Att. 05 REVISED_CrazyWomanPlans (Option Item 3)-fully signed.pdf

BOZEMAN

WHEATLAND

CHEYENNE

LARAMIE

TORRINGTON

LUSKDOUGLAS

CASPER

RAWLINS

GREEN RIVER

KEMMERER

JACKSON

CODY

WORLAND

SHERIDAN

BUFFALO GILLETTE

SUNDANCE

NEWCASTLE

THERMOPOLIS

BASIN

LANDERPINEDALE

EVANSTON

YELLOWSTONE

NATIONAL

PARK

MT

WY

REGION TWO

©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

MorrisonMaierle 1055 Mount Avenue Missoula, MT 59801 Phone: 406.542.8880 Fax: 406.542.4801

VICINITY MAP

T. 49 N., R. 83 W.

PROJECT LOCATION

SCALE: NO SCALE

SCALE: NO SCALE

T. 49 N.

T. 48 N.

R . 8

W

R

. 8

W

U.S. DEPARTMENT OF AGRICULTURE FOREST SERVICE, REGION TWO

PROPOSED BRIDGE REPLACEMENT PLANS FOR:

CRAZY WOMAN CREEK CORRIDOR

UPGRADES

BID PACKAGE #4 - OPTIONAL ITEM 3

NFSR 33, - M.P.'s 4.55 & 4.56

BIGHORN NATIONAL FOREST

POWDER RIVER RANGER DISTRICT

JOHNSON COUNTY, WYOMING

THIS

PROJECT

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TO WORLAND

TO

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US HIGHWAY 16

AREA 5

DATE

APPROVED:

DATE

FOREST ENGINEER

ROAD PLANS, SPECIFICATIONS, AND COST ESTIMATES MEET

TECHNICAL REQUIREMENTS

REVIEWED AND RECOMMENDED BY:

DATE

REGIONAL STRUCTURAL ENGINEER

STRUCTURAL PLANS, SPECIFICATIONS, AND COST ESTIMATES

MEET TECHNICAL REQUIREMENTS

DATE

FOREST STAFF OFFICER FOR ENGINEERING ACTIVITIES

COMPLIES WITH TECHNICAL ROAD REQUIREMENTS AND

ENGINEERING STANDARDS

REGIONAL DIRECTOR OF ENGINEERING

COMPLIES WITH TECHNICAL STRUCTURAL REQUIREMENTS

AND ENGINEERING STANDARDS

DATE

DISTRICT RANGER

CONSISTENT WITH APPLICABLE REGULATORY AND

LAND MANAGEMENT PLAN REQUIREMENTS

GOVERNMENT FURNISHED:

CRUSHED AGGREGATE------- POLE CREEK PIT

AND HESS CREEK PIT

WASTE SITE------------------------ POLE CREEK PIT

INDEX TO SHEETS

No. DESCRIPTION

TITLE-4

N&Q-4 GENERAL NOTES AND ESTIMATED QUANTITIES

A5-1 EXISTING SITE CONDITIONS

A5-2 ROAD PLAN AND PROFILE

A5-3 BRIDGE GENERAL LAYOUT

A5-4 FOUNDATION AND RIPRAP DETAILS

A5-5 ABUTMENT DETAILS

A5-6 FRAMING PLAN

A5-7 STEEL DETAILS

A5-8 DECK DETAILS

A5-9 FIELD SPLICE DETAILS

A5-10 BRIDGE APPROACH RAIL LAYOUT

A5-11 TYPE T-101 BRIDGE RAIL DETAILS

A5-12 STANDARD BRIDGE APPROACH DETAILS 1 OF 2

A5-13 STANDARD BRIDGE APPROACH DETAILS 2 OF 2

A5-14 CROSS SECTIONS 1 OF 3

A5-15 CROSS SECTIONS 2 OF 3

A5-16 CROSS SECTIONS 3 OF 3

A6-1 STA 16+40 TO STA 17+80

A6-2 GABION BASKET ELEVATION - AREA 6

A6-3 GABION DETAILS

AREA 6

S e

Date:

GNIMOYW

nginE

Ja mesScoleso l e ro fes si y

P e r & an r

Land urv o

Drawn By:JAC Designed By:RDL

Drawing Checked:RDL Design Checked:DAJ©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

MorrisonMaierle 1055 Mount Avenue Missoula, MT 59801 Phone: 406.542.8880 Fax: 406.542.4801

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Loading HL-93 Forest BIGHORN Grade -6.7% Super NA Skew 0° Clear Height 9.0' Length 72' Width 16'-0" Sec. 28 T. 49 N. R. 83 W.

Revised_____Date________ Revised_____Date________

DRAWING DATE: 12/21/2023

Revised_____Date________ Revised_____Date________

PROJECT NAME: CRAZY WOMAN CREEK CORRIDOR UPGRADES

SPECIFICATIONS: CONSTRUCT THE PROJECT IN COMPLIANCE WITH

FEDERAL HIGHWAY ADMINISTRATION "STANDARD SPECIFICATIONS FOR

CONSTRUCTION OF ROADS AND BRIDGES ON FEDERAL HIGHWAY

PROJECTS" (FP-14) AND APPLICABLE FOREST SERVICE SPECIAL

SPECIFICATIONS (FSSS).

DESIGN SPECIFICATIONS: THIS STRUCTURE IS DESIGNED FOR HL-93 IN

ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS

9TH EDITION - 2020 WITH CURRENT INTERIMS.

DESIGN DATA AS FOLLOWS:

* LIVE LOAD = HL-93

* TRUCK IMPACT = 33%

* SUPERIMPOSED DEAD LOAD = 0 PSF

GEOTECHNICAL: A GEOTECHNICAL EVALUATION WAS PERFORMED BY SK

GEOTECHNICAL FOR THIS SITE. A LABORATORY ANALYSIS AND VISUAL

EXAMINATION WAS CONDUCTED ON TWO TEST PIT SAMPLES FROM EACH

SIDE OF THE EXISTING CRAZY WOMAN CREEK CROSSING. BASED ON THE

TESTING RESULTS FROM THE SAMPLES, AN ULTIMATE LRFD BEARING

CAPACITY OF 12,000 PSF AND A FACTORED LRFD BEARING CAPACITY OF

5,400 PSF IS RECOMMENDED FOR DESIGN.

HYDROLOGY AND HYDRAULICS: THIS STRUCTURE IS DESIGNED TO PASS A

100-YEAR FREQUENCY FLOOD WITH TWO FEET OF MINIMUM FREEBOARD.

THE DESIGN VOLUMES ARE AS FOLLOWS:

BRIDGE NO.NFSR 33 M.P.~4.55, Q

100= 1,149 CFS, Q

2= 344 CFS

LUMBER: ALL MEMBERS SHALL BE ROUGH SAWN, EXCEPT WHERE NOTED

OTHERWISE. ALL TIMBER AND LUMBER SHALL BE COAST REGION

DOUGLAS-FIR NO. 1 OR BETTER, EXCEPT RUNNING PLANKS (NO. 2),

CONFORMING TO CURRENT WWPA, OR WCLIB GRADING RULES. INLAND

DOUGLAS-FIR LUMBER SHALL NOT BE USED ON THIS PROJECT.

GENERAL NOTES:

STRUCTURE EXCAVATION

1. SHALL BE COMPLETED IN ACCORDANCE WITH FP-14, SECTION 208.

2. MINIMUM EXCAVATION REQUIREMENTS BASED ON OSHA SOIL TYPE C AND OSHA

EXCAVATION REQUIREMENTS. ACTUAL SITE CONDITIONS MAY VARY. IF CONTRACTOR

ENCOUNTERS A DIFFERENT SOIL TYPE THAN STATED IN THE GEOTECHNICAL REPORT,

CONTACT CO IMMEDIATELY.

3. CONTRACTOR SHALL SUBMIT AN EXCAVATION PLAN TO CO 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 FOR CONTRACTOR'S DEWATERING METHODS OR

OTHER CONTRACTOR CONVENIENCE, MUST BE SHOWN ON THE PLAN AND ARE THE

RESPONSIBILITY OF THE CONTRACTOR AND INCIDENTAL TO THE WORK.

4. EXCAVATION QUANTITY IS FOR INFORMATION PURPOSES ONLY AND SHALL BE VERIFIED BY

CONTRACTOR.

5. EXCAVATION OF STREAM CHANNEL OUTSIDE OF STRUCTURE IS INCIDENTAL TO PAY ITEM

20804.

6. AREAS FOR EXCAVATION OR DISTURBANCE THAT CONTAIN EXISTING RIPARIAN SOD MATS

SHALL HAVE SOD MATS STRIPPED AND STOCKPILED PRIOR TO DISTURBANCE. STRIP

EXISTING SOD MATS IN APPROXIMATELY 3' WIDE BY 6' LONG SECTIONS FOR PLACEMENT AS

DIRECTED BY CO.

7. STRUCTURAL EMBANKMENT IS INCIDENTAL TO STRUCTURAL EXCAVATION PAY ITEM 20804,

STRUCTURAL EXCAVATION AND BACKFILL.

STRUCTURE BACKFILL

1. STRUCTURE BACKFILLING WITH APPROVED FOUNDATION FILL MATERIAL IS INCIDENTAL TO

PAY ITEM 20804, STRUCTURAL EXCAVATION AND BACKFILL.

2. BACKFILL SHALL BE PLACED IN ACCORDANCE WITH FP-14, SECTION 208 AND MEET THE

REQUIREMENTS OF FP-14, SECTION 704.01 FOUNDATION FILL.

3. SATURATED SOILS AND SOILS EXCAVATED ON SITE ARE CONSIDERED UNSUITABLE FOR USE

AS STRUCTURAL BACKFILL. ALL UNSUITABLE SOILS MUST BE HAULED AND DISPOSED TO

THE DESIGNATED WASTE SITE.

4. PAY ITEM 25101, PLACED RIPRAP CLASS 6, QUANTITY INCLUDES RIPRAP USED TO PROTECT

BRIDGE ABUTMENTS.

5. A WASTE SITE WILL BE IDENTIFIED BY CO WITHIN 5 MILES OF THE PROJECT SITE FOR

UNUSED EXCAVATION MATERIAL.

6. BACKFILL MATERIAL SHALL BE COMPACTED IN ACCORDANCE WITH FP-14, 208.10 (AASHTO

T99, METHOD C AND AASHTO T310). SAMPLING AND TESTING INCIDENTAL TO PAY ITEM 20804.

7. BACKFILL QUANTITY IS FOR INFORMATION PURPOSES ONLY AND SHALL BE VERIFIED BY

CONTRACTOR.

REINFORCING STEEL: 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 318.

EROSION CONTROL PLAN: REFER TO SECTION 157 OF THE FSSS.

DIMENSIONS: ALL LONGITUDINAL DIMENSIONS FOR THE STRUCTURE ARE MEASURED

HORIZONTALLY AND INCLUDE NO CORRECTION FOR GRADE.

