Wolf_Creek_Bridge_36_6.7_FinalPlans_9_14_2018_OriginalSize.pdf

PDF 15 MB Posted Apr 25, 2019

Attached to: KOOTENAI NF, LIBBY RANGER DISTRICT - Wolf Creek Bridge Replacement NFSR 36 MP 6. 7 - IMAT
Solicitation number: 12034319R0007
Issued by: Department of Agriculture Forest Service R1-Northern Region

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Attachment J-2 Drawings

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File	Type	Posted
Amend1_OfferDeliveryLocation.doc	DOC document	May 20, 2019
AttachmentJ3_KNF_WolfCreek_FSSS.pdf	PDF	Apr 25, 2019
FinalRFP.docx	DOCX document	Apr 25, 2019
AttachmentJ2_Wolf_Cr_Bridge_plan_signed_cover_sheet1.pdf	PDF	Apr 25, 2019

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NO. DATEBYREVISION DESCRIPTION

SHEET NO.

SET NO.

PROJECT:

DATE:

SHEET INDEX

PROJECT LOCATION

SHEET 1 COVER

SHEET 2 TYPICAL ROAD SECTION & ESTIMATED QUANTITIES

SHEET 3 ROAD PLAN & PROFILE

SHEET 4 BRIDGE PLAN & ELEVATION

SHEET 5 FOUNDATION PLAN

SHEET 6 RIPRAP DETAILS

SHEET 7 ABUTMENT PLAN AND ELEVATION

SHEET 8 FOUNDATION DETAILS

SHEET 9 WINGWALL DETAILS

SHEET 10 BILL OF REINFORCING

SHEET 11 SUPERSTRUCTURE DETAILS

SHEET 12 SUPERSTRUCTURE DETAILS

SHEETS 13-14 BORING LOGS

SHEETS 15-16 ROADWAY CROSS-SECTIONS

SHEET 17 DETOUR ROUTE PLAN & PROFILE

SHEET 18 DETOUR ROADWAY CROSS-SECTIONS

STANDARD DETAILS

DWG NO. SBR-T101 - MDT STANDARD T101 RAIL DETAILS

DWG NO. R1902 - FS STANDARD APPROACH RAIL DETAILS

DWG NO. R1913 - FS STANDARD GLUED LAMINATED TIMBER BRIDGE CURB

DWG NO. PSD - MDT STANDARD PILE SPLICE DETAILS AND PILE TIPS

SEPTEMBER 14, 2018

1-17300

WOLF CREEK BRIDGE REPLACEMENT

ROAD NO. 36 - M.P. 6.7

CONSTRUCTION PLANS FOR

SECTION 22, TOWNSHIP 29 NORTH, AND RANGE 28 WEST

U.S. DEPARTMENT OF AGRICULTURE

FOREST SERVICE

REGION ONE

KOOTENAI NATIONAL FOREST

LIBBY RANGER DISTRICT

LINCOLN COUNTY, MONTANA

VICINITY MAP

QA/QC BY:

RYAN ELLIOTT, P.E.

LIBBY

FOREST ENGINEER

KOOTENAI NATIONAL FOREST

FOREST SUPERVISOR

KOOTENAI NATIONAL FOREST

DATE

LIBBY DISTRICT RANGER

KOOTENAI NATIONAL FOREST

DATE

APPROVED:

RECOMMENDED:

APPROVED:

THIS PROJECT

LAKE

KOOCANUSA

NOTE:

DRAWING SCALE IS ONLY ACCURATE

WHEN PLANS ARE PLOTTED ON 11" X 17"

(TABLOID)-SIZED PAPER.

LOCATION MAP

Missoula

Miles City

Malta

Kalispell

Helena

Hamilton

Great Falls

Glendive

Butte

Bozeman

Billings

CANADA

WYOMING

N O

R T

A K

O T

Havre

Shelby

Wolf Point engineering

2501 BELT VIEW DRIVE

HELENA, MT 59601

(406)449-8627

PROJECT LOCATION

Libby

DIRECTOR OF ENGINEERING

NORTHERN REGION

DATE

APPROVED:

DRAWING NO. R2244

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RYAN ELLIOTT 23790PE

AutoCAD SHX Text 9-14-2018

WOLF CREEK BRIDGE REPLACEMENT

TYPICAL ROAD SECTION & ESTIMATED QUANTITIES

ROAD NO. 36 - M.P. 6.7

KOOTENAI NATIONAL FOREST

1-17300

SEPTEMBER 14,

SHEET NO.

GCG

KFY

RME

engineering

2501 BELT VIEW DRIVE

HELENA, MT 59601

(406)449-8627

PREPARED BY:

REGION ONE

PROJECT:

DESIGNED:

DRAWN:

DESIGN CHECKED:

DRAWING CHECKED:

DATE: NO. DATEBYREVISION DESCRIPTION

DRAWING NO. R2244

GENERAL NOTES:

SPECIFICATIONS:

DESIGN:

HYDROLOGY & HYDRAULICS:

CLEARING AND GRUBBING:

CONCRETE FOR PILE CAPS, CURB, END DIAPHRAGMS & WINGWALLS

PRESTRESSED CONCRETE:

REINFORCING STEEL:

PRESTRESSING STEEL:

PRESTRESSING CONCRETE BEAMS:

FINISHING CONCRETE BEAMS:

FABRICATION, TRANSPORT, AND INSTALLATION OF PRESTRESSED CONCRETE BEAMS:

PAINTING OF WELD TIE CONNECTIONS:

HARDWARE AND STRUCTURAL STEEL:

PRECAST PRESTRESSED CONCRETE SUPERSTRUCTURE ALTERNATIVES:

CONTRACTOR INSTALLATION PLAN:

PUBLIC DETOUR BRIDGE:

EXISTING BRIDGE DEMOLITION AND DISPOSAL:

TYPICAL CROWNED ROADWAY SECTION

ESTIMATED QUANTITIES*

ITEM NO. DESCRIPTION

METHOD OF

MEASUREMENT

UNIT QUANTITY

15101 MOBILIZATION LSQ LS 1

15201 CONSTRUCTION SURVEY AND STAKING LSQ LS 1

15601

CONSTRUCTION DETOUR (INCLUDES DETOUR STRUCTURE)

LSQ LS 1

15713 SOIL EROSION AND POLLUTION CONTROL LSQ LS 1

20301 REMOVAL OF EXISTING BRIDGE AND ASPHALT LSQ LS 1

20401

ROADWAY EMBANKMENT (COMMERCIAL SOURCE)

CQ CY 120

20803

STRUCTURAL BACKFILL (COMMERCIAL SOURCE)

CQ CY 245

20804 STRUCTURE EXCAVATION LSQ LS 1

25101

PLACED RIPRAP, CLASS 1 (COMMERCIAL SOURCE)

CQ CY 110

30207

AGGREGATE SURFACE COURSE, COMPACTION METHOD 1 (COMMERCIAL SOURCE)

CQ CY 220

40304

ASPHALT CONCRETE, MONTANA DOT, TYPE I, PG 58-28

CQ TON 190

55102

STEEL PIPE PILES, IN PLACE

CQ LF 365

55106 DYNAMIC LOAD PILE TEST AQ EA 2

55201

STRUCTURAL CONCRETE, PILE CAPS, WINGWALLS & END DIAPHRAGMS

CQ CY 68

55305

PRECAST, PRESTRESSED CONCRETE MEMBER, BULB TEE BEAMS

LSQ LS 1

55601

BRIDGE RAILING, TYPE T101

CQ LF 280

55901

MEMBRANE WATERPROOFING, PREFORMED

CQ SY 361

61701

GUARDRAIL SYSTEM, APPROACH W-BEAM (G4) GUARDRAIL, TYPE 1, CLASS A

CQ LF 150

62201a

EQUIPMENT RENTAL, HYDRAULIC EXCAVATOR WITH THUMB

AQ HR 8

62201b

EQUIPMENT RENTAL, LARGE DUMP TRUCK

AQ HR 8

62503

SEEDING, DRY METHOD

CQ ACRE 0.28

63304

SIGN, STEEL PANEL, TYPE III SHEETING

AQ EA 1

63306

POSTS, WOOD

CQ LF 50

63307

OBJECT MARKERS, TYPE 3

CQ EA 4

63501 TEMPORARY TRAFFIC CONTROL LSQ LS 1

*INFORMATIONAL ONLY - NOT FOR BIDDING PURPOSES - REFER TO SCHEDULE

ELEVATION VIEW OF EXISTING BRIDGE

LOOKING DOWNSTREAM

(AUGUST 2017)

ELEVATION VIEW OF EXISTING APPROACH

LOOKING WEST (AUGUST 2017)

AutoCAD SHX Text I:\AutoCAD\Template - Civil 3D\Sheet - USFS Plan & Profile - C3D.dwg

