3-Contech ALBC Plans 865254-010-ALBC-CON-A.pdf

PDF 2 MB Posted Oct 22, 2026

Attached to: R000943. 0550 - Sleepy Hollow and Moyer Road Culvert Replacements.
Solicitation number: Not on record
Issued by: Dauphin County, Pennsylvania

About this file

Written by GovTribe AI · Oct 23, 2026

Summary of Aluminum Box Culvert Plans for Moyer Road Culvert Replacement

This document is a comprehensive set of technical construction plans and specifications prepared by Contech Engineered Solutions for the manufacture and installation of an aluminum box culvert (ALBC) structure in West Hanover Township, Dauphin County, Pennsylvania. The project involves the installation of a single #4R1 aluminum box culvert with a 10-foot span, 4-foot-10-inch rise, and 40-foot-6-inch length, designed to comply with AASHTO LRFD bridge design specifications and ASTM standards for corrugated aluminum alloy structural plate. The structure includes fish baffles (6 required), a full aluminum invert plate system, corrugated headwalls at both inlet and outlet ends measuring 13 feet-6 inches in width, reinforcing ribs, and associated deadman anchors. The design is based on HL-93 vehicle live loads, minimum soil cover of 1.5 feet, maximum cover of 2.5 feet, and assumes a design net allowable bearing capacity of 4,000 PSF and engineered backfill material unit weight of 120 pounds per cubic foot.

The plans establish critical construction procedures including assembly tolerances requiring the structure's span and rise to be within 2 percent of plan dimensions and length within 1 percent. Engineered backfill material must meet AASHTO soil classifications A-1, A-2-4, or A-2-5 per AASHTO M-145, placed in 8-inch loose lifts and compacted to 90 percent density using hand-operated equipment within 1 foot laterally of the structure's widest section. The specifications require electrochemical properties for backfill and water with pH between 4 and 9 and resistivity exceeding 500 ohm-cm, with geotextile protection required in multiple applications to prevent fine infiltration. Pre-construction conferences, periodic structure shape monitoring during backfill placement, and compliance with restrictions on construction equipment weight (maximum 10 tons static mass within 5 feet of the structure until minimum cover is achieved) are mandatory. The document prohibits the use, reproduction, or copying of the drawings without prior written permission from Contech Engineered Solutions and requires immediate notification to the manufacturer if unexpected site soil conditions are encountered or if construction vehicles heavier than the design live load must cross the structure.

View the file

Other files

File	Type	Posted
2-2026.10.13 SLEEPY HOLLOW AND MOYER RD CULVERTS.pdf	PDF	Oct 22, 2026
1-2026.10.13 sealed WHT Culverts Project Manual.pdf	PDF	Oct 22, 2026

On GovTribe

Work with this file

Download the original file
Contacts named in this file
Similar government files
Ask GovTribe AI about this file

Try for free Login

Text version

The file's text, extracted by GovTribe without its formatting.

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: 1.5'

MAXIMUM COVER: 2.5'

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

INVERT CORNERS OF HAUNCH

PLATES PAINTED RED

RECEIVING CHANNEL

SEE DETAIL J

TOEWALL BOTH ENDS

15N - MK. C

INVERT PLATE 10'-0"

4' -1

JSC

CHECKED:

DRAWN:

DESIGNED:

APPROVED:

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

SHEET NO.:

OF 18

3/9/2026 DATE:PROJECT No.:

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

MOYER ROAD CULVERT REPLACEMENT - WEST HANOVER TOWNSHIP

1REVISION 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: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

SKEW

BEVEL

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

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

ALUMINUM BOX CULVERT

MOYER ROAD CULVERT REPLACEMENT - WEST HANOVER TOWNSHIP

DAUPHIN COUNTY, PENNSYLVANIA

STRUCTURE CROSS-SECTION

REFER TO SHEET 17 FOR MINIMUM LIMITS OF ENGINEERED BACKFILL ENVELOPE

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.

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

2REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

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

10'-0" SPAN

OVERALL LENGTH = 40'-9"

ALUMINUM BOX CULVERT

#4: 10'-0" SPAN x 4'-10" RISE

13'-6"

HEADWALL

13'-6"

HEADWALL

4'-6"

DEADMAN ANCHOR

ALUMINUM STRUCTURAL PLATE 0.150"

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

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

90°

4'-6"

DEADMAN ANCHOR

ALUMINUM STRUCTURAL PLATE 0.150"

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

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

4'-6"

DEADMAN ANCHOR

ALUMINUM STRUCTURAL PLATE 0.150"

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

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

90°

4'-6"

DEADMAN ANCHOR

ALUMINUM STRUCTURAL PLATE 0.150"

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

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

NOTE:

SHADED AREA REPRESENTS CRITICAL BACKFILL ZONES.

