Page 1 of 4

Department of Transportation, Infrastructure & EnergyPO Box 2000Charlottetown

Prince Edward IslandCanada C1A 7N8 Tel: 902 368 5180

CAPITAL PROJECTS

A D D E N D U M N U M B E R 1for

NORTH LAKE BRIDGE - STRUCTURE REPLACEMENT(Scheduled Tender Closing 23 July 2019)

TO: All Bidders

FROM: Neil Lawless, P.Eng.Bridge Engineer

DATE: 17 July 2019

SUBJECT: Errata to Schedule ‘A’Errata to Schedule ‘C’Errata to Drawings

1. Schedule A: Bid Item #130921 - 13mm Dia. GFRP Bent

Insert the following new cost item paragraph:The unit price bid price for the above listed item shall be full compensation for each metreof 13 mm diameter bent glass-fibre reinforced polymer (GFRP) concrete reinforcementrequired. Shop drawings shall be provided at no extra cost to the contract. Refer to attachedSchedule ‘F’ and drawings.

2. Schedule A: Bid Item #135101 - Project Layout:

Insert the following paragraph:This cost item shall include all costs associated with locating all of the existing piles at bothpiers on each side of new pier2. Location of piles shall be determined via the Northing andEasting coordinate system using the same project benchmark. Coordinate results shall thenbe submitted to the Department; the Department will then review and adjust (as required)location of new piles at pier #2 so to minimize new piles contacting existing piles.

3. Schedule A: Bid Item #135221 - Steel Pipe Piles: Drive:

Insert the following regarding pile glass fabric protective coating - approved equal:Masterbrace 6061UW Underwater epoxy complete with Masterbrace FIB-900/50 FG Fabric.

Addendum #1North Lake Bridge - Structure Replacement17 July 2019

Page 2 of 4

4. Schedule C:

Discard pages 6 to 9 inclusive dated 4 July 2019 in its entirety.Insert new pages (attached to this addendum) 6 to 9 inclusive of 9 dated 17 July 2019.

The purpose of new pages 6 to 9 inclusive is to account for the quantity of drains from 5 to7, addition of 13mm diameter GFRP bent, and updated GFRP lengths.

5. Drawing S3 of 23:

Clarification:At both existing abutments, existing vertical timber piles are to be cut down to permit locatingand driving the new longitudinal abutment piles. The new vertical abutment piles are locatedbehind the existing abutments.

6. Drawing S5 of 23:

Clarification:Refer to borehole logs for approximate top of bedrock elevation in the related abutment orpier area.

7. Drawing S6 of 23:

Discard drawing S6 of 23 dated 4 July 2019 in its entirety.Insert new drawing S6 of 23 rev1 (attached to this addendum) dated 17 July 2019.

8. Drawing S7 of 23:

Discard drawing S7 of 23 dated 4 July 2019 in its entirety.Insert new drawing S7 of 23 rev1 (attached to this addendum) dated 17 July 2019.

9. Drawing S8 of 23:

Discard drawing S8 of 23 dated 4 July 2019 in its entirety.Insert new drawing S8 of 23 rev1 (attached to this addendum) dated 17 July 2019.

Addendum #1North Lake Bridge - Structure Replacement17 July 2019

Page 3 of 4

10. Drawing S10 of 23: Abutment Elevation 1 and Section 4:

Clarification:The underside elevation of abutment cap will be constant across abutment width.

The top elevation of abutment cap will be constant across abutment width.

Refer also to attached SK-2 for concrete plinth plan dimensions.Each plinth height will be different in magnitude, with the downstream plinth 125mm high, andthe upstream plinth approximately 390mm high. The middle 2 plinths’ height will between125mm and 390mm. Final plinth heights will be determined by the Department as part ofdeveloping Issued for Construction Drawings.

11. Drawing S12 of 23:

Discard drawing S12 of 23 dated 4 July 2019 in its entirety.Insert new drawing S12 of 23 rev1 (attached to this addendum) dated 17 July 2019.

Clarification:The underside elevation of pier cap will be constant across pier width.

The top elevation of pier cap will be constant across pier width.

12. Drawing S13 of 23:

Clarification:The underside elevation of pier cap will be constant across pier width.

The top elevation of pier cap will be constant across pier width.

13. Drawing S14 of 23: Hold-Down Location:

Clarification:There are 46 strands total: 36 bottom within the length of girder, 10 deviated. There are46 strands bottom within the middle 20%L.

