HomeMy WebLinkAboutSUB201900058 Other 2022-04-04 (2)wng
m('C ch')
HW1C
HW1B
HW1A
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
71'-11%'
12 - (0843) 43'-0" SPAN x 8'-93/e' RISE x 5'-11%" LONG
PRECAST CONCRETE BRIDGE UNITS
PLUS 11 JOINTS @ Y4"i PER JOINT
DETAIL 324
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C3
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C3
C2
DATE I REVISION DESCRIPTION
KEY PLAN
C NTECK
EPMsIIIIII Souinom uC
www.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513-645-7000 513-645-7993 FAX
�SPAU
*-SERIES,
FABRICATION
DRAWING
0pP
CAB
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HW2A
HW2B
1 N YID
Digitally signed by
/ P41ILIP '�, Philip A. Creamer
Al y
CRNo.45R Date:2022.03.10
Lie. No. 45345
_ `� 14:09:30-05'00'
JJECTNo. SEp. No. DATE:
689029 010 3/10/2022
PLEASANT GREEN SUBDIVISION JMF "JCH
CMECrcED: APPROVED:
SPS PAC
ALBEMARLE COUNTY, VIRGINIA SHEET NO S1 OF S�
WEIGHT OF REQUIRED REINFORCEMENT = 302.5 LBS/FT
CIRCUMFERENTIAL
LONGITUDINAL
HEET
AREA REQ'D
AREA REQ'D
NO
(INWT)
(INWT)
1
A1A=0.96
0.13
2
Al8=0.24
0.13
3
A2=0.48
0.13
4
A3 = 0.48
0.13
5
A4 = 0.48
0.13
6
DESIGN LOADING: HL-93
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PRECAST UNIT REINFORCEMENT
LENGTH CIRCUMFERENTIAL LONGITUDINAL
MESH SIZE (FT) AREA SUPUD AREA SUPUD
(IN'/FT) (IN'/FT)
31'-0"
23'-0"
10'-9"
175"
20'-0"
REVISION DESCRIPTION
28°
B1
WEIGHT OF REQUIRED BAR REINFORCEMENT= 27.39 LBS/UNIT
MARK SIZE NO. LENGTH TYPE Fy=60 KSI
COVER = 2'-0" MIN. \ F-6" MAX. 1 61 1 #4 24 1'-8Yj" BENT I SPACED Q 6" O.C.
NTEC
rr0P� 8pAJI%L
ENCIINELUD SOMO S uc O- ES
www.ContechES.conn
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 FABRICATION
800-338-1122 513615-7000 513 6457993 FAX DRUiOMNc
INCREMENTAL
ARCH LEG
THICKNESSES
NOTES:
1. MINIMUM 28-DAY CONCRETE
COMPRESSIVE STRENGTH
SHALL BE 6000 PSI.
2. OVERLAP LENGTH SHALL BE
MEASURED FROM LAST
CROSSWIRE.
3. DIMENSIONS SHOWN ARE FOR
FORM SYSTEM 0-800 SERIES.
4. MINIMUM YIELD STRENGTH
FOR WELDED WIRE FABRIC
SHALL BE 65,000 PSI.
5. REINFORCING SHALL BE
LIMITED TO A MAXIMUM OF
THREE LAYERS OF
REINFORCING (WWF OR BARS)
PER AREA (Al, A2, A3 OR A4).
6. ALL EDGES OF PRECAST TO
HAVE A%" CHAMFER.
7. SPACING OF LONGITUDINAL
REINFORCEMENT MUST BE A
MAXIMUM OF 8" O.C. FOR
MULTIPLE LAYERS OF MESH,
ONLY THE OUTER MOST LAYER
(A1A OR A3A) MUST BE A
MAXIMUM OF 8" O.C.
8. SPACINGOFA2&A4
CIRCUMFERENTIAL
REINFORCEMENT SHALL BE
2" MIN. TO 4" MAX. SPACING OF
Al & A3 CIRCUMFERENTIAL
REINFORCEMENT SHALL BE 2".
PII£LIP
�/ Digitally signed by
w Philip A. Creamer
Li,. No. 45345
453 Date- 2022.03.10
_,�� 14:09:41-05'00'
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
QIECT No.:
SEM No.: DATE:
689028
1 010 3/10/2022
sIMED:
DRAM:
JMF
JCH
ECKED:
APPROVED:
SIPS
PAC
OF
NOTES:
-ALL EDGES OF PRECAST TO HAVE A %" CHAMFER
- SEE SHEET S2 FOR BRIDGE UNIT DIMENSIONS
- INSTALL TIE RODS BEFORE UNIT IS SET
%-0 FERRULE LOOP INSERT (TYP.) UPRIGHT & LEAVE IN PLACE UNTIL UNIT IS
SEE SECTION 11 ON SHEET S10 GROUTED INTO FINAL POSITION
N
I
I
I
I
I
N
I T. 1r
n 4
I
(T-6" T-0" (T-2t/z'
ALONG T/ARCH) ALONG T/ARCH)
m
m
f! F-58
INSERTS
fE1"0 HOLE
LIFT INSERT (TYP.)
FOR TIE ROD
FLS" DAYTON SUPERIOR TWO
BOLT PRESET ANCHOR(TYP.)
4142 6
54 S7
PLAN -C1 &C2
TOTAL WEIGHT = 24.5 TONS
43'-1Y2"
40'-8 4"
1'-25/g'
22W
4:10p
DENOTES REFERENCE POINT
PROVIDE EDGE LIFT POINTS FOR
N
e,
CL 1"1 HOLE
FOR TIE ROD
FOR LOADING UNIT ON TRAILER
Y
HANDLING UNIT ON ITS SIDE
e
��
/Y
II
3T x 3P.)
BLOCKOU(TYP.)
o
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`
Digitally signed
ELEVATION
`;��'' i
�r.
by Philip A.
rfiI�,ir
tiAM
Creamer
CR.Ld6SiiR
Lie. No.45345
Date: 2022.03.10
14:09:54-05'00'
&,re,s�� ,o..,.�.,'r_ rea; 6
1'-
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PROJE902 SEO 1 DAIS
688029 010 3/10/2022
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oo°°°.el,I
C NTECH•
/// YYYiii��i�\l\Yl i��/y�Y.
O- ES
PLEASANT GREEN SUBDIVISION
DESIGNED DnA�n
JMF JCH
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Er�INEUMSOLunaNSuc
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'x °°'�-d"°1°�;�"u;m
w .ContechES.conn
CHECKED: APPROVEo:
SPS PAC
o"M
'".N..�°'p
n
9025
Centre Pointe Dr., Suite 400, West Chester, OH 45069
.,. .00y._
e.ay�. e..m an , �,q.i.a
""""°'°°""'"°"°"°"
800-338-1122 513-fi45-T000 513-fi45-1993 FAX
FABRICATION
DRAWING
ALBEMARLE COUNTY, VIRGINIA
SNEETNo..
MARK
DATE
REVISION DESCRIPTION
BY
S3 Or S26`
0 0 0
47'-8"
11'-4"HEADWALL-HWIA- - 24'-11"HEADWALL-HW1B-
6"
1/p" JOINT
5 - #6 BARS EACH FACE 11 - TIES
(SPACE AS SHOWN) (SPACE AS 34 - TIES (SPACE AS SHOWN)
SHOWN)
5" 14 - SPACES Q 8" 31 - SPACES @ 8"
8"
3'-B%"
3'S"
8"
HEADWALL
ARCH UNIT
CONCRETE
REINF. STEEL
CONCRETE
REINF. STEEL
W✓JF
28-DAY:
4000 PSI
W,000 PSI
UNCOATED
28-DAY
5000 PSI
1 60,000 PSI
UNCOATED
1 65,000 PSI
UNCOATED
WHEREVER THE REINFORCING IS CUT FOR THE PLACEMENT OF LIFT HOLES OR OTHER
BLOCKOUTS, REINFORCING BARS OR HARES OF EQUIVALENT CROSS -SECTIONAL AREA
SHALL BE PLACED SYMMETRICALLY AROUND THE HOLE. AT LEAST ONE BAR MUST BE
ON EACH SIDE OF THE HOLE, AND THE DEVELOPMENT LENGTH OF THE BAR MUST BE
ACHIEVED ON EITHER SIDE OF THE CUT.
—11'-4" HEADWALL - HW1 C
6"
JOINT
11 - TIES 5 - #6 BARS EACH FACE
SHOWN)) —(SPACE (SPACE AS SHOWN)
14-SPACES rQ 9" 5"
2" CLR.
(TYP.)
#6 EACH FACE rQ
1'-0" O.C. MAX.
WI 7I'I,I I a, ^ 1 11 111
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CONNECTIONS PJ 7j
T Q 2'$" O.C. (TYP.) Y
rL%"O x 6" FERRULE LOOP INSERT
W/s/a'0 THREADED ROD & ,
rn-
m TAPERED STEEL PLUG. (TYP.) 2 - HEADWALL
SEE SECTION 11 ON SHEET S10 CONNECTIONS
1.�,.
4Z-15" O.C. (TYP.)6" DAYTON SUPERIOR TWO 1�(0843) 43'-0"SPAN N ro
BOLT PRESET ANCHOR (TYP.)
ELEVATION 2 3w
UNIT CI S3
yra,l: y: IN"..'a ' �'4d,,� IN.b
^romm.om m. Pmd.......mmm^. re.1y ai.eam..,y a miry o, meo.. b,1V ro
anngl 1.x d�.... I.1d. 4Nm..re up,,�Y� a
ob"sre..... m.
