPT AS NOTED. 24. REPAIR EPOXY COATED SURFACES DAMAGED DURING CONSTRUCTION IN ACCORDANCE WITH SECTION (e) OF PUB ENSURE INTIMATE CONTACT BETWEEN EXCAVATION FACE AND THE BACK FACE OF TIMBER PRIOR TO STRESSING. [FOR TOP DOWN INSTALLATION] 30. DO NOT WELD WHEN SURFACES TO BE WELDED ARE MOIST OR EXPOSED TO RAIN, SNOW OR WIND, OR WHEN WELDERS ARE EXPOSED TO INCLEMENT CONDITIONS THAT WILL ADVERSELY AFFECT THE QUALITY OF THE WORK. 31. DO NOT WELD OR BURN WHEN THE TEMPERATURE IS BELOW 0-DEGREES F. PREHEAT AND MAINTAIN THE TEMPERATURE OF THE METAL TO AT LEAST 70-DEGREES F WHEN THE TEMPERATURE OF THE METAL IS BETWEEN 0-DEGREES AND 30-DEGREES F DURING WELDING OR BURNING. EXTEND THE AREA TO BE HEATED 3 INCHES BEYOND THE WELD IN ALL DIRECTIONS. 32. REMOVE ANY MOISTURE PRESENT AT POINT OF WELD BY APPLICATION OF HEAT. PROVIDE WINDBREAKS FOR PROTECTION FROM DIRECT WIND. 33. THOROUGHLY CLEAN ALL PORTIONS OF NEW SURFACES TO RECEIVE WELDS OF ALL FOREIGN MATTER, INCLUDING PAINT FILM, FOR A DISTANCE OF 2" FROM EACH SIDE OF THE OUTSIDE S OF WELD PRIOR TO PLACING THE WELD. 34. TEST INDICATED WELDS USING NON-DESTRUCTIVE METHODS IN ACCORDANCE WITH AASHTO AWS D BRIDGE WELDING CODE, SECTION MAY BE PLACED INSIDE THE REAR FLANGE, IF BLOCKED, OR INSIDE THE FRONT FLANGE. 1. APPLICABILITY OF THIS DRAWING: THIS APPLIES TO PERMANENT ED S WITH DISCRETE VERTICAL ELEMENTS. THIS APPLIES TO S BONDED IN ROCK. S BONDED IN SOIL ARE PERMITTED WITH APPROVAL OF THE. THIS APPLIES TO DISCRETE VERTICAL ELEMENTS WITH FOUNDATIONS ON OR INTO ROCK. DESCRETE VERTICAL ELEMENTS TERMINATING IN SOIL ARE PERMITTED WITH APPROVAL OF THE. 2. S MAY BE DESIGNED USING H-S, WIDE FLANGE BEAMS OR DRILLED SHAFTS. ED S MAY BE DESIGNED USING STEEL SHEET S. 3. PROVIDE REINFORCEMENT BAR DEVELOPMENT LENGTHS AND SPLICE LENGTHS IN ACCORDANCE WITH AASHTO LFRD BRIDGE DESIGN SPECIFICATIONS, AS SUPPLEMENTED BY DESIGN MANUAL PART PROVIDE NOT LESS THAN TWO LAYERS OF CORROSIVE PROTECTION FOR THE TENDONS BY ENCAPSULATION IN A -FILLED. 6. PROVIDE EPOXY COATED REINFORCING BARS IN ACCORDANCE WITH DESIGN MANUAL 4 CONSIDERING POTENTIALLY CORROSIVE ENVIRONMENTS. 7. PROVIDE CAP OVER PLACED BELOW FINAL GRADE. 8. S MAY BE GRADE 50 STEEL; HOWEVER, BASE POINT BEARING CAPACITY ON NOT MORE THAN 36 ksi. DESIGNER MAY USE 50 KSI WHEN EVALUATING COMBINED BENDING AND AXIAL LOADS FOR GRADE 50 S. 15. PROVIDE TENDONS CONSISTING OF STEEL BARS CONFORMING TO AASHTO-M275, TYPE II. 9. SPECIFY PROTECTIVE COATINGS FOR STEEL COMPONENTS IN ACCORDANCE WITH DESIGN MANUAL PART 4 CONSIDERING POTENTIALLY CORROSIVE ENVIRONMENTS. THE 16. FOR ING S USE NEAT CEMENT OR SAND CEMENT WITH TYPE I, II, OR III FOLLOWING PROVIDES GENERAL GUIDANCE: PORTLAND CEMENT CONFORMING TO AASHTO M85. [INDICATE TYPE II FOR CORROSIVE STEEL AGE FULLY ENCASED IN - NO ADDITIONAL PROTECTION REQ'D. ENVIRONMENTS.] BULLETIN 15 APPROVED NONSHRINK OR EXPANSIVE ADDITIVES MAYBE USED. 23. GALVANIZE MATERIAL IN ACCORDANCE WITH SECTION (s)1 OF PUB REPAIR GALVANIZED SURFACES DAMAGED DURING CONSTRUCTION IN ACCORDANCE WITH SECTION (s)2 OF PUB NOTES TO DESIGNER 5. APPLY PROTECTIVE COATINGS FOR REINFORCED SURFACES IN ACCORDANCE WITH DESIGN MANUAL PART 4 WHERE IS EXPOSED TO SALT SPRAY. SEE SECTION 1019 OF PUBLICATION 408. STEEL EMBEDDED IN ROCK SOCKET / AND ENCASED IN, INCLUDING LEAN FILL - ZINC PRIMER, GALVANIZING, OR EPOXY COATING EXPOSED STEEL OR STEEL ENCASED IN LEAN - THREE-COAT PAINT SYSTEM, GALVANIZING, OR EPOXY COATING DRIVEN S - DEDUCT ˆ" SACRIFICIAL STEEL AROUND FULL PERIMETER S IN CONTACT WITH - THREE-COAT PAINT SYSTEM, GALVANIZING, OR EPOXY COATING WHERE PROTECTIVE COATING IS REQUIRED, GALVANIZING IS PREFERRED. PROVIDE THREE-COAT PAINT SYSTEM IN ACCORDANCE WITH SECTION 1060 OF PUB.408. PROVIDE GALVANIZING IN ACCORDANCE WITH SECTION (s) OF PUB.408. PROVIDE EPOXY COATING IN ACCORDANCE WITH SECTION 1092 OF PUB DO NOT USE STEEL BARS FOR S WITH BOTTOM UP INSTALLATION DUE TO GENERAL DESIGN METHODOLOGY 1. ESTABLISH PROJECT REQUIREMENTS INCLUDING ALL GEOMETRY, EXTERNAL LOADING CONDITIONS (TEMPORARY AND/OR PERMANENT, ETC.), CONSTRUCTION CONSTRAINTS AND PERFORMANCE CRITERIA IN ACCORDANCE WITH THE SPECIAL PROVISIONS. 