WQ0035809_Application_20161024

DETAIL CALLOUT
DRAWING SHEET LOCATION
SHEET NUMBER
NOTE CALLOUT
1
NOTE NUMBER
ELEVATION CALLOUT
Al
G-100
Al
G-100
DRAWING SHEET LOCATION
SHEET NUMBER
SECTION CALLOUT
' - DRAWING SHEET LOCATION
rA 1 /�
G-100
SHEET NUMBER
SHEET IDENTIFICATION FORMAT
DRAWING SHEET LOCATION
Al PLAN
DETAIL NAME
��
G-100 SCALE : ill = 101-01,
SHEET NUMBER
GRAPHIC �.SCALP
SHEET IDENTIFICATION FORMAT
C-i 01
DISCIPLINE DESIGNATOR
SHEET TYPE DESIGNATOR
SEQUENCE NUMBER
DISCIPLINE DESIGNATORS SHEET TYPE DESIGNATORS
G GENERAL
C CIVIL
L LANDSCAPE
S STRUCTURAL
A ARCHITECTURAL
F FIRE PROTECTION
P PLUMBING
M MECHANICAL
E ELECTRICAL
R RESOURCE
INFORMATION
­1 ­1 1 - �ALE
1 COVER
2 PIDs / PFDs / HYDRAULIC PROFILEs
3 EXISTING & PROPOSED SITE PLANS & PROFILES
4 EXISTING & PROPOSED PROCESS MODEL
(PLANS, ISOMETRICS & ELEVATIONS)
5 CONSTRUCTION DETAILS
6 SCHEDULES / DIAGRAMS / EQUIPMENT LIST
DRAWING SHEET ORGANIZATION
D
C
B
1 2
3 4 5
D
D4
C
C3
H3
� B
A
A3 A4
3 4 5
TITLE
BLOCK
Al
1 2
States
Scope of Supply - Phase I
ide kNkN
10030009pd
Item
Equipment
Quantity
Description
• One (1) CONTEC fine screen
• One (1) s/s 304 discharge sump
1
Fine Screen
1
• One (1) s/s 304 screening stand; height as required (max. 6 feet)
• Two (2) heating elements; 2.2 kW
• Influent flow meter Endress Hauser Promag 10D
• One (1) 40-foot HQ iso shipping container; air conditioned (2-Ton); pre -assembled equipment &
2
Container
1
control panel; one-man door, 2 to 3 roll garage doors, outside emergency lighting, etc.
• Two (2) submersible sewage pumps; Wilo FA08.41F;r 1.75 HP (460/3/60); design Point:165 gpm @ 17'
TDH; two (2) base elbows, power cables (length as required) and two (2) 304 s/s guide rail systems are
3
EQ Tank
1
included (one (1) duty/ one (1) spare)
• One (1) EDI FlexAir fine bubble tube diffuser systems # 42F/S; material EPD1V> Flow: 60 scfm @ 9 psi
• One (1) Level transducer KPSI #705 (4-20mA)
• Two (2) Wilo Mixer #TR50-2.15-6/8R: 2.7 hp (460/3/60); two (2) 304 s/s guide rail system
4
Anoxic Tank I & If
1
• Two (2) GO Systemelektronik DO probe; #461-4000-10; transmitter #486 4433
• One (1) Level transducer KPSI #705 (4-20mA)
• Three (3) submersible sewage pumps; Wilo FA10.51 Fy 2.85 HP (460/3/60); design Point: 350 gpm @ 6.5'
TDI- one (1) base elbows, power cables (length as required) and one (1) 304 s/s guide rail systems are
5
Aerobic Tank
1
included; one (1) Oxic to Anoxic I, one (1) Anoxic H to Membrane, one (1) spare)
• One (1) Chemitec MLSS sensor including GO Systemelektronik transmitter #486 S400
• One (1) GO Systemelektronik DO probe; #461-4000-10; transmitter #486 4433
• 16 (sixteen) A3 membrane modules #U70-FI-004; plate membrane modules (total surface area per tank
16,254 scfm); pore size 0.038 microns; five (5) s/s 304 guide rail systems; four (4) air quick connection hoses;
four (4) permeate quick connection hoses; four (4) membrane aeration boxes (5 fine bubble tube diffusers
6
Membrane Tanks
1
per box); etc.
• One (1) Float switch
• One (1) 2" cleaning release check valve
• One (1) Level transducer KPSI #705 (4-20mA)
Three (3) Kaeser tri-lobe blowers with sound enclosure; BB69C (VFD operated); 15 HP (460/3/60);190
scfm @ 9 psi; one (1) Kaeser tri-lobe blower with sound enclosure; BB69C (VFD operated);15 HP (460/3/60);
130 scfm @ 9 psi
• Two (2) Sanitron S5000C 83gpm UV Systems
• Two (2) ifm efector air pressure sensors #PX3227
• Two (2) ifm efector air flow meters #SD0515
• All air piping in 304 s/s
• Two (2) Varisco progressive cavity permeate pump S06-044;10 hp (460/3/60); 20 —170 gpm @ 10 psi
• One (1) Endress Hauser Promag 1ODeffluent flow meter
• One (1) ifm efector TMP sensor #PG2409
• One (1) GO Systemelektronik turbidity sensor #4616732-BB-GOD-10-1
• One (1) GO Systemelektronik pH & temperature sensor #461-5103
7
Container Equipment
1
• One 1 Sludge waste pump; Varisco progressive cavity pump; #06-016; 3 h 460/3/60 ;10 — 20 m
() g p p p �' Yp p p( ) �
• One (1) automated CIP cleaning system including cleaning tank (500 gpm), Dosatron unit chemical feed
system, level control (ifm efector PX3228), etc.
• Four (4) electric actuated ball valves; Bonomi; 24V
• One (1) carbon chemical feed system to add a carbon source to the anoxic tank
• Liquid piping in PVC SCH80 & true union ball valves as required
• One (1) Air conditioner (2-Ton)
• All mounted equipment is wired to the control panel
• One (1) UL labeled control panel (480/3/60); control panel housing all motor starters, VFDs,
transformer, circuit breakers, HOA switches 22" touchscreen, telephone modem; etc.
• One (1) GO Systemelektronik Blue Box with SCADA & cloud capability
• Lab test set up including table, shelf & chair
• One (1) EDI F1exAir fine bubble tube diffuser systems # 42F/S; material EPD1Vl Flow: 80 scfm @ 9 psi
8
Sludge Tank
1
• One (1) Level transducer KPSI #705 (4-20mA)
9
Start-up &Training
4
• Weekly (one service technician) installation assistance, start-up support, operator training, acceptance
supervision, etc.
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130$
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and Caurrlry Cldh k^ 'flo. �0` a' Elementary school
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LOCATION MAP
SCALE: N.T.S.
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piney Green
�EVI[1[I nl��
- 14
2,
SITE
34052'48.58"N
77028'58.61"W
f
PREPARED FOR:
Old North State Water Company
PO Box 670
Bailey, NC 27807
Phone: [phone]
NORTH \
CAROLINA
FIRM LICENSE
C-4218
BURGIN
ENGINEERING,
INC.
PREPARED BY:
aAw
oo0O0o0
agg hk45'L
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Burgin Engineering Inc.
BURGIN ENGINEERING, INC.
PO Box 1804
Irmo, SC 29063
803-781-2965
Sheet List Table
DWG
N�
DRAWING TITLE
REV
NO
1
G-100
COVER SHEET
1
2
C-200
HYDRAULIC PROFILE - PHASE I ONLY
1
3
C-201
P&ID Legend - SHEET 1
1
4
C-202
P&ID Legend - SHEET 2
1
5
C-203
PROCESS FLOW DIAGRAM
1
6
C-300
EXISTING SITE PLAN
1
7
C-301
PROPOSED SITE PLAN
1
8
C-400
PROCESS & MEMBRANE TANK - ISOMETRIC
1
9
C-401
PROCESS & MEMBRANE TANK - PLAN & ELEVATIONS
1
10
C-402
PROCESS & MEMBRANE TANK - SECTIONS 1
1
11
C-403
PROCESS & MEMBRANE TANK - SECTIONS 2
1
12
C-404
PROCESS & MEMBRANE PRECAST CONCRETE TANKAGE
1
13
C-405
PROCESS & MEMBRANE TANKAGE FOUNDATION PLAN
1
14
C-406
EQUIPMENT STORAGE CONTAINER - PLAN & ELEVATION
1
15
C-407
EQUIPMENT STORAGE CONTAINER - ISOMETRIC & SECTIONS
1
16
C-408
EQUIPMENT STORAGE CONTAINER - DETAILS
1
17
C-500
MAXFLOW PLATE MEMBRANE MODULE - DETAILS
1
18
C-501
EDI FLEXAIR MAGNUM DIFFUSER - DETAILS 1
1
19
C-502
EDI FLEXAIR MAGNUM DIFFUSER - DETAILS 2
1
20
C-503
EDI FLEXAIR MAGNUM DIFFUSER - DETAILS 3
1
G-100 COV
PROJECT NO.: #88-008
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ER SHEET (1 of 20) m
Original Release Date: 26 OCT 2016 ()

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241
ID
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FINISHED GRADE
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IA
W:U.'�1a
23'-8.0" 1
1 21'-9.7"
WA RiUilli
CONTEC FINE SCREEN
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-'A AI RAAV IAII a
16'-5"
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DEL.=41_.5' APPROX. GROUNDWATER_ LEVEL _ _
rx
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i=
EL.= 63.9' MA)
i ' - �'a -.�
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ANOXIC I
111-;-
EL.= 64.1' MAX W
rA3 HYDRAULIC PROFILE
C-200 SCALE : 1 /4" = 1'-0"
AI
14 II
EL.= 63.9' TOP OF PIPE EL.= 64.1' MAX
20'-4"
21'-0"
1 '-4"
,,EL.= 50.0' FG
Project:
Stateside WWTP
100,000gpd
Sheet Title:
HYDRAULIC PROFILE
Owner:
Old North State Water Company
PO Box 670
Bailey, NC 27807
Designed By: RGB Sheet No:
Drawn By: SEB U
� n00
Checked By: RGB L
Approved By: RGB 2 of 20
Original Release Date: 260CT20161 Arch D Size Sheet
Scale : AS SHOWN IlProject No : #88-008
NORTH -
CAROLINA
FIRM LICENSE
C-4218
BURGIN
ENGINEERING,
INC.
q26 to6ew 2016
000
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]
EL.= 64.1' MAX W
rA3 HYDRAULIC PROFILE
C-200 SCALE : 1 /4" = 1'-0"
AI
14 II
EL.= 63.9' TOP OF PIPE EL.= 64.1' MAX
20'-4"
21'-0"
1 '-4"
,,EL.= 50.0' FG
Project:
Stateside WWTP
100,000gpd
Sheet Title:
HYDRAULIC PROFILE
Owner:
Old North State Water Company
PO Box 670
Bailey, NC 27807
Designed By: RGB Sheet No:
Drawn By: SEB U
� n00
Checked By: RGB L
Approved By: RGB 2 of 20
Original Release Date: 260CT20161 Arch D Size Sheet
Scale : AS SHOWN IlProject No : #88-008
NORTH -
CAROLINA
FIRM LICENSE
C-4218
BURGIN
ENGINEERING,
INC.
q26 to6ew 2016
000
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

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INSTRUMENT IDENTIFICATION
EXAMPLE SYMBOLS
FIRST LETTER(S)
SUCCEEDING LETTER(S)
D
CLARIFYING ABBREVIATIONS
d�
FIT BB
XXXX
TAG NUMBER
IC
COMPUTER SYSTEM INTERFACES
ANALOG INPUT
WHERE X=
A
ALARM
ANALOG OUTPUT
H
MAINTAINED
0 DISCRETE INPUT
M
MOMENTARY
X
S
STATUS
0 X DISCRETE OUTPUT
GENERAL INSTRUMENT
OR FUNCTION SYMBOLS
FIELD MOUNTED INSTRUMENT
BACK -OF -PANEL MOUNTED INSTRUMENT
(OPERATOR INACCESSIBLE)
PANEL MOUNTED INSTRUMENT
(OPERATOR ACCESSIBLE)
MCC MOUNTED INSTRUMENT
COMPUTER FUNCTION
PLC FUNCTION
SHARED DISPLAY,
SHARED CONTROL
BTRANSDUCERS
A ANALOG
D DIGITAL
E VOLTAGE
F FREQUENCY
H HYDRAULIC
EXAMPLE: I/P
FY
I CURRENT
P PNEUMATIC
PF PULSE FREQUENCY
PD PULSE DURATION
R RESISTANCE
CURRENT TO PNEUMATIC
TRANSDUCER (BACK OF
PANEL, IN A FLOW LOOP)
INSTRUMENT SOCIETY OF AMERICA TABLE
FIRST -LETTER
SUCCEEDING -LETTERS
LETTER
PROCESS OR MODIFIER
READOUT OR OUTPUT FUNCTION MODIFIER
INITIATING VARIABLE
PASSIVE FUNCTION
A
ANALYSIS (+)
BURNER, COMBUSTION
ALARM
B
USER'S CHOICE (*)
USER'S CHOICE (")
USER'S CHOICE (*
C
USER'S CHOICE (*)
CONTROL
D
USER'S CHOICE
DIFFERENTIAL
PRIMARY ELEMENT
E
VOLTAGE
(SENSOR)
FLOW RATE
RATIO
F
(FRACTION)
G
USER'S CHOICE (*)
GLASS, GAUGE
GATE
VIEWING DEVICE
H
HAND (MANUAL)
HIGH
I
CURRENT (ELECTRICAL)
INDICATE
J
POWER
SCAN
K
TIME, TIME SCHEDULE
TIME RATE OF
CHANGE
CONTROL STATION
L
LEVEL
LIGHT (PILOT)
LOW
M
USER'S CHOICE (*)
MOMENTARY
MIDDLE
N
USER'S CHOICE (*)
USER'S CHOICE (*)
USER'S CHOICE (*)
USER'S CHOICE (*
O
USER'S CHOICE (*)
ORIFICE, RESTRICTION
PRESSURE, VACUUM
POINT (TEST)
P
CONNECTION
Q
QUANTITY
INTEGRATE,
TOTALIZE
R
RADIATION
RECORD OR PRINT
S
SPEED, FREQUENCY
SAFETY
SWITCH
T
TEMPERATURE
TRANSMIT
U
MULTIVARIABLE
MULTIFUNCTION
MULTIFUNCTION
MULTIFUNCTION
VIBRATION, MECHANICALVALVE,
DAMPER,
V
ANALYSIS
LOUVER
W
WEIGHT, FORCE
X AXIS
WELL
UNCLASSIFIED (+)
UNCLASSIFIED (+)
UNCLASSIFIED (+)
X
UNCLASSIFIED (+)
EVENT, STATE OR
RELAY, COMPUTE,
Y
PRESENCE
Y AXIS
CONVERT
POSITION, DIMENSION
Z AXIS
DRIVE, ACTUATOR,
Z
UNCLASSIFIED
FINAL CONTROL ELEMENT
(+) WHEN USED, EXPLANATION IS SHOWN ADJACENT TO INSTRUMENT SYMBOL. SEE ABBREVIATIONS
AND LETTER SYMBOLS.
M WHEN USED, DEFINE THE MEANING HERE FOR THE PROJECT
ABBREVIATIONS
AM
AUTO -MANUAL
CID
CONTROL PANEL NO. X
DO
DISSOLVED OXYGEN
FP
FIELD PANEL
FIR
FORWARD -REVERSE
HOA
HAND -OFF -AUTO
HOR
HAND -OFF -REMOTE
ISR
INTRINSICALLY SAFE RELAY
LCP
LOCAL CONTROL PANEL
LOS
LOCKOUT STOP
LR
LOCAL -REMOTE
MA
MANUAL -AUTO
MCC
MOTOR CONTROL CENTER
NH3-N
AMMONIA NITROGEN
NO3-N
NITRATE NITROGEN
NO2-N
NITRITE NITROGEN
OC
OPEN -CLOSE (D)
OCR
OPEN -CLOSE -REMOTE
OCA
OPEN -CLOSE -AUTO
00
ON -OFF
OOA
ON -OFF -AUTO
OOR
ON -OFF -REMOTE
OSC
OPEN -STOP -CLOSE
PLC
PROGRAMMABLE LOGIC CONTROLLER
RIO
REMOTE 1/0 UNIT
RM
REMOTE MULTIPLEXING MODULE
RTU
REMOTE TELEMETRY UNIT
SS
START -STOP
SSC
SUPERVISORY SET POINT CONTROL
LINE LEGEND
PROCESS
(CLOSED CONDUIT)
PROCESS (OPEN CHANNEL)
ELECTRICAL SIGNAL
PNEUMATIC SIGNAL
FILLED SYSTEM SIGNAL
- L HYDRAULIC SYSTEM SIGNAL
—o—o—o— DATA LINK
— Q,r — AIR PIPING
eq — EQ PIPING
PARALLELING LINES
(2)
3(2)
(A)
(B)
(A)
TOTAL OF 2 SIGNALS
(B)
3 TYPICAL SETS OF
2 SIGNALS EACH.
TOTAL OF 6 SIGNALS
CONNECTING LINES
NON -CONNECTING
LINES
— 9 — 9 — GRAVITY PIPING
,f — .. INFLUENT PIPING
—,rc —,rc — INTERNAL RECYCLE PIPING
per.. perry PERMEATE PIPING
— 5h 5h — SLUDGE HOLDING PIPING
SLUDGE RECYCLE PIPING
INTERFACE SYMBOLS
S WA
WA D
PROCESS INTERFACE
SIGNAL INTERFACE
W SOURCE UNIT PROCESS NO. (1 OR 2 DIGITS)
A INTERFACE NO. (2 DIGITS)
D DESTINATION DRAWING NO.
S SOURCE DRAWING NO.
PROCESS OR SIGNAL LINE
XXX�> CONTINUATION N=1,2,3,ETC
EQUIPMENT TAG NUMBERS
(SPECIFIC TO PROJECT)
FLOW STREAM IDENTIFICATION
AHP
AIR, HIGH PRESSURE PROCESS
SC
COLD SLUDGE
Al
AIR, INSTRUMENT
SE
SECONDARY EFFLUENT
AL
ALUM
SH
HEATED SLUDGE
ALP
AIR, LOW PRESSURE PROCESS
SL
SUPERNATANT LIQUOR
APO
ANIONIC POLYMER
SSM
SECONDARY SCUM
SUP
SUPERNATANT
BIDS
BLENDED DIGESTED SLUDGE
SW
SURFACE WASH
BWS
BACKWASH SUPPLY
TC
THICKENING CENTRATE RECYCLE
BWW
BACKWASH WASTEWATER
TPS
THICKENED PRIMARY SLUDGE
BYP
BYPASS
TUF
THICKENER UNDERFLOW
CHS
CHEMICAL SLUDGE
TWAS
THICKENED WASTE
CL
CHLORINE LIQUID
ACTIVATED SLUDGE
CO
CONDENSATE DRAIN
V
VENT
CPO
CATIONIC POLYMER
VAC
VACUUM
CS
CHLORINE SOLUTION
WAS
WASTE ACTIVATED SLUDGE
CWR
COOLING WATER RETURN
1W
POTABLE WATER
CWS
COOLING WATER SUPPLY
2W
NON -POTABLE WATER
D
DRAIN (SANITARY)
(CHLORINATED EFFLUENT)
DAS
DIGESTED ACTIVATED SLUDGE
2WR
NON -POTABLE WATER RETURN
DEO
DIGESTED EMERGENCY OVERFLOW
DG
DIGESTER/SEWAGE GAS
DR
DRAIN (EQUIPMENT)
DS
DIGESTED SLUDGE
DSC
DEWATERED SLUDGE CAKE
EBYP
EMERGENCY BYPASS LINE
EO
EMERGENCY OVERFLOW
F
FILTRATE
FC
FERRIC CHLORIDE
FE
FILTER EFFLUENT
FI
FILTER INFLUENT
FTW
FILTER TO WASTE
G
NATURAL GAS
HPR
HIGH PRESSURE RETURN
(CONDENSATE)
HPS
HIGH PRESSURE STEAM
HWR
HEATING WATER RETURN
HWS
HEATING WATER SUPPLY
LPG
LIQUIFIED PETROLEUM GAS
LPO
LIQUID POLYMER
LPR
LOW PRESSURE RETURN
(CONDENSATE)
LIPS
LOW PRESSURE STEAM
ML
MIXED LIQUOR
MOL
METHANOL
MPR
MEDIUM PRESSURE RETURN
(CONDENSATE)
MPS
MEDIUM PRESSURE STEAM
MS
METHANOL SOLUTION
NAOH
SODIUM HYDROXIDE
NE
NITRIFICATION EFFLUENT
OA
ODOROUS AIR
OF
OVERFLOW
OXY
OXYGEN
P
PROPANE GAS
PD
PLANT DRAIN
PE
PRIMARY EFFLUENT
PI
PRIMARY INFLUENT
PLE
PLANT EFFLUENT
PO
POLYMER SOLUTION
PSD
PRIMARY SLUDGE
PSM
PRIMARY SCUM
RA
RETURN AIR
RAS
RETURN ACTIVATED SLUDGE
RCY
RECYCLE
RHW
RECIRCULATED HOT WATER
IRS
RAW SEWAGE
RSD
RECIRCULATED SLUDGE
RW
RECLAIMED WATER
S
SANITARY SEWER (GRAVITY)
Project:
SA
SAMPLE
GENERAL NOTES
1. THIS IS A STANDARD LEGEND. THEREFORE, NOT ALL OF
THIS INFORMATION MAY BE USED ON THIS PROJECT.
Sheet Title:
Owner:
Stateside WWTP
100,000gpd
P&ID Legend - SHEET 1
Old North State Water Company
PO Box 670
Bailey, NC 27807
Designed By: RGB Sheet No:
Drawn By: SEB C-201
Checked By: RGB
Approved By: RGB 3 of 20
Original Release Date: 26 OCT 2016 Arch D Size Sheet
Scale: 1 "= 100'-0" Project No : #88-008
NORTH
CAROLI NA
FIRM LICENSE
C-4218
A
BURGIN
ENGINEERING,
INC.
q26 0e(dcw 2016
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

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VALVE SYMBOLS
PRESSURE RELIEF
00
GATE
K
AIR AND/OR VACUUM RELEASE
KNIFE GATE
BUTTERFLY
-�
REGULATED SIDE
-�
GLOBE
PRESSURE CONTROL
�0
BALL
MULTI -PORT VALVES. ARROWS INDICATE
V
FLOW PATTERN. SEAT PORTS ARE IMPLIED
D
VEE- BALL
BY INDICATED FLOW PATTERN.
-4�
PLUG
ANGLE GATE
-1<*
SEAT PORT ECCENTRIC PLUG
00
DIAPHRAGM
DO
TELESCOPING
�0
PINCH
__CS
SAMPLE
NEEDLE
0
MUD
SWING CHECK
BALL CHECK
ROTARY
S
BACKFLOW PREVENTER
0
SHEAR VALVE
GATE
SYMBOLS
°
SLUICE [ o ] FABRICATED
SLIDE
F STOP LOG OR HAND PULL
BUTTERFLY FLAP
SHEAR
FLOW DISTRIBUTION GATE
W
ACTUATOR SYMBOLS
XX PNEUMATIC DIAPHRAGM SPRING -OPPOSED, VALVE POSITIONER
SINGLE OR DOUBLE ACTING.
XX PNEUMATIC CYLINDER SINGLE XX
OR DOUBLE ACTING E/H
ELECTROHYDRAULIC
XX
M PNEUMATIC VANE, SINGLE
ELECTRIC MOTOR OR DOUBLE ACTING
TXX NOTE:
SOLENOID ON LOSS OF PRIMARY POWER (PNEUMATIC,
ELECTRICAL OR HYDRAULIC)
XX: FO FAIL OPEN
n XX FC FAIL CLOSED
HYDRAULIC FL FAIL TO LAST POSITION
PRIMARY ELEMENT SYMBOLS
PARSHALL FLUME FM ELECTROMAGNETIC
FLOWMETER
AM WEIR AIR FLOWMETER
PROPELLER OR
ORIFICE PLATE TURBINE METER
FLOW TUBE
L LEVEL (ULTRASONIC)
XX
PITOT-STATIC
VORTEX METER LEVEL (FLOAT)
FI
ROTAMETER
THERMAL FLOWMETER
XX
ULTRASONIC
FLOWMETER DO DISSOLVED OXYGEN PROBE
XX
a II)) VIBRATION MONITOR
TSS DISSOLVED OXYGEN PROBE
XX
MP TRANSMEMBRANE PRESSURE SENSOR
XX
PUMP AND EQUIPMENT SYMBOLS
CENTRIFUGAL PUMP
��XX
(DRY PIT)
CENTRIFUGAL WET PIT
ODXX-l*-
PUMP OR TURBINE PUMP
RECIPROCATING OR
METERING PUMP
XX (POSITIVE DISPLACEMENT)
BLOWER
10
(POSITIVE DISPLACEMENT)
XX
PROGRESSING
XX CAVITY PUMP
COMPRESSOR
XX (CENTRIFUGAL)
COMPRESSOR
DIAPHRAGM PUMP (PISTON)
XX XX
MISCELLANEOUS SYMBOLS
DIAPHRAGM SEAL
D PIPE REDUCER
BLIND FLANGE
AIR GAP
v V VENT TO ATMOSPHERE
PLUG
4 RECEPTACLE
CS COMPOSITE SAMPLER
I
OR INTERLOCK. SEE
CONTROL DIAGRAMS
I
X PURGE SET
X : W = WATER
A = AIR
SEE DETAIL (, 3 44
XX AIR HEADER
XX= SUPPLY PRESSURE
IN PSIG.
FILTER/ REGULATOR/
GAUGE SET
0
ISR
PULSATION DAMPENER
FILTER
DRIP TRAP
EXPANSION TANK
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Stateside WWTP
OO CHEMICAL FEED PUMP
100,000gpd
Sheet Title:
Owner:
MID Legend - SHEET 2
Old North State Water Company
PO BOX 670
Bailey, NC 27807
Designed By: RGB Sheet No:
Drawn By: SEB C-202
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Original Release Date- 26 OCT 2016 Arch D Size Sheet
Scale : 1 "= 100'-0" Project No : #88-008
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PO BOX 1804 IRMO, SC 29063
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Owner:
Designed By,
Stateside WWTP
100,000gpd
PROCESS FLOW DIAGRAM
Old North State Water Company
PO BOX 670
Bailey, NC 27807
RGB ISheet No:
Drawn y Checked By: RGB G-203
Approved By: RGB 5 of 20
Original Release Date: 260CT20161 Arch D Size Sheet
Scale : NONE JProject No : #88-008
' NORTH
CAROLI NA
FIRM LICENSE
C-4218
BURGIN
ENGINEERING,
INC. /
q26016
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
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GRAPHIC SCALE
( IN FEET )
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Project:
Sheet Title:
Owner:
Stateside WWTP
100,000gpd
PROPOSED SITE PLAN
Old North State Water Company
PO BOX 670
Bailey, NC 27807
Designed By: RGB Sheet No:
Drawn By: SEB C-301
Checked By: RGB
Approved By: RGB 7 of 20
Original Release Date: 26 OCT 2016 Arch D Size Sheet
Scale : 1 "= 100'-0" Project No : #88-008
NORTH
CAROLI NA
FIRM LICENSE
C-4218
BURGIN
ENGINEERING,
INC.
26 Or, tde - 2016
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

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-40' EQUIPMENT STORAGE CONTAINER
EQ TANK
AIR CONDITIONER COMPRESSOR
GENERATOR
Project:
Stateside WWTP
100,000gpd
Sheet Title:
PROCESS & MEMBRANE TANK - ISOMETRIC
Owner:
Old North State Water Company
PO Box 670
Bailey, NC 27807
Designed By: RGB Sheet No:
Drawn By: SEB C-400
Checked By: RGB
Approved By: RGB 8 of 20
Original Release Date: 26 OCT 2016 Arch D Size Sheet
Scale : AS SHOWN Project No : #88-008
DENGINEERING,
F
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DUMPSTER ON CONCRETE PAD °
q-q
6 Orto6ew 2076
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C-400 SCALE: N.T.S.
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

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23'-4"
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Project:
Stateside WWTP
100,000gpd
SheV1k6CESS & MEMBRANE TANK - PLAN &
ELEVATIONS
Owner:
Old North State Water Company
PO Box 670
CIP TANK Bailey, NC 27807
Designed By: RGB Sheet No:
Drawn By: SEB C-401
Checked By: RGB
Approved By: RGB 9 of 20
Original Release Date- 26 OCT 2016 Arch D Size Sheet
Scale : AS SHOWN Project No : #88-008
NORTH
FINISHED GRADE UENGINEERING,
1
INFLUENT
EFFLUENT 26 Oredew2016
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C-401 SCALE : 3/16" = 1'-0"
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

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Project:
Stateside WWTP
100,000gpd
Sheet Title:
PROCESS & MEMBRANE TANK - SECTIONS 1
Owner:
Old North State Water Company
PO BOX 670
Bailey, NC 27807
Designed By: RGB Sheet No:
Drawn By: SEB C-402
Checked By: RGB
Approved By: RGB 10 of 20
Original Release Date: 26 OCT 2016 Arch D Size Sheet
Scale : AS SHOWN Project No : #88-008
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6 Oredew 2076
A3 CONCRETE TANK - SECTION VIEW
C-402 SCALE: 1/4" = V-0"
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

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1 '-0"
TYP EFFLUENT
CHEMICAL TOTES
CONCRETE TANK (OX & AN II) / SHIPPING CONTAINER - SECTION VIEW
SCALE: 1/4" = 1'-0"
CONTEC FINE SCREEN
1 21'-0" 20'-4"
22'-4"
METER IN VALVE BOX
1'-4"
f JINFLUENT
#57 STONE FOUNDATION
El
23'-2"
4" PERMEATE PIPING
4" AIR PIPING
�°P �r TYPICAL CATWALK
40' EQUIPMENT STORAGE
CONTAINER
I I CIP TANK
O
FINISHED
III I I Yll GRADE
1 '-0"
TYP EFFLUENT
CHEMICAL TOTES
MEMBRANE TANK (16 TOTAL)
C4 CONCRETE TANK (ANI & MBR) / SHIPPING CONTAINER - SECTION VIEW
C-403 SCALE: 1/4" = 1'-0"
HOIST, TYP
PRECAST CONCRETE TANKAGE
TYPICAL CATWALK & STAIRCASE
AIR CONDITIONER COMPRESSOR
40' EQUIPMENT STORAGE
CONTAINER
CIP TANK
18'-0"
WATER ALTERNATING
LEVEL BAFFLE WALL
EQ PUMP
Zl—
11-011
TYP
23'-2"
AIR DIFFUSER
EQ TANK
GENERATOR
EFFLUENT
CHEMICAL TOTES
A4 CONCRETE TANK (EQ) / SHIPPING CONTAINER - SECTION VIEW
C-403 SCALE: 1/4" = 1'-0"
Project:
Stateside WWTP
100,000gpd
Sheet Title:
PROCESS & MEMBRANE TANK - SECTIONS 2
Owner:
Old North State Water Company
PO Box 670
Bailey, NC 27807
Designed By: RGB Sheet No:
Drawn By: SEB C;-403
Checked By: RGB
Approved By: RGB 11 of 20
FINISHED Original Release Date- 26 OCT 2016 Arch D Size Sheet
GRADE
Scale : AS SHOWN Project No : #88-008
NORTH
CAROLI NA
FIRM LICENSE
C-4218
BURGIN
ENGINEERING,
INC.
q-q
6 Oredew 2076
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

73
00
0
0
N
00
0
0
It
X
ID
IC
I
IA
21'-4" 2C
8"
PRECAST CONCRETE TANKAGE, TYP.
21
3'-9"
GE HOLDING
FERNATING
NCRETE
: FLE WALL
3
r-av f11
VV -I
- 11'-4" 3'-9"
8" 10'-0" - 8" f
8°
Al EQ & SLUDGE HOLDING TANKS - SECTION VIEW
C-404 I SCALE : 3/8" = 1'-0"
9'-9"
1/ FA 1/:C_\
6"
CONCRETE WALL
ANOXIC I
9'-9"
21 '-4"
20'-0"
11'-4"
=
8"
1 0'-0"
ANOXIC
CONCRETE W1
OXIC
C3 PROCESS & MEMBRANE PRECAST CONCRETE TANKAGE - PLAN VIEW
C-404 SCALE: 3/8" = 1'-0"
20'-4"
21'-0"
4"
-
11'-4"
10'-0"
8"
EQ
ALTERNA
CONCRE-
BAFFLE V
9'-911 611 91-911
20'-0°
21'-4"
A4 ANOXIC II/OXIC & MBR/ANOXIC I TANKS - SECTION VIEW
C-404 I SCALE: 3/8" = 1'-0"
0" 21'-4"
Project:
Stateside WWTP
100,000gpd
Sheet Tit�ROCESS & MEMBRANE PRECAST
CONCRETE TANKAGE
Owner:
Old North State Water Company
PO Box 670
Bailey, NC 27807
Designed By: RGB Sheet No:
Drawn By: SEB C-404
Checked By: RGB
Approved By: RGB 12 of 20
Original Release Date: 26 OCT 2016 Arch D Size Sheet
Scale : AS SHOWN Project No : #88-008
i
A
SE
NG,
q26 l%ta6ew 2016
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

73
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co
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A
A
10'-011
4'-6"
3'-011 Vk E L. =
CONCRETE STAIR
LANDING (8" THICK)
J - I V
4'-10"
15'-011
10'-011 �,,EL.= 49.5'
GENERATOR CONCRETE PAD (8" THICK)
L� " I- �'-" *-,
rEL.=49.5'
'- " � - '- " 6 0 5 0
TYP
15'-611
SHIPPING CONTAINER CONCRETE PAD (8" THICK)
rA3 PLAN VIEW
\C-405 SCALE: 3/8" = 1'-0"
- 15'-611
CATWALK LEG SUPP""T 1-A 1- -1- /^If - 11/ -X
36'-011
CHEMICAL TOTI
21'-10"
5'-011
J - I V
;ETE TANKS, TYP.
YI
23'-411
Al A o11
5'-211
if
M
i
VARIES
#4 BARS 12" O.C.
3" 12"
a a -
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as a w
a
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a
1211 Ill. 3"
TYPICAL CONCRETE PAD DETAIL
SECTION
N.T.S.