.,,m..�r��u�e^Ke.eu-"m..s�—I— FMARKVDATE
REVISION DESCRIPTION
0`111111.414-1
EPWIMEMD S0113i OM QC
W W W.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513615-7000 513 645-799 FAX
=N�SPAL
O-SERIES..
FABRICATION
DRAWING
NOTES:
-ALL EDGES OF PRECAST TO HAVE A %" CHAMFER
- ELEVATION IS LOOKING AT BACK FACE OF
HEADWALL
- SEE SHEET S3 FOR BRIDGE UNIT C.G. &
LIFT POINTS
- SEE SHEET S5 & S6 FOR HEADWALL C.G. &
LIFT POINTS
- HEADWALL TO BE CAST AGAINST BRIDGE UNIT
- BRIDGE UNITS MUST BE GROUTED OR BRACED
WHEN SETTING PRECAST HEADWALLS
- SEE SHEET S2 FOR BRIDGE UNIT DIMENSIONS
- INSTALL TIE RODS BEFORE UNIT IS SET
UPRIGHT & LEAVE IN PLACE UNTIL UNIT IS
GROUTED INTO FINAL POSITION
Digitally signed by
rAL ALAN Philip A. Creamer
CREAMER Date:2022.03.10
Lic. No. 45345 �.
14:10:13-05'00'
.ct
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
QIECT No.:
689028
1 010 3/10/2022
SIGNED:
DM M:
JMF
JCH
ECKED:
APPROVED:
SPS
PAC
OF
rLTOP LIFT POINTS ILTOP LIFT POINTS NOTES:
- ALL EDGES OF PRECAST TO HAVE A 31," CHAMFER
(MUST BE CAPABLE OF (MUST BE CAPABLE OF - ELEVATION IS LOOKING AT BACK FACE OF
SUPPORTING ENTIRE SUPPORTING ENTIRE HEADWALL
IL6" DAYTON SUPERIOR TWO WEIGHT OF HEADWALL) WEIGHT OF HEADWALL) - HEADWALL TO BE CAST AGAINST BRIDGE UNIT
BRI
GE UNITS MUST BE GROUTED OR
BOLT PRESET ANCHOR 11'4" (7 a0 HWHEN EADWALL SETTING PRECAST
HANG LEVEL.
ADJUST
BRACED
4'-103 XU 24 11 _ U
�8 - -HEADWALL WILL NOT HANG LEVEL. ADJUST
O o 12'-11" CABLE LENGTHS AS REQUIRED
� I I
rL4"W x 1Y,"D x 1'-10" LONG FL5 - 3"0 HOLES rL10 - 3"0 HOLES
BLOCKOU7 FOR TIE RODS
PLAN - HW1A PLAN - HW1 B
TOTAL WEIGHT = 6.9 TONS TOTAL WEIGHT = 9.3 TONS
rL LIFT POINTS (TOP 2 LIFT
LIFT POINTS OP 2 LIFT POINTS MUST BE CAPABLE
IL (7 OF SUPPORTING ENTIRE
POINTS MUST BE CAPABLE WEIGHT OF HEADWALL)
OF SUPPORTING ENTIRE 24• 11"
IL6" DAYTON SUPERIOR TWO WEIGHT OF HEADWALL) -
N 12-11"
BOLT PRESET ANCHOR (7YP.) 11
ro
77
C.G. ry
m
C.G. \ ! N fLTAPERED STEEL PLUG 1�,
\\
W/ 1"0 PVC. SEE
s 5 - 3"O HOLES
n Pei @2'$"OC (7YP) SECTION 11 ON SHEET S10
o N 0 1 ILTAPERED STEEL PLUG (� rL4" x 4" x 2" DEEP
n A W/1"O PVC. SEE ELEVATION q BLOCKOUT(7YP.)
n p; SECTION 11 ON SHEET S10
r� 3 - 370 HOLES
@ 2'-6" O.C.
�p 2-3"0 HOLES
@ 2'-6" O.C.
4'W x 1Y,"D x 1'-10" LONG M1
1'-6Y"+--�i ^ BLOCKOUT FOR TIE RODS _r. AL7fi0.
ELEVATION r3
Digitally signed by
c-
7 PHILIP
ALAN y� Philip A. Creamer
ALAN,
`gyo"LR
Lie. No. 4534Date: 2022.03.1 •
5
c
14:10:32-05'00'
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��.�..��\
PRQIECT11-
SEMNo.: DATE:
w
689029
010 3/10/2022
aro:
C NTECH'
/ =Y \SP�"
DESIGNED :
DRAWN:
°,mm.°°=, •,tn°m m. P,m„.wn.°.°°..mm
PLEASANT GREEN SUBDIVISION
-1y.....m,.°,l,e,no,—°°°"Dr„�
"l ..
1EMINEERIMSO iOMQC
`y}L
7IiC�
JMF
JCH
www.ContechES.com
CHECKED:
APPROVED:
""°° ix°' °°' "M"' °
"u;
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45W9
FABRICATION
'Ell
SPS
PAC
g'o u' 1°�; m
°"°"°"
800-338-1122 5136t5-7000 513645-7993 FAX
SHEET NO.:
e•.ea�m�=•re,^�w.�.�
Nc
ALBEMARLE COUNTY, VIRGINIA
ew ten.,..
MARK
DATE
REVISION DESCRIPTION
BV
SS °F SZB
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arol:,wyd�—� ..a l N.b�o.
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byb.. rbbycb �� u�e"Kb-d-".1-, —1—w FMARKVDATF
REVISION DESCRIPTION
rLTOP LIFT POINTS
(MUST BE CAPABLE OF
SUPPORTING ENTIRE
WEIGHT OF HEADWALL)
(7
o0
�O
IL5 - 3"0 HOLES
IL6" DAYTON SUPERIOR TWO
<' BOLT PRESET ANCHOR
F1T-0-
0%"
?e o �I o-
PLAN - HW1C
TOTAL WEIGHT = 8.3 TONS
rLLIFT POINTS (TOP 2 LIFT
POINTS MUST BE CAPABLE
OF SUPPORTING ENTIRE
WEIGHT OF HEADWALL)
T-0"
ILTAPERED STEEL PLUG
W/ 1"0 PVC. SEE
SECTION 11 ON SHEET S10 ?y
3 - 3"0 HOLESJ�'
Q 2'-6" O.C.
2 - 370 HOLES _
Q 2'-6" O.C.
4"W x iy"D x 1'-10" LONG
BLOCKOUT FOR TIE RODS
ELEVATION 5
0`1111-414-1
EPWIMEHII), SOUMOM QC
Www.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45W9
800-338-1122 513615-7000 513 645-799 FAX
m
(LW W x %"D x 1'-10" LONG
BLOCKOUT FOR TIE RODS
IL6- DAYTON SUPERIOR TWO
BOLT PRESET ANCHOR(TYP.)
=W�SPAL
O-SERIES..
FABRICATION
DRAWING
NOTES:
- ALL EDGES OF PRECAST TO HAVE A %" CHAMFER
- ELEVATION IS LOOKING AT BACK FACE OF
HEADWALL
- HEADWALL TO BE CAST AGAINST BRIDGE UNIT
- BRIDGE UNITS MUST BE GROUTED OR BRACED
WHEN SETTING PRECAST HEADWALLS
- HEADWALL WILL NOT HANG LEVEL. ADJUST
CABLE LENGTHS AS REQUIRED
Digitally signed by
T'" P
APhilip A. Creamer
CREy
ER
Lie. NNo. 5345
Date: 2022.03.10
o. 4
Af
_.� 14:10:46-05'00'
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
QIECT No.:
689028
1 010 3/10/2022
SIGNED:
DRAM:
JMF
JCH
ECKED:
APPROVED:
SPS
PAC
OF
11'<" HEADWALL- HW7Z
6"
5 - #6 BARS EACH FACE F, 11 -TIES
(SPACE AS SHOWN) (SPACE A;
SHOWN)
$" -ES @9"-
3'-8%"
N b b+ F F n nlro ro to n yI yI
rl rr�fiT j T--T-T
TIT T T -11- IT t 1-t
TIT T T i IT t 10
T1T T T T T i IT t 110
1-1�Ttj Intl
N IT r-Itl 1
T1 TT j
I I �
46" DAYTON SUPERIOR TWO
BOLT PRESET ANCHOR (TYP.)
'""'" '_"IMARKI DATE I REVISION DESCRIPTION
Y �I
24'-11" HEADWALL-
JOINT
34-TIES (SPACE AS SHOWN)
31 - SPACES @ 9"
8"
5_1"
HEADWALL
ARCH UNIT
CONCRETE
REINF. STEEL
CONCRETE
REINF. STEEL
W✓JF
28-DAY:
4000 PSI
60,000 PSI
UNCOATED
28-DAY:
5000 PSI
60,000 PSI
UNCOATED
65,000 PSI
UNCOATED
WHEREVER THE REINFORCING IS CUT FOR THE PLACEMENT OF LIFT HOLES OR OTHER
BLOCKOUTS, REINFORCING BARS OR HARES OF EQUIVALENT CROSS -SECTIONAL AREA
SHALL BE PLACED SYMMETRICALLY AROUND THE HOLE. AT LEAST ONE BAR MUST BE
ON EACH SIDE OF THE HOLE, AND THE DEVELOPMENT LENGTH OF THE BAR MUST BE
ACHIEVED ON EITHER SIDE OF THE CUT.
11'<"HEADWALL-HW2C
6" 6"
1/p" JOINT
11 -TIES 5-#6 BARS EACH FACE
(SPACE (SPACE AS SHOWN)
SHOWN))
14 - SPACES @ 9" 5"
8„ 2" CUR.
(TYP.)
6'-0"
fr 96 EACH FACE @
t!� 1'-0" O.C. MAX.