2. EVALUATE SITE SUBSURFACE CONDITIONS AND RELEVANT PROPERTIES OF IN SITU SOIL AND ROCK. 3. ESTABLISH INCLINATION ANGLES. INC S TO MINIMIZE LENGTH, TO AVOID UTILITIES AND OTHER UNDER OBSTRUCTIONS, TO STAY WITHIN RIGHT-OF-WAY, AND TO OPTIMIZE FORCE. 4. DETERMINE EARTH PRESSURE DISTRIBUTIONS, INCLUDING SURCHARGES, FOR WITH APPROPRIATE LOAD FACTORS AND LIMIT STATES AS PER DESIGN MANUAL PART 4 AND THIS. RESISTING PASSIVE PRESSURE BEGINS AT BOTTOM OF. 5. EVALUATE GLOBAL STABILITY FOR ED SYSTEM USING LIMIT EQUILIBRIUM ANALYSES. REVISE GEOMETRY IF NECESSARY. 6. FOR ANALYSIS AND DESIGN OF ELEMENTS, EMBEDMENT DEPTHS AND FORCES, USE EITHER AASHTO METHOD OR TWO DIMENSIONAL BEAM FINITE ELEMENT COMPUTER MODEL. 8. DETERMINE REQUIRED EMBEDMENT OR EMBEDMENT DEPTH FOR SHAFT AND ROCK SOCKET. 9. ESTIMATE NUMBER OF STRANDS OR BAR DIAMETER REQUIRED TO RESIST FORCES. ESTIMATE BOND LENGTH AND PULLOUT CAPACITY. FINAL DETERMINATION OF THE SIZE AND NUMBER OF STRANDS OR BAR DIAMETER, BOND DIAMETER, ING METHOD, ING PRESSURE AND BOND LENGTH IS THE RESPONSIBILITY OF THE SPECIALTY CONTRACTOR. 10. CHECK AXIAL LOAD RESISTANCE OF THE EMBEDMENT OR DRIVEN. POTENTIAL DAMAGE FROM SETTLEMENT, UNLESS APPROVED BY THE. 11. CHECK TEMPORARY CONDITIONS (CONSTRUCTION STAGING) FOR THE STR-I LIMIT STATE. 11. INDICATE ON THE " DESIGN LOAD". USE SER-I LIMIT STATE TO DETERMINE THE DESIGN LOAD. THE PERFORMANCE TEST LOAD IS DEFINED 12. CHECK DEFLECTION FOR THE WORST CASE SER-I LIMIT STATES. AS A MULTIPLIER (1.33) TIMES THE DESIGN LOAD. DESIGN LOAD WILL NOT EXCEED 0.6 GUARANTEED ULTIMATE TENSILE STRENGTH (GUTS) AND 13. CHECK COMPONENTS SUCH AS BEARING PLATE ASSEMBLY, CORBEL, AND WALER. PROOF TEST LOAD WILL NOT EXCEED 0.8 GUTS. 14. CHECK REDUNDANCY AS PER REDUNDANCY PROCEDURE ON SHEET LOCK-OFF LOAD SHALL NOT BE LESS THAN 50% OF THE ULTIMATE TENSILE STRENGTH OF THE STRANDS. IF ADDITIONAL STRANDS ARE REQUIRED FOR REDUNDANCY, A 15. CHECK THAT SUFFICIENT PASSIVE PRESSURE CAN BE DEVELOPED BEHIND THE MINIMUM OF 40% OF THE ULTIMATE TENSILE STRENGTH OF THE STRANDS MAY BE USED. AT THE UPPERMOST TO RESIST THE TEST LOAD. IN ANY CASE, THE STRANDS AND ASSEMBLY (INCLUDING WEDGES) ARE CLEANED OF ANY CONTAMINANTS IMMEDIATELY BEFORE LOCK-OFF, AND THE STRANDS AND WEDGES ARE CLEANED, GREASED, AND CAPPED WITHIN 48 HOURS AFTER LOCK-OFF. 13. FOR BOTTOM UP INSTALLATION, UP TO A MINIMUM HEIGHT OF 4' ABOVE THE LOCATION, OR AS REQUIRED TO DEVELOP SUFFICIENT PASSIVE PRESSURE PRIOR, TO INSTALLATION AND STRESSING. 14. REQUIRE ADDITIONAL CLEAR COVER TO REINFORCEMENT BARS TO ACCOUNT FOR IMPRESSIONS OF AESTHETIC SURFACE TREATMENT. 15. AFTER PLACEMENT OF CEMENT IN EMBEDMENT, PLACE LEAN CEMENT OR FLOWABLE FILL IN REMAINDER OF UP TO TOP OF. REMOVE LEAN CEMENT OR FLOWABLE FILL DURING EXCAVATION TO PLACE. [FOR TOP DOWN INSTALLATION] FLOWABLE FILL PER PUB 408 SECTION 220.2, TYPE A OR B. 16. DESIGN FOR THE PRESENCE OF WATER BEHIND THE AS REQUIRED BY SITE CONDITIONS AND DRAINAGE. DRAINS ARE TO OUTLET AT MAXIMUM INTERVALS OF 100'. 17. IF CAP BEAM IS USED, CONSTRUCT THE CAP BEAM AFTER LOCK OFF OF S. 18. IF PRECAST IS USED, LOCK OFF S PRIOR TO INSTALLATION. 19. UNLESS SPECIFICALLY REQUIRED TO ADDRESS DRAINAGE NEEDS FOR SPECIFIC SITE CONDITIONS AVOID PLACEMENT OF INLETS, MANHOLES, AND DRAINAGE FACILITIES IN THE OF THE ED TO AVOID DAMAGE TO S DUE TO INSTALLATION OR MAINTENANCE ACTIVITIES. 