W9128A-19-R-0014_Drawings_-_Package_2_(Part_2_of_14).pdf
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- Attached to
- Quad A, Building 131 and Central Utility Plant (CUP), and Buildings 130 and 132, Schofield Barracks, Hawaii
- Solicitation number
- W9128A-19-R-0014
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W9128A-19-R-0014 Drawings - Package 2 (Part 2 of 14)
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BUILDING 133
R O
A D
EXIST. SEWERLINE
TO BUILDING 133
8" PVC SEWERLINE "A"
FOR PROFILE SEE SHT. CU204
6" PVC SEWERLINE "A-1"
FOR PROFILE SEE SHT. CU204
CUP
WATERLINE "A"
FOR PROFILE, SEE SHT. CU201
NEW 1" GAS METER
CONNECTION
4" COPPER
DOMESTIC
HOT WATERLINE
BUILDING 132
0+00
1+00
EXIST. SMH#2
STA. 0+00
TOP= 860.80 ±
SL "A"
INV. IN= 849.74 (8")
INV. IN= 851.10 (8")
INV. OUT= 849.7± (8")
EXIST. SMH#3
STA. 0+00
TOP= 861.77 ±
SL "B"
INV. IN= 851.80 (6")
INV. IN= 850.42 (8")
INV. OUT= 850.4± (8")
STA. 27
MAG NAIL
ELEV.=861.69
34°15'00"
5.00'
124°15'00"
308.00'
T
S A
N
S A
N
S
C
O
S
W
W
W
W
W6
F
HW4
W
W
W
W
W
W
W
W
W
W
0+00
0+00
STA. 0+38
1- 4" 1/4 BEND
DHW "1"
STA. 0+00
CONNECT TO 4" HW
DHW "1"
SMH #1
STA. 1+95.07
TOP= 861.94 ±
SL "A"
INV. IN= 855.20 (8")
INV. IN= 855.37 (6")
INV. OUT= 855.20 (8")
=SL "A-1" STA. 0+00
EXIST. SMH#5
STA. 1+13.17
TOP= 862.17 ±
SL "A-1"
INV. IN= 857.73 (6")
INV. OUT= 857.73 (6")
COTG #5
STA. 0+58.46
DROP COTG
CONNECT TO BLDG. 132
SEE PLBG. DWGS
SL "B"
INV.= 855.31 (6")
INV.= 858.20 (4")
STA. 1+49.07
O/S 38.82' RT.
CONNECT TO BLDG. 132
SEE PLBG. DWGS
WL "A"
STA. 3+64
1- FH ASSEMBLY
WL "A"
STA. 3+59
1- 6" 1/4 BEND
1- 6" GATE VALVE AND BOX
1- CONC. BLOCK
WL "A"
STA. 2+96.54
1- 6" x 2" TEE
1- CONC. BLOCK
WL "A"
STA. 1+49.07
1- 6" x 3" TEE
1- 3" GATE VALVE AND BOX
1- CONC. BLOCK
WL "A"
STA. 1+11
1- 6" x 6" TEE
1- 6" GATE VALVE AND BOX
1- CONC. BLOCK
WL "A"
STA. 0+51
1- 6" 1/4 BEND
1- CONC. BLOCK
WL "A"
STA. 0+13
1- 6" 1/4 BEND
1- CONC. BLOCK
WL "A"
STA. 0+10
1- 6" 1/4 BEND
1- CONC. BLOCK
WL "A"
STA. 0+00
CONNECT TO 6" WL
WL "A"
STA. 1+11.00
O/S -4.01' LT.
1- 6" 1/4 BEND
1- CONC. BLOCK
WL "A"
STA. 1+14.73
O/S -4.01' LT.
CONNECT TO EXIST. W6
1- 6" 1/4 BEND
1- CONC. BLOCK
WL "A"
0+00
304°14'41"
3.00'
34°14'55"
10.00'
214°15'00"
0.31'
235°39'30"
58.46'
124°20'00"
113.17'
124°07'50"
38.00'
0+00
STA. 0+61.40
1- 3" 1/4 BEND
DHW "2"
STA. 0+90.10
CONNECT TO BLDG. 132
SEE MECH. DWGS
DHW "2"
4" CHILLED WATER SUPPLY
AND RETURN LINES
CHWS AND CHWR "1"
FOR PROFILE SEE
SHT. CU203
STA. 0+40.91
CONNECT TO BLDG. 132
SEE MECH. DWGS
CHWS/CHWR "1A"
223°20'07"
3.34'
E
T
T
E
6" FIRELINE "C"
FOR PROFILE SEE SHT. CU202
0+000+39
STA. 0+00
CONNECT TO 3" HW
DHW "2"
124°07'50" 61.40'
124°07'50"
39.39'
G1
G
G
C W
S
W
WW
S
A
N
C W
HW4
H W
W
W6 W6
W6 W6
W6 W6 W6
S A
N
S A
N
S A
N
S A
N
S A
N
SAN6
SAN6
W
WW
HW3
C
O
F6
CW6
W
STA. 0+39.39
CONN. TO B132
SEE FP DWGS.
FL "C"
WL "A" STA. 2+50
1- 3/4" ARV
1- ARV BOX
STA. 0+00
CONNECT TO
6" WATERLINE
FL "C"
STA. 0+15.50
2- 3" 1/4 BEND
CHWS/CHWR "1A"
STA. 0+23.39
2- 3" 1/4 BEND
CHWS/CHWR "1A"
3" CONDENSATE DRAINLINE
CONNECT TO EXIST. D6
INV.= 861.00
FL "C" STA. 0+38
1- 6" PIV
SEE DET.
WL "A" STA. 0+54
1- 3/4" ARV
1- ARV BOX
STA. 0+00
CONNECT TO 6" CHWS/CHWR
CHWS/CHWR "1"
124°07'50"
38.00'
214°07'50"
49.78'
214°07'50"
16.00'
124°07'50"
5.47'
214°07'50"
17.52'
STA. 0+00
2- 6" x 3" TEE
2- 6" x 4" REDUCER
2- 3" GATE VALVE AND BOX
=CHWS/CHWR "1A"
CHWS/CHWR "1" STA. 0+38
STA. 0+43
2- 4" 1/4 BEND
2- 4" GATE VALVE AND BOX
CHWS/CHWR "1"
CONNECT W2 TO EXIST.
2" WATER LATERAL
CHWS/CHWR "1" STA. 0+49.50
1- 3/4" ARV
1- ARV BOX
CU503
A3
0+00
2- 4" 1/8 BEND
4" REDUCED PRESSURE
PRINCIPLE BFP,
SEE DET.
DHW "1"
FOR PROFILE SEE
SHT. CU203
CU503
A3
CU503
A3
CU505
A7
CU505
A7
U T
I L I T
Y
P
L A
N
CU102
S O
L I C
I T
A T
I O
N
N
O
D E
S I G
N E
D
B
Y
D E
S C
R I P
T I O
N
A
M A
R K
S I Z
E
S U
B M
I T
T E
D
B
Y
D A
T E
C O
N T
R A
C
N
O
C H
E C
K E
D
B
Y
D R
A W
N
B
Y
I S
S U
E
D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
%PRODUCTION DATA 1%
%PRODUCTION DATA 2% %PRODUCTION DATA 3% %PRODUCTION DATA 4%
US Army Corps of Engineers
U S
A
R M
Y
C
O R
P S
F
E
N G
I N
E E
R S
R E
G I O
N A
L
E
N G
I N
E E
R I N
G
C
E N
T E
R
H O
N O
L U
L
E
G
I N
E E
R
D
I S
T R
I C
T
H O
N O
L U
L U
H
I
H O
N O
L U
I S
T R
I C
T
H A
F T
E R
H
A W
A I I
J U
U
O P
T I O
N
U
O P
T I O
N
A N
S I
X
F Y
Q
U A
P
A
B
D
G
A
H O
F I E
R
R A
C K
S
O
A H
U
H
A W
A I I
RTA
R
S
A N
T O
R R
B
R O
W N
R R
B
R O
W N
This drawing was prepared by me or under my direct supervision.
EXP. DATE 4/30/2020
N
SCALE: 1" = 20'
SITE UTILITY PLAN
A1
KEYMAP
NOT TO SCALE
N
CU102
CU101
20' 40'0
1. CONTRACTOR TO PROVIDE EXCAVATION, BACKFILL, INSTALLATION OF YELLOW
WARNING TAPE (TAPE PROVIDED BY HAWAII GAS), AND RESTORATION.
2. HAWAII GAS WILL INSTALL NEW PE GAS LINE PIPING, RISERS AND
CONNECTIONS FROM B130 LPG TANK TO NEW GAS METER AT B132. EXISTING
LPG TANK AT B132 WILL BE REMOVED.
GAS UTILITY COORDINATION NOTES:
1. FOR WATERLINE AND COLD WATER PROFILES, SEE SHEETS CU201 TO CU203.
2. FOR SEWERLINE, SEE SHEET CU204.
NOTES:
LEGEND:
SAN6
SEWERLINE
DOMESTIC WATERLINE
CHILLED WATERLINES SUPPLY/RETURN(TYPE K
COPPER WITH INSULATION JACKET AND
SOLDERED JOINTS)
EXISTING SEWERLINE
EXISTING DRAINLINE
EXISTING WATERLINE
PROJECT LIMITS
HW4 HOT WATERLINE (TYPE K COPPER WITH
INSULATION JACKET AND SOLDERED JOINTS)
WATER VALVE
W6
CW
W
S
SEWER MANHOLE
MATCHLINE SEE SHEET CU101
NOTES:
1. FOR SEWER AND WATER TRENCH DETAIL, SEE
2. FOR HORIZONTAL THRUST BLOCK DETAIL, SEE
3. FOR SEWER MANHOLE DETAIL, SEE
4. FOR SEWER CLEAN-OUT TO GRADE (COTG) DETAIL, SEE
5. FOR GATE VALVE AND BOX DETAIL, SEE
6. FOR FIRE HYDRANT DETAIL, SEE
7. FOR VERTICAL THRUST BLOCK DETAILS, SEE
8. FOR PIPE CONNECTION TO EXISTING MANHOLE, SEE DET.
9. FOR AIR RELIEF VALVE DETAIL, SEE
10. FOR COTG DROP DETAIL, SEE
CU505
D1
CU502
A1
CU504
D5
CU505
A4
CU501
C6
CU501
A1
CU503
A6
CU504
A7
CU501
D1
CU505
A1
CU502
C4
EXIST AC PAVEMENT (PARKING AREA)
M
I N
C O
V E
R
INVERT OF 6" DI CL52
WATERLINE, TYP.
EXIST. GROUND ALONG
CENTERLINE OF WATERLINE
Ex
M
I N
C L
R
T
Y P
S
-1 .6
S T
A
F
H
A
S S
E M
B L
Y
E L
E V
S T
A
C O
N N
E C
T
T
O
W
L
E L
E V
S T
A
D E
F L
E C
T
P
I P
E
E L
E V
S
.3
S T
A
W A
T E
R
L
A T
E R
L D
G
E L
E V
S=-0 .8
7%
S=-0.53%
S T
A
B
E N
D
C
O N
C
B
L O
C K
E L
E V
S T
A
B
E N
D
C
O N
C
B
L O
C K
E L
E V
S T
A
B
E N
D
C
O N
C
B
L O
C K
E L
E V
S T
A
B
E N
D
C
O N
C
B
L O
C K
E L
E V
S=41.43%
S=-41.67%
S=-0.00%
W6x
COMMx
S6
T
D24x
S8
Ex
S6
M
I N
C L
R
T
Y P
S T
A
W A
T E
R
L
A T
E R
A L
E L
E V
S T
A
W A
T E
R
L
A T
E R
L D
G
E L
E V
S=0.00%
S T
A
D E
F L
E C
T
P
I P
E
E L
E V
ARV
FIRE HYDRANT
E
W6x
GATE VALVE
S T
A
D E
F L
E C
T
P
I P
E
E L
E V
S=-0.00%
S T
A
D E
F L
E C
T
P
I P
E
E L
E V
S T
A
D E
F L
E C
T
P
I P
E
E L
E V
ARV
M
I N
C L
R
T
Y P
EXIST AC PAVEMENT
(PARKING AREA)
INVERT OF 6" DI CL52
WATERLINE, TYP.
