primary road system · 1 2401-6750001 removals, as per plan ls 1.00 2 2403-0100000 structural...

000

000

000

000

DateSignature

Printed or Typed Name

Pages or sheets covered by this seal:

LICENSED

PROFESSIONAL EN

GIN

EER

IOWA

by me or under my direct personal supervision and that I

I hereby certify that this engineering document was prepared

of the State of Iowa.

am a duly licensed Professional Engineer under the laws

My license renewal date is December 31,

15597

Bare

David L.

STRUCTURAL DESIGN

5

137

160TH ST

640TH A

VE

196TH ST

579TH A

VE

631ST L

N

206T

H P

L

204T

H TR

L

217TH LN

165TH ST

204TH TRL

215TH ST

170TH

ST

165TH ST

623

RD A

VE

623RD A

VE

170TH ST

586TH A

VE

188T

H TRL

220TH ST

664TH A

VE

620TH A

VE

188TH TR

L

625TH A

VE

189TH ST

614TH A

VE

180TH ST

197TH TRL

210T

H TRL

595TH A

VE

218T

H ST

610TH A

VE

210TH TRL

664TH A

VE

625T

H A

VE

595TH A

VE

197T

H TRL

653R

D A

VE

654TH L

N

646TH P

L

614TH AVE

200TH LN

624TH P

L

170TH ST

637T

H TR

L

612TH LN

180TH ST

642

ND A

VE

652

ND A

VE

LN

620TH

ST

216TH

AVE

HITEM

AN

ALBIA

Bra

nch

Bee

Cedar

Creek

FARM

EXPERIMENTAL

I.S.U.

HITEMAN

T R O Y

3456

7 8 9 10 11

14161718

19

20 21 23

27282930

31

32

33

34

1234

910 11

12

13141516

21 22 2324

2526

2728

3334 35

36

5

H35

H32

H35

T7H T35

T21

H32

3766

POP.

T-72

N

T-72

N

R-18W R-17W

9/30/2013 9:45:54 AM jcolle c:\pw_work\pwmain\jcolle\dms79784\68034500.brg 680113s000 11x17_pdf.pltcfg

34

34

N

PROJECT NUMBER

R.O.W. PROJECT NUMBER

PROJECT IDENTIFICATION NUMBERLE

TTI

NG

DA

TE

REVISIONS

TOTAL SHEETS

INDEX OF SEALS

NAMESHEET NO. TYPE

PLANS OF PROPOSED IMPROVEMENTS ON THE

PRIMARY ROAD SYSTEM

IOWA DOT * OFFICE OF BRIDGES AND STRUCTURESENGLISH

NO. DESCRIPTION

INDEX OF SHEETS

1 TITLE SHEET

PLANS

STANDARD ROAD

Iowa Department of Transportation

PROJECT DIRECTORY NAME: 6803402012

Highway Division

LOCATION MAP

TRUCKS

AADT

DHV

V.P.D.

V.P.D.

%

V.P.H.

DESIGN DATA RURAL

AADT

ROADWAY SHEETS

Design ESALs

Total

32

ESTIMATE SHEET FOR ROADWAY

BRIDGE REPAIR

BRI

DG

E

RE

PAIR

PAUL W. FLATTERY ROADWAY DESIGN

DAVID L. BARE STRUCTURAL DESIGN

SPECIAL PROVISIONS SHALL APPLY TO CONSTRUCTION WORK ON THIS PROJECT.

SPECIFICATIONS, DEVELOPMENTAL SPECIFICATIONS, SUPPLEMENTAL SPECIFICATIONS AND

AND BRIDGE CONSTRUCTION, SERIES 2012, PLUS APPLICABLE GENERAL SUPPLEMENTAL

THE IOWA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR HIGHWAY

CONVENTIONAL SIGNS

DIVIDED HIGHWAY

PAVED ROAD

BITUMINOUS ROAD

GRAVEL ROAD

EARTH ROAD

INTERSTATE HIGHWAY

UNITED STATES HIGHWAY

STATE HIGHWAY

COUNTY HIGHWAY

RAILROAD

PIPELINE

AIRPORT

HYDROLOGY

BRIDGE

STATE BOUNDARY

COUNTY BOUNDARY

TOWNSHIP LINE

SECTION LINE

CORPORATE LIMIT LINE

SHEETS 1 THRU 22 OF 32

David L. Bare

DESIGN NO. 113 DESIGN NO. 213

MO

NR

OE

CO

UN

TY -

DE

SI

GN

NO. 1

13

&

213

MO

NR

OE

CO

UN

TY

MONROE COUNTY

MONROE COUNTY

PROJECT NUMBER MB-034-5(500)163-77-68

MB-034-5(500)163-77-68

MB-034-5(5

00)1

63-77-68

FILE NO. 30708

12-68-034-020

US 34 OVER B.N.S.F. R.R.

DLB`/`JDC`/`RDM

12-17-2013

2

2-14 DESIGN 113

ESTIMATE SHEET - DESIGN 113

ESTIMATE SHEET - DESIGN 213

DESIGN 213

15

15-22

C.1

A.1-J.1

2014

1

A.1

26

24502012

C.1

202

202

ON SHEET NUMBER

STANDARD ROAD PLANS ARE LISTED

4.5 MI. WEST OF IA 5

9-27-2013

DESIGN TEAM 1SHEET NUMBER

ESTIMATED BRIDGE REPAIR QUANTITIES

ITEM NO. ITEM CODE ITEM UNIT TOTAL AS BUILT QUAN.

1 2401-6750001 LS 1.00REMOVALS, AS PER PLAN

2 2403-0100000 CY 6.3STRUCTURAL CONCRETE (MISCELLANEOUS)

3 2404-7775005 LB 633REINFORCING STEEL, EPOXY COATED

4 2413-1100000 LF 44PREFORMED ELASTIC NEOPRENE JOINT

5 2413-1200000 LF 39.2STEEL EXTRUSION JOINT WITH NEOPRENE

6 2413-1200100 LF 39.2NEOPRENE GLAND INSTALLATION AND TESTING

7 2508-0970000 LS 1.00CONTAINMENT

8 2508-0991000 LS 1.00PAINTING OF STRUCTURAL STEEL

9 2533-4980005 LS 1.00MOBILIZATION

ESTIMATE REFERENCE INFORMATION

ITEM CODE DESCRIPTIONITEM

NO.

1 2401-6750001 REMOVALS, AS PER PLAN

INCLUDES ALL WORK FOR REMOVAL AND OFF-SITE DISPOSAL OF CONCRETE FROM SLAB, CURB, AND RAIL ALONG WITH THE EXISTING

EXPANSION DEVICE.

REMOVAL OF SCHEDULED ITEMS SHALL BE IN ACCORDANCE WITH SECTION 2401, OF THE STANDARD SPECIFICATIONS.

ANY DAMAGE TO MATERIAL NOT TO BE REMOVED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND REPAIRED AT NO EXTRA

COST TO THE STATE.

2 2403-0100000 STRUCTURAL CONCRETE (MISCELLANEOUS)

INCLUDES CLEANING EXISTING CONCRETE RAIL AND ABUTMENT SEATS, FURNISHING AND PLACING CONCRETE SEALER.

INCLUDES ANY EXCAVATION NECESSARY TO PERFORM REPAIRS.

3 2404-7775005 REINFORCING STEEL, EPOXY COATED

INCLUDES MECHANICAL SPLICE ASSEMBLIES.

4 2413-1100000 PREFORMED ELASTIC NEOPRENE JOINT

- -

5 2413-1200000 STEEL EXTRUSION JOINT WITH NEOPRENE

INCLUDES ALL NECESSARY HARDWARE AND ACCESSORIES INCLUDING THE ANCHORAGE SYSTEM, TEMPORARY ERECTION MATERIAL AND

THE …" BARRIER PLATES WITH THEIR ANCHORAGE SYSTEM. EXCLUDES INSTALLATION OF NEOPRENE GLAND.

6 2413-1200100 NEOPRENE GLAND INSTALLATION AND TESTING

INCLUDES INSTALLATION OF NEOPRENE GLAND AND WATER TESTING OF JOINT.

7 2508-0970000 CONTAINMENT

- -

8 2508-0991000 PAINTING OF STRUCTURAL STEEL

- -

9 2533-4980005 MOBILIZATION

- -


1

2

QUANTITIES

ELSEWHERE IN THESE PLANS.

ROADWAY QUANTITIES SHOWN

NOTE:

COUNTY

DESIGN SHEET NO. OF DESIGN NO.FILE NO.

IOWA DEPARTMENT OF TRANSPORTATION - HIGHWAY DIVISION

PROJECT NUMBER SHEET NUMBERDESIGN TEAM DLB`/`JDC`/`RDM PROJECT DIRECTORY NAME: 6803402012 MONROE MB-034-5(500)163--77-68

OCTOBER, 2013STA. 583+37.00 (US 34)

58'-0 END SPANS 74'-0 INTERIOR SPAN

MONROE COUNTY

13 30708 113

190'-0`x`30'-0 CONTINUOUS

º-BEAM BRIDGE

DESIGN FOR REPAIRS TO A 37°`19' L.A. SKEW

10/15/2013 10:13:22 AM jcolle pw:\\projectwise.dot.int.lan:PWMain\Documents\Projects\6803402012\BRFinal\68034500.brg 680113s002 11x17_pdf.pltcfg

1'-0

3

GENERAL NOTES

2

FAINT LINES ON PLANS INDICATE EXISTING PORTIONS OF THE BRIDGE.

CONSTRUCTION.

BE VERIFIED IN THE FIELD BY THE BRIDGE CONTRACTOR BEFORE STARTING

CONSTRUCTION IN RELATION TO EXISTING PORTIONS OF THE STRUCTURE SHALL

ALL DIMENSIONS AND DETAILS SHOWN IN THESE PLANS PERTINENT TO NEW

AND BEVELED STRIP.

ALL EXPOSED CORNERS 90° OR SHARPER ARE TO BE FILLETED WITH A ƒ" DRESSED

UTILITY COMPANIES AND MUNICIPALITIES WHOSE FACILITIES ARE SHOWN ON THE

PLANS OR KNOWN TO BE WITHIN THE CONSTRUCTION LIMITS SHALL BE NOTIFIED

BY THE CONTRACTOR OF THE CONSTRUCTION STARTING DATE.

BE LIMITED TO A MAXIMUM OF 10 DEGREES FROM VERTICAL.

UNLESS STATED OTHERWISE. IN ADDITION, THE BEVEL USED ON THE KEYWAY SHALL

KEYWAY DIMENSIONS SHOWN ON THE PLANS ARE BASED ON NOMINAL DIMENSIONS

IS TO BE 2" UNLESS OTHERWISE NOTED OR SHOWN.

MINIMUM CLEAR DISTANCE FROM FACE OF CONCRETE TO NEAR REINFORCING BAR

THESE BRIDGE PLANS LABEL ALL REINFORCING STEEL WITH ENGLISH NOTATION

(`5a1 IS † INCH DIAMETER BAR`). ENGLISH REINFORCING STEEL RECEIVED IN

THE FIELD MAY DISPLAY THE FOLLOWING "BAR DESIGNATION". THE "BAR

DESIGNATION" IS THE STAMPED IMPRESSION ON THE REINFORCING BARS, AND

IS EQUIVALENT TO THE BAR DIAMETER IN MILLIMETERS.

ENGLISH SIZE 3 4 5 6 `7 8 9 `10 11

BAR DESIGNATION 10 13 16 19 22 25 29 32 36

GENERAL NOTES:

COST TO THE STATE.

OPERATIONS SHALL BE REPLACED AS DIRECTED BY THE ENGINEER AT NO ADDITIONAL

REINFORCING BARS WHICH ARE DAMAGED OR RENDERED UNSERVICEABLE BY REMOVAL

CLEANED AND CAREFULLY INCORPORATED INTO THE NEW WORK WHERE NOTED OR SHOWN.

EXISTING REINFORCING BARS THAT ARE EXPOSED BY CONCRETE REMOVAL SHALL BE

MAINTAINED AT ALL TIMES IN ACCORDANCE WITH "TRAFFIC CONTROL PLAN" NOTE.

CONSTRUCTION SHALL BE DONE IN STAGES WITH AT LEAST ONE LANE OF TRAFFIC

INCIDENTAL AND NO EXTRA PAYMENT WILL BE MADE.

ARE DISTURBED DURING CONSTRUCTION. THIS WORK SHALL BE CONSIDERED

THE BRIDGE CONTRACTOR SHALL DRESS UP THE SLOPES AROUND THE WINGS WHICH

THE UNIT PRICE BID ITEM "STRUCTURAL CONCRETE".

WITH CLEANING AND SEALING OF THE CONCRETE RAILS SHALL BE INCLUDED IN

CONSTRUCTED, THE NEW SECTIONS SHALL NOT BE SEALED. ALL COSTS ASSOCIATED

2413.03,G, OF THE STANDARD SPECIFICATIONS. IF NEW SECTIONS OF RAIL ARE

SEAL EXISTING CONCRETE RAILING AND DECK IN ACCORDANCE WITH ARTICLE

PAYMENT WILL BE MADE.

ANY EXCAVATION REQUIRED IS TO BE CONSIDERED INCIDENTAL AND NO EXTRA

CROWN TO PROVIDE THE LIMITS FOR THE HAND FINISHING.

USE FORMWORK WHICH IS MARKED OR TRIMMED TO THE CORRECT ELEVATION AND

SMOOTH SURFACE WITH THE PROPER CROWN. THE CONTRACTOR MAY ELECT TO

THE STANDARD SPECIFICATIONS, IT SHALL BE HAND FINISHED TO PROVIDE A

PLACED AND VIBRATED AS PROVIDED IN ARTICLES 2403.03, C, AND 2403.03, D, OF

STRUCTURAL CONCRETE CLASS C. PROMPTLY AFTER THE CONCRETE HAS BEEN

THE TOP OF THE ABUTMENT BACKWALLS AS SHOWN SHALL BE CONSTRUCTED USING

DESIGN STRESSES: DESIGN STRESSES FOR THE FOLLOWING MATERIALS ARE IN ACCORDANCE WITH

CONCRETE IN ACCORDANCE WITH SECTION 8, f'c = 3,500 PSI.

REINFORCING STEEL IN ACCORDANCE WITH SECTION 8, GRADE 60.

SPECIFICATIONS: DESIGN: AASHTO SERIES OF 2002.

THE AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SERIES OF 2002.

CONSTRUCTION: IOWA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS

STRUCTURAL STEEL IN ACCORDANCE WITH SECTION 10 ASTM A709 GRADE 36

AND GRADE 50 ( AASHTO M270 GRADE 36 AND GRADE 50`).

462

185

DESIGN HISTORY

AT THIS SITETYPE OF WORKDES. NO.

TRAFFIC CONTROL PLAN

NOTE: THE ROADWAY WILL BE OPEN

TO THRU TRAFFIC. REFER TO

THE TRAFFIC CONTROL PLAN SHOWN


OVERLAY & RETROFIT RAIL

ORIGINAL DESIGN

TOTAL

TOTAL (CU. YDS.) 6.3

SECTION

AREA ONLY.

ON EXISTING RAIL

CONCRETE SEALER

APPLICATION OF

TYP. AREA TO RECEIVE

SEALER AREA

DETAIL OF CONCRETE

DOWEL SETTING NOTE:

CONCRETE PLACEMENT SUMMARY`-`BRIDGE

LOCATION:

102 END SECTIONS

4 EPOXY COATED SPLICE ASSEMBLIES WILL BE REQUIRED.

THE QUANTITY SHOWN FOR "REINFORCING STEEL EPOXY COATED". A TOTAL OF

MADE. THE WEIGHT OF MECHANICAL SPLICE ASSEMBLIES IS NOT INCLUDED IN

FOR "REINFORCING STEEL EPOXY COATED" AND NO SEPARATE PAYMENT WILL BE

THE COST OF ALL SPLICE ASSEMBLIES IS TO BE INCLUDED IN THE PRICE BID

ALL MECHANICAL SPLICE ASSEMBLIES TO BE USED SHALL BE EPOXY COATED.

SHALL BE A MINIMUM OF † INCH DIAMETERS.