SLASH:

ALL VEGETATION REMOVED DURING EXCAVATION SHALL BE STOCKPILED. SPREAD STOCKPILED

SLASH ON FINISHED SLOPES AT THE DIRECTION OF THE CO.

EXCAVATION & BACKFILL NOTES:

GLUED-LAMINATES: DECK PANELS SHALL BE GLUED-LAMINATED MEMBERS OF COAST

REGION DOUGLAS-FIR CONFORMING TO THE AMERICAN INSTITUTE OF TIMBER

CONSTRUCTION (AITC) 117-04, AND SHALL BE MANUFACTURED FOR WET SERVICE

CONDITIONS.

COMBINATION SYMBOL

MEMBER (DOUGLAS FIR)

DECK PANELS

3, 4, Or 5

THE DESIGN, DIMENSIONS, AND ELEVATIONS SHOWN ON THE PLANS ARE BASED ON THE

USE OF DOUGLAS-FIR GLUED-LAMINATED MEMBERS. ALL REVISIONS SHALL BE SUBMITTED

ON THE SHOP DRAWINGS. GLUED-LAMINATED MEMBERS FABRICATED FROM INLAND

DOUGLAS-FIR LUMBER SHALL NOT BE USED ON THIS PROJECT.

TREATMENT: INCISE AND TREAT ALL LUMBER AFTER FABRICATION IN ACCORDANCE WITH

AWPA U1 USING COPPER. NAPHTHENATE IN HEAVY OIL (TYPE A SOLVENT). TREAT TO USE

CATEGORY UC4C COMPLY WITH THE REQUIREMENTS OF THE CURRENT EDITION OF

WWPI'S BEST MANAGEMENT PRACTICES FOR THE USE OF TREATED WOOD IN AQUATIC

ENVIRONMENTS.

FIELD TREATMENT: COPPER NAPHTHENATE (2% SOLUTION) SHALL BE FURNISHED FOR

FIELD TREATING OF WOOD. ALL ABRASIONS AND FIELD CUTS APPROVED BY THE C.O.

SHALL BE CAREFULLY TRIMMED AND GIVEN THREE BRUSH COATS OF THE FIELD

TREATMENT SOLUTION. HOLES DRILLED IN THE FIELD SHALL BE POURED FULL OF

PRESERVATIVE PRIOR TO INSERTING FASTENERS. WHEN POSSIBLE, DO NOT FIELD TREAT

OVER LIVE STREAM. DO NOT SPILL PRESERVATIVE IN STREAM.

INSPECTION AND CERTIFICATION: THE FOLLOWING COMPLIANCE CERTIFICATES SHALL BE

FURNISHED UPON DELIVERY:

A. SUPPLIER CERTIFICATION, FROM A WWPA OR WCLIB APPROVED SUPPLIER, THAT ALL

WOOD MATERIALS MEET REQUIREMENTS AS TO SPECIES AND GRADE.

B. CERTIFICATION OF PRESERVATIVE, PENETRATION IN INCHES, AND RETENTION IN

POUNDS PER CUBIC FOOT (ASSAY METHOD) BY EITHER A QUALIFIED TESTING AND

INSPECTION AGENCY OR SUPPLIER CERTIFICATION. SUPPLIER CERTIFICATION

REQUIRES EACH SOLID PIECE TO BE STAMPED OR BRANDED WITH THE ALSC QUALITY

MARK.

C. CERTIFICATION FROM A QUALIFIED INSPECTION AND TESTING AGENCY

INDICATING CONFORMANCE OF ALL GLUED-LAMINATED MEMBERS WITH

AITC 117-04.

D. SUPPLIER CERTIFICATION THAT ALL TREATED WOOD MATERIALS WERE

TREATED IN ACCORDANCE WITH AND MEET THE REQUIREMENTS OF

WWPI'S "BEST MANAGEMENT PRACTICES FOR THE USE OF TREATED

WOOD IN AQUATIC ENVIRONMENTS".

HARDWARE AND STRUCTURAL STEEL: STRUCTURAL STEEL BEAMS SHALL

CONFORM TO AASHTO M270 GRADE 50W. ALL OTHER STEEL PLATES,

SHAPES, AND BARS SHALL CONFORM TO AASHTO M270 GRADE 50W.

PROVIDE PLAIN STEEL WITH GALVANIZED COATING FOR ALL BRIDGE RAIL

AND APPROACH RAIL. ALL BOLTS AND NUTS SHALL CONFORM TO ASTM

F3125 TYPE 3 EXCEPT AS NOTED. ALL WELDING SHALL BE IN ACCORDANCE

WITH AWS DI.5 BRIDGE WELDING CODE. ALL ELECTRODES SHALL BE E 70XX.

HARDWARE AND STEEL ELEMENTS ARE TO BE UNCOATED (BLACK). USE

MALLEABLE IRON WASHERS AGAINST WOOD EXCEPT WHERE NOTED

OTHERWISE.

FABRICATION: SUBMIT SHOP DRAWINGS FOR ALL STRUCTURAL STEEL AND

FOR ALL TREATED TIMBER (EXCEPT RUNNING PLANKS). SHOW ALL

DIMENSIONS AND FABRICATION DETAILS FOR ALL STEEL AND FOR ALL CUT

OR BORED TIMBER. MARK ALL PIECES ON THE DRAWINGS. FIELD DRILLING

OF HOLES SHALL NOT BE ALLOWED UNLESS OTHERWISE NOTED ON THE

DRAWINGS.

CONCRETE: ALL CONCRETE SHALL BE CLASS A(AE) CONCRETE, f'c = 4500 PSI

AT 28 DAYS. CONCRETE SHALL BE GIVEN A CLASS 1 "ORDINARY SURFACE

FINISH". CONCRETE SHALL BE AIR ENTRAINED 5% ± 1%.

ALL CONCRETE SHALL BE IN ACCORDANCE WITH AN APPROVED MIX DESIGN.

CHAMFER ALL EXPOSED EDGES OF CONCRETE AND FILLET ALL

RE-ENTRANT ANGLES 3/4" UNLESS NOTED OTHERWISE.

METHOD OF MEASUREMENT ACRONYMS:

LSQ - LUMP SUM QUANTITY

CQ - CONTRACT QUANTITY

AQ - ACTUAL QUANTITY

Sheet: N&Q-4

CRAZY WOMAN CREEK CORRIDOR UPGRADES

NFSR 33, BRIDGE REPLACEMENT, M.P.4.55

GENERAL NOTES AND ESTIMATED QUANTITIES

REGION TWO

SUMMARY OF ESTIMATED QUANTITIES

PAY ITEMS DESCRIPTION METHOD OF MEASUREMENT UNIT QUANTITY

15101 MOBILIZATION LSQ LS 1

15201 CONSTRUCTION SURVEY AND STAKING LSQ LS 1

15713 SOIL EROSION & POLLUTION CONTROL LSQ LS 1

20301 REMOVAL OF EXISTING BRIDGE, DISPOSAL METHOD (a) LSQ LS 1

20433 ROADWAY EXCAVATION & EMBANKMENT LSQ LS 1

20804 STRUCTURE EXCAVATION AND BACKFILL LSQ LS 1

25101 PLACED RIPRAP, CLASS 6 (COMMERCIAL SOURCE) CQ CY 424

25302d GABION BASKET INSTALLATION, AREA 6 CQ CY 105

27250 GEOCELL ABUTMENT STABILIZATION, 6 INCH DEPTH CQ SY 27

30201 ROADWAY AGGREGATE, COMPACTION METHOD 1 (GOVERMENT SOURCE) CQ CY 65

55203 PRECAST CONCRETE MEMBER, GRADE BEAMS LSQ LS 1

55501 STRUCTURAL STEEL SUPERSTRUCTURE, FURNISHED, FABRICATED, AND ERECTED LSQ LS 1

55701a TREATED STRUCTURAL TIMBER & LUMBER CQ MFBM 2.1

55701b TREATED STRUCTURAL TIMBER, GLUED LAMINATED CQ MFBM 4.8

62201a EQUIPMENT RENTAL, HYDRAULIC EXCAVATOR WITH THUMB AQ HR 24

62201b EQUIPMENT RENTAL, LARGE DUMP TRUCK AQ HR 24

62512 SEEDING, AND MULCHING, DRY METHOD LSQ LS 1

61711 STEEL BRIDGE RAILING (T-101) LSQ LF 148

61712 BRIDGE APPROACH RAILING, TYPE W-BEAM GALVANIZED LSQ LF 195.5

63306 POSTS, WOOD CQ LF 40

63307a OBJECT MARKER TYPE 3 - (COMMERCIAL SOURCE) CQ EACH 4

63307b OBJECT MARKER TYPE 2 - (COMMERCIAL SOURCE) CQ EACH 4

63501 TEMPORARY TRAFFIC CONTROL LSQ LS 1

113CP-113

CP-112

CP-111

EXISTING GATE POST

EXISTING EDGE OF WATER

EXISTING THALWEG

EXISTING DIRT ROAD

EXISTING GRAVEL ROAD

EXISTING ROAD CENTERLINE

EXISTING MAJOR CONTOUR

EXISTING MINOR CONTOUR

EXISTING CONTROL POINT315

CONTROL POINT DATA TABLE

POINT NUMBER

NORTHING

1671378.12

1671364.06

1671402.86

EASTING

1439787.07

1439721.39

1439678.94

ELEVATION

6145.23

6152.71

6143.94

DESCRIPTION

60D NAIL

60D NAIL

60D NAIL

Drawn By:JAC Designed By:RDL

Drawing Checked:RDL Design Checked:DAJ©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

MorrisonMaierle 1055 Mount Avenue Missoula, MT 59801 Phone: 406.542.8880 Fax: 406.542.4801

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SCALE IN FEET

20100

HORIZONTAL SCALE

LEGEND

NFSR 33

CRAZY WOMANCREEK

Sheet: A5-1

CRAZY WOMAN CREEK CORRIDOR UPGRADES

NFSR 33, BRIDGE REPLACEMENT, M.P.4.55

EXISTING SITE CONDITIONS

REGION TWO

111112

+0 0.

+0

0.

+0

0.

+0

0.

PC

: 1

5+

.5

PT

: 1

5+

.3

PC

: 1

6+

.7

PT

: 1

7+

.4S87°02'03"E

90.34' N77°36'38"E

S87°17'40"E

L=26.80, R=100.00

Δ=15°21'19"

L=52.69, R=200.00

Δ=15°05'42"

61706175

506150

55616061

60 61 606165

61706175

614061 406140

61406140

STA: 15+30.00

BEGIN ROAD WORK

MATCH EXISTING ELEVATION

STA: 17+85.03

END ROAD WORK

MATCH EXISTING ELEVATION

15+00 16+00 17+00 18+00

PVI STA: 17+70.00

PVI ELEV: 6137.75

K: 5.62

LVC: 30.00

BV

C

S:

7+

.0

BV

C

E:

9.

