A001_Chickaloon_River_Bridge.pdf

PDF 7 MB Posted Mar 25, 2015

Attached to: AK DOT 135(2), Glenn Highway Chickaloon Bridge Federal contract opportunity
Solicitation number: DTFH70-14-B-00019
Issued by: Department of Transportation Federal Highway Administration

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Amendment A001

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Other files attached to AK DOT 135(2), Glenn Highway Chickaloon Bridge, newest first.
File	Type	Posted
A003_AK_DOT_135(2).pdf	PDF	Apr 3, 2015
A002_Chickaloon.pdf	PDF	Mar 30, 2015
http //www.wfl.fhwa.dot.gov/contracting/construction/plans/chickaloon/	—	Mar 9, 2015
IFB_Chickaloon.pdf	PDF	Mar 9, 2015
Physical_Data_Request_Form_AK_DOT_135(2).pdf	PDF	Mar 9, 2015
Plan_Request_AK_DOT_135(2).pdf	PDF	Mar 9, 2015
Prelim_Letter_AK_DOT_135(2).pdf	PDF	Sep 11, 2014
PROJECT_DESCRIPTION_AK_DOT_135(2).pdf	PDF	Sep 11, 2014
Preliminary_Plans_AK_DOT_135(2).pdf	PDF	Sep 11, 2014

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AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE

N/A

PAGE

2. AMENDMENT/MODIFICATION NO. 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE NO. 5. PROJECT NO. (If applicable)

A001 03/25/2015 N/A AK DOT 135(2)

Glenn Highway Chickaloon Bridge

6. ISSUED BY CODE N/A 7. ADMINISTERED BY (If other than Item 6) CODE N/A

Department of Transportation Federal Highway Administration 610 East Fifth Street Vancouver WA 98661-3801

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and Zip Code) 9A. AMENDMENT OF SOLICITATION NO.

DTFH70-14-B-00019

9B. DATED (SEE ITEM 11)

03/09/2015

10A. MODIFICATION OF CONTRACT/ORDER NO.

N/A

10B. DATED (SEE ITEM 13)

CODE: N/A FACILITY CODE: N/A N/A

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

| X | The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers (__ ) is extended, ( x ) is not extended.

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended, by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted; or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

N/A

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS,

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A THIS CHANGE ORDER IS ISSUED PURSUANT TO (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT ORDER NO. IN

ITEM 10A.

N/A

B THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (Such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

N/A

C THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

N/A

D OTHER (Specify type of modification and authority) N/A

E. IMPORTANT: Contractor n/a is not, n/a is required to sign this document and return n/a copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

AK DOT 135(2), GLENN HIGHWAY CHICKALOON BRIDGE

See page 2 for revisions.

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15a. NAME AND TITLE OF SIGNER (Type or print) 15a. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

N/A

15B. CONTRACTOR/OFFEROR 15C. DATE SIGNED 16B. UNITED STATES OF AMERICA 16C. DATE SIGNED

BY_________________________________________ BY N/A___________________________ N/A (Signature of person authorized to sign) (Signature of Contracting Officer)

NSN 7540-01-152-8070

PREVIOUS EDITION NOT USABLE

30-105 STANDARD FORM 30 (REV. 10-83)

Prescribed by GSA

FAR (48 CFR) 53.243

Amendment No. A001, dated 03/25/2015 AK DOT 135(2) Solicitation No. DTFH70-14-B-00019 Glenn Highway Chickaloon Bridge

REVISIONS ARE AS FOLLOWS:

BID SUBMITTAL CHECKLIST

Please make the following pen & ink change(s):

Revise Section Representations & Certifications & FAR Clause - Did I include the completed clause 1252.228-73 Notification of Miller Act Payment Bond Protection

(See page C-101)?

BID SCHEDULE

Page A-10. Revises quantity for Item 55401-2000 Reinforcing Steel, Epoxy Coated

CONTRACT CLAUSES

PLANS

Plan sheet #B.2 Revises quantity for Item 55401-2000 Reinforcing Steel, Epoxy Coated

Plan sheet #J.2 Revises tables and adds flow arrows Plan sheet #J.5 Revises bar lengths Plan sheet #J.6 Revises bar layouts and dimensions Plan sheet #J.7 Revises bar layouts and dimensions Plan sheet #J.9 Revises bar layouts and table Plan sheet #J.13 Revises edge of cap elevations Plan sheet #J.14 Revises edge of cap elevations Plan sheet #J.15 Revises rail post spacing Plan sheet #J.16 Revises callouts, spacing and notes Plan sheet #J.17 Revises elevations Plan sheet #J.19 Revises table, bar spacing, and note Plan sheet #J.21 Revises haunch details Plan sheet #J.23 Revises callouts and dimensions Plan sheet #J.24 Revises callouts and dimensions Plan sheet #J.25 Revises callouts, note and bar table Plan sheet #J.26 Revises callouts, bar table, and dimensions Plan sheet #J.27 Revises callouts and note Plan sheet #J.28 Revises callouts and bar table Plan sheet #J.29 Revises callouts, note, elevations, and bar table Plan sheet #J.30 Revises callouts, note, and elevations Plan sheet #J.31 Revises notes and details; adds detail

ENCLOSURES

Pages:

A-7 through A-13

Plan Sheets:

Notice to Bidders: Please submit revised pages A-7 through A-13 with your bid.

Amendment No. A001, dated 03/25/2015 AK DOT 135(2) Solicitation No. DTFH70-14-B-00019 Glenn Highway Chickaloon Bridge

J.2 J.5 through J.7 J.9 J.13 through J.17 J.19 J.21 J.23 through J.31

Page(s) not included due to Pen and Ink change(s):

Bid Submittal Checklist

A - 7

Bidder please note: Before preparing the bid, carefully read the Solicitation Provisions. Insert a unit bid price, in figures, for each pay item for which a quantity appears in the bid schedule. Multiply the unit price by the quantity for each pay item and show the amount bid. Should any mathematical check made by the Government show a mistake in the amount bid, the corrected unit price extension shall govern.

When the word "LPSM" (Lump Sum) appears as a unit bid price, insert an amount for each lump sum pay item.

When a sum based on a fixed rate appears for any pay item in the amount bid column, include the Government inserted amount bid for the item in the total bid amount.

Total all of the amounts bid for each pay item and show the total bid amount.

Bid Schedule

Project No:AK DOT 135(2)

Project Name:Glenn Highway Chickaloon Bridge

A - 8

Contract Quantity Pay Items

20801-0000 STRUCTURE EXCAVATION (BRIDGE)

55201-0200 STRUCTURAL CONCRETE, CLASS A (AE)

55201-0800 STRUCTURAL CONCRETE, CLASS D (AE)

55202-1000 STRUCTURAL CONCRETE, CLASS D (AE), FOR APPROACH SLABS, TYPE 1

55302-2100 PRECAST, PRESTRESSED CONCRETE BULB TEE GIRDERS, 74-INCH (WF74G)

55401-1000 REINFORCING STEEL

55401-2000 REINFORCING STEEL, EPOXY COATED

55601-1100 BRIDGE RAILING, STEEL, TWO RAIL

61707-0000 STRUCTURE TRANSITION RAILING (STEEL POST)

Amendment Item No. Pay Item No. Description Quantity Unit Unit Price Amount

A0020 15101-0000 MOBILIZATION

ALL LPSM $___LPSM_____ $____________

A0040 15201-0000 CONSTRUCTION SURVEY AND STAKING

ALL LPSM $___LPSM_____ $____________

A0060 15301-0010 CONTRACTOR QUALITY CONTROL AND ASSURANCE

ALL LPSM $___LPSM_____ $____________

A0080 15401-0000 CONTRACTOR TESTING

ALL LPSM $___LPSM_____ $____________

A0100 15501-0000 CONSTRUCTION SCHEDULE

ALL LPSM $___LPSM_____ $____________

A0120 15701-0000 SOIL EROSION CONTROL

ALL LPSM $___LPSM_____ $____________

A0140 15801-0000 WATERING FOR DUST CONTROL

100 MGAL $____________ $____________

A0160 20101-0000 CLEARING AND GRUBBING

6.0 ACRE $____________ $____________

A0180 20301-0400 REMOVAL OF BRIDGE

1 EACH $____________ $____________

A0200 20301-0700 REMOVAL OF DELINEATOR

69 EACH $____________ $____________

Bid Schedule Schedule:A Schedule Type:Base

A - 9

A0220 20301-2400 REMOVAL OF SIGN

9 EACH $____________ $____________

A0240 20302-1200 REMOVAL OF GUARDRAIL

1,250 LNFT $____________ $____________

A0260 20401-0000 ROADWAY EXCAVATION

14,000 CUYD $____________ $____________

A0280 20403-0000 UNCLASSIFIED BORROW

15,500 CUYD $____________ $____________

A0300 20411-0000 SELECT BORROW

17,500 TON $____________ $____________

A0320 20701-0800 EARTHWORK GEOTEXTILE, TYPE II-B

1,100 SQYD $____________ $____________

A0340 20701-1300 EARTHWORK GEOTEXTILE, TYPE IV-B

310 SQYD $____________ $____________

A0360 20801-0000 STRUCTURE EXCAVATION (BRIDGE)

125 CUYD $____________ $____________

A0380 25101-6000 PLACED RIPRAP, CLASS 6

500 CUYD $____________ $____________

A0400 25120-2000 RIPRAP DITCH, CLASS 2 (TYPE 1)

