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FOR THE
COLUMBUS COUNTY, NORTH CAROLINA
COUNTY LOCATION MAP
NTS
Project No: SRP-W-ARP 03
TOWN COUNCIL
Mayor - Phillip C. Britt
Mayor Pro-Tem - Tony C. Jordan
Council Member - Colene K. Faulk
Council Member - Shannon M. Britt
Council Member - Rashad A. Roberts
Council Member - Danny W. Clewis, SR.
Town Manager - J. Cason Robinson
Public Utilities Director - Steven Price
FINAL DRAWING - FOR REVIEW PURPOSES ONLY - NOT RELEASED FOR CONSTRUCTION
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UNIQUELY PAIRED WITH PUMP STATION SECTIONAL PLAN
SHEET NUMBER ON WHICH DETAIL DRAWING TYPE: DETAIL, SECTION,
DETAIL DRAWING OCCURS A D ETAI L PLAN, or ELEVATION. (OPTIONAL
LOCATION OF DETAIL DRAWING TITLE)
C-12 NOT TO SCALE
SHEET NUMBER ON WHICH DETAIL DRAWING SCALE
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PROJECT VICINITY MAP
ABBREVIATIONS, ACRONYMS, AND SYMBOLS
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CUBIC FEET PER MINUTE
F.F.E.
FINISH FLOOR ELEVATION
LAB
LABORATORY
PSI
POUNDS PER SQUARE INCH
STD
STANDARD
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FABRIC, FABRICATION
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R
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RETURN ACTIVATED SLUDGE
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SOUTHWEST
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MASONRY CONTROL JOINT
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REINFORCED CONCRETE PIPE
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COLUMN
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MECHANICAL
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CONCRETE REINFORCING BAR
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TEMPORARY CONSTRUCTION
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FIBERGLASS REINFORCED
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MANUFACTURER
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RESTRAINED JOINT
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GROUND FAULT INTERRUPT
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NORTH CAROLINA
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U.L.
UNDERWRITERS LABORATORIES
D.I.
DUCTILE IRON
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GATE VALVE
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HOT DIP GALVANIZE(D)
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NOT APPLICABLE
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STAINLESS STEEL
UV
ULTRAVIOLET
D.O.T.
DEPARTMENT OF
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HARDWARE
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NATIONAL ELECTRICAL
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SOUTHERN YELLOW PINE
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VOLT
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HEXAGONAL
MANUFACTURERS ASSOCIATION
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HOOK
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W
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HIGH POINT
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NOMINAL
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NATIONAL PIPE THREAD
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STORM DRAIN
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HIGH WATER LEVEL
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SANITARY SEWER
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STA
STATION
SYM.
Sheet List Table
SHEET
SHEET TITLE
NUMBER
GENERAL
G.1
Cover Sheet
G.2
Sheet Index
CIVIL
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Existing & Demolition Site Plan
C.2
Proposed Site Plan
MECHANICAL
M.1
Hydraulic Profile
M.2
Aeration Basin Demolition Plan
M.3
Proposed Aeration Basin No. 1 Plan
M.4
Proposed Aeration Basin No. 1 Sections
M.5
Aeration Basin No.1 Details
M.6
Air Piping Details
STRUCTURAL
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Chad-23.03 Proposed Site Plan.dwg: Layout=Proposed Site Plan
DATE: February, 2024
DESIGNED: UP
DRAWN: DJN
CHECKED: LJP
at
C■2
Chad-23.03 Proposed Site Plan.dwg: Layout=Proposed Site Plan

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AVG FLOW EL 88.37 (AER BASIN #2)
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WEIR CREST EL 88.76--�
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_PEAK FLOW EL 88.26 (AER BASIN #2)
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TOW EL 90.25
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TOW EL 88.50
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EL 70.98
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VALVE SCALE: 3/16 = 1 —0
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WEIR ELEV: 84.16'
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STEEL AIR PIPING
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108'
AERATION BASIN 1 SECTION
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M.2 Aeration Basin DEMOLITION PLAN.dwg: Layout=M.2 Aeration Basin Demolition Plan

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48' STANDARD SPACING
FOR 4" AIR DIFFUSER LEGS
21'-6" EFFLUENT WEIR, SEE DETAIL
12" FABRICATED WALL PIPE
120'
APPROX. 290 AIR DIFFUSER HEADS
REVISIONS
SYM. DESCRIPTION DATE BY
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8" PVC AIR PIPING HEADER, SEE DETAILS
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M"3
M.3 Proposed Aeration Basin No. 1 Plan.dwg: Layout=M.3 Proposed Aeration Basin No. 1 Plan

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TOW ELEV: 88.50'
WEIR ELEV. 86.00'
GROUND
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EFF TROUGH BOTTOM ELEV:
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REVISIONS
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12" MIN
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NOTE:
1.) CONTRACT SHALL POTHOLE EXISTING
12" INFLUENT PIPE AT PROPOSED DATE: February, 2024
CONNECTION POINT SHOWN ON C.2 AND
SHOOT GRADE TO DETERMINE EXISTING DESIGNED: LJP
ELEVATION OF THE PIPE. NEW WALL DRAWN: DJN
PENETRATION AND CONNECTING 18" PIPE CHECKED: LJP
SHALL BE INSTALLED TO MATCH EXISTING NO.
PIPE ELEVATION.
M.4 Proposed Aeration Basin No. 1 Sections.dwg: Layout=M.4 Proposed Aeration Basin No. 1 Sections

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OPENINGnow 1/8" BEVEL
7/8" WIDE SLOTTED HOLE (TYP)
SLOTTED HOLE (TYP)
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8" X 4" TEE, TYP. �---------------� 6"
8" AIR HEADER PIPE I 8" WELDED S.S.
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ALL SURFACES OF ALUMINUM IN CONTACT WITH CONCRETE SHALL BE COATED WITH COAL TAR PAINT
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STANDARD I FOUNDATION ROOTER, WEIR PATE DETAIL -
SPACING
I SEE STRUCTURAL
2 WEIR PLATE DETAIL
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DESIGNED: UP
DRAWN: DJN
CHECKED: LJP
NO.