14. Drawing S14 of 23: Section ‘E’:

Insert the following leader text pointed to top of flange:intentionally roughen entire top flange area 5mm amplitude at 15mm longitudinal spacing.

15. Drawing S15 of 23:

Discard drawing S15 of 23 dated 4 July 2019 in its entirety.Insert new drawing S15 of 23 rev1 (attached to this addendum) dated 17 July 2019.

Addendum #1North Lake Bridge - Structure Replacement17 July 2019

Page 4 of 4

16. Drawing S16 of 23:

Discard drawing S16 of 23 dated 4 July 2019 in its entirety.Insert new drawing S16 of 23 rev1 (attached to this addendum) dated 17 July 2019.

Refer also to attached SK-2 for concrete plinth plan dimensions.Each plinth height will be different in magnitude, with the downstream plinth 125mm high, andthe upstream plinth approximately 390mm high. The middle 2 plinths’ height will between125mm and 390mm. Final plinth heights will be determined by the Department as part ofdeveloping Issued for Construction Drawings.

17. Drawing S17 of 23:

Discard drawing S17 of 23 dated 4 July 2019 in its entirety.Insert new drawing S17 of 23 rev1 (attached to this addendum) dated 17 July 2019.

Refer also to attached SK-2 for concrete plinth plan dimensions.Each plinth height will be different in magnitude, with the downstream plinth 125mm high, andthe upstream plinth approximately 390mm high. The middle 2 plinths’ height will between125mm and 390mm. Final plinth heights will be determined by the Department as part ofdeveloping Issued for Construction Drawings.

18. Drawing S18 of 23: Section - Barrier

Insert SK-1 barrier section (attached to this addendum) dated 17 July 2019.

A signed copy of this addendum sheet must be included with your bid submission for this project.

Signature of Contractor

25

200

152

312

152

250

50

NOTES:1. ALL STEEL & HARDWARE TO BE HOT DIPPED GALVANIZED2. TOUCH UP FIELD WELD AREAS WITH COLD GALVANIZING3. ALL NUTS TO BE FULLY THREADED/ENGAGED, WITH

EXPOSED THREAD BEYOND NUT.4. ALL CONNECTIONS TO HAVE FLAT WASHER, LOCK

WASHER, AND NUT.5. HSS DESIGNATION SIZES ARE NOMINAL.

200 x 200 x 6.4 THICK PLATE c/w SMOOTH GRINDED EDGES

2 - 20 DIA THREADED STUDS, c/w FLAT WASHER AND LOCKWASHER AND NUT WELDED ALL AROUND TO HSS FACE (TYP.)

6 DIA DRAIN HOLES at 600 MAX.

450 x 300 CONCRETE CURB

W200x46 POSTS AT 1750 MAX.

NEBT1400 PRECAST GIRDER

CONCRETE DECK SLAB

ASPHALT2 - 19 DIA GALVANIZED A307 ANCHOR BOLTS c/w NUTS AND WASHERS

HSS 200 x 100 x 8.0 CONTINUOUS RAIL (CAP EXPOSED ENDSWITH SAME SIZE x 5 PLATES)

CONTINUOUS DRIP CANT

335 x 400 x 20 GALVANIZED CAST-IN ANCHOR PLATE

2 - 32 DIA GALVANIZED A307 ANCHOR BOLTS c/w NUTS AND WASHERS

115235

BASE PLATE 450 x 375 x 32 ON 3mm THICK RUBBER PAD (60 DURO)

TOP OF CURB SLOPES DOWN 1% (TOWARD ROAD)

300

450 x 32 x 375 BASE PLATE

1117

300 70

STEEL FLEXBEAM c/w 2-20 DIA A307 BOLTS

817

70 235 70

7515

015

175

77

38 DIA x 76 SLOT

TO OUTSIDE FACE OF FLANGE

450 x 32 x 375 BASE PLATE

FULL PENETRATION25 DIA x 76 SLOT

6

FULL PENETRATION

5030

050

50 235 50

ANCHOR PLATE

128

TRAFFIC SIDE

TRAFFIC SIDE

DEPT OF TRANSPORTATION, INFRASTRUCTURE, AND ENERGY SCALE:SURVEY BY:

DRAWN BY:

APPROVED BY:

PROJECT No.:

AS NOTEDCOUNTY:K. MACEACHERN

N. LAWLESS

T.I.E.