REQUIREMENTS OF MATERIALS IM`451 APPENDIX E. REINFORCING SPLICE BARS

SPLICER. THE MECHANICAL SPLICE ASSEMBLY USED SHALL MEET THE

SPLICE BARS AS REQUIRED TO FACILITATE THE USE OF THE MECHANICAL

SPLICE ASSEMBLIES CONSIST OF MECHANICAL SPLICERS AND REINFORCING

THE LOCATIONS SHOWN USING MECHANICAL SPLICE ASSEMBLIES. MECHANICAL

THE 5a1 AND 5a2 BARS IN THE ABUTMENT BACKWALLS SHALL BE SPLICED AT

ABUTMENT BACKWALL & CURB

ABUTMENT SLAB & CURB

BARRIER RAIL

DIMENSIONS SHOWN ON THESE PLANS ARE BASED ON DESIGN PLANS.

CONTACT THE OFFICE OF CONTRACTS - HIGHWAY DIVISION - IOWA D.O.T. - AMES.

OF ORIGINAL DESIGN PLANS WILL BE MADE AVAILABLE TO THE CONTRACTOR.

º-BEAM BRIDGE, WITH A 37°`19' L.A. SKEW, ON U.S. 34 OVER B.N.S.F. R.R. COPIES

THIS DESIGN IS FOR REPAIRS TO THE EXISTING 190'-0 x 30'-0 CONTINUOUS

ABUTMENT BEARINGS (SOLE PLATES AND MASONRY PLATES) ARE TO BE CLEANED

AND PAINTED. CLEANING BY VACUUM BLASTING OR BY A NON-BLASTING METHOD

IS REQUIRED. SURFACE TO BE PAINTED SHALL BE PREPARED IN ACCORDANCE

WITH STEEL STRUCTURES PAINTING COUNCIL (SSPC) SP3. SURFACES OF THE

ABUTMENT BEARINGS ARE TO BE GIVEN ONE COAT OF BOTH A RUST INHIBITOR

TYPE PRIMER AND FINAL COAT AS APPROVED BY THE ENGINEER. THE COLOR

OF THE DRY PAINT SHOULD APPROXIMATE THE COLOR OF CONCRETE. THIS

WORK SHALL BE MEASURED AND PAID FOR AT THE CONTRACT UNIT PRICE

PER LUMP SUM FOR THE BID ITEM, "PAINTING OF STRUCTURAL STEEL".

BID FOR THE "CONTAINMENT" ITEM.

RESPONSIBILITY OF THE CONTRACTOR AND INCLUDED IN THE CONTRACT PRICE

AND DEPOSITING OF WASTE AT THE DESIGNATED SITE/FACILITY SHALL BE THE

2508 OF THE STANDARD SPECIFICATIONS. ALL COSTS ASSOCIATED WITH HAULING

CONTAINMENT AND DISPOSAL OF WASTE SHALL BE IN ACCORDANCE WITH SECTION

ON THIS PROJECT.

AND SPECIAL PROVISIONS SHALL APPLY TO CONSTRUCTION WORK

DEVELOPMENTAL SPECIFICATIONS, SUPPLEMENTAL SPECIFICATIONS

APPLICABLE GENERAL SUPPLEMENTAL SPECIFICATIONS,

FOR HIGHWAY AND BRIDGE CONSTRUCTION, SERIES 2012, PLUS

ALL REINFORCING STEEL IS TO BE GRADE 60 AND EPOXY COATED.

ALL CONCRETE REMOVAL LINES SHALL BE INITIATED WITH A ƒ" SAWCUT.

CONSTRUCTION STAGES I `& II `AS DETAILED ON THESE PLANS MAY BE REVERSED

AT THE CONTRACTOR'S OPTION SUBJECT TO THE ENGINEER'S APPROVAL.

LONGITUDE: -92.8914578

LATITUDE: 41.0110533

MAINT. NO. 6863.2S034

FHWA NO. 037380

MONROE COUNTY

GUILFORD TOWNSHIP

SECTION 26

T-72N R-18W

U.S. 34 OVER B.N.S.F. R.R.

BE USED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

SHALL BE ONE OF THOSE APPROVED IN MATERIALS I.M. 491.13 AND SHALL

IMMEDIATELY PRIOR TO PLACING GROUT. THE HYDRAULIC CEMENT GROUT

THE DOWEL DIAMETER AND ARE TO BE BLOWN CLEAN WITH COMPRESSED AIR

B. HYDRAULIC CEMENT GROUT SYSTEMS. DRILLED HOLES ARE TO BE 2• TIMES

OF THE STANDARD SPECIFICATIONS.

A. POLYMER GROUT SYSTEM IN ACCORDANCE WITH ARTICLE 2301.03, E,

MAY BE USED FOR HORIZONTAL DOWELS:

BE USED AS A BONDING AGENT FOR VERTICAL DOWELS, BUT ONLY SYSTEM "A"

MANUFACTURER'S RECOMMENDATIONS. EITHER OF THE FOLLOWING SYSTEMS MAY

10" DEEP. THE DOWELS SHALL BE INSTALLED IN ACCORDANCE WITH THE

THE 5b2 AND 6e1 BARS MAY BE SET AS DOWELS IN DRILLED HOLES. HOLES ARE TO BE

NO EXTRA COST TO THE STATE.

REMOVED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND REPAIRED AT

THE SPECIFICATIONS. ANY DAMAGE TO ANY STEEL OR CONCRETE NOT TO BE

REMOVAL OF SCHEDULED ITEMS SHALL BE IN ACCORDANCE WITH SECTION 2401 OF

2) PORTIONS OF SLAB, CURB, AND RETROFIT RAIL, AND 3) EXISTING EXPANSION JOINTS.

ASSOCIATED WITH REMOVING THE FOLLOWING: 1) TOP OF EXISTING BACKWALLS

THE LUMP SUM BID FOR "REMOVALS, AS PER PLAN" SHALL INCLUDE ALL COSTS

6. CLEAN AND PAINT ABUTMENT BEARING PLATE AND BEARING DEVICES.

5. CLEAN AND SEAL ABUTMENT SEATS.

4. APPLYING CONCRETE SEALER TO THE EXISTING BARRIER RAILS.

3. REMOVING AND RECONSTRUCTING PORTIONS OF THE CURB AND RETROFIT RAIL.

WEST ABUTMENT.

2. REBUILDING TOP OF BACKWALL AND INSTALLING COMPRESSION SEAL ON

WITH STRIP SEAL EXTRUSION JOINT.

1. REMOVING AND REPLACING EXISTING EXPANSION JOINT ON EAST ABUTMENT

REPAIR SHALL CONSIST OF THE FOLLOWING:

EAST ABUTMENTWEST ABUTMENT

1.9

0.3

2.0

1.9

0.2

0.0

4.22.1

3.8

0.5

2.0

A SCRAPE SAMPLE WAS TAKEN FROM AN AREA OF THIS BRIDGE TO GET AN

INDICATION OF THE EXISTENCE OF AND LEVEL OF TOTAL CHROMIUM AND TOTAL

PPM. THESE ANALYSES SHOW THE EXISTENCE OF THESE TWO TOXIC

CONSTITUENTS. LEVELS INDICATED BY THESE TESTS COULD CREATE

CONDITIONS ABOVE REGULATORY LIMITS FOR HEALTH AND SAFETY

REQUIREMENTS. NO OTHER CONSTITUENTS WERE ANALYZED. THE BIDDER

SHOULD NOT RELY ON THE DEPARTMENT'S TESTING AND ANALYSIS FOR ANY

PURPOSE OTHER THAN AS AN INDICATION OF THE EXISTENCE OF THESE TWO

TOXIC CONSTITUENTS.

LEAD. ANALYSIS OF TOTAL LEAD ON THIS SAMPLE WAS 545 PARTS PER

MILLION (PPM). ANALYSIS OF TOTAL CHROMIUM ON THIS SAMPLE WAS 184

COUNTY




OCTOBER, 2013STA. 583+37.00 (US 34)


MONROE COUNTY

13 30708 113


º-BEAM BRIDGE


9/30/2013 9:45:58 AM jcolle c:\pw_work\pwmain\jcolle\dms79784\68034500.brg 680113s003p 11x17_pdf.pltcfg

THIS SHEET FROM ORIGINAL

DESIGN PLANS IS INCLUDED

FOR INFORMATION ONLY.

SITUATION PLAN

3

4COUNTY




OCTOBER, 2013STA. 583+37.00 (US 34)


MONROE COUNTY

13 30708 113


º-BEAM BRIDGE



30'-0

14'-0

1•12'-0 STAGE º TRAFFIC 1'-10•

16'-0 STAGE º REMOVAL

1'-0

30'-0

14'-0

1•12'-0 STAGE º TRAFFIC 1'-10•

1'-0 15'-0 STAGE º CONSTRUCTION

5

BREAK LINE

GUTTER LINE GUTTER LINE

BREAK LINE

TOP OF EXISTING

PAVING NOTCH


TOP OF EXISTING

PAVING NOTCH

STAGE º DETAILS

4

STAGE º REMOVAL

STAGE º CONSTRUCTION

APPROACH ROADWAY

| BRIDGE &

APPROACH ROADWAY

| BRIDGE &

COUNTY




OCTOBER, 2013STA. 583+37.00 (US 34)


MONROE COUNTY

13 30708 113


º-BEAM BRIDGE



30'-0

14'-0 STAGE » REMOVAL 1'-10• 12'-0 STAGE » TRAFFIC

30'-0

1'-10• 12'-0 STAGE » TRAFFIC

1'-0

15'-0 15'-0 STAGE º CONSTRUCTION

15'-0 STAGE º CONSTRUCTION15'-0 STAGE » CONSTRUCTION

2'-1•

1'-1•

6

STAGE » DETAILS

5


TOP OF EXISTING

PAVING NOTCH


TOP OF EXISTING

PAVING NOTCH

BREAK LINE

STAGE » REMOVAL

STAGE » CONSTRUCTION

APPROACH ROADWAY

| BRIDGE &

APPROACH ROADWAY

| BRIDGE &

COUNTY




OCTOBER, 2013STA. 583+37.00 (US 34)


MONROE COUNTY

13 30708 113


º-BEAM BRIDGE



7

GUTTER LINE GUTTER LINE| APPROACH ROADWAY

30'-0

5b15a2

5a1

INCORPORATE INTO NEW WORK

EXISTING VERTICAL REINFORCING

C

CB

B

5b2

15'-0 (STAGE » CONSTRUCTION) 15'-0 (STAGE º CONSTRUCTION)

MATCH EXISTING DECK

PART SECTION B-B PART SECTION C-C

5a3

5a4

5a3

2'-6‚1'-10•

1'-6 1'-0

VA

RIE

S

5b1

5a2

5a1 OR

PART SECTION A-A

INTO NEW WORK.

TO BE INCORPORATED

EXISTING REINFORCING

5

10

MI

N.

EM

BE

D.

5b2

BAR LOCATION SHAPE NO. LENGTH WEIGHT

5a1 19'-5BACKWALL, TRANSV., STAGE 1 2 41

EPOXY REINFORCING - TOTAL ( LBS. )

5a2 17'-11BACKWALL, TRANSV., STAGE 2 2 37

5a3 3 17BACKWALL TO CURB DOWELS 5'-7

5b1 38 73BACKWALL HAIRPIN

BENT BAR DETAILS

D=2•

5a35b1

D=3ƒ

8

7

NOTE: ALL DIMENSIONS ARE OUT TO OUT. D`=`PIN DIAMETER.

5a4 1 6BACKWALL TO CURB DOWELS

1'-10

243

5a4

3'-4

2'-7Ž

D=3ƒ

2'-9

2'-2‚

5b2 38BACKWALL, VERTICAL, DOWEL 1'-9

D=3ƒ

5b2

3

1'-6

69

MECHANICAL SPLICE ASSEMBLY

EAST ABUTMENT PLAN

EAST ABUTMENT REAR ELEVATION

5'-4

2'-10 2'-0

6

EPOXY`REINFORCING`BAR`LIST`-`ONE`ABUTMENT

GUTTER LINE

10

4‰

5a1

5a2

#4 BAR

EXISTING5b15a3

| APPROACH ROADWAY

17 SPA. @ 1'-0 = 17'-0; 18-5b1 & 18-5b2

5b2

KEYWAY

6`x`6`x`2 BEVELED

2'-2

2'-1MIN. LAP

GUTTER LINE

10

37'-8•

#4 BAR

EXISTING

#6 BARS

EXISTING

MIN. LAP

19 SPA. @ 1'-0 = 19'-0; 20-5b1 & 20-5b2

2'-1

18'-1‰

2'-2

3

92'-1

2'-1

MIN. LAP

MIN. LAP

4•

5a3

5a4

A

A

19'-7•

1'-

10•

2'-

6‚

1'-

8

2'-

0‚

7‹

1'-

3

5a3

5a4

5a3 &

7‹1'-3

CONCRETE BREAK LINES

CONCRETE BREAK LINE

EAST ABUTMENT REPAIR DETAILS

COUNTY




OCTOBER, 2013STA. 583+37.00 (US 34)


MONROE COUNTY

13 30708 113


º-BEAM BRIDGE



10

10•

EXISTING

MATCH

1'-

11•

•

2'-

10

1'-1

1'-

5

6

6

4 1'-0

4

1'-4

3'-

0

CU

RB

3'-

0

CU

RB

2'-0

MATCH

EXISTING

10

EM

BE

D

10•

10

3

•

3'-

0

CU

RB

1'-6

1'-0

3'-

0

CU

RB

1'-10†

1'-3ˆ

1'-10† 1'-3ˆ

2‚

1'-10•

8

10

1'-61'-0

1'-10† 1'-3ˆ

RAIL

RAIL

1'-3ˆ

1'-10†

10

10

1'-6

3'-

0

3'-

0

3'-

0

3'-

0

1'-

11}

2'-0

MATCH

EXISTING

10

EM

BE

D.

10•

10

3

•

1'-61'-

11}

10•

1'-

11•

•

2'-

10

MATCH

EXISTING

4

1'-0

2'-6‚ 7‹

1'-3

2`SPA.`@`0'-10

2•2• 10

1'-3 1'-10•

2'-6‚ 7‹

=`1'-10•

3`SPA.`@`0'-7•

1'-4

9

3ƒ 4 4 3‹

1'-

4

1'-

4

3 4

8 4

=`1'-3

2`SP.`@7• 3•

8

F

PART PLAN

F

SLAB SIDE

ABUT. WALL SIDE

EXISTING VERTICAL

EXISTING HORIZONTAL

BARS IN WINGWALL

EXISTING VERTICAL

EXISTING HORIZ.

REINFORCING

BARS IN CURB

EXISTING HORIZONTAL

BARS IN WINGWALL TO

BE CUT AS NECESSARY

AND INCORPORATED

INTO NEW WORK.

5g1

5g1

G

G

( RAIL NOT SHOWN )

SECTION J-J

PART PLAN

ABUT. WALL SIDESLAB SIDE

6e1

EXISTING

HORIZONTAL

BARS IN RAIL

5f3

6e1

6e1

5f2

EXISTING

HORIZONTAL

BARS IN RAIL

NEEDED.

BARS IN RAIL. CUT AS

EXISTING HORIZONTAL

( SHOWING RAIL`)

RAIL

RAIL

H H

6e1

SECTION K-K

5f3

5f3GUTTERLINE

6e1

INTO NEW WORK.

INCORPORATE

EXISTING BARS

MAINTAIN 2" MINIMUM CLEARANCE.

FIELD CUT EXISTING BARS TO

NOTE:

SHAPE NO.BAR LENGTH WEIGHTLOCATION

5 6'-0

6e1

5f1

5g1

10

4

REINFORCING STEEL EPOXY COATED - TOTAL (LBS)

BENT BAR DETAILS

5g2 6

5g3 3

CURB TRANSVERSE HOOP

2'-4

2'-2

5g1

BARRIER RAIL, VERTICAL

BARRIER RAIL, HORIZONTAL HAIRPIN

WALL, LONGITUDINAL

CURB, LONGITUDINAL

2'-7

D=2•

D=2•

6

7

10

31

NOTE: ALL DIMENSIONS ARE OUT TO OUT. D=PIN DIAMETER

D=2•

5f2 2 1'-5BARRIER RAIL, HORIZONTAL HAIRPIN 3

39

8

7†

7†

SECTION H-H

5f3 2BARRIER RAIL, HORIZONTAL HAIRPIN 6

5f2 & 5f3

INTO NEW WORK.

INCORPORATED

EXISTING #5 BARS

IN CURB

REINF. BARS

EXIST. LONGIT.

GUTTERLINE

5g1

5f1

5f1

STEEL GIRDER

| EXISTING

W/ BEVELED 2x4

CONSTR. JOINTS

PERMISSIBLE

6e1

5g3

5g2

5f1

6e15f1

7

3Ž

3Ž

INTO NEW WORK.

