THE FOLLOWING GENERAL NOTESgis.dot.nh.gov/plan/26942.POP.pdfstorage tank filler cap 2 pub2e cgr...

1DATED 2010 (A BOUND BOOK).

FOR STANDARD PLANS, SEE "STANDARD PLANS FOR ROAD CONSTRUCTION"

2

EQUIPMENT, ESPECIALLY CRANES AND PILE DRIVING EQUIPMENT.

EXTREME CAUTION WILL BE REQUIRED IN THE OPERATION OF

ON REGULAR POLES. THE CONTRACTOR IS ADVISED THAT

AND RUNNING ALONG THE ROAD THROUGHOUT THE PROJECT EVEN

THROUGHOUT THE PROJECT WITH CROSSINGS AT VARIOUS LOCATIONS

HIGH TENSION OVERHEAD TRANSMISSION LINES ARE LOCATED

OR AS ORDERED.

LEVELING COURSE TO THE RATES INDICATED ON THE PLANS

MODIFY SUPERELEVATION ON EXISTING CURVES BY THE USE OF A 3

4

THE CONTRACT.

MARKERS ORDERED WILL BE PAID UNDER THE APPROPRIATE ITEMS OF

BE RESET (SUBSIDIARY). ADDITIONAL DELINEATORS AND WITNESS

DETERMINED BY THE ENGINEER TO BE IN ACCEPTABLE CONDITION SHALL

EXISTING DELINEATORS AND WITNESS MARKERS THAT ARE REMOVED AND

WITHOUT FIRST MAKING PROVISIONS FOR RELOCATION.

NO EXISTING MONUMENTS, BOUNDS, OR BENCHMARKS SHALL BE DISTURBED5

OTHERWISE SHOWN ON THE PLANS OR AS ORDERED BY THE ENGINEER.

PERFORM ALL WORK WITHIN THE EXISTING RIGHT-OF-WAY, UNLESS6

REMOVE UNPROTECTED PROJECT MARKERS (SUBSIDIARY).7

8

ELEVATIONS ARE REFERENCED TO NGVD 1929.

NAD83, 1986 ADJUSTMENT AND THE BEARINGS ARE GRID.

COORDINATES ARE NEW HAMPSHIRE STATE PLANE COORDINATES OF

FIELD NOTES CAN BE FOUND IN THE FIELD BOOK(S) .

SURVEY DATA FOR THIS PROJECT WAS COLLECTED BY SDR AND THE

9

SUBSIDIARY TO THE APPROPRIATE 203 ITEMS.

INCLUDED IN THE QUANTITY SUMMARIES, AND ARE CONSIDERED

AS SHOWN ON THE TYPICALS HAVE NOT BEEN CALCULATED AND ARE NOT

QUANTITIES FOR EMBANKMENT AND EXCAVATION FOR SLOPE ROUNDINGS

WILL BE USED ON THIS PROJECT:

THE FOLLOWING GENERAL NOTES

1 2 4 5 6

SHEET NO. DESCRIPTION

GENERAL NOTES

REVISION DATE

11-21-14

STATE PROJECT NO. SHEET NO. TOTAL SHEETS

26942

DGN

$FILENAME$

STATE OF NEW HAMPSHIRE

DEPARTMENT OF TRANSPORTATION BUREAU OF HIGHWAY DESIGN

2 30

NOTES AND QUANTITIES

INDEX OF SHEETS, GENERAL

INDEX OF SHEETS

SUMMARY OF QUANTITIES

27-30 DETOUR SHEETS

26 REINFORCING SCHEDULE

25 SNOW SCREEN WITH STEEL BRIDGE RAIL

24 T2 STEEL BRIDGE APPROACH RAIL (STEEL POSTS)

23 T2 STEEL BRIDGE RAIL

22 PIER BEARING DETAILS

21 ABUTMENT BEARING DETAILS

20 BRIDGE DECK DETAILS (2 OF 2)

19 BRIDGE DECK DETAILS (1 OF 2)

18 PREFABRICATED BRIDGE UNIT SECTIONS

17 DECK PLAN

16 TYPICAL DECK SECTIONS

15 DIAPHRAGM AND STEEL DETAILS

14 FRAMING PLAN

13 CONCRETE REPAIR DETAILS

12 PIER 1 MODIFICATIONS

11 ABUTMENT REINFORCEMENT DETAILS (2 OF 2)

10 ABUTMENT REINFORCEMENT DETAILS (1 OF 2)

9 ABUTMENT MODIFICATIONS

8 ROADWAY PLAN AND PROFILE

7 GENERAL PLAN AND ELEVATION

6 TYPICAL ROADWAY SECTION AND DETAILS

5 PROJECT NOTES

3,4 STANDARD SYMBOLS

2 INDEX OF SHEETS, GENERAL NOTES AND QUANTITIES

1 TITLE PAGE

õ SEE PROPOSAL

w

DRIVEWAYS

BUILDINGS

FOUNDATION

STEPS AND WALK

INTERMITTENT WATER COURSE

SHORE LINE

BRUSH OR WOODS LINE

TREES (PLANS)

HEDGE

WELL

SEPTIC TANK

LEACH FIELD

GAS PUMP

FUEL TANK (ABOVE GROUND)

GRAVE

ROCK OUTCROP

ORIGINAL GROUND

(TYPICALS & SECTIONS ONLY)

(TYPICALS)

ROCK LINE

STONE WALL

RETAINING WALL (LABEL TYPE)

SIGNS

MAILBOX

(label type)

(label type)

river/stream

(deciduous)(coniferous) (stump)

(double post)

(single post)

(label type)

SATELLITE DISH ANTENNA

DELINEATED WETLAND

BORING LOCATION

TEST PIT

CONSTRUCTION BASELINE

PC, PT, POT (ON CONST BASELINE)

PI (IN CONSTRUCTION BASELINES)

INTERSECTION OR EQUATION OF

TWO LINES

ORIGINAL GROUND LINE

(PROFILES AND CROSS-SECTIONS)

PROFILE GRADE LINE

(PROFILES AND CROSS-SECTIONS)

SLOPE LINE (FILL)

SLOPE LINE (CUT)

ORIGINAL GROUND ELEVATION (LEFT)

FINISHED GRADE ELEVATION (RIGHT)

INTERSTATE NUMBERED HIGHWAY

UNITED STATES NUMBERED HIGHWAY

STATE NUMBERED HIGHWAY

PROFILES AND CROSS SECTIONS:

(label surface type)

pond

(label size & type)

FLAG POLE

ENGINEERING

SLOPE LINE

79.14

72.5

CLEARING LINE

EDGE OF PAVEMENT

TRAVELED WAY

ROADWAY

PROPOSED

roadway

existing

outside slope lines)

(pavement removed

be removed)

(building to

of building)

(label house or type

water body)

(label name of

fp

field

leach

retained ground)

(points toward

s

gp

ft

gr

mb

da

vpVENT PIPE

PHONE

TIDAL BUFFER ZONE

ORDINARY HIGH WATER

SPECIAL AQUATIC SITE

TOP OF BANK

TOP OF BANK & ORDINARY HIGH WATER

VERNAL POOL

INVASIVE SPECIES

SLOPE LINE

CLEARING LINE

30 31 32

GENERAL

ph

STORAGE TANK FILLER CAP

2

PUB2E

cgr

JERSEY BARRIER

fc

B

WATER FRONT BUFFER

NATURAL WOODLAND BUFFER

POTENTIAL WET AREA SYMBOL

MONITORING WELL

II

I.S.

I

I.S.INVASIVE SPECIES LABEL

TP

PRIME WETLAND

WETLAND DESIGNATION AND TYPE

293

3

102

BRIDGE CROSSINGS

STREAM OVERPASS

TREE OR STUMP (CROSS-SECTIONS)

(show station, circumference in feet & type)

existing PROPOSED

500 YEAR FLOODPLAIN BOUNDARY

100 YEAR FLOODPLAIN BOUNDARY

FLOODPLAIN / FLOODWAY

FLOODWAY

GROUND LIGHT/LAMP POST gl lp

FENCE (LABEL TYPE)

CURB (LABEL TYPE)

w

mon

SHEET 1 OF 2

NON-JURISDICTIONAL DRAINAGE AREA

COWARDIN DISTINCTION LINE

PRIME WETLAND 100' BUFFER

WIDTH AT BANK FULL

MEAN HIGH WATER

MEAN LOW WATER

DEVELOPED TIDAL BUFFER ZONE

REFERENCE LINE

SHORELAND - WETLAND

GUARDRAIL (label type)bgr

NORMAL HIGH WATER

HIGHEST OBSERVABLE TIDE LINE

PROTECTED SHORELAND

REVISION DATE

11-21-2014


26942

DGN

stdsymb1_2(1)



3 30

STANDARD SYMBOLS

TELEPHONE POLE

POWER POLE

JOINT OCCUPANCY

MISCELLANEOUS/UNKNOWN POLE

POLE STATUS:

AS APPLICABLE e.g.:

LIGHT POLE

LIGHT ON POWER POLE

LIGHT ON JOINT POLE

(plot point at face

not center of symbol)

RIGHT-OF-WAY LINE

PROPERTY LINE

TOWN LINE

COUNTY LINE

STATE LINE

BOUND

DRILL HOLE IN ROCK

NATIONAL FOREST

(label type)

BOW

CONCORD

COOS

GRAFTON

MAINE

IRON PIPE OR PIN

NHDOT PROJECT MARKER

PEDESTAL WITH PEDESTRIAN SIGNAL

HEADS AND PUSH BUTTON UNIT

CONTROLLER CABINET

METER PEDESTAL

PULL BOX

LOOP DETECTOR (QUADRUPOLE)

LOOP DETECTOR (RECTANGULAR)

(label size)

(label size)

PROPERTY PARCEL NUMBER

HISTORIC PROPERTY

WATER SHUT OFF

GAS SHUT OFF

RAILROAD

RAILROAD SIGN

RAILROAD SIGNAL

(label ownership)

HYDRANT

UTILITY JUNCTION BOX

MAST ARM (existing)

OPTICOM RECEIVER

OPTICOM STROBE

MANHOLE

CATCH BASIN

DROP INLET

DRAINAGE PIPE (existing)

EROSION CONTROL/ STONE

SLOPE PROTECTION

(existing)

DRAINAGE

BOUNDARIES / RIGHT-OF-WAY

UTILITIES

di

cb (PROPOSED)

RCP

g os

H Y D

12

DRAINAGE PIPE (PROPOSED)

HEADER (existing & PROPOSED)

REMOVE, LEAVE, PROPOSED, OR TEMPORARYEND SECTION (existing & PROPOSED)

OPEN DITCH (PROPOSED)

SEWER

TELEPHONE

ELECTRICAL

GAS

30' MA

NEW HAMPSHIRE

S/L T/L

bnd

TOWN LINE MONUMENT

STATE LINE/

of flow

direction

show& type)

(label size

& type)

(label size

W/ FLUSHING BASIN

UNDERDRAIN (PROPOSED)

STAN'S

SIGN

MANHOLES

TRAFFIC SIGNAL

RR RIGHT-OF-WAY LINE

PROPERTY LINE (COMMON OWNER)

TAX MAP AND LOT NUMBER

protection)

(with stone outlet

6.80 Ac.±

1642/341

14

156

note if abandoned)

label size, type and

(on existing lines

UNDERGROUND UTILITIES

W/ FLUSHING BASINUNDERDRAIN (existing)

L P+04

25.0'

R T+04

25.0'

jb

M H T

M H E

M H S

M H G

SOG

W

SO

m h

e

m h

g

hy d

m ht

m h

s

wso

cc

pb

mp

PB

MP

(NOTE ANGLE FROM Å)

FENCING NOTE

CLEARING AND GRUBBING AREA

DRAINAGE NOTE

GUARDRAIL NOTE

G-1

B-1

LIGHTING NOTE

EROSION CONTROL NOTE

A

1

A

A

1

A

CONSTRUCTION NOTES

(PROPOSED)

GUY POLE OR PUSH BRACE

BENCH MARK / SURVEY DISK

METAL or PLASTIC

CURB MARK NUMBER - GRANITE

CURB MARK NUMBER - BITUMINOUS

fb

TELEPHONE

ELECTRIC

GAS

LIGHTING

FIBER OPTIC

INTELLIGENT TRANSPORTATION SYSTEM

WATER

SEWER

JB

CC

SIGNAL CONDUIT

PROPOSEDexistingPROPOSEDexisting

dh

ip

1TRAFFIC SIGNAL NOTE

OVERHEAD ELECTRIC

SHEET 2 OF 2

m h

uUNKNOWN

m hd

TRAFFIC SIGNALS / ITS

ITS NOTE 1

FIBER OPTIC DELINEATOR

s vf

ITSitsVS F

FODfod

VARIABLE SPEED LIMIT SIGN

DYNAMIC MESSAGE SIGN

FIBER OPTIC SPLICE VAULT

ROAD AND WEATHER INFO SYSTEM

CAMERA POLE (CCTV)

ITS EQUIPMENT CABINET

CONSERVATION LAND

REVISION DATE

11-21-2014


26942

DGN

stdsymb1_2(2)



4 30

STANDARD SYMBOLS

ULTRA HIGH PERFORMANCE CONCRETE (UHPC) NOTES

(21)

(1)

(8)

(22)

EXPOSED AGGREGATE FACE WITH A MINIMUM ‚" AMPLITUDE.

ALL CONCRETE SURFACES EXPOSED TO ULTRA HIGH PERFORMANCE CONCRETE SHALL BE FINISHED WITH AN

ITEM 1002.1, REPAIRS OR REPLACEMENTS AS NEEDED - BRIDGE STRUCTURES.

ANY REPAIRS REQUIRED BY THE DEPARTMENT SHALL BE PERFORMED BY THE CONTRACTOR AND PAID UNDER

LOSS, CRACKS, MISSING BOLTS, ETC) JOINTLY BY THE CONTRACT ADMINISTRATOR AND CONTRACTOR.

STEEL PIER BENTS SHALL BE INSPECTED FOR STRUCTURAL DEFICIENCIES (e.g. SIGNIFICANT STEEL

SURVEYED ELEVATIONS DIFFER BY MORE THAN ‚" (0.021 FT.).

146.92 AND 146.63 FOR PIERS 1 AND 2 RESPECTIVELY. THE ENGINEER SHALL BE NOTIFIED IF CONTRACTOR

GIRDERS. THE PIER SEAT ELEVATION, BASED ON SURVEY AND FIELD MEASUREMENTS, WERE FOUND TO BE

THE CONTRACTOR SHALL VERIFY EXISTING PIER BEAM SEAT ELEVATIONS PRIOR TO FABRICATION OF STEEL

(23)

EQUAL. SHEET GASKET SHALL BE SUBSIDIARY TO ITEM 550.151.

NY; AXELA 728-06 SHEET GASKET, SUPPLIED BY AXELA SERVICES, LLC, MT. KISCO, NY; OR AN APPROVED

GASKET SHALL BE THERMOSEAL KLINGER SIL C-4201, SUPPLIED BY A.H. HARRIS & SONS, INC., LATHAM,

LAYERS) AND SHALL BE TREATED ON BOTH SIDES WITH A PARTING AGENT TO PREVENT ADHESION. SHEET

COMPRESSED SHEET GASKET FOR LINK SLAB OVER PIERS SHALL BE A NOMINAL ˆ" PER LAYER (PROVIDE TWO

ITEM 520.00001.

THE FINAL SURFACE WILL BE FLUSH WITH THE PLUG JOINT. HAND GRINDING SHALL BE SUBSIDIARY TO

INCLUDED IN ITEM 628.5). THE 1' SECTION NOT DIAMOND GROUND SHALL BE HAND GROUND SUCH THAT

THE DECK END HAUNCH POURS SHALL BE DIAMOND GROUND TO WITHIN 1' OF THE PLUG JOINT (ALL COSTS -

ALL COSTS TO BE SUBSIDIARY TO ITEM 520.00001.

THE CURB LINE NOT DIAMOND GROUND; SHALL BE HAND GROUND TO BE FLUSH WITH ADJACENT SURFACES.

THE TOP HORIZONTAL SURFACE OF THE CURB, DECK END HAUNCH, AND LINK SLAB POURS AND THE 1' AT -

628.5.

APPLIED TO THE DECK SURFACE TO WITHIN 1' FROM THE CURB FACE. ALL COSTS INCLUDED IN ITEM

LONGITUDINAL CLOSURE POURS AND LINK SLABS SHALL BE GROUND BY DIAMOND GRINDING OPERATIONS -

SURFACES PER THE FOLLOWING GUIDELINES:

ALL TOP HORIZONTAL SURFACES SHALL BE OVER POURED ‚" AND GROUND FLUSH TO ADJACENT CONCRETE

(2)

(LINK SLABS AND DECK ENDS).

LONGITUDINAL PBU CLOSURE POURS SHALL BE PLACED IN ALL SPANS PRIOR TO TRANSVERSE CLOSURE POURS

ALL REINFORCEMENT SHALL HAVE 2•" MINIMUM CLEAR COVER, UNLESS OTHERWISE NOTED.(1)

(2)

(3)

(4)

(5)

(6)

ALL DECK REINFORCEMENT SHALL BE EPOXY COATED BARS.

CUT. ALL COSTS INCLUDED IN ITEM 502.

SURFACES, UNLESS NOTED OTHERWISE. THE CONTRACT ADMINISTRATOR SHALL APPROVE ANY BARS TO BE

CUT OR BENT AS REQUIRED TO PROVIDE 2•" MINIMUM CLEAR COVER FROM THE PROPOSED CONCRETE

EXISTING REINFORCING STEEL THAT IS TO REMAIN IN PLACE WITHIN THE REMOVAL AREAS SHALL BE

E = EPOXY COATEDTYP = TYPICALSYM = SYMMERTICAL

SPL = SPLICESP = SPACESECT = SECTION

NS = NEAR SIDEMIN = MINIMUMMID = MIDDLE

MC = MECHANICAL CONNECTORMAX = MAXIMUMFS = FAR SIDE

EQ = EQUALDOW = DOWELCLR = CLEAR

BRG = BEARINGBOT = BOTTOMALT = ALTERNATEREINFORCING LEGEND:

PLACE REINFORCING STEEL TO AVOID RAIL POST ANCHOR ASSEMBLIES.

MATERIAL. ALL COSTS SHALL BE INCLUDED IN ITEM 544.2.

ANY EPOXY COATED REBARS CUT TO FIT SHALL BE TOUCHED UP WITH AN APPROVED EPOXY COATING

REINFORCEMENT NOTES

(7)

PRACTICE",

STANDARD PRACTICE SEE CURRENT CONCRETE REINFORCING STEEL INSTITUTE "MANUAL OF STANDARD

FOR TYPICAL BENDING DETAILS, RECOMMENDED PIN DIAMETER "D" OF BENDS AND HOOKS AND OTHER

(7)

UNDER ITEM 556.X01.

PAINTING EXISTING STRUCTURAL STEEL. PAINTING OF STRUCTURAL PIER STEEL SHALL BE PAID FOR

EXISTING PIER STEEL BENTS SHALL BE CLEANED AND PAINTED IN ACCORDANCE WITH SECTION 556,

(6)

(20)

UNLESS OTHERWISE NOTED.

ALL PLAN DIMENSIONS ARE MEASURED HORIZONTAL AT 45°F WITHOUT ACCOUNT FOR PROFILE GRADE,

(5) REFER TO REPAIR NOTES AND DETAILS ON SHEET 13 FOR ADDITIONAL CONCRETE REPAIR INFORMATION.

GROUTING SHALL BE INCLUDED IN ITEM 544, UNLESS OTHERWISE NOTED.

GROUTED WITH AN APPROVED HIGH STRENGTH, NON-SHRINK GROUT. ALL COSTS FOR DRILLING AND

HOLES DRILLED IN EXISTING CONCRETE SHALL BE DRILLED •" LARGER THAN THE BAR DIAMETER AND

THE NHDOT WILL INSPECT THE SHOP FABRICATION OF THE STRUCTURAL STEEL.

WEATHERING STRUCTURAL STEEL.

ALL WELDS SHALL HAVE CORROSION RESISTANCE AND WEATHERING APPEARANCE AS SPECIFIED FOR

GIRDER COMPONENTS.

SHOP DRAWINGS SHALL INDICATE THE METHOD AND SEQUENCE TO BE FOLLOWED IN WELDING THE

DESIGN.

CONSTRUCTION PURPOSES WILL NOT BE PERMITTED, UNLESS APPROVED BY THE BUREAU OF BRIDGE

ANY SHOP OR FIELD WELDING OF ATTACHMENTS TO ANY PORTION OF THE PLATE GIRDERS FOR

AT THE CENTERLINE OF GIRDERS.

SCREED RAIL SUPPORTS REQUIRED FOR PLACEMENT OF THE DECK SLAB CONCRETE SHALL BE LOCATED

PLASTIC THROUGHOUT THE ENTIRE POURING SEQUENCE.

