HomeMy WebLinkAboutSUB201900058 Review Comments Road Plan and Comps. 2022-05-09NOTES
GENERAL NOTES:
1. THIS BRIDGE HAS BEEN DESIGNED FOR GENERAL SITE CONDITIONS. THE
PROJECT ENGINEER SHALL BE RESPONSIBLE FOR THE STRUCTURES 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, THE CON/SPAN® APPROVED
PRECASTER IN VIRGINIA MAY PROVIDE THE STRUCTURE DESIGNED IN
ACCORDANCE WITH THESE PLANS.
4. THE USE OF ANOTHER PRECAST STRUCTURE WITH THE DESIGN ASSUMPTIONS
USED FOR THE COWSPANO STRUCTURE MAY LEAD TO SERIOUS DESIGN ERRORS.
USE OF ANY OTHER PRECAST STRUCTURE WITH THIS DESIGN AND DRAWINGS
VOIDS ANY CERTIFICATION OF THIS DESIGN AND WARRANTY. CONTECH
ENGINEERED SOLUTIONS LLC ASSUMES NO LIABILITY FOR DESIGN OF ANY
ALTERNATE OR SIMILAR TYPE STRUCTURES.
DESIGN DATA
DESIGN LOADING:
BRIDGE UNITS: HL-93
HEADWALLS: EARTH PRESSURE ONLY
WINGWALLS: EARTH PRESSURE ONLY
DESIGN FILL HEIGHT: T-0" MIN. TO 5-6" MAX.
FROM TOP OF CROWN TO TOP OF PAVEMENT.
DESIGN METHOD: LOAD AND RESISTANCE FACTOR DESIGN PER AASHTO LRFD BRIDGE
DESIGN SPECIFICATIONS, 8TH EDITION, 2017.
HP12x53 FACTORED RESISTANCE = 190 KIPS (AXIAL)
24 KIPS (SHEAR)
`FOUNDATION EXCAVATION AND SUBGRADE PREPARATION SHALL BE IN ACCORDANCE
WITH THE GEOTECHNICAL REPORT FOR THIS PROJECT PREPARED BY FROEHLING+
ROBERTSON, INC. DATED: 12120/2021, REVISED 314/2022.
MATERIALS
PRECAST UNITS SHALL BE CONSTRUCTED AND INSTALLED IN ACCORDANCE WITH
COWSPANO SPECIFICATIONS. CONCRETE FOR PILE CAPS SHALL HAVE A MINIMUM
COMPRESSIVE STRENGTH OF 4000 PSI. REINFORCING STEEL FOR PILE CAPS SHALL
CONFORM TO ASTM A615 OR A996-GRADE 60. PILES SHALL BE PER ASTM A709 GRADE 50
WITH PILE POINTS. PILE SHALL BE DRIVEN IN ACCRDANCE WITH VDOT ROAD AND BRIDGE
SPECIFICATIONS SECTION 403.
DATE ( REVISION DESCRIPTION
CNTECH'
ENGIMEMID SOUMOM QC
www.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45W9
800-338-1122 513615-7000 513 6457993 FAX
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
=N�SPAL
44-SERIES.
CONTRACT
DRAWING
Y
O
O
IY
m
0
Z
J
m
9
LOCATION PLAN
NOT TO SCALE
QIECTNo. SEMNo, DATE:
689029 010 3/10/2022
PLEASANT GREEN SUBDIVISION —JMF ---JCH
CHECKED: APPROVED:
SPS PAC
ALBEMARLE COUNTY, VIRGINIA SHEET NO.:
CT1 DE Cl
COVER ALL WINGWALL JOINTS WITH
2'-0" WIDE STRIP OF FILTER FABRIC
DETAIL��
n
,0
a
10" DETACHED
HEADWALL ~
D nFLOW— _
CT6 C�
COVERALL CORNERS WITH
2'-0" WIDE STRIP OF FILTER FABRIC
DETAIL,
12 - (0843) 4T-0" SPAN x 8'-9Ya" RISE x 5'-11%" LONG
PRECAST CONCRETE BRIDGE UNITS
PLUS 11 JOINTS @ Y"t PER JOINT
5,SPPO��o
6
AIL Qn
V NNO�PL
� r N
�r
10"DETACHED
HEADWALL
- - - GSTRIx:TIIRF
L.
BRIDGE PLAN
00 4�
1,0.
FAIL Q4T,
KING 3 '-0.
10,0, 4t(
@ 6,0
4"0 PERFORATED BACKFILL DRAIN
SUPPLIED WITH WINGWALL (TYP.)
mo,m.t11 ,"."9mwa.—
..,9,�..rea16 CNTECH' r
.;w b,Ll9M 1:9.a9W o, fN�N�+�SP,Co,IV
... m...r9 e9�no �9o�.e��H �° ENGINEER SOlU OM QC SMIES
lyh www.ContechES.com
,- °�'�-da ',;d°u,'- b"My° 9025 Centre Pointe Dr., suite 400, West Chester, OH a5069 CONTRACT ..'�....... b.9..N�. can
ny„m,9n9".....9�m�:."9, �, w.xa MARK DATE REVISION DESCRIPTION gy 800338-1122 513615-7000 513645-7993 FAX of NG
0
3;0.
PRIMER COMPATIBLE FILL LIFTING INSERT POCKET
WITH JOINT WRAP WITH GROUT, FINISHING FLUSH
TOP OF PRECAST 9" SQUARE PIECE
BRIDGE UNIT OF JOINT WRAP
III
I(
LIFTING INSERT PRECAST BRIDGE UNIT,
HEADWALL OR WINGWALL
TYPICAL LIFT INSERT SEALING DETAIL
NOT TO SCALE
oas
o � o
cv
PRQIECT11- SEM No.: DATE:
689029 010 3/10/2022
PLEASANT GREEN SUBDIVISION Des DN JMF D� JCH
CHECKED: APPROVED:
SPS PAC
ALBEMARLE COUNTY, VIRGINIA SHEET NO.:
CT2 DE CT9
T/FOOTING
ELEV. 689.84
6"
q°Fs
09"0"
T/FOOTING
ELEV. 689.32
STRUCTURE LIMITS
CT6 F��
T/FOOTING
ELEV. 689.32
T/FOOTING
nAd ELEV. 689.32
T/FOOTING
ELEV. 689.72
5
3r-STl.r
P / ydA
8'DEEP BLOCKOUT FOR
1� WINGWALL ANCHOR (TYP.)
— HP 12 x 53 PILES (TYP.)
3:1 BATTERED
HP 12 x 53 PILES (TYP.)
STRUCTURE LIMITS
11 - SPACES Q 6r-0" (INSIDE)
2 - SPACES @ T-0" (OUTSIDE)
L
FOUNDATION PLAN
0 4' 8' 16
6"
i Vy6"0 @ .d
SPPGES g
T/FOOTING
ELEV. 687.94
— —LG RTRDCTIIRF J
T/FOOTING
ELEV. 687.94
\36�e"
9.0"
T/FOOTING
ELEV. 687.40
KEY:
BATTERED 3:1 HP72 x 53 PILE
2 VERTICAL HP12 x 53 PILE
PER F&R REPORT:
ESTIMATED TIP ELEV.
MIN. TIP ELEV.
EAST
651-673
673
WEST
665-671
671
PER F&R REPORT:
-WE RECOMMEND THAT THE PILE LOCATIONS BE PREDRILLED TO AN
ELEVATION OF EL 680 TO PENETRATE THE ALLUVIAL SOILS.
-THE PILES SHOULD BE DRIVEN TO A DRIVING RESISTANCE OF 292.3 KIPS
AS DETERMINED BY THE PILE DRIVING ANALYZER TESTING (PDA). THE
DESIGN FACTORED RESISTANCE IS BASED ON PILES DRIVEN TO 292.3 KIPS
AND AN APPLIED RESISTANCE FACTOR OF 0.65 FOR PDA TESTED PILES.
WE RECOMMEND A MINIMUM OF 1 TEST PILE BE PERFORMED ON EITHER
SIDE OF POWELLS CREEK.
-THE CONTRACTOR SHALL PROVIDE HAMMER AND CUSHION DATA FOR
THE PROPOSED PILE DRIVING EQUIPMENT. THIS ANALYSIS SHOULD BE
REQUIRED PRIOR TO MOBILIZING THE HAMMER AND EQUIPMENT TO
THE JOB SITE. THE CONTRACTOR SHOULD ALSO ENGAGE WITH A
GEOTECHNICAL ENGINEER TO PROVIDE PDA TESTING DURING DRIVING.
NOTE:
LAP (T-0-) #6 LONGITUDINAL BARS IN
T/FOOTING WINGWALL AND BRIDGE FOOTINGS
ELEV. 687.29 1 TO MAKE CONTINUOUS
n rvpn�an°mormavon—mmv—r vr.—
^
PRQIECTNo.:
SEMNo.: DATE:
se ' a"'�°� .�rea� a
w e.,�°,.n
7l�lrlw `\
689029
010 3/10/2022
"aro: :°ran a.
CNTECH'
//7 ##Yy..L��iii..iii###»>lll i ��"
m. Prmr.nn.a.°°..mm
C
PLEASANT GREEN SUBDIVISION
DesiDNED:
DRavm:
.l a
�mlyd,ldam•a°.1 a"��,@°°°•el�""
eNclNEERMSO lor�suc
7IG�
RAF
JCH
�°airrmma°°or.ym°m
www.ContechES.com
CHECKED:
APPROVED:
""°o ix°' °°' m "M"' °
SPS
PAC
uI.1d ;d"
�p
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45W9
CONTRACT
Win;&`"-
a�a°a rm�r„�arnng°o naoonm m..as, a.mmw�am
800-338-1122 5136157000 513E4S7993 FAX
ALBEMARLE COUNTY, VIRGINIA
SHEET NO.:
°mre�mmm m,:°n mn"moor..
MARK
DATE
REVISION DESCRIPTION
BV
oluwiNc
CT3 oP CT9
J
J
mLL
'D (0843) 43'-0" SPAN
PRECAST
BRIDGE UNIT
_Wn a
�
0
1
DETAIL
rJj
- TIE ROD
N
\ \, '
"X ,
PRECAST WINGWALL
CT2
�' FLOW LINE REINFORCING NOT
' �'
m m SHOWN FOR CLARITY
O
LL
M
N
9
5'-DYs'"MAX. �-I
ir7:
SECTION A
0 2• 4• e' CT2
4"6 WEEPHOLE
TYPE A, B OR C
WINGWALL ANCHOR
F _
�= O
'
BACKFILLPER
¢ O
4 C7
CON/SPAN®
1•-4'
SPECIFICATIONS
3'-2"
GROUT TO TOP INSIDE FACE OF
�.—
SEE TYPICAL WINGWALL
(�' -0
OF KEYWAY pRECAST BRIDGE UNIT
GROUT UNDER
` °
GROUT DETAIL ON THIS SHEET
GROUT
UNIT LEG
q
2-#6 EACH FACE
#5 @ 6,. O.C.