■7
10,
TYP.
AIR CONDITIONER COMPRESSOR
L
GENERATOR—'
5' TYP.
C
SHIPPING CONTAINER
CONCRETE PAD (BOTH ENDS)
C3 SHIPPING CONTAINER - PLAN VIEW
C-406 SCALE: 1/2"=1'-0"
AIR CONDITIONER COMPRESS&
GENERATOR
c
SHIPPING CONTAINER C
luk
SHIPPING CONTAINER ROOF
NOT SHOWN FOR CLARITY.
40' EQUIPMENT SHIPPING CONTAINER
SHIPPING CONTAINER SIDES
NOT SHOWN FOR CLARITY.
VENTILATION FAN
2" CHEMICAL FEED CONDUIT
CHEMICAL PUMPS ON WALL MOUNTED SHELF, 3 TYP.
AIR CONDITIONING ^"^T `ninoli
CONTROL PANEL
L
KAESER TRI-LOBE OXIC BLOWER
KAESER TRI-LOBE SPARE BLOWER
KAESER TRI-LOBE MBR BLOWER
KAESER TRI-LOBE EQ & SLUDGE HOLDING BLOWER
IirnIT11 nTlnnl rnnl
JCT WORK
CONTROL PANEL
UV 1
II=■=1 l�i-=���I
SLUDGE WASTE PUMP
r— COMPOSITE SAMPLER
UV 1 /— UV 2 AUTO VALVE
TURBIDITY METER
CHEMICAL TOTES ON CONCRETE PAL, .
TURBIDITY METER
J'
OFFICE AREA
-LOBE OXIC BLOWER
-OWER
f\/1LJL1\ I I\I—LIJUL Ll,o( LX JLU L.IVL I IVL.LJIIVV ULI.IVVLI\
SLUDGE WASTE PUMP
PERMEATE PUMPS, 2 TYP.
DOSITRON & CHLORINE
�. STORAGE DRUM
n
CIP STORAGE TANK ON
CONCRETE FOUNDATION
CHEMICAL PUMPS ON WALL MOUNTED SHELF, 3 TYP.
2" CHEMICAL FEED CONDUIT
3 - 3" EFFLUENT LINES
17
UV 2
3 - 3" FLOW METERS
COMPOSITE SAMPLER AUTOMATIC BALL VALVE J
PERMEATE PUMPS, 2 TYP.
A3
C-406
DOSITRON & CHLORINE
STORAGE DRUM
SHIPPING CONTAINER
CONCRETE PAD
SHIPPING CONTAINER - SIDE VIEW
SCALE : 1/2"=1'-0"
Project:
3 - 3" EFFLUENT LINES
BEFORE YOU DIG!
CALL 1-800-632-4949
IT'S THE LAW!
Stateside WWTP
100,000gpd
POUISMENT STORAGE CONTAINER - PLAN &
ELEVATION
Owner:
Old North State Water Company
PO BOX 670
Bailey, NC 27807
Designed By: RGB Sheet No:
Drawn By: SEB C-406
Checked By: RGB
Approved By: RGB 14 of 20
Original Release Date: 26 OCT 2016 Arch D Size Sheet
Scale : 3/4" = 1'-0" Project No : #88-008
NORTH
CAROLINA
FIRM LICENSE
C-4218
BURGIN
ENGINEERING,
INC.
q26 Oo eo6e, 2016
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

a
77
0
N
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0
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0
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2" TO & FROM UV SYSTEMS
IV
V- bUALt : 'I /Z­ ='I •-U" V I III 1 11 V V V V I V 1 rl 11 V L 1 \ V V 14 V 1 \L I L 1 rlv `Lj'.J 1 I 1 "I
40' SHIPPING CONTAINER ON CONCRETE FOUNDATION
AIR CONDITIONING DUCT WORK
DOSITRON
COMPOSITE SAMPLER
1 "' BALL VALVE, TYP.
AIR CONDITIONING DUCT WORK
2" TO & FROM UV SYSTEMS n
CONTROL PANEL
40' SHIPPING CONTAINER ON
CONCRETE FOUNDATION
AIR CONDITIONING DUCT
STANDARD OVERHEAD DOOR
IEMICAL PUMPS ON WALL
)UNTED SHELF, 3 TYP.
CHEMICAL FEED CONDUIT
DNCRETE PAD
Lrlfa7■I1.1 .11 I'm • \ \ • • \
VENTILATION FAN
Project:
BEFORE YOU DIG!
CALL 1-800-632-4949
Stateside WWTP
100,000gpd
IT'S THE LAW!
Sheet VOUIPMENT STORAGE CONTAINER -
ISOMETRIC & SECTIONS
Owner:
I Old North State Water Company
12" C.I.P PIPING 3" BUTTERFLY VALVE, TYP. "' COMPOSITE SAMPLER PO Box 670
TO C.I.P. TANK OFFICE AREA -�
� _ .% 1 1 Bailey, NC 27807
IL
PERMEATE PUMPS, 2 TYP.
CHLORINE STORAGE DRUM
A
CHEMICAL STORAGE TOTE, 3 TYP.
11" C.I.P RETURN PIPING
SHIPPING CONTAINER - PERMEATE PUMP SECTION
J
SLUDGE WASTE PUMF
3 - 3" EFFLUENT LINES
2" SLUDGE WASTE PIPING FROM MBR TANK
A3 1 SHIPPING CONTAINER - SLUDGE PUMP SECTION
C-407 I SCALE : 1/2"=1'-0"
" BUTTERFLY VALVE, TYP.
=CTION
1 .r,LV L1X I I%I-L_"LJI_ LJL_"VVERSI 4 TYP.
A5�SHIPPING CONTAINER - BLOWER SECTION CONTAINER - BLOWER SECTION
C-407 I SCALE : 1/2"=1'-0"
Designed By: RGB Sheet No:
Drawn By: SEB C-407
Checked By: RGB
Approved By: RGB 15 of 20
Original Release Date: 26 OCT 2016 Arch D Size Sheet
Scale : 3/4" = 1'-0" Project No : #88-008
NORTH
CAROLI NA
FIRM LICENSE
C-4218
BURGIN
ENGINEERING,
INC.
q26 Oredew 2076
SCALE : 1/2"=1'-0"
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

f' 1rl C'T/lMAf' - TA AII/ f-%KI f !r%K InnrTr rl11 IA I rI ATI lIAI
AIR CONDITIONER COMPRESSOR
a
LO
77
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0
a_
00
0
U
W
CHLORINE STORAGE
IC
SHIPPING CONTAINER CONCRETE PAD
\V- 3 - 3" EFFLUENT LINES
C3 SHIPPING CONTAINER - ISOMETRIC VIEW
C-408 SCALE: NONE
A3 CHEMICAL TOTE LAYOUT - PLAN VIEW
C-408 SCALE: 1" = 1'-01,
W_
CIP STORAGE TANK ON
CONCRETE PAD
CAUSTIC
�NDARD ENTRY DOOR
21'-10"
AIR CONDITIONING DUCT WORK
STANDARD 12' OVERHEAD DOOI
DNCRETE PAD
SHIPPING CONTAINER CONCRETE PAD
KAESER TRI-LOBE EQ & SLUDGE HOLDING BLOWER
KAESER TRI-LOBE MBR BLOWER
KAESER TRI-LOBE SPARE BLOWER
KAESER TRI-LOBE OXIC BLOWER
CHEMICAL TOTES ON CONCRETE PAD, 3 TYP.
MICRO C
5'-2"
Project:
BEFORE YOU DIG!
CALL 1-800-632-4949
IT'S THE LAW!
Stateside WWTP
100,000gpd
Sheet EQUIPMENT STORAGE CONTAINER -
DETAILS
Owner:
Old North State Water Company
PO Box 670
Bailey, NC 27807
Designed By: RGB Sheet No:
Drawn By: SEB C-408
Checked By: RGB
Approved By: RGB 16 of 20
Original Release Date: 26 OCT 2016 Arch D Size Sheet
Scale : 3/4" = 1'-0" Project No : #88-008
DENGINEERING,
F
A 40 EQUIPMENT SHIPPING CONTAINER 11'-9.6"
1
q26 edew 2016
SHIPPING CONTAINER CONCRETE PAD
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

Ic
LIFTIN(
MEMBRANE
RAILING SYSTEM
75
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AIR PIPING FLEX HOSE
Al ISOMETRIC VIEW
C-500 SCALE: N.T.S.
ATE PIPING FLEX HOSE
=R MEMBRANE MODULSE
FATE PIPING
=R MEMBRANE MODULES
ATE PIPING
;BOX
AIR PIPING FLEX HOSE
PERMEATE F
18'-z
ME: RAC C ririi1yv
I~ 2'-6 5/8"
2'-9 7/8"
r
2'-5 1/8" 2'-9 1/8"
PLAN VIEWrD'3 W
C-500 SCALE: 1" = 1'-0"
PERMEATE PIPING FLEX HOSE
Mv
UPPER MEMBRANE MODULSE
RMEATE PIPING
RMEATE PIPING
)WER MEMBRANE MODULES
=_\I:4:Ti):1
rA3FRONT VIEW
3
C-500 SCALE: 1" = 1'-0"
2'-3 3/8"
2'-5 1/8"
2'-9 1/8"
LIFTING LUGS
MEMBRANE RAILING SYSTEM
AIR PIPING FLEX HOSE
SS AIR BOX
rZ SIDE VIEW
C-500 SCALE: 1" = 1'-0"
Project:
Stateside WWTP
100,000gpd
S,X,kFLOW PLATE MEMBRANE MODULE -
DETAILS
Owner:
Old North State Water Company
PO Box 670
Bailey, NC 27807
Designed By. RGB Sheet No:
Drawn By: SEB C-500
Checked By: RGB
Approved By: RGB 17 of 20
Original Release Date: 26 OCT 2016 Arch D Size Sheet
Scale : AS SHOWN Project No : #88-008
' NORTH
CAROLI NA
FIRM LICENSE
C-4218
BURGIN
ENGINEERING,
INC.
q26 l%ta6ew 2016
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

r-ml Mirri inrrN 1 1"IIT /� 4" PVC AIR LATERAL
0
N
00
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A
4" FLANGED BALL VALVE
SIMPLE PIPE SUPPORT
MOUNTED TO TANK FLOOR
4" PVC ELL
4" PVC DROP PIPE
VARIES SEE PLANS
(92. " MAX.)
Al FRONT VIEW
rA 1
C-501 SCALE :3/4" = 1'-0"
\_ 4" PVC AIR LATERAL
4" PVC FLANGEQ ^^"'"'r^T'^ "'
4" FLANGED BALL VALVE
4 I „\_� LLL
4" FLANGED BALL VALVE -/
TANK WALL
4" PVC ELL
La
WAMICJ - Or= r LMINO
(1'-6" MIN.)
4" PVC ELL
4" PVC DROP PIPE
4" PVC FLANGED CONNECTION
000
TANK FLOOR
C:
c4 PLAN VIEW
C-501 SCALE : 3/4" = 1'-0"
EDI DIFFUSER UNIT
All I7\/f' AIM I ATCr7)AI
rA4 SIDE VIEW
C-501 SCALE: 3/4" = 1'-0"
EE PLANS
OAX. )
SIMPLE PIPE SUPPORT
MOUNTED TO TANK FLOOR
VARIES - SEE PLANS
(1'-6" MIN.)
SIMPLE PIPE SUPPORT
MOUNTED TO TANK FLOOR
Project:
r76 ISOMETRIC VIEW
C-501 SCALE : N.T.S.
Stateside WWTP
100,000gpd
Sheet Title:
EDI FLEXAIR MAGNUM DIFFUSER - DETAILS I
Owner:
Designed By:
Old North State Water Company
PO BOX 670
Bailey, NC 27807
RGB ISheet No:
Drawn By: SEB C-501
Checked By: RGB
Approved By: RGB 18 of 20
Original Release Date: 26 OCT 2016 Arch D Size Sheet
Scale : AS SHOWN JProject No : #88-008
' NORTH
CAROLI NA
FIRM LICENSE
C-4218
BURGIN
ENGINEERING,
INC. /
q-q4
6 Oredew 2076
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

IQ
n_
0
N
00
N
0
a_
RIGID
LATERAL
SUPPORT
1 \JI\VL �. .. �. .. .�
GENERAL NOTES:
1. LIQUID DEPTH IS '
2.1 OF _ BASINS SHOWN.
3. TOTAL NUMBER OF DIFFUSERS =
4. CONTRACTOR TO CONFIRM EDI LAYOUT IS
SUITABLE FOR INSTALLATION AND WILL NOT
CONFLICT WITH OTHER PROCESS PIPING
AND/OR STRUCTURAL COMPONENTS.
ITP:NA
DROP
DROP STUB
LATERAL
SUPPORT
ANCHOR
KADTFRAI
BY OTHERS
4" SCH40 PVC
4" SCH40 PVC
304 SS
3/8" 304 SS
TOP WEDGE
DIFFUSER (TYP) RED "TOP" STICKER FLEXAIR® DIFFUSER SADDLE (FEMALE)
RED "TOP" STICKER [CLAMP CRIMP
PERFORATED MEMBRANEA 1 ON TOP (TYP)
>IMPLE
.ATE RAL
>UPPORT
SUPPORT INSTALLATION NOTES:
1. PIPE SUPPORTS SHOULD BE PLACED AS SHOWN.
2. SUPPORT DIMENSIONS SHOWN FOR REFERENCE.
FIELD CONFIRM PRIOR TO DRILLING ANCHORS.
3. FOR MAXIMUM PIPE SUPPORT SPACING REFERENCE
PIPE SUPPORT SCHEDULE.
4. CANTILEVERED DIFFUSERS ALLOWED ONLY AS
SHOWN ON PROJECT PLAN DRAWINGS.
PIPE SUPPORT SCHEDULE
LOCATION TYPE MAX. DIST. BETWEEN SUPPORTS
LATERAL RIGID PLACE NEXT TO DROP AS SHOWN
STABILIZERS POINTED TOWARD DROP
LATERAL SIMPLE 7'-10"
ITEM
DIFFUSER
PURGE
TRANSITION CONNECTION
LATERAL SUPPORT
LATERAL SUPPORT
LATERAL SUPPORT
MEMBRANE CLAMP
ALIGNMENT PLUG
(WHEN SUPPLIED)
BOTTOM WEDGE
\-- O-RING (TYP)
AIR LATERAL
INSTALLATION NOTES:
NOT ALL SYSTEMS ARE SUPPLIED WITH ALIGNMENT PLUGS. IF ALIGNMENT PLUGS ARE NOT SUPPLIED, THEN SKIP TO STEP 4.
1. LOCATE THE 1" HOLES IN THE LATERAL AND PLACE THE ALIGNMENT PLUG UP TO AND CENTERED ON THE HOLE. ONLY ONE
PLUG IS REQUIRED PER PAIR OF DIFFUSERS.
2. TAP THE PLUG INTO THE LATERAL USING A SOFT BLOW HAMMER AND A SHORT PIECE OF V-0 DOWEL (PROVIDED BY EDI).
3. ENSURE THAT THE PLUG IS CORRECTLY SEATED AND WAS NOT DAMAGED DURING THE INSTALLATION. REPLACE ANY PLUG
IF DAMAGE OCCURRED.
4. INSTALL O-RING IMMEDIATELY BEFORE SADDLE IS TO BE INSTALLED ON LATERAL. THE O-RING IS PLACED IN THE LATERAL
GROOVE. DO NOT USE ANY MASTIC OR OTHER ADHESIVE.
5. POSITION THE DIFFUSER UNIT IN THE PROPER ORIENTATION (SEE TABLE BELOW) WHILE POSITIONING THE ALIGNMENT
PLUG TO THE CENTER HOLE IN THE SADDLE. THE PLUG FITS INTO THE SADDLE.
6. NOTE: ENSURE THAT THE SADDLES' ALIGNMENT PINS MATE PROPERLY WHEN INSTALLING THE OPPOSING SADDLE BEFORE
SLIDING ON THE WEDGES. THE RED "TOP" STICKERS SHOULD FACE UP.
7. INSTALL THE TOP WEDGE 3/4" (19mm) FROM BEING FLUSH BY HAND.
8. INSTALL THE BOTTOM WEDGE HAND TIGHT - APPROXIMATELY 3/4" (19mm) FROM BEING FLUSH WITH THE SADDLE.
9.ENSURE THAT THE DIFFUSER ASSEMBLY IS IN THE CORRECT LOCATION, LEVEL AND THAT EACH DIFFUSER ARM IS IN LINE
WITH THE REST OF THE DIFFUSERS ON THE SHARED LATERAL.
10.TIGHTEN THE TOP WEDGE AND BOTTOM WEDGE EQUALLY WITH A NON-METALLIC MALLET OR RUBBER FACED HAMMER.
WHEN PROPERLY TIGHTENED, EACH DIFFUSER SHOULD BE LEVEL AND RESIST ROTATION. NOTE: METAL MALLETS OR
HAMMERS MAY CRACK OR SHATTER THE WEDGE ASSEMBLY OR DAMAGE THE UNIT. DO NOT USE METAL HAMMERS
DIRECTLY. NOTE: EXTRA CARE IS NEEDED DURING COLD WEATHER INSTALLATION, BELOW 40°F (4°C). PLASTIC
COMPONENTS BECOME BRITTLE AND MAY FRACTURE WITH EXCESSIVE IMPACT FORCE.
11. ENSURE THAT WEDGES ARE DRIVEN ON AS EQUALLY AS POSSIBLE WHILE MAINTAINING LEVEL ON THE DIFFUSERS.
12. THE WEDGE SHOULD BE FLUSH WITH THE SADDLE WHEN COMPLETE. OVER TIGHTENING WEDGES CAN CAUSE
IRREVERSIBLE DAMAGE TO THE DIFFUSER SADDLE. NOTE: DIFFUSER MUST BE PROTECTED FROM THE SUN. LONG TERM
EXPOSURE TO DIRECT SUMMER SUNLIGHT CAN CAUSE FAILURE. DIFFUSERS NEED TO EITHER BE PROTECTED FROM THE
SUN OR HEAT BY COVERING THEM WITH CLEAN WATER OR SHADE OVER THE BASIN.
13. REFERENCE EDI I.O.M. MANUAL.
UNIT TYPE PERFORATION
EAR OF CLAMP
RED "TOP" STICKER
MINIPANEL ON TOP
ON TOP
ON TOP
MAGNUM ON SIDES
ON TOP
ON TOP
TYPE
DETAIL
FLEXAIR 84P
C502 / C5
THREADED DISC
C502 / A5
COUPLING CLAMP
C502 / A3
rC 5 EDI FLEXAIR®
84P MAGNUM
DIFFUSER -ASSEMBLY
SIMPLE SUPPORT
C503 / D4
RIGID SUPPORT
C503 / D1
C-502 SCALE: N.T.S.
ANCHOR BOLT SPACING
C503 / B1
EDI FLEXAIR® AERATION - MIXING SYSTEM - PLAN VIEW
SCALE : N.T.S.
DIFFUSER (TYP)
SIMPLE
LATERAL
SUPPORT
I"ItJILJ rVf1VL
LATERAL
SUPPORT
Al 1 EDI FLEXAIR® AERATION - MIXING SYSTEM - SECTION VIEW
C-502 / SCALE : N.T.S.
NOTES:
1. COUPLING CLAMP TO BE INSTALLED MINIMUM
OF 2' BELOW WATER LEVEL.
2. GAP BETWEEN PIPES MUST BE LESS THAN 0.25".
3. REFER TO I.O.&M. MANUAL/SUBMITTAL FOR
DETAILED CUT SHEET/INSTRUCTIONS.
4. SEE TABLE FOR ADDITIONAL COUPLING CLAMP
INFORMATION.
5. MATING PIPES SHALL HAVE THE SAME OUTSIDE
DIAMETER.
COUPLING CLAMPS
NOMINAL PIPE CLAMP O.D. TORQUE
SIZE (INCHES
2
3
4
6
8
10
12
14
RANGE (INCHES
2.32 - 2.63
3.40 - 3.70
4.45 - 4.75
6.55 - 6.95
8.59 - 8.99
10.65 - 11.05
12.65 - 13.05
14.00 - 14.40
(r I -Lbz))
70
70
70
70
70
85
85
85
r73 SS COUPLING CLAMP DETAIL
I-SC-502 SCALE : N.T.S.
'IPE
STAINLESS STEEL
COUPLING CLAMP
LTS TO BE TORQUED
R TABLE
'IPE
AIR PIPING
ATION NOTES:
Y TEFLON@ PIPE DOPE TO THE
MALE PIPE THREADS. DO NOT USE
ON® TAPE ON PLASTIC PARTS.
4D THE DISC INTO THE ADAPTER
_ HAND TIGHT. DO NOT OVER
TEN THE DISC.
1 1 11\L!l LJ L L., L.,I%J\.V I V1\VL
A5 1 CONTINUOUS THREADED DISC PURGE - ASSEMBLY
C-502 / SCALE : N.T.S.
Project:
Stateside WWTP
100,000gpd
Sheet Title:
EDI FLEXAIR MAGNUM DIFFUSER - DETAILS 2
Owner:
Old North State Water Company
PO Box 670
Bailey, NC 27807
Designed By: RGB Sheet No:
Drawn By: SEB C-502
Checked By: RGB
Approved By: RGB 19 of 20
Original Release Date: 26 OCT 2016 Arch D Size Sheet
Scale : AS SHOWN Project No : #88-008
' NORTH
CAROLI NA
FIRM LICENSE
C-4218
BURGIN
ENGINEERING,
INC.
q-q4
6 Oredew 2076
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

SS THREADED ROD (TY
SEE INSTALLATION DETAIL'
0
SS SUPPORT BRACKET
SEE INSTALLATION DETAIL 'A'
A In nInING
AIR PIPING
3S THREADED ROD
DOUBLE SS NUT (TYP)
SS PIPE STRAP
3)S FLAT WASHER
INSTALLATION DETAIL'A' NOTES:
31LIZER LEG 1. LEVEL PIPE.
2. TIGHTEN STRAP UNTIL EARS TOUCH.
INSTALLATION DETAIL' A'
TORQUE FIRST NUT TO 5 FT/LBS
THEN JAM NUTS TO 20 FT/LBS
SEE INSTALLATION DETAIL 'B'
NOTES:
1. FLOOR MOUNTS ARE SECURED TO CONCRETE FLOOR BY CONCRETE ANCHOR
BOLTS.
2. A COMMERCIAL GRADE ANTI -SEIZE LUBRICANT MUST BE USED ON ALL STAINLESS
STEEL THREADED CONNECTIONS.
3. REFER TO EQUIPMENT SUPPLY LIST TO DETERMINE PROVIDER OF ANCHOR
HARDWARE.
4. SEE INSTALLATION INSTRUCTION FOR PROPER TORQUE VALUES.
D1 SS RIGID PIPE SUPPORT
C-503 SCALE: N.T.S.
STABILIZER F(
RIGID SUPPOR
ON
SS FLOOR MOUNT
(SLOTTED END TO FLOOR)
SS SUPPORT BRACKET
/ SS BOLT
SS NUT
SS LOCK WASHER
SS FLAT WASHER
SS ANCHOR BOLT
(WELDED TO FLOOR)
INSTALLATION DETAIL' B'
SS THREADED RC"
SS NUT (TYF
SS SUPPORT BRACKET
ANCHOR BOLT SPACING 4" FOR SIMPLE & RIGID PIPE SUPPORTS
131 INSTALLATION DETAIL
C-503 SCALE: N.T.S.
A
SS LOCK WASHER
SS STABILIZER LEG
INSTALLATION DETAIL 'C'
SS THREADED ROD (TY
SEE INSTALLATION DETAIL
SS SUPPORT BRACKET
SEE INSTALLATION DETAIL 'A'
AIR PIPING
AIR PIPING
SS THREADED ROD
DOUBLE SS NUT (TYP)
SS PIPE STRAP
3S FLAT WASHER
INSTALLATION DETAIL 'A' NOTES :
1. LEVEL PIPE.
2. TIGHTEN STRAP UNTIL EARS TOUCH.
INSTALLATION DETAIL' A'
TORQUE FIRST NUT TO 5 FT/LBS
THEN JAM NUTS TO 20 FT/LBS
SEE INSTALLATION DETAIL 'B'
NOTES:
1. FLOOR MOUNTS ARE SECURED TO CONCRETE FLOOR BY CONCRETE ANCHOR
BOLTS.
2. A COMMERCIAL GRADE ANTI -SEIZE LUBRICANT MUST BE USED ON ALL STAINLESS
STEEL THREADED CONNECTIONS.
3. REFER TO EQUIPMENT SUPPLY LIST TO DETERMINE PROVIDER OF ANCHOR
HARDWARE.
4. SEE INSTALLATION INSTRUCTION FOR PROPER TORQUE VALUES.
SS FLOOR MOUNT
(SLOTTED END TO FLOOR)
SS SUPPORT BRACKET
/ SS BOLT
SS NUT
�SS LOCK WASHER
� SS FLAT WASHER
SS ANCHOR BOLT
(WELDED TO FLOOR)
INSTALLATION DETAIL' B'
SS THREADED RC'^
SS NUT (TYF
D4 SS SIMPLE PIPE SUPPORT
C-503 SCALE: N.T.S.
SS SUPPORT BRACKET
SS LOCK WASHER
INSTALLATION DETAIL 'C'
Project:
Stateside WWTP
100,000gpd
Sheet Title:
EDI FLEXAIR MAGNUM DIFFUSER - DETAILS 3
Owner:
Old North State Water Company
PO BOX 670
Bailey, NC 27807
Designed By: RGB Sheet No:
Drawn By: SEB C-503
Checked By: RGB
Approved By: RGB 20 of 20
Original Release Date: 26 OCT 2016 Arch D Size Sheet
Scale : AS SHOWN Project No : #88-008
' NORTH
CAROLI NA
FIRM LICENSE
C-4218
BURGIN
ENGINEERING,
INC.
q-q
6 Ooedew 2076
Burgin Engineering Inc.
PO BOX 1804 IRMO, SC 29063
[phone]

Calculations for Stateside WWTP
Prepared For
Old North State Water Company
PO Box 670
Bailey, NC 27807
Prepared by
Burgin Engineering, Inc.
PO Box 1804
Irmo. SC 29063
c 14 ,-% c � �--
1012612016

>� Burgin Engineering, Inc.
PO Box 1804
Irmo, Irmo, SC 29063
Project Name:
Stateside
City / County:
On -'- ---
State:
rr
Engineer:
Robert G. buiriii, ,i. r.,
yellow fill requires design input value
light green fill indicates process calculation
Last Revised
10/'LU/'LV.LU
green fill indicates final calculation
Type of Project
Domestic Wastewater
orange fill requires engineer's evaluation
Red Text represents notes and instructions
Input Design Information into the following cells based on data supplied by the consultatnt or owner. Refer to data sheets and otttoched to printout
Influent Data (Total Design Flow)
Design Flow Capacity of Wastewater Plant =
Design Flow in Million Galls Per Day =
Population Equivalent of Design Flow Capacity at 100 gpd/ person =
P = Population in thousands =
Peaking Factor Hourly Flow from Ten State Standards Figure One =
Peak Hourly Flow from Ten State Standards Fiqure One =
Expected Influent BOD5 per day based on Metcalf Eddy Table 5-4 =
Expected Influent SS per day based on Metcalf Eddy Table 5-4 =
Expected Influent Ammonia Nitrogen per day based on Metcalf Eddy Table 5-4 =
Expected Influent Organic Nitrogen per day based on Metcalf Eddy Table 5-4 =
Expected Influent Total Kjeldahl Nitrogen per day based on Table 5-4 =
Expected Influent Organic Phosphorus per day based on Metcalf Eddy Table 5-4 =
Expected Influent Inorganic Phosphorus per day based on Metcalf Eddy Table 5-4 =
Expected Influent Total Phosphorus per day based on Metcalf Eddy Table 5-4 =
FOG
Alkalinity
pH
Site Elevation
Avg. Air Temperature
Max Air Temperature
Min Air Temperature
100,000.00
G PD 1Q 69.44 gpm
MGD 2Q 138.89 gpm
Persons 3Q 208.33 gpm
4Q 277.78 gpm
5Q 347.22 gpm
GPD 0.3800 MGD
Ibs/day 275 mg/I
Ibs/day 275 mg/I
Ibs/day 40 mg/I
Ibs/day 20 mg/I
Ibs/day 60 mg/I
Ibs/day 3.6 mg/I
Ibs/day 7.2 mg/I
Ibs/day 8 mg/I
Ibs/day 50 mg/I
Ibs/day 315 mg/I
FT. MSL
20.00 °C
°F 37.78 °C
of _12.22 °C
0.1
1000
1
3.80
380,000.00
229.35
229.35
33.36
16.68
50.04
3.0024
6.0048
6.672
41.7
262.71
7.2
49
d68°F
Effluent R uirements
BOD: 3 mg/I 2.50 Ibs/day
TSS: 1 mg/I 0.83 Ibs/day
Total N: 3.7 mg/I 3.09 Ibs/day
Total P: 0.3 mg/I 0.25 Ibs/day
FOG: 15 mg/I 12.51 Ibs/day
Alkalinity: 150 mg/I 125.10 Ibs/day
pH: 7 mg/I 5.84 Ibs/day
Diss.Oxygen: 7 mg/I 5.84 Ibs/day
Pathogen: N/A mg/I (Colonies per 100 mL)
Peak Flow Required in GPM= 263.89
Alkalinity Required for Nitrification in mg/I 285.60
Burgin Engineering, Inc. 114#M"d �" ¢u cc aE R15U

Stateside Screens
TYPE
B F2
B F4
B F5
B F6
DF8
DF12
DF16
DF20
DF24
DS F38
DS F58
DS F78
APPROXIMATE FLOWS
2-3MM
SURFACE WATER
RIVER WATER
(TSS <50 M G/L)
GPM
175
350
520
660
1,050
1,550
2,100
2,450
2-3MM
MUNICIPAL
WASTEWATER
DIMENSIONS & POWER REQUIREMENTS
LENGTH WIDTH HEIGHT POWER
GPM
FEET
FEET
FEET
80
2.8
2.7
2.2
160
3.9
2.7
2.2
190
4.3
2.7
2.2
<240
5.3
2.7
2.2
400
5.3
5.1
4
650
6.5
5.1
4
900
7.8
5.1
4
1,100
9.1
5.1
4
5,000 ¢ 2,300 10.2 8 7.2
7,900 ¢ 3,600 13.5 8 7.2
9,900 < 4,800 16.7 8 7.2
Last Revised
10/26/2016
HP
0.06
0.06
0.06
0.06 7
0.16
0.16A
0.16:
0.35
5
0.75
d
0.75
0.75
Burgin Engineering, Inc. Stateside Screen 14#tomd �" ire R97

Design Flow
100,000.00
GPD
jDailly Sludge Production
1,182.00
GPD
Equalization Tank
ISIludge Holding
Total Tank Height
20.00
Feet
Total Tank Height
20.00
Feet
Freeboard
2.00
Feet
Freeboard
2.00
Feet
SWD
18.00
Feet
SWD
18.00
Feet
Width
10.00
Feet
Width
10.00
Feet
Length
21.50
Feet
Length
21.50
Feet
Volume
3,870.00
Cu. Ft.
Volume
3,870.00
Cu. Ft.
Volume
28,951.47
Gallons
Volume
28,951.47
Gallons
Total cell Volume with Freeboard
4,300.00
Cu. Ft.
Total cell Volume with Freeboard
4,300.00
Cu. Ft.
Total cell Volume with Freeboard
32,168.30
Gallons
Total cell Volume with Freeboard
32,168.30
Gallons
% of Design Flow
28.95%1
Days of Sludge Storage
24.49
Days
Anoxic I
Anoxic II
Total Tank Height
20.00
Feet
Total Tank Height
20.00
Feet
Freeboard
2.00
Feet
Freeboard
2.00
Feet
SWD
18.00
Feet
SWD
18.00
Feet
Width
10.00
Feet
Width
10.00
Feet
Length
9.75
Feet
Length
9.75
Feet
Volume
1,755.00
Cu. Ft.
Volume
1,755.00
Cu. Ft.
Volume
13,129.16
Gallons
Volume
13,129.16
Gallons
Total cell Volume with Freeboard
1,950.00
Cu. Ft.
Total cell Volume with Freeboard
1,950.00
Cu. Ft.
Total cell Volume with Freeboard
14,587.95
Gallons
Total cell Volume with Freeboard
14,587.95
Gallons
% of Design Flow
13.13%
% of Design Flow
13.13%
Oxic
Membrane
Total Tank Height
20.00
Feet
Total Tank Height
20.00
Feet
Freeboard
2.00
Feet
Freeboard
2.00
Feet
SWD
18.00
Feet
SWD
18.00
Feet
Width
10.00
Feet
Width
10.00
Feet
Length
9.75
Feet
Length
9.75
Feet
Volume
1,755.00
Cu. Ft.
Volume
1,755.00
Cu. Ft.
Volume
13,129.16
Gallons
Volume
13,129.16
Gallons
Total cell Volume with Freeboard
1,950.00
Cu. Ft.
Total cell Volume with Freeboard
1,950.00
Cu. Ft.
Total cell Volume with Freeboard
I 14,587.95
Gallons
Total cell Volume with Freeboard
I 14,587.95
Gallons
% of Design Flow
1 13.13%
% of Design Flow
1 13.13%
Last Revised 10/26/16
Burgin Engineering, Inc.
PO Box 1804
Irmo, Sc 29063
r

Equalization Pumo
Design Flow Rate Plant = 100,000 Gallons per day
n i, ai..,., o.te - I 1AI
Friction Loss In terms of equivalent length - feel of straight pipe
Actual
Ball
Long
Std tee
Swing
K
Actual
Inside
Valve -
90
radius 90
I
Std tee
I
-
Close
I
Check
I
Angle
Globe
Value
2-
Nominal
Inside
Diameter
Friction
Full
degree
or 45 std
thru
branch
return
Valve-
Valve-
Valve -full
Butterfly
3-way
2-way
WayPlug
pipe size
Diameter
Feet
Factor
Open
elbow
elbow
Flow
Flow
bend
full open
full open
open
vallve
Plua Valve
Plu
Valve
3
3.068
0.2556667
0.018
2.04
7.67
4.09
5.11
15.3
12.8
25.5
38.4
86.9
11.5
0.32
4.545185
3" Pipe Dischar aSin le
uF
�E2.56�8�
m 2Type
w
of fittin or Str. Pipe
0
Len th of strai ht a
20
90 De Elbows
2
20.2
Gate Valves
0
0
Tees thru side Outlets
0
20.1
1 0
Tees thru flow
0
6.71
0
Check valves
0
33.6
0
Flowmeter
0
10
0
0
0
0
Total Eq. Length
40.2
Ctatir H-1 1 71
Calculation
of TDH at
various Flows
Flow
Static
Head
3" Pipe
Discharge
TDH
Velocity
Loss/100'
20
16
0.07
0.00
16.0728
0.91
0.18
40
16
0.26
0.00
16.2623
1.82
0.65
60
16
0.56
0.00
16.5554
2.72
1.38
80
16
0.95
0.00
16.9456
3.63
2.35
100
16
1.43
0.00
17.4289
4.54
3.55
120
16
2.00
0.00
18.0021
5.45
4.98
140
16
2.66
0.00
18.6628
6.35
6.62
160
16
3.41
0.00
19.4082
7.26
8.48
180
16
4.24
0.00
20.2389
8.17
10.54
200
16.00
5.15
1 0.00
21.1511
9.08
12.81
Dia.
Length
C Factor
Flow
Headloss
Velocity
3
40.2
120
20
0.07
0.91
3
40.2
120
40
0.26
1.82
3
40.2
120
60
0.56
2.72
3
40.2
120
80
0.95
3.63
3
40.2
120
100
1.43
4.54
3
40.2
120
120
2.00
5.45
3
40.2
120
140
2.66
6.35
3
40.2
120
160
3.41
7.26
3
40.2
120
180
4.24
8.17
3
40.2
120
200
5.15
9.08
Pump
Iv13/hr
Curve
4.54
27
9.08
25.5
13.63
24
18.17
22.5
22.71
21.3
27.25
20.2
31.80
19
36.34
18.1
40.88
17.3
45.42
16.2
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063 Equalization Pump
Performance curves
Submersible sewage pump FA 08.41E
Equalization Pump
1.75 HP 3 phase
WiIo FA 08.41E
1740 RPM
Will use VFD and flow meter
*ftomd i0" "ewe R97

Aeration Calculation of Equalization Basin
Equalization Calculations
EQ Volume = 28,951 Gallons
EQ Detention Time = 28.951 = 0.289515 Days =
100,000 6.948353 Hours
EQ Volume in CuFt = 28,951 = 3,870 CuFt
7.481
EQ Aeration Rate Required 1.25 CFM/1000 gal
EQ Aeration Required 36.19 CFM
Total 36.19 CFM use 40 CFM
67.96043 m3/hr
Air Volume Required Ultimate = 40.00 CFM = 67.96 m3/hr
Use one blower capable of = 40.00 CFM
Equalization backpressure = 17 = 7.36 PSI (Maximum)
2.31
Number of Diffusers in Equalization = 9 EDI PermaCap 5 Diffussers
Air Required per Diffusser = 40.00 = 4.44 CFM
Wilfley Weber
s
. ■���./���■ram■■r!
1 2 9 d 3 6 7 B 9 16 11 12 19 14 15
Wrlaw FM Perditfueer
Drop Pipe Size = 4
Friction Loss per Drop = 0.001
Header Size = 4
Friction Loss in Header = 0.001
Total Head on Digester Blower = 7.69
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
Pressure Loss Per _ 9.2 inches
Diffuser inches water
Pressure Loss Per = 0.33 PSI
Diffuser psi
Diffussers per drop = 9
Number of Drops = 1
Air Flow per Drop in = 40.00 CFM
Aeration
Inch
PSI
Inch
PSI
PSI = 530.0613 mbars
15.66354 inHg
EQ and Sludge Holding Kaiser
BB52C
Equalization Aeration Phase III AAftewd �" ¢a4a&d R576

Aeration Calculation of Equalization Basin
Pipe Flow Wizard v1.12 www-pipeflow_co_uk 715/2015
Pipe details f - Metric r Imperial Results (Find pressure)
Internal roughness Pipe material Flow type
0.001811 inch steel Turbulent
Internal diameter
2.067 inch =± diam f
Length
16.000 ft 2
Elevation change
0.000 ft Rise
Flow �j l J Volume at 4.4 psi g Compressed to
244 cu.ftlmin 6.3 psi g
Reynokfs number
18E294
Friction factor
0.021
Fluid velocity
100.123 fUs
Pressure drop
I 0.278 I psi J
Air 40-C (104'F) y Entry flow
l 139.988 cu.fUmin Calculate pressure drop
Centistokes 16.900000 Exit flow
11.W9 cu. Gas density kg+m3 1.611276
at 6.422 psi 9 min i, L
Pipe Flow Wizard 0.12
Pipe details
www_pipeflew_co_uk
C` Metric C Imperial
Internal roughness Pipe material
0.001811 inch steel
Internal diameter
4.026 inch =# diamf
Length
200 ft A 5
Elevation change
0.000 ft Rise
Flow Volume at 0.0 psi g Compressed to
200 cu.fUrnin 6.4 psi g
71512015
Results (Find pressure)
Flow type
Turbulent
Reynokfs number
89455
Friction factor
4.021
Fluid velocity
26.267 ftfs
Pressure drop
1 0.108 9Psi J
Air 40-C (104:F) }+ Entry flow as I l� 13t9.325 cu.fUmin M Calculate pressure drop I
Centistnkes 16.900000 Exit flow
Gas density kg+m' 1.618954
att 6.292 psi 9 min Li
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
Page 1
Equalization Aeration Phase III AAftewd �" ¢u4"'Mt2 R576

Activated Sludge Waste Water Treatment Calculations - U.S. units
1. Aeration Tank Design (A. Design based on Volumetric Loading)
Instructions: Enter values in blue boxes. Spreadsheet calculates values in yellow boxes
Inputs
Prim. Effl. Flow Rate, Q. = 100,000 GPD
Prim. Effl. Flow Rate, Qo = 0.1000 MGD
Prim. Effl. BOD, So =
Aeration tank MLSS, X =
275 mg/L
14,957 mg/L
Design Vol. Loading, VL = 80
(lb BOD/day/1000 W)
% volatile MLSS, %Vol = 800�0
Equations used for Calculations:
V = [ (8.34*So*Qo)/VL ](1000)
VMG = V*7.48/1,000,000
HRT = 24*VMG/Qo
F: M = (8.34*So*Qo)/(8.34*%Vol*X*VMG)
Calculations (based on Volumetric Loading)
Loading per day
Aeration tank volume, V =
Aeration tank vol. VMG =
2291Pounds/
2,867 W
0.0263 MG
Aeration tank vol. VG = 26,258 Gallons
Check on other design parameters:
Aeration tank HRT =
Aeration tank F: M =
6.3 hr
0.0875
(lb BOD/day/lb MLVSS)
Aeration tank F: M = I 0.0700
(lb BOD/day/lb MLSS)
A note on unit conversions:
(8.34)*(mg/L) = lb/MG
Thus, lb/day of BOD or TSS, for known
conc in mg/L and flow rate in MGD
can be calculated from:
(8.34)*(mg/L)*(MGD) = lb/day

Activated Sludge Waste Water Treatment Calculations - U.S. units
(Oxygen Requirement/Blower Calculations)
Instructions: Enter values in blue boxes. Spreadsheet calculates values in yellow boxes
A. Oxygen Requirement/Blower Specifications (BOD Removal Only)
Inputs
Sec. Effl. BOD, Se =
mg/L
Design increase factor for
Design ww Flow Rate, Qa =
0.1000
MGD
Oxygen transfer rate =
1.8
Prim. Effl. BOD, So =
275.00
mg/L
Calculations
02 Transfer Effic., OTE =
10.8%
lb BOD removed/day =
227
lb/day
(from diffuser mfr or vendor)
Design Air Temperature =
70.0
OF
02 req'd per day =
398
lb/day
Design Atm Pressure =
14.7
psi
Design 02 Transfer Rate =
30
Ib/hr
Press drop across diffuser:
12.0
in H2O
Design Air Density, pair =
0.0750
Ib/ft'
(from diffuser mfr or vendor)
Depth of diffuser =
17.0
ft
Design Air Flow Rate, Qair =
266
cfm
Blower efficiency, i1 =
70%
Blower outlet press, PB2 =
22.5
psi
Sludge ret. time, SRT =
37
days
a
Blower Horsepower, HP =
7.8
13.0
psi
hp
B. Oxygen Requirement/Blower Specifications (BOD Removal and Nitrification)
Input
Influent TKN, TKNo = 35 g/m' Effl NH4-N conc, Ne = 0.50 g/m3
Activated Sludge Kinetic Coefficients (See Typical Values in Table at right):
Synth. Yield coeff., Y =
Endog. decay coeff., kd =
Synthesis yield coeff, Yn =
(for nitrification)
Endog. decay coeff., kdn =
0.4 lb VSS/lb bCOD
0.12 lb VSS/d/lb VSS
0.12 lb VSS/lb NH4-N
0.08 lb VSS/d/lb VSS
Temp coeff, 0, for kd
Resid. biomass fract., fd = 0.15
Temp coeff, 0, for kdn
(for nitrification)
Temperature of WW = 61 �F
Assumed Value, NO, = 30.1 mg/L (start with TKNo - Ne as the assumed value)

Activated Sludge Waste Water Treatment Calculations - U.S. units
2. Activated Sludge Operational Calculations
nstructions: Enter values in blue boxes. Spreadsheet calculates values in yellow boxes
Inputs
Calculations
Prim. Effl. Flow Rate, Qo =
0.1000
MGD
Recycle Activated
Prim. Effl. BOD, So =
275.00
mg/L
Sludge Flow Rate, Qr =
0.34263 MGD
237.9367 GPM
Prim. Effl. TSS, Xo =
275.00
mg/L
Aeration tank vol. VMG =
0.02625 MG
Waste/recycle activated
Waste Activated Sludge
sludge SS conc., XW =
14,957.00
mg/L
Flow Rate, QW =
0.0006 MGD
Aeration tank vol., V =
3,510.00
ft3
Aeration tank F:M =
0.070
(lb BOD/day/lb MLSS)
Aeration tank MLSS, X =
11,640.00
mg/L
7644
8400
% volatile MLSS, %VOI =
0.8
197.2
7446.8
Sludge ret. time, SRT =
37
days
0.025798012 0.974202
Equations used for Calculations:
Qr = Qo(X - Xo)/(XW - X)
VMG = V*7.48/1,000,000
QW = (8.34*VMG*X)/(8.34*SRT*XW)
A note on unit conversions:
(8.34)*(mg/L) = lb/MG
Thus, lb/day of BOD or TSS, for known
conc in mg/L and flow rate in MGD
can be calculated from:
FA = (8.34*So*Qo)/(8.34*X*VMG) I (8.34)*(mg/L)*(MGD) = lb/day