R T H 4-1--LP__L L I_I I I I_I __L
��U �N�LI�ILLI_I I I_ILtt-TTl l-+t
4�LJ �N� lel I_I �tl—ITTFI_It
-1 -
L L 1 �P.
(TYP.)
N
8-HEADWALL
CONNECTIONS
m @ 2'$' O.C. (TYP.)
rL%"Ox 6" FERRULE LOOP INSERT
W/ s/a O THREADED ROD &
TAPERED STEEL PLUG. (TYP.)
SEE SECTION 11 ON SHEET S10
(0843) 43'-0" SPAN
ELEVATION 6
UNIT C2 S3
CNTECH'
ENGIPIEEMD S0113i OM QC
W s W.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513615-7000 513 645-7993 FAX
=W�SPAL
O-SERIES..
FABRICATION
DRAWING
TI� T TIt T T
t--
1_t + tG
TI�tTI�TT
Irt+t-
TIC T Tlt T T
IT + r
TI�tTI-tTT
1-1+t-
T Tlt T T
1T + r
I tTI
1-1+r
T
t�lrt
4
2-HEADWALL
CONNECTIONS
@ 2'-6" O.C. (TYP.)
it % °t.
pill J
AT Ai
CREAMER
Lie. No. 45345 a
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
NOTES:
-ALL EDGES OF PRECAST TO HAVE A Y4" CHAMFER
- ELEVATION IS LOOKING AT BACK FACE OF
HEADWALL
- SEE SHEET S3 FOR BRIDGE UNIT C.G. &
LIFT POINTS
- SEE SHEET S8 & S9 FOR HEADWALL C.G. &
LIFT POINTS
- HEADWALL TO BE CAST AGAINST BRIDGE UNIT
- BRIDGE UNITS MUST BE GROUTED OR BRACED
WHEN SETTING PRECAST HEADWALLS
- SEE SHEET S2 FOR BRIDGE UNIT DIMENSIONS
- INSTALL TIE RODS BEFORE UNIT IS SET
UPRIGHT & LEAVE IN PLACE UNTIL UNIT IS
GROUTED INTO FINAL POSITION
Digitally signed by
Philip A. Creamer
Date: 2022.03.10
14:10:59-05'00'
QIECTNo.:
689029
SEO.No.: DATE:
010 3/10/2022
SIGNED:
DM M:
JMF
JCH
ECKED:
APPROVED:
SPS
PAC
OF
IL6" DAYTON SUPERIOR TWO _
BOLT PRESET ANCHOR
i7
rL4"Wx%Y Dx 1'-1W LONG
BLOCKOUT FOR TIE RODS
IL6" DAYTON SUPERIOR TWO
BOLT PRESET ANCHOR(T/P.)
a
a
FLTOP LIFT POINTS
(MUST BE CAPABLE OF
SUPPORTING ENTIRE
WEIGHT OF HEADWALL)
1 /e
L IL5-3"0 HOLES
PLAN - HW2A
TOTAL WEIGHT = 8.2 TONS
FLLIFT POINTS (TOP 2 LIFT
POINTS MUST BE CAPABLE
OF SUPPORTING ENTIRE
WEIGHT OF HEADWALL)
C.G.
Y fLTAPERED STEEL PLUG
W/ 1"O PVC. SEE
-� SECTION 11 ON SHEET S10
3 - 370 HOLES
@ 2'-6" O.C.
_ 2-3"0 HOLES
@ 2'-6" O.C.
4'W x 1Y,"D x 1'-10" LONG
BLOCKOUT FOR TIE RODS
ELEVATION 7
L9-I I
C.G.—
m �?
PLAN - HW213
TOTAL WEIGHT = 11.4 TONS
a
fLTAPERED STEEL PLUG
3s�e 5 - 3"0 HOLES W/ 1 "0 PVC. SEE
1l.`yp) @ 2'$" D.C. (TYP) SECTION 11 ON SHEET S10
ELEVATION e
FLTOP LIFT POINTS
(MUST BE CAPABLE OF
SUPPORTING ENTIRE
WEIGHT OF HEADWALL)
- U'
N n O
e
IL10 - 3"0 HOLES
rLLIFT POINTS (TOP 2 LIFT
POINTS MUST BE CAPABLE
OF SUPPORTING ENTIRE
WEIGHT OF HEADWALL)
rL4"x4"x2"DEEP
BLOCKOUT(TYP.)
NOTES:
- ALL EDGES OF PRECAST TO HAVE A %" CHAMFER
- ELEVATION IS LOOKING AT BACK FACE OF
HEADWALL
- HEADWALL TO BE CAST AGAINST BRIDGE UNIT
- BRIDGE UNITS MUST BE GROUTED OR BRACED
WHEN SETTING PRECAST HEADWALLS
- HEADWALL WILL NOT HANG LEVEL. ADJUST
CABLE LENGTHS AS REQUIRED
Digitally signed
9 � Y by
ALAN Philip A. Creamer
ALAN y;•
CRBAIIL"
Lic. ND.'Z45 Q
<� 14:11:11-05'00'
n rvpn�,no mormav°n ancm mmv m rvp.—
PROJECT No.:
SEM No.: DATE:
" ' `°A °%I'.U' `x re�� a
m�.d..., --thy °,.a :p.°a °.
4
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NTECH'
/=N�SP�
11
689029
010 3/10/2022
°
mt—C
m. p,m„min.°.°°,.mmIG�
PLEASANT GREEN SUBDIVISION
DesJONED:
DRavm:
mm„m,wmm„°,I,b,l, ;r ,p°°,Dr„
,l ,
eNGINEERMSOWTIOMILC
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ALBEMARLE COUNTY, VIRGINIA
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MARK
DATE
REVISION DESCRIPTION
BY
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REVISION DESCRIPTION
rLTOP LIFT POINTS
(MUST BE CAPABLE OF
SUPPORTING ENTIRE
WEIGHT OF HEADWALL)
- d
. 0
rn
O
IL5 - 3"0 HOLES
4'-11s/4"
3'-0" 3'-0"+f
HOWA
PLAN - HW2C
TOTAL WEIGHT = 9.0 TONS
rLLIFT POINTS (TOP 2 LIFT
POINTS MUST BE CAPABLE
OF SUPPORTING ENTIRE
WEIGHT OF HEADWALL)
—1 V-4"
-ti�;4
�}
i
ILTAPERED STEEL PLUG
W/ 1"0 PVC. SEE
SECTION 11 ON SHEET S10 ?y
3 - 3"0 HOLES
Q 2'-6" O.C.
2 - 370 HOLES _
Q 2'-6" O.C.
4"W x 1Y"D x 1'-10" LONG
BLOCKOUT FOR TIE RODS
ELEVATION s
0`1111-414-1
EPWIMEHII), SOUMOM QC
Www.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45W9
800-338-1122 513615-7000 513 645-799 FAX
_ IL6" DAYTON SUPERIOR TWO
BOLT PRESET ANCHOR
m
(L4"W x 1Y,"D x 1'-10" LONG
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IL6" DAYTON SUPERIOR TWO
BOLT PRESET ANCHOR(TYP.)
W
m
'-6Yz"
IIIXIIN�SPAL
O-SERIES..
FABRICATION
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NOTES:
- ALL EDGES OF PRECAST TO HAVE A %" CHAMFER
- ELEVATION IS LOOKING AT BACK FACE OF
HEADWALL
- HEADWALL TO BE CAST AGAINST BRIDGE UNIT
- BRIDGE UNITS MUST BE GROUTED OR BRACED
WHEN SETTING PRECAST HEADWALLS
- HEADWALL WILL NOT HANG LEVEL. ADJUST
CABLE LENGTHS AS REQUIRED
r lPDigitally signed by
ALAN �,, Philip A. Creamer
CRNo.45R
Lie. No. 45345 e f Date: 2022.03.10
_.Clw 14:11:28-05'00'
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
QIECT No.:
689028
1 010 3/10/2022
sIDNED:
DRAM:
JMF
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REVISION DESCRIPTION
2" CLR.
(TYP.)
#6 EACH FACE _
@ 1'-0" O.C. MAX.
1Y-," x 3Ya"
KEYWAY
PRECAST _
BRIDGE UNIT
6 - 05 @ 4 2 O.C. (MATCH
LENGTH OF Al OR A1A
MESH ON SHEET S2)
rLDAYTON SUPERIOR
%"0 x 7Ya" F-58 EC INSERT (STAINLESS)
1Y4.0 x 1'$" COIL ROD (STAINLESS)
DOUBLE NUT (STAINLESS)
WASHER (PW-2) (GALVANIZED)
6"
91, O.C. VARIES
2'-8"
- #5 @ 9" O.C. g^
�2-#6 TOP &BOTTOM
3"0 HOLE GROUT SOLID IN FIELD
AFTER INSTALLATION OF COIL ROD
NOTE'
FORM VOID AS REQUIRED FOR COIL
-1" PENETRATION (MIN. 2y" FROM TOP OF INSERT)
L ADD #6 @ 8" (OR EQUIV.) TO
TRANSVERSE REINFORCEMENT /\ 6-6"•�.{
IN END BRIDGE UNITS
SECTION 10
sa,37 6••
W
IY
j o I
REINFORCING NOT
SHOWN FOR CLARITY
1"O x9"PVC 1Y",
WO THREADED ROD 8'II
TAPERED STEEL PLUG
1"O HOLE
THRU PLUG 2•
a%"0x6"FERRULE
LOOPINSERT
SECTION ,1
sa,s7
CNTECH'
EPWIMEHII), S0113i OM QC
Www.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45W9
800-338-1122 513615-7000 513 645-799 FAX
=N�SPAL
O-SERIES..