M.5
M.1 Hydraulic Profile 1.dwg: Layout=M.1 Proposed Aeration Basin No. 1 Details

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SPANNER WRENCH APPLY A VERY LIGHT COATING
(FOR TIGHTENING RETAINER RING) OF SILICONE BASED GREASE
(DOW CORNING 111 COMPOUND —
SUPPLIED BY SANITAIRE)
TO THE UNDERSIDE OF THE
TOP SEALING SURFACE OF
THE RETAINING RING.
■:4I,2[r
REVISIONS
SYM. DESCRIPTION
W.S. ELEVATION
GUIDE SUPPORT FIXED JOINT
SEE PLAN VIEWS SEE PLAN VIEWS SEE PLAN VIEW —
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RING
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=
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DISC WITH INTEGRAL 0—RING
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8" 0 12r
10 � 15r
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MEMBRANE DISC DIFFUSER
(8) BOLTS FOR THE 14" 0,16" 0 AND 18" 0
DOUBLE BAND CLAMPS
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BAND CLAMPS
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TORQUE NUTS TO
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CLAMP COUPLING
SPIGOT WITH GROOVES
RETAINER RING
(DO NOT LUBRICATE) SOCKET WITH SPLINES
AIR DISTRIBUTOR
THREAD
(DO NOT LUBRICATE)
0-RING 4" GRAY
(DO NOT LUBRICATE THIS 0-RING
WITH GREASE. A LIQUID SOAP
SOLUTION MAY BE APPLIED FOR
EASE OF INSTALLATION)
FIXED JOINT
TUBING- 1" I.D. EDUCTOR
NIPPLE- 3/4" X 31G.
SCH. 80 PVC
SUCTION TUBE-
CLAMP -WORM DRIVE HOSE S.S.
ELBOW- 3/4" X 45°
SCH. 80 PVC (THR'D)
-NIPPLE- 3/4" X 21G.
SCH. 80 PVC
PURGE SUMP
D ETA I L F B -14A
3/4" X 90° PVC ELBOW SKT
3/4" X 3" NIPPLE TA .E.
3/4" 0 PURGE VALVE
-3/4" X 3" NIPPLE T.B.E.
3/4" 0 SCH 80 PVC PIPE
STN STL CLAMP
3/4" 0 SCH 80 PVC PIPE
3/4"0 SCH 80
45° PVC ELBOW
3/4" 0 X 3" LG
PVC NIPPLE —
HOSE CLAMP
1 " I.D. PURGE HOSE
- 1 "I.D. PURGE HOSE
(STENCILED "WATER PURGE")
SUMP ASSEMBLY
SEE DETAIL
PURGE SUMP ASSEMBLY
EN
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DATE: February, 2024
DESIGNED: UP
DRAWN: DJN
CHECKED: LJP
M.6 Air Piping Details.dwg: Layout=M.6 Air Piping Details
at
M.6

SYM.
REVISIONS
DESCRIPTION
DATE I BY
STRUCTURAL DESIGN CRITERIA
STRUCTURAL DESIGN BASED ON THE NORTH CAROLINA BUILDING CODE
EFFECTIVE JANUARY 1, 2019.
LIVE LOADS:
SURCHARGE AT GRADE =
100 PSF
FLUID IN TANK =
63 PCF (ASSUMED)
SOIL LOAD ON WALL =
90 PCF (EQUIV. HYDROSTATIC)
DEAD LOADS:
USE ACTUAL DEAD LOADS OF MATERIALS
SNOW LOADS:
GROUND SNOW LOAD (Pg)
= 10 PSF
FLAT ROOF SNOW LOAD (Pf)
= 10 PSF
SNOW EXPOSURE FACTOR (Ce)
= 1.0
SNOW LOAD IMPORTANCE FACTOR (10
= 1.0
THERMAL FACTOR (Ct)
= 1.0
WIND DESIGN DATA:
ULTIMATE DESIGN WIND SPEED (Vult)
= 135 MPH
NOMINAL DESIGN WIND SPEED (Vasd)
= 104.6 MPH
WIND IMPORTANCE FACTOR (Iw)
= 1.0
RISK CATEGORY
= II
WIND EXPOSURE
= C
INTERNAL PRESSURE COEFFICIENT
= +/- 0.18
BUILDING DESIGNED AS ENCLOSED
EARTHQUAKE DESIGN DATA:
SITE SOILS CLASS:
D - DEFAULT
SDs
0.339
SD,
0.155
SEISMIC USE GROUP:
II
SEISMIC DESIGN CATEGORY:
C
SEISMIC IMPORTANCE FACTOR:
1.25
BASIC STRUCTURAL SYSTEM:
GROUND SUPPORTED TANK
BASIC SFRS:
ORDINARY REINF.
CONC. SHEAR WALLS
RESPONSE MODIFICATION FACTOR: R;
2.25
Rc
1.0
ANALYSIS PROCEDURE:
ACI-350.3-06
SEISMIC RESPONSE COEF: Ct
0.339
FLOOD DESIGN DATA:
THIS PROJECT IS NOT LOCATED IN A FLOOD
ZONE AS PER THE FEMA/NC
FLOODPLAIN MAPPING PROGRAM.
GENERAL STRUCTURAL NOTES:
1. THIS PROJECT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE NORTH CAROLINA
BUILDING CODE EFFECTIVE 2019 AND ALL OTHER APPLICABLE BUILDING CODES HAVING
JURISDICTION.
2. COORDINATE DIMENSIONS AND CONDITIONS AT THE PROJECT SITE PRIOR TO STARTING
WORK AND NOTIFY THE CIVIL ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. NOTIFY THE
CIVIL ENGINEER OF ANY EXISTING SITE CONDITIONS THAT ARE NOT CONSISTENT WITH THE
CONSTRUCTION DOCUMENTS.
3. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN AND ERECTION OF TEMPORARY
BRACING AND SHORING AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL
PHASES OF CONSTRUCTION.
4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO SUBMIT SHOP DRAWINGS TO THE CIVIL
ENGINEER FOR ALL STRUCTURAL COMPONENTS. STRUCTURAL DRAWINGS ARE NOT TO BE
REPRODUCED FOR SHOP DRAWINGS, SECTION SHEETS OR ERECTION PLANS. SUBMIT ONE
SET OF PRINTS FOR APPROVAL. THE SET OF PRINTS SHALL BE CLEARLY MARKED "FOR
STRUCTURAL ENGINEER'S FILE." SHOP DRAWINGS SHALL BE REVIEWED AND APPROVED BY
THE CONTRACTOR FOR ALL DIMENSIONS, ELEVATIONS, AND ERECTION PROCEDURES PRIOR
TO CIVIL ENGINEER AND STRUCTURAL ENGINEER'S REVIEW, AMPLE TIME AS DETERMINED BY
THE STRUCTURAL ENGINEER, SHALL BE ALLOTTED FOR HIS REVIEW OF SHOP DRAWINGS.
5. THE ENGINEER'S APPROVAL OF SHOP DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR OF
THE RESPONSIBILITY FOR DEVIATIONS FROM REQUIREMENTS IN THE CONTRACT DOCUMENTS.
THE CONTRACTOR SHALL NOT BE RELIEVED OF RESPONSIBILITY FOR ERRORS OR OMISSIONS
IN SHOP DRAWINGS. CONTRACTOR DEVIATIONS TO THE CONTRACT DOCUMENTS SHALL BE
SUBMITTED SEPARATELY FOR APPROVAL.
6. ALL HANDRAILS, STAIRS, & OTHER ARCHITECTURAL ITEMS & THEIR CONNECTIONS NOT
SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY A REGISTERED ENGINEER,
REGISTERED IN THE PROJECT STATE, TO RESIST ALL APPLIED LOADS PER THE LATEST
EDITION OF THE APPLICABLE BUILDING CODE(S). THE ADDITIONAL ENGINEERING, MATERIAL
AND LABOR COST OF THESE ITEMS SHALL BE PART OF THE CONTRACT.
7. CONTRACTOR TO NOTIFY STRUCTURAL ENGINEER AND CIVIL ENGINEER OF ANY UNUSUAL
AND/OR EXCESSIVE LOADS DUE TO EQUIPMENT OR CONSTRUCTION REQUIREMENTS.
8. THESE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ANY CIVIL
ENGINEERING DRAWINGS AND DOCUMENTS RELATING TO OTHER TRADES. THE
CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING HIS OWN CHECK AND COORDINATION
OF DIMENSIONS, FIELD CONDITIONS, CLEARANCES, ETC. WITH THE WORK OF THE OTHER
TRADES. IN THE CASE OF CONFLICT, CONTACT CIVIL ENGINEER FOR WRITTEN RESOLUTION.
9. THE CONTRACTOR SHALL VERIFY SIZES AND LOCATIONS OF ALL SLOTS, PIPE SLEEVES,
ANCHOR BOLTS, ETC.. AS REQUIRED FOR ALL TRADES PRIOR TO CONSTRUCTION.
10. WORK NOT INDICATED AS PART OF THE DRAWINGS BUT REASONABLY IMPLIED TO BE SIMILAR
TO THAT AT CORRESPONDING PLACES SHALL BE REPEATED.
11. ALL SECTIONS AND DETAILS ARE TYPICAL AT SIMILAR LOCATIONS AND WHERE APPLICABLE.
12. IN CASE OF CONFLICT BETWEEN THE DRAWINGS AND/OR SPECIFICATIONS, THE MORE RIGID
REQUIREMENT SHALL BE ASSUMED TO GOVERN UNTIL A RULING IS MADE BY THE CIVIL /
STRUCTURAL ENGINEER.
13. CONTRACTOR SHALL MAKE NO DEVIATIONS FROM DESIGN DRAWINGS AND SPECIFICATIONS
WITHOUT WRITTEN APPROVAL OF THE CIVIL ENGINEER.
14. THE DESIGN PROFESSIONALS SHALL HAVE NO CONTROL OVER NOR RESPONSIBILITY FOR THE
CONTRACTOR'S MEANS, METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES IN
PERFORMING THE WORK, SITE SAFETY OR SAFETY PROGRAM IN CONNECTION WITH THE
WORK. THESE ARE SOLELY THE RESPONSIBILITIES OF THE CONTRACTOR, WHO IS ALSO
RESPONSIBLE FOR COMPLYING WITH ALL HEALTH AND SAFETY PRECAUTIONS AS REQUIRED
BY REGULATORY AGENCIES.
15. REFER TO ELECTRICAL AND MECHANICAL PLANS FOR SIZE AND LOCATION OF ALL OPENINGS
FOR DUCTS, PIPES, CONDUCTS, ETC.
16. THESE STRUCTURAL DRAWINGS ARE BASED ON THE LATEST INFORMATION/STRUCTURAL
DRAWINGS AS OF OUR SUBMITTAL DATE. SOME DIMENSIONS FOUND IN THESE DRAWINGS
MAY HAVE BEEN VERBALLY COMMUNICATED BY THE CIVIL ENGINEER OR TAKEN DIRECTLY
FROM ELECTRONIC FILES SUPPLIED BY THE CLIENT. GENERAL CONTRACTOR AND
SUBCONTRACTORS ARE ADVISED TO USE THE CIVIL ENGINEERING DRAWINGS AS THE
PRIMARY BASIS FOR THE DIMENSIONS ON THIS PROJECT. THECIVIL DRAWINGS SHALL BE
CONSIDERED AS THE LEAD DRAWINGS FOR THE PROJECT - INCLUDING DIMENSIONS.