SUBJECT TO APPROVAL OF THE BUREAU OF BRIDGE DESIGN. BRIDGE DECK CONCRETE SHALL REMAIN

THE BRIDGE DECK POURING SEQUENCE SHALL BE SUBMITTED IN ACCORDANCE WITH 105.02 AND

(2)

(3)

(4)

(5)

(16)

(17)

(18)

(19)

DEFLECTION.

BEARING STIFFENERS AND THE ENDS OF GIRDERS SHALL BE VERTICAL UNDER FULL DEAD LOAD

(15)

DIRECT TENSION INDICATORS SHALL BE INSTALLED WITH HIGH STRENGTH BOLTS.

ERECTION STARTS.

AGAINST LATERAL BUCKLING OF THE GIRDERS. THESE DRAWINGS SHALL BE DOCUMENTED BEFORE

DETERMINED BY CHECKING THE L/B RATIOS IN ACCORDANCE WITH SECTION 550.3.14.2.4 TO GUARD

ERECTION PROCEDURE SHALL INDICATE THE LOCATION AND NUMBER OF LIFTING POINTS AS

HANDLING THE STRUCTURAL STEEL IN ACCORDANCE WITH SECTIONS 550.3.14 AND 550.3.15. THE

THE CONTRACTOR SHALL SUBMIT A HANDLING AND ERECTION PROCEDURE TO THE ENGINEER PRIOR TO

SPECIFICATION SECTION 550.

ALL WELDING AND FABRICATION SHALL BE PERFORMED IN CONFORMANCE WITH NHDOT STANDARD

(ASTM A325) TYPE 3. (IN PAINTED AREAS, BOLTS SHALL BE TYPE 1 GALVANIZED)

BOLTS IN •" Â HOLES. ALL FASTENERS SHALL CONFORM TO REQUIREMENTS FOR AASHTO M164

ALL BOLTED CONNECTIONS SHALL BE SLIP-CRITICAL (CLASS-B) MADE WITH ‡" Â HIGH STRENGTH

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

WITH OR WITHOUT A SKEW.

SKEW, AND DETAILING FOR 'STEEL DEAD LOAD FIT CONDITION' FOR HORIZONTALLY CURVED I-GIRDERS

BE ACHIEVED BY DETAILING FOR 'FULL DEAD LOAD FIT CONDITION' FOR STRAIGHT I-GIRDERS WITH A

INTENDED FINAL ERECTED POSITION OF I-GIRDER WEBS SHALL BE VERTICAL OR PLUMB. THIS SHALL

ALL COSTS TO BE INCLUDED IN ITEM 550.151.

THE STRUCTURAL STEEL FABRICATOR SHALL ARRANGE FOR NON-DESTRUCTIVE TESTING OF THE WELDS.

STUD WELDING EQUIPMENT.

ALL SHEAR CONNECTORS SHALL BE FIELD WELDED TO THE TOP FLANGE WITH AUTOMATICALLY TIMED

SUPERSTRUCTURE (F).

NOT BE PAINTED. ALL COSTS INCLUDED IN ITEM 550.151, PREFABRICATED BRIDGE UNIT -

GIRDERS (e.g.; BOTTOM OF TOP FLANGE, THE WEB, TOP AND EDGE OF THE BOTTOM FLANGE) SHALL

CENTERLINE OF BEARING, BOTH ENDS OF EACH GIRDER, EXCEPT FASCIA SURFACES OF THE EXTERIOR

ALL STRUCTURAL STEEL (INCLUDING BRIDGE SHOES) SHALL BE PAINTED WITHIN 6 FEET OF THE

(F).

BEARINGS). ALL COSTS INCLUDED IN ITEM 550.151, PREFABRICATED BRIDGE UNIT - SUPERSTRUCTURE

FULL LENGTH OF TOP FLANGE; FOR WEATHERING STEEL GIRDERS, TOP FLANGE WITHIN 6 FT OF CL

IN THE LOCATIONS WHERE THE WEB AND BOTTOM FLANGE ARE PAINTED (I.E.: FOR PAINTED GIRDERS,

THE TOP OF TOP FLANGE SHALL BE PAINTED WITH A LIGHT RUST PROTECTIVE COAT OF PRIMER, ONLY

(4)

SECTION 550.2.2.3 AND APPLY TO THE WEB AND FLANGES OF GIRDERS.

NOTCH TOUGHNESS REQUIREMENTS SHALL BE IN ACCORDANCE TO NHDOT STANDARD SPECIFICATIONS

BE PREPARED TO A SATURATED, SURFACE-DRY CONDITION. ALL COSTS INCLUDED IN ITEM 520.0106.

STRENGTH. PRIOR TO PLACING NEW CONCRETE, THE EXISTING CONCRETE SURFACES IN CONTACT SHALL

CONCRETE FOR CONCRETE REPAIR AREAS SHALL BE ITEM 520.0106, CONCRETE CLASS AA HIGH EARLY

SEE CAMBER TABLE ON SHEET 15. CAMBER TOLERANCE IS + ‚", -0".

GIRDERS SHALL BE CAMBERED FOR VERTICAL CURVATURE AND THE FULL DEAD LOAD DEFLECTION.

(2)

(3)

ON THE PLANS, SHALL BE ITEM 520.0106, CLASS AA HIGH EARLY STRENGTH CONCRETE.

CONCRETE USED TO RECONSTRUCT THE ABUTMENT BEAM SEATS, BACKWALLS, AND STUBWALLS, AS SHOWN

REPAIRS, CLASS II.

SHALL BE AS SPECIFIED IN SECTION 512 AND INCLUDED IN ITEM 512.02, PREPARATION FOR CONCRETE

1" DEPTH TO PROVIDE CLEAN REMOVAL LINES. ALL INSPECTION, SAWCUTTING, REMOVAL, AND CLEANING

TO A SOUND CONCRETE SURFACE. CONCRETE SURFACES OF THE REMOVAL LIMITS SHALL BE SAWCUT TO A

BY THE CONTRACT ADMINISTRATOR AND CONTRACTOR. ALL DETERIORATED CONCRETE SHALL BE REMOVED

EXISTING ABUTMENT AND PIER SURFACES SHALL BE INSPECTED FOR DETERIORATED CONCRETE JOINTLY

PROJECT NOTES

(1)

PROVISIONS FOR RELOCATION.

NO EXISTING MONUMENTS, BOUNDS, OR BENCHMARKS SHALL BE DISTURBED WITHOUT FIRST MAKING

NOTED.

ALL EXPOSED EDGES OF PROPOSED CONCRETE SURFACES SHALL BE CHAMFERED ƒ", UNLESS OTHERWISE

FOR SALVAGE OF MATERIALS SEE PROSECUTION OF WORK.

(8)

(9)

CONCRETE SURFACES AS SHOWN IN THE PLANS OR AS DIRECTED BY THE CONTRACT ADMINISTRATOR.

ITEM 534.3, WATER REPELLENT (SILANE-SILOXANE), SHALL BE APPLIED TO ALL NEW EXPOSED

(2)

(4)

(5)

(6)

(7)

(1)

GENERAL CONSTRUCTION NOTES

SUBSTRUCTURE REHABILITATION NOTES

(10)

UNDERGROUND LOCATIONS NEAR THE BRIDGE, FOR POSSIBLE UTILITIES.

THE CONTRACTOR SHALL CONTACT DIG SAFE TO SURVEY AND TAG ALL BRIDGE CURB AND(3)

BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO ADVANCING THE WORK.

ANY DISCREPANCIES IN DIMENSIONS, CHARACTER, OR EXTENT OF EXISTING FEATURES, SHALL BE

PREPARED TO MAKE ADJUSTMENTS REQUIRED TO PROPERLY COMPLETE THE PROPOSED RECONSTRUCTION.

CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING STRUCTURES AND BE

PLANS AND DO NOT NECESSARILY REPRESENT "AS BUILT" DIMENSIONS AND ELEVATIONS. THE

THESE PLANS WERE TAKEN FROM THE ORIGINAL BRIDGE PLANS AND/OR SUBSEQUENT REHABILITATION

THE CONTRACTOR SHOULD BE AWARE THAT EXISTING STRUCTURE DIMENSIONS AND ELEVATIONS SHOWN IN

DESIGN LOADS, MATERIALS AND SPECIFICATIONS

WATER REPELLENT (SILANE-SILOXANE). APPLICATION RATE = 150 SF/GAL.

COATING NEEDS TO BE APPLIED. IF THE WATER DOES NOT BEAD, COAT THE SURFACE WITH ITEM 534.3,

MANNER THAT OVERSPRAY INTO SURFACE WATERS IS KEPT TO A MINIMUM. IF THE WATER BEADS, NO

EXISTING ABUTMENTS AND WINGS SHALL BE POWER WASHED (SUBSIDIARY TO ITEM 534.3), IN SUCH A

(1)

(2)

(3)

(4)

BRIDGE REMOVAL NOTES

OPERATIONS.

DOCUMENTATION IN ACCORDANCE WITH 105.02, PRIOR TO THE COMMENCEMENT OF ANY REMOVAL

THE CONTRACTOR'S METHOD FOR REMOVAL OF THE EXISTING BRIDGE SHALL BE SUBMITTED FOR

INCLUDED IN ITEM 502, REMOVAL OF EXISTING BRIDGE STRUCTURE.

CONCRETE 1" DEEP ON ALL EXPOSED SURFACES TO PROVIDE CLEAN REMOVAL LINES. ALL COSTS TO BE

FOR CONCRETE REMOVAL AS SHOWN ON THE PLANS (ABUTMENT SEAT AND BACKWALL), SAWCUT EXISTING

WITH •" X •" ITEM 562.1 SILICONE JOINT SEALANT (F).

SEAL ABUTMENT AND WINGWALL •" CORK JOINTS FRONT FACE ACROSS TOP AND DOWN BACK OF JOINT

UPON REQUEST.

BEEN AWARDED, A COMPLETE SET OF EXISTING PLANS WILL BE FORWARDED TO THE CONTRACTOR

THE INVITATION TO BID WEBPAGE, DURING THE BIDDING PERIOD. AFTER THE CONTRACT HAS

(1) EXISTING PLANS ARE AVAILABLE, ON-LINE IN THE BID PACKAGE ON

SUCH METHODS AS APPROVED BY THE ENGINEER.

502 AND SHALL INCLUDE ERECTION, MAINTENANCE, AND REMOVAL OF TEMPORARY STRUCTURES OR OTHER

THE ROAD AND RAILROAD BELOW THE EXISTING STRUCTURE. ALL COSTS SHALL BE INCLUDED IN ITEM

THE CONTRACTOR SHALL TAKE ALL NECESSARY MEASURES TO ENSURE THAT DEBRIS DOES NOT FALL INTO

21,700 PSI AT 28 DAYS

14,500 PSI AT 4 DAYS

ITEM 520.00001, ULTRA HIGH PERFORMANCE CONCRETE (F)

SUPERSTRUCTURE: CLOSURE POURS, LINK SLABS AND DECK END HAUNCHES:

INSPECTION PERFORMED BY McFARLAND JOHNSON IN JUNE 2016 AND ARE APPROXIMATE.

ABUTMENT AND PIER CONCRETE SURFACE REPAIR AREAS IDENTIFIED ON THESE PLANS ARE BASED ON AN

PREFABRICATED BRIDGE UNIT AND SUPERSTRUCTURE NOTES

SHALL BE IN PLACE BEFORE REMOVAL OPERATIONS BEGIN.

THE ROAD SHALL BE CLOSED AND PORTABLE CONCRETE BARRIER, BARRICADES, AND SIGNED DETOUR

4000 PSI (AT 28 DAYS)

ITEM 550.151, PREFABRICATED BRIDGE UNIT - SUPERSTRUCTURE (F)

DECK AND BRUSH CURBS:

4000 PSI AT 7 DAYS

3000 PSI AT 3 DAYS

ITEM 520.0106, CLASS AA HIGH EARLY STRENGTH CONCRETE

ABUTMENT BEAM SEAT, BACKWALL, STUBWALL, ABUTMENT AND PIER REPAIRS:

(5)

REFER TO THE SPECIAL PROVISIONS FOR ADDITIONAL INFORMATION.

OF THE CONCRETE AND STEEL COMPOSITE PREFABRICATED BRIDGE UNITS AS DETAILED ON THE PLANS.

PLATES; ETC) AS REQUIRED FOR THE FABRICATING, PAINTING, STORING, TRANSPORTING, AND ERECTING

MATERIALS (STRUCTURAL STEEL; SHEAR CONNECTORS; CONCRETE; REINFORCING STEEL; BEARING SOLE

ITEM 550.151, PREFABRICATED BRIDGE UNIT SUPERSTRUCTURE (F) SHALL INCLUDE ALL WORK AND

REMOVAL OF BRIDGE BEARINGS.-

REMOVAL OF BACKWALL CONCRETE AND PORTION OF ABUTMENT SEAT TO LIMITS SHOWN ON PLANS.-

REMOVAL OF BRIDGE RAIL AND BRIDGE APPROACH RAIL.-

MEMBRANE, GRANITE AND CONCRETE CURB, AND STEEL BEAMS.

COMPLETE REMOVAL OF THE BRIDGE SUPERSTRUCTURE INCLUDING BRIDGE DECK, PAVEMENT, -

NOTED HEREIN, SHALL INCLUDE THE FOLLOWING:

ITEM 502, REMOVAL OF EXISTING BRIDGE STRUCTURE, UNLESS OTHERWISE SHOWN ON THE PLANS OR

ITEMS 502.10121 AND 502.10122. SEE SHEET 11 FOR ITEM 502.10121 REMOVAL LIMITS.

AND DISPOSAL OF ASBESTOS CONTAINING MATERIAL SHALL BE IN ACCORDANCE WITH AND PAID FOR UNDER

DECK OVER BACKWALL SLIDING SURFACE AT THE EXPANSION ABUTMENT (ABUTMENT A). REMOVAL, HANDLING,

CONTRACTOR SHALL NOTE THE EXISTING BRIDGE CONTAINS ASBESTOS IN THE BRIDGE SHOES AND AT THE

(6)

511.00012 REMOVAL LIMITS.

MATERIAL SHALL BE IN ACCORDANCE WITH AND PAID FOR UNDER ITEM 511.00012. SEE SHEET 16 FOR ITEM

MEMBRANE LAYER ALONG BOTH CURB LINES. REMOVAL, HANDLING, AND DISPOSAL OF ASBESTOS CONTAINING

THE CONTRACTOR SHALL NOTE THAT THE EXISTING BRIDGE CONTAINS ASBESTOS IN THE BRIDGE DECK

(7)

REMOVAL PLANS. ALL COSTS FOR TEMPORARY BRACING SHALL BE INCLUDED IN ITEM 502.

RECONSTRUCTION OPERATIONS. DETAILS OF TEMPORARY BRACING SHALL BE INCLUDED IN THE BRIDGE

THE EXISTING STEEL PIER BENTS SHALL BE BRACED AS NEEDED DURING BRIDGE REMOVAL AND

26942

M cFarlandJohnson

STATE OF NEW HAMPSHIREDEPARTMENT OF TRANSPORTATION * BUREAU OF BRIDGE DESIGN

BRIDGE NO. STATE PROJECTTOWN

LOCATION

REVISIONS AFTER PROPOSAL

DESIGNED

DRAWN

QUANTITIES

REV. DATE

ISSUE DATE FEDERAL PROJECT NO. SHEET NO. TOTAL SHEETS

FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16

EAST KINGSTON 061 / 064

30X-A003(411)

NH ROUTE 107A OVER PAN AM RAILWAY AND A RESIDENTIAL DRIVE

131-2-1

5

(2)

(3)

(4)

(6)

(1)

(5)

HL-93DESIGN LOADING:

DESIGN METHOD: LOAD AND RESISTANCE FACTOR DESIGN (LRFD)

CONCRETE:

DECK, BRUSH CURBS, AND STUBWALL

EPOXY COATED BARS:

REINFORCING STEEL: AASHTO M31 (ASTM A 615) GRADE 60

NHDOT 2016 STANDARD SPECIFICATIONS AS AMENDED

SPECIFICATIONS: AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 7TH ED., 2014 AS AMENDED

AS NOTED OTHERWISE)

STRUCTURAL STEEL: AASHTO M270, GRADE 50W (ASTM A709, GRADE 50W), UNPAINTED (EXCEPT

NOT TO SCALE

CURB DETAIL AT BRIDGE APPROACH RAIL

NOT TO SCALE

NOT TO SCALE

NH ROUTE 107A- SOUTH APPROACH PAVEMENT DETAIL

NH ROUTE 107A- NORTH APPROACH PAVEMENT DETAIL

GROUND

EXISTING

FOR CLARITY

GUARDRAIL NOT SHOWN

NOTE:

SAWCUT (ITEM 628.2)

7" REVEAL

1'-0"1'-6"

6"

APPROACH RAIL DETAILS)

(SEE T2 STEEL BRIDGE

STRAIGHT GRANITE CURB

AND GUARDRAIL PANELS (TYP)

TO BE PLACED AT EAGRT PLATFORMS

MULCH, TACKIFIERS, AND HUMUS

TURF ESTABLISHMENT WITH

ITEM 646.41

ST

A 102

+91 (

±)

BE

GI

N

BRI

DG

E

BA

CK

WA

LL

ST

A 104

+14 (

±)

EN

D

BRI

DG

E

BA

CK

WA

LL

STA 102+50±

BEGIN PROJECT

STA 101+80 (±)

STA 106+90 (±)

STA 104+50

END PROJECT

3" BINDER COURSE PLACED IN TWO LIFTS

HOT BITUMINOUS PAVEMENT, HAND METHOD

ITEM 403.12

MACHINE METHOD

HOT BITUMINOUS PAVEMENT,

1•" ITEM 403.11

CRUSHED GRAVEL (F)

ITEM 304.3

NH ROUTE 107A

CONSTRUCTION AND PGLÀ

TYPICAL ROADWAY APPROACH SECTION

SCALE : 1" = 5'

VARIES VARIES

VARIES VARIES

TRAVEL LANE

12'- 0"

TRAVEL LANE

12'- 0

GROUND (TYP)

EXISTING

(TYP)

SHOULDER SLOPE

MATCH EXISTING

MATCH EXISTING ROADWAY SLOPES

TAPER PROPOSED BRIDGE SLOPES TO

NOTE:

FACE OF RAIL (TYP)

6

(ITEM 606.18001)

OFFSET BLOCK (STEEL POST)

31" W-BEAM GUARDRAIL W/ 8"

TYPICAL ROADWAY SECTION AND DETAILS

(EXIST 2:1 = 6 CU YD/100 LF)

(ITEM 304.32) (TYP)

SHOULDER LEVELING

CRUSHED GRAVEL FOR

HOT BITUMINOUS PAVEMENT, MACHINE METHOD

ITEM 403.11 -

MACHINE METHOD 1•" WEARING COURSE


ITEM 403.11

NOTES

INCLUDING JOINT BETWEEN PAVEMENT AND GRANITE CURB.

APPLY PAVEMENT JOINT ADHESIVE (ITEM 403.6) ALONG ALL LONGITUDINAL PAVEMENT JOINTS,1.

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

SURFACE

EXISTING ROADWAYROADWAY PAVEMENT

PROPOSED FINISHED

PAVEMENT

SAWED BITUMINOUS

ITEM 628.2

SURFACE

EXISTING ROADWAY

SURFACE

EXISTING ROADWAYROADWAY PAVEMENT

PROPOSED FINISHED

PAVEMENT

SAWED BITUMINOUS

ITEM 628.2

SURFACE

EXISTING ROADWAY

(DEPTH VARIES, 0" TO 1•")

BITUMINOUS SURFACES

COLD PLANING

ITEM 417.

1•"

1•"

STA 100+30±

MATCH EXISTING

LIMIT OF WORK

STA 108+40

MATCH EXISTING

LIMIT OF WORK

MACHINE METHOD


1•" ITEM 403.11

OF DEPTH)

(MINIMUM LENGTH = 5FT/INCH

SUBSIDIARY TO ITEM 403.11

TEMPORARY PAVEMENT FILLET

OF DEPTH)

(MINIMUM LENGTH = 5FT/INCH


TEMPORARY PAVEMENT FILLET

(DEPTH VARIES, 0" TO 1•")

BITUMINOUS SURFACES

COLD PLANING

ITEM 417.

NH ROUTE 107A

CONSTRUCTION & PGLÅ

FG EL 149.74

STA 102+92.91

FG EL 148.93

STA 104+12.33

PIER BEARINGS (TYP)

REMOVE AND REPLACE

ABUTMENT BEARINGS

REMOVE AND REPLACE

ABUTMENT BEARINGS

REMOVE AND REPLACE

(TYP)

GRADE

PROPOSED

À PIER 2À PIER 1

DRIVE

RESIDENTIAL

(F) (F)

(F) FIXED

(E) EXPANSION

PROPOSED BEARING

SCALE: 1" = 10'

PLAN

N

SCALE: 1" = 10'

ELEVATION

PILASTER AT NE AND SE WINGWALLS

REMOVE AND RECONSTRUCT

7

102+00 103+00 104+00 105+00

À PIER 1

18'-6"

MI

N.