EV

C

S:

7+

.0

EV

C

E:

6.

PVI STA: 16+70.25

PVI ELEV: 6150.27

K: 6.06

LVC: 35.00

BV

C

S:

6+

.7

BV

C

E:

1.

EV

C

S:

6+

.7

EV

C

E:

8.

-12.55%

-7.21%

-7.74%

-6.77%

ST

A:

5+

.0

EL

EV

.2

ST

A:

5+

.7

EL

EV

.4

Drawn By:JAC Designed By:RDL

Drawing Checked:RDL Design Checked:DAJ©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

MorrisonMaierle 1055 Mount Avenue Missoula, MT 59801 Phone: 406.542.8880 Fax: 406.542.4801

PROFILE

PLAN

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SCALE IN FEET

20100

HORIZONTAL SCALE

SCALE IN FEET

VERTICAL SCALE

FILL SLOPE1.5:1

EXISTING ROADBED

CRUSHED

AGGREGATE 4"

COMPACTED DEPTH

PROFILE GRADE

3%

5'-0"

CLEAR BRUSH AND TREES 5'-0"

PAST EDGE OF FILL SLOPE (TYP.

BOTH SIDES OF ROADWAY) SEE

SPECIAL PROVISIONS

12" @ 3:1

3%

FILL SLOPE

1.5:1

12" @ 3:1

TYPICAL ROAD CROSS SECTION

SCALE: N.T.S.

*8'-0" (TYP.) *8'-0" (TYP.)

*16'-0" (TYP.)

DEPTH

VARIES

CRAZY W

OM

AN

CREEK

NFSR 33

EXISTING GROUND

FINISHED GRADE

Q100 ELEV=6145.83

EXISTING CULVERT

TO BE REMOVED MIN. 2.0 FT

FREEBOARD

Sheet: A5-2

CRAZY WOMAN CREEK CORRIDOR UPGRADES

NFSR 33, BRIDGE REPLACEMENT, M.P.4.55

ROAD PLAN AND PROFILE

LIMITS OF STRUCTURE EXCAVATION

SEE GENERAL NOTES

APPROX 1,247 CY EXCAVATION

APPROX 338 CY BACKFILL

ROADWAY EXCAVATION AND EMBANKMENT

ITEM 20433

APPROX 370 CY EMBANKMENT

ROADWAY EXCAVATION AND

EMBANKMENT ITEM 20433

APPROX 10 CY EMBANKMENT

GABION BASKETS

SEE SHEET A6-3

REGION TWO

TYPE 3 OBJECT

MARKER (TYP.)

SEE DETAIL ON

SHEET A5-3

TYPE 3 OBJECT MARKER

TYP @ 4 LOCATIONS

*NOTE: PROVIDE 16-0" WIDE ROADWAY TYP. MATCH

TO EXISTING ROADWAY AT ENDS OF

CONSTRUCTION.

ROAD CENTERLINE COORDINATE TABLE

STATION DESCRIPTION NORTHING EASTING ELEVATION

15+30.00 START ROAD WORK 1671363.27 1439637.97 6160.25

15+42.50 POINT OF (HZ) CURVATURE 1671362.62 1439650.49 6159.27

15+69.30 POINT OF (HZ) TANGENCY 1671364.81 1439677.12 6157.17

15+80.00 ℄ BEARING ABUTMENT NO. 1 1671367.10 1439687.53 6156.35

16+52.00 ℄ BEARING ABUTMENT NO. 2 1671382.55 1439757.86 6151.50

16+52.75 BEGIN VERTICAL CURVE 1671382.71 1439758.59 6151.46

16+59.70 POINT OF (HZ) CURVATURE 1671384.20 1439765.38 6150.27

16+87.75 END VERTICAL CURVE 1671388.28 1439793.11 6148.07

17+12.40 POINT OF (HZ) TANGENCY 1671388.63 1439817.71 6144.95

17+55.00 BEGIN VERTICAL CURVE 1671386.62 1439860.33 6139.62

17+85.00 END VERTICAL CURVE/END ROAD WORK 1671385.20 1439890.30 6136.67

Q₂ ELEV=6141.69

REMOVE

CONCRETE

FOOTINGS, (TYP.)

NOTE:

CULVERT TO BE REMOVED IS A 14" THICK

STEEL PLATE BOLTED ARCH WITH A 21'-9"

SPAN AND CONCRETE FOOTINGS. CULVERT IS

APPROXIMATELY 26 FT LONG AT THE CROWN

AND 50 FT LONG AT THE BASE.

NOTE:

PLACE ROADWAY AGGREGATE BETWEEN

STATION 15+30.00 AND STATION 17+85.00

COMPACT TO MEET REQUIREMENTS OF FSSS

302 .

AutoCAD SHX Text

+0

0.

PT

: 1

5+

.3

PC

: 1

6+

.7

N77°36'38"E

506150

Drawn By:JAC Designed By:RDL

Drawing Checked:RDL Design Checked:DAJ©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

MorrisonMaierle 1055 Mount Avenue Missoula, MT 59801 Phone: 406.542.8880 Fax: 406.542.4801

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BRIDGE ELEVATION

SCALE: 1" = 10'-0"

BRIDGE PLAN

SCALE: 1" = 10'-0"

TYPICAL BRIDGE SECTION

SCALE: 1/4" = 1'-0"

'-0

" C

LE

AR

FA

C E-

TO

-F

AC

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O F

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AI

L

'-4

O

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S

C/L BRG. ABUT. NO.2

AT C/L STRUCTURE

STA 16+52.00

C/L BRG. ABUT. NO.1

AT C/L STRUCTURE

STA 15+80.00

CRA

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NFSR 33

72.0' C/L BEARING TO C/L BEARING

PROPOSED

STRUCTURE

C/L ROADWAY &

STRUCTURE

REMOVE EXISTING CULVERT

2'-5" 4'-6" 4'-6" 4'-6" 2'-5"

18'-4" OUT-TO-OUT OF DECK PANEL

T-101 BRIDGE

RAIL (TYP)

C/L STRUCTURE & ROADWAY

FINISHED GRADE

5 1/8" GLUED

LAMINATED DECK

PANELS

3"x12" TREATED TIMBER

RUNNING PLANK (TYP.)

MC 18X 42.7

DIAPHRAGM

(TYP.)

0.0% 0.0%

NOTES:

1. FOR RIPRAP, GEOCELL ABUTMENT STABILIZATION, FOUNDATION FILL, AND STRUCTURAL EXCAVATION DETAILS

SEE SHEET A5-4.

2. FOR GENERAL NOTES SEE SHEET N&Q-4.

3. ELEVATIONS OF STREAM WATER SURFACE VARY ALONG CREEK PROFILE. ELEVATIONS SHOWN FOR Q2 &

Q100 ARE FOR THE UPSTREAM EDGE OF THE BRIDGE.

4. EXCAVATE THE EARTH BEHIND THE EXISTING CULVERT AND LAY THE SLOPES BACK AT THE SLOPES SHOWN

ON SHEET A5-4.

W33 X169

STEEL BEAM

T-101 BRIDGE RAIL

C/L BRG. ABUT, NO. 1

AT C/L STRUCTURE

STA 15+80.00

FG ELEV. = 6156.35

C/L BRG. ABUT, NO. 2

AT C/L STRUCTURE

STA 16+52.00

FG ELEV. = 6151.50

CONCRETE

GRADE BEAM

(TYP.)

GEOCELL ABUTMENT

STABILIZATION (TYP.)

16'-0" FACE-TO-FACE OF RAIL

8'-0" 8'-0"

72.0' C/L BEARING TO C/L BEARING

2.24' MIN

FREEBOARD

-6.77%

Sheet: A5-3

CRAZY WOMAN CREEK CORRIDOR UPGRADES

NFSR 33, BRIDGE REPLACEMENT, M.P.4.55

BRIDGE GENERAL LAYOUT

Q100 ELEV=6145.83

Q2 ELEV=6141.69

RIPRAP CLASS 6 (TYP)

PROPOSED GRADE

AT ROADWAY

EXISTING GROUND

AT ROADWAY

WARNING SIGNS

AND MARKER

CURB

OR RAIL

CURB OR RAIL

BEYOND

12"

3'-0"

4'-0" 10'-0"

4X4 ROUGH SAWN POST

2'-0" MAXIMUM

2"

NOTE:

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"Ø 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 OR RAIL. SLOPE THE

STRIPES DOWNWARD TOWARDS

THE ROADWAY WHERE THE

VEHICLE IS TO PASS BY THE

OBJECT ON BOTH SIDES OF THE

ROAD. OBJECT MARKER TYPE 3 INSTALLATION

NOT TO SCALE

REGION TWO

FOUNDATION FILL,

(TYP)

AutoCAD SHX Text

ROADWAY

ROADWAY

55 6150

RIPRAP COORDINATE TABLE

PNT. #

NORTHING

1671386.66

1671395.55

1671398.14

1671363.98

1671361.39

1671351.46

1671372.66

1671388.58

1671391.17

1671400.05

1671377.03

1671360.31

1671356.86

1671354.84

1671360.66

EASTING

1439675.93

1439686.37

1439689.42

1439718.49

1439715.44

1439703.77

1439687.85

1439724.45

1439727.50

1439737.94

1439757.53

1439771.76

1439774.70

1439765.50

1439748.21

ELEV.

6147.00

6141.58

6140.00

6140.00

6142.67

6147.00

6147.00

6140.00

6141.04

6147.00

6147.00

6142.67

6140.00

6140.00

6140.00

DESC.

TOP OF RIPRAP

TOP OF RIPRAP

TOP OF RIPRAP

TOP OF RIPRAP

TOP OF RIPRAP

TOP OF RIPRAP

TOP OF RIPRAP

TOP OF RIPRAP

TOP OF RIPRAP

TOP OF RIPRAP

TOP OF RIPRAP

TOP OF RIPRAP

TOP OF RIPRAP

TOP OF RIPRAP

TOP OF RIPRAP

Drawn By:JAC Designed By:RDL

Drawing Checked:RDL Design Checked:DAJ©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

MorrisonMaierle 1055 Mount Avenue Missoula, MT 59801 Phone: 406.542.8880 Fax: 406.542.4801

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NOTES:

1. GEOCELL ABUTMENT STABILIZATION IS REQUIRED UNDER THE ABUTMENT NO. 1 AND ABUTMENT NO. 2 TO THE

DIMENSIONS SHOWN ON THE PLANS. PLACE ON COMPACTED FILL AS SHOWN IN THE GRADE BEAM FOOTING

DETAIL THIS SHEET.

