SITE LOCATION

AREA LOCATION MAP

EXPIRES:

LICENSE

DATE;

CIVIL, P.E.

RTP PROJECT - ATTACHMENT A

REPAIR POST OAK TRAIL PH.-3

SITE: GIANT CITY STATE PARK

UNION COUNTY. ILLINOIS

G-101 COVER SHEET

SHEET INDEX:

G-102 GENERAL NOTES

IDNR FILE NO. 5-24-019

C-101 DEMOLITION PLAN

C-102 PROPOSED CONDITIONS AND GRADING

C-103 DETAILS

S-01 GENERAL NOTES

S-02 VIEWING DECK FOUNDATION PLAN

S-03 VIEWING DECK ELEVATIONS AND SECTIONS

S-04 BRIDGE 3 PLAN AND ELEVATION

S-05 BRIDGE 4 & BRIDGE 5 PLANS AND ELEVATIONS

S-06 BRIDGE 3, 4, AND 5 FOUNDATION DETAILS

S-07 FRAMING DETAILS

CHECK:DRAWN:DESIGN:

2025 HURST-ROSCHE, INC.

PROJECT NO:

DATEMK. DESCRIPTION

DATE:

HILLSBORO, IL

EAST ST. LOUIS, IL

MARION, IL

SPRINGFIELD, IL

ARNOLD, MO

NASHVILLE, TN

200 N MARKET STREET

MARION, IL

PH: 618.998.0075

Hurst-Rosche, Inc.

PROFESSIONAL DESIGN NUMBER: 184-000298

www.hurst-rosche.com

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COVER SHEET

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BY BASE BID:

PROPOSED BRIDGE 4

REPLACEMENT

BY BASE BID:

PROPOSED BRIDGE 3

REPLACEMENT

BY BASE BID:

PROPOSED

BRIDGE 5

REPLACEMENT

EXISTING

BRIDGE 2

BY BASE BID: EXISTING

OBSERVATION DECK

REPLACEMENT

BY ALTERNATE BID

NO. 1 PROPOSED

ASPHALT PARKING

LOT IMPROVEMENT

EXISTING

BRIDGE 1

POST OAK

POND

GRAVEL

GRAVEL

ASPHALT/ OIL & CHIP

BERM

GRAVEL

ASPHALT/ OIL & CHIP

ACCESS FROM GIANT

CITY LODGE ROAD

(±350' OFF MAP)

NOTE:

ALL TRAIL/SIDEWALK

CONCRETE UNO

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CHECK:DRAWN:DESIGN:

2025 HURST-ROSCHE, INC.

PROJECT NO:

DATEMK. DESCRIPTION

DATE:

HILLSBORO, IL

EAST ST. LOUIS, IL

MARION, IL

SPRINGFIELD, IL

ARNOLD, MO

NASHVILLE, TN

200 N MARKET STREET

MARION, IL

PH: 618.998.0075

Hurst-Rosche, Inc.

PROFESSIONAL DESIGN NUMBER: 184-000298

www.hurst-rosche.com

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GENERAL NOTES

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0' 40' 80'

Ned Enrietto Polygon

Ned Enrietto Polygon

Ned Enrietto Polygon

Ned Enrietto Polygon

0' 5' 10'

CHECK:DRAWN:DESIGN:

2025 HURST-ROSCHE, INC.

PROJECT NO:

DATEMK. DESCRIPTION

DATE:

HILLSBORO, IL

EAST ST. LOUIS, IL

MARION, IL

SPRINGFIELD, IL

ARNOLD, MO

NASHVILLE, TN

200 N MARKET STREET

MARION, IL

PH: 618.998.0075

Hurst-Rosche, Inc.

PROFESSIONAL DESIGN NUMBER: 184-000298

www.hurst-rosche.com

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DEMOLITION PLAN

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ALL WORK ON THIS SHEET

BY ALTERNATE BID NO. 1

655.61

0' 5' 10'

CHECK:DRAWN:DESIGN:

2025 HURST-ROSCHE, INC.

PROJECT NO:

DATEMK. DESCRIPTION

DATE:

HILLSBORO, IL

EAST ST. LOUIS, IL

MARION, IL

SPRINGFIELD, IL

ARNOLD, MO

NASHVILLE, TN

200 N MARKET STREET

MARION, IL

PH: 618.998.0075

Hurst-Rosche, Inc.

PROFESSIONAL DESIGN NUMBER: 184-000298

www.hurst-rosche.com

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PA

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350-0794

PROPOSED

CONDITIONS AND

GRADING

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ALL WORK ON THIS SHEET

BY ALTERNAT BID NO. 1

RESERVED

PARKING

$250 FINE*

CHECK:DRAWN:DESIGN:

2025 HURST-ROSCHE, INC.

PROJECT NO:

DATEMK. DESCRIPTION

DATE:

HILLSBORO, IL

EAST ST. LOUIS, IL

MARION, IL

SPRINGFIELD, IL

ARNOLD, MO

NASHVILLE, TN

200 N MARKET STREET

MARION, IL

PH: 618.998.0075

Hurst-Rosche, Inc.

PROFESSIONAL DESIGN NUMBER: 184-000298

www.hurst-rosche.com

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DETAILS

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X:

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ALL WORK ON THIS SHEET BY ALTERNATE BID NO. 1

2025 HURST-ROSCHE, INC.

PROJECT NO:

DATEMK. DESCRIPTION

DATE:

NASHVILLE, TN

ARNOLD, MO

SPRINGFIELD, IL

HILLSBORO, IL

EAST ST. LOUIS, IL

PH: 618.998.0075

MARION, IL

200 N. MARKET STREET

Hurst-Rosche, Inc.

CJCAEJJC

PROFESSIONAL DESIGN NUMBER: 184-000298

EXPIRES: NOV 30, 2026

ILS STRUCTURAL N0. 7200

CHASE CONNOR, P.E., S.E.

BRIDGE 3

BRIDGE 4

BRIDGE 5

PARKING LOT

VIEWING DECK

www.hurst-rosche.com

GENERAL NOTES

S-01

350-0794

4/29/2025

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2. TIMBER:

PLANS.

