Lake_Apopka_Connector_Trail_Structure_Plans.pdf

CONSTRUCTION PLANS FOR

PREPARED BY:

SHEET

OF

DATE BYREVISIONS

LOCATION MAP

CHRISTMAS

SEMINOLE COUNTY

OSCEOLA COUNTY

ORLANDO

INTERNATIONAL

AIRPORT

L A

K E C

O U

N T

Y

WINTER

GARDEN

ORLANDO

LAKE COUNTY

B R

E V

A R

D C

O U

N T

Y

OSCEOLA COUNTY

LAKE APOPKA

GALLOWAY DR.

1-4

I-4

FLORIDA

TPK

E-W

E

W

N.T.S.

SEC. TWP. RGE. E.29248

B-01

B-05

DESCRIPTION

INDEX OF SHEETS

SHEET

B-02

DESIGNED BY: JMHL

DRAWN BY : EFW

CHECKED BY: KJW

APPROVED BY: JMHL DATE: 03/2022

DATE: 03/2022

DATE: 03/2022

DATE: 03/2022

VICINITY MAP

N.T.S.

N.T.S.

R E

R E

T-21 S

T-22 S

R E

R E

T-21 S

T-22 S

L.

Sims

24 19

32 34

MAGNOLIA

PARK

MitchellL.

L.

Lee

Marden

L.

Cora

Trout

.dR eneeK d

R n e dr a M

L.Apopka

L.

PROJECT

LOCATION

ORANGE COUNTY, FLORIDA

LAKE APOPKA CONNECTOR TRAIL

FINANCIAL PROJECT ID: 441447-1-58-01

CONTRACT NO. : Y23-706-CC

DISTRICT NO: 2

I HEREBY CERTIFY THAT THE DESIGN FOR THIS PROJECT AND THE ATTACHED CONSTRUCTION

PLANS COMPLY WITH THE REQUIREMENTS OF SECTION 336.045 OF THE FLORIDA STATUTES

AND ARE IN SUBSTANTIAL CONFORMANCE WITH THE STANDARDS CONTAINED IN THE EDITION

OF THE "MANUAL OF UNIFORM MINIMUM STANDARDS FOR DESIGN, CONSTRUCTION AND

MAINTENANCE FOR STREETS AND HIGHWAYS" IN EFFECT ON THIS DATE AS ADOPTED BY

THE FLORIDA DEPARTMENT OF TRANSPORTATION PURSUANT TO SUBSECTION 336.045(1)

ENGINEER:DATE:

OF THE FLORIDA STATUTES.

CHANGED DUE TO REPRODUCTION.

NOTE: THE SCALE OF THESE PLANS MAY HAVE

CERTIFICATION TO PLANS

DISTRICT 2

DISTRICT 3

DISTRICT 4

DISTRICT 5

DISTRICT 6

MAYRA URIBE

VICTORIA P. SIPLIN

MARIBEL GOMEZ CORDERO

CHRISTINE MOORE

EMILY BONILLA

JERRY L. DEMINGS, COUNTY MAYOR

JOE KUNKEL PUBLIC WORKS DIRECTOR

BOARD OF COUNTY COMMISSIONERS

NICOLE WILSON DISTRICT 1

FOURTH EDITION

AASHTO 2012 GUIDE FOR THE DEVELOPMENT OF BICYCLE FACILITIES,

SOURCE OF BENCHMARK DATUM

BENCHMARKS

ROADWAY:

BRIDGES:

TOTAL LENGTH:

PROJECT LENGTH: FEET MILES

17,056

N/A

3.230

N/A

3.23017,056

MCCORMICK RD.

30' +/- W. OF CONCRETE DRIVEWAY TO ADDRESS 106

RD. AND 20' +/- S. OF C/L OF MCCORMICK RD.;

CONCRETE RETAINING WALL ON S. SIDE OF MCCORMICK

3.5" O.C. ALUMINUM DISC IN E. END OF 0.5' X 300'

ORANGE COUNTY BENCHMARK A1571007.

OF MCCORMICK RD. AT C/L OF DAMON RD.

MCCORMICK RD. AND DAMON RD.; 20' +/- S. OF THE C/L

SIDEWALK AT S. SIDE OF "T" INTERSECTION OF

3.5" O.C. ALUMINUM DISC IN C/L OF 5' CONCRETE

ORANGE COUNTY BENCHMARK A1571003.

PLANS WERE PREPARED ACCORDING TO AVAILABLE INFORMATION TO ADEQUATELY

ADDRESS CONDITIONS AS THEY EXISTED AT THE TIME OF PLANS PREPARATION.

NEEDS, CONDITIONS AND OWNERSHIP OF PROPERTIES MAY HAVE CHANGED SINCE

PROJECT DESIGN. THE COUNTY'S REPRESENTATIVE WILL ADDRESS CHANGES AND

NEEDS WITH THE PROPERTY OWNER OR THEIR REPRESENTATIVES. CONTRACTOR

SHALL WORK WITH THE COUNTY'S REPRESENTATIVE IN ADDRESSING AND MEETING

NEEDS AND CONDITIONS THAT MAY HAVE CHANGED SINCE PLANS PREPARATION.

NOTE

407-905-3376

407-532-8509

972-729-6322

407-836-7900

CHARTER COMMUNICATIONS

DUKE ENERGY

ORANGE COUNTY PUBLIC WORKS

407-656-2734

561-683-2729AT&T

352-516-3824

850-599-1444

COMCAST CABLE COMMUNICATIONS

CENTURY LINK

407-836-6850

407-690-5337CENTRAL FLORIDA EXPRESSWAY

407-703-1731

407-554-7238

CITY OF APOPKA

CITY OF OCOEE

LAKE APOPKA NATURAL GAS DISTRICT

ORANGE COUNTY UTILITIES

MCI COMMUNICATIONS

UTILITIES ENCOUNTERED

CONTRACT NO: Y20-828-EB

LEGEND

OVERHEAD POWER LINES

ASPHALT

FENCE

CONCRETE

RIGHT OF WAY LINE

BRICK WALL

POWER POLES

WATER VALVE

PALM TREES

MISCELLANEOUS BOXES

OAK TREES

HEDGES

POWER POLE WITH LAMP

CORRUGATED METAL PIPE

REINFORCED CONCRETE PIPE

CMP

RCP

ASPHALT C/L

POWER POLEP.P.

TRAFFIC MARKINGS

WATER METER

SECTION LINE

CURB

STATION POINT

ALUMINUM HAND RAIL

WETLANDS

FIRE HYDRANT

SANITARY SEWER

BARRIER WALL

WV

MONUMENT

BENCHMARK

S

W

M

SIGNS

BID PLAN SUBMITTAL

T H

E

O F

F I

C I

A L

R

C O

D

T

I

S

E E

T

E C

T R

O N

C

G I

T A

L

Y

G N

N

A L

U

D

L E

G

A

C

Structures Plans Component.

Standard Plans for Bridge Construction are included in the

APPLICABLE IRs: IR536-001-01, IR521-001-01 http://www.fdot.gov/design/standardplans are available at the following website:

Standard Plans for Road Construction and associated IRs and applicable Interim Revisions (IRs).

Standard Plans for Road and Bridge Construction

Florida Department of Transportation, FY2023-24

GOVERNING STANDARD PLANS:

http://www.fdot.gov/programmanagement/Implemented/SpecBooks following website:

Specifications for Road and Bridge Construction at the

Florida Department of Transportation, FY2023-24 Standard

GOVERNING STANDARD SPECIFICATIONS:

FAN : D522-090-B

} BASELINE

CCR CERTIFIED CORNER RECORD

CONC CONCRETE

COR. CORNER

E EAST/EASTING

EL ELEVATION

EP EDGE OF PAVEMENT

INV INVERT (ELEVATION)

IR(C) IRON ROD (WITH CAP)

IRRIG IRRIGATION LINE

LT. LEFT

MES MITERED END SECTION

N NORTH/NORTHING

PC POINT OF CURVATURE

PI POINT OF INTERSECTION

PIP POURED-IN-PLACE

POC POINT ON CURVE

POT POINT ON TANGENT

PT POINT OF TANGENCY

PVC POLYVINYL CHLORIDE PIPE

R RANGE

RCP REINFORCED CONCRETE PIPE

RT. RIGHT

R/W RIGHT-OF-WAY

S SOUTH

SEC. SECTION

STA. STATION

T TOWNSHIP

TEL TELEPHONE

UTIL UTILITY

VVH/TH TEST HOLE (UTILITY)

W WEST

° DEGREES

SHWE SEASONAL HIGH WATER EL.

B-01 KEY SHEET

B-03

B-04

B-05

B01-01

B1-01

B1-02

B1-03

B1-04

B1-05

SIGNATURE SHEET

INDEX OF SHEETS

SUMMARY OF STRUCTURES QUANTITIES

GENERAL NOTES (1 OF 2)

GENERAL NOTES (2 OF 2)

GENERAL PLAN STA. 2021+79.78 TO

STA. 2022+79.28

TYPICAL SECTION

STA. 2022+79.28

REPORT OF BOARDWALK BORINGS

FOUNDATION LAYOUT STA. 2021+79.78 TO

PILE DATA TABLE AND NOTES

STA. 1001+43.65

BEGIN PROJECT

STA. 3067+28.05

END PROJECT

STA. 2002+01.00

BEGIN TRAIL

STA. 1053+65.13

END TRAIL

STA. 2021+79.78

BEGIN BOARDWALK

STA. 2022+79.28

END BOARDWALK

STA. 3036+44.00

STA. 2089+51.77 =

P lo t t e d

B y J

A r n e m a n n

:1

:4

M

P

P r o j e c t s .0

O r a n g e

C o L a k e

A p o p k a

T r a il

C o n n e c t o r S

U S t r u c t

K e y S h e e t .D

G N

.0

SCIENTISTSENGINEERS SURVEYORS PLANNERS

CERTIFICATE OF AUTHORIZATION NO. 2648

PHONE: (407) 896-0594 FAX: (407) 896-4836

941 LAKE BALDWIN LANE, ORLANDO, FLORIDA 32814

DYER, RIDDLE, MILLS & PRECOURT, INC.