°
y
NOTE:
1 I�
#5 TIES @6"O.C.
FILL ENTIRE KEYWAY INCLUDING
~ 10"
INSIDE FACE OF NOMINAL 1"VOID BETWEEN BOTTOM OF
Y
PRECAST BRIDGE UNIT KEYWAY AND BOTTOM OF PRECAST
F
4 - #6 TOP &BOTTOM
3, &„
io [0
BRIDGE UNIT LEG WITH GROUT.
,�
HP 12 x 53 PILES
3""9,'
SEE TYPICAL BRIDGE UNIT
U
TYPICAL BRIDGE UNIT GROUT DETAIL,°„
m}bbb
z
GROUT DETAIL ON THIS SHEET
NOT TO SCALE
m
' W
�a
v.m ` °•" ;°
2-#6 EACH FACE
WINGWALL
g•_g^
6 SPACES @ - 3 i
. ar1
#STIES @6"O.C. F WINGWALL ANCHOR
SECTION
rB
¢ �
1. 2• 4•
CT2
7 - #S TOP &BOTTOM #SUGAR 020
fifi1I9
�0
w J3
¢in a zoW
HP 12 x 53 PILES ° I(fUJUt ITttT A
Jk11N. k
/
;I
GROUT
I II
-
m
. I
3:1 BATTERED M1 1
°�
ul
HIP 12x53PILES II I{iI�IIIIIII °'II'III`I.
#5 TIES WINGWALL
,�tkc�k
1 i� lJ---L FOOTING BACKSIDE OF
1'-3" 3'-0"�1'-3"
5-0
FOOTING
1 I NOTES:DETAIL
3:1 BATTERED • MINIMUM 1" GROUT UNDER WINGWALL LEG &
HP 12 x 53 PILES ANCHOR STEM.
—
00 1� CT4
. AREA BETWEEN WINGWALL FOOTING AND
WINGWALL ANCHOR SHALL BE GROUTED
0 0
♦~3_0^SOLID BEFORE BACKFILL.
• FORM BACKSIDE OF FOOTING TO
SECTION C DIMENSIONS SHOWN ON FOUNDATION PLAN.
0 1• 2• 4•
TYPICAL WINGWALL GROUT DETAIL
NOT TO SCALE
�� a
aarvpn�ane imormamn anam mmv arrvnnp bprovbe
��
PRQIECTN..
SEEM No.: DATE:
daaro:
NTECH'
/CON\SPAN.
689029
010
3/10/2022
....m
°,m ma°°a,.nn°m m. p,m,.nn.a.°°..mm
.n,wam,a°.1,e,nor�pa°•Dr„
.m a
%
EM�NEEREOSOLLMONSLLc
-SERIES.
PLEASANT
GREEN SUBDIVISION
DesiDNED:
JMF
DRavm:
JCH
w
CHECKED:
APPROVED:
ix°' °°'
"u;
.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45W9
SPS
PAC
g'o u' 1°�;
CONTRACT
ALBEMARLE
COUNTY, VIRGINIA
800-338-1122 5136157000 513E4S7993 FAX
SHEET NO.:
MARK
DATE
REVISION DESCRIPTION
BV
rm�r„�a, enpa. na.ae as m�..ap. �,m„�wa�a�
-,,n.
:°p m ew mna�..
oanwiNc
CT4 oP
CT9
47'-8"
SEE TYPICAL HEADWALL JOINT
DETAIL ON THIS SHEET
y JOINT
T/HEADWALL (TYP)ELEV. 702.50
I I
m
J—
nZ _
00 I I �
I I Fo SEE POST CONNECTION
DETAIL ON SHEET CT6
IILz
it i -h N
L/
T/FOOTING
ELEV. 689.31
SEE TYPICAL HEADWALL JOINT
DETAIL ON THIS SHEET
T/HEADWALL
ELEV. 702.00
I I
Ali
bo
o I I
? T T T T
4 m w m
a r� r� r� /
IIL_H I__� LJ*
III III III �//
T/FOOTING _
ELEV. 687.95
11
IM
�,'.""''"m"IMARKI DATE I REVISION DESCRIPTION
I
TEMPORARY SHORING
BY OTHERS (TYP.)
FLOW LINE
I /— ELEV. 688.92
TLTIMBER POST OR
SGRILLAGE BY OTHERS
STEEL SHORE (TYP.)
(0843) 43'-0" SPAN
UPSTREAM END ELEVATION
0 24' 8
47'-8" HEADWALL—
24'-103/4
/4" JOINT
(TYP.)
74--
I a
SEE POST CONNECTION
DETAIL ON SHEET CT6
TEMPORARY SHORING
BY OTHERS (TYP.)
FLOW LINE
I f— ELEV. 687.56
TLTIMBER POST OR
STEEL SHORE (TYP.) GRILLAGE BY OTHERS
(0843) 43'-0" SPAN
DOWNSTREAM END ELEVATION
0 2' 4' 8'
CNTECH'
EPWINEMW SOUMOM QC
www.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45W9
800-338-1122 513615-7000 513 645-7993 FAX
1
8
T/HEADWALL
ELEV. 700.00
ILWINGWALL
CONNECTION PLATES
t4-
_�1rh
\ \ I I
HP 12 x 53 PILE (TYP.)
T/HEADWALL
ELEV. 700.50
ILWINGWALL
CONNECTION PLATES
Zn
?m
m
yZ$Z$
I N�
F rZ
o 'S
I o
I P I I n
II ( m
T T Tii T T ?
0
Coiimiii V.
I � \`\ ili ili Ili
I \ \\I I I I
HP 12 x 53 PILE (TYP.)
MSPAL
6-SERIES..
CONTRACT
DRAW NG
i
SIKAFLEX-1A ELASTOMERIC PRECAST
SEALANT OR AN APPROVED HEADWALL
EQUAL BY CONTRACTOR
BACKER ROD 8" x 8" PIECE OF
BY CONTRACTOR JOINT WRAP EACH
—117 HEADWALL PIECE
Y4" JOINT
TYPICAL HEADWALL JOINT DETAIL
NOT TO SCALE
NOTES:
1. INSTALL TIMBER OR STEEL POSTS TIGHT
AGAINST UNDERSIDE OF PRECAST ARCH UNIT
PRIOR TO SETTING PRECAST HEADWALL UNITS.
2. POSTS SHALL REMAIN IN PLACE UNTIL BACKFILL
IS AT LEAST V-0" FROM TOP OF STRUCTURE.
3�W_ Y z �`
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
OIECTNo.:No.:
DATE:
689029
010 3/10/2022
eIDNED:
DRAM:
JMF
JCH
ECKEO:
APPROVED:
SPS
PAC
OF
PRECAST
WINGWALL
PRIMER COMPATIBLE
WITH JOINT WRAP
T/e' x 1%" BUTYL ROPE
TOP OF PRECAST
9" WIDE JOINT WRAP
BRIDGE UNIT
i
PRECAST BRIDGE UNIT
TYPICAL JOINT SEAL DETAIL
NOT TO SCALE
10"DETACHED BRIDGE LIMITS = 71'-11%"
HEADWALL (TYP)
SEE TYPICAL JOINT SEAL
—DETAIL e� DETAIL ON THIS SHEET
CT7 P. BETWEEN UNITS)
FLOW LINE
• ELEV. 688.92
L,mm,7LJ
I
1. 89%S OPT_
II II II II II IT
IT
II II II II II II II
II II II II II II II II II II II II II II
SECTION D
CT2
PRECAST ARCH UNIT
10"
JOINT SEAL BETWEEN END
UNIT AND HEADWALL (TYP.)
PRECAST
HEADWALL
FLOW LINE
ELEV. 687.56
HP 12 x 53 PILE (TYP.)
PRECAST
PRECAST `,:fk:r.:{..a-.'.
ARCH UNIT
STEEL ANGLE
STEEL ANGLE 5%.. REMOVABLE EXPANSION
TIMBER POST OR TIMBER BLOCKING ANCHOR (FIELD DRILL)
REMOVABLE EXPANSION CUT TO BEAR, W/STEEL POST SHORE THRU BOLT
ANCHOR (FIELD DRILL) (TYP.) TIMBER POST OR TIMBER BLOCKING
THRU BOLT (TYP.) CUT TO BEAR, W/STEEL POST SHORE
POST CONNECTION DETAIL HEADWALL SECTION
TEMPORARY SHORING DETAIL & SECTION
o � o
nrvpn�an°mormavon—m..m r. r.—
PRQIECTNo.:
SEMNo.: DATE:
' "q °�'�' . reap a
he: ��.P'.:11
/CONsp�
689029
010 3/10/2022
m °aro:lyw :°ran�ar
C
NTECH'
°,m ma°°or.nn°m m. Prmr.nn.a.°°..mm
C
PLEASANT GREEN SUBDIVISION
DesiDNED:
DRavm:
�ml.m,wam,.°.ne,no,�°a°•Dr„I
.l a
ENGINEERMSOWTIONSuc
`y}L
7IG�
JMF
JCH
ww v.ContechES.com
CHECKED:
APPROVED:
""°o °
SPS
PAC
�,'p°'"M"'
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45W9
CONTRACT
a�a°a rm�r„gar nnga. na.anm m�..as, �,.mmwa�am
"""°'°-
800-338-1122 5136iS7000 513E4S7993 FAX
ALBEMARLE COUNTY, VIRGINIA
SHEET NO.:
_.,"°"°"
°mrem�m m,:°n mn"moor..
MARK
DATE
REVISION DESCRIPTION
BY
oanwiNc
CT6 oP CT9
NOTE:
CONNECTION It'S (P-1) MUST BE
POSITIONED WITH SMALL 0 HOLES
TOWARD PRECAST HEADWALL
NOTE:
CONNECTION It'S (P-2) MUST BE
POSITIONED WITH SMALL 0 HOLES
TOWARD PRECAST HEADWALL
fL DAYTON SUPERIOR
Yy't JOINT
10"
2J"
1t/4"O x 7)'2" F-58 EC INSERT (STAINLESS)
Ya'*JOINT
48" DAYTON SUPERIOR TWO BOLT
1t/4"0 x 1'$' COIL ROD (STAINLESS)
10,.
LIMITS OF BACKER ROD &
1,-3,r
W/ DOUBLE NUT (STAINLESS)
rL8" DAYTON SUPERIOR TWO BOLT
10.