AutoCAD SHX Text MATERIALS AND CONSTRUCTION OF THIS STRUCTURE SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS FOR CONSTRUCTION OF ROADS AND BRIDGES ON FEDERAL HIGHWAY PROJECTS, FP-14 (U.S. CUSTOMARY UNITS) AND MODIFIED BY THE FOREST SERVICE SUPPLEMENTAL SPECIFICATIONS (FSSS's). DESIGN SHALL CONFORM TO HL-93 LIVE LOADING IN ACCORDANCE WITH AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 8th EDITION, W/CURRENT INTERIMS. DESIGN DATA AS FOLLOWS: HL-93 LIVE LOAD TRUCK IMPACT = 33% ASPHALT WEARING SURFACE = 35 PSF. THIS STRUCTURE WAS DESIGNED TO PASS THE 100-YEAR FLOOD EVENT OF 3023 CFS WITH A MINIMUM OF TWO FEET 3023 CFS WITH A MINIMUM OF TWO FEET CFS WITH A MINIMUM OF TWO FEET OF FREEBOARD. THE 2-YEAR AND THE 10-YEAR EVENTS WERE ESTIMATED AT 556 CFS AND 1586 CFS, RESPECTIVELY. 556 CFS AND 1586 CFS, RESPECTIVELY. CFS AND 1586 CFS, RESPECTIVELY. 1586 CFS, RESPECTIVELY. CFS, RESPECTIVELY. CLEARING AND GRUBBING SHALL BE INCIDENTAL TO THE PROJECT AND WILL NOT BE PAID FOR AS A SEPARATE BID ITEM. CONTRACTOR SHALL DISPOSE OF CLEARING AND GRUBBING MATERIAL PER FSSS 203. USE AIR ENTRAINED CLASS A(AE) OR CLASS C(AE) CONCRETE. FINISH CONCRETE WITH A CLASS 1 - ORDINARY SURFACE A(AE) OR CLASS C(AE) CONCRETE. FINISH CONCRETE WITH A CLASS 1 - ORDINARY SURFACE (AE) OR CLASS C(AE) CONCRETE. FINISH CONCRETE WITH A CLASS 1 - ORDINARY SURFACE FINISH. ALL CONCRETE SHALL BE MADE IN ACCORDANCE WITH AN APPROVED MIX DESIGN. CHAMFER ALL EXPOSED EDGES OF CONCRETE AND FILLET ALL RE-ENTRANT ANGLES 3/4" UNLESS NOTED OTHERWISE. PRESTRESSED CONCRETE SHALL BE CLASS "P". CONCRETE STRENGTH SHALL BE DETERMINED BY THE PRESTRESSED BEAM FABRICATOR, BUT, SHOULD ATTAIN A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5500 PSI, (F'C = 5500 PSI). THE TOP 2-INCHES OF THE PRESTRESSED BEAMS SHALL BE AIR ENTRAINED 5% ± 1%.ALL NON-PRESTRESSED REINFORCING SHALL BE OF THE DEFORMED BAR TYPE CONFORMING TO AASHTO M31 (ASTM A615), GRADE 60. CONCRETE CLEAR COVER SHALL BE 2" UNLESS SHOWN OTHERWISE ON THE PLANS. BENDING AND SPLICING OF REINFORCEMENT SHALL BE IN ACCORDANCE WITH ACI 315. USE PRESTRESSING STEEL OF LOW RELAXATION PRESTRESSING STRAND CONFORMING TO AASHTO M203, GRADE 270. PRIOR TO CASTING ANY PRESTRESSED MEMBERS, CALCULATIONS, SHOP DRAWINGS AND COMPLETE DETAILS OF THE METHOD, MATERIALS AND EQUIPMENT PROPOSED FOR USE IN THE PRESTRESSING OPERATIONS SHALL BE SUBMITTED A MINIMUM OF 21 DAYS IN ADVANCE OF PLANNED CONSTRUCTION AND SHALL BEAR THE SEAL AND SIGNATURE OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF MONTANA. MONTANA. . THE EXTERIOR FACE OF EXTERIOR BEAMS SHALL BE GIVEN A RUBBED FINISH. A CONCRETE CLASS A(E) GRAY EPOXY MORTAR USING AASHTO M235 CLASS II EPOXY RESIN ADHESIVE MAY BE USED IN LIEU OF THE SPECIFIED SAND CEMENT MORTAR TO REDUCE CURING TIME. THE EPOXY MORTAR SHALL BE RUBBED WITH CEMENT PRIOR TO HARDENING. THE ENDS OF THE BEAMS SHALL HAVE ALL HOLES OR ACCEPTABLE ROCK POCKETS PATCHED AND STRANDS CUT OFF FLUSH OR BURNED BACK. ENSURE SURFACE FINISH ON BEAMS CORRELATES WITH WATERPROOF MEMBRANE SPECIFICATIONS. BEAMS SHALL BE ERECTED WITH A VERTICAL VARIATION OF NO MORE THAN " AT CENTERLINE OF BEARING AND NO 38" AT CENTERLINE OF BEARING AND NO MORE THAN " BETWEEN ADJACENT DECK SURFACES ALONG THE LENGTH OF THE BEAMS. AFTER BEAM ERECTION, PRIOR 58" BETWEEN ADJACENT DECK SURFACES ALONG THE LENGTH OF THE BEAMS. AFTER BEAM ERECTION, PRIOR TO GROUTING KEYWAYS, CONTRACTOR SHALL PROVIDE MEASUREMENTS ALONG THE BEAM FLANGE JOINTS AT 10' O.C. INDICATING THE VERTICAL DIFFERENCE BETWEEN ADJACENT BEAMS AND SUPPLY THIS INFORMATION TO THE C.O. CONTRACTOR SHALL NOT PROCEED WITH GROUTING KEYWAYS OR ANY LEVELING PROCEDURES UNTIL THE C.O. HAS REVIEWED AND EVALUATED THE MEASUREMENTS FOR TOLERANCES OR OTHER CAMBER/ERECTION INCONSISTENCIES. IF CAMBER ADJUSTMENT/LEVELING IS DETERMINED BY THE C.O. TO BE NEEDED, CONTRACTOR SHALL SUBMIT CAMBER ADJUSTMENT/LEVELING PROCEDURE FROM THE MANUFACTURER. ANY CAMBER ADJUSTMENT/LEVELING WORK AUTHORIZED BY THE C.O. MUST BE DIRECTED BY A REPRESENTATIVE OF THE MANUFACTURER. ANY DAMAGE TO THE BEAMS DURING ERECTION MUST BE IMMEDIATELY IDENTIFIED TO THE C.O. NO REPAIRS SHALL BE IMPLEMENTED UNTIL AUTHORIZED BY THE C.O. IN LIEU OF GALVANIZING, ALL WELD TIES MAY BE FIELD PAINTED WITH ONE PRIMER COAT AND TWO FIELD COATS. THE FIELD COATS SHALL BE ALUMINUM PAINT CONFORMING TO AASHTO M69, TYPE II. ALL STRUCTURAL STEEL AND HARDWARE SHALL MEET THE REQUIREMENTS OF AASHTO M183 GRADE 36, WITH NUTS AND BOLTS CONFORMING TO ASTM A307, EXCEPT AS NOTED. ALL STEEL HARDWARE SHALL BE GALVANIZED ACCORDING TO EXCEPT AS NOTED. ALL STEEL HARDWARE SHALL BE GALVANIZED ACCORDING TO . ALL STEEL HARDWARE SHALL BE GALVANIZED ACCORDING TO AASHTO M232 UNLESS NOTED OTHERWISE. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.5, BRIDGE WELDING CODE. ALL ELECTRODES SHALL BE E70XX. CONTRACTOR SHALL PROVIDE A PRECAST, PRESTRESSED CONCRETE SUPERSTRUCTURE FOR THE GEOMETRY SHOWN ON THE TYPICAL BRIDGE SECTION AND THE CRITERIA SPECIFIED IN THESE PLANS. PRETENSIONING IS THE ONLY ACCEPTABLE METHOD OF PRESTRESSING. CONTRACTOR IS RESPONSIBLE FOR THE FINAL DESIGN OF THE PRECAST PRESTRESSED SECTION, LONGITUDINAL GROUT JOINTS AND WELD TIE DETAILS. THE FINAL DESIGN AND FULL SHOP DRAWINGS SHALL BE PREPARED BY A LICENSED ENGINEER REGISTERED IN THE STATE OF MONTANA. SEE SECTION 553 OF THE STANDARD MONTANA. SEE SECTION 553 OF THE STANDARD . SEE SECTION 553 OF THE STANDARD SPECIFICATIONS FOR ADDITIONAL DESIGN AND MATERIAL SPECIFICATIONS. AN ALTERNATE SECTION OF THE PRECAST, PRESTRESSED CONCRETE BULB-TEE BEAMS MAY BE PROPOSED. THE CONNECTION TO THE SUBSTRUCTURE SHALL BE AS SHOWN. THE PROPOSED ALTERNATE SECTION MAY DEVIATE IN DEPTH BY 6-INCHES AND THE OVERALL WIDTH MUST PROVIDE A 26-FOOT CLEAR OPENING BETWEEN RAILS. THE ROAD FINISH GRADE ELEVATION WILL BE HELD, WITH ADJUSTMENTS MADE TO SUBSTRUCTURE ELEVATIONS. IF AN ALTERNATE SECTION IS PROPOSED, SUBSTRUCTURE ELEVATIONS WILL CHANGE. THIS WILL RESULT IN NECESSARY MODIFICATIONS TO THE END DIAPHRAGM AND WINGWALLS. THE PILE CAP DIMENSIONS SHALL REMAIN THE SAME. CONTRACTOR SHALL SUBMIT AN INSTALLATION PLAN DETAILING ALL STEPS NECESSARY IN THE TRANSPORT, PLACEMENT AND INSTALLATION OF ALL PRECAST BRIDGE ELEMENTS. INSTALLATION PLAN SHALL INCLUDE ALL NECESSARY EQUIPMENT AND ANY ADDITIONAL WORK NECESSARY TO ACCOMMODATE SPECIAL EQUIPMENT. INSTALLATION PLAN IS INCIDENTAL TO ITEM 55305. CONTRACTOR SHALL SUPPLY AND INSTALL A TEMPORARY DETOUR STRUCTURE FOR THE DURATION OF THE PROJECT. THE DETOUR STRUCTURE SHALL BE CAPABLE OF ACCOMMODATING HL-93 LOADING CRITERIA. THE CONTRACTOR SHALL SUBMIT FULL DRAWINGS FOR THE DETOUR STRUCTURE TO THE C.O. AT LEAST FOUR WEEKS PRIOR TO ANY DEMOLITION OCCURRING ON THE EXISTING BRIDGE. DETOUR BRIDGE MUST BE PLACED WITHIN THE CONSTRUCTION LIMITS SHOWN IN THE PLANS. REFER TO FSSS 156 AND SHEETS 17-18 FOR ADDITIONAL DETAILS. 17-18 FOR ADDITIONAL DETAILS. -18 FOR ADDITIONAL DETAILS. 18 FOR ADDITIONAL DETAILS. FOR ADDITIONAL DETAILS. THE CONTRACTOR IS RESPONSIBLE FOR THE DEMOLITION & DISPOSAL OF THE EXISTING BRIDGE. THE EXISTING TIMBER PIER PILES SHALL BE EITHER REMOVED IN THEIR ENTIRETY OR CUT OFF 3' BELOW EXISTING GROUND OR STREAMBED ELEVATION. THE PILES AT THE END ABUTMENTS SHALL BE CUT OFF 2' BELOW EXISTING GROUND ELEVATION. THE CONTRACTOR IS RESPONSIBLE FOR REMOVING THE CONCRETE AT THE BASE OF BENT NO. 5 OF THE EXITING BRIDGE IN ITS ENTIRETY (LOCATIONS SHOWN ON DRAWINGS). CONTRACTOR WILL BE REQUIRED TO SUBMIT A BRIDGE REMOVAL PLAN TO C.O. FOR APPROVAL. THESE COMPONENTS AND THE REST OF THE BRIDGE SHALL BE REMOVED AND DISPOSED OF IN ACCORDANCE WITH ALL LOCAL, STATE AND FEDERAL GUIDELINES.

