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HomeMy WebLinkAbout25IWC6 - Bridge St - Plan Set 3-28-2025M:\7000\7700\7767D - Bridge St Bridge Inspection\Drawings\7767D Bridge St Bridge Deck Replacement - COVER.dwg M:\7000\7700\7767D - Bridge St Bridge Inspection\Drawings\7767D Bridge St Bridge Deck Replacement - PLAN SET.dwg M:\7000\7700\7767D - Bridge St Bridge Inspection\Drawings\7767D Bridge St Bridge Deck Replacement - PLAN SET.dwg ROAD CLOSED 0.1 MILES AHEAD ROAD LOCAL TRAFFIC ONLY CLOSED DETOUR DETOUR BRIDGE STREET CLOSED TO THRU TRAFFIC ROAD CLOSED TO THRU TRAFFIC M:\7000\7700\7767D - Bridge St Bridge Inspection\Drawings\7767D Bridge St Bridge Deck Replacement - PLAN SET.dwg M:\7000\7700\7767D - Bridge St Bridge Inspection\Drawings\7767D Bridge St Bridge Deck Replacement - PLAN SET.dwg M:\7000\7700\7767D - Bridge St Bridge Inspection\Drawings\7767D Bridge St Bridge Deck Replacement - PLAN SET.dwg M:\7000\7700\7767D - Bridge St Bridge Inspection\Drawings\7767D Bridge St Bridge Deck Replacement - PLAN SET.dwg #7 @ 912" O.C. BOT.#7 @ 12" O.C. BOT.3'-112"3'-112"3'-112"3'-112"3'-112"1'-6"3'-112"3'-112"3'-112"3'-112"3'-112"1'-3"RAIL POST, TYP. MATCH EDGE OF EXIST. DECK, TYP. EXIST ABUTMENT, TYP. Sb-1 1 Sb-2 1 GUIDERAIL TRANSITION PER CTDOT HW910_14b, TYP. 2'-6" 1% SLOPE, MIN. 2'-6" 1'-6" 1% SLOPE, MIN. 2'-0" ASPHALT OVERLAY (6" MAX.) #7s @ 912" O.C. BOT (2" COVER) 1'-6" BRIDGE DECK 2" COVER, T&B #7s @ 12" O.C. BOT MEMBRANE PER CT DOT 817: 7.07 2" TYPE "S" MORTAR, TYP. CONCRETE APRON 4"MIN.2"2"1"MINEXIST. WALL TO REMAIN, TYP. ASSURE PROPER DISCHARGE @ SWALE, TYP.1"MIN4"MIN.#5s @ 12" O.C. TOP #7s @ 12" O.C. TOP (2" COVER) STRUT BRACE/WHALER SHOWN, ACTUAL SHORING DESIGN BY OTHERS TEMPORARY SHORING DURING BRIDGE REMOVAL ENGINEERED SHORING DESIGN BY OTHERS 18" NEOPRENE PAD, FULL WIDTH, TYP. REPAIR ANY DAMAGED AREAS STRUCTURAL REPAIR PLANSECTION DETAIL @ BEAM1 Sb-1 SCALE: 3/4" = 1'-0" PROP. LAYOUT SHOWING BOT. REINFORCEMENT SCALE: 1/4" = 1'-0"NUMBER DATEREVISIONCLA PROJECT NO. PROJ. ENGINEER DATE: SHEET NO.URVEYINGSwww.claengineers.comTRUCTURAL(860) 886-1966 Fax (860) 886-9165317 Main Street Norwich, ConnecticutSCIVIL7767d ADB 2025-03-21 SB-1(OF 2 SHEETS)±32 Bridge St, Uncasville, CT 06382EXISTING RAIL CROSSING BRIDGEBRIDGE DECK REPLACMENTCLACLA Engineers, Inc.C1. GENERAL: ALL CONCRETE WORK SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTES "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" (ACI 301-95). C2. CONCRETE MIXES SHALL INCLUDE MID-RANGE WATER REDUCING ADMIXTURE OR PLASTICIZER AND SHALL HAVE A DESIGN SLUMP OF 5” WITH A MAXIMUM PLACEMENT SLUMP OF 6.5". HIGHER SLUMPS ARE ALLOWABLE IF HIGH RANGE PLASTICIZERS ARE USED. CONCRETE FOR BRIDGE: