7'-0"

2'-0"

4'-4" 2'-8" 9'-10" CLEAR SPAN 2'-8" 4'-4"

7'-0"

7'-9" RISE

15'-0" SPAN

ALSP SINGLE RADIUS ARCH

15'-0" SPAN X 7'-9" RISE

ALSP SRA SECTION

#5 REBAR @ 18" O.C.

QTY = 15

#5 @ 12" SPACING

REBAR

3'-11" 2'-3"

2'-8"4'-4"

10"

7'-0"

2'-0"

4" KEYWAY

3" CLR.

3" MIN. (TYP)

INSIDE RADIUS

OF ALSP SRA

FOOTING SECTION

REVISION DESCRIPTIONDATEMARK BY

800-338-1122 513-645-7000 513-645-7993 FAX

9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069

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

TMR

CHECKED:

DRAWN:

DESIGNED:

APPROVED:

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SHEET NO.:

OF 4

9/4/2025 DATE:PROJECT No.:

838935 SEQ. No.:

838935-015-SEF-CON-A

C1

CONTRACT

DRAWING

STRUCTURAL PLATE

GRIFFIN, GA

ALSP SRA 15'-0" SPAN X 7'-9" RISE

STEEL EXPRESS

ELLES WAY

GENERAL NOTES:

1. THIS BRIDGE HAS BEEN DESIGNED FOR GENERAL SITE CONDITIONS. THE

PROJECT ENGINEER SHALL BE RESPONSIBLE FOR THE STRUCTURE'S

SUITABILITY TO THE EXISTING SITE CONDITIONS AND FOR THE HYDRAULIC

EVALUATION -- INCLUDING SCOUR AND CONFIRMATION OF SOIL CONDITIONS.

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

THROUGH THE ENGINEER.

3. ONLY CONTECH ENGINEERED SOLUTIONS LLC, MAY PROVIDE THE

PREFABRICATED FOOTING STRUCTURE DESIGNED IN ACCORDANCE WITH THESE

PLANS.

4. FOOTINGS WILL BE 91'-0" IN LENGTH COMPRISED OF 3 @ 24'-0" & 1 @ 19'-0" ,

SEE OVERALL FOOTING PLAN ON SHEET 2.

5. CONCRETE VOLUME REQUIRED = 95 CUBIC YARDS.

DESIGN DATA:

DESIGN LOADING: HL-93

DESIGN FILL HEIGHT: 7.0' MAX

DESIGN METHOD: LOAD FACTOR DESIGN PER CURRENT AASHTO SPECIFICATION

ASSUMED ALLOWABLE BEARING CAPACITY: 3,000 PSF *

*IT IS THE PROJECT ENGINEER'S, OWNER'S AND/OR THE CONTRACTOR'S

RESPONSIBILITY TO VERIFY THAT THE ACTUAL SITE CONDITIONS AT THE TIME OF

CONSTRUCTION ARE CONSISTENT WITH THE ASSUMED ALLOWABLE SOIL BEARING

PRESSURE WITH A GEOTECHNICAL INVESTIGATION FROM A QUALIFIED

GEOTECHNICAL ENGINEER.

SCOUR HAS NOT BEEN ANALYZED BY CONTECH.

SUGGESTED SEQUENCING:

1. SET PREFABRICATED FOOTINGS ON PREPARED SUB FOOTING AT THE PROPER

LINE AND GRADE PER THE PROJECT PLANS. INSTALL ALL REBAR SPLICES

BETWEEN THE PREFABRICATED FOOTING UNITS.

2. ASSEMBLE PLATE STRUCTURE ON CROSS-MEMBERS OF PREFABRICATED

FOOTINGS. (OR ASSEMBLE PLATE STRUCTURE TO THE SIDE AND LIFT IT AND SET

IT ON THE PREFABRICATED FOOTING).

3. POUR CAST-IN-PLACE CONCRETE IN PREFABRICATED FOOTINGS. THE

CAST-IN-PLACE CONCRETE WILL COVER THE BOTTOM 4" OF PLATE STRUCTURE.

PREFABRICATED FOUNDATION NOTES:

1. CAST-IN-PLACE CONCRETE FOR PREFABRICATED METAL FOOTING FORMS SHALL

HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3000 PSI. REINFORCING

STEEL FOR FOUNDATIONS SHALL CONFORM TO ASTM A615 OR A996, GRADE 60.