JOCELYN M. HAISCH-LINN, P.E. LICENSE NO. 60103

DEPARTMENT OF PUBLIC WORKS

ENGINEERING DIVISION

4200 SOUTH JOHN YOUNG PARKWAY

ORLANDO, FLORIDA 32839

(407) 836-7900

ORANGE COUNTY

FOLLOWING SHEETS IN ACCORDANCE WITH RULE 61G15-23.004, F.A.C.

THE ABOVE NAMED PROFESSIONAL ENGINEER SHALL BE RESPONSIBLE FOR THE

STATE OF

R E

E

NI

G

NE LANOI

S S

E

F O

R P

ESNECI

L

A

DIROL

F

No 60103

N

NI

L-

HCSIAH .M NYL

E C

O J

FOLLOWING SHEETS IN ACCORDANCE WITH RULE 61G15-23.004, F.A.C.

THE ABOVE NAMED PROFESSIONAL ENGINEER SHALL BE RESPONSIBLE FOR THE

STATE OF

R E

E

NI

G

NE LANOI

S S

E

F O

R P

ESNECI

L

A

DIROL

F

No 50637

I

D

ANN .N NIWD

O G

REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:

REVISIONS

DATE BY DESCRIPTION DATE BY DESCRIPTION

Plotted By: JHaisch-Linn 7/7/2023 3:59:51 PM P:\Projects20\20-0318.000_Orange_Co-Lake_Apopka_Trail_Connector_SU\Struct\SignSt01.dgn

DRMP, INC.

Certificate Of Authorization No. 2648

941 Lake Baldwin Lane, Orlando, FL 32814

Phone: (407) 896-0594 Fax: (407) 896-4836

LICENSE No. 60103

JOCELYN M. HAISCH-LINN, P.E.

SIGNATURE SHEET

B-02

EFW 03-22

JMHL 03-22

SHEET DESCRIPTIONSHEET NO.

STRUCTURE PLANS

ON ANY ELECTRONIC COPIES.

AND THE SIGNATURE MUST BE VERIFIED

NOT CONSIDERED SIGNED AND SEALED

PRINTED COPIES OF THIS DOCUMENT ARE

ON THE DATE ADJACENT TO THE SEAL.

SIGNED AND SEALED BY

THIS ITEM HAS BEEN DIGITALLY

B1-05

B1-04

B1-02

B1-01

B-05

B-04

BQ1-01

B-03

B-02

B-01

PILE DATA TABLE AND NOTES

STA. 2021+79.78 TO STA. 2022+79.28

FOUNDATION LAYOUT

TYPICAL SECTION

STA. 2021+79.78 TO STA. 2022+79.28

GENERAL PLAN

GENERAL NOTES (2 OF 2)

GENERAL NOTES (1 OF 2)

SUMMARY OF STRUCTURES QUANTITIES

INDEX OF SHEETS

SIGNATURE SHEET

KEY SHEET

SHEET DESCRIPTIONSHEET NO.

STRUCTURE PLANS

ON ANY ELECTRONIC COPIES.

AND THE SIGNATURE MUST BE VERIFIED

NOT CONSIDERED SIGNED AND SEALED

PRINTED COPIES OF THIS DOCUMENT ARE

ON THE DATE ADJACENT TO THE SEAL.

SIGNED AND SEALED BY

THIS ITEM HAS BEEN DIGITALLY

CERTIFICATE OF AUTHORIZATION NO. XXXX

ORLANDO, FL 32818

601 N. HART BOULEVARD

P.E. LICENSE NUMBER 50637

GODWIN N. NNADI, P.E.

DRMP, INC.

B1-03

B-02

REPORT OF BOARDWALK BORINGS

SIGNATURE SHEET

CERTIFICATE OF AUTHORIZATION NO. 2648

ORLANDO, FL 32814

941 LAKE BALDWIN LANE

P.E. LICENSE NUMBER 60103

JOCELYN M. HAISCH-LINN, P.E.

LAKE APOPKA CONNECTOR TRAIL

4200 SOUTH JOHN YOUNG PARKWAY

ORLANDO, FLORIDA 32839

(407) 836-7900

ORANGE COUNTY

T

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

C

REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:

Plotted By: JArnemann 4/17/2023 10:52:35 AM P:\Projects20\20-0318.000_Orange_Co-Lake_Apopka_Trail_Connector_SU\Struct\Index01.dgn

941 Lake Baldwin Lane, Orlando, FL 32814

Phone: (407) 896-0594 Fax: (407) 896-4836

LICENSE No. 60103

STRUCTURE PLANS

INDEX OF SHEETS

B-03

GENERAL SHEETS STANDARD PLANS FOR BRIDGE CONSTRUCTION

EFW 03-22

JMHL 03-22

B1-05

B1-04

B1-03

B1-02

B1-01

LAKE APOPKA CONNECTOR TRAIL

PILE DATA TABLE AND NOTES

STA. 2021+79.78 TO STA. 2022+79.28

FOUNDATION LAYOUT

REPORT OF BOARDWALK BORINGS

TYPICAL SECTION

STA. 2021+79.78 TO STA. 2022+79.28

GENERAL PLAN

B-05

B-04

BQ1-01

B-03

B-02

B-01

GENERAL NOTES (2 OF 2)

GENERAL NOTES (1 OF 2)

SUMMARY OF STRUCTURES QUANTITIES

INDEX OF SHEETS

SIGNATURE SHEET

KEY SHEET

515-052

515-051

455-014

455-002

455-001

PEDESTRIAN/BICYCLE RAILING (STEEL)

BRIDGE PEDESTRIAN/BICYCLE RAILING (STEEL)

14" SQUARE PRESTRESSED CONCRETE PILE

SQUARE PRESTRESSED CONCRETE PILE SPLICES

DETAILS AND NOTES

SQUARE PRESTRESSED CONCRETE PILES - TYPICAL

4200 SOUTH JOHN YOUNG PARKWAY

ORLANDO, FLORIDA 32839

(407) 836-7900

ORANGE COUNTY

T

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

C

SECTION ITEM NO. ITEM DESCRIPTION LOCATION UNIT

QUANTITY TOTAL

NOTES

DESIGN

REMARKS

CONSTRUCTION

P F P F

LUMP SUM ITEMS 999-3 BOARDWALK LUMP SUM STA. 2021+79.78 TO STA. 2022+79.28 LS 1 1

ITEM NOTE:

FOUNDATION

0455- 34- 2 PRESTRESSED CONCRETE PILING, 14" SQ. LF

0455-143- 2 TEST PILES- PRESTRESSED CONCRETE, 14" SQ. LF

BARRIERS

RAILING/

0515- 2-211 LF

GALVANIZED STEEL, 42" TYPE 1

PEDESTRIAN/BICYCLE RAILING,

STA. 2021+79.78 TO STA. 2022+79.28

STA. 2021+79.78 TO STA. 2022+79.28

STA. 2021+79.78 TO STA. 2022+79.28

SUMMARY OF QUANTITIES - LAKE APOPKA TRAIL CONNECTOR

SEE "GENERAL NOTES (2 OF 2)", MEASUREMENT AND PAYMENT SECTION.999-3

FOR TEST PILES AND PILES

BOARDWALK INSTALLATION METHOD. THESE ITEMS SHALL BE FULL PAYMENT

TEST PILE AND PILE LENGTHS ARE APPROXIMATE AND MAY VARY WITH

455-34-2 AND 455-143-2

REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:

Plotted By: JHaisch-Linn 4/17/2023 3:01:29 PM P:\Projects20\20-0318.000_Orange_Co-Lake_Apopka_Trail_Connector_SU\Struct\SumOfQuantities01.DGN

941 Lake Baldwin Lane, Orlando, FL 32814

Phone: (407) 896-0594 Fax: (407) 896-4836

LICENSE No. 60103

BQ1-01

SUMMARY OF STRUCTURES QUANTITIES

EFW 03-22

JMHL 03-22

4200 SOUTH JOHN YOUNG PARKWAY

ORLANDO, FLORIDA 32839

(407) 836-7900

ORANGE COUNTY

T

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

C

REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:

Plotted By: JHaisch-Linn 6/26/2023 2:11:07 PM P:\Projects20\20-0318.000_Orange_Co-Lake_Apopka_Trail_Connector_SU\Struct\GeneralNotes01.dgn

941 Lake Baldwin Lane, Orlando, FL 32814

Phone: (407) 896-0594 Fax: (407) 896-4836

LICENSE No. 60103

B-04

GENERAL NOTES (1 OF 2)

G E N E R A L N O T E S

PLAN DIMENSIONS

FRONT FACE OF BACKWALL STATIONING IS BASED ON AN ASSUMED 9" BACKWALL WIDTH.3.

ALL DIMENSIONS AND JOINT OPENINGS IN THE STRUCTURES ARE MEASURED AT A MEAN TEMPERATURE OF 70°F.2.

OTHERWISE NOTED.

ALL DIMENSIONS IN THESE PLANS ARE MEASURED IN FEET AND INCHES EITHER HORIZONTALLY OR VERTICALLY UNLESS 1.

BFBW DENOTES "BACK FACE OF BACKWALL"

ABBREVIATIONS

CONTRACTOR IS TO FURNISH AND INSTALL NEOPRENE BEARING PADS AT ALL BEARING LOCATIONS.

BEARINGS

SUBSTRUCTURE

SHALL BE PRESTRESSED CONCRETE PILES.

PLAN ELEVATIONS ARE IN FEET AND REFER TO NAVD 1988 DATUM.

VERTICAL DATUM

DESIGN METHOD

LOAD AND RESISTANCE FACTOR DESIGN (LRFD) METHOD USING STRENGTH AND SERVICE LIMIT STATES.

2"

2"

3"

SHOWN AS MINIMUM COVER. SEE SPECIFICATIONS SECTION 415 FOR ALLOWABLE TOLERANCES.