255 LNFT $____________ $____________

A0420 25120-2000 RIPRAP DITCH, CLASS 2 (TYPE 2)

285 LNFT $____________ $____________

A0440 30302-1000 DITCH RECONDITIONING

700 LNFT $____________ $____________

A0460 30802-2000 ROADWAY AGGREGATE, METHOD 2

5,200 TON $____________ $____________

A0480 40301-0000 HOT ASPHALT CONCRETE PAVEMENT

2,400 TON $____________ $____________

Bid Schedule Schedule:A Schedule Type:Base

A - 10

A0500 41201-0000 TACK COAT (STE-1)

4.0 TON $____________ $____________

A0520 55201-0200 STRUCTURAL CONCRETE, CLASS A (AE)

546 CUYD $____________ $____________

A0540 55201-0800 STRUCTURAL CONCRETE, CLASS D (AE)

688 CUYD $____________ $____________

A0560 55202-1000 STRUCTURAL CONCRETE, CLASS D (AE), FOR APPROACH SLABS, TYPE 1

163 SQYD $____________ $____________

A0580 55220-0000 EXPANSION JOINTS

73 LNFT $____________ $____________

A0600 55302-2100 PRECAST, PRESTRESSED CONCRETE BULB TEE GIRDERS, 74-INCH (WF74G)

2,060 LNFT $____________ $____________

A0620 55401-1000 REINFORCING STEEL

77,000 LB $____________ $____________

A001 A0640 55401-2000 REINFORCING STEEL, EPOXY COATED

195,000 LB $____________ $____________

A0660 55601-1100 BRIDGE RAILING, STEEL, TWO RAIL

761 LNFT $____________ $____________

A0680 56401-1000 BEARING DEVICE, ELASTOMERIC

36 EACH $____________ $____________

A0700 56501-0000 DRILLED SHAFTS , 120-INCH DIAMETER

81 LNFT $____________ $____________

A0720 56501-0800 DRILLED SHAFTS, 60-INCH DIAMETER

183 LNFT $____________ $____________

A0740 60102-0000 CONCRETE (LIGHTWEIGHT CONCRETE DECK WEDGE)

1,165 SQYD $____________ $____________

A0760 61701-1250 GUARDRAIL SYSTEM G4, TYPE 2, CLASS A WOOD POSTS

900 LNFT $____________ $____________

Bid Schedule Schedule:A Schedule Type:Base

A - 11

A0780 61701-4100 GUARDRAIL SYSTEM CRG, TYPE 2, CLASS A

30 LNFT $____________ $____________

A0800 61702-0400 TERMINAL SECTION, TYPE G4-CRT

1 EACH $____________ $____________

A0820 61702-0800 TERMINAL SECTION TYPE TANGENT (50-FOOT)

1 EACH $____________ $____________

A0840 61702-1200 TERMINAL SECTION, TYPE LST

1 EACH $____________ $____________

A0860 61707-0000 STRUCTURE TRANSITION RAILING (STEEL POST)

141 LNFT $____________ $____________

A0880 61801-0000 CONCRETE BARRIER

370 LNFT $____________ $____________

A0900 62201-0250 DUMP TRUCK, 10 CUBIC YARD MINIMUM CAPACITY

80 HOUR $____________ $____________

A0920 62201-1000 WHEEL LOADER, 4 CUBIC YARD MINIMUM RATED CAPACITY

60 HOUR $____________ $____________

A0940 62201-2050 ROLLER

40 HOUR $____________ $____________

A0960 62201-2850 MOTOR GRADER, 12 FOOT MINIMUM BLADE

60 HOUR $____________ $____________

A0980 62201-3400 HYDRAULIC EXCAVATOR, 1 CUBIC YARD MINIMUM CAPACITY WITH

THUMB ATTACHMENT

60 HOUR $____________ $____________

A1000 62301-0000 GENERAL LABOR

40 HOUR $____________ $____________

A1020 62406-0300 PLACING CONSERVED TOPSOIL, 4-INCH DEPTH

3.5 ACRE $____________ $____________

Bid Schedule Schedule:A Schedule Type:Base

A - 12

A1040 62501-0000 TURF ESTABLISHMENT

3.5 ACRE $____________ $____________

A1060 63302-0000 SIGN SYSTEM

152 SQFT $____________ $____________

A1080 63316-1000 REMOVE AND RESET SIGN

18 EACH $____________ $____________

A1100 63401-0000 PAVEMENT MARKINGS (MMA Stop Bar)

300 LNFT $____________ $____________

A1120 63401-0000 PAVEMENT MARKINGS (MMA Solid Double Yellow)

5,300 LNFT $____________ $____________

A1140 63401-0000 PAVEMENT MARKINGS (MMA Solid White)

5,200 LNFT $____________ $____________

A1160 63501-1000 TEMPORARY TRAFFIC CONTROL, TRAFFIC AND SAFETY SUPERVISOR

ALL LPSM $___LPSM_____ $____________

A1180 63502-0700 TEMPORARY TRAFFIC CONTROL, CONE

100 EACH $____________ $____________

A1200 63502-1600 TEMPORARY TRAFFIC CONTROL, WARNING LIGHT TYPE B

2 EACH $____________ $____________

A1220 63503-0400 TEMPORARY TRAFFIC CONTROL, CONCRETE BARRIER

1,250 LNFT $____________ $____________

A1240 63504-1000 TEMPORARY TRAFFIC CONTROL, CONSTRUCTION SIGN

139 SQFT $____________ $____________

A1260 63509-1000 TEMPORARY TRAFFIC CONTROL, FLAGGER

8,740 FXHR $77.00 $672,980.00

A1280 63704-0000 VEHICLE

2 EACH $____________ $____________

Bid Schedule Schedule:A Schedule Type:Base

A - 13

Submitted by:____________________________________ Schedule Total:____________

Bid Schedule Schedule:A Schedule Type:Base

Sheet and Description

SECTION C SECTION D SECTION E SECTION F SECTION I SECTION J SECTION K

TYPICAL

SECTIONS

PLAN &

PROFILE

APPROACH

ROADS

EROSION

CONTROL

TEMPORARY

TRAFFIC

CONTROL

BRIDGE

PERMANENT

TRAFFIC

CONTROL

ALLOWANCE

Bid

Schedule

A0620 55401-1000 REINFORCING STEEL LB 77,000 77,000 Contract Quantity

A001 A0640 55401-2000 REINFORCING STEEL, EPOXY Contract Quantity

COATED LB 195,000 195,000

A0660 55601-1100 BRIDGE RAILING, STEEL, TWO Contract Quantity

RAIL LNFT 761 761

A0680 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 36 36

A0700 56501-0000 DRILLED SHAFTS, 120-INCH

DIAMETER LNFT 81 81

A0720 56501-0800 DRILLED SHAFTS, 60-INCH

DIAMETER LNFT 183 183

A0740 60102-0000 CONCRETE (LIGHTWEIGHT

CONCRETE DECK WEDGE) SQYD 1,165 1,165

A0760 61701-1250 GUARDRAIL SYSTEM G4, TYPE 2,

CLASS A WOOD POSTS LNFT 833 41 26 900

A0780 61701-4100 GUARDRAIL SYSTEM CRG, TYPE 2,

CLASS A LNFT 26 4 30

A0800 61702-0400 TERMINAL SECTION, TYPE G4-CRT EACH 1 1

A0820 61702-0800 TERMINAL SECTION TYPE TANGENT

(50-FOOT) EACH 1 1

A0840 61702-1200 TERMINAL SECTION, TYPE LST EACH 1 1

A0860 61707-0000 STRUCTURE TRANSITION RAILING Contract Quantity

(STEEL POST) LNFT 141 141

A0880 61801-0000 CONCRETE BARRIER LNFT 370 370

A0900 62201-0250 DUMP TRUCK, 10 CUBIC YARD

MINIMUM CAPACITY HOUR 80

A0920 62201-1000 WHEEL LOADER, 4 CUBIC YARD

MINIMUM RATED CAPACITY HOUR 60

A0940 62201-2050 ROLLER HOUR 40

A0960 62201-2850 MOTOR GRADER, 12 FOOT MINIMUM

BLADE HOUR 60

A0980 62201-3400 HYDRAULIC EXCAVATOR, 1 CUBIC

YARD MINIMUM CAPACITY WITH

THUMB ATTACHMENT HOUR 60

A1000 62301-0000 GENERAL LABOR HOUR 40

A1020 62406-0300 PLACING CONSERVED TOPSOIL,

4-INCH DEPTH ACRE 2.3 0.8 3.5

A1040 62501-0000 TURF ESTABLISHMENT ACRE 3.1 0.4 3.5

A1060 63302-0000 SIGN SYSTEM SQFT 152 152

A1080 63316-1000 REMOVE AND RESET SIGN EACH 18 18

-M a r-

:2 P

MileStone: Amendment A001 Amendment Review Date: In Progress Report Date: 03/19/15 c:

\m yf ile s\ p w p ro d u ct io n \d

A K D

O T (2

S u m

.x ls m ]S h ee t (2

SUMMARY OF QUANTITIES

A M E N D

Line Item No.

Pay Item Number

Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

STATE PROJECT

DOT 135(2) B.2AK

NUMBER

SHEET

-M a r -2

M H

T e a m F o ld e r s B

G E A

D O

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s A

M E

N D

M E

N T R

A K

D O

S it e P la n .D

G N

NO. DATE BY REVISIONS NO. DATE BY REVISIONS

PLAN

SITE PLAN

L P ie r

No Scale

SUPERST.