AutoCAD SHX Text 2:1

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NOT TO SCALE

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CRUSHED AGGREGATE, 6" COMPACTED DEPTH

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ROADWAY

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PROFILE GRADE

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3" COMPACTED DEPTH HOT ASPHALT PAVEMENT

AutoCAD SHX Text 2%

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CRUSHED AGGREGATE, 9" COMPACTED DEPTH (SHOULDER AND GUARDRAIL WIDENING)

2:1 (TYP.)

PROFILE VIEW OF ROAD NO. 36 - STA. 17+00 TO STA. 22+00

PLAN VIEW OF ROAD NO. 36 - STA. 17+00 TO 22+00

N O

R T

WOLF CREEK BRIDGE REPLACEMENT

ROAD PLAN & PROFILE

ROAD NO. 36 - M.P. 6.7

KOOTENAI NATIONAL FOREST

1-17300

SEPTEMBER 14,

SHEET NO.

GCG

KFY

RME

engineering

2501 BELT VIEW DRIVE

HELENA, MT 59601

(406)449-8627

PREPARED BY:

REGION ONE

PROJECT:

DESIGNED:

DRAWN:

DESIGN CHECKED:

DRAWING CHECKED:

DATE: NO. DATEBYREVISION DESCRIPTION

DRAWING NO. R2244

ROAD NO. 36

KCP2

CP4

CP3

CONTROL POINT

COORDINATE TABLE

POINT NORTHING EASTING ELEVATION DESCRIPTION

CP1

1,513,083.46 592,710.58

2800.40 REBAR W/RPC

CP2

1,513,036.18 592,854.57

2785.45 REBAR W/RPC

CP3

1,513,134.25 593,105.97

2790.48 REBAR W/RPC

CP4

1,513,092.69 592,971.70

2788.91 REBAR W/RPC

CP99

1,513,185.61 592,971.04

2782.76 REBAR W/RPC

CP99

ROADWAY CENTERLINE

COORDINATE STAKING TABLE

DESCRIPTION NORTHING EASTING ELEVATION

STA. 17+39.00

BEGIN ROADWORK, BEGIN TRANSITION

TO TYPICAL ROADWAY SECTION

1,513,038.184 592,807.474 2,786.395

STA. 17+64.00

1,513,047.655 592,830.611 2,786.793

STA. 17+85.00

END TRANSITION, BEGIN TYPICAL

ROADWAY SECTION

1,513,055.610 592,850.046 2,787.127

STA. 18+10.00

1,513,065.080 592,873.183 2,787.525

STA. 18+25.67

START OF WINGWALL

1,513,071.014 592,887.682 2,787.774

STA. 18+35.33

BRIDGE CL

1,513,074.676 592,896.628 2,787.928

STA. 19+57.32

BRIDGE CL

1,513,120.885 593,009.522 2,789.868

STA. 19+66.98

END OF WINGWALL, BEGIN GUARDRAIL

WIDENING, BEGIN TRANSITION TO

TURNOUT

1,513,124.545 593,018.464 2,790.022

STA. 19+90.00

1,513,133.265 593,039.768 2,790.388

STA. 20+10.00

BEGIN FULL WIDTH TURNOUT

1,513,140.841 593,058.278 2,790.706

STA. 20+50.00

1,513,155.994 593,095.297 2,791.343

STA. 20+85.00

END FULL WIDTH TURNOUT, BEGIN

TRANSITION TO NORMAL ROADWAY

WIDTH

1,513,169.252 593,127.688 2,791.899

STA. 21+00.00

END TYPICAL ROADWAY SECTION,

BEGIN TRANSITION TO MATCH EXISTING

1,513,174.934 593,141.571 2,792.138

STA. 21+20.00

1,513,182.510 593,160.080 2,792.456

STA. 21+50.00

END ROADWORK, MATCH EXISTING

ROADWAY WIDTH

1,513,193.874 593,187.844 2,792.933

TO LIBBY

SURVEY NOTES:

NOTES:

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SCALE IN FEET

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NEW BULB TEE BRIDGE, 122'-0" -TO- SPAN, 26'-0" USABLE WIDTH.

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APPROXIMATE EXISTING RIPRAP EXTENTS (TYP.)

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NEW ASPHALT (3" DEPTH) AT APPROACHES, TYPICAL.

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REMOVE AND DISPOSE OF EXISTING 5-SPAN TIMBER BRIDGE (117' TOTAL SPAN)

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EXISTING CHANNEL BOTTOM

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EXISTING RIPRAP, TYPICAL.

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BEGIN PROJECT STA. 17+39.00 (MATCH EXISTING) BEGIN 45' TRANSITION

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END PROJECT STA. 21+50.00 (MATCH EXISTING) END 50' TRANSITION

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EXISTING EDGE OF ROADWAY (TYP.)

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EXISTING GROUND ALONG ROADWAY

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FINISHED GRADE ALONG ROADWAY

AutoCAD SHX Text 26'-0"

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APPROXIMATE APPROACH RAIL GRAVEL WIDENING EXTENTS, TYPICAL.

AutoCAD SHX Text 26'-0"

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37.5' APPROACH RAIL SECTION, TYPICAL EACH BRIDGE CORNER

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APPROXIMATE CONSTRUCTION LIMITS, TYPICAL.

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SURVEYED EDGE OF WATER, 11/1/2017

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EXISTING WIRE FENCE, TYPICAL

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EXISTING ACCESS ROAD

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REMOVE AND DISPOSE OF EXISTING 5-SPAN TIMBER BRIDGE (117' FOOT TOTAL SPAN)

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CP1 ~40' WEST

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EXISTING TURNOUT

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75'-0" NEW TURNOUT WIDENING

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75'-0" NEW TURNOUT WIDENING

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NEW BULB TEE BRIDGE, 122'-0" -TO- SPAN, 26'-0" USABLE WIDTH.

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9" DEPTH GRAVEL SURFACING TYPICAL AT TURNOUT AND GUARDRAIL WIDENING

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NEW CLASS 1 RIPRAP

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SAWCUT EXISTING PAVEMENT

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SAWCUT EXISTING PAVEMENT

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20" STEELPIPE PILE (TYP.)

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1. THIS PROJECT IS ON THE MONTANA COORDINATE SYSTEM NAD83-2011. NORTHING AND EASTING THIS PROJECT IS ON THE MONTANA COORDINATE SYSTEM NAD83-2011. NORTHING AND EASTING COORDINATES AND ELEVATIONS ARE EXPRESSED IN UNITS OF INTERNATIONAL FEET. 2. DIMENSIONS SHOWN ON THE PLANS ARE GRID. ALL SURVEY AND STAKING REQUIRE THE USE OF DIMENSIONS SHOWN ON THE PLANS ARE GRID. ALL SURVEY AND STAKING REQUIRE THE USE OF A COMBINATION SCALE FACTOR (CSF) TO CONVERT GRID DIMENSIONS TO GROUND DIMENSIONS (GRID DISTANCE/CSF = GROUND DISTANCE). THE CSF FOR THIS PROJECT IS 0.999501772. 3. ELEVATIONS ARE REFERNCED TO NAVD88 VERTICAL DATUM.ELEVATIONS ARE REFERNCED TO NAVD88 VERTICAL DATUM.