20. EVALUATE ACCESSIBILITY OF DRILLING RIG T0 LOCATIONS. ENSURE THAT A RELATIVELY LEVEL AREA CAN BE ACCOMMODATED ADJACENT TO THE LOCATIONS FOR DRILLING OPERATIONS. 21. USE REDUCED SECTION PROPERTIES AT OPENINGS FOR PENETRATIONS IN THE SECTIONS AT LOCATIONS. 22. SIZE IN ACCORDANCE WITH CONSTRUCTION HANDBOOK FOR BRIDGE TEMPORARY WORKS BY AASHTO. 7. DESIGN ELEMENTS FOR THE RESULTING FORCES (MOMENT, SHEAR AND AXIAL) AND DEFLECTION. LIMIT DEFLECTION TO A MAXIMUM OF 1" UNLESS THE SENSITIVITY OF ADJACENT STRUCTURES OR FACILITIES REQUIRES A LESSER LIMIT. DEFLECTION IN EXCESS OF 1" IS PERMITTED WITH APPROVAL OF THE CHEIF BRIDGE ENGINEER. INCLUDE MONITORING PROGRAM TO VERIFY THAT DEFLECTION OF ADJACENT STRUCTURES DOES NOT EXCEED 1" LIMIT. 26. GRIND AND FINISH OPENINGS IN DOUBLE S TO A SMOOTH CONDITION. 27. APPLY SHEAR STUDS TO WEBS OF DRIVEN S AFTER DRIVING S TO REFUSAL. WELD SHEAR STUDS IN ACCORDANCE WITH AASHTO/AWS D1.5 SECTIONS AND WELDING SPECIFICATIONS: ANSI/AASHTO/AWS/DI.5 BRIDGE WELDING CODE AND IN ACCORDANCE WITH SECTION (m) OF PUB. 408 AND THE SPECIAL PROVISIONS. USE QUALIFIED WELDERS IN ACCORDANCE WITH AWS D1.5 SECTION 5 PART B. FOLLOW D1.1 FOR TUBULAR (API OR ASTM A53) MATERIAL. 29. FIELD WELDING OF STEEL: USE THE SHIELDED METAL ARC PROCESS AND LOW HYDROGEN ELECTRODES WHICH ARE COMPATIBLE WITH THE BASE METAL AS SPECIFIED, AND IN ACCORDANCE WITH AN APPROVED WELD PROCEDURE SPECIFICATION. BD-627M BC-736M BC-751M BC-757M RC-12M RC-54M MOMENT SLABS REINFORCEMENT BAR FABRICATION DETAILS BRIDGE DRAINAGE TIP REINFORCEMENT & SPLICES AT STRUCTURES BARRIER PLACEMENT AT OBSTRUCTIONS REFERENCE DRAWINGS ED S NOTES SHEET 1 OF 9

2 REDUNDANCY 1. LOADS: USE EXT III LIMIT STATE TO DETERMINE REDUNDANCY LOADS ASSUMING ONE FAILS. USE RESISTANCE EQUAL TO PROOF TEST LOAD, 0.8 GUTS. 2. ELEMENTS AND FOUNDATION FOR REDUNDANCY: DESIGN ELEMENTS AND FOUNDATION FOR EXT-III. 3. DEFLECTION CHECKS ARE NOT REQUIRED FOR REDUNDANCY. 4. DESIGN TO PROTECT FROM CATASTROPHIC FAILURE DUE TO THE FAILURE OF ANY ONE AS FOLLOWS: a.) WITH FACING: DESIGN THE FACING TO DISTRIBUTE LOAD TO ADJACENT S AND S IN THE EVENT ANY ONE FAILS. b.) WITH PRECAST : DESIGN A POSITIVE MEANS OF REDUNDANCY IN THE EVENT ANY ONE FAILS USING ONE OR MORE, BUT NOT LIMITED TO, THE FOLLOWING METHODS: PROVIDE CONTINUOUS REINFORCED CAP BEAM PROVIDE HORIZONTAL STEEL TIE RODS BETWEEN S PROVIDE ADDITIONAL S DESIGN ADJACENT S TO RESIST ADDITIONAL LOAD REDISTRIBUTED FROM THE FAILED TYPICAL LATENT CONSTRUCTION PROCEDURE LATENT S: THE USE OF LATENT S MAY BE CONSIDERED FOR STRENGTHENING OR LIMITING DISPLACEMENT OF EXISTING S, WITH OR WITHOUT A NEW BLANKET. THE CASING IS DESIGNED AS A STRUCTURAL MEMBER, TRANSFERING THE LOAD TO THE CASING EMBEDMENT (BOND) LENGTH. THE IS NOT ENGAGED BY THE UNTIL THERE IS A TENDENCY FOR MOVEMENT. 1. DRILL THROUGH, FILL AND INTO THE ROCK TO THE REQUIRED STEEL CASING EMBEDMENT LENGTH. HOLE MUST BE OF SUFFICIENT DIAMETER TO ACCEPT ALL COMPONENTS AND PROVIDE SPECIFIED COVER. 2. FILL HOLE WITH SUFFICIENT AND PLUNGE CASING TO THE FULL DEPTH OF EMBEDMENT LENGTH TO ENSURE FULL ING OF ANNULAR SPACE BETWEEN CASING AND ROCK. 3. AFTER SUFFICIENT CURE OF THE, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1000 PSI AND A MINIMUM OF 16 HOURS, DRILL BOND LENGTH, INSTALL, AND PRESSURE THE BOND LENGTH. 4. INSTALL HOT DIPPED GALVANIZED BEARING PLATE, FIELD WELD THE PLATE TO THE, AND FIELD GALVANIZE. CLEAN AND FIELD GALVANIZE THE EXPOSED END OF CASING. 