2. SURFACES WHICH CAST-IN-PLACE CONCRETE WILL BE PLACED AGAINST SHALL

BE CLEAN, FREE OF LAITANCE, DIRT, STANDING WATER AND ANY OTHER

MATERIAL THAT MAY IMPAIR THE BOND BETWEEN THE PREFABRICATED

CONCRETE AND CAST-IN-PLACE CONCRETE.

3. CAST-IN-PLACE CONCRETE MIX USED TO FILL FOUNDATION SHALL BE ABLE TO

FLOW INTO KEYWAY.

4. IF THE AMBIENT TEMPERATURE AT THE TIME OF PLACEMENT OF CAST-IN-PLACE

CONCRETE IS ABOVE 90°F OR EXPECTED TO GO BELOW 35°F DURING THE CURE

PERIOD, THE CONTRACTOR SHALL FOLLOW THE REQUIREMENTS OF THE LATEST

EDITION OF THE AASHTO LRFD BRIDGE CONSTRUCTION SPECIFICATIONS,

SECTION 8.6.2 HOT WEATHER PROTECTION OR SECTION 8.6.4 COLD WEATHER

PROTECTION.

24'-0" (UNIT A)

91'-0"

9'-10"

CLEAR

SPAN

END MEMBER

24'-0" (UNIT A)

END MEMBER

FLANGE

FLANGE

24'-0" (UNIT A)

FLANGE

24'-0" (UNIT A)

FLANGE

24'-0" (UNIT A)

FLANGE

24'-0" (UNIT A)

FLANGE

19'-0" (UNIT B)

FLANGE

END MEMBER

END MEMBER

91'-0"

19'-0" (UNIT B)

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

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838935 SEQ. No.:

838935-015-SEF-CON-A

C2

CONTRACT

DRAWING

FOOTING LAYOUT PLAN

N.T.S.

NOTE:

END MEMBER BOLTED ONTO

FLANGE AT EACH FOOTING END.

STRUCTURAL PLATE

GRIFFIN, GA

ALSP SRA 15'-0" SPAN X 7'-9" RISE

STEEL EXPRESS

ELLES WAY

J

DETAIL "J"

DETAIL "H"

DETAIL "G"

(6) HOLD DOWN STRAPS

(2) 7 GA END MEMBER

(7) ATTACHMENT

FLANGE

(7) ATTACHMENT

FLANGE

(3) SIDE ANGLES

(1) 7 GA SIDE MEMBERS

(5) 3 GA CROSS MEMBERS

(4) CROSS BARS

(2)

UNIT A

(7)

UNIT C

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

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838935 SEQ. No.:

838935-015-SEF-CON-A

C3

CONTRACT

DRAWING

STRUCTURAL PLATE

GRIFFIN, GA

ALSP SRA 15'-0" SPAN X 7'-9" RISE

STEEL EXPRESS

ELLES WAY

PREFABRICATED FOOTING

BOM (SINGLE FOOTING)

ITEM NO. DESCRIPTION

1 7GA SIDE MEMBER

2 7GA END MEMBER

3 L2"x2"x1/8" SIDE ANGLES

4 CROSS BARS

5 3GA CROSS MEMBER

6 1/4" THICK x 3"

SUPPORT STRAPS

7 3GA FLANGE

8 L2"x2"x1/8" KEYWAY ANGLES

PREFABRICATED FOOTING

N.T.S.N.T.S.

DETAIL "G"

N.T.S.

DETAIL "H"

N.T.S.

DETAIL "J"

N.T.S.

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

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838935 SEQ. No.:

838935-015-SEF-CON-A

C4

CONTRACT

DRAWING

STRUCTURAL PLATE

GRIFFIN, GA

ALSP SRA 15'-0" SPAN X 7'-9" RISE

STEEL EXPRESS

ELLES WAY

7.1. FOOTINGS

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONSTRUCTION OF THE FOUNDATIONS PER THE PLANS AND

SPECIFICATIONS.

DO NOT OVER EXCAVATE FOUNDATIONS TO REMOVE UNSUITABLE SOILS, UNLESS DIRECTED BY SITE SOIL

ENGINEER.