f'c = 5OOO PSI AT 28 DAYS, w/c RATIO = O.47 (MAX), AIR ENTRAINMENT = 6% C3. REINFORCING STEEL: ASTM A615 - GRADE 60. C4. BAR DETAILING: IN ACCORDANCE WITH THE "ACI DETAILING MANUAL - 1988". PLACING DRAWINGS SHALL SHOW THE NUMBER AND LOCATION OF ALL BAR SUPPORTS AND ACCESSORIES. C5. ALL REBAR IS TO BE HOD DIPPED GALVANIZED PER ASTM A767. ANY DAMAGED AREAS ARE TO BE PAINTED WITH COLD GALVANIZING COMPOUND CONFORMING TO ASTM A780. C6. CONCRETE CLEAR COVER: SHALL BE AS FOLLOWS: CONCRETE POURED AGAINST EARTH.............. 3" CONCRETE POURED IN FORMS BUT EXPOSED TO EARTH OR WEATHER: 5 BARS AND SMALLER.................. 2" LARGER THAN #5 BARS............... 2" G1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE 2021 INTERNATIONAL BUILDING CODE, AS AMENDED FOR THE 2022 CONNECTICUT BUILDING CODE. G2. THE OWNER/CONTRACTOR SHALL SUBMIT 2 COPIES MINIMUM OF SHOP DRAWINGS FOR ALL COMPONENTS OF THE PRIMARY STRUCTURAL SYSTEM FOR REVIEW BY THE STRUCTURAL ENGINEER OF RECORD. THE OWNER/CONTRACTOR SHALL ALLOW A MINIMUM OF TWO (2) WEEKS FOR THE REVIEW BY THE STRUCTURAL ENGINEER OF RECORD. G3. THE GENERAL CONTRACTOR SHALL BEAR SOLE RESPONSIBILITY FOR MEANS AND METHODS OF CONSTRUCTION AND SAFETY ON THE JOB SITE. G4. ALL DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE SHOWN FOR REFERENCE ONLY CONTRACTOR IS TO VERIFY ALL DIMENSIONS, ANGLES, ELEVATIONS, etc. PRIOR TO THE START OF CONSTRUCTION OR THE FABRICATION OF BUILDING COMPONENTS. G5. THE GENERAL CONTRACTOR SHALL FURNISH COMPLETE SETS OF DRAWINGS TO ALL SUBCONTRACTORS FOR USE IN SHOP DRAWING PREPARATION. G6. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE SPECIFICATIONS AND ANY OTHER RELEVANT DRAWINGS. G7. TEMPORARY SHORING DESIGN STAMPED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CT SHALL BE SUBMITTED FOR REVIEW AND APPROVAL PRIOR TO DEMOLITION. THE OWNER/CONTRACTOR SHALL ALLOW A MINIMUM OF TWO (2) WEEKS FOR THE REVIEW BY THE STRUCTURAL ENGINEER OF RECORD. GENERAL STRUCTURAL NOTES CONCRETE / REINFORCED CONCRETE ABBREVIATIONS LEGEND A.O.D. = AT OWNER's DISCRETION BTWN. = BETWEEN ℄ = CENTER LINE CLR. = CLEAR COORD.= COORDINATE CONC. = CONCRETE CONN. = CONNECT CONT. = CONTINUOUS DEG. = ° = DEGREES DIA. = ø = DIAMETER DNS = DO NOT SCALE DWL. = DOWEL EA. = EACH EoR = ENGINEER OF RECORD ELEV. = ELEVATION EMBED. = EMBEDMENT EQ. = EQUAL EXIST. = EXISTING f'c = CONC. COMPRESSIVE STRENGTH FT. = FOOT OR FEET FTG. = FOOTING GA. = ga. = GAUGE (THICKNESS) H.D.G. = HOT DIPPED GALVANIZED HMA = HOT MIX ASPHALT HORIZ. = HORIZONTAL IN. = INCH K = KIP = 1,000 POUNDS LAT. = LATERAL LONG. = LONGITUDINAL ld = DEVELOPMENT LENGTH MAX. = MAXIMUM MECH. = MECHANICAL MIN. = MINIMUM MFR. = MANUFACTURER NTS = NOT TO SCALE O.C. = ON