2019012

QUEENS

NORTH LAKE BRIDGEREPLACEMENT

SHEET NAME:

JOB: SHEET No.

OF

2SK-1

BARRIER DETAILS

1SK-1

SECTION - BARRIER1:25

2SK-1

DETAIL - POST BASE PLATE1:25

3SK-1

DETAIL - CAST-IN ANCHOR PLATE1:25

1600

675

62°

62°

℄ OFBEARING

℄ OF GIRDER1800

77051°

51°

℄ OFBEARING

℄ OF GIRDER

58°

58°

17701650

℄ OF GIRDER

℄ OF BEARING

℄ OF BEARING

51°

51°

1795

1920

℄ OF GIRDER

℄ OF BEARING

℄ OF BEARING

DEPT OF TRANSPORTATION, INFRASTRUCTURE, AND ENERGY SCALE:SURVEY BY:

DRAWN BY:

APPROVED BY:

PROJECT No.:

AS NOTEDCOUNTY:K. MACEACHERN

N. LAWLESS

T.I.E.

2019012

QUEENS

NORTH LAKE BRIDGEREPLACEMENT

SHEET NAME:

JOB: SHEET No.

OF

2SK-2

PLINTH DIMENSIONS

1SK-2

ABUTMENT 1 PLINTH1:25

2SK-2

ABUTMENT 2 PLINTH1:25

3SK-2

PIER 1 PLINTH1:25

4SK-2

PIER 2 PLINTH1:25

ABUT

MENT 1

PIER 1

PIER 2

ABUT

MENT 2

REINFORCED CONCRETE PILE CAP ONSTEEL PIPE PILES. SEE PIER DETAIL S12

REINFORCED CONCRETE PILE CAP ONSTEEL PIPE PILES. SEE PIER DETAIL S13

REINFORCED CONCRETEABUTMENT ON STEEL HP PILES.SEE ABUTMENT DETAILS ON S9

APPROACH SLAB.SEE DETAILS ONDWG S9APPROACH SLAB.

SEE DETAILS ONDWG S9

DECK DRAIN (TYP). SEEDRAIN DETAIL ON S13

℄ OFROAD

℄ OF BEARING

℄ OF PIER ℄ OF PIER

℄ OF BEARING

80004350 80008000

8000

4350 45503921

4550END OF

GIRDER AT ITSCENTERLINE

END OF GIRDER AT ITS CENTERLINEEND OFGIRDER AT ITS

CENTERLINE

2480425170

24386

ABUT

MENT 1

PIER 1

PIER 2

ABUT

MENT 2

PIER DIAPHRAGM

1400mm DEEP NEW ENGLANDBULB TEE CONCRETE GIRDERSEE DETAILS ON DWG S14

℄ OFROAD

1000

0 WID

TH O

F BR

IDGE

PIER DIAPHRAGM

R1 = 275.15M

R2 = 285.15M

GIRDER 1

GIRDER 2

GIRDER 3

GIRDER 4

GIRDER 5

GIRDER 6

GIRDER 7

GIRDER 8

GIRDER 9

GIRDER 10

GIRDER 11

GIRDER 12

INTERMEDIATE DIAPHRAGMS AT 13 SPAN

400

1130

D15G13(THROUGHGIRDER)

D15G11

SCALE:SURVEY BY:

DRAWN BY:

APPROVED BY:

PROJECT No.:

No. REVISIONS DATE SHEET No.

OF

0

AS NOTEDCOUNTY:

23K. MACEACHERN

DEPT OF TRANSPORTATION, INFRASTRUCTURE, AND ENERGY ALL WORK SHALL BE CONDUCTED IN ACCORDANCE WITH TIE'sSTANDARD SPECIFICATIONS AND ENVIRONMENTAL PROTECTIONPLAN (EPP).

MAINTAIN ENVIRONMENTAL CONTROLS UNTIL VEGETATION HASESTABLISHED OR AS INSTRUCTED ON SITE.

ALL DRIVEWAY CULVERTS AND SIDE SLOPES SHALL BE MIN. 3H:1V

N. LAWLESS

JULY 4, 2019ISSUED FOR TENDERT.I.E.