*** NOTE ***
THIS TANK HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 350 TO SAFELY RESIST
A MAXIMUM GROUNDWATER ELEVATION OF 78.17 FEET WHEN HALF OF THE TANK IS
EMPTY FOR ACCESS TO AERATORS OR OTHER MAINTENANCE. AT NO TIME SHALL
THE ENTIRE TANK BE EMPTIED UNLESS UNDER THE DIRECTION OF A QUALIFIED
ENGINEER WHO HAS ASSESSED THE UPLIFT POTENTIAL AND DETERMINED THAT IT
IS SAFE TO DO SO. THE FOLLOWING NOTE SHALL BE CLEARLY DISPLAYED ON
PLACARDS ON ALL FOUR SIDES OF THE TANK IN TEXT AND SIZE THAT WILL BE
VISIBLE FROM A DISTANCE OF 40 FEET:
"WARNING - TANK MUST NOT BE EMPTIED WITHOUT CONSULTING A QUALIFIED
ENGINEER TO DETERMINE THE SAFETY AND STABILITY OF THE TANK UNDER
PREVAILING GROUNDWATER CONDITIONS. SEVERE TANK DAMAGE OR
CATASTROPHIC FAILURE COULD RESULT IF THE TANK IS EMPTIED DURING HIGH
GROUNDWATER CONDITIONS."
FOUNDATION NOTES:
F1. THE FOUNDATION DESIGN IS BASED ON AN ASSUMED ALLOWABLE SOIL BEARING
PRESSURE OF 1800 PSF.
F2. THE CONTRACTOR SHALL ENGAGE A GEOTECHNICAL ENGINEER TO VERIFY ADEQUATE
FOUNDATION AND SLAB SUPPORT.
F3. FOUNDATIONS ARE TO BEAR ON STABLE SOILS CAPABLE OF SUSTAINING LOADS STATED IN
THE FOUNDATION NOTES BELOW WITHOUT EXCESSIVE SETTLEMENT OR HEAVE. BE
ADVISED FOUNDATION MOVEMENT MAY OCCUR AND THAT DESIGNS CONTAINED HEREIN DO
NOT ATTEMPT TO MITIGATE SOIL CONDITIONS. STRUCTURES MAY BE AT RISK OF DAMAGE
WHERE UNSTABLE SOILS ARE PRESENT. ATTENTION TO PROPER SOIL PREPARATION,
GRADING, AND PROPER DRAINAGE AWAY FROM THE STRUCTURE IS REQUIRED TO REDUCE
SOIL MOVEMENT.
F4. THE CONTRACTOR SHALL EXTEND FOOTINGS DOWN TO SOLID BEARING MATERIAL.
F5. ALL GRADE BEAMS SHALL BEAR ON UNDISTURBED RESIDUAL SOIL OR PROPERLY
COMPACTED STRUCTURAL FILL.
F6. FOOTINGS SHALL EXTEND DOWN TO A LOWER ELEVATION THAN INDICATED ON THE
DRAWINGS IF NECESSARY TO REACH ADEQUATE BEARING MATERIAL.
F7. TOP OF FOOTINGS TO BE A MINIMUM OF 12" BELOW FINISHED GRADE UNLESS NOTED
OTHERWISE.
F8. SLOPE SIDES OF EXCAVATIONS OR SHORE, SHEET, AND BRACE SIDE SLOPES TO ENSURE
SLOPE STABILITY AND SAFETY. ADEQUATELY PROTECT ALL EXCAVATION SLOPES.
F9. STRIP AND REMOVE ALL TOPSOIL AND ORGANIC MATERIAL TO A MINIMUM 4" DEPTH.
STOCKPILE TOPSOIL IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS OR AS
DIRECTED BY THE CIVIL ENGINEER.
F10. REMOVE ALL MATERIAL CONTAINING ROOTS, DEBRIS, OR OTHER DELETERIOUS MATERIAL
FROM THE SITE.
F11. PLACE ALL FILL MATERIAL IN LIFTS NOT EXCEEDING 8" IN DEPTH AND COMPACT TO THE
FOLLOWING STANDARD PROCTOR DENSITIES IN ACCORDANCE WITH ASTM-D698:
UNDER BASIN/TANK FOUNDATIONS: 98%
UNDER SLABS ON GRADE: 95%
OTHER AREAS OUTSIDE OF TANK FOOTPRINT: 95%
F12. ALL FILL MATERIAL UNDER FOUNDATIONS AND SLABS SHALL BE SUITABLE GRANULAR
MATERIAL AS APPROVED BY THE GEOTECHNICAL ENGINEER. SUITABLE ON SITE MATERIAL
MAY BE USED AS BACKFILL IF APPROVED BY THE GEOTECHNICAL ENGINEER. SLOPE FILL
MATERIAL FOR ADEQUATE DRAINAGE.
F13. TEST ALL FILL FOR COMPACTION WITH ONE TEST PER EVERY 2500 SQUARE FEET OF FILL
PER FOOT DEPTH. TEST LOCATIONS SHALL BE RANDOMLY LOCATED AT THE DISCRETION
OF THE GEOTECHNICAL ENGINEER.
F14. PROVIDE ADEQUATE DRAINAGE OR DEWATERING MEASURES TO ALLOW PROPER FINISHING
OF EXCAVATIONS AND TO KEEP WATER FROM COLLECTING IN THE BOTTOM OF
EXCAVATIONS. FOUNDATIONS SHALL BE PLACED IN DRY CONDITIONS. DO NOT PLACE
FOOTINGS IN WATER.
F15. A GEOTECHNICAL ENGINEER SHALL INSPECT FOUNDATION EXCAVATIONS AND BUILDING
PADS. PROVIDE NOTICE AND ALLOW SUFFICIENT TIME FOR FOOTING EXCAVATIONS TO BE
INSPECTED PRIOR TO PLACING FOUNDATIONS.
F16. CONSTRUCTION JOINTS IN WALL FOOTINGS SHALL BE FORMED VERTICALLY. PROVIDE A
KEYWAY AND REINFORCING DOWELS WITH THE REQUIRED LAP LENGTH.