VE

RTI

CA

L

CL

EA

RA

NC

E

À PIER 2

AS REQUIRED (TYP)

ABUTMENT CONCRETE

REPAIR EXISTING

12'-0"

12'-0"

LA

NE

TR

AV

EL

LA

NE

TR

AV

EL

32'-2"

(O

UT-

TO-

OU

T)

2'-7" (

TY

P)

2'-0" (

TY

P)

BR

US

HC

UR

B

TO SO. HAMPTON

TO KINGSTON

BRIDGE SUPERSTRUCTURE

REMOVE AND REPLACE

GR

AV

EL

DRI

VE

GR

AV

EL

DRI

VE

CONCRETE AS REQUIRED

FOOTING AND STEM

REPAIR EXISTING PIER

N41°13'49.6"W

À PAN AM RAILWAY

PAN AM RAILWAY

(E)

À BRG ABUTMENT A

(E)

À BRG ABUTMENT B

(E)

À BRG ABUT. A (E)

À BRG ABUT. B

(F) (F) (F) (F)

90°00'00" (TYP)

AND BEAM SEAT (TYP)

ABUTMENT BACKWALL

REMOVE AND REPLACE

GENERAL PLAN AND ELEVATION

STUBWALL (TYP)

CONSTRUCT NEW

(SPAN 3)

39'-7ƒ"

(SPAN 2)

40'-1•"

(SPAN 1)

39'-7ƒ"

FG EL 149.94

STA 103+32.56

FG EL 149.67

STA 103+72.68

PIER BENTS (TYP)

REPAINT EXISTING STEEL

CLEAN, REPAIR AND

(F

AC

E

OF

RAI

L)

APPROXIMATE ROW (TYP)

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

BRIDGE SUPERSTRUCTURE

REMOVE AND REPLACE

(ITEM 563.223) (TYP)

WITH SNOW SCREENING

BRIDGE RAIL T2

(ITEM 565.222) (TYP)

(STEEL POSTS)

BRIDGE APPROACH RAIL T2AT ABUTMENTS (TYP)

ASPHALTIC PLUG JOINT

GROUND

EXISTING

APPROXIMATE

BRIDGE AND APPROACH RAILS

REMOVE AND REPLACE

PIER (TYP)

LINK SLAB OVER

(F) (F)

TO SOUTH HAMPTON

NOTES

SHEET 5

1 •" OVERLAY TO MATCH EXISTING EDGE OF PAVEMENT NOT PREVIOUS OVERLAY EDGES.

PRIOR TO THE 1 •" OVERLAY (PAID UNDER ITEM 403.12 - HOT BITUMINOUS PAVEMENT, HAND METHOD).

SHIM APPROXIMATELY 1 FOOT BETWEEN THE EXISTING OVERLAY EDGE AND THE FACE OF GUARDRAIL 5.

FOR PAVEMENT TRANSITION DETAILS, SEE SHEET 6.4.

3. FOR GUARDRAIL NOTES, LABELED 1 THROUGH 4 , SEE SHEET 2.

ALL EXISTING SIGNS SHALL BE RETAINED, UNLESS OTHERWISE NOTED.2.

.FOR PROJECT NOTES, SEE1.

GUARDRAIL

EXISTING

REMOVE

SLOPE%

CROSS

EXISTING

MATCH

NORMAL CROWN

RAILWAY

PAN AMÀ

(F) FIXED

(E) EXPANSION

17

19

net

73

40

73X€

285

East kingston

"town of

Farm""Tree

18

284

e&he

72

40

net

J

"stop"

pole

siren

asph r

oad

gravel drive

prohibited"

"vehicles

282

20

chevron

Posting"

E-2

"Bridge

gravel road

residents onl

y"to East Kingsto

n"Restricted

281

e&he

69

40

net

J

net

22

280

wood

story

2•

gravel drive

chevron

"Bridge E-2 Posting"

grav dr

grav dr

gravel

net

1

73X

398

51

17

Rd"

"Sleeper

25amp

52

#17

GRI

D

CURVE 1

GUARDRAIL

EXISTING

REMOVE

PROFILE

ROADWAY PLAN

NH ROUTE 107A TO KINGSTON

NH ROUTE 107A

À CONSTRUCTION

ROADWAY PLAN AND PROFILE

GUARDRAIL

EXISTING

REMOVE

GUARDRAIL

EXISTING

REMOVE

GUARDRAIL

EXISTING

REMOVE

MA

TC

HLI

NE (

ST

A

10

6+

25)

MA

TC

HLI

NE (

ST

A

10

6+

25)

NH ROUTE 107A

PIER 1À PIER 2À

TO KINGSTON

N 44°49'54.7" W

N 44°49'54.7" W

N 41°13'49.6" W

84.86'=L

42.44'=T

0.667'=E

03°36'05.03" LT =

04°14'38.87"=D

1350.00'=R

1156985.17=E

150920.91=N

101+10.97=PI

NH ROUTE 107A

À CONSTRUCTION

BEGIN PROJECT

061/064

BRIDGE NO.

8

1" = 10' (VERT)

SCALE : 1" = 20' (HORIZ)

SCALE : 1" = 20'

CURVE 1 DATA

NH ROUTE 107A

PA

N

AM

RAI

LW

AY

END PROJECT

DRIVE

RESIDENTIAL

(E)

BRG ABUTMENT AÀ

(E)

BRG ABUTMENT BÀ

EXISTING R.O.W. (TYP)

APPROXIMATE

1

2

3

4

3

4

G-2

G-1

G-4

G-3

4" SSL (W)4" DSL (Y)

4" SSL (W) 12'

12'

2'

2'

4" SSL (W)

4" DSL (Y)4" SSL (W)

BEGIN PROJECT

STA 102+50

END PROJECT

STA 104+50

REMAIN

SIGN TO

REMAIN

SIGN TO

2'

12'

12'

2'

2'

12'

12'

2'

Sleeper Road

Troll

Way Kelley L

ane

SLOPE%CROSSEXISTI

NGMATCH

2% 2% 2% 2%

SLOPE%CROSSEXISTI

NGMATCH

SLOPE%

CROSS

EXISTING

MATCH

TRANSITION

SUPERELEVATION

+14

+50

+91

+50

TRANSITION

SUPERELEVATION

WORK (TYP)

LIMIT OF (TYP) (ITEM 606.417)

FOR TRAFFIC CONTROL

PORTABLE CONCRETE BARRIER

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

107+00 108+00 108+50108+50

10

8+50.00

PO

E

100+00

101+00 102+00 103+00 104+00 105+00 106+00

100

+00.00

PO

B 100

+68.52

PC 1

01

+53.38

PT

120

130

140

150

120

130

140

150

103+00 104+00

PVI 103

+52.61

EL

EV

= 150.43

148.9

129.4

127.1

128.6

147.7

149.81

149.88

149.21

PVC 102+90.99

ELEV = 149.72

H.P.103+29.82

ELEV = 149.94

PVT 104+14.24

ELEV = 148.88

L 123.25'

K 33.50

PVI 102+50.00

ELEV = 149.00

1.75%

149.00

ELEV = 147.84

PVI 104+50.00

-2.91%

147.84

108+00

129.1

100+00

141.0

139.0

128.2+40

+30

DETAILS, SHEET 6)

PAVEMENT INLAY (SEE PAVEMENT

1•" COLD PLANING AND

DETAILS, SHEET 6)

PAVEMENT INLAY (SEE PAVEMENT

1•" COLD PLANING AND

w

post

post

mb mb

lp

ip

an

an

an

an

an

an

posts

an

15"

cmp

GUARDRAIL

EXISTING

REMOVE

(F) (F)(F) (F)

MATCH EXISTING

LIMIT OF WORK

STA 100+30

MATCH EXISTING

LIMIT OF WORK

STA 108+40

MATCH EXISTING

LIMIT OF WORK

STA 108+40

MATCH EXISTING

LIMIT OF WORK

STA 100+30

SCALE: 1" = 1'-0"

À BRG ABUT.

STRIP

BEARING

(TYP)

ƒ" CHAMFER

(EL 144.88)

EL 145.70

VA

RI

ES

(TYP)

TAPER

1:12

SCH 40 DRAIN

1•" Â PVC

MATERIAL

CELL EXPANSION

1•" CLOSED

JOINT

CONSTRUCTION

(SECTION A-A)

TYPICAL SECTION

MA

X: 2'-9†

"

MI

N: 2'-8„

"

MA

X: 2'-1‚

"

MI

N: 1'-11„

"

FOR TYPICAL ABUTMENT REMOVAL SECTION, SEE SHEET 11.8.

FOR ABUTMENT EARTHWORK LIMITS, SEE SHEET 20.7.

FOR BACKWALL AND DECK END DETAILS, SEE SHEET 20.6.

ELEVATIONS GIVEN AT TOP OF BACKWALL ARE AT TOP OF BACKWALL BEARING STRIP.5.

DENOTE ABUTMENT B VALUES.

LABELS, DIMENSIONS, AND ELEVATIONS SHOWN IN PARENTHESIS ( )4.

CONCRETE SURFACE REPAIRS ARE ANTICIPATED AT ABUTMENT A ONLY.3.

FOR REINFORCING DETAILS, SEE SHEETS 10 AND 11.2.

FOR PROJECT NOTES, SEE SHEET 5.1.

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

9

N

G7 G6 G5 G4 G3 G2

CONSTRUCTION & PGL NH ROUTE 107AÀ

G8 G1

G7 G6 G5 G4 G3 G2G8 G1

EXISTING GROUND

APPROXIMATE

À BRG ABUTMENT A

ST

ATI

ONI

NG

A

A

SCALE: ‚" = 1'-0"

REPLACE BACKWALL

REMOVE AND

REPLACE BACKWALL

REMOVE AND

ST

UB

WA

LL

1'-0"

BA

CK

WA

LL

1'-3"

ABUTMENT PLAN

NE

W

BE

AM

SE

AT

1'-11•

"

TO REMAIN (TYP)

WINGWALL/CHEEKWALL

EXISTING

(N

W

WI

NG

WALL)

SE

WI

NG

WALL

(NE

WI

NG

WALL)

SW

WI

NG

WALL

ABUTMENT MODIFICATIONS

PORTION OF BEAM SEAT

REMOVE AND REPLACE TOP

JOI

NT

1•

"

(TYP)

2'-•"

CURB LINE (TYP)

90°00'00"

(TYP)

8'-0"

(TYP)

7'-3"

(TYP)

2'-0"

(TYP)

4'-0"

SCALE: ‚" = 1'-0"

9"

6"

6"4'-0" 3'-0"1'-3"

STUBWALL

TOP OF

BACKWALL

TOP OF

8"

(TYP)

BEAM SEAT

TOP OF

CORK FILLER (TYP)

•" SELF-EXPANDING

BRIDGE SEAT

TOP PORTION OF

REMOVE AND REPLACE

(EL 144.88)

EL 145.70

(TYP)

ALL COSTS INCLUDED IN ITEM 520.0106)

WINGWALL SIDE OF JOINT ABOVE BACKWALL)

(CEMENT CORK VERTICALLY AGAINST

•" SELF-EXPANDING CORK FILLER

TO REMAIN (TYP)

EXISTING WINGWALL

14'-1"

14'-1"

(WP 6), (STA 104+12.33)

WP 1, STA 102+92.91

WASH (TYP)

2'-3"±

(LIMIT OF BACKWALL REMOVAL)

32'-3"

CONSTRUCTION & PGL NH ROUTE 107AÀ

512.02 AND 502.)

(INCLUDED IN ITEMS

SAWCUT (TYP)

(ABUTMENT A SHOWN, ABUTMENT B SIMILAR)

(LIMIT OF BRIDGE SEAT REMOVAL)

35'-0"

(ABUTMENT A SHOWN, ABUTMENT B SIMILAR)

GIRDER

ABUTMENT B

G1 G2 G3 G4 G5 G6 G7 G8

ABUTMENT A

ABUTMENT B

TOP OF BACKWALL ELEVATIONS (FRONT FACE)

ABUTMENT A

MIDDLE (CROWN)LEFT EDGE RIGHT EDGE

148.46 148.46148.79

147.96147.64 147.64

ABUTMENT B

TOP OF STUBWALL ELEVATIONS (FRONT FACE)

ABUTMENT A


149.23 149.23149.51

148.67148.39 148.39

ABUTMENT B

ABUTMENT A


149.21 149.21149.49

148.64148.36 148.36

TOP OF STUBWALL ELEVATIONS (BACK FACE)

146.53 146.53 146.69 146.69 146.69 146.69 146.53 146.53

145.71 145.71 145.87 145.87 145.87 145.87 145.71 145.71

ABUTMENT ELEVATION

NOTES

LEGEND

SURFACE REPAIRS (ITEM 512.02)

ANTICIPATED LOCATIONS OF CONCRETE

(TYP)

2" WASH

TOP OF BEAM SEAT ELEVATIONS

10•"

STUBWALL

1'-0"

BACKWALL

1'-3"

8"

1•"

1'-6"

12"

MA

X

10"

MI

N

1•"

BEAM SEAT

1'-11•"

4'-2•"

EXISTING ABUT STEM

3'-1" ±

3'-2•"

1•

"

1'-0"

1'-3•"

VA

RI

ES

(MI

N)

3"

5"

GG

G GG

GG G

LEVEL SEATWASH

TO REMAIN

SCALE: 1•" = 1'-0"

PARTIAL ABUTMENT PLAN

ABUTMENT

EXISTING

FRONT FACE

1•

"

±

(E

Q

SP

A) (

TO

P)

6 - #5

AB9

BRI

DG

E

SE

AT

1'-11•

"

BA

CK

WA

LL

1'-3"

8"

7•

"

TO REMAIN

EXISTING WINGWALL

OF 3 VERTICAL, 3 HORIZONTAL)

TO AVOID NEW BARS (MAX TOTAL

HORIZONTAL BARS, BEND INWARD

RETAIN EXISTING VERTICAL AND

1"

6"

EXISTING SEAT

(E

Q

SP

A) (

TO

P)

6 - #5

AB10

ABUTMENT CAP

PROPOSED

FRONT FACES

TU

BW

AL

L

1'-0"

2'-•"

2'-0" MIN LAP (TYP)

6"

64 (2x32) - #5AB1 @ 12" (DRILL AND GROUT) (32 EF)

(TOP AND BOT)

2 - #5AB11

#5AB17

#5AB22 & #5AB23E

À GIRDER

1'-3"

2 - #5AB1 (DRILL AND GROUT)

33 - #5AB5 OR #5AB6 @ 12" (TOP SEAT)

TO TOP OF NEW BACKWALL)

(EQ SP FROM BOT OF NEW SEAT

5 - #5AB24 (DRILL AND GROUT)

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

NOTES

ABUTMENT REINFORCEMENT DETAILS (1 OF 2)

10

FOR MASONRY DIMENSIONS, SEE SHEET 9.3.

FOR SECTIONS A-A AND B-B, SEE SHEET 11.2.


SCALE: ƒ" = 1'-0"

LAP (TYP)

2'-0" (MIN)

(TYP)

WINGWALL/CHEEKWALL

TOP OF EXISTING

2" WASH

(TYP)

#5AB12 #5AB12

#5AB7

64 (2x32) - #5AB1 @ 12" (DRILL AND GROUT) (32 EF)

A

B

B

#5AB7

(TYP)

HORIZONTAL BARS

RETAIN EXISTING

(CUT ENDS TO FIT IN FIELD)

6 - #5AB4 (EQ SPA)

EM

BE

DM

EN

T

8"

(2 EF STUBWALL)

4 - #5AB23E

(6 FF, 5 NF STUBWALL)

11 - #5AB22

8"

8"

2 - #5AB1

2 - #5AB1

(TYP)

SAWCUT 1"

À CONSTRUCTION

(EQ SP AT BRIDGE SEAT)

6 - #5AB9


6 - #5AB10


6 - #5AB8


6 - #5AB9


6 - #5AB10

(DRILL AND GROUT)

5 - #5AB24 (EQ SP)(DRILL AND GROUT)

5 - #5AB24 (EQ SP)

(SEE SECTION A-A)

VERTICAL BARS (TYP)

RETAIN EXISTING

ABUTMENT ELEVATION (REINFORCEMENT)

#5AB3

#5AB3

TOP OF BACKWALLTOP OF STUBWALL

(TOP SEAT)

1 - #5AB7

58 (2x29) - #4AB21 @ 12" (TIE BARS)

TOP OF BRIDGE SEAT (4 EF BACKWALL)

8 - #5AB17

A

12" 12"8 - #5AB6 @ 12" (TOP SEAT)

8 - #5AB2 @ 12" (BOT SEAT)

17 - #5AB5 @ 12" (TOP SEAT)

17 - #5AB2 @ 12" (BOT SEAT)

8 - #5AB6 @ 12" (TOP SEAT)

8 - #5AB2 @ 12" (BOT SEAT)

(TIE BARS)

58 (2x29) - #4AB21 @ 12"

28 - #5AB19 @ 12"

28 - #5AB19 @ 12"

28 - #5AB20 @ 12"

28 - #5AB20 @ 12"

#5AB15

66 - #5AB12 THRU #5AB15 @ 12" (33 EF BACKWALL)

33 - #5AB16 @ 12"

20 (2x10) - #5AB12 @ 12" (10 EF),

29 - #5AB18E @ 12"

29 - #5AB18E @ 12"

16 (2x8) - #5AB13 @ 12" (8 EF), 16 (2x8) - #5AB14 @ 12" (8 EF), 14 (2x7) - #5AB15 @ 12" (7 EF)

(STUBWALL)

#5AB15 (NF BACKWALL) WITH #5AB18E

TIE BARS SHALL TIE #5AB12 THRU

NOTE:

(STUBWALL) @ 12"

#5AB15 (BACKWALL) & #5AB18E

BETWEEN VERTICAL BARS #5AB12 THRU

ALTERNATE #5AB19 & #5AB20 @ 12"

NOTE:

SCALE: 1•" = 1'-0"

(EQ SP TOP & BOT)

SECTION A-A

2 - #4AB21

(DRILL AND GROUT)

#5AB1 @ 12"

#5AB16 @ 12"

#5AB15 @ 12"

#5AB12 THRU

#5AB19 @ 12"

#5AB2 @ 12"

EXISTING ABUTMENT

FRONT FACE

(DRILL AND GROUT)

#5AB1 @ 12"

6 - #5AB4 (BOT) (CUT ENDS TO FIT IN FIELD)

(SPACED AS SHOWN)

4 - #5AB17

(6

FF, 5

NF) (

ST

UB

WA

LL)

11 - #5

AB22

CL

R

3"

#5AB18E @ 12"

4 - #5AB23E

6 - #5AB8 OR 12 (2x6) - #5AB9 (TOP)

NF

CL

R

3"

(TYP)

ƒ" CHAMFER

VERTICAL BARS (AS SHOWN)

RETAIN EXISTING

(INCLUDED IN ITEM 502.)

SAWCUT 1"

TIE BAR DETAIL)

(TIE BAR) (SEE TYPICAL

NOT TO SCALE

LIMITS OF ITEM 502.10121 REMOVAL

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

SCALE: 1" = 1'-0"

*

*

SCALE: 1" = 1'-0"

SECTION B-B

2•

"

CL

R

(T

YP)

ABUTMENT REINFORCEMENT DETAILS (2 OF 2)

WIDE, CENTERED ON JOINT,

STICK - VERTICAL SURFACES (F), 2'-0"

ITEM 538.2, BARRIER MEMBRANE, PEEL AND

NOT TO SCALE

TYPICAL TIE BAR DETAIL

45°

ENCOUNTERED

#8 HOOK BAR IF

PROTECT EXISTING

ABUTMENT

EXISTING

FRONT FACE

WINGWALL/CHEEKWALL

FRONT FACE EXISTING

OF 3 VERTICAL, 3 HORIZONTAL)

TO AVOID NEW BARS (MAX TOTAL

HORIZONTAL BARS, BEND INWARD

RETAIN EXISTING VERTICAL AND

(TYP)

VERTICAL BAR

PROPOSED

#4 TIE BAR

(TYP)

HORIZONTAL BAR

PROPOSED

DIRECTIONS

AND HORIZONTAL SPACING

HOOKS IN BOTH VERTICAL

ALTERNATE 90° AND 135°

BACKWALL

FACE OF

STUBWALL

BACK OF

#5AB3

#5AB11

#5AB7

VARIES

6 - #5AB10 (TOP)

(EQ SP TOP & BOT)

ENDS TO FIT IN FIELD)

6 - #5AB4 (BOT) (CUT

11

NOTES

FOR MASONRY DIMENSIONS, SEE SHEET 9.3.

FOR SECTION LOCATIONS, SEE SHEET 10.2.


EL 146.60 (ABUTMENT A)

EL 145.70 (ABUTMENT B)

C. 1992 (NO PLANS)

MAINTENANCE FORCES

* ADDED BY NHDOT BRIDGE

(INCLUDED IN ITEM 502.)