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1. STRUCTURE EXCAVATION QUANTITIES DO NOT STRUCTURE EXCAVATION QUANTITIES DO NOT INCLUDE ANTICIPATED ASPHALT REMOVAL. EXISTING ASPHALT DEPTH ASSUMED TO BE 4". CONTRACTOR TO VERIFY ASPHALT DEPTH. 2. NO UTILITIES WERE IDENTIFIED ON-SITE FROM NO UTILITIES WERE IDENTIFIED ON-SITE FROM THE BEST INFORMATION AVAILABLE. INFORMATION IS APPROXIMATE AND MAY BE INCOMPLETE. FOR ACCURATE LOCATIONS, CONTRACTOR SHALL CONTACT, PRIOR TO EXCAVATION, UNDERGROUND UTILITIES LOCATION CENTER.

AutoCAD SHX Text

CONTRACTOR TO INSTALL NEW "RANGE CATTLE" SIGN ON 10' TIMBER POST

RANGE CATTLE

BRIDGE - PLAN

BRIDGE PLAN & ELEVATION

ROAD NO. 36 - M.P. 6.7

KOOTENAI NATIONAL FOREST

1-17300

SEPTEMBER 14,

SHEET NO.

GCG

KFY

RME

engineering

2501 BELT VIEW DRIVE

HELENA, MT 59601

(406)449-8627

PREPARED BY:

REGION ONE

PROJECT:

DESIGNED:

DRAWN:

DESIGN CHECKED:

DRAWING CHECKED:

DATE: NO. DATEBYREVISION DESCRIPTION

DRAWING NO. R2244

BRIDGE - ELEVATION

STRUCURE EXCAVATION NOTES:

STRUCTURAL BACKFILL:

ASPHALT JOINT:

ESTIMATED QUANTITIES

STRUCTURE EXCAVATION 470 CY

STRUCTURAL BACKFILL 245 CY

CLASS 1 RIPRAP 110 CY

ABUTMENT NO. 1

(WEST ABUTMENT)

ABUTMENT NO. 2

(EAST ABUTMENT)

N O

R T

NOTE:

TYPE 3 OBJECT MARKER DETAIL

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SCALE IN FEET

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SHOWN ALONG ROADWAY CENTERLINE

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SCALE: 1" = 20'

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122'-0" BEARING TO BEARING (SLOPE DISTANCE)

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122'-0" BEARING TO BEARING (SLOPE DISTANCE)

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124'-8" OUT-TO-OUT END DIAPHRAGM (SLOPE DISTANCE)

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124'-8" OUT-TO-OUT END DIAPHRAGM (SLOPE DISTANCE)

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123'-8" STEM END TO STEM END (SLOPE DISTANCE)

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123'-8" STEM END TO STEM END (SLOPE DISTANCE)

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1. STRUCTURE EXCAVATION SHALL BE COMPLETED IN ACCORDANCE WITH FP-14, SECTION 208. STRUCTURE EXCAVATION SHALL BE COMPLETED IN ACCORDANCE WITH FP-14, SECTION 208. 2. LIMITS SHOWN ARE MINIMUM EXCAVATION REQUIREMENTS BASED ON ENGINEER'S DETERMINATION OF OSHA LIMITS SHOWN ARE MINIMUM EXCAVATION REQUIREMENTS BASED ON ENGINEER'S DETERMINATION OF OSHA SOIL TYPE C AND OSHA EXCAVATION REQUIREMENTS. DETERMINATION IS BASED ON LIMITED DATA (SOIL BORINGS, SHEETS 13-14) AND ACTUAL SITE CONDITIONS MAY VARY. 13-14) AND ACTUAL SITE CONDITIONS MAY VARY. -14) AND ACTUAL SITE CONDITIONS MAY VARY. 14) AND ACTUAL SITE CONDITIONS MAY VARY. ) AND ACTUAL SITE CONDITIONS MAY VARY. 3. STRUCTURE EXCAVATION QUANTITY SHOWN IS FOR INFORMATION ONLY BASED ON THE LIMITS SHOWN. STRUCTURE EXCAVATION QUANTITY SHOWN IS FOR INFORMATION ONLY BASED ON THE LIMITS SHOWN. CONTRACTOR IS RESPONSIBLE FOR DETERMINING ACTUAL QUANTITIES BASED ON THEIR OWN EXCAVATION PLAN. 4. CONTRACTOR SHALL SUBMIT EXCAVATION PLAN TO C.O. FOR APPROVAL. PLAN SHALL INCLUDE DRAWINGS AND CONTRACTOR SHALL SUBMIT EXCAVATION PLAN TO C.O. FOR APPROVAL. PLAN SHALL INCLUDE DRAWINGS AND WRITTEN OUTLINE ILLUSTRATING AND DESCRIBING PROPOSED EXCAVATION LIMITS, METHODS, EQUIPMENT, LOCATION OF STOCKPILES, AND ESTIMATED QUANTITIES AND COMPLY WITH OSHA EXCAVATION SOIL TYPING AND REQUIREMENTS. CHANGES TO THE EXCAVATION LIMITS SHOWN ON THIS SHEET FOR CONTRACTOR CONVENIENCE MUST BE SHOWN ON THE PLAN AND ARE THE RESPONSIBILITY OF THE CONTRACTOR AND INCIDENTAL TO THE WORK. 5. EXCESS STRUCTURE EXCAVATION MATERIAL SHALL BE DISPOSED OF PROPERLY OFF-SITE BY THE EXCESS STRUCTURE EXCAVATION MATERIAL SHALL BE DISPOSED OF PROPERLY OFF-SITE BY THE CONTRACTOR FOLLOWING ALL LOCAL, STATE AND FEDERAL REGULATIONS. 1. STRUCTURAL BACKFILL MATERIAL SHALL BE COMPACTED IN ACCORDANCE WITH FP-14 208 (AASHTO T99, STRUCTURAL BACKFILL MATERIAL SHALL BE COMPACTED IN ACCORDANCE WITH FP-14 208 (AASHTO T99, METHOD C). SAMPLING AND TESTING IS REQUIRED PER FP-14 TABLE 208-1 FOR STRUCTURAL BACKFILL. ALL BACKFILL MATERIAL SHALL BE IMPORTED. 2. STRUCTURAL BACKFILL LIMITS SHOWN ARE MINIMUM REQUIREMENTS. STRUCTURAL BACKFILL LIMITS SHOWN ARE MINIMUM REQUIREMENTS. 3. ANY BACKFILL OUTSIDE THE SHOWN LIMITS SHALL BE CONSIDERED ROADWAY EMBANKMENT AND MUST MEET ANY BACKFILL OUTSIDE THE SHOWN LIMITS SHALL BE CONSIDERED ROADWAY EMBANKMENT AND MUST MEET THE REQUIREMENTS FOR EMBANKMENT. 1. AFTER PLACING THE PLANT MIX SURFACING, MAKE A SAWCUT ¼" WIDE BY 1 " DEEP TRANSVERSELY AT THE AFTER PLACING THE PLANT MIX SURFACING, MAKE A SAWCUT ¼" WIDE BY 1 " DEEP TRANSVERSELY AT THE 38" DEEP TRANSVERSELY AT THE END OF THE END DIAPHRAGM. ROUTE THE SAWCUT TO PRODUCE A STRAIGHT, FLAT-BOTTOMED RESERVOIR 1 12" DEEP WITH VERTICAL WALLS AND " WIDE. SAWCUT AND ROUTE WHEN THE ROADWAY IS DRY. REMOVE 38" WIDE. SAWCUT AND ROUTE WHEN THE ROADWAY IS DRY. REMOVE THE ROUTED MATERIAL FROM THE ROADWAY AND DISPOSE BEFORE OPENING THE ROADWAY TO TRAFFIC. 2. ENSURE THAT THE RESERVOIR AND JOINT ARE DRY AND FREE OF DUST, DIRT AND LOOSE MATERIALS ENSURE THAT THE RESERVOIR AND JOINT ARE DRY AND FREE OF DUST, DIRT AND LOOSE MATERIALS IMMEDIATELY BEFORE APPLYING THE SEALANT. 3. PLACE SEALANT MATERIAL WITHIN 72 HOURS OF ROUTING THE JOINT. FOLLOW THE SEALANT MANUFACTURER'S PLACE SEALANT MATERIAL WITHIN 72 HOURS OF ROUTING THE JOINT. FOLLOW THE SEALANT MANUFACTURER'S HANDLING, MIXING AND APPLICATION TEMPERATURE REQUIREMENTS. FILL THE ROUTED RESERVOIR FLUSH TO THE TOP USING A PRESSURE APPLICATOR. DO NOT OPEN THE COMPLETED WORK TO TRAFFIC UNTIL THE SEALANT HAS CURED TO THE POINT THAT IT WILL NOT TRACK. REPAIR OR REPLACE ALL SEAL WORK DAMAGED BY TRAFFIC AT NO EXPENSE. 4. DO NOT ROUT WHEN THE MAT TEMPERATURE IS BELOW 35°F. APPLY THE SEALANT ONLY WHEN THE ROADWAY DO NOT ROUT WHEN THE MAT TEMPERATURE IS BELOW 35°F. APPLY THE SEALANT ONLY WHEN THE ROADWAY SURFACE TEMPERATURE IS BETWEEN 35°F AND 120° F. 5. USE SEALANT MEETING FP-14 712.01(A)(1) MEETING ASTM D6690 REQUIREMENTS. USE SEALANT MEETING FP-14 712.01(A)(1) MEETING ASTM D6690 REQUIREMENTS. 6. SUBMIT PRODUCT DOCUMENTATION FOR THE JOINT SEALANT AT LEAST ONE WEEK PRIOR TO INTENDED SUBMIT PRODUCT DOCUMENTATION FOR THE JOINT SEALANT AT LEAST ONE WEEK PRIOR TO INTENDED PLACEMENT. 7. ALL JOINT RELATED WORK IS INCIDENTAL TO ITEM 40304. ALL JOINT RELATED WORK IS INCIDENTAL TO ITEM 40304.

