Attch_01-Drawings.pdf

SUMMARY OF ESTIMATED QUANTITIES

PAY ITEM 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

20305 REMOVE STRUCTURES AND OBSTRUCTIONS LSQ LS 1

20478 ROADWAY EXCAVATION AND EMBANKMENT LSQ LS 1

20806 STRUCTURE EXCAVATION LSQ LS 1

25101 PLACED RIPRAP, CLASS 4 (COMMERCIAL SOURCE) CQ CY 150

27250 GEOCELL ABUTMENT STABILIZATION, 6 INCH DEPTH CQ SY 35

30801 ROADWAY AGGREGATE, COMPACTION METHOD 2 (COMMERCIAL SOURCE) CQ CY 20

40402 MINOR HOT ASPHALT CONCRETE, 4-INCH THICKNESS LSQ LS 1

55301 PRECAST, PRESTRESSED CONCRETE STRUCTURAL MEMBERS, BULB TEE BEAMS CQ EA 3

553A05 PRECAST CONCRETE MEMBERS, GRADE BEAMS AND WINGWALLS LSQ LS 1

62201a EQUIPMENT RENTAL, HYDRAULIC EXCAVATOR WITH THUMB AQ HR 16

62201b EQUIPMENT RENTAL, LARGE DUMP TRUCK AQ HR 16

62528 SEEDING AND MULCHING, DRY METHOD (GOVERNMENT FURNISHED SEED ONLY) LSQ LS 1

63305 POSTS, WOOD CQ LF 40

63306 OBJECT MARKERS TYPE 3 AQ EA 4

Sheet: 1 of 11

Drawn By:CRH

Designed By:CRH

Drawing Checked:RDL

Design Checked:DAJ

PIPE CREEK BRIDGE

NFSR 471, M.P. 0.1

SUMMARY OF ESTIMATED

QUANTITIES AND GENERAL NOTES

©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

Morrison

Maierle

1055 Mount Avenue Missoula, MT 59801

Phone: 406.542.8880 Fax: 406.542.4801

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PROJECT NAME: PIPE CREEK BRIDGE

Loading HL-93 Forest KOOTENAI

Grade 0% Super NA

Skew 0° Clear Height 10.3'

Length 61' Width 14'

Sec. 28 T. 33 N. R. 31 W.

Revised_____Date________

Revised_____Date________

DRAWING DATE: 06/29/2018

Revised_____Date________

Revised_____Date________

STRUCTURE EXCAVATION

1. SHALL BE COMPLETED IN ACCORDANCE WITH FP-03, SECTION 208.

2. 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 SHOWN ON SHEET 3

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.

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

STRUCTURE BACKFILL

1. STRUCTURE BACKFILLING IS INCIDENTAL TO PAY ITEM 20806, STRUCTURE EXCAVATION.

2. BACKFILL SHALL BE PLACED IN ACCORDANCE WITH FP-03, SECTION 208 AND MEET THE REQUIREMENTS OF

FP-03, SECTION 704.04 STRUCTURAL BACKFILL. ADDITIONAL BACKFILL MATERIAL IS NOT ANTICIPATED FOR

THIS SITE. USE PIT RUN MATERIAL IF REQUIRED.

3. SATURATED SOILS ARE CONSIDERED UNSUITABLE FOR USE AS STRUCTURAL BACKFILL. ALL UNSUITABLE

SOILS MUST BE HAULED AND DISPOSED TO THE DESIGNATED WASTE SITE.

4. NON-SATURATED STRUCTURE EXCAVATION MATERIAL IS ANTICIPATED TO BE SUITABLE FOR BACKFILL

MATERIAL

4.1. SOME MIXING AND SORTING MAY BE REQUIRED.

4.2. MUST HAVE APPROVAL FROM CO PRIOR TO USE.

5. BACKFILL MATERIAL SHALL BE COMPACTED IN ACCORDANCE WITH FP-03, 208.11 (AASHTO T99, METHOD C

AND AASHTO T310).

EXCAVATION & BACKFILL NOTES:

SPECIFICATIONS: MATERIALS AND CONSTRUCTION OF THIS STRUCTURE SHALL BE IN

ACCORDANCE WITH STANDARD SPECIFICATIONS FOR CONSTRUCTION OF ROADS AND

BRIDGES ON FEDERAL HIGHWAY PROJECTS. FP-03, AS MODIFIED FOR THIS CONTRACT.

DESIGN: DESIGNS SHALL CONFORM WITH AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS 7TH

EDITION 2014 WITH CURRENT INTERIMS.

DESIGN DATA AS FOLLOWS:

· LIVE LOAD = HL-93

· TRUCK IMPACT = 33%

· SUPERIMPOSED DEAD LOAD = 35 PSF

PRESTRESSED CONCRETE: PRESTRESSED CONCRETE SHALL BE CLASS P. CONCRETE

STRENGTH REQUIREMENTS SHALL BE DETERMINED BY THE PRESTRESSED BEAM

FABRICATOR, BUT, SHOULD ATTAIN A MINIMUM RELEASE STRENGTH OF 4000 PSI (f'ci=4000 PSI)

AND A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 6000 PSI, (f'c = 6000 PSI). THE

PRESTRESSED CONCRETE BEAMS SHALL BE AIR ENTRAINED 5% ± 1%.

REINFORCED STEEL: ALL NON-PRESTRESSED REINFORCING SHALL BE OF THE DEFORMED

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.

PRESTRESSING STEEL: PRESTRESSING STEEL SHALL BE 0.6"Ø OR 0.5"Ø, SEVEN WIRE

LOW-RELAXATION PRESTRESSING STRAND CONFORMING TO AASHTO M203, GRADE 270.

MAXIMUM JACKING FORCE FOR PRESTRESSING STRAND REINFORCEMENT SHALL BE 0.90 FPY

OR 47.73 KIPS FOR 0.6"Ø STRAND AND 33.46 KIPS FOR 0.5"Ø STRAND. MAXIMUM STRAND

STRESS AT TRANSFER SHALL BE 0.75 FPU OR 43.94 KIPS FOR 0.6"Ø STRAND AND 30.98 KIPS

0.5"Ø STRAND.