2019012

KINGSNORTH LAKE BRIDGE REPLACEMENT

SHEET NAME:

JOB:

SCONTROL SECTION:

STATIONING:

1 JULY 17, 2019ISSUED FOR ADDENDUMDECK & GIRDER PLAN

6

1S6

DECK PLAN1:250

2S6

GIRDER PLAN1:250

3S6

INTERMEDIATE DIAPHRAGM1:50

2S11 5

S122

S13

4 S18

2S11

309/D2OG02 BLL @ 250 c/c

257/D20G01 TUL @ 300 c/c

514/D20G03 TUL @ 300 c/c

1025/D15G03 CURB @ 150 c/c

1025/D15G04 CURB @ 150 c/c

84/D

18G0

7

64/D1

5G05

64/D

15G0

61000 LAP (TYP)

410/D

15G0

1 TLL

& BU

L @ 30

0 c/c

82/D

15G0

2 TLL

& BU

L

D25G

02 @

300 c

/c - D

ROP I

NS

514/D20G04 TUL DROPINS @ 300 c/c - ALTERNATE-W D20G01 BARS

D25G

02 @

300 c

/c - D

ROP I

NS

3 - DG25302

SCALE:SURVEY BY:

DRAWN BY:

APPROVED BY:

PROJECT No.:

No. REVISIONS DATE SHEET No.

OF

0

AS NOTEDCOUNTY:

23K. MACEACHERN

DEPT OF TRANSPORTATION, INFRASTRUCTURE, AND ENERGY ALL WORK SHALL BE CONDUCTED IN ACCORDANCE WITH TIE'sSTANDARD SPECIFICATIONS AND ENVIRONMENTAL PROTECTIONPLAN (EPP).

MAINTAIN ENVIRONMENTAL CONTROLS UNTIL VEGETATION HASESTABLISHED OR AS INSTRUCTED ON SITE.

ALL DRIVEWAY CULVERTS AND SIDE SLOPES SHALL BE MIN. 3H:1V

N. LAWLESS

JULY 4, 2019ISSUED FOR TENDERT.I.E.

2019012

KINGSNORTH LAKE BRIDGE REPLACEMENT

SHEET NAME:

JOB:

SCONTROL SECTION:

STATIONING:

1 JULY 17, 2019ISSUED FOR ADDENDUMDECK REINFORCEMENT

7

1S7

DECK REINFORCEMENT PLAN1:250

2S7

DECK REINFORCING GFRP BAR LIST

NOTE:

ACTUAL DIAMETER REQUIRED IS THAT INDICATEDIN THIS TABLE 16 AND 19 DIAMETER IN SCHEDULEA AND SCHEDULE C CORRESPONDS WITH 15 AND20 DIAMETER RESPECTIVELY

a

G2

G3

G4

G1

G2

G3

G4

G5

G6

G7

G8

G5

G6

G7

G8

G9

G10

G11

G12

G9

G10

G11

G12

℄ ABUTMENT 1

℄ PIER 1

℄ PIER 2℄ ABUTMENT 2

a

a

a

b

c

d

ed

ed

ed

e

b

cb

cb

c

f

f

f

f

DIAPHRAGMS NOTSHOWN FOR CLARITY

℄ OF BRIDGE

FAIRFIELD

EAST POINT

2713

2714

2682

2400

2400

2379

2713

2714

2682

c/c PL

INTH

c/c G

IRDE

R

G1

c/c PL

INTH

SPAN

123

11

2302

2284

c/c G

IRDE

R

2126

2116

2099

c/c GIRDER

2687

2707

2724

c/c PL

INTH

2721

2708

2687

c/c PL

INTH

SPAN

2SPAN 1 SPAN 2 SPAN 3

SCALE:SURVEY BY:

DRAWN BY:

APPROVED BY:

PROJECT No.:

No. REVISIONS DATE SHEET No.

OF

0

AS NOTEDCOUNTY:

23K. MACEACHERN

DEPT OF TRANSPORTATION, INFRASTRUCTURE, AND ENERGY ALL WORK SHALL BE CONDUCTED IN ACCORDANCE WITH TIE'sSTANDARD SPECIFICATIONS AND ENVIRONMENTAL PROTECTIONPLAN (EPP).

MAINTAIN ENVIRONMENTAL CONTROLS UNTIL VEGETATION HASESTABLISHED OR AS INSTRUCTED ON SITE.

