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OF TRANSPORTATION, hDh||Z Zh BUREAU OF STRUCTURAL ENGINEERING+x|dօnmLLZ'ZhSTANDARD DRAWING PLATE 2.3-1)tڜi}tiZ)tZi2.3-1'"e"i Z"ZiZ"Ze'"e"i Z"ZiZ"Ze'"e"i Z"ZiZ"Ze'#e#i Z#ZiZ#Ze'#e#i Z#ZiZ#Ze'#e#i Z#ZiZ#Ze%iqUio/qxo444ZiZMoK INCHES. THE FOLLOWING CAMBER VALUES SHALL BE PROVIDED AT QUARTER POINTS E+inql)o44ZiZn ALONG THE BEAM SPAN LENGTH:iڟn"in44ZiZn DiPnqڊn644ZiZ_nO A = ESTIMATED PRESTRESS CAMBER AT RELEASE LESS DEFLECTION DUE TO DEAD LOADO.in m:n 44ZiZn$ OF BEAM TIMES CREEP FACTOR.iڱm"im44ZiZm Diamqڛm644ZiZpmO A = ESTIMATED PRESTRESS CAMBER AT RELEASE LESS DEFLECTION DUE TO DEAD LOADO%imjLm44ZiZ!m OF BEAM.Dil"il44ZiZl Cislښqڭl544ZiZlN B = DEFLECTION DUE TO DEAD LOAD OF SLAB, PERMANENT STEEL BRIDGE DECK FORMS,Ai#lVp]l344ZiZ2lJ PARAPETS, SIDEWALKS, MEDIANS, RAILING, UTILITIES AND FUTURE PAVING.ik"il44ZiZk -iڄkڣlھk44ZiZk! C = NET FINAL CAMBER (A -B)Ni5k"iok44ZiZDk Cijڟqk544ZiZjN CAMBER IN PRESTRESS BEAMS ARE TIME DEPENDENT AND THEREFORE ARE APPROXIMATE.Eiږjqj744ZiZjQ A, B, AND C ARE THEORETICAL VALUES AND MAY VARY WITH ACTUAL CONCRETE STRENGTH,N?iFjڎpڀj144ZiZUjF VARIOUS PRESTRESSING CONDITIONS, CREEP FACTOR AND PRESTRESS LOSSES.ii"i1j44ZiZj Diڧiqi644ZiZiO THE FOLLOWING STATEMENTS SHALL BE INCLUDED ALONG WITH THE CAMBER DIAGRAM ANDH+iXiRlڒi44ZiZgi THE ESTIMATED CAMBER TABLE:CiiڤqBi544ZiZiN "THE ERECTION CAMBER SHALL BE CHECKED BY THE CONTRACTOR IN THE FIELD>iڹh|ph044ZiZhC TO ESTABLISH PROPER CONCRETE HAUNCH AND DECK ELEVATIONS."NDiihqڣh644ZiZxhO "SHOP DRAWINGS SHALL INCLUDE CALCULATIONS OF PRESTRESS LOSSES FOR THEH1ihڟmTh#44ZiZ)h* ENGINEER'S REVIEW AND APPROVAL."Hmڄ&nZ^Zm8"!~HmڂmZ~ZWm of Beam 8"AmڠnZWZm4'-0"M#Ӄ1mkmZӃZ@m of Beam 4'-0"Mڬsfn{f Zn{ZfZsZf2ڂuhz8i$ZuZ i+45" PRETENSIONED PRESTRESSED CONCRETE BEAMSE2ڇu[hzڕh$ZuZjh+54" PRETENSIONED PRESTRESSED CONCRETE BEAMSE2ڇuڞgzg$ZuZg+63" PRETENSIONED PRESTRESSED CONCRETE BEAMSE2ڂufz"g$ZuZf+72" PRETENSIONED PRESTRESSED CONCRETE BEAMSE.tAfڊt{fZ.tZPf2.4-5!~ufA{ڧfod72Z~uZ.f8~umfA{ڧf*Z~uZ|f7DETAILS OF INTERMEDIATE STEEL DIAPHRAMS FOR PRESTRESSED#~ufwXfZ~uZ-fCONCRETE BEAMS!iqqcwdU2ZiZqGi)wqcw9ZiZ8wU1. THE DESIGNER SHALL COMPLETE ALL TITLE BLOCK INFORMATION AND ITEMS DESIGNATED WITHFivړqw8ZiZvT (D) PRIOR TO INCLUDING ANY OF PLATES 2.4-1 THROUGH 2.4-5 INTO THE CONTRACT PLANS.iڋv$ivZiZv ;i2. END DIAPHRAGMS SHALL BE PLACED PARALLEL TO THE SKEW ANGLE.iu$i'vZiZu Giڞuڳpu9ZiZuU3. FOR INTERMEDIATE DIAPHRAGM spacings and details see Standard Drawing Plate 2.4-5.iOu$iډuZiZ^u >iuo:u0ZiZuD4. A. END DIAPHRAGM WIDTH SHALL BE 9" AND 8" RESPECTIVELY FOR THE4iڱtmt&ZiZt0 45" AND 54" PRESTRESSED CONCRETE I BEAMS.ibt$iڜtZiZqt ?it"pMt1ZiZ"tF B. END DIAPHRAGM WIDTH SHALL BE 12" AND 10" RESPECTIVELY FOR THE4isms&ZiZs0 63" AND 72" PRESTRESSED CONCRETE I BEAMS.ius$iگsZiZs Fi&sq`s8ZiZ5sS5. MILD STEEL REINFORCEMENT DESIGNATED AS BAR NUMBERS R4 AND R6 AT THE ENDS OF THE5Eirڐqs7ZiZrQ BEAM SHALL BE PER DESIGN REQUIREMENTS AND SHALL BE A MINIMUM OF #16 BARS. MILDHDiڈrکqr6ZiZrP STEEL REINFORCEMENT LOCATIONS AND SPACINGS SHALL BE VERIFIED FOR EACH BEAM TODi9rڵqsr6ZiZHrP INSURE REQUIRED CONCRETE CLEAR COVER AND TO AVOID CONFLICTS WITH PRESTRESSING!iqi$rZiZq STEEL. +ڪ>t҂xtZZMtESTIMATED BEAM CAMBER (INCHES)( ڪjj ZZjZZjQK5!