1916-T2 ACOE Design Drawings Full Set 2.28.2025 SMALL.pdf

Nashville District of Engineers

US Army Corps

XXXXXX-XX-X-XXXX

DOE Receiving Warehouse

Oak Ridge

Oak Ridge, TN

Plans For

Paving and Drainage DOE Warehouse

FEBRUARY 2025

RTA - Certified Final

Submitted:

Elizabeth R. Boeglin, EIT

Project Engineer

Approval Recommended:

Brandon M. Whitley, P.E.

Approval Recommended:

Joshua A. Bomar , P.E.

(2.) The approval signatures appearing in the signature block on this sheet constitute approval of all drawings listed in the sheet index.

of individuals appear on these project documents within the scope of their employment as required by ER 1110-1-8152.

(1.) This project was designed by the Nashville District of the U.S. Army Corps of Engineers. The initials or signatures and registration designations

Note:

Chief, Civil Site and Surveying Section

Chief, Civil and Geotechnics Branch

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1'-8" 2'-2" 4'-0"2'-2"4'-0"

1'-8" 2'-2" 4'-0"2'-2"4'-0"

1'-8" 2'-2" 4'-0"2'-2"4'-0"

1'-8" 2'-2" 6'-0"2'-2"4'-0"

6'-0"

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SHEET KEYNOTES

MILL AND FEATHER ASPHALT CUTS 9.

EXISTING ASPHALT 8.

SAWCUT AND REPLACE EXISTING ASPHALT WITH NEW ASPHALT LAYER 7.

GRAVEL BACKFILL AND BEDDING LAYER 6.

TRENCH DRAIN 5.

6" THICK GRAVEL LAYER 4.

6" SDR 11 HDPE PIPE 3.

8" THICK 3000 PSI CONCRETE2.

MILL AND OVERLAY1.

LEGEND

LOCATIONS SHOWN ON CONTRACT DRAWING C-400.

THE CONCRETE TRANSITION SWALE APPLIES TO SECTIONS M1 AND M2 1.

GENERAL NOTES

DRAWING C-400.

TRANSITION SWALES ARE TO BE CONSTRUCTED ARE GIVEN ON CONTRACT

INFORMATION FOR ALIGNMENTS M1 AND M2 WHERE THE CONCRETE

POSITIVE DRAINAGE TOWARDS THE RESPECTIVE CATCH BASINS.

SLOPE EACH SIDE OF THE CONCRETE TRANSITION SWALE TO PROMOTE 3

6" HDPE PIPE.

CONCRETE SWALE WHILE ALSO MAINTAINING THE REQUIRED SLOPE OF THE

REACH THE BOTTOM OF THE 6" LAYER OF GRAVEL UNDERNEATH THE

COMPACTED TO 6" LIFTS. PLACE ENOUGH GRAVEL ON TOP OF THE PIPE TO

OF THE NEW 6" HDPE DRAIN PIPE. PLACE THE GRAVEL IN 8" LIFTS

PLACE 6" OF 3/4" MAX NOMINAL SIZE GRAVEL BELOW AND ON EITHER SIDE 2

BE CONSTRUCTED.

FROM THE EXISTING ASPHALT SURFACE TO THE NEW CONCRETE SWALE TO

WITHIN THE LIMITS PLACING WEDGING TO PROVIDE A SMOOTH TRANSITION

VIEW ON C-400 AND THE TYPICAL SECTIONS ON THIS DRAWING. REPAVE

MILL THE TOP 2" OF EXISTING ASPHALT WITHIN THE LIMITS SHOWN IN PLAN 1

CONSTRUCTION NOTES

L1

TYPICAL SECTION FOR SEGMENT L1

3/4"=1'-0"SCALE:

H1

TYPICAL SECTION FOR SEGMENTS L2 & L4

3/4"=1'-0"SCALE:

E1

TYPICAL SECTION FOR SEGMENT L3

3/4"=1'-0"SCALE:

A2

TYPICAL SECTION FOR SEGMENT L5

3/4"=1'-0"SCALE:

K12

ASPHALT TRENCHING

3/4"=1'-0"SCALE:

F11

CONCRETE TRANSITION SWALE

3/4"=1'-0"SCALE:

VARIES -0.55% to 1.7%VARIES -5.9% to 3.8%

VARIES 2.6% to 4.8%

VARIES 1.3% to 3.9%

VARIES -8.1% to 2.6%

VARIES 2.4% to 5.5%

VARIES 2.3% to 4.2%

VARIES -7.9% to 4.1%

VARIESVARIES

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TRENCH DRAIN ISOMETRIC VIEW

SCALE: N.T.S.