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

3REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

SKEW

BEVEL

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

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

FISH BAFFLE PLAN

6" 6"7'-6" 8'-3" 8'-3" 7'-6"

40'-9" GROSS STRUCTURE LENGTH

C STRUCTUREL

FLOW

9' -9

8'-3"

FISH BAFFLE

(6 REQUIRED)

9'-9"

2'-0"1'-6" 1'-6"

3"3"

FISH BAFFLE ELEVATION

2'-11 4"2'-11

BAFFLE PLATE - 0.250" THICK x 12" TALL ALUMINUM PLATE

SHOP WELDED TO TYPE IV ALUMINUM REINFORCING RIB

CORRUGATED ALUMINUM

INVERT PLATE

TYPE IV ALUMINUM REINFORCING RIB

SHOP PUNCHED

TYPICAL ALUMINUM BAFFLE DETAIL

4" DIA. x 1 12" BOLTS @ 9 58" C/C

TYPE IV ALUMINUM REINFORCING RIB

BOLTED TO ALUMINUM INVERT PLATE.

HOLES IN RIB AND INVERT PLATE ARE

SHOP PUNCHED.

FLOW

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

4REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

SKEW

BEVEL

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

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

15N PLATE

.100 THK.

SHOP NOTCH PANELS

FLOW

312'-51 8" 10'-31

1'-013 16"

4 C 5 C 6 C 7 8

ALBC - INVERT PLATES PLAN VIEW

NOTE: USE 1-1/4" LG. BOLTS ON OVERLAPPING SEAM

17'-11" MK. RC1 17'-11" MK. RC1 4'-5"

MK. RC2

17'-11" MK. RC1 17'-11" MK. RC1 4'-5"

MK. RC3

K K A A

FISH BAFFLE

(6 REQUIRED)

RECEIVING CHANNEL

RECEIVING

CHANNEL

INVERT PLATE

.100 THK

1 1/4" BOLT

10'-3 1/2" - TO CENTER OF RECEIVING

CHANNEL SLOTS

SPRING CLIP (OPTIONAL)

4" NUT

ALIGN

HOLES

NOTE:

BEGIN INVERT ASSEMBLY AT OUTLET END. SEE

ASSEMBLY GUIDE INCLUDED WITH THE MATERIAL

SHIPMENT FOR FURTHER INSTRUCTIONS.

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.

DESIGN PARAMETERS:

DESIGN LIVE LOAD: HL-93

DESIGN MAXIMUM FILL HEIGHT: 2.5'

DESIGN METHOD: LOAD FACTOR DESIGN PER AASHTO SPECIFICATION

DESIGN MINIMUM NET ALLOWABLE BEARING CAPACITY: 4,000 PSF * (ASSUMED)*

*AT THE TIME OF DESIGN, A GEOTECHNICAL REPORT FOR THE PROJECT SITE WAS NOT

AVAILABLE. IT IS THE 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.

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

5REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

SKEW

BEVEL

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

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

18" (T

YP)

RECEIVING CHANNEL

SCALLOP PLATE

CLIPS

PLACEMENT DETAIL

(NOT TO SCALE)

MATERIAL: SPRING STEEL

FINISH: GALVANIZED

OF STRUCTURE

TO INSIDE

(USED ON STRUCTURES WITH

FULL ALUMINUM INVERTS)

NOTE: THIS CLIP IS USED AS A "PUSH-ON"

RETAINER FOR THE SCALLOP PLATE.

THE THREADED PORTION IS NOT

UTILIZED. BOLTS ARE NOT SUPPLIED

AND ARE NOT NECESSARY.