PRESTRESSING CONCRETE BEAMS: PRIOR TO CASTING ANY PRESTRESSED MEMBERS,

CALCULATIONS AND 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 IN THE STATE OF MONTANA.

CONCRETE: ALL NON-PRESTRESSED CONCRETE (GRADE BEAM, BACKWALL, AND CURB) SHALL

BE CLASS C(AE) CONCRETE, f'c = 4000 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 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.

FINISHING PRESTRESSED CONCRETE BEAMS: THE EXTERIOR FACE OF EXTERIOR BEAMS

SHALL BE GIVEN A RUBBED FINISH PER FP-03 SUBSECTION 552.16(b). A(AE) CONCRETE 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. TOP OF BEAMS SHALL BE GIVEN A ROUGH BROOM FINISH PERPENDICULAR

TO CENTERLINE ROADWAY.

FABRICATION, TRANSPORTATION, AND INSTALLATION OF PRESTRESSED CONCRETE BEAMS:

BEAMS SHALL BE ERECTED USING GALVANIZED STEEL SHIMS WHERE NECESSARY.

GALVANIZED STEEL SHIMS SHALL BE THE SAME WIDTH AND ONE HALF THE LENGTH AS THE

SOLE PADS AND SHALL BE PLACED BETWEEN THE SOLE PLATE AND THE CONCRETE SUCH

THAT NO MORE THAN 1/8" VERTICAL VARIATION EXISTS BETWEEN ADJACENT DECK SURFACES

AT THE CENTERLINE OF BEARING PRIOR TO ATTACHING WELD TIES AND FILLING KEYS WITH

NON-SHRINK GROUT. GALVANIZE SHIMS IN ACCORDANCE TO AASHTO M232. ERECT GIRDERS

SUCH THAT NO MORE THAN 1/4" VERTICAL VARIATION EXISTS BETWEEN ADJACENT DECK

SURFACES ALONG THE LENGTH OF THE BEAMS PRIOR TO ATTACHING WELD TIES AND FILLING

KEYS WITH HIGH STRENGTH NON-SHRINK GROUT. PROVIDE JACKING APPARATUS FOR

ERECTION WITH GALVANIZED DECK INSERTS AS REQUIRED OR OTHER APPROVED METHOD.

GROUT ALL INSERTS AFTER ERECTION. SHOW LEVELING PROCEDURE ON SHOP DRAWINGS:

ERECT GIRDERS IN ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS.

HARDWARE AND STRUCTURAL STEEL: ALL STEEL SHAPES, PLATES, AND BARS SHALL

CONFORM TO AASHTO M270 GRADE 36 (ASTM A36) AND SHALL BE GALVANIZED IN

ACCORDANCE WITH AASHTO M111 (ASTM A123) UNLESS NOTED OTHERWISE. ALL BOLTS AND

NUTS SHALL CONFORM TO ASTM A307 EXCEPT AS NOTED AND SHALL BE GALVANIZED IN

ACCORDANCE WITH AASHTO M232 (ASTM A153).

ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.5 BRIDGE WELDING CODE. ALL

ELECTRODES SHALL BE E 70XX.

HYDROLOGY AND HYDRAULICS: THIS STRUCTURE IS DESIGNED TO PASS A 100-YEAR

FREQUENCY FLOOD WITH 2'-0" OF MINIMUM FREEBOARD. THE DESIGN VOLUMES ARE AS

FOLLOWS:

BRIDGE NO. NFSR 471-M.P. 0.1, Q

= 799 CFS

EROSION CONTROL PLAN: REFER TO SECTION 157 OF THE STANDARD SPECIFICATIONS AND

SPECIAL PROVISIONS.

DIMENSIONS: ALL LONGITUDINAL DIMENSIONS FOR THE STRUCTURE ARE MEASURED

HORIZONTALLY AND INCLUDE NO CORRECTION FOR GRADE.

ELASTOMERIC BEARING PAD: BEARING PADS SHALL BE PLAIN ELASTOMERIC PAD 1/2" THICK,

70 DUROMETER, LOW TEMPERATURE, ZONE D. INCLUDE BEARING COSTS IN PAY ITEM 55301 -

PRECAST, PRESTRESSED CONCRETE STRUCTURAL MEMBERS, BULB TEE BEAMS.

GENERAL NOTES:

CONTROL POINT TABLE

POINT NUMBER

NORTHING

20000.0000

20000.0000

20021.5910

20014.1680

EASTING

40000.0000

39758.3980

39909.2570

39965.9690

ELEVATION

1000.00

1002.36

999.93

999.86

DESCRIPTION

RPC

RPC

NAIL

INK X

Sheet: 2 of 11

Drawn By:CRH

Designed By:CRH

Drawing Checked:RDL

Design Checked:DAJ

PIPE CREEK BRIDGE

NFSR 471, M.P. 0.1

EXISTING SITE CONDITIONS

©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

Morrison

Maierle

1055 Mount Avenue Missoula, MT 59801

Phone: 406.542.8880 Fax: 406.542.4801

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SCALE IN FEET

30150

HORIZONTAL SCALE

MMI CONTROL POINT (TYP.)

EDGE OF ASPHALT (TYP.)

ROAD CENTERLINE (TYP.)

EXISTING STRUCTURE

STREAM THALWEG (TYP.)

EDGE OF WATER AT

TIME OF SURVEY (TYP.)

PIPE

C

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EEK

NFSR 471

POTHOLE

NOTE:

1. THIS PROJECT UTILIZES A LOCAL COORDINATE SYSTEM THAT

IS INDEPENDENT OF AND NOT ASSOCIATED WITH ANY OTHER

COORDINATE SYSTEM.