FABRICATION
DRAWING
1%"0 HOLE
M
PW-2
(R WASHER, Y," x 4" x 4')
(GALVANIZED AS PER ASTM A123)
PHILIP
ALAN
CREAMER
Lic. No. 45345
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
Digitally signed
by Philip A.
Creamer
Date: 2022.03.10
14:11:43-05'00'
QIECT No.:
689028
1 010 3/10/2022
SIGNED:
DRAM:
JMF
JCH
ECKED:
APPROVED:
SPS
PAC
OF
IL VO HOLE
FOR TIE ROD
1�25�"
— � — — — —
T 6 � (T 2t/z
ALONGG TI T/ARCH) ALONG T/ARCH)
REINFORCING BLOCKOUT
(TYP.) SEE SHEET S24 FOR
MORE INFORMATION
—T-
1 C.G.
12
PLAN - C3
TOTAL WEIGHT = 24.5 TONS
4D'-SY;'
m
DENOTES REFERENCE POINT v
FOR LOADING UNIT ON TRAILER Y
kii�m 1
ry ELEVATION 2
4-6"�i
Tr
LIFT INSERT (TYP.)
(0843) 4T-0" SPAN x 8'-9s/e' RISE
PRECAST BRIDGE UNIT
PROVIDE EDGE LIFT POINTS FOR
HANDLING UNIT ON ITS SIDE
Wx3V
BLOCKOUT (TYP.)
TL1"0 HOLE
FOR TIE ROD
NOTES:
-ALL EDGES OF PRECAST TO HAVE A %" CHAMFER
- SEE SHEET S2 FOR BRIDGE UNIT DIMENSIONS
- INSTALL TIE RODS BEFORE UNIT IS SET
UPRIGHT & LEAVE IN PLACE UNTIL UNIT IS
GROUTED INTO FINAL POSITION
- MANUFACTURER SHALL MARK END OF UNIT C3
WITH REINFORCING BLOCKOUT PRIOR TO
SHIPPING.
ARCH UNIT
CONCRETE
REINF. STEEL
WWF
28-DAY:
6000 PSI
60,000 PSI
UNCOATED
65,000 PSI
UNCOATED
WHEREVER THE REINFORCING IS CUT FOR THE
PLACEMENT OF LIFT HOLES OR OTHER BLOCKOUTS,
REINFORCING BARS OR WIRES OF EQUIVALENT
CROSS -SECTIONAL AREA SHALL BE PLACED
SYMMETRICALLY AROUND THE HOLE. AT LEAST ONE
BAR MUST BE ON EACH SIDE OF THE HOLE, AND THE
DEVELOPMENT LENGTH OF THE BAR MUST BE
ACHIEVED ON EITHER SIDE OF THE CUT.
�Ilffl Digitally signed
p,p by Philip A.
"I
CRHAbiFiR M Creamer
Lic.No. 45345 Date: 2022.03.10
14:11:56-05'00'
n rvpn�,no m°rmav°n--mym rvr.—
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PROJECT No.:
SEQ. No.: DATE:
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688028
010 3/10/2022
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C
PLEASANT GREEN SUBDIVISION
DESJONED:
DRAWN:
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9025 Centre Pointe Dr., Suite 400, West Chester, OH 45059
FABRICATION
SHEET NO.:
,-"'m e,.,am m�..�,,�,w,�,m
800-338-1122 5136iS7000 513E4S7993 FAX
DRAWJNG
ALBEMARLE COUNTY, VIRGINIA
p
°„remmm m,:°n m ew mn,�,.
MARK
DATE
REVISION DESCRIPTION
BY
S11 oP S26
4'-6"
NOTES:
-ALL EDGES OF PRECAST TO HAVE A %" CHAMFER
- SEE SHEET S2 FOR BRIDGE UNIT DIMENSIONS
- INSTALL TIE RODS BEFORE UNIT IS SET
UPRIGHT & LEAVE IN PLACE UNTIL UNIT IS
GROUTED INTO FINAL POSITION
�j
ARCH UNIT
CONCRETE
REINF. STEEL
WWF
28-DAY:
6000 PSI
60,000 PSI
UNCOATED
65,000 PSI
UNCOATED
T
WHEREVER THE REINFORCING IS CUT FOR THE
PLACEMENT OF LIFT HOLES OR OTHER BLOCKOUTS,
REINFORCING BARS OR WIRES OF EQUIVALENT
CROSS -SECTIONAL AREA SHALL BE PLACED
SYMMETRICALLY AROUND THE HOLE. AT LEAST ONE
BAR MUST BE ON EACH SIDE OF THE HOLE, AND THE
r
TrV
T T
I
DEVELOPMENT LENGTH OF THE BAR MUST BE
ACHIEVED ON EITHER SIDE OF THE CUT.
IL O HOLE
in
LIFT INSERT (TYP.)^
FOR TIE ROD
13
PLAN - C4
TOTAL WEIGHT = 24.5 TONS
43'-1%'
1� 25�,'
T-2lle
40'-St/4"
(0843) 4T-0" SPAN x 8'-9s/e' RISE
PRECAST BRIDGE UNIT
22W
10p
DENOTES REFERENCE POINT
FOR LOADING UNIT ON TRAILER
Y
PROVIDE EDGE LIFT POINTS FOR
HANDLING UNIT ON ITS SIDE
N TL1"0 HOLE
—a FOR TIE ROD
\m
W x 3Ke"
BLOCKOUT (TYP.)
r
,�
,
Digitally signed
ELEVATION 3
"' P '
by Philip A.
PHILIP J
L "i,
Creamer
CRE:1biL
Lie. No. 45345
Date: 2022.03.10
14:12:09
-05'00'
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PROJECT No.:
I SEM No.: I DATE:
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688028
010 3/70/2022
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9025 Centre Pointe Dr., Suite 400, West Chester, OH 45059
FABRICATION
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800338-1122 513-645-7000 513645-7993 FAX
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DRAWNG
ALBEMARLE COUNTY, VIRGINIA
•m&mom P . by, h.,.
MARK
DATE
REVISION DESCRIPTION
By
S12 DE S26
FLLIFT POINTS (TOP 2 LIFT T-5"
POINTS MUST BE CAPABLE 1 �"
OF SUPPORTING ENTIRE 8'
1'-0"
WEIGHT OF WINGWALL) r 4Yz"
L14
�4— C I o
II II v m
- II II
HH HH
m N Hi
1 N I I III =
24
FLWALL
ANCHOR
WINGWALL - WW1A
rLLIFT POINTS (TOP 2 LIFT
POINTS MUST BE CAPABLE _
OF SUPPORTING ENTIRE
WEIGHT OF WINGWALL)
o 4'/s" ~
15
n T T o 0
m
ILWALL
ANCHOR
TOTAL WEIGHT = 4.7 TONS
3'-0" 1 T-9'
1'-0"
L
WINGWALL - WW1 B
TOTAL WEIGHT = 8.5 TONS
'""'" '—"IMARKI DATE I REVISION DESCRIPTION
#4 @ T-6- O.C.
EACH FACE, EACH WAY
OR EQUIVALENT MESH
VERTICAL BARS:
2-#4@3"0.C.
BACK FACE ONLY
2" CUR.
(TYP.)
#4 x 10'-2"
BACK FACE ONLY
#5 EACH FACE
(TYP. ALL EDGES)
l VERTICAL BARS:
2-#4@3"O.C.
BACK FACE ONLY
VERTICAL STEEL AT ANCHOR
TO BE 2" CUR. FROM BACK
FACE OF WALL (TYP.)
W = 3'-TYP B S.A,. TYPE B
_<
0
REINFORCING DETAIL - WW1A
(FOR ANCHOR REINFORCING SEE SHEET S20)
I-LS" DAYTON SUPERIOR
TWO BOLT PRESET ANCHOR
. p���'lll 11
.- � ijL.. I
SECTION 4
NOTES:
-ALL EDGES OF PRECAST TO HAVE AY4" CHAMFER
- ELEVATION IS LOOKING AT BACK FACE OF WINGWALL
- BACK FACE DENOTES ANCHOR SIDE OF WINGWALL
- WINGWALL WILL NOT HANG LEVEL. ADJUST
CABLE LENGTHS AS REQUIRED
WINGWALL
CONCRETE
REINF. STEEL
VJ✓JF
28-DAY:
4000 PSI
60,000 PSI
UNCOATED
65,000 PSI
UNCOATED
WHEREVER THE REINFORCING IS CUT FOR THE
PLACEMENT OF LIFT HOLES OR OTHER BLOCKOUTS,
REINFORCING BARS OR WIRES OF EQUIVALENT
CROSS -SECTIONAL AREA SHALL BE PLACED
SYMMETRICALLY AROUND THE HOLE. AT LEAST ONE
BAR MUST BE ON EACH SIDE OF THE HOLE, AND THE
DEVELOPMENT LENGTH OF THE BAR MUST BE
ACHIEVED ON EITHER SIDE OF THE CUT.
r
4y. L8" DAYTON SUPERIOR
TWO BOLT PRESET ANCHOR
'II.If ...��J
1
L '
SECTION ,5
" Y2" THICK EXPANSION BOARD PAD
ATTACHED TO WINGWALL WITH #5 EACH FACE
CONSTRUCTION ADHESIVE (TYP.) (TYP. ALL EDGES)
#4 @ V-8" O C (L8" DAYTON SUPERIOR 4y„
o oL EACH FACE, EACH WAY i TWO BOLT PRESET ANCHOR 5"
"r OR EQUIVALENT MESH / r
16 2"CUR. i I �, — 1 t�
(TYP.) VERTICAL BARS: a II — �G, -
VERTICAL BARS: r BACKFACEONLY
? 2-#4@3"O.C.