ESTIMATE OF QUANTITIES

ITEM NO. ITEM UNIT SUBST. TOTAL

0 8

HYDRAULIC & HYDROLOGIC SUMARY

50Flood Frequency (Yr.) 100 500

LOCATION

406+00 407+00405+00

A C

T U

A L F I L E R

A K

D O

T S it e P la n .D

GENERAL NOTES:

HL-93

CAbbreviations:

Removal of Bridge

Placed Riprap, Class 6

Structural Concrete, Class A (AE)

Structural Concrete, Class D (AE)

Expansion Joints

Reinforcing Steel

Bridge Railing, Steel, Two Rail

Bearing Devices, Elastomeric

Drilled Shaft, 120" Diameter

Drilled Shaft, 60" Diameter

Approach Slab, Type I

Structural Concrete, Class D (AE), LB

CUYD

SQYD

All Req’d All Req’d All Req’d

500 500

147,000

36 36

183 183

RG2998 - B

SQYD 310 - 310Earthwork Geotextile, Type IV-B

Exceedance Probability (%)

Design Discharge (cfs)

Design High Water (ft)

Contraction Scour (ft)

Abutment Scour (ft)

Pier Scour (ft)

2 1 0.2

- 1.2

- 0

7122 8023 10286

- 7.1

825.7 826.2 827.4

1.1

6.5

20301-0400

20701-1300

20801-0000

25101-6000

Structure Excavation (Bridge) CUYD -

55201-0200

55201-0800

55202-1000

55220-0000

55302-2100

55401-1000

55401-2000

55601-1100

56401-1000

56501-0000

56501-1000

Epoxy Coated Reinforcing Steel

Girders, 74" (WF74G)

Precast, Prestressed Concrete Bulb Tee

EACH

LNFT

EACH

LNFT

DIAMETER

SHAFT

(FEET)

ELEVATION

TIP

Abutment 1

Abutment 4

Pier 2

Pier 3

(FEET)

LENGTH

ROCK SOCKET

MINIMUM

5’-0"

10’-0"

5’-0"

(FEET)

ELEVATION

OF ROCK SOCKET

MINIMUM TOP

INSTALLATION CRITERIA

(K)

LOAD

FACTORED

STRENGTH I

(K)

RESISTANCE

NOMINAL

800.40

814.02

777.00

788.00

11.00

20.00

24.00

825.06

812.00

797.00

811.49

DESIGN DATA

DRILLED SHAFT DATA TABLE

DESIGN:

LIVE LOAD:

DEAD LOAD:

SEISMIC PARAMETERS:

REINFORCEMENT:

CONCRETE:

STRUCTURAL STEEL:

Existing Bridge to be removed

C L P ie r

C S ta

S ta

C S ta

L B r g

A b u t.

L B r g

A b u t.

Provide 2 inches clr. unless otherwise noted.

Space bars evenly unless otherwise noted.

Use ASTM A706 reinforcing steel, Fy = 60 ksi.

L Glenn Highway

CWN DW

73 73

60102-0000 SQYD -

81 81

1165 1165

AASHTO 7% probability of exceedance in 75 years

= LowLiquefaction Potential

= CSite Class

= 0.47S1

= 1.22Ss

= 0.54PGA

61707-0000 LNFT -

Seismic Bridge Design, 2011.

Seismic design per AASHTO Guide Specifications for LRFD

U.S. Customary Units, 2014.

AASHTO LRFD Bridge Design Specifications, Seventh Edition, as a varying composite deadload for the interim condition.

" overlay included2 1Lightweight concrete wedge with 1

Includes 50 psf for future wearing surface for the final condition.

Requirements Section 565. f’c = 4.0 ksi

Use Class A Concrete for drilled shafts according to Special Contract otherwise noted. f’c = 4.0 ksi

Use Class A Concrete for all other concrete unless

Use Class D (AE) Concrete for deck and approach slabs. f’c = 5.0 ksi

18900

14450

ICE LOADS:

Typ.

Symm.

Sta.

spa.

OHW

No.

n.f.

n.c.

n.a.

min.

max.

Hwy.

f.f.

F e.f.

= typical = symmetric = station = space, spaces = Ordinary High Water = number = near face = not calculated = not applicable = minimum = maximum = highway = far face = fixed bearing = each face

PRESTRESSED CONCRETE: ... See "SPAN 1 & 3 GIRDERS" and "SPAN 2 GIRDERS" Drawings

Effective Crushing Strength: 32 ksf

Ice Thickness: 1.4 feet

Drainage Area for this crossing: 381 square miles which has an exceedance probability of equal to or less than 0.2 percent.

Hydraulic Capacity: >>10286 cfs at Low Superstructure Elevation 852.89 ft.

Elev.

E Dwg.

D.H.W.

dia.

CSL

Col.

Clr.

cfs C.I.P.

Brg.

btwn.

Br.

bot.

Beg.

Abut.

Approx.

Ø P L

= high strengh concrete = elevation = expansion bearing = drawing = Design High Water = diameter = crosshole sonic logging = column = clear, clearance = cubic feet per second = cast in place = Bearing = between = bridge = bottom = begin = abutment = approximate = plus or minus = diameter = at = and = Plate = Centerline

Total scour equal contraction scour plus local scour whichever is applicable.

girders in conformance with AASHTO M 111 or AASHTO M 232

Galvanize structural steel embedded in or attached to concrete otherwise noted. Fy = 36 ksi

Use ASTM A709 Grade 36T3 Structural Steel unless

77,000

61801-0000 Concrete Barrier LNFT - 370 370

Structure Transition Railing (Steel Posts)

125 *

546 *

688 *

163 *

2060 *

77,000 *

147,000 *

761 *

* Contract Quantity

141 141 *

Wedge)

Concrete (Lightweight Concrete Deck

C h ic k a lo o n R iv e r

3/19/15 CN

811.40

825.02

ADDED FLOW ARROW, UPDATED TABLES

195,000 195,000 * 1

STATE PROJECT

NO.

AK AK DOT 135(2)

AMENDMENT NO. 1 1

PROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BY

JEG Phillip Boinske

BRIDGE DRAWING

DATE

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GLENN HIGHWAY

DRAWING NO.

CHICKALOON RIVER BRIDGE (545)

February 2015 a r -2

M H

T e a m F o ld e r s B

G E

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s A

M E

N D

M E

N T R

A K

D O

A b u t-

S h a f ts .d g n

MARK SIZE NO. LENGTH TYPE

C601

BENDING DIAGRAM

11 48

ELEVATION

" = 1’-0"4 1Scale:

C602 6 2

ABUTMENT DRILLED SHAFTS

Abutment 1 - Elev. 800.40

Abutment 4 - Elev. 814.02

Abutment 1 - Elev. 848.64

Abutment 4 - Elev. 858.08

Top of Shaft

Abutment 1 - Elev. 847.57

Abutment 4 - Elev. 857.29

Top of Shaft

T y p

C lr

A A tube, 6 required each shaft

Cross Sonic Logging (CSL)

L ShaftC

SECTION A-A

" = 1-0"4 3Scale:

8" Clr.

C1102 - Abutment 4

24 - C1101 - Abutment 1

Approximate Top of Rock

REINFORCING STEEL

3’-8"

P it c h

C601, C602

3’-8"

C1101

C1102

SPIRAL

Looking dowstation toward Abutment 1

Looking upstation toward Abutment 4

1157’-7"

1034’-9"

5As Shown

A C

T U

A L F I L E R

A K

D O

A b u t-

S h a ft s .D

G N c- Use mechanical splice lap or butt splice with the Engineer’s approval.

See weld splice detail.

b- Where spiral is discontinous, weld end of spiral back onto itself.

a - Lap splice length not included.

a,b,c a,b,c a a

See Detail

Weld Splice

RG2998 - E

(Top & Bottom)

Turns2

C601, C602

2" Clr.

min.

" = 1-0"4 3Scale:

SECTION B-B

" = 1-0"4 3Scale:

DETAIL A

Detail A

Abutment 1 - Elev. 848.37

Abutment 4 - Elev. 857.81

B B

Abutment 1 - Elev. 847.30

Abutment 4 - Elev. 857.02

Abutment 1 - Elev. 811.40

Abutment 4 - Elev. 825.02

Bottom of Permanent Casing

4’-6"

C1102 - Abutment 4

24 - C1101 - Abutment 1 tube, 6 required each shaft

Cross Sonic Logging (CSL)

5" Clr.

Casing

Top of Permanent

C602 - Abutment 4

C601 - Abutment 1

L Glenn Highway

(Abutment 1 shown, Abutment 4 similar)

Top of Permanent Casing Top of Permanent Casing

C602 - Abutment 4

C601 - Abutment 1

" thickness)4

(5’-0" Inside diameter, Permanent Casing

L ShaftC

CWN CV

Abutment 1 - Elev. 824

Abutment 4 - Elev. 853

Tip Elevation

48’-4"

52’-6"

3" from top of Cap Beam (Typ.)

C1101 and C1102 extend to

2" into Cap Beam (Typ.)

C601 and C602 Spiral extend

WELD SPLICE

1"1"

Field weld

Shop or

")16 3"(8

3Spiral

See Detail

Weld Splice 3’-8"

C603 6 40c HOOP

C603 around longitudinal shaft reinforcement (Typ.)

10 - C603 Hoops @ 5" in Abutment Cap

1’-0"

12’-9"

12"

3/19/15 CN

Varies

C1101 C1102

52’-5" max.

