csp2 civil specs (2)(see detail sheet c6.2) order station & menu board (see detail sheet c6.2)...
TRANSCRIPT
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0
3
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9
3
2
0
8
3
2
0
7
3
2
0
6
3208
3209
3210
3
2
0
7
3206.60
3206.40
SCALE: 1" = 10'
SEAL
DESCRIPTIONDATEREV.
ISSUE DATE: 08/28/2019
PROJECT NUMBER: 12778
DRAWN BY: EBJ
CHECKED BY: LAJ
SHEET NAME
SHEET NUMBER
8/2
8/2
01
9, 9
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8 A
M, X
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CT
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SITE NUMBER:
BASE MDL:
OWNER:
BASE VERSION:
DRAWING RELEASE:
PROJECT YEAR:
ASSET TYPE:
CLASSIFICATION:
UPGRADE CLASSIFICATION:
FURNITURE PACKAGE:
1203
N
H
OB
AR
T S
T.
PA
MP
A, T
X 7906
5
PROJECT TYPE:
EXISTING SITE CONDITIONS
C1.0
PROPERTY LINE
PROPERTY LINE
PROPERTY LINE
PROPERTY LINE
EXISTING WATERMILL
(TO BE REMOVED)
12778
SMART 55 - SQUARE 2017
FRANCHISE
NEW
TOOT N' TOTUM
2017
NEW BUILD
2019
2016 V3
FEB 2019
NEW
SMART 55 - SQUARE
OJD Engineering
The Benchmark
Consulting Engineers
F-4393
2420 Lakeview Drive
Amarillo, TX 79109
806-352-7117
EX SANITARY SEWER SERVICE LINE
EX SANITARY SEWER MAIN
2
0
' P
.U
.E
.
10' UTILITY ESMN'T
EXISTING AREA DRAIN
EXISTING CURB INLET
08/28/19
M
M
M
P
P
CO
CO
CO
CO
CO
PICK
-UP
WIN
DOW
SCALE: 1" = 10'
SEAL
DESCRIPTIONDATEREV.
ISSUE DATE: 08/28/2019
PROJECT NUMBER: 12778
DRAWN BY: EBJ
CHECKED BY: LAJ
SHEET NAME
SHEET NUMBER
8/2
8/2
01
9, 9
:5
8 A
M, X
:\P
RO
JE
CT
S\P
am
pa
\W
en
dys\D
esig
n\C
AD
D
esig
n\P
am
pa
W
en
dys D
esig
n 8
-1
9-1
9.d
wg
, e
jo
hn
so
n
SITE NUMBER:
BASE MDL:
OWNER:
BASE VERSION:
DRAWING RELEASE:
PROJECT YEAR:
ASSET TYPE:
CLASSIFICATION:
UPGRADE CLASSIFICATION:
FURNITURE PACKAGE:
1203
N
H
OB
AR
T S
T.
PA
MP
A, T
X 7906
5
PROJECT TYPE:
12778
SMART 55 - SQUARE 2017
FRANCHISE
NEW
TOOT N' TOTUM
2017
NEW BUILD
2019
2016 V3
FEB 2019
NEW
SMART 55 - SQUARE
SITE LAYOUT
C2.0
OJD Engineering
The Benchmark
Consulting Engineers
F-4393
2420 Lakeview Drive
Amarillo, TX 79109
806-352-7117
08/28/19
PROPOSED BUILDING
FF ELEV = 3209.75
IN
ST
AL
L 3
3 L
F C
&G
PROPERTY LINE
PROPERTY LINE
PROPERTY LINE
PROPERTY LINE
20
' (T
YP
.)
9
'
(
T
Y
P
.
)
35
.0
0'
65
.9
4'
33.60'
37
.0
2'
32
.0
0'
25
.0
0'
25.00'
35.00'
ADA RAMP
ADA RAMP
R
2
.
0
0
'
R
1
0
.
0
0
'
R
2
.
0
0
'
R
2
8
.
0
0
'
R
3
0
.
0
0
'
R
1
5
.
0
0
'
R
1
5
.
0
0
'
R
2
0
.
0
0
'
R
1
8
.
0
0
'
ADA STALL
(VAN ACCESSIBLE)
ADA STALL
HEAVY/LIGHT DUTY PAVING LIMIT
HEAVY/LIGHT DUTY PAVING LIMIT
HEAVY/LIGHT DUTY PAVING LIMIT
HEAVY DUTY ASPHALT PAVING
(FIRE LANE)
HEAVY DUTY ASPHALT PAVING
(FIRE LANE)
HE
AV
Y D
UT
Y A
SP
HA
LT
P
AV
IN
G
(F
IR
E L
AN
E)
LIGHT DUTY ASPHALT PAVING
LIGHT DUTY ASPHALT PAVING
LIG
HT
D
UT
Y A
SP
HA
LT
P
AV
IN
G
LIGHT DUTY CONCRETE PAVING
(DRIVE THRU)
R
5
0
.
0
0
'
INSTALL 2' PAVING TIE
INSTALL 2' PAVING TIE
RELOCATE POWER POLE
R
3
0
.
0
0
'
R
30.00'
R
50.00'
R
5
0
.
0
0
'
R
3
0
.
0
0
'
R
1
5
.
0
0
'
R
1
5
.
0
0
'
R
5
0
.
0
0
'
R
3
0
.
0
0
'
R
3
0
.
0
0
'
R
5
0
.
0
0
'
20
.0
0'
20
.0
0'
INSTALL 6' CONCRETE VALLEY
INSTALL 6' CONCRETE VALLEY
INSTALL 6' CONCRETE VALLEY
EXISTING AREA DRAIN
EXISTING CURB INLET
20
.0
0'
1
0
'
(
T
Y
P
.
)
PROPOSED TRANSFORMER LOCATION
PROPOSED SIGN LOCATION
N
H
OB
AR
T S
T (S
H 7
0)
LIGHT DUTY CONCRETE PAVING
PAINTED CROSS WALK
(HEAVY DUTY CONCRETE)
GENERAL NOTES
PARKING QUANTITIES
FROSTY BIKE RACK
(SEE DETAIL C6.3)
DUMPSTER PAD ENCLOSURE
(SEE DETAIL SHEET C6.1)
DRIVE THRU
PAY WINDOW
DRIVE THRU
PICK UP WINDOW
BARRIER FREE PARKING SIGN
(SEE DETAIL SHEET C6.3)
DETECTOR LOOP SENSOR
(SEE DETAIL SHEET C6.2)
ORDER STATION & MENU BOARD
(SEE DETAIL SHEET C6.2)
CANOPY PROTECTION
(SEE DETAIL SHEET C6.2)
10.00'
4" YELLOW STRIP LINE ALONG EDGE
OF CONCRETE DRIVE THRU LANE
DETECTOR LOOP SENSOR
(SEE DETAIL SHEET C6.2)
33.5 LF INTEGRAL CURB
SYMBOL LEGEND
SITE ZONING
PAINTED CROSS WALK
(HEAVY DUTY CONCRETE)
P
CO
M
BOLLARD (TYP.)
(SEE DETAIL SHEET C6.1)
PICK
-UP
WIN
DOW
-1.15%
-4.42%
-4.22%
-2.64%
-
0
.
9
3
%
-
0
.
6
7
%
-2.78%
-1.75%
-
1
.
3
3
%
-1.83%
-
8
.
0
0
%
-
5
.5
3
%
-
3
.
0
4
%
-3
.0
1
%
-9.54%
-11.34%
-
3
.
7
6
%
-
5
.
5
1
%
-1.33%
-0.95%
-
0
.
6
9
%
-0.27%
-0.08%
-0.93%-1.35%
-0.93%
-1.59%
-
0
.
7
0
%
-
0
.
7
0
%
-
0
.
7
9
%
-
0
.
8
6
%
LD BOC
EL:3208.98
-1.41%
-1.75%
-1.75%
-1.64%
-1.75%
-1.00%
-1.00%
SW
EL:3207.07
SW
EL:3206.99
SW
EL:3206.99
SW
EL:3207.05
EX SW
EL:3207.15
LD BOC
EL:3209.20
LD BOC
EL:3209.20
-1.75%
-
1
.
7
5
%
-
0
.
6
4
%
-
0
.
5
2
%
-0.91%
SW
EL:3209.27
SW
EL:3209.27
FF
EL:3209.75
FF
EL:3209.75
3
2
1
0
.
4
0
3
2
1
0
3
2
0
9
3
2
1
0
3210
3209
3208
3207
3
2
0
7
3206.60
3206.40
3
2
1
0
.
4
0
3
2
0
9
.
0
0
3
2
0
9
.0
0
3
2
0
8
.0
0
3
2
0
7
.0
0
3
2
0
8
.0
0
3
2
1
0
.
0
0
3
2
0
9
.
0
0
3
2
0
9
.
0
0
3
2
0
8
.
0
0
3
2
0
7
.
0
0
SW
EL:3209.75
-0.58%
-
0
.
7
5
%
-0.82%
SW
EL:3206.98
-4.63%
-1.44%
-4.80%
-1.52%
-1.50%
-1.50%
-1.50%
-
1
.7
4
%
-
1
.
7
4
%
-
1
.
7
4
%
-1.75%
-1.50%
-1.50%
EX CONC
EL:3205.23
EX CONC
EL:3206.87
EX CONC
EL:3207.16
EX CONC
EL:3205.27
-1.75%
-
2
.
0
5
%
EX SW
EL:3206.80
-1.75%
-1.75%
-8.01%
-1.75%
FF
N: 3844709.29
E: 813222.21
4000
ELEV: 3209.75
FF
N: 3844691.29
E: 813222.29
4001
ELEV: 3209.75
FF
N: 3844688.58
E: 813231.47
4002
ELEV: 3209.75
FF
N: 3844680.66
E: 813231.50
4003
ELEV: 3209.75
CONC
N: 3844671.45
E: 813240.63
4004
ELEV: 3209.58
CONC
N: 3844671.60
E: 813274.13
4005
ELEV: 3209.58
FF
N: 3844675.80
E: 813305.55
4006
ELEV: 3209.75
FF
N: 3844708.48
E: 813304.72
4007
ELEV: 3209.75
BOC
N: 3844712.47
E: 813304.70
4008
ELEV: 3209.68
BOC
N: 3844712.44
E: 813296.06
4009
ELEV: 3209.68
BOC
N: 3844712.36
E: 813279.06
4010
ELEV: 3209.69
BOC
N: 3844712.14
E: 813227.33
4011
ELEV: 3209.72
BOC
N: 3844694.56
E: 813209.91
4012
ELEV: 3209.53
BOC
N: 3844690.73
E: 813209.93
4013
ELEV: 3209.54
BOC
N: 3844679.11
E: 813213.83
4014
ELEV: 3209.56
BOC
N: 3844674.92
E: 813218.13
4015
ELEV: 3209.57
BOC
N: 3844671.32
E: 813229.51
4016
ELEV: 3209.58
BOC
N: 3844671.65
E: 813305.56
4017
ELEV: 3209.68
BOC
N: 3844674.23
E: 813319.73
4018
ELEV: 3209.54
BOC
N: 3844681.78
E: 813325.32
4019
ELEV: 3209.49
BOC
N: 3844693.28
E: 813325.97
4020
ELEV: 3209.46
BOC
N: 3844712.50
E: 813311.39
4021
ELEV: 3209.64
EX BOC
N: 3844688.93
E: 813386.83
4022
ELEV: 3206.89
LD BOC
N: 3844703.76
E: 813371.61
4023
ELEV: 3206.90
LD BOC
N: 3844702.32
E: 813366.62
4024
ELEV: 3207.00
EX BOC
N: 3844754.87
E: 813386.38
4025
ELEV: 3206.66
SW
N: 3844750.26
E: 813380.31
4026
ELEV: 3206.81
LD BOC
N: 3844739.76
E: 813371.44
4027
ELEV: 3206.64
LD BOC
N: 3844739.74
E: 813366.44
4028
ELEV: 3206.72
BOC
N: 3844741.22
E: 813361.26
4029
ELEV: 3207.31
BOC
N: 3844747.22
E: 813361.24
4030
ELEV: 3206.90
CONC
N: 3844765.16
E: 813361.16
4031
ELEV: 3205.78
CONC
N: 3844744.77
E: 813255.25
4032
ELEV: 3208.12
ASPH
N: 3844764.76
E: 813255.16
4033
ELEV: 3208.17
ASPH
N: 3844744.95
E: 813301.47
4034
ELEV: 3207.62
ASPH
N: 3844764.94
E: 813301.39
4035
ELEV: 3207.63
ASPH
N: 3844744.65
E: 813227.19
4036
ELEV: 3208.38
EX ASPH
N: 3844744.34
E: 813155.55
4037
ELEV: 3209.89
EX ASPH
N: 3844788.45
E: 813155.32
4038
ELEV: 3210.66
EX ASPH
N: 3844788.73
E: 813227.02
4039
ELEV: 3209.41
EX SW
N: 3844789.34
E: 813379.57
4040
ELEV: 3206.54
EX CONC
N: 3844768.56
E: 813380.08
4041
ELEV: 3207.10
BOC
N: 3844614.37
E: 813361.71
4042
ELEV: 3208.03
BOC
N: 3844632.10
E: 813351.37
4043
ELEV: 3208.28
BOC
N: 3844634.36
E: 813352.66
4044
ELEV: 3208.25
BOC
N: 3844634.40
E: 813362.23
4045
ELEV: 3208.18
BOC
N: 3844691.81
E: 813361.98
4046
ELEV: 3207.71
BOC
N: 3844695.69
E: 813362.26
4047
ELEV: 3207.64
CONC
N: 3844681.44
E: 813362.02
4048
ELEV: 3207.32
CONC
N: 3844687.44
E: 813362.00
4049
ELEV: 3207.28
EX ASPH/CONC
N: 3844613.48
E: 813156.24
4050
ELEV: 3211.51
EX ASPH/CONC
N: 3844636.48
E: 813156.12
4051
ELEV: 3211.13
CONC
N: 3844636.54
E: 813169.31
4052
ELEV: 3211.27
CONC
N: 3844613.54
E: 813169.41
4053
ELEV: 3211.64
EX ASPH
N: 3844764.36
E: 813155.44
4054
ELEV: 3210.37
ASPH
N: 3844764.64
E: 813227.12
4055
ELEV: 3209.05
EX BOC
N: 3844646.08
E: 813386.97
4056
ELEV: 3207.17
FL
N: 3844634.41
E: 813242.92
4057
ELEV: 3208.40
FL
N: 3844648.86
E: 813217.02
4058
ELEV: 3208.60
FL
N: 3844708.75
E: 813201.14
4059
ELEV: 3208.80
FL
N: 3844728.25
E: 813209.96
4060
ELEV: 3208.60
CONC
N: 3844764.98
E: 813312.93
4062
ELEV: 3207.28
BOC
N: 3844671.87
E: 813386.95
4063
ELEV: 3207.04
BOC
N: 3844678.86
E: 813386.94
4064
ELEV: 3206.90
BOC
N: 3844698.07
E: 813325.95
4065
ELEV: 3209.49
-1.00%
-1.00%
-1.62%
-4.19%
BOC
N: 3844739.73
E: 813362.77
4066
ELEV: 3207.28
BOC
N: 3844671.67
E: 813311.56
4067
ELEV: 3209.62
CONC
N: 3844661.04
E: 813279.76
4068
ELEV: 3209.03
-8.11%
BOC
N: 3844675.44
E: 813362.05
4069
ELEV: 3207.88
SCALE: 1" = 10'
SEAL
DESCRIPTIONDATEREV.