F17. PLACE SLABS ON GRADE OVER A MINIMUM OF 12 INCHES OF GRANULAR FILL AND A
MINIMUM10 MIL THICK VAPOR BARRIER, UNLESS NOTED OTHERWISE.
REINFORCEMENT DEVELOPMENT DISTANCES PER BAR SIZE
BAR SIZE
MINIMUM DEVELOPMENT LENGTH (IN.)
3,000 PSI
4,000 PSI
5,000 PSI
6,000 PSI
#3
17
15
13
12
#4
22
19
17
16
#5
28
24
22
20
#6
33
29
26
24
#7
48
42
38
34
#8
55
48
43
39
#9
62
54
48
44
#10
69
60
54
49
#11
76
66
59
54
#14
96
84
75
68
#18
124
107
96
88
NOTES:
MINIMUM LENGTH OF LAP FOR TENSION LAP SPLICES SHALL BE AS REQUIRED FOR
CLASS "A" OR "B" SPLICE, BUT NOT LESS THAN 12-IN. WHERE:
1. ALL CLASS "A" LAP SPLICES SHALL BE 1.OId
2. ALL CLASS "B" LAP SPLICES SHALL BE 1.31d
STRUCTURAL CONCRETE NOTES
1. ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI IN 28 DAYS.
2. UNLESS NOTED OTHERWISE, ALL CONCRETE FLATWORK SHALL CONFORM TO THE FOLLOWING
FINISHING TOLERANCES MEASURED AS PER ASTM E1155:
OVERALL FLATNESS NUMBER: Ff>20
MINIMUM LOCAL FLATNESS NUMBER: Ff>15
OVERALL LEVELNESS NUMBER: FL15
MINIMUM LOCAL LEVELNESS NUMBER: FL10
3. ALL FOUNDATIONS ARE TO BEAR ON UNDISTURBED NATIVE SOIL OR ON TESTED, STRUCTURAL
BACKFILL (98% STANDARD PROCTOR VALUE FOR BACKFILL) TO INCLUDE THE LAYER OF CLEAN
WASHED SAND FOR SLABS ON GRADE.
4. STRUCTURAL FOUNDATION DESIGN IS BASED UPON AN ALLOWABLE SOIL BEARING VALUE OF
1500 PSF. THIS MUST BE VERIFIED BY CONTRACTOR PRIOR TO CONSTRUCTION.
5. ALL REINFORCING STEEL SHALL BE GRADE 60 DEFORMED BARS COMPLYING WITH ASTM
SECTION A615. REINFORCING STEEL WHICH IS INDICATED ON THE DRAWINGS AS BEING WELDED
SHALL COMPLY WITH ASTM SECTION A706, AND SHALL ALSO BE DEFORMED.
6. ALL DETAILING, FABRICATION AND PLACEMENT OF REINFORCING STEEL SHALL COMPLY WITH
THE REQUIREMENTS OF THE ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED
CONCRETE STRUCTURES (ACI-SP-66)
7. ALL REINFORCING BAR SPLICE LENGTHS AND LOCATIONS, EMBEDMENT, LENGTHS, HOOKS, ETC.
SHALL BE DONE AS INDICATED ON THE DRAWINGS. NO VARIATION WILL BE ACCEPTED WITHOUT
PRIOR APPROVAL OF THE ENGINEER. IF NO DIMENSION IS PROVIDED, THE SPLICE LENGTH
SHALL BE CLASS "B" LENGTH AS PER ACI 318, SECTION 12.15. REFER TO TABLES BELOW.
8. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT.
MIN. COVER, IN.
8.1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3
8.2. ALL OTHER CONCRETE: 2
9. ALL EMBEDDED STRUCTURAL STEEL, INCLUDING ANCHOR BOLTS, SHALL COMPLY WITH ASTM
307 OR ASTM A36, UNLESS INDICATED DIFFERENTLY ON THESE DRAWINGS.
10. CONSTRUCT FORMS COMPLYING TO SHAPES, LINES, AND DIMENSIONS SHOWN ON DRAWINGS TO
OBTAIN AND HOLD ACCURATE ALIGNMENT OF CONCRETE DURING PLACEMENT AND CURING.
11. FABRICATE FORMS FOR EASY REMOVAL WITHOUT HAMMERING OR PRYING AGAINST CONCRETE
SURFACES.
12. ROUGHEN ALL EXISTING CONCRETE SURFACES THAT WILL BE IN CONTACT WITH NEW
CONCRETE.
13. THOROUGHLY CLEAN FORMS AND ADJACENT SURFACES TO RECEIVE CONCRETE. REMOVE
CHIPS, WOOD, SAWDUST, DIRT AND OTHER DEBRIS PRIOR TO CONCRETE PLACEMENT.
14. CLEAN REINFORCING OF LOOSE RUST, MILL SCALE, DIRT, OR ANY OTHER FOREIGN MATERIAL.
ACCURATELY POSITION, SUPPORT AND SECURE REINFORCEMENT.
15. PROPORTION AND DESIGN MIXES TO RESULT IN CONCRETE SLUMP AT POINT OF PLACEMENT
NOT LESS THAN 3" AND NOT MORE THAN 5". ADDITION OF WATER TO READY -MIX CONCRETE IN
THE FIELD SHALL NOT BE ALLOWED. MAXIMUM WATER/CEMENT RATIO SHALL BE 0.45.
16. DEPOSIT CONCRETE IN A CONTINUOUS OPERATION UNTIL THE PLACING OF CONCRETE IS
COMPLETE. IF THE POUR IS TO BE DISCONTINUOUS, CONTRACTOR SHALL USE CONSTRUCTION
JOINTS.
17. CONCRETE SHALL BE AIR ENTRAINED TO ARCHIVE 4-6% AIR CONTENT. DO NOT OVER -TROWEL
AIR -ENTRAINED SLABS.
STANDARD 900 HOOK
DISTANCES PER BAR SIZE
BAR SIZE
MINIMUM (IN.)
#3
5
#4
6
#5
8
#6
9
#7
11
#8
12
#9
14
#10
15
#11
17
#14
21
#18
27
STANDARD 1800 HOOK
DISTANCES PER BAR SIZE
BAR SIZE
MINIMUM (IN.)