THE GEOTECHNICAL ENGINEER SHALL CERTIFY THAT THE BEARING CAPACITY MEETS OR EXCEEDS THE FOOTING DESIGN REQUIREMENTS PRIOR TO THE CONTRACTOR SETTING PREFABRICATED METAL FOOTING FORMS. THE SIZE

AND ELEVATION OF THE FOOTINGS SHALL BE AS DESIGNED BY THE ENGINEER.

THE CONTRACTOR SHALL PREPARE A 4-INCH THICK MINIMUM BASE LAYER OF COMPACTED GRANULAR MATERIAL THE FULL WIDTH OF THE FOOTING PRIOR TO PLACING THE PREFABRICATED METAL FOOTING FORMS.

THE FINISHED STEEL FOOTING SURFACE SHALL BE CONSTRUCTED IN ACCORDANCE WITH GRADES SHOWN ON THE PLANS. WHEN TESTED WITH A 4 FOOT (MIN) STRAIGHT EDGE, THE SURFACE SHALL NOT VARY MORE THAN 1/2 INCH

IN 4 FEET.

8. INSTALLATION

8.1. GENERAL

THE INSTALLATION OF THE PREFABRICATED STEEL FOOTING FORMS SHALL BE PER THE FOLLOWING;

8.1.1. LIFTING

THE CONTRACTOR IS RESPONSIBLE FOR USING EQUIPMENT WITH THE CORRECT LIFTING CAPACITY TO HANDLE THE PREFABRICATED METAL FOOTING FORM. THIS CAN BE ACCOMPLISHED BY USING THE WEIGHTS GIVEN FOR THE PREFABRICATED STEEL FOOTING FORM IN THE BILL OF MATERIALS AND BY DETERMINING THE LIFTING REACH FOR THE PIECE OF LIFTING EQUIPMENT THAT WILL BE USED TO HANDLE THE UNITS ON SITE. SITE CONDITIONS MUST BE EVALUATED PRIOR TO SHIPPING TO ENSURE PROPER EQUIPMENT LOCATION AND TO AVOID ANY LIFTING RESTRICTIONS. THE LIFTING PORTS PROVIDED IN EACH UNIT ARE THE ONLY MEANS TO BE USED TO LIFT THE ELEMENTS, ALL (4) LIFTING PORTS SHOULD BE UTILIZED.

8.2. PLACEMENT OF PREFABRICATED METAL FOOTING FORMS

THE PREFABRICATED STEEL FOOTING FORMS SHALL BE PLACED AS SHOWN ON THE PLANS. SPECIAL CARE SHALL BE TAKEN IN SETTING THE ELEMENTS TO THE PROPER LINE AND GRADE. ONCE THE PREFABRICATED STEEL FOOTING FORMS ARE SET, INSERT PLASTIC CAPS INTO LIFTING PORTS TO ENSURE NO BACKFILL/CONCRETE IS LOST.

PREFABRICATED STEEL FOOTING FORMS SHALL BE STAKED INTO THE GROUND USING THE PROVIDED STAKES. FOR INSTALLATIONS ON ROCK, CONCRETE ANCHOR BOLTS SHALL BE DRILLED INTO THE ROCK AND USED INSTEAD OF THE STAKES. CONSULT WITH CONTECH ENGINEERING FOR TYPE OF ANCHOR BOLT AND PROCEDURE.

8.3. BACKFILL

8.3.1. DO NOT PERFORM BACKFILLING DURING FREEZING WEATHER.

8.3.2. NO BACKFILL SHALL BE PLACED AGAINST ANY STRUCTURAL ELEMENTS UNTIL THE STEEL FOOTING LOCATION, GRADE, ALIGNMENT AND SQUARENESS HAS BEEN APPROVED BY THE ENGINEER.

SPECIFICATIONS FOR THE MANUFACTURE AND INSTALLATION OF

STEEL EXPRESS® FOUNDATIONS

1. DESCRIPTION

1.1. STEEL EXPRESS® FOUNDATIONS ARE A PREFABRICATED METAL FOOTING FORM SYSTEM THAT INCLUDES ALL

REQUIRED STEEL REINFORCEMENT.

