Addendum _3.pdf

CITY OF GRIFFIN

GRIFFIN GOLF COURSE BRIDGE REPLACEMENTS

BID # 24-007

FROM: PARAGON CONSULTING GROUP, INC.

350 AIRPORT ROAD

GRIFFIN, GA 30224

TO: ALL BIDDERS OF RECORD

RE: Addendum No. 3, dated March 14, 2024

This Addendum forms a part of the Contract Documents and modifies the original Bidding

Documents dated February 2024.

This Addendum consists of two (2) pages, a revised Bid Tabulation consisting of four (4) pages, Contech Contract Drawings titled “Griffin Golf Course Bridge A” consisting of sixteen (16) pages, Contech Contract Drawings titled “Griffin Golf Course Bridge B” consisting of sixteen (16) pages, contact information for Adam Pierce, CPESC from Solmax consisting of one (1) page, and a revised plan sheet No. 20 consisting of one (1) page.

CONTRACT DOCUMENTS AND SPECIFICATIONS

Add. 1.1 Modification: A revised Bid Tabulation dated March 14, 2024, is attached to this

Addendum and becomes a part of the Contract Documents. All Bidders should use the revised Bid Tabulation when submitting a bid.

Add. 1.2 Modification: The quantity of line item ‘G.A.B. IN PLACE FOR BACKFILL OF

CULVERT & WINGWALLS’ has been changed to 591 TN. This change applies to the Bid Tabulation for Bridge A.

Add. 1.3 Modification: The quantity of line item ‘G.A.B. IN PLACE FOR BACKFILL OF

CULVERT & WINGWALLS’ has been changed to 618 TN. This change applies to the Bid Tabulation for Bridge B.

Add. 1.4 Modification: The line item ‘TRENCH ROCK’ has been added to the Bid Tabulation with a quantity of 10 CY. This change applies to the Bid Tabulation for both

Bridge A and Bridge B.

Add. 1.5 Modification: The line item ‘G.D.O.T. STANDARE W BEAM GUARD RAIL &

SUPPORTS WITH REFLECTROS COMPLETE’ has been removed from the Bid

Tabulation for Bridge B.

Add. 1.6 Modification: Contech Contract Drawings titled ‘Griffin Golf Course Bridge A’ are attached to this Addendum and becomes a part of the Contract Documents.

Add. 1.7 Modification: Contech Contract Drawings titled ‘Griffin Golf Course Bridge B’ are attached to this Addendum and becomes a part of the Contract Documents.

Add. 1.8 Modification: Contact information for Adam Pierce, CPESC from Solmax is attached to this Addendum. Solmax will be providing the Gabions for both Bridge

A and Bridge B.

Add. 1.9 Modification: Plan sheet No. 20 has been revised and is attached to this

Addendum and becomes part of the Contract Documents.

End of Addendum No. 3

Item Description Unit Quantity Unit Price Item Total

BRIDGE A

GENERAL

1. PAYMENT & PERFORMANCE BONDS LS 1

2. GENERAL CONDITIONS LS 1

3. CONSTRUCTION STAKING BY REGSITERED SURVEYOR LS 1

4. AS-BUILT SURVEY BY REGISTERED SURVEYOR LS 1

DEMOLITION/REMOVAL

5. COMPLETE DEMOLITION OF EXISTING CONCRETE BRIDGE INCLUDING OFFSITE DISPOSAL LS 1

6. SAW CUT ASPHALT (VARIOUS DEPTHS) LF 130

7. REMOVAL OF ASHPALT PAVING COMPLETE INCLUDING OFFSITE DISPOSAL (VARIOUS THICKNESSES) SY 163

8. REMOVAL OF DEBRIS AND CONCRETE IN STREAM LS 1

9. REMOVAL OF EXISTING GATES & POSTS LS 1

10. REMOVAL & DISPOSAL OF CONCRETE POURED WALL SECTION (VERTICAL SAW CUT INCLUDED) LS 1

11. REMOVAL & DISPOSAL OF STACKED CONCRETE WALL SECTION LS 1

NEW STRUCTURE - CONTECH ALUMINUM BOX CULVERT #51

12. ALUMINUM BOX CULVERT ASSEMBLY & INSTALLATION INCLUDING ALUMINUM WING WALLS COMPLETE LS 1

13. ALUMINUM BOX CULVERT FOUNDATION SYSTEM COMPLETE PER PLANS LS 1

14. PREPARATION FOR INSTALLATION OF CONTECH STRUCTURE, WING WALL EMBEDMENT & TIE BACKS LS 1

15. #4 STONE FOR FOUNDATION BASE TN 35

16. G.A.B. IN PLACE FOR BACKFILL OF CULVERT & WINGWALLS TN 591

17. ASPHALT PAVING (6 : 2 : 1 1/2) SECTION) SY 163

18. GRADING COMPLETE (TOPSOIL & FINE GRADING) LS 1

ASPHALT PAVING & CONCRETE FLATWORK

19. 8" REINFORCED CONCRETE BRIDGE SLAB INCLUDING REINFORCING PER DETAIL SF 540

20. 32" TALL CONCRETE BARRIER LF 56

21. CONCRETE CURB AT BASE OF BARRIER ON BRIDGE LF 56

22. CONCRETE AT CART PATH - 5" THICK SF 245

EROSION CONTROL & DIVERSION

23. TYPE 'C' SILT FENCE INLCUDING MAINTENANCE & REMOVAL LF 525

24. SAND BAGS FOR FLOW DIVERSION, INCLUDING MAINTENANCE & REMOVAL LF 140

25. FLOW DIVERSION & FOUNDATION EXCAVATION WATER CONTROL BY CONTRACTOR MEANS LS 1

26. HAY BALES, INCLUDING MAINTENANCE & REMOVAL LF 100

27. BERMUDA SOD SF 550

28. STRAW/COCONUT MATTING SF 600

29. GABION EROSION SYSTEM - SCOURLOK LF 44

30. REINFORCED SLOPE STABILIZATION - ARMORMAX SY 42

30. TEMPORARY GRASSING, INCLUDING MULCH SF 650

31. PERMANENT GRASSING, INCLUDING MULCH SF 2,000

32. TYPE III RIP RAP TN 50

Demolition/Removal Subtotal =

New Struction - Contech Aluminum Box Culvert #51 Subtotal =

Paving & Concrete Flatwork Subtotal =

CITY OF GRIFFIN

GRIFFIN GOLF COURSE BRIDGE REPLACEMENTS

BID TABULATION

General Subtotal =

EXHIBIT "A"

Revised March 14, 2024

33. CONCRETE WASHOUT PER PLANS EA 2

MISCELLANEOUS

34. ONE WAY SIGNS INCLUDING INSTALLATION EA 3

35. SINGLE SWING GATE - 18' LONG EA 1

36. BARRIER REFLECTORS - SHUR-TITE 3" WHITE EA 14

37. 4-INCH WHITE STRIPING (PARKING SPACES) THERMOPLASTIC LF 34

38. ROAD BARRICADES FOR TRAFFIC CONTROL LF 146

39. ORANGE BARRIER FENCE - 4' HIGH LF 130

39. WING WALL TO EXISTING CONCRETE WALL DETAIL LS 1

40. WING WALL TO EXISTING STACKED CONCRETE WALL DETAIL LS 1

41. 36-INCH DIAMETER TREE REMOVAL AND DISPOSAL LS 1

42. TRENCH ROCK CY 10

Erosion Control & Diversion Subtotal =

TOTAL CONSTRUCTION

Miscellaneous Subtotal =

EXHIBIT "A"