SAWCUT 1"

ABUTMENT REMOVAL SECTION

TO REMAIN

COUNTERFORT

EXISTING

NOT SHOWN FOR CLARITY

EXISTING HORIZONTAL BARS

NOTE:

EXISTING BRIDGE STRUCTURE)

(ITEM 502., REMOVAL OF

REMOVAL LIMITS

PROPOSED ABUTMENT

EL 145.70 (ABUTMENT A)

EL 144.88 (ABUTMENT B)

(DRILL AND GROUT)

#5AB1

DECK

EXISTING

BACKWALL

EXISTINGOF WORK FOR ADDITIONAL INFORMATION.

ITEM 502.10121. SEE PROSECUTION

REMOVE AND DISPOSE UNDER

(T

YP)

2‚

"

TWO LAYERS OF ASBESTOS SHEETS

(T

YP)

2•

"

CL

R

1'-0"

(T

YP)

8"

6"

(4

EF

BA

CK

WA

LL)

8 -

#5

AB

17

STUBWALL

1'-0"

BACKWALL

1'-3"

#5AB6 @ 12"

#5AB5 OR

(TYP EXCEPT AS NOTED)

CUT OFF EXISTING VERTICAL BAR

#5AB20 @ 12"

BEAM SEAT

1'-11•"

CL

R

1•

"

2

EQ

SP

12"

VARIES

8"

1"

(TYP)

2•" CLR

3'-1"

1'-3" 1'-10"

1'-4"

VERTICAL BAR

RETAIN EXISTING

NOTES

REPAIR SHALL BE SUBSIDIARY TO ITEM 512.02.

EARTHWORK AS REQUIRED FOR COMPLETION OF CONCRETE 6.

REGARDING PIER STEEL CLEANING, REPAIR, AND PAINTING.

SEE SUBSTRUCTURE REHABILITATION NOTES ON SHEET 55.

FOR CONCRETE REPAIR DETAILS, SEE SHEET 13.4.

UNTIL REPAIR CONCRETE HAS REACHED 3000 PSI.

PREFABRICATED BRIDGE UNITS SHALL NOT BE ERECTED3.

THE BUREAU OF BRIDGE DESIGN.

OF BRIDGE SUPERSTRUCTURE UNLESS OTHERWISE APPROVED BY

CONCRETE DEMOLITION SHALL OCCUR AFTER REMOVAL2.

CONCRETE REPAIRS ARE NOT ANTICIPATED AT PIER 2.1.

2'-6"

5'-0"

5'-0"

5'-0"

28'-4"

5'-0"

2'-6"

5'-0"28'-4"

5'-0"

PIER 1 WEST FACE ELEVATION

PIER 1 SOUTH FACE ELEVATION

PIER 1 EAST FACE ELEVATION

PIER 1 NORTH FACE ELEVATION

SCALE: …" = 1'-0"

SCALE: …" = 1'-0"

SCALE: …" = 1'-0"

SCALE: …" = 1'-0"

26'-4"

26'-4"

EXISTING GROUND

APPROXIMATE

EXISTING GROUND

APPROXIMATE

EXISTING GROUND

APPROXIMATE

3'-0"

1'-6"

1'-0"

2'-6"

7'-0"

4'-0"

1'-6"

4'-0"

3'-0"

4'-0"

3'-6"

PIER 1 MODIFICATIONS

LEGEND

APPROXIMATE LOCATIONS OF CONCRETE SURFACE REPAIRS

1'-0"

COLUMN (TYP)

STRUCTURAL STEEL

COLUMN (TYP)

STRUCTURAL STEEL

COLUMN (TYP)

STRUCTURAL STEEL

COLUMN (TYP)

STRUCTURAL STEEL

(TYP)

SAWCUT

GROUND

EXISTING

APPROXIMATE

12

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

NOT TO SCALE

NOT TO SCALE

NOT TO SCALE

SECTION SHALL BE REPLACED.

LOST MORE THAN 50% OF ITS

REINFORCING STEEL THAT HAS

NOTE:

13

(TYP) (SEE NOTE 9)

SAWCUT EDGE OF PATCH

PARTIAL DEPTH SUBSTRUCTURE REPAIR DETAIL

CONCRETE REPAIRS

SECTION

REINFORCING BAR REPLACEMENT DETAIL

CONCRETE REPAIRS

REMOVAL

EDGE OF CONCRETE

ALL AROUND

1•" (MIN)

TABLE (TYP)

SEE LAP LENGTH

STEEL TO REMAIN (TYP)

EXISTING SOUND REINFORCING

EXISTING CONCRETE

MATCH FACE OF

ENGINEER

AS DETERMINED BY THE

LIMITS OF UNSOUND CONCRETE

STEEL TO REMAIN

EXISTING SOUND REINFORCING

REMOVAL

CONCRETE

EDGE OF

(SEE NOTE 9)

PROPOSED SAWCUT

(TYP)

90°

PARTIAL DEPTH SUBSTRUCTURE REPAIR DETAIL

CONCRETE REPAIRS

ELEVATION

LEGEND

EXPOSED EXISTING REINFORCING STEEL

DETERIORATED CONCRETE TO BE REMOVED

(SEE NOTE 9)

SAW CUT EDGE OF PATCH

REMOVAL

EDGE OF CONCRETE

STEEL TO REMAIN

REINFORCING

EXISTING SOUND

(MIN)

1•"

REPAIR AREA

VOID AREA OF DESIGNATED

EXISTING CONCRETE

MATCH FACE OF

REPLACEMENT DETAIL, THIS SHEET.

AS SHOWN ON THE REINFORCING BAR

AS REQUIRED, SHALL BE REPLACED

STEEL. THE REINFORCING STEEL,

DEPTH OF 1•" BEHIND EXISTING

TO SOUND CONCRETE OR A MINIMUM

REMOVE DETERIORATED CONCRETE

MATCH EXISTING)

(SIZE AND SPACING TO

ITEM 1002.1 (TYP)

STEEL SHALL BE UNCOATED,

REPLACEMENT REINFORCING

CONCRETE REPAIR DETAILS

NOT TO SCALE

PIER FOOTING REPAIR DETAIL

6"

FOOTING

PIER

CONCRETE

CONCRETE TO SOUND

REMOVE DETERIORATED

* -

@ 12" E.W.

EXISTING •"Â

ACHIEVED

REQUIRED LAP LENGTH CAN BE

STEEL IS SOUND SUCH THAT THE

CUT AT POINT WHERE EXISTING

AND HORIZONTAL APPLICATIONS

STRENGTH CONCRETE (TYP) FOR VERTICAL

ITEM 520.0106, CLASS AA HIGH EARLY

LIMITS OF PROPOSED REPAIR WITH

REINFORCING PAID FOR UNDER ITEM 544

EXISTING REINFORCING. PROPOSED

WHERE PATCH REPAIR EXTENDS BEHIND

PROPOSED REINFORCING NOT REQUIRED

2•" CLR

@ 12" E.W. *

30 - #4P1 DRILL AND GROUT

6" (DRILL & GROUT)

BY ENGINEER

6" MIN, AS DIRECTED

(TYP)(SEE NOTE 9)

SAW CUT EDGE OF PATCH

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

LAP LENGTH

BAR SIZE LAP LENGTH

#10

#9

#8

#7

#6

#5

28"

25"

22"

20"

17"

14"

WORK ONLY.

TABLE ABOVE ARE FOR REPAIR

LAP LENGTHS PROVIDED IN

E.W. *

10 - #4P2 @ 12"

CONCRETE REPAIR NOTES

8 - #4

P3

@ 12"

MA

X

UNDER ITEM 512.02.

PREPARATION FOR CONCRETE REPAIRS TO BE AS SPECIFIED IN SECTION 512 AND PAID FOR11.

ALL EXPOSED STEEL SHALL BE THOROUGHLY BLAST CLEANED.10.

OF 1" DEEP.

ALL DETERIORATED AREAS SHALL BE DELINEATED BY A SAWCUT. SAWCUT SHALL BE A MINIMUM9.

CONCRETE WHICH HAS SPALLED OR OTHERWISE DETERIORATED.

CONCRETE REPAIRS INCLUDE REMOVING DETERIORATED, LOOSE AND MAP CRACKED CONCRETE OR8.

ROUGHENED TO A MINIMUM AMPLITUDE OF ‚".

ALL EXISTING SURFACES THAT WILL HAVE NEW CONCRETE CAST AGAINST IT MUST BE7.

EXISTING SURFACES.

IMMEDIATELY PRIOR TO PLACING NEW CONCRETE AGAINST EXISTING CONCRETE, CLEAN AND WET6.

UNCOATED AND PAID FOR UNDER ITEM 1002.1.

REINFORCEMENT USED TO REPLACE EXISTING DETERIORATED REINFORCING STEEL SHALL BE 5.

ITEM 544.

(AS SHOWN IN THE PIER FOOTING REPAIR DETAIL) SHALL BE UNCOATED AND PAID FOR UNDER

REINFORCEMENT ADDED TO THE PIER FOOTING, INCLUDING DRILL AND GROUT DOWELS 4.

INSTALL ACCORDING TO REINFORCING REPLACEMENT DETAIL.

AND INSTALLING REPLACEMENT REINFORCING STEEL SHALL BE AT THE CONTRACTOR'S EXPENSE.

REMOVAL, PATCHING MATERIAL, CLEANING EXISTING REINFORCING STEEL, AND FURNISHING

REINFORCEMENT TO THE EXTENT REQUIRING REPLACEMENT, ANY ADDITIONAL CONCRETE

IF DURING REMOVAL OF DETERIORATED CONCRETE, THE CONTRACTOR DAMAGES EXISTING3.

CONCRETE FOR REPAIR AREAS SHALL BE CLASS AA HIGH EARLY STRENGTH, ITEM 520.0106.2.

ADMINISTRATOR.

12 (PIER 1) AND AS DETERMINED BY JOINT INSPECTION OF CONTRACTOR AND CONTRACT

CONCRETE REPAIR LOCATIONS SHALL BE AS DETAILED ON SHEETS 9 (ABUTMENT A) AND1.

39'-7ƒ" (SPAN 1) 40'-1•" (SPAN 2) 39'-7ƒ" (SPAN 3)

2 SPACES @ 19'-8" = 39'-4"

4ƒ" (TYP)

4ƒ" (TYP)

7

SP

AC

ES

@ 4'-0"

= 2

8'-0"

2'-0"

39'-3"

5•

39'-3"

5•

39'-4"

PAINT LIMIT

6'-0"

PAINT LIMIT

6'-0"

2 SPACES @ 19'-7•" = 39'-3" 2 SPACES @ 19'-7•" = 39'-3"

4" (TYP)

(TYP)

1•" GAP

6'-0"

6'-0"

PAINT LIMIT (TYP)

6'-0"

40'-•"

40'-•"

40'-0"

õ

õõ

õõõ

õõõ

õõ

õ

(27 STUDS PER ROW X 2 ROWS = 54 STUDS)

28 SPACES @ 12" = 28'-0"


24 SPACES @ 12" = 24'-0"


28 SPACES @ 12" = 28'-0"

PAINT LIMIT (TYP)

6'-0"

TO END OF GIRDER (TYP)

2'-3"

N

G1

À GIRDER (TYP)

SCALE: ‰" = 1'-0"

FRAMING PLAN

NOTES

14

FRAMING PLAN

103+00 104+00

À BRG ABUTMENT A (EXP) À BRG ABUTMENT B (EXP)À PIER 1 À PIER 2

À BRG (FIXED) À BRG (FIXED) À BRG (FIXED) À BRG (FIXED)

9•" 9•"

DIAPHRAGM SPACING

NH ROUTE 107A

CONSTRUCTION & PGLÀ

DIAPHRAGM (TYP)

PLATE (TYP)

CONNECTION

(TYP)

STIFFENERS

BEARING

(TYP)

DRIP BAR

(TYP)

90°00'00"

G2

G3

G4

G5

G6

G7

G8

(TYP)Š

Š

NOT TO SCALE

GIRDER ELEVATION

À BRG ABUTMENT B (EXP)À PIER 2À PIER 1À BRG ABUTMENT A (EXP)

À BRG (FIXED) À BRG (FIXED) À BRG (FIXED) À BRG (FIXED)

SHEAR STUD SPACING

Á 9"xƒ" Á 9"xƒ" Á 9"xƒ"

Á 9"xƒ" Á 9"xƒ" Á 9"xƒ"

WEB Á 20"x•" WEB Á 20"x•" WEB Á 20"x•"

CONNECTION PLATE

4"x•"

CONNECTION PLATE

4"x•"

CONNECTION PLATE

4"x•"(TYP)

BEARING STIFFENER

4"x•"

(TYP)

BEARING STIFFENER

4"x•"

STA 102+92.91 STA 103+32.56 STA 103+72.68 STA 104+12.33

Š

Š(TYP)

SOLE PLATE (TYP)


* 8 SPACES @ 6" = 4'-0"


** 12 EQUAL SPACES = 5'-4"

SHEET 15

SHEET 15

SHEET 15

SHEET 5

6. FOR SHEAR STUD LAYOUT AT LINK SLAB SEE SECTION B-B ON SHEET 19.

FOR SOLE PLATE DETAILS, SEE SHEETS 21 AND 22.5.

.FOR DRIP BAR DETAIL AND COPE AND WELD DETAIL, SEE 4.

.FOR BEARING STIFFENER AND CONNECTION PLATE DETAILS, SEE 3.

.FOR DIAPHRAGM DETAILS, SEE 2.

.FOR PROJECT NOTES, SEE 1.


**õ 12 EQUAL SPACES = 5'-9"

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

5"

1…" (TYP)

2"

MI

N

(MI

N)

…"

(TYP)

2"

2"

MI

N

À GIRDER

À STUD (TYP)

SHEAR CONNECTOR DETAIL

NOT TO SCALE

(TYP)

‡" Â STUD

STUD HEIGHT OF 4"

NOTE: PROVIDE A MINIMUM

2•

"2•

"

(TYP)

1"

(TYP)

1•"

(TYP)

1•"

(T

YP)

3"

=

9" (

TY

P)

3

SP

A

@ 3"

9"

5•"

(T

YP)

ƒ"

(T

YP)

1•

"

6"5'-0"

(T

YP)

ƒ"

NOTES

DIAPHRAGM AND STEEL DETAILS

‚

‚

Š

Š

Š

Š

(TYP)

DIAPHRAGM DETAIL

SCALE: 1•" = 1'-0"

(TYP AT ALL LOCATIONS)

À GIRDERÀ GIRDER

C15x33.9

(TYP)

(AT ABUTMENTS & PIERS ONLY)

•"x4" BEARING STIFFENER

(TYP)

OR •"x4" CONNECTION PLATE

•"x4" BEARING STIFFENER

H.S. BOLTS (TYP)

À ‡" Â A325

À GIRDER

SCALE: 1•" = 1'-0"

(TYP)

Š

Š(TYP)

Š

Š

GTBŠ

Š

À GIRDER

SCALE: 1•" = 1'-0"

ABUTMENT & PIER BEARING STIFFENER

Á •" x 4" (TYP)

BEARING STIFFENER

GTBŠ

Š

CONNECTION PLATE

Á •" x 4"

CONNECTION PLATE

2.00% SLOPE

DRIP BAR DETAIL

À GIRDER

(TYP)

45°00'00"

SCALE: 1•" = 1'-0"

TOP OF BOTTOM FLANGE

(TYP ALL GIRDERS)

FRAMING PLAN FOR LOCATIONS)

ƒ"Vx1"H DRIP BAR (SEE

(TYP)

BRG STIFFENER

SEAL WITH WELD

SEAL WITH WELD

FILLET WELD (TYP)

DRIP BAR TO CLEAR

CLIP CORNER OF

15

SHEET 14

SHEET 14

SHEET 14

SHEET 14

SHEET 5

PREFABRICATED BRIDGE UNIT - SUPERSTRUCTURE (F).

6. ALL STRUCTURAL STEEL SHALL BE PAID FOR UNDER ITEM 550.151,

.FOR SHEAR STUD SPACING, SEE GIRDER ELEVATION ON 5.

.FOR GIRDER ELEVATION, SEE 4.

.FOR LOCATION OF DRIP BARS, SEE FRAMING PLAN ON 3.

.FOR LOCATION OF DIAPHRAGMS, SEE FRAMING PLAN ON 2.

.FOR PROJECT NOTES AND SUPERSTRUCTURE NOTES, SEE 1.

(SEE TABLES)

TOTAL CAMBER

(STRAIGHT LINE AT TOP OF WEB BETWEEN À BRGS)

REFERENCE LINE

À BRG ABUT A

(10 EQUAL SPACES)

SPAN 1

(10 EQUAL SPACES)

SPAN 2

À BRG ABUT B

(10 EQUAL SPACES)

SPAN 3

NOT TO SCALE

CAMBER DIAGRAM

À PIER 1À PIER 2

À BRGÀ BRG À BRGÀ BRG

(ABUTMENT DRIP BAR SHOWN, PIER SIMILAR)

À BRG ABUTMENT OR PIER

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

(TYP)

‚" ± „"

(T

YP)

•"

± ‚

"

(T

YP)

1ƒ

"

(TYP)

1"

SCALE: 3" = 1'-0"

COPE AND WELD DETAIL

WELD (TYP)

1/4" DIAMOND GRINDING

THICKNESS AFTER INITIAL*

8•" DECK *

32'-2" (OUT-TO-OUT)

2'-1" 2'-1"

G1

(TYP)

2"

(TYP)

2"

7 SPACES @ 4'-0" = 28'-0"

(TYP)

1'-6"

SHOULDER

2'-7"

TRAVEL LANE

12'-0"

TRAVEL LANE

12'-0"

SHOULDER

2'-7"

(TYP)

2'-0"

16'-1" 16'-1"

32'-2" (OUT-TO-OUT)

2'-0"

(TYP)

2'-1"

DRIP NOTCH (TYP)

À •"Â HALF ROUND

À NH ROUTE 107A

2% 2%

PGL

(TYP)

FACE OF RAIL

(TYP)

FACE OF CURB

CHANNEL DIAPHRAGM (TYP)

(I

TE

M 5

34.3) (

TY

P)

(SI

LA

NE-

SI

LO

XA

NE)

LI

MI

TS

OF

WA

TE

R

RE

PE

LL

EN

T

PROPOSED TYPICAL DECK SECTION

SCALE: …" = 1'-0"

À NH ROUTE 107A

7 SPACES @ 4'-0"= 28'-0"

24 WF 74 (TYP)

(TYP)

2'-1"

EXISTING TYPICAL DECK SECTION

SCALE: …" = 1'-0"

SHLDR

2'-0"

TRAVEL LANE

12'-0"

SHLDR

2'-0"

TRAVEL LANE

12'-0"

FROM 6" TO 7•"

DECK THICKNESS VARIES

G2 G3 G4 G5 G6 G7 G8

THICKNESS VARIES (2" MIN.)

BITUMINOUS WEARING SURFACE,

16

1% ± 1% ±

(TYP)

6"

(T

YP)

7"

RE

VE

AL

(T

YP)

TYPICAL DECK SECTION

9•

" (

TY

P)

NOTES

WITHIN 1'-0"± OF FACE OF CURB)

PAVEMENT (ITEM 628.5) (TO

DIAMOND GRINDING CONCRETE

(CURB-TO-CURB)

(ITEM 534.3) AFTER DIAMOND GRINDING

WATER REPELLENT (SILANE-SILOXANE)

(ITEM 550.151) (TYP)

UNIT - SUPERSTRUCTURE (F)

PREFABRICATED BRIDGE

WELDED PLATE GIRDER

(20" WEB DEPTH) (TYP)

OPTIONAL

CONSTRUCTION

JOINT (TYP)

(ITEM 563.223) (TYP)

SNOW SCREENING

BRIDGE RAIL T2 WITH

(ITEM 520.00001) (TYP)

CONCRETE CLOSURE POUR

ULTRA HIGH PERFORMANCE

SHEET 18

INITIAL ‚" DIAMOND GRINDING.

PROPOSED DECK DIMENSIONS SHOWN ON THIS SHEET ARE AFTER2.

.FOR PREFABRICATED BRIDGE UNIT SECTIONS, SEE 1.

ITEM 511.00012

1'-0" õõ

ITEM 511.00012

1'-0" õõ

REMOVAL AND DISPOSAL (ACM) (F).