Aeration Calculation of Oxic Basin
Oxic Calculations
Oxic Volume = 13,129 Gallons
Oxic Detention Time = 13,129 = 0.13 Days = 3.150997 Hours
100,000
Oxic Volume in CuFt = 13,129 = 1,755 Cu. Ft.
7.481
Oxic Aeration Rate Required 20 CFM/1000 Gallons
Oxic Aeration Required 266.16 SCFM
Total 266.16 SCFM use 179
Air Volume Required Ultimate =
179.00 CFM = 304.121 m3/hr
Use one blower capable of =
179.00
CFM
Oxic Max. backpressure =
17.00
= 7.36 PSI (Maximum)
2.31
Number of Diffusers in Oxic =
10
Air Required per Diffusser =
179.00
= 17.90 CFM
= 10
39.5'
3.50' Urethane 9 to 27 cfm
44
39.5'
3.50' EPDM 9 to 27 cfm
44
Pressure Loss Per = 14 inches
Diffuser inches water
Diffuser L¢»91h
5 pomp
Giffaser Trdet Adapter
Pressure Loss Per 0.51 PSI
_
if
=
"
Diffuser psi
314" 55 Nipple
Air Outlet Memhn-- Flexible
(Optloml)
(Typical d Two) 5�pport Membrane
Diffussers per drop = 10
peak
O-igr
Design
Act-
❑rouser pirneasiaas
pry
Wlodel
AWN-*
low
Airf'
OWP'
Surface Area mhes mm
Weight
5
s
in 110
onHO
ft2
I mZ ❑xL DxL
Ibs
62x 10
14 24
2 -14
8-1
20.4
1.0
9.3 2.6 R 24 66.610
2.4 1.07
62x650
1 26
2-9 3-IS
8-16
20-40
1.1
10.0 2.6 x 26 66.650
2.4 1.11
62.762
29
3-10 5-17
8-16
2"0
1.3
11.8 2.6 x 30 66 x 762
2.9 1.32
62.1003
9
3-14 S-24
0-16
20.40
1.7
15.9 2.6 x 39 66. 1003
3.0 1.72
91.S02
37
4-13 7-22
9-15
23-38
1.3
11.6 3.7 x 20 95 x 502
3.0 1.36
91x762
5B
7-20 12-34
9-17
23A3
2.0
18.3 3.7 x 30 95 x 762
4.5 2.04
91x1003'•
4
9-27 15-46
9-19
23-48
2.7
24.5 3.7x39 95x 1003
S.5 2.49
Number of Drops = 1
Air Flow per Drop in = 179.00 CFM
Aeration
Pipe Dia Area
Drop Pipe Size = 4 Inch 4 12.5664
Friction Loss per Drop = 0.001 PSI 6 28.2744
Inch 8 50.2656
PSI 10 78.54
Inch 12 113.0976
PSI 16 201.0624
Total Head on Sludge Holding Blower = 7.87 PSI = 541.9232 mbars
= 16.01407 inHg
Oxic Blower Kaiser BB 69 C
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063 Oxic Blower Phase I 1%ed �ai ¢u��scittae �Cf�

IRC and SRC Phase I Calculation Startup
IRC and SRC Phase I
Design Flow Rate Plant = t0�o000 Gallons per day
SRC and IRC Pump Ratio 4
277.777778 r
Friction Loss In terms of equivalent length -feet of straight pipe
K
Ball
Long
Std tee
Swing
Value
Actual
Valve-
90
radius 90
Sol tee
-
Close
Check
Angle
Globe
2-
2 -
Nominal
Inside
J0.3355
Friction
Full
degree
or 45 std
thru
branch
return
Valve-
Valve-
Valve - full
Butt
3-way Plug
way
WayPlug
e size
DiameterFactor
O en
elbow
elbow
Flow
flow
bend
full o en
full o en
o en
vallve
Valve
PlugValve
4
4.0260.017
2.68
10.1
5.37
6.71
20.1
16.8
33.6
50.3
114
15.1
0.31
6.117941
4" Po Single
u
-
w d
5
fiettiniSa
T pe Pipe
0
Len lh of straight i e
20
90 De Elbows
2
10.1
20.2
Gate Valves
0
2.68
0
Tees thru side Outlets
0
20.1
0
Tees thru flow
0
6,71
0
Check valves
0
33.6
0
Flowmeler
0
10
0
0
0
0
Total Eq. LengthLengthl
40.2
Dia.
Length
C Factor
Flow
Headloss
Velocity
4
40.2
120
100
0.35
2.55
4
40.2
120
200
1.27
5.11
4
40.2
120
300
2.69
7.66
4
40.2
120
400
4.58
10.21
4
40.2
120
500
6.92
12.77
4
40.2
120
600
9.70
15.32
4
40.2
120
700
12.90
17.87
4
40.2
120
800
16.51
20.43
4
40.2
120
900
20.53
22.98
4
40.2
120
1000
24.95
25.53
Pump
M31hr Curve
22.712 12.5
45.425 9.5
68.137 7.5
90.85 5.75
113.56 4
136.27 2.5
158.99 0
181.7 0
204.41 0
227.12 0
Perfornence cures rvlh motor
Submersible sewage pump FA 10.51E FK 17.1-6r6K
IRC and SRC Pump
2.85 HP 3 Phase
Wilo FA 10.51E
1140 RPM
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063 IRC and SRC Pump Phase I

Anoxic Mixer
Erffec mmaFrotation
Powercorrsumed
Pu 0.7hp
hla:ctirrat
F 34lbf
weight of unit
m 224_9 Ibs
Maxweight'
m 308-6lbs
Pratection class IP 68
Erplasian protectian FM, CSA
Ex€lassiii€atianFM CLFuS b DIV.1, GROUPS C, D;
CLASS 1, DIY 1, GROUPS E, F. G=
CLASS 11
Propeller model
Nlnminal propeier diameter
Prapellerspeed
Transmasian ratio
maximum weight
including ac€essodes
3-blade propeller withself-
cleaning hub; backward-
curvedas a renk €bggingF-
and entxriniwj-fiee
19.7 in
15Bgpm
7.5
Filing pre€hamber
{LP transmission oil, ISo YG
224
Fillogvalume prechamber Y
o.3 gal JUS]
Filling gear chamber
CLPtmnsmLsianoil, ISOYG
224
Fillingvalunrpe gear chamber Y
0.1 gal {US)
Filling sealing chamber
whiteoil
Filling valume sealing
Y
0.3 gal JUS]
chamber
WHO
Type of motor T 1T-64R (EX)
Momrtype 5ubmershle nrotaraccording
to DwArDE 0530 (IEC -'4)
Power connection 3-466 V, 60 Hz
Full load arrq s
Iw
4.5 A
Starting€unent - direct
IA
26A
Startingcunent- scar -deli
IA
9A
Mlaximun power€armumption
P1
3.4hp
Rated motor power
P2
2.7 hp
Rated speed
n
1080rpm
Efficiency
rim
74
Powerfactor
Fluidtemperature
€as(p 0.8
T
37-104"F
mafc submersion
66ft
Insulation class
F
mhmswitching fTequency/h
15
min. switching break
min 3
Starting torque
M 37NM
UDffWUt of irertia
41.0112 kg/W
Momrbearings
1 grooved ball bearing,1 two -
row inclined ball bearing
U=Fhousing
ASTM A48 Vass 3SI40B
hiotarshaft
1.4021
Gear housing
ASTM A48 Gass 3*SA40B
Planetary gear
1.7131
Holknr gear
1.5216
Sun gear
17131
Dm a shaft
1.4462
Static seal
FPM
me€hairkal seal
SieASic
seal gear €hamber)prechamber FPM
seat geaFMaling chamber Sir,&c
seaing an matorside FPM
Propeller PUR
Gear canstructian type m 7-0 as per DIN 7SO1O Olio
54i; Sun and planetary gears
case hardened and sanded,
internal gear butt-jairted
Gear bearings Three needle bearing
(planetary), one two -row
inclined ball bearing and ane
grooved ball bearing (output
shaft)
Service life L{ap t 106004 operating hours, ISO
281
Last Revised
10/26/16
Burgin Engineering, Inc Anoxic Mixer 14ed �ft Qu�orsitlae R97

Sludge Decant Pump Calculation Phase I
Sludge Holding Decant Pump
Design Flow Rate Plant = 1,162 Gallons per day
n i. ai..,., o... - '�a on ­11-
Friction Loss In terms of equivalent length - feel of straight pipe
Actual
Ball
Long
Std tee
Swing
K
Actual
Inside
Valve -
90
radius 90
Std tee
-
Close
Check
Angle
Globe
Value
2-
Nominal
Inside
Diameter
Friction
Full
degree
or 45 std
thru
branch
return
Valve-
Valve-
Valve -full
Butterfly
3-way
2-way
WayPlug
size
Diameter
Feet
Factor
Open
elbow
elbow
Flow
Flow
bend
full open
full open
open
vallve
Plu Valve
Plu
Valve
.Lips
3
3.068
0.2556667
0.0111
2.04
7.67
4.09
5.11
15.3
12.8
25.5
38.4
86.9
11.5
0.32
4.545185
3" Pipe Dischar a Sin le
uF
�E2.56�8�
m 2Type
w
of fittin or Sh. Pipe
0
Len th of strai ht a
20
90 De Elbows
2
20.2
Gate Valves
0
0
Tees thru side Outlets
0
20.1
1 0
Tees thru flow
0
6.71
0
Check valves
0
33.6
0
Flowmeter
0
10
0
0
0
0
Total Eq. Length
40.2
Ctatir H-1 1 71
Calculation
of TDH at
various Flows
Flow
Static
Head
3" Pipe
Discharge
TDH
kVelocity
Loss/100'
20
18
0.07
0.00
18.0728
0.18
40
18
0.26
0.00
18.2623
0.65
60
18
0.56
0.00
18.5554
1.38
80
18
0.95
0.00
18.9456
2.35
100
18
1A3
0.00
19.4289
4.54
3.55
120
18
2.00
0.00
20.0021
5.45
4.98
140
18
2.66
0.00
20.6628
6.35
6.62
160
18
3.41
0.00
21.4089
7.26
8.48
180
18
4.24
0.00
22.2389
8.17
10.54
200
18
5.15
0.00
23.1511
9.08
12.81
Dia.
Length
C Factor
Flow
Headloss
Velocity
3
40.2
120
20
0.07
0.91
3
40.2
120
40
0.26
1.82
3
40.2
120
60
0.56
2.72
3
40.2
120
80
0.95
3.63
3
40.2
120
100
1.43
4.54
3
40.2
120
120
2.00
5.45
3
40.2
120
140
2.66
6.35
3
40.2
120
160
3.41
7.26
3
40.2
120
180
4.24
8.17
3
40.2
120
200
5.15
9.08
Pump
M3/hr
Curve
4.54
27
9.08
25.5
13.63
24
18.17
22.5
22.71
21.3
27.25
20.2
31.80
19
36.34
18.1
40.88
17.3
45.42
16.2
r iiiiiiitfl}*T.71R}1f}�R'!�Tl}}!'T'iiiii
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063 Sludge Holding Decant Pump Phase I
Perrorman ce curves
Submersible sewage pump FA 08.41E
Sludge Holding Pump
1.75 HP 3 phase
WiIo FA 08.41E
1740 RPM
Will use VFD and flow meter
*ftomd i0" due t R97

Aeration Calculation of Sludge Holding Basin
Sludge Holding Calculations
SH Volume = 28,951 Gallons
SH Detention Time = 28,951 = 24.79 Days = 594.8932 Hours
1,168
Sludge Holding Volume in CuFt = 28,951 = 3,870 Cu. Ft.
7.481
SH Aeration Rate Required 30 CFM/1000 Cu. Ft.
SH Aeration Required 116.10 SCFM
Total 116.10 SCFM use 120
Air Volume Required Ultimate = 120.00 CFM = 203.88 m3/hr
Use one blower capable of = 120.00 CFM
Sludge Holding Max. backpressure = 17.00 = 7.36 PSI (Maximum)
2.31
Number of Diffusers in Sludge Holding = 20 EDI PermaCap 5 Diffussers
Air Required per Diffusser = 120.00 = 6.00 CFM
= 20
1 2 9 d 5 6 7 B 9 iR 41 12 13 14 15
OJr%w, 'FMperdWvpvr
Drop Pipe Size =
Friction Loss per Drop =
Total Head on Sludge Holding Blower =
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
Pressure Loss Per
_ 10 inches
Diffuser inches water
Pressure Loss Per
= 0.36 PSI
Diffuser psi
Diffussers per drop =
10
Number of Drops =
2
Air Flow per Drop in
= 60.00 CFM
Aeration
Pipe Dia Area
4 Inch
4 12.5664
0.001 PSI
6 28.2744
Inch
8 50.2656
PSI
10 78.54
Inch
12 113.0976
PSI
16 201.0624
7.72 PSI =
531.9809 mbars
=
15.72027 inHg
EQ and Sludge Holding Kaiser
BB52C
Sludge Holding Aeration AAftaoed R9T

Pipe Flow Wizard 0.12
Pipe details
Aeration Calculation of Sludge Holding Basin
www.pipeflow.co.uk
r` Metric f*' Imperial
Internal roughness Pipe material
0.001811 inch steel
Internal diameter
6.G65 inch =* diam?
Len gth
200 ft 5
Elevation change
0.000 ft Rise
Flow J Vnlume at 0.0 psi g Compressed to
400 cu.fllmin 6.5007 psi g
Air 40'C (104'F) Entry flaw :
11 277.326 cu.flimin
Centistokes 1690004Ct Exit flaw :
279.089 cu.fUmin
Gas density kg nr3 1.626673 at 6.443 psi g
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
7/T/2016
Results (Find pressure)
Flow type
Turbulent
ReynokPs number
92208
Friction factor
0.019
Fluid velocity
23.038 ttfs
Pressure drug
0.053 I psi J
�Icalcuul�latlIepr��esslIuredrop II
JJJ�J
rigid pipe fttinccs
11
111�1
flf 71
stnd
bend
Iona
bend
nine
bend
elbow
45'
return
bend
MW
a
U;�Z
a
p
through
tee
branch
tee
strainer
reducer
(one size)
expander
(one size)
G _
lV
reduced
ball
full bore
check
swinq
check
wafer
check
lift
gate
valve
globe
valve
globe
angled
butterfly
stnd
other
W factor
FOO
1U0
100
100
100
valve %
open
Sludge Holding Aeration AAftewd ion ¢u4"'Mte R57

Phase I Permeate Pump
Permeate Rate 100,000.00 GPD
Permeate Rate 69.4444444 GPM @ 1440 Minutes
Permeate Rate 86.8055556 GPM @ 1152 Minutes allowing for relaxation
2 Inch Suction
Pipe Flow Wizard Y1.12 www.pipeflow.co.uk 613012015
Pipe details r Metric r Imperial Results (Find pressure)
Intern al rou gh nose
Pipe material
0001,311 inch
steel
Intern al diameter
z.o-o-o- inch
�{ tliam7
Length
20.o-o-o- It
4
Elevation change
o-.Ma R
FR--T---]
Fbw mj� Zj
21.7 gp-7;
W ater OR 20'C (63'F)
centistol,-
1.004000
4.998444
Relative tlensity
4 Inch Suction
Flow type
Turbulent
Reynods nurrl6er
34177
Friction factor
o-.025
Flu id velocity
2.216 fus
Pressu re drop
0.434 1 ft hd
tI C��alcuul�latlIepressure LL—il
JJ��J
rigid pipe fittings
stnd loop
Ig
Ibow
eturn
flexible nl
Flexible
I—
l I-
bentl
o I-
bentl
° -
15'
F -�
bend
F �
Bend
I7
4
a
or, V
L�u
shalner
a
recducere)
p
ne odorci,c)
Ieepgh
,
1 -
❑ -
Ones-z
(o
g -
L p
b 1
bell
ball
�
check
M
check
N
check
-W l
Barb
dupe�d
�+
full—
, 1-
-
o nlg-
ter
a 1-c
liftConnector
nfor
gale
globe
Ek
butterfly
other
a I
Thin wall tube
�ew�e
I" :
olve
° 1-
globe
ngletl
In IJ
slntl
to iJ
'H'faclor
o.00
Connector
to iJ
open
4CIear All
� OK
Pipe Flow Wizard v1.12 www.pipsflow.co.uk
U30./2016
rigid nine flttinas
flexible nines
Pipe details
Metric r. Imperial
Results (Find pressure)
Iii
W
Internal roughnss ePipe material
0 001811 Inch steel �
Flow type
Tu rhulent
stnd
boric!
���
Iona
bond
�
bon
° 1-
elbow
45'
u I-
return
bentl I-
o
Flexible
Bend
I-
Internal diameter
Reynolds number
4
a
�
Dm
pi
'
4.1- Inch
*
6792G
through
tee
branch
tee
strainer
educer
(qne ize7
xpander
(one
Loops
Length
FFldlon factor
Q -
1 -
g -
g -
slzel
0 -
ft
4.g21
Elevation Change
0.000 ft
rRise
Fluid velocity
2.1W Rfi
ball
r ducetl
ball
full bore
check
wln q
sAe.-I
check
water
check
lift
Barb
C�onnector
Fig. JJ
Pressuredrop
86.81 gplrFIJ 5,4
4.h39 R hd -
OWater
24'C (68'F]
Calculate pressure drop
gate
valve
globe
valveConnector
Thin wall tube
Centistkes
1.404444
g
4Rlative
density
0.99MM
� A21 J
-
104
4-inch Discharge
Pipe Flow Wizard d 12 www.pipeflow.co.uk
6.+3012016
rigid nine fittinass
Flexible pipes
Pipe details
C Metric c. Imperial
Results (Find pressure)
Internal roughness Pipe material
0.001s11 inch steel -
Flu. type
Turbulent
stnd
bend
fi I-
Iona
bend
g -
Di.e
bend
g I-
elbow
45.
g I-
return
bend
g I-
Flexible
Bend
lV
Intern al diameter
Reynolds numher
4
a
a;4
L;]
2
3.9% inch Q{ diam9
through
branch
strainer
,d,-r
evenler
Length
7o-
Friction factor
o- 021
tee
1 I-
tee
J
(one size)
" J
(one size)
J
Loops
J
" �
Elevation change
Fluid velocity
U MI) R
IR--�
2.221 Rls
ball
ball
b�ore
check
check
heck
lift
Barb
C�onnector
4I
Flow) Al
Pressuredrop
�reduced
IV -9
�full
1' T
�wing
IV -9
�wafer
IV
0 I-
IV l
36.81 gprrvdSA -
3.646 1 R hd -
:TE
LE
Water @ 20'C C68'F)
Hod
1l
M CalculatPpressuredrap I
gate
Iva
globe
Iva
globe
gletl
butterfly
bind
other
Wfoctor
Thin wall tube
Connector
Centistokes
Relarn,e de-ity
1.444444
0.99s4o-4
AD] a] Al
F7,fJ
0
F-3,
F I -
o.o 0
0
-9d —611
1o0 -
1o0 -
F7:-1
FT -
opvalveen%
Total Head 4.619 Feet
Burgin Engineering, Inc Phase I Permeate Pump AO-1 ed �- ¢a4a&W RqT

Permeate Pump
Permeate Rate t69.444444
00.00 GPD
Permeate Rate GPM @ 1440 Minutes
Permeate Rate 05556 GPM @ 1152 Minutes allowing for relaxation
4ULCAH12-Ql 7 0,1
2
1CCO
1
4ULCILM 21-0.1
01
4
17CO
2
VULCAN12-02
2
02
2
iow
VULCILM o6-0}i
3
1
1
17CO
VULGILM 12-Wl
1
2
17CO
VULCAN O8-DD2
6
2
1
iow
A
VULCAN 12-M
12
2
2
low
VULCAN 24-062
2A
2
d
IODO
5
VULCANo6-ow
6
3
1
17CO
VULCAN o&DD5
8
5
1
iow
5
YULGAN 12-M
12
5
2
1flDD
VULGM 24-0D5
2w
5
4
iow
4ULCILM %-om
6
6
1
1 DDo
7
VULGfLM 12-=
' 7
2
1 DDO
VULGfLM 24-0Di
24
1
d
1 DDO
VULCAN OD-012
6
12
1
iow
VULCAN 12-ON
12
6
2
low
D
11ULGAN 24-ON
24
9
4
DD6
VULCAN A9-DD1
a
1
8
BUD
4ULGM DA-m
A
24
1
9D6
4ULGAN OD-D19
6
16
1
9DG
4ULGAN OD-612
812
2
am
9
4ULCIW 12-048
12
8
2
am
4ULCAH 2i-oOd
2A
A
4
am
W LCA H jmw
48
2
D
5Do
VULCAN OA-034
A
34
1
iq)D
VULCAN oo-m
8
28
1
7DD
VULCAN oo-617
817
2
506
1 D
YULGAX 12-01A
12
14
2
6D6
VULCAN 24-0D7
24
7
4
5D6
VULCM 4&M
a
8
9
4W
VULCAN OH-M
6
A#1944
GPM 1
5D6
11
YULE 12-M
7
22
2
5D6
4ULGdM 2A-010
10
d
WD
4ULCA H !B-0oi5
48
5
n
9D6
VULCAN oA-11O
A
114
1
ADD
VULCAN oo-am
6
76
1
WD
12
VULCAN o&DSS
8
55
2
4W
VULCAN 12-M
12
38
2
4W
VULGAN 2A-019
2A
19
A
4W
VULCAN 49-61 O
a
10
8
9DD
4ULGU o8-115
6
115
1
350
4ULCAN 12-12A
12
12U
2
350
15
WULCANo6-210
8
210
1
3Co
WLGI11112-Z10
12
210
2
me
VULCAN o8-24A
L
I+ID
1
306
14
VULGAN oD-ADO
L
ADD
1
3D6
Burgin Engineering, Inc Permeate Pump 14ed �ft Qu�orsitlae R97

Membrane Air Calculation
Membrane Calculations
Membrane Volume = 13,129 Gallons
Membrane Detention Time = 13,129 = 0.13 Days = 3.150997 Hours
100,000
Membrane Volume in CuFt = 13,129 = 1,755 Cu. Ft.
7.481
Membrane Stacks 4 stacks Total Membranes 16
Oxic Aeration Rate Required 28.50 CFM/Memrane Stack
Oxic Aeration Required 114.00 SCFM
Total 114.00 SCFM use 114
Air Volume Required Ultimate = 114.00 CFM = 193.686 m3/hr
Use one blower capable of = 114.00 CFM
Oxic Max. backpressure = 17.00 = 7.36 PSI (Maximum)
2.31
0000 )er of Diffusers in membrane = 20
Air Required per Diffusser = 114.00 = 5.70 CFM
= 20
39.5'
3.50' Urethane
9 to 27 cfm
39.5'
3.50' EPUM
9 to 27 cfm
Diffuser L..Vk
Diffuser INet Adapter
!I�/
314' SS Nipple
Air Outlet Membrane
Flexible
(optional)
(Typical of Two) 5uppoM
Membrane
44
44 Pressure Loss Per =
Diffuser inches water
Peak
oesgo
Design
Active
oifluser Dimensions
Dry
Model
Airflow'
Airflow'
DWP'
Surface
.area Inches
Weight
3
3
1-HO
-HHO
ft2
I rZ ❑xL I DxL
Ihs
62x610
14
24
2-a
3-14
B-16
20-4
1.0
9.3 2.6 .14 66 x 610
2.4 1.07
6
15
26
2-9
3-IS
20.40
1.1
10,0 2.6 x 26 66 x 650
2.4 1.71
17
29
3-10
5-17
20-00
1.3
11.8 2.G z 30 00 x 762
2.9 1.32
3
39
3-14
S-24
111
20-46
1.7
1S.9 2.6 x 39 66 x 1003
3.8 1.72
22
37
4-13
7-22
23-38
1.3
11.6 3.7 x 20 95 x S02
3.0 1.36
34
50
7-20
12-34
23.43
2-0
18.3 3.7 x 30 95 x 762
4.5 2.04
91x1003"
44
74
9-27
15-46
9-19
2346
2.7
24.S 3.7 s 39 95.1003
.S 2.49
Drop Pipe Size = 2
Friction Loss per Drop = 0.015
Air Header = 4
Total Head on Sludge Holding Blower = 7.79
Pressure Loss Per =
Diffuser psi
Diffussers per drop = 5
11.4 inches
0.41 PSI
Number of Drops =
4
Air Flow per Drop in
= 28.50 CFM
Aeration
Pipe Dia Area
Inch
4 12.5664
PSI
6 28.2744
Inch
8 50.2656
PSI
10 78.54
Inch
12 113.0976
PSI
16 201.0624
PSI =
536.4253 mbars
=
15.8516 inHg
Oxic Blower Kaiser BB 69 C
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063 Oxic Blower Phase I 1%ed �ai ¢u��scittae �Cf�

Membrane Air Calculation
Pipe Flow Wizard v1.12 ww.v.pipetlow.co.uk
P1 f2015
Pipe details r Metric r. Imperial
Results (Find pressure)
Internal roughness Pipe material
Flow type
0.003219 Inch Neoprene +
Turbulent
Internaldiameter
number
1 — Inch tliam?
�Reynalds
1 22643
Length
Friction factor
o-.o-28
Elevatlon change
FluidvebcRy
�
0.666 ft Ircse J
1 14.694 ftIs
FbwJBI J Volume at 0.0 psi g Compressed to
Pressure drop
28.5 -I-
0.015 I psi
Air 20TCGS'F) p
Centmtokes 15.100000
E8�643 cu_Pomin
E fbw
M Calcutatepressuredrop
as
Gdensity kgrm'
1.541646
It
at . 7psi g In
I � y I 9 1 a] �
9
Pipe Flaw Wizard v1.12 www.pipeflow.co.uk
711/2016
Pipe details r' Memo r Imperal
Results {Find pressure}
Internal roughness Pipe material
Fbw type
0.p 03219 mch Neoprene +
Turbulent
Intern al diameter
Reynakfs number
d26g inch
41962
Length
Friction factor
2g It M?
0.p24
Elevation change
Fluid vebclty
�
0.000 R iR.e
12.430 fife
Fbw J J J Volume et p.d psi g Compressed to
Pressure drop
1u ea �py -I g
o-.o-g9 psi
Air 21'C(63'F) u
EM-ry cu.Nmin
0 Calculate pressuredrop
Centstokes
15.1 GgGgG
Ezd flow .
at 7�991c 9 in
,� I r--p 1 ,Gq 1 F�
Gas density kglm'
1 ffi{IS{10
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
rigid pipe fittinrys flexible pipes
IL 11L --A) k! n
stnd
bend
Iona
bend
bend
emow
45.
return
bend
Flexible
Bend
"I iiiia
I. iiiia
I. iiiia
I.
o I.
1 I.
4
P
�
a
LU
`hrough
branch
strainer
etlucer srpeain
one
(slzeJ (o sze)
L00 5
P
o-e I.
lee I.
a I.
a 114
I.
a I.
bolt ball deck e
tluced full bore
g I. 1 I. a I.
0
r
u I.
gate
v Iva
a
globe
Iva
globe
glad
butterfly
stnd
other
'N'fector
Thin Wdll tube
Conector n
gI_ d I_
F J
F�
o.00
FIE
1uo-
1uo-
1oc
1cc
yalye%
Oxic Blower Phase I *ftml d �" ¢u4sc'Md R57

Membranes
Avg Daily Flow
Anoxic 1
Anoxic II
Aerobic
U70 Membrane Modules
Membrane Quide Rail System
Base Flow Per ModuleFlow per module
Membrane Tank
Mixed Liquor
Sludge Age
Sludge Waste Rate
Sludge Holding
EQ
Total EQ, Anl, Aer, Anll, Membranes
Detention Time at Avg Daily Flow
Detention Time at Avg Daily Flow
Water Processed through Membrane
Membrane Type
Membrane Manufacturer
Membranes per Stack
Number of Aeration Boxes
Number of Membranes
Membrane Surface Area
Total Membrane Area
Simple Flux Rate
Membrane cycle time
Maximumum Daily Time ON
Actual Flux Rate During On Cycle
# of Air Boxes
Air required per membrane stack
Air Required Total for Membranes
Permeate Flow Rate Minimum
Design Permeate flow per pump
Design Permeate flow per pump
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
100,000.00 Gallons
% Volume
13.13% 13,129.16
13.13% 13,129.16
13.13% 13,129.16
16
4
6,250.00 GPD
13.13% 13,129.16
14,368.00 mg/L
41 Days
Gallons
Gallons
Gallons
Gallons
1.18% 1,182.00 GPD
28.95% 28,951.47 GPD
28.95%1 28,951.47
81,468.02 Gallons
0.81 Days
19.55 Hours
100,000.00 Gallons per day
U70-005
Sq. Ft.
Sq. Ft.
GPD*Sq. Ft.
On
Minutes
GPD*Sq. Ft.
ASCFM
ASCFM
GPM
GPM
GPD
6,250.00
Off
EA
193.69 m3/hr
19.7157 m3/hr
31.5703 m3/hr
A3-USA
4
4
16
812
12,992.00
7.70
8
1152
9.62
4
28.5
114
86.8055556
139
160,128
Membranes

CIP Chlorine Feed Calculations
Liquid Chemical Solutions
Concentration
(Ibs/ al)
Hydrochloric Acid - 18' Be (28%)
2.70
Hydrochloric Acid - 20' Be (31.5%)
3.00
Hydrochloric Acid - 22' Be (35.2%)
3.50
Sulfuric Acid - -66' Be (93.2%)
14.30
Sulfuric Acid - -60' Be (77.7%)
11.10
Sodium Hydroxide - 50' BE (50%)
6.40
Chlorine Bleach (1.0%)
0.08
Chlorine Bleach (2.0%)
0.17
Chlorine Bleach (5.25%)
0.44
Chlorine Bleach (10%)
0.84
Chlorine Bleach (12%)
1.00
A-20 Antiscalent
9.60
F-86 Coagulent
9.60
F-88 Coagulent
1 9.60
Liquid Feed Rate Calculation
Design Capacity of Membrane System 100,000.00 Gallons
Permeate Rate with Relaxation 86.81 GPM
STRENGTH OF FEED SOLUTION (%): 12 %
RATE OF FLOW TO BE TREATED (GPM) 86.81 GPM
DESIRED CONCENTRATION AFTER DILUTION mg/1): 500 mg/I
Formula
Feed Rate (gpd) = Dosage (mg/1) x Flow (gpm)
83.3 x Solution Concentration (Ibs/gal)
FEED RATE (GPD) 521.04175 GPD
FEED RATE (GPH) 21.71007292 GPH
FEED RATE (GPM) 0.361834549 GPM
Cleaning Solution per Membrane
90 Gallons
# of Membranes
12
Total Solution Requires
1080 Gallons
CIP Line Size Nominal
3 Inch
CIP Inside Diameter
3.042 Inch
CIP Inside Radius
1.521 Inch
CIP Line Cross Sectional Area
7.267906246 Sq. In.
CIP Line Cross Sectional Area
0.050471571 Sq. Ft.
CIP Line Length to Membranes
50 Feet
Cip Line Volume
2.523578558 Cu. Ft.
Cip Line Volume
18.87889119 Gallons
CIP Total Volume
1098.878891 Gallons
CIP Feed Pump Runtime
12.65908483 Minutes
Concentrated CIP Used per cleaning
4.580494244 Gallons
Burgin Engineering, Inc.
PO Box 1804
Irmo, Sc 29063
Page 1

Caustic Feed Calculations
Liquid Chemical Solutions
Concentration
(Ibs/ al)
Hydrochloric Acid - 18' Be (28%)
2.70
Hydrochloric Acid - 20' Be (31.5%)
3.00
Hydrochloric Acid - 22' Be (35.2%)
3.50
Sulfuric Acid - -66' Be (93.2%)
14.30
Sulfuric Acid - -60' Be (77.7%)
11.10
Sodium Hydroxide - 50' BE (50%)
6.40
Chlorine Bleach (1.0%)
0.08
Chlorine Bleach (2.0%)
0.17
Chlorine Bleach (5.25%)
0.44
Chlorine Bleach (10%)
0.84
Chlorine Bleach (12%)
1.00
A-20 Antiscalent
9.60
F-86 Coagulent
9.60
F-88 Coagulent
1 9.60
Liquid Feed Rate Calculation
Design Capacity of Membrane System 100,000.00 Gallons
Permeate Rate with Relaxation 86.81 GPM
STRENGTH OF FEED SOLUTION (%): 50 %
RATE OF FLOW TO BE TREATED (GPM) 86.81 GPM
DESIRED CONCENTRATION AFTER DILUTION mg/1): 500 mg/I
Formula
Feed Rate (gpd) = Dosage (mg/1) x Flow (gpm)
83.3 x Solution Concentration (Ibs/gal)
FEED RATE (GPD) 81.41277344 GPD
FEED RATE (GPH) 3.392198893 GPH
FEED RATE (GPM) 0.056536648 GPM
Burgin Engineering, Inc.
PO Box 1804
Irmo, Sc 29063
Page 1

Phosphorus Removal
(Expected Influent Total Phosphorus per day based on Metcalf Eddy Table 5-4 = 8 mg/I
TP Removed biologically 2.75 mg/I
Phosporus to be removed by Alum Addition 5.25 mg/I
Alum to P ratio 13 to 1
Daily Flow 0.1 MGD
Mixed liquuor ortho -P = 4.3785 Ib/d
Alum Required 56.9205 Ib/d
Expeted Ortho Removed 75.00%
Expected effluent phosphorus 1.3125 mg/I
Pounds of Dry Alum per Gallon 5.43 Ibs/gallon
Feedrate 10.4826 GPD
Last Revised
10/26/16
Burgin Engineering, Inc

Startup Water Volume
Design Flow
15,000.00
GPD
jDaily Sludge Production
177.30
GPD
Equalization Tank
ISludge Holding
Total Tank Height
20.00
Feet
Total Tank Height
20.00
Feet
Freeboard
16.00
Feet
Freeboard
16.00
Feet
SWD
4.00
Feet
SWD
4.00
Feet
Width
10.00
Feet
Width
10.00
Feet
Length
21.50
Feet
Length
21.50
Feet
Volume
860.00
Cu. Ft.
Volume
860.00
Cu. Ft.
Volume
6,433.66
Gallons
Volume
6,433.66
Gallons
Total cell Volume with Freeboard
4,300.00
Cu. Ft.
Total cell Volume with Freeboard
4,300.00
Cu. Ft.
Total cell Volume with Freeboard
32,168.30
Gallons
Total cell Volume with Freeboard
32,168.30
Gallons
% of Design Flow
42.89%1
Days of Sludge Storage
36.29
Days
Anoxic I
Anoxic II
Total Tank Height
20.00
Feet
Total Tank Height
20.00
Feet
Freeboard
20.00
Feet
Freeboard
13.00
Feet
SWD
0.00
Feet
SWD
7.00
Feet
Width
10.00
Feet
Width
10.00
Feet
Length
9.75
Feet
Length
9.75
Feet
Volume
0.00
Cu. Ft.
Volume
682.50
Cu. Ft.
Volume
0.00
Gallons
Volume
5,105.78
Gallons
Total cell Volume with Freeboard
1,950.00
Cu. Ft.
Total cell Volume with Freeboard
1,950.00
Cu. Ft.
Total cell Volume with Freeboard
14,587.95
Gallons
Total cell Volume with Freeboard
14,587.95
Gallons
% of Design Flow
0.00%
% of Design Flow
34.04%
Oxic
Membrane
Total Tank Height
20.00
Feet
Total Tank Height
20.00
Feet
Freeboard
20.00
Feet
Freeboard
13.00
Feet
SWD
0.00
Feet
SWD
7.00
Feet
Width
10.00
Feet
Width
10.00
Feet
Length
9.75
Feet
Length
9.75
Feet
Volume
0.00
Cu. Ft.
Volume
682.50
Cu. Ft.
Volume
0.00
Gallons
Volume
5,105.78
Gallons
Total cell Volume with Freeboard
1,950.00
Cu. Ft.
Total cell Volume with Freeboard
1,950.00
Cu. Ft.
Total cell Volume with Freeboard
I 14,587.95
Gallons
Total cell Volume with Freeboard
I 14,587.95
Gallons
% of Design Flow
1 0.00%
% of Design Flow
1 34.04%
Last Revised 10/26/16
Burgin Engineering, Inc.
PO Box 1804
Irmo, Sc 29063
r

Activated Sludge Waste Water Treatment Calculations - U.S. units
1. Aeration Tank Design (A. Design based on Volumetric Loading)
Instructions: Enter values in blue boxes. Spreadsheet calculates values in yellow boxes
Inputs
Calculations (based on Volumetric Loading)
Prim. Effl. Flow Rate, Q. =
15,000 GPD
Loading per day
_pounds /
Prim. Effl. Flow Rate, Q, _
_ MGD
Aeration tank volume, V =
ff3
M
Prim. Effl. BOD, So =
275 mg/L
Aeration tank vol. VMG =
MG
Aeration tank vol. VG =
jjjj,258 Gallons
Aeration tank MLSS, X =
14,957 mg/L
Check on other design parameters:
Design Vol. Loading, VIL =
80
Aeration tank HRT =
q2.07 hr
(lb BOD/day/1000 ft')
Aeration tank F: M =
0.0131
% volatile MLSS, %VOI =
SO%
(Ib BOD/day/lb MLVSS)
Aeration tank F:M =
(lb BOD/day/lb MLSS)
Equations used for Calculations:
V = [ (8.34*S,*Q,)NL ](1000)
VMG V*7.48/1,000,000
HRT = 24*VMG/Q,
F:M = (8.34*S,*Q,)/(8.34*%VOI*X*VMG)
A note on unit conversions:
(8.34)*(mg/L) = Ib/MG
Thus, lb/day of Boo or TSS, for known
conc in mg/L and flow rate in MGD
can be calculated from:
(8.34)*(mg/L)*(MGD) = lb/day
B. Aeration Tank Design based on hydraulic loading
Instructions: Enter values in blue boxes. Spreadsheet calculates values in yellow boxes
Inputs Calculations (based on Hydraulic Loading)
Prim. Effl. Flow Rate, Qo =
_
MGD
Prim. Effl. BOD, S. =
275
mg/L
Aeration tank MLSS, X -
q,g57
mg/L
Aeration tank HRT =
5.5
hr
% volatile MLSS, %VOI =
SO%
Aeration tank vol. VMG = 0.003 MG
Aeration tank volume, V = 464 fl3
Check on other design parameters:
Vol. Loading, VL =
74 2
(lb BOD/day/1000 ft3)
Aeration tank F:M =
0.10
(Ib BOD/day/lb MLVSS)
C. Aeration Tank Design based on F:M ratio
Instructions: Enter values in blue boxes. Spreadsheet calculates values in yellow boxes
Inputs Calculations (based on F:M ratio)
Prim. Effl. Flow Rate, Q. =
0.0150 M.-
Prim. Effl. BOD, So =
275 mg/L
Aeration tank MLSS, X =
14,957 mg/L
Design Aer. tank F:M =
0.07
(lb BOD/day/lb MLVSS)
% volatile MLSS, %Vol =
=
Aeration tank vol. VMG = 0.00492483 MG
Aeration tank volume, V = 665 fl3
Check on other design parameters:
Vol. Loading, VL =
51.8
(Ib BOD/day/1000 ft3)
Aeration tank HRT =
7.g hr