CONCRETE COVERS SHOWN IN THE PLANS DO NOT INCLUDE PLACEMENT AND FABRICATION TOLERANCES UNLESS

CONCRETE COVER

UTILITIES

3. NOTIFY ALL INVOLVED UTILITY COMPANIES TO VERIFY EXACT LOCATIONS PRIOR TO START OF CONSTRUCTION.

TYPE AND LOCATION OF UNDERGROUND AND OTHER UTILITIES AS MAY BE NECESSARY TO AVOID DAMAGE.

ACCURATE OR ALL INCLUSIVE. CONTRACTOR IS RESPONSIBLE FOR MAKING ITS OWN DETERMINATION AS TO THE

2. DATA CONCERNING TYPE AND LOCATION OF UNDERGROUND AND OTHER UTILITIES IS NOT GUARANTEED TO BE

1. FOR DETAILS REGARDING UTILITIES, SEE UTILITY ADJUSTMENT SHEETS IN THE ROADWAY PLANS.

FFBW DENOTES "FRONT FACE OF BACKWALL"

UNO DENOTES "UNLESS NOTED OTHERWISE"

SITE ACCESS

LIMITS SHOWN IN THE PLANS.

CONTRACTOR SHALL OBTAIN HIS OWN CONSTRUCTION ACESS AND OTHERWISE STAY WITHIN THE CONSTRUCTION

MATERIALS

1. CONCRETE:

f'c = 4,500 BOARDWALK DECK (PLANKS)

GALVANIZED IN ACCORDANCE WITH ASTM F2329.

A) ALL TIE-DOWN BOLTS ARE TO BE ASTM F1554, GRADE 55 STEEL,

3. TIE-DOWN BOLTS:

A) ALL REINFORCING STEEL IS TO BE GRADE 60 CARBON STEEL PER SPECIFICATIONS SECTION 931.

2. REINFORCING STEEL:

A) ALL CONCRETE IS TO BE IN ACCORDANCE WITH SPECIFICATIONS SECTION 346.

V (SPECIAL)

IV

III

(BRIDGE DECK)

II

CLASS

CONCRETE

f'c = 6,000 f'c = 5,500 f'c = 5,000

STRENGTH (PSI)

COMPRESSIVE

MINIMUM 28-DAY

PRESTRESSED PILING

PRECAST PEDESTAL CAP

PRECAST BEAMS

STRUCTURE

CONCRETE IN

LOCATION OF

ALL

SUPERSTRUCTUREBRIDGE NUMBER

SUBSTRUCTURE

CONCRETE STEEL

DESIGN LOADINGS

DESIGN TO RESIST LATERAL AND UPLIFT LOADS FROM A 3.50 FT/SEC. FLOOD.

6. FLOOD LOADS:

DESIGNED IN ACCORDANCE WITH SDG SECTION 2.3 AND AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 4.7.4.

5. SEISMIC:

CONCRETE = 6x10�⁶ PER DEGREE F

B) THERMAL COEFFICIENT:

70°F NORMAL TEMPERATURE:

-35°F TEMPERATURE FALL:

+35°F TEMPERATURE RISE:

CONCRETE:

A) SEASONAL VARIATION FOR DESIGN (SDG TABLE 2.7.1-1):

4. THERMAL FORCES:

AND AS MODIFIED BY SDG SECTION 10.5.

DESIGN GUIDELINES (SDG) SECTION 2.4 AND LRFD GUIDE SPECIFICATIONS FOR THE DESIGN OF PEDESTRIAN BRIDGES

DESIGNED IN ACCORDANCE WITH AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS AND AS MODIFIED BY STRUCTURES

3. WIND LOADS:

C) RAILING LOADING: AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 13.8.2.

B) VEHICLE LOADING: H-10 TRUCK

A) PEDESTRIAN LOADING: 90 PSF

2. LIVE LOADS:

B) BRIDGE PEDESTRIAN/BICYCLE RAILING (STEEL): 30 PLF

A) UNIT WEIGHT OF REINFORCED CONCRETE: 150 PCF

1. DEAD LOADS:

PRECAST PEDESTAL CAP AND PRESTRESSED PILING

SUBSTRUCTURE (PRECAST)

BOARDWALK DECK (PLANKS)

ALL SURFACES OF PRECAST BEAMS

SUPERSTRUCTURE (PRECAST)

EFW 03-22

JMHL 03-22

GEOTECHNICAL INFORMATION AND SOIL INVESTIGATION

A GEOTECHNICAL INVESTIGATION REPORT HAS BEEN PREPARED AND IS AVAILABLE FOR REFERENCE.

SLIGHTLY SLIGHTLY

RESISTIVITY

MODERATELY

SUBSTRUCTURE: SLIGHTLY AGRESSIVE (CONCRETE) / MODERATELY AGGRESSIVE (STEEL)

SUPERSTRUCTURE: SLIGHTLY AGGRESSIVE

ENVIRONMENTAL CLASSIFICATION

BOLTS ARE STRUCTURALLY ADEQUATE SHALL BE INCLUDED IN THE FABRICATOR'S DESIGN CALCULATIONS SUBMTTAL.

FLOOD UPLIFT AND LATERAL FORCES. CALCALATIONS AND/OR DOCUMENTATION SHOWING THAT TIE-DOWN

TIE-DOWN BOLTS SHALL BE USED AND SHALL BE STRUCTURALLY ADEQUATE TO RESIST8.

EACH PLANK JOINT WIDTH SHALL MEET ADA REQUIREMENTS AND ALLOW DRAINAGE OF RAINWATER.7.

ALIGNMENT SHALL FOLLOW THE HORIZONTAL AND VERTICAL ALIGNMENT SHOWN ON THE CONTRACT PLANS.6.

DIRECTION OF TRAVEL.

HAVE A LENGTH OF 1'-0" MINIMUM TO 3'-6" MAXIMUM MEASURED ALONG THE LONGEST EDGE IN THE

PLANKS SHALL MAINTAIN A “BOARDWALK APPEARANCE”, SPECIFICALLY MEANING EACH PLANK SHALL5.

ELEMENTS.

EQUIVALENT. SAMPLES SHALL BE SUBMITTED FOR OWNER APPROVAL PRIOR TO FABRICATION OF ANY PREACAST

ALL PRECAST SHALL CONSIST OF INTEGRALLY COLORED CONCRETE IN PERMATRAK MELBOURNE TAN COLOR OR4.

SHALL INTERLOCK WITH ONE ANOTHER VIA A “TONGUE AND GROOVE” CONNECTION.

PRECAST REINFORCED CONCRETE PLANKS SHALL BE STRUCTURAL LOAD BEARING ELEMENTS AND3.

TEXTURE MUST BE INTEGRAL WITH THE CONCRETE AND SHALL NOT BE AN APPLIED POST POUR WEARING SURFACE.

WALKING SURFACE OF PLANKS SHALL HAVE A FORMLINER FINISH WITH SANDBLAST TEXTURE. 2.

PRECAST REINFORCED CONCRETE BEAMS AND 14" SQUARE PRESTRESSED CONCRETE PILES.

WALKING SURFACE (PLANKS) SHALL BE MADE OF PRECAST REINFORCED CONCRETE, AND SUPPORTED BY1.

BOARDWALK SUPERSTRUCTURE

SHALL NOT ALLOW A FOUR (4) INCH SPHERE TO PASS THROUGH.

RAILINGS

SPECIFICATIONS

FLORIDA BUILDING CODE 7TH EDITION (2020) SHALL BE USED FOR RAILINGS.E)

LRFD GUIDE SPECIFICATIONS FOR THE DESIGN OF PEDESTRIAN BRIDGES, 2ND EDITION, WITH 2015 INTERIM REVISIONS.D)

FDOT DESIGN MANUAL DATED JANUARY 2022.C)

FDOT STRUCTURES MANUAL DATED JANUARY 2022.B)

IN THE FDOT STRUCTURES MANUAL.

FACTOR (LRFD) BRIDGE DESIGN SPECIFICATIONS, 7TH EDITION AND APPROVED REVISIONS AND INTERIMS AS SPECIFIED

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO) LOAD AND RESISTANCEA)

2. DESIGN SPECIFICATIONS:

FY 2023-24 EDITION, AS AMENDED BY CONTRACT DOCUMENTS.

FLORIDA DEPARTMENT OF TRANSPORTATION (FDOT) STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION

1. CONSTRUCTION SPECIFICATIONS:

4200 SOUTH JOHN YOUNG PARKWAY

ORLANDO, FLORIDA 32839

(407) 836-7900

ORANGE COUNTY

T

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

C

REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:

Plotted By: JArnemann 4/17/2023 11:00:09 AM P:\Projects20\20-0318.000_Orange_Co-Lake_Apopka_Trail_Connector_SU\Struct\GeneralNotes01.dgn

941 Lake Baldwin Lane, Orlando, FL 32814

Phone: (407) 896-0594 Fax: (407) 896-4836

LICENSE No. 60103

B-05

GENERAL NOTES (2 OF 2)

G E N E R A L N O T E S ( C O N T I N U E D )

WARRANTY:

IN MATERIAL AND WORKMANSHIP FOR A PERIOD OF TEN (10) YEARS.

BOARDWALK MANUFACTURER SHALL WARRANTY ALL PRECAST CONCRETE COMPONENTS AGAINST DEFECTS2.

MONTHS FROM THE DATE OF FINAL ACCEPTANCE BY THE OWNER.

AND ABUTMENT COMPONENTS, FOUNDATION SYSTEM, AND RAILINGS FOR A PERIOD OF TWELVE (12) CALENDAR

CONTRACTOR WILL BE RESPONSIBLE FOR INSTALLATION DEFECTS ASSOCIATED WITH THE BOARDWALK1.

QUALITY ASSURANCE

REFINISH MOCK-UP AREA AS REQUIRED TO PRODUCE ACCEPTABLE WORK.C.