BRIDGE B

GENERAL

1. PAYMENT & PERFORMANCE BONDS LS 1

2. GENERAL CONDITIONS LS 1

3. CONSTRUCTION STAKING BY REGSITERED SURVEYOR LS 1

4. AS-BUILT SURVEY BY REGISTERED SURVEYOR LS 1

DEMOLITION/REMOVAL

5. COMPLETE DEMOLITION OF EXISTING CONCRETE BRIDGE INCLUDING OFFSITE DISPOSAL LS 1

6. SAW CUT ASPHALT (VARIOUS DEPTHS) LF 79

7. REMOVAL OF ASHPALT PAVING COMPLETE INCLUDING OFFSITE DISPOSAL (VARIOUS THICKNESSES) SY 162

8. REMOVAL OF DEBRIS AND CONCRETE IN STREAM LS 1

9. REMOVAL OF EXISTING GATE & POSTS LS 1

10. REMOVAL OF CONCRETE FLUME NOTED ON DEMO PLAN LS 1

NEW STRUCTURE - CONTECH ALUMINUM BOX CULVERT #52

11. ALUMINUM BOX CULVERT ASSEMBLY & INSTALLATION INCLUDING ALUMINUM WING WALLS COMPLETE LS 1

12. ALUMINUM BOX CULVERT FOUNDATION SYSTEM COMPLETE PER PLANS LS 1

13. PREPARATION FOR INSTALLATION OF CONTECH STRUCTURE, WING WALL EMBEDMENT & TIE BACKS LS 1

14. #4 STONE FOR FOUNDATION BASE TN 35

15. G.A.B. IN PLACE FOR BACKFILL OF CULVERT & WINGWALLS TN 618

16. ASPHALT PAVING (6 : 2 : 1 1/2) SECTION) SY 162

17. GRADING COMPLETE (TOPSOIL, FINE GRADING, & REPLACEMENT OF EXISTING FILL EXCAVATED) LS 1

PAVING & CONCRETE FLATWORK

18. 8" REINFORCED CONCRETE BRIDGE SLAB INCLUDING REINFORCING PER DETAIL SF 540

19. 32" TALL CONCRETE BARRIER LF 56

20. CONCRETE CURB AT BASE OF BARRIER ON BRIDGE LF 56

21. CONCRETE FLUME LS 1

STORM DRAINAGE

22. 18" CLASS III RCP LF 14

23. 4' DIAMETER MANHOLE VF 7

24. 4' FLAT LID WITH SQUARE OPENING EA 1

25. 4X4 RAISED LID WITH PEDESTALS EA 1

30. CONCRETE FILL AT GABION EA 1

31. CONCRETE HEADWALL EA 1

EROSION CONTROL

32. TYPE 'C' SILT FENCE INLCUDING MAINTENANCE & REMOVAL LF 640

33. SAND BAGS FOR FLOW DIVERSION, INCLUDING MAINTENANCE & REMOVAL LF 140

CITY OF GRIFFIN

GRIFFIN GOLF COURSE BRIDGE REPLACEMENTS

BID TABULATION

General Subtotal =

Demolition/Removal Subtotal =

New Structure - Contech Aluminum Box Culvert #52 Subtotal =

Paving & Concrete Flatwork Subtotal =

Storm Drainage Subtotal =

EXHIBIT "A"

34. FLOW DIVERSION & FOUNDATION EXCAVATION WATER CONTROL BY CONTRACTOR MEANS LS 1

35. HAY BALES, INCLUDING MAINTENANCE & REMOVAL LF 100

36. BERMUDA SOD SF 600

37. STRAW/COCONUT MATTING SF 1,000

38. GABION EROSION SYSTEM - SCOURLOK LF 100

39. REINFORCED SLOPE STABILIZATION - ARMORMAX SY 56

40. TEMPORARY GRASSING, INCLUDING MULCH SF 500

41. ROAD BARRICADES FOR TRAFFIC CONTROL SF 2,000

42. TYPE III RIP RAP TN 50

43. CONCRETE WASHOUT PER PLANS EA 2

MISCELLANEOUS

1. TRENCH ROCK CY 10

44. STOP SIGN WITH POST POST COMPLETE EA 1

45. ONE WAY SIGNS INCLUDING INSTALLATION EA 2

46. 12-INCH WHITE STOP BAR - 12' IN LENGTH EA 1

47. DOUBLE SWING GATE - 10' LONG EA 2

48. BARRIER REFLECTORS - SHUR-TITE 3" WHITE EA 14

49. 4-INCH WHITE STRIPING (PARKING SPACES) THERMOPLASTIC LF 40

50. CONCRETE DUMPSTER PAD - 10'X10'X8" LS 1

51. ROAD BARRICADES FOR TRAFFIC CONTROL LF 100

52. ORANGE BARRIER FENCE - 4' HIGH LF 146

52. 45-INCH DIAMETER TREE REMOVAL AND DISPOSAL LS 1

53. TRENCH ROCK CY 10

TOTAL CONSTRUCTION FOR BRIDGE A & BRIDGE B

Erosion Control Subtotal =

Miscellaneous Subtotal =

TOTAL CONSTRUCTION FOR BRIDGE A

TOTAL CONSTRUCTION FOR BRIDGE B

TOTAL CONSTRUCTION

EXHIBIT "A"

GENERAL NOTES:

1. THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE

ALUMINUM BOX CULVERT (ALBC) STRUCTURE AS DETAILED IN THE PLANS. ANY

INSTALLATION INFORMATION PROVIDED HEREIN SHALL BE REVIEWED AND APPROVED

BY THE ENGINEER. CHANGES AND DISCREPANCIES MUST BE FORWARDED TO THE

MANUFACTURER TO BE INCORPORATED IN A REVISED DRAWING SET.

2. THE ENGINEER SHALL VERIFY THAT THE PROPOSED STRUCTURE IS APPROPRIATE FOR

THE SITE CONDITIONS AND THE DESIGN PARAMETERS ARE CONSISTENT WITH THE

PROJECT REQUIREMENTS. ALL ASPECTS OF THE STRUCTURE DESIGN AND SITE

LAYOUT NOT EXPLICITLY INCLUDED IN THESE DRAWINGS SHALL BE PROVIDED OR

COORDINATED BY THE ENGINEER. THIS MAY INCLUDE BUT IS NOT LIMITED TO:

FOUNDATIONS, BACKFILL, END TREATMENTS, HYDRAULIC ANALYSIS AND SCOUR

ANALYSIS AS REQUIRED.

3. CONTECH PRODUCT DRAWINGS MAY NOT BE USED, REPRODUCED, COPIED, OR

ISSUED TO A THIRD PARTY WITHOUT THE PRIOR WRITTEN PERMISSION OF CONTECH

ENGINEERED SOLUTIONS.

4. ALL DIMENSIONS ARE TO THE INSIDE CREST OF THE CORRUGATION PROFILE UNLESS

NOTED OTHERWISE AND ARE SUBJECT TO MANUFACTURING TOLERANCES.

5. THE STRUCTURE GEOMETRY, DESIGN, AND MATERIALS AS SHOWN IN THESE

DRAWINGS ONLY APPLY TO THE ALBC, DESIGNED AND FABRICATED BY CONTECH

ENGINEERED SOLUTIONS (CONTECH). ALTERNATIVE SYSTEMS SHALL BE FULLY

DESIGNED AND APPROVED PRIOR TO BIDDING, WITH SEALED DRAWINGS AND

CALCULATIONS PROVIDED TO DEMONSTRATE COMPLIANCE WITH THE SAME

GEOMETRY, DESIGN, AND MATERIAL REQUIREMENTS AS SHOWN HEREIN.

6. CIRCUMFERENTIAL PLATE LENGTHS ARE IN TERMS OF N = 9.625 INCHES.

7. FOR WATER CONVEYANCE APPLICATIONS THE STRUCTURE MUST MEET HYDRAULIC

REQUIREMENTS OF THE SITE AS DETERMINED BY THE ENGINEER. SHEET PILING,

INLET AND OUTLET APRONS, CUTOFF WALLS, RIP RAP, AND/OR OTHER MEASURES

SHALL BE INSTALLED AS NECESSARY TO PREVENT LOSS OF ENGINEERED BACKFILL

AND/OR FOUNDATION SOILS DUE TO SCOUR. THE EXTENT, SIZE, AND LOCATION OF

SCOUR PROTECTION SHALL BE DETERMINED BY THE ENGINEER.

8. PERIMETER DRAINAGE, SURFACE DRAINAGE, AND GRADING AROUND THE STRUCTURE

SHALL BE DESIGNED, SPECIFIED, SUPPLIED, AND INSTALLED BY OTHERS.

DESIGN PARAMETERS

1. DESIGN BY CONTECH ENGINEERED SOLUTIONS IS BASED ON THE FOLLOWING DESIGN

CRITERIA:

VEHICLE LIVE LOAD:HL-93

MINIMUM COVER: 2.5

MAXIMUM COVER: 4.0

UNIT WEIGHT OF ENGINEERED BACKFILL = 120 LBS/FT³.

2. ENGINEERED BACKFILL MATERIAL SHALL COMPLY WITH THE ENGINEERED BACKFILL

MATERIAL REQUIREMENTS SHOWN IN THESE DRAWINGS.