PRESET ANCHOR FOR 1"0 x 6"
CAULK IN HEADWALL
WASHER (GALVANIZED)
PRESET ANCHOR FOR 1"0 x 6"
rL6" DAYTON SUPERIOR TWO BOLT
THREADED ROD (2) WITH DOUBLE NUTS
JOINT BY CONTRACTOR
SPACING TO BE DETERMINED THREADED ROD (2) WITH DOUBLE NUTS
46" DAYTON SUPERIOR TWO BOLT
PRESET ANCHOR FOR 1"0 x 6"
[ALT. 1"0 x 2s/4" BOLTS, (6" PITCH)]
AT SHOP DRAWING STAGE
[ALT. 1"0 x 2%" BOLTS, (6" PITCH)]
PRESET ANCHOR FOR 1"0 x 6"
THREADED ROD (2) WITH DOUBLE NUTS
PRECAST HEADWALL
8" WIDE SEALWRAP OR EZ-WRAP
THREADED ROD (2) WITH DOUBLE NUTS
[ALT. 1"O x 2Y4" BOLTS, (6" PITCH)]
PRECAST
m
u1
�
RUBBER AT HEADWALL JOINT FROM
[ALT. 1 "0 x 2s/a" BOLTS, (6"PITCH)]
PRECAST .,
WINGWALL
TOP OF ARCH TO FINISH GRADE
PRECAST
HEADWALL
>
JOINT WRAP W/PRIMER
PRECAST
WINGWALL
...
��? HEADWALL
gip\
1"x 147x 10"GALV. R(P-2)
PRECAST BRIDGE UNIT
'. ;, 370 HOLE GROUT SOLID AFTER
1"x 14" x 10" GALV. ft(P-1)
RWASHER 4" x 4" x t/2"
4"
INSTALLATION OF COIL ROD
ftWASHER 4" x 4" xy2"
GALV. (PW-1)
4y"
GALV. (PW-1)
DETAIL 2
D t• 2• 4' GT6
vy
^o
PRECAST
WINGWALL
IL8" DAYTON SUPERIOR TWO BOLT
PRESET ANCHOR FOR 1"O x 6"
THREADED ROD (2) WITH DOUBLE NUTS
[ALT. 1 "0 x 23/4" BOLTS, (6" PITCH)]
PRECAST
W NGWALL
ftWASHER 4" x 4" x tie"
GALV. (PW-1)
1"x 14" x 10" GALV. ft(P-3)
y .
DETAIL 5
o t• 2• CT2
DETAIL @HEADWALL 3
o t• 2• CT2
BUTYL ROPE, PRIMER &
JOINT WRAP INSTALLED
UNDER TIE PLATE
:J:�
2'-4-2" It T-9' 2"
- 4 - %-0 HOLES
I
5/j" x 4" x 2'-4"
GALVANIZED 1t(P-4)
DETAIL 6
NOT TO SCALE CT7
JOINT WRAP &
PRIMER INSTALLED
(PV-1) H9a--4 F UNDER TIE PLATE
BRIDGE END UNIT IIII I I[pf 114 BRIDGE INTERIOR UNIT
IIIIII IIIIP': I I
IL8" DAYTON SUPERIOR TWOI V � 1"0 x 9" LONG HILTI KWIK BOLT 3
BOLT PRESET ANCHOR FOR I—
Z EXPANSION ANCHOR OR APPROVED EQUAL.
1"0 x 2Y4" BOLTS, (6" PITCH) O INSTALL IN FIELD DRILLED HOLES W/ MINIMUM
W/ ROUND WASHERS 6" EMBEDMENT, AS PER MANUFACTURER'S
BUTYL ROPE INSTALLATION INSTRUCTIONS(T/P.)
SECTION D
NOT TO SCALE CT7
DETAIL @HEADWALL 4
0 1. 2• CT2
n rvpn�an°mormavon—mmy—r vr.—
��
PRQIECTNo.:
SEMN- DATE:
"' ' "q °�'�' .area, a
w e:
688028
010 3/10/2022
a°aro: ar
C
NTECH'
/ 00 0N\$PAIN.
m. y,m, wnn.n •onaemm
PLEASANT GREEN SUBDIVISION
DESIGNED:
DRANM:
.l a
�ml.m,wam,a°.ne,no,m°°°•Dr„
1EMINEERMSOIUiIOM
I��
RAF
JCH
�n,Iumt,nar.im°,n
www.ContechES.com
CHECKED:
APPROVED:
""°o g'o ix°' °°' m "M"' °
SPS
PAC
uI.1d-d"
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45W9
CONTRACT
°"°"°"
a�a°a rm�r„�a,nng°o moon m, m.was, o,mmw�am
800-338-1122 5136157000 513E4S7993 FAX
ALBEMARLE COUNTY, VIRGINIA
SHEET NO.:
°„re,mmm m,:°n mn"moor..
MARK
DATE
REVISION DESCRIPTION
BV
oluwiNc
CT] oP CT9
SPECIFICATIONS FOR MANUFACTURE AND INSTALLATION OF CON/SPAN® O-SERIES BRIDGE SYSTEMS
1. DESCRIPTION
1.1. TYPE- THIS WORK SHALL CONSIST OF FURNISHING AND
CONSTRUCTING A CONISPAN® CSERIES BRIDGE SYSTEM IN
ACCORDANCE WITH THESE SPECIFICATIONS AND IN REASONABLY
CLOSE CONFORMITY WITH THE LINES, GRADES, DESIGN AND
DIMENSIONS SHOWN ON THE PUNS OR AS ESTABLISHED BY THE
ENGINEER. IN SITUATIONS "ERE TWO OR MORE SPECIFICATIONS
APPLY TO THIS WORK, THE MOST STRINGENT REQUIREMENTS SHALL
GOVERN.
1.2. DESIGNATION- PRECAST REINFORCED CONCRETE CONSPAN®
OSERIES BRIDGE UNITS MANUFACTURED IN ACCORDANCE WITH
THIS SPECIFICATION SHALL BE DESIGNATED BY SPAN AND RISE.
PRECAST REINFORCED CONCRETE WINGWALLS AND HEADWALLS
MANUFACTURED IN ACCORDANCE WITH THIS SPECIFICATION SHALL
BE DESIGNATED BY LENGTH, HEIGHT, AND DEFLECTION ANGLE.
PRECAST REINFORCED CONCRETE EXPRESS- FOUNDATION UNITS
MANUFACTURED IN ACCORDANCE WITH THIS SPECIFICATION SHALL
BE DESIGNATED BY LENGTH, HEIGHT AND WIDTH.
2. DESIGN
21. SPECIFICATIONS- THE PRECAST ELEMENTS ARE DESIGNED IN
ACCORDANCE WITH THE 'AASHTO LRFD BRIDGE DESIGN
SPECIFICATIONS' 8TH EDITION, ADOPTED BY THE AMERICAN
ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS,
201T A MINIMUM OF ONE FOOT OF COVER ABOVE THE CROWN OF
THE BRIDGE UNITS IS REQUIRED IN THE INSTALLED CONDITION.
(UNLESS NOTED OTHERWISE ON THE SHOP DRAWINGS AND
DESIGNED ACCORDINGLY)
3. MATERIALS
3.1. CONCRETE -THE CONCRETE FOR THE PRECAST ELEMENTS SHALL BE
AIR -ENTRAINED WHEN INSTALLED IN AREAS SUBJECT TO
FREEZE -THAW CONDITIONS, COMPOSED OF PORTLAND CEMENT,
FINE AND COARSE AGGREGATES, ADMIXTURES AND WATER.
AIR -ENTRAINED CONCRETE SHALL CONTAIN 642 PERCENT AIR. THE
AIR- ENTRAINING ADMIXTURE SHALL CONFORM TO AASHT0 M1St.
SHOWN ON THE SHOP DRAWINGS.
3.1.1.1PORTLAND CEMENT- SHALL CONFORM TO THE REQUIREMENTS
OF ASTM SPECIFICATIONS C150-TYPE I, TYPE II, OR TYPE III
CEMENT.
3.1.2.COARSE AGGREGATE -SHALL CONSIST OF STONE HAVING A
MAXIMUM SIZE OF 1 INCH. AGGREGATE SHALL MEET
REQUIREMENTS FOR ASTM C33.
3.1.3. WATER REDUCING ADMIXTURE -THE MANUFACTURER MAY
SUBMIT, FOR APPROVAL BY THE ENGINEER, A
WATER -REDUCING ADMIXTURE FOR THE PURPOSE OF
INCREASING WORKABILITY AND REDUCING THE WATER
REQUIREMENT FOR THE CONCRETE.
3.1.4.CALCIUM CHLORIDE -THE ADDITION TO THE MIX OF CALCIUM
CHLORIDE OR ADMIXTURES CONTAINING CALCIUM
CHLORIDE WILL NOT BE PERMITTED.
3.1.5.MIXTURE - THE AGGREGATES, CEMENT AND WATER SHALL BE
PROPORTIONED AND MIXED IN A BATCH MWER TO PRODUCE A
HOMOGENEOUS CONCRETE MEETING THE STRENGTH
REQUIREMENTS OF THIS SPECIFICATION. THE PROPORTION OF
PORTLAND CEMENT IN THE MIXTURE SHALL NOT BE LESS THAN
566 POUNDS I6 SACKS) PER CUBIC YARD OF CONCRETE.
3.2. STEEL REINFORCEMENT
3.2.1.THE MINIMUM STEEL YIELD STRENGTH SHALL BE 60,000 PSI,
UNLESS OTHERWISE NOTED ON THE SHOP DRAWINGS.
12.Z ALL REINFORCING STEEL FOR THE PRECAST ELEMENTS SHALL
BE FABRICATED AND PLACED IN ACCORDANCE WITH THE
DETAILED SHOP DRAWINGS SUBMITTED BY THE
MANUFACTURER.
3.2.3.REINFORCEMENT SHALL CONSIST OF WELDED WIRE
REINFORCING CONFORMING TO ASTM SPECIFICATION A 1064,
OR DEFORMED STEEL BARS CONFORMING TO ASTM
SPECIFICATION A 615, GRADE 60. LONGITUDINAL DISTRIBUTION
REINFORCEMENT MAY CONSIST OF WELDED WIRE FABRIC OR
DEFORMED BILLET -STEEL BARS.
3.3. STEEL HARDWARE
3.3.1.BOLTS AND THREADED ROBS FOR WINGWALL CONNECTIONS
SHALL CONFORM TO ASTM A 30T NUTS SHALL CONFORM TO
AASHTO M292 (A5TM AlW) GRADE 2H. ALL BOLTS, THREADED
RODS AND NUTS USED IN WINGWALL CONNECTIONS SHALL BE
MECHANICALLY ZINC COATED IN ACCORDANCE WITH ASTM B695
CLASS50.
3.3.2. STRUCTURAL STEEL FOR WINGWALL CONNECTION PLATES AND
PLATE WASHERS SHALL CONFORM TO AASHTO M 270 (ASTM A
709) GRADE 36 AND SHALL BE HOT DIP GALVANIZED AS PER
AASHTO M111 (ASTM A123).