AND INCORPORATED

CUT AS NECESSARY

BARS IN CURB TO BE

EXISTING HORIZONTAL

BEVELED 2x4

FORMED WITH

CONSTR. JOINT

PERMISSIBLE

WINGWALL

BARS IN

VERTICAL

EXISTING

AS NEEDED.

BARS IN RAIL. CUT

EXISTING HORIZONTAL

(MISC)".

IN UNIT PRICE BID FOR "STRUCTURAL CONCRETE

CONDUITON EACH SIDE. COST TO BE INCLUDED

PROVIDE 3 HOLES FORMED WITH 1"½ PLASTICƒ" DRIP

GROOVE

SECTION F-F

GUTTERLINE

5g1

5f1

5f1

STEEL GIRDER

| EXISTING

6e1

W/ BEVELED 2x4

CONSTR. JOINTS

PERMISSIBLE

ƒ" DRIP

GROOVE

IN CURB

REINF. BARS

EXIST. LONGIT.

INTO NEW WORK.

INCORPORATED

EXISTING #5 BARS

J

J

K

SECTION G-G

5f2

5f2

GUTTERLINE

6e1

BEVELED 2x4

FORMED WITH

CONSTR. JOINT

PERMISSIBLE

WINGWALL

BARS IN

VERTICAL

EXISTING

INTO NEW WORK.

INCORPORATE

EXISTING BARS

REINFORCING

EXISTING

K

BARS IN WINGWALL

BARS IN WINGWALL

5f3

5f2

5f1

EPOXY`COATED`REINF.`BAR`LIST`-`ONE`END

2'-9

0'-11

=1'-8

102

| ABUT. BRG.

| ABUT. BRG.

5g3

5g2

EAST ABUTMENT REPAIR DETAILS

COUNTY




OCTOBER, 2013STA. 583+37.00 (US 34)


MONROE COUNTY

13 30708 113


º-BEAM BRIDGE


10/9/2013 1:01:41 PM jcolle pw:\\projectwise.dot.int.lan:PWMain\Documents\Projects\6803402012\BRFinal\68034500.brg 680113s008 11x17_pdf.pltcfg

‚

1'-

3ˆ

3'-0

1'-

3ˆ

3'-0

9

GUTTER LINE GUTTER LINE| APPROACH ROADWAY

30'-0

5b15a1

5a2

INCORPORATE INTO NEW WORK

EXISTING VERTICAL REINFORCING

5b2

15'-0 (STAGE º CONSTRUCTION) 15'-0 (STAGE » CONSTRUCTION)

MATCH EXISTING DECK

1'-0

VA

RIE

S

5b1

5a2

5a1 OR

PART SECTION A-A

INTO NEW WORK.

TO BE INCORPORATED

EXISTING REINFORCING

5

10

MI

N.

EM

BE

D.

5b2

BAR LOCATION SHAPE NO. LENGTH WEIGHT

5a1 BACKWALL, TRANSV., STAGE 1 2

EPOXY REINFORCING - TOTAL ( LBS. )

5a2 BACKWALL, TRANSV., STAGE 2 2

5a3 4 23BACKWALL TO CURB DOWELS 5'-7

5b1 38 73BACKWALL HAIRPIN

BENT BAR DETAILS

D=2•

5a3 5b1

D=3ƒ

8

7

NOTE: ALL DIMENSIONS ARE OUT TO OUT. D`=`PIN DIAMETER.

1'-10

243

2'-9

2'-2‚

5b2 38BACKWALL, VERTICAL, DOWEL 1'-9

D=3ƒ

5b2

3

1'-6

69

MECHANICAL SPLICE ASSEMBLY

WEST ABUTMENT PLAN

WEST ABUTMENT REAR ELEVATION

2'-10

8

EPOXY`REINFORCING`BAR`LIST`-`ONE`ABUTMENT

GUTTER LINE

4‰

5a2

5a1

#4 BAR

EXISTING5b15a3

| APPROACH ROADWAY

17 SPA. @ 1'-0 = 17'-0; 18-5b1 & 18-5b2

5b2

KEYWAY

6`x`6`x`2 BEVELED

2'-1MIN. LAP

GUTTER LINE

37'-8•

#4 BAR

EXISTING

#6 BARS

EXISTING

MIN. LAP

19 SPA. @ 1'-0 = 19'-0; 20-5b1 & 20-5b2

2'-1

18'-1‰

3

92'-1

2'-1

MIN. LAP

MIN. LAP

4•

5a3

A

A

19'-7•

1'-

8

5a3

TABLE OF APPROVED EXPANSION DEVICES

MANUFACTURER

WATSON BOWMAN AND ACME CORP.

TYPE

WEST ABUTMENT REPAIR DETAILS(CELLULAR)

NEOPRENE JOINT

PREFORMED ELASTIC

BEND DETAIL

SEE TYPICAL

BOND BREAKING MATERIAL

OTHER APPROVED

TAR PAPER OR

"B"

GROOVE DEPTH

APPROVED EQUAL

WG-200

CV-1752

1•"

2‹"

1‚

B

DETAIL A SEE DETAIL A

17'-11 37

19'-5 41

JOINT MATERIAL

‚" PREFORMED

DS BROWN

AND CUT TO HOLE.

DRILL HOLE THRU SEALER

FOR COMPRESSION SEAL

TYPICAL BEND DETAIL

H

2/3

H

FOR PROPER SEALING BETWEEN THE CONCRETE AND COMPRESSION SEAL.

THIS SHEET. THE SIDES OF THE GROOVE SHALL BE CUT SMOOTH AND ALLOW

RECONSTRUCTED IN THE EXISTING DECK AND TOP OF BACKWALL AS DETAILED ON

THE GROOVE FOR THE PREFORMED ELASTIC NEOPRENE JOINT SHALL BE

NOTE:

5a3

THE GROOVE IN THE EXISTING DECK AND NEW TOP OF BACK WALL.

BE FULL COMPENSATION FOR INSTALLING THE NEW JOINT AND RECONSTRUCTING

QUANTITIES. THE PRICE FOR "PREFORMED ELASTIC NEOPRENE JOINT" SHALL

SHALL BE PAID FOR AT THE CONTRACT UNIT PRICE PER FOOT BASED ON PLAN

THE NUMBER OF FEET OF PREFORMED ELASTIC NEOPRENE JOINT INSTALLED

NOTE:

COUNTY




OCTOBER, 2013STA. 583+37.00 (US 34)


MONROE COUNTY

13 30708 113


º-BEAM BRIDGE



10•

EXISTING

MATCH

1'-

11•

•

2'-

10

1'-4

1'-0

1'-3ˆ

1'-0

RAIL

RAIL

10

10

3'-

0

3'-

0

3'-

0

3'-

0

9

1'-

4

1'-

4

3 1ˆ

11

1'-3ˆ

3

1'-3ˆ

1ˆ

11

2`SP.`@5•

=`11

10

PART PLAN

SLAB SIDE

ABUT. WALL SIDE

EXISTING VERTICAL

EXISTING HORIZONTAL

BARS IN WINGWALL

EXISTING VERTICAL

EXISTING HORIZONTAL

BARS IN WINGWALL TO

BE CUT AS NECESSARY

AND INCORPORATED

INTO NEW WORK.

( RAIL NOT SHOWN ) PART PLAN

ABUT. WALL SIDESLAB SIDE

5f1

6e1

5f1

EXISTING

HORIZONTAL

BARS IN RAIL

NEEDED.

BARS IN RAIL. CUT AS

EXISTING HORIZONTAL

( SHOWING RAIL`)

RAIL

RAIL

H H

SECTION K-K

5f1

5f1GUTTERLINE

6e1

INTO NEW WORK.

INCORPORATE

EXISTING BARS

SHAPE NO.BAR LENGTH WEIGHTLOCATION

6e1 6

REINFORCING STEEL EPOXY COATED - TOTAL (LBS)

BENT BAR DETAILS

5g1 12

BARRIER RAIL, VERTICAL

WALL, LONGITUDINAL

2'-7

11

NOTE: ALL DIMENSIONS ARE OUT TO OUT. D=PIN DIAMETER

D=2•

5f1 4 2'-7BARRIER RAIL, HORIZONTAL HAIRPIN 11

23

8

7†

7†

SECTION H-H

5g1

6e1

9

3Ž

3Ž

BEVELED 2x4

FORMED WITH

CONSTR. JOINT

PERMISSIBLE

(MISC)".

IN UNIT PRICE BID FOR "STRUCTURAL CONCRETE

CONDUITON EACH SIDE. COST TO BE INCLUDED

PROVIDE 3 HOLES FORMED WITH 1"½ PLASTIC

K

K

BARS IN WINGWALL

BARS IN WINGWALL

EPOXY`COATED`REINF.`BAR`LIST`-`ONE`END

0'-11

| ABUT. BRG.

| ABUT. BRG.

5g1

WEST ABUTMENT REPAIR DETAILS

45

5f1

6e1

5g1

BARS

VERTICAL

EXISTING

COUNTY




OCTOBER, 2013STA. 583+37.00 (US 34)


MONROE COUNTY

13 30708 113


º-BEAM BRIDGE



2

2

2

2

23 SP

A.

@ 1'-

6 = 34'-

6; 2

4

AN

CH

ORS E

AC

H SID

E

RAIL

10

3'-

0

WI

NG

WA

LL

RAIL

103'-

0

WI

NG

WA

LL

1'-0

3'-

0

CU

RB

10

10

1'-6

1'-0

7‹ 2'-6‚

1'-2

1'-

3…

1'-

3…

1'-0

{ …" x`9`x`2'-0

1'-2

1'-10• 1'-3

3'-

0

CU

RB

11

10

PART PLAN

B

FOR PLATE TRAVEL

• RECESS IN CURB

GUTTERLINE

FROM THESE POINTS

BEND UP EXTRUSION 30°

B

FROM THESE POINTS

BEND UP EXTRUSION 30°

AA

FOR PLATE TRAVEL

• RECESS IN CURB

C

C

| ROADWAY & CONSTRUCTION JOINT

TRAFFIC

GUTTERLINE

TRAFFIC

D

D

EAST ABUTMENT SHOWN

( RAIL SHOWN`)

SECTIONS A-A, B-B, C-C, AND D-D.

SEE DESIGN SHEET NO.`11 FOR DETAILS OF

EAST`ABUT.`EXPANSION`DEVICE`DETAILS

COUNTY




OCTOBER, 2013STA. 583+37.00 (US 34)


MONROE COUNTY

13 30708 113


º-BEAM BRIDGE



•

2

2

‚•

1…

4„

BLOCKOUTEDGE OF

4} 4}

6

30°

ƒ" MIN.

‚" C

L.

2

2

‚"

30°

2

1"

4

•"

MIN.

4

1"

TY

P. ‚" C

L.

RECESS

1'-2 CURB

4

"D"

"D"+•

‚‚

{ …" x`9`x`2'-0

12

CURB PLATE NOTE:

ACCORDANCE WITH ARTICLE 4100.07 OF THE STANDARD SPECIFICATIONS.

PLATES, BOLTS, NUTS, AND CAP SCREWS ARE TO BE GALVANIZED IN

STEEL. THE BOLTS SHALL MEET THE REQUIREMENTS OF ASTM A-307. THE

`THE MATERIAL USED FOR THE CURB PLATES IS TO BE ASTM A-36

E

E

4 2

1"

3

1• 1•

1•

•

•

•

60° ‰

TYP.

‚

GROUND FLUSH

CONCRETE TO BE

IN CONTACT WITH

ALL SURFACES NOT

†"½ GALVANIZED BOLT

‰60°

TYP.H.T.S. BOLT

†"½`x`0'-2‚

{ •`x`3`x`4•

VIEW E-E

{ •`x`3`x`4•

SYMMETRICAL

DETAILS ARE

SPLICE DETAIL

EXTRUSION FIELD

STAGE CONSTRUCTION NOTES:

ALL CURB PLATES INCLUDING THEIR ANCHORAGES SHALL BE GALVANIZED.

WITH MATERIALS IM 140.

GALVANIZED COATING DAMAGED BY FIELD WELDING SHALL BE REPAIRED IN ACCORDANCE

STEEL EXTRUSIONS ARE TO BE INSTALLED IN STAGES.

OF THE EXTRUSION WHERE THE NEOPRENE GLAND IS TO BE LOCATED.

ARE TO BE GROUND FLUSH. NO WELD SHALL BE PERMITTED IN THE INTERNAL SECTION

SINGLE-V-GROOVE WELD AS DETAILED. ALL SURFACES NOT IN CONTACT WITH CONCRETE

DETAILED. PIECES SHALL BE JOINED WITH A PRE-QUALIFIED PARTIAL PENETRATION

FIELD SPLICES IN THE STEEL EXTRUSION SHALL BE MADE IN THE LOCATIONS

SECTION D-D

STEEL EXTRUSION

‚

‚

SECTION C-C

2-{`…`x`1‚`x`1'-0

{`•`x`3`x`6

OR BACKWALL

TOP OF DECK(SEE TABLE)

SETTING, "D"

JOINT

EXPANSION

PORTION OF THE DECK.

UNDERSIDE OR SHADED

TEMPERATURES ON THE

SHOWN ARE CONCRETE DECK

PORTIONAL. TEMPERATURES

TEMPERATURES ARE PRO-

JOINT SETTINGS FOR OTHER

NOTE:

OR BACKWALL

TOP OF DECK

1'-6 |-|.

SPACED AT MAX.

ANCHORAGE SYSTEM

BLOCKOUT DETAIL

FACE OF CURB

NEOPRENE GLAND.

INSTALLATION OF

AREAS AS SHOWN FOR

BLOCK OUT FLARED

OR BACKWALL

TOP OF DECKOR BACKWALL

TOP OF DECK

( NOT SHOWING CURB COVER PLATE )

2" LONG HEX. NUT

ƒ"½`x`8" BENT BOLT

END OF BLOCKOUT

FLUSH.

CUT END OF GLAND

END OF EXTRUSION.

CAP SCREW (`SEE DTL.`)

ƒ"½`x`1" (MIN.) CSK

‰60°

AS NOTED

ALL AROUND EXCEPT

STEEL EXTRUSION

SECTION B-B

FACE OF CURB

‚" BELOW THE

DEPRESS …" {

TOP OF CURB

PLATE TRAVEL

CURB FOR

•" RECESS IN

GUTTER LINE

MATCH EXISTING

CAP SCREWS ( SEE DTL.)

| ƒ"½`x`1" (MIN.) CSK.

2" LONG HEX. NUT

ƒ"½`x`8" BENT BOLT

TRAFFIC

TOP OF CURB

OR BACKWALL

TOP OF DECK

COVER PLATES)

REMOVED IF NECESSARY. (TYP. ALL …"

THE PLATE SO THAT THE PLATE CAN BE

PREVENT CONCRETE FROM ADHERING TO

OR SOME OTHER SATISFACTORY MEANS TO

TO BE PAINTED WITH A COLORLESS OIL,

THIS PORTION OF THE …" COVER PLATE IS

SECTION A-A

STEEL EXTRUSION

TYPE OF

GLAND

NEOPRENEMANUFACTURER

A

APPROVED EQUAL

WATSON-BOWMAN & ACME CORP.

TABLE OF APPROVED EXPANSION DEVICES

SE-300

REQUIRED

HEX HEAD

BE PLACED ON THE ONCOMING TRAFFIC SIDE.

SYSTEM FOR THE …" BARRIER PLATES ARE ALWAYS TO

CONTRACTOR TO NOTE THAT THE CAP SCREW ANCHORAGE

BOLT DETAIL

ƒ½`x`8" BENT

MANUFACTURER FURNISHING THE JOINT.

THE DIMENSION MAY VARY SLIGHTLY DEPENDING ON

USED FOR ALL OUT TO OUT DIMENSIONS OF SLAB.

ON MANUFACTURER FURNISHING THE JOINT.

THIS DIMENSION MAY VARY SLIGHTLY DEPENDING~

~~

ï»¿5ï»¿9 ï»¿1

1•" 2‹"�»¿

JOINT OPENING "D" AT TEMP. OFNEOPRENE GLAND

SE-300

END OF CONCRETE

EXPANSION OPENING DETAIL

~

~~

~

TABLE OF JOINT SETTINGS

*`M.I.T.

& CURB SECTIONS.

END OF BARRIER RAIL

*`M.I.T. = MAXIMUM INSTALLATION TEMPERATURE.

11

(DRAWN FOR 0° SKEW FOR ILLUSTRATION PURPOSES)

(DRAWN FOR 0° SKEW FOR ILLUSTRATION PURPOSES)

THIS RECESSED AREA.