A2

8'

19.57"

0.27"

9.71"

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1" MIN.

MIN. ALL SIDES

POUR 6.02"

MONLITHIC

K2

TRENCH DRAIN END VIEW

K9

DRAIN GRATE PLAN VIEW

D9

GRATE END VIEW

6 5

K13

TRENCH DRAIN PIPE CONNECTION

F13

FINISHED TRENCH DRAIN END

A13

TRENCH DRAIN INSTALLATION EXAMPLE

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SHEET KEYNOTES

LOCKING DEVICE 15.

GRATE 14.

CROSS TIE13.

CONNECTION SCREWS 12.

SET SCREW 11.

STANDARD RAIL 10.

ANCHOR STUD9.

END RAIL 8.

DEFORM GROOVE 7.

1.75" X 1.75" X 0.19" BLACK POLYMER COATED STEEL ANGLE WITH ANCHOR 6.

4000 PSI CONCRETE SLAB 5.

RAIL CLAMP 4.

TRENCH DRAIN FORMER 3.

NO-FLOAT #4 REBAR U-LEG2.

ANCHOR SLAB (4000 PSI CONCRETE)1.

LEGEND

DEPTH VARIES, SEE ELEVATION CALLOUTS ON CONTRACT DRAWING C-4007.

REQUIREMENTS.

TRENCH DRAIN GRATES STRENGTH MUST EXCEED AASHTO H-20 LOADING 6.

TRENCH DRAIN GRATES MUST BE HEAVY DUTY DUCTILE IRON. 5.

DRAIN SECTIONS AND TIEING INTO THE EXISTING CATCH BASINS.

TRENCH DRAIN PRODUCT WITH 6 INCH PIPES CONNECTING THE TRENCH

BETWEEN MANUFACTURERS. THE DESIGN IS BASED ON A 8 INCH WIDE

DIMENSIONS SHOWN FOR THE TRENCH DRAIN PRODUCT MAY VARY 4.

PRIOR TO CONSTRUCTION.

SUBMIT PROPOSED PRODUCT AND PLACEMENT METHOD FOR APPROVAL 3.

LOCATIONS.

REFER TO CONTRACT DRAWING C-400 FOR TRENCH DRAIN SECTION 2.

WITHSTANDING AN AASHTO H-20 LOADING.

THE TRENCH DRAIN PRODUCT CHOSEN MUST BE CAPABLE OF 1.

GENERAL NOTES

AND THE FORMER IS REMOVED ANY EXTRA PIPE CAN BE TRIMMED

CONNECTING IT TO THE TRENCH DRAIN. ONCE THE CONCRETE IS READY

INTO THE TRENCH DRAIN SECTION IS PROPERLY SUPPORTED BEFORE

TRANSITION. THE CONTRACTOR WILL NEED TO MAKE SURE THE PIPE TYING

APPROXIMATELY 1 INCH TO HELP SECURE THE PIPE AND MAKE A SEAMLESS

FORM, TRACING THE PIPE AND THEN NOTCHING THE FORMER

TRENCH DRAIN SECTIONS BY BUTTING THE PIPE UP TO THE END OF THE

THE CONTRACTOR SHOULD CONNECT THE 6" HDPE DRAIN PIPE TO THE 1

CONSTRUCTION NOTES

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DIAMETER (O.D.)

OUTSIDE

6" OR 12"

ISOMETRIC VIEW OF CATCH BASIN

H2

B3

PARTIAL SECTION VIEW

B9

SIDE VIEW OF CATCH BASIN

5 5

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SCALE: N.T.S.

CONCRETE APRON

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8" THICK, 6FT BY 6FT CONCRETE CATCH BASIN COLLAR 14.

EXISTING 12 INCH RCP OUTLET PIPE 13.

CATCH BASIN 12.

EXISTING ASPHALT SURFACE 11.

6 INCH HDPE INLET PIPE 10.

TROWEL FINISHED 9.

6 INCH HDPE PIPE 8.

INSIDE WALL

INSERT 12 INCH CONCRETE PIPE INTO BASIN SO THAT PIPE IS FLUSH WITH 7.

ANCHOR PIPE INTO CATCH BASIN USING NON-SHRINK GROUT6.

MATCH ELEVATION OF CURRENT TOP OF CATCH BASIN 5.

PRECAST CONCRETE BASIN SECTION4.