#3
2
#4
2
#5
3
#6
3
#7
4
#8
4
#9
6
#10
7
#11
7
#14
11
#18
14
NOTES:
THE EXTENSION AFTER THE 180' HOOK
MUST BE A MINIMUM OF 4d > 2-1/2"b
ABBREVIATIONS
AB
ANCHOR BOLT
AFF
ABOVE FINISH FLOOR
BLDG
BUILDING
BLKG
BLOCKING
BM
BEAM
BOT,BOTT
BOTTOM
BRG
BEARING
C
CHANNEL
CJ
CONTROL JOINT
CLG
CEILING
CLR
CLEAR
CMU
CONCRETE MASONRY UNIT
COL
COLUMN
CONC
CONCRETE
CONT
CONTINUOUS
CTR
CENTER
CU
CUBIC
DBL
DOUBLE
DET
DETAIL
DIA
DIAMETER
DIAG
DIAGONAL
D.I.C.A.
DRILLED -IN CONCRETE ANCHOR
DIM
DIMENSION
DN
DOWN
DWG
DRAWING
EA
EACH
EJ
EXPANSION JOINT
EL,ELEV
ELEVATION
EQ
EQUAL
EX
EXISTING
EW
EACH WAY
FF
FINISH FLOOR
FLR
FLOOR
FT
FOOT, FEET
FTG
FOOTING
GA
GAUGE
GALV
GALVANIZED
HORIZ
HORIZONTAL
HSS
HOLLOW STEEL SECTION
HT
HEIGHT
ID
INSIDE DIAMETER
JT
JOINT
L
ANGLE
LIN
LINEAL
LLV
LONG LEG VERTICAL
MAX
MAXIMUM
MIN
MINIMUM
M.O.
MASONRY OPENING
MTL
METAL
NOM
NOMINAL
O.C.
ON CENTER
O.D.
OUTSIDE DIAMETER
P.T.
PRESSURE TREATED
PL
PLATE
PCF
POUNDS PER CUBIC FEET
PLF
POUNDS PER LINEAL FEET
PSF
POUNDS PER SQUARE FEET
PSI
POUNDS PER SQUARE INCH
REF
REFERENCE
REINF
REINFORCEMENT
REQ'D
REQUIRED
R.O.
ROUGH OPENING
SECT
SECTION
SF
SQUIRE FOOT/(FEET)
SHT
SHEET
SIM
SIMILAR
SQ
SQUARE
STD
STANDARD
STL
STEEL
STRUCT
STRUCTURAL
T&G
TONGUE AND GROOVE
T.O.F.
TOP OF FOOTING
T.O.M.
TOP OF MASONRY
T.O.S.
TOP OF STEEL
T.O.W.
TOP OF WALL
TRANSV
TRANSVERSE
TS
STRUCTURAL TUBING
LINO
UNLESS NOTED OTHERWISE
VERT
VERTICAL
W
WIDE FLANGE SECTION
W/
WITH
WD
WOOD
WP
WORKING POINT
WWF
WELDED WIRE FABRIC
0
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FINAL DRAWINGS - FOR REVIEW PURPOSE ONLY
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S-1

SYM.
REVISIONS
DESCRIPTION
DATE I BY
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WALL DOI
MAT,
REINFORCIf
AND SPACIP
9
3"
EXTEND DO)
BOTTOM OF S
TIE TO REINFORCING
SECTION
S-3 SCALE: 1" = 1'-0"
)TT. OF TANK
.EV. = 76.00'
#6's @ 11" o.c.
EA. WAY - T&B
2"
3"
rik T.O.WALL =
TIE TO REINFORCING
2 SECTION
S-3 SCALE: 1" = 1'-0"
T.O.WALL =
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rA
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#6 @ 12
#6 @ 12"
RANULAR FILL #6's @ 11" o.c. __v
EA. WAY - T&B d°
d
a
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d
a
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.EV. = 76.00'
#6's @ 11" o.c.
EA. WAY - T&B
3" CLR.
EXTEND DOWELS TO
BOTTOM OF SLAB AND
TIE TO REINFORCING
1'-2"
3 SECTION
S-3 SCALE: 1" = 1'-0"
WALL BEYOND
POUR WALL CONTINUOUS
PAST EFF TROUGH SLAB
GROOVE, TYP ALL
WATERSIDE EDGES OF
INTERMEDIATE SLAB FOR
COMPLETE SEAL
HYDROPHILIC WATERSTOP
CONTRACTOR'S OPTION TO
PROVIDE DOWELS w/
MECHANICAL THREADED
CONNECTORS TO
FACILITATE WALL FORMING
#6 @ 12"
#6 @ 12"
WATER SIDE
HYDROTITE
HYDROPHILIC
WATERSTOP (TYP.)
KEYED JOINT
do
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OIL
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#6's @ 11" o.c.
EA. WAY - T&B
FINAL DRAWINGS - FOR REVIEW PURPOSE ONLY
NOT RELEASED FOR CONSTRUCTION
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WIDTH
AS REQUIRED
BELL O.D. + 12" MIN.
BELL O.D. + 24" MAX.
INITIAL BACKFILL
(SEE NOTE 3)
BEDDING
(SEE NOTE 1)
UNDISTURBED SOIL
NOTES:
1. LAYING CONDITIONS AS PER AWWA C600 AND C605 STANDARDS.
2. BEDDING MATERIAL SHALL BE 4" MINIMUM THICKNESS, LOOSE SOIL (DEFINED
AS NATIVE SOIL EXCAVATED FROM THE TRENCH), FREE FROM ROCKS AND
SHALL PROVIDE UNIFORM SUPPORT FOR THE FULL LENGTH OF PIPE.
COMPACT TO 95% MAXIMUM DENSITY.
3. INITIAL BACKFILL SHALL BE LIGHTLY CONSOLIDATED IN MAXIMUM 6" LOOSE
LIFTS, COMPACTED TO 95% OF MAXIMUM DENSITY.