51’-8" min.

48’-3" max.

47’-7" min.

UPDATED BAR LENGTHS

NO.

AK AK DOT 135(2)

DRAWING NO.

A401

BENDING DIAGRAM

4 7’-5" BENT

L BearingC

Dwg.

See "END DIAPHRAGM"

Concrete Diaphragm

ELEVATION

Slab

Approach

4-A1102 e.f.

SECTION A-A

" = 1’-0"4 1Scale:

A501 5

A403 4 12’-8" BENT8

17’-7"

A501

A402 4 32 11’-4" BENT

-M a r -2

M H

T e a m F o ld e r s B

G E

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s A

M E

N D

M E

N T R

A K

D O

A b u t- 1.

DATE BY REVISIONS NO. DATE BY REVISIONS

ABUTMENT 1

A401 A402

A402

A403

A501

Joint

Construction

A403 each step

8-A401, A402 or

3’-3" 3’-3"

Not to scale

6’-3"

A401

10’-2"

A402

A403

A601 6 36

11 8 VariesA1102

240 BENT

BENT

6As Shown

WINGWALL" Dwg.

See "ABUTMENT 1 SE

WINGWALL" Dwg.

See "ABUTMENT 1 SW

REINFORCING STEEL - ONE ABUTMENT

a - Lap splice length not included.

aA C

T U

A L F I L E R

A K

D O

A b u t-

G N

APPROACH SLAB" Dwg.

See "ABUTMENT 1

Shaft

Drilled

RG2998 - F

E D C B A

"8 1" = 46’-18

55 Spa. @ 9’-2

Elev. 854.28 Elev. 853.93 Elev. 853.56 Elev. 853.20 Elev. 852.83

Elev. 849.18

Elev. 847.00

"2 m in m a x

CL Glenn Highway

CL Brg.

(Typ.)

Shaft

Drilled

PLAN

Dwg.

See Detail on "ABUTMENT 4"

Elastomeric Brg. Pad, "8 110’-9 "4

316’-10

"8 17’-8"2

11’-6

Elev. 852.46

CWN CV

1’-6"

LC LC LC LC LC LC

A402 A402

6’-6"

11’-6"

54’-4" min.

54’-6" max.

54’-4" min.

56’-4" max.

A1101

Begin Bridge

5’-0" 5’-0" 5’-0"

Triple A501 hoops

2’-6" Bearing Pad

Elastomeric

"8 52’-4

1’-6

72°

(Typ.)

Top of Cap

"8 75’-0

6’-0"

A601

7’-0"

1’-4"

DIAPHRAGMS" Dwg.

See "ABUTMENT 1 END full width under End Diaphragm

" Expanded Polyethylene 2

A601 on each face of bearing Pad

4" Expanded Polyethylene

(Top & Bottom)

18-A1101 along joint in Backwall

1’-0" wide Waterstop

Girder

C@ L of

"8 32’-3

4’-8" casing permanent

Top of

11 36 VariesA1101a

A1102

@ 1’-0"

A501

@ 6"

A501

@ 1’-0" A501 A501

A501 A501

@ 1’-0" A501

@ 1’-0"

@ 6" @ 6" @ 6"

228 2’-0" min.

3’-8" max.

"8 59’-2

6’-2" "8 53’-0

"8 515’-4

"4 112’-3"8

515’-4

"16 1321’-5

" clr.2

" Clr.2

3/19/15 CN

"2 156’-2

UPDATED BAR LAYOUTS AND DIMENSIONS

"2 12’-61 shown in Section A-A.

within the joint area above the shafts as other vertical-to-longitudinal bar intersection the cap beam are to be located at every longitudinal reinforcement on each face of

Note: Horizontal A601 J-bars hooked around the

NO.

AK AK DOT 135(2)

DRAWING NO.

a r -2

M H

T e a m F o ld e r s B

G E

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s A

M E

N D

M E

N T R

A K

D O

A b u t- .d

ABUTMENT 4

A502

BENDING DIAGRAM

A602

17’-7" BENT

A404

"8 33’-2

(Typ.)

" Clr.4

T y p

C lr

L BearingC

5 Spa. @ 8’-0" = 40’-0"

45’-1"

A FCL LC

Dwg.

See "END DIAPHRAGM"

Concrete Diaphragm

ELEVATION

CL Brg.

Slab

Approach m in m a x

3’-3" 3’-3"

6’-6"

SECTION A-A

Scale: 1" = 1’-0"

" = 1’-0"4 1Scale:

" = 1’-0"2 1Scale:

A404 4 10’-2" BENT40

46’-8"

BENT

A502

APPROACH SLAB" Dwg.

See "ABUTMENT 4

WINGWALLS" Dwg.

See "ABUTMENT 4

7As shown

A C

T U

A L F I L E R

A K

D O

A b u t-

G N

REINFORCING STEEL - ONE ABUTMENT

a - Lap splice length not included.

a a

Shaft

Drilled

RG2998 - G

BCL CCL DCL ECL

Elev. 858.59

Elev. 856.78

Elev. 863.64 Elev. 863.33 Elev. 863.02 Elev. 862.70 Elev. 862.38 Elev. 862.06

L Glenn Highway

BEARING PAD DETAIL"

See "ELASTOMERIC

Brg. Pad, Elastomeric

ELASTOMERIC BEARING PAD DETAIL

PLAN

ELEVATION

(Typ.)

Shaft

Drilled

PLAN

12’-0" 12’-0"

4’-0" 4’-0"

J7CL Glenn Highway

CWN CV

40’-0"

1’-6"

A405 A404 A404

A404 A404 A404 each step

8-A404 or A405

A405 4 6’-11" BENT8

A405

5’-9"

9’-0"

A1103

End Bridge

A502

5’-0" 5’-0" 5’-0" 5’-0" 5’-0" 5’-0"

(Typ.)

Top of Cap joint

Construction

"8 52’-4

4’-8"

"8 32’-3

6’-0"

A602

1’-4"

Service 1 Live Load = 104 kips

Service 1 Dead Load = 173 kips

Shear Modulus = 0.165 ksi

Elastomer Grade 5

Bearing Pad

Elastomeric full width under End Diaphragm

" Expanded Polyethylene 2

7’-0"

A602 equally spaced

" Steel plates16 19 -

(Top & Bottom)

18-A1103 on each face of bearing pad

4" Expanded Polyethylene along joint in Backwall

1’-0" wide Waterstop

4-A1104 e.f.

hoops

Triple A502 c lr

3’-8"

A1104

@ 1’-0"

A502

@ 6"

A502

@ 1’-0"

A502

@ 1’-0" A502

@ 1’-0"

A502

@ 1’-0"

A502

@ 6"

A502

@ 6"

A502

@ 6" casing case permanent

Top of

DIAPHRAGMS" Dwg.

See "ABUTMENT 4 END

1 3/19/15 CN

A405

" clr.2

(Typ.)

16’-0"

8’-0"8’-0"

16’-0" 1 shown in Section A-A.

within the joint area above the shafts as other vertical-to-longitudinal bar intersection the cap beam are to be located at every longitudinal reinforcement on each face of

Note: Horizontal A602 J-bars hooked around the

"2 12’-61

"2 12’-6 1

UPDATED BAR LAYOUTS AND DIMENSIONS

NO.

AK AK DOT 135(2)

DRAWING NO.

a r -2

P M

T e a m F o ld e r s B

G E

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s A

M E

N D

M E

N T R

A K

D O

A b u t- 1_

S W

W W .d

9As Shown

ABUTMENT 1 SW WINGWALL

A C

T U

A L F I L E R

A K

D O

A b u t-

W W .D

G N

RG2998 - I

" = 1’-0"8 3Scale:

PLAN

" = 1’-0"8 3Scale:

ELEVATION

" = 1’-0"8 3Scale:

FOOTING PLAN

24’-0"

" Chamfer4

Wingwall

" = 1’-0"8 3Scale:

EXPANSION JOINT DETAIL

4" Clr.

(Typ.)

T y p

4" Clr.

(Typ.)

3’- 8"

"21

1’-

"21

5’- 6 A

Elev. 859.91

1’-0"

2’-8" 2’-0" 6’-4"

3’-8""2 15’-6

" = 1’-0"8 3Scale:

SECTION A-A

BENDING DIAGRAM

REINFORCING STEEL

MARK SIZE NO. LENGTH TYPE

W401 4

A401 4

A1001

W402

A1001

A401

W402

BENT

11 BENTW1101

A1001

11’-0"

W401

3’-8" 5’-2"

W1101

23’-4"

10’-2"

Elev. 843.00

W401

W1101

4" Diameter drain*

(Typ.)

C lr

Expansion Joint Filler

" Premolded 2

*Expose wingwall drains 3" above finished ground.

W e .f

See "EXPANSION JOINT DETAIL"

JJO CV

W401

W1101

4 23’-4"38W402

W401

W1101

Abutment Cap

Diaphragm

Abutment cap

Abutment cap ground

Finished

4’-0" min.

ground

Finished

A401 m in

4’-0" 8’-0" 8’-0" 4’-0"

W1101 @ 10" f.f.

W401 @ 10" n.f.

A1001 @ 10" Top & Bottom

LOCATION

FOOTING PRESSURE DATA TABLE

SW Wingwall

(ksf)

LOAD

FACTORED

STRENGTH I

(ksf)

RESISTANCE

BEARING

NOMINAL

3.4 33.2 0.55

(f)

FACTOR

RESISTANCE

BEARING

T o p B o tt o m

21’-11"

23’-5"

1 3/19/15 CN

1Approximate

UPDATED BAR LAYOUT AND TABLE

NO.