(Oxygen Requirement/Blower Calculations)
Instructions: Enter values in blue boxes. Spreadsheet calculates values in yellow boxes
A. Oxygen Requirement/Blower Specifications (BOD Removal Only)
Inputs
Sec. Effl. BOD, Se =
mg/L
Design ww Flow Rate, Qo =
0.005
MGD
Design increase factor for
Oxygen transfer rate
Prim. Effl. BOD, So =
275
mg/L
Calculations
02 Transfer Effic., OTE =
5.0%
lb BOD removed/day =
11
lb/day
(from diffuser mfr or vendor)
Design Air Temperature =
60
OF
02 req'd per day =
20
lb/day
Design Atm Pressure =
14.7
psi
Design 02 Transfer Rate =
Ib/hr
Press drop across diffuser:
p
12.0
in H2O
Design Air Density,
g Y Pair =
0.0764
Ib/ft a
(from diffuser mfr or vendor)
Depth of diffuser =
6.0
ft
Design Air Flow Rate, Qair =
28
cfm
Blower efficiency, it =
70%
Blower outlet press, PB2 =
17.7
psi
Sludge ret. time, SRT =
37
days
Blower Horsepower, HP =
0.5
hp
B. Oxygen Requirement/Blower Specifications (BOD Removal and Nitrification)
Input
Influent TKN, TKNo = 35 g/m' Effl NH4-N conc, Ne = 0.50 g/m'
Activated Sludge Kinetic Coefficients (See Typical Values in Table at right):
Synth. Yield coeff., Y =
Endog. decay coeff., kd =
Synthesis yield coeff, Yn =
(for nitrification)
Endog. decay coeff., kdn
0.4 lb VSS/lb bCOD
0.12 lb VSS/d/lb VSS
0.12 lb VSS/lb NH4-N
0.08 lb VSS/d/lb VSS
Temp coeff, 0, for kd
Resid. biomass fract., fd = 0.15
Temp coeff, 0, for kdn
(for nitrification)
Temperature of WW = 61 °F
Assumed Value, NO. = 30.1 mg/L (start with TKNo - Ne as the assumed value)

Calculations
kd at WW temperature =
kdr, at WW temperature =
Biomass
0.103 lb VSS/d/lb VSS VSS wasted, Px,bio =
0.069 lb VSS/d/lb VSS Nitrogen oxidized, NOx
Diff. between Assumed
& Calculated, ANOx =
0.0
lb/day
mg/L
mg/L

Anoxic
Denitrification
Summer
Number of Trains =
Influent nitrate to basin =
Effluent nitrate from basin =
MLVSS =
Water Temperature as C =
Water Temperature as F =
Dissolved oxygen =
UDN (20°) =
Denitrification rate, U'DN =
Residence time, 6 =
Residence time, 6 =
Treatment Plant Flow =
Treatment Plant Flow per Train =
1
mg/I
mg/I
mg/I
degrees C
degress F
mg/I
day
day
day
hours
GPD
GPD
60
0.1
14957
21.1
69.98
0.5
0.1
0.0549717
0.07285228
1.74845484
15,000.00
15,000.00
Minimun Volume Anoxic Reactor = 1 1,092.781Gallons
Winter
Influent nitrate to basin =
Effluent nitrate from basin =
MLVSS =
Water Temperature as C =
Water Temperature as F =
Dissolved oxygen =
UDN (20°) =
Denitrification rate, U'DN =
Residence time, 0 =
Residence time, 0 =
Treatment Plant Flow =
60
mg/I
mg/I
mg/I
degrees C
degress F
mg/I
day
day
day
hours
GPD
1
14957
10
50
0.1
0.1
0.03801697
0.10376001
2.49024014
15,000.00
Treatment Plant Flow per Train = I 15,000.00 GPD
Minimun Volume Anoxic Reactor = 1 1.556.40 1 Gallons
Anoxic Tank Volume Used = 1 5,105.78 Gallons
Retention Time Anoxic = HRT 1 8.169248 Hours
Burgin Engineering, Inc.
PO Box 1804 Last Revised
Irmo, SC 29063 Startup Anoxic 10/26/16

Stateside WWTP
Specifications
April 15, 2015
Revised October 26, 2016
Prepared for:
Old North State Water Company
P.O. Box 67o
Bailey, NC 27807
M.
10/2?/15
Prepared By
M AM
0000000
000
Burgin Engineering Inc.
P.O. BOX 1804
IRMO, S.C. 29063-1894
[phone]

Table of Contents
Section Subject
2110
Site Clearing
2202
Earthwork
2205
Footing Excavation
2211
Shoring and Bracing
2221
Trenching, Backfilling and Compacting for Utility Systems
2260
Fine Grading
2280
Erosion and Sediment
2741
PVC Ball and Check Valves
2742
Sch 80 PVC Pipe
2743
PVC Pipe Sewer Forcemain
2744
Gate Valves - Matco-Norca 200 Series
2745
Process Piping - Ductile Iron Pipe
2746
Chemical Feed Tubing
2900
Grassing
2910
Fencing
3202
Infiltration Earthwork
3300
Cast -in -place Concrete
5040
Miscellaneous Iron and Steel Specifications
5041
Stainless Steel Grade 316 Specification
5126
Steel Sewage Tankage Plant
5350
Handrails, Ladders and Signs
9901
Blower Check Valves, pressure gauges and silencers
9902
Air Flow Meter IFM SD2001
9902A
Air Flow Meter CDI 5400
9903
Blower Butterfly Valves
9904
Flow Meter
9905
Sewer Pressure Gages
9906
Sewer Check Valves
9907
Sewer Gate Valves
10050
Contec Fine Screen
10200
Equalization Blower
10205
Equalization Air Diffuser System
10210
Equalization Jockey Pump
10500
Anoxic Pumps
10600
Oxic Blower
10601
Oxic Air Diffuser System
11200
Mixer
11300
Blue Box
11700
Eyewash
11800
Membranes
11900
Turbidity Meter
12400
Micro C
12500
Permeate Pumps

SECTION 02110
SITE CLEARING
PART1GENERAL
1.01 SCOPE
A. The work under this section includes the clearing of lands within the areas shown on plans where
features of the work require clearing and the selective thinning of shrubs, trees, bushes and
undergrowth.
PART 2PRODUCTS - NOT USED
PART 3 EXECUTION
3.01 CLEARING
A. Clearing of every description shall be done under the broad interpretation of these specifications
with regard for the necessary access to the land for the construction of the items shown and
located on the construction plans.
1. Clearing shall consist of the felling and cutting up, or the trimming of trees, and the
satisfactory disposal of the trees and other vegetation from the site, together with the down
timber, snags, brush and rubbish occurring within the areas to be cleared.
2. All stumps, roots and brush in areas to be cleared shall be cut off below the original ground
surface. Individual trees and groups of trees designated to be left standing within the cleared
areas, shall be trimmed of all branches to such heights and in such manner as may be
necessary to prevent interference with the construction operations, or as directed by the
Engineer.
3. All limbs and branches required to be trimmed shall be neatly cut close to the bole of the tree
or to main branches, and the cuts thus made shall be painted with an approved tree -wound
paint. Individual trees, groups of trees, and other vegetation to be left standing, shall be
thoroughly protected from damage incident to construction operations by the erection of
barriers, or by such other means as the circumstances require.
4. Clearing operations shall be conducted so as to prevent damage by falling trees to trees left
standing, to existing structures and installations, and so as to provide for the safety of
employees and others.
3.02 GRUBBING
A. Grubbing shall consist of the removal and disposal of all stumps, roots and matted roots from the
site within the construction limits, or as directed by the Engineer.
1. In foundation areas and paved areas, stumps, roots, logs or other timber, matted roots, and
other debris not suitable for foundation purposes shall be excavated and removed to a depth
not less than 18 inches below any subgrade, shoulder, or slope.
2. All depressions excavated below the original ground surface for or by the removal of stumps
and roots, shall be refilled with suitable material and compacted to make the surface conform
to the surrounding ground surface.
3.03 DISPOSAL OF WASTE MATERIALS
A. All vegetation, roots, brush, sod, rubbish and other unsuitable or surplus materials stripped or
removed from the limits of construction, shall be removed from the project site.
1. Surplus material from excavations not required for filling, or backfilling, shall be wasted, as
directed by the Engineer, at no additional expense to the Owner.
2. When approved by the Engineer, burning can be done at such a location and in such a
manner that will meet local and other fire regulations.
3. Disposal by burning shall be kept under constant attendance until fires have burned out.
a. Burning will not be allowed without proper permitting.
3.03 MEASUREMENT AND PAYMENT
A. All costs for work under this section shall be included in the costs for the items which require the
clearing and grubbing.
END OF SECTION

SECTION 02202
EARTHWORK
PART 1 - GENERAL
1.01 SECTION INCLUDES
A. Work shall include excavation and backfill for parking structure and site.
1.02 REFERENCES
A. ASTM D698 Test Methods for Moisture -Density Relations of Soils and Soil -Aggregate
Mixtures, Using 5.5 lb (2.49 Kg) Rammer and 12 inch (304.8 mm) Drop.
B. ASTM D1556 Standard Test Method for Density of Soil in Place by the Sand -Cone Method.
C. ASTM D2487 Standard Test Method for Classification of Soils for Engineering Purposes.
D. ASTM D1557 Test Methods for Moisture -Density Relations of Soils and Soil -Aggregate
Mixtures Using 10 lb (4.54 Kg) Rammer and 18 inch (457 mm) Drop.
E. ASTM D2167 Standard Test Method for Density and Unit Weight of Soil in Place by the
Rubber Balloon Method.
F. ASTM D2922 Standard Test Methods for Density of Soil and Soil -Aggregate in Place by
Nuclear Methods (Shallow Method).
1.03 RELATED DOCUMENTS
A. Section 02221 - Trenching, Backfilling and Compacting for Utility Systems
1.04 DEFINITION
A. "Excavation" consists of removal of material encountered to subgrade elevations indicated and
subsequent disposal or stockpiling of materials removed.
1.05 QUALITY ASSURANCE
A. Testing and Inspection Service: Owner will engage soil testing and inspection service for
quality control testing during earthwork operations.
1.06 JOB CONDITIONS
A. Site Information:
1. Data on indicated subsurface conditions are not intended as representations or warranties
of accuracy or continuity between soil borings. It is expressly understood that Owner will
not be responsible for interpretations or conclusions drawn there from by Contractor. Data
will be made available for convenience of Contractor upon request.
2. Additional test borings and other exploratory operations may be made by Contractor at no
cost to Owner.
B. Existing Utilities:(See Section - 02221)
C. Use of Explosives: The use of explosives is not permitted.
1

D. Protection of Persons and Property:
1. Barricade open excavations occurring as part of this work and post with warning lights.
2. Operate warning lights as recommended by authorities having jurisdiction.
3. Protect structures, utilities, sidewalks, pavements and other facilities from damage caused
by settlement, lateral movement, undermining, washout and other hazardous created by
earthwork operations.
PART 2 - MATERIALS
2.01 SOIL MATERIALS
A. Definitions:
1. Satisfactory soil materials are defined as those complying with ASTM D-2487 soil
classification groups GW, GP, GM, SM, SW and SP.
2. Unsatisfactory soil materials are defined as those complying with ASTM D-2487 soil
classification groups GC, ML, MH, CL, CH, OL, OH and PT.
3. Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel,
crushed stone, crushed slag, natural or crushed sand.
4. Drainage Fill: Crushed stone.
5. Backfill and Fill Materials: Satisfactory soil materials free of clay, rock or gravel larger than
2" in any dimension, debris, waste, frozen materials, vegetable and other deleterious
matter.
PART 3 - EXECUTION
3.01 EXCAVATION
A. Excavation is Unclassified, and includes excavation to subgrade elevations indicated,
regardless of character of materials and obstructions encountered.
B. Unauthorized Excavation:
1. Removal of materials beyond indicated subgrade elevations or dimensions without specific
direction of the Architect/Engineer. Unauthorized excavation, as well as remedial work
directed by the Architect/Engineer, shall be at Contractor's expense.
2. Under footings, foundation bases, or retaining walls, fill unauthorized excavation by
extending indicated bottom elevation of footing or base to excavation bottom, without
altering required top elevation. Lean concrete fill may be used to bring elevations to proper
position, when acceptable to Architect/Engineer.
3. Elsewhere backfill and compact unauthorized excavations as specified for authorized
excavations of same classification, unless otherwise directed by Architect/Engineer.
C. Additional Excavation:
1. When excavation has reached subgrade elevations, notify the Architect/Engineer who will
make an inspection of conditions.
2. If unsuitable bearing materials are encountered at required subgrade elevations, carry
excavations deeper and replace excavated material as directed by the Architect/Engineer.
3. Removal of unsuitable material and its replacement as directed will be paid on basis of
contract conditions relative to changes in work.
D. Stability of Excavations:
1. Slope sides of excavations to comply with local codes and ordinances having jurisdiction.
Shore and brace where sloping is not possible because of space restrictions or stability of
material excavated.
2. Maintain sides and slopes of excavations in safe condition until completion of backfilling.

E. Shoring and Bracing: (See Section - 02210)
F. Dewatering:
1. Prevent surface water and subsurface or ground water from flowing into excavations and
from flooding project site and surrounding area.
2. Do not allow water to accumulate in excavations. Remove water to prevent softening of
foundation bottoms, undercutting footings, and soil changes detrimental to stability of
subgrades and foundations. Provide and maintain pumps, well points, sumps, suction and
discharge lines, and other dewatering system components necessary to convey water
away from excavations.
3. Establish and maintain temporary drainage ditches and other diversions outside ex-
cavation limits to convey rain water and water removed from excavations to collecting or
run-off areas. Do not use trench excavations as temporary drainage ditches.
G. Material Storage:
1. Stockpile satisfactory excavated materials. Place, grade and shape stockpiles for proper
drainage.
2. Locate and retain soil materials away from edge of excavations.
3. Dispose of excess soil material and waste materials as herein specified.
H. Excavation for Structures:
1. Conform to elevations and dimensions shown within a tolerance of plus or minus 0.10', and
extending a sufficient distance from foundations to permit placing and removal of concrete
formwork, installation of service, other construction, and for inspection.
2. Take care not to disturb bottom of excavation. Excavate by hand to final grade just before
concrete reinforcement is placed. Trim bottoms to required lines and grades to leave solid
base to receive other work.
Excavation for Pavements: Cut surface under pavements to comply with cross -sections,
elevations and grades as shown.
Basin Excavation: The infiltration basins shall be excavated to the cross section as shown in
the detail. The basins are design to be 11.5 feet in depth from bottom of basin to top of dam. If
the bottom foot of excavation is in a clay soil, then the contractor shall excavate until the entire
clay layer is removed. The basin shall be returned to the cross section as shown on the detail
by utilizing clean uniform sand. Fill material shall have an effective size of 0.15 to 0.25 mm,
uniformity coefficient of <2, dust content of < 10% and a hydraulic conductivity of 10 ft/day. The
basins shall excavated using an excavator or large track backhoe that will not have to operate
from the bottom of the basin. The equipment must remain on the original surface so that no
compaction will take place along the bottom of the basin. When the final elevation is reached
the contractor shall scarify the bottom with the bucket to make sure the bottom is not left
compacted.
K. Cold Weather Protection: Protect excavation bottoms against freezing when atmospheric
temperature is less than 350F (10C).
3.02 COMPACTION
A. General: Control soil compaction during construction providing minimum percentage of density
specified for each area classification indicated below.
B. Percentage of Maximum Density Requirements:
1. Compact soil to not less than the following percentages of maximum density for soils which
exhibit a well-defined moisture density relationship (cohesive soils) and not less than the

following percentages of relative density, for soils which will not exhibit a well-defined
moisture- density relationship (cohesionless soils).
a. Structures, Building Slabs and Steps, Pavements: Compact top 12" of subgrade and
each layer of backfill or fill material at 95% relative density for cohesionless
material.(ASTM D 698).
b. Lawn or Unpaved Areas: Compact top 6" of subgrade and each layer of backfill or fill
material at 90% relative density for cohesionless soils.(ASTM D 698).
c. Walkways: Compact top 6" of subgrade and each layer of backfill or fill material at
95% relative density for cohesionless material. (ASTM D 698).
d. Pavement: Compact top 6" of subgrade and each layer of backfill or fill material at
98% relative density for cohesionless material. (ASTM D 1557).
C. Moisture Control:
1. Where subgrade or layer of soil material must be moisture conditioned before compaction,
uniformly apply water to surface of subgrade, or layer of soil material. Apply water in
manner to prevent free water appearing on surface during or subsequent to compaction
operations. Remove and replace, or scarify and air dry, soil material that is too wet to
permit compaction to specified density.
2. Soil material that has been removed because it is too wet to permit compaction may be
stockpiled or spread and allowed to dry. Assist drying by disking, harrowing or pulverizing
until moisture content is reduced to a satisfactory value.
D. Proof Rolling: After stripping superficial topsoils and vegetation the base of excavation should
be proof rolled (compacted) prior to placement of backfill soil to develop final subgrade
elevations. Proof rolling should be performed with a loaded tandem -wheeled dump truck (20 to
30 tons). For the first level subgrade, proof rolling requirements will be field determined by the
on -site Architect/Engineer.
3.03 BACKFILL AND FILL
A. Place acceptable soil material in layers to required subgrade elevations, for each area
classification listed below.
1. In excavation use satisfactory excavated or borrow material.
2. Under grassed areas, use satisfactory excavated or borrow material.
3. Under walks and pavements, use satisfactory excavated or borrow material, or com-
bination of both.
4. Under building slabs, use drainage fill material.
5. Behind retaining walls, use satisfactory borrow material.
B. Backfill excavations as promptly as work permits, but not until completion of the following:
1. Acceptance of construction below finish grade.
2. Inspection, testing, approval, and recording locations of underground utilities.
3. Removal of concrete formwork and after concrete has reached design strength.
4. Removal of trash and debris.
C. Ground Surface Preparation:
1. Remove vegetation, debris, unsatisfactory soil materials, obstructions, and deleterious
materials from ground surface prior to placement of fills. Plow, strip, or break-up sloped
surfaces steeper than 1 vertical to 4 horizontal so that fill material will bond with existing
surface.
2. When existing ground surface has a density less than that specified under "Compaction"
for particular area classification, break up ground surface, pulverize, moisture -condition to
optimum moisture content, and compact to required depth and percentage of maximum
density.

D. Placement and Compaction:
1. Place backfill and fill materials in layers not more than 6" in loose depth for material
compacted by heavy compaction equipment, and not more than 4" in loose depth for
material compacted by hand -operated tampers.
2. Before compaction, moisten or aerate each layer as necessary to provide optimum
moisture content. Compact each layer to required percentage of maximum dry density or
relative dry density for each area classification. Do not place backfill or fill material on
surfaces that are muddy, frozen, or contain frost or ice.
3. Place backfill and fill materials evenly adjacent to structures, piping or conduit to required
elevations. Take care to prevent wedging action of backfill against structures.
3.04 GRADING
A. General: Uniformly grade areas within limits of grading under this section, including adjacent
transition areas. Smooth finished surface within specified tolerances, compact with uniform
levels or slopes between points where elevations are indicated, or between such points and
existing grades.
B. Grading Outside Building Lines:
1. Grade areas adjacent to building lines to drain away from structures and to prevent
ponding. Finish surfaces free from irregular surface changes, and as follows:
a. Lawn or Landscaped Areas: Finish areas to receive topsoil to within not more than
0.10' above or below required subgrade elevations.
b. Walks: Shape surface of areas under walks to line, grade and cross-section, with
finish surface not more than 0.10' above or below required subgrade elevation.
c. Pavements: Shape surface of areas under pavement to line, grade and cross-section,
with finished surface not more than 1/2" above or below required subgrade elevation.
C. Grading Surface of Fill under Building Slabs: Grade smooth and even, free of voids,
compacted as specified, and to required elevation. Provide final grades within a tolerance of
1/2" when tested with a 10' straightedge.
D. Compaction: After grading, compact subgrade surfaces to the depth and indicated percentage
of maximum or relative density for each area classification.
3.05 BUILDING SLAB DRAINAGE COURSE
A. General: Drainage course consists of placement of drainage fill material, in layers of indicated
thickness, over subgrade surface to support concrete building slabs.
B. Placing:
1. Place drainage fill material on prepared subgrade in layers of uniform thickness,
conforming to indicated cross -sections and thickness. Maintain optimum moisture content
for compacting material during placement operations.
2. When a compacted drainage course is shown to be 6" thick or less, place material in a
single layer.
3.06 FIELD QUALITY CONTROL
A. Quality Control Testing During Construction: Allow testing service to inspect and approve
subgrades and fill layers before further construction work is performed. The owners testing
service will perform tests as follows:

1. Field density tests in accordance with ASTM D 1556 (sand cone method) or ASTM D 2167
(rubber balloon method), and ASTM D 2922 (nuclear method), as applicable.
2. Foundation Subgrade: For each strata of soil on which footings will be placed, at least one
test to verify required design bearing capacities. Subsequent verification and approval of
each footing subgrade may be based on a visual comparison of each subgrade with
related tested strata, when acceptable to Architect/Engineer.
3. Paved Areas and Building Slab Subgrade: Make at least one field density test of subgrade
for every 2000 sq. ft. of paved area or building slab, but in no case less than 3 tests. In
each compacted fill layer, one field density test for every 2000 sq. ft. of overlaying building
slab or paved area, but in no case less than 3 tests.
4. Foundation Wall Backfill: Take 2 field density tests every 50 linear feet, at locations and
elevations as directed.
B. If in opinion of Architect/Engineer, based on testing service reports and inspection, subgrade or
fills which have been placed are below specified density, provide additional compaction and
testing at no additional expense to Owner.
3.07 MAINTENANCE
A. Protection of Graded Areas:
1. Protect newly graded areas from traffic and erosion. Keep free of trash and debris.
2. Repair and re-establish grades in settled, eroded, and rutted areas to specific tolerances.
B. Reconditioning Compacted Areas: Where completed compacted areas are disturbed by sub-
sequent construction operations or adverse weather, scarify surface, re -shape, and compact to
required density prior to further construction.
C. Settling: Where settling is measurable or observable at excavated areas during general
project warranty period, remove surface (pavement, lawn or other finish), add backfill material,
compact, and replace surface treatment. Restore appearance, quality, and condition of
surface or finish to match adjacent work, and eliminate evidence of restoration to greatest
extent possible.
3.08 DISPOSAL OF WASTE MATERIALS
A. Removal from Owner's Property: Remove waste materials, including unacceptable excavated
material, trash and debris, and dispose of it off Owner's property.
END OF SECTION

SECTION 02205
FOOTING EXCAVATION
PART 1 - GENERAL
1.01 SCOPE: The work consists of providing excavation for spread footings and wall footings, and
inspection of excavation.
1.02 EXCAVATION: Filling, backfilling, compaction, shoring and bracing shall be in accordance with
Section 02202, EARTHWORK.
A. Unsuitable Bearing: Where suitable soil bearing is not encountered at the elevations shown on
the drawings, the Engineer may direct in writing that the excavation be carried to elevations below
those shown on the drawings or submit a footing design for a lower soil pressure.
B. Unauthorized Excavation below the elevations or beyond other required limits indicated on the
drawings or specified shall be remedied at the Contractor's expense by increasing the depth of
walls, piers and footings as directed. Backfilling under concrete footings will not be permitted.
C. Clearance: Excavation shall extend a sufficient distance from footings to allow for placing and
removal of forms and for inspections, except where the concrete for footings is to be placed
directly against excavated surfaces. Undercutting will not be permitted.
1.03 INSPECTION:
A. Footing excavation inspections shall be performed by the Construction Manager.
B. Each and every column footing excavation shall be inspected and recorded.
C. Wall footing excavation shall be inspected, tested and recorded at 30 foot intervals.
D. Prior to, and on the same day, as concrete placement, the Construction Manager shall legibly
indicate on a form the following:
1. Date of inspection.
2. Location of excavation.
3. Actual ascertained bearing capacity.
4. Actual bottom elevation.
5. Actual plan: dimensions at bottom of excavation.
6. Verification of rebar placement, size, quantity, and spacing in accordance with contract
criteria.
7. Bottom of excavation to be free of debris and rubble.
8. Overall acceptance of the excavation to receive concrete placement.
9. Date of concrete placement.
E. At least seven days prior to this start of footing excavation, the Contractor shall arrange for a
meeting with his Project Superintendent and the Construction Manager to review the above
inspection procedures.
F. Copies of the hand -entered inspection forms shall be maintained on site by the Project
Superintendent.
G. Upon completion of all footing excavation work, the Construction Manager shall prepare a final
typewritten report of all data. Submit two copies to the Contractor and three copies to the Engineer
for file.
Page 11

1.04 DEWATERING: The Contractor shall provide, maintain and operate sufficient pumping
equipment of the proper capacity to keep the excavations free from water during construction. If
soft spots occur in excavated areas as a result of improper maintenance, the Contractor shall
remove the unsuitable material and increase the depth of the construction at his own expense.
1.05 SPECIAL SOIL PREPARATION for column footings and wall footings located in demucked area
as indicated on structural drawings.
A. Overexcavate below bottom of footing. Width of overexcavation shall be width of footing. Depth of
overexcavation will be determined in the field.
B. Place 6 inches of #57 stone at bottom of footing. Compact well with whacker -packer type
mechanical tamper.
C. Backfill over the #57 stone with D.O.T. approved crusher run base course stone.
D. Compact crusher run stone within ±3% its optimum moisture content. Compact to a minimum of
98% of the maximum dry density as determined by the Modified Proctor Compaction Test
(ASTM D1557). Compact in 6 inch lifts.
E. Crusher run stone will be inspected and tested by independent testing laboratory.
1.06 CONCRETE: All concreting, forming, reinforcing, etc., shall be carried out under Division 3,
CONCRETE.
1.07 FILLING AND BACKFILLING: All forms below grade will be removed and the excavation shall
be cleaned of all waste materials and debris. Excavations shall be backfilled as soon as possible,
but not until concrete has gained enough strength to resist backfilling operations. Backfill for free-
standing structures shall be placed on opposite sides at the same time to approximately the same
elevations. Provisions shall be made against any wedge action and slopes bounding or within the
areas to be backfilled shall be stepped if necessary to prevent wedge action. Backfill shall be as
specified under Section 02202, EARTHWORK.
END OF SECTION
Page 12

SECTION 02211
SHORING AND BRACING
PART 1 - GENERAL
1.01 QUALIFICATION
A. Work under this Section shall be performed by a firm experienced and competent in shoring and
bracing. Such firm shall present evidence to the Architect that is has successfully accomplished
shoring and bracing under similar conditions on projects of similar magnitude.
1.02 COORDINATION
A. Contractor shall coordinate the work of this Section with related Earthwork and Footing
Excavations to the extent that work shall be accomplished safely and in proper sequence.
1.03 RESPONSIBILITY
A. Excavation adjacent to and around existing streets shall be performed in such a manner as to
avoid horizontal or vertical movement or loss or undermining of ground. Any damage to existing
adjacent structures or streets because of work under this Section shall be corrected by Contractor
at no additional cost to the Owner.
1.04 SUBSURFACE SOIL DATA
A. Subsurface investigations have been made at the project site and the results are available for
inspection in the Architect's office. The information was obtained for use in preparing the
foundation design, but the Contractor may draw his own conclusions therefrom. No responsibility
is assumed by the Architect or Owner for subsoil quality or conditions other than at the locations,
and at the time the exploration was made. No claim for extra compensation or for extension of
time will be allowed on account of subsurface conditions inconsistent with the data shown, except
as provided elsewhere herein.
PART 2 - PRODUCTS
2.01 SHORING AND BRACING
A. Shoring and bracing shall be constructed of sound material, accurately placed and securely
braced.
2.02 PROVIDE SHORING
A. Provide shoring, including soldier beams and wood lagging, steel sheeting, or other protective
measures, as may be necessary to protect at all times adjacent structures, facilities and utilities.
Submit to the Architect for examination, design drawings for protective measures, complete with
calculations, prior to starting work. The Contractor shall assume the entire responsibility for the
adequacy of the design, installation and effectiveness of all shoring and protective methods
utilized and shall make good, at his expense, damage resulting from failure to take adequate
measures for protection of persons and adjacent property (including but not limited to land,
structures, facilities, pavement, utilities and grades). Remove shoring when no longer required,
unless otherwise approved.
Page 1

2.03 PRIOR TO INSTALLATION
A. Prior to installation, the Contractor shall make every effort to determine the presence of existing
underground conditions not indicated. If unknown services or obstructions are discovered, the
Contractor shall notify the Architect before proceeding.
END OF SECTION
Page 2

SECTION 02221
TRENCHING, BACKFILLING AND COMPACTING FOR UTILITY SYSTEMS
PART 1 - GENERAL
1.01 SECTION INCLUDES
A. Excavating, preparation of pipe laying surface, pipe bedding, backfilling, compaction, and surface
restoration for utility systems.
B. Excavation of Mechanical/Electrical Work: Excavation and backfill required in conjunction with
underground mechanical and electrical utilities, and buried mechanical and electrical
appurtenances is included as work of this section.
1.02 REFERENCES
A. American Society for Testing and Materials (ASTM)
1.
ASTM D422
Particle - size Analysis of Soils
2.
ASTM D698
Moisture - Density Relations of Soils and Soil - Aggregate mixtures using
5.5 lb. Rammer and 12 inch Drop.
3.
ASTM D1556
Density of soil in place by the Sand - Cone Method
4.
ASTM D2167
Density and Unit Weight of soil in place by the Rubber Balloon Method.
5.
ASTM D2487
Classification of soils for engineering purposes.
6.
ASTM D2488
Description of soils (visual - manual Procedure).
7.
ASTM D2922
Density of soil and soil - aggregate in place by nuclear methods.
8.
ASTM D3017
Moisture content of soil and soil - aggregate in place by Nuclear Methods.
9.
ASTM D4318
Liquid limit of soils.
B. American Water Works Association (AWWA)
1. AWWA C600 Installation of Ductile - Iron Pressure Pipe.
1.04 JOB CONDITIONS
A. Existing Utilities:
1. Locate existing underground utilities in areas of work.
2. Provide adequate means of support and protection during earthwork operations.
3. Utilities encountered during excavation, uncharted or incorrectly charted shall be kept in
operation. Consult utility owner immediately for directions.
4. Repair damaged utilities to satisfaction of utility authority at no cost to Owner.
5. Do not interrupt existing utilities serving facilities occupied and used by owner or others, during
occupied hours, unless acceptable temporary utility services have been provided.
6. Provide minimum of 48-hour notice to Architect/Engineer, and receive notice to proceed before
interrupting any utility.
B. Protection of Persons and Property:
1. Provide adequate barricades, construction signs, torches, red lanterns and guards as required.
2. Protection shall be placed and maintained by the Contractor at his expense during the
progress of the construction.
3. Obstructions to traffic, material piles, equipment and pipe, shall be enclosed by fences or
barricades and shall be protected by proper lights when the visibility is poor.
4. The rules and regulations of O.S.H.A. and appropriate authorities safety provisions shall be
observed.
5. Shoring and Sheeting shall be used if the soil conditions are not substantial to:
a. prevent undermining of pavements and slabs.
b. prevent movement in bank or slopes.
c. prevent movement in vertical wall trenches.
6. Protect satisfactory material from becoming spoil by water, debris, organic material.
Page 1

7. A temporary surface shall be placed over the trench top as soon as possible after compaction
in traveled areas. The temporary surface shall:
a. maintain a smooth surface
b. meet grade of adjacent undisturbed surface
c. maintained at Contractor's expense until final restoration
1.05 DEFINITIONS
A. Definitions
1. Adsorption - The attachment of water molecules to the surfaces of soil particles.
2. Aggregate - Relatively inert granular mineral material such as sand, gravel, slag, crush stone,
etc.
a. Fine aggregate - material that will pass a No. 4 screen.
b. Course aggregate - material that will not pass a No. 4 screen.
3. Angular aggregate - aggregate which possess well - defined edges formed at the intersection
of roughly planar faces.
4. Base coarse - a layer of specified or selected material of planned thickness constructed in the
subgrade or subbase for the purpose of serving one or more functions such as distributing
load, providing drainage, minimizing frost action, etc.
5. Backfill - The area above the initial backfill to finish grade or grade specified.
6. Bedding - The section from the top of the foundation to the bottom of the pipe.
7. Clay - fine grained soil or the fine grained portion of soil that can be made to exhibit plasticity
(putty like) within a range of water contents, and that exhibits considerable strength when air
dry.
8. Cohesionless soils - a soil that when unconfined has little or no strength when air dried and
that has little or no cohesion when submerged.
9. Cohesive soils - a soil that when unconfined has considerable strength when air dried and that
has significant cohesion when submerged.
10. Compaction - The densification of a soil by means of mechanical manipulation.
11. Differential Settlement - settlement that varies in rate or amount, or both, from place across a
structure.
12. Displacement - a change in position of a material point.
13. Ductility - condition in which material can sustain permanent deformation without losing its
ability to resist load.
14. Elasticity - property of material that returns to its original form or condition after the applied
force is removed.
15. Fineness - a measure of particle size.
16. Fines - portion of soil that passes through a No. 200 U.S. Standard sieve.
17. Foundation - material below bedding that represents the bottom of trench.
18. Water Table - elevations at which the pressure of the water is zero (0) with respect to the
atmospheric pressure.
19. Ground -Water Level - - the level below which the rock and subsoil, to unknown depths, are
saturated.
20. Hardpan - a hard impervious layer, composed chiefly of clay, cemented by relatively insoluble
materials, that does not become plastic when mixed with water and definitely limits the
downward movement of water and roots.
21. Haunching - from the bottom of the pipe to 1/4 of pipe outside diameter above the spring line
(3/4 of pipe outside diameter above the pipe bottom).
22. Initial Backfill - from top of haunching section to the bottom of the final backfill.
23. Liquid Limit - the water content corresponding to the arbitrary limit between the liquid and
plastic states of consistency of a soil.
24. Moisture Content - the percentage by weight of water contained in the pore space of a rock or
soil.
25. Muck - stone, dirt, debris, or useless material or an organic soil of very soft consistency.
26. Mud - a mixture of soil and water in a fluid or weakly solid state.
27. Optimum moisture content - the water content at which a soil can be compacted to a maximum
dry unit weight by a given compactive effort.
Page 2

28. Plasticity - the property of a soil or rock which allows it to be deformed beyond the point of
recovery without cracking or appreciable volume change.
PART 2 - PRODUCTS
2.01 SATISFACTORY MATERIALS
A. Satisfactory material shall consist of any material classified by Unified Soil Classification System
(USCS) and ASTM D2487, Table 1 as GW, GP, GM, SW, SP, SM, and SC.
2.02 UNSATISFACTORY MATERIALS
A. Unsatisfactory materials include but are not limited to those materials containing roots and other
organic matter, trash, debris, frozen materials and stones larger than 3 inches and materials
classified in USCS as PT, OR OL, CH, GC, MH, CL, and ML.
B. Unsatisfactory materials also include man-made fills, refuse, or backfill from previous construction.
C. Satisfactory materials which are classified as wet or saturated by ASTM D2488 shall be considered
unsatisfactory material unless dried to optimum moisture content.
2.03 COHESIONLESS AND COHESIVE MATERIALS
A. Cohesionless materials shall include materials classified in USCS as GW, GP, SW, and SP.
Cohesive materials include materials classified as GC, SC, ML, GL, MH, and CH. Materials
classified as GM and SM will be identified as cohesionless only when the fines are nonplastic.
2.04 UNYIELDING MATERIAL
A. Unyielding material shall consist of rock and gravelly soils with stones greater than 3 inches in any
dimension or as defined by the pipe manufacturer, whichever is smaller.
2.05 UNSTABLE MATERIAL
A. Unstable material shall consist of materials unable to properly support the utility pipe, conduit, or
appurtenance structure.
2.06 DEGREE OF COMPACTION
A. Degree of compaction shall be expressed as a percentage of the maximum density obtained by the
test procedure presented in ASTM D-698.
2.07 EMBEDMENT MATERIALS
A. Embedment materials listed herein include a number of processed materials plus the soil
classifications listed under the Unified Soil Classification System (USCS) (Method D 2487 and
Practice D 2488). These materials are grouped into four broad categories according to their
suitability for this application.
1. Class I - Angular, 1 inch, graded stone, including a number of fill materials that have regional
significance such as coral, slag, cinders, crushed stone, and crushed shells.
2. Class 11 - Coarse sands and gravels with maximum particle size of 1 inch, including variously
graded sands and gravels containing small percentage of fines, generally granular and non -
cohesive, either wet or dry. Soil Types GW, GP, SW, and SP are included in this class.
3. Class III - Fine sand and clay gravels, including fine sands, sand -clay mixtures, and gravel -clay
mixtures. Soil Types GM, GC, SM and SC are included in this class.
4. Class IV - Silt, silty clays, and clays, including inorganic clays and silts of medium to high
plasticity and liquid limits. Soil Types MH, ML, CH and CL are included in this class.
Page 3

PART 3 - EXECUTION
3.01 CONSTRUCTION METHODS
A. Construction on Site and in Easements:
1. Confine all operations to the site or easement area
2. Take precautions to prevent any cave-in of disturbance beyond the site or easement limits or
damage to improvements within the easement.
3. Restore damage areas outside of the easement area to original condition.
4. All debris shall be disposed of in approved means.
5. Fences, shrubbery or other type of surface improvements located in easements will require
protection during construction.
3.02 EXCAVATION
A. Excavation shall be performed to the lines and grades indicated. No classification of excavation
will be made.
B. Stockpile:
1. Stockpile material satisfactory for backfilling at a sufficient distance from the trench to avoid
overloading and to prevent slides or cave-ins.
2. If construction limits prevent the stockpiling of excavated material adjacent to the banks of the
trench transport immediately excavated material to its ultimate destination (backfill or off -site).
3. Provide adequate drainage for the stockpiles and surrounding areas, by means of ditches,
dikes, or other approved methods.
4. Grade to prevent surface water from flowing into the excavation.
5. Remove accumulating water from trenches.
6. Protect stockpiles from contamination with unsatisfactory excavated material or other material
that may destroy the quality and fitness of the suitable stockpiled material.
7. Failure to protect stockpiles and any satisfactory material that becomes contaminated will be
removed and replaced with satisfactory material from approved sources at no additional cost to
the Owner.
8. Excavated material not required or unsatisfactory for backfill shall be completely removed from
the site.
9. Avoid obstructing sidewalks and driveways.
10. Leave fire hydrants, valve pit covers, valve boxes, curb stop boxes, or other utility controls
unobstructed and accessible.
C. Excavation for Appurtenances:
1. Leave 12 inches clear between the outer structure surfaces and the face of the excavation or
support members.
2. Rock shall be cleaned of loose debris and cut to a firm surface either level, stepped, or
serrated.
3. Remove loose disintegrated rock and thin strata.
4. Take care not to disturb the bottom (foundation) of the excavation when placing concrete or
masonry.
5. Excavation to the final grade level shall not be made until just before the concrete or masonry
is to be placed.
D. Trench Excavation:
1. Excavate to the dimension and depth shown in the plans, or required.
2. Slope or brace trench walls, above the area designated as "initial backfill", to meet OSHA
requirements. Vertical side wall shall be maintained below the area designated as "initial
backfill".
E. Sheeting, Shoring and Bracing:
1. Open -cut trenches shall be sheeted and braced or otherwise protected as required to protect
life, property, or the work and as required by Federal, State, or municipal ordinances.
Page 4