Ø7/8" BOLT

HOLES

ALUMINUM RECEIVING CHANNEL

DETAIL "J"

REFER TO BOLT CHART

SHEET 9

INSIDE OF ALBC

HAUNCH PLATE

SCALLOP

CLIP

SCALLOP

PLATE

GEOTEXTILE

INVERT PLATE

RECEIVING CHANNEL

SECURE RECEIVING CHANNEL TO INVERT / SUPPLEMENTAL PLATE USING

1 1/4" BOLT (NOT PICTURED. INSERT BOLT FROM BENEATH INVERT OR

USE SPRING CLIPS TO HOLD IN PLACE

INSIDE SURFACE

FLOW

SECTION A-A

TYPICAL OVERLAPPING SEAM DETAIL

4" STRUCTURAL PLATE BOLT & NUT

WITH SPRING CLIP (OPTIONAL) BEDDING MATERIAL

5" MINIMUM THICKNESS

SEE SPECIFICATIONS

ROUNDED FACE OF NUT

ALWAYS FACES BOLT HEAD

AS SHOWN

PLACEMENT DETAIL

(NOT TO SCALE)

13"

RECEIVING CHANNEL

TO INSIDE

OF STRUCTURE

18"

CRITICAL

13"

18"

TYPICAL

RECEIVING CHANNEL

ALUMINUM RECEIVING CHANNEL

ISOMETRIC VIEW

FRONT VIEW SIDE VIEW

3/8"

16 GA

11/16"

1 11/16"

15/16"

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

6REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

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. SCALLOPED CLOSURE PLATES ARE CLIPPED TO THE OUTSIDE OF THE RECEIVING

CHANNEL TO MINIMIZE BACKFILL INFILTRATION IN THE VALLEYS OF THE

CORRUGATED INVERT PLATE BELOW THE RECEIVING CHANNEL.

2. THE USE OF A GEOTEXTILE IS REQUIRED TO PREVENT THE INFILTRATION

OF THE BACKFILL THROUGH THE UNFILLED BOLT HOLES AND THE SPACE BETWEEN

THE INVERT PLATE AND THE SCALLOP PLATE. A ROLL OF GEOTEXTILE IS PROVIDED

FOR THIS PURPOSE.

NOTES:

1. SCALLOPED CLOSURE PLATES ARE CLIPPED TO THE OUTSIDE OF THE RECEIVING

CHANNEL TO MINIMIZE BACKFILL INFILTRATION IN THE VALLEYS OF THE

CORRUGATED INVERT PLATE BELOW THE RECEIVING CHANNEL.

2. THE USE OF A GEOTEXTILE IS REQUIRED TO PREVENT THE INFILTRATION

OF THE BACKFILL THROUGH THE UNFILLED BOLT HOLES AND THE SPACE BETWEEN

THE INVERT PLATE AND THE SCALLOP PLATE. A ROLL OF GEOTEXTILE IS PROVIDED

FOR THIS PURPOSE.

PLATE LAPPING DETAIL

2 PLATE STRUCTURE

NOTE:

BEGIN SHELL ASSEMBLY AT INLET END. SEE

ASSEMBLY GUIDE INCLUDED WITH THE MATERIAL

SHIPMENT FOR FURTHER INSTRUCTIONS.

MARK CORNERS RED

LIP (11

2")LIP (11

2") CENTERLINE LENGTH = 40'-6"

OVERALL LENGTH = 40'-9"

FLOW

10N PLATE

.125 THK.

10N PLATE

.125 THK.

A A

CROWN

CENTERLINE

ALBC - DEVELOPED PLAN (OUTSIDE VIEW)

10'-0" SPAN x 4'-10" RISE

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

7REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

SKEW

BEVEL

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

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

REFER TO BOLT LENGTH

USAGE DETAIL - SHEET 9

MARK CORNERS RED

LIP (11

2")LIP (11

2") CENTERLINE LENGTH = 40'-6"

OVERALL LENGTH = 40'-9"

FLOW

HR1 - 2 PCS. x 75.375" LG.

TYPE II HAUNCH LOCATE WHERE SHOWN

HR2 - 2 PCS. x 75.375" LG.

TYPE II HAUNCH LOCATE WHERE SHOWN

CR3 - 2 PCS. x 27.5" LG.

TYPE IV CROWN LOCATE WHERE SHOWN

HR4 - 8 PCS. x 75.375" LG.

TYPE II HAUNCH @54" LOCATE WHERE SHOWN

HR5 - 8 PCS. x 75.375" LG.

TYPE II HAUNCH @54" LOCATE WHERE SHOWN

CR6 - 18 PCS. x 47" LG.