AK AK DOT 135(2)

DRAWING NO.

-M a r -2

M H

T e a m F o ld e r s B

G E

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s A

M E

N D

M E

N T R

D O

P ie r .d

PIER 2

18’-0"

B V a r ie s

@ 8"

Triple H602

ELEVATION

PLAN

15-H1101

H701

12-H1001

H1101

8’-0"

2’-6"

45’-0"

2’-6"

L PierC

9-H402

V a r ie s

15-H1101

12-H1001

REINFORCING STEEL - PIER CAP

MARK SIZE NO. LENGTH TYPE

H401

BENDING DIAGRAM

H402

H603

H601

H602 6 varies

10 12

11 15

H1001

H1101

H401

H602

8’-8"

H601

8’-8"

18’-6" ’-8

"8’-11"

5’-5" H603

H1001

9-H402 varies

BENT12’-0"

18’-0"9’-0"

9’-8" BENT

BENT

48’-6"

46’-1"

(18 Total)

H603

10’-10" to 44’-8"

A C

T U

A L F I L E R

A K

D O

T P ie r .D

G N

44’-8" hoops @ 8"

Triple H602

As Shown

" = 1’-0"4 1Scale:

" = 1’-0"2 1Scale:

J13

13 RG2998 - M

EDCBA

8’-0"8’-0"8’-0"2’-6"

"16 92’-5 "16

18’-0 "16 18’-0 "4

14’-0 "16 18’-0 "16

18’-0

16’-0" 16’-0"

8’-0" 8’-0"

@ 8"

Triple H602

Elev. 854.80 Elev. 854.96 Elev. 855.09 Elev. 855.22 Elev. 855.35

Elev. 855.45

Elev. 854.84 Elev. 854.99 Elev. 855.14 Elev. 855.28 Elev. 855.43

22’-6"22’-6"

H401 @ 1’-0" e.f.

H601 @ 1’-0"

H401 @ 1’-0" e.f.

H601 @ 1’-0"

SECTION B-B

44’-6"

H1101

"SECTION A-A

BENT

A B C E FD

L Glenn Highway

"16 133’-11

4’-0" 4’-0"

CL Pier

CWN CV

L Bearing

(Typ.)

Top of Cap

Elev. 855.56 m in m a x

H701 @ 1’-0"

H701 7 45 4’-0"

H603

15-H1102

H1102 11 15 43’-6"

15-H1102

855.42 855.33855.21855.08854.95

854.79

855.00 855.15 855.30 855.45 855.59 854.85

1 3/23/15

1 1 1 1

11111

H402

H403 H403 H403 H403 H404

H403 4 9’-10"36

H404 4 7’-3"9

BENT

H402

7’-2"

8’-4"

H403

8’-8"

H404

6’-1"

UPDATED ELEVATIONS, TABLE, AND CALLOUTS

BENT

NO.

AK AK DOT 135(2)

DRAWING NO.

-M a r -2

M H

T e a m F o ld e r s B

G E

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s A

M E

N D

M E

N T R

D O

P ie r .d

PIER 3

18’-0"

@ 8"

Triple H605

ELEVATION

REINFORCING STEEL - PIER CAP

MARK SIZE NO. LENGTH TYPE

H403

BENDING DIAGRAM

H404

H604

H605 6 varies

H702 7 45

10 12

11 15

H1002

H1103

H403

H605

8’-8"

H604

8’-8"

18’-7" 18 ’-6

"8’-11"

5’-5"

H606

H1002 varies

BENT12’-0"

4’-0"

BENT

48’-6"

46’-0" (18 Total)

H606

18’-0"9’-0"

10’-10" to 44’-8"

J14

44’-8"

168 BENT

" = 1’-0"4 1Scale:

As Shown

A C

T U

A L F I L E R

A K

D O

T P ie r .D

G N

RG2998- N

H1102 A

@ 8"

Triple H605

V a r ie s

15-H1103 H702

12-H1002

9-H404

" = 1’-0"2 1Scale:

e.f.

H604 @ 1’-0"

SECTION A-A

9-H404

V a r ie s

15-H1103

12-H1002 hoops @ 8"

Triple H605

" = 1’-0"2 1Scale:

H403 @ 1’-0" e.f.

H604 @ 1’-0"

SECTION B-B

H606 6 18 9’-8" BENT

44’-6"

H1103

BENT

L Glenn Highway

CL Pier

CWN CV

PLAN

L PierC

" = 1’-0"4 1Scale:

Elev. 859.35 Elev. 859.25 Elev. 859.12 Elev. 858.99 Elev. 858.86

A B C E FD

L Bearing

(Typ.)

Top of Cap

Elev. 858.70

@ 1’-0"

H403

8’-0"

2’-6"

45’-0"

EDCBA

8’-0"8’-0"8’-0"2’-6"

Elev. 859.77 Elev. 859.64 Elev. 859.49 Elev. 859.35 Elev. 859.21 Elev. 859.05

22’-6"22’-6"

CL Glenn Highway

4’-0" 4’-0"

CL Bearing

8’-0" 8’-0"

16’-0" 16’-0" m in m a x

H702 @ 1’-0"

H606

15-H1104

H1104 11 15 43’-6"

15-H1104

859.89 859.74 859.60 859.45 859.30 859.15

859.23 859.14 859.02 858.89 858.77 858.60

1 3/23/15 CN

1 1 1 1

111111

H405

9-H406, H407, or H408

H406 7’-3"

H406

H408

7’-2"

H407

8’-8"

H406

6’-1"

H407

UPDATED ELEVATIONS, TABLE, AND CALLOUTS

H407 4 36 9’-10" BENT

H408 4 9 8’-4" BENT

H408

H407

H407H407

NO.

AK AK DOT 135(2)

DRAWING NO.

a r -2

M H

T e a m F o ld e r s B

G E

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s A

M E

N D

M E

N T R

D O

F P .d

50’-0"

Diaphragm

L IntermediateC Diaphragm

L IntermediateC

" B

A s p a

10’-0" 10 Spa.@ 10’-0" = 100’-0" 26 Spa. @ 10’-0"= 260’-0"

150’-0"

8 Spa. @ 10’-0" = 80’-0"

"2 12’-10

7’-11 2"

Rail Post spacing (Typ.)

’-2

10’-0"

PLAN

A C

T U

A L F I L E R

A K

D O

T F P .D

G N

FRAMING PLAN

No Scale 15

J15

RG2998 - O

Diaphragm

L IntermediateC

75’-0"50’-0"

Rail Post spacing

CL Glenn Highway

CL Pier 2 CL Pier 3

CL Bearing

Rail Post spacing

MARK SIZE NO. LENGTH TYPE

U401

BENDING DIAGRAM

4 BENTVaries

3’-8"

10" 10" m in a x m in a x

U401

REINFORCING STEEL - HAUNCH REINFORCEMENT

See Note 2

18’-0"

See Note 2 See Note 2

42’-0" 19’-0"42’-0"

See Note 2 See Note 2

CWN RE

"2 112’-4

L Deck DrainC

10’-0" 10’-0"

L Deck DrainC

CL Deck Drain

14’-0"

S p a

"2 13’-11

6’-0

14’-0"

See Note 2

98’-1" 98’-1"

(See Note 3) Chain Link Fence

Drawing number F-01.01.

of the SW Wingwall according to Alaska DOT Standard

3. Provide a 5’-0" high chain link fence along the length area noted, along all beams.

2. Provide U401 @ 1’-0" spacing for haunch within the

1. Measure Rail Post spacing along the curb.

Notes:

15’-4

2’-0""2

2’-4

T y p

L b e a r in g

C s p a n

S p a n

"2 142’-4

2’-7

1 3/19/15 CN UPDATED RAIL POST SPACING

NO.

AK AK DOT 135(2)

DRAWING NO.

a r -2

M H

T e a m F o ld e r s B

G E

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s A

M E

N D

M E

N T R

D O

T y p S e c t.

As Shown

21’-0"1’-6" 21’-0" 1’-6"

TYPICAL SECTION

" = 1’-0"8 3Scale:

of curb

Bottom face

1’-0" after drain installation grate w/epoxy grout

Fill space btwn. curb and

DECK DRAIN PLAN

TYPICAL SECTION

CL Glenn Highway

TYPICAL SLAB SECTION

Varies

" = 1’-0"4 3Scale:

R503 @ 8" (Typ.)

2 C lr

C lr

R501 D503

D504

"2 under drain

Epoxy grout pad

" (Typ.)2 13"x

Grate bars

A C

T U

A L F I L E R

A K

D O

T y p S e c t.

D G

J16

D501 or D506 D502 or D507

RG2998 - P

2’-6"

1’-6" Varies 2’-0" 2’-0"2’-0" 12’-0" 12’-0" 2’-0" 1’-6"

" = 1’-0"8 3Scale:

TYPICAL WEDGE SECTION

CL Glenn Highway

7’-0"

CL Roadway not shown

" Asphalt overlay2

Varies

Varies (1" min. depth) wedge for concrete

1" minimun

CL Glenn Highway

" (Abutment 1) to 5 spa. @ 8’-0" = 40’-0" (Pier 2)8 1" = 46’-18

5Span 1 - Varies from 5 spa. @ 9’-2

Span 2 & 3 - 5 spa. @ 8’-0" = 40’-0" btwn. grate bars

Remove tube

DECK DRAIN ELEVATION

CWN RE

SECTION A-A

Typ.