ALL DRIVEWAY CULVERTS AND SIDE SLOPES SHALL BE MIN. 3H:1V

N. LAWLESS

JULY 4, 2019ISSUED FOR TENDERT.I.E.

2019012

KINGSNORTH LAKE BRIDGE REPLACEMENT

SHEET NAME:

JOB:

SCONTROL SECTION:

STATIONING:

1 JULY 17, 2019ISSUED FOR ADDENDUMGIRDER DIMENSIONS AND LAYOUT

8

1S8

PLAN - GIRDER DIMENSIONS AND LAYOUT1:100

GIRDER LENGTHSLOCATION LENGTH (mm)

GIRDER 1 - 4ABUT 1 TO PIER 1 25 100

GIRDER 5 - 8PIER 1 TO PIER 2 24 700

GIRDER 9 - 12PIER 2 TO ABUT 2 25 100

LENGTHSKEW OF GIRDERS

LOCATION MARK ANGLEABUTMENT 1 a 28°

PIER 1 b 28°c 32°

PIER 2 d 32°e 39°

ABUTMENT 2 f 39°

ANGLE

ANGLE

LENGTH

PLAN - GIRDER

1200

500

1500

1488 1488 1488 1488 1488 1488 1488 14881488

1

3

15000

804 804

℄PIER

℄BEAM BEARING ℄ BEAM BEARING

25mm CHAMFER(TYP. ALL CORNERS)

CONCRETE PILE CAP

CONCRETEBEARING

BLOCK

ELASTOMERICBEARING PAD

400 400

350 350

1500

VARI

ES

1600

500 508 DIA x 30 STEEL CAP PLATE

c/w 408 HOLE CENTERED INPLATE

6 - 22 DIA STUDS x 200 LONGCENTERED ABOVE PILEWALL

6

OUTLINE OF ELASTOMERICBEARING PAD

SEE SK-2

1500

500

40

5-25M STIRRUPS ATALL PIERS

600 LAP

1600

8-25M CONT TOP c/w350HOOK AT CAP ENDS5-25M EACH FACCE

8-25M CONT BOTTOM c/w 350HOOK AT CAP ENDS. 'L'BEYOND EXTERIOR PILE TOCAP ENDS

20M TIES AT 250 START100 FROM PILE FACE

4-20M TIES EVENLYSPACED OVER EACH PILE

MIN. 600 LAP BETWEEN PILESLATERALLY SPACEDTERMINATE 2 BAR AT PILE c/w

350 HOOK AT EACH END

PILE CAP

50 COVER(TYP.)50

COV

ER(T

YP.)

D13G BARS SEE GFRPLAYOUT TABLE FORAPPLICABLE SIZES &LOCATIONS

D13G BARS SEE GFRP LAYOUTTABLE FOR APPLICABLE SIZES &LOCATIONS

SEE SK-2

15000

1488 1488 1488 1488 1488 1488 1488 1488804 1488 804

1600

387359

102

50

152 330

60°WELDED BEVELCUTTING SHOE TYPE O-14000

SHOE SHALL BE MADE IN ONEPIECE OF CAST STEEL TO ASTMA148 90/60 - HEAT TREATED

CUTTING SHOES REQUIRED FORALL 356Ø ABUTMENT PILES

WELD SHOE TO PILES WITH 8mmFILLET WELD ALL AROUND (TYP.)

SCALE:SURVEY BY:

DRAWN BY:

APPROVED BY:

PROJECT No.:

No. REVISIONS DATE SHEET No.

OF

0

AS NOTEDCOUNTY:

23K. MACEACHERN

DEPT OF TRANSPORTATION, INFRASTRUCTURE, AND ENERGY ALL WORK SHALL BE CONDUCTED IN ACCORDANCE WITH TIE'sSTANDARD SPECIFICATIONS AND ENVIRONMENTAL PROTECTIONPLAN (EPP).

MAINTAIN ENVIRONMENTAL CONTROLS UNTIL VEGETATION HASESTABLISHED OR AS INSTRUCTED ON SITE.

ALL DRIVEWAY CULVERTS AND SIDE SLOPES SHALL BE MIN. 3H:1V

N. LAWLESS

JULY 4, 2019ISSUED FOR TENDERT.I.E.