SHEET NAME
SHEET NUMBER
8/2
8/2
01
9, 9
:5
8 A
M, X
:\P
RO
JE
CT
S\P
am
pa
\W
en
dys\D
esig
n\C
AD
D
esig
n\P
am
pa
W
en
dys D
esig
n 8
-1
9-1
9.d
wg
, e
jo
hn
so
n
SITE NUMBER:
BASE MDL:
OWNER:
BASE VERSION:
DRAWING RELEASE:
PROJECT YEAR:
ASSET TYPE:
CLASSIFICATION:
UPGRADE CLASSIFICATION:
FURNITURE PACKAGE:
1203
N
H
OB
AR
T S
T.
PA
MP
A, T
X 7906
5
PROJECT TYPE:
SITE GRADING PLAN
C3.0
08/28/19
PROPOSED BUILDING
FF ELEV = 3209.75
12778
SMART 55 - SQUARE 2017
FRANCHISE
NEW
TOOT N' TOTUM
2017
NEW BUILD
2019
2016 V3
FEB 2019
NEW
SMART 55 - SQUARE
OJD Engineering
The Benchmark
Consulting Engineers
F-4393
2420 Lakeview Drive
Amarillo, TX 79109
806-352-7117
N
H
OB
AR
T S
T (S
H 7
0)
GRADING NOTES
SESC NOTES
SYMBOL LEGEND
SPOT ELEVATION LEGEND
ISSUE DATE: 08/28/2019
PROJECT NUMBER: 12778
DRAWN BY: EBJ
CHECKED BY: LAJ
M
M
M
P
P
CO
PICK
-UP
WIN
DOW
SCALE: 1" = 10'
SEAL
DESCRIPTIONDATEREV.
SHEET NAME
SHEET NUMBER
8/2
8/2
01
9, 9
:5
8 A
M, X
:\P
RO
JE
CT
S\P
am
pa
\W
en
dys\D
esig
n\C
AD
D
esig
n\P
am
pa
W
en
dys D
esig
n 8
-1
9-1
9.d
wg
, e
jo
hn
so
n
SITE NUMBER:
BASE MDL:
OWNER:
BASE VERSION:
DRAWING RELEASE:
PROJECT YEAR:
ASSET TYPE:
CLASSIFICATION:
UPGRADE CLASSIFICATION:
FURNITURE PACKAGE:
1203
N
H
OB
AR
T S
T.
PA
MP
A, T
X 7906
5
PROJECT TYPE:
12778
SMART 55 - SQUARE 2017
FRANCHISE
NEW
TOOT N' TOTUM
2017
NEW BUILD
2019
2016 V3
FEB 2019
NEW
SMART 55 - SQUARE
EROSION CONTROL PLAN
C5.0
OJD Engineering
The Benchmark
Consulting Engineers
F-4393
2420 Lakeview Drive
Amarillo, TX 79109
806-352-7117
08/28/19
PROPOSED BUILDING
FF ELEV = 3209.75
PROPERTY LINE
PROPERTY LINE
PROPERTY LINE
IN
ST
AL
L 1
75
L
F S
IL
T F
EN
CE
E
RO
SIO
N C
ON
TR
OL
N
H
OB
AR
T S
T (S
H 7
0)
ROW
EXISTING ROADWAY
RADIUS = 5' MIN
50 FT MIN.
EXISTING ROADWAY
50 FT MIN
8" MIN
PROVIDE APPROPRIATE TRANSITION
BETWEEN STABILIZED CONSTRUCTION
ENTRANCE AND ROW.
GRADE TO PREVENT RUNOFF
FROM LEAVING SITE
EXISTING GRADE
GEOTEXTILE FILTER
FABRIC
OPEN GRADED ROCK:
3-5" DIAMETER
STABILIZED CONSTRUCTION EXIT
to be filtered.
storm frequency may be used to calculate the flow rate
to intercept sediment from overland runoff. A 2 year
is not recommended to control erosion from a drainage
area larger than 2 acres.
flow through rate of 100 GPM/FT . Sediment control fence
Sediment control fence should be sized to filter a max.
downstream perimeter of a disturbed area along a contour
A sediment control fence may be constructed near the
SEDIMENT CONTROL FENCE USAGE GUIDELINES
6"
3' min. width
Embed posts 18" min.
2"
2
Backfill & hand tamp.
or anchor if in rock.
Filter fabric
Flow
90^
SECTION A-A
may be modified by the Engineer.
1. The guidelines shown hereon are suggestions only and
GENERAL NOTES
4' min. steel or wood posts spaced at 6' to 8'.
wooden posts (or 4 T-Clips or sewn
using 4 evenly spaced staples for
Fasten fabric to top strand of welded wire mesh (W.W.M.)
by hog rings or cord at a max. spacing of 15".
vertical pockets for steel posts).
upstream direction. Minimum trench size
shall be 6" square. Backfill and hand tamp.
side and approx. 2" across trench bottom in
Place 4" to 6" of fabric against the trench
Hardwood posts shall have a min. cross section of 1.5" x 1.5".
Softwood posts shall be 3" min. dia. or nominal 2"x4".
fabric
Woven filter
2" x 4".
max. opening size shall be
Galv. W.W.M. (12.5 Ga. min.)
F
l
o
w
Attach the W.W.M. & fabric on end posts
90^
F
l
o
w
2"
A
A
EROSION CONTROL DETAIL
Connect the ends of
successive reinforcement
sheets or rolls a min. of
6 times with hog rings.
SCALE: NOT TO SCALE
SCALE: NOT TO SCALE
ISSUE DATE: 08/28/2019
PROJECT NUMBER: 12778
DRAWN BY: EBJ
CHECKED BY: LAJ
SEAL
DESCRIPTIONDATEREV.
SHEET NAME
SHEET NUMBER
8/2
8/2
01
9, 9
:5
8 A
M, X
:\P
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9-1
9.d
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SITE NUMBER:
BASE MDL:
OWNER:
BASE VERSION:
DRAWING RELEASE:
PROJECT YEAR:
ASSET TYPE:
CLASSIFICATION:
UPGRADE CLASSIFICATION:
FURNITURE PACKAGE:
1203
N
H
OB
AR
T S
T.
PA
MP
A, T
X 7906
5
PROJECT TYPE:
08/28/19
PAVING AND
UTILITY DETAILS
C6.0
STANDARD PAVING TIE DETAIL
2'
EXISTING
FLEX BASE
COMPACTED
EXISTING
SUBGRADE
6" COMPACTED
EXISTING HMAC
OVERLAP NEW HMAC ONTO
EXISTING FLEX BASE
2" HMAC
SUBGRADE
6" COMPACTED
FLEXIBLE BASE
6" COMPACTED
REMOVE 2' OF EXISTING HMAC
MC-30
Prime Coat
SCALE: NOT TO SCALE
24" STANDARD CURB & GUTTER (SITE WORK)
2" R
1-1/2" R
FULL CURB
LAYDOWN CURB
STANDARD CURB AND GUTTER
VARIES
COMPACTED
SUBGRADE
1
2" EXPANSION JOINT MATERIAL
WHERE NECESSARY
NOTE: 1" PER FOOT MAXIMUM TRANSVERSE SLOPE
CUSHION
TYPICAL SIDEWALK DETAIL
1" COMPACTED SAND
#3 REINFORCING BARS @ 16" O.C.
SCALE: NOT TO SCALE
DUMPSTER & GENERATOR PAD
PAVING SECTION
8" 4,000 PSI AIR ENTRAINED CONCRETE
6" FLEX BASE
6" COMPACTED SUBGRADE
#4 BARS 12" O.C.E.W.
w/ 6% CKD Stabilization
SCALE: NOT TO SCALE
SCALE: NOT TO SCALE
SPRING LINE OF PIPE
HAUNCHING
CLASS I OR II MATERIAL
BEDDING
PIP
E Z
ON
E
1' M
IN
.4
" M
IN
.
6"-12"6"-12"
O.D. OF
PIPE
INITIAL BACKFILL
CLASS I II III
BEDDING
CLASS I OR II MATERIAL
FIN
AL
B
AC
KF
IL
L
SANITARY SEWER FLEXIBLE PIPE EMBEDMENT DETAIL
SCALE: NOT TO SCALE
FIN. GRADE
DEEP SEWER TAP DETAIL
NOTES:
PLUG OR CAP END
VA
RIE
S
4
5
°
COMPACTED
EARTH
45° IS TYPICAL, BUT MAY VARY
ACCORDING TO SITE CONDITIONS
TAP ENCASED WITH MINIMUM 4" OF CONCRETE
AROUND THE PIPE AND 18" LONG
CENTERED ON THE TAP (3000 P.S.I. CONCRETE)
SECURE TO TRENCH WALL AS
NECESSARY FOR BACKFILLING
OPERATIONS
4' M
IN
IM
UN
6' M
AX
IM
UM
1) TAPS 8" OR LARGER REQUIRE
CONSTRUCTION OF A MANHOLE.
2) TAP TO BE PLACED AT THE APPROXIMATE
MIDPOINT OF THE LOT BEING SERVED.
3) THIS DETAIL SHALL APPLY WHEN DEPTH OF
SEWER MAIN EXCEEDS APPROXIMATELY 10'.
PROPERTY
LINE
1
4" PER FOOT
MINIMUM SLOPE
12
"
4" SCHEDULE 40 PVC PRESSURE PIPE
COMPACTED EARTH
4" PVC MARKER PIPE
(OPTIONAL)
PLUMBERS BRASS
IRON FERRULE W/
(3" CLR ALL AROUND)
T&B E/W
REINFORCE W/ #3 @ 6"
18" X 18" CONCRETE PAD
9"
CLEANOUT DETAIL
PIPE EMBEDMENT DETAIL
SCALE: NOT TO SCALE
THRUST BLOCKING DETAIL
2000 PSI CONCRETE
SCALE: NOT TO SCALE
SPRING LINE OF PIPE
REFER TO SPECIFICATIONS FOR DETAILS
OF BACKFILL FOR BACKFILL
6"-12" 6"-12"
CLASS I - IN PLACE DENSITY
O.D. OF PIPE
CLASS II - 85% STANDARD
PROCTOR DENSITY
CLASS III - 90% STANDARD
PROCTOR DENSITY
SELECT EXCAVATED MATERIAL-
90% STANDARD PROCTOR DENSITY
FIN
AL
B
AC
KF
IL
L
OD OF
PIPE
SCALE: NOT TO SCALE
SCALE: NOT TO SCALE
12778
SMART 55 - SQUARE 2017
FRANCHISE
NEW
TOOT N' TOTUM
2017
NEW BUILD
2019
2016 V3
FEB 2019
NEW
SMART 55 - SQUARE
OJD Engineering
The Benchmark
Consulting Engineers
F-4393
2420 Lakeview Drive
Amarillo, TX 79109
806-352-7117
1
TYPICAL SECTION - RIGID
SCALE: NOT TO SCALE
LIGHT DUTY PAVING DETAIL
3
5
6
TYPICAL SECTION - FLEXIBLE
SCALE: NOT TO SCALE
4
LIGHT DUTY PAVING DETAIL
5
PRIME COAT (MC 30)
6
4
5
7
TYPICAL SECTION - FLEXIBLE
SCALE: NOT TO SCALE
HEAVY DUTY PAVING DETAIL
3
4" FLEX BASE TxDOT ITEM 247 - TYPE "A" - "D"
GRADE "1" OR "2"
NOTES BY SYMBOL " ":
2
4
6" SCARIFIED, 6% LIME OR CKD STABILIZED SUBGRADE
OR SELECT FILL. RECOMPACT SUBGRADE/FILLTO 100%
STANDARD PROCTOR AS DETERMINED BY ASTM D698-91
AND TESTED IN ACCORDANCE WITH ASTM D2922-91
6" 4,000 PSI PORTLAND CEMENT CONCRETE W/ #4 @
16" OCEW - TxDOT ITEM 360
1
5
2" HOT-MIX ASPHALTIC CONCRETE - ASPHALT
INSTITUTE MS-2 SIXTH EDITION MEDIUM TRAFFIC
MARSHALL (50 BLOWS)
6
4" HOT-MIX ASPHALTIC CONCRETE PAVING - ASPHALT
INSTITUTE MS-2 SIXTH EDITION HEAVY TRAFFIC
MARSHALL (75 BLOWS)
INTEGRAL CURB AT DRIVE THRU WINDOWS
SCALE: NOT TO SCALE
6'
1" Sand Cushion
HMAC Paving
Flexible Base
Type & Grade as
detailed on Plans
(6" min)
0.10'
3"
8"
3"
Compacted Subgrade
(6" min)
# 4 Transverse Reinforcing
Bars on 12" Centers
Both Ways
TYPICAL 8" CONCRETE VALLEY
1'4
1
2
"
3"
SCALE: NOT TO SCALE
1'4
1
2
"
1'4
1
2
"
1'4
1
2
"
8" FLEX BASE TxDOT ITEM 247 - TYPE "A" - "D"
GRADE "1" OR "2"
PRIME COAT (MC 30)
2
TYPICAL SECTION - RIGID
SCALE: NOT TO SCALE
HEAVY DUTY PAVING DETAIL
4
5
7
8" 4,000 PSI PORTLAND CEMENT CONCRETE W/ #4 @
16" OCEW - TxDOT ITEM 360
ISSUE DATE: 08/28/2019
PROJECT NUMBER: 12778
DRAWN BY: EBJ
CHECKED BY: LAJ
SEAL
DESCRIPTIONDATEREV.