PLATE WILL BE ABLE TO MOVE FREELY IN

THE …" BENT PLATE IS INSTALLED THE

RECESSED AREA BE FORMED SO THAT WHEN

NOTE: IT IS INTENDED THAT THE • INCH

INSTALLATION

FOR GLAND

OPENING

MINIMUM

1•"

TESTING AND REPAIR NOTES.

NEOPRENE GLAND NOTES, AND WATERTIGHT INTEGRITY

NOTES CONTAINING THE STEEL EXTRUSION NOTES,

SEE DESIGN SHEET 10 FOR EXPANSION DEVICE

NOTE:

2"

SCREW DETAIL

CAP

CAP SCREW

FLAT HEAD

COUNTERSUNK SOCKET

ƒ"½ GALVANIZED STEEL

OF SECTIONS A-A, B-B, C-C, AND D-D.

SEE DESIGN SHEET NO. 10 FOR LOCATIONS


COUNTY




OCTOBER, 2013STA. 583+37.00 (US 34)


MONROE COUNTY

13 30708 113


º-BEAM BRIDGE



13

12

AFTER INSTALLATION OF EACH NEOPRENE GLAND, THE CONTRACTOR SHALL PERFORM

WATERTIGHT INTEGRITY TESTS AT THE DECK LEVEL TO DETECT ANY LEAKAGE. THE

TESTS ARE TO CHECK FOR LEAKAGE AT THE UPTURNED ENDS OF THE EXPANSION DEVICE

AND FOR LEAKAGE ALONG THE EXPANSION DEVICE ACROSS THE DECK AND ANY MEDIANS

OR SIDEWALKS. THE CONTRACTOR MAY CONDUCT A SINGLE TEST OF THE ENTIRE DEVICE

INCLUDING UPTURNED ENDS OR MAY CONDUCT SEPARATE TESTS OF UPTURNED ENDS

AND ONE OR MORE TESTS OF OVERLAPPING LENGTHS BETWEEN THE UPTURNED ENDS.

AT EACH UPTURNED END OF THE EXPANSION DEVICE, THE CONTRACTOR SHALL BLOCK

OUT ON THE DECK AT LEAST 3 FEET OF THE EXPANSION DEVICE LEADING TO THE UPTURNED

END AND FLOOD THE AREA. A MINIMUM WATER DEPTH OF 3" SHALL BE MAINTAINED AT

THE GUTTERLINE FOR AT LEAST 30 MINUTES. DURING THE TEST, THE INSPECTOR SHALL

OBSERVE FOR ANY OVERFLOW AT THE UPTURNED END. AT THE CONCLUSION OF THE TEST

THE INSPECTOR WILL EXAMINE THE UNDERSIDE OF THE JOINT FOR LEAKAGE. THE

EXPANSION DEVICE IS CONSIDERED WATERTIGHT IF THE INSPECTOR OBSERVES NO

OVERFLOW DURING THE TEST AND IF NO DRIPPING WATER OR WATER DROPLETS ARE

VISIBLE IN THE UNDERDECK AREAS NEAR THE UPTURNED END.

THE CONTRACTOR SHALL TEST THE EXPANSION DEVICE BETWEEN UPTURNED ENDS BY

BLOCKING OUT AND COVERING THE DEVICE WITH PONDED OR FLOWING WATER TO A

DEPTH OF AT LEAST 1" AT ALL POINTS, FOR AT LEAST 30 MINUTES. VERTICAL CURB SURFACES

MAY BE TESTED WITH AN UNNOZZLED HOSE DELIVERING APPROXIMATELY ONE GALLON PER

MINUTE DIRECTED TO FLOW OVER THE ENTIRE CURB HEIGHT FOR 30 MINUTES. AT THE

CONCLUSION OF THE TEST, THE INSPECTOR WILL EXAMINE THE UNDERSIDE OF THE JOINT

FOR LEAKAGE. THE EXPANSION DEVICE IS CONSIDERED WATERTIGHT IF NO DRIPPING WATER

OR WATER DROPLETS ARE VISIBLE IN THE UNDERDECK AREAS ALONG THE FULL LENGTH OF

THE EXPANSION JOINT. DAMP CONCRETE THAT DOES NOT SHOW DRIPPING WATER OR WATER

DROPLETS IS NOT CONSIDERED A SIGN OF LEAKAGE.

IF THE EXPANSION DEVICE LEAKS AT AN UPTURNED END OR ALONG ITS LENGTH, THE

CONTRACTOR SHALL LOCATE THE LEAK(S) AND TAKE REPAIR MEASURES TO STOP THE

LEAKAGE. THE REPAIR MEASURES SHALL BE AS RECOMMENDED BY THE MANUFACTURER

AND APPROVED BY THE ENGINEER PRIOR TO BEGINNING CORRECTIVE WORK.

IF MEASURES TO ELIMINATE LEAKAGE ARE TAKEN, THE CONTRACTOR SHALL PERFORM

SUBSEQUENT WATERTIGHT INTEGRITY TESTS SUBJECT TO THE SAME CONDITIONS AS

THE ORIGINAL TEST.

THE NEOPRENE GLAND IS TO BE PLACED AS ONE CONTINUOUS PIECE FROM END TO END

OF THE STEEL EXTRUSION.

THE NEOPRENE GLAND SHALL CONFORM TO ASTM-2628 MODIFIED TO EXCLUDE RECOVER

TEST AND COMPRESSION SET.

THE NUMBER OF FEET OF NEOPRENE GLAND INSTALLED SHALL BE PAID FOR AT THE CONTRACT

PRICE PER FOOT BASED ON PLAN QUANTITIES. THE PRICE FOR "NEOPRENE GLAND INSTALLATION

AND TESTING" SHALL BE FULL COMPENSATION FOR INSTALLING AND TESTING OF THE NEW

NEOPRENE GLAND. THIS WORK WILL CONSIST OF CLEANING THE EXTRUSION, INSTALLATION OF

THE NEOPRENE GLAND AND WATER TIGHT TESTING OF THE EXPANSION JOINT SYSTEM. ALL

WORK AND MATERIALS NECESSARY FOR THE INSTALLATION OF THE NEOPRENE GLAND SHALL

COMPLY WITH THE RECOMMENDATIONS OF THE EXPANSION JOINT MANUFACTURER. THE PRICE

BID FOR "NEOPRENE GLAND INSTALLATION AND TESTING" SHALL INCLUDE ALL WATERTIGHT

INTEGRITY TESTING, LEAK REPAIRS AS DIRECTED BY THE ENGINEER, AND SUBSEQUENT

WATERTIGHT TESTING UNTIL A LEAK FREE INSTALLATION IS ACHIEVED.

THE CONTRACTOR SHALL SUBMIT FOR APPROVAL SHOP DRAWINGS OF THE EXPANSION

DEVICES SHOWING LAYOUT, MATERIAL TO BE USED, AND PROVISIONS FOR THE HOLDING

DEVICE DURING PLACEMENT OF CONCRETE.

THE EXPANSION DEVICE SHALL BE GALVANIZED AFTER WELDING. ALL CURB PLATES

INCLUDING THEIR ANCHORAGES SHALL BE GALVANIZED.

THE EXPANSION DEVICE IS TO BE PARALLEL TO GRADE.

GRADE OF STRUCTURAL STEEL FOR THE EXPANSION DEVICE SHALL BE ASTM A36.

BLOCKOUT DETAILS MAY BE ALTERED FROM THOSE SHOWN PROVIDED THE GLAND MAY

BE INSTALLED AND REMOVED IF NECESSARY AND THE CURB AREA REMAINS WATERTIGHT.

INDIVIDUAL LENGTH OF PIECES SHALL BE CHOSEN SO THAT A MINIMUM NUMBER OF

SPLICES IS REQUIRED. ALL PIECES SHALL BE JOINED WITH A PREQUALIFIED PARTIAL

PENETRATION SINGLE GROOVE WELD AS DETAILED, AND ALL SURFACES NOT IN CONTACT

WITH CONCRETE ARE TO BE GROUND FLUSH. NO WELD SHALL BE PERMITTED IN THE

INTERNAL SECTION OF THE EXTRUSION WHERE THE NEOPRENE GLAND IS TO BE LOCATED.

THE NUMBER OF FEET OF STEEL EXTRUSION INSTALLED SHALL BE PAID FOR AT THE

CONTRACT PRICE PER FOOT BASED ON PLAN QUANTITIES. THE PRICE BID FOR "STEEL

EXTRUSION JOINT W/NEOPRENE" SHALL INCLUDE THE COST OF FURNISHING BUT NOT

THE COST OF INSTALLING THE NEOPRENE GLAND. THE CONTRACT PRICE BID FOR "STEEL

EXTRUSION JOINT W/NEOPRENE" SHALL BE FULL COMPENSATION FOR FURNISHING AND

INSTALLING STEEL EXTRUSIONS. THIS WORK WILL CONSIST OF FURNISHING ALL REQUIRED

MATERIALS, (INCLUDING THE …" PLATES AT THE CURBS AND THEIR ANCHORAGE SYSTEMS),

AND THE INSTALLATION AND ADJUSTMENT OF THE EXPANSION JOINTS IN ACCORDANCE

WITH THE DETAILS SHOWN ON THE PLANS AND AS DIRECTED BY THE ENGINEER. THE

FURNISHING AND INSTALLATION OF ALL NECESSARY HARDWARE AND ACCESSORIES AS

SUPPLIED BY THE EXPANSION JOINT MANUFACTURER ARE TO BE INCLUDED IN THIS WORK,

INCLUDING THE ANCHORAGE SYSTEM AND ANY TEMPORARY ERECTION MATERIAL. ALL WORK

AND MATERIALS FOR THE INSTALLATION OF THE EXPANSION JOINTS ARE TO COMPLY

WITH THE WRITTEN RECOMMENDATIONS OF THE EXPANSION JOINT MANUFACTURER.

CAP SCREWS SHALL BE COUNTERSUNK ˆ" BELOW TOP OF THE PLATE. THE MINIMUM

STEEL EXTRUSION NOTES: NEOPRENE GLAND NOTES: WATERTIGHT INTEGRITY TESTING AND REPAIR NOTES:

SHOP SPLICES OF THE STEEL EXTRUSION WILL BE PERMITTED. PRIOR TO MAKING SHOP

SPLICES STEEL EXTRUSION PIECES SHALL HAVE A MINIMUM LENGTH OF 15 FEET. THE

AND TESTING OF NEOPRENE GLAND AT NO EXTRA CHARGE TO THE STATE.

REQUIRED WORK HAS BEEN COMPLETED, THE CONTRACTOR SHALL COMPLETE INSTALLATION

IF THE CONTRACTOR IS REQUIRED TO RETURN TO THE PROJECT SITE AFTER ALL OTHER

THE PROJECT SITE TO COMPLETE INSTALLATION AND TESTING OF THE NEOPRENE GLAND.

OTHER REQUIRED WORK, IT WILL BE NECESSARY FOR THE CONTRACTOR TO RETURN TO

THE SPECIFIED TEMPERATURE RANGE BEFORE THE CONTRACTOR HAS COMPLETED ALL

DECK ADJACENT TO THE JOINTS. IF THE DECK TEMPERATURE DOES NOT FALL WITHIN

BE MEASURED BY RECORDING THE SURFACE TEMPERATURES ON THE UNDERSIDE OF THE

AND THE MINIMUM OPENING SHOWN IN THESE PLANS. THE DECK TEMPERATURE SHALL

THE CONTRACTOR SHALL INSTALL THE GLAND ABOVE THE MINIMUM TEMPERATURE OF 45°


COUNTY




OCTOBER, 2013STA. 583+37.00 (US 34)


MONROE COUNTY

13 30708 113


º-BEAM BRIDGE


3D VIEW FOR ELECTRONIC VIEWING

13

14

WATSON-BOWMAN & ACME CORP. EXPANSION DEVICE.

D.S. BROWN EXPANSION DEVICE SHOWN. SIMILAR FOR

THE ORIGINAL VIEW.

HOUSE ICON ) IN ADOBE ACROBAT READER TO RETURN TO

THE STRUCTURE. CLICK ON THE DEFAULT VIEW ICON (THE

TO CLARIFY THE DESIGN DETAILS AS AN AID IN REPAIR OF

SHOWN ON THE PREVIOUS SHEETS. THIS SHEET IS INTENDED

THIS STRUCTURE SHALL BE CONSTRUCTED FROM DIMENSIONS

YOU WILL BE ABLE TO ZOOM IN OR OUT, PAN, ROTATE, ETC.

THIS IS A 3D FILE THAT CAN BE VIEWED ELECTRONICALLY.


COUNTY




OCTOBER, 2013STA. 583+37.00 (US 34)


MONROE COUNTY

13 30708 113


º-BEAM BRIDGE


ESTIMATED BRIDGE REPAIR QUANTITIES

ITEM NO. ITEM CODE ITEM UNIT TOTAL AS BUILT QUAN.

1 2104-2713020 CY 1,760.0EXCAVATION, CLASS 13, CHANNEL

2 2401-6750001 LS 1.00REMOVALS, AS PER PLAN

3 2402-0425031 TON 2,300.0GRANULAR BACKFILL

4 2403-0100000 CY 40.8STRUCTURAL CONCRETE (MISCELLANEOUS)

5 2404-7775005 LB 4,257REINFORCING STEEL, EPOXY COATED

6 2507-3250005 SY 1,975.0ENGINEERING FABRIC

7 2507-6800061 TON 2,100.0REVETMENT, CLASS E

8 2508-0970000 LS 1.00CONTAINMENT

9 2508-0991000 LS 1.00PAINTING OF STRUCTURAL STEEL

10 2533-4980005 LS 1.00MOBILIZATION

ESTIMATE REFERENCE INFORMATION

ITEM CODE DESCRIPTIONITEM

NO.

1 2104-2713020 EXCAVATION, CLASS 13, CHANNEL

INCLUDES ALL WORK IN PREPARATION OF GRADE FOR PLACEMENT OF REVETMENT INCLUDING EXCAVATION TO THE LIMITS SHOWN

ON THE DRAWINGS, BACKFILL UTILIZING EXCAVATED MATERIAL, CUTTING EXISTING WOOD PILING AND VEGETATION, AND DISPOSAL OF

EXCESS EXCAVATED MATERIAL. THE BOUNDING LIMITS IN ACCORDANCE WITH ARTICLE 2402.04, B, OF THE STANDARD SPECIFICATIONS

ARE NOT APPLICABLE.

EXCESS EXCAVATED MATERIAL SHALL BE DISPOSED OF BY THE CONTRACTOR OFF OF THE PROJECT SITE.

2 2401-6750001 REMOVALS, AS PER PLAN

INCLUDES ALL WORK FOR REMOVAL AND OFF-SITE DISPOSAL OF PORTIONS OF THE EXISTING SLAB, CURB, RAIL, AND BACKWALL

CONCRETE.

REMOVAL OF SCHEDULED ITEMS SHALL BE IN ACCORDANCE WITH SECTION 2401, OF THE STANDARD SPECIFICATIONS.

ANY DAMAGE TO MATERIAL NOT TO BE REMOVED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND REPAIRED AT NO EXTRA

COST TO THE STATE.

3 2402-0425031 GRANULAR BACKFILL

ESTIMATED AT 1.7 TON/CY.

GRANULAR BACKFILL WILL BE MEASURED IN TONS OF MATERIAL PLACED.

INCLUDES FURNISH AND PLACEMENT OF BACKFILL MATERIAL DUE TO AN ANTICIPATED DEFICIT IN ON-SITE EXCAVATED

MATERIAL. GRANULAR BACKFILL SHALL NOT BE PROCURED AND DELIVERED TO THE SITE UNTIL COMPLETION OF ROUGH GRADING

INDICATES ADDITIONAL MATERIAL IS NEEDED TO FINISH TO THE LINES AND GRADES SHOWN ON THE DRAWINGS, OR AS DIRECTED

BY THE ENGINEER.

4 2403-0100000 STRUCTURAL CONCRETE (MISCELLANEOUS)

INCLUDES CLEANING AND SEALING EXISTING CONCRETE RAIL, CURB AND ABUTMENT SEATS.

5 2404-7775005 REINFORCING STEEL, EPOXY COATED

INCLUDES MECHANICAL SPLICERS IN THE ABUTMENT BACKWALL.

6 2507-3250005 ENGINEERING FABRIC

ENGINEERING FABRIC SHALL BE MATERIAL AS SPECIFIED FOR EMBANKMENT EROSION CONTROL IN ACCORDANCE WITH

ARTICLE 4196.01,B,3, OF THE STANDARD SPECIFICATIONS.