2. The minimum protection shall conform to the recommendations in O.S.H.A. Safety and Health
Standards for Construction.
3. A sand box or trench shield may be used in lieu of sheeting as permitted by O.S.H.A.
4. When close -sheeting is used, it shall be so driven as to prevent adjacent soil from entering the
trench either below or through such sheeting.
5. Where shoring and bracing are used, the trench width shall be increased accordingly.
6. Sheeting and bracing which is ordered left in place shall be cut off 18-inches below grade.
7. Trench bracing, except that ordered left in place, may be removed when the backfilling has
reached the respective levels of such bracing.
8. Sheeting, except that ordered left in place, may be removed after the backfilling has been
completed or has been brought to such an elevation as to permit its safe removal.
F. Trenches With Sloping Sides, Limited:
1. When working conditions and right-of-way permit allow, excavate pipe line trenches with
sloping sides, but with the following exceptions:
a. to save site improvements.
b. adjacent to a structure or building.
c. violates easement or right-of-way permit.
G. Bottom Preparation:
1. Accurately grade the bottom to provide uniform bearing and bottom quadrant support of each
pipe section and to avoid differential settlement.
2. When unstable material is encountered in the bottom of the trench, such material shall be
removed to the depth as required to provide acceptable pipe foundation and replaced to the
proper grade with Class I material.
3. Over excavation of trench bottom - fill over excavation with an acceptable class of embedment
material to at least 6 inches below pipe and compact to a minimum of 90% Standard Proctor
Density, ASTM D 698. Rock shall be removed to a minimum of 6 inches below the invert of
the pipe.
3.03 DEWATERING
A. Trenches shall be kept dewatered at all times by bailing sump pumps at the lower end of the
trench, by well -pointing or other approved means.
B. Surface water shall be prevented from flowing into trenches by diking, ditching or otherwise
directing the flow of surface water.
C. Disposal of water shall be in accordance with local erosion and sediment control regulations. Silty
or muddy water shall not be permitted to enter a water course, open ditch or storm drain until after
flowing through a sediment trap or basin.
D. Running Water:
1. Remove running water from trench before laying pipe.
2. Select the method of water removal.
a. Use Class I material for pipe bedding which will serve as a trench drain and/or underdrain
from which the excess water will be pumped via trench side pumps.
b. Well points.
3. Take necessary precautions to insure that the trench wall will not be removed as a result of the
running water.
3.04 BACKFILL AND COMPACTION
A. Backfill shall be placed in layers not exceeding 6 inches loose thickness for hand operated
machine compaction, and 8 inches loose thickness for other than hand operated machines, unless
otherwise specified.
1. Each layer shall be compacted to at least 98% maximum density for cohesionless soils and 95
% maximum density for cohesive soils, unless otherwise specified.
Page 5

2. Compaction shall be tested by ASTM D698.
B. Replacement of Unyielding Material: Unyielding material removed from the bottom of the trench
shall be replaced with satisfactory material of class specified for that trench section (Haunching,
Initial Backfill, etc.).
C. Replacement of Unstable Material: Unstable material removed from the bottom of the trench or
excavated shall be replaced with the specified class of material for that trench section (Haunching,
Initial Backfill, etc.).
E. Foundation: Take care to undercut only what is required for bedding and leave foundation
undisturbed. In situations where unstable material is encountered below the bedding, it shall be
removed to the depth required, replaced with Class I material in 6" layers and compacted to 98% of
maximum density.
F. Bedding: shall consist only of Class I material.
G. Haunching: place in layers of a maximum of 6 inches loose thickness. The haunching shall be
brought up evenly on both sides of the pipe for the full length of the pipe. Compaction rates for
materials used in Haunching area are as follows:
1. Class I: Requires hand tamped compaction
a. Care shall be taken to ensure proper pipe support under pipe in haunching areas.
2. Class 11 and III: 98% maximum density
H. Initial Backfill:
1. Place to a minimum depth of 12 inches above the pipe crown loose thickness and compacted.
2. When using ductile iron pipe use Class I, Class II, or Class III materials,
a. at a moisture content that will facilitate compaction,
b. be free from stones larger than 1 inch in any dimension or as recommended by pipe
manufacturer, whichever is smaller.
c. If the pipe is coated or wrapped for protection against corrosion, the backfill material shall
be free of stones larger than 1 inch in any direction or as recommended by the pipe
manufacturer whichever is smaller.
3. Compaction rates
a. Class I material: hand tamped.
b. Class II and Class III: 98% maximum density.
c. Class IV material shall not be used in initial backfill area.
Final Backfill: Class II, Class III, or Class IV material. Final backfill shall contain no unsuitable
material which includes organic matter, trash, debris, frozen materials and stones larger than 3
inches.
1. Sidewalks, Turfed or Sodded Areas and Miscellaneous Areas:
a. Deposit in layers of a maximum of 12 inch loose thickness.
b. Compact to 95% maximum density for cohesive soils and 95% maximum density for
cohesionless soils.
c. Water flooding or jetting methods of compaction will be permitted for granular non -
cohesive backfill material provided prior approval is granted from the Architect/Engineer.
d. Water jetting shall not be allowed to penetrate the initial backfill.
2. Backfill for Manholes, Catch Basins and other Appurtenances:
a. Carefully place backfill so that the structure will not be damaged by the shock of falling
earth.
b. Deposit and compact as specified for initial backfill above.
c. Place as to prevent eccentric loading and excess stress on the pipe or structure.
3. Roadways and Parking Areas:
a. Deposit on lifts not exceeding 6" loose thickness.
b. Compacted to 100% maximum density.
Page 6

3.05 SPECIAL REQUIREMENTS
A. Water lines: Trenches shall be of a depth to provide a minimum cover of 3 feet from finish grade
to top of pipe.
B. Storm and Sanitary Sewer lines: Trenches shall be to indicated depth to provide proper slope for
flow in pipe.
3.06 TESTING
A. Owner will engage soil testing and inspection services for quality control testing during earthwork
operations.
B. Determination of Density:
1. Tests shall be performed in sufficient numbers to ensure that the specified density is being
obtained.
2. A minimum of one laboratory moisture -density relation test and companion classification test
shall be performed on each different type of material used for backfill.
3. Under areas to be paved, one sand cone density test and companion classification test shall
be performed for each alternative lift of backfill in trenches at increments of 100 feet or fraction
thereof.
4. In other areas, one sand cone density test and companion classification test shall be
performed on each lift of backfill at interval spacing of 200 linear feet of trench, or fraction
thereof.
5. Laboratory tests for moisture -density relations shall be determined in accordance with ASTM D
698 or ASTM D 1557, as specified in these specifications.
6. Characteristics of backfill material shall be determined in accordance with particle size analysis
of soils in accordance with ASTM D 422.
7. Field in -place density shall be determined in accordance with ASTM D 2167.
8. Trenches improperly compacted shall be reopened to the necessary depth, then refilled and
compacted to the density specified at no additional cost to the Owner.
3.07 RESTORATION OF EXISTING SURFACES
A. Paved and grassed areas disturbed by operations required under this Section shall be restored as
indicated on the Drawings or specified herein at no cost to Owner.
END OF SECTION
Page 7

SECTION 02260
FINE GRADING
PART 1 GENERAL
1.01 DESCRIPTION
A. The Contractor shall furnish all labor, materials and equipment and perform all work and services
necessary to complete in a satisfactory manner the site preparation, excavation, filling,
compaction and grading as shown on the drawings and described in these specifications.
B. This work shall consist of all fine grading, and all subsidiary work necessary to complete the
subgrade of the roadway after completion of mass grading. In addition, backfill of curbs, trimming
of shoulders, final grassing of disturbed areas and relevant erosion control measures are included
under this item.
C. Prior to bidding the work, the Contractor shall examine and inspect the construction site as to the
nature and location of the work, and the general and local conditions at the construction site;
including, without limitation, the character of surface or subsurface conditions and obstacles to be
encountered on and around the construction site; and shall make such investigation as he may
deem necessary for the planning and proper execution of the work.
1.02 QUALITY CONTROL
A. Testing and inspecting services will be provided by the Owner who will have an authorized
representative on the site to check compaction and determine suitability of fill materials and
designate areas of borrow and disposal.
PART 2 PRODUCTS
2.01 GENERAL
A. Soil to be fine graded shall be the product of mass grading.
PART 3 EXECUTION
3.01 FINE GRADING
A. Roadway subgrade, shoulders and ditches shall be final graded within the limits and to the
elevation shown on the Drawings. Grading operations shall be so conducted that materials shall
not be removed or loosened beyond the required limits. The finished surfaces shall be left in
smooth and uniform planes such as are normally obtainable from the use of hand tools. If the
Contractor is able to obtain the required degree of evenness by means of mechanical equipment
he will not be required to use hand labor methods. Shoulders and slopes shall be neatly trimmed
and finished as shown on the plans unless otherwise approved by the Engineer in writing.
B. Subgrades shall be compacted to a minimum of 98 percent Modified Proctor based on American
Association of State Highway and Transportation Officials (AASHTO) Designation T-180, or 95
percent Standard Proctor based on AASHTO Designation T-99.
1. Moisture content of soil should be controlled as necessary to obtain specified densities,
based on the moisture -density relationship developed by AASHTO tests.
C. The finished subgrade shall conform to such elevations as shown or otherwise noted on the
drawings, within a tolerance of ±0.1 foot.
Page 1

D. The Contractor shall be solely responsible for all lines, levels and measurements for this work. He
shall provide his own instruments and survey crew to maintain this control throughout the duration
of his work. The Engineer will assist only to the degree that he will point out the corner
monuments and benchmarks, and will check the accuracy of the work performed as required by
his own means.
END OF SECTION
Page 2

SECTION 02280
EROSION AND SEDIMENTATION CONTROL
PART1 GENERAL
1.01 GENERAL
A. This section of the specifications is taken directly from the Pregrading Contract Specifications and
will hereby become Erosion and Sedimentation Control Specification for the General Contract for
construction of this project. The General Contractor will use this specification as a guide in
maintaining the previously installed measures of the Pre -grading Contractor and in controlling the
grading etc. of the General Contract.
1.02 DESCRIPTION
A. Furnish and install Erosion and Sedimentation Control Structures, Grading Features, and Soil
Stabilization measures as indicated on the drawings as specified herein and as follows.
1. Erosion and sedimentation control features indicated on the drawings are minimum
recommendations only and the erosion and sedimentation control measures required herein
are not subject to approval of Federal, State, or local agencies, however, it is desired and a
requirement of this contract that the work be equal or better than the minimum required by
these agencies.
B. Within 30 days provide ground cover on all disturbed areas not within the immediate area of
building construction, as outlined in Section 02485 - Seeding. Maintain this ground cover as
required by job conditions until final acceptance of the Pre -grading Contract work by the
Architect/Engineer and the General Contractor.
C. Erosion and Sedimentation Control shall include the following:
1.
Silt Fences
5.
Stone Dam
2.
Earth Berms
6.
Hay Bales
3.
Gravel & Straw Filters
7.
Jute Thatched Banks
4.
Seeding - See Section 02485
8.
Rip -Rap
PART PRODUCTS
2.01 MATERIALS AND PERFORMANCE
A. Silt Fences
1. Furnish and install silt fences where shown on the drawings and as detailed herein.
2. Size of silt fence shall be sufficient to collect all runoff water which will flow toward it during
heavy rains or drainage related work.
3. Maintain silt fence throughout the construction work by the following:
a) Remove accumulated sediments or debris at regular intervals to maintain good working
condition.
b) Repair any damage, tears, etc. caused by construction equipment, water pressure, or
exposure which might prevent proper operation of the silt fences.
c) Where there may be any evidence of water by-passing around or under the silt fence,
modify the grading adjacent to the fence to prevent this. If there is excessive erosion at
the edges of the silt fences, regrade and provide a 6" - 8" layer of gravel as a filter to
stabilize this portion of the ground.
B. Earth Berms
1. It is intended that runoff water not be allowed to drain over any area of steep (20% or
greater) cut or fill earth which is unprotected.
Page 1

2. Provide earth berms at the top of any sloping ground being graded in excess of 20%
slope and where indicated on the drawings.
3. Berms should be 2'-0" high, unless otherwise noted, uniformly mounded and wide
enough to prevent cave-in during rain.
4. Berm shall serve one or both of the following:
a) To pond run-off water and allow its gradual absorption or evaporation.
b) To direct surface water toward silt fences or other sediment controlling measures.
5. It is intended that a full and functional earth Berm be built and maintained daily as fill
operations progress. Intermediate earth berm locations shall be established by the
Contractor as required.
C. Gravel & Straw Filters
1. Gravel and straw filters are nominal 24" high piles of crushed stone, uniformly graded from
the small 1/4" diameter to large 1-1/2" diameter sieve sizes and mixed with approximately one
bale of straw.
2. Gravel and straw filters shall be placed around or over the tops of all active catch basins in the
storm drain system. Provide a heavy hardware cloth or other screen to retain the gravel while
allowing the passage of filtered water.
D. Lawn Operations
1. On any site permitting, partial lawn operations shall be undertaken as soon as possible
following the earth disturbing activities and as directed by the Architect/Engineer.
2. Site areas required for access to the work and for the stockpiling of materials will not require
lawn operations until the completion of the work.
3. Final lawn operations on these areas will commence as soon as practical, following
completed finished grading and construction.
E. Stone Dam
1. Locate stone dams of size and shape as shown and noted on drawings. Base of dam shall
rest on solid ground.
2. Construct dam using 8" - 16" stone for center or filtering portion. The arm or extension may be
constructed or compacted earth as shown on the drawings.
3. Top of the dam shall have a level area at least 3'-0" extending the full length of the dam.
4. Slope sides of the dam 45 degrees or less.
5. On the up -stream face of the dams, 12" of 1-1/2" washed stone, or sufficient stone to smooth
over and to fill the voids in the larger stones.
6. Following the construction of the stone dams, remove accumulated sediments at regular
intervals.
F. Hay Bales
1. Place lines of hay bales end -to -end where required or where shown on the drawing to retain
filter run-off water.
2. Provide wood stakes on the downhill side of the hay bales as required to hold in position
throughout the construction.
3. Remove bales and clean up following the work. NOTE: Hay bales may be used for later
grassing requirement if approved by the Architect.
G. Jute Thatching
1. Definition - Jute thatching is a coarse, open -mesh, web -like material woven of heavy jute
twine. It comes in rolls approximately 225' long and 4' wide. It is used as a mechanical aid to
protect the soil from erosion during the critical period of vegetative establishment.
2. Furnish and install jute thatching in waterways, channels, and slopes in excess of 20 degrees
slope or else where as shown on the drawings.
3. Installation Procedures:
a) Preparing a Channel and Seeding: To prevent meandering, slope channel to center to
confine low flows to the channel where thatching will be laid.
(1) Fertilization: Lime and fertilize to standard recommendations for waterways and
critical area planting. Disk as needed but do not cultipack.
Page 2

(2) Vegetative Spriggings: Plant grass sprigs or similar material specified before the
thatching is put down. Spacings for planting may vary. Maximum sprig spacing under
thatching: 10 x 20 inches.
(3) Seedings: Split the application. Sow half the seeds before placing the thatching.
Plant the remaining half after the thatching is laid.
b) Laying the Thatching: The thatching may be laid on loose soil only after all rocks, clods,
and sticks have been picked up that would prevent contact with the soil surface. NOTE:
Contact will soil surface is a requirement for all thatched areas.
(1) Start laying the thatching from the top of the channel and unroll downgrade so that one
edge of the strip coincides with the channel center. Lay a second strip parallel to the first
on the other side of the channel and allow a 2" overlap. If one roll of thatching does not
extend the length of the channel, continue downhill with additional rolls.
(2) Securing the Thatching - Bury the top end of the jute strip in a trench 4" or more deep.
Tamp the trench full of soil. Reinforce with a row of staples driven through the jute
about 4" downhill from the trench. These staples should be about 10" apart. Then
staple the overlap in the channel center. The staples should be about 3 to 5 feet
apart. The outside edge may be stapled similarly at any time after the center has
been stapled. Closer stapling along the edges is required where concentrated water
may flow into the channel.
(3) Erosion Stops - At any point the thatching may be folded for burying in silt trenches
and secured as were the upper ends. This checks water flow and erosion that may
begin under the matting. It also gives improved tie -down. The procedure is
recommended on steeper slopes of sandy soil or areas subject to seepage. Spacings
of stops vary from 25 to 100 feet.
(4) Diversions - Where diversion terraces outlet into the waterway, the outlet should be
protected with thatching used in the same manner as in the main channel. The
thatching for the outlet is laid first so that thatching in the main channel will overlap
the outlet strip.
(5) Thatching -Soil Contact - Get contact between thatching and soil by rolling at right
angle after laying, stapling and seeding is complete. Perfect contact is vital to keep
water flow over, not under, the thatching.
(6) Hair -pin shaped wire staples, No. 8 gauge; 8 and 10 inches long have been used.
The longer staples are used in loose or wet soil.
(c) Inspection - After job completion, make sure the thatching is in contact with the
soil at all places and that critical areas are securely stapled down.
H. Rip -Rap
1. Furnish and install all rip -rap indicated on the drawings and as specified herein. All rip -rap wil
be installed over heavy duty filter fabric.
2. Rip -rap used as energy dissipaters at pipe outlets, etc. will be size and shape as noted on
drawings.
3. Rip -rap on channel banks will be generally as follows:
a) Rip -rap shall not reduce the size of an existing waterway.
b) Cut back and smooth up the existing or new bank where rip -rap is to be placed. Angle of
bank shall not exceed 45 degrees, unless stones are set in beds of concrete (subject to
the approval of the Architect).
c) Cut into the waterway bottom at least 2'-0" to retain the rip -rap and to form a "toe" at least
3'-0" wide to prevent the rip -rap from sliding in to the waterway.
d) Install heavy duty porous filter fabric in rolls from the top of the bank to the toe of the rip -
rap. Weight bottom edge of each sheet of filter fabric with a full width of steel pipe or rod.
Lap side joints 8" plus/minus and staple with No. 8 gauge wire 1-1/2" wide x 10" long
driven into the bank at 24" o.c. plus/minus. Bury top end of filter 12" into the bank.
e) Install rip -rap beginning at the bottom using 18" - 24" or larger rocks to form the toe. Use
care not to rupture the filter fabric with the power equipment.
f) Finished rip -rap on the banks shall be a minimum of 2'-0" thick without large voids
between any of the rocks. Rocks dropped or rolled into the waterway (beyond the toe)
shall be removed following the work.
Page 3

2.02 COMPLETION AND ACCEPTANCE
A. The Pregrading Contractor will maintain all of the measures as shown on the drawings and as
specified herein until completion and acceptance of the pre -grading work by the
Architect/Engineer and the General Contractor. After complete establishment of ground cover
and evidence of no further washing and erosion, the General Contractor will remove all temporary
measures as instructed by the Architect/Engineer and/or Owner.
END OF SECTION
Page 4

Section 02742 PVC PIPE - SCHEDULE 80
APPLICATION:
Corrosion resistant pressure pipe, IPS sizes 1/8" through 24", for use at temperatures up
to and including 140 'F. Pressure rating (210 psi to 1230 psi) varies with schedule, pipe
size, and temperature and is generally resistant to most acids, bases, salts, aliphatic
solutions, oxidants, and halogens. Chemical resistance data is available and should be
referenced for proper material selection. Pipe exhibits excellent physical properties and
flammability characteristics (independently tested flame and smoke characteristics-ULC).
Typical applications include: chemical processing, plating, high purity applications,
potable water systems, water and wastewater treatment, irrigation, agricultural, and other
industrial applications involving corrosive fluid transfer.
SCOPE:
This specification outlines minimum manufacturing requirements for Polyvinyl Chloride
(PVC) Schedule 80 iron pipe size (IPS) pressure pipe. This pipe is intended for use in
applications where the fluid conveyed does not exceed 140°F. This pipe meets and or
exceeds the industry standards and requirements as set forth by the American Society for
Testing and Materials (ASTM) and the National Sanitation Foundation (NSF
International).
PVC MATERIALS:
The material used in the manufacture of the pipe shall be domestically produced rigid
polyvinyl chloride (PVC) compound, Type I Grade I, with a Cell Classification of 12454
as defined in ASTM D 1784, trade name designation H707 PVC. This compound shall be
gray in color as specified, and shall be approved by NSF International for use with
potable water (NSF Std 61).
DIMENSIONS:
PVC Schedule 80 pipe shall be manufactured in strict accordance to the requirements of
ASTM D1785 for physical dimensions and tolerances. Each production run of pipe
manufactured in compliance to this standard, shall also meet or exceed the test
requirements for materials, workmanship, burst pressure, flattening, and extrusion quality
defined in ASTM D 1785. All belled -end pipe shall have tapered sockets to create an
interference -type fit, which meet or exceed the dimensional requirements and the
minimum socket length for pressure -type sockets as defined in ASTM D2672. All PVC
Schedule 80 pipe must also meet the requirements of NSF Standard 14 and CSA Standard
B137.3 rigid PVC pipe for pressure applications, and shall bear the mark of these Listing
agencies. This pipe shall have a flame spread rating of 0-25 when tested for surface
burning characteristics in accordance with CAN/ULC-S102-2-M88 or equivalent.

MARKING:
Product marking shall meet the requirements of ASTM D 1785 and shall include: the
manufacturer's name (or the manufacturer's trademark when privately labeled); the
nominal pipe size; the material designation code; the pipe schedule and pressure rating in
psi for water @ 73°F; the ASTM designation D1785; the independent laboratory's seal of
approval for potable water usage; and the date and time of manufacture.
SAMPLE SPECIFICATION:
All PVC Schedule 80 pipe shall be manufactured from a Type I, Grade I Polyvinyl
Chloride (PVC) compound with a Cell Classification of 12454 per ASTM D1784. The
pipe shall be manufactured in strict compliance to ASTM D 1785, consistently meeting
and/or exceeding the Quality Assurance test requirements of this standard with regard to
material, workmanship, burst pressure, flattening, and extrusion quality. The pipe shall be
manufactured in the USA, using domestic materials, by an ISO 9001 certified
manufacturer. Standard lengths of pipe sizes 6" and larger shall be beveled each end by
the pipe manufacturer. All pipe shall be stored indoors after production at the
manufacturing site until shipped from factory. This pipe shall carry the National
Sanitation Foundation (NSF) seal of approval for potable water applications.

Schedule 80 Dimensions
O. D.
1 /8" .405T.195
..-
0.095
0.063
1230
1 /4"
.540
.282
0.119
0.105
1130
3/8"
.675
.403
0.126
0.146
920
1 /2"
.840
.526
0.147
0.213
850
3/4"
1.050
.722
0.154
0.289
690
1 "
1.315
.936
0.179
0.424
630
1-1 /4"
1.660
1.255
0.191
0.586
520
1-1 /2"
1.900
1.476
0.200
0.711
470
2"
2.375
1.913
0.218
0.984
400
2-1/2"
2.875
2.290
0.276
1.500
420
3"
3.500
2.864
0.300
2.010
370
3-1/2"
4.000
3.326
0.318
2.452
350
4"
4.500
3.786
0.337
2.938
320
5"
5.563
4.768
0.375
4.078
290
6"
6.625
5.709
0.432
5.610
280
8"
8.625
7.565
0.500
8.522
250
10"
10.750
9.493
0.593
12.635
230
12"
12.750
11.294
0.687
17.384
230
14"
14.000
12.410
0.750
20.852
220
16"
16.000
14.213
0.843
26.810
220
18"
18.000
16.014
0.937
33.544
220
20"
20.000
17.814
1.031
41.047
220
24"
24.000
21.418
1 1.218
1 58.233
210

The pressure ratings given are for water, non -shock, @ 73°F. The following temperature
de -rating factors are to be applied to the working pressure ratings (WP) listed when
operating at elevated temperatures.
Multiply the working pressure rating of the selected pipe at 73F, by the appropriate Be-
rating factor to determine the maximum working pressure rating of the pipe at the
elevated temperature chosen.
EX: 10" PVC SCH 80 @ 120F = ?
230 psi x 0.40 = 92 psi max. @ 120F
THE MAXIMUM SERVICE TEMPERATURE FOR PVC IS 140F.
Solvent -cemented joints should be utilized when working at or near maximum
temperatures. The use of PVC for threaded connections at temperatures above 110F is not
recommended; use flanged joints, unions, or roll grooved couplings where disassembly is
necessary at elevated temperatures.
•.- De-Rating73 1.00
80
0.88
90
0.75
100
0.62
110
0.51
120
0.40
130
0.31
140
0.22

Thread only Schedule 80 or heavier walls. Threading requires a 50% reduction in
pressure rating stated for plain end pipe @73F. Threading of Schedule 40 PVC pipe is
not a recommended practice due to insufficient wall thickness.
Chemical resistance data should be referenced for proper material selection and possible
de -rating when working with fluids other than water.
ASTM STANDARD D1784 MATERIAL EQUIVALENTS:
Cell Classification 12454 = PVC Type I Grade I = PVC1120
Pipe sizes shown are manufactured in strict compliance with ASTM D 1785.

SECTION 02743
PVC PIPE SEWER FORCE MAIN
PART GENERAL
1.01 SCOPE
A. Sewer forcemains shall be constructed as specified in the applicable section of these
specifications. Rigid PVC pressure pipe as described in this specification is designed to
transport wastewater at pressures (including surge) up to the maximum class rating.
1.02 PIPE MATERIALS
A. Material used to produce the pipe and couplings shall conform to ASTM D1784, Type 1, 2000 psi
design stress. Unless otherwise noted, all PVC force mains shall be Class 160 (SDR 26) PVC
pipe and shall conform to the latest revision of ASTM D2241. The manufacturer's mark and year
of manufacture shall be stamped on each length of pipe. PVC pipe shall be installed in
accordance with ASTM D-2321, latest revision. All ductile iron pipe forcemain shall conform to
ASTM A-377.
1.03 PIPE JOINTS
A. Slip joints shall be manufactured in accordance with ANSI Specifications. Bell shall be shaped to
receive the circular gasketed coupling. Spigot ends shall have tapered ends. Rubber gasketing
shall conform to ASTM D1869, latest revision.
Connections shall be made by installing manufacturer's lubricant guiding tapered end into bell
until contact with gasket, and applying steady force sufficient to make solid contact between
tapered end and base of bell.
1.04 FITTINGS
A. All fittings shall be mechanical joint, made up with steel bolts, ASTM-A307, Grade B.
1.05 VALVES
A. All gate valves less than 2-1/2 inches shall be single disc, double seat, tapered wedge
construction in accordance with AWWA Specification C-500.
Gate valves 3" and larger shall be iron body, bronze mounted and constructed in accordance with
AWWA Specification C-500. Unless otherwise noted, gate valves shall have non -rising stems
and shall be installed vertically, and enclosed in C.I. boxes.
Gate valves larger than 12" diameter shall be geared, the minimum ratio to be 2:1 for valves
12" to 24"; 3:1 for valves 30" to 36"; 4:1 for valves over 36".
1.06 CHECK VALVES
A. Check valves shall be iron body bronze mounted swing check valves with no lever or spring.
Check valves shall be manufactured to be used either in horizontal or vertical position. The
valves shall be equal to Clow F-5380.
1.07 PROTECTION OF OTHER UTILITIES AND STRUCTURES
A. Any damage done to existing utility lines, services, poles, and structures of every nature shall be
repaired or replaced by the Contractor at his own expense.
1. The approximate position of certain known underground lines are shown on the plans for
information.
2. Existing small lines are not shown.

3. The Contractor shall locate these and other possible unknown utility lines by coordination with
utility company or by use of an electronic pipe finder, and shall excavate and expose all
existing underground lines in advance of trenching operations.
4. Sewer lines in relation to water lines must conform to "Ten State Standards", Section 38.3, at
a minimum.
5. Sewer lines shall be laid a minimum of 100 feet from any existing well. The distance
shall be measured from outside edge to outside edge.
6. Sewer manholes shall be laid a minimum of 10 feet from any existing water lines.
The distance shall be measured from outside edge to outside edge.
END OF SECTION
2

ROOM Qa&2r oQOf 0AYX vas ME�W
MATGD_Na��
- Resilient Wedge Flanged Ends P Non Rising Stem
Bolted Bonnet Epoxy Coated Stainless Steel Stem
200 PSI NON -SHOCK WOG MAXIMUM TEMPERATURE 140OF
Applications: Irrigation, Potable Water, Turf, Golf Course,
Water Distribution Service & Feed Lines, Sewage Disposal
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
Telephone: [phone]
Conforms with AWWA C509
Flanges Conform With ANSI 1316.1
L
r
SIZE de APROX_
(inch) L De Co he n T We H 5e WT. CBS.
2" 7.0 6.0 4.75 .75 4 .63 7.87 9.84 .94 31
3" 8.0 7.5 6.00 .75 4 .75 7.87 12.40 1.10 53
4.' 9.0 6.0 7.50 .75 8 .94 9.45 13.98 1.10 86
6" 10.5 11.0 9.50 .88 8 .98 12.60 17.13 1.26 141
8' 11.5 13.5 11.75 .88 8 1.14 14.17 20.87 1.26 231
10" 13.0 16.0 14.25 1.00 12 1.18 15.75 25.39 1.42 359
12" 22.0 19.0 17.00 1.00 12 1.26 15.75 28.35 1A2 513
ASTM
No.
PART
MATERIAL
DESIGNATION
1
Body
Cast Iron
A126 CLB
2
Disc
Ductile Iron
A395 GR65-45-12
Buna-N
D2000
3
Stem Nut
Bronze
B62
4
Bonnet Gasket
Buna-N
D2000
5
Stem
Stainless Steel
A276 GR304
6
Bonnet
Cast Iron
A126 CLB
7
Clip Ring
Steel
C1065
8
Packing Box
Cast Iron
A126 CLB
9
Operating Nut
Cast Iron
A126 CLB
10
Top Bolt
Steel
A307 GRB
11
Washer
Steel
Commercial
12
0-Ring
Buna-N
D2000
13
Packing Box
Gasket
Buna-N
D2000
14
Bonnet Bolt
Steel
A307 GRB
15
Split Ring
Bronze
B62
16
Packing Box
Bolt
Steel
A307 GRB
17
Handwheel
Cast Iron
A126 CLB
Section 02744 - Matco-Norca 200
Series Gate Valve
Specification

SECTION 02745
DUCTILE IRON PIPE
PART GENERAL
1.01 SCOPE
A. Process piping shall be constructed as specified in the applicable section of these
specifications.
1.02 PIPE MATERIALS
A. Material used to produce the pipe and couplings shall conform to ASTM D1784, Type 1,
2000 psi design stress. The manufacturer's mark and year of manufacture shall be
stamped on each length of pipe. All ductile iron pipe forcemain shall conform to ASTM
A-377.
1.03 PIPE JOINTS
A. Slip joints shall be manufactured in accordance with ANSI Specifications. Bell shall be
shaped to receive the circular gasketed coupling. Spigot ends shall have tapered ends.
Rubber gasketing shall conform to ASTM D1869, latest revision.
Connections shall be made by installing manufacturer's lubricant guiding tapered end
into bell until contact with gasket, and applying steady force sufficient to make solid
contact between tapered end and base of bell.
1.04 FITTINGS
A. All fittings shall be mechanical joint, made up with steel bolts, ASTM-A307, Grade B.
1.05 VALVES
A. All gate valves less than 2-1/2 inches shall be single disc, double seat, and tapered
wedge construction in accordance with AWWA Specification C-500.
Gate valves 3" and larger shall be iron body, bronze mounted and constructed in
accordance with AWWA Specification C-500. Unless otherwise noted, gate valves shall
have non -rising stems and shall be installed vertically, and enclosed in C.I. boxes.
Gate valves larger than 12" diameter shall be geared, the minimum ratio to be 2:1 for
valves 12" to 24"; 3:1 for valves 30" to 36"; 4:1 for valves over 36".
1.06 CHECK VALVES
A. Check valves shall be iron body bronze mounted swing check valves with no lever or
spring. Check valves shall be manufactured to be used either in horizontal or vertical
position. The valves shall be equal to Clow F-5380.
1.07 PROTECTION OF OTHER UTILITIES AND STRUCTURES
A. Any damage done to existing utility lines, services, poles, and structures of every nature
shall be repaired or replaced by the Contractor at his own expense.
1. The approximate position of certain known underground lines is shown on the plans
for information.
2. Existing small lines are not shown.
3. The Contractor shall locate these and other possible unknown utility lines by
coordination with utility company or by use of an electronic pipe finder, and shall
excavate and expose all existing underground lines in advance of trenching
operations.

4. Sewer lines in relation to water lines must conform to "Ten State Standards", Section
38.3, at a minimum.
5. Sewer lines shall be laid a minimum of 100 feet from any existing well. The distance
shall be measured from outside edge to outside edge.
6. Sewer manholes shall be laid a minimum of 10 feet from any existing water lines.
The distance shall be measured from outside edge to outside edge.
END OF SECTION

Section 02746 Tubing for Chemical Feed
3/8"OD x 1 /4"ID Translucent PE Discharge Tubing, 25' Roll
Notes:
Plastic Tubing For Chemical Feed Applications
There is a BIG difference in the quality of polyethylene (PE) tubing from one brand to another. For
chemical feed applications in the water industry where chlorine is used extensively, we have chosen to
stock only the very best brands and grades available. In unmanned facilities, you want tubing you can
trust.
Our premium line of polyethylene discharge tubing is extruded from high molecular weight resin for
long term strength. Resistance to stress cracking greatly exceeds that of ordinary PE tubing. Longer
life, higher burst/working pressures and product consistency over every foot of tubing are benefits of
using our premium polyethylene tubing.
We also offer popular sizes of a high quality standard grade of PE tubing at very competitive prices. If
you do not need the superior working pressure of the premium grade, the standard grade will offer cost
savings with proven reliability.
For water and wastewater chemical feed pumps, use PVC for suction lines and polyethylene for
discharge lines. For outdoor applications, use black tubing which provides UV light resistance. Black,
high -density PE tubing is the best choice for high pressure pumps and gas chlorinators. When
determining size, remember that tubing is measured OD, vs. pipe and hose which are measured ID.
Note: The tubing is now sold in prepackaged lengths: 25-, 50- or 100-foot rolls. For rolls of tubing over 100 feet,
please call for a price quote.

SECTION 02900
GRASSING
PART1 GENERAL
1.01 DESCRIPTION
A. The work includes furnishing all labor, materials, and equipment and performing all operations in
connection with the seeding of the sites as specified herein.
1.02 AREAS NOT INCLUDED
A. All areas except the following are to be seeded.
1.03 MATERIALS
A. All materials shall conform to the following specifications, unless specifically stated otherwise.
Samples and/or descriptions of all materials shall be submitted to the Engineer for approval.
1.04 SEED
A. All seed shall conform to all State laws and to all requirements and regulations of the South
Carolina Department of Agriculture. The several varieties of seed shall be individually packaged
or bagged and tagged to show name of seed, net weight, origin, and lot number. Mixtures of
different types of seed shall be weighed and mixed in the proper proportions in the presence of
the Engineer.
Mixture for seed shall be of the following weights per 1000 square foot of area during planting
dates shown:
From May 1 - August 31
4 - 6 ozs. Centipede Grass
1 pound Brown Top Millet
2 pounds Hulled Bermuda
25 pounds 10-10-10 Fertilizer
75 pounds Limestone
75 pounds Limestone
1.05 FERTILIZER
From September 1 - April 30
4 - 6 ozs. Centipede Grass
2 pounds Annual Rye Grass
'/2 pound Hulled Bermuda
1'/2 pounds Unhulled Bermuda
25 pounds 10-10-10 Fertilizer
A. Fertilizer shall be dry, in granular or powder form, delivered to the site in manufacturer's original
bag or container, marked as to formula and non-acid reaction. Weather -damaged fertilizer will
not be acceptable. Fertilizer shall be mixed, commerical containing percentages of available
nitrogen, phosphoric acid and potash of 10-10-10.
02900-1

1.06 LIME
A. Lime shall be agricultural grade ground limestone. Ground limestone shall contain not less than
88 percent of calcium carbonate content equlivalent, and shall be of such fineness that 90
percent will pass through a No. 10 sieve and not less than 50 percent through a No. 50 sieve.
1.07 EMULSIFIED ASPHALT
A. Emulsified asphalt shall conform to South Carolina State Highway Department Standard
Specifications for Highway Construction, Edition of 1973, Section 406.06.
1.08 STRAW MULCH
A. Straw mulch shall conform to the following specifications. Areas to be seeded include all areas
where the ground cover has been disturbed in connection with the construction. All sides,
slopes, bottoms or any other exposed surfaces shall have the full application of seed and mulch
as specified herein.
1.08 TOPSOIL
A. Topsoil shall be respread from the topsoil stockpile, after construction is completled, on all
surfaces to a minimum depth of 4 inches.
1.10 SEEDING DATES AND RATES OF APPLICATION
A. Seeding shall be performed during the periods specified in the seeding schedule. Seeding work
shall not be conducted when the ground is frozen or excessively wet. The rate of application of
seed shall conform to the rates stated in the schedule number.
1.11 ADVANCE PREPARATION
A. Areas to be seeded shall be brought to the proper line, grade and cross section as shown on the
plans or as previously constructed before seeding operations are started. If any damage by
erosion or other causes has occurred after completion of grading and before beginning the
application of fertilizer and lime, the Contractor shall repair such damage. This shall include
filling washes, smoothing irregularities, and repairing other incidental damage. Minor shaping
and smoothing of uneven and rough areas outside of the graded section shall be done as
directed by the Engineer in order to provide for more effective erosion control and for each of
subsequent mowing operations.
1.12 APPLYING LIME AND FERTILIZER
A. Lime and fertilizer shall be spread uniformly over the designated areas and shall be thoroughly
mixed with the soil to a depth of approximately 2 inches. Fertilizer shall be applied at the rate of
500 pounds per acre. Lime shall be applied at the rate of 1000 pounds per acre. In all cases
where practicable, approved mechanical spreaders shall be used for spreading fertilizer and lime.
1.13 SEEDING
A. Seed shall be sown within 24 hours following the application of fertilizer and lime and preparation
of the seed bed. Seed shall be uniformly sown at the rate specified by the use of approved
mechanical seed drills. Rotary hand seeders, power sprayers or other satisfactory equipment
may be used on steep slopes or on other areas that require different depths of covering, the seed
02900-2

requiring the lighter covering may be sown broadcast or with a special attachment to the drill, or
drilled lightly following the initial drilling. The seeds shall be covered and lightly compacted by
means of a cultipacker or light roller if the drill does not perform this operation. On slopes
inaccessible to compaction equipment, the seed shall be covered by dragging spiked chains, by
light harrowing or by other satisfactory methods.
1.14 STRAW OR HAY MULCH
A. Within 24 hours following the covering of the seed, straw or hay mulch material shall be uniformly
applied at the rate of 2 tons per acre. Mulch may be spread either by hand, by appropriate
mechanical spreaders or by blowers. The mulch shall allow sunlight to penetrate and air to
circulate, but also partially shade the ground and conserve soil moisture. The newly laid mulch
shall be held in place as specified below.
1.15 EMULSIFIED ASPHALT SS-1
A. Emulsified Asphalt SS-1 shall be injected into the mulch as it leaves the power driven mulch
spreader. The amount shall be approximately 150 gallons per ton of mulch material. The exact
amount shall be as fixed by the Engineer and shall be the amount necessary to bond together the
mulch particles without giving a heavy coating of the asphalt material, and shall prevent wind
erosion. Displaced mulch shall be replaced.
1.16 EMULSIFIED ASPHALT RS-2
A. Emulsified Asphalt RS-2 shall be diluted at the manufacturing plant with an equal amount of
water and shall be uniformly applied over the mulch material as film. The film shall be applied at
approximately 0.20 gallons of dilution per square yard and shall be sufficient to bond together the
mulch particles without giving a heavy coating of the asphalt material, and shall prevent wind
erosion. Displaced mulch shall be replaced.
1.17 SECOND APPLICATION OF FERTILIZER
A. After the plants have become established, fertilizer shall be applied uniformly in dry form at the
rate of 500 pounds per acre on the areas designated by the Engineer.
1.18 APPLICATION OF NITROGEN
A. As soon as the plants show satisfactory growth, actual nitrogen shall be applied evenly at the rate
of 48 pounds per acre on the areas designated by the Engineer. Unless otherwise permitted, the
nitrogen shall be applied in a solid form rather than in a liquid state.
1.19 MAINTENANCE
A. The Contractor will be required to do all maintenance necessary to keep seeded areas in a
satisfactory condition until the work is finally accepted. This includes mowing, repairing washes,
additional seed fertilizer, and mulch applied to areas where a satisfactory stand of grass has not
been achieved.
1.20. ACCEPTANCE
A. Grassed areas will be accepted when complete cover of grass has reached a height of 2 inches.
1.21 MEASUREMENT AND PAYMENT
02900-3

A. All work covered by this section, including respreading of topsoil, etc., shall be included in the
price bid for the water system, sewage system, or other work where the ground is disturbed in
some manner.
02900-4

SECTION 02910
FENCES
PART1 GENERAL
1.01 SCOPE
A. Furnish all labor and materials to erect new or relocate existing, fencing and gates as shown on
the drawings as specified.
1.02 NEW FENCE POSTS, GATES AND ACCESSORIES
A. Materials
Posts, gate frames, braces, rails, stretcher bars and truss rods shall be of steel; reinforcing wires
shall be high carbon steel; and gate hinges, post caps, barbed wire supporting arms, stretcher
bar bands and other parts shall be of steel, malleable iron, ductile iron or equal except that ties
and clips may be of aluminum.
Posts, gate frames, and rails and braces shall conform to the dimensions and weights as set
forth by the Chain Link Fence Manufacturer's Institute for the heights and fence conditions
required.
B. Zinc Coating
All steel and iron parts shall be zinc -coated after fabrication, using zinc grade "E" in accordance
with Federal Specification QQ-Z-351.
The weight of the zinc coating per square foot of actual surface area shall average not less than
1.2 ounces and no individual specimen shall show less than 1.0 ounce.
C. Gates
Gates shall be swing as specified, complete with latches, stops, keepers, hinges, rollers and
roller tracks, and when so specified.
1. Gate frames shall be constructed of tubular members and shall be constructed in a manner
such as to provide a rigid frame and ample strength and gate shall be free from sag and twist.
2. Fabric shall conform to Standard Industry Specifications and shall be the same type as used
in the fence construction. The fabric shall be attached securely to the gate frame at intervals not
exceeding 15 inches.
3. Hinges shall be of adequate strength for gate and with large bearing surfaces for clamping in
position. The hinges shall not twist or turn under the action of the gate. The gates shall be
capable of being opened and closed easily by one person.
4. Latches, stops, and keepers shall be provided for all gates. Latches shall have a plunger -bar
arranged to engage the center stop, except that for single gates of openings less than 10 feet
wide, a forked latch may be provided. Latches shall be arranged for locking. Center stops shall
consist of a device arranged to be set in concrete and to engage a plunger bar of the latch of
double gates. No stop is required for single gates. Keepers shall consist of a mechanical device
for securing the free end of the gate when in the full open position.
D. Posts.
Post shall be of the lengths specified and shall be tubular.
E. Post Braces
Post braces shall be provided for each gate, corner, pull and end post for use with fabric 6 feet
or more in height, and shall consist of a round tubular brace extending to each adjacent line post
at approximately mid -height of the fabric, and a truss consisting of a rod not less than 3/8" in
nominal diameter from the line post back to the gate, corner, upull, or end post, with a turnbuckle
or other equivalent provision for adjustment.