2. PLACE CLASS 1, NON-WOVEN, TYPE A GEOTEXTILE UNDER GEOCELL ABUTMENT STABILIZATION AND WRAP OVER TEH TOP OF TEH GEOCELL AFTER IT IS BACKFILLED WITH GRANULAR BACKFILL PER FSSS 272. CLASS 1, TYPE A NON-WOVEN GEOTEXTILE AND GRUNULAR BACKFILL SHALL BE INCIDENTAL TO THE CONTRACT PAY ITEM 27250 -

GEOCELL ABUTMENT STABILIZATION, 6 INCH DEPTH..

3. ELEVATIONS OF STREAM BOTTOM, RIPRAP, AND WATER SURFACES VARIES ALONG CREEK PROFILE. ELEVATIONS

SHOWN ARE AT CENTERLINE OF BRIDGE.

4. RIPRAP LOCATION IS APPROXIMATE. ADJUST FINAL CONFIGURATION AS DIRECTED BY CO.

5. MATCH RIPRAP SLOPE AND TOP ELEVATION TO EXISTING GROUND.

6. PROVIDE KEYWAY AT THE BOTTOM EDGES OF RIPRAP.

7. CONSTRUCT RIPRAP MATS TO THE LOCATIONS AND ELEVATIONS SHOWN IN THE TABLE. WARP RIPRAP SLOPES

AS SHOWN IN THE PLAN VIEW.

PLAN

SCALE: 1" = 10'-0"

SECTION A-A

SCALE: 1" = 10'-0"

C/L BRG.

ABUT. NO. 1

CONCRETE

GRADE

BEAM (TYP.)

GEOCELL ABUTMENT

STABILIZATION (TYP.)

CLASS 1, NON-WOVEN TYPE A

GEOTEXTILE (TYP.) INCIDENTAL

TO PAY ITEM 27250

C/L BRG.

ABUT. NO. 2

(TYP.)

STRUCTURAL

EXCAVATION AND

FOUNDATION FILL

4'-0"

(TYP.)

4'-0" (TYP.)

CLASS 6 RIPRAP (TYP.)

4'-0" (TYP.)

STRUCTURAL EXCAVATION

AND BACKFILL (TYP.)

6" (TYP.)

CLASS 6 RIPRAP (TYP.)

72'-0" C/L BRG TO C/L BRG

1'-6" (TYP.)

1'-6" (TYP.)

3'-0" (TYP.)

A A

CRA

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CONCRETE GRADE BEAM (TYP.) C/L BRG.

ABUTMENT NO. 2

STA 16+52.00

C/L BRG.

ABUTMENT NO. 1

STA 15+80.00

OUTLINE OF

GEOCELL ABUTMENT

STABILIZATION (TYP.)

C/L ROADWAY

AND C/L OF STRUCTURE

90°

NFSR 33

11'-0"

11'-0"

22'-0" N77° 36' 38"E

BOTTOM OF RIPRAP

EL=6136.00

LEVEL (TYP.)

SEE GRADE BEAM FOOTING

DETAIL, TYP. @ BOTH

ABUTMENTS

EL=6149.63

EL=6147.13

1.5

(TYP.)

TOP OF RIPRAP

EL=6147.00

TOP OF RIPRAP

EL=6147.00

EL=6144.78

EL=6142.28

Sheet: A5-4

CRAZY WOMAN CREEK CORRIDOR UPGRADES

NFSR 33, BRIDGE REPLACEMENT, M.P.4.55

FOUNDATION AND RIPRAP DETAILS

GRADE BEAM FOOTING DETAIL

SCALE: 18" = 1'-0"

FOUNDATION

FILL PER FP-14

SECTION 704.01

BACK SLOPE

PER OSHA

EXISTING

GROUND

ELEVATION

CRUSHED

AGGREGATE 4"

COMPACTED DEPTH

CONCRETE GRADE

BEAM

GEOCELL

ABUTMENT

STABILIZATION

0.5

1'-0" @ ABUT #1

0'-9" @ ABUT #2

PER SECTION 208 SUBEXCAVATE TO

DEPTH SHOWN. SCARIFY, MOISTURE

CONDITION AND RECOMPACT SUBGRADE.

PLACE FOUNDATION FILL.

2'-0" @ ABUT #1

2'-0" @ ABUT #2

SEE NOTE 7

C/L BEARING

RIPRAP

CLASS 6

FOUNDATION

FILL PER FP-14

SECTION 704.01

12'-0" MIN

EXTEND RIPRAP A MIN OF 12-FT

UPSTREAM FROM ABUTMENT GRADE

BEAM. MATCH TO EXISTING GROUND.

COORDINATE FINAL LOCATION OF

UPSTREAM EDGE OF RIPRAP WITH C.O.

1 1/2H : 1V

2H : 1V

1 1/2H : 1V

1 1/2H : 1V

1/

2H

1V

17'-81 2"

1'-0" (TYP.)

1'-0"(TYP.)

AT ALL 4 SIDES

(TYP.)

VARIES,

SEE PLAN

FINISHED GROUND

SURFACE

EXISTING CULVERT

TO BE REMOVED EXISTING GROUND

FINISHED GROUND

SURFACE

REMOVE AND DISPOSE OF

EXISTING CULVERT

FOUNDATIONS OFF OF

USFS PROPERTY

REGION TWO

1'-0" (TYP ALL SIDES)

NOTE:

MAINTAIN THE SLOPE OF THE RIPRAP IN THE DIRECTIONS

SHOWN AS THE RIPRAP WRAPS AROUND THE ABUTMENT

CAPS NEAR THE RIPRAP COORDINATE POINTS 1007 AND 2004.

PERMANENT EROSION

CONTROL GEOTEXTILE

(TYP.)

Drawing Checked:RDL Design Checked:DAJ©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

MorrisonMaierle 1055 Mount Avenue Missoula, MT 59801 Phone: 406.542.8880 Fax: 406.542.4801

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ANCHOR BOLT DETAIL

SCALE: N.T.S.

5"

1'-0"

1" Ø ANCHOR BOLT

A A

B

B

C

TYPE 1

NOTE: STR DENOTES STRAIGHT BAR.

NOTE: ABUTMENT NO. 1 BARS SHOWN. ABUTMENT NO. 2 BARS THE SAME.

ABUTMENT

#1 CAP

A1 #5 24 1 11'-5"

LOCATION MARK SIZE NO. TYPE LENGTH A B C

ALL DIMENSIONS ARE OUT-TO-OUT

D

BILL OF REINFORCING

A3 #8 8 STR 21'-8"

2'-7" 2'-8" 5 1/2"

A4 #5 4 21'-8"STR

(FOR ONE ABUTMENT ONLY)

SECTION A-A

SCALE: 3 8" = 1'-0"

3'-0"

3" CLR @ BOTTOM

3'-0"

A3 ~ #8 AS SHOWN

A1~ #5 HOOP

A3 ~ #8 AS SHOWN

3"x10" BACKING PLANK

(SEE NOTE 3)

2 LAYERS 30# ROOFING FELT

FULL WIDTH OF BRIDGE

A4~ #5 AS SHOWN EACH FACE

6" LONG BY 516" DIA.

CONSTRUCTION SCREW

(SEE NOTE 2)

C/L BRG. & ABUT.

12'-0" 12'-0"

22'-0"'

3'-4"

3'-0"

C/L ROADWAY &

STRUCTURE

3" x 10" BACKING PLANK, ((TYP.))

2"Ø BOLT W/ MALLEABLE IRON

WASHER ((TYP.)) PLACE 1 12 FROM

EACH EDGE AS SHOWN THROUGH

BACKWALL PLANKS AND STIFFENER

ELEV. = 6152.63 @ ABUT NO. 1

ELEV. = 6147.78 @ ABUT NO. 2

(LEVEL)

ELEV. = 6149.63 @ ABUT NO. 1

ELEV. = 6144.78 @ ABUT NO. 2

(LEVEL)

2 - A4 ~ #5

4 - A3 ~ #8

ELEVATION

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

PLAN

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

24'-0"

2'-3" 4'-6"

9"

3'-0"

9"

2'-3"4'-6"

C/L ROADWAY AT

C/L BEARING

C/L 1"Ø ANCHOR

BOLTS (SEE

DETAIL) ((TYP.))

SOLE PLATE &

ELASTOMERIC BEARING PAD

(SEE SHEET A5-7 FOR

DETAILS.) ((TYP.))

3" X 10" BACKWALL

PLANK STIFFENER

BOLTED TO BACKWALL

PLANKS AS SHOWN

((TYP.))

1'-6"

1'-6"

NOTES:

1. ANCHOR BOLTS SHALL BE EMBEDDED OR FIELD DRILLED AND EPOXIED INTO

CONCRETE.

2. FASTEN TOP BACKING PLANK TO GLUED LAMINATED DECK PANELS WITH 6" LONG

BY 5

16" DIAMETER CONSTRUCTION SCREWS SPACED AT 18" O.C. PREBORE SCREW

LEAD HOLES USING A HOLE EQUAL TO 75% OF NAIL DIAMETER. TREAT HOLE WITH

COPPER NAPHTHENATE (2% SOLUTION) BEFORE PLACING EACH SCREW.

3. FASTEN EACH BACKING PLANK TO EACH GIRDER WITH 12" DIAMETER BOLTS AND

MALLEABLE IRON WASHERS. FIELD DRILL HOLES IN BACKING PLANKS. SEE

SHEET A5-6 FOR BEAM END PLATE DETAIL.

4. IF BACKWALL SPLICE IS REQUIRED, SUBMIT SPLICE DETAIL FOR APPROVAL.

SEE SHEETS A5-8 AND

A5-11 FOR BARRIER RAIL

DETAILS (TYP.)

12 ~#5 HOOPS @ 11 5/8" O.C. = 10'-8"

(LOOKING BACK ON STATION @ ABUT NO. 1)

(LOOKING AHEAD ON STATION @ ABUT NO. 2)

2" CLR @ TOP

AND SIDES ((TYP.))

OPTIONAL FIELD

SPLICE EACH FACE

(SEE SHEET A5-9)

Sheet: A5-5

CRAZY WOMAN CREEK CORRIDOR UPGRADES

NFSR 33, BRIDGE REPLACEMENT, M.P.4.55

ABUTMENT DETAILS

REGION TWO

2" CLR @

TOP AND SIDES

TYPE STR

LENGTH

12 ~#5 HOOPS @ 11 5/8" O.C. = 10'-8"

C/L GIRDER, (TYP.)

C/L BEARING

C/L ROADWAY AND STRUCTURE

SHOWN AT BEARING LEVEL SHOWN AT DECK LEVEL

Drawing Checked:RDL Design Checked:DAJ©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

MorrisonMaierle 1055 Mount Avenue Missoula, MT 59801 Phone: 406.542.8880 Fax: 406.542.4801

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NOTES:

1. WIDE FLANGE MEMBERS SHALL MEET THE REQUIREMENTS OF AASHTO M270

GRADE 50W. ALL CHANNELS AND PLATES SHALL MEET THE REQUIREMENTS OF

AASHTO M270 GRADE 50W.