110° tube w/epoxy grout grout voids around of epoxy grout and

" pad2 1Set drain on overlay

Asphalt 1

Typ.

1" Typ. all sides

"4 1 Backer rod all around for grout adhesion

" profile8 1TS to provide

" Weld beads around4 12 -concrete wedge

Concrete deck or top flange prestressed beam in deck and

6" x 6" Blockout

"2 1TS 5" x 5" x

"4 31’-1

Constuction joint

Note:

1. See "DECK" sheet for bending diagram of R501 and R502

R502

Construction joint

3" drip

1" V-grove all deck and curb reinforcing.

for overhang in span 1.

2. See dimension "J" on the "GIRDER DEFLECTION DIAGRAM" sheet

Span 1 Varies

45’-0" Span 1 - Varies from 45’-0" to 56’-2"

Span 2 & 3 - 45’-0"

Span 1

2’-6"

- Varies

Span 2 & 3 -

1 3/19/15 CN

UPDATED CALLOUTS, SPACING, AND NOTES

Span 2 & 3 - 21’-0"

NO.

AK AK DOT 135(2)

DRAWING NO.

a r -2

M H

T e a m F o ld e r s B

G E

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s A

M E

N D

M E

N T R

D O

D e c k E le v .D

L Pier 3C

No Scale

405+00 406+00

404+00

DECK ELEVATION

J17

RG2998 - Q

L Pier 2C

859.95

861.32

860.32 860.56 860.80 861.05 861.30 861.56 861.82 862.08 862.35 862.62

861.48 861.64 861.81 861.99 862.17 862.36 862.56 862.76861.18

862.11 862.22 862.34 862.46 862.59 862.72 862.86 863.01862.02 863.17

863.02

863.31

863.60

863.44

863.66

863.87

863.88

864.02

864.17

864.33

864.40

864.48

864.80

865.29

865.22

865.14

865.79

865.65

865.50

866.31

866.09

865.88

866.84

866.55

866.27

867.39

867.03

866.67

862.98

863.34

867.39 867.77

867.36

866.95

868.15

867.70

867.24

868.54

868.04

867.53

868.94

868.39

867.84

869.35

868.75

868.15

869.76

869.11

868.46

870.18

869.48

868.78

870.60

869.86

869.12

871.04

870.25

869.45

871.47

870.63

869.79

867.03

866.67

L Pier 3C

10 spa. @ 15’-0" = 150’-0"

407+00

A C

T U

A L F I L E R

A K

D O

T d e c k E le v .D

G N

CL Glenn Highway

PLAN

CWN DW

10 spa. @ 10’-0" = 100’-0"

861.77 861.88

861.04860.93

L Glenn HighwayC

860.49 860.60 860.74

Sta. 404+07.84

Begin bridge deck

10’-0"8’-6"

10 spa. @ 10’-0" = 100’-0"

Sta. 407+57.84

End Bridge Deck

871.87 872.22

871.38

870.19

871.03

870.54

10’-0" 8’-6"

3. Grade data from final condition.

2. Spacing is along centerline of Glenn Highway.

" concrete deck.2

11. Elevations are to top of 8

Notes:

860.69 860.83 860.981

1 3/19/15 CN UPDATED ELEVATIONS

NO.

AK AK DOT 135(2)

DRAWING NO.

a r -2

M H

T e a m F o ld e r s B

G E

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s A

M E

N D

M E

N T R

D O

D e c k .d

DECK

D501

BENDING DIAGRAM

D502

D503

D504

D505

D601

D602

46’-8"

44’-8"

249’-6"

9’-8"

85’-6"

BENT

a,b a,b a,b a,b a,b a,b

44’-8" Hook

8’-8" Hook

D501

D505

262 Spa. D501 (Top) & D502 (Bottom) @ 8" = 174’-4" (measured along L Glenn Highway)

45’-6"40’-0"

22’-6"22’-6"

No splice of longitudinal reinforcement in this zone

L Pier 3C

C D505

L Span 2

45’-6"

L Pier 2

22’-6"

No splice of longitudinal reinforcement in this zone

40’-0"

L Span 2

L Brg.

D506 5 Varies BENTa,b 150

Hook

D506

53’-11" max.

44’-8" min.

D507

53’- 11" max.

44’-8" min.

a,b D507 5 150 Varies

REINFORCING STEEL - DECK

D603

38’- 0" max.

9’-6" min.

a,b D508 5 Varies22

D603 6 6 Variesb

J19

A C

T U

A L F I L E R

A k

D O

D e c k .D

G N

No Scale RG2998 - S

R501 5

R503 5 4’-10"

269’-8"

BENT

1’-2"

5" 5"

R503

PLAN

L Glenn Highway

CL Glenn Highway

(measured along L Glenn Highway) (measured along L Glenn Highway)

CWN RE

3’-3" (Typ.)

"4 389’-10

4’-6"

(Top & Bottom )

D508 @ 10"

(Top)

D505 @ 8"

(Top)

D505 @ 8"

D601 (Top) & D602 (Bottom) @ 10" (Alternate w/D503 & D504)

D603 @ 10" (Top & Bottom)

(Alternate w/D503 & D504)

D503 @ 10" (Top)

D504 @ 10" (Bottom)

149 Spa. D506 (Top) & D507 (Bottom) @ 8" = 99’-4" 112 Spa. D501 (Top) & D502 (Bottom) @ 8" = 75’-0"

D601 (Top) & D602 (Bottom) @ 10" (Alternate w/D503 & D504) in all spans) with D501 @ both overhangs

D505 (Top) @ 8" (Alternate

D503 @ 10" (Top)

D504 @ 10" (Bottom) b,c,d a,b,c,d a,b,c,d R502 5 2 289’-8" d - Includes approach slab curbs.

"BRIDGE RAILING" for location.

c - Railing and curb reinforcement, see "TYPICAL SECTION" and b - Epoxy coat all deck reinforcing.

of 2’-5" and #6 bars a minimum of 2’-11". Stagger Splices.

a - Length does not include splices. Lap splice #5 bars a minimum

22’-6"

D508

349’-6"

369’-8"

389’-8"

D508

83’- 8" max.

11" min.

1 Note:

1. Do not place the top mat of reinforcing steel directly above the bottom mat.

1. See "Note 2" on "FRAMING PLAN" sheet for haunch reinforcement locations.

1 3/19/15 CN Updated Reinforcing Steel Table, Updated

Bar Spacing, Updated Note 1

NO.

AK AK DOT 135(2)

DRAWING NO.

a r -2

M H

T e a m F o ld e r s B

G E

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s A

M E

N D

M E

N T R 1_

A K

D O

G ir d -D e f le c t- 1.

" = 1’-0"8 3Scale:

HAUNCH DETAIL

Prestressed Girder

Deck

Varies, See Table

Haunch, I

LC of Girder

Superelevation

Varies from 4% to -4%

C of Abutment/Pier

A C

T U

A L F I L E R

A K

D O

G ir d D e fl e c t-

G N

J21

No Scale

GIRDER DEFLECTION DIAGRAM - 1

RG2998 - U

DISTANCE - SPAN PORTION

0.1*L 0.2*L 0.3*L 0.4*L 0.5*L 0.6*L 0.7*L 0.8*L 0.9*L

ANTICIPATED GIRDER CAMBER AT ERECTION

DECK+HAUNCH+DIAPHRAGM DEFLECTION

RAILING DEFLECTION

ASPHALT DEFLECTION *

TOTAL GIRDER DEFLECTION (F=B-C-D-E)

HAUNCH THICKNESS FOR GIRDER DEFLECTION

HAUNCH THICKNESS FOR VERTICAL CURVE

TOTAL HAUNCH THICKNESS AT CL GIRDER (I=G+H)

EXTERIOR OUTSIDE GIRDER A - SPAN 1

CL Brg. Beg.

0.80

0.00

3.93

0.96

4.89

5.44

9.75

0.50

0.14

0.00

0.01

0.35

3.58

0.63

4.21

2.39

0.88

0.25

0.00

0.01

0.62

3.31

0.35

3.66

2.39

19.50

1.16

0.35

0.01

0.02

0.79

3.15

0.15

3.30

2.39

29.25

1.32

0.40

0.01

0.02

0.89

3.04

0.03

3.07

2.38

39.00

1.37

0.42

0.00

0.02

0.93

3.00

0.00

3.00

2.38

48.75

1.32

0.40

0.00

0.01

0.90

3.03

0.05

3.08

2.38

58.50

1.16

0.35

0.00

0.80

3.13

0.18

3.31

2.37

68.25

0.88

0.26

0.00

0.62

3.31

0.39

3.70

2.36

78.00

0.50

0.14

0.00

0.01

0.36

3.58

0.68

4.26

2.36

87.75

CL Brg. End

0.00

3.93

1.00

4.93

2.40

96.16

DISTANCE - SPAN PORTION

0.1*L 0.2*L 0.3*L 0.4*L 0.5*L 0.6*L 0.7*L 0.8*L 0.9*L

ANTICIPATED GIRDER CAMBER AT ERECTION

DECK+HAUNCH+DIAPHRAGM DEFLECTION

RAILING DEFLECTION

ASPHALT DEFLECTION *

TOTAL GIRDER DEFLECTION (F=B-C-D-E)

HAUNCH THICKNESS FOR GIRDER DEFLECTION

HAUNCH THICKNESS FOR VERTICAL CURVE

TOTAL HAUNCH THICKNESS AT CL GIRDER (I=G+H)

CL Brg. Beg.