GRATES

RISER TO MEET REQUIRED CULVERT ELEVATIONS AND FOR SUPPORTING 3.

CAST-IN STEEL FRAME 2.

TRAFFIC DUTY CAST IRON GRATE1.

LEGEND

GREY CAST IRON CONFORMING TO ASTM A48-76 CLASS 35.

C.I. CASTINGS CAST IRON FRAMES AND GRATES ARE MANUFACTURED OF 7.

REBAR CONFORMING TO ASTM A615.

CATCH BASIN REINFORCEMENT SHALL BE GRADE 60 REINFORCED STEEL 6.

DEPTH.

AT FLOOR AND FIRST STAGE OF WALL WITH SECTIONAL RISER TO REQUIRED

STRENGTH OF 4000 PSI AT 28 DAYS. UNIT IS OF MONOLITHIC CONSTRUCTION

CATCH BASIN CONCRETE SHALL BE CLASS I/II CONCRETE WITH DESIGN 5.

CONSTRUCTION.

SUBMIT PROPOSED CATCH BASIN PRODUCT FOR APPROVAL PRIOR TO 4.

CATCH BASIN WALLS WILL BE NO LESS THAN 6 INCHES THICK.3.

PIPE AND A 6 INCH HDPE PIPE.

CATCH BASIN TO BE SIZED TO SUPPORT A 12 INCH REINFORCED CONCRETE 2.

PROPOSED GRATE FOR APPROVAL.

EXCEED 50 POUNDS. DUAL GRATES ARE PERMITTED, SUBMIT THE

DIMENSIONS MAY VARY. IT IS PREFERRED THAT INDIVIDUAL GRATES DO NOT

CAST IRON GRATE DESIGNED TO HANDLE AN HS20 LOADING, THE 1.

GENERAL NOTES

W2W2

2 FT2 FT

T1

H2

T1

WATER

SURFACE

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IS DEFINED AS THE LAST SOURCE OF ANY MODIFICATION TO THE BINDER.

OF THESE CERTIFICATIONS TO THE CONTRACTING OFFICER. THE SUPPLIER

THE TIME OF DELIVERY OF EACH LOAD TO THE MIX PLANT. SUBMIT COPIES

INDICATING GRADE CERTIFICATION SHALL BE PROVIDED BY THE SUPPLIER AT

PERFORMANCE GRADE (PG) 64-22 GRADING "E" SHOULDER. TEST DATA

ASPHALT CEMENT BINDER SHALL CONFORM TO AASHTO M 320 10.

OR MILLING FOR CORRECTING HIGH AREAS WILL NOT BE PERMITTED.

REQUIREMENTS. SKIN PATCHING FOR CORRECTING LOW AREAS OR PLANING

DIAMOND GRINDING MAY BE USED TO REMOVE HIGH SPOTS TO MEET GRADE 9.

ELEVATION WILL NOT BE PERMITTED.

ELEVATIONS AND TYPICAL SECTIONS SHOWN. DEVIATION FROM THE PLAN

THE FINAL WEARING SURFACE OF PAVEMENT SHALL CONFORM TO THE 8.

WORK SHALL BE DONE AT THE CONTRACTOR'S EXPENSE.

IMMEDIATELY COMPACTED TO CONFORM TO THE SURROUNDING AREA. THIS

REMOVED FULL DEPTH, REPLACED WITH FRESH HOT MIXTURE AND

CONTAINS CHECK-CRACKING, OR IS IN ANY WAY DEFECTIVE SHALL BE

ANY MIXTURE THAT BECOMES LOOSE AND BROKEN, MIXED WITH DIRT, 7.

HAND TAMPERS.

TO THE ROLLER, THE MIXTURE SHALL BE THOUROUGHLY COMPACTED WITH

OTHER CAUSE, SHALL BE CORRECTED AT ONCE. IN AREAS NOT ACCESSIBLE

A RESULT OF REVERSING THE DIRECTION OF THE ROLLER, OR FROM ANY

THE DISCRETION OF THE CONTRACTOR. ANY DISPLACEMENT OCCURRING AS

OF ROLLING OPERATIONS AND THE TYPE OF ROLLERS USED SHALL BE AT

WITHOUT CAUSING DISPLACEMENT, CRACKING OR SHOVING. THE SEQUENCE

COMPACTED BY ROLLING. COMPACT THE SURFACE AS SOON AS POSSIBLE

AFTER PLACING, THE MIXTURE SHALL BE THOUROUGHLY AND UNIFORMLY 6.

