HomeMy WebLinkAboutSUB201900156 Correspondence 2020-10-30 (4)BC
Engineers
May 29, 2020
Contech Engineered Solutions LLC
2208 Floyd Avenue
Richmond, VA 23220
Attn: Mr. Nate Sauer, P.E.
Area Engineer
Dayton Office
Re: Revised Submittal Drawings for Two (2) 28'-10" x 7-5" BridgeCor Arches (570093-010 and
570093-020); Lazy Branch and Terrapin Place, Rivanna Village, Albemarle County, Virginia;
CBC Report No.22245D-5-0520-05
We are pleased to submit our report for the above referenced project. The design reports for
the BridgeCor arches were submitted previously in CBC Report No. 22245D-2-0319-05, Rev 2 dated
February 26, 2020 for Terrapin Place (570093-010) and CBC Report No. 22245D- 1 -0319-05, Rev 1
dated February 26, 2020 for Lazy Branch (570093-020). This current report provides the revised
submittal drawings for the BridgeCor arches incorporating the requested changes from VDOT, and
the revised drawings are attached in Appendix A. As previously stated, all other design aspects for
this project including but not limited to end treatments, hydraulics, and scour/abrasion are the
responsibility of others than CBC Engineers & Associates, Ltd, and the only responsibility of CBC
Engineers is the previously stated items. All other portions of the above referenced previous design
reports remain applicable to this project. If you have any questions, please contact us.
Respectfully submitted,
CBC Engineers & Associates, Ltd.
Deepa Nair, M.S., P.E.
Project Engineer
4 a
Mitchell T. Hardert, P
ChiefEngineer
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Lie. No. 0402046350
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ec: Client (nsauer@conteches`.�gzlS�ppNAL
ea Mike Obringer (mobringer@c"bfitches.cont
ec: Darrell Sanders (dsanders@contecli s.com)
ec: Melinda Fugate (mfugate@conteches.com)
I -File
Dayton, OH Lexington, KY Hazard, KY Charleston, YYV Harrisburg, IL
125 Westpark Road / Centerville, Ohio 45459 / Phone: 937-428-6150 / Fax: 937-428-6154
Visit us at www.cbceng.com
APPENDIX A
REVISED DRAWINGS
C%dowNTECH'
ENGINEERED SOLUTIONS LLC
BridgeCv. I o r�
BRIDGECOR SINGLE RADIUS ARCH
RIVANNA VILLAGE - LAZY BRANCH
KESWICK. VA
570093-INDEX
PAGE NUMBER
PAGE TITLE
1
COVER SHEET
2
PLAN VIEW/SECTION
3
ELEVATIONS
4
SPECIFICATIONS
5
PLATE LAYOUT
6
MOVEMENT CONTROL HOOK
PLACEMENT
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CBC-22245-1
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2
PRE-570093-020-BCORSRA-CON-B1 REV.2
CONTECH PROJECT ID # 570093
APPROX. AREA = 149.1 SO. FT.
PLATE MAKE UP: 1@ 9 S, 2@ 8 S
TOTAL = 25 S
NOTES:
1) MEASUREMENTS ARE TO THE INSIDE CRESTS OF THE CORRUGATIONS.
2) DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES.
3) CIRCUMFERENTIAL PLATE LENGTHS ARE IN TERMS OF S = INCHES.
BRIDGECOR SINGLE RADIUS ARCH - (END VIEW)
28'-10" SPAN x T-5" RISE
SCALE = 1:100
RiT-10" kll
CROWN
CENTERLINE
FLOW
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TWO RING LAYOUT
(OUTSIDE VIEW)
SCALE = 1:60
CONCRETE FOOTINGS
(DESIGN COVERED SEPERATELY
22245D-1-0319-05, REVA DATED 2126/20)
MODULAR BLOCK
HEADWALLS (BY OTHERS)
MODULAR BLOCK
HEADWALLS (BY OTHERS)
BRIDGECOR SINGLE RADIUS ARCH
28'-10" SPAN x T-5" RISE
7 GAGE, HOT -DIP GALVANIZED
FLOW —
(OUT TO OUT,
BRIDGE PLAN
SCALE = 1:150
BRIDGECOR SINGLE RADIUS ARCH
28'-10" SPAN x T-5" RISE
7 GAGE, HOT -DIP GALVANIZED
FLOW
—90'-3" (OUT TO OUT)
BRIDGE PROFILE
SCALE = 1:150
28'-10"
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MODULAR BLOCK
HEADWALLS (BY OTHERS)
VERTICAL SETTLEMENT JOINT.