DO NOT PROCEED WITH REMAINING WORK UNTIL MOCKUP IS ACCEPTED BY ARCHITECT / ENGINEER.B.

FINISH AREAS DESIGNATED BY ARCHITECT / ENGINEER.A.

AND WORKMANSHIP.

PROVIDE A MOCKUP FOR EVALUATION OF THE BOARDWALK SHOWING THE SURFACE PREPARATION TECHNIQUES4.

COMPLEXITY TO THOSE REQUIRED FOR THIS PROJECT.

INSTALLER QUALIFICATIONS: FIRM WITH FIVE (5) YEARS EXPERIENCE IN INSTALLATION OF SYSTEMS SIMILAR IN3.

PRECASTER MUST BE CERTIFIED BY PCI OR NPCA.D.

OF ABOVE GROUND PRECAST PRODUCTS OR BOARDWALK STRUCTURES.

PRECASTER SHALL HAVE A MINIMUM OF FIVE (5) YEARS EXPERIENCE IN THE PRODUCTIONC.

AND SHALL USE DYES FOR COLOR PIGMENTATION.

PRECASTER FOR THE BOARDWALK SHALL HAVE ON SITE COLOR MIXING FACILITIESB.

COMPONENTS SHALL BE FACTORY ENGINEERED AND FABRICATED BY SINGLE ENTITY.A.

OF PRECAST PRODUCTS AS DESCRIBED BELOW.

MANUFACTURER QUALIFICATIONS: A MINIMUM OF TEN (10) YEARS EXPERIENCE IN THE ACTUAL PRODUCTION2.

PREQUALIFIED PILE DRIVING CONTRACTOR.

THE CONTRACTOR PERFORMING THE INSTALLATION OF THE PILE FOUNDATIONS SHALL BE A FDOT 1.

MANUFACTURER’S INSTRUCTIONS.

AND TO CERTIFY THAT THE INSTALLATION HAS BEEN PERFORMED ACCORDING TO THE APPROVED DRAWINGS AND

PROVIDE A FIELD REPRESENTATIVE TO REVIEW INSTALLATION INSTRUCTIONS WITH THE CONTRACTOR AND ENGINEER

TO THE APPROVED PLANS AND MANUFACTURERS INSTALLATION INSTRUCTIONS. BOARDWALK MANUFACTURER SHALL

INSTALLATION OF THE PRECAST CONCRETE BOARDWALK SYSTEM AND RAILINGS SHALL BE PERFORMED IN ACCORDANCE

INSTALLATION

ACCEPTABILITY CRITERIA FOR CONCRETE:

CRACKS: DISPOSITION AS SPECIFIED IN FDOT SPECIFICATION SECTION 400-21.M.

REINFORCEMENT SHADOW LINES.L.

FOREIGN MATERIAL EMBEDDED IN THE SURFACE.J.

AREAS OF BACKUP CONCRETE BLEEDING THROUGH THE FACING CONCRETE.I.

BLOCKING STAINS EVIDENT ON EXPOSED SURFACES.H.

OR COMPARED WITH ADJACENT UNITS.

UNITS WITH EXCESSIVE VARIATION IN TEXTURE AND/OR COLOR FROM THE APPROVED MOCKUPS, WITHIN THE UNIT G.

RUST STAINS ON EXPOSED SURFACES.F.

VISIBLE MOLD JOINTS OR IRREGULAR SURFACES.E.

CONSOLIDATION.

CASTING AND/OR AGGREGATE SEGREGATION LINES EVIDENT FROM DIFFERENT CONCRETE PLACEMENT LIFTS AND D.

MOCKUPS.

ADJACENT FLAT AND RETURN SURFACES WITH GREATER TEXTURE AND/OR COLOR DIFFERENCES THAN THE APPROVEDC.

THE TREAD.

EXCESSIVE AIR VOIDS (COMMONLY CALLED BUG HOLES) LARGER THAN ¼ IN. EVIDENT ON THE TOP SURFACE OFB.

RAGGED OR IRREGULAR SURFACES.A.

PATCHING (BY A TRAINED SKILLED CONCRETE REPAIR PERSON) IS AN ACCEPTABLE REPAIR METHOD.

OF REPAIRS. THE FOLLOWING IS A LIST OF FINISH DEFECTS THAT SHALL BE PROPERLY REPAIRED.

OTHER THAN MINIMAL COLOR OR TEXTURE VARIATIONS FROM THE APPROVED MOCKUP OR EVIDENCE

THE FINISHED VISIBLE (IN THE FINAL INSTALLED POSITION) SURFACE SHALL HAVE NO OBVIOUS IMPERFECTIONS 1.

A. PROVIDE AS-BUILT BOARDWALK DRAWINGS SHOWING ALL CHANGES OR DEVIATIONS FROM FINAL PLANS.

5. AS-BUILT DRAWINGS:

D. PROVIDE WARRANTY DOCUMENTATION. SEE WARRANTY SECTION.

C. PROVIDE DOCUMENTATION OF QUALIFICATIONS. SEE QUALITY ASSURANCE SECTION.

B. PROVIDE SHOP DRAWINGS FOR ALL PRECAST BEAMS, PLANKS, END BENTS AND BENTS FOR APPROVAL.

FDOT 2010 DESIGN STANDARDS 850 AND 851 INCLUDING MOUNTING METHOD.

PROVIDE SHOP DRAWINGS FOR RAILING COMPONENTS FOR APPROVAL TO INCLUDE ALL ITEMS REQUIRED BY A.

SHOP DRAWINGS:4.

SUBMITTED TO THE OWNER'S PERMANENT RECORDS.

THE CONTRACTOR SHALL SUBMIT THE FINAL PLANS. ONE SET OF ALL APPROVED SHOP DRAWINGS SHALL BE

ONCE A BOARDWALK AND RAILING SYSTEM DESIGN HAS BEEN REVIEWED AND ACCEPTED BY THE OWNER, FINAL SUBMITTAL:3.

DOCUMENTATION OF COMPUTER PROGRAMS INCLUDING ALL DESIGN PARAMETERS.4.

CALCULATIONS SHALL INCLUDE A LATERAL STABILITY ANALYSIS PER FDOT STRUCTURES MANUAL, SECTION 3.5.83.

CALCULATIONS SHALL CLEARLY REFER TO THE APPLICABLE AASHTO PROVISIONS.2.

BE SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.1.

DESIGN CALCULATIONS SHALL:B.

DESIGN PARAMETERS USED ALONG WITH AASHTO REFERENCES.5.

THEIR CONNECTIONS SUCH AS THE LENGTH, SIZE AND WHERE CHANGES OCCUR; CONNECTIONS; ETC.

DETAILS OF ALL BOARDWALK, RAILING, BEAM, END BENTS, BENTS AND FOUNDATION SYSTEM COMPONENTS AND 4.

HORIZONTAL AND VERTICAL BREAK POINTS, AND LOCATION OF THE FINISHED GRADE.

INDICATE THE ELEVATION AT THE TOP AND BOTTOM OF THE BOARDWALK AND FOUNDATION SYSTEM COMPONENTS, REFLECTS THE PROPOSED VERTICAL ALIGNMENT AS SHOWN ON THE DESIGN PLANS. ELEVATION VIEWS SHALL

FULL ELEVATION VIEW OF THE BOARDWALK, RAILING AND FOUNDATION SYSTEM DRAWN TO SCALE WHICH 3.

THE PROPOSED HORIZONTAL ALIGNMENT AS SHOWN ON THE DESIGN PLANS.

FULL PLAN VIEW OF THE BOARDWALK AND RAILING SYSTEM DRAWN TO SCALE. THE PLAN VIEW MUST REFLECT 2.

SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.1.

DETAILED PLANS:A.

FOLLOWING:

SHALL SUBMIT TO THE ENGINEER A DESIGN PACKAGE, WHICH SHALL INCLUDE, BUT IS NOT LIMITED TO, THE

PRELIMINARY SUBMITTALS: PRIOR TO THE START OF FABRICATION OR CONSTRUCTION, THE CONTRACTOR 2.

VIEW, TYPICAL SECTION, FOUNDATION LAYOUT AND CONNECTION DETAILS FOR A TYPICAL SPAN.

1. PRELIMINARY PLANS SHALL BE SUBMITTED WITH THE BID PACKAGE SHOWING A PLAN AND ELEVATION

SUBMITTALS

EFW 03-22

JMHL 03-22

MEASUREMENT AND PAYMENT

ENGINEER PRIOR TO CONSTRUCTION. RAILING, PILES AND TEST PILES ARE NOT INCLUDED IN THE LUMP SUM PRICE.

COMPONENTS AS SHOWN IN THE CONTRACT PLANS. CONTRACTOR SHALL PROVIDE A SCHEDULE OF VALUES TO THE

UNLOADING, ASSEMBLY, AND PLACEMENT OF THE BOARDWALK, BEAMS, SUBSTRUCTURE, AND ALL ASSOCIATED

EQUIPMENT, LABOR AND WORK NECESSARY FOR AND INCIDENTAL TO THE DESIGN, CONSTRUCTION, DELIVERY, SHALL INCLUDE ALL DESIGN, PLANS, SPECIFICATION, SHOP DRAWINGS, CONSTRUCTION PERMITS, MATERIALS, AT THE CONTRACT LUMP SUM PRICE AS LISTED IN THE BID PROPOSAL FOR “BOARDWALK LUMP SUM”. THIS PRICE

PRECAST CONCRETE BOARDWALK, BEAMS, SUBSTRUCTURE, AND ALL ASSOCIATED COMPONENTS SHALL BE PAID FOR

4200 SOUTH JOHN YOUNG PARKWAY

ORLANDO, FLORIDA 32839

(407) 836-7900

ORANGE COUNTY

T

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

C

REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:

Plotted By: JArnemann 4/17/2023 11:10:24 AM P:\Projects20\20-0318.000_Orange_Co-Lake_Apopka_Trail_Connector_SU\Struct\PlanElev01.DGN

941 Lake Baldwin Lane, Orlando, FL 32814

Phone: (407) 896-0594 Fax: (407) 896-4836

JOCELYN M. HAISCH-LINN, P.E. LAKE APOPKA CONNECTOR TRAIL

STA. 5008+05.00 SHEET FOR MORE DETAILS.