3.3.3.INSERTS FOR WINGWALLS SHALL BE 1" DIAMETER TWO -BOLT
PRESET WINGWALL ANCHORS AS MANUFACTURED DAYTON
SUPERIOR CONCRETE ACCESSORIES, MIAMISBURG, OHIO, (800)
7453700 AND SHALL BE ELECTRO GALVANIZED IN ACCORDANCE
WITH ASTM 13633 SC-1.
3.3.4.FERRULE LOOP INSERTS SHALL BE FS4 FERRULE LOOP
INSERTS AS MANUFACTURED BY DAYTON SUPERIOR CONCRETE
ACCESSORIES, MIAMISBURG, OHIO, (800) 7453700 AND SHALL
BE ELECTRO GALVANIZED.
3.3.5.INSERTS FOR DETACHED HEADWALL CONNECTIONS SHALL BE
AISI TYPE 304 STAINLESS STEEL, EXPANDED COIL INSERTS AS
MANUFACTURED BY DAYTON SUPERIOR CONCRETE
ACCESSORIES, MIAMISBURG, OHIO, (800) 7453700. COIL RODS
AND NUTS USED IN HEADWALL CONNECTIONS SHALL BE AISI
TYPE 304 STAINLESS STEEL. WASHERS USED IN HEADWALL
CONNECTIONS SHALL BE EITHER AISI TYPE 304 STAINLESS
STEEL PLATE WASHERS OR AASHTO W70 (ASTM A709) GRADE
36 PLATE WASHERS HOT DIP GALVANIZED AS PER AASHTO Ml 11
(ASTM A123L
3.3S.MECHANICAL SPLICES OF REINFORCING BARS SHALL BE MADE
USING THE DOWEL BAR SPLICER SYSTEM AS MANUFACTURED
BY DAYTON SUPERIOR CONCRETE ACCESSORIES, MIAMISBURG,
OHIO, (800) 745-3700, AND SHALL CONSIST OF THE DBDI SPLICE
SYSTEM (DOWEL BAR SPLICER AND DOWEL -IN), OR AS
MANUFACTURED BY MRSPLICE PRODUCTS INC, DAYTON, OHIO,
(937)-27"700, AND SHALL CONSIST OF BARSPLICER XP TYPE 2
SYSTEM.
4. MANUFACTURE OF PRECAST ELEMENTS- SUBJECT TO THE PROVISIONS OF
SECTION 5, BELOW, THE PRECAST ELEMENT DIMENSION AND
REINFORCEMENT DETAILS SHALL BE AS PRESCRIBED IN THE PLAN AND
SHOP DRAWINGS PROVIDED BY THE MANUFACTURER.
4A. FORMS -THE FORMS USED IN MANUFACTURE SHALL BE
SUFFICIENTLY RIGID AND ACCURATE TO MAINTAIN THE REQUIRED
PRECAST ELEMENT DIMENSIONS WITHIN THE PERMISSIBLE
VARIATIONS GIVEN IN SECTION 5OF THESE SPECIFICATIONS. ALL
CASTING SURFACES SHALL BE OF A SMOOTH MATERIAL.
4.2. PLACEMENT OF REINFORCEMENT
4.2.1. PLACEMENT OF REINFORCEMENT IN PRECAST BRIDGE UNITS -
THE COVER OF CONCRETE OVER THE OUTSIDE
CIRCUMFERENTIAL REINFORCEMENT SHALL BE 2" MINIMUM. THE
COVER OF CONCRETE OVER THE INSIDE CIRCUMFERENTIAL
REINFORCEMENT SHALL BE I& MINIMUM, UNLESS OTHERWISE
NOTED ON THE SHOP DRAWINGS. THE CLEAR DISTANCE OF THE
END CIRCUMFERENTIAL WIRES SHALL NOT BE LESS THAN 1'
NOR MORE THAN 2' FROM THE ENDS OF EACH SECTION.
REINFORCEMENT SHALL BE ASSEMBLED UTILIZING SINGLE OR
MULTIPLE LAYERS OF WELDED WIRE FABRIC (NOT TO EXCEED 3
LAYERS), SUPPLEMENTED WITH A SINGLE LAYER OF
DEFORMED BILLET -STEEL BARS, WHEN NECESSARY. WELDED
WIRE FABRIC SHALL BE COMPOSED OF CIRCUMFERENTIAL AND
LONGITUDINAL WIRES MEETING THE SPACING REQUIREMENTS
OF 4.3, BELOW, AND SHALL CONTAIN SUFFICIENT LONGITUDINAL
WIRES EXTENDING THROUGH THE BRIDGE UNIT TO MAINTAIN
THE SHAPE AND POSITION OF THE REINFORCEMENT.
LONGITUDINAL DISTRIBUTION REINFORCEMENT MAY BE
WELDED WIRE FABRIC OR DEFORMED BILLETSTEEL BARS AND
SHALL MEET THE SPACING REQUIREMENTS OF 4.3. BELOW.
THE ENDS OF THE LONGITUDINAL DISTRIBUTION
REINFORCEMENT SHALL BE NOT MORE THAN 3" AND NOT LESS
THAN 1%" FROM THE ENDS OF THE BRIDGE UNIT.
4.2.2. BENDING OF REINFORCEMENT FOR PRECAST BRIDGE UNITS -
THE OUTSIDE AND INSIDE CIRCUMFERENTIAL REINFORCING
STEEL FOR THE CORNERS OF THE BRIDGE SHALL BE BENT TO
SUCH AN ANGLE THAT IS APPROXIMATELY EQUAL TO THE
CONFIGURATION OF THE BRIDGES OUTSIDE CORNER.
4.2.3. PLACEMENT OF REINFORCEMENT FOR PRECAST WINGWALLS
AND HEADWALLS -THE COVER OF CONCRETE OVER THE
LONGITUDINAL AND TRANSVERSE REINFORCEMENT SHALL BE 2"
MINIMUM. THE CLEAR DISTANCE FROM THE END OF EACH
PRECAST ELEMENT TO THE END OF REINFORCING STEEL SHALL
NOT BE LESS THAN 1 W NOR MORE THAN 3'. REINFORCEMENT
SHALL BE ASSEMBLED UTILIZING A SINGLE LAYER OF WELDED
WIRE FABRIC, OR A SINGLE LAYER OF DEFORMED BILLET -STEEL
BARS. WELDED WIRE FABRIC SHALL BE COMPOSED OF
TRANSVERSE AND LONGITUDINAL WIRES MEETING THE
SPACING REQUIREMENTS OF 4.3, BELOW, AND SHALL CONTAIN
SUFFICIENT LONGITUDINAL WIRES EXTENDING THROUGH THE
ELEMENT TO MAINTAIN THE SHAPE AND POSITION OF THE
REINFORCEMENT. LONGITUDINAL REINFORCEMENT MAY BE
WELDED WIRE FABRIC OR DEFORMED BILLETSTEEL BARS AND
SHALL MEET THE SPACING REQUIREMENTS OF 4.3, BELOW.
4.2.4. PLACEMENT OF REINFORCMENT FOR PRECAST FOUNDATION
UNITS -THE COVER OF CONCRETE OVER THE BOTTOM
REINFORCEMENT SHALL BE 3INCHES MINIMUM. THE COVER OF
CONCRETE FOR ALL OTHER REINFORCEMENT SHALL BE 2
INCHES MINIMUM. THE CLEAR DISTANCE FROM THE END OF
EACH PRECAST ELEMENT TO THE END OF REINFORCING STEEL
SHALL NOT BE LESS THAN 2INCHES NOR MORE THAN 3INCHES.
REINFORCEMENT SHALL BE ASSEMBLED UTILIZING A SINGLE
LAYER OF WELDED WIRE FABRIC OR A SINGLE LAYER OF
DEFOREMED BILLET -STEEL BARS. WELDED WIRE FABRIC SHALL
BE COMPOSED OF TRANSVERSE AND LONGITUDINAL WIRES
MEETING THE SPACING REQUIREMENTS OF 4.3, BELOW, AND
SHALL CONTAIN SUFFICIENT LONGITUDINAL WIRES EXTENDING
THROUGH THE ELEMENT TO MAINTAIN THE SHAPE AND
POSITION OF THE REINFORCEMENT. LONGITUDINAL
REINFORCEMENT MAY BE WELDED WIRE FABRIC OR DEFORMED
BILLET -STEEL BARS AND SHALL MEET THE SPACING
REQUIREMENTS OF 4.3, BELOW.
4.3. LAPS WELDS, SPACING
4.3.1. LAPS WELDS, AND SPACING FOR PRECAST BRIDGE UNITS -
TENSION SPLICES IN THE CIRCUMFERENTIAL REINFORCEMENT
SHALL BE MADE BY LAPPING. LAPS MAY BE TACK WELDED
TOGETHER FOR ASSEMBLY PURPOSES. FOR SMOOTH WELDED
WIRE FABRIC, THE OVERLAP SHALL MEET THE REQUIREMENTS
OF AASHTO 5.10.81.513 AND 5.10.8.5.2. FOR DEFORMED WELDED
WIRE FABRIC, THE OVERLAP SHALL MEET THE REQUIREMENTS
OF AASHTO S.10.83.5A AND SA0.8.5.1. THE OVERLAP OF WELDED
WIRE FABRIC SHALL BE MEASURED BETWEEN THE OUTER -MOST
LONGITUDINAL WIRES OF EACH FABRIC SHEET. FOR DEFORMED
BILLET -STEEL BARS, THE OVERLAP SHALL MEET THE
REQUIREMENTS OF AASHTO 5.10.81.1 FOR SPLICES OTHER
THAN TENSION SPLICES, THE OVERLAP SHALL BE A MINIMUM OF
1'-0" FOR WELDED WIRE FABRIC OR DEFORMED BILLETSTEEL
BARS. THE SPACING CENTER TO CENTER OF THE
CIRCUMFERENTIAL WIRES IN A WIRE FABRIC SHEET SHALL BE
NOT LESS THAN T NOR MORE THAN 4". THE SPACING CENTER
TO CENTER OF THE LONGITUDINAL WIRES SHALL NOT BE MORE
THAN W. THE SPACING CENTER TO CENTER OF THE
LONGITUDINAL DISTRIBUTION STEEL FOR EITHER LINE OF
REINFORCING IN THE TOP SLAB SHALL BE NOT MORE THAN 1'4'.