LOCATED AT THE
TRANSITION FROM
THE FOOTING TO THE
LEVELING PAD.
rL
MODULAR BLOCK
HEADWALL/
WINGWALL
7'-0" HEIGHT OF COVER (BY OTHERS)
I
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BRIDGECOR W
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ONE FULL BLOCK LENGTH
MIN. AND EXTEND TO THE V LEG OF u�
OUTSIDE EDGE OF FOOTING
5'Y31/2"x1/2"
n�1� ANGLE
F-A3 Y vi,
CURVED ANGLES
BRIDGECOR SINGLE RADIUS ARCH
28'-D0' SPAN x 7'-5" RISE '
7 GAGE, HOT -DIP GALVANIZED REINFORCED CONCRETE
LEVELING PAD ARCH FOOTING
MODULAR BLOCK HEADWALL DETAILS
TOP OF FOOTING -
CONCRETE FOOTING S ELEV. =348.40 SCALE=N.T.S.
(DESIGN COVERED SEPERATELY "
22245D-2-0319-05, REV., DATED 2/26/20) AS DESIGNED BY THE ENGINEER, THE REINFORCED
CONCRETE FOOTINGS MAY BE WIDENED AT THE
ENDS OF THE STRUCTURE TO:
ELEVATION VIEW ACHIEVE AN ADEQUATE HEADWALL WIDTH.
• MAINTAIN THE SETTLEMENT JOINT AT THE
SCALE = 1:50 FOOTING / LEVELING PAD INTERSECTION.
• COMBINE THE ABOVE WITH A WINGWALL
INTERSECTION AS REQUIRED.
NOTE:
+M >y{ L r}r (✓l' OUT TO OUT OF FOOTING IS A CRITICAL DIMENSION.
.� SEE PLAN VIEW.
GRANULAR
BACKFILL MATERIAL
fir
MODULAR BLOCK
HEADWALLS
(BY OTHERS)
VARIES
LE
`3/4" BOLT - 16" O.C.
BndgeCark
GEOTEXTILE ATTACHED J
LOW SHRINK PORTLAND CEMENT
WITH CONSTRUCTION ADHESIVE
GROUT 1800 PSI MIN. COMPRESSIVE
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RECOMMENDED
HEADWALL DETAILS
STRENGTH TO FILL AREA SHOWN.
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3 QE 6
NON -WOVEN FILTER FABRIC TO BE PLACED BETWEEN
TRENCH
MINIMUM LIMITS OF COMPACTED SELECT EMBANKMENT
THE SELECT BACKFILL AND ADJACENT EMBANKMENT
:ONDITION
GRANULAR STRUCTURAL BACKFILL CONDITION
Fit UNATIVE FOUNDATION $OIL AS DETERMINED NECESSARY
BY PROJECT GEOTECHNICAL ENGINEER
10.0' BACKFILL WIDTH
10.0' BACKFILL WIDTH
TO PREVENT $OIL MIGRATION (TYPICAL ALL SIDES).
SEENOTE#1
SEE NOTE#1
1.0 STANDARDS AND DEFINITIONS
TRENCH
WALL
NATURAL
UNDISTURBED
EMBANKMENT
REINFORCED CONCRETE
FOOTING
GENERAL EMBANKMENT FILL AND NATIVE
FOUNDATION $OIL (BY OTHERS) TO BE AS PER
GEOTECHNICAL ENGINEER'S RECOMMENDATIONS
AND PROJECT REQUIREMENTS (TYPICAL ALL SIDES).
4.5' FILL MATERIAL ABOVE
MIN. COVER LEVEL
BRIDGECOR
SINGLE
RADIUS
ARCH
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EiSELECT GRANULAR STRUCTURAL SACKFUL LIMITS.
® INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED
BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY
WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT
NOTES: TRACTOR (D4 OR LIGHTER) EQUIPMENT.
1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED ON
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR THE
RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS.
2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A
BALANCED FASHION IN THIN LIFTS (8- LOOSE TYPICALLY) AND
COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180.
3. MONITORING OF THE SINGLE RADIUS ARCH STRUCTURE IS REQUIRED
DURING THE BACKFILLING PROCESS. THE METHOD, FREQUENCY AND
DURATION $HALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF
THE STRUCTURE.
4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING
COMPACTION METHODS AND EQUIPMENT.
5. PLACE SELECT GRANULAR STRUCTURAL SACKFUL IN RADIAL LIFTS AT
APPROXIMATELY 75%OF THE RISE OF THE SINGLE RADIUS ARCH
STRUCTURE.
6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES, THE
FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE
FIRST SEVERAL INCHES OF FILL OVER THE CROWN.