Loading HL-93 Forest KOOTENAI

Grade 0% Super NA

Skew 0° Clear Height 10.3'

Length 61' Width 14'

Sec. 28 T. 33 N. R. 31 W.

Revised_____Date________

Revised_____Date________

DRAWING DATE: 06/29/2018

Revised_____Date________

N89°17'20"W

9+00 10+00 11+00

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Q100 ELEV=992.21

Q2 ELEV=990.02Q2 ELEV=990.02

-1.1% 0.0%

-0.2%

ROAD CENTERLINE COORDINATE TABLE

STATION

9+50.0

9+63.3

9+69.5

10+00.0

10+30.5

10+36.7

10+75.0

DESCRIPTION

BEGIN ROAD WORK

VERTICAL PI

C/L BRG. ABUT. 1

C/L @ THALWEG

C/L BRG. ABUT. 2

VERTICAL PI

END ROAD WORK

NORTHING

20007.89

20008.06

20008.13

20008.51

20008.89

20008.97

20009.44

EASTING

40021.32

40007.99

40001.82

39971.32

39940.82

39934.65

39896.33

ELEVATION

1000.58

1000.43

1000.43

1000.43

1000.43

1000.43

1000.35

Sheet: 3 of 11

Drawn By:CRH

Designed By:CRH

Drawing Checked:RDL

Design Checked:DAJ

PIPE CREEK BRIDGE

NFSR 471, M.P. 0.1

ROAD PLAN & PROFILE

©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

Morrison

Maierle

1055 Mount Avenue Missoula, MT 59801

Phone: 406.542.8880 Fax: 406.542.4801

PROFILE

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SCALE IN FEET

20100

HORIZONTAL SCALE

SCALE IN FEET

VERTICAL SCALE

Loading HL-93 Forest KOOTENAI

Grade 0% Super NA

Skew 0° Clear Height 10.3'

Length 61' Width 14'

Sec. 28 T. 33 N. R. 31 W.

Revised_____Date________

Revised_____Date________

DRAWING DATE: 06/29/2018

Revised_____Date________

Revised_____Date________

C/L PROPOSED ROAD

PROPOSED BRIDGE STRUCTURE

EXISTING BRIDGE STRUCTURE

TO BE REMOVED

FINISH GRADE ALONG C/L ROADWAY

EXISTING GROUND

EDGE OF PROPOSED

ROAD (TYP.)

14'

7'

7'

NOTES:

1. ROADWAY AGRREGATE SHALL BE COMPACTED TO MEET REQUIREMENTS OF FSSS 308,

COMPACTION METHOD 2.

2. A SOIL INVESTIGATION HAS NOT BEEN CONDUCTED AT THIS SITE.

3. CLEARING AND GRUBBING SHALL BE INCIDENTAL TO OTHER PAY ITEMS IN THIS PROJECT.

DISPOSE OF CLEARING AND GRUBBING DEBRIS PER FSSS 203.

4. INCLUDE ALL COSTS OF STRUCTURAL EXCAVATION, BACKFILL, WASTE, MISCELLANEOUS

EXCAVATION, AND CHANNEL WORK IN STRUCTURAL EXCAVATION PAY ITEM 20806.

5. CONTRACTOR SHALL DISPOSE OF EXCESS OR UNSUITABLE STRUCTURAL EXCAVATION

MATERIAL AT DESIGNATED WASTE AREA. CO WILL DESIGNATE A WASTE AREA WITHIN 10

MILES OF THE PROJECT.

6. ALL MATERIALS DESIGNATED FOR REMOVAL BECOME THE PROPERTY OF THE

CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR REMOVING AND DISPOSING OF

THE EXISTING BRIDGE FROM NATIONAL FOREST LAND IN ACCORDANCE WITH CURRENT

STATE AND FEDERAL REQUIREMENTS.

7. SEED ALL DISTURBED AREAS AFTER CONSTRUCTION PER FSSS 625.

8. QUANTITIES ARE PROVIDED FOR INFORMATIONAL PURPOSES ONLY. CONTRACTOR TO

CONFIRM ACTUAL MATERIAL TAKE OFF FOR BIDDING.

7 FT WIDTH

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NEW ASPHALT SURFACE

ROAD NO. FROM STA. TO STA.

PREPARED

SUBGRADE

PROFILE GRADE

C/L

WIDTH

1'-0"

VARIES

(SEE TABLE)

1'-0"

7 FT WIDTH

TYPICAL ROAD CROSS SECTION

SCALE: N.T.S.

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NFSR 471

9+58.3 9+68.3 14'

1'

LT. LANE SLOPE

-3% TO 0%

RT. LANE SLOPE

-3% TO 0%

VARIES

(SEE TABLE)

9+50.0 9+58.3 14' -3%

10+31.7 10+41.7 14' 0% TO -3%

-3%

0% TO -3%

6" ROADWAY AGGREGATE

4" ASPHALT

PIPE CREEK

NFSR 471

STA 10+75

END ROAD WORK

MATCH EXISTING ELEVATION

STA 9+50

BEGIN ROAD WORK

MATCH EXISTING ELEVATION

PROPOSED BRIDGE STRUCTURE

ABUTMENT

NO. 1

ABUTMENT

NO. 2

CLASS 4 RIPRAP (TYP.)

(SEE SHEET 5)

10+41.7 10+75.0 14' -3% -3%

STRUCTURAL EXCAVATION

LIMITS OF STRUCTURAL EXCAVATION (SEE GENERAL NOTES)

APPROXIMATELY 1200 CY

ROADWAY EXCAVATION

& EMBANKMENT ITEM 20478

APPROXIMATELY 1 CY EXCAVATION

APPROXIMATELY 4 CY EMBANKMENT

ROADWAY EXCAVATION

& EMBANKMENT ITEM 20478

APPROXIMATELY 1 CY EXCAVATION

APPROXIMATELY 1.5 CY EMBANKMENT

N89°17'20"W

Q100 ELEV=992.21Q100 ELEV=992.21

Q2 ELEV=990.02Q2 ELEV=990.02

Sheet: 4 of 11

Drawn By:CRH

Designed By:JGS

Drawing Checked:RDL

Design Checked:CEB

PIPE CREEK BRIDGE

NFSR 471, M.P. 0.1

BRIDGE GENERAL LAYOUT

©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

Morrison

Maierle

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"

PROPOSED

ROAD GRADE

EXISTING

GROUND

PIPE CREEK

Loading HL-93 Forest KOOTENAI

Grade 0% Super NA

Skew 0° Clear Height 10.3'

Length 61' Width 14'

Sec. 28 T. 33 N. R. 31 W.