3. DESIGN COVER AND LATERAL EXTENT OF ENGINEERED BACKFILL ZONE SHALL BE AS

SHOWN IN THESE DRAWINGS AND REQUIRED BY THE DESIGN STANDARDS

REFERENCED IN THESE NOTES.

4. REFERENCE AASHTO LRFD SECTION 12.6.1 FOR SEISMIC DESIGN CONSIDERATIONS.

5. STRUCTURE DESIGN BASED ON SITE SOIL INFORMATION PROVIDED IN CONTRACT

DOCUMENTS. IF UNEXPECTED SITE SOIL CONDITIONS ARE ENCOUNTERED, CONTECH

MUST BE NOTIFIED TO DETERMINE IF DESIGN CHANGES ARE NEEDED.

6. TEMPORARY CONSTRUCTION VEHICLE LOADING HEAVIER THAN THE DESIGN VEHICLE

LIVE LOAD SHALL NOT BE PERMITTED TO CROSS OVER THE STRUCTURE WITHOUT THE

APPROVAL OF CONTECH. IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY

CONTECH OF THE SIZE, TYPE AND WEIGHT OF ANY CONSTRUCTION VEHICLES

INTENDED TO CROSS OVER THE STRUCTURE.

7. STANDARD HIGHWAY LOADS THAT MEET PERMISSIBLE DESIGN LOAD LIMITS FOR AN

ALBC ARE NOT ALLOWED ON THE STRUCTURE UNTIL IT IS BACKFILLED COMPLETELY

AND PAVEMENT IS IN PLACE.

8. IT IS RECOMMENDED THAT UNPAVED ROADS INCORPORATE AT LEAST 6" MORE THAN

MINIMUM ALLOWABLE COVER DEPTH TO ALLOW FOR RUTTING.

HAUNCH REINFORCING RIB

RIB SPLICE CROWN REINFORCING RIB

ALBC - END VIEW

INVERT CORNERS OF HAUNCH

PLATES PAINTED RED

20'-6"

KF

JEM

CHECKED:

DRAWN:

DESIGNED:

APPROVED:

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SHEET NO.:

OF

2/28/2024

DATE:PROJECT No.:

716372

SEQ. No.:

010GRIFFIN GOLF COURSE

GRIFFIN, GA

BRIDGE A

REVISION DESCRIPTIONDATEMARK BY

700 Tech Drive, Winchester, KY 40391

859-744-3339 859-744-9665 FAX

The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by

Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of

Contech. Failure to comply is done at the user's own risk and

Contech expressly disclaims any liability or responsibility for such use.

If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 51R1

SPAN: 20'-6"

RISE: 7'-3"

LENGTH @ ℄: 18'-0"

SKEW

BEVEL

INLET OUTLET

PLATE THICKNESS: .125 (H)/.125(C)

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

1. DESIGN AND MANUFACTURING STANDARDS

1.1 STANDARDS - ALL STANDARDS REFER TO THE CURRENT ASTM / AASHTO EDITION UNLESS

OTHERWISE NOTED.

1.2 AASHTO M219 - STANDARD SPECIFICATION FOR CORRUGATED ALUMINUM ALLOY STRUCTURAL

PLATE FOR FIELD-BOLTED PIPE, PIPE-ARCHES AND ARCHES

1.3 AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.

1.4 AASHTO LRFD BRIDGE CONSTRUCTION SPECIFICATIONS - SECTION 26.

1.5 ASTM B864 - STANDARD SPECIFICATION FOR CORRUGATED ALUMINUM BOX CULVERTS.

2. DEFINITIONS

2.1 ENGINEER - IN THESE NOTES THE WORD “ENGINEER” SHALL MEAN THE ENGINEER OF RECORD OR

OWNER'S DESIGNATED ENGINEERING REPRESENTATIVE.

2.2 MANUFACTURER - IN THESE NOTES THE WORD “MANUFACTURER” SHALL MEAN THE

MANUFACTURER OF THE ALBC, CONTECH ENGINEERED SOLUTIONS @ PHONE 800/338-1122.

2.3 CONTRACTOR - IN THESE NOTES THE WORD “CONTRACTOR” SHALL MEAN THE FIRM OR

CORPORATION UNDERTAKING THE EXECUTION OF ANY INSTALLATION WORK UNDER THE TERMS OF

THESE SPECIFICATIONS.

3. ALUMINUM BOX CULVERT (ALBC) STRUCTURE ASSEMBLY

3.1 ASSEMBLY OF THE ALBC SHALL BE IN ACCORDANCE WITH SECTION 26 OF AASHTO LRFD

CONSTRUCTION SPECIFICATIONS (LATEST EDITION, WITH INTERIMS) AND ANY SUPPLEMENTAL

RECOMMENDATIONS PROVIDED BY THE MANUFACTURER.

3.2 ALL PLATES AND ACCESSORIES SHALL BE UNLOADED AND HANDLED WITH REASONABLE CARE.

PLATES SHALL NOT BE ROLLED OR DRAGGED OVER GRAVEL ROCK AND SHALL BE PREVENTED FROM

STRIKING ROCK OR OTHER HARD OBJECTS DURING PLACEMENT IN TRENCH OR ON BEDDING.

3.3 FOR STRUCTURES SET ON CONCRETE FOOTINGS, PLATE ASSEMBLY CAN BEGIN AFTER PLACEMENT

OF STRUCTURE FOOTINGS HAS BEEN APPROVED BY THE ENGINEER. VERIFICATION OF PROPER

SPACING, ALIGNMENT, AND ORIENTATION OF THE FOUNDATIONS IS STRONGLY RECOMMENDED

PRIOR TO BEGINNING PLATE ASSEMBLY. ANY MODIFICATIONS TO THE FOUNDATIONS SHALL BE

MADE PRIOR TO BEGINNING PLATE ASSEMBLY.

3.4 WHEN A METAL FOUNDATION IS USED, THE SOIL BEDDING REQUIRES A MINIMUM OF 6 INCHES OF

LOOSE GRANULAR MATERIAL WITH A MAXIMUM PARTICLE SIZE OF ONE HALF THE CORRUGATION

DEPTH. THE PROPER WIDTH OF THE BEDDING MATERIAL REQUIRED SHALL CONFORM TO THE

PROJECT PLANS AND SPECIFICATIONS.

BEDDING PREPARATION SHOULD BE APPROVED BY THE ENGINEER PRIOR TO ASSEMBLY. THE BED

SHOULD BE CONSTRUCTED TO UNIFORM LINE AND GRADE. IT SHOULD BE FREE OF ROCK

FORMATIONS, PROTRUDING STONES, FROZEN LUMPS, ROOTS AND OTHER FOREIGN MATTER.

3.5 THE SPAN AND RISE OF THE STRUCTURE SHOULD BE CHECKED FREQUENTLY DURING THE EARLY

STAGES OF ASSEMBLY TO VERIFY THAT ASSEMBLY TOLERANCES ARE BEING ACHIEVED AND TO

ALLOW FOR ADJUSTMENTS TO PROCEDURES, IF NECESSARY, BEFORE ASSEMBLY IS COMPLETE.

3.6 CUT PLATES FOR SKEWED ENDS SHOULD BE ATTACHED AFTER THE MAIN BARREL OF A STRUCTURE

HAS BEEN ASSEMBLED. WHEN CAST-IN-PLACE CONCRETE COLLARS OR HEADWALLS ARE TO BE

CONSTRUCTED, THE CONTRACTOR MUST ALLOW FOR FORMWORK TO BE ERECTED ON THE END OF

THE STRUCTURE. FORMING AGAINST A SKEWED CORRUGATION PROFILE IS COMPLEX AND SHOULD

BE ACCOUNTED FOR BY THE FORMING CONTRACTOR WHEN PLANNING PROCEDURES AND

METHODS FOR FORMWORK CONSTRUCTION. IN SOME CASES, FIELD TRIMMING OF THE

STRUCTURE MAY BE NECESSARY. SPECIAL BRACING AND/OR SCAFFOLDING (DESIGN BY OTHERS) IS REQUIRED TO SUPPORT SKEWED ENDS UNTIL ADEQUATE COMPRESSIVE STRENGTH IS ACHIEVED AS

REQUIRED BY THE COLLAR/HEADWALL DESIGNER.