C
CONTECH ACKNOWLEDGES THAT A WATERLINE AND SLEEVE WILL BE
PLACED WITHIN THE BACKFILL ZONE PER PROJECT PLAN SHEET 47 NOTES
AND DETAILS. CONCERNS FOR THE LOADING AND POSSIBLE SETTLEMENT
OF THE LINE AND SLEEVE ARE THE RESPONSIBILITY OF OTHERS THAN
CONTECH.
BACKFILL MATERIAL TO BE AASHTO "A-1" OR USCS "SM" , COMPACTED TO 80 %
PER AASHTO T-180.
IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED,
CONTACT YOUR LOCAL CONTECH REPRESENTATIVE.
Approvved Dale�� Rw. oa!
BY MTH 3/18/19 1 �6%
Project No. Rev. z i
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ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES:
SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY FACTORS IN
OBTAINING MAXIMUM STRENGTH AND STABILITY.
THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN MATERIAL
THAT COULD CAUSE HARD SPOT$ OR DECOMPOSE TO CREATE VOIDS. SACKFUL MATERIAL SHOULD
BE WELL GRADED GRANULAR MATERIAL THAT MEET$ THE REQUIREMENTS OF THE PROJECT
SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE STRUCTURAL PLATE BACKFILL GROUP
CLASSIFICATION TABLE ON THIS SHEET. BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH
SIDE OF THE STRUCTURE IN 8" LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO A MINIMUM OF
90% DENSITY PER AASHTO T-180.
A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED FOR A
WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE PROPOSED
BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON -WOVEN GEOTEXTILE FILTER
FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN SITU MATERIAL.
DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D4 OR LIGHTER) SHOULD BE NEAR
THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED GRADE. THE
ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER MAY NEED TO BE
INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS (HEAVIER THAN D4).
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION,
REFERENCE AASHTO M-145
GROUP CLASSIFICATION A-1a A-0-0
swan Arai PeK¢M Passing
No, 10(]000 rum)
No. 40(0425 rum)
]O may
SO may
No. 200(0.07nimm)
Is..
25 may
Atlemag HMIs for Fmi Passing No. 40 rai mm)
Ui Lads
Plasdtlry Index
8may
8max.
Usual make-
Skina Frag"'an4
Gravel and Sand
- lotlfied from AASHTO M-145.
Fine beach sands, win iblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and typically
classified by AASHTO M-145 as A-3 Materials should not be used.
Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for Engineering
;mposes nifietl Soil Classification System), for Comparable soil groups.
BddgeCor•
FOR APPROVAL
1.1 STANDARDS- All standards refer to the current ASTWAASHTO edition
unless otherwise noted.
1.1.1 ASTM A761 "Corrugated Steel Structural Plate, Zinc Coated for
Refil lletl Pipe. Pioe-Arches and Arches
IM
- Design, AASHTO LRFD Bridge Design Specifications2. Bth Etlttion: 2017 antl VDOT Modii ications.1.1.3 Standard Specification for Highway Bridges -Section 26I - ConsWction, AASHTO -RFD Bridge Constructiontions - Section 26. ASTM A807, Standard Practice for Corrugated Steel Structural Plate Pipe. All materials antlion shall be in accordance with VDOT Road antl Bridgetions dated 2020.
1.2 DEFINITIONS
1.2.1 Owner- In these specifications the word! -Ovmer'shall mean
ALAN FRANKLIN PE, LLC.
1.2.2 Engineer - In these specifications the word"Engineer'shall
mean the Engineer of Record or Owners designated engineering
representative.
1.2.3 Manufacturer - In these specifications the word "Manufacturer
shall mean CONTECH ENGINEERED SOLUTIONS 804-2924655
NATHAN SAUER.
1.2.4 Contractor- In these specifications the word "Contractor shall
mean the firm or Corporation undertaking the execution of any
installation work under the terms of these specifications.
1.2.5 Approved - In these specifications the word "approved" shall
refer to the approval of the Engineer or his designated
representative.
1.2.6 As Directed - In these spedficetions the words "as directed"
shall refer to the directions to the Contractor from the Owner
or his designated representative.
2.0 GENERAL CONDITIONS
2.1 Any installation provided herein shall be endomed by the Engineer;
discrepancies herein are governed by the Engineers plans and
specifications.