2. ALL DIMENSIONS SHOWN ARE HORIZONTAL. CONTRACTOR SHALL ADJUST ALL

VALUES TO ACCOUNT FOR THE EFFECT OF THE GRADE AND CAMBER.

3. FOR DIAPHRAGM DETAILS AND BEARING DETAILS, SEE SHEET A5-7.

4. WELDING, WELDER QUALIFICATIONS, PREQUALIFICATION OF WELD DETAILS AND

INSPECTIONS WELDS, SHALL CONFORM TO THE REQUIREMENTS OF THE ANSI/

AASHTO/ AWS BRIDGE WELD CODE D1.5. INCLUDE ALL COSTS OF TESTING,

QUALIFICATIONS, PREQUALIFICATION, AND ANY COST TO PERFORM WORK IN ITEM

55501 - STRUCTURAL STEEL SUPERSTRUCTURE FURNISHED, FABRICATED AND

ERECTED.

5. NO FIELD WELDING WILL BE ALLOWED UNLESS OTHERWISE NOTED. ALL WELDS

SHALL BE MINIMUM 14".

6. CHARPY V-NOTCH TOUGHNESS SHALL BE PERFORMED ON THE MAIN W-BEAM

MEMBERS. MEET THE REQUIREMENTS FOR ZONE 3. INCLUDE ALL COST IN THE

ITEM 55501 STRUCTURAL STEEL SUPERSTRUCTURE, FURNISHED, FABRICATED AND

ERECTED.

7. THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE

THROUGHOUT CONSTRUCTION.

8. BEARING STIFFENERS AT CENTERLINE ABUTMENTS SHALL BE BOTH SIDES OF WEB.

STIFFENERS AT INTERMEDIATE DIAPHRAGMS SHALL BE BOTH SIDES OF WEB ON

INTERIOR GIRDERS AND SHALL NOT BE ON OUTSIDE OF EXTERIOR GIRDERS. ALL

BEARING STIFFENERS WILL BE VERTICAL IN FINAL POSITION.

9. NO WELDS SHALL OCCUR WITHIN 14" FROM EDGE OF STIFFENERS.

10. WELD STIFFENER TO WEB ONE SIDE OF STIFFENER AT A TIME.

11. WELDING STIFFENERS TO WEBS AND FLANGES USING SAW PROCESS IS NOT

PERMITTED.

12. SUPERIMPOSED DEAD LOAD FROM RUNNING PLANK WEARING SURFACE IS 12.5 PSF

FOR DESIGN.

BEAM CAMBER DIAGRAM

SCALE: N.T.S.

C/L

BRG. ABUT.

NO. 2

C/L

BRG. ABUT.

NO. 1

36'-0" 36'-0"

72'-0"

1 14"

BEAM END PLATE DETAIL

SCALE: N.T.S.

BEARING STIFFENERS INTERMEDIATE STIFFENERS

BEAM END DETAIL

PLAN VIEW

SCALE: N.T.S.

STIFFENER DETAILS - ELEVATION

SCALE: N.T.S.

90°

C/L

BRG.

C/L

BEAM

BEAM END PLATE

(SEE DETAIL)

(ABUTMENT NO. 1 SHOWN,

ABUTMENT NO. 2 SIMILAR)

(EXTERIOR SHOWN)

BEARING

STIFFENER

PLAN

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

GIRDER ELEVATION

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

5 DIAPHRAGM SPACES @ ABOUT 14'-4 3/4" = 72'-0"

4'-6"

4'-6"

INTERMEDIATE

STIFFENER (TYP.)

END DIAPHRAGM (TYP.)

END PLATE (TYP.)

BEARING STIFFENER

(TYP.)

END PLATE

(TYP.)

BEARING STIFFENER

(TYP.)

INTERMEDIATE

STIFFENER (TYP.)W33 X 169

C/L BRG. ABUT. NO. 2

C/L BRG. ABUT. NO. 1

72'-0" C/L BEARING TO C/L BEARING

72'-0"

C/L

BRG. ABUT

NO. 2

C/L

BRG. ABUT

NO. 1

SEE BEAM END DETAIL

PLAN VIEW (TYP.)

C/L INTERMEDIATE

DIAPHRAGM, (TYP.)

INTERMEDIATE

DIAPHRAGM (TYP.)

C/L ROADWAY AND

C/L STRUCTURE

73'-6" END OF GIRDER TO END OF GIRDER

Sheet: A5-6

CRAZY WOMAN CREEK CORRIDOR UPGRADES

NFSR 33, BRIDGE REPLACEMENT, M.P.4.55

FRAMING PLAN

73'-6"

9" 9"

90.0°

2'-3"

2'-3"

REGION TWO

C/L OPTIONAL

FIELD SPLICE

20'-3"

(INTERIOR SHOWN)

4"

4"

16"

16"

2" X 5" BAR

(TYP.)

3" COPE

(TYP.)

1" COPE

(TYP.)

TI

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YP

2" (TYP.)

8"

SP

AC

ES

" O

C =1

'-0

16"Ø HOLES

(TYP.)

3"

4"

4"

2" X 5" BAR

(TYP.)

3" COPE

(TYP.)

1" COPE

(TYP.)

2" (TYP.)

8"

SP

AC

ES

" O

C =1

'-0

16"Ø HOLES

(TYP.)

3"

16"

16"

4"

4"

3" COPE

(TYP.) 1" COPE

(TYP.)

2" X 5" BAR

(TYP.)

2 3 8"

8" Ø HOLE

CENTER ON END

PLATE (TYP.)

4"

Drawing Checked:RDL Design Checked:DAJ©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

MorrisonMaierle 1055 Mount Avenue Missoula, MT 59801 Phone: 406.542.8880 Fax: 406.542.4801

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NOTES:

1. ALL DIAPHRAGM AND SPLICE BOLTS SHALL BE 7 8" DIAMETER ASTM A325 TYPE 3 HIGH STRENGTH BOLTS UNLESS

OTHERWISE NOTED. ALL HOLES SHALL BE 15

16" DIAMETER UNLESS OTHERWISE NOTED. TIGHTEN AND INSTALL BOLTS AS

SPECIFIED IN THE STANDARD SPECIFICATIONS.

2. PROVIDE 1 12" MINIMUM FROM CENTER OF BOLT HOLES TO THE EDGE OF PLATE OR CHANNEL UNLESS OTHERWISE

NOTED.

3. USE AASHTO M314, GRADE 55 SWEDGED ANCHOR BOLT. SEE DETAIL, SHEET A5-5.

4. USE 70 DUROMETER LOW TEMPERATURE ZONE D ELASTOMER IN ALL BEARING PADS. INCLUDE ALL COSTS ASSOCIATED WITH THE ELASTOMERIC BEARING PADS IN BID ITEM 55501 STRUCTURAL STEEL SUPERSTRUCTURE, FURNISHED, FABRICATED AND ERECTED.

5. SEE SHEET A5-6 FOR DIAPHRAGM LOCATIONS.

BEARING DETAILS

SCALE: 1 1/2" = 1'-0"

DIAPHRAGM SECTION

SCALE: 1/2" = 1'-0"

(END DIAPHRAGM SHOWN, INTERMEDIATE DIAPHRAGM SIMILAR)

(8 BEARINGS REQUIRED)

BEARING PAD DETAIL

SCALE: N.T.S.

BEARING SOLE PLATE PLAN

SCALE: 1 1/2" = 1'-0"

1" 4" 4" 1"

5"5"

C/L

BRG.

C/L

BEAM

1" @ C/L

BEARING

1" Ø ANCHOR BOLT

2" ROUND STEEL

KEEPER BAR (TYP.)

2 - HEAVY HEX JAM NUTS

SEE SOLE PLATE DETAIL

SEE ELASTOMERIC BEARING PAD

DETAIL

(TYP.)

16"

16"

16"

16"

SEE SOLE PLATE DETAIL

C/L ANCHOR BOLT (TYP.)

5"

PROJECTION

(TYP.)

2" 9" 9" 2"

2"

7" 7"

2"

8" MIN. GAP

(TYP.)

ELASTOMERIC

BEARING PAD

KEEPER

BAR

8" COVER LAYERS

8" INTERIOR

11 GAGE STEEL LAMINATE

8" (TYP. ALL SIDES)

1 5 8"

NOTE:

SEE NOTE 4 FOR ADDITIONAL

BEARING PAD REQUIREMENTS

2" 9" 9" 2"

1'-10"

8" 8"

5"

5"

10"

2"

(TYP.)

8"

(TYP.)

1 3 8" BEVELED PLATE

C/L

BEAM

1 14" x 2 12" SLOT

(TYP.)

2" Ø ROUND STEEL KEEPER

(TYP.)

8"

C/L

ROADWAY &

STRUCTURE

PROVIDE GALVANIZED STEEL

W-RAIL FOR T-101

T-101 BRIDGE

RAIL (TYP)

8"

(TYP)

MC 18 x 42.7

(TYP.)

3" (TYP)

W33 x 169

DECK PANELS

RUNNING PLANKS

C/L

BEAM

(TYP.)

5" 5"

10"

4 SPACES @ 3"=1'-0"

Sheet: A5-7

CRAZY WOMAN CREEK CORRIDOR UPGRADES

NFSR 33, BRIDGE REPLACEMENT, M.P.4.55

STEEL DETAILS

18'-4" EDGE OF DECK TO EDGE OF DECK

16'-0" FACE OF RAIL TO FACE OF RAIL

16'-0" RUNNING PLANKS WIDTH

4'-6" 2'-3" 4'-6"2'-3"

REGION TWO

SECTION AT FIELD SPLICE

TOP & BOTTOM FLANGE

WEB

GLULAM DECK

PANEL

DAP DECK PANELS FOR

BOLT HEADS AND TOP

SPLICE PLATES. (TYP.)

PLACE TOP FLANGE

BOLTS AS SHOWN.

SEE SHEET A5-8 FOR

DAP IN GLULAM DECK

PANELS

FLANGE

C/L GIRDER

(SYMMETRIC)

3'-4"

C/L FIELD SPLICE

(SYM)

P/L 3 4" x 11 12" x 3'-4"

2-BARS 4 12" x 1" x 3'-4"

2-BARS 4 12" x 1" x 3'-4"

P/L 3 4" x 11 12" x 3'-4"

2-P/L 5 8" x 25" x 1'-2"

C/L FIELD SPLICE

(SYMMETRIC)

OPTIONAL STEEL GIRDER

FIELD SPLICE DETAIL

4"

=1'-3"

5 SPACES

@3" O.C.

2"3"

2"2" 3"

4" GAP MAX

SP

A.

3"

'-9

C/L BEARING

1'-2" 1'-2"

SEE UNDER DECK RAIL

POST PLATE DETAIL ON

SHEET A5-8, (TYP. @

EACH POST)

2" MIN. CLEAR, (TYP.)

SECTION A-A (BEARING SOLE PLATE SECTION)

SCALE: N.T.S.