7 2507-6800061 REVETMENT, CLASS E

ESTIMATED AT 1.6 TON/CY.

8 2508-0970000 CONTAINMENT

- -

9 2508-0991000 PAINTING OF STRUCTURAL STEEL

INCLUDES COST OF PREPARING AND PAINTING THE ABUTMENT BEARING STRUCTURAL STEEL AS NOTED IN THESE PLANS.

REFER TO SECTION 2508 OF THE STANDARD SPECIFICATIONS.

10 2533-4980005 MOBILIZATION

- -



ROADWAY QUANTITIES SHOWN

NOTE:

QUANTITIES

1

15COUNTY




OCTOBER, 2013STA. 593+15.00 (US 34)

81'-3 INTERIOR SPAN

MONROE COUNTY

8 30708 213

205'-0`x`30'-0 PRESTRESSED

63'-11• & 59'-9• END SPANS

DESIGN FOR REPAIRS TO A 15° L.A. SKEW

PRETENSIONED`CONCRETE`BEAM`BRIDGE

10/15/2013 10:35:34 AM jcolle pw:\\projectwise.dot.int.lan:PWMain\Documents\Projects\6803402012\BRFinal\68034500.brg 680213s002 11x17_pdf.pltcfg

1'-0

16

GENERAL NOTES

2

TYPE OF WORK DES. NO.

AT THIS SITE

DESIGN HISTORY

562 ORIGINAL DESIGN

189

TRAFFIC CONTROL PLAN

NOTE: THE ROADWAY WILL BE OPEN

TO THRU TRAFFIC. REFER TO THE

TRAFFIC CONTROL PLAN SHOWN


DESIGN STRESSES: DESIGN STRESSES FOR THE FOLLOWING MATERIALS ARE IN ACCORDANCE WITH

CONCRETE IN ACCORDANCE WITH SECTION 8, f'c = 3,500 PSI.

REINFORCING STEEL IN ACCORDANCE WITH SECTION 8, GRADE 60.

SPECIFICATIONS: DESIGN: AASHTO SERIES OF 2002.

CONSTRUCTION: IOWA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS

THE AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SERIES OF 2002.

ON THIS PROJECT.

AND SPECIAL PROVISIONS SHALL APPLY TO CONSTRUCTION WORK

DEVELOPMENTAL SPECIFICATIONS, SUPPLEMENTAL SPECIFICATIONS

APPLICABLE GENERAL SUPPLEMENTAL SPECIFICATIONS,

FOR HIGHWAY AND BRIDGE CONSTRUCTION, SERIES 2012, PLUS

LOCATION:

THESE BRIDGE PLANS LABEL ALL REINFORCING STEEL WITH ENGLISH NOTATION

(`5a1 IS † INCH DIAMETER BAR`). ENGLISH REINFORCING STEEL RECEIVED IN

THE FIELD MAY DISPLAY THE FOLLOWING "BAR DESIGNATION". THE "BAR

DESIGNATION" IS THE STAMPED IMPRESSION ON THE REINFORCING BARS, AND

IS EQUIVALENT TO THE BAR DIAMETER IN MILLIMETERS.

ENGLISH SIZE 3 4 5 6 `7 8 9 `10 11

BAR DESIGNATION 10 13 16 19 22 25 29 32 36

GENERAL NOTES

HIGHWAY DIVISION - IOWA D.O.T. - AMES.

REPAIR SHALL CONSIST OF THE FOLLOWING:

6. CLEAN AND SEAL CONCRETE RAILS.

CONSTRUCTION SHALL BE DONE IN STAGES WITH AT LEAST ONE LANE TRAFFIC

MAINTAINED AT ALL TIMES IN ACCORDANCE WITH "TRAFFIC CONTROL PLAN" NOTE.

CONSTRUCTION STAGES 1 & 2 AS DETAILED ON THESE PLANS MAY BE REVERSED

ALL DIMENSIONS AND DETAILS SHOWN ON THESE PLANS PERTINENT TO NEW

CONSTRUCTION SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR BEFORE

STARTING CONSTRUCTION.

FAINT LINES ON PLANS INDICATE EXISTING PORTIONS OF THE BRIDGE.

MINIMUM CLEAR DISTANCE FROM FACE OF CONCRETE TO NEAR REINFORCING BAR

IS TO BE 2" UNLESS OTHERWISE NOTED OR SHOWN.

UTILITY COMPANIES WHOSE FACILITIES ARE SHOWN ON THE PLANS OR KNOWN TO

BE WITHIN THE CONSTRUCTION LIMITS SHALL BE NOTIFIED BY THE BRIDGE

CONTRACTOR OF THE STARTING DATE.

DECK OVERLAY & RETROFIT RAIL

COST.

BY THE ENGINEER SHALL BE PROVIDED BY THE BRIDGE CONTRACTOR AT NO ADDITIONAL

FROM CONSTRUCTION EQUIPMENT, AN APPROPRIATE METHOD OF PROTECTION APPROVED

IF NECESSARY TO PREVENT DAMAGE TO THE END OF THE BRIDGE DECK OR BACKWALL

TO A MAXIMUM OF 10 DEGREES FROM VERTICAL.

STATED OTHERWISE. IN ADDITION, THE BEVEL USED ON THE KEYWAY SHALL BE LIMITED

KEYWAY DIMENSIONS SHOWN ON THE PLANS ARE BASED ON NOMINAL DIMENSIONS UNLESS

INCORPORATED INTO NEW CONSTRUCTION.

LONGITUDINAL CURB AND RETROFIT RAIL REINFORCING EXPOSED IS TO BE

ALL CONCRETE REMOVALS SHALL BE INITIATED WITH A ƒ" SAWCUT. ALL SLAB AND

THESE PLANS.

RESPONSIBLE FOR THE COMPLETION OF ALL WORK AS DETAILED AND NOTED IN

THE BRIDGE CONTRACTOR WILL BE THE ONLY CONTRACTOR AT THE SITE AND IS

202

STEEL".

SHALL BE INCLUDED IN THE PRICE BID ITEM "PAINTING OF STRUCTURAL

THE DRY PAINT SHOULD APROXIMATE THE COLOR OF CONCRETE. THIS WORK

PRIMER AND FINAL COAT AS APPROVED BY THE ENGINEER. THE COLOR OF

SURFACES ARE TO BE GIVEN ONE COAT OF BOTH A RUST INHIBITOR TYPE

ACCORDANCE WITH STEEL STRUCTURES PAINTING COUNCIL (SSPC) SP3.

NON-BLASTING METHOD IS REQUIRED. SURFACES SHALL BE PREPARED IN

CLEANING THE ABUTMENT BEARING PLATES BY VACUUM BLASTING OR BY A

INCLUDED IN THE PRICE BID FOR "CONTAINMENT".

DESIGNATED FACILITY SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND

2508. ALL COSTS ASSOCIATED WITH HAULING AND DEPOSITING OF WASTE AT THE

CONTAINMENT AND DISPOSAL OF WASTE SHALL BE IN ACCORDANCE WITH SECTION

BACKWALL SHALL BE INCIDENTAL TO THE COST OF THE APPROACH PAVEMENT.

THE SMALL AMOUNT OF EXCAVATION AND BACKFILL REQUIRED TO CONSTRUCT THE

FROM WORK AREA.

1. INSTALL CONCRETE TEMPORARY BARRIER RAIL TO REDIRECT TRAFFIC AWAY

ABUTMENT ENDS OF BEAMS.

4. SEAL THE ENDS OF ALL BEAMS FOR A DISTANCE OF 3 FEET AT BOTH

5. CLEAN AND REPAINT THE RUSTED ABUTMENT BEARING PLATES.

PRESENT FLOOR THICKNESS IS ABOUT 7• INCHES, INCLUDING THE EXISTING

OVERLAY. THE CONTRACTOR SHALL EXERCISE CARE IN REMOVING CONCRETE

IN ORDER TO PREVENT UNNECESSARY UNBONDING OF REINFORCING STEEL.

IN THE ABUTMENT.

MECHANICAL COUPLES WILL BE REQUIRED FOR LONGITUDINAL REINFORCING STEEL

IT SHALL BE THE BRIDGE CONTRACTOR'S RESPONSIBILITY TO PROVIDE SITES

FOR EXCESS MATERIAL (EXCAVATION OR BROKEN CONCRETE). NO PAYMENT FOR

OVERHAUL WILL BE ALLOWED FOR MATERIAL HAULED TO THESE SITES.

IT WILL BE NECESSARY TO SUPPORT THE EARTH AND/OR GRANULAR MATERIAL BEHIND

THE ABUTMENT DURING RECONSTRUCTION OF THE ABUTMENT BACKWALLS BY SOME

METHOD APPROVED BY THE ENGINEER.

CONCRETE SEALER AT ABUTMENTS.

BRIDGE SEAT SHALL RECIEVE APPLICATION OF

BARRIER RAIL END SECTION

AT THE CONTRACTOR'S OPTION SUBJECT TO THE ENGINEER'S APPROVAL. SEE

ROAD SHEETS INCLUDED IN THIS PLAN FOR DETAILS.

7. RECONSTRUCT RETROFIT RAIL END SECTIONS.

THIS DESIGN IS FOR REPAIRS TO THE EXISTING 205'-0 x 30'-0 PRETENSIONED

PRESTRESSED CONCRETE BEAM BRIDGE, WITH A 15° L.A. SKEW, ON HWY 34

AVAILABLE TO THE CONTRACTOR. CONTACT THE OFFICE OF CONTRACTS -

OVER CEDAR CREEK. COPIES OF ORIGINAL DESIGN PLANS WILL BE MADE

AREA ONLY.

ON EXISTING RAIL

CONCRETE SEALER

APPLICATION OF

TYP. AREA TO RECEIVE

SEALER AREA

DETAIL OF CONCRETE

8. CONSTRUCT NEW 70' LONG APPROACH SECTIONS AND UPDATE GUARDRAIL.ITEM "STRUCTURAL CONCRETE (MISCELLANEOUS)".

AND SEALING OF THE CONCRETE RAILS SHALL BE INCLUDED IN THE UNIT PRICE BID

THE NEW SECTIONS SHALL NOT BE SEALED. ALL COSTS ASSOCIATED WITH CLEANING

STANDARD SPECIFICATION 2403.03,P,3. IF NEW SECTIONS OF RAIL ARE CONSTRUCTED,

OF DECK FROM GUTTERLINE ARE TO BE CLEANED AND SEALED IN ACCORDANCE WITH

THE TOP AND INTERIOR FACES OF THE EXISTING CONCRETE RAILING AND ONE FOOT

LONGITUDE -92.8950930

LATITUDE 41.01111627

FHWA NO. 037390

BRIDGE MAINT. NO. 6863.4S034

MONROE COUNTY

GUILFORD TWP.

SECTIONS 26

T-72N R-18W

US 34 OVER CEDAR CREEK

AS DETAILED IN THIS PLAN.

2. REMOVE ABUTMENT BACKWALLS, DIAPHRAGMS, CURB, AND BARRIER END SECTIONS

3. CONSTRUCT SEMI-INTEGRAL ABUTMENTS.

9. RESHAPE BERMS AND PLACE RIPRAP.

A SCRAPE SAMPLE WAS TAKEN FROM AN AREA OF THIS BRIDGE TO GET AN

INDICATION OF THE EXISTENCE OF AND LEVEL OF TOTAL CHROMIUM AND TOTAL

THESE ANALYSES SHOW THE EXISTENCE OF THESE TWO TOXIC

CONSTITUENTS. LEVELS INDICATED BY THESE TESTS COULD CREATE

CONDITIONS ABOVE REGULATORY LIMITS FOR HEALTH AND SAFETY

REQUIREMENTS. NO OTHER CONSTITUENTS WERE ANALYZED. THE BIDDER

SHOULD NOT RELY ON THE DEPARTMENT'S TESTING AND ANALYSIS FOR ANY

PURPOSE OTHER THAN AS AN INDICATION OF THE EXISTENCE OF THESE TWO

TOXIC CONSTITUENTS.

LEAD. ANALYSIS OF TOTAL LEAD ON THIS SAMPLE WAS 8190 PPM.

ANALYSIS OF TOTAL CHROMIUM ON THIS SAMPLE WAS 747 PPM.

COUNTY




OCTOBER, 2013STA. 593+15.00 (US 34)

81'-3 INTERIOR SPAN

MONROE COUNTY

8 30708 213


63'-11• & 59'-9• END SPANS



9/30/2013 9:46:21 AM jcolle c:\pw_work\pwmain\jcolle\dms79784\68034500.brg 680213s003p 11x17_pdf.pltcfg

85'-

055'-

0

10'-0 TOE

2'-

0

ELEV.=805.40

TOP OF RIPRAP

TOP OF BERM=ELEV.=784.8

TOP OF TOEELEV.=784.8

TOP OF TOE

ELEV.=805.40

TOP OF RIPRAP

BERM ELEV.=809.70

OLD ABUTMENT

(MAY BE JUST POSTS)

FENCE

DO NOT IMPACT

4" TILE SUBDRAIN

ERODED AREA NEAR WING

EXTEND RIPRAP TO COVER

FENCE

REMOVE

WOODY DEBRIS

WOOD PILING

FENCE

DO NOT IMPACT

FIBEROPTIC LINE

EXIST. RIPRAP

DO NOT IMPACT

4" TILE SUBDRAIN

ELEV.=784.8

TOP OF TOE

STREAMBED

CLASS E RIPRAP

ENGINEERING FABRIC

ELEV.=805.40

TOP OF RIPRAP

SITUATION PLAN

BENCH MARK NO. 28 (DESIGN NUMBER 562) - STA 593+85, 110'} LT., SQUARE ON NE ABUTMENT WING WALL - ELEV.=804.55

GENERAL NOTES:

3

17COUNTY




OCTOBER, 2013STA. 593+15.00 (US 34)

81'-3 INTERIOR SPAN

MONROE COUNTY

8 30708 213


63'-11• & 59'-9• END SPANS



ST

A 592

+00

ST

A 593

+00

ST

A 594

+00

ST

A 595

+00

770 770

LONGITUDINAL SECTION ALONG | ROADWAY

780

790

800

810

820

780

790

800

810

820

HYDRAULIC DATA

Q¬= 19,100 CFS

Q«= 13,900 CFS

Qª= 11,900 CFS

Q = 17,700 CFS

MAIN CHANNEL SLOPE= 7.10 FT./MI.

DRAINAGE AREA= 102 MI¢

200

| U.S. 34

EXIST. ROW PER PLAN

CE

DA

R

CR

EE

K

LOCATION

LONGITUDE -92.891394° W

LATITUDE 41.010839° N

BRIDGE MAINT. NO. 6863.4S034

MONROE COUNTY

GULLFORD TOWNSHIP

SECTION 26

T-72N R-18W

U.S. 34 OVER CEDAR CREEK

LOCATIONS OF FEATURES SHOWN ARE APPROXIMATE. FIELD VERIFICATION IS RECOMMENDED.

ONLY.

FEATURES FROM DESIGN NUMBER 562 ARE DRAWN VERY LIGHTLY ON THIS SHEET AND ARE FOR INFORMATION

DIMENSIONS AND ELEVATIONS SHOWN ON THESE PLANS ARE BASED ON DESIGN PLANS (DESIGN NUMBER 562).

2.5:1 (NORMAL)2.5:1 (NORMAL)

REPAIRED AT NO EXTRA COST TO THE STATE.

ANY DAMAGE TO MATERIAL NOT TO BE REMOVED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND

REMOVAL OF SCHEDULED ITEMS SHALL BE IN ACCORDANCE WITH SECTION 2401 OF THE SPECIFICATIONS.

WITHIN THE PROJECT AREA.

OF THE BRIDGE. THIS SHOULD NOT BE IMPACTED BY THIS PROJECT. NO OTHER UTILITIES WERE NOTED

THERE IS A FIBEROPTIC LINE ON THE UNDERSIDE OF THE DECK ALONG THE DOWNSTREAM (NORTH) SIDE

OF THE BERMS AND BANKS, INCLUDING THE TOES AND THE ERODED AREA AT THE NORTHEAST WING.

PLACE CLASS E RIPRAP BLANKET 2 FT THICK UNDERLAIN WITH ENGINEERING FABRIC ON ALL GRADED AREAS

'EXCAVATION, CLASS 13, CHANNEL'.

EXCAVATION, REMOVAL OF OLD PILING AND ANY VEGETATION IS TO BE PAID FOR UNDER THE ITEM FOR

THE EXPOSED OLD PILING IN THE CHANNEL SHOULD BE CUT FLUSH WITH THE CHANNEL BOTTOM.