BACK FACE ONLY VERTICAL STEEL AT ANCHOR
TO BE 2"CUR. FROM BACK
#4 x 8'-0" FACE OF WALL (TYP.)
III`l BACK FACE ONLY
I SECTION ,6
I — —
rL,V'O WEEPHOLE C=7 =
THROUGH WINGWALL 1= 4
u LL
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CNTECH'
ENGIMEHII), S0113i OM QC
W s W.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513615-7000 513 645-7993 FAX
REINFORCING DETAIL - WW1 B
(FOR ANCHOR REINFORCING SEE SHEET S20)
CM�SFIAJ W
0-SERIES..
FABRICATION
DRAWING
/ PIiFLIP
Cat: ANk"11
Lie. No. 45345 Q_ 4
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
Digitally signed by
Philip A. Creamer
Date: 2022.03.10
14:12:20-05'00'
QIECTNo.:
689028
1 010 3/10/2022
SIGNED:
DRANM:
JMF
JCH
ECKED:
APPROVED:
SPS
PAC
OF
3'-0" T-D"
II
II II I
FH Fli
Fd I
HH —
II II I
'E B TYPE B TYPE
I_ 51-0" 1-- 5'-0" —
WINGWALL - WW2A
TOTAL WEIGHT = 9.2 TONS
rL WALL
ANCHOR
rLLIFT POINTS (TOP 2 LIFT
POINTS MUST BE CAPABLE
OF SUPPORTING ENTIRE
WEIGHT OF WINGWALL)
#5 EACH FACE
(TYP. ALL EDGES)
VERTICAL BARS:
2-#4@3. O.C.
BACK FACE ONLY
I II
VERTICAL STEEL AT ANCHOR
TO BE 2" CLR. FROM BACK
FACE OF WALL (TVP.)
94 @ 1'-6' O.C.
EACH FACE, EACH WAY
OR EQUIVALENT MESH
VERTICAL BARS:
2-#4@3"O.C.
BACK FACE ONLY
2" CLR.
(TYP.)
NOTES:
-ALL EDGES OF PRECAST TO HAVE AY4" CHAMFER
- ELEVATION IS LOOKING AT BACK FACE OF WINGWALL
- BACK FACE DENOTES ANCHOR SIDE OF WINGWALL
- WINGWALL WILL NOT HANG LEVEL. ADJUST
CABLE LENGTHS AS REQUIRED
WINGWALL
CONCRETE
REINF. STEEL
W✓JF
28-DAY:
4000 PSI
60,000 PSI
UNCOATED
65,000 PSI
UNCOATED
a
.L/—
WHEREVER THE REINFORCING IS CUT FOR THE
I 1
#4 X 15'-2"
PLACEMENT OF LIFT HOLES OR OTHER BLOCKOUTS,
I I
II II
BACK FADE ONLY
REINFORCING BARS OR WIRES OF EQUIVALENT
CROSS -SECTIONAL AREA SHALL BE PLACED
SYMMETRICALLY AROUND THE HOLE. AT LEAST ONE
I;I,H
II II
FY
I I
J
BAR MUST BE ON EACH SIDE OF THE HOLE, AND THE
DEVELOPMENT LENGTH OF THE BAR MUST BE
— i=
\
_ _
_
ACHIEVED ON EITHER SIDE OF THE CUT.
TYPE B
TY E 13
5'-0"
2 O
3'-0" Z
x<
0
2 O
4y„ 1L8" DAYTON SUPERIOR
TWO BOLT PRESET ANCHOR
REINFORCING DETAIL - WW2A
(FOR ANCHOR REINFORCING SEE SHEET S20)
10.4"
SECTION 17
a•-10"
2'-g
#5 EACH FACE
#4 @ 1'$' O.C.
2'-6"
(TYP. ALL EDGES)
LIFT POINTS (TOP 2 LIFT
EACH FACE, EACH WAY
8"
1•_p^
POINTS MUST BE CAPABLE
OR EQUIVALENT MESH
fj-8" DAYTON SUPERIOR
OF SUPPORTING ENTIRE
� —
2" CLR.
TWO BOLT PRESET ANCHOR �`T
aY
WEIGHT OF WINGWALL) V2-#4 LBARS:
BACK FACE ONLY
VERTICAL BARS:
4j/2"
4i/"
2-#4@3"O.C.
BACK FACE ONLY
17 "
18 VERTICAL STEEL AT ANCHOR
I� I
31
—�
N
TO BE 2" CLR. FROM BACK
C.G.
FACE OF WALL71
0
0
w
I
SECTION 8
I I
#4 x 9'-8"
--
BACKFACEONLY
ANCHOR
WINGWALL - WW2B
TOTAL WEIGHT = 8.0 TONS
'""'" '—"IMARKI DATE I REVISION DESCRIPTION
TYPETYPE B W O
5._p. 2$,
_<
REINFORCING DETAIL - WW26
(FOR ANCHOR REINFORCING SEE SHEET S20)
0`111111-414-1
EPWIMEHII), SOUMOM QC
W s W.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
8DO-338-1122 513615-7000 513E45-7993 FAX
MSPAL
O-SERIES..
FABRICATION
DRAWING
Digitally signed b
AT —AN Philip A. Creamer
CRFAMEAT—AN >
ic-P0.453 Date: 2022.03.10
Lic. No.45315 ,1,
�. �� 14:12:36-05'00'
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
QIECT11-
689028
SEO. No.: DATE:
1 010 3/10/2022
SIGNED:
DRANM:
JMF
JCH
ECKED:
APPROVED:
SPS
PAC
OF
312" THICK EXPANSION BOARD PAD
ATTACHED TO WINGWALL WITH
CONSTRUCTION ADHESIVE (TYP.)
yr
",Iu ma""e,.ymommawh,»n ,
remly d,,d,,maaw 1.b,l,ry w ,
anngl 1.x ed.... I.1d, dNm erei
n ,.. a�do�a,rea 1.
na&11um a 11i LV maell
�mlary,In
23"
TL,V'O WEEPHOLE
THROUGH WINGWALL
NOTES:
-ALL EDGES OF PRECAST TO HAVE AY4" CHAMFER
- ELEVATION IS LOOKING AT BACK FACE OF WINGWALL
- BACK FACE DENOTES ANCHOR SIDE OF WINGWALL
- WINGWALL WILL NOT HANG LEVEL. ADJUST
CABLE LENGTHS AS REQUIRED
5" V-6" fL LIFT POINTS (TOP 2 LIFT #5 EACH FACE WINGWALL
1'$"
POINTS MUST BE CAPABLE (TYP. ALL EDGES) CONCRETE REINF. STEEL VJ✓JF
OF SUPPORTING ENTIRE 2" CUR. 28-DAY: 60,000 PSI 65,000 PSI
TWEIGHT OF WINGWALL) 1 (TYP.) 4000 PSI UNCOATED UNCOATED
I WHEREVER THE REINFORCING IS CUT FOR THE
#4 @ 1,-ff„ O.C. I PLACEMENT OF LIFT HOLES OR OTHER BLOCKOUTS,
4y" EACH FACE, EACH WAY REINFORCING BARS OR WIRES OF EQUIVALENT
OR EQUIVALENT MESH III CROSS -SECTIONAL AREA SHALL BE PLACED
4t/p VERTICAL BARS:SYMMETRICALLY AROUND THE HOLE. AT LEAST ONE
_EsCH SIDE OF THE HOLE,
1 o 4-#6Q3"O.C. DPdENLO MENTONENGTH OF THE BAR MUST BEDTHE
O BACK FACE ONLY ACHIEVED ON EITHER SIDE OF THE CUT.
20 VERTICAL STEEL AT ANCHOR 3
C.G TO BE 2" CLR. FROM BACK
- FACE OF WALL (TYP.) III
I om I I I
I J III BACK FACE ONLY
ILWALL
ANCHOR
WINGWALL - WW2C
TOTAL WEIGHT = 5.3 TONS
r.
TYPEC 2 O
ro # 2.-6., W U
=a
u LL
� Q
REINFORCING DETAIL - WW2C
(FOR ANCHOR REINFORCING SEE SHEET S21)
I-L8" DAYTON SUPERIOR
TWO BOLT PRESET ANCHOR
SECTION 0
DATE I REVISION DESCRIPTION
TLB" DAYTON SUPERIOR 4y2"
TWO BOLT PRESET ANCHOR
_ — - L:..
d"11111.414-1
ENGIPIEEMD SOUMOM QC
W s W.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513615-7000 513 645-7993 FAX
SECTION zo
IIXIIN�SPAL
O-SERIES..
FABRICATION
DRAWN
PEILIP
ALAN
CR-WmER
Lie. No. 45345
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
Digitally signed by
Philip A. Creamer
Date: 2022.03.10
14:12:50-05'00'
QIECT No.:
689028
1 010 3/10/2022
SIGNED:
DRAM:
JMF
JCH
ECKED:
APPROVED:
SPS
PAC
OF
6'-6y'
F4YY�—`J
m
n
^ o II
I —
II
I FH
#4 @ V-6" O.C.
EACH FACE, EACH WAY
#5 EACH FACE OR EQUIVALENT MESH
(TYP. ALL EDGES) VERTICAL BARS:
2 -#4 @ 3" O.C.
rLLIFT POINTS (TOP 2 LIFT
—3-0 POINTS MUST BE CAPABLE VERTICAL BARS:
BACK FACE ONLY
2 - #4 @ 3" O.C. n- VERTICAL BARS:
2'-0" OF SUPPORTING ENTIRE BACK FACE ONLY 2 - #5 @ 3" O.C.
WEIGHT OF WINGWALL) BACK FACE ONLY
\ 2"CLR.
(TYP.)