Revised_____Date________

Revised_____Date________

DRAWING DATE: 06/29/2018

Revised_____Date________

Revised_____Date________

OBJECT MARKER TYPE 3 INSTALLATION

NOT TO SCALE

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.

WARNING SIGNS

AND MARKER

CURB

CURB

BEYOND

12"

3'-0"

4'-0"

10'-0"

4X4 ROUGH SAWN POST

2'-0" MAXIMUM

2"

NOTES:

1. FOR RIPRAP, GEOCELL ABUTMENT STABILIZATION AND

STRUCTURAL EXCAVATION DETAILS SEE SHEET 5.

2. FOR GENERAL NOTES SEE SHEET 1.

3. ELEVATIONS OF STREAM WATER SURFACE VARY ALONG

CREEK PROFILE. ELEVATIONS SHOWN FOR Q2 & Q100 ARE

FOR THE UPSTREAM EDGE OF THE BRIDGE.

4.80'±

TYPE 3 OBJECT MARKER

TYPICAL AT EACH CORNER

BACKFILL (SLOPE VARIES)

(TYP.)

CLASS 4 RIPRAP (1.5:1 SLOPE)

(TYP.)

GEOCELL ABUTMENT

STABILIZATION (TYP.)

CONCRETE GRADE

BEAM (TYP.)

61'-0" C/L BEARING TO C/L BEARING

0%

C/L BRG. ABUT. NO. 1

AT C/L STRUCTURE

STA 9+69.50

FG ELEV. = 1000.43

C/L BRG. ABUT. NO. 2

AT C/L STRUCTURE

STA 10+30.50

FG ELEV. = 1000.43

EXISTING BRIDGE STRUCTURE

PROPOSED BRIDGE STRUCTURE

61'-0" C/L BEARING TO C/L BEARING

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INSTALL TYPE 3 OBJECT

MARKERS AND POSTS

AT EACH CORNER

OF THE BRIDGE

(SEE DETAIL THIS SHEET)

C/L BRG. ABUT. NO .1

AT C/L STRUCTURE

STA 9+69.50

C/L BRG. ABUT. NO. 2

AT C/L STRUCTURE

STA 10+30.50

PROFILE GRADE

C/L STRUCTURE

& ROADWAY

14'-0" FACE-TO-FACE OF CURB

7'-0" 7'-0"

16'-0" OUT-TO-OUT PRESTRESSED CONCRETE BEAMS

CONCRETE

CURB (TYP.)

C/L BEAM (TYP.)

0%0%

2'-8" 5'-4" 5'-4" 2'-8"

90°

(TYP.)

(3) PRESTRESSED

CONCRETE BULB

TEE BEAMS

3/8" HALF ROUND

DRIP GROOVE

N89°17'20"W

Sheet: 5 of 11

Drawn By:CRH

Designed By:JGS

Drawing Checked:RDL

Design Checked:CEB

PIPE CREEK BRIDGE

NFSR 471, M.P. 0.1

FOUNDATION & RIPRAP DETAILS

©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

Morrison

Maierle

1055 Mount Avenue Missoula, MT 59801

Phone: 406.542.8880 Fax: 406.542.4801

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SECTION A-A

SCALE: 1" = 10'-0"

PLAN

SCALE: 1" = 10'-0"

EXISTING

GROUND

PIPE CREEK

Loading HL-93 Forest KOOTENAI

Grade 0% Super NA

Skew 0° Clear Height 10.3'

Length 61' Width 14'

Sec. 28 T. 33 N. R. 31 W.

Revised_____Date________

Revised_____Date________

DRAWING DATE: 06/29/2018

Revised_____Date________

Revised_____Date________

STRUCTURAL EXCAVATION (TYP.)

CLASS 4

RIPRAP (TYP.)

GEOTEXTILE (TYP.)

CONCRETE GRADE BEAM (TYP.)

C/L BRG. ABUT. NO. 1

AT C/L STRUCTURE

C/L BRG. ABUT. NO. 2

AT C/L STRUCTURE

61'-0" C/L BEARING TO C/L BEARING

T

Y P

T

Y P

T

Y P

C/L BRG. ABUT. NO. 2

AT C/L STRUCTURE

STA 10+30.50

90°

(TYP.)

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 UNDISTURBED

SOIL.

2. PLACE TYPE IV-A GEOTEXTILE UNDER GEOCELL ABUTMENT STABILIZATION AND WRAP

OVER THE TOP OF THE GEOCELL AFTER IT IS BACKFILLED PER FSSS 272. TYPE IV-A

GEOTEXTILE AND GRANULAR BACKFILL SHALL BE CONSIDERED SUBSIDIARY TO THE

CONTRACT PAY ITEM - 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.

AA

C/L STRUCTURE

& ROADWAY

RIPRAP CLASS 4 (TYP.)

CONCRETE

GRADE BEAM (TYP.)

OUTLINE OF

GEOCELL ABUTMENT

STABILIZATION (TYP.)

1'-0" ALL SIDES (TYP.)

C/L BRG. ABUT. NO. 1

AT C/L STRUCTURE

STA 9+69.50

3'-6" (TYP.)

1'-9" (TYP.)1'-9" (TYP.)

1.5:1 SLOPE

(TYP.)

3'-0"

(TYP.)