EXIST. GROUND ALONG
CENTERLINE OF WATERLINE
S=0.36%
S T
A
C O
N N
E C
T
T
O
W
L
E L
E V
S T
A
C O
N N
E C
T
T
O
B
L D
G
S E
E
P
L B
G
D
W G
S
E L
E V
Ex
Ex
M
I N
C L
R
T
Y P
M
I N
C O
V E
R
S=0.36%
S T
A
F
L
A
S
E L
E V
S T
A
E L
E V
BFP
S T
A
E L
E V
S T
A
E L
E V
F4
INVERT OF 3" DI CL52
WATERLINE, TYP.
S O
L I C
I T
A T
I O
N
N
O
D E
S I G
N E
D
B
Y
D E
S C
R I P
T I O
N
A
M A
R K
S I Z
E
S U
B M
I T
T E
D
B
Y
D A
T E
C O
N T
R A
C H
E C
K E
D
B
Y
D R
A W
N
B
Y
I S
S U
E
D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
%PRODUCTION DATA 1%
%PRODUCTION DATA 2% %PRODUCTION DATA 3% %PRODUCTION DATA 4%
US Army Corps of Engineers
U S
A
R M
Y
C
O R
E
N G
I N
E E
R S
R E
G I O
N A
L
E
N G
I N
E E
R I N
G
C
E N
T E
R
H O
N O
L U
G
I N
E E
R
D
I S
T R
I C
T
H O
N O
L U
L U
H
I
H O
N O
L U
S
T R
I C
T
A
F T
E R
H
A W
A I I
J U
U
O P
T I O
N
U
O P
T I O
N
A N
S I
X
F Y
Q
U A
P
A
D
A
H O
F I E
R
R A
C K
S
O
A H
U
H
A W
A I I
RTA
R
S
A N
T O
R R
B
R O
W N
R R
B
R O
W N
This drawing was prepared by me or under my direct supervision.
EXP. DATE 4/30/2020
SCALE: HORIZONTAL: 1" = 20' VERTICAL: 1"=4'
WATERLINE "A" PROFILE
E2
W
T E
R L I N
E
P
R O
F I L E
S
CU201
1+000+500+00 1+50 2+502+00 3+00 3+50
1+000+500+00 1+50 2+502+00
SCALE: HORIZONTAL: 1" = 20' VERTICAL: 1"=4'
WATERLINE "B" PROFILE
A2
20' 40'0 4' 8'0
EXIST
LANDSCAPE
AREA
EXIST
WALKWAY
EXIST LANDSCAPE AREA
S T
A
C O
N N
E C
T
T
O
E X
I S
T
W
A T
E R
L I N
E
E L E
V
Ex
INVERT OF 6" DI CL52
FIRELINE
M
I N
C O
V E
R
S T
A
C O
N N
T
O
B
S E
E
F
P
D
W G
S
E L E
V
S
M
I N
C L
R
EXISTING GROUND ALONG
CENTERLINE OF FIRELINE
PIV
EXIST AC PAVEMENT
(PARKING AREA)
EXIST.
WALKWAY
EXIST
LANDSCAPE
AREA
M
I N
C O
V E
R
S T
A
W
L
B
S
E L E
V
S T
A
C O
N N
T
O
B
S E
E
F
P
D
W G
S
E L E
V
S=0.00%
INVERT OF 6" DI CL52
FIRELINE
EXISTING GROUND ALONG
CENTERLINE OF FIRELINE
M
I N
C L R
IRRx
BFP
S T
A
E L E
V
S T
A
E L E
V
PIV
M
I N
C O
V E
R
EXIST
LANDSCAPE
AREA
EXIST AC PAVEMENT
(PARKING AREA)
EXIST
WALKWAY
EXIST
LANDSCAPE
AREA
W6
EXISTING GROUND ALONG
CENTERLINE OF FIRELINE
S T
A
F I R
E
D
E P
T
C
O N
N
E L E
V
S T
A
D E
F L E
P
E
E L E
V
S T
A
B
E N
D
C
O N
C
B
L O
C K
E L E
V
S T
A
B
E N
D
C
O N
C
B
L O
C K
E L E
V
S T
A
B
E N
D
C
O N
C
B
L O
C K
E L E
V
S T
A
B
E N
D
C
O N
C
B
L O
C K
E L E
V
S T
A
C O
N N
T
O
B
F
D C
S E
E
F
P
D
W G
S
E L E
V
S
S=0.00%
S=93.33%
S=0.00%
S=0.00%
S=-43.75%
INVERT OF 4" DI CL52
FIRELINE
ARV
M
I N
C L R
S O
L I C
I T
A T
I O
N
N
O
D E
S I G
N E
D
B
Y
D E
S C
R I P
T I O
N
A
M A
R K
S I Z
E
S U
B M
I T
T E
D
B
Y
D A
T E
C O
N T
R A
C H
E C
K E
D
B
Y
D R
A W
N
B
Y
I S
S U
E
D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
%PRODUCTION DATA 1%
%PRODUCTION DATA 2% %PRODUCTION DATA 3% %PRODUCTION DATA 4%
US Army Corps of Engineers
U S
A
R M
Y
C
O R
E
N G
I N
E E
R S
R E
G I O
N A
L
E
N G
I N
E E
R I N
G
C
E N
T E
R
H O
N O
L U
G
I N
E E
R
D
I S
T R
I C
T
H O
N O
L U
L U
H
I
H O
N O
L U
S
T R
I C
T
A
F T
E R
H
A W
A I I
J U
U
O P
T I O
N
U
O P
T I O
N
A N
S I
X
F Y
Q
U A
P
A
D
A
H O
F I E
R
R A
C K
S
O
A H
U
H
A W
A I I
RTA
R
S
A N
T O
R R
B
R O
W N
R R
B
R O
W N
This drawing was prepared by me or under my direct supervision.
EXP. DATE 4/30/2020
SCALE: HORIZONTAL: 1" = 20' VERTICAL: 1"=4'
FIRELINE "A" PROFILE
D1
R
E L I N
E
P
R O
F I L E
S
CU202
20' 40'0 4' 8'0
1+000+500+00 1+50
1+000+500+00
1+000+500+00
SCALE: HORIZONTAL: 1" = 20' VERTICAL: 1"=4'
FIRELINE "C" PROFILE
A1
20' 40'0 4' 8'0
SCALE: HORIZONTAL: 1" = 20' VERTICAL: 1"=4'
FIRELINE "B" PROFILE
D5
INVERT OF 4" COPPER WITH
INSULATION JACKET AND
SOLDERED JOINTS CHWS
AND CHWR, TYP.
EXIST. GROUND ALONG
CENTERLINE OF CHWS AND CHWR
M
I N
C L
R
T
Y P
M
I N
C O
V E
R
S=42.00%
S=0.00%
S=-0.51%
S=-0.00%
S=-100.00%
S=0.00%
S T
A
C O
N N
E C
T
T
O
E X
I S
T
C
H W
S C
H W
R
E L
E V
S T
A
B
E N
D
E L
E V
S T
A
B
E N
D
E L
E V
S T
A
D E
F L
E C
T
P
I P
E
E L
E V
S T
A
D E
F L
E C
T
P
I P
E
E L
E V
S T
A
N
D
E L
E V
S T
A
N
D
E L
E V
S T
A
C O
N N
E C
T
T
O
B
L D
G
S E
E
M
E C
H
D
W G
S
E L
E V
E
T
COMMx Ex
Ex
Ex
IRRx
IRRx
D24x
IRRx
IRRx
Ex
D18x
SAN8
IRRx
IRRx
M
I N
C L
R
S T
A
D E
F L
E C
T
P
I P
E
E L
E V
S
S
.6
S T
A
D E
F L
E C
T
P
I P
E
E L
E V
ARV
T
COMM
T
COMM
T
S
S T
A
D E
F L
E C
T
P
I P
E
E L
E V
CW4
S=0.00%
S
.4
S
.4
S T
A
W A
T E
R
L
A T
E R
A L
E L
E V
S T
A
N
D
E L
E V
S T
A
N
D
E L
E V
S T
A
N
D
E L
E V
S T
A
N
D
E L
E V
S=100.00%
S=-100.00%
COMM
GATE VALVE
6" WELDED
STEEL CHWS 1
INVERT OF 6" COPPER WITH INSULATION JACKET
AND SOLDERED JOINTS CHWS AND CHWR, TYP.
S T
A
C O
N N
E C
T
T
O
H
W
E L E
V
S T
A
D E
F L E
P
E
E L E
V
S T
A
D E
F L E
P
E
E L E
V
S T
A
D E
F L E
P
E
E L E
V
S T
A
D E
F L E
P
E
E L E
V
S T
A
D E
F L E
P
E
E L E
V
S T
A
D E
F L E
P
E
E L E
V
S T
A
D E
F L E
P
E
E L E
V
S T
A
D E
F L E
P
E
E L E
V
S=-0.00%
S
.2
S =1.04%
S
S
S
.3
S T
A
D E
F L E
P
E
E L E
V
S=0.00%
EXIST. GROUND ALONG
CENTERLINE OF HOT WATER
INVERT OF 4" COPPER WITH
INSULATION JACKET AND
SOLDERED JOINTS HOT WATER,
TYP.
COMMx
Ex
IRRx
E E
Ex
D24x
IRRx IRRx
IRRx
COMMx
Ex
IRRx
S T
A
C O
N N
E C
T
T
O
B
L D
G
S E
E
M
E C
H
D
W G
S
E L E
V
ARV
S O
L I C
I T
A T
I O
N
N
O
D E
S I G
N E
D
B
Y
D E
S C
R I P
T I O
N
A
M A
R K
S I Z
E
S U
B M
I T
T E
D
B
Y
D A
T E
C O
N T
R A
C H
E C
K E
D
B
Y
D R
A W
N
B
Y
I S
S U
E
D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
%PRODUCTION DATA 1%
%PRODUCTION DATA 2% %PRODUCTION DATA 3% %PRODUCTION DATA 4%
US Army Corps of Engineers
U S
A
R M
Y
C
O R
E
N G
I N
E E
R S
R E
G I O
N A
L
E
N G
I N
E E
R I N
G
C
E N
T E
R
H O
N O
L U
G
I N
E E
R
D
I S
T R
I C
T
H O
N O
L U
L U
H
I
H O
N O
L U
S
T R
I C
T
A
F T
E R
H
A W
A I I
J U
U
O P
T I O
N
U
O P
T I O
N
A N
S I
X
F Y
Q
U A
P
A
D
A
H O
F I E
R
R A
C K
S
O
A H
U
H
A W
A I I
RTA
R
S
A N
T O
R R
B
R O
W N
R R
B
R O
W N
This drawing was prepared by me or under my direct supervision.