5. PRIOR TO TESTING THE S, WEDGE THE IN THE HOLE THROUGH THE TO FIRMLY SECURE IT. AFTER BOND HAS CURED, PERFORM LOAD TESTS AND PROOF TESTS ON THE S AND LOCK OFF LOAD TO THE DESIGN LOAD IN ACCORDANCE WITH THE SPECIAL PROVISIONS. JACK AGAINST BEARING PLATE. DO NOT APPLY JACKING LOADS TO THE. 1. USE THE FOLLOWING LOAD FACTORS: LOAD FACTORS FOR DESIGNS LIMIT STATE DC DD DW EH LS LL STR-I ** EXT-III * SER-I *- FOR REDUNDANCY ANALYSIS LIMIT STATES AND LOADING LOAD TYPES **- USE A LOAD FACTOR FOR EH = 1.5 FOR DIFFICULT GEOLOGY, SUCH AS AREAS PRONE TO LANDSLIDES DC - SELF WEIGHT OF COMPONENTS AND VERTICAL COMPONENT OF LOAD DD - DOWNDRAG ACTING UPON DRILLED CAISSON OR PER DESIGN MANUAL PART 4. DW - WEIGHT OF ATTACHED UTILITIES AND WEIGHT OF -SUPPORTED MOMENT SLAB EH - HORIZONTAL EARTH PRESSURE PER DESIGN MANUAL PART 4. LS - LIVE LOAD SURCHARGE PER DESIGN MANUAL PART 4. LL - LIVE LOAD TRANSMITTED DIRECTLY TO STRUCTURE FROM -SUPPORTED MOMENT SLAB (DOES NOT INCLUDE IMPACT) 6. THE UNTIL EMERGES FROM END OF CASING. ANNULAR SPACE BETWEEN CASING AND THE. 7. CONSTRUCT CORBELS. ENSURE FULL CONSOLIDATION OF BEHIND BEARING PLATE. NOTE 1: EH LOADS MAY HAVE VERTICAL AND HORIZONTAL COMPONENTS ACTING SIMULTANEOUSLY. 2. LIMIT STATE DESCRIPTIONS: CIP FACING PERMANENT 1'- WIDE PREFABRICATED STRIP DRAIN CUT OPENING FOR PIPE, SEAL OPENING WITH POLYETHYLENE FILM AND TAPE AROUND PIPE TAPE SEAL ALTERNATE FITTING POLYETHYLENE FILM, 6 MIL THICK OUTLET PIPE, SECURED TO REINFORCING STEEL TO PREVENT MOVEMENT DURING PLACEMENT FOR CONNECTION OF PIPE TO STRIP DRAIN WITH C.I.P. SHOWN, WITH PRECAST SIMILAR SECURE EDGE OF POLYETHYLENE FILM WITH NAILS, MAX. 12" C/C ALL AROUND, TO PREVENT INTRUSION INTO BASE DRAIN. USE BACKER STRIP TO PREVENT TEARING OF FILM. 8. CUT EXCESS TENDON LENGTH. INSTALL GREASE FILLED GALVANIZED CAP, AND CAULK JOINT BETWEEN BEARING PLATE AND ON ALL SIDES WITH APPROVED ELASTOMERIC CAULKING COMPOUND. 9. OTHER METHODS OF CONSTRUCTION MAY BE CONSIDERED WITH APPROVAL OF THE. STR-I BASIC LOAD COMBINATION FOR DESIGN OF ELEMENTS AND FOUNDATION ELEMENTS. EXT-III REDUNDANCY LOAD COMBINATION FOR DESIGN OF ELEMENTS AND FOUNDATION (USE THIS LIMIT STATE WITH OR WITHOUT GLOBAL STABILITY LOAD CONSISTENT WITH THE GOVERNING STRENGTH LIMIT STATE) SER-I BASIC LOAD COMBINATION FOR DEFLECTION CHECK AND DESIGN ELEMENTS CONSIST OF, EMBEDMENT,, WALER, FACING, CORBEL, AND BEARING PLATE ASSEMBLY. FOUNDATION ELEMENTS CONSIST OF SIDE RESISTANCE AND BEARING STRESS OF EMBEDMENT AND S. DESIGN CONSISTS OF STRAND SELECTION AND BOND ZONE. DEFLECTION CHECK IS FOR HORIZONTAL DISPLACEMENTS. 3. RESISTANCE: LOAD RESISTANCE SER-I STR-I 0.6 GUTS 0.75 GUTS GUTS - GUARANTEED ULTIMATE TENSILE STRENGTH EXT-III 0.8 GUTS REINFORCED FACING 1'- RESISTANCE FACTORS: USE RESISTANCE FACTORS FOR ELEMENTS AND FOUNDATION ELEMENTS IN ACCORDANCE WITH AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS AS SUPPLEMENTED BY DESIGN MANUAL 4. NO. 57 COURSE AGGREGATE WEEP HOLE CONNECTED TO (TYP) PREFABFRICATED FITTING MECHANICALLY FASTENED PREFABRICATED STRIP DRAIN FOR CONNECTION OF PIPE TO STRIP DRAIN. (PROVIDED BY STRIP DRAIN MANUFACTURER) PREFABRICATED STRIP DRAIN ( " TO 1 " MAX. TOP OF ROADWAY GAP BETWEEN PROVIDED WITH NON-DEGRADABLE SHIM) # '- 1'- 1'-0" 2'-0" 2'-2" 1'- OUTLET PIPE 4'-0" ENCASEMENT 1'-0" DRAINAGE PIPE SIZE AS REQUIRED BY DESIGN, 12" DIA. PIPE SIZE AS ED S REQUIRED BY DESIGN, DIA. NOTES AND DRAINAGE DETAILS SECTION AT ELEVATION AT WITH C.I.P. SHOWN, WITH PRECAST SIMILAR RECOMMENDED APR.29, 2016 RECOMMENDED APR.29, 2016 SHEET 2 OF 9

3 PRECAST OR CLASS A CEMENT (SEE NOTE 7) A S/ EXISTING EXCAVATION FACE TOP OF PRECAST OR (SEE NOTE 7) GRADE OR SUBGRADE TOP OF PRECAST OR (SEE NOTE 7) SEAL - DESIGN BY CONTRACTOR (SEE NOTE 9) (SEE NOTE 10) HOLE (SEE NOTE 11) CAP BEARING PLATE SUPPORT PLATE PRECAST CLASS A CEMENT 4'-0" OR FROST DEPTH, IF GREATER B B REAR FACE OF, SEE NOTES TO DESIGNER, NOTE 15, ON SHEET DIA. FORMED WEEP HOLES, ONE PER PANEL, 15'-0" MAX. SPA. (SEE NOTE 5) NO. 57 COARSE AGGREGATE (SEE NOTE 6) PRECAST PANEL EL. * EL. * WEEP HOLE CONNECTED TO SEE DRAINAGE DETAILS ON SHEET 2. PRECAST PANEL 10 STRUCTURE LIMIT OF STRUCTURE 1 1 EL. * EL. * FORMED