FOUNDATION LAYOUT STA. 5002+67.86 TO

SHALL BE DESIGNED BY PERMATRAK. SEE

*BOARDWALK END BENT/RETAINING WALL

EXIST. FENCE

SEGMENT 2

14'-3"

90°00'00"C L E

A R

¡ PILES (TYP.)

PROFILE GRADE LINE

£ CONSTRUCTION &

PILES (TYP.)

DIMENSION BETWEEN

LONGEST STRAIGHT LINE

T.C. (TYP.)

90°00'00"

BICYCLE RAILING

BRIDGE PEDESTRIAN

SEGMENT 3

4 EQUAL SPACES = 57'-0"

SEGMENT 414'-

6ƅ"

EL. 92.00

STA. 2021+79.78

W/ RAILING - FFBW

BEGIN BOARDWALK

T.C. (TYP.)

90°00'00"

CURVE BL_OCRWF_14

SEGMENT 1

"8 312'-8

EL. 92.00

STA. 2022+79.28

W/ RAILING - FFBW

END BOARDWALK

PT STA. = 2023+01.41

PC STA. = 2022+07.23

R = 134.00

L = 94.18

T = 49.13

D = 42° 45' 29"

Δ = 40° 16' 15" (LT)

PI STA. = 2022+56.36

EFW 03-22

PLAN

B1-01

GENERAL PLAN

STA. 2021+79.78 TO STA. 2022+79.28

LEGEND:

TEST (SPT) SOIL BORING LOCATION

APPROXIMATE STANDARD PENETRATION

NOTES:

DIRECTION OF STATIONING

BFBW LOCATION SHALL BE MAINTAINED.

A BACKWALL WIDTH OF 9 INCHES HAS BEEN ASSUMED. IF OTHER BACKWALL WIDTHS ARE USED, 5.

PILE SPACING MEASURED ALONG £ CONSTRUCTION (UNO).4.

FOR DETAILS REGARDING CONSTRUCTION LIMITS, SEE ROADWAY PLANS.3.

FOR DETAILS REGARDING TRAIL, INCLUDING BOARDWALK VERTICAL PROFILE, SEE ROADWAY PLANS.2.

ELEVATIONS NEAR BEGIN BOARDWALK.

ELEVATIONS PROVIDED ARE AT THE PROFILE GRADE LINE. SEE ROADWAY PLANS FOR ADDITIONAL 1.

S 29°12'25" E

(CURVE BL_OCRWF_14)

HORIZONTAL CURVE DATA

B-1 B-2

P C

S

T A

.2

4200 SOUTH JOHN YOUNG PARKWAY

ORLANDO, FLORIDA 32839

(407) 836-7900

ORANGE COUNTY

T

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

C

GROUND LINE

EXISTING

¡ BEAM/PEDESTAL

"2 16"2

10'-0"

& PROFILE GRADE LINE

£ CONSTRUCTION

14'-0" CLEAR

2'-9"2'-9"

9" 9"

15'-6"

PILE (INDEX 455-014) (TYP.)

14" SQ. PRESTRESSED CONCRETE

(APPROXIMATELY 11"x1'-2")

PROPRIETARY BEAM (TYP.)

(APPROXIMATELY 1'-6" DIA. BY 9" TALL)

PROPRIETARY PEDESTAL CAP (TYP.)

(APPROXIMATELY 5ƀ" THICK)

PROPRIETARY CONCRETE DECK

INDEX 515-051)

(GALVANIZED STEEL) (INDEX 515-052 INSTALLED PER

¡ 42" BRIDGE PEDESTRIAN/BICYCLE TYPE 1 PICKET RAILING

REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:

Plotted By: JArnemann 4/17/2023 11:28:21 AM P:\Projects20\20-0318.000_Orange_Co-Lake_Apopka_Trail_Connector_SU\Struct\TypicalSection01.DGN

941 Lake Baldwin Lane, Orlando, FL 32814

Phone: (407) 896-0594 Fax: (407) 896-4836

LICENSE No. 60103

JOCELYN M. HAISCH-LINN, P.E.

NOTES:

TYPICAL SECTION

B1-02

TYPICAL SECTION

SLOPE: 0.01 UNO FT/FT

CHANGED BY THE CONTRACTOR AND FABRICATOR.

DIMENSIONS PROVIDED ARE APPROXIMATE, AND MAY BE2.

DATA AND EXISTING GROUND LINE PROFILE.

SEE ROADWAY PLANS FOR BOARDWALK VERTICAL PROFILE1.

JMHL 03-22

EFW 03-22

4200 SOUTH JOHN YOUNG PARKWAY

ORLANDO, FLORIDA 32839

(407) 836-7900

ORANGE COUNTY

T

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

C

REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:

Plotted By: JArnemann 4/10/2023 8:12:36 AM P:\Projects20\20-0318.000_Orange_Co-Lake_Apopka_Trail_Connector_SU\Struct\FoundLay02.DGN

941 Lake Baldwin Lane, Orlando, FL 32814

Phone: (407) 896-0594 Fax: (407) 896-4836

EXIST. FENCE

(T Y P

(T Y P

PROFILE GRADE LINE

£ CONSTRUCTION &

EL. 92.00

STA. 2022+79.28

W/ RAILING - FFBW

END BOARDWALK

EL. 92.00

STA. 2021+79.78

W/ RAILING - FFBW

BEGIN BOARDWALK

SEGMENT 2

14'-3"

SEGMENT 3

4 EQUAL SPACES = 57'-0"

SEGMENT 414'-

6ƅ"

CURVE BL_OCRWF_14

SEGMENT 1

"8 312'-8

T.C. (TYP.)

90°00'00"

90°00'00"

T.C. (TYP.)

90°00'00"

¡ PILES (TYP.)

PILE (INDEX 455-014) (TYP.)

14" SQ. PRESTRESSED CONCRETE

PT STA. = 2023+01.41

PC STA. = 2022+07.23

R = 134.00

L = 94.18

T = 49.13

D = 42° 45' 29"

Δ = 40° 16' 15" (LT)

PI STA. = 2022+56.36

B1-04

EFW 03-22 FOUNDATION LAYOUT

STA. 2021+79.78 TO STA. 2022+79.28

PLAN LEGEND

14" SQUARE PRESTRESSD CONCRETE TEST PILE

(INDEX 455-014) (TYP.)

14" SQ. PRESTRESSED CONCRETE PILE

TEST (SPT) SOIL BORING LOCATION

APPROXIMATE STANDARD PENETRATION

DIRECTION OF STATIONING

S 29°12'25" E

(CURVE BL_OCRWF_14)

HORIZONTAL CURVE DATA

B-1 B-2

P C

S

T A

.2

4200 SOUTH JOHN YOUNG PARKWAY

ORLANDO, FLORIDA 32839

(407) 836-7900

ORANGE COUNTY

T

F I

C I

C O

E E

T

E C

T R

O N

G I

T A

L

G N

A L

D

L E

G

A

PILE DATA TABLE AND NOTES

B1-05

EFW 03-22

PILE DATA TABLE

DESIGN CRITERIAINSTALLATION CRITERIA

(TONS)

RESISTANCE

BEARING

NOMINAL

(FT)

ELEVATION

TIP

MINIMUM

(TONS)

DRAG

DOWN

(TONS)

RESISTANCE

SCOUR

TOTAL

(TONS)

RESISTANCE

SCOUR

NET

(TONS)

LOAD

UPLIFT

DESIGN

FACTORED

Ø

M P

R E

S S I O

N

TABLE DATE 01/01/16

(TONS)

RESISTANCE

UPLIFT

NOMINAL

Ø

P

L I F

T

(IN)

SIZE

PILE

(FT)

LENGTH

PILE

TEST

(FT)

ELEVATION

JET

REQUIRED

(FT)

ELEVATION

PREFORM

REQUIRED

(FT)

ELEVATION

SCOUR

100-YEAR

(TONS)

LOAD

DESIGN

FACTORED

STATIONING

BENT

14 31 N/A (SEE NOTE 3) 38 N/A N/A 20 N/A N/A N/A N/A N/A N/A

NOTES

Ø

FACTORED DESIGN LOAD + NET SCOUR RESISTANCE + DOWN DRAG ≤ NOMINAL BEARING RESISTANCE

FOR DETAILS REGARDING DRAINAGE, SEE ROADWAY PLANS. 14.

FOR DETAILS REGARDING UTILITIES, SEE UTILITY ADJUSTMENT SHEETS IN THE ROADWAY PLANS.13.

PILES AND NO ADDITIONAL PAYMENT WILL BE PROVIDED.

ALL COSTS ASSOCIATED WITH ALTERNATE DESIGNS, FABRICATION, AND INSTALLATION, SHALL BE INCIDENTAL TO THE COST OF THE PILES AND TEST 12.

DRAWINGS SHALL INCLUDE AN UPDATED FOUNDATION LAYOUT.

PROFESSIONAL ENGINEER FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. IF PILE LOCATIONS OR SPACING ARE CHANGED, THE SHOP

ALTERNATIVE CONCRETE PILING DESIGNS ARE ALLOWED. SUBMIT CALCULATIONS AND SHOP DRAWINGS SIGNED AND SEALED BY A LICENSED FLORIDA11.

ENSURE THAT ACTIVE UTILITIES ARE PROPERLY MAINTAINED DURING CONSTRUCTION.

CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN DETERMINATION TO AVOID DAMAGE. THE CONTRACTOR IS TO

THE CONTRACTOR IS TO VERIFY ALL UTILITIES AND NOTIFY ALL INVOLVED UTILITY COMPANIES PRIOR TO EXCAVATION, PILE DRIVING OR10.

FOR DETAILS REGARDING SPT SOIL BORINGS, SEE "REPORT OF SPT BORINGS" SHEETS. 9.