I I - VERTICAL STEEL AT ANCHOR
#4 x 15•-2"
- - TO BE 2"CLR. FROM BACK III 'III BACK FACE ONLY
,' a FACE OF WALL (TYP.) I— — — .— — — —
fL WALL
ANCHOR
WINGWALL - WW3A
TOTAL WEIGHT = 6.8 TONS
�4-9Yr
fLLIFT POINTS (TOP2 LIFT
9• POINTS MUST BE CAPABLE
OF SUPPORTING ENTIRE
WEIGHT OF WINGWALL)
4y" 4)2"
21
m
o fO
Q. 22
o
m -
I II I IILFH],
4 WALL
ANCHOR
WINGWALL - WW313
TOTAL WEIGHT = 7.2 TONS
' ""' "m"'P IMARKI DATE I REVISION DESCRIPTION
#5 EACH FACE
(TYP. ALL EDGES)
VERTICAL BARS:
2-114@3"O.C.
BACK FACE ONLY
xQ
� LL
REINFORCING DETAIL - WW3A Q
(FOR ANCHOR REINFORCING SEE SHEET S20)
#4 @ 1'-0" O.C.
EACH FACE, EACH WAY
OR EQUIVALENT MESH
2" CLR.
(TYP.)
VERTICAL BARS:
2-#4@3"O.C.
BACK FACE ONLY
VERTICAL STEEL AT ANCHOR
II
3I
TO BE 2" CLR. FROM BACK
FACE OF WALL (TYP.)
#4 x 9'-8"
BACK FACE ONLY
�p
I `
J
TYPETYPE B
W 00
5' 0" 2
E"
=a
u
LL
� 0
REINFORCING DETAIL
- WW3B
(FOR ANCHOR REINFORCING SEE SHEET S20)
CNTECH'
ENGIMEHII), SOUMOM QC
W s W.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513615-7000 513 645-7993 FAX
=N�SPAL
O-SERIES..
FABRICATION
DRAWING
4y"
NOTES:
-ALL EDGES OF PRECAST TO HAVE AY4" CHAMFER
- ELEVATION IS LOOKING AT BACK FACE OF WINGWALL
- BACK FACE DENOTES ANCHOR SIDE OF WINGWALL
- WINGWALL WILL NOT HANG LEVEL. ADJUST
CABLE LENGTHS AS REQUIRED
WINGWALL
CONCRETE
REINF. STEEL
W✓JF
28-DAY:
4000 PSI
60,000 PSI
UNCOATED
65,000 PSI
I UNCOATED
WHEREVER THE REINFORCING IS CUT FOR THE
PLACEMENT OF LIFT HOLES OR OTHER BLOCKOUTS,
REINFORCING BARS OR WIRES OF EQUIVALENT
CROSS -SECTIONAL AREA SHALL BE PLACED
SYMMETRICALLY AROUND THE HOLE. AT LEAST ONE
BAR MUST BE ON EACH SIDE OF THE HOLE, AND THE
DEVELOPMENT LENGTH OF THE BAR MUST BE
ACHIEVED ON EITHER SIDE OF THE CUT.
IL8" DAYTON SUPERIOR
TWO BOLT PRESET ANCHOR
SECTION 21
TL8" DAYTON SUPERIOR
by
TWO BOLT PRESET ANCHOR
I
p q
p�/ IIIII
-.
SECTION 22
`n Digitally signed by
PIiILIP� Philip A. Creamer
ALAN
caa.AacGx Date:2022.03.10
Lie. No. 45345
QIECTNo. SEMNo, DATE:
689029 010 3/10/2022
PLEASANT GREEN SUBDIVISION y JMF ~..'JCH
CHECKED: APPROVED:
SPS PAC
ALBEMARLE COUNTY, VIRGINIA SHEET NO.:
S16 DE SA'
)'z" THICK EXPANSION BOARD PAD
ATTACHED TO WINGWALL WITH
CONSTRUCTION ADHESIVE (TYP.)
1'-0"
33/e� 2,E
CLLIFT POINTS (TOP 2 LIFT
POINTS MUST BE CAPABLE
OF SUPPORTING ENTIRE
WEIGHT OF WINGWALL)
#5 EACH FACE
(TYP. ALL EDGES)
� II
VERTICAL BARS: I
4-#6@3"O.C.
BACK FACE ONLY
23
v.
j C.G m m 24 VERTICAL STEEL AT ANCHOR j
I o TO BE 2"CUR. FROM BACK
o 1 o FACE OF WALL (TYP.)
E" �f
CL4"9 WEEPHOLE 1'E" fLWALL
THROUGH WINGWALL
ANCHOR
WINGWALL - WW3C
TOTAL WEIGHT = 9.8 TONS
CL8" DAYTON SUPERIOR
TWO BOLT PRESET ANCHOR
leie
SECTION 23
'""' "m '_"IMARKI DATE I REVISION DESCRIPTION
F.
#4 @ V-6- O.C.
EACH FACE, EACH WAY
OR EQUIVALENT MESH
2" CLR.
(TYP.)
VERTICAL BARS:
2-#4@3"O.C.
BACK FACE ONLY
#4 x F-0"
BACK FACE ONLY
TYPE w O
5'-0' 2'$"
=a
I]
�O
REINFORCING DETAIL - WW3C
(FOR ANCHOR REINFORCING SEE SHEET S20 & S21)
CBS" DAYTON OR 4 ,
TWO BOLT PRESETT ANCHOR I
/ II
II II o
-p/ I1. I fI .
��JL,
0`111111.414-1
ENGIMEMD S0113i OM QC
W s W.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45W9
800-338-1122 513615-7000 513 645-7993 FAX
SECTION 24
/CGP�41113PA L
O-SERIES..
FABRICATION
DRAWING
/ PIIILIP
ALAN
CREAMER
Lie. No.45345
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
NOTES:
-ALL EDGES OF PRECAST TO HAVE AY4" CHAMFER
- ELEVATION IS LOOKING AT BACK FACE OF WINGWALL
- BACK FACE DENOTES ANCHOR SIDE OF WINGWALL
- WINGWALL WILL NOT HANG LEVEL. ADJUST
CABLE LENGTHS AS REQUIRED
WINGWALL
CONCRETE
REINF. STEEL
W✓JF
28-DAY:
4000 PSI
60,000 PSI
UNCOATED
65,000 PSI
UNCOATED
WHEREVER THE REINFORCING IS CUT FOR THE
PLACEMENT OF LIFT HOLES OR OTHER BLOCKOUTS,
REINFORCING BARS OR WIRES OF EQUIVALENT
CROSS -SECTIONAL AREA SHALL BE PLACED
SYMMETRICALLY AROUND THE HOLE. AT LEAST ONE
BAR MUST BE ON EACH SIDE OF THE HOLE, AND THE
DEVELOPMENT LENGTH OF THE BAR MUST BE
ACHIEVED ON EITHER SIDE OF THE CUT.
Digitally signed by
Philip A. Creamer
Date: 2022.03.10
14:13:55-05'00'
QIECTNo.:
689028
1 010 3/10/2022
SIGNED:
DRAM:
JMF
JCH
ECKED:
APPROVED:
SPS
PAC
OF
ILLIFT POINTS (TOP 2 LIFT
POINTS MUST BE CAPABLE
OF SUPPORTING ENTIRE
WEIGHT OF WINGWALL)
4 LIFT POINTS (TOP 2 LIFT
POINTS MUST BE CAPABLE
OF SUPPORTING ENTIRE
WEIGHT OF WINGWALL)
yr
remly ai.emm, aw 1.b,l,ry wp,
anngl 1.x-d....I.1d—dN—erei
n ,...—do�a,re.1.
na&11u—a 11i LV mhlll
F-- 3'-0�
� WALL
ANCHOR
WINGWALL - WW4A
TOTAL WEIGHT = 4.8 TONS
2'-6'
#4 Q V-6- O.C.
EACH FACE, EACH WAY
OR EQUIVALENT MESH
4y VERTICAL BARS:
F rQ3"O.C.
BACKCKFACE ONLY
25 2" CLR.
(TYP.) f
i
n
q � #4 x 10'-2" I
a BACK FACE ONLY
9"
4t/z'
"� 25
HHGI
ILWALL
ANCHOR
WINGWALL - WW41B
TOTAL WEIGHT = 6.6 TONS
DATE I REVISION DESCRIPTION
LL� L �j
_ iO TYPE B �B
2
w Z 3'-0"
da
�O
#5 EACH FACE
(TYP. ALL EDGES)
VERTICAL BARS:
2-#4Q 3"O.C.
BACK FACE ONLY
VERTICAL STEEL AT ANCHOR
TO BE 2" CLR. FROM BACK
FACE OF WALL (TYP.)
REINFORCING DETAIL - WW4A
(FOR ANCHOR REINFORCING SEE SHEET S20)
#5
EACH FACE
#4 Q V-6" O.C.
(TVP.
ALL EDGES)
EACH FACE, EACH WAY
OR EQUIVALENT MESH
�� I
/
(TVP.)
i 'I I/ /
VERTICAL BARS:
VERTICAL BARS:
r
2 - #4 Q 3" O.C.
2-#4Q 3"O.C.
BACK FACE ONLY
BACK FACE ONLY
VERTICAL STEEL AT ANCHOR
#4 x 8'-8"
TO BE 2" CLR. FROM BACK
BACK FACE ONLY
I
FACE OF WALL (TYP.)
x_ TYPE B TYPE 8
da 2-0 50"
20
REINFORCING DETAIL - WW4B
(FOR ANCHOR REINFORCING SEE SHEET S20)
0`11111-414-1
ENGIMEHII), SOUMONS QC
W s W.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
8DO-338-1122 513615-7000 513 645-7993 FAX
MSPAL
O-SERIES..