F. Post Tops
Post tops shall consist of ornamental tops. Top rail is to be provided. The top shall be provided
with a hole suitable for the through passage of the top rail. The post tops shall fit over the
outside of posts and shall exclude moisture from tubular posts.
G. Top Rails.
Top rails shall be round (tubular), shall be in lengths not less than 18 feet, and shall be filled with
couplings for connecting the lengths into a continuous run. The couplings shall be not less than
6 inches long with .070 minimum wall thickness, and shall allow for expansion and contraction of
the rail. Open seam outside sleeves shall be permitted only with a minimum wall thickness of
.100 inches. Suitable ties or clips shall be provided in sufficient number for attaching the fabric
securely to the top rail at intervals not exceeding 2 feet. Means shall be provided for attaching
the top rail to each gate, corner, pull and end post.
H. Stretcher Bars
Stretcher bars shall not be less than 3/16 by 3/4 inch and shall be of lengths 1 inch less than the
full height of the fabric with which they are to be used. The stretcher bars shall be arranged for
attaching the fabric to all terminal posts by threading through the fabric, by bands, or by other
positive mechanical means. One stretcher bar shall be provided for each gate, and end post,
and two for each corner and pull post.
I. Ties or Clips
Ties or clips of adequate strength shall be provided in sufficient number for attaching the fabric
to all line posts at intervals not exceeding 15 inches.
J. Bands or Clips
Bands or clips of adequate strength shall be provided in sufficient number for attaching the fabric
and stretcher bars and brace bands shall be formed from flat or beveled steel and shall have a
minimum thickness of .115 n .005 after galvanizing with a minimum width of 7/8 of an inch n
.015.
K. Fence Fabric
Fence fabric shall be 2" size of mesh made of 9 ga. 6'-0" high vinyl covered colorbond or
approved equal fabric. Color shall be forest green.
1.03 RELOCATED FENCE
A. Fence shown on plans to be relocated shall be salvaged and held with all accessories for
inspection by the Engineer. Approved fence materials shall be utilized in the re -erection of fence
at locations shown on the drawings. Relocated fence shall be utilized in lieu of new fence within
the limits of availability.
04 MEASUREMENT AND PAYMENT
A. Relocated fence shall be measured as that quantity of fence removed from its existing location,
which is approved for reuse by the Engineer and is reinstalled at locations selected by the
Engineer. No payment will be made for fence dismantled and not relocated. Payment shall be
made for fence relocated with all items not reusable from old fence replaced in accordance with
provisions of this specification at the unit price bid for Relocate Fencing in the bid proposal.
B. New fence shall be measured as that quantity of new fence installed complete in
accordance with this specification. Payment shall be made for new fence in accordance
with the lump sum bid for Install New Fencing in the bid proposal.
END OF SECTION

SECTION 03202
INFILTRATION EARTHWORK
PART 1 - GENERAL
1.01 SECTION INCLUDES
A. Work shall include excavation and backfill for infiltration basin.
1.02 REFERENCES
A. ASTM D698 Test Methods for Moisture -Density Relations of Soils and Soil -Aggregate
Mixtures, Using 5.5 lb (2.49 Kg) Rammer and 12 inch (304.8 mm) Drop.
B. ASTM D1556 Standard Test Method for Density of Soil in Place by the Sand -Cone Method.
C. ASTM D2487 Standard Test Method for Classification of Soils for Engineering Purposes.
D. ASTM D1557 Test Methods for Moisture -Density Relations of Soils and Soil -Aggregate
Mixtures Using 10 lb (4.54 Kg) Rammer and 18 inch (457 mm) Drop.
E. ASTM D2167 Standard Test Method for Density and Unit Weight of Soil in Place by the
Rubber Balloon Method.
F. ASTM D2922 Standard Test Methods for Density of Soil and Soil -Aggregate in Place by
Nuclear Methods (Shallow Method).
1.03 DEFINITION
A. "Excavation" consists of removal of material encountered to subgrade elevations indicated and
subsequent disposal or stockpiling of materials removed.
B. "In situ" soils refer to the native soil type of the common area and is intended to be free of trash
and other detritus material.
1.04 QUALITY ASSURANCE
A. Testing and Inspection Service: Owner will engage soil testing and inspection service or the
retained hydrogeologist for quality control testing during earthwork operations.
1.05 JOB CONDITIONS
A. Site Information:
1. Data on indicated subsurface conditions are not intended as representations or warranties
of accuracy or continuity between soil borings. It is expressly understood that Owner will
not be responsible for interpretations or conclusions drawn there from by Contractor. Data
will be made available for convenience of Contractor upon request.
2. Additional test borings and other exploratory operations may be made by Contractor at no
cost to Owner.
B. Use of Explosives: The use of explosives is not permitted.
C. Protection of Persons and Property:

1. Barricade open excavations occurring as part of this work and flag danger areas as
needed.
2. Operate warning lights as recommended by authorities having jurisdiction.
3. Protect structures, utilities, sidewalks, pavements and other facilities from damage caused
by settlement, lateral movement, undermining, washout and other hazardous created by
earthwork operations.
PART 2 - MATERIALS
2.01 SOIL MATERIALS
A. Definitions:
1. Satisfactory soil materials are defined as those complying with ASTM D-2487 soil
classification groups GW, GP, GM, SM, SW and SP.
2. Unsatisfactory soil materials are defined as those complying with ASTM D-2487 soil
classification groups GC, ML, MH, CL, CH, OL, OH and PT.
3. Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel,
crushed stone, crushed slag, natural or crushed sand.
4. Drainage Fill: Crushed stone.
5. Backfill and Fill Materials: Satisfactory soil materials free of clay, rock or gravel larger than
2" in any dimension, debris, waste, frozen materials, vegetable and other deleterious
matter. All backfill material shall match that of the native in situ soils as approved by the
soil scientist and hall be free of any trash or other detritus material.
PART 3 - EXECUTION
3.01 EXCAVATION
A. Excavation includes excavation to subgrade elevations indicated, regardless of character of
materials and obstructions encountered. All excavations shall be made with efforts made to
minimize the compaction of the subsoil.
B. Unauthorized Excavation:
1. Removal of materials beyond indicated subgrade elevations or dimensions without specific
direction of the Architect/Engineer. Unauthorized excavation, as well as remedial work
directed by the Architect/Engineer, shall be at Contractor's expense.
2. Under footings, foundation bases, or retaining walls, fill unauthorized excavation by
extending indicated bottom elevation of footing or base to excavation bottom, without
altering required top elevation. Lean concrete fill may be used to bring elevations to proper
position, when acceptable to Architect/Engineer.
3. Elsewhere backfill and compact unauthorized excavations as specified for authorized
excavations of same classification, unless otherwise directed by Architect/Engineer.
C. Additional Excavation:
1. When excavation has reached subgrade elevations, notify the Architect/Engineer who will
make an inspection of conditions.
2. If unsuitable bearing materials are encountered at required subgrade elevations, carry
excavations deeper and replace excavated material as directed by the Architect/Engineer.
3. Removal of unsuitable material and its replacement as directed will be paid on basis of
contract conditions relative to changes in work.
D. Stability of Excavations:
1. Slope sides of excavations to comply with local codes and ordinances having jurisdiction.
Shore and brace where sloping is not possible because of space restrictions or stability of
material excavated.

2. Maintain sides and slopes of excavations in safe condition until completion of backfilling.
E. Shoring and Bracing: (See Section - 02210)
F. Dewatering:
1. Prevent surface water and subsurface or ground water from flowing into excavations and
from flooding project site and surrounding area.
2. Do not allow water to accumulate in excavations. Remove water to prevent softening of
foundation bottoms, undercutting footings, and soil changes detrimental to stability of
subgrades and foundations. Provide and maintain pumps, well points, sumps, suction and
discharge lines, and other dewatering system components necessary to convey water
away from excavations.
3. Establish and maintain temporary drainage ditches and other diversions outside ex-
cavation limits to convey rain water and water removed from excavations to collecting or
run-off areas. Do not use trench excavations as temporary drainage ditches.
G. Material Storage:
1. Stockpile satisfactory excavated materials. Place, grade and shape stockpiles for proper
drainage.
2. Locate and retain soil materials away from edge of excavations.
3. Dispose of excess soil material and waste materials as herein specified.
H. Excavation for Structures:
1. Conform to elevations and dimensions shown within a tolerance of plus or minus 0.10', and
extending a sufficient distance from foundations to permit placing and removal of concrete
formwork, installation of service, other construction, and for inspection.
2. Take care not to disturb bottom of excavation. Excavate by hand to final grade just before
concrete reinforcement is placed. Trim bottoms to required lines and grades to leave solid
base to receive other work.
Excavation for Pavements: Cut surface under pavements to comply with cross -sections,
elevations and grades as shown.
Basin Excavation: The infiltration basins shall be excavated to the cross section as shown in
the detail. If the bottom foot of excavation is in a clay soil, then the contractor shall excavate
until the entire clay layer is removed. The basin shall be returned to the cross section as shown
on the detail by utilizing clean uniform sand. Fill material shall have an effective size of 0.15 to
0.25 mm, uniformity coefficient of <2, dust content of < 10% and a hydraulic conductivity of 10
ft/day. The basins shall excavated using an excavator or large track backhoe that will not have
to operate from the bottom of the basin. The equipment must remain on the original surface so
that no compaction will take place along the bottom of the basin. When the final elevation is
reached the contractor shall scarify the bottom with the bucket to make sure the bottom is not
left compacted.
K. Cold Weather Protection: Protect excavation bottoms against freezing when atmospheric
temperature is less than 350F (10C).
3.02 COMPACTION
A. General: Control soil compaction during construction providing minimum percentage of density
specified for each area classification indicated below.
B. Percentage of Maximum Density Requirements:
1. Compaction of soils to be avoided with all reasonable efforts.

C. Moisture Control:
1. Where subgrade or layer of soil material must be moisture conditioned before compaction,
uniformly apply water to surface of subgrade, or layer of soil material. Apply water in
manner to prevent free water appearing on surface during or subsequent to compaction
operations. Remove and replace, or scarify and air dry, soil material that is too wet to
permit compaction to specified density.
2. Soil material that has been removed because it is too wet to permit compaction may be
stockpiled or spread and allowed to dry. Assist drying by disking, harrowing or pulverizing
until moisture content is reduced to a satisfactory value.
D. Proof Rolling: After stripping superficial topsoils and vegetation the base of excavation should
be proof rolled (compacted) prior to placement of backfill soil to develop final subgrade
elevations. Proof rolling should be performed with a loaded tandem -wheeled dump truck (20 to
30 tons). For the first level subgrade, proof rolling requirements will be field determined by the
on -site Architect/Engineer.
3.03 BACKFILL AND FILL
A. Place acceptable soil material in layers to required subgrade elevations, for each area
classification listed below.
1. In excavation use satisfactory excavated or borrow material.
2. Under grassed areas, use satisfactory excavated or borrow material.
3. Under walks and pavements, use satisfactory excavated or borrow material, or com-
bination of both.
4. Under building slabs, use drainage fill material.
5. Behind retaining walls, use satisfactory borrow material.
B. Backfill excavations as promptly as work permits, but not until completion of the following:
1. Acceptance of construction below finish grade.
2. Inspection, testing, approval, and recording locations of underground utilities.
3. Removal of concrete formwork and after concrete has reached design strength.
4. Removal of trash and debris.
C. Ground Surface Preparation:
1. Remove vegetation, debris, unsatisfactory soil materials, obstructions, and deleterious
materials from ground surface prior to placement of fills. Plow, strip, or break-up sloped
surfaces steeper than 1 vertical to 4 horizontal so that fill material will bond with existing
surface.
2. When existing ground surface has a density less than that specified under "Compaction"
for particular area classification, break up ground surface, pulverize, moisture -condition to
optimum moisture content, and compact to required depth and percentage of maximum
density.
D. Placement and Compaction:
1. Place backfill and fill materials in layers not more than 6" in loose depth for material
compacted by heavy compaction equipment, and not more than 4" in loose depth for
material compacted by hand -operated tampers.
2. Before compaction, moisten or aerate each layer as necessary to provide optimum
moisture content. Compact each layer to required percentage of maximum dry density or
relative dry density for each area classification. Do not place backfill or fill material on
surfaces that are muddy, frozen, or contain frost or ice.
3. Place backfill and fill materials evenly adjacent to structures, piping or conduit to required
elevations. Take care to prevent wedging action of backfill against structures.

3.04 GRADING
A. General: Uniformly grade areas within limits of grading under this section, including adjacent
transition areas. Smooth finished surface within specified tolerances, compact with uniform
levels or slopes between points where elevations are indicated, or between such points and
existing grades.
B. Grading Outside Building Lines:
1. Grade areas adjacent to building lines to drain away from structures and to prevent
ponding. Finish surfaces free from irregular surface changes, and as follows:
a. Lawn or Landscaped Areas: Finish areas to receive topsoil to within not more than
0.10' above or below required subgrade elevations.
b. Walks: Shape surface of areas under walks to line, grade and cross-section, with
finish surface not more than 0.10' above or below required subgrade elevation.
c. Pavements: Shape surface of areas under pavement to line, grade and cross-section,
with finished surface not more than 1/2" above or below required subgrade elevation.
C. Grading Surface of Fill under Building Slabs: Grade smooth and even, free of voids,
compacted as specified, and to required elevation. Provide final grades within a tolerance of
1/2" when tested with a 10' straightedge.
D. Compaction: After grading, compact subgrade surfaces to the depth and indicated percentage
of maximum or relative density for each area classification.
3.05 BUILDING SLAB DRAINAGE COURSE
A. General: Drainage course consists of placement of drainage fill material, in layers of indicated
thickness, over subgrade surface to support concrete building slabs.
B. Placing:
1. Place drainage fill material on prepared subgrade in layers of uniform thickness,
conforming to indicated cross -sections and thickness. Maintain optimum moisture content
for compacting material during placement operations.
2. When a compacted drainage course is shown to be 6" thick or less, place material in a
single layer.
3.06 FIELD QUALITY CONTROL
A. Quality Control Testing During Construction: Allow testing service to inspect and approve
subgrades and fill layers before further construction work is performed. The owners testing
service will perform tests as follows:
1. Field density tests in accordance with ASTM D 1556 (sand cone method) or ASTM D 2167
(rubber balloon method), and ASTM D 2922 (nuclear method), as applicable.
2. Foundation Subgrade: For each strata of soil on which footings will be placed, at least one
test to verify required design bearing capacities. Subsequent verification and approval of
each footing subgrade may be based on a visual comparison of each subgrade with
related tested strata, when acceptable to Architect/Engineer.
3. Paved Areas and Building Slab Subgrade: Make at least one field density test of subgrade
for every 2000 sq. ft. of paved area or building slab, but in no case less than 3 tests. In
each compacted fill layer, one field density test for every 2000 sq. ft. of overlaying building
slab or paved area, but in no case less than 3 tests.
4. Foundation Wall Backfill: Take 2 field density tests every 50 linear feet, at locations and
elevations as directed.

B. If in opinion of Architect/Engineer, based on testing service reports and inspection, subgrade or
fills which have been placed are below specified density, provide additional compaction and
testing at no additional expense to Owner.
3.07 MAINTENANCE
A. Protection of Graded Areas:
1. Protect newly graded areas from traffic and erosion. Keep free of trash and debris.
2. Repair and re-establish grades in settled, eroded, and rutted areas to specific tolerances.
B. Reconditioning Compacted Areas: Where completed compacted areas are disturbed by sub-
sequent construction operations or adverse weather, scarify surface, re -shape, and compact to
required density prior to further construction.
C. Settling: Where settling is measurable or observable at excavated areas during general
project warranty period, remove surface (pavement, lawn or other finish), add backfill material,
compact, and replace surface treatment. Restore appearance, quality, and condition of
surface or finish to match adjacent work, and eliminate evidence of restoration to greatest
extent possible.
3.08 DISPOSAL OF WASTE MATERIALS
A. Removal from Owner's Property: Remove waste materials, including unacceptable excavated
material, trash and debris, and dispose of it off Owner's property.
END OF SECTION

SECTION 03300
CAST -IN -PLACE CONCRETE
1.01 SCOPE
A. The work under this section includes all cast -in -place concrete work required of every
description shown, or specified, except "topping concrete". Included are all structural members,
walls, pavements, manholes, bedding concrete, etc.
1.02 MATERIALS
A. All materials incorporated in the concrete shall conform to the requirements and specifications
herein.
1.03 PORTLAND CEMENT
A. All Portland cement shall be of American manufacture which at the time it is incorporated in the
mixture, shall conform to requirements of ASTM C-150-40T, Types I or 11. The cement shall be
the product of a mill which has been in successful operation for at least one year. Type II shall
be used unless high early cement is specified - n which event Type I shall be used. For Type 11,
the maximum amount of tricalcium silicate shall be 60%.
B. Fine aggregate shall conform to Federal Specification SS-A-281b, Class I, or ASTM Designation
C33-67. The fine aggregate shall be subject to field tests covering:
(a) Composition. Fine aggregate shall consist of natural sand and shall be graded from coarse
to fine within the following limits:
U.S. Standard Square Percent of Total
Opening Sieve by Weight Passing
Min. Max.
No. 4
97
100
No. 8
80
100
No.30
25
75
No. 50
10
30
No. 100
2
10
No. 200 (bywashing)
0
4
Sand failing to meet the minimum requirements for material passing the number 50 and/or
number 100 sieve may be used provided other satisfactory inorganic fine material is added. If
two sands are used, each must be mixed after separate weighing in proportions set up by the
Engineer.
(b) Stockpiling. Fine aggregate shall be stored on a well -drained site, which has been cleared,
grubbed and cleaned. Stockpiles shall be built up so as to prevent segregation of large and
small particles.
(c) Unsuitable Materials. Not more than one (1) percent by weight of clay lump or soft,
disintegrated or coated grains shall be present in the fine aggregate. It shall also be free from
foreign material such as dirt, wood, paper, burlap or other unsuitable material. When tested in
accordance with AASHO T-21027, it shall show a color not darker than standard. When tested
for mortar strength in accordance with AASHO T-71-38, the fine aggregate shall have a tensile
strength at 3 days (Type III), or at 7 days (Type II) not less than 95% of that developed by
mortar having the same water -cement ratio and consistency, made of the same cement and
graded Ottawa sand having a fineness modulus of 2.40 plus or minus 0.05.
C. Coarse Aggregate. Coarse aggregate shall be a crushed stone or gravel conforming to Federal
Specification SS-A-281b, Class 2, or ASTM Designation C33-67, except as otherwise provided
herein. It shall contain no thin elongated or laminated pieces. Aggregates shall be free from
material, which could react harmfully with alkalis in the cement. When tested for resistance to
abrasions, the loss shall not exceed 40%. All coarse aggregates shall pass the following
openings:

For Class "A", "B", or "C" concrete - 3/4" square.
For Class "D" concrete - 1 «" square.
Not more than 5 percent of the dry weight of the coarse aggregate shall pass a square
screen, and it shall be uniformly graded from the finest to the coarsest particles. This aggregate
shall be subject to field test similar to those specified above for fine aggregate.
D. Water. Water for concrete work shall be fresh, clean and free from oil, acid, alkali or organic
matter.
E. Admixtures. The use of any admixture in the concrete mix is subject to the approval of the
Engineer. Such approval will be given only after the admixture has been subjected to such
Tests as may be deemed necessary by the Engineer. Expense of such tests shall be borne by
the Contractor.
F. Reinforcing Steel. Reinforcing steel shall be of new billet steel, intermediate grade, made by
the open-hearth process, conforming to the requirements of the "Standard Specifications
for Billet Steel Concrete Reinforcement Bars", Serial Designation C15-33 of the ASTM. Bars
must be deformed in rolling and the design of the deformation shall be in accordance with ASTM
Designation A615-68. In addition to the reinforcing indicated on the plans, the Contractor shall
furnish all necessary support bars, tie bars, etc. required for properly supporting the spacing
bars in the forms. The reinforcement will be subject to field inspection for rust, shape and
dimensions.
1.04 READY -MIX CONCRETE
A. All concrete shall be ready -mix. For the purpose of this specification, ready -mixed concrete is
defined as Portland cement concrete produced regularly by a commercial establishment and
delivered to the purchaser in the plastic state. The interval between batches for a pour shall not
exceed 30 minutes. The time elapsing between the introduction of the mixing water to the
cement and aggregates or the cement to the aggregate and placing of the concrete in final
position in the forms shall not exceed one hour. Ready -mixed concrete shall be mixed and
delivered by means of one of the following methods: truck mixing, combination central plant and
truck mixing (shrink mixing) or central mixing.
1.05 PROPORTIONING
A. The proportions of cement, aggregates and water necessary to produce concrete conforming to
the requirements of these specifications shall be determined by means of laboratory tests of
concrete made with the cement and aggregates to be used on the work. At least 35 days prior
to the beginning of concrete work, the Contractor shall submit for approval samples of the
materials he proposes to use. Prior to the beginning of work, he shall also submit a statement
of the proportions proposed for the concrete mixture. This shall be accomplished by a report in
detail from an approved testing laboratory showing for at least three different water contents the
7-day and 28-day concrete strengths obtained when using the materials proposed for the work.
The strength determinations shall be based on not less than 5 concrete test specimens for each
age and each water content. All costs of the above shall be borne by the Contractor.
1.06 WATER -CEMENT RATIO
A. Unless written approval is received from the Engineer, the amount of mixing water, including
surface water contained in the aggregate, shall not exceed the following amounts:
Class of U.S. Gallons per Cu. Ft.
Concrete (94 lbs. of Cement)
A 5<<
B 6
C 7«
D 7«

1.07 WORKING STRESSES
A. The working stresses used in the design of these structures are based on the following ultimate
strengths at 28 days:
Class A — 4000 pounds per square inch.
Class B - 3000 pounds per square inch.
Class C - 2500 pounds per square inch.
Class D - 2000 pounds per square inch.
Concrete proportions shall be such that the strength of the mix shall not be less than that named
for the particular concrete in question. The various sections of the work which are to be poured
with the various class of concrete are as follows, unless specified otherwise or specifically noted
on the plans:
Class A - walls, floors, etc. of all concrete structures which are required to be watertight.
Class B - all self-supporting slabs, stairs, walls, beams, columns and all reinforced footings.
Class C - all slabs on earth or fill, except those otherwise specified, including sidewalks,
curbs and gutters and small unreinforced foundations.
Class D - heavy unreinforced foundations and backfill for all pipe trenches under slabs or
earth or fill.
1.08 CYLINDER COMPRESSION TESTS
A. During the progress of construction, the Contractor shall have tests made to determine whether
the concrete as being produced complies with the standards of quality as specified above. The
Contractor shall make test cylinders from each major concrete pour. At least two cylinders shall
be made from each pour of 25 cubic yards or less and one cylinder from each additional 25
cubic yards of concrete. Size of cylinder and the manner of molding, capping and testing shall
be in accordance with ASTM Designation C39-68. From each set of cylinders, one shall be
tested at 7 days of age and one at 28 days, and the remaining cylinders, if any, shall be tagged
and recorded in order that additional tests may be conducted if deemed necessary by the
Engineer. All tests of cylinders shall be by an approved testing laboratory with all expenses
borne by the Owner. Certified copies of all tests shall be filed with the Engineer.
1.09 ENFORCEMENT OF STRENGTH REQUIREMENTS
A. Should the strengths shown by the test specimens made and tested in accordance with
paragraph 1.08 fall below the values given in paragraph 1.07A, the Engineer shall have the right
to require any changes in proportions as he deems necessary to apply on the remainder of the
work. Furthermore, the Engineer shall have the right to require additional curing on those
portions of the structure represented by the test specimens, which failed. In the event such
additional curing does not give the strength required, the Engineer shall have the right to require
strengthening or replacement of those portions of the structure which fail to develop the required
strength.
1.10 STORAGE OF REINFORCEMENT STEEL
A. Reinforcement shall be stored in a manner that will avoid excessive rusting or coating by
grease, oil, dirt and other objectionable materials. Storage shall be in separate piles or racks so
as to avoid confusion or loss of identification after bundles are broken.
1.11 PLACING REINFORCEMENT
A. Metal reinforcement before being placed shall be free from rust, scale, or other coatings that will
destroy or reduce the bond. Reinforcement shall be formed to the dimensions indicated on the
plans. Cold bends shall be made around a pin having a diameter of four or more times the least
dimensions of the bar. Metal reinforcement shall not be bent or straightened in a manner that
will injure the material. Metal reinforcement shall be accurately placed and secured, and shall

be supported by concrete or metal chairs or spacers, or metal hangers of a design approved by
the Engineer.
1.12 CONCRETE PLACEMENT
A. General
The construction of forms, the operation of depositing and placing concrete, and concrete
finishing shall all be conducted so as to form a compact, dense, impervious artificial stone of
uniform texture throughout, and smooth faces on all surfaces exposed to view. If, in the opinion
of the Engineer, any construction operation is not suitable to obtain the above finished result, he
may require the Contractor to use any method, or methods, which will produce structures true to
shape, line and dimensions, conforming to the above requirements and the following methods of
obtaining the finished result.
B. Form Work. All concrete shall be formed unless indicated or directed otherwise. Forms shall
conform to the shape, lines and dimensions of the member as called for on the plans. Chamfer
all exposed edges 3/4 inch unless otherwise indicated on the plans. They shall be substantial
and properly braced and tied together so as to maintain position and shape and insure safety to
workmen and passersby. Only approved tie rods or bolts shall be used, and all ties through
walls, which are intended to be watertight, shall have a waterstop as part of the tie. Temporary
openings shall be provided where necessary to facilitate cleaning and inspection immediately
before depositing concrete. Forms shall all be coated with lubricant as approved by the
Engineer.
C. Reinforcement. Reinforcement shall be placed in strict accordance with the details of the
approved shop drawings. The reinforcement in walls, slabs, beams and foundations shall be
paced by means of approved chairs or precast mortar or concrete blocks. All intersections of
reinforcement shall be wired together except that laps and splices shall be separated to allow
development of proper bond for each bar. The minimum distance between spliced bars shall
not be less than the largest of the following: (1) the bar diameter, (2) one inch, or (3) one and
one-third times the maximum size of the coarse aggregate. Placing plans and bending
diagrams (shop drawings) furnished by the fabricator shall show sufficient plan, elevation and
sectional views which, in the opinion of the Engineer, will permit accurate checking and placing
of all reinforcement.
D. Slump. Slump of concrete when poured shall not be less than 4 inches nor more than 7 inches
E. Removal of Water. Water shall be removed from excavations before concrete is deposited
unless otherwise directed by the Engineer. Any flow of water into the excavation shall be
diverted through properly sized drains to a pump, or be removed by other approved methods,
which will avoid washing the freshly deposited concrete. Water vent pipes and drains shall be
filled by grouting or otherwise after the concrete has thoroughly hardened. Pumping of water
must continue throughout the pouring of the concrete affected.
F. Inspection. Inspection and approval by the Engineer of all formwork and reinforcing steel in
place must be obtained before pouring concrete. Such approval will in no manner relieve the
Contractor of his obligation to produce the finished work as required by the plans and
specifications.
G. Placing of Concrete. Placing of concrete shall be done in daylight unless an adequate lighting
system is approved by the Engineer. All equipment for transporting the concrete shall be
cleaned; all debris and ice shall be removed from the places to be occupied by the concrete.
Forms shall be thoroughly wetted or oiled. Chutes, troughs or pipes shall be used in placing
concrete so that the ingredients are not separated. Concrete shall be handled from the mixer to
the place of final deposit as rapidly as practicable by methods, which will prevent the separation
or loss of the ingredients. It shall be deposited as nearly as practicable in its final position to
avoid rehandling or flowing. Mechanical vibrators of an approved type shall be used to produce
proper contact of concrete with reinforcing steel and forms. Continuous spading of concrete in
thin sections shall be used where required. Depositing of concrete shall be continuous in
horizontal layers of not over 12 inches. When concreting is once started, it shall be carried on

as a continuous operation until placing of the section is completed. Under no circumstances
shall concrete that has partially set be deposited in the work.
H. Bonding. Bonding of new concrete with concrete which has set shall be insured by thoroughly
roughening and cleaning the surface, brushing in a coating of neat cement grout, then slushing
in at least one inch of grout compound consisting of one part Portland cement to two parts sand.
I. Form Removal. All formwork shall be removed, but forms shall not be removed until the member
supported thereby has acquired sufficient strength to safely support its own weight and the load
imposed upon it. Under normal conditions, forms may be stripped in accordance with the
following schedule, but its use shall not relieve the Contractor of his responsibility for the safety
of the structure.
Approximate Minimum
No. of Days Strength
Slabs and beams 14 2500
Columns and major walls 7 2000
Minor walls as approved 3 1000
Any deviation from this schedule must be approved by the Engineer. All holes from tie rods and
bolts shall be completely filled from the exposed face with a suitable pressure gun.
Protection from Cold. When placing concrete at, or below, a temperature of 40oF, or whenever,
in the opinion of the Engineer, atmospheric temperature will probably fall below this limit within
24 hours after placing concrete, either the mixing water or aggregate, or both, shall be heated
and the freshly placed concrete protected by adequate housing or covering and heating.
Concrete placed in forms shall have a temperature of not less than 70oF or more than 100oF
and shall be maintained above 50oF for not less than 4 days after placing. The use of salts,
chemicals, or other foreign materials in the mix to lower the freezing point of the concrete is
prohibited.
K. Methods of Curing. Curing shall be accomplished by preventing loss of moisture, rapid
temperature changes, and mechanical injury from rain or flowing water for a period of seven
days. Curing shall be started as soon after placing and finishing as free water has disappeared
from the surface of the concrete. Curing may be accomplished by any of the following methods
or combination thereof as approved:
(a) Moist Curing. Unformed surfaces shall be covered with burlap, cotton or other approved
fabric mats, or with sand, and shall be kept continually wet. Forms shall be kept continually wet
and if removed before the end of the curing period, curing shall be continued as on unformed
surfaces, using suitable materials. Burlap shall be used only on surfaces which will be
unexposed in the finished work and shall be in two layers.
(b) Waterproof Paper Curing. Surfaces shall be covered with waterproof paper lapped 4 inches
at edges and ends and sealed. Paper shall be weighted to prevent displacement, and tears or
holes appearing during the curing period shall be immediately repaired by patching.
(c) Membrane Curing Compound. Membrane curing compound shall be applied by power
spraying equipment using a spray nozzle equipped with a wind guard. The compound shall be
applied in a two coat, continuous operation at a coverage of not more than 200 square feet per
gallon for both coats. When application is made by hand sprayers, the second coat shall be
applied in a direction approximately at right angles to the direction of the first coat. The
compound shall form a uniform, continuous, adherent film that shall not check, crack, or peel,
and shall be free from pinholes or other imperfections. Surfaces subjected to heavy rainfall
within 3 hours after compound has been applied or surfaces damaged by subsequent
construction operations within the curing period shall be resprayed at the rate specified above.
Membrane curing compound shall not be used on surfaces, which are to receive concrete fill or
setting beds. Surfaces coated with curing compound shall be kept free of foot and vehicular
traffic and other sources of abrasion during the curing period.