2.2 The Contractor shall furnish all labor, material and equipment and
perform all work and services except those set out and furnished by the
Owner, necessary to Complete in a satisfactory manner the site
preparation, excavation, filling, compaction, grading as shown on the
plans and as described therein. This work shall consist of all mobilization
Gearing and grading, grubbing, stripping, removal of existing material
unless otherwise stated, preparation of the land to be filled, filling of the
land, spreading and compaction of the fill, and all subsidiary work
necessary to complete the grading of the Cut and fill areas to conform
with the lines, grades, slopes, and specifications. This work is to be
accomplished under the observation of the Owner or his designated
representative.
2.3 Prior to bidding the work, the Contractor shall examine, investigate and
inspect the Construction site as to the nature and location of the work,
and the general and Jowl Conditions at the construction site, including
without Iimaation, the character of surface or subsurface Conditions and
obstacles to be encountered on and around the Construction site and
shall make such additional investigation as he may deem necessary for
Me planning and proper execution of the work.
If Conditions other than those indicated are discovered by the Contractor,
the Owner shall be notified immediately. The material which the
Contractor believes to be a changed condition shall not be disturbed so
Mat the owner can investigate the condition.
2.4 The construction shall be performed under the direction of the Engineer.
2.5 All aspects of the structure design and site layout including foundations,
backfill, end treatments and necessary scour consideration shall be
performed by the Engineer.
3.0 ASSEMBLY AND INSTALLATION
3.1 Bolts and nuts shall conform to the requirements of ASTM A449. The single radius
arch structure shall be assembled in accordance with Me plate layout drawings
provided by the Manufacturer and per the Manufacturer's recommendations.
Bolls shall be tightened using an applied torque of between 150 and 250 ft: lbs.
3.2 The single radius arch structure shall be installed in accordance with the plans and
specificatians, the Manufacturer's recommendations, and AASHTO Standard
Specification for Highway Bridges - Section 26 Division II - CommuctioNAASHTO
LRFD Bridge Construction Specifications - Section 26.
3.3 Trench excavation shall be made in embankment material that is structurally
adequate. The trench width shall be shown on the plans. Poor quality in situ
embankment material must be removed and replaced with suitable backfill as directed
by the Engineer.
3.4 Bedding preparation is critical to both structure performance and service life.
The bad should be constructed to uniform line and grade to avoid distortions that may
create undesirable stresses in the structure and/or rapid deterioration of the roadway.
The bad should be lose of rock formations, protruding stones, frozen lumps, roots,
and other foreign matter that may cause unequal settlement.
3.5 The structure shall be assembled in accordance with the Manufacturers instructions.
All plates shall be unloaded and handled with reasonable Cars. Plates shall not be
rolled or dragged over gravel rock and shall be prevented from striking mck or other
hard objects during placement in trench or on bedding.
3.6 The structure shall be backfilled using clean well graded granular material.
Backfill must be placed symmetrically on each side of the structure in 8 inch
loose lifts. Each lift shall be compacted to the specified density.
3.7 If temporary Construction vehicles are required to Cross the structure, it is the
Contractor's responsibility to Contact the Engineer to determine the amount of
additional minimum cover necessary to handle the specific loading condition.
Normal highway traffic is not allowed to cross the structure until the structure has
been backfilled and paved. If the road is unpaved, cover allowance to accommodate
rutting shall be as directed by the Engineer.
3.8 If a metal headwall and/or vnngwall system is specified, the select granular strucluml
backfill limits shall extend past the deadman anchor system. Contact the Engineer
if stiff material or rock is encountered where the wingwalls and deadman are to be
installed.
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CONTECH
CONTRACT
RIVANNA VILLAGE - LAZY BRANCH
2
5/28/2020 REVISED NOTES-SHEET4 MJO
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KESWICK, VA
REVISION DESCRIPTION
By
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4 OF 6
UG 1 /AIL H
SCALE: N.T.S.
ALL COMPONENTS MUST BE ASSEMBLED
IN THE SAME ORIENTATION AS SHOWN
IN THIS DETAIL. PAY CLOSE ATTENTION
TO MARK NUMBERS ON THE COMPONENTS.
LEGEND
0 2 PLATE LAP SEAMS- 1%" LONG BOLT
® 3-PLATE SEAM - 2" LONG BOLT
5"x3 Y"xY2" ANGLE
Mk. At
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F"A3 Y2.4Y- ANGLE
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USE 314" x 3" LONG M.P. BOLT AT
N
MOVEMENT CONTROL HOOKS AT EVERY
THIRD SEAM
I I� e (SEE PLATE LAYOUT FOR LOCATIONS)
1"0 O.D.MOVEMENT CONTROL HOOK
MOVEMENT CONTROL HOOK DETAIL
SCALE: N.T.S.