4. UNDER AREAS TO BE SEEDED OR SODDED, COMPACT SUCCEEDING LAYERS
OF FINAL BACKFILL IN 12" LOOSE LIFTS TO 85% MAXIMUM DENSITY.
5. UNDER STRUCTURES, PAVEMENTS AND ROAD SHOULDERS, COMPACT
SUCCEEDING LAYERS OF FINAL BACKFILL IN 6" LOOSE LIFTS TO 95%
MAXIMUM DENSITY EXCEPT COMPACT TOP 12" OF SUBGRADE TO 98%
MAXIMUM DENSITY.
6. PROVIDE #12 INSULATED SOLID COPPER WIRE IN SUFFICIENT LENGTH TO BE
CONTINUOUS OVER EACH SEPARATE RUN OF ALL BURIED PVC PIPING. AT
VALVE BOXES, BRING WIRE TO WITHIN 6 IN. OF TOP OF BOX AND INSERT
INTO BOX THROUGH DRILLED HOLE. NOT REQUIRED FOR DUCTILE IRON PIPE.
7. COPPER WIRE INSULATION SHALL BE GREEN FOR SEWER AND BLUE FOR
WATER. WIRE CONNECTIONS ARE TO BE MADE WATER TIGHT WITH TWISTER
DB PLUS WATERPROOF WIRE CONNECTORS OR AN APPROVED EQUAL.
8. INSTALL 3" WIDE DETECTOR TAPE AT 18" DEPTH. TAPE SHALL HAVE MIDDLE
FOIL LAYER.
FORCE MAIN TRENCH
TYPE 3 LAYING CONDITIONS
N.T.S.
a a•
24"x24"x6" THICK
CAST —IN —PLACE
CONCRETE PAD
2" SQUARE
OPERATOR NUT
MECHANICAL IIIIII
JOINT PLUG
VALVE
IIII
LOOP TRACER
WIRE UP TO TOP
OF VALVE BOX
CAST IRON
VALVE BOX
SOLID BRICK PLACED
ON COMPACTED SOIL
UNDER VALVE BOX
IIIIIII #12 COPPER
IIII TRACER WIRE
OVER NON
FERROUS PIPE
i, CONCRETE
III BLOCK
NOTE:
SEPARATION FROM ADJACENT FITTINGS SHOWN ON PLANS
AND PROFILES IS FOR CLARITY. ACTUAL SEPARATION MAY
BE ADJUSTED TO FIT LAYING CONDITIONS.
PLUG VALVE ASSEMBLY
N.T.S.
a
3
-10-1/4"
J
m
Q
BOTTOM SECTIONIr
7-5/16"
s
N
OR 2"
7„
9,,
7-3/8"
6-3/8"
COMPLETE BOX
DIMENSIONS IN INCHES
LENGTH
TOP BOTTOM
10
15
10
24
16
24
16
36
26
36
26
48
26
60
NOTES:
TOP SECTION
1. VALVE BOX SHALL HAVE
RAISED LETTERS
"SEWER" CAST INTO COVER.
2. VALVE BOX ACCOMMODATES 4" THRU 12"
VALVES.
3. VALVE BOX SHALL HAVE
j" HOLE DRILLED
IN TOP SECTION THRU WHICH
A J" X 1j" GALVANIZED
BOLT SHALL BE
USED TO SECURE A 12GA.
THHN TRACER WIRE FOR
NON—FERROUS
PIPE. A J" WASHER SHALL
BE USED BETWEEN NUT
AND
INSIDE OF BOX.
TIGHTEN HAND TIGHT.
4.SCREW TYPE VALVE BOXES
ARE REQUIRED.
5 SSHOWN Y
VARY DEPENDING UPON
VALVE B 0 X
THE MANUFACTURER.
N.T.S.
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DATE: February, 2024
DESIGNED: -
DRAWN: -
CHECKED: -
MISC DETAILS 23.03.dwg: Layout=S.4 Proposed Aeration Basin No.1 Typical Details
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3"-5"
DEEP
TRENCH
6"-8" DIA.
1"x1" STAKE
ON STEEP SLOPE
'" 4" NAIL
COIR WATTLE
A-r WOODEN
WEDGE
COIR WATTLE
STAPLE (TYP.)
2"x4" WOODEN
WEDGE
NOTES:
1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
2. WHEN SLOPES ARE STEEP, STRAW ROLL INSTALLATION
REQUIRES THE PLACEMENT AND STAKING OF THE ROLL
IN A TRENCH DUG, 3"-5" DEEP.
3. RUNOFF MUST NOT BE ALLOWED TO RUN UNDER OR
AROUND ROLL.
MATERIAL:
COCONUT FIBER, SYNTHETIC, JUTE, STRAW AND
EXCLESIOR
PRODUCT SPECIFICATION:
UNIT WEIGHT: 1 LB/FT
ROLL WEIGHT: 17 LBS
ROLL LENGTH: 15 FT
FUNCTIONAL HEIGHT: 61N
UPSTREAM FILTER APRON: 61N
DOWNSTREAM FILTER APRON: 10"
COIR WATTLE
N.T.S.
SILT FENCE DETAIL
N.T.S.
SILT FENCE INSTALLATION:
1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE
MIDDLE OF THE FENCE. CHECK WITH A LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON STANDARD
APPLICATIONS.
3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND
AS CLOSE AS POSSIBLE TO THE FABRIC, ENABLING POSTS TO SUPPORT THE FABRIC
FROM UPSTREAM WATER PRESSURE.
4. INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
5. ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP
8 INCHES OF THE FABRIC. ATTACH EACH TIE DIAGONALLY 45 DEGREES THROUGH
THE FABRIC, WITH EACH PUNCTURE AT LEAST 1 INCH VERTICALLY APART. ALSO, EACH
TIE SHOULD BE POSITIONED TO HANG ON A POST NIPPLE WHEN TIGHTENED TO
PREVENT SAGGING.
6. WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE
WITH 3 TIES.
7. NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND
LEVEL.
8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS
BEFORE COMPACTION.
9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL
IMMEDIATELY NEXT TO THE SILT FENCE FABRIC WITH THE FRONT WHEEL OF THE
TRACTOR, SKID STEER, OR ROLLER EXERTING AT LEAST 60 POUNDS PER SQUARE
INCH. COMPACT THE UPSTREAM SIDE FIRST, AND THEN EACH SIDE TWICE FOR A
TOTAL OF 4 TRIPS.
SILT FENCE MAINTENANCE:
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL.
2. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
3. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR
BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
4. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE
VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE.
5. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
6. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING
THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA
HAS BEEN PROPERLY STABILIZED.
A
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REVISIONS
SYM. DESCRIPTION DATE BY ``����„1111'��������''' `J
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SECTION A -A
.,JNSTRUCTION SPECIFICATIONS:
PLAN 1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET.
2. DRIVE 5' STEEL POST 2' INTO THE GROUND SURROUNDING THE INLET SPACE
POSTS EVENLY AROUND THE PERIMETER ON THE INLET, MAX. 4' APART.
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH. SECURE THE
WIRE MESH TO THE STEEL POSTS AT THE TOP, MIDDLE AND BOTTOM.
PLACING A 2' FLAP OF THE WIRE MESH UNDER THE GRAVEL FOR ANCHORING
IS RECOMMENDED.
4. USE A MINIMUM 16" DIAMETER WATTLE WITH A LENGTH TO SURROUND WIRE
MESH HARDWARE CLOTH FITTING SNUG AGAINST THE GROUND.
SECTION VIEW
5. USE 2" X 2" X 30" LONG WOODEN STAKES.
6. EXCAVATE A 1 " TO 2" TRENCH FOR WATTLE TO BE PLACED.
7. INSTALL A MINIMUM OF 2 UPSLOPE STAKES AT AN ANGLE TO WEDGE THE
WATTLE TO THE GROUND AND UP AGAINST THE HARDWARE CLOTH.
8. PROVIDE STAPLES MADE OF 0.125" DIAMETER STEEL WIRE FORMED INTO A
"U" SHAPE AND NOT LESS THAN 12" LENGTH.
9. INSTALL STAPLES APPROXIMATELY EVERY 12" ON BOTH SIDES OF WATTLE
AND AT EACH END TO SECURE IT TO THE SOIL.
10. WATTLE INSTALLATION SHALL BE ON THE OUTSIDE OF THE HARDWARE CLOTH.
11. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE
ACCUMULATED SEDIMENT, AND ESTABLISH FINAL GRADING ELEVATIONS.
12. COMPACT THE AREA PROPERLY AND STABILIZE IT WITH GROUND COVER.
TEMPORARY INLET PROTECTION (COIR WATTLE)
SEEDING SCHEDULE
GRASSING PLAN FOR STREETS AND UTILITY EASEMENTS:
NOTE
TEMPORARY SEED MIX SHALL BE USED FOR ALL AREAS EXPOSED GREATER THAN ONE
WEEK AND SUBJECT TO FURTHER DISTURBANCE. PERMANENT SEED MIX SHALL BE
CHECKED FOR ADEQUACY ON JULY 15. AN ADEQUATE COVER SHALL HAVE 50 SPRIGS
OF BERMUDA OR SERICEA LESPEDEZA PER ONE SQUARE FOOT.
PERMANENT SPRING SEED MIX
SPECIES RATE (LB./ACRE)
MARCH 1 - JULY 1 COMMON BERMUDA 25
SERICEA LESPEDEZA 30;
TEMPORARY SUMMER SEED MIX (TO BE FOLLOWED BY PERMANENT FALL SEED MIX)
SPECIES RATE (LB./ACRE)
MARCH 1 - SEPT. 1 GERMAN MILLET 120
PERMANENT FALL SEED MIX
SEPT. 1 - NOV. 1
TEMPORARY WINTER SEED
SEPT. 1 - MARCH 1
SPECIES RATE
(LB./ACRE)
COMMON BERMUDA
30;
SERICEA LESPEDEZA (UNSCARIFIED)
30,,
KOBE LESPEDEZA
10-=
MIX (TO BE FOLLOWED BY PERMANENT SPRING SEED MIX)
SPECIES RATE
(LB./ACRE)
WINTER RYE (GRAIN)
200- _
KOBE LESPEDEZA
120'
SOIL AMENDMENTS
TO BE INCORPORATED INTO THE TOP 3 INCHES OF SOIL IN AREAS WITH SLOPES 2:1 OR FLATTER
APPLY FERTILIZER (10-10-10) AT A RATE OF 1000 LB/ACRE
APPLY LIME (GROUND AGRICULTURAL LIMESTONE) AT A RATE OF 4000 LB/ACRE
APPLY SUPERPHOSPHATE (0-49-0) AT A RATE OF 200 LB/ACRE
* REQUIRED FOR PERMANENT SEED MIX ONLY
AAI II rW
APPLY 4,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER.
ANCHOR MULCH WITH ROVING, NETTING OR BY TACKING WITH ASPHALT EMULSION AT A RATE
OF 400 GAL./ACRE
WATER
MINIMUM OF 1" OF RAINFALL A WEEK (IF NOT SUPPLIED NATURALLY, CONTRACTOR SHALL
SUPPLY THE REMAINING AMOUNT UNTIL GROUND COVER HAS BEEN ESTABLISHED).
MAINTENANCE
REFERTILIZE IN THE SECOND YEAR UNLESS THE GROWTH IS FULLY ADEQUATE.
MOW WHEN THE AVERAGE PLANT HEIGHT EXCEEDS 6 INCHES.
RESEED, FERTILIZE AND MULCH DAMAGED AREAS IMMEDIATELY.
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DATE: February, 2024
DESIGNED: UP
DRAWN: LR
CHECKED: LJP
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Erosion Control Details.dwg: Layout=D.2 Erosion Control Details