NO JETTING WILL BE ALLOWED WITHOUT APPROVAL FROM THE ENGINEER.8.

MONITORING IS TO BE INCLUDED IN THE CONTRACT UNIT COST FOR PAY ITEM 999-2, BOARDWALK LUMP SUM.

SPECIFICATIONS SECTION 108. THE COST OF ALL MATERIAL, LABOR, EQUIPMENT AND TIME ASSOCIATED WITH SUCH PROTECTION AND

DURING PILE DRIVING ACTIVITIES, THE CONTRACTOR IS TO PROTECT AND MONITOR EXISTING STRUCTURES IN ACCORDANCE WITH 7.

RESISTANCE. SET CHECK AND RE-DRIVES ARE TO BE CONDUCTED IN ACCORDANCE WITH SPECIFICATIONS SECTION 455-5.11.4.

THE CONTRACTOR IS TO ANTICIPATE SET CHECKS AND RE-DRIVES WILL BE REQUIRED TO ACHIEVE THE REQUIRED NOMINAL BEARING 6.

ELEVATIONS, AND INCLUDE PILE CUT-OFF ELEVATIONS IN SHOP DRAWINGS.

SUPERSTRUCTURE DEPTHS VARY BASED ON PROPRIETARY BOARDWALK SYSTEM USED. CONTRACTOR TO CALCULATE PILE CUT-OFF 5.

PERFORMED ON ALL TEST PILES WITH A PILE DRIVING ANALYZER (PDA) OR APPROVED EQUAL PER SPECIFICATIONS SECTION 455-5.13.

DRIVE TEST PILES IN THE POSITION OF A PERMANENT PILE OR AS DIRECTED BY THE ENGINEER. A DYNAMIC LOAD TEST IS TO BE 4.

MINIMUM TIP ELEVATION IS TO BE IN ACCORDANCE WITH SPECIFICATIONS SECTION 455-5.9.3.

DRIVE PILES TO THE NOMINAL BEARING RESISTANCE IN ACCORDANCE WITH SPECIFICATIONS SECTION 455 AND AS FOLLOWS:2.

ALL PILES ARE TO BE 14" SQUARE PRESTRESSED CONCRETE IN ACCORDANCE WITH STANDARD PLANS INDEXES 455-001, 455-002 AND 455-014.1.

JMHL 03-22

STA. 2022+79.28

STA. 2021+79.78 TO

0.65

REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:

Plotted By: JArnemann 4/10/2023 8:16:40 AM P:\Projects20\20-0318.000_Orange_Co-Lake_Apopka_Trail_Connector_SU\Struct\PileData01.dgn

941 Lake Baldwin Lane, Orlando, FL 32814

Phone: (407) 896-0594 Fax: (407) 896-4836

/6 /2

:0

:0

A

M

R E

V

IS

IO

N DESCRIPTION:

REVISION

LAST

ofSTANDARD PLANS

FY 2023-24 SHEETINDEX

SQUARE PRESTRESSED CONCRETE PILES

- TYPICAL DETAILS & NOTES

1 1 455-00111/01/22

W3.4 (All others)

W4.0 (30" Piles)

Spiral Ties -

C o v e r

Cover

3"

(Feet)

Length

Pile

Maximum

Transportation Detail

Required Storage and

TYPICAL COVER

DETAIL SHOWING

FOR MOLD FORMS

TYPICAL PILE SHAPE

Compound or an Epoxy Mortar as recommended by the Manufacturer.

Epoxy Compound in accordance with Specification Section 962. Use an Epoxy Bonding

6. Pile Splices: Fill dowel holes and form the joint between pile sections with a Type AB

B. One full turn required for spiral splices.

A. Tie each wrap of the spiral strand to a minimum of two corner strands.

5. Spiral Ties:

under final conditions in accordance with Specification Section 450.

C. Protect all strands permanently exposed to the environment and not embedded

B. Prestressing Strands: Meet the requirements of Specification Section 933.

A. Bars: Meet the requirements of Specification Section 415.

4. Carbon-Steel Reinforcing:

B. High Moment Capacity Piles: 6,500 psi minimum.

A. Piles: 4,000 psi minimum.

3. Concrete strength at time of prestress transfer:

the use of Highly Reactive Pozzolans is required.

C. See “GENERAL NOTES” in the Structures Plans for locations where

B. High Capacity Splice Collar: Class V.

(Index 455-031).

A. Piles: Class V, except use Class VI for High Moment Capacity Pile

2. Concrete:

the Structures Plans.

Capacity Square Prestressed Concrete Pile (Index 455-031) and the Pile Data Table in

Prestressed Concrete Pile Standards (Index 455-012 thru 455-030), the High Moment

1. Work this Index with the Square Prestressed Concrete Pile Splices (Index 455-002), the

L

Chamfer (Typ.)

" 4

31" Rad. or

" Max.4

D

" Max.4

D

" Max.4

D

" Max.4

48 52

107 121

68 87

2, 3, or 4 point

2, 3, or 4 point

3 or 4 point 3 Point

2 Point

1 Point

Support Points

Tie Down and0.21L0.58L

L

0.21L

0.145L 0.355L

L

0.355L 0.145L Tie Down and

Support Points

Tie Down and

Support Points

0.107L0.262L0.262L0.262L0.107L

Pick-up Points

0.145L

L

0.355L0.355L0.145L

L

Pick-up Points

0.21L0.58L0.21L

L

Pick-up Point

0.3L0.7L

PRESTRESSED CONCRETE PILE NOTES:

2-POINT SUPPORT

3-POINT SUPPORT

4-POINT SUPPORT

STORAGE AND TRANSPORTATION SUPPORT DETAILSPILE PICK-UP DETAILS

3-POINT PICK-UP

2-POINT PICK-UP

1-POINT PICK-UP

TABLE OF MAXIMUM PILE PICK-UP AND SUPPORT LENGTHS

D = Square Pile Size (inches)

24 30181412 Pick-Up Detail

/6 /2

:0

:1

A

M

R E

V

IS

IO

N DESCRIPTION:

REVISION

LAST

SQUARE PRESTRESSED CONCRETE PILE SPLICES

11/01/22 1 1 455-002 dowels in place to fill hole with

Epoxy compound

(see Splice Details) preformed holes

" Ø Drilled orƂ1

Dowels

No. 10 epoxy compound

Form to retain

Full epoxy compound joint

See Section F-F.

steel cast with pile.

Auxiliary reinforcing

Detail A

See

Dowels

No. 10

Detail A

See

Dowels

No. 10

Build-up

Full length of

No. 10 Dowels

Detail A

See

BEFORE BONDING

SPLICE

PILE SPLICE DETAIL

PRESTRESSED PRECAST

DRIVABLE PLANNED

PILE SPLICE DETAIL

PRESTRESSED PRECAST

DRIVABLE UNPLANNED

pile (see Note No. 4)

4'-2" long, in driven

Preformed holes, required flat surface

No chamfer, compound joint

Full epoxy

PILE BUILD-UP DETAIL

REINFORCED C-I-P

UNPLANNED

or Footing

Bent Cap, Pile Cap

C-I-P Concrete

Elevation

Pile Cut-off

See Note 5.

Elevation;

Pile cut-off

Cap/ Footing to

Extended into

No. 10 Dowels

-0

M a x development as approved by the Engineer.

5. For tension piles where top of Prestressed Pile is less than 3 feet below Pile Cut-off Elevation, extend No. 10 Dowels into cap beyond Pile Cut-off Elevation to achieve

Use 2" diameter ducts with a minimum corrugation (rib) height of 0.12 in. fabricated with either welded or interlocked seams. Galvanizing of welded seams is not required.

holes; use either removable preforming material or stay-in-place corrugated galvanized steel ducts meeting ASTM Specification A653, Coating Designation G90, 26 gauge.

4. When preformed dowel holes are used, continue the 1" spiral tie pitch to 4'-0" below the head of the pile, See Index 455-018, 455-020 & 455-024. For preformed

Mechanical Pile Splices on the Approved Products List (APL).

3. When pile splices are necessary due to shipping and handling limitations, use the "Drivable Planned Prestressed Precast Splice Detail" or

2. Prestressing strands, spiral ties and/or reinforcement are not shown for clarity.

1. For Sections D-D, E-E, & F-F see Index 455-012 thru 455-030 for applicable concrete pile size and Pile Splice Reinforcement Details.

NOTES:

PILE BUILD-UP DETAIL

REINFORCED PRECAST

NON-DRIVABLE UNPLANNED

AFTER BONDING

SPLICE

D ri v e n p re s tr e s s e d p il e

D o w e l E x te n s io n

P lu s ƅ

D o w e l e x te n s io n

B u il d

-u p s e c ti o n

S p li c e o r

Gasket ƀ

(f in a l th ic k n e s s ƅ

(a p p li e d

D o w e l e x te n s io n

D ri v e n p re s tr e s s e d p il e

M in im u m

S p li c e S e c ti o n

S p li c e s e c ti o n

D o w e l e x te n s io n

D ri v e n p re s tr e s s e d p il e

(T y p

S p li c e s e c ti o n

M in im u m

S p li c e S e c ti o n

1" Cover at End

P il e

B u il d

-u p

D ri v e n p re s tr e s s e d p il e

(T y p

D o w e l e x te n s io n

DETAIL A

E

FF

E

EEDD

M in im u m

M a x im u m

P il e B u il d -u p

(T y p

D o w e l E m b e d m e n t

DD

Build-up

C-I-P Pile

Prestressed Pile

Top of

/1

/2

:4

:5

A

M

R E

V

IS

IO

N DESCRIPTION:

REVISION

LAST

14" SQUARE PRESTRESSED CONCRETE PILE

01/01/12 1 1 455-014

(Typ.)

3" Cover

(Full Length)

4 ~ No. 8 Bars

Dowels

4 ~ No. 10

Spiral Ties

W3.4

(Typ.)

3" Cover

Strands

Prestressing

Dowels

4 ~ No. 10

(Typ.)