MOVEMENT CONTROL HOOKS
(OTY.OF21)
FOR SHAPE MONITORING
FLOW PLACEDAT EVERYTHIRD SEAM
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570093-INDEX
PAGE NUMBER
PAGE TITLE
1
COVER SHEET
2
PLAN VIEW/SECTION
3
ELEVATIONS
4
SPECIFICATIONS
5
PLATE LAYOUT
S
MOVEMENT CONTROL HOOK
PLACEMENT
PRE-570093-010-BCORSRA-CON-Cl REV.3
CONTECH PROJECT ID# 570093
APPROX. AREA = 149.1 SO. FT.
PLATE MAKE UP: 1@ 9 S, 2@ 8 S
TOTAL = 25 S
NOTES:
1) MEASUREMENTS ARE TO THE INSIDE CRESTS OF THE CORRUGATIONS.
2) DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES. R17'-10"
3) CIRCUMFERENTIAL PLATE LENGTHS ARE IN TERMS OF S = INCHES.
BRIDGECOR SINGLE RADIUS ARCH W)
( x END VIECROWN
CENTERLINE
28'-10" SPAN x 7'-5" RISE
SCALE = 1 60
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FOR APPROVAL
BRIDGECOR SINGLE RADIUS ARCH
28'-10" SPAN x 7'-5" RISE
7 GAGE, HOT -DIP GALVANIZED
MODULAR BLOCK
HEADWALLS (BY OTHERS)
71'-6" (OUT TO
BRIDGE PLAN
SCALE = 1:150
FLOW
BRIDGECOR SINGLE RADIUS ARCH
28'-10" SPAN x 7'-5" RISE
MODULAR BLOCK 7 GAGE, HOT -DIP GALVANIZED
HEADWALLS (BY OTHERS)
FLOW
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7 GAGE, HOT -DIP GALVANIZED
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ELEVATION VIEW
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v,
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LOCATED AT THE
TRANSITION FROM
THE FOOTING TO THE
LEVELING PAD.
MODULAR BLOCK
HEADWALL/
WINGWALL
(BY OTHERS)
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ENDS OF THE STRUCTURE TO:
• ACHIEVE AN ADEQUATE HEADWALL WIDTH.
• MAINTAIN THE SETTLEMENT JOINT AT THE
FOOTING / LEVELING PAD INTERSECTION.
• COMBINE THE ABOVE WITH A WINGWALL
INTERSECTION AS REQUIRED.
NOTE:
OUT TO OUT OF FOOTING IS A CRITICAL DIMENSION.
SEE PLAN VIEW.
MODULAR BLOCK
HEADWALLS
(BY OTHERS)
VARIES
ANGLE
`314"BOLT'
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WITH CONSTRUCTION ADHESIVE GROUT LOW SHRINK P I MIN. CD CEMENT
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PSI MIN. COMPRESSIVE
STRENGTH TO FILL AREA SHOWN.
MTH 3na,s 1 _"' BE REV.' REFERENCE WALL DESIGN (BY OTHERS) FOR SPECIFIC INFORMATION INSIDE BRIDGECOR
Prged No. Rev. 2 0 BE REV.2
CBC-22245-2 3 Engineers 3 0 BE REV.3 FOR APPROVAL
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MARK DATE REVISION DESCRIPTION BY 3 OF 6
TRENCH
10.0' BACKFILL WE
SEE NOTE#1
TRENCH
WALL
NATURAL
UNDISTURBED
EMBANKMENT
REINFORCED CONCRETE L
FOOTING
GENERAL EMBANKMENT FILL AND NATIVE
FOUNDATION SOIL (BY OTHERS) TO BE AS PER
GEOTECHNICAL ENGINEER'S RECOMMENDATIONS
AND PROJECT REQUIREMENTS (TYPICAL ALL SIDES).
SELECT GRANULAR STRUCTURAL BACKFILL LIMITS.
MINIMUM LIMITS OF COMPACTED SELECT EMBANKMEN-
GRANULAR STRUCTURAL BACKFILL CONDITION
10.0' BACKFILL WIDTH
SEE NOTE#1
MIN.
®
INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED
BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY
WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT
TRACTOR (D4 OR LIGHTER) EQUIPMENT.
NOTES:
j i7is SEE NOTE #5
BRIDGECOR
SINGLE w
RADIUS N
ARCH tt
I 8" LOOSE LIFTS
1
QPrTlr)M
1. MINIMUM SELECT GRANIJIM STRUCTURAL BACKFILL WIDTH IS BASED ON
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR THE
RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS.
2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN
BALANCED FASHION IN THIN LIFT$ (8' LOOSE TYPICALLY) AND COMPACTED
TO 90 PERCENT DENSITY PER AASHTO T-180.