SHEET NAME
SHEET NUMBER
8/2
8/2
01
9, 9
:5
9 A
M, X
:\P
RO
JE
CT
S\P
am
pa
\W
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dys\D
esig
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AD
D
esig
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pa
W
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dys D
esig
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-1
9-1
9.d
wg
, e
jo
hn
so
n
SITE NUMBER:
BASE MDL:
OWNER:
BASE VERSION:
DRAWING RELEASE:
PROJECT YEAR:
ASSET TYPE:
CLASSIFICATION:
UPGRADE CLASSIFICATION:
FURNITURE PACKAGE:
1203
N
H
OB
AR
T S
T.
PA
MP
A, T
X 7906
5
PROJECT TYPE:
08/28/19
COMPOSITE TRASH
ENCLOSURE DETAILS
C6.1
12778
SMART 55 - SQUARE 2017
FRANCHISE
NEW
TOOT N' TOTUM
2017
NEW BUILD
2019
2016 V3
FEB 2019
NEW
SMART 55 - SQUARE
OJD Engineering
The Benchmark
Consulting Engineers
F-4393
2420 Lakeview Drive
Amarillo, TX 79109
806-352-7117
D
5
TRASH ENCLOSURE WALL SECTION
6
PLAN DETAIL
1
COMPOSITE FENCE TRASH ENCLOSURE
4
TRASH ENCLOSURE SIDE ELEVATION
3
TRASH ENCLOSURE SIDE ELEVATION
2
TRASH ENCLOSURE REAR ELEVATION
7
6" BOLLARD DETAIL
ISSUE DATE: 08/28/2019
PROJECT NUMBER: 12778
DRAWN BY: EBJ
CHECKED BY: LAJ
SEAL
DESCRIPTIONDATEREV.
SHEET NAME
SHEET NUMBER
8/2
8/2
01
9, 9
:5
9 A
M, X
:\P
RO
JE
CT
S\P
am
pa
\W
en
dys\D
esig
n\C
AD
D
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n\P
am
pa
W
en
dys D
esig
n 8
-1
9-1
9.d
wg
, e
jo
hn
so
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SITE NUMBER:
BASE MDL:
OWNER:
BASE VERSION:
DRAWING RELEASE:
PROJECT YEAR:
ASSET TYPE:
CLASSIFICATION:
UPGRADE CLASSIFICATION:
FURNITURE PACKAGE:
1203
N
H
OB
AR
T S
T.
PA
MP
A, T
X 7906
5
PROJECT TYPE:
08/28/19
DRIVE-THRU ORDER
STATION DETAILS
C6.2
12778
SMART 55 - SQUARE 2017
FRANCHISE
NEW
TOOT N' TOTUM
2017
NEW BUILD
2019
2016 V3
FEB 2019
NEW
SMART 55 - SQUARE
OJD Engineering
The Benchmark
Consulting Engineers
F-4393
2420 Lakeview Drive
Amarillo, TX 79109
806-352-7117
2
CANOPY FOOTING SECTION
5
MENU BOARD FOOTING
CLEARANCE 9'-0"
4
ORDER STATION CANOPY FOOTING
7
PRE-SELL BOARD FOOTING
1
ORDER STATION PLAN VIEW
3
ORDER STATION CANOPY
6
CANOPY PROTECTION BAR
ISSUE DATE: 08/28/2019
PROJECT NUMBER: 12778
DRAWN BY: EBJ
CHECKED BY: LAJ
SEAL
DESCRIPTIONDATEREV.
SHEET NAME
SHEET NUMBER
8/2
8/2
01
9, 9
:5
9 A
M, X
:\P
RO
JE
CT
S\P
am
pa
\W
en
dys\D
esig
n\C
AD
D
esig
n\P
am
pa
W
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dys D
esig
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-1
9-1
9.d
wg
, e
jo
hn
so
n
SITE NUMBER:
BASE MDL:
OWNER:
BASE VERSION:
DRAWING RELEASE:
PROJECT YEAR:
ASSET TYPE:
CLASSIFICATION:
UPGRADE CLASSIFICATION:
FURNITURE PACKAGE:
1203
N
H
OB
AR
T S
T.
PA
MP
A, T
X 7906
5
PROJECT TYPE:
08/28/19
MISCELLANEOUS DETAILS
C6.3
12778
SMART 55 - SQUARE 2017
FRANCHISE
NEW
TOOT N' TOTUM
2017
NEW BUILD
2019
2016 V3
FEB 2019
NEW
SMART 55 - SQUARE
OJD Engineering
The Benchmark
Consulting Engineers
F-4393
2420 Lakeview Drive
Amarillo, TX 79109
806-352-7117
PICK-UPWINDOW
EXIT ONLY
PAVEMENT MARKING DETAILS
SCALE: NOT TO SCALE
PATIO RAILING DETAIL
SCALE: NOT TO SCALE
SAFETY RAIL DETAIL
SCALE: NOT TO SCALE
FROSTY BIKE RACK DETAIL
SCALE: NOT TO SCALE
BARRIER FREE PARKING SPACE DETAIL
SCALE: NOT TO SCALE
BARRIER FREE PARKING SIGN
SCALE: NOT TO SCALE
CROSSWALK DETAIL
SCALE: NOT TO SCALE
SIDEWALK RAMP AT CURB OR BUILDING
SCALE: NOT TO SCALE
ISSUE DATE: 08/28/2019
PROJECT NUMBER: 12778
DRAWN BY: EBJ
CHECKED BY: LAJ
SEAL
DESCRIPTIONDATEREV.
SHEET NAME
SHEET NUMBER
8/2
8/2
01
9, 9
:5
9 A
M, X
:\P
RO
JE
CT
S\P
am
pa
\W
en
dys\D
esig
n\C
AD
D
esig
n\P
am
pa
W
en
dys D
esig
n 8
-1
9-1
9.d
wg
, e
jo
hn
so
n
SITE NUMBER:
BASE MDL:
OWNER:
BASE VERSION:
DRAWING RELEASE:
PROJECT YEAR:
ASSET TYPE:
CLASSIFICATION:
UPGRADE CLASSIFICATION:
FURNITURE PACKAGE:
1203
N
H
OB
AR
T S
T.
PA
MP
A, T
X 7906
5
PROJECT TYPE:
08/28/19
CIVIL SPECIFICATIONS
CSP1
12778
SMART 55 - SQUARE 2017
FRANCHISE
NEW
TOOT N' TOTUM
2017
NEW BUILD
2019
2016 V3
FEB 2019
NEW
SMART 55 - SQUARE
OJD Engineering
The Benchmark
Consulting Engineers
F-4393
2420 Lakeview Drive
Amarillo, TX 79109
806-352-7117
3.7 MIXING CONDITIONS. The concrete shall be mixed only in quantities required for immediate use.Concrete shall not be mixed while the air temperature is below 40 F without permission of the Engineer. Ifpermission is granted for mixing under such conditions, aggregates or water, or both shall be heated and theconcrete shall be placed at a temperature not less than 50 nor more than 100 F. The Contractor shall be heldresponsible for any defective work, resulting from freezing or injury in any manner during placing and curing,and shall replace such work at his/her expense.
Retempering of concrete by adding water or any other material shall not be permitted.
The delivery of concrete to the job shall be in such a manner that batches of concrete will be deposited atuninterrupted intervals.
3.8 FORMS. Forms shall be of suitable material and shall be of the type, size, shape, quality, and strength tobuild the structure as designed on the plans. The forms shall be true to line and grade and shall be mortar-tightand sufficiently rigid to prevent displacement and sagging between supports. The Contractor shall bearresponsibility for their adequacy. The surfaces of forms shall be smooth and free from irregularities, dents,sags, and holes.
The internal ties shall be arranged so that, when the forms are removed, no metal will show in the concretesurface or discolor the surface when exposed to weathering. All forms shall be wetted with water or with anonstaining mineral oil which shall be applied shortly before the concrete is placed. Forms shall beconstructed so that they can be removed without injuring the concrete or concrete surface. The forms shall notbe removed before expiration of at least 30 hours from vertical faces, walls, slender columns, and similarstructures; forms supported by falsework under slabs, beams, girders, arches, and similar construction shall notbe removed until tests indicate that at least 60% of the design strength of the concrete has developed.
3.9 PLACING REINFORCEMENT. All reinforcement shall be accurately placed, as shown on the plans, andshall be firmly held in position during concreting. Bars shall be fastened together at intersections. Thereinforcement shall be supported by approved metal chairs. Shop drawings, lists, and bending details shall besupplied by the Contractor when required.
3.10 EMBEDDED ITEMS. Before placing concrete, any items that are to be embedded shall be firmly andsecurely fastened in place as indicated. All such items shall be clean and free from coating, rust, scale, oil, orany foreign matter. The embedding of wood shall be avoided. The concrete shall be spaded and consolidatedaround and against embedded items.
3.11 PLACING CONCRETE. All concrete shall be placed during daylight, unless otherwise approved. Theconcrete shall not be placed until the depth and character of foundation, the adequacy of forms and falsework,and the placing of the steel reinforcing have been approved. Concrete shall be placed as soon as practical aftermixing and in no case later than 1 hour after water has been added to the mix. The method and manner ofplacing shall be such to avoid segregation and displacement of the reinforcement. Troughs, pipes, and chutesshall be used as an aid in placing concrete when necessary. Dropping the concrete a distance of more than 5feet, or depositing a large quantity at one point, will not be permitted. Concrete shall be placed upon clean,damp surfaces, free from running water, or upon properly consolidated soil.
The concrete shall be compacted with suitable mechanical vibrators operating within the concrete. Whennecessary, vibrating shall be supplemented by hand spading with suitable tools to assure proper and adequatecompaction. Vibrators shall be manipulated so as to work the concrete thoroughly around the reinforcementand embedded fixtures and into corners and angles of the forms. The vibration at any joint shall be of sufficientduration to accomplish compaction but shall not be prolonged to the point where segregation occurs. Concretedeposited under water shall be carefully placed in a compact mass in its final position by means of a tremie, aclosed bottom dump bucket, or other approved method and shall not be disturbed after being deposited.
3.12 CONSTRUCTION JOINTS. When the placing of concrete is suspended, necessary provisions shall be madefor joining future work before the placed concrete take its initial set. For the proper bonding of old and newconcrete, such provisions shall be made for grooves, steps, keys dovetails, reinforcing bars or other devices asmay be prescribed. The work shall be arranged so that a section begun on any day shall be finished duringdaylight of the same day. Before depositing new concrete on or against concrete which has hardened, thesurface of the hardened concrete shall be cleaned by a heavy steel broom, roughened slightly, wetted, andcovered with a neat coating of cement paste or grout.
3.13 EXPANSION JOINTS. Expansion joints shall be constructed at such points and of such dimensions as maybe indicated on the drawings. The premolded filler shall be cut to the same shape as that of the surfaces beingjoined. The filler shall be fixed firmly against the surface of the concrete already in place in such manner thatit will not be displaced when concrete is deposited against it.
3.14 DEFECTIVE WORK. Any defective work disclosed after the forms have been removed shall beimmediately removed and replaced. If any dimensions are deficient, or if the surface of the concrete is bulged,uneven, or shows honeycomb, the entire section shall be removed and replaced at the expense of theContractor.
3.15 SURFACE FINISH. All exposed concrete surfaces shall be true, smooth, free from open or rough spaces,depressions, or projections. The concrete in horizontal plane surfaces shall be brought flush with the finishedtop surface at the proper elevation and shall be struck-off with a straightedge and floated. Mortar finishingshall not be permitted, nor shall dry cement or sand-cement mortar be spread over the concrete during thefinishing of horizontal plane surfaces.
When directed, the surface finish or exposed concrete shall be a rubbed finish. If forms can be removed whilethe concrete is still green, the surface shall be pointed and wetted and then rubbed with a wooden float until allirregularities are removed. If the concrete has hardened before being rubbed, a carborundum stone shall beused to finish the surface. When approved, the finishing can be done with a rubbing machine.
3.16 CURING AND PROTECTION. All concrete shall be properly cured and protected by the Contractor. Thework shall be protected from the elements, flowing water, and from defacement of any nature during thebuilding operations. The concrete shall be cured as soon as it has sufficiently hardened by covering with anapproved material. Water-absorptive coverings shall be thoroughly saturated when placed and kept saturatedfor a period of at least 3 days. All curing mats or blankets shall be sufficiently weighted or tied down to keepthe concrete surface covered to prevent the surface from being exposed to currents of air. Where woodenforms are used, they shall be kept wet at all times until removed to prevent the opening of joints and drying outof the concrete. Traffic shall not be allowed on concrete surfaces for 7 days after the concrete has been placed.
3.17 DRAINS OR DUCTS. Drainage pipes, conduits, and ducts that are to be encased in concrete shall beinstalled by the Contractor before the concrete is placed. The pipe shall be held rigidly so that it will not bedisplaced or moved during the placing of the concrete.
3.18 COLD WEATHER PROTECTION. When concrete is placed at temperatures below 40 F, the Contractorshall provide satisfactory methods and means to protect the mix from injury by freezing. The aggregates, orwater, or both, shall be heated in order to place the concrete at temperatures between 50 and 100 F.