3.7 NUTS SHALL BE PLACED WITH THE ROUNDED FACE IN CONTACT WITH THE PLATES UNLESS NOTED OTHERWISE. NUTS CAN BE ON EITHER THE INSIDE OR OUTSIDE OF THE STRUCTURE TO FACILITATE

ASSEMBLY.

3.8 BOLTS AND NUTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A-307 and/or ASTM A-449.

RECOMMENDED TORQUE RANGE ON THE BOLTS IS 100 TO 150 FT-LBS.

3.9 INSIDE SPAN AND RISE OF THE ASSEMBLED STRUCTURE AFTER BOLTING SHALL BE WITHIN 2% OF

THE PLAN DIMENSIONS. THE STRUCTURE LENGTH SHALL BE WITHIN 1%.

4. ENGINEERED BACKFILL ENVELOPE

4.1 ENGINEERED BACKFILL MATERIAL SHALL BE PLACED WITHIN THE ENGINEERED BACKFILL ENVELOPE

TO THE MINIMUM WIDTH AND WITHIN THE COVER LIMITS SHOWN ON THESE DRAWINGS. THE

ENGINEERED BACKFILL ENVELOPE SHALL NOT BE ALTERED WITHOUT WRITTEN APPROVAL FROM

CONTECH.

4.2. IN-SITU SOILS BELOW AND ADJACENT TO THE ENGINEERED BACKFILL ENVELOPE SHALL PROVIDE A

FIRM SURFACE AGAINST WHICH TO COMPACT THE ENGINEERED BACKFILL MATERIAL. THE

GEOTECHNICAL ENGINEER SHALL EVALUATE THE IN-SITU SOILS AND DETERMINE THE TYPE AND DEGREE OF ANY SOIL IMPROVEMENTS REQUIRED. THESE MAY INCLUDE BENCHING OR SLOPING OF THE SIDE SOILS. BACKFILL PLACEMENT MAY NOT BEGIN UNTIL THE GEOTECHNICAL ENGINEER HAS

APPROVED THE IN-SITU SOILS AND ANY REQUIRED IMPROVEMENTS.

4.3. A DRAINED CONDITION WAS ASSUMED FOR THE ENGINEERED BACKFILL ENVELOPE. DESIGN AND

SUPPLY OF A SUBSURFACE DRAINAGE SYSTEM (IF NEEDED) SHALL BE PROVIDED BY OTHERS.

4.4. IF REQUIRED BY THE GEOTECHNICAL ENGINEER, A GEOTEXTILE OR GRADED SOIL FILTER MAY BE USED BETWEEN THE ENGINEERED BACKFILL AND IN-SITU SOIL TO PREVENT MIGRATION OF FINES

AND POSSIBLE INTERNAL EROSION OF THE SOIL.

5. ENGINEERED BACKFILL MATERIAL REQUIREMENTS

5.1 THE DESIGN OF ALBC STRUCTURES RELIES ON COMPACTED SOIL PROPERTIES PROVIDED BY THE

ENGINEERED BACKFILL MATERIALS. THE CORRECT SELECTION AND PLACEMENT OF COMPACTED

ENGINEERED BACKFILL MATERIAL IS CRITICAL TO THE PERFORMANCE OF ALBC STRUCTURES.

5.2 THE ENGINEERED BACKFILL MATERIAL SHALL NOT BE ADVERSELY AFFECTED BY WETTING, DRYING, SATURATION, FREEZE/THAW, VIBRATIONS, OR FLOWING WATER.

5.3 BACKFILL MATERIALS SHALL CONFORM TO PROPERTIES REFERENCED IN THE PROJECT

SPECIFICATIONS OR THE PROPERTIES DESCRIBED HEREIN, WHICHEVER IS MORE STRINGENT.

5.4 ALBC NUMBERS 1 THROUGH 87 SHALL BE BACKFILLED USING CLEAN WELL GRADED GRANULAR MATERIAL THAT MEETS THE REQUIREMENTS FOR SOIL CLASSIFICATIONS A-1, A-2-4, A-2-5, OR A-3

MODIFIED PER AASHTO M-145.

A-3 MATERIAL MAY NOT CONTAIN FINE BEACH SANDS, WINDBLOWN SANDS, STREAM DEPOSITED

SAND, ETC. EXHIBITING FINE, ROUNDED PARTICLES.

ALBC NUMBERS 88 THROUGH 143 SHALL BE BACKFILLED USING CLEAN WELL GRADED GRANULAR

MATERIAL THAT MEETS THE REQUIREMENTS FOR SOIL CLASSIFICATIONS A-1, A-2-4 OR A-2-5 PER

AASHTO M-145.

REFER TO BACKFILL DETAILS FOR SOIL CLASSIFICATION TABLE. OPEN GRADED OR GAP GRADED MATERIALS ARE NOT PREFERRED. THE BACKFILL MATERIAL SHOULD BE FREE OF FROZEN LUMPS, FOREIGN MATERIAL OR ORGANIC DECOMPOSABLE MATERIALS. WHEN USING A-2 MATERIALS, MOISTURE CONTENT MUST BE BETWEEN -3% AND +2% OPTIMUM AS DEFINED BY AASHTO T 180.

5.5 GRAIN SIZE DISTRIBUTION (GRADATION) OF THE ENGINEERED BACKFILL MATERIAL SHALL SATISFY:

Cu GREATER THAN OR EQUAL TO 3 AND Cc BETWEEN 0.7 AND 3, WHERE Cu = COEFFICIENT OF UNIFORMITY = D60/D10 AND Cc = COEFFICIENT OF CURVATURE = (D30)²/(D60XD10). DXX IS THE PARTICLE SIZE CORRESPONDING TO XX% FINER ON THE CUMULATIVE PARTICLE SIZE DISTRIBUTION

CURVE (ASTM D2487).

Cu REQUIREMENTS ARE WAIVED FOR CRUSHER RUN SCREENED AGGREGATES. Cc REQUIREMENTS

ARE WAIVED FOR BACKFILL MATERIAL CONTAINING MORE THAN 60% GRAVEL (> #4 SIEVE).

5.6 ABRASION LOSS SHALL NOT EXCEED 45% AS DETERMINED BY THE LOS ANGELES ABRASION TEST

(ASTM C131).

5.7 HUMIC (DECAYING) ORGANIC MATTER SHALL NOT EXCEED 1.0% (DRY WEIGHT BASIS).

5.8 ELECTROCHEMICAL REQUIREMENTS FOR SOIL AND WATER IN CONTACT WITH BOTH THE INSIDE

AND OUTSIDE OF THE ALBC STRUCTURE ARE AS FOLLOWS:

- PH = 4 TO 9

- RESISTIVITY > 500 OHM-CM

5.9 IF THE ELECTROCHEMICAL PROPERTIES OF THE BACKFILL OR WATER FALL OUTSIDE OF THE

RECOMMENDED RANGE, A SECONDARY PROTECTION SYSTEM MAY BE NEEDED TO ACHIEVE THE

DESIGN SERVICE LIFE. SECONDARY PROTECTION SYSTEMS (IF REQUIRED) SHALL BE DESIGNED AND

PROVIDED BY OTHERS.

5.10 THE SELECTION AND EVALUATION OF PROPOSED ENGINEERED BACKFILL MATERIAL IS THE RESPONSIBILITY OF THE CONTRACTOR. THE PROPOSED ENGINEERED BACKFILL MATERIAL SHALL

MEET OR EXCEED THE REQUIREMENTS OF THESE SPECIFICATIONS.

6. ENGINEERED BACKFILL PLACEMENT PROCEDURE

6.1 CONTECH RECOMMENDS THAT A PRECONSTRUCTION CONFERENCE IS HELD PRIOR TO

COMMENCEMENT OF WORK TO REVIEW AND DISCUSS THE RECOMMENDED PROCEDURES FOR

BACKFILLING, AND STRUCTURE SHAPE MEASUREMENTS. ANY CONTRACTOR WITH RESPONSIBILITY

FOR BACKFILLING OR CONSTRUCTION OF END TREATMENTS MUST BE REPRESENTED AT THIS

MEETING. IT IS RECOMMENDED THAT THE ENGINEER AND ANY THIRD PARTY INVOLVED IN

COMPACTION TESTING OR OTHER QUALITY CONTROL MEASURES ALSO ATTEND.

6.2 ANY IMPROVEMENT OF THE SUBGRADE AND EMBANKMENT SOILS REQUIRED BY THE

GEOTECHNICAL ENGINEER SHALL BE COMPLETED AND APPROVED PRIOR TO BEGINNING

PLACEMENT OF ENGINEERED BACKFILL MATERIAL.