3" Cover

Spiral Ties

W3.4

Strand Patterns

See Alternate

Spacing

Spiral Tie

" Ø, Grade 270 LRS, at 16 kips8

16 ~

" Ø, Grade 270 LRS, at 21 kips16

12 ~

" Ø, Grade 270 LRS, at 31 kips2

8 ~

" Ø (Special), Grade 270 LRS, at 31 kips2

8 ~

8 ~ 0.6" Ø, Grade 270 LRS, at 33 kips

6" pitch, full length

W3.4 Spiral Ties @ concrete section of the pile.

The total strand pattern shall be concentric with the nominal strands equally spaced between the corner strands.

Place one strand at each corner and place the remaining

The strands shall be located as follows:

2. Any of the given Alternate Strand Patterns may be utilized.

Prestressed Concrete Pile Splices.

Square Prestressed Concrete Piles and Index 455-002 - Square

1. Work this Index with Index 455-001 - Typical Details and Notes for

NOTES:

14"

"4

1"4

(See Non-Drivable Unforeseen Reinforced Precast Splice Detail)

14"

"4

1"4

(See Drivable Unforeseen Prestressed Precast Splice Detail)

14"

W3.4 Spiral Ties

16 Turns @ 3" Pitch

5 Turns @ 1" Pitch

1" 6" Pitch 16 Turns @ 3" Pitch

5 Turns @ 1" Pitch

1"

A

A

ELEVATION

ALTERNATE STRAND PATTERNS

SECTION A-A

PILE SPLICE REINFORCEMENT DETAILS

SECTION E-E

SECTION D-D" x 3" Chamfer (Typ.)4

� Pile

� Pile

� Pile

� Pile

/1

/2

:2

:5

A

M

R E

V

IS

IO

N DESCRIPTION:

REVISION

LAST

BRIDGE PEDESTRIAN/BICYCLE RAILING

(STEEL)

1 3 11/01/17 515-051 spaced between open joints) top of Concrete Curb (Equally

" V-Groove in both faces &2

Open Joint

� Intermediate

Curb

Concrete

� Post� Post

6" Max.

7" Min.6" Min.See Detail "B", Sheet 3

Rail Field Splice Joint (Typ.)

Post (Typ.)

(Scheme 2 shown with Post "A", other Schemes similar, Reinforcing Steel not shown for clarity)

ELEVATION OF INSIDE FACE OF RAILING

4ƃ" Max. Gap

Type 1 - Picket Infill Panel shown

Varies (See Plans)

Infill Panel Type

See Detail "B", Sheet 3

Rail Expansion Joint (Typ.)

5'-7" (Max.) ~ Type "B" Post Only

7'-3" (Max.) ~ Type "B" Post

5'-7" (Max.) ~ Type "A" Post or

Approach Slab

& Begin or End Bridge

Front Face of Backwall 1'-0"

Min.Bridge Deck/Sidewalk

Deck Joint *

Open Joint (6)

" Intermediate4

1'-0"

Min. Min. 6"

" V-Groove2 1Spacing

Begin or End Approach Slab

Edge of Approach Slab (Coping)

Approach Slab Concrete Curb

Inside face of spaced between open joints) top of Concrete Curb (Equally " V-Groove in both faces and2

Coping (Typ.)

Bridge Deck/Sidewalk

" Intermediate 4

(Scheme 2 shown, other Schemes similar, Reinforcing Steel not shown for clarity)

PLAN

Approach Slab

Begin or End

@ 70°F

30'-0" (Maximum)

48" SHBR**

42" PBR**

Silicone Sealant for Pre-cured

See Sheet 3

Deck Joint (5) *

Open Joint (6C) railing continuation or termination see Contract Plans for actual

Index 515-052 Railing shown, and reinforcing steel (Scheme 2) are included in the bridge deck quantities.

7. Payment: Support bracket (Scheme 3) is incidental to the cost of railing. Curb concrete traffic railing.

C. Provide ¾” Intermediate open joints in curbs coinciding with the ¾” joints in the level transversely. See Concrete Curb Details Sheet 3.

B. Construct Concrete Curb (Scheme 2) vertical with the top surface finished

A. Match open curb joints at Deck Expansion Joint locations to the deck joint dimension.

6. Curbs:

B. For treatment of railings on skewed bridges see Index 521-427.

must be reduced to 3½”.

between adjacent pickets, or panels at Rail Expansion Joints above Deck Joints

A. For thermal movement greater than 4” (up to a maximum of 5”), clear opening

5. Railings:

concrete type, deck expansion joint locations and orientations, and thermal movement.

4. See Structures Plans, Superstructure Sheets for bridge information including pads that meet the requirements of Specification Section 932 for Ancillary Structures.

D. Bearing Pads: Provide ƃ” Plain, Fabric Reinforced or Fabric Laminated bearing

C. Pre-cured Silicone Sealant: Specification Section 932

B. Concrete: Same as bridge deck

c. Bottle-guard (Schemes 1 & 3) L-shape: ASTM A36

b. Support Bracket (Scheme 3) L-shape and Stiffener Plate: ASTM A36

a. Fasteners: Hex Head Bolt ASTM A307, Hex Nuts ASTM A563, Washers ASTM F436

A. Steel: Galvanized after fabrication

3. Materials:

Specification Section 515. Refer to the SPI for Design Criteria and Limits of Use.

2. Work this Index with Index 515-052 Bicycle/Pedestrian Railing Details (Steel) and

1. Shop Drawings are required.

NOTES:

PBR~Pedestrian/Bicycle Rail

** SHBR~Special Height Bicycle Rail

Deck Joint at � Pier or Intermediate Bent similar.

* Deck Joint at Begin Bridge or End Bridge shown;

/1

/2

:2

:5

A

M

R E

V

IS

IO

N DESCRIPTION:

REVISION

LAST

11/01/17 2 3 515-051

"8

"8

Embedment

1'-0" Min.

" Cope2

Termination (Typ.)

" (Max.) Weld2

1"

"2

L8 x 6 x

" ℅ StiffenerƁ

Bridge Deck non-shrink grout

Fill void with

� Bolt & Post

" ℅16

4"4"

"2 12 "2 for Anchor Bolts " Ø Holes16

� Bolt & Post

" ℅ Stiffener4

Angle Assembly "2

1� L8 x 6 x

Angle Assembly

� Bolt, Rail Post &

"2 114"

3""2 12"2

4""2

3"

(Typ.)

" ℅ Stiffener4

SCHEME 3 - SIDE-MOUNTED SUPPORT BRACKET DETAILS

ELEVATION VIEW TYPICAL SECTION

PLAN VIEW

PLATE WASHER DETAIL

Long Slotted Hole

" ƈƎ" x 2

(Centered)

" Ø HoleƎ

Drilled Hole

Ɔ" Ø Core

2" (Typ.)

(Typ.)

Bottle Guard

3"

11"

Anchor Hex Nut & Flat Washer " Ø x 1'-2" Adhesive4

32 ~

Pad (8" x 11") " Thick Bearing8

E m b e d

@ 1'-0" sp.

Bars 4P

4" 4" "2

Const. Joint permitted

(away from Coping) Slope 2% Max.

V a ri e s th ic k n e s s

D e c k

(D e c k

M in

Embedment

1'-0" Min.

(M in

Bars 4S

8"

C o v e r (T y p

"4

Bridge Coping

(See Plans) to be removed

Existing railing

� Bolts & Post � Bolts & Post

Hole

Drilled

Core

1" Ø chamfers

Curb with Ƃ"xƂ"

� Bolts & Post

"2

Bridge Deck Sidewalk le n g th

B o lt from drop-off) Slope 2% Max. (away

(centered) " Ø Hole16

Coping

Bridge

M in

M in

6"

T h ru

-B o lt

O p ti o n B

A d h e s iv e A n c h o r

(O p ti o n A

E m b e d

Detail on Sheet 3)

Bottle-Guard (See ƃ" Thick Bearing Pad (Typ.)

S

H B

R

P

B R ƃ" Thick Bearing Pad (Typ.)

WASHER DETAIL

THRU-BOLT PLATE

Ɖ" ℅

P

B R

S

H B

R fo r

S H

B R fo r P

B R

CURB MOUNTED RAILING

TYPICAL SECTION THROUGH

SCHEME 2 -

ƃ" Thick Bearing Pad (Typ.)

& Plate Washer under Head

Hex Nuts, Flat Washer under Nut

Ɔ" Ø Hex Head Bolt with double

SIDE MOUNTED RAILING (RETROFIT)

TYPICAL SECTION THROUGH

SCHEME 3 -

S

H B

R

P

B R

Section

See Typical

Detail on Sheet 3)

Bottle-Guard (See

Flat Washer

SCHEME 1 - TYPICAL SECTION THROUGH DECK MOUNTED RAILING

(Thru-Bolt Option)

SCHEME 1B - DETAILS

(Adhesive Anchor Option shown)

SCHEME 1A - DETAILS

Plate Washer

Thru-Bolt

Nut & Plate Washer under Head

Hex Nut, Flat Washer under

Ɔ" Ø Hex Head Bolt with and Plate Washer under Head

Hex Nut, Flat Washer under Nut

1 ~ Ɔ" Ø x 3" Hex Head Bolt with

Single-Slope shown, see Plans)

Schemes (Type Varies, 36"

Traffic Railing required for all

Index 515-052 Railing

Pedestrian/Bicycle Railing

Index 515-052, Bicycle Railing

515-052, Pedestrian/

Modified height Index Railing

Pedestrian/Bicycle

Index 515-052, /1

/2

:2

:5

A

M

R E

V

IS

IO

N DESCRIPTION:

REVISION

LAST

11/01/16 3 3 515-051

2"±

1'-2"

2"

6" Min.

T y p

S lo t

8" Top Rail or

Curb Intermediate Open Joint

") ~ Field Splice Slip Joint or4

" (± 4

Bottom Rail section

Intermediate or

Handrail Section

Top Rail or

Pickets (Typ.)