2019012

KINGSNORTH LAKE BRIDGE REPLACEMENT

SHEET NAME:

JOB:

SCONTROL SECTION:

STATIONING:

1 JULY 17, 2019ISSUED FOR ADDENDUMPIER 1 DETAILS

12

4S12

ELEVATION - PIER 11:100

1S12

PLAN - PIER 1 CAP1:100

2S12

SECTION - PIER 1 CAP1:50

5S12

SECTION - PIER 1 CAP REINFORCEMENT1:50

6S12

PLAN - BEARING BLOCK REINFORCEMENT1:50

8S12

SECTION - BEARINGBLOCK REINFORCEMENT1:50

3S12

PLAN - BEARING BLOCK1:50

7S12

STEEL PIPE PILE CUTTING SHOE DETAIL1:15

ALL PILES 508 DIA x 13 STEEL PIPE PILES

7510 @ 75 = 750

12 @ 100 = 1200

150

9 @ 150 =1350

25 @ 200 = 5000350

7510 @ 75 = 750

12 @ 100 = 1200

1509 @ 150 = 1350

350

℄ OF BEAM

B-4 STIRRUP (TYP.)

B-5 TYP. (TYPE A)

2100 TYPE 'A' REINF. 2100 TYPE 'A' REINF.

20900 TYPE 'B' REINF. EXT SPANS20500 TYPE 'B' REINF. INT SPAN

B-3 @ EA. STIRRUP

250

2 - B-6 & 2 - B-7

6 B-2 @ 2106 B-2 @ 210

F FG

12 @ 306 = 3675 EXT SPANS12 @ 289 = 3475 INT SPAN

25 @ 200 = 5000

12 @ 306 = 3675 EXT SPANS12 @ 289 = 3475 INT SPAN

10 EQ. SPACES

120 23 31 36 38 36 31 23 12 0℄ ABUT. ℄ PIER

AT TRANSFER(APPROXIMATE)

10 EQ. SPACES

180 34 47 55 58 55 47 34 18 0℄ ABUT. ℄ PIER

AT FIELD PLACEMENT(APPROXIMATE)

10 EQ. SPACES

120 23 32 37 40 37 32 23 12 0℄ ABUT. ℄ PIER

AT CASTING SLAB(APPROXIMATE)

DIRECTION

A B

N S

SCALE:SURVEY BY:

DRAWN BY:

APPROVED BY:

PROJECT No.:

No. REVISIONS DATE SHEET No.

OF

0

AS NOTEDCOUNTY:

23K. MACEACHERN

DEPT OF TRANSPORTATION, INFRASTRUCTURE, AND ENERGY ALL WORK SHALL BE CONDUCTED IN ACCORDANCE WITH TIE'sSTANDARD SPECIFICATIONS AND ENVIRONMENTAL PROTECTIONPLAN (EPP).

MAINTAIN ENVIRONMENTAL CONTROLS UNTIL VEGETATION HASESTABLISHED OR AS INSTRUCTED ON SITE.

ALL DRIVEWAY CULVERTS AND SIDE SLOPES SHALL BE MIN. 3H:1V

N. LAWLESS

JULY 4, 2019ISSUED FOR TENDERT.I.E.

2019012

KINGSNORTH LAKE BRIDGE REPLACEMENT

SHEET NAME:

JOB:

SCONTROL SECTION:

STATIONING:

1 JULY 17, 2019ISSUED FOR ADDENDUMGIRDER DETAILS 2

15

1S15

STIRRUP SPACING1:50

PRECAST GIRDER NOTES:

1. ALL GIRDERS TO BE NEW ENGLAND BULB TEE(N.E.B.T.) 1400 STANDARD SECTIONS

2. CONCRETE COMPRESSIVE STRENGTH

A). AT 28 DAYS - 50 MPaB). AT TIME OF PRESTRESS TRANSFER - 35 MPa

3. PRE-STRESSING STEEL: SEVEN WIRE LOWRELAXATION STRANDS (GRADE 1862). SIZE 13 WITHULTIMATE STRENGTH OF 1862 MPa. STRANDS TOCONFORM TO A.S.T.M. A416.