TYPE IV CROWN @18" LOCATE WHERE SHOWN

HR2

HR1

CR3

RIB SPLICE

(16 REQUIRED)

RIB SPLICE

10N PLATE

.125 THK.

10N PLATE

.125 THK.

A A

CROWN

CENTERLINE

ALBC - DEVELOPED PLAN (OUTSIDE VIEW)

10'-0" SPAN x 4'-10" RISE

CR7 - 8 PCS. x 27.5" LG.

TYPE IV CROWN @54" LOCATE WHERE SHOWN

FR8 - 2 PCS. x 8.25" LG.

TYPE II FILLER LOCATE WHERE SHOWN

FR8 - 2 PCS. x 8.25" LG.

TYPE II FILLER LOCATE WHERE SHOWN

FR9

FR8

31 2"

11 8"

1 4"

1 2"

TYPE IV RIB

1 2"

1 4"

TYPE II RIB

NOTE:

1. REFER TO SHEET 9 FOR ADDITIONAL DETAIL.

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

8REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

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 3 PLATE

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

PLATE W/ TYPE II OR TYPE IV REINFORCING RIB OR RECEIVING CHANNEL

BOLT LENGTH USAGE DETAIL

1'-41 2"

RIB SPLICE

TYPE IV

CROWN RIB

4" NUT

TYPE II

HAUNCH RIB

4" x 11

2" BOLT

RIB SPLICE

ATTACHMENT TO TYPE IV RIB

TYPE IV

CROWN RIB

TYPE II

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

A A

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

9REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

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 PLATE W/ TYPE IV RIB

2" BOLTS

2 PLATE W/ TYPE IV RIB

2" BOLTS

1 PLATE W/ TYPE IV RIB

1 1/2" BOLTS

3 PLATE WITHOUT RIB

1 1/4" BOLTS

2 PLATE WITHOUT RIB

1 1/4" BOLTS

1 PLATE W/ TYPE II RIB

1 1/4" BOLTS

2 PLATE W/ TYPE II RIB

1 1/2" BOLTS

USE 1 1/2" BOLTS

AT RIB SPLICE

PLATE SEAM

2 PLATE W/ TYPE IV RIB

2" BOLTS

ALBC - INLET EXPANDED END VIEW

SHOP NOTCH

END PANEL

SHOP NOTCH END PANEL

13'-6"

HEADWALL WIDTH

2'-3"

4'-6"

WING

PANEL

3' -0

8' -6

WALE BEAM

x 4'-6" LG.

HW CAP MK HC1

x 22'-9" LG.

4'-6"

END

PANEL

4'-6"

CENTER

PANEL

4'-6"

END

PANEL

12 13

4'-6"

WING

PANEL

2'-3"

3' -0

8' -6

WALE BEAM

x 4'-6" LG.

WALE BEAM

x 13'-6" LG.

NOTES:

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

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

3. SEE SHEETS 12-16 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

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

10REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

SKEW

BEVEL

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

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

ALBC - OUTLET EXPANDED END VIEW

SHOP NOTCH

END PANEL

SHOP NOTCH END PANEL

13'-6"

HEADWALL WIDTH

2'-3"41 2"

4'-6"

WING

PANEL

3' -0

8' -6

WALE BEAM

x 4'-6" LG.

HW CAP MK HC2

x 22'-9" LG.

4'-6"

END

PANEL

4'-6"

CENTER

PANEL

4'-6"

END

PANEL

17 18

4'-6"

WING

PANEL

2'-3"41 2"

3' -0

8' -6

WALE BEAM

x 4'-6" LG.

WALE BEAM

x 13'-6" LG.

NOTES:

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

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

3. SEE SHEETS 12-16 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

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

11REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

SKEW

BEVEL

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

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

2' -1

(IN

2" WHEN HEADWALLS ARE ORDERED FOR BOTH ENDS,

THE LENGTH OF STRUCTURE MUST BE A MULTIPLE OF 9"

0.150" (END) / 0.125" (CENTER)

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

Ø3 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 STRUCTURENOTES:

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.