WIDTH & SLOPE

VARIES

3'-0"

(TYP.)

WIDTH & SLOPE

VARIES

6"

1'-0" (ALL SIDES)

1'-6"

(TYP.)

GEOCELL ABUTMENT STABILIZATION (TYP.)

3'-0"

(TYP.)

3'-0"

(TYP.)

ELEV: 987.53

ELEV: 994.14

ELEV: 996.01

ELEV: 984.53

(LEVEL)

ELEV: 984.53

(LEVEL)

ELEV: 987.53

ELEV: 994.14

ELEV: 996.01

3'-0" (TYP.)

X

T

Y

P

ELEV: 993.97

(LEVEL)

ELEV: 993.97

(LEVEL)

Sheet: 6 of 11

Drawn By:CRH

Designed By:JGS

Drawing Checked:RDL

Design Checked:CEB

PIPE CREEK BRIDGE

NFSR 471, M.P. 0.1

ABUTMENT NO. 1 & 2

©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

Morrison

Maierle

1055 Mount Avenue Missoula, MT 59801

Phone: 406.542.8880 Fax: 406.542.4801

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ELEVATION

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

(LOOKING BACK STA ABUT. NO. 1)

(LOOKING AHEAD STA ABUT. NO. 2)

PLAN

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

SECTION A-A

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

Loading HL-93 Forest KOOTENAI

Grade 0% Super NA

Skew 0° Clear Height 10.3'

Length 61' Width 14'

Sec. 28 T. 33 N. R. 31 W.

Revised_____Date________

Revised_____Date________

DRAWING DATE: 06/29/2018

Revised_____Date________

Revised_____Date________

C/L ROADWAY

& ABUTMENT

A

A

25'-1"

12'-6

" 12'-6

9"

2'-6" 3'-11

9"

2'-6"47.50005'-4" 5'-4"

1'-6"

(TYP.)

1'-6"

(TYP.)

90° (TYP.)

C/L

BEAM

C/L ROADWAY

& ABUTMENT

C/L SLEEVES

C/L BRG.

PRECAST GRADE BEAM

ELASTOMERIC BEARING PAD.

TYP ALL BEAMS

(SEE DETAIL THIS SHEET)

"Ø SLEEVES IN CAP (TYP.)

EVAZOTE JOINT MATERIAL OR APPROVED EQUAL.

SEE SECTION A-A & DETAIL, THIS SHEET.

NOTES:

1. GRADE BEAM AND WINGWALLS SHALL BE PRECAST CONCRETE. SUPPLY PRECAST GRADE BEAMS AND WINGWALLS BY

THE SAME MANUFACTURER THAT FABRICATES THE PRESTRESSED BULB TEE GIRDERS.

2. GEOCELL ABUTMENT STABILIZATION NOT SHOWN. SEE SHEET 5 FOR DETAILS.

3. PLACE

" X

" EVAZOTE JOINT MATERIAL OR APPROVED EQUAL ALONG PERIMETER OF WINGWALL IN GAP BETWEEN

WINGWALL AND DIAPHRAGM. SECURE IN PLACE WITH EPOXY.

4. INCLUDE ALL COSTS ASSOCIATED WITH PLACING THE 30# ROOFING FELT, GROUT, EPOXY, EVAZOTE JOINT MATERIAL (OR

APPROVED EQUAL) AND SHIMS TO THE CONTRACT PAY ITEM PRECAST CONCRETE MEMBER, GRADE BEAMS AND

WINGWALLS.

4'-6" 4'-6"16'-1" OPENING FOR END DIAPHRAGM

PRECAST WINGWALL (TYP.)

SEE SHEET 7

PRECAST GRADEBEAM

OPTIONAL FIELD SPLICE EACH FACE.

SEE SHEET 10

LEVEL

WINGWALL CONNECTION.

SEE SHEET 7

3'-0"

2"

#5 HOOPS @ 12" O.C.

2"

#5 BAR EACH FACE

(4) #8 BAR

C/L BRG.

1'-2"

4"

10"END DIAPHRAGM

ELASTOMERIC BEARING PAD

BEADBOARD

1" THICK BY 1

" WIDE EVAZOTE

JOINT MATERIAL OR APPROVED

EQUAL FULL LENGTH OF END

DIAPHRAGM. SECURE IN PLACE

WITH CONSTRUCTION ADHESIVE

PRIOR TO SETTING BEAMS.

2 LAYERS 30# ROOFING

FELT FULL WIDTH OF

BRIDGE

3'-0"

3'-6"

PRECAST GRADE BEAM

3'-2"

#5 HOOP

#5 BARS AS SHOWN

#8 BARS AS SHOWN

#8 BARS AS SHOWN

BEARING PAD DETAIL

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

EVAZOTE JOINT MATERIAL

OR APPROVED EQUAL

USE 1" THICK BEADBOARD FOAM

TO FORM AROUND SLEEVE FOR

GROUTING. SECURE IN PLACE

WITH CONSTRUCTION ADHESIVE

PRIOR TO SETTING BEAMS.

BACKFACE OF PRECAST

GRADE BEAM

8" X

" X 1'-10""

ELASTOMERIC

BEARING PAD

C/L BRG.

C/L BEAM

FRONT FACE

BACKWALL

4.0000

10" END DIAPHRAGM

"Ø SLEEVE (TYP.)

7.0000

6.9992

C/L

BEAM

C/L

BEAM

Sheet: 7 of 11

Designed By:JGS

Drawing Checked:RDL

Design Checked:CEB

PIPE CREEK BRIDGE

NFSR 471, M.P. 0.1

ABUTMENT DETAILS

©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

Morrison

Maierle

1055 Mount Avenue Missoula, MT 59801

Phone: 406.542.8880 Fax: 406.542.4801

M

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WINGWALL DETAILS

SCALE: 1" = 1'-0"

BEAM CONNECTION DETAIL

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

Loading HL-93 Forest KOOTENAI

Grade 0% Super NA

Skew 0° Clear Height 10.3'

Length 61' Width 14'

Sec. 28 T. 33 N. R. 31 W.