EXP. DATE 4/30/2020
SCALE: HORIZONTAL: 1" = 20' VERTICAL: 1"=4'
CHWS AND CHWR PROFILE
E2
I L L E
D
W
A T
P
P L Y
R
E T
U R
N
P
R O
F I L E
S
CU203
1+000+500+00 1+50 2+502+00 3+00 3+50
20' 40'0 4' 8'0
SCALE: HORIZONTAL: 1" = 20' VERTICAL: 1"=4'
DHW"1" PROFILE
A2
1+000+500+00 1+50 2+502+00 3+00 3+50
EXIST. SMH#3
STA. 0+00
TOP = 861.77
INV. IN= 851.80 (6")
INV. IN= 850.42 (8")
INV. OUT= 850.4± (8")
D R
T
G
C O
N N
E C
T
T
O
B
L D
G
S E
E
P
L B
G
D
W G
S
S T
A
I N
V
I N
W6
COMMx
M
I N
C O
V E
R
EXIST. GROUND ALONG
CENTERLINE OF SEWERLINE
INVERT OF 6" PVC
SEWERLINE, TYP.
M
I N
C L R
EXIST
AC PAVEMENT
(PARKING AREA)
CONC.
WALKWAY
EXIST
LANDSCAPE
AREA
W3
E
INV. OUT= 849.59 (12")
EXIST. SMH#4
STA. 0+00
TOP = 863.79
INV. IN= 851.00
Dx COMMx
D24x
M
I N
C O
V E
R
M
I N
C L R
T
Y P
EXIST. GROUND
ALONG CENTERLINE
OF SEWERLINE
INVERT OF 6" PVC
SEWERLINE, TYP.
EXIST LANDSCAPE AREA EXIST AC PAVEMENT
(PARKING AREA)
EXIST
WALKWAY
SFM10x
W6x
M
I N
C L R
12LF RC JACKET
AROUND SEWERLINE
SEE DET.
CU505
A7
L
S
L
L
.5
S
.0
C O
N N
E C
T
T
O
B
L D
G
S T
A
I N
V
INVERT OF 4" PVC
SEWERLINE
INV. OUT= 851.45 (6")
SMH #3
STA. 0+13
TOP = 863.20
INV. IN= 851.45
INV. OUT= 854.30 (6")
SMH #4
STA. 0+95
TOP = 862.06
INV. IN= 855.70
SMH #4A
STA. 1+54.37
TOP = 862.06
INV. IN= 858.76 (4")
INV. OUT= 858.59 (6")
EXIST. SMH#2
STA. 0+00
TOP = 860.80
INV. IN= 849.74 (8")
INV. IN= 851.10 (8")
INV. OUT= 849.7± (8")
L
.0
S
.1
L
.9
S
.4
W6
IRRx
IRRx
IRRx
Ex
IRRx
T
CW6
INV. OUT= 855.2 (8")
SMH #1
STA. 1+95.07
TOP = 861.94
INV. IN= 855.20 (8")
INV. IN= 855.37 (6")
HW2
INV. OUT= 856.1 (8")
SMH #2
STA. 2+57
TOP = 861.54
INV. IN= 856.27 (6")
INV. IN= 856.27 (6")
M
I N
C O
V E
R
EXIST. GROUND ALONG
CENTERLINE OF SEWERLINE
INVERT OF 8" PVC
SEWERLINE, TYP.
8LF RC JACKET
AROUND SEWERLINE
SEE DET.
M
I N
C L
R
M
I N
C L
R
CU505
A7
EXIST
AC PAVEMENT
(PARKING AREA)
EXIST
WALKWAY
EXIST LANDSCAPE AREA
EXIST
WALKWAY
EXIST LANDSCAPE AREA EXIST WALKWAY EXIST LANDSCAPE AREA
EXIST
WALKWAY
EXIST
LANDSCAPE
AREA
EXIST
WALKWAY
EXIST LANDSCAPE AREA
L
.1
S
.0
SMH #1
STA. 0+00
TOP = 861.94
INV. IN= 855.20 (8")
INV. IN= 855.37 (6")
INV. OUT= 855.2± (8")
INV. OUT= 857.7 (6")
EXIST. SMH#5
STA. 1+13.17
TOP = 862.17
INV. IN= 857.73 (6")
Ex
IRRx
IRRx
Ex
COMMx
M
I N
C O
V E
R
M
I N
C L
R
T
Y P
EXIST. GROUND ALONG
CENTERLINE OF SEWERLINE
INVERT OF 6" PVC
SEWERLINE, TYP.
EXIST LANDSCAPE AREA EXIST
WALKWAY
EXIST
LANDSCAPE AREA
INV. OUT= 856.1 (8")
SMH #2
STA. 0+44.66
TOP = 861.54
INV. IN= 856.27 (6")
INV. IN= 856.27 (6")
C O
S T
A
I N
V
C O
S T
A
I N
V
I N
V
C O
N N
E C
T
T
O
B
L D
G
S E
E
P
L B
G
D
W G
S
S T
A
I N
M
I N
C O
V E
R
EXIST LANDSCAPE AREA EXIST
WALKWAY
EXIST
LANDSCAPE
AREA
INVERT OF 6" PVC
SEWERLINE, TYP.
C O
N N
E C
T
T
O
B
L D
G
S E
E
P
L B
G
D
W G
S
S T
A
I N
COMM
L
L
L
.0
S
.0
L
.0
S
.0
C O
S T
A
I N
V
S O
L I C
I T
A T
I O
N
N
O
D E
S I G
N E
D
B
Y
D E
S C
R I P
T I O
N
A
M A
R K
S I Z
E
S U
B M
I T
T E
D
B
Y
D A
T E
C O
N T
R A
C H
E C
K E
D
B
Y
D R
A W
N
B
Y
I S
S U
E
D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
%PRODUCTION DATA 1%
%PRODUCTION DATA 2% %PRODUCTION DATA 3% %PRODUCTION DATA 4%
US Army Corps of Engineers
U S
A
R M
Y
C
O R
E
N G
I N
E E
R S
R E
G I O
N A
L
E
N G
I N
E E
R I N
G
C
E N
T E
R
H O
N O
L U
G
I N
E E
R
D
I S
T R
I C
T
H O
N O
L U
L U
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I
H O
N O
L U
S
T R
I C
T
A
F T
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H
A W
A I I
J U
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O P
T I O
N
U
O P
T I O
N
A N
S I
X
F Y
Q
U A
P
A
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A
H O
F I E
R
R A
C K
S
O
A H
U
H
A W
A I I
RTA
R
S
A N
T O
R R
B
R O
W N
R R
B
R O
W N
This drawing was prepared by me or under my direct supervision.
EXP. DATE 4/30/2020
W E
R L I N
E
P
R O
F I L E
S
CU204
SCALE: HORIZONTAL: 1" = 20' VERTICAL: 1"=4'
SEWERLINE "B" PROFILE
A3
0+500+00
20' 40'0
4' 8'0
SCALE: HORIZONTAL: 1" = 20' VERTICAL: 1"=4'
SEWERLINE "C" PROFILE
A6
0+500+00
20' 40'0 4' 8'0
1+00
SCALE: HORIZONTAL: 1" = 20' VERTICAL: 1"=4'
SEWERLINE "A" PROFILE
D1
0+500+00
20' 40'0 4' 8'0
1+00 1+50
2+00 2+50
0+500+00
1+00 1+50
SCALE: HORIZONTAL: 1" = 20' VERTICAL: 1"=4'
SEWERLINE "A-1" PROFILE
D7
20' 40'0 4' 8'0
0+500+00
1+00
SCALE: HORIZONTAL: 1" = 20' VERTICAL: 1"=4'
SEWERLINE "A-2" PROFILE
A1
20' 40'0
4' 8'0
EXIST. GROUND ALONG
CENTERLINE OF SEWERLINE
1+50
M
N
8'-0" MIN.
X
4 1/2" DIA. PUMPER
NOZZLE (FACING STREET)
CONC. BLOCK
6" DIA. PIPE
NEW WATER MAIN
CONC. BLOCK
GATE VALVE
SEE DET.
GROUND
SURFACE
ELEVATION
PLAN
STANDARD LENGTH
OF HYDRANT ELBOW
REFER TO PLAN SHEETS
CU501
C6
1. PROVIDE ONLY WET TYPE HYDRANTS
2. PROVIDE "TRAFFIC TYPE" HYDRANTS NEXT TO ROADS AND
PARKING AREAS AND SHALL HAVE BREAKABLE FEATURES
PER AWWA C503.
3. PAINT HYDRANT BODY BROWN PER BOARD OF WATER
SUPPLY (BWS) SPECIFICATIONS.
4. EXISTING FIRE HYDRANT TO REMAIN IN SERVICE UNTIL
NEW FIRE HYDRANT IS ACTIVE.
NOTES:
CAST IRON FRAME
R= 1"
15 1/2"
1/8" RAISED LETTERS
ALL CASTINGS SHALL BE MADE ACCURATELY TO THE DIMENSIONS
SHOWN. SEAT AND COVER SHALL BE MACHINED, NOT GROUND TO
SECURE FLAT AND TRUE SURFACES. THE COVER SHALL NOT RATTLE
IN ANY POSITION.
12"
10 1/4"
3/4"
3/4" SQUARE HOLE
1 3/4" 1"
14"
13 3/4"
12 1/4"
3/4"
R=1 1/2"
10"
9 7/8"
9 3/8"
8 5/8"
3/4"
1/2"
1/2"
5 5/8"
1/2"
COVER
NOTE:
/8
MORTAR
14" DIA.
BRICK LEVELING COURSE
WHERE REQUIRED
8" NOMINAL STANDPIPE
4- #4 DIAGONAL
3' x 3' x 4" CONC.
SYMMETRICAL SLAB
6" GATE VALVE
2- #4 E.S., TYP.
12" DIA.
M
A X
D E
P T
H
V
A R
I E
S
3/4" ELBOW (BRONZE)
3/4"x 2" NIPPLE (BRASS)
3/4"x 2" NIPPLE (BRASS)
3/4"x 2" NIPPLE (BRASS)
CLR.
3/4" BRASS COUPLING
#4 BARS AS SHOWN
3/4" BRASS PIPE CUT TO FIT
3-WAY 3/4" STOPCOCK, 3 PORT
OR PVC C-905 PIPE
20" I.D STANDPIPE - D.I., C.I.,
4-#4 DIAGONAL BAR
BRICK
C O
N C
S
L A
B
F O
R
D
I R
T
A
R E
A
4'-0" X 4'-0" SQ.
3/4" UNION
BRICK
MORTAR
CONC. SLAB
FINISH GRADE
16" AND SMALLER WATER MAINS
3/4" AIR VALVE (FISHER A.V.-H.P.
DIMENSIONS USED)
MORTAR
1"
M
I N
C
O V
E R
STREET ELBOW TO FIT IPT
VERTICAL CHECK VALVE
(SEE NOTE 3)
90° ELBOW, BRONZE
1. CONCRETE SHALL BE 3,000 PSI MIN. AT 28 DAYS, REINFORCING STEEL
SHALL BE GRADE 60.
2. DESIGN IS BASED ON: HS-20 LOADING; 5 FEET SURCHARGE; 60 PCT/FT AT
REST PRESSURE; AND 2 FEET OF WATER ABOVE BOTTOM OF STANDPIPE
PER AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS (1998).
3. VERTICAL CHECK VALVE IS REQUIRED WHEN AIR VALVE IS IMMERSED IN
WATER.