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124'-8" OUT-TO-OUT END DIAPHRAGM (SLOPE DISTANCE)

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124'-8" OUT-TO-OUT END DIAPHRAGM (SLOPE DISTANCE)

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122'-0" BEARING TO BEARING (SLOPE DISTANCE)

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122'-0" BEARING TO BEARING (SLOPE DISTANCE)

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CONCRETE CURB (TYP.)

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APPROACH GUARDRAIL

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APPROACH GUARDRAIL

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STA. 18+35.33 BEARING F.G ELEVATION AT BRIDGE = 2787.93

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STA. 19+57.32 BEARING F.G ELEVATION AT BRIDGE = 2789.87

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T101 BRIDGE RAIL SYSTEM

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EXISTING RIPRAP (APPROXIMATELY CLASS 6)

AutoCAD SHX Text NEW CLASS 1 RIPRAP (TYP.) EXCAVATION FOR RIPRAP IS INCIDENTAL TO RIPRAP INSTALLATION.

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REMOVE AND DISPOSE OF EXISTING 5-SPAN TIMBER BRIDGE

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EXISTING GROUND (TYP.)

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FINISHED GRADE ALONG ROADWAY

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STRUCTURAL BACKFILL (TYP.)

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STRUCTURE EXCAVATION LIMITS (TYP.)

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STRUCTURE & ROADWAY

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CAST IN PLACE END DIAPHRAGM INTEGRAL WITH CAST-IN-PLACE WINGWALLS

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CAST-IN-PLACE PILE CAP (TYP.)

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AutoCAD SHX Text FLANGE/WELD TIE SPACING TO BE DETERMINED BY MANUFACTURER (TYP.) CONTRACTOR TO COMPLETE CONNECTIONS. SEE DETAIL

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EMBED END BRIDGE RAIL POST ANCHORS IN WINGWALL. (TYP. OF 8)

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CONCRETE CURB, PLANT CAST ON BEAMS. (TYP.)

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INTERMEDIATE DIAPHRAGM (TYP.)

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20" STEEL PIPE PILE (TYP.)

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CONCRETE PILE ENCASEMENT AT BASE OF BENT NO. 5 TO BE REMOVED

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TYPE 3 OBJECT MARKER

AutoCAD SHX Text TYPE 3 OBJECT MARKERS SHALL BE 12" x 36" AND COLORED YELLOW AND BLACK. MATERIAL SHALL MEET MUTCD OM-3L OR OM-3R SPECIFICATIONS. FASTEN TO POST W/ (2) 1/4"MACHINE BOLTS W/ WASHERS. FIELD DRILL BOLT HOLES. INSTALL POSTS SUCH THAT THE INSIDE EDGE OF THE REFLECTORIZED PANEL IS IN LINE WITH THE INSIDE EDGE OF THE CURB.

AutoCAD SHX Text 4x4 ROUGH SAWN TREATED TIMBER POST

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CONCRETE BULB TEE

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NOT TO SCALE

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WINGWALL

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WINGWALL

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BEARING STA. 19+57.32

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BEARING STA. 18+35.33

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INTERMEDIATE DIAPHRAGM (TYP. AT 1/3 POINTS) SEE DETAIL

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Q100 WATER SURFACE ELEVATION = 2771.74 AT UPSTREAM BRIDGE FACE

AutoCAD SHX Text CONTRACTOR TO SAWCUT ASPHALT CONTROL JOINT AT BOTH BRIDGE ENDS. SAWCUT SHALL BE LOCATED AT FILL FACE OF ABUTMENT END DIAPHRAGM. REFER TO NOTES ON THIS SHEET.

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TYPE 3 OBJECT MARKER (TYP. OF 4)

CUT OFF END ABUTMENT PILES 2' BELOW GROUND (TYP.)

FOUNDATION PLAN

N O

R T

WOLF CREEK BRIDGE REPLACEMENT

FOUNDATION PLAN

ROAD NO. 36 - M.P. 6.7

KOOTENAI NATIONAL FOREST

1-17300

SEPTEMBER 14,

SHEET NO.

GCG

KFY

RME

engineering

2501 BELT VIEW DRIVE

HELENA, MT 59601

(406)449-8627

PREPARED BY:

REGION ONE

PROJECT:

DESIGNED:

DRAWN:

DESIGN CHECKED:

DRAWING CHECKED:

DATE: NO. DATEBYREVISION DESCRIPTION

DRAWING NO. R2244

NOTE:

PILE INFORMATION

LOCATION

ROADWAY

STATION

DESIGN PILE TIP

ELEVATION

PILE CUTOFF

ELEVATION

PILE LENGTH

(FT)

REQUIRED

BEARING

RESISTANCE

DURING DRIVING

ABUTMENT NO. 1 18+35.33 2748.00 2779.59 31.59 366.1 KIPS

ABUTMENT NO. 2 19+57.32 2741.00 2781.53 40.53 366.1 KIPS

PILE NOTES:

E E

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SCALE IN FEET

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122'-0" BEARING TO BEARING (SLOPE DISTANCE)

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122'-0" BEARING TO BEARING (SLOPE DISTANCE)

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DIMENSIONS SHOWN FOR ABUTMENT NO. 1 ARE TYPICAL FOR ABUTMENT NO. 2.

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BOREHOLE ST-2

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BOREHOLE ST-1

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ABUTMENT NO. 1 STA. 18+35.33

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ABUTMENT NO. 2 STA. 19+57.32

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ROADWAY & STRUCTURE

AutoCAD SHX Text 20" x 12" THICKNESS STEEL PIPE PILE WITH STEEL CONICAL DRIVING POINT (TYP.)

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1. FILL THE STEEL PIPE PILES WITH CLASS A(AE) OR C(AE) CONCRETE MEETING THE FILL THE STEEL PIPE PILES WITH CLASS A(AE) OR C(AE) CONCRETE MEETING THE REQUIREMENTS OF FP-14, SECTION 552. INCLUDE THE COST OF FILLER CONCRETE IN THE BID FOR STEEL PIPE PILES, IN PLACE. WAIT A MINIMUM OF ONE DAY BEFORE POURING THE WAIT A MINIMUM OF ONE DAY BEFORE POURING THE WAIT A MINIMUM OF ONE DAY BEFORE POURING THE CAST-IN-PLACE PILE CAP. 2. THE CONTRACTOR SHALL DYNAMIC TEST ONE DESIGNATED PILE AT EACH ABUTMENT (LOCATION THE CONTRACTOR SHALL DYNAMIC TEST ONE DESIGNATED PILE AT EACH ABUTMENT (LOCATION CONFIRMED BY THE CO) AND PERFORM A WAVE ANALYSIS. DYNAMIC TESTING AND WAVE ANALYSIS SHALL BE COMPLETED BY THE SAME SUBCONTRACTOR. WORK SHALL BE PERFORMED UNDER AND SEALED BY A LICENSED PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF MONTANA. THE SUBCONTRACTOR PERFORMING THE DYNAMIC TESTING SHALL BE ON-SITE DURING PILE DRIVING TO MONITOR AND RECORD PILE DRIVING LOGS FOR ALL PILES. PROVIDE PILE DRIVING LOGS TO THE C.O. INCLUDE ALL COSTS FOR PILE PILE DRIVING MONITORING IN PAY ITEM 55106. 3. DO NOT ADVANCE OR DRIVE ANY PILE UNTIL DYNAMIC TEST PILE IS COMPLETE AND DO NOT ADVANCE OR DRIVE ANY PILE UNTIL DYNAMIC TEST PILE IS COMPLETE AND APPROVED BY THE C.O. 4. THE FINE-GRAINED SILTY SOILS WILL BE DISTURBED DURING DRIVING, THEREFORE, A REDRIVE THE FINE-GRAINED SILTY SOILS WILL BE DISTURBED DURING DRIVING, THEREFORE, A REDRIVE SHOULD BE PERFORMED A MINIMUM OF 24 HOURS AFTER THE INITIAL DRIVE TO ALLOW FOR EXCESS PORE PRESSURES TO DISSIPATE AND THE SOIL TO "SET UP." 5. THE FOUNDATION PLAN SHOWS APPROXIMATE LOCATIONS WHERE SK GEOTECHNICAL DRILLED THE FOUNDATION PLAN SHOWS APPROXIMATE LOCATIONS WHERE SK GEOTECHNICAL DRILLED BOREHOLES (ST-1, ST-2). SEE SHEETS 13-14 FOR THE BORING LOGS AND ADDITIONAL 13-14 FOR THE BORING LOGS AND ADDITIONAL -14 FOR THE BORING LOGS AND ADDITIONAL 14 FOR THE BORING LOGS AND ADDITIONAL FOR THE BORING LOGS AND ADDITIONAL SUBSURFACE INFORMATION. 6. STEEL PILES SHALL BE FITTED WITH STEEL CONICAL DRIVING POINTS. SEE MDT STANDARD STEEL PILES SHALL BE FITTED WITH STEEL CONICAL DRIVING POINTS. SEE MDT STANDARD DRAWING PSD - STANDARD PILE SPLICE DETAILS AND PILE TIPS. PSD - STANDARD PILE SPLICE DETAILS AND PILE TIPS. . [INCLUDE ANY OF THESE NOTES FRM THE GEOTECH REPORT?] 7. *Includes a resistance factor of 0.65, per AASHTO LRFD 2012, requires dynamic pile load *Includes a resistance factor of 0.65, per AASHTO LRFD 2012, requires dynamic pile load test and redrives. **Pile lengths are inherently variable and depend on many factors, such as soil strength, depth to a dense stratum, soil disturbance, and time-dependent effects. Pay items should be included for splicing and driving additional pile length, and a contingency should be provided. 8. AASHTO Site Class: Stiff Soil Profile, Site Class D AASHTO Site Class: Stiff Soil Profile, Site Class D 9. Settlement: Anticipated settlement of driven pile will be less than 1 inch. Settlement of Settlement: Anticipated settlement of driven pile will be less than 1 inch. Settlement of soil behind bridge end will be more, estimate 1 to 2 inches. 10. Pile Hammer: Provide hammer capable of driving pile to minimum nominal (ultimate) Pile Hammer: Provide hammer capable of driving pile to minimum nominal (ultimate) capacity without damaging the pile. Submit pile hammer data for wave equation analysis, review, and approval. Per FP-14 551.05. 11. Minimum Yield Strength: 45 ksi per FP-14 715.05 Minimum Yield Strength: 45 ksi per FP-14 715.05 12. Toe Protection: Steel conical driving point Toe Protection: Steel conical driving point 13. Abutment Depth: Minimum of 5 feet of earth cover behind wall and 2 feet in front of Abutment Depth: Minimum of 5 feet of earth cover behind wall and 2 feet in front of wall. 14. Concrete: Type I/II cement Concrete: Type I/II cement