SPECIFICATION SECTION 407.09 FOR WEATHER LIMITATIONS.

DENSITY AND SURFACE SMOOTHNESS. REFER TO TDOT STANDARD

PLACE AND COMPACT THE MIX AT A TEMPERATURE SUITABLE FOR OBTAINING 5.

STANDARD SPECIFICATION SECTION 403.05..

OF 0.08 TO 0.12 GALLONS PER SQUARE YARD IN ACCORDANCE WITH TDOT

UNDERLYING COURSE OF DUST AND DEBRIS. APPLY A TACK COAT AT A RATE

IMMEDIATELY BEFORE PLACING THE HOT MIX ASPHALT, CLEAN THE 4.

WRITTEN AND LAB PERFORMANCE TESTING.

BY THE TENNESSEE DEPARTMENT OF TRANSPORTATION, INCLUDING THE

COMPLETED THE MARSHALL METHOD OF MIX DESIGN SCHOOL CONDUCTED

LABORATORY DESIGN. TO BE CERTIFIED, THE TECHNICIAN SHALL HAVE

CERTIFIED LABORATORY TECHNICIAN SHALL PREPARE AND SIGN THE

JOB MIX FORMULA (JMF) AND LABRATORY DESIGN IN ELECTRONIC FORM. A

PRODUCTION OF THE ASPHALT PAVING MIXTURE, SUBMIT THE PROPOSED

AT LEAST 14 WORKING DAYS BEFORE THE SCHEDULED START OF 3.

MINERAL FILLER SHALL BE NON-PLASTIC.

PROVIDE MINERAL FILLER CONFORMING TO AASHTO M17, EXCEPT THAT THE 2.

ACCORDANCE WITH ASTM C136/C136M AND ASTM C117.

GRADATION SPECIFIED IN THE TABLE BELOW, WHEN TESTED IN

SPECIFICATION 903.24. AGGREGATE GRADATION SHALL CONFORM TO THE

PHYSICAL AND CHEMICAL REQUIREMENTS SPECIFIED IN TDOT

FROM GRAVEL, SLAG, OR FROM CRUSHED STONE AGGREGATE MEETING THE

FINE AGGREGATE CONSISTING OF NATURAL SAND OR SAND MANUFACTURED

SPECIFICATION TABLE 903.11-2. PER TDOT STANDARD SPECIFICATIONS USE

SURFACE MIX AGGREGATE GRADATION TAKEN FROM TDOT STANDARD 1.

ASPHALT PAVEMENT NOTES

CONCRETE.

EXPANSION AND CONTRACTION JOINTS FOR APPROVAL PRIOR TO PLACING

SUBMIT CONSTRUCTION DRAWING SHOWING THE LOCATION OF ALL 12.

RUBBER CONFORMING TO ASTM D1752 TYPE I.

PROVIDE EXPANSION JOINT FILLER STRIPS, PREMOLDED OF SPONGE 11.

INDICATED.

MAXIMUM, AND AT POINTS OF CHANGE IN WIDTH UNLESS OTHERWISE

PROVIDE EXPANSION JOINTS 1/2 INCH THICK AND SPACED EVERY 100 FT 10.

CONCRETE. SATISFACTORILY COMPACT EARTH FOUNDATIONS.

DEBRIS, AND FOREIGN MATTER FROM THE BASE LAYER BEFORE PLACING

REMOVE SNOW, ICE, STANDING OR FLOWING WATER, LOOSE PARTICLES, 9.

FINISHED.

CONCRETE DEPTH WITH A JOINTING TOOL AFTER THE SURFACE HAS BEEN

SECTIONS. CUT CONTRACTION JOINTS AT A MINIMUM OF 1/3 OF THE

PROVIDE CONTRACTION JOINTS EVERY 10 FEET IN THE CONCRETE SWALE 8.

WOOD, STEEL, OR OTHER APPROVED MATERIAL.

ACCORDANCE WITH ACI 301 SECTION 2 AND 5 AND ACI 347. FABRICATE OF

DESIGN AND ENGINEER THE FORMWORK AS WELL AS ITS CONSTRUCTION IN 7.

ACID, SALT OR ALKALI.

MIXING AND CURING WATER MUST BE FREE OF INJURIOUS AMOUNTS OF OIL, 6.

REQUIREMENTS OF ASTM C494/C494M, TYPE A, B, OR D.

WATER-REDUCING OR RETARDING ADMIXTURES MEETING THE

IF WATER-REDUCING OR RETARDING ADMIXTURES ARE REQUIRED: PROVIDE 5.