SECTION 02 40 00 - DEMOLITION
Part 1: General
1.1 GENERAL. This item of work includes the removal and disposal of all materials or objects not intended toremain intact. Removal and disposal shall include, but is not necessarily limited to, rubbish, debris, brush,paving, curb and gutter, foundations, or other structures or materials, known or unknown, which may interferewith the proper execution of the work under this contract.
1.2 QUALITY ASSURANCE. All material excavated shall be classified as defined below:
(a) Provide adequate measures to protect all existing improvements above and below ground, on-site andon adjacent properties, intended to remain intact. Make all repairs necessary in the event of propertydamage to the satisfaction of the Owner of the damaged property at Contractor's expense.
(b) Take precautions to avoid interruptions of access to and from adjoining properties. Do not obstructpublic rights-of-way without specific permission from the local jurisdiction.
(c) Take precautions to prevent excessive spread of dust during demolition and clearing work. Occasionalsprinkling or moistening of exposed earth may be required to prevent dust being a nuisance to adjoiningproperties and the public.
(d) Contractor shall implement Stormwater Pollution Prevention Plan (SWP3) measures includingstabilization of ingress/egress areas and erection of runoff prevention measures prior to commencement ofclearing operations.
Part 2: Products
2.1 PROTECTION OF THE WORK. Barricading, flagmen, cones, temporary lighting, or any other items notspecifically called for in these specifications but which may be necessary to assure adequate safety for thepublic and workmen during demolition and clearing operations shall be provided by the Contractor, and at noadditional expense to the Owner.
2.2 MATERIALS. Contractor shall take possession of all materials resulting from demolition, clearing, andgrubbing operations that are not to be incorporated into the work. These materials shall be legally disposed ofoff-site by Contractor.
Part 3: Construction Methods
3.1 PREPARATION. Prior to commencing work under this section, Contractor shall locate all utilities and otherexisting improvements, and elevation benchmarks. Objects, which are to remain, and which might sufferdamage due to these operations shall be flagged or otherwise delineated. Contractor shall determine an orderlysequence of the work and coordinate sequence with Owner and material suppliers.
3.2 UTILITIES. Contractor shall disconnect or arrange to have disconnected and capped or plugged all utilitiesthus indicated per requirements of entity having jurisdiction. All existing utilities across the site, which areintended to remain intact, shall otherwise be preserved in good operating condition. Contractor shall provideprotection as necessary to assure continuance of service.
3.3 CLEARING AND GRUBBING. All stumps, trash, debris, and rubbish within contract work areas shall beremoved to ground level, gathered, and removed off-site. All stumps, matted roots, and roots greater than orequal to 3 inches in diameter shall be removed to a minimum depth of 24 inches below finished grade in allpaved areas and 12 inches below final grade in all other areas, unless directed otherwise by the Engineer.
3.4 FOUNDATIONS. Below-grade construction and slabs on grade shall be broken up, removed and disposed ofby the Contractor. Voids resulting from demolition shall be completely filled with suitable materials andthoroughly compacted.
3.5 PAVEMENT. All lines separating pavement or curb and gutter to be removed from pavement or curb andgutter to remain in place shall be cut neatly and in a straight line.
(a) Curb and Gutter. The limits of curb and gutter to be removed are shown on the drawings. Themethod of breaking up and removing the curb and gutter shall be such that no damage results to theremaining curb and gutter or the adjoining pavement.
(b) Pavement. The limits of bituminous surfaced and concrete paving to be removed are shown on thedrawings. Pavement shall be broken up by approved methods and disposed of off-site. Flexible base courseshall be retained for use in embankments.
SECTION 03 31 00 - STRUCTURAL PORTLAND CEMENT
Part 1: General
1.1 This item shall consist of reinforced structural portland cement concrete, prepared and constructed inaccordance with these specifications, at the locations and of the form and dimensions shown on the plans.
Part 2: Materials
2.1 GENERAL. Only approved materials, conforming to the requirements of these specifications shall be used inthe work. They may be subjected to inspection and tests at any time during the progress of their preparation oruse. Test certificates for each of the materials shall be submitted by the Contractor for approval. Materialsshall be stored and handled to insure the preservation of their quality and fitness for use and shall be located tofacilitate prompt inspection. All equipment for handling and transporting materials and concrete must be cleanbefore any material or concrete is placed therein.
In no case shall the use of pit-run or naturally mixed aggregated be permitted. Naturally mixed aggregate shallbe screened and washed, and all fine and coarse aggregates shall be stored separately and kept clean. Themixing of different kinds of aggregates from different sources in one storage pile or alternating batches ofdifferent aggregates will not be permitted.
2.2 COARSE AGGREGATE. The coarse aggregate for concrete shall meet the requirements of ASTM C 33.
Coarse aggregate shall be well graded from coarse to fine and shall meet one of the gradations shown in Table1, using ASTM C 136.
2.3 FINE AGGREGATE. The fine aggregate for concrete shall meet the requirements of ASTM C 33.
The fine aggregate shall be well graded from fine to coarse and shall meet the requirements of Table 2, whentested in accordance with ASTM C 136:
TABLE 1. GRADATION FOR COARSE AGGREGATE
Sieve Designation Percentage by Weight Passing Sieves(square openings) 2” 1½” 1” ¾" ½” 3/8” No. 4No. 4 to ¾ in. 100 90-100 20-55 0-10No. 4 to 1 in. 100 90-100 25-60 0-10No. 4 to 1 ½ in. 100 95-100 35-70 10-30 0-5
TABLE 2. GRADATION FOR FINE AGGREGATE
Sieve Designation Percentage by Weight Passing Sieves(square openings)3/8 inch 10No. 4 95-100No. 16 45-80No. 30 25-55No. 50 10-30No. 100 2-10
Blending will be permitted, if necessary, in order to meet the gradation requirements for fine aggregate. Fineaggregate deficient in the percentage of material passing the No. 50 mesh sieve may be accepted, provided thatsuch deficiency does not exceed 5% and is remedied by the addition of pozzolanic or cementitious materialsother than portland cement, as specified in paragraph 2.6 on admixtures, in sufficient quantity to produce therequired.
2.1 CEMENT. Cement shall conform to the requirements of ASTM C 150 Type I.
The Contractor shall furnish vendor's certified test reports for each carload, or equivalent, of cement shipped tothe project. All such test reports shall be subject to verification by testing sample materials received for use onthe project.
2.5 WATER. The water used in concrete shall be free from sewage, oil, acid, strong alkalies, vegetable matter,and clay and loam. If the water is of questionable quality, it shall be tested in accordance with AASHTO T 26.
2.6 ADMIXTURES. The use of any material added to the concrete mix shall be approved by the Engineer.Before approval of any material, the Contractor shall be required to submit the results of complete physical andchemical analyses made by an acceptable testing laboratory.
Air-entraining admixtures shall meet the requirements of ASTM C 260. Air-entraining admixtures shall beadded at the mixer in the amount necessary to produce the specified air content.
Water-reducing, set-controlling admixtures shall meet the requirements of ASTM C 494, Type A,water-reducing or Type D, water-reducing and retarding. Water-reducing admixtures shall be added at themixer separately from air-entraining admixtures in accordance with the manufacturer's printed instructions.
2.7 PREMOLDED JOINT MATERIAL. Premolded joint material for expansion joints shall meet therequirements of ASTM D 1751.
2.8 STEEL REINFORCEMENT. Reinforcing shall consist of deformed bars of either structural, intermediate orhard grade billet steel conforming to the requirements of ASTM A 615, Gr. 60.
Unless otherwise specifically shown on the plans, all dowel bars shall be plain round bars conforming to therequirements of ASTM A615, Grade 60.
Dowels shall be cut, not sheared, to length at the shop or mill prior to delivery to the site. Dowels shall be freeof loose flaky rust and loose scale, and shall be clean and straight. Dowels shall be free of any burring ordeformation. Coat dowels with a thin film of grease or other approved de-bonding material.
2.1 JOINT SEALER. The joint sealer for the joints in the concrete pavement shall be as shown on the plans.
2.2 COVER MATERIALS FOR CURING. Curing materials shall conform to one of the followingspecifications:
Waterproof paper for curing concrete ASTM C 171Polyethylene Sheeting for Curing Concrete ASTM C 171Liquid Membrane-Forming Compounds for ASTM C 309, Curing Concrete Type 2
Part 3: Construction Methods
3.1 GENERAL. The Contractor shall furnish all labor, materials, and services necessary for, and incidental to,the completion of all work as shown on the drawings and specified herein. All machinery and equipmentowned or controlled by the Contractor, which he proposed to use on the work, shall be of sufficient size tomeet the requirements of the work, and shall be such as to produce satisfactory work. All work shall be subjectto the inspection by the Engineer.
3.2 CONCRETE COMPOSITION. The concrete shall develop a compressive strength of 4,000 psi in 28 daysas determined by test cylinders made in accordance with ASTM C 31 and tested in accordance with ASTM C39. The concrete shall contain not less than 611 pounds (6.5 sacks) of cement per cubic yard. The concreteshall contain 5 percent of entrained air, plus or minus 1 percent, as determined by ASTM C 231 and shall havea slump of not more than 4 inches as determined by ASTM C 143. Collated, fibrillated polypropylene fibershall be added at the rate of 1.5 pounds per cubic yard.
3.3 ACCEPTANCE SAMPLING AND TESTING. Concrete for each structure will be accepted on the basis ofthe compressive strength specified in paragraph 3.2. The concrete shall be sampled in accordance with ASTMC 172. Compressive strength specimens shall be made in accordance with ASTM C 31 and tested inaccordance with ASTM C 39.
Concrete cylindrical test specimens shall be made in accordance with ASTM C 31 and tested in accordancewith ASTM C 39. The Contractor shall cure and store the test specimens under such conditions as directed.The contractor will make the actual tests on the specimens.
The group of test for quality and a mix design shall be made prior to delivery to the project site by theContractor. The quality testing and mix design shall be furnished and paid for by the Contractor. If less thanyear old test results and a mix design are available, these dated test results may be accepted in lieu ofadditional testing. If during the project, the asphaltic concrete changes, the Contractor, at his expense, shallprovide new quality test results and mix design.
Each transit truck load shall have a slump and air content test performed by the contractor.
The first truck of each day and every 50 cubic yards after shall have a Seven (7), Fourteen (14) andtwenty-eight (28) compressive strengths.
3.4 PROPORTIONING AND MEASURING DEVICES. When package cement is used, the quantity for eachbatch shall be equal to one or more whole sacks of cement. The aggregated shall be measured separately byweight. If aggregates are delivered to the mixer in batch trucks, the exact amount for each mixer charge shallbe contained in each batch compartment. Weighing boxes or hoppers shall provide means of regulating theflow of aggregates into the batch box so that the required and exact weight of aggregated can be readilyobtained.
3.5 CONSISTENCY. The consistency of the concrete shall be checked by the slump test specified in ASTM C143.
3.6 MIXING. Concrete may be mixed at the construction site, at a central point, or wholly or in part in truckmixers. The concrete shall be mixed and delivered in accordance with the requirements of ASTM C 94.
SECTION 03 32 00 - CONCRETE CURB AND GUTTER, SIDEWALKS, SLABS
AND MISCELLANEOUS CONCRETE WORK
Part 1: Description
1.1 GENERAL. This item shall consist of Portland cement concrete curb and gutter, sidewalks, concrete slabs,and other miscellaneous concrete work, other than that identified in Section 03 31 00 Portland CementConcrete Pavement, constructed in accordance with these specifications at the specified locations inaccordance with the dimensions, lines, and grades as shown on the plans or required by the Engineer.
Part 2: Materials
2.1 CONCRETE. Plain and reinforced concrete used in concrete slabs, curb and gutter and miscellaneousconcrete work shall conform to the requirements of Section 03 31 00, Structural Portland Cement Concrete.
2.2 FRAMES, GRATES AND COVERS. The castings shall conform to the following requirement:
(a) Ductile iron castings shall meet the requirements of ASTM A 536.
All castings shall conform to the dimensions shown on the plans and shall be designed to support HS-20loadings. The Contractor shall provide certification from the casting manufacturer that the castings furnishedwill meet the loading and material requirements.
Part 3: Construction Methods
3.1 GENERAL. The Contractor shall furnish all labor, materials, and service necessary for, and incidental to, thecompletion of all work as shown on the drawings and specified herein. All machinery and equipment ownedor controlled by the Contractor, which he proposes to use on the work, shall be of sufficient size to meet therequirements of the work, and shall be such as to produce satisfactory work; all work shall be subject to theinspection and approval of the Engineer. The Contractor shall employ, at all times, a sufficient force ofworkmen of such experience and ability that the work can be prosecuted in a satisfactory and workmanlikemanner.
3.2 PREPARING BASE AND SUBGRADE. Excavation or filling for curb and gutters, slabs, and othermiscellaneous concrete work shall conform to the lines and grades as shown on the plans or as established inthe field. Where concrete work is on fill, the material shall be placed in layers and given compaction, byappropriate methods, equal to that specified in Section 31 23 00,
3.3 Excavation and Embankment. Placing of curb and gutter or other concrete work on narrow embankment willnot be permitted. Where curb and gutter or other concrete work is in “cut,” the subgrade shall be excavated tothe required depth and fine graded, sprinkled and tamped by hand tampers or other appropriate method. In anycase the subgrade shall be brought uniformly to the grade required by the grades established in the field andthe detail of the sections shown on the plans, and thoroughly compacted.
3.4 FORM. Forms for curb and gutter shall be approved type metal forms. The form sections shall be straight,free of warp and of a depth equal to the depth of the concrete section formed. The forms shall consist of aback form, and a gutter form. Forms shall be constructed accurately to lines and grades as shown on the plansor as established in the field, shall be adequately braced so that they will not move during placing of theconcrete, and shall remain in place at least twelve (12) hours after placing of concrete. Forms shall be oiledwith a light oil before each use and forms, which are to be reused, shall be cleaned immediately after use andmaintained in good condition. Forms for concrete slabs, and other concrete work shall also conform toprovisions of this paragraph. Forms for curb and gutter on curved with a radius of 150 feet or less shall beflexible steel forms.