4. PROVIDE S.S. FABRIC SCREEN COVER FOR OUTLET PIPE.
NOTES:
SADDLE CLAMP
PLAN
SECTION "A-A"
PLAN
SECTION "B-B"
PLAN
3/4"
2'-0 1/4"1"
1/4"
2 1/4"
1"
2 1/4"
1/4"
22"
30 3/4"
24" DIAMETER
3"
3 1/2"
3/4"
3/4"
1/4"
3/4"
23 1/2"
7 AT 1 1/2"=10 1/2"
6 5/16"
B B
A A
BLUE
REFLECTIVE
MARKER
4" SPACING
HYDRANT
S O
L I C
I T
A T
I O
N
N
O
D E
S I G
N E
D
B
Y
D E
S C
R I P
T I O
N
A
M A
R K
S I Z
E
S U
B M
I T
T E
D
B
Y
D A
T E
C O
N T
R A
C H
E C
K E
D
B
Y
D R
A W
N
B
Y
I S
S U
E
D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
%PRODUCTION DATA 1%
%PRODUCTION DATA 2% %PRODUCTION DATA 3% %PRODUCTION DATA 4%
US Army Corps of Engineers
U S
A
R M
Y
C
O R
E
N G
I N
E E
R S
R E
G I O
N A
L
E
N G
I N
E E
R I N
G
C
E N
T E
R
H O
N O
L U
G
I N
E E
R
D
I S
T R
I C
T
H O
N O
L U
L U
H
I
H O
N O
L U
S
T R
I C
T
A
F T
E R
H
A W
A I I
J U
U
O P
T I O
N
U
O P
T I O
N
A N
S I
X
F Y
Q
U A
P
A
D
A
H O
F I E
R
R A
C K
S
O
A H
U
H
A W
A I I
RTA
R
S
A N
T O
R R
B
R O
W N
R R
B
R O
W N
This drawing was prepared by me
T E
R
D
E T
A I L S
CU501
NOT TO SCALE
GATE VALVE AND BOX DETAIL
C6
NOT TO SCALE
AIR RELIEF VALVE BOX - FOR 3/4" AIR RELIEF VALVE DETAIL
D1
NOT TO SCALE
TYPICAL HYDRANT CONNECTION DETAIL
A1
NOT TO SCALE
MANHOLE FRAME AND COVER
D4
ALL CASTING SHALL BE MADE ACCURATELY
TO THE DIMENSIONS SHOWN. SEAT AND
COVER SHALL BE MACHINED, NOT GROUND
TO SECURE FLAT AND TRUE SURFACES.
THE COVER SHALL NOT RATTLE IN ANY
POSITION.
NOTE:
CU501
D4
NOT TO SCALE
BLUE RPM DETAIL
B9
FINISH GRADE
OR FLOOR
GATE VALVES
(2 REQ'D)
DOUBLE CHECK VALVE
PREVENTION ASSEMBLY
NOTES:
TO BUILDING
CONNECTION
1. ANY CONNECTIONS OR TEES BETWEEN METER AND
BACKFLOW PREVENTION ASSEMBLY MUST HAVE
WRITTEN APPROVAL.
2. A DC BACKFLOW PREVENTION ASSEMBLY SHALL BE
INSTALLED WHENEVER DEEMS NECESSARY TO
PREVENT POTENTIAL CONTAMINATION TO THE PUBLIC
WATER SYSTEM.
3. AT NO TIME SHALL THE BOTTOM OF THE BACKFLOW
PREVENTION ASSEMBLY BE LESS THAN 12" ABOVE
GROUND FLOOR, OR FLOOD LEVEL NOR MORE THAN
48" ABOVE AFOREMENTIONED GRADED.
4. PROVIDE THRUST BLOCKS AT BOTTOM VERTICAL
BENDS.
TYPICAL SECTION
PLAN
A
A
T R
E N
C H
TRENCH
TRENCH
B
B
CONCRETE
REACTION BLOCK
CONCRETE
REACTION BLOCK
CONCRETE
REACTION BLOCK
UNDISTURBED
EARTH
CONCRETE
REACTION BLOCK
BOTTOM
OF TRENCH
1. CONCRETE REACTION BLOCKS SHALL BE INSTALLED AT ALL TEES, PLUGS,
WYES AND BENDS.
2. CONCRETE SHALL BE 3000 PSI MINIMUM 28-DAY STRENGTH AND SHALL BE
POURED AGAINST UNDISTURBED EARTH.
3. ALL CONCRETE REACTION AND THRUST BLOCKS ARE DESIGNED FOR A
MAXIMUM OPERATING PRESSURE 150 PSI.
NOTES:
1/4
BEND
6"
PIPE
SIZE
PRESSURE
CAPS
TEES,
DIMENSION TABLE FOR
HORIZONTAL THRUST BLOCKS
INCHES
A B C
C
C
150 PSI
VARIES
4" TEE (TYP)
COUPLING
MECHANICAL JOINT
FLOW
POTABLE WATER
REDUCED PRESSURE
PRINCIPLE BACKFLOW
PREVENTER
PLAN
ELEVATION
USE 4" THRUST BLOCK
FOR 3" BOTTOM
VERTICAL BENDS
SEE DET
CU502
A1
4" TEE (TYP)
90° ELBOW (TYP)
GATE VALVE
(2 REQ'D)
THRUST
BLOCK (TYP)
20"
4" x 3" REDUCER (TYP)
S O
L I C
I T
A T
I O
N
N
O
D E
S I G
N E
D
B
Y
D E
S C
R I P
T I O
N
A
M A
R K
S I Z
E
S U
B M
I T
T E
D
B
Y
D A
T E
C O
N T
R A
C H
E C
K E
D
B
Y
D R
A W
N
B
Y
I S
S U
E
D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
%PRODUCTION DATA 1%
%PRODUCTION DATA 2% %PRODUCTION DATA 3% %PRODUCTION DATA 4%
US Army Corps of Engineers
U S
A
R M
Y
C
O R
E
N G
I N
E E
R S
R E
G I O
N A
L
E
N G
I N
E E
R I N
G
C
E N
T E
R
H O
N O
L U
G
I N
E E
R
D
I S
T R
I C
T
H O
N O
L U
L U
H
I
H O
N O
L U
S
T R
I C
T
A
F T
E R
H
A W
A I I
J U
U
O P
T I O
N
U
O P
T I O
N
A N
S I
X
F Y
Q
U A
P
A
D
A
H O
F I E
R
R A
C K
S
O
A H
U
H
A W
A I I
RTA
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A N
T O
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B
R O
W N
R R
B
R O
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This drawing was prepared by me
T E
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D
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A I L S
CU502
NOT TO SCALE
BACKFLOW PREVENTER DETAIL-FIRELINE
F6
NOT TO SCALE
THRUST BLOCK DETAIL
A1
NOT TO SCALE
BACKFLOW PREVENTER DETAIL-DOMESTIC
C4
C
L
ELECTRONIC
MARKER
- ELECTRONIC MARKERS
20'
P I P
E
C U
S H
I O
N
T R
E N
C
K F
I L L
PIPE
10'
DEFLECTION (HORIZ.)
REINFORCED
CONC. JACKET
END OF MAIN
VALVE
TEE (BRANCHES
4-INCHES AND
LARGER)
BEND (HORIZ.)
PLAN VIEW
SECTION VIEW
1. INSTALL ELECTRONIC MARKER
OVER CENTER LINE OF PIPE AT
MINIMUM DEPTH OF 2 FEET AND
A MAXIMUM DEPTH OF 3 FEET
FROM FINISH GRADE.
2. INSTALL TRENCH BACKFILL AND
PIPE CUSHION MATERIAL IN
ACCORDANCE TO THE PLANS
AND SPECIFICATIONS.
3. INSTALL ELECTRONIC MARKER
AT MINIMUM CLEARANCE OR
6-INCHES ABOVE THE PIPE OR
CONCRETE JACKET.
S E
E
N O
E
E
N O
NOTES:
NOT TO SCALE
ELECTRONIC BALL MARKER DETAIL
REDUCED PRESSURE (RP)
M I N
C
O V
E R
12"
6"
6"
2'-0""
FLUSH FIRE DEPARTMENT
CONNECTION
POTTER/ROEMER #5022
CONCRETE WITH PAINT,
REF. ARCH. DWGS. FOR
PAINT COLOR
#4 @ 10" O.C., E.W.
4"Ø PIPE
2-#4 W/TIES
@ 12" O.C.
2 1/2"Ø FIRE
DEPARTMENT
CONNECTION
FINISH
GRADE
SECTION "C-C"
ELEVATION
POST INDICATOR VALVE
FINISH GRADE
T
O
INDICATOR POST
NOTE:
PROVIDE TAMPER SWITCH ON PIV,
COORDINATE CONNECTION WITH
ELECTRICAL DRAWINGS
S O
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D A
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C O
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K E
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B
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I S
S U
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D
A T
E
B
C
D
E
F
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2 3 4 5 6 7 8 9 10
SHEET ID
%PRODUCTION DATA 1%
%PRODUCTION DATA 2% %PRODUCTION DATA 3% %PRODUCTION DATA 4%
US Army Corps of Engineers
U S
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C
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R
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I N
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R
D
I S
T R
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T
H O
N O
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T R
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T
A
F T
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H
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A I I
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U
O P
T I O
N
A N
S I
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F Y
Q
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P
A
D
A
H O
F I E
R
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C K
S
O
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U
H
A W
A I I
RTA
R
S
A N
T O
R R
B
R O
W N
R R
B
R O
W N
This drawing was prepared by me
T E
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D
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A I L S
CU503
B
BEND
6"
D
C
A/2 A/2
A
16"
DIA.
V A
R I E
S
V
A
R
I
E
S
1/8
1/16
BEND
4"
PIPE
SIZE
PRESSURE 150 PSI
CONCRETE BLOCK
A B C D
6"
1/8
1/16
HANGER "X" BAR
4'-6"
3'-3"
4'-6"
3'-3"
3'-9"
3'-3"
3'-9"
3'-3"
1'-6"
2'-6"
1'-6"
2'-6"
2'-6"
2'-0"
2'-6"
2'-0"
2 - #3
2 - #3
2 - #4
2 - #3
2 - #3
2 - #3
2 - #4
2 - #3
ELEVATION SECTION "A-A"
NOT TO SCALE
VERTICAL THRUST BLOCK DETAIL
A6
A
A
HANGERS
#4
"X" BAR
C
PIPE
L
#4 TIE, 8" O.C.
SLOPE
HANGER
"X" BAR#4 , 12"
O.C., E.W.
NOT TO SCALE
FIRE DEPARTMENT CONNECTION DETAIL
E6
C
C
NOT TO SCALE
POST INDICATOR VALVE (PIV) DETAIL
A3
8-RIBS SPACED
EQUALLY
CAST IRON
3/4"
1"24-1/4"
1/4"
1"
22"
30-3/4"
PLAN OF MANHOLE FRAME
SECTION "A-A"
MANHOLE FRAME-TYPE SA
CAST IRON
1" DIA.
HOLE
3 1/2"
2"
23-1/2"
24" DIAMETER
1/4"
3"
7 @ 1
"=10.5"
3"
1/2"
3/4"
3/4"
3/4"3/4"
PLAN OF MANHOLE COVER PLAN OF MANHOLE COVER
SECTION "B-B"
SECTION "C-C"
MANHOLE COVER-TYPE SA
5'-10" MIN.
" 5
5"
5"
P I P
E
D I A
C O
C
T I O
N
V A
R I E
S
M A
X I M
I G
2'-0"
6"
MIN
H E
I G
T
H
C
T I O
N
A
D J U
S T
E D
Q
U I R
E D
SEE DETAIL "A"
ON THIS SHEET
P I P
E
D
I A
TYPE SA MANHOLE
FRAME AND COVER
SEE DET.
MORTAR
PRE-CAST
MANHOLE RISER
SEE DET.
#5 BARS 12" O.C.,
BOTHWAYS
CU504
D8
CU504
D1
CU504
A1
1 3/4" 1 1/2" 1 3/4"
1/4"
1/4"
1"
1/8"
1 1/8"
1/4" 1/4"
1 3/4" 1 1/2" 1 3/4"
5"
1"
1/4"1/4"
1 3/4"
1 1/2"
1 3/4"
5"
2'-0"
DIAMETER
5" 4'-0"
DIAMETER
3'-0" CONE
4'-0"
DIAMETER
O
R
AS = 0.16 IN²/L.F.