A

A

1 516" 11 16"1"

C/L BRNG

6 716"

6 716"

Drawing Checked:RDL Design Checked:DAJ©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

MorrisonMaierle 1055 Mount Avenue Missoula, MT 59801 Phone: 406.542.8880 Fax: 406.542.4801

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STEEL CLIP DETAIL

SCALE: N.T.S.

PLAN

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

NOTES:

1. FASTEN EACH DECK PANEL TO EACH GIRDER WITH DECK CONNECTION IN FOUR

LOCATIONS AS SHOWN.

2. FASTEN RUNNING PLANKS TO DECK PANELS WITH TWO ROWS OF 6 INCH 5/16"

DIA. CONSTRUCTION SCREWS PER PLANK AT 24" ALTERNATE CENTERS AND 2 AT

EACH END. STAGGER SPLICES BETWEEN RUNS A MINIMUM OF 3 FEET.

3. PRE-BORE RUNNING PLANK SCREW LEAD HOLES USING A HOLE EQUAL TO 75%

OF NAIL DIAMETER. TREAT HOLE WITH COPPER NAPHTHENATE (2% SOLUTION)

BEFORE PLACING EACH NAIL.

4. GLUED LAMINATE DECK PANEL WIDTHS SHOWN ARE NOMINAL DIMENSIONS.

FABRICATE PANELS 1/4" NARROWER THAN THE DIMENSION SHOWN. PLACE

PANELS WITH 14" ± GAP BETWEEN PANELS. PANEL FABRICATION TOLERANCE IS

- 1/8" TO + 0".

5. FIELD DRILL 7/8" DIAMETER HOLES IN GLUED LAMINATED DECK PANELS USING A

STEEL T-101 POST BASE PLATE AS A TEMPLATE. TREAT HOLES WITH COPPER

NAPHTHENATE (2% SOLUTION) BEFORE PLACING BOLTS.

6. DAP GLUED LAMINATED DECK PANELS 1 14" DEEP IF OPTIONAL FIELD SPLICE IS

UTILIZED. PROVIDE DAPPED AREA 1 INCH LARGER THAN THE FIELD SPLICE TOP

PLATE IN EACH DIRECTION. DAP PANEL PRIOR TO TREATING.

4"

2" 11

2"

2" 2"

4" Ø HOLE

3"

4"

5 16

1 16

CUT AND GRIND

TO A POINT

2" C/L

HOLE

FABRICATE FROM

L4" X 3" X 3 8"

"C-CLIP" OPTION STEEL CLIP OPTION

PER "C-CLIP"

MANUFACTURER

8"

6 5 8"

1 14" FLANGE THICKNESS

COUNTERSINK FOR BOLT

HEAD. (2" Ø X 516" DEEP)

(TYP.)

11 12" FLANGE WIDTH

C/L 3 4" Ø HOLE

IN DECK PANEL

C/L

STEEL BEAM

"C-CLIP" SUBMIT FOR REVIEW

AND APPROVAL PRIOR TO

PANEL FABRICATION

8" Ø ECONOMY HEAD

BOLT W/ WASHER

9"

9 POST SPACES @ 7'-0" OC = 63'-0"

C/L ROADWAY &

STRUCTURE

9' -2

9'

-2

'-4

" O U

T

TO

O U

T D

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K

PA

N

EL

S

'-0

" F

AC

E O

F R

AI

L

TO

F

AC

E

O F

R

AI

L 8' -0

8'

-0

" X

2"

R U

N N

IN

G

P

LA

N

KS

6' -0

DECK CONNECTION (TYP.)

GLUED LAMINATED DECK PANEL (TYP.)

RUNNING PLANK

FASTENER (TYP.)

(SEE NOTE 2.)

C/L BEARING

ABUTMENT

NO. 1

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

9"

73'-6" OUT TO OUT DECK PANELS

72'-0" C/L BRG TO C/L BRG

21 DECK PANELS @ 3'-6" O.C. = 73'-6"

C/L BEARING

ABUTMENT NO. 2

1'-0"

T-101 POST

SPACING

8" THICK GLULAM

DECK PANEL

Sheet: A5-8

CRAZY WOMAN CREEK CORRIDOR UPGRADES

NFSR 33, BRIDGE REPLACEMENT, M.P.4.55

DECK DETAILS

END OF DECK

PANELS

END OF DECK

PANELS

SEE DETAILS ON SHEET A5-11 FOR

T-101 RAIL POST ATTACHMENT (TYP.)

REGION TWO

OPTIONAL STEEL GIRDER

FIELD SPLICE (TYP.) SEE NOTE 6

2" 5"

2" 21

2"

10"

4"

1'-2"6"

4"

5"

1"Ø HOLES, (TYP.)

7"

7"

EDGE OF

DECK ABOVE

C/L RAIL

POST ABOVE

P/L 3/4"x12"x10"

UNDER-DECK RAIL POST PLATE

SCALE: N.T.S.

9" (TYP.)9" (TYP.)

20'-3"

C/L OPTIONAL GIRDER FIELD SPLICE BELOW

Drawing Checked:RDL Design Checked:DAJ©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

MorrisonMaierle 1055 Mount Avenue Missoula, MT 59801 Phone: 406.542.8880 Fax: 406.542.4801

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NOTES:

1. PROVIDE SPLICE ON EACH FACE OF PRECAST GRADE BEAM.

2. PROVIDE ADDITIONAL #4 HOOP WITH CLEAR COVER AT SPLICE SIDE OF THE CONCRETE GRADE BEAM. SEE ABUTMENT SHEET FOR BAR DETAIL.

3. LOCATE SPLICE BETWEEN BEAMS AND 6 INCHES AWAY FROM EDGE OF BEARING PAD AS SHOWN ON SHEET A5-5.

FIELD BOLT ALTERNATE

ELEVATION ELEVATION

FIELD WELD ALTERNATE

PLAN SECTION PLAN SECTION

OPTIONAL CONCRETE GRADE BEAM FIELD SPLICE DETAILS

SCALE: 1" = 1'-0"

FACE OF CONCRETE

GRADE BEAM

WT6 X 17.5 X 2'-0"

(4) - 1/2"Ø X 6" HEADED

CONCRETE ANCHORS WELDED

TO THE WT SECTIONS @

6" O.C. VERT. SPACING

FACE OF CONCRETE

GRADE BEAM

(2) - L3 X 3 X 3/8" X 2'-0"

(4) - 1/2"Ø X 6" HEADED

CONCRETE ANCHORS WELDED TO

THE ANGLE IRON SECTIONS @

6" O.C. VERT. SPACING

2"

2"

5/16

BOTTOM OF CONCRETE

GRADE BEAM

BAR 3" X 3/8" X 1'-10"

BOTTOM OF GEOCELL

GEOCELL (TYP.)

5/16

BOTTOM OF CONCRETE

GRADE BEAM

3/4"Ø HS BOLTS W/ WASHERS.

SLOT FLANGE 7/8" X 1-1/2" VERT.

BOTTOM OF GEOCELL

GEOCELL (TYP.)

9" 2'

-0

3"

1" 1'

-1 0"

1"

9"

BO

LT

S

PA

" O

.C

'-8

2"

2' -0

3"

2"

POST-INSTALLED ANCHOR ALTERNATE

ELEVATION

BOTTOM OF CONCRETE

GRADE BEAM BOTTOM OF GEOCELL

GEOCELL (TYP.)

PLAN SECTION

FACE OF CONCRETE

GRADE BEAM

1'-4"

2" 2"6" 6"

4"Ø X 6" HILTI HAS-E ROD OR

APPROVED EQUAL. EMBED 51

4"

AND SECURE WITH APPROVED

EPOXY SYSTEM.

4"

4" 2'

-4

4"

6" 6"

(4 ) S

PA

" O

.C

'-0

3' -0

4" GAPP/L 3 8" X 16" X 2'-4"

WITH 7 8"Ø HOLES

6" 6"

Sheet: A5-9

CRAZY WOMAN CREEK CORRIDOR UPGRADES

NFSR 33, BRIDGE REPLACEMENT, M.P.4.55

FIELD SPLICE DETAILS

111112

+0

0.

+0

0.

PC

: 1

5+

.5

M id

: 1 5+

.9

PT

: 1

5+

.3

PC

: 1

6+

.7

M id

: 1 6+

.0

Drawn By:JAC Designed BY:RDL

Drawing Checked:RDL Design Checked:DAJ©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

MorrisonMaierle 1055 Mount Avenue Missoula, MT 59801 Phone: 406.542.8880 Fax: 406.542.4801

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LEGEND

FINISHED ROADWAY SURFACE (TYP.)

PLAN

SCALE: 1" = 10'-0"NOTES:

1. TRIM POST BASE AS REQUIRED (TRIM UP TO 6" MAX.) TO

PLACE THE FIRST TRANSITION RAIL POST ADJACENT TO

THE PRECAST BACKWALL. SEE SHEET A5-11 FOR

PLACEMENT OF FIRST TRANSITION RAIL POST.

2. PLACE OBJECT MARKERS AT THE APPROXIMATE

LOCATIONS SHOWN TO INDICATE THE NARROWEST

OBSTRUCTION (BRIDGE RAILINGS) OF THE ROADWAY.

Sheet: A5-10

CRAZY WOMAN CREEK CORRIDOR UPGRADES

NFSR 33, BRIDGE REPLACEMENT, M.P.4.55

BRIDGE APPROACH RAIL LAYOUT

CRAZY W

OM

AN

CREEK

NFSR 33

EDGE OF PROPOSED

ROADWAY

C/L FIRST BRIDGE

RAIL POST (TYP)

39.50' (TYP 3 PLACES)

SEE NOTE 1

(TYP.)

C/L PROPOSED

ROADWAY

EDGE OF

PROPOSED

ROADWAY

SEE SHEET A5-12 FOR

POST SPACING TYPICAL

SEE NOTE 1

(TYP.)

T-101 BRIDGE RAIL (TYP)

SEE DETAILS ON SHEET A5-11.