4.3.2. LAPS WELDS, AND SPACING FOR PRECAST WINGWALLS,
HEADWALLS AND FOUNDATIONS -SPLICES IN THE
REINFORCEMENT SHALL BE MADE BY LAPPING. LAPS MAY BE
TACK WELDED TOGETHER FOR ASSEMBLY PURPOSES. FOR
SMOOTH WELDED WIRE FABRIC, THE OVERLAP SHALL MEET THE
REQUIREMENTS OF AASHTO S.10.81.513 AND SAB8.5.2. FOR
DEFORMED WELDED WIRE FABRIC, THE OVERLAP SHALL MEET
THE REQUIREMENTS OF AASHTO 5.10.8.2.5A AND SAB8.5.1. FOR
DEFORMED BILLET -STEEL BARS, THE OVERLAP SHALL MEET
THE REQUIREMENTS OF AASHTO 5.10.8.2.1. THE SPACING
DATE I REVISION DESCRIPTION
CENTER -TO -CENTER OF THE WIRES IN A WIRE FABRIC SHEET
SHALL BE NOT LESS THAN 2' NOR MORE THAN W.
44. CURING- THE PRECAST CONCRETE ELEMENTS SHALL BE CURED FOR
A SUFFICIENT LENGTH OF TIME SO THAT THE CONCRETE WILL
DEVELOP THE SPECIFIED COMPRESSIVE STRENGTH IN 28 DAYS OR
LESS. ANY ONE OF THE FOLLOWING METHODS OF CURING OR
COMBINATIONS THERE OF SHALL BE USED:
4A.1.SMAM CURING -THE PRECAST ELEMENTS MAY BE
LOW-PRESSURE STEAM CURED BY A SYSTEM THAT WILL
MAINTAIN A MOIST ATMOSPHERE.
4A.2. WATER CURING -THE PRECAST ELEMENTS MAY BE WATER
CURED BY MY METHOD THAT WILL KEEP THE SECTIONS MOIST.
4A.3. MEMBRANE CURING -A SEALING MEMBRANE CONFORMING TO
THE REQUIREMENTS OF ASTM SPECIFICATION C309 MAY BE
APPLIED AND SHALL BE LEFT INTACT UNTIL THE REQUIRED
CONCRETE COMPRESSIVE STRENGTH IS ATTAINED. THE
CONCRETE TEMPERATURE AT THE TIME OF APPLICATION SHALL
BE WITHIN +/-10 DEGREES F OF THE ATMOSPHERIC
TEMPERATURE. ALL SURFACES SHALL BE KEPT MOIST PRIOR
TO THE APPLICATION OF THE COMPOUNDS AND SHALL BE DAMP
WHEN THE COMPOUND IS APPLIED.
4.5. STORAGE, HANDLING & DELIVERY
4.5.1. STORAGE - PRECAST CONCRETE BRIDGE ELEMENTS SHALL BE
LIFTED AND STORED IN "ASL POSITION. PRECAST
CONCRETE HEADWALL AND WINGWALL UNITS ARE CAST,
STORED AND SHIPPED IN A FLAT POSITION. THE PRECAST
ELEMENTS SHALL BE STORED IN SUCH A MANNER TO PREVENT
CRACKING OR DAMAGE. STORE ELEMENTS USING TIMBER
SUPPORTS AS APPROPRIATE. THE UNITS SHALL NOT BE MOVED
UNTIL THE CONCRETE COMPRESSIVE STRENGTH HAS REACHED
A MINIMUM OF 2500 PSI (3000 PSI FOR SPANS � FEET), AND
THEY SHALL NOT BE STORED IN AN UPRIGHT POSITION.
4.5.2. HANDLING- HANDLING DEVICES SHALL BE PERMITTED IN EACH
PRECAST ELEMENT FOR THE PURPOSE OF HANDLING AND
SETTING. SPREADER BEAMS MAY BE REQUIRED FOR THE
LIFTING OF PRECAST CONCRETE BRIDGE ELEMENTS TO
PRECLUDE DAMAGE FROM BENDING OR TORSION FORCES.
4.5.3. DELIVERY- PRECAST CONCRETE ELEMENTS MUST NOT BE
SHIPPED UNTIL THE CONCRETE HAS ATTAINED THE SPECIFIED
DESIGN COMPRESSIVE STRENGTH, OR AS DIRECTED BY THE
DESIGN ENGINEER. PRECAST CONCRETE ELEMENTS MAY BE
UNLOADED AND PLACED ON THE GROUND AT THE SITE UNTIL
INSTALLED. STORE ELEMENTS USING TIMBER SUPPORTS AS
APPROPRIATE.
4.6. QUALITY ASSURANCE- THE PRECASTER SHALL DEMONSTRATE
ADHERENCE TO THE STANDARDS SET FORTH IN THE NPCA QUALITY
CONTROL MANUAL. THE PRECASTER SHALL MEET EITHER SECTION
4e.1 OR 4.6.2
4.6.1. CERTIFICATION -THE PRECASTER SHALL BE CERTIFIED BY THE
PRECASTIPRESTRESSED CONCRETE INSTITUTE PLANT
CERTIFICATION PROGRAM OR THE NATIONAL PRECAST
CONCRETE ASSOCIATION'S PLANT CERTIFICATION
PROGRAM PRIOR TO AND DURING PRODUCTION OF THE
PRODUCTS COVERED BY THIS SPECIFICATION.
4.6.2. QUALIFICATIONS TESTING AND INSPECTION
4.6.2.1. THE PRECASTER SHALL HAVE BEEN IN THE BUSINESS
OF PRODUCING PRECAST CONCRETE PRODUCTS
SIMILAR TO THOSE SPECIFIED FOR A MINIMUM OF
THREE YEARS. HE SHALL MAINTAIN A PERMANENT
QUALITY CONTROL DEPARTMENT OR RETAIN AN
INDEPENDENT TESTING AGENCY ON A CONTINUING
BASIS. THE AGENCY SHALL ISSUE A REPORT,
CERTIFIED BY LICENSED ENGINEER, DETAILING THE
ABILITY OF THE PRECASTER TO PRODUCE QUALITY
PRODUCTS CONSISTENT WITH INDUSTRY STANDARDS.
4.6.2.2. THE PRECASTER SHALL SHOW THAT THE FOLLOWNG
TESTS ARE PERFORMED IN ACCORDANCE WITH THE
ASTM STANDARDS INDICATED. TESTS SHALL BE
PERFORMED AS INDICATED IN SECTION 6 OF THESE
SPECIFICATIONS.
4.61.2.1. AIR CONTENT: U31 OR C173
4.61.21. COMPRESSIVE STRENGTH: C31,C39,C497
4.6.2.3. THE PRECASTER SHALL PROVIDE DOCUMENTATION
DEMONSTRATING COMPLIANCE WITH THIS SECTION TO
CONTECHO ENGINEERED SOLUTIONS AT REGULAR
INTERVALS OR UPON REQUEST.
4.6.2.4. THE OWNER MAY PLACE AN INSPECTOR IN THE PLANT
WHEN THE PRODUCTS COVERED BY THIS
SPECIFICATION ARE BEING MANUFACTURED.
4.6.3. DOCUMENTATION -THE PRECASTER SHALL SUBMIT PRECAST
PRODUCTION REPORTS TO CONTECHT) ENGINEERED
SOLUTIONS AS REQUIRED.
5. PERMISSIBLE VARATIONS
Sl1 BRIDGE UNITS
5.1.1.INTERNAL DIMENSIONS -THE INTERNAL DIMENSION SHALL
VARY NOT MORE THAN 1% FROM THE DESIGN DIMENSIONS NOR
MORE THAN US- WHICHEVER IS LESS.
5.13. SLAB AND WALL THICKNESS -THE SLAB AND WALL THICKNESS
SHALL NOT BE LESS THAN THAT SHOWN IN THE DESIGN BY
MORE THAN Ya A THICKNESS MORE THAN THAT REQUIRED IN
THE DESIGN SHALL NOT BE CAUSE FOR REJECTION.
5.1.3. LENGTH OF OPPOSITE SURFACES - VARIATIONS IN LAYING
LENGTHS OF TWO OPPOSITE SURFACES OF THE BRIDGE UNIT
SHALL NOT BE MORE THAN),' IN ANY SECTION, EXCEPT WHERE
BEVELED ENDS FOR LAYING OF CURVES ARE SPECIFIED BY THE
PURCHASER.
5.1 A. LENGTH OF SECTION -THE UNDERRUN IN LENGTH OF A
SECTION SHALL NOT BE MORE THAN)," IN ANY BRIDGE UNIT.
5.1.5. POSITION OF REINFORCEMENT -THE MAXIMUM VARIATION IN
POSITION OF THE REINFORCEMENT SHALL BE t),". IN NO CASE
SHALL THE COVER OVER THE REINFORCEMENT BE LESS THAN
I& FOR THE OUTSIDE CIRCUMFERENTIAL STEEL OR BE LESS
THAN V FOR THE INSIDE CIRCUMFERENTIAL STEEL AS
MEASURED TO THE EXTERNAL OR INTERNAL SURFACE OF THE
BRIDGE. THESE TOLERANCES OR COVER REQUIREMENTS DO
NOT APPLY TO MATING SURFACES OF THE JOINTS.
5 L6. AREA OF REINFORCEMENT- THE AREAS OF STEEL
NTECH0
ENGImam Solui m LLC
www.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513615-7000 513 6457993 FAX
CONTRACT
DRAWING
REINFORCEMENT SHALL BE THE DESIGN STEEL AREAS AS
SHOWN IN THE MANUFACTURER'S SHOP DRAWINGS. STEEL
AREAS GREATER THAN THOSE REQUIRED SHALL NOT BE CAUSE
FOR REJECTION. THE PERMISSIBLE VARIATION IN DIAMETER OF
ANY REINFORCEMENT SHALL CONFORM TO THE TOLERANCES
PRESCRIBED IN THE ASTM SPECIFICATION FOR THAT TYPE OF
REINFORCEMENT.
5.2. WINGWALLS&HEADWALLS
5.2A. WALL THICKNESS- THE WALL THICKNESS SHALL NOT VARY
FROM THAT SHOWN IN THE DESIGN BY MORE THAN)4".
5.2.2. LENGTHIHEIGHT OF WALL SECTIONS -THE LENGTH AND HEIGHT
OF THE WALL SHALL NOT VARY FROM THAT SHOWN IN THE
DESIGN BY MORE THAN),'.
5.2.3. POSITION OF REINFORCEMENT -THE MAXIMUM VARIATION IN
THE POSITION OF THE REINFORCEMENT SHALL BE 4)V. IN NO
CASE SHALL THE COVER OVER THE REINFORCEMENT BE LESS
THAN 1),".
5.2A.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.
5.3. FOUNDATION UNITS
SSA. WALL THICKNESS -THE WALL THICKNESS SHALL NOT VARY
FROM THAT SHOWN IN THE DESIGN BY MORE THAN V.
5.3.2. LENGTH/ HEIGHTAMDTH OF FOUNDATION SECTIONS -THE
LENGTH, HEIGHT AND WIDTH OF THE FOUNDATION UNITS SHALL
NOT VARY FROM THAT SHOWN IN THE DESIGN BY MORE THAN
Yt".