ALL CUT OR BORED TIMBER. FIELD DRILLING OF HOLES SHALL NOT BE ALLOWED UNLESS OTHERWISE NOTED ON

F. SUBMIT SHOP DRAWINGS FOR ALL BRIDGE COMPONENTS. SHOW ALL DIMENSIONS AND FABRICATION DETAILS FOR

SHALL BE FILLED WITH PRESERVATIVE PRIOR TO INSERTING THE FASTENERS.

TREATMENT SOLUTION. WHERE APPROVED FIELD DRILLING OF BOLT OR NAIL HOLES IS REQUIRED, THE HOLES

CUTS APPROVED BY CONTRACTOR SHALL BE CAREFULLY TRIMMED AND GIVEN THREE BRUSH COATS OF THE FIELD

E. COPPER NAPHTHENATE (2% SOLUTION) SHALL BE FURNISHED FOR FIELD TREATING. ALL ABRASIONS AND FIELD

- COPPER NAPHTHENATE (CUN) IN HEAVY OIL (TYPE A SOLVENT)

- PENTACHLOROPHENOL IN HEAVY OIL (TYPE A SOLVENT)

- AWPA USE CATEGORY SYSTEM (U1) FOR USE CATEGORY 4B GROUND CONTACT-HEAVY DUTY (UC4B)

2. STRINGERS AND BACKING PLANKS:

- COPPER NAPHTHENATE (CUN) IN LIGHT OIL (TYPE C SOLVENT)

- PENTACHLOROPHENOL IN LIGHT OIL (TYPE C SOLVENT)

- AWPA USE CATEGORY SYSTEM (U1) FOR USE CATEGORY 3B ABOVE GROUND-EXPOSED (UC3B)

1. DECKING, AND RAILING SYSTEM:

ENVIRONMENTS."

PRESERVERS INSTITUTE (WWPI) "BEST MANAGEMENT PRACTICES FOR THEUSE OF TREATED WOOD IN AQUATIC

BELOW. TREATMENTS WILL COMPLY WITH THE REQUIREMENTS OF THE CURRENT EDITION OF WESTERN WOOD

AMERICAN WOOD PROTECTION ASSOCIATION (AWPA) SPECIFICATIONS USING THE TREATMENT MATERIAL LISTED

D. ALL WOOD MEMBERS SHALL BE TREATED. PRESERVATIVE TREATMENT SHALL BE IN ACCORDANCE WITH THE CURRENT

- SOUTHERN PINE NO. 1

3. STRINGERS:

- SOUTHERN PINE NO. 1

2. RAILS AND POSTS:

- SOUTHERN PINE NO. 1

1. DECK PLANKS AND BACKING PLANKS:

SPECIFIED BELOW:

C. SOLID SAWN TIMBER MEMBERS SHALL CONFORM TO THE REQUIREMENTS FOR THE SPECIES, TYPE, AND GRADE

" SPACE BETWEEN BLOCKING AND BACKWALL FOR AIR CIRCULATION.2

B. PROVIDE A MINIMUM

ALTERNATE SIDES.

" � X 7" RING SHANK NAILS PER PLANK AT EACH STRINGER. 16

5A. FASTEN DECK PLANKS TO STRINGERS WITH TWO ROWS

5. STRUCTURAL STEEL:

WRITING.

SHALL BE REMOVED BY THE CONTRACTOR UNLESS APPROVED BY THE OWNER IN

BY PROVIDED AT NO COST TO THE OWNER. ALL SUCH ADDITIONAL MATERIALS

FOR ERECTION PURPOSES AND SITE ACCESS OF STOCKPILED MATERIALS SHALL

L. ALL ADDITIONAL STEEL OR OTHER MATERIALS REQUIRED BY THE CONTRACTOR

TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE.

K. ALL DETAILS, SECTIONS, AND NOTES SHOWN ON DRAWINGS ARE INTENDED TO BE

POSSIBLE.

J. ALL CONNECTIONS TO BE SHOP WELDED AND FIELD BOLTED WHERE PRACTICALLY

AS WILL BE STIFFENED THEREBY HAS BEEN PROPERLY ALIGNED.

I. NO FINAL BOLTING OR WELDING SHALL BE MADE UNTIL AS MUCH OF THE STRUCTURE

THEY ARE APPROVED BY THE ARCHITECT/ENGINEER.

HOLES, SLOTS, CUTS, ETC. ARE NOT PERMITTED THROUGH ANY MEMBER UNLESS

H. NO CHANGE IN SIZE OR POSITION OF STRUCTURAL ELEMENTS SHALL BE MADE AND

F. ALL WELDS EXPOSED TO VIEW SHALL BE GROUND SMOOTH.

DIAMETER LARGER THAN BOLT.

ANY CONNECTION SHALL BE 10 KIPS. BOLTS HOLES SHALL BE STANDARD 1/16"

SHALL BE 5/8", THE MINIMUM WELD SHALL BE 3/16" AND THE MINIMUM DESIGN LOAD ON

D. U.N.O. THE MINIMUM PLATE THICKNESS SHALL BE 1/4", THE MINIMUM BOLT DIAMETER

INTENDED USE OR SERVICE.

ACCORDANCE WITH AWS D1.1 AND SHALL BE SUITABLE FOR THE GRADE OF STEEL AND

C. WHEN STRUCUTRAL STEEL IS TO BE WELDED, THE WELDING PROCEDURE SHALL BE IN

AND BOLTS CONFORMING TO ASTM A307, GRADE A.