CARE NOT TO DAMAGE THIS TILE.

THROUGH THIS WING. (THIS TILE WAS NOT SEEN DURING THE SITE VISIT.) THE CONTRACTOR IS TO TAKE

ONLY ENOUGH TO PROPERLY PLACE ENGINEERING FABRIC. THE PLANS SHOW A 4-INCH TILE BRIDGE SUBDRAIN

THERE IS AN ERODED AREA ALONG THE NORTHEAST WING. EXCAVATION/GRADING AT THE WING SHOULD BE

THE ITEM FOR 'GRANULAR BACKFILL' FOR RE-USE OF MATERIAL.

SUITABLE EXCAVATED MATERIAL MAY BE USED AS BACKFILL MATERIAL. NO DEDUCTION HAS BEEN MADE TO

EXCAVATE TO PROVIDE FOR AN ENTRENCHED TOE THAT IS 10-FT. WIDE ALONG BOTH BERMS.

EXISTING OLD ABUTMENT.

BRIDGE BEFORE SLOPING TO TIE TO NATURAL GROUND. THE EAST BERM RIPRAP SHOULD TIE IN TO THE

FROM THE UPSTREAM ENDS OF THE PROJECT, THROUGH THE BRIDGE, TO ABOUT 35-FT. DOWNSTREAM OF THE

REGRADE BOTH BERMS FROM ELEVATION 805.40 TO 782.80. THE BERM SHOULD BE GRADED AT 2.5:1 SLOPES

THE REPAIR SHALL CONSIST OF THE FOLLOWING WORK.

OFFICE OF CONTRACTS - HIGHWAY DIVISION -IOWA D.O.T. - AMES.

COPIES OF THE ORIGINAL DESIGN PLANS WILL BE MADE AVAILABLE TO THE CONTRACTOR. CONTACT THE

CONCRETE BEAM (PPCB) BRIDGE ON U.S. 34 OVER CEDAR CREEK, 4.4 MILES WEST OF IA 5, MONROE COUNTY.

THIS DESIGN IS FOR STREAMBANK REPAIRS TO THE EXISTING 205'-0 X 30' PRETENSIONED PRESTRESSED

2.5:1 (NORMAL)

SCHEMATIC OF RIPRAP

SITUATION`PLAN`-`STREAMBANK`REPAIR


18

ROADWAY

| APPROACH


•10•

1‚TEMP. BARRIER RAIL

•10•

1'-6 1'-6

3'-0

1'-6 1'-6

3'-0

30'-0 ROADWAY

1'-10•

15'-015'-0

12'-0 STAGE 1 TRAFFIC LANE

JOINT

STAGE CONSTRUCTION

19'-0 STAGE 1 REMOVALS1"

9

5•

3ˆ

ROADWAY

| APPROACH


•10•

1‚TEMP. BARRIER RAIL

•10•

1'-6 1'-6

3'-0

1'-6 1'-6

3'-0

30'-0 ROADWAY

1'-10•

15'-015'-0

JOINT

STAGE CONSTRUCTION

1"

9

5•

3ˆ

12'-0 STAGE 2 TRAFFIC LANE

1"

9

5•

3ˆ

TYPICAL SECTION OF STAGE 1 CONSTRUCTION

TYPICAL SECTION OF STAGE 2 CONSTRUCTION

1"

9

5•

3ˆ

STAGE CONSTRUCTION DETAILS

4

6 BEAM SPACES @ 5'-0 = 30'-0

18'-0 STAGE 1 CONSTRUCTION

1•

18'-0 STAGE 2 CONSTRUCTION

1'-1•

COUNTY




OCTOBER, 2013STA. 593+15.00 (US 34)

81'-3 INTERIOR SPAN

MONROE COUNTY

8 30708 213


63'-11• & 59'-9• END SPANS




9'-6

4'-0†

9'-6

4'-7‡

1'-0

2

2'-1

510

7

4'-6

3'-

030'-

0

RO

AD

WA

Y

4'-10„

7

5

7‚

19

REMOVAL DETAILS

RAIL BREAK LINE

RETROFIT BARRIER

SLAB BREAK LINE

(REMOVE)

ABUT. BACKWALL

(REMOVE)

ABUT. DIPHRAGM

CONCRETE BREAK LINE

CONCRETE BREAK LINE

BREAK LINE

CURB AND SLAB

PART PLAN

SECTION THRU ABUTMENT

| ABUT. BRG.

SLAB

END OF

BACK FACE

ABUT. BACKWALL

FRONT FACE

ABUT. BACKWALL

BACK FACE

ABUT. DIAPHRAGM

FRONT FACE

ABUT. DIAPHRAGM

ABUTMENT REAR ELEVATION

5

(REMOVE PART)

END SECTION

(REMOVE PART)

CURB

(REMOVE PART)

DECK

(REMOVE)

ABUT. BACKWALL

BACKFACEABUTMENT BACKWALL

COUNTY




OCTOBER, 2013STA. 593+15.00 (US 34)

81'-3 INTERIOR SPAN

MONROE COUNTY

8 30708 213


63'-11• & 59'-9• END SPANS




3'-0

3'-

1‚

3'-

1‚

3'-0

66 29 SPA. @ 1'-0 = 29'-0; 30-5k1 AND 30-5k2

30'-0 ROADWAY

4'-

7‡

1'-

6†

1'-

3

3'-

0

1'-

6

4'-

6

6 BEAM SPACES @ 5'-0 = 30'-0

10• 10•

=`3'-3;`6g2

3`SPA.`@`1'-1

3'-0 30'-0 3'-0

15'-0 15'-0

20

ABUTMENT NOTES:

CONCRETE BREAK LINE

#5 BARS

EXISTING LONGIT.

5d15d3

5k2

5k1

5d3

5d2

6g1

5d4

6a1

4d5

COIL ROD (U.A.C.)

EXISTING ƒ"½`x`1'-3

4'-6

1'-63'-0

2'-9ƒ 3`@`0'-3ƒ 3‚

1'-

11'-

31'-

3V

AR.

1'-3

PART PLANSHOWING BACKWALL REINFORCING

SECTION A-A

6g2

4g3

ABUTMENT REAR ELEVATION

JOINT MATERIAL

2"`x`2" PREFORMED

JOINT MATERIAL

‚" PREFORMED

JOINT MATERIAL

‚" PREFORMED

6

ABUTMENT DETAILS

6a1 SPACING

=`0'-11‚

5ƒ

5k2

5d3

5d4

5d4

5d3

5k1

A

A

6g2

6g1

5d1

5d6

5m1

5m1SPLICE COUPLERS

MECHANICAL

BREAK LINE

CURB, AND SLAB

END SECTION,

BREAK LINE

SLAB

BREAK LINE

CURB, AND SLAB

END SECTION,

REFER TO DESIGN SHEET 8 FOR BARRIER RAIL DETAILS.

BY THE BRIDGE CONTRACTOR AT NO EXTRA COST TO THE STATE.

METHOD OF PROTECTION APPROVED BY THE ENGINEER SHALL BE PROVIDED

OR BACKWALL FROM CONSTRUCTION EQUIPMENT, AN APPROPRIATE

IF NECESSARY TO PREVENT DAMAGE TO THE END OF THE BRIDGE DECK

REINFORCING BAR IS TO BE 2" UNLESS OTHERWISE NOTED OR SHOWN.

MINIMUM CLEAR DISTANCE FROM FACE OF CONCRETE TO NEAR

GIVEN TWO COATS OF ZINC RICH PAINT.

BY CONCRETE REMOVAL OPERATIONS SHALL BE CUT, CLEANED AND

EXISTING ABUTMENT BACKWALL VERTICAL REINFORCING BARS EXPOSED

REPLACED BY THE CONTRACTOR AT NO EXTRA COST TO THE STATE.

RENDERED UNSERVICABLE BY REMOVAL OPERATIONS SHALL BE

INCORPORATED INTO THE NEW WORK. BARS THAT ARE DAMAGED OR

EXPOSED BY REMOVAL OPERATIONS SHALL BE CUT, CLEANED AND

EXISTING SLAB AND CURB LONGITUDINAL BARS AND BEAM COIL TIESGUTTER LINE GUTTER LINE


5c2

5c3

5m1

5m1

4g3 4d54d5

5d35d3

| APPROACH ROADWAY

CROWN LINE

MATCH EXISTING

COATS OF ZINC RICH PAINT.

TO THIS LINE AND APPLY TWO

CUT EXISTING VERTICAL BARS

JOINT FILLER

•" PREFORMED

JOINT FILLER

‚" PREFORMED

COUPLERS

SPLICE

MECHANICAL

5k1

5k2

6g2

5d4

TOP SLAB #5 BARS)

6g1 (SPACE WITH EXISTING

BACK FACE

ABUTMENT BACKWALL

COUNTY




OCTOBER, 2013STA. 593+15.00 (US 34)

81'-3 INTERIOR SPAN

MONROE COUNTY

8 30708 213


63'-11• & 59'-9• END SPANS




2'-10

8Ž

2'-8Ž

3'-0 3'-0

15'-0 15'-0

30'-0 ROADWAY

2'-10

8Ž

2'-8Ž

21

LENGTH SHAPE BAR LOCATION

TOTAL ( LBS. )

NO.

6a1 10SLAB, TRANSV., TOP & BOTT.

REINFORCING BAR LIST - ONE ABUTMENT

16'-11

WEIGHT

5d1 12ABUT. DIAPHR., TRANSV., F.F. 4'-4

5d2 6 3'-5ABUT. DIAPHR., TRANSV., BOTT.

5d3 12ABUT. DIAPHR., TRANSV., TOP & B.F. 18'-4

5d4 4 15'-4PAVING SUPPORT, TRANSV.

4d5 4 18'-4ABUT. DIAPHR., TRANSV., BOTT.

6g1 30ABUT. DIAPHR. & SLAB, TOP

6g2 24 9'-10

5d6 4ABUT. DIAPHR., ENDS

ABUT. DIAPHR., F.F.

4g3 36ABUT. DIAPHR., BOTT.

7'-7

BENT BAR DETAILS

D`=`4•

4'-0

3'-

7

6g1

1'-

0

1'-0

1'-

0

1'-5

1'-

0

1'-0

1'-

0

D=̀̀

2

6

4g3

5k1

5k2

3'-

7

6g2

2'-8

NOTE: ALL DIMENSIONS ARE OUT TO OUT. D`= PIN DIAMETER.

5k1 30

5k2 30

PAVING SUPPORT

PAVING SUPPORT

2'-4

4'-4

3'-5

5c1 4 VARIESCURB

5c2 4 2'-10CURB

D`=`2•4

D`=`2•

D`=`2•

2'-0 TO 2'-3

5c1 & 5c2

5c1

5c22'-6

1'-

3

5c3

1'-1

4 4

D`=`4•

D`=`2•

5c3 6CURB 4'-3

254

10

12

27

54

21

229

64

49

2'-8

5d7 2 2'-4ABUT. DIAPHR., ENDS, BOTT.

11

5

342

354

2'-6 60

1854

TOTAL CONCRETE

CONCRETE PLACEMENT SUMMARY

SLAB AND DIAPHRAGM

TOTAL (CU. YDS.)

CURB ENDS

37.2

4 @ 0.4 1.6

38.8

2 ABUTS. @ 18.6

5m1 12ABUT. DIAPHR., ENDS 9'-6

1'-

7

5m1

2'-8

6

D`=`2•

6

119

7

136

ABUTMENT DETAILS

BREAK LINE

CURB AND SLAB

3'-

0

1'-4‚ 2 @ 1'-3 9†

9†

= 2'-6

EXISTING #5 BAR

5c1

5c3

PART PLANSHOWING CURB REINFORCING

4'-7‡

5c2

TO MAINTAIN 2" CLEAR.

BEND AS NECESSARY

1'-5

9‚

2'-

2ƒ

1'-01'-0 1'-0

3'-2‡

10‚

107

15'-6

D`=`2•

FRONT ABUTMENT ELEVATION

CONNECTORS

SPLICE

MECHANICAL

6a16a1 CROWN LINE

MATCH EXISTING 5c2

5c3

5m1

5m1

5d6

5d7

JOINT FILLER

•" PREFORMED JOINT FILLER

•" PREFORMED

JOINT FILLER

‚" PREFORMED 5d2

COIL ROD (U.A.C.)

EXISTING ƒ"`x`1'-3

5m1

4g3

5m1

5d6

5d25d7

| APPROACH ROADWAY GUTTER LINEGUTTER LINE

5d1 5d1

TOP SLAB #5 BARS

6g1 (SPACE WITH EXISTING

6g2

BACK FACE

ABUTMENT BACKWALL

GUTTERLINE

15'-6

D`=`2

5d3

4d5

COUNTY




OCTOBER, 2013STA. 593+15.00 (US 34)

81'-3 INTERIOR SPAN

MONROE COUNTY

8 30708 213


63'-11• & 59'-9• END SPANS




EM

BE

D.

10"

MI

N.

22

8

3'-

0

9‚

2'-

2ƒ

2'-0

3•

3Ž

3Ž

1'-

10

7†

7†

2'-0 7‚ 1'-0ƒ 8

2'-

10

10•

1'-

11•

MISC." (TYP. EACH SECTION).

COST TO BE INCLUDED IN PRICE BID FOR "STRUCTURAL CONCRETE

PROVIDE SEVEN HOLES FORMED WITH 1"½ PLASTIC CONDUIT

3 3

9• 9•1'-11'-1

7'-0 END SECTION

3 SPA. @ 1'-1 = 3'-3

8-6c4

2'-6 TRANSITION

6c6

6c4

6c5

5c7

(2'-6) (2'-4)

A

B

A

B

BEND

FIELD

EXISTING #5 BAR

5c76c4 6c4 6c5 6c6

C

C

SECTION A-A

ELEVATION OF END SECTION

ELEVATION OF END SECTION

2}

1'-3ƒ

1"½ HOLES

2'-

10

AT GUTTER LINE

FINAL RIDING SURFACE

5c7

6c4

SECTION B-B

1'-3ƒ

2'-

10

AT GUTTER LINE


5c8

6c5

SECTION C-C

LENGTH SHAPE BAR LOCATION

TOTAL ( LBS. )

NO. WEIGHT

6c4 32 3'-3END SECTION, VERT.

6c5 16 2'-7END SECTION, VERT.

6c6 16END SECTION, VERT. VARIES

5c7 12END SECTION, HORIZ. 6'-8

62

58

549

TOTAL CONCRETE

CONCRETE PLACEMENT SUMMARY

TOTAL (CU. YDS.)

RAIL END SECTION 4 @ 0.5 2.0

2.0

REINFORCING BAR LIST - FOUR END SECTIONS

156

3`SPA`@`0'-8

=`2'-0; 4-6c6

69ƒ

7'-0 END SECTION 2'-6 TRANSITION

BARRIER RAIL DETAILS

3'-0 INTO NEW SECTION

EXISTING BARS EXTEND

5c8

5c8

5c9

5c8 END SECTION, HORIZ. 12 6'-0

5c9 END SECTION, HORIZ. 12 9'-2 115

83

75

AT GUTTERLINE


BREAK LINE

CONCRETE

BACK FACE

ABUTMENT BACKWALL

GU

TT

ER

LI

NE

SHOWN.

HOLES AS

BETWEEN 1"½

CENTERED

5c7`&`5c9`BARS

5c9

REINFORCEMENT

EXISTING

5c9

5c7

SYSTEMS MAY BE USED AS A BONDING AGENT FOR VERTICAL DOWELS, BUT ONLY

B. HYDRAULIC CEMENT GROUT SYSTEMS. DRILLED HOLES ARE TO BE 2• TIMES

THE DOWEL DIAMETER AND ARE TO BE BLOWN CLEAN WITH COMPRESSED AIR

IMMEDIATELY PRIOR TO PLACING GROUT. THE HYDRAULIC CEMENT GROUT

SHALL BE ONE OF THOSE APPROVED IN MATERIALS I.M. 491.13 AND SHALL

BE USED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

A. POLYMER GROUT SYSTEM IN ACCORDANCE WITH ARTICLE 2301.03, E

OF THE STANDARD SPECIFICATIONS.

SYSTEM "A" MAY BE USED FOR HORIZONTAL DOWELS:

WITH THE GROUT MANUFACTURER'S RECOMMENDATIONS. EITHER OF THE FOLLOWING

HOLES ARE TO BE 10" DEEP. THE DOWELS SHALL BE INSTALLED IN ACCORDANCE

THE 6c5 AND 6c6 BARS SHALL BE SET AS DOWELS IN DRILLED HOLES.