SURVEYED EDGE OF WATER, 11/1/2017

RIPRAP PLAN

N O

R T

WOLF CREEK BRIDGE REPLACEMENT

RIPRAP DETAILS

ROAD NO. 36 - M.P. 6.7

KOOTENAI NATIONAL FOREST

1-17300

SEPTEMBER 14,

SHEET NO.

GCG

KFY

RME

engineering

2501 BELT VIEW DRIVE

HELENA, MT 59601

(406)449-8627

PREPARED BY:

REGION ONE

PROJECT:

DESIGNED:

DRAWN:

DESIGN CHECKED:

DRAWING CHECKED:

DATE: NO. DATEBYREVISION DESCRIPTION

DRAWING NO. R2244

E E

ABUTMENT NO. 1 ABUTMENT NO. 2

ABUTMENT NO. 1 RIPRAP SECTION ABUTMENT NO. 2 RIPRAP SECTION

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SCALE IN FEET

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122'-0" BEARING TO BEARING (SLOPE DISTANCE)

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122'-0" BEARING TO BEARING (SLOPE DISTANCE)

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ABUTMENT NO. 1 STA. 18+35.33

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ABUTMENT NO. 2 STA. 19+57.32

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ROADWAY & STRUCTURE

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CAST-IN-PLACE WINGWALL (TYP.)

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CAST-IN-PLACE WINGWALL (TYP.)

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EXISTING RIPRAP (TYP.)

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NEW CLASS 1 RIPRAP

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NEW CLASS 1 RIPRAP

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(LEVEL)

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(LEVEL)

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(LEVEL)

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(LEVEL)

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SCALE: 1" = 5'-0"

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NEW CLASS 1 RIPRAP

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SCALE: 1" = 5'-0"

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AutoCAD SHX Text EXISTING RIPRAP (REWORK AS NECESSARY TO FACILITATE TRANSITION TO NEW CLASS 1 RIPRAP (INCIDENTAL TO ITEM 25101)

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(LEVEL)

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(LEVEL)

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(LEVEL)

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(LEVEL)

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CAST-IN-PLACE CONCRETE PILE CAP

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CAST-IN-PLACE CONCRETE PILE CAP

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VARIES

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VARIES

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SURVEYED EDGE OF WATER, 11/1/2017

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NEW CLASS 1 RIPRAP

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NEW CLASS 1 GEOTEXTILE

ABUTMENT NO. 1 & 2 PLAN

ABUTMENT PLAN AND ELEVATION

ROAD NO. 36 - M.P. 6.7

KOOTENAI NATIONAL FOREST

1-17300

SEPTEMBER 14,

SHEET NO.

GCG

KFY

RME

engineering

2501 BELT VIEW DRIVE

HELENA, MT 59601

(406)449-8627

PREPARED BY:

REGION ONE

PROJECT:

DESIGNED:

DRAWN:

DESIGN CHECKED:

DRAWING CHECKED:

DATE: NO. DATEBYREVISION DESCRIPTION

DRAWING NO. R2244

ABUTMENT NO. 1 & 2 ELEVATION

TABLE OF ELEVATIONS

ELEVATION ABUTMENT NO. 1 ABUTMENT NO. 2

A 2787.93 2789.87

B 2781.72 2783.66

C 2787.67 2789.61

D 2781.43 2783.37

E 2779.59 2781.53

F 2778.09 2780.03

NOTE: ELEVATIONS MEASURED ALONG CENTERLINE BEARING

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SCALE: 3/16" = 1'-0"

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SCALE: 3/16" = 1'-0"

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SHOWN ALONG PILE CAP CENTERLINE

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ELEVATION F B.O. PILE CAP ELEVATION

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ELEVATION C T.O. WALL AT EDGE OF BRIDGE

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ELEVATION D T.O. PILE CAP ELEVATION AT EDGE OF PILE CAP

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ELEVATION B

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ELEVATION A

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EXISTING GROUND ALONG BEARING AT ABUTMENT NO. 2

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EXISTING GROUND ALONG BEARING AT ABUTMENT NO. 1

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29'-4" (OUT-TO-OUT PILE CAP & WINGWALLS)

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29'-4" (OUT-TO-OUT PILE CAP & WINGWALLS)

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ROADWAY & STRUCTURE

AutoCAD SHX Text 8'-4"

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BLOCKOUT AREA DIRECTLY IN FRONT OF SHOE TO KEEP CLEAR OF CONCRETE (TYP.)

AutoCAD SHX Text METAL EXPANSION CAP. SMOOTH BAR THROUGH SHOE (TYP.). ADJUST PILE CAP REINFORCING ACCORDINGLY SO IT DOES NOT INTERFERE WITH EXPANSION CAP PLACEMENT.

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ROADWAY & STRUCTURE

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WELD TIE CONNECTION (TYP.) SEE DETAIL

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BEARING PILE CAP

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CAST-IN-PLACE CONCRETE PILE CAP

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FIXED SHOE (TYP.) SEE DETAIL

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END OF TOP FLANGE

AutoCAD SHX Text 14" x 3" LAYER OF EXPANSION JOINT FILLER AND CONTINUOUS NEOPRENE WATERSTOP. SEE DETAIL

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AutoCAD SHX Text 14" x 3" LAYER OF EXPANSION JOINT FILLER

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ELEVATION E PILE CUTOFF ELEVATION

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BW5 ~ (2) BAR BUNDLE #6 CONTINUOUS BARS THROUGH BEAM STEMS

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12" CHAMFER

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C2 ~ #5 OPEN BOTTOM STIRRUP (TYP. CENTERED OVER PILES)

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C1 ~ #5 HOOP STIRRUPS (TYP.)

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C7 ~ (6) #4 BAR CONTINUOUS ALONG TOP OF CAP

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C6 ~ #4 U-BAR (MATCH #5 STIRRUP SPACING)

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AutoCAD SHX Text 2%

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FILL FACE OF WINGWALL (TYP.)

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NEAR FACE OF WINGWALL (TYP.)

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FILL FACE OF ABUTMENT

NEAR FACE OF ABUTMENT

FOUNDATION DETAILS

ROAD NO. 36 - M.P. 6.7

KOOTENAI NATIONAL FOREST

1-17300

SEPTEMBER 14,

SHEET NO.

GCG

KFY

RME

engineering

2501 BELT VIEW DRIVE

HELENA, MT 59601

(406)449-8627

PREPARED BY:

REGION ONE

PROJECT:

DESIGNED:

DRAWN:

DESIGN CHECKED:

DRAWING CHECKED:

DATE: NO. DATEBYREVISION DESCRIPTION

DRAWING NO. R2244

PILE CAP SECTION PILE CAP SECTION - OVER PILE

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C6 ~ #4 U-BARS. MATCH C1/C2 STIRRUP SPACING.

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C1 ~ #5 HOOP STIRRUPS @ ~12" O.C.

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C3 ~ #6 BOTTOM BARS CONTINUOUS ACROSS BOTTOM OF CAP, SPACED AS SHOWN (TYP.)