B. HARDWARE SHALL MEET THE REQUIREMENTS OF AASHTO M270, GRADE 36, WITH NUTS

A. ALL HARDWARE AND STRUCTURAL STEEL SHALL BE GALVANIZED.

D. IN CASE OF CONFLICT BY GOVERNING CODES, THE MOST STRINGENT REQUIREMENTS SHALL GOVERN

3. EXPOSURE CLASSIFICATION: "C"

2. IMPORTANCE FACTOR: 1.15

1. BASIC WIND SPEED: 105 MPH

C. WIND LOAD DATA

1. PEDESTRIAN LIVE LOAD - 90 PSF

B. LIVE LOAD DATA

BRIDGE DESIGN SPECIFICATIONS, AND THE 2018 INTERNATIONAL BUILDING CODE

SPECIFICATIONS FOR THE DESIGN OF PEDESTRIAN BRIDGES, THE 9TH EDITION OF THE AASHTO LRFD

ALL DESIGN AND CONSTRUCTION WORK FOR THIS PROJECT SHALL CONFORM TO THE AASHTO LRFD GUIDE

A. CODES AND STANDARDS:

1. DESIGN CRITERIA:

3. CONCRETE:

1 INCH.

4,000 PSI, EXPOSURE CATEGORY F3, MAX W/C RATIO OF .40, AND A MAX AGGREGATE SIZE OF

K. CONCRETE SHALL BE NORMAL WEIGHT CONRETE WITH A MINIMUM COMPRESSIVE STRENGTH OF

J. ALL CONCRETE WORK SHALL CONFORM TO ACI 318 AND CRSI STANDARDS.

I. PLACE REINFORCEMENT AS SHOWN.

H. ALL REINFORCEMENT SPACING ARE SHOWN TO CENTERLINE OF BARS UNLESS NOTED OTHERWISE.

G. NO ALUMINUM ITEMS SHALL BE EMBEDDED IN CONCRETE.

AT SPLICES (UNLESS NOTED OTHERWISE ON DRAWINGS).

F. BARS MARKED CONTINUOUS AND ALL VERTICAL STEEL SHALL BE LAPPED 70 BAR DIAMETERS (2'-0" MIN.)

SECTIONS OR AREAS.

"REINFORCE ALL CONCRETE NOT OTHERWISE SHOWN WITH SAME REINFORCED STEEL AS IN SIMILAR

E. ALL CONCRETE IS REINFORCED CONCRETE UNLESS SPECIFICALLY CALLED OUT AS "UNREINFORCED."

OF MASTIC OR COVERED WITH A MINIMUM OF 3" CONCRETE.

D. BASE PLATES, ANCHOR BOLTS, SUPPORT ANGLES, ETC., BELOW GRADE SHALL BE COATED WITH 1/8"

C. CONCRETE FINISHES SHALL CONFORM TO REQUIREMENTS OF ACI 301.

IN THE FINISHED STRUCTURE.

B. UNLESS OTHERWISE SHOWN, PROVIDE 3/4" CHAMFERS AT ALL EDGES THAT ARE EXPOSED TO VIEW

A. NO CONCRETE SHALL BE POURED IN EXCAVATIONS CONTAINING WATER.

B E R

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KEY PLAN

N

WELDERS SPECIFICALLY CERTIFIED FOR REINFORCING STEEL. USE E90XX ELECTRODES.

SHOWN ON THE DRAWINGS, WELDING OF REINFORCING STEEL SHALL BE PERFORMED BY

SHOWN ON THE DRAWINGS OR APPROVED BY THE OWNER'S REPRESENTATIVE. WHERE

E. NO WELDING OF REINFORCEMENT (INCLUDING TACK WELDING) SHALL BE DONE UNLESS

REINFORCING STEEL AND CONCRETE.

ARE PROPOSED IN PLACEMENT DRAWINGS TO FACILITATE FIELD PLACEMENT OF

REINFORCING INSPECTOR OF ANY ADJUSTMENTS FROM TYPICAL CONDITIONS WHICH

DETAILS, APPLICABLE CODE, AND TRADE STANDARDS. CONTRACTOR SHALL NOTIFY

SIZE, CLEARANCES, LAPS, INTERSECTIONS, AND COVERAGE REQUIRED BY STRUCTURAL

DETAILED PLACEMENT DRAWINGS OF ALL CONDITIONS SHOWING QUANTITY, SPACING,

D. DRAWINGS SHOW TYPICAL REINFORCING CONDITIONS. CONTRACTOR SHALL PREPARE

ACCURATELY SET IN PLACE BEFORE PLACING CONCRETE.

TO MATCH ALL REINFORCEMENT AT POUR JOINTS, U.N.O. ALL DOWELS SHALL BE

SHOWN WHERE NECESSARY FOR FIRM AND ACCURATE PLACING. PROVIDE DOWELS

ACI STANDARDS, USING TIE AND SUPPORT BARS IN ADDITION TO REINFORCEMENT

C. BARS SHALL BE FIRMLY SUPPORTED AND ACCURATELY PLACED AS REQUIRED BY THE

OF THE BAR IS ENCASED IN CONCRETE.

B. REBAR BENDS SHALL BE MADE COLD. REBAR SHALL NOT BE BENT AFTER ANY PORTION

2"FACE OF CONCRETE EXPOSED TO WEATHER

2"FORMED CONCRETE IN CONTACT WITH EARTH

3"CONCRETE POURED AGAINST EARTH

TO THE CONCRETE SURFACE AS THESE MINIMUMS PERMIT WHEREVER POSSIBLE U.N.O.:

REINFORCING BARS SHALL HAVE THE FOLLOWING MINIMUM COVER. PLACE BARS AS NEARA.

6. REINFORCEMENT:

OF WORK.

E. VERIFY DEPTHS TO EXISTING SANDSTONE BELOW GRADE PRIOR TO COMMENCEMENT

SHORING, UNDERPINNING, AND PROTECTION OF EXISTING CONSTRUCITON.

D. THE CONTRACOR IS SOLELY RESPONSIBLE FOR EXCAVATION INCLUDING LAGGING,

REQUIREMENTS OF AFFECTED TRADES. PROVIDE FOR THIS REQUIREMENT IN THE BID.

COMPLETE THE STRUCTURAL WORK. FOLLOW ALL APPLICABLE CODES AND

REPLACEMENT/RELOCATIONS OF ANY NON-STRUCTURAL ELEMENTS NECESSARY TO

C. CONTRACTOR IS RESPONSIBLE FOR TEMPORARY REMOVAL AND

IF EXISTING CONDITIONS, ETC. VARY FROM THOSE SHOWN ON THE DRAWINGS.

TO FABRICATIONS AND NEW CONSTRUCITON. CONTACT THE STRUCTURAL ENGINEER

B. FIELD VERIFY CONDITIONS, SIZES, SPACING, AND DIMENSIONS OF EXISTING STRUCTURES

MEANS AND METHODS TO ACCOMPLISH THE SPECIFIED WORK.