AT GUTTERLINE


COUNTY




OCTOBER, 2013STA. 593+15.00 (US 34)

81'-3 INTERIOR SPAN

MONROE COUNTY

8 30708 213


63'-11• & 59'-9• END SPANS



A.1

Paul W. Flattery

DateSignature

Printed or Typed Name

My license renewal date is December 31, 20

Pages or sheets covered by this seal:

ROADWAY DESIGN

I hereby certify that this engineering document was prepared

by me or under my direct personal supervision and that I

the State of Iowa.

am a duly licensed Professional Engineer under the laws of

LICENSED

PROFESSIONAL

ENGIN

EER

IOWA

Paul W.

Flattery

1528208-22-2013

13

Paul W. Flattery

A.1, B.1-B.3, C.1-C.5, & J.1.

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DESIGN TEAM PROJECT NUMBER SHEET NUMBER COUNTYENGLISH IOWA DOT

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INDEX OF SEALS

NAMESHEET NO.

Primary Signature Block

TYPE

NO MILEAGE SUMMARY

Value Engineering Saves. Refer to Article 1105.15 of the Specifications.

A.1

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FLATTERY/LUONG MB-034-5(500)163--77-68MONROE

Design No.

File No. 30708

113 & 213

B.1

Existing Pavement

24'

Match LineMatch Line

CL

4%

P

4%

8" HMA SHOULDER

P

STATION TO STATION

Feet

P

HMA Shoulder

Longitudinal joint: BShoulder Jointing:

Modified

2_P_HMA_

STATION TO STATION

Feet

P

HMA Shoulder

Longitudinal joint: BShoulder Jointing:

Modified

2_P_HMA_

Strengthening

Shoulder

8" HMA SHOULDERCLASS 13 WASTE8" EXCAVATION

CLASS 13 WASTE8" EXCAVATION

580+42 582+42

584+32 586+32

U.S.30

1

1

580+42 582+42

584+32 586+32

1

1

1

1

590+12.5 592+12.5

594+17.5 596+17.5

1

1

590+12.5 592+12.5

594+17.5 596+17.5

1 See Typical 7156M & Tab.112-9M for shoulder quantities.

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FLATTERY/LUONG MB-034-5(500)163--77-68MONROE

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Design No.

File No.

113 & 213

30708

B.2

Shoulder

Shoulder

0'-5'' 1'-8'' 3'-9''

61

BARRIER OFFSETS FOR FLARE SECTIONS

ABC

A BC

AB

C

Traffic

Traffic

LOCATION STATION

Shoulder

Shoulder

Traffic

Traffic

Trailing Storage Area (minimum 20')Approach Storage Area (minimum 20')

5'-10''

Work Area

Work Limits

D

D

WL

Temporary Crash Cushion

1

D

AA TA 50'50'

W

for Two-Way Traffic

TEMPORARY CONCRETE BARRIER LAYOUT

1

Station Side

Feet Feet Feet

AA WL TA L W

Ft-Inches

1

Feet X

RemarksAnchored

LTemporary Crash Cushion

signing as per Standard Road Plan TC-81.

Where W is less than 14'-6", install restricted width

10-16-12

8212

12'-0"Rt. 50 190 50 390

583+37 12'-0"Lt. 50 190 50 390

583+37 Stage 1. (Design 113)

Stage 2. (Design 113)

12'-0"Rt. 50 345 50 545

593+15 12'-0"Lt. 50 345 50 545

593+15 Stage 1. (Design 213)

Stage 2. (Design 213)

Totals: 1,870.0

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9/27/2013

FLATTERY/LUONG MONROE MB-034-5(500)163--77-68





9/27/2013

Design No.

File No.

113 & 213

30708

B.3

the sides of the posts and altering the function of the guardrail. Form board

not required for final 2 posts.

3

4

2

nail 1" x 6" untreated form boards along the face of guardrail posts forthe length shown. This board is to prevent shoulder material from contacting

6'' subgrade treatment.

8" HMA Paved Shoulder at guardrail. 7" PCC may be substituted with thefollowing jointing layout:4 A

B B

A

Form Board Required

Location

Final Guardrail

6

2

2

P

24''

Roll down at granular shoulder or earth.

Typical Section with Form Board Section A-A

Section B-B

P4.0%

4.0%

installed through pavement.

Shoulder may be notched for final 2 posts or post sleeves may be

4.0%

4.0%See EW-301

Variable Slope

Refer to Shoulder tabulation (112-9) for quantities.

Compaction of HMA is required to face of guardrail post. Hand compaction will be allowed under guardrail.Removal & reinstallation of guardrail will be allowed with no additional payment.

end of guardrail.Continue paved shoulder to existing paved shoulder or 20' beyond the

When guardrail posts are installed prior to construction of paved shoulder,

1

1

1

20'

3''

Edge of Pavement

PavementMainline

Paved Shoulder

Hinge Point

Normal Foreslope

Edge of Pavement

Paved Shoulder PavementMainline

Edge of Pavement

PAVED SHOULDER AT GUARDRAIL

Terminate longitudinal joint at transverse joint less than 10' in length.

from edge of mainline pavement when W is greater than 10' wide.

mid-panel of the mainline pavement. Place longitudinal 'C' joint at W/2

greater in thickness, place additional transverse 'C' joints in shoulder at

Match mainline pavement joint spacing. When mainline pavement is 8" or

5

5

'B' joint for HMA shoulder.

'KT-1' joint for PCC shoulder.

3

6 Shoulder Strengthening.

Modified

7156M

GRANULAR SHOULDER

10' EXISTING





8/14/2013

FLATTERY/LUONG MONROE MB-034-5(500)163--77-68





8/14/2013

Design No.

File No.

113 & 213

30708

9/27/2013 11:18:13 AM hluong c:\pw_work\pwmain\hluong\dms79757\68034500c02.xlsm

PROJECT NUMBER MB-034-5(500)163--77-68 SHEET NUMBER C.1ENGLISH IOWA DOT DESIGN TEAM Flattery\Luong Monroe COUNTY

100-1D10-18-05

The project involves repair of the US.34 190' x 30' Continuous Steel Beam structure Bridge over BNSF RR 4.5 miles west of Jct. IA 5.And 205' x 30' Continuous Steel Beam structure Bridge over Cedar Creek 4.5 miles west of Jct. IA 5.

PROJECT DESCRIPTION

1 2102-2713090 EXCAVATION, CLASS 13, WASTE CY 162.0 2 2123-7450000 SHOULDER CONSTRUCTION, EARTH STA 22.60 3 2301-0690200 BRIDGE APPROACH, RK-20 SY 477.0 4 2304-0100000 DETOUR PAVEMENT SY 716.8 5 2505-4008120 REMOVAL OF STEEL BEAM GUARDRAIL LF 1,000.0 6 2505-4008300 STEEL BEAM GUARDRAIL LF 400.0 7 2505-4008400 STEEL BEAM GUARDRAIL BARRIER TRANSITION SECTION EACH 8 8 2505-4021010 STEEL BEAM GUARDRAIL END ANCHOR, BOLTED EACH 8 9 2505-4021700 STEEL BEAM GUARDRAIL END TERMINAL EACH 8 10 2510-6745850 REMOVAL OF PAVEMENT SY 400.0 11 2527-9263109 PAINTED PAVEMENT MARKING, WATERBORNE OR SOLVENT-BASED STA 28.30 12 2527-9263131 WET RETROREFLECTIVE REMOVABLE TAPE MARKINGS STA 18.40 13 2527-9263180 PAVEMENT MARKINGS REMOVED STA 31.40 14 2528-8400048 TEMPORARY BARRIER RAIL, CONCRETE LF 1,870.0 15 2528-8400256 TEMPORARY TRAFFIC SIGNALS EACH 4 16 2528-8445110 TRAFFIC CONTROL LS 1.00 17 2528-8445113 FLAGGERS EACH See Proposal18 2551-0000110 TEMP CRASH CUSHION EACH 8

100-0A10-28-97

ESTIMATED ROADWAY QUANTITIES

(1 DIVISION PROJECT)Item No. Item Code Item Unit Total As Built Qty.

1 2102-2713090 EXCAVATION, CLASS 13, WASTE 2 2123-7450000 SHOULDER CONSTRUCTION, EARTH

Refer to Typical 7156M and Tab.112-9M for information.- - -3 2301-0690200 BRIDGE APPROACH, RK-20

Refer to Tab.112-6 for information and location.- - -4 2304-0100000 DETOUR PAVEMENT

Refer to Typical 7156M and Tab.112-9M for information.

- - -5 2505-4008120 REMOVAL OF STEEL BEAM GUARDRAIL

Refer to Tab.110-7A for information.- - -6 2505-4008300 STEEL BEAM GUARDRAIL 7 2505-4008400 STEEL BEAM GUARDRAIL BARRIER TRANSITION SECTION 8 2505-4021010 STEEL BEAM GUARDRAIL END ANCHOR, BOLTED 9 2505-4021700 STEEL BEAM GUARDRAIL END TERMINAL

Refer to Tab.108-8A for information.- - -10 2510-6745850 REMOVAL OF PAVEMENT

Refer to Tab.110-1 for information.- - -11 2527-9263109 PAINTED PAVEMENT MARKING, WATERBORNE OR SOLVENT-BASED 12 2527-9263131 WET RETROREFLECTIVE REMOVABLE TAPE MARKINGS 13 2527-9263180 PAVEMENT MARKINGS REMOVED

Refer to Tab.108-22 for information.- - -14 2528-8400048 TEMPORARY BARRIER RAIL, CONCRETE

Refer to Tab.108-33 and Typical 8212 for information. Only 935' TBR for initial set and 935' TBR for re-set.- - -15 2528-8400256 TEMPORARY TRAFFIC SIGNALS

Refer to Tab.108-28 for information.- - -16 2528-8445110 TRAFFIC CONTROL

Refer to Tab.108-23A for information.- - -17 2528-8445113 FLAGGERS

- -- - -18 2551-0000110 TEMP CRASH CUSHION

Refer to Tab.108-30 for information.- - -

100-4A10-29-02

ESTIMATE REFERENCE INFORMATIONItem No. Item Code Description

Number Date TitleBA-201 10-19-10 Steel Beam Guardrail Barrier Transition SectionBA-202 10-18-11 Steel Beam Guardrail Bolted End AnchorBA-205 10-18-11 Steel Beam Guardrail End TerminalBA-250 10-18-11 Steel Beam Guardrail Installation at Concrete Barrier or Bridge End PostBA-401 04-16-13 Temporary Barrier Rail (Precast Concrete)BA-500 04-20-10 Temporary Crash Cushions Sand BarrelPM-110 04-16-13 Line TypesRK-20 04-16-13 Double Reinforced 12" ApproachSI-173 04-20-10 Object MarkersTC-1 04-16-13 Work Not Affecting Traffic (Two-Lane or Multi-Lane)TC-202 10-15-13 Shoulder Closure (One Lane)TC-213 04-17-12 Lane Closure with FlaggersTC-217 04-16-13 Lane Closure with Signals and TBR

105-410-18-11

STANDARD ROAD PLANSThe following Standard Road Plans apply to construction work on this project.

C Sheets100-0A ESTIMATED ROADWAY QUANTITIES(1 DIVISION PROJECT) C.1100-1D PROJECT DESCRIPTION C.1100-4A ESTIMATE REFERENCE INFORMATION C.1102-5 EXISTING PAVEMENT C.2105-4 STANDARD ROAD PLANS C.1108-8A STEEL BEAM GUARDRAIL AT CONCRETE BARRIER OR BRIDGE END POST C.3108-22 PAVEMENT MARKING LINE TYPES C.5108-28 TEMPORARY TRAFFIC SIGNALS C.2108-30 CRASH CUSHIONS C.4108-33 TEMPORARY BARRIER RAIL C.2110-1 REMOVAL OF PAVEMENT C.2110-7A REMOVAL OF STEEL BEAM GUARDRAIL C.3111-25 INDEX OF TABULATIONS C.1112-6 BRIDGE APPROACH SECTION C.2112-9M SHOULDERS C.4232-3C EROSION CONTROL(NATIVE GRASS SEEDING) C.2262-6 UTILITIES(NOT A POINT 25 PROJECT) C.2281-1 SECTION 404 PERMIT AND CONDITIONS C.2J Sheet108-23A TRAFFIC CONTROL PLAN J.1108-26A STAGING NOTES J.1102-15 TABULATION OF SPECIAL EVENTS J.1111-01 COORDINATED OPERATIONS J.1

111-2510-18-11

INDEX OF TABULATIONSTabulation Tabulation Title Sheet No.

Design No.File No.

21330708

Design No.File No.

11330708

8/14/2013 1:57:15 PM hluong c:\pw_work\pwmain\hluong\dms79757\68034500c02.xlsm

COUNTY PROJECT NUMBER MB-034-5(500)163--77-68 SHEET NUMBER C.2ENGLISH IOWA DOT DESIGN TEAM Flattery\Luong Monroe

232-3CModified

Following the completion of work in a disturbed area, place seedand mulch on the disturbed area lying 8 feet or more beyond theshoulder as follows:

SEED MIX:Big bluestem (Andropogon geradii) 6 lbs. PLS/Acre (7.0 kg/ha)Indiangrass (Sorghastrum nutans) 6 lbs. PLS/Acre (7.0 kg/ha)Little bluestem (Schizachyrium scoparium) 6 lbs. PLS/Acre (7.0 kg/ha)Partridge Pea (Chamaecrista fasciculata) 4 lbs. PLS/Acre (4.5 kg/ha)Sideoats grama (Bouteloua curtipendula) 4 lbs. PLS/Acre (4.5 kg/ha)Canada wildrye (Elymus canadensis) 2 lbs. PLS/Acre (2.2 kg/ha)Switchgrass (Panicum virgatum) 1 lbs. PLS/Acre (1.1 kg/ha)Oats (Avena sativa) 32 lbs./Acre (36.0 kg/ha)

Big bluestem, Indiangrass, Canada wildrye and Little bluestemshall be debearded or equal to facilitate the application of seed.

Use mulch meeting the requirements of Sections 2601.03,E,2,a and4169.07,A of the Standard Specifications. Preparing the seedbed and furnishing and applying seedand mulch is incidental to mobilization and will notbe paid for separately.

EROSION CONTROL

(NATIVE GRASS SEEDING)

281-110-15-13

Construct this project according to the requirements of U.S. ArmyCorps of Engineers should read Nationwide, Permit No. should read 3. A copy of this permit is available from the Iowa DOTwebsite (http://envpermits.iowadot.gov/CMEPortalENV/Home.aspx). The U.S. Army Corps of Engineers reserves the right to visit thesite without prior notice.

SECTION 404 PERMIT AND CONDITIONS

262-610-18-05

This is NOT a POINT 25 project and is not subject to theprovisions of IAC 761-115.25.

UTILITIES

(NOT A POINT 25 PROJECT)

SY LF581+72.00 582+22.00 Both PCC 133.3 24.0582+22.00 582+42.00 Both PCC 66.7584+32.00 584+52.00 Both PCC 66.7584+52.00 585+02.00 Both PCC 133.3 24.0

Totals: 400.0

Saw Cut*Remarks

110-104-16-13

REMOVAL OF PAVEMENTRefer to Tabulation 102-5

* Not a Bid Item

Begin

Station

End

StationSide

Pavement

Type

Area

Steel ConcreteLF BA-400 BA-401 (Y/N)

1 581+42.00 585+32.00 390.0 x No Stage 1. (Design 113)2 581+42.00 585+32.00 390.0 x No Stage 2. (Design 113)3 590+42.50 595+87.50 545.0 x No Stage 1. (Design 213)4 590+42.50 595+87.50 545.0 x No Stage 2. (Design 213)

Totals: 1870.0

Remarks

108-3304-16-13

TEMPORARY BARRIER RAILRefer to BA-400 and BA-401

* Not a bid item. Anchorage requirements are based on TBR locations shown in the plans. TBR alignments that vary from what is shown in the

plans may result in additional TBR sections requiring anchorage.

No. Station to StationLength

(Select One)Anchored*

* * Class 'A'*

LEFT RIGHT Inches FT SY SY SY F or M LF STA Side CY CY TON SY593+15 East 15 12.0 70.9 80.0 53.3 105.2 F -- -- -- -- 259.040 271.9592+15 West 15 12.0 70.9 80.0 53.3 105.2 F -- -- -- -- 259.040 271.9

Totals: 160.0 106.6 210.5 518.080 543.7

ThicknessDegrees

Perforated

Subdrain 4"Subdrain Outlet

Porous

Backfill

Crushed Stone

Backfill

Modified

Subbase

Polymer

Grid

*

RemarksBridge Station End

Skew Ahead Pay

Length

Non-Reinf.