5.3.3. POSITION OF REINFORCEMENT -THE MAXIMUM VARIATION IN
THE POSITION OF THE REINFORCEMENT SHALL BE t4". IN NO
CASE SHALL THE COVER OVER THE REINFORCEMENT BE LESS
THAN 1),".
5.3A.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.
6. TESTING! INSPECTION
6.1. TESTING
&1.1. TYPE OF TEST SPECIMEN -CONCRETE COMPRESSIVE
STRENGTH SHALL BE DETERMINED FROM COMPRESSION TESTS
MADE ON CYLINDERS OR CORES. FOR CYLINDER TESTING, A
MINIMUM OF 4 CYLINDERS SHALL BE TAKEN FOR EACH BRIDGE
ELEMENT. FOR CORE TESTING, A MINIMUM OF 2 CORES SHALL
BE TAKEN FOR EACH BRIDGE ELEMENT. EACH ELEMENT SHALL
BE CONSIDERED SEPARATELY FOR THE PURPOSE OF TESTING
AND ACCEPTANCE.
6.1.2. COMPRESSION TESTING -CYLINDERS SHALL BE MADE AND
TESTED AS PRESCRIBED BY THE ASTM C39 SPECIFICATION.
CYLINDERS SHALL BE CURED IN THE SAME ENVIRONMENT AS
THE BRIDGE ELEMENTS. CORES SHALL BE OBTAINED AND
TESTED FOR COMPRESSIVE STRENGTH FROM EACH ELEMENT
IN ACCORDANCE WITH THE PROVISIONS OF THE ASTM C42
SPECIFICATION.
6A.3. ACCEPTABILITY OF CYLINDER TESTS -WHEN THE AVERAGE
COMPRESSIVE STRENGTH OF ALL CYLINDERS TESTED IS EQUAL
TO OR GREATER THAN THE DESIGN COMPRESSIVE STRENGTH,
AND NOT MORE THAN 10%OF THE CYLINDERS TESTED HAVE A
COMPRESSIVE STRENGTH LESS THAN THE DESIGN CONCRETE
STRENGTH, AND NO CYLINDER TESTED HAS A COMPRESSIVE
STRENGTH LESS THAN 90%OF THE REQUIRED CONCRETE
STRENGTH, THEN THE ELEMENT SHALL BE ACCEPTED. MEN
THE COMPRESSIVE STRENGTH OF THE CYLINDERS TESTED
DOES NOT CONFORM TO THESE ACCEPTANCE CRITERIA, THE
ACCEPTABILITY OF THE ELEMENT MAY BE DETERMINED AS
DESCRIBED IN SECTION 6.1.4, BELOW.
6.1.4.ACCEPTABILITY OF CORE TESTS-THECOMPRESSIVE
STRENGTH OF THE CONCRETE IN A BRIDGE ELEMENT IS
ACCEPTABLE WHEN EACH CORE TEST STRENGTH IS EQUAL TO
OR GREATER THAN THE DESIGN CONCRETE STRENGTH. WHEN
THE COMPRESSIVE STRENGTH OF A CORE TESTED IS LESS
THAN THE DESIGN CONCRETE STRENGTH, THE PRECAST
ELEMENT FROM WHICH THAT CORE WAS TAKEN MAY BE
RE -CORED. WHEN THE COMPRESSIVE STRENGTH OF THE
RE -CORE IS EQUAL TO OR GREATER THAN THE DESIGN
CONCRETE STRENGTH, THE COMPRESSIVE STRENGTH OF THE
CONCRETE IN THAT BRIDGE ELEMENT IS ACCEPTABLE.
6.1 A.1. WHEN THE COMPRESSIVE STRENGTH OF ANY RECORE
IS LESS THAN THE DESIGN CONCRETE STRENGTH, THE
PRECAST ELEMENT FROM WHICH THAT CORE WAS
TAKEN SHALL BE REJECTED.
6.1.4.2. PLUGGING CORE HOLES -THE CORE HOLES SHALL BE
PLUGGED AND SEALED BY THE MANUFACTURER IN A
MANNER SUCH THAT THE ELEMENTS WILL MEET ALL OF
THE TEST REQUIREMENTS OF THIS SPECIFICATION.
PRECAST ELEMENTS SO SEALED SHALL BE
CONSIDERED SATISFACTORY FOR USE.
6.1A.3. TEST EQUIPMENT- EVERYMANUFACTURER
FURNISHING PRECAST ELEMENTS UNDER THIS
SPECIFICATION SHALL FURNISH ALL FACILITIES AND
PERSONNEL NECESSARY TO CARRY OUT THE TEST
REQUIRED.
6.2. INSPECTION -THE QUALITY OF MATERIALS. THE PROCESS OF
MANUFACTURE, AND THE FINISHED PRECAST ELEMENTS SHALL BE
SUBJECT TO INSPECTION BY THE PURCHASER.
7. JOINTS
THE BRIDGE UNITS SHALL BE PRODUCED WITH FLAT BUTT ENDS. THE
ENDS OF THE BRIDGE UNITS SHALL BE SUCH THAT WHEN THE SECTIONS
ARE LAID TOGETHER THEY WILL MAKE A CONTINUOUS LINE WITH A
SMOOTH INTERIOR FREE OF APPRECIABLE IRREGULARITIES, ALL
COMPATIBLE WITH THE PERMISSIBLE VARIATIONS IN SECTION 5, ABOVE.
THE JOINT WIDTH BETWEEN ADJACENT PRECAST UNITS SHALL NOT
EXCEED Y".
8. WORKMANSHIP! FINISH
THE BRIDGE UNITS, WINGWALLS. HEADWALLS AND FOUNDATION UNITS
SHALL BE SUBSTANTIALLY FREE OF FRACTURES. THE ENDS OF THE
BRIDGE UNITS SHALL BE NORMAL TO THE WALLS AND CENTERLINE OF
THE BRIDGE SECTION, WITHIN THE LIMITS OF THE VARIATIONS GIVEN IN
SECTION 5, ABOVE, EXCEPT WHERE BEVELED ENDS ARE SPECIFIED. THE
FACES OF THE WINGWALLS AND HEADWALLS SHALL BE PARALLEL TO
EACH OTHER, WITHIN THE LIMITS OF VARIATIONS GIVEN IN SECTION 5,
ABOVE. THE SURFACE OF THE PRECAST ELEMENTS SHALL BE A SMOOTH
STEEL FORM OR TROWELED SURFACE. TRAPPED AIR POCKETS CAUSING
SURFACE DEFECTS SHALL BE CONSIDERED AS PART OF A SMOOTH,
STEEL FORM FINISH.
9. REPAIRS
PRECAST ELEMENTS MAY BE REPAIRED, IF NECESSARY, BECAUSE OF
IMPERFECTIONS IN MANUFACTURE OR HANDLING DAMAGE AND WILL BE
ACCEPTABLE IF, IN THE OPINION OF THE PURCHASER, THE REPAIRS ARE
SOUND, PROPERLY FINISHED AND CURED, AND THE REPAIRED SECTION
CONFORMS TO THE REQUIREMENTS OF THIS SPECIFICATION.
10.REJECTION
THE PRECAST ELEMENTS SHALL BE SUBJECT TO REJECTION ON
ACCOUNT OF ANY OF THE SPECIFICATION REQUIREMENTS. INDIVIDUAL
PRECAST ELEMENTS MAY BE REJECTED BECAUSE OF ANY OF THE
FOLLOWING:
10.1.FRACTURES OR CRACKS PASSING THROUGH THE WALL, EXCEPT
FOR A SINGLE END CRACK THAT DOES NOT EXCEED ONE HALF THE
THICKNESS OF THE WALL.
10.2.DEFECTS THAT INDICATE PROPORTIONING, MIXING, AND MOLDING
NOT IN COMPLIANCE WITH SECTION 4 OF THESE SPECIFICATIONS.
10.3.11ONEYCOMBED OR OPEN TEXTURE.
10.4.DAMAGED ENDS, WHERE SUCH DAMAGE WOULD PREVENT MAKING
A SATISFACTORY JOINT.
WECTNo. SEMNo, DATE:
689029 010 3/10/2022
PLEASANT GREEN SUBDIVISION y 'JMF JCH
CHECKED: APPROVED:
SPS PAC
ALBEMARLE COUNTY, VIRGINIA SHEET NO.:
CT8 DE Cl
SPECIFICATIONS FOR MANUFACTURE AND INSTALLATION OF CON/SPAN® O-SERIES BRIDGE SYSTEMS (CONT1
11. MARKING
EACH UNIT SHALL BE CLEARLY MARKED BY WATERPROOF PAINT.
THE FOLLOWING SHALL BE SHOWN ON THE INSIDE OF THE VERTICAL LEG
OF THE BRIDGE SECTION:
BRIDGE SPAN x BRIDGE RISE
DATE OF MANUFACTURE
NAME OR TRADEMARK OF THE MANUFACTURER
1Z INSTALLATION PREPARATION
TO ENSURE CORRECT INSTALLATION OF THE PRECAST CONCRETE
BRIDGE SYSTEM, CARE AND CAUTION MUST BE EXERCISED IN FORMING
THE SUPPORT AREAS FOR BRIDGE UNITS, HEADWALL, AND WINGWAL
ELEMENTS. EXERCISING SPECIAL CARE WILL FACILITATE THE RAPID
INSTALLATION OF THE PRECAST COMPONENTS.
12A. FOOTINGS
DO NOT OVER EXCAVATE FOUNDATIONS UNLESS DIRECTED BY SITE
SOIL ENGINEER TO REMOVE UNSUITABLE SOIL.
THE SITE SOILS ENGINEER SHALL CERTIFY THAT THE BEARING
CAPACITY MEETS OR EXCEEDS THE FOOTING DESIGN REQUIREMENTS,
PRIOR TO THE CONTRACTOR POURING OF THE FOOTINGS.
THE BRIDGE UNITS AND WINGWALLS SHALL BE INSTALLED ON EITHER
PRECAST OR CAST -IN -PLACE CONCRETE FOOTINGS. THE SIZE AND
ELEVATION OF THE FOOTINGS SHALL BE AS DESIGNED BY THE
ENGINEER. A KEYWAY SHALL BE FORMED IN THE TOP SURFACE OF
THE BRIDGE FOOTING AS SPECIFIED ON THE PLANS. NO KEYWAY IS
REQUIRED IN THE WINGWALL FOOTINGS, UNLESS OTHERWISE
SPECIFIED ON THE PLANS.
THE FOOTINGS SHALL BE GIVEN A SMOOTH FLOAT FINISH AND SHALL
REACH A COMPRESSIVE STRENGTH OF 2,000 PSI BEFORE PLACEMENT
OF THE BRIDGE AND WWGWALL ELEMENTS. BACKFILLING SHALL NOT
BEGIN UNTIL THE FOOTING HAS REACHED THE FULL DESIGN
COMPRESSIVESTRENGTH.