3. MONITORING OF THE SINGLE RADIUS ARCH STRUCTURE IS REQUIRED
DURING THE BACKFILLING PROCESS. THE METHOD, FREQUENCY AND
DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF THE
STRUCTURE.
4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING COMPACTION
METHODS AND EQUIPMENT.
5. PLACESELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT
APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH
STRUCTURE.
6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES, THE FULL
COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE FIRST
SEVERAL INCHES OF FILL OVER THE CROWN.
7. CONTECH ACKNOWLEDGES THAT A WATERLINE S SLEEVE WILL BE PLACED -
WITHIN THE BACKFILL ZONE PER PROJECT PLAN SHEET 44 NOTES AND
DETAILS. CONCERNS FOR THE LOADING AND POSSIBLE SETTLEMENT OF THE
LINE AND SLEEVE ARE THE RESPONSIBILITY OF OTHERS THAN CONTECH.
ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE
LL MATERIAL TO BE AASHTO "A-1" OR USCS "Stu
IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED,
CONTACT YOUR LOCAL CONTECH REPRESENTATIVE.
pp Amvetl Dons, l l*BCCRaxBy MTH 3118/191 /2Project No. Raw. 2 6/2(3 92(
cac-zzza5-z 3Engineers
I
ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES:
SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY FACTORS IN
OBTAINING MAXIMUM STRENGTH AND STABILITY.
THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN MATERIAL
THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL MATERIAL SHOULD
BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE REQUIREMENTS OF THE PROJECT
SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE STRUCTURAL PLATE BACKFILL GROUP
CLASSIFICATION TABLE ON THIS SHEET. BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH
SIDE OF THE STRUCTURE IN 8"LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO A MINIMUM OF
90% DENSITY PER AASHTO T-180.
A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED FOR A
WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE PROPOSED
BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON -WOVEN GEOTEXTILE FILTER
FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN SITU MATERIAL.
DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D4 OR LIGHTER) SHOULD BE NEAR
THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED GRADE. THE
ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER MAY NEED TO BE
INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOAD$ (HEAVIER THAN D4).
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION,
REFERENCE AASHTO M-145
GROUP CLASSIFICATION A-1a A-1-b
$leve Mail Barred Pamir,
No. 10(2.001 Karl)
Sp mec
No. 40(0425 mm)
20max
Ssna .
No. 200(uots mm)
15.
1 25max.
AtleNey U.K. for FmNm Pa66In, N0. 40 (0.425 rum)
ugNd UmOs
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6....
1 6 max
Usual "darks.Slone
FraBmen4
Gravel and Sand
1.0
1.2
2.0
th etl bore AASHTD M-145.
Fine
TO �Qa/o Fine beach sample, TO M-145 santls, stream deposited of the u etc., exhibiting foe, rounded particles and typically
classified by AASHTO M-145 as A-3 Materials shouts not be used.
Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System), for comparable soil groups.
FOR APPROVAL
NON -WOVEN FILTER FABRIC TO BE PLACED BETWEEN
THE SELECT BACKFILL AND ADJACENT EMBANKMENT
FILUNATIVE FOUNDATION SOIL AS DETERMINED NECESSARY
BY PROJECT GEOTECHNICAL ENGINEER
TO PREVENT SOIL MIGRATION (TYPICAL ALL SIDES).
1.1 STANDARDS -All standards refer to the current ASTM/AASHTO edition
unless otherwise noted.
1.1.1 ASTM A761 -Corrugated Steel Structural Plate, Zinc Coated for
Field -Bolted Pipe, Pipe-Arohes and Arches"
(AASHTO Designation M-167).
Division I - Design, AASHTO LRFD Bridge Design Specifications
Section 12. 8th Edition: 2017 and VDOT Modifications.
1.1.3 AASHTO Standard Specification for Highway Badges - Section 26
Division II - Construction, AASHTO LRFD Bridge Construction
Specifications - Section 26. ASTM A807, Standard Practice for
Installing Corrugated Steel Structural Plate Pipe. All materials and
construction shall be in accordance with VDOT Road antl Bridge
Specifications dated 2020.
1.2.1 Owner- In these specifications the word "Owner shall mean
ALAN FRANKLIN PE, LLC.
1.2.2 Engineer - In these specifications the word! 'Engineer'shall
mean the Engineer of Rewrtl or Owners designated engineering
representative.
1.2.3 Manufacturer- In these specifications the word -Manufacturer'
shall mean CONTECH ENGINEERED SOLUTIONS 804-2924655
NATHAN SAUER.