WEEP HOLE AND AGGREGATE FILTER (SEE NOTE 8) " PLAIN NEOPRENE BEARING PAD BASE PLATE TRUMPET - DESIGN BY CONTRACTOR NOTE: TENDON NOT SHOWN SECTION C-C C v PARTIAL PENETRATION WELD (PJP) (FULL HEIGHT FRONT AND BACK) EMBEDMENT CLASS A CEMENT ROCK SOCKET ROCK SOCKET " PLAIN NEOPRENE BEARING PAD ROCK SOCKET * VALUE TO BE PROVIDED ON HOLE THROUGH FLANGE (FRONT FACE) GRIND SMOOTH A ELEVATION SECTION A-A SECTION A-A TOP DOWN INSTALLATION BOTTOM UP INSTALLATION DOUBLE DESIGN W/PRECAST 1. FOR PRECAST DETAILS SEE SHEET 4. C ELEVATION HOLE THROUGH FLANGE (REAR FACE) GRIND SMOOTH TOP DOWN & BOTTOM UP INSTALLATION CLEAR DISTANCE BETWEEN S AS REQUIRED 2. FOR EMBEDMENT DETAILS SEE SHEET FOR ADJACENT ROADWAY AND DRAINAGE DETAILS SEE SHEET FOR DETAILS SEE SHEET PROVIDE ADEQUATE SHORING () BEHIND S TO RETAIN EXCAVATION FACE AS AGE DETAIL (CONTINUOUSLY WELD S SHOWN, TIE PLATED S SIMILAR) LEAN CEMENT OR FLOWABLE FILL S v PARTIAL PENETRATION WELD FULL LENGTH S THREE EDGES ON EACH SEE DETAIL A LEAN CEMENT OR EXCAVATION PROCEEDS. 6. PROVIDE NO. 57 COARSE AGGREGATE TO FILL ANY GAPS BETWEEN AND EXCAVATION FACE. 7. USE WHERE TOP OF IS SLOPED. PRECAST MAY BE USED FOR STEPPED TOP OF. FLOWABLE FILL 8. FOR WEEP HOLE AND AGGREGATE FILTER DETAILS AND ALTERNATE PARTIAL PENETRATION WELD FULL LENGTH v SECTION B-B TIE PLATE " AT 4' MAX. SPACING ( " THICKNESS) SECTION B-B CONTINUOUSLY WELDED S TIE PLATED S (PREFERRED ALTERNATE) - WELD TIE PLATE ( " THICKNESS) DETAIL A " DRAINAGE DETAILS SEE BC-751M. 9. PROVIDE A WATERTIGHT SEAL BETWEEN TRUMPET AND FOR DESIGNS WITH PERMANENT S. PROVIDE A WATERTIGHT SEAL BETWEEN TRUMPET AND PLASTIC FOR DESIGNS WITHOUT PERMANENT S. 10. DETAILS WITH PERMANENT ARE SHOWN. DETAILS ARE SIMILAR WHERE PERMANENT CASING IS NOT REQUIRED AND ING EXTENDS INTO TRUMPET. ED S DOUBLE DESIGN W/PRECAST - AND NOT SHOWN (SEE TYPICAL SECTION AT PRECAST ON SHEET HOLE DIAMETER WILL BE DEPENDENT ON THE SELECTED HEAD (WEDGE PLATE). SHEET 3 OF 9

4 C/C S D CAP BEAM STIRRUPS BARS # 12" MAX. SPA. MINIMUM LAP HORIZ CAP BEAM REINF AS REQ'D BY DESIGN (SEE NOTE 2) CAP BEAM STIRRUP BAR 8" TOP OF " PLAIN ELASTOMERIC BEARING PADS 50 DUROMETER (AT BOTTOM OF ONLY) SOLDIER PRECAST STIRRUP BARS 12" MAX. SPA. MINIMUM 2" LAP " x STUDS WELDED TO VARIES CAP BEAM FF OF EMBEDMENT 1 " D ELEVATION CAP BEAM STIRRUP BAR SECTION D-D TOP OF PRECAST BEARING PAD DETAIL FOR USE OF CAP BEAM FOR REDUNDANCY (SEE NOTE 2) C/C S SLOPE TOP OF AND ADJUST REINF AS REQUIRED (SEE NOTE 6) STIRRUP BARS 12" MAX. SPA. MINIMUM E HORIZ REINF AS REQ'D BY DESIGN 12" MAX SPA MINIMUM EF 2" 4'-0" (COMMON) 2'-0" () V-GROOVE (SEE NOTE 1) V-GROOVE HORIZ REINF AS REQ'D BY DESIGN FF 0F STIRRUP BAR AS REQ'D BY DESIGN PANEL HEIGHT LESS THAN 3'-0" DIAMETER 1-#4 EACH SIDE OF 2" PIPE EACH FACE WEEP HOLE REINFORCEMENT DETAIL REINFORCE WEEP HOLES WITH #4 ON EACH FACE PLACED IN A FASHION AS SHOWN. 1. PROVIDE A V-GROOVE MID-DEPTH IF DESIRED FOR APPEARANCE. 2. IF CAP BEAM IS USED FOR REDUNDANCY, DESIGN FOR REDUNDANCY FORCES; OTHERWISE DESIGN FOR APPLICABLE EARTH PRESSURES. 3. IF PRECAST IS NOT FULLY DETAILED ON THE (NO REINFORCEMENT BAR SCHEDULE), THAN THE CONTRACTOR IS REQUIRED TO SUBMIT SHOP DRAWINGS FOR ACCEPTANCE PRIOR TO FABRICATION. 4. PROVIDE TIMBER FOR IN ACCORDANCE WITH SECTION (a) OF PUB ALL IS TO REMAIN IN PLACE E ELEVATION EDGE OF FLANGE PRECAST AND (SEE NOTES 3 AND 6) ƒ" x ƒ" CHAMFER SECTION E-E AS REQ'D. BY DESIGN 9" LOCATION OF STRUCTURE FOUNDATION DRAINS AND WEEP HOLES MUST BE SHOWN ON THE CONTRACT PLANS. FOR THE FINAL CONSTRUCTION. 6. USE WHERE TOP OF IS SLOPED. PRECAST MAY BE USED FOR STEPPED TOP OF., SEE EXCAVATION FACE NOTES TO DESIGNER, NOTE 15, ON SHEET 1. (SEE NOTES 4 AND 5) NO. 57 COARSE AGGREGATE 1'- NOTE: FILL SPACE BETWEEN AND PRECAST WITH NO. 57 COARSE AGGREGATE OR BLOCK PRECAST AS INDICATED IN "ALTERNATE SUPPORT DETAIL". EVERY SPACING PRECAST MINIMUM, 15'-0" MAX. SPA. (SEE DETAILS ON SHEET 2) LEAN CEMENT OR FLOWABLE FILL FF OF TYPICAL SECTION AT PRECAST BLOCKING (SEE NOTES 4 AND 5) PRECAST FF OF ALTERNATE SUPPORT DETAIL ED S DOUBLE DESIGN WITH PRECAST SHEET 4 OF 9