AS = 0.16 IN²/L.F.
RISER
5" 4'-0"
DIAMETER
BASE SLAB
6"
#5 BARS
@12" O.C., E.W.
1. PRE-CAST SECTIONS SHALL CONFORM
TO ASTM C478 AND THE AASHTO LRFD
BRIDGE DESIGN SPECIFICATIONS.
2. PRIOR TO MANUFACTURING, DESIGNS
OTHER THAN THOSE SHOWN ON THIS
SHEET SHALL BE SUBMITTED TO THE
CONTRACTING OFFICER'S
REPRESENTATIVE FOR APPROVAL.
3. INSTALL PRE-CAST FLEXIBLE SEALING
GASKET CONFORMING TO ASTM C990 AT
ALL MANHOLE JOINTS.
4. TOP SLAB SHALL BE DESIGNED FOR
AASHTO HS-20 WHEEL LOAD.
5. MINIMUM AREA OF STEEL (AS) SHALL BE
0.16 SQUARE INCHES PER LINEAR FOOT.
5"
5" 5"
5"
NOTES:
C
L
V A
R I E
S
D
FLOW DIRECTION
NEW LINE
SEWER
EXISTING/NEW
SEWER LINE
MANHOLE
BASE
EXISTING/NEW
SEWER LINE
PRE-CAST
MANHOLE
MANHOLE
BASE
PLAN
SECTION "D-D"
DD
RESILIENT
CONNECTOR
12" MINIMUM
24" MAXIMUM
FLEXIBLE
COUPLING
DO NOT
GROUT
OPENING
MANHOLE
CHANNEL
MANHOLE
RISER
MANHOLE
BASE
SEWER
PIPE
NOTES:
1. RESILIENT CONNECTOR SHALL CONFORM WITH ASTM C923.
2. RESILIENT CONNECTOR SHALL BE INSTALLED IN ACCORDANCE
WITH MANUFACTURERS RECOMMENDATIONS.
3. FOR PIPE CONNECTIONS AT EXISTING MANHOLES, THE
CONTRACTOR MAY CORE OR DRILL AN OPENING IN THE MANHOLE
WALL AND GROUT IN THE RESILIENT CONNECTOR PER THE
RESILIENT CONNECTOR MANUFACTURER'S RECOMMENDATIONS.
FLOW
W E
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D
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A I L S
CU504
NOT TO SCALE
PRE-CAST SMH DETAIL
D5
S O
L I C
I T
A T
I O
N
N
O
D E
S I G
N E
D
B
Y
D E
S C
R I P
T I O
N
A
M A
R K
S I Z
E
S U
B M
I T
T E
D
B
Y
D A
T E
C O
N T
R A
C H
E C
K E
D
B
Y
D R
A W
N
B
Y
I S
S U
E
D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
%PRODUCTION DATA 1%
%PRODUCTION DATA 2% %PRODUCTION DATA 3% %PRODUCTION DATA 4%
US Army Corps of Engineers
U S
A
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C
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A
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S I
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F Y
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F I E
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A I I
RTA
R
S
A N
T O
R R
B
R O
W N
R R
B
R O
W N
This drawing was prepared by me or under my direct supervision.
EXP. DATE 4/30/2020
NOT TO SCALE
CHANNELIZATION DETAIL
A4
NOT TO SCALE
PRE-CAST MANHOLE SECTIONS
D8
NOT TO SCALE
DETAIL "A"
D3
NOT TO SCALE
SMH COVER DETAIL-TYPE SA
A1
NOT TO SCALE
SMH FRAME DETAIL-TYPE SA
D1
C
C
B B
A A
NOT TO SCALE
PIPE CONNECTION DETAIL
FINISH
GRADE
1" CHAMFER
4" BRASS
COUNTERSUNK PLUG
FLUSH
PAVEMENT
BASE COURSE
12" x 12"
CONC. PAD
4" RISER (LENGTH
AS REQUIRED)
4" 1/8 BEND
PLUG FOR TERMINAL
LINE CONDITION WYE
FLOW
C
COTG
L
6" O.D
OF PIPE
6"
O D
P
E
C L R
T
Y P
SEWER MAIN
4- #4 LONGITUDINAL
#3 HOOPS, AT 10" O.C.,
LAPPED 12" AT ENDS
SECTION "A-A"
3"
CLR.
M
A X
18" SQ. x 6" THK
CONC. BLOCK
1" CHAMFER
FINISH
GRADE
BRASS
COUNTERSUNK
HEAD
4" 1/8 BEND
6" CAST IRON BODY
(IPT)
2% MIN. FLOW
6" x 6" x 4" WYE
4" SEWER LATERAL
PER PLAN
6" CAP
TO SEWER MAIN
C COTG
L
6" 1/8 BEND
6" WYE
6" RISER
S O
L I C
I T
A T
I O
N
N
O
D E
S I G
N E
D
B
Y
D E
S C
R I P
T I O
N
A
M A
R K
S I Z
E
S U
B M
I T
T E
D
B
Y
D A
T E
C O
N T
R A
C H
E C
K E
D
B
Y
D R
A W
N
B
Y
I S
S U
E
D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
%PRODUCTION DATA 1%
%PRODUCTION DATA 2% %PRODUCTION DATA 3% %PRODUCTION DATA 4%
US Army Corps of Engineers
U S
A
R M
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C
O R
E
N G
I N
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R S
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G I O
N A
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N G
I N
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C
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T E
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R
D
I S
T R
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T
H O
N O
L U
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N O
L U
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T R
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A
F T
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A W
A I I
J U
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T I O
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U
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T I O
N
A N
S I
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F Y
Q
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F I E
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A I I
RTA
R
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A N
T O
R R
B
R O
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R R
B
R O
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This drawing was prepared by me
W E
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D
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A I L S
CU505
NOT TO SCALE
CLEANOUT TO GRADE (COTG) DETAIL
A4
NOT TO SCALE
REINFORCED CONCRETE JACKET DETAIL
A7
NOT TO SCALE
CLEANOUT TO GRADE DROP (COTG) DETAIL
A1
1'-0" 1'-0"
4" AC PAVEMENT
EXIST. AC
PAVEMENT
EXIST. BASE COURSE
C O
V E
R
V A
R I E
S
M I N
F
D
G
L A
T E
R A
L
M I N
F
T
E R
M I N
F
W
E R
P I P
E
O D
3'-0"
COMPACTED
SAND FILL
PIPE LINE
COMPACTED
BACKFILL
ELECTRONIC
BALL MARKER
FOR WATER LINE
PRIME COAT
6" BASE COURSE OR
MATCHING EXISTING,
WHICHEVER IS GREATER
SAW CUT &
PROVIDE
TACK COAT
SAW CUT &
PROVIDE
TACK COAT
C O
V E
R
V A
R I E
S
M I N
F
D
G
L A
T E
R A
L
M I N
F
T
E R
H
T
E R
M I N
F
W
E R
COMPACTED
SAND FILL
PIPE LINE
COMPACTED
BACKFILL
BASE COURSE,
MATCH EXIST
CONC. PAVEMENT,
MATCH EXIST
EXIST. CONC.
PAVEMENT AND
BASE COURSE
SAW CUT (TYP)
3'-0"
3'-0"
C O
V E
R
V A
R I E
S
M I N
F
D
G
L
A T
E R
A L
M I N
F
T
E R
H
T
E R
M I N
F
W
E R
P I P
E
O D
COMPACTED
SAND FILL
COMPACTED
BACKFILL
SOD AND TOP SOIL
P I P
E
O D
8"
MIN.
8"
MIN.
8"
MIN.
8"
MIN.
8"
MIN.
8"
MIN.
NOT TO SCALE
TYPICAL TRENCH DETAIL
D1
SECTION - UNDER PAVEMENT SECTION - CONCRETE PAVED AREA SECTION - UNDER GRASSED AREA
C O
V E
R
V
A R
I E
S
M I N
COMPACTED
SAND FILL
PIPE LINE WITH
INSULATION
JACKET
COMPACTED
BACKFILL
BASE COURSE,
MATCH EXIST
CONC. PAVEMENT,
MATCH EXIST
EXIST. CONC.
PAVEMENT AND
BASE COURSE
SAW CUT (TYP)
3'-0"
P I P
E
O D
8" MIN. 8" MIN.
CONCRETE PAVED AREA UNDER GRASSED AREA
8" MIN.
SECTION - CHWS/R LINE
SOD AND TOP SOIL
CW CW
ELECTRONIC
BALL MARKER
FOR WATER LINE
ELECTRONIC
BALL MARKER
FOR WATER LINE
PIPE LINE
CU502
A7
1. FOR ELECTRONIC BALL MARKER TO WATER LINE DETAIL, SEE
2. PROVIDE ROOT BARRIER ON THE FOLLOWING SEWERLINES.
SEE LANDSCAPE DWGS. FOR ROOT BARRIER DETAIL.
2.1. SEWERLINE "A"
2.2. SEWERLINE "A-1"
2.3. SEWERLINE "A-2"
2.4. SEWERLINE "B"
2.5. SEWERLINE "C" STA. 0+00 TO STA. 0+50
NOTES:
VARIES
P I P
E
O D
18" VARIES
CW4 CW4 HW2
SECTION - CHWS/R AND HW LINE
L I C
I T
A T
I O
N
N
O
D E
S I G
N E
D
B
Y
D E
S C
R I P
T I O
N
A
M A
R K
S I Z
E
S U
B M
I T
T E
D
B
Y
D A
T E
C O
N T
R A
C H
E C
K E
D
B
Y
D R
A W
N
B
Y
I S
S U
E
D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
%PRODUCTION DATA 1%
%PRODUCTION DATA 2% %PRODUCTION DATA 3% %PRODUCTION DATA 4%
US Army Corps of Engineers
U S
A
R M
Y
C
O R
E
N G
I N
E E
R S
R E
G I O
N A
L
E
N G
I N
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R I N
G
C
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T E
R
H O
N O
L U
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E E
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D
I S
T R
I C
T
H O
N O
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N O
L U
S
T R
I C
T
A
F T
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A W
A I I
J U
A N
S I
D
F Y
Q
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P
A
D
A
S C
H O
F I E
R
R A
C K
S
O
A H
U
H
A W
A I I
RTA
This drawing was prepared by me or under my direct supervision.
EXP. DATE 4/30/2020
J
K
U R
O K
A W
A
K
S
A S
A K
I
K
S
A S
A K
I
LD601
T R
R
V E
Y
A
S
E S
S M
E N
T
B130 / B132
NOTES:
1. PALM HEIGHT IS TRUNK
HEIGHT
2. ONLY TREES IN THE
PROJECT LIMITS ARE
LISTED.
3. GAPS IN TREE NUMBERS
ARE DUE TO TREES
PREVIOUSLY REMOVED
OR ARE NOT IN THE
PROJECT LIMITS.