4. STRAND FORCES (PER STRAND):

A). AT JACKING (0.78FPu) 143kNB). IMMEDIATELY AFTER RELEASE(0.74 FPu)136kNC). AFTER LOSSES 100kN

5. ESTIMATED PRESTRESS LOSSES:

A). IMMEDIATELY AFTER RELEASE 165 MPaB). AFTER TRANSFER ONLY 202MPa

6. TRANSFER OF PRESTRESS RELEASE SEQUENCE:

A). DEFLECTED STRANDSB). HOLD DOWN DEVICESC). STRAIGHT STRANDS

7. LIFTING DEVICES TO BE LOCATED AT THE GIRDERBEARING POINTS AND SHALL MEET WITH ENGINEERSAPPROVAL.

8. ROUGHEN TOP OF GIRDER WHERE IT WILL CONTACTHAUNCH TO 5mm AMPLITUDE, SPACING OF 15mm ±AND REMOVE LAITANCE PRIOR TO CASTING DECKAND HAUNCHES.

9. CONTRACTOR TO ENSURE GIRDER STABILITYDURING PHASES OF CONSTRUCTION.

2S15

CAMBER PROFILES1:15

650

CONC

RETE

PLIN

TH H

EIGH

TSE

E AB

UTME

NT A

ND P

IER

DRAW

ING

758 x 470 x 20 EMBEDDED STEEL SHOE PLATE

1110 x 470 x 30 STEEL BEARING PLATE

2 - 38 DIA A307 GALVANIZED ANCHOR BOLTS c/wHARDENED WASHER AND NUTS (TOP ANDBOTTOM) TACK WELD BOTTOM NUT TO ANCHOR

150 DIA. POCKETS FORMED WITHCORRUGATED SLEEVES c/w

MATERFLOW 928 GROUT (OREQUAL APPROVED BY ENGINEER) 20

℄ GIRDER

850 x 450 x 30 STEEL SOLE PLATE -TAPERED FOR ROAD SLOPE,CAMBER AND DEAD LOAD ROTATION

450 x 300 x 20 DURO 70 PLANRUBBER BEARING PAD

66

88

200 200

6 - 22 DIA. SHEAR STUDS 145 LONG

25 CHAMFER OVER SHOE PLATE LENGTH

DETAIL 1

b

a

℄BEARING

450SOLE TAPERED PLATE

'a' (mm) 'b' (mm)PIER 2 32 28

30

END OF GIRDER

SOLE TAPERED PLATE

85 150 150

STEELSHOEPLATE

BEARING PADSTEEL BEARING PLATE

UNDERSIDE OF GIRDER

EAST POINTFAIRFIELD

CONCRETE PLINTH

GIRDER BOTTOMFLANGE (ABOVE)

DURO LAMINATEDRUBBER BEARING

PADSTEEL SOLE PLATE

(TAPERED)

STEEL BEARING PLATE45

010

10

470

SEE SK-2

75480 ANCHOR BOLTS480 ANCHOR BOLTS75

235

235

150

150

555 BEARING PLATE 555 BEARING PLATE

55425 SOLE PLATE425 SOLE PLATE55225 PAD225 PAD

℄ BEARING

SEE SK-2

SEE

SK-2

TYP545°

BEARING PLATE

BEARING PAD

PLINTH

5

SCALE:SURVEY BY:

DRAWN BY:

APPROVED BY:

PROJECT No.:

No. REVISIONS DATE SHEET No.

OF

0

AS NOTEDCOUNTY:

23K. MACEACHERN

DEPT OF TRANSPORTATION, INFRASTRUCTURE, AND ENERGY ALL WORK SHALL BE CONDUCTED IN ACCORDANCE WITH TIE'sSTANDARD SPECIFICATIONS AND ENVIRONMENTAL PROTECTIONPLAN (EPP).

MAINTAIN ENVIRONMENTAL CONTROLS UNTIL VEGETATION HASESTABLISHED OR AS INSTRUCTED ON SITE.

ALL DRIVEWAY CULVERTS AND SIDE SLOPES SHALL BE MIN. 3H:1V

N. LAWLESS

JULY 4, 2019ISSUED FOR TENDERT.I.E.

2019012

KINGSNORTH LAKE BRIDGE REPLACEMENT

SHEET NAME:

JOB:

SCONTROL SECTION:

STATIONING:

1 JULY 17, 2019ISSUED FOR ADDENDUMFIXED BEARING DETAILS

16

3S16

SECTION - BEARING ASSEMBLY1:10

2S16

SECTION - SOLE PLATE1:10

1S16

PLAN - BEARING ASSEMBLY (TYYPICAL)1:20

4S16

DETAIL - KEEPER BAR1:2

NOTE:

ALL STEEL PLATES/ASSEMBLYITEMS AND CONNECTIONHARDWARE TO BE HOT DIPPEDGALVANIZED. TOUCH UP FIELDWELDING WITH COLD GALVANIZING.