1.2.4 Contractor - In these specifications the word! "Contractor' shall
mean the firm or corporation undertaking the execution of any
installation work under the terms of these specifications.
1.2.5 Approved - In Mesa specifications Me word -approved" shall
refer to the approval of the Engineer or his designated
representative.
1.2.6 As Directed - In these specifications Me words "as dimpled"
shall refer to the directions to the Contractor from the Owner
or his designated representative.
2.1 Any installation provided herein shall be endorsed by Me Engineer;
discrepancies herein are govemetl by the Engineers plans and
specifications.
2.2 The Contractor shall furnish all labor, material and equipment and
perform all work and services except those set out and famished by the
Owner, necessary to complete in a satisfactory manner Me site
preparation, excavation, filling, compaction, grading as shown on the
plans and as described therein. This work shall consist of all mobilization
clearing and grading, grubbing, stripping, removal of existing material
unless otherwise stated, preparation of the land to be filled, filling of the
land, spreading and compaction of Me fill, and all subsidiary work
necessary to complete the grading of the cat and fill areas to conform
with the lines, grades, slopes, and specifications. This work is to be
accomplished under Me observation of Me Owner or his designated
representative.
2.3 Prior to bidding Me work, the Contractor shall examine, investigate and
inspect the construction site as to the nature antl location of the work,
and Me general and local contlaions at Me construction site, including
without limitation, the character of surface or subsurface contlaions and
obstacles to be encountered on and around the construction site and
shall make an& a iddional investigation as he may deem necessary for
the planning and proper execution of the work.
If candilions other than those indicated are discovered by Me Contractor,
the Owner shall be notified immediately. The material which the
Contractor believes to be a changed coriddion shall not be disturbed so
that the owner can investigate Me condition.
2.4 The construction shall be Performed under the direction of Me Engineer.
2.5 All aspects of the structure design and site layout including foundations,
backfill, end beano is and necessary scour consideration shall be
performed by the Engineer.
3.0 ASSEMBLY AND INSTALLATION
3.1 Bolts and nuts shall conform to the requirements of ASTM A449. The single radius
arch structure shall be assembled in accordance with the plate layout drawings
provided by the Manufacturer and per the Manufacturer's recommendations.
Bolts shall be tightened using an applied torque of between 150 and 250 ft.-Ibs.
3.2 The single radius arch structure shall be installed in accordance with the plans and
specifications, the Manufacturer's recommendations, and AASHTO Standard
Specification for Highway Bridges - Section 26 Division II - Construction/AASHTO
LRFD Bridge Construction Specifications - Section 26.
3.3 Trench lu cevation shall be made in embankment material that is structurally
adequate. The bench width shall be shown on the plans. Poor quality in situ
embankment material must be removed and replaced with suitable backfill as directed
by the Engineer.
3.4 Badding preparation is critical to both structure performance and service life.
The bed should be constructed to uniform line and grade to avoid distortions that may
create undesirable stresses in the structure savant rapid deterioration of the roadway.
The bed should be free of rock formations, protruding stones, frozen lumps, mots,
and other foreign matter that may cause unequal settlement.
3.5 The structure shall be assembled in accordance with the Manufactu2ls instructions.
All plates shall be uploaded 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.
3.6 The structure shall be backfilled using clean well graded granular material.
Backfill must be placed symmetrically on each side of the structure in 8 inch
loose lift. Each lift shall be compacted to the specified density.
3.7 If temporary construction vehicles are required to Cross the structure, It Is the
Contractor's responsibility to contact Me Engineer to determine the amount of
additional minimum cover necessary to handle the specific loading condition.
Normal highway traffic is not allowed to cross Me structure until the structure has
been backfilled and paved. If the road is unpaved, cover allowance to accommodate
during shall be as directed by the Engineer.
3.8 If a metal headwall and/or wingwall system is specified, Me select granular structural
backfill limits shall extend past the deadman anchor system. Contact the Engineer
if stiff material or rock is encountered where the wingwalls and deadman are to be
installed.
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5/28/2020
REVISED NOTES - SHEET 4 MJO
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DESIGNED:
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GENERAL REVISIONS PER FOR
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7/22/2079
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REVISION DESCRIPTION
BY
4 OF 6
UC IAILA
SCALE: N.T.S.
ALL COMPONENTS MUST BE ASSEMBLED
IN THE SAME ORIENTATION AS SHOWN
IN THIS DETAIL. PAY CLOSE ATTENTION
TO MARK NUMBERS ON THE COMPONENTS.