6.3 THE ENGINEERED BACKFILL MATERIAL SHALL BE PLACED UNIFORMLY ON BOTH SIDES OF THE

STRUCTURE IN LAYERS OF 8 INCHES OR LESS (BEFORE COMPACTION).

6.4 BACKFILL SHALL BE COMPACTED TO THE MINIMUM DENSITY INDICATED IN THESE DRAWINGS.

DEPENDING ON THE COMPACTION EQUIPMENT AND ENGINEERED BACKFILL MATERIAL USED, IT

MAY BE NECESSARY TO DECREASE THE LIFT THICKNESS AND/OR MOISTURE CONDITION THE LOOSE

SOIL TO ACHIEVE THE SPECIFIED MINIMUM LEVEL OF COMPACTION.

6.5 IF THE ENGINEERED BACKFILL MATERIAL DOES NOT PRODUCE A PROCTOR CURVE AND/OR IS NOT CONDUCIVE TO TRADITIONAL FIELD-TESTING METHODS, QUALITATIVE METHODS OF EVALUATING

COMPACTION MAY BE USED. SUCH METHODS SHALL BE EVALUATED AND APPROVED BY THE

GEOTECHNICAL ENGINEER AND A COPY OF THE METHOD BE PROVIDED TO THE DESIGNER.

6.6 THE DIFFERENCE IN BACKFILL LEVELS ON THE TWO SIDES OF THE STRUCTURE AT ANY TRANSVERSE

SECTION SHALL NOT EXCEED 24 INCHES WITHOUT PRIOR APPROVAL FROM CONTECH.

6.7 CONSTRUCTION EQUIPMENT USED WITHIN 5 FEET LATERALLY OF THE WIDEST PART OF THE STRUCTURE, UP TO THE MINIMUM DESIGN COVER HEIGHT ABOVE THE STRUCTURE, SHALL HAVE A STATIC MASS OF 10 TONS OR LESS. IT MAY BE POSSIBLE TO USE HEAVIER EQUIPMENT IF IT CAN BE

DEMONSTRATED THAT THE STRUCTURE SHAPE IS NOT ADVERSELY AFFECTED. ENGINEERED

BACKFILL MATERIAL PLACED WITHIN 1 FOOT LATERALLY OF THE WIDEST PART OF THE STRUCTURE

SHALL BE COMPACTED USING HAND OPERATED EQUIPMENT UNTIL THE MINIMUM COVER HEIGHT

IS REACHED. OVER-COMPACTION OF ENGINEERED BACKFILL IN THIS ZONE SHOULD BE AVOIDED, AS THIS CAN CONTRIBUTE TO EXCESSIVE DEFLECTION OF SOME STRUCTURES. AREAS CLOSEST TO THE

STRUCTURE SHALL BE COMPACTED RUNNING PARALLEL TO THE LENGTH OF THE STRUCTURE.

6.8 ONCE THE BACKFILL ELEVATION REACHES THE MIDDLE OF THE HAUNCH CURVE (DEPENDING ON

RELATIVE MOVEMENT DURING THE BACKFILL PROCESS), PLACE AND COMPACT ENGINEERED

BACKFILL MATERIAL IN RADIAL LIFTS OVER THE TOP OF THE STRUCTURE USING EQUIPMENT AS DESCRIBED ABOVE. THE FIRST RADIAL LIFT SHOULD BE THICKER AND PROVIDE A MINIMUM 12

INCHES OF COVER BETWEEN THE STRUCTURE AND COMPACTION EQUIPMENT. EQUIPMENT

SHOULD RUN PERPENDICULAR TO THE LONGITUDINAL AXIS OF THE STRUCTURE. NO EQUIPMENT

SHALL BE ALLOWED OVER THE STRUCTURE THAT WOULD EXCEED THE DESIGN LOAD AT THE

MINIMUM DESIGN HEIGHT OF COVER. NO CONSTRUCTION EQUIPMENT SHALL BE ALLOWED TO

PARK ON TOP OF A PARTIALLY BACKFILLED STRUCTURE.

6.9 AT NO TIME SHALL THE ENGINEERED BACKFILL MATERIAL BE DUMPED OR PUSHED AGAINST THE STRUCTURE WALL(S) SO AS TO CHANGE THE SHAPE OR ALIGNMENT OF THE STRUCTURE. MATERIAL

SHALL NOT BE DUMPED ON TOP OF THE STRUCTURE AT ANY TIME. TRUCKS MAY UNLOAD IN

ROUGH LAYERS NO CLOSER THAN 5 FEET FROM THE WIDEST PART OF THE STRUCTURE.

6.10 THE STRUCTURE SHALL BE CHECKED PERIODICALLY DURING BACKFILLING TO ENSURE THE FINAL

SHAPE OF THE STRUCTURE MEETS DESIGN REQUIREMENTS AND IS CONSISTENT WITH THE

ASSEMBLY TOLERANCES AS STATED IN THESE NOTES. IF DEFLECTION OF THE STRUCTURE IS

GREATER THAN EXPECTED, BACKFILLING SHALL BE HALTED AND BACKFILL PLACEMENT AND

COMPACTION PROCEDURES MODIFIED TO CORRECT THE STRUCTURE SHAPE. IT MAY BE

NECESSARY TO REMOVE SOME OF THE BACKFILL TO CORRECT EXCESSIVE DEFLECTION.

7. CONSTRUCTION OBSERVATIONS AND TESTING

7.1. OBSERVATION AND TESTING SHALL BE PERFORMED DURING CONSTRUCTION TO VERIFY

COMPLIANCE WITH THESE DRAWINGS, APPLICABLE PROJECT DOCUMENTS, AND STANDARDS

REFERENCED IN THESE NOTES.

7.2. THE CONTRACTOR IS RESPONSIBLE FOR QUALITY CONTROL PROCEDURES, VERIFICATION

MEASUREMENTS, ADEQUATE SUPERVISION, PROGRESS TESTING, EVALUATION OF PROPOSED

ENGINEERED BACKFILL MATERIALS, AND/OR OTHER MEASURES AS NEEDED TO ENSURE THAT THE

COMPLETED PROJECT COMPLIES WITH THESE DRAWINGS AND NOTES.

7.3. THE PROJECT OWNER (OR THEIR DESIGNATED REPRESENTATIVE) IS RESPONSIBLE FOR PROJECT

OVERSIGHT AND FINAL ACCEPTANCE OF THE CONSTRUCTED STRUCTURE. THE OWNER MAY

ACCEPT THE CONTRACTOR'S QUALITY CONTROL PROGRAM OR ADOPT AN INDEPENDENT QUALITY

ASSURANCE PROGRAM TO VERIFY COMPLIANCE.

7.4. OBSERVATIONS AND TESTING PRIOR TO STRUCTURE ASSEMBLY & BACKFILL SHALL INCLUDE BUT

NOT BE LIMITED TO:

- EVALUATION OF FOUNDATION SOILS BELOW FOOTINGS AND THE ENGINEERED BACKFILL

ENVELOPE

- VERIFICATION OF PROPER ALIGNMENT, DIMENSIONS, AND PLACEMENT OF FOUNDATIONS

- VERIFICATION OF PROPER SHAPING, PLACEMENT, AND PREPARATION OF BEDDING SOILS

(STRUCTURES WITH INVERTS)

- VERIFICATION OF PROPER PREPARATION OF EMBANKMENT SOILS ADJACENT TO THE ENGINEERED

BACKFILL ENVELOPE

- EVALUATION AND APPROVAL OF ENGINEERED BACKFILL MATERIALS

- VERIFICATION OF PROPER PLACEMENT OF GEOTEXTILES (WHEN REQUIRED)

7.5 OBSERVATIONS AND TESTING DURING ASSEMBLY & BACKFILLING SHALL INCLUDE BUT NOT BE

LIMITED TO:

- STRUCTURE ALIGNMENT

- PLATE TIGHTNESS OBSERVATIONS

- BOLT TORQUE MEASUREMENTS

- INITIAL STRUCTURE SHAPE MEASUREMENTS (PRIOR TO STARTING BACKFILLING)

- PERIODIC STRUCTURE SHAPE MEASUREMENTS (DURING BACKFILLING)

- ENGINEERED BACKFILL MATERIAL SAMPLING AND TESTING

- OBSERVATIONS OF PROPER FILL PLACEMENT AND COMPACTION PROCEDURES.