600

5 GAP (TYP.)

CONC

RETE

PLIN

TH H

EIGH

TSE

E AB

UTME

NT A

ND P

IER

DRAW

ING 758 x 470 x 20 EMBEDDED

STEEL SHOE PLATE550 x 450 x 30 STEEL SOLE PLATE -TAPERED FOR ROAD SLOPE,CAMBER, AND DEAD LOAD ROTATION

1280 x 500 x 30 MASONRY PLATE

6 - 32 DIA A307 GALVANIZED ANCHOR BOLTS c/wHARDENED WASHER AND NUTS (TOP ANDBOTTOM) TACK WELD BOTTOM NUT TO ANCHOR

100 DIA. POCKETS FORMED WITHCORRUGATED SLEEVES c/w

MATERFLOW 928 GROUT (OREQUAL APPROVED BY ENGINEER)

450 x 350 x 80 DURO 70LAMINATED RUBBER

BEARING PAD50 STIFFENER TYP.

LONGITUDINALEDGES ONLY 6

TYP 6

6

20

DETAIL 1

℄ GIRDER

200 200

6 - 22 DIA. SHEAR STUDS 145 LONG

25 CHAMFER OVER SHOE PLATE LENGTH

b

a

℄BEARING

450SOLE TAPERED PLATE

'a' (mm) 'b' (mm)ABUTMENT 1 32 29PIER 1 32 29ABUTMENT 2 32 28

30

END OF GIRDER

UNDERSIDE OF GIRDERSOLE TAPERED PLATE

STEELSHOEPLATE

BEARING PAD

STEEL MASONRY PLATE

85 150 150

5 TYPICAL GAP ALLAROUND 4 SIDES

SOLE PLATE

MASONRY PLATE

BEARING PAD

10 x 10 STEEL KEEPER PAD (TYP.)

TYP55

45°

SEE SK-21280 MASONRY PLATE

75410 BENT PLATE410 BENT PLATE75758 SHOE PLATE550 SOLE PLATE

450 BEARING PAD

300

300

500

100

150

150

100

1010

1515

015

015

015

250 x 203 x 13 BENT PLATEc/w 4-10 STIFFENER PLATESDURO LAMINATED RUBBER

BEARING PADSTEEL SOLE PLATE (TAPERED)

STEEL SHOE PLATE

STEEL MASONRY PLATE

CONCRETE PLINTH

GIRDER BOTTOMFLANGE (ABOVE)

℄ BEARING480

SEE

SK-2

SCALE:SURVEY BY:

DRAWN BY:

APPROVED BY:

PROJECT No.:

No. REVISIONS DATE SHEET No.

OF

0

AS NOTEDCOUNTY:

23K. MACEACHERN

DEPT OF TRANSPORTATION, INFRASTRUCTURE, AND ENERGY ALL WORK SHALL BE CONDUCTED IN ACCORDANCE WITH TIE'sSTANDARD SPECIFICATIONS AND ENVIRONMENTAL PROTECTIONPLAN (EPP).

MAINTAIN ENVIRONMENTAL CONTROLS UNTIL VEGETATION HASESTABLISHED OR AS INSTRUCTED ON SITE.

ALL DRIVEWAY CULVERTS AND SIDE SLOPES SHALL BE MIN. 3H:1V

N. LAWLESS

JULY 4, 2019ISSUED FOR TENDERT.I.E.

2019012

KINGSNORTH LAKE BRIDGE REPLACEMENT

SHEET NAME:

JOB:

SCONTROL SECTION:

STATIONING:

1 JULY 17, 2019ISSUED FOR ADDENDUMFREE BEARING DETAILS

17

NOTE:

ALL STEEL PLATES/ASSEMBLYITEMS AND CONNECTIONHARDWARE TO BE HOT DIPPEDGALVANIZED. TOUCH UP FIELDWELDING WITH COLD GALVANIZING.

1S17

PLAN - BEARING ASSEMBLY (TYPICAL)1:20

3S17

SECTION - BEARING ASSEMBLY1:10

2S17

SECTION - SOLE PLATE1:10

4S17

DETAIL KEEPER BAR1:2