5 F S/ CAP WITH 2" CLASS A CONC. OVER EACH * * 10" (SEE NOTE 7) S TOP OF TOP OF S 2'-0" TIE PLATES 2'-0" 4'-0" MAX. SPACING EMBEDMENT CLASS A CEMENT 4'-0" OR ROCK SOCKET FROST DEPTH, VERT. IF GREATER G G DIA FORMED WEEP HOLES, ONE PER PANEL, 15'-0" MAX. SPA. HORIZ. EXCAVATION FACE (SEE NOTE 4) NO. 57 COARSE AGGREGATE (SEE NOTE 5) 10 TIE PLATES, SEE NOTES TO DESIGNER, NOTE 15, ON SHEET 1. CLASS A CEMENT ROCK SOCKET 1" EL. * EL * ƒ " X SHEAR CONNECTORS 12" MAX. VERTICAL ON CENTER OF EACH (SIZE, LENGTH & ) SEAL - DESIGN BY CONTRACTOR (SEE NOTES 8 & 9) (SEE NOTE 9) TIE PLATES WEEP HOLE CONNECTED TO SEE DRAINAGE DETAILS ON SHEET 2. SECTION H-H HOLE (SEE NOTE 10) CAP BEARING PLATE SUPPORT PLATE PER DESIGN, NDT WELDS AS PER AASHTO/AWS 1.5 SECTION BASE PLATE TRUMPET - DESIGN BY CONTRACTOR NOTE: TENDON NOT SHOWN AGE DETAIL (TIE PLATED S SHOWN, CONTINUOUSLY WELD S SIMILAR) H SHEAR CONNECTOR ADJUST REQ'D. AT AGE. HOLE THROUGH FLANGE (FRONT FACE) GRIND SMOOTH HOLE THROUGH FLANGE (REAR FACE) GRIND SMOOTH H ELEVATION (SEE SECTION B-B ON SHEET 3 FOR CONFIURATIONS AND WELD DETAILS) SHEAR CONNECTOR SHOP APPLIED WITH IN HORIZONTAL POSITION. FIELD INSTALLATION IS NOT PERMITTED. SECTION G-G AND NOT SHOWN (SEE TYPICAL SECTION AT C.I.P. ON THIS SHEET) F SECTION F-F ELEVATION DOUBLE DESIGN W/CIP TOP DOWN INSTALLATION 1. FOR EMBEDMENT DETAILS SEE SHEET FOR ADJACENT ROADWAY AND DRAINAGE DETAILS SEE SHEET FOR DETAILS SEE SHEET PROVIDE ADEQUATE SHORING () BEHIND FLANGES TO RETAIN EXCAVATION FACE AS EXCAVATION PROCEEDS. * VALUE TO BE PROVIDED ON, SEE NOTES TO DESIGNER, NOTE 15, ON SHEET 1. LEAN CEMENT OR FLOWABLE FILL (SEE NOTES 4 AND 5 ON SHEET 4) 1'- EXCAVATION FACE NO. 57 COARSE AGGREGATE 5. PROVIDE NO. 57 COARSE AGGREGATE TO FILL ANY GAPS BETWEEN AND EXCAVATION FACE. 6. FOR DOUBLE DESIGN WITH C.I.P., EITHER CONFIGURATION SHOWN IN SECTION C-C ON SHEET 3 MAY BE USED. 7. CAP OVER MAY BE DETAILED FOR MONOLITHIC PLACEMENT INTEGRAL WITH THE FACING. 8. PROVIDE A WATERTIGHT SEAL BETWEEN TRUMPET AND FOR DESIGNS WITH PERMANENT S. PROVIDE A WATERTIGHT SEAL BETWEEN TRUMPET AND PLASTIC FOR DESIGNS SHEAR CONNECTOR EVERY SPACING MINIMUM, 15'-0" MAX. SPA. (SEE DETAILS ON SHEET 2) C.I.P. WITHOUT PERMANENT S. 9. DETAILS WITH PERMANENT ARE SHOWN. DETAILS ARE SIMILAR WHERE PERMANENT CASING IS NOT REQUIRED AND ING EXTENDS INTO TRUMPET. ED S DOUBLE DESIGN W/CIP 10. HOLE DIAMETER WILL BE DEPENDENT ON THE TYPICAL SECTION AT C.I.P. SELECTED HEAD (WEDGE PLATE). RECOMMENDED APR.29, 2016 RECOMMENDED APR.29, 2016 SHEET 5 OF FOR WEEP HOLE REINFORCEMENT DETAIL SEE SHEET 6.

6 SPACING S SEE NOTE 7 REINFORCEMENT AS REQUIRED BY DESIGN I VERT. HORIZ. 12" MAX. FF & RF CLASS A CEMENT ƒ" x ƒ" CHAMFER GRADE (OR SUBGRADE) REINF. FOR INTERNAL WALER 1'-0" CLASS 3 EXCAVATION (SEE NOTE 4) 10 STRUCTURE EXISTING 0" 0" TOP OF 2-0" FORMED V-GROOVE EL. * 0" EL. * 0" DIA. FORMED WEEP HOLE AND AGGREGATE FILTER (SEE NOTE 1) INTERNAL WALER REINFORCEMENT AS ** SEAL (SEE NOTE 9) PVC PIPE PERMANENT EXTENDED THROUGH AGE DETAIL INTERNAL WALER ELASTOMERIC BEDDING MATERIAL HOLE (SEE NOTE 8) CAP BEARING PLATE EL. * ** TRUMPET REINFORCEMENT AS REQ'D BY DESIGN CONTINUOUS NOTE: TENDON NOT SHOWN V-GROOVES (OPTIONAL) PER DESIGN PER DESIGN INTERNAL WALER 3'- TIMBER 4'-0" MAX. (SEE NOTE 5) DIAMETER I SPACED BETWEEN S DRIVEN OR DRILLED PIPE (SEE NOTE 6) 2" 4'-0" OR FROST DEPTH, IF GREATER 1. FOR WEEP HOLE AND AGGREGATE FILTER DETAILS 1-#4 EACH SIDE OF PIPE EACH FACE AND ALTERNATE DRAINAGE DETAILS SEE BC-751M 2" 2. FOR ADJACENT ROADWAY AND DRAINAGE DETAILS SEE SHEET 9. ELEVATION SECTION I-I 3. FOR DETAILS SEE SHEET PLACE CLASS 4, TYPE A GEOTEXTILE BLANKET BETWEEN STRUCTURE WEEP HOLE REINFORCEMENT DETAIL SINGLE DESIGN W/ CIP AND EXCAVATION AND SUBGRADE IN ACCORDANCE WITH RC-12M. 5. PROVIDE ADEQUATE SHORING () BEHIND BOTTOM UP INSTALLATION S TO RETAIN EXCAVATION FACE AS EXCAVATION PROCEEDS (IF REQUIRED). 