Revised_____Date________

Revised_____Date________

DRAWING DATE: 06/29/2018

Revised_____Date________

Revised_____Date________

ELEVATION

SECTION B-B

1'-6"

4'-6"

3'-0"

O

C

E

A C

H

F

A C

E

#4 L BAR EACH FACE

#4 VERTICAL

(TYP.)

B

B

4'-6"

9" 2'-6" 1'-3"

C/L

WINGWALL

(6) #4 @ 10" EACH FACE

C/L 2

"Ø NOM SLEEVE.

REMOVE AND CLEAN PRIOR

TO SHIPPING (TYP.)

C/L BEARING

REMOVE SLEEVE AND

CLEAN BLOCKOUT IN

THE BEAM PRIOR TO

SHIPPING

GROUT AFTER

SETTING BEAMS

1"Ø X 2'-6" SMOOTH DOWEL

1'-4"

"Ø NOM PVC SLEEVE.

LEAVE EMBEDDED IN

GRADE BEAM

C

C

WINGWALL CONNECTION DETAILS

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

SECTION C-CELEVATION

PRECAST WINGWALL

GRADE BEAM

1'-4"

USE PLASTIC SHIMS TO

SET WINGWALL AND

GROUT ALL VOIDS

BACKER

ROD (TYP.)

#8 X 2'-8" DOWEL

GROUT AFTER SETTING WING WALL

REMOVE SLEEVE AND CLEAN RESULTING

BLOCKOUT PRIOR TO SHIPPING

GRADE BEAM

" NOM. GAP

1'-4 1/2"

2'-9 1/4"

1'-7 1/8"

#4 BENT BAR

EACH FACE

8"

4'-2"

Sheet: 8 of 11

Designed By:CRH

Drawing Checked:RDL

Design Checked:DAJ

PIPE CREEK BRIDGE

NFSR 471, M.P. 0.1

SUPERSTRUCTURE PLAN & DETAILS

©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

Morrison

Maierle

1055 Mount Avenue Missoula, MT 59801

Phone: 406.542.8880 Fax: 406.542.4801

M

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TYPICAL EXTERIOR BEAM

SCALE: 3/4" = 1'-0"

Loading HL-93 Forest KOOTENAI

Grade 0% Super NA

Skew 0° Clear Height 10.3'

Length 61' Width 14'

Sec. 28 T. 33 N. R. 31 W.

Revised_____Date________

Revised_____Date________

DRAWING DATE: 06/29/2018

Revised_____Date________

Revised_____Date________

SUPERSTRUCTURE PLAN

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

PRESTRESSED CONCRETE BEAM DESIGN: PRETENSIONING IS THE ONLY

ACCEPTABLE METHOD OF PRESTRESSING FOR THIS PROJECT.

THE PRESTRESS FABRICATOR SHALL PROVIDE THE FINAL DESIGN FOR ALL

PRESTRESSED REINFORCEMENT AND NON-PRESTRESSED REINFORCEMENT

IN THE SECTION SHOWN ON THIS SHEET. THE DESIGN SHALL VERIFY THAT

ALLOWABLE STRESS AND ULTIMATE STRENGTH REQUIREMENTS ARE MET AT

ALL STAGES OF CONSTRUCTION. THE FINAL DESIGN SHALL BE PREPARED BY

A LICENSED PROFESSIONAL ENGINEER WHOSE SIGNED SEAL SHALL BE ON

THE DESIGN DOCUMENTS. THIS DESIGN SHALL BE SUBMITTED WITH THE

DETAILS OF METHOD, MATERIALS AND EQUIPMENT PROPOSED FOR USE IN

THE PRESTRESSING OPERATION AS NOTED BELOW AND IN THE STANDARD

SPECIFICATIONS 553.03. SEE GENERAL NOTES ON SHEET 1 FOR ADDITIONAL

DESIGN AND MATERIAL SPECIFICATIONS.

AN ALTERNATE SECTION OF PRECAST, PRESTRESSED CONCRETE ONLY MAY

BE PROPOSED. THE PROPOSED ALTERNATE SECTION MAY DEVIATE 6"

MAXIMUM IN HEIGHT AND OVERALL BRIDGE WIDTH MUST PROVIDE A 14'-0"

MIN. CLEAR OPENING BETWEEN GUARDRAIL. THE FINISH GRADE ELEVATION

SHALL BE MAINTAINED WITH ADJUSTMENT MADE IN THE BOTTOM OF GRADE

BEAM ELEVATION. THE ALTERNATE SECTION MUST PROVIDE A MINIMUM OF

4'-4" FREEBOARD ABOVE THE 100 YEAR FLOOD ELEVATION SHOWN ON

THESE PLANS. THE CONTRACTOR IS RESPONSIBLE FOR REVISIONS

REQUIRED IN THE END DIAPHRAGM REINFORCEMENT, CONNECTION TO

SUBSTRUCTURE, ETC. THESE REVISIONS SHALL BE SUBMITTED WITH THE

BEAM DESIGN AS NOTED BELOW.

PRIOR TO BIDDING VERIFY DESIGN OF THREE LINES OF BULB-TEE

PRESTRESSED CONCRETE CONFIGURATION FOR CAPACITY AND SUPPLIER'S

BED CAPABILITIES AT CONTRACTOR'S EXPENSE.

DESIGNS SHALL CONFORM TO AASHTO LRFD BRIDGE DESIGN

SPECIFICATIONS 7TH EDITION - 2014 WITH CURRENT INTERIMS.

DESIGN NOTES AS FOLLOWS:

HL-93 LIVE LOAD

TRUCK IMPACT = 33%

LOAD FRACTION AS PER AASHTO

SUPERIMPOSED DEAD LOAD IS 35 PSF FOR A FUTURE WEARING SURFACE.