THE FOOTING SURFACE SHALL BE CONSTRUCTED IN ACCORDANCE
WITH GRADES SHOWN ON THE PLANS. WHEN TESTED WITH A 10'-0"
STRAIGHT EDGE, THE SURFACE SHALL NOT VARY MORE THAN y" IN
104F.
IF A PRECAST CONCRETE FOOTING IS USED, THE CONTRACTOR SHALL
PREPARE AP THICK BASE LAYER OF COMPACTED GRANULAR
MATERIAL THE FULL WIDTH OF THE FOOTING PRIOR TO PLACING THE
PRECAST FOOTING.
THE FOUNDATIONS FOR PRECAST CONCRETE BRIDGE ELEMENTS AND
WINGWALLS MUST BE CONNECTED BY REINFORCEMENT TO FORM ONE
MONOLITHIC BODY. EXPANSION JOINTS SHALL NOT BE USED.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONSTRUCTION
OF THE FOUNDATIONS PER THE PLANS AND SPECIFICATIONS.
13. INSTALLATION
13.1. GENERAL-THEINSTALLATIONOFTHEPRECASTCONCRETE
ELEMENTS SHALL BE AS EXPLAINED IN THE PUBLICATION COWMAN
BRIDGE SYSTEMS INSTALLATION HANDBOOK.
13.1.1. LIFTING -IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO
ENSURE THAT A CRANE OF THE CORRECT LIFTING CAPACITY IS
AVAILABLE TO HANDLE THE PRECAST CONCRETE UNITS. THIS CAN BE
ACCOMPLISHED BY USING THE WEIGHTS GIVEN FOR THE PRECAST
CONCRETE COMPONENTS AND BY DETERMINING THE LIFTING REACH
FOR EACH CRANE UNIT. SITE CONDITIONS MUST BE CHECKED WELL IN
ADVANCE OF SHIPPING TO ENSURE PROPER CRANE LOCATION AND TO
AVOID MY LIFTING RESTRICTIONS. THE LIFT ANCHORS OR HOLES
PROVIDED IN EACH UNIT ARE THE ONLY MEANS TO BE USED TO LIFT
THE ELEMENTS. THE PRECAST CONCRETE ELEMENTS MUST NOT BE
SUPPORTED OR RAISED BY OTHER MEANS THAN THOSE GIVEN IN THE
MANUALS AND DRAWINGS WTHOUT WRITTEN APPROVAL FROM
CONTECHO ENGINEERED SOLUTIONS.
13.1.2. CONSTRUCTION EQUIPMENT WEIGHTRESTRICTIONS-IN NO CASE
SHALL EQUIPMENT OPERATING IN EXCESS OF THE DESIGN LOAD
(HL-93) BE PERMITTED OVER THE BRIDGE UNITS UNLESS APPROVED
BY CONIMCHO ENGINEERED SOLUTIONS.
13.12.1. IN THE IMMEDIATE AREA OF THE BRIDGE UNITS, THE FOLLOWING
RESTRICTIONS FOR THE USE OF HEAVY CONSTRUCTION
MACHINERY DURING BACKFILLING OPERATIONS APPLY:
• NO CONSTRUCTION EQUIPMENT SHALL CROSS THE BARE PRECAST
CONCRETE BRIDGE UNIT
• AFTER THE COMPACTED FILL LEVEL HAS REACHED A MINIMUM OF C
OVER THE CROWN OF THE BRIDGE, CONSTRUCTION EQUIPMENT WITH
A WEIGHT OF LESS THAN 10 TONS MAY CROSS THE BRIDGE.
• AFTER THE COMPACTED FILL LEVEL HAS REACHED A MINIMUM OF T-0-
OVER THE CROWN OF THE BRIDGE, CONSTRUCTION EQUIPMENT WITH
A WEIGHT OF LESS THAN 30 TONS MAY CROSS THE BRIDGE.
• AFTER THE COMPACTED FILL LEVEL HAS REACHED THE DESIGN
COVER, OR 2'-0" MINIMUM, OVER THE CROWN OF THE PRECAST
CONCRETE BRIDGE, CONSTRUCTION EQUIPMENT WITHIN THE DESIGN
LOAD LIMITS FOR THE ROAD MAY CROSS THE PRECAST CONCRETE
BRIDGE.
132. LEVELING PAD/SHIMS- THE BRIDGE UNITS AND WINGWALLS SHALL BE
SET ON HARDBOARD SHIMS CONFORMING TO ASTM D1037 OR PLASTIC
SHIMS (DAYTON SUPERIOR PSO, PS1 OR APPROVED EQUAL)
MEASURING 5" x 5', MINIMUM, UNLESS SHOWN OTHERWISE ON THE
PLANS. A MINIMUM GAP OF & SHALL BE PROVIDED BETWEEN THE
FOOTING AND THE BOTTOM OF THE BRIDGE'S VERTICAL LEGS OR THE
BOTTOM OF THE WINGWALL. ALSO, A SUPPLY OF y', & AND K" THICK
HARDBOARD OR PLASTIC SHIMS FOR VARIOUS SHIMMING PURPOSES
SHALL BE ON SITE.
13S. PLACEMENT OF BRIDGE UNITS- THE BRIDGE UNITS SHALL BE PLACED
AS SHOWN ON THE ENGINEERS PLAN DRAWINGS. SPECIAL CARE
SHALL BE TAKEN IN SETTING THE ELEMENTS TO THE TRUE LINE AND
GRADE. THE JOINT WIDTH BETWEEN ADJACENT PRECAST UNITS SHALL
NOT EXCEED 31".
13A. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN THE
STRUCTURE SPAN DURING ALL PHASES OF INSTALLATION. DUE TO
THE ARCH SHAPE, BRIDGE ELEMENTS WILL TEND TO SPREAD UNDER
SELF -WEIGHT. IT IS IMPERATIVE THAT ANY LATERAL SPREADING OF
THE BRIDGE ELEMENTS BE AVOIDED DURING AND AFTER THEIR
PLACEMENT. GENERALLY, HORIZONTAL CABLE TIES OR TIE RODS ARE
SHIPPED IN THE LARGER BRIDGE ELEMENTS TO ASSIST IN
PREVENTING THIS SPREADING. CABLE TIES IE RODS SHALL NOT BE
REMOVED UNTILL BRIDGE UNITS ARE GROUTED AND GROUT HAS
CURED. IT IS RECOMMENDED THAT TEMPORARY HARDWOOD BLOCKS
BE USED IN CONJUNCTION WITH THE CABLE TIESrTIE RODS TO
MAINTAIN SPAN. IF, HOWEVER, DUE TO SITE RESTRICTIONS, THESE
CABLE TIESTTIE RODS MUST BE REMOVED PRIOR TO PLACEMENT OF
THE BRIDGE ELEMANTS, THE CONTRACTOR MUST NOTIFY CONTECH
(MANUFACTURER) AND REQUEST SUGGESTED INSTALLATION
PROCEDURE.
IN ADDITION, IF THE CABLE TIESrFE RODS MUST BE REMOVED PRIOR
TO SETTING ARCH UNITS, THE FOLLOWING QUALITY CONTROL
PROCEDURE MUST BE FOLLOWED:
1) FIND 'MEASURED SPAN" UPON ARCH UNITS DELIVERY TO SITE,
PRIOR TO LIFTING FROM TRUCK AND REMOVING CABLE TIESrFE
RODS. "MEASURED SPAN' SHALL BE THE AVERAGE OF (3) SPAN
MEASUREMENTS ALONG THE LAY LENGTH OF THE ARCH UNIT.
2) AFTER SETTING OF BRIDGE UNIT ON THE FOUNDATION, VERIFY
THE SPAN. THIS 'INSTALLED SPAN MEASUREMENT" SHALL NOT
EXCEED THE MAXIMUM OF:
A) THE NOMINAL SPAN ♦& OR
B)THE -MEASURED SPAN"
IF THE 'INSTALLED SPAN MEASUREMENT' EXCEEDS THIS AMOUNT, THE
ARCH UNIT SHALL BE LIFTED AND RE -SET UNTIL THE "INSTALLED SPAN
MEASUREMENT" MEETS THE LIMITS.
13.5. PLACEMENT OF WWGWALLS,HEADWALLSAND FOUNDATION UNITS -
THE WINGWALLS, HEADWALLS AND FOUNDATIONS SHALL BE PLACED
AS SHOWN ON THE PLAN DRAWINGS. SPECIAL CARE SHALL BE TAKEN
IN SETTING THE ELEMENTS TO THE TRUE LINE AND GRADE.
13.6. JOINT PROTECTION AND SUBSURFACE DRAINAGE
13A.L EXTERNAL PROTECTION OF JOINTS- THE BUTT JOINT MADE BY
JOINT WRAP TO BE USED SHALL BE APPLIED FOR A MINIMUM WIDTH OF
W ON EACH SIDE OF THE JOINT. THE EXTERNAL WRAP SHALL BE CS212
BY CONCRETE SEALANTS INC.. EZ-WRAP RUBBER BY PRESS -SEAL
GASKET CORPORATION, SEAL WRAP BY MAR MAC MANUFACTURING
CO. INC. OR APPROVED EQUAL. THE JOINT SHALL BE COVERED
CONTINUOUSLY FROM THE BOTTOM OF ONE BRIDGE SECTION LEG,
ACROSS THE TOP OF THE BRIDGE AND TO THE OPPOSITE BRIDGE
SECTION LEG. ANY LAPS THAT RESULT IN THE JOINT WRAP SHALL BE A
MINIMUM OF 6" LONG WITH THE OVERLAP RUNNING DOWNHILL.
13e.Z IN ADDITION TO THE JOINTS BETWEEN BRIDGE UNITS THEJOINT
BETWEEN THE END BRIDGE UNIT AND THE HEADWALL SHALL ALSO BE
SEALED AS DESCRIBED ABOVE. IF PRECAST WINGWALLS ARE USED,
THE JOINT BETWEEN THE END BRIDGE UNIT AND THE WINGWALL
SHALL BE SEALED WITH A Z-0" STRIP OF FILTER FABRIC. ALSO, IF LIFT
HOLES ARE FORMED IN THE BRIDGE UNITS, THEY SHALL BE PRIMED
AND COVERED WITH A 9" x W SQUARE OF JOINT WRAP.
13.6.3. DURING THE BACKFLLING OPERATION, CARE SHALL BE TAKEN TO
KEEP THE JOINT WRAP IN ITS PROPER LOCATION OVER THE JOINT.
13A.4. SUBSOIL DRAINAGE SHALL BE AS DIRECTED BY THE ENGINEER.
13.7. GROUTING
13.7.1. GROUTING SHALL NOT BE PERFORMED WHEN TEMPERATURES
ARE EXPECTED TO GO BELOW 35" FOR A PERIOD OF 72 HOURS.