Pavement

Area

Single-

Reinf.

Pavement

Area

Double-

Reinf.

Pavement

Area

*

112-604-16-13

BRIDGE APPROACH SECTIONRefer to the RK-Series.

* Not a bid itemLocation Approach Pavement

Fixed or

Movable

Abutment

Subdrain*

T

1 582+12.00 x Design 113.2 584+62.00 x Design 113.3 591+12.50 x Design 213.4 595+17.50 X Design 213.

108-2808-01-08

TEMPORARY TRAFFIC SIGNALS

No.Location

Station

Type

RemarksOne Lane

Traffic

Haul

RoadIntersection

IN IN IN IN1 Monroe 34 Both 158.9 167.7 2003 NHSX-34-6(65)--3H-68 AAC 1.5 BAC 2 DURHAM MINE C.LST.2 Monroe 34 Both 158.9 167.7 2003 W NHSX-34-6(65)--3H-68 AAC 1.5 BAC BAC 7 DURHAM MINE C.LST.3 Monroe 34 Both 158.9 167.7 1983 EACF-34-6(28)--2K-68 AAC 1.5 TBB 1.5 LEMLEY C.LST.4 Monroe 34 Both 158.9 167.7 1964 FN-FGN-1027 PCC 10 PLANO FIELD C.LST.

DepthType

DepthSource TypeType

DepthType

DepthType

Removal Coarse Aggregate Reinforcement

RemarksType

Durability

Class

102-510-16-12

EXISTING PAVEMENT

No.

Location

Year Type Project Number

Surface Base

County RouteDir. of

Travel

Begin

Milepost

End

Milepost

Subbase

Design No.File No.

11330708

Design No.File No.

21330708


COUNTY PROJECT NUMBER MB-034-5(500)163--77-68 SHEET NUMBER C.3ENGLISH IOWA DOT DESIGN TEAM Flattery\Luong Monroe

White OM-3L OM-3R BA-202 BA-201 BA-200 BA-205 BA-206 BA-210No. Station Offset LF LF LF LF No. No. No. No. Type No. LF No. No. No.1 582+42.00 -- 53.125 -- -- 50.0 1 B 1 25.0 1 Design 113.2 582+42.00 -- 115.625 -- -- 50.0 1 B 1 87.5 1 Design 113.3 584+32.00 -- 53.125 -- -- 50.0 1 B 1 25.0 1 Design 113.4 584+32.00 -- 115.625 -- -- 50.0 1 B 1 87.5 1 Design 113.5 592+12.50 -- 53.125 -- -- 50.0 1 A 1 25.0 1 Design 213.6 592+12.50 -- 40.625 50.00 -- 50.0 1 A 1 62.5 1 Design 213.7 594+17.50 -- 53.125 -- -- 50.0 1 A 1 25.0 1 Design 213.8 594+17.50 -- 40.625 50.00 -- 50.0 1 A 1 62.5 1 Design 213.

Totals: 4 4 8 400.0 8

Object MarkerEnd Anchor

Bolted

Barrier

Transition

Section

Steel Beam

Guardrail

End Terminal

AdapterStandard

Flared for

Cable

ConnectionType 2Type 3

Terminal

Type

Delineator

Type 1

108-8A10-19-10

STEEL BEAM GUARDRAIL AT CONCRETE BARRIER OR BRIDGE END POSTRefer to BA-200, BA-201, BA-202, BA-205, BA-250, SI-172, SI-173 and SI-211. See Standards for list of materials.

Location Station

Layout Lengths Delineators and Object Markers Bid Items

Remarks

1

VT2VT1 VF ET

1

LF1 EB 581+17.00 582+42.00 Rt. 125.02 WB 581+17.00 582+42.00 Lt. 125.03 EB 584+32.00 585+57.00 Rt. 125.04 WB 584+32.00 585+57.00 Lt. 125.05 EB 590+87.50 592+12.50 Rt. 125.06 WB 590+87.50 592+12.50 Lt. 125.07 EB 594+17.50 595+42.50 Rt. 125.08 WB 594+17.50 595+42.50 Lt. 125.0

Totals: 1000.0

Side

110-7A04-17-12

REMOVAL OF STEEL BEAM GUARDRAIL Lane(s) to which the installation is adjacent. Includes length of End Terminals and End Anchors.

Location

Removal of

GuardrailNo.

Direction

of Traffic

Station to Station

1

2

1

2

Design No.File No.

11330708

Design No.File No.

21330708


ENGLISH IOWA DOT DESIGN TEAM Flattery\Luong Monroe COUNTY PROJECT NUMBER MB-034-5(500)163--77-68 SHEET NUMBER C.4

Applies only for Paved Shoulders constructed on project with existing granular shoulders. Does not include shrink.

HMA PCC

US.30 EB 580+42.00 582+42.00 Rt. 3.0 200.0 14.8 66.7 2.0 Shlds Strengthening.US.30 EB 581+38.88 581+88.88 Rt. 2 to 0 50.0 1.2 5.6 0.5 Paved G/R.US.30 EB 581+18.88 581+38.88 Rt. 2.0 20.0 1.0 4.4 0.2 Paved G/R.US.30 WB 580+42.00 582+42.00 Lt. 3.0 200.0 14.8 66.7 2.0 Shlds Strengthening.US.30 WB 580+76.38 581+26.38 Lt. 2 to 0 50.0 1.2 5.6 0.5 Paved G/R.US.30 WB 580+56.38 580+76.38 Lt. 2.0 20.0 1.0 4.4 0.2 Paved G/R.US.30 EB 584+32.00 586+32.00 Rt. 3.0 200.0 14.8 66.7 2.0 Shlds Strengthening.US.30 EB 585+47.63 585+97.63 Rt. 0 to 2 50.0 1.2 5.6 0.5 Paved G/R.US.30 EB 585+97.63 586+17.63 Rt. 2.0 20.0 1.0 4.4 0.2 Paved G/R.US.30 WB 584+32.00 586+32.00 Lt. 3.0 200.0 14.8 66.7 2.0 Shlds Strengthening.US.30 WB 584+85.13 585+35.13 Lt. 0 to 2 50.0 1.2 5.6 0.5 Paved G/R.US.30 WB 585+35.13 585+55.13 Lt. 2.0 20.0 1.0 4.4 0.2 Paved G/R.US.30 EB 590+12.50 592+12.50 Rt. 3.0 200.0 14.8 66.7 2.0 Shlds Strengthening.US.30 EB 590+89.38 591+09.38 Rt. 2.0 20.0 1.0 4.4 0.2 Paved G/R.US.30 EB 591+09.38 591+59.38 Rt. 2 to 0 50.0 1.2 5.6 0.5 Paved G/R.US.30 WB 590+12.50 592+12.50 Lt. 3.0 200.0 14.8 66.7 2.0 Shlds Strengthening.US.30 WB 590+51.88 590+71.88 Lt. 6.9 20.0 3.4 15.3 0.2 Paved G/R.US.30 WB 590+71.88 591+21.88 Lt. 6.9 to 4.9 50.0 7.3 32.8 0.5 Paved G/R.US.30 WB 591+21.88 591+71.88 Lt. 4.9 to 0 50.0 4.5 13.6 0.5 Paved G/R.US.30 EB 594+17.50 596+17.50 Rt. 3.0 200.0 14.8 66.7 2.0 Shlds Strengthening.US.30 EB 594+58.13 595+08.13 Rt. 0 to 4.9 50.0 4.5 13.6 0.5 Paved G/R.US.30 EB 595+08.13 595+58.13 Rt. 4.9 to 6.9 50.0 7.3 32.8 0.5 Paved G/R.US.30 EB 595+58.13 595+78.13 Rt. 6.9 20.0 3.4 15.3 0.2 Paved G/R.US.30 WB 594+17.50 596+17.50 Lt. 3.0 200.0 14.8 66.7 2.0 Shlds Strengthening.US.30 WB 594+70.63 595+20.63 Lt. 0 to 2 50.0 1.2 5.6 0.5 Paved G/R.US.30 WB 595+20.63 595+40.63 Lt. 2.0 20.0 1.0 4.4 0.2 Paved G/R.

Totals: 162.0 716.8 22.6

Calculations assume a HMA unit weight (lbs/cf) of 0, a Special Backfill unit weight (lbs/cf) of 140, and a Granular Shoulder unit weight (lbs/cf) of 140.

112-9MModified

SHOULDERS Lane(s) to which the shoulder is adjacent. Bid Item

Location Quantities

RemarksRoad

Identification

Direction

Of Traffic

Station to Station SideClass 13 Waste Hot Mix Asphalt Binder

PCC AlternateSTA

FT FT FT CY

Width Width LengthHMA Alternate

TON TON/STA TONS SY SY TON/STA

Detour

Pavement

Reinforced

Paved

Shoulder

Special Backfill

CY TON TON/STA

Earth Shoulder Construction

Alternates

TON CY CYTON TON/STA

Modified

SubbaseGranular Shoulder

P G L 3

2

1

1

3

22 22 2 4

4

2 2 4

2

Design No.File No.

21330708

FT FT FT FT FT FT CY CY EACH EACH1 EB 581+42.00 Rt. 2.00 1 24.25 5.25 3.25 12.00 Design 1132 WB 581+42.00 Lt. 2.00 1 24.25 5.25 3.25 12.00 Design 1133 EB 585+32.00 Rt. 2.00 1 24.25 5.25 3.25 12.00 Design 1134 WB 585+32.00 Lt. 2.00 1 24.25 5.25 3.25 12.00 Design 1135 EB 590+42.50 Rt. 2.00 1 24.25 5.25 3.25 12.00 Design 2136 WB 590+42.50 Lt. 2.00 1 24.25 5.25 3.25 12.00 Design 2137 EB 595+87.50 Rt. 2.00 1 24.25 5.25 3.25 12.00 Design 2138 WB 595+87.50 Lt. 2.00 1 24.25 5.25 3.25 12.00 Design 213

Totals: 8

Complete this section when using the Temporary Crash Cushion bid item and Earthwork is needed for Sand Barrel placement. Refer to BA-500

No.

Direction

of Traffic

Location

StationSide

Obstacle

Width

Temporary

Temporary

Redirective

Temporary

Severe Use

Permanent

Permanent

Severe Use

Sand Barrel Details Earthwork* Spare Parts Kit

(Select One)*

Obstacle Description

Crash Cushion (Select One)*

108-3004-16-13

CRASH CUSHIONS * Bid Item Lane(s) to which the installation is adjacent.

Remarks

Embankment

in Place

Permanent

Permanent

Severe

Use

Length Length Length Length Length

Excavation

Class 10

1

2

1

V X Y Z

2

W

Design No.File No.

11330708


ENGLISH IOWA DOT DESIGN TEAM Flattery\Luong Monroe COUNTY PROJECT NUMBER MB-034-5(500)163--77-68 SHEET NUMBER C.5

L C R STA STA STA STA STA STA STA STA STA STA STA STA STA STA STAUS.30 580+12.00 582+42.00 BOTH Removal of Paint x 2.30US.30 584+32.00 586+62.00 BOTH Removal of Paint x 2.30US.30 580+12.00 586+62.00 EB Removal of Paint x 6.50US.30 580+12.00 586+62.00 WB Removal of Paint x 6.50

US.30 580+12.00 582+42.00 EB Wet Retroreflective Removable Tape x 2.30US.30 580+12.00 582+42.00 WB Wet Retroreflective Removable Tape x 2.30US.30 584+32.00 586+62.00 EB Wet Retroreflective Removable Tape x 2.30US.30 584+32.00 586+62.00 WB Wet Retroreflective Removable Tape x 2.30

US.30 580+12.00 582+42.00 EB Removal of Removable Tape x 2.30US.30 580+12.00 582+42.00 WB Removal of Removable Tape x 2.30US.30 584+32.00 586+62.00 EB Removal of Removable Tape x 2.30US.30 584+32.00 586+62.00 WB Removal of Removable Tape x 2.30

US.30 580+12.00 582+42.00 BOTH Waterborne/Solvent Paint x 2.30US.30 584+32.00 586+62.00 BOTH Waterborne/Solvent Paint x 2.30US.30 580+12.00 586+62.00 EB Waterborne/Solvent Paint x 6.50US.30 580+12.00 586+62.00 WB Waterborne/Solvent Paint x 6.50

US.30 589+12.50 591+42.50 BOTH Removal of Paint x 2.30US.30 594+87.50 597+17.50 BOTH Removal of Paint x 2.30US.30 589+12.50 597+17.50 EB Removal of Paint x 8.05US.30 589+12.50 597+17.50 WB Removal of Paint x 8.05

US.30 589+12.50 591+42.50 EB Wet Retroreflective Removable Tape x 2.30US.30 589+12.50 591+42.50 WB Wet Retroreflective Removable Tape x 2.30US.30 594+87.50 597+17.50 EB Wet Retroreflective Removable Tape x 2.30US.30 594+87.50 597+17.50 WB Wet Retroreflective Removable Tape x 2.30

US.30 589+12.50 591+42.50 EB Removal of Removable Tape x 2.30US.30 589+12.50 591+42.50 WB Removal of Removable Tape x 2.30US.30 594+87.50 597+17.50 EB Removal of Removable Tape x 2.30US.30 594+87.50 597+17.50 WB Removal of Removable Tape x 2.30

US.30 589+12.50 591+42.50 BOTH Waterborne/Solvent Paint x 2.30US.30 594+87.50 597+17.50 BOTH Waterborne/Solvent Paint x 2.30US.30 589+12.50 597+17.50 EB Waterborne/Solvent Paint x 6.50US.30 589+12.50 597+17.50 WB Waterborne/Solvent Paint x 6.50

2.30 - - - 26.00 - - - - - - - - - -- - - - 18.40 - - - - - - - - - -

2.30 - - - 29.10 - - - - - - - - - -- - - - 18.40 - - - - - - - - - -

28.3018.4031.4018.40

Factored Total: Waterborne/Solvent PaintFactored Total: Wet Retroreflective Removable TapeFactored Total: Removal of PaintFactored Total: Removal of Removable Tape

Bid Quantity: Painted Pavement Markings, Waterborne or Solvent-BasedBid Quantity: Wet Retroreflective Removable Tape MarkingsBid Quantity: Pavement Markings RemovedIncidental Removal of Removable Tape

NPY4** BLW4 ELW4 ELY4

Location Length by Line Type (Unfactored)

RemarksRoad ID Station to Station

Dir. of

TravelMarking Type

Side BCY4* DCY4

ELY4: Edge Line Left (Yellow) @ 1.00

**NPY4 - For estimating purposes only. No Passing Zone Lines will be located in the field.BCY4: Broken Centerline (Yellow) @ 0.25 DCY4: Double Centerline (Yellow) @ 2.00 NPY4: No Passing Zone Line (Yellow) @ 1.25 BLW4: Broken Lane Line (White) @ 0.25 ELW4: Edge Line Right (White) @ 1.00

108-2204-16-13

PAVEMENT MARKING LINE TYPESSee PM-110

*BCY4 - Place on the same side of the roadway to match existing markings near the project. ***MNY4 - Factor of 1.00 as value includes number of 4-inch passes to cover median nose area.

Design No.File No.

11330708

Design No.File No.

21330708

8/14/2013 1:38:25 PM hluong c:\pw_work\pwmain\hluong\dms79757\68034500j01.xlsm

PROJECT NUMBER MB-034-5(500)163--77-68 SHEET NUMBER J.1ENGLISH IOWA DOT DESIGN TEAM Flattery\Luong Monroe COUNTY

108-23A08-01-08

One lane of through traffic will be maintained on US.34 at all times.

The contractor is to provide access at all times for adjacent property owners.

TRAFFIC CONTROL PLANEvent Location Date

None Provided.

102-1508-01-08

TABULATION OF SPECIAL EVENTS

108-26A08-01-08

Stage 1: Shoulder Strengthening westbound lanes.

Stage 2: Shift traffic to westbound lanes Build Bridge Approachs. Shoulder Strengthening eastbound lanes.

Stage 3: Shift traffic to eastbound lanes. Build Bridge Approachs.

STAGING NOTES

None Provided.

111-0104-17-12

COORDINATED OPERATIONS

Other work in progress during the same period of time will

include the construction of the projects listed. Coordinate

operations with those of other contractors working within the

same area.

Project Type of Work

Design No.File No.

11330708

Design No.File No.

21330708