SUPERIMPOSED DEAD LOAD ASSUMED TO BE EQUALLY DISTRIBUTED TO THE

BEAMS IN THE SECTION.

ENSURE THE MAXIMUM TENSION STRESS IN THE PRECOMPRESSED TENSILE

ZONE AFTER ALL LOSSES FOR ALL SERVICE CASES IS 0.190 SQRT (f'c) -

MODERATE CORROSIVE CONDITIONS. MAXIMUM TEMPORARY TENSILE

STRESS (AT RELEASE) IS 0.20 KSI.

LOAD RATING NOTES:

FOR A BULB TEE GIRDER SUPERSTRUCTURE WITH 3 GIRDERS, UTILIZE A

SYSTEM FACTOR OF 0.85 IN THE LOAD RATING.

ENSURE THAT THE LRFR RATING FACTOR EXCEEDS 1.0 FOR HL-93 LOADING.

PRESTRESSED BEAM NOTES:

F

A C

E

O

F

C

U R

B

T

O

F

A C

E

O

F

C

U R

B

O

U T

T

O O

T

A

M S

61'-0" C/L BEARING TO C/L BEARING

63'-4" OUT-TO-OUT END DIAPHRAGM

C/L STRUCTURE & ROADWAY

C/L BEAM

C/L BEAM

EDGE OF CURB (TYP.)

EDGE OF BEAM (TYP.)

C/L BRG. ABUT. NO. 1

C/L BRG. ABUT. NO. 2

WELD TIE (TYP.)

SEE SHEET 9

10 SPACES AT 6'-0" = 60'-0" TYPICAL WELD TIE SPACING

6" 6"

1'-2" 1'-2"

BLOCKOUT FLANGE FOR PLANT CAST

END DIAPHRAGMS (SEE SHEET 9)

BEAM CONNECTOR (TYP.)

SEE SHEET 9

3"

2'-1"

5'-4"

1'-0"

2"

2" 3"

6"

2"

1'-7

3"

2"

3/8"Ø HALF ROUND

DRIP GROOVE

TRANSVERSE ROUGH BROOM FINISH SURFACE

" DOUBLE CHAMFER

@ 8' O.C.

NOTES:

1. DIAPHRAGMS NOT SHOWN. PROVIDE DIAPHRAGMS AT THIRD POINTS OF THE BEAM AS SHOWN IN SUPERSTRUCTURE

PLAN. SEE ELEVATION THIS SHEET AND SHEET 9 FOR DETAILS.

2. ALL BEAM WIDTH DIMENSIONS SHOWN ARE NOMINAL. FABRICATOR SHALL MAKE ADJUSTMENTS NECESSARY TO

PROVIDE NECESSARY GAP BETWEEN BEAMS AND MAINTAIN OUT-TO-OUT BRIDGE WIDTH.

3. EXTERIOR BEAM SHOWN, INTERIOR BEAM IS SIMILAR.

NOTE:

BEAM FABRICATOR MAY

SUBMIT ALTERNATE

GROUT KEY DETAIL FOR

APPROVAL.

1"

3"

GROUT KEY DETAIL

SCALE: N.T.S.

CURB REINFORCING DETAIL

SCALE: 3/4" = 1'-0"

NOTE:

CURB TO BE PLANT CAST.

#4 CONTINUOUS

LONGITUDINAL BARS

#4 @ 12"

#4 @ 12"

12"

8"

12"

2"

BEAM ELEVATION

SCALE: 3/4" = 1'-0"

1'-0" 61'-0" C/L BRG. TO C/L BRG. 1'-0"

8"

20'-4" (TYP.)

(SEE NOTE)

C/L BRG.

ABUTMENT

C/L BRG.

ABUTMENT

T

Y P

T

Y P

T

Y P

6"

(TYP.)

T

Y P

T

Y P

2" Ø HOLES

(TYP.)

BLOCK OUT FLANGE FOR

PLANT CAST END

DIAPHRAGM. SEE SHEET

9 FOR DETAILS (TYP.)

C/L INTERMEDIATE

DIAPHRAGM

SLEEVE INSERTS. SEE SHEET

9 FOR DIAPHRAGM

CONNECTION DETAILS

FILL FACE OF BACKWALL

FILL FACE OF BACKWALL

20'-4"20'-4"20'-4"

C/L INTERMEDIATE DIAPHRAGM

C/L INTERMEDIATE DIAPHRAGM

Sheet: 9 of 11

Designed By:JGS

Drawing Checked:RDL

Design Checked:CEB

PIPE CREEK BRIDGE

NFSR 471, M.P. 0.1

SUPERSTRUCTURE DETAILS

©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

Morrison

Maierle

1055 Mount Avenue Missoula, MT 59801

Phone: 406.542.8880 Fax: 406.542.4801

M

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Loading HL-93 Forest KOOTENAI

Grade 0% Super NA

Skew 0° Clear Height 10.3'

Length 61' Width 14'

Sec. 28 T. 33 N. R. 31 W.

Revised_____Date________

Revised_____Date________

DRAWING DATE: 06/29/2018

Revised_____Date________

Revised_____Date________

END DIAPHRAGM PLAN

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

3"

7"

1"

SECTION B-B

END SECTION

DIAPHRAGM CONNECTION DETAILS

SCALE: N.T.S.

B B

C/L 2 -

" Ø ASTM A325 BOLTS

WITH FLAT WASHERS,

C/L 2 - 1" X 1

" SLOTTED

HOLES IN C10X20,

C/L 2 - 1" HOLES IN ANGLE

C10 X 20

PLATE

" X 4" X 10"

C/L

"Ø ASTM A325 BOLTS

4 - #4 X 2'-0" EACH FACE OF WEB

" Ø GALVANIZED SLEEVE INSERTS BY

PRESTRESSED BEAM MANUFACTURER

" Ø GALVANIZED SLEEVE

INSERTS BY PRESTRESSED BEAM

MANUFACTURER

ANGLE 7" X 4" X

" X 10"

C 10 X 20

PLATE

" X 4" X 10"

GROUT ALL WELD TIE

BLOCKOUTS AND LIFT INSERT

RECESSES AFTER WELDING.