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C3 ~ #6 BARS, TYPICAL BOTH SIDES

AutoCAD SHX Text SMOOTH BAR WITH METAL EXPANSION CAP. EMBED METAL EXPANSION CAP 1'-6" INTO PILE CAP. SEE DETAILS

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4" NEOPRENE WATERSTOP.

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PROVIDE TWO LAYERS OF TAR PAPER UNDER CAST-IN-PLACE END DIAPHRAGM

AutoCAD SHX Text 14"x3" LAYER OF EXPANSION JOINT FILLER (TYP. AROUND PERIMETER OF CAST-IN-PLACE END DIAPHRAGM INTERFACE OVER CAP)

AutoCAD SHX Text C7 ~ (6) #4 BARS CONTINUOUS ACROSS TOP OF CAP TO FORM CROWN, SPACED EVENLY. FIELD BEND TO ACHIEVE CROWN.

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C3 ~ (6) #6 BARS CONTINUOUS ACROSS TOP OF CAP, SPACED EVENLY

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C2 ~ #5 OPEN BOTTOM STIRRUPS CENTERED OVER PILES

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4" NEOPRENE WATERSTOP.

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PROVIDE TWO LAYERS OF TAR PAPER UNDER CAST-IN-PLACE END DIAPHRAGM

AutoCAD SHX Text 14"x3" LAYER OF EXPANSION JOINT FILLER (TYP. AROUND PERIMETER OF CAST-IN-PLACE END DIAPHRAGM INTERFACE OVER CAP)

AutoCAD SHX Text 1/2" = 1'-0"

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C4 ~ #6 BARS BETWEEN PILES, C5 ~ #6 BARS AT EDGE OF CAP, SPACED AS SHOWN

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20" STEELPIPE PILES

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C6 ~ #4 U-BARS. MATCH C1/C2 STIRRUP SPACING.

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#6 BOTTOM BARS CONTINUOUS ACROSS BOTTOM OF CAP, SPACED AS SHOWN (TYP.)

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C3 ~ #6 BARS, TYPICAL BOTH SIDES

AutoCAD SHX Text C7 ~ (6) #4 BARS CONTINUOUS ACROSS TOP OF CAP TO FORM CROWN, SPACED EVENLY. FIELD BEND TO ACHIEVE CROWN.

C3 ~ (6) #6 BARS CONTINUOUS ACROSS TOP OF CAP, SPACED EVENLY

WINGWALL DETAILS

ROAD NO. 36 - M.P. 6.7

KOOTENAI NATIONAL FOREST

1-17300

SEPTEMBER 14,

SHEET NO.

GCG

KFY

RME

engineering

2501 BELT VIEW DRIVE

HELENA, MT 59601

(406)449-8627

PREPARED BY:

REGION ONE

PROJECT:

DESIGNED:

DRAWN:

DESIGN CHECKED:

DRAWING CHECKED:

DATE: NO. DATEBYREVISION DESCRIPTION

DRAWING NO. R2244

NOTES:

WINGWALL ELEVATION - NEAR FACE

WINGWALL ELEVATION - FILL FACE

WINGWALL REINFORCING PLAN

WINGWALL SECTION

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1. WINGWALL DETAIL SHOWN ON THIS SHEET FOR ABUTMENT NO. 2. ABUTMENT NO. 1 WINGWALL DETAIL SHOWN ON THIS SHEET FOR ABUTMENT NO. 2. ABUTMENT NO. 1 WINGWALL DETAILS SIMILAR. 2. N.F. DENOTES NEAR FACE. F.F. DENOTES FILL FACE. N.F. DENOTES NEAR FACE. F.F. DENOTES FILL FACE. 3. CAP REINFORCING STEEL NOT SHOWN FOR CLARITY. CAP REINFORCING STEEL NOT SHOWN FOR CLARITY. 4. SEE SHEET 12 FOR END DIAPHRAGM REINFORCING.SEE SHEET 12 FOR END DIAPHRAGM REINFORCING.12 FOR END DIAPHRAGM REINFORCING. FOR END DIAPHRAGM REINFORCING.

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SCALE: 3/8" = 1'-0"

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(RIGHT SIDE SHOWN AHEAD ON LINE, LEFT SIDE SIMILAR)

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SCALE: 3/8" = 1'-0"

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(RIGHT SIDE SHOWN AHEAD ON LINE, LEFT SIDE SIMILAR)

AutoCAD SHX Text PROVIDE " PREFORMED 34" PREFORMED EXPANSION JOINT FILLER BETWEEN CAP AND WINGWALL.

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FILL FACE

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NEAR FACE

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SCALE: 3/8" = 1'-0"

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SCALE: 3/8" = 1'-0"

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SCALE: 3/8" = 1'-0"

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EMBEDDED BRIDGE RAIL POST

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BEARING

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NEAR FACE OF PILE CAP

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NEAR FACE OF END DIAPHRGAM

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PRESTRESSED CONCRETE BULB TEE BEAM

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6" CHAMFER

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12" CHAMFER

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9-WW9 ~ #7 BENT BARS

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WW12 ~ #5 BAR (TYP.)

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34" PREFORMED EXPANSION JOINT FILLER BETWEEN CAP AND WINGWALL.

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2% SLOPE

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WW2 ~ #5 HOOP

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WW10 ~ #7 BAR

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WW10 ~ #7 BAR

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5-WW11 ~ #5 L-BARS 1-WW13 ~ #5 L-BAR

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5-BW4 ~ #5 BARS 1-BW7 ~ #5 BAR (TYP. ON NEAR FACE BETWEEN BEAMS)

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BW1 ~ #5 STIRRUPS (TYP.)

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9-WW8 ~ #7 L-BARS

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12" CHAMFER

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WW7 ~ #5 BARS SPACED AS SHOWN

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MATCH ROADWAY PROFILE GRADE

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CAST TOP OF WALL FLAT

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WW10 ~ #7 BARS

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BEARING

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VARIES DUE TO ROADWAY PROFILE

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VARIES DUE TO ROADWAY PROFILE

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VARIES DUE TO ROADWAY PROFILE

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BEARING

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FACE OF WALL PLUMB

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WW2 ~ #5 HOOPS SPACED AS SHOWN

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WW3 ~ #5 HOOPS SPACED AS SHOWN

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WW4 ~ #5 HOOPS SPACED AS SHOWN

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6-WW12 ~ #5 BARS

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EMBEDDED BRIDGE RAIL POST

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VARIES DUE TO ROADWAY PROFILE

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VARIES DUE TO ROADWAY PROFILE

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VARIES DUE TO ROADWAY PROFILE

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WW3 ~ #5 HOOP SPACED AS SHOWN

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WW4 ~ #5 HOOP SPACED AS SHOWN

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WW7 ~ #5 BARS SPACED AS SHOWN

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WW13 ~ #5 L-BAR AT 10" O.C. TO WW11

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WW13 ~ #5 L-BAR

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WW1 ~ #5 HOOPS PULL HOOPS UP TO TOP TO MATCH TOP PROFILE OF WALL.

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WW3 ~ #5 HOOP SPACED AS SHOWN

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WW4 ~ #5 HOOP SPACED AS SHOWN

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WW12 ~ #5 BARS (TYP.)

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WW7 ~ #5 BARS (TYP. BOTH FACES)

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MATCH ROADWAY PROFILE GRADE

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6-WW6 ~ #5 BARS

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4-WW5 ~ #5 BARS

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NEAR FACE WINGWALL

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FILL FACE WINGWALL

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WW10 ~ #7 BAR

BILL OF REINFORCING

ROAD NO. 36 - M.P. 6.7

KOOTENAI NATIONAL FOREST

1-17300

SEPTEMBER 14,

SHEET NO.

GCG

KFY

RME

engineering

2501 BELT VIEW DRIVE

HELENA, MT 59601

(406)449-8627

PREPARED BY:

REGION ONE

PROJECT:

DESIGNED:

DRAWN:

DESIGN CHECKED:

DRAWING CHECKED:

DATE: NO. DATEBYREVISION DESCRIPTION

DRAWING NO. R2244

BILL OF REINFORCING STEEL

(QUANTITIES SHOWN PER ABUTMENT)

(ALL DIMENSIONS ARE OUT TO OUT)

MARK SIZE NO. TYPE LENGTH A B C D E G N

C1 #5 28 T1 13'-3" 0'-5 1/2" 3'-4" 2'-10 1/2" 3'-4" 2'-10 1/2" 0'-5 1/2"

C2 #5 5 S3 10'-0" 0'-5 1/2" 2'-10 1/2" 3'-4" 2'-10 1/2" 0'-5 1/2" 0'-2"

C3 #6 16 STR 29'-0"

C4 #6 6 STR 3'-3"

C5 #6 4 STR 2'-11 3/4"

C6 #4 25 17 7'-4" 3'-4" 2'-0" 2'-0"

C7 #4 6 STR 29'-0"

BW1 #5 20 30 12'-6" 0'-7" 5'-6" 1'-4" 4'-3" 0'-10"

BW2 #7 7 STR 26'-6"

BW3 #5 15 STR 6'-3"

BW4 #5 2 STR 26'-6"

BW5 #6 8 STR 12'-6"

BW6 #5 3 STR 4'-9"

WW1 #5 18 T1 21'-7" 0'-5 1/2" 1'-4" 9'-0" 1'-4" 9'-0" 0'-5 1/2"