A. BECOME FAMILIAR WITH EXISTING CONDITIONS PRIOR TO BIDDING. PROVIDE NECESSARY

4. EXISTING CONDITIONS:

DEVIATE FROM CONTRACT DOCUMENTS.

J. REVIEW OF THE SHOP DRAWINGS SHALL NOT BE CONSTRUED AS AN AUTHORIZATION TO

DETAILS SHALL BE DETERMINED BY THE ENGINEER.

THEY ARE KEYED IN AT EACH LOCATION. DECISIONS REGARDING APPLICABILITY OF TYPICAL

DETERMINED BY THE TITLE OF THE DETAIL. SUCH DETAILS SHALL APPLY WHETHER OR NOT

DETAILED. THE APPLICABILITY OF THE DETAILS TO ITS LOCATION ON THE PLANS CAN BE

OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECICALLY

I. DETAILS LABELED "TYPICAL DETAILS" ON THE DRAWINGS SHALL APPLY TO ALL SITUATIONS

SHOWN OR INFERRED BY THESE DRAWINGS.

H. FURNISH ALL LABOR, MATERIALS, AND EQUIPMENT NECESSARY TO COMPLETE THE WORK

THE ENGINEER BEFORE THE AFFECTED WORK PRECEDES.

OF THE ALLEGED DEFICIENCY, OMISSION, CONTRADICTION OR AMBIGUITY WILL BE MADE BY

ATTENTION OF THE ENGINEER. PLANS WILL BE CORRECTED, OR WRITTEN INTERPRETATION

OMISSION, CONTRADICTIONS, OR AMBIGUITIES, IN THE PLANS SHALL BE BROUGHT TO THE

G. ALL THINGS WHICH, IN THE OPINION OF THE CONTRACTOR, APPEAR TO BE DEFICIENCIES, APPROVAL TO THE SPECIFIC DEVIATION.

SUCH DEVIATION AT THE TIME OF SUBMISSION, AND THE ENGINEER HAS GIVEN WRITTEN

PRODUCT DATA, ETC. UNLESS HE/SHE HAS SPECIFICALLY INFORMED THE ENGINEER OF

RESPONSIBLITY FOR SUCH DEVIATION BY THE ENGINEER'S APPROVAL OF SHOP DRAWINGS,

FROM THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL NOT BE RELIEVED OF THE

F. THE CONTRACTOR SHALL INFORM THE ENGINEER IN WRITING OF ANY DEVIATION

E. DO NOT SCALE THESE DRAWINGS, USE DIMENSIONS.

CONSTRUCTION METHODS AND/OR SEQUENCES.

SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR'S

CONSTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR

D. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE

DESIGN CAPACITY OF THE FRAMING AT THE TIME LOADS ARE IMPOSED.

IMPOSED UPON STRUCTURAL FRAMING. CONSTRUCTION LOADS SHALL NOT EXCEED THE

C. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD

THE WRITTEN APPROVAL OF THE ARCHITECT/ENGINEER.

B. NO CHANGE IN SIZE OR DIMENSION OF STRUCTURAL MEMBERS SHALL BE MADE WITHOUT

APPROVAL OF THE ARCHITECT/ENGINEER.

A. NO OPENING SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT THE WRITTEN

8. MISCELLANEOUS:

7. SPECIAL INSPECTION:

WORK WITH THE ENGINEER OF RECORD IN DEVELOPING A QUALITY ASSURANCE PLAN.

AND TESTING PROGRAM AS NOTED IN SECTION 1704 OF THE IBC. THE TESTING AGENCY SHALL

B. THE OWNER SHALL EMPLOY A QUALIFIED TESTING AGENCY TO PROVIDE A QUALITY ASSURANCE

5. ANCHOR BOLTS AND EMBEDDED PLATES

4. HIGH STRENGHT BOLTING

3. SHOP WELDING PROCEDURES AND MULTIPLE PASS WELDS

2. FIELD WELDING (EXCEPT FURRING CHANNELS, ETC.)

1. CONCRETE WORK WITH STRENGTHS CREATER THAN 2500 PSI

BE IN COMPLIANCE WITH IBC SECTION 1704:

A. SPECIAL INSPECTION SHALL BE REQUIRED FOR THE FOLLOWING TYPES OF WORK AND SHALL

ALL WORK THIS SHEET BY BASE BID

PROJECT NO:

DATEMK. DESCRIPTION

DATE:

NASHVILLE, TN

ARNOLD, MO

SPRINGFIELD, IL

HILLSBORO, IL

EAST ST. LOUIS, IL

PH: 618.998.0075

MARION, IL

200 N. MARKET STREET

Hurst-Rosche, Inc.

350-0794

4/29/2025

CJCAEJJC

PROFESSIONAL DESIGN NUMBER: 184-000298

EXPIRES: NOV 30, 2024

ILS STRUCTURAL N0. 7200

CHASE CONNOR, P.E., S.E.

ABUTMENT

NORTH

PIER

CONCRETE

TYP. OF 12

2'-0"X2'-0" CONCRETE FOOTING,

BEARING SHOE

ABUTMENT

SHOE

PIER BEARING

BEARING SHOE

ABUTMENT

FOUNDATION BRACKET, TYP. OF 12

8"X8" TIMBER POST WITH

www.hurst-rosche.com

FOUNDATION PLAN

VIEWING DECK

S-02

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7'-4"

11'-0"11'-0"7'-4"

4'-7"

S-06

1/4" = 1'-0"

Viewing Deck - Foundation Plan

6'-0"

2'-4"

� PIER 1

� PIER 3

� PIER 4

� PIER 5

� PIER 7� PIER 6 � PIER 8 � PIER 9

N

� PIER 2

� NORTH ABUTMENT

� EAST ABUTMENT

±39.5°

±44.5°

SKEW ANGLES TO BE ADJUSTED TO ALIGN WITH EXISTING PATH IN FIELD.2.

SEE SHEET 6 OF 7 FOR FOUNDATION AND FOUNDATION BRACKET DETAILS.1.