DETAIL "B" EXPANSION JOINT (FIELD SPLICE SIMILAR)

ROUND RAILS - TOP RAIL OR HANDRAIL

1"

SQUARE RAILS - INTERMEDIATE OR BOTTOM RAIL

"3

Set Screws *

2"

Posts

Posts

Expansion Joint

Connection

Field Splice & Typ. Post

Deck Expansion Joint

Field Splice Slip Joint ƀ"R (Typ.)

6Ƃ"

1'-5"

3" Min.

3" Min.6Ƃ"

6" Min.

3" Min.

(bottom only)

Ƈ" Slit

1" NPS (Sch. 40) for handrails

2.50 OD x 0.125 Wall for top rail

Steel Sleeve:

and bottom rails for intermediate

1.50 OD x 0.125 Wall

Steel Sleeve:

SLEEVE DETAIL (Bottom Side Shown)

INTERMEDIATE OR BOTTOM RAIL - STEEL

but not greater than 3".

**** Expansion Joint opening shall match the clear opening in the deck joint greater than 2".

*** Increase handrail sleeve embedment to 8" for Expansion Joint openings

** Embedded length may be 4" for plug welded connection.

substituted for the two set screws at expansion joints.

set flush against the rail surface. A Ƃ" Ø plug weld may be

Set Screws along outside face of railing. Set screws must be

* Ɓ" Ø x Ƃ" Pan Head Stainless Steel (Type 316 or 18-8 Alloy)

(Expansion sides only)

1" Picket Slot movement

6" Max. @ maximum

6" **

6" **

6" *** Handrail

Varies **** ~ Deck Expansion Joint

Sealant (4" wide)

Pre-cured Silicone

AT INTERMEDIATE OPEN JOINT

DETAIL "A" - SECTION

SCHEME 3 - BOTTLE GUARD DETAIL

Bottom Rail

@ 2'-0" sp.

Screws (18-8 SS)

#10 x ƅ" Pan Head

(Post Not Shown for Clarity)

TYPICAL SECTION THROUGH BOTTOM RAIL

Ɓ"

Ɓ"

SCHEME 1 - BOTTLE GUARD DETAIL

(Post Not Shown for Clarity)

TYPICAL SECTION THROUGH BOTTOM RAIL

Bottom Rail

@ 2'-0" sp.

Screws (18-8 SS)

#10 x ƅ" Pan Head

Ɓ" Ɓ" and Screws

� Rail, Bottle-Guard

1ƀ" x 2ƀ" x ƃ" �

Bottle Guard

1ƀ" x 1ƀ" x ƃ" �

Bottle Guard

Guard and Screws

� Rail, Bottle-

See Sheet 1 for Bridge Railing Notes.

CROSS REFERENCE:

CY/LF

LB/LF

As Reqd.

As Reqd.

SCHEME 2 - CONCRETE CURB DETAILS

CURB REINFORCING STEEL NOTES:

INTERMEDIATE JOINT SEAL NOTE:

Concrete

Reinforcing Steel 4.01

0.0124

D19.7 (Horizontal) (Typ.)

D19.7 (Vertical)

Lap

1'-9" Min.

Splice Each Longitudinal Wire)

D19.7 or #4 Bar (Lap

(Typ.)

1'-0" 4"

D19.7 (Typ.)

" are not permitted.4 3 greater than 4

NOTE: Place wire panels to minimize the end overhang. End Overhangs

4"

2'-0"4

4S

P

QUANTITYUNIT

QUANTITIES (SCHEME 2)

ESTIMATED CONCRETE CURB

ITEM

BAR 4SBAR 4P

MARK SIZE LENGTH

BILL OF REINFORCING STEEL

STEEL BENDING DIAGRAMS

CONVENTIONAL REINFORCING

(Between WWR Sections)

SPLICE DETAIL

ALTERNATE REINFORCING (WWR) DETAILS

application of bonding agent.

and remove all curing compound and loose material from the surface prior to

Pre-cured Silicone Sealant. Apply sealant prior to any Class V finish coating

At Intermediate Open Joints, seal the lower 6" portion of the open joint with of Specification Section 931 may be used in lieu of all Bars 4P and 4S.

5. Deformed Welded Wire Reinforcement (WWR) meeting the requirements

Bar splices for Bars 4S shall be a minimum of 1'-8".

4. Bars 4S may be continuous or spliced at the construction joints.

3. All reinforcing steel at the open joints shall have a 2" minimum cover.

the same as detailed for an 8" deck.

2. The reinforcement for the curb on a retaining wall shall be

1. All bar dimensions in the bending diagrams are out to out. Ƃ" Chamfer (Typ.)

sharp edges (Typ.)

of rails to remove

Round over both ends

WWR SECTION DETAIL

/6 /2

:0

:3

P M

R E

V

IS

IO

N DESCRIPTION:

REVISION

LAST

ofSTANDARD PLANS

FY 2023-24 SHEETINDEX

81515-052

PEDESTRIAN/BICYCLE RAILING (STEEL)

11/01/18

NOTES

MEMBER DESIGNATION

DIMENSION

OUTSIDE

THICKNESS

WALL

Top Rail

Top Rail Joint/Splice Sleeves

Intermediate & Bottom Rail

Int. & Bottom Rail Post Connection Sleeve

Handrail Joint/Splice Sleeves

Handrails

Handrail Support Bar

1ƀ" NPS (Sch. 40)

Ƃ" Ø Round Bar

2.50" x 1.50"

2.00" x 2.00"

1.500"

1.900"

0.750"

0.750"

0.125"

0.145"

0.125"

0.188"

N/A

N/A

Ƃ" Ø Round Bar

TABLE 1 - RAILING MEMBERS

(1)

VariesVaries (See Details) VariesInfill Panel Members (Types 2 - 5)

Pickets (Type 1 Infill Panel)

(42" Height shown, 48" Height Similar)

3D VIEW OF RAILING WITH TYPE 1 - PICKET INFILL PANEL

2.500" 0.125"

3.000"

2.875"

0.120"

0.120"

(1)

2.50" x 1.50" 0.188"Post "B"

Post "A"

End Hoops 3.000"

2.875"

0.120"

0.120" except that Post Connection Sleeve must be 1Ɓ" NPS (Sch. 40).

(1) 0.125" wall thickness permitted for rails with post spacings less than 5'-8", TABLE 1 NOTES:

1.500"

1.315"

0.125"

0.133"

Detail “K”, Sheet 3

Detail “B”, Sheet 4

CROSS REFERENCES: Detail “A”, Sheet 4

HSS 1.500 x 0.125

1" NPS (Sch. 40)

HSS 1.500 x 0.125

HSS 2 x 2 x ƈ

HSS 2.500 x 0.125

HSS 3.000 x 0.120

2ƀ" NPS (Sch. 10)

HSS 3.000 x 0.120

2ƀ" NPS (Sch. 10)

HSS 2ƀ x 1ƀ xƈ

HSS 2ƀ x 1ƀ xƃ

12. Installation: Cutting of reinforcing steel is permitted for post installed anchors.

B. Three or more steps

A. Grades Steeper than 5%,

11. Handrails are required and must be continuous at landings for:

10. For curved longitudinal alignments, shop bend the top and bottom rails and handrails to match the alignment radius.

corner but not at the corner apex.

, position posts a maximum of 2’-0” each side of the o

9. For changes in tangential longitudinal alignment greater than 45 mitered end sections when handrails are not required.

8. Make corners and changes in tangential longitudinal alignment with a 9” bend radius or terminate adjoining sections with

7. For intermediate and bottom horizontal rails, the screwed joints shown may be substituted with alternate joints shown in detail “K”.

top rail must be continuous across a minimum of two posts.

6. Field splices are similar to the Expansion Joint Detail and may be approved by the Engineer to facilitate handling; but the

Expansion Joint.

5. Maximum spacing between expansion joints is 40’-0”. Locate an Expansion Joint between the posts on either side of the Deck

4” sphere requirement is indicated in the Data Tables.

parallel to the longitudinal grade. Maintain a maximum clear opening of 5Ɔ” for standard installations and 3Ɔ” when a

4. Fabricate pickets and vertical panel elements parallel to the posts; except Type 2, 3 and 5 panel infills may be fabricated requirements of Specification Section 932 for Ancillary Structures.

Bearing Pads: ƃ” Plain, Fabric Reinforced or Fabric Laminated pads that meet the H.

G. Shims: ASTM B209 Alloy 6061

e. Plate Washers: ASTM A36 or ASTM A706 Grade 36.

d. Flat Washers: ASTM F436

c. Hex Nuts: ASTM A563

b. Adhesive Anchors: ASTM F1554 fully threaded rods, Grade 55

2. Ɗ” four bolt option, Grade 55

1. Ɔ” diameter single bolt option, Grade 36

a. Hex Head Bolts: ASTM A 307

F. Galvanized Steel Fasteners: coated in accordance with Specification Section 962.

E. Stainless steel (SS) screws: Type 316 or 18-8 Alloy

D. U-Channels and filler plates: ASTM A36 or ASTM A1011 (Grade 36).

C. Steel Plate: ASTM A36 or ASTM A709 Grade 36

B. Structural Tube: ASTM A500 Grade A, B, C, or D or ASTM A501 and ASTM A36 for bars.

A. Pipe Rails and Pickets: ASTM A500 Grade B, C or D, or ASTM A53 Grade B for standard weight pipe (Schedule 40)

3. Materials:

2. For bridge mounted railings work this Index with Index 515-051 Bridge Bicycle/Pedestrian Railing

1. Shop Drawings are required; see Specification Section 515

Notes:

/6 /2

:0

:3

P M

R E

V

IS

IO

N DESCRIPTION:

REVISION

LAST

ofSTANDARD PLANS

FY 2023-24 SHEETINDEX

82515-052

PEDESTRIAN/BICYCLE RAILING (STEEL)

11/01/16

6"

9"R

5"

5"

" NPS Sch. 40ƀHandrail ~ 1 continuous at landings between runs)

Handrail required for ramps (Handrail �…