1.13 FINISHES OF CONCRETE OTHER THAN FLOORS AND SLABS
A. Imperfections showing in exposed surfaces of concrete shall be corrected and made good. No
pointing or patching shall be done, or restoration of broken surfaces or arises to be commenced
until such places have been inspected and passed upon by the Engineer. All surfaces to be
patched shall be cleaned thoroughly and saturated with water just prior to applying patching
mortar. Honeycombed areas shall be cut out to solid concrete but to a depth of not less than
one inch. The edges of the cut shall be perpendicular to the surface of the concrete. Mortar
shall be compacted into place and screened slightly higher than the surrounding surfaces.
Patches on exposed surfaces shall be finished to match the adjoining surfaces after they have
set for a period of an hour or more. Patches shall be cured as specified for the concrete.
B. Standard Finish. Standard finish shall be given to all concrete not ordinarily exposed to view,
such as interior walls of tanks below the lowest operating water line. The surface of the
concrete shall not vary more than 1/16 inch when measured from a five-foot template. All fins
and other projections shall be removed carefully, and all abrupt irregularities shall be leveled.
Surface pits having a dimension greater than 1/16 inch shall be filled with cement mortar as
specified for patching.
C. Rubbed Finish. Rubbed finish shall be given to all concrete which will be exposed to view
including interior walls of clear wells, flumes, etc. Immediately after the forms have been
removed, the surface shall be wetted thoroughly and rubbed with carborundum, or other
abrasive, to a smooth even finish of uniform appearance. Upon completion of the rubbing, the
surface shall be washed thoroughly with clean water.
1.14 CONCRETE SLAB AND FLOOR FINISHES
A. Dusting of top surfaces with dry cement will not be permitted. In proportion for finishing, all
slabs and floors shall be struck off true to the level indicated, tamped to force the coarse
aggregate away from the surface and floated to a true finish.
B. Slab Finishes. While the concrete is still green, but hardened sufficiently to bear the cement
finisher's weight, the surface shall be wood -floated to a true and uniform plane with no coarse
aggregate visible.
C. Floor Finishes. While the concrete is still green, but hardened sufficiently to bear the cement
finisher's weight without deep imprint, it shall be wood -floated to a true even plane with no
coarse aggregate visible. Sufficient pressure shall be used on the wood floats to bring moisture
to the surface. The concrete shall then be steel -troweled to produce a smooth impervious
surface for the purpose of burnishing. The final troweling shall produce a ringing sound from the
trowel.
D. Walkway Finishes. All horizontal surfaces used, as walkways shall be floated with a wood float
to an even surface, and then shall be lightly brushed with a broom to provide a surface
sufficiently rough to prevent slipping.
1.15 MEASUREMENTS AND PAYMENTS
A. No measurement or direct payment will be made for the work under this section of the
specifications. Costs of all concrete work shall be included in the price bid for the item in which
the concrete work is an integral part.
1.16 GUARANTEE
A. This Contractor agrees, by his acceptance of these plans and specifications and the signing of
this Contract, that every part furnished by him shall be of the best of its respective kind, and
shall be erected in a most thorough manner by experienced workmen.
This Contractor agrees to hold himself responsible for any defects which may develop, due
either to faulty workmanship or materials, and to replace and make good any and all such faulty
parts within a period of twelve (12) months from the date of final acceptance of the work under

this Contract, without cost to the Owner. Acceptance of the installation and the payment in full
for same will in no way waive the above guarantee.
END OF SECTION

SECTION 5040
MISCELLANEOUS IRON AND STEEL SPECIFICATIONS
PART1GENERAL
1.01 SCOPE
A. Materials to be standard, well finished structural shapes or bars, suitable for the purposes
intended.
1.02 WORKMANSHIP AND FINISH
A. Workmanship and finish to be equal to the best practice of modern shops for the respective
work. Exposed surfaces to have smooth finish and sharp, well defined lines. Sections to be
well formed to shape and size with sharp lines and angles; curved work to be sprung evenly
to curves. All necessary rivets, lugs, and brackets to be provided so that the work can be
assembled in a neat and substantial manner. Belts and screw holes to be drilled as shown
or called for on the plans. Fastenings and anchorages to be concealed where practicable.
All welds to be ground smooth. Thickness of metal and details of assembly and supports to
give ample strength and stiffness. Metal work to be countersunk properly to receive
hardware and provided with proper bevels and clearances. Joints exposed to be formed in
such a manner to exclude water. Work in general shall be fabricated and installed in such a
manner that will provide for expansion and contraction, prevent the shearing of bolts, screws,
anchorages and other fastenings; provide close fitting of section and insure rigidity.
1.03 C.I. CATCH BASIN GRATINGS AND FRAMES AND C.I. MANHOLE FRAMES AND
COVERS AND MANHOLE STEPS
A. The catch basin gratings and frames to be as detailed on the plans or similar to or equal to
standard items as manufactured by Dewey Brothers, Goldsboro, North Carolina. The manhole
rings and covers to be 24" diameter, as manufactured by Dewey Brothers or equal. The C.I.
manhole steps to be as detailed on the plans, or items as manufactured by Dewey Brothers or
equal.
1.04 SUBWAY STEEL GRATINGS
A. To be of bearing bars not more than1-3/16 inches on centers, mechanically interlocked or welded
to cross bars. To be free of twists, warps or other defects and to be capable of supporting a live
load of not less than 160 pounds per square foot with a deflection of not more than 0.522 inch.
1.05 PIPE RAILINGS
A. To be standard 1-1/2" standard weight black steel pipe, fabricated as shown on the plans. The
horizontal railing top member is to be in one piece, curved and bent down vertically as shown on
the plans; and the intermediate vertical and horizontal members fastened by welding. The
vertical members to be set in pipe sleeves 6 inches long and caulked securely therein with lead.
Spacing of vertical posts to be in no case greater than 8 feet center to center.
1.06 REINFORCING STEEL
A. All steel for reinforcement bars shall be billet steel, open hearth, of intermediate grade having a
tensile strength of not less than seventy thousand (70,000) pounds per square inch; and the
percentage of elongation in eight (8) inches shall be not less than fourteen (14). For bars under
three -fourths (3/4") inch in diameter, the bend test requirements shall be that the bar be bent cold
one hundred eighty (180) degrees around a pin having a diameter of three (3) times the diameter
of the bar under test, without evidence of breaking. For bars three -fourths (3/4") inch in diameter
and greater, the bend test requirements shall be that the bar be bent cold ninety (90) degrees

around a pin having a diameter three (3) times the diameter of the bar under test, without
evidence of cracking.
Bars shall conform in every respect to the specification for billet steel reinforcement, intermediate
grade, adopted by the American Society for Testing Materials, " Specifications for New Billet
Steel Reinforcement Bars", Serial Designation A15-62T, latest edition.
Deformed bars must be used. Bars deformed by cold twisting of bars deformed from rerolled
stock will not be acceptable, except by special permission of the Engineer. The Contractor's
proposal shall be based on reinforcement steel as specified, not from rerolled stock.
1.07 STRUCTURAL STEEL
A. All structural steel used in the project shall conform to the standard specification of the American
Society for Testing Materials for Structural Steel, latest designation.
Structural steel shall be made by the open-hearth, electric furnace or acid-bessemer process,
except that the steel for plates or angles over seven -sixteenths (7/16") inch in thickness, which
are to be punched, shall be made by the open hearth or electric -furnace process, or both.
1.08 SLEEVES AND INSERTS
A. Where necessary for the support of piping, mechanical equipment or apparatus or other work,
suitable and approved type of inserts shall be provided. Suitable type and size of cast iron pipe
sleeves to be provided where pipes pass through concrete walls.
1.09 MISCELLANEOUS ITEMS
A. Metal water seals in construction joints, anchors, bolts, anchorages and other fastenings to be
provided where indicated, where necessary for securing work in place, and for anchoring
machines and other mechanical equipment in place. Sizes and spacing of anchors and bolts not
specified or otherwise indicated to be as required for their purpose. Fastenings for use with
stainless steel members to be stainless steel. For fastenings to concrete block masonry, use
toggle bolts. For weir plates, use malleable iron anchor bolts.
1.10 SHOP PAINTING
A. A shop coat of red lead paint to be given to all surfaces of steel and iron work, except bolts,
anchors, aluminum materials, stainless steel work, galvanized surfaces and surfaces specified
otherwise.
END OF SECTION

Section 05041 Stainless Steel - Grade 316
Specification
Chemical Formula
Fe, <0.03% C, 16-18.5% Cr, 10-14% Ni, 2-3% Mo, <2% Mn, <1 % Si, <0.045% P, <0.03% S
Background
Grade 316 is the standard molybdenum -bearing grade, second in importance to 304 amongst the austenitic stainless steels. The
molybdenum gives 316 better overall corrosion resistant properties than Grade 304, particularly higher resistance to pitting and crevice
corrosion in chloride environments. It has excellent forming and welding characteristics. It is readily brake or roll formed into a variety of
parts for applications in the industrial, architectural, and transportation fields. Grade 316 also has outstanding welding characteristics.
Post -weld annealing is not required when welding thin sections.
Grade 316L, the low carbon version of 316 and is immune from sensitisation (grain boundary carbide precipitation). Thus it is
extensively used in heavy gauge welded components (over about 6mm). Grade 316H, with its higher carbon content has application at
elevated temperatures, as does stabilised grade 316Ti.
The austenitic structure also gives these grades excellent toughness, even down to cryogenic temperatures.
Key Properties
These properties are specified for flat rolled product (plate, sheet and coil) in ASTM A240/A240M. Similar but not necessarily identical
properties are specified for other products such as pipe and bar in their respective specifications.
Composition
Table 1. Composition ranges for 316 grade of stainless steels.
Grade316
Min
-
-
-
0 -
16.0
2.00
10.0 -
Max
0.08
2.0
0.75
0.045 0.03
18.0
3.00
14.0 0.10
316L
Min
-
-
-
- -
16.0
2.00
10.0 -
Max
0.03
2.0
0.75
0.045 0.03
18.0
3.00
14.0 0.10
Min
0.04
0.04
0
- -
16.0
2.00
10.0 -
316H
max
0.10
0.10
0.75
0.045 0.03
18.0
3.00
14.0 -
Mechanical Properties
Table 2. Mechanical properties of 316 grade stainless steels.
316 515 205 40 95 217
316L 485 170 40 95 217
316H 515 205 40 95 217
Note: 316H also has a requirement for a grain size of ASTM no. 7 or coarser.

Physical Properties
Table 3. Typical physical properties for 316 grade stainless steels.
Grade Specification Comparison
Table 4. Grade specifications for 316 grade stainless steels.
Grade UNS Old British Euronorm Swedish Japanese
• . SS JIS
Name
316 S31600 316S31 58H, 58J 1.4401 X5CrNiMo17- 2347 SUS 316
12-2
316L S31603 316S11 - 1.4404 X2CrNiMo17- 2348 SUS 316L
12-2
316H S31609 316S51 - - - - -
Note: These comparisons are approximate only. The list is intended as a comparison of functionally similar materials not as a schedule
of contractual equivalents. If exact equivalents are needed original specifications must be consulted.
Possible Alternative Grades
Table 5. Possible alternative grades to 316 stainless steel.
Grade Why it might be chosen instead of 316?
316Ti Better resistance to temperatures of around 600-900°C is needed.
316N Higher strength than standard 316.
317L Higher resistance to chlorides than 316L, but with similar resistance to stress corrosion cracking.
904L Much higher resistance to chlorides at elevated temperatures, with good formability
2205 Much higher resistance to chlorides at elevated temperatures, and higher strength than 316
Corrosion Resistance
Excellent in a range of atmospheric environments and many corrosive media - generally more resistant than 304. Subject to pitting and
crevice corrosion in warm chloride environments, and to stress corrosion cracking above about 60°C. Considered resistant to potable
water with up to about 1000mg/L chlorides at ambient temperatures, reducing to about 500mg/L at 60°C.
316 is usually regarded as the standard "marine grade stainless steel', but it is not resistant to warm sea water. In many marine
environments 316 does exhibit surface corrosion, usually visible as brown staining. This is particularly associated with crevices and
rough surface finish.
Heat Resistance
Good oxidation resistance in intermittent service to 870oC and in continuous service to 925°C. Continuous use of 316 in the 425-860°C
range is not recommended if subsequent aqueous corrosion resistance is important. Grade 316L is more resistant to carbide
precipitation and can be used in the above temperature range. Grade 316H has higher strength at elevated temperatures and is
sometimes used for structural and pressure -containing applications at temperatures above about 500°C.
Heat Treatment

Solution Treatment (Annealing) - Heat to 1010-1120°C and cool rapidly. These grades cannot be hardened by thermal treatment.
Welding
Excellent weldability by all standard fusion methods, both with and without filler metals. AS 1554.6 pre -qualifies welding of 316 with
Grade 316 and 316L with Grade 316L rods or electrodes (or their high silicon equivalents). Heavy welded sections in Grade 316 require
post -weld annealing for maximum corrosion resistance. This is not required for 316L. Grade 316Ti may also be used as an alternative
to 316 for heavy section welding.
Machining
A "Ugima" improved machinability version of grade 316 is available in round and hollow bar products. This machines significantly better
than standard 316 or 316L, giving higher machining rates and lower tool wear in many operations.
Dual Certification
It is common for 316 and 316L to be stocked in "Dual Certified" form - mainly in plate and pipe. These items have chemical and
mechanical properties complying with both 316 and 316L specifications. Such dual certified product does not meet 316H specification
and may be unacceptable for high temperature applications.
Applications
Typical applications include:
Food preparation equipment particularly in chloride environments.
Laboratory benches & equipment.
Coastal architectural panelling, railings & trim.
Boat fittings.
Chemical containers, including for transport.
Heat Exchangers.
Woven or welded screens for mining, quarrying & water filtration.
Threaded fasteners.
Springs.
Source: Atlas Steels Australia

SECTION 05350
HANDRAILS, LADDERS AND SIGNS
1.01 HANDRAILS, LADDERS AND SIGNS
A. Handrails Around Standard Grating. There shall be furnished for installation on the tank, aluminum
tubing handrails around the standard access grating. The railing shall be standard aluminum
tubing with the top rail 41" above the tank top, and the mid -rail 26" above the tank top. There shall
be furnished for each vertical stanchion, a base socket to accept and anchor the vertical stanchion.
The tubing shall be provided in convenient section for field cutting and installation.
1.02 LADDERS
A. There shall be provided a ladder extending from the ground level to the top of the wastewater
treatment plant. The ladder shall be of aluminum construction and firmly attached to the tank and
to the ground. All in accordance with paragraph 1910.27, Volume 37, number 202 Federal
Register.
1.03 Signs
A. There shall be provided four (4) signs to be mounted on each side of the fence surrounding the
wastewater treatment facility. The sign shall read as follows, "Warning: Sewage Treatment
Facility, Keep Out!"
END OF SECTION
Page 1

SECTION 9901
BLOWER PRESSURE GAUGES, CHECK VALVES AND SILENCERS
PART1GENERAL
1.01 SCOPE
The contractor shall supply nine FPZ PG25-300 pressure gauges, nine FPZ CV40 4-inch check
valves and nine FPZ SS9 4-inch silencers.
END OF SECTION

84
ACCESSORIES
�i�1�rr~�x r�ctrtlrr�ttsor
Gauges, Cheep Valves, Silencers, Enclosures
-SM10
Gauges
V# NPT
Check Valves
Silencers
C
A
Gauges are i mpor-Lant for monitong the operating pressure or vacuum of
the blGiver. Gauges should he positioned aselosetothe blower as possible.
Part
OLAV
LLc� LJ
Lj'L-i'I;
2.F9
VG25-2110
vvxdxn
J e-L D
VG25 }L_
Vc3l-L{1Y71
sL0
PG25-60
Pressure
PG2=-200
PressLHe
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PI5329-309
Pra&SrA
PG2G-1=
Pre-.-.L-e
0. 15
2.25
1.9
rh nwns oru in inchas Toba nou on qan va Lks z 1004.- Lnbr i m 3, .d cm ba dvrgcd viiiihtitif p 3x rugs
Swro igcIxekvaIves allow air tofWin n olio aiiel;'b n. Iix--e valves preaellt
back Flow into the blower and are sLJDal iul 111 nronze or brass.
Part
WPT
A
GV075
L1.1
2.�1
CV10
1 •
2-e
?.9
2. r
CV125
1.2'_
3.2
2.2
3.2
1 V15
1.5'
1E
2.5
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2"
4.3
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3"
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Sil�rlc�rs pro da addrtianal sound attaiiwtian.
TYPE
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8
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SSA
1-114
7.5
5.5
2.8
2
0.6
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7.9
6.7
3.1
1.2
0.13
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1.9 ..--
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2"
9.1
7.9
3.5
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3"
19.1
15.7
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3.3
0.8 _
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4'
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13.4
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14.3
19.7
16.6
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21.3
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SCL KW-8 MS f PAD
31.7
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SCL K07-5 TO
31.7
64.4
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SCL K07-6 TS
31.7
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SC L KO! -I 2 M SMD
31.7
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31.i
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31.7
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FPZ, Inc_ ISO N. Progress drive Ss-j< v Je UFO. T=_..'L2E2j 26B-01E= [e-mail] www_Fpz.rnm

SECTION 9902
EFECTOR SD2001 AIR FLOWMETER
PART1GENERAL
1.01 SCOPE
The contractor shall supply nine IFM Efector SD2001 airflow meters and install on each blower
discharge.
END OF SECTION

E
SD2001
SDN2IDGXFPKG/US-100
1: 4-digit alphanumeric display
2: Programming buttons
C E c@us
LISTED
Compressed air meter
Quick disconnect
Process connection: 2" NPT (DN50)
Function programmable
Flow sensors
2 outputs
OUT1 = flow monitoring (binary), flow rate meter (pulse), preset meter (binary)
OUT2 = flow monitoring (analog or binary)
Monitoring range
0.0...494.4 scfm
Measuring range
1.4...412.0 scfm
Temperature indication
32...140 OF
Application
Medium temperature [OF]
Electrical design
Operating voltage M I _
Current consumption [mA]
Protection class I _
Reverse polarity protection
Output function
Current rating [MA] I _
Voltage drop M I _
Short-circuit protection _
Overload protection
Analog output I _
Max. load IQ] I _
Pulse output
Compressed air
Air quality(ISO 8573-1):
Class 141 (measuring error: see below, value A)
Class 344 (measuring error: see below, value B)
32...140 1
DC PNP
19...30 DC
< 100
III
OUT1: normally open / closed programmable or pulse
OUT2: normally open / closed programmable or analog (4...20 mA
2 x 250
<2
Yes (non -latching)
yes
4...20 mA
< 500
consumed quantity meter

E
SD2001
SDN2IDGXFPKG/US-100
Flow monitoring
Measuring range
Display range
Set point, SP
Reset point, rP
Analog start point, ASP
Analog end point, AEP
in steps of
Measuring dynamics
Volumetric flow quantity monitoring
Pulse value
in steps of
Pulse length [s]
Flow sensors
1.4...412.0
scfm
I 90...24720 scfh
0.0...494.4
scfm
I 0...29670
scfh
3.7...412.0
scfm
I 220...24720 scfh
1.6...409.9
scfm
I 100...24600 scfh
0.0...309.0
scfm
I 0...18540
scfh
103.0
... 412.0 scfm
I 6180
... 24720 scfh
0.1 scfm
I
10 scfh
1:300
0.400...4 000 000 scf
0.020 ... 1000 scf
0.049... 2
Temperature monitoring
Measuring range [OF] I 32...140
Display range [°F] 32...140
Flow monitoring
Accuracy (within measuring range) A): ± (3% MW + 0.3% MEW) / B): ± (6% MW + 0.6% MEW) ***)
Repeatability[% of the measured value] ± 1.5
Temperature monitoring
Accuracy [K] ± 2 **)
Reaction times
Power -on delay time [s] I 0.5
Flow monitoring
Response time
Damping, dAP
Programming options
[s] _ < 0.1 (dAP = 0)
[s] 0-0.2-0.4-0.6-0.8-1
Pressure rating [psi]
Ambient temperature [°F]
Storage temperature [IF]
Max. relative air humidity [%]
Protection
EC pressure equipment directive
hysteresis / window function; NO / NC; current / pulse output; display can be rotated
/ deactivated; display unit I
232
32...140
-4... 185
90
IP 65
97/23/EC article 3, section 3 - sound engineering practice
EMC DIN EN 61000-6-2
DIN EN 61000-6-3
Vibration resistance DIN EN 68000-2-6: 5 g (55...2000 Hz) J
MTTF [Years] I 227
Mechanical data
Process connection 2" NPT (DN50)

SD2001
SDN2IDGXFPKG/US-100 Flow sensors
Materials (wetted parts) stainless steel (304S15); FKM; ceramics glass passivated; PEEK GF30; polyester;
aluminum
Housing materials PBT-GF 20; NBR; PC (polycarbonate); stainless steel (304S15); PTFE; brass coated;
FKM; aluminum powder -coated
Weight [kg] 4.428
Display Display unit 4 x LED green (scfm, scfh, scf, °F)
Function display 1 x LED yellow
Switching status 2 x LED yellow
Measured values 4-digit alphanumeric display
Programming 4-digit alphanumeric display
Connection
Wiring
Programming of the output function
----------OUT 1----------
- Switching output
Hno = hysteresis / normally open
Hnc = hysteresis / normally closed
Fno = window function / normally
open
Fnc = window function / normally
closed
- ImP = pulse output for flow rate
meter / signal output
for preset meter
---------- O U T2----------
- Switching output
Hno = hysteresis / normally open
Hnc = hysteresis / normally closed
Fno = window function / normally
open
Fnc = window function / normally
closed
- Analog output
I = current output (4...20 mA)
2� �1
3 " �4
M12 connector
1
DD+
2
t4
4: Out 1 3
2: Out 2 L_
L+
2
4
4: Out 1 3
2: Out 2 L_
Remarks 1) to EN50178, SELV, PELV
**) medium flow in the limit area of the flow measurement range
***) under conditions acc. to DIN ISO 2533
and when installed in DN50 pipes
scf = standard cubic feet
scfh = standard cubic feet per hour
scfm = standard cubic feet per minute
MW = measured value
MEW = final value of the measuring range
Measuring, display and setting ranges refer to standard volume flow
according to DIN ISO 2533.
For information about installation and operation please see the
operating instructions.
Pack quantity [piece] 1
ifm efector, inc. 782 Springdale Drive, Exton, PA 19341 — We reserve the right to make technical alterations without prior notice. — US — SD2001 — 25.06.2013
I

SECTION 9902A
AIR FLOW METER
PART1GENERAL
1.01 SCOPE
The CDI 5400 clamps onto a pipe, with two flow -sensing probes projecting into the pipe through 3/16-
in. drilled holes. It seals directly to the pipe; no cutting or welding is required for installation. Because
each flowmeter is made and calibrated for a specific size of pipe, the digital display indicates flow
directly, with no setup or adjustment.
The meter measures flow by maintaining one probe warmer than the other. It determines the mass flow rat
equivalent units, is shown on a large, four -digit display; a 4-20 mA output and a pulse output permit remotE
Nominal
Range b
Model
Model
Size a
(scfm)
No. for
No. for
Sch 40
Type L
Steel
Copper
2in.
600
5400-20S
5400-
20Cb
2.5 in.
800
5400-25S
5400-
25Cb
3 in.
1200
5400-30S
5400-
30Cb
4 in.
2000
5400-40S
5400-
40Cb
5 in.
2500
5400-50S
6 in.
5000
5400-60S
8 in.
6000
5400-80S
END OF SECTION

CDI 5400
FLOWMETER FOR COMPRESSED -AIR SYSTEMS - Rev. 3.0
• Easy to install
• No moving parts
• Weather resistant and surge protected
(new with Rev. 3.0)
• Milliamp output
• Pulse output convertible to threshold
output
• User -configurable scaling, filtering and
units of measure
• Optional RS-485 output for networking
• Housing rotates to suit vertical or
horizontal installation
The CDI 5400 clamps onto a pipe, with two flow -sensing
probes projecting into the pipe through 3/16-in. drilled
holes. It seals directly to the pipe; no cutting or welding is
required for installation. Because each flowmeter is made
and calibrated for a specific size of pipe, the digital display
indicates flow directly, with no setup or adjustment.
The meter measures flow by maintaining one probe
warmer than the other. It determines the mass flow rate
from the amount of heat required. The flow rate, in scfm
or equivalent units, is shown on a large, four -digit display;
a 4-20 mA output and a pulse output permit remote dis-
play, totalizing and data collection.
AVAILABLE SIZES
Nominal
Size a
Range b
(scfm)
Model No. for
Sch 40 Steel
Model No. for
Type L Copper
2 in.
600
5400-20S
5400-20Cb
2.5 in.
800
5400-25S
5400-25Cb
3 in.
1200
5400-30S
5400-30Cb
4 in.
2000
5400-40S
5400-40Cb
5in.
2500
5400-50S
6in.
5000
5400-60S
Bin.
6000
5400-80S
(a) Meters are also available for several sizes of Aluminum pipe.
For metering smaller pipe sizes, please see our 5200-Series
flowmeters.
(b) Range of milliamp output and recommended maximum flow.
Flowmeters for copper pipe have smaller ranges. Meters will
function at somewhat higher flow rates but at reduced accuracy.
SPECIFICATIONS
Accuracy:
5 percent of reading plus 1 percent of range for flows
from 10 percent to 100 percent of indicated range at air
temperatures between 20 and 120 degrees Fahrenheit
Fluids:
Compressed air and Nitrogen
Operating pressure:
200 psig maximum on Sch. 40 steel and on Type L
Copper below three inch; consult CDI for other materi-
als and higher pressures.
Input power:
250 mA at 24 Vdc
Output resistance:
600 Ohms max.
Materials exposed to measured fluid:
Stainless steel, gold, thermal epoxy and Viton (seal)
Ring material:
Aluminum
Display:
Four -digit LED display
Response time:
One second to 63 percent of change in value at flows
above 30 percent of range
US Patent 6,802,217

APPLICATION
The meter is designed for use with compressed air and
nitrogen. If the meter will be used at pressures below 15
psig, consult CDI about velocity limitations. The air must be
free of oil, dirt that could foul the probes, and suspended
water droplets. In a compressed -air application, the meter
should be installed downstream of a dryer. Each meter is
calibrated for a specific size and type of pipe. If a meter will
be used in a type or size of pipe that is not listed, consult
CDI about a special calibration.
The meter is not to be used in safety or life-support applica-
tions. It should not be used as a sole means of determining
required capacity of air compressors and related equip-
ment. The meter must not be used in hazardous locations.
INSTALLATION
Drilling the holes to install the meter will release some met-
al shavings into the pipe. When planning the installation,
make sure that all downstream equipment is protected by
filters, or take other precautions to ensure that shavings do
not reach critical equipment or get blown out in a way that
could cause injury.
For best accuracy, the meter should be installed with at
least 20 diameters of straight pipe upstream and three di-
ameters downstream. Avoid installing the meter down-
stream of any item that could distort or concentrate the
flow, such as a partially -closed valve, a regulator, a filter or
moisture separator, two closely -spaced elbows in different
planes, a long -radius elbow or a curved hose. Allow at least
30 diameters of straight pipe between any such item and
the meter. If a valve or other restriction will be immediately
downstream of the meter, provide at least five diameters
downstream. Select a location that meets these require-
ments and also provides good visibility from the plant floor.
If this is not possible, consider using the remote display
discussed below.
To install the meter, first shut off the supply of air to the
pipe where the meter will be mounted and allow the pres-
sure to bleed down. Clamp the drill guide firmly to the pipe,
orienting it for best visibility of the meter. Drill the two holes
and remove any resulting burrs from the outside of the
pipe. Make sure the outside surface of the pipe is clean
and smooth.
Before mounting the meter on the pipe, orient the display
relative to the ring for best visibility. The display and cover
can be removed and rotated 180 degrees relative to the
meter housing, and the meter housing can be rotated 90
degrees relative to the ring, using screws behind the hous-
ing.
Next remove the back half of the ring, insert the probes into
the holes in the pipe with the flow arrow pointing in the
proper direction, and re -assemble the rings. Tighten the
cap screws firmly and evenly so that the gaps between the
halves of the rings are about equal on both sides of the
pipe.
MILLIAMP AND PULSE OUTPUTS
The meter has an isolated, unpowered, milliamp output.
The meter is shipped with a jumper in place to power the
output from the instrument's do supply. With the jumper in
place, the meter will source a do signal. The pulse output is
an open collector, referenced to the instrument ground. For
applications in which a contact -closure output is required,
the isolated pulse output (CDI 5200-IPO) should be used. It
installs inside the meter. The pulse output can be made
into a threshold output by using the optional configuration
cable.
DISPLAY CONTROL AND CONFIGURATION
The display can be cycled through rate, daily usage and
cumulative usage using a button indicated by a circle on
the front of the meter. The same button can be used to
select a default display option, reset totals and select units
of measure. Please refer to the configuration instructions
enclosed with the meter.
METER CONFIGURATION
Several parameters of the meter's configuration can be
changed by the user using an optional configuration cable
and software available from CDI. These parameters include
milliamp scaling, pulse scaling, conversion from pulse out-
put to threshold output, filtering (smoothing) of the output,
pipe inside diameter, and pressure compensation for high-
pressure applications. For most applications, none of these
parameters need to be changed.
POWER SUPPLY
Each meter is furnished with a wall -plug do supply for 110
V to 230 Volt AC main with a 6-foot (1.5 M) cable plus a 14-
foot (4.2 M) extension cable. Prongs for Australian, Euro-
pean, UK and US outlets are provided, as appropriate. The
meter may alternatively be hard wired to a 24-Volt do sup-
ply. Eighteen -Volt supplies furnished with some earlier CDI
flowmeters must not be used.
DRILL GUIDE
For pipe sizes three inches and larger, the drill guides are
half rings that bolt to the back halves of the meter rings
(CDI 5400-XX-DG). For the two- and 2-1/2 inch sizes, a
single drill guide is used (CDI 5400-S-DG). There is also a
universal drill guide (CDI 5400-U-DG) for all 5400 sizes.
Each of the drill guides is furnished with a 3/16 inch drill bit
and a hex wrench. Please note that the 5200-DG drill guide
cannot be used with the 5400-series flowmeters.
LIMITED WARRANTY
CDI warrants solely to the buyer that the Model 5400
Flowmeter shall be free from defects in materials
and workmanship, when given normal, proper and intended
usage, for three years from the date of purchase. During
the warranty period, CDI will repair or replace (at its option)
any defective product at no cost to the buyer. The forego-
ing warranty is in lieu of any other warranty, express or
implied, written or oral (including any warranty of mer-
chantability or fitness for a particular purpose). CDI's liabil-
ity arising out of the manufacture, sale or supplying of the
flowmeter, whether based on warranty, contract, tort or
otherwise, shall not exceed the actual purchase price paid
by the buyer, and in no event shall CDI be liable to anyone
for special, incidental or consequential damages.
CDI Meters, Inc Specifications are subject to change without notice. 10/24/2014
781-935-9600 www.cdimeters.com © CDI Meters, Inc. 2014

SECTION 9903
BLOWER BUTTERFLY VALVES
PART1GENERAL
1.01 SCOPE
The contractor shall supply thirteen (13) Flowmatic 4-inch butterfly valves. One for each blower plus
swing spare valving.
END OF SECTION

AWWA C504 Butterfly Valve Azure® Model 45
Sizes 3" Thru 8°/ 80 mm Thru 200 mm
150B# FLANGE
Materials (with Lever)
FLOMATICO
Flomatic Corporation
LOW -LEAD #
Iq L 7
•M LwiO-F rao
Item #
Description
Material
1
Body
Ductile Iron A536
2
Brearing
Nylatron GSM
3
Seat*
Buna-n
4
1 Shaft
316SS
5
Disc**
Ductile Iron w/316SS Edge
6
Pin (1 for 3" & 4")
316SS
7
Bolts
Steel
8
Washer
Steel
9
Lever
Cast Iron
10
Bearing
Nylatron GSM
11
Packing V-Type
NBR
12
Retaining Plate
Steel
13
Screw
Steel
14
Index Plate
Steel
Max Temp 180°F (82*C)
Max Pressure 200psi (14bar)
Max Pressure Differential 150psi (10bar)
* EPDM Optional
** 3" & 4" 316 Stainless Steel
Flomatic Corporation can accept no responsibility for possible errors in catalogues, brochures and other printed material. Flomatic Corporation reserves the right to alter its products without notices.
This also applies to product already agreed. All trademarks in this material are property of the respective companies. All right reserved. ©2011 Flomatic Corporation. The drawings & information
on this drawing sheet are the sole & exclusive property of Flomatic Corporation. Any reproduction, distribution, display or use of these drawingsor information in whole or in part without written
authorization of Flomatic Corporation is strictly prohibited.
Page 1 of 2 FLOMATIC CORPORATION
FLZMATIC-VALVES AprW1
006 GLENS FALLS, N.Y. 2801
AWWAC504PHONE[phone]
_3-8 Rev: F (6/13) FAX [phone]

AWWA C504 Butterfly Valve Azure® Model 45
Sizes 3" Thru 6"/ 80 mm Thru 200 mm
150B# FLANGE
Dimensions
Flomatic Corporation
LOW -LEAD
FMagBr I1��7
TM Le:,,iiie.:
Size
Part #
A
B
C
OD
E
# & OiF
inch
mm
inch
mm
inch
mm
inch
mm
inch
mm
inch
mm
inch
mm
3
80
450100061
5.16
131
3.74
95
5.00
127
6.0
153
7.50
191
4-.75
19
4
100
450100071
5.91
150
4.49
114
5.00
127
7.5
191
9.02
229
8-.75
19
6
150
450100091
7.09
180
5.47
139
5.00
127
9.5
242
10.98
279
8-.87
22
8
200
450100101
8.27
j 210
j 6.89
175
6.00
1 152
11.75
298
13.50
343
j 8-.88
22
G
H
J
K
OiL
inch
mm
inch
mm
inch
mm
inch
mm
inch
mm
1.18
30
10.51
267
2.05
52
.94
23.9
3.10
78.9
1.18
30
10.51
267
2.05
52
.94
23.9
4.11
104.4
1.18
30
14.13
359
2.96
75.2
1.0
25.4
6.15
156.1
1.50
38
14.13
359
1.50
38.1
1 1.13
28.7
8.00
203.2
Flomatic Corporation can accept no responsibility for possible errors in catalogues, brochures and other printed material. Flomatic Corporation reserves the right to alter its products without notices.
This also applies to product already agreed. All trademarks in this material are property of the respective companies. All right reserved. ©2011 Flomatic Corporation. The drawings & information
on this drawing sheet are the sole & exclusive property of Flomatic Corporation. Any reproduction, distribution, display or use of these drawingsor information in whole or in part without written
authorization of Flomatic Corporation is strictly prohibited.
A r FLOMATIC CORPORATION
FLZMI�TIC�VALVEJ Page 2 GLENS
ENEFAL 761-9712801
April 27, 2006 ( )
AWWAC504_3-8 Rev: G (6/13) FAX (5i8) 761-9798

SECTION 9904
FLOW METER
PART1GENERAL
1.01 SCOPE
The contractor shall supply eleven (11) four inch WMX Series Seametrics Magmeters and eleven (4)
eight inch WMX Series Seametrics Magmeters
END OF SECTION

Seame r cs
I I 1= NSF
CERTIFIED COMPANY M
FEATURES
• NSF/ANSI 61-G
• Built-in pulse output for data logging
or telemetry
• Minimal straight pipe required
• Continuous battery or external power
• IP68 submersible (option)
I&
WMX104
WMX101-168
WMX-SERIES
Flanged Magmeter
APPLICATIONS
• Filtration systems
• Pump stations
• Municipal water/wastewater
• Industrial water/wastewater
• Cooling tower water treatment
• Packaged plants
WMX104-300
Sea metrics' series of standard and IP68 (submersible)
flanged magmeters. Available in sizes from 3" up to 12".
Unobstructed Flow

Seah;;trics
GENERAL INFORMATION
The WMX-Series are flanged electromagnetic flowmeters for use
in 3" to 12" pipe in municipal or industrial water and wastewater
applications where propeller meters have typically been used
in the past. Because the WMX has no moving parts and has
electrodes designed to discourage fouling, this magmeter
performs well and requires much less frequent maintenance
in applications where debris would impede propeller meters.
There is no rotor to stop turning or bearings to wear out. Minimal
straight pipe requirements allow WMX-Series meters to be used
in piping configurations where there is little space between the
meter and an elbow.
In chemical injection applications, the chemical injection point
must be placed downstream of the magmeter OR far enough
upstream for complete mixingto occur before the fluid reaches
the meter.
The submersible units, -168 option, are rated IP68 (NEMA 6P)
for applications where the meter may be under water up to a
depth of 3 meters for prolonged periods of time.
FEATURES
WMX-SERIES
Flanged Magmeter
Rate and total indication are standard on both models. Units
are customer -selected and factory -set. No set-up is required.
The WMX101 is externally powered with 8-32 Vdc at 30 mA max
(see NOTE in Specifications). Two Lithium 3.6V "AA" batteries
provide auxiliary power during powerfailures, allowingthe meter
to continue recording flow rate and total without interruption
for the duration of the outage. Where external power loss is
infrequent, battery life exceeds 10 years.
The 20-foot power cable also provides pulse output for use
with a variety of Seametrics and other displays and controls for
remote reading, data logging, pulse -to -analog conversion, and
telemetry applications. High frequency pulse rate (required for
use with 4-20 mA converters) is standard; additional pulse rates
are optional.
The WMX104 is a battery -operated unit for use when pulse
output is not required. Two Lithium 3.6V "D" batteries provide
power and are replaceable with an approximate 1-year life
under continuous use, or more depending on the duty cycle.
An optional input/output cable can be installed post -factory if
needed for changing applications.
Rate and total indicator
Powder -coated diecast-aluminum electronics housing
Tamper -evident security seal &
cross -drilled screws (2) for tamper -evidence Z�&L
Internal Data Logger (Optional) _ Lf"'"W­7" Equalization lug
Power/Output cable port access, tamper -sealed
(NOTE: WMX101 comes with standard 20' cable installed)
Welded steel epoxy-c
316SS electrodes
Dual durometer rubb
Flanges, ANSI 150 It
VMX104

Seams
FEATURES Continued
Rate and total indicator
Tamper -evident security seal &
cross -drilled screws (2) for tamper -evidence
Power/Output cable port access, tamper -sealed
(NOTE: WMX101 comes with standard 20' cable installed)
Internal Data Logger (Optional)
Powder -coated ductile cast iron body & electronics housing
Glass filled molded plastic liner
316SS electrodes
Flanges, ANSI 150 lb. drilling
Rate and total indicator
Tamper -evident security seal &
cross -drilled screws (2) for tamper -evidence
Power/Output cable port access, tamper -sealed
(NOTE: WMX101 comes with standard 20' cable installed)
Internal Data Logger (Optional)
Powder -coated ductile cast iron electronics housing —
WMX-SERIES
Flanged Magmeter
us+"I m
www,ssamerr
Equalization lug
WMX104-300
(IP68 housing standard for 3" model)
Equalization lug
!I
IP68 Housing Option
(For 4"-12" meter;
standard for 3" models)

Seams
SPECIFICATIONS*
WMX-SERIES
Flanged Magmeter
Pipe Sizes
3",4", 6", 8", 10", 12"
Fittings
ANSI 150 lb. drilling
Pressure
150 psi (10.3 bar) working pressure
Temperature
Operating
10° to 130° F (-12° to 54° C)
Non -Operating
-40° to 158° F (-40° to 70° C)
Accuracy
+/-1% of reading for flow between 10%to 100% of max flow
+/- 2% of reading for flow from cutoff to 10% of max flow
Materials
Body (3" Only)
Ductile cast iron, powder coated w/NSF61 listed epoxy powder
Body (4"-12")
Welded steel, epoxy -coated
Liner (3" Only)
Noryl®
Liner (4"-12")
Santoprene/Polypropylene
Electronics Housing
Diecast aluminum, powder -coated (non-IP68)
Ductile Cast Iron (IP68)
Electrodes
316 stainless steel
0-ring (3" Only)
EPDM
Display
Digits
Rate
Total
5
8
Units
Gallon/Minute, Liter/Minute, Liter/Second,
Cubic Feet/Minute, Cubic Meter/Hour,
Million Gallon/Day, Mega Liter/Day
Gallon, Gallon x 1000, Liter, Liter x 1000, Mega Liter,
Cubic Meters, Cubic Meter x 1000, Cubic Feet,
Cubic Feet x 1000
Power
WMX101: 8-32 Vdc at 30 mA max, with auxiliary battery for continuous operation during power failures
NOTE: Using an unregulated power supply >18 Vdc may damage the meter due to AC line input voltage fluctuation
WMX104: 2 Lithium 3.6V "D" batteries, replaceable, 1 year life under continuous use.
Pulse Output
Signal
WMX101: Current sinking pulse, opto-isolated, 30 Vdc at 10 mA max
WMX104: Pulse output available only with addition of post -factory output cable
Pulse Rates
High Frequency; 10 units/pulse; 100 units/pulse; 1000 units/pulse
High Frequency
(pulse/gal)
3"
4"
6"
8"
10"
12"
25.228
16.362
6.307
3.344
2.150
1.530
Conductivity
>20 microSiemens/cm
Empty Pipe Detection
Hardware/software, conductivity -based
Environmental
NEMA 4X Standard (IP68/NEMA 6P Option)
*Specifications subject to change. Please consult our website for the most current data (www.seametrics.com).

Seams
DIMENSIONS
WMX104-300 Shown (3")
14-168 Shown
IP68 Housing)
L
(Including Rubber Gaskets)
WMXIO1-168/104-168 (IP68 Housing)
WMX-SERIES
Flanged Magmeter
IP68
WMX
Meter Size
L
H
T
ID
Shipping Weight
IP68 Version
inch
mm
inch
mm
inch
mm
inch
mm
pounds
Kg
3"
12.0
305
6.80
173
.68
17.3
2.60
66.04
41
19
4"
10.24
260
8.12
206
.62
20.9
3.12
79.25
35
16
6"
12.27
312
9.22
234
.69
23.3
5.05
128.27
50
23
8"
14.24
1 362
1 10.22
260
.69
1 23.3
1 6.44
1163.581
72
33
10"
18.18
462
11.22
285
.69
23.3
8.61
8.69
128
58
12"
19.68
500
12.28
312
.81
20.6
10.55
N7.97
148
67
Flanges Standard ANSI 150 lb. drilling Cable (WIX 101)1 lb.