GENERAL NOTES:

6'-0"

B E R

M

LOCATION

VIEWING DECK

Key Plan

8'-0"

B E R

M

CHECK:DRAWN:DESIGN:

2025 HURST-ROSCHE, INC.

PROJECT NO:

DATEMK. DESCRIPTION

DATE:

NASHVILLE, TN

ARNOLD, MO

SPRINGFIELD, IL

HILLSBORO, IL

EAST ST. LOUIS, IL

PH: 618.998.0075

MARION, IL

200 N. MARKET STREET

Hurst-Rosche, Inc.

350-0794

4/29/2025

CJCAEJJC

PROFESSIONAL DESIGN NUMBER: 184-000298

EXPIRES: NOV 30, 2026

ILS STRUCTURAL N0. 7200

CHASE CONNOR, P.E., S.E.

3"X10" HEADER

8"X8" POST, TYP.

EXISTING STRUCTURE

EXTENTS OF

3"X10"

4"X6" RAIL POST, TYP.

8"X8" POST, TYP.

ROUGH SAWN WOOD DECK PLANKS, TYP.

3"X12" (ACTUAL DIMENSIONS)

ROUGH SAWN WOOD DECK PLANKS, TYP.

3"X12" (ACTUAL DIMENSIONS)

2"X8" RAIL CAP

4"X6" RAIL POST

EAST ABUTMENT

DECK PLANKS

SAWN WOOD

3"X12" ROUGH

SURFACE

EXISTING GROUND

2'-0"X2'-0" FOOTING, TYP.

NORTH ABUTMENT

SURFACE

EXIST GROUND

8"X8" POST, TYP.

DECK PLANKS

SAWN WOOD

3"X12" ROUGH

4"X6" RAIL POST

2"X8" RAIL CAP

EXTENSION

RAILING

STEEL

www.hurst-rosche.com

SECTIONS

ELEVATIONS AND

VIEWING DECK

S-03

P O

S T

O A

K T

R A

IL

P

H A

S E

I

II

ID

N

R F

IL

E

N U

M B

E R

-2

-0

U N

IO

N

C O

U N

T Y

, I L

L

IN

O

IS

IL

L

IN

O

IS

D

E P

A R

T M

E N

T O

F N

A T

U R

A L

R E

S O

U R

C E

S

G

IA

N T

C

IT

Y S

T A

T E

P A

R K

S-03

S-03

S-03

S-03

S-07

7'-4" 11'-0" 11'-0" 10'-0"

5'-7"

S-07

S-07

S-07

S-07

1 S-07

S-06

S-06

S-06

S-06

S-07

S-07

S-06

S-06

3"X10", TYP.

3"X10", TYP. 3"X10"

3"X10"

LOCATION

VIEWING DECK

N

1/2" = 1'-0"

Viewing Deck - North Elevation

1/2" = 1'-0"

Viewing Deck - East Elevation

1/2" = 1'-0"

Viewing Deck - Plan

3- 3"X10"

3-3"X10"

3-3"X10"

-3

X

� PIER 1

� PIER 2

� PIER 3

� PIER 4

� PIER 5

� BEARING

� NORTH ABUTMENT1

B

L O

C K

IN

G

T

Y P

"X

W O

O D

3"X10"

3"X10"

3"X10"

3"X10"

3"X10"

"X

"X

"X

"X

"X

"X

S P

A C

IN

G

R A

IL

P

O S

T

M A

X

� EAST ABUTMENT

� PIER 8 � PIER 9 � BEARING� PIER 6 � PIER 7

12" 12"12" 12"12" 12

Key Plan

PIER 9

PIER 8

PIER 7

PIER 6

BLOCKING, TYP.

2"X8" WOOD

-3

"X

-3

"X

3-3"X10"

3-3"X10"

PIER 1

PIER 2

PIER 3

PIER 4

PIER 5

AT 8"X8" POST

SIDE, TYP FRAMING

3"X10" HEADER, EACH

4.3%

LEVEL

645.94

ELEV.

ELEV. 643.77

OF OFF-SITE

DECK MATERIALS. THE MATERIAL MUST BE DISPOSED

DISPOSAL OF THE EXISTING BRIDGES AND VIEWING

CONTRACTOR IS RESPONSIBLE FOR REMOVAL AND5.

EXISTING PATH IN FIELD.

SKEW ANGLES TO BE ADJUSTED TO ALIGN WITH 4.

NOT LOCATE MORE THAN ONE RAIL SPLICE AT ANY ONE POST.

SPLICE RAILS AT POSTS. RAILS SHALL BE CONTINUOUS FOR TWO POST SPACES. DO 3.

NAILS PER PLANK AT EACH STRINGER, ALTERNATE SIDES.

" � X 7" RING SHANK 16

5FASTEN DECK PLANKS TO STRINGERS WITH TWO ROWS OF 2.

BETWEEN PLANKS.

" 8

3ALL BRIDGE DECK PLANKS SHALL BE ROUGH SAWN 3"X12" ACTUAL, WITH 1.

GENERAL NOTES:

"X

"X

S-07

R

M

CHECK:DRAWN:DESIGN:

2025 HURST-ROSCHE, INC.

PROJECT NO:

DATEMK. DESCRIPTION

DATE:

NASHVILLE, TN

ARNOLD, MO

SPRINGFIELD, IL

HILLSBORO, IL

EAST ST. LOUIS, IL

PH: 618.998.0075

MARION, IL

200 N. MARKET STREET

Hurst-Rosche, Inc.

350-0794

4/29/2025

CJCAEJJC

PROFESSIONAL DESIGN NUMBER: 184-000298

EXPIRES: NOV 30, 2026

ILS STRUCTURAL N0. 7200

CHASE CONNOR, P.E., S.E.

TYP.

4"X6" RAIL POST,

TYP. OF 12

8"X8" POST,

TYP. OF 12

2'-0"X2'-0" CONCRETE FOOTING,

ROUGH SAWN WOOD DECK PLANKS, TYP.

3"X12" (ACTUAL DIMENSION)

ABUTMENT

EAST

8"X8" POST, TYP.

8"X8" POST, TYP.