2' -6

(O U

1' -0

TYPE WALE BEAM

4" x 1-12" STEEL BOLTS & NUTS

ANCHOR ROD

ATTACHMENT PLATE

FIELD DRILL

AND BOLT

DETAIL D1-D1

NOTE #1

2' -3

(IN

2' -4

4" GALVANIZED NUT

4" GALVANIZED BOLT

4" DIA. ANCHOR ROD

4" GALVANIZED NUT

FIELD DRILL HOLE

IN TYPE IV RIB

TYPE IV ARAP

TYPE IV CROWN RIB

DETAIL D1-D1

TYPE IV ANCHOR ROD

ATTACHMENT PLATE

(ARAP)

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

12REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

SKEW

BEVEL

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

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

4"±

BOTTOM HOLE

IN HEADWALL PLATE

4"±

FIELD-DRILL THE HEADWALL CAP

TO MATCH THE BOTTOM HOLE IN

THE HEADWALL PLATE.

FIELD-DRILL THE HEADWALL PLATE FOR

WALE BEAM ATTACHMENT.

USE A 2 X 4 TO ACHIEVE THE 1 7

16" GAP,

THEN REMOVE THE WOOD BLOCK

ONCE THE HEADWALL CAP IS

FASTENED.

TOP OF HEADWALL PLATE

HEADWALL PLATE

16"

8 9/16"± (INLET)

11 9/16"±(OUTLET)

HEADWALL

(CAP AND WALE BEAM ATTACHMENT)

X X

Y Y

WALE BEAM

4" x 1-12" STEEL BOLTS, FLAT WASHERS AND NUTS

(FIELD DRILLED)

OUTSIDE FACE OF WALL

& HEADWALL CAP

C WALL PANELL

HEADWALL/WINGWALL CAP

AT ATTACHMENT TO PANEL

DETAIL SECTION X-X

Ø3 4" x 10'-0" ANCHOR ROD

(FIELD DRILLED)

4" x 1-12" STEEL BOLTS & NUTS

(FIELD DRILLED)

WALE BEAM

C WALL PANELL

TYPICAL ANCHOR ROD ATTACHMENT

AT HEADWALL SECTION Y-Y

4" x 1-12" STEEL BOLTS & NUTSFACE SIDE

SOIL SIDE

℄OF PLATE SEAM

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

13REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

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

C WALL PANEL

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

WASHERS AND NUTS

(FIELD DRILLED)

Ø3 4" x 10'-0" ANCHOR ROD

(FIELD DRILLED)

HEADWALL PLATE

WALE BEAM

HEADWALL CAP

C WALL PANEL

BACKFILL SIDE

FRONT OF WALL

WALE NUT

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

14REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

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)

1' -8

"9"

8' -6

" W

L H

G T

5' -6

" T O

O M

O F

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

3' -0

" T O

O F

SEE DETAIL "G"

SEE DETAIL "H"

4" x 2" STEEL BOLT

HOLE THROUGH

WINGWALL PANEL

TO BE FIELD DRILLED

WALE

BEAM

WALE

NUT

SECURE ANCHOR ROD

WITH 34" NUT

DETAIL H

SECURE ANCHOR ROD

WITH 34" NUT

DETAIL G

21 4"

THREADED FOR

4" ANCHOR ROD

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

15REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

SKEW

BEVEL

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

REINFORCING RIB SPACING: AS SHOWN

REINFORCING RIB TYPE: AS SHOWN

NUMBER OF STRUCTURES: 1

SECTION F-F

WALE BEAM ATTACHMENT

WALE NUT

TOE WALL ELEVATION

11'-23 4"

8"(13) SPACES @ 9 5/8"

DEPTH

2.50"

9" PITCH

2.2 5"

RAD.

T = THICKNESS

1-1/4"+T/2

NEUTRAL AXIS

ALUMINUM STRUCTURAL PLATE

SECTION K-K

2' -3

INVERT

3/4"Ø x 11

4" BOLTS

@ 9-5/8" O.C.

TOEWALL

C :\U

H N

\O N

- T H

E Q

E C

O M

D O

C U

-C

O N

-A .D

W G

A M

865254 SEQ. No.:

010ALUMINUM BOX CULVERT

DAUPHIN COUNTY, PENNSYLVANIA

#4R1 - 10'-0" SPAN X 4'-10" RISE

16REVISION DESCRIPTIONDATEMARK BY

www.ContechES.com

CONTRACT

CONTECH

DRAWING

FOR APPROVAL

STRUCTURAL PLATE

TYPE: BOX

SIZE: 4R1

SPAN: 10'-0"

RISE: 4'-10"

LENGTH @ ℄: 40'-6"

SKEW

BEVEL

INLET OUTLET PLATE…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Oct 23, 2026.