7.6 CONTECH MAY REQUIRE ADDITIONAL OBSERVATIONS AND/OR TESTING WHICH MAY INCLUDE, BUT

NOT BE LIMITED TO, FULL TIME SHAPE MONITORING, ADDITIONAL SOIL TESTING, AND SITE

EVALUATIONS DEPENDING ON THE STRUCTURE GEOMETRY, DESIGN, AND/OR OTHER PROJECT

SPECIFIC FACTORS.

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SHEET NO.:

716372

SEQ. No.:

010GRIFFIN GOLF COURSE

GRIFFIN, GA

BRIDGE A

The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by

Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of

Contech. Failure to comply is done at the user's own risk and

Contech expressly disclaims any liability or responsibility for such use.

If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 51R1

SPAN: 20'-6"

RISE: 7'-3"

LENGTH @ ℄: 18'-0"

SKEW

BEVEL

INLET OUTLET

PLATE THICKNESS: .125 (H)/.125(C)

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

3/4" DIA. x 10'-0"

ANCHOR ROD (TYPICAL)

FLOW

PLAN VIEW

S

P A

N

OVERALL LENGTH = 18'-3"

ALUMINUM BOX CULVERT

#51: 20'-6" SPAN x 7'-3" RISE

H

E A

D W

A L L

H

E A

D W

A L L

4'-9"

4'-6"

DEADMAN ANCHOR

ALUMINUM STRUCTURAL PLATE 0.150"

(1'-8" x 2' 4-3/4" (TYPICAL)

3/4" DIA. x 12'-6" ANCHOR ROD (TYPICAL)

9'-3"

4'-9"

4'-6"

DEADMAN ANCHOR

ALUMINUM STRUCTURAL PLATE 0.150"

(1'-8" x 2' 4-3/4" (TYPICAL)

3/4" DIA. x 12'-6" ANCHOR ROD (TYPICAL)

9'-3"

4'-9"

4'-6"

DEADMAN ANCHOR

ALUMINUM STRUCTURAL PLATE 0.150"

(1'-8" x 2' 4-3/4" (TYPICAL)

3/4" DIA. x 12'-6" ANCHOR ROD (TYPICAL)

9'-3"

4'-9"

DEADMAN ANCHOR

ALUMINUM STRUCTURAL PLATE 0.150"

(1'-8" x 2' 4-3/4" (TYPICAL)

3/4" DIA. x 12'-6" ANCHOR ROD (TYPICAL)

NOTE:

SHADED AREA REPRESENTS CRITICAL BACKFILL ZONES.

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SHEET NO.:

716372

SEQ. No.:

010GRIFFIN GOLF COURSE

GRIFFIN, GA

BRIDGE A

The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by

Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of

Contech. Failure to comply is done at the user's own risk and

Contech expressly disclaims any liability or responsibility for such use.

If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 51R1

SPAN: 20'-6"

RISE: 7'-3"

LENGTH @ ℄: 18'-0"

SKEW

BEVEL

INLET OUTLET

PLATE THICKNESS: .125 (H)/.125(C)

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

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E Y

W A

Y

4'-6"

C.I.P. CONCRETE

(10) - #5 BARS CONTINUOUS

TOP & BOTTOM

#5 BENT BARS @ 18" O.C.

INSIDE FACE

OF ALBC

2'-6" 8" 1'-4"

T Y

P

2'-11" 1'-7"

20'-6" SPAN

4'-6"

2'-11" 1'-7"

R I S

E

ALUMINUM BOX CULVERT

ALBC #51

20'-6" SPAN X 7'-3" RISE

4'-6"

2'-11"1'-7"

17'-4" CLEAR SPAN

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SHEET NO.:

716372

SEQ. No.:

010GRIFFIN GOLF COURSE

GRIFFIN, GA

BRIDGE A

The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by

Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of

Contech. Failure to comply is done at the user's own risk and

Contech expressly disclaims any liability or responsibility for such use.

If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 51R1

SPAN: 20'-6"

RISE: 7'-3"

LENGTH @ ℄: 18'-0"

SKEW

BEVEL

INLET OUTLET

PLATE THICKNESS: .125 (H)/.125(C)

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

FOOTING DETAIL

CROSS SECTION

FOUNDATION NOTES:

1. THE ENGINEER SHALL VERIFY THAT THE PROPOSED FOUNDATION IS APPROPRIATE FOR THE

SITE CONDITIONS AND THE DESIGN PARAMETERS ARE CONSISTENT WITH THE PROJECT

REQUIREMENTS. THE FOUNDATION DESIGN CONSIDERS STRUCTURAL REQUIREMENTS OF THE

FOUNDATION ONLY. HYDRAULIC ANALYSIS AND SCOUR ANALYSIS, AS REQUIRED, SHALL BE

PERFORMED OR COORDINATED BY THE ENGINEER.

2. PRIOR TO CONSTRUCTION, CONTRACTOR MUST VERIFY ALL ELEVATIONS SHOWN WITH THE

ENGINEER.

3. FOUNDATION DESIGN IS BASED ON SITE SOIL INFORMATION PROVIDED TO CONTECH AND

DESCRIBED IN THE DESIGN PARAMETERS BELOW. FOUNDATION BEARING SOILS, INCLUDING

ANY SOIL IMPROVEMENTS REQUIRED, SHALL BE EVALUATED AND APPROVED BY OTHERS

PRIOR TO FOUNDATION CONSTRUCTION. IF UNEXPECTED SOIL CONDITIONS ARE

ENCOUNTERED, OR THE BEARING REQUIREMENTS CANNOT BE ACHIEVED, CONTECH MUST BE

NOTIFIED TO DETERMINE IF FOOTING DESIGN CHANGES ARE NEEDED.

4. REINFORCED CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE AASHTO LRFD

BRIDGE CONSTRUCTION SPECIFICATIONS, SECTION 8, REINFORCED CONCRETE, FOR CLASS A

CONCRETE HAVING A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.

5. REINFORCING STEEL FOR FOUNDATIONS SHALL CONFORM TO ASTM A615, GRADE 60 (Fy=60 ksi).

6. KEYWAY TO BE FILLED WITH NON-METALLIC, NON-SHRINK GROUT, WITH A MINIMUM 4,000 PSI

COMPRESSIVE STRENGTH (ASTM C1107). GROUT AND SHIMMING MATERIAL SHOULD NOT

CONTAIN ANY CORROSION-PROMOTING AGENTS.

DESIGN PARAMETERS:

DESIGN LIVE LOAD: HL-93

DESIGN MAXIMUM FILL HEIGHT: 4'

DESIGN METHOD: LOAD FACTOR DESIGN PER AASHTO SPECIFICATION

DESIGN MINIMUM NET ALLOWABLE BEARING CAPACITY: 3,000 PSF*

*BEARING CAPACITY PROVIDED IN GEOTECHNICAL REPORT PREPARED BY ATLAS TECHNICAL

CONSULTANTS, LLC DATED APRIL 26, 2023.

PLATES ONLY - (REINFORCING RIBS NOT SHOWN FOR CLARITY)

MARK CORNERS RED

MARK CORNERS RED

LIP (1

")LIP (1

CENTERLINE LENGTH = 18'-0"

OVERALL LENGTH = 18'-3"

FLOW

12N PLATE

.125 THK.

12N PLATE

.125 THK.

12N PLATE

.125 THK.

A

A

A

A

A

A

A

A

CROWN

CENTERLINE

ALBC - DEVELOPED PLAN (OUTSIDE VIEW)

20'-6" SPAN x 7'-3" RISE

B B B

1 2

PLATE LAPPING DETAIL

3 PLATE STRUCTURE

NOTE:

BEGIN SHELL ASSEMBLY AT INLET END. SEE

ASSEMBLY GUIDE INCLUDED WITH THE MATERIAL

SHIPMENT FOR FURTHER INSTRUCTIONS.

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SHEET NO.:

716372

SEQ. No.:

010GRIFFIN GOLF COURSE

GRIFFIN, GA

BRIDGE A

The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by

Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of

Contech. Failure to comply is done at the user's own risk and

Contech expressly disclaims any liability or responsibility for such use.