TYP. OF 12

2'-0"X2'-0" CONCRETE FOOTING,

www.hurst-rosche.com

AND ELEVATION

BRIDGE 3 PLAN

S-04

P O

S T

O A

K T

R A

IL

P

H A

S E

I

II

ID

N

R F

IL

E

N U

M B

E R

-2

-0

U N

IO

N

C

IT

Y , I

L L

IN

O

IS

IL

L

IN

O

IS

D

E P

A R

T M

E N

T O

F N

A T

U R

A L

R E

S O

U R

C E

S

G

IA

N T

C

IT

Y S

T A

T E

P A

R K

7'-3", TYP.

±56°

� PIER 2

N

LOCATION

BRIDGE 3

N

1/2" = 1'-0"

Bridge 3 - Plan

1/2" = 1'-0"

Bridge 3 - Northeast Elevation

1/2" = 1'-0"

Bridge 3 - Southwest Elevation

SOUTH ABUT

BK. OF

632.82

ELEV.

SURFACE

EXISTING GROUND

633.27

ELEV.

3"X10" HEADER

3"X10"

4.5%

3"X10" 3"X10", TYP.

5.0%

AT 8"X8" POST

SIDE, TYP FRAMING

3"X10" HEADER, EACH

EXISTING GROUND SURFACE

635.3

ELEV.ELEV. 633.27

S-07

S-04

S-04

S-04

S-06

S-06

� EAST ABUTMENT

S-07

SPACING

RAIL POST

4'-0" MAX

S-04

58'-3" OUT-TO-OUT RAILING SYSTEM

RAILING SYSTEM

5'-5" OUT-TO-OUT

RAILING SYSTEM

9'-8" OUT-TO-OUT

5.0%

� PIER 3 � PIER 4 � PIER 5 � PIER 6 � PIER 7

10'-10", TYP. 7'-8", TYP.10'-10", TYP. 10'-10", TYP. 10'-10", TYP.

12" 12"12" 12" 12" 12" 12" 12" 12" 12" 12" 12"

� PIER 1

S

O U T H A

B U T

M E N T

"X

"X

"X

"X

"X

"X

"X

"X

"X

"X

"X

-3

"X

-3

"X

-3

"X

-3

"X

-3

"X

-3

"X

3-3"X10"

Key Plan

3"X10"

PIER 2 PIER 3 PIER 4 PIER 5

PIER 6

PIER 7

PIER 2PIER 1

SOUTH ABUTMENT

BLOCKING, TYP.

2"X8" WOOD

LEVEL

LEVEL

LEVEL

1'-0", TYP.

THE MATERIAL MUST BE DISPOSED OF OFF-SITE.

REMOVAL AND DISPOSAL OF THE EXISTING BRIDGES AND VIEWING DECK MATERIALS.

5. EXISTING STRUCTURE NOT SHOWN FOR CLARITY. CONTRACTOR IS RESPONSIBLE FOR

EXISTING PATH IN FIELD.

SKEW ANGLES TO BE ADJUSTED TO ALIGN WITH 4.

NOT LOCATE MORE THAN ONE RAIL SPLICE AT ANY ONE POST.

SPLICE RAILS AT POSTS. RAILS SHALL BE CONTINUOUS FOR TWO POST SPACES. DO 3.

NAILS PER PLANK AT EACH STRINGER, ALTERNATE SIDES.

" � X 7" RING SHANK 16

5FASTEN DECK PLANKS TO STRINGERS WITH TWO ROWS OF 2.

BETWEEN PLANKS.

" 8

3ALL BRIDGE DECK PLANKS SHALL BE ROUGH SAWN 3"X12" ACTUAL, WITH 1.

GENERAL NOTES:

B

LO

C K

IN

G T Y P

"X

W O

O D

R

M

3"X10", TYP

TYP.

PLANK STIFFENER,

3"X6" BACKING

CHECK:DRAWN:DESIGN:

2025 HURST-ROSCHE, INC.

PROJECT NO:

DATEMK. DESCRIPTION

DATE:

NASHVILLE, TN

ARNOLD, MO

SPRINGFIELD, IL

HILLSBORO, IL

EAST ST. LOUIS, IL

PH: 618.998.0075

MARION, IL

200 N. MARKET STREET

Hurst-Rosche, Inc.

350-0794

4/29/2025

CJCAEJJC

PROFESSIONAL DESIGN NUMBER: 184-000298

EXPIRES: NOV 30, 2026

ILS STRUCTURAL N0. 7200

CHASE CONNOR, P.E., S.E.

BEARING SHOE

� STRINGER

TYP. OF 6

2'-0"X1'-6" CONCRETE PIER,

TYP. OF 6

2'-0"X1'-6" CONCRETE PIER,

LOCATION

BRIDGE 5

LOCATION

BRIDGE 4

1/2" = 1'-0"

Bridge 4 - Elevation

1/2" = 1'-0"

Bridge 5 - Elevation

1/2" = 1'-0"

Bridge 4 - Plan

1/2" = 1'-0"

Bridge 5 - Plan

N

N N

S T

R E A

M E X T E

N T S O

F

B A

C K

W A

L L W

ID

T

H

1'-0"

±28°

23'-11" OUT-TO-OUT RAILING SYSTEM

ELEV. 639.96

ELEV. 639.35 ELEV. 633.88 ELEV. 633.85

11'-9" OUT-TO-OUT RAILING SYSTEM

EXTENTS OF STREAM

� BRIDGE� BRIDGE

1'-7" SPACE RAIL POSTS AT 4'-0" MAX. 1'-7"

1'-0"

B A

C K

W A

L L W

ID

T

H

MATERIALS. THE MATERIALS MUST BE DISPOSED OF OFF-SITE.

FOR REMOVAL AND DISPOSAL OF THE EXISTING BRIDGES AND VIEWING DECK

5. EXISTING STRUCTURE NOT SHOWN FOR CLARITY. CONTRACTOR IS RESPONSIBLE

SKEW ANGLES TO BE ADJUSTED TO ALIGN WITH EXISTING PATH IN FIELD.4.

DO NOT LOCATE MORE THAN ONE RAIL SPLICE AT ANY ONE POST.

SPLICE RAILS AT POSTS. RAILS SHALL BE CONTINUOUS FOR TWO POST SPACES. 3.