4. LA - LANDSCAPE
ARCHITECT COMMENT
L
IC
IT
A T
IO
N N
O
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
A
M A
R K
S
IZ
E
S U
B M
IT
T E
D B
Y
D A
T E
C O
N T
R A
C T N
O
C H
E C
K E
D B
Y
D R
A W
N B
Y
IS
S
U E D
A T
E
B
C
D
E
F
G
2 3 4 5 6 7 8 9 10
SHEET ID
®of Engineers
US Army Corps
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
A N
S
H O
F
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L D B
A R
R A
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O A
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W A
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F Y Q
U A
D A R
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A
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B
L D
G S
A
N D
N O
L U
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H I
H O
N O
L U
L U E
N G
IN
E E
R D
IS
T R
IC
T
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G
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N A
L E
N G
IN
E E
R
IN
G C
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T E
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1:02:03 PM7/15/2019
pw:\\COE-POHPWP08FTS.poh.ds.usace.army.mil:coe-pohpwp08fts.poh.ds.usace.army.mil\Documents\Military\02 SB\Projects\2018\18sb04 - FY19 OMA REPAIR QUAD A, BLDG 131 AND CENTRAL UTILITY PLANT, SB\02 Engineering Design\02 Plans and Specs\CAD_BIM\CADFiles\E-Str
J U
N E
RTA
GENERAL NOTES
REMOVAL AND RELOCATION WORK
DEMOLITION
DESIGN CRITERIA ABBREVIATIONS
FOUNDATION
C
ORIGINAL CONDITION AT THE CONTRACTORS OWN EXPENSE.
PLANS SHALL BE RECONSTRUCTED, REPLACED OR RESTORED TO THE
OTHERWISE DISTURBED TO ACCOMPLISH THIS WORK CALLED FOR ON THE
ANY PORTION OF THE EXISTING UTILITIES THAT MUST BE REMOVED OR5.
PART OF THE WORK ACCEPTABLE TO THE CONTRACTING OFFICER.
ITEMS, PATCH AND RESTORE SURROUNDING SURFACES AS REQUIRED AS
PERFORMED. THE CONTRACTOR SHALL ALSO INSTALL ANY OR ALL OF THE
THAT ANY EXISTING ITEM IS NOT DAMAGED WHEN FUTURE WORK IS
NECESSARY SO THAT FUTURE WORK CAN BE PERFORMED AND ALSO, SO
THE CONTRACTOR SHALL REMOVE EXISTING ITEMS AS DEEMED4.
DAMAGE TO EXISTING ITEMS AND FEATURES REMAINING IN PLACE.
ALL NECESSARY PRECAUTIONS SHALL BE TAKEN TO ENSURE AGAINST3.
WITHOUT ADDITIONAL COST TO THE GOVERNMENT.
EXTENT THAT CONSTRUCTION CAN BE PERFORMED AND COMPLETED
ETC. SHALL BE COMPLETE AND INCLUDE ALL RELATED ITEMS TO THE
THE REMOVAL OR DEMOLITION OF MATERIALS, ACCESSORIES, FIXTURES,
TO BID) TO DETERMINE THE EXTENT OF ALL REQUIRED DEMOLITION WORK.
THE CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS (PRIOR2.
PLUMBING AND ELECTRICAL DRAWINGS FOR DEMOLITION DRAWINGS.
REQUIRED DEMOLITION AND REMOVAL WORK. SEE ARCHITECTURAL
THE CONSTRUCTION DRAWINGS INDICATE THE GENERAL EXTENT OF1.
L
15 PSF
50 PSF
125 PSF
125 PSF
20 PSF
100 PSF
40 PSF
SPECIFICATIONS FOR RESPONSIBILITY OF BRACING DESIGN.
SUSPENDED EQUIPMENT WITH APPROVED LATERAL OR SWAY BRACING. SEE
SHALL BE APPROVED BY ICC OR EQUIVALENT TESTING PROCEDURES. PROVIDE
FASTENERS AND OTHER ELEMENTS PROVIDING STABILITY FOR COMPONENTS
SEE DESIGN CRITERIA FOR SEISMIC DESIGN CATEGORY. ISOLATORS,
SUPPORTS AND ATTACHMENTS SHALL CONFORM WITH ASCE 7, CHAPTER 13.
ARCHITECTURAL, MECHANICAL, AND ELECTRICAL COMPONENTS, 9.
OFFICER BEFORE PROCEEDING WITH THE WORK.
WRITTEN NOTIFICATION OF ANY DISCREPANCIES TO THE CONTRACTING
BE FIELD VERIFIED BY THE CONTRACTOR BEFORE WORK IS BEGUN. PROVIDE
EXISTING CONDITIONS ARE FOR GENERAL INFORMATION ONLY AND SHALL 8.
DETAILS OF THE STRUCTURAL DRAWINGS.
DIMENSIONS SHALL NOT BE SCALED FROM THE PLANS, SECTIONS AND/OR 7.
CONTRACTING OFFICER PRIOR TO PROCEEDING WITH ANY WORK INVOLVED.
CONTRACTOR SHALL PROVIDE WRITTEN NOTIFICATION TO THE
DRAWINGS, SPECIFICATIONS, BUILDING CODES, OR STANDARDS,
WHERE DISCREPANCIES, OMISSIONS AND/OR CONFLICTS ARISE BETWEEN6.
THE REQUIREMENTS OF ACI 318.
CONDUITS AND PIPES TO BE EMBEDDED IN CONCRETE SHALL SATISFY D.
NOTIFICATION OF THE CONTRACTING OFFICER.
STRUCTURAL DRAWINGS SHALL NOT BE PLACED WITHOUT WRITTEN
OPENINGS OR POCKETS LARGER THAN 6 INCHES NOT INDICATED IN C.
PIPE SLEEVES.
AND LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES AND
SEE MECHANICAL, PLUMBING AND ELECTRICAL, DRAWINGS FOR SIZE B.
FLOOR AND WALL OPENINGS.
SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ALL A.
DRAWING AND/OR SUPPLIER BEFORE CONSTRUCTION.
FOR INFORMATION ONLY AND SHALL BE VERIFIED WITH THE APPROPRIATE
OPENING SIZES AND LOCATIONS WHEN INDICATED ON DRAWINGS ARE 5.
PRIOR TO SUBMITTAL TO THE CONTRACTING OFFICER.
SPECIFICATIONS SHALL BE REVIEWED AND APPROVED BY THE CONTRACTOR
PRIOR TO FABRICATION SHOP, DRAWINGS REQUIRED BY THE 4.
PROCEEDING WITH THE WORK.
ATTENTION OF THE CONTRACTING OFFICER AND BE RESOLVED BEFORE
EXISTING STRUCTURES. ALL DISCREPANCIES SHALL BE CALLED TO
THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS INCLUDING
THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR COORDINATING 3.
OF HIS/HER OBLIGATIONS, DUTIES AND RESPONSIBILITIES.
INCLUDE INSPECTION OF THE ABOVE ITEMS NOR RELIEVE THE CONTRACTOR
TO THE SITE BY THE CONTRACTING OFFICER AND GOVERNMENT A/E SHALL NOT
ENGINEER HIRED AND PAID FOR BY THE CONTRACTOR. OBSERVATIONS VISITS
BRACING SYSTEMS SHALL BE DESIGNED BY A LICENSED STRUCTURAL
CONSTRUCTION EQUIPMENT, WIND AND SEISMIC LOADING. ALL SHORING AND
BUT NOT BE LIMITED TO BRACING. SHORING FOR LOADS DUE TO
THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE
BE RESPONSIBLE FOR AND PROVIDE ALL MEASURES NECESSARY TO PROTECT
DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL
THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE AND 2.
BUILDING CODE 2015 EDITION.
CONFORM TO THE DRAWING SPECIFICATIONS, AND THE INTERNATIONAL
ALL MATERIALS AND WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL 1.
W.P.
W.W.M.
VERT
U.O.N.
TYP
TRANS
TOC
T.O.
THK
STL
STD
SPA
SIM
REINF
PJF
PSI
P
OPP
OC
N.T.S.
MIN
MFR
MECH'L
MAX
LONG.
LLV
LLH
KSI
I.A.W.
HORIZ
GSN
GR.
GALV
GA
FRP
FTG
EQ
EL
EJ
EA
E.W.
E.F.
(E)
DWG
DO
DIA
DCJ
CWB
CTRD
CSJ
COORD
CONT
CONN
CONC
COL.
CLR
CJ
CIP
BRG
BOT
BAL
ARCH
APPROX
ALT
A.B.
WORK POINT
WELDED WIRE MESH
VERTICAL
UNLESS OTHERWISE NOTED
TYPICAL
TRANSVERSE
TOP OF CONCRETE
TOP OF
THICK
STEEL
STANDARD
SPACES
SIMILAR
REINFORCING
PREMOLDED JOINT FILLER
POUNDS PER SQUARE INCH
PLATE
OPPOSITE
ON CENTER
NOT TO SCALE
MINIMUM
MANUFACTURER
MECHANICAL
MAXIMUM
LONGITUDINAL
LONG LEG VERTICAL
LONG LEG HORIZONTAL
KIPS PER SQUARE INCH
IN ACCORDANCE WITH
HORIZONTAL
GENERAL STRUCTURAL NOTE
GRADE
GALVANIZED
GAGE
FIBER-REINFORCED POLYMER
FOOTING
EQUAL
ELEVATION
EXPANSION JOINT
EACH
EACH WAY
EACH FACE
EXISTING
DRAWING
DITTO (REPEAT)
DIAMETER
DOWELED CONSTRUCTION JOINT
CAPILLARY WATERBARRIER
CENTERED
CONSTRUCTION JOINT
COORDINATE
CONTINUOUS
CONNECTION
CONCRETE
COLUMN
CLEARANCE
CONTROL JOINT
CAST-IN-PLACE
CENTERLINE
BEARING
BOTTOM
BALANCE
ARCHITECTURAL
APPROXIMATELY
ALTERNATE
ANCHOR BOLT
0.480.31COEFFICIENT OF FRICTION
275180PASSIVE, (PCF)
CONDITION
SEISMIC
CONDITION
STATIC
TO THE CONTRACTING OFFICER PRIOR TO ANY ACTION.
PLANNED CHANGE IN TYPE, SIZE, LOCATION OR NUMBER OF EQUIPMENT
WEIGHTS ON CONCRETE PADS, WHERE INDICATED. REPORT ANY
EQUIPMENT AS INDICATED ON MECHANICAL DRAWINGS, INCLUDING
LOADING OF MECHANICAL ROOMS ARE BASED ON WEIGHTS OF ASSUMEDC.
EQUIPMENT. PLACE VIBRATORY EQUIPMENT ON VIBRATION ISOLATORS.
STRUCTURAL COMPONENTS ARE NOT DESIGNED FOR VIBRATORY B.
IMPACT PER IBC 1607.9.
WHERE APPLICABLE, EQUIPMENT LOADS HAVE BEEN INCREASED FORA.
EQUIPMENT LOADS:6.
F. SEISMIC DESIGN CATEGORY: ---------------------------------------- C
ii. SD1: -------------------------------------------------------------------------- 0.170g
i. SDS: -------------------------------------------------------------------------- 0.435g
E. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS
D. SITE CLASS: --------------------------------------------------------------- C
ii. S1: -------------------------------------------------------------------------- 0.155g
i. SS: -------------------------------------------------------------------------- 0.553g
C. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS
B. SEISMIC IMPORTANCE FACTOR, IE: ------------------------------- 1.0
A. RISK CATEGORY: --------------------------------------------------------- II
5. SEISMIC DESIGN DATA:
G. COMPONENTS AND CLADDING WIND PRESSURE: ---------- PER ASCE 7-10
F. INTERNAL PRESSURE COEFFICIENT, GCpi: --------------------- +/- 0.18
E. BUILDING ENCLOSURE CLASSIFICATION: ----------------------- ENCLOSED
D. WIND EXPOSURE: -------------------------------------------------------- B
C. RISK CATEGORY: --------------------------------------------------------- II
B. NOMINAL DESIGN WIND SPEED, Vasd: ---------------------------- 101 MPH
A. ULTIMATE DESIGN WIND SPEED, Vult: ---------------------------- 130 MPH
WIND DATA PER ASCE 7-10:4.