3.5 MACHINE LAID CURB AND GUTTER. The concrete curb and gutter sections may be formed with a curband gutter lay down machine, provided the machine is capable of laying the curb and gutter to the propergrade, alignment, and cross-section, and is equipped with adequate vibrators to produce a dense concrete freeof honeycombs. Control joints shall be provided as specified in paragraph 3.6.
Lay down machines that cannot meet the above requirement will not be acceptable for use.
3.6 PLACING. Concrete shall be deposited in place in such a manner as to require the minimum of rehandlingand shall be placed in a manner, which will produce a uniformly dense section, free of honeycomb or othervoids, conforming to the grade, thickness, and shapes shown on the plans. Before placing concrete thesubgrade shall be sprinkled so that it is in a thoroughly moistened condition (but not muddy). The concretebase course shall be formed to the true section as shown on the plans for the various sections. The sectionshall be shaped by the use of a metal screed shaped to the true cross-section of the finished sections, or byother method approved by the Engineer. On curb and gutter sections, the front face of the curb shall be formedby a method approved by the Engineer. A thin layer of concrete grout followed by a heavy metal screed,approved by the Engineer, may be used in forming the front face of the curb and gutter section. The groutshall be placed and finished immediately behind the initial placing operation to insure a proper bond betweensurfaces. If in the opinion of the Engineer, a proper bond is not provided, the section will be removed andreplaced at the Contractor's expense. Concrete shall be thoroughly spaded or vibrated in order to eliminatehoneycomb. Honeycombed placed in the back or curb or face of gutter will not be permitted. Smallhoneycombed places shall be patched immediately as directed by the Engineer. Concrete shall not be placedwhen the temperature is less than 40° F. and under no circumstances shall it be placed on frozen ground.
3.7 JOINTS. Curb and gutter shall be constructed with an expansion joint at the tangent point of each return atintersections and at the end of each day's concrete pour. A construction or contraction joint shall be located at10-foot intervals, or at each template or as directed by the Engineer. All joints shall be perpendicular to thesurface of the concrete and to the axis of the section. The contraction joints shall be made at 10-foot intervalsby cutting into the curb and gutter sections with a trowel a depth of approximately 2” to 2-1/2”; these jointsshall be finished as specified under finishing. Curb and gutter that cracks at locations other than definedjoints shall be removed to the nearest expansion joint on each side and replaced at no additional cost.
Expansion joint material shall be an approved pre-formed bituminous impregnated non-extruding type jointingmaterial, meeting the requirements of ASTM D 1751 or D 1752. The joint material shall be ½ inch thick, andshaped to the section of the curb and gutter or other work.
3.8 PLACEMENT AND TREATMENT OF GRATES. All grates and frames shall be placed in the positionsindicated on the plans or as directed by the Engineer, and shall be set true to line and to correct elevation. Ifframes or grates are to be set in concrete, all anchors or bolts shall be in place and position before the concreteis placed. The unit shall not be disturbed until the concrete has set.
After the frames have been set in final position and the concrete has been allowed to harden for 7 days, thenthe covers shall be placed.
3.8 FINISHING. Curb and gutter, gutter, sidewalks, concrete slabs, and other miscellaneous concrete work shallbe accurately shaped to the cross section shown on the plans or approved by the Engineer and finished to asurface of uniform texture by floating with a wood float and trowelling. The final finishing shall be done witha brush, the last stroke being one from the back of the curb to the lip of the gutter and transversely on otherwork. Both sides of all joints, the lip of the gutter, and back edge of the curb shall be finished with anapproved edging tool before the final brushing. Curved at top and bottom of curb section shall be accuratelyshaped and finished and the finished curb and gutter shall present a uniform appearance without “waves” in theface of the curb or “pockets” in the gutters or slabs. Particular care shall be exercised at all valley gutters, bothin setting forms and finishing, to insure that the shape of the gutter shall conform to the details of the plans andthat no water pockets will be formed either in the gutter or the pavement. At construction joints the mortarshall be cut the full width of the joint in the base course. The construction and contraction joints shall beneatly formed and finished with an approved edging or grouting tool of such design to groove the jointapproximately ¾” in depth.
3.9 BACK FILLING. After the concrete work has set sufficiently, the spaces adjacent to the structure shall berefilled to the required elevation with material specified in Section 03 23 00, Excavation and Embankment.
SECTION 31 23 00 - EXCAVATION AND EMBANKMENT
Part 1: General
1.1 This item covers excavation, disposal, placement, and compaction of all materials within the limits of the workrequired to construct streets and parking areas as well as other areas for drainage, sidewalks or other purposes inaccordance with these specifications and in conformity to the dimensions and typical section shown on theplans. Building pad construction is not a part of this section of specifications. When this specification conflictswith the Geotechnical Soils Investigation, the recommendations in the Geotechnical soils investigation shallfollowed in place of these specifications. A copy of the Geotechnical Soils Investigation, if not available withthe official bid documents, will be made available upon request. Additionally, where plan sheets conflict withspecifications, the plans sheets shall be used in place of specifications.
1.2 CLASSIFICATION. All material excavated shall be classified as defined below:
(a) Unclassified Excavation. Unclassified excavation shall consist of the excavation and disposal of allmaterial, regardless of its nature.
1.3 UNSUITABLE EXCAVATION. Any material containing vegetable or organic matter, such as muck, peat,organic silt, or sod shall be considered unsuitable for use in embankment construction.
Part 2: Execution
2.1 GENERAL. All unsuitable material shall be disposed of off-site.
If necessary to interrupt existing surface drainage, sewers or under-drainage, conduits, utilities, or similarunderground structures the Contractor shall be responsible for and shall take all necessary precautions topreserve them or provide temporary services. The Contractor shall, at his own expense, satisfactorily repair orpay the cost of all damage to such facilities or structures, which may result from any of the Contractor'soperations during the period of the contract.
2.2 EXCAVATION. No excavation shall be started until the Contractor has staked out the work. All suitableexcavated material shall be used in the formation of embankment, subgrade, or for other purposes shown on theplans. All unsuitable material shall be disposed of off-site.
When the volume of the excavation exceeds that required to construct the embankments to the grades indicated,the excess shall be used to grade the areas of ultimate development or disposed of as directed. When the volumeof excavation is not sufficient for constructing the fill to the grades indicated, the deficiency shall be obtainedfrom approved sources.
The grade shall be maintained so that the surface is well drained at all times. When necessary, temporary drainsand drainage ditches shall be installed to intercept or divert surface water, which may affect the work.
(a) Removal of Utilities. The removal of existing structures and utilities required to permit the orderlyprogress of work will be accomplished by someone other than the Contractor, e.g., the utility unless otherwiseshown on the plans. All existing foundations shall be excavated for at least 2 feet below the top of subgradeor as indicated on the plans, and the material disposed of as directed. All foundations thus excavated shall bebackfilled with suitable material and compacted as specified herein.
(b) Compaction Requirements. The subgrade under areas to be paved shall be compacted to a depth asshown on the plans and made sure to comply with the geotechnical soils investigation. Compaction shall be toa density of not less than 95 percent for cohesive soils or 100 percent for noncohesive soils of the maximumdensity as determined by ASTM D 698. One dry density and moisture content test per 300 hundred (300)square yards.
The in-place field density shall be determined in accordance with ASTM D1556, ASTM D 2167 or ASTM2922. Stones or rock fragments larger than 4 inches in their greatest dimension will not be permitted in top6 inches of the subgrade. The finished grading operations, conforming to the typical cross section, shall becompleted and maintained at least 1,000 feet ahead of the paving operations or as directed by the Engineer.
All cut-and-fill slopes shall be uniformly dressed to the slope, cross section, and alignment shown on theplans or as directed by the Engineer.
2.3 DRAINAGE EXCAVATION. Drainage excavation shall consist of excavating for drainage ditches such asintercepting, inlet or outlet, for temporary levee construction; or for any other type as designed or as shown onthe plans. The work shall be performed in the proper sequence with the other construction. All satisfactorymaterial shall be placed in fills; unsuitable material shall be placed in waste areas or as directed. Interceptingditches shall be constructed prior to starting adjacent excavation operations. All necessary work shall beperformed to secure a finish true to line, elevation, and cross section.
The Contractor shall maintain ditches constructed on the project to the required cross section and shall keepthem free of debris or obstructions until the project is accepted.
2.4 PREPARATION OF EMBANKMENT AREA. Where an embankment is to be constructed to a height of 4feet or less, all sod and vegetable matter shall be removed from the surface upon which the embankment is to beplaced, and the cleared surface shall be completely broken up by plowing or scarifying to a minimum depth of 6inches. This area shall then be compacted as indicated in paragraph 2.5.
2.5 FORMATION OF EMBANKMENTS. Embankments shall be formed in successive horizontal layers of notmore than 8 inches in loose depth for the full width of the cross section, unless otherwise approved by theEngineer.
The grading operations shall be conducted, and the various soil strata shall be placed, to produce a soil structureas shown on the typical cross section or as directed. Materials such as brush, hedge, roots, stumps, grass andother organic matter, shall not be incorporated or buried in the embankment.
Operations on earthwork shall be suspended at any time when satisfactory results cannot be obtained because ofrain, freezing, or other unsatisfactory conditions of the field. The Contractor shall drag, blade, or slope theembankment to provide proper surface drainage.
The material in the layer shall be within +/-2 percent of optimum moisture content before rolling to obtain theprescribed compaction. In order to achieve a uniform moisture content throughout the layer, wetting or dryingof the material and manipulation shall be required when necessary. Should the material be too wet to permitproper compaction or rolling, all work on all of the affected portions of the embankment shall be delayed untilthe material has dried to the required moisture content. Sprinkling of dry material to obtain the proper moisturecontent shall be done with approved equipment that will sufficiently distribute the water. Sufficient equipmentto furnish the required water shall be available at all times.
Rolling operations shall be continued until the embankment is compacted to not less that 95 percent ofmaximum density for noncohesive and cohesive soils as determined by ASTM D 698. Under all areas to bepaved, the embankments shall be compacted to a depth of 6 inches and to a density of not less that 95 percent ofthe maximum density as determined by ASTM D 698. One dry density and moisture content test per threehundred (300) square yards.
On all areas outside of the pavement areas, no compaction will be required on the top 4 inches.
The in-place field density shall be determined in accordance with ASTM D 1556, ASTM D 2167 or ASTM D2922.
Compaction areas shall be kept separate, and no layer shall be covered by another until the proper density isobtained.
During construction of the embankment, the Contractor shall route equipment at all times, both when loaded andwhen empty, over the layers as they are placed and shall distribute the travel evenly over the entire width of theembankment. The equipment shall be operated in such a manner that hardpan, cemented gravel, clay, or otherchunky soil material will be broken up into small particles and become incorporated with the other material inthe layer.
In the construction of embankments, layer placement shall begin in the deepest portion of the fill; as placementprogresses, layers shall be constructed approximately parallel to the finished pavement grade line.
When rock and other embankment material are excavated at approximately the same time, the rock shall beincorporated into the outer portion of the embankment and the other material shall be incorporated under thefuture paved areas. Stones or fragmentary rock larger than 4 inches in their greatest dimensions will be not beallowed in the top 6 inches of the subgrade. Rockfill shall be brought up in layers as specified or as directed andevery effort shall be exerted to fill the voids with the finer material forming a dense, compact mass. Rock orboulders shall not be disposed of outside the excavation or embankment areas, except at places and in themanner designated.
When the excavated material consists predominantly of rock fragments of such size that the material cannot beplaced in layers of the prescribed thickness without crushing, pulverizing or further breaking down the pieces,such material may be placed in the embankment as directed in layers not exceeding 2 feet in thickness. Eachlayer shall be leveled and smoothed with suitable leveling equipment and by distribution of spalls and finerfragments of rock. These type lifts shall not be constructed above an elevation 4 feet below the finishedsubgrade. Density requirements will not apply to portions of embankments constructed of materials, whichcannot be tested in accordance with specified methods.
Frozen material shall not be placed in the embankment nor shall embankment be placed upon frozen material.
2.6 FINISHING AND PROTECTION OF SUBGRADE. After the subgrade has been substantially completedthe full width shall be conditioned by removing any soft or other unstable material which will not compactproperly. The resulting areas and all other low areas, holes or depressions shall be brought to grade withsuitable select material. Scarifying, blading, rolling and other methods shall be performed to provide athoroughly compacted subgrade shaped to the lines and grades shown on the plans.
Grading of the subgrade shall be performed so that it will drain readily. The Contractor shall take allprecautions necessary to protect the subgrade from damage and shall limit hauling over the finished subgrade tothat which is essential for construction purposes.
All ruts or rough places that develop in a completed subgrade shall be smoothed and recompacted.
2.7 HAUL. All hauling will be considered a necessary and incidental part of the work. Its cost shall be consideredby the Contractor and included in the contract price for the pay of items of work involved. No payment will bemade separately or directly for hauling on any part of the work.
2.8 TOLERANCES. In those areas upon which a base course is to be placed, the top of the subgrade shall be ofsuch smoothness that, when tested with a 16-foot straightedge applied parallel and at right angles to thecenterline, it shall not show any deviation in excess of ½ inch, or shall not be more than 0.04 foot from truegrade as established by grade hubs or pins. Any deviation in excess of these amounts shall be corrected byloosening, adding, or removing materials; reshaping; and recompacting by sprinkling and rolling.
On shoulder areas, intermediate and other designated areas, the surface shall be of such smoothness that it willnot vary more than 0.10 foot from true grade as established by grade hubs. Loosening, adding or removingmaterials, and reshaping shall correct any deviation in excess of this amount.