ALL COSTS INCLUDED IN ITEM 511.00012, CONCRETE BRIDGE DECK PAVEMENT

** REMOVE EXISTING PAVEMENT AND MEMBRANE DOWN TO CLEAN CONCRETE DECK.

8„

" (

MI

N)

VA

RI

ES

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

39'-7ƒ" (SPAN 1) 40'-1•" (SPAN 2) 39'-7ƒ" (SPAN 3)1'-11" 1'-11"

2'-6•"6'-6" 2'-6•" 2'-6•" 2'-6•" 6'-6"

(TYP)

1'-ƒ"

(TYP)

1'-ƒ"

EX

TE

RI

OR

PB

U

7'-9‚

"

IN

TE

RI

OR

PB

U

7'-4•

"

EX

TE

RI

OR

PB

U

7'-9‚

"

IN

TE

RI

OR

PB

U

7'-4•

"

CL

OS

UR

E

PO

UR

7•

"

(T

YP)

2'-0"

2'-0"

8'-0"

8'-0"

1'-8•"

5 SPACES @ 7'-3" = 36'-3" (TYP)7'-2•"5 SPACES @ 6'-7" = 32'-11" (TYP)7'-2•"5 SPACES @ 7'-3" = 36'-3" (TYP)

1'-8•"

2'-5•" (DECK END HAUNCH) (TYP)38'-0•" (PBU CONCRETE DECK)

2'-1•" (LINK SLAB)

38'-0" (PBU CONCRETE DECK)

2'-1•" (LINK SLAB)

38'-0•" (PBU CONCRETE DECK)2'-5•"

N

G1

SCALE: ‰" = 1'-0"

NOTES

17

103+00 104+00

À BRG ABUTMENT A (EXP) À BRG ABUTMENT B (EXP)À PIER 1 À PIER 2

NH ROUTE 107A

CONSTRUCTION & PGLÀ

(TYP)

90°00'00"

G2

G3

G4

G5

G6

G7

G8

STA 102+92.91

WP 1

STA 104+12.33

WP 6

DECK PLAN

DECK PLAN

BRIDGE RAIL POST SPACING

FACE OF CURB

FACE OF CURB

(T

YP)

C

CA A B B B B

A A

CLOSURE POUR (TYP)À

GIRDER (TYP)À

D D

D D

E E EE

BOTTOM OF SLAB ELEVATIONS (FEET) - SPAN 1 BOTTOM OF SLAB ELEVATIONS (FEET) - SPAN 2 BOTTOM OF SLAB ELEVATIONS (FEET) - SPAN 3

DECK SLAB ELEVATION NOTES

FOR TOTAL DEAD LOAD DEFLECTION, LESS THE DEFLECTION DUE TO GIRDER WEIGHT.

2. ELEVATIONS SHOWN IN THE TABLES ARE FINISHED BOTTOM OF SLAB ELEVATIONS ADJUSTED

AND HAUNCH DETAIL, THIS SHEET.

GIRDER TO THE BOTTOM OF DECK SLAB AT THE À OF GIRDERS. SEE ELEVATION TABLES

AND THOSE IN THE TABLES IS THE ACTUAL BLOCKING DISTANCE FROM THE TOP OF THE

POINTS INDICATED IN THE TABLES. THE DIFFERENCE BETWEEN THE ELEVATIONS OBTAINED

ELEVATIONS ON THE TOP FLANGE OF THE GIRDERS ARE TO BE OBTAINED AT THE

1. AFTER THE STRUCTURAL STEEL IS ERECTED BUT BEFORE THE DECK FORMS ARE BUILT,

À BRG (FIXED)À BRG (FIXED)À BRG (FIXED) À BRG (FIXED)

STA 103+32.16

WP 2

STA 103+32.95

WP 3

STA 103+73.08

WP 5STA 103+72.29

WP 4

WORKING POINT COORDINATESNH GRID SYSTEM

WORKING POINT NORTH EAST

WP 6

WP 5

WP 4

WP 3

WP 2

WP 1 553005.0427 452801.8730

552977.2074 452774.2006

552976.6460 452773.6425

552948.7516 452745.9114

552948.1902 452745.3532

552920.3549 452717.6808

2

CONCRETE (F) (ITEM 520.00001)


FOR ASPHALTIC PLUG EXPANSION JOINT DETAILS, SEE 4.

.FOR SECTIONS A-A, B-B, C-C, D-D AND E-E, SEE 3.

.FOR PREFABRICATED BRIDGE UNIT (PBU) SECTIONS, SEE 2.

.FOR PROJECT NOTES AND UHPC NOTES, SEE 1.

SHEET 20.

SHEET 19

SHEET 18

SHEET 5

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

CO

NC

RE

TE

8•

"

SCALE : 1•" = 1'-0"

HAUNCH DETAIL

DE

CK

À GIRDER

ARE GIVEN AT THIS POINT

SLAB ELEVATIONS" TABLES

ELEVATIONS IN "BOTTOM OF

*

*

(1„" AT À BRGS)

BLOCKING DISTANCE

DIAMOND GRINDING

INITIAL ‚"

THICKNESS AFTER

PREFABRICATED BRIDGE UNIT - SUPERSTRUCTURE (F) (ITEM 550.151)

7'-9‚"

4'-0"

(TYP)

6•"

2'-0"

2'-1"

8'-1"

5'-9‚"

1‚

"

CL

R

BRUSH CURB (LEVEL)

2'-0"

8„

" (

MI

N)

VA

RI

ES

2"

3ƒ"

4'-0"

(TYP)

6•"

2'-0"

1‚

"

CL

R

3ƒ"

2'-0"

PREFABRICATED BRIDGE UNIT - SUPERSTRUCTURE (F) (ITEM 550.151)

7'-4•"

8'-0"

3ƒ"

4'-0"

9•

"

3"

CL

R

3"

CL

R

RE

VE

AL

7"

NOTES

À GIRDERÀ GIRDER

C15x33.9


WELDED PLATE GIRDER

2%

JOINT

CONSTRUCTION

OPTIONAL

À CLOSURE POUR

LEVEL

#5E @ 6"

(TOP TRANSVERSE)

BUNDLE WITH #5 @ 6"

CENTERED ABOUT À BRIDGE RAIL POST

7 - #5E @ 6"± = 3'-0"±

(DO NOT WELD)

ANCHORAGE ASSEMBLIES)

(TIE TO RAIL POST

#5E @ 12" **

**

À GIRDERÀ GIRDER

C15x33.9


WELDED PLATE GIRDER

2%

À CLOSURE POUR

#5E @ 6"

FINISH

AGGREGATE

EXPOSED

FINISH (TYP)

AGGREGATE

EXPOSED

À CLOSURE POUR

SCALE: 1•" = 1'-0"

EXTERIOR PREFABRICATED BRIDGE UNIT (PBU)

SCALE: 1•" = 1'-0"

INTERIOR PREFABRICATED BRIDGE UNIT (PBU)

PREFABRICATED BRIDGE UNIT SECTIONS

18

8ƒ" DECK *

8ƒ" DECK *

EXTERIOR PREFABRICATED BRIDGE UNIT (PBU)

#5E @ 6"

(SPACE AS SHOWN)

3 - #5E

DIAMOND GRINDING

* PRIOR TO INITIAL ‚"

DIAMOND GRINDING

* PRIOR TO INITIAL ‚"

*

*

#5E @ 6" (TOP)

#4E @ 6" (BOT)

#5E @ 6" (TOP)#4E @ 6" (BOT)

SHEET 17

SHEET 5

BENTS.

AMOUNT OF DEAD LOAD APPLIED TO THE EXISTING STEEL PIER

NO WIDER THAN THE WIDTH OF THE TOP FLANGE TO LIMIT THE

4. THE DECK HAUNCHES OVER THE STEEL PLATE GIRDERS SHALL BE

DO NOT INCLUDE THE INITIAL ‚" DIAMOND GRINDING OF DECK.

DECK DIMENSIONS SHOWN ON THIS SHEET ARE AS FABRICATED AND3.

.FOR BRIDGE RAIL POST SPACING, SEE 2.


26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

7•"

1" (TYP)

(TYP)

6•"

(T

YP)

1"

7•"

6•"

2'-5•"

9‚"

PROJECTION

1'-6"

2•

"

2•" CLR

CL

R

2ƒ

"

CL

R

1‚

"

2'-5•"

PROJECTION

1'-6"

3"

3"

1'-0"

6"

4 SPACES @ 6" = 2'-0"

CLR

2•"

1•"

5‚

"

(TYP)

1'-0"

2'-1•"

PROJECTION

9•"

PROJECTION

9•"

4•"

2 SPACES @ 10" = 1'-8"

4•"

2 SPACES @ 10" = 1'-8"

2'-5•"

PROJECTION

9•"

(TYP)

3"

(TYP)

2'-0" õõ

(T

YP)

1•

" õ

1" (TYP)

3" (

TY

P)

1‚

" (

TY

P)

1" (

TY

P)

(TYP)

2•" CLR.

8•

" õ

5‚

"

õ

2'-1•"

2'-1•"

(T

YP)

2•

"

CL

R

(T

YP)

2•

"

CL

R

(T

YP)

1‚

"

CL

R

BARS @ 3" (TYP)

STAGGER ADJACENT

À CLOSURE POUR

SCALE : 1•" = 1'-0"

EXPOSED AGGREGATE FINISH (TYP)

À CLOSURE POUR

#5E @ 6"

#4E @ 6"

FINISH (TYP)

EXPOSED AGGREGATE

SCALE : 1•" = 1'-0"

DECK END HAUNCH

SECTION A-A

#4E @ 6"#5E @ 6"

À BRG

THIS SHEET, FOR JOINT LAYOUT)

(SEE PBU CLOSURE POUR SECTION,

EXPOSED AGGREGATE FINISH

STAGGER BETWEEN #5E @ 6" IN PBUs

#4D3E @ 6"

LAP WITH #4D3E @ 12"

#4D4E @ 6"

(SPACE AS SHOWN)

8 - #5D5E


SCALE : 1•" = 1'-0"

SEE SECTION A-A FOR DECK BAR CALLOUTS

NOTE:

TOP OF BRUSH CURB EXPOSED AGGREGATE FINISH

5 - #5D7E

3 - #5D6E

#5E @ 6"

PREFABRICATED BRIDGE UNIT (PBU) (TYP)

WELDED PLATE GIRDER

(EQUALLY SPACED)

5 - #5D5E

LINK SLAB OVER PIER

SECTION B-B

DECK END HAUNCH (AT BRUSH CURB)

SECTION D-D

19

BRIDGE DECK DETAILS (1 OF 2)

NOTES

BEARING STRIP

PBU CLOSURE POUR PLAN

SCALE : 1•" = 1'-0"

SECTION C-C (PBU CLOSURE POUR)

NOT SHOWN FOR CLARITY

LONGITUDINAL REINFORCING

NOTE:

STRIP

BEARING

TOP OF DECK

SHEET 5

DIAMOND GRINDING.

DECK DIMENSIONS SHOWN ON THIS SHEET ARE AFTER INITIAL ‚"4.

FOR BEARING STRIP DETAIL, SEE SHEET 20.3.

FOR SECTION LOCATIONS, SEE DECK PLAN, SHEET 17.2.


(ITEM 550.151) (TYP)



CONCRETE DECK

(ITEM 550.151) (TYP)



CONCRETE DECK

(ITEM 550.151) (TYP)



CONCRETE DECK

* *

(ITEM 550.151) (TYP)

- SUPERSTRUCTURE (F)

PREFABRICATED BRIDGE UNIT

CONCRETE DECK / BRUSH CURB

#5E @ 6"#4E @ 6"

SCALE : 1•" = 1'-0"

LINK SLAB OVER PIER (AT BRUSH CURB)

SECTION E-E


6 SPACES @ 6" = 3'-0"

À BRIDGE RAIL POST

CENTERED ABOUT

6 SPACES @ 6" = 3'-0"

À BRIDGE RAIL POST

CENTERED ABOUT

#4E @ 6"#5E @ 6"

#5D8E

BRUSH CURB

TOP OF

TOP OF DECK

(ITEM 550.151) (TYP)




(ITEM 550.151) (TYP)




#5E @ 6"

#5E @ 6"

#5E @ 6"

#5E @ 6"

(ITEM 550.151) (TYP)


CONCRETE DECK PREFABRICATED BRIDGE

#5E @ 6"

#5E

3 - #5E

3 - #5E3 - #5E

#5E #5E

(ITEM 520.00001)

ULTRA HIGH PERFORMANCE CONCRETE (F)

*

(ITEM 520.00001)

PERFORMANCE CONCRETE (F)

ULTRA HIGH

(ITEM 520.00001)


(ITEM 520.00001)


(F) (ITEM 520.00001)

ULTRA HIGH PERFORMANCE CONCRETE

(ITEM 520.00001)


* THICKNESS AFTER INITIAL ‚" DIAMOND GRINDING

DIAMOND GRINDING AND HAND GRINDING

* THICKNESS AFTER COMPLETION OF ‚"

‚" DIAMOND GRINDING

* THICKNESS AFTER INITIAL

PROJECTING FROM PBUs

STAGGER BETWEEN #5E @ 6"

58 - #5D8E

(ITEM 550.151) (TYP)


CONCRETE DECK PREFABRICATED BRIDGE

(TYP)

#4E @ 6"

FINISH (TYP)

EXPOSED AGGREGATE

* THICKNESS AFTER INITIAL ‚" DIAMOND GRINDING

(TYP)

#5E @ 6"

SCALE : 1•" = 1'-0"

LINK SLAB CLOSURE POUR DETAIL

(TYP)

#5E @ 6"

COSTS INCLUDED IN ITEM 562.1

SILICONE JOINT SEALANT. ALL

IN CURB ABOVE DECK. SEAL WITH

PROVIDE •" CORK JOINT

JOINT

OPTIONAL CONSTRUCTION

À BRIDGE RAIL POST

SHEET 5.

SUPERSTRUCTURE NOTES (NOTE 23) ON

GASKET. SEE PREFABRICATED BRIDGE UNIT AND

** 2 LAYERS OF COMPRESSED SYNTHETIC SHEET

PBU REINFORCING NOT SHOWN FOR CLARITY

SCALE : 1•" = 1'-0"

TO ITEM 550.151)

(USED FOR FORMING)(SUBSIDIARY

CLOSED CELL EXPANSION MATERIAL

JOINT

CONSTRUCTION

OPTIONAL

4 - #5D2E (CENTER SPAN)

4 - #5D1E (END SPANS) OR

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

(ITEM 520.00001)

PERFORMANCE CONCRETE

CAST-IN-PLACE ULTRA HIGH

A A

BRUSH CURB

WITH SILICONE SEALANT

SEAL BACKER ROD

5"

(ITEM 609.01)

GRANITE APPROACH CURBFACE OF CURB

1•

"

1'-

8"

ASPHALTIC MATERIAL

(ITEM 304.3, CRUSHED GRAVEL (F))

SHOULDER

PLAN

ASPHALTIC BINDER

1•" x 1" DEEP

WITH LOCATING PIN

GALVANIZED PLATE ‚" x 8"

BRIDGE DECK

(ITEM 562.1)

SILICONE SEALANT

SEAL WITH ƒ" X 1•"

BACKER ROD

HEAT RESISTANT

2" Â HIGH TEMP.

BRUSH CURBMATERIAL

ASPHALTIC

(CENTERED)

D/3

D

BEARING STRIP DETAIL

LENGTH OF DECK STRIP SECTION

TOP OF DECK STRIP FOR FULL

BOND RUBBER BACKED SIDE TO

DECK HAUNCH STRIP:

OF DECK AND BACKWALL CONTACT AREA

TO TOP OF BACKWALL FOR THE ENTIRE LENGTH

BOND RUBBER BACKED SIDE OF "B" WIDE SECTION

GRIND TOP OF BACKWALL TO A SMOOTH FLAT SURFACE AND

BACKWALL STRIP:

FOR THE ENTIRE WIDTH OF DECK

(RUBBER SIDE UP) INTO DECK HAUNCH

EMBED "D" WIDE SECTION

DECK STRIP:

B

B = 1'-3"

D = 1'-3ƒ"

INCLUDED IN ITEM 520.0106)

FOR MATERIALS & BONDING AGENT) (ALL COSTS

(SEE QUALIFIED PRODUCTS LIST, SECTION 520

(RUBBER BACKED UHMW-PE, ‚" THICK MIN. …" MAX.)

BEARING STRIPS

(8" MAXIMUM LIFTS)

CRUSHED GRAVEL (F)

ITEM 304.3,

20

NOT TO SCALE

SCALE: ƒ" = 1'-0"

ABUTMENT EARTHWORK SECTION

À BRG ABUTMENT

1'-0"

1'-

0"

BRIDGE EXCAVATION (F)

ITEM 504.1, COMMON

5'-0"

4'-0"

BRIDGE DECK DETAILS (2 OF 2)

NOTES

FOR ADDITIONAL INFORMATION

SEE DECK END DETAIL AT ABUTMENTS

NOTE:

PAY LIMITS OF EXCAVATION

SECTION A-A

ITEM 559.4 (CURB DETAIL)

ASPHALTIC PLUG EXPANSION JOINT (F)

COURSE PLACED IN TWO LIFTS

PAVEMENT, HAND METHOD, 3" BINDER

ITEM 403.12, HOT BITUMINOUS

(ITEM 628.2)

SAWCUT

PAY LIMITS ITEM 403.11

SHEET 9

WORK SHALL BE INCLUDED IN ITEMS 504.1 AND 304.3.

2'-0" MIN. EXCAVATION AND BACKFILL REQUIRED TO COMPLETE

BOTH ENDS OF BRIDGE, WIDTH OF DAYLIGHT TRENCH SHALL BE

REPLACEMENT SHALL BE DAYLIGHTED THROUGH SIDESLOPE, EACH SIDE,

EXCAVATION AND BACKFILL ASSOCIATED WITH BACKWALL2.

.FOR ABUTMENT AND BACKWALL DIMENSIONS, SEE 1.

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

LOCATING PIN (INCLUDED IN ITEM 559.4)

‚" x 8" GALVANIZED PLATE WITH

PLUG EXPANSION JOINT (F)

ITEM 559.4, ASPHALTIC

DECK END DETAIL AT ABUTMENTS

SCALE: 1" = 1'-0"

BACKWALL

1'-3"

STUBWALL

1'-0"

EXPOSED AGGREGATE FINISH

2•

"

(TYP)

10"

À JOINT

1'-8"

ROADWAY FINISHED GRADE

3"

1'-6"

(RECESS INTO BACKWALL & DECK)

ITEM 541.5, PVC WATERSTOPS, NH TYPE 5 (F)

VERTICAL SURFACES (F) (ITEM 538.2)

BARRIER MEMBRANE, PEEL AND STICK -

1•" JOINT

HEAT RESISTANT BACKER ROD

2" Â HIGH TEMPERATURE

1•" x 1" DEEP ASPHALTIC BINDER

8"

ƒ"

À BRG

ITEM 520.0106, CLASS AA HIGH EARLY STRENGTH

PROPOSED BRIDGE SEAT, BACKWALL AND STUBWALL

PREFABRICATED BRIDGE UNIT - SUPERSTRUCTURE (F)

WELDED PLATE GIRDER (ITEM 550.151)

(SEE DETAIL, THIS SHEET)

BEARING STRIP (TYP)

PREFABRICATED BRIDGE UNIT - SUPERSTRUCTURE (F)

CONCRETE DECK (ITEM 550.151)(INCLUDED IN ITEM 559.4)

SAWCUT BITUMINOUS PAVEMENT

(INCLUDED IN ITEM 520.0106)

@ 3'-0" O.C. AND AT LOW POINTS

1•" Â PVC SCH 40 DRAIN

CONCRETE (F)(ITEM 520.00001)


BINDER MATERIAL. ALL COSTS INCLUDED IN ITEM 559.4

INSTALL BACKER ROD AND SEAL OPENING WITH ASPHALTIC

TO ITEM 559.4) REMOVE 1•" x 3" DEEP OF MATERIAL.

1•" CLOSED CELL EXPANSION MATERIAL (COST SUBSIDIARY

SLOPE BREAK LINE (TYP)

LIMIT OF ITEM 504.1,

COMMON BRIDGE EXCAVATION (F)

2'-0" (T

YP)

4'-0"

ABUTMENT EARTH WORK PLAN

SCALE: „" = 1'-0"

(APPROXIMATE DIST. BETWEEN BREAK LINES)

33'-6"

ITEM 304.3, CRUSHED GRAVEL (F)

10'-0" FROM BREAK LINE TO TOE OF CUT (APPROX.) (TYP).

CONTRACTOR SHALL EXTEND CUT AS REQUIRED TO DAYLIGHT

THE BOTTOM OF THE CUT.

EXTE

ND C

UT

UNTIL

BOTT

OM

DA

YLI

GHTS

SCALE: ƒ" = 1'-0"

1'-0"

STUBWALL

BACKWALL

1'-3"

90°00'00"

1'-4"

8"8"

(TYP)

1•"

(T

YP)

1•

"

10"

5"

5"

9" BOT FLANGE

(TYP)

3"

(TYP)

1•"

8"

5•"2•"

(TYP)

1"

BEARING PAD

8" ELASTOMERIC

(TYP)

4"

(TYP)

5"

10" ELASTOMERIC

•"

AND LOAD PLATE

10" SOLE PLATE

1'-4"

9" BOT FLANGE

ABUTMENTS

NOTE: DESIGN METHOD B USED

SECTION B-B

BEARING DESIGN SUMMARY

DESIGN MOVEMENT (SHEAR DEFORMATION) (IN)

TOTAL MOVEMENT ( T = 125°F) (IN)

COMPRESSIVE D.L. DEFLECTION (IN)

MAXIMUM ROTATION (RAD)

MAXIMUM LIVE LOAD (kips)

MAXIMUM DEAD LOAD (kips)

0.38

0.59

0.033

0.015

45

14

ABUTMENT BEARING DETAILS

SCALE: 2" = 1'-0"

B

B

PLAN

A A

BEARINGÀ

BEARING PAD

GIRDER &À

OF BACKWALL

FRONT FACE

OF ABUTMENT

FRONT FACE

Ž" Â HOLE (TYP)

BEVELED SOLE PLATE AND LOAD PLATE

LOAD PLATE

SECTION A-A

REQUIRED

VULCANIZATION

FACTORY

2•

"

BEARING PAD

10" ELASTOMERIC

(TYP)

5"

*

* ƒ" (GIRDERS 1, 3, 6, & 8)

1ƒ" (GIRDERS 2, 4, 5, & 7)

BEARING PAD

GIRDER &À

LOAD PLATE

BEARINGÀ

FACE OF BACKWALL

END OF GIRDER BOTTOM FLANGE

BEAM SEAT

BRG STIFFENER

BEARING PAD

8"

EL

AS

TO

ME

RI

C

BE

ARI

NG

PA

D

BRG STIFFENER

BEAM SEAT

SOLE PLATE & LOAD PLATE

21

ABUTMENT B (8 REQUIRED)

ABUTMENT A (8 REQUIRED)

ABUTMENT EXPANSION BEARING DETAILS (ITEM 548.21)

ELASTOMERIC BEARING NOTES

À ƒ" Â A325 BOLT TYPE 1 GALVANIZED (TYP)

(ITEM 550.151)

BEVELED SOLE PLATE

(ITEM 550.151)

BEVELED SOLE PLATE

SEE SHEET 14 OF 30. ALL COSTS INCLUDED IN ITEM 550.151.