If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 51R1

SPAN: 20'-6"

RISE: 7'-3"

LENGTH @ ℄: 18'-0"

SKEW

BEVEL

INLET OUTLET

PLATE THICKNESS: .125 (H)/.125(C)

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

LIP (1

")LIP (1

CENTERLINE LENGTH = 18'-0"

OVERALL LENGTH = 18'-3"

FLOW

HR1 - 2 PCS. x 86.0" LG.

TYPE IV HAUNCH LOCATE WHERE SHOWN

CR3 - 2 PCS. x 144.5" LG.

TYPE IV CROWN LOCATE WHERE SHOWN

HR4 - 11 PCS. x 95.5" LG.

TYPE VI HAUNCH @18" LOCATE WHERE SHOWN

CR6 - 11 PCS. x 144.5" LG.

TYPE VI CROWN @18" LOCATE WHERE SHOWN

HR1

CR3

RIB SPLICE

(22 REQD)

12N PLATE

.125 THK.

12N PLATE

.125 THK.

12N PLATE

.125 THK.

A

A

A

A

A

A

A

A

CROWN

CENTERLINE

ALBC - DEVELOPED PLAN (OUTSIDE VIEW)

20'-6" SPAN x 7'-3" RISE

B B B

REFER TO BOLT LENGTH

USAGE DETAIL - SHEET 7

1 2

FR7 - 2 PCS. x 17" LG.

TYPE IV FILLER LOCATE WHERE SHOWN

FR7

HR2 - 2 PCS. x 86.0" LG.

TYPE IV HAUNCH LOCATE WHERE SHOWN

HR5 - 11 PCS. x 95.5" LG.

TYPE VI HAUNCH @18" LOCATE WHERE SHOWN

FR8 - 2 PCS. x 17" LG.

TYPE IV FILLER LOCATE WHERE SHOWN

HR2

FR8

RIB SPLICE

TYPE VI RIB

TYPE IV RIB

NOTES:

1. PLATE ONLY LAPS AT CORRUGATION VALLEYS NOT SHOWN FOR CLARITY.

2. REFER TO SHEET 7 FOR ADDITIONAL DETAIL.

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SHEET NO.:

716372

SEQ. No.:

010GRIFFIN GOLF COURSE

GRIFFIN, GA

BRIDGE A

The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by

Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of

Contech. Failure to comply is done at the user's own risk and

Contech expressly disclaims any liability or responsibility for such use.

If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 51R1

SPAN: 20'-6"

RISE: 7'-3"

LENGTH @ ℄: 18'-0"

SKEW

BEVEL

INLET OUTLET

PLATE THICKNESS: .125 (H)/.125(C)

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

NOTES:

1. FOR PROPER BOLT SIZE USAGE, REFER TO THE FOLLOWING:

2 PLATE 3 PLATE

0.125" THK. PLATE 1 1/4" 1 1/4"

PLATE ONLY

1 PLATE 2 PLATE

0.125" THK. PLATE 1 1/4" 1 1/2"

PLATE W/ TYPE IV REINFORCING RIB

1 PLATE 2 PLATE 3 PLATE

0.125" THK. PLATE 1 1/2" 2" 2"

PLATE W/ TYPE VI REINFORCING RIB

A

B

1 PLATE W/ TYPE IV RIB

" BOLTS

USE 1

" BOLTS

@RIB SPLICES

1 PLATE W/ TYPE VI RIB

" BOLTS

BOLT LENGTH USAGE DETAIL

2 PLATE W/ TYPE VI RIB

2" BOLTS

2 PLATE W/ TYPE VI RIB

2" BOLTS

3 PLATE W/ TYPE VI RIB

2" BOLTS

2 PLATE LAP - (NO RIB)

" BOLTS

1 PLATE W/ TYPE VI RIB

" BOLTS

2 PLATE W/ TYPE IV RIB

" BOLTS

3 PLATE LAP - (NO RIB)

" BOLTS

1'-4

RIB SPLICE

RIB SPLICE

TYPE VI

CROWN RIB

" x 1

" BOLT

" NUT

RIB SPLICE

ATTACHMENT TO TYPE VI RIB

TYPE VI

CROWN RIB

TYPE VI

HAUNCH RIB

RIB SPLICE

NOTE:

THE ORIENTATION OF THE RIBS IS NOT CRITICAL,

BUT SHOULD BE KEPT CONSISTENT ALONG THE

LENGTH OF THE STRUCTURE.

RIB SPLICE

ISOMETRIC VIEW

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SHEET NO.:

716372

SEQ. No.:

010GRIFFIN GOLF COURSE

GRIFFIN, GA

BRIDGE A

The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by

Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of

Contech. Failure to comply is done at the user's own risk and

Contech expressly disclaims any liability or responsibility for such use.

If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 51R1

SPAN: 20'-6"

RISE: 7'-3"

LENGTH @ ℄: 18'-0"

SKEW

BEVEL

INLET OUTLET

PLATE THICKNESS: .125 (H)/.125(C)

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

1. WALL PANEL NUMBERS ARE MARKED ON THE SOIL SIDE.

2. BOLT HEADWALL TO REINFORCING RIB AT END OF STRUCTURE.

3. SEE SHEETS 10-14 FOR REFERENCED SECTIONS AND ADDITIONAL DETAILS.

4. ALL 2'-3" DIMENSIONS ARE RELATIVE TO SECTION B-B.

5. ALL 4 1/2" DIMENSIONS ARE RELATIVE TO SECTION F-F.

6. ○ DENOTES BOLTS CONNECTION

7. ● DENOTES ANCHOR ROD CONNECTION

ALBC - INLET EXPANDED END VIEW

SEE DETAIL M

SEE DETAIL L

24'-0"

BASEWALL WIDTH

90° HORIZONTAL

19° VERTICAL

ELBOW CAP MK. EC1

2'-3"

4'-9"

CORNER

PANEL

WALE BEAM

x 5'-2" LG.

HW CAP MK HC2

x 5'-5" LG.

4'-6"

END

PANEL

4'-6"

CENTER

PANEL

1'-6"

CENTER

PANEL

4'-6"

CENTER

PANEL

4'-6"

CENTER

PANEL

4'-6"

END

PANEL

HW CAP MK HC1

24'-3" LG.

80° HORIZONTAL

15° VERTICAL

ELBOW CAP MK. EC2

4'-9"

CORNER

PANEL

2'-3"

4'-6"

WING

PANEL

WALE BEAM

x 9'-7" LG.

HW CAP MK HC3

x 9'-10" LG.

TYPE VI RIB x 24'-0" LG.

B

B

D

D

F

F

KF

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A

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SHEET NO.:

716372

SEQ. No.:

010GRIFFIN GOLF COURSE

GRIFFIN, GA

BRIDGE A

The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by

Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of

Contech. Failure to comply is done at the user's own risk and

Contech expressly disclaims any liability or responsibility for such use.

If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 51R1

SPAN: 20'-6"

RISE: 7'-3"

LENGTH @ ℄: 18'-0"

SKEW

BEVEL

INLET OUTLET

PLATE THICKNESS: .125 (H)/.125(C)

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

1. WALL PANEL NUMBERS ARE MARKED ON THE SOIL SIDE.

2. BOLT HEADWALL TO REINFORCING RIB AT END OF STRUCTURE.

3. SEE SHEETS 10-14 FOR REFERENCED SECTIONS AND ADDITIONAL DETAILS.

4. ALL 2'-3" DIMENSIONS ARE RELATIVE TO SECTION B-B.

5. ALL 4 1/2" DIMENSIONS ARE RELATIVE TO SECTION F-F.

6. ○ DENOTES BOLTS CONNECTION

7. ● DENOTES ANCHOR ROD CONNECTION

ALBC - OUTLET EXPANDED END VIEW

SEE DETAIL M

SEE DETAIL L

24'-0"

BASEWALL WIDTH

80° HORIZONTAL

18° VERTICAL

ELBOW CAP MK. EC3

2'-3"

4'-9"

CORNER

PANEL

4'-6"

WING

PANEL

WALE BEAM

x 9'-10" LG.

4'-6"

END

PANEL

4'-6"

CENTER

PANEL

1'-6"

CENTER

PANEL

4'-6"

CENTER

PANEL

4'-6"

CENTER

PANEL

4'-6"

END

PANEL

HW CAP MK HC1

24'-3" LG.

85° HORIZONTAL

29° VERTICAL

ELBOW CAP MK. EC4

4'-9"

CORNER

PANEL

2'-3"

4'-6"

WING

PANEL

WALE BEAM

x 10'-9" LG.