ISSUE DATE: 08/28/2019
PROJECT NUMBER: 12778
DRAWN BY: EBJ
CHECKED BY: LAJ
SEAL
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SITE NUMBER:
BASE MDL:
OWNER:
BASE VERSION:
DRAWING RELEASE:
PROJECT YEAR:
ASSET TYPE:
CLASSIFICATION:
UPGRADE CLASSIFICATION:
FURNITURE PACKAGE:
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PROJECT TYPE:
08/28/19
CIVIL SPECIFICATIONS
CSP2
12778
SMART 55 - SQUARE 2017
FRANCHISE
NEW
TOOT N' TOTUM
2017
NEW BUILD
2019
2016 V3
FEB 2019
NEW
SMART 55 - SQUARE
OJD Engineering
The Benchmark
Consulting Engineers
F-4393
2420 Lakeview Drive
Amarillo, TX 79109
806-352-7117
3.2 EXCAVATING FOR SITE UTILITIES
A. Trenches and excavating shall be made to the lines and grades indicated on the Drawings and as necessary tocomplete the utilities installations. There shall be no separate classification or payment for excavated materials,and all materials encountered shall be removed as necessary.
B. Rock or other unyielding materials that may be encountered shall be removed to provide a minimum clearance of6" (six inches) to all points of any pipe or appurtenances being installed.
C. Trench and excavation protection shall be provided per Department of Labor/OSHA 29 CFR Part 1926,"Occupational Safety and Health Standards - Excavations", and any other applicable law, regulation, orordinance.
D. All adjacent property and improvements shall be protected during the prosecution of work under this section.Provide whatever temporary support, bracing, or other measures necessary, and restore any damaged or disturbeditems to the satisfaction of the Owner of the item(s) and as directed by the Engineer.
E. Provide barricades, flagmen, lighting, signs, or any other items necessary to assure the safety of the public andworkmen.
F. Take precautions to avoid interruptions of access to and from adjoining properties whenever possible. Do notobstruct public rights-of-way without specific permission from the governing authority having jurisdiction.
G. Trenches or excavations requiring the cutting of existing pavements shall be kept to a minimum size inconformance with the work necessitating the cut. Backfill the excavation and restore the pavement as indicatedon the Drawings, or to as good as or better condition than the adjacent pavement.
3.3 LAYING PIPE
A. In general, install pipe in the prepared trench bottom per recommendations of the manufacturer and UPCrequirements based on actual conditions encountered at the project site.
B. Provide concrete thrust blocking for water line fittings and appurtenances per UPC requirements. Thrustblocking shall be installed against sound undisturbed earth and the concrete shall have a minimum 28-day f'c =2,500 psi
C. Keep interiors of all piping and appurtenances clean and free of dirt or other deleterious materials.
D. Install piping as nearly as practicable to the lines and grades indicated on the Drawings. Maintain a minimum of10' (ten feet) separation between water and sanitary sewer lines. Where these lines cross, lay water lines at least3' (three feet) above sewer lines. This clearance may be reduced to a minimum of 12" (twelve inches) providedthe sewer line is constructed of cast or ductile iron pipe, or PVC pressure pipe meeting AWWA specifications forpotable water pipe, for parts of the sewer line within 10' (ten feet) of the water line.
E. Provide underground warning tapes above all buried utility pipe lines. Tape shall be heavy gauge (0.004" orgreater) polyethylene film, color coded according to APWA standards:
Water Lines Blue
Sewer Lines Green
Gas Lines Yellow
Telecommunications Orange
Electric Lines Red
Minimum tape width shall be 2" (two inches). Install warning tapes no less than 12" (twelve inches) above thetop of the buries lines.
3.4 BACKFILLING TRENCHES AND EXCAVATIONS
A. In general, do not begin backfill until all lines have been tested.
B. Embedment and initial backfill shall be as indicated on the Drawings or as recommended by the manufacturer orrequired by the reference standard for the size and type of pipe or appurtenance installed.
C. Final backfill shall be placed in lifts not exceeding 8" (eight inches) and thoroughly compacted to density at leastequivalent to the surrounding native material. In areas to be paved, lifts shall not exceed 6" (six inches).
D. All backfill shall be free of large rocks or stones, broken concrete, trash, weeds or other organic matter, or anyother deleterious materials.
E. Restore final surfaces of trenches to approximate original grade.
3.5 TESTING
A. Domestic Water Lines
1. Hydrostatic Pressure Leakage Tests
a. Pressure During Test: After the pipe has been laid, the line shall be subjected to a hydrostatic pressure testand leakage test. The lines shall be tested at 100 psig pressure.
b. Duration of Test: The duration of each test shall be minimum of 4 (four) hours.
c. Procedure: Each newly laid pipe, or valved section thereof, shall be slowly filled with water to the specifiedtest pressure measured at the point of lowest elevation. Pressure shall be applied and maintained by meansof a pump connected to the pipe in a satisfactory manner. The pump, pipe connection, and all necessaryappurtenances and labor shall be furnished by the Contractor.
As the line is being filled and before applying the test pressure, all air shall be expelled from the pipe. Toaccomplish this, taps shall be made, if necessary, at points of highest elevation. After the test, the taps shallbe tightly plugged.
During the time the test pressure is on the pipe, the line shall be carefully checked at regular intervals forbreaks or leaks. Any joints showing leaks shall be repaired and cracked of defective pipes or fittings shallbe removed and replaced. The test shall be repeated until satisfactory results are obtained.
d. Leakage Test: After all defects have been satisfactorily repaired and all visible leaks stopped, a leakage testshall be made on each newly laid pipe or valved section thereof to determine the quantity of water lost byleakage. The Contractor shall furnish all labor, material, and equipment required for making the test. Theleakage shall be determined by measuring the quantity of water supplied to each test section of the linesnecessary to maintain the test pressure. No pipe installation will be accepted until or unless the leakage asdetermined by test does not exceed 2 (two) quarts per hour per 100 (one hundred) gasketed joints,distributed over all joints, and regardless of pipe diameter.
2. Sterilization of Water Lines
a. The Contractor shall furnish all labor, equipment and material necessary for the chlorination of the new pipelines which shall be sterilized before being placed in service. The lines shall be sterilized by the applicationof the chlorinating agent. The chlorinatingagent may be a liquid chlorine, liquid chlorine gas-water mixture, or a calcium hypochlorite solution, whichshall be fed into the lines through a suitable solution-feed device, or other methods approved by theEngineer.
b. The chlorinating agent shall be applied at or near the point from which the line is being filled, and through acorporation stop or other approved connection inserted in the horizontal axis of the newly laid pipe. Thewater being used to fill the line shall be controlled to flow into the section to be sterilized very slowly, andthe rate of application of the chlorinating agent shall be in such proportion of water entering the pipe that thechlorine dose applied to the water entering the line shall be at least 100 (one hundred) parts per million. Thetreated water shall be retained in the pipe lines for a period of not less than 24 (twenty-four) hours.
c. Completed lines shall be flushed until the chlorine residual stabilizes at the public water system residual,typically 0.2 parts per million or less.
B. Fire Protection Water Lines
1. In general, follow same procedures as for Domestic Water Lines, except test pressure shall be 150 psigpressure.
2. All installation, testing, and procedures shall meet National Fire Protection Association standards as approvedby the local Fire Marshall and subject to the approval of the Engineer.
C. Sanitary Sewer Lines
1. Sewer lines may be tested by either conducting a water exfiltration test or a low-pressure air test. Contractorshall supply all equipment and labor necessary to satisfactorily complete the test.
2. Water Exfiltration Test
a. The lower end of the section to be tested shall be closed with a watertight device. The upper end of thesection to be tested shall be filled with water to a point 4' (four feet) above the pipe invert.
b. The allowable leakage by exfiltration shall not exceed 200 (two hundred) gallons/inch diameter/mile/day.The leakage shall be measured
c. The Contractor shall repeat the 4 (four) hour exfiltration test after repairs until an acceptableleakage rate is attained. All repairs required shall be at the Contractor's expense.
3. Low-Pressure Air Test
a. The low-pressure air test shall be conducted in accordance with the provisions of UNI-B-6, "Recommendedpractice for Low-Pressure Air Testing of Installed Sewer Pipe," published by Uni-Bell Plastic PipeAssociation.
b. The Contractor shall repeat the low-pressure air test after making any necessary repairs until an acceptablepressure drop for the test is attained. All repairs required shall be at the Contractor's expense.
3.6 REPORTING OF TEST RESULTS
A. Water Lines
1. Provide written report to Engineer of all tests, including failed tests, if any, and note repairs made.
2. Report date and location of all tests, and include calculations for allowable and actual leakage, line size andservice, test pressure, and date lines placed in service.
B. Sanitary Sewer Lines
1. Provide written report to Engineer of all tests, including failed tests, if any, and note repairs made.
2. Report date and location of all tests, and include test method, line size, and calculations for allowable andactual exfiltration or air-pressure drop.
SECTION 32 17 23 - PAVEMENT MARKINGS
Part 1: General
1.1 GENERAL. This Section includes the following: Furnish and install all painted lines, directional arrows,handicapped symbols, or similar markings on paved surfaces, as shown on the drawings or specified herein,as required by jurisdiction having authority, and as required to complete the work.
Part 2: Products
2.1 TRAFFIC MARKING PAINT. Acrylic Waterborne Paint or Low Volatile Organic Compound (VOC)solvent base paint, lead and chromate free, ready-mixed, cold applied traffic marking paint, white or yellowcolor as designated on the plans for striping and lane markings, white and blue as international handicappedparking symbols. Acceptable products include Devoe Exterior “Safety Line” or approved equal.
Part 3: Execution
3.1 EXAMINATION
A. Verification of Conditions: Examine areas and conditions under which the work of this Section will beperformed. Do not proceed with the work until unsatisfactory conditions have been corrected.Commencement of work implies acceptance of all areas and conditions.
3.2 PREPARATION
A. Surface Preparation: Allow fresh pavement surfaces to weather at least 30 days prior to application oftraffic marking paint.
3.3 APPLICATION
A. Traffic Marking Paint: Unless otherwise indicated, apply traffic marking paint in nominal 4”wide stripes at the rate of 100 to 110 sf/gal
1. Unless otherwise indicated, apply traffic markings in nominal 4” wide stripes with clear and sharpdimensions. See drawings for striping patterns, directional arrows and symbols.
2. Unless otherwise indicated, use yellow markings at lane striping and directionalsymbols, white markings at parking striping and white and blue markings at internationalhandicapped symbols.
3. Comply with ANSI 117.1 and ADA requirements for graphic symbols, stall widths, and access aislesat handicapped parking spaces. Provide approved templates forsymbols and directional arrows.
SECTION 33 00 00 - SITE UTILITIES
Part 1: General
1.1 WORK INCLUDED
A. This work includes layout, trenching and other excavation, trench protection provisions, providing andinstalling all necessary site utility line piping and appurtenances, from the points of connections to publicutilities to connections with building lines within 5' (5 feet) of buildings for domestic water service, fireprotection lines, and sanitary sewer service. This work also includes providing and installing variousconduits and sleeving for installation of other utilitie`s, including electrical secondary and telephoneservice runs and irrigation piping installed by others, and providing and installing drawstrings orpull-wires in these sleeves as may be necessary.
B. Contractor shall arrange for utility connections with the proper authorities, and shall bear all expensesassociated with permits, connections, or inspections required by said authorities.
1.2 REFERENCE STANDARDS
A. At a minimum, comply with applicable provisions of the latest edition of the Uniform Plumbing Code(UPC) and its amendments as adopted by the local jurisdiction. Comply with all other applicable codes,regulations, ordinances, statutes, or laws as established at time of construction by any and all entitieshaving jurisdiction.
B. ASTM is the American Society for Testing and Materials; references standards refer to the latest versionsthereof.
C. AWWA is the American Water Works Association; referenced standards refer to the latest versionsthereof.
1.2 QUALITY ASSURANCE
A. Submit manufacturer's data on all materials to be incorporated into the work.
B. All pipe, fittings, and other appurtenances shall be new and unused.
1.4 WARRANTY
A. Standard project warranty provisions specified elsewhere apply to work of this section.
B. Warranty period shall start on date of Substantial Completion.
Part 2: Products
2.1 PIPE
A. Domestic Water Pipe, up to and including 4" (four inch) I.D.: ASTM D2241 PVC, minimum wallthickness SDR-26, or ASTM D 1785 minimum sch-40: integral bell and spigot with elastomeric gasketsmeeting ASTM F477 and joints meeting ASTM D3139; 4" (four inch) I.D. and larger; AWWA C900,DR-18, integral; bell and spigot with gasket joints per above; or other UPC approved pipe and fittingssubject to the approval of the Engineer. Plans shall instruct as to preferred material.
B. Fire Protection Water Pipe: ASTM D2241 PVC, DR-18, integral bell and spigot with gasket jointsmeeting ASTM F477 and ASTM D3139; or cement-lined bituminous coated ductile iron pipe meetingASSA C104, C150, and C151 specifications with elastomeric gaskets meetingAWWA C111; or other pipe and fittings meeting National Fire Protection Association standards asapproved by the local Fire Marshall and subject to the approval of the Engineer.
Plans shall instruct as to preferred material.
C. Sanitary Sewer Pipe: ASTM D3034 PVC, minimum SDR-35, integral bell and spigot with elastomericgaskets meeting ASTM D477 and joints meeting ASTM D3212; or other UPC approved pipe and fittingssubject to the approval of the Engineer. See plans for design requirements. Plans shall instruct as topreferred material.
D. Sleeves and Conduits: minimum Schedule 40 PVC or galvanized steel.
E. Storm Sewer Pipe: ADS HP storm Corrugated Polypropylene Drainage Pipe except where otherwisenoted on plans.
2.2 ACCESSORY MATERIALS
A. All materials and appurtenances required in conjunction with the work of this section shall bemanufactured specifically for the intended use and shall meet all applicable codes, regulations andstandards of all authorities having jurisdiction.
B. Sanitary sewer cleanouts on exterior lines shall be installed at locations as required by the UPC andintervals no greater than 100' (one hundred feet). The fitting at the sewer main shall be concrete encased.An approved brass cleanout ferrule and plug shall be installed in a minimum 18" (eighteen inch) squareby 7" (seven inch) thick concrete slab set to finished grade. Cleanouts shall be 4" (four inch) diameter.
Part 3: Execution
3.1 PREPARATION
A. Permits: Obtain all required permits and arrange for al necessary work to be performed by municipal orutility company employee. Pay for any fees associated with permits, taps, meters, inspections, or otherconnection fees assessed by the city or utility company associated with making building serviceconnections to the city or utility owned mains.