REGION TWO

TYPE 3 OBJECT MARKER

PLACED AT ALL 4

BRIDGE CORNERS

TYPICAL 4 PLACES

TYPE 3 OBJECT MARKER

TYPICAL 4 PLACES

EXTEND GUARDRAIL

STRAIGHT FOR FULL

LENGTH

APPROX RADIUS OF 120 FT

AT APPROACH GUARDRAIL

SEE SHEET A6-1

APPROX RADIUS OF 100 FT

AT APPROACH GUARDRAIL

APPROX RADIUS OF

100 FT AT APPROACH

GUARDRAIL EXTEND APPROACH GUARDRAIL STRAIGHT

(PARALLEL TO BRIDGE RAIL) FOR 21.1'

FROM BRIDGE RAIL END POST BEFORE

CURVING APPROACH RAIL AT RADIUS

SHOWN

EXTEND APPROACH GUARDRAIL STRAIGHT

(PARALLEL TO BRIDGE RAIL) FOR 7.5' FROM

BRIDGE RAIL END POST BEFORE CURVING

APPROACH RAIL AT RADIUS SHOWN

EXTEND APPROACH GUARDRAIL STRAIGHT

(PARALLEL TO BRIDGE RAIL) FOR 7.5' FROM

BRIDGE RAIL END POST BEFORE CURVING

APPROACH RAIL AT RADIUS SHOWN

GABION BASKETS SEE

SHEET A6-1 FOR LAYOUT

TYPE 2 OBJECT MARKER

ATTACHED TO THE ENDS

OF THE GUARDRAIL

TYPICAL 4 PLACES

Drawing Checked:RDL Design Checked:DAJ

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©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

MorrisonMaierle 1055 Mount Avenue Missoula, MT 59801 Phone: 406.542.8880 Fax: 406.542.4801 Sheet: A5-11

CRAZY WOMAN CREEK CORRIDOR UPGRADES

NFSR 33, BRIDGE REPLACEMENT, M.P.4.55

TYPE T-101 BRIDGE RAIL DETAILS

REGION TWO

℄ EXPANSION

JOINT

INSIDE ELEVATION OF RAILAT SQUARE BRIDGE END

NOTE:

TUBE SHOP SPLICES ARE

NOT ALLOWED.

℄ END RAIL POST

TOP OF

SLAB

END OF

4" X 3" X 14"

STRUCTURAL

TUBING

4"

℄ BRG.

1'-63

4" NOTE:

DO NOT PROVIDE A TUBE SPLICE IN

FIRST PANEL UNLESS IT CROSSES AN

EXPANSION SPLICE.

NOTE:

FABRICATE RAIL TUBING ON A CURVE

WHEN FACE OF RAIL RADIUS IS

600 FEET OR LESS.

NOTE:

PLACE EXPANSION SPLICE IN

RAIL AT EITHER THE FIRST OR

SECOND POST EITHER SIDE OF

EXPANSION JOINT. PROVIDE

EXPANSION SLOT IN RAIL AT

FIRST POST WHEN SPLICE IS

MADE AT SECOND POST

TO ALLOW FOR MOVEMENT. PROVIDE TUBE SPLICES

FOR TUBES WITHIN PANEL

OVER EXPANSION JOINTS

NOTE:

ATTACH PANEL LENGTHS OF TUBE

MEMBERS CONTINUOUSLY TO A MINIMUM

OF THREE POSTS (EXCEPT AT ABUTMENTS

WITH EXPANSION JOINTS).

NOTE:

PLACE RAIL POSTS AS SHOWN IN DETAILS,

PERPENDICULAR TO ADJACENT ROADWAY

GRADE, AND VERTICAL IN RELATION TO

ROADWAY CROSS SLOPES.

℄ END RAIL POST

END OF 4" X 3" X

14" STRUCTURAL

TUBING (SEE TUBE

SPLICE DETAIL)

NOTE:

PLUG UNUSED PREDRILLED HOLES

IN THE RAIL WITH STANDARD

SPLICE BOLTS.

JOINT OPENING1'-9" MINIMUM

℄ NEW POST

4"

VARIES

SEE

GENERAL

LAYOUT

℄ BRG. @ EDGE OF SLAB

END OF SLAB OR

BACKWALL CORBEL

AT SKEWED BRIDGE END

END OF 4" X 3" X 14"

STRUCTURAL TUBING

1'-63 4"

ANCHOR BOLT ASSEMBLY

(SEE DETAIL THIS SHEET)

B

B

STEEL SHIMS AS REQUIRED &

2 FIBER REINFORCED PADSA

RAIL POST DETAILNOTE:

FINISH THE TOP OF SLAB UNDER EACH

RAIL POST TO A SMOOTH AND UNIFORM

SURFACE TO ASSURE A PROPER ALIGNMENT

OF THE POST AND A TIGHT FIT BETWEEN

THE FIBER REINFORCED PAD AND CONCRETE.

BUSH HAMMERING IS ACCEPTABLE ONLY TO

REMOVE HIGH SPOTS.

A

SEE BRIDGE PLANS

2' -3

8"

2' -2

8"

1' -9

8"

6"1 2"

2"

2"

4"

4" 2"

1"

℄ 5 8" Ø HEX HEAD

BOLT WITH ONE HEX NUT,

ONE FLAT WASHER

AND ONE LOCK WASHER

4" X 3" X 14"

STRUCTURAL TUBING

(ASTM A 500, GRADE B)

4" Ø X 23

4" GALVANIZED

EXTRA STRONG PIPE SLEEVE

STANDARD METAL GUARDRAIL

(2 LAYERS NESTED)

W6 X 20 POST

10" X 14" X 1"

STEEL BASE PLATE

℄ 5 8" Ø OVAL SHOULDERED

BUTTONHEAD BOLT WITH ONE

HEX NUT, ONE LOCK WASHER,

ONE FLAT WASHER AND ONE

PLATE WASHER (1 PER POST)

NOTE:

USE FIBER REINFORCED PADS MEETING THE

REQUIREMENTS OF SUBSECTION 725.24 OF

THE SPECIFICATIONS. SIZE AND

POSITION THE PADS SO THAT NOT LESS THAN

12" OF THE PAD PROTRUDES ON ALL SIDES

OF THE BASE PLATE. PUNCH SLOTTED HOLES

IN PADS TO MATCH BASE PLATE.

1'-2"

RAIL POST SHIM DETAIL

NOTE:

FURNISH SHIMS AS NECESSARY TO ADJUST RAIL TO GRADE.

PLACE SHIMS BETWEEN FIBER REINFORCED PADS. PLACE

SHIMS WITH SLOTS TOWARD ROADWAY CENTERLINE.

1"

1"

4"

4"

6" 1'-2"

3" 10"

18" STEEL SHIM

EXCEPT

FACE

OF POST

FRONT FLANGE

OF POST

45°

SECTION A-A

10"

12" 4"

4"13 4"

1' -2

6"

4"

1" Ø X 11/2"

SLOTTED HOLES

FOR 3/4"Ø STUD

BOLT (TYP.)

C

C

SECTION C-CTUBE SPLICE DETAIL

SLEEVE

MEMBER

4" Ø PIN

(DRIVING FIT)

OR WELDED

LUG

4" X 3" X 14"

STRUCTURAL

TUBING

1'-4" TO 2'-0"

1'-0"1'-0"15 8"

15 8" @ SPLICE

VARIES @ EXP. JOINT

℄ POST

14"Ø PIN (DRIVING FIT)

OR WELDED LUG

15 8"

SLEEVE MEMBER

4" X 3" X 14"

STRUCTURAL TUBING

45°

16" ⅊

℄ 11 16" Ø

DRAIN HOLE2"

TUBE CAP DETAIL

TRAFFIC

NOTE:

PROVIDE 5 8"Ø OVAL SHOULDERED

BUTTONHEAD BOLTS WITH HEX

NUTS AT ALL SPLICE SLOTS.

AT SPLICES BETWEEN POSTS ELIMINATE

THIS SLOT OR PROVIDE BUTTONHEAD BOLT

2" 2"41 4" 41

4" REGULAR SLOT ~ 3 4" X 212"

EXPANSION SLOT ~ 3 4" X 33 4"

32" Ø X 11

8"SLOTS @ REGULAR SPLICES

32" Ø X 21

2"SLOTS @ EXPANSION SPLICES

AT REGULAR SPLICES

AT EXPANSION SPLICES

1'-01 2"

NOTE:

AT EXPANSION SLOTS IN W-BEAM,

TIGHTEN BOLTS SNUGLY.

POST CONNECTIONRAIL SPLICE

℄ POST

8"℄ 11

16" Ø X 1" VERTICAL

SLOTTED HOLE IN POST FLANGE

℄ 11 16" Ø X 11

4" HORIZONTAL

SLOTS IN POST FLANGE

℄ 11

16" Ø HOLES IN TUBES

(DRILL OR PUNCH) IF

PUNCHED, PLACE THE FIRST

SURFACE PENETRATED NEXT

TO THE POST

SECTION B-B

SLEEVE FABRICATION OPTIONS

NOTE:

OTHER SECTIONS OF EQUAL OR GREATER STRENGTH WITH 14"

MINIMUM WALL THICKNESS ARE ACCEPTABLE FOR SLEEVES.

NOTE:

SEE APPROPRIATE T BEAM OR SLAB DRAWING FOR

DIMENSIONS OF #5 U-BAR AT EACH POST.

#5 U-BARS @

EACH POST

POST MOUNTING DETAILSSTANDARD SLAB

BULB T BEAM

FLAT SLAB AND U-TYPE BENT

ANCHOR BOLTS

OMITTED FOR CLARITY

⅊ 8" X 9" X 14"

PLACE PLATE

PARALLEL TO

TOP OF SLAB

BLOCKOUT

TO KEEP

FREE OF

CONCRETE

#5 U-BARS

@ EACH POST

1" Ø PIPE

SLEEVES

IN SLAB

2"

10"

4"

2"

5"

2"

1" Ø PIPE

SLEEVES IN SLAB

2"

2"

5"

2"

10"

4"

30°

CHAMFER

(TYP.)

#5 U-BARS @

EACH POST

EMBED PLATE FLUSH

WITH BOTTOM OF SLAB

5"

2"

1" I.D. GALVANIZED

STANDARD PIPE SLEEVE

(TYP.)

(FOR TYPICAL SLAB)

CENTERED 1

TY

P.

⅊ 9" X 8" X 14"7

8" Ø HOLES

PROVIDE 14"Ø

HOLES FOR

ATTACHING

TO FORMS

9"

8"

6"

2"

2"

5"

2" 11 2"

4"

5"

8"

HEAVY HEX NUT (AASHTO M 291

GRADE DH) AND ONE GALVANIZED

HARDENED WASHER

TACK WELD OPPOSITE SIDES

HEAVY HEX NUT (AASHTO M 291

GRADE DH) AND ONE GALVANIZED

HARDENED WASHER

EDGE OF SLAB

T - 3 8"

90°

⅊ 9" X 8" X 14" 11 2"

2"

HEAVY HEX NUT

(AASHTO M 291

GRADE DH)

ANCHOR BOLT

ASSEMBLY DETAIL

ANCHOR BOLT

ASSEMBLY DETAIL

C/L 3 4"Ø GALVANIZED HIGH

TENSILE STRENGTH STUD BOLT

(ASTM A 449) 4 PER POST

(2" OF THREAD)

(TYPICAL BOTH ENDS)

1" I.D. GALVANIZED

STANDARD PIPE

SLEEVE (TYP.)

⅊ 103 8" X 21

2" X 316"

1316" Ø HOLE (TYP.)