SOLE PLATE SHALL BE WELDED TO PLATE GIRDER AND PAINTED DURING PLATE GIRDER FABRICATION.11.

AND THE SPACE FILLED WITH SILICONE CAULKING.

STEEL LAMINATES, PIN GROOVE OPENINGS SHALL BE COATED WITH AN APPROVED ASPHALTIC SEALER

FOLLOWING THE MANUFACTURE OF ELASTOMERIC BEARINGS AND VERIFICATION OF THE INTERNAL10.

PRIOR TO CLOSURE POURS.

INCLUDE JACKING OF PBU GIRDER ENDS WITHIN TEMPERATURE RANGE. ADJUSTMENT SHALL BE MADE

TEMPERATURES OUTSIDE THIS RANGE WILL REQUIRE ADJUSTMENT. ADJUSTMENT OF BEARING SHALL

BEARINGS SHOULD BE INSTALLED AT TEMPERATURES BETWEEN 20° AND 70° F. INSTALLATION9.

ORIENTATION IN THE FIELD.

THE MANUFACTURER SHALL CLEARLY MARK THE FRONT OF THE BEARINGS TO ENSURE PROPER8.

PAINTING. SHOP PAINT BEARING ASSEMBLIES PER SPECIAL PROVISION 550.151.

LOAD PLATES SHALL BE BLAST CLEANED (SSPC-10) AFTER THE VULCANIZING PROCEDURE PRIOR TO 7.

BONDED TO THE ELASTOMER SHALL BE BLAST CLEANED AS SPECIFIED IN SSPC-SP10.

LOAD PLATES SHALL BE VULCANIZED TO THE ELASTOMER. ALL SURFACES THAT ARE TO BE6.

SPECIFICATIONS, SECTION 11.4.6.

SURFACE FINISH OF ALL PLATES SHALL BE IN ACCORDANCE WITH AASHTO LRFD CONSTRUCTION5.

(ASTM A709 GRADE 50).

(ASTM A709 GRADE 50W). ALL INTERNAL STEEL PLATES SHALL CONFORM TO AASHTO M270

ALL EXTERNAL LOAD BEARING STEEL PLATES SHALL CONFORM TO AASHTO M270 GRADE 50W

STEEL REINFORCING FOR ELASTOMERIC BEARING PADS SHALL CONFORM TO SECTION 548.2.3.4.

OF 130 PSI (G=0.13) WITH A 15% VARIANCE.

THE ELASTOMERIC BEARING PADS SHALL BE VIRGIN NATURAL RUBBER, WITH A SHEAR MODULUS3.

BRIDGE UNIT SUPERSTRUCTURE (F).

2. THE COST OF THE BEVELED SOLE PLATES SHALL BE INCLUDED IN ITEM 550.151, PREFABRICATED

PLATES SHALL BE PAID UNDER ITEM 548.21, ELASTOMERIC BEARING ASSEMBLIES (F).

THE COST OF THE ABUTMENT EXPANSION BEARINGS, INCLUDING BOLTS, NUTS, WASHERS AND LOAD1.

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

10"

1" (

AB

UT

B)

‡" (

AB

UT

A)

5" 5"

10"

ƒ" *

SCALE: 3" = 1'-0"

LAYER (TYP)

‚" COVER

LAYERS

3 INTERNAL

OF ELASTOMER (TYP)

•" INTERNAL LAYER

2•

"

MIN (TYP)

‚" COVER

PLATE (TYP)

INTERNAL STEEL

0.125" BONDED

STEEL REINFORCED ELASTOMERIC BEARING PAD

SCALE: 3" = 1'-0"

BEVELED SOLE PLATE

BEARING ABUTMENTÀ

TO BACKWALL

* EDGE CLOSEST

Ž" (ABUT A)

‡" (ABUT B)

6"

1'-6"

3"

9"

9"

2"

7"

7"

2"

3"

6"

1"

6"

1Š

"

1‚

"

1'-8"

9•"

10"

10"

3"

7"

7"

3"

3‡"

1'-5‚"

3‡"

9"

BO

TT

OM

FL

AN

GE (

TY

P)

1•" 1"1"

1'-5‚"

EQUAL EQUAL

FIXED STEEL BRIDGE SHOE NOTES

4.

1.

2.

3.

SOLE PLATE

PIER BEARING DETAILS

À SOLE PLATE

PIER 1

PIER 2

SPAN 3SPAN 2

PIERS 1 & 2

SEE TABLE BELOW

SCALE: 3" = 1'-0"

GIRDERS 1 & 8

GIRDERS 2 & 7

GIRDERS 3 & 6

GIRDERS 4 & 5

ƒ"

1ƒ"

2ƒ"

3ƒ"

GIRDER

FIXED SHOE ASSEMBLY‚"+ RADIUS (TYP)

EDGE GROUND TO

À GIRDERÀ 1†" Â HOLES

1†" Â OVERSIZE

HOLE •" Â HOLE

À •" Â HOLES

BRG STIFFENER

(TYP)

Š

‚

À PIER

AFTER FINAL ALIGNMENT

OF BEAMS (TYP)

À BRG

‚"+ RADIUS (TYP)

EDGE GROUND TO

À BRG HEX. NUT & PLATE WASHER.

NUT TO BE DRAWN UP FINGER

TIGHT AND THREADS OF BOLT

BURRED OFF AT FACE OF NUT

PLATE

WASHER

(TYP)

EXISTING BEAM SEAT

STEEL PLATE

FACE OF PIER CAP

À •" Â HOLES

SPAN 1 SPAN 2

FIXED SHOE DETAILS (ITEM 550.2)

PIER 1 (16 REQUIRED) - PIER 2 (16 REQUIRED)

…" x 2•" x 2•"

PLATE WASHER W/

1„" Â HOLE (TYP)

ALL PLATES SHALL BE FLAT AND TRUE AFTER WELDING.

22

PLATE WASHER

‚" NEOPRENE

WASHER (TYP)

EXISTING

BEAM SEAT

STEEL PLATE

EXISTING

C12 CHANNEL

(TYP)

À PIER

(SEE NOTE 6)

5.

6.

7.

SEE NOTE 5.

BASE PLATE

À BASE PLATE

BASE PLATE THICKNESS

BASE PLATE

BASE PLATE

ALL PLATES SHALL CONFORM TO AASHTO M 270 GRADE 50 (ASTM A709 GRADE 50) AND

SHALL BE PAINTED.

8.

PRIOR TO PLACING THE BASE PLATES, THE CONTRACTOR SHALL LOCATE THE CENTERLINE OF

PIER TO BE THE MIDPOINT BETWEEN THE INSIDE FACES OF EXISTING STEEL CHANNEL BEAMS.

(ITEM 550.151)

SOLE PLATE

‡" Â BOLT (TYP)

À ‡" Â BOLT

À ‡" Â BOLT

(ITEM 550.151)

SOLE PLATE

HARDENED

WASHER

(TYP)

HARDENED

WASHER

(TYP)

PROVIDE HARDENED

WASHER BETWEEN BOLT

HEAD AND NEOPRENE

WASHER (TYP)

NEOPRENE WASHER (TYP)

EL. 146.92 PIER 1

EL. 146.63 PIER 2

(VERIFY, SEE NOTE 5)

À ‡" Â BOLT

(TYP)

PROVIDE HARDENER WASHER

BETWEEN BOLT HEAD AND

PLATE WASHER (TYP)

(ITEM 550.151)

SOLE PLATE (TYP)

FIXED SHOE ASSEMBLIES, INCLUDING BASE PLATE, BOLTS, NUTS, AND WASHERS SHALL BE

PAID FOR UNDER ITEM 550.2, BRIDGE SHOES (F).

IF THE INSTALLATION OF THE BEARING BOLTS FOR THE PBU BEAMS RESULTS IN INTERFERENCE WITH

THE EXISTING BOLTS THROUGH THE PIER CAP CHANNEL BEAM, THEN THE EXISTING BOLTS MAY

BE REMOVED AND REPLACED (ONE AT A TIME) WITH NEW A325 BOLTS (SIZED TO MATCH THE

REMOVED BOLTS) TO FACILITATE INSTALLATION OF PROPOSED BEARING BOLTS (COSTS SUBSIDIARY

TO ITEM 550.2).

BOLTS, NUTS, AND WASHERS SHALL BE GALVANIZED.

SOLE PLATE SHALL BE WELDED TO PLATE GIRDER AND PAINTED DURING PLATE GIRDER FABRICATION

(SEE SHEET 14 OF 30). ALL COSTS INCLUDED IN ITEM 550.151, PREFABRICATED BRIDGE UNIT

SUPERSTRUCTURE (F).

9. FIELD DRILL HOLES IN EXISTING BEAM SEAT USING BASE PLATE AS A TEMPLATE. ALL COSTS


HARDENED WASHER

(TYP)

THE CONTRACTOR SHALL VERIFY BEAM SEAT ELEVATIONS. SEE PREFABRICATED BRIDGE UNIT AND

SUPERSTRUCTURE NOTES (NOTE 21) ON SHEET 5.

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

WRB

JAL

JALSIW

SLM

08/16SIW

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

6…"

10"

1Ž" 1Ž"

2"

5"

5"

2"

1'-2"

5"

5"

1•

"

1'-1"

6…" 1•"1•"

3†"

9…"

7†"6…"10"

COPING

2"

9•

"

AS NOTED


BRIDGE NO.TOWN

LOCATION

STATE PROJECT

BRIDGE SHEET

OF

FILE NUMBER

TOTAL SHEETSSHEET NO.FEDERAL PROJECT NO.

DESIGNED

DRAWN

QUANTITIES CHECKED

CHECKED

CHECKED

BY DATEDATE BYREVISIONS AFTER PROPOSAL

REV. DATE

ISSUE DATESHEET SCALESUBDIRECTORY

NETC/JSZ 3/02 NHDOT

JSZPJP

$FILENAME$

.DGN LOCATOR 11/15/05

English/BR-RAIL

10/05 10/05

SPLICE BAR DIMENSION TABLE

** = END SPLICE BAR

T = TOTAL MOVEMENT OF BRIDGE

3‚" • T \ 5‚"

INTERIOR

** \ 3‚"

**

2•"

2•"

3•"

4"

4"

5"

4"

4"

5"

2"

2"

2•"

ƒ"

2"

3"

1'-8"

1'-8"

2'-1"

T A B C D X L

T2 STEEL BRIDGE RAIL

USED, ROD DIAMETER SHALL NOT BE LESS THAN ROOT DIAMETER OF THREADS.

DIAMETER SHALL NOT BE LESS THAN NOMINAL DIAMETER. IF ROLLED THREADS ARE

(10) THREADS FOR ANCHOR RODS MAY BE ROLLED OR CUT. IF CUT THREADS ARE USED, BOLT

REQUIRED FOR SPLICE TUBES.

TEST SAMPLES SHALL BE TAKEN AFTER FORMING THE TUBES. CHARPY V-NOTCH IS NOT

V-NOTCH REQUIREMENTS OF 15 FT. LBS. AT 0°F. FOR ASTM A500, GRADE B, THE

STRUCTURAL STEEL TUBING. RAIL TUBING SHALL MEET THE LONGITUDINAL CHARPY

(12) STRUCTURAL TUBING SHALL CONFORM TO THE REQUIREMENTS OF ASTM A500, GRADE B,

GR 50, EXCEPT ANCHOR PLATES MAY BE ASTM A36.

(13) RAIL POSTS AND BASE PLATES SHALL CONFORM TO THE REQUIREMENTS OF ASTM A572

EXCEPT ON GRADES OVER 5% WHERE POSTS SHALL BE SET VERTICAL.

(2) BRIDGE RAIL POSTS SHALL BE SET NORMAL (90 DEGREES) TO THE PROFILE GRADE,

SMOOTH. ALL CUT EDGES OF ALL MATERIAL SHALL BE GROUND SMOOTH.

(3) ENDS OF RAIL TUBE SECTIONS SHALL BE SAWED OR MILLED AND SHALL BE TRUE AND

(4) EACH PIECE OF RAIL TUBING SHALL BE ATTACHED TO A MINIMUM OF THREE (3) POSTS.

SLOTTED HOLES IF MECHANICALLY GUIDED.

(5) BOLT HOLES SHALL BE DRILLED OR PUNCHED. FLAME CUTTING MAY BE USED TO FINISH

ON BOTH SIDES OF THE SPLICE TO ALLOW MOVEMENT ON EACH SIDE.

RECEIVE THE SAME TREATMENT. AT END SPLICES PIPE SPACERS SHALL BE USED

SPLICE TO ALLOW MOVEMENT ON THAT SIDE. THE TOP AND BOTTOM RAIL SHALL

(6) AT INTERIOR SPLICES, PIPE SPACERS SHALL BE USED ON ONLY ONE SIDE OF THE

FORMED TO THE REQUIRED CURVATURE.

RAIL ELEMENTS USED ON CURVES SHALL USE …" WALL TUBES AND SHALL BE SHOP

(7) MILL OR SHOP TRANSVERSE WELDS SHALL NOT BE PERMITTED ON ANY RAIL ELEMENT.

ACCORDING TO THE STANDARD SPECIFICATIONS AND ASTM A780.

A MINIMUM 94% ZINC BY WEIGHT, TO A THICKNESS EQUAL TO THE ORIGINAL COATING

PAINTED WITH TWO COATS OF ORGANIC ZINC-RICH GALVANIZING REPAIR PAINT, HAVING

DAMAGED AREAS OF GALVANIZING SHALL BE THOROUGHLY CLEANED, PRETREATED, AND

EXCEPT AS ALLOWED IN DETAILS A AND B, AND FOR INSTALLATION OF DELINEATORS.

(8) NO PUNCHING, DRILLING, CUTTING OR WELDING SHALL BE PERMITTED AFTER GALVANIZING,

SHALL BE TIGHTENED TO A SNUG FIT AND GIVEN AN ADDITIONAL „ TURN.

(9) NUTS FOR 1" Â THREADED ANCHOR RODS CONNECTING THE BASE PLATE TO THE CONCRETE

(17) PREFORMED BEARING PADS (1/8" THICK) SHALL CONFORM TO AASHTO M251.

RAIL NOTES

MATERIAL NOTES

PER FHWA LETTER HMHS-B50, MARCH 11, 1999.

BY THE NEW ENGLAND TRANSPORTATION CONSORTIUM AND ACCEPTED AS NCHRP 350 TL-4

(11) THIS BRIDGE RAIL SYSTEM WAS SUCCESSFULLY CRASH TESTED FOR AASHTO PL2 IN 1994

OFF GALVANIZING, WELDING ON STUDS, THEN TOUCH UP GALVANING PER NOTE #8 ABOVE.

(16) DETAIL A STUDS SHALL BE WELDED ON AFTER TUBES ARE GALVANIZED BY SPOT GRINDING

DETAILS AND SPACING.

STANDARD PLANS FOR ROAD AND BRIDGE CONSTRUCTION (DL-1) FOR ADDITIONAL

INCLUDING GALVANIZING TOUCH-UP, SHALL BE SUBSIDIARY TO ITEM 563.223. SEE

(18) RETROREFLECTIVE DELINEATORS, BOLTS, NUTS, WASHERS AND FIELD DRILLING OF POSTS,

ANCHOR RODS SHALL CONFORM TO ASTM A449.

WASHERS AND SHALL MEET THE DIMENSIONAL REQUIREMENTS OF A.N.S.I. B18.22.

ASSEMBLY. WASHERS SHALL BE HARDENED STEEL COMMERCIAL TYPE A PLAIN WIDE

OR BETTER, EXCEPT THAT ASTM A307 NUTS MAY BE USED ON THE BOTTOM OF ANCHOR

BOLTS AND NUTS SHALL CONFORM TO ASTM A307 AND ASTM 563 GRADE A RESPECTIVELY

PER AWS D1.5, 7.7.1. DETAIL B BOLTS SHALL BE ASTM A325 OR A449. ALL OTHER

CONFORM TO ASTM A276 TYPE 304, STAINLESS STEEL, AND SHALL BE TORQUE TESTED

(14) THREADED STUDS AND MATCHING NUTS FOR RAIL-TO-POST ATTACHMENT (DETAIL A) SHALL

PROPERLY STORED. IF PAINTING IS REQUIRED SEE SPECIAL PROVISIONS FOR 708.

SURFACES SHALL HAVE A UNIFORM APPEARANCE AND GALVANIZED MATERIAL SHALL BE

GALVANIZING KETTLE SHALL HAVE 0.05 TO 0.09 PERCENT NICKEL. GALVANIZED

IN COMPLIANCE WITH AASHTO M232 (ASTM A153) AND AASHTO M111 (ASTM A123). THE

(15) ALL STEEL COMPONENTS (EXCEPT STAINLESS) SHALL BE GALVANIZED AFTER FABRICATION

5/10/15 X-A003(411) 3023

SNOW SCREENING, ALL APPURTENANCES, AND GALVANIZING.

BOLTS, NUTS, WASHERS, STUDS, STRUCTURAL TUBING, SPLICE BARS, PIPE SPACERS,

BASE PLATES, ANCHOR PLATES, ANCHOR RODS, PREFORMED PADS, RAIL ASSEMBLY

(1) ITEM 563.223, BRIDGE RAIL T2 WITH SNOW SCREENING, SHALL INCLUDE POSTS,

131-2-1

EAST KINGSTON 061 / 064 26942


À RAIL POST

(TYP)1'-8" (SPLICE BAR)

(TYP)

END OF BRIDGE

UNLESS OTHERWISE NOTED

7" CURB REVEAL,VARIES

(TYP)

"L" (END SPLICE BAR)

IN LOW END OF ALL RAILS

PROVIDE •" Â DRAIN HOLES

À SPLICE(± 3")

1'-6"

(TYP)

"X" @ 45°F AT EXPANSION SPLICE

SCALE: •" = 1'-0"

RAIL ELEVATION

ƒ" @ 45°F AT INTERIOR RAIL SPLICES

(± 3")

1'-6"

(± 3")

1'-6"

(TYP)

BRIDGE APPROACH RAIL T2PAY LENGTH OF BRIDGE RAIL T2 WITH SNOW SCREENING, ITEM 563.223

SEE DECK PLAN, SHEET 17, FOR BRIDGE RAIL POST SPACING

SCALE: 1•" = 1'-0"

POST BASE PLATE

SCALE: 1•" = 1'-0"

ANCHOR PLATE

RAIL

FACE OF

W6 x 25W6 x 25

‹

‹Š

BASE PLATE

1" x 10" x 1'-2"

(TYP)

À 1ˆ" Â HOLES

…" PLATE

HOLE

6‚" Â

(TYP)

1‚" Â HOLES

3 #5 BARS *

4"

10"

CENTERED ABOUT À RAIL POST *

6„"

1•

" 9

‡"

„"

1„

"

1…"

7 #5 HOOP BARS @ 6"± = 3'-0" ±

2'-1

…"

FAR SIDE (FRONT)

•" Â HOLE FOR †" BOLT

5"

1" POST BASE PLATE

1" Â ANCHOR RODS

FACE OF RAIL

FACE OF CURB

#5 BARS *

#5 HOOP BAR *

7"

9"

2"4"

1'-6"

2'-1

0"

1'-0"

4"

6"

8"

4"

2"

2"

4"

4"

6"

2'-0"

1'-6"2'-3"

2"

6…"

„" BEARING PAD

•"

DELINEATOR

RETROREFLECTIVE

SCALE: 1•" = 1'-0"

POST ASSEMBLYBACK ELEVATION VIEWSECTION VIEW

GIRDER OR STRINGER

À EXTERIOR

(SEE NOTE #7)

HSS 8 x 4 x Š

(SEE NOTE #7)

HSS 4 x 4 x ‚

(MINIMUM As = 1.24 SQ. INCH)

#5 BARS @ 6" MINIMUM TOP & BOTTOM

MAIN REINFORCING REQUIRED SHALL BE

3'-6" (MAXIMUM DECK OVERHANG)

* REINFORCING CAPACITY SHALL MEET

OR EXCEED THAT SHOWN

(SEE NOTE #18)

RETROREFLECTIVE DELINEATOR

(TYP)

1ƒ"

IN POST (TYP)

À 1„" x 1…" SLOTTED HOLES

W6 x 25 RAIL POST

(CONTRACTOR'S OPTION)

SEE DETAILS A & B

À RAIL POST

(1.050" O.D., 0.824" I.D.)