B. Before commencing pipe excavations:
1. Have all known underground utilities located within the excavation area.
2. Stake proposed route of each utility line.
3. Verify horizontal and vertical locations of items critical to the alignment and grade of proposed utilitylines. Calculate sanitary sewer line grades and confirm compliance with the Drawings andspecifications.
4. Confirm availability of all utilities to be in substantial agreement with the Drawings.
5. Notify Engineer of any conditions encountered that may require significant rerouting of site utilitypiping before commencing or continuing. Otherwise, make minor adjustments as needed and makewritten record of same.
SECTION 32 11 00 - PLANT MIX BITUMINOUS PAVEMENTS
Part 1: Description
1.1 This item shall consist of a surface course composed of mineral aggregate and bituminous material mixed in acentral mixing plant and placed on a prepared course in accordance with these specifications and shall conformto the lines, grades, thickness, and typical cross sections shown on the plans. Each course shall be constructedto the depth, typical section, or elevation required by the plans and shall be rolled, finished, and approvedbefore the placement of the next course. The courses shall be constructed in lifts not to exceed 2 inches incompacted thickness. When this specification conflicts with the Geotechnical Soils Investigation, therecommendations in the Geotechnical soils investigation shall followed in place of these specifications. Acopy of the Geotechnical Soils Investigation can be obtained from the Architect. Additionally, where plansheets conflict with specifications, the plans sheets shall be used in place of specifications.
Part 2: Materials
2.1 AGGREGATE. Aggregates shall consist of crushed stone or crushed gravel with or without sand or otherinert finely divided mineral aggregate. The portion of materials retained on the No. 10 sieve shall be known ascoarse aggregate, the portion passing the No. 10 sieve and retained on the No. 200 sieve as fine aggregate, andthe portion passing the No. 200 sieve as mineral filler.
(a) Coarse Aggregate. Coarse aggregate shall consist of sound, tough, durable particles, free from adherentfilms of matter that would prevent thorough coating with the bituminous material. The percentage ofwear shall not be greater than 40 percent when tested in accordance with ASTM C 131. The magnesiumsulfate soundness loss shall not exceed 30 percent, after five cycles, when tested in accordance withASTM C 88.
Aggregate shall contain at least 85 percent by weight of crushed pieces having two or more fracturedfaces. Fractured faces shall be obtained by artificial crushing.
The aggregate shall not contain more than 8 percent, by weight, of flat or elongated pieces, a flat particleis one having a ratio of width to thickness greater than five; an elongated particle is one having a ratio oflength to width greater than five.
(b) Fine Aggregate. Fine aggregate shall consist of clean, sound, durable, angular particles produced bycrushing stone or gravel that meets the requirements for wear and soundness specified for coarseaggregate. The aggregate particles shall be free from coatings of clay, silt, or other objectionable matterand shall contain no clay balls. The fine aggregate, including any blended filler, shall have a plasticityindex of not more than six and a liquid limit of not more than 25 when tested in accordance with ASTMD 4318.
Natural sand may be used to obtain the gradation of the aggregate blend or to improve the workability ofthe mix. The amount of sand to be added will be adjusted to produce mixtures conforming torequirements of this specification.
(c) Sampling and Testing. ASTM D 75 shall be used in sampling coarse and fine aggregate, and ASTM C183 shall be used in sampling mineral filler. The Contractor shall furnish documentation to the Engineerconfirming that the aggregates meet specification requirements.
(d) Sources of Aggregates. Sources of aggregates shall be selected well in advance of the time the materialsare required in the work. When the aggregates are obtained from a previously approved source or anexisting source producing aggregates that has a satisfactory service record in bituminous pavementconstruction for at least 5 years, samples shall be submitted 14 days prior to start of production. TheEngineer will make an inspection of the producer's operation. When new sources are to be developed, theContractor shall indicate the sources and shall submit a plan for operation 30 days in advance of startingproduction. Samples from test pits, borings, and other excavations shall be submitted at the same time.Approval of the source of aggregate does not relieve the Contractor in any way of the responsibility fordelivery at the job site of aggregates that meet the requirements specified herein.
(e) Samples of Aggregates. The Contractor at the start of production and at intervals shall furnish samplesof aggregates during production of bituminous mixtures. The Engineer will designate the sampling pointsand intervals. The samples will be the basis of approval of specific lots of aggregates from the standpointof the quality requirements of this section.
2.2 FILLER. If filler, in addition to that naturally present in the aggregate, is necessary, it shall meet therequirements of ASTM D 242.
2.3 BITUMINOUS MATERIAL. Bituminous material shall conform to the following requirements:
Type and Grade, Asphalt Cement SpecificationPenetration Grade 85-100 ASTM D 946Viscosity Grade AC-10 ASTM D 3381
The Contractor shall furnish vendor's certified test reports for each tank load of bitumen shipped to the project.The report shall be delivered to the Engineer before permission is granted for use of the material. Thefurnishing of the vendor's certified test report for the bituminous material shall be the basis for finalacceptance.
Part 3: Composition
3.1 COMPOSITION OF MIXTURE. The bituminous plant mix shall be composed of a mixture of aggregate,filler if required, and bituminous material. The several aggregate fractions shall be sized, uniformly graded,and combined in such proportions that the resulting mixture meets the grading requirements of the job mixformula.
3.2 JOB MIX FORMULA. No bituminous mixture for payment shall be produced until the Engineer hasapproved a job mix formula. The formula shall be submitted in writing by the Contractor to the Engineer atleast 14 days prior to the start of paving operations and shall indicate the definite percentage of each sievefraction of aggregate, the percentage of bitumen, and the temperature of the completed mixture whendischarged from the mixer. All test data used to develop the job mix formula shall also be submitted. The jobmix formula for each mixture shall be in effect until modified in writing by the Engineer. Should a change insources of materials be made, a new job mix formula must be established before the new material is used.
The bituminous mixture shall be designed using procedures contained in Chapter III, MARSHALL METHODOF MIX DESIGN, of the Asphalt Institute's Manual Series No. 2 (MS-2), current edition, and shall meet therequirements of Tables 1 and 2.
TABLE 1. MARSHAL DESIGN CRITERIA
TEST PROPERTYNumber of Blows 50Stability, Minimum pounds 1300Flow, 0.01 in. 10-18Percent air voids 3.0-5.0
The mineral aggregate shall be of such size that the percentage composition by weight, as determined bylaboratory screens, will conform to the gradation or gradations specified in Table 2 when tested in accordancewith ASTM Standard C 136 and C 117. The percentage by weight for the bituminous material shall be withinthe limits specified.
The gradations in Table 2 represent the limits, which shall determine the suitability of aggregate for use fromthe sources of supply. The aggregate, as finally selected, shall have a gradation within the limits designated inTable 2 and shall not vary from the low limit on one sieve to the high limit on the adjacent sieve, or vice versa,but shall be uniformly graded from coarse to fine.
TABLE 2. AGGREGATE - BITUMINOUS PAVEMENTS
Type “D” (Fine Graded Surface Course): Percent Aggregate by Weight
Passing 1/2” sieve 100Passing 3/8” sieve 85 to 100Passing No. 4 sieve 50 to 70Passing No. 10 sieve 32 to 42Passing No. 40 sieve 11 to 26Passing No. 80 sieve 4 to 14Passing No. 200 sieve 1 to 6VMA (% minimum) 14
The job mix tolerances shown in Table 3 shall be applied to the job mix formula to establish a jobcontrol-grading band. The full tolerances shown in Table 2 still will apply if application of the job mixtolerances results in a job control grading band outside the master-grading band.
TABLE 3. JOB MIX FORMULA TOLERANCES(Based on a Single Test)
Material Tolerance - plus or minusAggregate passing No. 4 sieve or larger 7 percentAggregate passing No. 10 sieve 6 percentAggregate passing No. 40 sieve 5 percentAggregate passing Nos. 80 and 200 sieves 3 percentBitumen 0.25 percentTemperature of mix 20 F
The aggregate gradation may be adjusted within the limits of Table 2 as directed, without adjustments in thecontract unit prices.
Deviation from the final approved design for bitumen content and gradation of aggregates shall not be greaterthan the tolerances permitted and shall be based on daily plant extraction. Extraction tests for bitumen contentand aggregate gradation will be made at least once daily. The mixture will be tested for bitumen content inaccordance with ASTM D 2172 and for aggregate gradation in accordance with AASHTO T 30.
The completed mixture shall be sampled at the plant to retain job control. One sample shall be taken fromeach sublot on a random basis, in accordance with procedures contained in ASTM D 3665. A lot shall consistof 1000 tons or each day's production and shall be divided into 4 sublots. Testing shall be in accordance withthe Marshall Method procedures contained n Chapter III of the Asphalt Institute Manual Series No. 2 (MS-2),current edition. If any two consecutive Marshall tests results of any property do not conform to therequirements shown in Tables 1 and 2, the Contractor shall take immediate corrective action. In no instanceshall the percent air voids exceed +/- 1 percent of the job mix formula value.
The Engineer may halt production if the Marshall test criteria are not met and not allow it to resume until theproblem is corrected.
If the index of retained strength of the specimens of composite mixture, as determined by ASTM D 1075, isless than 75, the aggregates shall be rejected or the asphalt shall be treated with an antistripping agent. Theamount of antistripping agent added to the asphalt shall be sufficient to produce an index of retained strengthof not less than 75.
3.3 TEST SECTION. Prior to full production, the Contractor shall prepare a quantity of bituminous mixtureaccording to the job mix formula. The amount of mixture should be sufficient to construct a test section 50feet long and 20 feet wide placed in two sections and shall be of the same depth specified for the constructionof the course that it represents. The underlying grade or pavement structure upon which the test section is tobe constructed shall be the same as the remainder of the course represented by the test section. The equipmentused in construction of the test section shall be the same type and weight to be used on the remainder of thecourse represented by the test section.
If the test section should proved to be unsatisfactory, the necessary adjustments to the mix design plantoperations, and/or rolling procedures shall be made. Additional test sections, as required, shall be constructedand evaluated for conformance to the specifications. When test sections do not conform to specificationrequirements, the pavement shall be removed and replaced at the Contractor's expense. A marginal quality testsection also does not meet specification requirements both sections shall be removed at the Contractor'sexpense. Full production shall not begin without the Engineer's approval. Test sections will be paid for inaccordance with paragraph 4.12.
3.4 TESTING LABORATORY. The testing laboratory used to develop the job mix formula and to perform thetests required by this specification shall meet the requirements of ASTM D 3666. A certification that thelaboratory meets these requirements shall be submitted to the Engineer.
Part 4: Construction Methods
4.1 WEATHER LIMITATIONS. The bituminous mixture shall not be placed upon a wet surface or when thesurface temperature of the underlying course is less than specified in Table 4. The temperature requirementsmay be waived, but only at the discretion of the Engineer.
TABLE 4. BASE TEMPERATURE LIMITATIONSMat Thickness Base Temperature (Minimum), Deg. F3 in. or greater 40Greater than 1 in. but less than 3 in. 451 in. or less 50
4.2 BITUMINOUS MIXING PLANT. Plants used for the preparation of bituminous mixtures shall conform tothe requirements of ASTM D 995 with the following changes:
(a) Requirements for All Plants.
(1) Truck Sales. The bituminous mixture shall be weighted on approved scales furnished by theContractor, or on public scales at the Contractor's expense. Such scales shall be inspected and sealedas often as the Engineer deems necessary to assure their accuracy.
(2) Inspection of Plant. The Engineer, or his/her authorized representative, shall have access, at alltimes, to all parts of the plant for checking adequacy of equipment; inspecting operation of the plant;verifying weights, proportions, and character of materials; and checking the temperatures maintainedin the preparation of the mixtures.
(3) Storage Bins and Surge Bins. Paragraph 3.9 of ASTM D 995 is deleted. Instead, the followingapplies. Use of surge bins or storage bins for temporary storage of hot bituminous mixtures will bepermitted as follows:
The bituminous mixture may be stored in surge bins for period of time not to exceed 3 hours.
The bituminous mixture may be stored in insulated storage bins for a period of time not to exceed 24hours, provided an inert gas atmosphere is maintained in the bin during the storage period.
The bins shall be such that mix drawn from them meets the same requirements as mix located into trucks.
If the Engineer determines that there is an excessive amount of heat loss, segregation or oxidation of themixture due to temporary storage, no overnight storage will be allowed.
4.3 HAULING EQUIPMENT. Trucks used for hauling bituminous mixtures shall have tight, clean, and smoothmetal beds. To prevent the mixture from adhering to them, the truck beds shall be lightly coated with aminimum amount of paraffin oil, lime solution, or other approved material. Each truck shall have a suitablecover to protect the mixture from adverse weather. When necessary, to ensure that the mixture will bedelivered to the site at the specified temperature, truck beds shall be insulated and covers shall be securelyfastened.
4.4 BITUMINOUS PAVERS. Bituminous pavers shall be self-contained, power-propelled units with anactivated screed or strike-off assembly, heated if necessary, and shall be capable spreading and finishingcourses of bituminous plant mix material which will meet the specified thickness, smoothness, and grade.Pavers used for shoulders and similar construction shall be capable of spreading and finishing courses ofbituminous plant mix material in widths shown on the plans.
The paver shall have a receiving hopper of sufficient capacity to permit a uniform spreading operation. Thehopper shall be equipped with a distribution system to place the mixture uniformly in front of the screed. Thescreed or strike-off assembly shall effectively produce a finished surface of the required evenness and texturewithout tearing, shoving, or gouging the mixture.
The paver shall be capable of operating at forward speeds consistent with satisfactory laying of the mixture.
If an automatic grade control device is used, the paver shall be equipped with a control system capable ofautomatically maintaining the specified screed elevation. The control system shall be automatically actuatedfrom either a reference line or surface through a system of mechanical sensors or sensor-directed mechanismsor devices which will maintain the paver screed at a predetermined transverse slope and at the proper elevationto obtain the required surface. The transverse slope controller shall be capable of maintaining the screed at thedesired slope within plus or minus 0.1 percent.
The controls shall be capable of working in conjunction with any of the following attachments:
(a) Ski-type device of not less than 30 feet in length or as directed by the Engineer.