CENTER O.H. = OPPOSITE HAND PROJ. = PROJECTION PSF = POUNDS PER SQ. FT. PSI = POUNDS PER SQ. IN. PT = PRESSURE TREATED ⅊ = PLATE REINF. = REINFORCEMENT REQ. = REQUIRED SIM. = SIMILAR SQ. = SQUARE STD. = STANDARD T.B.D =TO BE DEMOLISHED T.B.R =TO BE REMOVED T.o.C. = TOP OF CONCRETE ELEV. T/ WALL = TOP OF WALL ELEV. T/ SHELF = TOP OF SHELF ELEV. THR. = THREADED TYP. = TYPICAL SQ. FT. = SQUARE FEET U.N.O.= U.O.N. = UNLESS NOTED OTHERWISE VERT. = VERTICAL V.I.F. = VERIFY IN FIELD w/ = WITH W.W.F. = WELDED WIRE FABRIC STONE ABUTMENT NOTES (FOR POTENTIAL REPAIRS) 1. ALL WALL CONSTRUCTION IS TO BE DOCUMENTED IN ORDER TO PROVE CONFORMANCE TO THESE CONSTRUCTION DOCUMENTS, PARTICULARLY PROPER COMPACTION OF SOILS AND THE PRESENCE OF DRAINAGE MATERIALS. COORDINATING THIS DOCUMENTATION IS THE RESPONSIBILITY OF THE CONTRACTOR. IT IS OUR RECOMMENDATION THAT THE GRID LENGTH BE VERIFIED BY THE INSPECTING AGENCY DURING FIELD DENSITY TESTING OF SOILS. IN ADDITION TO DOCUMENTATION BY THIRD PARTY INSPECTION, ALL ELEMENTS OF THE WALL SYSTEM SHOULD BE THOROUGHLY PHOTOGRAPHED FOR DOCUMENTATION. 2. ALL FIELD STONE IS TO BE DURABLE, IGNEOUS OR METAMORPHIC STONE FREE OF FERROUS MINERALS/RUST STAINING. ALL STONES ARE TO LAIN TO TIGHT SMOOTH INTERFACE (NO ROUND BOULDERS), OR FULLY CHINKED AND MORTARED TO AN EQUIVALENTLY SMOOTH INTERFACE. IN PARTICULAR, TIE-STONES ARE TO BE ANGULAR STONES WITH FLAT FACETS FACING ALL ADJACENT WALL STONES (NO ROUND BOULDERS). 3. RETAINED SOIL SHALL BE DETERMINED TO MEET OR EXCEED THE REQUIREMENTS BELOW. SOILS NOT MEETING THESE REQUIREMENTS SHALL BE EXCAVATED AND REPLACED WITH ACCEPTABLE SOILS. IF WEAK SOILS ARE PRESENT, THEY SHALL BE EXCAVATED AND REPLACED WITH ACCEPTABLE SOILS. ONCE THE BASE COURSE ELEVATION IS ACHIEVED, THE AREA IS TO BE PROOF COMPACTED WITH VIBRATORY COMPACTION EQUIPMENT PRIOR TO PLACING THE LEVELING PAD. RETAINED SOIL SHALL BE CLEAN "BANK RUN GRAVEL" (USCS SW OR SW/SM) WITH NO MORE THAN 10% PASSING THE #200 SIEVE AND SHALL MEET OR EXCEED THE REQUIREMENTS BELOW. ORGANIC AND FROST SUSCEPTIBLE SOILS ARE NOT PERMITTED WITHIN A MIN. DISTANCE BEHIND THE WALL EQUAL TO THE HEIGHT OF THE WALL. 4. ALL DRAINAGE AND FOUNDATION SOIL SHALL BE COMPACTED TO 95% OF ITS MAX. DRY DENSITY, AS DETERMINED BY ASTM D1557 (3-POINT CURVE ACCEPTABLE). 5. THE FOLLOWING MINIMUM SOIL PROPERTIES WERE USED IN THE DESIGN: SOIL TYPE SOIL WEIGHT (PCF)MINIMUM FRICTION ANGLE (DEG) BACKFILL SOIL*135 MAX.34 RETAINED SOIL 135 MAX.34 FOUNDATION SOIL 125 MIN.30 LEVELING PAD 125 MIN.40 FREE DRAINING BACKFILL 135 MAX.34 *BACKFILL SOIL IS DEFINED AS ALL SOIL PLACED IN LIFT BEHIND THE WALL, EXCEPTING THE CRUSH STONE 6. ENSURE THAT THE FIRST COURSE OF WALL UNITS IS IN FULL CONTACT WITH THE LEVELING PAD. INSTALL NEXT COURSE OF UNITS SUCH THAT THE VERTICAL GAPS ARE STAGGERED BETWEEN ADJACENT COURSES. GAPS SHALL BE PROPERLY CHINKED PRIOR TO STARTING THE NEXT COURSE. 