ڄڪjׅjZڄZj BDC04MB-01(jj ZZjZZj!rڟl{hwI#dT244ZrZZwDr.w|{hw644ZrZ=wP8. PRESTRESSED CONCRETE I - BEAMS SHALL BE TREATED WITH AN EPOXY WATER-PROOFINGBrvڼzw444ZrZvK SEAL COAT, FIG. 3, CONFORMING TO SUBSECTION 912.12 OF THE NJDOT STANDARDOCrڏvG{v544ZrZvM SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, WITH CURRENT SUPPLEMENTALIDr?vzyv644ZrZNvO SPECIFICATIONS, AS MODIFIED BY THE SPECIAL PROVISIONS. THE LIMITS FOR SEALERGCruڱ{*v544ZrZuN APPLICATION SHALL BE SHOWN ON THE CONSTRUCTION PLANS FOR BEAMS SUBJECTED TO9rڠu\yu+44ZrZu9 DECK JOINT LEAKAGE AND SHALL CONFORM TO THE FOLLOWING:OrQusڋu44ZrZ`u <ruz;u.44ZrZu@ AREAS TO BE TREATED APPLICATION LIMITS@rڲtmzt244ZrZtG ENDS, SIDES, AND BOTTOMS 4'-0" AND 8" LENGTH MEASURED FROMCDrbt{ڜt644ZrZqtO THE BEAM ENDS FOR EXTERIOR FACES OF FASCIASG>rtuzMt044ZrZ"tD AND INTERIOR FACES RESPECTIVELY.rsss44ZrZs Drts{ڮs644ZrZsO DIAPHRAGM CONNECTION AREA NEED NOT BE EPOXY WATERPROOFING SEAL COATED. EPOXYGCr$s{^s544ZrZ3sN WATERPROOFING SEAL COAT SHALL BE OMITTED FROM THE BEARING CONTACT AREAS FORBrr{s444ZrZrK VARIOUS TYPES OF BEARINGS, CHECK BEARING MANUFACTURER'S RECOMMENDATIONS.Frڅrsڿr44ZrZr Er6r{pr744ZrZErR IF THE STRUCTURE IS LOCATED IN A SEVERE SALT INTRUSION ZONE OR A SALT SPLASHDrqڮ{ r644ZrZqO ZONE (ZONE 3A OR 3B, SEE CHART TITLED "ZONAL AREAS OF NEW JERSEY AFFECTEDACrڗqzq544ZrZqM BY SALINITY" IN SUBSECTION 1.24.18 OF THE DESIGN MANUAL FOR BRIDGES ANDEErGq{ځq744ZrZVqQ STRUCTURES) AND IS LOCATED LESS THAN 15 FEET ABOVE THE MEAN HIGH SALT WATERHFrp{2q844ZrZqT MARK, THE ENTIRE BEAM, INCLUDING BOTH SIDES, BOTTOM AND ENDS SHALL BE TREATED 2rڨpwp$44ZrZp, WITH AN EPOXY WATERPROOFING SEAL COAT.rYpsړp44ZrZhp Cr p!{Cp544ZrZpM9. ALL MILD STEEL REINFORCEMENT USED FOR SHEAR CONNECTORS AND CAST-IN-PLACE RDrںo{o644ZrZoO DIAPHRAGMS SHALL BE CORROSION PROTECTED. (REFER TO SECTION 26 OF THIS MANUALAArjo{ڤo344ZrZyoI FOR TYPES OF CORROSION PROTECTED REINFORCEMENT STEEL THAT CAN BE USED)MrosUo44ZrZ*o Brn={o444ZrZnL10. HEIGHT OF SHEAR CONNECTOR STIRRUPS ABOVE THE TOP OF THE BEAMS SHOULD BE @r|nzڶn244ZrZnH VERIFIED FOR ADEQUACY FOR EACH BRIDGE BASED UPON HAUNCH REQUIREMENTS.r,nsfn44ZrZ;n Drml{n644ZrZmO11. SPACINGS OF SOLE PLATE STRAPS FOR BEARING ATTACHMENT SHOULD BE VERIFIED FORA;rڍmzm-44ZrZm> ADEQUACY FOR EACH BRIDGE BASED UPON THE STRAND ARRANGEMENT.r>msxm44ZrZMm Brlz(m444ZrZlK12. DRAPED, STRAIGHT AND STRAIGHT/UNBONDED STRAND PATTERNS OF PRESTRESSING Drڟlڄ{l644ZrZlP STEEL ARE PERMITTED. ALTERNATIVE PATTERNS MAY BE PROPOSED DURING FABRICATION.!0e0edefbZWeZ0e BDC04MB-01@ (@ZhZ^Z{hZ 5V" AhSګhچiR@5 a@ (A@ZiZSZhZ 5V" AhOg