WW2 #5 6 T1 11'-10" 0'-5 1/2" 0'-10" 4'-7 1/2" 0'-10" 4'-7 1/2" 0'-5 1/2"

WW3 #5 2 T1 14'-1" 0'-5 1/2" 0'-10" 5'-9" 0'-10" 5'-9" 0'-5 1/2"

WW4 #5 2 T1 15'-1" 0'-5 1/2" 1'-4" 5'-9" 1'-4" 5'-9" 0'-5 1/2"

WW5 #5 16 STR 7'-6"

WW6 #5 12 STR 8'-6"

WW7 #5 8 STR 8'-11"

WW8 #7 18 37 15'-5 1/2" 7'-0" 8'-5 1/2"

WW9 #7 18 29 4'-7 1/2" 1'-6" 1'-7 1/2" 1'-6" 1'-1" 1'-1"

WW10 #7 4 STR 11'-2"

WW11 #5 10 37 3'-10" 2'-3" 1'-7"

WW12 #5 12 STR 11'-2"

WW13 #5 2 37 2'-7" 1'-0" 1'-7"

TYPE 17TYPE T1TYPE STR TYPE S3 TYPE 30 TYPE 29TYPE 37

REINFORCING STEEL LAP

LENGTHS

BAR DIAMETER LAP LENGTH

#4 1'-9"

#5 2'-2"

#6 2'-7"

#7 3'-3"

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SUPERSTRUCTURE DETAILS

ROAD NO. 36 - M.P. 6.7

KOOTENAI NATIONAL FOREST

1-17300

SEPTEMBER 14,

SHEET NO.

GCG

KFY

RME

engineering

2501 BELT VIEW DRIVE

HELENA, MT 59601

(406)449-8627

PREPARED BY:

REGION ONE

PROJECT:

DESIGNED:

DRAWN:

DESIGN CHECKED:

DRAWING CHECKED:

DATE: NO. DATEBYREVISION DESCRIPTION

DRAWING NO. R2244

INTERIOR BEAM DETAIL

A A

INTERMEDIATE DIAPHRAGM DETAILS

NOTE:

ELEVATION SECTION A-A

NOTE:

WELD TIE DETAIL

EXTERIOR BEAM DETAIL

TOP FLANGE THICKNESS CORRECTION DIAGRAGM

NOTES:

CURB DETAIL CURB JOINT - PLAN DTL.

AutoCAD SHX Text I:\AutoCAD\Template - Civil 3D\Sheet - USFS Plan & Profile - C3D.dwg

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AutoCAD SHX Text DIAPHRAGMS PLATES, ANGLES & CHANNELS SHALL BE GALVANIZED OR PAINTED ACCORDING TO STANDARD SPECIFICATIONS.

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NOT TO SCALE

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PLATE " X 4" X 10"12" X 4" X 10"

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" A325 BOLTS 78" A325 BOLTSWITH NUTS (TYP.)

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NOT TO SCALE

AutoCAD SHX Text 2 - " A325 BOLTS 78" A325 BOLTSWITH FLAT WASHERS. 2 - 1" x 1 12" SLOTTED HOLES IN C10 x 20. 2 - 1" HOLES IN ANGLE

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1 " GALVANIZED 12" GALVANIZEDSLEEVE INSERTS BY BEAM MANUFACTURER

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PLATE " X 4" X 10"12" X 4" X 10"

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DIAPHRAGM

AutoCAD SHX Text L 7" x 4" x 12" x 10"

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REMOVE ALL SLAG

AutoCAD SHX Text L 2" x 2" x " x 4" 38" x 4" W/ (2) 12" x 6" HAS @ 2 " GAGE12" GAGE

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FILL W/ HIGH STRENGTH NON-SHRINK GROUT AFTER WELDING

AutoCAD SHX Text BAR " x 2" x 3 "34" x 2" x 3 "14"

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BEAM FABRICATOR MAY SUBMIT ALTERNATE WELD DETAIL FOR APPROVAL

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SCALE 1" = 1'-0"

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TOP BEAM SURFACE

AutoCAD SHX Text 1/2" = 1"

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12" HALF-ROUND DRIP GROOVE

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TOP OF TOP FLANGE

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BOTTOM OF TOP FLANGE AFTER DEAD LOAD DEFLECTION, CREEP, AND SHRINKAGE.

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NOT TO SCALE

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PRESTRESSED CONCRETE BULB TEE BEAM

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BEARING

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WORKING LINE

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1. *DIMENSION VARIES DUE TO VARIABLE TOP FLANGE THICKNESS. TOP FLANGE THICKNESS VARIES ACCORDING TO TOP FLANGE THICKNESS DIAGRAM, THIS SHEET. *DIMENSION VARIES DUE TO VARIABLE TOP FLANGE THICKNESS. TOP FLANGE THICKNESS VARIES ACCORDING TO TOP FLANGE THICKNESS DIAGRAM, THIS SHEET. 2. CAMBER IS NOTED AS THE DISTANCE FROM THE WORKING LINE TO THE BOTTOM OF THE TOP FLANGE AND INCLUDES BEAM, CURB, ASPHALT WEARING CAMBER IS NOTED AS THE DISTANCE FROM THE WORKING LINE TO THE BOTTOM OF THE TOP FLANGE AND INCLUDES BEAM, CURB, ASPHALT WEARING SURFACE, AND RAIL DEAD LOAD DEFLECTION AS WELL AS CREEP AND SHRINKAGE. 3. VARY TOP FLANGE THICKNESS ALONG LENGTH OF BEAM TO MATCH ROADWAY GRADE (CONSTANT GRADE). VARY TOP FLANGE THICKNESS ALONG LENGTH OF BEAM TO MATCH ROADWAY GRADE (CONSTANT GRADE). 4. CLEARLY SHOW TOP FLANGE THICKNESS VARIATIONS AND EXPECTED CAMBER ON FABRICATION DRAWINGS AND SUPPORTING INFORMATION IN CALCULATIONS. CLEARLY SHOW TOP FLANGE THICKNESS VARIATIONS AND EXPECTED CAMBER ON FABRICATION DRAWINGS AND SUPPORTING INFORMATION IN CALCULATIONS. 5. CONCRETE CURBS: TO BE PLANT CAST ON BEAM (72 HOURS AFTER CASTING RELEASE). CONCRETE CURBS: TO BE PLANT CAST ON BEAM (72 HOURS AFTER CASTING RELEASE). 6. CURB JOINTS TO BE UTILIZED AT A MINIMUM OF EVERY 10' AND FILLED WITH EXPANSION JOINT FILLER.CURB JOINTS TO BE UTILIZED AT A MINIMUM OF EVERY 10' AND FILLED WITH EXPANSION JOINT FILLER.

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(2) #4 CONTINUOUS LONGITUDINAL BARS

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#4 CURB HOOPS 12"± O.C.

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NOT TO SCALE

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12" CHAMFER (TYP.)

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CONCRETE CURB

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EXPANSION JOINT FILLER (GRAY)

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NOT TO SCALE

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BEARING

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CURB

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CONSTRUCTION JOINT

SUPERSTRUCTURE DETAILS

ROAD NO. 36 - M.P. 6.7

KOOTENAI NATIONAL FOREST

1-17300

SEPTEMBER 14,

SHEET NO.

GCG

KFY

RME

engineering

2501 BELT VIEW DRIVE

HELENA, MT 59601

(406)449-8627

PREPARED BY:

REGION ONE

PROJECT:

DESIGNED:

DRAWN:

DESIGN CHECKED:

DRAWING CHECKED:

DATE: NO. DATEBYREVISION DESCRIPTION

DRAWING NO. R2244

METAL EXPANSION CAP DETAIL

BEARING DETAIL - EXPANSION CAP (END VIEW)

A A

NOTE:

SECTION A-A

TYPICAL BRIDGE SECTION

BEAM END DETAIL

END DIAPHRAGM REINFORCEMENT

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AutoCAD SHX Text 1 " x 4'-0" SMOOTH BAR 12" x 4'-0" SMOOTH BARWITH METAL EXPANSION CAP. SEE DETAIL

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(3) " x 4" 58" x 4"HEADED SHEAR STUDS

AutoCAD SHX Text SOLE PLATE 1"x 5"x 2'-10" (STRAIGHTENED)

AutoCAD SHX Text 1"x 6"x 2'-0" (STRAIGHTENED)

AutoCAD SHX Text MASONRY BEARING 1 "x 5"x 2'-10" 12"x 5"x 2'-10" (STRAIGHTENED)

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FIBER REINFORCED PAD

AutoCAD SHX Text 1 " x 4'-0" SMOOTH 12" x 4'-0" SMOOTH x 4'-0" SMOOTHBAR (2 REQUIRED PER BEARING ASSEMBLY)

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1 " I.D. FOR 58" I.D. FOR 1 " DIA. BARS 12" DIA. BARS

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CLOSE END BY PINCHING SIDE WALLS TOGETHER

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NO. 30 GAUGE METAL

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SOFT WIRE DOWEL STOP

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CONCRETE SURFACE

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PERPENDICULAR TO CAP

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BEARING

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HOLE FOR EXPANSION CAPS (DIAMETER OF HOLE EQUALS SIZE OF EXPANSION CAP + ") 14")

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(3) ROWS OF " x 4" 58" x 4"HEADED SHEAR STUDS

AutoCAD SHX Text PROTECT ALL EXPOSED PLATES, WASHERS,…

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