⅊ 103 8" X 21

2" X 316"

FASTEN PLATES

WITH WELD AS

SHOWN OR

14" Ø BOLT

℄ 3 4" Ø X 1'-11 2"

GALVANIZED HIGH TENSILE

STRENGTH STUD BOLT

(ASTM A 449) 4 PER

POST (2" OF THREAD)

(TYPICAL BOTH ENDS)

HEAVY HEX NUT

(AASHTO M 291

GRADE DH)

VARIES ~ SEE GENERAL LAYOUT 8'-4" (TYP.)

BRIDGE RAIL ~ T101

SCALE: 11

2" = 1'-0"

23 4" 312" 312" 23 4"

(TYPICAL FOR FLAT SLAB

AND U-TYPE BENT)

BRIDGE APPROACH SECTION

(SEE STANDARD BRIDGE

W-BEAM APPROACH

GUARDRAIL)

BRIDGE APPROACH SECTION (SEE

STANDARD BRIDGE W-BEAM APPROACH GUARDRAIL)

NOTE:

RECTANGULAR PLATE WASHERS ARE TO CONFORM TO THE REQUIREMENTS

OF AASHTO M270 (ASTM A709) GRADE 36 STEEL PLATE.

REFLECTORIZED TYPE

III (HIGH INTENSITY)

SHEETING WHITE OR

YELLOW PER MUTCD

URETHANE HINGE

4" Ø (TYP)

TOP OF

STEEL POST

VARIES SEE

GENERAL LAYOUT

℄ NEW POST

END OF DECK

NOTES:

GALVANIZING: GALVANIZE ALL BOLTS, NUTS, WASHERS AND PIPE SLEEVES IN ACCORDANCE

WITH AASHTO M 232. GALVANIZE METAL GUARDRAIL IN ACCORDANCE WITH ASTM

SPECIFICATION A 653 OR AASHTO M 111.

REFLECTORS: PLACE A REFLECTOR ON EACH END RAIL POST AND AT APPROXIMATELY

EQUAL SPACING (EVERY THIRD RAIL POST BUT NOT TO EXCEED 25 FEET) BETWEEN END RAIL

POSTS. MOUNT REFLECTORS WITH REFLECTORIZED FACE TOWARD ONCOMING TRAFFIC.

SEE REFLECTOR DETAIL THIS SHEET. MOUNT REFLECTOR TO W-BEAM POST WEB WITH AN

APPROVED ADHESIVE. INCLUDE THE COST OF THE REFLECTOR IN THE UNIT PRICE BID FOR

BRIDGE RAIL ~ T101.

ERECTION: SET THE RAIL PARALLEL TO THE ROADWAY GRADE. ADJUST RAIL TO PROPER

RAIL HEIGHT USING VERTICAL SLOTS IN RAIL POST OR RAIL POST SHIMS. NO FIELD CUTTING

OR WELDING IS PERMITTED ON STEEL UNLESS APPROVED BY THE CO.

PAINTING: PAINT ALL POSTS, STRUCTURAL TUBING AND PLATES (EXCEPT AS NOTED) IN

ACCORDANCE WITH THE STANDARD SPECIFICATIONS. GALVANIZING THE POSTS,

STRUCTURAL TUBING AND PLATES IN ACCORDANCE WITH AASHTO M 111 IS ALLOWED.

EXCEPTIONS: USE DETAILS SHOWN ON THIS DRAWING ONLY AS THEY APPLY TO THE

PROJECT. ANCHORAGE DETAILS MAY VARY. REFER TO OTHER DRAWINGS FOR VARIATIONS

IN THESE DETAILS.

FABRICATION: FOR THE PURPOSE OF FABRICATION, THIS RAIL SYSTEM IS CONSIDERED AN

ANCILLARY ITEM. THE REQUIREMENTS OF SUBSECTION 1.3.6 OF AASHTO/AWS D1.5 APPLY.

3"

4"

8"

2"

16"

(APPROX.

BASE METAL

THICKNESS)

1 116" X 1"

SLOTTED HOLE

8"

(T

YP

8"

(TYP.)

WELD AND GRIND

SMOOTH AS

REQUIRED

4"

4"

16"

16"

4"

2"

4"

4"

5"

2"

4"

4"'

4"

2"

4"

16" GAP MAX.

REFLECTOR

NOTE: THE STEEL POST BASE PLATE AND SHIM SHOWN ON THIS SHEET HAVE BEEN

MODIFIED (ENLARGED) FOR USE WITH A GLULAM TIMBER BRIDGE DECK, AND DO NOT MATCH

THE STANDARD T-101 BASE PLATE AND SHIM SIZES USED IN CONJUNCTION WITH A

CONCRETE DECK.

5"

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SPECIFICATIONS: MATERIALS AND CONSTRUCTION OF THIS STRUCTURE SHALL BE IN ACCORDANCE WITH THE CURRENT

ADOPTED USDA FOREST SERVICE STANDARD SPECIFICATIONS.

MATERIALS: STEEL SHAPES, PLATES AND BARS SHALL BE STRUCTURAL STEEL CONFORMING TO AASHTO M270, GRADE 36, EXCEPT STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, OR ASTM A501. W-BEAM GUARDRAIL, POSTS, TUBING, PLATES, BARS AND ASSOCIATED HARDWARE SHALL MEET AASHTO M180, CLASS A, AND SHALL BE GALVANIZED STEEL. W-BEAM TERMINAL PIECE SHALL BE CLASS B. ALL BOLTS, NUTS AND WASHERS, EXCEPT BUTTONHEAD BOLTS, SHALL CONFORM TO AASHTO M164 (ASTM A325 OR A449), TYPE 3. CABLE ASSEMBLY SHALL BE GALVANIZED STEEL AND CONFORM TO AASHTO M30

(ASTM A741).

TIMBERS SHALL BE COAST REGION DOUGLAS-FIR NO. 2 GRADE OR BETTER CONFORMING TO THE CURRENT WWPA, OR WCLIB

GRADING RULES FOR WESTERN LUMBER. INLAND DOUGLAS-FIR LUMBER SHALL NOT BE USED.

CONCRETE FOR END ANCHORS SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI. WELDED WIRE FABRIC

SHALL CONFORM TO AASHTO M55 (ASTM A185).

FABRICATION: ALL LUMBER FABRICATION SHALL BE COMPLETED BEFORE TREATMENT. STRUCTURAL STEEL SHALL BE SHOP FABRICATED. WELDING SHALL CONFORM TO AWS STRUCTURAL WELDING CODE D1.1 AND SHALL BE BY A CERTIFIED WELDER. ALL STEEL SHALL BE FABRICATED BEFORE BEING GALVANIZED, EXCEPT MINOR SHOP CUTTING. DRILLING AND WELDING IS PERMITTED ON WEATHERING STEEL METAL, PROVIDED THESE AREAS ARE CLEANED AND REPAIRED WITH 2 COATS OF ZINC DUST-ZINC OXIDE PAINT MEETING FEDERAL SPECIFICATION TT-P-641 OR MILITARY SPECIFICATION MIL-P-21035. ALL RAIL SPLICES SHALL OCCUR AT POSTS.

SHOP BEND CURVED RAIL SECTIONS.

TREATMENT: AFTER FABRICATION, ALL TIMBER SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA C-2 (SOIL & FRESH WATER USE) USING COPPER NAPHTHENATE, KLEARGARD-25, OR APPROVED EQUAL MEETING AWP P-8 WITH TYPE A SOLVENT MEETING AWP AWPA P-9, FOR POST, GUARDRAIL, AND SPACER BLOCKS USAGE. TREAT ALL APPROACH RAIL WOOD TO AWPA USE CATEGORY UC4A OR UC4B. TREATMENT SHALL COMPLY WITH THE REQUIREMENTS OF THE CURRENT EDITION OF WWPA'S "BEST MANAGEMENT PRACTICES FOR THE USE OF TREATED WOOD IN AQUATIC ENVIRONMENTS" AND THE SUPPLIER SHALL FURNISH, UPON

DELIVERY OF MATERIALS, A CERTIFICATE OF COMPLIANCE.

FIELD TREATMENT: COPPER NAPHTENATE (2% SOLUTION) SHALL BE FURNISHED FOR FIELD TREATING OF WOOD. ALL ABRASIONS AND FIELD CUTS, APPROVED BY THE C.O., SHALL BE CAREFULLY TRIMMED AND GIVEN THREE BRUSH COATS OF THE FIELD TREATMENT SOLUTION. HOLES DRILLED IN THE FIELD SHALL BE POURED FULL OF PRESERVATIVE AND PLUGGED WITH TIGHT FITTING, TREATED, HARDWOOD DOWELS. WHEN POSSIBLE DO NOT FIELD TREAT OVER LIVE STREAM. DO NOT SPILL PRESERVATIVE IN

STREAM.

ERECTION: NO FIELD CUTTING OR WELDING IS PERMITTED ON GALVANIZED METAL UNLESS APPROVED BY THE CONTRACTING OFFICER. ALL RAIL POSTS SHALL BE SET VERTICALLY AND THE RAILING ERECTED PARALLEL TO GRADE. THE CONTRACTOR SHALL FURNISH GALVANIZED STEEL STEEL SHIM PLATES AS REQUIRED TO ALIGN RAILING. APPROACH GUARDRAIL POST HOLES SHALL BE A MINIMUM OF 18" IN DIAMETER, UNLESS DRIVEN. BOTTOM OF EXCAVATED HOLES SHALL BE THOROUGHLY COMPACTED AND BACKFILL SHALL BE THOROUGHLY TAMPED IN 4 INCH LAYERS. FILL ALL UNUSED HOLES IN W-BEAM WITH STANDARD BUTTONHEAD BOLTS AND NUTS. AFTER ERECTION IS COMPLETE, BURR THREADS OF ALL RODS AND BOLTS TO PREVENT BACKING OFF OF NUTS. ALL DAMAGED GALVANIZED STEEL SURFACES SHALL BE REPAIRED WITH 2 COATS OF ZINC PAINT AS SPECIFIED IN THE FABRICATION NOTE ABOVE. THERE SHALL BE NO MORE THAN ONE RAIL SPLICE PER POST WHEN

DOUBLE-LAYER W-BEAM GUARDRAIL ELEMENTS ARE SPECIFIED.

POST LENGTH: ALL POSTS SHALL BE 7'-0" LONG TYP. U.N.O.

GENERAL NOTES:

REFLECTOR COLOR SHALL BE

CLEAR (WHITE) AT EACH SIDE

INSTALL REFLECTOR AT TRAFFIC

FACE OF BRIDGE RAIL POST.

(SEE NOTE BELOW)

C/L 3/16"Ø HOLE IN PLATE

FOR 10D COMMON NAIL

(GALVANIZED)

TOP OF POST

NOTE:

1. REFLECTORS MANUFACTURED BY ROADSIDE SAFETY DEVICES

IN GILFORD, MONTANA,OR BY CARSONITE WILL MEET THE

REQUIREMENTS DETAILED ABOVE. REFLECTORS MADE BY

OTHER MANUFACTURERS MAY BE SUBMITTED TO THE C.O. FOR

REVIEW.

GUARDRAIL…