SCH. 40 x •" LONG (GALV.)

ƒ" Â PIPE SPACER

SCALE: 6" = 1'-0"

SPLICE BOLT DETAIL

A307 CAP SCREW

†" x 1ƒ"

(OUTER HOLES ONLY)

LOCK NUT

TACK WELD

WASHER

STANDARD

4"

SCALE: 3" = 1'-0"

RAIL SPLICE DETAILS

SPLICE BAR SECTIONSECTION C-C

TAPPED HOLE

À †" Â

BAR INSIDE OF RAIL

WHILE POSITIONING SPLICE

ACCOUNT FOR WELD FLASH

AND NOTE #6

SEE SPLICE BOLT DETAIL

3"

7"

HSS 4" x 4" x ‚"

HSS 8" x 4" x Š"

HSS 3" x 3" x Š"

HSS 7" x 3" x …"

2"

L

D C B B C

4"

"X"

DDRAIN HOLE

LOCK NUT AT

OUTER HOLES

À SPLICE BAR

SPLICE BAR

1„" X "A" SLOTTED HOLES IN RAIL TUBE

†" TAPPED HOLES IN SPLICE BAR

•" Â

C

C

SCALE: 1•" = 1'-0"

RAIL SPLICE (BOTTOM VIEW)

3"

12"

ANCHOR PLATE 6…"

TYPICAL @ ANCHOR PLATE

STANDARD STEEL HEX NUTS

CONCRETE

TOP OF

SCALE: 1•" = 1'-0"

POST ANCHOR ASSEMBLY

1" Â STANDARD WASHERS

STEEL HEX NUTS &

(TYPICAL BOTH ENDS)

2•" LONG (MINIMUM)

1" Â - 8 THREAD BY

RODS

À - 1" Â ANCHOR

2"

4"

2"

3•

"

1ƒ

"1

ƒ"

2"

4"

2"

1ƒ

"1

ƒ"

B

À POST À POST

(ASTM A325) (SEE DETAIL)

ƒ" Â ROUND HEAD BOLTS & NUTS

À RAILÀ RAIL

SCALE: 3" = 1'-0"

SECTION B-B

SCALE: 3" = 1'-0"

SECTION A-A

SCALE: 3" = 1'-0"

DETAIL A

SCALE: 3" = 1'-0"

DETAIL BPLAIN WASHER

TYPE A WIDE

’" THICK)

(NOMINAL Ž" I.D., 2" O.D.,

TYPE A WIDE PLAIN WASHER

(SEE NOTES #14 & #16)

AND STAINLESS STEEL NUT & WASHER

THREADED STUDS WELDED TO RAIL (TYP)

ƒ" Â x 1ƒ" A304 STAINLESS STEEL

NOTE #8 PRIOR TO ERECTION)

AND SHALL BE ZINC COATED PER

(HOLES MAY BE FIELD DRILLED,

À ‡" Â HOLE IN RAIL (TYP)

À RAILÀ RAIL

BAAƒ"

.250"

.921"

SCALE: 6" = 1'-0"

STUD WELD DETAIL 6"

ƒ" DIA.

1•

"

1/8" SLOT

„" MAX.

…"

„"

WRENCH HEAD

SLOT OR

SCALE: 6" = 1'-0"

A325 ROUND HEAD BOLT DETAIL

DELINEATOR MOUNTING

NUT & WASHER

†" BOLT,

POST FLANGE

(FIELD DRILLED)

•" Â HOLE

NOT TO SCALE

2'-1

0"

2'-5„"

6 SPACES @ 1'-6ƒ" = 9'-4•" 3'-1•"

2„"1'-1‡"

2'-5„"

(TYP)

1„"

1'-8"

3"

2…

"

2'-3"

3‚"1'-0ƒ"8"

4"4"

1'-8"

6‰

"7

†"

6‰

"

3‚"

1'-0‚

"2'-8" MINIMUM

1'-1•"

1'-

10"


BRIDGE NO.TOWN

LOCATION

STATE PROJECT

BRIDGE SHEET

OF

FILE NUMBER

TOTAL SHEETSSHEET NO.FEDERAL PROJECT NO.

DESIGNED

DRAWN

QUANTITIES CHECKED

CHECKED

CHECKED

BY DATEDATE BYREVISIONS AFTER PROPOSAL

REV. DATE

ISSUE DATESHEET SCALESUBDIRECTORY

$FILENAME$

.DGN LOCATOR

JSZ

NHDOT

PJP

NETC/JSZ 3/02

AS NOTED

10/05

11/15/05

English/BR-RAIL

T2 STEEL BRIDGE APPROACH RAIL (STEEL POSTS)

5/08

NOTES:

GRADE A OR BETTER (GALVANIZED).

AND NUTS SHALL BE ASTM A563

(2) CARRIAGE BOLTS SHALL BE ASTM A307,

ADDITIONAL INFORMATION.

BRIDGE RAIL SHEET FOR NOTES AND

RAIL, UNLESS OTHERWISE NOTED. SEE

BE THE SAME AS THOSE OF THE BRIDGE

DIMENSIONS, SIZES, AND NOTES SHALL

(1) ALL BRIDGE APPROACH RAIL MATERIALS,

NHDOT SPECIFICATIONS.

SHALL CONFORM TO SECTION 606 OF

(5) ALL COMPONENTS, EXCEPT TUBULAR RAIL,

TL-3 PER FHWA LETTER HSSD/B-146.

CONSORTIUM AND ACCEPTED AS NCHRP 350

2005 BY THE NEW ENGLAND TRANSPORTATION

WAS SUCCESSFULLY CRASH TESTED IN APRIL

(4) THIS BRIDGE RAIL TRANSITION SYSTEM

WELD (B-U2).

COMPLETE JOINT PENETRATION BUTT

(3) WELD SPLICE BAR TO FIT BEND. USE

2/3/15 X-A003(411) 3024

131-2-1

26942EAST KINGSTON 061 / 064


6"

FACE OF RAIL

1'-6" ± 3" 1'-6" ± 3"

3'-0"

1'-8" OR L

POST DETAIL

SEE RAIL

RAIL ATTACHMENT METHOD (TYP)

SEE BRIDGE RAIL SHEET FORLENGTH (TYP)

8'-0" POST

(SEE DETAIL)

DEFLECTOR PLATE

3 SPACES @ 2'-2" = 6'-6" DOUBLE NESTED 12 GAGE THRIE BEAM (12'-6")

PLATE

CONNECTION

TERMINAL CONNECTOR

THRIE BEAM

IN DIRECTION OF TRAFFIC

LAP SECTIONS

(W-BEAM TO THRIE BEAM) (10 GAGE)

6'-3" TRANSITION SECTION

1" (TYP)

2'-10"

6'-3"

4" REVEAL7" REVEAL

(TYP)

END CAPS (GALVANIZED)

(GALVANIZED)

CONNECTION PLATECURB LINE

SLOPE

8'-5‚"

DETAIL A

2'-10"

3'-1•" 3'-1•"

SCALE: ƒ" = 1'-0"

ELEVATION - APPROACH RAIL

SCALE: ƒ" = 1'-0"

PLAN VIEW - APPROACH RAIL

A

A

BOTTOM RAIL 1‰"

TOP RAIL 0"

32'-6" OF STRAIGHT GRANITE CURB (ROADWAY ITEM)

FLARED @ 10:1

2'-10"

1" (TYP)

UNLESS DIRECTED OTHERWISE

25'-0" TO RESTORE RAIL-TO-RAIL WIDTH

FLARE BACK W-BEAM GUARDRAIL AT 80:1 FOR

W-BEAM GUARDRAIL (12 GAGE) (ROADWAY ITEM)

(6'-3" POST SPACING TYPICAL)

W-BEAM GUARDRAIL (12 GAGE) (ROADWAY ITEM)

(ONE PIECE)

ALL RAILS

(TYP)

•"

7" REVEAL

SECTION

FLARED

W6 x 8.5 POST (TYP)

LEVEL

8" DEEP (NOMINAL) x 1'-10" LONG

SYNTHETIC OFFSET BLOCK (TYP)8" DEEP (NOMINAL) x 1'-6" LONG

SYNTHETIC OFFSET BLOCK FOR TRANSITION SECTION

PAY LIMITS ITEM 565.222, BRIDGE APPROACH RAIL T2 (STEEL POSTS), (APPROXIMATE LENGTH = 29'-2")BRIDGE RAIL T2

2'-7"

(TYP)

FOR W-BEAM GUARDRAIL

SYNTHETIC OFFSET BLOCK

APPROACH RAIL) (TYP)

TO BE PAID UNDER BRIDGE

SEE NOTE #3 (END SPLICE

SPLICE BAR (BENT)

BOLT (TYP)

ƒ" CARRIAGE

TOP RAIL

2…"

3Ž"

1Ž"

4Ž"

1"

2Ž"

4"

BOTTOM RAIL

SCALE: 1•" = 1'-0"

SECTION B-B (CONNECTION PLATE)

PLATE

…" CONNECTION

PLATE

DEFLECTOR

CONNECTOR

THRIE-BEAM TERMINAL

10 GAUGE PLATE OF

CONNECTOR RAIL SLOTS

OUTLINE OF TERMINAL

CONNECTION PLATE

DEFLECTOR PLATE

BOTTOM RAIL

1'-4

Ž"

TOP RAIL

CARRIAGE BOLTS (GALV.)

ƒ" Â A307 B.H.

TERMINAL CONNECTOR

OUTLINE OF

4‚"

8"3"

1'-1ƒ"

4" 4"

B

B

À W6 x 25

SCALE: 1•" = 1'-0"

DETAIL A

OVERLAPPING OF DOUBLE NESTED THRIE-BEAM NOT SHOWN FOR CLARITY

AT BOLT LINE

RAIL SLOPE SET

CONNECTION PLATE

END OF

FACE OF W6 x 8.5 POST (TYP)

À ƒ" Â HOLES AT FRONT

& SYNTHETIC OFFSET BLOCK

À W6 x 8.5 (POST)

3Ž

"3

Ž"

3Ž

"3

Ž"

7†

"7"

3"

3"

(TYP)

1" Â HOLES (TYP)

ƒ" Â HOLES

SCALE: 1•" = 1'-0"

CONNECTION PLATE

1" x 1"

CLIP

(GALVANIZED)

CONNECTION PLATE

…" STEEL (GR 36)

10 GAUGE

2'-6"

3" 3…

"

1'-8"

10"

10"

2" 8"

4‚"4‚"3"

6‰

"7†

"6

‰"

2…

"7†

"7

†"

(T

YP)

4"

SLOTTED HOLES

À ƒ" X 2•"1'-0ƒ"

(T

YP)

3Ž

"

SLOTTED HOLES

1" x 2" DIAGONAL

SCALE: 1" = 1'-0"

THRIE-BEAM TERMINAL CONNECTOR

C

CBOLTS (TYP)

ƒ" Â BUTTON HEAD

9 - 1" Â HOLES FOR

3…"

1'-8"

SCALE: 1" = 1'-0"

VIEW C-C

2" MIN.

2" MIN.

3'-1•"3'-1•"

SCALE: 1" = 1'-0"

6'-3"

4‚"4‚"2"

1'-8"

3‚"

7'-3•" (10 GAGE)

HE

AD

BO

LT

S

FO

R †

"

Â

BU

TT

ON

ƒ" x 2•

"

SL

OT

S

ž" x 1„

"

SL

OT

S

2"4‚"4‚"

ƒ" x 2•

"

SL

OT

S

ž" x 1„

"

SL

OT

S

THRIE-BEAM TO W-BEAM TRANSITION SECTION

1'-0•"

4"

4" 2"

2Œ

"1‹

"

3•

"

6•"

SCALE: 1•" = 1'-0"

ELEVATION

PLAN

DEFLECTOR PLATE DETAIL

(GALVANIZED)

…" PLATE

(GALVANIZED)

FORƒ" Â A307 B.H. BOLT

•" x 1•" SLOTTED HOLE

LINE BEFORE BENDING)

(GRIND EDGES OF PLATE NEAR BEND

BEND LINE (ƒ" RADIUS)

TAB (TYP)

* 1" x 1" x „"

ˆ"

SCALE: 1•" = 1'-0"

END CAP DETAILS

•" RADIUS (TYP)

ROUND CORNERS

4"

TS4

8"

TS8

** 3•" TS4

** 3…" TS8

**

**

3•

"

TS

4

7…

"

TS8

‰" PLATE

4"

RAIL SHEET

** SEE RAIL NOTES ON BRIDGE

RAIL TUBE

CAN BE JAMMED INTO END OF

IN TAPERED POSITION SO CAP

* WELD TABS TO END CAP PLATE

SCALE: ƒ" = 1'-0"

SECTION A-A (POST RAIL ASSEMBLY)

VARIES

7'-

0"

2‚"

2'-

10"

7†

"

WASHER (TYP)

HEX NUT WITH ROUND

2

1

(IF REQUIRED)

APPROACH CURB

WITH THE TOP OF CURB

SOIL SHALL BE LEVEL

SPLICE BOLT (TYP)

†" Â A307 B.H.

1"

W6 x 8.5

WITH PLATE WASHER (TYP)

†" Â A307 B.H. POST BOLT

OFFSET BLOCK

SYNTHETIC

8'-0" (

TY

P)

VA

RI

ES

1•"

4"

6…" 6„"

(TYP)

1ƒ"

À RAIL POST

SCALE: 1•" = 1'-0"

SIDE VIEW

RAIL POST (W6 x 25)

FRONT VIEW

HOLES (TYP)

À 1„" x 1…" SLOTTED

2"

1†

"

2"

1†

"

3"

2'-2"

5'-0"

2"

5"

2•

"

3"

1'-4"

5'-0"

2"

5"

2•

"

5'-0"

2•

"

2'-

2"

5•

"

1'-

4"

6" 2‚"

1'-0"

MGL

NHDOT

PJP

SUBDIRECTORY

$FILENAME$

.DGN LOCATOR

AS NOTEDEnglish/BR-RAIL

8/10 8/10

NHDOT 8/10

SNOW SCREEN WITH STEEL BRIDGE RAIL

2/98

12/20/13

8/10

GENERAL NOTES

(9) SEE BRIDGE RAIL SHEET FOR ADDITIONAL DETAILS.

@ 6" O.C. TO BOTTOM RAIL AND @ 12" O.C. TO ALL POSTS AND OTHER RAILS.

AROUND CHAIN-LINK FABRIC TWICE (DOUBLE PIGTAILED) AT BOTH ENDS. SPACE TIES

6 GAUGE ALUMINUM ALLOY CONFORMING TO ASTM F 626. ALL TIES SHALL BE WRAPPED

(2) WIRE TIES SHALL BE STANDARD ROUND 9 GAUGE ZINC- OR ALUMINUM-COATED STEEL OR

DRILLED AS ALLOWED, SHALL BE TOUCHED-UP IN ACCORDANCE WITH 563.3.2.2.3.

(7) RAIL MAY BE FIELD CUT (SAWN) TO FIT POST SPACING. GALVANIZED RAIL, CUT OR

SIZE OF WIRE MESH (FABRIC) SHALL BE 1•".

(ASTM F 1183). CHAIN-LINK FABRIC SHALL BE KNUCKLED ON TOP AND BOTTOM. THE

(ASTM A 491) OR 6 GAUGE ALUMINUM ALLOY CONFORMING TO AASHTO M 181, TYPE III

TYPE I, CLASS D (ASTM A 392), ALUMINUM-COATED CONFORMING TO AASHTO M 181, TYPE II

(1) CHAIN-LINK FABRIC SHALL BE 9 GAUGE STEEL, ZINC-COATED CONFORMING TO AASHTO M 181,

SPLICES AS DIRECTED BY THE CONTRACT ADMINISTRATOR.

(6) RAIL SPLICES SHALL BE PROVIDED AT BRIDGE DECK EXPANSION JOINT(S) AND BRIDGE RAIL

(ASTM A 153) AS APPLICABLE.

HOT-DIP GALVANIZED IN ACCORDANCE WITH AASHTO M 111 (ASTM A 123) OR AASHTO M 232

ALLOY CONFORMING TO AASHTO M 181 (ASTM F 626). STEEL COMPONENTS SHALL BE

(4) TENSION BARS, BAR BANDS, BOULEVARD AND END RAIL CLAMPS SHALL BE STEEL OR ALUMINUM

SIZES ARE SHOWN IN THE DRAWINGS.

ALLOY 6063-T6). ALL PIPE SHALL BE SCHEDULE 40, STANDARD WEIGHT. NOMINAL PIPE

GRADE 1 (ASTM F 1083) OR ALUMINUM ALLOY CONFORMING TO AASHTO M 181 (ASTM B 429,

(3) POST AND RAIL PIPE SHALL BE HOT-DIP GALVANIZED STEEL CONFORMING TO AASHTO M 181,

AASHTO M 232 (ASTM A 153) AS APPLICABLE.

SHALL BE HOT-DIP GALVANIZED IN ACCORDANCE WITH AASHTO M 111 (ASTM A 123) OR

MEET THE DIMENSIONAL REQUIREMENTS OF ANSI B18.22. ALL BOLTS, NUTS AND WASHERS

RESPECTIVELY. WASHERS SHALL BE HARDENED STEEL COMMERCIAL TYPE A PLAIN AND SHALL

(5) ALL BOLTS AND NUTS SHALL BE STEEL CONFORMING TO ASTM A 307 AND ASTM A 563 GRADE A



LOCATION

REVISIONS

SHEET SCALE

DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

1 ADDED T3 RAIL DETAILS 1/30/13

ITEM 563.233, BRIDGE RAIL T3 WITH SNOW SCREENING, AS APPLICABLE.