NAILS PER PLANK AT EACH STRINGER, ALTERNATE SIDES.

" � X 7" RING SHANK 16

5FASTEN DECK PLANKS TO STRINGERS WITH TWO ROWS OF 2.

BETWEEN PLANKS.

" 8

3ALL BRIDGE DECK PLANKS SHALL BE ROUGH SAWN 3"X12" ACTUAL, WITH 1.

GENERAL NOTES:

2'-2 1/4" SPACE RAIL POSTS AT 4'-0" MAX. 2'-2 1/4"

3"X10", TYP

10'-5"7'-11"

9'-0"9'-4"4'-9"

� BEARING

� BEARING

www.hurst-rosche.com

PLANS ANDD ELEVATIONS

BRIDGE 4 & BRIDGE 5

S-05

P O

S T

O A

K T

R A

IL

P

H A

S E

I

II

ID

N

R F

IL

E

N U

M B

E R

-2

4-

U

N

IO

N C

IT

Y

, I

LL

IN

O

IS

IL

LI

N

O

IS

D E

P A

R

TM

E N

T O

F N

A

TU

R A

L R

E S

O U

R C

E S

G

IA

N T

C

IT

Y S

TA

TE

P A

R K

"2 110'-9

23'-11" BK. TO BK. ABUTMENTS

S-07

S-07

11'-9" BK. TO BK. ABUTMENTS

S-06

S-06

S-05

S-06

1'-0", TYP.

3/4" = 1'-0"

Bridge 4 Concrete Pier Plan, Typ.

1'-6"

-3

"X

-3

"X

-3

"X

-3

"X

Key Plan

2.5% 0.3%

4'-9"

PROJECT NO:

DATEMK. DESCRIPTION

DATE:

NASHVILLE, TN

ARNOLD, MO

SPRINGFIELD, IL

HILLSBORO, IL

EAST ST. LOUIS, IL

PH: 618.998.0075

MARION, IL

200 N. MARKET STREET

Hurst-Rosche, Inc.

350-0794

4/29/2025

CJCAEJJC

PROFESSIONAL DESIGN NUMBER: 184-000298

EXPIRES: NOV 30, 2026

ILS STRUCTURAL N0. 7200

CHASE CONNOR, P.E., S.E.

8"X8" POST

TIES @ 3"

2-#4

EXIST. SANDSTONE

� HOLE, TYP.8

TYP. EACH STRINGER

ELASTOMERIC PAD,

"X6" 2 1"X42

� HOLE, TYP.8

TYP. EACH STRINGER

"X6" ELASTOMERIC PAD,2

1"X42

" � HOLE, TYP.16

" � HOLE, TYP.16

TYP. EACH STRINGER

"X4"X6" ELASTOMERIC PAD,2

4-#5 BARS" CHAMFER4

AND BOTTOM

4-#5 BARS TOP

THREADED ROD

HEAVY HEX HEAD

ASTM F 1554 GR. 36" � 4

MPB88Z OR EQUIV.

SIMPSON STRONG-TIE

FROM MPB88Z

SPACE TOP BARS AWAY" CLEAR FROM MPB88Z)2

1(

" HOOK EXTENSION2

TIES AT 3" O.C.

2-#4 HORIZONTAL

THREADED RODS

GR. 36 EAVY HEAX HEAD

" � ASTM F 1554 4

34-

THREADED ROD

HEAVY HEAX HEAD

ASTM F 1554 GR. 36" � 4

EXIST. SANDSTONE

SURFACE

EXIST. GROUND

NONSHRINK GROUT

CONCRETE SILL

3"X10", TYP.

2"X12" BACKWALL

USING 3-7" RING SHANK NAILS, TYP.

FASTEN BACKWALL TO STRINGER

NAILS AT 12" O.C.

BACKWALL USING 7" RING SHANK

FASTEN DECK PLANKS TO TOP OF

WOOD DECK PLANKS

3"X12" ROUGH SAWN

BOLT

" � THROUGH-4

THREADED ROD

HEAVY HEX HEAD

ASTM F 1554 GR. 36 " � 4

THREADED ROD

HEAVY HEX HEAD

ASTM F 1554 GR.36 " � 4

WOOD DECK PLANKS

3"X12" ROUGH SAWN

PIER BEARING SHOE, TYP.

CONCRETE SILL

GROUT

NONSHRINK

4-#5 bars

4-#5 bars

NONSHRINK GROUT

EXIST. SANDSTONE

" � THROUGH-BOLT4

32-www.hurst-rosche.com

DETAILS

FOUNDATION

BRIDGE 3, 4, AND 5

S-06

P O

S T

O A

K T

R A

IL

P

H A

S E

I

II

ID

N

R F

IL

E

N U

M B

E R

-2

4-

U

N

IO

N C

O U

N

TY

, I

LL

IN

O

IS

IL

LI

N

O

IS

D E

P A

R

TM

E N

T O

F N

A

TU

R A

L R

E S

O U

R C

E S

G

IA

N T

C

IT

Y S

TA

TE

P A

R K

S-06

BOTTOM

TOP AND

4-#5 BARS

M

IN

3/4" = 1'-0"

Typical Post Footing

3/4" = 1'-0"

Typical Abutment Section

A N

D B

O T

T O

M

B

A R

S T

O P

2'-0"

1 1/2" = 1'-0"

Enlarged Footing Section

� ABUTMENT

M A

X

M

IN

S-06

S-06

"4 31'-1

S-06

S-06

1 1/2" = 1'-0"

Pier Bearing Shoe Plan

1 1/2" = 1'-0"

Abutment Bearing Shoe Plan

8"

"4 11'-2

"2

WIDTH

STRINGER

� STRINGER

"16

1 1/2" = 1'-0"

Bearing Shoe Detail at Pier, Typ.

1 1/2" = 1'-0"

Bearing Shoe Detail at Abutment, Typ.

1 1/2" = 1'-0"

Bearing Shoe Section, Typ.

1'-2"

M A

X

M

IN

"4 335" 5"

"4 335" 5"

2"

"2

3/4" = 1'-0"

Typical Sill Detail at Abutment

1" MIN.