1. REINFORCE WEEP HOLES WITH #4 ON EACH FACE PLACED IN A DIAGONAL FASHION AS SHOWN. 6. EMBEDMENT MAY BE USED INSTEAD OF DRIVEN S BASED ON SITE CONDITIONS AND ECONOMY. 2. LOCATION OF STRUCTURE FOUNDATION DRAINS AND WEEP HOLES MUST BE SHOWN ON THE CONTRACT PLANS. 7. PROVIDE SURFACE PERPENDICULAR TO CENTER WITHIN 0.3 TOLERANCE. GRIND SURFACE TO REMOVE PROJECTING IRREGULARITIES EXCEEDING ". ENSURE THAT THERE ARE NO ACCUMULATIONS OF ZINC AROUND EDGE OF GALVANIZED BEARING PLATE. 8. HOLE DIAMETER WILL BE DEPENDENT ON THE SELECTED HEAD (WEDGE PLATE). 9. PROVIDE A WATERTIGHT SEAL BETWEEN TRUMPET AND * VALUE TO BE PROVIDED ON ** CONTRACTOR DESIGN (TO BE NOTED FOR AS-DESIGNED S ONLY) FOR DESIGNS WITH PERMANENT S. ED S SINGLE DESIGN W/CIP RECOMMENDED APR.29, 2016 RECOMMENDED APR.29, 2016 SHEET 6 OF 9

7 ENCASEMENT J VERT. S VERT. J S HOOP HOOP ELEVATION MAX. EF VERT. EXTEND BEYOND MINIMUM 2'-0" HORIZ. AND COLUMN CLASS A CEMENT GRADE (OR SUBGRADE) DIA. STR. FDN. DRAIN CLASS 4, TYPE A STRUCTURE 10 EXISTING SINGLE DESIGN W/ CIP & COLUMN BOTTOM UP INSTALLATION LIMIT OF STRUCTURE (SEE NOTE 3) CONTINUOUS 2'-0"x 2'-0" NO. 57 COARSE AGGREGATE ENCASED IN GEOTEXTILE, DRIVEN OR DRILLED PIPE (SEE NOTE 4) MATCH VERT. REINF. SECTION J-J EMBEDDED AGE DETAIL EL. EL. * TOP/ * DIA. FORMED WEEP HOLE AND AGGREGATE FILTER (SEE NOTE 1) EXTENDED THROUGH 4'-0" OR FROST DEPTH, IF GREATER PERMANENT EMBEDDED AGE DETAIL SINGLE W/CIP AND COLUMN ENCASEMENT BRG. EMBEDDED IN, SIZE HOLE TO PERMIT DRILLING ** SEAL REINFORCEMENT BARS HOLE (SEE NOTE 6) STEEL SLEEVE (SEE NOTE 5) EMBEDDED IN 2'-0" FROM TOP OF TO 1. FOR WEEP HOLE AND AGGREGATE FILTER DETAILS AND ALTERNATE DRAINAGE DETAILS SEE BC-751M 2. FOR ADJACENT ROADWAY AND DRAINAGE DETAILS SEE SHEET 9. * ** VALUE TO BE PROVIDED ON CONTRACTOR DESIGN (TO BE NOTED FOR AS-DESIGNED S ONLY) ** TRUMPET 3. PLACE CLASS 4, TYPE A GEOTEXTILE BLANKET BETWEEN STRUCTURE 4. S WITH EMBEDMENTS MAY BE USED INSTEAD OF DRIVEN S BASED ON SITE CONDITIONS AND ECONOMY. CAP NOTE: AND EXCAVATION AND SUBGRADE IN ACCORDANCE WITH RC-12M. AFTER FINAL STRESSING FILL WITH NON-SHRINK TENDON NOT SHOWN " SHEAR STUD /COLUMN SPACING VERTICAL BARS IN EF K COLUMN HOOPS 2'-0" HOOPS AS MINIMUM DRIVEN VERTICAL BARS IN COLUMN ENCASEMENT DETAIL #4 HOOPS 5" 5" " SHEAR STUDS EF 10" 6'-0" CUT-OFF ACCESS K FOR INSTALLATION COLUMN BARS 5. HOLE DIAMETER WILL BE DEPENDENT ON THE SELECTED HEAD (WEDGE PLATE). *** 6. PROVIDE A WATERTIGHT SEAL BETWEEN TRUMPET AND FOR DESIGNS WITH PERMANENT S. WEDGE PLATE WEB PLATE 7. FOR WEEP HOLE REINFORCEMENT DETAIL SEE SHEET FOR DETAILS SEE SHEET 8. SECTION K-K 8" WEB PLATE, WEDGE PLATE, SIZE AS REQ'D. BY DESIGN, ƒ" *** L L *** WEDGE PLATE, SIZE AS REQ'D. BY DESIGN, ƒ" SIZE AS REQ'D. BY DESIGN, ƒ" ƒ" *** WEB PLATE, SIZE AS REQ'D. PORTION OF FLANGE AND WEB TO BE REMOVED BY DESIGN, REMOVE PORTION OF ƒ" FRONT VIEW FLANGE AND WEB TO ALLOW FOR INSTALLATION. ( TRUMPET AND, IF REQUIRED) SIDE VIEW SECTION L-L ED S SINGLE DESIGN W/CIP & COLUMN THRU- CONNECTION DETAIL THRU- CONNECTION *** - REQUIRED BY TRUMPET AND, IF REQUIRED - WELD SHEET 7 OF 9