FABRICATION
DRAWN
NOTES:
-ALL EDGES OF PRECAST TO HAVE AY4" CHAMFER
- ELEVATION IS LOOKING AT BACK FACE OF WINGWALL
- BACK FACE DENOTES ANCHOR SIDE OF WINGWALL
- WINGWALL WILL NOT HANG LEVEL. ADJUST
CABLE LENGTHS AS REQUIRED
WINGWALL
CONCRETE
REINF. STEEL
VJ✓JF
28-DAY:
4000 PSI
60,000 PSI
UNCOATED
65,000 PSI
UNCOATED
WHEREVER THE REINFORCING IS CUT FOR THE
PLACEMENT OF LIFT HOLES OR OTHER BLOCKOUTS,
REINFORCING BARS OR WIRES OF EQUIVALENT
CROSS -SECTIONAL AREA SHALL BE PLACED
SYMMETRICALLY AROUND THE HOLE. AT LEAST ONE
BAR MUST BE ON EACH SIDE OF THE HOLE, AND THE
DEVELOPMENT LENGTH OF THE BAR MUST BE
ACHIEVED ON EITHER SIDE OF THE CUT.
rL8" DAYTON SUPERIOR
TWO BOLT PRESET ANCHOR
SECTION 25
4y„ IL8" DAYTON SUPERIOR
TWO BOLT PRESET ANCHOR
1
SECTION 26
1��gL'I'II
/ PIIILIP
ALAN
CREAMER
Lic. No. 45345 gl.
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
Digitally signed
by Philip A.
Creamer
Date: 2022.03.10
14:14:08-05'00'
QIECT No.:
689028
SEO. No.: DATE:
1 010 3/10/2022
SIGNED:
DRAM:
JMF
JCH
ECKED:
APPROVED:
SPS
PAC
OF
4'-0,.
1'-0"
TLLIFT POINTS(TOP2 LIFT rE" 2'-6"38
POINTS MUST BE CAPABLE 11-0"
OF SUPPORTING ENTIRE
WEIGHT OF WINGWALL) o}
N F
4Yz"
4WALL'—
ANCHOR
WINGWALL - WW4C
TOTAL WEIGHT = 8.2 TONS
y" THICK EXPANSION BOARD PAD
ATTACHED TO WINGWALL WITH
CONSTRUCTION ADHESIVE (TYP.)
TL,V'O WEEPHOLE
THROUGH WINGWALL
4Y2, rL8" DAYTON SUPERIOR
I TWO BOLT PRESET ANCHOR
II ILA '
II p
SECTION 27
DATE I REVISION DESCRIPTION
#4 @ V-6.O.C.
EACH FACE, EACH WAY
OR EQUIVALENT MESH
2"CLR.
(TYP.)
� II
� II
�� II
VERTICAL BARS: I
2-#4@37O.C.
BACK FACE ONLY
#5 EACH FACE
(TYP. ALL EDGES)
IIII
IIII 4VERTICAL BARS:
- ##
I BACK FACE ONLY
IIII
IIII j VERTICAL STEEL AT ANCHOR
IIII TO BE 2" CUR. FROM BACK
III I FACE OF WALL (TYP.)
#4 x 9'-0" IIII '1" f
BACK FACE ONLY IIII_ _ III II I
IflL� s is _ — —i-"I
x_ TYPE B —MC
IL
<
2O
REINFORCING DETAIL - WW4C
(FOR ANCHOR REINFORCING SEE SHEET S20 & S21)
I'LB" DAYTON SUPERIOR
TWO BOLT PRESET ANCHOR
CNTECH'
ENGIMEHIM SOUMOM QC
W s W.ContechES.conn
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513615-7000 513 645-7993 FAX
I
�A II
q ll l.IllL'
SECTION 2B
1130P�48PAI W
O-SERIES.
FABRICATION
DRAWING
NOTES:
-ALL EDGES OF PRECAST TO HAVE AY4" CHAMFER
- ELEVATION IS LOOKING AT BACK FACE OF WINGWALL
- BACK FACE DENOTES ANCHOR SIDE OF WINGWALL
- WINGWALL WILL NOT HANG LEVEL. ADJUST
CABLE LENGTHS AS REQUIRED
WINGWALL
CONCRETE
REINF. STEEL
W✓JF
28-DAY:
4000 PSI
60,000 PSI
UNCOATED
65,000 PSI
UNCOATED
WHEREVER THE REINFORCING IS CUT FOR THE
PLACEMENT OF LIFT HOLES OR OTHER BLOCKOUTS,
REINFORCING BARS OR WIRES OF EQUIVALENT
CROSS -SECTIONAL AREA SHALL BE PLACED
SYMMETRICALLY AROUND THE HOLE. AT LEAST ONE
BAR MUST BE ON EACH SIDE OF THE HOLE, AND THE
DEVELOPMENT LENGTH OF THE BAR MUST BE
ACHIEVED ON EITHER SIDE OF THE CUT.
S X111 e at
Digitally signed by
Pell ALAIP '�tp, Philip A. Creamer
ALAN y�
.o
Lie. N.45345 > Date:2022.03.10
NM�yJ 14:14:21-05'00'
QIECTNo. SEQ.No. DATE:
689029 010 3/10/2022
PLEASANT GREEN SUBDIVISION y JMF ~..'JCH
CHECKED: APPROVED:
SPS PAC
ALBEMARLE COUNTY, VIRGINIA SHEET NO.:
S .I 19 DE SA,
62 BAR
�2-B5BARS
� B1, B6, B7, B8
B4
4 - 63 BARS,
SPACED AS SHOWN
FRONT FACE OF PLAN - TYPE A
PRECAST WALL —/
WALL REINFORCING NOT SHOWN
FOR CLARITY. SEE WINGWALL SHOP
DRAWINGS FOR WALL REINFORCING.
BAR LIST - TYPE A
MARK
CITY
SIZE
A
TYPE
LENGTH
FINISH
131
3
96
3'-0"
3
EPDXY'
B2
1
#5
STR.
1'-8"
BLACK
B3
4
95
STR.
2'-V'
BLACK
B4
6
95
STR.
2'-2"
BLACK
B5
2
95
2'-2"
2
BLACK
B6
1
95
2'-Z'
1
BLACK
B7
1
95
2'$"
1
BLACK
BS
1
95
2' 9'
1 1
BLACK
NOTE: "STR." DENOTES STRAIGHT
BAR. STANDARD CLEARANCE =2"
62 BAR
2-65BARS
81, 86, 87
r 4
_ m
N
I
4 - B3 BARS,
SPACED AS SHOWN
FRONT FACE OF PLAN - TYPE B
PRECAST WALL
WALL REINFORCING NOT SHOWN
FOR CLARITY. SEE WINGWALL SHOP
DRAWINGS FOR WALL REINFORCING.
2" CUR.
(MIN.)
3"CLR.
(MIN.) — — '. •I -
O
N
1"EMBEDMENT
ANCHOR REINFORCING
NOT SHOWN FOR CLARITY
SECTION - TYPE A
V-0"
a 6"
0 2'-6" LAP ?•
a (TYP.)
N B1 88 S+
(TYP.)
6 - B4 BARS,
B7 SPACED AS SHOWN
B2 B5
B3
o m B6
6" 30"
5 4"
'-4"
PRECAST ANCHOR
TYPE A
TOTAL WEIGHT = .428 TONS
5.
A A�
TYPE 1
0
�ATYPE 2
}--A-1
Z#8 HRC 150 OR
#8 HRC 120 HEAD (OR EQUAL)
WELDED TO #6 BAR
TYPE 3
(EPDXY COATED-)
'NOTE: EPDXY COATING IS NOT REQUIRED
ON HEADED ENDS OF TYPE 3 BARS, BUT
WILL NOT BE DETRIMENTAL IF PROVIDED.
'NOTE: HRC HEADS PROVIDED BY
HEADED REINFORCEMENT CORP.
1" EMBEDMENT \. ANCHOR REINFORCING
1'3" NOT SHOWN FOR CLARITY
SECTION - TYPE B
J 6"
= 2'-6" LAP
B7
G (TYP.)
LzoW 81A
B2
BiB
Knm
7 - B4 BARS,
SPACED AS SHOWN
B3
B5
B6
PRECAST ANCHOR
TYPE B
TOTAL WEIGHT = .765 TONS
BAR LIST - TYPE B
MARK
CITY
SIZE
A
TYPE
LENGTH
FINISH
B1A
1
96
T-9'
3
EPDXY'
B1B
1
96
Z-6'
3
EPDXY'
B2
1
#5
STR.
3'-2"
BLACK
B3
4
95
STR.
4'-3"
BLACK
B4
7
95
STR.
2'-2"
BLACK
B5
2
95
T-8"
2
BLACK
B6
1
95
2'-2"
1
BLACK
B7
1
95
T-T'
1
BLACK
NOTE: "STR." DENOTES STRAIGHT
BAR. STANDARD CLEARANCE =2"
Digitally signed by
0
P LAN y Philip A. Creamer
y
AAN
.N.5� Lic. o45345 �Date:2022.03.10
_CA 14:14:33-05'00'
n rvpn�"n°mo,mav°n ancm mmv—r vpmva°
v ,.•�'°�`�:`..
PRQIECT11-
SEMN- DATE:
m�..d,-W .. e.��f,p—r :p,°a�",
C� NTECH'
/���.\
�.�#�Y
6MED:
oio 3/1o/zozz
'.. t,mm ly,,d m. p,m,wn •,nvemm
MM1yd,m.m,"°.1,e, n,-p°°"Dr„�
,m. .