BE INCLUDED IN ITEM 563.223. BRIDGE RAIL T2 WITH SNOW SCREENING, OR

(8) ALL COSTS FOR CHAIN-LINK FABRIC, POSTS, RAILS AND APPURTENANCES SHALL

X-A003(411) 3025

131-2-1

26942EAST KINGSTON 061 / 064


TIE

(OR 6 GAUGE ALUMINUM)

9 GAUGE STEEL

POST OR RAIL

AT BOTH ENDS

CHAIN-LINK FABRIC TWICE

LOOP EACH TIE AROUND

DOUBLE PIGTAILED TIE

NOT TO SCALE

(TYP)

BOULEVARD CLAMP

VARIES TO MATCH RAIL POST SPACING

1‚" PIPE

RAIL

(TYP)

2" PIPE

POST

(1•" x 1•" MESH)

CHAIN-LINK FABRIC

SCALE: •" = 1'-0"

ELEVATION - SNOW SCREENING

À RAIL POST

(TYP)

WITH NUT AND WASHER

…" CARRIAGE BOLT

IN POST FLANGE

À ƒ" Â HOLE

BRIDGE RAIL POST

W6 x 25

(TYP)

AND WASHER (GALVANIZED STEEL)

THREADED FULL LENGTH WITH NUTS

†" BOLT, 5•" LONG

‰" ALUMINUM (MINIMUM THICKNESS)

12 GAUGE GALVANIZED STEEL OR

À RAIL POST

BRIDGE RAIL POST

W6 x 25

IN POST FLANGE

À ƒ" Â HOLE

(TYP)

AND WASHER (GALVANIZED STEEL)

THREADED FULL LENGTH WITH NUTS

†" BOLT, 5•" LONG

SCALE: 3" = 1'-0"

SECTION A-A

(AT END POST)

SCALE: 3" = 1'-0"

SECTION A-A

(AT INTERIOR POST)

(GALVANIZED STEEL)

END RAIL CLAMP

À †" BOLTS

WITH NUTS AND WASHER

(GALVANIZED STEEL)

CHAIN-LINK

FABRIC

POST (2" PIPE)

(SEE END POST DETAIL FOR

ADDITIONAL DETAILS)

A A

RAIL

1‚" PIPE

(TYP)

RAIL

1‚" PIPE

(TYP)

À †" BOLTS

WITH NUTS AND WASHER

(GALVANIZED STEEL)

CHAIN-LINK

FABRIC

SCALE: 1•" = 1'-0"

TYPICAL SECTION

POST (2" PIPE)

(SEE END POST DETAIL FOR

ADDITIONAL DETAILS)

A A

(T2 BRIDGE RAIL)

SCALE: 1•" = 1'-0"

TYPICAL SECTION

(T3 BRIDGE RAIL)

RAIL

1‚" PIPE

RAIL

1‚" PIPE

END POST

2" PIPE

ƒ" HOLE

(TYP)

TENSION BAR

CHAIN-LINK

FABRIC

WIRE TIES (DOUBLE PIGTAILED)

(SEE NOTE 2)

TENSION BAND

(TYP)

SCALE: 1•" = 1'-0"

END POST DETAIL

(T

EN

SI

ON

BA

R

BA

ND

S)

7

EV

EN

SP

AC

ES

END RAIL CLAMP

(TYP)

EXPANSION JOINT

2" @ 45°F @ BRIDGE DECK

À SPLICE

IN RAIL & SLEEVE)

(MAY FIELD DRILL …" Â HOLE

1" PIPE

SPLICE SLEEVE1‚" PIPE

RAIL

Š" BOLT WITH NUT AND WASHER

SCALE: 3" = 1'-0"

RAIL SPLICE DETAIL

(GALVANIZED)

TENSION BAR BAND

1" WIDE x „" STEEL

TENSION BAR

(OR 1" x ‚" ALUMINUM)

ƒ" x ‚" GALVANIZED STEEL

NUT AND WASHER

Š" CARRIAGE BOLT WITH

2" PIPE

POST

SCALE: 6" = 1'-0"

TENSION BAND DETAIL

STANDARD SPLIT FITTING

2‚"

(TYP) (TYP)

(TYP)

WITH NUT AND WASHER

…" CARRIAGE BOLT 2„"

‰" ALUMINUM (MINIMUM THICKNESS)

12 GAUGE GALVANIZED STEEL OR

2" PIPE

POST

(TYP)

1‚" PIPE

RAIL

SCALE: 6" = 1'-0"

BOULEVARD CLAMP DETAIL

GRAND SUMMARY TOTAL WEIGHT (lbs):ITEM # DESCRIPTION #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 #18 TOTAL

DECK SHEETS 19 & 20 OF 30 544 REINFORCING STEEL 0 284 4292 0 0 0 0 0 0 0 0 4576Mark Size Length # Pieces Type A B C D E F G H J K R O 544.11 MECH. CONNECTOR 0 0 0 0 0 0 0 0 0 0 0 0

1 # 40 33 24 S OD1 #5 40.33 24 STR EPOXY 544.2 EPOXY COATED 0 396 3303 0 0 0 0 0 0 0 0 3699D2 #5 39.58 12 STR EPOXY 544.21 EPOXY MECH. CON. 0 0 0 0 0 0 0 0 0 0 0 0D3 #4 2.33 126 19 0.83 0.67 0.83 O=1.71 0.65 0.52 EPOXY 509.62 DRILLED SHAFT REINF. 0 0 0 0 0 0 0 0 0 0 0 0D4 #4 2.58 116 1 0.50 2.08 0.00 0.33 EPOXYD5 #5 31.75 26 STR EPOXYD6 #5 3.92 12 17 1.50 0.92 1.50 EPOXYD7 #5 5 16 20 S5 0 83 1 08 1 42 1 00 0 83 EPOXYD7 #5 5.16 20 S5 0.83 1.08 1.42 1.00 0.83 EPOXYD8 #5 1.75 132 STR EPOXY

——

SECTION SUMMARY TOTAL WEIGHT (lbs):ITEM # DESCRIPTION #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 #18 TOTAL544 REINFORCING STEEL 0 0 0 0 0 0 0 0 0 0 0 0544.11 MECH. CONNECTOR 0 0 0 0 0 0 0 0 0 0 0 0544.2 EPOXY COATED 0 396 2764 0 0 0 0 0 0 0 0 3160544.21 EPOXY MECH. CON. 0 0 0 0 0 0 0 0 0 0 0 0509.62 DRILLED SHAFT REINF. 0 0 0 0 0 0 0 0 0 0 0 0

ABUTMENT SHEETS 10 & 11 OF 30Mark Size Length # Pieces Type A B C D E F G H J K R O

AB1 #5 1.92 136 1 0.58 1.33 0.00 0.42AB2 #5 2.75 66 STRAB3 #5 0 75 4 STRAB3 #5 0.75 4 STRAB4 #5 34.58 12 STRAB5 #5 3.42 34 N8 2.75 0.67AB6 #5 3.25 32 N8 2.75 0.50AB7 #5 1.17 4 N8 0.75 0.42AB8 #5 15.58 12 STRAB9 #5 9 25 24 STRAB9 #5 9.25 24 STR

AB10 #5 4.25 24 STRAB11 #5 2.75 8 22 0.42 1.75 0.58 0.25 0.42 0.25 0.42AB12 #5 3.00 40 1 0.58 2.42 0.00 0.42AB13 #5 3.08 32 1 0.58 2.50 0.00 0.42AB14 #5 3.17 32 1 0.58 2.58 0.00 0.42AB15 #5 3.25 28 1 0.58 2.67 0.00 0.42AB16 #5 1.83 66 17 0.50 0.83 0.50AB17 #5 31.83 24 STRAB18 #5 5.08 58 S11 O=0.46 2.42 EPOXYAB19 #5 3.67 56 17 0.92 1.83 0.92AB20 #5 6.00 56 17 2.08 1.83 2.08AB21 #4 2.67 116 N5 1.92 0.38 0.38A 22 # 2 22 SAB22 #5 27.75 22 STRAB23 #5 27.75 8 STR EPOXYAB24 #5 2.50 20 STR

——

SECTION SUMMARY TOTAL WEIGHT (lbs): SECTION SUMMARY TOTAL WEIGHT (lbs):ITEM # DESCRIPTION #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 #18 TOTAL544 REINFORCING STEEL 0 207 4292 0 0 0 0 0 0 0 0 4499544.11 MECH. CONNECTOR 0 0 0 0 0 0 0 0 0 0 0 0544.2 EPOXY COATED 0 0 539 0 0 0 0 0 0 0 0 539544.21 EPOXY MECH. CON. 0 0 0 0 0 0 0 0 0 0 0 0509.62 DRILLED SHAFT REINF. 0 0 0 0 0 0 0 0 0 0 0 0509.62 DRILLED SHAFT REINF. 0 0 0 0 0 0 0 0 0 0 0 0

PIER 1 SHEET 13 OF 30Mark Size Length # Pieces Type A B C D E F G H J K R O

P1 #4 1.50 30 N5 1.17 0.33 0.00P2 #4 3.00 10 STRP3 #4 5.00 8 STR

——

SECTION SUMMARY TOTAL WEIGHT (lbs):ITEM # DESCRIPTION #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 #18 TOTAL544 REINFORCING STEEL 0 77 0 0 0 0 0 0 0 0 0 77544.11 MECH. CONNECTOR 0 0 0 0 0 0 0 0 0 0 0 0544.2 EPOXY COATED 0 0 0 0 0 0 0 0 0 0 0 0544.21 EPOXY MECH. CON. 0 0 0 0 0 0 0 0 0 0 0 0509.62 DRILLED SHAFT REINF. 0 0 0 0 0 0 0 0 0 0 0 0

ASTM STANDARD REINFORCING BARS

STANDARD INDUSTRY BENDS, STIRRUPS, & TIES STANDARD N.H. & SPECIAL BENDS BAR WEIGHT NOM. DIMEN.

RECOMMENDED END HOOKS STIRRUP & TIE HOOK DIMENSIONS SIZE LBS. CROSSALL GRADES (in ) GRADES 40-50-60 ksi DESIG- PER DIAM SECT

NOTES:1. FIGURES IN CIRCLE SHOW TYPE OF BEND.2. UNLESS OTHERWISE DESIGNATED, ALL BAR REINFORCEMENT FOR CONCRETE IN SIZES UP TO AND INCLUDING NO. 18 SHALL CONFORM TO THE REQUIREMENTS OF THE "SPECIFICATIONS FOR DEFORMED BILLET - STEEL BARS FOR CONCRETE REINFORCEMENT", AASHTO M 31-94 (ASTM A615).3. FOR TYPICAL BENDING DETAILS, RECOMMENDED PIN DIAMETER "D" OF BENDS AND

DD

K

N8 B ALL GRADES (in.) GRADES 40-50-60 ksi DESIG- PER DIAM. SECT.

BAR 180° HOOKS 90° HOOKS BAR D() 90° HOOKS 135° HOOKS NATION FOOT in AREA in2

SIZE D() A or G J A or G SIZE (in.) A or G A or G H(appr) #3 0.376 0.375 0.11#3 2 1/4 5 3 6 #3 1 1/2 4 4 2 1/2 #4 0.668 0.500 0.20 STATE OF NEW HAMPSHIRE #4 3 6 4 8 #4 2 4 1/2 4 1/2 3 #5 1.043 0.625 0.31 DEPARTMENT OF TRANSPORTATION BUREAU OF BRIDGE DESIGN #5 3 3/4 7 5 10 #5 2 1/2 6 5 1/2 3 3/4 #6 1.502 0.750 0.44 TOWN: EAST KINGSTON BRIDGE NO. 061 / 064 STATE PROJECT 26942#6 4 1/2 8 6 12 #6 4 1/2 12 7 3/4 4 1/4 #7 2.044 0.875 0.60 LOCATION: NH ROUTE 107A OVER PAN AM RAILWAY AND A RESIDENTIAL DRIVE20

B C S6 B

A G

D

S5 B

A

CD

G

10

AR

O

B

C

19 BK

H

O

CH

K

D

LAP=

9 0 RH

B

T1 C A

B

ED

G

S4 B

A

CD

G17 B

CD

T2 CD

BEA

G

HOOKS AND OTHER STANDARD PRACTICE SEE CURRENT (1990) CONCRETE REINFORCING STEEL INSTITUTE "MANUAL OF STANDARD PRACTICE", P. 6-4.4. BARS WHICH REQUIRE MORE ACCURATE BENDING THAN STANDARD PRACTICES SHOULD HAVE LIMITS INDICATED.5. ALL DIMENSIONS ARE OUT TO OUT OF BAR EXCEPT "A" AND "G" ON STANDARD 180º AND 135º HOOKS.6. "J" DIMENSION ON 180 ° HOOKS TO BE SHOWN ONLY WHEN NECESSARY TO RESTRICT HOOK SIZE, OTHERWISE STANDARD HOOKS ARE TO BE USED.7. "H" DIMENSION ON STIRRUPS TO BE SHOWN ONLY WHEN NECESSARY TO MAINTAIN CLEARANCES

DK

CH

K

N5C

B

D

N1 C

B F K

HE

C2B

N2

B

CD

K

E H

N4B

CH

C1

B

AC

D

C3

K

N8C

#6 4 1/2 8 6 12 #6 4 1/2 12 7 3/4 4 1/4 #7 2.044 0.875 0.60 LOCATION: NH ROUTE 107A OVER PAN AM RAILWAY AND A RESIDENTIAL DRIVE

#7 5 1/4 10 7 14 #7 5 1/4 14 9 5 1/4 #8 2.670 1.000 0.79 REINFORCING SCHEDULE (SHEET 1 OF 1) BRIDGE SHEET

#8 6 11 8 16 #8 6 16 10 1/4 6 #9 3.400 1.128 1.00 BY DATE BY DATE REVISIONS AFTER PROPOSAL

#9 9 1/2 15 11 3/4 19 NOTE: D = finished inside bend d of hook. #10 4.303 1.270 1.27 DESIGNED SLM 08/16 CHECKED WRB 08/16 FILE NO.#10 10 3/4 17 13 1/4 22 See 1997 CRSI Manual p6-3&4. #11 5.313 1.410 1.56 DRAWN SLM 08/16 CHECKED JAL 08/16 131-2-1

#11 12 19 14 3/4 24 For additional data on standard bar bends not #14 7.650 1.693 2.25 TRACED CHECKED FEDERAL PROJECT NUMBER SHEET#14 18 1/4 27 21 3/4 31 shown on this sheet see 1997 CRSI Manual p6-3&4. #18 13.600 2.257 4.00 QUANTITIES SIW 08/16 CHECKED JAL 08/16 X-A003(411) 26 of 30

1S 1 H

O

20 C

D

S6 CO

T3

O14

H

BA

O

C DE

H

MAINTAIN CLEARANCES.8. WHERE SLOPE DIFFERS FROM 45° DIMENSIONS "H" AND "K" MUST BE SHOWN.

¦ DENOTES BARS TO BE CUT IN FIELD, AS REQUIRED.DENOTES BARS TO BE BENT IN FIELD.

N6

B

CH

C

K

H

N3D

RB

CN7 D

K

C HC4

HC

D

K

JB

A

D

C5

H C3

p Q ( )

1.2 MILES2 MILES

1.9 MILES

TE

H

ST

AT

E OF

NEW HAMPSH

IR

E

DE

PA

RT

MENT OF TRA

NS

PO

RT

ATI

ON

GRI

D

107

108

125 PROJECT SITE

LEGEND

= PROPOSED DETOUR

107 108

108

125

A107

A107

INTERSECTION A INTERSECTION B

INTERSECTION C

INTERSECTION D

* - MOUNTED ON TYPE III BARRICADE ONE SIGN PER BARRICADE

(1) R200-S*

(1) R11-2*

WITH TYPE 'A' (FLASHING) WARNING LIGHTS

(2) TYPE III BARRICADE

(TYPICAL EACH SIDE)

SIGNS FOR BRIDGE CLOSURE;

SKI

SKI

BRC

BRC

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

JALSIW

08/16

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

DETOUR ROUTE

27

RAI

LR

OA

D

PA

N

AME

AS

T

KI

NG

ST

ON

KI

NG

ST

ON

DETOUR ROUTE

INTERSECTION BINTERSECTION A

COVER CONFLICTING NH ROUTE 107A SIGNS.2.

INSTALL NH ROUTE 107A DETOUR SIGNS NEXT TO EXISTING ROUTE MARKER SIGNS1.

NOTES:

107A

WIL

LO

W R

OA

D

125

107

125

TE

H

ST

ATE

OF NEW HAM

PS

HI

RE

DE

PA

RT

M

ENT OF TRANSP

O

RT

ATI

ON

GRI

D

TE

H

ST

AT

E

O

F

NEW HAMPSHIRE

DE

PA

RTMENT OF T

R

AN

SP

OR

TA

TI

ON

GRI

D

107

107

NOT TO SCALE

SKI

SKI BRC

BRC

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

JALSIW

08/16

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

DETOUR INTERSECTIONS A & B

28

DETOUR ROUTE

INTERSECTION DINTERSECTION C

COVER CONFLICTING NH ROUTE 107A SIGNS.2.

INSTALL NH ROUTE 107A DETOUR SIGNS NEXT TO EXISTING ROUTE MARKER SIGNS1.

NOTES:

107

107

A

A

108

107

TE

H

ST

AT

E

O

F

NEW HAMPSHIRE

DE

PA

RTMENT OF T

R

AN

SP

OR

TA

TI

ON

GRI

D

107 108

TE

H

ST

AT

E

O

F

NEW HAMPSHIRE

DE

PA

RTMENT OF T

R

AN

SP

OR

TA

TI

ON

GRI

D

108

108

NOT TO SCALESKI

SKI BRC

BRC

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

JALSIW

08/16

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

DETOUR INTERSECTIONS C & D

29

TEXTNO.

ITEM

NO.

IDENT.

(INCH)

WIDTH

(INCH)

HEIGHT

SIGN SIZE TEXT DIMENSIONS

(INCH)

LETTER HEIGHT

UC LC CAPS

(INCH)

SIZE

SHEILD

(INCH)

ARROW

(INCH)

NUMERAL

REQ'D

NO. SIGNS

(SQ. FT.)

SIGN AREA

AREA

NOM

AREA

TOTAL

BR

EA

KA

WA

Y

ST

EE

L I-

BE

AM

CO

NC

RE

TE

BA

SE

REMARKSTEXT

NO.

ITEM

NO.

IDENT.

(INCH)

WIDTH

(INCH)

HEIGHT

SIGN SIZE TEXT DIMENSIONS

(INCH)

LETTER HEIGHT

UC LC CAPS

(INCH)

SIZE

SHEILD

(INCH)

ARROW

(INCH)

NUMERAL

REQ'D

NO. SIGNS

(SQ. FT.)

SIGN AREA

AREA

NOM

AREA

TOTAL

BR

EA

KA

WA

Y

ST

EE

L I-

BE

AM

CO

NC

RE

TE

BA

SE

REMARKS

R11-2 48 2

48 24 2 N/A

60 30 2

60 30 3

24 24 14

48 12 4.002 N/A

12 4.001 N/A

24 12 2.0012 N/A

24 18 3.002

24 12 2.007

24 12 2.007

R200-S

M3-1b

M4-8a

24

GENERAL NOTES

(BLACK OR CLEAR COAT)

WITH PAINTED EDGES

USE BB GRADE PLYWOOD


WITH PAINTED EDGES



WITH PAINTED EDGES


4.00

POSTS PER SIGN

4"

OD

AL

UMI

NU

M

GA

LV

ANI

ZE

D

U-

CH

AN

NE

L

N/A

POSTS PER SIGN

4"

OD

AL

UMI

NU

M

GA

LV

ANI

ZE

D

U-

CH

AN

NE

L

N/A

619.1

619.1

619.1

619.1

619.1

619.1

619.1

619.1

619.1

619.1

619.130 10.00

BLACK / WHITE

12.50

BLACK / WHITE

12.50

BLACK / WHITE

M1-5

BLACK / WHITE

BLACK / ORANGE

BLACK / ORANGE

BLACK / ORANGE

BLACK / ORANGE

M3-1

BLACK / WHITE

M3-3

BLACK / WHITE

20.00

16.00

25.00

24.00

14.00 DETOUR SIGN SUMMARY

30


WITH PAINTED EDGES


MOUNT ON BARRICADE

2

2

2


WITH PAINTED EDGES


MOUNT ABOVE M1-5


WITH PAINTED EDGES


MOUNT ABOVE M1-5

(80%)

6B

5D

5D

4D

8.00

4C

5C

6C

4C

5C

6C

M3-1a

48

6C

6C

M4-8

36 36619.1 M3-3 6 3.00

BLACK / ORANGE

21 15619.1 2 2.19 4.38 N/A

BLACK / WHITE


WITH PAINTED EDGES


MOUNT BELOW M1-5

21 15619.1 2 2.19 4.38 N/A

BLACK / WHITE


WITH PAINTED EDGES


MOUNT BELOW M1-5

21 15619.1 M6-3 5 2.19 N/A

BLACK / WHITE


WITH PAINTED EDGES


MOUNT BELOW M1-5

21 15619.1 1 2.19 2.19 N/A

BLACK / WHITE


WITH PAINTED EDGES


MOUNT BELOW M1-5

21 15619.1 2 2.19 4.38 N/A

BLACK / WHITE


WITH PAINTED EDGES


MOUNT BELOW M1-5

M6-1r

M6-1l

M5-1l

M5-1r

14.6X7

14.6X7

7X9.8

10.6

12.9X

10.6

12.9X

N/A


WITH PAINTED EDGES


MOUNT ON BARRICADE

BLACK / WHITE

37.5

4.00

6.00

14.00

18.00

10.95

2


WITH PAINTED EDGES


N/A

SKI

SKI BRC

BRC

8D

(M1)

R11-3a

(M2)

R11-3a

56.00

6D

9C

4D

(70%)

7C/6C


WITH PAINTED EDGES


MOUNT ABOVE R11-3a(M2)

MOUNT ABOVE R11-3a(M1)


WITH PAINTED EDGES



WITH PAINTED EDGES


MOUNT ABOVE M3-1, M3-3

MOUNT ABOVE M3-1, M3-3


WITH PAINTED EDGES


LETTERS WITHIN EACH WORD REQUIRED TO MAKE SIGN FIT THE PANEL.

6. NUMBERS IN PARENTHESIS (XX%) REPRESENT CHANGES TO THE SPACING OF

SIGN ON ALL SINGLE POST ASSEMBLIES.

5. THE ALUMINUM OR U-CHANNEL POST SHALL BE FLUSH WITH THE TOP OF THE

PUBLISHED BY THE USDOT-FHWA FOR DETAILS OF BORDERS, ETC.

4. REFER TO THE LATEST EDITION OF THE STANDARD HIGHWAY SIGNS MANUAL

SPECIFIC SIGNS.

BY THE NHDOT FOR DETAILS OF PERMANENT SIGNING STANDARDS AND NHDOT

3. REFER TO THE 2010 STANDARD PLANS FOR ROAD CONSTRUCTION AS PUBLISHED

SECTION 718 PUBLISHED BY THE NHDOT.

2. NOTE NEW REFLECTIVITY REQUIREMENTS IN THE 2016 STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION

1. REFER TO THE 2016 STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION PUBLISHED BY THE NHDOT.

6D

(62%)

6D

8.00

(70%)

7C/6C

26942

M cFarlandJohnson



LOCATION


DESIGNED

DRAWN

QUANTITIES

REV. DATE


FILE NUMBER

OF

BRIDGE SHEET

DATEBY

CHECKED

CHECKED

CHECKED

DATEBY

JALSIW

08/16

08/16

08/16

08/16

08/16

08/16


30X-A003(411)


131-2-1

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THE FOLLOWING GENERAL NOTESgis.dot.nh.gov/plan/26942.POP.pdfstorage tank filler cap 2 pub2e cgr...

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