1.1.1. TYPE- THIS SPECIFICATION APPLIES TO THE MANUFACTURE AND INSTALLATION OF THE STEEL EXPRESS®

FOUNDATIONS AS DETAILED IN THE PROJECT PLANS.

1.1.2. DESIGNATION- STEEL EXPRESS® FOUNDATION UNITS MANUFACTURED IN ACCORDANCE WITH THIS SPECIFICATION SHALL BE DESIGNATED BY LENGTH, HEIGHT AND WIDTH. FOUNDATIONS SHALL CONFORM TO THE LINES, GRADES, DESIGN AND DIMENSIONS SHOWN ON THE PLANS OR AS ESTABLISHED BY THE

ENGINEER.

2. DESIGN

2.1. SPECIFICATIONS- THE FOUNDATION IS DESIGNED IN ACCORDANCE WITH THE "AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS" 9TH EDITION, ADOPTED BY THE AMERICAN ASSOCIATION OF STATE HIGHWAY AND

TRANSPORTATION OFFICIALS, 2020.

3. MATERIALS

3.1. STEEL FORMS- THE STEEL UTILIZED IN THE PREFABRICATED METAL FOOTING FORM SYSTEM SHALL CONFORM

TO AASHTO AND ASTM REQUIREMENTS LISTED BELOW.

3.1.1. STEEL SHALL MEET THE REQUIREMENTS OF ASTM A 1011.

3.1.1.1. ALL MANUFACTURING PROCESSES, INCLUDING PUNCHING, CURVING AND GALVANIZING SHALL BE

PERFORMED WITHIN THE UNITED STATES USING RAW MATERIALS MADE IN THE UNITED STATES.

3.1.1.2. GALVANIZING (IF APPLICABLE) SHALL BE WITHIN INDUSTRY STANDARD OF 3 OZ/PER SQUARE FOOT

TOTAL (BOTH SIDES OF GALVANIZED COATING) AND SHALL BE PERFORMED AT THE

MANUFACTURER OWNED LOCATION. GALVANIZING FOR THE PREFABRICATED METAL FOOTING

FORM SHOULD FOLLOW A123.

3.2. STEEL REINFORCEMENT

3.2.1. THE MINIMUM STEEL YIELD STRENGTH SHALL BE 60,000 PSI, UNLESS OTHERWISE NOTED ON THE SHOP

DRAWINGS.

3.2.2. ALL REINFORCING STEEL FOR THE CAST-IN-PLACE ELEMENTS SHALL BE FABRICATED AND PLACED IN

ACCORDANCE WITH THE DETAILED SHOP DRAWINGS SUBMITTED BY THE MANUFACTURER.

3.2.3. REINFORCEMENT SHALL CONSIST OF DEFORMED BILLET STEEL BARS CONFORMING TO ASTM

SPECIFICATION A 615, GRADE 60.

3.2.4. REINFORCEMENT SHALL BE ISOLATED FROM ALL CROSS MEMBERS WITH CONTECH REBAR ISOLATOR.

3.3. STEEL HARDWARE

3.3.1. HARDWARE SHALL BE A MAXIMUM OF ¾” DIAMETER HOT-DIPPED GALVANIZED STEEL (SPECIFICALLY

HEAT-TREATED) FASTENERS MEETING ASTM A307/A449 SPECIFICATIONS ARE USED TO ASSEMBLE JOINTS

AND MEMBERS FOR THE STEEL FOUNDATION AND GALVANIZED PER ASTM A153.

4. MANUFACTURE OF PREFABRICATED METAL FOOTING FORMS SUBJECT TO THE PROVISIONS OF SECTION 5, ENCLOSED, THE PREFABRICATED METAL FOOTING FORMS DIMENSIONS AND REINFORCEMENT DETAILS SHALL BE AS

PRESCRIBED IN THE PLAN AND SHOP DRAWINGS.

4.1. PREFABRICATED METAL FOOTING FORMS-PERMISSIBLE VARIATIONS

4.1.1. LENGTH, HEIGHT AND WIDTH OF PREFABRICATED METAL FOOTING FORMS SHALL NOT VARY FROM THAT

SHOWN IN THE DESIGN BY MORE THAN ½ INCH.