7. CONTRACTOR AND LANDSCAPE ARCHITECT / OWNER SHALL APPROVE/PROVIDE ALL ELEVATIONS AND INVERTS IN THESE PLANS PRIOR TO ORDERING MATERIAL. 8. STONES SHALL BE SET BACK WHEN STEPPING UP AND SET FORWARD WHEN STEPPING DOWN. WALL ANGLES SHALL BE SLIGHTLY ADJUSTED TO ACCOMMODATE PROPERTY LINES AND OBSTRUCTIONS. LIVE LOADS WIND LOADS SEISMIC (EARTHQUAKE) LOADS PER ASCE 7-10 (CHAPTER 30) 64 PSF 32 K 25K @ 48" O.C. HL93 1.0 1.33 125 MPH II B +/- 0.18 1.0 0.198 0.054 Ss S1 D BSEISMIC DESIGN CATEGORY SITE CLASSIFICATION IMPORTANCE FACTOR (Ie) COMPONENTS & CLADDING INTERNAL PRESSURE COEFF. WIND EXPOSURE RISK CATEGORY BASIC WIND SPEED (3-SEC)UNIFORM LANE LOAD DESIGN SINGLE AXLE LOAD DESIGN TANDEM AXLE LOAD STATIC LOAD STANDARD IMPORTANCE FACTOR (Is) IMPACT FACTOR MAPPED SPECTRAL RESPONSE ACCELERATION DESIGN LOADS TABLE STRUCTURAL STEEL S1. MATERIALS: STRUCTURAL STEEL, WIDE FLANGE ..........ASTM A572-gr50 OR A992 STEEL PLATES CHANNELS, & ANGLES........ASTM A36 BOLTS...................................................................ASTM A325-3/4" DIA. STD NUT/WASHER WELDING ELECTRODES.................................ASTM A233 E 70 SERIES ANCHOR RODS..................................................ASTM A193 Gr. 8-m CLASS 1, 316 SS - 75ksi Fult, 30ksi Fy S2. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST PROVISIONS OF THE "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, 14TH EDITION AND THE "AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". S3. SHOP AND ERECTION DRAWINGS SHALL BE SUBMITTED BY THE CONTRACTOR FOR ALL STRUCTURAL STEEL WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. SUBMIT TWO PRINTS. DO NOT PROCEED WITH FABRICATION WITHOUT SHOP DRAWING REVIEWED BY THE ENGINEER OF RECORD. S4. STORE MATERIALS TO PERMIT EASY ACCESS FOR INSPECTION AND IDENTIFICATION. KEEP STEEL MEMBERS OFF GROUND AND SPACED BY USING PALLETS, DUNNAGE, OR OTHER SUPPORTS AND SPACERS. PROTECT STEEL MEMBERS AND PACKAGED MATERIALS FROM CORROSION AND DETERIORATION. DO NOT STORE MATERIALS ON STRUCTURE IN A MANNER THAT MIGHT CAUSE DISTORTION, DAMAGE, OR OVERLOAD TO MEMBERS OR SUPPORTING STRUCTURES. REPAIR OR REPLACE DAMAGED MATERIALS OR STRUCTURES AS DIRECTED. STORE FASTENERS IN A PROTECTED PLACE IN SEALED CONTAINERS WITH MANUFACTURER'S LABELS INTACT. CLEAN AND RELUBRICATE BOLTS AND NUTS THAT BECOME DRY OR RUSTY BEFORE USE. S5. BOLTING: COMPLY WITH REQUIREMENTS OF AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 BOLTS. S6. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE AMERICAN WELDING SOCIETY (AWS) STRUCTURAL WELDING CODE STEEL D1.1, LATEST EDITION, BY CERTIFIED WELDERS AND QUALIFIED WELDING PROCEDURES. SHIELDED METAL ARC METHOD OF WELDING SHALL BE USED FOR ALL WORK. WELDING ELECTRODES, WELDING PROCESS, MINIMUM PREHEAT AND INTERPASS TEMPERATURES SHALL BE IN ACCORDANCE WITH THE AISC AND AWS SPECIFICATIONS. ANY STRUCTURAL STEEL DAMAGED BY WELDING IS TO BE REPLACED OR REINFORCED AS ACCEPTABLE TO THE STRUCTURAL ENGINEER. S7. ALL STEEL MUST BE HOT DIPPED GALVANIZED (HDG) PER ASTM A123 (A153 FOR FASTENERS). ALL AREAS OF HDG DAMAGED BY OPERATIONS, ESPECIALLY WELDING, ARE TO BE REPAIRED PER ASTM A780 SOLDER METHODOLOGY UPON COMPLETION OF THE OPERATION TO THE WRITTEN SATISFACTION OF THE ENGINEER, EXCEPT REBAR, WHICH IS TO BE REPAIRED PER NOTE C5. S8. MINIMUM FILLET WELD SIZE SHALL BE 1/4" UNLESS OTHERWISE SHOWN ON THE DRAWINGS. RECORDS OF WELDER QUALIFICATIONS SHALL BE MAINTAINED AND AVAILABLE FOR OWNERS REVIEW. #5 @ 12" O.C., TYP.NEW 1'-6"x27'-6" REINF. CONC. BRIDGE ASPHALT, 6" MAX. ALLOWABLE THICKNESS NEW 4" CONCRETE DECK MEMBRANE PER CT DOT 817: 7.07#7 @ 12" O.C., TYP. #7 @ 912" O.C., TYP. #7 @ 12" O.C., TYP. NEW W6x25 HDG POST @ 3712" ON CENTER NEW DBL [NESTED] 12 ga. THRIE-BEAM, CENTER 22" ABOVE DECK (4) 34" ø 24" LONG 316 SS ASTM A193gr8m-c1 HASR-SS BOLTS, (1) EA. SIDE OF POST, 2" FROM CENTER LINE OF POST, WET-SET PER DET. 38"x6"x25" D50+ NEOPRENE PAD TYP. 58" BOLT CONN., TYP. OF 2 PER POST, STAGGERED, (1) EACH SIDE OF POST FLANGE, 2" FROM CENTERLINE OF POST 38"x6"x10" D50+ NEOPRENE PAD 10" PAD38" MC8x8.5 ±11"SEE POST TO RAIL CONN. DETAIL 5"412"812"1"3'-6"4"A.O.D. COMPACT ASPHALT EDGE BETWEEN POSTS SIMILAR TO BERM, TYP. TACK COAT ON HDG POST PRIOR TO HMA INSTALLATION, TYP. ASPHALT SHOWN AS 4" AT EDGE FOR DETAILING, CROWN SS316 COUPLERS MAY BE USED A.C.D., TYP. 58" BOLT TYP. POST TO RAIL SHEAR CONN. DETAIL2 Sb-2 SCALE: 3/4" = 1'-0" SECTION SCALE: 3/4" = 1'-0" A BOLT STEEL RAIL WEB STEEL POST WEB L312"x312"x3/8", TYP. L312"x312"x3/8" POST ELEVATION SCALE: 3/4" = 1'-0" TOP RAIL 1/4 A 24DD 1.5D1.5DBASE PLATE 14" NEOPRENE PAD PROP. CONCRETE THREADED & NUTTED ANCHOR RODS PER PLANS (2) NUTS TACK WELDED OR PEENED IN PLACE, PER AISC REQ. (PART 14: ANCHOR RODS:HEADED), TYP. ANCHOR DETAIL @ RAIL POST SCALE: 1 - 1/2" = 1'-0" NOTE: DO NOT OVER-TIGHTENING NUTS STRUCTURAL REPAIR PLANTRANSVERSE SECTION1 Sb-2 SCALE: 3/4" = 1'-0"NUMBER DATEREVISIONCLA PROJECT NO. PROJ. ENGINEER DATE: SHEET NO.URVEYINGSwww.claengineers.comTRUCTURAL(860) 886-1966 Fax (860) 886-9165317 Main Street Norwich, ConnecticutSCIVIL7767d ADB 2025-03-21 SB-2(OF 2 SHEETS)±32 Bridge St, Uncasville, CT 06382EXISTING RAIL CROSSING BRIDGEBRIDGE DECK REPLACMENTCLACLA Engineers, Inc.