PARTITIONS----------------------------------------------------------------G.
OFFICE-----------------------------------------------------------------------F.
LIGHT STORAGE---------------------------------------------------------E.
MECHANICAL EQUIPMENT ROOM, GENERAL-----------------D.
ROOF LIVE LOAD:--------------------------------------------------------C.
CORRIDORS, STAIRS AND EXITS:---------------------------------B.
----------------------------------------------------------------BARRACKS:A.
FLOOR LIVE LOAD3.
UFC 4-010-01, "DOD MINIMUM ANTI-TERRORISM STANDARDS FOR BUILDINGS"
UFC 3-310-04, "SEISMIC DESIGN FOR BUILDINGS"
UFC 3-301-01, "STRUCTURAL ENGINEERING"
UFC 1-200-01,"GENERAL BUILDING REQUIREMENTS"
FOLLOWING GOVERNMENT STANDARDS:
THE STRUCTURAL DESIGN AND CONSTRUCTION SHALL COMPLY WITH THE2.
INTERNATIONAL BUILDING CODE (IBC) 2015
THE STRUCTURAL DESIGN AND CONSTRUCTION SHALL COMPLY WITH THE1.
COMPACTED TO A MINIMUM OF 90 PERCENT RELATIVE COMPACTION.
OVER-EXCAVATION MAY BE BACKFILLED WITH THE ON-SITE SOILS
OVER-EXCAVATED TO EXPOSE THE UNDERLYING FIRM MATERIALS. THE
ENCOUNTERED AT THE BOTTOM OF FOOTING EXCAVATIONS SHALL BE
THE MAXIMUM DRY DENSITY. SOFT AND/OR LOOSE MATERIALS
THE WATER CONTENT (PERCENTAGE BY WEIGHT) CORRESPONDING TO
ESTABLISHED IN ACCORDANCE WITH ASTM D1557. OPTIMUM MOISTURE IS
PERCENTAGE OF THE MAXIMUM DRY DENSITY OF THE SAME SOIL
REFERS TO THE IN-PLACE DRY DENSITY OF SOIL EXPRESSED AS A
LEAST 90 PERCENT RELATIVE COMPACTION. RELATIVE COMPACTION
BOTTOM OF THE FOOTING EXCAVATIONS SHALL BE RECOMPACTED TO AT 5.
LATERAL TRANSLATION.
PROTECTING THE FOOTING OR FOUNDATION AGAINST SETTLEMENT OR
FROM ANY FOOTING OR FOUNDATION WITHOUT FIRST UNDERPINNING OR
EXCAVATIONS FOR ANY PURPOSE SHALL NOT REMOVE LATERAL SUPPORT 4.
SURFACE WATER, GROUND WATER OR SEEPAGE.
CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATION FROM 3.
31 23 00.00 20 EXCAVATION AND FILL.
SHALL COMPLY WITH THE RECOMMENDATIONS OF SPECIFICATION SECTION
MATERIALS, EXCAVATION, BACKFILL, AND COMPACTION REQUIREMENTS 2.
7729-00, BY GEOLABS, INC. ON JUNE 14, 2019.
BUILDINGS 130, 131, AND 132, SCHOFIELD BARRACKS, OAHU, HAWAII, W.O.
A.GEOTECHNICAL ENGINEERING EXPLORATION. FY18 RENOVATE QUAD A
INVESTIGATION REPORT.
FOUNDATION DESIGN IS BASED ON THE FOLLOWING GEOTECHNICAL 1.
C. MODULS OF SUBGRADE REACTION:--------------- 250 PCI
B. ALLOWABLE SOIL BEARING PRESSURE:--------- 3,000 PSF
A. SITE CLASS:------------------------------------------------- C
13. GEOTECHNICAL DESIGN PARAMETERS:
CLEAN FOOTING TRENCHES PRIOR TO POURING CONCRETE.12.
BEARING CONDITIONS AND REQUIRED EMBEDMENT DEPTHS.
OF CONCRETE AND REINFORCING STEEL TO CONFIRM FOUNDATION
BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT
EXCAVATIONS FOR FOUNDATIONS SHALL BE MONITORED AND APPROVED 11.
FROM THE SLAB.
SLAB WITH THE ON-SITE SOILS AND GRADED TO DIVERT WATER AWAY
ADJACENT TO THE SLAB SHOULD BE BACKFILLED TIGHTLY AGAINST THE
LEAST 18 INCHES BELOW THE LOWEST ADJACENT FINISHED GRADE. AREAS
THE BOTTOM OF THICKENED EDGES OF SLABS SHALL BE EMBEDDED AT 10.
COMPACTION.
AGGREGATES COMPACTED TO A MINIMUM OF 95 PERCENT RELATIVE
THE AGGREGATE SUBBASE SHALL CONSIST OF CRUSHED BASALTIC
PROVIDE A 6-INCH LAYER OF AGGREGATE SUBBASE BELOW THE SLABS.
SLABS SUBJECTED TO VEHICULAR TRAFFIC OR MACHINERY VIBRATION, 9.
THE OPEN-GRADED GRAVEL CUSHION FILL LAYER.
67 GRADATION). PROVIDE AN IMPERVIOUS MOISTURE BARRIER ON TOP OF
FREE-DRAINING MATERIALS, SUCH AS NO. 3 FINE GRAVEL (ASTM C33, NO.
FILL BELOW THE CONCRETE SLAB. THE CUSHION FILL SHALL CONSIST OF
MACHINERY VIBRATION), PROVIDE A MINIMUM 4-INCH LAYER OF CUSHION
INTERIOR BUILDING SLABS (NOT SUBJECTED TO VEHICULAR TRAFFIC OR
COMPACTED TO AT LEAST 90 PERCENT RELATIVE COMPACTION. FOR
TO AT LEAST 2 PERCENT ABOVE THE OPTIMUM MOISTURE CONTENT AND
SCARIFIED TO A MINIMUM DEPTH OF 8 INCHES, MOISTURE-CONDITIONED
FILL MATERIAL, THE SOIL SUBGRADE BELOW THE SLABS SHALL BE
LAYER. PRIOR TO PLACEMENT OF THE NON-EXPANSIVE SELECT GRANULAR
SELECT GRANULAR FILL MATERIAL BELOW THE BUILDING SLAB CUSHION
SLAB SUBGRADES. PROVIDE A MINIMUM 12-INCH THICK NON-EXPANSIVE, 8.
FINISHED GRADE.
EMBEDDED A MINIMUM OF 18 INCHES BELOW THE LOWEST ADJACENT
UNLESS NOTED OTHERWISE, THE BOTTOM OF FOOTINGS SHALL BE 7.
TO REDUCE THE POTENTIAL FOR APPRECIABLE FOUNDATION SETTLEMENT.
BELOW GRADE STRUCTURES WITH ADDITIONAL STRUCTURAL LOADS AND
THIS REQUIREMENT IS NECESSARY TO AVOID SURCHARGING ADJACENT
EXTENDED TO A DEPTH AS DEEP AS THE INVERTS OF THE UTILITY LINES.
FROM THE BOTTOM EDGE OF THE UTILITY TRENCH OR THEY SHOULD BE
EMBEDDED BELOW A 45-DEGREE IMAGINARY PLANE EXTENDING UPWARD
FOUNDATIONS NEXT TO UTILITY TRENCHES OR EASEMENTS SHALL BE 6.
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1:57:49 PM7/15/2019
pw:\\COE-POHPWP08FTS.poh.ds.usace.army.mil:coe-pohpwp08fts.poh.ds.usace.army.mil\Documents\Military\02 SB\Projects\2018\18sb04 - FY19 OMA REPAIR QUAD A, BLDG 131 AND CENTRAL UTILITY PLANT, SB\02 Engineering Design\02 Plans and Specs\CAD_BIM\CADFiles\E-Str
J U
N E
RTA
MASONRY REPAIR
REPAIR MATERIALS
FOR ALL REPAIR MORTAR.
2. MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED
THE FOLLOWING: MAPEI PLANITOP X, SIKAQUICK VOH, EUCOREPAIR V100.
1. REPAIR MORTAR FOR VERTICAL SURFACES SHALL BE ONE OF
REPAIR ITEMS
MARK QTY.
APPROX.
UNIT
SP1
SP2
SP3
SF
SF
SF
ADDITIONAL GROUT SHALL BE PROVIDED FOR THE FULL HEIGHT OF THE CELL.
REINFORCED CELL IS OPENED AND FOUND TO HAVE INSUFFICIENT GROUT,
2. BLOCKS ARE PARTIALLY GROUTED. AT LOCATIONS WHERE
AS INDICATED ON THESE DRAWINGS.
1. MASONRY BLOCKS WITH SPALLS SHALL BE REPAIRED
REINFORCING STEEL STRUCTURAL STEELCONCRETE
CONCRETE MASONRY (CMU)
UNTIL PERMANENT STRUCTURAL FRAMING IS INSTALLED.
11. CONTRACTOR SHALL PROVIDE BRACING/SHORING OF CMU CONSTRUCTION
TYPE.
FOR SURFACE TEXTURE AND HEIGHT OF UNITS, LAYING PATTERN AND JOINT
CONVENTIONAL RUNNING BOND. REFER TO ARCHITECTURAL DRAWINGS
10. UNLESS NOTED OTHERWISE, ALL WALLS SHALL BE CONSTRUCTED IN
SETTING BLOCKS.
9. CONCRETE SURFACES SHALL BE CLEANED OF ALL LAITANCE PRIOR TO
VERTICAL BARS WITH POSITIONERS AT 8'-0" MAX.
BE SET TO ALIGN WITH CORES CONTAINING REINFORCING STEEL. SECURE
8. CELLS SHALL BE IN VERTICAL ALIGNMENT. DOWELS IN FOOTING SHALL
PROVIDE CLEANOUT AT BASE FOR CELLS CONTAINING REINFORCING.
7. IF BLOCK IS LAYED TO A HEIGHT EXCEEDING 5'-4" FOR EACH GROUT LIFT,
6. GROUT SOLID ALL CELLS OF NEW CONCRETE BLOCKS.
MASONRY UNITES.
5. PROVIDE A MINIMUM OF 1/2" GROUT BETWEEN MAIN REINFORCING AND
REQUIREMENTS.
4. SEE NOTE UNDER REINFORCING STEEL FOR REINFORCING BAR
AT 28 DAYS.
SEGREGATION. GROUT SHALL ATTAIN A COMPRESSIVE STRENGTH OF 3,000 PSI
3. GROUT SHALL FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT
ATTAIN A COMPRESSIVE STRENGTH OF 1,800 PSI AT 28 DAYS.
2. ALL WALLS SHALL BE CONSTRUCTED WITH TYPE S MORTAR. MORTAR SHALL
MASONRY UNIT CONFORMING TO ASTM C90, NORMAL WEIGHT, f'm = 1,500 PSI.
1. CONCRETE BLOCK SHALL BE HOLLOW LOAD-BEARING CONCRETE
STEEL DECK
WITH fc= 5,000 PSI. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION.
CONCRETE WALLS, ETC, SHALL BE NON-SHRINK, NON-STAINING,
ALL GROUT (OR DRYPACK) BELOW BASE PLATES, BEAMS BEARING ON 8.
GALVANIZED PER ASTM A153.
BOLTS AND ANCHOR RODS EXPOSED TO WEATHER SHALL BE HOT-DIPPED
APPLIED PAINT CONTAINING ZINC DUST COMPLYING WITH ASTM A780. ALL
ALL FIELD WELDS EXPOSED TO WEATHER SHALL BE COATED WITH BRUSH
SHALL BE HOT-DIPPED GALVANIZED PER ASTM A123 AFTER FABRICATION.