0.81

0.00

3.82

0.96

4.78

9.75

0.50

0.17

0.00

0.01

0.32

3.50

0.63

4.13

0.88

0.32

0.00

0.02

0.54

3.28

0.35

3.63

19.50

1.16

0.44

0.01

0.02

0.69

3.12

0.15

3.27

29.25

1.32

0.51

0.01

0.02

0.78

3.04

0.03

3.07

39.00

1.37

0.54

0.00

0.02

0.82

3.00

0.00

3.00

48.75

1.32

0.51

0.00

0.01

0.79

3.03

0.05

3.08

58.50

1.16

0.44

0.00

0.71

3.11

0.18

3.29

68.25

0.88

0.33

0.00

0.56

3.26

0.39

3.65

78.00

0.50

0.17

0.00

0.01

0.32

3.50

0.68

4.18

87.75

0.00

3.82

1.00

4.82

96.10

INTERIOR GIRDER B - SPAN 1

DISTANCE - SPAN PORTION

0.1*L 0.2*L 0.3*L 0.4*L 0.5*L 0.6*L 0.7*L 0.8*L 0.9*L

ANTICIPATED GIRDER CAMBER AT ERECTION

DECK+HAUNCH+DIAPHRAGM DEFLECTION

RAILING DEFLECTION

ASPHALT DEFLECTION *

TOTAL GIRDER DEFLECTION (F=B-C-D-E)

HAUNCH THICKNESS FOR GIRDER DEFLECTION

HAUNCH THICKNESS FOR VERTICAL CURVE

TOTAL HAUNCH THICKNESS AT CL GIRDER (I=G+H)

CL Brg. Beg.

0.82

0.00

3.82

0.96

4.78

9.75

0.50

0.17

0.00

0.01

0.32

3.50

0.63

4.13

0.88

0.32

0.00

0.02

0.54

3.28

0.35

3.63

19.50

1.16

0.44

0.01

0.02

0.69

3.13

0.15

3.28

29.25

1.32

0.51

0.01

0.02

0.78

3.04

0.03

3.07

39.00

1.37

0.54

0.00

0.02

0.82

3.00

0.00

3.00

48.75

1.32

0.51

0.00

0.01

0.79

3.03

0.05

3.08

58.50

1.16

0.44

0.00

0.71

3.11

0.18

3.29

68.25

0.88

0.33

0.00

0.55

3.26

0.39

3.65

78.00

0.50

0.17

0.00

0.01

0.32

3.50

0.68

4.18

87.75

0.00

3.82

1.00

4.82

96.06

INTERIOR GIRDER C - SPAN 1

DISTANCE - SPAN PORTION

0.1*L 0.2*L 0.3*L 0.4*L 0.5*L 0.6*L 0.7*L 0.8*L 0.9*L

ANTICIPATED GIRDER CAMBER AT ERECTION

DECK+HAUNCH+DIAPHRAGM DEFLECTION

RAILING DEFLECTION

ASPHALT DEFLECTION *

TOTAL GIRDER DEFLECTION (F=B-C-D-E)

HAUNCH THICKNESS FOR GIRDER DEFLECTION

HAUNCH THICKNESS FOR VERTICAL CURVE

TOTAL HAUNCH THICKNESS AT CL GIRDER (I=G+H)

CL Brg. Beg.

0.82

0.00

3.82

0.96

4.78

9.75

0.50

0.17

0.00

0.01

0.31

3.50

0.63

4.13

0.88

0.32

0.00

0.02

0.54

3.28

0.35

3.63

19.50

1.15

0.44

0.01

0.02

0.69

3.13

0.15

3.28

29.25

1.32

0.51

0.01

0.02

0.78

3.04

0.03

3.07

39.00

1.37

0.54

0.00

0.02

0.82

3.00

0.00

3.00

48.75

1.32

0.51

0.00

0.01

0.79

3.03

0.05

3.08

58.50

1.15

0.44

0.00

0.71

3.11

0.18

3.29

68.25

0.88

0.32

0.00

0.55

3.27

0.39

3.66

78.00

0.50

0.17

0.00

0.01

0.32

3.50

0.68

4.18

87.75

0.00

3.82

1.00

4.82

96.02

INTERIOR GIRDER D - SPAN 1

DISTANCE - SPAN PORTION

0.1*L 0.2*L 0.3*L 0.4*L 0.5*L 0.6*L 0.7*L 0.8*L 0.9*L

ANTICIPATED GIRDER CAMBER AT ERECTION

DECK+HAUNCH+DIAPHRAGM DEFLECTION

RAILING DEFLECTION

ASPHALT DEFLECTION *

TOTAL GIRDER DEFLECTION (F=B-C-D-E)

HAUNCH THICKNESS FOR GIRDER DEFLECTION

HAUNCH THICKNESS FOR VERTICAL CURVE

TOTAL HAUNCH THICKNESS AT CL GIRDER (I=G+H)

CL Brg. Beg.

0.83

0.00

3.82

0.96

4.78

9.75

0.50

0.17

0.00

0.01

0.31

3.50

0.63

4.13

0.88

0.32

0.00

0.02

0.54

3.28

0.35

3.63

19.50

1.15

0.44

0.01

0.02

0.69

3.13

0.15

3.28

29.25

1.32

0.51

0.01

0.02

0.78

0.03

3.07

39.00

1.37

0.54

0.00

0.02

0.82

3.00

0.00

3.00

48.75

1.32

0.51

0.00

0.01

0.79

3.03

0.05

3.08

58.50

1.15

0.44

0.00

0.71

3.11

0.18

3.29

68.25

0.88

0.32

0.00

0.56

3.26

0.39

3.65

78.00

0.50

0.17

0.00

0.01

0.32

3.50

0.68

4.18

87.75

0.00

3.82

1.00

4.82

96.01

INTERIOR GIRDER E - SPAN 1

DISTANCE - SPAN PORTION

0.1*L 0.2*L 0.3*L 0.4*L 0.5*L 0.6*L 0.7*L 0.8*L 0.9*L

ANTICIPATED GIRDER CAMBER AT ERECTION

DECK+HAUNCH+DIAPHRAGM DEFLECTION

RAILING DEFLECTION

ASPHALT DEFLECTION *

TOTAL GIRDER DEFLECTION (F=B-C-D-E)

HAUNCH THICKNESS FOR GIRDER DEFLECTION

HAUNCH THICKNESS FOR VERTICAL CURVE

TOTAL HAUNCH THICKNESS AT CL GIRDER (I=G+H)

CL Brg. Beg.

0.83

0.00

3.93

0.96

4.89

9.75

0.13

0.00

0.01

0.35

3.58

0.63

4.21

0.25

0.00

0.02

0.61

3.32

0.35

3.67

19.50

0.34

0.01

0.02

0.79

3.15

0.15

3.30

29.25

0.40

0.04

0.02

0.89

3.04

0.03

3.07

39.00

0.42

0.00

0.02

0.93

3.00

0.00

3.00

48.75

0.40

0.00

0.01

0.90

3.03

0.05

3.08

58.50

0.35

0.00

0.80

3.13

0.18

3.31

68.25

0.25

0.00

0.63

3.31

0.39

3.70

78.00

0.14

0.00

0.01

0.35

3.58

0.68

4.26

87.75

0.00

3.93

1.00

4.93

96.00

EXTERIOR GIRDER F - SPAN 1

J 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50

See Table

Varies, CWN DW

G+Varies G-Varies after the wedge is removed and 4" overlay is placed.

* Asphalt deflection is based on the final condition, 3.074

0.00 0.50 0.88 1.15 1.32 1.37 1.32 1.15 0.88 0.50

DISTANCE - LENGTH FROM END OF GIRDER (FT)

CL Brg. End

OFFSET TO EDGE OF DECK PERPENDICULAR TO CL GIRDER (FT)

Concrete Deck

Asphalt Overlay

1 1

1 3/19/15 CN UPDATED HAUNCH DETAILS

Asphalt Overlay

NO.

AK AK DOT 135(2)

DRAWING NO.

18 Spa. @ 18" = 27’-0" 9"

SPAN 1 & 3 GIRDERS

97’-6" (Final Length - Adjust casting length for elastic shortening & shrinkage)

ELEVATION

SECTION A-A

4’-1"

"2 19 9"2" "2

12’-0

C lr

G502 spacing

(Typ.)

"16 71’-6

"8 33’-2

(Typ.)

1" Chamfer

"8 11’-4

G501

REINFORCING STEEL - ONE BEAM

MARK SIZE NO. LENGTH TYPE

G301

BENDING DIAGRAM

G501

G502

G503

232 9’-4"

BENT

G301 G501

BENT

L GirderC

1’-8"

2’-0"

R = 2"

1’-2"

L Harping PointC

116 - Pair of G501 and G301

116 - G503 A

C T

U A

L F I L E R

A K

D O

T S p a n

G ir d .D

G N

No scale

As Shown

Scale 1" = 1’-0"

"8 53’-9

97’-3"

3’-9"

SECTION B-B

Field Bend

G501 location

G503 at each amplitude

"4 1Roughen to

L GirderC

G501

"16

G502

Scale 1" = 1’-0"

2’-0" at Piers

9’-9"

GIRDER NOTES:

b b,c a,b b

RG2998 - W

1 2

3 45 6

7 8

9 101612181413171115

Scale 2" = 1’-0"

STRAND PATTERN DETAIL

Span 1 & Span 3

13 Spa. 3"

= 3’-3"

1 through 8 in strand pattern detail

Extend Prestressing Strands s p a

3" "2 14 3" bundle

Harped strand

" clr. to top of deck concrete.2 1c - Field bend to provide 2 b - Epoxy coat all girder reinforcing.

minimum of 2’-5". Stagger Splices.

a - Length does not include splices. Lap splice #5 bars a

"16

J23

C .G h a r p e d s tr a n d s

CWN RE

19 20

7 spa. @ 2" = 1’-2" 7 spa. @ 2" = 1’-2"

13 Spa. @ 6" = 6’-6" 8 Spa. @ 9" = 5’-3" 5 Spa. @ 12" = 5’-0"

2’-0" at Abutments

7 spa. @ 2" 7 spa. @ 2""2 harped strands vertically to miss adjust hole location for location of holes.