3"X10"3"X10"

3/4" = 1'-0"

Typical Sill Detail at Pier

2'-0"

SQUARE

INSTALL FOUNDATION BRACKETS PER MANUFACTURER'S INSTRUCTIONS.1.

GENERAL NOTES:

1'-6"

PROJECT NO:

DATEMK. DESCRIPTION

DATE:

NASHVILLE, TN

ARNOLD, MO

SPRINGFIELD, IL

HILLSBORO, IL

EAST ST. LOUIS, IL

PH: 618.998.0075

MARION, IL

200 N. MARKET STREET

Hurst-Rosche, Inc.

350-0794

4/29/2025

CJCAEJJC

PROFESSIONAL DESIGN NUMBER: 184-000298

EXPIRES: NOV 30, 2026

ILS STRUCTURAL N0. 7200

CHASE CONNOR, P.E., S.E.

� STRINGER

S4S BLOCKING

4"X8"X1'-2"

2"X8" BLOCKING

JOIST HANGER, OR EQUIV.

LU26 SIMPSON STRONG-TIE

3"X12" ROUGH SAWN DECK PLANKS

2"X6" S4S RAIL

TYP. EACH RAIL POST

" THROUGH-BOLTS,8

52-

EASED EDGES

CAP WITH

2"X8" S4S RAIL

AT EACH RAIL POST, TYP.

2-#10X4" WOOD SCREWS

TYP.

2"X8" BLOCKING,

3"X10", TYP.

8"X8", TYP. 3"X10", TYP.

EACH SIDE

3"X10" HEADER

TYP.

3"X10", PER MANUFACTURER

TO RAILING SYSTEM

STEEL PANEL FENCING

CONNECT 2"X2"

POST, TYP.

8"X8"

EACH SIDE

3"X10" HEADER

3"X10", TYP.

DECK PLANKS

3"X12" ROUGH SAWN

2"X6" S4S RAIL

AT EACH RAIL POST, TYP.

2-#10X4" WOOD SCREWS

TAPERED END (TOP)

FABRICATE WITH

4"X6" RAIL POST,

AT EACH RAIL POST, TYP.

2-#10X4" WOOD SCREWS

WITH EASED EDGES

2"X8" S4S RAIL CAP

� STRINGER

JOIST HANGER, OR EQUIV.

LU26 SIMPSON STRONG-TIE

2"X8" BLOCKING

S4S BLOCKING

4"X8"X1'-2"

PLANKS

DECK SAWN

3"X12" ROUGH

DECK PLANKS

3"X12" ROUGH SAWN

PLANKS

SAWN DECK

3"X12" ROUGH

"2

1PIPE 1

STAINLESS STEEL

"2

1PIPE 1

STAINLESS STEEL

TAPERED END (TOP)

FABRICATE WITH

4"X6" RAIL POST,

" LAG BOLTS2

1" � X 38

32-

3"X12" BACKWALL STIFFENER

2"X12" BACKWALL

2"X6" VERTICAL SUPPORT

8"x8" POST

WOOD DECK PLANKS

3"x12" ROUGH SAWN

JOIST HANGER, OR EQUIV.

LUS310 SIMPSON STRONG-TIE

3"X10" HEADER

" � THROUGH-BOLTS8

54-

WOOD DECK PLANKS

3"X12" ROUGH SAWN

BOLT, TYP.

" � THROUGH-8

JOIST HANGER, OR EQUIV.

LUS310 SIMPSON STRONG-TIE

3"X10" HEADER

8"X8" POST

WOOD DECK PLANKS

3"X12" ROUGH SAWN

JOIST HANGER, OR EQUIV.

LUS310 SIMPSON STRONG-TIE

3"X10" STRINGER

3"X10" HEADER

3"X10" STRINGER

PER MANUFACTURER

STEEL PANEL CONNECTION

AT EACH RAIL POST, TYP.

2-#10X4" WOOD SCREWS

STEEL SCREWS, TYP.

" STAINLESS2

1CONNECT WITH #8 X 2

STAINLESS STEEL HANDRAIL BRACKET,

STEEL SCREWS, TYP.

" STAINLESS2

1CONNECT WITH #8 X 2

STAINLESS STEEL HANDRAIL BRACKET,

"2

1STEEL PIPE, 1

STAINLESS

2"X6" S4S RAIL

2"X6" S4S RAIL

USE W5 GAUGE

FENCING, TYP. -

2"X2" STEEL PANEL

www.hurst-rosche.com

FRAMING DETAILS

S-07

P O

S T

O A

K T

R A

IL

P

H A

S E

I

II

ID

N

R F

IL

E

N U

M B

E R

-2

4-

U

N

IO

N C

O U

N

TY

, I

LL

IN

O

IS

IL

LI

N

O

IS

D E

P A

R

TM

E N

T O

F N

A

TU

R A

L R

E S

O U

R C

E S

G

IA

N T

C

IT

Y S

TA

TE

P A

R K

1 1/2" = 1'-0"

Bridge 3, 4, 5 Railing Detail, Typ.

T Y

P

3/4" = 1'-0"

Typical Section - Abutment

" CTS.4

322'-

2 SPACES AT

S-07

5'-0" CLEAR WIDTH

1 1/2" = 1'-0"

Viewing Deck Railing Detail, Typ.

3/4" = 1'-0"

Typical Section - Viewing Deck

8'-4" CLEAR WIDTH

4 SPACES @ 2'-0" CTS.

3/4" = 1'-0"

Typical Section - Pier

5'-0" CLEAR WIDTH

S-07

S-07

" CTS.4

32 SPACES AT 2'-2

S-07

T Y

P

3/4" = 1'-0"

Backwall Connection Detail, typ.

WOOD DECK PLANKS

3"X12" ROUGH SAWN

PER STIFFENER

" � THROUGH-BOLTS2

13-

3/4" = 1'-0"

Pier Framing Section, Typ.

"2

S-07

"2 12 "2

3/4" = 1'-0"

Pier Connection Detail, Typ.

3/4" = 1'-0"

Viewing Deck Framing Section, Typ.

"2

"2

3/4" = 1'-0"

Handrail Extension and Steel Panel Fencing

1'-0"