TYPE C OR E.

ACCELERATORS MUST MEET THE REQUIREMENTS OF ASTM C494/C494M,

CHLORIDE MEETING THE REQUIREMENTS OF ASTM D98. OTHER

IF ACCELERATING ADMIXTURES ARE REQUIRED: PROVIDE CALCIUM 4.

ADMIXTURE THAT MEETS THE REQUIREMENTS OF ASTM C260/C260M.

IF AIR-ENTRAINING ADMIXTURES ARE REQUIRED: PROVIDE AIR-ENTRAINING 3.

REQUIREMENTS OF ASTM C33/C33M.

FOR FINE AND COARSE AGGREGATES MEET THE QUALITY AND GRADING 2.

WATER-CEMENTITIOUS MATERIAL RATIO IS 0.45.

8.0 PERCENT WITH A SLUMP BETWEEN 2 AND 5 INCHES. THE MAXIMUM

ACCORDANCE WITH ACI 304R. THE AIR CONTENT MUST BE BETWEEN 5.0 AND

OF 3000 PSI. THE MAXIMUM NOMINAL SIZE COARSE AGGREGATE IS 1 INCH, IN

FOR THE PROJECT SHALL HAVE A COMPRESSIVE STRENGTH (f ' c) AT 28 DAYS

UNLESS OTHERWISE STATED ON THE CONTRACT DRAWINGS, CONCRETE 1.

CONCRETE NOTES

BASINS.

VARIANCE SO LONG AS POSITIVE DRAINAGE IS MAINTAINED TO THE CATCH

BASIN IS ACHIEVED. ELEVATIONS CAPTURED WILL BE ALLOWED 1 INCH OF

EVERY 50 FT INTERVAL TO ENSURE THE 0.5% SLOPE TOWARDS EACH CATCH

THE CONTRACTOR WILL SURVEY THE FINAL SUBGRADE TAKING SHOTS AT 6.

BACKFILL MATERIAL.

MATERIAL AS DIRECTED BY THE GOVERNMENT AND REPLACE WITH FILL AND

SUITABLE COMPACTION EQUIPMENT. UNDERCUT RUTTING OR PUMPING OF

BUT NOT BE LIMITED TO, RAKING SMOOTH OR CONSOLIDATING WITH

DEEPER THAN 1/2 INCH SHOULD BE REPAIRED. REPAIR SHOULD INCLUDE,

CORRECTIVE ACTION SHOULD BE TAKEN. ANY DEPRESSION IN THE SURFACE

DURING THE PREPARATION OF THE SUBGRADE, SUBBASE, OR BASE ROLLING,

ACCEPTABLE SUBGRADE. IF RUTTING OR PUMPING IS EVIDENT AT ANY TIME

WATER WHICH WOULD PROMOTE DEGRADATION OF AN OTHERWISE

PROOF ROLL THE SUBGRADE WHEN THE SUBGRADE IS FREE OF SURFACE 5.

FEDERAL REQUIREMENTS.

FOR DISPOSING OF THE MATERIAL IN ACCORDANCE WITH ANY STATE AND

PROPERTY OF THE CONTRACTOR. THE CONTRACTOR WILL BE RESPONSIBLE

EXCESS MATERIAL RESULTING FROM EXCAVATION WILL BECOME THE 4.

AREAS.

MATERIALS, AS DIRECTED BY THE CONTRACTING OFFICER, IN EXCAVATED

REMOVE AND REPLACE UNSATISFACTORY MATERIAL WITH SATISFACTORY 3.

IN ACCORDANCE WITH ASTM D698.

PERCENT LABORATORY MAXIMUM DENSITY FOR COHESIONLESS MATERIALS.

PERCENT LABORATORY MAXIMUM DENSITY FOR COHESIZE MATERIALS OR 95

THE CONTRACTOR SHALL COMPACT THE SOIL LAYER TO AT LEAST 90 2.

EARTHWORK MUST BE COMPLETED IN THE DRY. 1.

EARTHWORK NOTES

PLACE THE AGGREGATE IN 8 INCH LAYERS COMPACTED TO 6 INCH LAYERS. 2.

DRAIN PIPE.

PLACEMENT BELOW THE CONCRETE AND AROUND THE 6 INCH HDPE STORM

PROVIDE AGGREGATES WITH A MAXIMUM NOMINAL SIZE OF 3/4" FOR 1.

AGGREGATE NOTES

V-100 - RTA - FEB 2025