Span 1 beams. See "TYPICAL SECTION" and "FRAMING PLAN" dwgs.

Provide holes in girder top flange for deck drains for girder F in

Provide holes in girder web at intermediate diaphragm locations.

Provide holes in girder web at end diaphragm locations.

Provide 1 inch clear on all reinforcing except as noted.

- After All Losses 170.0 ksiSpan 3, Interior Girders

- After All Losses 169.3 ksiSpan 3, Exterior Girders

- After Initial Losses 179.5 ksiSpan 3 Girders

- Jacking Stress 189.0 ksiSpan 3 Girders

- After All Losses 170.4 ksiSpan 1, Interior Girders

Span 1, Exterior Girders - After All Losses 169.5 ksi

- After Initial Losses 179.5 ksi Span 1 Girders

- Jacking Stress 189.0 ksiPretensioning

Design is based on the following Steel Stresses:

an ultimate strength of 270 ksi, and an area of 0.217 in

Use 0.6 inch Ø round low relaxation prestressing strands having

At 28 Days f’c = 9.0 ksi

At Stress Transfer f’ci = 7.5 ksifollowing strengths:

Use normal weight concrete with the

6’-0"

G301 at each

G501 location "16 152 "16

1 1

3/19/15 CN UPDATED CALLOUTS AND DIMENSIONS

NO.

AK AK DOT 135(2)

DRAWING NO.

CHICKALOON RIVER BRIDGE (545)

February 2015

-M a r -2

M H

T e a m F o ld e r s B

G E

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s A

M E

N D

M E

N T R

A K

D O

S p a n

G ir d .d g n

PROJECT TEAM LEADER BRIDGE DRAWING

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

NO.

U.S. DEPARTMENT OF TRANSPORTATION

35JEG Phillip Boinske

AK AK DOT 135(2)

GLENN HIGHWAY

DRAWING NO.

CHICKALOON RIVER BRIDGE (545)

February 2015

DATE BY REVISIONS NO. DATE BY REVISIONS

11 Spa. @ 12" = 11’-0"

ELEVATION

SECTION A-A

SECTION B-B

4’-1"

"2 19 9"2" "2

12’-0

C lr

G505 spacing

(Typ.)

Scale 1" = 1’-0"

"16 71’-6

"8 33’-2

Scale 1" = 1’-0"

(Typ.)

1" Chamfer

"8 11’-4

G504

Field Bend

G504 location

G506 at each amplitude

"4 1Roughen to

L GirderC

G504

REINFORCING STEEL - ONE BEAM

MARK SIZE NO. LENGTH TYPE

G302

BENDING DIAGRAM

G504

G505

G506

340 9’-4"

146’-11"

BENT

G302 G504

BENT

L GirderC

1’-8"

2’-0"

R = 2"

1’-2"

L Harping PointC

SPAN 2 GIRDERS

"16

Strands

C.G. 2 Harped

"8 33’-9

3’-9"

J24

2’-0" at Piers

A C

T U

A L F I L E R

A K

D O

T S p a n

G ir d .D

G N

147’-2" (Final Length - Adjust casting length for elastic shortening & shrinkage)

As Shown

GIRDER NOTES:

b b,c a,b b

RG2998 - X

1 2

3 45 6

7 8

9 1016121814201913171115

27 21 25 31 23 29 30 24 32 26 22 28

36343335

Scale 2" = 1’-0"

STRAND PATTERN DETAIL

" clr. to top of deck concrete.2 1c - Field bend to provide 2 b - Epoxy coat all girder reinforcing.

of 2’-5". Stagger Splices.

a - Length does not include splices. Lap splice #5 bars a minimum

"8 514’-8

1 through 8 in strand pattern detail

Extend Prestressing Strands

S p a

"16

Strands

C.G. 10 Harped

"16 152 "2

147 spa. @ 2" = 1’-2" "16 1527 spa. @ 2" = 1’-2"

7 spa. @

2" = 1’-4"

7 spa. @

2" = 1’-4"

CWN RE

= 4’-0"

15 Spa. @ 3"

= 4’-0"

28 Spa. @ 9" = 21’-0" 22 Spa. @ 18" = 33’-0"8 Spa. @ 6"

170 - Pair of G504 and G302

170 - G506

G505 strands to miss harped location vertically adjust hole location of holes.

See "TYPICAL SECTION" and FRAMING PLAN" dwgs. for

Provide holes in girder top flange for deck drains for girder F.

Provide holes in girder web at intermediate diaphragm locations.

Provide 1 inch clear on all reinforcing except as noted.

- After All Losses 163.4 ksiSpan 2, Interior Girders

- After All Losses 162.5 ksiSpan 2, Exterior Girders

- After Initial Losses 174.7 ksiSpan 2 Girders

- Jacking Stress 189.0 ksiPretensioning

Design is based on the following Steel Stresses:

an ultimate strength of 270 ksi, and an area of 0.217 in

Use 0.6 inch Ø round low relaxation prestressing strands having

At 28 Days f’c = 9.0 ksi

At Stress Transfer f’ci = 7.5 ksifollowing strengths:

Use normal weight concrete with the

= 3’-9"

G302 at each G504 location

3/19/15 CN UPDATED CALLOUTS AND DIMENSIONS

NO.

AK AK DOT 135(2)

DRAWING NO.

CHICKALOON RIVER BRIDGE (545)

February 2015

-M a r -2

M H

T e a m F o ld e r s B

G E

C h ic k a lo o n

B r id g e M ic r o s ta ti o n B r id g e

D e s ig n

F il e s A

M E

N D

M E

N T R

A K

D O

S p a n

G ir d .d g n

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

GLENN HIGHWAY

DRAWING NO.

CHICKALOON RIVER BRIDGE (545)

February 2015

M501

BENDING DIAGRAM

5 BENT

M501

2’-8"

REINFORCING STEEL - TWO DIAPHRAGMS

" = 1’-0"8 3Scale:

SECTION A-A

TYPICAL SECTION LOOKING BACK AT ABUTMENT 1

" = 1’-0"8 3Scale:

6 - Paired M501

Equally spaced

(Typ. Interior Bays)

J25

L Girder

As Shown a a - Epoxy coat all End Diaphragm reinforcing steel.

RG2998 - YCWN RE

CL Glenn Highway

M501 1 - Paired

(Typ. Interior bays)

M802

M504

M605 spaced equally 7 - M604

M802

(Typ. Interior Bays) M602 n.f.

M608 M606

M802

M502

M802 4-M802

M502 5a

M503 5a

M504 5a

M601 6a

M602 6a

M603 6a

M604 6a

M605 6a

M606 6a

M607 6a

M608 6a

M701 7a

M801 8a

M802 8a BENT

BENT

M502

M503

2’-8"

"2 12’-1

(Typ.)

M503 - Paired

M504 M604

M605

"2 12’-1

M606 M607

M608 M701 M802

4’-4"

4’-4" "

1’-8"

2’-2"

2’-8"

1’-8"

3’-10"

2’-8"

1’-6"

" 1

’-0

2’-6"

2’-11"

(Typ. Interior Bays) M603 n.f.

4-M504

8 - M802, 8 - M504 or M804 f.f.

or M803, M801 n.f., or M609 f.f.

M601 n.f., M804 8 a

10M609

8 3’-6"

19’-10"

18’-9"

14’-4"

52’-6"

8’-4"

5’-8"

7’-7"

5’-4"

"2 15’-4

6’-5"

55’-8"

2 52’-6"

49 6’-9"

4 55’-8"

M803 8 2 53’-7" a

M601 or M801

M609 M609 or M804

M803

M804

"2 11’-9

"2 11’-4

52’-10"

ABUTMENT 1 END DIAPHRAGM

A C

T U

A L F I L E R

A K

D O

A b u t

E n d

D ia p h .D

G N

22’-4" 33’-8"

" = 1’-0"8 3Scale:

PLAN

L Glenn HighwayCL Glenn Highway

CL Girder CL Girder CL Girder CL Girder CL Girder

CL Brg.CL Brg.

M604, or M605

"2 15’-9

2’-1"

8’-2"

(Typ.)

(2 e.f.)

per hole

4-F701

15’-4" 21’-6"

" = 1’-0"8 3Scale:

SECTION A-A

" = 1’-0"8

3Scale:

SECTION A-A

(Section without approach slab)

" Clr.2 shown for clarity

Other reinforcing not

CL Brg.

Joint

Construction

M603

M801

M602

M601 n.f., M609 f.f

M803

M609

M804

M609

M504

M801

M602 n.f., M609 f.f

M601

M804

M803

M802

M501

Bearing Pad

Elastomeric diaphragm full width under End

"…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Nov 14, 2017.