4.1.2. SIZE OF REINFORCEMENT - THE PERMISSIBLE VARIATION IN DIAMETER OF ANY REINFORCING SHALL

CONFORM TO THE TOLERANCES PRESCRIBED IN THE ASTM SPECIFICATION FOR THAT TYPE OF

REINFORCING. STEEL AREA GREATER THAN THAT REQUIRED SHALL NOT BE CAUSE FOR REJECTION.

4.2. PLACEMENT OF REINFORCEMENT

4.2.1. PLACEMENT OF REINFORCEMENT FOR PREFABRICATED METAL FOOTING FORMS – THE COVER OF

CONCRETE OVER THE BOTTOM REINFORCEMENT SHALL BE 3 INCHES MINIMUM. THE COVER OF

CONCRETE FOR ALL OTHER REINFORCEMENT SHALL BE 2 INCHES MINIMUM. THE CLEAR DISTANCE FROM THE END OF EACH STEEL ELEMENT TO THE END OF REINFORCING STEEL SHALL NOT BE LESS THAN 2 INCHES NOR MORE THAN 3 INCHES. REINFORCEMENT SHALL BE ASSEMBLED UTILIZING A SINGLE LAYER

OF DEFORMED BILLET-STEEL BARS. REFERENCE ASTM A615.

4.3. STORAGE, HANDLING & DELIVERY

4.3.1. STORAGE

THE PREFABRICATED METAL FOOTING FORMS SHALL BE STORED IN SUCH A MANNER TO PREVENT DAMAGE. UNITS SHALL BE STORED ON A FLAT, LEVEL SURFACE TO AVOID TWISTING, BENDING OR ANY

DEFORMATION OF THE FORM.

4.3.2. HANDLING

HANDLING DEVICES SHALL BE PERMITTED FOR THE WEIGHT OF EACH STEEL FOUNDATION UNIT FOR THE PURPOSE OF HANDLING AND SETTING. UNITS ARE TO BE PICKED FROM (4) SIDE LIFTING PORTS / (2) ON

EACH SIDE. UNITS SHALL NOT BE PUSHED OR DRAGGED.

4.3.3. DELIVERY

PREFABRICATED METAL FOOTING FORMS MAY BE UNLOADED AND PLACED ON A LEVEL SURFACE AT THE

SITE UNTIL INSTALLED.

5. JOINTS

5.1. THE STEEL FOUNDATION UNITS SHALL BE PRODUCED WITH FLAT FLANGED ENDS. THE ENDS SHALL BE SUCH THAT WHEN THE SECTIONS ARE LAID TOGETHER THEY WILL BOLT TOGETHER WITH ¾” DIAMETER HARDWARE

PROVIDED, ALL COMPATIBLE WITH THE PERMISSIBLE VARIATIONS IN SECTION 4.1, ABOVE.

6. REPAIRS

6.1. PREFABRICATED METAL FOOTING FORMS MAY BE REPAIRED, IF NECESSARY, BECAUSE OF IMPERFECTIONS IN MANUFACTURE OR HANDLING DAMAGE. IF GALVANIZED COATING IS TO BE REPAIRED, REPAIR MUST BE PERFORMED TO ASTM A761 (SECTION 8.4). MANUFACTURER TO WORK IN CONJUNCTION WITH THE ENGINEER TO

DETERMINE IF THE PREFABRICATED METAL FOUNDATION NEEDS TO BE REPAIRED.

7. INSTALLATION PREPARATION TO ENSURE PROPER INSTALLATION OF THE PREFABRICATED METAL FOOTING FORMS, CARE AND CAUTION MUST BE EXERCISED IN SHAPING THE FOUNDATION SUBGRADE TO ALLOW FOR THE

INSTALLATION OF THE STEEL COMPONENTS.

8.3.3. THE PROJECT CONSTRUCTION AND MATERIAL SPECIFICATIONS, WHICH INCLUDE THE SPECIFICATIONS FOR EXCAVATION FOR STRUCTURES AND ROADWAY EXCAVATION AND EMBANKMENT CONSTRUCTION, SHALL

APPLY EXCEPT AS MODIFIED IN THIS SECTION.

8.3.4. BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN MATERIAL THAT CAN CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE REQUIREMENTS OF AASHTO M 145 FOR SOIL CLASSIFICATION A-1, A-2-4, A-2-5 OR

A-3, AT A MINIMUM.