REMOVE

ALL SLAG

SECTION B-B

INTERIOR END SECTION - SECTION A-A

END DIAPHRAGM DETAILS

SCALE: N.T.S.

WELD TIE CONNECTION DETAIL

SCALE: N.T.S.

GUARD ANGLE DETAIL

SCALE: N.T.S.

NOTE:

INTERIOR DIAPHRAGM SECTION SHOWN, EXTERIOR

DIAPHRAGM SIMILAR.

#5 BAR FROM FLANGE (TYP.)

#6 BAR THRU

SLEEVE IN WEB

B B

2 - #5 BARS

#4 HAIR PINS (TYP,)

GUARD ANGLE

#5 BARS

#6 BARS THRU

SLEEVES AND CAST

IN DIAPHRAGM

#5 @ 8" O.C. MAX.

BAR EXTENDED FROM

FLANGE AND BENT DOWN

PRIOR TO CASTING END

DIAPHRAGM

#4 HAIR PINS (TYP.)

2" X

" X 4" BAR

FILL WITH NON-SHRINK GROUT

∠ 3

" X 6" X

" X 6" LONG

WITH 2-

" Ø X 12" DEFORMED BAR

ANCHORS @ 3

" GAGE (TYP.)

PRECAST CONCRETE BEAM

" Ø X 4" HEADED CONCRETE

ANCHORS @ 12" O.C. SPACING

(MAX.)

" X 2

" X

" GALVANIZED

ANGLE (TYP.)

RECESS ANGLE

" BELOW

FINISH GRADE

NOTE:

FABRICATOR MAY SUBMIT ALTERNATE DETAIL FOR

APPROVAL.

NOTES:

1. INCLUDE ALL COSTS ASSOCIATED WITH FURNISHING AND PLACING STEEL

DIAPHRAGMS, END DIAPHRAGMS, CHANNELS, PLATES, ANGLES, GUARD

ANGLES, BOLTS, AND INCIDENTAL ITEMS IN PAY ITEM 55301 - PRECAST

PRESTRESSED CONCRETE STRUCTURAL MEMBERS, BULB TEE BEAMS.

2. INCLUDE ALL COSTS ASSOCIATED WITH FURNISHING AND PLACING PVC DECK

DRAIN IN PAY ITEM 55301 - PRECAST PRESTRESSED CONCRETE STRUCTURE

MEMBERS, BULB TEE BEAMS.

B B

A A

G

U A

G

N

G T

H

E

A

P H

R A

N

G T

H

GUARD ANGLE (TYP.)

SEE DETAIL THIS SHEET

PLANT CAST END

DIAPHRAGMS

C/L 2

"Ø SLEEVES

C/L BRG.

10"

5"

NOTE:

INTERIOR BEAM SHOWN, EXTERIOR SIMILAR.

REMOVE 2

"Ø NOM. SLEEVES PRIOR

TO SHIPPING (TYP.). COORDINATE

PLACEMENT AND LOCATION WITH

CONCRETE PILE CAP.

Sheet: 10 of 11

Designed By:JGS

Drawing Checked:RDL

Design Checked:CEB

PIPE CREEK BRIDGE

NFSR 471, M.P. 0.1

GRADE BEAM FIELD SPLICE DETAILS

©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

Morrison

Maierle

1055 Mount Avenue Missoula, MT 59801

Phone: 406.542.8880 Fax: 406.542.4801

M

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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 6.

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 @

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 @

6" O.C. VERT. SPACING

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

BOTTOM OF GEOCELL

GEOCELL (TYP.)

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"

"Ø X 6" HILTI HAS-E ROD OR

APPROVED EQUAL. EMBED 5

AND SECURE WITH APPROVED

EPOXY SYSTEM.

S

P A

O

C

" GAP

P/L

" X 16" X 2'-4"

WITH

"Ø HOLES

3/4"Ø ASTM A325 BOLTS W/ WASHERS.

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

S

P A

O

C

MIN.

Loading HL-93 Forest KOOTENAI

Grade 0% Super NA

Skew 0° Clear Height 10.3'

Length 61' Width 14'

Sec. 28 T. 33 N. R. 31 W.

Revised_____Date________

Revised_____Date________

DRAWING DATE: 06/29/2018

STA. 10+75

0 10 20 300-10-20-30

STA. 9+50

0 10 20 300-10-20-30

STA. 10+00

0 10 20 300-10-20-30

STA. 9+60

0 10 20 300-10-20-30

STA. 10+50

0 10 20 300-10-20-30

STA. 10+40

0 10 20 300-10-20-30

STA. 10+60

0 10 20 300-10-20-30

Sheet: 11 of 11

Drawn By:CRH

Designed By:CRH

Drawing Checked:RDL

Design Checked:DAJ

PIPE CREEK BRIDGE

NFSR 471, M.P. 0.1

ROAD CROSS-SECTIONS

©COPYRIGHT

MORRISON-MAIERLE, INC.

engineers surveyors planners scientists

Morrison

Maierle

1055 Mount Avenue Missoula, MT 59801

Phone: 406.542.8880 Fax: 406.542.4801

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Loading HL-93 Forest KOOTENAI

Grade 0% Super NA

Skew 0° Clear Height 10.3'

Length 61' Width 14'

Sec. 28 T. 33 N. R. 31 W.

Revised_____Date________

Revised_____Date________

DRAWING DATE: 06/29/2018

Revised_____Date________

Revised_____Date________

SCALE IN FEET

20100

HORIZONTAL SCALE

SCALE IN FEET

VERTICAL SCALE

PROPOSED ROAD

EXISTING GROUND

PROPOSED BRIDGE STRUCTURE

MATCH EXISTING ROADWAY

MATCH EXISTING ROADWAY

14' ROADWAY

(TYP.)