STRUCTURAL STEEL AND MISCELLANEOUS METAL EXPOSED TO WEATHER 7.
ANCHOR RODS SHALL NOT BE ALLOWED.
HOLES, CUTTING OF STEEL AND HEATING AND BENDING OF STEEL OR
FIELD MODIFICATIONS OF STRUCTURAL STEEL SUCH AS THE BURNING OF 6.
BE ALLOWED UNLESS APPROVED BY CONTRACTING OFFICER.
THE SPLICING OF STRUCTURAL STEEL WHERE NOT INDICATED SHALL NOT 5.
SHALL CONSIDER CAMBER LOSS DUE TO SHIPPING AND HANDLING.
DRAWINGS SHALL BE AS DELIVERED TO THE JOB SITE. CONTRACTOR
CAMBER UPWARDS, UNLESS NOTED OTHERWISE. CAMBER INDICATED ON
CAMBER: ALL MEMBERS SHALL BE ERECTED WITH NATURAL OR INDUCED 4.
AND RUSTED SHOP PAINT WITH SAME PAINT USED IN SHOP.
TOUCH UP FIELD WELDS AND CONNECTIONS AS WELL AS ABRADED D.
OF THE PARTS JOINED.
MAXIMUM OR LESS THAN THE AISC MINIMUM BASED ON THE THICKNESS
CONTINUOUS 3/16" FILLET WELDS, BUT NOT GREATER THAN THE AISC
WHERE NOT INDICATED ON DRAWINGS, ALL WELDS SHALL BE C.
ELECTRODES ON ASTM A572 AND A992 STEEL.
MATERIAL PER TABLE 3.1 AWS D1.1 USE ONLY LOW-HYDROGEN
ELECTRODES, WELDING SHALL BE DONE USING MATCHING FILLER
CONFORMANCE WITH AWS D1.1, U.N.O. ALL WELDS SHALL BE E70XX
WELDED CONNECTION-PERFORMED BY AWS CERTIFIED WELDERS IN B.
FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.
OTHERWISE, CONNECTIONS SHALL CONFORM WITH RCSC SPECIFICATION
HOLES (1/16" LARGER THAN NOMINAL BOLT DIAMETER), UNLESS NOTED
NOTED OTHERWISE. ALL BOLT HOLES IN STEEL SHALL BE STANDARD
BOLTED CONNECTIONS- ASTM A325-N WITH SNUG-TIGHT JOINT, UNLESS A.
EDITION OF THE AISC MANUAL OF STEEL CONSTRUCTION AND THE FOLLOWING:
CONNECTIONS OF STRUCTURAL STEEL SHALL CONFORM TO THE LATEST 3.
ASTM A325HIGH STRENGTH BOLTSD.
ASTM F1554,GRADE 36ANCHOR RODS (GALVANIZED)C.
ASTM A500, GRADE BHOLLOW STRUCTURAL SECTIONS (HSS)B.
& PLATES
ASTM A36STRUCTURAL STEEL CHANNELS, ANGLES, A.
FOLLOWING STANDARD SPECIFICATIONS, LATEST EDITION:
STRUCTURAL STEEL MATERIALS SHALL CONFORM TO ONE OF THE2.
FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS."
ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN,
STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN1.
STEEL" OF THE AMERICAN WELDING SOCIETY.
CONFORM TO AWS D1.4 "AWA STRUCTURAL WELDING CODE - REINFORCING
SHOWN ON THE DRAWINGS. WELDING OF REINFORCING STEEL SHALL
WELDING OF REINFORCING STEEL IS NOT PERMITTED UNLESS OTHERWISE 12.
FABRICATE FROM REVIEWED DRAWINGS ONLY.
FOR CONTRACTING OFFICER'S REVIEW PRIOR TO FABRICATION.
CONTRACTOR SHALL SUBMIT REINFORCING BAR LAYOUTS AND DETAILS 11.
PROJECT DRAWINGS AND SPECIFICATIONS.
WITH THE "ACI DETAILING MANUAL - 2004" (SP-66) AS MODIFIED BY THE
REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE 10.
REINFORCING BAR BENDS SHALL BE MADE COLD.9.
SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED.
ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS ARE TO BE 8.
WITH ACI 318.
MINIMUM REINFORCING BEND DIAMETERS SHALL COMPLY 7.
WITH ACI 318.
STANDARD HOOKS ON REINFORCING BARS USED SHALL COMPLY 6.
OF THE SPECIFIED MINIMUM YIELD STRENGTH OF REINFORCING BARS.
MECHANICAL SPLICE CONNECTORS SHALL DEVELOP IN TENSION 125 PERCENT 5.
UNLESS OTHERWISE NOTED.
PROVIDE LAP SPLICE LENGTH PER TYPICAL DETAILS AND SCHEDULE,
REINFORCING STEEL SHALL BE SPLICED WHERE INDICATED ON PLANS. 4.
SPIRALS
PRIMARY REINFORCEMENT, TIES, STIRRUPS,-------------1.5"i.
BEAMS:b
NO. 11 BAR AND SMALLER-----------------------------------------0.75"i.
SLABS, WALL:a.
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:C.
NO. 5 BAR, W31 WIRE, AND SMALLER------------------------------1.5"a.
CONCRETE FORMED AND EXPOSED TO EARTH OR WEATHERB.
AND PERMANENTLY EXPOSED TO EARTH------------------------------3"
CONCRETE CAST AGAINSTA.
FOLLOWS, UNLESS OTHERWISE NOTED:
CLEAR CONCRETE COVER FOR REINFORCING BARS SHALL BE AS 3.
CONFORMING TO ASTM A1064.
WELDED WIRE MESH REINFORCEMENT SHALL BE GALVANIZED 2.
ASTM A615, GRADE 60.
REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO 1.
PRE-ENGINEERED TRUSS
STRENGTH.
UNTIL CONCRETE HAS ACHIEVED ITS 28 DAY DESIGN COMPRESSIVE
STRUCTURAL ELEMENTS THAT SUPPORT WEIGHT OF CONCRETE IN PLACE
LEAVE FORMWORK FOR BEAM SOFFITS, SLABS, AND OTHER 15.
OF 3,000 PSI IN 1 DAY AND 5,000 PSI IN 28 DAYS.
CAPABLE OF DEVELOPING A MINIMUM COMPRESSIVE STRENGTH
NON-SHRINK GROUT SHALL BE A PREMIXED NON-METALLIC FORMULA, 14.
SPECIFIED ON THE STRUCTURAL DRAWINGS.
REGLETS, FINISHES AND OTHER NON-STRUCTURAL ITEMS NOT SHOWN OR
SEE ARCHITECTURAL DRAWINGS FOR CHAMFERS, EDGE RADII, DRIPS, 13.
MINIMUM AMPLITUDE OF 1/4".
ALL ROUGHENED SURFACES IN CONCRETE SHALL BE MADE WITH A 12.
SHALL NOT BE USED.
CONCRETE ADMIXTURES CONTAINING CHLORIDE OR CHLORIDE SALTS 11.
SPECIFYING CONCRETE POURS IN UPCOMING THREE WEEKS.
CONTRACTOR SHALL PROVIDE THE CONTRACTING OFFICER A SCHEDULE10.
BEFORE USE.
ARCHITECTURAL FINISH SHALL BE APPROVED BY THE FINISH SUPPLIER
CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE AN 9.
SHOWN ON THE DRAWINGS.
NOTIFY THE CONTRACTING OFFICER IN ADVANCE OF CONDITIONS NOT
CONFLICT. CORING IN CONCRETE IS NOT PERMITTED EXCEPT AS SHOWN.
CONCRETE BEFORE PLACING. DO NOT CUT ANY REINFORCING WHICH MAY
PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN 8.
SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.
ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS 7.
NOT EXCEED 3/8".
MAXIMUM AGGREGATE SIZE IN CONCRETE TOPPING AND RAMPS SHALL 6.
REINFORCEMENT.
OR OTHER SUBSTANCES THAT ARE DELETERIOUS TO CONCRETE OR STEEL
INJURIOUS AMOUNTS OF OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS
WATER USED IN MIXING CONCRETE SHALL BE CLEAN AND FREE FROM 5.
OFFICER FOR REVIEW PRIOR TO CONSTRUCTION.
WHERE MIX IS USED. MIX DESIGN SHALL BE SUBMITTED TO CONTRACTING
CONCRETE MIX DESIGN SUBMITTAL SHALL STATE LOCATION OF STRUCTURE 4.
SURFACES.
MANUFACTURER'S INSTRUCTIONS, INCLUDING PREPARATION OF EXISTING
OR EXISTING CONCRETE. PLACE IN STRICT ACCORDANCE WITH
2. USE WHERE NEW CONCRETE IS PLACED AGAINST PREVIOUSLY PLACED
BONDING AGENT: EPOXY RESIN BASED I.A.W. ASTM C881, TYPE V, GRADE 16.
3,000 PSIALL OTHER CONCRETE E.
4,000 PSIWALLD.
3,000 PSIFOUNDATION C.
4,000 PSISUSPENDED SLABS & BEAMSB.
3,000 PSISLAB ON GRADEA.
HAVE THE FOLLOWING MINIMUM 28 DAY COMPRESSIVE STRENGTHS:
CONCRETE SHALL BE REGULAR WEIGHT HARD ROCK CONCRETE AND SHALL 3.
REVIEW.CONTRACTING OFFICER FOR
BY A QUALIFIED TESTING LABORATORY AND SHALL BE SUBMITTED TO THE
CONCRETE MIXES SHALL BE DESIGNED TO ASTM C-150 TYPE I OR II.
HARD ROCK TYPE (150#/CU, FT) PORTLAND CEMENT SHALL CONFORM
ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE NORMAL WEIGHT 2.
INSTITUTE ACI 318
CONCRETE CONSTRUCTION SHALL CONFORM TO AMERICAN CONCRETE 1.
RECOMMENDATIONS.
INDICATED ON THE DRAWINGS AND IN ACCORDANCE WITH MANUFACTURER'S
SHALL BE ATTACHED TO ALL SUPPORTING STEEL MEMBERS BY SCREWS AS
5. MINIMUM BEARING OF DECKING ON SUPPORTS SHALL BE 2". SHEETS
TO ASTM A653 G90.
4. MINIMUM REQUIRED FINISH IS GALVANIZED COATING CONFORMING
ASTM A653-SS GR33.
SHEETS HAVING A MINIMUM YIELD POINT OF 33 KSI AND CONFORMING TO
3. DECKING AND ALL ACCESSORIES SHALL BE FORMED FROM STEEL
0.237 IN /FTMIN SECTION MODULES (- S)
0.230 IN /FTMIN SECTION MODULES (+S)
0.231 IN /FTMIN MOMENT OF INERTIA (I)
1-1/2 INMIN DEPTH
20GAUGE
(PER 3'-0" WIDE PANEL)
2. METAL DECK SHALL HAVE THE MINIMUM SECTION PROPERTIES
INSTITUTE SPECIFICATIONS.
SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE STEEL DECK
1. THE MANUFACTURE, DETAILING, AND ERECTION OF STEEL ROOF DECK
BY PRE-ENGINEERED COLD-FORMED METAL TRUSS.
11. SEE MECHANICAL DRAWINGS FOR ADDITIONAL DEAD LOADS SUPPORTED
STRUCTURAL DESIGNER OF RECORD.
THE PRE-ENGINEERED COLD-FORMED METAL TRUSS MANUFACTURER'S
ARCHITECTURAL INTERFACE SHALL HAVE MODIFIED DETAILS PROVIDED BY
MODIFY OR ALTER TYPICAL DETAILS, SUPPORT CONNECTIONS AND
10. SPECIAL OR PROPRIETARY COLD FORMED ROOF…
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