8 FF * * TOTAL LENGTH 10 TOTAL LENGTH 10 BONDED LENGTH " COVER 15'-0" 40'-0" MAX. M M SECTION M-M BAR TENDON BONDED LENGTH 5'-0" OR H/5 (SEE NOTE 5) (SEE NOTE 3) " COVER N IN ROCK N STEEL BAR " COVER STEEL BAR SECTION N-N BAR TENDON IN SOIL WITH PERMANENT (IF REQUIRED) IN SOIL BONDED LENGTH 15'-0" 40'-0" MAX. M M " COVER STEEL BAR SECTION P-P BAR TENDON LATENT S P ", 1" MAX. P PERMANENT DIA. " AND 1" MAX. LARGER THAN OD OF EMBEDMENT LENGTH IN ROCK OR SOIL ", 1" MAX. IN ROCK OR SOIL LATENT REQ'D BY DESIGN AND 9. * 1. FOR AGE DETAILS, SEE SHEETS 3,5,6,7, 2. FOR USE OF LATENT S SEE SHEET USE PERMANENT CASING FOR DRILLED HOLES WHERE REQUIRED IN SOILS OR SUBJECT TO CAVING. ( ONLY) 4. LOCATE UPPER CENTRALIZER A MAXIMUM OF 5' FROM THE TOP OF THE TENDON BOND LENGTH. LOCATE LOWER CENTRALIZER 1' FROM THE BOTTOM OF THE TENDON BOND LENGTH. 5. H = DESIGN HEIGHT OF THE. VALUE TO BE PROVIDED ON " COVER TUBE TENDON SPACER IN ROCK 1 /5" COVER 7-WIRE STRAND, SECTION M-M BARE STRAND TENDON BONDED LENGTH TUBE TENDON SPACER TENDON (IF REQUIRED) SPACER 1 TUBE 7-WIRE STRAND, /5" GREASED & ED COVER 1 /5" SECTION N-N 7-WIRE STRAND, COVER GREASED & ED STRAND TENDON SECTION P-P STRAND TENDON WITH PERMANENT LATENT S ED S DETAILS SHEET 8 OF 9

9 REQUIRED CLEAR FOR TYPE OF GUIDE RAIL (SEE RC-54M) NOTE: SEE BD-627M FOR TYPICAL MOMENT SLAB AND BARRIER REINFORCEMENT DETAILS NOTE: SEE BD-627M FOR TYPICAL MOMENT SLAB AND BARRIER REINFORCEMENT DETAILS CLEAR DISTANCE AS REQUIRED SHOULDER WIDTH (8'-0" ) SHOULDER WIDTH (8'-0" ) TOPSOIL AND SEED SEE DETAIL B SLOPE TO DRAIN " NEOPRENE SPONGE TOP OF OR CAP STR. FDN. DRAIN WITH NO. 57 COARSE PAVEMENT BASE DRAIN AGGREGATE ENCASED IN GEOTEXTILE, CLASS 4 TYPE 1 (SEE NOTE 3) OR CAP GUIDERAIL AT TOP OF TOP OF OR CAP OR CAP PAVEMENT BASE DRAIN OR CAP PAVEMENT BASE DRAIN BARRIER DETAIL 1 BARRIER DETAIL 2 CAULKING COMPOUND SPIRAL REINFORCEMENT FOR NEW FACING SEE NOTE 4 ELASTOMERIC BEDDING MATERIAL HOLE (SEE NOTE 5) CAP BEARING PLATE PER SEALANT MANUFACTURERS REQUIREMENTS DETAIL B ƒ" X ƒ" CHAMFER TOP OF OR CAP ƒ" PREMOLDED EXP. JT. FILLER COARSE AGGREGATE FORMED WEEP HOLE AND AGGREGATE FILTER (USE AGGREGATE FILTER FOR BOTTOM UP INSTALLATION ONLY) 1'-0" 2.0% PLAIN CEMENT PAVEMENT DEPTH " PREMOLDED EXP. JT. FILLER AND CAULKING COMPOUND (SEE DETAIL B) ROADWAY BARRIER STR. FDN. DRAIN WITH CONTINUOUS 2'-0"x 2'-0" NO. 57 COARSE AGGREGATE ENCASED IN GEOTEXTILE, CLASS 4 TYPE 1 (SEE NOTES 1 & 2) SEE DETAIL B ƒ" JOINT MATERIAL ROADWAY BARRIER TOP OF EMBEDMENT OR 2.0% TOP OF EMBEDMENT OR REINFORCEMENT BARS BOTTOM OF BOTTOM OF PER DESIGN FF NEW OR EXISTING OR ROCK SOCKET PAVEMENT BASE DRAIN 1'-0" REINFORCEMENT AND DETAILS NOT SHOWN SUBBASE BARRIER DETAIL 4 NOTE: TENDON NOT SHOWN TO BE FILLED WITH CLASS A BARRIER DETAIL 3 AGE DETAIL FORMED WEEP HOLE AND AGGREGATE FILTER. PLACE ONE LATENT CLASS A CEMENT WEEP HOLE IN EVERY SOLDIER PANEL PLACED ABOVE OR NORMAL WATER LEVEL, WHICHEVER IS HIGHER 1. AS AN ALTERNATE TO A FOUNDATION DRAIN, WEEP HOLES MAY BE PROVIDED ABOVE TOP OF BARRIER PROVIDED THAT APPEARANCE IS EMBEDMENT SECTION - DOUBLE BEAM OR ROCK SOCKET V-GROOVE ROCK SCOUR PROTECTION ACCEPTABLE AND SUFFICIENT ROADWAY DRAINAGE IS PROVIDED UNLESS PROJECT SPECIFIC PLANS OR SITE CONDITIONS REQUIRE THE NEED FOR BOTH A FOUNDATION DRAIN AND WEEP HOLES. 2. USE FOUNDATION DRAIN FOR BOTTOM UP INSTALLATION ONLY. 3. USE FOUNDATION DRAIN WHERE ROADWAY PAVEMENT DRAINS ONTO SLOPE ABOVE OR WHERE SLOPE ABOVE PRODUCES SIGNIFICANT RUNOFF. PROVIDE IMPERVIOUS DEPTH EQUAL TO ESTIMATED CONTRACTION SCOUR, 6' STREAM BED TOP OF DRILLED IN HOLE AND BOTTOM OF BARRIER LAYER ABOVE STRUCTURE. 4. PROVIDE SURFACE PERPENDICULAR TO CENTER WITHIN 0.3 TOLERANCE. GRIND SURFACE TO CLASS A CEMENT ED S REMOVE PROJECTING IRREGULARITIES EXCEEDING ". GRIND GALVANIZED SURFACE OF BEARING PLATE SMOOTH TO REMOVE ACCUMULATIONS OF ZINC AROUND EDGES. EMBEDMENT SECTION - TYPICAL SECTION MISCELLANEOUS DETAILS 5. HOLE DIAMETER WILL BE DEPENDENT ON THE SELECTED HEAD (WEDGE PLATE). SINGLE BEAM AT STREAM RECOMMENDED APR.29, 2016 RECOMMENDED APR.29, 2016 SHEET 9 OF 9