8.3.4.1. BACKFILL AROUND SIDES OF PREFABRICATED STEEL FOOTING FORMS SHALL BE PERFORMED PRIOR

TO SETTING STRUCTURE ON FOUNDATION. THE BACKFILL MATERIAL SHALL MEET THE

SPECIFICATIONS AND COMPACTING PROCEDURES EQUAL TO THAT FOR NORMAL ROAD

EMBANKMENTS.

8.3.4.2. THE SITE SOILS ENGINEER SHALL REVIEW GRADATIONS OF ALL INTERFACING MATERIALS AND, IF

NECESSARY, RECOMMEND GEOTEXTILE FILTER FABRIC (PROVIDED BY CONTRACTOR).

8.3.5. PLACING AND COMPACTING BACKFILL

DUMPING FOR BACKFILLING IS NOT ALLOWED ANY NEARER THAN 3 FT FROM THE PREFABRICATED METAL

FOOTING FORMS.

THE FILL MUST BE PLACED AND COMPACTED IN LAYERS NOT EXCEEDING 12 INCHES UNCOMPACTED. THE BACKFILL SHALL BE COMPACTED TO A MINIMUM DENSITY OF 90% OF THE MODIFIED PROCTOR, AS REQUIRED BY AASHTO T-180. FOLLOW THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS OUTSIDE OF THE

ENGINEERED BACKFILL ENVELOPE.

HAND EQUIPMENT MAY BE USED TO COMPACT NEXT TO THE FOUNDATIONS, WITHIN 3’-4’. SMALL TRACKED

VEHICLES (D4 OR SMALLER) SHOULD REMAIN AT LEAST 3’-4’ AWAY FROM THE FOUNDATION.

8.4. GROUTING (IF REQUIRED)

8.4.1. GROUTING SHALL NOT BE PERFORMED WHEN TEMPERATURES ARE EXPECTED TO GO BELOW 35° FOR A

PERIOD OF 72 HOURS.

8.4.2. GROUT SHALL BE NON-METALLIC, NON-SHRINK MATERIAL, WITH A MINIMUM 4,000 PSI COMPRESSIVE

STRENGTH. REFERENCE ASTM C1107.

8.4.3. IF POURING CONCRETE PRIOR TO SETTING THE STRUCTURE, KEYWAY MUST BE BLOCKED OUT TO ALLOW

FOR GROUTING ONCE STRUCTURE IS SET ON FINISHED CONCRETE.

8.5. CAST-IN-PLACE CONCRETE

8.5.1. CAST-IN-PLACE CONCRETE PORTION OF STEEL EXPRESS® FOUNDATIONS SHALL BE IN ACCORDANCE WITH THE DESIGN REQUIREMENTS PROVIDED BY THE ENGINEER OF RECORD NOTES ON THE FOUNDATION PLAN.

8.5.2. THE FOOTINGS SHALL BE GIVEN A SMOOTH FLOAT FINISH AND SHALL REACH 75% COMPRESSIVE STRENGTH

PRIOR TO ANY BACKFILLING OF THE STRUCTURE.

8.6. MONITORING

THE CONTRACTOR SHALL CHECK SETTLEMENTS AND HORIZONTAL DISPLACEMENTS OF THE FOUNDATIONS TO ENSURE THAT THEY ARE WITHIN THE ALLOWABLE LIMIT PROVIDED BY THE ENGINEER. THESE MEASUREMENTS SHOULD GIVE AN INDICATIONOF THE SETTLEMENTS AND DEFORMATIONS ALONG THE LENGTH OF THE FOUNDATIONS. THE FIRST MEASUREMENT SHOULD TAKE PLACE AFTER THE PLACEMENT OF ALL PREFABRICATED METAL FOOTING FORMS, A SECOND AFTER COMPLETION OF BACKFILLING OF THE PREFABRICATED METAL FOOTING FORMS, AND A THIRD AFTER THE SUPERSTRUCTURE IS ASSEMBLED, PRIOR TO POURING CAST IN PLACE CONCRETE.

FURTHER MEASUREMENTS MAY BE MADE ACCORDING TO LOCAL CONDITIONS.