LEGEND
0 2 PLATE LAP SEAMS - 1Yr LONG BOLT
® 3-PLATE SEAM - 2" LONG BOLT
MATERIAL
7 GAGE HOT -DIP GALVANIZED
5"x3 Y'XY" ANGLE
Mk. A,
R,T-10"
CROWN
CENTER
5"x3 Y"XY" ANGLE
Mk. A2
m
BRIDGECOR
OUTSIDE CREST
1 USE 3/4" x 3" LONG M.P BOLT AT
MOVEMENT CONTROL HOOKS AT EVERY
THIRD SEAM
e (SEE PLATE LAYOUT FOR LOCATIONS)
MOVEMENT CONTROL HOOK
MOVEMENT CONTROL HOOK DETAIL
SCALE: N.T.S.
FLOW —
MOVEMENT CONTROL HOOKS
(QTY. OF 18)
FOR SHAPE MONITORING
PLACED AT EVERY THIRD SEAM
FW V)0Y' ANGLE
Mk. A6
TTTTT TTTTT TT TT TTTTT TTTTT TTTTT
FW Y'XY" ANGLE
..... ..... ..... ..... ..... ..... .....
APPROX. AREA= 149.1 SO. FT. ----
MAKEUP:I@9S,2@8S ITT T I ITT ' I -------
PLATE I ITT T I ITT T I ITT T I ITT T I ITT T I ITT
TOTAL = 25 S I I I
I I I I I I I I I I I I I I I I I I
I I I I A I I I I I I I I
NOTES:
5"X3Y"XY"ANGLE I A I I I es. as as I I A I es I es I I A
I I I l i, I I I I I ... I I I I
1) MEASUREMENTS ARE TO THE INSIDE CRESTS OF THE CORRUGATIONS. Mk. A3 I I i I i as i I i I i I 85 i I i I i I
2) DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES.
3) CIRCUMFERENTIAL PLATE LENGTHS ARE IN TERMS OF S = INCHES. I t
I I I I I I I I I I I I 1 I I I I I I I 55lJ Mk. A4 Yrr�rr ANGLE
I I I I I I
I I I
BRIDGECOR SINGLE RADIUS ARCH - (END VIEW) ::A
I
I
28'-10" SPAN x 7'-5" RISE LP 71'-3"(NET) LP
SCALE = 1:60 71 r-6" (OVERALL)
AppmveE Date �� �,,. Bf Dewyear BRIDGECOR SINGLE RADIUS ARCH - (OUTSIDE VIEW)
MTH 3/18/19 1 n21 BE REVA 28'-10" SPAN x T-5" RISE
PrMeq No. Rev. 2 DH REV.2
CBC-22245-2 3 Engineers a sn BE REV.3 MdgeC r FOR APPROVAL SCALE=t:,oD
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e - "�rep�e"aa or 4 5/28/2020 REVISED NOTES -SHEET 4 MJO RG
DESIGNED: DMNM:
"'soaarmad°k STRUCTURAL PLATE 28'-10" SPAN X T-5" RISE Cllloohpra=sN e.n °m.�5a"y i.ap'1' nv 3 2/19/2020 GENERAL REVISIONS PER FOR SCC ENGINEERED SOWnCMlS LLC XXX SCC
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- 2 7/22/2019 REV. HEIGHT OF COVER SCC
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MARK DATE REVISION DESCRIPTION BY 5 OF 6
MOVEMENT CONTROL HOOKS
(TYPICAL)
1 O'_2y4" 2'-7y„
I
♦ 8'-2%"
\ 32 30°
2°
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MOVEMENT CONTROL HOOK PLACEMENT DETAIL
SCALE = 1:30
AWnsoecl
MTH
Date
3/111119
*CEB�
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FOR APPROVAL
1
Peged No.
Rev.
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STRUCTURAL PLATE
DOTRANTECH
CONTRACT
DRAWING
BRIDGECOR SINGLE RADIUS ARCH
ZH�-10" SPAN X 7'-5" RISE
RIVAN NA VILLAGE -TERRAPIN PLACE
KESWICK, VA
No,
PROJECT93
570083
SE 010
010
DNTE:
3/182019
4
5/28/2020
REVISED NOTES-SHEET4 MJO
RG
xxx
DRAM
SCC
3
2119/2020
GENERAL REVISIONS PER FOR
SCC
2
1
7/22/2079
7/18/2019
REV. HEIGHT OF COVER
REV.
SCC
scc
CHECKED
MJO
APPROVED:
XXX
800338-1122 513645-7000 513.64b7993 FAX
$HEETND:
6 DE 6
MARK
DATE
REVISION DESCRIPTION
BY