GROUTING SHOULD BE COMPLETED AS SOON AS PRACTICAL AFTER
PRECAST ARCHES HAVE BEEN INSTALLED. FILL THE
BRIDGETOUNDATION KEYWAY WITH CEMENT GROUT (PORTLAND
CEMENT AND WATER OR CEMENT MORTAR COMPOSED OF PORTLAND
CEMENT, ND AND WATER WITH A MINIMUM V COMPRESSIVE
C ,SA I B4N CO 55
STRENGTH A 3000 OUNPSI.VIBRATEASREQUIRED TO ENSURE THAT THE
ENTIRE KEY ELEMENTS
THE BRIDGE ELEMENT IS COMPLETELY FILLED. IF
BRIDGEELEMENTS HAVE BEEN SET TEMPORARY TIES (CABLES.
BARS, ETC.) GROUT MUST ATTAIN A MINIMUM COMPRESSIVE
STRENGTH OF 1500 PSI BEFORE TIES MAY BE REMOVED.
13.7.3. Li LING TSH ECTIMEAMAXI RECEG RELATE BEFIL D
13.].3. LIFTING AND ERECTION ANCHOR RECESSES SHALL BE FILIED
WITH GROUT.
133.AFTER GROUT HAS REACHED ITS DESIGN STRENGTH THE
TEMPORARY HARDWOOD WEDGES SHALL BE REMOVED AND THEIR
HOLES FILLED WITH GROUT.
13.8. BACKFILL
13.8.1. DO NOT PERFORM BACKFILLING DURING WET OR FREEZING
WEATHER.
13.8.E NENTSUNIILTHEYHA BEEN AGAINSED BY STRUCTURAL
ELEMENTSUNTILTHBHAVEIDERED AS ALL BY THE ENGINEER.
13.8.A BACKFIUL EMBANALLBECONSIDERED AS ALL REPLACEDNCRETE ON
ANDNEW EMBANKOJECT CONSTRUCTION
TO THE PRECAST CONCRETE
ELEMENTS. THE PROJECT CONSTRUCTION AND MATERIAL
SPECIFICATIONS, TINCLUDE THE SPECIFICATIONS FOR
S
EXCAVATION FOR STRUCTURES AND ROADWAY EXCAVATION AND
EMBANKMENT CONSTRUCTION, SHALLAPPLV EXCEPT AS MODIFIED IN
THIS SECTION.
13.BACKFILL ZONES:
• IN
• IN -SITU SOIL
• ZONE A: CONSTRUCTED EMBANKMENT OR OVERFILL.
• ZONE B: FILL THAT IS DIRECTLY ASSOCIATED WITH PRECAST
CONCRETE BRIDGE INSTALLATION.
• ZONE C: ROAD STRUCTURE.
1ES
13..5. REQUIRED IL-NATUACKFILL RAL GROUND
13.8.5.1. INSITU SOIL- NATURAL GROUND IS TO BE SUFFICIENTLY STABLE
TO ALLOW EFFECTIVE SUPPORTTO THE PRECAST CONCRETE
OUSTING
BRIDGE UNITS. GUIDE, THE EXISTING NATURAL GROUND
SIMILAR
SHOULD BEOF SIMILARQUALITY LATERAL DI DENSITY TO ZONE I
MATERIAL FOR MINIMUM LATERAL DIMENSION OF ONE BRIDGE
SPAN OUTSIDE OF THE BRIDGE FOOTING.
13.8.5.2. ZONE AA REQUIRES FILL MATERIAL WITH
SPECIFICATIONS AND COMPACTING PROCEDURES EQUAL TO
THAT FOR NORMAL ROAD EMBANKMENTS.
o,'." re' 'n_'m jMARKI DATE I REVISION DESCRIPTION
13.8.5S. ZONE B -GENERALLY, SOILS SHALL BE REASONABLY FREE OF
ORGANIC MATTER, AND, NEAR CONCRETE SURFACES, FREE OF
STONES LARGER THAN T IN DIAMETER SEE CHARTS FOR
13S.5A. ZONE C -ZONE C IS THE ROAD SECTION OF GRAVEL, ASPHALT
OR CONCRETE BUILT IN COMPLIANCE WITH LOCAL ENGINEERING
PRACTICES.
13.8.5.5. GEOTECHNICAL ENGINEER SHALL REVIEW GRADATIONS OF ALL
INTERFACING MATERIALS AND, IF NECESSARY, RECOMMEND
GEOTEXTILE FILTER FABRIC (PROVIDED BY CONTRACTOR)
13.8AL PLACING AND COMPACTING BACKFILL
DUMPING FOR BACKFILLING IS NOT ALLOWED ANY NEARER THAN 3'-0"
FROM THE BRIDGE LEG.
THE FILL MUST BE PLACED AND COMPACTED IN LAVERS NOT
EXCEEDING 8'. THE MAXIMUM DIFFERENCE IN THE SURFACE LEVELS
OF THE FILL ON OPPOSITE SIDES OF THE BRIDGE MUST NOT EXCEED
2'-0".
THE FILL BEHIND WINGWALLS MUST BE PLACED AT THE SAME TIME AS
THAT OF THE BRIDGE FILL. IT MUST BE PLACED IN PROGRESSIVELY
PLACED HORIZONTAL LAYERS NOT EXCEEDING W PER LAYER.
THE BACKFILL OF ZONE B SHALL BE COMPACTED TO A MINIMUM
DENSITY OF 95%OF THE STANDARD PROCTOR, AS REQUIRED BY
AASHTO T-99.
SOIL WITHIN 1'-0" OF CONCRETE SURFACES SHALL BE
HAND -COMPACTED. ELSEWHERE, USE OF ROLLERS IS ACCEPTABLE. IF
VIBRATING ROLLER -COMPACTORS ARE USED, THEY SHALL NOT BE
STARTED OR STOPPED WITHIN ZONE B AND THE VIBRATION
FREQUENCY SHOULD BE AT LEAST 30 REVOLUTIONS PER SECOND.
THE BACKFILL MATERIAL AND COMPACTING BEHIND WINGWALLS
SHALL SATISFY THE CRITERIA FOR THE BRIDGE BACKFILL. ZONE B.
BACKRUL AGAINST A WATERPROOFED SURFACE SHALL BE PLACED
CAREFULLY TO AVOID DAMAGE TO THE WATERPROOFING MATERIAL.
13AT BRIDGE UNITS
FOR FILL HEIGHTS OVER 12 FEET (AS MEASURED FROM TOP CROWN
OF BRIDGE TO FINISHED GRADE), NO BACKFILLING MAY BEGIN UNTIL A
BACKFILL COMPACTION TESTING PLAN HAS BEEN COORDINATED WITH
AND APPROVED BY CONTECM ENGINEERED SOLUTIONS.
13JBIL WINGWALLS
BACKFILL IN FRONT OF WINGWALLS SHALL BE CARRIED TO GROUND
LINES SHOWN IN THE PLANS.
13.8.9. MONITORING
THE CONTRACTOR SHALL CHECK SETTLEMENTS AND HORIZONTAL
DISPLACEMENT OF FOUNDATION TO ENSURE THAT THEY ARE WITHIN
THE ALLOWABLE LIMIT PROVIDED BY THE ENGINEER. THESE
MEASUREMENTS SHOULD GIVE AN INDICATION OF THE SETTLEMENTS
AND DEFORMATIONS ALONG THE LENGTH OF THE FOUNDATIONS.
THE FIRST MEASUREMENT SHOULD TAKE PLACE AFTER THE ERECTION
OF ALL PRECAST BRIDGE SYSTEM ELEMENTS, A SECOND AFTER
COMPLETION OF BACKFILLING, AND A THIRD BEFORE OPENING OF THE
BRIDGE TO TRAFFIC. FURTHER MEASUREMENTS MAY BE MADE
ACCORDING TO LOCAL CONDITIONS.
NTECH•
ENIMNEEMD SIDUMOM uC
www.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
8DO-338-1122 513645-7000 513 6457993 FAX
VARIES BY
ANCHOR TYPE
A= 3'-2"
B=4'-1•
C= 5'-1'
FINISHED GRADE
D=6'-1"
1'-0"
COMPACTED MATERIAL
E-T-1'
MIN.
(SAME AS UNIT BACKFILL)
F=8'-1"
PRECAST Oo �°jB 2' abodo -\
WINGWALL �°m$�° o2° o W�4
epodo
° moo.
Q ppa° Ww°
O9b
o
IN -SITU
SOIL
_ GROUT
15M�SPAL
O-SERIES..
CONTRACT
DRAWING
ACCEPTABLE SOILS FOR USE IN ZONE B BACKFILL
PERCENTPASSING
CHPRPCTER C£ OVCTON
TYPICAL
AABHTO
AASHTO
USSIEVENo.
PASSING NQ 4TSIEY£
USCS
MATERIALS
GROUP
SUBGROUP
SOIL DESRIPTION
*10 >!40 412DO
TOLD nAS
LIMITIMIT ING.
GIN, GP, SP
A-ta
50 MAX 30 MAX 15 MAX
6 MAX
LARGELY GRAVEL BUT CAN
At
INCLUDE SAND AND FINES
GM, SW,
A -lb
50 MAX 25 MAX
6 MAX
GRAVELLY SAND OR GRADED
SP, SM
SAND, MAY INCLUDE FINES
GM, SM, ML,
A 2J
35 MAX
40 MAX 10 MAX
SANDS, GRAVELS WITH LOW-
SP, 6,
PLASTICITY SILT FINES
BE, GC, GM
A-2-5
35 MAX
41 MIN LOMAX
SANDS, GRAVELS WITH
PLASTIC SILT FINES
SP, SM, BIN
iFINESANDS
A3
51 MIN LOMAX
Ow
pIASTIC
ML. SM, SC
A4
36 MIN
1 40 MAX LOMAX
I LOW-COMPRESSIBILTY SILTS
+Pd
A
B /
oi�pj
IN -SITU
SOIL 7 G'
1/
FINISHED
GRADE
TO ROADWAY
BASE FINISH
GRADEORTMIN.
LIMITS OF CRITICAL
BACKFILL ZONE B
08 A
4
B e�
o4l,
.4
IN SITU
L SOIL 7
SPAN
FILL HEIGHT
ACCEPTABLEMATERIAL
INSIDE ZONE B
s 24'-0"
z 12'-0"
Al, A3
s 24'-0'
<12' Y
A1, A2, A3, A4
> 24'-0'
ALL
Al. A3
BACKFILL REQUIREMENTS
VARIES SEE
LIMITS OF FABRICATION
EXCAVATION / DRAWINGS
ZONE A
TIE RODS
LIMITS OF CRITICAL
BACKFILL ZONE (C.B.Z.)
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
PRQIECTNo.:
689029
SEM N°.: DATE:
010 3/1 O 2022
DESIGNED:JMF
DRA JCH
CHECKED:
SPS
APPROVED:
PAC
SHEET NO.:
CT9 DE CT9