HW CAP MK HC5

x 11'-0" LG.

TYPE VI RIB x 24'-0" LG.

HW CAP MK HC4

x 10'-1" LG.

B

B

D

D

F

F

KF

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C T

A

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D

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M

SHEET NO.:

716372

SEQ. No.:

010GRIFFIN GOLF COURSE

GRIFFIN, GA

BRIDGE A

The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by

Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of

Contech. Failure to comply is done at the user's own risk and

Contech expressly disclaims any liability or responsibility for such use.

If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 51R1

SPAN: 20'-6"

RISE: 7'-3"

LENGTH @ ℄: 18'-0"

SKEW

BEVEL

INLET OUTLET

PLATE THICKNESS: .125 (H)/.125(C)

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

WHEN HEADWALLS ARE ORDERED FOR BOTH ENDS,

THE LENGTH OF STRUCTURE MUST BE A MULTIPLE OF 9"

0.150"

THICK PLATE

CORRUGATED

HEADWALL

REINFORCING RIB

FIELD DRILL HOLES FOR

ATTACHMENT OF THE

HEADWALL PLATE TO

THE END REINFORCING RIB

(ATTACH TO EVERY OTHER

CORRUGATION CREST ON

THE HEADWALL PANEL)

END OF

STRUCTURE

HEADWALL

CAP

Ø

4" x 10'-0" ANCHOR ROD

(HOLE THROUGH PLATE TO

BE FIELD DRILLED, RIB TO BE

SHOP PUNCHED)

GEOTEXTILE

(NOTE #4)

CORRUGATED

PLATE

SECTION D-D

HEADWALL ATTACHMENT TO

CROWN OF STRUCTURE

NOTES:

1) REVERSE CROWN RIBS AT THIS CORRUGATION IF NECESSARY FOR PROPER ANCHOR

ROD ATTACHMENT PLATE ORIENTATION.

2) NO SPLICE PLATES ARE USED FOR THE TYPE IV REINFORCING RIBS ATTACHED TO

THE CORRUGATED HEADWALL.

3) REINFORCING RIBS AT EACH END OF STRUCTURE MUST BE ORIENTED SUCH THAT

THE HEADWALL CAN BE PLACED BEHIND THEM AS SHOWN.

4) GEOTEXTILE PREVENTS INFILTRATION OF THE BACKFILL BETWEEN THE HEADWALL AND

STRUCTURE. A ROLL OF GEOTEXTILE IS PROVIDED FOR THIS PURPOSE.

TYPE VI RIB

" x 1-

" STEEL BOLTS & NUTS

ANCHOR ROD

ATTACHMENT PLATE

FIELD DRILL

AND BOLT

DETAIL D1-D1

NOTE #1

DETAIL D1-D1

" GALVANIZED NUT

" GALVANIZED BOLT

" DIA. ANCHOR ROD

" GALVANIZED NUT

FIELD DRILL HOLE

IN TYPE VI RIB

TYPE IV ARAP

TYPE VI CROWN RIB

TYPE IV ANCHOR ROD

7"

ATTACHMENT PLATE

(ARAP)

KF

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C

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C C

O N

A

D

P

M

SHEET NO.:

716372

SEQ. No.:

010GRIFFIN GOLF COURSE

GRIFFIN, GA

BRIDGE A

The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by

Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of

Contech. Failure to comply is done at the user's own risk and

Contech expressly disclaims any liability or responsibility for such use.

If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 51R1

SPAN: 20'-6"

RISE: 7'-3"

LENGTH @ ℄: 18'-0"

SKEW

BEVEL

INLET OUTLET

PLATE THICKNESS: .125 (H)/.125(C)

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

BOTTOM HOLE

IN HEADWALL PLATE

FIELD-DRILL THE HEADWALL CAP

TO MATCH THE BOTTOM HOLE IN

THE HEADWALL PLATE.

1"

FIELD-DRILL THE HEADWALL PLATE FOR RIB

ATTACHMENT.

TYPE VI RIB

USE A 2 X 4 TO ACHIEVE THE 1

" GAP,

THEN REMOVE THE WOOD BLOCK

ONCE THE HEADWALL CAP IS

FASTENED.

TOP OF HEADWALL PLATE

HEADWALL PLATE

HEADWALL

(CAP AND RIB ATTACHMENT)

X X

Y Y

" x 1-

" STEEL BOLTS,

FLAT WASHERS AND NUTS

(FIELD DRILLED)

OUTSIDE FACE OF WALL

& HEADWALL CAP

C WALL PANEL

L

HEADWALL/WINGWALL CAP

AT ATTACHMENT TO PANEL

DETAIL SECTION X-X

Ø

" x 10'-0" ANCHOR ROD

(FIELD DRILLED)

" x 1-

" STEEL BOLTS & NUTS

(FIELD DRILLED)

TYPE VI RIB

C WALL PANEL

L

TYPICAL ANCHOR ROD ATTACHMENT

AT HEADWALL SECTION Y-Y

" x 1-

" STEEL BOLTS & NUTS

FACE SIDE

SOIL SIDE

℄OF PLATE SEAM

KF

JEM

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A

D

P

M

SHEET NO.:

716372

SEQ. No.:

010GRIFFIN GOLF COURSE

GRIFFIN, GA

BRIDGE A

The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by

Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of

Contech. Failure to comply is done at the user's own risk and

Contech expressly disclaims any liability or responsibility for such use.

If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 51R1

SPAN: 20'-6"

RISE: 7'-3"

LENGTH @ ℄: 18'-0"

SKEW

BEVEL

INLET OUTLET

PLATE THICKNESS: .125 (H)/.125(C)

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

TYPICAL PANEL LAP DETAIL

HEADWALL CAP

HEADWALL PLATE

A

L

P

N

E

L

L

" x 1-1/2" x STEEL BOLTS, FLAT

WASHERS AND NUTS

(FIELD DRILLED)

Ø

" x 10'-0" ANCHOR ROD

(FIELD DRILLED)

" x 1-1/2" STEEL BOLTS AND NUTS

(FIELD DRILLED)

HEADWALL PLATE

TYPE VI RIB

HEADWALL CAP

P

N

E

L

L

BACKFILL SIDE

FRONT OF WALL

KF

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M I N

L

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D

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W I N

G S

C

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T R

A C

T

A

L B

C C

O N

A

D

P

M

SHEET NO.:

716372

SEQ. No.:

010GRIFFIN GOLF COURSE

GRIFFIN, GA

BRIDGE A

The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by

Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of

Contech. Failure to comply is done at the user's own risk and

Contech expressly disclaims any liability or responsibility for such use.

If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 51R1

SPAN: 20'-6"

RISE: 7'-3"

LENGTH @ ℄: 18'-0"

SKEW

BEVEL

INLET OUTLET

PLATE THICKNESS: .125 (H)/.125(C)

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

HEADWALL / WINGWALL CAP AT ATTACHMENT TO PANEL DETAIL

SECTION X-X (ISOMETRIC VIEW)

TYPICAL ANCHOR ROD ATTACHMENT AT HEADWALL

SECTION Y-Y (ISOMETRIC VIEW)

L L

H

E I G

H T

V

R

I E

S

HOLE THROUGH PLATE

TO BE FIELD DRILLED (TYP.)

Ø3/4" x 12'-6" ANCHOR ROD

DEADMAN ANCHOR ALUMINUM

STRUCTURAL PLATE

0.150" (1'-8" x 2'-4 3/4") (TYP.)

0.150"

THICK PLATE

REINFORCING

RIB

REFER TO SECTION X-X FOR WINGWALL CAP ATTACHMENT

SECTION B-B

SINGLE DEADMAN ANCHOR

ATTACHMENT

T

O

T O

P

O

F

C

A P

SEE DETAIL "G"

SEE DETAIL "H"

" x 2" STEEL BOLT

HOLE THROUGH

WINGWALL PANEL

TO BE FIELD DRILLED

WALE

BEAM

WALE

NUT

SECURE ANCHOR ROD

WITH

" NUT

DETAIL H

SECURE ANCHOR ROD

WITH

" NUT

DETAIL G

THREADED FOR

" ANCHOR ROD

KF

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D

P

M

SHEET NO.:

716372

SEQ. No.:

010GRIFFIN GOLF COURSE

GRIFFIN, GA

BRIDGE A

The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by

Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of

Contech. Failure to comply is done at the user's own risk and

Contech expressly disclaims any liability or responsibility for such use.

If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be…