(b) Taut string line (wire) set to grade.
(c) Short ski or shoe.
4.5 ROLLERS. Rollers of the vibratory steel wheel, or pneumatic-tired type may be used. They shall be in goodcondition, capable of operating at slow speeds to avoid displacement of the bituminous mixture. The number,type, and weight of the rollers shall be sufficient to compact the mixture to the required density while it is stillin a workable condition.
The use of equipment which causes excessive crushing of the aggregate will not be permitted.
4.6 PREPARATION OF BITUMINOUS MATERIAL. The bituminous material shall be heated in a mannerthat will avoid local overheating and provide a continuous supply of the bituminous material to the mixer at auniform temperature. The temperature of the bituminous material delivered to the mixer shall be sufficient toprovide a suitable viscosity for adequate coating of the aggregate particles but shall not exceed 325 F.
4.7 PREPARATION OF MINERAL AGGREGATE. The aggregate for the mixture shall be dried and heatedto the temperature designated by the job formula within the job tolerance specified. The maximumtemperature and rate of heating shall be such that no permanent damage occurs to the aggregates. Particularcare shall be taken that overheating does not damage aggregates high in calcium or magnesium content. Thetemperature shall not be lower than is required to obtain complete coating and uniform distribution on theaggregate particles and to provide a mixture of satisfactory workability.
4.8 PREPARATION OF BITUMINOUS MIXTURE. The aggregates and the bituminous material shall beweighed and metered and introduced into the mixer in the amount specified by the job mix formula.
The combined materials shall be mixed until the aggregate obtains a uniform coating of bitumen and isthoroughly distributed throughout the mixture. Wet mixing time shall be the shortest time that will producesatisfactory mixture. It shall be established by the Contractor, based on the procedure for determining thepercentage of coated particles described in ASTM D 2489, and approved by the Engineer for each individualplant and for each type of aggregate used. The minimum mixing time shall be 25 seconds. The mixing timewill be set to achieve 95 percent of coated particles. For continuous mix plants, the minimum mixing timeshall be determined by dividing the weight of its contents at operating level by the weight of the mixturedelivered per second by the mixer. The moisture content of the mix shall not exceed 1.0 percent.
4.9 TRANSPORTING, SPREADING, AND FINISHING. The mixture shall be transported from the mixingplant to the point of use in vehicles conforming to the requirements of Section 4.3. Deliveries shall bescheduled so that spreading and rolling of all mixture prepared for one day's run can be completed duringdaylight, unless adequate artificial lighting is provided. Hauling over freshly placed material shall not bepermitted until the material has been compacted, as specified, and allowed to cool to atmospheric temperature.
Immediately before placing the bituminous mixture, the underlying course shall be cleared of all debris withpower blowers, power brooms, or hand brooms as directed.
The mix shall be placed at a temperature of not less than 250 F when asphalt cement is used.
Upon arrival, the mixture shall be spread to the full width by an approved bituminous paver. It shall be struckoff in a uniform layer of such depth that, when the work is completed, it shall have the required thickness andconform to the grade and contour indicated. The speed of the paver shall be regulated to eliminate pulling andtearing of the bituminous mat. Unless otherwise directed, placement of the mixture shall begin along thecenterline of a crowned section or on the high side of areas with a one-way slope. The mixture shall be placedin consecutive adjacent strips having a minimum width of 12.0 feet except where edge lanes require less widthto complete the area. The longitudinal joint in one layer shall offset that in the layer immediately below by atleast 1 foot; however, the joint in the top layer shall be offset by at least 2 feet from transverse joints in theprevious layer. Transverse joints in adjacent lanes shall be offset a minimum of 10 feet.
On areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishingequipment impractical, the mixture may be spread, raked, and luted by hand tools.
4.10 COMPACTION OF MIXTURE. After spreading, the mixture shall be thoroughly and uniformly compactedby rolling. The surface shall be rolled when the mixture has attained sufficient stability so that the rolling doesnot cause undue displacement, cracking or shoving. The sequence of rolling operations and the type of rollersused shall be at the discretion of the Contractor.
The speed of the roller shall, at all times, be sufficiently slow to avoid displacement of the hot mixture. Anydisplacement occurring as a result of reversing the direction of the roller, or from any other cause, shall becorrected at once.
Sufficient rollers shall be furnished to handle the output of the plant. Rolling shall continue until all rollermarks are eliminated, the surface is of uniform texture and true to grade and cross section, and the requiredfield density is obtained.
To prevent adhesion of the mixture to the roller, the wheels shall be kept properly moistened, but excessivewater will not be permitted.
In areas not accessible to the roller, the mixture shall be thoroughly compacted with hot hand tampers.
Any mixture that becomes loose and broken, mixed with dirt, or in any way defective shall be removed andreplaced with fresh hot mixture and immediately compacted to conform to the surrounding area. This workshall be done at the Contractor's expense. Skin patching shall not be allowed.
4.11 JOINTS. The formation of all joints shall be made in such matter as to ensure a continuous bond between oldand new sections of the course. All joints shall have the same texture, density, and smoothness as othersections of the course.
The roller shall not pass over the unprotected end of the freshly laid mixture except when necessary to form atransverse joint. When necessary to form a transverse joint, it shall be made by means of placing a bulkhead orby tapering the course, in which case the edge shall be cut back to its full depth and width on a straight line toexpose a vertical face. In both methods all contact surfaces shall be given a tack coat of bituminous materialbefore placing any fresh mixture against the joint.
Longitudinal joints which are irregular, damaged, or otherwise defective shall be cut back to expose a clean,sound surface for the full depth of the course. All contact surfaces shall be given a tack coat of bituminousmaterial prior to placing any fresh mixture against the joint.
4.12 ACCEPTANCE SAMPLING AND TESTING OF BITUMINOUS MIXTURE (DENSITY). Pavementdensity will be determined by comparing the density of cores taken from the compacted pavement to thedensity of laboratory-compacted specimens.
(a) Lot Sizes. The pavement will be accepted for density on a lot basis. Al lot will consist of:
(1) One day's production where it is not expected to exceed 2,000 tons.
(2) A half-day's production where a day's production is expected to consist of between 2,000 and 4,000tons.
(3) Similar subdivisions for quantities greater than 4,000 tons.
(b) Laboratory Density. Bituminous mixture for laboratory-compacted specimens shall be sampled on a lotbasis from trucks delivering material to the job site. The lot size shall be the same as indicated inparagraph 4.12a. One sample shall be taken from each lot on a random basis, in accordance withprocedures contained in ASTM D 3665. One laboratory compacted specimen shall be prepared from eachlot.
The specimens shall be compacted in accordance with ASTM D 1559, Section 3.5. The sample ofbituminous mixture may be put in a covered metal tin and placed in an oven for not more than 30 minutesto maintain the heat. In no instance shall the mixture cool more than 20 F below the job-mix temperatureprior to compaction. The density of each specimen shall be determined in accordance with ASTM D2726 or D 1188, whichever is applicable.
(c) Core Density. Cores for determining the density of the compacted pavement shall be taken on a lot basis.The lot size shall be the same as indicated in paragraph 4.12a and shall be divided into four equal sublots.One core shall be taken from each sublot on a random basis in accordance with procedures contained inASTM C 3665. The cores shall be taken in accordance with the requirements of paragraph 4.13. Thedensity of each core shall be determined in accordance with ASTM D 2726 or D 1188, whichever isapplicable.
(d) Pavement Density. The pavement density shall be determined by dividing the core density of eachsublot by the average density of the laboratory-prepared specimens.
(e) Acceptance Criteria. Each lot of compacted pavement will be accepted with respect to density, whenthe average field density is equal to or greater than 96 percent of the density of the laboratory-preparedspecimens.
Sliding scale pay factors for pavements, which fail to meet specified densities, are listed in Table 6 below,and shall be applied to each lot.
TABLE 5. SLIDING SCALE PAY FACTORS
Average Percent Density Percent Payment96.0 and greater 10095.0 - 95.9 9594.0 - 94.9 9093.0 - 93.9 75Less than 93.0 Reject
4.13 SAMPLING PAVEMENT. The Engineer's representative or laboratory shall obtain core samples fordetermination of the density of completed pavements. The size, number, and locations of the samples will beas directed by the Engineer. Samples shall be neatly cut with a saw, core drill, or other approved equipment.Cores that are clearly defective shall be resampled.
The Engineer will perform all tests necessary to determine conformance with requirements specified in thisitem. The costs for failing tests will be charged to the Contractor.
(a) Resampling. Resampling of the pavement for density will be allowed if the Contractor requests inwriting, resampling and retesting of a lot of material within 48 hours after receiving the written testresults from the Engineer. A retest shall consist of all the sampling and testing procedures contained inparagraphs 4.12c, d, and e. Only one resampling per lot will be permitted.
4.14 SURFACE TESTS. The Contractor shall make tests for conformity with the specified crown and gradeimmediately after initial compaction. Any variation shall be corrected by the removal or addition of materialsand by continuous rolling.
The finished surface shall not vary more than ¼ inch for the surface course when tested with a 16-footstraightedge applied parallel with, or at right angles to, the centerline.
After the completion of final rolling, the smoothness of the course shall be tested by the Engineer; humps ordepressions exceeding the specified tolerances shall be immediately corrected by removing the defective workand replacing with new material, as directed by the Engineer. This shall be done at the Contractor's expense.
The finished surfaces of bituminous courses shall not vary from the grade line, elevations, and cross sectionsshown on the contract drawings by more than ½ inch. The Contractor shall correct pavement areas varying inexcess of this amount by paving and replacing the defective work. Skin patching will not be permitted.
4.15 TOLERANCE IN PAVEMENT THICKNESS. The thickness of the pavement shall be determined byaverage caliper measurement of cores tested in accordance with AASHTO T 148.
Pavement thickness shall not be less than the specified minimum thickness.
For the purpose of determining the thickness of pavement, units to be considered separately are defined as1,000 linear feet of pavement in each paving lane starting from the end of the pavement bearing the smallerstation number. The last unit in each lane shall be 1,000 feet plus the fractional part of 1,000 feet remaining.One core shall be taken at random in each unit. When the measurement of the core from a unit is not deficientfrom the specified minimum thickness, full payment will be made.
When the measurement of any core is less than the specified minimum thickness, the actual thickness of thepavement in this area shall be determined by taking additional cores at not less than 10-foot intervals parallelto the centerline in each direction from the affected location, until in each direction core is found which is notdeficient. Areas found deficient in thickness shall be removed and replaced with surfacing of the minimumthickness specified.
Cores shall be taken at the discretion of the Engineer.
No additional payment shall be made for any pavement which has a thickness in excess of that shown on theplans.
ISSUE DATE: 08/28/2019
PROJECT NUMBER: 12778
DRAWN BY: EBJ
CHECKED BY: LAJ
Sod
and
Sprinkler
Sod
and
Sprinkler
(3) Dwarf Yaupon Holly
(3) Feather Reed Grass
(9) Drift Rose
(2) Knock Out Rose
(7) Dwarf Burford Holly
(3) Feather Reed Grass
(5) Boxwood(5) Dwarf Burford Holly
(3) Crimson Barberry
(3) Miscanthus Grass
(5) Boxwood
(3) Miscanthus Grass(6) Knock Out Rose
(5) Boxwood
PLAN VIEW
2" SETTLED LAYER OF MULCH
1/3
T
RE
E
HE
IG
HT
TILLED OR BROKEN UP SOIL
MIN 12" DEEP
FINISH GRADE
2"x2" WOOD STAKE AT
OR BELOW GRADE
ROOT CROWN TO BE AT FINISH
GRADE OR 1-2" ABOVE GRADE
TREE TRUNK
GUY WIRE
STAKE
120°
2X WIDTH OF
ROOTBALL
General Notes:
1. 2" of decomposed granite with Pro 5 Dewitt filter fabric in all flowerbeds.
QTY Common Name Scientific Name Size Comments
Trees
2 Cedar Elm Ulmus crassifolia 3" Cal.
1 Texas Red Bud Cercis canadensis var. tex 2.5" Cal.
Shrubs and Perennials
12 Dwarf Burford Holly Ilex corunta 'Dwarf Burford' 3 Gal.
8 Dwarf Yaupon Holly Ilex vomitoria 3 Gal.
15 Boxwood Buxus sinica var. Wintergreen 3 Gal.
6 Miscanthus Grass Miscanthus sinensis 'Adagio' 3 Gal.
8 Feather Reed Grass Calamagrostis x acutiflora 3 Gal. Karl Forrester
6 Dwarf Fountain Grass Pennisetum alopecuroides 3 Gal. Hameln
3 Crimson Barberry Atropurpurea Nana 3 Gal.
19 Red Drift Rose 'Meigalpio' PP 17,877 3 Gal.
8 Knock Out Rose Knock Out Rose 'Rosa' 3 Gal.
12 Daylily Hemerocallis 'Stella de Oro' 1 Gal.
8 Rudbeckia Rudbeckia hirta 1 Gal.
Miscellaneous Landscape Materials
1,365 Fescue Sod s.f.
1,071 Decomposed Granite s.f.
NOTE: Quantities are provided as a convenience to contractor. Contract is required to provide and
install all material indicated on plan.
Planting Schedule
C
XT E
24
FO
2 6ATS
T E
A
AS
A
U
OR
R AB
Z
N
C NYK
Tree Planting Detail
NTS
Shrub Planting Detail
NTS
NOTE:
Contractor shall be responsible for any and all damage to existing
utilities or disruption of service caused by excavation. Contractor
shall call TEXAS 811 to locate all utilities prior to any excavtion.
0 10'
N
SCALE: 1":10'
K&
K
510
E 2n
dW
hite
Dee
r, Te
xas
7909
7
DRAWING TITLE:
SCALE:
4
ISSUE DATE:
DRAWN BY:
CHECKED BY:
Rev #
2
3
1
CLIENT:
DRAWING #
PROJECT:
DateDescription
SEAL:
WENDY'S
PAMPA, TX
Landscape Plan
L1
9-18-19
CU
CU
1" = 10'
- -
- -
- -
- -
9-18-19