Seah;;tncs
WMX104 Shown (4"-12")
L 10
(Including Rubber Gaskets)
WMX101/104 (Standard Housing)
WMX-SERIES
Flanged Magmeter
Standard
WMX
Meter Size
L.
H
T
ID
Shipping Weight
Standard
inch
mm
inch
mm
inch
mm
inch
mm
pounds
Kg
4"
10.24
260
7.0
178
.62
20.9
3.12
79.25
32
15
6"
12.27
312
8.1
206
.69
23.3
5.05
128.27
47
21
8"
14.24
362
9.1
231
.69
23.3
6.44
163.58
69
31
10"
18.18
462
10.1
257
1 .69
23.3
8.61
218.69
125
57
12"
19.68
1500
11.1
282
1 .81
1 20.6
10.55
267.97
145
66
Flanges Standard ANSI 150 Ib. drilling Cable (WMX 1o1)1 lb.
OUTPUT CAPABILITIES
Internal
Data Logger Data Logger
(Optional)
Compatible 11
WMA
WMX

Seams
STRAIGHT PIPE RECOMMENDATIONS
(X = pipe diameter)
2X No
(X = pipe diameter)
FLOW RANGE (3" - 12")
FLOW
FLOW
WMX-SERIES
Flanged Magmeter
f 1X --W-
Minimal straight pipe
required between elbows.
For other piping configurations,
consult factory.
Meter
3"
4"
6"
8"
10"
12"
Size
Gal/Min Liter/Sec
Gal/Min Liter/Sec
Gal/Min Liter/Sec
Gal/Min Liter/Sec
Gal/Min Liter/Sec
Gal/Min Liter/Sec
Minimum
7.5
1 .47
12
.75
32
1 2
60
3.8
95
6
130
8.2
Maximum
700
44.2
1,000
63
2,400
1 151.4
4,400
277.6
7,000
441.6
10,000
630.9

WMX-SERIES
Seametrics
HOW TO ORDER
MODEL
External power = WMX101
Battery power = WMX104
ACCESSORIES
SIZE
3" = -300*
4" = -400
6" = -600
8" = -800
10" = -1000
12" = -1200
*-300 available in
IP68 only
Remote 4-20 mA (analog) signal = A055W
Remote Rate and Total Indicator (Battery) = FT415W
Remote Rate and Total Indicator (Powered) = FT42OW
Remote Data Logger = DL76W
Dual Power Supply, 115 Vac, 12/24 Vdc = PC42
(Use with High Frequency pulse rate)
Replacement Battery Pack for WMX101=101317
Replacement Battery Pack for WMX104=100889
CONTACT YOUR SUPPLIER
OPTIONS
High Frequency = -HF
10 Units**/Pulse = -PxX
100 Units**/Pulse = -PxH
1000 Units**/Pulse = -PxK
Factory Installed Power Cable
6m (20 ft) = -11/6
Factory Installed Power Cable
15m (50 ft) = -11/16
Internal Data Logger = -127
IP68 Submersible = -168
**Units = Gal or Liter depending
on Rate/Total unit selection
Flanged Magmeter
FLOW MEASUREMENT UNITS
RATE
ORDER
TOTAL
ORDER
Gal/Min
= GPM
Gal
= G
Liter/Min
= LPM
Gal x 1000
= GT
Liters/Sec
= LIPS
Liter
= L
Cu Ft/Min
= CFM
Liter x 1000
= LT
Mega Liters
= ML
Cu Meter/Hr=
CMH
Cubic Meters
= CM
Mil Gal/Day
= MGD
Cu Met x 1000
= CMT
Meg Lit/Day
= MLD
Cubic Feet
= CIF
Cu Feet x 1000
= CFT
Consult factory for additional units
Any rate selection can be combined with any total selection
Post -Factory 20-ft. Power/Output Cable
(WMX104 Standard Housing Only) = DC30
Post -Factory 50-ft. Power/Output Cable
(WMX104 Standard Housing Only) = DC35
Post -Factory 100-ft. Power/Output Cable
(WMX104 Standard Housing Only) = DC100
Post -Factory 20-ft. Power/Output Cable
(WMX104 IP68 Housing Only) = DC30S
Post -Factory 50-ft. Power/Output Cable
(WMX104 IP68 Housing Only) = DC35S
Post -Factory 100-ft. Power/Output Cable
(WMX104 IP68 Housing Only) = DC100S
Grounding Rings
(not needed for most applications):
3" = 102157
4"=100876 8"=100878
6"=100877 10"=100879
12"=103288
Seametrics Incorporated • 19026 72nd Avenue South • Kent, Washington 98032 • USA LT-65650274-120113
(P) 253.872.0284 • (F) 253.872.0285 • 1.800.975.8153 • www.seametrics.com 12/01/13

SECTION 9905
SEWER PRESSURE GAUGES
PART1GENERAL
1.01 SCOPE
The contractor shall supply Ashcroft gauge with flush mini seal 0 to 60 psi. Ashcroft Duralife
Pressure Gauges provide liquid -filled performance in a dry gauge, while helping to reduce
vibration and pulsations. They feature True ZeroTM pointer indication, ensuring safety and
process control —no stop pin to mask false zero reading.
Gauges are mounted to flush mini diaphragm seals and feature an all -welded design with no
gaskets or bolts. This makes them easy to clean and eliminates gauge clogging.
IAJ
25
END OF SECTION

SECTION 9906
SEWER CHECK VALVES
PART1GENERAL
1.01 SCOPE
The contractor shall supply Flomatic cast iron check valves. Flomatic ball check valves have
only one moving part —the ball —which automatically moves out of the path of flow and
provides an unobstructed, smooth flow through the valve body. When flow stops, the ball rolls
back to the closed position, providing a positive seal against backflow.
Mount these valves either vertically or horizontally (vertical is preferred). For proper sealing,
10 ft of vertical head (4.33 psi) is required vs 20 ft (8.66 psi) for horizontal installations. The
3", 4" and 6" valves do not require any head pressure to seal. Maximum recommended flow
rate for ball check valves is 5 feet per second.
The 408 series is a standard for larger valves. It has an epoxy -coated cast-iron body and includes
a weighted sinking ball that operates by gravity, even in viscous solutions. Meets AWWA C508
standards for flange -to -flange lay lengths.
END OF SECTION

990710200
SEWER GATE VALVES
PART1GENERAL
1.01 SCOPE
The contractor shall supply Watts 405-NRS-RW Cast Iron Gate Valves. Watts flanged cast-iron
gate valves feature rubber encapsulated resilient wedge discs that offer both positive seating
and resistance against high differential pressure. Discs are field replaceable.
The Watts Series 405-NRS-RW (Non Rising Stem —Resilient Wedge) is recommended for potable
water, water distribution service and feed lines, and sewage disposal facilities. These valves are
best suited for service in fully open or fully closed position, but they are also recommended for
use as a throttling valve.
END OF SECTION

ES-405-NRS-RW
Job Name _
Job Location
Engineer —
Approval —
Series 405-NRS-RW
Non -Rising Stem, Resilient Wedge,
Flanged Gate Valves
Sizes 2" -12" (50 - 3O0mm) - Epoxy Coated
Series 405-NRS-RW Non -Rising Stem Resilient Wedge Gate
Valves are available in sizes 2"-12" (50-300mm) flanged by
flanged and 21/2"-10" (65-250mm) flanged by grooved configu-
rations. The valve body is epoxy coated internally and externally.
The valve is operated by a Handwheel or an operating nut and
valve key. The resilient wedge disc design offers both positive
seating and resistance against high differential pressure.
The Series 405-NRS-RW is best suited for service in either the
fully open or closed position but is suitable for use as a throttling
valve. This series is recommended for irrigation, potable water,
water distribution service, feed lines and sewage disposal
facilities.
Features
• ASTM A126 Class B Iron (Flanged x Flanged)
• ASTM A536 65-45-12 Ductile Iron (Flanged x Groove)
• Full port flow, low head loss
• Epoxy coated, internal and external
• Vulcanized encapsulated resilient wedge
• In -line serviceable
• Boss -tapped and plugged
• MSS-SP-70 conformance
Specifications
Flanged by flanged valve bodies shall comply with ASTM A126;
flanged by grooved valve bodies shall comply with ASTM A536.
Valve shall be pressure rated to 200psi (14 bars) CWP with an
operating temperature up 140°F. Valve shall have a non -rising
stem, full port flow and epoxy coated. Valve shall be a Watts
Series 405-NRS-RW.
Contractor
Approval
Contractor's P.O. No.
Representative —
6" 405-NRS-RW
Standards
Face-to-face dimension shall comply with ASME B16.10 Class
125 cast iron flanged valves. Flange end connection shall com-
ply with ASME B16.1 Class 125 & AWWA Class D. Flanges are
flat faced and smooth finished. Grooved end connection shall
comply with AWWA C515 & C606.
Configuration
Flanged x Flanged (AWWA C509): Available size 2"-12"
Flanged x Grooved (AWWA C515): Available size 21/2"-10"
Pressure - Temperature
200psi (14 bar) CWP
Maximum Temperature: 140°F (60°C)
`The wetted surface of this product contacted by consumable
water contains less than 0.25% of lead by weight.
Watts product specifications in U.S. customary units and metric are approximate and are provided for reference only. For precise measurements, ����®
please contact Watts Technical Service. Watts reserves the right to change or modify product design, construction, specifications, or materials with-
out prior notice and without incurring any obligation to make such changes and modifications on Watts products previously or subsequently sold.

Parts - Materials
NO. PARTS
MATERIAL
ASTM DESIGNATION
1
*Body (FxF)
*Body (FxG)
Cast Iron
Ductile Iron
Al 26 Class B
A536 65-45-12
2
Bonnet
Cast Iron
Al 26 Class B
3
Disc
Cast Iron & Rubber
(Buns-N)
Al 26 Class B
4
Hand Wheel
Cast Iron
Al 26 Class B
5
Stem
Stainless Steel
A276 Type 304
6
Stuffing Box
Cast Iron
Al 26 Class B
7
0-ring A
Rubber
D2000AA6014
8
0-ring B
Rubber
D2000AA6014
9
Bonnet Gasket
Rubber
D2000AA6014
10
Stem Nut
Bronze
B62
11
Wiper Ring
Rubber
D2000AA6014
12
Bonnet Bolt & Nut
Steel
A307 Grade B
13
Stud & Nut
Steel
A307 Grade B
14
Hand Wheel Washer
Steel
A307 Grade B
15
Top Nut
Steel
A307 Grade B
16
Operating Nut
Cast Iron
Al 26 Class B
*Body Configuration: FxF - Flanged by Flanged, FxG - Flanged by Grooved
Dimensions - Weights
Tap
�L Ir
in.
mm
in.
L
mm
W
in.
mm
H (NRS)
in. mm
111
in.
mm
S
in.
mm
Fib.,.
WEIGHT
kgs
lbs.
kgs.
D
in. mm
C
in. mm
BOLT HOLES
h
in. mm
n
# of Holes
T
in. mm
2
50
7
178
6
152
4%
121
3/4
19
4
%
16
71/16
179
715/16
230
3
76
%
16
22
10
—
—
21/2
65
71/2
191
7
178
51/2
140
%
19
4
11/16
18
71/16
179
91/16
259
31/2
89
%
16
29
13
26
12
3
80
8
200
71/2
191
6
152
%
19
4
%
19
77/8
200
101/4
289
3%
95
11/16
18
40
18
37
17
4
100
9
229
9
229
71/2
191
%
19
8
15/8
24
813/6
224
121/2
352
41/2
114
"/16
21
62
28
57
26
6
150
101/2
267
11
279
91/2
241
7/8
22
8
1
25
11
279
161/16
470
51/2
140
15/16
24
111
50
106
48
8
200
111/2
292
13%
343
1 11 %
298
1 '/a
22
1 8
1 11/8
29
1 11
279
1 20 7/8
575
63/4
171 1
1
25
194
88
1 189
86
10
250
1 13
330
1 16
406
1 141/4
362
1 1
25
1 12
1 13/6
30
1 12'/6
316
1 23 7/8
657
1 8
203 1
11/4
32
1 272
123
1 267
121
12
300
1 14
356
1 19
483
1 17
432
1 1
25
1 12
1 11/4
32
1 14
356
1 28 3/8
773
1 91/2
241 1
11/4
32
1 383
174
1 —
—
VOvIlA7TS"
A Watts Water Technologies Company
ES-405-NRS-RW 1320
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u� C
'yfMeE� ^
USA: Tel: [phone] • Fax: [phone] • www.wafts.com
Canada: Tel: [phone] • Fax: [phone] • www.watts.ca
0 2013 Watts

Section 10050
Influent Screen- Contec
The influent screen shall be a Contec 2 millimeter opening fine screen Model DF24 made of
stainless steel with slow rotating brushes and mechanical scraper fully automated and
maintenance free capable of 1,300 gallons per minute @ 300 mg/L TSS flow with 8" inlet
flange, 8" overflow flange, and 8" outlet flange provided with EDPM sealed and rated for
480/360 volt power with 0.16 HP drive. Screen shall include a stainless steel discharge sump,
support stand, Contec screening conveyor & compactor part #PU220 with 0.75 HP drive. Screen
and conveyor compactor shall each include a 400 watt heating system.
Installation shall, consist of furnishing all plant, labor, equipment, appliances and materials, and
in performing all operations in connection with the installation of the Contec Influent Screen,
including appurtenant structures, complete, in strict accordance with the drawings.
END OF SECTION
Page 1

SECTION 10200
EQUALIZATION BLOWER AND FILTER
PART1GENERAL
1.01 SCOPE
The contractor shall supply one (1) Kaeser 131369C, 460 volt, three phase blower for equalization air
supply.
END OF SECTION

SECTION 10205
EQUALIZATION AIR DIFFUSERS
PART1GENERAL
1.01 SCOPE
The contractor shall supply and install Flex Air Micro Diffuser with saddles, piping, supports and
valves for the equalization tank permanent as well as the interim equalization cells.
END OF SECTION

SECTION 10210
EQUALIZATION PUMP
PART1GENERAL
1.01 SCOPE
The contractor shall supply two (2) Wilo FA08.41 E, 1.75HP, 460 volt, three phase pumps for
equalization pumping.
END OF SECTION

SECTION 10500
EQUALIZATION PUMP
PART1GENERAL
1.01 SCOPE
The contractor shall supply three (3) Wilo FA10.51 E, 2.85HP, 460 volt, three phase pumps for
recycle pumping pumping.
END OF SECTION

SECTION 10600
OXIC BLOWER AND FILTER
PART1GENERAL
1.01 SCOPE
The contractor shall supply two (2) Kaeser BB69C 15 HP, 460 volt, three phase blower for oxic air
supply.
END OF SECTION

SECTION 10601
EQUALIZATION AIR DIFFUSERS
PART1GENERAL
1.01 SCOPE
The contractor shall supply and install Flex Air Micro Diffuser with saddles, piping, supports and
valves for the oxic tank permanent.
END OF SECTION

11200 Mixer
Erffec mmaFrotation
Powercorrsumed
Pu a7hp
hla:ctirrat
F 34lbf
weight of unit
m 224_9 Ibs
Maxweight'
m 308-6lbs
Pratection class IP 68
Erplasian protectian FM, CSA
Ex€lassiii€atianFM CLFu5 b DIV.1, GROUPS C, D;
CLASS 1, DIY 1, GROUPS E, F. G=
CLASS 11
Propeller model
Nlnminal propeier diameter
Prapellerspeed
Transmasian ratio
maximum weight
including ac€essodes
3-blade propeller withself-
cleaning hub; backward-
curvedas a renk €bggingF-
and entxriniwj-fiee
19.7 in
15Bgpm
7.5
Filing pre€hamber
{LP transmission oil, ISo YG
224
Fillogvalume prechamber Y
o.3 gal JUS]
Filling gear chamber
CLPtmnsmLsianoil, ISoYG
224
Fillingvalunrpe gear chamber Y
0.1 gal {US)
Filling sealing chamber
whiteoil
Filling valume sealing
Y
R3 gal JUS]
chamber
WHO
Type of motor T 1T-64R (EX)
Momrtype 5ubmershle nrotaraccording
to DwArDE 0530 (IEC -'4)
Power connection 3-466 V, 60 Hz
Full load arrq s
Iw
4.5 A
Starting€unent - direct
IA
26A
Startingcunent- scar -deli
IA
9A
Mlaximun power€armumption
P1
3.4hp
Rated motor power
P2
2.7 hp
Rated speed
n
1080rpm
Efficiency
rim
74
Powerfactor
Fluidtemperature
€as(p 0.8
T
37-104"F
mafc submersion
66ft
Insulation class
F
mhmswitching fTequency/h
15
min. switching break
min 3
Starting torque
M 37NM
UDffWUt of irertia
41.0112 kg/W
Momrbearings
1 grooved ball bearing,1 two -
row inclined ball bearing
U=Fhousing
ASTM A48 Vass 3SI40B
hiotarshaft
1.4021
Gear housing
ASTM A48 Gass 3*SA40B
Planetary gear
1.7131
Holknr gear
1.5216
Sun gear
17131
Dm a shaft
1.4462
Static seal
FPM
me€hairkal seal
SieASic
seal gear €hamber)prechamber FPM
seat geaFMaling chamber Sir,&c
seaing an matorside FPM
Propeller PUR
Gear canstructian type m 7-0 as per DIN 7SO10 Oso
54i; Sun and planetary gears
case hardened and sanded,
internal gear butt-jairted
Gear bearings Three needle bearing
(planetary), one two -row
inclined ball bearing and ane
grooved ball bearing (output
shaft)
Service life L{ap t 106004 operating hours, ISO
281
Last Revised
10/26/16
Burgin Engineering, Inc Anoxic Mixer

Data Sheet BlueBox T3
BlueBox T3
Article -No.: 486 0003
DOC 486 0003-E-1.1-DS
Programmable measurement and control device
c.o
Properties
• The BlueBox is the central element of a modular designed measurement and control system.
• The BlueBox can be connected with up to 200 sensors and actuators.
• Continuous recording
• Remote maintenance
• In addition virtual sensors (calculated sensor) can be established.
• There is a wide range of software.
Technical data
Integrated computer
PC 104; 200 MHz to 500 MHz
Operating system: Linux@
Random access memory: 256 MB (optional 512 MB)
Data storage media
Industry Compact Flash Card
2 GB; 512 MB; 256 MB
Interfaces
1 x RS-232 / RS-485 (half -duplex)
1 x CAN
1 x Ethernet 10/100MBit
1 x USB
optional: 2 x current output 4 mA — 20 mA
optional: modem UMTS, modem ISDN/analogue
Power supply
Nominal voltage: 24 V DC (18 V — 36 V)
Nominal power: 10 W
Display
Touchpanel 240 x 128 Pixel
Housing
Aluminum housing: 280 mm x 170 mm x 90 mm
Aluminum die-cast housing , powder coated
Weight: ca. 2,6 kg
Protection class: IP65
Ambient conditions
Storage temperature range: -10 °C to +50 °C
Operating temperature range: -20 °C to +45 °C
Relative humidity: 0 to 95 %, not condensing
Relative humidity (annual average): <_ 90 %
°GO Systemelektronik
GO Systemelektronik GmbH Faluner Weg 1 24109 Kiel Germany Tel.: [phone] Fax:-58080-11 Page 1 / 1
www.go-sys.de [e-mail]

Eyewash/Shower Specification
Combo. Shower Et Eye/Face Wash w/Orange ABS Plastic Bowl
Notes:
Combination Shower and Eyewash
Galvanized piping
Stainless actuators
Floor -mounted shower and eyewash with ABS plastic bowl and shower head. Eyewash features 2" GS-Plus gentle -
spray heads calibrated to deliver 1.8 gpm at line pressures from 20 to 100 psi. Each head includes a flip -top dust
cover, internal flow control and filter to remove impurities. Supply and drain are 1-1/4" NPT. 90" high. Drain 8"
horizontal from floor; supply enters from top or at 66" above floor. Ships UPS. Ship weight SO lbs. Conforms to
ANSI standards.

Specifications Ultrafiltration MaxFlow Plate Membrane Modules
Model#: MaxFlow Model#: MaxFlow Model#: MaxFlow Model#: MaxFlow
U05-002 U06-001 U20-002 U70-003,H004,HS005
Operating Data
Operating pressure [psi]
Aeration Channel# Aeration Channel# Aeration Channel# Aeration Channel#
none none B20-002 B70-002
0.3 - 5.7
PH
2-11
Temperature range
[OF]
34 - 140
Operation
continuos / intermittent; pumped & gravity flow
Cleaning chemicals
acid, caustic, oxidant, tenside
Module Data
Membrane material
PES
Membrane surface
[ftz]
52
72
241
754 / 812 / 924
Material module
PUR, PVC
Pore size
[pm]
0.04
Permeability, water
ftz[galpsi]
> 63
Flux rate, activated sludge
[gal/ftz*d]
8 - 20
8 - 20
8 - 25
8 - 29.5
MLSS
[mg/1]
8,000 - 25,000
Back wash pressure
[psi]
0.7
pH, normal operation
4-9
pH, cleaning
2- 11
Demand of cleaning solution
[gallons]
4.5
8
24
66
Design of filter bags
Sandwich
Module housing
PVC
Width
[inches]
6
7.3
15.4
29.0
Height
[inches]
23.6
42.9
41.7
42.1
Height with aeration channel
[inches]
-
-
59
59.4
Depth
[inches]
16.3
12.4
18.4
28.3
Depth with filtration pipe
[inches]
-
15.6
22.2
32.5
Weight, dry
[Ibs]
33
46
118
275
Weight, wet/filled
[Ibs]
83
131
371
1,115
square footage module
[ftz]
1
0.62
1.96
5.17
# connections
1
2
tration pipe diameter
i
Design
[inches]
1 1 1 1/4 2
tube diffuser
# tubes
1 3 5
Material
PVC, PE, stainless steel PVC
Aeration bubble size
medium-sized bubbles
Air demand per module
[scfm]
3
2.9
8.8
28.5
Picture
U05-002
U06-002
Y
u20-0'
u'a-Oa?
u70-002
B_0-00'_

k
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CD ° CD \ ° *
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p /
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0
.�

1720E Turbidimeter, Low Range
1720E Low Range Process Turbidimeter Sensor Only Specifications
1720E Process Turbidimeter:
SpecificationsRange:0 to 100 nephelometric turbidity units (NTU)
Accuracy: (Defined According to ISO 15389)
± 2% of reading or ± 0.015 NTU
(whichever is greater) from 0 to 40 NTU; ± 5% of reading from 40 to 100 NTU
Displayed Resolution: 0.0001 NTU up to 9.9999 NTU; 0.001 NTU from 10.000 to 99.999 NTU
Repeatability: (Defined According to ISO 15389) Better than ± 1.0% of reading or ± 0.002 NTU, whichever is greater
Response Time:
Signal Average Time:lnitial response in 1 minute, 15 seconds for a full scale step change. User selectable from 6, 30, 60, 90 seconds;
default 30 seconds
Sample Flow Required:200 to 750 mL/minute (3.1 to 11.9 gal/hour)
Storage Temperature:-20 to 60° C (4 to 140' F)
Operating Temperature:0 to 50' C for Single Sensor System (32 to 122' F)
0 to 40' C for Two Sensor System (32 to 104' F)
Operating Humidity:5 to 95% non -condensing
Sample Temperature:0 to 50' C (32 to 122' F)
Recorder Outputs:Two selectable for 0-20 mA or 4-20 mA; output span programmable over any portion of the 0 to 100 NTU range; built
into the sc100 Controller
Alarms:Two set -point alarms, each equipped with an SPDT relay with unpowered contacts rated for 5A resistive load at 230 Vac; built
into the sc100 Controller
Power Requirements:100-230 Vac, 50/60 Hz, auto selecting; 40 VA
Sample Inlet Fitting:1/4" NPT female, 1/4" compression fitting (provided)
Drain Fitting:1/2" NPT female, 1/2" hose barb (provided)
Digital Communication:
Wireless Communication: Network Card compatible; MODBUS RS/485, MODBUS/RS232, LonWorks protocol (optional)
IR Port on the sc100 Controller to download into a handheld Personal Digital Assistant (PDA), or laptop computer via MODBUS
Dimensions:Turbidimeter Body and Cap: 25.4 x 30.5 x 40.6 cm (10 x 12 x 16")
sc100 Controller: 14.4 x 14.4 x 15.0 cm (5.67 x 5.67 x 5.91 ")
Mounting:Turbidimeter Body and Head Assembly: wall and floor stand sc100 Controller: wall, pole, panel, and floor stand
Enclosures:NEMA-4X (indoor) /IP66 Controller
Compliance:
Certification
Safety:Standard Methods 2130B, USEPA 180.1, Hach Method 8195 Listed by ETL to UL 61010A-1: Certified by ETL to CSA C22.2 No.
1010.1: CE certified by Hach Company to EN 61010-1: Certified by ETL to CSA C22.2 No. 1010.1
Immunity:CE Certified by Hach Company to EN61326 (industrial levels)
Emissions:Class A: EN 61326, CISPR 11, FCC Part 15, Canadian Interference -Causing Equipment Regulation ICES-003
0000000
000
Burgin Engineering Inc.
PO Box 1804
Irmo, SC 29063
http://www.hach.com/
Turbidity Monitor
Specification
Page 1 of 3
Date: 12/08/14
Reviewed by: RGB

PRINCIPLE OF OPERATION
NEPHELOMETRICMEASUREMENT
Incandescent light directed from the sensor head assembly down into the turbidimeter body is
scattered by suspended particles in the sample. The sensor's submerged photocell detects light
scattered at 90A from the incident beam.
SAMPLEFLOWPATH
Sample enters the center column of the turbidimeter, rises into the measuring chamber and
spills over the weir into the drain port. This configuration results in an optically flat surface
free of turbulence.
SIMPLIFIEDCALIBRATION
One -point calibration with prepared StablCalTM Stabilized Formazin Solution eliminates the
errors of formazin suspension dilution, takes less than two minutes per sensor, and is a
USEPA-accepted method.
BUILT-INBUBBLEREM0VAL
Continuously flowing sample flows through the patented' bubble removal system, which vents
entrained air from the sample stream and eliminates the most significant interference in
low-level turbidity measurement. The built-in bubble removal system is immune to changes in
sample flow and pressure.
C 0 M P L I A N T D E S I G N
The 1720E Low Range Turbidimeter applies the instrument design and meets performance criteria
established by the U.S. Environmental Protection Agency (USEPA) in Method 180.1, making it
suitable for regulatory reporting.
STABLCAL2E STABILIZED FORMAZIN PRIMARY STANDARDS
Disposable and non -toxic
Avoid preparation and dilution of formazin standards with StablCal standards
Can be used to calibrate any turbidimeter
Guaranteed shelf life of two years
Low level certified standards available in 1 L or 3.78 L (1 Gallon)
Low level standards range from 0.06 to 1 NTU
ICE-PIC VERIFICATION MODULE
The ICE-PIC Module is a newer, faster way to calibrate and check
the performance of Hach 1720 series turbidimeters. The benefits
of using the ICE-PIC Module include:
Saves time - verify performance in less than one minute
❖ Accurate - factory calibrated, with a certificate of accuracy provided
Cost effective - a one-time investment, with no consumables
Small and lightweight - great for spot verification around the facility
❖ Available in 20 and 1.0 NTU
POWERFUL DATA MANAGEMENT AND COMMUNICATIONS
DATAC0LLECTIONANDDISPLAY
The 1720E Turbidimeter sc100 Controller receives data from one or two sensors. Its built-in data logger collects turbidity
measurements at user selectable intervals (1-15 minutes), along with calibration and verification points, alarm history, and instrument
setup changes for 6 months. Local display, recall, graphing, and trending in CSV format make chart recorders redundant.
DIRECTDIGITALC0MMUNICATION
This revolutionary smart controller is a new standard for Hach instruments. Not only will it accept a rapidly increasing number of Hach
analytical tools; but it will reduce your operator training load as a wide variety of instruments will share the same interface and control
method. The sc100 Controller also offers optional DigitalDirect solutions for direct measurement from sensor to control room - no
analog/digital conversion. Choose from MODBUS2E/RS485, MODBUS/RS232, LonWorks protocols, or the wireless IR port.
MOREOUTPUTFEATURES
Meet your specific application needs with even more data management and communication features:
Two analog outputs; three set -point alarms
Wireless IR port communication
Compatibility with existing AquaTrend2E Networks
Data is down ble in user -selected time intervals; stores up to 6 months of data
0000000
000
Burgin Engineering Inc. Page 2 of 3
PO Box 1804 Turbidity Monitor Date: 12/08/14
Irmo, SC 29063 Specification Reviewed by: RGB

sc100 Controller
1720E Turbidimeter
2
L01
40.14 mm (1..58 Inch
80.27 mm (3.16 inch
—144.02 mm (5.67 inches)
- 72 01 mm
(84inches 2
312.48 mm (12.30 Inches)
Allow at least
27305 mm (10.75 inches) 254 mm 1 instrument
inches)
above theeinstrument
19.72 mm 157..00 mm for removal of
(0.78 inches) (6.18 ir&esFT the head assembly.
7720E Turbidinneter
' IDYMIYGE
1/_O 25tfastener
® 384.30 mm
Sample Inlet (15.13 inches)
Sample Drain
Service Drain
01 00 LD
172.4 mm (6..79 Inches)
236,22 mm
(9.30 inches)
40.14 mm
(1,58 inches)
80.27 mm
ches]
7
4X
M6x10
The 1720E Turbidimeter combines Hach's proven design, demonstrated accuracy and reliability, plus innovative elements that add more
power and utility to your low-level turbidity monitoring program:
• Built-in bubble removal system - eliminates falsely high readings at low levels
• Sensitivity - fast response to fine changes in low-level turbidity
• Repeatability -not effected by sample flow and pressure
• Simplified two -mode design - sensor and controller interfacewith simple plug & play connection
• Reduced instrur 0 controller accepts two sensors; adding a second 1720E sensor unit gives you two complete turbidimeters
• Easy calibrate ation - with no interruption in sample flow
0000000
000
Burgin Engineering Inc. Page 3 of 3
PO Box 1804 Turbidity Monitor Date: 12/08/14
Irmo, SC 29063 Specification Reviewed by: RGB

Material Safety Data Sheet
.ME
..:E MicroCg�
1. PRODUCT AND SUPPLIER INFORMATION
environmental ■ L
Operating SAME
Solutions ■ ■ ■ ■ ■ ■ ■ ■
4 (CBIOBASED
SDA
ERTIFIED
RODUCTODUCT97%
Product Name: MicroCg® MSDS Number: EOSi MicroCg®
Product Number: NA Publication September 24, 2010
Product Synonyms: None Replaces: April 28, 2009
Chemical Family or Formula: Blend
Supplier: Environmental Operating Solutions, Inc. Phone: [phone]
160 MacArthur Blvd., Unit 6 Fax: [phone]
Bourne, MA 02532 Web page: www.eosenvironmental.com
Product Information: 774-392-0336 and 508-989-2744
Transportation Emergency: CHEMTREC 800-424-9300
Note: The purpose of this MSDS is to provide safe handling, shipping and disposal information for users of the
product. It is not intended to, nor does it; provide complete or extensive toxicological data on the product or its
components. Users who require this information are referred to primary suppliers of the ingredients of interest.
II. COMPOSITION AND INFORMATION ON INGREDIENTS
TRADE SECRET: WATER AND TRADE SECRET COMPONENTS
This product contains ingredients that offer NO hazards as supplied.
No component is listed in "Threshold and Biological Exposure Indices for 2004" from ACGIH.
III. HAZARDS IDENTIFICATION
OSHA Hazard Classification: NONE. Not known to be a hazardous substance.
Routes of Entry: N/A
Chemical Interactions: Avoid contact with oxidizing agents.
Medical Conditions Aggravated: none known.
Human Threshold Response Data
Odor Threshold: Not established
Irritation Threshold: Not established
Hazard Category Classifications and Ratings
Hazard Categories Health Fire Pressure Reactivity Reference 49 CFR 171.8,
Immediate No No No No OSHA 29 CFR 1910.1200 and
Delayed No No No No SARA 302/311/312/313.
HMIS Hazard Ratings: Health 1 Fire 1 Instability 0 Other B (Goggles, gloves)
NFPA 704 Hazard Ratings: Health 0 Flammability 1 Reactivity 0 Special NA
Hazard Ratings: Least: 0 Slight: 1 Moderate: 2 High: 3 Extreme: 4
Immediate (Acute) Health Effects:
Inhalation Toxicity and Irritation: None known
Skin Contact: Not know to be a skin irritant.
Skin Absorption: None known.
Eye Contact: Not know to be an eye irritant.
Ingestion Irritation: May be harmful if swallowed in large quantities.
Ingestion Toxicity: May be harmful if swallowed in large quantities.
Page 1 of 4
Contact Environmental Operating Solutions. Inc. / 508.743.8440 / www.eosenvironmental.com / [e-mail]

Material Safety Data Sheet
Acute Target Organ Toxicity: None.
Prolonged (Chronic) Health Effects
Carcinogenicity: This product is not known or reported to be carcinogenic by any reference source including IARC,
OSHA, NTP or EPA.
Reproductive and Developmental Toxicity: None Known.
Sensitization: None known.
Inhalation: none known.
Skin Contact: none known.
Skin Absorption: none known.
Ingestion: none known.
Chronic Target Organ Toxicity: none known.
Supplemental Health Hazard Information: No additional health information available.
IV. FIRST AID
Inhalation: Remove individual to fresh air.
Skin Contact: Wash affected area with water.
Eyes: Immediately flush eyes with plenty of water for at least 15 minutes while holding eyelids apart.
Ingestion: Immediately drink water to dilute. Never give anything by mouth to an unconscious person. Seek medical
attention.
Note to physician: Treat patient symptomatically.
V. FIRE FIGHTING MEASURES
Flammability Summary (OSHA): Non -Flammable Material.
Flammable Properties:
Flash Point: None to Boil
Autoignition Temperature: No data
Upper Flammable/Explosive Limit: N/A
Lower Flammable/Explosive Limit: N/A
Fire/Explosion Hazards None.
Extinguishing Media: Use equipment appropriate to the main source of the fire. Water spray, foam, dry chemical or
CO2
Fire Fighting Instructions: In case of fire, use normal fire fighting equipment including a NIOSH approved self-
contained breathing apparatus (SCBA).
VI. ACCIDENTAL RELEASE MEASURES
Personal Protection for Emergency Situations: Avoid contact with skin, eyes, and mucous membranes. Gloves
and eye protection are recommended.
Spill Information: Avoid direct release to environmental media. Contain product for disposal. See Environmental
Precautions.
Environmental Precautions: Dispose of residues in compliance with applicable national, state/provincial, and
local regulations.
V11. HANDLING AND STORAGE
Handling: Avoid contact with eyes and skin. Gloves and eye protection recommended.
Storage: Keep container closed when not in use. Avoid storage in extreme temperatures. Avoid storage in direct
sunlight.
Shelf Life Limitations:
Sealed Containers: Consult manufacturer prior to using if product is older than two years.
Open Containers: Consult manufacturer prior to using if product is older than six months.
Incompatible Materials for Storage: Oxidizing agents.
Page 2 of 4
Contact Environmental Operating Solutions. Inc. / 508.743.8440 / www.eosenvironmental.com / [e-mail]

Material Safety Data Sheet
VIII. EXPOSURE CONTROLS AND PERSONAL PROTECTION
Ventilation: None required other than preventing direct contact with product.
Respiratory Protection: Not required under foreseeable conditions of use.
Skin: Follow good industrial hygiene practices.
Eyes: Use chemical safety glasses with side shields, safety goggles.
IX. PHYSICAL DATA
Physical State: ...............
Color: ..............................
Odor: ...............................
pH (@ 25 Deg. C):.........
Solubility in Water:..........
Bulk Density: ...................
Specific Gravity: ..............
Volatiles % by vol.:..........
Boiling Point: .............
Freezing Point: ...........
Liquid
ClearNellow Liquid
Mild soap odor
. 5.0-6.0
.100%
10.17 Ibs/gallon
1.22 g/cm13
.0%
— 212 F
18F (-7.8C)
X. STABILITY AND REACTIVITY
Stability and Reactivity Summary: Stable under normal conditions.
Reactive Properties:
Sensitivity to mechanical shock: None
Hazardous Polymerization: Will not occur
Conditions to Avoid: High temperatures, exposure to heat, open flames
Chemical Incompatibility: Avoid contact with oxidizers
Incompatible materials: None known
Hazardous Decomposition Products: None known
Decomposition Temperature: No data
XI. TOXICOLOGICAL INFORMATION
Health Hazards of Product:
Routes of Entry: Ingestion. Not absorbed through skin or mucous membranes.
Acute Effects: Inhalation, eye contact, or skin contact are not known to be hazardous.
Reproductive and Developmental Toxicity: Not classified as a reproductive toxin by any authoritative body or
regulatory agency.
Mutagenicity: In vitro: NO positive evidence. In vivo: NO positive evidence.
Carcinogenicity: IARC: No ACGIH: No
NTP (USA): No OSHA (USA): No
XII. ECOLOGICAL INFORMATION
Ecological Toxicity Values:
Environmental Fate: No information found
XIII. DISPOSAL CONSIDERATIONS
Environmental Toxicity: No information found
Potential US EPA Waste Codes: NONE
Disposal Methods: Disposed of in accordance with local, state and federal regulations for hazardous waste.
Components subject to land ban restrictions: No components subject to land ban restrictions.
Page 3 of 4
Contact Environmental Operating Solutions. Inc. / 508.743.8440 / www.eosenvironmental.com / [e-mail]

Material Safety Data Sheet
XIV. TRANSPORTATION INFORMATION
Proper Shipping Name, Hazard Class, UN/NA Number Packing Group, Emergency Response Guide Number
Shipment of this product is not controlled by ICAO, USDOT, or Canadian TDG regulations.
US Domestic DOT: ............................................................. Not regulated
Reportable Quantity ("RQ") per 49 CFR172.101:............ Not regulated
Passenger air/ Rail: ............................................................ Not regulated
Cargo air only: ................................................................... Not regulated
Vessel stowage: ................................................................ Not regulated
XV. REGULATORY INFORMATION
UNITED STATES:
Toxic Substances Control Act (TSCA): The components of this product are listed on the TSCA Inventory of Exist-
ing Chemical Substances.
Pesticide acceptance indication: US EPA Registration Number: Not applicable
Superfund Amendments and Reauthorization Act (SARA) Title III: See Section III of this MSDS.
Hazard Categories Sections 311/312 (40 CFR 370.2):
Health: Acute — NO Chronic — NO Physical: None
Emergency Planning & Community Right to Know (40 CFR 355, App. A): Not applicable
Extremely Hazardous Substance Section 302 - Threshold Planning Quantity: Not applicable
Reportable Quantity (40 CFR 302.4): Not Applicable
Supplier Notification Requirements (40 CFR 372.45), 313 Reportable Components: NONE
State Right -to -Know Regulations Status of Ingredients: No Ingredients listed with any state.
XVI. ADDITIONAL INFORMATION
MSDS REVISION STATUS: Revision September 24, 2010 Replaces April 28, 2009
THIS MATERIAL SAFETY DATA SHEET (MSDS) HAS BEEN PREPARED IN COMPLIANCE WITH THE FEDERAL OSHA HAZARD COM-
MUNICATION STANDARD, 29 CFR 1910.1200. THE INFORMATION IN THIS MSDS SHOULD BE PROVIDED TO ALL WHO WILL USE,
HANDLE, STORE, TRANSPORT, OR OTHERWISE BE EXPOSED TO THIS PRODUCT. WE BELIEVE THIS INFORMATION TO BE RELI-
ABLE AND UP TO DATE AS OF ITS PUBLICATION DATE, BUT MAKE NO WARRANTY THAT IT IS. IF THIS MSDS IS MORE THAN
THREE YEARS OLD YOU SHOULD CONTACT THE SUPPLIER TO MAKE CERTAIN THAT THE INFORMATION IS CURRENT.
Page 4 of 4
Contact Environmental Operating Solutions. Inc./ 508.743.8440 / www.eosenvironmental.com / [e-mail]

12500 Permeate Pump- Self Priming Varisco
Permeate Pump shall be Varisco 506-044, 10 HP.
END OF SECTION
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