DMINEEBED SOLUTIONS uc
/ \SP�.
-SERIES
PLEASANT GREEN SUBDIVISION
DESIGNED:
JMF
DRAWN:
JCH
�
w
CHECKED:
APPROVED:
°
""°°g'o ix°' °°'u'1-pp°�;"u;
.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45059
FABRICATION
SPS
PAC
m"m"'
"`""°'°°""'"°"°"°"
SHEET NO.:
,a-,e-d m m1..°p. �„m, 1w
800-338-1122 5136157000 513E4S7993 FAX
Da WNc
ALBEMARLE COUNTY, VIRGINIA
p p
MARK
DATE
REVISION DESCRIPTION
BV
S20 oP S26
B2 BAR (TYP.)
�2-B5 BARS
� B1, B6, B7, B8, B9
B4
4-B3 BARS,
SPACED AS SHOWN
FRONT FACE OF PLAN -TYPE C
PRECAST WALL
WALL REINFORCING NOT SHOWN
FOR CLARITY. SEE WINGWALL SHOP
DRAWINGS FOR WALL REINFORCING.
2" CLR
(MIN.)
BAR LIST - TYPE C
MARK
CITY
SIZE
A
TYPE
LENGTH
FINISH
B1
4
#6
3'-0"
3
EPDXY'
62
2
#5
STR.
3'-2"
BLACK
63
4
#5
STR.
4'-3"
BLACK
64
7
#5
STR.
2'-2"
BLACK
65
2
#5
314"
2
BLACK
86
1
#5
3'-2"
1
BLACK
67
1
#5
4'-2"
1
BLACK
B8
1
#5
4'-5"
1
BLACK
B9
1
1 #5
1 4'-W'
1 1
BLACK
NOTE: "STR" DENOTES STRAIGHT
BAR. STANDARD CLEARANCE =2"
V EMBEDMENT ANCHOR REINFORCING
2-3" NOT SHOWN FOR CLARITY
SECTION - TYPE C
A�
TYPE 1
0
ul Q 1'-0" TYPE 2
O n 6"
_ 2'$" LAP
ro rn B1 (TYP.) B8
�+' w (TYP) B8
S+
#8 HRC 15C OR
7 - 64 BARS, #8 HRC 120 HEAD (OR EQUAL)
'P B7 SPACED AS SHOWN WELDED TO #6 BAR gL`ITI rt,
B2`°�� `'. Digitally signed by
BS TYPE 3 r 4l
83 (EPDXY COATED-) piiILIP
o" ALA,4 Philip A. Creamer
io m *NOTE: EPDXY COATING IS NOT REQUIRED CgEAUR
OIL HEADED ENDS OF TYPE 3 BARS, BUT Date: 2 022 .03.10
s" 5%a" L. . 45345
2'-4" WILL NOT BE DETRIMENTAL IF PROVIDED. icNo
� �
'NOTE: HRC HEADS PROVIDED BY 14 -14 -49-05100'
PRECAST ANCHOR HEADED REINFORCEMENT CORP. OSInTjAj
TYPE C
TOTAL WEIGHT = .896 TONS
a. rvpn�"ne im°,mamn •ncm mmv a,rvnnp bp,"vbe PRQIECTNo.: SEEM No.: DATE:
"°"°�`•a `ire°� a 689029 010 3/10/2022
°aro: w e.,°v.e :p,°e� °, / CNTECH' Yiil�
,m,,, p..°°v.mm O-SERIES.. DesiDr+ED: DRavm:
e•w.m•.°.�,e,no,�p°°•Dr„�° eNG�N�E�BSOIUiIWiSuc PLEASANT GREEN SUBDIVISION JMF JCH
•l v www.ContechES.com CHECKED: aPPRovED:
""°"'"'�,'p°'u'1°�;"u; m"M"' ° 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45059 SPS PAC
FABRICATION SHEET No.:
"°°""'"e"°"°" ALBEMARLE COUNTY, VIRGINIA
e...e�m�...p,�800-338-1122 5136iS7000 513E4S7993 FAX oanwiNc p
MARK DATE REVISION DESCRIPTION BY S21 DE S26
rLTHREADEDINSERT
45° BEND FOR 1"0 BOLT
(TYP. 2 STRUT06"±
rL6" DAYTON SUPERIOR TWO BOLT
rL6" DAYTON SUPERIOR TWO BOLT
PRESET ANCHOR FOR 1"0 x 6"
PRESET ANCHOR FOR 1"0 x 6"
THREADED ROD (2) WITH DOUBLE NUTS
PRECAST
THREADED ROD (2) WITH DOUBLE NUTS
PRECAST
[ALT. 1"0 x 2s/4" BOLTS, (6" PITCH)]
HEADWALL
[ALT. 1"0 x 2s/4" BOLTS, (6" PITCH)]
HEADWALL
/2" RAD. (TYP.)
-1)
Z
(PW-1)
M
=
8" t 3"t OR 4"t
SIDE VIEW FRONT VIEW
L
rL8" DAYTON SUPERIOR TWO BOLT
�5
(LIT' DAYTON SUPERIOR TWO BOLT
��
N
DAYTON SUPERIOR
PRESET ANCHOR FOR I"0 x 6"
THREADED ROD (2) WITH DOUBLE NUTS
(-1)
G~.
PRESET ANCHOR FOR I"0 x 6'
THREADED ROD (2) WITH DOUBLE NUTS
/z. .,/'
(PW-1)
TWO BOLT PRESET ANCHOR
[ALT. 1"0 x 2" BOLTS, (6" PITCH)]
�'�^'.,
P-1
[ALT. 1 "0 x 2'/1' BOLTS, (6" PITCH)]
.,K
P-2
2o-
PRECAST
WINGWALL
PLAN VIEW
TYPICAL CONNECTION DETAIL - P-1
PRECAST
WINGWALL
ni ANi 1n17tAt
TYPICAL CONNECTION DETAIL - P-2
1Jb"O HOLE
1p
PW-1
(ftWASHER, y" x 4" x 4")
pti (GALVANIZED AS PER ASTM A123)
ZY" 4 q., 4t/z" 2Y2" 2%" 4 q., 4%2' 2t/2"
rL(2) 2"0 HOLES rL(2) 2" x 3" SLOTS L rL(2) 2"0 HOLES rL(2) 2" x 3" SLOTS
N N
I I I i0 O I I I I I I ip b
I I I I I I I
N N
HEADWALL LEG WINGWALL LEG HEADWALL LEG WINGWALL LEG
PP=1 PP=2
(it, 1"x 14" x 10") (R,1"x 14" x 10") tgLTrp'
(GALVANIZED AS PER ASTM A123) (GALVANIZED AS PER ASTM A123) /�f4�tLl
` Digitally signed by
PLATE P-1 PLATE P-2 PHILIP
AI Philip A. Creamer
AN y
TOTAL REQUIRED= 4 TOTAL REQUIRED= 4
(4) PW-1 REQ'D PER PLATE (4) PW-1 REQ'D PER PLATE Lie. No. 45345 casA.aci;x Date: 2 0 2 2.0 3.10
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ALBEMARLE COUNTY, VIRGINIA
1Jb"O HOLE
PW-1
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(GALVANIZED AS PER ASTM A123)
Digitally signed
by Philip A.
Creamer
Date: 2022.03.10
14:15:19-05'00'
Obi SEG. No: DNTE:
689029 010 3/10/2022
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SECTION 30
PLATE P-4
TOTAL REQUIRED= 8
(4) PW-1 REQ'D PER PLATE
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Lie. No. 453as Date: 2022.03.10
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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 CONIMM*M
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 A194) 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 M111
(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
LAVERS), 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 BILLET -STEEL 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.STEAM 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 Souffiom LLC
www.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513-645-7000 513 6457993 FAX
FABRICATION
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.
n
/ PHILIP
ALAN
CREAMER
Lie. No. 45345
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.
Digitally signed by
y:. Philip A. Creamer
Date: 2022.03.10
14:15:48-05'00'
QIECTNo. SEMNo, DATE:
689029 010 3/10/2022
PLEASANT GREEN SUBDIVISION y JMF JCH
CHECKED: APPROVED:
SPS PAC
ALBEMARLE COUNTY, VIRGINIA SHEET NO.:
S25 DE S�
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 TIES/ IE 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.
NTEC�•
ENCIINEEND SOl1IilOWS QC
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'-or
COMPACTED MATERIAL
E-T-1'
MIN.
(SAME AS UNIT BACKFILL)
F=8'-1"
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o
IN -SITU
SOIL
_ GROUT
15M�SPAL
O-SERIES..
FABRICATION
DRAWING
ACCEPTABLE SOILS FOR USE IN ZONE B BACKFILL
PERCENTPASSING
CXPRPCTER C£ OVCTON
TYPICAL
AABHTO
AASHTO
USSIEVENo.
PASSING ND 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-16
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 /
o�
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'-0"
A1, A2, A3,M
> 24'-0'
ALL
Al. A3
BACKFILL REQUIREMENTS
VARIES SEE
LIMITS OF FABRICATION
EXCAVATION / DRAWINGS
ZONE A
TIE RODS
LIMITS OF CRITICAL
BACKFILL ZONE(CB.Z.)
Digitally signed by
AIILIP y Philip A. Creamer
AY55.
ic.No.MAIM!", Date:2022.03.10
Lic. No.45345 q
O
I
14:16:02 05I 00
PLEASANT GREEN SUBDIVISION
ALBEMARLE COUNTY, VIRGINIA
QIECTNo.:
SEO.N°.: DATE:
689029
010 3/10/2022
SIGNED:
DRAM:
JMF
JCH
ECKED:
APPROVED:
SPS
PAC
EET NO.:
S26 DF S26